Loading...
HomeMy WebLinkAbout41941-Z ip ; Town of Southold 3/6/2018 P.O.Box 1179 ' 53095 Main Rd o� Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 39543 Date: 3/6/2018 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 2100 Paradise Point Rd.,Southold SCTM#: 473889 Sec/Block/Lot: 81.-3-19.7 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 8/30/2017 pursuant to which Building Permit No. 41941 dated 8/30/2017 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: one family dwelling with partially finished basement covered porches trellis covered entry, second floor balconies raised patio with outdoor kitchen, outdoor shower and attached two car garage as applied for The certificate is issued to NH SAG LLC of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-15-0004 12/5/2017 ELECTRICAL CERTIFICATE NO. 41941 8/31/2017 PLUMBERS CERTIFICATION DATED 8/28/2017 Ke empe Plumbing A tho Signature 'fp Town of Southold 3/6/2018 P.O. Box 1179 2 53095 Main Rd Southold,New York 11971 f CERTIFICATE OF OCCUPANCY No: 39544 Date: 3/6/2018 THIS CERTIFIES that the building IN GROUND POOL Location of Property: 2100 Paradise Point Rd.,Southold SCTM#: 473889 Sec/Block/Lot: 81.-3-19.7 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 8/30/2017 pursuant to which Building Permit No. 41941 dated 8/30/2017 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: accessory in ground swimming pool with hot tub fenced to code as applied for. The certificate is issued to NH SAG LLC of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 41941 12/20/2017 PLUMBERS CERTIFICATION DATED th riz gnature S Town of Southold 3/6/2018 P.O.Box 1179 53095 Main Rd O1 # Via` Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 39545 Date: 3/6/2018 THIS CERTIFIES that the building ACCESSORY Location of Property: 2100 Paradise Point Rd.,Southold SCTM#: 473889 Sec/Block/Lot: 81.-3-19.7 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 8/30/2017 pursuant to which Building Permit No. 41941 dated 8/30/2017 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: accessory trellis as applied for.. The certificate is issued to NH SAG LLC of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED 17 oriz ignature TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN CLERK'S OFFICE SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit #: 41941 Date: 8/30/2017 Permission is hereby granted to: NH SAG LLC 200 E Canton Ave Ste 102 Winter Park, FL 32789 To: Demolition of an existing dwelling and construction of a new single family dwelling, with hot tub and swimming pool as applied for per SCHD and Trustee approval, and DEC NJ letter. Three (3) COs required. Replaces BP# 39790. At premises located at: 2100 Paradise Point Rd.,Southold SCTM # 473889 Sec/Block/Lot# 81.-3-19.7 Pursuant to application dated 8/30/2017 and approved by the Building Inspector. To expire on 3/1/2019. Fees: PERMIT RENEWAL $3,068.60 Total: $3,068.60 C6 Bui pector TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN CLERK'S OFFICE dol * Sao? SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit #: 39790 Date: 5/22/2015 Permission is hereby granted to: NH SAG LLC 200 E Canton Ave Ste 102 Winter Park, FL 32789 To: Demolition of an existing dwelling and construction of a new single family dwelling, with hot tub and swimming pool as applied for per SCHD and Trustee approval, and DEC NJ letter. Three (3) COs required. At premises located at: 2100 Paradise Point Rd, Southold SCTM # 473889 Sec/Block/Lot# 81.-3-19.7 Pursuant to application dated 4/30/2015 and approved by the Building Inspector. To expire on 11/20/2016. Fees: CO - SWIMMING POOL $50.00 Total: $7,210.40 Buil i g In ector SVA so�lyo Town Hall Annex ~O �� Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 G Southold,New York 11971-0959 BUILDING DEPARTMENT. TOWN OF SOUTHOLD CERTIFICATION Date: Building Permit No. o'u - Owner: (Pl print) Plumber:—KqUVN -�- (Please print I certify that the solder used in the water supply system contains less*than 2/10-orf 1%0 lead. (Plumb Signature) Sworn to before me this day of BRIAN A GERAGHTY Notary S �Cy� Notary Public,State of New York Not Public, U County No.01GE6334556 Qualified i Suffolk County ID,cornrnissiWIF.�pires Dec.21,2 � �'�'pF SOUryo Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 G Q roper.richert(a-town.Southold.ny.us Southold,NY 11971-0959 • �� o�yeUUM'1,� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To NH SAG LLC Address: 2100 Paradise Point Road city Southold st: New York zip: 11971 Building Permit#: 41941 Section: 81 Block: 3 Lot: 19.7 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor. DBA: Kel-Rob Electric License No: 37725-ME SITE DETAILS Office Use Only Residential X Indoor Basement Service Only Commerical Outdoor X 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt Ceiling Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt 1 Wall Fixtures Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps 3 Transformer Appliances Dryer Recpt Emergency FixtureTime Clocks Disconnect Switches Twist Lock Exit Fixtures 9 TVSS Other Equipment: Inground Swimming Pool/Spa to Include; Bonding, Control Panel, Blower, Polaris, Pool Lights,Gas Pool Heater, 5- GFCI Circuit Breakers. Notes: Inspector Signature: Date: December 20, 2017 0-Cert Electrical Compliance Form(1).xls pF SO(/ryQl Town Hall Annex Telephone(631)765-1802 54375 Main Road N Fax(631)765-9502 P.O.Box 1179 Q roqer.richert(a�town.Southold.ny.us Southold,M! 11971-0959 Q OOUNN,� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: NH SAG LLC (Sciarrino) Address: 2100 Paradise Point Road city Southold st: New York zip: 11971 Building Permit#: 41941 Section: 81 Block: 3 Lot: 19.7 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE contractor DBA: Glen's Electric License No: 4770-ME SITE DETAILS Office Use Only Residential X Indoor X Basement X Service Only Commerical Outdoor X 1st Floor X Pool New X Renovation 2nd Floor X Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph 800A Heat GAS Duplec Recpt 173 Ceiling Fixtures HID Fixtures Service 3 ph Hot Water GFCI Recpt 30 Wall Fixtures Smoke Detectors Main Panel 800A A/C Condenser 10 Single Recpt Recessed Fixtures 213 CO Detectors Sub Panel 5 A/C Blower 10 Range Recpt Fluorescent Fixture Pumps Transformer Appliances 2-pW Dryer Recpt Emergency FixtureTime Clocks Disconnect 800A Switches Twist Lock Exit Fixtures TVSS Other Equipment: Supply 60A Circuit to Pool (Pool by others). 10- Bath Fans, 84 Surface Mount Light Fixtures, 8- Paddle Fans, 44- Motorized Notes: Windows, 1088 ft. LED Cove Lighting, 50- Outside Wall Lights, 1-60A Steam Unit, 2- 60A Tesla Car Chargers, 2- Gas Boilers, 35 AFCI Circuit Breakers, 30- Combination AFCl/ GFCI Breakers, 13- Drive Way Lights, 18 Step Lights- outside, Standby Generator with Auto Transfer Switch. Inspector Signature: Date: August 31, 2017 0-Cert Electrical Compliance Form.xls I ! 1 ,\\pF SO(/r�,o o TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 NSPECTION , [ FOUNDATION IST [ ] ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: to ,ALA4, DATE INSPECTOR 1 I \ t pf SOUIy� �yc0UNT1, TOWN -OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] F NDATION' 1 ST [ ] ROUGH PLUMBING [ FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: • DATE 8 / Z1,.E::l INSPECTOR �courm ' TOWN OF SOUTHOLD BUILDING -DEPT. 765-1802 INSPECT N [ ] FOUNDATION, IST ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE.A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: DATE © �� INSPECTOR l I l '&'pF SO(/j�, TOWN OF SOUTHOLD BUILDING DEPT.. 765-1802- I NSPECT 65-1802INSPECT [ ] FOUNDATION A ST [ ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL'(FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: �' it�2,1iO DATE INSPECTOR 3? pF SO(/l�o TOWN OF SOUTHOLD BUILDING-DEPT. 765-1802 IN SPEC ION . [ ] FO DATION IST [ ] ROUGH:PLUMBING [ ] UNDATION 2ND [ ] INSULATION [ FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARK S DATE j INSPECTOR coUNi1,�`� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] OUGH PLBG. [ ] FOUNDATION 2ND INSULATION [ ] FRAMING / STRAPPING [ ] FINAL ,[REPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION b ]__FIRE RESISTANT CONSTRUCTION [ _ FIRE RESISTANT PENETRATIO C�}✓IZI,,�h ELECTRICAL ROUGH ELECTRICAL (FINAL) / REMARKS: Czl' I- + - V__ t V/ z q �3 DATE INSPECTOR -- SO(/l�o o�yco . TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION IST [ J ROUGH PLUMBING [ ] FOUNDATION 2ND [INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE'RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ J CODE. VIOLATION CAULKING REMARKS: 9r- 1 a 0o� DATE INSPECTOR*§2V_tl% l It Of SO�jyo coUNfl N TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] NSULATION [ ] FRAMING / STRAPPING [V FINAL IM /V l � [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: IC/--- -- bn Tt/Ih * �ovto,-. (2--ol—vue,4a;5 v, ov 6 0 4- '�;WVA/ f t,ZOA 5 kkfA, CAk qi W+i ((s 'i�vss C�k 'y�o�► (q ) ouV e/ ro w 0'00 Aran fel R iurs, DATE INSPECTOR Of SOUty�6 1 1 # # coulm, TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: DATE �� vz �� INSPECTOR o�aoF soulyo ti 1 � -1 1 L CY''-' TO N OF-SOU LD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) ELECTRICAL (FINAL) REMARKS: DATE '9 INSPECTOR�� ` F q- j apf SOUIyo TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] IRSULATION [ ] FRAMING / STRAPPING [Vf FINAL ga--- FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: � - Q DATE INSPECTOR PROJECT LocATION - CONTACT INFORMATION: S.C.T.M. * 1000 (Property DEPARTMENT (PProfessional,ty Owner,Design Professional,Agan,Contractor,Other) �� � O,�w�� NAME. Pl—Pri. Section Block Lot Z SITE INSPECTION REPORT FORM Inspection Date: ° O ail,Addrm TdephomN—ber. 1'T''" Subdivisions, Site Plans, Stormwater Improvements & Other Installations DESCRIPTION OF REQUIRED SITE WORK YE MNOTNA NOTES- Incomplete Site Work a. Maintenance of Erosion&Sediment Controls b. Limits of Clearing&Area of Proposed Land Disturbance. c. Condition of Stockpiled Soils. d. Verification of Size&Depth of Leaching Pools. 0� e. Verification of Drain Pipe Installation/Concrete Parging. f Driveway Installation within the Town ROW-Highway Specifications g. Final Site Grading-Effect on Adjacent Property 0O h. Inspection of Gutter&Leader'System-Drainage Piping 7 i. Instalation of proposed Swimming Pool and discharge ring. j. Inspection of Construction Entrance/Staging Areas). 0 k.Location of proposed concrete washout area(s). 0 ' I. OTHER-Explanation Required 0 m.OTHER-Explanation Required A Final Inspection Report must be certifieded prior to issuance of Certificate of Occupancy Three options for certification are as follows: OPTION*: 1. Certification of Drainage Installation with As-Built drawings prepared & Sealed by a Registered Design Professional Licensed in the State of New York. OPTION*:2. Photographs showing placement of all drainage structures with appropriate background indicating location of all structures and drainage piping. OPTION*:3. Site Inspection of open excavation prior to complete backfill and a written inspection report from the Town Engineering Department. TOS Review NOTES: O r, l `_Z: �:M... V t JAN 2 6 201B .x s.dn.i•_$1. ENGINEERING INSPECTION ORT Additional Work is Required for Final Approval. Reviewed / Inspected SITE WORK is Not Complete. (See Notes Above) and/or Approved By. — — — — — — — — — — — — — — — — — — — — — — All required Site Work has been Completed by the Owner / Date: I Inspection " �L Contractor & Approved by the Engineering Department. FORM * ENGINEERING Inspection Report Form -TOS May 2015 / �Uectiiaaa�ce�nolog�cs - 1 N.--�,-�.,P,,LATIQN.-C--E--RTI:Fl,;CATE Re;hDSO;Mn� -� Wljj ICC-ES.REPORFUSI, Thbformmunbe Aged butaifd# Qdtpq,�. requirQrttantx Ar6a Insulat4d,- T.Ifiduiess R �j at `S fnclles - Sloped.c is R_ wallsoomumo R- at. inches wal-It &4je QIJI-s R- kfches., (oV&an.tirltleAed cimspaik) R_ at lriches- Xmwt,Space Peds aef Ft,; at. inches- Wches. Wen R-- at. lob�ti'�&res�0 . . . address_ _ 4te,,qf F7100 faad(', 1 Date�,&thAtiatiork Imulab tonfractof hidikkh Con ctofPhMe 31 11, 91 fra L civadFo.irw sit.ch.Rumtwfs IN!gU!ATIQN'C ERTIFICATE-,-DO NOT REMOVE MGM post no-ab"papat attk lie �nts.'A —'nc!t InUq4ed occuPI!PcY.- ­_g-,C!FwpI, ct.jidvdth,s*wmaI.bwdw,.NO�TETONOMEOWIrtkawmtoddsauiclsftmftlc:ll dtosomnoal� and Q4utliawnt .�mks.i! dAosly oi Ouadom.Ureihm(�Tech noloczi�---,200 1 ndwarial Blvd.7.1cKinney,Te)L3,75069-866-54 7-7163-vj-.vNv.cuadFo.)m.(orn 0E wa a an Urethane Technologies This form must be filled out and posted to comply with building code requireS%NftWGDEff. Meets IRC Sections N1101.3, N1101 41, and N1101.8 requiremerfjWNOgSOUTHOLD The following spray polyurethane foam product(s) has/have been installed. QuadFoam®500 Open Cell Spray Foam Insulation QuadFoam®2.0 Closed Cell Spray Foam Insulation D [EC[ED'Y[E D QuadFoam®500 NatureSeal®Open Cell Spray Foam Insulation Consult International Building Code, Chapter 26-Plastic and International Residential Code (IRC)R3' oarl 5 2016 Plastics for specific requirements.The spray polyurethane foam insulation system(s) has/have been installed in accordance with manufacturer's processing guidelines to provide a thermal resistance of BUILDING DEPT. Other (Location: R- At inches UTHOLD Basement Exterior Walls R- At inches Crawl Space Perimeter R- At inches Floors (over an unheated crawl space) R- At inches Walls (Location. �Df o w( R- At S inches Walls (Location: R- At inches Sloped Ceilings C l o e,d ce,(( R- C( At(o• inches Attic Area G i+osej, ce kl R- At(o inches Area Insulated Aged R-Value Thickness" **Nominal thicknesses are representative of field,spra -applied foam material / Jobsite Address: �� �- c'��Y�'f Date of Install: — �(a Building Contractor: /1 Quadrant Contractor: Ceu,-V �/1 �C�-rr0� Phone:Or Inst lied By: cf� +Z C7 Quadrant Urethane Technologies -Post Near Electrical Panel- 200 Industrial Blvd. McKinney,TX 75069 Phone: (972) 542-0072 Toll Free: (866) 547-7163 Fax:(972) 529-1771 E-mail:info .QuadFoam.com Web site:www.QuadFoam.com I � Report Number: 3459 - 34580Report Number: 0272 - 0271 - 0285 NOTE:The above values am average values obtained from laboratoryezyeriments and should serve only as guidelines.Free rise core density should not be confused with overall densitiL.Overall densities are alwa hi her than free rise core densities and taLz into account skin rmation,thickness o a lication,environmental conditions,etc. Quadrant Urethane Technologies11 1.9 Quad Foa nnlb, `'U Yp rev 07/11/2014 1AVA ri I ilm M MA I FW 0,m�6-1 I . 6 111 . his CM G�WnWwffl� MWA INWL ATION PER N.Y. STATE ENE-ROY COB RAN- Art 9 KU WaM KUM-®rd Gill&, 1A-A�- 4 rit�Aff...Aff it WME IN MIM NUNN- ril ILK, L fixvoo MAAA ' 'AA r T FPO, ♦ R a Cm it Moral Iii''11111411 Za SAN"00 4AMW TOWN OF SOUTHOLR, BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD,NY 14971 14 sets of Building Plans TEL:(631)765-1802 - _ . " Planning Board approval FAX: (631)765-9502 Survey SoutholdTown.NorthFork.net PERMIT NO. 39 74'1 Check Septic Form Trustees D.E.C. ; in Trustees C.0 Application 2�' � J Flood Permit Examined J ' 11 a y��' LJ. Storm-Water Single&Separate 71 APR 3 O LVf7 J. Storm-Water Assessment Form Contact: S t j:eotst- Ccf` .V Approved �I2Z r 0 OLDf,. DEPT _ Mail to: d C?x 6 Disapproved a/c LOI I�'OF•SHTHOLD _t\ W_TTkTUC-k, N•'(' ( ( 9S2 Phone: Z�S C3 Expiration_( Z 20j mg:nspector APPLICATION FOR BUILDING PERMIT Date 4)2$ _. _'20 INSTRUCTIONS a.This application MUST be completely filled in by typewriter or in ink and submitted to theBuilding Inspector with 4 sets of plans,accurate plot plan to-scale.Fee according to-schedule. b Plot plan showing location of lot and of buildings on premises,relationship to adjoining premises or public streets or t areas,and waterways. ; c.The work covered by'tbis application may not be commenced before issuance of Building Permit. d.Upon approval,of this application,the Building Inspector will issue a Building Permit to the applicant.Such a permit shall be kept on the premises available for inspection throughout the work: e.No building shall be occupied or used in whole or in part for any purpose what so ever until,the Building Inspector issues a Certificate of Occupancy f Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has-not been cornplefed1within.18.months from such date:if no zoning amendments or other regiilafions'affecting the property have been enacted in the`iniCTiMr,&.B-ildirig,Gpe'ctor may authorize,in.writing,the extbnsion of the permit for an addition six months.Thereafter,a new peririitshall be required: APPLICATION IS HEREBY MADE'to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold;Suffolk County,New York,and other applicable Laws,Ordinances or Regulations,for the construction-of buildings,additions,or alterations or for removal or demolition as herein described.The applicant agrees to comply with all applicable laws,ordinances,building code,housing code,and regulations,and to admit authonzed inspectors on premises and in building for necessary inspections. ��- (Signature of applicant or name;if a corporation) (Mailing address of applicant) State whether applicant is owner,lessee,agent,architect,engineer,general contractor,electrician,plumber or builder G L Co V Nlh CT—b rL Name of owner of premises— /V`( S/}G C-L-C-1 (As on the tax roll or latest deed)- If applicant is a corporation,signature of duly authorized officer (Name and title of co rate officer) Builders License No `'(go — H Plumbers License No Electricians License No Other Trade's License No '' 'J" 1 Location of land on whr h proposed work will be done House Number ',Street Hamlet - County Tax Map No'1000 Section y L Block os - Lot 9 r'I.BYVVQ J YDOAHT yFIrJY yTvI.;00?Ij0::HIj3 A 03!9UAU0 _..:.S,('•E 3V1111,�:�`ri1�X~63012�i1.4�wn0 Subdivision Filed Map No. Lot 2. State existing use'and occupancy of premises and intended use and occupancy of proposed constnictibm a. Existing use and occupancy 5', V c FAmE t(t_� Na^Ae b Intended use and occupancy a 1VO.06t k 3 Nature of work-(check which applicable)-New Building ✓ Addition Alteration Repair Removal Demolitionr Other Work (Descnption) 4 Estimated Cost �,�� yy0. Fee (1#890e paid on filing this application) 5 If dwelling,number of dwelling units Number of dwelling units on each floor If garage, number of'cars 6 '-If business,commercial-or mixed occupancy,specify nature and extent of each type of.use. 7 Dimensions of existing structures,if any.Front 9cS ' Rear t 98, Depth Height Number of Stories a Dimensions.of same structure With alterations or,additions§:. Front Rear Depth Height Number of Stories I r 8 Dimensions of entire new construction:Front 19'S Rear 15k Depth $ Height Z' !a'' , Number of Stories '2- 9 9 Size of lot:Front 3 2-, Rear 3 �� Depth log' 10 Date of Purchase L/(1Zo Name of Former Owner qo 0772.0Cj L4:/- 11 Zone or use district in which premises are situated $Q 6 ALL 5 S t 12.Does proposed construction violate any zoning law,ordinance or regulation?'YES NOX, 13 Will lot be re-graded?YES NO_,Will excess fill be removed from premises?YESNO Zao ¢YtS G!►�+r�N Aw 14 Names of Owner•of premises/11/ SOG LLC- Address sv!r* I z Ph-rne.No. Name of Arclutect P14 I(_ kvp..j Address; �)ne N o616 7 - 2a Name of Contractor ^0 SE rFz ' Address Po Bake 1•;407 Phone No. 2 �- (wtrrl rvGK 15 a.Is flus property within 100 feet of a tidal-wetland'or a freshwater wetland?*YES ` -NO *IF YES,SOUTHOLD TOWN TRUSTEES&D.E.0 PERMITS MAY BE REQUIRED b Is this property within 300 feetof a tidal wetland?'*YES NO *IF YES,D.E.0 PERMITS MAY BE REQUIRED " 16 Provide survey,-to scale,with-accurate foundation plan and distances to property lines. 17 If elevation at any point on property is at 10 feet or below,must provide topographical data on survey 18 Are there any covenants and restrictions with respect to this property?*YES NO *IF YES,PROVIDE A COPY STATE OF NEW YORK) f ' �c ,f�!S`S COUNTY OF S �F•FDI IC)v �G(1 ►�-�i being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the �A (Contractor,Agent,Corporate Officer,etc.) \ of said owner or owners,and is duly authorized to perform or have performed the said work and to make and file this application; that all statements contained in this application are true to the best of his knowledge and belief,and'that the work will be performed in the manner set forth in the application filed therewith. Sworn 4before me this day of ' r I � "20 15 01, Notay Publ' Signa a of 4plicant TRACEY L. DWYER NOTARY PUBLIC,STATE OF NEW YORK NO.01 DW6306900 QUALIFIED IN SUFFOLK COUNTY COMMISSION EXPIRES JUNE 30, a I Michael J.Domino,President �FOUrjfi Town Hall Annex John M.Bredemeyer III,Vice-President ,`O 64376 Route 26 P.O.Bog 1179 Charles J.Sanders ` Southold,New York 11971 Glenn Goldsmith _ Telephone(631)765-1892 A.Nicholas Krupold ® �� - Fax(631)766-6641 BOARD OF TOWN TRUSTEES 'TOWN OF SOUTHOm CERTIFICATE OF COMPLIANCE # 1393C Date: September 19,2017 THIS CERTIFIES that.the demolition and removal-..of kistftfk two'stony::i1'wellingcaaconstcu'ctnok hyo=story:.single-family,dweNing_witli a+/=7$7lsq ff jootprrrit` ncludip al ree ri68his"t".:aonstriic +%6'wide§few - - - — - off:each:ggrcli construct�1��9sq:_ll::patro:and•51;?sgft:swmmin�pool'wit}i s�;:,coi►sfnlcE:�i'=:tigh•retainid�-.wall` and`;aool:.enclosure:on_eest<side:ofdwellirig;install'pool:;ez;uitiin�rit<and`.dedieflted_ilrywell'for.pool liackwasht=instalT maae--system ofleaders� iifter§=sirid;dryweTls;_instalLperyioiisstoiie;dr-iveway'ezterson :estnblsatd .drasubseauentlx:,mamtain.a..10.':widewii0.. .f buffer.adii- to,.top_.ofbank.:wit}i"the<cond.itiori.ariis�imi6 system:-.,in. batli_tiouse is::to be,removed:_andranv tree.remoyalseawardeofproJect.limrtmg fence:musrbe applied for,prioi%-- eutttng.oc:iemoval:for;new,_review; Af2:WO.'Viradise 'dh fRoad;_Southold= New York State Department of Environmental Conservation AM of Environmental Permits,.Region 1 AM SUNY @ Stony Brook 50 Circle Road, Stony Brook, NY 11790-3409 Phone: (631)444-0365 •Fax: (631)444-0360 Website: www.dec.ny.gov LETTER OF NO JURISDICTION March 3,2015 NH SAG, LLC c/o Michael J.Sciarrino,Manager 200 East Canton Avenue,Suite 300 (L. C� h Winter Park,FL 32789 D i Re: NH SAG,LLC Property APR 3 I�iJ ' 2100 Paradise Point Road,Southold,NY SCTM#1000-81-3-19 7 v Application#1-4738-00217/00003 ARNO-DEP =i_Di,. 'Dear Applicant: Based on the information you submitted,the Department of Environmental Conservation has determined that the property landward of the bulkhead greater than 100'in length,constructed prior to 8/20/77 as.evidenced on a survey by Otto Van Tuyl,LS,last dated October, 1964,is beyond Tidal Wetlands Act(Article 25)jurisdiction. Therefore,in accordance with the current Tidal Wetlands Land Use Regulations(6NYCRR Part 661)no permit is required. The Department of Environmental Conservation(DEC)has also determined that your project,as shown on the survey by Nathan Taft Corwin III,last revised 12/29/14,is more than 100 feet from regulated freshwater wetlands. Therefore,no permit is required pursuant to the Freshwater Wetlands Act(Article 24)and its implementing regulations(6NYCRR Part 663). Be advised,no construction,sedimentation,or disturbance of any kind may take place seaward of the tidal wetlands jurisdictional boundary, as indicated above,without a permit. It is your responsibility to ensure that all precautions are taken to prevent any sedimentation or disturbance within Article 25 jurisdiction which may result from your project. Such precautions may include maintaining adequate work area between the jurisdictional boundary and your project(i.e.a 15'wide construction area)or erecting a temporary fence,barrier,or hale bay berm. Also please be advised,all construction,Gearing,and/or ground disturbance must remain more than 100 feet from the freshwater wetland boundary. In addition,any changes,modifications or additional work to the project as described,may require DEC authorization. Please contact this office if such activities are contemplated. This letter shall remain valid unless site conditions change. Please note that this letter does not relieve you of the responsibility of obtaining any necessary permit approvals from other agencies or local municipalities. Si rely, n A.Wieland Permit Administrator cc: BOH-TW; BOH; / En-Consultants;/ File IFQ Scott A. Russell ��°SIJ '� SUPERVISOR a AWAY IEN7 SOUTHOLD TOWN HALL-P.O.Box 1179 O � ����� 53095 Main Road-SOUCHOLD,NEW YORK 11971 1 mO �l �g tr. i F1'u' '(,lD CHAPTER 236 - STORMWATER MANAGEMENT SHEET i10Ay ?013 (TO BE COMPLETED BY-THE APPLICANT ) DOES THIS PROJECT INVOLVE ANY OF THE FOLLOWING —f T (CHECK ALL THAT APPLY) 1 I Yes No j I ®❑ A. Clearing, grubbing, grading or stripping of land which affects more { g 1 than 5, 9 000 square feet of round surface. ( ®❑ B. Excavation or filling involving more than 200 cubic yards of material within any parcel or any contiguous area. 1 ®❑ C. Site preparation on slopes which exceed 10 feet vertical rise to 100 feet of horizontal distance. 1 Q0 D. Site preparation within 100 feet of wetlands, beach, bluff or coastal erosion hazard area. ❑(� E. Site preparation within the one-hundred-year f loodplain as depicted on FIRM Map of any watercourse. (�❑ F. Installation of new or resurfaced impervious surfaces of 1,000 square feet or more, unless prior approval of a Stormwater Management Control Plan was received by the Town and the proposal includes in-kind replacement of impervious surfaces. If you answered NO to all of the questions above, STOP! Complete the Applicant section below with your Name, Signature,Contact Information,Date & County Tax Map Number! Chapter 236 does not apply to your project If you answered YES to one or more of the above,please submit Two copies of'a Stormwater Management Control Plan and a completed Check List Form to the Building Department wit[Tyour Building Permit Application. APPLiCANt r. (Property Owner,Design Professional Agent.Contractor.Otherl S.C.T.M. °: 1000 Date. I NAME - <3:,L 4,1 `f-30 -15 I' Section Block Lot I� ` FOR BUILDING DEPARTMENT USE ONLY Conmet tnromutiom(&S t J 2,56- /0-3`e 6"o I' I (`y3 (' C-0ji1 1:11 Reviewed By: I I ) - - — — — — — — - - - - - — _ J+I D e { ( Propertv Address/Location of Construction Work :�I �i( — — — — — — — — — — — — — — — — — Q Approved for processing Building Permit. ± . ZjlS� dor n rr F-ort� �; :;; Stormwater Management Control Plan Not Required. I! Say J Z�tv7,J�r �1Stormwater Management Control Plan is Required. (Forward to Engineering Department for Review.) FORM * SMCP-TOS MAY 2014 Lt>�et�Ct>RftF t� � (qc(t.� I�E.cEturp �/2 IS 7 � �GRe r 9� APPLICANT. S.C.T.M.•: 1000 (Property o.aer,Design P»teuiout,egmt,Canttader.other) —� Op�4' CHAPTER 236 i1 I 21 t� Stormwater Management Control Pla CK LIST '� ­vt� Seetlon Block. tot S M C P -Plan Requirements: Provide ONE copy of the Bull Ing Pe " fief -!v3 Date: f � � * The applicant must provide a Complete Explanation and/o 4t Reason for not), pr �'twtdl�tg ager YR all Information that has been Required by the following Chec Istl TO:.t• 1 A Site Plan drawn to scale Not Less that G0'to the inch MUST YENO NA If You answered No or NA to any Item, Please Provide Justification Here! show all of the following items: If you need additional room for explanations, Please Provide additional Paper. a. Location& Description of Property Boundaries \ -r b. Total Site Acreage. e e c. Existing-Natural& Man Made Features within 500 F. of the Site Boundaryas required b §�t7iCN2). d. Tes(Hole Data hxllcating Soil Characteristics&Depth to Gruwx)Water. e. Limits of Clearing& Area of Proposed Land Disturbance. f Existing& Proposed Contours of the Site (Minimum z intervals) g Location of all existing& proposed structures, roads, driveways,sidewalks,drainage improvements& utilities. h. Spot Grades& Finish Floor Elevations for all existing& proposed structures. DRAINAGE I. Location of proposed Swimming Pool and discharge ring. '. Location of proposed Soil Stockpile Areas. k. Location of proposed Construction Entrance/Staging Area(s). ftarkfiiiOR @ t Ica i6n I. Location of proposed concrete washout area(s). thilit the d1dindffe MaS been installed to Core M. Location of all proposed erosion&sediment control measures. 2. Stormwater Management Control Plan must include Calculations showing that the stormwater improvements are sized to capture,store,and infiltrate on-site the run-off from all Impervious surfaces generated by a two(7)inch ERu5I0N&SE rainfall/storm event. all inclU 3. Details&Sectional Drawings for stormwater practices are required for approval. A well o: Items requiring details shall include but not be limited toAed lon Entranc a. Erosion&Sediment Controls.. ng, sta ilizati b. Construction Entrance&Site Access. a and/or ina c. Inlet Drainage Structures (e.g.catch basins,trench drams,etc) d. Leaching Structures (e. .Infiltration basins,swales,eta) i FOR ENJGINEERI. EPART US 0 LY "" �!� I Additional Information is Required. Ili I' Reviewed& I Stormwater.Management Control Plan is Not Complete. ��! Approved By — — — — — — — — — — — — — — — — — — — — — — — 'i Stormwater Management Control Plan is Complete. II Date Zo !S I SMCP has been approved by the Engineering Department. I� L _-_ __. _._.--—_�------------------ _I _ _--._----_ ___.___.---------- FORM • SWCP Check List -TOS MAY 2014 Town Hall Annex Telephone(631-1802 54375 Main Road Fax(631)734-9502 R O. Box 1179 C/> Southold, NY 11971-0959 -G DEO WME' NT BUILDING 0 NOTICE OF UTILIZATION.OF-.-TRUSS TYRE C NSTRUCTIQN, PRE-ENGINEERED WOOD CONSTRUCTION A401OR TIMBER CONSTRUCTION, Date: Owner:. A-ig SA ( :� .. ... . . 9 ^�.. �`' ` Location of Property: Please to notice that the (check aft',( eb line): New residential -structure -residential structure Addition to existing Rehabilitation to amiaxisting residential structure to be constructed orperformed at thdItWI of-tvieferdnce, above will utilize P (check applicable line): V" Truss type construction.(I Pre-engineered d.ponstrV13 yff- woo. on , Timber construGti6n-(TC) in the following location(s) (check applicable line): Floor framing, i ncl Odin gkglrders.an,d'--0Lda ims (F). Roof-frdrbinq(R-) ✓ Floor and roof kam"ing (,VR*) Signature: Name (person submitting this fon.4 I;Le'o SIC( Capacity (check applicable line): Owner Owner representative TrussResReq15.docx Effective 1/1/2015 6" DIAMETE-R REFLECTIVE RFD.; - •. ROMAN ALPHANUMERIC PA ME _ DESIGNATION OFCO6STRUCTION (PMS)#1.87 s i' -E _ •.� �`.. TYPE�ASg10N SECTION 602 OF THE BUILDING CODE OF NEW YORK STATE 2"MI N'. - REFLECTIVE WHITE . 112'STROKE >._ ._.. • � .._ .._ ..=oEs'tG,�f�arry��ta-1`aii'-srft�ic•rttfr•'ai •- =-`-------.�.�__��` �..---=-_ =-- --- r--AqE OF TRUSS CON$ UCT10N "F" FLOOR FRAMtNG,,i�!CLU.DING ■ GIRDERS AND 8,EyAM'S�• - _- -FR' FJ 6 , Alf �i dF'R[ii41VJIN�G o01V iffiCE 1M11-119 ( 1�C R PART•:12f S�,°q . . CODErS--D-•. SION M08(2DV —LC R IDE ml��H�SI � . 05 - NEtl YORK STATE DEPARTMENT OF STATE DIVISION -OF CODE ENFORCEMENT <.Y AND ADMINISTRATION tDEA�Rj}dENT.OF%TyZitjF�; of SO�jyo . Town HaD An= Telephone(681)765-1802 54875 Main Road 6 .gg��pp P.O.Boot 1179 f�Of]er richenOW1 i�0Utf1015nv us Southold,NY 119714959 Wa DING DEPARImiENT TOWN OF SOUMOLD APP.LICATION FOR ELECTRICAL INSPECTION QUESTED BY: Zob 1)1 Grq ori d Date: 11130114 Company Name: K t I- K 06 e I tc�r;c., Name: ,B o� b 1 6 ne q ori o license No.: 31"I z 5 M _ Address: a I N acon3-t-f Awl o-1 o9 �n .B�o aC , A) /1740 Phone No.: G 3 I- )41-�q 1 JOBSITE INFORMATION: (*Indicates required information) *Name: 10-1chat ,SCiarr,-40 *Address: a 1 0 o Dora d i+e o;4 2aC_, �S o ash of *Cross Street: c c a✓ s ea c k *Phone No.: '631- Pbrmit No.: Tax Map District: 1000 Section: Block: Lot: L / *BRIEF DESCRIPTION OF WORK(Please Print Clearly) I _ S�uimmin� Poo �Ifl/!� u (Please Circle All That Apply) *Is.job ready 1br inspection: S / NO Rough in Flnal *Do you need a Temp Certificate: , ES/ Temp Information (If needed} • �---} *Service Size: 1 Phase Whase 100 150 � 2 :06 �450-.1 400 Other *New Service: Re-connect Underground Numbe �ofMetew Changs of Senliae Overhead Additional Infomtation: AYMENT DUE WITH APPLICATION Ulf P�V.'� ' Q 82-Request for Inspection Form / / � o Town Hall Annex Telephone(631)765-1802 54375 Main Road N (631)'765-95U2 P.O.Box 1179 G, roger.nchert(a fown.southold.nV.us Southold,NY 11971-0959 Q COU BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL .INSPECTION REQUESTED BY: Date: Company Name: t Name: Vis- cd License No.: Address: 49o Phone No.. �, — 00, JOBSITE INFORMATION: (*Indicates required information) *Name: j - *Address: -- *Cross Street: *Phone No.: Permit No.: Tax Map District: 1.000 Section: Block: _ Lot: *BRIEF DESCRIPTION OF WORK (Please Print Clearly) (Please Circle Ali That Apply) *Is job ready for inspection: YE / NO Rough In Final *Do you need a-Temp-Certificate: Y / NO D Temp Information (If needed) ��� �eh� ,v���p d "Service Size: =lPha4l 3Phase 100 150 200 300 50 400 Othe 'New Servi Re-connect' ndergroun Number of Meters Change of Service Ovre'rhe 1 i. tion: PAYMENT DUE WITH APPLICATION 82-Request or Inspection Form Rr t Y� p '. r.. ILI9 � k ti t II S, 5 1 R ^4 re 8- 4 t A if � n c7l , w *L. MILE t r top—,-La ..:" : w a w•,� ::. f= , .- i r, t R - . \ �� ��� � , � �\/� ����� _ \�}� . \ �«� . , y�\y y� � . ~ \� � . y � «9 w . 2 � ° d° ^ ��� � ` % . & : � . . . � � # < 2 < « � > « � « . w,�, \�\ �. � ���� :ry���\�t da w«« . . « \ , , . ; � }^ e} � ° % � © \ ® « � = : y < �2 , � © �< / � �7 � \ < 2`< \d» «� \�.� � z � : . . ��. . /� �� \« z \� : 1 � \~ & �K \\/^« ^ ��� �� � \� , �y a %\. � ` . �ƒ�! y . *�� � ��2\ . \ \ �\ 2 �// ? . ¥e. . \��: . \ 2 v�v » . . ��� \� . w ©+� . � ^� . * � � . l � . . . .�\ � \ . •��r :, .� 4 �. ,a�, ;. W ` �, * � .. "„�,:' e �{, - ,,. �SYR Y. 4 �� y � !:,&..v � �* 'SR i �__.. F . r �� y P `- K .1" t .. _ ~'�" ��' �' �I V i.�, .: �.p» ,�,} �,;: �^, C � a„ aye tq� � .•+".w.,- - 1� F H q y!p r Y ` .� ��-IRNA +� � •, . 9` .i-- -� �.�' .4/2012015 Gmail-Information Needed For Building Application To: Seifert Constriction <seifertbuilders@gmail.com> I Closing sept 16, 2014 From: Seifert Construction [mailto:seifertbuilders@gmail.com] Sent: Thursday, April 16, 2015 4:51 PM To: Michael Sciarrino; David Stone Cc: Rob Henns Subject: Information Needed For Building Application [Quoted text hidden] Sheryl Norfleet<S.NorFleet@atlantichousing.com> Thu, Apr 16, 2015 at 5:39 PM' To: Seifert Construction <seifertbuilders@gmail.com>, Michael Scianino <M.Scianino@atlantichousing.com> Fred- To answer your questions below, from the information in the closing binder: 1. NH Sag, LLC. This is also the name on the last tax bill received. 2. 09/16/2014 3. John &Joan Petrocelli 4. Yes, Title Lists the following: a. Covenants and Restrictions in Liber 731 page 546. b. Declarations of Covenants and Restrictions in Liber 9181 page 231 amended by liber 9253 page 294. c. Boundary Line Agreement in Liber 10973 page 531. d. Declaration of Covenants and Restrictions in Liber 11514 page 593. e. Declaration of Covenants and Restrictions in Liber 11516 page 586. Hope this helps. Thanks. Sheryl httpsJ/mail.google.com/mail/u/0/?ui=2&ik=4c(6b11901&view=pt&search=inbox&ttr14cc4000c26b27e1&sim1=14cc4000c26b27e18siml=14cc42c1a52bd4d9&si 2/3 F',r t, �'� :o-rsya'r. � �✓ C car r fl, •`g>•4.aitc�•�'7ct� i ;''�i;J li '•"&g' �,tL"`4ier•�.,�`� fi•�1 '' ,�o�'g 2�4 S-r a �i� ' �IaI�E d'�>.�4 �•+rr✓`��5,.tr.,.�g :. : ,Vit`t� ��`�'�•`�>.�, cfr�fi/`n`j"�'fiA�•C'v��.J.k��; 't�i.ww 1 l Y711� •'}'�"�}• '�� •r' y t� -( fr, I i>ai�i���b fir.-L.».Y� �'4t" � 7�' •a • • u-• • o ••• a "D 4z°{� '�°�3i 'S`h •'" �"�y,^r4ss'`�r'3,7,'1`1 ��1 rl � t • • � �y;t�(?,��1c£�$��� �: ;•1�� �� ��'��aat LT i� :. • •: •r/r yQy++pidi>��'C3.kr iJ•'vyr+,�,S �r��t�a`�':i.�'7-��,y3��'i2..41;1°�i • � ��tq��r�}S��� *Id '.- a ,�r<-•"� ?zn.�J1"+.r.� 7�p • •: • 'n • 1•��r,�P��"�L�'�.•�.h���t', .�tA i'w^ '�x 2'G � k l • _ • __ �j`"Ft.3.� f� i,llT Yi' �� " "T' �'f'c�SY�t y 't c�� *1'•+r4-t'aY2�' ��ttyy,,� 'ity"'�?1r>�s,t' 'u���'�y -. •' 1. • ••■ • • - �t�����4�Gif�'�'4h��1' ?�`1?ti'w,'`7 .s��s>: k • g • • • 1 Y,y 7����18 7 1$'�.P.,• .R r a yp�'tl'Sp n`F�sA r•y�ar��1�4717 :.• ��i{; i1Y a A"'�'i,�;,,�`'t; ?°�''-gtga,",Y' ti� !ail� r •- •" :• �• • . _ of ``�r �'k�wb �r�, i `1I11 I : . • t r fJ`,fi t 'q �� �''111'1 t •- a n t 1. �SS�t..y� 'Fs-^rw�.' rf �y ��'H;` 1 xtE1,7Aa raJ^,�y�r t - `� y •fit'1 1 • '� s"T�`��,4�'"''-�s7'#�Sv'�s�i��l#� • :• e •`�j���7�"�+'� .�i`�i�'��Nf�"`�i '�' 7z,.a ar�'•A�•n.;i.tiF°'w i • �#1y�t 1 S Tn 1j 1 i4 �' 'L Pl .n�_�,-k 71.� 4�ctuj��r��5�• }�1�1 Jr-� � �a;�� y`•'� � �l q� :• • +;L`"�1°iy't}.�Srvd�".Sra;3rrht�� 't 5 <� l �• 1 1 "/ ,'15�irt}T'..'�?uit 3 l al.l;} " t '� � •± J •,`<• Thi • • • r • - "• / t 1z�tfi��ih�- >��as f.�y a trs�'F9z �r?s �.�J`a��i'C 'e'} r �r • • � • • • �} ��"+f t�l.a�'rr�JK y,,.�I��i{:. ac yl•.., I, �l i 1r'�,. F 'a'��3 te����Sv>~;e '�I • •� •- • • •• • } il��•9�'""'1754.,�"r''E.,a� 1 �,al tY��• P'''e S•1 ��# 1• • • -•. •P 4S�C�ehSh<•��•.;Sxlj,c�it tx, IIII (( d yIRA ''# M 33- DI .A .l..E, ..�i.;71111itr1"k�'Y,•,� RS'�l°'fir I)�' (, • S .• «+a�#`zl x.'i.: r t i. • 1j, • �,�llT�.rtyt; �' "TION 111Z -.A I�)r � � • • • • ,p�ta�� 1 to� 1} u • 1 ; < J , ti 1',f•�iF t y 1 -r .C4y • ' • r • • - • :• ':T'1 � s ` =tiF 1''' ;s4 y;l irk;! s jV x .till tl w; rY ' n1•r5 ` ff S 5-4:7 1 at the highwater mark of Shelter Island Sound adjoining land of Rev. R. J. Kent and running thence by and with land of said Kent -North 696 551 W. 794 feet through a bound atone at the top of the bank to a bound stone at the Southweaterlp corner oj' the 3 pregLises hereby conveyed; thence running Northerly 10* 9' W. .118.9 feet along land designat's.:;0 sk three rod revervv of Hallock Estate to a stone set for a bound; and thence .running North 100 :L51 E. ;146.7 feet along said land detignated as three rod reserve of .14 dallock Estate tq/ a stone set for a bound at the Northwesterly corner of the p;emt�1140 hereby conveyed-, and thence running South 69* 551 E- ,.961.2 fqo,t along lands of Maria J. fiallook through a stone set at trio top of the bank to highwater mark ofYet I Shelter Island Bound; said thence by and with highwater mark of Shelver Islands goiam; npproxlmfit�lY- 350-73 fact to trio point or Place of becontaining 7.124 '-A�re*is by survey., being lot a Nos.' 1, 2 and 3 and the Soutberly half of -lot No. 4 as said lbts are sho%m :on a certain map or survey entitled Plan of the Hallock Property 6 n,�" ' I Point, Town of Southold, N.Y." bV, made Franklin F. Overton': u..�,i.. :'AP j �11! stone fit t h 0 t.:A 'said Southerly line, running through the bound ilglo, I F the e qp'! n baruc oe 'tho Goutherly.line of Lot I arid being coincident in direction With aeA 8 fi'6vtllerly;,.1:1110 f lot' 1 on said Msp� and the said Northerly line of said preml-taes rurin" 41g J.th*rough: zil. a bound stone set at the top of the 0anK in the miaole or lot 4 and, bflinL: tiara -1611 -;vitr ;the SouMorly line or Lot 4 on said Map., and the distance botwocin the 140ribdrl'� !Southerly lines of the premises h9relby conveyed and designated by the!bound ;the top of the bank, running from stone to stone, as they are cot begi.Dning A -'thd Southerly end 100 feet apart for three distances and 50 feet for the fourt1h distade 350 foot Together with aj:l the right, title and interest of the said ptt !the first part, If any, of, in and to land under water of 8beltier Island !86 ;iJ N-1!� to premises above described. The "Three rods reserved by ownei, laid Off Or t map hereinbefore referred to vihich constitutes the western boundary of;.ithePr.. .0 e%* above don,7eyed :13 understood to have Men reserved for the IN.A#g out ;or­A,i Together vdth a right of way over aai!a Tare I e rods reserved to, acid over J;' of way as may exist to and:from landpi of-the said lLaria J. Hall-oak to tT e hi gjiwl ays q, :upoft Hog lleck,wbicb now exists or sh&�I'harearter be.111aid out seross propertys.ofi 'h said party of the first,pelt to! the rest or -9OUthWQst 'Of the property hereby int4nd\Mi to bpi sold aw conveyed. Y, ,It ils further covenanted, and- ag�eed b the p&rty of,. bn, ;aecohd part hereto, such agreeient bei ng,evidenced by the accept.anoo h.eroc.f, that -.bi"i— itlier ithfJ party of the second part;:nor: hlg.heirs,!noir. assigns, shall or,44-1 it' 6* it imo.:hero after oawp, or •p1 ocurei .gr�polrtit the 1=0aumplh g..or Storage oi.—she.11s. lor tt)e mai#tarkance of.&zhgil. IlLiViing'.1' d !!Or i.shqll heap:upon any pert of t*—e len a b3" ex,p e'sslli on-v, le is e'em iqlacil d d' il agroea,th4pi t convoyed. 1#it hei n orstoo an, '''d -tdr si A4 t, Jproo dti r 061-n ar otit, .6ec%6ndJp'akV, hikz.]OY-11 ,Pq, he V ty for assigno•, unless he or they shell De ;thO owners of the said preiu:ise " (which ands at the time vkten a viclation.of this Agreement is made,or i ithreatened. TOGMER with the appurtenaii4es and all the estate end.aii2' '11;, ofithe party of the Yirst part in ant} to said premises. TO HAVE ANP T' Ii 'ITOLD the above granted the said 'party of the seco?�d;Q.i art� i_,r c � i :his he1PII and assigns forever. A14D the s*.id party of tlw first apart_?eo, !, Tenants with the said party of the secdnd �''` R part as follows: FIRST.-T"" t,t. ! � I•said Party of the first part is seised of tlhe said pemiaee in fee'aimplei ' !and has good right to convey the same. SEOOND. That the said exL' 'oP�= p y, �. i ! ( �e'�j the second part shell quietly enjoy the said premises. THIRD.-That t ! isaid premises are free from incumbrances, except as hereinbefore .stat 84 + ..� y !FOURTH.-That the party of the first part ,All execute or procure;any A. ither necessary assurance of the title to said premises. HIPTH.-�tiat'tihb I• said part of the first It i ✓ part wi�.l forever warrant the title to s6lci.ipi�l= ' i ;': c:;:lt• imises. IN WITNESS WHERgoy, the said party of the first part has .here;x i 18et har hand and Beal the day and year first above written. Witness: tdARIA iT. HALLOCK f Jesse L. Case A Statei of NBvi York, County of Suffolk,ss, Ot LliF ,Bij I i day of August 1910, before me personally came Maria J. FIallock, „of-$o' ` I i ,Suffolk Count New York Ys , personally known to mo end known to ms;to\be; sema .parson described in aCHI who executed the foregoing instrumaittr,;;:;• - (she duly acknowledged to me that she executed the same. Jesse L :C:aeei .. Justice of the Peace. ;. j Recorded 15 August lgl @\g A,M, 1�1.4 I IIffyyw r ' ITifIB INDENTURE, made t)he ;RFD"1__0_ f 0•gtober th the year lig twirl tele ' land ninety seven BETW%EtI . Ii0LP&8 of the City o rooklyn Coiiat poi Kings anIState t7a�v York, panty of the fir part and SATU i S` !of the city o-. Brooklyn, County of Kings laid he state of New:;Y0 ' Of the s oor,d part; WITB`SETII, 117hat the aid party of the :rst psrt ._...; cont dr ration of the swa of 20.00 d laps la wful mo naiE y f the Unit;eds:rSt ,psid by the party of the ascend axt-, does hereby rant and rel as'e the said party of the second art,her heirs an assigns forever, t411 tai certain 1pt piece or p p el of land situate, lying and being in the-Ab iof Mrookhacan; County of Suffolk and state of Raw York,bounded and I - 1 ^-. >• ter`. _ i ; f DECLARATION OF COVENANTS AND RES'rRICTIO S i. THIS INDENTURE in<.dc this /ice clay of may 1982, by Charles E. Ward and Beatrice T. AI3rd residing at 85 Beach Load, Great Neck, New Yark _4 hrreinaf'EVV called tbe Declarant. T. 11'JIT131EAS, the Declarant is the opener in fee simple of a certain parcel of land is . I i sWiaty at Crotlnpnrl. Tovrn of Southold, Suffolk County, New York, and designated on P/p.19.1 u i a a ; the Suffolk Count- Tax Nlap as District1000 �ection 81 iBiock3 and Lot / contain 12.1.367 Fant of !ng approximately / acres, beingAhe sane premises acquired by the Declarant by doed dared AU 29, 1965 and reccrded in the Suffolk County Clerk's Office on �O sena 2, 1965 _in Li'- 5754 c-f deeds at page 574 and referred to ; herein as the "prcmi::•cs" and �7T"u.0 sect/ {terG7"D , f--� _ ZI! 11'HEHEAS. the Declarant intends to subdivide said premises for residential r Q' purposes and desires to subject said prerilses to c rtain conditions, covenants and 1 ' restrictions in order to preserve the maximum open space, natural scenic beauty r- _ OJ and natural vegetation and to prevent overcrowding and to conserve the ground water resources of the Town of Southold, and WIIERIs'AS, the Dc clarant had applied to the Planning Board of the Town of a i ' '4 Southold for approval of the subdivision and development of the premises as a Minor •! Subdivision, to conta n not more than fou-: (4) lots or parcels. NOW.THEREFORE, the Declarant does hereby declare that the aforesaid t' premises and every 1:*rtion thereof is hereby held and shall be conveyed subject to the conditions. %:overtants and restrictions hereinafter set forth, and that every N, i f1 , i y WOW Lwqnamm 006" om t R �irER aRi3 `^ s b a .aned Ngra!aai { (7A2VL>1t Jan L''{bx:nnt. roaSAJAt at i26C'Mq+E3�M a4ep, v,Q., r• ifWaexp•jva4ar 108 twat xc • Sr•i ♦ 1. toakice ad as.61M.w b"i �c. a+ra.ata seta Y ' 1 } r,;r :fi=t• .. V. • •+:i,�'s� '•a Pt's'�a� ; ^ per 06 ��� � 77 g a� �iiP.�a'1Mv. ';� 0@t-il�•^C _ F 4 � ?�+.} -da :¢��}� ! ae1+ir►..r.Ar pwT,d epyaP�• i tb• •t egti•os+; 1 , to th• le•i •se of tl6u 040" ataomew a" @rc�oiib�Ad� _ t 1R127G •t. a i0+4 oa aw•iad1T 130.&V w D•4A!}e14 tQo as a as noe of t� aft 00 k 1a':O aw�tb•+ ''+ws4 • 1 •f ►aya!•e r• A t AGIO • Qi•!0p• LqH 1•x4 sot M l~r pr Yodsat4 Xa• 4spo*IIOA than as,v e o f'►s t E to qua N�tos K � 13 •awr 41NH7 i I 1.a• as M!3 1.0b peat 1 //��ae++++M , o• f0 I( I al ••1e1 aemd as lt.'• QStan* 1 feat, ■oar• ! I" east ser •epa0aietsiiw4 d.• teor♦r', t• ku ala Ra mord •t i '; k•, w *9914mve. 0i�4lt1aor#fe -tsloufto. rf..4b4• may fetwo.4r 40Y. itp a �et t aux 16,44, ` 1 1 p♦ tpa 7 'K•;sou� ,; 'ei.' t�- I st .karst b 04+r `1T of Kmis; and lr�a• ,. aS!••� / � "" 4 ►leaf ths !a fs A** oft +fN•as• ss rowf [iso t1047eoa aa0 - M�ti � a: ♦ !l� 1A (19 mailerr0.`� � .' SY) oeKo7 0�7s�M t1 ♦i • tial! K t•di.: j 1 t•,: 13 ip b6�.od�ai tw+ atpeaia exa• #gym► cb � 6 ij • S 4 1i dAK!►e•e 30 i as • So" ALA 130.19 Cot4�n f ) erab i day•.a iL stamt.a sa•maais tont . f•it L19d/ttatt }i • •r raorl:of i•♦♦afa,Td 1 r 1 �k x 's t ��Ys jL��y'�ti, s "'� 4rt t-"+n' 1 i 4`�`�t-ry�i�3•; }.� +.y�'-, .F a�k"(-Y W `-.�•y1,��f 3 r�A �'` �•j a try - r � k��y �`i hi�yr � "'�A` y`N Ably XCi( t '��d:�l�•. T ` ( 1j}�] K.l� �[. r� iS�a+sn .••- „•rr ��. rR^' yf", c._'a.`f '; •a'b."csfisas ,•r � f..v�.n.}g .,�:.F ti ,*.i ryes .s<.r,� k.'"•' �` ! �?`,.. _ a a "' 's`' F ,y.-. � '.,�+�s„aV�a'^Y+x �•Xl d .r. *o v K s .r � ^,e�+ i,s •�� 5�_C�'',e��.K���iF •",i" 'f` � 'h*.(e .r'�'��„'•� 7' S7'+C -'Tib' _ •� �'-� ��Y+,�� ��. �.�� -t w' .it 1.-.,.>r� vF, 'y"` l.a, •^�c••�a ( i a c,, Aa ti 7W K c }�, r �+ � ` r b.� k "�L,.� ,sn-�.� 3 ar -air•t s ro „�; ��. Q•'s K F Ai r� �r��,� �rs a,s•Er�'i �� � yc.aQ. 'S. ��t�4'� �y`��# r '+.R y t ` r�o-..rr r-�x' s�w"a» �`�•�`�*dzY' - .rx C.s��, � r �t N{su'. §.�"}1,i •r}sa { a �2. ._ +y. TK. - `L1'Sc'ir 2, NO.- 'c' 4}p i 4 fD 3•�-.Z�`• Fes• . y u*f a �4i;•s. �' '",�u�,u {,^ r s-=„r""t' �x7' a•"� y a n `���5� �ra�C .b F�•� w�h�..F•��� .suc 1:.��•. -as. � is tyq_ i!-"!yP(,t r "Wit �� �� � `'t�'�'ax"�n � usi ,, a �'�r �� JA 3 � -h c ��s�.�'p�•t� `�'��� ••T-,�- awa W '"$ �'. i r; �r� ,t? � f s. L R •s k.11 1 ,r-++e 3.� .•.s 1. r� a' + ';W c *irR x u: r?�r^�1 } y(3r ? '.+5i�:' l Ak -, �sL t'�h'cg�:kc�', `'"j��.�'� �-�;q -...w+�,r-hnz �` ..;x;.,._ �•.. ^�"" j�.,au��' qs. A•��€}} ¢"yeti” t3 sa GF' w gw F• Y4 'sT-14014 g lit' lyhy.,ts�•�},L �,{ 0.. y'• ` / '4"G^4."f^• n.i.•''u"4 'r- '�., Yc k h e K OF (MA w •< yK \ a+ }�r%dlpp •fi��q t."�i�rr+e.,,-��n ¢•�1xd�%� 4 �„ � i'�' ,� � ,,,.� _ ��}�7i' ' � �1L,a,�e,.: !i iLs �'kt�b, 5F �• , N ',`11„ �.F gra} iT+'st�.ir 39. �r ��� fv{p�y��a,p �. 3�•�'p',�.,;,�,y��'t�.'�if .t�M Ems•. .-yT18.t!• ;�•�i,��x.'�(s'�-�" _ . �y�.•` EKY.. W .. .:. .> i'v:.. u' .. d.`•r iq _ purchaser of said premises, or any portirn thereof, by the acceptance of a deed tht•re-to. covoriants and :agrees that the premises so purchased shall be held subject -0.. thv rovenmits, conditions, and restrictions hereinafter set forth.. 1. 10 lot or plot atr shown and designated on the Minor Subdivision map approve-d by on"' filed with the Southold Town Planning Board shall be further sub- • di cidc•d, ?. \n dwelling. or other building or structure shall be erected or maintained Shelter witicin 37 feet of the top of the bluff .)r cliff adjacent to Island Sound. :;. In nrd-,•r to prevent the erosion of the bluff or cliff adjacent to Long Island t" Sound, no vi-getaticm shall bn - moved therefrom nor disturbed in any manner, nor i shall ar,• stairwn.s. paths or other strut tures be placed or maintained thereon, i without tiv, writt(n approval of the Southold Town Planning Board. i 4. That all of the covenants, conditions ar_.i restrictions contained herein shall be cons*.rued as real covenants running with the ?and and shall continue and remain in full fnrce and effect at all times as against the owner of the premises or any portion thereof in perpetuity. Said covenants, conditions and restric ions shall be l)inlin; urott, inure to the benefit of and be enforceable by the Declar:uit, their heirs, succ• ::sons and assigns; any owner of any portion of the aforesaid premises. their hPir!i, successors and assigns, and the T,' 'Southold. and its successors and assigns. and the failure of any of the foregoing to enforce any of such covenants, conditions and restrictions shall in no event be deemed a waiver of the right to do no � thereafter. 1K i i ,F`1. ..... _' .%.m. P - •.;:Vit 4.. �.�;rx i^+:yi'c.Y!?✓:';#+„�e�.� •�:re . .. -a.. :. a It WITNESS WHEREOF, this indenture has been executed the day and year 4 i first above written. Charles E. Ward ,; j Jt BE3trf(je i. STATE OF %T"' YORK) i 3s,a a ss: C('.'I,N'TV OF ;;;K) On the//I"- day of May 1982, before me personally cameCharles E. 5 C andBeatriee T.VA3A to m�- --%vn to be the individuals described in and who executed the f P.-c-going instrument, and acknoxIr-dged that th y executed the same. Notary Public/ H'LFN A. HAND Ncn.;i.%;'tic Stre at Now Ywk tlo.G3-G 1`_55440.Ma.1Sau County Cojnhiisa1,ii Expires lVarch 30,1984 4 ' IS i o c�,Sl3csgc<> �'-v4� -3- S ,• //d Z.-.3 ���xR '1"''�-r ��`� � R�'��"���� .i.�n�c.,.�,.}F'7,, s „�„`;{7h`KX� �� lt��i"d��.k esK �° -r-a�•S o �4f- ff� � ,}; �e ��• �' �fl, Jnr. t �`�4`,� � Y�•t ' ! �"-r;•�•,.,r�k�'�` � ,fit � � S+ Ii L.. r• .r',fT ." .. .� iYt t,�v ;Ci-3. fp'1•.'v. ,.Ft ,4aF+ K d.1:'�Y w'w �� ' j ';} Ff�lT •' `�`�'� '•w r 1+ tr•.. rrr s �k Is. '� � K a's ��'& 4b(;�- '�`"s`r�-+�. � v'§ �� � '}� � ,.ic4 ,; � '`.,:�, a'' �. - y""��e?�';a3•s.>ae,�����`� ���:��ay�4�sy'}r.�, •�, s.y ,'. 9���� 14'��'�" s fiT�` i '�:}c�� � �Yv`l.n� .y �,� c`•���,�.. 1rT{/'�i4f a TT4q� ,'�t�'].. '`"�� .'�i'iS!��'SrY"��; '..f'31YY '+Ye�".. Y�yYy�.,l•�„mtZ i �� f}r�S� �t 5 •�l }�C y'i _ .1 � •. .1 ,r'�__-.gi � 1' cT 'f1•�`_'�� �'i++i1Fa,�`��2 lh 'itc�.,.!I .• •• • 1. ..�^ iC`F.•+�by++ Yr 'ISI �y,.'tf.'�a�`S' r :.•. 1-Ii �� ,,,..r�y,t,:`�c� k"�`"Y�i�°��'�—`7�y�'�. D�Mid �• •`is }„}vi..^>�i.As Ii:.�i�� x`v 1e�>>� y �•�,It1r � //..,,_ t r I 1 •'a • _ _ - .S-y °t,,•a��'aF"��a r a� v� 3r�'R �.�Q•'3K�f2. FYwE +iq. �,�� it M -•I r'i:' _ 1= - _ _.• •• � - 1 v �..s�,�,j-�'''�^- 9if .� �~t ,a �pc 5� .'�f - 1,.'I.:. _ _ • r i•RITA _ i• °� E#ArtA<{"v+'x ST .Wh ..��'� 1 �'4f �5�3 • :.���khe��k.��„�.t.'V7 F«���-�f�A'"'.�'t tR%- ,� • • •. .TSF ,'i7.aN'i5 �� �}li f�`y��4'f'•J.� � ..• •:• - .r•.: • _ • e � v�„��>y'��„'�,ti�,.c,ss�<�,y+�'-"�,..", `".y`rr:.�`�'^' Ary . 6'v�Paa+2 ^.a'rif.� �--,�•t-- c' ��fJ�,.�Na, �i��`S.Y>I�.��`L r=�,�. : .-� r, �•ru �r`�#f.?,` 'ti.`4 µ�.'��g��`Eyy�r•�ta S�n�+ �Y lc� `: :_Y- �-'•� yf'.ic.+�•aaa :�..._ Y,,�*f T.,1i. 4v�e37 •�„F" - T, t"':�e,. p.�'r�,utr is>.v k r +7 ° '.. �i c •`^i•.l •�. '._jY vKy, 3" r'y" •��,Mk �.. .k. 3 .?••ir •y. 1.# J E�ti. a ,.�ii 'S •6-�y#�j+ �s.r c�,Jt,,�t� r,�e£ •}+;,,2Mi�'S -,wf,�;Fs�"5" a WRs., ^Y.Y' ;' •,�. :I _ •.I,• .• _ _ �i�y� r�i� Y,�, x •,4nty.'y.�-S.11�a��.t�j`5n „{:.+ .� _. • .• { - = s'z'�SSJ . {�� 7 Z�t'+J +•�-r2�si�'�r'#,v{'r �. ��:� _ .• _ • •• • • .t • �aS7•+ � .,�`a �] � Kra ti4Y�A r,t �y c• •• _ •.- - • a wc• r t- :•.•� <_to 74��5��•^•� ' "7F."��=.�wc�. � .•I: •' n' ��4'8•'C r���l��h��'�r;3�'7�'y �Sv���*,w'a.• �t�Y���,� •PY 1 7tj`'�i,S • •11 t _ " N f'� f• �y. � t�e '�'x#i n� ' A •.n• x� ill 'r'i�' �� ,f��s"y-dcr•Z''4j9'-9.tA...r.`e^�M � ��•d"�LJ�i'�r��`t i�p�"'�� .tiffs '�3.t� �i�,t�,u�L,. i'i -- _ _ r _ •e I - a •i • � t �s�3����i{k"p�-�"yt.�°a rP�yiCn�',.�i�l•�?4•�,,"�'ct����'�i g v � r.'4�•a,,' ;��..,.� to air` �`z rk a-��.: .t •=. _dl� r SFr 'F icC«, ��,+•y ` "`+ � "'e�=`�!{„`.,�'7�� �,c���!gam'".�h'` t $� ��-/r����'�'T'� 'i'`�';+,��5'.��n`�",� 1�-r 1 t �-� �'! �j^' .},.l..l� yam.• 'a,7 Ir 2.�.}�,`, r 1 r I • - •• 1 • • • � � : - • _ 1• �1 J 1!r� 'i�1'a'f�,�.-'' 14 S J ^Y 3 SYS key 1 - - _ _ • • • = 1 • • i.•j, f � �j:Y� � V�tif2��14' �^. • = it _: 1 1 _ - • I • ,,�}1. ! p'wa 'r� _ M•r; 1• r • • •_ . • t '= 1 1 ��G� Ar ��r.17�y�q�y�3'i��+'�=.5° �5 � 1 a Ie *ee e k 1 g Va ok ��t'+�+�^�.'�"�a ��•''r<ri' �,Tr�'� fi"+.,�le %r1 trrt���r+,ir'�'•r, �i4,��`x�,'���r\���k �`.$. 3s.,. '^•� - ��'S,rta �1 tia.�„�Ca +c!`ro�� ���M�' i�-ly r �$� I+.T,y�t �, �A rt,.}�A�"iw7�,�T�"C�"��.,:.�tr. .-C,`r�����•Lc L'�.s. w..- .r-•c.�a.-xs,,,,ct....},.,.. ;,.-`l _ `r.:=£;. �-.�"'._E .•i�. �i' a�u�`t�'L'Ya •-S'3 r'�' 'C�^�"eN°'3 '�/"?.'d• -#u �•z.. .ts�''�?;'�s � +a1 '-'`�''l�s: a �T 't'..s. .r, �x;..- t � k �{� �+��r � �'•�,t�77•� �sqw, - 4'i-�i� �r ti�•. 'b % ��s >.ate. `� � +.k"Ci-��^2'?'p.��s�. �'r+�x�� �tit '? IT-•`t: y�` s �� a��,P, +Pa .y f`'nTu s`" C1t a�'}!`` i�[.. �� �•�.r'9: �� ��',�� �L l�'-'�'.➢til{� 7[3_ k°MM �.j''N a 4 i �°�n�fl'+ .1':;'`i+•uu�1 �� 6�het A �l'•'Sy .•l��•''yY�l d ��i$-Yd,.yit�L!�i��i{� '�r•Z .�-1,• - �� •- � Ju+.] .w.a�'$-h .f;Ya Jai j T�w�t . H. _ R ff�� P�F✓+L� ;.t, s ..- • • • It.l • 1 :! j "'i G.3=�4'v-y 15•"s �se: ,� •1 ��� Uzi �� j�� � ��rK•``.t i t( 11 �����'•y�,'l� ,� • I - 11 _ • � �I � it i spy;-A�' 'tC+�.� �, Q6- - 1 • • •. o.• a ��µ���a 1�"'�(�'� r•�.d`�sy'd,*c"f,}�� �'�+ � • • • • - I 1• • I I • e � . :.c u � !'a.t i�i�'; .�t ati"•�y'� � f x�F j =.11 • • • • • • •• • e e• o a�����-+h/��a of ,ry `�C���qa.� � �,� Vt i t�Zh•-� ,,1 ..�r��6 iiK 3 n� "1£• �ts1: . 1 • I • •• • • • ' • • •. • . • • • ^�•t� $ ;-112" ``"i"E4 Zfo \d; • 1 • 1 s . •c- c . '�'t+-din�� �� �`��Ii s! G `fib t• • - \ ��•�.� ffdb1C f�� •1.- • 1 1 • • • c - . • • 1 Is•: _l�y i✓t a x!; ��5�1� f> wy'�y,5-�;5 3�' . -'ey "�' ,+.yam 'y��`�`�'�y �Zr4^ ••+�; 7�`u��r�.�"�1�-•-• �'�. ..�7w.,��tt. ,�„1.���-{rTr��L2•:^���a�h�ci+ t'�.;,) 'j'� .- i �"�i;`� r�� �.•���"�,.�e��A.'n ac '� a�` � N"-g�',t��.'� �';t,$f3`�'t x`'�1'.� w r t„ h ... .� Y, �'y '��h �-��•r �r83�..fg-".. a�3i� �� ix.a}.fY�' ��o'i'f�,. ^�ir�i ti� .- .,�ti � c -"j h C� ... �'J • t�- '1 est/' .'rte.t'761,s&,i•�tjrt 1-y '�..�r}�§' v`�•y p..' a R YL' 1'l �};y'.£t�ry t,7,.y1a•� 1�:—. .. 13r • _ • • • s cam,k r.,•.'i c .tc, divided. . +�x..�%�k3. i�`�� �t �ir�riMON PipS 2. No duvlling, • other building or K, a �'"'Vuc r•' �.5w.'�F.•.e•��'.^eir.�`�i"' x w}T1r rel e withinof •• of h' bluff or- 3. ����� v• 4�r C� dM,*,ewe.- ������; i q,S.ovG 1• !on shall be removed therefrom-MokK7 QPN s or other structurew.bb M '••,. • t • • • � • • • • v �'em K �y a Trl3� k `a`'�i."Yi' �c �.r 7, • • _ _ • ••_ •• s �, � poi .c t .>x, �s,"4h � PVT- y'�='c-- `rc'S.r y:Vk st !9 ` • 4.•: � 'tor. h � -S�y^���„, .r • _,*�.. �`;Z�4+1� t$i amu,i"�t t `.�.,; `'��'�v r.: ... L� 44•,Yf.•'r•c ib-` ,,,y.x f.m pC{ W`k Y`F`, } j UR RV w q ,�t • r t �'-f �yj rn�f�tF'� 7�a�`} 4." 1{# •E.t RP ' 2. �•. • • •: • •r .: 1 • • •_ _ •c Y k�Cy�.ss -•. 3 ;, y''F L ! `3ti� f iS`. �..� _ ti2,4Y: a i�v3in �"ix�F't�ti�.`�i�S� •..=Y�:y �.,ti<� . .gggl } ,,. e�,��. c .,.t}'''•-�FXn4c""'z.t,G"'�,>�i,��¢'�"' c5�3"t°F, '°°� ,��,.3�•i'rs,;Aagt''''3rr'� x'�r�'.t�^rSti.,-E'4.7,�- �� ,-. .. . ars :: $ 97 r"'!t aye; > a�YEN 5c i W�. +„ ! ry,� L.xi[. Ar'•l"'4""'�Y S�,�+.r�y� `C fy`k4.%Q, r �^�; '�• z '-� e;i�, `Si1•r,"�^ r-'J,.�� y. a- �'r.'x q y -a xs a < ���Y�.�� �p`_ "���.�• saw, .. 'c .•.t �L �,�� "�g•�,z�� �. .y�.�,�I`��` �Z''r"'k;� �.,c�.�`�'`I •� �j lel-y-�� F�•`!^��u' ,;_' Ma gV 'Fad. �'k f • r'•f•� �y'�y,�i�x� „�h, aft•[�'ra4't� �t'�'�"3�; ��Yj.g't� s3•� 5'�4 A�x�,�'d�.Tb,4*y y Fy,•,`' / a s.�taF1'�*������>�.. � T�•�3 a`� �i,•awi z�.�ti. .�: ^..i�7d. "���,,f,�'�!`•�?f���,5,jy'� yyQ"'���r'� �`��u?����.l'*��-�.�3 Z 'f • Ll* �t �Y� ��� �� �'�•L F�tY�Sst"r�I i, a n • 1 •1 1 1 f./ 11 11 I a G �tJ �A d'+c h��j�A.'" 1L�' 11 SEA I FM i N"•Z* E"��..•�`�� �Lam; r 1 1 1 : 114 - �5- a �•�'+��,,, ��"���I,�• ,i'•t��v.'. • >: -.c -b '�.�+.,i' yy3"". �':s"'aux"'"�-F '� • I' Y IN I rl l • 1 ,: 11 n' ? yD a.. •'f ft } '��'� � � ��i �F#u�Yxy����1�, rix`' �,'�i��x,;�: i"4�y,�,'��•��•r'.�.�,Y nF '4. A i F `Sl i'.-`'L.." II �ySs?G i• '.'e'` ilJ�. " 5�, i)..S G�sf t f i _ rte'' .>',9sN 'x,'...•p F T' a�'d'vl � Af �� r �?��` ZS:' � hhti''`•44'S•.t�•s�.��,,� t-. �, 3�1�„4 s4 ate,w lz Tj ON ti h .L w �-5 S� e�'Y;^s'3,z''.��e-,�•�� .:��"..'r F�*•`'"�u,'K""� ":7�u"A��,'`�"' �:t,A i'•[..Eg. x� "'-7s� 1 t da .r t ���w .5-,n- F _ 's�••e •a - • • Si r� u'�_,`'�•=.�� k ami .,...#�� �'.C�� -F.:t"�.� '4.'' `^'r��'?e'y' �c '3i'@"' .•i •, •I�.,d" '„t s,,,,�flK.3L- ti "E`�` '�`.c� 'Y'�„�r'.fi' y„X y .•, -., +.. • •. - •F •• +. _ �•, �a �C. '�•eu"��yc`r 4„�,K' `'C�"�'r5F"'Aj„4�A�.s�-. {'�. `•y 1:. _ _ •- •::� �• _ •� aY�,.�t:..F"`�'y.,.�'� Yll j Y�j`.��tl1�?iyi v�p'j.'^L�k L' iq,�L- ,• T.1�'�a'�''_'"„�}�n"ER"u+e"''ttg'l.l S.F. �ty' �7�`• ;:�II�T"t` �{�;,. �; i:+�1 y:•.. turf'�`;����v��� r^���j� ��5�t��t.-�;�, ,�,9i,�,.�, x t�u��t* - +,.�a � ��' •}s-�F' .� �i;C-y�Se'�Xr..,^'�.��Ss��,t�t�" '-R'W �.t/�n S• �'�rf� �� ^. �/ -. rI f3_iC- wL; � S p a��; h ,3 ga� 4�c `r +t`�t�3t n,�.T.t�"�-kt�' 3,� �`�„�'',Y•�, rod, F.Prel-I'll, r� „'�'i�,s�'+.rv�c'`rY•g: �S�tit'!�-ice 3. ..i .,r ♦• .• [: • n5�"!yY'1A4-K'F j�3Y0.�3>�, -`a.`n�`.i���`�'"fi.Fl-'�°y� +Tt`'A`t` Y • a• i• _ :'r «b'��c� +�y 4t�t.Kay��. �' � F�+.�='��y, '4'' �ti yil.'^s 46, xsSF''r" 41 U, ;� � - r''�r�'�"�„ �`a�7..',Y�,z�•r 4''"c`rs"$'�..c+`�}' k�syna`�"•���. ;m �l ,r�'� �'`�` .�r ss�'..bins� s^�r•�.,�,.. M1� '.' i, "y€a��'��'X rs+ ,1.°' sF+4-T'-^-�.'vj'�o`y� $'nn�'•}�,l�Y-�' •3ai'z.�.+^,•.fig, s c 3-�a.��y o-�, a ��,,. +'S,r[Y.j��, :,�Y' rte.`G vt�k'_•a• �T Z ,� a}r - ��. �`yid v.;j,,���- '��i�.��'3�"�;,���r`�+{�rr'l�•5-�.,re}' sE: m 3o 1 , X81 , b THIS A®REENEATT Made this "' /s'day of lORs between CHARLES a- WARD and BUTRICR T. WARD, residing at 1010 Parbdise Point Road, Southold, taw York 11071 herein called "Ward* and JOHN PETLLI and JOAN PLLt, i? 12 residing at 3SO kanor Road, RuAtington, NOW York 11713 herein called "Petrocalli", NEWS Ward and Petrocelli are the present owners of adjoining parcels or-Teal property with a *man boundary, and Petrocelli has erected a storage building and brink lightpost and a portion of the building and the lightpost are located aver the common boundary line and rest on lard's property, for a distance up to; l 1/2 feet and the parties to this agreement want to specify their rospectivo rights and obligations concerning the building and the post. NOW THEREFORE in consideration of ONE DOLLAR ($1.0o) and other good and valuable consideration, the parties hereto agree as follovs: - 1. Ward- is the present owner in Pee of premises located at Southold, New,Yorkarid designated on the Buftolk County Tax Xap as No. 100x-OS1.00®03.00-019.004i 1 a. Petrocelli is the present owner in fee of the adjoining premise® and designated on the Suffolk County Tax l6ap as No. 1000-041.00-03.00-14tA051 i 3. Annexed hereto and made a part of this agreement is certain survey showing the boundary line of the encroach- mental RECUILEVo RAI IAIE Nov so me TRAt4rrE'R IV 0Ny fi-M 1OW3PZ32 4. votrooelli hereby represents that the building and I electric lightpost do in fact 'sncroach upon the party of Nord to the extent indioatad an rho surveys 9* retrooslli represents that the encroachments-were caused by an error in calculations on his part, and no claim is Bede with respect to titie :or any right to use of the land beneath the encroachment except as specifically stated hereint S. It is agreed that the building shall remain standings in its present location, subject to the conditions heroin c anta ined i 7. The parties agree that the use of the building particularly of that portion thsrrto weioh encroaches on the i property of Ward shall not be;deeaed adverse possession nor, shall the use, thereof bre considered as gxaatirts 9atr0003.1i ; any rights whatsoever in the property of Ward and the i continued use of the storage shed shall 'be by permission of Nardi -0. It is agreed that Petrocalli shall not add, to, modify, enlarge, or in any Nay make any otructural changes to the buildirig or ligutpost so long as they encroach on the property of Nardi 9. In no event -shell .Petrocelli enter upon the prMis" of Hard to gain scene to the building or for any other reason or purpose other, than to paint or repair the building; 10975K533 10. This consent to permit the encroachment of the building shall terminate and be revoked without any further action on the part of Hard in the event Pe:trocelli: a) remove* or dismantles the building. b) stores obnoxicum chemicals, materials or substances in the building. 11. This consent to permit the encroachment at the lightpost shall terminate and be revoked without any further action on the part of Ward in the events a) Petroceili removes or dismantles the lightposti b) The lightpost is no longer used and the i electricity disconnected. i lZ. upon the termination of the consents to the enoroachMMts,. Petrocelli shall further at his sola cost and expense, dismantle the building Or that portion of which � encroaches on the property of hard and dismantl: the lightpost. ' 13. The parties further mgreo that a right of way crosses the boundary line just vest of the lightpost. This night of way runs westward on the property of Ward to Paradise Point Road and also to lunken Gardens on property of Pstrocelli. It also runs northerly and then westerly on property of Patrocelli to Paradise Point Road. The: parties hereto give permission to, the other to use the right of fray on his property that portion of the right to continue the WN of the right of Vey$ CA his Property. , said nve, -•r 10973K534 however, my be torsinsted by either party giving 30 days notice to the other by certified mail, return receipt I requested, terminating the use®. Thereupon the right of way which crosess Che boundary line shall be barracaded. 13. This agreaaont contains the entire agreement of i the parties and no modification or alteration of the agreemeatcan be made unless in writing and signed by the parties hereto. Id. This agreement *hull be binding on the parties hereto and enure to the benefit of their respective heirs, successors and assigns. TROC LLI i ke f, L 2JQAd, P,t14—,,A i ®TATS OF UV VOM t � I sat COVM OF SUFFOLK: On the 13 day of Novern 4 , 1989, before me ppeereanally cane Charles B. Ward and Beatrice T. Ward, to as known to be the individuals data bad in and who executed the foregoing instrument, and so owledged tha they "'Goutod the seas. cry tx"*a so HM wee @gym or K= YORK t �• a•ae�rer 3 t a+ wa+ how an COUNTY Op BUFFOLM On the V'o rb of ec' 86r•c , 1989, before as � personall came John Petrocalli and Joan Petrooelli, to the knOwn to 'br••the individuals described in and who executed the foregoing instrument, and aaknovIedged that they aaetutod the sane. ®tart' 1 � i j � ► E _ P� t 1 f I A p P b I I 100!0,i ! 3� Lila InWig s. H�tsj QLER; • SUT�t ' y ��►l�`I'f i 46 i i f o 9 ..u UOT 5 USE THIS PAGE FOR WELLS WHICH MEET NINIMUM DRINNIN® WATER STANDARDS � AND' FOR 'VIMDIV 13 ION TEST WELLS TS 11514Fb3 DECLARATION ROFATE COVENANTSOAND ARESTRICTIONS THIS DECLARATION made by JOHN PETROCEIII and JOAN PTRQ�ELI,j, Ott wife ._...---a _. . . t l > resl-aing t 1x50 Man __ ...._ �►'RimslaNunLtfl a,..New .ftrk...1119i_IT— ....�_ I a-eoto:wsl.i�•et-�o>te�gA-ios�isat.l�oN-�ribk-•-►Li`isAa•duo•a6�.as (3 j A-salmi-prcVr•iOWiO44p or �artiwtFsh.i«p-I u.�Ry-.t.z��f r�pc i..paa.�,.l.aaab -et- bt�s3�ess- hereinaitRr re{erred tows thii DEtLAAAN1 as tflQ'6)wtlErr { ESI Y n I Ss described in SchellulN "A" annexed hr-retc, ( hPreinafts-r refe.rr-:-J tr. as the PREMISES ) desires to restrict the use and Fnjoymr-nt -,f said PREMISES and has for such purposes determined to imposa c-n sari PREMISES covenants and restrictions and dc,es hPreby, dsf-larP 01,11 said PREMISES sha: l btu held and shall be conveyed subji?ct to tlls� foliowing cuvenants and restrictlunst I . WHEREAS, DECLARANT has made appl icat ion to the Sof fell: "r-ullt y DPpartmpnt of Health Services lhareltiafter referrad to 9s tllp DEPARTMENT) for a permit to ronstruct and or apprrival of plans for a single family residence, a subdivision c•t devalopment or other construction project on the PREMISES; w and 'y �•' 2 . WHEREAS, the PREMISES are to be served by an individual on - site private wPl l;xtlwhich private well does not meet the Department's depth requirements; and K WHEREAS, the test wells sampled for the PREMISPS lntli<-atr."I that test results were within the minimum drinking watNr standards and or guidelines of the State of New York and results are attached hereto an Schedule C. Each chemical parameter which exceeds 601 of the acceptable level is indi - cated with an asterisk; and WHEREAS, it has been determined that waterualit C1I�1� wells is subject to change; and q y of private WHEREAS approval of the DEPARTMENT fines not guarantF•c, that i thr• water quality will always meet drinking water standards; and ` •y i eell WHEREAS the DEPARTMENT recommends periodic comprehensive � water analysis of such well in order to monitor the water quality to prevent the unkn-wing consumption of contaminated water, the DECLARANT, its successors, heirs, or asci na SC DHS PRIVATE WELL COVENANTS A ( REV. Ql ! USE THIS PAGE POR WILLS WHICH OMIT MIRIMU19 DRINIlINO WATER STAN04RDB r hKO.•TOk•SURD M S I ON TLST WILLS r .f agrees that if said water analysis should indicate water con- tamination in excess of the minimum drinking water standards and 'or guidelines of the State of New York, DECLARANT, its successors, heirs, or assigns may be required to, 1 A. connect to public water, or c 8. install necessary water conditioning equipment sal as � to meet the minimum drinking water standards and or � guidelines of the State of New York. 3 . The DECf.ARANT, Its successors and nr assigns shall set forth these covenants, agreements and derlarati,:Nne in any and all leases to occupants, tenants and,'or lessees of tl)e at—w-ve described pr-Dperty and shall , by their terms, subject Name to the covenants and restrictions contained herein. Failure mf the DECLARANT, its successors And or assigns to so .­,n,i i t i#�n the leases shall not invalidate their automatir subju,4atiort to the covenants and restrictions . 4 . All of the covenants and restrictions contained herein shall be construed to be in addition to and not in derogation nr j limitation upon any provisions of local, state', and federal ' laws, ordinances, and/or regulations in effect at the time of execution of this agreement, or at the time such laws, or- G dinances, and 'or regulations may thereafter be revised, amended, or promulgated. S. This document is made sub ect to the provision, of all laws required by law or by their provisions to be Incorporated herein and they are deemed to be incorporated herein and made a part hereof, as though fully set forth. 6 . The afor-•aentioned Restrictive Covenants shall by Anfeir -gable by the County of Suffolk, State of New York, by injunctive relief or by any other remedy in equity or at law. The failure of said agencies or the County of Suffolk to enforce the same shall not be deemed to affect the validity of this covenant nor to Impose any liability whatsoever upon the County of Suffolk or any officer or employee thereof . 7 . These covenants and restrictions shall run with the land and shall be binding upon the DECLARANT, Its successors and as - signs, and upon all persons or entities claiming under them, and may be terminated, revoked or amended only with the writ- ten consent of the DEPARTMENT. i. I I. i i I. SCDHS PRIVATE WELL COVENANTS AA IRE:', 1 91 ) I i S. The declarations set forth in the WHEREAS clauses contained herein shall be doomed and construed to be promises, covenants, and restrictions as if fully repeated and set forth herein. i 9. It any section, subsection, paragraph, clause, phrase or Cqrprovision of these covenants and restrictions small , by a Court of competent jurisdiction, to adjudged illegal, unlaw- ful , invalid, or hs d to be unconstitutional, the same shall LOJ not affect the validity of these covenants as a whole, or any other part or provision hereof other than the part so ad- judged to be illegal, unlawful, invalid, or unconstitutional . 10. t,ocal Law 432-1990 - The DECLARANT represents and warrants that he has not offered or given any gratuity to any otfi- tial , employee/ or agent of Suffolk County, New York State, or of any political party, with the purpose or intent of securing favorable treatment with respect to the performance of an agreement, and that such person has read and is fomiliar with the provisions of Local Law 432- 1900.ILI I LS J N PETROCELLt LS i LS N PETROCELLI i L8 STATE OF NEW YORK) )ss.: COUNTY OF SUFFOLK) On the /d Say of -e 1992, before me oersonall;y came John Petrocelli and Joan Petrocelli, to Me known to be the individuals described in and who executed the foregoing instrument and Acknowledged that they exevuted some. Notary Public CARS!M.YOUNG MIARY PWL FG.Stato of NM YnA1 No.01 Y04820*4 Ow�Md in Su11CA1 COIgMY Toa Fad=Mao 30,104 SCDHS PRIVATE WELL COVENANTS -3- iREV. 1/91) I v - i DECLARANT JnHN PETROCELLI and JOIN'M I11 , his wife Suffolk County Health Department Reference Number: Petrocelli 90-423 ALL that certain plot, pieta or parcel of land, situate, lying and being in the Tmm of Southold, County of Suffolk and State of Now York, being more particularly bounded and described in follows I BEGINNING at a point on the Easterly side of Paradise Point Road, at the Southwesterly corner of the premises herein described and being 231.52 feet Northerly from the Northwesterly corner of land of Gilbert (formerly Kent) whan measured along the Easterly line of Paradise Point Road and from said point of beginning; RUNNING THENCE along the Easterly side of Paradise Point Road, the following four courses and distancest (1) Horth 10 degrees 09 minutes 52 seconds Nest 73.67 festt (2) North 10 degrees 23 minutes 52 esconds Neat 90.44 teed (3) North 10 degrees 07 minutes 46 seconds East 309,50 fest; (4) North 14 degrees 10 minutes 54 seconds last 29.63 feet to land of Cellist THENCE Easterly along the land -► 1'4111# the following four coursers (1) South 69 degrees SS minutes 00 seconds East 280.67 feet; (2) Sou6h 49 degrees 22 minutes 30 seconds East 131.57 testi (3) North 60 degrees 26 minutes 35 seconds East 93.33 teat; (4) South 69 degrees 55 minutes 00 seconds East 441.0 feet to a concrete wall abutting Shelter Island Sound (Little Peconic Bay)t THENCE South 28 deprses 09 minutes 51 seconds best, along said concrete wall, 480.66 foot to land being retained by Hardt RUNNING THENCE North 69 degrees SS minut®s 00 seconds Nest along said last mentioned land 725.92 feet to the Easterly side of Paradise Point Road at the point- or place of BEGINNING. f l i •'�' • •.7.5.1,E • Reed in Lab . ?)Lab a .:.. 9 ,..._ Public War ' No. Private W8ter - 1511 nut j 7 .• Other T#4 .,....__.... Date Completed 'r`.�.:.._ Cot, By SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES OiVIS10N .OF MEDICAL LEGAL INVESTIGATIONS & FORDAIC SCIENCES PUBLIC HEALT'M LABORATORY I I PESTIGIN ANALYSIG OF MATER 'rA i4 13) Lest Nemo '°' ��'' ��� ! T .u, 12) First _. 14) Street No. 19) Street ! �. �� A t. D --rte-• Z8 18) Comrrwnily -1,j ` -Pkj )Sampling Pant Mahn 6►ddress _._._...... 130) Pub Ncon►---._._ 11v ! 114) District i i 1131 thsafte.to Ferm ~ L ' h. ! 113) Uct*ri i (3 1 Map Coordinal"_ r lie) Btot:k I 131) Well Depen _ "''" h. ! 117) Lot 1571 Ream"? Yes Key R No R®msrks Lest Result r Owner w._. COMPOUND PPB OOG,L 12231 AIlhearp 1425) Aldicarb SuPoxide... c• + {;`, '� ( ; 1 ;�•ti 14261 Alftwo Sugone . .......... ........... e. 12241 Carboturan.... ............... . ... ... ) ! (4271 3•hydrozywooturan 14261 Oxamyt ...,. ... .................... 4 i (429) CanAryl.. .... 18341 1•Naotnol.... ................... .. . ` r 1430) Metnomyl...........•........... .............. ! ��•►�a aa,� . S�t!lOLx COSINTY binkimm OF-HPALTH SUVICU PUBLIC MS"" LABORATORY DIVISION OF NIDICAL uwz INVUSTICATIONS 4 ;x031 ale ocamen CRUNOHALM P94TIC109 ANALYSIS Of WATIM LF ,r-- A u r L- spill® Tap xit a Ith a "4 ! � Vigils v�al� � ��® • � CospoWfld 1P� i coapaunt a s1SA�►�►B1lC• • • • . • . . . . • • . . 4.4 �pt. . . e . e . , . , . . . • .. f a i eta®ixe• . . . . . . • • . .. .. • 4e4 ®DD. . • . . . . . . • . . . a.. tee- ®l��i'A �.• • • • •. • • ee . • •A&L 'ifl•ooaeeoe• ee •.• • •ee IapUahlor •poulds. . .. •• A���silae • • • • • • • • • ee • es • A♦�s��o�e• • ► • eee• • e • ate 8� . Oi®1Sgin. . . e . . . • . . • . . . . H®th®x�oRlar• .... . . . • . , �Ylf��0�1�1l�fl I. . . . . . a . . . . $�OAul YEA �Ye o e • e • • . • . ,JJ � �1 _.. ------- --- A 4d poo'd 4t Wb 16&b NoQ1e14 fro. public W4tos Oat• rei•eto 1*11 - TUNS Ot Ae s .s✓N!t/ i Col. !y i i 'OaL2C YAL" LhAOi&MV �sys0a� :cava, a a�ssano a a+ad��as 2® M i Rale PAW,. 1094ted,00.-. i � �!S bells for. t9o. o llereee PARA v V G other +' i Naber o! aar�ls vials p�lttod i w al Ca�und ®ed_. 306 vigyl chloride .. ... .. ago bsnaeae ... ... ... .. .... ... .. 305 Wat"lons a8teslds .. . .......® 251 tolueso .. .... . . .. ..... . ... 793 290 ohlarownsone ... .. .... ..... �.._. 300 tteaa 1,2 dle�l'otbeae 29! othylbonseso . ... •.....•.••. ..-..e. 300 elti e"fasr ... ........ 288 o•so►lene . .................. ..x..- 394 1,2 diehloteethane ... _�_ 252 w-xylose ............. ...:... 321 1.1.'1 toicuoroothow 253 ®-sylano . ... ............... +30x0 eesboa eote0chioside., �.,.�. +315 total xylem .. .... 29 .. ... . ... _...._ 4 breve 2 abloroethaao �...r+ 246 2•eblerotelvese M ......r. ._.�� 405 1,2 da'4131obroya" -. .._-.-+ ail s-ohlosololvens ... ....., 310 tslchlow"thoae . .. .. 268 4-ahlorololu®no 1PI �. 303 W"atodibrcoamtbane 265 total ablorotolvene ........ 293 1.9 dibsamethana . . .. 419 1,7.5 tsisethyibensene ..... ¢� 420 9 br000 416 1.1.4 tIL"thylh•as*" ..... ----- 301 browleg+a ........ . .. . 413 s.o-dio*losoberuo. ........ b 311 totraohlorootheee . . 412 1.3 dlchlotabonsefafs 10! ., .. ....._.. 302 cis 1.2 dlohlosoethens 432 y•+iethylbenrorbe .. .. .. ....• 32o rseen 113 .. ......... . - 435 1.2,405 tetsaostb1ru*42 ne 431 1,2.4 trichlorobea 2f2 dibsono0ethsiee . ... .• • sene ..... .�v 301 1,1 diohloroetbens ... 036 1.203 trioAlsrobeasese 302 bsaWdtC%l0fM8th6rsS . _ 600 ethenylbease" Istyrose) ... �. ,06 2,3. dlchlerop#0"M •• `ol 1 s+ethylethylbenserA tou"tw) 401 *AS dlehleroprooene _4.� 60: n•yse►rlboneone . . . , . . . . . . .. - � 406 tease dichlosoyragene Baa tort-butylbeaseas .. ..... ... .,. .� 332 1.1,2 t:iohlosoetM"e 604 sea-bvtylbenaefts ......• ..• 409 1112 tetsachlo'tthase _.r.- 809 iivpsopyltoluorq 1s-oymns) 296 a-teEraehlorwthane �.� 84i r+-bdtyiRonsone . . ... .. • .••.• ._....,_ 413 1,203 triethloroyro�aao 'mw—"I' ems f07 MitaoAloaobvtadiene .... .... .._._. 450 2,2 diohlonprv"« , • I. i0a 1,3 dib 451 1.3 dichleroprapar►e maro 9Mcssle:oibsyaae �,..._ 452 a chlo'eshylvinylether R,401 for each or�0 9�oapound mot h:►'+rd ADo� !o whore nOlOd- r uvJ„o 00P*t«voamLib ll ' POW Na - rub�c we>�► cow c(9 By Do corhow” Wane Am b b") b&mr4d '. . U✓ SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES PUBLIC HEAL?H LAROAATORY CHEMICAL EXAMINATION OF WATER 12 �u Owro or Nww Loom � t C �r) 0 • r7/ PC"Of (1)oswft Ropoom I Per Ldef Put Con lets O Mloa 0*A ,s q 3 6 T ow,cscoa 01 mug,wV 73 0# p 1 IWd►w(f%n CtC031 N T"I"P ftll is i frI Q ~ b3 CA mw& t IT4n c8cow ►l"two h ft3 kp Mraoirt(myl NI O t �. go w►o"ov,mom 17 tt o"'i 14 00 Cftft 04 C+) 0� w+ftl$4 +to 4wM,K 11 I F too *VfN t7Jt smw+++ 11) in c~ c t I f. I: tOt Cbo0�bp4'+CYt / +t9 (Nd It) 0A �.i�► / 3 '2b S+N+ 111 �: tot Chaa+rl+► 11) tJtMMA (1) t!t Ulm Irr4►t IrH Olreow •• re. r i i I �151�Pb i i i i 4 i 1 � DECLARATION OF COVBNANT6 AND RESTRICTION6 This declaration made this id day o 1993 by JOHN PETROCRtW and JOAN PETROCELLI, his wits, residing at 350 Manor Road, Huntington, New York 11743, hereinafter referred to as the MDeclarants"t N I I H A 6 a 9 T H WNIXW, the Dsvlarents are the owners in foci simple of a certain parcel of land situate on 3100 Parodies j point Road, Southold, in the Town of Bouthold, County of Suffolk and State of New York, being the premises described i in a deed dated Nay 130 1983, and recorded on Way 30, 1962 , in the Suffolk County Clerk"s Office at deed Liber 1169, � page 319, a metes and bound* description of which is shown an Sohedule.A attached hereto and mads a part hereat, ` hereinafter referred to as the "premises". WHEREAS, said Declarants intend to subdivide said preaiaes into jots for rosivential purposes and desire to District TW subject said premises to certain conditions, covenants and Section ,101W" restrictions. Block itf6- WNEptA6, said Osolorants- are desirous of placing Lot M.005 certain restrictions upon said promises which shall be binding upon all purchasers and sortga46.e9 of individual i 1 late, their heirs, executors, administrators and assigns or other successors in interest, NOW$ THMPORS, Declarants declare that the aforesaid promises is hold and shall be conveyed subject to the following covenants and restrictions which shall run with the land in perpetuity. I. No lot line shall -ba changed in any Wanner of any future date unless authorised by the Town of Southold Planning board. a. In the event any further application in filed for further subdivision of any lot being created hereunder, said subdivision shall be deeood, for all purposes, a major subdivision which shall comply with all the rule• and j regulations applicable thereto at the time of the application. All lots in such major subdivision shall access Paradise Point Road from the existing driveway shown on the minor subdivision map for John and Joan Petrocelli. s. All stormater runoff resulting from the development and improvement of this subdivision or any of its lots shall be retained on the site by adequate drainage structures co that it will not flow into Shelter Island sound. 6. No grading shall be permitted within So feat of the top edge of the bank except that which may be 2 nocessary to control or remedy erosion or to prevent storawater from Slowing over the edge of the bank. S. The woodland nature of the premises are to be preserved except where the removal of such trees and shrubs are necessary for construction or maintenance of access driveways to the lots. G. These covenants and restrictions can be modified only at the request of the then owner of the premises with tha approval of a majority plus one of the Planning board of the Town of eouthold atter a public hearing Adjoining property owners shall be entitled to notice of such public hearing but their consent to ouch modification shall not be rwplred. IN WITNab` M MRWF, the Declarants have hereby executed this Declaration of Covenants and Restrictions the day oto iota. l/ JOHN PITROCICLU stag 3 i STATh OF NzW Y01m) )se. e COUNTY OF SUFFOLK) on the /of'Vday of ,rs 1999 , before as personallyAmh came John Petrocelli to Be known to be the ndividual described in and who executed the foregoing instruxent, end acknowledged that he exoautxd the same. Notary pub=hLWMftZ- i I � N�wYoM i 16. i aTATE or W YORK) ? „��°i�'ioa� ).s.1 COUNTY OF SUFFOLK) On the /00 qday of V7aoO` 19921 before me personally came Joan Petrocelli to me known to be the individual described in and who executed the foregoing instrument, and i acknowledged that she executed the same. Notary o pet�p�� 7S�ilk ��R��,BgMdNewv.,.. i i i i 4 N , y *mac O y � Rpu R 4 h 4 o v w at ac •a wNg y o O Of i I Illll�lel 1111111 Hill Hill 1111111 Hill 11111111111111111111 • 1111111111111111111111111 SUFFOLK COUNTY CLERK RECORDS OFFICE RECORDING PAGE Type of Instrument: 8ASEMENT/DOP Recorded: 07/14/2004 Number of Pages t 4 At: 10:54:01 Alt Receipt Number s 04-0077818 TRANSFER TAS NUMBER: 03-51576 LIBER: D00012330 PAGE: 600 District: Section: Block: Lott 1000 081.00 03.00 019.007 EXAMINED AND CHARGED AS FOLLOWS Deed Amount: $0.00 Received the Following Fees For Above Instrument Exempt Exempt i Page/Filing $12.00 NO Handling $5.00 NO C08 $5.00 NO NYS SRCHG $15.00 NO TP-584 $5.00 NO Notation $0.00 NO I Cert.Copies $0.40 NO RPT $30.00 NO SCTM $0.00 NO Transfer tax $0.00 NO Comma.Pres $0.00 NO Fees Paid $72.00 TRANSFER TAX NUMBER: 03-51576 THIS PAGE IS A PART OF THE INSTRUMENP ' THIS IS NOT A BILL Edward P.Romaine � County Clerk, Suffolk County I LI 1 ] REIN ' Number of pages 2D04 Jul 14 10:54:01 AN TORRENS Edward P.Ronaine CLERK OF Serial F L 000012330 Certificate 9 P 600 DT4 03-51576 Prior C1f.# Dad/Mortgage Instrument Dad/Mortgage Tat Starttp Recording/Filing Stamps 4 FEES L Page/Filing Fee '.r U` Mortgage Amu. Hanxiling ! r I.Basic Tan TP-564 2.Additional Tax Notation Sub Total W-3117(C may) Sub Total ! SpwJAssiL Or E LA-3217(State) Spec./Add. RP.T.S.A. r TOT.MM.TAX Deal Towns Dual County Cgintn or Ed. 5 Q� held for Apportionment i Affidavit • 0 Transfer Tax Mansion Tax Cuatilled Copy Tbc property covered by this mortgage is or & , will be improved by a one or two.famiiy Sub Taal �r dwelling wdy.• i Other �! ^� e a arNO GRAND TOTAL / f NO,sen appropriate tax clause on page/ of this ! )teal Property Tax Savicc Agency Verification 6 Communit Preservation Fund uue Dict. Section Block Lot Consideration Amount ceuin -3. CPF Tax Due S_ f� t R-uo t'a`e Dace / initials avant Land .1 T Satisfactions/DischargedWeases Lid Property Owners Mailing TD I Odel _ RECORD&RETURN TOt - _ TD KEYSPAN ENERGY ID 117 DOCTORS PATH RIVERHEAD# NEW YORK 11901 Erika Lendel-Jongebloed- Electric Design 3 -Constructio11 a Title Company Information Co.Name Title N 9 Suffolk County Re22[4!n& & Endorsement Page ; .'; This page fcarris pat of tic attubed EAw_D..wBDLTmade by: > fitr / rTmaplsnt mm) (IMM pwism herein is sib in SUFFOLICCOUNlY,NEWYORK. 1 TO In the.Townsbip of In deo VILIAGE —WHO XSD;MU JLUKTIM CO. A or HAMM of a 8 BOXES 5 Ti-IRU 9 MUST BE TYPED OR PItIT(M IN BLACK INK ONLY MORTO RECORDING OR PIING. ' � IDZDB3tOAO�dI ' � � BLRCTRSC RiSBi®iS THIS IDIDBNTURS, made the �_ day o= 7004, by and between John Pstzoaelli B Joan Patrocelli 750 Nano Road &mtiagton, Now Tock 11713 I (hereinafter referred to an -Grantor"), and LONG ISLAND LIGHTING OMOANY d/b/a LIPA ('LIPA•), a New York corporation, having its principal office at 333 Earl Ovington Blvd., Shite 403, Uniondale, Now York 11553 (hereinafter referred to as 'Grantee-). (Grantor and Grantee are collectively referred to herein as the 'Parties'.) NI1'NESSET8, that Grantor, in consideration of other good and valuable consideration paid by Grantee, does hereby grant and release unto Grantee, its successors and assigns, forever, an easement and right-of-may on, over, under, across, through and along certain portions of the land of Grantor lying and being in Southold, Town of Southold, county of Suffolk, State of New York, located in DISSSICT 1000 SECTION 081.000 BLOCK 03.00 LO'! 019.700 and shown on map of said land entitled 'Boundary Survey, (the 'property ). A copy of said map and/or legal written description, on which are now shown the location and width of the said easement and right-of-way herein granted Ithe "Basement Area•), is attached hereto and made a part hereof as 'Exhibit A•. Said easement and right-of-way herein granted include the following rights and privileges: PIRSTr The permanent and perpetual easement, right, privilege and authority to construct, reconstruct, relocate, operate, repair, maintain and, at its pleaeure, remove underground or grade level electric systems including but not limited to transformers, switchgear, manholes, conduit and cable together with the necessary appurtenances and ' accessoriae as said Grantee may now and from time to time deem necessary all within the Easement Area. i SEOMM-. The right to attach to the electric lines installed or to be installed thereon other wires and appurtenant facilities for the purpose of providing electric service to Grantee's other consumers. THIRD: The right to permit the installation in the Easement Area of wires and facilities of public utility companies or others and to convey to such other monies an interest in the easement and rigbt-of-way herein granted. FOURMi The privilege of such access from the street over the balance of Grantor's property as is necessary for the enjoyment of the easement and right-of-way herein granted. PIPTH, Grantor agrees not to erect or maintain within the Easement Area any building, structure or physical obstruction of any kind, including trees and shrubbery, or permit the same to be so erected or maintained, except such as Grantee may specifically consent to in writing, which consent shall not'be unreasonably withheld or delayed. $IXTH: The cables, conduits, manholes, transformers, switchgear, vaulr6 and other appurtenances, as from time to time installed, constructed and maintained by Grantee in the Basement Area shall at all times be and remain the property of Grantee, and be maintained and serviced exclusively by Grantee, its successors and/or assigns. SEVENTH: Grantor covenants that it is seized of the Propdrty and, for itself, its successors and assigns, forever warrants its title thereto and will defend the easement and right-of-way herein granted, forever, against all lawful claims and demands. 7100345600 t The easement and right-of-ray herein granted are exclusive and shall be binding upon and inure to the benefit of the successors and assigns of the respective parties hereto. IN Urn=$ WHMtHOF, Grantor has caused these presents to be duly executed the day and year first above written. 7100349600 I - i STATS OF N74 YORK) 1993 COUNTY OF SUFFOLK) On the day of ~�� in the year 2004, before me, the n� gn personally appeared John Poltzoceiii, personally known to me or proved to me on the basis of satisfactory evidence to be the individualfe) whose name(s) is i (are) subscribed to the within instrument and acknowledged .to me that he/she/they I executed the same in hie/her/tbeir capacity(ies), and that by his/her/their j signatures(s) on the instrument, the individual(a), or the person an bobalf of which the individuals) acted, executed the instrurmnt. j LINDA URBAN Notary Public,State of New York ry Signature Quail edd In Suffolk Co, Notary Stamp & Expiration Date: CommiWon Ewes JurtO s 3 i STATE OF DiElr YORK) I OOUM OF SUFFOLK) l On the day of a(a ` in tho year 2004, before ma, the undereigpersonally appears Jo9a trocall1. personally known to we or proved to me on the basin of oatisfactory evidence to be the individuals) whose namets) in (are) subscribed to the within instrument and acknowledged to me that he/sba/they executed the same in his/her/their capacity(iee), and that by hia/her/their signstures(s) as the instrument, the individual(s), or the person on behalf of which the individual(a) acted, executed the instrument. i I Notary Puoic.ajk:. rio.467.'.1i11` Ouarilted in Suffolk rxv •y MoMary Signature Corraission Expires June'G.:Q___ 6otary Stamp & Expiration Date, LINDA URBAN Notary.Pubk.Stats of NewYork No.46730&4 t]uad,7)ed In Suffolk esJu ur Cortxnissxm Expires June 30, i 3 j j I • Jdm Q Elders LandSui 8 East Main Street fteihead,NY 11901 1 (831)389.8288 Phone BMW Y (831)389-8287 Fax EASEMENT %LWRITTEN DESCRIPTION . "'EXHIBIT No j:jb1D-6AS&Q1D 6-3700~ lob 3 PAGE OF®� coo Proposed Legal bescription utility easement (January 2004). Commencing at a Point: Said point being distant the following three � Courses from the nortfuest corner of the property now or formerly of John M.Petrocelli . Jr.(SCT# 1000-81-3-19.60); South 69055'000 East, a distance of 280.67 feet; thence South 49022'30" East. a distance of 131.57 feet to a monument; Thence South 15°03'47" East, a distance of 213.23 feet to the point of beginning: Commmencing at the Point of Beginning; therr-e South 28003'01° East, a distance of 33.78 feet: thence South 46°47'56" East, a distance of 113.56 feet; thence South 21012'16" West, a distance of 51.46 feet; theme South 19037'45" East, a distance of 15.87 feet: thence South 48017'41" East, a distance of 16.56 feet; thence South 69°53'040 East, a distance of 22.55 feet: thence South 77050'18" East. a distance of 30.03 feet; thence South 89001'32° East. a distance of 29.70 feet: thence South 23035'10" West. a distance of 5.42 feet; thence North 89°01'32" West, a distance of 28.11 feet; thence North 77050'18" West, a distance of 30.87 feet; thence North 69°53'04" West, a distance of 23.85 feet; thence North 48111741" West, a distance of 18.80 feet: thence North 19037'45" West, a distance of 21.10 feet: thence South 80°52'22" West, a distance of 36.99 feet; thence South 78050'51" West, a distance of 40.69 feet: thence South 551102'07" West, a distance of 4.32 feet; thence South 18046'37" West, a distance of 9:81 feet: thence North 66038'59" West, a distance of 5.02 feet; thence North 18046'37" East. a distance of 11.05 feet; thence North 55002'07" East, a distance of 7.01 feet; thence North 78050'51" East, a distance of 41.63 feet; thence North 80052'22" East. a distance of 35.80 feet; thence North 21012'16" East, a distance of 41.32 feet; thence North 46047'56" West, a distance of 108.46 feet: thence North 28003'01" West, a distance of 35.43 feet: the '59" East. a distance of 10.00 feet to the Point of Beginning 11)nE 0807 re or less. FEB 12 2004 I PETROCELLI z 0 ' J J vJ�lcUtCln7'E NOTES: TEST HOLE DATA 1 ELEVATIONS ARE REFERENCED TO NA V D 1988 DATUM a (TEST HOLE DUG BY McDONALCJ GEGSGIENGE ON=Et-139R 18, 199ro) EXISTING ELEVATIONS ARE SHOWN THU�-0 EXISTING GONTOUR LINES ARE SHOWN THUS 2s EL 280' O, FF_ - =1RST F_OCR G _ - GARAGE r'OOR - L� BROWN LOAM GL T W - TOS G=WAL- ® 695 s w OT - BTOr'OF wA_L ♦ O ° " ° PALE BROWN SILT ML 2 MhNII"IUM SEPTIC TANK CAPACITIES FOR 8 BEDROOM HOUSE IS 2,000 GALLONS 1 TANK 5DEEP, 10 DIA. ' ° ♦ ♦ 3 MINIMUM LEACHING SYSTEM FOR 8 BEDF-001" 'HOUSE IS 000 sq ft SIDEWALL AREA n \ 2 POOLS,12DEEP, 8'do ♦ PALE BROWN FINE EL.o' PROPOSED EXPANSION POOL SANIITGA2 EACHNG POOL '• TO COARSE SAND SW ' G ♦ PROPOSED LEACHING POO- (D a O EL OO 28 O PROPOSED SEPTIC,TAN'< ♦ GROUND WATE 0 , v �! 4 MINIMUM SEPTIC TAIN<CAPACITIES FOR AGGESSORY APARTMENT IS 1,000 GALLONIS Zw Z w S ♦ WATER IN SALE BRcwN 1 TAN'<, 8' LOING, 4'-3' WIDE, 0'-7' DEEP ♦ FINE TO GOARSE SAND sw 5 MINIMUM LEACHING SYSTEM FOR ACCESSORY APARTMENT IS 300 sq ft SIDEWALL AREA � ` Vj 1 POOL,12' DEEP, 8'60 pixg!I:; lillill1ill ill 11111511111M 0z ION POOL Z I � � , '� � ♦ ♦ �JJO'�Np r' OC ?') PROPOSED EXPANSION U ' 3 � ♦ CO OCELLI 0 PROPOSED LEACHING POOL m PROPOSED SEPTIC TAN< TOTAL AREA = 256,873 sq ft o _ { � __ ♦ ��'T 0 THE LOGA71ON OF WELLS AND CESSPOOLS SHOWN HEREON ARE FROM FIELD )5X00 ac Olt, _ W/ P �' b' TO TIE LI\F_ n� �P —= — �_ ♦ OBSERVATIONS AND/OR DATA OBTAINED FROM OTHERS �_ � a -� ®` 7 EXISTING SEPTIC SYSTEMS STRUCTURES SHALL BE PUMPED GLEAN AND EITHER UPLAND A{2EA - 234,877 sq ft ° ♦ ♦ REMOVED OR FILLED WITH CLEAN SAND IN ACCORDANCE WITH S C D H S STANDARDS WETLANDS AREA- 21,9Dro s ft - _ 8 NO ADDITIONAL FILL TO BE TRUG;<ED IN ALL REQUIRED FILL TO BE OBTAINED FROM ONSITE q EXCAVATIONS FOR PROPOSED CONSTRUCTION AND SEPTIC 5Y5TE"5 � \ ♦ 9 FLOOD ZONE WFORI"ATIOINI TA'<EN FROM Q yX ♦ FLOOD IINSURAINGE RATE MAP No 30103G01ro7 H ZONE VE COASTAL FLOOD WITH VELOCITY HAZARD(WAVE ACTION), p (1 q� ST� ♦ BASE FLOOD ELEVATIONS DETERMINED LJ_ �rF ♦ ZONE X AREAS DETERMI\IED TO BE OUTSIDE THE 02%AN\IU�L CHANGE FLOODPLAIN C 10 GROSS FLOOR AREA OF MAIN HOUSE IS 8,003 Sq ft m - = o GROSS FLOOR AREA OF ACCESSORY APARTMENT IS 819 sq ft DRAINAGE SYSTEM CALCULATIONS ° a \ ♦ ♦ %ROPO5ED MAIN HOUSE 7,671.5c, fr N 7,87 sq f X O 17= 338 cu f p o 1338 cu fr /42 2=32 vertical ft of 8'd o leac'ning pool requ red Q t ° `� ♦ PROVIDE(6)8'd'a X o hig'nSTOR" DRAIN POOLS O = �� /�I \ ��5 ♦ ® ! ` PROPOSED 8'D A X 6'DEED DRl`YELLS FOR ROOF RUN-OFF ARE SF'OWN THU'S a �L \ _ �® / 0 D /' co BARN! ACCESSORY APARTMENT 955 sq ft 7C, lr ♦ ® 955 sq ft X O 1r=162 cu fr ® ® 162 au fr ,'42 2=3 8 ve,ticol it of 8'dla leachlrg pool required PROVIDE(1)8'd'c X 4'nigh STORM DRAIN POOLS - NA aFO\D \\ ', a ° \`. F� j 0 ♦ ♦ PROPOSED 8'D6A X 4'DEEP GRYWELLS FOR ROOF:RUi\' OFF A2E SHOWN THUS PRO 3a j �y� vMir of/Orwc F ® ♦ �° O � P \\ ;\ �' fq q�RE eGRq p Np 3r _ _ q pF ONG gN�KFp air, oe `��� � 1 all, all �` sr�RegNNpeq Fs FREs,tiNsarE WETL4NO Y i, s��cicos * C� 413,200D�SrUq�ONG as DE, e e Eq NCE By ENOOc BOUND S��o�vOG1 s a / N VSULTgNTS o ��\\ ft ' =EPTENE3cR 9,2014 --, `^ CO,�,C / '•2 '9 , 1 o r / 1 o Ali, �� 1 all. T \,\` -,.a\ �"'��� cprD`7✓ ,` ,U4' �` ! `II ,rV rG 1 � ��� del,," °�9 ffi \\� ' "`��• ��,�'y� �, ® J ° � / / /� // _ P 0 21�e 10 N / / eGeCIv TEST OLE <q °° O N +/ co- /' `` o' /� c^C FE GU\'c.. PIcMP ' , "'. S Je 2 J' C° �y-V `V, a ° �, J ►� 3� \` r Q J 3, C �x 0 'Ir j0 ® J 20 j _ 0' S,y rS �00���\�/ ♦ c° ��P, �j° a Q a ® ��1 otic toll N Qs '00 FE�8 E Sco I �T/ 3 <'' °J4 \ o ^brE ® ° J w' �a y� �'YJQ °� J -e ZO // /' / r / a '' aU p (ICCF ?Jy�S�p / /„ - '-- °� Gi��\� °a Q �v N �\ Q4u 1rT Ssn v ♦ / lry NRi MEN ���a �/s ry ;/�, \ Q u �' R r0 '9RT�G EN 1 ♦ ♦ �a o�gnaNSj 00, _ �► / �To Ecc 46 2�' a a a ? i _ \ / / / // /0/// �z r �\/�\O F�9h ?a r(J U a ��' r~lr! •Jam^,.r - / / / / / / 0 ♦ ♦ Sh T �2 �o x`22 - - ; / a o ° ® _T,�C4✓ P� °�� I a a r < poo Pi�— 2 7 ° (n y` , S EXISTING LOT GOVERAC�E OVER TOWN PROPOSED LOT COVERAGE OVER TOWN a0 ��' m LJ "' '` �� 2' on, a �— DEFINED "BUILDABLE LAND" (234,877 sq ft.) DEFINED "BUILDABLE LAND" (234,877 sq ft.) ` ��� ® Ld 0 v%� m a 00 3 O - 2 .83 r1, a i a �/ i / 4 � DRAINAGE INSPECTIONS ARE REQuIRE® DESCRIPTION AREA '96 LOT COVERAGE DESGRIPTIOIN AREA 9c Lor COVERAGE g�R SES ELLE @o�-c �Qa� a / ® Cr Uj o 46.0 z M / ?� � \e/ 0 Coot��t TOS�n ineerir� et 765-1560 before z ° ° /v7/ SS (n rQ //�� Engineer's Certification FRAME HOUSE 2,835 sq fT 1 2/ HOUSE WITH PORG�-5 7,871 so, ft 3 4/° l c p �� cc / r- ; Backfill,��Provide Enar►e �v p���L// r/,77•0 Z j / /,/ rq� l — 1% POOL AND SPA 512 sq ft o 2% OgC/C w �9�G / �� �'� ♦ ® r ` �"� / / '' / % z° / that the drainage has been installed to Code. O I (2/PORCHES 145 Sq ft O / _ -— ITER F ��� Pr°rya�a� ♦ _ � ,,o ® / / / °° / \> �/\ z- C FRAME BARN 955 Sq fr 0 4% FRONT ENTRY 432 s ft 0 2% / 3 // +— 4- C6 U % PATIO 1,43 s fr O 0/ �� ♦' 2� 72s o o yoNo w / ` / //� it EROSION SEDIMENT� 9 FRA IE BOAT HOUSE 333 sq fr O 1 q ° ® ro tiicoN ti�yqq< j // / �/ Shall include but not be limitedion Entrance, Li l v 1 o ` ' FRAME BAR,` f-r 0 440 cy Nq hq / / / / / A well maintained Co rtstrsazt (N FRAME BATH HOUSE 204 sq fr O 1,0 95� sq TF /n stabilisation& � - ° ME BOAT'HOUSE 1° '/ / / Aire Backed hilt Ferecita�, v WOOD DEC< 028 sq f. O /° FRA 333 sq ft O /o o / - - 5eedln�®f e�p�ed and/or inactive soils. E FRAME SHED o'O Sq ft o 1F✓ FRAME BATH HODS 204 sa, fT O 1% t \ 700' / U r ° ® ♦ ♦ //i i / //// / / �1�E MANAGEMENT `0 u ROOF OVER SLATE 182 sq -r O 1 o WOOD DECK 028 sq ft O 3/ o �O F /' / / //'�- APPROVAL����� '� c ® ��� ' �avbco a / / CONTROL EA L1Ql� i Cede L TOTAL EXISTING T5,432 sq f- 24% FRAME SHED 90 sq ft 01% /` ® �Q / j o`` % % ryQ Date. 20lb CV ROOF OVER SLATE 182 sq ft 01% ® ® �,�o + ry rl / / / 'CO 0 O �QQp 0 TOTAL PROPOSED 12,700 sq fr 5 5% ® / m See Grading Enlargment / ® / s369, / Landscape Sheet Index E �� a �� / Sheet # Sheet Title aJew O0 L1,11 Stormwater Gontrol plan „' N L1 21 Grading Enlargment o 7 W O IILI 4 �0 -1 31 Stormwater Details o oo ® u ° 0 a O J Note: �- / Tnls drawing is not a Survey. ® � 0 OC 0 30 60 90 feet -17- SCALE: 3 a� SCALE: 1" = 30' a, NORTH LO 51 v 7 Z U1 a W 0 0 J c J GOA^S'..'tGtS: PIER N \� C = D i ° TYP. II z 0 TW 28.5 ° ° D 0 D ►�' (f '— 1° /�'� I N G WATERLINE 0 --I CC EXIST ED TO� REMAI o c \ NIN USE CD OZ � �``� � M c� TW31.8 TW 31.8 NV� o S� 4' HIRETAINING �A L oo N 28.0 \\ a PLANTER + � TW31.8 � PLANTER + N i CA o 4 IGH RETAININ WA L / +-30.0 28.8 29.83 PLANTER Garage IGH N AA `` FFE 30.0 - x.83 O 19 5. 3 -0 0 -P D zI STORY TW 31.8 0 1 STORY +31.8—� �— 0) FT] 0 2 . 1 ' \ 6 5. 9 ' not \ INJ PROPOSED 1 & 2 STORY HORSE F. EL. ELEV. 32' / 29.3 PROPOS D PATIO � AA ' ` 2 STORY 318 ♦28.3 TW 28.5 T6Y'28.5 .� - — o EXIS. CESSPOOLS N TO BE ABANDONED 73 0 SEE NOTE No. 7 � -- -- D 0 ti _ 31.8 + PORCH 3�.s + PORCH � r a' � - - - - �- + P LAt-TE� b� - -- 3 1.8 X1.0' +28.3 EXIS. CE SPOOL � LAN TER � U TW31.8 TW 31.8 +28.3 +28.3 TO BE I"IOVED � 6 � 4' HIGH RETAINING WALL SEE OTE Na. 5 O PROP , 8 DIA . X 4 8c PO � PR P 4' HIG RETAINING DEEP DRYWELL FOR � POOL BACKWASH N, L EQUIP -o a, M EN T � � � �' - � Ul 0 N N) CIO O 0 O s 0 0 \ 100 00 _ n 0 SETBACK LI -- � o s s FROM CONC• NE z e = — 0 — SEA WALLCo 4 n M O O FTI F- 1J 1 �l / - r n M 1 � O in l 1 1 r.. Z T l IBJ (Yl l � °c DRAINAGE IssrECTIONS ARE REQUIRED V } Contact TOS Engineering at 765-2560 before U Backfill, OR Provide Engineer's Cern rcatron � p � c that the drainage has been installed to Code, a JI E rn m c EROSION is SEDIIV! T CONTROLS LU t Shall include but not be limited to: co A well maintained Construction Entrance, m 4— N Wire Backed Silt Fencing, stabilization & Z O J c Seeding of exposed and/or inactive soils. s w tll � E APPROVAL OF STOR ATER MANAGEMENT � U C N t7 CONTROL PLAN -T n ode a 4 . ? � N Date: 6 m Approv d y: z O g 0 20 30 feet 2 � a SCALE: V = 10' LL2 CU y - N a Z t� CLEAN SAND SHOULDER AREA. TYPICAL EXISTING ASPHALTS W ROAD SURFACE. 18'-0" MAX. C. to C. O GRADE FLOW J t9 MANHOLE DETAIL LL m CAST IRON INLET may' O � C FRAME&SOLID COVER =� ' O O D O D 0;.. :` Z = TO GRADE. a D OO Q U O - L1J J tte�rr � GRADE �1J i i I D C� OQ) Q O D O O 0 �� CLEAN GRAVEL FILL.( —� _ �Q Q O o Q FILTER CLOTH �'f �' f 6�� MIN. Gons�ltants: BRICK MAY BE USED TO ADJUST CURB REINFORCED, 4,000 PSI — O Q O - INLET CAST IRON GRATE& FRAME TO TRAFFIC BEARING CONCRETE DOD 0 SURFACE ELEVATION A MAXIMUM OF ° 711° SLAB D O O o O D O O _ UNEXCAVATED SOIL ' 4" VERTICAL FACE 12 INCHES. a O o SLOPE / ° . 36 d o 0 o REINFORCED 4,000 PSI a O D Cj ° 48 PRECAST CONCRETE CATCH D��OQ Q D QOO UJ1 111111 i i �,�� Q . 6 BASIN Q d Q D � Q 0 0 0 =ITM l< .1 Q STANDARD STEPS _ @ 16" O.C.-TYP 6 2=111111— III = `v, Illl1-111111LUJ- I PERSPECTIVE VIEW BEDDING DETAIL FRENCH DRAIN DETAIL Scale : NTS J��-�� �Z_ MIN. 6"WASHED STONE BEDDING 8"THICK PRECAST �� 36" MINIMUM 2 x 2 CONCRETE TRAFFIC EXISTING GRASS ANGLE FIRST STAKE TOWARD � j� FENCE POST BEARING SLAB. SWALE AREA PREVIOUSLY LAID BALE. ;,Z CURB INLET DETAIL GRASS SHOULDER CAST IRON CURB INLET GRATE& AREAI.I I I TYPICAL �. — / /�� WOVEN WIRE FENCE REINFORCED,4,000 PSI TRAFFIC GRADE FRAME. II CAST IRON INLET FLOW /% (6 x 6 - 10/ 10 WWF) GRATE&FRAME -- BEARING CONCRETE SLAB GRADE , _� ; GRADE `-UJ IN - � i �� --- ----- 7 _ `- \ r7 ----------- - FILTER CLOTH M BRICK MAY BE USED TO ADJUST CURB -- ___._.__ J, - /` i INLET CAST IRON GRATE& FRAME TO = =I � /� - � ,-� REINFORCED 4,000 PSI �° : ° SURFACE ELEVATION A MAXIMUM OF _ PRECAST CONCRETE CATCH a " 12 INCHES. /�� _� _ \ -_. SCOP BASIN 26 = I I I II II I I J 48 /- 611 _ — _ m MIN N. ® ® ® ® ® ® •, /` ;_� --� -� ----- --- -- FROM 5'-0" l ------- TO 20'-0" EMBED FILTER CLOTH GRgDE 6" _ --- -- _.____.___._...___-- MIN. 6" INTO GROUND CLEAN SAND& _ GRAVEL. — — MIN. 6"WASHED STONE 8' DIAMETER x 8' DEEP _ �- ll- ---- -- BEDDING PRECAST CONCRETE `'-- !I - — BOUND HAY BALES SLAB DETAIL ® ® � ® LEACHING RING. `j PLACED ON CONTOUR T_ 26" asdfasdff ® ® ® ® — -- -- -- - --- _ ----- a o ® ® NOTE: D ' ® ® ® MAXIMUM DRAINAGE AREA 2 RE-BARS: STEEL PICKETS OR 1/2 ACRE / 100 LINEAR FEET REINFORCED TRAFFIC BEARING ® ® 2"x 2"STAKES 1.5'to 2' IN GROUND. ' 48" 6„ CONCRETE SLAB NOTE: ® ® I DRIVE STAKES FLUSH WITH TOP OF 6 60 THICKNESS AND REINFORCEMENT HAY BALES. p a FOR SOIL AND TRAFFIC LOADING ° BY AN ENGINEER = ANCHORING DETAIL 5 CLEAN SAND&GRAVEL SECTION DETAIL < o 60 iv GROUND WATER 2'-0" Min. 8'-0" Dia. 2'-0" Min. 1 STANDARD PRECAST CONCRETE CATCH BASIN 2 TYPICAL SECTION @ LEACHING POOLS 3 STRAW BALE DIKE DETAILS 4- SILT FENCE DETAILS Scale: NTS (4'X4' Typical) (5 FEET TO 20 FEET IN DEPTH) Scale: NTS Scale: NTS Scale: NTS O D O cn = I mD 0 > ROAD — D 0v 'o EDGE OF ROAD PAVEMENT 4. ''`.: ;'•. .s:,-:':If.. r. ,'j Vim' ..�L � ■\��-�/ o -� Ln -i 01 �� J yl�' t 0 Z CO Z n :�:: : ,� . o mn o N Fn D vZo '.t., ... OZ Z oco Z -� O \ o m m Z ;° -O L ' o _ -1 "' rn c 1 rl m C •' .'I::. o � m � G1PZ IT U7 r 0 P p N > Z rnDO o Z o O c X n m r1 vi r' 0 !" it U Z T D rri 7-1 O 3 < n 20' MIN. � E p O Z R WIDTH OF PROPOSED ROAD C) y n WHICHEVER IS GREATER �,� m D^.AIRtAGs INSPECTIONS ARE REQUIRED T_ J Contact TOS Engineering at 765-1560 before n Backfill,OR Provide Engineer's Certification rc m that the drainage has been installed to Code. ° — z Q Q EROS10*4 IP;SE01MEf9T CO.ITF;OLS Z v G1 v Shall include but not be limited to: '1J\ CROSS SECTION Wire Backed Silt Fencing,stabilization z O W m A well maintained Construction Entrance, m g, at on & Seeding of exposed and/or inactive soils, c 0 Note: w 6 ' W Existing Drive Way is To Serve as the Q k APROvac aF 9T&I.r/IWATf�i��tMIAG #!ff a Construction Entrance coNTRo PLAN - �rt�n Code G w Ie 1.3 LL TEMPORARY CONSTRUCTION ENTRANCE Date: aUi Scale: NTS Approv d y: / A _ j O Z 0 d NOTES: a ' TEST HOLE DATA 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DATUM (TEST HOLE DUG BY McDONALD GEOSCIENCE ON DECEMBER 78, 1996) EXISTING ELEVATIONS ARE SHOWN THUS:25.0 SURVEY 1pR V t 7�� . ' EXISTING CONTOUR LINES ARE SHOWN THUS: - - - - -25- - - - - �lJ EL. 28.0' a, F.FL. - FIRST FLOOR •av ° 69°� , BROWN LOAM OL TIN - TOPGARAGE OF WALL LOT 2 �, • ; •7 s B.W. - BGTTaM OF WALL IAP PREPARED FOR + � 00�� PALE BROWN SILT ML •< Il/ e 4, 2. MINIMUM SEPTIC TANK CAPACITIES FOR 8 BEDROOM HOUSE IS 2,000 GALLONS. m RO C ELLI1 TANK; 5' DEEP, 10 DIA. TOHN PETROCELLI & JOAN Tr 3. MINIMUM LEACHING SYSTEM FOR 8 BEDROOM HOUSE IS 600 sq ft SIDEWALL AREA. FILE No. 9443 FILED DECEMBER 20, 1993 +` 2 POOLS; 12' DEEP, 8' dia. + ° , EL. to' PALE BROWN FINE rk ;�� PROPOSED EXPANSION POOL I SITUATE +a° �� BOTTOM OF PROPOSED TO COARSE SAND SW ` SANITARY LEACHING POOLS AYV I E W PROPOSED LEACHING POOL 1 TOWN OF SOUTHOL.D EL. 0.0 28, PROPOSED SEPTIC TANK 3 GROUND WATER O SUFFOLK COUNTY, NEW YORK e 0 4. MINIMUM SEPTIC TANK CAPACITIES FOR ACCESSORY APARTMENT IS 1,000 GALLONS. � a + j " WATER IN PALE BROWN 1 TANK; 8' LONG, 4'-3" WIDE, 6'-7" DEEP S.C. TAX NO. 1000-81 -03- 19.7 FINE TO COARSE SAND SW l "-30'5. MINIMUM LEACHING SYSTEM FOR ACCESSORY APARTMENT IS 300 sq ft SIDEWALL AREA. SCALE 1 =30 O ? W a ✓O,y Nj0 1 POOL; 12' DEEP, 8' dia. JoNA JULY 28, 2014 z Pi) ( PROPOSED EXPANSION POOL r U ° 34 HOUSE LOT PTR CQ11 0/ PROPOSED LEACHING POOL JANUARY D26, 201B5R MODIFY ER 20, OHEI2014 GHT14 DOFEVISEP ROPOSSEDD ROPOSED OR USE TA RAINING WALL PIE pp CONC. a k QAC PROPOSED SEPTIC TANK TOTAL AREA = 256,873 sq. ft. a ° W W/LPMp w -..w° y_- a w' T (TO TIE LINE) 5.900 cc. w ° 6. THE LOCATION OF WELLS AND CESSPOOLS SHOWN HEREON ARE FROM FIELD OBSERVATIONS AND/OR DATA OBTAINED FROM OTHERS. UPLAND AREA = 234,877 Sq. ff. ° 08 �'�F� _e•3� w a ° + ° 7. EXISTING SEPTIC SYSTEMS STRUCTURES SHALL BE PUMPED CLEAN AND EITHER w• DRNEWAY + ---- a ° + ° WETLANDS AREA = 21 996 s ft. to REMOVED OR FILLED WITH CLEAN SAND IN ACCORDANCE WITH S.C.D.H.S. STANDARDS. q• ° 8. NO ADDITIONAL FILL TO BE TRUCKED IN. ALL REQUIRED FILL TO BE OBTAINED FROM ONSITE <° a ° �➢ + a ° + ° ° ` a coNW�nP EXCAVATIONS FOR PROPOSED CONSTRUCTION AND SEPTIC SYSTEMS. + • �� 9. FLOOD ZONE INFORMATION TAKEN FROM: `4 z� +a asOHgCT °\ FLOOD INSURANCE RATE MAP No. 36103CO167 H n ZONE VE: COASTAL FLOOD WITH VELOCITY HAZARD (WAVE ACTION); CERTIFIED T0: /2-JtygT BASE FLOOD ELEVATIONS DETERMINED a+° +\ eZONE X: AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN. NH SAG, L.L.C. ° 10. GROSS FLOOR AREA OF MAIN HOUSE IS 8,003 sq. ft. FIDELITY NATIONAL TITLE INSURANCE COMPANY + • °.� / GROSS FLOOR AREA OF ACCESSORY APARTMENT IS 819 sq. ft. BRIDGEHAMPTON NATIONAL BANK ° Z � DRAINAGE SYSTEM CALCULATIONS: �• p ° PROPOSED MAIN HOUSE: 7,871 sq. ft. 7,871 sq. ft. X 0.17 = 1338 cu. ft. 4� a 3 1338 cu. ft. / 42.2 = 32 vertical ft. of 8' dia. leaching pool required + uo + ,I a/ PROVIDE (6) 8' dia. X 6' high STORM DRAIN POOLS O P a°\ ��% PROPOSED 8' DIA. X 6' DEEP DRYWELLS FOR ROOF RUN-OFF ARE SHOWN THUS: O .a OJ ' ,I, S ° y c o 10"P/PE BARN/ ACCESSORY APARTMENT: 955 sq. ft. 955 sq. ft. X 0.17 = 162 cu. ft. 162 cu. ft. / 42.2 = 3.8 vertical ft. of 8' dia. leaching pool required p0 PROVIDE (1) 8' dia. X 4' high STORM DRAIN POOLS ND PROPOSED 8' DIA. X 4' DEEP DRYWELLS FOR ROOF RUN-OFF ARE SHOWN THUS: 0 J OD PR0 27.6 ° o a° + ' ��- 9soFsy� a° °� \� °/F'1 �lM r�oF /1'r/7-/A/ w c0 F �ALali, T�q A /gTUND GR*)- FRESHWATER rFoT F�S \ \ f" U AS DELINEATED BOUNDARY ° ` RBS 0 lVp�/S S q�O BY ENCONSULTgNTS � + \ \ 4.3� �g,9/V NG N SEPTEMBER 9, ° +� ` 00 s GF 1 c o 2014 � 4ieF?9S�Typ9 1 + z CONC. K,aCC y,�%-�J 2p RTS} '\ \ q. ° 27.5 0 0=�� 0 LST +a \\\ x ' Q°2° O n Ail Alk O ° O ° \.\,0 t",qS\ �'-- 0 2X.8° a O J / ' I \����� O / 11 I / / / �ti/ /lb L N C 21 / a'� \ \��s�F TEST p //o /v��� \ /O . ,// Q?0, c �+ A S'p\ HOLE C q T / u°o h /jC n/4 O- CV N n / / /9 ° .6, CONC. PED / CONC. PIER ° \ \ 9C�`�/�\ 2� �� FR /`, �� 2° / �U \ T M/`://. / / / / / / o vU'u y J EsraL � c W/LAMP I a \ 6 Fp �J _ / 6 W o� TYP. �p �� /v v�0 2-P T 0 ilk \y I + 28.4 `\ x 7 = 3.0, RC 4,0@4, �� /y + F owe° N + qs a r �4� °/Y 11Lpy ° 2 �..... ........ .. r_j U) •/ . .. _• �3� R. 2,/, ry ) oA, /,r hCA �y Sip E ir• / I ► R/�e�aY / 9ci' o 1_2 O BNo � / l _ • l 441 CONC. NO /vpoC e �C aC 27.5 ; 44/ i k� � / / / 11 // / / / ♦ ; 5.3 rgp�E sy FR ���` / INTF�oRFNT�ToDgR Tgyec NlrR fF �r/ �� l ����°� �\�� \ \ 1 % oQ�u>'.:''r). H`°„te�r'♦ ; // <-0♦ RQR , I 40 RqGF /egc /14 ` �♦/ /_/�,' ry _ Jeo/ o��ro SNT c��w p oeNi��space \ \;� J: 4/' / y,� l °Q°� \ / // ///// /r/� -- -.• . . \ ° e77NR J ?03, 2s.7 roc ;; . ,,.yy/ :, Q� / / // // /os ♦ /��� l ry ' 2Nc/o ':6 " OD BAC27.6 /mP JAN 3 0 2015 : I i / l yoe 2,3 v Ab 1�vc vLU Y > \ d� CON x EXISTING LOT COVERAGE OVER TOWN PROPOSED LOT COVERAGE OVER TOWN , Q " " " " l ^ / � 2 T CO / /� / UNAUTHORIZED ALTERATION OR ADDITION DEFINED BUILDABLE LAND (234,877 sq. ft.) DEFINED BUILDABLE LAND (234,8 77 sq. ft.) / / \ 2s. Q> TO THIS SURVEY IS A VIOLATION OF h��O ZO D ti/Gti W�< / / / RpN SECTION 7209 OF THE NEW YORK STATE ,.:` J �/�F p q2 � �Vq F� / / / / / / / / \ / EDUCATION LAW. DESCRIPTION AREA % LOT COVERAGE DESCRIPTION AREA Y. LOT COVERAGE 9 O \ CI_ T / / / ♦ \ / &A S soar Q 13 z �� �jj y o K '1tV / / / \ / � COPIES OF THIS SURVEY MAP NOT BEARING FRAME HOUSE 2,835 s ft. 1.2% HOUSE WITH PORCHES 7,871 s ft. 3.4% �9RA 411 LL�R sse m \\ 60 �0° �� / / // //// / / /� �v EMBOTHE SSED SEAL SND HALL INOT DBEECONAL OSDERED q q USES Dwe��l jLL� 4P L / a \ / Q Q� 275 / / / / / / ♦3� % �� TO BE A VALID TRUE COPY. p1104/C G R GA Ro" \ x /y.r.` / / ��e / (2) PORCHES 145 sq. ft. 0.1% POOL AND SPA 512 sq. rt. 0.2% wAT RgGF aQ Ory \ \ QO/4 / / / /// / �, ,/ �� CERTIFICATIONS INDICATED HEREON SHALL RUN FR �4 S 7 v , / / , ONLY TO THE PERSON FOR WHOM THE SURVEY X o /r / / / // / // �° / IS PREPARED, AND ON HIS BEHALF TO THE FRAME BARN 955 sq. ft. 0.4% FRONT ENTRY 432 sq. ft. 0.2% + °e moQ ��\S�e x Q Q/30 g-T o / / / // �o // �' TITLE COMPANY, GOVERNMENTAL AGENCY AND 6• o� / / / / / / / / �/ TONDING THE ASSIGNEES OFTHELENDING INSD- FRAME BOAT HOUSE 333 sq. ff. 0.1% PATIO 1,439 S q. ft. 0.6% �e + 0 /�8 /g'T TO OAC / '` / // / // // / / ♦ <v' // C) TUTION. CERTIFICATIONS ARE NOT TRANSFERABLE. T c N �V / / / THE EXISTENCE OF RIGHT OF WAYS FRAME BATH HOUSE 264 sq. ft. 0.1% FRAME BARN 955 sq. ft. 0.4% \ yrGH��,/'./vq p" / /// /// / / /// / // AND/OR EASEMENTS OF RECORD, IF ANY, NOT SHOWN ARE NOT GUARANTEED. WOOD DECK 628 sq. ft. 0.3% FRAME BOAT HOUSE 333 sq. ft. 0.1% \\ �'� / / / / / ,// \ \ / / / / / / ♦ PREPARED IN ACCORDANCE WITH THE MINIMUM FRAME SHED 90 sq. ft. 0.1% FRAME BATH HOUSE 264 sq. ft. 0.1% \ \ /oo 1_2 STANDARDS FOR TITLE SURVEYS AS ESTABLISHED THE FFORSUCH I USE BYja""UZWND VYORKED NADOPTED ELAND ROOF OVER SLATE 182 sq. ft. 0.1% WOOD DECK 628 sq. ft. 0.3% TITLE ASSOCIATI q or � TOTAL EXISTING 5,432 sq. ft. 2.4% FRAME SHED 90 sq. ft. 0.1% U� ° bSNNp ,D` >f r�� ROOF OVER SLATE 182 sq. ft. 0.1% m / / /// / / ♦ / °� �+..°,�APPRCOVED'°BY. y ; 6W �a ti / / / / / / // CO "♦` d ° ry �° / 'SAD OF TRUSTEES " TOTAL PROPOSED '.2,706 sq. ft. 5.5% CO ry o / / Q�J /�s369, of Sdiffko -� f ♦ DATE N.Y.S. Lic. No. 50467 !/ , athan Taft Corwin III Land Surveyor ti v0 Successor To: Stanley J. Isaksen, Jr. L.S. Joseph A. Ingegno L.S. Title Surveys - Subdivisions - Site Plans - Construction Layout PHONE (631)727-2090 Fax (631)727-1727 OFFICES LOCATED AT MAILING ADDRESS 1586 Main Road P.O. Box 16 Jamesport, New York 11947 Jamesport, New York 11947 34-137A NOTES: TEST HOLE DATA 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DATUM (TEST HOLE DUG BY McDONALD GEOSCIENCE ON DECEMBER 18, 199+6) EXISTING ELEVATIONS ARE SHOWN THUS:25.D SURVEY OF a EXISTING CONTOUR LINES ARE SHOWN THUS: - - - - -25- - - - - rJ lJ 1l� A a° • S EL. 28.0' 0, F.FL. - FIRST FLOOR 69-SS, BROWN LOAM OL G.FL. - GARAGE FLOOR o < • O 1' B.W. - BOTTOM OFLWALL O MAP PREPARED FOR PALE BROWN SILT ML E 2. MINIMUM SEPTIC TANK CAPACITIES FOR 8 BEDROOM HOUSE IS 2,000 GALLONS. 4 1 TANK; 5' DEEP, 10 DIA. JOHN P E TR O C E LLI & JOAN P E TR O C E LLI ' q ° 3. MINIMUM LEACHING SYSTEM FOR 8 BEDROOM HOUSE IS 600 sq ft SIDEWALL AREA. 2 POOLS; 12' DEEP, 8' dia. FILE No. 9443 FILED DECEMBER 20, 1993 ° I EL. 10' PALE BROWN FINE r � PROPOSED EXPANSION POOL SI T UA TE O •° . I� BOTTOM OF PROPOSED TO COARSE SAND SW `t ^ a ° • W SANITARY LEACHING POOLS PROPOSED LEACHING POOL BAYVIE dV 2B, TOWN OF SOUTHOLD EL 0.0 O PROPOSED SEPTIC TANK �, ,`a • • ° 3 GROUND WATER O SUFFOLK COUNTY N E W YORK w° 0 4. MINIMUM SEPTIC TANK CAPACITIES FOR ACCESSORY APARTMENT IS 1,000 GALLONS. S.C. TAX No. 1 000-81 -03- 19.7 a v WATER IN PALE BROWN 1 TANK; 8' LONG, 4'-3" WIDE, 6'-7" DEEP f ° FINE TO COARSE SAND SW ff r v, • 5. MINIMUM LEACHING SYSTEM FOR ACCESSORY APARTMENT IS 300 sq ft SIDEWALL AREA. SCALE 1 "=30' z W a JO N 1 POOL; 12' DEEP, 8' dia. I- n a , JULY 28, 2014 v !-� pC� ° ° 34 �rV p�� ,L PROPOSED EXPANSION POOL NOVEMBER 20, 2014 ADD PROPOSED HOUSE ° I Lp? �LLI PROPOSED LEACHING POOLJANUARY D26,EMBER 2015 MODIFYHEIGHTSE OFPPROPOSEDD HOUSE RETAINING WALL R O MARCH 25, 2015 ADDED CESSPOOL AT BATH HOUSE rr���l J oo GONG P\E a w V ® PROPOSED SEPTIC TANK _ _ ul a .. .• W w/SMP w --r-'°"" a < W W A�gNtr,`.._ ' '..,a'~ TOTAL AREA = 256,873 s ft. nP, '-- �_ w ° 6. THE LOCATION OF WELLS AND CESSPOOLS SHOWN HEREON ARE FROM FIELD ... R; q' �a� (TO TIE LINE) 55.900 cc. ° • • w OBSERVATIONS AND/OR DATA OBTAINED FROM OTHERS. Fr 7. EXISTING SEPTIC SYSTEMS STRUCTURES SHALL BE PUMPED CLEAN AND EITHER +a I, F REMOVED OR FILLED WITH CLEAN SAND IN ACCORDANCE WITH S.C.D.H.S. STANDARDS. a �� �'`aa ' ,�-� W -'''a /aSPHAIS DR\VEaAY� � �.F,'°• r WETLANDS AREA = 22 ,996 s877 � ft. 8. NO ADDITIONAL FILL TO BE TRUCKED IN. ALL REQUIRED FILL TO BE OBTAINED FROM ONSITE q• w ° . a • ° ° q.. NWI AMR • r �� HZ., ....:acs t.. y ° CO P u dd EXCAVATIONS FOR PROPOSED CONSTRUCTION AND SEPTIC SYSTEMS. I G. p r.r„�• `" �< • ° T/P' 9. FLOOD ZONE INFORMATION TAKEN FROM: ' .... .R ... .v of C�'.pni.,,.f.'w•.'A.,.as-.v..s ° , a "� z� • °a gSpHgtT °\ FLOOD INSURANCE RATE MAP No. 36103CO167 H Z ° ° °Rr�w a FFSr ZONE VE: COASTAL FLOOD WITH VELOCITY HAZARD (WAVE ACTION): CERTIFIED T0: I�, a • ° a° a qy w BASE FLOOD ELEVATIONS DETERMINED ZONE X: AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN. NHSAG, L.L.C. •Q a • °w ('IF Q�� 10. GROSS FLOOR AREA OF MAIN HOUSE IS 8,003 sq. ft. FIDELITY NATIONAL TITLE INSURANCE COMPANY °•� / GROSS FLOOR AREA OF ACCESSORY APARTMENT IS 819 sq. ft. BRIDGEHAMPTON NATIONAL BANK • w° DRAINAGE SYSTEM CALCULATIONS: 0 ° PROPOSED MAIN HOUSE: 7,871 sq. ft. 7,871 sq. ft. X 0.17 = 1338 cu. ft. O ' /y a w 3 1338 cu. ft. / 42.2 = 32 vertical ft. of 8' dia. leaching pool required .• c9 9�1� ° o\ �/ PROVIDE (6) 8' dia. X 6' high STORM DRAIN POOLS PROPOSED 8' DIA. X 6' DEEP DRYWELLS FOR ROOF RUN-OFF ARE SHOWN THUS: O 10° -\ a ° ° 004 ° / BARN/ ACCESSORY APARTMENT: 955 sq. ft. p//'E� / \ \ � �' 955 sq. ft. X 0.17 = 162 cu. ft. W ° • !Z °�al / <� 162 cu. ft. / 42.2 = 3.8 vertical ft. of 8' dia. leaching pool required Q Q• P \ ° a cl / w/ PROVIDE (1) 8' dia. X 4' high STORM DRAIN POOLS o ° °ND � �S ° PROPOSED 8' DIA. X 4' DEEP DRYWELLS FOR ROOF RUN-OFF ARE SHOWN THUS: O Z U / PRO 27.6 AA/ cD .a U V l UC n F ° N O j1L d 9rFO SFT \/ \ 4nFaRo /NG S T�kF �' 9�q 4 \ \ \ Ro 8� ° FRESHWATER SEAT�I S � N � AS DELINEATED ETLANDS BOUNDARYp�s�� o G o BY ENCONSULTANTS '�' . \ \ 200 1A/cF cv a, SEPTEMBER 9, 2014 �9eOT�O9 ° ° Z CCNC' ^�J ,RTS} ° •/ \ \ 26.1 Sq. ft • v zOTAll, O a \ 6T dL all, AIL ' W . j1L / ° ° �� \,SFO F9 \ a_.ilv,27.8 lb � / la o l� 11 ♦=w�� ° c °d AFS\ TEST HOLE ��q ,/ o„°h ��� /�O / / �Q / /� D l l CONC p CONC. PIER I • \ 4C�p/6\ 2g/ � � vTE� / ��p2° � I�U� � ^N/ / / �\S �E�pt00` 0 0U.66' W/IAMP \ h \ 6pF0 Q�lt, C4�h �� 10-11N eqT r / / EO 161f N ��° W \ \� �Q TYP. I ° \�.� ° 284 \ x 27.4 �� 0, N } 4 /4 HRee SNp F0T US F p �F E\SMV \ o ti �w�� ° z or°eqr wary N RSM s�E/r �. I \ _T 2 63 /\'C ° S Y H NN ho S S. E J )LI-I 9� ? 0 0 ow °�( us F° F T vic �T E •° � �l� \ � �tG� FR rs'NC F rS 'qNp )"Y" T ,�o � I ° • a ° \ �t(/� � '� � r - O 0 9pU aFri/F N 2r., R • ° N �/ O � ~s�•( wqtt // Jmm�mP°/ sFFFxJisNeqper��OSppNI/ a � / az7.s �Str°� w Y°/ •l° Q/ 161 ° w0 / Ali, /// / // 3 °moo ♦ ♦ %/ / 2 a E-&R a 0 W �/ooppt QIt � /5.3 / __ - QO /' .'�0 Q Ln ccF j�2 S / - G~uv� � P� ;.QJ ttl / // // // / /� ♦ ry / WgRYACCF RyF / /, _ �° m� a �r ���i,;,fy, :� 3 l Ty/Nap�R SOR Rg MF 7' °Rqw / // / �? 0°�c:' ,r x,:,' 4 �°�^ I 0 MFn, q Pq GAR t Spgc �mP a Q ' / // // m`S♦ r v �'RFN To R T,yF GF /FNIR� / / \ \ �O �'>-��,' h• t,;;� "�� � � `�' / /// /// �• Q / �q T/oysN cf 4w a p o NT y�SpgCe \ rj' / OQo / ////// /A, p J 2 / /i FN�osy�R ��• .{ ,` ,. �c� � �_ _`�',-�____ __...;..._,':. y 2 r': � :;,,� <:,.;,,. , / \ // // ///mom ♦ /°� �(�O R O AD ' X 27'6BEAC ,CEDAR ",;x /IFR l `J ^` 3 z \ ti / ,. y%' /// // //m ♦ ��° r'Q` i seg? 004. _ T0�°Nc m3P// /// // ✓�m U) FW- (n Q4 / q?( / / / // // ♦ / Y EXISTING LOT COVERAGE OVER TOWN PROPOSED LOT COVERAGE OVER TOWN ' l \ 13' , Rp' ll1Q x 7.9 spy y��, /30 0 /r�'/�� // / // / ♦ 0 „ „ „ „ / n' 2� N W ♦ r Co />( UNAUTHORIZED ALTERATION OR ADDITION DEFINED BUILDABLE LAND (234,877 sq. ft.) DEFINED BUILDABLE LAND (234,877 sq. ft.) / / \ a ry � � '26 .\s Q> �� Oo oyGti� � / / / / /// �/� � ° � TO THIS SURVEY IS A VIOLATION OF / / Rp,N EDUCATION 2LAW.09 OF THE NEW YORK STATE DESCRIPTION AREA % LOT COVERAGE DESCRIPTION AREA % LOT COVERAGE BOgr 4Q� o z ��� / / / /// / /o i [� COPIES OF THIS SURVEY MAP NOT BEARING R�4,� jLL� NpDSe ° \ O 40'•0, TWO Z / / / ' // // / r y THE LAND SURVEYOR'S INKED SEAL OR FRAME HOUSE 2,835 sq. ft. 1.2% HOUSE WITH PORCHES 7,871 sq. ft. 3.4% U OW A �?f R c 0.ss m \ �' QO �tv ,� / / / / // v/ EMBOSSED SEAL SHALL NOT BE CONSIDERED SES PU��C G LL,�i Gq q R N a � ��' \ \ 140' ♦ ��/0o-4 ��x / / / / ///// ��� �/ �� CERTIFICATIONSBE A INDICATEDNRUE DICATEDPY. HEREON SHALL RUN (2) PORCHES 145 sq. ft. 0.1 Y. POOL AND SPA 512 sq. ft. 0.2% wqT R4 / �P o ry Qp / / / ///' / , r x 7 Ov , / / // // o� , ONLY TO THE PERSON FOR WHOM THE SURVEY // / / // O 7 Q� IS PREPARED, AND ON HIS BEHALF TO THE FRAME BARN 955 sq. ft. 0.4% FRONT ENTRY 432 sq. ft. 0.2% °m mom \see ry. x �Q'3>6s'ro / / /// / //// // �" //' �' LETLE NDING GnINSTITUTIIONELISTEDTAL HEREON, A DAND s • V /0 C / / / / ~ TO THE ASSIGNEES OF THE LENDING INSTI- TUTION.BOAT HOUSE 333 s ft. 0.1% PATIO 1,439 5 ft. O.6% R '�8 /g'r r0 o�C ' / / // / // / // / ♦ %' TUTION. CERTIFICATIONS ARE NOT TRANSFERABLE. q q I 4' o NiG W q / FRAME BATH HOUSE 264 s ft. 0.1% FRAME BARN 955 s ft. 0.4% �.� royG ycyW� �` / / / / // / / �� THE EXISTENCE OF RIGHT C WAYS q q• \ N 'Wq�, p / / / // / / / AND, N EASEMENTS OF RECORD, IF ♦ '�9rF j / / / ♦ , �j� ANY, NOT SHOWN ARE NOT GUARANTEED. WOOD DECK 628 sq. ft. 0.3% FRAME BOAT HOUSE 333 sq. ft. 0.1 Y. \ \ 7: / / / / / ♦ PREPARED IN ACCORDANCE WITH THE MINIMUM FRAME SHED 90 sq. ft. 0.1% FRAME BATH HOUSE 264 sq. ft, 0.1% ����SERVICES ofexistir S, r+ t�.� s�; �,, ., g �R r lib�alden�2ien' n \ /op / / / / / / / / / �� .2 STANDARDS FOR TITLE SURVEYS AS ESTABLISHED v N, BY THE L.I.A.L.S. AND APPROVED AND ADOPTED j ✓ `��+- / FOR SUCH USE BY THE NEW YORK STATE LAND CouNrr DSFAR MSN OF A . , i~2i� �s / / / / / / ROOF OVER SLATE 182 sq. ft. 0.1% WOOD DECK 628 sq. ft. 0.3% �f OLK CQNSTR�CTIONFoR COM 'f?i7ii_ Il:�' C •-le, rcq,, ,Ta-,.,I ,. / `' / / / } 1 t'- y !p 1� Af } / / / / / / / / / TITLE ASSOCIATION. "y'F ElS�rL�Ji�!Cltay.i6.v<S 4a .S�ti 4d it �pRRoVALQF ccm;�I Ud fOrn���v�'JSrs� ,,() �^ n. . tv�� / / / 4,FM1?FOR MiLY i�ES1©EhCE RND � �._.�, :�Q o�ND C N / / / // / / / E OF ME�,y} t TOTAL EXISTING 5,432 sq. ft. 2.4% FRAME SHED 90 sq. ft. 0.1% StNG1.EFA 1 �r j ei,7 ^ , j ° / / b5N ° / / ♦ / O 5 Xk1A1=T C ° � f-o� ea ROOF OVER SLATE 1B2 sq. ft. 0.1% �(r TOTAL PROPOSED 12,706 sq. ft. 5.5% IVV � y �•5 � 2� �� X00 a E3EpR00t�'rS VAI, t�(� �� ♦ `3'69' n� g�};IA,UM p7 '�QTAl. OF AFS' '.Ft1i.�ST�4RSSYEM 4;�:QATE a ti° r v .Y.S. Lic. No. 50467 �TER1N�pE Nathan Taft Corwin III C, 01 HEALTH �o 1INE(� SPT' �, CdUNtY D QURa 1N p,,pVANCE, �'" �$ H _� do Land Surveyor Su froLK S�,EpT101" 5352 5 t GALL SvrIFpUL'�1N v®U1 (vim 00 �� (��� 6 F 0 Successor To: Stanley J. Isaksen, Jr. L.S. Joseph A. Ingegno L.S. Title Surveys - Subdivisions - Site Plans - Construction Layout PHONE (631)727-2090 Fax (631)727-1727 OFFICES LOCATED AT MAILING ADDRESS 1586 Main Road P.O. Box 16 Jamesport, New York 11947 Jamesport, New York 11947 34-137A a . SURVEY OF S -� 69. ( � I ` (� � � ' � ' LOT 2 SS'p U�.; SEP 2 1 2015 L'1 l` ` �. 1 I0 p E —J ,� = MAP PREPARED FOR JOIN PETROCELLI & JOAN P]ETROCELLI FILE No. 9443 FILED DECEMBER 20, 1993 O . ° SITUATE BAXVIEW ° a TOWN OF SOUTHOLD a � �+ ` ' 3 SUFFOLK COUNTY, NEW YORK LU Cj S.C. TAX No. 1000-81 —03- 19.7 SCALE 1 "=30' z 0� �J"oNp�% JULY 28, 2014 NOVEMBE DECEMBER R29, 2011420, 4REVISE PPROPOSED HHOUSE r�-� U LOT �LLj JANUARY 26, 2015 MODIFY HEIGHT OF PROPOSED RETAINING WALL �I m °� $ 1 MARCH 25, 2015 ADDED CESSPOOL AT BATH HOUSE a . ° co C , /V w �_ w w -�—° w JUNE 21, 2015 STAKE HOUSE AND HAYBALE LINE �\ TMP W __- • ° • < . a . —.�� W ��ANr TEST HOLE DATA SEPTEMBER 19, 2015 FOUNDATION LOCATION a_�` (TEST HOLE DUG BY McDONALD GEO�CIENCE ON DECEMBER 18, 1996) TOTAL AREA = 256,873 Sq. ft. EL. 28.0' (TO TIE LINE) '"5,900 a0. O 8 F� � '�—° HALT WAY ° ° 0. BROWN LOAM OL CONC.�Mp < • a < ° . < 1' UPLAND AREA — 234,877 sq. ft. W� NP' < \a PALE BROWN SILT ML WETLANDS AREA = 21 ,996 sq. ft. ° < a�. CERTIFIED T0: Nq<T 4' NH oRlt'FNgr q F��ST FIDELITY NATIONAL TITLE INSURANCE COMPANY Q EL. 10' PALE BROWN FINE °=sem / TO COARSE SAND SW BRIDGEHAMPTON NATIONAL BANK SANITARY LEACHINGPOOLS `b O .aa Doti ` \° ��/ EL. 0.0 28NOTES: GROUND WATER 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DATUM 2. FLOOD ZONE INFORMATION TAKEN FROM: FLOOD INSURANCE RATE MAP No. 36103CO167 H Q — WATER IN PALE BROWN • • '° ia. —�� S ° C o/ FINE TO COARSE SAND SW ZONE VE: COASTAL FLOOD WITH VELOCITY HAZARD (WAVE ACTION); " PSPE °a °tiC f _ BASE FLOOD ELEVATIONS DETERMINED \ k9 j ZONE X: AREAS DETERMINED TO BE OUTSIDE THE 0.2% ANNUAL CHANCE FLOODPLAIN. 3. GROSS FLOOR AREA OF MAIN HOUSE IS 8,003 sq. ft. a ° `` GROSS FLOOR AREA OF ACCESSORY APARTMENT IS 819 sq. ft. Q m U 7i POND � °c fp j o/ 34' Uj 0""%' \ \ \F O JI L un �T ty •o ` all, AL / FRESHWATER WETLANDS BOU SEAT FI S • ° P AS DELINEATED BY ENCO NDARY AL F�e0��90, NSULTAN7 c SEPTEMBER 9, 2014 9�T�9P y \ \ z CONC Wq<<y!j%^\J c'oATS} ° ./ \ \ l zop AL CJA 1L FO \ v e CS IL ' • ,tllL RO! ir, a< AFs\ TEST HOLE f1 ° a 9 D CONC PfDfST ten\ / , CONW LAMP ° ° \ \��/Oce`\` l ` Fki Mry/ EXIS. GABA DON'T pU.sC, TYP. \ / O Nc T F \ TO N U W / a H� sp O T ST/ e'4 � BE o o �► D e W N R NpSE �0 CT) ° X114 �y� / �\ \ \ / / X10 e�N0 C4-014 OU F50�7S� �.` ,off ewfR ExSREM�EO d.. `�iC FR i O,NosF FO q Tp cF Sy TS�Q - gE Tp TNS o Np�y F `ry 2 owF F o 0 SASE '��' (/ Flyer <w / \\ ! a oo i (0. V pJ��P��51 /R / \ 0 of E w \ o� � /�j 0p�� � MP3` Tpf@!STC ��P �WfCL /�/ / �Q�Q c r F FS ♦ m o 0NC W SFF -I&, Sp-00 3 4} / / qC'�"` ! o NOTE NO AvF6 _ �l O i41 4 SSOR Rq Pe GA _ / 0\ QRTMEHT f�Rr C \ rn / �a ' I \ /o In CRq 8.0' FNTRY \ W C iflvR� ry o 20.3' _ \ o��' FNTR /V 0E �_ '�_ ROAD AD FNC40 NCF 4 _ — — — �? 0P E STq AFD 6 4 ♦ , CEDARB AC I A "17,14 f Rs a o�� -— �� Al °/ � CED 95. /ry °�� 00 / y of � 23 T, _• a �o� / 1! 'FYI C&; 68.4. / \2,\ �� UNAUTHORIZED ALTERATION OR ADDITION / <vJ \ TO THIS SURVEY IS A VIOLATION OF 4-O o / \ / ! Rp SECTION 7209 OF THE NEW YORK STATE JQ2j N/O/ / � �o < / \ \ I % N EDUCATION LAW. L�' f l / B9Rgs �1j @pqT yp O�o� / / COPIES OF THIS SURVEY MAP NOT BEARING ARq LltR o 5 SE m / S UilwFS G LL / THE LAND SURVEYOR'S INKED SEAL OR U FS P tllV j �R 4COO�c a / �J EMBOSSED SEAL SHALL NOT BE CONSIDERED R N F �/ \ / /// /S'� % T� TO BE A VALID TRUE COPY. 64/Co�� ! `�/� CERTIFICATIONS INDICATED HEREON SHALL RUN // ON PREPARED, AND TO THE ON HIS BEHALF ON FOR WHOM TTO THE HE SURVEY Q \ ° TITLE COMPANY, GOVERNMENTAL AGENCY AND �� LENDING INSTITUTION LISTED HEREON, AND / ` �' , TO THE ASSIGNEES OF THE LENDING INSTI- Q / / \.6, / 4 TUTION. CERTIFICATIONS ARE NOT TRANSFERABLE. THEEXISTENCE OF RIGHT OF WAYS AND/OR EASEMENTS OF RECORD, IF ANY, NOT SHOWN ARE NOT GUARANTEED. ' PREPARED IN ACCORDANCE WITH THE MINIMUM \ , STANDARDS FOR TITLE SURVEYS AS ESTABLISHED \ / BY THE L.I.A.L.S. AND APPROVED AND ADOPTED FOR SUCH USE BY THE NEW YORK STATE LAND TITLE ASSOCIATION. MoNro(JN0 CO / OF N�h 05, C• lb 1 ` O N.Y.S. Lic. No. 50467 Nathan Taft Corwin III Land Surveyor N° y °a v0 Successor To: Stanley J. Isaksen, Jr. L.S. Joseph A. Ingegno L.S. Title Surveys — Subdivisions — Site Plans — Construction Layout PHONE (631)727-2090 Fax (631)727-1727 OFFICES LOCATED AT MAILING ADDRESS 1586 Main Road P.O. Box 16 Jamesport, New York 11947 Jamesport, New York 11947 34-137D SURVEY OF S s LOT 2 M N Wq<<u °`F s69•SS �o'' MAP PREPARED FOR ca £ JOHN PETROCELLI & JOAN PETROCELLI w o FILE .No. 9443 FILED DECEMBER 20, 1993 srF SITUATE 178.76' BAYVIEW W 0 TOWN OF SOUTHOLD 3 SUFFOLK COUNTY, NEW YORK U S.C. TAX No. 1000-81 —03- 19.7 �rgkf fog '�'io ISCALE 1 "=30' JULY 28, 2014 NOVEMBER 2014 ADD PROPOSED HOUSE DECEMBER 1TIPHOUSE LO JANUARY MODIFY HEIGHT OF PROPOSED RTA NING WALLnmo MARCH 25, 2015 ADDED CESSPOOL AT BATH HOUSE PIER JUNE 21, 2015 STAKE HOUSE AND HAYBALE LINE � r t+,► w - "-_-�..'w � wDOD Srs�• VAOgNT AUGUST 211, 2016 SEPTEMBER 19, OSTAKE 15 O 100'TSE LOCATION TI . � s� TYP• •W � :Q •.. ; .; a � � � • '• a � . w •� w kF JANUARY 4, 2017 STAKE NORTH & SOUTH PROPERTY LINES O EjrFR k WY' •C ' a \ MAY 24, 2017 FINAL SURVEY •.. (f) FR .. W �� PIS? �{p,LT OR�AY. �• ..•. � ..•'. '.• ..;a'• SEPTEMBER 25, 2017 UPDATE SURVEY OCTOBER 24, 2017 REVISE BATH HOUSE NOTE �y .:a :`'� 9 (aNW��TMP a• a' �Z9"6s' NOVEMBER 17, 2017ECORRECCT7WATER LINETLOCAOTION NOTE MAIN HOUSE zA PIT •.\ epR�rge TOTAL AREA = 256,873 sq. ft. Z °Ri A a �'qr • . �q SEPTIC SYSTEM TIE MEASUREMENTS (TO TIE LINE) 5.900 QC• MAIN HOUSE UPLAND AREA = 234,877 sq. ft. n =�•�. NF a`� w o STWETLANDS AREA = 21 ,996 sq. ft. ^'•-I '. qkF PORCH HOUSE 2 CORNER CORNER QB .I, SEPTIC TANK CERTIFIED TO: Z 6. OUTLET COVER 45' 25' NH SAG, L.L.C. ° y FIDELITY NATIONAL TITLE INSURANCE COMPANY o °�� ��./ LEACHING POOL 36' 32' BRIDGEHAMPTON NATIONAL BANK p �q� a 7r COVER 1 co �¢ • '/ LEACHING POOL NOTES: p w°°/F a o° s� 59 33 �s • • c o/ srgkF COVER 2 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DATUM \ 2. FLOOD ZONE INFORMATION TAKEN FROM: 7p• PIPE-,% �\ Otic r�7vsF ` FLOOD INSURANCE RATE MAP No. 36103CO167 H ILI$ / '�` ��(¢ ORyFR ZONE VE: COASTAL FLOOD WITH VELOCITY HAZARD (WAVE ACTION); BASE FLOOD ELEVDET POND \ A/Fq's o / '?S 3I ZONE X: AREAS DETEERM NEDATO N E OUTSIDE TDHE 0.2% ANNUAL CHANCE FLOODPLAIN. 3. GROSS FLOOR AREA OF MAIN HOUSE IS 8,003 sq. ft. AL •: < A qR GROSS FLOOR AREA OF ACCESSORY APARTMENT IS 819 sq. ft. 'RSO FS •� �p' m`F/Y 91�,c+ y/ UND Rbrq f S�' LO p �r��/p • ' /\ ``� y� TgNkpgNF°UND W°0D STgkF AL 0 ,Ilt< ,IVB ° SUFFOLK COUNTY DEPARTMENT OF t4E.,8,LTH SERVICES ,>� e}``> l o�oy� / sFAFti\°S 4 o�s� /U,r^OV/1L Or- V, r COt�!sTFiUCTEO 11 ,'14ltS FO- AS DELNFRESHEATER W • / ETIANDS BOUNDARY A ISINCI E FAMILY RESIDENCE AND TED By \ \ F� EN-CONSULTANTS �II1� �e(P9GTY° / SEPTEMBER 9, qtr \ 0 7'opl7�7Nc 20114 CONC, i�_^^ ?�'r y Z �\ o ,f14 �k 16 . 37 • `\ �' , LD LEN T Q ,,• T 0 ��r\ • l Dt`t3 d�C 4 5 "�.Gt7 H.S. r,-.f.No. v---t o--1.5 - AL The a ."3 d^^w p...a.w^!�r ru�^9y fad'it!cs.t ttiLs Icy"un ha��1icYen O / \ \�Fqs\ �, / FnB d enC/ot C'�rt;'^d ey L""s DraWrtrr nt er cLh^r 8?sn0es and found to W �. liBc��\ l l o be r^"' `^sx°ry FOR TQTAL�.!, tP,fJE:9 OF a �' fIEDS�00�'.S. ti� O -0;'? N `�3 4S l/6 rgNklC p00LNil/1C /l l wET AL /dL AL - \ o 0 C ° • °"< \ \`\Aq�sC\ Q C. wA� / s S / GOD AL 0 STgkF /90U n` �'/`-'` ►C}t I'L\ �1!!c °NC PFDFS aR9�"R \�b'/�F\' 4i 3 � / 16a• S l Tq`�F °j %Flis/, e •66' I..� „ �� o`"":'Y"""t`n'N! nt'^^,^^t1t W rg� ' \ O of P o SN Fa y0 gi& / �. �O �, 0 02 2 5 o' RO S l A T BFE 14'-"y W 4 y.i 9 f `c�yq} \ �' u 0 PORc�FR t BF!/SFO OI�,F0 q,�1 ygSFC F O(/, �l ,Vlc / � a .' ° ° 'i�:'",,'' ,:.:•::: ..� .."...r.,., / 1 ?5 4 \\ gS/ egTp<(/ eFF F SyO s/aF / "M9/A,N h ? wFR ILL \ 6,/(p ASF ^/ 7•I / e �::..`..::' :":':':'`:':.' , WATER LINE-,,, �• p o`!F'�Pa''> atilt �lilcu° l` �/ I DR1'W �2\ •°py I M� N �' - F`` F' 69• 1 j08p. V J SS 00,, ���/ �P� w fCC ...00Nc. �.. �' �, \ •W (NOT ( / kS 0 C°NC n � / wq)FR S NECT // `'4 Rel ^e s PORC°IFR ST a? UPpL FD 0 TO ry a74! I \\ ? \ % AO LA \ LTI - ° 14 0 /rye. FA J6 C VfR o ,.. •:. o � 70 10 ^0\ 4 3P /�v / ZS 06 / W/N°0 , 2�y.-. NDFRG r.. y Q 7.5• h /O 7 0 7 o � /s ROUN R C( t TROP ��D 8.0' 10"r4rzt -IPf /per ¢� a X� GO 4" w/NDO ° �0.a '-'` 74.7' (iJ ^i p? °D STgkF F CFCFL `': ;.'::' \ _' N �4� / U ��_ / /00, / fNCCpSNCE' o��Qp ti ', ....:. ' 2u• .'.: - �_ ------- � ,Q2 ACH p, AD / "T< R h� ������a 4'' ;'::.>:::4�f.'''. -__ U) RrnFIC AR B E F ry NO o J2 =� 26'7 6, 9. CE s9 0 f-I ° / �� ham. � �� ,�• /�' \ 7 / •2• o / 1 s . . 6 4' r , wb' sFP q q N K k l �i / P F C o�. o � / N J C 4 3 0 I W4 I O / O .F h' Q7' 7 C O Pool /• 100.?5' / C9 /u 44? \\ UNAUTHORIZED ALTERATION OR ADDITION o� J \ / TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE b Wool) Wo 46.5, \ / EDUCATION LAW. / COPIES OF THIS SURVEY MAP NOT BEARING RB�,�p""ILL�y, RIVFH coA!CR•._,.,. > `.�. ::..: ..:':.:STFPc' 7.3, THE LAND SURVEYOR'S INKED SEAL OR D `ky rjf C pssr '':`:,:'�• '>;'•: ,';`':' .':;5 ry / O EMBOSSED SEAL SHALL NOT BE CONSIDERED SFS pwECC�NG ILLL'h' gpROC �bO \\ rr� TO BE A VALID TRUE COPY. '-U& —Li 04 1 C 4P4 Q Q,�". ,O , /!y WgLk O 0 C \ u. / � CERTIFICATIONS INDICATED HEREON SHALL RUN ATTR r'F X97• l`': :, DR• SgNO UlP�7FNT \ \ 7 / / ONLY TO THE PERSON FOR WHOM THE SURVEY rWF�� S \\ \ �•3'P u° / IS PREPARED, AND ON HIS BEHALF TO THE W, S� _� ru \ ,\ \00 0 / TITLE COMPANY, GOVERNMENTAL AGENCY AND ODS SFT "," ' ' 'G� 1 WgLL CO \ °03\ \� /�_ (�� LENDING INSTITUTION LISTED HEREON, AND Q�� �• TgkF / �_i7 &O/yC W \\36 PqT� I / C) �' TOUTONE CERTIFICATIONS ARE NOTEES OF THE ING TRANS EIRABLE. SEPTIC SYSTEM TIE MEASUREMENTS �� �� N s q� y ACCESSORY BUILDING gRepRyTgF �� / IFPS ` \\\ \\ / / �Y AND/OREXISTENCE OF RIGHT RECORD,WAYS BUILDING BUILDING DR \ \ I ry ANY, NOT SHOWN ARE NOT GUARANTEED. CORNER �A CORNER SEPTIC TANK ' \ / PREPARED IN ACCORDANCE WITH THE MINIMUM OUTLET COVER 24 38.5' i \\\ STANDARDS FOR TITLE SURVEYS AS ESTABLISHED \ / BY THE L.I.A.L.S. AND APPROVED AND ADOPTED LEACHING POOL 21.5• 24.5' j FOR SUCH USE BY THE NEW YORK STATE LAND COVER / �. TITLE ASSOCIATION. ,^ d ;' F V. 0 COAG �P'P N / O J;. ti / `S3.69, AF N.Y.S. Lic. No. 50467 Nathan Taft Corwin III or Land Surveyor- Successor urve y v Successor To: Stanley J. Isaksen, Jr. L.S. Joseph A. Ingegno L.S. Title Surveys — Subdivisions — Site Plans — Construction Layout PHONE (631)727-2090 Fax (631)727-1727 OFFICES LOCATED AT MAILING ADDRESS 1586 Main Road P.O. Box 16 Jamesport, New York 11947 Jamesport, New York 11947 34-137G REScheck Software Version 4.6.0 Compliance Certificate Project Sciarrino Energy Code: 2010 New York Energy Conservation Location: Suffolk County, New York Construction Type: Single-family Project Type: New Construction Orientation: Bldg. faces 315 deg. from North Conditioned Floor Area. 13,432 ft2 Glazing Area 52%, Climate Zone: 4 (5750 HOD) Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: 2100 Paradise Point Rd. Michael Sciarrino Ingenuity Engineers INC. Southold, NY 11971 Winter Park,FL 4798 New Broad Street Suite 300 Orlando, FL 32814 4073956007 Compliance: 2.9%Better Than Code Envelope Assemblies Gross Area Glazing Assembly or Cavity Cont. or Door UA Ceiling 1-Flat Ceiling or Scissor Truss '7,092 38.0 0.0 0.030 213 Wall 1:Wood Frame, 16"o.c. 2,510 0.0 19.0 0.043 59 Orientation: Front Window 4.Vinyl Frame:Triple Pane with Low-E 1,061 0.200 212 SHGC: 0.34 Orientation: Front Door 1:Solid 81 0.300 24 Orientation: Front Wall 2: Wood Frame, 16"o.c. 1,732 0.0 19.0 0.043 39 Orientation. Right side Window 3:Vinyl Frame:Triple Pane with Low-E 704 0.200 141 SHGC. 0.34. Orientation: Right side Door 2. Glass 120 0.310 37 SHGC: 0.19 Orientation: Right side Wall 3:Wood Frame, 16"o.c. 1,283 0.0 19,0 0.043 33 Orientation: Left side Window 2:Vinyl Frame:Triple Pane with Low-E 402 0.200 80 SHGC: 0.34 Orientation: Left side Project Title: Sciarrino Report date- 04/03/15 Data filename: I:\Ingenuityjobs\150000.00\115015.00 Sclarinno Residence Hamptons NY\Document Page 1 of 7 Control\MEP Calculations\115015.00 REScheck.rck ~ ` ' — Gross Area Glazing Cavity Cont. Assembly or R-Value R-Value or Door UA Perimeter U-Factor: boor 3. Glass 120 0.310 37 SHGC: 0.19 Orientation: Left side Wall 4:Wood Frame, za^vz. 3,2*1 uo 19.0 0u43 or Orientation- Back Window z. Vinyl prame:TriplePane with uow-E 1,351 0.200 270 sHsc: 0.34 Orientation: Back 000,4:Glass 840 0.310 260 s*sc: 0.19 Orientation: Bock Basement Wall z:Solid Concrete mMasonry 1.348 oo 10.0 0.061 aa Orientation: Front Wall height: zu.o' Depth low 9.0' Insulation depth: za/r Basement Wall z, Solid Concrete or Masonry z.oz^ 0.0 10.0 Ouhz oa Orientation: Right side Wall height: 12.0' Depth below grade: 9.0' Insulation depth: 12.0' Basement Wall 3:Solid Concrete:rMasonry 1,008 0.0 10.0 0.061 *1 Orientation: Left side Wall height: za.o' Depth below grade: 9.0' Insulation depth: 12.0' Basement Wall 4'Solid Concrete or Masonry 1,353 0.0 10.0 0.061 os Orientation- Back Wall height: 12.0' Depth grade: 9.0' Insulation depth: 12.0' Floor z: Bau-On-G,aue:Unheated 7.092 10.0 0J67 5440 Insulation depth: a.u' Mechanical Equipment Description Fueltype Efficiency Electric Central 4ir" Electric 17 5 EER Other(Except Gas-Fired Steam) Gas 80ApUe Compliance Statement: The proposed building design described here is consistent v(ith��hq,.Auilding plans, so&lfidbtilons, and other calculations submitted with the permit application.The proposed building has been-de��ecl to meet the 2010 New--York;-Energy Conservation Construction Code requirements in REScheck Version.4&.'u and to'co y'with the mandatory requirfn�j!;�,Jistecl in Of P roject nde: Scinnino Report date: 04/03/15 Data filename: | \| i nbs\l500OO.00VlSOlS.0OSc|arinnoResidenceHamptonsNY\Document Page 2of 7 ` Contno|UmEPCa|cu|ations\|lSUl5.O0REScheck.rck ' ' REScheck Software Version 4.6.0 Inspection Checklist Energy Code: 2010 New York Energy Conservation Construction Code Requirements: 100.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions"column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. ` . `A Y;f,..� Plans-Verified" •-F.ield Verified # . Pre-Inspedton/Plan'Revtew', r., Compiles? s Comments%Assumptions:. ,,Value ' :, _ i 103.2 Construction drawin sNand "4;y:, "f '''`"" -'•' •FOComplies Requirement will be met. [PR1]1 documentation sufficiently r.;'':' y.t:?r'" .r �s; -' 'a a ❑Does Not demonstrates energy code `: " ' `' `• `=i: :rim' J. ❑Not Observable compliance for the building �'�y ';'' 'i��-,-.r,;�.�� "� •� • '='z ONot Applicable Y �. envelop "^ � f ' �t „f" 103.2, Construction drawings and �,rx_=� '-�=`` •:.>.,.. .�: �, ';`=,,``ElComplies Requirement will be met. 403.7 documentation sufficiently :t, < _ ;`. ` •;.',;,?'' Does Not [PR3]1 demonstrates energy code `;+'',`. t• <e,'.y . .; .; Q, compliance for lighting and = i F:'. -::`, ••,,: ONot Observable mechanical systems.Systems ONot Applicable serving multiple dwelling units must demonstrate compliance with the commercial code. 403.6 Heating and cooling equipment is Heating: Heating: ❑ m Coplies Requirement will be met: [PR2]2 ;sized per ACCA Manual S based Btu/hr Btu/hr ODoes Not J on loads per ACCA Manual J or Cooling: Cooling- ❑Not Observable %other approved methods. Btu/hr.. Btu/hr_ ..a ONot Applicable Additional Comments/Assumptions: 1 I High Impact.(Tier 1) ,2.c Medium Impact(Tier 2), 3:'Low Impact_.(Tier,3)_., .- Project Title: Sciarrino _ Report date' 04/03/15 Data filenamd: I:\Ingenuityjobs\150000.00\115015.00 Sclarinno Residence Hamptons NY\Document Page 3 of 7 Control\MEP Calculations\115015.00 REScheck.rck York Foundatlon_Inspectlon Complies? Comments/Assumptions- - :Energyl, = 303.2.1 Exposed foundation insulation ❑Complies Requirement will be met. [FOW2 protection. ❑Does Not ❑Not Observable ❑Not Applicable 461`1- t5now melt controls. ❑Complies Exception:Requirement is not applicable. [FOI )? ❑Does Not -]Not Not Observable ❑Not Applicable _.-.. Additional Comments/Assumptions: 1 High Impact(Tier 1) 2z Medium.lmpact_(Tier 2) Impact;rr—3) Project Title. Sciarrino Report date: 04/03/15 Data filename: I:\Ingenuityjobs\150000.00\115015.00 Sclarinno Residence Hamptons NY\Document Page 4 of 7 Control\MEP Calculations\115015.00 REScheck.rck — - - — - — — — ' ` V.I Value Ocoriipfies '402.4.4 Fenestration that is not site built Requirement will be met. [FR2011 is listed and labeled as meeting ODoes Not AAMA/WDMA/CSA 101/1.5.2/A440 1,7 ot Observable ON or has infiltration rates per NFRC 0Not Applicable 400 that do not exceed code "r. hti- fix mplies Requirement will be met. (FR161? '-"sealed at housing/interior finish ODoes Not and labeled to indicate JONot Observable j'cfm leakage at 75 Pa. ,Z �-`IONot Applicable 403.�.2 All joints and seams of air ducts, omplies Requirement will be met. IFR1311 air handlers,filter boxes and Does Not building cavities used s return 31 Not Observable ducts are sealed. t Applicable UComplies Requirement will be met. 403.2.3 .-Building cavities are not used as :Zh Does Not [�R15]3 I ducts or plenums. T-1"I ONot Observable Not Applicable 403.3' HVAC piping conveying fluids R­ OComplies Requirement will be met. [FR17]2,-' above 105 QF or chilled fluids ODoes Not below 55 QF are insulated to R-3; ONot Observable []Not Appli-cable 403.4 "ICirculating service hot water R- OComplies Requirement will be met. R18] pipe are insulated to R-2. ODoes Not ONot Observable 11 om ,*03.5* !Automatic or gravi dampers are plies Requirement will be met. ty [FR19]2 �jinstallecl on all outdoor.air Does Not tintakes and exhausts. ONot Observable ONot Applicable Additional Comments/Assumptions: Project Title: Sciarrino Report date: 04/03/15 Data fi|ename: | V ityjbs\150O0O0OVl50l5.005dahnnoResidenceHamptonsNY\DncunenL Page 5of 7 2010?Ne ,,--- .. 7,17york` AnsulatloffIrispection 6omp11es7 "Comments%Assumptions .- Ener. - .5. 303.1 n,All installed insulation-labeled or ❑Com lies Re wrement will be met. - [IN13)2 installed R-values provided. ❑Does Not ! = , ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1. .High,lmpact(Tier 1)_ 2.;.Medium Impact,(Tier 2) 3., Low Impact'(T(e�`3) . _. Project Title: Sciarrino Report date: 04/03/15 Data filename: 1:\Ingenuityjobs\150000.00\115015.00 Sclarinno Residence Hamptons NY\Document Page 6 of 7 Control\MEP Calculations\115015.00 REScheck.rck ^ 71 eq.1113 Value Value 402.4.2, Building envelope tightness ACH 56 ACH 50 UComplies Requirement will be met. 402.4.2.1 verified by blower door test result 0Does Not I F11711 of&lt;7 ACH at 50 Pa.This E]Not observable 4 requirement may instead be met E3Not Applicable via visual inspection, in which case verification may need to occur during Insulation 403.2.2 Duct tightness via post- cfm cfm ElComplies Exception:All ducts and air [F1411 construction with maximum ODoes Not handlers are located within leakage of 8 cfm to outdoors,or E]Not Observable conditioned space. 12 cfm across systems. For rough-in tests, verification may ONot Applicable need to occur during Framing Inspection,with maximum leakage of 6 cfm across systems and 4 cfm without air handier. .4 Programmable thermostats Requirement will be met. (F.191 installed on forced air furnaces. E]Does Not ONot Observable E]Not Applicable -7 EICO Heat pump thermostat installed lies Exception: Requirement is on heat pumps. E]Not Observable E]Not Applicable lltdrj�lie Requirement will-be m 't'_ vice hot [Flll,]2 systems have automatic or E]Does Not accessible manual controls. CJNot Observable 0Not Applicable FIr7 12 Not _)Not Observable C]Not Applicable j0,33 Manufacturer manuals or �",,;,','JOComplies Requirement will be met. [FI1813 mechanical and water heating P" P Does Not ent have been provided equipm ONot Observable QNot Applicable AcIditionall Comments/Assumptions: 1 lHigh I(ppact(Tier 1) Mediu_J ct((Tier (Tier 3) Project Title: Sciarrino Report date. 04/03/15 Data fi|ename' |'V 015.005dahnnoResdenceHamptonsNY\Oocument Page 7of 7 [ontno|\MEPCal cu|adonsyl50lS.O0REScheck.rck _enc. 101-H Windsor Place Central Islip,New York 11722 Tel: 631.234.0115 Fax: 631.234.0174 January 26, 2018 Re: Tempered Glass Certification Purchase Order: 5445 Invoice#392385 Dear Sus, The lite of glass does not have a logo; this is due to the cut yield and location of the one logo we receive on our stock sheets of glass. This in no way compromises the integrity of your Quality Enclosure, Inc. shower enclosure- all of our enclosures come with safety tempered glass that meets or exceeds the Consumer Product Safety Commission requirements (16CFR-1201-ANIZ 971). If you have any questions,please call. Sincerely, Quality Enclosures, Inc. PHIL KERN DESIGN G ROU P ARCHITECTURE / CONSTRUCTION / INTERIORS r S' 2100 Paradise Point Rd. 05-18-2015 Southold,NY 11971 Sciarrino Residence To whom it may concern, In regards to the limiting fenced area for the above address: The area will not exceed 44,000 square feet and the limiting fence location will be professionally staked before construction commences. -ii•� x�,„•..}a':•Gu .:k,to.. ..�`f,'�+4e%+�'r ..�:`?r-S2a�°usi:a7. r � t��+�'s� ':.;- wx. ;�:rt. ..a,.,Y: ,.nvwai;.+:�:,.�n:,' ,,�.�si.• Y _. -...�^ .'r�."?:y:•a'.,. .;?��:�._t._ .. ..�;-�:s.�.,s�-._ ,�,,.:- :.,:., ;'T�...II;,�.�..'�ra"iiKzrA.-.;.�.,,�`......,. 'e�'rr`;'?,�:_ .i.,`�_°.-"'.•*.vt v,:.`,,�.;:,.,Y . -st.,- .. _ .-'K`:e.. -<.,. .. ,,.=;tt`;6%'�, Sincerely, .A�`;�`':David Christopher Stone,AIA,NCARB 'Stak 6,f New-York Li e n w##037447-1 912 W. Fairbanks Avenue,Winter Park, FL 32789 Office:407.599.3922 1 Fax:407.599.3923 PhilKeanDesignGroup.com :- _, Printed _ Sales Order Acknowledgement Page 1 of 92 11/19/2015 1110 AM Dimensional Millwork/Northeast(131.223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Recipients:csalazar@nedmi.com;jgorman@nedmi.com Regional Manager: TED OLEAR BILL TO: Dimensional Millwork/Northeast 111-E Corporate Boulevard, South Plainfield, NJ 07080-2511, Phone: 800-548-1841 SHIP TO: ANGELA F/ NORTH SHORE WINDOW AND DOOR 2420 POND ROAD, RONKONKOMA, NY 11779, Phone. 631-285-7333 PO to Kolbe: 9587 Shipping Method: Jobsite Delivery Week Of Date(s): 2016-01-11 �. _ >.. .'^ . ,.t. :L� -:� f,..S "f Total Volume: {. .' . . . . . . . . . . . . . . . 2,943.06 s . . . f Total Quantity: .. Sa . �` "� . i. .. . . ri . . . . . . . . . . . . . . . . . . . . . . '1' f - ` d Order Notes: 11-11 chg all csmt/awning hdwr.�aind screens,to rustic per'cust-fax 159 t -, v o .� Printed: Sales Order Acknowledgement Page 2 of 92 11/19/2015 11 10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 001 -01 2016-01-11 x Quantity: 1.00 LH Volume: 43.69 A - TWIN: KBATH *** Product Name*** VistaLuxe Rectangle Direct Set *** Product Group*** VLMULL(Group 1 of 1) Product Unit 1 1. VLDS (Assy 1) Unit 1 2: VLDS (Assy 2) ..; -: ***Wrapping -Overall Dimensions Frame Size 71 1/4"x 117", Rough Opening Size 71 3/4" x 117 1/2", Unit.Dimension Size 71`,':1/4," x_1,17'\ Individual Dimensions Unit 1 1, 1 2 Frame Size 35 1/2"x 117" .** Mulls*.* _ > ,r } ~° V N Mull V, 1 1 to 1.2 Factory Steel Stiffene 1/4" Steel 4=1.%2'`Depth (117" length)`, 'r *** Unit.** ��- .; ;;�` ..- ._ tF' _ Unit 1 1, 1.2 VistaLuxe, Flush Frame,.Botli F�ame.Legs Removed (Standard),-Square Stop *** *** A Glass .a Unit 1.1,_.1-2'Dual Glazed, H-K=tLoE 270 Insulated Glass; Mill Finish Spacer; Glass Preserve without Neat Coating Unit 1�2:-�Clea'r glass, Tempered Glassy E *** Species`-Finish°,Color*** IA . Unit 1.1, 1.2.'Pine, Rustic.70% Fluoropolymer Exterior;Pnmed,Latex'Interior Frame *** Casing-Jambs-T�im.***1 �' ` Unit 1 1, 1.2: Nq FlooraSill on Bottommost Window(s);;.No'•Casing, 6-5/16 Clips Installation Clip Nailing Fin,,2-1,3/16" Jambs Line# Week Of D (s ate ): 002-01 _ �--- � -,x-Quantity: 2.0011 Volume: 83 09 ;14 A - TWIN: FOYER(% *** Product Name*** VistaLuxe Rectangle Direct Set *** Product Group*** VLMULL (Group 1 of 1) *** Product*** Unit 1 1- VLDS (Assy 1) Unit 1.2: VLDS (Assy 2) ***Wrapping -Overall Dimensions *** Frame Size 67 3/4"x 117", Rough Opening Size 68 1/4" x 117 1/2", Unit Dimension Size 67 3/4" x 117" *** Individual Dimensions*** Unit 1 1, 1.2. Frame Size 33 3/4" x 117" *** Mulls *** Mull V- 1 1 to 1.2 Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Printed Sales Order Acknowledgement Page 3 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Unit*** Unit 1 1, 1.2- VistaLuxe, Flush Frame, Both Frame Legs Removed (Standard), Square Stop *** Glass *** Unit 1.1, 1.2: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 1, 1.2- Clear glass, Tempered Glass *** Species-Finish-Color*** Unit 1 1, 1.2: Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1 1, 1.2. No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Line# Week Of Date(s): 003-01 2016-01-11 x Quantity: 1.00 u Volume: 44 30 A - TWIN (LAMMY): DINING RM. *** Product Name VistaLuxe Rectangle Direct Set **. Product Group -- 3 ,t 'a VLMULL (Group 1 of 1) " .r . ' l ��: **. Product Unit 1.1 VLDS-(A'ssy 1) Unit%1.- VLDS (Assy 2) Wrapping-Overall Dimensions F _� °u a - i t._s ,u1 `t, Frame SizeJZ..1`/4.,�x 117 ,f Rough;Opening Size 72 3/4 x 1171/2", Unit'Dimension Size 72 1/4"x 117" *** Individual_Dimensions t' Unit 1 1, 1.2 "Fame,Size 36'' x 117" y *** Mulls*** '; :. r ... `> xj k5r, � Mull V. 1.1 to 1.2:,'Factory,SteelhStiffener, 1/4'"Steel-4.4/2" Depth (117" length) �: '^ Unit :. =:... Unit 1.1, 1 2 VistaLuxe;;Flush-Frame, Botts Frame Legs Removed-(Standard), Square'.Stop' . *** Glass*** s.� < Unit 1.1, 1.2. Dual Glazed,-H-K LoE 2701ns6laied Glass-4ll Finish Spacer, Glass Presea without Neat Coating Unit 1 1, 1.2: Custom Glass= LAMI 27 , Custom glass'-~' �x *** Species-Finish-Color*** . Unit 1.1, 1.2. Pine, Rusti6,100MFluoropolymer Exterior Primed;Latex`Interior Frame *** Casing-Jambs-Trims ,: Unit 1 1, 1.2: No Floo,Sill;on Bottommost-Wihd s)�No�Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/1.6" Jambs . Line# _-r `� Xry6 Week Of Date(s): 004-01 �� 2016-01-11 x Quantity: 2.00 Volume: 83 09 A - TWIN (LAMMY): GREAT RM *** Product Name*** VistaLuxe Rectangle Direct Set Printed: Sales Order Acknowledgement Page 4 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Product Group*** VLMULL (Group 1 of 1) *** Product*** Unit 1 1 VLDS (Assy 1) Unit 1 2. VLDS (Assy 2) ***Wrapping -Overall Dimensions *** Frame Size 67 3/4"x 117", Rough Opening Size 68 1/4"x 117 1/2", Unit Dimension Size 67 3/4" x 117" *** Individual Dimensions*** Unit 1.1, 1.2 Frame Size 33 3/4" x 117" *** Mulls *** Mull V: 1.1 to 1.2: Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Unit*** Unit 1 1, 1.2: VistaLuxe, Flush Frame, Both Frame Legs Removed (Standard), Square Stop *** Glass*** Unit 1.1, 1.2. Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 1, 1.2: Custom Glass= LAMI 27, Custom glass *** Species-Finish-Color*** 11 Unit - Unit 1.1, 1.2: Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame . *** Casing-Jambs-Trim Unit 1.1, 1.2. No Floor Sill on Bottommost Window(s), No Casing, 6-5/16"Clips Install"ation_Clips, Nailing Fin, 2-13/16" Jambs Line# s� Week Of date(s)': 2016-01.11 t 005-01 x Quantity-� 41.00 Volume: 43.69 i Y. A - TWIW(LAMMY) M. BATH'' Product Name.,., VistaLuxe Rectae Ie;.Direct'Set:.. Product Groupe _�` ,, � .. ';� .. VLMULL (Group 1"of *** Product Unit 1 1. VLDS (Assy'y" Unit 1 2. VLDS-(Assy 2)- � ***Wrapping -Overall.Dimensions Frame Size 71 1/4" x 1.1..7'-', Rough Opening Size 71 3/4"x IAV*11/2" Unit Dimension Size 71 1/4" x 117" *** Individual Dimensions` Unit 1.1, 1.2: Frame Size 35,.112'-117" y *.* Mulls Mull V 1 1 to 1.2 Factory Steel Stiffe'ner.,1/4" Steel-4-1/2" Depth (117" length) *** Unit*** Unit 1.1, 1.2: Vista Luxe,<<Flush,Frat% Both Frame Legs Removed (Standard), Square Stop *** Glass Unit 1.1, 1.2. Dual Glazed, H'K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1.1, 1.2: Custom Glass= LAMI 27, Custom glass *** Species-Finish-Color*** Unit 1.1, 1.2: Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1 1, 1.2 No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Printed Sales Order Acknowledgement Page 5 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 006-01 2016-01-11 x Quantity: 1.00 Volume: 43 08 A - TRIPLE: FAMILY RM: RIGHT *** Product Name*** VistaLuxe Rectangle Direct Set *** Product Group *** VLMULL(Group 1 of 2) *** Product*** Unit 1A.1 VLDS (Assy 1) Unit 1A.2 VLDS (Assy 2) Wrapping -Overall Dimensions (Overall Field Mull Dimensions) Frame Size 105 1/2"x 117", Rough Open ing.,Size 1'.06" x 1:17.1/2", Unit Dimension Size 105 1/2"x 117" Individual Dimensions •-. „ ' Unit 1A.1, 1A.2. Frame Size 35"x 117" Mulls ,- '' `E s, s ` Mull V 1A.1 to 1A.2: Facto =54 Steel'Stiffener 1/4" Steel1`/2" Depth 117'`length) *** Unit Unit 1A.1, 1A.2: VistaLuxe, Flusha#Frafine, Both`Frame.Legs`Removed (Standard);\Square'Stop *** Glass *** 'f 1 /; '1 }.' r ✓ fs` Unit 1A.1;-"1iA 2: Dual Glazed, H=K Lf 6E 270 Insulated Glass, MillEFinish Spacer,YGlass Preserve without Neat Coating Unit 1A:1, 1A,2. Clear glass;Tempered Glass:,.• ; ,f Species-Finish1:,Colorr � .�,.. Unit 1A.1, 1A:2: Pine, Rusticf70% Fluoropolymer.Exterior, Primed`Latex Interior Frame *** Casing-Jambs-Ttimo Unit 1A.1, 1A.2°gNo.,FI'oor Sill;on Bottom most,,Wndw(s)/,fNo Casing, 6-5/16" Clips Installation Clips, Nailing Fein, 2"13/16" Jambs '� w : Line# � ''>,..,� �,,_ Week Of Date(s):' e- :111:'` 006-02 � }. . 51,k'Quantity: ry 4 A - TRIPLE: FAM 'LY,RM,RIGHT ***Additional Line Item*** Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 1B 3) *** Mulls *** Mull V: 1A.1 to 1A.2- Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V 1A.2 to 1B 3 Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Species-Finish-Color*** Unit 1A.1. Rustic 70% Fluoropolymer Exterior Printed. Sales Order Acknowledgement Page 6 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 006-03 2016-01-11 x Quantity: 1.00 A - TRIPLE: FAMILY RM: RIGHT ***Additional Line Item*** Loose VistaLuxe Field Mull Steel 1 (for Unit 1A.1, 1A.2, 1B 3) *** Mulls *** Mull V. 1A.1 to 1A.2 Factory Steel Stiffener 1/4" Steel-4-1/2" Depth (117" length) Mull V- 1A.2 to 16 3, Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117' length) *** Species-Finish-Color Unit 1A.1: Rustic 70% Fluoropolymer Exteriorr. Line# -Week.Of.Date(s)^ 006 05 ..,,= 201'6=�-11 �'� �: VA x Quantity .00 Volume: 21 46 , :: A TRIPLE:. FAMILYVRM:,•RIGHT : , *** Product Name`*5* �- 1"`. G, � ..^ t (i r rye• �2 VistaLuxe Rectangle-DirectrSet *** Product Groh ***,1 `. VLDS (Group 2 of Product �,•= - . �-�`'',�,,*^ .;:.:.�._ � ��� � t VLDS (Assy 1) ***Wrapping -Overall Dimensions'"*' E` (Overall Field Mull Dimensions) Frame Size=':05L1/2z'-x`117', Rough,,Gpening' S ze�1'06" x 117 1/2", Unit Dimension Size 105 1/2" x 117" X � *** syr +4 ! Individual Dimensions *!**, � ', 4 �j Unit 1 B 3- Frame Size A *** Unit Unit 1 B.3. VistaLuxe,°Flus Frame, Both Fame, Legs Removed (Standard), Square Stop *** Glass*** I Unit 1B.3. Dual Glazed,NK`LoE 270 Insu ted Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 B.3- Clear glass, TemperedFGi`assl`-- *** Spec ies-Finish-Color'**' Unit 16.3: Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame *** Casing-lambs-Trim*** Unit 1 B.3. No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Printed: Sales Order Acknowledgement Page 7 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 007-01 2016-01-11 x Quantity: 1.00 , Lu Volume: 42.05 u A - TRIPLE: FAMILY RM: LEFT *** Product Name*** VistaLuxe Rectangle Direct Set *** Product Group*** VLMULL (Group 1 of 2) *** Product*** Unit 1A.1- VLDS (Assy 1) Unit 1A.2• VLDS (Assy 2) Wrapping Overall Dimensions �; (Overall Field Mull Dimensions) Frame Size 103"x 117", Rough Opening Size 1.03`1/2" x 1117 1/2", Unit Dimension Size 103 x 117 *** Individual Dimensions*** �:•-=-„,-°;E � �, Unit 1A.1, 1A.2. Frame Size 34 11/64"x 117"Mulls rf/.,;sf-.-'' `!� .:.• Mull V• 1A.1 to 1A.2 Factory Steel^Stiffener 1/4" Steel'`=.4=162" Depth (117"1engtli) Unit Unit 1A.1, 1A.2: VistaLuxe, Flusf :Frame;Both`Frame1eds Removed (Standard); Soi re+Sto *** Glass ... 1xs - .. _. L Unit 1A.1;�1A2: Dual Glazed;`=N-K LoE 270 Insulated Glass, Mill Finish Spacer,�Glass-Preserve without Neat Coating Unit 1A:1;, A.2- Clear lass, Tem 'ered Glass *** Species' -Finisli;Color +' Unit 1A.1, 14:2_.`'�Pine, Rustid70% Fduoropolyme`r-Exterior, Primed,,Eatex Interior Frame g � *** Casing-Ja'mbsJ im ***V Unit 1A.1, 1A.2-, No FloorSill`on�.B,ottommost Wndow(s);No Casing, 6-5/16" Clips Installation Clips, Nailing Fin,`2 13/16" Jambs , Line# _ `� �� - �,� Week Of Da e(s) 007-02`-. s -..z�.;Quantity: 1..00 N '°�• i A -TRIPLE: FAMI'LY�,RM",LEFT ***Additional Line Item*" Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 1B.3) *** Mulls*** Mull V: 1A.1 to 1A.2, Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V: 1A.2 to 16.3. Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Species-Finish-Color*** Unit 1A.1: Rustic 70% Fluoropolymer Exterior Printed Sales Order Acknowledgement Page 8 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 007-0 3 2016-0.1-11 x Quantity: 1.00 A - TRIPLE: FAMILY RM: LEFT ***Additional Line Item *** Loose VistaLuxe Field Mull Steel 1 (for Unit 1A.1, 1A.2, 1B 3) *** Mulls *** Mull V: 1A.1 to 1A.2• Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V 1A.2 toc B 3 Field Steel Stiffener 1/4 Steel-4-1/2 Depth (117 length) ;., - Species-Finish-Color '' - Unit 1A.1. Rustic 70% Fluoropolymer Exterior Line# ,.-,Week Of Dates 00��0� 2016:.01-11 �• x Quantity:.,; x'': .;'9.00 : T Volume: 2095 ,....,-r '` � ,� �.: ,•� 4 ,� •�.,.r>-;:,;,y A TRIPLE: FAMI)LYRM: LEFT 1=�s,r , Product Nam-_*!* VistaLuxe Rectangle'Direct/Set *** Product Grop4p-,- VLDS (Group 2 of-2) k: *** Product VLDS (Assy 1) ***Wrapping -Overall Dimensions"* = t «- (Overall Field Mull Dimensions) Frame Size-10.3,?5A 1T, Rough Opening Size,,103 1/2"x 117 1/2", Unit Dimension Size 103"x 117" ,., 'let -' Individual Dimensions,-.*%' � Unit 1 B 3, Frame Size 34 11'/6",0 1 T Unit ;� �, �s, ;L Unit 1B 3 VistaLuxe,,Fiush Frame, Both Frame Legs Removed (Standard), Square Stop *** Glass d; Unit 1 B 3- Dual Glazed, H K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit tj 1 B 3• Clear glass, TemperedGl?ss *** Spec ies-Finish-Color '*` Unit 1 B.3: Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1 B 3• No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Printed. Sales Order Acknowledgement Page 9 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 008-01 2016-01-11 x Quantity: 1.00 Volume: 44.00 A - QUAD: STAIRWELL *** Product Name*** VistaLuxe Rectangle Direct Set *** Product Group*** VLMULL (Group 1 of 2) *** Product Unit 1A.1* VLDS (Assy 1) Unit 1A.2 VLDS (Assy 2) Wrapping -Overall Dimensions ry (Overall Field Mull Dimensions) Frame Size 143 3/4"x 117", Rough Opening:Size"1,44 1/4','z 107 1/2"'�Unit Dimension Size 143 3/4" x 117" *** Individual Dimensions Unit 1A.1, 1A.2: Frame Size 35 3/4"x 117" *.. Mulls**. Mull V• 1A.1 to 1A.2- Factory Steel'Stiffener 1/4" Steel`4=1/2" Depth (117"'length) .** Unit*** ' i a: Unit 1A.1, 1A.2 VistaLuxe, Flush Frame Both Frame,,Legs Removed (Standard',,Square Stop ' *** Glass *** 1\ Unit 1A.1,,;1'A:2. Dual Glazed, H-K LoE 270 Insulated"Glass MiIV inish Spacer,:Glass`Preserve without Neat Coating Unit 1A1;ti1A2..Clear lass Tem Bred Glass w ' *** Species!"Finit!4-Color,*''/ Unit 1A.1, 1Al2:-Pine, Rustic 70% Fluo.opolymer Exterior, PrimedPLatex Interior Frame Casing-Jambs-Tf'im� � �.• �., Unit 1A.1, 1A.2:,No-Floor-Sill`on Bottom;�mo`st Window(s)1,No Casing, 6-5/16" Clips Installation Clips, Nailing F,i�n-2p13/16" Jambs Line# Week Of D t O:�Y ' .� 008-02 Q'uantity: 100 A A - QUAD: STAIRWELL° ***Additional Line Item Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 1B 3, 1B 4) *** Mulls*** Mull V: 1A.1 to 1A.2, V 1B 3 to 1B 4- Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V: 1A.2 to 1B.3: Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Species-Finish-Color*** Unit 1A.1. Rustic 70% Fluoropolymer Exterior Printed: Sales Order Acknowledgement Page 10 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 008_033 2016-01-11 x Quantity: 1.00 A - QUAD: STAIRWELL ***Additional Line Item*** Loose VistaLuxe Field Mull Steel 1 (for Unit 1A.1, 1A.2, 1B.3, 1B.4) *** Mulls *** Mull V* 1A.1 to 1A.2, V- 1B.3 to 1B 4* Factory Steel Stiffener 1/4" Steel-4-1/2" Depth (117" length)Mull V 1A.2 to 1B 3: Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) t. *** Species-Finish-Color Unit 1A.1: Rustic 70% Fluoropolymer Exteriors .,,• Line# F Week,Of Date(s): R 008-05 2016)=01-11 x Quantity:,~-;� '" -,6.00 ,{..^ t0.] ua Volume: 4400 A - QUAD: STAIRWELL+. Product Name ,- VistaLuxe Rectangle-.Direct/Set *** Product Grdbj -*"V'.;- '� ' '•4'oy �.' R VLMLILL (Group�2`6f 2 ::Y' *** Product*** 4.;=,;fir A `,:.,:.��` . ��•�.� _� �° '��� '�, ` Unit 1B 3 VLDS (Assy11.)Unit 1"B-4:;,VLDS (Asst'2)_ ./ ***Wrapping -Overall Dimensions**"• . , , (Overall Field Mull Dimensions) Frame Size 143.3/4'x 117", Rough, .,90enindi.S`i -'zl'44 1/4"x 117 1/2', Unit Dimension Size 1433/4" x117" - Yk *** Individual Dimensions **'+, ZF a Unit 1 B 3, 1 B.4 Frame Size 35 374'z 117" .i ti r " Mulls a Mull V 1 B 3 to 1 B 4- Factory Steel Stiffener 1/4 Sfeel -'4-1/2" Depth (117" length) *** Unit Unit 16.3,*1 B.4 Vista Luxe,-Fl ush Frame;Both Frame Legs Removed (Standard), Square Stop Glass Unit 1 B.3, 1 B.4. Dual Glazed; H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 B 3, 1 B.4- Clear glass, Tempered Glass *** Species-Finish-Color*** Unit 1 B 3, 1 B 4, Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1 B.3, 1 B.4 No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Printed- Sales Order Acknowledgement Page 11 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 009_0 2016-01-11 x Quantity: 1.00 ,A, W Volume: 43 46 A - QUAD: STAIRWELL: NEAR ENTRY *** Product Name*** VistaLuxe Rectangle Direct Set *** Product Group*** VLMULL (Group 1 of 2) *** Product*** Unit 1A.1* VLDS (Assy 1) Unit 1A.2. VLDS (Assy 2) ***Wrapping -Overall Dimensions (Overall Field Mull Dimensions) Frame Size 142"x 117", Rough Opening Size 142'1;/2" x IIJ7�1/2", Unit Dimension Size 142" x 117" � 41 rP y� Individual Dimensions -- >,, V-3 ,.Yom,; Unit 1A.1, 1A.2 Frame Size 35 5/16"x 117" j t7 t; ;= , . '. **. Mulls *.* •'": <= , , =; ' - f:. Mull V: 1A.1 to 1A.2 Factory Steel'Stiffener 1/4" Steel=.4-1/2" Depth (117"'lengtli) *** Unit*** ry Unit 1A.1, 1A.2. VistaLuxe, Flush:Frame;'Both Frame,Legs.Removed (Standard)\SquarelStop Glass rf.Pp F- ;_r , Unit 1A.1; 1XJ"-Dual Glazed, HUK LoE 270 Insulated Glass=Mill�Finish Spacer,+Gla s erve without Neat Coating Unit 1A-1-,'1A:2, Clear glass;,Tempered Glas6.'`. t of Species=Finish-Color ;i' i Unit 1A.1, llk2;.Pine, Rustic 70% Fluoropolymei Exterior, PrimedfLatex Interior Frame k *** w Casing-Jambs1 -Tim: � 1:. `„�•,� -�. Unit 1A.1, 1A.2,:No,Floor Sill^on Bottommost'Wndow(s);;No Casing, 6-5/16 Clips Installation Clips, Nailing Fin, 2=13/16 Jambs L. } Line# 'a: _ `'T f.- `b •,e, _=-�,-�-. Week Of Date(s): 009-02,'-.:' ,,�"20.16-01'-1,1� x Quantity: 1.00 k ` U A - QUAD: STAIRWELL`ANEAR ENTRY ***Additional Line Item Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 1B 3, 1B 4) *** Mulls*** Mull V• 1A.1 to 1A.2, V. 1 B.3 to 1B.4- Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V 1A.2 to 1B 3 Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Species-Finish-Color*** Unit 1A.1. Rustic 70% Fluoropolymer Exterior Printed: Sales Order Acknowledgement Page 12 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 009_03 2016-01-11 x Quantity: 1.00 A - QUAD: STAIRWELL: NEAR ENTRY ***Additional Line Item *** Loose VistaLuxe Field Mull Steel 1 (for Unit 1A.1, 1A.2, 1B 3, 1B 4) *** Mulls*** Mull V. 1A.1 to 1A.2, V, 1B 3 to 1B.4 Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V 1A.2 to 1B 3 Field Steel Stiffener 1/4" Steel-4-1/2" Depth (117" length)_ *** Species-Finish-Color Unit 1A.1 Rustic 70% Fluoropolymer Exterior .-� Line# ,--Meek,Of;Date(s):.. 009 05 ���, =;;� 201'6-01-11 't � ` ",� "` x Quantity:,,,::� !":r1.00m Volume: 43 46 A - QUAD:"gTAIRWELL": 'NEAR`ENTRY *** Product Name`* * VistaLuxe Rectangle`Direct/Set ` �` *** Product Group"**�f `'`.. `. `;' `, � f'�` t VLMULL(Groups '6f`2),-,',, Product 5,.. . � Unit 1 B 3 VLDS (Assy 1),lJnit 16 4. VLDS (Assy�2) _,— ***Wrapping -Overall Dimensions -Z, (Overall Field Mull Dimensions) Frame Siz�-e--142�"x_1x1,7", Rough Opening Size_142^1/2"x 117 1/2", Unit Dimension Size 142" x 117" :h <�a Individual Dimensions: Unit 1 B 3, 1 B 4 Frame Size 35 5/16 x 117 ( 1} ; *** Mulls Mull V 1 B 3 to 1 B.4: Facfory Steel Stiffener 1114 Steel -4-1/2" Depth (117" length) *** Unit Unit 1 B 3, 1 B.4 VistaLuxe,-Flush Fame;Both Frame Legs Removed (Standard), Square Stop *** Glass*** `'� � ' F"' j ; Unit 1 B.3, 1 B 4 Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 B 3, 1 B.4' Clear glass, Tempered Glass *** Species-Finish-Color*** Unit 1 B 3, 1 B.4. Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1 B 3, 1 B.4: No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Printed: Sales Order Acknowledgement Page 13 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 010-01 2016-01-11 x Quantity: 1.00 AI LU Volume: 43.84 A - QUAD (LAMMY): M-BATH *** Product Name*** VistaLuxe Rectangle Direct Set *** Product Group*** VLMULL (Group 1 of 2) *** Product*** . Unit 1A.1: VLDS (AssY 1) Unit 1A.2- VLDS (Ass 2) Wrapping Overall Dimensions (Overall Field Mull Dimensions) Frame Size 143 1/4" x 117", Rough Opening,Size-1,43 3/41';x 107 1/2 Unit Dimension Size 143 1/4" x 117" ;`"' Individual Dimensions . Unit 1A.1, 1A.2- Frame Size 35 5/8"x 117" *** Mulls Mull V: 1A.1 to 1A.2 Factory Steel^Stiffener 1/4 Steel=,4=1'-/2 Depth (1 17 ''length) .** Unit Unit 1A.1, 1A.2: VistaLuxe, Flbsh;Frame,Both Frame:Leds-;Removed (Standard),.SquareJStop ~+ *** Glass*** '_ .� r; Unit 1A.1 �1A.2. Dual Glazed H-K LoE 270 Insulated_Glass;,Mill,Finish Spacer,�Glasg-Preserve without Neat Coating ' ..t'_ Unit 1A`1"1A.2: Custom Glass= LAMI 27, Custom glass ; . *** Species'.FinisA'-Colorj***f ' 1� � Unit 1A.1, 1&2. Pine, Rustic'70% FluoropolymerExtenor, Prirried,L-atex Interior Frame *** Casing-Jambs-Tim** ;l f Unit 1A.1, 1A.2:,;No Floor Sill'on Bottommost�Wndow(s) No Casing, 6-5/16" Clips Installation Clips, Nailing Fin.,'V13/16" Jambs Line# :: - `' - t ��~ �=. ; ,,._ � Week Of Date(s): 010-021 � s z Quantity: 1.00` h 'S .ted S A - QUAD (LAMMY-':,,M-BATH ***Additional Line Item*** Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 1B 3, 1B 4) *** Mulls *** Mull V 1A.1 to 1A.2, V 1B 3 to 1B 4 Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V: 1A.2 to 1B.3: Field Steel Stiffener 1/4" Steel-4-1/2" Depth (117" length) *** Species-Finish-Color*** Unit 1A.1* Rustic 70% Fluoropolymer Exterior Printed: Sales Order Acknowledgement Page 14 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 010-03 2016-01-11 x Quantity: 1.00 A - QUAD (LAMMY): M-BATH ***Additional Line Item*** Loose VistaLuxe Field Mull Steel 1 (for Unit 1A.1, 1A.2, 1B 3, 1B.4) *** Mulls *** Mull V- 1A.1 to 1A.2, V 1B 3 to 1B 4: Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V 1A.2 to 1B 3 Field Steel Stiffener 1/4" Steel-4-1/2" Depth (117" length) ` *** Species-Finish-Color Unit 1A.1: Rustic 70% Fluoropolymer Exterior ' Line# ` A r Week,Of Date(s)*, 2016-41-11 01005 ; =f ,, x Quantity:,,, 00 Volume- 43 84 �.: ' �` _ F k A - QUAD"(LAMMY)JYM-BATH *** Product VistaLuxe Rectangl4birect-,Set `q - *.* Product Gro up VLMULL (Group 2 of-'2)\ *.* Product Unit 1 B 3 VLDS (Assy 1)%Unit 1'B-4. VLDS (Assy.2,) ***Wrapping -Ove4all Dimensions**', ``�"� (Overall Field Mull Dimensions) Frame 9ize'�143""1'/4'»�x 1 7", Rough40pening S 143 3/4" x 117 1/2", Unit Dimension Size 143 1/4" x 117" `:." ., *** Individual Dimensions,*'* 3 �i-`*,.' Unit 1B 3, 113 4 Frame Size 35 5/8'x 117" �' ..* Mulls Mull V 1B 3 to 1B 4 FactorySteel Stiffener 1%4° Steel -4-1/2" Depth (117" length) *** Unit Unit 1B 3, 1B.4 VistaLuxe,-Flush Frame-Both Frame Legs Removed (Standard), Square Stop *** Glass Unit 1 B.3, 1 B 4 Dual Glazed; H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 B.3, 1 B.4. Custom Glass= LAMI 27, Custom glass *** Species-Finish-Color*** Unit 1 B 3, 1 B.4: Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1 B 3, 1 B 4 No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Printed Sales Order Acknowledgement Page 15 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 011 -01 2016-01-11 x Quantity: 1.00 M, ,N Volume: 42 96 A - QUAD (LAMMY): GRT RM *** Product Name*** VistaLuxe Rectangle Direct Set *** Product Group*** VLMULL (Group 1 of 2) *** Product*** - Unit 1A.1" VLDS (Assy 1) Unit 1A.2. VLDS (Assy 2) ***Wrapping -Overall Dimensions *** , ry (Overall Field Mull Dimensions) Frame Size 140 3/8"x 117", Rough Open ing:Size.1,40 7/8'%' xz 117 ld2' Unit Dimension Size 140 3/8" x 117" `��.:'^: } ' t *** Individual Dimensions Unit 1A.1, 1A.2. Frame Size 34 29/32"x 117" " # *** Mulls Mull V: 1A.1 to 1A.2 Factory Steel,Stiffener 1/4" Steel=Z4:112" Depth 117"`1en tli' *** Unit*** ..� �✓-'---4. �.. 1 .., j..:. ' �_-.;:�-'' Olt Unit 1A.1, 1A.2 Unit Notes=GLAZED.AS IMPACT UNIT-Vistal-uxe, Flush Frame, Both Frame`16gs Removed (Standard), Square Stop /¢" t J' N. �r..( ti. *.. Glass***I- 71 * I _ Unit 1A:1 `1 A.2 Dual Glazed,'H-K LoE 270 Insulated'�Glass , Mill Finish SpacefGlass Preserve without Neat Coating Unit 1A.1, 1A.2. Custom Giass= LAM127, Custom=glass Species-Finish-Color,, t �'x , Unit 1A.1, 1A.2: Pipet Rustic 70% Fluoropolymer•Ezte�ior.,:Frimed Latex Interior Frame r *** Casing-Jambs-Trim Unit 1A.1, 1A.2 'No_Floor,Sil(on;Bottommost�Wndow(s)"�No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Line# n' �"�--- j Week.Of Date(s): 011 -02 4 . . 15 x Quantity ` 1 OO:q Nl� A - QUAD (LAMMY),:' GRT RM ***Additional Line Item *** Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 1B 3, 1B 4) *** Mulls*** Mull V: 1A.1 to 1A.2, V: 1B 3 to 1B 4 Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V: 1A.2 to 1B 3 Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Species-Finish-Color*** Unit 1A.1 Rustic 70% Fluoropolymer Exterior Printed Sales Order Acknowledgement Page 16 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 011 -03 2016-01-11 x Quantity: 1.00 A - QUAD (LAMMY): GRT RM ***Additional Line Item*** Loose VistaLuxe Field Mull Steel 1 (for Unit 1A.1, 1A.2, 1B 3, 1B 4) *** Mulls *** Mull V 1A.1 to 1A.2, V. 1B 3 to 1B 4: Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V. 1A.2 to 1B 3- Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) ~"ry *** Species-Finish-Color Unit 1A.1. Rustic 70% Fluoropolymer Exterior F Line# Week,Of'Date�s) j 'j, 011 -05 2016= -11 . x Quantity00 Volume: 42 96 f A - QUAD' (LAMMY'). GRT RM ' Product Name*!,* j�:`-� 1., :Y „-�ti, •-= -,- .. VistaLuxe Rectan Ie�Direct�Set °� E f -XI 9 Z' .** Product Group VLMULL (Groupf2IN, Product*** Unit 1 B 3 VLDS (Assjr 0 Unit 16 4;YLD A sy,2) 1 Wrapping -Overall Dimensions -,;.e,� �- .�- (Overall Field Mull Dimensions) Frame Size^14.03%$ z 117", Rough=0Pening;SE,61'40 7/8" x 117 1/2", Unit Dimension Size 140 3/8" x 11T' *** Individual Dimensions-*** Unit 1 B 3, 1 B 4 Frame Size 3429132"x 117" N� **. Mulls Mull V: 1 B 3 to 1 B 4 Factory Steel Stiffener 114," Steel -4-1/2" Depth (117" length) Unit �, Unit 1 B 3, 1 B 4 Unit Note.s�= ,{GLAZEDWS IMPACT UNIT, VistaLuxe, Flush Frame, Both Frame Legs Removed 19 bF (Standard), Square Stop *** Glass *** Unit 1 B 3, 1 B 4. Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 B.3, 1 B.4. Custom Glass= LAMI 27, Custom glass *** Species-Finish-Color*** Unit 1 B 3, 1 B 4. Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1 B 3, 1 B 4 No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Printed: Sales Order Acknowledgement Page 17 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 012-01 2016-01-11 x Quantity: 1.00 w viz Volume: 43.80 A - DBL-QUAD (LAMMY): MASTER RETREAT *** Product Name*** VistaLuxe Rectangle Direct Set *** Product Group*** VLMULL (Group 1 of 4) *** Product Unit 1A.1. VLDS (Assy 1) Unit 1A.2: VLDS (Assy 2) ***Wrapping -Overall Dimensions*** __ (Overall Field Mull Dimensions) Frame Size 286 1/2" x 117", Rough Open ing,Size 287" x 1-1�7 1/2 U,riit Dimension Size 286 1/2" x 117 *** Individual Dimensions Unit 1A.1, 1A.2- Frame Size 35 19/32" x 117" �t *** Mulls'** '�; : � Mull V 1A.1 to 1A.2• Factory Steel'Stiffener 1/4' Steel=;A=-1/2 - *.* Unit*** Depth (117 length) Unit 1A.1, 1A.2- VistaLuxe, Flush.,Framfe;'Both Frar eb Legs.Removed (Standard);\Square Stop *** Glass ` .r Unit 1A.1 -1A:2:Dual Glazed;-'H--KLoE 270 Insulated Glass'Will,Finish Spacer,?Glass'Preserve without Neat Coating Unit 1A:1'lA.2. Custom Glassf= LAM,I 27, Custom glass 'i. *** Species�.Finish-Color** / � f •�` Unit 1A.1, 1K'2.: Pine, Rustic,70% Fluoro_polymet Exterior, Primed'16tex Interior Frame *** Casing-J ' bs-Trim+}*** Unit 1A.1, 1A4.-,-No.Floor:Sill�on Bottommost Window(s)?,-No Casing, 6-5/16" Clips Installation Clips, Nailing F n"V13/16" Jambs �. '� `��' ^fit Line# Week Of Date(s): � 012-0Z',-'- '..'Xj1 6-Quantity: 1.00`; A - DBL-QUAD (LAMMY,) MASTER RETREAT ***Additional Line Item*** Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 16.3, 1B 4, 1C 5, 1C 6, 1 D.7, 1 D 8) *** Mulls*** Mull V. 1A.1 to 1A.2, V 1 B 3 to 1 B.4, V- 1C 5 to 1C 6, V: 1 D 7 to 1 D.8 Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V 1A.2 to 1 B.3, V: 1 B 4 to 1C 5, V: 1C.6 to 1 D.7' Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Species-Finish-Color*** Unit 1A.1 Rustic 70% Fluoropolymer Exterior Printed: Sales Order Acknowledgement Page 18 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 012-03 2016-01-11 x Quantity: 1.00 A - DBL-QUAD (LAMMY): MASTER RETREAT ***Additional Line Item *** Loose VistaLuxe Field Mull Steel 1 (for Unit 1A.1, 1A.2, 1 B 3, 1 B 4, 1C 5, 1C 6, 1 D.7, 1 D 8) *** Mulls *** Mull V 1A.1 to 1A.2, V. 1 B.3 to 1 B.4, V 1C.5 to 1C.6, V 1 D 7 to 1 D 8 Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V 1A.2 to 1B 3, V: 1B.4 to 1C 5, V 1C 6 to 1D.7: Field Steel Stiffener 1/4" Steel'fl 1/2" Depth (117" length) *** Species-Finish-Color Unit 1A.1: Rustic 70% Fluoropolymer Exteriors Line# .y" Week Of Date(s)-'-, 2016-01-11 �. 012-04 - r: l 4 x Quantity- �_" .'-A'1.00 A - DBL=QUAD (LAMMY):. MASTER RETREAT.- Additional--tLine.Item . - N Loose VistaLuxe Fiel&NluII'Wood/Mefal..2 (for�Unitsl,yj.41"A.2, 1 B 3, 1 B.4, 1 C 5, 1 C 6, 1 D.7, 1 D.8), t - Mulls Mull V 1A.1 to 1A."2 V '--103:t6 1'BA,'V: 1C.5 to 1C 6, V-' 1AD�,D.8 Factory Steel Stiffen`br,.1/.44""11: teel -4-1/2" Depth (117" length) MullU: 1A.2i�to 1B 3;,V.r1B 4 to 1C:5., to 1D 7: Field Steel,Stiffenetol/4' S4661 -4-1/2" Depth (117" length) .. *** Species-Finish-Color*!,L* t Unit 1A.1: Rustic 70%;Fluoro polymer Exterior °' Line# Week Of Date(s): 2016-01-11 012-05 _ x Quantity: 1.00 A - DBL-QUAD (LAMMY): MASTER RETREAT *** Additional Line Item*** Loose VistaLuxe Field Mull Steel 2 (for Unit 1A.1, 1A.2, 1B 3, 1B 4, 1C 5, 1C 6, 1D.7, 1D.8) *** Mulls *** Mull V. 1A.1 to 1A.2,V. 16.3 to 1B 4, V• 1C 5 to 1C 6, V- 1D 7 to 1D 8• Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V. 1A.2 to 16.3, V. 1B.4 to 1C.5, V 1C 6 to 1D 7• Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) i Printed: Sales Order Acknowledgement Page 19 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Species-Finish-Color*** Unit 1A.1 Rustic 70% Fluoropolymer Exterior Line# Week Of Date(s): 012-06 2016-01-11 v x Quantity: 1.00 A - DBL-QUAD (LAMMY): MASTER RETREAT *** Additional Line Item*** Loose VistaLuxe Field Mull Wood/Metal 3 (for Unit 1A.1, 1A.2, 1 B.3, 1 B 4, 1C 5, 1C.6, 1 D 7, 1 D 8),--,,, Mulls *** :; „ 'ti Mull V 1A.1 to 1A.2, V 1B 3 to 1B 4, V 1C 5 to 1C.6, V. 1D 7 to 1D 8 Factory Steel Stiffener 1/4 Steel -4-1/2 Depth (117" length) Mull V: 1A.2 to 1B 3, V 1B.4 to 1C.5, V. 1C 6 to 1D 7 Field Steel Stiffener 1.1-4"'-Steel -4•=1/2" Depth (117" length) *** Species-Finish-Color Unit 1A.1: Rustic 70% Fluoropolymer Exterior s ; 1 A Line# ,-` t�zWeek,Of,Date(s):Fy,.°-'t 0 12-07 1 20 7 "'��'`� ,.- '� F;� "_2016-01'`1�T ; �R •�'-`"F r x Quan tity:{r' ..' -,-1.00 ,,: c:n' jJ ".Fr its"t �l`. � �` .� ns �' ...,-"",�;,•�-'`} zf A - DBL-QUADt('LAMMY): ,MASTER RETREAT p ***Additional Line-ltem`k*, Loose VistaLuxe Field"Mull Steel;3'(for lJnit1A;1, 1A.2, 16:3 1B 4 1C 5, 1C.6, 1D.711D j '�.• ` ..* Mulls ... °., . `- Mull V 1A.1 to 1A.2;1V'1 B:3 to 1B.4, V''1 C 5 to 1 C, ,.V• 6 "1 D 7 to 1D.8: FactoryzSteel Stiffener 1/4" Steel -4-1/2" Depth (117' length) Mull V. 'A.2`4-6\16.3, V• 16.4 to 1'C-5-, V 1C.6 to 1Di7:f ield Steelzl—iOener 1/4" Steel -4-1/2" Depth (117' length) _�- , LT 9 ) �.;��: ��'`�,� get. *** Species-Finish-Color "* , Unit 1A.1 Rustic 70% Fluoropoly"mer Exterior, ='. IA Line# �;;;-ti 3 Week Of Date(s): 012-09 ,'` � 1r 2016-01-11 List-Pnce x 'Quantity: 1.00 A� u, Volume: 43.80 Extended List Price: A - DBL-QUAD (LAMMY): MASTER RETREAT *** Product Name*** VistaLuxe Rectangle Direct Set *** Product Group*** VLMULL(Group 2 of 4) Printed- Sales Order Acknowledgement Page 20 of 92 11/19/2015 11 10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Product*** Unit 1 B.3. VLDS (Assy 1) Unit 1 B.4: VLDS (Assy 2) ***Wrapping -Overall Dimensions *** (Overall Field Mull Dimensions) Frame Size 286 1/2"x 117", Rough Opening Size 287" x 117 1/2", Unit Dimension Size 286 1/2"x 117" *** Individual Dimensions*** Unit 1 B 3, 1 B.4. Frame Size 35 19/32" x 117" *** Mulls *** Mull V 1 B.3 to 1 B 4 Factory Steel Stiffener 1/4" Steel-4-1/2" Depth (117" length) *** Unit*** Unit 1 B.3, 1 B 4 VistaLuxe, Flush Frame, Both Frame Legs Removed (Standard), Square Stop *** Glass *** Unit 1 B 3, 1 B 4. Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 B 3, 1 B 4 Custom Glass= LAMI 27, Custom glass *** Species-Finish-Color*** Unit 1 B 3, 1 B.4 Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame *** Casing-Jambs-Trim*** 1,. v Unit 1 B 3, 1 B.4: No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation"Clips, Nailing Fin, 2-13/16" Jambs Line# � 1Neek,O Dates.): _. b 2016-01-11 012-10 x Quantity!-- �-'�" t 1.00 0 Volume: 43.8 �— :fit x - `� ': '-�- us lcs A - DBL QUAD (LAMMY): MASTER"kETREAT.�` kkR Product Name VistaLuxe Rectangle Direct'Set kkk Product Group _ VLMULL (GroupZ,b 4) kkk Product kkk K ., :•:' ;``'�. ._ �.�K ; ` i i, Unit 1C.5 VLDS ()4ssy 1)'Unit 1C:6:.VLDS'.(Assy 2•),-.._,., ***Wrapping -Overall Dimensions (Overall Field Mull Dimerisidns) Frame Size 286"112" 7", Rough'.penind-S a 287"x 117 1/2", Unit Dimension Size 286 1/2"x 117" ; kkk4% F1. , Individual Dimensions:, t,� s�, Unit 1C.5, 1C.6 Frame Size 3510%Y,,,,32"x 117" '\) � kkk Mulls Mull V- 1C.5 to 1 C.6:'Factory Steel Stiffener 1/4" Steel -ea�4-1/2" Depth (117" length) kkk Unit .p tl 5 Unit 1C.5, 1C.6: Vistal-ux6lFlush Frame, Both Frame Legs Removed (Standard), Square Stop kkk Glass kkk '1t�,'j . Unit 1C.5, 1C.6: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1C 5, 1C.6: Custom Glass = LAMI 27, Custom glass *** Species-Finish-Color*** Unit 1C 5, 1C.6- Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1C 5, 1C.6: No Floor Sill on Bottommost Window(s), No Casing, 6-5/16"Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Printed- Sales Order Acknowledgement Page 21 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 012-11 2016-01-11 x Quantity: : 1.00 tea ms Volume: 43 80 A - DBL-QUAD (LAMMY): MASTER RETREAT *** Product Name*** VistaLuxe Rectangle Direct Set *** Product Group*** VLMULL (Group 4 of 4) *** Product*** Unit 1 D 7 VLDS (Assy 1) Unit 1 D 8 VLDS (Assy 2) - Wrapping -Overall Dimensions (Overall Field Mull Dimensions) Frame Size 286 1/2"x 117", Rough Opening,Size-28,7" x 1r17A1/2", Unit Dimension Size . ' 286 1/2" x 117" Individual Dimensions Unit 1 D 7, 1 D.8 Frame Size 35 19/32"x 117" *.* Mulls Mull V 1D.7 to 1D.8 Factory Steelestiffener 1/4" Steel=:4-1/2" Depth (117"llength) Unit . Unit 1 D.7, 1 D.8: VistaLuxe, FlushrFrame, Both"-Fr_aine,Legs-Removed (Standard), Square'Stop .** Glass .*. M1.t j , . Unit 1 D.7-,-1 D 8:.Dual Glazed;,H-K;LoE 270 Insulated Glass;Mill,Finish Spaceri'Glass`Preserve without Neat Coating Unit 1:15J-,ti1D 8- Custom Glass= LAMI 27, Custom glass_ *** Species4inis!4-Color Unit 1 D.7, � � .� =� � � �'';v3'` '-:, %.- , - r• 1 D.8.:Pine, Rustic 70% Fluoropolymer!Exterior, Primed Latex Interior Frame *** Casing,Jambs-T�im�**" ` ; 4 Unit 1D 7, 1 D.8:-No.Floor.Sill-on Bottommost_Window(s);rNo Casing, 6-5/16" Clips Installation Clips,;Nailing'+, Fin,`2'13/16" Jambs _ .r Line# Week Of Date(s): °" 013 01 .. xQuantity: 4.0( �• Volume: 16.17 C (OPER) LAUND:RYIPANTRY *** Product Name*** g VistaLuxe Rectangle Casement *** Product Group*** VLCS3030-1 (Group 1 of 1) *** Product*** VLCS3030-1 (Assy 1) ***Wrapping -Overall Dimensions *** Frame Size 36"x 36", Rough Opening Size 36 1/2"x 36 1/2", Unit Dimension Size 36" x 36" *** Individual Dimensions*** Unit 1.1 Frame Size 36"x 36" *** Unit*** Unit 1.1: Extruded Sash, Crank Out, Right Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Printed: Sales Order Acknowledgement Page 22 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Glass *** Unit 1 1 Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1 1: Clear glass *** Hardware-Accessories*** , Unit 1 1- Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen(s) Loose *** Species-Finish-Color*** Unit 1 1 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen ***Casing-Jambs-Trim *** Unit 1.1: No Floor Sill on Bottommost Window(s), No Casing, 6-5/16"Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Line# Week Of Date(s): 013-03 2016-01-11 x Quantity: 4.00 val C (OPER) LAUNDRY/PANTRY *** Additional Line Item Loose VistaLuxe Screen (for Unit 1_4f)5 *** Product Name VistaLuxe Rectangle Casement', „�r,�,�.,:..� .4 °. ` N **. Product*** VLCS3030-1s - ^'t' *** UnitL*� 1 Unit 1.1- Cr=ank Out Hardware-Accessories� � Unit 1 1: BetterVue Fiberglass Screen : ;� �� _ j 4, � *** Species-Finish-Color*'-� a�� 7 n� Unit 1.1: Rustic}ExterioF,rRustic Scr`e�en yl Line# _ `�� Week Of Dat(s):'\�,� yx --014 X2016-01' 11� x. Quantity: `- - ' 4.00 . Volume: 16.17 C (OPER) LAUNDRY%PANTRY - A *** Product Name*** `- VistaLuxe Rectangle Casement *** Product Group*** VLCS3030-1 (Group 1 of 1) *** Product*** VLCS3030-1 (Assy 1) ***Wrapping -Overall Dimensions *** Frame Size 36" x 36", Rough Opening Size 36 1/2"x 36 1/2", Unit Dimension Size 36" x 36" *** Individual Dimensions*** Unit 1 1 Frame Size 36" x 36" *** Unit*** Unit 1 1 Extruded Sash, Crank Out, Left Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Printed: Sales Order Acknowledgement Page 23 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Glass*** Unit 1 1- Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1 1- Clear glass *** Hardware-Accessories*** Unit 1.1 Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen(s) Loose *** Species-Finish-Color*** Unit 1 1 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen *** Casing-Jambs-Trim*** Unit 1.1: No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Line# Week Of Date(s): 014-03 2016-01-11 x Quantity: 4.00 C (OPER) LAUNDRY/PANTRY - *** Additional Line Item*** �~ � :' • ' ,_ �4 ) Loose VistaLuxe Screen (for Unit1,1)F ' •. k / ... Product Name*** VistaLuxe Rectangle Casement ` .*. Product VLCS3030-1 V;. Unit 1 1. Crank Out r * 4., r. *** Hardware-Accessories. Unit 1 1: BetterVue Fiberglass Screen 1 ? 'q }' "� z }~..,i. '� ,3 *** Species-Finish=Color** � ,e Unit 1.1: Rustic�Exterior, kustic�Screen~ � ��''�``� � Line# -, _w_ Week Of D'ate(s):, 015-01", ;r x, Quantity: - 9.0 01 " Volume: 36.39 - ti 4 .\tel C (FIXED) - MEC.H;S.HOESWIC *** Product Name VistaLuxe Rectangle Casement *** Product Group*** VLCS3030-1 (Group 1 of 1) *** Product*** VLCS3030-1 (Assy 1) ***Wrapping -Overall Dimensions*** Frame Size 36" x 36", Rough Opening Size 36 1/2" x 36 1/2", Unit Dimension Size 36" x 36" *** Individual Dimensions*** Unit 1 1. Frame Size 36" x 36" *** Unit*** Unit 1 1 Extruded Sash, Crank Out, Stationary Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Printed Sales Order Acknowledgement Page 24 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Stop *** Glass*** Unit 1 1: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1 1: Clear glass *** Species-Finish-Color*** Unit 1.1 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame *** Casing-Jambs-Trim *** Unit 1 1 No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Line# Week Of Date(s): 016-01 2016-01-11 x Quantity: 2.00 Volume: 8.09 C FIXED - TEMP/LAMMY - 2ND FLR BATH Product Name R ti• ? VistaLuxe Rectangle Casement ,.�'� •'�"-. �,�., t"+' , �-' '� y *** Product Group*** ,� � `: .,' T,, - ^.,• - ;- VLCS3030-1 (Group 1 of 1)�,. *** Product VLCS3030-1 (Asst';,l) 4 '' , 5 , " ' Wrapping,r;YOverall Dimensions; ',�,:.-• Frame,Size; .•36x 36 , Rough�Oper ing Size 36 .1/2" x.3641/2' Unit Dimension Size"36" x 36" *** Individual-Dimensions**' Unit 1.1: Frame Size 36" ,x'36" Unit*** Unit 1.1. Extruded'Sash, Crank Out,'Stationary Hinging�F1'ush Frame, Both Frame Legs Removed (St andard)?;Square Stop r. *.* Glass •tib ..1 Unit 1 1 Dual Glazed;'H=_K LoE 270 Insulated,Glass, Mill'Finish=Spacer, Glass PreservekwithbULNeat Coating, Square (S4S) Bead Unit 1.1_ Custom Glass-;LAM1 27, .Custom_glass � � *** Species-Finish=Color*** Unit 1 1 Pine, 70% Fluoropolymer Ext Sash 1000-Fluoropolymer Ex_enor Frame, Match All Ext Colors, Rustic Exterior, k Primed Latex Interior Sash Finish, Primed Latex Interior Framer *** Casing-Jambs-Tricor*** ,�•- �j ', Unit 1 1. No Floor Sill on Bottdmm{ost Window(,$), No Casing�fi-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Line# `#R Week Of Date(s): 2016-01-11 �I 4t 017-01 x�Quantity: 1.00 Volume: 7 35 �� D - TWIN KBATH *** Product Name*** VistaLuxe Rectangle Awning *** Product Group*** VLMULL (Group 1 of 1) Printed. Sales Order Acknowledgement Page 25 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Product*** Unit 1 1 VLA(Assy 1) Unit 1 2. VLA(Assy 2) ***Wrapping -Overall Dimensions*** Frame Size 71 1/4"x 21", Rough Opening Size 71 3/4"x 21 1/2", Unit Dimension Size 71 1/4" x 21" *** Individual Dimensions*** Unit 1 1, 1.2: Frame Size 35 1/2" x 21" *** Mulls*** Mull V• 1.1 to 1.2 Factory 1/4" Spread (21" length) *** Unit*** Unit 1 1: Extruded Sash, Unit Notes= 2-13/16 JAMBS; BOTH FRAME LEGS REMOVED AT HEAD, SILL AND LEFT SIDE OSV, MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop Unit 1.2. Extruded Sash, Unit Notes = 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD, SILL AND RT SIDE OSV, MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop *** Glass *** Unit 1 1, 1.2 Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without-Neat Coating, Square (S4S) Bead Unit 1 1, 1.2: Clear glass 'p ti *** Hardware-Accessories*** R Unit 1 1, 1.2. Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen(s) Loose ,� _.: ? N Species-Finish-Color Unit 1 1, 1.2 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame,.Match'Al[Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex.lnterior Frame, Rustic Screen- Casing-Jambs-Trim creenCasing-lambs-Trim * i Unit 1 1, 1.2: No Floor Sill on'Bottommost Window(s), NO Casing, 6-5/16" Clips Installation-Clips, NailingjFin 4-9/16" Jambs _= fist �r , .i i.• Miscellaneous ; _ ; Y, \= Unit 1.1, 1.2.,.MuIlrNotes= 2�13/J16 JAMBS; BOTH�FRAME LEGS REMOVED EXCEPT MULL; MOTORIZED OPERATORS,AND STOPSIF,O'R FIELD ASSEMBLY TO BE:SHIPPED LOOSrE2-13%16 JAMBS, MOTORIZED OPERATORS AND STOPS FOR ASSEMBLY, S.FiIPPEDLOOSE' :r Line# Week Of Date(s): ., � 1 7-' 10 ^ 2016-01-11 �. ?x.'Quantity; 10 D - TWIN M.BATH . ***Additional Line Item-** ee "moi + F Loose VistaLuxe Scrn (for Unit 1r.1=) *** Product Name*** rQN VistaLuxe Rectangle Awn�mg` {.� ^ *** Product VLA *** Unit*** Unit 1 1. Crank Out *** Hardware-Accessories*** Unit 1 1: BetterVue Fiberglass Screen *** Species-Finish-Color*** Unit 1 1. Rustic Exterior, Rustic Screen Printed. Sales Order Acknowledgement Page 26 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 017-05 2016-01-11 x Quantity: 1.00 D - TWIN KBATH ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1.2) *** Product Name*** VistaLuxe Rectangle Awning *** Product VLA ` *** Unit**. - Unit 1.2: Crank Out --y-� Hardware-Accessories .-''` '• _'`� �-.._ Unit 1.2* BetterVue Fiberglass Screen *** Species-Finish-Color Unit 1.2: Rustic Exterior, Rustic Screens Line# • ) -�-�`�' ��{' ,�--�-,_ ��,� � Week Of Date(s): I 2016-01-1:1 ;x '`' 018-01 = _ ;k sx Quantity•' F 1.00 Volume: 73 5 t D - TWIN (LAMM,Y)" BATH i. y j *.* Product Namei'***_ VistaLuxe Rectangle Awning r. *** Product Group VLMULL (Group 1 of ..* Product Unit 1.1. VLA(Assy 1) Unit..1 2. VLA(Assy 2) Wrapping -OverallrDimeriisions �, Frame Size 71 1/4"x221 ,Rough Opening"Size-a7�1,1r3/4"x 21 1/2", Unit Dimension Size 71 1/4"x 21" *** Individual Dimensions*** , Unit 1 1, 1.2. Frame Size-351/2"x'21" . e ti i. .*. Mulls Mull V. 1.1 to 1.2: Factory 174" Spread (21" length) *** Unit*** Unit 1 1 Extruded Sash, Unit Notes = 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD, SILL AND LEFT SIDE OSV, MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop Unit 1 2 Extruded Sash, Unit Notes= 2-13/16 JAMBS; BOTH FRAME LEGS REMOVED AT HEAD, SILL AND RT SIDE OSV; MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop *** Glass *** Unit 1.1, 1.2 Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1.1, 1.2* Custom Glass = LAMI 27, Custom glass *** Hardware-Accessories*** Unit 1.1, 1.2. Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Printed: Sales Order Acknowledgement Page 27 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Screen(s) Loose *** Species-Finish-Color*** Unit 1.1, 1.2: Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen *** Casing-Jambs-Trim*** Unit 1 1, 1.2: No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 4-9/16" Jambs Line# Week Of Date(s): 018-03 2016-01-11 x Quantity: 1.00 D - TWIN (LAMMY) M.BATH ***Additional Line Item *** '' '-'` Loose VistaLuxe Screen (for Unit 1 1) ^' *** Product Name VistaLuxe Rectangle Awning .** Product VLA .** Unit Unit 1.1: Outs Crank a �- j%,� � � � :�•_ ,.<` Hardware-Accessories . f (` BteVui e FiberglassScrUnit een tel;: . .c ..� i• - �'`'� .- Species-Finish-Color; { ; - , f r;� e -1 � A�, , Unit 1 1: Rustic Exterior, Rustic Sc�een�� ; " J Line# Week Of Date(s): 3 �� .. 2016-01-11 "� , 'T �.X Quanti `' - .1 00 ty.: D - TWIN (LAMMY) M:BATH , `` , ***Additional Line Item*** ``"`� 4� Loose VistaLuxe Screen (for.Unit 1 N, ` *** Product Name*** -52 \'%J �� r VistaLuxe Rectangle Awning *** Product*** VLA *** Unit*** Unit 1.2. Crank Out *** Hardware-Accessories*** Unit 1.2- BetterVue Fiberglass Screen *** Species-Finish-Color*** Unit 1.2 Rustic Exterior, Rustic Screen Printed: Sales Order Acknowledgement Page 28 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 019-01 2016-01-11 x Quantity: 1.00 Volume: 16.32 D - TRIPLE - FAM RM: RIGHT *** Product Name*** VistaLuxe Rectangle Awning *** Product Group*** VLMULL (Group 1 of 1) *** Product Unit 1 1 VLA(Assy 1) Unit 1.2: VLA(Assy 2) Unit 1 3, VLA(Assy 3) ***Wrapping -Overall Dimensions T 111, 11 Frame Size 105 1/2"x 21", Rough Opening Size 10611 x 21 1/211, Unit Dimension-SizejC 1/2: x 21 Individual Dimensions Unit 1 1, 1.2, 1 3 Frame Size 35"x 21" *** Mulls*** f 4 Mull V: 1.1 to 1.2, V 1.2 to 1 3 Factory-1/4" Spread (21'"'length) *.* Unit*** - - Unit 1 1 Extruded Sash, Unit Notes = 2-1.3/11'67JAMBS, BOTH FRAME LEGS:REMOVED�AT�HEAD,SILL AND LEFT SIDE OSV, MOTORIZED OPERQTORS-AND`ST�OPS FOR"FIELD ASSEMBLYTO BE SHIPPED"LOOSE, Cfank Out, Venting HingiRVFlush Frame, Square Stop Unit 1•>2:-Extrude&Sash, Unit�Notes- 1,2„1.3/16'JAMBS, BOTH FRAME LEGS REMOVED D'. AT HEAAND SILL ONLY-,,MOTORIZED OPERATOR-COVERrAND INT STOPS TO MATCH ACTIVE"UNITS FOR FIELD ASSEMBLY TOBE,SHIPPED LOOSE, Crank,0u`t Stationary Hinging, Flush Frame, Square Stop Unit 1 3 Extruded Sash/UnitlNotes= 217i,37a1�6 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD, SILL AND RT SIDE OSV; MOTORIZED/OPERATORS AND STOID&FOR FIELDrASSEMBLY TO BE SHIPPED LOOSE, Crank Oat;-, Venting Hinging;-Flush Frame, Square Stop *** Glass *** _ ,... , Unit 1 1, 1.2, 1 3 Dual Glazed,•H-K LoE 27.0 Insulated Glass, Mill Finish Spacer, Glass Prese,v a without�Neat Coating, Square (S4S) Bead.aJnit�1'1;1,2; 1,.3:Clear glass Hardware-Accessories•- "°��,_ :." Unit 1 1, 1 3 Marvel„Electronic Operator Window Hardware;Clay (Rustic) Hardware, Bei\ Vue Fiberglass Screen, Screen(s) Loose 'k= Specles-Finish-Cblor,*Vt Unit 1.1, 1 3* Pine, 70%Fluoropolymer Ext Sash, 70%Flubropolymer.�Ezterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex I'nterior Sash�Finish, Primed Latex'Ynte�o�,Frame, Rustic Screen Unit 1.2: Pine, 70% Fluoropolymer Ext Sash; 70%-Fluoropolymer-Exterio�F Arne, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame A J *** Casing-Jambs-Trim *** Unit 1.1, 1.2, 1.3. No Floor-Sill-6-n Bottommost Window(s), No Casing, 6-5/16”Clips Installation Clips, Nailing Fin, 4-9/16" Jambs `` �.)N Line# Week Of Date(s): 019-03 2016-01-11 x Quantity: 1.00 D - TRIPLE - FAM RM: RIGHT Printed: Sales Order Acknowledgement Page 29 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Additional Line Item*** Loose VistaLuxe Screen (for Unit 1 1) *** Product Name*** VistaLuxe Rectangle Awning *** Product*** VLA *** Unit*** Unit 1 1- Crank Out *** Hardware-Accessories*** Unit 1.1. BetterVue Fiberglass Screen *** Species-Finish-Color*** Unit 1 1- Rustic Exterior, Rustic Screen Line# Week Of Date(s): 019-05 2016-01-11 x Quantity: 1.00 : .5 D - TRIPLE - FAM RM: RIGHT *** Additional Line Item Loose VistaLuxe Screen (for"Unit�1 3) Product Namer �°;=j' ` t -.�, s •_ VistaLuxe Rectangle Awning-f=C I ..* Product VLA Unit v L.: Unit 1 3. Crank Out + _ _jp Hardware-Accesspries Unit 1.3: BetterVUe Fiber lass Screen ^� e Species-Finish:-Color �. 7 Unit 1 3: Rustic ExteriorRustic.Screeri '`"� .� Line# Ye' � :.'''":: -�' WebWOf Date(s): 020-01 , " �` List�P,rice ;z Quantity: Volume: 15 94 .Extended List Price,-'—, �,4 s' A )� a } D - TRIPLE - FAM`RM: LEFT *** Product Name*** VistaLuxe Rectangle Awning *** Product Group*** VLMULL (Group 1 of 1) *** Product*** Unit 1 1- VLA(Assy 1) Unit 1 2: VLA (Assy 2) Unit'1 3: VLA(Assy 3) ***Wrapping -Overall Dimensions*** Frame Size 103"x 21", Rough Opening Size 103 1/2" x 21 1/2", Unit Dimension Size 103" x 21" *** Individual Dimensions*** Unit 1 1, 1.2, 1.3: Frame Size 34 11/64"x 21" Printed: Sales Order Acknowledgement Page 30 of 92 11/19/2015 1110 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Mulls*** Mull V: 1 1 to 1.2, V: 1.2 to 1.3 Factory 1/4" Spread (21" length) *** Unit*** Unit 1.1- Extruded Sash, Unit Notes= 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD, SILL AND LEFT SIDE OSV; MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop Unit 1.2. Extruded Sash, Unit Notes = 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD, SILL ONLY; MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACITIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Square Stop Unit 1 3. Extruded Sash, Unit Notes= 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD, SILL AND RT SIDE OSV, MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop *** Glass *** Unit 1 1, 1.2, 1.3: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1 1, 1.2, 1.3- Clear glass *** Hardware-Accessories *** Unit 1 1, 1 3. Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screens Loose mow. *** Species-Finish-Color Unit 1 1, 1 3 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame;Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen Unit 1`}2. Pine,}70% AII- Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match Ekt Colors,-Ru`stic Exterkio�Primed Latex Interior Sash Finish, Primed Latex Interior Frame *** Casing-lambs-Trim Unit 1 1, 1.2, 1 3 No Floor Sill on Bottommost VVindow(s);'.No Casing, 6-5/16"'Clip Install ion\kClips, NailingeFin, 4-9/16" Jambs `i "} t� e we Line# ,� `""� ~� =: k;Of Date(s): " i. LL, 1,, x ,.:2016;.01='11" w� 0.;20. 03 x ,Quantity: ,: i 1.00 D - TRIPLE,y-\-FAM RWLE T , *** Additional Line Item Loose VistaLuxe Screen(fob Unit 1 1) "~- *** Product Name VistaLuxe Rectangle Awning '` Product VLAc , *** Unit Unit 1 1. Crank Out *** Hardware-Accessories''° ;; Unit 1 1 BetterVue Fiberglass�Screen *** Species-Finish-Color*** Unit 1.1: Rustic Exterior, Rustic Screen Printed- Sales Order Acknowledgement Page 31 of 92 11/19/2015 1110 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 02005 2016-01-11 x Quantity: 1.00 D - TRIPLE - FAM RM: LEFT ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1 3) *** Product Name*** VistaLuxe Rectangle Awning *** Product*** VLA "`•�. *** Unit Unit 1.3: Crank Out 9 *** Hardware-Accessories Unit 1.3: BetterVue Fiberglass Screen ` *** Species-Finish-Color Unit 1 3- Rustic Exterior, Rustic Screens Line# Week Of Dates �` � 021 -0�1 j-,.� ,:j__ r �,2016-01 _ List Price: '• x Q°uantity: ' �1s:00 x F�' Volume: `16 32 Extended;List Pricer�' � - 1 10, CIO ,�'• ft D - TRIPLET-`.LAMMY--. FAM_RM:-LEFT. *** Product Name'=***' VistaLuxe Rectangle.Awn ng �.. Product Group _ -,'� .,s,.�,::'�-'"� �} VLMULL(Group 1 of"1, *** Product*** �i...... . t 1 !N Unit 1 1 VLA(Assy 1) lJiiit 1;:2:'VLA(Assy 2) Unit 1.3. VIA(Assy 3) ***Wrapping -Overall DimensionsY` ' Frame Size 105 1/2" x-21", Rough Opening Size 106" x 21 1/2", Unit Dimension Size 105 1/2" x 21" Individual Dimensions Unit 1.1, 1.2, 1 3: Frame Size 35" x'21"s� *** Mulls.** 7s �~ " Mull V' 1.1 to 1.2, V 1.2 to 03, Factory 1/4" Spread (21" length) *** Unit*** Unit 1.1. Extruded Sash, Unit Notes= 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD, SILL AND LEFT SIDE OSV; MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop Unit 1.2. Extruded Sash, Unit Notes= 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD AND SILL ONLY; MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Square Stop Unit 1 3 Extruded Sash, Unit Notes = 2-13/16 JAMBS; BOTH FRAME LEGS REMOVED AT HEAD, SILL AND RT SIDE OSV, MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop *** Glass *** Unit 1 1, 1.2, 1.3 Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Printed: Sales Order Acknowledgement Page 32 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Square (S4S) Bead Unit 1 1, 1.2, 1 3 Custom Glass= LAMI 27, Custom glass *** Hardware-Accessories *** Unit 1 1, 1 3 Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen(s) Loose *** Species-Finish-Color*** Unit 1 1, 1 3 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen Unit 1.2. Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1.1, 1.2, 1 3: No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 4-9/16" Jambs Line# Week Of Date(s): 021 -03 2016-01-11 x Quantity: 1.00 �- D - TRIPLE - LAMMY - FAM RM: LEFTau � 4'f ***Additional Line Item t• Loose VistaLuxe Screen (for`U.nitl.'1 1) !"''`�. °°° i'• `.�' Product Name,.* s` VistaLuxe Rectan le Awnin t *** ProductJI : **' VLA ... , .** Unit Unit 1.1 Crank..0ut. Hardware-Accessories<� Unit 1 1. BetterV' e'Fiberglass Screen *** Species-Finish-Color-w*'. Unit 1 1. Rustic Exterio,; Rustic,Screen ,. ;, - ' z,., .�.� X14. Line# `k;' Week,1Of Date(s): -01-11 .301 021 -05 k Quantity: Ad �' �.•',�� 1yy�, \.tib;' c a+.tj. �� >•r D - TRIPLE - LAMMY= FAM RM: LEFT ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1 3) *** Product Name*** VistaLuxe Rectangle Awning *** Product*** VLA *** Unit*** Unit 1.3 Crank Out *** Hardware-Accessories*** Unit 1 3, BetterVue Fiberglass Screen Printed: Sales Order Acknowledgement Page 33 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Species-Finish-Color*** Unit 1 3 Rustic Exterior, Rustic Screen Line# Week Of Date(s): 022-01 2016-01-11 LL x Quantity: 1.00 Volume: 15 94 D - TRIPLE - LAMMY - FAM RM: RIGHT *** Product Name*** VistaLuxe Rectangle Awning *** Product Group*** X VLMULL (Group 1 of 1) f *** Product Unit 1 1: VLA Ass 1 Unit 1 2 VLA Ass 2 Unit 1 3' VLA Ass 3 ; Wrapping -Overall Dimensions ' t -- Frame Size 103"x 21", Rough Opening Size 103 1/2"x 21 1/2", Unit Dhensi1.11%on Size 1.03"x 21" *** Individual Dimensions . . ' Unit 1.1, 1.2, 1 3, Frame Size 34 11/64-'"x 21" Mulls1 Mull V 1.1 to 1.2, V. 1.2 to 1'"3;;Factory-k1l4"-Spread�(21 length) i �; . *** Unit*.* r A,f r ;rte *.'.. - r'' Unit 1.1 Extruded Sash, Unit`,Notes'-=,�f2-13/16 JAMBS,'BOTH FRAME LEGS REMOVED AT HEAD, SILL AND LEFT SIDE SV,- MOTORIZED OPERATORS AND-STOPS FOR FIELD ASSEMBLY�TO"BE SHIPPED LOOSE, Crank Out, L 7 X �„ d. v i u< Venting Hinging, Flush Frame?Square Stop Unit;,1�:2i Extruded Sash, Unit;Notes = 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEADLAND SILL�ONL';,Y, MOTORIZED QPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR,FIELDtASSEMB'LY'TO BE-„§ LOOSE, Crank Out, Stationary Hinging, Flush Erame, Square Stop Unit 1 3. Extruded;Sash, Unit Notes=,2-13/1'6';JAMBS, BOTH FRAME LEGS REMOVED AT HEAD?%SILL''AND-RT SIDE OSV, MOTORIZED OPERATORS.AN'D-STQPS FOR FIELD ASSEMBLY TO BE SHIPPED-LOOSE Crank Out, Venting Hin ing,'F�.lush. �.Fcame, Squ�a.re.-S. too—”" Glass Unit 1 1, 1.2, 1 3 Dual-Glazed, 4�K LoE 270In ulate.d Glass, Mill Finish Spacer, Glass regerve without Neat Coating, Square (S4S) Bead'Unit`1 1, 1 2 1 3. Custom Glass;= LAMI 27, Custom glasses . Hardware-Accessories � Unit 1 1, 1.3: Marvel Electronic Operator Window Hardware; Clay,](Rustic) Hardware, BetterVue Fiberglass Screen, Screen(s) Loose , {. •-`4 *** Species-Finish-Color Unit 1.1, 1 3 Pine, 70%Eluoropolymer Ext,Sash, 7f0%.Flaoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Fi�nism, rimed Latex Interior Frame, Rustic Screen Unit 1.2. Pine, 70% Eluoropolymer Ext Sash, 70%,Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Late��lnterior Frame *** Casing-Jambs-Trim "**, 'v Unit 1 1, 1.2, 1 3- No Floor Sill on Bottommost Window(s), No Casing, 6-5/16"Clips Installation Clips, Nailing Fin, 4-9/16" Jambs Printed: Sales Order Acknowledgement Page 34 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 022-03 2016-01-11 x Quantity: 1.00 D - TRIPLE - LAMMY - FAM RM: RIGHT ***Additional Line Item *** Loose VistaLuxe Screen (for Unit 1.1) *** Product Name*** VistaLuxe Rectangle Awning *** Product VLA *** Unit Unit 1 1 Crank Out r:, Hardware-Accessories Unit 1.1. BetterVue Fiberglass Screen _ '• = F *** Species-Finish-Color Unit 1.1- Rustic Exterior, Rustic Screen{ . i Line# 'Week Of Date(s): 022-05. [ fs X Quanti tY' , D - TRIPLE`-- 'LAMMY FAM_RM:�RIGHT`-�.,.,,..._� 7-z\ .- ***Additional Line-Item Loose VistaLuxe Screen'(for Unit *** Product Name VistaLuxe Rectangle Awning _ 3 *** Product VLA r 4 .** Unit*** .: ,' A Unit 1 3 Crank Out �'-•_,�` ;ice' *** Hardware-Accessories** � ; Unit 1 3* BetterVue Fiberglass Scre=en *** Species-Finish-Color**`;\'( Unit 1 3, Rustic Exterior, Rustic Screen Line# Week Of Date(s): 023-01 2016-01-11 x Quantity: 1.00 Volume: 7 37 �� Printed: Sales Order Acknowledgement Page 35 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO D - QUAD LAMMY - M.BATH *** Product Name*** VistaLuxe Rectangle Awning *** Product Group*** VLMULL (Group 1 of 2) *** Product*** Unit 1A.1 VLA(Assy 1) Unit 1A.2: VLA (Assy 2) ***Wrapping -Overall Dimensions *** (Overall Field Mull Dimensions) Frame Size 143 1/4"x 21", Rough Opening Size 143 3/4" x 21 1/2", Unit Dimension Size 143 1/4" x 21" *** Individual Dimensions*** Unit 1A.1, 1A.2: Frame Size 35 5/8" x 21" *** Mulls*** Mull V 1A.1 to 1A.2 Factory 1/4" Spread (21" length) *** Unit*** Unit 1A.1: Extruded Sash, Unit Notes = 2-13/16 JAMBS; BOTH FRAME LEGS REMOVED AT H_EXQINSILL AND LEFT SIDE OSV, MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE,SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop Unit 1A.2 Extruded Sash, Unit Notes=21`3/:16 JAMBS;BOTH FRAME LEGS REMOVED AT HEAD AND SILL ONLY, MOTORIZED OPERATOR.COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE,_Crank Out, Stationary Flinging"r 16sh Frame, Square .. ti Stop �.._._ i _ �:.: ^•, .** Glass*** s5 ,. ,,�• Unit 1A.1, 1A.2. Dual Glazed, H-K LoE:270 Insulated-Glass, , Custom glas Mill Finish Space r,-GlassNeb�Coating, Square (S4S) Bead Unit 1A.1,�1A2.rLA Custom Glass= M1, s *** Hardware-Accessories` 27 `< Unit 1A.1: Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware,,Better,V.ue Fiberglass Screen, Screen (s) Loose Species: Finish-Color Unit 1A.1 Pine, M% Fluoropolymer Ext Sasli',rh%-iluoropolymer ExteriorrFrame, Match All Ext Colors, Rustic Exterior, Primed Latex_Interior Sash,Finish, Primed Latexrinterior•Frame, Rustic-Screen Unit 1A.2 Pine, 70% Fluoropolymer-Ext Sash, 70% Fluoro of mer'Ezterior F{rame;�•Match°AII Ext Colors;=Rustic Exterior, Primed Latex Interior Sash,Finish`�`''-, P Y :� < Primed Latex In,�terior'Frame ={` *** Casing-Jambs-Trim"** `-7,. �. �'�. Unit 1A.1, 1A.2.'No FtooreSilI°on Bottommost:VViridowW,';No Casing, 6-5/16" Clips InstallationzClips`Nailing Fin, 4-9/16" Jambs Line# WeekrOf Date(s): 023-02 ... 16-01-11 s ' ^ ;.x Quantity.' ;1.00,*• w(tC VV `Ze D - QUAD LAMBATH ***Additional Line Item*** Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 1B 3, 1B.4) *** Mulls *** Mull V: 1A.1 to 1A.2, V: 1B.3 to 1B 4, Factory 1/4" Spread (21" length) Mull V: 1A.2 to 1B 3. Field 1/4" Spread (21" length), 1 11/16" Interior Mull Casing *** Species-Finish-Color*** Unit 1A.1 70% Fluoropolymer Exterior Frame, Rustic Exterior Printed: Sales Order Acknowledgement Page 36 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 023-04 2016-01-11 x Quantity: 1.00 D - QUAD LAMMY - M.BATH ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1A.1) *** Product Name*** VistaLuxe Rectangle Awning *** Product VLA Unit .. .. Unit 1A.1 Crank Outer. k Hardware-Accessories Unit 1A.1 BetterVue Fiberglass Screen ���. -;�, �' -� *** Species-Finish-Color Unit 1A.1 Rustic Exterior, Rustic Screen �'`( ;. µ - 7. D We Line# - Week Of Dat-e(s) k$., A,X;- 1 2016-01-1'1_':1 }fry. f 023-05 , } -A X Quantiti.. 1.00 Volume- 7:37ti �; ',- -;� V �t .'•"M..,, -mak ..-.� /'' ���i' i j �,�; D - QUAD LAMM_ Y -KBATH` �: t *.* Product Name:'* ` VistaLuxe Rectangle Awning **. Product Group VLMULL (Group 2 of 2),.z, *** Product Unit 1 B 3 VLA(Assy 1)',Unit 1 B�4 VLA(Assy 2) ***Wrapping -Overall Dimensions (Overall Field Mull Dimensions) Frame-Size 143 1/4"x 21", Rough Opening Size 143 3/4"x 21 1/2", Unit Dimension Size 143 1/4"x 21 ' Individual Dimensions * Unit 1 B.3, 1 B 4- Frame Size 35,5/8'1,2 21" *** Mulls*** Mull V: 1 B 3 to 1 B 4: Factory 1/4" Spread (21" length) *** Unit*** Unit 1B 3 Extruded Sash, Unit Notes= 2-13/16 JAMBS; BOTH FRAME LEGS REMOVED AT HEAD AND SILL ONLY, MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Square Stop Unit 1 B.4 Extruded Sash, Unit Notes= 2- 13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD, SILL AND RT SIDE OSV, MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop *** Glass *** Unit 1 B 3, 1 B.4. Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1 B 3, 1 B.4- Custom Glass= LAMI 27, Custom glass *** Hardware-Accessories *** Printed: Sales Order Acknowledgement Page 37 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Unit 1 B.4. Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose *** Species-Finish-Color*** Unit 16 3. Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame Unit 1 B.4: Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen *** Casing tiJam bs-Trim*** Unit 1 B.3, 1 B.4. No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 4-9/16" Jambs Line# Week Of Date(s): 023 -07 2016-01-11 x Quantity: 1.00 D - QUAD LAMMY - M.BATH Additional Line Item Loose VistaLuxe Screen (for Unit 1,B-4)1-) **. Product Name VistaLuxe Rectangle Awning f Product VLA r ;� •,' *** Unit Unit 1 B.4: wCrank Out *** Hardware-Accessories,. Unit 16.4° Bette'Nue\Fiberg1ass Screeri *** Species-Finish-Color.*' ti_ Unit 1B 4° Rusk-Exter`ior,.Rustic-Screen �- Line# � x 4 ,, � ... r Week Of Dates 024-01�* R . � � 1 2016-01-� _ ;� �; x Quantity: ""=~,- ""` 2.00.E Volume: 14 67 NA D - QUAD LAM MY _�M.�RE:TREAT, GUEST LIVING RM. *** Product Name*** VistaLuxe Rectangle Awning *** Product Group*** VLMULL (Group 1 of 2) *** Product*** Unit 1A.1° VLA(Assy 1) Unit 1A.2: VLA(Assy 2) ***Wrapping -Overall Dimensions *** (Overall Field Mull Dimensions) Frame Size 142 1/2"x 21", Rough Opening Size 143"x 21 1/2", Unit Dimension Size 142 1/2" x 21" *** Individual Dimensions*** Unit 1A.1, 1A.2: Frame Size 35 7/16" x 21" *** Mulls *** Printed: Sales Order Acknowledgement Page 38 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Mull V- 1A.1 to 1A.2. Factory 1/4" Spread (21" length) *** Unit*** Unit 1A.1 Extruded Sash, Unit Notes = 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD, SILL AND LEFT SIDE OSV; MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop Unit 1A.2. Extruded Sash, Unit Notes= 2-13/16 JAMBS; BOTH FRAME LEGS REMOVED AT HEAD AND SILL ONLY, MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Square Stop *** Glass*** Unit 1A.1, 1A.2. Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1A.1, 1A.2: Custom Glass= LAMI 27, Custom glass *** Hardware-Accessories *** Unit 1A.1• Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose *** Species-Finish-Color*** Unit 1A.1 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen Unit 1A.2. Pine;70%. Fl;uoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, PrimedeLatex Interior-Sash Finish, Primed Latex Interior Frame _ *** Casing-Jambs-Trim*** ,� �:n:`` ti: ?t Unit 1A.1, 1A.2. No Floor Sill on Bottommost Wndow(s), No Casing„_6-5/164"Clips-"Installation Clips-Nailing Fin, 4-9/16" Jambs ,> .4 i d y'r Week;Of_Date(s): Line# ..-� _ t f .7016-0111 024-02 ' ; 2.00 x Quaiitity:r - }- t S ,rr ` t � Al D - QUADIAMMY"=-_M. RETREAT,GU,EST LIVING RM. tr 4��fi ***Additional Lirie Items** � = '`� lj Loose VistaLuxe F,ield.Mull Wood/Metal,1.(for,Unit 1A.1'1A: ,;T-E=3, 1B.4) .** Mulls*** ', Mull V 1A.1 to 1A.2`;V;..103 to 1B 4 Factory'1/4`' Spread'(21" length) Mull V�`1Ai2 to 16 3 Field 1/4” Spread (21" length), 1 11/16" Interior Mull Casing *** Species-Finish-Coior''** Unit 1A.1- 70% FluoropolymerExterior Frame, Rustic,Exterior " Line# Week Of Date(s): 024 04 � � �� 5`'� f 2016-01-11 -Xl;- a�tity� 2.00 D - QUAD LAMMY - M. RETREAT, GUEST LIVING RM. ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1A.1) *** Product Name*** VistaLuxe Rectangle Awning *** Product*** Printed Sales Order Acknowledgement Page 39 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO VLA *** Unit*** Unit 1A.1-. Crank Out *** Hardware-Accessories*** Unit 1A.1: BetterVue Fiberglass Screen ***Species-Finish-Color*** Unit 1A.1 Rustic Exterior, Rustic Screen Line# Week Of Date(s): 02405 2016-01-11 x Quantity: 2.00 Volume: 14.67 D - QUAD LAMMY - M. RETREAT, GUEST LIVING RM. / *** Product Name VistaLuxe Rectangle Awning *** Product Group VLMULL (Group 2 of 2) ..* Product Unit 1 B.3 VLA(Assy 1) Unit.:1 B'`4`:VLA(A§§,y 2,)_ ***Wrapping -Overall Dimensions (Overall Field Mull-Dimensions)*rarne,Size 1421/2".;x:21";;-Rough Opening Size X1,43"x 2`1 1/2", Unit Dimension Size 142 1/2" x 21', *** lnrvidual Dimensions)*** Unit 1-63, 1LB,4: Fame Size 35 7/1'6nt x 21" *** Mulls*** �- r =•i , f Mull V: 1 B 3 to;16 4: Factory 1/4" Spread(21" Iength)j r � *** Unit Unit 1 B 3. Extru'ded'Sash; Unit.Notes-`-.2A 3/16-JAMBS;�BOTH FRAME LEGS REMOVED ATMEAD�AND)SIEL" ONLY; MOTORIZED OPERATOR COVER AND INT STOPS�TOMATCH ACTIVE UNITS FOR FIELD,ASSEIMI!Y TO BE SHIPPED LOOSE..,.Crank Out-Stationar.'Hinging, Flush Frame-, Square Stop Unit 1 134,,,Extr68'ed,§ash, Unit Notes= 2- 13/16 JAMBS, BOTH,FRAME LEGS.-REMOVED AT HEAD.,}SILL AND RT SIDE OSV; M5 ,TORIZED OPERATORS AND STOPS FOR FIELD}ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop *** Glass Unit 1 B.3, 1 B 4, Dual Glazed, H-K LoE 270 Insulated Glass;Mill Finish-Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1B 3; 1,B._4,;-,Custom Glass - LAMI'27,1C6stom glass Hardware-Accessories;, .-� i,.� Unit 1 B.4: Marvel Electro_nic'Operator Window�Fiardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose *** Species-Finish-Color*** Unit 1 B 3- Pine, 70% Fluocopo.lymer�Ext-Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash,Finish, Primed Latex Interior Frame Unit 1 B.4 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen *** Casing-Jambs-Trim*** Unit 1 B.3, 1 B 4 No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 4-9/16" Jambs Printed: Sales Order Acknowledgement Page 40 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 024-07 2016-01-11 x Quantity: 2.00 D - QUAD LAMMY - M. RETREAT, GUEST LIVING RM. ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1B.4) *** Product Name*** VistaLuxe Rectangle Awning *** Product*** VLA T. + Unit Unit BA: Crank Out 4_ *** Hardware-Accessories Unit 1 B.4 BetterVue Fiberglass Screen *** Species-Finish-Color g Unit 1B.4: Rustic Exterior, Rustic Screen ! Line# j Week Of Date(s): 025-01 )"21� fit '• -' ;- x Quantity: '1:00, volum1.1:'39 lL S} '� �:. LL l✓' D - QUAD LAMMY-L FAMILY'RM. *** Product Named + VistaLuxe Rectangle Awning *** Product Group'* ,' VLMULL (Group 1 of 2) S T , *** Product*** , �* Unit 1A.1: VLA (Assy 1)Unit,1"A'2<<VLA(Assy 2) �t ***Wrapping -Overall Dimensions*** : (Overall Field Mull Dimensions) Frame-Size 147 1/2"i-21 Rough Opening Size 148"x 21 1/2", Unit Dimension Size 147 1/2" x 21 *** Individual DimensionsvS Unit 1A.1, 1A.2. Frame Size 36,11IMB" x 21" *** Mulls*** `;_11 14 Mull V: 1A.1 to 1A.2. Factory 1/4" Spread (21" length) *** Unit*** Unit 1A.1* Extruded Sash, Unit Notes = 2-13/16 JAMBS; BOTH FRAME LEGS REMOVED AT HEAD, SILL AND LEFT SIDE OSV; MOTORIZED OPERATORS AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop Unit 1A.2. Extruded Sash, Unit Notes= 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD AND SILL ONLY; MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Square Stop *** Glass *** Unit 1A.1, 1A.2: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square(S4S) Bead Unit 1A.1, 1A.2. Custom Glass= LAMI 27, Custom glass Printed- Sales Order Acknowledgement Page 41 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Hardware-Accessories*** Unit 1A.1- Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose ***Species-Finish-Color*** Unit 1A.1: Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen Unit 1A.2 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1A.1, 1A.2. No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 4-9/16" Jambs Line# Week Of Date(s): 02502 2016-01-11 x Quantity: 1.00 y;�� t\'- . d �.r+•:a`i ***Additional Line Item Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1.-1"Aa2, 1 B 3, 1 B 4),'4 ,. "� L' '' A r + ..* Mulls*** � '•. : :� .. l 'N Mull V. 1A.1 to 1A.2, V 1B 34o 1B.4: Factory1/4" Spread (2;1" length) Mull VV-1`A.2 to 16'3:.Field 1/4" Spreadt(21"- length), 1 11/16" Interior Mull Casing `s *** Species-Finish-Color Unit A.1.-,70%Fluoropolymer`Extenor Frame, Rustic Exterior , �. Line# " ° t :° ;` a �'' /Week Of Dates • ,. :. :. 2016-01-11 l�_y 025�04�t f, ar .�`:^ � j., � . �f�:.=� ` ,Quantity: 1.00 vzl ***Additional Line Loose VistaLuxe Screen-(for Unit 1A.1 *** Product Name" ,( ) 4` VistaLuxe Rectangle Awnings ` :.. # a,, y �,. *** Product VLA *** Unit Unit 1A.1: Crank Out �N ,� ' *** Hardware-Accessories'*.** Unit 1A.1. BetterVue Fiberglass Screen *** Species-Finish-Color*** Unit 1A.1 Rustic Exterior, Rustic Screen Printed Sales Order Acknowledgement Page 42 of 92 11/19/2015 11 10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 025-05 2016-01-11 x Quantity: 1.00 Volume: 11.39 D - QUAD LAMMY - FAMILY RM. *** Product Name*** VistaLuxe Rectangle Awning *** Product Group*** VLMULL(Group 2 of 2) *** Product*** =" Unit 1 B.3 VLA(Assy 1) Unit 1 B.4• VLA(Assy 2) - °""r ` ' 4 Wrapping Overall Dimensions �-•-, ,,. � (Overall Field Mull Dimensions) Frame Size 147 1/2"x 21", Rough Opening Size-1-4 ' x 21,:172", Unit�Dimension Size 147 1/2" x 21" *** Individual Dimensions Unit 1B 3, 1B 4• Frame Size 36 11/16"x 21" ..* Mulls Mull V 1 B 3 to 1 BA Factory 1/„4' Spread (21" length-)­,, > . , . '` t•; ' ;jF: ;_ . � �` Unit f �=. 1 y ► ,." Unit 16.3: Extruded Sash, Unit:Notes.:;2-13/16-JAM BS; BOTH FRAME LEGS REMOVED AT HEAD AND SILL ONLY; MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE,UNITS\EO.RrEIELD ASSEMBLY TO BE SHIPPED,L"OOS,E, Crank Out,Stationary Hinging, Flush Frar Square Stop Unitt16-A Extruded Sash, Unit Notes = 2- 13/16=JANIBS,BOTH FRAME�LEGS REMOVED�AT HEAD, SILMND.RT fSIDE'OSV, MOTORIZED OPERATORS AND STOPS FOt,FIELD ASSEMBLY TO BE SHIPPED-LOOSE Crank Out,,Venting Hinging, Flush Frame, Square Stop r s Glass ._._.•.,; �`; � �• ; . I.<� .•,:�"`" �., ,���; Unit 1 B 3, 1 B.4. Dual�Glazed, H-K LoE,270 Insulated-Glass, Mill Finish Spacer, Glass Preserve without,.,Neat.Coating,, Square (S4S) Beadr,Uniil 6'-3-,,. l B 4• CusOm Glass�,>,LAMI 27, Custom glass _ r yf *** Hardware-ACCessofies-*"*_ Unit 1 B 4- MarveilLil etronia,Operator*Window Hardware_Clay-(Rustic) Hardware, Bette�Vue Fib glass Screen, Screen (s) Loose *** Species-FinishwColor * V<. - 4 `" C �- Unit 1B 3 Pine, 70%,�Fluoropolymer Ext Sash;70%Fluoropolymer Exterior Frarne Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame Unif413:y4 Pine;'70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterio��Frame; Match All Ext Colors, Rustic-."& or,!Brimed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen'- *** Casing-Jambs-Trim'**� '` 6 Unit 1 B 3, 1 B 4: No Floor Sill on Bottom,most Wndow(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 4-9/16" JambsI x Line# Week Of Date(s): b � 2016-01-11 025-07 x Quantity: 1.00 ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1 B 4) *** Product Name*** Printed- Sales Order Acknowledgement Page 43 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO VistaLuxe Rectangle Awning *** Product*** VLA *** Unit*** Unit 1 B 4- Crank Out *** Hardware-Accessories*** Unit 1 B 4. BetterVue Fiberglass Screen ***Species-Finish-Color*** Unit 1 B 4 Rustic Exterior, Rustic Screen Line# Week Of Date(s): 026-01 2016-01-11 x Quantity: 1.00 Volume: 7.37 : l L IA D -DBL QUAD LAMMY - MSTR RETREAT - :. .*. Product Name VistaLuxe Rectangle Awning - ? *** Product Group VLMULL(Group 1 of 4) -~' *** Product*** Unit 1A.1. VLA(Assy 1) Unit ;IA:;2' VLX(Assy 2j'-<. : ** Wrapping'=Overall Dimensions ;.: .. - (Overall=Field Mull Dimensions)#Frame Size 286 1/2",,x 21", Rough Opening4Size,287" x 21 1/2", Unit Dimension Size 286 Individual Dimensions ; .�, & Unit 1A.1, 1A'2. Frame Size?35 19/32" )62'1" �. *** Mulls Mull V: 1A.1 to 1A:2' Factory:l%4'" Spread (21"Tlength) .** Unit*** 4' Unit 1A.1- Extruded Sash, Unit:Notes 2=13/<1a6 JAMBS, BO— FRAME LEGS REMOVED"AITkHEAD, SILL AND LEFT SIDE OSV, MOTORl2ED'OPERATO,R AND STOPS,FOR.FIELD ASSEMBLY--TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush'FFa`me, Square Stop Unit 1A.2;.Ext�uded Sash„ Unit Notes= 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT.HEAD`AND SILL ONLY;-MOTORIZED OPERATOR dOVE�AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED,LOOSE,.Clank Out, Stationary Hinging, Flush Frame, Square �.=.° ti ,.- = Stop .`>.�, Glass :J� Unit 1A.1, 1A.2 Dual Glazed H K LoE 270 l5 u t d Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead U6it 1A.1, 1A.2. Custom Glass= LAMI 27, Custom glass Hardware-Accessories;*�q � Unit 1A.1• Marvel Electronic',Operator,Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose ;` *** Species-Finish-Color*** Unit 1A.1 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen Unit 1A.2 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1A.1, 1A.2: No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 4-9/16" Jambs Printed. Sales Order Acknowledgement Page 44 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 026-02 2016-01-11 x Quantity: 1.00 D -DBL QUAD LAMMY - MSTR RETREAT *** Additional Line Item*** Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 1B 3, 1134, 1 C 5, 1C 6, 1D 7, 1D 8) *** Mulls*** Mull V 1A.1 to 1A.2, V 1B 3 to 1B 4, V 1C 5 to 1C 6, V- 1D 7 to 1D 8* Factory 1/4" Spread (21" length) Mull V 1A.2 to 1B.3, V: 1C.6 to 1D 7- Field 1/4" Spread (21" length), 1 11/16" Interior Mull Casing Mull V- 16.4-to'tC-�5 Field 1/4" Spread (21" length) *** Species-Finish-Color*** Unit 1A.1, 70% Fluoropolymer Exterior Frame, Rustic Exterior Line# ti„' Week Of Date(s): 2016-01-11 026-03 -M� . x Quantity: X1.00 • ti : D -DBL QUAD LAMMY -MSTR;RETREAT z `�: -�` 14 ***Additional;Linelltem*** Loose Vista Luxe;FieI&M;ul[,Wood/Metal.2 (for Unitx1A�,1 �1A.2, 1 B 3, 1 B 4, 1 C 5, 1 C 6, 1 D.7, 1 D.B.) Mu s Mull V: 1A.1 to 1A;2, V- 1-B"`3.to'-,16;4,.V,1C.5 to 1C 61 V-�1.D 7-to 1,D 8 Factory 1/4" Spread (21� length) Mull V 1A.2 to 1B 3, V• 1C 6 to 1D,.7: Field 1/4"^Spread'(21'1ength) 1 11//16" Interior Mull Casing MullkV, 1,6.4 to 1C.5 Field 1/4" Spread (21 length)'L' *** Species-Finish-Color*k* Unit 1A.1* 70% Fluoropolymer Exterior Frame, Rustic Exterior, t ;I Line# ;' ` Week Of Date(s): ri e `.t x 2016-01-11 026-04 A x Quantity: 1.00 D -DBL QUAD LAMMY - MSTR RETREAT *** Additional Line Item*** Loose VistaLuxe Field Mull Wood/Metal 3 (for Unit 1A.1, 1A.2, 1 B.3, 1 B.4, 1C.5' 1C 6, 1 D 7, 1 D 8) *** Mulls*** Mull V 1A.1 to 1A.2, V. 1B 3 to 1B 4, V 1C 5 to 1C 6, V. 1D.7 to 1D 8 Factory 1/4" Spread (21" length) Mull V. 1A.2 to 1B.3, V. 1C.6 to 1D 7 Field 1/4" Spread (21" length), 1 11/16" Interior Mull Casing Mull V 1B 4 to 1C.5. Field 1/4" Spread (21" length) Printed Sales Order Acknowledgement Page 45 of 92 11/19/2015 11 10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO ***Species-Finish-Color*** Unit 1A.1 70% Fluoropolymer Exterior Frame, Rustic Exterior Line# Week Of Date(s): 026-06 2016-01-11 x Quantity: 1.00 D -DBL QUAD LAMMY - MSTR RETREAT ***Additional Line Item *** Loose VistaLuxe Screen (for Unit 1A.1) . *** Product Name VistaLuxe Rectangle Awning " *** Product*** =w VLA *** Unit Unit 1A.1: Crank Out *** Hardware-Accessories*** r ., . Unit 1A.1 BetterVue Fiberglass Screen *** Species-Finish-Color .'=-r "fir.;; ;_, Y1_ S_ 1 ',dem"'` ,�}✓ Unit 1A.1 Rustic Exterior, Rustic Screen Line, i' / .# - Week Gf Date(s): 02 rGG,''_. ..: 7 .. �`: ` `>. i_- , - r /2016:01-11 x�,Quantity:` f �,_-: 1.00 ..x" .. volume:i7 37_,: ; ' . >>. D -DBL QUAD LAMMY - MSTR RETREAT *** Product Name VistaLuxe Rectangle Awning , *** Product Group VLMULL (Group 2 of 4), *** Product*** ,� ' - � -- Unit 1133 VLA (Assy 1) Unit 1 B.4.X6i (Assy 2),w� ***Wrapping -Overall Dimensions (Overall Field Mull Dimensons)� Frame`Size 286 1/2"x 21", Rough Opening Size 287" x 21 1/2", Unit Dimension Size 286 1/2"x 21 °F *** Individual Dimensions*** Unit 1 B.3, 1 B 4 Frame Size 35 19/32" x 21" *** Mulls*** Mull V- 1 B.3 to 1 B 4 Factory 1/4" Spread (21" length) *** Unit*** Unit 1 B 3 Extruded Sash, Unit Notes= 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD AND SILL ONLY, MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Square Stop Unit 1 B 4- Extruded Sash, Unit Notes = 2- 13/16 JAMBS; BOTH FRAME LEGS REMOVED AT HEAD, SILL AND LEFT SIDE OSV, MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop Printed- Sales Order Acknowledgement Page 46 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Glass*** Unit 1 B 3, 1 B 4: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1 B 3, 1 B.4• Custom Glass = LAMI 27, Custom glass *** Hardware-Accessories*** Unit 1 B 4• Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose *** Species-Finish-Color*** Unit 1 B 3 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame Unit 1 B.4• Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen *** Casing-Jambs-Trim*** Unit 1 B.3, 1 B.4: No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 4-9/16" Jambs Line# Week Of Date(s): 026 09 2016-01-11 r x Quantity: 1.00 ,2 N ' �. 1 ,fit. ..,�`.,,•" D -DBL QUAD LAMMY- -'MSTR-RETREAT 'f:. �' r Ali ***Additional Lineltem Loose Vista L-uze Screen (forjUnit 16:.4) V Pcodiict`Name � r � '�`'e,, , � � '_•, �� VistaLuxe Rectangle Awning t♦` ; 1 ,j Product VLA tf . f t.` ; _f' , .** Unit 't: Unit 16.4: Crank:0iit"`s *** Hardware-Accessories. Unit 16 4 BetterVue'Fitierglass.Screen -•- *** Species-Finish;Color ** 1-- '• ,�` .��__.'I r\ Unit 1 B 4 Rustic Exterior; Rustic Scren �? V 4 . Line#i '_, t � ; --; Week Of Date(s): 026' 10 2016-01-11 11'y y k3 1 uantity: .� ° 1.00 r Volume: 7.37ttt D -DBL QUAD LAMMY - MSTR RETREAT *** Product Name*** VistaLuxe Rectangle Awning *** Product Group*** VLMULL (Group 3 of 4) *** Product*** Unit 1C 5• VLA(Assy 1) Unit 1C 6 VLA(Assy 2) ***Wrapping -Overall Dimensions*** (Overall Field Mull Dimensions) Frame Size 286 1/2"x 21", Rough Opening Size 287" x 21 1/2", Unit Dimension Size 286 Printed Sales Order Acknowledgement Page 47 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO 1/2"x 21" *** Individual Dimensions *** Unit 1C.5, 1C 6: Frame Size 35 19/32"x 21" *** Mulls *** Mull V: 1C 5 to 1C 6: Factory 1/4" Spread (21" length) *** Unit*** Unit 1C.5: Extruded Sash, Unit Notes= 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD AND SILL ONLY, MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Square Stop Unit 1C.6 Extruded Sash, Unit Notes= 2-13/16 JAMBS, BOTH FRAME LEGS REMOVED AT HEAD AND SILL ONLY, MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Square Stop *** Glass*** Unit 1C.5, 1C 6: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1C 5, 1C 6- Custom Glass= LAMI 27, Custom glass *** Hardware-Accessories*** Unit 1C 5 Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose *** Species-Finish-Color Unit 1C 5. Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame. Match;All}Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen Unit;1'C 6: Pine70% FI'uoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic•,Ezte­rior, Primed Latex lntenor-S§ash Finish, Primed Latex Interior Frame ; `, '' • 4 *** Casing�Jambs-Trim*** „ Unit 1C.5, 1C 6: No Floor Sill on Bottommost Window(s), No Casing, 6-5/1'6 Clipsrinstallatio Clips, Nailing,Fin, 4-9/16 Jambs Line# S; Week,Of Date(s): ' 3i k 2016-01 0,2.6=1=2 it , =E :. - - ;�r k x .Quantity .,r ,� 1.00 t ? :eft _ a ' Ai D -DBL QUAD LAMMYM MVR-RETREAT k *** Additional Line''Item Loose VistaLuxe Screen:(for�Unit 1C 5) ' Product Name***\ VistaLuxe Rectangle Awning , *** S�q 14 Product ` x VLA :"...r *** Unit Unit 1C 5: Crank Out K *** Hardware-Accessories * Unit 1C.5: BetterVue Fiberglas"s.Screen *** Species-Finish-Color*** Unit 1C 5 Rustic Exterior, Rustic Screen Printed: Sales Order Acknowledgement Page 48 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 026-13 2016-01-11 x Quantity: 1.00 Volume: 7.37 10.7 X08 D -DBL QUAD LAMMY - MSTR RETREAT *** Product Name*** VistaLuxe Rectangle Awning *** Product Group*** VLMULL (Group 4 of 4) *** Product*** Unit 1 D 7 VLA(Assy 1) Unit 1 D 8 VLA(Assy 2) ***Wrapping -Overall Dimensions (Overall Field Mull Dimensions) Frame Size 286 1/2"x 21", Rough Opening�Size<287,;�x 21 1/2' Unit Dtiimension Size 286 Individual Dimensions Unit 1 D 7, 1 D 8 Frame Size 35 19/32"x 21" .** Mulls Mull V 1 D 7 to 1 D 8* Factory 1/4':-S54ad (21" length)~ *** Unit*** -- - •r:- '�'' `', f ,,-F..: :_. ---„ 4 � 4 1. r i,:. ,,.• @:. Unit 1D 7- Extruded Sash, Unit-Notes.Fr2=13/1'6-JAMBS ; BOTH FRAME LEGS-REMOVED AT HEAD AND SILL ONLY; MOTORIZED OPERATOR COVER/AND INT STOPS TO MATCH ACTIVE,UMTSsEO.R-'FIELD ASSEMBLY TO BE SHIPPED-L"OOS.E, Crank Out, Stationary Hinging, Flush/Frame, Square Stop Unit:,lb—. Extruded Sash, Unit Notes= 2- 13/16 JAMBS, BOTH FRAME�LEGS REMOVED-AtiT`HEAD, SILL AND RT;SIDE'OSV, MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED,�LOOSE, Crank Out,,.V&ting Hinging, Flush Frame, Square Stop-\ *** Glass***;'. :' S _ '} �� ! .. s `' 1 r Y �_ `ate ,s.. ` Unit 1D.7, 1D 8•-.Dual Glazed, H-K LoE 270 Insulated;Glass, Mill Finish Spacer, Glass Preserve withouut�-„„Ne`at+NCoating Square (S4S) bbad'Unit,1674 D_.8: CustonGlass:;I_`AMI 27, Custom glass g *** Hardware-Accessories Unit 1 D 8- Marvel;Electronic,Qpeeator Window ,C.l Hardwareay�(Rustic) Hardware, Bette�Vue Fiberglass Screen, Screen (s) Loose `t1 *** Species-Finish"Color. Unit 1 D 7 Pine, 70%;Fluoropolymer Ext Sash,70%,.Fluoropolymer Exterior F ,.Match All Ext Colors, Rustic Exterior, Primed Latex Interior'Sash.Finish, Primed Latex Interior Frame Uihitrt1:D:8 Pine"�70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterioe�Framez,Match All Ext Colors, Rustic`Efxterior,"Rrilmed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screeri' �''► �`ti �� Casing-Jambs-Trim Unit 1 D.7, 1 D 8* No Floor"Sill on Bottommost V dow(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 4-9/16" Jambs Line# ' ' 4� Week Of Date(s): � A 026-15 '- J 2016-01-11 x Quantity: 1.00 i D -DBL QUAD LAMMY - MSTR RETREAT ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1 D 8) Printed Sales Order Acknowledgement Page 49 of 92 11/19/2015 11 10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Product Name*** VistaLuxe Rectangle Awning *** Product*** VLA *** Unit*" Unit 1 D.8: Crank Out *** Hardware-Accessories *** Unit 1 D 8: BetterVue Fiberglass Screen *** Species-Finish-Color*** Unit 1 D 8 Rustic Exterior, Rustic Screen Line# Week Of Date(s): 027_01 2016-01-11 x Quantity: 2.00 Volume: 83 09 11 u r"- r s J B/E- TWIN: BRIDGE *** Product Name ' Unit 1.1, 1.2: VistaLuxe Rectangl!a Direct Set Unit l.-,3,1,1 4 :VistaLuxe Rectangle-Awning, ' �. �- *** Product Group VLMULL (Group 1 of 1) .** Product' Unit 1 1 VLDS,(Assy 1) Unit/1,2: VLDS (Assy 2) Unit 1)-3 VLA(Assy 3) Uhit 1 4,.Vl.�„(Assy 4) ***Wrapping -Overall Dimensions.*** yc Frame Size-.67 3/4' x 117";-Rough'Op ning Size 68?1`/4"x 117 1"/2"Unit Dimension Size 67 3/4" x 117" *'* IndividuallDimensions '* Unit 1.1, 1.2. Frame-'Size 133 3/4"x 93"°Unit 1.3,E1.4-.,.Frame Size`33 3/4" x 24" *** Mulls Mull V' 1.1, 1 3 to 1:2;;=1 4'Factory�Stedl§bffener-1/4 eSteel -4-1/2 Depth (117 length) i unit Unit 1.1, 1.2: Unit N" - NO-,.- istaLuxewFlush Frame, Both=Frame Legs Removed (Standard);-.Square Stop Unit 1 3, 1.4. Extruded SasR,,_.Onit-Notes=`MOTORIZED OPERATOR AND STOPS FOR FIELD'ASSEMBLY TO BE SHIPPED LOOSE, Crank OutOVentin�g Hinging Flush Frame, BothrF�ame Legs,Removed(Stands d), Square Stop Glass .:..- Unit 1 1, 1.2. Dual Glazed 'H-,K LoE 270 Insulated Glass, Mill=Finish Spacer, Glass Preserve without Neat Coating Unit 1.1, 1.2. Clear glass, Tempered Glass Unit 1.3, 1 4 DualaGlazed"IH-K'LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coati*g,,Square(S4S),Bead`Uknit'13,`114 Clear glass Hardware-Accessories' Y. .f Unit 1 3, 1 4 Marvel Electronic Operator;Wo%Alnd' ardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen(s) Loose ` - *** Species-Finish-Color,** ; Unit 1 1, 1.2: Pine, Rustic 7 % .0Fluoropolymer Exterior, Primed Latex Interior Frame Unit 1.3, 1 4: Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen *** Casing-Jambs-Trim*** Unit 1 1, 1.2, 1 3, 14 No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2- 13/16"Jambs Printed: Sales Order Acknowledgement Page 50 of 92 11/19/2015 11 10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 027-04 2016-01-11 x Quantity: 2.00 B/E- TWIN: BRIDGE ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1 3) *** Product Name*** VistaLuxe Rectangle Awning *** Product*** VLA r � .** Unit Unit 1 3: Crank Outh'� , Hardware-Accessories ,.u-,.,_,- s '` '•�, � Unit 1 3 BetterVue Fiberglass Screen *** Species-Finish-Color Unit 1.3: Rustic Exterior, Rustic Screen. Line# µ y ' Wee Of Date(s): '. 02��00� � `' •"�F �,': A ka 2016-01 'f1� ✓''" irk t x Quantity.. 2:00 f Irk B/E- TWIN: B.RIDG,E ***Additional Line::ltem Loose VistaLuxe Screen:(for Unit 1 4) :., *** Product Name*'* VistaLuxe Rectangle Awning`sn *** Product VLA .** Unit Unit 1 4. Crank Out *** Hardware-Accessories ** Unit 1 4 BetterVue Fiberglass Screen *** Species-Finish-Color ;, ,' * ` Unit 1.4: Rustic Exterior, Rustic Screen Line# Week Of Date(s): 028-01 2016-01-11 13 11At x Quantity: 2.00 Volume: 83.09 '1. „ Printed: Sales Order Acknowledgement Page 51 of 92 11/19/2015 1110 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO B/E- TWIN (LAMMY): OPEN TO BELOW *** Product Name*** Unit 1.1, 1.2: VistaLuxe Rectangle Direct Set Unit 1.3, 1.4: VistaLuxe Rectangle Awning *** Product Group*** VLMULL (Group 1 of 1) *** Product*** Unit 1.1. VLDS (Assy 1) Unit 1 2. VLDS (Assy 2) Unit 1.3 VLA(Assy 3) Unit 1 4 VLA(Assy 4) ***Wrapping -Overall Dimensions*** Frame Size 67 3/4" x 117', Rough Opening Size 68 1/4"x 117 1/2", Unit Dimension Size 67 3/4" x 117" *** Individual Dimensions*** Unit 1 1, 1.2: Frame Size 33 3/4"x 93" Unit 1 3, 1.4 Frame Size 33 3/4" x 24" *** Mulls*** Mull V 1.1, 1 3 to 1.2, 1 4 Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117' length) *** Unit*** Unit 1 1, 1.2: Unit Notes = no, VistaLuxe, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1 3, 1 4- Extruded Sash, Unit Notes = MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY�JO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Both Frame Legs Removed (Standard)`Square Stop *** Glass*** Unit 1.1, 1.2 Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer.-GlassPreserve.withoutaNeat Coating Unit 1.1, 1 2, 1 3, 1 4 Custom Glass= LAMI 27, Custom glass Unit 1 3, 1,4�Dual Glazed,_H-K LoE,270 lr"s01ated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead. *** Hardware-Accessories Unit 1.3, 1 4• Marvel Electronic Operator Window Hardware, Clay (Rustic),Hardware,°BetterVue Fiberglass'-Screen, Screen(s) Loose *** Species-Finish-Color Unit 1 1, 1.2. Pine.,F,Rustic 70% Fluoropolymer EXdbei& Primed}Latex Interior Frame Unit/1, 3, 14 Pine, 70% Flu oropolymer-Ezf Sash, 70%'Fluoropolymer Exterior Frkame, Match All Ext-Colors-,Rustic Exterior, Primed Latex Interior Sash-F,.inish,-Primed Latex Interior Frame, Rustic Screent I Casing;,JambsTrim {. . / ; �,,4 I , Unit 1.1, 1.26,1 3;1 A No Fl` Si0on Bottommost'Window(s)!No Casing, 6-5/16" Clips Installation Clips, Nailing Fim, 2- 13/16 Jambs: 4 Line#`;; _ �' `" .� ,q ,, '% Week Of Date(s): r, 2016-01-11 028-04 t . . x Qu n'tity -2.00 h; dfl ' B/E- TWIN (LAMMY): OP�EWTO BELOW X: *** Additional Line Item ***,FY CY Loose VistaLuxe Screen"(for Unit i1,' w ki *** Product Name*** � °; VistaLuxe Rectangle Awning *** Product*** VLA *** Unit*** Unit 1 3 Crank Out *** Hardware-Accessories*** Unit 1 3- BetterVue Fiberglass Screen *** Species-Finish-Color*** Unit 1 3 Rustic Exterior, Rustic Screen Printed: Sales Order Acknowledgement Page 52 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 028-06 2016-01-11 x Quantity: 2.00 B/E- TWIN (LAMMY): OPEN TO BELOW ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1 4) *** Product Name*** VistaLuxe Rectangle Awning *** Product VLA *** Unit Unit 1.4: Crank Out *** Hardware-Accessories ,.,�! Unit 1 4: BetterVue Fiberglass Screen ,. k *** Species-Finish-Color*** Unit 1.4: Rustic Exterior, Rustic Screens Line# --.` M-- `j.' Week Of Date(s): 029-01 f# �, x Quantity: y- :,\ '2.0,0. t . Volume: 84.62 / ;. "`A. ,z _� ,,,. -. t•_: 1- i �, r+� � � -�;:fes-'"" �'� i B/E- TWIN ,LAMMY : OPEN TO"BELOW:SIDES - *** Product Name`,,,.,** Unit Unit 1 1, 1.2: VistaLuxe Rectangle Direct Set:lJnit 1.3, 1-4WVistaLuxe Rectangle•Awningi~'_ *** Product Group VLMULL (Group 1 of 1,) *** Product*** Unit 1 1- VLDS (Assy 1);Unit 1:2 ,VLDS (Assy 2) Unit 1 1 VLAf(Assy 3) Unit 1 4. VLA(Assy 4) ***Wrapping -Overall Dimensions*** , j; ;,ICIN 1. ' Frame Size 69"x 117 `;Rough Opening!Size 6,9 1/2" x11 17 1/2", Unit Dimension Size 69" x 117" *** Individual Dimensions***, '?" j Unit 1.1, 1.2: Frame Size.343%8" x'93"YUnit 1 3, 1 4: Frame Size 34 3/8" x 24" *** Mulls Mull V 1 1, 1 3 to 1.2, 1.4' Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Unit*** Unit 1.1, 1.2: Unit Notes= NO, VistaLuxe, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1.3. Extruded Sash, Unit Notes= MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1.4 Extruded Sash, Unit Notes= MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop *** Glass*** Unit 1 1, 1.2: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 1, 1.2, 1 3, 1 4- Custom Glass= LAMI 27, Custom glass Unit 1 3, 1.4* Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead *** Hardware-Accessories *** Printed- Sales Order Acknowledgement Page 53 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Unit 1.3, 1.4 Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen(s) Loose *** Species-Finish-Color*** Unit 1.1, 1.2: Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame Unit 1 3, 1 4 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen *** Casing-lambs-Trim *** Unit 1.1, 1.2, 1 3, 1 4: No Floor Sill on Bottommost Window(s), No Casing, 6-5/16"Clips Installation Clips, Nailing Fin, 2- 13/16" Jambs Line# Week Of Date(s): 029-04 2016-01-11 x Quantity: 2.00 B/E- TWIN (LAMMY): OPEN TO BELOW: SIDE$,.-� ` Additional Line Item Loose VistaLuxe Screen (for Unit 1 3) '` *** Product Name VistaLuxe Rectangle Awning *** Product VLA `. � x S• ..* Unit.**� - .r Unit 1:3: Crank Out Hardware-Accessories_' { _ Unit 1 3: BetterVue Fiberglass Screen *** Species-Finish-Colof*�* }- ,.,� t•='°�,1,� Unit 1 3 Rustic Exterior;Rustic Screen Line# "<.`:: Week Of Date(s) , :' `'�.' `-• `�; 2016-0,1,i 1'V� ; 029-06 �. x Q1buantity: 2.00 `s All �' 1 B/E- TWIN (LAMMY) ...O.PEW'f-Q •ELOW: SIDES ***Additional Line Item***`" s Loose VistaLuxe Screen (forUnit 1.4) *** Product Name*** VistaLuxe Rectangle Awning *** Product*** VLA *** Unit*** Unit 1.4. Crank Out *** Hardware-Accessories*** Unit 1 4 BetterVue Fiberglass Screen *** Species-Finish-Color*** Unit 14 Rustic Exterior, Rustic Screen Printed: Sales Order Acknowledgement Page 54 of 92 11/19/2015 11 10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): On0�01 2016-01-11 �, 0 3 x Quantity: 1.00 Volume: 42.96 ,�, B/E- QUAD: BRIDGE *** Product Name*** Unit 1A.1, 1A.2: VistaLuxe Rectangle Direct Set Unit 1A.5, 1A.6. VistaLuxe Rectangle Awning *** Product Group*** VLMULL (Group 1 of 2) *** Product Unit 1A.1- VLDS (Assy 1) Unit 1A.2 VLDS (Assy 2) Unit 1A.5 VLA(Assy 3) Unit 1A.6- VLA'(Assy 4)`�i *** Wrapping Overall Dimensions*** (Overall Field Mull Dimensions) Frame Size 140 3/8"x 117", Rough Open ing:Size-1,40 7/8':,x=.1,17 1/2;''Unit Dimension Size 140 3/8" x 117" `"r '��F kk* kkk f.e. � L- � �' ✓,A,�«•y Individual Dimensions �-� ,.- :4 ,, r Unit 1A.1, 1A.2 Frame Size 34 29/32" x 93" Unit 1A.5, 1A.6: Frame Size 3429/32 z 2'4" **k Mulls Mull V. 1A.1, 1A.5 to 1A.2, 1A.6..Fact6ry Steel Stiffener:1/4\Steel -4-1/2" D`eptl-(917" length),, ' kkk Unit Unit 1A.1, 1A.2. Unit Notes = NO VistaL=uxe,'Flush :Frame,FBoth Frame Legs'Removed (Standard), Square Stop Unit 1A.5 Extruded-Sash, Unit Notes/= MOTORIZED O.PERATOR'AND STOPS FOR:FIELDfASSEMBLY TO BE SHIPPED LOOSE, Grank Out, VentingiHiriI. ging; Flush Frame,'Both�Frame,Legs Removed (Standard), Square Stop Unit 1A.6 Extruded"Sash, Unit Notes = MOTORIZED OPERATOR AND STOPS FOR FIEL"D ASSEMBLY TO BE SHIPPED LOOSE, Crank Ou`t, Stationary Hinging, Rush,,Frame,�-Both Frame=Legs Removed (Standard), Square Stop kkk Glass ° / " Unit 1A.1, 1A.2.,Dual','Glazed, H-K LoE27;0 Insulated�Glass, Mill Finish Spacer, Glass Preserve without Neat Coating' Unit 1A.1, 1A.2 Clear:glass''Temperod Glass Unit,:A&.5,-A.6: Dual Glazed, H-K LoE 270 Insulated Glass;Mill Finish Spacer, Glass Peeserve�without Neat,Coating,:Squarei(S4S) Bead Unit 1A.5, 1A.6 Clear glass ' *** Hardware-Accessories-*** .". �.._� (s) Loose , ' Unit 1A.5: Marvel Electronic Operator Window-Hardware, Clay(Rustic) Hardware, Bett Vue�Fib glass Screen, Screen r �.� x,,�- ` ��� --5. 1 *** S ecies-Finish-Color',* Unit 1A.1, 1A.2. Pine,'Rustic'70% Fluoropolymer Exterior, Primed Latexylnterior Frame Unit 1A.5 Pine, 70% Fluoropolymer Ext Sash,.7t)%\Fluoropolymer Exterior xFrame,"Match°AP'Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latez'Interior;Fiame, Rustic Screen==SUnit�1A"6: Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame*Match All Ext4-61 s,x�Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame �' _ 'I ,Y *** Casing-Jambs-Trim w Unit 1A.1, 1A.2, 1A.5, 1A.6�No,!Floor Silloon Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16"Jambs °r `- N Line# Week Of Date(s): 030-02 O—O^ 2016-01-11 3 L x Quantity: 1.00 B/E- QUAD: BRIDGE Printed: Sales Order Acknowledgement Page 55 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO ***Additional Line Item*** Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 16 3, 1B 4, 1A.5, 1A.6, 1B 7, 1B 8) *** Mulls *** Mull V 1A.1, 1A.5 to 1A.2, 1A.6, V 113 3, 113 7 to 16 4, 1B 8 Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V 1A.2, 1A.6 to 16.3, 1B 7 Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Species-Finish-Color*** Unit 1A.1 Rustic 70% Fluoropolymer Exterior Line# Week Of Date(s): 030-03 2016-01-11 x Quantity: 1.00 B/E- QUAD: BRIDGE ***Additional Line Item Loose VistaLuxe Field Mull Steel 1 (for Unit 1A.1 1A.2, 1 B 3, 1 B.4, 1.A-5�1A'.6, 1 B~7 ;1 B 8) *** Mulls*** Mull V. 1A.1, 1A.5 to 1A.2, 1A.6, V• 113 3, 1 B 7 to 16 4, 1.13-8" Factory Steel Stiffener 174"-Steel,-=4 1/2" Depth'(117" length) Mull V: 1A.2, 1A.6 to 1B 3,1B^7' Field Steel,,S__tiffener 1/4 Steel -4-1/2,"Depth-(117 lengtti)`� *** Species-Finish-Color***-.,. :> '. Unit 1A.1. Rustic 70% Fluoropolymer Exterior , ♦ a�.r Line,#'" -{' >�� Week�Of.D t(s) : .�+ t .l ;:. 5' 120,16=01-11 030-0:6 _ N 1 :` 1.00 NY x Quantity 1;po S B/E- QUAD: BRIDGE ` Additional Line Item m � Loose VistaLuxe Screen(for Unit 1A.5) �4y *** Product Name VistaLuxe Rectangle Awning : ' - } *** Product VLA K *** Unit Unit 1A.5. Crank Out = *** Hardware-Accessories,'**J Unit 1A.5 BetterVue Fiberglass Screen *** Species-Finish-Color*** Unit 1A.5 Rustic Exterior, Rustic Screen Printed: Sales Order Acknowledgement Page 56 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 030-07 2016-01-11 v x Quantity: 1.00 Volume: 42 96 tis u B/E- QUAD: BRIDGE *** Product Name*** Unit 1 B.3, 1 B.4, VistaLuxe Rectangle Direct Set Unit 1 B.7, 1 B 8: VistaLuxe Rectangle Awning *** Product Group*** VLMULL (Group 2 of 2) Product Unit 1 B 3 VLDS (Assy 1) Unit 1 B 4 VLDS (Assy 2) Unit 1 B 7 VLA(Assy 3) Unit 1 B 8 VLA(A ssy 4) .a Wrapping -Overall Dimensions (Overall Field Mull Dimensions) Frame Size 140 3/8"x 117", Rough Open ing.,Size"1'40 7/8'ax.107 1/2";Unit Dimension Size 140 3/8 x 117 *** Individual Dimensions*** rf ..w� Unit 1 B.3, 1 B.4- Frame Size 34 29/32" x 93"'Unit 1 B.7, 1 B 8. Frame Size-.34 29/32"x 2.4" Mulls Mull V- 1 B 3, 1 B 7 to 1 B 4, 1 B 8:,Factory Steel Stiffener til/4. Steel -4-1/2" Depth (117 length) Unit t;, � Unit 1 B.3, 1 B.4: Unit Notes= NO!'VistaLUxe, Flush'Frame, Both Frame LegszRernoved (Standard)', Square Stop Unit 1B 7. Extruded-Sash, Unit Notes== MOTORIZEDOPERATOR°AND STOPS FOR FIELDIASSEMBLY TO BE SHIPPED LOOSE,�CranR,Out, Stationary:Hinging, Flush�Frame,,Both`Frame Legs Removed (Standard), Square Stop Unit 1 B 8 Extruded�-Sasli,.'Unit Notes.) MOTORIZED OPERATOR1AND STOPS FOR,FIELD ASSEMBLY TO BE SHIPPED LOOSE, Cra k Out, Ventinginging,.Flush�F,rame%Both:Frame Leg l4 emoved (Standard), Square Stop , Glass �.. �. . Unit 1 B 3, 1 B 4 Dual}Glaze8 H-K LoE 270 Insulated'°Glass, Mill Finish Spacer, Glass Preserve with out,Neat-Coating Unit 16 3, 1B 4':"Clear�glass Tempered,Glass Unit 1_B"7;41§.8 Dual Glazed, H-K LoE 270 Insulated Glass�Mi�ll Finish Spacer, Glass Pre serve;without Neat Coating-.Square r(.S4.S) Bead Unit 1 B 7, 1 B 8 Clear glass Y ` *** Hardware-Accessories,,,. Unit 1 B 8 Marvel Electronic Operator Wnd wo Hardware, Clay Rustic) Hardware, Bett&.Vue'Fiberglass Screen, Screen (s) Loose `+ *** Species-Finish-Color*t Unit 1B 3, 1B 4 Pine,'RustO\70% Fluoropolymer Exterior, Primed L'atexJnterior Frame Unit 113.7 Pine, 70% Fluoropolymer Ext Sash,:70%Fluoropolymer Exterior Frame,'Match$AII)Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Intenor;Fiame Unit 1B 8.�P ne 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors;Rustic ExteriorxPfimed"Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen Casing-Jambs-Trim °�..�� Unit 1 B.3, 1 B.4, 1 B 7, 1 B:8:,NoIFloor Sill.on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Line# Week Of Date(s): 030-09 2016-01-11 x Quantity: 1.00 B/E- QUAD: BRIDGE Printed Sales Order Acknowledgement Page 57 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1 B 8) *** Product Name*** VistaLuxe Rectangle Awning *** Product*** VLA *** Unit*** Unit 1 B 8 Crank Out *** Hardware-Accessories *** Unit 1 B 8 BetterVue Fiberglass Screen *** Species-Finish-Color*** Unit 1 B.8. Rustic Exterior, Rustic Screen Line# Week Of Date(s): 031 -01 2016-01-11 x Quantity: 1.00 Volume: 43 46 MIt B/E- QUAD: STAIRWELL -NEAR ENT_ RY Product Name -�:- ��`. �: •��• Unit 1A.1, 1A.2. VistaLuxe RectangleDirect-Set1A.5.,-1'A.6: VistaLuxe Rectangle Awrnng *** Product Group;*** Fr. 1 et1� VLMULL (Grou'p-,1_of 2) Product` � Unit 1A.1 OLDS (Assy 1) Unit/1A.2'.:VLDS (Assy'�2);Unit'1A.5"sVLA(Assy,3) Unit 1A.6 VLA(Assy 4) f.: Wrapping.=Overall Dimensions (Overall Field%MulFp}imen`sions) Frame Size 142' x-11 %,Rough-Opening Size 142 1/2" x 117 1/2", Unit Dimension Size 142"x 117" "i:`'' Individual Dimensions •. �- �,, Unit 1A.1, 1A.2 Frame Size 35 5/16"'x 93" edit 1A.5, 1A:6:-Frame Size 35 5/16"x 24" 4 yi ~ .** Mulls*** z• .. •,: .. Mull V 1A.1, 1A.5tt6•TA`2�;1A.6 Factory-Steel Stiffener:1/4'Steel -4-1/2" Depth (117" length) ... Unit Unit 1A.1, 1A.2: Unit'Notes`R NO, Vista Luxe;"Flush`Frame, Both_Frame.�Legs•:Removed (Standard), Square Stop Unit 1A.5 Extruded Sash, Unit-Notes= MOTORIZED OPERATOR"AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting'knging, Flush Frame, BfothtFram6,12,egs1Removed (Standard), Square Stop Unit 1A.6: Extruded Sash, Unit Notes:=MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO,BErSHIPPED LO.OSE;SCrank,Gut, Stationary Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square St p *** Glass Unit 1A.1, 1A.2: Dual Glazed�H K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1A.1, 1A.2. Clear gla!s. empered Glass Unit 1A.5, 1A.6- Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1A.5, 1A.6 Clear glass *** Hardware-Accessories *** Unit 1A.5: Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose *** Species-Finish-Color*** Unit 1A.1, 1A.2. Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame Unit 1A.5: Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame,'Rustic Screen Unit 1A.6- Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame *** Casing-lambs-Trim*** Printed. Sales Order Acknowledgement Page 58 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Unit 1A.1, 1A.2, 1A.5, 1A.6- No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Line# Week Of Date(s): 031 -02 2016-01-11 x Quantity: 1.00 B/E- QUAD: STAIRWELL - NEAR ENTRY ***Additional Line Item *** Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 1B 3, 1B 4, 1A.5, 1A.6, 1B 7, 113.8)-tet *** Mulls*** Mull V 1A.1, 1A.5 to 1A.2, 1A.6, V 1B 3, 1B 7 to 1B 4, 16.8 Factory Steel Stiffener 1/41" eel -4-1/2" Depth (117" length) Mull V 1A.2, 1A.6 to 1B 3, 1B 7 Field Steel Stiffener 1/4" Steel -4-1/2" Depth ('1'1'7" *** Species-Finish-Color Unit 1A.1. Rustic 70% Fluoropolymer Exterior Line# 1 =W,eek Of Date(s):,,' 031 -03 _ r 201.6-01=11 '4 ; x Q antity: ys -° y 1:00 . Jia B/E- QUAD: STAIRWELL\-- NEAR-ENTRY ***Additional Line."Itemf-_ x ' Loose Vista Luxe' ield-.Mu11,Steel_1 (far-Unit 1A 1, 1A.2Qb-3;-16 4, 1A.5, 1A.6, 1B 7, 113-8:.) zc **. Mulls*** t ..: Mull V, 1A.1, 1A.5 to 1A:2\1A.6, V.4'b 3, 1:B 7161&4,.,1.6:8: Factory Steel Stiffener 1/4'r"Steel -4-1/2" Depth (117" length) Mull V 1A.2 1A^6,to 1 B 3, 1 B 7'Field Steel Stiffener 1/4" Steel-4-1/,KDepth (117' length) *** Species-Finish-Color*** " Unit 1A.1: Rustic 70%Fluoropolymer Exterior •, Line# �_ r ;, a` ; s � Week Of Date(s): 031 -06 � � •��� _ 2016-01-11 xQuantitty 1.00 { 1 5.� 3 B/E- QUAD: STAIRWELL - NEAR ENTRY ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1A.5) *** Product Name*** VistaLuxe Rectangle Awning *** Product*** VLA Printed: Sales Order Acknowledgement Page 59 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Unit*** Unit 1A.5 Crank Out *** Hardware-Accessories *** Unit 1A.5: BetterVue Fiberglass Screen *** Species-Finish-Color*** Unit 1A.5 Rustic Exterior, Rustic Screen Line# Week Of Date(s): 031 -07 2016-01-11 15.7 x Quantity: 1.00 Volume: 43.46 B/E- QUAD: STAIRWELL - NEAR ENTRY *** Product Name Unit 1 B 3, 1 B 4 VistaLuxe Rectangle Direct Set Unit 1 B.7, 1 B 8- Vista Luxe-RectaneAwning. *** Product Group*** x VLMULL (Group 2 of 2)' _ *** Product.** `. ` Unit 1 B 3- VLDS (Assy 1) Unit 1 B 4.-VLDS (Assy 2)jUiait 1.6.7• VLA(Assy 3.) 0'661°6 VLA(Asst'4.) *** Wrapping Overall Dimensions*** k-° ti t t = - ,•*� (Overall Field Mull Dimensions).Frame,Size�t42. z 117 , Rough Opening Size,142 1/2 x11:17 1/2 Uriit Dimension Size X 142" x 117" _ a *** Individual°'Dimensions"."''` �` y . . s' r_. i .1 3. 1 Unit 1.13,3;1 B 4. Frame Size/355/16"1x 93" Uriit�B.7;;1 B.8: Frame Size 35",5/16"x124" *** Mulls � _ M1 jf Mull V. 1B 3,;167 to 1B 4 �1B 8' Factory Steel Sfiffene_r`1�/4" Steel- 14-1127' Depth (117" length) *** Unit 1 Unit 1 B.3, 1 B.,Ctjnit Notes-:F NO, VistaLuxe, Flush-Frame Both Frame Legs Removed (Standard), Square Stop;Unit 1 B.7' Extruded Sas' i,,Unllit Notes-=�MOTORIZED-OPERATOR COVER AND INT STOPS TO MATCW%ACTIVE�UNITS FOR FIELD ASSEMBLYAO BESHIPPED'LOOSE, Crahk`Out, Stationary Hinging, Flush„Fra4me, Both�Frame Legs Removed (Standacdj, Square=Stop Unit 1.B:•8:..Extruded Sash; Unit'Notes= MOTORIZED OPERATORS AND INT STOPS FOR FIELQ ASSEMBLY TO.BE SHIPP`ED-LOOS.E;,Crank Out, Venting Hingingg,\Fl sh Frame, Both Frame Legs Removed (Standard);, Square Stop Glass Unit 1 B.3, 1 B 4: Dual Glazed\H-K LoE 270 Insulated Glass-Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 B 3, 1 B 4. Clear glass, Tempered Glass Unit 1Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without:-Neat Coati ng,.,Squafe (S4S)�Bead Unit 1 B.7, 1 B 8 Clear glass .** Hardware-Accessories'**. Unit 1B 8' Marvel Electronic Operator�Vljnaow,Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose .T ” *** Species-Finish-Colors**.\� y , Unit 1 B 3, 1 B 4- Pine, Rustic�]M% Fluoropolymer Exterior, Primed Latex Interior Frame Unit 1 B 7 Pine, 70% Fluoropolymer Ext Sash, 70%o Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame Unit 1 B.8. Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen *** Casing-Jambs-Trim*** Unit 1 B 3, 1 B 4, 1 B 7, 1 B 8' No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16"Jambs Printed. Sales Order Acknowledgement Page 60 of 92 11/19/2015 11 10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 031 -09 2016-01-11 x Quantity: 1.00 B/E- QUAD: STAIRWELL - NEAR ENTRY ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1 B 8) *** Product Name*** VistaLuxe Rectangle Awning *** Product VLA *** Unit*** Unit 1 B.8: Crank Out Hardware-Accessories Unit 1B.8. BetterVue Fiberglass Screen *** Species-Finish-Color*** Y 1 Unit 1B.8 Rustic Exterior, Rustic Screen Line# '` Week Of Date(s): ^. 0 32-0 1 ` 2016 x Quantity:;, V '1:00, VoIAI1A2 lume:,j44:00 f' Fix ` y'» ' 4 ` `f Aj B/E- QUAD': STAIRWELLS*** Product Name"**` � , Unit 1A.1, 1A.2: VistaLuxe Rectangle`Direet Set U t 1A5r1'A.6. VistaLuxe Rectangle Awning *** Product Group VLMULL (Group 1 of 2) **. *** tip= Product ;Y- :+. ei' s-, , Unit 1A.1 VLDS (Assy 1:)-Unit 1A:2:'VLDS (Assy 2),Unit 1kA.5VLA(Assy 3) Unit 1A.6 VLA(Assy 4) ***Wrapping -Overall Dimensions*** � `}' (Overall Field Mull Dimeons)ons) Frame-Size 143 3/4"x 117", Rough Opening Size 144 1/4" x 117 1/2", Unit Dimension Size 143 3/4" x 117" *** Individual Dimensions'w'� Unit 1A.1, 1A.2 Frame 8iie 35;3/4"'z 93" Unit 1A.5, 1A.6. Frame Size 35 3/4" x 24" *** Mulls *** s Mull V. 1A.1, 1A.5 to 1A.2, 1A.6. Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Unit*** Unit 1A.1, 1A.2. Unit Notes = NO, VistaLuxe, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1A.5. Extruded Sash, Unit Notes = MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1A.6 Extruded Sash, Unit Notes= MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop *** Glass*** Unit 1A.1, 1A.2. Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1A.1, 1A.2. Clear glass, Tempered Glass Unit 1A.5, 1A.6. Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Printed: Sales Order Acknowledgement Page 61 of 92 11/19/2015 1110 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1A.5, 1A.6. Clear glass *** Hardware-Accessories*** Unit 1A.5: Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose *** Species-Finish-Color*** Unit 1A.1, 1A.2. Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame Unit 1A.5• Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen Unit 1A.6: Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame *** Casing-Jambs-Trim*** Unit 1A.1, 1A.2, 1A.5, 1A.6 No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16" Jambs Line# Week Of Date(s): 032-02 2016-01-11 x Quantity: 1.00 B/E- QUAD: STAIRWELL' S ***Additional Line Item*** ;.. Loose VistaLuxe,Field Mull Wood%Metal 1 for Unit.:1A..1, 1A:2;:1B.3, 16 4, 1A:5, 1A.6, 113-7' 1B 8) ( , *** Mulls***.' ~.., , / r i A MullVr1:A 1, 1A.5 to 1 A.2, 1'A.6i V; 1 B.3, 1 B;7-to 1 B14, -1`B 8`,Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" ..^ .. ,� i �i"l � s length) Mull,V- 1A.2, 1A.6 to 1B 3, 416k7- Field,Steel-Stiffener 1,/4 _Steel�4"1/21 ir Depth (117n length) Species=Finish *** t-Color,•-***I Unit 1A.1: Rusg6`70%a Fluoropolym& Exterior j., Line# Week Of Date(s)• w' , ti ��... �' ` 2016-01-11 032-03" � � . = � x}-Quantity.:", 1.00 <., B/E- QUAD: STAIRWELL. ***Additional Line Item***.., I Loose VistaLuxe Field MuII Steel 1 (for'linit 1A.1, 1A.2, 16.3, 1B.4, 1A.5, 1A.6, 1B 7, 1B 8) Mulls Mull V. 1A.1, 1A.5 to 1A.2, 1A.6, V 1B 3, 1B.7 to 1B 4, 1B.8 Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117' length) Mull V 1A.2, 1A.6 to 1B.3, 1B 7 Field Steel Stiffener 1/4" Steel-4-1/2" Depth (117' length) *** Species-Finish-Color*** Unit 1A.1: Rustic 70% Fluoropolymer Exterior Printed. Sales Order Acknowledgement Page 62 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 032-06 2016-01-11 3 x Quantity: 1.00 B/E- QUAD: STAIRWELL ***Additional Line Item*** Loose VistaLuxe Screen (for Unit 1A.5) *** Product Name*** VistaLuxe Rectangle Awning _ *** Product*** VLA *** Unit*** Unit 1A.5 Crank Out *** *** r Hardware-Accessories '��•""`'�: Unit 1A.5 BetterVue Fiberglass Screen :.4 *** Species-Finish-Color \ "'A Unit 1A.5. Rustic Exterior, Rustic Screen Line# -y ' s; Week Of Date(s): r.� :2016-01-11 032-07 G �- X Quantity f �`: "- 1.00SOS taA . E v ^ J B/E- QUAD"-STAIRWELL `` *** Product NameZ**r K Unit 1 B 3, 1 B 4: Vis", xe,Rectangle'Direct.Set Unit 1 B.7.,-=1'B.8 VistaLuxe Rectangle Awning ..* Product Group*.*` Ilk VLMULL (Group 2 of 2) **. Product ' , Ai Unit 1 B 3. VLDS (Assy 1,)'Unit B:W'VLDS (Assy 2)�Unit'1'B PVLA(Assy 3) Unit 1 B.8. VLA(Assy 4) Wrapping -Overall�Dimensions z , (Overall Field Mull Dimensions).Frame-Size 1433,/4"x11 17", Rough Opening Size 144 1/4" x 117 1/2", Unit Dimension Size 143 3/4"x 117" �"`� `� *** Individual Dimensions,,*.**I - Unit 1 B.3, 1 B.4. Frame Size 35,3/4'1{x 93" Unit 1 B 7, 1 B.8: Frame Size 35 3/4"x 24" *** Mulls*** '� "J Mull V: 1 B.3, 1 B.7 to 1 B.4, 1 B.8: Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Unit*** Unit 1 B.3, 1 B.4- Unit Notes= NO, VistaLuxe, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1 B 7- Extruded Sash, Unit Notes = MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1 B 8 Extruded Sash, Unit Notes = MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop *** Glass*** Unit 1 B.3, 16.4. Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 B.3, 1 B 4. Clear glass, Tempered Glass Unit 1 B 7, 1 B 8: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Printed: Sales Order Acknowledgement Page 63 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1 B 7, 1 B 8. Clear glass *** Hardware-Accessories*** Unit 1 B 8- Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose *** Species-Finish-Color*** Unit 1 B.3, 1 B.4: Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame Unit 1 B.7. Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame Unit 1 B 8- Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen *** Casing-Jambs-Trim*** Unit 1 B.3, 1 B.4, 1 B.7, 1 B.8 No Floor Sill on Bottommost Window(s), No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 2-13/16"Jambs Line# Week Of Date(s): 03^—O^ 2016-01-11 L y x Quantity: 1.00 .i- { -• ! 5 B/E- QUAD: STAIRWELL _ c- Additional Line Item i.. _Y Loose Vista Luxe,Screen (for Uhit 1 B=8)' V *** Product Name ` ,_ ,•:` Vista Luze.;Rectangle Awning VLA ..* Unit*** d L 1Z � r Unit 1 B 8. Crank,0ut f ` . XA ' Hardware-Accessories Unit 16.8: Better Vue.�Fiberg,lass Screen ***Species-Finish=Color Unit 1B.8 Rustic Exterior)Rustic Screen':. Line# Week�Of Date(s): 033-01 2016-01-11 1A6 1:00 Quantity: Volume: 44 15 f B/E- QUAD (LAMMY): OFFICE *** Product Name*** Unit 1A.1, 1A.2: VistaLuxe Rectangle Direct Set Unit 1A.5, 1A.6: VistaLuxe Rectangle Awning *** Product Group*** VLMULL(Group 1 of 2) *** Product*** Unit 1A.1 VLDS (Assy 1) Unit 1A.2: VLDS (Assy 2) Unit 1A.5- VLA(Assy 3) Unit 1A.6. VLA(Assy 4) ***Wrapping -Overall Dimensions*** (Overall Field Mull Dimensions) Frame Size 144 1/4"x 117", Rough Opening Size 144 3/4"x 117 1/2", Unit Dimension Size 144 1/4"x 117" Printed Sales Order Acknowledgement Page 64 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Individual Dimensions *** Unit 1A.1, 1A.2 Frame Size 35 7/8" x 93" Unit 1A.5, 1A.6 Frame Size 35 7/8" x 24" *** Mulls *** Mull V 1A.1, 1A.5 to 1A.2, 1A.6- Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117' length) *** Unit*** Unit 1A.1, 1A.2: Unit Notes= NO, VistaLuxe, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1A.5 Extruded Sash, Unit Notes = MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1A.6 Extruded Sash, Unit Notes= MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop *** Glass *** Unit 1A.1, 1A.2: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1A.1, 1A.2, 1A.5, 1A.6. Custom Glass= LAMI 27, Custom glass Unit 1A.5, 1A.6- Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead *** Hardware-Accessories*** Unit 1A.5- Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue,Fiberglass Screen, Screen (s) Loose <-� Species-Finish-Color .:.,, r� Unit 1A.1, 1A.2: Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interi6(-F:ame Un f lA\5. Pirie` 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All-,Ext Colors\Rustic Exterior; Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen Unit 1A.6: Pine;:70%o Fluoropolymer,Ext�Sash,`-70%0, Fluoropolymer Exterior Frame, Match All Ext Colors, RustigiExterior, Primed Latex,In)terior Sash Finish, Primed Latex Interior Frame Casing lambs-Trim k Unit 1A.1, 1A.2, 1A.51 1A.6---No Floor Sill on-Bottommost'Wn�dow(s), No Casing,6-5/16" Clips Installati CI ps, Nailing Fin, 2-13/16 Jambs ,Line#' Week Of Date(s): y � ` X2016-01-11 033-02r .1 _ r x Quantityr t' A f 1,00' �f IV ) B/E- QUAD (LAMMY): OFFIGE-11___. •-! ***Additional Line Item;**' , . , Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 140-1A42„16,3, 16.4, 1A.5, 1A.6, 16 7, 16 8) *.. Mulls "' .( Mull V. 1A.1, 1A.5 to 1A%2;­1W6, V- 1B 3, 1,B-7 o1:B.A,: 1:B 8* Factory Steel Stiffener 1/4” Steel -4-1/2" Depth (117' length) Mull V. 1A.2, 1A.6 to 1B 3,11 7:-Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117' length) *** Species-Finish-Color *** p .. Unit 1A.1 Rustic 70% FluoropolymeraExterior Line# ,x Week Of Date(s): 033-03 2016-01-11 x Quantity: 1.00 B/E- QUAD (LAMMY): OFFICE Printed: Sales Order Acknowledgement Page 65 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO ***Additional Line Item *** Loose VistaLuxe Field Mull Steel 1 (for Unit 1A.1, 1A.2, 1B 3, 1B 4, 1A.5, 1A.6, 1B 7, 1B 8) *** Mulls *** Mull V- 1A.1, 1A.5 to 1A.2, 1A.6, V- 113 3, 1B 7 to 1B 4, 1B.8* Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V: 1A.2, 1A.6 to 1B 3, 1B.7 Field Steel Stiffener 1/4" Steel-4-1/2" Depth (117' length) *** Species-Finish-Color*** Unit 1A.1- Rustic 70% Fluoropolymer Exterior Line# Week Of Date(s): 033-06 2016-01-11 x Quantity: 1.00 B/E- QUAD (LAMMY): OFFICE-' ***Additional Line Item Loose VistaLuxe Screen (for Unit 1A.5) *** Product Name VistaLuxe Rectangle Awning E, *** Product*** VLA 'V, *** ail Unit*.. :. j r..r` .� f �, Unit 1A.5- Crank.0ut r' / ` *** Hardware;Accessories*** Unit 1-A:5BefterVue Fiberglass Screen Species70inis6�-Color .= ri •,, R Unit 1 A.5. Rustic Exterior,,Rustic Screen � Line Week Of Date(s): z 2016-01-11 ; - z &�antity: Volume: 44.15-' B/E- QUAD (LAMMYF): OFFICE f *** Product Name Unit 1 B.3, 1 B.4 VistaLuxe Rectangle Direct Set Unit 1 B 7, 1 B.8 VistaLuxe Rectangle Awning *** Product Group*** � -- `rte VLMULL (Group 2 of 2) UJ *** Product*** Unit 1 B 3. VLDS (Assy 1) Unit 1 B.4. VLDS (Assy 2) Unit 1 B.7: VLA(Assy 3) Unit 1 B 8. VLA(Assy 4) ***Wrapping -Overall Dimensions*** (Overall Field Mull Dimensions) Frame Size 144 1/4"x 117', Rough Opening Size 144 3/4" x 117 1/2", Unit Dimension Size 144 1/4"x 117' *** Individual Dimensions*** Unit 1 B.3, 1 B 4: Frame Size 35 7/8" x 93" Unit 1 B 7, 1 B.8 Frame Size 35 7/8" x 24" *** Mulls *** Mull V- 1 B.3, 1 B.7 to 1 B.4, 1 B.8 Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Unit*** Unit 1 B.3, 1 B.4 Unit Notes= NO, VistaLuxe, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit Printed: Sales Order Acknowledgement Page 66 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO 1B 7- Extruded Sash, Unit Notes= MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1 B 8 Extruded Sash, Unit Notes= MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop *** Glass *** Unit 1 B 3, 1 B 4 Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating Unit 1 B 3, 1 B.4, 1 B 7, 1 B.8. Custom Glass= LAMI 27, Custom glass Unit 1 B 7, 1 B 8. Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish,Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead *** Hardware-Accessories*** Unit 1 B.8: Marvel Electronic Operator Window Hardware, Clay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose *** Species-Finish-Color*** Unit 16.3, 1 B 4 Pine, Rustic 70% Fluoropolymer Exterior, Primed Latex Interior Frame Unit 1 B.7 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame Unit 1B 8 Pine, 70% Fluoropolymer Ext Sash, 70% Flu&opolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latexelhterior Frame, Rustic Screen *** Casing-Jambs-Trim*** _ :� s ;- Unit 1B 3, 1 B.4, 16.7, 1 B 8 No Floor Sill on Bottommost Window(s), No Casing, 6=5%1.6 Cli.p s..;.Installation Clips, Nailing Fin, 2-13/16"Jambs51, Line# ;}, Week Of.3,Date(s) 033-09X2016-01-11 Iv X Quantity `:1+00 B/E- QUAD°CLAMMY): OFFICE Additional Lme Item :., 4. i Loose Vista Luxe Sc�e6h'(for`Uhit 113-8)", Product Name.. - `"'�•-.:;_ ;.^�.,�• ---� "�ti� �/ �. VistaLuxe Rectangle Awning **. Product VLA *** Unit Unit 1138- Crank Out T " � ;,A ` " �° . l Hardware-Accessories . Unit 1 B.8. BetterVue Fibergla s Screen ,f Ai *** Species-Finish-Color*** � ` Unit 1 B 8- Rustic Exterior, Rustic Sere 44— t\ [rte Line# s`'N�h"M PP Week Of Date(s): 034-01 2016-01-11 �. Ud x Quantity: 1.00 Volume: 42 96 W LU B/E- QUAD (LAMMY): OPEN TO BELOW: REAR *** Product Name*** Printed: Sales Order Acknowledgement Page 67 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Unit 1A.1, 1A.2. VistaLuxe Rectangle Direct Set Unit 1A.5, 1A.6 VistaLuxe Rectangle Awning *** Product Group*** VLMULL (Group 1 of 2) *** Product*** Unit 1A.1- VLDS (Assy 1) Unit 1A.2: VLDS (Assy 2) Unit 1A.5 VLA(Assy 3) Unit 1A.6, VLA(Assy 4) ***Wrapping -Overall Dimensions *** (Overall Field Mull Dimensions) Frame Size 140 3/8" x 117", Rough Opening Size 140 7/8"x 117 1/2", Unit Dimension Size 140 3/8"x 117" *** Individual Dimensions *** Unit 1A.1, 1A.2: Frame Size 34 29/32"x 93" Unit 1A.5, 1A.6 Frame Size 34 29/32" x 24" *** Mulls*** Mull V- 1A.1, 1A.5 to 1A.2, 1A.6* Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Unit*** Unit 1A.1, 1A.2: Unit Notes= NO, VistaLuxe, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1A.5 Extruded Sash, Unit Notes= MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square-Stop Unit 1A.6 Extruded Sash, Unit Notes= MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame_;Both Frame Legs Removed (Standard), Square Stop `r` r` ..* **. 4 Glass Unit 1A.1, 1A.2: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish-Spacer, Glas's.Preserve without Neat Coating Unit 1A.1, 1A.2, 1A.5, 1A.6- Custom Glass = LAMI 27, Custom glass Unit 1A:5, 1A.6; Dual Glazed H-K"LoE.270 Insulated Glass, Mill Finish Spacer, Glass Preserve without;:Neat Coating,�Square (S4S)-Bead;1 1_Y *** Hardware-Accessories*** -f` ` ' _. Unit 1A.5 Marvel Electronic Opef6' Window,Hardware,-Clay (Rustic) Hardware, BetterVue Fiberglass°Screen, Screen (s) Loose *** Species-Finish,,-Color tt^ " A Unit 1A.1, 1.X:2"Pine, Rusticf70% Fluoropolymer Exterior, Primed Latex Interior.Frame;.Unit 1A.5: Pine, 70% i 7 .� Fluoropolymer Ezt Sash, 70.%'Fluoropolymer Exted6*r Frame,:.Match All Ezt(Colois;'Rustic Exterior, Primed Latex Interior Sash'Finish, Primed Latexfxt,,lnterior Frame, Rustic' creen Unit 1A.6: Pine,,70% Fluoropolymer Ext Sash, 70% Fluoropolymee'.Exterior Frame, Match All EColors, Rustic Ezterio`r„Primed Latex Interior Sash Finish, Primed Latexe Interior Frame”.-: �r *** Casing-Jambs-Trim t** `— Unit 1A.1, 1A.2;z1A 5, 1-A:6-;.No-Floor Sill-on Bottorrfm 'Wrndow(s), No Casing, 6-5/16 Clips InstallationClips;Nailing Fin, 2-13/16" Jambs Line# q - ', �.. Week Of Date(s): 034-02� - '� �' - �°` :��,?,Oy16-01=1�1 �, �f .j` iz Quantity: 1900 B/E- QUAD (LAMMY)'. OPEN TO BELOW: REAR ***Additional Line Item***� Loose VistaLuxe Field Mull Wood/Metal 1 (for Unit 1A.1, 1A.2, 1B 3, 1B 4, 1A.5, 1A.6, 1B 7, 1B 8) *** Mulls *** Mull V: 1A.1, 1A.5 to 1A.2, 1A.6, V: 1B 3, 16.7 to 16.4, 1B.8: Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) Mull V. 1A.2, 1A.6 to 1B 3, 1B 7. Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Species-Finish-Color*** Unit 1A.1 Rustic 70% Fluoropolymer Exterior Printed: Sales Order Acknowledgement Page 68 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 034-03 2016-01-11 x Quantity: 1.00 B/E- QUAD (LAMMY): OPEN TO-BELOW: REAR ***Additional Line Item*** Loose VistaLuxe Field Mull Steel 1 (for Unit 1A.1, 1A.2, 16.3, 16.4, 1A.5, 1A.6, 1B 7, 1B 8) *** Mulls *** Mull V: 1A.1, 1A.5 to 1A.2, 1A.6, V- 1B 3, 1B 7 to 1B.4, 1B 8* Factory Steel Stiffener 1/4" Steel -4-112" Depth (117" length) Mull V 1A.2, 1A.6 to 1B 3, 1B 7. Field Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Species-Finish-Color Unit 1A.1- Rustic 70% Fluoropolymer Exterior Line# ,. �Week,Of Date(s): 034-06 �>,;<;. ��� 201'6-01-11 , .`#. V ' '. x Quantity:.,.�;N `�"' ;' • ./' ._�'-"i•+-. pry, B/E= QUAD. (LAMMYf): OPEN TOtiBELOW:zREAR�„ ***Additional Line Item;"* Loose VistaLuxe Screen-(for Unit 1A:,5). , *.* Product Name **ti ..''��. " + 1 VistaLuxe Rectangle Awning` + ` i , .** Product*** ;i ; ':,z' ` e• .. ; _. '•�, � .`.a =�� .,ti ,a� VLA 1, *** Unit Unit 1A.5 Crank Out1:; *** Hardware-Access..rips, -= Unit 1A.5- BetterVue Fiberglass Screen ,. *** Species-Finish-Color*** = ,q Unit 1A.5. Rustic Exterior, Elastic Screen `R �~'• .,� � 1, �., Line# Week Of Date(s): 2016-01-11 cam\ 034-07 X Quantity: 1.00 Volume: 42 96 B/E- QUAD (LAMMY): OPEN TO BELOW: REAR *** Product Name*** Unit 1 B 3, 16.4. VistaLuxe Rectangle Direct Set Unit 1 B.7, 1 B.8: VistaLuxe Rectangle Awning *** Product Group*** Printed: Sales Order Acknowledgement Page 69 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO VLMULL (Group 2 of 2) *** Product*** Unit 1 B 3 VLDS (Assy 1) Unit 1 B 4. VLDS (Assy 2) Unit 1 B 7: VLA(Assy 3) Unit 1 B 8 VLA(Assy 4) ***Wrapping -Overall Dimensions*** (Overall Field Mull Dimensions) Frame Size 140 3/8"x 117", Rough Opening Size 140 7/8" x 117 1/2", Unit Dimension Size 140 3/8" x 117" *** Individual Dimensions*** Unit 1 B.3, 1 B 4: Frame Size 34 29/32"x 93" Unit 1 B 7, 1 B.8 Frame Size 34 29/32"x 24" *** Mulls*** Mull V: 1 B.3, 1 B.7 to 1 B.4, 1 B 8: Factory Steel Stiffener 1/4" Steel -4-1/2" Depth (117" length) *** Unit*** Unit 1 B.3, 1 B.4: Unit Notes= NO, VistaLuxe, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1 B.7: Extruded Sash, Unit Notes= MOTORIZED OPERATOR COVER AND INT STOPS TO MATCH ACTIVE UNITS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Stationary Hinging, Flush Frame, Both Frame Legs Removed (Standard), Square Stop Unit 1B.8. Extruded Sash, Unit Notes= MOTORIZED OPERATOR AND STOPS FOR FIELD ASSEMBLY TO BE SHIPPED LOOSE, Crank Out, Venting Hinging, Flush Frame, Both-Frame Legs RemovedStandard , Square Stopc *** Glass *** �--' Unit 1 B.3, 1 B.4: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, GlassPreserve without Neat Coating Unit 1 B 3, 1 B 4, 1 B 7, 1 B 8 Custom Glass= LAMI 27, Custom glass Unit 1.B 7;:1 B.81-IDualaGlazed, H-* LoE LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating;"Square(S4S) Bead. Hardware-Accessories Unit 1 B.8 Marvel Electronic Operator Window Hardware,Qlay (Rustic) Hardware, BetterVue Fiberglass Screen, Screen (s) Loose " Species-Finish-Color Unit 16 3, 16.4: Pine, Rustic'7,0%.,Fluoropolymer Exterior-„ Primed Latex Interior Ftrame Unit.1B 7: ine, 70%1W Fluoropolymer Ext:Sash, 70%6,Fluorop&ly ner Ex'erior3Frame, Match All Ext Colors, Rustic.Exterior, Primed Latex Interior Sash Finish,_P_rimed Latex Inierior Frame Unit 1B'8. Rine, 70% Fluoropolymer Ext S sh -70% Fluoropolymer Exterior Frame-,Match AII`Ext Colors, R_ ustic Exterior,,,Primed:Latex Interior Sash Finish, Primed Latex Interior Frame, Rustic Screen *** Casing-Jambs= Printed Sales Order Acknowledgement Page 70 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 035-01 2016-01-11 x Quantity: 1.00 � Volume: 44.02 DOOR #5 (LAMMY) GREAT RM *** Product Name*** Ultra Rectangle Sliding Door *** Product Group*** UGA (Group 1 of 1) *** Product UGA (Assy 1) ; ***Wrapping -Overall Dimensions Frame Size 69" x 120", Rough Opening Size 69 1/2"x 120 1/2", Unit DimensiowSize,69"),120" 1 *** Individual Dimensions Unit 1 1 Frame Size 69" x 120" *** Stiles & Rails Unit 1.1 Panel 1, 1 1 Panel 2- Top Rail-.Wide 4 5/8 . ,,Bolt m Rail 4 54),-- ft-Sti e_We,,(4'5/§")), ( RightiStile (Wide(4 5/8")) y' ( **t Unit**• r ' �. ''e�+ � ^;t. i ,',.t r Unit 1.1: Extruded Sash Frame Setup and Stationary.,,Panel(s) Installed, Garden=Aire, Active- Fixed Hinging, Full Lite Panel Unit 1 i—buaVGlazed, H-K,LoE 270.Insulated,Glass,'Mill,Finish Spacer„Glass Preserve without Neat Coating, Square ' (S4S) Bead Unit .1i Glass.1,/1 1 Gas's 2. CustomPGlassi= LAMI 27;Custom glass -4 *** HardwareAccessories Unit 1.1: Dual'PointF.lush Pull Lock w/ Keyed Cylinder,"Satin Nickel- PVD Hardware, No Security Lock; Ulfra Screen,° BetterVue Fiberglass Slidih Screen,+Screens Loos6;,Sc�een Track ` f a t *** Species-Finish.Color*9*' ' �; o L_ e } Unit 1 1 Pine, 70`/o'Fluoro'polymer Ext Sash, 70% FluoroPoly.merzE-xterior Frame, Match"All%Ext,Colors, Rustic Exterior, Primed Latex Interior Sash Finish;-P.rimed:Latex,lnterior Frame Y *** Casing-Jambs-Trim.*' Unit 1 1' No Casing, 1.0-1/16" Clips Installation Clips;�Nailing Fin, 6-9/1;6" Jambs,Jambs Loose Line# Week Of Date(s): 2 `�.. / q 2016-01-11 035-0 .: � x Quantity 1.00 DOOR #5 (LAMMY) GREAT RM *** Additional Line Item*** Loose Ultra Jambs (for Unit 1 1) *** Casing-Jambs-Trim *** Unit 1.1. 6-9/16” Jambs Printed: Sales Order Acknowledgement Page 71 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 035-04 2016-01-11 x Quantity: 1.00 DOOR #5 (LAMMY) GREAT RM ***Additional Line Item*** Loose Ultra Operating Panel (for Unit 1.1) *** Product Name*** Ultra Rectangle Sliding Door *** Product*** - UGA *** Stiles & Rails Unit 1.1 Panel 1, 1.1 Panel 2: Top Rail (Wide (4 5/8")), Bottom Rail (4 5/8") Left-Stile,(Wide:(45/8"))Right Stile(Wide(4 5/8")) F.r., t 4 t. Unit Unit 1 1: Garden-Aire 'h. `J *** Glass *** " �. .�'': — '- %.� Unit 1 1 Square (S4S) Bead "`" �=�.V, 'c.•.:°,..P' ` , , t,y f *** *0 -�, Hardware-Accessories;,.,,. � `; ..-•;: ;,�;�,. '=. , ;,;e<•.� � �=t1 ':, •' Unit 1 1. Dual Point Flush Pull-.'Lock w/-Keyed'Cylind'er, Satirr Nickel - PVD Hardware J *** S ecies-Finish=Color*** `; ' Unit 1.1.,Rustiic'Extenor ) s' We 0, Week Of Date(s): 2016-01-11 C 035=.05 Fw1 E E,. 1. ti -.. t•'�'.+.,. -'f "'� -�� 1 ty•l 1 "o"�• s .00 k DOOR #5LAMMY -GREAT RM ( , . ),-, � *** A`' Additional Line Item'***' Loose Ultra Screen for UnitA-1) `t ) *** Product Name*** Ultra Rectangle Sliding Door Product UGA Unit Unit 1 1 Garden-Aire *** Hardware-Accessories*** Unit 1 1 BetterVue Fiberglass Sliding Screen *** Species-Finish-Color*** Unit 1 1 Rustic Exterior Printed Sales Order Acknowledgement Page 72 of 92 11/19/2015 11 10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 036-01 2016-01-11 x Quantity: 1.00 Volume: 44 02 a DOOR #5 (LAMMY) GREAT RM *** Product Name*'* Ultra Rectangle Sliding Door *** Product Group*** UGA (Group 1 of 1) *** Product UGA (Assy 1) *** Wrapping Overall Dimensions Frame Size 69" x 120", Rough Opening Size 69 1/2" x 120 1/2", Unit Dimension-Size 69" x',120" ' *** *** Individual Dimensions r,..�•-:;F °, t � •;::��`"� '� Unit 1 1 Frame Size 69 x 120 *** Stiles& Rails Unit 1 1 Panel 1, 1.1 Panel 2 Top Rail-(.Wide (4 5/8 )),rBottom Rail (4 5/8'% Left.Stile-.(Wide.(4'5/8")' Right:Stile (Wide (4 *** *** 1 4 Unit , -_ ,. . t Unit 1.1: Extruded Sash, Frame:Setup-and Sfationa.'ry�,Panel(s) Installed, Garden-Aire, Fixed+-Active Hinging, Full Lite Panel **w 3 Glass=:***.: Unit 1'�1:-Dual:Gla�zed, H-K LoE 270'Insulated Glass, lliFinish'Spacer,,Glass•Preserve without Neat Coating, Square (S4S) Bead lJnit 1 1 Glass1,i1.1 Glass 2. Custom.Glass. LAMI 27,-Custom glass Hardwari4ccessories f Unit 1.1. Dual Point.Flush.Pull Lock w/Keyed Cylinder, Satin Nickel - PVD Hardware; No Security Lock, Ultra,5creen,,u BetterVue Fiberglass.'Sliding Screen, Screens) Loose„Screen Track I> *** Species-Finish-Color Unit 1 1. Pine, 70% Fludr`opolymer,Ext Sash, 70% Fluoropolymer Exterior Frame, Match"A i Ezt,Colors, Rustic Exterior, Primed Latex Interior Sash Finish; Primed Latex-Interior Frame -t *** Casing-Jambs-Trim*' Unit 1.1. No Casing,`10-1/16" Clips Installation Clips,-Nailing Fin, 6-9/46” Jambs,::�Jambs Loose Line# „- , ; Week Of Date(s): ir.v"` 2016-01-11 036-02q 4:�z Quantity;,,,, 1.00 DOOR #5 (LAMMY) GREAT RM ***Additional Line Item*** Loose Ultra Jambs (for Unit 1.1) *** Casing-lambs-Trim *** Unit 1 1. 6-9/16"Jambs Printed Sales Order Acknowledgement Page 73 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 036-04 2016-01-11 x Quantity: 1.00 DOOR #5 (LAMMY) GREAT RM ***Additional Line Item*** Loose Ultra Operating Panel (for Unit 1 1) *** Product Name*** Ultra Rectangle Sliding Door *** Product*** UGA _X3 *** Stiles & Rails Unit 1 1 Panel 1, 1 1 Panel 2. Top Rail (Wide (4 5/8")), Bottom Rail (4 5/8") Left-Stile,,(Wide`(4N5/8"))Right Stile (Wide (4 **. Unit Unit 1.1 Garden-Aire :r t A Glass N� Unit 1 1. Square (S4S) Bead Hardware-Accessories ***;r: _, •. --r`�'"-'�� � . '�' ''� - �. Unit 1 1 Dual Point Flush Pull Lock w/ Keyed`Cylinder, Satin Nickel - PVD Hardware -� Species-Finish=Color ;}_ t F E . n. ,+ Unit 1 1.,;Ru-s'66Exterior = Line'i ��,� ` W k Of Date(s): tiv 2016-01-11 036-.05 ­,v x Quantity: f 1.00 a � s:. c - z DOOR #5 (LAMMY)"GREAT RM � y Additional Line Item**.. _: ez�SA Loose Ultra Screen (for Omit,-11) *** Product Name Ultra Rectangle Sliding Door =• `' *** Product UGA *** Unit*** Unit 1 1. Garden-Aire *** Hardware-Accessories*** Unit 1.1. BetterVue Fiberglass Sliding Screen *** Species-Finish-Color*** Unit 1.1: Rustic Exterior Printed. Sales Order Acknowledgement Page 74 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 037-01 2016-01-11 x Quantity: 4.00 a 0 Volume: 225 75 DOOR #7 (LAMMY): GUEST LVG,DEN,MST RETREAT,SUITE #3 *** Product Name*** Ultra Rectangle Sliding Door *** Product Group*** UGA (Group 1 of 1) *** Product*** . =`" UGA(Assy 1) ***Wrapping -Overall Dimensions Frame Size 142 1/2" x 120", Rough Opening Size 143" x 120 1/2", Unit Dimension,Size 142 1/2" x 120" *** Individual Dimensions Unit 1.1. Frame Size 142 1/2" x 120" Stiles & Rails Unit 1.1 Panel 1, 1.1 Panel 2, 1 1 Pane,1�3, 1 1 Panel 4�-Top Rail (Wide (4 5/8")),^Bottom14ail (4t5/8Q, Left Stile (Wide (4 5/8")), Right Stile(Wide (4 5/8")) --' *** Unit*** Unit 1.1: Extruded Sash, Frame-"Knocked'bown Garden-Aire,\Fixed -Active "Active- Fixed%- Primary Left Hinging, Full Lite Panel ( / • t r �;� :� , <; 5, /--i r- Unit 1==1--Dual Glazed, H-K�LbE 270 Insulated Glass MiIISFinish Spacer,,Glass,P eserve without Neat Coating, Square (S4S) Bead Unit 1.1 Glass"1,11.1 Glass 2, 1..;1•'Glass 3= 1.1 Glass 4:-Custom Glass= LAMI 27, Custom glass Hardware-Accessories,�: = •' _ Unit 1.1: Dual'Point Flush"Pull Lock w/,Keyed Cylinder,"Satin Nickel - PVD Hardware, 2 Rustic(1 No Charge',. Chargeable) Security Lock, "Ultra Screen,'BetterVue,-F,i6erglass Sliding Screen, Screen(s) Loose, Screen Tracker *** Species-Finish-'!-Color Unit 1 1. Pine, 70%Fluorkopolymer E Sash 70% Fluoropolymer-Exterior Frame, MatcWAll'E)c`t ors, Rustic Exterior, Primed Latex Interior'Sash Finish"Primed Latex_lnterior Frame ; *** Casing-Jambs-Trim Unit 1 1• No Casing,1'6-5/16'�Clips Installation Clips;,Nailing Fin, 4-9/,16;' Jambs`-A Line# sti '> Week Of Date(s): 'Z `4 If 2016-01-11 037-04 r Y c,=Quantity:., 4.00 DOOR #7 (LAMMY): GUEST LVG,DEN,MST RETREAT,SUITE #3 ***Additional Line Item *** Loose Ultra Operating Panel 1 (for Unit 1 1) *** Product Name*** Ultra Rectangle Sliding Door *** Product*** UGA *** Stiles & Rails*** Unit 1.1 Panel 1, 1.1 Panel 2, 1 1 Panel 3, 1 1 Panel 4- Top Rail (Wide (4 5/8")), Bottom Rail (4 5/8"), Left Stile (Wide (4 Printed. Sales Order Acknowledgement Page 75 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO 5/8")), Right Stile (Wide (4 5/8")) *** Unit*** Unit 1.1 Garden-Aire *** Glass *** Unit 1 1 Square (S4S) Bead *** Hardware-Accessories*** Unit 1 1 Dual Point Flush Pull Lock w/Keyed Cylinder, Satin Nickel- PVD Hardware *** Species-Finish-Color*** Unit 1 1 Rustic Exterior Line# Week Of Date(s): 037-05 2016-01-11 x Quantity: 4.00 DOOR #7 (LAMMY): GUEST LVG,DEN,MST RETREAT;SUITE #1\,--j 3', .r q Additional Line Item i Loose Ultra Operating Panel 2 (for Unit 1 1) _ *** Product Name Ultra Rectangle Sliding Door `_ *** Product UGA *** Stiles &.Raiis'** . Unit 1:1:Fangl 1;'1 1 Panel 2,-11 Panel 3, 1 1"RJ `4 Top Rail (Wide (4.1578 ))„Bottom Rail (4 5/8"), Left Stile(Wide (4 5/8")), Right Stile"(Wide (4,5/8<`)) P U Unit 1 '1 *Garden-Aire ;f. ,2V» r • '� " *.* Glass Unit 1.1. Square ($4S) Bead � ✓`;+ � . f'** '***. r :sy.M �":.r�wsi✓'r"� F. 3• tr Hardware-Acce`ssoi�ies 1 - + Unit 1.1 Dual Point Flush_Pull>Lock w/Keyed Cylinder, Satin-Nickel - PVD Hardware `. ` - *** Species-Finish- Colon,”** Unit 1 1 Rustic Exterior Line# Week Of Date(s): = � 4 i 2016-01-11 037-06 xQuantity: 4.00 a DOOR #7 (LAMMY): GUEST LVG,DEN,MST RETREAT,SUITE #3 ***Additional Line Item*** Loose Ultra Stationary Panel 1 (for Unit 1 1) *** Product Name*** Ultra Rectangle Sliding Door *** Product*** UGA *** Stiles & Rails*** Unit 1 1 Panel 1, 1 1 Panel 2, 1 1 Panel 3, 1.1 Panel 4: Top Rail (Wide (4 5/8")), Bottom Rail (4 5/8"), Left Stile(Wide (4 Printed: Sales Order Acknowledgement Page 76 of 92 11/19/2015 1110 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO 5/8")), Right Stile(Wide (4 5/8")) *** Unit*** Unit 1.1- Garden-Aire *** Glass *** Unit 1.1. Square (S4S) Bead *** Hardware-Accessories*** Unit 1.1: Dual Point Flush Pull Lock w/ Keyed Cylinder, Satin Nickel- PVD Hardware Line# Week Of Date(s): 037-07 2016-01-11 3 x Quantity: 4.00 DOOR #7 (LAMMY): GUEST LVG,DEN,MST RETREAT,SUITE-#3 IN ***Additional Line Item Loose Ultra Stationary Panel 2 (for Unit 1 1) *** Product Name Ultra Rectangle Sliding Door *.* Product UGA Stiles & Rails ;,: Unit 1 1 Panel1, 1;1 Panel 210'1 Panel 3, 1 1 Panel 4a Top Rail (Wide (4 5/8")), Bottom Rail (4 5/8"), Left Stile (Wide (4 5/8")), Right-Stile{(Wide (4 5/8")) Un it, Unit 1.1 Garden-Aire *** Glass *.*; r; �,• ` • . Unit 1 1• Square,(S4�S) Bead ;. N Hardware-Accessories, Unit 1.1: Dual Point;Flusii=Pull Lock w/'Keyed,Gylinder�atin Nickel- PVD Hardware ham_ Line# `� >; '` ry, {; '` Week Of D t-1s) 037-08 11,/ "v. ' it, Quantity: �'��_: •"'� 4.00 DOOR #7 (LAMMY-) GUEW, LVG,DEN,MST RETREAT,SUITE #3 ***Additional Line Item'** Loose Ultra Screen (for Unit'1.1) *** Product Name*** Ultra Rectangle Sliding Door *** Product*** UGA *** Unit*** Unit 1 1- Garden-Aire *** Hardware-Accessories *** Unit 1 1 BetterVue Fiberglass Sliding Screen *** Species-Finish-Color*** Unit 1 1: Rustic Exterior Printed: Sales Order Acknowledgement Page 77 of 92 11/19/2015 11:10 AM. Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 037-09 2016-01-11 x Quantity: 4.00 DOOR #7 (LAMMY): GUEST LVG,DEN,MST RETREAT,SUITE #3 *** Additional Line Item*** Loose Ultra Screen with Astragal (for Unit 1 1) *** Product Name*** Ultra Rectangle Sliding Door *** Product*** UGA *** Hardware-Accessories*** - Unit 1 1 BetterVue Fiberglass Sliding Screen =, *** Species-Finish-Color Unit 1 1 Rustic Exterior } Line# Wek;.1 �Of Date(.":.s):0161.1038-01 a ; x Quantity'` -- �� '3:00 Volume: 1:7°139 ' - � a 0 DOOR #7"(LAMMY' aBREAKFAST'- 2 ,OFFICE Product Name Ultra Rectangle Sliding � �.Y *** Product Group c UGA (Group 1 of *** Product'** UGA Ass 1 q , ***Wrapping -Overall',,Dimensions Frame Size 144 1/4" x 1:20 hpensize 1 Roug �Oing Si44 3/4 x 1,20 1/2", Unit Dimension Size 144 1/4 x 120 .r.: . -- tit =) *** Individual Dimensions,* * * . Unit 1 1- Frame Size Y144~1/4"x 120"� *** Stiles & Rails Unit 1.1 Panel 1, 1 1 PanekZ,t1.1 Panel.3, 1 1 Panel 4- Top Rail (Wide (4 5/8")), Bottom Rail (4 5/8"), Left Stile (Wide (4 5/8")), Right Stile (Wide (4`5%8,)) '" *** Unit*** Unit 1.1: Extruded Sash, Frame Knocked Down, Garden-Aire, Fixed -Active-Active- Fixed : Primary Left Hinging, Full Lite Panel *** Glass*** Unit 1.1. Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1 1 Glass 1, 1 1 Glass 2, 1 1 Glass 3, 1 1 Glass 4 Custom Glass= LAMI 27, Custom glass *** Hardware-Accessories *** Unit 1.1: Dual Point Flush Pull Lock w/Keyed Cylinder, Satin Nickel - PVD Hardware, 2 Rustic (1 No Charge, 1 Chargeable) Security Lock, Ultra Screen, BetterVue Fiberglass Sliding Screen, Screen(s) Loose, Screen Track *** Species-Finish-Color*** Unit 1 1 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame Printed: Sales Order Acknowledgement Page 78 of 92 11/19/2015 11 10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Casing-Jambs-Trim*** Unit 1.1• No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 4-9/16" Jambs Line# Week Of Date(s): 038-04 2016-01-11 x Quantity: 3.00 DOOR #7 (LAMMY): BREAKFAST (2), OFFICE ***Additional Line Item *** Loose Ultra Operating Panel 1 (for Unit 1 1) *** Product Name*** ~ Ultra Rectangle Sliding Door *** Product UGA _ . *** Stiles & Rails Unit 1.1 Panel 1, 1 1 Panel 2, 1 1 Panel 3, 1 1 Panel 4, Top Rail (Wide (4.�5/8!')), Bottom Rail(4 5%8"), Left Stile (Wide (4 5/8")), Right Stile(Wide (4 5/8")) i *** Unit*** .k - 1" r"-x `lti 4 ;,. 3 Unit 1 1- Garden-Aire Glass • = - " 7 Unit 1.1. Square(SAS) Bead.' Hardware-rAccessories t t � °�; �, '•,: � ;� �,,..--�' Unit 1.,1:-4081Flush Pull Lock-w/Keyed'Cylindef.""Satin.'Nickel - PVD-Hardwa�e *** Species=Finish-Color;**jl' `- Unit 1.1. Rust_ic•Exterior x.. Line f# �' 1 Week Of Date(s): , 038-0,5, � . . � - . R � � � � 2016-01-11 t �.. fe ;n.,µ�:" •may •.- .;. r,.�_�.� ��� �, :. LLQ DOOR #7 (LAMMY)rBREAKFAST;(/2), OFFICE ***Additional Line Loose Ultra Operating Panel�2=(�&Unit_ 1') *** Product Name*** `ice alr Ultra Rectangle Sliding Do *** Product*** UGA *** Stiles & Rails*** Unit 1.1 Panel 1, 1.1 Panel 2, 1 1 Panel 3, 1 1 Panel 4- Top Rail (Wide (4 5/8")), Bottom Rail (4 5/8"), Left Stile (Wide (4 5/8")), Right Stile (Wide (4 5/8")) *** Unit*** Unit 1 1 Garden-Aire *** Glass*** Unit 1 1- Square (S4S) Bead *** Hardware-Accessories *** Unit 1 1 Dual Point Flush Pull Lock w/Keyed Cylinder, Satin Nickel - PVD Hardware Printed Sales Order Acknowledgement Page 79 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Species-Finish-Color*** Unit 1 1- Rustic Exterior Line# Week Of Date(s): 038-06 2016-01-11 x Quantity: 3.00 DOOR #7 (LAMMY): BREAKFAST (2), OFFICE ***Additional Line Item*** Loose Ultra Stationary Panel 1 (for Unit 1 1) *** Product Name Ultra Rectangle Sliding Door *** Product UGA *** Stiles& Rails Unit 1 1 Panel 1, 1 1 Panel 2, 1 1 Panel 3, 1.1 Panel 4 Top Rail (Wide (4:5%8")), Bottom Rail`(45/8"), Left Stile(Wide (4 5/8")), Right Stile (Wide (4 5/8")) *** Unit Unit 1 1 Garden-Aire .** Glass *** C. Unit 1.1 Square.(S4S) Bead *** Hardware=Accessories Unit 1,47-Dual,Point Flush Pull Lock'w/KeyedfC.ylinder;Satin.Nickel - PVD,Hardware Lind-4. I"' F, �. .t}{ �`, .! .:..' Week Of Date(s): 7 E _ F: _;1 2016-01-11 038 0-/.; 3'•_ '�e.... '•", �'' r z.:Quantity �tii' .;, � r' �' 3.00 DOOR #7 (LAMMY). BREAKFAST (2),_O_FYFICE� *** Additional Line Item-*"* Loose Ultra Stationary Pane 2 (for Unit 11) *** Product Name Ultra Rectangle Sliding Door., -1 *** ProductUGA *** ; 4 *** Stiles & Rails*** Unit 1 1 Panel 1, 1 1 Panel 2, 1 1 Panel 3, 1 1 Panel 4. Top Rail (Wide (4 5/8")), Bottom Rail (4 5/8"), Left Stile (Wide (4 5/8")), Right Stile (Wide (4 5/8")) *** Unit*** Unit 1 1 Garden-Aire *** Glass*** Unit 1.1 Square (S4S) Bead *** Hardware-Accessories *** Unit 1.1 Dual Point Flush Pull Lock w/ Keyed Cylinder, Satin Nickel- PVD Hardware Printed: Sales Order Acknowledgement Page 80 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 038-08 2016-01-11 x Quantity: 3.00 DOOR #7 (LAMMY): BREAKFAST (2), OFFICE ***Additional Line Item*** Loose Ultra Screen (for Unit 1 1) *** Product Name*** Ultra Rectangle Sliding Door *** Product UGA *** Unit Unit 1 1 Garden-Aire .** *** - t Hardware-Accessories -.,.mak"^ "' ``�,�'- �°: ��, A Unit 1 1- BetterVue Fiberglass Sliding Screen �-•.�: 3; t._ � �,- , *** Species-Finish-Color Unit 1.1 Rustic Exterior �, '`�:;Y. C`~ tt r ` t _ �rT Line# , . --_ Week! Of Date(s): Q Q 038-09 � . x Quantity 3.00 1 ¢ F.. i i `✓ t.' t 7 iBREAKFAST(2);OFFICE DOOR #7 (LAMMY). ***Additional LineaItem Loose Ultra Screen'with Astragal (for'Unit-1".1) ` *** Product Name**, ✓Y '� .. , = "- Ultra Rectangle Sliding:Door. "u ` *** *** wu Product UGA .... *** Hardware-Accessories Unit 1 1- BetterVue Fiberglass Slid ing,S,creenti *** Species-Finish-Color*** % Unit 1.1, Rustic Exterior �` yi i4 Line# Week Of Date(s): 039-01 2016-01-11 x Quantity: 2.00 Oil 0 Volume: 114 06 DOOR #7 (LAMMY): DINING RM., SUITE #4 Printed- Sales Order Acknowledgement Page 81 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Product Name*** Ultra Rectangle Sliding Door *** Product Group*** UGA (Group 1 of 1) *** Product*** UGA(Assy 1) ***Wrapping -Overall Dimensions *** Frame Size 144"x 120", Rough Opening Size 144 1/2" x 120 1/2", Unit Dimension Size 144" x 120" *** Individual Dimensions *** Unit 1 1. Frame Size 144" x 120" *** Stiles&Rails *** Unit 1.1 Panel 1, 1 1 Panel 2, 1.1 Panel 3, 1.1 Panel 4. Top Rail (Wide (4 5/8")), Bottom Rail (4 5/8"), Left Stile (Wide (4 5/8")), Right Stile(Wide (4 5/8")) *** Unit*** Unit 1.1: Extruded Sash, Frame Knocked Down, Garden-Aire, Fixed -Active-Active- Fixed Primary Left Hinging, Full Lite Panel *** Glass Unit 1 1• Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserye,without Neat'Coating, Square (S4S) Bead Unit 1.1 Glass 1, 1.1 Glass 2, 1.1 Glass 3, 1.1 Glass 4' Custom Glass= UAMi,27�Custom glass Hardware-Accessories - i Unit 1.1. Dual Point Flush Pull Lock w/ Keyed Cylinder, Satin Nickel ,.PVD-Hardware, 2 Rustic(•1'IVo-Charge, 1 Chargeable) Security Lock, Ultra Screen, BetterVue Fiberglass Sliding Screen, Scre'en(s) Loose;Screek- Track Species-Finish-Color ..f") � x Unit 1 1. Pine, 70% Fluoropolymer Ext:Sash, 70% F,luoropolymer Exterior F�amgi Match_AI_I Ext;Colors, Rustic Exterior, Primed Latex Interior Sash Finish;'Primed Latex Interio�,.Frame �` *** Casing-Jambs-Trim Unit 1 1 No Casing;6-5/16 Clips Installation Clips;,Nailing Fin, 4-9/16 Jambs l Line#:. r • :j •: Y. _ f Week Of'Date(s): i. t. t + `-2016-01-11 039~04 f =tt. . z x-Quantity ,; 1 2.90 .r ^� s Y DOOR #7 (LAMMY): DINING`RM.. -SUITE #4 Additional Line Item •" i _ Loose Ultra Operating I?anel'1°_(,for._Unit 1.1) *** Product Name Ultra Rectangle SlidingiDoorf� *** Product UGA *** Stiles & Rails*** '5- Unit 1.1 Panel 1, 1.1 Panel,2 1::,1 Panel 3, 1 1 Panel 4- Top Rail (Wide (4 5/8")), Bottom Rail (4 5/8"), Left Stile (Wide (4 5/8")), Right Stile (wide (4 A,.)) *** Unit*** Unit 1 1- Garden-Aire *** Glass*** Unit 1.1: Square (S4S) Bead *** Hardware-Accessories *** Unit 1.1. Dual Point Flush Pull Lock w/Keyed Cylinder, Satin Nickel - PVD Hardware *** Species-Finish-Color*** Unit 1 1 Rustic Exterior Printed: Sales Order Acknowledgement Page 82 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 039-05 2016-01-11 x Quantity: 2.00 DOOR #7 (LAMMY): DINING RM., SUITE #4 ***Additional Line Item*** Loose Ultra Operating Panel 2 (for Unit 1 1) *** Product Name*** Ultra Rectangle Sliding Door *** Product*** UGA .. � *** Stiles S Rails Unit 1 1 Panel 1, 1.1 Panel 2, 1.1 Panel 3, 1.1 Panel 4: Top Rail (Wide (4 5/8'))-; Bottom Rail-(4,5/8")Left Stile (Wide (4 5/8")), Right Stile (Wide (4 5/8")) .** Unit Unit 1 1 Garden-Aire ..* Glass*** .= ,•"�'^� Unit 1 1: Square (S4S) Bead ` Hardware-Accessoriesc.,,,-_. _� ,.�--" .• -a, y\ R � + ;� Unit 1.1: Dual Point Flush Pull Loc _ k wPKeyedlCylinder, Satin•Nickel - PVD Hardware _ t *** SP ecies-Finish=Color Unit 11.,Ru66—:Exterior "S r Line# '� �:. �_ ti._ � Week Of Date(s): 2016-01-11 039=06 �. Viz'Quantity: Ta `- `°_ .--' , '�2.00 ' DOOR #7 (LAMMY) \DINING RM., SUITE�#4 ..* ` `fit Additional Line Item Loose Ultra Stationary RaneIF1'(for Unit 1 *** Product Name* £ , A Ultra Rectangle Sliding Door "�k x- *** Product UGA *** Stiles & Rails Unit 1 1 Panel 1, 1.1 Panel 2, 1 1 Panel 3, 1 1 Panel 4 Top Rail (Wide (4 5/8")), Bottom Rail (4 5/8"), Left Stile (Wide (4 5/8")), Right Stile (Wide (4 5/8")) *** Unit*** Unit 1 1. Garden-Aire *** Glass *** Unit 1.1: Square (S4S) Bead *** Hardware-Accessories*** Unit 1 1: Dual Point Flush Pull Lock w/Keyed Cylinder, Satin Nickel - PVD Hardware Printed: Sales Order Acknowledgement Page 83 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 039-07 2016-01-11 x Quantity: 2.00 DOOR #7 (LAMMY): DINING RM., SUITE #4 ***Additional Line Item*** Loose Ultra Stationary Panel 2 (for Unit 1 1) *** Product Name*** Ultra Rectangle Sliding Door *** Product UGA *** Stiles & Rails . .; Unit 1 1 Panel 1, 1 1 Panel 2, 1.1 Panel 3, 1 1 Panel 4 Top Rail (Wide (4 5/,8'r)), Bottom Rail (4,5/8") Left Stile (Wide (4 5/8")), Right Stile (Wide (4 5/8")) Unit Unit 1 1• Garden-Aire ;:: *** Glass*** rel ' ~ -'`�°'� ,, ` �' Y. i S Unit 1 1- Square (S4S) BeadV. ` *.* **► T r Hardware-Accessories, Unit 1 1• Dual Point Flush Pull-L'ock w/rKeyed`Cylinder, Satin Nickel - PVD Hardware # '' Line-# 'k We .OfDate(s): 039,;=08 -, , �. .� f,. r >> 620.1`6-01-11 J f x�,_Quantity't: <<t (, r/ 2.00r,; DOOR #7 (LAMrMY): DINING-R, SUITE Additional Line Item t Loose Ultra Screen (for•Unit 1.-1) *** Product Name Ultra Rectangle Sliding .Door *** Product UGA Unit ; w. Unit 1 1 Garden-Aire *** Hardware-Accessories'`*** Unit 1.1. BetterVue Fiberglass Sliding Screen *** Species-Finish-Color*** Unit 1.1. Rustic Exterior Printed: Sales Order Acknowledgement Page 84 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 03909 2016-01-11 x Quantity: 2.00 DOOR #7 (LAMMY): DINING RM., SUITE #4 ***Additional Line Item*** Loose Ultra Screen with Astragal (for Unit 1.1) *** Product Name*** Ultra Rectangle Sliding Door *** Product UGA Hardware-Accessories Unit 1.1 BetterVue Fiberglass Sliding Screen *** Species-Finish-Color*** `°" ,�_ :� Unit 1 1 Rustic Exterior `t- At Line# �, Week.di" 040-01 t - y �' a X Quantity• xf-,„: .,.R .m: \�<1.00 Volume: 12:1111 DOOR #3'(LAMM:1,FAMILY-RM (BAR AREA): RIGHT � � Po_ � Product Name VistaLuxe Complementary Rectangle Folding Door - *** Product Groupz**'°: VLFD (Group 1 of **' Product VLFD (Assy 1) ***Wrapping -Overall-Dimensions *** Frame Size 103"x 120"i, Rough. )Oening Size 103 1/2"x0201/2'% Unit Dimension Size 103" x 120" *** Individual Dimensions,***" } Unit 1.1 Frame Size .1:63'_x 120" *** Unit Unit 1.1. Extruded Sash,�0 Left Panels,�3.Right Panels, Frame Knocked Down, Ultra, Outswing, Full Lite Panel, 2 1/4" Panel, 2 1/4" Frame . g *** Glass *** Unit 1 1: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1.1 Glass 1, 1 1 Glass 2, 1.1 Glass 3 Custom Glass= LAMI 27, Custom glass *** Hardware-Accessories*** Unit 1 1` Multi-Point Lock Door Hardware, Satin Nickel - PVD Hardware, Dallas Door Handle, Dull (Brushed) Chrome Concealed Shoot Bolts Stile Locks, Stainless Steel Strike, Keyed Alike Across Product Lines, Satin Nickel Hardware Color Package, Mortise Hinges, Aria Stile Lock Handle Type, Chrome Head Strike, Matte Black Sill Strike, Satin Nickel Hinges, No Screen - No Prep *** Species-Finish-Color*** Unit 1.1. Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Black Weatherstrip *** Casing-lambs-Trim*** Printed- Sales Order Acknowledgement Page 85 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Unit 1 1: Weep Sill Door Sill', Dark Bronze Anodized Door Sill, No Casing, 10-1/16" Clips Installation Clips, Nailing Fin, 6- 9/16"Jambs Line# Week Of Date(s): 040_033 2016-01-11 x Quantity: 1.00 DOOR #3 (LAMMY): FAMILY RM (BAR AREA): RIGHT ***Additional Line Item*** Loose VistaLuxe Panel 1 (for Unit 1 1) *** Product Name*** :�• VistaLuxe Complementary Rectangle Folding Door *** Product VLFD *** Unit Unit 1 1. Ultra *** Glass Unit 1.1: Square (S4S) Bead Hardware-Accessories Unit 1 1: Multi-Point Lock Door!Hardware,.Satin Nickel - PVD\.Hardware, Dallas Door Handle *** Species-Finish=Color i Unit 1 1 Rustic E'x`terior `.` - Line"#' Week Of Date(s): �. 2016-01-11 040=04 :._ y z , d k Quantity\ 1.00 7 DOOR #3 (LAMMY):,FAMILY RM (BAR AREA):RIGHT Additional Line Item:, 4� '" Loose VistaLuxe Panel 2:(for Unit 1 1) ` *** Product Name { VistaLuxe Complementary Recta ngleFolding Door *** Product . . VLFD *** Unit Unit 1 1: Ultra *** Glass*** Unit 1 1- Square (S4S) Bead *** Hardware-Accessories *** Unit 1 1: Multi-Point Lock Door Hardware, Satin Nickel - PVD Hardware, Dallas Door Handle *** Species-Finish-Color*** Unit 1 1 Rustic Exterior Printed Sales Order Acknowledgement Page 86 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 04005 2016-01-11 x Quantity: 1.00 DOOR #3 (LAMMY): FAMILY RM (BAR AREA): RIGHT ***Additional Line Item *** Loose VistaLuxe Panel 3 (for Unit 1 1) *** Product Name*** VistaLuxe Complementary Rectangle Folding Door *** Product VLFD ### Unit Unit 1 1* Ultra �- t ". "�" ### Glass Unit 1.1. Square (S4S) Bead N *** Hardware-Accessories Unit 1.1. Multi-Point Lock Door Hardware, Satin Nickel,_.-fiPVD Hardware, Dallas-Door_Handle � = ### Species-Finish-Color `'Y4,_',: Unit 1 1 Rustic Exterior _ Line#.,F �,' " WeekOf Dafe(s): ` .. ; .,� X20°16 01=`11 0�4-1 =01 v f = 5 x/'Quantity: Volume: '124.04 DOOR #3 (LAMMY): FA"MILY: *** Product Name**� "��: :•-f P �_`"� VistaLuxe Complementary4ectangle Folding Door *** Product Group***`. _ - `v�+; VLFD (Group 1 of 1) *** Product VLFD (Assy 1) ***Wrapping -Overall Dimensions**� � Frame Size 105 1/2" x 120''Rough.Opening Size 106"x 120 1/2", Unit Dimension Size 105 1/2"x 120" Individual Dimensionsk p" Unit 1 1: Frame Size 105 1/21'x120" *** Unit*** Unit 1.1- Extruded Sash, 3 Left Panels, 0 Right Panels, Frame Knocked Down, Ultra, Outswing, Full Lite Panel, 2 1/4" Panel, 2 1/4" Frame *** Glass*** Unit 1 1- Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1 1 Glass 1, 1 1 Glass 2, 1.1 Glass 3. Custom Glass= LAMI 27, Custom glass *** Hardware-Accessories *** Unit 1.1 Multi-Point Lock Door Hardware, Satin Nickel - PVD Hardware, Dallas Door Handle, Dull (Brushed) Chrome Concealed Shoot Bolts Stile Locks, Stainless Steel Strike, Keyed Alike Across Product Lines, Satin Nickel Hardware Color Package, Mortise Hinges, Aria Stile Lock Handle Type, Chrome Head Strike, Matte Black Sill Strike, Satin Nickel Hinges, No Screen - No Prep Printed: Sales Order Acknowledgement Page 87 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Species-Finish-Color*** Unit 1 1- Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Black Weatherstrip ***Casing-Jambs-Trim*** Unit 1.1 Weep Sill Door Sill, Dark Bronze Anodized Door Sill, No Casing, 10-1/16" Clips Installation Clips, Nailing Fin, 6- 9/16" Jambs Line# Week Of Date(s): 041 -03 2016-01-11 x Quantity: 1.00 DOOR #3 LAMMY : FAMILY RM: LEFT ***Additional Line Item rN Loose VistaLuxe Panel 1 (for Unit 1 1) N _ Product Name VistaLuxe Complementary Rectangle Folding Door *** Product*** y ` .. f VLFD r Unit /Y s art',"-•-.m.,, ,;� T ��� ti>; ' � .�„-'+'` �" Unit 1 1 Ultra Glass `/ �� � --�- - .Jr: Unit 1 1. Square-(S S) Beady J *** Hardware-Accessories$*** r Unit 1 1 Malti=Point Lock Door Hardware, SatinsNickel - PVD`Fiardware;"Dallas Door Handle Species=Finish-Color, r K r Unit 1 1. Rustic Exterior ` •' :, � t �. � `tip , ;,. .:� `�� t;� Line#'. :a :. ff Week Of Date(s): "' 2016-01-11 041 �. ' 4 —04 s x Quantity:._ =M , .1.00 -' A, DOOR #3 (LAMMY): FAMILY'SRM LEFT *** Additional Line Item Loose VistaLuxe Panel 2:(fo NU it 11) *** Product Name*** ~ VistaLuxe Complementary Rectangle Folding Door *** Product*** VLFD *** Unit*** Unit 1 1 Ultra *** Glass *** Unit 1.1 Square (S4S) Bead *** Hardware-Accessories *** Unit 1.1: Multi-Point Lock Door Hardware, Satin Nickel - PVD Hardware, Dallas Door Handle *** Species-Finish-Color*** Unit 1 1: Rustic Exterior Printed: Sales Order Acknowledgement Page 88 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 041 -05 2016-01-11 x Quantity: 1.00 DOOR #3 (LAMMY): FAMILY RM: LEFT ***Additional Line Item*** Loose VistaLuxe Panel 3 (for Unit 1.1) *** Product Name*** VistaLuxe Complementary Rectangle Folding Door *** Product*** r VLFD *** Unit*** Unit 1 1: Ultra *** Glass Unit 1 1: Square (S4S) Bead Hardware-Accessories 1 r *** Unit 1.1: Multi-Point Lock Door Hardware, Satin Nickel—,PVD Hardware, Dallas- Species-Finish-Color Handle r„ �•.t.��. ;�� Unit 1 1 Rustic Exterior y.. Line# ;' PPP �: _ y Week Of Dafe(s): X2016 011"11 04.2 1 }£, ' xuantity: , 1.00 > Volume: '173 43; x.11 ,,. - �.. ,,��.=�d""� � � ;„�•.—.�. DOOR #6 (LAMMY): FAMILY RW--__,, *** Product Name**', VistaLuxe Complementary Rectangle Folding Door ` *** Product Group***�rt ; •:* ��.,,, `�� ,, VLFD (Group 1 of 1) *** Product*** 4 VLFD (Assy 1) L ' ***Wrapping -Overall Dimensions* =' Frame Size 147 1/2" x 12VRo''ugPOpening Size 148" x 120 1/2", Unit Dimension Size 147 1/2" x 120" ti,i,-t;i s Individual Dimensions � Unit 1.1. Frame Size 147 1/2.'x 120" *** Unit*** Unit 1 1. Extruded Sash, 2 Left Panels, 2 Right Panels, Primary Left Panel -OSV, Frame Knocked Down, Ultra, Outswing, Full Lite Panel, 2 1/4" Panel, 2 1/4" Frame *** Glass *** Unit 1 1 Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1.1 Glass 1, 1 1 Glass 2, 1 1 Glass 3, 1 1 Glass 4• Custom Glass= LAMI 27, Custom glass *** Hardware-Accessories*** Unit 1 1 Dull (Brushed) Chrome Concealed Shoot Bolts Stile Locks, Satin Nickel Hardware Color Package, Mortise Hinges, Aria Stile Lock Handle Type, Chrome Head Strike, Matte Black Sill Strike, Satin Nickel Hinges, No Screen - No Prep *** Species-Finish-Color*** Printed- Sales Order Acknowledgement Page 89 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Unit 1 1 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Black Weatherstrip *** Casing-Jambs-Trim*** Unit 1.1: Weep Sill Door Sill, Dark Bronze Anodized Door Sill, No Casing, 10-1/16" Clips Installation Clips, Nailing Fin, 6- 9/16" Jambs Line# Week Of Date(s): 042-02 2016-01-11 L x Quantity: 1.00 DOOR #6 (LAMMY): FAMILY RM " *** Additional Line Item Loose VistaLuxe Panel 1 (for Unit 1.1) '' *** Product Name VistaLuxe Complementary Rectangle Folding Door *** Product*** +' �;:v VLFD ':: r " Unit Unit 1.1: Ultra Glass Unit 1 1: Square,-(S4S) Bead �- Species-Finish-Color �, ..;� � Unit 1..1;�ftust c;Exterior t i Line`#s q.- r , _ "' I,.. .r Week Of Date(s): 042-0.3 yJs .; :,a i .: 2016-01-11 -:.T ;... X.X" Quantity., tity: '`' � ,. �:.;' � 1.00 °` '-q s �. ek DOOR #6LAMMY: ' FAMILY RM ***Additional Line Loose VistaLuxe Panel!2A(f6r Unit 1 1) - *** Product Name VistaLuxe Complementary Recytangle Folding Door *** Product VLFD # *** Unit*** Unit 1.1 Ultra *** Glass *** Unit 1 1 Square (S4S) Bead *** Species-Finish-Color*** Unit-1.1 Rustic Exterior Printed: Sales Order Acknowledgement Page 90 of 92 11/19/2015 11:10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO Line# Week Of Date(s): 042-04 2016-01-11 x Quantity: 1.00 DOOR #6 (LAMMY): FAMILY RM ***Additional Line Item*** Loose VistaLuxe Panel 3 (for Unit 1 1) *** Product Name*** VistaLuxe Complementary Rectangle Folding Door *** Product*** f VLFD ;`. Unit Unit 1 1: Ultra , *** Glass*** Unit 1 1 Square (S4S) Bead " *** Species-Finish-Color Unit 1.1: Rustic Exterior ;:GJ;..r" .z; ''3; �-•,:..n. ... "v-' � •sem=.r.✓r Line# Of D.ate(s2016-01-11 _042-05 �a rc . .. x Quantitk.,� 4s, 1 'i'••'Y" A-51 jT J' •�,...�q{ •1 l} �i i� ice' In l j". DOOR #6 LAMMY `; FAMILY'RMp ***Additional Line:ltem*** - Loose VistaLuxe Panel;4:(for Unit 1 1')� ... . *** Product Name**•.T.::; •: VistaLuxe Complementary Rectangle Folding Door Product f VLFD *** Unit Unit 1.1 Ultra e- *** Glass *** q Unit 1 1 Square (S4S) BeadO •. *** Species-Finish-Color = Unit 1.1. Rustic Exterior Line# Week Of Date(s): 043-01 2016-01-11 x Quantity: 1.00 L, Volume: 20 85 Printed: Sales Order Acknowledgement Page 91 of 92 11/19/2015 11.10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO DOOR #2 (LAMMY): GARAGE *** Product Name*** VistaLuxe Rectangle Exterior Swinging Door *** Product Group*** VLI (Group 1 of 1) *** Product*** VLI (Assy 1) ***Wrapping -Overall Dimensions*** Frame Size 38" x 120", Rough Opening Size 38 1/2"x 120 1/2", Unit Dimension Size 38" x 120" *** Individual Dimensions*** Unit 1.1: Frame Size 38"x 120" *** Unit*** Unit 1 1 Extruded Sash, VistaLuxe, Inswing, Left Hinging, Universal for Accent/Flush Frame, Full Lite Panel, 2 1/8" Panel, 2 1/8" Frame *** Glass *** Unit 1.1. Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without%6t� oating, Square (S4S) Bead Unit 1 1. Custom Glass= LAMI 48, Custom glassF *** Hardware-Accessories Unit 1.1: Multi-Point Lock Door Hardware, Satin Nickel - PVD Hardware, Dallas-.DoorkHandle;.Stainless Steel Strike, Keyed Alike Within Product Line, Adjustable Hinges, Satin Nickel - PYP-11 rages, NoiScreec.N;o,Prep" Species-Finish-Color N Unit 1 1 Pine, 70% Fluoropolymer Ext Sash, 70% Fluoropolymer Exteriorframe, Match All Ext°Colors, Rustic Exterior, I" ILPrimed Latex Interior Sash Finish, Primed Latex Interior Frame, Black Weatf erstd *** Casing-Jambs Trim *** f V n a . Unit 1 1 Aluminum Door Sill;bai&,Bronze„An.odiked fiDoorSill, No Casing, 6-6%16,I, Clips Installatio ..n:Clips, Nailing Fin, 4- 15/16 Jambs = . q i<';_ ,. ., F �; __. } , . `JWeek'OUDate s '016-01-11 ;� ��_�. �� �_:.� T`• , ��-�� -f A F �, !`~Quanti Volume: 1'7-'03, 'R'_•. ?` �"+c.''`^4?.�^_ T �u4,..X....':Gii..ti'a^'i cV-H•� �-'' {'� DOOR #4 (LAMMY): HALL ` ,`L •. ^` k�� �f *** Product Name VistaLuxe Rectangle Ezterior:Swinging Door X. :�•� *** Product Group*** ::,; `: - t; Nq VL13080 (Group 1 of 1r) ` *** Product VL13080 (Assy 1) ***Wrapping -Overall Dimensions Frame Size 38”x 98", Rougt'`Opening Size 38 1/2"x 98 1/2", Unit Dimension Size 38" x 98" *** Individual Dimensions*** Unit 1 1. Frame Size 38" x 98" *** Unit*** Unit 1 1 Extruded Sash, VistaLuxe, Inswing, Left Hinging, Universal forAccent/Flush Frame, Full Lite Panel, 2 1/8" Panel, 2 1/8" Frame *** Glass *** Unit 1.1: Dual Glazed, H-K LoE 270 Insulated Glass, Mill Finish Spacer, Glass Preserve without Neat Coating, Square (S4S) Bead Unit 1.1 Custom Glass= LAMI 27, Custom glass *** Hardware-Accessories*** Unit 1.1. Multi-Point Lock Door Hardware, Satin Nickel - PVD Hardware, Dallas Door Handle, Stainless Steel Strike, Keyed Alike Within Product Line, Adjustable Hinges, Satin Nickel - PVD Hinges, No Screen -No Prep Printed. Sales Order Acknowledgement Page 92 of 92 11/19/2015 11 10 AM Dimensional Millwork/Northeast(131223) REPORT# 1059K Order#504563 - NORTH SHORE - 14442 SCIARRINO *** Species-Finish-Color*** Unit 1.1* Pine, 70% Fluoropolymer Ext Sash; 70% Fluoropolymer Exterior Frame, Match All Ext Colors, Rustic Exterior, Primed Latex Interior Sash Finish, Primed Latex Interior Frame, Black Weatherstrip *** Casing-Jambs-Trim*** Unit 1.1: Aluminum Door Sill, Dark Bronze Anodized Door Sill, No Casing, 6-5/16" Clips Installation Clips, Nailing Fin, 4- 15/16"Jambs Line# Week Of Date(s): 045-01 2016-01--11 x Quantity: 1.00 LB *** Product Job Site Delivery Requirements/Form -h - Job Site Delivery Requirements/Form - ; .�..f- Job = NORTH SHORE WINDOW AND DOOR, Address = 2420 POND ROAD;RONKONK'O,IVIA, NY X1,1779, USA, Contact=ANGELA F, Phone = 631-285-7333, Lumber Yard, Notes/Dri ecfons Line# -Wyeek Of:Dates . 999 01 x Quantity:/ '+%Y ���5ti.::�.`L`1S a:��t Y fiR:.'::j;F i jJ: SP'" 1!..• �:. PV r._ -'�� ,," .lye ..,.,f, r {:'r ...t,?s:>"• x'� �' B/E- QUA ?.BRIDTG.E . Mull Hardware ` 61fHardware=.Anch6f,:Rin�_(51),>Anchor,SScrew(51), Install Instructions (51),/ I° horCli, (37), Mull � . :.:<. Anchor Plate (37):Mull'Sih&bW,'(,14);Stip-Anchor Plate�(14)Tacck Screw(14) Line# � . K '`'' " � _ Week Of Datels): L'.tr E a �.r 77 6-01-11 999-02 Vit,,�. V9 x.-Quantity: 1.00 *) - ,k , C (OPER) LAUNDRY%PANTRY Box Hardware- Box Hardware- Handle Extender Pack(4), Handle Set(24), Handle/Cover(54), Handle/Escutcheon (54), Screw(18), Security Lock(9), Small Keeper(9) Job Truss Truss Type Qty Ply SCIARRINO 125440896 J-1501008 SD16 HIP 1 1 Job Reference(Optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 0313:34:41 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-9g9Q0_WwRyZ8_e2kKgH5TDk3BwBW WZxYbDJRcyCfcI 3-160 582 Mill. 6 rr2-12 583 5.03 388 3x8 = Scale=1:75.4 4.00 12 3x4 I I 6x8— 45 196 3x8% 4x6 3 7 1x4 II 1x4 II 2 18 8 3x4 zz- 9 10 1 t. LIA d 3x4= 5x87 3x8 12 11 to 3x6 II d N 5x6= 6x8 = r a5 16 15 21 14 3x8 II 3x4 = 3x4= 5821640 1 1830 267-2 261 12 341.8 582 5.3.14 7-10$ 8-4-2 0 32-12 Plate Offsets(X`Q= [1:0-0-3.0-0 12],[4:04-0.Edgel.[10:0-3-5.0-3-2].[11:0-3-8.0-2M.N 2:0-3-0.0-3-0],[17:0-5-e.0.2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.73 Vert(LL) -0.09 12-13 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.57 Vert(TL) -0.23 12-13 >851 240 TCDL 10.0 Rep Stress Ina YES WB 0.67 Horz(TL) 0.04 13 n/a n/a BOLL 0.0 'RQi7)L 10.0 Code IRC2006ITP12002 (Matrix) Weight 221 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-11 oc purlins,except BOT CHORD 2x4 SP No.2'Except* 2-0-0 oc purlins(6-0-0 max.):4-0. 1-17.2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 3-14,2-16 SLIDER Right 2x4 SP No.2 1-9-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Ilistallabi;I13 guide- REACTIONS. Ob/size) 16=808/Mechanical,13=1067/0.5-8,11=959/0.7-4 Max Horz 16=118(LC 10) Max Upliftl6=-619(LC 7),13=404(1-C 7),11=737(1-C 8) Max Grav 16=1024(LC 18),13=1067(LC 1),11=1162(LC 18) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2--787/505,2-18--511/326,3-18=5021440,3-4=-66/448,4-5=22/500,5-19=38/506, 6-19=34/507,6-7=-684!786,7-20=394/324,8-20---411/210,8-9=598/324, 9-10=617/279 BOT CHORD 13-14=100/320,5-13=-406/402,12-13=324/491,11-12=465/696,10-11=245/624, 1-1702/788 WEBS 3.14=283/142,6-13=-603/390,6-12=-3/328,7-11=1121/1296,8-11=-403/570, 16-17=996/1336,2-17=-436/585,15-17=145/255,3-17=584/914 NOTES- (14-15) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat Il;Exp D;enclosed;MWFRS Qow-fise)and C-C Exterior(2)zone; OF NtE� cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 P�v GAR ,Y09 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate .< Q� C DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Lu=50.0-0;Min.flat roof snow load governs. CO '9 7' 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will n t W fit between the bottom chord and any other members,with BC DL=I O.Opsf. fn = 8)Refer to girder(s)for truss to truss connections. Z� Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it--lb)16=619. �� 41,0QSOQ9� 10)One RTI 6A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)13.This connection is for uplift p only and does not consider lateral forces. 9�FESSI�NP 11)TwotlRT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT atjt(s)11 This connection is for uplift only Continued on pagensider lateral forces. December 3,2015 ®WARNING-Verfly design pennneters and READ NOTES ON THIS AND INCLUDED SOrEK REFERANCE PAGE 5047473 rev 1010YW15 BEFORE USE Design valid for use only with MITek&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fpll qty,CrIWa,DSB-89 and SCSI Budding Component 14515 N.Outer Forty,Suite 0300 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440896 J-1501008 SD18 HIP 1 1 Job Reference tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.840 s Sep 29 2015 M9Tek Industries,Inc. Thu Dec 0313:34:41 2015 Page 2 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-9g9Q0_WwRyZB_e2kKgH5TDk3BwBVWYLxYbDJRcyCfd NOTES- (14-15) 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY- DATE. ®wmwma-Wray dmign pvwnerm end READ NOTES ON THIS AND INCLUDED BOTEK REFERANCE PAGE WI-7473 rev 1 awMM5 BEFORE USE. Design void for use only with MtTekS connectors.This design Is based only upon parameters shown,and is for an Individual building component.not �• a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ml Quality Criteria,DSB-89 and BCSI BuOmng Component 14515 N.Outer Forty,Suite 03W Safely Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440897 J-1501008 SD17 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MIT&Industries,Inc. Thu Dec 03 13:34:42 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPy1MSn-esjpcKW7ht4Q18DF128Wegis8aEEFx34nFys_2yCfch i 30-1 3.10•-0 5-4-0 5-0-0 -4-12 2.10-0 B�3 8-0.3 3.5.5 4.00 12 Scale=1:82.3 4x4= 2x4 I I 6x8= 4 5 g 5x14 5x8 20 21 3 7 1x4 II 19 22 2x4 II 18 2 8 3x4 N 1 9 1023 N r l L6 rr d 3x4 = 17 11 3x8 II d 5x8 10x10 =24 25 12 5x6= 6x8= N rb 16 15 14 3x8 II 3x8 = 2x4 II 5411 S60 7-10-0 5-f-10 0 3.2-12 Plate Offsets(X.)Q— [3:0-7-0.0-3-0).f/:0-3-12.0-3-0).[10:0-3-5.0-3-3).[11:0-3.8.0-3-0).[12:0-3-0.0-3-0),[13:0-4-8.Edgg].717:0.5-8.0.2-8) LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.90 Vert(LL) -0.13 12-13 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.65 Vert(TL) -0.26 12-13 >755 240 TCDL 10.0 Rep Stress Ina YES WB 0.78 Horz(TL) 0.01 13 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 236 Ib FT=0°h BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins,except BOT CHORD 2x4 SP No.2'ExcepY 240.0 oc purlins(10-0-0 max.):5-0. 1-17.2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 15-17 SLIDER Right 2x4 SP No.2 1-9-9 MfTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide- REACTIONS. (Ib/size) 16=573/Mechanical,13=1362/0-5.8,11=865/0-7-4 Max Horz 16=134(LC 10) Max Uplift 16=-084(LC 7),13=591(LC 7),11=-638(LC 8) Max Grav 16=714(LC 18),13=1592(LC 18),11=1053(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=771/337,2-18=757/437,2-19--484/305,3-19=-465/375,3-20=229/446, 4-20=219/555,4-5=109/482,5-6=-08/428,6-21=-450/449,7-21=538/434, 7-22=363/285,8-22=383/204,8.9=5821271,9-23--596/220,10-23=-603/192 BOT CHORD 4-13=330/366,11-12=211/621,10-11=194/606,1-17=336!773 WEBS 3-13=568/651,6-13-444/665,6-12=288/594,7-12=324/450,7-11=947/950, 8-11=435/608,16-17=-074/1030,2-1763/616,317=320/690 NOTES- (1415) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 pF NE{N Y 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate J N Gq�C/ 09 DOL=1.15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs. ,<Q" Q. 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0.0 wide will r Icc L fit between the bottom chord and any other members,with BCDL=10.Opsf. m f11 8)Refer to girder(s)for truss to truss connections. 2 Z 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it--lb)16=484. � 0 10)One RTI 6A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)13.This connection is for uplift �Q NO,0891 only and does not consider lateral forces. q 11)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)11 This connection is for uplift only R�FESs1�NP 1 and does not consider lateral forces. CoAtiSe i d 1pa it 2breaks including heels"Member end fixity model was used in the analysis and design of this truss. D@C2fTlb@f 3,2 15 ®WARNING-VeAy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE WI-7473 rev.fa0Y2015 BEFORE USE Design void for use only with Mtrek®connectors.This design Is based only upon parameters shown,and is for an IndMdual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing ;� ek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MI T fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria.DSB-89 and BCSI StAding Component 14515 N.Outer Forty,Suite 9300 Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty PlyT' 'scReference IARRINO 125440897 J-1501008 SD17 HIP 1 Donal P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.840 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:42 2015 Page 2 ID:7DGrO1 R5PjsSGwmjGzD3nPyI MSn-esjpcKW7h14Q18DF12BWegIs8aEEFx 34nFys_2yCfch NOTES- (14-15) 13)Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY DATE. ®WARNING-Vwlfy design pwamems end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE dWP7473 ni v t ar0Y2015 BEFORE USE R Design vold for use only with MITek®connectors.This design is based only upon parameters shown,and is for an indwual building component,not ®• a truss system.Before use.the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracingiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPll Quality Cdledo,DSO-89 and SCSI BuBr9ng Componerd 14515 N.Outer Forty,Suite III= Safety Informdllon available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty I Py SCIARRINO 125440898 J-1501008 SD18 Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Dec 03 13:34:43 2015 Page 1 I D:7DGr01 R5PjsSGwmjGzD3nPyIMSn-63HBpgWIS3CHN1oRAi1Bul4e—VJ—SPENQWUyCfcg a 10 0 41� 7-11-0 11-2 B 15 1-0 20 10 1 26 7-2 30-1-8 310-0 41-8 3 9 8 3 3 8 3 10 8 59 1 59 1 3-6-6 6x8= 5x6= Scale=1:70.7 4.00 12 2x4 II 5 6 4 19 20 4x6 4x8 7 3 1x4 11 18 21 20 11 2 8 3x4 9 1 10 rr In N CS 3x4= 17 3 8x8 = 3x6 II d 5x8 5x8 = 22 23 12 5x8 = N 16 15 14 3x8 II 3x8= 2x4 I I 4-1-8 3-9-8 945 9.3-13 0 ' 2-12 Plate Offsets . it Z-0-3.0-0 121,(10:0-3-5.0-3-3][12:0-1-0 ][13:0-2-12��]�7���2�]it A-O-3.0-a121f10:0-3-5.0-3-31112:0-1-0.D-3-0��13:0-2-12.0.3-4��700-5-8 0-2-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in poc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.72 Vert(LL) -0.28 12-13 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.98 Vert(TL) -0.64 12-13 >499 240 TCDL 10.0 Rep Stress Ina YES WB 0.52 Horz(TL) 0.19 11 n/a n/a BQDL 10.0 BOLL 0.0 ' Cade IRC2006ITP12002 (Matrix) Weight 231 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except TOP CHORD Structural wood sheathing directly applied or 44-8 oc purlins. 5-6:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2'Except' WEBS 1 Row at midpt 3-15,7-11,2-16 1-17.2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Right 2x4 SP No.2 1-9-9 Installation guide. REACTIONS. (Ib/size) 16=1432/Mechanical,11=1376/0-74 Max Horz 16=130(LC 10) Max Uplift I6=-856(LC 7),11=814(LC 8) Max Grav 16=1710(LC 18),11=1645(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2--801/511,2-18=5421342,3.18=529/435,3d=1620/1252,4-19=164511360, 5-19=1596/1371,5.6=1427/1329,6-20=1587/1305,7-20=1670/1295,7-2164/304, 8-21=383/228,8-9=578/298,9.1005/246 BOT CHORD 4-13=29&356,13-22=747/1355,22-23=747/1355,12-23--747/1355,11-12=932/1527, 10-11=217/606,1-117=408/803 WEBS 3-15=12641730,13-15=357!799,3-13=-807/1410,5-13=183/319,6-12=17/251, 7-11=2036/1796,8-11=445/6112,16-17=1678/1740,2-17=-418/550,15-17=-431/801, 3-17=946/1155 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; ��OF NES y cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 Q. JQ,N GA,9C O,Q 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pt=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate 9 ,� DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. r I 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C7 W 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will m fit between the bottom chord and any other members,with BCDL=10.0ps1f. 2 8)Refer to girder(s)for truss to truss connections. �1O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--Ib)18=856. �0.08009 10)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT atjt(s)11 This connection is for uplift only and does not consider lateral forces. A�FESS10 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 December 3,2015 ®WARNING-wrlly Ws/pn ptrtmetas and READ NOTES ON THIS AND INCLUDED efITEK REFERANCE PAGE M!!-747.1 row.MO.L1016 BEFORE USE Design void for use onlywith Mlrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applIcability,of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIA MI Quality CrWcL DSB-89 and BCSI Building Componerd 14515 N.Outer Forty,Suite 0300 Safely Intormallon available from Tnra Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440898 J-1.501008 SD18 Hip 1 1 Job Reference clonal P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:43 2015 Page 2 ID:7DGr01R5PjsSGwmjGzD3nPyIMSn-63HBpgVI93CHN1oRrlilBul4e VJ_SPEOviQWUyCfog 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 13)ACCEPTED BY- DATE: ®WARNING•VW1&design penmen end READ NOTES ON THIS AND INCLUDED AVTEK REFERANCE PAGE MI-7473 rw.M03/201b BEFORE USE Design vald for use only with Mffek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall MM* building design. Bracing indicated B to prevent bucking of indlAduol truss web and/or chord members only Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the WOW fabrication,storage,delvery,erection and bracing of trusses and truss systems,see ANSI/Ml Quality Crtteda,DSB-89 and BCS Building Component 14515 N.Outer Forty,Suite#300 $afety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440899 J-1501008 S1319 Half Hip 2 1 Job Reference(Optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:43 2015 Page 1 ID:7DGr01R5PjsSGwmjGzD3nPyIMSn-63HBpgWS3CHNIoRdilBullc cq_PTEOviQWUycfcg -3-7� 3-78 5-11-8 374 378 2d-0 4.00F1_2 4x6= 2x4 11 Scale=1:55.2 3 4 2 1 3x4= 7 6x82x4I I 8 N d7 6 8 5 3x8 I1 08= 5-11-8 5-11-8 Pate Offsets :0-0-0.0- Bl LOADING(psf) SPACING- 24)-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.92 Vert(LL) -0.06 5-0 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.56 Vert(TL) -0.15 5-6 >440 240 TCDL 10.0 Rep Stress Incr YES WB 0.71 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 ' Code IRC2006lrP12002 (Matrix) Weight 88 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 2x4 SP No.2'Excepr end verticals. 1-7.2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-5,3-5,5-7 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. Ob/size) 5=146/Mechanical,6=699/Mechanical Max Horz 6=195(LC 7) Max Uplift5=259(LC 7),6=319(LC 7) Max Grav 5=190(LC 13),6=850(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=14531621,2-3=1143/547 BOT CHORD 648--4i6/0,5-8=-416/0.1-7=514/1455 WEBS 6-7=720/1007,2-7=422!775,5-7=18/647,3-7=587/1216 c NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf,h=35ft;Cat ll;Exp D;enclosed;MWFRS pow-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct-1 1,Lu=50-0-0;Min.flat roof snow load govems. 4)Unbalanced snow loads have been considered for this design. of NE W 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �P JPN GARCj yO9 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will CO � 9 71 fit between the bottom chord and any other members,with BCDL=I O.Opsf. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--Ib)5=259, r 6=319. m W 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. L 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 12)ACCEPTED BY- DATE: Z�F N 1 �a � °•0809 ��i AROFESS1 December 3,2015 ®WARNING-Vsrlfy design psremetas and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE M4473 rw.tOU3rI015 BEFORE USE Design void for use only with MITekS connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ;�el• building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing Ml l Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1M1 quality Cdwa,DSB.89 and BCA BuBmng Component 14515 N.Outer Forty,Suite#iW Safety lnformallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440900 J-1501008 V03 Valley 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTak Industries,Inc. Thu Dec 0313:34:44 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-aFgZ10XNDMK8?SMdPTDj5rA70_gjtoNFZRz2wyCfef 12 6-0-8 2x4 11 Scale=1:14.4 2 4.00 12 4 a 77 1 i 3 2x4 2x4 II I LOADING(psi) SPACING- 2-0-0 CSI. DEFL- in (loc) Udefi Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 1.00 Vert(LL) n/a - n/a 999 MT20 244/190 Snow(PI) 15.4 Lumber DOL 1 15 BC 0.32 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Ina YES WB 0.00 HOrz(TL) 0.00 n/a n/a BCLL 0.0 ' Code IRC2006frP12002 (Matrix) Weight 19 Ib FT=0% RrDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 1=199/60,3=199/6-0-0 Max Horz 1=109(LC 7) Max Uplift1=84(LC 7),3=121(LC 7) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=149/351 NOTES- (1411) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pt--1 5.4 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct-1 1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-40 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 except(it-lb) 3=121 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. NE 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. �`O A G f?C YO 11)ACCEPTED BY- DATE: �,`P ,JQ. r Q n LU 2 No O •080 A9OFESS10 December 3,2015 �— ®WARNING-Vafry drralgn Parameters aM READ NOTES ON THIS AND INCLUDED AfREK REFERANCE PAGE MO-7473 rvv.1010YL076 BEFORE USE Design valid for use only with MlfekO connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r711 Quality criteria,DSB-89 and BCSI Building Componr rd 14515 N.Outer Forty,Suite 1300 So"InformaBon available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. ChoweAfeld,MO 63017 �r Job Truss Truss Type Qty Py SCIARRINO 125440901 J-1501008 VO4 Valley 1 1 Job Reference Io tional P.D.J.COMPONENTS INC., CHESTER,MY 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:44 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyl MSn-aFgZ10XNDMK87SMdPTDj5rlyO22jl oNFZRz2wyCfd 40.12 4.0-12 Scale=1:9.7 2 2x4 11 4.00 12 1 3 2x4 2x4 II 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL1 15 TC 0.50 Vert(LL) n/a n/a 999 MT20 244/190 Snow(P015.4 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a QL 10.0 BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 12 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 44-12 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=119/4-0-0.3=119/4-0-0 Max Horz 1=65(LC 7) Max Uplift 1=50(LC 7),3=72(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1 00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=11.1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34-0 tall by 24-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s)1,3. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. of: NEW 11)ACCEPTED BY DATE: �P�JPN GARC�Y09 r CC n W m w z 2��OA N0 080091 ROFESS10 v December 3,2015 WARNING-verify design paremseers and READ NOTES ON THIS AND INCLUDED ARTEK REFERANCE PAGE WI-1473 rev 10/0.Y2015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and pemwnent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and truss systems,see ANSI/TMI Quality C edo,DSB-89 and SCSI Building Componerd 14515 N.Cuter Forty,Suha#300 Sally Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440902 J-1501008 V06 Valley 1 1 Job Reference(optionall P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 Mrrek Industries,Inc. Thu Dec 03 13:34:44 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPy[MSn-aFgZ10XNDMK8?SMdPTDJ5rH7Oz4j1 oNFZRz2wyCfcf 3-94 7.6-8 3.9.4 3-94 Scale=1:14.1 3x4= 4.00 12 2 3 1 2x4 2x4 12 75-12 Plate Offsets OSY?- [2:0 2-0.E'go] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.55 Vert(LL) n/a - n/a 999 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.43 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight:20 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 640-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-1 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=22617-5-0,3=22617-5-0 Max Horz 1=23(LC 10) Max Uplift 1=1 03(LC 7),3=103(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=287/529,2-3=287/529 BOT CHORD 1-334/251 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pt=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--Ib)1=103, �! of NE�/y 3=103. V 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �P JpA GARC`/ °•9 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. CO ' '9 11)ACCEPTED BY- -DATE. r S 0 W m z 0.08 N .080091 v pOFESS1°NP December 3,2015 ®WARNING•Valry design peraeMas and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE IIBF7473 rev.I&DY2015 BEFORE USE n Design void for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not —-- a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJPII Quality CrCal4 DSB-89 and BCSI Bu lding Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qly I Ply SCIARRINO 125440903 J-1501008 V07 Valley 1 1 Job Reference tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:45 2015 Page 1 ID:7DGrO1 RSPjsSGwmjGzD3nPy1MSn-2ROxELY?_gS?ocxpzAIDGJNThoMbSStXTDBXaNyCfce 5-9-4 11b8 53-0 5.9-4 Scale=1,18.8 5x6 = 4.00 F12 2 5 6 3 1 Ll 4 4x4 1x4 II 4x4 11-6,8 12 11b12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in poc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.50 Vert(LL) n/a - n/a 999 MT2O 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.22 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' Code IRC20O6/TP12O02 (Matrix) Weight:34 Ib FT=0% 13CDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=165111-5-0,3=165/11-5--0,4=443/11-5--O Max Horz 1=39(LC 9) Max Uplift 1=94(!_C 7),3=99(LC 10),4=165(1_C 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=302/493 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3 except Qt--1b) 4=165. pF NE 8)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this truss. ! 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY- DATE. r a: n W W 2 Z�F 4/,0.08 009 A9OFEssioNP December 3,2015 ®WARNING-Varlry design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.I&OSM5 BEFORE USE Design void for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design.Brdcing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stabitty and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rP11 qualify Criteria,DSB-89 and SCSI BuUdng Component 14515 N.Outer Forty Suite 1300 So"I=aBon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440904 J-1501008 V07A Valley 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:45 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-2ROxELY?_gS?ccxpzAIDGJNUXoOPSTAXTDBXaNyCfce 7-94 1588 7-9-4 7-9-4 Scale=1:25.3 4x6 = 3 4.00 12 9 10 1x4 II 1x4 II 2 4 1 5 13 13 i 3x4 8 7 6 3x4 1x3 11 1x3 11 1x3 11 12 15b12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.44 Vert(LL) n/a n/a 999 MT20 244/190 Snow(PO 15.4 Lumber DOL 1 15 BC 0.11 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 49 Ib FT=0% DL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 104)-0 cc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation cuide. REACTIONS. All bearings 15-5-0. (lb)- Max Hoa 1=55(LC 9) Max Uplift All uplift 100 lb or less at joint(s)1,5,7 except 8=204(LC 9),6=204(LC 10) Max Grav All reactions 250 lb or less at joint(s)1,5 except 7=296(LC 1),8=318(LC 1),6=318(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7=214/267,243=-241/427,4-0=241/427 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1 00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1.15);Category II;Exp D;Partially Exp.,Ct-1 1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5,7 except at--lb) 8=204,6=204. OF NE►1�Y 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. �P ,JPN tvigRC/9 Oi9 11)ACCEPTED BY DATE: * r i � m w z 080flg� v AOFESstoNP December 3,2015 ®WARNING-Ver*deslpn pernmerm end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO-7477 rev.10/OS MS BEFORE USE Design vald for use only with AArek9connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall ���1iY■�i building design.Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek*is always required for stabilty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of tenses and truss systems,see ANSI/rPil Qualify Criteria,DSB-89 and BCSI Building Componerd 14515 N.Outer Forty,Suite 0300 Safely Information available from Truss Piste Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Symbols Numbering System A General Safety (Votes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves 0 WEBS czv may require bracing,or alternative Tor I T O T ,� p bracing should be considered. %V5�� A b 3. Never exceed the design loading shown and never U �+° u U stack materials on inadequately braced trusses. 00 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate I C7-8 0 designer,erection supervisor,property owner and plates G-'A41 from.outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1 j Connector plates. THE LEFT. 7 Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1 "Plate location details available In MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19'X,at time of fabrication. PRODUCT CODE APPROVALS 9 Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator General practice is to 4 X 4 to slots.Second dimension is ER-3907,ESR-2362, ESR-1397,ESR-3282 camber for dead load deflection. 1 the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing 10 ft.spacing, BEARING established by others. or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 M7i ekO Ah Rights Reserved approval of an engineer reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 0 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19 Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Im 1 ® is not sufficient BCSI: BuildingComponent Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling,_ MiTelk ANS I/TPI 1 Quality Criteria. Installing 8,Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015 I ' MiTek® MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield,MO 63017-5746 314-434-1200 Re J-1501008 SCIARRINO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by P.D.J. Components. Pages or sheets covered by this seal: 125440842 thru 125440904 My license renewal date for the state of New York is January 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OG" 0 " r � O W Lu ZUNI 6.D °.0 ROP t December 3,2015 Garcia,Juan IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g., loads,supports, dimensions, shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1,Chapter 2. Job Truss Truss Type Qty Ply SCIARRINO 125440842 J-1501008. CJ01 Diagonal Hip Girder 2 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:09 2015 Page 1 ID:7DGrO1 RSPjsSGwmjGzD3nPyIMSn5WDKh26QScw614Bvsc5mojuKMH5_OAeDBcTdKSyCfdC 4-2-9 B�1 4-2-9 4-2-9 0,35 12 Scale=1:18.1 2x4 11 1 3x4= 7 2 3x4 = 8 3 Li 9 5 10 3x4= 6 4 2x4 11 4x4 = 4-2-9 4-2-9 4-2-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.46 Vert(LL) 0.02 5-6 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.02 4-5 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.16 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrbo Weight 50 Ib FT=0% Rrnt 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. Ob/size) 6=298/0-9-14,4=353/Mechanical Max Horz 6=130(LC 7) Max Uplift6=216(LC 6),4=205(1_C 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 11-6-263/202,14=443/332,2-739/335 BOT CHORD ' 5-10-347/442,4-10=347/442 WEBS 1 1-5=347/478,2-4=481/348 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf,h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1.15);Category 11;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load govems. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 7)Refer to girder(s)for truss to truss connections. OF NET/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except.(jt=1b)6=216, JP34 GARL, y09 4=205. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. CO 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)27 Ib down and 30 Ib up at 2-9-8, 27 Ib down and 30 Ib up at 2-9-8,and 55 Ib down and 59 Ib up at 57-7,and 55 Ib down and 59 lb up at 57-7 on top chord,and 12 Ib down and 47 Ib up at 2-9-8,12 Ib down and 47 Ib up at 2-9-8,and 24 Ib down at 57-7,and 24 Ib down at 57-7 on bottom chord. f a The design/selection of such connection device(s)is the responsibility of others. m W 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as frontZ (F)or balk(B). 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 13)ACCEPTED BY DATE: LOAD CASE(S) Standard OAR o U8099 P`�� �FESSI Oto Continued on page 2 December 3,2015 ®WARNING-VdvMy dulQn pwwTW ra rind READ NOTES ON THIS AND INCLUDED AUTER REFERANCE PAGE11111114473 rev.f aonol6 BEFORE USE Design void for use only with MTekO connectors.This design is based only upon parameters shown,and Is for on individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS.VM.l Quaffly CrtWcL DSB49 and SCSI Building component 14515 N.Outer Forty Suite 0300 Sa"Irdonnallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 72314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCI FUND 125440842 J-1501008 CJ01 Diagonal Hip Girder 2 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 0313:34:09 2015 Page 2 ID:7DGrOI R5PjsSGwmjGzD3nPyIMSn-5WDKh26QSrw614Bvsc5mojuKMH5_OAeDBcTdKSyCfdC LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-3=-60,4-6=20 Concentrated Loads(Ib) Vert:7=61(F=30,B=30)8=56(1`=28,B=28)9=19(F=10,B=10)10=24(1`=12,B=12) ®WARIWNO-Vift design pentomfons and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MaF7473 rev.10103/3015 BEFORE USE R Design void for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,note a thus system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall ■ building design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MITOW ei• B always required for stablly,and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJTPII Quality C tWo.DSII-89 and BCSI Bullring Component 14515 N.Outer Forty,Suite 0300 Safely b*mx flon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 JJob TrussNSS Type Qty Py �SCIARRINO 125440843 J•1501008 „ CJ02 Diagonal Hip Girder 1 1 Jot P.Q.J.COMPONENTS INC..CHESTER,NX 10918 7.630 s Jul 9 2015 MiTak Industries,Inc Thu Dec 03 13:43:50 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPy1MSn-wR3gjKKCfBBSXtAH_8CnbUSgUUPDeyvloVisDHyCfU7 2313 5-25 8-4-5 2313 2-10-8 3-2-0 0.35 12 Scale=1,18.2 3x4= 2x4 II 1 3x4 = 2 3x4 = 3 10 4 Li 6 11 3x4 = g 3x4= 8 7 5 2x4 11 4x4 = 1-75 2313 x$-12 5-25 845 1-75 OJ3 7 0-0 15 25 9 3 2-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in poc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.22 Vert(LL) 0.00 B >999 360 MT20 244!190 Snow(PO 15.4 Lumber DOL 1 15 BC 0.09 Vert(TL) -0.01 6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 5 n/a rVa BCLL 0.0 ' B DL 10.0 Code IRC2006lrP12002 (Matrix) Weight 52 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 9=52/0-9-14 (min.0-1-8),5=192/Mechanical,8=250/1-4-14 (min.0-1-8),8=250/1-4-14 (min.0-1-8),7=116/0-3.8 (min.0-1-8) Max Horz 9=130(LC 7) Max Uplift 9=47(LC 6),5=112(LC 8),8=148(LC 8),7=54(1-C 8) Max Grav 9=67(LC 3),5=265(LC 3),8=335(LC 3),8=250(LC 1),7=158(LC 3) FORCES. pb)-Maximum Compression/Maximum Tension TOP CHORD 1-9=.47/57,1-2=13130,2-3=214/132,3-10=27/44,4-10=28/43,4-5=103/63 BOT CHORD 8.9=96185,7-8=49/65,6-7=-49/65,6-11=128/211,5-11=128/211 WEBS 1-8=33159,24"- 79/215,2-6=131/275,3-6=139/114,3-5=245/117 NOTES- (13-14) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opst h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 3)TOLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15);Category 11;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 47 Ib uplift at joint 9,112 Ib uplift at joint 5 ,w ,148 Ib uplift at joint 8 and 54 Ib uplift at joint 7 ��OF NE Y 9)Load easels)2,3,4 has/have been modified.Building designer must review loads to verity that they are correct for the intended useG 0 of this truss. �'�P �JPN ARciq 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)35 Ib down and 54 Ib up at 5-7-7,and 55 lb down and 59 lb up at 5-7-7 on top chord,and 38 Ib up at 5-7-7,and 24 Ib down at 5-7-7 on bottom chord. The r M design/selection of such connection device(s)is the responsibility of others. UJ 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). m W 13)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. Z Z 14)ACCEPTED BY- DATE. C? LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 FIESS(ON Uniform Loads(plf) Vert:14=-60,5-9=20 December 3,2015 ®WARNING-Vwi&daslgn pararnat rs and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE MVI rev.1NOVM5 BEFORE USE. Design void for use only with WekS connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent bucking of Individual thus web and/or chord members only Additional temporary and permanent bracing Welk'always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r%1 Quality Criteria D511-89 and BCSI Bundling Component 14515 N.Outer Forty,Suite 0300 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 JobPruss Truss Type Qty Py �SCIARRINO 12544oe43 J-1501008 . Diagonal Hip Girder 1 1 P.D.J.COMPONENTS INC.,CHESTER,MY 10918 7.630 s Jul 9 2015 MiTek Industries,Ina Thu Dec 0313:43:50 2015 Page 2 ID:7DGr01 R5PjsSGwmjGzD3nPy1MSn-wR3gj'KKCfBBSXtAH_BCnbUSgUUPDeyvloVisDHyCfIJ7 LOAD CASES) Standard Concentrated Loads(lb) Vert:10=26(F=54,B=28)11=9(F=21,B=12) 2)Dead+Snow(balanced):Lumber Inerease=1.15,Plate Increase=l 15 Uniform Loads(plf) Vert:1-4=-82,5-9=20 Concentrated Loads(lb) Vert:10=3(F=27,B=24)11=9(F=21,B=12) 3)Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:1-4=-85,5-9=20 Concentrated Loads(lb) �= Vert 10=12(F=32,B=20)11=9(F=21,B=12) 4)Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 14= 0,5-9=20 Concentrated Loads(lb) Vert 10=58(F=3,B=55)11=9(F=21,8=12) r.� ®WARNING-Vedly design peramstas and READ NOTES ON THIS AND INCLUDED IU/TEK REFERANCE PAGE MI-7473 rw.1401r M5 BEFORE USE Design void for use only with WTek9 connectors.This design is based only upon parameters shown,and Is for an Individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml;lei, Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and truss systems,see I ANA/Ml Qualfty CdWcL DSB-89 and BCSr BuBmng Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440844 J-1501008 CJ04 Diagonal Hip Girder 2 1 Job Reference(optional) P.D.J.COMPONENTS INC.. CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:10 2015 Page 1 ID:7DGr01 RSPjsSGwmjGzD3nPy1 MSn-ainiuN72Dw2zwDm5QKc7LwO WFhM91DNNQGCAsvyCfdB 4-0-1 7$-10 11-8-11 4-0-1 38-9 4-0-1 0.35 12 Scale=1:19.9 2x4 II 2 3x4= 10 3 3x4= 4 1 4x4 = 9 R I rl ! 11 7 12 6 13 3x4= 3x4= 8 5 2x4 I I 4x4= 4-0-1 7-8-10 118-11 4-0-1 38-9 4.0-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL(root) 20.0 Plate Grip DOL 1 15 TC 0.39 Vert(LL) 0.04 5.6 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.49 Vert(TL) -0.06 5-6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 ' Code I RC2006/TPI2002 (Matrix) Weight 70 Ib FT=0% RrDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3.3 cc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-94 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. Qb/size) 8=551/0-9-14,5=805/Mechanical Max Horz 8=99(LC 14) Max Uplift 8=347(!-C 6),5=505(LC 8) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1 8-=494/335,1-9=916/599,2-9=911/601,2-10=1179!729,3-10=1175!128 BOT CHORD 7-12=618/913,6-12=-618/913,6-13=739/1175,5-13=739/1175 WEBS 1-7=598/947,2-7=346/263,2-0=156/290,3-6=146/328,3-5=1246!780 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph:TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left exposed;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=-1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. pF NEyV 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--Ib)8=347, JPS Gq;?C/YO� 5=505. �P 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)19 Ib down and 25 Ib up at 3-3-2, and 19 lb down and 25 Ib up at 3-3-2,and 64 Ib down and 68 lb up at 6-1-1 on top chord,and 13 Ib down and 41 Ib up at 3-3-2,13 Ib down and 41 lb up at 3-3-2,31 Ib down at 6-1-1,31 Ib down at 6-1-2,and 212 lb down and 157 Ib up at 8-11-1,and 212 Ib down and r a 157 Ib up at 8-11-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. m W 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or bads(B). Z 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 13)ACCEPTED BY- DATE. �� a o LOADCASE(S) Standard OA NOB�9�P�'�� °FEss�oN Continued on page 2 December 3,2015 ®WARNING-Verdy doWgn parameters end READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE WI-7473 ray.1010YMf a BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rpll Quality Criteria,DSO-89 and BCSI ItuBr9ng Component 14515 N.Outer Forty,Suite 0300 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440844 J-1501008 CJ04 Diagonal Hip Girder 2 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MlTek Industries,Inc. Thu Dec 03 13:34:10 2015 Page 2 ID:7DGrO1 RSPjsSGwmiGzD3nPyIMSnainiuN72Dw2zwDm5QKcTLwOWFhM91ZMNQGCAsvyCfdB LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber I ncrease=1.15,Plate Increase=l 15 Uniform Loads(plf) Vert:14=-60,5-8=20 Concentrated Loads(Ib) Vert:9=44(F=22,8=22)10=38(F)11=9(F=4,B=4)12=31(F=15,B=15)13=425(F=212,6=212) r" ®WARNING-VWeY deelyn permmM and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE rNlF7473 rev.10/OJ/M5 BEFORE USE Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not _-- _�• a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing Welk'Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIdMI QuaMy Cdtada,DSB.e9 and BC51 B"ng Componerd 14515 N.Outer Forty Suite 0300 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexand a.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440845 J-1501008 CJ06 Diagonal Hip Girder 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Dec 03 13:34:10 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-ainiuN72Dw2zwDm5QKc?LwQQ9hNAIdXNQGCAsvyCfdB 4-10-11 8-8.13 12-10.7 4-10-11 3-10-2 4-1-10 Scale=1:23.2 4 2.83 12 3x4 10 3 8 9 3x4 2 1 Ll 3x4 = 11 6 12 7 3x4= 4z4=5 1x4 II 45-94-10-11 83-13 12.10-7 , 45-9 OS-2 3.10.2 4-1-10 LOADING(pyf) SPACING- 2-0-0 CSI. DEFL. in goc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.78 Vert(LL) -0.03 6-7 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.43 Vert(TL) 0.02 6-7 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 ' Code IRC2006rrPI2002 (Matrix) Weight 70 Ib FT=0% RrDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=64/Mechanical,7=588/0-10-4 Max Horz 7=242(LC 7) Max Uplift5=204(LC 7),7=748(1_C 8) Max Grav 5=146(LC 18),7=588(LC 1) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=701/657,248=480/427,8-9=401/342,3-9=400/361 BOT CHORD 1-7=593/711,7-11=593/652,6-11=593/652,6-12=385/498,5-12=385/498 WEBS 2-7=-496/551,2-6--506/410,3-6=271/340,3-0=501/465 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=8.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 pal(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4)Unbalanced snow.loads have been considered for this design. 5)This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will c fit between the bottom chord and any other members. IGT NEiv 7)Refer to girder(s)for truss to truss connections. 8)Provide roviidde mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt--lb)5=204, �P�,JQ.N C''AACy� 9)"Semi-rigid pitchbreaks including heels Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other Connection device(s)shall be provided sufficient to support concentrated load(s)156 Ib down and 184 Ib up at 7-4-5,156 Ib down and 184 Ib up at 7-4-5,and 55 Ib down and 72 Ib up at 10-2-4,and 9 Ib down and 53 lb up at 10-2-4 on top chord, r W and 115 Ib down and 149 Ib up at 7-0-5,115 Ib down and 149 Ib up at 7.4-5,and 24 Ib down and 39 lb up at 10-2-4,and 39 Ib down rn 1 W and 45 Ib up at 10-2-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. U 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. �t� C? O 13)ACCEPTED BY- DATE. �,p NU8�91 LOAD CASE(S) Standard R�FESSIONP Continued on page 2 December 3,2015 ®WARNING-Verily design perameMi end READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE M}7477 rev.fa=12015 BEFORE USE- Design SEDesign void for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an Individual building component not �• o truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1rMI QuaBly Cdteda,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Jab Truss Truss Type Qty Ply SCIARRINO 125440845 J-1501008 CJ06 Diagonal Hip Girder 1 1 Job Reference(optional) P.D J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:10 2015 Page 2 ID:7DGrO1 R5PIsSGwmjGzD3nPyIMSn-siniuN72Dv2zwDm5QKc7LwQQ9hNAIdXNQGCAsvyCfdB LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pit) Vert 1-4=-60,1-5--20 Concentrated Loads(lb) Vert:8=163(F=81,8=81)10=22(1`=28,B=50)11=171(F=85,B=85)12=10(F=12,8=23) ®WARNING-Verily dulpn peremetere end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE WI-7M rev.1 aVYW15 BEFORE USE Design void for use only with WTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not �• a truss system.Before use,the buikfing designer must verity the applicability of design parameters and property Incorporate this design Into the overall � building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing Ml;lair• Is always required for stability and to prevent collapse with possible personal Injury and properly damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TNI Quallity dBM4 OSB49 and SCSI BuBmng Componord 14515 N.Outer Forty,Suite OM Sa"Mtomroilon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Ply SCIARRINO 125440846 J-1501008 H01 Hip Girder 1 3 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:12 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-W5vTJ38J00h9XwUXkrrOLV*UV7XDLaguah WmyCfd9 12F-12 18-11-12 25-0-12 31-11� 37-11-8 12 65-0 65-0 65 12 6-0-0 Scale=1:66.4 0.50 12 4x8= 8x8= 1x4 11 4x6= 10 II 8x8 = 8X8 — 1 2 3 4 5 6 7 8 17 3x4 II 16 18 19 15 20 21 14 22 13 23 12 24 11 25 26 27 10 _ 394 II 8x8 JUS24 JUS24 6x8 5x16 MT18HS= 1x4 11 5x16 MT18HS= 6x8 JUS24 JUS24 8x8 WC26 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 HJC26 6-0-0 125-12 18-11-12 25.4-12 31-11-8 37-11-8 8-0-0 6 -12 65-0 65-0 6 -12 6-0-0 Plate offsets(X)O- [Lq:O 3 B.o-0 01.116:0-3-8.0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.85 Vert(LL) 1.07 13 >422 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.63 Vert(TL) -1.65 13 >274 240 MT18HS 244/190 TCDL 10.0 Rep Stress Ina NO WB 0.92 Horz(TL) 0.13 9 n/a n/a BCLL 0.0 Code IRC2006ITP12002 (Matrix) Weight 735 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 24 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-14 oc pur ins, except BOT CHORD 2x6 SP DSS end verticals. - WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-8-14 oc bracing. REACTIONS. ab/size) 17=3290/0-7-4,9=3290/0-74 Max Horz 17=102(LC 6) Max Uplift 17=2016(LC 6),9=2016(LC 7) Max Grdv 17=3574(LC 16),9=3574(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=346212005,1-2=1117816138,2-3=18799/10097,3-4=18799/10097, 4-5=18799/10098,5.6=18799/10098,6.7=1 8799/10098,7-8=1 1178/6136, 8-9=3462/2004 BOT CHORD 16-17=254/358,16-18=-0064/11163,18-19=-6064/11163,19-20=-0064/11163, 15-20=-0064/11163,15-21=11508/21524,14-21=11508/21524,14-22=11508/21524, 13-22-11508/21524,13-23=11508/21524,12-23=1 1508/21524,12-24=11508/21524, 11-24=11508/21524,11-25=6165/11163,25-26165/11163,26-27165/11163, 10-27165/11163,9-10=233/358 WEBS 1-16=-0136111188,2-16=1897/1148,2-15179/7916,3-15=333/317,4-15=2829/1499, 4-13=-423/1068,4-11=2829/1503,6-11=333/317,7-11=4177/7916,7-10=1897/1149, 8-10=6136/11188 NOTES- (17-18) 1)3-py truss to be connected together with 10d(0.131"x3^)nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. �! Or- NEIN Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. v Webs connected as follows:2x4-1 row at 0-9-0 oc. Q' p,O GAgC O 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply C-3 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)This truss has been checked for uniform roof live load only,except as noted. 4)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise);cantilever left and right r- jr exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 C1 � 5)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow'Lumber DOL=1 15 Plate t11 DOL=1 15);Category 11;Exp D;Partially Exp.,Ct-1 1,Lu=50-0-0 2 Z 6)Unbalanced snow loads have been considered for this design. Q 7)Provide adequate drainage to prevent water ponding. �A �0.080fl9 8)All plates are MT20 plates unless otherwise indicated. R Q, 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CFEssli Continued on page 2 December 3,2015 ®WARNING-Verlly~gn pervrnirr s and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE/fU-7477 rev.1010SM5 BEFORE USE Design valid for use only W th WTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall iii111YWW� building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/1711 Quality CrOarla.DSB-89 and BCSI Building Component 14515 N.Outer Forty Sude 03W Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type City Ply SCIARRINO 125440846 J-1501008 H01 Hip Girder 1 3 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:12 2015 Page 2 ID:7DGr01 R5PjsSGwMGzO3nPyIMSn-W5vTJ38JD(th9XwUXkfTOLWkUV7XDLaguahlomyCfd9 NOTES- (17-18) 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)LGT3-SDS2.5 Simpson Strong-Tie connectors recommended to conned truss to bearing walls due to UPLIFT atjt(s)17 and 9.This connection is for uplift only and does not .consider lateral forces. 12)"Semi-rigid pitchbreaks including heels"Member end fairy model was used in the analysis and design of this truss. 13)Use USP HJC26 nth 16d nails into Girder&1 Od nails into Truss)or equivalent spaced at 25-10-12 oc max.starting at 6-0-6 from the left end to 31-11-2 to conned truss(es) to front face of bottom chord. 14)Use USP JUS24(With 1 Od nails into Girder&1 Od nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 8-0-12 from the left end to 29-10-12 to conned truss(es)to front face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber 16)LGT3 Hurricane ties must have three studs in line below the truss. 17)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 18)ACCEPTED BY- DATE. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-2-60,2-7�60,7-8=-60.9.17=20 Concentrated Loads(Ib) - Vert:14=208(F)16=534(F)10=533(F)12=208(F)18=208(F)19=208(F)20=208(F)21=208(F)22=208(F)23=2080 24=208(F)25=2080 26=208(F) 27=208(F) ®WARNING-Vrrly detlgn prarnetra and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MI.7473 rev.f W03r"15 BEFORE USE. Design void for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ■■■��•YYY building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TMI Qucly C iWcL DSR-89 and BCSI BuBmng Componerd 14515 N.`Outer Forty,Suite f300 $afely Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312.Alexandria VA 22314. Chesterfield,MO 6W17 JobPluss Truss Type Qty Pty SCIARRINO 125440847 J-1501008 Heft Hip Girder 1 3f I P.DJ.COMPONENTS INC.,CHESTER,N.Y 10918 7.630 s Jul 9 2015 MiTek Industries,Inc Thu Dec 03 1421:13 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn4y5nTIgARInB7a8NujynOUrpifpMhBbuazY2SmyCex4 47-129-0-0 _1 13 11-1 18.8-7 23512 2831 33 7 37-11-8 47-12 4 4 4 4_' 495 495 495 495 411-1 + Scale=1:65.6 3x8 = 2x4 II 012= 1x3 II 3x4 = 1x3 II 3x8= 2x4 II 4 5 6 7 8 9 10 11 0.50 12 1x3 II 5x14 = 6x8= 3 1 23 2 1go 1111 H" Cc 22 21 24 25 20 26 27 2819 18 17 16 15 14 13 12 3x10 II 5x14 = 2x4 II HUS26 4x8= 4x6 4x8 = 4x6 1x4 II 4x8 = 1x4 II 4x4 = JUS26 JUS24 HUS26 r 47-12 9-0.0 13-11-1 185-7 23512 2831 ';';-n-7 37-115 47-12 4114 411-1 45 5 495 435 495 411-1 Plate Offsets(X.Y)— 13:0.612.03-41.119:0-3-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 115 TC 0.91 Vert(LL) 0.59 19-20 >768 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 115 BC 0.64 Vert(TL) -0.72 19-20 >631 240 TCDL 10.0 Rep Stress Incr NO WB 0.94 Horz(TL) 0.09 12 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 859 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 cc purlins, BOT CHORD 2x6 SP DSS'Except' except end verticals. 16-18:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 2x4 SP No.2 8-11-5 oc bracing:20-21 8-8-5 cc bracing:19-20. REACTIONS. (lb/size) 22--4523/0.7-4 (min.0-1-10),12=2603/0-7-4 (min.0-1-8) Max Horz 22=397(LC 16) Max Uplift 22=3261(LC 6),12=1687(LC 7) Max Grav 22=4767(LC 2),12=2625(LC 12) FORCES. Qb)-Maximum Compression/Maximum Tension TOP CHORD 1-22=4575/3160,1-23=1106&7629,2-23=11048!7630,2-3=11061!7642,3.20=1909/2345,3-4=145/127, 4-5=122/109,5-6=8100/4276,6-7=6100/4276,7-8=3709/2470,8-9=3709/2470,9-10=3709/2470,10-11=11/8, 11-12=127/108 BOT CHORD 21-22=520/261,21-24=13047/17958,24-25=13047/17958,20-25--13047/17958,20-26=12932/17750, 26-27=12932/17750,27-28=12932/17750,19-28=12932/17750,18-19--505016945,17-18=5050/6945, 16-17`-3475/5089,15-16=3475/5089,14-15=3475/5089,13-14=1330/2040,12-13=1330/2040 WEBS 1-21=7932/11467,2-21=-467/290,3-21=7777/5979,3-5=8693/6334,3-19=11727/8558,5-19=4594/6134, 517=1556/1368,6-17=284/246,7-17=1274/1603,7-15=0/225,7-14=2166/1575,9-14=282/245,10.14=1788/2618, 10-13=0/213,10-12=3181/2074 NOTES- (20-21) 1)3-ply truss to be connected together with 10d(0.131"x3')nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 cc. Bottom chords connected as follows:2x6-2 rows staggered at 0-50 cc. ! OF NE'w,y Webs connected as follows:2x4-1 row at 0-9-0 cc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to Q� p.N GggC 0 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �J /9 9 3)This truss has been checked for uniform roof live load only,except as noted. C 4)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise);cantilever left and right 1k t~r exposed,end vertical left exposed;Lumber DOL=1.00 plate grip DOL=1.00 r- a 5)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate D0L=1 15);Category II;Exp D;Partially Exp.,Ct--1 t7 W 1,Lu=50-0-0;Min.flat roof snow load governs. {V 6)Unbalanced snow loads have been considered for this design. Z 2 7)Provide adequate drainage to prevent water ponding. tP Q 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O Np 080��j� 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. AR�FESSI ONP 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3261 Ib uplift at joint 22. 11)LGT3-SDS2.5 Simpson Strong-Tie connectors recommended to conned truss to bearing walls due to UPLIFT atjt(s)12.This December 3,2015 connection is for uplift only and does not consider lateral forces. ®WARNING-V&-*design peramaras and READ NOTES ON THIS AND INCLUDED AUTEOC RFFERAHCE PAGE MIF7473 rev.10 0S20f a BEFORE USF- Design SEDesign vald for use only with MRek,&connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage"delivery,erection and bracing of trusses and truss systems.see ANSI/TPII Quality CrIteda DSB-89 and aCSI Building Component 14515 N.Outer Forty,Suite 0300 Satefy Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 83017 rb fuss Truss Type Qty Ply �sciARRINO 125440847 1008 H02 Haff Hip Girder 1 w Job Reference(optional) P.D.J.COMPONENTS INC.,CHESTER,N.Y 10918 s 7.830 s Jul 9 2015 MTek Industries,Inc.Thu Dec 03 14:21:13 2015 Pepe 2 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn4y5nTIgARlnB7a8NujynOUrpifpMhBbuazY2SmyCex4 NOTES- (20-21) 12)Load case(s)2,3,4,12,13 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Use USP JUS26(With 1 Od nails into Girder&1 Od nails into Truss)or equivalent at 6-0-12 from the left end to connect truss(es)H03(1 ply 2x6 SP)to front face of bottom chord. 15)Use USP JOS24(With 10d nails into Girder&1 Od nails into Truss)or equivalent at 8-0-12 from the left end to connect truss(es)SDO8(1 ply,2x4 SP)to front face of bottom chord. 16)Use USP HUS26(With 16d nails into Girder&16d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 11-4-12 from the left end to 13-4-12 to connect truss(es)J28(1 ply 2x6 SP)to back face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber. 18)LGT3 Hurricane ties must have three studs in line below the truss. 19)Hanger(s)or other connection devices)shall be provided sufficient to support concentrated load(s)249 lb down and 184 Ib up at 9-2-4,and 1173 Ib down and 1173 Ib up at 9-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 20)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 21)ACCEPTED BY- DATE. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced)+Uninhab.Attic Storage:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pili) Vert 1-3=-60,4-11=-60,12-22=20 Concentrated Loads Ob) Vert 20=249(F)24=593(F)25=287(F)26=1173(8)27=905(B)28=905(8) 2)Dead+Snow(balanced)'+Uninhab.Attic Storage:Lumber Increase=1 15,Plate Increase=1.15 Uniform Loads(pili) Vert 1-23=82,4-11=51,12-22=20 Concentrated Loads(lb) Vert:20=218(F)24=821(F)25=424(F)26=1050(B)27=800(B)28=800(8) Trapezoidal Loads(plf) Vert:23=-82-to-3=142 3)Dead+Snow(Unbal.Left)+Uninhab.Attic Storage:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plt) Vert:1-23=90,4-11=29,12-22=20 Concentrated Loads(lb) Vert:20=218(F)24=-821(F)25=424(F)26=1050(8)27=800(8)28=800(B) Trapezoidal Loads(plf) Vert 23=90-to-3=150 4)Dead+Snow(Unbal.Right)+Uninhab.Attic Storage:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plc) Vert 1-23=60,4-11=51,12-22=20 Concentrated Loads(lb) Vert 20=218(F)24=-821(F)25=424(F)26=1050(B)27=800(8)28=-800(B) Trapezoidal Loads(plf) Vert:23=-60-to-3=120 12)3rd Unbal.Dead+Snow(balanced)+Uninhab.Attic Storage+Parallel:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pit) Vert 1-23=-60,4-11=-62,12-22=20 Concentrated Loads(Ib) Vert:20=21B(F)24=-821(F)25=-424(F)26=1050(8)27=800(B)28=800(B) Trapezoidal Loads(pff) Vert 23=60-to-3=1 13)4th Unbal.Dead+Snow(balanced)+Uninhab.Attic Storage+Parallel:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-23=93,4-11=29,12-22=20 Concentrated Loads(Ib) Vert 20=218(F)24=-821(F)25=-424(F)26=1050(B)27=800(B)28=800(B) Trapezoidal Loads(ph) Vert 23=93-to-3=153 ®WARNING-VMfry dq/pn peramKMs end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE A0144"A0144"rev.1010YMf B BEFORE USE MM Design valid for use only with MITeIZ connectors.This design is based onty upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the appicabli fy of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing inn iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and tnm systems,see ANSI/TPIT QuaBfy CrIledo.DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Py SCIARRINO 125440848 J-1501008 H03 Half Hip Girder 1 1 Job Reference loptionatO P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:13 2015 Page 1 ID:7DGr01 RSPjsSGwmjGzD3nPyIMSn-_HTrWP9xWrOXnhVg5SAizZ2wOuGdygDp6ERgTDyCfd8 1-10.0 B-0.0 11.8-13 17b 10 22-11-0 28-7-14 r 1-10-0 42-0 5$-13 5513 558 5514 Scale=1:50.0 0.50 12 1x3 II 3x10 —_ 4x8= 3x4= 5x14 = 1x3 II 3x6 = 3x4— 2 3 4 517 6 7 8 1 TT�T` cl 4-611 [in flg 0 1+1 nn If n inj n n n n 71 16 15 14 18 19 20 13 21 22 12 2311 24 25 10 26 27 9 2x4 II 3x4= 6x8 = JUS24 JUS24 6x12 JUS244x6= 3x10 II JUS24 JUS24 5x14 = JUS24 JUS24 3x4 II i HJC26 JUS24 JUS24 JUS24 JUS24 28-714 158 0 42-0 5513 5.8-13 556 5.8-14 Plate offsets(x))— fZQ-3-8.0-1-81.x14:0-3-8.0-3-0) LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.78 Vert(LL) 0.20 13-14 >922 360 MT20 244/190 Snow(Pt) 15.4 Lumber DOL 1 15 BC 0.96 Vert(TL) -0.35 13-14 >530 240 TCDL 10.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.01 11 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 166 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purtins, except BOT CHORD 2k6 SP No.2'ExoW end verticals. 9-12:2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 4-7-5 oc bracing. WEBS 2x4 SP No.2*Except* WEBS 1 Row at midpt 6-13 3-13,6-13:2x4 SP No.1 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. lib/size) 9=613/Mechanical,15=1203/0-74,11=3126/0-5.8 Max Horz 15=130(LC 7) Max Uplift9=378(1-C 7),15=-824(LC 6),11=1945(LC 6) MaxGrav9=841(LC 12),15=1568(LC 2),11=4235(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-3=2711/1267,3-4=2478/1171,4-17=2478/1171,5-17=2478/1171,5-6=2478/1171, 6-7=816/395,7-8=816/395,8.9 70/238 BOT CHORD 14-18=1304/2703,18-19=1304/2703,19-20=1304/2703,13-20=1304/2703, 13-21=2180/1059,21-22=2180/1059,12-22=2180/1059,12-23=2180/1059, 11-23=2180/1059,11-24=2180/1059,24-25=2180111059,10-25=2180/11059 WEBS 2-15=1514791,2-14=1388/2871,3-13=337/154,4-13=541/315,6-13=2281/4901, 6-11=3107/1489,6-10=1456/3169,7-10=508/297,8-10=318!712 NOTES- (18-19) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat Il;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 of NE►N Y 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow bad governs. PN GARS`/ 0,9 4)Unbalanced snow loads have been considered for this design. CO 7' 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will f,' T fit between the bottom chord and any other members. mW 8)Refer to girder(s)for truss to truss connections. W 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Its uplift atjoint(s)except at--lb)9=378. Z� 10)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)15.This connection is for uplift only t�O �/O 08091 and does not consider lateral forces. ,p 11)Two RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)11 This connection is for uplift 9�FE$SIONP�. only and does not consider lateral forces. Continued on page 2 December 3,2015 ®WARNING-Verey dWW pmwffsfe and READ NOTES ON THIS AND INCLUDED Ml7EK REFERANCE PAGE AD47477 rev.1d03tM8 BEFORE USE Design void for use only with MITekS connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall MM building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and truss systems,see ANA/rPl1 gvdtty Crwo,OsB-89 and BMBull dng component 14515 N.Outer Forty,Suite 1300 safsty Informa8on ovallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440848 J-1501008 H03 Hall Hip Girder 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:13 2015 Page 2 ID:7DGrO 1 R5PjsSGwmjGzD3nFYMSn-_HTrWP9xWrQXnhVg5SAizZ2wOuGdygDp6ERgTDyCfd8 NOTES- (18.19) 12)Load case(s)2,3,4,12,13 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Use USP HJC26(With 16d nails into Girder 8 10d nails into Truss)or equivalent at 6-0-6 from the left end to conned truss(es)to back face of bottom chord. 15)Use USP JUS24(With 10d nails into Girder 8 10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 812 from the left end to 2740-12 to conned truss(es)to back face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber 17)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 18)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 19)ACCEPTED BY DATE: LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pit) Vert:1-3=60,3-8=-00,9-16=20 Concentrated Loads(Ib) Vert 14=381(8)10=208(13)18=208(B)19=208(13)20=208(13)21=208(B)22=208(B)23=208(8)24=208(B)25=208(6)26=208(B)27=208(B) 2)Dead+Snow(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-3=82,3-8=82,9-16=20 Concentrated Loads(Ib) Vert:14=521(13)10=276(13)16=276(B)19=276(8)20=276(13)21=276(13)22=276(8)23=276(B)24=276(8)25=276(8)26=276(8)27=276(B) 3)Dead+Snow(Unbal.Left):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pif) Vert:1-3=88,3-8=60,9-16=20 Concentrated Loads(Ib) Vert:14=521(8)10=276(6)18=276(8)19=276(8)20=276(13)21=276(13)22=276(B)23=276(13)24=276(13)25=276(B)26=276(B)27=276(13) 4)Dead+Snow(Unbal.Right):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-3=-00,3-17=83,8-17=82,9-16=20 Concentrated Loads(lb) Vert:14=521(B)10=276(8)18=276(B)19=276(8)20=276(13)21=276(13)22=276(13)23=276(13)24=276(B)25=276(6)26=276(6)27=276(13) 12)3rd Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-3=60,3-8=93,9-16=20 Concentrated Loads Ob) Vert 14=521(8)10=276(B)18=276(B)19=276(13)20=276(B)21=276(13)22=276(B)23=276(8)24=276(B)25=276(B)26=276(8)27=276(B) 13)4th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-3=93,3-8=-00,9-16=20 Concentrated Loads(lb) Vert 14=521(B)10=276(13)18=276(8)19=276(B)20=276(13)21=276(13)22=276(B)23=276(13)24=276(8)25=276(B)26=276(13)27=276(B) re ®WARNING-Vwtfy daskn peraRMas erd READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE AUL7473 M011WIS BEFORE USE p Design valid for use only with MfTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall s��A Yi building design. Bracing indicated Is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing 'y'iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ml Qua*CrifWa,DSB49 and SCSI Building Compon*nt 14515 N.Outer Forty,Suite?300 Saflrty Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440849 J-1501008 H05 Hip Girder 1 2 Job Reference tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10916 7.640 s Sep 29 2015 Mrrek Industries,Inc. Thu Dec 0313:34:14 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-SUODkIAZH8Y00r4sf9hxVmb6Tlc_hLmzLuAO?gyCfd7 4312 84-0 12.1-8 18 -12 20.8-8 4312 4-0-4 4 0 8 4-0 4 4312 Scale=1:36.0 0.50 12 4x4= 5x8 — 5x6 — 04 = 3x8= 3xB= 14 2 3 4 5 15 6 1 01 nn R—A N 13 12 11 16 10 9 8 7 2x4 II 5x6 6x8 JUS24 6X8 4x6= 5x6 - 2x4 II HJC26 HJC26 r 4t12 84-0 12-0-8 16.412 20.8-8 4 4-0-4 4-0-8 4-04 43-12 Plate Offsets(x.`)- 111:0-3-8.0=3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.76 Vert(LL) 0.28 10-11 >879 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.95 Vert(TL) -0.40 10-11 >619 240 TCDL 10.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.04 7 n/a n/a BCLL 0.0 Code IRC2006frP12002 (Matrix) Weight 244 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-412 oc bracing. REACTIONS. Ob/size) 13=2046/0-7-4,7=2045/0-7-4 Max Horz 13=105(LC 6) Max Uplift 13=1193(LC 6),7=1192(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-113=1942/1172,1-14=4288/2503,2-14=-4283/2504,2-3=7107/4222,3.4=7051/4195, 45=7062/4195,5-15=-4289/2508,6-15=4295/2506,6-7=1945/1174 BOT CHORD 11-12=2437/4279,11-16=-4170/7096,10-16=417Of7096,9-10=2545/4286, 8-9=254514286 WEBS 1-12=2630/4474,2-12=1628/1065,2-11=1944/3087,5-10=1910/3031,5-8=1606/1052, 8-8=2635/4483 NOTES- (16.17) 1)2-ply truss to be connected together with 10d(0.131'X3')nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Py to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)This truss has been checked for uniform roof live load only,except as noted. 4)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.0psf,h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise);cantilever left and right of NEl�y exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 5)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate �P JPN GA% O,Q DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0 6)Unbalanced snow loads have been considered for this design. CO 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. f (L 9)*This truss has been designed fora five load of 20.Opsf on the bottom chord in all area where a rectangle 3-0-0 tall by 2-0-0 wide will 0 U fit between the bottom chord and any other members. m LU 10)LGT2 Simpson Strong-Tie connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)13 and 7 This 'L connection is for uplift only and does not consider lateral forces. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0-08 12)Use USP HJC26(With 16d nails into Girder&1 Od nails into Truss)or equivalent spaced at 3-11-12 oc max.starting at 84-6 from the left end to 124-2 to conned truss(es)to front face of bottom chord. 9�FEs SI DNP Continued on page 2 December 3,2015 ®WARIy/N0-Vapy dsslpn peremrrisrs end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IIQ1.7471 rw.141eY101 a BEFORE USE. Design void for use only with M Tek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing i1AiTek� Is always required for stabaty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/n41 oua@y Warta.DSB-81+and BCSI BuOmng component 14515 N.Outer Forty,Suite 0300 Safety Information available from Tnra Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chester6edd,MO 63017 Job Truss Truss Type ally Ply SCIARRINO 125440849 J-1501008 H05 Hip Girder 1 2 Job Reference(optionan P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Wrek Industries,Inc. Thu Dec 03 13:34:14 2015 Page 2 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-SUODkIAZH8YOOr4sf9hxVmbSTlc_hLmzLuAO?gyCfd7 NOTES- (16-17) 13)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent at 10-3-12 from the left end to connect truss(es)to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber 15)LGT2 Hurricane bes must have two studs in line below the truss. 16)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 17)ACCEPTED BY DATE: LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-3=-60,3-4=-60,41-6-60,7-13=20 Concentrated Loads Ob) Vert:11=1078(F)10=1078(F)16=302(F) ® 1y�1'desrgn Pmamear+ r.e WARNING- erM READ NOTES ON THIS AND INCLUDED laTEK REFERANCE PAGE MfF7g7 rw.1 d0SZ0f a BEFORE USE Design void for use only with Mfrek®connectors.This design B based only upon parameters shown,and is for an Individual building component,not = a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ■■■ buckling design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M Tek• h aWays required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see 'ANSI/t%1 ouaty CdhKtm D.SB-B9 and Bcst 8t"ng componerd 14515 N.Outer Forty,Suds 0300 $a"Irdomw8on available from Tens Plate Institute,218 N.Lee Street Suite 312.Alexandria,VA 22314. chesterfield,MO 83017 Job Truss Truss Type Qty Pty SCIARRIND 125440850 J•1501008 H07 HIP GIRDER 1 2 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:16 2015 Page 1 I0:7DGr01 R5PjsSGwmjGzD3nPyIMSn-Os8z9RCppmp6e8DFinajQbBgXO6OV9EbFoCfU4YyCfd5 F-R-12 10 15-7-0 20 12 26-.48 30.1-e 310-0 5$12 4101 411-12 411-12 5 8 12 3-10-0 4.00 FIT 6x8= 3x8= 1x3 II 5x14 = Scale=1:71.3 3 Oa 41 5a 5 19 M 6 1x3 II t17 J5x8 1 3 = d a d, N nn an 23 24 25 26 27 13 28 29 30 31 32 33 34 16 20 21 22 15 14 12 11 10 3x10 I I JUS24 3x8 —_ 3x8 I 4x6=3x8 =JUS26 3x4= JUS24 1x4 II JUS24 JUS26 JUS26 JUS26 JUS26 JUS26 JUS26 JUS24 12 18-12 410-8 411-12 411-12 512 3 Plate Offsets(X.)O= [6.0-7-0 0=1-6],f970-6-0.0-2-121.[1700-5-8.0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.43 Vert(LL) 0.09 15-16 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.56 Vert(TL) 0.09 15-16 >999 240 TCDL, 10.0 Rep Stress Ina NO WB 0.59 Horz(TL) 0.01 9 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 592 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins,except BOT CHORD 2x6 SP DSS*Except- 2-0-0 oc purlins(6-0-0 max.):3-6. 1-17,8-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. Ob/size) 16=975/Mechanical,14=1641/0-5.8,9=1310/0-7-4 Max Horz 16=80(LC 8) Max Uplift 16=3021(LC 6),14=3107(1-C 6),9=3698(1-C 7) Max Grav 16=1133(LC 17),14=1833(LC 16),9=1447(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=391/463,2-3=209/377,3-18=311/861,418=311/861,45=638/1304, 5-19=638/1304,6-1 9 38/1304,6-7=209/375,7-8=391/463 BOT CHORD 15-24=-454/267,2425=-454/267,25-26=-454/267,14-26=-454/267,14-27=-454/267. 27-28=454/267,13-28=-454/267,12-13=454/267,12-29=1144/567,29-30=1144/567, 11-30=1144/567,1-17=355/394,8-9=354/395 WEBS 15-17=1056/482,3-15=297/171,415=549/231,4-14=1232/1992,412=1410(/98, 5-12=-430/275,6-11=-654/235,9-11=1602/824,16-17=1151/1740,2-17=529/401, 9-10=1252/240,7-9=530/404,3-17=-615/1123,6-9=-866/1671 NOTES- (18-19) 1)2-ply truss to be connected together with 10d(0.131"xT)nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. of NE�/I/ 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply Connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �P JpAi GA)�' 3)This truss has been checked for uniform roof live load only,except as noted. CO 4)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 5)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate f— I CL DOL=1 15);Category ll;Exp D;Partially Exp.,Ct-1 1,Lu=50-0-0 C7 6)Unbalanced snow loads have been considered for this design. m Z 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 O 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �A 0.08 fit between the bottom chord and any other members,with BCDL=10.Opsf. 9 P` 10)Refer to girder(s)for truss to truss connections. �Pes sil N Continued on page 2 December 3,2015 ®WARMNG-Vod*desion Paras end READ NOTES ON THIS AND INCLUDED AfrEK REFERANCE PAGE=4M rev.1010==5 BEFORE USE Design valid for use only with MtrelM connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verity the appicabiity of design parameters and property Incorporate this design Into the overall ii���iiY■■■■■ building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r%1 Quatlly rdieda DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440850 J-1501008 H07 HIP GIRDER 1 2 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MIek Industries,Inc. Thu Dec 03 13:34:16 2015 Page 2 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-Os8z9RCppmp6e8DFinajQbBgXOBOV9EbFocfU4YyCfd5 NOTES- (18-19) 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)16=3021,14=3107,9=3698. 12)"SemFrigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 14)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 15-4-8 oc max.starting at 3-5-8 from the left end to 22-10-0 to connect truss(es)to front face of bottom chord. 15)Use USP JUS26(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 7-5-8 from the left end to 19-5-8 to connect truss(es)to front face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber 17)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)286 Ib down and 1719 Ib up at 1-5-8,and 286 Ib down and 1719 lb up at 24-10-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 18)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 19)ACCEPTED BY DATE. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced)+Uninhab.Attic Storage:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1=3=•60,3.6-60,"=-60,16-21-60,21-25=-20,255-28-60,28-29=-20,11-29=-60,11-33=20,10-33=-60,1-17=20,B-9-20 Concentrated Loads Qb) Vert:12=127(F)20=272(F)22=126(F)23=127(F)24=127(F)26=87(F)27=87(F)28=87(F)29=127(F)30=-87(F)31=127(F)32=126(F)34=272(F) ® WARNING.Verny dWyn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE M11-7M rw.1de1wM16 BEFORE USE p Design valid for use only with MirelO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MI;leW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIOPII Quaifly CrBada.DSB-89 and BCSI BuOding Component 14515 N.Outer Forty,Suite#= Safety Informallon available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440851 J-1501008 H08 Half Hip Girder 1 2 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:17 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-s3iMMnCRa3xzFloRKI Ef7PDIHWn—unuP1 sP2c?yCfd4 '145-11-0 7-11x1 311 2312 2-0 4 4x8= 2x4 I I Scale=1:27.5 4.00 12 3 4 3x4 % 2 3x4% 1 FMI 9 7 10 6 8 2x4 II JUS26 3x4= JUS26 3x4= 5 JUS26 4x4= JUS24 31� 5-11-0 2312 Plate Offsets(X.Y)— [3:0-5-0.0-2-01 LOADING(psf) SPACING- 2-0-0 CSL DEFL in goc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.21 Vert(LL) 0.02 6-7 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.35 Vert(TL) -0.03 6-7 >999 240 TCDL 10.0 Rep Stress Ina NO WB 0.21 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 'BCDL 10.0 Code IRC2006frP12002 (Matrix) Weight 117 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. REACTIONS. ab/size) 5=1616/Mechanical,8=1450/0-7-4 Max Holz 8=245(LC 7) Max Uplift5=1037(LC 7),8=793(1-C 6) FORCES. (Ib)-Max.Comp./Max.Ten.-An forces 250(Ib)or less except when shown. TOP CHORD 1-2=1590/902,2-3=-8721580,1-8--1274f730 BOT CHORD 7-10=915/1490,6-10=91511490,5-6=-6011872 WEBS 2-7=268/591,2-6=-887/483,36=1051/1682,3-5=1772/1125,1-7=912/1646 NOTES- (17-18) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 cc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Py to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)This truss has been checked for uniform roof live load only,except as noted. 4)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 5)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs. �F NE Iw, 6)Unbalanced snow loads have been considered for this design. •Y y 7)Provide adequate drainage to prevent water ponding. JpA GAft, 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 ,f 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will CO fit between the bottom chord and any other members. 10)Refer to girder(s)for truss to truss connections. r Q 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb) n W 5=1037 fn W 12)Two RT7A USP connectors recommended to conned truss to bearing wails due to UPLIFT at jt(s)8.This connection is for uplift only Z Z and does not consider lateral forces. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0-08 14)Use USP JUS26(With 1 Od nails into Girder 8 1 Od nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-1-8 from the left end to 6-1-0 to conned truss(es)to front face of bottom chord. R�FES S10 Continued on page 2_ December 3,2015 ®WARNING-Verey des/pn peremefere end READ NOTES ON THIS AND INCLUDED MIEK REFERANCE PAGE M47473 rev 1440Y20f S BEFORE USE. Design void for use only with MRek®connectors.This design Is based only upon parameters shown,and is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual tons web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stob4ty and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T%1 qty CrowkL DS949 and SCSI Bullding Component 14515 N.Outer Forty,Suite#= $afety Infornatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. chesterfield,MO 63017 Job Truss Truss Type City Ply SCIARRINO 125440851 J-1501008 H08 Half Hip Girder 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:17 2015 Page 2 ID:7DGrOl R5PjsSGwmjGzD3nPyIMSn-iNMMnCRa3s¢FloRKIEf/PDIHWn_unuP1 sP2c?yCfd4 NOTES- (17-18) 15)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent at 8-0-12 from the left end to connect truss(es)to back face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber 17)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 18)ACCEPTED BY- DATE. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-3=-60,3-40,5-8=20 Concentrated Loads(lb) Vert 6=922(F=767,13=155)9=767(F)10=767(F) ®wARMNG-Vbft design perameters end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MI-7473 rev.100Yle15 BEFORE USE. Design void for use only with M Tek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of individual truss web and/or chard members only Additional temporary and permanent bracing ��®k' Is always required for stabilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/rryl Query CdWa,DS5.59 amd gCSI Buncong Component 14515 N.Outer Forty,Suite#= Safety Infomrdlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440852 J-1501008 H09 Half Hip Girder 2 1 -------- Job a cetional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Mrrek Industries,Inc. Thu Dec 03 13:34:17 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyl MSn-s3iMMnCRa3xzFloRKI Ef7PDhiWmLueHP1 sP2c?yCfd4 1-7A 338 5-11-8 3` 7� 1 7:1 2 2-0 r2-2-0-0 4.00 12 1x3 It 4x8= 3x8= 2x4 I I Scale=1:61.6 2 11 3 124 5 1 4x6 = 10 6x12 n Qb 9 8 13 714 6 5x14 114x4 = 4x4= 8x8 HUS26 HUS26 i 1-7� 338 5-11 1-78 Plate Offsets��[3:0.5-8.0.2-0].[6:Edge�18.0.2-0].[6:Edge�1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in Doc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.50 Vert(LL) 0.03 7-8 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.40 Vert(TL) 0.04 7-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.82 Horz(TL) -0.00 6 n/a n/a Rrr)L 10.0 BOLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 125 Ib FT=0% LUMBER-' BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except BOT CHORD 2x8 SP DSS end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 5-6,4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installatioa guide. REACTIONS. pb/size) 6=136/Mechanical,9=399/Mechanical Max Harz 9=126(LC 6) Max Uplift6=1707(LC 7),9=2322(LC 6) Max Grav 6=298(LC 23),9=608(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-419/507,2-11=275/347,3-11=274/378,3-12=-67/366,4-12-67/366 BOT CHORD 6-13=335/60,7-13=335/60,7-14=320/55,6-14=320/55,1-10=411/424 WEBS 34=374/48,4-6=244/1419,9-10- 67/1887,2-10=365/283,8-10=1092!731, 3-10=422/887,4-7=1255/318 NOTES- (16-17) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left exposed;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load govems. 4)Unbalanced snow loads have been considered for this design. Orr NEtN 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord.live load nonconcurrent with any other live loads. �Q" JQJA GARc�y�i9 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will CO � '9 fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb)6=1707, r a 9=2322. n t LU 10)"Semi-rigid pitchbreaks including heels"Member end focally model was used in the analysis and design of this truss. m z 11)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward Zip A- Q movement at the bearings.Building designer must provide for uplift reactions indicated. �� •v0.08091 12)Use USP HUS26 nth 16d nails into Girder&16d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-4 from the ,O left end to 4-0-4 to connect truss(es)to back face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber FES S%�� Continued on page 2 December 3,2015 ®WARNING-VerNy de;lgn parameter;end READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MV-7M nw.1&01406 BEFORE USE Design valid for use only with MrTek&connectors.This design is based only upon parameters shown,and is for on IndMduol building component,not a truss system.Before use.the building designer must verity the appkobilty of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and brodng of trusses and truss systems,see ANSVrp11 Quality CrBada,DSB49 and BCS16uilding Componwd 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type city Ply SCIARRINO 125440852 J•1501008 H09 Half Hip Girder 2 1 Job Reference o clonal P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek'lndusfies,Inc. Thu Dec 03 13:34:17 2015 Page 2 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-s3iMMnCRa3xzFloRKIEf/PDhiWmLueHP1 sP2c?yCfd4 NOTES- (16-17) 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)560 Ib down and 718 Ib up at 1-7-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 16)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 17)ACCEPTED BY- DATE. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Irnxease=1 15 Uniform Loads(plf) Vert:1-3=60,3-5=-60,6-9=20,1-10=20 Concentrated Loads(Ib) Vert:8=65(F=400,B=335)13=276(B)14=276(B) ®WARNING-VWW design peranrefwe and READ NOTES ON THIS AND INCLUDED IIDTEK REFERANCE PAGE eel-7473 rev 1010YM5 BEFORE USE Design void for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for on Individuol building component,not �• a truss system.Before use,the building designer must verify the applicabilty of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing ?®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/ml Quality Criteria,DSB-89 and BCA BuMng Component 14515 N.Outer Forty,Suffe#300 Safety hdarmallon available from Tens Piste Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440853 J-1501008 J05 Jack-Closed 26 1 Job Reference(optionall P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:18 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-LFGkZ7D4LN3gtSNdu7mugc mnOv4VdHgYGW8b8RyCfd3 6-0-0 r 6-0-0 0.50 F12 Scale:3/4'=1' 5 2 1 3x4= 2x4 I 4 3 2x4 11 30 = 6-0-0 6-0-0 LOADING(pyo SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.06 3-4 >999 360 MT20 244/190 Snow(Pf) .15.4 Lumber DOL 1 15 BC 0.46 Vert(TL) -0.16 3-4 >430 240 TCDL 10.0 Rep Stress Incr NO WB 0.03 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 31 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-"cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=228/0-7-4,3=228/Mechanical Max Horz 4=96(LC 9) Max Uplift4=120(LC 7),3=134(LC 9) Max Grav4=294(LC 3),3=296(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4=237/341,2-3=239/377 NOTES- (11-12) 1)This.tnus has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf,h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)4 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. �! OF NEtti Y 8)Provide mechanical connection(by others)of thus to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--Ib)4=120, �i PN GARC 0 3=134. �P 9)Load case(s)2,3,4 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of CO this truss. 10)"Semimrigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1-1)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. r CC w 12)ACCEPTED BY- DATE. m W LOAD CASE(S) Standard 2 2 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 ��0 IVD 080091IN Uniform Loads(plf) ,p Vert:1-2=-60,3-4=20 9pFESS10 Continued on page 2 December 3,2015 ®WARNING-VMIy dnfyn pnamntaa and READ NOTES ON THIS AND INCLUDED IIeTEK RFFERANCE PAQE Y!}7473 m.,10/034016 BEFORE USE Design vaid for use only with WTek(D connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Brading indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and tnra systems.see ANSI 1 Qua81y criteria.DSB-89 and 501 Building component 14515 N.Outer Forty,Suite fety 03W SaInformation available from Truss Plate Institute.218 N.Lee Street Suite 312.Alexandria.VA 22314. Chesterfield,MO 83017 Job Truss Truss Type City Ply SCIARRINO 125440853 J-1501008 J05 Jack-Closed 26 -1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:18 2015 Page 2 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-LFGkZ7D4LN3gtSNdu7mugamnOv4VdHgYGW8b8RyCfd3 LOAD CASE(S) Standard 2)Dead+Snow(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(ptf) Vert:1-2=82,34=20 3)Dead+Snow(Unbal.Left):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-5=-82,2-5-84,3-4=20 4)Dead+Snow(Unbal.Right):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-2--60,3-4=20 ®WARNING-Verily design paramete s end READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MU-7473 rw.1010NMS BEFORE USE Design void for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component not • a truss system.Before use,the building designer must verify the applicablity,of design parameters and properly Incorporate this design Into the overall piii��•YYY�;�ei• bulkddng design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing IYl l l is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and trusssystems,see ANSI/TPII quality Criteria.DSB-89 and SCSI Bulk9ng Component 14515 N.Outer Forty,Suite 9300 Safety Irdonnotlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440854 J-1501008 J06 Jack-Open 4 1 Job Reference bona P.D.J.COMPONENTS INC., CHESTER,MY 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:18 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-LFGkZ7D4LN3gtSNdu7mugcrnxXvB2dHnYGW8b8Rycfd3 1-tt-tt r 1-11-11 3x4 — 0.50 12 Scale=1:13.8 1 2 4 � N 9 4 5 3 2x4 I I 3x4= 1-11-11 1-11-11 LOADING(1390 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.17 Vert(LL) -0.00 5 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.05 Vert(TL) -0.00 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 ' Code IRC2006lrP12002 (Matrix) Weight 11 Ib FT=0% BQDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=73/0-7-4,2=54/Mechanical,3=19/Mechanical Max Horz 5=86(LC 9) Max Up1ift5=55(LC 7),2�48(LC 7),3=30(LC 9) Max Grav 5=73(LC 1),2=54(LC 1),3=37(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load govems. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,2,3. ! OF NE�/j/Y 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '(` 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. �P 'JPN C'AAC��Ois1 11)ACCEPTED BY' DATE: * _r a n LU LU Z(PNo " 0800 AR�FESSio�P December 3,2015 ®WARNING-Vedy design peremeters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE W1W 7Ql rev.101ONW15 BEFORE USE. Design vald for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verity the apptkabiity,of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPn Quadty Cdwa,DSB-89 and SCSI BuBmng Component 14515 N.Outer Forty,Suite?3W Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440855 J-1501008 J06A Jack-Open 5 1 Job Reference o tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:18 2015 Page 1 I D:7DGr01 R5PJsSGwmjGzD3nPyIMSn-LFGkZ7D4LN3gtSNdu?mugs moYv9?dHsYG WSb8RyCfd3 3-11-11 3-11-11 0.50 12 Scale=1:14.0 1 3x4= 6 2 TFJt N d N 4 I I 3X4= 3 2x4 3-11-11 3-11-11 LOADING(per TCLL(roof) 20.0 SPACING- 2-0-0 CSI. DEFL. in poc) Udefl Ud PLATES GRIP ( 15.4 Plate Grip DOL 1 15 TC 0.75 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 Snow Snow10.0 Lumber DOL 1 15 BC 0.18 Vert(TL) -0.03 4.5 >999 240 TCDL TCLL 0.0 Rep Stress Inca YES WB 0.03 Horz(TL) -0.00 2 n/a n/a Code IRC2006/TPI2002 (Matrix) Weight 20 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verficals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=150/0-7-4,2=113/Mechanical,4=40/Mechanical Max Horz 5=91(LC 9) Max Uplift5=84(LC 7),2=100(LC 7) Max Grav 5=150(LC 1),2=113(LC 1),4=81(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=B.Opsf,BCDL=6.Opsf,h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15);Category 11;Exp D;Partially Exp.,Ct=1.1,Min.fiat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except Qt--Ib) �! of NE`/'/y 2=100. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �Q' JQ.N GARC 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY- DATE. r- tY n w >u 2 N0.0eoa9� o Ss10 December 3,2015 ®WARNING-VMry rNerpn pererrMras emr READ NOTES ON THIS AND INCLUDED IIBTEK REFERANCE PAGE Mf!-7473 rev.fa0Y1016 BEFORE USE -- Design void for use only with M7ek9 connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall ;� building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent tracing Ml laic• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/rPII Qua_W CrIteda,DSB-89 and ISCS Brig Componerd 14515 N.Outer Forty,Suite 0300 Salify Information available from Truss Plate Institute,218 N.Lee Street,Suite 31Z Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440856 J-1501008 J07 Jack-Open 4 1 Job Reference o tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:19 2015 Page 1 ID:7DGrOl R5PjsSG"GzD3nPyIMSn-pRg6nSE16hBhVcygRjH7Cgl5NJX9Mk3iVAu9htyCfd2 2x11 2311 3x4= 0.50 12 Scale=1:13.8 7 2 N W N O) 4 II 3x4 =3 2X4 2311 2311 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Wall Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.23 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.05 Vert(TL) -0.00 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 ' Code IRC20OB/TP12002 (Matrix) Weight 13 Ib FT=0% RrDt 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=83/0-7-4,2--63/Mechanical,4=24/Mechanical Max Horz 5=86(LC 9) Max Uplift5=-59(LC 7),2=56(LC 7),4=24(LC 9) Max Grav 5=83(LC 1),2=63(LC 1),4=48(LC 5) FORCES. 0b)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct=1 1,Min.fiat roof snow load governs. 5)Unbalanced snow loads have been considered for this design. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1*IF NEW Y fit between the bottom chord and any other members. Q� GAO 9)Refer to girder(s)for truss to truss connections. ;,,14 % 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,2,4. CO �J �9 �71 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. l 13)ACCEPTED BY DATE. r W LU m 2 2 (P0.08009 �FEssloN December 3,2015 e� All,WARNING-Voafly daalpn paramatera and READ NOTES ON THIS AND INCLUDED M1TEX REFERANCE PAGE M1F1473 rev.10'OY201 B BEFORE USE. Design void for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design into the overall MiTek' building design.Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing l Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tnra systems,see ANSI/f9n Quality Cr9ada.DSB-89 and BCSI Building component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty PlyTi 'scReference IARRINO 125440857 J-1501008 J08 Jack-Open Supported Gable 1 tion P.D.J.COMPONENTS INC., CHESTER,MY 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 0313:34:19 2015 Page 1 ID:7DGr01 R5PJsSGwmJGzD3nPyIMSn-pRg6nSEi6hBhVcygRjH7Cgl5sJVSMkaVAu9hyCfd2 t-t 1-11 1-11-11 12x4 I I 0.50 r12 Scale=1,13.8 2 4 4 3 2x4 11 2x4 it I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.20 Vert(LL) n/a - n/a 999 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.16 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrbo Weight 10 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance With Stabilizer Installation guide. REACTIONS. (Ib/size) 4=67/1-11-11,3=67/1-11-11 Max Horz 4=85(LC 9) Max Uplift4=55(LC 7),3=80(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (13-14) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)Truss designed for Wind loads in the plane of the truss only For studs exposed to wind(nofrnal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1 4)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct--1 1,Min.flat roof snow load governs. 5)Unbalanced snow loads have been Considered for this design. 6)Gable requires Continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 8)Gable studs spaced at 2-0-0 cc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OF NEI.y 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will GAAC� O fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,3. CO '9 771 12)"Semi rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 14)ACCEPTED BY- DATE. r Lcc U 0 W y z 0.080fl°�� �FESs10 December 3,2015 ®WARNING-Verfly design pemmetm and READ NOTES ON TWS AND INCLUDED WTEK REFERANCE PAGE M11-7473 rev.101012015 BEFORE USE MON Design valid for use only with Mtfek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verity the appticabiity,of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buck/ng of individual truss web and/or chord members only Additional temporary and permanent tracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tnra systems,see ANSVMI Quality CAteft DSB-89 and SCSI Building Componerd 14515 N.Outer Forty,Suite if= Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312 Alexandria VA 71314. Chesterfield,NO 63017 Job Truss Truss Type Qy Py SCIARRINO 125440658 J-1501008 J14 Jade-Msed 3 1 Job Reference tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Marek Industries,Inc. Thu Dec 03 13:34:20 2015 Page 1 ID:7DGrO1R5PjsSGwmjGzD3nPyIMSn-HdOU_oFKt JY6mXO?QoM11r6Jg159vrJgdiDJyCfd1 4-2-0 8411 4-2-0 4-2-0 0.50 12 3 Scale=1:16.7 2 3x4 = 2x4 II 1 3x4— 7 5 3x4 = 6 4 2x4 II 3x4 = 1 4-2-0 BA-0 4-2-0 4-2-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.83 Vert(LL) 0.02 5 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.25 Vert(TL) -0.03 5.6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.19 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC200SITP12002 (Matrix) Weight:44 lb FT=0% RCDL 10-0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=322/0-7-4,4=322/Mechanical Max Hoa 6=103(LC 9) Max Uprtft6=165(LC 7),4=179(1-C 9) FORCES. pb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6--289/410,1-7=-421/570,2-7=-418/571 BOT CHORD 4-505/418 WEBS 1-5=526/454,2-5=83/274,2-4=-461/668 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as rioted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf,h=35ft;Cat Ii;Exp D;enclosed;MWFRS pow-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1.1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ! 0� N E fit between the bottom chord and an other members. `i 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)except(jt--lb)6=165, �P JQ•�GAAC� O9 4=179. CO 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY- DATE: r tS nW (P 2 2 N �a. 0.08 1049 A9OFEss�°NP December 3,2015 ®WARNING•Verily design peramsrws and READ NOTES ON THIS AND INCLUDED WTEK RFFERANCE PAGE 1191-703 1WON2015 BEFORE USE Design void for use only with WTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the appkablity of design parameters and property Incorporate this design Into the overall ;iY■�i building design. Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW Is always requked for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and tnra systems,see ANSI/Iry1 Quality Cd wla,DSB-09 and SCSI Bullydng Component 14515 N.Outer Forty,Suite 0300 $a"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 83017 Job Truss Truss Type Qty Py SCIARRINO 125440859 J-1501008 J15 Jack-Open 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:20 2015 Page 1 ID:7DGrO1R5PjsSGwmjGzD3nPyIMSn-HdOU_oFKt JY6mXO?QoMl1Bggx5BLrjgdiDJyCfdl 4311 4311 0.50 F12 Scale=1:14.1 1 3x4 - 6 2 4 3x4= 5 3 2x4 I I 4311 4311 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.89 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.04 4-5 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.03 HOrz(TL) -0.00 2 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 21 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=163/0-7-4,2=123/Mechanical,4=44/Mechanical Max Hoa 5=92(LC 9) Max Uplift5=90(LC 7),2=109(LC 7) Max Grav 5=163(LC 1),2=123(LC 1),4=88(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate D0L=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)5 except(jt=1b) �! of: NE�y 2=109. V 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. yr�Q' JQ.N GARC� OiA 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. CO '9 11)ACCEPTED BY- DATE: r a n w UJ i Z��O �0.08099� V 9OFless%°NP December 3,2015 ®WARNING-Verfly dedgn permMenr and READ NOTES ON THIS AND INCLUDED MFEK REFERANCE PAGE MI-7473 rev.1010Y2015 BEFORE USE Design void for use only with MRekO connectors.This design is based only upon parameters shown,and Is for an individual building component,not , a truss system.Before use.the building designer must verity the applicabliy,of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual tans web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and truss systems,see ANSMI Qualify Cr terfm DSB-89 and BCSI Building component 14515 N.Outer Forty,Suite 0300 Safely Information available from Tens Plate Institute.218 N.Lee Street,Suite 312 Alexandria VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440860 1501008 J16 Jack-Closed 4 1 _ Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:20 2015 Page 1 ID:7DGr01R5PjsSGwmjGzD3nPyIMSn-HdOU_oFKt JY6mX01QoM11r88jmv5BJrjgdiDJyCfdl 8311 6311 0.50 12 Scale:3/4--l' 5 2 1 3x4= �q 4 3 2x4 11 3x4 = 6311 6311 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.74 Vert(LL) -0.08 3.4 >919 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.20 3-4 >368 240 TCDL 10.0 Rep Stress Ina YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 32 ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=241/0-74,3=241/Mechanical Max Horz 4=97(LC 9) Max Uplift4=126(LC 7),3=140(1-C 9) FORCES. 0b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 14=180/356,2-3=180/391 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.0psf,h=35tt;Cat 11;Exp D;enclosed;MWFRS 0wv-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate D0L=1.15);Category ll;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load'nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 240-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)4=126, �! OF NE�/y 3=140. P J , 09 9)"Semi-rigid pitchbreaks inducing heels"Member end fixity model was used in the analysis and design of this truss. � pN GAOL, 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY DATE. r- Q n W 2 Z�F 0.08 9� �O O0fl v� AgOFESS1°NP December 3,2015 ®WARNING•Verfly deslpn parematws and READ NOTES ON THIS AND INCLUDED ANTEK REFERANCE PAGE M71-7473 rw.140032016 BEFORE USE. Design void for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSlIrpl1(luotilty,CrBerim DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 So"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO BMW Job Truss Truss Type City Ply SCIARRINO 125440861 J-1501008 1 J17 Jack-Closed 2 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:212015 Page 1 ID:7DGrOI R5PjsSGwmjGzD3nPyIMSn4gysC8FydIRPkw6CZ7JbIFO1s7COgYVyUNFImyCfdO V14:12 i 110-0 1.412 4.00 12 3x6 Scale:1/4"=1' 2 3 2x4 11 4x4% 1 8x8 = lb 5 4 2x4 I I 1' 1 Plate Offsets(X.)Q- [6:0-2-0.0-3-121 LOADING(psf) SPACING- 24)-0 CSI. DEFL in poc) Well Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.81 Vert(LL) -0.00 5 >999 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 1 15 BC 0.07 Vert(TL) -0.00 5 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.36 Horz(TL) -0.06 4 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight:54 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 14-12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. Except WEBS 2x4 SP No.2*Except* 10.0-0 oc bracing:5-6 2-5:2x4 SP DSS,1-6:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 3-4,4-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation auade. REACTIONS. (Ib/size) 4=396/Mechanical,6=726/0-7-4 Max Hoa 6=412(LC 9) Max Uplift4=396(LC 1),6=1400(1-C 9) Max Grav 4=1 141(LC 9),6=726(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-6--282/579,1-2=-595/325,2-3=-055/244,34=1018/393 WEBS 4-0=1438/411,1-0=264/634,3-0=484/1271 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1.15 Plate DOL l1.ance;Category II;Exp D;Partially Exp., for 1 g pF NEW y 4 Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �( J / 0� 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,<Q' Q.N GAR C fit between the bottom chord and any other members. C7 9 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it--lb)4=396. 9)Two RT16A USP connectors recommended to Conned truss to bearing walls due to UPLIFT at jt(s)6.This connection is for uplift only r and does not consider lateral forces. n LIJ U 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LI 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 12)ACCEPTED BY DATE. �t� � �O.080a91 v R°FE- 10NP December 3,2015 ®WARNING-Ver y d*2Vn WnMen"and READ NOTES ON THIS AND INCLUDED WEI(REFERANCE PAGE WI.7473 nsv.I MS2015 BEFORE USE Design valid for use only with MITekB connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall WOW building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing IYII OW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tura systems,see ANSVTPIl QuaBly Criteria DSB-89 and BCSI Building Componefd 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440862 J-1501008 J17A JACK-OPEN 1 1 Job Reference o tionai P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:212015 Page 1 I D:7DGr01 R5PjsSGwmjGzD3nPyl MSn4gysC8FydIRPkw6C27JbIFOK277_gPpyUNFlrtryCf00 -s-s-1 1-10-ts 6-7-4 5 St 1-1115 4$5 2.83 12 Scale:1/4'=1' 2 3 5x8; 7 3x6 I I 1 4x4= 8x12 N 5 4 W 2�1II 35x8 �7 _ 70.-4 Njo-115 Plate offsets(X.)O— [3:0-3-0.0-2-81,[6:0-6-4.0-5-4) LOADING(psf) SPACING- 24-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.67 Vert(LL) -0.00 5 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.41 Vert(TL) -0.00 4-5 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.91 Horz(TL) -0.02 4 n/a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight 621b FT=0°h BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 1-10-15 cc purlins, BOT CHORD 2x4 SP No.2'Except' except end verticals. Except 1-6:2x6 SP DSS 10-0-0 cc bracing:5-0 WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 2-5:2x4 SP DSS WEBS 1 Row at midpt 3-4 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation aumde. REACTIONS. (Ib/size) 4=-640/Mechanical,6=1218/0-7-4 Max Horz 6=421(LC 9) Max Uplift4=-640(LC 1),6=1802(LC 9) Max Grav 4=1225(LC 9),6=1218(LC 1) FORCES. pb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-6=415/950,1-7=2188/680,2-7=2174736,2-3=2120/637 BOT CHORD 1-6=654/2185 - WEBS 3-4=2204/688,4-0=769/287,3-6=985/3242 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS pow4ise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15);Category ll;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load govems. ! OF NE�/'/ 4)Unbalanced snow loads have been considered for this design. N GAR yO 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r<Q' J;, Q/ .9 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3$0 tall by 240-0 wide will CO fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb)4=640. r Q 9)Two RTI 6A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)6.This connection is for uplift only m LU W and does not consider lateral forces. _ 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. Z��O till 080fl91 ��O 12)ACCEPTED BY DATE. ,p 9OFESS1010 December 3,2015 ®WARNING-Verity design perimeters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE AU-7473 rev.1WOL2e16 BEFORE USE Design vold for use only with Nuel®connectors.This design is based only upon parameters shown,and is for an individual building component,not o truss system.Before use,the building designer must verity the applcabilty,of design parameters and property Incorporate this design Into the overall ;�el• building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing Ml l is always required for stablity and to prevent collapse with possible personal injury and property damage.For general gWdonce regarding the fabrication,storage,delivery,erection and bracing of tenses and truss systems,see ANSI1n,11 Quality Criteria,DSB49 and BCSI BuMng Component 14515 N.Outer Forty,Suite 0300 Salary Information avoilable'lrom Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. chesterfield,MO 63017 Job Truss Truss Type Oy Py SCIARRINO 125440863 J-1501008 J21 Jack-Open 2 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:22 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPy1MSn-DOVFPUGaOcZGM4hP7rgggSwU5XOpZ1 S8B76pHCyCfd? 5.2-7 5-2-7 Scale=1:15.5 3 4.00F1_2 3x6 11 7 2 m 1711 v tq N 1 N 4 63x8 I I 5 3x6 II 3-2-12 10 148-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in poc) Udefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 Snow(Pt) 15.4 Lumber DOL 1.15 BC 0.76 Vert(TL) 0.01 4-5 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.25 Horz(TL) 0.15 3 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 18 Ib FT=0% RC'DL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 5-2-7 cc purlins, except BOT CHORD 20 SP DSS end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2-10 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=99/Mechanical,4=121/Mechanical,5=620/0-7-4 Max Hoa 5=127(LC 9) Max Uplift3=99(LC 1),4=121(LC 1),5=590(1-C 7) Max Grav 3=81(LC 7),4=132(LC 7),5=620(LC 1) FORCES. (Ib)-Max.Comp.IMax.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 5-6=0/271 WEBS 2-5=362/883 NOTES- (10.11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.0psf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TOLL.ASCE 7-05;Pr20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ! of: NE Y fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)3 except Qt--Ib)4=121 �P JPO GARC� °9 ,5=590. CO '9 9)"SemFrigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. * k 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY DATE. cc n W M LU2 O A 0.08009 9OFESS1°NP December 3,2015 ®WARNING-Val y Wtlpn peramafers end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AVI-7473 rov.I010Y M8 BEFORE USE. Design void for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorpomte this design Into the overall iii��•- building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI frM1 Quality CrBM4 DS8-89 and BCSI BuBmng CompormW 14515 N.Cuter Forty,Shite#300 Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440884 J-1501008 J22 Jack-Open 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:22 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-DOVFPUGaOcZGM4hP7rggqSwU6XKfZ1k8B76pHCyCfd7 7-2-7 7-2-7 Scale=1:19.1 3 4.00 12 I 7 2X4 II 2 I Ll N 1 6 4 3x6 I I 5 3x6 I I 3-2-12 1 3a1 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) 1/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.71 Vert(LL) -0.05 4-5 >824 360 MT20 244/190 Snow(Pf) 15.4 T Lumber DOL 1 15 BC 0.96 Vert(TL) -0.04 4-5 >989 240 CDL 10.0 Rep Stress Ina YES WB 0.23 Horz(TL) 0.17 3 n/a n/a RCDL 10.0 BCLL 0.0 ' Code IRC2006frPI2002 (Matrix) Weight 24 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid Ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in acoordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=34/Mechanical,4=17/Mechanical,5=542/0-74 Max Horz 5=170(LC 9) Max Upiift3�66(LC 8),4=17(1_C 1),5=-466(LC 7) Max Grav 3=40(LC 3),4=56(LC 7),5=542(LC 1) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=312/56 BOT CHORD 5-8=0/344 WEBS 2-5=359/819 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate D0L=1 15);Pt=15.4 psf(flat roof snow.Lumber D0L=1 15 Plate DOL=1 15);Category Ii;Exp D;Partially Exp.,Ct=1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. -6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ! of: NE Y fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. C'ARp� O.9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,4 except Qt--1b) 9 5=466. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. r cc 11)ACCEPTED BY DATE: tm W ti z 0.08ofl91 OFless ON December 3,2015 ® WARNING-Verily deslpn parameters e d READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MI47473 rev.1010.YM5 BEFORE USE. Design void for use only with MlTeM connectors.This design B based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage.delvery,erection and bracing of trusses and truss systems,see ANSIIMI QuoBty CrffWa,DSB-89 and BCSI Bueding Componerd 14515 N.Outer Forty,Suite 11300 Safely Information available from Tens Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. ChesterfWtl,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440865 J-1501008 J23 Jack-Closed 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Dec 0313:34:22 2015 Page 1 ID:7DGr01R5PjsSGwmjGzD3nPyIMSn4)OVFPUGaOcZGM4hP7rgggSwR9XPTZ1 R8B78pHCyCfd? r 386 9-1-12 3b8 5-7$ Scale=1:22.9 3 3 4.00 12 7 4x4% 2 1 f Ll Li -1 63x8 I I 5 3x4=4 3x6 11 3-2-12 031 5-7-6 Plate Offsets V.)O= [6:0-3-1.0-2-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.90 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.65 Vert(TL) -0.05 4-5 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.25 HOrz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight 43 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing direly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-6:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=139/Mechanical,5=563/0-74 Max Hoa 5=210(LC 9) Max Uplift4=92(LC 8),5=443(LC 7) Max Grav4=148(LC 3),5=563(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=544/189,3-4=138/281 BOT CHORD 5.6=132/567 WEBS 2-538/889 NOTES- (10.11) 1)This truss has been Checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.0psf;h=35ft;Cat.11;Exp D;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct--1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. ! OF NE yy Y 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will P'� J N GARC' 0,9 fit between the bottom chord and any other members. Q� 7)Refer to girder(s)for truss to truss connections. co '9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except(it--lb) 5=443. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r Q 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. m W 11)ACCEPTED BY- DATE: Z 0.08009"' ��C? 9OFessldoP� December 3,2015 ®WARNING-Vellry design parameters end READ NOTES ON THIS AND INCLUDED ef/TEK REFERANCE PAGE M114473 rev.1010YMa BEFORE USE. Design void for use only with MTek®connectors.This design Is based ony upon parameters shown,and Is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall s,AA iTek• building design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stablity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the (Yl fabrication,storage,delivery,erection and bracing of trusses and tnra systems,see ANSI/f%1 Quality Crlteda,D38-89 and SCSI Building Component 14515 N.Outer Forty,Suite$300 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qy Py SCIARRINO 125440866 J-1501008 J24 Jack-Open 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:23 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-hC3ddgHCgvh7zDGbgYL3NgTeXwtA1 WQHPnsMgeyCfd_ 311-11 3-11-11 4.00 12 Scale=1:16.6 6 2 3x4 1 N i:2— 4 5 3x4 =3 2x4 I I 311-11 311-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL(root) 20.0 Plate Grip DOL 1 15 TC 0.80 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.18 Vert(TL) -0.03 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight 20 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. Ob/size) 5=150/0-7-4,2=113/Mechanical,4=40/Mechanical Max Horz 5=151(LC 9) Max Uplift5=-40(LC 7),2=114(LC 7),4=22(LC 9) Max Grav 5=150(LC 1),2=113(LC 1),4=81(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 1-"- /266 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15);Category Il;Exp D;Partially Exp.,Ct-1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. ` OF NET/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,4 except(jt--Ib) 2=114. '�P JPN GAC/ 0� 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. CO 9 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY- DATE: r Q n 111 2 Z�F 0.08 91 �� O00 AAOFESS10 December 3,2015 ®WARNING-Vertry deelyn peramara end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MI-7473 rw.1010YWI5 BEFORE USE- Design SEDesign void for use only with Mlek®connectors.This design is based only upon parameters shown,and is for an Individual building component.not • a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ■■��Y■ building,design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary,and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcation,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qua*Criteria,DSB-89 and BCSI Building Componerd 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440867 J-1501008 J25 Jack-Open 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Mi-rek Industries,Inc. Thu Dec 03 13:34:23 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyl MSn-hC3ddgHC9vh7zDGbgYL3NgTpGwofl WwHPnsMgeyCfd_ 1-11-tt 1-11-12 3x4 = 0.50 12 Scale=1:13.8 1 2 3 Li 4 N PROVIDE ANCHORAGE,DESIGNED BY OTHERS,AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ.REACTIONS SPECIFIED BELOW. 6 2x4 11 5 3x4= 4 1-11-11 1-11-11 LOADING(pso SPACING- 2-0-0 CSL DEFL. in TCLL(roof) 20.0 Qac) I/defl Ud PLATES GRIP (Pf) 15.4 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 5 rt/r 120 MT20 244/190 Snow Snow10.0 Lumber DOL 1 15 BC 0.45 Vert(TL) -0.00 5 n/r 120 TCDL TCLL 0.0 Rep Stress Ina YES WB 0.11 Horz(TL) 0.00 n/a n/a Code IRC2006/TP12002 (Matrix) Weight 13 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=-0/Mechanical,4=145/Mechanical Max Harz 3=103(LC 7),4=127(LC 9) Max Uplift4=167(1-C 7) Max Grav 4=145(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 4-5=74/317 WEBS 1-5=1191381 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wlnd:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat II;Exp D;enclosed;MWFRS(k>w-rise)and C-C Exterior(2)zone; Cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.06 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(fiat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OF NEl,� 7)Refer to girder(s)for truss to truss Connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)4=167 QPN GAnCi y0 9)"Semirigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. CO � '9 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. * k 11)ACCEPTED BY- DATE: r Q n w W ti z 0.08 N °FESSION December 3,2015 ®WARNING-Vwffy design pammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI-7473 rw.40=016 BEFORE USE Design valid for use onlywith Ivlifek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not - a truss system.Before use.the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of indMdual truss web and/or chord members only Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/11`111 Quality Werlo,DSB-89 and BCSI WMng Component 14515 N.Outer Forty,Suite 0300 Safely Intorma8on available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 621017 Job Truss Truss Type Qty Py SCIARRINO 125440868 J-1501008 J26 Jack-Open 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,MY 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:23 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPy1MSn-hC3ddgHC9vh7zDGbgYL3NgTkvwrd WyHPnsMgeyCfd_ 3-11-11 3.11-11 0.50 12 1x3 I I Scale=1:14.0 1 3x4= 2 7 3 4 n N CS 4 6 2x4 I I 5 3x4 = 18-6 r'�Oi 3-11-11 18.8 0-310 2-1-11 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in Doc) l/defi Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.39 Vert(LL) -0.01 4-5 >999 360 MT20 244/190 Snow(PI) 15'4 Lumber DOL 1 15 BC 0.26 Vert(TL) 0.00 4-5 >999 240 TCDL 10.0 Rep Stress Ina NO WB 0.11 Horz(TL) 0.04 3 n/a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight 19 Ib FT=0% RrDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=31/Mechanical,4=3/Mechanical,5=273/0-7-4 Max Horz 5=91(LC 9) Max Uplift3=-40(LC 9),4=8(LC 2),5=272(LC 7) Max Grav 3=44(LC 3),4=45(LC 7),5=347(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=245/374 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.0psf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct=1 1,Min.fiat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss,connections. of: NEt 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,4. p�J PN C GAR L y09 9)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)5.This connection is for uplift only and does not consider lateral forces. CO 10)Load case(s)2,3,4 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. n t UJ 13)ACCEPTED BY DATE. .Z LOAD CASE(S) Standard 200, NO 9N 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 080 9OFEss�oNP Continued on page 2 December 3,2015 ®WARNING-verify deavn parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE AB1.7473 rev.1 ar0YM5 BEFORE USE Design void for use only with MTeM connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design Into the overall � building design.BraGng indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MI;1®k" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPll Quality Criteria DSB-89 and SCSI BuOdJng Component 14515 N.Outer Forty,Suite#= So"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Dty Ply SCIARRINO 125440868 J-1501008 J26 Jack-Open 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 0313:34:23 2015 Page 2 ID:7DGrO1 R5PJsSGwmJGzD3nPyIMSn-hC3ddgHC9vh7zDGbgYL3NgTkvwrtlWyHPnsMgeyCfd_ LOAD CASE(S) Standard Uniform Loads(plf) Vert 1-3=60,4-6=20 2)Dead+Snow(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pit) Vert:1-3=-82,4-6=20 3)Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-7=-82,3-7=-82,4-6=20 4)Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:1-3=-60,4-6=20 ® w0Ydndgnpwwmters WARNING- erld READ NOTES ON THIS AND INCLUDED d1OTEK RIxERANCE PAGE dWF747J rW.farOYtefll BEFORE USE. Design void for use only with Mfrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ;�el• building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing Ml l Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality CdWo.DSB-89 and&CSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Tera Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. chesterfield,MO 63017 Job Truss Truss Type Oty Py SCIARRINO 125440869 J-1501008 J27 Jack-Closed 7 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 0313:34:24 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-9Pd1gAlgwDp_bNmEGdvtOsPK801 vVReRbvL5yCfcz 374 5-11-A 374 5-11-8 4.00 12 4x4 5- Scale=1:58.3 3 3x6 11 7 2 1 3x4 = 6 4 - d, r uS 5 8 4 2x4 It 8x6= Plate Offsets Qiy)- L4:Edge.0-3-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.60 Vert(LL) -0.06 4-5 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.46 Vert(TL) -0.15 4-5 >440 240 TCDL 10.0 Rep Stress Ina YES WB 0.34 Horz(TL) -0.01 4 n/a n/a BCLL 0.0 Code IRC2006lrP12002 (Matrix) Weight 79 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except BOT CHORD 2x4 SP No.2`Except* end verticals. Except 1-6:2x6 SP No.2 6-0-0 cc bracing:5.6 WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 2-5:2x4 SP DSS WEBS 1 Row at midpt 34 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installatgn guide- REACTIONS. (Ib/size) 5=700/Mechanical,4=147/Mechanical Max Harz 5=515(LC 9) Max Uplif:5=363(1_C 7),4=474(LC 9) Max Grev 5=700(LC 1),4=161(LC 3) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5.6=569/576,2-6=-387/861,1-2=924/324,2-7=822/236,3-7=809/283 BOT CHORD 54=-818/0,4-8-18/0,1-0=243/911 WEBS 4.6=0/1215,3-6=2781775 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.0psf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1 of: NEW y 4)Unbalanced snow loads have been considered for this design. �( 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,<Q' JQ.N GAAfr/ 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will CO � 9 fit between the bottom chord and any other members,with BCDL=I O.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(it--lb)5=363, r cc 4=474. 0 L 9)"SemW "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. Z 0 11)ACCEPTED BY DATE: 2�(� Q � 'r'0•0eofl91 9OFIsss10 December 3,2015 ®WARNING-VOAIy design perametars end READ NOTES ON TMS AND INCLUDED eaTEK REFERANCE PAGE tla1-7173 rev.1Lye]/]Of 6 BEFORE USE Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPll puoDty CNMa DS111-89 and BCSI Building Componerd 14515 N.Outer Forty,Suite#300 Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440870 J-1501008 J27A Half Hip 2 1 Job Reference tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 0313:34:24 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-9Pd?gAlgwDp_bNmEGtivtOsbK901 u9ReRbvL5yCfcz 3 74 5-11-8 374 5-11-8 4.00 t2 4x4 Scale=1:58.1 3 3x6 11 7 2 3x8 I I 1 " 3x4 e= 5x8 N tb 5 8 4 3x8 I I 3x4 = st t-e 5-11-8 Plate Offsets(X.)Q- (1:0.0-3.0-0-12).[6:0.5-0.0-2-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.59 Vert(LL) -0.06 4-5 >999 360 MT20 244/190 Snow(PI) 15.4 I Lumber DOL 1 15 BC 0.43 Vert(TL) -0.15 4-5 >440 240 TCDL 10.0 Rep Stress Ina YES WB 0.43 Horz(TL) -0.00 4 n/a n1a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight 80 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 5.11-8 oc purlins, except BOT CHORD 2x4 SP No.2'Excepr end verticals. 1-6:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 3-4 WEDGE MTek recommends that Stabilizers and required cross bracing Left:2x4 SP No.2 I Installation guide- be installed during truss erection,1n accordance with Stabilizer REACTIONS. pb/size) 4=147/Mechanical,5=697/Mechanical Max Horz 5=221(LC 7) Max Uplift4=312(LC 7),5=280(LC 7) Max Gram 4=161(LC 3),5=697(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=907/320,2-7=-467/214,3-7=454/242 BOT CHORD 5-8=-446/0,4Z=44610,1-6--240/897 WEBS 5-6=566/884,2-6=401/969,4-6=0/654,3-6=241/379 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.0psf,h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pt=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1 4)Unbalanced snow loads have been considered for this design. OF NEIN 5)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �P� JQ.N GA% y�i9 fit between the bottom chord and any other members,with BCDL=10.Opsf. CO 'Q 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it--lb)4=312, r 5=260. LU 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. n W 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. Z 11)ACCEPTED BY DATE: C? ,pANO.08009" �FESS%oN December 3,2015 ®WARMNG-Verify design peremetwu and READ NOTES ON THIS AND INCLUDED I1aTEK REFERANCE PAGE OP7473 rev.t 0103r S 6EFORE USE. Design void for use only with Mffek®connectors.This design Is based only upon parameters shown,and is loran individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall 'building design.Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TMI Quality CdWcL DSS-89 and SCSI Building Componerd 14515 N.Outer Forty,Suite X300 Safely Intomtallon available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440871 J-1501008 J28 Jack-Closed 2 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:25 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-dbBN2WJThXxgDXPzozOXS5YzYkSzmClat5LTtXyCfcy 316-0 i 1-0-12 i 3 10-0 1-0-12 4.00 12 Scale:1/4"=1' 2 3 2x4 I I 1 3x4 = 6 1 N 5 4 2x4 11 US= 11-�1 Plate Offsets(X,)O— [370-2-14 0.2-81`(4•Edge 0-3-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in poc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.00 5 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.54 Vert(TL) -0.00 5 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.99 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matra) Weight 54 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals. Except 1-6:2x6 SP No.2 6-0-0 cc bracing:5-6 WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-5:2x4 SP DSS WEBS 1 Row at midpt 3.4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) 5=936/Mechanical,4=529/Mechanical Max Harz 5=421(LC 9) Max Uplift5=716(LC 7),4=1240(1-C 10) Max Grav 5=1153(LC 10),4=305(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5.6=11471722,2-6=3041720,11-2=111150/4110,2-3=1019/312,3-4=1638/521 BOT CHORD 4-5=-610/0,1-6=331/11149 WEBS 4-6=0/3494,3-6=-646/2067 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat.II;Exp D;enclosed;MWFRS(Iov-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct=1 1 1 Or- NIE Y 4)Unbalanced snow loads have been considered for this design. '( 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �P JP'N GARS'/ O9 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will CO fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it--lb)5=716, r Cc 4=1240. n d LU m 9)"Semi-rigid pitchbreaks inducting heels"Member end fixity model was used in the analysis and design of this WLUas. Z 10)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. 0,0800 91 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. A 12)ACCEPTED BY- DATE. q�FESSI��P� December 3,2015 ®WARNING-Verily design perimeters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE WF7473 rev.10/0&1018 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for on individual building component,not " a truss system.Before use..the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M;i Tek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Cri aria,DSO-89 and BCSI Building Component 14515 N.Outer Forty,Suite!300 safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 r Job Truss Truss Type Qty Ply SCIARRINO 125440872 J-1501008 J28A JACK-OPEN 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:25 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-dbBN2WJThXxgDXPzozOXS5YO2kUwmDOat5LTtXyCfcy li-5-1 1 a a1 s 5-5-1 1-10.15 2A35-2 Scale:1/4'=V =V 2 3 7 3x6 I I 1 4x4 = 6 12 `r 5 4 3x8�II�n�4�x8= 1-10-15-1 Plate Offsets Qom- !3:0.3-0.0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) 1/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.00 5 >999 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 1 15 BC 0.41 Vert(TL) -0.00 4-5 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.90 Horz(TL) -0.00 4 n1a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 621b FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x4 SP No.2*Except' except end verticals. Except: 1-6:2x8 SP DSS 6-0-0 oc bracing:5-6 WEBS 2x4 SP No.2'ExcepP BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-5.2x4 SP DSS WEBS 1 Row at midpt 3-4 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation a0de. REACTIONS. Ob/size) 5=1218/Mechanical,4=-640/Mechanical Max Horz 5=421(LC 9) Max Uplift5=1146(LC 7),4=708(1-C 10) Max Grav 5=1218(LC 1),4=570(LC 7) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-8=1200/1433,2- --415/956,1-7=2188/680,2-7=21741736,2-3=2089/637 BOT CHORD 4-5=-616/0,1-6=-654/2186 WEBS 3-4-2175/688,4-6=31/2400,3-6=985/3196 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat II;Exp D;enclosed;MWFRS Dow-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1.15 Plate 0� NES y DOL=1 15);Category Il;Exp D;Partially Exp.,Ct--1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C'AAC/ 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will CO W fit between the bottom chord and any other members. NaTkar 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(it--lb)5=1146, r 4=708. m L 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 2 Z 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY- DATE. �� Q 0.0800 v ROFEssl°NP December 3,2015 ®WARNING-Verify dee/pn perart»Hrs and READ NOTES ON THIS AND INCLUDED WTEH REFERANCE PAGE MII-7477 rev.f0103r2 f 5 BEFORE USE. Design void for use only with MiTekS connectors.This design h based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability,of design parameters and property Incorporate this design Into the overall ii��iY■�� building design.Bracing indicated Is to prevent bucking of individual truss web and/or chard members only Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems,see ANSI/1p11 Quality Critedc,DSB-89 and BCSI Bullding component 14515 N.Outer Forty,Suite af300 safety lift.ation available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440873 J-1501008 RT09 Common 3 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 0313:34:26 2015 Page 1 1D:7DGr01 R5PjsSGwmjGzD3nPylMSn-6nllFsJ5Sg3hgh_AMhvm7156i818VnDk6l4OPryCfcx _ 5314 10-44 15-0-10 9058 5314 5-0-6 5-0.6 5314 Scale=1:35.4 0.50 52 4x6= 5x6 = 44= 3x4 II 3x4 II 11 2 3 4 12 5 1 04 N LZJ 10 9 8 7 6 4x6= 3x4= 3x4= 3x4 = 4x6= i 7.0.0 1358 20.8-8 7-0.0 6-848 7-0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.99 Vert(LL) 0.18 7-9 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.74 Vert(TL) -0.34 7-9 >719 240 TCDL 10.0 Rep Stress Ina NO WE 0.46 Horz(TL) 0.09 6 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 100 Ib FT=0% RCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-5 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-7 cc bracing. WEBS 1 Row at midpt 2-10.4-6 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=817/0-7-4,6=817/0-7-4 Max Harz 10=109(LC 7) Max Uplift 10=362(LC 7),6=362(1-C 8) Max Grav 10=1037(LC 2),6=1037(LC 2) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2361/1687,3-4=2361/1687 BOT CHORD 9-10=1492/2156,8-9=1698/2485,7-8=169812485,6.7=1492/2156 WEBS 2-10=2210/1617,2-95/357,4-7=35/357,4 6=2210/1617 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OF NE{/�/ 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��'�J fit between the bottom chord and any other members. PN Gqq C 7)One RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)10 and 6.This connection is for uplift CO '9 only and does not consider lateral forces. 8)Load case(s)2,3,4 hasthave been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. r CL 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. m LU 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. L 11)ACCEPTED BY- DATE. LOADCASE(S) Standard :9 0.08009�P��G�� 'OFESS1oN Continued on page 2 December 3,2015 ®WARNING-Vafy Waryn peranrrrtas arW READ NOTES ON THIS AND INCLUDED Ar17EK REFERANCE PAGE M147477 rev.t&0Y10f 6 BEFORE USE. Design void for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall ;�aic• building design.Bracing Indicated is to prevent bucking of indMdual truss web and/or chord members only Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANsl/rpll Quality CrwcL Ds8-Bt+and Bcsl BuMng compon*rd 14515 N.Outer Forty,Suite 0300 $a"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440873 J-1501008 RT09 Common 3 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Dec 03 13:34:26 2015 Page 2 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-6rdIFsJ5Sg3hgh_AMhvm7156i818VnDk6KOpzycfcx LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(p#) Vert:1-3=50,3-50,6-10=20 2)Dead+Snow(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pif) Vert:1-3=-82,35=82,6-10=-20 3)Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pR) Vert:1-11=82,3-11=87,3-5=50,6-10=20 4)Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:1-3=60,3-12=-87,512=82,6-10=20 • ®WARNING•Varrly design paranMsrs and READ NOTES ON THIS AND INCLUDED WTEX REFERANCE PAGE MI-7473 rev.1017112015 BEFORE USE Design void for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall iii111YYY■■■ building design.Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MITek' Is c6-ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(TPII Qualify Cdbeda,DSII-89 and BCA Building Component 14515 N.Outer Forty,Suite 0300 So"Intormalon available from Tnra Plate Institute.218 N.Lee Street,Suite 312 Alexandria.VA 22314. Chesterfield,MO 83017 Job TUBfuss Type Qty [ty �SCLARRINO 125440874 J•1501008 1-111." 111 OOF SPECIAL 1 1 P.D.J.COMPONENTS INC.,CHESTER,NX 10918 7.630 s Jul 9 2015 thTek Industries,Inc Thu Dec 03 13:46:5120115 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-7FVFiDp11_rrghV35fyERfSRbSzLYdiOQ92x4lyCfRl 2-9 2 52-12 6 10 0 135-10 20-1.4 2-9 2 2-510 1-713 6-7-10 6-7-10 i 4.00 12 9x12 MT18HS = Scale=1:52.0 3x8 II 2x4 II 3x8 = 4 6 DZI 18 0Z 5Z 7 8 3 3x4 = 14 2x 0.50 12 oS N 3x8= 1x3 II 8x8 = 1 16 17 2 5 'b 15 19 13 12 11 20 10 21 9 3x8 II 5x8 = 2x4 II 5x8= 5x8= 3x8 II 2-9.2 52-12 6-10-0 135-10 2NI-4 2-9-2 2510 1-7� 6-7-10 6-7-10 Plate Offsets 0(.Y)— [4:0-3-14,Edge],15:0.2-0.0-3-41,16:0-7-4.Edoel,110:04-0.0-3-01.111:0-3-8.0-2-81 LOADING (psf) SPACING- 24-0 CSL DEFL. in Qoc) Vdefl Ud PLATES GRIP TCLL(root) 20.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) 0.42 3 >562 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.93 Vert(TL) -0.53 3 >445 240 MT18HS 244/190 TCDL 10.0 Rep Stress Incr NO WB 0.84 HOrz(TL) 0.03 9 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 BCDL 10.0 (Matrix) Weight 173 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 4-6-11 oc purtins, 3-6:2x4 SP DSS,6.8:2x4 SP No.1 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):2-0,5-12, BOT CHORD 2x4 SP No.2*Except* 4-14,6-8. Except: 3-14:2x6 SP No.2 6-0-0 oc bracing:5-14 WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-3-12 oc bracing. WEBS 1 Row at midpt 8-9,5-6,6-11,6-10,8-10 REACTIONS. Ob/size) 15=1233/0-7-4 (min.0-1-8),9=1047/Mechanical Max Horz 15=432(LC 9) Max Uplift 15=647(LC 7),9=505(1-C 8) Max Grav 15=1233(LC 1),9=1197(LC 17) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-15=1197/992,1-16=1667/1349,16-17=1665/1349,2-17=1661/1349,2-5=1672/1362,5-12=83/26,5-14=-673/747, 4-14=647/789,3-41=184/356,4-6=39/352,6-18=-693/632.7-18 93/632.7-8=-693/632,8-9=1051/986 BOT CHORD 15-19--661/30,13-19=-661/30,12-13=2610/2637,11-12=2654/2583,11-20=797/669,10-20=797/669,10-21=8/15, 9.21=1/15,3-14=250/212 WEBS 543=2664/1997,5-11=3163/2966,6-11=2211=697,6-10=176/258,7-10--032/650,8-10=989/1075,2-13=293/332, 1-13=1496/1957,5-13=1209/866 NOTES- (15-16) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2) 0-1-12 to 19.11-8 zone;cantilever left and right exposed,end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pt--15.4 psf(flat roof snow:Lumber DOL=1 15 ���F NE Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50-0.0;Min.flat roof snow load governs. �y 4)Unbalanced snow loads have been considered for this design. G 0 5)Provide adequate drainage to prevent water ponding. �P ,JPS ARC/y 9 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3$0 tall by 2-0-0 wide 1. cc will fit between the bottom chord and any other members,with BCDL=I O.Opsf. LU 9)Refer to girder(s)for truss to buss connections. LU 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 505 Ib uplift at joint 9. t 2 11)One RT16A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)15.This connection is for uplift to O only and does not consider lateral forces. Q 0, 9 1 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. AA 08p0 13)Graphical purtin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. FES SI ON 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 15)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. December 3,2015 16 ACCEPTED BY, DATE: LOiMsj<AW aAuh parameters and READ NOTES ON THIS AND INCLUDED WTEX REFERANCE PAGE Ma-7477 rev.1010SM5 BEFORE USE. Design void for use only with MITeM connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not �• o truss system.Before use,the bullding designer must verify the applIcabilty,of design parameters and property Incorporate this design Into the overall ■ building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M ITek' Is always required for stabnty and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and truss systems,see ANSI/Ml Quality CrlMlq DSB-89 and SCSI Binding Component 14515 N.Outer Forty,Suite III= Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 72314. Chesterfield,MO 83017 Job Truss Truss Type Qty [ty [CLARRINO 125440874 J-1501008 RT10 ROOF SPECIAL 1 1 P. .J.COMPONENTS INC.,CHESTER,N.Y 10918 7.830 s Jul 9 2015 M7ek Industries,Inc-Thu Dee 03 13:46:512015 Page 2 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-7FVFiDjl11_mIhV35tyERfSRbSzLYdi0Q92x4tyCfRl LOAD CASE(S) Standard 1)Dead+Roof Live(balanced)+Uninhab.Attic Storage:Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 3-4=-60,44--60,6-8=-60,11-15=20,11-20=60,20-21=20,121=60,314=20 Trapezoidal Loads(pff) Vert 1=62(F=2)-to-5=120(F=-60) ®WARNING-Vmtly dasVn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M1-7473 rev.10/03/2015 BEFORE USE. Mee Design vald for use only with MITekt9 connectors.This design Is based only upon parameters shown,and is for an Individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall all building design.Bracing Indicated is to prevent buckling of Individual tnm web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/IM1 puffy CrIWc4 DS8-89 and SCSI Building Component 14515 N.Outer Forty,Suite 1300 Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty [lyISCIARRINO125440875 1501008 RT11 ROOF SPECIAL 1 Job R P. J.COMPONENTS INC.,CHESTER,N.Y 10918 7.830 a Jul 9 2015 Marek Industrtea,Inc, Thu Dee 03 13:45:43 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-6AOYRzv52sQQbEJ'/6NkHhJdgS1 mudvoNnaaLhEyCfSM 2-9-2 5-2-12 8-10-0 14-5-10 20 1-4 232 2510 3-7-4 5-7-10 5-7-10 4.00 12 5x14 = 2x4 I I 3x6 = Scale=1:54.8 6 0 2.54 I I 4 19 3 3x4 = 15 2X6 — 0.50 12 Y N 3x8 = 1x3 II 5x8 = 1 17 2 18 5 0 N 16 21 14 13 12 22 11 10 23 9 2x8 II 5x8 = 2x4 II 5x6 = 3x4 = 2x8 II 3x8 = 232 5 2-12 8 10-0 14510 20 5-7-1 d 232 25 10 3 74 5-7-10 10 Plate Offsets 0(.Y)— r5:0-2-0.0-3-01.16:0-7-0.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL- in poc) I/defl Ud PLATES GRIP TCLL(root) 20.0 Plate Grip DOL 1 15 TC 0.89 Vert(LL) 0.36 3 >667 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 1 15 BC 0.90 Vert(TL) -0.43 3 >556 240 TCDL 10.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.04 9 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight 180 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except TOP CHORD Structural wood sheathing direly applied or 4-5-14 cc purlins, 3-6:2x4 SP DSS except end verticals,and 2-0-0 cc purlins(6-0-0 max.):2-5,5-13, BOT CHORD 2x4 SP No.2*Except* 4-15,6.8. Except: 3-15:2x8 SP No.2 6-0-0 cc bracing:5-15 WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 34-5 cc bracing. 4-13:2x4 SP No.1 WEBS 1 Row at midpt 8-9,5-6,6-12,6-10,7-10,8-10 REACTIONS. (Ib/size) 16=1212/0-74 (min.0-1-8),9--1041/Mechanical Max Hoa 16=477(LC 9) Max Uplift 16=629(LC 7),9=505(LC 8) Max Grav 16--1271(LC 18),9=1149(LC 17) FORCES. Ob)-Maximum Compression/Maximum Tension TOP CHORD 1-16--1233/974,1-17=172511320,2-17=1719/1320,2-18=1729/1332,5-18=1722/1331,5-13=0/97,5-15=-573/654, 4-15=526/669,3-19=189/281,4-19=176/359,4-6=-01318,6-20=543/535,7-20=546/535,7-8=543/532, 8-9=1023/1013 BOT CHORD 16.21=730/31,14-21=730/31,13-14=2631/2772,12-13=2714/2764,12-22=757/623,11-22=757/623, 10-11=757/823,10-23=5/10,9-23=5/10,3-15=260/226 WEBS 5-6=1422/927,5-12=2481/2238,6-12=1011/1375,6-10=317/415,7-10=544/558,8-10--982/995,2-14=280/321, 1-14=1462/2025,5.14=1305/842 NOTES- (14-15) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35R;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2) 0-1-12 to 19-11-8 zone;cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 ��Of: NEW Y 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 �P p,N GARC O Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. CO 5)Provide adequate drainage to prevent water ponding. * 1t 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ccr 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. m LU W 8)Refer to girders)for truss to truss connections. 'L Z 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 505 Ib uplift at joint 9. tP Q 10)One RT16A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)16.This connection is for uplift �� 0.08 91 only and does not consider lateral forces. AAP� 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. less% 12)Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). December 3,2015 14 THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. ®WARNING-VWVY dasVn parart»ras and READ NOTES ON THIS AND INCLUDED IIOTEX REFERANCE PAGE WIL7473~.1010SWI a BEFORE USE Design vald for use only with MfTekQD connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general gukiance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rMl Quality Criteria DSB-89 and SCSI Buading Component 14515 N.Outer Forty,Suite SM Safety Intormallon available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 83017 JJob �TWSSTruss Type Qty Ply �SCIARRINO 125440875 J-1501008 RTI 1 ROOF SPECIAL 1 1 P.O.J.COMPONENTS INC..CHESTER,N.Y 10918 7.630 s Jul 9 2015 MTek Industries,Inc Thu Dec 0313:45:43 2015 Pape 2 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-6AOYRzv52sQQbEJ?6NkHhJdgS 1 mudvoNnaaLhEyCfSM LOAD CASE(S) Standard 1)Dead+Roof Live(balanced)+Uninhab.Attic Storage:Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 14=60,445=60,6-8=60,12-16=20,12-22=-60,22-23=20,323=-60,315=20 Trapezoidal Loads(plf) Vert:1=-62(F=2}to-5=120(F=-60) ®WARNING•Verify des4n peramerm and READ NOTES ON TN1S AND INCLUDED MITEK REFERANCE PAGE MI.7473 rov.1010Y2ar6 BEFORE USE. Design void for use only with Mfrek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stabilly and to prevent collapse with possible personal Injury and property damage. Far general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/T%1 qtly pgda DSO-89 and SCSI Bullding Componord 14515 N.Outer Forty,Suite l3W Safely Information available from Truss Plate Institute,218 N.Lee Sheet Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss TypeQty Ply �SCIARRINO 125440878 J-1501008 RT12 ROOF SPECIAL 1 1 lob Reference(oplignal) P.D.J.COMPONENTS INC.,CHESTER,N.Y 10918 7.630 s Jul 9 2015 MTek Industries,Inc.Thu Dec 03 13:47:512015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-Mo7xIkSNvBYFxv5bcG1 ItJxhGeUvcoUDDVa7ApyCfUM 5-2-12 1x10-0 15314 20-1-4 5-2-12 5-74 4514 49-6 4.00 F12 6x8 = 3x4 3x8 11 Scale=1:58.6 = 5 6 16f5a 5a 7 04 11 15 4 3 3x4 = 12 2x6 = 0.50 12 d 5x8= 5x14 = 1 1410 2 b 13 17 11 10 189 19 8 2x8 II 5x6 = 4x12 = 3x4 = 8x8 = 20-1-4 5-2-12 5-7-4 934 Plate Offsets(X.Y)— (2:0-7-0.0-1-41,f8:Edae.0-3-81 LOADING (psf) SPACING- 240-0 CSI. DEFL in goc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.95 Vert(LL) 0.36 3 >661 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 1 15 BC 0.77 Vert(TL) -0.61 8-10 >391 240 TCDL 10.0 Rep Stress Ina NO WB 0.71 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 BCDL 10.0 (Matrix) Weight 172 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1*Except* TOP CHORD Structural wood sheathing directly applied or 64-0 oc puffins, except 3-5.2x4 SP DSS end verticals,and 24)-0 cc purlins(6-0-0 max.):1-2,2-11,4-12,5-7 BOT CHORD 2x4 SP No.2*Except* Except: 9-13:2x4 SP DSS,3-12:2x6 SP No.2 3.1-0 oc bracing:1-2 WEBS 2x4 SP No.2*Except* 64-0 oc bracing:2-12 4-11 2x4 SP No.1,7-8:2x4 SP DSS BOT CHORD Rigid ceiling directly applied or 4-3-4 oc bracing. WEBS 1 Row at midpt 7-8,1-11,2-5,2-10,6-8 REACTIONS, Ob/size) 13=1191/0-7-4 (min.0-1-8),8=1022/Mechanical Max Horz 13=690(LC 8) Max Uplift 13=-099(LC 7),8=566(LC 8) Max Grav 13=1304(LC 18),8=1078(LC 17) FORCES. Ob)-Maximum Compression/Maximum Tension TOP CHORD 1-13=122011120,1-14=2898/2441,2-14=2890/2440,2-11=921/851,2-12=-631f728,4-12--595f755,34=196/364, 4-15=24/340,5-15=0/358,5.6=588/890,6-16=137/387,7-16=137/387,7-8=161/237 BOT CHORD 13-17=-6871222,11-17=-687/M,10-11=2416/2809,10-18=392/394,9-18=392/394,9-19=392/394,8-19=3921394, 3-12=262/228 WEBS 1-11=2382/2907,2-5=1075/818,2-10=2380/2421,5.10=407/616,6-10=368/573,8-8=845/771 NOTES- (14-15) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2) 0-1-12 to 19-11-8 zone;cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 �! �F 1VE Y Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. �y 4)Unbalanced snow loads have been considered for this design. Q PN GA% O 5)Provide adequate drainage to prevent water ponding. �� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 240-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. r cc 8)Refer to girders)for truss to buss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 566 Ib uplift at joint 8. m UL 10)One RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)13.This connection is for uplift 2 Z only and does not consider lateral forces. tP 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �� �0.080 91 12)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. A9 P\, 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). SS�QN 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY- DATE: december 3,2015 ®WARNING-Vert&design pammeMa and READ NOTES ON THIS AND INCLUDED AWTEK REFERANCE PAGE M114473 rev.i WM015 BEFORE USE Design void for use only with MiTekS connectors.This design Is based only upon parameters shown,and B for an Individual building component,not �- a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall s building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tnra systems,see ANSI/TP11 Guagty,Criteria DSB-89 and BCA Building Component 14515 N.Outer Forty,Suite 9= Safely Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job fuss 125440878Job Reference(optional) Truss Type Qty Ply SCIARRINO J-1501008 � RT12 ROOF SPECIAL 1 1 P.D.J.COMPONENTS INC.,CHESTER,N.Y 10918 7.830 s Jul 9 2015 MTek Industries,Inc.Thu Dee 03 13:47:52 2015 Page 2 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-q_hJV4TOgVg6Z3go9zYXPWTsO2g8LFkMR9KgjFyCfQL LOAD CASE(S) Standard 1)Dead+Roof Live(balanced)+Uninhab.Attic Storage:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 3-40,4-50,5-70,13-18=20,18-1960,8-19=-20,3-12=20 Trapezoidal Loads(plf) Vert:1=-62(F=2)-to-2=120(F=-60) ®wARNING.va,"Y design Peramerars and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 41117473 rev.1010=05 BEFORE USE Design valid for use onty with MrrekO connectors.This design Is based only upon parameters shown,and is for an individual building component,not o truss system.Before use,the building designer must verity the applicabiity,of design parameters and property Incorporate this design Into the overall ��iY■ii building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• Is always required for stabilly and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and h m systems,see ANSI/TMI Qud8y Criteria,DSB-89 and BCSI Buftng Componerd 14515 N.Outer Forty,Suite 4300 Safely Information available from Truss Plate Institute.218 N.Lee Street Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Tfuss Truss Type Qty Py SCIARRINO 125440877 J-1501008 RT15 Roof Special 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:28 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-2AtWgXLL_SJP4?8YT6xE41ARJxQQzgdOZ3Z7UsyCfcv 310-0 311-8 7-11-0 13-1-12 19-10-7 28-7-2 30.1-6 3-10-0 3.11$ 3-11 52-12 6811 6-8-11 3S8 4.00 12 4X = Scale=1:73.1 5 19 2x4 I I 4x4 5x8 4 6 4x6 7 3 1x4 II 2x4 II 2 1 8 3x4 9 10 d 3x4= 18 4 11 3x6 11 d 5x8 8x12= 20 13 21 12 3x6= 34 = 8x8= N tiS 17 16 15 3x8 II 3x8= 2x4 I I 3.11 3-11-8 94S 1 10 -1 Plate Offsets(X))=[3:0-2-0.0-3-01_[6:0-2-O.Eggel.11o:0-3-5.0-3-3)[18:0-5-8.0-2-81 LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.99 Vert(LL) -0.35 12-14 >919 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.81 Vert(TL) -0.71 12-14 >445 240 TCDL 10.0 Rep Stress Incr YES WB 0.53 Horz(rL) 0.18 11 n/a n/a BCLL 0.0 'FICOL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 225 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. 6-10:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-10-11 oc bracing. BOT CHORD 2x4 SP No.2'Except' WEBS 1 Row at midpt 7-11,2-17,3-16 1-18:2x6 SP No.2,10-13:2x4 SP No.1 MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Right 2x4 SP No.2 1-9-9 Installation guide. REACTIONS. ab/size) 17=1445/Mechanical,11=1398/0-74 Max Horz 17=147(LC 10) Max Uplift l7=-836(LC 7),11=794(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=804/402,2-3=549/344,34=1479/1289,4-5=1538/1476,5-19=1499/1393, 6-19=1550/1372,6-7=1571/1370,7-8=325/221,8-9=537/211,9-10=566/168 BOT CHORD 4-14=346/510,14-20=-072/1178,13-20=672/1178,13-21=-072/1178,12-21=672/1178, 11-12=1011/1459,10-11=147/563,1-18--325/807 WEBS 5-14=312/418,5-12=213/450,7-12=90/381,7-11=1843/1806,8-11=365/665, 17-18=1415/1753,2-18=304/543,3-14=-851/1294,14-16--334/672,3-18=797/1162, 3-16=10801711,16-18=433!711 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf,h=35ft;Cat.ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 Of NE{N 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1.1 Q1.1 GARC�q 09 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 71* 1k 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I_ fit between the bottom chord and any other members,with BCDL=10.Opsf. r cc 7)Refer to girder(s)for truss to truss connections. n W 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it-lb)17=836. tS1LU 9)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)11 This connection is for uplift only Z O and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. SDA ND•08009, 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 12)ACCEPTED BY- DATE: �FESS10 December 3,2015 ®WARNING-Verily dMigii peranrslaa and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI-7473 ray.1010J/2015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an indMduaI building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall piTek� building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members any Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the ' fabrication,storage,delvery.erection and bracing of trusses and tnra systems,see ANSI/W Quality CdWa.DSB49 and SCSI Bundling Componerd 14515 N.Outer Forty,Suite Ki00 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440878 J-1501008 RT16 ROOF SPECIAL 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10916 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:29 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSr�-WMQuttMzIIRGh8jl1 pSTcxjd4LIDil uAojJgOlycfw 10-11-0 -3.10-0 0-1-0 7-11.0 10-0-12 17-1-0 21-10-1 26.7-2 30-1-0 3100 0-1-0 3ti8 2-1-12 0-1 8-2-0 a&1 0-31 38-8 4x6= Scale=1:71.4 4.00 12 2x4 I I 4x8 Z�- 7x12 MT18HS= 4 5 6 21 7 3x10 22 3x8 3 8 1x4 II 20 1x4 II 2 9 3x4 1 10 11 FRI I d 3x4= 19 5 13 8x8= d 3x6 II 5x8 10x10= 14 3x4= 3x8= n 18 17 16 3x8 11 3x8= 2x4 11 4-11 1 3-9-8 1 9-2-0 0.5 9313 0 -1 Plate Offsets(Xy)— [1:0-0-3.0-0 121. •0-7-5.Edge) 11170-3-5.0-3-31,[15:0-4-4.0-3-01,It 970-5-8.0-2=W LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.92 Vert(LL) -0.17 13-15 >999 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 1 15 BC 0.84 Vert(TL) -0.49 13-15 >650 240 MT18HS 244/190 TCDL 10.0 Rep Stress Incr YES WB 0.91 HOrz(TL) 0.18 12 n/a n/a BOLL 0.0 'RQDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 234 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-&12 oc purlins,except BOT CHORD 2x4 SP No.2'Except' 2-0-0 oc purlins(2-2-0 max.):6-7 1-19:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 59-7 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 3-17,2-18 SLIDER Right 2x4 SP No.2 1-9-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (Ib/size) 18=1378/Mechanical,12=1335/0-7-4 Installation guide- Max Horz 18=123(LC 10) Max Uplift18=792(LC 7),12--824(LC 8) Max Grav 18=1378(LC 1),12=1452(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2--804/402,2-20=548/278,3.20=539/346,3-4=1333/1235,4-5=1326/1327, 5-0=1006/1044,&21=1334/1312,7-21=1334/1312,7-22=1398/1308,8-22=1441/1299, 8-23=-411/296,9-23=-421/185,9-10=611/300,10-11=-630/253 BOTCHORD 4-15=228/291,14-15=916/1333,13-14=916/1333,12-13=830/1163,11-12=223/634, 1-1925/807 WEBS 3-17=1025/725,1517=355/655,3-15=782/1159,515=824/803,6-15=-833/853, 8-13=-&287,8-12=1599/1748,9-12=-403/579,1&19=1346/1733,2-19=-005/543, 17-19=-427/662,3-19=772/1158 NOTES- (14-15) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; of: NEW Y cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 ,r\P �Jp.N GA C/ 0,9 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate CO DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Lu=50-0.0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. r 6)All plates are MT20 plates unless otherwise indicated. m L W 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2� 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Refer to girderDs)for truss to truss connections. ,p •08(fl9, 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb) 9P`� 18=792. �FES$1oN Continued on page 2 December 3,2015 ®wARNINo-Verrly dsslS.Perame.and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MI-7473 rev.1010YM5 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Welk'always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tnra systems,see ANSI/ I quality CrBeda,DSS-89 and SCSI Su ng Component 14515 N.Outer Forty,Suite 9300 Safely Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 630117 Job Truss Truss Type Qty Py SCIARRINO 125440878 J-1501008 RT16 ROOF SPECIAL 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:29 2015 Page 2 ID:7DGrO1 R5PjsSGwmjGzD3nPy1MSn-WMQuttMzIIRGh8jl1 pSTcxjd4LIDi1 uAojJgOly.Cfcu NOTES- (14.15) 11)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)12.This connection is for uplift only and does not consider lateral forces. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY DATE. ®WARNING.Vwfy dasfgn pwamwt and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE NII-7473 rev fN0211018 BEFORE USE �ppq Design void for use only with Ivlirek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not t7�• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Y building design.Bracing Indicated Is to prevent bucking of Individual truss web and/or chard members only Additional temporary and permanent bracing M170 k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tens systems,see ANSIRPII Quality Criteria,OSB-89 and BCSI Buftng Component 14515 N.Outer Fory,Suite 0300 Safety Intormallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oy Py SCIARRINO 125440879 J-1501008 RT17 Roof Special 3 1 Job Reference tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek industries,Inc. Thu Dec 03 13:34:30 2015 Page 1 ID:7DGr01R5PjsSGwmjGzD3nPyIMSrr_Z G5DMbW3a7JIlxbWzi98FoSIBMRYLJON2EYkyCfct X10-0 4-4 7-11-0 1D-0-12 1530 20-8-12 3 10 0 4-1$ 55 12 4x6= Scale=1:66.5 4.00 12 2x4 II 5 4 3x10 15 16 84x4 3 1x4 II 3x4 11 2 7 1 I� d _ 14 0 1 3x4 3x4= 5x8 5x8= 9 3x4= N 6 13 12 11 3x8 II 3xB= 2x4 I i 4:1:114-2-6 14-2-6 208-12 4-1-8 3-9-8 63.6 65-6 Plate Offsets (10:0.2-12.0-3-4],r1470-5-8.0- LOADING 140-5.8 0-LOADING(psf) SPACING- 2-0-0 a CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.95 Vert(LL) 0.07 9-10 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.46 Vert(TL) -0.16 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.09 8 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight 184 Ib FT=0% RCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, except BOT CHORD 2x4 SP No.2`Except' end verticals. 1-14:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 3-12,2-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide- REACTIONS. (Ib/size) 13=1164/Mechanical,8=7871Mechanical Max Horz 13=105(LC 9) Max Uplift 13=734(LC 7),8=381(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2-893/403,2-3=-031/347,3-15=924/936,4-15=-877/942,4-5=91111033, 5-16=1017/1171,6-16=1073/1153,7-8=165/277 BOT CHORD 4-10=183/278,9-10=487fT73,&-9=-819/995,1-14=-326/889 WEBS 3-112=718/506,10-12=256/470,3-10=535fi`78,5-9=333/314,6-9=105/369, 641=1080/951,13-14=1 132/1636,2-14=304/551,12-14=268/485,3-14=658/1150 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;G-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct--1 1 of- NElti y 4)Unbalanced snow loads have been considered for this design. A" 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �P ,JPS C''ARtr���9 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord`in all areas where a rectangle 3-6-0 tail by 2-0.0 wide will CO 71 fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)except(it--lb)13=734, r 8=381 n L W 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1112 2 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY- DATE: t� �/ � 0.08 AR�FESS10 December 3,2015 ®WARNING-Ved y dealgn psrwmta and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7413 rev.1 NO.V2015 BEFORE USE Design void for use only with MifekO connectors.This design is based only upon parameters shown,and is for an individual building component,not • o truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall Ma building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sae ANSI/TP11 Qualify Cr WcL DSB-89 and BCSI Building Componerd 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440880 J-1501008 RTI 8 Roof Special 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 0313:34:30 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-_Z_G5DMbVV3a7Jllxbwzt98Fp%m9dRVsJON2EYkyCfct 13-10.12 19.1-0 24812 3.10.0 5-48 5.08 5-24 5512 Scale=1,48.1 4x6 = 4 4.00 12 4x4 14 15 3x4 3 5 5x6 = 5x14= 3x4 I 6 2 1 1 � 3x4 = 16 17 8 11 12 3x8 = LLI 10 3x4 = 7 44 = 5x6 34= 3.2-12 7 6-9-12 6-9-12 7-14 Plate Offsets( — rl�0-0-3 0-0-12].[8:0-3-0.0-3-01 LOADING(pst) SPACING- 2-0-0 CSI. OEFL. in ([cc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.88 Vert(LL) -0.10 8-9 >999 360 MT20 244/190 Snow(PO 15.4 Lumber DOL 1 15 BC 0.64 Vert(TL) -0.16 8-9 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.02 13 n/a Ma BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 145 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals. 1-11 2x6 SP No.2,2-10:2x4 SP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing OTHERS 2x8 SP DSS be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=1212/0-7-4,13=795/0-7-4 Max Harz 11=183(LC 9) Max Uplift 11=762(LC 7),13=343(LC 8) FORCES. pb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=X80/328,2-3=283/199,3-14=7601721,4-14=710/734,4-15=771/844, 5-15=825/828,7-12=-463/632,6-12=-463/632 BOT CHORD 1-11=256/691,10-11=718!786,2-11=351/617,9-10=-430/608,9-16=-481/653, 16-17=-461/653,8-17=-461/653,7-8=-611f715 WEBS 3-10=1057/1089,57=-817/689 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber D0L=1 15 Plate DOL=1.15);Category 11;Exp D;Partially Exp.,Ct--11 F NEIv Y 4)Unbalanced snow loads have been considered for this design. O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �P ,JPN GgRC,9 Oi9 fit between the bottom chord and any other members,with BCDL=10.Opsf. Gj 7)Bearing atjoint(s)13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity * k of bearing surface. r 8)Two RT7A USP connectors recommended to canned truss to bearing walls due to UPLIFT at jt(s)11 This connection is for uplift onlycc and does not consider lateral forces. n W 9)One RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT atjt(s)13.This connection is for uplift only M l and does not consider lateral forces. (P 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 2�Q NO,08009 �4�a 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. ,O 12)ACCEPTED BY- DATE: R�FESSI0NP�. December 3,2015 ®WARNING-Vwl&dplgn peran stent and READ NOTES ON THIS AND INCLUDED WTErc REFERANCE PAGE Mrr-7473 r .1 N0312015 BEFORE USE Design valid for use only with MITek9 connectors.This design Is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ■■■ building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW ,is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJPIl Quality Criteria DS13-89 and SCSI Building Component 14515 N.Outer Forty,Suite 1r300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 31Z Alexandria,VA 22314. Chesterfield,MO 83017 Job Truss Truss Type Qty Ply SCIARRINO 125440881 J-1501008 RT19 Roof Special 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:312015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-SIYeIZNDHNi_xSt78EV)dMozX9SyAzgTF1 on5ByCfcs 4-10-0 8-10.6 13-10-12 18-11-2 23-11.8 28-4-8 3-10-0 5-0 8 5-0.8 5-0 6 5-0.6 2S-0 Scale=1:49.3 4x6 = 4 4.00 12 4x4 18 17 3x4 3 5 3x4 I I 2x4 I I 2 6 3x4 I I 7 3x4= 3 18 19 1 8 15 4x4= 3x8 = 2x4 II 14 3x4 = 10 44= 3x4= 4x4= 3x4 = 3-2-12 7 641-8 8-8.8 8-8.8 7 1-9-12 LOADING( SPACING- 2-0-0 CSI. DEFL. in goc) Well Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.92 Vert(LL) -0.09 12-13 >999 360 MT20 244/190 Snow TCDL(� 10 0 15.4 Lumber DOL 1 15 BC 0.76 Vert(TL) -0.14 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.05 9 n/a n/a Code IRC20061TPI2002 (Matrbo Weight 148 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals. 1-15:2x6 SP No.2,2-14.6-10:2x4 SP DSS BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. WEBS 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 15--1180/0-7-4,9=1015/0-74 Max Hoa 15=109(LC 9) Max Uplift 15=755(LC 7),9=-084(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2---043/328,3-16=716(719,4-16=-665!736,4-1791/795,5-17=7431778 BOT CHORD 1-15--2561657,14-15=-649f755,2-15=350/633,13-14--295/576,13-18=293/606, 18-19=293/606,12-19=293/606,11-12--393/621,110-111=39316211,9-1088/684, 6-9--281/503 WEBS 3-14=110113/992,5-10=90&751 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.0psf;BCDL=6.0psf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct--1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ! OF tVEty y 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will V fit between the bottom chord and any other members,with BCDL=IO.Opsf. �P JPN G'gRCi O.A 7)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)15.This Connection is for uplift only and does not consider lateral forces. 8)One RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)9.This connection is for uplift only r' Q and does not consider lateral forces. IL 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. n ! 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»» U FY PLEASE VERIFY ALL INFORMATION. L 11)ACCEPTED BY- DATE. WHOA No 91 �p o80fl ROFEssiloo December 3,2015 ®WARNING-VarbY desW paranrarars and READ NOTES ON THIS AND INCLUDED MITEX REFERANCE PAGE WI-7M rw.101OY2015 BEFORE USE Design vald for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a thus system.Before use,the'building designer must verity the applIcoblity,of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing Welk'always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIMI puffy Criteria.DSB-89 and SCSI SuBAng Componr rd 14515 N.Outer Forty,Suite t3W $afety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Pty SCIARRINO 125440882 J-1501008 RT19GR Flat Girder 1 Job Reference o tions P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Mrrek Industries,Inc. Thu Dec 03 13:34:31 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-SIYeIZNDHNi_xSt78EV)dMoso9WOA6JTF1 on5ByCfcs 10.11-8 16-3-8 21 r+J+ 26-10-12 5 7� 54-0 54-0 5 1-14 55$ Scale=1:46.7 3x4 = 1x3 11 5x8= 1x3 II 3x8= 2x4 II 1 2 3 4 5 6 rl N 13 14 15 16 17 18 19 12 11 10 9 8 7 2x4 II 3x8— JUS26 JUS26 8x8— JUS26 3x8—JUS26 JUS26 1x4 I I 4x4— JUS26 JUS26 10.11-8 16-3-8 71 5-8 2510.12 57� 54-0 5�s 5-1-14 5 Plate Offsets%.Y1- [3:0-a-o.0-3-0).[10:0-4-0.0-4-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in goc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 115 TC 0.20 Vert(LL) 0.04 10-11 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.47 Vert(TL) -0.07 10-11 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 7 n/a TUB BCLL 0.0 ' Code IRC20061TP12002 (Matrix) Weight 617 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=1366/0-7-4,7=269/Mechanicel,9=511610-5-8 Max Horz 12=272(LC 8) Max UpIift12=786(LC 6),7=173(LC 14),9=2950(LC 8) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=1383/836,1-2=1187!760,2-3=1187/760,3-4=320/554,4-5=320/554 BOT CHORD 11-13=-807/1330,13-14=-807/1330,10-14=807/1330,10-15=807/1330, 15-16=-807/1330,16-17=-807/1330,9-17=807/1330 WEBS 1-11=991/1711,2-11=357/324,3-10=994/1896,3-9=2782/1645,4-9=320/279, 5-9=1024/575,5-8=192/559 NOTES- (16-17) 1)3-py truss to be connected together with 10d(0.131"x3)nails as follows: Tap chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Py to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)This truss has been checked for uniform roof live load only,except as noted. 4)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.0psf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left exposed;Lumber DOL=1.00 plate grip DOL=1.00 OF NE� 5)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate �. DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs. �Q� PN GggC O 6)Unbalanced snow loads have been considered for this design. CID 9,� 7)Provide adequate drainage to prevent water ponding. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r (t fit between the bottom chord and any other members. 0 W 10)Refer to girder(s)for truss to truss connections. (f1 W 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb)7=173, 2 9=2950. 12)Two RT7A USP connectors recommended to connect truss to bearing wags due to UPLIFT at jt(s)12.This connection is for uplift only 0.08009 and does not consider lateral forces. 13)"Semi-rigid pitchbreaks including heels"Member end fairy model was used in the analysis and design of this truss. R�FESS10NP Continued on page 2 December 3,2015 A wAR—a•Vmffy deslyn peram f.end READ NOTES ON THIS AND INCLUDED MITEx REFERANCE PAGE MP7473 rev.101032"15 BEFORE USE. Design vald for use onty with MfrekS connectors.This design is based only upon parameters shown,and isfor an Individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and property Incorporate this design into the overall 176 k' building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing Ml l Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tpt1 Quegly CrIwa,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Site Xi00 so"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO ' 125440882 J-1501008 RT19GR Flat Girder 1 3 Job Reference tions P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:31 2015 Page 2 I D:7DGrO1 R5PjsSGwm)GzD3nPyIMSn-SIYe1ZNDHNi_xSt78E\tdMo8o9WOASJTF1 on5ByCfcs NOTES- (16-17) 14)Use USP JUS26(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 7-5-4 from the left end to 19-5-4 to conned truss(es)to back face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber 16)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 17)ACCEPTED BY- DATE. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pft) Vert:1-6=-60,7-12--20 Concentrated Loads Ob) Vert 13=660(6)14=660(8)15=660(B)16=660(8)17=-660(B)18=-660(8)19=660(B) ® WARNING-Verfly Wslyn peremeraa entl READ NOTES ON THISAND INCLUDED ABTEK REFERANCE PAGE MfLT/T]rw.rW0]I2015 BEFORE USE. Design void for use only with M Tek®connectors.This design Is based only upon parameters shown,and Is for an Individual buckling component,not • a truss system.Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall � ■ ek• building design.Bracing indicated h to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing �`l Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/W Quallily,C teda,DSB-89 and BCSI BuMng Component 14515 N.Outer Forty,Suite l3W SaMly Irdorrma lon available from Tnra Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield;MO 63017 Job Truss Truss Type city Py SCIARRINO 125440883 J-1501008 RT20 Roof Special 8 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:32 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPAMSn-wx61 VWOs2ggrYr-SKixOAEZL81Yo9vQlcUhXLddyCfcr N N 8 10 8 13,10.12 1&11-2 2311.8 27-9 310-0 5 0 6 5-" 5-0 6 5-0-6 3 10-0 Scale=1:48.6 4x6= 4 4.00 12 4x4 4x4 3 15 16 5 30 11 3x4 I I 2 6 1 7 fo E-1 3x4 n 2 17 18 1 3x4= 14 4x6= 4x6= 13 3x4= 9 3x4 = 4x4 = 4x4= 3x4= 32-12 7 6-8-8 32-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) - 20.0 Plate Grip DOL 1 15 TC 0.92 Vert(LL) -0.09 11-12 >999 360 MT20 244/190 Snow(Po 15.4 Lumber DOL 1 15 BC 0.76 Vert(TL) -0.14 9-11 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.08 8 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight 155 Ib FT=0% BCDL 10-0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2"Except' BOT CHORD Rigid ceiling directly applied or 640-0 oc bracing. 1-14,7-8:2x6 SP No.2,2-13,6-9:20 SP DSS MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) 14=1160/0-7-4,8=1160/0-7-4 Max Hoa 14=117(LC 9) Max Uplift14=749(1-C 7),8=749(1-C 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=631/328,3-15=-689/668,4-15=-639/685,4-16=-639/685,5-16=-689/668, 6-731/328 BOT CHORD 1-14=256/646,113-14=5991735,2-14=350/633,12-13=2431555,12-17=218/575, 17-18=218/575,11-18=218/575,10-11=243/555,9-10=243/555,8-9=599/735, 6-8=350/633,748=256/646 WEBS 5-9=984/922,3-13=984/922 NOTES- (9-10) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opst,,BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1 4)Unbalanced snow loads have been considered for this design. ! F NElyy y 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `i 0 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide wi11 '� fit between the bottom chord and any other members,with BCDL=10.Opsf. '�P �JPN GARC�9 09,� 7)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)14 and 8.This connection is for uplift CO only and does not consider lateral forces. 8)"Semi-rigid pitchbreaks including heels"Member end fixity,model was used in the analysis and design of this truss. 9)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. r cc 10)ACCEPTED BY- DATE: C7 2 N091 �� 0801D AgOFESSAO December 3,2015 ®wARMNG-vMy dwvn pamnenve and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI-7473 nm 10109/201 S BEFORE USE Design valid for use only with M7ek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not • o truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall i�Y■■■ building design.Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the ,fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r%1 Quality Criteda,DSB-89 and BCSI BuBding Component 14515 N.Outer Forty,Suite 0300 Sally Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 JobP-Us's Truss Type Qty Py SCtARRINo 125440884 J-1501008 Roof Special 9 1 P.D.J.COMPONENTS INC.,CHESTER,N.Y 10918 7.630 s Jul 92015 MiTek Industries,Inc Thu Dee 03 13:49:16 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-N8m48oUiulGBez5x4c3EpEyE9vTQ1 DLkmDg7gOyCfP1 7 5-7-10 108-0 15-8-6 208-12 248-12 7 5-0-6 5-08 5-0-6 5-0-6 3-1 D-0 4x6 = Scale=144.5 4.00 12 3 16 3x4 17 3x4 zz 2 15 4 5x6= 5x14 = 2x6 II 1 5 6 d 11 18 19 10 3x4= 13 3x8 = 12 3x4 = 8 3x8 = 3x4 = 3x6 = 3x4 = 7 688 68-8 688 7 3-2-12 LOADING (Psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.86 Vert(LL) -0.09 10-11 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.92 Vert(TL) -0.17 10-11 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.79 HOrc(TL) 0.06 7 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 146 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, except BOT CHORD 2x4 SP No.2'Except' end verticals. 5-8:2x4 SP DSS,6.7.2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-8 OTHERS 2x8 SP DSS REACTIONS. Ob/size) 7=167010-7-4 (min.0-2-0),14=916/0-7-4 (min.0-1-8) Max Horz 14=183(LC 10) Max Uplift 7=300(LC 8),14=220(LC 7) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=212/276,2-15=992/703,3-15=942/721,3-16=958/509,16-17=998/475,4-17=1107/456,4-5=276/222, 5-6=653/329,12-13=305f734,1-13=3051734 BOT CHORD 11-12=360/854,11-18=131/853,18-19=131/853,10-19=131/853,9-10=0/940,8-9=0/940,7-8=387/1082, 5-7=523/465,6-7=253/670 WEBS 2-12=968/482,2-11=0/336,3-11=253/120,3-10=0/251,4-10=139/63,4-8=1478/622 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed,end vertical right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow-Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct--1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �t of: NE�/�/y 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide �i will fit between the bottom chord and any other members,with BCDL=10.0psf. �tP, pA GA% 0 7)Bearing at joints)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify71 8) capacity of bearing surface. CO 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 220 Ib uplift at joint 14. 9)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)7 This connection is for uplift only r— Q and does not consider lateral forces. 0 tL 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. M W 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. Z 12)ACCEPTED BY- DATE. C? LOAD CASE(S) Standard �O'�q o 080�9� 1)Dead+Roof Live(balanced)'+Uninhab.Attic Storage:Lumber Increase=l 15,Plate Increase=l 15 SS)O� Uniform Loads(plt) Vert:1-3=80,3-16=-60,5-16=128,5-6=-60,12-18=20,18-19=-60,6-19=20,6-7=20 December 3,2015 ®WARNING-Vedly design perarrMers and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE ABI-7471 rev.10101r101 a BEFORE USE. Design valid for use only with MiTekO connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TMI Quality Ctteta,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440885 J-1501008 RT21GR ROOF SPECIAL GIRDER 1 2 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:34 2015 Page 1 1 D:7DGr01 R5PjsSGwmjGzD3nPyl MSn-tKEnwbP6Z14ZowbigM2eJ_ObuMSvNP5vx7ORiVyCfcp 310.0 41 1 7-11-0 10-0-12 12-sem 18-11 22-95 26-7-2 30-1-8 310-0 418 338 2-1-12 2312 6-2-0 3913 3313 386 4x4 = Scale=1:69.5 4.00 12 2x4 II 5 5x8= 6x8 = 4 g 3x8 3x4 3 23 24 9 1x3 I I 21 4x4 2 9 25 1 10 BEI I d 20 6 d N 3z4 = 5x8 5x8= 15 14 13 26 12 3x6 I( 3x4 = 4x6= 3x8= 3x6= 3x4= THDH26-2 N rb 19 18 17 1x4 II 3x8= 2x4 11 4-1-8 338 410 6-2-0 3313 3313 10 3-2-12 Plate Offsets M-)0- [6:0-2-0.0-30.[16:0-2-12.0-3-41,(20:0-5-8.0-2-81 LOADING(psf) SPACING- 2-0-0 CSL DEFL- in Doc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 115 TC 0.47 Vert(LL) 0.12 12-13 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.87 Vert(TL) -0.17 12-13 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.13 11 n/a n/a BCDL 10.0 BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 516 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x6 SP No.2'Except' 2-0-0 oc purlins(6-0-0 max.):6-7 4-17 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 19=1725/Mechanical,11=2585/0-7-4 Max Horz 19=117(LC 9) Max Uplift 19=1023(LC 6),11=1647(LC 7) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-427/399,2-21=272/276,3-21=263/344,3-4=2027/1042,4-5=2021/1109, 5-6=3004/1637,6-22=3107/1808,22-23=3107/1808,7-23=3107/1808, 7-24=3236/1848,8-24=3264/1839,8-9=3195/1788,9-25=301/358,10-25=316/291 BOT CHORD 15-16=826/1908,14-15=1206/2744,13-14=1206/2744,1326=1548/2988, 12-26-1548/2988,11-12=269/323,10-11=269/323,1-20=-322/432 WEBS 318=1516f721,16-1 85/941,316=790/1797,5-15=1017/1763,6-15=1513/1025, 6.13=-456/582,7-13=352/660,8-12=255/379,9-12=1998/3405,9-11=2554/1618, 19-20=1687/1037,2-20=309i`315.18-20=4271942,320=956/669 NOTES- (16-17) 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc,2x4-1 row at 0-9-0 oc. Webs connected as follows:20-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Py to ply OF NE{N connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. y 3)This truss has been checked for uniform roof live load only,except as noted. P� JP,r1 GARC� 09 4)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 5)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1.15);Category II;Exp D;Partially Exp.,Ct-1 1,Lu=50-0-0 r (L 6)Unbalanced snow loads have been considered for this design. C7 LU w 7)Provide adequate drainage to prevent water ponding. tt1 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Z Z 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will 1 Q fit between the bottom chord and any other members. �A �0-08009 10)Refer to girder(s)for truss to truss Connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jtAb) RCFES S1 ONQ` 19=1023,11=1647 Continued on page 2 December 3,2015 ®WARNING-Verify d*Wgn parameters sod READ NOTES ON THIS AND INCLUDED IIOTEK REFERANCE PAGE MIF7473 rov.1WO312015 BEFORE USE. Design void for use linty with MlTelc®connectors.This design Is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use.the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design.8rac04 indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Cdlerla,DSB-89 and BCSI Building Component 14515 N.Outei Fony,Suite 9= So"information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NIO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440885 J-11501008 RT21GR ROOF SPECIAL GIRDER 1 2 Job Reference(optional) I P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 0313:34:34 2015 Page 2 ID:7DGrO1 R5PjsSGwmJGzD3nPyIMSn-tKEnwbP6Z14ZowbigM2eJ_QbuMSvNP5vx?ORNyCfcp NOTES- (16.17) 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Use USP THDH26-2(With 16d nails into Girder&16d nails into Truss)or equivalent at 20-10-4 from the left end to connect truss(es)to back face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber 16)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 17)ACCEPTED BY DATE. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Irnxease=l 15,Plate Increase=1.15 Uniform Loads(pit) Vert 1-5=-60,5-6=60,6-7=60,7-10=60,17-19=20,10.16=20,1-20=20 Concentrated Loads(Ib) Vert:26=1596(8) All,WARNING-Ve fMy dWpn Pnartro[ers end READ NOTES ON TKIS AND INCLUDED M rEK REFERANCE PAGE AM7473 rev.1010SW1S BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall ;� ■ el• budding design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ml l fabrication,storage,delvery,erection and bracing of trusses and truss systems,see ANSI/Ml Quality CrWa.DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Sall*Inlwm llon available from Truss Plate Institute,218 N.Lee Sheet Suite 312.Alexandria.VA 72314. Chesterfield,MO 63017 Job Truss Truss Type oty Ply SCIARRINO 125440886 J-1501008 RT23 Common 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,MY 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:34 2015 Page 1 ID:7DGr01R5PjsSGwmjGzD3nPyIMSn-tKEnwbP6Zl4ZowblgM2eJ_QZgMRONI vx70Rfvycfcp i 317-12 8314 72-1t$ � 311-12 4-4-2 4-7-10 4.00 12 08 = Scale=1:66.5 4x4 2 9 8 3x4 1 3 2x4 II 4 db 7 10 6 11 12 5 2x4 II 3x8 = 4x4 = 311-12 12-11-8 311-12 8-11-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.60 Vert(LL) -0.29 5-6 >522 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.93 Vert(TL) -0.56 5-0 >273 240 TCDL 10.0 Rep Stress Inca YES WB 0.92 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 128 Ib FT=0% CDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 64)-0 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1 Row at midpt 2-6,1-7,4-5,3-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. cab/size) 7=659/Mechanical,5=647/Mechanical Max Horz 7=139(LC 10) Max Uplift7=301(1-C 8),5=156(LC 8) FORCES. cab)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 243=197/260,2-9=168/266,3-9=243/251,1-7=645/691 WEBS 3-6=0/337.1-6=-4651512,3-5=399/297 NOTES- (10.11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS pow-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pt=15.4 psf(fiat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category ii;Exp D;Partially Exp.,Ct-1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 240-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. ��0� �E'wI y 7)Refer to girder(s)for truss to truss connections. ►Y 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=lb)7=301, JPN GARC� 0 5=156. �P 7 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. CO '9 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY- DATE: 1— Q 0 w m 2 0.08 ��C? v R�FEss10NP December 3,2015 ®WARNING-VMry oWVn psrwatsrs and READ NOTES ON THIS AND INCLUDED IIOTEK REFERANCE PAGE WI-7473 rev.10/03,2015 BEFORE USE. Design void for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicabiily of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/rMl Quality Criteria.DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 4300 So"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. chesterfield,MO 63017 Job Truss Truss Type Qty Piy SCIARRINO 125440887 J-1501008 RT32 Roof Special 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:35 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-LWo98xQkKbCQQ3AuN4ZtsCzgimrf6nj2AfmlEyyCfco -3-140 N4 5.4-0 ta4-o t3•vt2 tata7 287-2 3at-8 310-0 Sao 2-x12 4.00 12 5x6 = Scale=1:77.3 2x4 I1 6 20 3x4' 5 3x4 <18 7 4x4 8 2x4 II 9 3x4 1 10 11 N N d Ia 3123x621 22 13 6x12 = 54= 6x8 N C6 17 16 15 3x8 II 3x8= 2x4 II S4-0 10.4-0 t 182-8 28 287-2 72 341-8 s 4 o Sao 7-10 0 6.4-10 03-2-12 Plate Offsets(.Y)— 111:0-3-5.0 3-3].[12:0-3-8.0.3-0] [1350-3-0.0-3-0] [18:0-5-8.0-2-8] LOADING(psf) SPACING- 2-0.0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.85 Vert(LL) -0.14 1314 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.64 Vert(TL) -0.28 1314 >698 240 TCDL 10.0 Rep Stress Incr YES WB 0.82 Hone BCLL 0.0 (TL) 0.01 14 n/a Na RCDL 10.0 Code IRC2006rrP12002 (Matrix) Weight 230 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 147-11 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2'Except' WEBS 1 Row at midpt 16-18 1-18:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed'during truss erection,in accordance with Stabilizer SLIDER Right 2x4 SP No.2 1-9-9 Installation nuide. REACTIONS. (Ib/size) 17=591/Mechanical,14=1354/0-5-8,12=876/0-7-4 Max Horz 17=147(LC 10) Max Uplift 17=-486(LC 7),14=563(LC 7),12=-639(LC 8) FORCES: (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=779/390,2-399/341,3-4=200/330,4-19=190/369,5-19=190/412, 5-6=751386,6-20=-476/559,7-20=536/537,74=553/536,8-9=336/236, 9-10=546/222,10-11=575/182 BOT CHORD 5-14=2891368,14-21=01316,21-22=0/316,1322=0/316,12-13=231/560, 11-12=160/572,1-18=3121781 WEBS 3-14=418/616,6-14=801!713,6-13=492/627,8-13=273/549,8-12--813/921, 9-12=3561659,117-18=551/11045,2-18=336/600,3-18=316/718 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 �! OVF NEIw,Y 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);PF15.4 psf(flat roof snow.Lumber DOL=1 15 Plate v �Y DOL=1 15);Category II;Exp D;Partially Exp.,Cr-1.1 �Q. JP,t4 GAft, O,A 4)Unbalanced snow loads have been considered for this design. .9 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. f Ir 7)Refer to girder(s)'for truss to truss connections. n IJ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it--lb)1786. M UJ 9)One RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)14.This connection is for uplift only 'L and does not consider lateral forces. 10)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)12.This connection is for uplift only 0.08 �lr� and does not consider lateral forces. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. R�FESS% Continued on page 2 December 3,2015 ®WARNING-V"Wslpn peremete s end READ NOTES ON THIS AND INCLUDED AVTEK REFERANCE PAGE Mll-7Ql rw.10031015 BEFORE USE. Design void for use only with Mrrek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ii11YY� ■ building design. Bracing Indicated is to prevent bucking of IndMdual truss web and/or chard members only Additional temporary and permanent bracing M I lel, Is always required for stabitly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrpI1 Quality Cr10d4 DSB-89 and BCSI BuMng Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440887 J-1501008 RT32 Roof Special 1 1 Job Reference o tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:35 2015•Page 2 ID:7DGrOl R5PjsSGwm)GzD3nPyIMSn-LWa98xQkKbCGQ3AuN4ZtsCzgimrf6nj2Afm?EyyCfco 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 13)ACCEPTED BY- DATE. ®wARNING-verify Walpn peremews end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE WP7473 rev.IOMS/M5 BEFORE USE. Design void for use only with Mlek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing Welk'always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/f%1 Quality Ci feria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Informalkm available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type city Py SCIARRINO 125440888 J-1501008 SDO3 Hip 1 1 Job Reference o tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Mi rek Industries,Inc. Thu Dec 03 13:34:35 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-LWo98xQkKbC003AuN4ZtsCzgDmtE61N2Afm7EyyCfoo i 8-0-0 1541-7 99-7-1 29-11-8 37-11� 8 0-0 7-4-7 7-2-11 7-47 8-0 0 Scale=.1.70.4 0.50 12 7x12 MT18HS 10x10 = 2x4 115x16 MT18HS= 6x8= 6x8— 7x12 MT18HS— = 1 2 3 4 16 5 6 7 15 14 13 12 11 10 9 8 3x10 I I 6x12 = 6x8= 1x4 11 7x12 MT18HS= 3x10 II 6x8= 5x16 MT18HS= 8-0-0 15-4-7 i 22-7-1 29-11-8 37-11-8 i 8 0 0 7.47 7-2-11 7-4-7 8-0-0 Plate Offsets(X.Y)— 11470-6-0.0-M] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in poc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.88 Vert(LL) 1.10 11-12 >410 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.54 Vert(TL) -1.6511-12 >273 240 MT18HS 244/190 TCDL 10_0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.14 8 n/a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight 244 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, BOT CHORD 2x6 SP DSS except end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-1-12 oc bracing. 1-15,7-8,1-14,7-9:2x4 SP No.1 WEBS 1 Row at midpt 2-12,5-9 2 Rows at 1/3 pts 1-14,7-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 15--1507/0-7-4,8=1507/0-74 Max Horz 15=100(LC 7) Max Uplift 15=756(LC 7),8=756(1_C 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=1394/1352,1-2=5014/4513,2-3=7275/6604,34=7275/6604,4-16=7275/6604, 5-16=7275/6604,5-0=-4998/4518,6-7=-5013/4509,7-8=1394/1351 BOT CHORD 14-15=198/276,1314=4377/4999,12-13=4377/4999,11-12=-6469f7278, 10-11=-6469/7278,9-10=-6469!7278,8-9=199/276 WEBS 1-14=-4259/4814,2-14=-809/964,2-12=2148/2426,3-12=459/613,5-11=0/284, 5-9=2429/2163,6-9=229/432,7-9=-4254/4813 NOTES- (11-12) 1)This truss has been checked for uniform roof dive load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 ��OF NEty Y 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate �P JPN GADO 0,9 D0L=1 15);Category 11;Exp D;Partially Exp.,Ct---1 1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. CO 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. r Q LLI 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will C7 fit between the bottom chord and any other members. m Z 9)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)15 and 8.This connection is for uplift 2� only and does not consider lateral forces. �� yD.08009, �Cr= 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,O 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. A�FESSIONP\. 12)ACCEPTED BY- DATE. December 3,2015 MEOMMEEN ®WARNING-Vwffy design pownefera and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE wP7473~1010Y2015 BEFORE USE eenee Design valid for use only with Mffek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the appllcabiity,of design parameters and property incorporate this design Into the overall n • bulkiing design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/17I1 Quality Warta,DSB-89 and SCSI Bundling Component 14515 N.Outer Forty,Suite 0300 So"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty iPly SCIARRINO 125440889 J-1501008 SDO4 Hip 1 1 Job Reference(ophonal) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Dec 0313:34:36 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-piMXLGRM5vKH1 D15xn480PVwQADwrCGCPJVYmOyCfcn ,_ 61-12 10-0-0 15.11-13 21-11-11 27-11.8 32-9-12 47-118 61-12 410 4 611-13 5 11-13 5.11-13 410 4 5 1-12 Scale=1:66.7 0.50 F12 4x6= 8x18 = 8x8 — 5x16 MT18HS= 4z6= Bx8 — 6x18= 3x4 I I 3x4 I I 1 2 3 17 4 5 6 18 7 8 9 Fri 16 15 11 10 10x10= 4x12 = 14 13 12 4x12 = 10x10 = 5x16 MT18HS= 4x4 = 5x18 MT18HS= i IG-0-0 1&11-12 27-11-8 7-11-8 10-0-0 8-11-12 &11-1 10-M LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in TCLL(roof) 20.0 poc) Udefl L/d PLATES GRIP (Pf) 15.4 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.87 13 >520 360 MT20 244/190 Snow Snow10.0 Lumber DOL 1 15 BC 0.51 Vert(TL) -1.29 13 >349 240 MT18HS 244/190 TCDL TCLL 0.0 Rep Stress Ina YES WB 0.93 Horz(TL) 0.18 10 n/a n/a Code IRC2006/TP12002 (Matrix) Weight 244 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x8 SP DSS TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 3-2-8 oc bracing. WEBS 1 Row at midpt 2-16,4-15,6-11,8-10 MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection,in acoordance with Stabilizer Installation guide. REACTIONS. Ob/size) 16=1507/0-74,10=1507/0-7-4 Max Horz 16=98(LC 7) Max Uplift16=745(LC 7),10=745(LC 8) FORCES. cab)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5641/5017,3-17=5631/5022,4-17=5631/5022,4-5=7097/6338,5-6=7097/6338, 6-18=5631/5022,7-18=5631/5022,7-8=5641/5017 BOT CHORD 15-16=3100/3368,1415=-1261/6973,13-14=X281/8973,12-13=6261/6973, 11-12-6261/6973,10-11=3100/3366 WEBS 2-16=3482/3302,2-15--1859/2382,3-15--108/262,415=1457/1465,4-13=0/299, 6-13=0/299,6-11=1457/1465,7-11=108/262,8-11=1859/2382,8-10=3462/3302 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(love-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct-1 1,Lu=50-0-0;Min.flat roof snow load governs. !! OF NEtti 4)Unbalanced snow loads have been considered for this design. �v N GqqC 0 5)Provide adequate drainage to prevent water ponding. Q' Q� 6)All plates are MT20 plates unless otherwise indicated. CO 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. r Q 9)Two RT7A USP connectors recommended to Connect truss to bearing walls due to UPLIFT at jt(s)16 and 10.This connection is for m 1 W uplift only and does not consider lateral forces. 2 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. (P 0.08 0fl91 12)ACCEPTED BY' DATE: ,p R�FES S10 December 3,2015 ®WARNING-VSAry design perametarr end READ NOTES ON THIS AND INCLUDED Aa7E/r REFERANCE PAGE Mll-7473 rw.1deY20f 6 BEFORE USE Design vald for use only with Mitek®connectors.This design Is based only upon parameters shown,and Is loran individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and tnra systems,see ANSI/TPll Quality Cdteda,DSB-89 and BCSI Building Comporrerd 14515 N.Outer Fory,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Pty SCIARRINO 125440890 J-1501008 SD05 Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.840 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:37 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyl MSn-HvvwZcS_sDS7fNKHVUbLxd2?oZXWagVLezF61gyCfcm 6.1-1� 12.0.0 18-11-12 25-11.8 31-9-12 37-11' 6.1-12 510-4 611-12 6-11-12 510.4 61-12 Scale=1:70.4 0.50 12 4x6 = 10x10 = 2x4 II 10x10= 4x6= = 7x12 MT18HS 7x12 MT18HS = 1 2 17 3 4 5 18 6 7 �gynTl I� t`� N it 16 15 14 13 11 12 10 9 8 3x15x16 MT18HS U 11 7x12 MT18HS= 4x8= 4x6= 7x12 MT18HS= 3x10 I = 4x6= 5x16 MT18HS= 61-12 12-0-0 1611-12 2511-8 31-9-12 37-11-8 16-1 12 510-0 611-12 611-12 510 61-12 ,'Plate offsets XY)— F5.0-0.00-0 oy1`970-3-8.0-3-81,F15004-80-3-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.94 Vert(LL) 0.87 12 >519 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.62 Vert(TL) -1.57 12 >287 240 MT18HS 244/190 TCDL 10.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.16 8 IVa n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 247 Ib FT=0% BQDL 0.0 LUMBER- BRACING- -TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 24x0 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied or 3-6-9 cc bracing. 1-15,7-9:2x4 SP No.1 WEBS 1 Row at midpt 1-15,2-14,6-10,7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide, REACTIONS. Ob/size) 16=1507/0-74,8=1507/0-7-4 Max Horz 16=96(1_C 7) Max Uplift 16­731(LC 7),8=731(LC 8) Max Grav 16=1913(LC 2),8=1913(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=1798/1337,1-2=5323/3817,2-17=7653/5456,3-17=7640/5458,3-4=8819/6318, 4-5=-8819/6318,5.18=7640/5458,6-18=7653/5456,6-7=5323/3817,7-8=1798/1337 BOT CHORD 14-15=3686/5307,13-14=5302/7638,12-13=5302/7638,11-12=530217638, 10-11=5302(7638,9-10=3686/5307 WEBS 1-15=3699/5245,2-15=1270/1063,2-14=1690/2552,3-14=581/537,3-12=891/1441, 4-12=682/621,5-12--891/1441,5-10=581/537,6-10=1690/2552,6-9=1270/1063, 7-9=3699/5245 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=,6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; OF NEt Lumber DOL=1.00 plate grip DOL--1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate �P �JPN GAOL,/ D0L=1 15);Category 11;Exp D;Partially Exp.,Ct--1 1,Lu=50-0-0 CO 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. r IY 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n I W m W 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 2 Z fit between the bottom chord and any other members. tP p 9)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)16 and 8.This Connection is for uplift FO NO,08049 w� only and does not consider lateral forces. A 10)Load case(s)2,3,4,13,14,15,16,17,18 hasthave been modified.Building designer must review loads to verify that they are coned ' 11 for the ingppgtendeedd use of this truss. RpFESS104P` CxIAt S e�olile 2breaks including heels"Member end fixity model was used in the analysis and design of this truss. D2C2f11bt3f 3,2 15 ®WARPING-Verity daWgn parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE WP7473—Pa03/2a13 BEFORE USE mee Design void for use only with PN'Tek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verity the appdcabifty of design parameters and property Incorporate this design Into the overall iii������■■■ building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Bullring Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440890 J-1501008 SDO5 Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:37 2015 Page 2 ID:7DGr01R5PjsSGwmjGzD3nPyIMSn-HvvwZcs�-sDS7fNKHVUbLxd2?oZXWagVLezF6lgyCfcm 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 13)ACCEPTED BY- DATE. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-3=-60,3-5=60,5-7=60,8-16=20 2)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(pt!) Vert 1-3=-82,3-5=-82,5-7=-82,8-16=20 3)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-17=82,317=86,35=86,5-7=-60,8-16=20 4)Dead+Snow(Unbal.Right):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-3=-60,35=-86,5-18=-86,7-18=82,8-16=20 .13)3rd Dead+Snow(Unbal.Left):Lumber Increase=11 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-3=-60,35=86,5-7=-60,8-16=20 14)4th Dead+Snow(Unbal.Left):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(ptf) Vert:1-3=-89,35=60,5-7=-60,8-16=20 15)5th Dead+Snow(Unbal.Right):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-3=-60,35=86,5-7=-60,8-16=20 16)6th Dead+Snow(Unbal.Right):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-3=-60,35=60,5-7=89,8-16=20 17)7th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-3=-80,3-5=93,5-7=-60,8-18=20 18)8th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(ptf) Vert 1-3-93,3-57-60,5-7=93,8-16=20 ®WARNING•VarM)r dglpn Wremsters rrrM READ NOTES ON THIS AND INCLUDED 11ATEK RFFERANCE PAGE M114473 nv.1 NOYtOf a BEFORE USE Design valid for use only with MfTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated B to prevent bucking of Individual truss web and/or chord members any Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/IMI QuaBry CrWa,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Safely Inforrmatlon available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 21314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440891 J-1501008 SDO8 Hip 1 1 Job Reference o tions P.D.J.COMPONENTS INC., CHESTER,MY 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Dec 03 13:34:38 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyl MSn45TInyTcdWa_HXvT3C7aUgbCersIJ6NVsd_frHyCfd 71 -12 14-0.0 13t1-t9- 93-11 40-9-12 3 '-8 7-1-12 8 10 4 4-11-12 4-11-12 6-104 7-1-12 Scale=1:70.4 0.50 F12 4x6= 8x8 4x4 = 8x8 44= 7x12 MT18HS= 7x12 MT18HS= 14 2 3 4 5 6 15 7 FR1 l 13 12 11 10 9 8 3x10 II 7x12 MT18HS= 7x12 MT18HS= 7x12 MT18HS= 7x12 MT18HS= 3x10 I I i 7-1-12 14-0-0 23-11-8 309-12 47-11A 7-1-12 3 $11 8.10-0 7-1-12 Plate offsets(X.)Q— [5:0-0-0.0-0-01.[9:9-3-8.0-3-8].1`10:0-6-0.0-481.[11:0.640-4-81.[12:0-3-8.0-3-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) 0.86 10-11 >528 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.68 Vert(TL) -1.61 10-11 >281 240 MT18HS 244/190 TCDL 10.0 Rep Stress Ina NO WB 0.96 HOrz(TL) 0.15 8 n/a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight 245 Ib FT=0% BCDL 00 LUMBER- BRACING- TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 248-8 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-47 oc bracing. 1-13,7-8,1-12,7-9:2x4 SP No.1 WEBS 1 Row at midpt 1-12,2-11,6.10,7-9 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (Ib/size) 13=1507/0-74.8--1507/0-7-4 Max Horz 13=94(LC 7) Max Uplift13=714(LC 7),8=714(LC 8) Max Grav 13=1960(LC 18),8=196D(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=1830/1342,1-14=5970/4248,2-14=5947/4249,2-3=7922/5601,3-4=7905/5610, 45=7905/5610,5-0=7922/5602,6-15=-5947/4250,7-15=5970/4248,7-8=1830/1342 BOT CHORD 12-13--152/310,11-12--4116/5951,10-11=5912/8352,9-10=-4116/5951,8-9=152/310 WEBS 1-12=4060/5777,2-12=1199/1019,2-11=1369/2203,411=703/511,410=703/511, 6-10=1369/2203,6-9=1199/1019,7-9=4060/5777 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate t Orr NEw DOL=1 15);Category Il;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0 Pkv Aq Y 4)Unbalanced snow loads have been considered for this design. BJP N C' C � �'9 ,9 5)Provide adequate drainage to prevent water ponding. fi> 71 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r fit between the bottom chord and any other members. m UJ W 9)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)13 and 8.This connection is for uplift LI only and does not consider lateral forces. 10)Load case(s)2,3,4,13,14,15,16,17,18 has/have been modified.Building designer must review loads to verify that they are correct aZ��O ND 090fl91 for the intended use of this truss. ,p 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 91OFESSI�NP 1112)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. Cohtinuedon pageY2 DATE: December 3,2015 ®WARNING-Ve10y dsslgn permneWs and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE N11-7473~1 NOYMfb BEFORE USE. Design void for use only with MITek®connectors.This design Is based only upon parameters shown,and B for on individual building component,not �• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing 0\ Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p A iTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPll Qualify Cdtada,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 $afely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440891 J-1501008 SD06 Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 M7ek Industries,Inc. Thu Dec 03 13:34:38 2015 Page 2 I D:7DGrO1 R5PIsSGwmjGzD3nPyIMSn45TImyTcd Wa_HXvT3C7aUgbCersIJ6NVsd_"Cfd LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pit) Vert 1-3=-60,3-5=-60,57=-60,8-13=20 2)Dead+Snow(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-3=-82,3-5=82,57=82,8-13=20 3)Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(ph) Vert 1-14=82,3.14=-W.3-5=86,57=60,8-13=20 4)Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=1.15 Uniform Loads(pit) Vert 1-3=-60,3-5=86,515=86,7-15=-82,8-13=20 13)3rd Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-3=60,3-5=86,57=-60,8-13=20 14)4th Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pit) - Vert 1-3=89,3-5=60,57=-60,8-13=20 15)5th Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-3=60,3-5=86,57=-60,8-13=20 16)6th Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pit) Vert 1-3=60,3-5=-60,57=89,8-13=20 17)7th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-3=60,3-5=93,5-7=-60,8-13=20 18),8th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(ptf) Vert 1-3=93,3-5=60,57=93,8-13=20 ®WARNING-Veray datign pwwn@ x and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11-7M rw.101OI12W5 BEFORE USE Design void for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an Individual building component,not {��• a truss system.Before use,the building designer must verify the appicablW of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing Welk'always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rWl Quality Criferla,DSB-89 and SCSI BuUng Component 14515 N.Outer Forty,Suite Ki00 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440892 J-1501008 SDO7 Hip 1 1 Job Reference tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:38 2015 Page 1 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSr145TImyTcdWa—HXvT3C7aUgbAdzv8J6Wsd_"Cfd 8-1-12 16-0-0 21-11� 29-9.12 37-11-6 8-1-12 7-104 5-11$ 7-10-4 8-1-12 Scale=1:71.8 0.50 12 7x12 MT18HS= 8x8— 6x8 — 6x8— 8x8 — 4 7x12 MT18HS= 1 17 2 3 5 6 7 18 19 8 16 15 14 13 12 11 10 9 3x10 11 6x12= — 4x4= 4x8= _ 6x12 = 3x10 II 6x8 6x1 8-1-12 16-0-0 21-11-8 29-9-12 47-11-8 B-1-12 7_104 5-11-8 7-104 8-1-12 Plate Offsets(X.)O— [3:0-4-0.Edge] [4:0-440-0-4).[5:0-4-0.0-4-41.L6D--0 Edgel.flO7O-&0 0-2-8l.fl5:o-6-0.0-2-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (ioc) Well Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) 0.89 12-13 >509 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.47 Vert(TL) -1.32 12-13 >341 240 MT18HS 244/190 TCDL 10.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.12 9 n/a n/a BCLL 0.0 Code IRC2006/TP12002 0 0 (Matrix) Weight 245 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 3-1-9 cc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-6-7 oc bracing. 1-16,8-9,1-15,8-10:2x4 SP No.1 WEBS 1 Row at midpt 2-13,7-12 2 Rows at 1/3 pts 1-15,8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (Ib/size) 16=1507/0-7-4,9=1507/0-7-4 Max Horz 16=92(LC 7) Max Uplift 16=-695(LC 7),9=695(LC 8) Max Grav 16=1507(LC 1),9=1614(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=1387/1345,11-117=5080/4611,2-17=5070/4614,2-3=-06303/5704,3.4=6302/5708, 445=-0287/5712,545---630215705,6-7=-6302/5701,7-18=5066/4615,18-19=5070/4613, 8-19=5081/4612,8-9=1491/1345 BOT CHORD 15-16=196/282,14-15=-4479/5066,13-14=4479/5066,12-13=5538/6287, 11-12-4480/5066,10-11=4480/5066,9-10=196/322 WEBS 1-15=-4363/4873,2-15=-819/1002,2-13=1089/1348,4-13=175/313,4-12=257/338, 5-12=144/313.7-12=1085/1255,7-10=-819/1001,8-10=-4364/4873 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;.BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(love-rise)and C-C Exterior(2)zone; ! OF NE�y cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumb Ler DOL=1.00 plate grip ASCE 7-05;P 20.0 psf((roof live �JPN GARC�� load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate Gj�P 3)TCL . 9 O9 DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50.0-0 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. W 6)All plates are MT20 plates unless otherwise indicated. n W 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. m l 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 24-0 wide will i fit between the bottom chord and any other members. �(�O IV, 0800 91 9)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)16 and 9.This Connection is for uplift ,p only and does not consider lateral forces. ;91FESSI�NP 10)Load case(s)2,3,4,13,14,15,16,17,18 has/have been modified.Building designer must review loads to verify that they are correct ContlnuecPont�eegzuse of this truss. December 3,2015 ®WARNING-Verily da*W parameters and READ NOTES ON THIS AND INCLUDED MIrEX REFERANCE PAGE W04473 rev.10103V2010 BEFORE USE. Design void for use only with MtTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent brocing M;1 Iek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tens systems,see ANSI/r911 Quality CrWo,DS349 and BCSI Building Component 14515 N.Outer Forty,SuM#300 $a"Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Pty SCIARRINO 125440892 J•1=501008 SD07 Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:38 2015 Page 2 I D:7DGrO1 R5PJsSGwmjGzD3nPyl MSn-I5TImyTcdWa_HXvT3C7aUgbAdzv8J6NVsd_frHyCfd NOTES- (12-13) 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 13)ACCEPTED BY- DATE: LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-4=-80,4-5=-60,5-8=-60,9-16=20 2)Dead+Snow(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:14=51,4-5=51,5-18=51,8-18=82,9-16=20 3)Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:1-17=51,4-17=56,4-5=56,5-18=29,8-18=60;9-16=20 4)Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 14--29,4-5--56,5-18--56,18-19=-87,8-19=82,9-16=20 13)3rd Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-4=29,4-5=56,5-18=29,8-18=60,9-16=20 14)4th Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(plf) Vert 14=57,4-5=29,5-18=29,8-18=60,9.18=20 15)5th Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(ply Vert 1-4=29,4-5=56,5-18=29,8-18=-60,9-16=20 16)6th Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-4=29,4-5=29,5-18=57,8-18=48,9-16=20 17)7th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-4=29,4-5=62,5-18=29,8-18=60,9-16=20 18)8th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pIQ Vert 1-4=-62,45=29,5.18=62,8-18=93,9-16=20 ®WARN/NO•Varffy deslyn peramaras mtl READ NOTES ON THIS AND INCLUDED eBTEK REFERANCE PAGE M11-7473 rn.,1ypy7016 BEFORE USE. Design vald for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing ivi iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r%1 QuaMy CdWcL DSB-89 and SCSI BuBrdng Component 14515 N.Outer Forty,Suite KiW Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440893 J-1501008 SD07A Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:39 2015 Page 1 ID:7DGr01 R5PJsSGwmjGzD3nPyIMSn-DH1g_ITFOgiruhUgcvepO27PtNCA2ZJe5HkCNJyCfck 12-1� 18-0.0 19.17A i 25-10.5 31-9-3 37-17� 6-25 510.13 5.10.13 1-11� 510.13 510.13 8-25 Scale=1:71.7 0.50 12 8 8= 8x = 7x12 MT18HS= 4x4= 8x4x4= 7x12 MT18HS= 4x4 I I 4x4 II 3 4 5 6 7 1 2 8 16 13 12 9 9x12 MT18HS= 15 14 4x4- 4x8- 11 10 9x12 MT18HS= 4x6= 7x12 MT18HS= 7x12 MT18HS= 4x6= 9-1-72 18-0-0 X1 28-9-12 37-11-8 9-1-72 8-10-4 8-10-4 9-1-12 Plate Offsets(X.)O- [2:0-6-0.0-0-8].R:0-6-0.04-81,19:Edge.O4-12).[16:Edge.0--121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.65 Vert(LL) -0.77 12-13 >584 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.67 Vert(TL) -143 13 >315 240 MT18HS 244/190 TCDL 10.0 Rep Stress Incr NO WB 0.85 HOrz(TL) 0.24 9 n/a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight 246 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SP OSS-Except- TOP CHORD Structural wood sheathing directly applied or 248-0 oc purlins, except 1-2,7-8:2x6 SP No.2 end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling direly applied or 3-6-0 oc bracing. WEBS 2x4 SP No.2*Except* WEBS 2 Rows at 1/3 pts 2-16,7-9 2-16.7-9:2x4 SP No.1 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 16=1507/0-7-4,9=1507/0-7-4 Max Horz 16=90(LC 7) Max Uplift 16=-674(LC 7),9=-074(LC 8) Max Grav 16=2090(LC 18),9=2090(LC 18) FORCES. pb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=308/261,2-0=7212/4634,3-4=-847415603,4-5=-8456/5605,5-6=-8476/5601, 6=7=7212/4635,8-9=308/261 BOT CHORD 15-16=3717/5700,14-15=5348/8240,13-14=5348/8240,12-13=5422/8455, 11-12=5348/8240,10-11=5348/8240,9-10=3717/5700 WEBS 2-16=5722/3811,2-15=881/1729,3-15=1269/1056,3-13=233/520,6-12=231/521, 6-10=1269/1055,7-10-882/1729,7-9=5721/3811 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 of NEby V 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate ,J Q�N GAA DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Lu=50.0-0 C 4)Unbalanced snow loads have been considered for this design. Gj 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will m LU L fit between the bottom chord and any other members. 2 9)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)16 and 9.This connection is for uplift 100 only and does not consider lateral forces. 1% 0.0e 10) 080�� � 10)Load case(s)2,3,4,13,14,15,16,17,18 has/have been modified.Building designer must review loads to verify that they are correct ,p for the intended use of this truss. R�FES sl o 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 December 3,2015 ®WARNING-VMf1y tlesdyn peremetaa and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE 0047473rw.fOl0Y2018 BEFORE USE MAN Design vald for use only with MTek9 connectors.This design is based only upon parameters shown,and is for on individual building component,not a • truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall p dl ■■■ (bullding design. Bracing Indicated h to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing IyliT®k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBty Crtiedo,DSO-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 1 Job Truss Truss Type Qty Ply SCIARRINO 125440893 J-101008 SD07A Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Dec 03 13:34:39 2015 Page 2 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-DHt g_ITFOgiruhUgcvep027PtNCA2Le5HkCNwck 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 13)ACCEPTED BY- DATE: LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-4=-60,4-5=60,5-8=60,9-16=20 2)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1 4=82,4-5=82,5-8=82,9-16=20 3)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(plf) Vert 14=-87,4-5=-87,5-8=60,9-16=20 4)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(pit) Vert:1-4=-60,4-5=87,5-8=87,9-16=20 13)3rd Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(pff) Vert 1-4=60,4-5=-87,5-"0,9-16=20 14)4th Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(plf) Vert 14=88,4-5=60,5-8=-60,9-16=20 15)5th Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-4=-60,4-5=87,5-8=60,9-16=20 16)6th Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pit) Vert 1 4- 0,4-5=-60,5-8=88,9-16=20 17)7th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1 4=80,4-5=93,54=80,9-16=20 18)8th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-4=93,4-5=60,54=93,9-16=20 ®WARNING•Verify assign parameters mrd READ NOTES ON THIS AND INCLUDED f4/TEK REFERANCE PAGE A11104473 rev.101032015 BEFORE USE Design valid for use only with Mlrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent tracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPll Qmft Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440894 J-1501008 S1308 Half Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 03 13:34:40 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPyIMSn-hUb2BeUt98giWr3sAd92ZFgZ?nXMn22nKxTmv9yCfcj 1-10-0 B-0-0 12.8-13 175.10 2312 28-7-14 r 1-10-0 6-2-0 45 13 45.13 5 7-2 5 7-2 Scale=1:50.0 0.50 12 3x4— 5x6 04— 3x4= 4x4 = 1x4 II 3x8 = 3x4= 2 3 4 5 6 16 7 8 1 15 14 13 12 11 10 9 2x4 I I 3x4= 3x8= 3x4— 6x8= 3x10= 2x4 I i 17-5-10 28-7-14 188 0 6 2-0 95-10 5-7-2 5-7-2 Plate Offsets%)O= [11:0-3-8.0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.75 Vert(LL) -0.17 11-13 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.74 Vert(TL) -0.43 11-13 >436 240 TCDL 10.0 Rep Stress Ina NO WB 0.75 Horz(TL) 0.01 11 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 143 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-1-11 cc purlins, except 1-3:2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=307/Mechanical,14=673/0-7-4,11=1289/0-58 Max Harz 14=102(LC 9) Max Uplift 9=1 68(LC 8),14=-439(LC 7),11=-651(LC 7) Max Grav,9=444(LC 13),14=885(LC 14),11=1759(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1160!755,3-4=1148f764,4-5=552/773,5-6=552(/73,6-16=497/320, 7-16=497/320,7-8=-497/320,8-9=385/305 BOTCHORD 12-13=558/678,11-1258/678,10-11=773/552 WEBS 2-14=924/746,2-13--068/1088,3-13=361/392,4-13=225/593,4-11=1580/1209, 6-11=953!759,6-10=928/1352,7-10=544/496,8-10=300/461 NOTES- (14-15) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. ! of: NE{�/y 4)Unbalanced snow,loads have been considered for this design. "p_,4 GAH '�0� 5)Provide adequate drainage to prevent water ponding. C 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CO 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. P' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it--lb)9=168. n LU 10)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)14.This connection is for uplift only (n Z and does not consider lateral forces. Z�j1 Q 11)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)11 This connection is for uplift only �O,08009 and does not consider lateral forces. A 12)Load case(s)2,3,4,13,14 hasthave been modified.Building designer must review loads to verify that they are correct for the intended gOF�S S1 O�P� 1 )use of this trusts. CohtiSe --H�ipdage 2beaks including heels"Member end fixity model was used in the analysis and design of this truss. December 3,2015 ®WARNING-Ver/y design perenwers end READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE WO-7473 rev.10VY2015 BEFORE USE Design valid for use only with IvIrreke connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the twilling designer must verify the applicability of design parameters and properly Incorporate this design into the overall bunting design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI i quaBly,Crifeta,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Intwmallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125440894 J-1$01008 SD08 Half Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 Mrrek Industries,Inc. Thu Dec 03 13:34:40 2015 Page 2 ID:7DGrO1 R5PjsSGwmjGzD3nPyIMSn-hUb2BeUt98giW*3sAd92ZFgZ9nXMn22nKxTmv9yCfcj 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY DATE. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pit) Vert:1-3=-60,3.8=60,9-15=20 2)Dead+Snow(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-3=-82,3-8=82,9-15=20 3)Dead+Snow(Unbal.Left):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-3=-88,3-8=-60,9-15=20 4)Dead+Snow(Unbal.Right):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pff) Vert 1-3=-60,3-16=-84,8-16=82,9-15=20 13)3rd Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pit) Vert 1-3=-60,3-8=93,9-15=20 14)4th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pit) Vert 1-3=93,3-8=-60,9-15=20 ®WARNING.Verily design perametaa and READ NOTES ON THIS AND INCLUDED IIHTEK REFERANCE PAGE Mg-7473 rev.1000SMS BEFORE USF- Design SEDesign void for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component.not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M7ek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM1 Qedly Criteria.DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 1300 $a"Information available from This Piste Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Py SCIARRINO 125440895 J-1$01008 SD15 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Dec 0313:34:40 2015 Page 1 ID:7DGr01 R5PjsSGwmjGzD3nPy1 MSn-hUb2BeUt98giVV 3sAd92ZFgaFnXbn4EnKxTmv9yCfcj i 310-0 7-8-12 13-1-12 788th 264� 3 10-0 7�12 55-0 55 0 7-8-12 3 10-0 4.00 12 6x8 = 3x4 6x8 = Scale=1:69.1 = 3 5 3x6 I I 3x6 11 2 6 16 17 1 7 In' d 3x4 = 15 3x4= d 6x8 N b 14 18 13 19 20 12 21 11 22 10 23 9 3x8 II 3x4= 6x8= 3x4= 3x8 = 1X3 11 5-5.6 10.7 78512 2638 556 5-1-14 7-11A 7-8-12 Plate offsets(X,)O— 18.0-5-8.0-2 8].[15:0-5-8.0-5-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.67 Vert(LL) -0.12 10-12 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.72 Vert(TL) -0.26 9-10 >713 240 TCDL 10.0 Rep Stress Ina YES WB 0.61 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 ' Code IRC2006rrPI2002 (Matrix) Weight:261 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP DSS*Except- TOP CHORD Structural wood sheathing directly applied or 5-8-10 cc pudins,except 3-5:2x4 SP No.2 2-0-0 cc pudins(6-0-0 max.):3-5. BOT CHORD 2x4 SP No.2'Excepr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-15,7-8:2x6 SP No.2 WEBS 1 Row at midpt 3-12,4-12,5-10,2-14,3-15,5-8 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (Ib/size) 14=835/Mechanical,12=1332/0-5-8,8=1074/0-7-4 Installation guide. i Max Horz 14=116(LC 9) Max Upl'Ift14=556(LC 7),12--539(LC 7),8=-691(LC 8) Max Grav 14=1003(LC 18),12=1351(LC 17),8=1215(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=915/415,2-16=901/460,2-3=592/420,4-5=267/417,5-6=282/275, 6-17=646/367,7-1760/322 BOT CHORD 1-15=339/904,7-8=247/641 WEBS 3-12=426/482,4-12--750/681,4-10=226/400,5-10=224/321,14-15=-894/1095, 2-15=653/853,6-8=664/849,3-15=411/823,8.10=51/339,5.8=466/636 NOTES- (13-14) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf,BCDL=6.Opsf,h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and fight exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow Lumber DOL=1 15 Plate pF NEIN DOL=1.15);Category II;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs. P�(J N GAR 4)Unbalanced snow loads have been considered for this design. ,< Q� C,y0 9 5)Provide adequate drainage to prevent water ponding. CO 9 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=I O.Opsf. r cc W 8)Refer to girder(s)for truss to truss connections. m W 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb)14=556. .Z 10)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)12 and 8.This Connection is for uplift only and does not consider lateral forces. MD,080�9� 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,p 12)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ESS104 113)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. Co�tinuedon pageY2 DATE. December 3,2015 ®WARNING-Verf/y deelyn Peremetenr end READ NOTES ON THIS AND INCLUDED AUMK REFERANCE PAGE WI-7M mv.10103rM5 BEFORE USE Design void for use only with Mrrek(9 connectors.Thisdesign is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/11`11 Quoflfy CrIfeda DSB-89 and BCSI BuOmng Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 9 MiTek® MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield,MO 63017-5746 314-434-1200 Re: J-1500916 Sciarrino Phase#2 The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by P.D.J. Components. Pages or sheets covered by this seal: 125256623 thru I25256667 My license renewal date for the state of New York is January 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. of NEwY CO -9 r Q W LU 0 A9�FE P November 6,2015 Garcia,Juan IMPORTANT NOTE: The seal on these truss.component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g., loads,supports,dimensions, shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Py Sciarrino Phase#2 125256623 J-1500916 CJ07 Diagonal Hip Girder 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:27 2015 Page 1 ID:?coaUOZaux?rJ4sHM1O9E8zOaE_-JZiDH7MZ5kyMnTTOyZ3MV864bw45?AO3MdYJaEyM8nM 3-1-2 5-10.11 10-1-7 147-10 3-1-2 2 10 42-11 4-&3 Scale=1.35.1 5 6 2.83 12 3x4 4 14 34 3 3x4 2 1 3x4 = 13 16 1211 1x4 II 5x8 I I 10 9 8 44 II 6x8= 3x4 r 3-1-2 411-11 610.11 10.1-7 147-10 3-1-2 1-10.10 0.11-0 42-11 4�r3 Plate Offsets V.)O= [9:0-3-8.a3:0J LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 0.05 8-9 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.62 Vert(TL), -0.05 8-9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:93 Ib FT=0% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x6 SP 240OF 2.OE-Except BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 3-10:2x4 SP DSS,7-10:2x6 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 8=900/Mechanical,12=383/0-10-4 Max Horz 12=308(LC 6) Max Uplifts=-070(LC 7),12=1352(1_C 6) Max Grav 8=900(LC 1),12=900(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=339/145,2-3=642/368,3-14=369/420,4-14=369/420 BOT CHORD 1-13=138/319,12-13=138/319,11-12=348/38,3-11=546/482,10-15=316/492, 9-15=316/492,9-16--3741356,8-16=374/356 WEBS 2-13=257/217,2-11=293/396,3-9=555/652,4-9=572/462,4-092/517 NOTES- (12-13) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=B.Opsf,BCDL=B.Opst h=35ft;Cat 11;Exp D;enclosed;MWFRS(ow-rise);cantilever left and right exposed,end vertical left exposed;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load govems. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) •This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will ! Qrc NEW Y fit between the bottom chord and any other members. '<<i 7) Refer to girder(s)for truss to truss connections. �P JPN GARC/ 09,� 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 670 lb uplift at joint 8 and 1352 Ib uplift at CO saw, joint 12. * y� 9)"Semirigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)534 Ib down and 589 Ib up at r Q 6-0-7,534 Ib down and 589 lb up at 6-0-7,191 Ib down and 234 Ib up at 9-0-0,191 Ib down and 234 Ib up at 9-0-0,and 24 Ib down n ' w and 77 Ib up at 11-9-15,and 24 lb down and 77 Ib up at 11-9-15 on bottom chord. The design/selection of such connection device(s) m L is the responsibility of others. Ztp 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). UB X91 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. ,O 13)ACCEPTED BY- DATE. 9QFESSlot P otiCASE(S) d onaerda�Cnnupg � November 6,2015 7bulkMng G-VMy Wa/pn permnetsrs end READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE IIOI-1473 rev.10N0SMMS BEFORE USE. lid far use ontywith Mlielc®connectors.This design is based only upon parameters shown,and is for an individual building component,not • em.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall ;� esign. Bradng Indicated is to prevent bucking of Individual truss web and/or chord members onty Additional temporary and permanent bracingM1 lek• equired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding then,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TNI Quality CrBMa,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 rmation available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Saanino Phase#2 125256623 J-1500916 r CJ07 Diagonal Hip Girder 1 1 Job Reference tions P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.840 s Sep 29 2015 MTek Industries,Inc. Thu Nov 05 18:45:28 2015 Page 2 ID:7coaUOZaux?rJ4sHM109E8zOaE_-WGbUTNBr24DOd2aVGbb2MeFLJOKkdeDbHHs6gyM8nL LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Concentrated Loads pb) Vert:11=618(F=309,B=309)15=249(F=125,B=125)16=14(F=7,B=7) Trapezoidal Loads(plf) Vert:1=0(F=10,B=10)-to-11=122(1`=51,B=51),10=122(F=51,8=51)-to-7=296(F=138,B=138) ®WARNING-V"design penuneters and READ NOTES ON THIS AND INCLUDED r41TEK REFERANCE PAGE WI-7473 rev.10/0312016 BEFORE USE R Design valid for use only with dvtirelc®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not y a truss system.Before use,the building designer must verity the appkabilty of design parameters and property Incorporate this design Into the overall ;� ■ bulking design. Bracing Indicated is to prevent bucking of IndMdual truss web and/or chord members only Additional temporary and permanent bracing MI eek• 6 aMmys required for stab9fy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,see ANSI/I%1 QuaBty Cdleda,DSB-89 and SCSI BuBes7ng Component 14515 N.Outer Forty,Suite 0300 Sataty Informdlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Pty Sciarrino Phase 92 125256624 _ J-1500918 CJ08 Diagonal Hip Girder 1 1 Job Reference tion P.O.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Nov 0518:45:28 2015 Page 1 ID:7coaUOZaux?rJ4sHM109E8zOaE-nIGbUTNB24DOd2aVGbb2MeAkJLvkfQDbHHs6gyM8nL 5-5-1 9-10.10 14-7-11 5S1 4S9 4-9.1 Scale=1:31.0 4 5 2.83 12 3x4 3 12 3x6 2 1 3x4= 13 15 11 4x4 = 9 8 7 3x6 II 3x4 = 3x4= i 4-5-35.5-1 9-10.10 14-7-11 4.53 '0.11-14 1 459 4-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.03 8-9 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.90 Vert(TL) 0.03 8-9 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.16 Horz(TL) -0.03 7 n/a n/a BCLL 0.0 ' Code IRC2006lrP12002 (Matrix) Weight:88 Ib FT=0% RCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing, Except 2-9:2x4 SP No.1 10-"cc bracing:6.7 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 7=209/Mechanical,11=540/0-10-10 Max Harz 11=241(LC 6) Max Uplift7=279(LC 6),11=951(LC 6) Max Grav7=276(LC 3),11=540(LC 1) FORCES. (lb)-Max Comp./Max Ten.-All forces 250 pb)or less except when shown. TOP CHORD 1-2=X14/531,2-12=276/126,3-12=265/137 BOT CHORD 1-11=462/628,10-11=-462/387,9-10=539/538,2-10=-673/637,9-13=369/351, 13.14=369/351,8-14=369/351 WEBS 2-8=355/389,348=354/437,3-7=2151269 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left exposed;Lumber DOL=1.00 plate grip DOL=1.00 3) TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom'chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ! OF NEty Y fit between the bottom chord and any other members. P� J N GqR 7) Refer to girder(s)for truss to truss connections. Q� C 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 279 Ib uplift at joint 7 and 951 Ib uplift at CO '9 joint 11. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)534 Ib down and 589 Ib up at r tL 6-2-3,10 Ib down and 67 Ib up at 9-0-2,191 Ib down and 234 Ib up at 9-0-2,and 44 Ib down and 29 Ib up at 11-10-1,and 24 lb down m W and 77 Ib up at 11-10-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. l 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 0.08009 13)ACCEPTED BY' DATE: 100 LOAD CASE(S) Standard R�FESS10 Continued on page 2 November 6,2015 N ®WARNING-Verfly design Parameters and READ NOTES ON THIS AND INCLUDED M/TEX REFERANCE PAGE M11-7473 rev.I&V3/2013 BEFORE USE. Design vald for use only with WTek®connectors.This design is based only upon parameters shown,and is for on individual building component not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall i�;W building design. Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml laic' Is always required for stoblity and to prevent collapse with possible personal injury and property damage. For general guidance reganding the fabrication,storage,delivery,erection and tracing of trusses and truss systems,see ANSI/Ml Quality Cdfeda,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite?300 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarino Phase#2 125256824 J-1500916 CJ08 Diagonal Hip Girder 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:28 2015 Page 2 1D:?coaUOZaux?rJ4sHM109EBzOaE_-nlGbUTNB24DOd2aVGbb2MeAkJLvkfO DbHHs6gyM8nL LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 1-4=-60,4-5=20,1-10=20,6-9=20 Concentrated Loads(lb) Vert:13=309(F)14=120(F=125,B=5)15=18(F=7,B=25) ®WARNING-Vary design paametem and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE WI-7473 rev.10/01/2013 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and Permanent bracing WOW Is always required for stoblty and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/f%I Quality CdWa.DSB-89 and SCSI Building Component 14515 N.Outer Forty Suite III= Safely Inhm allon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Sciarrino Phase#2 125256625 J-1500916 CJ09 DIAGONAL HIP GIRDER 2 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:29 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE -FygzhoNpcMD40ndm3_6gaZBR4jkHT4sMpx1Pe6yM8nK 4-10-11 W,14.5.9 4.9-1 Scale=1:32.7 4 5 2.83 12 3x8 3 11 2x4 11 2 1 3x4 = 12 13 14 5x14 =10 9 8 7 3x10 II 3x4 = 3x4 = 561 S6o 4-10-11 4-10,14 9.10-10 14-7-11 4-10-11 0.V3 041 45-9 4$1 OS2 Plate Offsets(X.1()— 110:1-0.0.0-3.41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.06 7-8 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.70 Vert(TL) -0.08 7-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.28 Horz(TL) -0.00 7 n1a n1a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight 96 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [installation guide. REACTIONS. (Ib/size) 10=393/0-10-4,7=859/Mechanical Max Horz 10=297(LC 16) Max Uplift 10=1402(LC 6),7=-629(LC 7) Max Grav 10=907(LC 19),7=863(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2-651/359,2-11=586/340,3-11=586/340 BOT CHORD 1-10=347/632,9-10=925/911,9-12=229/335.12-13=229/335,8-13=229/335, 8-14=363/314,7-14=363/314 WEBS 8-10=-463/496,3-8=-651/562,3720/486,3-10=704/989 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2) Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat Ii;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left exposed;Lumber DOL=1.00 plate grip DOL=1.00 3) TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pt--1 5.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15);Category II;Exp D;Partially Exp.,Ct=1.1,Min.flat roof snow load governs. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) •This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will OF: NEty Y fit between the bottom chord and any other members. Q� J N GARQ 0,9 7) Refer to girder(s)for truss to truss connections. P 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1402 ib uplift at joint 10 and 629 Ib uplift at CO , '9 joint 7 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)534 Ib down and 589 Ib up at f_ fY 6-2-3,534 Ib down and 589 Ib up at 6-2-2,191 Ib down and 234 Ib up at 8-11-9,191 Ib down and 234 Ib up at 9-0-1,and 24 Ib down n I LU and 77 Ib up at 11-10-1,and 24 lb down and 77 Ib up at 11-10-1 on bottom chord. The design/selection of such connection device(s) 2 Z is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. ,p 13)ACCEPTED BY- DATE. FEss%O � LOAD CASE(S) Standard November 6,2015 Continued on page 2 ®WARNING-Verlry design ponmetws mrd READ NOTES ON THISAND INCLUDED UTTEK REFERANCE PAGE ABI.7473 rev.1 aoarew5 BEFORE USE Design void for use only with Mitek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall MM* building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing M 7®k- is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TpIl Quality Criteria,DSB-89 and SCSI Bullring Component 14515 N.Outer Forty,Suite#300 Sally Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Saarrino Phase 02 125256625 J-1500916 CJ09 DIAGONAL HIP GIRDER 2 1 Job Reference tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:30 2015 Page 2 ID:?coaUOZaux?rJ4sHM109E8zOaE_j8NLv8ORWLxewCzdhd37nkcg74WCX6W2bmzBZyM8nJ LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 4-5=40(F=60) Concentrated Loads(lb) Vert 12=618(F=309,B=309)13=249(F=125,B=125)14=14(F=7,B=7) Trapezoidal Loads(plt) Vert:1=0(F=10,B=10)-to-10=113(F=-46,B=-46),9=113(F=46,B=-46)-to-6-293(F=11 36,B=136) Lbuikfln,=sign. NO-Vgey dedprm perarmtas Intl READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAQE MIF7479 rw.farO.Y/20I3 BEFORE USEld for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an indMdual building component,not tem.Before use,the buikding designer must verity the appAcabilty of des gn parameters and properly Incorporate ihB design Into the overaApa�esign.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracingIYl l lek•equtred for stability and to prevent copapse wlih possible personal Inlury and property damage.far general guidance regarding the n.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ml Quality CrBsAa DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 1300 rmation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qy Plyarrino Phase S2 125256626 J-1500916 CAD Diagonal Hip Girder 2 1 Lb Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:30 2015 Page 1 ID:7coaUOZaux7rJ4sHM109EBzOaE_j8NLv8ORNfLxewCzdhd37nkVd726CWuW2bmz8ZyM8nJ 561 9.9.3 14-4-14 561 4-4-2 4.7-10 Scale=1:34.8 4 5 2.83 F12 3x8 3 11 3x4 II 2 1 3x4= 12 13 5x14=10 r— 'J 9 8 7 3x4 II 3x4= 3x4 = 5-61 410-11 ss o 9 o i 14+14 4-10.11 'abs' 44-2 4-7-10 0.0.1 Plate Offsets(X.)Q- I10:0-941.0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.65 Vert(LL) 0.05 7-8 >999 360 MT20 244/190 Snow(PQ 15.4 Lumber DOL 1 15 BC 0.79 Vert(TL) -0.07 7-8 >999 240 TCDL 10.0 Rep Stress incr NO WB 0.36 Horz(TL) -0.00 7 rVa n/a BCDL 10.0 BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:95 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or B-0-0 oc bracing, Except WEBS 2x4 SP No.2 10-0-0 oc bracing:6-7 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. p/size) 10=100/0-1064,7=489/Mechanical Max Hoa 10=245(LC 6) Max Uplift 10=1479(LC 6),7=391(LC 6) Max Grev 10=1564(LC 19),7=535(LC 3) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=8081733,2-11=759/671,3-11=749/722 BOT CHORD 1-10=655/817,2-10=353/340 WEBS 8-10=341/349,3-10=951/913,3-8=214/316,3-7=228/257 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left exposed;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pt--1 5.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1.1,Min.flat roof snow load governs. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ! pF NEw Y fit between the bottom chord and any other members. J N GARQ, 0,9 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1479111 uplift at joint 10 and 391 Ib uplift at CO � '9 joint 7 9) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support ooncentrated load(s)282 Ib down and 228 Ib up at r 2 11-7-3,282 Ib down and 228111 up at 11-7-3,746 Ib down and 802111 up at 5-7-13,746 Ib down and 802 Ib up at 5-7-13,and 221 Ib m W down and 266111 up at 8-9-4,and 221 ib down and 266 Ib up at 8-9.4 on bottom chord. The design/selection of such connection .Z device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �(� �/ 1 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. �,p O 08009 �G2 13)ACCEPTED BY- ta DATE. 9�FESSIov P Continued on page Z Standard November 6,2015 ®WARNING-Vef y design peramKms and READ NOTES ON THIS AND INCLUDED WTER REFERANCE PAGE MVI-7473 rev.10/03/2015 BEFORE USE Design vald for use only with MfTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and tura systems,see ANSI/TfMI Quality Criteria,DSB-89 and SCSI Building component 14515 N.Outer Forty,Suite 93M Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Ply Sciarrino Phase#2 125256626 J-1500916 CJ10 Diagonal Hip Girder 2 1 Job Reference tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:45:30 2015 Page 2 ID:9coaUOZaux?rJ4sHM109E&DaE�J8NLv8ORNf xewCzdhd37nkVd726CWuW2bmzBZyMW LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pit) Vert:1-40,4-5=20,.1-10=20,6-9=20 Concentrated Loads(ib) Vert:10=830(F=415,B=415)12=282(F=141,B=141)13=560(F=280,8=280) ®wARMNO-lrerf'Y daft,peremetrs errd READ NOTES ON THIS AND INCLUDED eeTElr REFERANCE PAGE MN-7477 rev.10/0=015 BEFORE USE Design void for use only with MiTek®connectors.This design is based arty upon parameters shown,and is for an Individual building component,not �• a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design.Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• k always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJTPI1 Qua*CrWo,OSB-89 and BCSI Builr/dng Component 14515 N.Outer Forty,Suite 0300 Safety Infomaallon available from Truss Piste Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sdartina Phase#2 125256627 J-1500916 _ H10 HIP GIRDER 1 2 Job Reference liana! P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 0518:45:32 2015 Page 1 ID:7coaUOZaux?rJ4sHM109E8zOaE_-gXV6KgQhvHbftELLk6tXCCpxSxpogSToWvF3FRyM8nH 11614 1&2-0 253 0 7 1-1 310-0 3-38 334 4-72 4512 4-7A 336 338 }70-0 0.8-14 4.00 12 1x3 II 6,8= Scale:3/18,=1' 45 6 5ZI 1, 27 7 rM 15a 8 9 3 10 2 11 1 26 12�§ d 251N — 3 2x 24 23 22 19 .29 3018 31 32 17 33 34 16 15 14 2x4 II 4x4 = 3x8=2x4 II JUS24 4x4 = JUS244x8 = JUS24 8x8 — 4x4= 2x4 II 4x6= JUS24 JUS24 JUS24 HJC26 HJC26 11814 ` 380 } 7-12 10.160 1 18.2-0 2(L&2 25110 28-7-0 31-10-0 35$8 3-0.8 338 382 4-72 1512 4-72 338 332 7 }2-12 6x10 Platte Offsets(X.Y)- [4:0-2-O.Edge].[16:0-4-0.0-4-8] LOADING(psf) SPACING- 240-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.03 17 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.06 16-17 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.22 Horz(TL) -0.04 13 n/a rda BCDL 10.0 BCLL 0.0 ' CodeIRC20061TP12002 (Matrix) Weight:500 Ib FT=0°h LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,except BOT CHORD 2x4 SP No.2'Except' 2-0-0 cc purlins(6-0-0 max.):4-9. 1-25,22-24,16-19,12-13,14-16:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 25=745/0-3-8,20=2719/0-7-4,13=1563/0-7-4 Max Horz 25=88(LC 9) Max Uplift25=-677(LC 6),20=1748(LC 6),13=1092(!-C 7) Max Grav 25=940(LC 17),20=2986(LC 16),13=1711(LC 17) FORCES. (Ib)-Max Comp-IMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-26--043/321,2-26=336/425,3-4=161/286,4-5=128/278,6-27=1097/739, 7-27=1097!!39,7-8=1582/923,8-9=1584/926,9-1 0=1 372t754,10-11=880/495, 11-28=322/422,12-28=330/318 BOT CHORD 1-25=331/356,2-25=859/601,23-24=253/231,21-22-751/1049,5-21=600/826, 6-20=1686/895,18-31=516/1097,31-32=516/1097,17-32=516/1097,17-33=556/1306, 33-34=55611306,16-34=556/1306,15.16=357/813,14-15=245/266, 11-13=1622/1022,12-13=328/343 WEBS 2-23=319/499,6-18=924/1832,7-18=895/451,7-17=297/725,8-17=423/270, 9-17=255/408,9-16=104/259,10-16--360/800,10-15=-823/498,11-15=757/1312, 5-20=954/604 NOTES- (19-20) 1)2-*truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. �! OF NE Bottom chords connected as follows:24-2 rows staggered at 0-9-0 cc,2x4-1 row at 0-9-0 cc. ` �Y Webs connected as follows:2x4-1 row at 0-9-0 cc. �P PN GggC O 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)This truss has been checked for uniform roof live load only,except as noted. 4)Wind:ASCE 7-05,120mph;TCDL=6.Opsf,BCDL=B.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise);cantilever left and right r- exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 C7 W 5) TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber D0L=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate m DOL=1 15);Category ll;Exp D;Partially Exp.,Ct--1 1,Lu=50-0-0 Z 6) Unbalanced snow loads have been considered for this design. Q 7) Provide adequate drainage to prevent water ponding. 0.08 8)All plates are 3x4 MT20 unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CFESSICN Continued on page 2 November 6,2015 n ®WARNING•Vsrfry daaryn parameters and READ NOTES ON THIS AND INCLUDED Be7EK REFERANCE PAGE M11-7473 m.1 NOJ/2016 BEFORE USE Design void for use only with Melo connectors.This design Is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI rPll Qua01y CrItWo.DSB-89 and WM Building component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Scianino Phase#2 125258827 J-1500916 H10 HIP GIRDER 1 ^ 2 Job Reference tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:45:33 2015 Page 2 I D:?coaUOZaux?rJ4sHM 109E8zOaE_-8j3UXARKgajWVOwYlpAmIPM6CK"ujykZ?dntyM6nG NOTES- (19-20) 10)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all area where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1748 Ib uplift at joint 20 and 1092 Ib uplift at joint 13. 12)Two RPA USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)25.This connection is for uplift only and does not consider lateral forces. 13)"Semi-rigid pitchbreaks including heels"Member end fiby model was used in the analysis and design of this truss. 14)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 15)Use USP HJC26(With 16d nails into Girder&10d nails into Truss)or equivalent spaced at 14-7-0 oc max.starting at 10-8-4 from the left end to 25-3-4 to conned truss(es)to front face of bottom chord. 18)Use USP JUS24(Wirth 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 13-8-5 from the left end to 23813 to conned truss(es)to front face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber 18)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)147 Ib down and 110 Ib up at 11-8-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 19)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 20)ACCEPTED BY- DATE. LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=l 15 Uniform Loads(pit) Vert:1-4=60,4-9=-60,9-12---60,1-25=20,22-24=20,20-21=20,14-19=20,12-13=20 Concentrated Loads(Ib) Vert:20=130(F)22=1001(F)16=286(F)29=130(F)30=130(F)31=130(F)32=130(F)33=130(F)34=105(F) ®WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11.7473 rev.1010Y20f 5 BEFORE USE. Design valid for use only with Mlek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing ®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI(rPll Quality CrWa,DSB-89 and SCSI SuOding Component 14515 N.Outer Forty,Shite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Pty Sciarrina Phase#2 125256628 J-1500916 H11 HIP GIRDER 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 0518:45:34 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE-cvdslWRyRurNBYVksXi?HcuC2kQs89S5zDkAKKyM8nF 11$14 ' 3 D-0 7-1 1 7 1 1 1 2 4572 25310 ZB-7-0 1-108 3364 310-0 338 33-4 47-0 2 1 4.7-8 33d 338 1Ai4 0.614 Scale=1:59.2 4.00 12 4x6 — 14 I 6x8 = 45 6 29 1 8 y 4x4 3 10 4x6 2 11 12 i �27 � LT I 26 4 13 1ILA r, An n fin nn nn nn 4x4 3X0— 4x6 = 25 24 23 20 30 31 32 19 33 34 18 35 36 17 16 15 2x4 I I HJC26 2x4 1 JUS24 4x6 JUS24 3x8= JUS24 8x8 = 3x6 = 2x4 I I 8x8 = JUS24 JUS24 JUS24 JUS24 HJC26 11514 33.8-0 3-9-6 3 7-18 16160 1 16.247 2P52 25310 267-0 31-108 5 388 338 3841 4-7-8 a572 47-0 336 338 7�1-2-10 6310 Plate Offsets XY1— [4:0-2-0.Edge].[1770-4-0.0-44 [23:Edge.O 4 12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL(root) 20.0 Plate Grip DOL 1 15 TC 0.62 Vert(LL) 0.10 17-18 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.80 Vert(TL) -0.14 17-18 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.96 Horz(TL) -0.05 14 n/a n/a BCDL 10.0 BCLL 0.0 ' Code IRC2006frP12002 (Matrix) Weight:246 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-15 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals,and 2-0-0 oc purlins(3-10=1 max.):4-9. 1-26,23-25,17-20,13-14,15-17.2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 26=739/0-3-8,21=2940/0-7-4,14=1834/0-7-4 Max Horz 26=82(LC 8) Max Uplift26=666(LC 6),21=2006(1_C 7),14=1305(LC 7) Max Grav 26=935(LC 17),21=3201(LC 16),14=1905(LC 17) FORCES. Qb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-27=342/338,2-27=335/425,3-4=154/260,4-5=123/255,6-28=1313/904, 7-28=1313/904,748=1985/1331,8-29=1987/1333,9-29=1985/1334,9-10=1998/1391, 10-11=1311/898 BOT CHORD ' 1-26=331/355,2-26=-855/591,24-25=253/225,22-23=732/1026,5-22=573/795, 20-21=138/255,6-21=1916/1161,19-33=758/1313,33-34=758/113113,118-34=758/1313. 18-35=1198/1888,3536=1198/1888,17-36=1198/1888,16-17=798/1225, 11-14=1801/1234 WEBS 2-24=309/495,6-19=1278/2149,7-19=1102/708,7-18=644/1006,8-18=-428/275, 9-17=316/459,10-17=673/1103,10-16=1126/829,11-16=1129/1690,521=933/581 NOTES- (18-19) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat Il;Exp D;enclosed;MWFRS(low-rise);cantilever left and right F pf- NE�y Y exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 J N GAA 3) TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50.0-0 Gj� C '� 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. I 6)All plates are 3x4 MT20 unless otherwise indicated. r Cc 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n + W 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will m .Z fit between the bottom chord and any other members. 20 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2006 Ib uplift at joint 21 (�O Np 0800g'` 10)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)26.This connection is for uplift only ,O and does not consider lateral forces. 9QFESSJ�NP' 11)-Two 8RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)14.This connection is for uplift ConUnu>3d on pgeTt Consider lateral forces. November 6,2015 ®WARNING-Verity design peremeMs end READ NOTES ON THIS AND INCLUDED 6r/TEIr REFERANCE PAGE mi-7473 rev.10103rM5 BEFORE USE Design void for use only with MfTeM connectors.This design is based only upon parameters shown,and Is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery erection and bracing of trusses and truss systems,see ANSI/TPll Quality CrWa,DSO-89 and BCSI SuOdng Component 14515 N.Outer Forty,Suite#= $afety Itdomrtallon available from Truss Plate Institute,218 N.Lee Street Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarrino Phase 92 125256628 J-1500916 H11 HIP GIRDER 1 1 Job Reference tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:45:34 2015 Page 2 ID:?coaUOZaux?rJ4sHM109E8zOaE_-cvdsNVRyRurN6YVksXi?HcuC2kQs89S5zDkAKKyM8nF NOTES- (18-19) 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 14)Use USP HJC26(With 16d nails into Girder&10d nails into Truss)or equivalent spaced at 14-7-0 oc max.starting at 10-84 from the left end to 25-3-4 to connect truss(es)to back face of bottom chord. 15)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 12-5-8 from the left end to 23-2-14 to connecttruss(es)to back face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber 17)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 18)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 19)ACCEPTED BY- DATE. LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 1-4=-00,4-9 0,9-12=-60,1-26=20,23-25=20,21-22=20,15-20=20,13-14=20 Concentrated Loads(Ib) Vert 23=960(8)17=960(B)30=130(B)31=130(B)32=130(B)33=130(B)34=130(B)35=130(B)36=130(B) ®WARNING-Verily design paramsh"and READ NOTES ON THIS AND INCLUDED AOTEK REFERANCE PAGE A4/I-7473 nw.1003/2015 BEFORE USE. Design void for use onty with MfTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall Mal' building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJPII Gua6ly CrBeda,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Ply Sciamno Phase 92 125256629 J-1500916 H12 Hip Girder 1 3 Job Reference(optionao P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:36 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_YIIc9CTCzV55Mrf6zykTM1_Z2YAjcEfOQWDHOCyMBnD 2 1 7 4$$ 4.8.8 4&8 9.8 4-7-12 4-7-12 4-11, 6x8= 4x6= Scale=1:56.5 5 6 4.00F1_2 4x4 44 4 7 3x4% 3x4 5x8= 3 8 5x6= 6x12 5x14 = 12 9 d r; o � 19 19 21 22 24 2 26 27 13 28 30 31 17 JUS26 16 JUS26 JUS26 15 JUS26 JUS26 14 JUS26 JUS26 12 JUS26 JUS26 11 HUS26 10 3x10 I I 3x4= 04= 3x8— 4x6 44= 3x4= 3x4 I HUS26 JUS26 JUS26 HUS26 JUS26 1562 p.74, 51-12 BA-4 14-2-12 1444 1 7.14 24.3.10 242-14 b7.4' 4$A ' 4$8 ' 4" 4-7-12 4-7-12 4-114 68-14 Plate Offsets(X.) = [2:0-5-10.0-4-0).[6:0-3-0.0-0-8).[970-3-12.0-1-0].(18:0-2-0 0-7-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.53 Vert(LL) 0.03 11-12 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.46 Vert(TL) -0.05 11-12 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.28 Horz(TL) 0.01 21 n1a rUa BCLL 0.0 ' Code IRC2006frP12002 (Matrix) Weight:734 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2*Except* end verticals. Except: 1-17:2x4 SP No.2 1 Row at midpt 3-5,6-9 WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-18:2x8 SP DSS OTHERS 2x8 SP DSS REACTIONS. (lb/size) 14=6852/0-5-8,19--3374/0-7-4.21=2681/0-74 Max Horz 19=316(LC 8) Max Uplift 14=3302(1_C 8),19=1601(LC 8),21=1247(LC 9) Max Grav 14=6852(LC 1),19=3374(LC 1),21=2868(LC 4) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=295/551,1-3=1699/877,3-4=765/433,4-5=438/915,5-6=-414/867, 6-7=-434/909,748=1072/497,8-9=2000/880,17-19-699/1694,2-18=-484/395, 2-19=1196/618,10-20=548/1289,9-20=548/1289 BOT CHORD 16-24=864/1547,24-25=864/1547,15-25=864/1547,15-26=-409!729,26-27=-409/729, 14-27=-409f729,13-14=474/1024,13-28=474/1024,12-28=-474/1024,12-29=-835/1899, 29-30=-835/1899,11-30=-835/1899,11-31=220/514,10-31=220/514 WEBS 1-16=919/1799,3-16=496/1006,3-15=1132/630,4-15=1307/2535,4-14=2538/1298, 5-14=589/283,7-14=2817/1312,7-12=1245/2672,8-12=1193/493,8-11=463/1119, 9-11=746/1681 NOTES- (17-18) 1) 3-py truss to be connected together with 10d(0.131"x3")nails as follows: V�! Orr NEiv Y Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at D-9-0 oc,2x4-1 row at 0-7-0 cc. Bottom chords connected as follows:2x4-1 row at 0.7-0 oc,2x6-2 rows staggered at 0-6-0 oc. �P �JPN GARL, O� Webs connected as follows:2x4-1 row at 0-9-0 oc. CO 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Py to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3) This truss has been checked for uniform roof live load only,except as noted. r fy 4) Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise);cantilever left and right n r � exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 ((1 5)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate Z Z DOL=1.15);Category Il;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0 6) Unbalanced snow loads have been considered for this design. ��A �Q•08009 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Fes SI ON Continued on page 2 November 6,2015 .A WARNING-VeAfy design paramsiaa and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE WI-7473 rev.781e312015 BEFORE USE. �* � Design void for use only with MfrekS connectors.This design is based only upon parameters shown,and Is for an Individual building component,not R�• a truss system.Before use,the building designer must verity the applcabilty,of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW oNvoys required for stability anis to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify CrWa,OSB-89 and SCSI BuBding Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarrino Phase S2 125256629 J-1500916 H12 Hip Girder 1 3 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:36 2015 Page 2 ID:7coaUOZaux7rJ4sHM1O9E8zOaE_YIIc9CTCzV55Mrf6zykTM1_Z2YAjcEfOQWDHOCyMSnD NOTES- (17-18) 9) •This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Bearing at joint(s)19,21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 3302 Ib uplift at joint 14,1601 Ib uplift at joint 19 and 1247 lb uplift at joint 21 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 14)Use USP HUS26(With 16d nails into Girder&16d nails into Truss)or equivalent spaced at 23-9-4 oc max.starting at 0-9-0 from the left end to 26-6-4 to connect truss(es)to back face of bottom chord. 15)Use USP JUS26(With 1 Od nails into Girder&1 Od nails into Truss)or equivalent spaced at 5-11-10 oc max.starting at 2-7-12 from the left end to 28-5-14 to connect trusses) to back face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber 17)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 18)ACCEPTED BY- DATE. LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(pit) Vert 4-3=-60,10.17=20 Concentrated Loads(Ib) Vert 17=1267(B)13=768(B)14=768(B)11=771(B)10=791(8)22=769(B)23=769(8)24=769(13)25=769(13)26=769(B)27=769(B)28=768(B)29=768(B) 30=768(13)31=795(B) ® WARNING.Vatiy dWpn perm etm mrd READ NOTES ON TMS AND INCLUDED IIBTEK REFERANCE PAGE 11110-7473 mv.1WOWM5 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage.Far general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality criteria,DSB-89 and SCSI Buftng Component 14515 N.Outer Forty,Suite III= Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarrino Phase#2 125256630 J-1500916 H13 HIP GIRDER 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:45:37 2015 Page 1 I D:?coaUOZaux?rd4sH M 109E8zOaE_-0UI?NXUq kpDy_?EJXfFivF WepyRCLYgYfAzgwfyMBnC i NN 10-2-12 171-0 25b10 31-10-6 ari.R.R 33-1�0-01 6-4-12 734 7-11-10 6.412 310-0 Scale:3/16"=1' 4x6= 4.00 12 3x8 = 4x6= 3 Ma 5a 17 Is, 4 18 5a 5- 5X6 5x6 2 6 sv 1 16 7 19 3x4 = 15 4x4 3x4= l = 3x4= nn nn nn 14 13 20 21 22 72 23 11 24 25 10 9 2x4 II 6x8 JUS24 JUS24 JUS24 3x8 11 06= JUS24 JUS24 6x8= 3x4 II HJC26 JUS24 JUS24 HJC26 12 10-2-12 25,5.10 31-10-6 3-2-12 11 6-0-12 734 7-11-10 6-4-12 7-4 32-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.91 Vert(LL) 0.10 10-12 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.83 Vert(TL) -0.14 10-12 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.87 Horz(TL) -0.05 8 rVa rda BCLL 0.0 ' Code IRC20061TP12002 (Matrix) Weight:212 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins,except M.2x4 SP No.1 24)-0 oc purlins(5-0-13 max.):3-5. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except 2-14,6.9:2x4 SP No.2 10-0-0 oc bracing:14-15,8-9. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide- REACTIONS. (lb/size) 15=1235/0-7-4,8=1307/0-74,12=2319/0-5-8 Max Horz 15=87(LC 9) Max Uplift 15=1ODO(LC 6),8=1056(LC 7),12=1607(LC 6) Max Grav 15=1423(LC 17),8=1493(LC 17),12=2663(LC 16) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-16=339/296,2-16=337/417,2-3=893/662,3-17=824/665,4-17=826/664, 4-18=9511733,5-18=948!734,5-6-1021!718,6-19=-323/418,7-19=325/297 BOT CHORD 1-15=314/346,2-15=1327/941,6.8=1411/1002,7-8=316/334 WEBS 2-13=710/1027,3-13=95/264,4-13 38/999,4-12=1859/1204,4-10=718/1095, 5-10=93/283,6-10=795/1174 NOTES- (16-17) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 3) TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category Il;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0 of NE{v Y 4) Unbalanced snow loads have been Considered for this design. J 5) Provide adequate drainage to prevent water ponding. Q�N Gqq C 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. CO 9 7) •This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240.0 wide will fit between the bottom chord and any other members. 8)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at#(s)15.This connection is for uplift only f W and does not consider lateral forces. t7 9)Two RT16A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)8 and 12.This connection is for m - Z uplift only and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0.08010 9� 11)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ,p 12)Use USP HJC26(With 16d nails into Girder&10d nails into Truss)or equivalent spaced at 15-2-2 oc max.starting at 10-3-2 from the A�FESSI�NP left end to 25-5-4 to conned truss(es)to front face of bottom chord. Continued on page 2 November 6,2015 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE AfX7M rev 10/DYM5 BEFORE USE sense' Design void for use only with Wel®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek'Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fatxicatton,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPll putty Cdleda,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite rr300 safety Information available from Truss Piste Institute,218 N.Lee Street Suite 312,Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Ory Pry Sdarrino Phase#2 125258830 J-1500916 H13 HIP GIRDER 1 1 Job Reference trona P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 0518:45:37 2015 Page 2 ID:?coaUOZaux7rJ4sHM109E8zOaE_OUI7NXUgkpDy_7EJXfFivFWepyRCLYgYtAzgwryM8nC NOTES- (16-17) 13)Use USP JUS24(With 1 Od nails into Girder&1 Od nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 12-2-0 from the left end to 24-0-8 to conned truss(es)to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 16)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 17)ACCEPTED BY- DATE. LOAD CASE(S) Standard 1) Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pill Vert:1-3=60,3-50,5-7=60,1-15=20,9-14=20,7-8=20 Concentrated Loads(Ib) Vert 11=120(F)13=581(F)10=581(F)20=120(F)21=120(F)22=120(F)23=120(F)24=120(F)25=120(F) ®WARAUNG-Verify durpn Pnemetre and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI-7473 rw.10/031015 BEFORE USE. Design vald for use only with WTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component not • a truss system.Before use,the building designer must verity the applcablIN of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cdreda.DSB-89 and BCSI Building component 14515 N.Outer Forty,Suite 0300 So$*tion available from Tera Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 83017 Job Truss Truss Type Qty Ply Sciarrino Phase#2 125256631 J-1500916 111 Jack-Closed 4 1 Job Reference(options!) P.O.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:38 2015 Page 1 I D:7coaUOZauxlrJ4sHM 1 O9E8zOaE_-VhsNatUSV 7 Lob9p V5NmxSS3stLn P43RhugiOT5yM8n B 4-2-7 42-7 4.00 12 2 Scale=1:20.6 5)6- 6 N 1 nId 3x4= 2x4= 4 3x10 // 1x3= 5 VERTICALS THAT ARE EXTENDED BELOW A CHORD FORMING A'LEG DOWN'CONDITION ARE NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT ADDITIONAL DESIGN CONSIDERATIONS(BY OTHERS)ARE REQUIRED TO TRANSFER THESE FORCES TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. 3-10-0 3-10-0 0-0 7 Plate offsets a.Y�- [270-2-14.0-2-81,1570-14.0-1-9] LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) 1/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.76 Vert(LL) 0.00 3 >999 360 MT20 244/190 Snow(PO 15.4 Lumber DOL 115 BC 0.83 Vert(TL) 0.00 3 >999 240 TCDL 10.0 BCLL O,p Rep Stress Incr YES WB 0.58 Horz(TL) -0.03 5 Na Na Code IRC2006ITP12002 (Matrix) Weight:22 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=1098/0-7-4,5=773/Mechanical Max Horz 4=105(LC 7) Max Uplift4=1105(LC 7),5=773(LC 1) Max Grav 4=1 098(LC 1),5=763(LC 7) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=896/310,2-6=-883/346,3-5=2089/773,2-3=1329/539 BOT CHORD 1-4=288/940 WEBS 2-4=-82812047 NOTES- (11-12) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct-1 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ! of NE�/Y 6) •This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q'<<i N GqqC�, O fit between the bottom chord and any other members. Q� 7) Refer to girder(s)for truss to truss connections. CO JJ 9 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 773 Ib uplift at joint 5. 9) Two RT16A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)4.This connection is for uplift only and does not consider lateral forces. r cc: 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. n LUW 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 4! 12)ACCEPTED BY DATE. 4 �0.080flg�P��l�a �FFSS10 November 6,2015 ®WARNING-Vartly Ws7gn perametra erw READ NOTES ON THIS AND INCLUDED Rfr7EK REFERANCE PAGE Alli-7473 rev.1010312073 BEFORE USE Design void for use only with PNTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use.the building designer must vedry the applicability of design parameters and property Incorporate this design into the overall bullding design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJMl Quanly CrWa,DSB-89 and BCSI Bundling Component 14515 N.Outer Forty,Suite#300 Safely Intormallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarrino Phase#2 - _ 125256832 J-1500916 J12 Jack-Closed 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:38 2015 Page 1 ID:?coaUOZaux?rJ4sHM1 09E8zOaE -VhsNatUSV7Lob9pV5NmxSS3pWLos49ChugiOT5yM8nB 3-10-0 F-2-7 I — 3-10-0 24-7 Scale:12"=1' 3 4 4.00 12 1x3 3x8% 9 2 UJ1 3x4 = 8 4XE 7 6 3x4 I I 3x6= i 3.2-12 3-10-0 6-2-7 3-2-12 0.7-0 -0-7 LOADING(prat) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL(root) 20.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) 0.01 6-7 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.73 Vert(TL) -0.00 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:36 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2'ExcepY BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except 1-8:2x6 SP No.2,2-7.2x4 SP DSS 10-0-0 oc bracing:5-6. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=723/0-7-4,6=238/Mechanical Max Horz 8=150(LC 7) Max UpliftB=-692(LC 7),6=238(LC 1) Max Grav 8=723(LC 1),6=238(LC 7) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 1-2=906/334 BOT CHORD 148=263/925,2-851/1608,6-7=183/461 WEBS 2-6=861/341 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf,BCDL=6.0psf,h=35ft;Cat II;Exp D;enclosed;MWFRS Qow-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3) TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber D0L=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct-1 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will ! pF NIE y fit between the bottom chord and any other members. 7) Refer to girder(s)for truss to truss connections. PN GAR C9 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 238 lb uplift at joint 6. r✓j 9) Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)8.This connection is for uplift only and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r W 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. m fL 12)ACCEPTED BY- DATE. L 0.()B v R�FESS1014 November 6,2015 ® ert&�an rametem Pe -- WARNING-V entl READ NOTES ON THIS AND INCLUDED MlrEK REFERANCE PAGE WI-7473 rev.t a0Y101#BEFORE USE Design void for use only with M7ek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not _- - a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of Individual thus web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPll Quay Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safely Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Sciarrino Phase*2 125256633 J-1500916 J13 Jack-Closed 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:45:39 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E&OaE_-ztQ1oDV4GQTfDJOhf4HA_gb1 elkpcdg7USx?XyM8nA 31 0-0 8-2-7 3-10-0 44-7 1x3 I I Scale=1:27.7 3 4 4.00 F12 9 5x6% 2 1 3x4 = 8 3xB- 7 6 30 11 3x4= 3-2-12 3.10-0 8-2-7 3-2-12 0.74 1 44-7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.76 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 Snow(PQ 15.4 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.03 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 ' Code IRC2006rrPI2002 (Matrix) Weight:46 Ib FT=0% BCDIL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 64-0 cc bracing. 2-7.2x4 SP DSS,5-7.2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 3P No.2 be installed during truss erection,in accordance with Stabilizer Installation ouide. REACTIONS. (Ib/size) 8=636/0-74,6=8/Mechanical Max Horz 8=194(LC 7) Max Uplift8=558(LC 7),6=57(1_C 8) Max Grav 8=636(LC 1),6=40(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=877/331 BOT CHORD 1-8=259/889,2-8=527/1168,6-7=161/366 WEBS 2.6=-463/203 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and fight exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3) TCLL.ASCE 7-05;Pr-20.0 psi(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ! OF N E fit between the bottom chord and an other members. `i 7) Refer to girder(s)for truss to truss connections. '� 8) Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 57 Ib uplift at joint 6. �Q' ,JQ�P�GggC�� 9) Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)8.This Connection is for uplift only CO and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. r 1Y 12)ACCEPTED BY DATE. m Ulf W Z ��OA �0.080fl91P�'�� °FESS10 November 6,2015 ®WARNING-Verity design pernoWrs end READ NOTES ON THIS AND INCLUDED NrrEX REFERANCE PAGE NII-7473 nw.UVONW15 BEFORE USE Design vaid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not �• a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall iiilll��Y�■■■ building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek*Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/111P11 Quality Criteria,DS8-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Infonriallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type City Py Scfarrino Phase#2 125256834 J-1500916 J14 JACK-CLOSED 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Nov 05 18:45:40 2015 Page 1 ID:?ooaUOZaux?rJ4sHM109EBzOaE_R3 7?ZWjlkbWrTzuCnoPXt8B19WRY3r_LBBVXzyM8n9 3-10-0 8-4-7 110-0 4S7 Scale=1:28.0 3 4 1x3 4.00 12 9 5x6 2 1 3x4= 8 Y 3x8- 7 6 3x4 11 30= i 3-2-12 310-0 84-7 3.2-12 171 41x7 LOADING(per SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 115 TC 0.78 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 115 BC 0.60 Vert(TL) -0.04 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight 46 Ib FT=0% RcnL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x6 SP No.2'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 2-7.2x4 SP DSS,5-7.2x4 SP No.2 MiTek recommends that Stabilizers and.required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=636/0-7-4,6=22/Mechanical Max Horz 8=197(LC 7) Max Uplift8=554(LC 7),6=60(LC 8) Max Grav 8=636(LC 1),6=52(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=875/331 BOT CHORD 148=258/886,2-8=525/1155,6-7=158/357 WEBS 2-0=-445/197 NOTES- (11-12) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(fiat roof snow Lumber DOL=1 15 Plate DOL=1.15);Category 11;Exp D;Partially Exp.,Ct=1 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ! fit between the bottom chord and an other members. 01: N[1 `i 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 Ib uplift at joint 6. �P ,JPN C'ARCOi9 9) Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)8.This connection is for uplift only CO and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. r 12)ACCEPTED BY- DATE. m LIJ W Z 2 � 0. 0800g� Fess% November 6,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED IM7EX RV:ERANCE PAGE MI-7473 rev.loroarzwe BEFORE USE Design void for use only with Mirek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall i�Y■ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems,see ANSI/TPll Quality Criteria,DSB-89 and BCSI guiding Component 14515 N.Outer Forty,Suite 9300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty I Py Sciarrino Phase S2 125256635 J-1500916 J15 JACK-CLOSED 4 1 Job Reference trona P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 B Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:45:40 2015 Page 1 ID:?coaUOZaux?rJ4sHM109EBzOaE_-R3_7?ZWjl kbWrTzuCnoPXt8A19UPY3p_L8BVXzy ASn9 3-10-0 6-4-7 3-10-0 2-0-7 Scale=1:24.4 3 4 4.00 12 1x3 3x8% 9 2 1 3x4= 8 4 7 6 3x4 I I 4x4 = i 3-2-12 3.10-0 6-4-7 3-2-12 0.7 2.6.7 LOADING(per SPACING- 24)-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.90 Vert(LL) 0.01 6-7 >999 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 115 BC 0.73 Vert(TL) -0.01 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight:37 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling direly applied or 64-0 cc bracing, Except 1-8:2x6 SP No.2,2-7 2x4 SP DSS 10.0.0 cc bracing:5-6. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=703/0-7-4,6=205/Mechanical Max Horz 8=154(LC 7) Max Uplift8=-669(IC 7),6=205(LC 1) Max Grav 8=703(LC 1),6=208(LC 7) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 1-2=903/334 BOT CHORD 1-8=263/922,2-8=-627/1532,6-7=182/456 WEBS 2-0=803/321 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat Il;Exp D;enclosed;MWFRS(kw.-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct--1 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ! of: N IE Y fit between the bottom chord and any other members. '<<i 7) Refer to girder(s)for truss to truss connections. �P Jp,N GAgC� 0,9 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 205 Ib uplift at joint 6. CO � "9 'f 9) Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)8.This connection is for uplift only and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r cc 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. m W 12)ACCEPTED BY- DATE. Z 2 O 080d9� 9OF�ss%O November 6,2015 ®WARNING-Vo fry design perar»rhn and READ NOTES ON THIS AND INCLUDED egTElc REFERANCE PAGE WI rev.14110YM6 BEFORE USE MUM Design vald for use only with MiTek®connectors.This design It based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ■■.�iY�� building design. Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systerru,see ANSI/r%1 QuafHy CrIteda,DSIII-89 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Safely Informa8on available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty .Py Scianino Phase 42 125256636 J-1500918 J16 JACK-CLOSED 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Mrrek Industries,Inc. Thu Nov 0518:45:41 2015 Page 1 ID:7coaUOZaux7rJ4sHM109E8zOaE_-vGYVDvXLo2jNSdX4mVKe35hLzZpRHR77aox23QyM8n8 4.4-7 4-4-7 4.00 122 Scale=1:20.9 4x6 6 Y N 1 3x4 = 3 2x4 = 4 3x10 1 aCJ- 5 VERTICALS THAT ARE EXTENDED BELOW A CHORD FORMING A'LEG DOWN'CONDITION ARE NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT ADDITIONAL DESIGN CONSIDERATIONS(BY OTHERS))ARE REQUIRED TO TRANSFER THESE FORCES TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. 3-10-0 3-10-0 Plate Offsets(X.))- r2:0-2-14.0-2-0).1570-1-4.0-1:0 LOADING(psf) SPACING- 24)-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 115 TC 0.84 Vert(LL) 0.00 4 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 115 BC 0.74 Vert(TL) 0.00 3 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.52 Horz(TL) -0.02 5 n/a n/a BCDL 10.0 BCLL 0.0 Code IRC2006lrP12002 (Matrix) Weight:23 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing direly applied or 2-7-8 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid Ceiling directly applied or 6-0-0 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=899/0.7-4,5=561/Mechanical Max Herz 4=109(LC 7) Max Uplift4=899(LC 7),5=561(1-C 1) Max Grav 4=899(LC 1),5--551(LC 7) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 1-0=978/344,2-6=965/381,3-5=1513/561,2-3=1024/419 BOT CHORD 1-4=319/1020 WEBS 2-4=744/1830 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:-ASCE 7-05;120mph;TCDL=e.Opsf;BCDL=6.Opsf;h=35ft;Cat Il;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip*DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1 4) Unbalanced snow loads have been considered for this design. NE Y 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. of 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q� J N GAq ' 0,9 fit between the bottom chord and any other members. Q� C 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 561 Ib uplift at joint 5. 9) Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)4.This connection is for uplift only and does not consider lateral forces. r 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. m 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. L 12)ACCEPTED BY- DATE. ��op9 0.08009�P��4�c? �FEsstoN November 6,2015 ®WARNING-Verf&design paameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Mp-7173 rev.I&ON 15 BEFORE USE. R Design valid for use only with MfTek®connectors.This design h based only upon parameters shown,and is for an lndMduol building component,not qF�• a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall �■■iii building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing Ml I®k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and truss systems.see ANSI/T%1 Quanty Cdhda.DS649 and BCSI B llcling Component 14515 N.Outer Forty,Suite 0300 So"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Py Sctamno Phase 82 125256637 J-1500918 J29 Jack-Closed 16 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:41 2015 Page 1 I D:7coaUOZaux7rJ4sHM109E8zOaE_-vGYVDvXLo2jNSdX4mVKe35hLsZmHHWS7aox23QyM8n8 3-16-0 10-4-12 3-10-0 6--12 Scale:3/8"=1' 3 4.00 12 r 7 5x8% 2 1 3x4 = 4x4= 6 5 2x4 11 4 3x4= i 3-2-12 . 10-0-12 3-10.0 32-12 171 6-0-12 LOADING(psf) SPACING= 24)-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.84 Vert(LL) -0.06 4-5 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.94 Vert(TL) -0.16 4-5 >482 240 TCDL. 10.0 Rep Stress Ina YES WB 0.24 Horz(TL) -0.03 4 rVa n/a BCLL 0.0 Code IRC2006lrP12002 (Matrix) Weight:56 Ib FT=0% RCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-42 oc purlins, except BOT CHORD 2x4 SP No.2*Except* end verticals. 1-0:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [installation guide. REACTIONS. (Ib/size) 4=150/Mechanical,6=670/0-7-4 Max Horz 6=239(LC 7) Max Uplift4=98(1_C 8),6=541(LC 7) Max Grav4=167(LC 3),6=670(LC 1) FORCES. (lb)-Max CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=840/316,3-4=157/306 BOT CHORD 1-0=239/839,2-6=545/1092 WEBS 2-4=285/147 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf,h=35ft;Cat Il;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will OF NEW Y fit between the bottom chord and any other members. Q�,J N GqqC C9 0,9 7) Refer to girder(s)for truss to truss connections. P 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 98 Ib uplift at joint 4. Gj 9) Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)6.This connection is for uplift only and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. t_ 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. n W 12)ACCEPTED BY- DATE: Z ��F No 1 gyp. O •080& ��C. A9OFEss%°NP November 6,2015 A WARNING-Ver/ly deslyn penwNtwe end READ NOTES ON THIS AND INCLUDED AOTEK REFERANCE PAGE WP7473 rev.101031016 BEFORE USE Design void for use only with Weld&connectors.This design Is based only upon parameters shown,and is for an Individual building component,not o truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ii��i�■ii building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and pemlonent bracing MiTek' Is otways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and!racing of trusses and truss systems,see ANSIR%1 Qualify Criteria,DSB49 and BCSI Builtdtng Component 14515 N.Outer Forty,Suite SM So"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Ply Sdamno Phase#2 125256638 J-1500916 J34 Jack-Closed 2 1 Job Reference tonal P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:42 2015 Page 1 ID:TcoaUOZaux?rJ4sHMI09E8zOaE_NSSuQFYzYLr£4m6GKCrtcDbezDJO05HpSgbcsyM8n7 r0.71 6812 Scale=1:33.6 4.00 12 1 2 012= 1 6 5 7 5x8 4 4x6 = 3 3x4= .0-7-4 7-2-0 0.744 6x12 Plate Offsets Q5_Y?- [5:0-2-0.0-7-41 [6:0-941.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 0.90 TC 0.52 Vert(LL) -0.09 3-4 >811 360 MT20 244/190 Snow(PI) 15.4 Plate Metal DOL 0.90 BC 0.51 Vert(TL) -0.23 3-4 >324 240 TCDL 10.0 Lumber DOL 0.90 WB 0.02 HOrz(TL) -0.01 3 n/a n/a BCLL 0.0 ' Rep Stress Incr YES (Matrix) Weight:47 Ib FT=0% BQQL 10.0 Code IRC20D6/TPI2002 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD 6-0-0 cc bracing:4-0 BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2*Except* MiTek recommends that Stabilizers and required cross bracing 1-5:2x8 SP DSS be installed during truss erection,in accordance with Stabilizer [Installation guide. REACTIONS. (lb/size) 3=125/Mechanical,7=130/0-7-4 Max Horz 7=229(LC 9) Max Grav 3=188(LC 5),7=192(LC 5) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 6-7=282/41 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.0psf;BCDL=6.0psf,h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psi(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15);Category 11;Exp D;Partially Exp.,Ct-1 1 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s)for truss to truss connections. 7) Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. QF NIE 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. !` Y 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. GAP C/ 0 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. CO '9 11)ACCEPTED BY- DATE. * k r p� n w 2 m2�� do•0891 �o O 0 AROFEssi°NP November 6,2015 ®WARNING-Vsrfry dealgn perenMar+and READ NOTES ON TN/S AND INCLUDED IIa1EK REFERANCE PAGE AfrL7473 rw.taOJ/201e BEFORE USE Design void for use only with WTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall i/;Y� building design.Bracing Indicated Is to prevent bucking of Individual truss web and/or chard members only.Additional temporary and permanent bracing M 11®k' Is aAvays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tabricatIon,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPII Quay CrOWm DSB-89 and BCSI Building Componmd 14515 N.Outer Forty,Suite X300 Safety I=cdlon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Scianino Phase#2 125256639 J-1500916 J38 JACK-CLOSED 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 0518:45:43 2015 Page 1 1D:7coaUOZaux?rJ4sHM109E8zOaE_-regGdbYbJfz5iwhTuwM69Vft AMg6T9Q16Q98lyM8n6 ,0.7d 3-1-11 a7� 2S7 4.00 F12 Scale=1:24.5 2 3 b 4x12= 1 8 7 9 5x8= aQ v 64x6= 5 3x4 = 3.1-11 0.7 4 2�•7 Plate Offsets tx.Yl- [Z:0-2-0.0-7-4].F&O-9-8.Edoel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 0.90 TC 0.54 Vert(LL) 0.00 5-6 >999 360 MT20 244/190 Snow(Pf) 15.4 Plate Metal DOL 0.90 YES BC 0.05 Vert(TL) -0.00 5-6 >999 240 TCDL 10.0 Lumber DOL WB 0.03 Horz(TL) -0.01 5 n/a n/a BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IRC2006rrPI2002 (Matrix) Weight 28 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. Except: WEBS 2x4 SP No.2*Except* 10-0-0 cc bracing:6-8 1-7:2K8 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ouide- REACTIONS. (lb/size) 5=33/Mechanical,9=20/0-7.4 Max Horz 9=234(LC 9) Max Uplift5=50(LC 9),9=5(LC 7) Max Grav 5=61(LC 5),9=59(LC 9) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 8.9=328/86 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2) Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pf=15.4 psf(flat roof snow.Lumber DOL=1.15 Plate DOL=1.15);Category 11;Exp D;Partially Exp.,Ct=1 1 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been,designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. of NEtN 6) Refer to girder(s)for truss to truss connections. 7) Bearing at joint(s)9 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity PN GagC,y0 of bearing surface. 71 '9 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 50 Ib uplift at joint 5 and 5 Ib uplift at joint 9. 9) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. rcc 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. m u . 12)ACCEPTED BY- DATE. Z N0.08009", v 9OFESS►0NP November 6,2015 -� ®WARNING-Verify dselgn pararrmalara and READ NOTES ON THIS AND INCLUDED M7Elr REFERANCE PAGE Afrl-7473 rev.1010]/20f a BEFORE USE Design void for use only with MfTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Sciarrino Phase 9.2 125256640 J-1500918 J37 JACK-CLOSED 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Nov 0518:45:43 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_regGdbYbJfz5twhTuwM69WrdlMd81TJ016Q98lyM8n8 0.7 i 5.1-11 a7� 41i7 4.00 F12 Scale=1:28.0 2 3 1 4x12= t 8 7 5x8= 9 6 5 4x8= 3x4= 0.7-0 5-1-11 a71 4-6-7 Plate Offsets M.)O= [Z:0-2-0.0-7=4].(8:0-9-8.Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 0.90 TC 0.53 Vert(LL) -0.02 5-6 >999 360 MT20 244/190 Snow(PI) 15.4 Plate Metal DOL 0.90 BC 0.22 Vert(TL) -0.04 5.6 >999 240 TCDL 10.0 Lumber DOL 0.90 WEI 0.02 Horz(TL) -0.01 5 n/a n/a BCLL 0.0 ' Rep Stress Incr YESBCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight:37 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-11 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. Except WEBS 2x4 SP No.2*Except* 10-0-0 cc bracing:6-8 1-7'2x8 SP DSS BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=53/Mechanical,9=41/0-7-4 Max Horz 9=234(LC 9) Max Uplift s=l2(LC 9) Max Grav 5=100(LC 5),9=81(LC 5) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 8-9=271/71 NOTES- (11-12) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(fiat roof snow:Lumber D0L=1 15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct=1 1 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will t O� NE y fit between the bottom chord and an other members. 6) Refer to girder(s)for truss to truss connections. 7) Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity GAR�'i °9 of bearing surface. CO '9 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 12 Ib uplift at joint S. 9)"Semi-rigid pitchbreaks including heels"Member end"model was used in the analysis and design of this truss. r 10)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. cc W 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. n ' !C/ 12)ACCEPTED BY- DATE: L 0.08 91 ROFEsstoNP November 6,2015 ®WARNING-Vw9y dasdyn pareamtera and READ NOTES ON THIS AND INCLUDED IUITEK REFERANCE PAGE I1e04473 rov.1010YM5 BEFORE USE Design void for use only with WTekS connectors.This design is based only upon parameters shown,and Is for on individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall �Y■ building design. Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M I lel• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPll Quality Criteria.DSB-89 and BCS Building Component 14515 N.Outer Forty,Suite 9300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. chesterfield,MO 63017 Job Truss Truss Type City Ply Sciarrino Phase A2 125256641 J-1500918 J44 Jack-Closed 9 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:44 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8z0aE JgEerxZD4z5yJ4GfRdtLhjJsZmnHUtDZGm9lgtyM8n5 i 310-0 10.2-12 110, 6-4-12 Scale:3/6"=1' 3 4.00 12 7 5x8% 2 - 1 3x4 = 44= 6 Ei 5 2x4 11 4 3x4= 32-12 3-10-0. 10-2-12 32-12 0-7� 64-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.81 Vert(LL) -0.06 4-5 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.99 Vert(TL) -0.14 4-5 >517 240 TCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(TL) -0.03 4 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 56 Ib FT=0% RQDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins, except BOT CHORD 2x4 SP No.2'Except" end verticals. 1-6:2x6 SP Not BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [installation guide. REACTIONS. (lb/size) 4=140/Mechanical,6=666/0-7-4 Max Horz 6=236(LC 7) Max Uplift4=95(LC 8),6=541(LC 7) Max Grav4=158(LC 3),6=666(LC 1) FORCES. (lb)-Max.Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2-842/316,34=152/298 BOT CHORD 1-6=240/842,2-6=542/1092 WEBS 2-4=297/152 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf,h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pf=15.4 psf(fiat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct--1 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a rive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will of: NE{v Y fit between the bottom chord and any other members. J N GAq 0 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 Ib uplift at joint 4. CO Nrmar 9) Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)6.This connection is for uplift only and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r- cc W 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. m W 12)ACCEPTED BY- DATE. Z .08 �FESSION November 6,2015 ®WARNING-Vsrfly design perametas and READ NOTES ON THIS AND INCLUDED IIrITEK REFERANCE PAGE Itll-7473 rev.1010312015 BEFORE USE , -- Design void for use only with Mlfek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use,the budding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall budding design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stabily,and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see AN51/TP11 Quality Criteria,DSB-89 and BCSI BuBdtng Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarrino Phase S2 125256642 J-1500918 J45 JACK-CLOSED 3 1 Job Reference(option P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:45:45 2015 Page 1 I D:?coaUOZaux?rJ4sHM109E8zOaE_-n1 n02HarrGEpxErr?LOaExrOyABNDF7jVQvFDByM8n4 44-7 4-4-7 Scale=1:20.9 4.00 12 2 4x6 6 4 ED N 1 3x4 = 3 2x4 = 4 r4 3x10 1X3— 5 VERTICALS THAT ARE EXTENDED BELOW A CHORD FORMING A'LEG DOWN'CONDITION ARE NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT ADDITIONAL DESIGN CONSIDERATIONS(BY OTHERS)ARE REQUIRED TO TRANSFER THESE FORCES TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. 3100 310.0 Plate Offsets(s)(= f270-2-14.0-2-01.[570-1-4.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 115 TC 0.84 Vert(LL) 0.00 4 >999 360 MT20 244/190 Snow.(Pf) 15.4 Lumber DOL 115 BC 0.74 Vert(TL) 0.00 3 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.52 Horz(TL) -0.02 5 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:231b FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=899/0-7-4,5=561/Mechanical Max Harz 4=109(LC 7) Max Uplift4=-899(LC 7),5=561(LC 1) Max Grav 4=899(LC 1),5--551(ILC 7) FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250 lab)or less except when shown. TOP CHORD 1-0=978/344,2-6=965/381,3-5=1513/561,2-3=1024/419 BOT CHORD 1-4=319/1020 WEBS 2-4=744/1830 NOTES- (11-12) 1) This Muss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=B.Opsf,,BCDL=6.0psf,h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL:ASCE 7-05,Pr-20.0 psi(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1 4) Unbalanced snow loads have been considered for this design. ! F NE�/r 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will N Gqq O fit between the bottom chord and any other members. P C 7) Refer to girder(s)for truss to truss connections. CO 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 561 Ib uplift at joint 5. 9) Two R77A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)4.This connection is for uplift only and does not consider lateral forces. r, 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. mW 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. LI 12)ACCEPTED BY- DATE. R�.080a9,P�,`��cz °FEssI°N November 6,2015 ®WARNING-verify doslgn parameters and READ NOTES ON TMS AND INCLUDED MI7EK REFERANCE PAGE MU-7473 rev 1405/2016 BEFORE USE Design valid for use only with Weir®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek*Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(TPII Quay Criteria D.SB-89 and SCSI BuBmng Componerd 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandra,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oly Ply Saarttno Phase#2 125256643 J-1500916 J46 JACK-CLOSED 3 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.840 s Sep 29 2015 MITek Industries,Inc. Thu Nov 0518:45:45 2015 Page 1 I D:9coaUOZaux?rJ4sHM1 o9E8z0aE_-n 1 n02HarrGEpxErT?LOaExrOlABaDK2iVQvFDByM8n4 310-0 6b7 3.10-0 2$-7 Scale=1:24.4 3 4 4.00 121x3 3x8% 9 2 1 t3x4= 8 4 7 6 3x4 I I 4x4 = r 32-12 310-0 64-7 3-2-12 0.7 2Fa7 LOADING(pyo SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.90 Vert(LL) 0.01 6-7 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 1'5 BC 0.73 Vert(TL) -0.01 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 rVa n/a BCLL 0.0 ' Code IRC20061TP12002 (Matrix) Weight 37 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2*Except' BOT CHORD Rigid Ceiling directly applied or 6-0-0 oc bracing, Except 1-8:2x6 SP No.2,2-7.2x4 SP DSS 10-0-0 oc bracing:5-6. WEBS 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [Installation nuide. REACTIONS. (Ib/size) 8=703/0-7-4,6=205/Mechanical Max Harz 8=154(LC 7) Max Uplift8=-069(LC 7),6=205(LC 1) Max Grav 8=703(LC 1),6=208(LC 7) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=903/334 BOT CHORD 1-0=263!922,2-8=-027/1532,6-7=182/456- WEBS, 2-0=803/321 NOTES- (11-12) < 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=B.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS Qow-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber D0L=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will t of: NE�/�/ fit between the bottom chord and any other members. �( NGAR O 7) Refer to girder(s)for truss to truss connections. Q' Q+ C�, 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 205 Ib uplift at joint 6. G>� �J 9 �71 9) Two RT7A USP Connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)8.This Connection is for uplift only and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r- cc 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. m L 12)ACCEPTED BY- DATE. Z Z�".0 i10.080fl°�� 9OFEssiloNP�, November 6,2015 ®WARNING-Varfly design perwneM and READ NOTES ON TMS AND INCLUDED eeTEX REFERANCE PAGE WI-7473 nw.I&UY dry BEFORE USE Design valid for use only with Iv11Tek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �• a truss system.Before use,the building designer must vedfy the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing ivi iTek< Is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7%1 Qualify Criteria DSS-09 and SCSI Building Component 14515 N.Outer Forty,Suite 9300 Sally Informd8on available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type 0y Py Saarrino Phase#2 125256644 J-1500916 J47 JACK-CLOSED 3 1 Job Reference tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 05 18:45:46 2015 Page 1 ID:?coaUOZaux?rJ4sHM109EBz0aE_-GDLOGcbTcaMgZ001 Z2vpm8OCWaZrynKsk4epldyM8n3 3.10.0 B-4-7 3-10-0 4-6-7 Scale=1:28.0 3 4 4.00 12 1x3 9 5x6 2 1 3x4= 8 3x8 - 7 6 3x4 11 3x4= i 3-2-12 3-10-0 B-4-7 3-2-12 0-71 4-6-7 LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.78 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.04 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.03 6 n/a Na BCLL 0.0 ' Code IRC2006lrP12002 (Matrix) Weight:46 Ib FT=0% RrDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-7.2x4 SP DSS,5-7.2x4 SP No.2 WEBS 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=636/0-7-4,6=22/Mechanical Max Horz 8=197(LC 7) Max Uplift8=554(LC 7),6=-00(LC 8) Max Grav 8=636(LC 1),6=52(LC 3) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=875/331 BOT CHORD 1-8=258/886,2-8=-525/1155,6-7=1581357 WEBS 2-6=-445/197 NOTES- (11-12) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed,and vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psi(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OF NEw 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 lb uplift at joint 6. �P JPN GARC�yDi9 9) Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)8.This connection is for uplift only CO 9 and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. f cc 12)ACCEPTED BY- DATE. m W W 2 2 C? �0.089N V 9�FESSIO�P November 6,2015 N ®WARNING-VarHy tleNgn peremofas end READ NOTES ON 7N13 AND INCLUDED IIaTEK REFERANCE PAGE p0}7473 rev.lgrayyprd BEFORE USE Design void for use only with Weld&connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Mal building design.Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fobdcation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rMl Quality Criteria D38-89 and BCSI Bulking Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Scianino Phase#2 125256645 J-1500916 RT25 Roof Special 5 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 Is Sep 29 2015 MTek Industries,Inc. Thu Nov 0518:45:47 2615 Page 1 ID:?coaUOZaux9rJ4sHM109E8z0aE_-kPvmTyb6NuUXAY?E71Q2JMxKr rQh7kOykOMH3yM8n2 31, 7-0-0 OA1 8-35 8-10.8 7-1-14 Scale=1:62.2 5x6= 4.00 12 6 3x8 18 3x4 II19 3x4 5 3x8% 4 7 5xB 3 Bx8 2 8 1 3x4= °Q 17 4 1 w 4x4 = 2x 16 15 12 11 10 9 2x4 11 3x4=2x4 II 3x8 = 5x6= 3x8 I I 3x8= ' 11-0-14 388 } 10-10.017-10-3 24$B 31-108 388 7-0-0 1 0-3-5 &10$ 7-1-14 0310 Plate offsets rte)= [8:04-8.Edoe).[10:03-0.0-HI LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 1.00 Vert(LL) -0.07 15-16 >999 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 1 15 BC 0.83 Vert(TL) -0.19 15-16 >490 240 TCDL 10.0 Rep Stress Incr YES WB 0.70 Horz(TL) -0.04 13 n/a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight:188 Ib FT=0°h BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-8:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. BOT CHORD 2x4 SP No.2'Except' WEBS 1 Row at midpt 7-11 1-17-2x6 SP No.2,2-16:2x4 SP No.1 MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (ib/size) 17=680/0-3-8,13=1069/0-7-4,9=788/Mechanical Max Horz 17=214(LC 9) Max Uplift17=543(1_C 7),13=-482(LC 7),9=387(LC 8) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-630/322,5.18=533/691,6-18=-470/711,6-19=-470f7O7,7-19=544/684, 7-8=830/843,B-9=724/809 BOT CHORD 1-17=246/637,2-17=5481933,15-16=1161279,4-14=111/271,5-13=883/921, 10-11=68W734 WEBS 2-15=274/179,511=468/603,7-11=366/506,7-10=154/372,&10=-893/753 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.0psf,h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3) TOLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct--1 1 g ��F NEW 4 Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,J Q.N Gqq O/9 0,9 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will y<Q' fit between the bottom chord and any other members. CO 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 482 Ib uplift at joint 13 and 387 Ib uplift at r joint 9. U.1cc 9)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)17 This connection is for uplift only n I 1 and does not consider lateral forces. I L 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the anaysis and design of this truss. 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 0891 12)ACCEPTED BY- DATE. q ROFFSS10 November 6,2015 ®WARNING-VWVY design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERANCE PAGE AtliI-7473 rev.1&0312015 BEFORE USE Design valid for use only with MTek9 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not , a truss system.Before use,the building designer must verity the appkabllty of design parameters and property Incorporate this design Into the overall i�1iY■i� building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing M iT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ml Quality Criteria.OSB-89 and SCSI Building Component 14515 N.Outer Forty,Suile 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarttna Phase#2 125256646 J-1500916 RT26 Roof Special 6 1 Job Reference(optionaO P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Nov 0518:45:48 2015 Page 1 ID:?coaUOZaux?rJ4sHM1O9E8z0aE -CcT9hlck8BcOohaQgTyHrZTVINDKQZm9BO7wpMM8n1 310-0 7-0-0 041.1 835 6-10-6 7-1-11 Scale=1:62.2 5x6= 4.00 12 6 3x8% II 18 19 3x4 3x4 5 3x8% 4 7 5x8 3 8x8 2 8 1 3x4= IT 17 4 1 I� 3x8 : 16 15 12 11 10 9 3x4 II 3x4=2x4 II 3x8= 5x8= 3x8 II 3x8= 11814 388 3 10-10-0 1 17.103 2488 31-106 338 7-" 634 6-toe 7-1.14 03-10 Plate Offsets(X.)O- [8:0-2-8.Edge].[10:0-3-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.07 1516 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.66 Vert(TL) -0.19 15-16 >500 240 TCDL 10.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.04 13 rVa n/a BOLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight:189 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 6-8:2x4 SP DSS,1-3:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2'Except' WEBS 1 Row at midpt 7-11 1-17.2x6 SP No.2,2-16:2x4 SP DSS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 17=68110-3-8,13=106810-74,9=789/Mechanical Max Hoa 17=189(LC 10) Max Uplift 17=609(LC 7),13=-453(LC 8),9-41O(LC 10) FORCES. cab)-Max CompJMax.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 1-2=599/326,2-3=109/314,3-4=69/337,4-5=31/392,518=534/826,6-18=471/847, 6 19=-471/842,7-19=545/819,7-8=831/975,8-9=725/857 BOT CHORD 1-17=249/609,2-17=551/1043,1516=112/390,4-14=108/273,513=-884/795, 10-11=5771735 WEBS 2-15=378/177,5-11=339/602,7-11=366/501,7-10=155/374,8.10=705!755 NOTES- (11-12) 1) This truss has been checked for uniform roof live load only,except as noted. 2) Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1 4) Unbalanced snow loads have been considered for this design. t QF NE►N 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �` NGAA YO 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will �Q' Q� C�, fit between the bottom chord and any other members. CO JJ 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 453 Ib uplift at joint 13 and 410 Ib uplift at joint 9. r 9) Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)17 This connection is for uplift only mWand does not consider lateral forces. LI 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. �l� �I ° 12)ACCEPTED BY- DATE: ��p 0 SS AOFE �oNP November 6,2015 ® �Y g Pa�amstas WARNING-V design entl READ NOTES ON THIS AND INCLUDED fieTEK Rl}ERANCE PAGE IIQI-TQJ rev.1NOY2016 aEFORE USE. Design void for use only with WTek9 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not —�• a truss system.Before use,the bulkding designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing fUliTek� Is always required for stability and to prevent collapse with possible personal injury and property damage.For general gul dance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJTMI Quality CdtwkL DSB-89 and SCSI Building component 14515 N.Outer Forty,Suite#= Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Sciarrino Phase#2 125256647 J-1500916 RT27 Roof Special 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 0518:45:49 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8z0al_-golXuedMvVkFQr9cEATWOnOg?nV392dJO2tTMyyM8nO 3-10-0 14.1 Q2 17-10-3 24.8-9 a1-108 3-10.0 7-0-2 6-10$ 7-1-14 Scale=1:61.2 4x8= 4.00 12 5 3x6:5� 14 15 3)6-- 4 6 44 % 4x4 I I 3 4x4 I I 2 7 1 6 1 3x4= 13 16 17 18 10 19 20 I� 3x8= 161 l 12 3x4= 3x4= 8 4x8 = 3x4 8xB 3-2-12 0-7 9.2-15 94-15 9-6-7 Plate Offsets(X))- 13:0-2-O.Edge).[8:EdgQ0-3-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Lid PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.96 Vert(LL) -0.24 9-11 >999 360 MT20 244/190 Snow(Pf) ' 15.4 Lumber DOL 1 15 BC 0.95 Vert(TL) -0.50 8-9 >670 240 TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.04 8 rda rUa BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:177 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 5-7.2x4 SP DSS,1-3:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. 1-13:2x6 SP No.2,2-12:2x4 SP DSS WEBS 1 Row at mjdpt 6-8,4-12 WEBS 2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation gu*de- REACTIONS. (Ib/size) 13=1632/0-7-4,8=1267/Mechanical Max Horz 13=189(LC 10) Max Uplift 13=891(LC 7),8=497(LC 8) FORCES. Ob)-Max.CompJMmL Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2-602/322,4-14=1449/1338,5-14=1377/1354.5-15=1418/1431,6-15=1491/1407, 6.7=124/289,748=204/361 BOT CHORD 1-13=248/615,12-13=857/1143,2-13 191734,12-16=761/1246,16-17=761/1246, 1111-117=761/11246,11-118=617/11173,10-18=617/1173,91-10=817/1173,9-19=891/1315, 19-20=891/1315,8-20=-891/1315 WEBS 4-11=0/259,5-11=110/294,5-9=249/383,6-9=0/368,6-8=1579/1218, 4-12=1708/1482 NOTES- (11-12) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS pow-rise)and C-C Extedor(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 p� NEW y 3) TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate D;Partially P.N Gq% 4) DOL=1.15);Category 11; snow loads have been considered CO for this design. O�� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-"tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. r cc 7) Refer to girder(s)for truss to truss connections. n UJ 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 497 Ib uplift at joint 8. 2 I 9) Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at#(s)13.This connection is for uplift only and does not consider lateral forces. �(�O O 08091 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 00 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. R�FESSIDNP� 12)ACCEPTED BY- DATE. November 6,2015 -- ®WARNING-VerHy deaden peremetwrr and READ NOTES ON THIS AND INCLUDED EB7EK REFERANCE PAGE AV47473 rev.10103(M5 BEFORE USE Design void for use only with Mffek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bulidtng designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPll Quality criteria.D3B-09 and BCSi BuBddng Componerd 14515 N.Outer Forty,Suite 0300 Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 311 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type city Py Sciarrino Phase 02 125256648 J-1500916 RT28 Roof Special 1 1 Job Reference(optional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Nov 0518:45:50 2015 Page 1 ID:9coaUOZaux?rJ4sHM109E8zOaE_-8_bv5 e_gps517kpou_Ix_ZreBrOuVtSeic0uOyM8n? 3-10.0 10-10-2 17-10-3 24-145 31-10-6 3310-0 7.42 7.0-2 7.41 7.41 1-10.12 4x8= Scale=1:61.1 4.00F1_2 5 3x6 3x8 18 6 19 3x6 4 7 3x6% 4x4 I I 3 4x4 I I 2 8 3x4 9 t" CIE 1 I 3x4= 17 20 21 22 14 23 24 25 1 10 3x8 = 3x8= 16 3x4= 3x4= 12 2x4 II 4x6= 3x4= 4x8= 33-8-2 -1 13-2-2 31-168 .2 1 3-212 7 948.4fa 9-4-2 7 t_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.97 Vert(LL) -0.27 13-15 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.94 Vert(TL) -0.45 15-16 >736 240 TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.02 11 n/a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight:186 Ib FT=0% JJCD.L_ 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP DSS*Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 5.6,1-3:2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 1-17,2x6 SP No.2,2-16,8-12:2x4 SP DSS WEBS 1 Row at midpt 4-16,7-12 WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 17=1631/0-7-4,11=1429/0-7-4 Max Horz 17=139(LC 9) Max Uplift 17=891(LC 7),11=-076(LC 8) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-6051322,4-18=1450/1297,5-18=1379/1321,5-6=1408/1384,6-19=1437/1367, 7-19=1481/1360 BOT CHORD 1-17=248/618,16-17=864/1143,2-17=418!720,16-20=818/1245,20-21=818/1245, 15-21=818/1245,15-22=677/1170,14-22--077/1170,14-23=-077/1170, 13-23=677/1170,13-24=922/1295,24-25=922!1295,12-25=922/1295, 11-12=700/1063,8-11=351/571 WEBS 4-16=1708/1493,4-15=0/263,5-15=103/311,5.13=215/363,7-13=0/332, 7-12=1574/1219 NOTES- (10-11) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 of: NEW y 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pt--15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category Il;Exp D;Partially Exp.,Ct--1 1 N GAA�i 0'9 4) Unbalanced snow loads have been considered for this design. CO '9 71 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. r a 7) Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at#(s)17 This connection is for uplift only m 1 W and does not consider lateral forces. W 8) Two RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)11 This connection is for uplift only and does not consider lateral forces. NO.080091 9) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,p 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 9�FESSiONP� 11)ACCEPTED BY- DATE. November 6,2015 ®WARNING-Vwf y desryn parameters end READ NOTES ON THIS AND INCLUDED AOTEK REFERANCE PAGE MI-7473 rev.10/03/2016 BEFORE USE. MW Design vald for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall p building design.Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW Is always required for stablity,and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJPll QuofBy C fiedo,DSB-89 and BCSI Bu0aing Component 14515 N.Outer Forty,Suite 9300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Sciarrino Phase 02 125256649 J-1500916 RT30 Roof Special 13 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 05 18:45:512015 Page 1 ID:?coaUOZaux?rJ4sHM109E8z0aE_-cB9HJKfcR6yf917MbV TC511bBldldbtMMaOryM8n_ 3-10.0 10,10-2 17-10-3 24-105 31-10$ 35-(38 3-10-0 7-0-2 7-0-2 7-0 1 7�1 3 10-0 Scale=1:62.6 4x8= 4.00 12 5 3x6 — 17 18 3x6 4x4 4 8 4x4 4x4 II 3 7 4x4 II 2 8 1 9 Cl d' 1 d 3x4= 16 19 20 21 13 22 23 24 0 3x4= 3x8 = 3x8= 15 3x4= 3x4= 11 3x4 = 4x8= 4x(i= Plate Offsets V.Y)- [3.0-2-0 Edge] r770-2-0 Edge! LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.94 Vert(LL) -0.26 12-14 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.94 Vert(TL) -0.45 14-15 >733 240 TCDL 10.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.04 10 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:192 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-9:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SP No.2*Except* WEBS 1 Row at midpt 6-11,4-15 2-15,8-11 2x4 SP DSS,13-15,11-13:2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 16=1613/0-74,10=1613/0-7-4 Max Horz 16=149(LC 9) Max Uplift16=-886(LC 7),10=-886(LC 8) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250 0b)or less except when shown. TOP CHORD 1-2=592/322,4-17=1422/1247,5-17=1350/1271,5-18=1350/1271,6-18=1422/1247, 8.9=592/322 BOT CHORD 1-16=248/605,15-16=819/1124,2-16=420!724,15-19=759/1222,19-20=759/1222, 14-20=759/1222,14-21=598/1139,13_21=598/1139,13-22--598/1139, 12-22=598/1139,12-23=759/1222,23-24=759/1222,11-24=759/1222, 10-1119/1124,8-120/724,9-10=248/605 WEBS 512=124/322,6-12=0/253,6.11=1677/1420,5-14=124/322,4-14=0/253, 4-15=1677/1420 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS Dow-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 OF NEW y 3) TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;4) Unbalanced snow loads have D;Partial�y Exp.,C JP�Ggq�,�9 O9 been consideredr this design. GOP 5)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. f`- r a 7) Two RT7A USP connectors recommended to Conned truss to bearing walls due to UPLIFT at jt(s)16.This connection is for uplift onlym W and does not consider lateral forces. 2 8)Two RT16A USP connectors recommended to Conned truss to bearing walls due to UPLIFT at jt(s)10.This connection is for uplift only to and does not considei lateral forces. o U80a91 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. q 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY' DATE: 9�FESSI��P� November 6,2015 ®WARNING-Vwfly design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE AM7473 rev.10103101 S BEFORE USE Design void for use only with MTekS connectors.This design is based any upon parameters shown,and B for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M[ lei• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tura systems,see ANSI/f%1 Quality CdWa,DS3-89 and SCSI Building Component 14515 N.Outer Forty,Suite OM safety InformtMon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Sciarrino Phase#2 125256650 J•1500916- RT31 Roof Special 1 1 Job Reference(option 1) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:45:52 2015 Page 1 ID:?coaUOZaux?rJ4sHM 109E8zOaE_-4NWVgfECQ6pHJtBvJODOPeCG?XiMOM16057xHyM8mz 35.3-19 31, 7-0.2 7-0.2 70.1 7.0-1 0- 0 3-1-10 Scale=1:60.1 4x8= 4.00 12 5 3x6% 18 19 3x6 4 6 4x4 3x6 4x4 11 3 7 3x8 2 8 3x4 9 1 10 3020 20 21 1 22 14 23 24 25 1 3x6 II 4x12 = 3x8= 16 3x4 = 3x4= 12 4x6= 3x4= 4x6= 32x10 32-12 1 13-2-2 22-0-4 31-108 32,24 353-10 3-2-12 7 9+2 94-2 9+2 0 2-10-0 114,10 Plate offsets Qsy- [3:0.2-0.Edge).j10a0-32.0-3-131 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.96 Vert(LL) -0.27 1315 >999 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 1 15 BC 0.95 Vert(TL) -0.46 12-13 >733 240 TCDL 10.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.02 11 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:196 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,7-10:2x4 SP No.2 BOT CHORD Rigid Ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SP No.2*Except* WEBS 1 Row at midpt 4-16,6-12 2-16,8-12:2x4 SP DSS,14-16,12-14:2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer SLIDER Right 2x4 SP No.2 148-12 Installation guide. REACTIONS. (Ib/size) 17=1634/0-7-4,11=1555/0-7-4 Max Horz 17=149(LC 10) Max Uplift17=892(LC 7),11=-825(LC 8) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=594/322,4-18=1455/1288,5-18=1383/1312,519=1416/1354,6-19=1488/1330, 8-9=-048/261,9-10=-463/226 BOT CHORD 1-17=248/607,16.17=846/1145,2-17 20/724,16-20=792/1249,20-21=792/1249, 1521=792/1249,1522=-645/1177,14-22 45/1177,14-23=-645/1177, 1323=-645/1177,13-24=862/1302,24-25=862/1302,12-25=-862/1302, 11-12=-076/1035,8-11=-497/801,10-11=203/497 WEBS 4-16=1710/1463,4-15=0/264,515=109/312,513=1851365,6-13=0/299, 6-12=1536/1245 NOTES- (9-10) 1)This truss has been checked for uniform roof live load only,except as noted. 2)\Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; pF NEi/�/ Lumber DOL--1.00 plate grip DOL=1.00 �. 3) TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate Q� PN GggC O DOL=1.15);Category II;Exp D;Partially Exp.,Ct=1 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r (r fit between the bottom chord and any other members,with BCDL=10.Opsf. n W 7)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)17 and 11 This connection is for t11 uplift only and does not consider lateral forces. 2 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. O 9)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. ��A �O.08009 10)ACCEPTED BY- DATE. V 9OFEss�°NP November 6,2015 ®WARNING-VMry du/yn perameMs and READ NOTES ON THIS AND INCLUDED AfrTEK REFER/INCE PAGE M!}7QJ rw,1aD]/Y013 BEFORE USE -- Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for on individual building component,not �- a truss systerim.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI(rpll Quality ciffwa,DSO-89 and BCSI Building Compomrd 14515 N.Outer Forty,Suite 0300 Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 83017 Job Truss Truss Type Qty Ply Sciafrino Phase#2 125256651 J-1500916 SD20 HIP 1 1 Job Reference(optional P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:53 2015 Page 1 ID:?coaUOZaux?rJ4sHM1 09E&OaE -YZG2kOgszkEguTSOTOXSYdBPgOxkSpmuLgrhUjyM8my 1Q-1Q-0 31-10-6 310-0 7-04) 0.8.1 4914 2-1414 8.36 6-3-6 310-0 Scale=1:61.7 6x12 = 4.00 12 6x8 = 6 7 5 25 26 3x6 4 8 24 27 3 9 5x8 5x8 2 10 23 28 1 11 Id 22 9 2 3x8 9F3x8= 21 20 17 16 15 14 13 2x4 11 3x8= 5x8 = 2x4 II 3x6= 11814 386 3 10.10.01 2 16310 257-0 31-1" 3 764-1 35&8 38•B 7-0-0 4!14 2-10.14 636 838 7 1 32-12 0310 _Plate offsets(X.)O= [14:0-3-4.0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.78 Vert(LL) -0.0720-21 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.65 Vert(TL) -0.1920-21 >497 240 TCDL 10.0 Rep Stress Incr. YES WB 0.73 Horz(TL) 0.07 12 n/a n/a BCDL 10.0 BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:219 Ib FT=0°h LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 6-7.2x4 SP No.2 2-0-0 oc purlins(6-0.0 max.):6-7 BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. 1-22,11-12:2x6 SP No.2,2-21,10-13:2x4 SP DSS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. p/size) 22=68810-3-8,18=1026/0-7-4,12=1142/()-7-4 Max Horz 22=136(LC 10) Max Uplift22=598(LC 7),18=418(LC 7),12=816(LC 8) Max Grav 22=802(LC 18),18=1242(LC 18),12=1352(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-23=589/269,2-23=573/337,2-3=150/269,3-24=-09/280,4-24=-07/291, 4-5=31/362,5-25=5011704,6-2591/721,6-7=546/831,7-26=576!790, 8-26--0661769,8-27=748/752,9-27=812!740,9-10=891/731,10.28=573/338, 11-28=589/273 BOT CHORD 1-22=250/600,2-22--676/1013,20-21=113/345,4-19=199/338,518=974/676, 1516=154/402,14-15=-425/767,13-14=139/377,10-12=1231/1346,11-12=254/604 WEBS 2-20=354/177,516=345/643,6-16=417/299,6-15=254/397,8-15=279/224, 8-14=297/469,10.14=902/1002 NOTES- (14-15) 1) This truss has been checked for uniform roof live load only,except as noted. 2) Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.0psf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ! OF NE�/ Lumber DOL=1.00 plate grip DOL=1.00 3) TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate ,r,P JPN GAO(:/, DOL=1.15);Category II;Exp D;Partially Exp.,Ct-1 1,Lu=50.0-0;Min.flat roof snow load governs. 9 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6)All plates are 3x4 MT20 unless otherwise indicated. r a 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. m LU 8) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will W fit between the bottom chord and any other members. 2� it O 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 418 Ib uplift at joint 18. FO NO.080�9� 10)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)22.This connection is for uplift only q and does not consider lateral forces. 9�Pjess% o 11)Two RT16A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)12.This connection is for uplift Con on does�ot consider lateral forces. November 6,2015 ®WARN/N0-Verify desfgn paramer4ra and READ NOTES ON THIS AND INCLUDED f1U7E1C REFERANCE PAGE MLL7473 rev.10/03,20I6 BEFORE USE. Design valid for use only with 1N7ek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not �• a truss system.Before use,the building designer must verity the appllcabllty,of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(TPII Qty Crifeda,DSB-B9 and BCSI Building Componem 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Sciarrino Phase#2 125258851 J-1500918 SD20 - HIP 1 1 Job Reference tions P.D.J.COMPONENTS INC., CHESTER,MY 10918 7.840 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:45:53 2015 Page 2 ID:7coaUOZaux7rJ4sHM 109E&OaE_-YZG2kOgszkEguTSOTOXSYdBPgOxk5pmuLgrhUlyM8my NOTES- (14-15) 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purfin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY- DATE: ®WARNfNG-Wrffy design pmansetas and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MII-7473~.10/0412MS BEFORE USE- Design SEDesign valid for use only with MifekS connectors.This design is based only upon parameters shown,and is for an Individual building component,not �• a truss system.Before use,the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall ;� building design.Bracing Indicated B to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M Ilel• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality criteria,DSB-89 and BCSI BuWng Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty I Ply Sciar ino Phase#2 125256652 J-1500916 SD21 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Nov 0518:45:54 2015,Page 1 ID:7coaUOZaux7rJ4sHM109E8zOaE -lmgQxLhVkIMXWc1alk2hscjYvoGcgJy2ZKaEOAyM8mx 3.160 7-0.0 0.61 2-614 61614 536 5343 310.0 Scale=1:60.6 6x8= 4x8= - 4.00 12 4x4 5 23 r5ZI 624 4 3 7 5x8% 22 25 5x6 2 8 1 9 �d 21 J18 1 13 0 3x8 = 3x8= 20 19 16 15 14 12 11 2x4 11 3x8 = 3x6= 111114 IN3- 10-10-0 1 14412 21310 267-0 31-108 1 35$8 368 7-00 214 1L70-14 S38 sJ-8 7 3-z-1z 011-10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.95 Vert(LL) -0.07 19-20 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.67 Vert(TL) -0.19 19-20 >488 240 TCDL 10.0 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.07 10 Na Na Code IRC2006/TPI2002 (Matrix) Weight 215 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 5-0:2x4 SP No.2 2-0-0 oc purlins(2-2-0 max.):5-0. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-21.9-10:2x6 SP No.2,2-20.8-11 2x4 SP DSS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 21=692/0-3-8,17=1113/0-7-4,10=1166/0-7-4 Max Hoa 21=120(LC 10) Max Uplift21=618(LC 7),17=-412(LC 7),10=828(1_C 8) Max Grav 21=876(LC 18),17=1153(LC 18),10=1368(LC 18) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=589/419,2-22=152/297,3-22=59/320,34=22/414,45=350/613, 5-23=636/873,23.24=-636/873,6-24=-036/873,6-7=713/830,7-25-615/666, 8-25=735/649,8-9=590/422 BOT CHORD 1-21=317/600,2-21=741/1035,19-20=1142/344,3-18=252/432,4-17=933/510, 15-26=130/354,14-26=130/354,13-14=365/633,12-13=365/633,11-12=195/394, 8-10=1242/1342,9-10=328/607 WEBS 2-19-382/216,4-15=-437/840,5-15-520/474,5-14=308/438,6-14=186/278, 7-12--391/494,8-12=-883/963 NOTES- (14.15) 1) This truss has been checked for uniform roof live load only,except as noted. 2) Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL--11.00 plate grip DOL--1.00 IIIpF NEIN 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);PfI5.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct--1.1,Lu=50-0-0;Min.flat roof snow load governs. �P JPS GARC� Oi9 4) Unbalanced snow loads have been considered for this design. CO '9 5) Provide adequate drainage to prevent water ponding. 6)All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r a 8) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 38-0 tall by 2-0-0 wide will m W fit between the bottom chord and any other members,with BCDL=10.Opsf. U 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 412 Ib uplift at joint 17 y(P 10)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)21 This connection is for uplift onlyNO,0891 �lr� and does not consider lateral forces. A 11)Two RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)10.This connection is for uplift 9�FES$1 J 0NP�. only and does not consider lateral forces. 2A'.'ue ot�ipagecbbreaks including heels"Member end fixity model was used in the analysis and design of this truss. NOV@ftlb@f 6,2015 ®WARNING-Vwlry deelpn pwarrxM and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE WP7473 rev.10031 16 BEFORE USE Design void for use only with WTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not ��• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall i/i■i building design.Bracing Indicated is to prevent bucking of IndWidual truss web and/or chord members only Additional temporary and permanent bracing MITek"Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIM.1 Quality CrBeAa DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 11300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarnno Phase#2 125256652 J-1500918 SD21 HIP 1 1 Job Reference tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 0518:45:54 2015 Page 2 ID:7coaUOZaux?rJ4sHM1O9E8z0aE_1mgQxLhVklMXWc1alk2h5gjYvoGcqJy2ZKaEOAyM8mx - NOTES- (14-15) 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY- DATE. ®WARNING-Verily,dWW perenWers end READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE A mW;f rw.1aV3/ f b BEFORE USF- Design SEDesign valid for use only with Wel®connectors.Thls design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applIcabllty of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/W Quality CrBoda.DSB-89 and BCSI B"ng Component 14515 N.Outer Forty,Suite 9=1 Sally Information avallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty I Py Sciarrino Phase#2 125256653 J-1500916 SD22 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 05 18:45:56 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_z8yAM11IFfcFtwBy8859AFpwVcyolBNK1e3L42yM8mv 12+12 TI 10-1 17-10-3 10 27-7-0 31-1 3&68 310-0 7-0-0 1 587 5.6.7 4J-0 4118 3.10-0 0814 Scale=1:60.6 2x4 I 6x8 = 6x8 = 4.00F_2 3 4 5 7 4x4 8 5x8 2 9 22 23 1 10 Id 21 8 1 13 1 3x8 = 3x8= 20 19 16 15 14 12 3x6=3x6= 3x8= 3x8 = 11814 1188 3- 10-100 1 17-10-3 23310 31-10-8 1 3586 38-8 780 6116 587 8812 7 3.2-12 0310 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.82 Vert(LL) -0.15 12-14 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.69 Vert(TL) -0.38 12-14 >624 240 TCDL 10.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 213 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1'Except' TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins,except 5-7 2x4 SP No.2 2-0-0 oc purlins(6-0-0 max.):5-7 BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. 1-21,10-11.2x6 SP No.2,2-20,9-12:2x4 SP DSS MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 21=686/0-3-8,17=1029/0-74,11=1141/0-74 Max Horz 21=105(LC 9) Max Uplift2l=-61 O(LC 7),17=-441(LC 7),11=826([_C 8) Max Grav 21=876(LC 18),17=1029(LC 17),11=1280(LC 18) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250 lib)or less except when shown. TOP CHORD 1-22=589/392,2-22=573/419,2-3=152/296,34=31/373,4-5=79/416,5-6=683/844, 6-7=X62/810,7-8=709/792,9-23=576/4118,10-23=592/348 BOT CHORD 1-21=317/600,2-21=741/1017,19-20=142/344,3-18=226/374,16-17=-412f795, 4-17=294/152,14-15=395/677,1314=281/463,12-13=281/463,11-12=-686!744, 9-11=-448/595,10-11=323/611 WEBS 2-19=357/216,5-16=739/450,5-15=612/851,6-15=521/514,8-14=123/316, 8-12=913/1012 NOTES- (14-15) 1) This truss has been checked for uniform roof live load only,except as noted. 2) Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;G-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 ��OFF NE Y 3) TCLL.ASCE 7-05;Pr-20.0 psi(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 list(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct--1 1,Lu=50-0-0;Min.flat roof snow load governs. N GArq 0 4) Unbalanced snow loads have been considered for this design. C�'9 .9 5) Provide adequate drainage to prevent water ponding. CO 6)All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 8) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r W fit between the bottom chord and any other members. 0Lri 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 Ib uplift at joint 17 m2 Z 10)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)21 This connection is for uplift only and does not consider lateral forces. NO.08049� 11)Two RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)11 This connection is for uplift ,p only and does not consider lateral forces. 9�FES Sl0%4 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. C1oA Grainur#d ol{�ag i representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. NOV@f11b@r 6,2 15 ®WARNING-Val&d@Wgn parameters and READ NOTES ON THIS AND INCLUDED 110TEX REFERANCE PAGE MU rev.1d0Y2015 BEFORE USE Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing ®k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rM1 Quality Criteria,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qy, Py Sciarrino Phase#2 125256653 J-1500916 SD22 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 0518:45:56 2015 Page 2 ID:7coaUOZaux?rJ4sHM109E8zOaE -zByAMlilFfcFkvBy8859AFpwVryoIBNK1e3L42yM8mv 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY- DATE. L NO-Vafly dWpn parartMsrs end READ NOTES ON THIS AND rNCLUDm ea7EK REFERANCE PAOE�fU-7Q3 rw.1QWS�201e BEPoRE USE. id for use Doty with MtTelc®connectars.This design is based only upon parameters shown,and is for an individual building component,nottem.Before use,the buliding designer must verity the appicabiity of design parameters and property Incorporate this design Into the overall ;esign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent tracing Ml lek• required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n.storage,deivery,erection and bracing of trusses and truss systems,see ANSI/►Nl Qualy CrBrrda DSB-89 and BCSI BuB�rsg Componen! 14515 N.Outer Forty Suite 4300 ormation available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Ply Sclarrino Phase#2 125256654 J-1500918 SD23 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Mi Tek Industries,Inc. Thu Nov 0518:45:57 2015 Page 1 ID:7coaUOZaux?rJ4sHM109EBzOaE -RLWYaNjNOyk6N4m9iscOjTL4g0101dSUFlpudUyM8mu 12+12 10-0 10-10r4 0-1 3 17-1 33.10 734 -1 3.10-0 740 14 5-57 537 41-10 132 0-&14 Scale=1:56.7 6x8 = 2x4 11 4x6 - 4•00 r1_2 3 4 5 2& 7 8 5x8% 2 9 1 TTp 19 6 11 I 34 = LEI 18 17 14 13 12 10 3x6=3x6= 3x8= 8x8= 12+12 11.-14 10-10. 1 17-103 233-10 31-10. 388 74. 1,l 557 55.7 9312 Plate Offsets(X,Y)- [10:Edge.0-3-8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well! Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.85 Vert(LL) -0.13 10-12 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.66 Vert(TL) -0.33 10-12 >718 240 TCDL 10.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.04 15 rUa n/a BCLL 0.0 'RCni 10.0 Code 0102006/rP12002 (Matrix) Weight:199 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-5.2x4 SP No.1 end verticals,and 2-0-0 cc purlins(6-0-0 max.):5-7 BOT CHORD 2x4 SP No.2'Exoept' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-19:2x6 SP No.2,2-18:2x4 SP DSS MiTek recommends that Stabilizers and required cross bracing WEBS 2k4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 19--,W510-3-8,15=1062/0-7-4,10=791/Mechanical Max Horz 19=144(LC 10) Max Uplift 19=-637(LC 9),15=537(!_C 8),10=389(1_C 8) Max Grav 19=875(LC 18),15=1062(LC 1),10=833(LC 18) FORCES. Qb)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=599/419,2-3=151/360,34=29/440,4-5=79/483.5.6- 705/957,6-20---695/963, 7-20=692/964,7-8=762/955 BOT CHORD 1-19=317/609,2-19--740/1062,17-18=142/391.3-16=223/379,14-15=438/811, 4-15=303/146,12-13=-442f699,11-12=-484/601,10-11=-484/601 WEBS 2-17=403/215,5-14=757/476,513=680/880,6-13=535/564,8-12=0/253, 8-10=-820/851 NOTES- (14-15) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3) TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate ��pF NEW Y DOL=1 15);Category ll;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow bad govems. 4) Unbalanced snow loads have been considered for this design. �P JJPN GggC�9 0� 5) Provide adequate drainage to prevent water ponding. Gj 6)All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will r Cc fit between the bottom chord and any other members. 0 W 9) Refer to girder(s)for truss to truss connections. L 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 537 Ib uplift at joint 15 and 389 Ib uplift at joint 10. y�F N 1 11)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)19.This connection is for uplift only �q O 08009 and does not consider lateral forces. 12))"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. R��less%SNP' 13A Qreg inu wl purfi jrepresentation does not depict the size or the orientation of the pudin along the top and/or bottom chord.ge NOV@f11b@f 6,2015 ®WARNING--Verify design parsantws and READ NOTES ON THIS AND INCLUDED IOTEK REFERANCE PAGE WI-7M~.f 0103IM5 BEFORE USE. MON Design valid for use only with Mrfek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not e{R • a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall ;M ■ ek' building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing Ml l Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ml Qua0ty Crywla DSB-89 and SCSI Building ComponoN 14515 N.Outer Forty,Suite 03W Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Scfartdno Phase#2 125256654 J-1500916 SD23 HIP 1 1 Job Reference o tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:57 2015 Page 2 ID:?coaUOZaux?rJ4sHM1 O9E8zOaE_-RLWYaNjN0yk6N4m9iscOjfL4g0101 dSUFIpudUyM8mu 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY DATE. Lf�abldcatlon, ING.Vary WNgn pemmet r and READ NOTES ON TWS AND INCLUDED WTEK REFERANCE PAGE WI-7m rov.1 a0Y2015 BEFORE USE. id for use any with MTek®connectors.This design k based only upon parameters shown,and B for an individual building component,not • tem.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall iii���YYY■■■ esign. Bracing Indicated is to prevent bucking of individual truss web and/or chord members any.Additional temporary and permanent bracing MiTek• Is required For stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n,storage.deivery,erection and bracing of trusses and truss systems,see ANSI/TpI1QuaBfyCrdfeda,DSB-89 and BCSI BuBding Componerd 14515 N:Outer Forty,Suite 0300 formation available from Truss Plate Institute,218 N.Lee Street Suite 312 Alexandria,VA 22314. Chesterlieid,MO 63017 Job Truss Truss Type Qty Py Sciarrino Phase#2 125256655 J-1500916 SD24 HIP 1 1 Job Reference tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:58 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zDaE -vx4xnjk?nGsz?ELLGZ7dFguCBPeem6OdUxYS9xyM8mt 21-3-10 31- -31 H. 7-0-0 1 2-314 610.14 11-10 5.12 Scale=1:57.0 6x8= 4x8 = 4.00 52 4x4% 5 591 5a UZI 822 4 3 7 5x8 20 23 5x6 \ ayp 2 8 fb 1 19 8 24 11 I°P 3x8= Y 18 17 14 13 12 10 9 2x4 II 3x8= 3x8 II 3x8= 11814 369 3• 10.10-0 1 14+12 21.3-10 28-5-1 31-10-0 368 70-0 2-0.11 110.14 11-10 562 0.110 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 1.00 Vert(LL) -0.07 17-18 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.66 Vert(TL) -0.19 17-18 >488 240 TCDL 10.0 Rep Stress Incr YES WB 0.60 Horz(TL) -0.05 15 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:200 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins, except ' 1-5:2x4 SP No.1 end verticals,and 24)-0 cc purlins(2-2-0 max.):5.6. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-19:2x6 SP No.2,2-18:2x4 SP DSS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 19=691/0-38,15=1146/0-7-4,9=815/Mechanical Max Harz 19=160(1-C 10) Max Uplift 19=642(LC 7),15=481(LC 8),9=392(LC 8) Max Grav 19=875(LC 18),15=1195(LC 18),9=920(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 pb)or less except when shown. TOP CHORD 1-2=599/419,2-20=151/360,3-20=58/382,3.4=20/480,4-5=362/690, 5-21=682/997,21-22=682/997,6-22---082/997,6-7=764/968,7-23=-810/897, 8-23=-869/883,8-9=867/848 BOT CHORD 1-19=317/609,2-19=739/11079,117-18=142/391,3-1(5=252/437,4-15=968/531, 13-24=138/362,12-24=138/362,11-12=530/769,10.11=5301769 WEBS 2-17=426/215.4-13=-466/860,5-13=538/501,55-12=375/496,7-10=336/417, 8-10=712/850 NOTES- (14-15) 1)This truss has been checked for uniform roof live load only,except as doted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 F NE Y 3)TCLL.ASCE 7-05,Pr-20.0 psi(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pt--15.4 psf(flat roof snow Lumber DOL=1 15 Plate Q D0L=1 15);Category Il;Exp D;Partially Exp.,Ct--1 1,Lu=50-0-0;Min.flat roof,snow load governs. 4) Unbalanced snow loads have been considered for this design. GAq�,,'9 0� 5) Provide adequate drainage to prevent water ponding. CO 6)All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r tY fit between the bottom chord and any other members,with BCDL=10.Opsf. n W 9) Refer to girder(s)for truss to truss connections. m I 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 481 Ib uplift at joint 15 and 392 Ib uplift at Ztj1 joint 9. 11)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)19.This connection is for uplift only q and does not consider lateral forces. 112)inuAd)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �FESS%0 C 3A GraIra l pager representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. November 6,2015 p ®WARNING-Verity desrgn peremerers and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE WI-7473 rev.10 0SM5 BEFORE USE Design valid for use only with Mrrek&connectors.This design Is based only upon parameters shown,and Is for an individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall p ■ iT®k� building design. Bracing indicated Is to prevent bucking of individual truss web and/or chard members only Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the i1A fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS.1M.1 Qua_W Criteria,DSB-89 and SCSI BuBding Component 14515 N.Outer Forty,Suite 0300 Safety Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Ply Sciarrino Phase 02 125256855 J-1500916 SD24 HIP 1 1 Job Reference(optional) ,P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Welk Industries,Inc. Thu Nov 05 18:45:58 2015 Page 2 ID:?coaUOZaux?rJ4sHM109EBzOaE_-vX4xnjk?nGsz7ELLGZ7dFguCBPeem60dUxYS9xyMBmt 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY- DATE: ® emY�g Py�M WARNING-V n and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PADS M11-747J/sv.1WOY20fe BEFORE USE. Design void for use only with Mffek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not - - a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and pemwnent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/f%1 QuaRy CrOwkx DSB-89 and BCSI BuWng Component 14515 N.Outer Forty,Suite III= Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarrino Phase S2 125256656 J-1500916 SD25 Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:45:59 2015 Pepe 1 ID:?coaUOZaux?rJ4sHM1O9E8zOaE_NIO_3ldYa_gcOwXgHesouQPSp_yVZinjbl?hNyM8ms 310 0 7 0 0 oat 4aM 2-10.14 B 1-10 6- 2 6x8= Scale:3/16,=1' 4.00 12 4x6= 6 7 4x4% 3x4 II5 22 23 3x4 3x6 21 4 8 24 3 8x8 5x8 2 9 v 20 1 3x4= 19 6 15 Iq 3x8= 3x 18 17 14 13 12 11 10 3x4 11 3x4=2x4 11 3x4 = 3x8= 5x6= 3x8 I I 3x6= 116.14 366 3- 10.10-0 1 1612 18310 255-4 31-10.8 366 7.06 4x14 2-10.14 61-10 eb2 0.3-10 Plate Offsets Q�.10= 19:0-2-8.Edae1.111:0-3-0.0-3 01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.86 Vert(LL) -0.07 17-18 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.66 Vert(TL) -0.19 17-18 >495 240 TCDL 10.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.04 15 r1/a rda BCLL 0.0 ' Code IRC2006rrPI2002 (Matrix) Weight:205 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 5.9-2 oc purlins, except 7-9.1-3:2x4 SP No.1 end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-19:2x6 SP No.2,2-18:2x4 SP DSS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 19=687/0-3-8,15=1060/0-74,1 0=791[Mechanical Max Horz 19=176(LC 10) Max Uplift 19=622(!-C 7),15=-465(LC 8),10=401(LC 10) Max Grav 19=801(LC 18),15=1277(LC 18),10=960(LC 18) FORCES. (lb)-Max CompJMax.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 1-20=599/269,2-20=583/337,2-3=149/332,3-21=67/343,4-21=56/355, 4-5=29/427,5-22=5021782,6.22=433/792,6.7=592/940,7-23=620/906, 8-23=711/885,8-24=827/946,9-24=974/932,9-10=903/852 BOT CHORD 1-19=249/609,2-19=-675/1057,17-18=112/390,4-16=201/343,515=1006/693, 12-13=170/422,11-12=566/861 WEBS 2-17=395/174,513=-370/675,6.13=453/330,6.12-303/431,8-12=357/367, 8-11=266/397,9-11=712/908 NOTES- (12-13) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 of NEw Y 3) TCLL.ASCE 745;Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate ,J A DOL=1 15);Category 11;Exp D;Partially Exp.,Ct--1 1,Lu=50-0-0;Min.flat roof snow load governs. �Q- 1,N GAC 4) Unbalanced snow loads have been considered for this design. CO 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r S fit between the bottom chord and any other members. n W M B) Refer to girder(s)for truss to fives connections. W2 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 465 lb uplift at joint 15 and 401 Ib uplift at 2� joint 10. 060�g1 10)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)19.This connection is for uplift only A � and does not consider lateral forces. 9QFES Sl ONp' 11)"Serili-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 November 6,2015 ®WARN/NO•Vafry design panmeras and READ NOTES ON THIS AND INCLUDED IIr/TEIC REFERANCE PAGE 1111111747311111117473w �r .1010Y1016 BEFORE USE. UNION Design vald for use only with M(Tek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall � building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing I leis• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and truss systems,see ANSI/TPl1 QuaBly CrBeda,DSB-89 and SCSI Bulldfng Component 14515 N.Outer Forty,Suite i300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciasrino Phase#2 125256656 J-1500916 SD25 Hip 1 1 Job Reference tions P.D.J.COMPONENTS INC., CHESTER,MY 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:45:59 2015 Page 2 ID:?coaUOZaux?rJ4sHM1O9E8zOaE_NjeJ_31dYa_gcOWXgHesouQP5p yVZlnjbl?hNyM8ms 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 13)ACCEPTED BY- DATE: ®WARNING-Vertly dWpn perernetere end READ NOTES ON THIS AND INCLUDED eD7EK REFERANCE PAGE 1111114473 rev.1QMY1016 BEFORE USE Design void for use only with M7ek®connectors.This design is based only upon parameters shown,and Is loran Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery;erection and bracing of trusses and truss systems,see ANSI/TMI QuaQly Crileft DSB-89 and SCSI Bulirdng Componerd 14515 N.Outer Forty,Suite 0300 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type aty Ply Sciarrino Phase S2 125256657 J-1500916 SD26 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 05 18:46:00 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_rvBhCPIFJt6hEXUkN_95L5zYYDL2EzxwyFlYDpyM8mr i 1512 i 7-8.21310-6 17-1.6 23.3-12 2982 11-14 1572 8-26-2-68-24 32- BD- 14 6-26 6.24 1-512 / Scale=1:55.1 6x8= 6x8= 4.00 1 4-2 5 21 22 I 3 6 20 23 3x8 5- 3x6 2 7 0 1 8 � 19 18 1 24 14 25 1 1 10 9 2x4 11 2x4 11 4x4= 17 16 8x8= 12 2x4 11 3x6= 1412 30-11-14 ,P8 74.2 15-1-12 223.15 20b2 1 tae 8-24 7510 7-2-3 7-2-3 74 0-74 alae LOADING(psf) SPACING- 2-0-0 CSI. " DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 1.00 Vertl-L) -0.11 13-15 >999 360 MT20 244/190 Snow(Pi) ' 15.4 Lumber DOL 1 15 BC 0.54 Vert(TL) -0.16 13-15 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.83 HOIz(TL) 0.02 10 ria rUa BCLL 0.0 Code IRC2006/TPI2002 (Matrix) Weight:193 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals,and BOT CHORD 20 SP No.2 2-0.0 oc purlins(10-0-0 max.):4-5. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-15 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 18=517/0-7-4,15=149210-5-8,10=570/0-7-4 Max Horz 18=108(LC 9) Max Uplift 18=271(LC 7),15=-612(LC 8),10=341(LC 10) Max Grav 18=659(LC 18),15=1715(LC 18),10=714(LC 18) FORCES. pb)-Max.Comp./Max.Ten.-AD forces 250 pb)or less except when shown. TOP CHORD 2-20=-376/374,3-20=234/387,3-21=0/262,4-21=0/337,4-5=0/313,5-22=361/590, 6-22--451/579,6-23=-86/342,7-23=227/329 BOT CHORD 2-18=-608/585,15-16=1301288,15-24=91/272,14-24=91/272,14-25=91/272, 13-25=91/272,12-13=207/424,11-12=75/289 WEBS 2-16=120/281,3.15=-061/652,4-15=355/370,515=781/722,513=-008!735, 6-13=-400/599,6-12--361/169,7-10=357/312 NOTES- (13-14) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS pow-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1.15 Plate ��OF NE►y y DOL=1.15);Category II;Exp D;Partially Exp.,Ct= =50-0-0;1 1,LuMin.flat roof snow load governs. Q' J N GAR , 0 4) Unbalanced snow loads have been considered for this design. Q� C 5) Provide adequate drainage to prevent water ponding. CO � 9 7' 6)All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 8) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will t_ fit between the bottom chord and any other members,with BCDL=10.Opsf. n L 9) One RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)18 and 15.This connection is for Lu lip O uplift only and does not consider lateral forces. 10)One RT7A USP connectors recommended to conned truss to bearing wags due to UPLIFT at jt(s)10.This connection is for uplift only �� NO,Q80fl9� �Cr� and does not consider lateral forces. ,p 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9�FESS1 ONP� 12)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 November 6,2015 ®WARIVlNO-VMfy design pmenretaa end READ NOTES ON THIS AND INCLUDED AMEX REFERIINCE PAGE M747473 rw.1010Y1018 BEFORE USE �* Design void for use only with 1I connectors.This design Is based only upon parameters shown,and B for an Individual building component,not q�• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ii��YY■ building design.Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSII QuaW CrRwlo,DSB49 and SCSI Building Component 14515 N.Outer Forty,Suite 1300 So"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Ory Py Scfarino Phase#2 125256657 J-1500916 SD26 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:46:00 2015 Page 2 ID:?coaUOZaux?rJ4sHM109E8zOaE_-rvBhCPIFJt6hEXUkN_95L5zYYDL2EzxwyFl YDpyM6mr 13)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 14)ACCEPTED BY- DATE. A ®WARNING-Varity datlgn peramersra endREAD NOTES ON THISAND INCLUDED RB7EK REFERANCE PAGE 1101.7473 rw.10103r2015 BEFORE USE Design void for use only with Wek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not • a truss system.Before use,the building designer must verily the appicabiity of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/dr chard members only Additional temporary and permanent tracing MiTek• Is always required for stability and to prevent coilopse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ml quality Cdleria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Salty Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Pty Sciarino Phase 02 125256658 J-1500916 SD27 HIP 1 1 Job Reference tions! P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:46:012015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_J613PImu4BFYsh3wxihKtJWmldfSzR04Avn6mGyM8mq 3512 8.8-2 13.10-8 21-1� 26312 3152 3M11-14 3b12 5-2-6 5-2-8 7-2-14 5-2-6 5-2� 3b12 Scale=1:62.2 8x8= 6x8 = 4.00F1­2 4 20 rsa 21 5 3 6 19 22 2 7 0 1 9 � � IW 1 d 4x4= 181 23 24 13 25 09 4x4= 3x8 11 2x4 4 11 3x8 11 16 6x8= 11 4x4= 44 = 2-10-8 0-7 6-10-0 610-0 7-2-0 7-2-3 Plate Offsets p�.)O= [1:0-3-8.0-5-9).[6:0-3-8.0-5-91 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.07 12-14 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.66 Vert(TL) -0.15 11-12 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.71 Horz(TL) 0.03 9 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:203 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,except BOT CHORD 2x4 SP No.2'Except' 2-0-0 cc purlins(10-0-0 max.):4-5. 1-17,8-10:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2x4 SP No.2,Right 2x4 SP No.2 Installation guide. REACTIONS. (lb/size) 14=1469/0-5-8,18=755/0-74,9=791/0-7-4 Max Horz 18=118(LC 9) Max Uplift 14=558(LC 7),18=564(LC 7),9=599(LC 8) Max Grav 14=1491(LC 18),18=940(LC 18),9=977(LC 18) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2 27/319,3-0=339/494,4-20=0/284,20-21=01284,5-21=0/284,5-6=376/514, 7-8=426/317 BOT CHORD 1-18=227/449,17-18=73/261,16-17=252/373,15-16=143/329,11-12=175/372, 10-11=277/408,9-10=67/257,8-9=225/448 WEBS 3-16=468/425,3-15=228/318,4-15=246/458,4-14=-895/678,5-14=714/671, 5-12=209/447,6-12=207/302,6-11=518/464,2-18=583!711,7-9=5971721 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2) Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opst,,h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 F NE{yy 3) TCLL.ASCE 7-05;Pr-20.0 psi(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category Il;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs. ��P ,JPN GARC�9 0 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6)All plates are 3x4 MT20 unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r ( {L 8) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will n W fit between the bottom chord and any other members,with BCDL=1 O.Opsf. lilt 9)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)14,18,and 9.This connection is for 2� 0 uplift only and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. dA 0.08 11)Graphical.purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. gCFless% P 13)ACCEPTED BY- DATE. Continued on page 2 November 6,2015 ®WARNING-Verily design perameters end READ NOTES ON THIS AND INCLUDED WTEK REPERANCE PAGE sw-7473 lay.101=20,15 BEFORE USE Design void for use only with MlTek®connectors.This design is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for siabiity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(Tpll Quay Crli DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 $afety Infornallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type aly Ply Saar ino Phase#2 125256658 J•1500916 SD27 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:46:01 2015 Page 2 ID:TcoaUOZaux7rJ4sHM 1 O9E8zOaE_-J613PImu4BFYsh3vndhKtJWm 7 dfSzRD4Avn6mGyMBmq ®WARNING-Verify design perame ms and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE WI-7473 rev.1110.V2015 BEFORE USE Design void for use onty with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not • a truss system.Before use,the building designer must verity the appicabiity,of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MI iek• Is always required for stabilty and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,deivery,erection and bracing of trusses and truss systems,see ANSI/TPli Quatily Criteria DSB-89 and BCA Bullang Component 14515 N.Outer Forty,Suite X300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 72314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Sciarrino Phase S2 125256659 J-1500916 SD28 HIP 1 1 Job Reference tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:46:02 2015 Page 1 I D:?coaUOZaux?rJ4sHM 109E8zOaE_-OIJRd5nWN V NOTre6VPCZQ W2ztl whiwKD PZW flyM8mp 3.10.0 131)-8 12-2-12 171-0 23-5-10 X71-0 '11-10.6 310-0 421 4-2 8 5 3 4 5-11-10 4 21 4-21 3 10-0 Scale:3/16' 1' 6x8= 1x4 II U8= 4.00 r12 4 5m W 57 6 3x4 3x4 3 7 4x4 4x4 ZZ 2 8 20 22 0 1 9 h ttN d l� 3x4 = 19 23 24 14 25 26 1 10 3x4= 4x4= 4x4= 17 3x4 = 15 3x4= 12 4x4= 6x8= 3x4= 4x4= 3x6 II 3x6 II 3 2-12 0.7 6-10-0 6 10.0 7-2-3 7-2-3 71 3 2-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) _ I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.70 Vert(LL) -0.06 12-13 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.98 Vert(TL) -0.14 12-13 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 10 n/a n/a BCLL 0.0 ' Code IRC2006fTP12002 (Matrix) Weight:206 Ib FT=0% 8CQL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 SP No.2'Except* 2-0-0 oc purlins(10-0-0 max.):4-6. 1-18,9-11 2x6 SP Not BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 19=810/0-74,15=1369/0-5-8,10=846/0-7-4 Max Horz 19=104(LC 10) Max Uplift 19=594(LC 7),15=594(LC 7),10=622(LC 8) Max Grav 19=1002(LC 18),15=1417(LC 17),10=1033(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250 Ob)or less except when shown. TOP CHORD 1-20=527/315,2-20=511/384,3-4=337/400,6-7=377/433,8-22=510/382, 9-22=526/314 BOT CHORD 1-19=293/551,18-19=109/329,17-18=312/443,16-17=-82/304,14-15=18/251, 14-25=18/251,25.26=18/251,13-26=18/251,12-13=108/334,11-12=335/471, 10-11=104/325,9-10=291/549 WEBS 2-19--094/840,3-17=533/481,4-16=64/276,4-15=552/413,5-15=538/542, 6-15=591/442,6-13=37/277,7-i2=569/512,8-10=707/849 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2) Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 of NEiN Y 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs. 4) Unbalanced snow loads have been considered for this design. CO '9 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64)tall by 2-0-0 wide will r Icc L fit between the bottom chord and any other members,with BCDL=10.Opsf. mW 8) Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)19 and 10.This connection is for .Z uplift only and does not consider lateral forces. 9) Two RT16A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)15.This connection is for uplift only �� No08091 �lr� and does not consider lateral forces. , 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A9�F�SS1 SNP 11)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Continued on page 2 November 6,2015 ®WARNING-VaMy tlsslgn perarnerrrtr MdREAD NOTES ON THIS AND INCLUDED eaTEK REFERAHCE PAGE AIIF7473 rev.1001/201 6 BEFORE USE Design void for use only with WTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall MCI building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ml Qucft GRArim DSB-99 and BCSI SuBdrsg Component 14515 N.Ouler Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,N10 63017 Job Truss Truss Type Qty Py Sdarrino Phase S2 125256859 J-1500918 SD28 HIP 1 1 Job Reference Donal P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Thu Nov 0518:46:02 2015 Page 2 ID:?coaUOZautfhJ4sHM109E8zOaE_-o1JRd5nWrVNOTre6VPCZQW2zt1whi i(DPZ1MlyM8mp 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 13)ACCEPTED BY- DATE. maims ®WARNING-Verdy d=W permrMar end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE AIZI-7473 m.10103rMll BEFORE USE Design void for use only with Wek®connectors.This design B based only upon parameters shown,and is for an Individual building component,not • a thus system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,deivery,erection and bracing of trusses and truss systems,see ANSI(IPII Qualify Criteria.D$11-89 and BCSI R, ng Component 14515 N.Outer Forty,Suite 0300 fely SaInformation available from Truss Plate Institute.218 N.Lee Street,Suite 31Z Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarrino Phase#2 125256660 J-1500916 V08 Valley 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:46:03 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE=GUtgg0oBcoVF5?DJ37joykbCDQUdRMMeDGCg8yM8mo 1233 2436 123.3 12-M Scale=1:40.1 4x6= 4 15 4.00 12 1x4 II 1x4 II 3 14 5 1x3 II 1x3 II 2 6 1 7 i 3x4 13 12 11 109 8 3x4 1x3 II 1x4 II 1x3 II 3x4= 1x3 II 1x4 II 0-0iA 2 24118 0-0-12 24-5-10 Plate offsets V.).)O= [10:0-1-15.0-1-8] LOADING(psf) SPACING- 24-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.40 Vert(LL) n/a n/a 999 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:86 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-4-14. (lb)- Max Horz 1=91(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)1,7,11 except 12=211(LC 9), 13=193(LC 7),9=211(LC 10),8=193(LC 8) Max Grav All reactions 250 Ib or less at joint(s)1,7 except 11=289(LC 1), 12=334(LC 1),13=322(LC 1),9=334(LC 1),8=322(LC 1) FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-14=50t252,4-15=50/252 WEBS 3-12=255/437,2-13=236/401,5-9=255/437,6-8=236/401 NOTES- (10-11) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.0psf,BCDL=6.Opsf;h=35ft;Cat Il;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. ! NE W Y 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `i 0 7) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '� fit between the bottom chord and any other members. �P JPN GAgC� O9 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)1,7,11 except(it--lb) 12=211,13=193,9=211,8=193. 9) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. r 11)ACCEPTED BY DATE. m W Lu Z(P��,o N0.08009� v A�FESS10 November 6,2015 ®WARNING-Veny dss/gn parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE WIL7M raw.10031018 BEFORE USE Design valid for use only with Mlrek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the twilling designer must verity the applicability of design parameters and property Incorporate this design into the overall iilliiii�� building design. Bracing indicated Is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T141 Quality CritedaL DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. chesterfield.MO 63017 Job Truss Truss Type Qty Ply Scfarino Phase#2 125256661 J-1500916 V09 Valley 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,MY 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:46:04 2015 Page 1 ID:9coaUOZaux?rJ4sHM109E8zOaE -khRC2mpmN6d6j9oVcgElVx8Gign7AxOV&?MNayM8mn 1033 20.66 1033 1033 Scale=1:33.5 4x4 = 3 4.00 12 1x411 10 tt 1x4 II 2 4 1 5 4x4 9 8 76 4x4 1x4 II 1x3 II 3x4= 1x4 II 0- 20-6-80-0-12 20510 Plate Offsets Q�Yj— [LO 1-15.0 1 8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) n/a rVa 999 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 115 BC 0.27 Vert(TL) n/a ria 999 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 5 n/a n1a BCLL 0.0 ' Code IRC2006lrP12002 (Matrix) Weight 68 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [installation auide. REACTIONS. All bearings 204-14. (lb)- Max Horz 1=75(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)1,5,8 except 9=284(1_C 9), 6=284(LC 10) Max Grav All reactions 250 Ib or less at joint(s)1,5,8 except 9=463(LC 1), 6=463(LC 1) FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250 Ob)or less except when shown. WEBS 2-9=339/569,4-6=339/569 NOTES- (10-11) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL,ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate D0L=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct=1 1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will QF N IE Y fit between the bottom chord and any other members. C'ARC�9 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,8 except(It--lb) 9=284,6=284. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY DATE. r a: n W Di (P No 9� �a O 0800 v� AAOFESS%°NP November 6,2015 ®WARNING-Verity design parameters arra READ NOTES ON THIS AND INCLUDED ANTEK REFERANCE PAGE Ael-7473 rw.iwos mit BEFORE USE. series Design vaid for use only with rw'Tek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use.the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ■■■ building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrtry1 QuaBty Criteria,DSB-89 and BCSI Bullring Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type City Py Scfarrino Phase#2 125256662 J-1500916 , V10 Valley 1 1 Job Reference o tions P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:46:04 2015 Page 1 ID:7coaUOZaux?rJ4sHM109E8zOaE -khRC2mpmN6d6j9oVcgE1Vx8ONggsAyyWtt?mNayMBmn 833 1685 833 B3-3 Scale=1:27.0 4x6= 3 4.00 12 10 11 1x4 II 1x4 II 2 4 1 5 iKxxxxxxxxxxxxxxxxxxxxXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX 3x4 9 8 7 6 3x4 1x4 II 1x3 II 3x4= 1x4 II 12 18-1.10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 115 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 Snow(PO 15.4 Lumber DOL 115 BC 0.10 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:53 Ib FT=0% BCQL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [Installation guide. REACTIONS. All bearings 16-4-14. (lb)- Max Horz 1=59(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)1,5,8 except 9=216(LC 9),6=216(LC 10) Max Grav All reactions 250 Ib or less atjoint(s)1,5 except 8=287(LC 1),9=341(LC 1),6=341(LC 1) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9--256/442,.4 6=256/442 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf•,h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1 00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct-1 1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) •This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical Connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,5,8 except(jt--lb) 9=216,6=216. Of: NE�/i/ 9))'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q�N J GAPC,y0�� 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 11 ACCEPTED BY- DATE: CO * r cc n w 2 o N0 �Q O •0800 '� v� AROFEssI°r1P November 6,2015 ®WARNING-VWIfy design Parameters and READ NOTES ON THIS AND INCLUDED WTEK RFFERANCE PAGE MI-7473 rev.100]/2013 BEFORE USE. Design vald for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall Mal, building design. Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for siabilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/f%1 Quality Crtieda,DSB-89 and SCSI BuBArp Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Saan"no Phase#2 125256883 J-1500918 V11 Valley 1 1 Job Reference tions P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:46:05 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE=Ct?aF6pO8QLzLJNhAXIG29gVgE7YvOpf5XIJvlyM8mm E43-33 12-6-6 633 6.3-3 Scale=1:20.4 4x8= 4.00 12 2 5 6 1 3 4x4% 4 4x4 1x4 II 0-Gi12 124S-6 12 12b10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.59 Vert(LL) n/a n/a 999 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.26 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.15 HOrz(TL) 0.00 3 Na n/a BCLL 0.0 ' Code IRC2006lrP12002 (Matrix) Weight:37 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [Installation guide. REACTIONS. (lb(size) 1=182/12-4-14.3=182112-4-14,4=488/12-4-14 Max Hoa 1=43(LC 10) Max Uplift 1=1 03(LC 7),3=109(LC 10),4=181(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=333/529 NOTES- (10.11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35$Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1 4) Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it--lb)1=103, 3=109,4=181 9) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ttO 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. �v � Ery 11)ACCEPTED BY- DATE. CO GA&C/9 Oi9� * lir cct— n LU 2 ��F No O 080 AROFESS104 November 6,2015 ®WARNING-Vedy d=W parameters end READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mf1-7473 rw.I&OS e13 BEFORE USE Design valid for use only with MiTek®connectors.This design is based any upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ■■ building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSgTPII Quality,Criteria,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciart'no Phase#2 125256664 J•1500916 , V12 Valley 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:46:05 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_Ct?aF6pO8QIzLJNhAXIG29gW7E9PvPdf5XUv1yM8mm 433 888 4.3-3 4-3-3 Scale:314--l' 4x4 = 4.00 12 2 3 1 4 2x4% 1x3 II 2x4 12 - 12 8510 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.57 Vert(LL) n/a n/a 999 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.14 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:24 Ib FT=0°r6 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [Installation guide. REACTIONS. (Ib/size) 1=128/8-4-14,3=128/8-4-14,4=276/8-414 Max Horz 1=27(LC 10) Max Uplift1=78(LC 7),3=80(1-C 8),4=-87(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=193/347 NOTES- (10-11) 1) This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.0psf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and CIC Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct--1 1,Min.flat roof snow load governs. 4) Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-640 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. 9) "Semi-rigid pitchbreeks including heels"Member end fixity model was used in the analysis and design of this truss. 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. of: NEtN 11)ACCEPTED BY- DATE. ��P�JPN GA�C0 �y r 71 Q, n w 2 Pies 104 � °•OB009 ��C. November 6,2015 ®WARNING-Ver#y dsargn paran of nt and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE WI-7473 rev.f i 0=015 BEFORE USE. eftm Design valid for use only with Mf Tek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not _ a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent bucking of IndNidual truss web and/or chord members only Additional temporary and permanent bracing MiTek*Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPll Quality Criteria,DSB-89 and SCSI Butlydng Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type City Pty Saarrino Phase#2 125256665 J-1500916 V13 Valley 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:46:06 2015 Page 1 ID:?coaUOZaux?r34sHM1 09E8zOaEg3ZySSgO,4tgyTytkFGVaMDnSeWLetOpKBUtRTyMBmI 233 4-" 233 3x4= 233 Scale=1:8.5 4.00 12 2 3 1 2x4 2x4 2 45-10 Plate Offsets(9,Y)— [2:0-2-0.Edgg] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.17 Vert(LL) n/a n/a 999 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 115 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) =0.00 3 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight 11 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-6 oc purlins. BOT CHORD 2x4 SP No:2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=106/4-4-14,3=106/4-4-14 Max Horz 1=11(LC 9) Max Uplift 1=48(LC 7),3=48(LC 8) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=133/264,2-3=133/264 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load govems. 4) Unbalanced snow loads have been considered for this design. 5) Gable requires Continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 9) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 Or- NIE y 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY- DATE. �,r,P ,JQ.N GARC�9 * [[ n W fa 2 0.080091P��i�O °FESS1 November 6,2015 ® aP� WARN/NO-VO/I and READ NOTES ON THIS AND INCLUDED IIaTEK REFERANCE PAGE MI-7473 rw.1010Yt016 BEFORE USE. Design void for use only with MlfekS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporatethis design Into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII quay CdWcL DSB-89 and BCSI Building Componerd 14515 N.Outer Forty,Suite 1300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type oty Py Saarrino Phase#2 125256666 J-1500916 V14 Valley 1 1 Job Reference(optionatl P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 0518:46:06 2015 Page 1 I0:7coaUOZaux?rJ4sHM 109E8zOaE_-g3ZySSgOytgyTytkFGVaMDNeVEesmpKBUtRTyM8ml 4510 9-1-4 48.10 4510 Scale=1:16.9 4x4= 4.00 12 5 2 6 3 1 4 2x4 % 1x3 II 2x4 9w 8 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.65 Vert(LL) n/a rUa 999 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 115 BC 0.17 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight:26 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer [Installation ouide. REACTIONS. (Ib/size) 1=139/8-11-12,3=139/8-11-12,4=300/8-11-12 Max Horz 1=29(LC 10) Max Uplift1=84(LC 7),3=87(1-C 8),4=95(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=209/370 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3,4. 9) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. of NEt/�/ 11)ACCEPTED BY- DATE. �P�JQ,N GARC, 0 CO y it r- cc n w 2 O 0.080 A9�FESSt�NP November 6,2015 -- ®WARNINQ-VaMy design parameters and READ NOTES ON THIS AND INCLUDED MITEIr REFERANCE PAGE M/FTQS rev.1010Y2016 BEFORE USE R Design void for use only with Mlfek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall iMe bullding design.Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(fPl1 Quality CdNrim DSO-89 and SCSI BuSrDng Component 14515 N.Outer Forty,Suite 4300 So"IMormrdton available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarrino Phase#2 125256667 J-1500916r V15 Valley 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Thu Nov 05 18:46:07 2015 Page 1 I D:?coaUOZaux?rJ4sHM 109E8zOaE_-8G6Kgoregl?hacX41ynk7amxw2gsNKdyZrEQzvyM8mk 2.6.10 5-14 25.10 2510 Scale=1:9.6 3x4 = 4.00F1_2 2 3 1 2x4% 2x4 2 5-0-8 Plate Offsets(Xy)- [2:0-2-O.Edggj LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a - n/a 999 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.14 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n1a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight:12 Ib FT=0°h QCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD SbixAural wood sheathing directly applied or 5-1-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=129/4-11-12,3=129/4-11-12 Max Horz 1=13(LC 10) Max Uplift I=59(LC 7),3=59(1_C 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=162/323,2-3=162/323 BOT CHORD 1-3=264/141 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3) TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL--1.15);Category 11;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. ` OF NE{N Y 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. N 0GAq O THIS CONN BMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 1 ) Cj� 9 r aC m w 2 NO 08010g� O V q�FESS10 November 6,2015 ®WARNING-Verffy dwYon parameMr and READ NOTES ON THIS AND INCLUDED NREK RFFERANCE PAGE Ml14473 mv.1010=015 BEFORE USE. Design vald for use only with MfTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the appicablify of design parameters and property Incorporate this design Into the overall iii■■ building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent tracing MiTek- Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(rpll Quaft Crooria,DSB-89 and BCSI BuBAng Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Chesterfield,NO 63017 Symbols-, Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/^ Center plate on joint unless x,y 6 4 8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See SCSI. „ cr-z C2-32. Truss bracing must be designed by an engineer.For 0.1/16 4 wide truss spacing,individual lateral braces themselves WEBS �a, may require bracing,or alternative Tor I 1Pp bracing should be considered. 3. Never exceed the design loading shown and never 0- oe �Kb u U stack materials on inadequately braced trusses. a- 4 Provide copies of this truss design to the building For 4 x 2 orientation,locate 0 designer,erection supervisor,property owner and plates 0-1n4' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1 connector plates. THE LEFT. 7 Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1 'Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceleyd 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9 uUnless e with fire retardan preservative treated,ed,o green for ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362, ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values 14.Bottom chords require lateral bracing 10 is spacing, g y or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or after truss member or plate without prior (supports) occur. Icons vary but ©2012 MTekO All Rights Reserved approval of an engineer reaction section indicates joint number where bearings occur. 17 Install and load vertically unless indicated otherwise. Min size shown is for crushing only. � 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consuft with Industry Standards: project engineer before use. ANSI/TPI I• National Design Specification for Metal 19 Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewnng pictures alone DSB-89: Design Standard for Bracing. Nil e is not sufficient. 9 P SCSI: Building Com onent Safe Information, 20.Design assumes manufacture in accordance with s Guide to Good Practice for MiTek r Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII 7473 rev 10/03/2015 MiTek® MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield,MO 63017-5746 314.434-1200 Re: J-1500864 SCIARRiNO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by P.D.J. Components. Pages or sheets covered by this seal: I25172257 thru I25172286 My license renewal date for the state of New York is January 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. of NIF Y C-2 �JPN G"�, 0 r Q rn W UJ N�OA90.o SFE S October 26,2015 Garcia,Juan IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g., loads,supports,dimensions, shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job „ Truss Truss Type Qty Py SCIARRINO 125172257 J-1500864 CJ03 Diagonal Hip Girder 2 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:32 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_fzKSYTsUOgeoGpo910ghfatNie4eVgChhFB9fnyPXuv 55-1 9-4-15 13.88 5b1 3 11-14 438 Scale=1:38.4 2.83 12 4 3x8 3 10 3x4 11 2 1 3x4 = 8 11 12 13 9 8x8 = r 7 6 5 3x10 I I 3x4= 4x4 = 48-1 ,5-5-1 , 9-4-15 13-8.8 4.8-1 0.11-0 311-14 438 Plate Offsets(X.l)— WID-6.4.0-6-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.69 Vert(LL) -0.06 6-7 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.89 Vert(TL) 0.07 6-7 >999 240 TCDL 10.0 Rep Stress Ina NO WB 0.28 HOrz(TL) 0.03 5 n/a n/a BCLL 0.0 ' Code IRC20061TPI2002 (Matrix) Weight 92 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-74 cc purlins, except BOT CHORD 2x6 SP No.2*Except* end verticals. 2-7:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing, Except WEBS 2x4 SP No.2 4-9-13 oc bracing:7-8. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Inatellation guide. REACTIONS. (Ib/size) 5=301/Mechanical,9=261/04-15 Max Horz 9=225(LC 6) Max Uplift5=368(LC 6),9=-861(LC 6) Max Grav 5=345(LC 3),9=805(LC 19) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2-805f785,2-10=951/950,3-10=941/997 BOT CHORD 1-9=703/808,8-9=589/534,7-8=1038/837,2-8=326/335,6-13=231/277, 5-13=231/277 WEBS 348=-835/638,3-6=310/452,3-5=416/352 NOTES- (13-14) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat Il;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left exposed;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct-1 1,Min.flat roof snow load governs. ! 4 Unbalanced snow loads have been considered for this design. OF NE `i 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �'J Q�N GAqC 'q 0� 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-00 wide will �P fit between the bottom chord and any other members. CO 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joints)except(it-4b)5=368. 9)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)9.This connection is for uplift only r a and does not consider lateral forces. n L 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. MZ 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)176 Ib down and 144 Ib up at 11-7-3,176 Ib down and 144 Ib up at 11-7-3,418 Ib down and 541 Ib up at 5-11-5,418 lb down and 541 Ib up at 5-11-5,and 221 Ib �t�O /V0 080091 down and 266 Ib up at 8-9-4,and 221 Ib down and 266 Ib up at 8-9.4 on bottom chord. The designtselection of such Connection ,p device(s)is the responsibility of others. FESSIONP 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Continued on page 2 October 26,2015 ®WARNING-Verily design pernmeters and READ NOTES ON THIS AND INCLUDED ea7EK REFERANCE PAGE WI-7477 rev.104011016 BEFORE USE. Design vaid for use only with MirekS connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M?®k' Is always required.for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and inns systems,see ANSI/rpll Quay C wa.OS349 and BCSI BuBding Component 14515 N.Outer Forty,Suite tf300 Safety Informallan available from Truss Plate Institute,218 N.Lee Street,Suite 31Z Alexandria.VA 71314. chesterfield,MO 83017 Job Truss Truss Type Qty Ply SCIARRINO • 125172257 J-1500864 CJ03 Diagonal Hip Girder 2 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:33 2015 Page 2 r ID:?coaUOZaux?rJ4sHM1O9E8zOaE_79tgmpt6n_mfuzNLskBwBoPYS2QtEHSgww4BDyPXuu 13)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 14)ACCEPTED BY- DATE. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-4=-60,1-8=20,5-7=20 Concentrated Loads Qb) Vert:11=569(F=285,B=285)12=282(F=141,6=141)13=330(F=165,B=165) ®WARNING-Verf&datio pmmnetms and READ NOTES ON THIS AND INCLUDED AU1EX REFERANCE PAGE Mi1-7473 rev.1a03/Y016 BEFORE USE Design void for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ;�el' building design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MITek'Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPl1 Quality Crura,DSB-89 and BCSI Buwrsg Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125172258 J-1500864 H04 HIP GIRDER 1 2 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 Mi Tek Industries,Inc. Mon Oct 2612:43:36 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_XkZzOgv_4v8EIQ5wXskdpQl6nFVDRXsGct9NoYyPXur 3-10-0 9A-12 1832 24 -15 3015 37312 42-11A 48-9 3-100 5 10.12 8S8 8313 a 2-1 6313 510 12 310-0 Scale=1:83.9 4.00 12 5x8 = 2x4 I I 06= 4x8 = 2x4 15x8— 3 23 ap 4 6 7 2 8 5x8 5x6 2 9 zzzz "�'\ 2] �? 1 10 Z t d 3x6— 22 2 3.6 = d 3x4 = 11 3x8 = 21 20 25 26 27 28 29 t9 18 30 31 17 32 16 33 34 15 35 36 37 14 13 3x4 II 04 = JUS24 JUS24 JUS24 4x6 = 2x4 II 06 = 4x8 JUS24 JUS24 04= 3x4 II HJC26 8x8= JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 HJC26 JUS24 JUS24 , 3-2-12&f0A 9b-12 1832 24515 30-&15 37-0.12 42-11� 438•,1246-9-8 3� 2-12 0.74 5.10.12 8--6 8313 8-2-1 8313 510-12 0.7 3-2-12 Plate Offsets(xY}- (3:0-2-0.0-3-4].[8:0-2-_0,Q: 1 LOADING(psf) SPACING- 24)-0 CSI. DEFL. in goc) Vdefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.49 Vert(LL) 0.07 14-15 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.59 Vert(TL) -0.1014-15 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.02 11 n/a n/a BCLL 0.0 Code IRC2006ITP12002 (Matrix) Weight 670 Ib FT=0% BCQL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,except BOT CHORD 2x6 SP No.2'Except' 2-0-0 cc purlins(6-0.0 max.):3-8. 2-21,9-13:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 22--901/0-7-4,19=3625/0-74,11=1915/0-3-8 Max Horz 22-81(LC9) Max Uplift22--809(LC 6),19=2529(LC 6),11-1472(1_C 7) Max Grav22=1129(LC 17),19=4353(LC 16),11=2045(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=304/371,2-3=-499/420,3-23=-523/996,4-23=524/994,4-5=525/994, 5-6=525/994,6-7=2346/1484,7-24=2349/1486,8-24=2346/1486,8-9=1960/1322 BOT CHORD 1-22=269/307,2-22=1068066,20-25=230/410,25-26=230/410,26-27=230/410, 27-28=230/410,28-29-230/410,19-29=230/410,18-19=-637/1316,18-30---637/1316, 30-31 37/1316,17-31 37/1316,17-32 37/1316,16-32=-637/1316, 16-33=-037/1316,33-34=-637/1316,15-34=-637/1316,15-35--1102/1847, 35-36=1102/1847,36-37=1102/1847,14-37=1102/1847,9-12=1754/1297 WEBS 2-20=-421/615,3-20=-428/658,3-19=1653/1082,4-19=723/462,6-19=3028/1733, 6-17=284/644,6-15=-855/1364,7-15=581/370,8-15=244/658,8-14=359/353, 9-14=1163/1882 NOTES- (17-18) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 cc. OF NE Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 cc,2x4-1 row at 0-9-0 oc. �P JPN GgAC, O� Webs connected as follows:2x4-1 row at 0-9-0 cc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Py to ply CO connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)This truss has been checked for uniform roof live load only,except as noted. 4)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS Qow-rise);cantilever left and right Ir- cc exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 n W 5)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate f� DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0 2 2 6)Unbalanced snow loads have been considered for this design. 7)Provide adequate drainage to prevent water ponding. �A 0.08 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will FES$1 ON fit between the bottom chord and any other members,with BCDL=10.Opsf. Continued on page 2 October 26,2015 ®WARNING-Verify daWgn Parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Ma-7473 rev.taN3y20te BEFORE USE. Design void for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ii��ii■■ii bullding design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage.delvery,erection and bracing of trusses and truss systems.see ANSI/TPII Quality Crena.DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 so"Information/available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO ' 125172258 J-1500884 H04 HIP GIRDER 1 A 2 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.840 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:38 2015 Page 2 ID:7coaUOZaux7rJ4sHM109E8zOaE -XkZzOgv_4v8EIQ5wXskdpQl6nFVDRXsGct9NoYyPXur NOTES- (17-18) 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--lb)19=2529,11=1472. 11)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)22.This connection is for uplift only and does not consider lateral forces. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purtin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 14)Use USP HJC26(With 16d nails into Girder&10d nails into Truss)or equivalent spaced at 27-3-4 oc max.starting at 9-9-2 from the left end to 374)-6 to connect trusses)to back face of bottom chord. 15)Use USP JUS24 nth 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 11-6-0 from the left end to 35-4-8 to connect truss(es)to back face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber 17)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 18)ACCEPTED BY- DATE: LOAD CASE(S) Standard 1)Dead+Roof Live(balanced)+Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(pff) Vert 1-3=-00,34=40,8-10,1-22=20,20-21=20,20-26=-60,13-26=20,10-12=20 Concentrated Loads cab) Vert:18=159(8)20=367(B)14=432(6)25=94(B)27=94(B)28=94(B)29=94(B)30=159(B)31=159(B)32--159(6)33=159(B)34=159(8)35=159(B)36=159(B) 37=159(B) ®WARNING-Verdy design penmWent and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MP7473 nw.1d/031201e BEFORE USE. Design void for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall pii�lliYi�� ek• building design.Bracing Indicated is to prevent bucking of individual truss web and/orchord members only Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IyliT fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/Ml Quality criteria,DSB-89 and SCSI BuWng Component 14515 N.Outer Forty,Suite?3W Safety tntonnation available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 72314. Chesterfield,MO 83017 Job Truss Truss Type Qty Pty SCIARRINO 125172259 J-1500864 J01 Jack-Open 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:43:36 2015 Page 1 ID:?ooaUOZaux?rJ4sHM109E8zOaE -XkZzOgv_4v8EIQ5wXskdpQl7MFZjRi8Gct9NoYyPXur 1-11-11 ' 1-11-11 12x4 II 0.50 12 Scale=1:13.8 2 3 X 4 N 5 6 1x3114 3x4 I I 1-11-11 1-11-11 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Waft Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.00 5 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.00 5.6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.03 HOrz(TL) -0.03 3 rUa n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight 10 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 cc purlins, BOT CHORD 2x4 SP No.2, except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 6=82/0-7-0,3=35/Mechanical,4=56/Mechanical Max Hoa 6=86(LC 9) Max Uplift6=-00(LC 7),3=39(LC 9),4=50(1_C 9) Max Grav 6=100(LC 2),3=51(LC 2),4=57(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (13-14) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1.15);Category 11;Exp D;Partially Exp.,Ct=1 1,Min.fiat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonoohcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss Connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,4. OF NE{ti Y 9)One RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)6.This connection is for uplift only �� PN GgpC 0 and does not consider lateral forces. 10)Load case(s)2,3,4 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r 13)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. n d W 14)ACCEPTED BY- DATE: mZ W O LOAD CASE(S) Standard �0 ND•080�9� 1)Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 A ROFESS%oNP Continued on page 2 October 26,2015 N ®WARNING-Vary des/Qn peamexas Md READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MU-7473~.MOYM5 BEFORE USE Design vald for use only with Mtrek&connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall i�1�YY�i building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage.delvery,erection and bracing of trusses and truss systems,see ANSI/M1 Quality Cdleda,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type City Ply SCIARRINO 125172259 J-1500864 J01 Jack-Open 4 1 Job Reference(option P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 2612:43:38 2015 Page 2 ID:7coaUOZeux?rJ4sHM109E8zDaE -XkZzOgv_4v8E105wXskdp017MFZJRi6Gct9NoYyPXur LOAD CASE(S) Standard Uniform Loads(plf) Vert:4-6=20 Trapezoidal Loads(plf) Vert:1=-�60-to-3=90(1`=30) 2)Dead+Snow(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:450 Trapezoidal Loads(plf) Vert:1=51-to-3=77(F=27) 3)Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:4-6=50 Trapezoidal Loads(plf) Vert 1=51-to-3=77(F=27) 4)Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 4 6=50 Trapezoidal Loads(plf) Vert:1=29-to-3=48(F=18) M ®WARNING-Veft dWVn per n eftm and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE WF7477 re,1010]/7016 BEFORE USE Design void for use only with MITekS connectors.Thisdesign is based only upon parameters shown,and is for an individual building component,not �• a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M iT®k• is always required for stabllty and to prevent cotlopse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANS ITP11 Quoddy Ciffeda,DSB-89 and BCSI Budding Compon*M 14515 N.Outer Forty,Suite 0300 Safety Intonnallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125172260 J-1500864 J02 Jack-Open 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:37 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E&OaE_9w7LcAwcrDG5Nag75ZGsMeaBEfrt99oQrXuwKyPXuq 3-11-11 3-11-11 0.50 12 34 II Scale=1:14.0 12x4 I I 6 2 N d N 4 3x6 II 2x4 3 11 3-11-11 3-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.89 Vert(LL) 0.02 4-5 >999 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 115 BC 0.63 Vert(TL) -0.02 4-5 >999 240 TCDL 10.0 Rep Stress Ina NO WB 0.00 Horz(TL) -0.08 2 n/a n/a BCLL 0.0 ' Cade IRC2006/TP12002 (Matrix) Weight 16 Ib FT=0% CDIL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 cc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=159/0-7-4,2=135/Mechanical,4=48/Mechanical Max Horz 5=90(LC 9) Max Uplift5=89(LC 7),2=114(LC 9) Max Grav 5=194(LC 3),2=165(LC 3),4=82(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=168/267 NOTES- (14-15) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf,BCDL=6.Opsf,h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct--1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. NE 7)Refer to girder(s)for truss to truss connections. tt 0 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except W-1b)2=114. 9)One RT16A USP connectors recommended to conned truss to bearing wails due to UPLIFT at jt(s)5.This connection is for uplift only ��Q' ,JPN GAq�, Oi9� and does not consider lateral forces. 10)Load case(s)2,3,4 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. n W 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Z 2 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY DATE. ��d ti0 o891 ��C? A LOAD CASES) Standard 9�FESS1 O�P� Continued on page 2 October 26,2015 ®WARNING-V.A/y deerpn perenretne end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE NJ-7M nw.1D'OYM S BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall �i�A ek• building design. Bracing Indicated is to prevent bucking of Indvidual truss web and/or chord members only Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 'y'iT fabrication,storage,delivery,erection and bracing of trusses and truss systems,see p,NSI/rPIT quafl}y Ggeda pSg.89 and BCSI Building Component 14515 N.Oiler Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172260 J-1500864 J02 Jack-Open 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:37 2015 Page 2 ID:?owUOZaux?rJ4sHM1O9E8zOaE -7w7LrAwcrDG5Nag75ZGsMeaBEfrt99oQrXuwKyPXuq LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pit) Vert:3-5=20 Trapezoidal Loads(plf) Vert:1=80•to-2=90(F=30) 2)Dead+Snow(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:3-5=20 Trapezoidal Loads(plf) Vert:1=81-to-2=107(F=27) 3)Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate increase=l 15 Uniform Loads(plf) Vert:3-5=20 Trapezoidal Loads(plf) Vert 1=81-to-6=101(F=21),6=102(F=21)-to-2=108(F=27) 4)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(plf) Vert:3-5=20' Trapezoidal Loads(ptf) Vert:1=59-to-2=78(F=18) M ®WARNING•Verfy aaelgn pemnrotaa and READ NOTES ON TMS AND INCLUDED AIITEK REFERANCE PAGE MI4473 rsv.1OVY1013 BEFORE USE Design void for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall ■ building design.Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing M iT®k• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIOP11 Quality Creeds,DSB-89 and SCSI SuIId>ng Component 14515 N.Older Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125172261 J-1500864 J03 Jack-Open 1 1 Job Reference o Bona P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Mon Oct 26 12:43:38 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_T7hjpWxEcWOy_kFJeHn5ur6OC36Puc2Z3BeUsQyPXup 5-11-11 5.11-11 0.50 12 3x6 11 Scale=1,17.0 3x4 11 6 7 2 1 r N 4 5 2x4 113 3x8 11 5-11-11 5-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Vd PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.75 Vert(LL) 0.08 4-5 >820 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.93 Vert(TL) -0.12 4-5 >546 240 TCLL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.16 2 n/a n/a RrDL 10.0 BOLL 0.0 Code IRC2006/TP12002 (Matrix) Weight 22 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 5-11-11 cc purlins, BOT CHORD 20 SP No.2 except end verticals. WEBS 2x4 SP No.1'Except* BOT CHORD Rigid ceiling directly applied or 1 D-0-0 cc bracing. 2-4:2x4 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (ib/size) 5=222/0-7-4,2=160/Mechanical,4=68/Mechanical Max Horz 5=96(LC 9) Max Uplift5=117(LC 7),2=142(LC 9) Max Grav 5=248(LC 3),2=160(LC 1),4=116(LC 5) FORCES. pb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=200/377 NOTES- (14-15) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. ! OF NE�y 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it--lb)2=142. P'�v N GqR }'O 9)One RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)5.This connection is for uplift only Q� C and does not consider lateral forces. CO �7' 10)Load case(s)2,3,4 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r Q 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. m W 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LI 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY DATE. ip C? f7 LOAD CASE(S) Standard �AAtiU8�91 �FESSto� Continued on page 2 October 26,2015 ® «IN�a pwa�..e WARNING-V n erM READ NOTES ON TNfS AND INCLUDED MITER REFERANCE PAGE MI-7473 rw.faMY2Mt BEFORE USE. Design valid for use only with M Tek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a huss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiT®k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI 1 Quailly Criteria,DSB-89 and BCSI Bumng Component 14515 N.Outer Forty,Suite#= Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type oty Py SCIARRINO 125172261 J-1500864 J03 Jack-Open 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:38 2015 Page 2 ID:?coaUOZauu?rJ4sHM109E8zOaE -T7hjpWxEcWOy_kFJeHn5ur6OC36Puc2Z3BeUs0yPXup LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pIQ Vert:3-5=20 Trapezoidal Loads(plf) Vert 1=60-to-2=60(F=0) 2)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(pit) Vert 3-5=20 Trapezoidal Loads(plf) Vert:1=81-to-7=-81(F=0),7=51(F=0)-to-2=51(F=0) 3)Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 3-5=20 Trapezoidal Loads(plf) Vert 1=81-to-8=81(F=0),6=-83(F�O}to-7=-83(F=0),7=-53(1`=0)-to-2=53(F=0) 4)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=l 15 Uniform Loads(pit) Vert 35=20 Trapezoidal Loads(p10 Vert 1=59-to-7=59(1`=0),7=29(F=0)-to-2=29(F=0) ®WARNING-Vanity deelyn parvnwrr and READ NOTES ON THIS AND INCLUDED AITTEK REFERANCE PAGE W14473 rev.1WOY2015 BEFORE USE- Design SEDesign valid for use only with Nlirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verity the applcabilty of design parameters and property incorporate.this design Into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mi Quality CrBeria,DSB-89 and BCSI Builmng Componenf 14515 N.Outer Forty,Suite 0300 Safety Informa8on available from Truss Plate Institute,218 N.Lee Street,Suite 31Z Alexandria,VA 22314. chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172262 J-1500864 J04 Jack-Open 1 1 Job Reference (optional) P.D.J.COMPONENTS INC., CHESTER,MY 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:43:38 2015 Page 1 1 D:9coaUOZauxTrJ4sHM 7 09E8zOaE_-T7hjp WxEcWOy_kFJeHn5ur6Kh38luc2Z3BeUsOyPXup 4-10-3 4-10-3 2x4 II 0.50 r12 Scale=1:14.1 8 2 1 i:2 r � N N 4 3x6 II 2x4 11 3 4-103 4-103 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.98 Vert(LL) 0.05 4-0 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.78 Vert(L) -0.05 4-5 >986 240 TCDL 10.0 Rep Stress Incr NO W I 0.00 Horz(TL) -0.13 2 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight 19 Ib FT=0°h RC'DL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc purlins, except BOT CHORD 2x4 SP No.2 end vefticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation Quide. REACTIONS. (Ib/size) 5=198/0-7-4,2=168/Mechanical,4=58/Mechanical Max Hofz 5=93(LC 9) Max Uplift s=107(LC 7),2=138(LC 9) Max Grav 5=198(LC 1),2=168(LC 1),4=98(LC 5) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-5=163/341 NOTES- (13-14) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate D0L=1 15);Category II;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a. ngle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer'to girder(s)for truss to truss connections. pF NEW 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=138. J Pl,GAR 9)One RT16A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)5.This connection is for uplift only �P O 7 and does not consider lateral forces. CO � '9 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. * yt 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. r 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 13)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. n w 14)ACCEPTED BY- DATE: L LOAD CASE(S) Standard Iii N 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 D,p D 080 9 9OFESSIO Continued on page 2 October 26,2015 ®WARNING-V.ny dse/gn Pmemenre and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE MI.7473 nw.10/0S 1 S BEFORE USE. Design vald for use only with MfTek&connectors.This design is based only upon parameters shown,and B for an individual building component not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Mal building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M ITek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and tens systems,see ANSI/fryl Quality CdfM4 DSB-B9 and SCSI Buung Component 14515 N.Outer Forty,Suite 0300 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. ChesteAfeld,MO 63077 Job Truss Truss Type Qty Py SCIARRINO 125172262 J-1500864 J04 Jack-Open 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 2612:43:38 2015 Page 2 ID:?coaUOZaux?rJ4sHM109E8z0aE -T7hjpWxEcWOy_kFJeHn5ur6Kh38iuc2Z38eUsOyPXup LOAD CASE(S) Standard Uniform Loads(pit) Vert 3-5=20 Trapezoidal Loads(plf) Vert:1=80-to-2=90(F=30) ®WARMING-VW&design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE WI-7M rev.14,0312013 BEFORE USE Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M iT®k• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems,see ANS/W Quaft CdW4x DSR-89 and BCSI BuMng Component 14515 N.Outer Forty,Suite 1300 Safely Infonndlon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125172263 J-1500864 AD Jack-Closed 5 1 Job Reference o tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Mi Tek Industries,Inc. Mon Oct 2612:43:39 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE=xJF5OsANgWpcugVC_IKR3fbiSSOdOCilrN1 OtyPXuo N" 94.12 3-10.0 5-10-12 Scale=1:36.8 3 4 4.00 12 1 9 5x8 % q3x18 I? 1 N 7 6 3x4 I I 3x6= 3-2-12 71 5.10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.64 Vert(LL) -0.05 6-7 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.94 Vert(TL) -0.12 6-7 >562 240 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(TL) -0.05 6 n/a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matra) Weight 55 Ib FT=0% BCDIL LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 8-0-0 cc purlins. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. 2-7.2x4 SP No.1,5-7.2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=652/0-7-4,6=114/Mechanical Max Horz 8=227(LC 7) Max Uplift8=539(LC 7),6=88(LC 8) Max Grav 8=652(LC 1),6=144(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2---829/311 BOT CHORD 148=236/832,2-8=529/1099 WEBS 2-6=-264/122 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);PF--15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct-1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will /y fit between the bottom chord and any other members. !'OF NET 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6. r>\Q' JP,N GAPO/ 0,9 9)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)8.This connection is for uplift only CO 9 and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. r 12)ACCEPTED BY DATE. n LU m z c� NO.080N v AOFESS�o�P October 26,2015 ®WARNING-Verily design pmmeters end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE AQF7473 rot.101031016 BEFORE USE Design void for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall Met buliding design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing iVIiT®k• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fpll QuaBly Crema,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suits 0300 Safety Intormallon available from Truss Plate Institute,218 N.Lee Street,Suite 31Z Alexandria.VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Ply SCIARRINO • 125172264 J-1500864 311 Jack-Closed 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 2612:43:39 2015 Page 1 I D:7coaUOZaux?rJ4sH M 109E8zOaE_-xJF50sxtNg WpcugVC_I KR3fVHSV WdzViIrN 1 OtyPXuo 3d$ i 4 1-7 34-8 0&15 4.00 12 Scale:12"=1' 2 6 4x6 1 d[ 3x4= 3 2x4= a 4 3x10 N 1x3= 5 i 3-2-72 4-2-7 3-212 0.11-11 Plate Offsets(X.Y)- (5:0.1-4.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.99 Vert(LL) 0.00 4 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.68 Vert(TL) 0.00 3 >999 240 TCLL 10.0 Rep Stress Ina a YES WB 0.43 Ho BCLL 0.0 ' (TL) 0.07 5 Na Na BCDL 10.0 Code IRC2006frP12002 (Matrix) Weight 24 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-9-5 cc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=837/0.3-8,5=513/Mechanical Max Horz 4=189(LC 8) VERTICALS THAT ARE EXTENDED BELOW A CHORD FORMING A°LEG DOWN'CONDITION ARE Max Uplift4=768(LC 7),5=513(LC 1) NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT Max Grav4=837(LC 1),5=435(LC 7) ADDITIONAL DESIGN CONSIDERATIONS(BY OTHERS)ARE REQUIRED TO TRANSFER THESE FORCES TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6--936/325,2-6--922/361,3-5=1224/513,2-3--779/378 BOT CHORD 1-4=302/976,3-4=133/448 WEBS 2 =-089/1539 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category Il;Exp D;Partially Exp.,Ct=1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 0f NEIN 6)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �P�JPP�GARC,yO� fit between the bottom chord and an other members. 7)Refer to girder(s)for truss to truss connections. CO � 9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--Ib)5=513. 9)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)4.This connection is for uplift only and does not consider lateral forces. r Ir 10)"Semi-rigid pitchbreaks induding heels"Member end fixity model was used in the analysis and design of this truss. n W 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. Z 12)ACCEPTED BY DATE: Z N�OA N0.080fl91P���O �FESS1 October 26,2015 ®WARNING-V4rify dWgn Paranrarara and READ NOTES ON THIS AND INCLUDED IIBTEX REFERANCE PAGE O91-7473 rw.MOMMIS BEFORE USE Design void for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fahrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIM.1 QuaW Criteria.DSB-89 and SCSI Buftng Component 14515 N.Outer Forty,Suite#300 So"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandno.VA 22314. Chesterfield,NO 63017 r Job Truss Truss Type Qty , Py SCIARRINO 125172265 J-1500864 J12 Jack-Closed 4 1 Job Reference(option P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:43:40 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_7QVoUECyV88egE2PimipZzGChl sgfMTnsXV7axJyPXun 3-10.0 3-10-0 247 Scale=1:28.3 4.00 12 3 4 5x8 1x 2 9 1 3x4= 8 4x6 N N 7 6 40 I I 3x6 = i 3-2.12 I3-10-0 6.2-7 3-2-12 0-74 247 LOADING(psi) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) 0.01 6-7 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber-DOL 1 15 BC 0.81 Vert(TL) -0.00 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight 39 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 2-7.2x4 SP DSS,5-7.2x4 SP No.2 10-0-0 oc bracing:5-6. WEBS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=722/0-7-4,6=238/Mechanical Max Hoa 8=150(LC 7) Max Uplift8=-092(LC 7),6=238(LC 1) Max Grav 8=722(LC 1),6=238(LC 7) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2--884/325 BOT CHORD 1-8=253/900,2-8=-057/1623,6-7=140/355 WEBS 2-6=770/304 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35fF,Cat II;Exp D;enclosed;MWFRS(Inv-rise)and C-C Extedor(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ! OF N E fit between the bottom chord and any other members. J Q.N GAn09/ 09 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt--Ib)6=238. CO 9)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)8.This connection is for uplift only and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. m W 12)ACCEPTED BY- DATE: Z N0.080�9, O es %0 October 26,2015 ® �r�a WARNlNO-V n end READ NOTES ON THIS AND INCLUDED laTEK REFERANCE PAGE Ii01-70�ler.tOr0Y2e16 BEFORE USE. Design void for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component.not -- a truss system.Before use,the building designer must verity the appicabiity of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stablity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,deivery,erection and bracing of trusses and truss systems,see ANSIln li Quality Creeds DS111-89 and SCSI 6uiding Component 14515 N.Outer Forty,Suite#W0 Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type city Ply SCIARRINO 125172266 J-1500864 J13 Jack-Closed 4 1 Job Reference o tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:43:412015 Page 1 ID:?coaUOZaux?rJ4sHM t 09E8zOaE_-uiMsRYz7vRnXrC_uKPKoWUkrmG8Y5yi?m9s8TIyPXum 3-10.0 8-2-7 3-10.0 447 Scale:3/8'=1' 3 4 4.00 12 1 3x8 10 2 1 3x4 8 9 2x4= n Li 7 6 2x4 11 3x4 = r 3-2-128-2-7 3-2-12 0-7�8-10-0. 447 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.99 Vert(LL) -0.01 6-7 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.90 Vert(TL) -0.03 6-7 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matruc) Weight 481b FT=0% Rrr)L 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. 1-8:2x6 SP No.2 MiTek recommends that Stabilizers and WEBS 2x4 SP No.2 required cross bracing be installed during truss erection,in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) 6=93/Mechanical,9=552/0-3-8 Max Horz 9=194(LC 7) Max Upl'1ft6=75(LC 8),9=455(1_C 7) Max Grav6=115(LC 3),9=552(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=594/204 BOT CHORD 1-9=142/630,8-9=142/260,2-8=388/859 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber D0L=1 15 Plate DOL--1.15);Category 11;Exp D;Partially Exp.,Ct-1 1 4)Unbalanoed snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. OF N E 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6. ��J N GA 9)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)9.This connection is for uplift only Q� Q and does not consider lateral forces. co '9 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 12)ACCEPTED BY DATE. r n W m Lu 0.080 9, es 10 October 26,2015 ®WARNING-Verfry tlWpn prrrarnsrers and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M/F7473 nv.10'OY201 B BEFORE USE. Design void for use only with WTek®connectors.This design is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applIcablity,of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fatxicatlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPll Qua-My Creeft DSB-89 and BCSI BuUng Component 14515 N.Outer Forty,Suite 1300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172267 J-1500864 J48 Jack-Closed 10 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Mrrek Industries,Inc. Mon Oct 2612:43:41 2015 Page 1 ID:7coaUOZaux?rJ4sHM1O9E8zOaE -uiMsRYz7vRnXrC_uKPKoWUkriGAM5yY?mwTtyPXum 3-10.0 9812 3-10.0 5.10-12 Scale=1.34.2 3 4 4.00 12 1 10 4x8% 2 El 1 3x4 = 6 9 3x4 = 7 6 2x4 I I 3x6 = 3-2-12 71 5-10.12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.99 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.78 Vert(TL) -0.11 6-7 >682 240 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.03 6 n/a n/a BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight 55 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-8:2x6 SP No.2 MTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) 6=179/Mechanical,9=587/0-3-8 Max Horz 9=227(LC 7) Max Uplift6=112(LC 7),9=-456(LC 7) Max Grav6=203(LC 3),9=587(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces'250(lb)or less except when shown. TOP CHORD 1-2=-604/200 BOT CHORD 1-9=1351628,248=411/860 WEBS - 3-6=148/254 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Extedor(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow Lumber DOL=1.15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ! /y fit between the bottom chord and an other members. VOF NET 7)Refer to girders)for truss to truss connections. �( 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Cit--lb)6=112. GApC� Oi9 9)One RT7A USP connectors recommended to Connect truss to bearing walls due to UPLIFT at jt(s)9.This connection is for uplift only CO � '9 and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION, r Q 12)ACCEPTED BY- DATE: m W LU Z Z119��A �0.08009� v 9OFFSs10 October 26,2015 ®WARNING-Verily dosVn peranMus and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Ma rev IWO=015 6EFORE USE. Design vald for use only with Mrfek®connectors.This design is based only upon parameters shown.and Is for.an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(r%1 Qualify Criteria,DS11-69 and BCSI SuOding Component 14515 N.Outer Forty,Suite 9100 So"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125172268 J-1500864 RT01 ROOF SPECIAL 1 1 Job Reference o tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 2612:43:42 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_MuwEfu_IgtvOTL Z4t7r13hH1fgWggC29_pch?CyPXuI i SJ-0 9.0-0 14-0-0 4.00 12 5x14= 2x4 I I Scale=1:56.1 14 5 15 6 4x4 I I 4 3 1.3 3x4= 10 3x4= 0.50 F12 d ab 4x4 11 5x8 N 12 13 2 v5 11 16 9 8 17 7 4x4 = 2x4 II 3x8= 8x8 = 5-0-0 9-0-0 14.0.0 5-0-0 3-8-0 5-0-0 Plate offsets(9.)Q- (2:0-2-12.0-3At[5:0.7-0.0-1-6).R:Edae.0-3-81.[8:0-3-8.x1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.91 Vert(LL) 0.31 3 >526 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.71 Vert(TL) -0.38 3 >437 240 TCDL 10.0 Rep Stress Incr NO WB 0.96 Horz(TL) 0.04 7 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 132 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 10-0-0 cc puriins, except 3-5:2x4 SP DSS end verticals,and 2-0-0 cc purlins(6-0-0 max.):1-2,2-9,4-10,5-6. BOT CHORD 2x4 SP No.2*Except* Except 3-10:2x6 SP No.2 6-0-0 cc bracing:2-10 WEBS 2x4 SF No.2'Except' BOT CHORD Rigid ceiling directly applied or 4-1-4 cc bracing. 4-9:2x4 SP No.1 WEBS 1 Row at midpt 6-7.2-11,5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installatin guide, REACTIONS. Ob/size) 11=830/0-7-4.7=716/G-3-8 Max Horz 11=479(LC 9) Max Uplift 11=-426(LC 7),7=-420(LC 9) Max Grav 11=989(LC 18),7=716(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=233/289,2-10=563/684,4-10=512/692,3-4=206/360,4-14=0/304,5-14=0/315 BOT CHORD 11-16=1815/2046,9-16=1815/2046,8-9--1882/2003,8-17=-4311312,7-17=431/312, 3-10=263/247 WEBS 2-11=2062/1033,2-5=-809/208,2-8=193211654,54=-717/1100,5-7=-633/873 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat.ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)0-1-12 to 13-10-4 zone;cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 ��of: NE Pr--20.0 IN 3)TCLL.ASCE 7-05;P20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct--1 1,Lu=50-0-0;Min.flat roof snow load governs. GARC� Oi9 4)Unbalanced snow loads have been considered for this design. CO 5)Provide adequate drainage to prevent water ponding. * y� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0.0 wide will r fit between the bottom chord and any other members,with BCDL=10.Opsf. n W 8)One RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)11 and 7 This connection is for uplift to Z only and does not consider lateral forces. 2�p 9)"Semimrigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. FO 0.08 10)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. q 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9�FES$1 ONP� 12))THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. Johtinued on page P DATE: October 26,2015 ®WARNING-~&design peramKas and READ NOTES ON THIS AND INCLUDED BUTE1r REFERANCE PAGE AVL7473 mv.101032015 BEFORE USE Design void for use only with MITek8 connectors.This design is based only upon parameters shown,and is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■ building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing i119iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Cr(tedet DSB-89 and BCSI Building Componrrrd 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Atexand a.VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172268 J-1500864 RT01 ROOF SPECIAL 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 2612:43:43 2015 Page 2 I0:?coaUOZaux?rJ4sHM109E8zOaE_-g4UcsD?NQ31E5V7GRgMGbvgCP4svZRIDTLFYeyPXuk LOAD CASE(S) Standard 1)Dead+Roof Live(balanced)+Uninhab.Attic Storage:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:3-4=-60,4-5=-60,5-6=-60,8-11=20,8-17=-60,7-17=20,310=20 Trapezoidal Loads(plf) Vert:1=60-to-2=90(F=30) ®WARNING-Vrf1y design parerrMas end READ NOTES ON TN13 AND INCLUDED IaTFX REFERANCE PAGE AQL7473 rrrv.100]/IOf b BEf-0RE USE Design vald for use only with MtTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall bulkling design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/mi Quality CrBoda,OSB-89 and BCSI BuOding Component 14515 N.Outer Forty,Suite 0300 Safety Infomrdlon available from Tnra Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172269 J-1500864 RT02 ROOF SPECIAL 1 1 ' Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:43:43 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE -g4UcsD?NQ31E5V7GRgMGbvgCD4ta7JzlDTLFYeyPXuk i 5�-0 11-0.0 14-0-0 54-0 5-8.0 4.00 12 5x14= 2x4 11 Scale=1:59.4 5 B 3x6 I 4 3 3x4 = 10 3x4 = 0.50 12 r d 4x4 II 6x18 2 12 13 11 14 9 8 7 44= 20 11 4x6 = 8x8 = r 54-0 11.00 to 14-0-0 5-M Plate Offsets X)0- I5:0-7-0.0-1-6).[ Edge.0-3-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.93 Vert(LL) 0.29 3 >565 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.67 Vert(TL) -0.36 3 >458 240 TCDL 10.0 Rep Stress Ina NO WB 0.72 Horz(TL) 0.04 7 n/a rL/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 139 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 10-0-0 cc purlins, except 3-5.2x4 SP No.1 end verticals,and 2-0.0 oc purtins(6-0-0 max.):1-2,2-9,4-10,5-0. BOT CHORD 2x4 SP No.2'Except* Except 3-10:2x6 SP No.2 6-0-0 oc bracing:2-10 WEBS 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 4-1-14 cc bracing. 4-9:2x4 SP No.1 WEBS 1 Row at midpt 6-7,2-11,2-5,2-8,5-7 MiTek recommends that Stabilizers and required cross bracing j be installed during truss erection,in accordance with Stabilizer InstalMoo guide, REACTIONS. Ob/size) 11=804/0-7-4,7=640/0-3-8 Max Horz 11=523(LC 9) Max Uplift 11=397(!-C 7),7=-484(LC 9) Max Grav 11=938(LC 18),7=683(LC 18) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=193/290,2-10=-627/779,4-10=589/803,3-4=220/369,4-5=17/370 BOT CHORD 11-14=1759/2041,9-14=1759/2041,8-9=1801/2006,748=280/197,3-10=269/256 WEBS 2-11=2067/896,2-5=-421/0,2-8=1922/1615,5-8=X671725,5-7=677/956 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf,BCDL=6.Opst,,h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)0-1-12 to 13-10-4 zone;cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 F NE y 3)TCLLr- .ASCE 7-05;P20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs. PJPN GARC/q O� 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. CO 6)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. r- 8) 8)One RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)11 and 7 This connection is for uplift m W only and does not consider lateral forces. L 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 2(j1 Q 10)Graphical pudin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. 0.08009" 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). q 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. R�FESSIONP�. 13)ACCEPTED BY- DATE: "tWA5`eMtff%-?andard October 26,2015 ®WARN/NO-VeKry Oulyn pmameten andREAD NOTES ON THIS AND INCLUDED AHTEK REFERANCE PAGE MI-7473 rev.faMYtef 6 BEFORE USE -- Design void for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not - a truss system.Before use.the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ml QhxdIty CrBeAa,DSB-89 and SCSI Building Componerd 14515 N.Outer Forty,Suite 0300 Safety Intamallon available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125172269 .1-1500864 RT02 ROOF SPECIAL 1 1 Job Reference(optional) P.D.J.-COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:43:44 2015 Page 2 ID:?coaUOZaux?rJ4sHM109E8z0aE_IG2_4Z7?BM95ifiT?XuV88MNzTDpl9DSS75o44yPXuj LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pit) Vert:3-4---60,4-5=60,5-6=-60,7-11=20,3-10=20 Trapezoidal Loads(pit) Vert:1=80-to-2=90(F=30) ®WARNING-Veft design perarr»ters end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 11014473 rev 10/0=016 BEFORE USE Design vald for use only with MiTekS connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overcl i/i■� building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/W Quality Criteria.OSB-89 and BCA Building Componerd 14515 N.Outer Forty,Suite 0300 $afety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172270 J-1500864 RT03 Roof Special 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:44 2015 Page 1 ID:7ooaUOZaux?rJ4sHM1 O9E8zOaE_4G2_4Z7tBM95ifiT7XuV88MOl TBk19DSS75o44yPXuj i 5.4-0 13-0-0 14-0-0 5Z 7-8-0 1 4.00 12 6x8= Scale=1:63.2 5 6 I I 4x6 II 4 3 3x4= 9 2x4 = 0.50 12 d 4x4 II 8x12 2 11 12 10 13 8 7 4x4 = 3x4 II 5x8 II r 5.4-0 -0.0 14 54-0 841.0 Plate offsets(?.)()- (Ta5-7.0-3-01 LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.86 Vert(LL) 0.23 3 >704 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.80 Vert(TL) -0.41 7-8 >399 240 TCDL 10.0 Rep Stress Ina NO WB 0.72 Horz(TL) 0.06 7 n/a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight 133 Ib FT=0% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except 3-5:2x4 SP DSS end verticals. Except BOT CHORD 2x4 SP No.2*Except* 6-0-0 cc bracing:2-9 3-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 440-0 cc bracing. WEBS 2x4 SP No.2*Except* WEBS 1 Row at midpt 2-10,2-5.2-7,5-7 4-8:2x4 SP No.1 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide, REACTIONS. Ob/size) 10=804/0-74,7=640/0-3-8 Max Horz 10=564(LC 9) Max Uplift 10=367(LC 7),7=555(LC 9) Max Grav 10=1007(LC 18),7=779(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=235/291,2-8=0/310,2-9=711/888,4-9=701/952,3-4=220/372,4-5=73/452 BOT CHORD 10-13=1683/2114,8-13=1683/2114,748>1665/2074,3-9=261/244 WEBS 2-10=2138!736,2-564/0,2-7=2088/1626,5.7=-401/944 NOTES- (13-14) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.0psf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)0-1-12 to 13-10-4 zone;cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate D0L=1 15);Pt=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate �! of: NE�y DOL=1.15);Category 11;Exp D;PartiallyExp.,Ct--1 1,Lu=50 0-0;Min.flat roof snow load governs. 4 4)Unbalanced snow loads have been considered for this design. J 5)Provide adequate drainage to prevent water ponding. PN GqAO,9 0� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CO 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will fit between the bottom chord and any other members. 8)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)10.This connection is for uplift only r Q and does not consider lateral forces. n W 9)Two RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)7 This connection is for uplift only M Z and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. � 0.08 11)Graphical puriin representation does not depict the size or the odehtation of the purlin along the top and/or bottom chord. ,p 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). p�FES$10NP\. d,4 ,A THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. Cohtlnuedon pageY2 DATE: October 26,2015 ®WARNING•Va&da&Vn pwametwa and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE W14473 rev.10103re016 BEFORE USE. Design void for use onlywith MrrekS connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not ��- a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ;� i ®k' building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members any Additional temporary and permanent bracing MI 1 Is always required for sfabiity and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TMI Quality CrBedo.DSB-89 and BCSI BuBdIng Component 14515 N.Cuter Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125172270 J-1500884 RT03 Roof Special 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:44 2015 Page 2 ID:7coaUOZauu?rJ4sHM109E&OaE-IG2 4Z?7BM95ifiT?XuV86M01TBkl9DSS75o44yPXuj LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=l 15 Uniform Loads(plf) Vert:3-4=-60,45=-60,5-6=-60,7-10=20,3-9=20 Trapezoidal Loads(pit) Vert:1=60-to-2=90(1`=30) ®WARNING•veiny deslyn parartxiers and READ NOTES ON THIS AND INCLUDED erlTEx REFERANCE PAGE WI-7473 rev.1W012015 BEFORE USE Design void for use only with M(Tek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall s building design.Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stabilly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANsl/rMl Quality Crtwo,DSB-89 and SCSI BuBmng eomponerd 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Jab Truss Truss Type Qty Ply SCIARRINO 125172271 J-1500864 RT04 Roof Special 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 Mffek Industries,Inc. Mon Oct 26 12:43:45 2015 Page 1 ID:TcoaUOZaux7r34sHM109E8zOaE_-mTcMHvOdygHyKpHfZFPkgKvZMtXw1 ZfbgngLcWyPXui 5-4-0 98-4 1 A-M 5�0 42 4 4-512 4.00 12 Scale:3/16"=1' 6 3x4% 1 5 4x4 11 4 ov3 3x4= 93X4 0.50 12 04 II 8x12 = N 11 2 b 10 12 8 7 3x4= 3x4 II 412 II 5dA 14-0-0 5411 8-8-0 Plate Offsets(X.Y)- (2:04-6.0-3-3) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 115 TC 0.88 Vert(LL) 0.34 3 >487 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.81 Vert(TL) -0.41 7-8 >398 240 TCDL 10.0 Rep Stress Ina NO WB 0.90 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 129 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except 3-0:2x4 SP DSS end verticals. Except BOT CHORD 2x4 SP No.2'Except' 6-0-0 cc bracing:2-9 3-9:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-8 cc bracing. WEBS 2x4 SP No.2*Except* WEBS 1 Row at midpt 6-7,2-5,2-7.5-7 4-8:2x4 SP No.1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation auide. REACTIONS. (Ib/size) 10=804/0-7-4.7=640/0-3-8 Max Horz 10=591(LC 9) Max Uplift 10=-047(LC 7),7=-594(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=225/288,2-8=0/310,2-9=394/690,4-9=347/698,3-4--205/255,4-5=0/325 BOT CHORD 10-12=1642/1630,8-112=1642/1630,7-8=1673111632 WEBS 2-10=1644/646,2-5=-426/0,2-7=1628/1405,5-7=94/695 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(Iow-rise)and C-C Exterior(2)0-1-12 to 13-10-4 zone;cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1 1 4)Unbalanced snow loads have been considered for this design. ! pF NEW y 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads. �(`,J N GqqC'9 0 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. CO 7)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)10.This connection is for uplift only and does not consider lateral forces. 8)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)7 This connection is for uplift only r cc and does not consider lateral forces. n w 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 2 Z 10)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .08009" 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. ,p 13)ACCEPTED BY- DATE: R�FESSIOv P LOAD CASE(S) Shandard October 26,2015 Continued on page.2 M ®WARNING-Veft deerpn parameters end READ NOTES ON THIS AND INCLUDED Mf7EX RFFERANCE PAGE MII.7473 r .1NOYla16 BEFORE USE ' Design vald for use only with WTek®connectors.This design Is based only upon parameters shown,and is loran Individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall Dal building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPll Quaft CrIlerl4 DSB-89 and SCSI Building Component 14515 N.Outer forty,Suite 4300 Sorely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type city Py SCIARRINO 125172271 J-1500864 RT04 Roof Special 4 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.840 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 2612:43:45 2015 Page 2 ID:?coaUOZaux?rJ4sHM109E&GaE -mTcMHvOdygHyKpHfZFPkgKvZMtXwlZfbgngLcWyPXuI LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:34=-60,4-6=-60,7-10=20,3-9=20 Trapezoidal Loads(plf) Vert:1=-60-to-2=90(F=30) ®wARN/NG.vanf y design perarnstere end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MU-7473 rev.1010312015 BEFORE USE. Design void for use only with Mffeld9 connectors.This design Is based only upon parameters shown,and Is for an individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall i building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI(TPII Quality Crtteria,OSB-89 and SCSI Building component 14515 N.Outer Forty,Suite 0300 Safely Intormallon available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172272 J-1500864 RT05 ROOF SPECIAL 2 2 Job Reference tions! P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MITek Industries,Inc. Mon Oct 26 12:43:46 2015 Page 1 ID:?ooaUOZaux?rJ4sHM109E8zOaE_EtAlUF1GLPpyzsreywzDXSneHlgmC2kvRav8zyPXuh _1 54-0 0-7-1 4.00 f12 Scale=1:50.2 4 3 3x4 = 5 3x8= 0.50 F12 4 5x6= 3x8= 1 8 N N 7 6 2x4 II 4x12= _ 1 5-0-0 0-7-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/defi Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.66 Vert(LL) 0.16 3 >412 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.13 Vert(TL) -0.13 3 >504 240 TCDL 10.0 Rep Stress Ina NO WB 0.13 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2006/TPi2002 (Matrix) Weight 128 lb FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 cc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 3-5:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.2'Exoepr WEBS 1 Row at midpt 4-0 4-6:2x8 SP DSS REACTIONS. (lb/size) 7=341/0-7-4,6=470/Mechanical Max Hoa 7=391(LC 8) Max Uplift7=297(LC 9),6=474(LC 8) Max Grav7=353(LC 3),6=470(LC 1) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-7=298757,148=595/1176,241=594/1176,3-4=452/329,2-696/892, 2-5=285/454,4-5=218/419 BOT CHORD 6-7=369/259,3-5=267/519 WEBS 1-0=986/677 NOTES- (14-15) 1)2-ply truss to be connected together with 10d(0.131" ")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 cc,2x8-2 rows staggered at 0-9-0 cc. Bottom chords connected as follows:2x4-1 row at 0-9-0 cc,2x6-2 rows staggered at 0-9-0 cc. Webs Connected as follows:2x4-1 row at 0-9-0 cc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)This truss has been checked for uniform roof live load only,except as noted. 4)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat ll;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; OF NEIL/ cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 Q" JPN GAAc/ 0,9 5)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate CO y ,� DOL=1 15);Category Il;Exp D;Partially Exp.,Ct=1 1 6)Unbalanced snow loads have been considered for this design. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r Q 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will n /L fit between the bottom chord and any other members. (t1 9)Refer to girder(s)for truss to truss connections. 2 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)6=474. Q 11)One RT16-2 USP Connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)7 This connection is for uplift only 0.08 w� and does not consider lateral forces. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. A�FESS10 13)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 October 26,2015 ®WARNING-VsMy design pammethra and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WPI473 rev.1&VS M5 BEFORE USE. Design valid for use only with M Tek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing iw iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPll Quality C lwkL DS949 and SCSI BuBeflng Componord 14515 N.Outer Forty,Suite 0300 Safely Intormallon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Pty SCIARRINO 125172272 J-1500864 RT05 ROOF SPECIAL 2 2 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 28 12:43:48 2015 Page 2 ID:7coaUOZaux?rJ4sHM1 O9E8zOaE_-EfAlUF1 GLPpyzsr6ywzDXSneHlgmC2kvRav8zyPXuh 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY- DATE: LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:3-4=60,6-7=20,3-5=20 Trapezoidal Loads(plf) Vert 1=60-to-2=90(F=30) AW-Ne-VarRy design pwwn*Wv and READ NOTES ON THIS AND INCLUDED MTEH REFERANCE PAGE WI-14T7 rev.10/0]2016 BEFORE USE MW Design void for use only with fWTeldl!)connectors.This design Is based only upon parameters shown,and Is for an individual building component,not • a truss system.Before use.the building designer must verify the appicablity,of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of Indhriduol truss web and/or chord members only Additional temporary and permanent bracing M 7ek� Is always required for stabifty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of husses and truss systems,see ANSI/rMl QueW Crewe,DSB-89 and BCA BuUng ComponsM 14515 N.Outer Forty,Suite 0300 Safety Intormallon available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125172273 J-1500864 RT06 Monopitch 9 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:43:46 2015 Page 1 ID:?coaUOZeux?rJ4sHM109E8zOaE_EfAIUF1GLPpyzsr6ywzDXSmcHysmC9kvRav8zyPXuh s.fl.e 8b� 7 8 0.50 12 2 6x8 I I Scale:3/4•'=V 1 3x4 = N 3x4= 6 v d 3 3x4= 4 2x4 I I 645-8 68E LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (loc) Well L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.72 Vert(LL) -0.08 3-4 >993 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.51 Vert(TL) -0.19 3-4 >396 240 TCDL 10.0 Rep Stress Incr NO WB 0.12 Horz(TL) -0.01 6 n/a n/a BCLL 0.0 Code IRC200SITP12002 (Matrix) Weight 34 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. Ob/size) 4=250/0-7-4,6=226/0-3-0 Max Horz 4=97(LC 9) Max Uplift4=130(1-C 7),6=132(LC 9) Max Grav4=276(LC 3),6=226(LC 1) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-4--216/367,1-7=148/267,7-8=144/267,2-8=143/269 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120rnph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34-0 tall by 240-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ! pF NET/y of bearing surface. t— N Gqq O 8)One RT16A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)4.This connection is for uplift only P C and does not consider lateral forces. CO 9)One RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)6.This connection is for uplift only * k and does not consider lateral forces. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r Q 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. m I W 12)ACCEPTED BY- DATE. Z LOAD CASE(S) Standard Z�FO N0 080091 1)Dead+Roof Live(balanced):Lumber Increase=11 15,Plate Increase=1 15 q 9°FESS1°NP Continued on page 2 October 26,2015 ®WARNING-Verfy doefgn pernmetus and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE WI-7473 rev.10'03/2015 BEFORE USE Design valid for use only with Mrrek®connectors.This design B based only upon parameters shown,and is for an Individual building component,not a truss system.Before use.the bullding designer must verity the applicability of design parameters and property Incorporate this design Into the overall ;��i�■ii building design.Bracing indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing M I lel• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/T%1 Quay Crfleda,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 03W Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172273 J-1500864 RT06 Monopitch 9 1 Job Reference(optionalli P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:46 2015 Page 2 ID:7coaU07aux?rJ4sHM109E8zDaE_EfAlUF1GLPpyzsrBywzDXSmcHysmC9kvRav8zyPXuh LOAD CASE(S) Standard Uniform Loads(pIf) Vert 1-2—60,3-4=20 ®WARNING-Verily design ismarnetas&ad READ NOTES ON THIS AND INCLUDED UITEX REFERANCE PAGE 1411-747]rev.I&OSM5 BEFORE USE. Design void for use any with MitekS,connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members any Additional temporary and pemwnent bracing M?®k• Is always required for stabilly and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see A►iSI/1711 QordBy GBeda,DSB-89 and SCSI BuBmng Component 14515 N.Outer Forty,Suite 03W Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 72314. Chesterfield,NO 63017 Job fuss Truss Type Qty JPly ISCARRINO J-1150111854RTo7 Root Special 3 1 125172274 tah P.D.J.COMPONENTS INC.,CHESTER,N.Y 10918 7.630 s Jul 9 2015 Wait Industries,Inc.Mon Oct 26 13:53:25 2015 Page 1 ID:?coaUOZaux?rJ4sHM 109EBzOaE_4mPRgq?xb_erivkO8akr21 ubsH?Q1 tst80XKFyPNO 5-0 0 7.0-0 54-0 1-8-0 4.0052 3x6 II 4x4 Scale=1:52.1 4 5 J11 4xa5 N N 9 7 6 3x4 = 2x4 II 8x8= 540 7-0-0 54-0 1-8-0 Plate Offsets(X.Y)- f6:Edoe•0-3-81 LOADING (psf) SPACING- 240-0 CSI. DEFL, in (loc) l/defi Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) 0.11 3 >722 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 115 BC 0.28 Vert(TL) -0.15 3 >529 240 TCDL 10.0 Rep Stress Ina NO WB 0.94 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 ' Code IRC20061TP12002 BCDL 10.0 (Matrix) Weight 79 Ib FT=0°h LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 7-0-0 oc purlins, except 3-5:2x4 SP DSS end verticals. Except: BOT CHORD 2x4 SP No.2*Except* 6-0-0 oc bracing:2-8 3-8:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.2*Except* 4-7.2x4 SP DSS REACTIONS. Ob/size) 9=.430/0-74 (min.0-1-8),6=456/Mechanical Max Harz 9=439(LC 9) Max Uplift 9=193(LC 7),6=567(LC 9) Max Grav 9=436(LC 3),6=456(LC 1) FORCES. (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-9=214/371,1-10=-84/189,2-10=76/189,2-7=0/166,2-8=-434/904.4-8=392/911,3-4=2791264,4-5=0/359, 5-6=0/886 BOT CHORD 7-9=197/598,6-7=243/554,3.8=197/328 WEBS 2-9=761/152,2-5=1240/0,2-0=957/420 NOTES- (13-14) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf,h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2) zone;cantilever left and right exposed,end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1.15);Category II;Exp D;Partially Exp.,Ct=1 1 ��of: NEW y 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Q, pA GggC 0 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. CO 7)Refer to girder(s)for truss to truss Connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 567 Ib uplift at joint 6. r- 15 9)One RT7A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)9.This connection is for uplift only LU does not consider lateral forces. W 10)Load case(s)2,3,4 hasthave been modified.Building designer must review loads to verify that they are correct for the intended use m'L of this truss. W C? 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Hp OBUa91 12)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. AA p`V 13)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS-SHOWN»»PLEASE VERIFY ALL INFORMATION. SS��a 14)ACCEPTED BY- DATE: LOAD CASES Standard October 26,2015 sause ®WARNING-Valry design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M P7473 rev.1WO312015 BEFORE USE. ��' Design valid for use only with Wlek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ;� .building design. Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing Ml lek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ml Qualify CrWa,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 1300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Chesterfield,MO 63017 rJ-1 b NSS Truss Type Qty Ply JSCtARRIN0 125172274 500884 RT07 Roof Special 3 1 P.D.J.COMPONENTS INC.,CHESTER,N.Y 10918 7.830 s Jul 9 2015 MTek Industries,Inc-Mon Oct 28 13:53:25 2015 Page 2 ID:?ooaUOZaux?rJ4sHM t 09E820aE_4mPRgq?x0_erivk08akr21 ubsH?Q1 tst6OXKFyPwtO LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert 34-60,4-50,6-9=20,38=20 Trapezoidal Loads(pit) Vert:1=61-to-2=90 2)Dead+Snow(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plt) Vert:3-4=51,45=51,6-9=20,3-8=20 Trapezoidal Loads(pit) Vert 1=82-to-10=91,10=-61-to-2=77 3)Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:3-4=51,4-5=51,6-9=20,3.8=20 Trapezoidal Loads(plf) Vert 1=84-to-10=94,10=-61-to-2=77 4)Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pit) Vert 3-4=29,4-5=29,6-9=20,3-8=20 Trapezoidal Loads(ptf) Vert:1=60-to-10=66,10=36-to-2=48 AWARNING-VWNY design perimeters and READ NOTES ON THIS AND INCLUDED BBTEK REFERANCE PAGE WI-7473 rev.1010W M5 BEFORE USE. Design void for use only with MITekS connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must vedfy the applicability of design parameters and properly incorporate this design Into the overall siTek� building design. Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the i�A fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TMl Quality CrWcL DSR-89 and BCSI BuOd>ng Component 14515 N.Outer Forty,Suite I= Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandda,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172275 J-1500864 RT08 Roof Special 5 1 Job Reference (optional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:43:48 2015 Page 1 ID:7coaUOZaux?rJ4sHM109E8zOaE_B2HVvx2WFbfXBGOEENyPJyX27SVeEut1N13?DryPXuf i_ X10-0 137-6 234-12 3}2-2 42-11.8 46-N 3160 9.9-6 9-6.6 9.9.8 9.9.6 310-0 Scale=1:80.9 4.00 12 8x8= 5 4x6% 4x6 6x8 w�4 16 17 6 6x8\ 3 7 m 3x8 I I 3x6 11 2 8 1 9 jjj N N 31 d 3x6= 15 18 19 1 20 21 1 22 23 0 3x6= d VJ1 3x6= 4x4= 14 11 8x8= 8x8 _ 8x8— 5x6= 4-8-0 3100 4,64, 1753 30-25 42-11.8 4 2 46-BA 310-0 67 12-0-3 124-3 12$3 7 32-13 a2-12 Plate Offsets(X.Y)- [12:0-4-0.0-0-8].(13:0-4-0.0-0-12].[14:04-0.0-5-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.92 Vert(LL) -0.27 12-13 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 1.00 Vert(TL) -0.57 13-14 >809 240 TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.05 10 n/a n/a BCLL 0.0 'RCDL 10.0 Code IRC2006/TPI2002 (Matrix) Weight 326 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. ' 1-4,6-9:2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BOT CHORD 2x6 SP No.2'Except' WEBS 2 Rows at 1/3 pts 3-14,7-11 8-11 2x4 SP No.2 MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2*Except* be installed during truss erection,in accordance with Stabilizer 3-14:2x4 SP No.1,7-11 2x4 SP DSS Installation guide. REACTIONS. (lb/size) 14=2241/0-5-8,10=2231/0-7-4 Max Horz 14=191(LC 10) Max Uplift 14=1 083(LC 7),10=1075(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=574/296,3-4=2358/1956,4-16=2298/1964,5-16=2258/1990,5-17=2280/2034, 6-17=2320/2009,6-7=2380/2001,8-9-414/202 BOT CHORD 1-15=211/569,14-15 26/1110,2-15=579/946,14-18=1413/2066,18-19=1413/2066, 13-19=1413/2066,13-20=1076/1868,20-21=1076/1868,12-21=1076/1868, 12-22=1421/2099,22-23=1421/2099,11-23=1421/2099,10-11=1062/1616, 8-10=573/952,9-10=111/400 WEBS 314=2489/2000,313=0/432,5-13=243/590,5-12=297/581,7-12=0/441, 7-11=2551/1970 NOTES- (9-10) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; E� Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate �P`Jp,N GAgo, 0 DOL=1 15);Category ll;Exp D;Partially Exp.,Ct=1 1 .9 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. tA 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r- (t fit between the bottom chord and any other members,with BCDL=10.Opsf. () � 7)Two RT16A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)14 and 10.This connection is for ft1 uplift only and does not consider lateral forces. Z 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. O 9)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. FO 0-08 10)ACCEPTED BY- DATE: 9OF�ss�oNP October 26,2015 ®wmb—-Verdy desUn pffwnet n arid READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE cirri-7473 rev.1aM3r2016 BEFORE USE Design void for use only with Mlrek®connectors.This design Is based only upon parameters shown,and Is loran Individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent bucking of individual tura web and/or chord members only.Additional temporary and permanent bracing iVliTek� B always required for stability and to prevent collapse with possible personal Injury and property domage. For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and truss systems,see ANSI/ l Quoflty Carta.DSB-69 and BCsl Building componont 14515 N.Outer Forty,Suite 0300 rin sa"Infoallon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Chesterfield,MO 63017 Job as Truss Type Qty Ply SCIARRINO 125172276 J-1500864 RT16GR ROOF SPECIAL GIRDER 1 ' 2 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:43:49 2015 Page 1 I D:TcoaUOZaWrJ4sHM109EBzOaE_-fErt7H380vnOpQbQo5TgrA4GgUumzOOBbPo2JiyPXue Sd-0 i 7-0-0 10-fiA 14-0-0 5�-0 180 380 380 4.00 12 3x4 11 1x3 I I 4x4= Scale=1:56.1 4 5 18 7 7x1 17 3 3x4= 12 2X 0.50 12 a 2x4 II 8x12 = 4 14 75 16 2 b 13 19 11 10 20 21 22 9 8 5x6= 2x4 11 5x6 = 4x8 =JUS26 3x10 I I Special JUS26 JUS26 7-0-0 10-fs0 14-0-0 5-411 1-8-0 1 380 380 Plate Offsets(X.Y)— (2:0-4-13.0-3-10).15:Q&-o.0 1-111 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udeft L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.73 Vert(LL) 0.43 3 >386 380 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.81 Vert(TL) -0.45 3 >365 240 MT18HS 244/190 TCDL 10.0 Rep Stress Ina NO WB 0.79 Horz(TL) 0.02 8 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 315 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals,and 2-0-0 oc purlins(6-0-0 max.):1-2,2-11,4-12,5-7 WEBS 2x4 SP No.2 Except 6-0-0 oc bracing:2-12 BOT CHORD Rigid ceiling direly applied or 7-1-5 oc bracing. WEBS 1 Row at midpt 7-8,5-10 REACTIONS. (lb/size) 13=1907/0.7-4,8=2433/0-3-8 Max Horz 13=431(LC 8) Max Uplift 13=1632(1-C 6),8=2437(1-C 7) Max Grav 13=1948(LC 17),8=2433(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 1-13=257/198,2-12=728/556,4-12=708/605,3-17=145/285,4-17=132/370, 4-5=81/286,5-18=949/952,6-18=949/952,6-7=949/952,7-8=2320/2320 BOT CHORD 13-19=-412214686,11-19=-4122/4686,10-11=4034/4558,10-20=1244/1219, 20-21=1244/1219,9-21=1244/1219,3.12=264/166 WEBS 2-13=4745/4189,2-5=4608/4170,2-10=5209/4293,5-10=4713/5208,5-9=71Y737, 6-9=334/217,7-9=2434/2424 NOTES- (18-19) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:20-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 cc. Webs connected as follows:2x4-1 row at 0.9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Py to ply OF NEt y connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. Y 3)This truss has been checked for uniform roof five load only,except as noted. �P� JPN GAAC� 0,9 4)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=B.Opsf;h=35ft;Cat.II;Exp D;enclosed;MWFRS(low rise);cantilever left and right CO exposed,end vertical left exposed;Lumber DOL=1.00 plate grip DOL=1.00 5)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1.15);Pf=15.4 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp D;Partially Exp.,Ct--1 1,Lu=50-0-0;Min.flat roof snow load governs. f, (L 6)Unbalanced snow loads have been considered for this design. � 7)Provide adequate drainage to prevent water ponding. (i1 Z 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 10)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-8-0 tall by 24-0 wide will 0.08 ft between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt--1b) FES S1 ON 13=1632,8=2437 Continued on page 2 October 26,2015 ®WARNING-verwy dingo perameterrr fret READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE Ws-7473 rw.IOMS201 S BEFORE USE. Design void for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for on Individual building component,not • a truss system.Before use.the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design.Boxing Indicated is to prevent bucking of individual truss web and/or chord members any Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPll Quality CrIhWa.OSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite KIM Safety Ietorma1lon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Ply SCIARRIND 125172276 J-1500884 RT16GR ROOF SPECIAL GIRDER 1 2 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,MY 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:49 2015 Page 2 ID:7coaUOZautfhJ4sHM1O9E8zOaE_-fErt7H380vnOpQbQo5TgrA4GgUumzOOBbPoZByPXue NOTES- (18-19) 12)Load case(s)2,3,4,12,13,14,15,16,17 hasthave been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 15)Use USP JUS26(VVth 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0.0 oc max starting at 8.0-12 from the left end to 12-0-12 to conned truss(es)to back face of bottom chord. 16)Fill all nail holes where hanger is in contact with lumber 17)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1421 Ib down and 1381 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 18)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 19)ACCEPTED BY- DATE: LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(ptf) Vert:3-4=-60,4-5=,60,5-7=60,8-13=20,3-12=20 Concentrated Loads(Ib) Vert:10=1421(B)20=-492(B)21=-492(B)22=-492(B) Trapezoidal Loads(plf) Vert:1=-60-to-2=90(F=30) 2)Dead+Snow(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pff) Vert:3-4 51,4-5=51,5-7=51,8-13=20,3-12=20 Concentrated Loads(Ib) Vert 10=1356(B)20=-442(B)21=-042(8)22--442(6) Trapezoidal Loads(plf) Vert 1=81-to-15=91(F=10),15=-61(F=10)-to-2=77(F=27) 3)Dead+Snow(Unbal.Left):Lumber Increase=1 15,Plate Irnxease=1 15 Uniform Loads(plf) Vert 3-17=51,4-17=57,4-5=57,5-7=29,8-13=20,3-12=20 Concentrated Loads(Ib) Vert 10=1356(B)20=-442(B)21=-442(B)22--442(B) Trapezoidal Loads(plf) Vert 1=81-to-15=91(F=10),15=61(F=10)-to-16=70(F=20),16=77(F=20)-to-2=-84(F=27) 4)Dead+Snow(Unbal.Right):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 3-4=29,4-5=29,5-18=57,7-18=51,8-13=20,3-12=20 Concentrated Loads(Ib) Vert:10=1356(8)20=-442(B)21=-442(B)22=-442(B) Trapezoidal Loads(plf) Vert:1=59-to-15=-69(1`=10),15=39(F=10)-to-2=56(F=27) 12)3rd Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(plf) Vert 3-170,4-17=66,4-5=57,5-7=29,8-13=20,3-12=20 Concentrated Loads(Ib) Vert 10=1356(6)20=442(B)21=-442(B)22=442(B) Trapezoidal Loads(plf) Vert 1=59-to-15-69(F=10),15=70(F=10yto-16=-80(F=20),16=86(F=20)-to-2=93(F=27) 13)4th Dead+Snow(Unbal.Left):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plfl Vert 3-48,4-5=29,5-7=29,8-13=20,3-12=20 Concentrated Loads(lb) Vert 10=1356(B)20=-442(B)21=442(B)22=442(B) Trapezoidal Loads(plf) Vert 1=-81-to-14=87(F�6),14=95(F=6)-to-15=98(F=10),15=77(F=10)-to-2=94(F=27) 14)5th Dead+Snow(Unbal.Right):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 3-4=60,4-5=51,57=29,8-13=20,312=20 Concentrated Loads(Ib) Vert 10=1356(B)20=442(B)21=442(B)22=442(B) Trapezoidal Loads(plf) Vert 1=59-to-15=-69(F=10),15=70(F=10)-to-2=87(F=27) 15)6th Dead+Snow(Unbal.Right):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 3-4=-38,4-5=29,518=57,7-18=51,8-13=20,312=20 Concentrated Loads(lb) Vert 10=1356(B)20--442(B)21=442(B)22=442(B) Trapezoidal Loads(ptf) Vert 1=59-to-15=-69(F=10),15=-48(F=10)4o-2=-65(F=27) 16)7th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert 3-4=-38,4-5--29,57=-82,8-13=20,3-12=20 Concentrated Loads(lb) Vert 10=1356(6)20=-442(B)21=-442(B)22=442(B) Trapezoidal Loads(plf) Vert 1=59-to-15=-69(F=10),15=-48(F=10)4o-2=65(F=27) Continued on page 3 ®WARNING-verily design pamme w,-d READ NOTES ON THIS e7 AND INCLUDED TEK REFERANCE PAGE WI-7473 rev.10=2015 BEFORE USE r• Design void for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component not • a tens system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ;� building design.Brddng indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing Ml lek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and tans systems,see ANSVMI Qudly CrWa.DSO-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty 1 Pty SCIARRINO J-1500864 RT16GR ROOF SPECIAL GIRDER 1 125172276 2 Job Reference o tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Mrrek Industries,Inc. Mon Oct 26 12:43:49 2015 Page 3 ID:?coaUOZaux?rJ4sHM1 O9E8z0aE_fErt7H380vnOpQbQo5TgrA4GgUumzOOBbPoZIlyPXue LOAD CASE(S) Standard 17)8th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pit) Vert:3-4=91,45=82,5-7=29,8-13=20,3-12=20 Concentrated Loads(Ib) Vert 10=1358(6)20=-442(B)21=-442(8)22=442(8) Trapezoidal Loads(pit) Vert 1=59-to-15=69(F=10),15=101(F=10)-to-2=118(F=27) ®WARNING-VMHy ds!!pn perartNtMa and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE MF7477 rev.te0Y101lf BEFORE USE Design void for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not =_ _�• a truss system.Before use,the building designer must verify the oppkabiity of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing 7®k� is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITMI Quality 6ryMa,DSO-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 So"Informaflon available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172277 J-1500864 RT17GR Roof Special Girder 1 1 Job Reference o tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:50 2015 Page 1 ID:?coaUOZaux?rJ4sHM1O9E8zOaE_7QPFKd4mnCvFQaAdLo?vNNcOeuDlixeKg3Y6HkyPXud 3-11-0 7$A 9-10.1 r 3-11-0 37-8 2-3-9� 2.83 12 Scale=1:57.0 5 6 3x4 II 4 15 I 3x4 = 9 2x4 19 0.35F-2 16 d 4x4 = 3x4 = 5x14 = 1 12 2 13 14 3 18 17 18 11 10 8 7 2.4 II 4x4 = 4x4 = 10x10= , 3-11-0 7.8-8 9-10-1 3-11-0 3-7-8 239 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL'(roof) 20.0 Plate Grip DOL 1 15 TC 0.91 Vert(LL) 0.23 4 >491 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.86 Vert(TL) -0.28 4 >415 240 TCDL 10.0 Rep Stress Ina NO WB 0.41 HOrz(TL) 0.01 7 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 100 Ib FT=0% RrDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-4 cc purlins, except BOT CHORD 2x6 SP No.2 end verticals. Except WEBS 2x4 SP No.2 6-0-0 oc bracing:3-9 BOT CHORD Rigid ceiling directly applied or 5-6-1 cc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=675/0-9-14,7=1449/Mechanical Max Horz 11=419(LC 8) Max Uplift 11=-402(LC 6),7=1364(LC 8) Max Grav 11=757(LC 3),7=1449(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 1-11=686/370,1-12=1271/641,2-12=1264/644,2-13=1544/959,13-14=1547/959, 3-14=1555/956,3-8=822/490,3-9=420/396,5-9=385/428,4-15=174/259, 5-15=163/299,6-7=0/394 BOT CHORD 11-16=403/47,10-16=-403/47,10-17=-66811267,8-17=-668/1267,8-18=928/1548, 7-18=928/1548 WEBS 1-10=685/1329,2-10=-415/256,2-8=-348/398,3-6=524/0.3-7=1999/1197 NOTES- (14-15) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf,BCDL=6.Opsf,h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left exposed;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;PartiaW Exp.,Ct--1 1 pF NEty y 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. JQ.N GAIQL+� °i9 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2.40 wide will CO '9 7' fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of miss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt--Ib)11=402, r Cc 7=1364. n 1 UJ 9)Load case(s)2,3,4 hasthave been modified.Building designer must review loads to verify that they are correct for the intended use of LU m Z this truss. 2�p 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. � 0.08 , 11)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ,p AOPIES st°NP Continued on page 2 October 26,2015 A wARMNG•Vwf&design pararnaters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 11184473 rev.10/03PLe1a BEFORE USE. Design void for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the building designer must verify the appicabilty of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of Individual tens web and/or chord members only.Additional temporary and permanent bracing MTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/tpll Quality Cdterlm DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125172277 J-1500864 RT17GR Roof Special Girder 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Mon Oct 26 12:43:512015 Page 2 ID:?coaUOZaux?rJ4sHM t O9E8zOaE_-bdzeYySOYW 162klpvW W8wb9ZNIZ(ROuU3jHggAyPXuc NOTES- (14-15) 12)Hanger(s)or other connection devices)shall.be provided sufficient to support concentrated load(s)81 Ib down and 50 lb up at 2-9-8,81 Ib down and 50 Ib up at 2-9-8,and 124 Ib down and 14 Ib up at 5-7-7,and 124 Ib down and 14 Ib up at 5-7-7 on top chord,and 28 Ib down and 67 Ib up at 2-9-8,28 Ib down and 67 Ib up at 2-9-8,25 Ib down at 5-7-7,25 Ib down at 5-7-7,and 441 Ib down and 491 Ib up at 8-r7,and 441 Ib down and 491 Ib up at 6.6-7 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY- DATE: LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(pit) Vert:4-5=-60,5-6=-60,7-11=20,4-9=20 Concentrated Loads(Ib) Vert 12=101(F=50,B=50)14=99(F=50,B=50)16=56(F=28,B=28)17=40(F=20,B=20)18=883(F=-441,B=441) Trapezoidal Loads(pit) Vert 1=61(F=1}to-3=90(F=30) 2)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:4-5=51,5-6=51,7-11=20,4-9=20 Concentrated Loads(Ib) Vert 12--42(F=21,B=21)14=187(F=93,B=93)16=57(F=28,B=28)17=45(F=23,B=23)16=797(F=398,B=398) Trapezoidal Loads(plf) Vert 1=81(F=1)4b-12=90(F=10),12-60(F=10)4o-3=77(F=27) 3)Dead+Snow(Unbal.Left):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:4-5=51,5-6=51,7-11=20,4-9=20 Concentrated Loads(lb) Vert:12=53(F=26,B=26)14=187(F=93,B=93)16=57(F=28,B=28)17=-45(F=23,8=23)18=797(F=398,B=398) Trapezoidal Loads(pit) Vert:1=85(F=1)-to-12=94(F=10),12=64(F=10)-to-13=70(F=15),13=66(F=15)-to-3=77(F=27) 4)Dead+Snow(Unbal.Right):Lumber Increase=1 15,Plate Increase=1.15 Uniform Loads(pili) Vert:4-5=29,5-6=29,7-11=20,4-9=20 Concentrated Loads(Ib) Vert:12=19(F=10,13=10)14=247(17=124,B=124)16=57(F=28,B=28)17=45(F=23,B=23)18=797(F=398,B=398) Trapezoidal Loads(plf) Vert:1=60(F=-0)-to-12=-68(F=7),12=36(F=7)-to-3=-48(F=18) ®WARNING-Verify daalyn paramarwa and READ NOTES ON THIS AND INCLUDED WTElk REFERANCE PAGE Ma-7477 rev.I&DY2016 BEFORE USE. Design void for use only with MlTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall ;�aic' building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing Ml l Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ml Quaft CrIleft DSB-89 and SCSI BuBding Component 14515 N.Outer Forty,Suite?300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172278 J-1500864 RT18GR Roof Special Girder 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:43:52 2015 Page 1 ID:7coaUOZaux?rJ4sHM109E8z0aE_-3pX0116OJg9zguJ?TDI NToioni2mAsEdHN1 DMcyPXub 4819 9-1-8 4812 4812 0.35 12 Scale=1:20.3 3x4 I I 7 8 2 3x4= 9 10 11 3 30= 1 12 5 13 14 15 4 8 3x4= 4x4 = 2x4 II 4812 9-1-8 48-12 4.612 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.68 Vert(LL) 0.03 5-6 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.28 Vert(TL) -0.04 5 >999 240 TCDL 10.0 Rep Stress lncr NO WB 0.34 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 ' Code IRC2006ITP12002 (Matrix) Weight 54 Ib FT=0% RrDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 54-6 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-11-9 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation Auide. REACTIONS. (Ib/size) 653/0-9-14,4=709/Mechanical Max Horz 6=131(LC 7) Max Uplif:6=295(LC 6),4=383(LC 7) Max Grav 6=538(LC 3),4=735(LC 2) FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-6=462/252,1-7=913/508,7-8=908/509,2-8=905/511,3-1=306/244 BOT CHORD 5-13=535/909,13-14=535/909,14-15=535/909,4-15=535/909 WEBS 1-5=-502/926,2-4=883/488 NOTES- (13-14) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat II;Exp D;endosed;MWFRS(low-rise);cantilever left and right exposed,end vertical left and right exposed;Lumber DOL=1.00 plate grip DOL=1.00 3)TCLL:ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category ll;Exp D;Partially Exp.,Ct=1 1,Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 240-0 wide will ! 0� N EI V r fit between the bottom chord and an other members. `i 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it--lb)6=295, k JPN C'ARC/ 09 4=383. CO ' W 9)Load case(s)2,3,4 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. r 1c 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)81 Ib down and 50 Ib up at 2-9-8, m LU W 81 Ib down and 50 Ib up at 2-9-8,124 Ib down and 73 Ib up at 5-7-7,124 Ib down and 73 Ib up at 5-7-7,and 105 Ib down and 97 Ib up Z at 6-10-5,and 109 Ib down and 101 Ib up at 8-5-0 on top chord,and 28 Ib down and 67 Ib up at 2-9-8,28 Ib down and 67 Ib up at 2-9-8,25 Ib down at 5-7-7,25 Ib down at 5-7-7,and 41 Ib down at 6-10-5,and 59 Ib down at 8-5-0 on bottom chord. The �t�O /�/0 08 design/selection of such connection device(s)is the responsibility of others. q 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). AOFESStONP 13)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. dohlinued on page 2 DATE. October 26,2015 ®WARMNO-Vanity design parameters and READ NOTES ON THIS AND INCLUDED Ma7EK REFERANCE PAGE WI-7473 rev.1010YM5 BEFORE USE. Design void for use only with MfTekS connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the buldng designer must verify the applicablity,of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing Ml;lek• Is always required for stability and to prevent colapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and truss systems,see ANA/r%1 Ctuaft criteria,OSB49 and SCSI aulldrig Component 14515 N.Outer Forty,Suite OM Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 r Job Truss Truss Type Qty Pty SCIARRINO 125172278 J-1500864 RT18GR Roof Special Girder 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:43:52 2015 Page 2 I D:?coaUOZaux?rJ4sHM l O9E8zOaE_3pX01160Jg9zguJ?TD l NToioni2mAsEdHN 1 DMcyPXub LOAD CASE(S)'Standard 1)Dead+Roof Live(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(pit) Vert:4 8=20 Concentrated Loads Qb) Vert:8=101(F=50,B=50)9=99(F=50,B=50)10=83(B)11=75(1`)12=-56(1`=28,B=28)13=-40(F=20,B=20)14=30(8)15=-40(F) Trapezoidal Loads(plf) Vert 1=60-to-3=90(F=30) 2)Dead+Snow(balanced):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:46=20 Concentrated Loads(lb) Vert:8=42(F=21,B=21)9=187(F=93,B=93)10=75(B)11=78(F)12=57(1`=28,B=28)13=45(F=23,B=23)14=28(B)15�40(F) Trapezoidal Loads(pit) Vert:1=81-to-7=-87(F=6),7=57(F=8)-to-3=77(F=27) 3)Dead+Snow(Unbal.Left):Lumber Increase=l 15,Plate Increase=1.15 Uniform Loads(pit) Vert 4 6-20 Concentrated Loads Ob) Vert:8=52(F=26,B=28)9=176(1`=88,B=-88)10=70(B)11=73(F)12=57(1`=28,B=28)13=-45(F=23,B=23)14=28(B)15=40(F) Trapezoidal Loads(plf) Vert 1=8444-7=90(F=6),7=-60(F=6)-to-3-81(F=27) 4)Dead+Snow(Unbal.Right):Lumber Increase=l 15,Plate Increase=l 15 Uniform Loads(plf) Vert:4-6=20 Concentrated Loads(lb) Vert:8=19(F=10,B=10)9=247(F=124,B=124)10=105(B)11=109(1`)12=57(F=28,B=28)13=45(F=23,B=23)14=28(B)15=-40(F) Trapezoidal Loads(pIQ Vert:1=59-to-7=63(F=4),7=33(F=-4)-to-3=-48(F=18) ®WARNING-VWY dWgn pmamarsra and READ NOTES ON THIS AND INCLUDED IBTEK REFERANCE PAGE M0-7473 rev.1010SIM5 BEFORE USE Design void for use only with Mrrel®connectors.This design Is based only upon parameters shown,and B for on Individual building component,not • a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall i1;� building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing M I lei• Is otwoys required for stability and to prevent co0opse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and truss systems,see ANSI/1`1`11 Qualify t ifferi ,DS849 and BCSI Building Compon*rd 14515 N.Outer Forty,Suite 0300 $ally tI m cellon available from Tnm Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Chesterfield,MO 63017 Job• Truss Truss Type Qty Ply SCIARRINO 125172279 J-1500864 SD01 Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Milrek Industries,Inc. Mon Oct 26 12:43:53 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_X?50ye6f47HgH2uBlwYc?OEwQSJRvABmW1mmu3yPXua NN 9-SB 15412 234-12 31-8-12 3742 42-11.8 d8.9-B 310-0 571 57.8 81-0 840 S7-0 S76 310-0 Scale=1:83.9 4.00 12 6x8= 6x8= 6x8 = 8x8 4 18 19 5 20 21 6 Til Bx8 3 7 4x4 II 4x4 II 2 17 8 22 °P 1 9 r` Z 3x8= 16 0 16 = d 3x6 = 4x6 = 15 23 24 14 25 26 1312 27 28 11 8x8 = 4x8= 5x6 = 5x8= 45-0 310.0 464 17-&2 30.25 42-115 4 2 48-0-8 310-0 7 1282 1283 12$3 0.7 32-12 0.2-12 _Plate Offsets(X_Y)- [3:a 4-0.0 6y 15:0A-0,9 4�.n:0-4-0.0-4-6 14:0-4-0.0-4-8 15:0.4-0.0-5-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.88 Vert(LL) -0.22 12-14 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1 15 BC 0.64 Vert(TL) -0.43 14-15 >999 240 TCDL 10.0 Rep Stress Ina NO WB 0.94 Horz(TL) 0.03 10 n/a Na BCLL 0.0RCDL 10.0 ' Code IRC2006/TPI2002 (Matrix) Weight 332 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. 4-5,5.6:2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. BOT CHORD 2x6 SP DSS'Except' WEBS 1 Row at midpt 3-15,5-14,5-12,7-11 1-18,9-10:2x8 SP No.2,8-11 2x4 SP DSS MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SP No.2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. Ob/size) 15=2331/0-5-8,10=2288/0-7-4 Max Hoa 15=125(LC 9) Max Uplift 15=1259(LC 7),10=1234(LC 8) Max Grav 15=2386(LC 18),10=2346(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=-653/445,2-17=637/457,3-4=2608/2223,4-18=2578/22116,118-19=2577/2216, 519=2577/2218,5-20=2463/2135,20-21=2463/2135,6-21=246312135, 6-7=251812133,8-22=5121366,9-22=527/357 BOT CHORD 1-16=356/661,1516=-657/931,2-16=593!748,1523=1180/1603,23-24=1180/1603, 14-24--1180/1603,14-25=2123/2994,25-26=2123/2994,13-26=2123/2994, 12-13=2123/2994,12-27=1167/1595,27-28=1167/1595,11-28=1167/1595, 10-11=1343/1764,8-10=597/766,9-10=262/531 WEBS 3-15=2305/2106,3-14=581/1116,4-14=52/361,514=655/699,512=779!771, 6-12=109/403,7-12-X08/1053,7-11=2295/2021 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.0psf;h=35ft;Cat II;Exp D;enclosed;MWFRS Qow rise)and C-C Exterior(2)zone; pF NE W cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 ,r,P �Jp.�A GAAci,9 0,9� 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate CO DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1.1,Lu=50.0-0 yk 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. r- Q 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n W 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fn Z fit between the bottom chord and any other members,with BCDL=10.0psf. Zip Q� 8)Two RTI 6A USP connectors recommended to conned truss to bearing walls due to UPLIFT at#(a)15 and 10.This connection is for �� 41, 08�9, uplift only and does not consider lateral forces. ,p 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. RQFESSI ONP� Continued on page 2 October 26,2015 ® WARNING-V n rmrrataa and READ NOTES ON THIS AND INCLUDED MITEK REPERANCE PAGE WI-7473 r .1 aM3y2015 BEFORE USE..mY dsarQ w Design void for use only with MlTetc®connectors.This design Is based only upon parameters shown,and is loran Individual building component,not a truss system.Before use.the building designer must verify the applcabilty of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MITek' fabrication,storage.delvery,erection and bracing of trusses and truss systems,see ANSI/fMl Quallly CNala,DSB-89 and SCSI Building Componerd 14515 N.Outer Forty,Suite#300 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172279 J-1500884 SD01 Hip 1 1 Job Reference tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Mrrek Industries,Inc. Mon Oct 2612:43:53 2015 Page 2 ID:?ooaUOZaux?rJ4sHM109E8zOaE_X750ye6f47HgH2uBlwYc?OEwQBJRvA8mNM mmu3yPXua NOTES- (11-12) 10)Hangers)or other connection devioe(s)shall be provided sufficient to support concentrated load(s)200 Ib down and 198 lb up at 19-2-0,and 200 lb down and 198 Ib up at 24$12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 12)ACCEPTED BY DATE. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced)+Uninhab.Attic Storage:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-=-00,4.8=-60,6-9=80,1-i6=20,15-23=20,23-24=-60,24-25=20,2526=-80,26-27=20,27-28=-60,11-28=20,9-10=20 Concentrated Loads Ob) Vert:18=200 20=200 ®WARNING-Veray design perametas end READ NOTES ON TNIS AND INCLUDED WTEK REFERANCE PAGE MB•74"rev.1OW205 BEFORE USE Design void for use only with WTekA connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design Into the overall ��p���;iekY��i� building design.Bracing Indicated Is to prevent tucking of Individual truss web and/or chard members only Additional temporary and permanent bracing IYl l l B always required for stability and to prevent collapse with possible personal injuryinjury-and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r1011 quay Cr%da,DSB-89 and SCSI Budeling Component 14515 N.Outer Forty,Suite 03W Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312.Alexandria VA 22314. Chesterrreld,NO 83017 Job Truss Truss Type Qty Ply SCIARRINO 125172280 J-1500864 SD02 Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 2612:43:54 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_?CfmA 7HrRPhvBTOae3rYDn7XVcCeeCv4hV4KQVyPXuZ 3.10-D 13.0.12 23.4-12 33-8-12 az-'I1-8 46.9.8 310-0 9-2-12 10.4-0 10-" 9 2-12 3-10-0 Scale=1:82.4 8x12 8x8 — = 8x8= 4.00 3 16 4 17 18 5 3x8 11 3x8 I I �Q 2 6 4 1 15 197 4 r` r N r. C5 3x8= 14 — 3x8 = d 3x6 = 4x4— LU 13 20 21 12 22 23 11 10 24 25 9 8x8 8x8 = 4x4 = 5x8 6x8 = 110-0 0.-4 12-11-15 129.2 12-9-3 0.7.4 3-2-12 Plate Offsets VXY= (4:0.6-0.0-5-01,[12:0 -0.0-0-8j.(13:04-0.0-5-4) LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL1 TC15 TC 0.73 Vert(LL) -0.23 12-13 >999 360 MT20 244/190 D (Pf) 15.4 Lumber DOL 1 15 BC 0.73 Vert(TL) -0.51 12-13 >909 240 TCDL 10.0 Rep Stress Ina NO WB 0.88 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 BCLL 0.0 ' Code IRC2006/TPI2002 (Matra) Weight 315 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP DSS TOP CHORD Structural wood sheathing directly applied or 4.3-14 oc purlins. BOT CHORD 2x6 SP DSS•Fxcept" BOT CHORD Rigid ceiling directly applied or 4-9-14 oc bracing. 1-14,2-13,7-0:2x6 SP No.2,6-9:2x4 SP No.1 WEBS 1 Row at midpt 4-12,4-10 WEBS 2x4 SP No.2'FxceW 2 Rows at 1/3 pts 3-13,5-9 3-13,5-9:2x4 SP DSS MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer lastallabon guide- REACTIONS. (Ib/size) 13=2396/0-5-8,8=2352/0-74 Max Horz 13=109(LC 9) Max Uplift13=1269(LC 7),8=1244(LC 8) FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=559/274,2-15=545/371,3-16=3078/2299,4-16=3078/2299,4-17=2936/2206, 17-18=2936/2206,518=2937/2206,6-19=391/258,7-19=-406/154 BOT CHORD 11-14=257/551,13-14=-852/1153,2-14=-801!11993,13-20=1511/2320,20-21=1511/2320, 12-21=1511/2320,12-22=2420/3637,22-23=2420/3637,11-23=2420/3637, 10-11=2420/3637,10-24=1467/2299,24-25=1467/2299,9-25=1467/2299, 8-9=1115/1808,64=-816/1013,748=-135/386 WEBS 3-13=2824/2114,3-12=-57811369,4-12=-8321877,4-10=975/950,510=570/1347, 59=2808/2017 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.0psf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; OF NEIN cantilever left and right exposed,end vertical left and right exposW;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 }' GAAC,9 0� 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate D0L=1 15);Pf=15.4 psf(flat roof snow.Lumber D0L=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0 C7 4)Unbalanced snow loads have been considered for this design. * y� 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r cc 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will m iL fit between the bottom chord and any other members,with BCDL=10.Opsf. Z 8)Two RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)13 and 8.This connection is for Zr,11 0 uplift only and does not consider lateral forces. (�O 0.08 N 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. q 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)200 Ib down and 198 lb up at ApF�SS10NP� 19-2-0,and 200 Ib down and 198 lb up at 24-6-12 on top chord. The design/selection of such connection device(s)is the ContifnuM onbpageity°f2o�erz' October 26,2015 ®WARNING-Val&desto pownsters errd READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MIFT473 rev.MOYMt S BEFORE USE Design void for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the bulkling designer must verity the applicability of design parameters and property Incorporate this design Into the overall � building design.Bracing indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing M I;lei• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Ml quality CrBtAa,DSB-89 and SCSI BuMng Compon*rd 14515 N.Outer Forty,Suite 8= Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Oty Ply SCIARRINO 125172280 J-1500864 S1302 Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct26 12:43:54 2015 Page 2 ID:?coaUOZaux?rJ4sHM109EBzaaE_?Cf A 7HrRPhvBTOae3rYDn7XVcCeeCwIhWKOVyPXuZ 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 12)ACCEPTED BY- DATE: LOAD CASE(S) Standard 1)Dead+Roof Live(balanced)+Uninhab.Attic Storage:Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-3=-60,3-5=60,5-7=-60,1-14=20,13-20=20,20-21=-60,21-22=20,22-23=-60,23-24=20,24-25=60,9-25=20,7-8=20 Concentrated Loads(lb) Vert:16=200 17=200 ®WARNING-Virrly do*Vn pearrrees and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE W11.7473 rev.1QMY2016 BEFORE USE Design void for use only with WTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall �Y ■■■ ei' building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing Is aWoys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Welk' faixication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mi Quality CdtwkL 0.1849 and BCSI euBmrsg componerd 14515 N.Outer Forty,Suite d3W So"Inlarmakm available from 7nra Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. CheAerWd,MO 63017 Job, Truss Truss Type Qty Py SCIARRINO 125172281 J-1500864 SDO9 Hip 1 1 Job Reference o tlonal P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 2612:43:55 2015 Page 1 ID:TcoaUOZaux?rJ4sHM109E&OaE_TOC8NK8vcDML2a8La44RKGGvuEN323_KF"PXuY NN 12-46 21M 250.12 34b2 42-11.8 46-9.8 3-10-0 8-11-6 8-11-0 3-0-0 8-11E 8-11 3-10-0 Scale=1:85.5 4.00 12 5x6= 8x8 = 5 6 4x6 4x6 6x8 4 20 21 7 6x8 19 3 8 22 3x8 II 18 23 44 II o 2 9 1 10 N N � Ir: d 3x6 = t7 24 25 1 26 27 1 1 28 29 1 3x6= d 3x6= 46= 16 44= 12 8x8 = 8x8= 46 = 5x8= 3-10.0 Q 1 12-11-15 12-9-2 12-9-3 0.71 3-2-12 Plate Offsets(X.Y)- (15:01-0.0-4-8],[16:0-4-0.0-5-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.86 Vert(LL) -0.28 13-15 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 115 BC 1.00 Vert( Q -0.58 15-16 >799 240 TCDL 10.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.07 11 n/a n/a BCLL 0.0 Code IRC2006/TP12002 (Matrix) Weight 337 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-10-14 cc purlins. 1-4,7-10:2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BOT CHORD 2x6 SP No.2*Except' WEBS 1 Row at midpt 6-15 9-12:2x4 SP No.1 2 Rows at 1/3 pts 3-16,8-12 WEBS 2x4 SP No.2*Except* MTek recommends that Stabilizers and required cross bracing 3-16:2x4 SP No.1,8-12:2x4 SP DSS be installed during truss erection,in accordance with Stabilizer Installation guide, I REACTIONS. (Ib/size) 16=2212/0-5-8,11=2214/0-7-4 Max Horz 16=176(LC 9) Max Uplift 16=1099(LC 7),11=1091(LC 8) Max Grav 16=2427(LC 18),11=2428(LC 18) FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=591/305,34=2645/1886,4-20=2555/1893,5-20=2514/1914,5-0=2208/1894, 6-21=2558/1944,7-21=2600/1923,7-8=2689/1916,9-10--449/221 BOT CHORD 1-17=2231590,16-17=-601/1064,2-17=551/894,16-24=1355/2291,24-25=1355/2291, 1525=1355/2291,15-26=1144/2204,26-27=1144/2204,14-27=1144/2204, 1314=1144/2204,1328=1364/2342,28-29=1364/2342,12-29=1364/2342, 11-12=1093/1661,9-11=546/901,10-11=134/440 WEBS 3-16=2791/1995,3-15=0/390,515=102/473,6-13=129/497,8-13=0/396, 8-12=2877/1962 NOTES- (10-11) 1)This truss has been checked for uniform roof live load only,except as noted. �! Q� NEIN Y 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35tt;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; `i cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 ,�P JPN GARC� 0 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber D0L=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate CO 7' DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs, y+ k 4)Unbalanced snow loads have been considered for this design. l 5)Provide adequate drainage to prevent water ponding. r- 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n W 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will m Z fit between the bottom Chord and any other members,with BCDL=I O.Opsf. 2� 8)Two RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)16 and 11 This connection is for � 0.08 9, uplift only and does not consider lateral forces. A 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. , 9�FESSIO�P 110)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. Co t nued on page�Z DATE. October 26,2015 ®WARNING-Varay dedgn Perwmters and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE WI-7471 rev.10'0X101 S BEFORE USE. Design vald for use only with Wek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSUTMI QuaBty Criteria D3049 and SCSI BuUng Component 14515 N.Outer Forty,Suite 0300 Safety Intormatlon available from Truss Plate Institute,218 N.Lee Street,Suite 31Z Alexandria VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py SCIARRINO 125172281 J-1500884 SD09 Hip 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.840 s Sep 29 2015 MITek Industries,Inc. Mon Oct 28 12:43:55 2015 Page 2 ID:7coaUOZaux?rJ4sHM1O9E8z0aE -TOC8NK8vcDOCXL2a8La44RKGGwEN323_KFtrxyPXuY ®WARNING-Virf$y design pdanrotas erM READ NOTES ON THlS AND INCLUDED IfI7EK REFERANCE PAGE 11111114473 nw.1(YO112e1e BEFORE USE Design valid for use only with fvlfiek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use.the bulkJTng designer must verity the applicability of design parameters and property Incorporate this design Into the overall buik9ng design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing ®k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage.delivery,erection and tracing of trusses and truss systems,see ANSI/f%7 Quaft Cdteft DSB-89 and BCSI Building Componord 14515 N.Outer Forty,Suite 1300 Satety Irdonnalion available from Truss Plate Institute,218 N.lee Street,Suite 31Z Alexandria,VA 22314. Chesterfield,MO 63017 Job, Truss Truss Type Qty Ply SCIARRINO 125172282 J-1500864 SD10 HIP 1 1 Job Reference o trona) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MITek Industries,Inc. Mon Oct 26 12:43:56 2015 Page 1 ID:?ooaUOZaux?rJ4sHM109E8zOaE_yamXbg9XN2gO8Vdmi35JdesR_JFP6YaDC_?RVOyPXuX e 310-0 11-90- 19-&12 27.612 35-62 d2-11.8 4&9-e 310-0 7-115 7-11.8 74-0 7-it$ 7-11-0 3-10-0 Scale=1:85.5 4.00 F12 5x8= 8x8= 20 5 6 21 4x6% 4x6 4x6%4 7 4x6 3 8 19 22 3x8 118 23 9x6 I I 0 1 10 d N N I� 34 = 17 24 25 26 14 28 29 1 3x6= d 3x6= LU I 4x6= 16 4x4= 12 6x8 = 8x8 4x6 = 5x8= 4-" 3.10-0 4,64, 1753 30-2-6 42-115 4 2 18-9-e 310-0 7 1253 12-0-2 124W 0.7 3.2-12 a2-12 Plate offsets p�1C)- [1 s:o-0 0.o4-6y.116:0-4-0.0-5.41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.86 Vert(LL) -0.26 13-15 >999 360 MT20 244/190 Snow(Pf) 15.4 TCDL 10.0 Lumber DOL 1.15 BC 0.94 Vert(TL) -0.59 15-16 >795 240 TCDL Rep Stress Ina YES WB 0.89 Horz(TL) 0.06 11 n/a n/a BCDL 10.0 BCLL 0.0 ' Code IRC2006/TP12002 (Matrix) Weight 332 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-1 cc purlins,except BOT CHORD 2x6 SP No.2'Except' 240-0 oc purlins(4-10-15 max.):5-6. 9.12:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 6-15 2 Rows at 1/3 pts 3-16,8-12 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer InsWilation guide. REACTIONS. Ob/size) 16=2180/0-5-8,11=2194/0-7-4 Max Horz 16=160(LC 9) Max Uplift 16=1116(LC 7),11=1108(LC 8) Max Grav 16=2352(LC 18),11=2365(LC 18) FORCES. Ob)-Max Comp./Max Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2--019/327,34=2415/1827,4-20=2301/1838,5-20=2235/1852,5-6=2106/1889, 6-21=2295/1863,7-21=2360/1849,7-8=2475/1839,9-10=-486/247 BOT CHORD 1-17=2481622.16-17=-600/1023,2-17=553/844,16-24=1256/2008,24-25=1256/2008, 15-25=1256/2008,15.26=1211/2121,26-27=1211/2121,14-27=1211/2121, 1314=1211/2121,1328=1267/2072,28-29=1267/2072,12-29=1267/2072. 11-12=1116/1775,9-11=549/854,10-11=164/484 WEBS 316=25131952,315=0/498,5-15=0/339,6-13=16/391,8-13=0/510,8-12=2613/1918 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. �! �� NE y 2)Wind:ASCE 7-05,120mph;TCDL=6.Opsf;BCDL=6.0psf,h=35ft;Cat Il;Exp D;enclosed;MWFRS pow-rise)and C-C Exterior(2)zone; cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 ,�P Jp.N GARci 0,9 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate CO � '9 DOL=1 15);Category 11;Exp D;Partially Exp.,Ct=1 1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. r r 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. m W 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will u fit between the bottom chord and any other members,with BCDL=10.Opsf. 2(P Q 8)Two RT16A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)16 and 11 This connection is for � 41,0,08009 �(r� uplift only and does not consider lateral forces. ,p 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9�FES$101 P 10)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Continued on page 2 October 26,2015 ®WARNING-Vemy de*W pererrM«s and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MI-7477 rw.10WMI11 BEFORE USE Design void for use only with MTeI b connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI Ml qualify CrBeda DSB-89 and BCSI BuMng Component 14515 N.Outer Forty,Suite#= so"Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172282 J-1500884 SD10 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 2612:43:57 2015 Page 2 ID:?coaUOZaux?rJ4sHM109E8z0aE_QnKvo0997MoFmfCzGmdYAsPckjbeRgMRek_1gyPXuW 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 12)ACCEPTED BY- DATE. ®WARNING-Varfy design psranMsrs end READ NOTES ON THIS AND INGLUDm wroc REFERANCE PAGEWI.7473 rev.1&M0f5 BEFORE USE. Design valid for use onlywith MTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall i�1iY■�i building design. Bracing Indicated is to prevent bucking of individual Muss web and/or chard members only.Additional temporary and permanent bracing M iTek Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANsWmi Quality CdtwkL DsB-at and BCSI Butiding component 14515 N.Outer Forty,Suite 0300 Sally Into...i an available from Trus Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172283 J-1500864 SDI HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:43:58 2015 Page 1 ID:?coaUOZauXhJ4sHM109E8zOaE-uzuHOMAnugw6Opn9pU8ni3xnU6w8aSyVgIUXZGyPXuV 310.0 10.&8 17-&12 29-0.12 38.0-2 �2-11.8 48-f1-8 310.0 611 6-11-6 114-0 611 8.11-0 310-0 Scale=1:85.5 4.00 F12 8x8= 8x12 = 44 5 ZP 6 4x8 4x6 4x6\ 34 78 3x8 I1 18 21 4x4 11 o_ 17 2 9 22 a 1 10 d I CV 3x8 = 16 23 24 25 26 27 r4.6 3x6= d 3x6= = 15 14 13 12 8x8 = 8x8 = 8x8 = 6x8= 4-0-0 3-10-0 17-&12 29-0-12 42-11A 40.7 2 168-0 310-0 7 134-12 114-0 13-1&-12 3-2-12 0.2-12 Plate Offsets(x.y)- [5:0-45:04-O.Edge[[.[6:0-2-8.0-4-12_1.(13:04-0.04-8).114:0-3-0.0-4-121,11570-4-0.0-5-41 LOADING(pso SPACING- 2-0-0 CSI. DEFL in poc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0- Plate Grip DOL 115 TC 0.86 Vert(LL) -0.29 12-13 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.99 Vert(TL) -0.75 12-13 >623 240 TCDL 10.0 Rep Stress Ina YES WB 0.83 Horz(TL) 0.03 11 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002e (Matrix) Weight 329 Ib FT= h 0 DL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purtins,except 5-6:2x6 SP DSS 2-0-0 oc purlins(5-3-0 max.):5-0. BOT CHORD 2x6 SP N0.2'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 9-12:20 SP No.1 WEBS 1 Row at midpt 3-15,8-14.8-12 WEBS 20 SP No.2 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ou'de- REACTIONS. (lb/size) 15=2142/0-5-8,11=2167/0-7-4 Max Horz 15=144(LC 10) Max Uplift15=1131(LC 7),11=1123(LC 8) Max Grav 15--2271(LC 18),11=2296(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=-027/304,2-17=-613/330,3-4=2195/1830,4-5=2185/1853,5-19=2033/1872, 19-20=2033/1872,6-20=203311872,67=2262/1860,7-8=2272/1837,9-22--484/243, 10-22-497/219 BOT CHORD 1-16=2511632,15-16=-632/990,2-16=579/809,15-23=1141/1691,23-24=1141/1691, 14-24=1141/1691,14-25=1257/2107,13-25=1257/2107,13-26=1158/1746, 26-27=1158/1746,12-27=1158/1746,11-12--1130/1664,9-11=584/822, 10-11=160/497 WEBS 3-15=2193/1893,3-14=1421705,6-14=269/114,613=0/312,8.13=130/733, 612=2265/1862 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. �! of NE Y 2)Wind:ASCE 7-05;120mph;TCDL=6.Opaf;BCDL=6.Opsf,h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; P v PN GgRC cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 �� �J 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psi(flat roof snow.Lumber DOL=1 15 Plate DOL=1 15);Category II;Exp D;Partially Exp.,Ct--1 1,Lu=5040-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. r Icc L 5)Provide adequate drainage to prevent water ponding. m /U 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Z 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 240-0 wide will �1 fit between the bottom chord and any other members,with BCDL=10.Opsf. �O y0.08 9N 8)Two RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)15 and 11 This connection is for ,p uplift only and does not consider lateral forces. R Q` 9)"Semi-rigid pitchbreaks including heels"Member end fixity,model was used in the analysis and design of this truss. OFESSI�N d01 Gra�hical udi representation does not depict the size or the orientation of the purfin along the top and/or bottom chord. ohtinuo on j�age02 October 26,2015 ®WARNING-Verify daWgn peremetwu and READ NOTES ON THIS AND INCLUDED 1BTEK REFERANCE PAGE WI-7473 rev.1010.1x2018 BEFORE USE Design vab for use only with MITek&connectors.This design Is based only upon parameters shown,and Is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent bucking of individual truss web and/or chord members only Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,defvery.erection and bracing of trusses and truss systems,see ANSI/TPII Qua6ry CrfwcL DSB-89 and BCSI Bunking Component 14515 N.Outer Forty,Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172283 J-1500884 SD11 HIP 1 1 Job Reference (option P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MITek Industries,Inc. Mon Oct 2612:43:58 2015 Page 2 I D:?coaUOZaux9rJ4sHM 1 O9E8zOaE_-uzuHOMAnugwSO pn9pU8ni3xnUBwBaSyVgl UXZGyPXuV 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. 12)ACCEPTED BY- DATE. ®wARIONG-Verfly dglpn peremetr and READ NOTES ON THIS AND INCLUDED AI TEK REFERANCE PAGE MO-7473 rev.I& M15 BEFORE USE. Design vald for use only with Mlfek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall ii�L building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSMI gyapty CrBorla.DSB-89 and SCSI Building Component 14515 N.Outer Forty Suite#300 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Chesterfield,MO 83017 Job Truss Truss Type Qty Py SCIARRINO 125172284 J-1500864 Sol2 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 2612:43:59 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_M9SfDiBPtz2z?zMLNBMFHUyVWF14JzbfuyD56!yPXuU 3-1181 9414 M12 23.4.12 31-x12 37410 42-11-8 48.9.8 310-0 58-1♦ 8-311 7$-0 7-8-0 8-114 58-14 3.10-0 Scale=1:85.5 4.00F1_2 8x8= 4x4 = 8x8 4 19 20 6 8x8UT 8X8 3 7 4x4 I I 4x4 11 21 218 8 220 117 9 N N � d 34 = 16 23 24 4 25 26 27 28 0 3x6= d 3x6= LLJ1 4x6= 15 4x8= 11 8x8 = 8x8= 4x6 = 5x6= 3-10.0 17-&3 3x25 8-05 42-11.8 4 2 4 11. 7 124)3 12&2 12-0J a7 12-12 x2-12 Plate Offsets a.Yt— [3:04-0.0-4-Bj.[4:0-0-O.Edggj,[6:04-O.Edgel.[Z:0-4-0.0-4-8).[14:0-4-0.0-0-81 15:0-4-0.0-5-4] LOADING(psf) SPACING- 240-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.84 Vert(LL) -0.27 12-14 >999 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 1 15 BC 0.94 Vert(TL) -0.56 14-15 >829 240 TCDL 10.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.04 10 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 332 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins,except BOT CHORD 2x6 SP No.2*Except* 2-0-0 oc purlins(4-7-0 max.):4-6. 8-11.2x4 SP DSS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1 Row at midpt 3-15,5-14,5-12,7-11 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer lostaillafigo guide- REACTIONS. lib/size) 15--2116/0-5-8,10--2105/0-7-4 Maio Horz 15=128(LC 10) Max Uplift 1 5=1 144(LC 7),10=1136(LC 8) Max Grav 15=2201(LC 18),10=2190(LC 18) FORCES. lib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-17=-043/296,2-17=-029/389,34=2215/1839,4-19=2162/1843,5-19=2162/1842, 5-20=2100/1822,6-20=2099/1822,6-7=2196/1819,8-22=519/317,9-22=533/227 BOT CHORD 1-16=294/652,15-16=611/903,2-16=54W714,15-23=97211380,23-24=972/1380, 14-24=972/1380,14-25=1603/2458,25-26=1603/2458,1326=1603/2458, 12-13=1603/2458,12-27=987/1401,27-28=987/1401,11-28=987/1401, 10-11=1191/1593,8-10=556/738,9-10=220/538 WEBS 315=2017/1839,314=381/942,4-14=9/324,5-14=-4731493,5-12=532/489, 6-12=0/309,7-12=352/918,7-11=2038/1.791 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.0psf;h=35ft;Cat 11;Exp D;enclosed;MWFRS pow-rise)and C-C Exterior(2)zone; pF NEW y cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.00 plate grip DOL=1.00 �P �JPN GARCif O9� 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow.Lumber DOL=1 15 Plate CO DOL=1 15);Category II;Exp D;Partially Exp.,Ct--1 1',Lu=50-0.0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. r Q 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. m /L 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Z fit between the bottom chord and any other members,with BC DL=10.0psf. 8)Two RT16A USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)15 and 10.This connection is fort�O Q 080opUN uplift only and does not consider lateral forces. q 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. q�FES$1 ONP' 10)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Continued on page 2 October 26,2015 ®WARNING-verily design paranretent and READ NOTES ON TMS AND INCLUDED ArrTEX REFERANCE PAGE ABI-7473 rev iN0.N20r6 BEFORE USE. Design void for use onlywith MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall i1�■i building design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/Ml Quail! CrlMla DSB-89 and BCA BuBrdng Component 14515 N.Outer Forty Suite MW safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 31Z Alexandria,VA 72314. Chesterfield,MO 63017 Job, Truss Truss Type Qty Py SCIARRINO 125172284 1 J-1500864 SD12 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 Walk Industries,Inc. Mon Oct 26 12:43:59 2015 Page 2 ID:7coaUOZaux?rJ4sHM109E8zOaE_M9SfDiBPfz2z?zMLNBfDFHUyVWFKJzbfuyD56iyPXuU 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 12)ACCEPTED BY- DATE: ®WARNING•V@M design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MD-1477~fa%=015 BEFORE USE. ' Design veld for use only with tvlfTekA connectors.This design is based only upon parameters shown,and k for on Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design.Brocing Indicated Is to prevent bucking of Individual truss web and/or chard members only Additional temporary and permanent bracing M Tek• Is always required for stability,and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tens systems,see ANSMI Quality Conor DS949 and 8M BuMng Component 14515 N.Outer Forty,Suite 0300 Sally Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Chesterfield,MO 63017 Job, Truss Truss Type Qty Py SCIARRIND 125172285 J-1500864 SDI HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:44:00 2015 Page 1 ID:9coaUOZaux7rJ4sHM109EBzOaE_-gL01Q1C2QHAgd6xYxuAFnU157wdB2LSo7czee9yPXuT 3-10-0 134-12 23.4-12 33b12 42-11.8 48.98 3-10.0 9-10-12 9 8 0 9$-0 9-10.12 3.10-0 Scale=1:85.5 8x8 = gx8 = 4.00 12 8x8 = 3 16 A, 1 5 Tit 5x8 I I 3x8 I I z s 15 18 C'4 1 7 N r; i 2 I� d 3x6 = 14 4x4= 3x6= d 5�l Us= 11-1 13 19 20 12 21 22 11 10 23 24 9 6x8 = 8x8= 4x4= 5x8= 5x6 = 110-0 0.t 12-11-15 12-9-2 12-9-3 0.71 3-2-12 Plate Offsets(XY)- [4:04-0.0-5-0).[12:0-4-0.04-8).[13:0-4-0.0-5-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.98 Vert(LL) -0.27 12-13 >999 360 MT20 244/190 Snow(PI) 15.4 Lumber DOL 1.15 BC 0.95 Vert(TL) -0.61 12-13 >764 240 TCDL 10.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.06 8 n/a n/a BCLL 0.0 ' Cade IRC2006/TPI2002 (Matrix) Weight 316 Ib FT=0% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied,except 3-4,4-5.2x6 SP DSS 2-0-0 cc purlins(4-11-5 max.):3-5. BOT CHORD 2x6 SP No.2'ExcepY BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. 6-9:2x4 SP No.1,9-11,11-12:2x8 SP DSS WEBS 1 Row at rri 4-12,4-10 WEBS 2x4 SP No.2*Except 2 Rows at 1/3 pts 3-13,5-9 313,5-9:2x4 SP DSS MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide- REACTIONS. (Ib/size) 13=2191/0-5-8,8=2179/0-7-4 Max Hoa 13=112(LC 10) Max Uplif:13=1155(LC 7),8=1147(LC 8) Max Grav 13=2198(LC 18),8=2186(LC 18) FORCES. Ob)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=566/284,2-15=-052/381,316=2651/1893,4-16=2654/1892,4-17=2560/1858, 517=2557/1859,6-1806/273,7-18=-421/217 BOT CHORD 1-14=268/557,1314=-895/1210,2-14=-856/1055,1319=1246/2099,19-20=1246/2099, 12-20=1246/2099,12-21=1829/3065,21-22=1829/3065,11-22=1829/3065, 10-11=1829/3065,10-23=1255/2123,2324=1255/2123,9-24=1255/2123, 8-9=902/1610,6-8=849/1058,7-8=149/399 WEBS 3-13=2496/1716,3-12=342/1146,4-12=620/628,4-10=712/634,510=310/1106, 59=2553/1705 NOTES- (11-12) 1)This truss has been checked for uniform roof live load only,except as noted. �! OF NEW/y 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL=6.Opsf;h=35ft;Cat 11;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; �Q` JPN Gggc� 09 cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; , Lumber DOL=1.00 plate grip DOL=1.00 Gj 3)TCLL.ASCE 7-05;Pr-20.0 psf(roof live load:Lumber DOL=1 15 Plate DOL=1 15);Pf=15.4 psf(flat roof snow:Lumber DOL=1 15 Plate DOL=1 15);Category 11;Exp D;Partially Exp.,Ct--1 1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. f_ 5)Provide adequate drainage to prevent water ponding. n tU 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. VA Z 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34-0 tall by 2-0-0 wide will 2(t1 Q fit between the bottom chord and any other members,with BCDL=10.Opsf. D.08009 8)Two RT16A USP connectors recommended to conned truss to bearing walls due to UPLIFT at#(a)13 and 8.This connection is for ,p uplift only and does not consider lateral forces. R�FESSIONP 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. dOA Grad loon Dag 01rop�ntation does not depict the size or the orientation of the purlin along the top and/or bottom chord. October 26,2015 ®WARNING-Verfy cl-in parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI-7473 rev.IWON2e1e BEFORE USE Mee Design void for use only with WTek®connectors.This design B based only upon parameters shown,and B for on Individual buckling component,not a truss system.Before use,the building designer must verity the applicabilty,of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is ohvoys requited for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delvery,erection and bracing of trusses and truss systems.see ANsI/TmI Quay cNwla DSB-09 and 6CS1 Building component 14515 N.Outer Forty,Suite 1300 Safety Informal on available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria.VA 72314. Chesterfield,MO 63017 Job, Truss Truss Type city Ply SCIARRINO 125172285 J-1500864 SD13 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MTek Industries,Inc. Mon Oct 26 12:44:00 2015 Page 2 1D:7waUOZauxlrJ4sHM109E8z0aE gL0101C20HAgd6xYxuAFnU157wdB2LSo7czee9yPXuT 11)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 12)ACCEPTED BY- DATE. ®WARNING-Verry dee/pn psrnmerm end READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGEMI-7473 rev,I WOO Md BEFORE USE. Design valid for use only with M(fek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not , a truss system.Before use,the building designer must verity the applkabilty of design parameters and property Incorporate this design Into the overall ii11iY�� building design.Bracing Indicated is to prevent tucking of Individual truss web and/or chord members only Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see /Wy/rryl Quality CrBeda,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Informallan available from Tera Plate Institute,218 N.Lee Street,Suite 312 Alexandria VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Ply SCIARRINO 125172286 J-1500864 SD14 HIP 1 1 Job Reference tion P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Oct 26 12:44:01 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_IYaOeNDgBblhFGWkVchUIQZLtKyEnp)yMGiCAbyPXuS 3-10.0 11-&12 231.12 35.612 42-11.8 3-10-0 7-1012 11-" 11.841 7-10-12 310-0 Scale=1:83.9 4.00 12 8x8 8x12 = 8x8= 3 15 16 5 3x8 I I 5x6 2 6 0 n N 1 7 N d 3x6— 14 3x6 = d 4x6 LU 8 6x8 I I 13 17 18 12 19 20 11 21 22 10 5x8 = 6x8= 6x8= 6x8= 3-2-12 3410, 16-10-8 29-11-0 42-11.8 4.'},1246-9A 3-2-12 0.71 13-M 13-M 13-M 0-71 3-2-12 Plate Offsets V.)D= [4:0-0-0.0-4-81.[11:0-4-0.0 8J,112:04-0.0-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL(roof) 20.0 Plate Grip DOL 1 15 TC 0.66 Vert(LL) -0.21 11-12 >999 360 MT20 244/190 Snow(Pf) 15.4 Lumber DOL 1.15 BC 0.90 Vert(TL) -0.46 10-11 >999 240 TCDL 10.0 Rep Stress Ina YES WB 0.83 Horz(TL) 0.07 8 n/a n/a BCLL 0.0 ' Code IRC2006/TPI2002 (Matrix) Weight 312 Ib FT=0% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 3-4,4-5:2x6 SP DSS 2-0-0 oc purlins(4-4-14 max.):3-5. BOT CHORD 2x6 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-7-11 oc bracing. 12-13,10-11,11-12:2x6 SP DSS,6.10:2x4 SP No.1 WEBS 1 Row at midpt 4-12.4-11 WEBS 2x4 SP No.2 2 Rows at 1/3 pts 3-13.5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ouide. REACTIONS. (Ib/size) 14=2164/0-7-4,8=2100/0-7-4 Max Horz 14=96(LC 10) Max Upl&14=1178(LC 7),8=1118(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2---610/416,3-15=2912/1983,4-15=2915/1982,4-16=2986/2048,5-16=2983/2049, 5-8=368/367,6-7=424/280 BOT CHORD 1-114=30916111.13-14=1075/11745,2-14=726/883,13-17=1195/1997,17-18=1195/1997, 12-18=1195/1997.12-1 9=2223/3574,19-20=2223/3574,11-20=2223/3574, 11-21=1324/2121,21-22=1324/2121,10-22=1324/2121,9-10=941/1625,6-9=114/626, 7-8=182/436 WEBS 313=2528/1843,312=579/1415,4.12=900/889,4-11=-804/799,5-11=-482/1333, 5-10=2348/1624,6-8=1029/1066 NOTES- (12-13) 1)This truss has been checked for uniform roof live load only,except as noted. �` OF NE Y 2)Wind:ASCE 7-05;120mph;TCDL=6.Opsf;BCDL�.Opsf;h=35ft;Cat II;Exp D;enclosed;MWFRS(low-rise)and C-C Exterior(2)zone; `i cantilever left and right exposed,end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; GA 0 Lumber DOL=1.00 plate grip DOL=1.00 �P "ptA C/ 9 3)TCLL.ASCE 7-05,Pr-20.0 psf(roof live load:Lumber DOL=1.15 Plate D0L=1 15);Pf 15.4 psf(flat roof snow:Lumber DOL=1 15 Plate CO 9 '� DOL=1 15);Category II;Exp D;Partially Exp.,Ct=1.1,Lu=50-0-0;Min.flat roof snow load governs. 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. r Q 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n W 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will m 2 fit between the bottom chord and any other members,with BCDL=I O.Opsf. Zt11 Q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(it--lb) t�O I�/0 08�pU1 14=1178. ,p 9)Two RTI 6A USP connectors recommended to connect truss to bearing walls due to UPLIFT atjt(s)8.This connection is for uplift only 0 N and does not consider lateral forces. R FESSI� Q' J04S gone id Piiecbbreaks including heels"Member end fixity model was used in the analysis and design of this truss. October 26,2015 ®wARMNG-Ve"d.aryn pwwmtws and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE MI-T4"rev.1dDYlef S BEFORE USE Design void for use only with MltekS connectors.This design is based only upon parameters shown,and Is for on Individual building component,not a truss system.Before use.the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MI lek� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and tnra systems,see ANsVml copq tj8eda DSB$9 and BCSI Building component 14515 N.Outer Forty,Suite 0300 Safety I=allon available from Tens Plate Institute,218 N.Lee Street,Suite 31Z Alexandria.VA 22314. Chesterfield,MO 63017 Job, Truss Truss Type Qty Ply SCIARRINO 125172286 J-1500864 SD14 HIP 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.840 s Sep 29 2015 Mrrek Industries,Inc. Mon Oct 26 12:44:012015 Page 2 ID:7coaUOZaux7rJ4sHM109E8zOaE=IYaQeNDgBblhFGWkVchUKiatKyEnpjyMGiCAbyPXuS NOTES- (12-13) 11)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 13)ACCEPTED BY- DATE. ®WARNING-tApaJr d@sVn perwWenr and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M 1.7473 rev 1410YM#M5 BEFORE USE Design void for use only with Mtrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ;� ■ el• building design.Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only.Additional temporary and permanent bracing Ml l B always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AgSJ/rptt puaQly CrBaria 0.$9-19 and SCSI Building Componerd 14515 N.Outer Forty Suite#300 Safety Irdamdlon available from Truss Plate Institute,218 N.Lee Street,Suite 312.A..'9 VA 22314. Chesterfield,MO 63017 Symbols Numbering System General Safety (Votes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6 4 8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. �� c1-2 c2a 2. Truss bracing must be designed by an engineer.For 0 /16 4 wide truss spacing,individual lateral braces themselves WEBS �a, may require bracing,or alternative Tor 1 p bracing should be considered. 3. Never exceed the design loading shown and never U �wb U U stack materials on inadequately braced trusses. 0 0_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locateI C7-8 0 designer,erection supervisor,property owner and plates 0-'Ag' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1 Connector plates. THE LEFT. 7 Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1 Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 1996 at time of fabrication.n. PRODUCT CODE APPROVALS 9 Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator General practice is to to slots.Second dimension is ER-3907,ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11 Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but 0 2012 Mli ek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��® 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1. National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. isnNil is o sufficienbefore use.Revievnng pictures alone t. DSB-89: Design Standard for Bracing. SCSI: BuildingComponent Safe Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. • Installing&Bracing of Metal Plate Connected Wood Trusses. M7ek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 i' MiTek® MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield,MO 63017-5746 314-434-1200 Re: J-1500692 Sciarrino 1 st Floor The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by P.D.J. Components. Pages or sheets covered by this seal: 125202876 thru 125202876 My license renewal date for the state of New York is DECEMBER 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. . i °f: NE `V Y BN �0 O9� r Q m w a ZNV11 No 19JR ��C9 v October 29,2015 Fox, Steve IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g., loads,supports,dimensions,shapes and design codes),which were given to MiTek.Any project specific information included is for MiTek's customer's file reference purpose only,and was not taken into account in the preparation of these designs.MiTek has not independently verified the applicability of the design parameters or the designs for any, particular building.Before use,the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1,Chapter 2. Job Truss Truss ar Type Qty Ply 'a-- a -1st Floor J-1500692 F14 Floor 3 1 UNITS:1.0 125202876 Reference ce(optional) ENG:AJ P.D.J.COMPONENTS INC.,CHESTER,N.Y 10918 7.640 s Oct 7 2015 MTek Industries,Inc.Thu Od 29 15:41:44 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E&OaE -3Na3DHwa4pJSuwpa3JkZdc?kkg9eRjOG7GfOQyOWTr 0-9-4 0-94 2-5-411�x-6-00 ft-04d Scale=1:34.3 REPAIR: STUB LEFT END 14W 4-0-0 1x4 II 4x6 = M FP= 3x4 = 1x4 11 3x4 = 2x4 11 5x8= 5x6=3x4 11 2 3 4 5 6 7 8 9 10 11 21rs + /F- 1 I� d 19 18 17 18 15 14 13 4x8 = 3x8 = 30 = 3x8 FP= 8x8 = 3x6 I I 6x8 = 3x6 11 + + ATTACH 3/4"PLYWOOD OR OSB GUSSET(23/37'RATED SHEATHING 48/24 EXP 1) ADD DOUBLE 4X2 TO EACH FACE OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND ONE BLOCKING AS SHOWN +++ ROW OF(0.131"X 2.5")NAILS SPACED 2"O.C.FROM EACH FACE.FACE GRAIN HORZ. USE 2"MEMBER END DISTANCE. 18-8-8 m 1-8-0 17-2-8i7-141 19-104 1-8•-0 15-" 0-9-0 0-9.0 Plate Offsets(9.1()- [1:Edg$0.1-9],[9:0-1-8 Edged,[10:0-1-8.Edge],[13:0-3-0.0.0.0].[20:Edge,0-1-81,(21:0-2-10.0-1=0] LOADING(psf) SPACING- 14-0 CSI. DEFL in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.16 14-15 >999 360 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.38 14-15 >559 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight 107 Ib FT=0%F,O%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat)*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, 4-11 2x4 SP DSS(flat) except end verticals. BOT CHORD 2x4 SP DSS(flat)'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. 16.20:2x4 SP No.2(flat) WEBS 2x4 SPF Stud(flat) REACTIONS. (Ib/size) 12=957/0-7-4,20=957/011-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1440/0,3-4=1440/0,4-5=1440/0,5-6=2298/0,6-7=2298/0,7-8=1856/0, 8-9=1856/0,9-10--871/0 BOT CHORD 19-20=0/454,18-19=0/2034,17-18=0/2235,16-17=0/2234,15-16=0/2235, 14-15=0/871,13-14=0/871,12-13=0/871 WEBS 9-114=7011/0,110-113=0/989,2-19=0/1232,3-19=255/0,5-19=742/0,5-18=0/330, 6-18=256/0,7-15=-470/0,8-15=372/0,9-15=0/1347,10-12=1860/0, 2-20=1022/0 NOTES- (5.8) 1)Unbalanced floor live loads have been considered for this design. 2)N/A 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. of NEW/ 4)Recommend 2x8 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. �. Strongbacks to be attached to walls at their outer ends or restrained by other means. �P� �v IFN E. 5)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. �'C O� 6)ACCEPTED BY- DATE. * LOAD CASE(S) Standard f_- I cc n �L w LU2 6' �O A9OFESS104 October 29,2015 ®WARNING-Ywhy design pwwmMs and READ NOTES ON THIS AND INCLUDED MfrEX REFERANCE PAGE WI-7473 my IW03 2x15 BEFORE USE Design void for use onty with MITek9 connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated B to prevent bucking of individual truss web and/or chord members ony Additional temporary and permanent bracing MST®k� Is always required for stability and to prevent collapse with possible personal Injury and property damage.Far general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(r%1 Quc&y C hKW DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Inlormrdlon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandra.VA 22314. Chesterfield,MO 63017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSI. �� ci-2 c2� 2. Truss bracing must be designed by an engineer For 0-1/.6 4 wide truss spacing,individual lateral braces themselves o WEBS cz� may require bracing,or alternative Tor I rY y p bracing should be considered. O u '� 6r� 3 WO 3. Never exceed the design loading shown and never U �°b U stack materials on inadequately braced trusses. 0 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0•-'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fuly.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1 connector plates. THE LEFT. 7 Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1 'Plate location details available in MITek 20/20 NUMBERS/LETTERS. software Or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19'R,at time of fabrication. PRODUCT CODE APPROVALS 9 Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of tuns fabricator General practice is to 4 x 4 to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing 10 is spacing, BEARING established by others. or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MTekO All Rights Reserved approval of an engineer reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing Only. ��� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected.Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Nil, is not sufficient. BCSI: BuildingComponent Safe Information, 20.Design assumes manufacture in accordance wiith Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015 i i MiTek® MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield,MO 63017-5746 314-434-1200 Re: J-1500762 Sciarrino 2nd Floor The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by P.D.J.Components. Pages or sheets covered by this seal: I24986175 thru I24986189 My license renewal date for the state of New York is January 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. .��of NEGy Y G"C 0 CO r a: O W a Zip 4 0.0 00 A9OF s� P September 29,2015 Garcia,Juan The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply Sciarrino 2nd Floor 124986175 J 1500782 F01 FLOOR 19 1 Job Reference o bona P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 07.15:36 2015 Page 1 ID:?ooaUOZaux?rJ4sHM109EBzOaE_-5F wMy8ZAb¢ubAzUdEdx?mLvGVkQGTOHpDEkyYrKL 25-0 0-9-12 Scale=1:23.6 3x4 II 3x10= 14 II 1x3 II 3x10= 3x4 II 1 2 3 43x4= 5 6 7 13 Y Y 12 3X8— 11 10 9 8 3x6= 1x3 II 4x8 = 3x8= 13-1043 13-1043 Plate Offsets(X.)O— [1:Edge 0-1-8] [4:0-1-8.Edge] j11 0 1 B.EdgeI LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) 1/defl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.17 9-10 >956 360 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.62 Vert(TL) -0.33 9-10 >496 240 BCLL 0.0 Rep Stress Ina YES WB 0.84 Horz(TL) 0.05 8 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight 65 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.1(flat) 'TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 12=1363/Mechanical,8=1363/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3720/0,34=3720/0,4-5=3694/0,5-6=3694/0 BOT CHORD 11-12=0/2438,10-11=0/3720,9-10=0/3720,8.9=0/2425 WEBS 6-8=2681/0,2-12=2695/0,6-9=0/1409,2-11=0/1441,5.9=538/0,3-11332/0, 4-9=-459/318,4-10=262/11 NOTES- (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi rdgid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 6)ACCEPTED BY- DATE. F NE►vy �'<P JPN GA�C i 0,9 9 r a: n w m a h0.080fl9, v 9OFEss10 September 29,2015 ®WARNING-Verify desdgn parameters and READ NOTES ON THIS ANDWCLUDED IIUTEK REFERANCE PAGE SOI-7473 rev.02/7 607 016 BEFORE USE Design valid for use only with Mlek connectors.This design is based only upon parameters shown,and is for an individual building component. Appicobiity,of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown BE' is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the WOW erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TMI Quality Criteria,DSB-89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield.MO 83017 Job Truss Truss Type Qty Py Sxiarrino 2nd Floor 124988176 J-1500762 F02 FLOOR 4 1 Job Reference(option P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 0715:36 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE -5Hwy8ZAboxutr4izUdEdx?nCvFjkafTOHpDEkyYrKL 2-5-4 1-1-14 I 14-0 0-11 Scale=1:12.7 1 3x4 II 2 3x4 = 3 1x3 II 4 3x4= 53x4 II' 4 9 3x6 = 8 7 1x3 II 6 3x4 = 3x6= 6_7-8 6-7-8 Plate Offsets(XY)- 11:Edge.0-1-81.[470-1-8.Edge],[8:0-1-8.Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.05 8-9 >999 360 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.15 8-9 >497 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IRC2006ITP12002 (Matrix) Weight 34 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. REACTIONS. Oki/size) 9=510/Mechanical,6=510/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=552/0,3-4=552/0 BOT CHORD 8.9=0/699,7-8=0/552,6-7=0/552 WEBS 2-9=773/0,4-6=-806/0 NOTES- (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 6)ACCEPTED BY- DATE: epi- NEwY CIO �JPN GA% r _ � n , IU 2 °•0800 v� A9OFESS10, September 29,2015 ®WARNING-Vwfly assign paramsMs end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE BW-7473 rev 02/1&7013 BEFORE USE �p Design valid for use only with Mlek connectors.This design is based'only upon parameters shown,and is for an individual building component. ��- Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the MiT®k- erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer For general guidance regarding fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/Ml QuaW Criteria,DSB49 and BCSI Sutlding Component 14515 N.Outer Forty,Suite 8100 Sa"Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type City Ply Saarrino 2nd Floor 124986177 J-1500762 F03 FLOOR 3 i 1 Job Reference o tional P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 07.15:37 2015 Page 1 ID:9coaUOZaux?rJ4sHM109E8zOaE_-ZTU49UapWF5N?fuXBST99YyyJbyT1 vdFxZnnAyYrKK 254 1-1-14 140 0-11-6 Scale=1:12.7 1 3x4 I 2 3x4 = 3 1x3 I 4 3x4= 5 3x4 I I Y HI 3x6 = 1x3 II 9 8 7 6 3x4 = 3x8= 6-7.8 6-75 Plate Offsets 9.)0= (1:Edge.0-1-81J4:0.1-8.Edael.[Q:0 1 B.EdgeJ LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.05 8-9 >999 360 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.15 8-9 >497 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.01 6 n/a rife BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight 34 Ib FT=O%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ob/size) 9=510/Mechanical,6=510/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)Or less except when shown. TOP CHORD 2-3=552/0,3-4=552/0 BOT CHORD 8-9=0/699,7-8=0/552,6.7=0/552 WEBS 2-9=773/0,4-6=-806/0 NOTES- (5.6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 6)ACCEPTED BY- DATE: of NE�,yy GA,t?C � O9� r Q, n w 2 2�F N0.0800 9, v� A9OFESS1 September 29,2015 ®wA&wma-vaHy d"10 Paremefos end READ NOTES ON 710S AND INCLUDED M17FX REFERANCE PAGE MA7473 rev.02/1&2015 BEFORE USE Design valid for use only with ANTek connectors.This design Is based only upon parameters shown,and is for an individual building component." Applicability of design parameters and proper incorporation of component o responsibility of building designer-not truss designer.Bracing shown Is for lateral support of Individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the WOW erector.Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTP11 Quality CrRerim DSB49 and BCSI Bulking Component 14515 N.Outer Forty,Suite/300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. chesterfield,MO 63017 Job Truss Truss Type City Ply Scianino 2nd Floor 124986178 J-1500762 F04 FLOOR GIRDER 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 0715:38 2015 Page 1 ID:7coaUOZaux7rJ4sHM109E8zOaE=1f2TNgaRHZDc69E45vfiiM591itnCNymTblKJcyYrKJ 25-4 1-8-2 io"I Scale=1:27 4 7x12 MT18HS= 7x12 MT18HS= 1 15 2 16 3 17 4 5 18 6 19 7 20 21 8 4 N t� d 13 12 11 10 9 7x12 MT18HS= 6x8= 6x8 = 7x12 MT18HS= 15d$ 154-6 Plate Offsets(X.1Q— [9:Edge.0-3-01.[11:0-3.0.0-0-01,[14:Edge.0-3-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.1210-11 >999 360 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.2410-11 >762 240 MT18HS 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.07 9 n/a n/a BCDL 5.0 Code IRC2006ITP12002 (Matrix) Weight 137 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP DSS(flat) TOP CHORD Structural wood sheathing directly applied or 640-0 cc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 14=3106/0-5-8,9=3397/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-14=295/0,8-9=356/0,2-16=6286/0,3-16=-6286/0,3-17=6320/0,4-17=-6320/0, 4-5=7117/0,5-18571/0,6-18=6571/0,6-19=6534/0,7-19534/0 BOT CHORD 13-14=0/4082,12-13=0!7117,11-12=0/7117,10-11=0/7117,9-10=0/4422 WEBS 7-9=5355/0,2-14=-4943/0,7-10=0/2599,2-13=0/2717,6-10=1082/0,3-13=-852/0, 5-10=784/0,4-13=1175/0,4-12=0/294,5-11=273/0 NOTES- (9-10) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 3x6 MT20 unless otherwise indicated. 4)Refer to girder(s)for truss to truss connections. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)555 Ib down at 1-8-0,555 lb down at 3.8-0,555 Ib down at 550,555 Ib down at 748-0,555 Ib down at 9-8-0,555 Ib down at 114-8,and 555 Ib down at 13-1-8,and 555 Ib down at 13-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). OF NEw 9)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 10)ACCEPTED BY DATE: �,r,P ,JPNq�, GA �9 0,9� LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 _ Uniform Loads(plf) tom- Q Vert:9-14=10,1-8=190 n UJ Concentrated Loads(Ib) Vert:5=435(F)15=435(F)16=-435(F)17=435(F)18=435(F)19=435(1`)20=-435(F)21=435(F) tP�OA do 9'� �Q 0800 ROFESS10 September 29,2015 ®WARNING-Vargy daadgn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE WI-7473 rw.02/7&1016 BEFORE USE Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component. Appicper abiity of design parameters and proincorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the MiT®k• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding folodcation,quality control,storage,delivery,erection and bracing,consult ANSI/TMl Quality Criteria,DSB-89 and BCSI Building component 14515 N.Outer Forty,Suite d300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. chesterfield,NO 63017 Job Truss Truss Type Qty Ply Sciamno 2nd Floor 124986179 J-1500762 F05 FLOOR 5 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 0715:38 2015 Page 1 ID:7coaUOZaux?rJ4sHM109E8zDaE -lf2TNgaRHZDc69E45vfiiM587isOCMgmTbIKJLyYrKJ 24-4 2-14 Sete=1:26.2 3x4 II 44= 1x3 II 3x4 = 1.3 II 4x6 = 3x4 II 1 2 3 4 53x4 6 7 8 4 ' N 13 12 11 10 9 4x6= 4x8= 1x3 II 4x8= 4x6= 1x3 II 154.8 15-" Plate Offsets(X.Y]— [1:Edge.0-1-81.[4:0-1-8.Edg!].f5:0-1-8.Edge).fflEdae.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.10 12 >999 360 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.20 12 >894 240 BCLL 0.0 Rep Stress Ina YES WB 0.72 Horz(TL) 0.07 9 Na n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight 82 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SPF Stud(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ob/size) 141511/0-5-8,9=1511/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2723/0,3-4=2723/0,4-5=3081/0,5-6=2723/0,6-7=2723/0 BOT CHORD 13-14=0/1721,12-13=0/3081,11-12=0/3081,10-11=0/3081,9.10=0/1721 WEBS 2-14=2158/0,2-13=0/1268,3.13=477/0,7-9=2158/0,7-10=0/1268,6-10=477/0, 5-10=-616/0,4-13=-616/0 NOTES- (5-0) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x8 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 6)ACCEPTED BY- DATE: or- NEyy y �P �JPN GARC � f- Q n LU 2 0.08 ��Cr AROFESS%0 September 29,2015 ®WARNING-Verify design paramKMs and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MF7473 rev.021f62016 BEFORE USE MOR Design valid for use only with MRek connectors.This design is based only upon parameters shown,and is for an individual building component. Et of design parameters and proper incorporation of component o responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stablity during construction is the responsibility of the WOWerector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/rPll Quality Crf da,DSB-89 and BCSI BuOding Component 14515 N.Outer Forty,Suite 03W SaWy Infornaeon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type City PlyTi 's�c: arrino 2nd Floor 124986180 J-1500762 F06 FLOOR B Reference o tions! P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 07.15:39 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_Vsaa9b32sLTkJpWcAxFadHV6Jrxu6vAF2ur3yYrKl 254 0.10-8 ii Scale=1:12.4 3x4 = 1 3x4 11 2 3 3x4= 4 3x4 11 4 34= 1x3 II 1x3 II 8 7 6 5 3x6 = 6S0 Plate Offsets(XY)— [1:Edge.0-1-81. :0-1-8.Edgg].13:0-1-8.Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.05 7-8 >999 360 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.51 Vert(TL) -0.07 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight 30 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (Ib/size) 8=625/Mechanical,5=625/Mechanical FORCES. pb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1198/0 BOT CHORD 7-8=0/1198,6-7=0/1198,5.6=0/1198 WEBS 3.5=1263/0,2-8=1263/0 NOTES- (5-0) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semirigid pitchbreaks including heels"Member end runty model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 6)ACCEPTED BY- DATE. OF NE�y y GAP L,�JPN c�9 O9� * ,r cc n w LU .08 �. v R�FEsst0NP September 29,2015 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE 111g1-747.3 rev.0211&2015 BEFORE USE ��■■ Design valid for use only with MTek connectors.This design Is based only upon parameters shown,and is for an individual building component. �• Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability dudng construction is the responsibility of the MiTek• erecta.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/11411 Quality Criteria,D39-09 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,781 N.Lee Street Suite 312,Alexandria,VA 22314. Chesterfield,MO 83017 Job Truss Truss Type Qty Ply Sciarrino 2nd Floor ' 124988181 J-1500762 F10 GABLE 1 1 Job Reference o bona P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 07.15:40 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8z0aE_z2ADnVchpATKMTOTCKhAnnAegWmYgRc3xvnRNVyYrKH Scale=1:13.8 1 3x4 11 2 3 4 5 6 7 3x4 11 Y 14 13 12 11 10 9 6 3x4 I I 3x4 I I Plate Offsets(X)0= I1:Edge D-1-8].[14:Edge.0-1-Bj LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.03 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF Stud(flat) REACTIONS. AD bearings 7-3-0. Ob)- Max Grav All reactions 250 Ib or less at joint(s)14,8,13,12,11,10,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- (7-8) 1)All plates are 1x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 14-0 oc. 5)"SemFfigid pitchbreaks including heels"Member end fudty model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10.0-0 oc and fastened to each truss with 3-10d(0.131"X 3)nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 8)ACCEPTED BY- DATE. F: NIE GAf? ��Q' �JPN L, n w 2 0.080fl9 AROFesS�0NP September 29,2015 ®WARNING-Vorf&datlpn paramohnr and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE401-7479 rev.02/1&2015 BEFORE USE Design valid for use onlywith MITek connectors.This design h based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown pek• is for lateral support of lndMdual web members only Addiflonat temporary bracing to insure stability during construction is the responsibi0ty of the erector.Additional permanent tracing of the overall structure Is the responsibility of the building designer.For general guidance regarding MOW fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TMI Quality CrI1erla,DSB-89 and SCSI BuBding Component 14515 N.Outer Forty,Suite X300 Safety Insornw8on available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. ChesterfieldAAO 63017 Job Truss Truss Type Qty Ply Scianino 2nd Floor 124988182 J-1500762 F13 FLOOR 26 1 Job Reference o tlonal P.D:J.COMPONENTS INC., CHESTER,KY 10918 7.630 s Jul 28 2015 Mrrek Industries,Inc. Tue Sep 29 0715:40 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_z2ADnVchpATKMTOTCKhAnnATCWcfgOf3xvnRNVyYrKH 2b4 1-1-14 1.4.0 0-11.6 Scale=1:12.7 1 3x4 I I 2 3x4 = 3 1x3 I I 4 3x4= 5 3x4 I I V Sue= 1x3 II 9 8 7 6 3x4 = 3x8= 6-7-8 6-7-8 Plate Offsets(K))— [1 Edge.0-1-8].[4:0-1-8.Edge].[8:0-1-8.Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.05 8-9 >999 360 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.67 Vert(TQ -0.15 8-9 >497 240 BCLL 0.0 Rep Stress Ina YES WB 0.24 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IRC2006ITP12002 (Matrix) Weight 34 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=510/Mechanical,6=510/Mechanical FORCES. Qb)-Max.Comp./Max.Ten.-All forces 250 pb)or less except when shown. TOP CHORD 2-3=552/0,3-4-552/0 BOT CHORD 8-9=0/699,7-8=0/552,6-7=0/552 WEBS 2-9=773/0,"---806/0 NOTES- (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks induding heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 6)ACCEPTED BY- DATE. or- NIE .f,P JPN GA% CO * >rr f : Cr. n w 2 0.08 AROF�ss10 September 29,2015 ®WARNING-Vw*daarpn paran tas and READ NOTES ON THIS AND INCLUDED AUTEI(REFERANCE PAGE AOI-7473 rev.02/1&2015 BEFORE USE MW Design valid for use only with Welt connectors.This design Is based only upon parameters shown,and Is for an individual bulking component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Addfional temporarybracing to Insure stability during construction is the responsibiaty of the M ITek' erectapermanent.Additional peanent bracing of the overall structure B the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Quailly CdWa,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Informallon available from Truss Plate Institute,781 N.Lee Street,Aute 312,Alexandria,VA 71314. chesterfield MO 63017 Job Truss Truss Type Qty Ply Sciarrino 2nd Floor 124968183 J-1500762 F17 FLOOR 1 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 07-15:412015 Page 1 ID:?coaUOZaux?rJ4sHMlO9E8zOaE_SEkb?rdJZUbBzdzfmlCPK?jgewxkPlhCAZ)C wxyYrKG �� , 244 1-2-6 Scale=1:26.2 3x4 II 4x6 = 3x4= 1.3 II 1x34x6 II 3.4 II = 1 2 3 4 53x4 = 6 7 8 Li N 13 12 11 10 9 4x6 = 34= 3x4= 1x3 II 4x6= 3x6= 1-7-12 15-4-6 1-7-12 13-8.10 Mate Offsets V.)Q= 11:Edge.0-1A.x5:0-1-8.E get.It 270-1-8.Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.10 10-11 >999 360 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0.21 10-11 >860 240 BCLL 0.0 Rep Stress Ina YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IRC2006ITP12002 (Matrix) Weight 83 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.l(flat) end verticals. WEBS 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Qb/size) 14=1209/0.3-8,9=1209/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=920/0,3-4=2432/0,4-5=2432/0,5-6=2187/0,6-7=2187/0 BOT CHORD 13-14--0/920,12-13=0/1932,11-12--0/2432,10-11=0/2432,9-10=0/1375 WEBS 2-13=0/798,2-14=1460/0,3-13=1269/0,3-12=0!723,4-12=304/0,7-9=1723/0, 7-10=0/1029,6-10=408/0,5-10=485/0 NOTES- (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to - be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 7)ACCEPTED BY- DATE: pF NEw� r fZ f1 , W 2 0.08 O00 A9OFEss10NP September 29,2015 ®WARNING-VWW dsslgn paramohrs a.d READ NOTES DN THIS MD WCLUDED IBTM REFERANCE PAGE W7473 rev.OY1&2015 BEFORE USE Design valid for use only with MTek connectors.This design Is based only upon parameters shown,and is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Brading shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the Welk'erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPn Quay Ctterlo,DS"9 and BCSI BuOding Component 14515 N.Outer Forty,Suite#300 Sally Irtormatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Py Sclar'no 2nd Floor J-1500762 F19 FLOOR 2 1 124986184 Job Reference(optionao P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 0715:41 2015 Page 1 ID:1coaUOZaux9rJ4sHM109EBzOaE—-SEkblydJZUbBzdzfmlCPK7Dtd wRJPocCAwxyYrKG I 25-4 I 0.10-8 Scale=1:12.4 3x4 = 1 3x4 II 2 3 3x4 = 4 3x4 11 _ � 4 F1 F1 3x6= 1x3 II 1x3 II 8 7 6 5 3x6 = 680 6.6-0 Plate Offsets(X.)I— 11:Edae.0.1-81.[2:0-1-8.Edag].f3 ,Edge] LOADING(psQ SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.05 7-8 >999 360 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.51 Vert(TL) -0.07 7-8 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code IRC2006/TPI2002 (Matrix) Weight 30 Ib FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ob/size) 8=625/Mechanical,5=625/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1198/0 BOT CHORD 7-8=0/1198,6-7=0/1198,5.6=0/1198 WEBS 3-5=1263/0,2-8=1263/0 NOTES- (5-6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 6)ACCEPTED BY- DATE: OF NE�yY �JPN GARL, O9� r Cr. n LU 2 2�F 0.08 9� �O 00 v� September 29,2015 ®WARNING-Verfly design pw metora and READ NOTES ON THIS AND INCLUDED 107IX REFERANCE PAGE 1101-7177 rev.02t1W015 68FORE USE mm Design valid for use only with Mirek connectors:This design Is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members ony.Additional temporary bracing to Insure stability during construction is the responsibility,of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consull ANSI/TKI Quality CrIteria,D5549 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety IrdormaBon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield MO 63017 Job Truss Truss Type Qty Ply Scianino 2nd Floor 124986185 J-ISW762 F20 FLOOR 7 1 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.630 s Jul 28 2015 MITek Industries,Inc. Tue Sep 29 07.15:42 2015 Page 1 ID:?coaUOZaux?rJ4sHM 109EBzOaE_-wQIzCBdxKn]2bmYsKkjesCFgeKHS8FvMODGYSNyYrKF 0.1-8 H 2-2-4 15-0 -r"'r , 1-" 6-14_ Scale=1:13.1 3x4 = 1 2 3 4 5 04= 6 13 14 q 4 20 I I 12 11 10 9 6 3x6= 4x6= , 45-2 571-2 fr10.8 45-2 1$-0 0.115 Plate Offsets(X.Y)— [ :0�ge].[5:0-1-8.Edge].f7:Edge.O 1 8].[8:0 1-8.0-0-0] LOADING(psf) SPACING- 2-0.0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.13 11 >596 360 MT20 197/144 TCDL 35.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.25 11 >319 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight 34 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 SP DSS(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SPF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ob/size) 12=651/0-5-8,7=651/0-5-8 FORCES. Ob)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 7-14=0/360,6-14=0/360,2-3=772/0,34=772/0,4-5=772/0 BOT CHORD 11-12=0/7-/2,10-11=0/772,9.10=0!772,8-9=0/772,7-8=0!772 WEBS 5-7=1479/0,2-12-853/0,5-8=0/487 NOTES- (5.6) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1x3 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 6)ACCEPTED BY- - DATE: 0f: NE{yy y �,�P Jp,N GA,90 0,9 -9 f i— (r; n w z No 08 A9OFESS10NP September 29,2015 ®WARNING-VaHy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE IIW-7473 rev.02/1e12013BEFORE USE Design valid for use only with Mfrek connectors.This design is based only upon parameters shown,and is for an indMdual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer-not truss designer.&acing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsib4ty of the building designer.Far general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/rP11 Quat8y Crfleda,OS949 and SCSI Bung Component 14515 N.Outer Forty,Su@e 0300 SaWy Information ovallable from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sclanino 2nd Floor 124986186 J-1500762 FT01GR FLOOR 1 4 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 07.15:43 2015 Page 1 I D:?coaUOZaux?rJ4sH M 109E8zOaE_-OdrLQXe755rvDw62uSFtPQo8Xjm9brnaVdt05_gyYrKE 2-84 4-2d 284 180 2312 Scale=1:14.4 1 3x4= 21x3 II 3 3x4= 41x3 II 1x3 11 VIIJ 7 6 3x4 = 1x3 II 3x4 = i 2-8.4 4-24 6.1-1 6$-0 24" 180 1-10-13 D-4-15 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.17 Vert(TL) -0.01 7 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.10 Horz(TL) -0.00 8 n/a n/a BCDL 5.0 Code IRC2006lrP12002 (Matrix) Weight 139 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1(1-0-0 oc bracing. REACTIONS. (Ib/size) 8=1242/0-3-8.5=1242/0-3-3 FORCES. (Ib)-Max.Comp.lMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 14!1­118610,1-2=1091/0,2-3=1091/0,4-5=358/0 BOT CHORD 6-7=0/1091,5-6=0/1091 WEBS 1-7=0/1251,2-7=798/0,3-5=1381/0 NOTES- (r-7) 1)4-ply truss to be connected together with 10d(0.131"0")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0.9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. Attach TC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face In the LOAD CASE(S)section.Py to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced floor live loads have been considered for this design. 4)"Semi-rigid pitchbreaks including heels"Member end tacitly model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 7)ACCEPTED BY- DATE. LOAD CASE(S) Standard NEW y 1)DDeadfloor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �Q• ,JPN GARC,9 0 Uniform ,9 Vert:1-4=390,5-8=10 � 71 r ¢ n w 2 0.080fl9 ��i A9OFESS%°NP September 29,2015 ®WARNING-VW*design prmnKrs end READ NOTES ON THIS AND INCLUDED WTE/(REFERANCE PAGE 1014473 rev.01/f 0/1015 BEFORE USE setsel Design void for use only with MTek connectors.This design Is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1N1 QuaO}y Ctterfa,DSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite d300 Sally Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,NO 63017 Job Truss Truss Type Qty Py Sciarrino 2nd Floor 124986187 J-1500762 FT05GR FLOOR 1 4 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.630 s Jul 28 2015 MTek Industries,Inc. Tue Sep 29 07.15:44 2015 Page 1 I D:?coaUOZaux?rJ4sH M 109E8z0aE_-sp PkdtfCsPzmr4hER9m6xdLCs79pc3efsWeXGyYrKD 3-0-6 5-11-4 8.10-0 11-8-12 1A-" 3-0 8 2-10-12 2-10-12 2-10-12 20--4 Scale=1:24.8 MSH422 MSH422 MSH422 Special MSH422 1x3 II 3x8= MSF1422 1x3 II MSH422 5x8= MSH422 30 II 1 4x8 13 2 14 3 15 4 16 17 5 18 19 6 U 13 11 10 9 8 3x4 II 5x14= 1x4 II 5x8= 1x4 II 44 = 3-0.8 5-114 8-10-0 i11$-12 14 -0 -0-8 32-10-12 2-10-12 2-10-12 2-74 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loci) Vdefl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) -0.10 9-10 >999 360 MT20 244/190 TCDL 35.0 Lumber DOL 100 BC 0.52 Vert(TL) -0.21 9-10 >802 240 BCLL 0.0 Rep Stress Ina NO WB 0.75 Horz(TL) 0.04 7 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight 388 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.2`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-11,3-11,3-9,5-9:2x4 SP No.1 REACTIONS. (Ib/size) 12-969810-3.8,7=9055/0-7-4 FORCES. 0b)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-8040/0.1-13=12493/0,2-13=1249310,2-14=12493/0,3-14=12493/0, 3-15=18189/0,4-15=18189/0,4-16=18189/0,16-17=18189/0,5-17=18189/0, 5-118=409/0,118-119=40910,6-119=409/0,6-7=117112/0 BOT CHORD 11-12=0/500,10-11=0/18976,9-10=0/18976,8-9=0/11588,7-8--0/11588 WEBS 1-11=0/1 3587,2-11=3418/0,3-11=7344/0,3-992/0,4-9=3276/0,5-9=0(/478, 5-7=13195/0 NOTES- (8-9) 1)4-ply truss to be connected together with 10d(0.11311"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. Attach TC w/1/2"diam.boles(ASTM A-307)in the center of the member wAwashers at 4-0-0 oc. Attach BC w/1/2"diem.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Py to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to pf NE�/ be attached to walls at their outer ends or restrained by other means. 5)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-8-0 from the ,r,P� Jpi GAf?C y0,9 left end to 13-1-8 to Conned truss(es)to back face of top chord. 6)Fill all nail holes where hanger is in contact with lumber. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)435 lb down at 13-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. r Q 8)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN--PLEASE VERIFY ALL INFORMATION. C7 9)ACCEPTED BY- DATE. m I LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 tA�OA �0.080091 ROFEs 10 Continued on page 2 September 29,2015 ®WARNING-Ve fry deslgn perimeters and READ NOTES ON THIS AND INCLUDED IBTE1(REFERANCE PAGE W-7473 rev.071&1015 BEFORE USE Design valid for use only with MTek connectors.This design Is based only upon parameters shown,and is for an individual building component. - Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the MiTek' erecta Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/rM Quality CrIterlm DSB-89 and SCSI Building Comportwd 14515 N.Outer Forty,Suite 0300 Sally Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Sciarrino 2nd Floor 124988187 J-1500762 FT05GR FLOOR 1 4 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.830 s Jul 28 2015 MITek Industries,Inc. Tue Sep 29 0715:44 2015 Page 2 ID:1coaUOZaux?rJ4sHM109E8zCaE_spPkdtfCsPzmr4hER9m6xdLCs7?pc3efsVuleXGyYrKD LOAD CASE(S) Standard Uniform Loads(plf) Vert 1-6=990,7-12=10 Concentrated Loads Ob) Vert 12=1232 3=435(B)13=-435(8)14=-435(B)15=-435(B)16=-435(8)17=.435(B)18=435(8)19=-435(B) ®WARNING-VW1&deslgo perametam and READ NOTES ON THIS AND INCLUDED FOTEJ(REFERANCE PAGE 101-7173 rev.02/1&2019 BEFORE USE ■� Design void for use only with NTek connectors.This design B based only upon parameters shown,and Is for an individual building component. Applicability of design parameters and proper incorporation of component h responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the M 1 laic• erecta.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB49 and SCSI BuDdIng Component 14515 N.Outer Forty Suite l900 Solely Informallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty 1 Ply Scianino 2nd Floor _ 124986188 J-1500762 FT07GR FLOOR 1 4 Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 0715:48 2015 Page 1 ID:7coaUOZaux?rJ4sHM109E6zOaE_-oCXU2ZhSOODT40rdZaoal2QVSxcK42vxJgElb9yYrKB 15+10 r 4-1-0 611-11 13$13 14-10 1610.10 21-11-10 I 25311 26-7-12 31-11.2 34.10.1z 41-0 410.2 4$2 1-2-0 180 S1-0 341 341 338 z-11-10 0.613 Scale=1:61.2 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 3x4 = 1x3 II 3x4= 3x8= MSF1422 1x3 11 3x4 = 1x3 II 3x4 = 3x4 = 4x4 = MSH422 4x12 = 4x4= 2x4 II 1 30 31 2 332 33 4 34 355 36 6 7 837 38 9 39 10 40 1141 42 43 12 44 13 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 2x4 II 3x8= 4x6 = 3x8= 1x3 II 3x4= 44 = 5x6 = 2x4 II 3x4= 5x6= 1x4 II 4x6= 44= Special 144-0 22-0-8 13.8.13 15410 21-11-10 41-0 410-2 310.1 161 1 180 43-8 7 2-75 341 338 2-11-10 0.0.3 0.613 0.2-2 0.7-0 OAi2 LOADING(psf) SPACING- 24)-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.06 17 >999 360 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.84 Vert(TL) -0.13 17 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.04 14 n/a n/a BCDL 5.0 Code IRC20061TP12002 (Matrix) Weight 812 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2"Except* TOP CHORD Structural wood sheathing directly applied or 64)--0 cc purlins, except 8-13:2x4 SP No.1 end verticals. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2*Except* 11-17.2x8 SP No.2 REACTIONS. All bearings 1-9-12 except(It--length)29=0-7-4,14=Mechanical,24=0-3-8,21=0-3-8. (lb)- Max Uplift All uplift 100 Ib or less atjoint(s)except 24=1493(LC 4),21=1024(LC 6) Max Grav All reactions 250 Ib or less at joint(s)except 29=2113(LC 4),14=5699(LC 6),25=5324(LC 4),25=4978(LC 1),20=8192(LC 5),20=8149(LC 1) FORCES. (Ib)-Max Comp./Max.Ten.-All forces 250(Ib)or less except when shown. PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED TOP CHORD 1-29=2003/0,1-30=3675/0,30-31=3675/0,2-31=3675/0,2-32=3675/0, FACE MOUNT HANGER(SPECIFIED M REQUIRED FOR OTHERS) 3-32=3675/0,3-33=3675/0,4-33=3675/0,4-34=0/2235,34MI 35=0/2235,5-35=012235, LOADS REPORTED NOTES.FACE MOUNT HANGER SHALL BE 536=0/2235,6-36=0/2235,6-7=0/1661,7-37=0/1661,B-37=0/1661,B-38=0/1661, ATTACHED WITH A MINIMUM OF 0.148"x 3"NAILS PER HANGER MANUFACTURER SPECIFICATIONS. 9-38=0/1661,939=0/4377,10-39=0/4377,10-40=4140/0,11-40=-4140/0, 11-41=7477/0,41-42=7477/0,42-43=7477/0,12-43--7477/0,12-44=250/0, 13-44=250/0,13-14=1355/0 BOT CHORD 27-28=0/3024,26-27=0/3024,25-26=0/3024,2425=1661/0,23-24=1661/0, 22-23=1661/0,21-22377/0,20-21=-4377/0,19-20--0/4140,18-19=0/4140, 17-18=0/11146,16-17=0/11146,15-16=0/11146,1415=0/7477 WEBS 1-28-0/3755,2-28=1670/0,428=01757,425=5445/0,5-25=1431/0,9-22=0/3129, 9-20=2691/0,10-20=9392/0,10-18=0/3125,11-18=785210,11-15=-409410, 12-15=0/1754,12-14=-8338/0,6-23=0/1275,6-25=1649/0,7-22=1409/0 NOTES- (1415) ! OF NEly 1)N/A 2)4-ply truss to be connected together with 10d(0.131"x3")nails as follows: ��� JPN GAC, O� Top chords connected as follows:2x4-2 rows staggered at 04-0 cc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 cc. Webs connected as follows:2x4-1 row at 0-9-0 cc,Except member 23.6 2x4-1 row at 0-4-0 cc,member 22-7 2x4-1 row at 04-0 OC, 2x6-3 rows staggered at 0-40 cc. 1- Q Attach TC w/112"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 cc. n LU W 3)All loads are considered equally applied to all plies,except it noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply f1t connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ti 2 4)Unbalanced floor live loads have been considered for this design. 5)Refer to girder(s)for truss to truss connections. 0.08 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1493 Ib uplift at joint 24, 7)Two RT7A USP connectors recommended to conned truss to bearing walls due to UPLIFT at jt(s)21 This connection is for uplift only FESSI0 and does not consider lateral forces. Continued on page 2 September 29,2015 ®WARAONG-Veft design parameters and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE ABI-7473 rev.0211&7015 BEFORE USE Design void for use only with MTek connectors.This design is based only upon parameters shown,and is for an indMdual buckling component. " Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibi6y,of the MiTek• erecta.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIMII Quality CAfeda,DSB-89 and SCSI SuBrgng component 14515 N.Outer Forty,Suite 9= Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Ply Scianino 2nd Floor 124986188 J-1500762 FT07GR FLOOR 1 4 Job Reference clonal P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.630 s Jul 28 2015 MITek Industries,Inc. Tue Sep 29 0715:46 2015 Page 2 ID:?coaUOZaux?rJ4sHM 109E8zOaE_oCXU2ZhSOODT40rdZaoal2QVSxcK42vxJgElb9yYrKB NOTES- (14-15) 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. 10)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 11)Use USP MSH422(With 10d nails into Girder 8 10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-2-0 from the left end to 33-2-0 to connect truss(es)to back face of top chord. 12)Fill all nail holes where hanger is in contact with lumber 13)Hangers)or other Connection device(s)shall be provided sufficient to support concentrated load(s)4050 Ib down at 28-8-8,and 510 Ib down at 35-2-0 on top chord. The designtselection of such connection device(s)is the responsibility of others. 14)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 15)ACCEPTED BY DATE. LOAD CASES) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-12=190,13-42=590,14-29=10 Concentrated Loads(lb) Vert:13=510(8)4=320(B)10=320(13)11=-4050(F)6=320(13)7=320(B)30=320(B)31=320(B)32=320(B)33=320(B)34=320(8)35=320(B)37=320(8) 38=320(B)39=320(B)40=320(B)41=320(13)43=320(B)44=320(B) ®WARN/NO-Vwfly dafgn parameters atoll READ NOTES ON THIS AND INCLUDED WTEN REFERANCE PAGE Ilial-7473 rev.0211812015 BEFORE USE Design valid for use only with Mrrek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility of the WOW erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Quality CrIleda,OSB-89 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Chesterfield,MO 63017 Job Truss Truss Type Qty Pty Sciarrino 2nd Floor 124988189 J-1500762 FT08GR FLOOR 1 ob Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y 10918 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 07.15:48 2015 Page 1 ID:?coaUOZaux?rJ4sHM109E8zOaE_kafETEiiwdTBJh??g?g26TVo?kMpYp0En8jsglyYrK9 4-g-2 s2-12 1432 1832 2232 27-2-11 3287 37-0-0 4-9-2 45-10 4-11-9 4813 411-9 ji Scale=1:64.7 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 MSH422 4x6=MSH422 MSH422 MSH422 MSH422 MSH422 4x12 = MSH422 10 II 4x6= 4x12= MSH422 1x4 II MS14422 4x8 = MSH422 1x4 11 MSF1422 5x8= 1x4 II MSH422 4x8 = 1 24 25 2 3 426 27 28 5 29 30 6 31 7 8 32 33 934 35 36 10 37 38 39 11 11,11 11H 1w" 11 11 11 11 All 11 1111 -11 11 11 2340 41 22 42 2143 44 45 20 19 46 1847 48 17 49 1e50 51 15 52 14 53 54 13 12 3x4 II 8x18 = 2x4 II 4x12 = 4x6= 1x4 II 5x8= 2x4 II 5x6= 5x14= 3x4 II 482 9.2-12 �_ __ 1432 1832 2232 27-2-11 32.0.7 35b12 37 Q 482 45-10 5-0.6 4-0.0 4- 4-11-9 4813 355 1$-0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 60.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.12 14-16 >999 360 MT20 244/190 TCDL 35.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.25 14-16 >627 240 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code IRC2006/TP12002 (Matrix) Weight 960 lb FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6.0-0 cc purlins, except 3-7.2x6 SP DSS end verticals. BOT CHORD 2x8 SP DSS BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.2 REACTIONS. All bearings 05-8 except(jt--length)23=0-7-4,12=1-9-12,13=0-3-8. (lb)- Max Grav All reactions 250 Ib or less at joint(s)except 23=6589(LC 5),12=1066(LC 4),20=11426(LC 2), 17=10477(LC 3),13=5339(LC 4) PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. FACE MOUNT HANGER(SPECIFIED BY OTHERS)IS REQUIRED FOR TOP CHORD 11-23=4764/0.1-24=12112210,24-25--1212210,2-25=12122/0,2-3=12122/0, LOADS REPORTED IN NOTES.FACE MOUNT HANGER SHALL BE 3-26=12122/0,4-26=12122/0,4-27=0/5970,27-28=0/5970,5-28=0/5970,5-29=0/597(�;TTACHED WITH A MINIMUM OF 0.148"x 3"NAILS PER HANGER 29-30=0/5970,6-30=0/5970,6-31=0/5470,7-31=0/5470,7-8=0/5470,8-32=015470, ANUFACTURER SPECIFICATIONS. 32-33=0/5470,33-34=0/5470,9-34=0/5470,9-35=9111/0,35-36=9111/0, 110-36=911111/0,10-37=911111/0,37-38=9111/0,38-39=91111110,11-39=91 11/0, 11-12-3612/0 BOT CHORD 23-40=01766,40-41=01766,22-41=01766,22-42=0/9569,42-43=0/9569,21-43=0/9569, 214--0/9569,44-45=0/9569,20-45--0/9569,19-20=3897/0,19-46=3897/0, 118-46-3897/0,118-47=3897/0,47-48--3897/0,17-48--3897/0,17-49=0/8902, 49-50=0/8902,16-50=0/8902,16-51=0/8902,15-51=0/8902,15-52--0/8902,14-52=0/8902 WEBS 1-22=0/11973,2-22=1549/0,4-22=0/2739,4-21=0/2785,4-20=116208/0,5-20=2672/0, 6-20=2688/0,6.18=0/1351,6-17=2158/0,8-17=2451/0,9-17=14987/0,9-16=0/3124, 9-14=0(294,10-14=1783/0,11-14=0/9609 NOTES- (10-11) 1)N/A of: NEW y 2)4-ply truss to be connected together with 10d(0.131"x3')nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 cc,2x6-3 rows staggered at 0-4-0 cc. �P JP,N GqqL,� 0,9 Bottom chords connected as follows:2x6-3 rows staggered at 04-0 cc. CO Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 2-22 2x4-2 rows staggered at 0-4-0 cc,member 4-21 2x4-2 rows staggered at 0.4-0 oc,member 9-16 2x4-2 rows staggered at 0-4-0 cc. Attach TC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 cc. r IZ Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member Wwashers at 4-0-0 oc. n W 3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Py to ply m Lu connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 2 Z 4)Unbalanced floor live loads have been considered for this design. N Q 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. �A 0.08 009 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. FES SI DNP Continued on page 2 September 29,2015 ®WARNING-VW&destn p"mefara and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MI-7473 rev.02/fMO15 aEFORE USE Design valid for use only with MTek connectors.This design Is based only upon parameters shown,and is loran individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of butlding designer-not truss designer.Bracing shown Is for lateral support of individual web members only Additional temporary tracing to Insure stability during construction is the responsibility of the WOW erector Additional permanent bracing of the overall structure b the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consuff AN31/rP11 Quality Crilarla,DS949 and SCSI BuDdhig Componard 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. chesterfield,MO 63017 Job Truss Truss Type Oty Ply Scii 'no 2nd Floor 124986189 J-1500762 FT08GR FLOOR 1 4. Job Reference(optional) P.D.J.COMPONENTS INC., CHESTER,N.Y.10918 7.630 s Jul 28 2015 MiTek Industries,Inc. Tue Sep 29 07:15:48 2015 Page 2 ID:?coaUOZaux?rJ4sHM109E8zOaE_katETEiiwdTBJh77g?g26TVo?kMpYp0En8jsglyYrKg NOTES- (10-11) 7)Use USP MSH422(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max starting at 0-10-4 from the left end to 3410-4 to connect truss(es)to front face of top chord. 8)Fill all nail holes where hanger is in contact with lumber 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1353 Ib down at 0-10-4,1353 Ib down at 2-10-4,1353 Ib down at 410-4, 1353 Ib dam at 6-10-4,1353 Ib down at 8-10.4,1353 lb down at 10-10-4,1353 Ib down at 12-10-4,1353 Ib down at 16-10-4,1353 Ib down at 18-10-4,1353 Ib down at 20-10-4,1353 Ib down at 2410-4,1353 Ib down at 26-10-4,1353 lb down at 28-10.4,1353 Ib down at 30-10-4,and 1353 Ib down at 32-10-4,and 1353 Ib down at 34-10-4 on bottom chord. The design/selection of such connection devices)is the responsibility of others. 10)THIS CONFIRMS SPECIFICATIONS ARE ACCURATE AS SHOWN»»PLEASE VERIFY ALL INFORMATION. 11)ACCEPTED BY- DATE: LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:1-11=190,12-23=10 Concentrated Loads(Ib) Vert:3=320(F)22=1353(B)2=320(F)7=320(F)24=320(F)25=320(F)26=320(F)27=320(F)28=320(F)29=320(F)30=320(F)31=320(F)32=320(F)33=320(F) 34=320(F)35=320(F)36=320(F)37=320(F)38=320(F)40=1353(B)41=1353(8)42=1353(B)43=1353(8)44=1353(B)45=1353(B)46=1353(6)47=1353(B) 48=1353(8)49=1353(B)50=1353(B)51=1353(B)52=1353(B)53=1353(B)54=1353(B) ®WARNING-Vert&dai¢pn parenshrn and READ NOTES ON THIS AND INCLUDED WTEN REFERANCE PAGE WI-7473 rw.OV1&2015 BEFORE USE �p�■� Design valid for use only with Mlek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown , Is for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the responsibility,of the WOW erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt OuWiy CrBsrla,D38-89 and BCSI Building Component 14515 N.Outer Forty,Suite 1300 SalMy Information available from Truss Plate Institute,781 N.Lee Street,SuBe 312,Alexandria,VA 22314. Chesterfield,MO 66017 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1 Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS � c1-2 C2-32. Truss bracing must be designed by an engineer.For 0_'Vi 6, 1 4 wide truss spacing,individual lateral braces themselves o WEBS c� may require bracing,or alternative Tor I c? I V p bracing should be considered. e 3. Never exceed the design loading shown and never U3°U stack materials on inadequately braced trusses. 0 d 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-'Ag' from outside BOTTOM CHORDS all other interested parties. edge Of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1 connectorlates. THE LEFT. p 7 Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1 'Plate location details available In MITek 20/20 NUMBERS/LETTERS. software Or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication.n. PLATE SIZE PRODUCT CODE APPROVALS 9 Unless use withfire retardant,preservativerytreated,or green lumber ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of tans fabricator General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or specified. by text in the bracing section Of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or after truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of on engineer reaction section indicates joint number where bearings occur. 17 Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1• National Design Specification for Metal 19 Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before se.Reviewing pictures alone Nil DSB-89: Design Standard for Bracing. g ® is not sufficient. BCSI: Building Component Safe Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTekANS RPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet:MII-7473 rev.02/16/2015 __ ­_­ --__� - ___ - .-..- - -� ­__ ___-__- - - - __ -- - _____ - --------- -------- � ___ __ --- _________ - . - ____ 4 � 0� q ( C_� D,ESIGNER: ,-, .d0VWW"%.. I I 11 _______._j l&*vm=%%.. . I-­�-, .j 11 11 _,�,_L 3 cl� �:) 0 rr-% r�� " - --,-- - - rc—"t ci� N.,.- � � �== - ,__�_lft#., D Fflrl;_7pm2 21-- co "' . _ 0 �� N :5� I a) I co 0 m D z z ul u —1 Qj _____l 0 ,.- . 6 - , L." � MAR - 5 2018 a) N rz. z 0 �- > co 0 u � u < m - 11) V) � _le _E co x c - < E F;rV":,��! ­','­,��-- �_w F_ ca E: u- z I - ,.�U�G,". .7. �__) 2 -2.,E c,� _� TOWNOFSOUTiloLD 0 ro �a C, " U-0- 0) �4 z u § �3 C? _j 1� 13, - a, = _1� - �� q Lo " I I �_w c� (m § r�- § D C) �4 F__ IZT �: y m . �_j �- 0- �: � I - — a: ­ I = � � � pl-o < � � ­__I ARCHITECT OF RECORD: - = c� _� u z ­� ­� 00 �4 �; �me - z C-0 r�- () - "', �_ �Lo �- 't j 3�: �_ V, � r �� 0 >, 'o cr Lu C) < Z it �. / ::) LL LLJ (:) cr 0 o) �­ Co LL, Z LU r- LU �n LL < C) ce = � �-- _j u I U) C) � 1-11­­ ...I......1- � I ­� - - : i � I �. " �: . : I I-- ,� : : : : r : r I r : � , : � � : z : . : I : � : I t r L__- . : r: : : : ; T i t � : . � i . : t : : :: : � � : � I I I . : i : ; � �t : t t : I : : : � : i : - i_ _ : t : t ! : � : : � � : ­­ : : � : : : i � r : i : : _:� ; : t :� : I t : � : i � � : L: : . ; ; : t : I : � I i � r : i I - : � : ! : : i � I r i I� t � : : � � � : : r : . I � � : . : . : r . I : : : � . I � I -71� - : :: I : : : I ;� : : � : � � : : � � � � : i � � : . � � ­I - : � : : � i I : � : : - : : � I � � : 11 r : : : � :: � : I : . : : _ -- : : � I � : I ­. I r � : � -1 - ___ : : � : : i I � r � . I - ­ � �-- : : : : . : I : �� : . : : : I ­­.�­�__ : : : : : : :� : t� : : � � � : ; : : : : . : ! ! :: : :: �; . : : : �: � : L: � :: : i . : � :, I . � I : : : I I : : : �: ; �: : . . :: : : : � : . I � : : : � � : � : : � ; � T � : ,r I t � I � � I r ; - - - __� : : I : : � . — . - - I- - - - : I I I : : : : � ­_ - �: : . : : � I I- . : : : I I : - F - I � - :: � : ­ ,1, L I : ; t : : : : I I I I : ,: i :: t � __� -- � � - I—- � - i - � : -11. 11� : . r I : : �� :: I : : :: � . . '. I I -1 � � . . � I : i - 11 . - , �� -I— . � I ---- I � . ---- - . I r - �: t : : : I - � L I � . t r : : : : L __- � - � I I I :, : r I -� I : �: . �: 1�: t:� :� : : :� : : r : I -_ — - - � - � I � �: :: : - -� : :: :: :i :: �: :: : . r� � : I : r �I : � — - ­ : ;: �: �: : : :: . : �: : i - -1 - I � - I I : � - I- � � : �-�, I�-�- � � - - - -�_-L'� �_L_,_ . � r i :1 :: ;! i �: : : ; : : ,: ; � : . I - I � � � - ­ -1 : :I t: � ; I . : ; : I : ��I : I t : :� 1 1 1 r ! � � � . � - I : i . - L I �: I : : � :� �: :; t : :: . : : � : � t I I I — I : �: : t : :1 : �: :1 , . I � . � : I I i : :: � : I i : : i : .: � � i� :: �� i :1 �: : : �� :1 . . I � r : : � . . � -_, ;�� "� , - �:: � . : :; � 1 ! : : i : . � :: : : :: I : : : i �: :: 1: � : i �1 :t I :r �: : I . __ � � - :- t - : : :: �; �� : : : t - : I � : :� :: :: :t � �: i �� �i �: :: �: i :: :1 : c : : : � � :� t ... -:, I- . i- -� �, : � : �: : : I i i : : t� i � i : ; : � : ; t : r - - ,I � , -] � __ � r: I t . : : : : : ; � -I : t i � i ; : : i :: � I� :� � :: �i �; :: � : : : r � I : . L : L : : �t : ! i :: : : :� T: :� i :: : :: : : : � : : :i � : I : : : i :1 i �t : :1 ,� : : � i t . L: � . : : �� : r I :: t: :: i �. : :� ;: :i I, : . : . �,� �T- -.,- - : : : : :i i �T i �: : � : . : ; �: t� I . ! :: �� �: : : : i ; : : � : � : � �: ; t� : : : :! �� : I : 1� � : � : : � � � : : I : I : r 2 1 � : I ! :: ;: : : :� : : :� ;: : � � : : �: : : :1 : :� � ; t: � : r I : � : : � .1- —-!---I- �- I � I - - :I :� t: :: :: r: : : . :� :: �: . � : : I I I : � : � � � ! :: ;: : : I : I t t :: : : : 1: , � I : i � I : I !� �, I I ;: . :: :: ;: i: : :: t� : . :: : :: :: : i I :: I : �: : : : - - �- � I �- - - - . I ��i -1 I i : . . :: . :. : I : �: � � �: : r : �, :: �: � ; . r I � ; ; : t I , � I : :: : : :: :: �� : : : :: 1: ; � . :� t r :� � . : � � r � � I I : : �I �r ; L I - �: , - - �i :1 :: : :: :� : : :� r 1: r :: � � :: � : .: : :: : I � - - : r : : I : : r :: ;: t: � : :: : :� : : : : ;-- I I I i :: I � . :: :: � ;: i i . :� � i � t : I � :1 : I :: �� : . I :: : I . : : I - - - ,�. : . . -. Ir :: � :1 : r � : : :r � : � : . : : I : I I -1 ; : I : :: : :: : � : � � I ::" mommom - - :i -: - : � - �, : - r I : � I �: : � � :: I i :� : I : � t� � - I I� . �-, : - . �I - I I T ; � .I I � I � r -- _: .� . - I I --_ ­ I : ; - : - I : � . : -: - � �I : - . . - I - -- - �I � - . I-1 1, ­ , , -1 r - i I ­ --L �� - ;, : : � -t � - . - - : I r i I I . : — 1=I I =I=I ' T' L ,, L -r -�I - ,, , , ,�_ --, � : , � , I � : . .- �I . � __ � �, ,, � I � - - t . i t ! . . I = -I I ; �- I� �1. I- r ,—- ­I �­�I-L -_1.�". �.I- : -� _���=� -� � I 1—.—1 -- __ - -- � I . i- � — T � � � . -� . -: -� - I I - -1 - - - — -- - — . p E� r__ I - I . i I== � �­ - - --I - �-1 �� -- - . - - i I � - I� I - - - . - - - -- - I - L I I . . I I . : �� i t r : i I � . L i I I I �r I - I t I t .. � I-L I 11 : t t �­! � I­. : ; - q � � I�: � -�, �. � : 1 � -,r � .� � L_ . : : i- : i i �� t . I I . r Z_ . . �. � L L I I � : � I I : I- :: L � i I : .- . - - � � : : i I I i I . - -- - — � : .�- 4 � :t� , � - I r : : t i � - r � i� - i � � �� 11 � : � . � � __ --i - I - I� :, r ::- ­- - —: __ --i : i - - I T :- - - �1. � - � -. --— ::, I -r -: t� I � �- : :: - � : � . �-I T . . I : I -_ - - � :I - -� — � ;-- - : .__ _� � �- -1.� . � � - �r- � - - - - - - -,- � q -, � , , - � �-7 ,i_�. - �I �, � ,. _ ___ ��-�- � - I -I - -� li I . - i : ��- L I 1. : - ­��— , -: —, , - - ; I L -1 � I -11 I . ; .� I : , : :� --�- -- . ___. , - -- � --, t - t:I�- -� � , .- - 1. � I � . - � -..:� - -- I - - � . 11 . I -_ _. - - : : T r- - � : - .__ - �� -. -: i � --:�... - . __ ; --- - t . -� ,� � _� _. - � , I--T --, c I ---I i � --- . : -_�� ,I 4 I �. ,- :1 : �; ! ; � ; : : � : : : : 1 L - � t I I-1 I - : _�-- _ 1__ : - - - : I : :, . : � : : : : i � r ,-� I - i t .;� - - - 7 ,� ��l I 1.: i - I 11:� I -I - L : t t . . : I � i . : � -, � � I I .: T - r ; �t I � -,--�, -I- t - __,__, : � �, ,.- : I .� �I � I�-� , I - � �I .: - ­ .i 11 � i I : :----- ,­ -­� - :- 1 ­ _r :- _1 —z - :;�L- �- I I - r- - . : - : I � :i � - 1 7 -- ,: . � --, _. i � ­r ., � �� � ; I -" -z �I 11 � ,� ��l I . � � � __-- z - �� .). -�, � -: : I i - I I . I- -, : ; � L L L I . I ; I L � ; - -,, ,, �� I- I - - � -- '_ 1 , ,� t , � , L � I � I - - I I� -- . I � : :r � � . . ; I � � , : I � : I - - I I . I I- : , � - ;- - - _: � - � - - 1,- 1 1 . - I I � --�__ t ­L-'� �'', � � I__- - I -­_ L, � L t I I r � : . I �I- --1 :--- - � 'r.... -- � -_I- � _ . � ; ­­ � -- I �; :--1 - � � I : r . : i : : � : I - .I I - - p � -L-" I � z : .- 1. �� I - , � � I - Lj ;---- - - I- .--1 I � ,­. r . I __- -1 -- - �� T- - L I- -1 ­­�_: �� � I I---. m z - I - - � ; ; : � � , . .- - .I .�...... : i- I � I I 1�� �_.__­. �� I-- :---- �- � 4� 4.......I � �_�I - -i �--1 - L- ;--- - j � ---- - I, ­ � _: ' I�0 - , , - - I . I 11 L : I ::] I I � � t T .I I � L - I , . � : I . : � t -1 - r : ; �_ I I ­- . � I L L - � ­ . I �I - � � � i 11 � I � . , � I 11 � � . I i.1 - , . - . , � : I ; , : ,I I I � � I � . � �: - I : �, - � IL :- i- IE , ; : ,�___ � i � � � I . � I . -7 � - _ .t - � . � �� - , � - - -: , I � . I I ; - - - t - . .� . - I I� -i - : - I � ,: : . �:� r �I : I : - � -; :L t : - �i - I I - I I - �: I L , ,i- -, � � r I '- �� ­- t : � -� I - - � � . . r - � I - - -- i - ,�, � - I -r r , .- �- I - L �r -r ; � 1. L L� -: �� - . � �- - - ,- � . � � . I� � � I I�.. . � �- : ! � L 1. ���-- I i -- � r- � �� t �- I.- -. i . : � I I I .r L- . - r I- - : I .- .�. � i ,- - L : -- - . -1 : � : t : t , �: :: i : � i� - -1 . . � I . ; . L . � I , - �- I , - . L � i , : � � i� I-, :� I ! I : I . I I I I �l I I - I I :...::-� I . I I I � . L - . I I I i � ! t . ;: � i I I � . : I T : I- �- ,.� L : � � I I " :, I I : � I � � � :� I - � - I � � L I � . . I I I­ � I I . ,r � � - � ��_: ,� ; � : . . I _. . I � I : . - I� ­_ ; I ­ L - I : I r : r : : I �: : �- � . � -. I - � � I � - : . - .�, . I .. I ­ � i - :�- I . 4 : : - I � . t � i, _� : I- �. � . : - - - - I I ­; � I ] , : �: 1: � . . �1:1 - - . I ­ I T �­ i ': � �, �� � i , � .:_� - .- . -, I � - -- ­�7,­-� � � i - i , - � 1. ­� : I-, .-, �t I- -11 - I : ...- .�-1 T � i.-____� :� , 7 -1 � �l : ,� - _- Eli � t � r - I 1. --- i I , ­­" : I I ­_ _ ., :_� � : � �; �: : T ' ': - ;: . . I I i : I : : . : _ � : I _t -; �1 ­ - 1 : - -_ _� - I - ­ � 1 I - � L - - � L - � I - , ,T- � : -- I . � - 11 - __ .. � ._ I - . L - r I - � ��. - :- � : I ­ : I - � � � I : r- I T ­ - r I t - � � � ­1, � I � - 2" � � � � i i - � �: - , 0 7 1 - I : i i L I i ! I � : - -_ � - ,.-r . . -- L � � - �_ - ; - � . I r : � . I I I I I " I , I � � . � � r I � I I , ��- � -- � I ­ 7 , � I � � ,­_ I ; i . I I : L I I . - .- I i -r . . : I 11 -1 ­ , _ _ � - - _ . - - - I 11 . � I' ll, � - . - I � � I : . � ; I I � � I I—- I � 1, ­'. ,� . .t . � : � I L � , - � t i z I I :: - ; . I , � L - � - � � � - I I - - - �, - I % I i � � � :..... 1: �___ - - ___ ­ "lr­ __,:, r -..:- %_ 't I_- i � - - r� ____- :� ,­ � : - i �, ___ - . : � : ? � i : . i :--- . -�I �­­- �'.�: � -_'T' L- �l I I I­- I I � - � I I I , - � T - t I- ; ��_, I : - -- ;------ - - - � - - -- - I ­ I T I : : : . : i -t ! I �� Ir - -I . :r t= I � i �11- i - I I"� 'r t .- , �_ '. � I I I , t �� , , t ,� - j-­:L - r ­ I - -____ q . - _ : :� i _ , � - : L I I I'll I I I I. .... .I� :� I - I L - I I I- I � : : � - : i,- I r1l I I ; . I- . I � .: : . L � , I. L : T_'L , � I - � : � - , : � � r - I 11 . �--r,r _ �� � � - , , �! : I I- - � - - :��1: . � � �� . I : t ,� � � � I- - t : I � � � ; - �I ,, ; - I � � : � � I - : _. -� � - � . � I t ---1 I r I � I : � � � ­� I i i - I i i . . I� I I ; _;� � : I � I - I :I - � I. ,i- L , , r � -,. - � .-I I ) � � i t : : I I � � I- i I . : - -1 I , � I - � � , : , -, , : � I ­ 11 : T - � - L . �L - � � - r I -1 � I r : I I .- - _� -� .�l I - � � - I . � - - -i: �. ­ � � -- � I �:­_ � 1; � I � I � � . � i I I L I , -- - - _: , I � 11 _T ;, : I : � ' r - 11 t , I : -1 . I � i T r, �� � .1 - -1i I : ­ - - - . 1 : : . I -, _: � I � L : I � � � � I , - � - � ­ r� .- -_ I t � . - - �� - � I � I � T- -Li - , - ­ -,.. �._­ ��- I.... . ..... . I � - - I I - -�- -? : I­ . �- r­-- ­I r --­ - i . I - - r, � . - - : - - � ,� - . � I i-�-- �t .� � - 1� � - � � � I : . . L I I � � : r : � I . : ___ _ ,_- 1 : -_ , �­ ­ _ � r : _ _ � � . I � : I . i : t I L T ; .:: � �- � � I- -i , - - I ��­ , I - � � I I . - - - - - ��I 11 � � ..� - - - — . . I . t i ­ �- , : , , r- - - , i � - -, � I I � . . - I � : � � I r - .1 I I : "I �- -_ - - I - .- _ � I I : � � ­ - � 1 - '__ ._ _ _� L � . �t �__ : I - - ___ I � __� I - . . � I r I . r I r t , ,� , � — I � - -- -_,, , - �� � � _� . - � . � -: - , - I I 11 I - : � � -_ . -� .. I 1. I . - t I : i . "� I I r t � : I � , - : �, � I I : � . I . ., : k i i - - � �_ I�_ � : i - � ! : - I _._ -_ ­i f r � � -- : �I ­ . : I� .. . . . � �- �- L-� - �- : - . ! — I � ­�:� . � — 1 � ,t �: � � ;-- - I ---T ­ . . L : : -t r -_ r I : I I - r � - -: - .� � . I � — I � - -� - !----_ I . - I - , I L I �� . � �� � �: , I- I : � t I i . :� � - , I ,� � , - - � .. -11 I .- - _� . - r' ­� � I - � I � . , I : � : :, ,, - -� t �, � I - - . : � - : : I �l _r I - - � - I - - : -- �-r -- -- -1 . - - I - . - � 1 r : i t L � � ,r I -1 �. -- � - I - - ] : L -1� i � � I: I -1 � �� I I- ,� � : L , : - , � , .I - I : ,� I - r - � : - -- :� - :� - � � I � r -11 I :- 1� � I t .-,�- 1 7 i �-I- �L - � � . � � _: -_ L I -1—lu I L I - 11 11 1, 11 III 11 11 7 : - - _'� � � I : - . � -: .T� � �i_ � -,I- ;_—11 I L-_ I L-� � - - : I L_Lj I L ---_f I I - - � � :, I : .- . : I -..1 . . . I . : � : i L . -. ,-- -,i- , - ­ - I. � - - � - � . .1 ,- I ���-I - - ­- ­ � I I —I - : i . t - i: : i : i � i . I : I I � 'L . 1 4 1 1 - i I I ; I : . r� ': L I I :: I � � I I L � : I . I . � � i � ____ I- ;�, - � i : � I i : . : � I : , : ! I I , I---- --- . '� -r. �� I—- -_" I _____ , -- - I� , t ,: : r I I L I : : � : ; I t � . � : : 4 ! : i i ;: � r � __ , - , -� , --,r, _- i__ - - . __- - �� ___ - __ . - , -_­ .-, �- -� .� 1-1... I i - ___, __.,��_ - ­ .�­­ . --­ � ­­ � , � ­.. : -"., - � - : __ I --- I - . -- . � i I " � : ! : I ; : :: - - -__- t � I -� � " --"r ­ I -- � ­ � . r r r I I I- I - - ! -- - I ---- . - _____ : � . i ; � 1� ; , , t � � I I , I I t : I I I � 11� I ,: � . . , : I . . 7 - � I I t - --- - I -- -11 I� _ I ­_­ ­-I 11 .- � _. i - -- -I - I 11... � ­­ �- I - __ - i. : -� I T� r L I . r I . I- .�-I I- I - I : � : : -, T .. � - - � � . I t i . . � �. . i 1� � _. I T ,_ - � : t �- I I I : I -1- . I i 1. I � i �:��_ I - 1. - � -_ I � . I - I � - . I ,- L I � - ; i I - - r L �� � � - ; ! I , t I 9 - I � I i I L I , ­­�I� r-�.,- � I t ­ I .� � . � I � I - - I ­� �) �� I­_ . -__-, I :�� t I 7 - : : i - � � � � : I I � � L � ; m 1. I I -. I . i I T I I I ! ___ � t I- � . � � . I � I ; � I -. . I- � - I i - � I .� -� � � : .o � - � . - .� I 1. ,- - i - - I : . .- t i - . . - . . cr T_ r*--_ +.-, (3) .r_ T_ o 6 .r— Z O_ >: rr (1) . Ir .(1) z 0 - :5 cz -0 lddOoppft- c) L_ 0 1 1 cz = ... (1) 0— 4-1 1 ­-- 11 C) = C) 0 - r_ U) m 0 N . - � INEW YORK I . 1� NOTES � INDEX -1 -_ ­ 1-1,1.111ITTIM­ IF" 11.111171111111- 1.0pol,71777-1,17 R — , � I I __7 --I-------- -1 ---- " � ­7-7:-T�—­ ­,-� �_____ _t771' IT I I ­__ 1- "'i_�_177, - - —_ . ----. �� - � -- - _____ '�' I . I - I - I I v It I . I I "I". I" I I �, .� . �, , I —- - . � 1. � 11 ,," : I I 1� ", � . I I .� " f � I " :� ,- i� �t I I 1% � �,,�, , I — ,, - �'-��i�_'.� "I 4. " � SHEET SHEET NAME , I- -- -1 - r�, 'j,-,, '�tt, ,, 1: , �,- ", � . ,�, : I , � 1;1 , � I ,,,,,, .4�­; ,,. .,I z ,r , ' '7�" ' ' ': ;:�', , -. , . . �,/­T , , :' .,:�Tr�_�', ,,�""t t�,'�'t,_ ,�t,�l I",, I ', - . I ,;,, , 7F 7 to I'M'IF 7�',7' '7-�' � .. 11 , "� I :'�� r, I ' ' � � �� t , r . - ��_� - ," ot'l �, li -t , , k "", i4._," I :� - '' � -r ,e :, ­ � � � � , I` I 11 , ,;If - - �te �t_ ,�', � � ,, , , . - ,'�r .. "r . , I I I I . I I g,-, , -1 ,�,f",, I I r �,: " - t�; , , , I I *' , I .. �, I I � - �,_,:_11111_1. _��_­ I',' -%," "I I, . ,� , �..I r��',, 2,S7 �: � , �1� t, , , � ­ I � 11 I�"I � , � , I litt, ,, ,,., , - ,,, - �t 1! I I I ,�, , / � - 't'�_":�'­��,1, -, , , 4", 47 : I .��T�_� - , , " ,,,, t , , I I - � � , , � I 'ti �� 11 �l :1,- � , � I � �t , , ", ";-, ",ir'I,�1'1 'l,,l`.1`l,:_ I � _.-: - - , � ':'�" - ,�, 'r ,"�,,, � � "t, , , ��, I , , , � I � '.� , ", I 11*11 ! I ' 1*�* "' � , , � , - � - : I � �� ,- 1,� , ' , � �r , , , _ "I I , ���r 71717711 7 , 7 �, , � 1 ;,�Azt, �,,�� ,""�r',,_ , , , - __ � � , a, ! , � 1; , - ... I , rr I y . � - , � I '. - , �.; , I - -� �,,,.;+,�`;,,,:,,,:, ,, , T . 11 1 � . , i 11 I", I � .�, 'i'�' , , ­ ,- ,, -, " � e, � I . r - � ".". �!� , :1 , I � ,­. ,,, i" - _ . , ­,'', , I . . , .�",:. . I I I , I 't, , , :, " __ " 1, : � . " , I . 11 , I � ,- n ': /,'�, -11, � �t, .11" �', " ' I 11 .. I 11 . �. I � ­ t1l ,� � i" v ,I �`; . , A - � . L � . � I �'l I 11 . , , -" 11,11, �T., �_,�,�,��' ' ,,,r ""� , I 1 � , . 1; I �­ I 1. I . I � L, , �L 1� "� I -1 - - " , -,1,- 4, " � , , ,�, _� :,"r , , , I . , , !":/ ,?-i�;,' , � ,� - , . 1� , I L I � I . I . I , , �, - -4'r , ­ ,;, ll,% e �P� "�.- . - , � � � � . . ­ I - 1.1, 114 � �;, I '' , I I I I ,l ,. 'i . . . � � I I '�, I .� 11 �, I I'. : I--,`,�ll I , ,�t;;�, ­', i6,��"ett.­`!lu� i,. ,,i��-! � I I", ��- , ­ . .� , ,_ �' , �, I �v ,i I I ?� , , I " A -. .11 I , I . . . I I . , , ", �11"1�1;-:11"'i" , . , , "' "" ,,�,- , ��,�, _:��'�'�,-�­ " �'­� ";. I , ,-"", �I"",'t, " I �1; I � I - - ,. � -'L' ,� ,I� ". 11 ­ : '�! ��, I , I I ,, I I 11 It ­,�,, - I � I., . r ,r , I I .1, �-. � I - /, "; ; t , 11- , -- 11 I I j", ,., - , 11 I I '..� r I , - �� - . . 1, , ,:: ___. � -1 ..,�,�� 1, '', , �, ,T_ I i, � , � " 11 �: �,�� ,-,� 11 / � ,�,T, _;,e `��,'�lff,w'_'�r,ap­l,t�I , ; ..'i,i, , ­,­:� , ,,,, :, "I' - -� �,,��-,,,,-�,,4',�-.";tt­""' "e, , , I I .I I , -T, I � , : ", -, r 2'�' ' " � ,�";""�,,,�` ,z ,�,,'� o" , . - , " I" I � 'v' � I I , � I I � - � , , ,� "i , ,,, � " . " �` , ;,�;,� , -,-,.,� �, �� :,� :: - 1, i` .� � , I T� "� ,�/r' ' -- .,�>,.-, ,`�, '.",>,,-�, � , � _ , , zt, ��.,,� - �,, ,� �, - � "14;"I I I� �,,� ,L � �. . , ,r�� ,� - ,,� r :�'��, I , � " " - , , , t� " ,,,, �_ , � , ,�' ,�* , , P lt�� T , - , "' " , , , , , , I � I , � �, ,- , �t , " �� . I � , ",, /, _ , . �l ,1� �;ll I . .� "I , " � I - " _: - , , , , - I � -:,� -, "'o -,,z, ,.!;� " ",� , ), , ., ,�, I ,"', ':� ,� � � � , ,,.� ,, ,� te,- . ,", I` . ;_� �"� � !: . .,�', "�,�'� I - _ _�11 I _ I I,lr 'tt"- I I � I I " ,� I I " ;�_, �­"�`, , "', , �' " ..�111 I 1! -� � ,�� , , . I I .1 , � �t", ,,,�_,, ,,,,r , I � I , " j - " I" " '1���.jii�� . � 11 � :',"'�;,��.- .7 - � ��, i, BASED ON THE 2010 RESIDENTIAL CODE OF NEW TERMITE � I Q.-lklwo m , �, ,,, �� .�/"�,�,)-,:,,",-T,`­­r,, - � , . , .i:t, ­ "I ,- ;;" ,"_� '�- 1�, - "', "': "� T, , , , � . , �i , " _��%t _, " 'r ,�,� : �` � ,e�,,��,-t� : . ., " � , , � . , 1, , _L� , I - I I,- ,�"7111���l".,�,,��ll,�-"V��'., ,_�� / " , � I" " I 1, 11 A,r " :rT�"_ ,�t, - � " , "', I., � � ' i ","k.",,� -��!���,. , r , �n,�-"� � ! '_;� I I -1 , , , -2 't 'r� % �",�� . 'r . . , _ , , � � " . I :'' ,"_�_!'i,� ,� ":r�/_, ',��;��r?, , ,��, ,, "", " - "'it, " �, , ,�-,:-, ,� '_�T:o - - �, ,�, ".. 1. �,''__;�.'-`%,k-jrLl`,Pl,�_�" , ' ',,ptitl,�,rr.r�,,___ _'_r7 ", - �1� . , .� , , , I ` 11 �t,,_,� " "I ,, 11; A, ,�­� �� �:, - . t� �C - , ,, / ;'. r � ,� .�� , I*, 11 ;� .,:, � , I - I I ", I "',� -tll,o.11_ '/, �i : , 11 � ' ' ll�`il; " :',/'._tt �"­�­*' -��-r-"��!",""',:'/���rr,-,:;r���'/,,�� I �,�; , ,�­* .", . ' ' i I ­ t I �", 11, " : , , , ", , /�' �, -�,t� ,,/r ,� ";? ,� I I "I I ` , , , _ , 'r ,.;: :,,�L,�,� , I ,, ,:,e '�, '' ,_­,�,�, t,,:,, � " , � /,' �-' "', �' - ��"lr';"',�,� ''�_ ;.: I lll"�lill- ll�a?ll_ � r , , I - " , t� " , -,,, ,:,,,T� ,�;�', r�r:"_,�;,�t� , , " ­*, , � , � 1-1 . T,. , 11 �: " I , - 11, , ­ L , , �, ro . lt� �.5 ". , � - I 11", - , A" oi� .�, " 1�,i ' - I , � , I I ,� : � �, , " � � � l - , � � ,; � I ., ""T ., -, - t ,,,: p �,,� ­ " .,;, ' ­, , I , ," T - , "I 1- 11 - 11 4 "I I L t, ,,,�" I I I'll I I �, ��, , �� ­ , " I - , ,� , 4 ; I - , I � �- * ,­ I I 1 - t 'i­l­ "" 4 - , , ­::"4� 1 " - , , " - ,� ,`/ ­ �: Nw,�, ' , ,: r ­ � �­ , - ' ' - - I. � � I. 1, I I �� �. I - ­ . I I ' L ' " I- ,� , ." : � ", _T, 1-'7-,5q, � , --,,*�:�"�,'%�,` � I . ;?,"`� ,,,,�,�tr�'� ?,:", ,_��t'�,� " .',"�,,"�­ , � �� . I � , , � 'Zo �'� :t�:­ ,:�--,` 1"�, ,�i, ��t�,,Jl`-/.?,­ ,',t: __ - ­ , ' " ­ , - � I � 111- It ; �" __ "�_", YORK STATE " ' '� ,, , �k '., " _ ,��,;,�'',­ �,­ ,;,; , ii_�_ . -1-1 i 11- ��-_ ,� - �i.� '�,I�r,",�4ttr; � --"t'��,',,4',� ' ' / _ ,� r�,,',, �/l ..., ",:/l, ,* , _ ,�t:­ - __ .,_ _�_ "ip . � V _,o� ,��, � � ,:ti� _,, . '. , �'l ,-, ''/�;�' .., �:",��,� I � � -."r�,""'�" i I , ­ ��, t, 11 I I I � ! r ,�'l " ­ . , '' - - - "_ ­_, �/l "" - 't J� , � it; ,i L'; , I � : . , , , I ,� - ;�", il- ", -,, '� _­,,'I'% "..., '11�1 , - � I -, . . I I , � _10,�' I .� -f4-.,',;,. -11 - ,9`:��,- � I:- 1_iod, 1, ��, tT:tl,,'__ ,�,,;­­ , 'I, I I — '' - :- ,i - I ," , � " I . � ­ � �' _ / -, _1,�t"I, -,�l" A" � , -, ,- -g,i 'i� - ­ �_:�"��'�l�"*��,r/��/,:""'�:r�",'���,,� .�' "' "' � CS - '320 PROTECTION AGAINST TERMITES ,�� _'� 'f� ,��� 11 ,:,�%:,�' � T; - - - SECTION R. ­�,� �A , _� d^ . _ ,,, :� "',: �,�� g ii�� ,,� �# " , � � T - . . � �it, , ,_�"l I - I , " - , , ., ' I L '. ?I , :: - 1; I - I I � , , , ­, - rp.--e , , /� , ' � , , , � � .r' .1 � ­ L, , , " �,�," ';e�­ ,� - � ,� g 'r ' 'I , " I . ,; 't, ,,d I � _, I , / , ", r,-,-r' W. . _'l_,,;l,?'T -1 I I " _. , , A,iit � ,;frtt,I W,;/rg,­�,, "0�x, �,, 't ,, r - ­ i I � I .?/, 141 I-X. _ r 1� /' ".. , - ,t� ", - , .,, - �I . - :: , '! I I , I - �,�� � I -­ - "' . � I. � - "' , , , ,�, , '.,r I z - ,,'. ,:;��1,, I �I ­- . " �: ,�,� ,��', � r I L . I I'd -.. 'If,� '' � � I ; � - "I'st , ,�, , ,�, . , '�t, , I 1_�_ li, - ­___ I -�,,',';;, r�;;r ,r rr �� , t, *" ",­��, ; ,_ 4�, ," -, ­ `�rwi�,,, �','. � 1, � � ­;T� � � 1�� t I ,� 1 . - . �, .. __� ­­­,g� ; � , , ,��rr , "O r ��'�,T�i,.-'�, .�,gi` -", . I t 1, . I � � ,...,�.,`�� , � , , ,T_ yll :�:,-� T, ft r - ."P ,;t,, � 1�;I 41 1: , � I I � 1: i q I I I � - � 1, I r � : � . I � I It ,� 'at. 1�t� 5 - "�;,�77t," .,, ' ' � ., � I ;" . , , _ L , . r �� I� ­�,�, - ,� 4" :- "- "*,W, ll�_l _5.� ���* . I I , ,� rlL tt , ,� .T - ��:,,,,!,� , I I , 11 - 11 " I 1� I 1.� :� I ..,I 11 . :,_ . , � - - . , I , I I , - __ ,, � - I , I I - . " -�� .1, ; 11 iT , . _­, "'," : ", , I�- , o, � "I "t,',�,;,,��,,r,�>io� le , , , I , 1 ' :" ­ �� I I , -, *1 'p, - , tr,� <;'­:,� , � : ,��,� ��/, . . " ,;�,� , r I ' -, �"' � :_� ; I I I 11 , I � r� _:�, ���., ,, I ' I'.. �:, �1. I J, 1, ,�,, ,��,0, , - I � , ", . " : , .� , I � � I " �11 . � . I , � �K� I , , I -v � - " . I I i;� ,t: I �_ 1�, "I'll, ," .vt, I I I�l I ,L, �!:� , , I :11 I .1 �. I � t: �"I � � "'�, ;,�, , ; - - - � � . . _,P ,,_'_� - . I , . . I ': .11, I�_:", ,, , I 'o � I " - � � ., ,� _ : � I "I , I L�' � I I , " I � , " , I �r ,, - I , �` " . . , 1, 't , � I I 1 ,. �, L : - ,.: , , ," , �`, , I i� , I g�,-,, � �, - " 11 I -�­ , , , 11 ,, , I � I - � ' � I ,: I:,: . � �t I -I ., r.� � , - t" - '11, ., , - � � I r , 1:11 I:,ttX11 rl�,titl - to , ; � � """ _�,�" : ,, , . . ,I Z 1 '. ;� � ,/l � I, ­ I I , . ... I " I I t _ t1l I I.. . 1� . I �� I� " ,- , �.� ,, � . � .� I� I I� 1�1- ,­'t I " , , 11 - �- � - , 'T - I I 11 V . , -- . I. I f It - I �1, , I I ,.� . . -, ".� , I� 'L ' I � ., -_ '' ' , ,e�,� i,i .11 - , - , , ., I , - , � , ,";, ," - ,, � " it"',"�L''1��`, . , - , , , . el � '. .t� !: .. .�'.., I � ,,,, Ttt , � , � � - ,- - . I" . I , : " � I I I ', .I - I I I . � , '', . . . I ,I- . � I I " - �� . . 11 , ,I 11 , , :` - � , ,:1 ,,_ I, , I I 11 I �* . � . . I " I - . I I I , .. - � 'i"",rit," , � , 1%t" " � 14 , )r , ,� I I ,I I . "� : I� . . I I , - I 1. * , I�,it� , I - ,� , , - ,, � 1� -, ,,,",'r,,t,",­ �, -1 11 -,�:,� - 1 7 1 IL --- I ,t, � , o w I ­� �� 11 , ' 4�" ' - , ,� , - T, � � I . -�'� t" , �, - , r� �? 1, , t, �,,��, '. , I I, I I r'I 1, , , I- ," �_�,� ,- , - 't� � - . I r',�t, "_, � "­" � , I I , ­ I 11 ,,J�ll I- I ., -.,� t..Ti",��,-�,,, , , ' �"� /t��:,',�", AS SITE PLAN ��_ � I , - I _;,� ,:. � �, e"�,"�L'�j` �,,,,',­,-� � . , I :1 1,� . ,� � " " -,Itl: ll�I,�� : '. . � 1 I��­, I I I , *' " I _ r 't, i , , - - ,:� , � , ,It, �' :t­_ll',­ � ­ ��_ " � I I _`t� 11 I �l ,� . , ", e. 1�11) �l kll�l AL , .�_' I " , ,,;' �_ 11 11 I "'I"t,_,4 ',"e�,'!�;:,:�', ,­__:_ ."', -­,� , ,� , : "�t ..: � r., �­ ' I , , ! t ' : ,,,,� �,,,� �:�, , , i - -1 � ,,�t" ,:�,/?/�', , , . MEET THE REQUIREMENTS OF CHAPTER 3 OF THE 2010 RESIDENTIAL -6 _'� ,",_ , � . � I I � �: :� , 1,--..� " _14��1�fl?o I,�, ' , - -- ,o �l , 11 i,��, , "O ", �'ll I, , , ��,: ,� �!� �r " ­ �t` � I � �: -�', , �7 �.�/-;.r ;:;�,-,K'_�rir'r�,,'.l rr; r I r_�:,l i� -.,�,,, -.-�" , I : ., ll� i i ": i� i;, -. �,,,'_�,,,,_ , ,, ,� I, :- " , , - � � TO THE BEST OF THIS ARCHITECTS INTERPRETATION, THESE DRAWINGS .�.,,;",*:7,,,��! _ 1�' ��' �,, ,teg',,�- ;�,.�,'_ ..�'::;.'�,,,.f I.,_.. - � " r/,"' , 'y/ , - . � , / '' , � �'! , _N ft,,�,/ __ "p , W/l"Y � ," " �,,T` :.4% ,.",_,'�,-, � . 11 IM � `i,,�,�-",:;� , ,rr,I . ."��,�'��;­�: ­ , �;_' % �, me I 1, I __ �.r NO -.01 ," t� rrrr,r, , x 7 t�� *, /, ,& " i&,.l r: , ��/ I r,r 3 � , r , 1r, "'�� , . . _ � I � -, , �, /M � _�11' -".'�/.- ,: , I - � , :�, �� ,., � ,_"/ � : I 11*� , / I', . ,��. .' ,4,'��11: .,�: �'.�_ , ,�11 � � �,,, " _11 , I I I . � I I� - ,, I ,��' 11 I � �:� I ,� �11 I , 1- �,7,�ri 'r�,,,t�. - I I , . :, , , , ,?.?� �� � ­ ­� : ' . � '' � � 1. I I ` , ARCHITECTUR "'."i ,_- , .-;-�t,4 !� �t,,�;t,ri.'/_ �' �, � , . , , � ` � .", ./ ,� _ . :,/ � �. " � '' � ,:" ,: , , ; -� � , � ,,� 4, , � _,p�,',��,�... ,_�' � , STUCCO ,� __ ''� - ., I , � - , � , I , . � . , " , ., �' , , 11 ' ­: ... / I I � I - L - _111 , , � � - , " % ,,,, - , , ,,, - � , �% _ _ ,� __ I% , . � - '4. -, ,�lt �S_ � r',� 11, ,T r, - -, ", ", - � , � . I I !� I CODE OF NEW YORK STATE EDITION, AS DEVELOPED AND MAINTAINED BY ,�,�l- � r��T �,1, _�..z , 11, ,7 �', , :,, � , , I,"/�,. lw ,� 1.11�), I - . _�,t�11" , I ­ I I . � � It - I � , , , , � - * "�,),o' ,r' ,; , : A 1� , � t �� l . " � �lt,,�* I I t�", -�,;WIN�ptll I . � - I t I - , I I , ,i,; � " � ,_r.­T,,,1�;i, �� �" , ,�� ;� �N. _,� :1., "'t, I - . , ", i. " , , �l . � _�­. , ", ­­ ' I L L � . ".t. � I ,, 11 I ,��,� , � 11 � r i � � I .� � - I � � . , ". I , 1� i _�. 11 - ii� "� t , I ll,�­ I � -, ,,, ,t�­� * !� 't , j , � .. I " Z , , ,/ � �11 , , I 'I", '' - ,. I :: I ��,Tl� :�!I . , ,��" , , ", � I � � , " , THE INTERNATIONAL CODE COUNCIL, AND ADMINISTERED AND ENFORCED , r ,.;'� �""', � � ­, �, � �:, :, . . t - I 1, . I , - ,,, �...�� _­ �,_R � .. ,��,rr - , , I I I � , ,, : I I I� I ,� . , , , 1 ,L � I � I I " , � � , ��i I � "'t 'I; 'rr I ; -- I �, r ­ _��" � , ­­, I � � I , ,_ 1, 11 I � r . � � � _� ", � 'j".�, , I � . � ` " , z� ­ ,�-��: " , , I I " , �,,� I 11, , � � .1 � , '11 ,�!tt' � , . 1111, I , , , i,51 , _ " , I � - _:t, �, �: 1 " _�, 41 "', . I ,,�': , :�� , _ , I � .1 Ir I ;�,�, .. ., �V, "" , %�&�"'­;rt �: r ,, , , ,�'�r � , . I , _� _� : , I - - . . I ,,r . ",�_� � "'r r I � -1 , I ;� . - � , - " � � I I I 0� � , I t, I I " , . �, �� " � . . . � 11 1 4K ��/ "' ,/` ,- " , '. ,!�-,, !,�` � - ,� , I I � ,, .1 � � . ­. . I .. ­ � � , . ::,�,,,:4,', I �l o , s '', , , , 11 % r ,-' :' I r 11 .1 , � , y I , I � I . � ,� t"', " , " I ­ , L :� I : ,� I � � I I I 1 , I I" I�'l4tz `� , 1.0 MAIN LEVEL FLOOR PLAN - DIMENSIONED I � '! � ,.�" . I - " I r , I /I ",''��)fll�'. " ASTM: C 1 063 - 06 1 1 ��, �� " I �, 1* " , * � , � � I i: I ­ �� I , _ � � ­ 4 - 1;1,� -1� I � �,1,� ,,,,, 11 . 't, Lr .1 - 11 11 : � - � t: . ". I t I , , , , , , '­ - " , I , � 1. ,, " " '. - ,,, , I - ; --/� i ,1�­ - 11; � " , , " ,%t, - ,�, � ,0, '' ":�/l./'l.,; I -, - . �,­ ,L � �l ;l , -, � . '�� '� "', � , , I f� , I . z 11 I , I . � I I I I I , I I , ��`, � , 1Y , tv I I I I � _. , t,�", _11� ,,, ,� I � . � ­ I . , I.- I , . . :� � 't ' � -1 .� ­- - I ': *11 ­ ';­', ,., , , ' " - , - , , , , 1 , `11 � ,�, I , I � ­ 11 I �, ` � I I , � , , �_ , , , / �111�­�� � ­ � lll� T, . -� � L - - ­ . �l "k , . - I � 11 " � �I .`�-' ell, I I I 11 , ,� , -- , � � � " I I k L' T , 1, I" .� � - - � , ,� I � I ;� �,�,, , , ,, " ,,, 0" , �. I � I ,: ," I " " _ � I . ' -1 I , � ,�T �(7�, *4 1 '_­ I - t� , " . �j ,': �: . I . - - � ul . 1.1 MAIN LEVEL FLOOR PLAN - NOTES , � I r-l", , I - ` , -1: "', �,`­; , ,: .`_ .. ,�� : �� �'o �- � � , . , � , -- _,�� , I � �T , - r ,� .1 ", , I" '_ ,/� I, z � 'r -1 1, "�'O,',­�A;, � : , - - �*,�,__-" 'r I I I �,&� J�,l -4�'­L:� , t, ', �1_I - - _L�_ - ­ , I I ll� - '. ". ,�_ " ,r,s,.l­", - �,�.,".�;, ,, I , �l . ,I- , �:-�, � ��d, , . ��, , - �,, .:-.�, " , .t:,i_ ­ ,,, .� - � I ,, ., _- _." I " , - , %,� .. , ­ . .,- ­�i� . - - "� - ,,' '.", ­ ,." I ­ " � "' �l .. � k_ , ,,, I ,�� I '" '. � - I I � "" " A , � ,, ,�7 1 ,! , . �.�_Ad"O�T ''. i -k, ,�.-,,*�k.;-.#, � �, � , I T r,: , ,� ; I '�Offlll , , " � 't� ,� , T. - , _� , �� , , ��,��,,,,,�k - �_ , , , I It,% 44� � . BY LOCAL JURISDICTIONS. �.�,,&. . '�, , , r - I r - . , �1' : , - ,;;; "�, t , I - ­� __ ,.,,jj,,�,�,_ ' ' � �trr r . ,: _ ( " �;�',, " _ , , ,,,,,,�, -1 � ;�� r I , ',et �T�l , _ , ,,�, - -�# , I I � , ". .1 ­ � e�l 1, , ,.:J".­,#,T,,�, , , j;;,- -i '_ ,t - -�,t;� ;,'t I " I - � i: % ", , , - �4 , , 4s� " - , '. � , , -�-f"f,"-,?.i � ', ,�, ,,�P! �, � _ "", " : , � , � I �,. � 111�11 I'll tmt� , , ,,,,", -, ,,w" '' _­��;� --,"t - � � I ": L :I I , ,4,� . I 4� -� 1; 1� ' - �t:14 , . , I :, lo �, :, , , , � . , I . . � -�- , , , I '�,,:� I L " - , ,� I.' .1 11 � " tg� ; ,- r ", , , " I - 11 - i't" 11 � � I I ,- " , - , '� r_"o,��;' 'I , ,�'�i- �",!.:!, .�,:_*�"4­ ' -�, ,,;, -1 I.: � '. � ' r . �?T - , , I � , �j 11 ,�",$,,_-­4 ' il � -;,, ,�qp_ �:,ti.�,.;",:%,i �r., � , �1111-1.I' '.­., I � -, r � I ."L ". I I ..r I � � "­ - 11 ­ I I 11,11, " ,, , . ,,,�, I lt, _�� ­, , F I 11 � , .1 � �_ t I I : � . '. 11 I � ol I .�p­��­ �­-,- . _ *,,_A"� L __-T _� I � �� I� � � ­ I 1. ­t .� I " 1. I - "I.- t, " ,�, t,� " . " ., r I � t . .,� , , � 1. I � �l �L , � ': I I " I ,,,,1��: � . 1�I � I I t'. T,111 fl ,-; I -1 I � . , - �e I � I : � , , ,,, � . 41 - � 4 �,/, ; - I :1 11 .� // - ,e � :, :1 I - 14, ,,�, ,,, �, ,.�­,t`,,'�� , �� � ry � ,_-,,r 4,��*",.r m; � - " " _'v - ',_T. 'r, �, I J,l V,P* - I . _ , - , t ­ , �" , _ ',�r*,.*_ . ", . �, �_ `� , 3%,", *-.`�',­��,,, - , ; � , , � 11, - � 2.0 ,-; , ," , ''m ,, �- _,: ,,, v _,,�� I " ,� . 71 d , I /I �_ , ��, ,� , ,,, ,� ,, ­ i �f I I -­� � X, I"�I I � -e,:�. � �' . , r I "'."- � ') - 7.8.2 METAL LATH SHALL BE LAPPED 1 IN. (12.7mm) AT THE SIDES, OR NEST THE ite (I , , .:'�"' '_� tp ­', ��,.V' -j�j'�'­ r'- , , , �� "I � � ...... -_ -� , ;�;;A �_-_��b . .3 , ­ 11 UPPER LEVEL & BASEMENT FLOOR PLANS - DIMENSIONED - , " '� �_ I - � _ - I -- 3: �­ "� ... * , ll�,,,:­ �� *�­�7. *f ' ';'i - � �,,- ell 11 � ­ I ��,,, ;­�,�, -,�-, . � , " . .1 I I I I . � ,io, - ,,,� �� ' A ': I . � . ''; �:, , �, - ,�, �7' 1, 1,.� �,�l LL ; I .1 I � li i' I . ­�, �!", T. � I I I : e�, ; I �, ,T, T: , . __. ' ' " I I I � ­ ,//, lll;t,�; , "/�:- - ` ` , , , " 1, I I . I , � � r ��,,,,,,,, 2.1 UPPER LEVEL & BASEMENT FLOOR PLANS - NOTES "'oe'It'-'_�_,'­ ,� .1 , -i 1 ,-t I I _;�.� ,44i,�,­ -,i�_, I,,,4�,,,­ ,� " L � �;,­- " ." i�l �,:- � I 1� . i - , � I " � I ' - ,v- �­l - , � 't�-k I�A r4 ,,t ,"�',ft- ­­­�..:� - , " __ - �!' � , , , � . . I � . _ , _,;,,�� ;, �tt 0, .!e "t ,� � ,,,,,-:,',� , �,, ., . , , ;, _14 ,L I I � � , , � - - , , � � , I �. �,, . EDGE RIBS. WIRE LATH SHALL BE LAPPED ONE MESH AT THE SIDES AND THE �":` L ), �,,#",- ,- 7" I ,4._.,'�,',� - , . ",` - _� ,� - I I , �, ` � ,,,,, � �10 ," �, , ,. i I 1 � ,� � ,� I 11 I � �, ,,, . . ! '?-'' - -. 'A_, I I"it , ,, , ;0,:`,��",. J�f" ,--,,"i .- ��"-7, ­ . � ,"I I ,,,�, - ,. �, 1: * 11.1 - " I � ,� , ,� " , , - r � 'r� :t,`,Y� ,.it r�5 ,( , ,�, - , , ,4 L�, .t ,;, � ��.".,r- '�."� ,:. �.r 011e"i ,,��"I t I R r7l, �� ., - , ,;;�.,��, 7r, , , � " '7 _­­r­,�­ y',_.r�­­V - � I , 4 � �. I . �� � . t I 11 , , 1, _1 ,-, � 1 . t il 1. ,. 't I'� , t� _��;�:_ "",:. -"t';, ­�­ "I ,, ,, , - � I , I ­ , . �: , . ' 4d�' tf - .' ' I �­ ' I � I ', , � , , 6 ''T , '��_ �,,, � ,,��'. � 4 11 I— " I � , . . . . I I'll r�,." ` - ,r - r� .1� " .� ,, I ­ - -t�, I - I , t': - I , , � 11 ­ , I , ­ I , " " , ". *1_1 , �11, i , I _,", - � , - , -, I ­ � � , . L A- ;t, .) I . I - 1. �11 - i�`�' , , � � I .- I , 11�,, I ;-,I � 'I."f � I _T, , . - ", r � � L ,�r ,, � I � I " :il; ,:, I , "I 1 '�.: � � �, -, -�-­ ;,�� / I/L; � � � � , I ,,�,x � , , A e 'i : :,,�' , _ � , ­ � , "", :�,'-'�'".' '�',' "' -L ' ",- �,; � , .: � , T� , _ * � , r.-e I � . , " , `�,,,ti,-T,- v,:�,, 3.0 EXTERIOR ELEVATIONS � , � ll�- - . $1 , .' , ., . " ; ", -� , , . 1 ;� , I - . <' "i",: tt -,,: ,,, ,",J. ; _f �4 , -�� _:�.,,," ,��t��, , � , i- . ;�l :,� ,.' I .: I ­ ;,�;2, , � L , 't"ll 1�1 It. - -, , , - ,�",. T 1 . " :", , ;',' -, ­ I 1� -;, � ",�, .1 Tti t, � - - � , 11 _ , ", ,, �k�. ,�r, : ""­-f� , -�'V­! __ - ,� I . �f W "!.,��",!., ,t,fd I , � - "tt - I , `_ I .� I I : I 11 1 11 I I � �:- �' , . L � r 11 L ,_ .., ' , . - , " , I , , ? ,�, ". , �­ I, 11 " I , � - 11 I I I I 'L I . 'rll ", ,_� - ': 4".11P ... L,L*"f*,�.,"�' t , 1 .41,� _ , , " , , , ,�"' �, , � , ; -- I 1.� 0, ,,��,", "I" I I I . _ , :l: ,4 . , ­- ,:�;,.W_� it�­ �I g, , ,r"'� , , 4 ) �1�1 � , ,, ;i, ,-� , , , .4, , ­ ­ - '* _; � , , - - I , I iowl:-I , 77, � I I ., . ,�,", - ,I I __ , /" "'N'-, ,� v `;lll *�', it� 111 ,"', I I- " I ,­ �:".�-T! 1 , ,,, I 'pr,� � !"w - .. - 11 " _ '. �'?, "�'­'-�!,. "y I , _:, � .1 I . � I . I � - il . , L I . . " , ofv:,", ,­ ­ �t, ­ , � I / " , �, , � ­­� ;"A � I . I �� :��. - , ,:;. �, ­ .I I T. ", 'r I " ' L , t- I ., . . - I I I _; � - 1. I '�,:, ,'' t _��, t- ,_ " ­'* ` � � - I 7�',.,A i � , :11. . T� L � I I I- ��: - , jf, - � � ! , ­ - - 1: /, �, "I � I , -- - ��t!'_ � .1 4 , . , � I � I I L � - - � .., - � �,,,!� ` . �� � I �, , ., , -:, , , . - � .0 ROOF PLAN & DETAILS , " , " ,� ­ - , - I, L .,� 4, , C_� f- : � . I 1: " - i, _11�1' .. 11 _ , _', *'-, � , , 'L "� �il "t ` _­ , I I-" t1l " � ,;,?, � � . 'i , , , , ,. I I it ��) t THE ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. . ,,,, , , ", V,��,I�� ,,,, - ­ . ..j,: IZ�.,x �, v , ,> 1� I � PLAN HISTORY , t, *N:""!�, . , ,, ,,�j I :_11 " : ,ttj) ,77jlv;llWll` �_"; . �,�, ­ I. ��__ � -11 �� ­ [" "�,,',"L",, � I �tl , ' ' , " '�! ' �� $_ , .:; ­ - � � _NT I � ; � - , ,e i , , I '_ , 7 , 'p% � , 0 It, - 0 ll,'� -�: , , !,tr" , -0 "i -III- - , , CONSTRUCTION NOTES ��' fl�_- ENDS. LAP METAL LATH 1 IN. (25mm) AT ENDS. WHERE END LAPS OCCUR I., ix I � ,,,��' . ,, ,� ," r--V� � , , ­ , �,,(, ��` ­ - --�,-, ,,,, IV", it, , "��, . , , , �� --��-�,-�,,;� � . �;;;!�, ",�," , ,,;' r r� � � , , - "*' A �e ,,, ,� : , � 1, '. , ,"" I , .., J�_ wip�, � "�"e","T ��--_ ,-� ,,,�.,.,�I ,,,_--!�,- .,oe ,. � �, � _: , �'. . , �� , ,;4; __ __ ,� , r , " ��i�, -,�,,:%,,';:�,',,,,,,';,, - '�� ' ll�I i 1,11-.4',�`�, ," 1 ,4 "I "P, � -- CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY -� I ;� I-�,o ,0 Y -�-,�,t,ril,�R , , - _­! _� , BETWEEN THE FRAMING MEMBERS, THE ENDS OF THE SHEETS OF ALL I ,��o�," � �,_ -, �,-, , � I",�T.4 7 , , I.- �_ .", ,4, , , �, �, . ,, ��.�_�/ " ­­""j,r ", �l" ,� -, - , j --.'' �,, ­',-I ,,""l � , �: r�,­ *' , - , ,­ 7 - !�,, , ', f I � ,,�, - � ­,' -T. ,­ .1 I 'll METAL PLASTER BASES SHALL BE LACED OR WIRE TIED WITH 0.0475-IN. :7"'.;v, ,, ,:;:,�"," ;, " '', #,� t. , ,t, '' , _�, ,4 , �t,,,-�,'�­.,,J,� -,� � i -7-'r '?, " -1'r I I - , , ` I �L I I I - ­ , , � `� , : _?t/ 8 �­,�, ,,� , * � .�`��N, - it, *'**, , , _, - ,,, - � . �. t"1,,,ri I , , , ,_�. " �161 t f " ' ' � I �,��l " , � - - ,t", , - , � �" �T,tt­ 4,� -, . I A, - I . I ,, � �k �,t� , " "�,, j ;��",:-*4 A ,;e , x � ,,, I ,,ty---.y-,s—­- "T " I _w,�� 4 _TooT,,� , � � I -1 , , "., �� �.�', , z,, , "..r,� -r ���",�, *� ,?, "� , �f � , , ,, 4,- ,, ,. , ,, ��,,�"L�,1,� � �, ,1; , , ,: , . � ,ill .­ "! � , ��ol - , "­ , .:.,&,,"I�, ,:*- V 1— � �V -��,,, , `,�/, �, " " 1. , � 1, � -4 , --, " ;.� " , "' �:,.�,� �r �6 , ��_ ', Ir � . ,�;,e � , I . . THE 2010 RESIDENTIAL CODE OF NEW YORK STATE EDITION, IS (1.21-mm)i GALVANIZED, ANNEALED STEEL WIRE. �*,",,:,','�,�,,`,�," 6 ,,:, w"t � �,� � , :, � I : _-�� � 'li�rlxl�l_ ,,", . I' . � . � I - I I : I �� j �,' � , �-i :V ,,,, - I , ­ L , �; ; � . . . I 11 �;X,k .­ � I I , I I I , -1 � - - , ', "� � �, ,. jrr - - ­ �­_Tl 't", .T i� :, i �,, .� lt�,,�� ": I I . : , � , �­� - . . - .- - ..� . I . . ,_�­,�,',,, ,-, -, - , ,i- - , I I t, I _ff" _'r­j*� U. ­�, I � � ��If t�, - " ,)� .1 .T ,;",,, �l '.�� �, - " j . ,��,lp -L,L :.!�:_ . --, ,T,�, , "-V - 1. I' , ... I I - 'L . I . .:, �l , 1��60,� :: - I ��. � � : , -1 I � I -`W � ",i��""": �'� .:, .`� , , I I .11, " , -�' , -i,1""�- . . -- I i ,�, �r � I I . I . , � I I 11 ,_ I L , �, �� ' � '0A � - "I , ,11 1, � I I ,� . 1, r I" ,r : , t:`�l � .- "t � 'L: ' ". t, � � . � I I .t � 'L. 1, I .� � . i � I . .", , r - ' T � '' � , ­ , , : M�­ I I "f I � - � I ,,tZ,�l , I q-"_ .�� � r �11 I//"- - ­_'' �11­ - 1; � ... 1, r . , L � , x - 7" � , " , , :. -it - ,,,-" � '­ , -,� :_ t� � - r I �- � , . vi:' '1"",'��.��.r� ,L: ­! ­. , It , � , X � - L, - - � t', 'A. � I L �1, � �, % - - I �1,4,T­T_ I � ,!�::` , , 11�-'', ,,r 11 , - _LtT ��� - 4 �; � ­_ :_ �� _"' r: 1'4��,t f '�­L­ '��tt,�: ' '� - � I , ,If -t,�",:­ . ..........!r�_ - _,,,� P�,­ , v�, � _zr"-�­­­ r ,;:­ .,Tt��, : � '�'!. ,/, .4. .',L - J ", r . . I I ,t" , i � ...A.F. I 11 , " li I , 11 - I ­ _­,lA,,,, "",_',, , ,!Tl t, t, , . - . �l � ;�:ll 1� I 11 I _, 08-12-14 PRE. DESIGN � 11 I I " , ''t � I � � 11: ­ - � , , , -til 'I W � , , I :� 1. ., ,�� - � � - . " ­ L - ly ;. j ,, .'r ­­ � ., , I . I "* - - , �",:� �. ,.. ;, . - � � .1. ­��t­" " I I - - ',I ;17,I;I i_ " , �­ � � " . � , , , , ��, ,: , . �fb ," T-� /,,, "I'll.;� I I- I , `,A� _� ,�,- I ,-, � I " - , , I t, t, . � . � I_ L , , L � , I �� ­� I � I 'I,I � �,'L ,,�­� � :- ,� � � I If" I'�- ,% I ,, � � / r ; " � I . L " L 1, ,� L� I . . "" ',�:t, I ,'L . � - , ". �- ,!vi',:;�"i, I . ;', ­_�,�;�,",' . � 1, j . . � , . -, r r . _r 'r '� ' _ , 't�. ,� � .,-. � r. 'j�� '�;T L�� ,� ,, _, ��'i��,r_'l 11 ,��,,t'"",.: ,, ,", 1. ,�� i, I . � . �l I , � , . I -- , I .,,:t,�: , ", ,: . , - � ',_`�i_,-. ,�L I 11, - :, , ,� , ,� .�: '!',�., + tt, L ,.it it � , %, - , , I 11 � - ­ .", L : , ,. 'j,, I I "., � , , ,I .�. . , I .1 'L , I . - _ , , . _1� I �l I :­ I � ., %1� , -,","` , , , ", ,, :�t L-� � � - %, I 11 . � 1) � I � ­ 11 I , �i * , _,'' - !,--y,:*- ::, :, � ,� ,�: . , , , ,t� To, , �,�,'f ., , � . 08-27-14 PID : It:q,, ' � ­'.�t': ` I `W`�'44`.t ' � lz , _,i �l �� ;�, -,--, . � ,i,: , ��, 1 ,111. � 1 L, , * - , � ­ I �� . - :.' ,,, . . :� ,t, t�, " " I . 1 I � . . - I � I .ZL, ­ � I I il " I � , , �l w- I I I ,; - *, ,�� , . ":v,:;, ': � . 5.2 .1 � I , � I -1 . �Imll � � ! ,,r , , I �� I I , , , � -, . I � , . I I . I *- - I - .TfIll . I I , , I I .:. r 1 , , , - I 1, � I -: C� 'r " -�, �," I ,,�­"',�­,;;;�"?_' L 1� I 11 � . � I � I � �� .1: ,., , ". I ./ I -1 ­"�.',t.01. I I �L I � , , - I �.��`z - , ;.* - , " �4. I - - - , �- *����� � , I ` I I I .r� r . . ,�; �'� ,k� , ., - A" � 1" ., I �i, ,1�` �., -�- �, _,,,�,' ���� I -- , I , I �, . " . �­_. L . I'll �-1 ,-�­ , , , - ,,,, A :,_,- :__,� ""t '.,�tjjgT,",&, - , ,,�*:'L��;� '.' �' �'' ' ` � _,q, I i �" � . � .,, ' '­ . , " , " , L� �� �,�L �r_­�­". : ,� i. WALL SECTIONS 09-03-14 PID �K " ' *1"I, 1. . �­�,:� ,%,� ,-� - ­ � ,, _� 4 y - , -, � ,�4 tj k�, :� ,�I:; _ :i ."., � � � . I I � � I �' !�F I_' L- ' �­ ""'�l � -1.,,I , 0�,T, - , I * , .. . � , � � � I - , . I "" . � � ".,� �4, . ;, , -- ) 4** �' ... _ . , , , "' 11 11 . I ; I 11, I "' " : , w�, '_ 4-1-1 ", �'� I ,,"­ ' I � I 'll , �T, , - I -1; , T , � - ,� , ,", ;� " , rl �It i ._:...,f", , , .,_ . �1­­_­' ", ,� I ". ;... ,_, - - - :­�� , " .. , * _', I iJ, � --l"! I ,:�,.�, T, 1: L:,� ; _",I i IL ; � � . r � , . , .,t� "', ­ ;,�,;,_. -11" i , ­- " �l I I I ,�el o" " 'e, "� f � 'el �� '�'L_�'r ;,,,�!,�.,�`,,,`: "I " I , � �;, I li, 4 I, �g o�,f� L - '' '. ,.�, 11 , r � -w ­..� I r ,r ", `­�,�*' ­ "it" ;,": .1 �� . �, ,;­:`�,>, I -X._�, ,"I' ' -�;�­]� , , :`,"*lt,`.�',�` - , . i -1,r� "; � I ,, ­r� , , � , ' ' ` ," """', ." �`�lt , ,� ,.,.� L ,�, 1 '� - . . . , - , - - : "�- . ,-%.1,*l- . 11 , �1�t��:�: �` "" L � r r � I ',"rr'�' _ , , ,;, ­�� ­'. � COLUMN DETAILS - - � v " ­'-,­,,r,p,,',' - �,,C �,v ,,_ - N11 41'r :, - �- I :_­:�­­ - "� -. ��%�l -1-41-4 I " .1" 1� _�l , . -'i L. ,� - -�;�,,,-,,,,� ",!"',� ,, , ,!;;t; " � " -C, � '. - 11 ,�i� r, ',�� 1, t- , ,, - ,;, . , i'i ,,jrw.";','k* 'Tt & � p' �­t!, ." I I ,:_�lt: - �, , - � �.1;��lw _t4l ir ��;,.;l f I �, I r,�,,l,'," I I ", � . " -, _'�`.�1�1.1?^-1 ""'. - : , I I � ,, e � 1�., I .el ';", 11,11 t, � _,�� , THERE SHALL BE NO WOOD STAKES USED IN ANY FOUNDATION OR SLAB SUPPORlFS . ., , , , - , , ,, ;, �J`I I , "',* , , i " Y * , '. ,� " :1 , '�­ ' ; ' ­%j'� ;: "'!jFl � Ai"t_.`::- tl��:., ,, , "Fli , � '. _� ,',­,� -� '? - . *, """, , �1� ., , , _,(,$ .4�,,t,-�,,t� m "',r� � 't, x 5-1( 1 �: � ALL CONSTRUCTION SHALL BE BRACED AND SHORED BY THE 7.10.2.1 LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH , _,�,�lll .-"I 11 1`­�_'.", ,.,,� �' , , ,�`w4v,"r ��_ ::"/" t, � 41 il,,_.e� .� L , , 5.1 BUILDING SECTION C,D,E,F & G , 17 �� � "W"* , . I , ,t., Jv -, 4 , ,-f �; 11 - , ��,� 5.0 BUILDING SECTION A & B �$4 V :11. , 1, _�* .�,�..,& �� -,,, , . PIT 11 I r I _E�.'- :.��*.�v-�jl' ­_ ,; , 'd;t'v, w*4�­ ,. ,, tt,-i,4�, . 4 '"L'. �t , '� � �* ',Ir 'A , , '� f DATE DESCRIP: , , - I �, , , � � , , v x __,� _ I "o v, - - , -1 tit, , -�,- ,1, 11 , . �� . , L , d,l '_��_ 1, ." . . I I , t. 't '.' I I '; '� I— �_ 1, - I�, . 1 ��,rt ,,-,,� --, , T,v , " I I 'I, 11 11 I � I- , , ,_ �,� , ," �,/� ,, - I , :, �� 44: . li , , �'­�,-7, , , , 1, - � , , � ,� � ., 11"r, I. , rp ,v, . ., 11- .El I I I _ �. - - -� " : , 11 t, ,11r,I I � � �, , � ,o"t " ,I I , _�l ,� ,�­I- i - ", - � �,��,r � :" i* , - .. I ;, ,,P,� �t,:l I '� � � ­ _ I,,,_,� APPLICABLE TO THIS PROJECT I " - ;, ,,, - ;; ��'l 'I?, � :� � I � t� , I � � Z, or - , _ ,!,�rt;, -I , " �l :,� ,1,;� %, ;� . ' 'PT, :' " 4.,t ,( 1; . - : . ' V, "'�':i '._�;� , ;,��' ' A, " I&� , � �" t�' , "" ,,,, � ; , ,�' ' ' I ;;" , I t, ' ,� - ,�.-_, Tt _�� ,. .j ,-",� ' ;L �; :; t , ", I , 'r � - ", I I 1, -;-, � I _ ;41 I ',:,; 4 _' , � , , �� , `V�­'� ", ", � ,,,�', ,�k`�t� �,'. "" ­� . I , -1, _:.4 ��'.-� . � - , ",j V":L . ��'�, �, 't:� ,; ". I�A'1'1 �1, .1 : 11 � L , I 1,1' ­ 1, � , 1� , - , I -,t,t,' -� - 1,��," � , . ,�. 1�, ,# , ATTACHMENTS SPACED NOT MORE THAN 7 IN. (178mm) ON CENTERS ALONG ,� I , � I � ,�'. , � �( " ,. , , �, � -�i CONTRACTOR AS REQUIRED TO SAFELY PERFORM THE WORK I'. " �",- R* �r_ Ir . , , " ol -slk, _ V , , - - - �l , � I " , � _2 , , � '11, � ,,� � _' , . , ,:,::",t,:,�,, �_;" �� ," ,­)�� _�-:� � ­ I � , - i . '111'_�;,i,,;j,,,,,� , , , V�""" "', ;� ,,�,,�," 'o, , ,�:� T,,;�7: �,;­_ ' . , V ,�o k , , :, .1/ gl�, , _ ' -4 .1 't ,t,i , i; t c " , , �, ,�g� ; .," 7 � - , I 1-Ni, ,:,,, - - �,­� ,-11"� !, "l/ ll� � ,"�� � 1 lltl­­, .Q-' : ".,r.1 ,,," :. ,e ,. � ; . ' " , 1-�,, -_f� ."�,,�;� 09-17-14 P D , � - AtT. )7, . ,.Q ,��'V it�, " , i"_ ,� , " ,�T t - , � tt; ,�.� I'll . "I'll .1: A � , " , ?, ,. ,i,i, 4:.�, ,- -o��v "- , ," � I � ­L� I "'i, ir -- I - ". ,,� , I I , ,, " 11 11 " . 'Al � :��- "i.-TY, �*'� , , , -... t , "",- ',,;� P, � - . 1; -� ., f - , -1 11 ;�I�-4 ", I � ,t,­��:L­L:�' 6.0 SLAB/PLUMBING PLAN / SHADE DETAILS � ,� , t/ I 1, "4 I _;", ,�'M � . 5.3 , lr _;!�/, . I I -1� : ' ' ' I , "'�� , - ., ,I " I . , . , - I IV , : '�l I , -MESH EXPANDED METAL LATH, FLAT-RIB EXPANDED METAL 11 ,,, . 1 4f,- `� � �- I: , 11,;F� ,�,. ...4 i�� � I , , ,,, , , ll� .t AREA FOR STAKING PLUMBING, REINFORCING OR FOR ANY OTHER USE IN 7.10.2.2 DIAMOND � I,— ,, i' ,.., �,,_ - , -1141" ", , ,�, � 41 i ­,­­,1111`�:," - - L � I , , i , � ,g,� ­,;'�T' ';- , ,%t " " � ,,, Y 11 .1 ,"�t, 't, , ,. " � , � ' �, . � ,'t, , '':t 11 - � �,, j.7 ! � 'r�, - , I " wvr,yr,�i� .�x­,:.�v ,­ *4,,o :- � , , ,� 11 , ,/""� , , � � . - .. - :,;i,i �� . _4 ; __� , .." " - " � _� , ,I,f . " ,, V";i" ��,�, , " ,I, I ' ' , , ­ I �� T ,- , ,� � _�' "I, ll� :P I I 1,1' ti I F", ,�,�,," , , ',, , , _� ­ lo', �, �*.' ., "%J, tl'�:i!71 'L. - lz ,; �­�, `,: ,�,,� " 'i I 411�1* -,i I , , �.,�, .,� I t, -,'l - ._., � 1. " ,� * - " ��` �tt` [;l I , - 1 -.1 , _�­!'�,` I , , � 1 .',,4 /' L .-ef - ,41 ­ ­­ ,,,, i I - � � � , q THESE AREAS. LATH, AND WIRE LATH SHALL BE ATTACHED TO HORIZONTAL WOOD FRAMING ,', �" , �:` " ' ' I �l � ".1,111 �t I 1.�­ `�7�'l� ,I I ; I - 4 _ , . �� � , � �,,'1, , "I I , i � � ,� , , 1� .,� 0 I, I 11 � - tw ,�p � , ;, -1 � ;2' . .;,,-�� ' ';r'* ­._, ';�'�T� �,: :",�,�.,.� 't - "" . , ' ,, ` , . - ­',o�-' � � � . � � . '.? �,. �t�, � __' ` . ;� -1. . - " � �, 4� �l - �L ., �?; ,,t,?' ,, ­ I ,:o , -�- �_"'T� L '1� �.t I - _�.,v '. 4,- L ­ , ", �­,,L':,I - 1 ­1;�,,, -I. _._"___ � 4 � � .; ." �:�11"t, � "',­ t,it.r �_ � _11 . _�_ "" L � "', - 1,1-1.1 �A �.11 - ': �', " 'm ­ ,. , , I �, ��... 11-07-14 DID "'- ­ � it I .,­�,� , , ,��, f, 4, 1 " .. V, . I'lil .11 -i' ' -,e*...",-', " _ .�. . 7.0 PLANTER PLAN I " , ` " ' J',�,;, ;-l-, -,g,4, '? I ., .1, I - - 1-1 ',,tlil­­ -1 I " 41 " ,,- � , ,p ,,,� I - , . L -�".4, , '­,�� , '_ �! � "..;r� �,X , , , - - � �, ­�, __l ­., , �t I ,."": :, - 1-t"_ �J<, � I" i� , I ir .1 , ,.," -�� .� , �,�,:�,� " ­,;�� , ,, ' �,t',� ,, ,j;,,L' .", ft� 117 1 , 11;1:�*_ , T,l!#--,� ::�,­,", '_ Ai q I , � ,� 1,7' ", ., � ,:- 1) , ". , ; � "" , - - 11 0 `* it " I .1 ..�­ -­�# ' t:,:;,,� ,,; I - "i 'T�-,�.: , � - - ­ , - -�,` f- t:� � , ­ I _'�f , "I �� :,,, _ 1; , ,*jp � . " .1 ,:� - '' I �­,, -i'll" 1. P L j f,.,:," I'll " , _�". , j . � , , �l �l � :�':", �.? ,"", 11 :,,, , , ,, ,.- "r*,-;,-A� ­ W,� *,_���t,� ' ' �, , , I.,1,1�7'1­: �, �:P�� '­," 'i, � I �-, �v �� 4 . . " _" 4�i' "" f, , , , �l I - I-' �i�-- t, .." �� 'tr , " � ,,,, V� ­ .", "I ", �,� : �__ , I � _ �1,""�� .1 ., , , I I , ."T�l I ri� � � r r . 11 . , � `� - , - �,�, , _ - , I , ? I - . I ' , , .­­_,f�" ­ �� ,,, "�'. �A - . t;, I I, , -ii,:',�. "'-.,�;4N -,,,, � ­,�"�� ! . ` - ,-,4t,,_�! , 't, . t� �­'.*, ,I t..- .1, ,�,, -,,�,:,� ­, , ,� -;M '.�,", :� �l, , . 2 'T �.v , � , 1, r i,4 1 A 1 1 .. " i 1 IN. (38.1 1 1 � �!,,I �::., li,,",_1 ,,,�,��!,�o.1; tl ,�, , - , .; �t , , I , �,::" �� ._t, �; W; '. �� "� ,� t. -mm) ROOFING NAILS DRIVEN FLUSH WITH THE I , , , " ;, , : � � - I . , � �, - "'_ , ,�, � t,L' _,"­' , - ,,_ _. MEMBERS WITH 1 � , 1"'�::7.� 11 -.'.'l,jjt' 'k, t, �, , � ," ", :_",,�'_�.�_�_lp " 'e_ � ­ .i'� lti:�,::`,. , , r, '�, , ­ 1 7. i j r �. - - -­ " x, , " , - � " , , " ­ I --_--,- - �� ,�l - �l �,� ��,: �_�jr, �_�,,,�� 1,i,�, � 1, �, - .. "," 1 _ , �, _, Al ,� ", ." I 111111�", � - x . 11 , �, , �, , 'IrIL, . _lit,- ` .­­ _: � � . .�, _ ." '­` I � � ". � -�, tt � r : '� ' ��' � -, !A* t,l ,,, t1v .11, ilr� ,, �� I ,e t I .- ,,, � �-.1 1:Ti �tT " ' . ­ . *, �,,�s, ., .11� -1 "' ,. I �l � L � ,� : I il 1, :1 A�, ;� ; �' �, 12-31-14 , , I �Tl',e_ I - . r, �-li'l, L , � ­ ."� ­��., , � ,,r ­��, �:� , " � � , , , � I ,-L ,� - ", " 1. .; - , '' i ,,i�.,��,�L li CID , - , :, . 11 � 7 , � " � 11 i. .1 �, ,,� ; r , , �­�'-',W�� i� ` 4 , . �, "., -t -"� � 41, ` "i �L M&I A�- -- � , 11 1 $1 ":TtF'-_,t ,:,� _�,�: 1� .. I � � , - �' ' ,'L " � , it - I r ,� I ,� 1 "4: ;� I l -1 F" ,_ ". �', L� ' ' .1 _ , - �� . , , , ,_,r I , I . 5 1. 1� � .. '-�`,�, O.", ��- - . , ;j _ ,�_� - , � ; -i I , , - r.' . IT, ,,, r, ­ " ,; " ' "' , I I . , ��:­,� _ '/l I .., r� .� �z'%_ �, - " . - - -���, - 1 4 ,� : L- - ,,, , - . REVIEW ,� [, , , ,,,,� ". � I, - 'i�" �r I � ,,l,'_l­ �,t4 . , I I - - i" � � ,LltL,� � - I z-, i - -- ': tuow* 1'4L I , . � , . ". ,, I : ­ ­ -1 1 , . - t � .e, -�I tl � T,''> �r Z" - I ,//�, ,", ,� "" , - - ` ": , �, - _-, �, � . . - T, � ",��, -, , , . � , ,� _�, � � 11 ,, " - - : - T I ' ' vL ­ I 11 . � ­ ' T� -i: ­,� , ;, , I �/.?/ � __,�"'.."',-, . , ­ �,_":"e-_', " - I , ,� ". �� ��: ­ � 't' IT, ", � , ; �� lel� , ci,�, 1, , , ' , il � , , �x,,� " � , ':/, _,;,-�� -,�-, �,tit­,41� : 'tw ' _-, , !� I el - , , ""o ,� `" 'lt�t. ' '.' " '_� '� % ",. � , !�-" , ,*� 1.,�­ _1� ; T A; . �1; . ,-;­'� '4�'J' '-"'�­ `i�`.�' ­ ,'� ,� I t r ?". ., �.� , � ,��,���i , '-f - �. � -,L -''P' :­:" , r -r, - - � , �' :4� '' I - �,�, ,;.,,` � , _ :� � . I . � , f ,�"' , I . 11 I 11 '_ , ,w� , . � I �, � "��- *� � 7 , /: ,- -11_-, �,,,, �,� ::�, t - -, . ," ., �.�(- - - � f., I " 1, � 1 - 1, - I . I - . . , � � I ,,�*' , L:. ,� �i 4. ", � 1 04-17-15 FINAL � :_ , I 1, '�.__ !",""' ' ;�! �,"t­` �L,t'��' .';­W f�" ­ :L_"",­ _ ­' '� 1, � I �_ , I I , ,��_,.,", , ,,� :,_- ;­ ." , I ,"", ": , ­ - ; �� ,� 9 � " I :,. -: ,:, . " ­ . � .- � I - , � �, , !m . ­ . �I . 11 I � I � .11, I . � I - . -1 1� , �` , " " Tl� T I � -1 I � � I r - . . It I I '. , ,, - � 1 ... , WID WATERPROOFING DETAILS , "I , . lw�l. I � 1 I r ". ,I . 1 141: �; �4 -- 1 . L ,,, - _�I.z ,� ­.. �,:, ' - .' �' ' L 4� ' � I I ;, � �i:� � - . .- �'�' " - L, - r , . � - . � ,��, a, . I __ " ," . , � ,I I � . ,. .� 'I ­­ _r-­,'r it" , - � I � i -,T*I 11 1`.:� ��'_: �:::;j.�j,;Tj::�­_��. , . I I I ,�' 4 , , , ,tl�,L�I , T,:, 04-23-15 S&S , T� '. .11 'r,w-, t � "], � ' � I I " '�­p� 1.,��-;_ .,*- �, r- , , � 1�� � . ..", ,*�* .," ­ I - � - t , _�­,` , , �, I r 1 �. �t,' �� ,, , ,, .,��,, �,'' ;,,,�` , I 1; , < "'t T" ",�,% � -N, ��� :,�ft-,"`-­,-, "i `_ ","'���.','-V. _-- .­- -Ilk - - ,:. li,.,, �s,,,,,� , 1�` 0 I ,.� '� '� , ,:t` �o ..'� 1p _," ` , STAPLES DRIVEN FLUSH WITH THE PLASTER BASE. STAPLES SHALL HAVE �,,,I" �,� , , Lpl '�, , � , _ � :t �p, ,-:,�� �­,�,.' I , '_ ' ' , ; . �4, 74� - , T T A PACKET CONTAINING ALL MATERIALS FOR UNDERLAYMENT, FLASHING, :'' , ,, , * � T ,�6 , , ,i,`,�:,­�,--L,�1� I ��P�� ,' _ �."r.,- �� , �A _ , ' 4, �,k` � :,, .114 .1 . � : ", , ,-:­.,'t'��,�T, _.��,���`� ­, .�,�,, -,'t �- � ,�, " t - �, , , . _ � 4� . ,�, "v �#,�' � , �� :­k� �,; , *:11".IL ',� 1.11�` � _ f-.�4`�� , ,, w ".-,� .� � ��,'' � 0,� - .� I'll �, � 11 . �', ,,, - L I ���,,^.�., " �,"t,­-% , - ��%"r ,�'j, ,�, , �, �' � .�;t �,:',T: ll�t­llln'� :� - -,;.,,� ,, A—i,:7,--,�, , , .1i" , .. _,., _ . : , I '_ E.1 MAIN LEVEL ELECTRICAL PLAN ,, I 4- ,� , . ,It-,e �,.���'11_1,- v � . � , ,,,, '� 1: .: ," ,� ,�/ /. :, I ,z I ** j ,t�l , *4*"`�­:��:, /�� :x" � A. I -�� � IF , - " � , � ,�, -,* , ',,'­� , ,It, ,.. -": ,1� �` 1� I , I " - , ,.. - 7 ',','&­ 1141, ,�:�­,­ - I , ,'� ;'� 1 L' , �.1 I I :�� _1", - , ,;, ,;ll il, . "I ' , _� , __" ,#_�.e_f�'�� , 1. 1�1�,� , , I t., tt� - ­ . � - -i­1��`­ - v 1_'­�� . !", ""'III' "' ,_ ­ .., ­,,­ " �.. ..... _ ! , � � , , .1 �l , � , 't "ll � I �1,*_.;�I'- / 1, � .� � ,,:,�,,,,.i�'. : , , d :- I ­��;.;� t` _���' �, e� , . . I , -, ''� _ ,�*14 5 �� 4 � . ... . 't, ,; 11 �l 0'4 � �� ! — - �,'�il, #""" _ , � - � 2`�_l � L '. . '. :,','�. ljT 1� , -1, _4 �1,11._r�:�",::lll*,,tt 'k" � , , , - C � Vt I �. I � ./_ ,L , I,�iii 1� 0% I�, -',:.,'7�1 ,, , ,4�' �"t',,,I�,��I I , ,� , PLASTER BASE AND ATTACHED TO VERTICAL WOOD FRAMING MEMBERS ;, " , _ L '. ROOF COVERINGS ./ j, ;, " ,., _�._ WITH 6d COMMON NAILS, OR 1-IN. (25mm) ROOFING NAILS DRIVEN TO A 1, , , , i.�, 0�', ; , ", � ', . - ,, , j ,� " . , , , ALL ROOF COVERINGS SHALL BE NOTED ON PLANS AND COMPLY WITH , _', Z,�, ",it-`,'-. '­,.,, �. , � I .�4'�' '_L�,I-� , ,��_��,� `�-W � , �,4 , � �y 03-27-15 � - I , I , - ', , , � I _00',�_ , " " _ .� 'A"k�� , :�� �� �,�, � " . �,- �_'-. � "' r � �"I _ I 1,- � � ,:A I� ,:,�;, -,',.",it., I, �I ) .; �,� I -�4 I , ,il - ,�,�,.: L, - �� A �- I.- , It4l 1, � , _:,."�;,��l ., - - , � " , ', It n - , ,�, , � lil,*l �i�"Y' �­ . ;,,.,."� , _ � , ­ ,,, 11­ . ""' -I. " , -�� � "'. � ir � , � � , ,;," " -, � �C ,;, , It, - �,:�� � .. 11 ,t;� �� , -, ' � - - " '7 `:"`­�", , . . , .IP" � - 'Lr,"j '�,�' .1, , 'V�,I ­ , , � , x -1 ,��,�,,�,­ -, , ,, , ,,� "�,, _� _ �:,,, " , , 'o - i�-- - * 0,�I�I.," � ,.' _.i%� , � E.2 UPPER LEVEL & BASEMENT ELECTRICAL PLANS I _�.#,, , CHAPTER 9 PENETRATION OF NOT LESS THAN � .' (19.lmm), OR 1-IN. (25-mm) WIRE _ ", 4 , 7 ''�, �, ` � � , _;� ,, 3 te wl`x-� I .i%�'.4 , . � , � , , , , f , ,, ,", IN , �_y :, -i , 't , I I-X" , , �� , , , 'o _ I - -, , �­� I'll '' - ' � � 4t,�, - ­ � I ` �_ . I .0 ,�� �- ,- , , ", " , , , :� �- � .,� !:,,.: ,, � t, " tt� . r ,�, � . I;- i� ��, , . r � , " , ,:; �''­ , .1 .. I , , , " ,� ;-_.!,,�,::_� .� - - f��t .,;� 4" �, :1 - �l �� ' ' , - �l , _,,,�,, I ,; Z, � � , - .it�:,�11,,', , , � ?�., _ ,;t,�,,"_'W T_4 +t- -��To .1 1-4ow ,7� 1, �,,p , .1 I � I ; �t� , I ­ , t� . � 1 - - I I r 11 1!! � I �,,_ � �,, _ � - I I , � - 01, -, , 1�o" - , . .... - I ­ -­��,' .._,� I , , .1 ";� , I *'?, :, ' _:';` ­� �_ - -I �, �, .1 . ", � - r' i� ,� � ',;,t� gl� -­ . , - 4 11 -1-�lk,y,_� , , , ,. � � It. "' , , ,. ,�,",�I�,�I ' -'�t'' �'�'�' "' ,, . -­I - �� ; �­;t, " _' -_."t'.' �"'!�'�'�""� 11 ,�,- - � �_;! � .�, - ,r, _- ` , �, Y ;.� ,,�tt�, - '� -__' - � T,.t' ,,�� � L'� : , , ";. :-!!ri v, , ;; � _;T' - ­ . ': ,. , " �, , ::. I" sc" , , ��,,, ,, "" '�' "ir't' ;��"!''� I 't , ::�,t, " � - � , ., , , .V,"'­ � , / -1 ", ;:t�,.' r �, :._ . - ,, - , , , / , � , ,, 'fe I , ,� 11� �:,�,�,�,I - I �, I I 'r � : 2 "' ­ � '` � ,., �,,�,;, �,tl I ­ , I I ' t , , I L' I � � ; �� : ""i ��:,;L�;;���,,J, � :� �� — � , t �, I - �, � :,:"�?' ­­?' - �7:,t : � L "t: _�'4' -TIP 1, . .� .:;& i ., " I , r t. -� L, ,�! I �l . I i I I L I I . I �L � I ,",:�,r L',� ,T " � I I � -, r.,T , lllt�t 11 11 I I , , ­ , . ,�.� 11� I I I I I .1� . . , �', ' 'T, , - i , 1 " i I I - 06-22-15 CLIENT REVIS � '. _1 � , ,�, . , I �1 _1 ' - - -­ :,.,�,'�'��-, `,�-:it, � �,,.�. .11 , ­. I I � I -. . I - � r' 'L � �� "T , I I ., I r . I �. 't I I � � : t . z 4 -1 I , I .. 11" ., - _%, - I I - I I � I ,, - I " � ` ` ' � ';' . 1p, � r - 'IL I - I � I , ,Z . ,f/ 't � ':-. :� ,,, ."..-, � , X , , . , _ �::: " L , � :i I , ,,, . � � I , `i:.� . I _r,11 A - � "�' � � f'-,"'_IZ�' . A I � ,":z 'L �I � - - . , � I ,,Z�, .,� ." - . `�� � � ", ,�j ,� -�,�,� ;� I I ,� � . ,� , � , : � ,_ � -" -�" �,� , AND COVERINGS AND ALL MANUFACTURERS INSTALLATION CROWNS NOT LESS THAN 2 IN. (19.05mm) AND SHALL ENGAGE NOT LESS .I o,,,, , � �litt. � 't I�, �,1,t-,,,� �'t �",4�', ­ ", ­ . �. ;l � : , � I - ,, -.1 .1 1 �4 � �il ,�, -, I t�---Y7 -_�4 .�1'1.41`71,�t,P, ­ I T ,", ,_�."I" , ,�� ,'�( �, . , , 1_1 - .� , " , , r " - - 1 - � - , , , THAN THREE STRANDS OF LATH AND PENETRATE THE WOOD FRAMING j"w � � �,T 1`11�11�'ll i5� � ' k , ;-.f -_ - - ,A� -:, - ,� � :� 1- 4 ­�: :, , � i, t,�,��; ,� ,,,t 'I, I I I i 1� � . �l � REQUIREMENTS SHALL BE FURNISHED BY THE GENERAL CONTRACTOR 11 'fl 11�t L , -�� ,�' , -,,.�l '.1 1"t_ ­­ "y r., ., �l4k " .� � ., �' T � , :j 11 � I , . , " 11 �, ,. I : 4 . _ .:, ", ,,� - ' ' " , ` , I , , , I :�i,"""', , .i_,a.-,,r,4.._`F,�,��,' I . . ,A ��ll .tt;� �,: � , , f' ,11;�47T , . , �� L � 1. I I, ., i,:-, , - , r,�,,,',,.,�,,Tt� .�l ' * , i . - _: .�;; ,,,,l,I , � ,'T .I , ; !T� _�',­,,- ­� ,,,, � -,-�- "I-,�� I . " r.:, ,­ i ,", , :, , , � ' ' � , 7- " . * - - , , �::_ ­.�,,:,�,, , t. � L I .1. .� - I , ,_ - - , -- - "'! I " -t , ; " , , , . - .. , , I , , ­�r ,y',* -, * ,��: ­ . �,� ,�; ­ �,�,t`�; 11 . , , _,I , ,,,:,�, ,",� I j� tt, --, �. ,�_ - '_'*4",_" 'k t( , �- , I" . I I it ,T7 . � - I ,. � � . �_ -, �, ,r . .1�, ;, ,�, ."',"),, ,.; - / , , � , . - . - I � � - 4- � _� - AS AN ATTACHMENT TO THIS PLAN SET AT THE TIME OF APPLICATION FOR ,-: _�' : -, : -t I "" ',,.,�� � :'�'i� ., - � - I" ,� _, .--ol - ;l ., ... , ­ . `� 't -31-15 CLIENT REV'S , � I M�, I � " � , , ll� - I ... �.4 ,� , I t, � , - �_,. I , i I 11 � I ­ � ?,ti/` ,7'1�111 � . ­ - � 1 08 1 ,�", �, I 1, 1", . � , �­ , I ­ I ­ I � . I � 1 12 1. I . �""."", "I ��­ , � � . , , I - � � �� ., , r I ,`,", 1, I I ­ ,-- k . , lt� I "' '; I � I , I ; I I r I . ,, ,� I " . I 1-1 I 11 , , , , , I .1 � I � L . I I I I I , . �"'A ­ � , I , - �� l .� ,,�:� ,,�, I � _ -0 .: :, -'T.,�,A`, -"`7,�, t , - I ,. �, �:,�": ,,�� t,,.4� -`:,�,-,- L ! T; � .. 1� " 4 1 . . tl .4, � . . i �,- � ,� . , " � �l ' 11 � . V "1 4�w?��,, ` _ -.'�l�' , 4 I �/,_ . . I 1�I - ," I . �1��; � 'L� ,' - I I'll. - � _ i. �,"': �$. 1 � � " - , , � , I .1 . - r .1 "'L '�/ - i " 4 � , � , �, " , . ,,, , "', t, 4' h ' ­ ji,r' ' ,�­ 4� `* ,, I� ,� 't,,, ,�, "I I - --L�1. ,'�I 1_- -,,�1'7. %i`N_Iv_�, �_* �il��� , e ,/�� - ,44- ',t�,�*­ ���' : -_,, , , L .I .: I I ,"I � ", , 11 " I L I " �L,�. .I . "� , I _s,,,f t�'f "' � I I , , , , 1,'. I . L r . -,, � - � . ,�, , , - . � I ; ,�ll I- , ­ ' I: -1 r 11 I I i, I � 11 ,. I . "I ,- � -, � : j "T�-., -1, ��'�"," '__?� ,; ' - - +'I lj ;, �-, I . I ,. I ,"', -� ,,,,�`,,� `�, ". � I � " ,� , - ,- , - ,, , ,��,.f, , , .1,;:­I-I'�t.,�",-'�'7"_' ', 1'1�, �T, ,- ­ I ­ _. .. ",� : �, .1 I -tt' 11 � ,�. L'� I � i � 4 , ".,1:,:11_'4�,,�,, , 'ir I �',,�,- .1, 11 1 14 1,�I I � � . , .-4 4 . � L 1. I I I t, .-� I � I ?'�, � � ,�/ ,�T� , " I ,' , ;, ":,� _': 'I- . - I , - ,, 1,�:, t�", L T- � I; , : �*'�, , , , ��4 ,� , ,-,�-,,�.::,,� :: ,-�:'.� :� MEMBERS NOT LESS THAN �� IN. (19.05mm). WHEN METAL LATH IS APPLIED , . _� ", � �k .14!� - 'j I J� � " ", � " '. PERMIT WHEN REQUIRED BY THE PERMITTING AUTHORITY I � �_ � " , ��ll,,,,i�.:,�" ­�J.,,te'r � OVER SHIEATHING, USE FASTENERS THAT WILL PENETRATE THE � �l I" ,z I., !,._,."�'_. ` �­7-7, � , , i,". �L ' '� "�',�'.­'��," _ ' _L_ e. � , � J", "�:�' I I � ,,,�.�' It't -,­ , � .."i" / �, , ;��' 1� ,:-:1" .p ,� , : 1- .., I Y-1.�-�," ,�L, �r,'j,f," ,l . I I T ,, I "I I I " � '� L ­ I ,� 'i, - t'l 14>4`',4,'.,,v,,- " - T��:� � �w I , ' ��1'4 1 ' r, t'��I ".I I i�,_,,,. � � i , �;� �1, I I t, , 4 1;1-tl,1. I' '( , '_ - , �� , I�l � �� ,�,/tl, .1 I .I I , ,- � ,-,,r,�,,, " I , 1� m , . , , .*!., t5" �'�� ,-�*,n­ �l , �:c IN -1 I i , , � Z, ,�,_"t _,"', ,,� I �',, ""',,`�.,,; :- , -!%, .. I �, , , , � k ':!�,­�tt.,,;.", , 41.1 . � �� , �'114; �,, , �,`� , -i - - I -­, ,,,, �, � - "I I �� L " I�� if ,,, . ,1,1�,,'l 4't,-­'t :�­��_ " �� . I -r '' ' It,­­ � V,,, , " ,f " , , :1: . ": 1, I:. " ,�L ?I � L �l I 11 L, � � 1 � o I 11 / -i--- r -.,,t, 4,-�, -- , ,,"� ": " � , , � _ ��, ,�.,1,?" T�� � , , t)t _ �t � 4 � f . I I � ," - I , I V:_ , " � _' ,4 . 1:_` I ./ t1l I �, , 11 � .:� ', " � ( 'o�. , , ; ­ ,-� 11 V," , .1 I .1 , . � . - I 1�, I I I., "I § j�4!� � ,�­�6"�:­L�� ,�'�, ", i ,� ., t , I � .L"I' : jr ,?. 'I, I .%, 'P7:',�;�Tl -, - . I'll, _ , __ I I , , L I , � - - ' 11 . ,:�I'L,t�� ,;.1 ,', !� ',,; 't. . , i 1:1, I � �, .1 I - �' � '4,� . L� I � � _ , � 1� 1. L r � � . ­ . � ., � -- 1� ,� �:'j L'7 " ' ' k '. : I I ,�;,, ,�,1. I I J 'L �11 11,,� �l ..'. I I - �I I ­ I I . . � _. 4 .t �l i 14 1 � ,11 .,�,­' � 1;, . � ';?: � ­ i . ,,, L - , - . I �, I T I -, - a , i I . I ,- ,. I 11 I 11 " -, I � .1 ,,, -, _� 11 "I : .1 I _ � �� , �, , :, , 1 " .1 I -� i t,rT,',,­. � ��, I 'r�t�:;. ,I � .1','. 1, *�l �'l I . I. . '? s , ", _ I - - 1. 11 , 4., , ._ " �� � - L _� 't . ,,,:,, , �,r,", ,� ,I ,,, , � � ' - �` -, . , � ' _�1,I " r , " �I ,�, r I �� � I " i,, 'lv�,1� " . - , � , , . ,�� � �,j , r, ' i, , "'L, "' , ' , � I 'I 4-1 1 .4_,�� .1 . I, I - ,/ ,, ��,, ,� 1� ; �,�;, I ,III 1. I , I I Tt - ��, "?� -�,, :,* "?­'�!"� " :-, ��, ,�I,,, ,�,�';":,.* li-T-, -- -� � �, , � , �l 411f, , ` . ,I ,�--�,�,, �4 �1 '4�,�,-,.,-, -- , :1�-_�4,'� � ,,�.� ,,, . " _�'.1 ;��, ", . - , ,, , � � I STR 4 "�,, � I:, _� 1�,,,-.-,,, !N�.- f , '. , � 1. I �l ,, w ", "z" � . . - , , ,�_,-�� ��;w ,,, , �, L T , � , . , , ,�, ,- 1.11 Ic , " "I I ",, - j,' ' I � '­' t� , , �,,� "�,.�, 1� I , " " ,,, , r , §.,,,,�-� I I " '. : .,_,4,, � I ,", . " �- � -, � I I �4, ... :�:. ;l: , ,, t�, " , � , � r, . � `," ,.::I ,`%: � - '. L:�jii�,:' I I ­',i �;"el �I -� ' �i ­�I I 1� ,, �- N 11 � I r � I � � .. , , � , ,,o A , , T* �,- 1, " 1, .I,�`I k, � ,� - I' ,, ,, _ ',_ "�,�: _ _ I r � ,,, : I 1. , ­�* , I 1, -:; I� " , _, I � ,��I � I I I � , I I r ;`1 - :,-4 ,i - _. . , tti, * - �it�� - � '. ­ 1:;;��,�,�,.',"i T::*,,,, , , ,_1,�l -,it I "' - � �,,,,, X, �` �­ ­,"�,."..�,.` - ll.�z ;. ,*,, t", t� It I _ � � 1� � '�' r,�,"' -%%,� ��' , . _ 11 ,c� t -1, ,�', " I IP �1; --, , , ,- , , 1 - , 11 ,� , -- _'4,4 1 1 . _�,. ,�- , � , , , , ,� I �, �r , .'t I"I �� 1 � I � I � : I - , 11 ;.� , ­ - ., , 1� ,;,I , - I "t' "., -ll� , ,:,." ­�-,� , I " . : , _ .� , ,'I t A ;� ` �,1" ! .;11 .� 01.1��;a�. . ' `V � � , - � , , � , , 4t,�' 1 , I .11 I , , , 1 - . 1., I � I 11 ;, '��; ,;- o . ­ ,�­ ,. 1 "�41 I, I, ��_1 �,t� , !�,j ,,, ,� __ ,, , : , r -' ­ , ��t-�­ , -- ,-, - - ,',,�',' _", _' WINDOWS AND DOORS UCTURAL MEMBERS NOT LESS THAN 2 IN. (19mm). I ­*�,',,' �t',��� �� - , hs", , , ;, - , � , , I "I '��, � , ,,I � , ". 'r , -- I _�I'l 1..T`!�:�� ,, -,"" , tt��, . ­ ,�/':� ' �­ , , 1,� 'r- - 'Il . �1` .�o ­ ­�; ,� ­,� ­ , - - "i `1�1 , ,�� , � I " , ��. ;t�_4, , V I� -`i�l I 1 � ,, , �� ,�4 I', � 'r _� 1_i,4'� .-.:, ,�"_,/ � . , � I _ � '��11­��%�,'­'� �� �l �'ll , 1�:,_, �I , . 0 I I tt� , . ,7 ,t',� _ ,,, "�'ir .� r� .. I'll . 4 , ,�L -, . , ��, _."f"- , _ I I, lk , �l .' L�!,: , 'T .1 � , � I I ,�o` 1 .,: " ., I I 1:'?,L':"." , ,��;�L �� � I , � ".Ll`,� �, 1� �"4' ` , . ,� '� T. � Y, I �t " r,� I -:��'l . , " 1, ,- ­� ", ,_,c,`,-*� '. :"t. � , ," " X I 1. ",': ,�,,,, , .,.I 1, � � r I - r t� ,tt L �"/ ALL WINDOWS AND DOORS SHALL BE DESIGNED TO MEET AT LEAST THE �� - c , ,,��'_ ' ' ,,, . - , - �r , ,�_ # i i , - I �/ I" �il "I I � � . I I % ��, ePT. ,-, � " ,f"�,,� - I. , "I ,"ll - - , 11 , ,, , '� ,,;, � ',�" ­: �, -: , , 1 I I , � i �, r ,!: ,� .,, . I" �, V- -,I": '. r I ,, , � * , - r , , � I - �7, 1, -11 ', -4 � V�0, � T .�"., : _ I �,"L_�z t _,� , ,,,�,, �, 11 '­ L ll.,�. _e'L�� - , x" , , r I 11 L� � I r rT I � ,J/il. T, : 1'��,�, 111� ,% � It ,, , . I -1 , , , ,,--; I 11 ­� :`­­�,I� - I *� - - , ", ' ' ". , �� , ,:, � "i , � L I 11 I i . '� ­ � - ,� . �,­ ,_� ,v � ­ , - �r �',� ­,' - : e if I 1_i7, .-.-'A,- , ___,"!��W�� , " , , ��'*�'�"­­.',;�' _ , � : i, -�� . "; 1, I I ,­­ _�� �,� - ': ,,,�­,�,,, ',;,�� , ,, , ' ' I � , :t - - .1 ,, , " , �i ii-, ,�­��- � 1. , I .. � . -L:�,;�",*,:% , ,'; ", :�,., ,1' ­� "' I �'r,���'� �, V't ,,, � , . " �t - �� I � � ,., �� I 1� - �11 - . , � ""Y-i"""', �tr ,, , �� ­lli�,'�- -w I . - � - . to " �Z�d �("T­ .. '�_ ,�l , . , r , __�. .,,,, ,, ��o � * ,�,'' � , , , , , ,�"� � r ,, I , ' �� ,.'. . ,� , � , � t , .� ,,` ,�-�:,`�w ,,�. . 11 � �� �, ,,4 �'- J - ,,� � - - _, . I , ­�_ I" � " � I :�� ., ,r,, ""�':,� t I , 1,­;�.",t�,�'. T. ;,I �, I -1 i - ,�, � 1_:� .:_:_",��::i�: ",:, :_,', , , ,,�, '' - , ,,Ir- � � . 1� �� � I . . . �, 4�_ .11 , J." ,_� " t� , ��, � - ,-. " � � I ', t,� � , ,_ �., "�* ,'. ,,,,,,�"'�".,��!"� � - ",T I , _I 11 ��:" ,�', I `-` __�.:..., ,,, � _,_:�--:­_ I - I , . � _., "�. ,T� _�, it, , "''! , ,,, , , .4, "r, I - - : � _i� � , ��:,, - ,�,t' I" * I , , " '", -�i " '.1 ,�� � _1 � I 11 " ". � W -g,,x,t;!*:�" - 1` i? , - " 1 , I �. .,;� �,,*,7 V �, � , , WIND PRESSURES SHOWN ON THESE PLANS li �_,,,, f 'r,""',�-, f �: -,L' ,�r�,� __ ���, I ��tf, i., , - ' �' :b r 1, ,,,,�"­?" . -T I I - , . , p " , � ,i:;� ­ , . , It",I�_i ,'� - 't, - 11 , - �_f�_ � �" ; ." �,�­' ,F 1 1 1 . ": , lf�� �'i'l '1�1' 11 r r I �ll� --L-'4'�'. '%�'17 . " .�," - , ", ��':.", .r� , �, � , . � � I .11 ,,,,�� �4 , -1 ._x' - � -,- l'll�ftit4, ,w � , I .1- f'; �'�'��"'-� � ­-�' . �,".� . ", " � , �",� , , ,,"% I -: - , , F7­7­.',� J -11, � , - r"I'l _" � "I "_­ " � �� , "4" - -, �? ,-;.7:-,,,�.�� "", � ,. rl� �'. . IT" , I �W,;;,_ .' ,!�,;�': ,�� -1 4 ' '_:* ,,,, ,�.�_,�, -�, - , �:"_-1 ,� , I I ': - " . I , , _ .- . ", � ,� , I 1. � I �� � �� " �l ��;!_­_,� J'Tr �'tLTT _� I "!L - , , d - .", I" I .1 ! �, � � " - ,! . '4 '�, L� ,,11 , ` � THE MANUFACTURERS CERTIFICATION AND INSTALLATION INSTRUCTIONS ,I '�. ,r ' -" ' : I 41 ­ :1, I ;",,, / ":� 'T � I", ., �V ,� � �!�� . � I ,, ;, "' 1`� ; � rl� 4' ' � � , A I - , " , 4 - .r _­,.-;�,, �8�",� I -,,� - I 11 11 11 . � _��46" � , �, , I I 1 tt;-', � , , ",,, " , �1, � tt ,� �� r � - I �l -I I "� � , t, , r ,;,,L,W�, ,Lt�,:.':_�j',i��, : � I I � I o, I � - , - ", , s , � �l I L - ,�� :� : I I 1 ­ I li� , -�L.- : .1, ,�:"*l ,,,, -� � , I 'k �,,i 4 1 1�r . , , � I � j:.� ,�_�� �,.� f 1,-1, I �,, , , - , "� , ,� � � " ­� �. �� _-,lf!!t'k, I , , � �,/�, . ,�,�,�..I'.,,I - " , �, r � , ,� ,. , ,�,1�, I",� , � -"i,,I, ".-:t;',� .: : � , 4i ,%,_�,,,,, I 1� I I 'i".,. �� ly'�,tl , I , . , I r � r�-,l , � ,3� 1 1 ,, " I /0'? T " , . I I I I I 1,, ,, , , - - ; I . I , , i;, ,, � " -', rt'. -� ' ,''­�6"�i`. "',�, ,., � ,.z � I"!"� ':, ­� , '�' , ­�, L ,� -r" '" -� , � � r r, , , �', '. :g�� ,�! L , __ �-, - , '%'ji�" z ,:;,��:,;±%_ - , L � �l L � , '. �.11 .�,__'�.*��., �:4r_�!!T�t`i"f,, � , ,_ � , � ; - " ­�� �:. , , , I _ 1� , I , , t, "' � '� �l �, ;� T "I ,. ���11-I. - ,� , I - -:­­� ,�� - I I I 1, '� ­__ .1 I -il�� � I �L A,.' - ;i � ,"'I'l,/' , I �, _, : , � - '� , �r ttli�.,;�",.,�- ,�'_Z;, � � rt� ,�, �i t :�' , "!"f.I- � - I � I I �T_l�I -1. . � -I :I-� 1, - 11 , e � ': �f I I . ��,! , -1 #T r ,,� � ���­10 t �'.�,.'t,. ,,-', . -,, . "1�, i, " �'� , ,/"��"l �:��, ��t� ;t, .,�, -�_, 1 ��&, ;4 :�­', I .:� I. .1" �= :�,I,%,If'�t�, � , ! I-,, "',� , ATTACHMENT TO THIS PLAN SET AT TIME OF APPLICATION FOR PERM[ " rit, I * I i� i, � I I., � - I t "I ­ t- t, - I * "'' I I . 'r�r ," T � � � ­:IT�,i,�,,,"i ",_ , I ;1�lkl--,�`-�, - _ :­ ­_I , ��: ,�. �,,�.:,tll_ 1�1,­11, � I '�; ­ r �, ", - tir I �11 _­ � 41 , '? - ",,A� 'i , ,� �1,-,,,�r,q ­ I t:, "�l �,, - � � � �l � . . -, , - 1 . � . I �� 'i "', � �t., - I I I I � � _ � ��." 1� � tl �' � 11 1 'i .� , .1-1 I I .,I ,"-`% �;� " ,,, " . I , " . i��_. ,�' ''r -, , ;,,, Z , 1. r .� ­, ,:� t� _ L'_�,�_ , ��, ', ,­"." � " I , , : . , ,.-,,,, - . �111, � I , �11 , r� , i ­ I I "I I , ,,�­, �t­,e,�,, ,,,�­ ���'.`,, ,-�,;, � '� ''.i_T,"�" 1 , " : ��:, 6 " I 1_-� 4 It �, . �,,��,, "t r ,;,,_,,"i,""r__, 1i;"..,'li,T., ,:: , -.7 , �'rt , , _ , - � " , i , - . , � 1, . , ­ ,, � 1. " �� - 00 ,_ ." I I , ""I, � I , - - -1 ,- - ,,, . ,�;,� .. r , �, I .,,�� " - ­ � " ­ , I L t� "I "e. .- ., �:�*�11 "', ­ 5 ' :' :�L t,,o 11"'il: " : - <, it, :1 *11 � - pt'� & I` I *1 I , , � �; ,t�! , t, .1 - I 1 I , I ,I -;� � " __ �4 � , ," ­�, I ,�-,�,,�L, t. ,,, f � " ., � _.,� "I " f­�, , " ol ;­� , ,� ,,��,;t�,,, � �, : 11 I - , " , � . :�?'4 &,;,,,t,i�4 ::,,. , � , � BEFORE MAKING SAID CHANGES. T��, I 't,, �,t4.,*";,�, , , � " ,�tll'_,,�� � 31 '.T�, I_i ,. : " ,`T,�,,,�, ,- - ,_,�"�:. " �jllll t- ,, � ,�'!" ­ -- , , ,I- � , ­ , , , -- ­'. 'i,-�� ,,, I r I � , " , ,�'e,;,::,,�..': ,�, e " i!F�lm ,,4� -. I I �� ,t'k �.-,, i� 1�r" il "7 1-/l I", 1, ,; ,� , - , ;I �i �. ,� - r; " --­- �I - , :11 I ,�'I .?.,,�, - :,, , L IWI , " 1�' , "I 41r`;!7 �:." , � I , , 4,''� � T% ,!, ;, ,W,I I �11 - ! , �l 1,1� ",'r ,i� -y . �:�,' , _ ,, L - - , `­ - t , ". ,�, - -- ,�.� * ,� �"5 -1. A I , I . � , *,�',� �r �' r �,� 1 , � " � -,-� ,f�', -oi , _-, � � ,� �� � � : -�� .7 ,� " , ' I I , ,k- ",t" , ­ 11 V - . 1. STRUCTURE IS SUBJECT TO FIELD VERIFICATION AND CHANGES. ANY � Z"I V i�`r` �,i7-',P'r : � - , � " � _,�4 ,'t:, .( !�,, ,ef_:_i�,,' �,,T SHALL BE FURNISHED BY THE GENERAL CONTRACTOR AS AN r , ­ 1"",", ,, ,:,�,_ ,7, �­ 1, �Ila"' ,� , ,t', , , " � , � ,� 41# , . � " " ."', � , i � ,,�! I ,, ,*��,,,I .,i, �'L . " , , , _""t, , . - , �, t _4'�,_`., I "�11` ',�,Z� ­'� ,%;­ :� ;" �_�:�, *�_-".""" ,'--,�,`,�.tt,lti. �,,,.,'��!,,',�*., ,�� "�,�',� I ,� 'i � i � �r�1 CHANGES THAT ARE DEEMED NECESSARY ARE TO BE REPORTED TO A.O.R. - I "i , I ,�� ENGINEERING ", " T , __ 1141, -1 Tt , , 2, '. � 14 t ,_ .,_ I " ,� ­&*­�t_�j , f, - .-,-i- I r, �� � , r, �!,�� , �l - - 1, , '�, y" � ,�,,_ F-t t �', ­ f�"`;�,��,S� � I ,., ­":­�jj�, , �,jo:' � � � ,�. . . -, , SN ES -.1 I I . , I I . I ,,, ' - ,_ I I � - "" �,:�. I I ,�,' , -- �l 1� ,` ir , Al I � , . ', -, "­`!�'. ,"..� ,_f . IF STRUCTURAL WOOD BUCKS ARE TO BE USED, THE BUCK SHALL BE � - I , , ,fp,; N�D. � ., � . � I ­ . ea, :, , STRUCTURAL NOT I n "j, " , " A"" �Vj g ��.�" -,4 1 1 -1 , . . -1 .1 .1 � I 11 - .1 - " Ill., � . T� 1",1�""� ".,r I I I I , , - �:, ,��!­­,5�­ �, - ­ I I � I . 111: � - , � " , , , � 4 _� 11.C ,,'- 1; "',, '� , �',t * .1 I I ", , I . ',,/�rr",,, , "" , , r �tt .� . I I , .1 I'll , ., , .-: - "", :�'�, ,,t ,�,; " - I 1: � ,� , , � * , , ,�,'i, ", e ., ` � ,* " , * ­ " I , , � , . i , � - .� ­.,­� � I 1, , t 1, -t, � '12 .�_r ­ I ' . , , �, , ; . �! �` �- . _� , . I - I " . . , I I - ,- . - , i-: I, �, . � v I I T.;, 1, I . I .I ,. , ", 7 ! ,t, ,� , I . ,�.r' I - , ,", ,:-I�":.1-1 " - �_ �. `4, 11 I.:� � �­, , , , - � � I It I , , � I �� ,lr , , - - 1.'.'- � - -.- ­- I . ;/,I , . . `7"i�-- , , , I I �, tll I - "1 I 1, , ,�,,� ,� ', , ".��,"� L,�,.,-_ ' it - I ,�t 1;,", �:�' ,� 11 i � 0 �,' A � �n"�� " _%�,'_'.��". ,, I � . � ,� L 1. It 1, .1, ' ':'- ­ .'� 'p '." .1k w. � �� ,ei,-.,��i ,,g..,t:� , , , �, " I - , - I,�" - � � I _I I'll "' � _'�,'-��., r .,:" �� '" t,.". .- �I - � I �­ - � 'Al `t:t -74�" .��`�`� .","t", it ; I , I �.,- '�' , � 1 r - .__ - ", `:_� ',-40' -, 4v � ,� -V, .1 - " J ;t , �, �l 114 , I '4,'. , f� , L . " ,i ,, . I I -�, ,� I I 10; ,, , - P,It, ,.� .t;',�, � , , ,, :%t,t, _ �!��,--li, z i�_ � ,� ii, " '/ , S1.0 BASEMENT PLAN � � . '! , :��,��_�,��,".� , ,�, _� , � � tt,,�,-,, i,,,i. ,,,,�,,":T, ;�, I ,� ­ I tl_� . t�., ' ' ,� � � .. 'j ' ��­,­­._�� , , , - � d, , , ,, ��, �t� , e * I I - " :t:_. 1-1 "� 1 4 ,�, ,,�� .� : 11' "ll , � I , ' ' ' , 11 , 1/', ,� � . _ � , '. - �� ­�l�, � �;, "��_ , L",,, , � , , I. r ,,'�"­, '' , I ;-, ��,ZlL e� , f ­ - I'll , � , I � , I ","! ", "� � : " -,� . I I �1­- � , .. . L . 1. � .. ­ ­,:. I �4W,�^-�,K.�_,�t�,,'/, � " , �, " I � - �:'_��'�'i�.i'L.'��-�11 . 11, - ; ", , t�, , `t!� . I � 1; I " �, I � I " I �, -, ,llic- i, - , , `�t� ""_ -:1 I " , `" �;-"r 17�-_�,­' ,�i, �t, ii'.- 51 "I ill � I A:�, ,, , ,� I t, .0',��,1�1,��, " 1�' ��' " -11", � -_ ., ,,� I I I - '�`��"'�­��i:�:'::�' "'L�' �: I ­-�, �, �*�,: " , '. ; ,, , __, . r ,, , �, - , ._� , . I r r , , t, ", ��_,. - , , ­ �1,4 .:,. ­� . ,.-, , , _ I 't� -�` il e ,, ,�, _. � , , , : I I ,�,.,p,T,r.'r -, , .. . .1, , _, ...1, � I " , P- � - i,I I I,,,, �,�,,� - r' . I I i � . . I. ;A I �� 1�� � :�­ I ,, � --� 'p � ­` '�. 11 I � " , , , , ._,� I I ,'?,:,,�4-� " 5u, I 1, -1 I I . � �� I� �r� - �,� � .� "I I - � - , , :.-,- -,"!"'y", - , `1 , . , / , , , -A ­ t , - - �, ,_,�' " ,�,;t,* :, S1.1 FOUNDATION PLAN - ., , - i - "t. , I , - _-, - - , . Wf,-";;�,.,,*W,j'w zt�� , � "j- � ­", �,,�,,`��, -'", �j �, , %:,!� �_ Z, �,� �,T��i, I -','��:,-A- ,�-"Tt-..." �� 11 -_*`T .1 I � � , -,r � �, I �11 ,; ,!� I � , " 11 ,�,:T­�`, _ - _f - , %r;- ", - x �,:"r. -:,_,.-,�,�,�,,,T� , �_ , , � , _, , �, - - - - , _;,�, ; -�, - ;,� I ,;,,,,�,�,, , . :­_ ,�­­ �! I � , , ,*� A��-_ I", , `," � 'fr " , ..,.� "," , " * I "', �, � � , ,�' , , ­�j t'�lir, - -111:1 11"I"r �r�� . ,,�j, ,,, ". ,t... ;­." , , . 1r, " " - , , �­ : - I iT , � � � 7 � �.,L . !� '� ,: ti'0 � ,�,,­�`i:' . I I . ,r . � I I I � � ­�,., ,,,, , ,", , � , ": , ,�, � . " � I - ­ � r.,,j.��,,"",r"!.% I I"" i� � I , �,,,� ,"':11 I I I . . ,� . �I -I I �� t;;I 1. It �, � :, . I ,, ,tt� , ,�. I . , I ! I I ­'i ­­­' ­ - ��' -I � � , : �.. I L ',�, *t; , tt';, o ,� , , 't ,,��,,`k!,,,- ill I � I—Tl.�,,�," ',`�_�, ,;,,t, I " I 1� I , 't, *.' ,��'L ',,;` -,', ,"' ,I '. ",4:� 1 , , , , �, , I �'.� ,t 1 4 11 I t, `'._ � I-, �o ".11" 4;,�� ,;' , i� , ��, 't� _� I � ��__, ._ r , : -, . 'r I �r I �l .: . � - " - " � :4�- 3 A- �, ,,,,� -, , I " .�.,�',I: I I 11 I _� I ,, � I I ", .1 qi� � I - I I � . : 11 1. " t ". �,7 1 r. .1 I ,I 11 ,� �, * " " .1 :', t- 11 � I I I .T,.*L i�, � � -o' � p ", - � ,i T __ � - � " -�f, , , " ' � I , , , , ,� 1 - , ,�� " -2. 11 L - I .: I I "'r�� � ,-- ,­�--- ','t - I � S2.0 , , 1, �11*?,_1`,� -I ', * , , I .1 � \­��., " 4�',',',, "'� t I", I -"�,� � -1 � _ � - '1�1'1'1 � , L ,O � �: it, � ,,,�.. I '.,. �., ; "' , ,� - �i I'.: - I' ," .,I -,f � ., � I ; STRUCTURAL MAIN LEVEL FLOOR PLAN . _, , � , " :.� .�, 't�-�� L", �<,­ �",i r:�� �''7:`rl,� . , , " T , . "� tt�� �:,�� " '01_"-L_ ',I:tl , ,:" . ,� I . I �, " , !1. _"� * . , I :", .:7, "�!, .', , I , . ,� �, , * " I ­� 1 4 '"' t "� "'_J�'�r . ,., 1',�l - , - !, `�,'.�� ,":; �,:lq_l ._`I_" r� , � , 'A. kfl�� : -t,,;,, , � ,,,��,, .1 � Z � ,16 � � .4', "4?l 15 - 11,4," _r - '�r ,'�,�'.; " �w ", 141"ll . � I I � �". 'T. -, L ':' ��T�:�.;T .�t­�T'�t;�'�__S_� I � '' , , I �,�"*A", t. ,�, , . " � I J,­ti� �l I � � I., .-A jt"p -- ,�� ,:o - , � .� _ I I � , � I ,: , ;, '' " ­�m,4 4 -,, ­ I , , , ,�t, :.,,,1, ,�-I t, t��-t- > � _, � I , �_ 4 - . , ­ I , , , , �, " �� SHEET DATA: , X, �,'��� 7-:,�R47,4 ,`.4� -��`t,�,,, , * " ,,i: �, , k It wn. - (I � , ,. 'r- . _ , 11 , ,_ .- , __ , � I ­­ , ., -, .-L __ " " - __ - , " 7`,��"_*`--' " . . " ... __ __ ­-, ,,��14 4P *," 1 �4 ,;, ,­� , ; , ,:,�, / , , _ -, '"' ,, *"r � ,, � ATTACHED TO THE SUBSTRATE PER THESE PLANS AND THE ATTACHMENT ';�' '7 - '� , ,F-,,; ,��.,:.%!,' , , � ptt'_�_ ""'' _ I i. �l " _ �. , � , , _ .,� _s , � . �_, � - ,�� ::%,,: ��jtt!�_�'­t�rf%l..-'� "t : � e ,�, -, � ,� �, �Cj ;T 4k,l . , �, �"_y - - 'AINAGE SHALL BE PROPERLY AND POSITIVELY ACCOMMODATED �, � , , ;� �4 T�:Y,:.-,",�,,r, i',."';,," _"�L:"�"�"'L 1`�,��"' "� I ill �l -t-, �,�-4,�-"I '.-:7, ". , 2. ROOF DRI � 1, I " ,�l , J ':- _ - �� , :� _ � T I t,. -, ,� � I `­��.-.z h�� J - e "�­' _ � i ;� ', , ..,,. ', , _ I L :,� " ^ ': - , � FLASHING AND CANT STRIPS SHALL BE INSTALLED PER MANUFACTURERS' p , �, ., , "� T:-I /,�,� " , - _, � l** , , ,, -, , . _ .... �_ ,�; ,�, -,� ,", TO THE BUCK SHALL BE PER THE MANUFACTURER'S INSTALLATION S AND ACCEPTED PRACTICE. �,� ­' ,-,- � , _ �;,�, , , . __,. ,.,,I �l �, If' _,� , _ _., _ - , ," _'. - _ . , "", . , , , -, - t',_," i�,�`,,,`+,:;` L : /, ; I ._,, ,'_ _ , ,�',,_, � , . __ " ,`,__ , F 1_lp'li " " ,�l , ", _,_ . -� 4, __ INSTRUCTIONS , - . "'' ". 9 , , ,,t:,�', 4 1 ., ,,, '', , * � 'j �', , � �,P�,�,,,,�,t, � , - -�,�-,,,,,- --. I . . i , � � -T­','.'�'� ,�t 4 �l I�_ � _ ,, - ,� , ,4 �Al�* `I � � �, ,;,,�; ,... � ,j,, i,�,.: ,�,,, � .,� -I, " , F :,,, .�,, t-,� i,� 'I', 4 V_ � I 4 - 'T , , 1. I - , � 11 , ,, � I I , , ,_�, , , , I - - �,- '.."... L, , I � -1 It.. I I :A�, . 11" I r ., � -�, e: �,,,' . I . 11 .1 , ,,�,-5 r ;, ,:y , � �,,'­ "� "�i w, - I ", , h I ll��, :� " , � - t� t,�, � fl, ,r lt�l " , I ,,, , - �, - " �, I .1 .� �� - � -x� � I",�,.,',I,. �,I ,� " t- I I" 1�I � , . I . I , - � WINDOWS ARE SIZED W/NOMINAL SIZES. CONTRACTOR SHALL VERIFY 3. PROVIDE FLASHING OVER ALL EXPOSED WINDOW AND DOOR HEADS IN � , __ 1,"' , "" , ,� �,� I I I. , I -�� � t� , _ ,�rf IN, � � � �V_ "- , � � , , _ , , , " , , �r - ,; I , ;i�: "I*1 - uL ' '. ,_T`� � . �_ * �i ', 1, �',, � , I � , , I , :, . , I I . I I . p 11 �­ :; i'L ., � I x . ,"*,,''r � :Y�. I 1. � , " I Ik t� ,-*', ort� - '11- , T " � �' t` .t` �; 1, L',� "I � ' I , . I . 1.­�; ­­ , , , t � t r �,�,, � I I., � . , I ­,�', � ­ , , 1� ie 4 , , �L' � . ­ -1 - I T�� �lt, .; � ' ' . , �. I _:� 1 1, I . � : I . . ., . I , I � I I tl �% I 'I , ' 'y - I - . ,,,"- ,'.�t,I" .""��' _'� I I I � - I I - - . �l I . I �l .. ..: T , . " �� , , :_ ;xr, .t� - �!, r,,, �- i- , " 11.1 , , I , ll,/:� � _ , � I,— , " ' ; .! . 11 11, I ,,., - � _ , �­ ­ "", 'k,,i��,�­�-;,!4::,.-�r,,, -1�'--9'1�q.I� , I I � -� 11 I I - :, 11 i". .,� I I I ,,,,� I -1 .� � t� L '. I L � I . I' . ,,�!,:,`,"I _ - - 1. � ;, , � - "I . 1­, '� , / � . ­ I I I , 1. I Ir - . : L I I 1, - ­�, ,�;_ _�.-L T":1-1 . 1:� 11 S3.0 MAIN LEVEL FRAMING PLAN t , ,", , � t -,� ,� - I , I %­.,� 1:, �. -1 , - ,, � ,��: -,,� "� /;, � � 1 , 1, _�'*T-11" , , ". , ""' I , " , , w I` j , I ," ,�t ,t ""; 'j;, J"' "I �-,- , t�,Z-� _.­ � ,� , ":'­"""!'�."l�, 1-1 IT, ,,, ,�. 1-��; I . � � - , - , ; I � 'T , , - '' " , � , - - , - ��,� _ "'t, r,"7, , _ _ , , , - I � , , , .'' I , " � "�;,)ov � , � " .., 'r" _94 , I, �'. " � ,J "� ,� " I � ,� , �, -,- I ". , - ,7 ' I ;�, 1, *�, , I I � i 4, _ - , I , , .� � , ': _ I � �� �: � "I L . I - _ ,7 " '- ��,�.�`!_,t,,,�,l�,­ � , . . , , 'N'.� - I - . - �� "�­� :1, �11�� 1�1� , , - i- :Y, � ,�- ,;���k��, ,; :, �y�,,�t*,,._�,- I ! � - lto I " �,,� _`,�;, ­ ­ ,� , , � , , , � , ­ , '' , - i �, 11 ,1- - �-�, , �,r,�,, '!,"`-,,--,','-,"::��.�,.�%1, ­` .; t,, I-- , q,��.A - -1,,,,,,,, I I t,�t,".e., ; .7 ' '.' ' �i_ , ;�: , '. , " , , ,q , , , , f ": /,',�,' - � . .� 1, � t ",,, "" I I �y-_Tt&';_oij,__�� "_ ,'�jii'��­ 11,11V-17� ;:� , - e,'�­ . ,,*­�-:�,.- "t "'I",, � - - � %, I �� � _� ,4". , � , , �"" :P�, � . I �1:. _ ,00, ll,"',7 ,t " _ , �"' L' DESIGNED BY: PHIL KEAN . > , 1,1 L r ' - - I -�t;�': " , S2.1 STRUCTURAL UPPER LEVEL FLOOR PLAN " - ,� . p+,�"1" � I I - ,1, ��" ,,- . . i - ,�?..;� ��', "�', "' ' 411 ,'r.,�il'__�,tl--.:�l ,4!. 'i'!,,,�, ""," *",*, t". , t,�� . , , WOOD FRAME CONSTRUCTION, PER MANUFACTURER SPECIFICATIONS. � � ­ '' 4�" ., I I � . t� r� I- ,� , ,�,-, , ,� . : � "" ,, EGRESS WMINDOW MANUFACTURER FOR CODE COMPLIANCE. �_, v `W�i:', " � "tF, ,� �� , -I ij­ � , ,V, -_,, ,, '. i, - , .,I - 'I , � ,,, - - , , ,�,­ ., , - - "i It , .. , � , , _ �..�,.,­,�­, � , -, , - -t --: ,ij, -:".,,: ��1� , ,,,, o.: , , ' " ''*lo . I ,� , T z � ��1,­�tl��'tq,- I- "jl�l_ , n,g .. . . , - _ , ,:�� - " � , . , . 4. DO NOT SCALE DRAWINGS IF THERE ARE WRITTEN DIMENSIONS. WRITTEN � ,. , ,� � .. - .,� � ",� , ,;: �:�t,�", �, , , , ,-1 , 1, '!,­�,"- ,'�,: . " ,, , .- � , -1 __ ,4 1 " ' '­ � , - , , � , , I - ,�_ , ".,-: ,r, � �l t .: �, ,!L , ;.1 � I � I I .- I I 1 11 � � I .�. I ,�;­ I - ", 11 It,, " , �1'7i",Fi , Z,;."? ��' I I , , I 11 1* " ." , , , L � L 'r . I I - " " 11 I , . . �l - " ,. - .*--�t , I I , tt,� , - I", , � I I m 11 t� "., I , ­ I , , 't- ,�, � I � I ��: ­ z..'', �1, I :, 1-1 11L ', I r I ­ ­ I . I 11 `�-,,'I,�:�_ ,,, i�i,,,�!". J, �l tl ­, �� � ': ,/ I �1� 11 't ,� I 1, ; I I �: ,:" . �"--.:_ �" �i,� r_ T : ERIC LUCIA *� '­ ". - 1 � 1 A T , �� r.� ,,� tt�' ­ � I I I _�o DRAWN BY . 1, - ­ � � I � - I ,�� .1 11 _r . .. 7 " � � - I t , :..I "i `:I'l 1�% T . - � � I I - I . ;, , - 1, I I " " �. I ii ,t, ,. : I � ,�, I I " , ,,,,,, , * , , i - I ­ e'' . ­ : , I I I .1,,, . t * T?"."'­z - , � ­� I 1, I � ::: - , t, // ;. I , - __ 'If'1,4 ' ' � r � �t��"�­ - A, , .� I --.1 , � ,I "i *1 " "" ' � , 11 " ­­ , I- I - ---. ,� ,����- �� _ , .. � , , 11 S3.1 UPPER ROOF FRAMING PLAN %-,�, "; �` ­ '7iv ,�'j!:. _ �, , I . . ,, � , , . � ,v � :� � �� I ". ,,, , "i -�, I I, � I . -I I - , , I - �­f� ,�' 11 I -, " � , , , ,�',, i, I -1i I I I - , 1: 4,�5'' , " , ; �,�,,i­�,.-��.' *' , I - ,:�: //�,' I -� , ' ' t /__ -,T "', I ", 't, t'll I , Mol �­ - ` ­ . ," �61 , I :;�-, �� - , ,4 �e - r ," Ir ,�,9 4 I t;V., _� IL, �_ �_, 7t :4 ir '. - . 41, I s'. " . `1 �l � � �Ti t, � �,- �i I I � , , 1 � , ': ­­, .�,­_ :,. - - " "�' ` " ' '' , I , 't ,:�- I �,�� `:I�l ll�,,I.�',-, ;��l � -, . - '�71`,I- . , . � ; ,I'- 1: > t �l � 1. �. I ­ I 1�1' I I -, 1 - 4 ��_l I- rl "I I " '� -_t ': '��:­ " , " ­ , "I � 'r 4 " , �I,I lw'l -P - - - - 'In t I -1''. OW_'�lt 4 1-1 � 11"'t- :­ , `Ti"", , ,�'., �l _. , , � , STAIR AND RAILING NOTES I f� �_ f ,�l,I'! � � " , 4, , �, , , �, , , , -1 ,.� ,_ , , � �j " � /,", , - `I � , , , DIMENSIONS ARE TO TAKE PRECEDENCE. DIMENSIONS AND CONSTRUCTION 11: �-,,,, , : , "i� � , � r ,. It I " I �l -4 k - �. , , .,d��� �L �, ��',�" "', ,_ ,-,,J'�,�1' ,r'­� ".' ,- DETAILS �AAY VARY DUE TO, SUBSTITUTION, FIELD CONDITIONS, ��t ,� , , �, -"!"", -,�, , , � 1��l - 4 . ', "r `� I- , " , , I , , � I T z ,I I *1 ; � t,� 11 � �,t; I! I � t�_ ,�"fij , 'I', , , "i "": ".:"''t', ��d "4,,.ii, ","T', .; t�,,, STAIR SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION R311.5 CONSTRUCTION TECHNIQUES, AVAILABILITY OR OTHER VARIABLES. I �`t,� , I I I " _ ,�l or " yll, - .: I , 4 1 - "r _��,f-:-�,,� , - , ­ ­ I ,f, - '.� 'r o .1 11 - t�, It: I L : I � . I - ':'T,`tf`,:�t�,L" . "� ._�­,r _r 11 . ,/ - �_ I : .1 - i"j" " _�e,�,,�': 4�,., :�_�, ,-�,� ,?. .- 4 � � : -, "'_,� " ''e, , T w � :� � ", 11 11 I ,,,-,�_� I." .1 ,� I ,", x I ,,",I�� ; � �,t" , - �,"',, , ,,.,, .I 1� _, -4�," - I . t, , I i I .�. , . , . �_ -, I , _ �� ,� � ` , I I , � , "' , ", , """, r - � , � _ I S4.0 DETAILS 11 , , , - � ,� " , , , " �tt­ �� - ­ "t�:T � � � tt, ";1". "o , ,� , .1 ­ ,�:­�,� I. I I , � , _% , , �', I f f '11,�I I -j� �.,­__-" 11: -, i ,, _­ , , ._�,, .11 ',-z,�, , �,"t� , 11 I _ , _� , �,.'l"" __ A . .��. ld�i "E'_ - , . '�,��*'*"- itt, I ;l , t�, , " - I � I I. : I L'�', ���' tl/ � , ,_�_ .", i� �, - , " , , . , , " t, " , ,,�, � _:i : � 1 . , I. '.�', 4 I ll�' I I � � � , ' , r , 1, �,,',� ,�L,�.- -x .',t':.!,�iw - ,i, , I� I'll, I ; � I �, 1�:'_`­ """.1" wl , � ,:t,.j;,f I - I � � . __ i. 1� I ll � . - , I_, .,� I .��t� I I � . I � ,�'�,� * ,, ; k� . _11'1� , �, � t� � I ' 'I" I �­ "� ­- 1, t ,1`.,,:,.� - "' , I - -_L ;�t` ­ . � , tq',, I - ", , r ,I ,,:, `1,, , :..:: f- �.` "'�, �,,,�. '.I ,� Xl� -t�!� �. ,,� :", I ,,, I ",t,t " I i� �l __��,i, , " " - , - , � !� � - _ . , , " " I ;l � , , I I I - , , - ,, //" � " i " ;�,,�, 4 vw t; ,� ,, 11 1., , I I �1' ��, -1 , '1� .-", , ., ; , "" � I" _"� , " n"� " - � ,/;, "I, I�1`"I, :ool 11 � ,, ­wo,. ': , � - � ,� ;,�' .1 - : I I . I ,,�,�,�'?,i"':., - 11 " �'I," � : I t�f, � t� ' ' � � . , , I . "r, �l .T �� , I �. I ! � - . , , L ,, � ;I ir ., I � " �f, , 1�� � ;I . I _ �x , ", �o 1 4; ,�.;I , "''' � T: "�' ""/'t .! I�"L'- � ' "; � I�`� . I . 1. I t, 11 . � -- - , � , `% L � �,f ,�%�,,, ' t, L , �;� � ,�... ,r�, 1 _� '�-__�',�";L � . I I I ,,,,, :, ,,$ ' ' ' ', 11 �'. ­ - , --C.-I �,,, ,�, - : 1-�. ", I , "� flt�" '� `f�!� , L -�"' ,1"'y,l , � S4.1 DETAILS I � I ll,��,-__­ , �_l � I li� �,-__ I *1 '�' , 11 j � .1 ,�,�,,"� ,I- .,� �,1,;�!, 1 4,1 �... I , �r' � " 1� , . ��.: �_�t ,,, , �, , , t_ :1. I . ��, , .�, -� .1 I�'. - -1 �­ , , ' ,, . , . � . r , '* - -1, , '� �,,�, - 1. 'I .� L e-,- - :.,-* � I ;� / 1 4 * � I - " 1 ,4 , � � _ 1, ,;�� �� t,- I , �, ,�,� .,�, � I I :�',I� t"L f - I ,�,,, , , I N4 ­'� � , i",, _ TV�, T. � 4 _� , I I ,, � � " 1 � . � '! r " ,�! :I .�A - , ,�,T� , L . t - �;e ��, -�� 1, � �t', ` " ii , � I , -�- �: :, r lo - ,,� , , . ."/ -,,, ," � , I I I 11 , it, , I � I � .. .,�,­ 1�"I 11 ,,,j ,,, ,/�f �I"I i ,,��,. _, � . I � 1. . . ,, ',T ,�; � "" "3 4i", �,-,:, - I- �l _ 'M I I . ,, , �l I IT ,� __, - � 11, I � . - , � � � � . 1, _t "� ,-,,��. � , _��_: '4'i " ;;­ !� ­­;�� 4 ,'T - " �, . , A�l' , , i, -, , : � 1 1�, ; - i . k. 4, , I ­� - � -- I � �1'm�l �l :,;''t I_11 /'111 �I � :�� � ,�,, "'� , ., �,rt I . .1 L � , ,"� ''.�;,�,�,, I ,; � " t , ,� , - 11,I , I I '." ;t,' ,���, �,,�; � � , � ,T,' �4 , ' � -.1 -.1 I___ :1 � � , �� 2�tl,, , �, - � / , , . -, . ;-4 , ,��,, � . I - , - �,�, , . " ,� �, - , , � ", , , ,/, ,. , . - I I ", I . . - �,,, �, i� k.i, � , ,� , � , ,e ;�� '! , , � � ,, , , -it ,�:�.t ,��� ,,-, ,� ' L,, �,11 I T: � 'L j'q!A '�'� "'_ , - - . ,,�,!:, ,,�_ _"�:, . I f " ,� � ,�� "" 'r �. , -- ,- I ' , * I - . ­ , "I -r I �, , id , S il , I :, �r . , It.' ,�! I � ,, .�', 1% I HANDRAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION ,� �,, , , R, lt� � � ,,,,,­�4w,,� , " ,'� � , , - �� - I " , - ", 5. THESE DRAWINGS ARE NOT INTENDED TO COVER ALL CONDITIONS.FIELD I - ir� ��_� --,�,:,Ar-�,�7 ,�r,�,q�s - / �', , tea,__ , r - .- I :�,,:�:� , . ,�', 0� I , - ' , , ,,",- ,� �,, _ � � , �l , " ", _ � , I �'L , , , � r,!, , .�_, , , _ " �4_' � I ,� , � ,:,"', � 'i ,Z. - �,. ," : " . I I ��'",'11, - - " 1 - '. kUtE�,., " �t. i�'7;,,,�,,- ­�, i 'N *k Y, ;,'"': :t,,' ' I I � � li; ,,,- ,,�o;, � �� 'r t-�,% tZ, I ': I I I - : ­ ;4,Tt� DECISIONS MAY NEED TO BE MADE BY A.O.R. IF THIS SITUATION ARISES, T .- /_ , , , � 'r_j�,4 e , � _ - t , . , ,, :, 0 % I � " R311.5.6 I I � ;"�',,,,,, .�- , � 10 ", , � � : , I 'I,' ' I ­ i4, ", f -- � , - _ _��",' _'� it , : I I I " I I I li , I � I 1� � , , , , , �' �;�­` "', - I _ , p" �.'­-,0"-:_ : ,-, 117 , ,o �lkj'� ��',"t ,��- �I ­ 't, � " ,t, � � ., ,,�4 � . ,lt�� I I 11 , ��- ,� ­:_, �,," �l � �­,�4,1 ' �t� t-", "',�� , , ;" �l , , . I I X � , -- ,V-�111�1 11- _'� ,�,;�� , ��, , ' t'j r? r i I . � I .� - , "� 1" rt- , . - ' ".1, %;�_, ,- . , V,� , . I . 'A - -­�,A-`kt�; , 11 " �L� � "";it`1:"e '. I , � ' ': �, LI. , :, , , � I _�', �:, . . ­ � "" I, ' � I'll I F- :-- ,�- ". I , 3�'. ,�v%�!, � " , 1: � 1 . 14� 1 ­ 2', � ";r - I '1:1 i: I/ 4 x,� I " �'i �� - � ",t _I I L,� - P ,. ,.t_ 1",:�.'� i�, ",`�tl.t, - I . ­, �A , " 11 I _ , ,�A ­*,,� -1 .11"'" ,Iir" ­­ ., . I � i I ,,, : ­ I LA , , �'-'1.111 "I ." I I I .... ...I -1 ,, �l 1� Al'r " , , , ". '01? - A - , , , Ir , Z��­;'4�i,,r , . , , � .1�1 - � ��; , ,�,, ; - ,; - �' . . it - 11 , r, , I '_�'. , 11"1. xj,4_ ��Ml,,t� " , _T 't ,,- -�;,,,,;t,t '-v,', � ,;/� �r � I - , � 1� I - - , , - I ;l I I ,�:, ,� ". . p , - ,� il��,,­ ;,", "" "" ­ 1 � r , I . ". - "' , -, ,,,�, ,�i.',_ � 11 - 11", I �� _��,� ,., � , _ � , � M�, ­,:, � �, 11 rt " __ �'r__ .� _ ,�",t,. ,�vti' ,,,. ­.� , "I' I rr,, - I '' . . I I � " "r I I`: L I ­ 'I'll "' 'O '���:'-,,',:'.���,r,,��f�-.,-:�-��":���",,,�'..�,��. , -.�, -,"..". I I "I'll , , _ .", , . . , ��', ,­ , I � �I, --� I " , i _ ,�_: - � m, ,- I � � I � � � i ,_,�,,, �,t'.1 � , , � k 1-f�,�,�� A�i�.., I � � , � , -0 ' ' , '� , , '�, 11 - , � .", . _ ��­, 4o "I �i - �,� rl , - - , -�: . �"! � -p i .�T I - I , , _ , w', , I �' �!,, �,,I , t- I � , - GUARDRAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION R312 PLEASE CONTACT A.O.R. AT PHONE NUMBER IN TITLEBLOCK. CONTRACTOR t ';- "�11 I I I -, 'y '.��_,' t " ,�,v . ,.�1 -1 __ T. � . I 1� 1.11 , � : S4.2 DETAILS it; , , , ' ' "," , - 4. : , - , ,,,,, ,�,� ,,�, I ,,, , ;�` e , 11 ti:1, I,, � - � I oll ,,, ": , 't � ,; : _ _ .�� � �',t, , , ., g :� ­�e%,.,�,:,� I � � , � , _ �. .1 .1 , , , �, ," .J�, . I ,� '��` ".", � r % r ?." f �:ir i -�.,` , I I i;` I �" , � �f­,� ­' t," ­ ,.f "*,�,-;i4 ,- � I "It, , 4." _jt�,-�� r""­,_ I � I I I - , I - � 1, � ." '' , '��­ ,,, 1� ,",. , %; f " t 1, _. ,!;�,,ifr 'I , � ' I - .1 . 1. -l"', 'I'll I �, � � I � � i $, � ' ' * r - � .�I �l t , " I I , - . ��l . i,, .- 1�:,� 1 1'1�7 1 " - T, , -�01 % 1, , _ ­­� ., r t ; ',r I j ` , ,� 'v " �!; - -l. _f� ,­ L , , I . -w fl ., %, , 4,�,, t� �ti . - I I " - , . I I '' I � � , p "_i,- f� 'to r I "I , " T I � 'ttl_ ,rj<?�,,:,�.�.',!:�' - __­t'll�l ,,",. I , � . , " : ',' ," I I _� _ ., - . . ,,r ., " _/ ,i:,� , �il , - � ."1111t, � , , "',_: �' !, �, �:- � ,�� � . �" _,; _4 ,� - , T � I I I"� � I . - �I I 1 T, , , � ,,:' 1 /5� I I - - I , t� �w '; - �, .�,, '1�::,,O%' " - , 1� , - L .� �, ��: I I '.1 �" ,, ,ell, . 1 4 ,�I I I I I I I , , �, �' to ' L4 ,. I � __-?';' "C -,�I`i� -,�.;lllll'�ll:i, � '' �,;�, �. i, I I r ,i� , �� ,", . J, - ''.L - _��, "o - ,� '. - :.�' , I I I � � . I . .: , , ". "; , � .1. " i I ,� _-r - ,,t- #t le L'' �I '_,�' 11 ,�.,�: -,,- Til", � , -, - "I I � ,j�;-"r . �*�: ,:�;t 7 I.-, -,2�1�'. .1 �, "e,,r I �1'1 I r, I � , ?& ' e�,`�. , � � TL - I � ,_ .1:�'i;<�,:tT�,:,::..:�,,`:�-,i;!* , .I I ��' - - -, It, I . � . , ­, � ��, e, L���, ,I - ' �t j' r, � " �', " ,F, , - I - 1, I�, I t ,� 41 . 1, I ,�� -,-,��`,, ,." ,�^� *.,­ ," , , , , I I I � I . � I I I ..,�". il - : � V� �, , - ,­ � 11 ;o, I - 1, ;i�" I L I- I � I .e - - ,'�, � I _ �, -,-";,,� �, �, - N �* -1 I 1: e I 1'4114",�, _"�"'i.�; �f� --, � -4 tt. p, 1�� _,t ,,�I,tL .4 - o - . , _�/ , ," , . - - � _ ", , , - " , .4', T. *4"" ;i Z� I I I I.1­ " '' '. � I I I , � 11 ' , tl� �l I " , '. , , - -Wt` `�� ; , ,�� . I . � I .. I , .;;, , , . I� 1_1 I � ��,T , i�� � r- � ", I , 4, 1 . � ", . *�tr�t-.,k_.- .. - :,: , _ � , _ :11,."',­;*,,a,-v" 5�� I-:4,,�!':, ' ., , �, ,-_o� � T' . "L: �r 1� * � r�, �11 . �"� , � I ' .1�- �� .A ,� - �A ­tz­ ­ , - I: � I/ I ­ 11 : "", ,��_ I , ,,: � " I,. 0,,�, , �, ,,/"- , ,I r , " :' � ­, ,,'t .,;,ti� - i , , , 4 ' �I � I ,7L ,� , , ., - � , , 4 .44 _ I 1�, ,. �� . W ,,� ­ ,ll�" _m 'r ,,,' , �', t,., ,"t`�',�,, ,.,', I., I . I- I - ,,� , � ,:, ,,�`v �'�- t,� � . , " , * " � - I I I , - ' , , , I � 4��v IC �� # ,�: 'k, r _ �l - ,� :, , -3, . 11f., 1- ,l ­,I,,:1. , `" t-T-�- - �',,,':,.,,,, -t '� ,� " _� :" � t,--,, - I�T ,- :,,-,, -�'� ­P,it,,,I i I e I �,k, , . ' "- I �, ,� . � t , I I I I 1 '4''­­I I � ; ,,,� '; �"', ":,'i ,­�,, - .:. '_�� - �1,i'!,"4�i"�.';T, ,�,,� - , /� -l"o- "�"t I ­.tt�l.'7 -I- I$ "" " - , ,-*, I , * _� � ", '' � , '_ � 'L - �:,.e, I .. ; .11 , ,"It,", , , "" , 4,' 1 :, � . . � � � ,- � , )to I[I 6i � " - MEANS OF EGRESS SHALL COMPLY WITH THE MINIMUM REQUIREMENTS , -�-,_�j � -1 I I ", ,v.­,tjt� '.. , t- `��,-;fi _�-,":::`��tt,t��:��. 'P `7 I�,',:,i" :, T � K 1�'OP17_, , ��­I ' I , � ,,t , ;, ,N� L I � ,� i , , �_ - :1 , " .,] , � V _,I ,� .: : �, it��", , I � I I " 1; I j,i;.'� ',��,t, _?"ll , T '_�1171_1111!14 ,,, 1 � �',r " ol �4 � � I I ." �, , ,­ , , - _ '' *�l _, ' , " * ,,, �'" I�, , -, ;,� t.L I I ", I **'­-" - - " �, ��'L� .7 -; , , - ,�� I I -, t, I 0. .,r*:,, � �� � ,�'.T `�', 1.�- -';.,i�`*". W V- ;,- ��-,,-, , � I - ;. , , , 1�1�j, ­i-,.�.-­ " .,;i ,li"IT - , :," I "�­,, 1,�,zoi �j�:'; - _ ,;,11 T.. 0;' �, I ':� " , " , _,t NY _ij�'t� ,��, � ,_ - , � , I , , � � " 'I _�l � , e" �,�� ,,:_. _-,�--",--`.-,:.T.­ :�: I , �, , I , � 'v , - , SHEET I � ; I _ , , : Z7 " - " ­^�r � ..".`� ,�', 41 , � 4� - 0 ., - _1 ,��I'k,,,,"­,", S4.3 DETAILS DESCRIP: �Fl � � , � 't", �m , I , �' I 11 " I - 11, _�,` I ;tt'� ­,�,-'; �� I", 11 � ,� , jt?v4 �l�, � rl�- I � _ , ?// 4 ,/ 1��' � , , �,,,I jr:!�­�;.� - ,� ,T- � ;, / x �� �.., �, , * ,��,�,:,:,,,,:�:I t-1 : , - , . SHALL ALLOW FOR MINOR ADJUSTMENTS. , I �'�� �l ,T`" 4"' ' I 4, �. x . -'� �, I , I I III/ - '� - �', ,, ,��._ ,� t 1;�'J` �,,,� , I ��,," ",,�`?77 '_� , "I oi�� I 1:01 I _� � �l � .� - �, � � - --.'-'. � k� t� ?,�,, ' _� "'t, r_ " I , _ ,� -, LL - " I I'll 1, , : , � ,i�,�._� .% .. ,� � "' ' , A I � il ,,'��, �Ti : I � , . � . ! � , � , �' , " " , m , MEANS OF EGRESS 6. ANY CHANGES TO FLOOR PLAN OR ELEVATIONS MUST BE REPORTED TO - - ,/, ,:, ��,' , �! - 'I, ,_�,",!�*_-5, 1 I I,,, -�� I �j "� _.11 "", � � ,, .1 , .� �:t:. , � , , I ti t-- ,�, , , � . , . " ­1"?� � o::' ' :­� I" , , '' . I �0 �_"�t � - '�K , -, , � ,p ? I , V�.;,,',�!�:. , .�> I ,,,��-,",r, � -, "' ,,, ,,, " , I ,., 1, � i, A.O.R. FOR APPROVAL. _ -,_ � , ," , -, , I I I Ir- , ��, , "" r � , , - " r� , , �, ,� . I , , ��., - " ,-�T , j" : ;�, ,,� _ " �;,; i I I .W , � � 'I r, i, " ,-�, , "., : ,,- , I - , . � ­ ,7;,�-r , _�*�,P_ �� _ � - � ;" ," "" '�­rj , ' , - - -� , ", I , I , , :11Z r �_ �k:Al" , , �_ ,� .1, � " . , r I "t;', �IL' ­ � :,� � , � " t: - , I - - ,,_ , � , , . I I : � 1� � . , I , ' I - ­ ;,�, _ . -­­ %,�,, '' .t .,�,:, ; t I -1 . . , I , � - -_ -11 , � ' "' � ': : �11 " � :1� � 1, , ' ,� - ��, , , .'lil I ,�-� . _., "?", , , �",�; ", . `­'*­"' - - rc , � -,-1�,��:�,,,,,,� .: �,v!�:,-%�, �": -� 11 -,� �: t',.'� t`�t.,t , , �iz ,,J"� !',-;,' ��; - _"�,'� �'�.�,,�'_'�'� . _�'-? '��� ' , , 1, � � � - ,. 7. PHIL KEAN DESIGN GROUP SHALL NOT BE HELD LIABLE FOR ANY FIELD ;�_ "' " , , '," " ,,, I - I I _;::,��,;,,t' �,f L , � %, ; cr', -7r ,'t . � , , _ � ,. � I , '. � - 1. OF CHAPTER 3 SECTION R311 1, , li� I �...� .;` � I� o'�i _ ­�� � : , I 't ­ "/ ,, � , ,"" t ,�. !�j,.� , ,r�'�,,t, ' '�" _t,;"�" , . - ' �r "t I - 1-91 � , �; I r� ?r , - , - - ­ _ '. i `,': � :".,: ""'._3 ,,, ,, _,,r,_;,l,; , _§�"jV ,; - I . ,,,, .� ;%t", , ", I � . " - . - , �. 't , , , -- "' , - t - . . - '_ _1_� I , W.,�,�,'� ..,�*!::; I I , � I , - , - , .­� � ,Z �; , _ , I - " � 11, . ' ' , ­ � " , - �#, r � �l �, � � I. li , 'i, T, ,� �I,"��­�� I .I I I I - � �4 - , - ,� � � � -L, - _�l , ��; , ;,I�,� , I�l �1: 'N' " . . � . t , .�. ", .".­:,,:� AI , � , , � %t�t � - Kel I f� L� I ,, . I r. t? ,�, ," - , , , , - I :t,,,--- "­, 1. � _ : I , ,- , t 11 '1.i,� , � 1, 9 � � � � - �l 1. . " "I . ' - ' �I '�,� ." "'_l,l;":�:`­ � , ­� � 2 � � . t� T, - r ' L�­ , , I . , -11 I 1. ,� . X --, ?�, ,1 ,_/r_ - � I � 1: .", I ; co i _/ I - I �-.:�,_.,,­f�% , ': � - . 2 ­ 4 ;"-:,�,:�� , ,� ,,, I- .--T, �*, , * , 1� ,,'�;*tt�,,�Trt,";� ,­�j"�-:, ;,, t, ,_ �, -�!,,,*,,�", . , - �m, :�z i� ': " �,T I "It � It I - 1, � �, -.�, I . 'V v _�'t'i, ,,,�­' '' � I 14 tl­', -A, ', ­­­ ,� * ." , -_1r,:"'j", �� 'I'll �., ,� ,Tt: ,� _�, "`�� � � V �l " ." -,,,, ,�:,. �;5! j­.,::;t, ,'' , , ,��, , , - ,;"�. -,.. 1-;, _4�' " '� - � ,�,,��'� 1� /, , A 1 1 1 1 1 1�I , " ,_` � - ",` !4 " , " �, , , -,_ ' I , . , � r::�,%�,, !"," - - , - -1 -�K I Tk ­ ":fl�,�; ;, _ � , _ �:,t�,_ , 11 � Tg 'I� ,,, ", , 4- ,­r�" , , , �i:"11 - - , , i , -I -4 v � _ ,-, . .�;�' :�,� �` I t" 1 170� �.- ,t , �� .�. ,:� " it.'�',� '��'�', -, , �, o e , , CHANGES MADE THAT ARE NOT REPORTED TO PKDG PRIOR TO MAKING SAID . � _:, . 1. 't-'- * ...4. "I"�.' 4., - ,�_� . * i �Y,, ­`4,�:!:, !", � , 'i�l� "_ 'i", . � , , - ". I I I 5��t::� ,_: , , , r- , , I "W"', ,;�,I , " .�,,,,r� '�,� ,,, _'+o,; W. -- -1 , * ,,,,,,,,, _� ,��" " 1 r ��t �� I * , , - I, ` ­­ � , _ - ,t:�� ,;� : , 4 , � - , , �� . L - I ,,,�,_"-��;...."."',""" :� ':-, , , , -- -- ­ , - %. , -,� I I � 1 '41 1� - ,�, �':�, :� �' I I tt� �, ­4� '� "? `3 ,, ,��, ,-:, , _�r , ,�', � ' /� I ,,1 .1 � 4"p- -�,i; r. , ­'(.� . , t� � I r �_ 1,'/11 I r ,�'* gl_�. �p, �i- I 1� I I _t� I ."I ­,� I I , � , , 'i.,�I,� , .', " �l r 1,." 1. I ,��,..:, _��, , , j.1 � , , ,, ,, ::4., � ,� ': 11 "��� , -, - . , i , , - ' -" . - I 11 I i� _,71rl. _�:11,: - I I I I t. , r�t I , I r:'. �`. T � . I 11-I ,,,t �I-, . �I 4'.11 ':;`,,�'.'t',,,�,:::! , 1-1 I � ��� .�A I,"I , I I I - , I ",, , -, r- ,�. -,:� I - P , . ": IC14)11 I -z' ` � v� , �, . , " ":,-1 I- '�'_' -�' f_l�. 1�tl . L_ r �P ":� _-�� ,_." ! ' ," ,�,. 11-',,i, , , ,..'. ",:; � , I' - v g- . ., . � , Y,l , I I -1 �I F, �, I ll� Jt _,_:z!: �:�,. ,�, � , e. "' t, - t4,W , , . � - . .tt ,z ?,4� � , , .�l I,.I It. t ..:,� ", � ,F t " , ­� ",:,��"*? �� j�� , , � ," �F " �' " �� , �� 1, ,o�t,�,t', � �,, , "i�.� � � 4;� I � �,,`��`�, -- �v . 0 -. .", 1,, � ,, CHANGES. --��s � ' .-� I I .1'�7,,;:�1�'ln lo� - .t*��_� 2 W X�1, .1 ,,� , I'll,* �, .; - , :i�i, �v - I -11 I ;j t ,7 , , � � ,. , , -,, - - -if,- :`;4, ,"I � :T", ��, r I �, �,� ;, � ,�,` _­, ',,1.I I I . _.� . ,., I ,�.I ,�',, �� t,.,��, "" 'r., ,': I I I , ,l �, " li� , f�r "," �r i, , ;t I - ",r,, ._Ir r , _ � I ,�l ,r r . - .,�'�,:�:,::tj,,,'� ,1, I 1,, I i 11, : ., , � � � '. _ �, ,_." I � , 11 ,I I I " : r IT '. *1 -_ , ,.. �, �; ,, ,,� ,�, ,.1 ? . I - �z ,.t" 1_'��ll � I�A vi_'­!�,.,',,�� , . ," � 11 , , � I I I . I I�,, I 11 I, , .� ."T - - - , ,,� , , I tl, , �--, , , , , ,1, j" "' --* ,� "I I j _� : _� , , , . , � 4 , ", � . , , �_ , , - : � , -, , �" �, I� ,/ _� 'r � '.I IV, , .�:��'r " MECHANICAL AND HVAC L " _­� ,,, �f!�,_, ,- , , , _ - . � ._� ,_F, �� . � ,,_ � -1 , ", "'r:' ', , I.` ,o .1. 11. l_;ll/ - �� , ,!?: - , _�: -p "' __��,"_' � -,,,��.�� 'I, .,-�,� T :'�­ . r , , ��, t �, , ,,, . � r � � , �_� , � _;F I ,� �L � ,� t, . ,�� , _ , � ­T�,".w"l-, Ititt,­�­�­�tt �,,��­�'_' , ,,,, :1 -t, 1 I I I �:�1, , , ,jt� � - 11 ", � � r 0 , !� ::i� , _�:.:. .,' �:,;��:_, " I � .t. .1,'' ,- , I 1,',�, - --�` � -4 . �W�lr",i, 111 :t , I -, I " , - , -�, , . 1. *, " ,,:,,;,,,�;,� i T I. " , I I T ,;,,,__�,,,­.�'_,,�'T " - ­ I �t, � � ", � "".r/11, �, :1 ', "I I I I I , �­ '�­,,r - . I I - - � "_ - ­ .1 I I I ,''? "­ ""�'­_, - t 1, 1�1�1,� I-, ­_ I - .1 I "t" '' , '', I ,� ­ A *: ' ' � :� � , , - - ­ i , _' to,: r r - - �, -- V ,, "'V! ,!*,;'t ill"'It ,�",-,� "�tr��!-',, ­ , ", I ,�7,�­"��lt,�:,� 1 , ll."�" ,__,�'',',�� :'t � ,` I . _1' " _'t,,, .,�7�,, ,, ,�,­�, ,"7�_; I!, , ,", . ,�� �, ,, lt: '��� ' L "4'. �:t�" ."%,i,:T.,: - , _� 11 11"k �l I '�; _�,_ �, A -ot� , I Iv �� , �', , � '� ,, 't, , , _'�`;,:� _�I. � , , � I'll , , I �� t I '' � � , X , _ - r 4�:� , , ­, " , - --'o." " A- , , _ *- '' 1, � , " � , . ,,�` ,- �, , ,,, , ,,,,�� -� - '51 " " 11 - 41, "" ,- ,;_ 1;1 " I 11 . . , - r I 11; . ­,, ' r;., x' '- , it, - , -It_­-., f 11 .1 "W"', �,��'�l - " , t0i,�,',7�1 , , I . , I �, �o', t,A: ,�� , "I.� � , , I I . , , - >T :I i�' 'i�j',,,, ,..:,, ­....". ­­ `�' _�Jtz,�..-;'! ._l - ' ' ALL MECHANICAL SYSTEMS SHALL COMPLY WITH THE MINIMUM � .V_�l '' ­-�-- � AT f:­,,,�,, �� " ,m,­,�tr­�- , '' ,,­,,�, ­ , " ,�,�t,, ,'2 , � 11 "", � _� �t­ � 1, � " I , '' �� '. . ,I ,�� ,� ,� 1�1" ' " ' . "I' "�� , ; � L., ,'­�---' ;i?l, ,,; 1� I;', ,t`:ltL, . tz� : .1 1/1 ,111, " 'ti" ­_,,� _-�,,;;'',;', I e I ; , , - 1�tT ,,,;T.* T�7, �'..�!�����s:��,��"I'�*.",�������,:,��f.-.",�:���""I'� 1� t', �I I I I -yll I,", I ­­ . ,, 't ­, ", �l 1:1 ': I ,� , _ "O" "., I � :� , I t, , , � ,� - ,; 1, o "I " 11 , t1l I '': � '­;� . � . ll� " - ..� ., , , . , , , , - -, . . - r t, . , . " '' , ", 11 � � llll� `,l i ­ I : , I I , I ' ' ,� ­, I'� 1. �� � � :1,ol: i,::-W :T�i".� �T,,I I.- �,�1�t .. - ' . , . . 1. t , , 11 t, z 1.11r, �l -I , - �­ __­ I'* , �: '. I'll ­­ " �, ;,, 1'� , ,,,, I I . . � ��- � : , I ;'l :,` 'L' �L ,�, , t� 1. I , t, '' - - ; , . 1, , �, ,� $ ,.� P� - ­ ' ` '. ,; " -`�� , 'r - , . TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN I � ., ,ti t" I I - "'� I Ir f, :�' ` -1 " ',it:.,tt� "I "Fr I I I I , I­ t I I. 1, I 1, I I I , I I I , ,,,,�I � -, "","t' 'r .,'� T : � I� - 0 '�! ll� k -, I .t�­ A, ,� 'T I � �,� ,, , O',� . I .1 :, ," ,,�',,,,,,, � I I-�11 I, ," ;�, I,T,, - i, I I I - I I I :I �� REQUIREMENTS OF CHAPTER 12 THROUGH 24 "", � ­ d , -/ I . ­ , I , i,'­� " " I 'I, �::I I I I� _�: I , �, � ,,,r � - I t, 'I, ". 1; - _ 11 , I ;_ ':��;1�1 ,",,.�' r' ,�tL �1, . �l � I .� ': ­ l" ., _::�, " ' ' -' &r I I -r � ", �L� ` :":",.:,":l ". ­ . I I I I I � 11 ' -1 ` � ­ � '� 0, '' � I " , I � � I - I I .1 � , I ,,, _ L �, , � ' - , - ,��, �., .,.,- , , ��; I I � _ 11 � I � 1 , ' ' � I ,�, I I , � I - I_;,�' .r '1� �' I : I , �I `��� - .I z�. , , �,:�tl,­,`� "tt ,��I' ,I,. , '� , 1_?,�'� ,�:� Ir " , �l _ ,- '_ i _4 �?, , " /I I ; :�` I 1, . "I -,,I ;,: , ,;, , t 4 L' ,_:,� ,, �;�P:T�, , ,,�,;,x ,�,� ,, ,�"," � . , ,t': I - �, ., I ",, 11 , ,,� , � I I ,, I" , � 1�I' r I I , I "- I . � I _�:F. , � � r, , , 'I �� !,,,,f -� ",.- ­ ",:"', ',, ,�;��.1� �: _,:.- ..- �, I , � 1, ,;t , 1,,, :, :" te, I I I , 1,�� I , t I 11 I �1, I I 1�, , � ! I I ­ � ,�I; '? - -,, ,il- , �,'�"Ir., ,,� � ..� I I I " . I �, ,. ­ , � , .: � , I " , I � , I : t� , , I " , . " I , r ", �� I- I y: *� - ,� � I-1.. I �, n�,T " � , I....11", x ,��' ,�l�" , - 4 * I I I - ttr1l �itk I'll. -* �i' -e- 1 I I , �'l , - ,,,t I I -�. I � I , 1, I � _,�":", . _11 � ; a I -1� I r� I -/ .�t, ,.:� 4, ,f" ,!: 'L "", -� ­ . I I . - , ,,,�*_:-,,;,-V�-�_:::11,,,�".1,� i_�� ;... ,�I I I '. I I 1, ��, I 1. . - I z / I I I , - i. - it , -�t?' 1�1� ;,' ..��' &� � �,� ,� ,�w� . : I I I. ,i�_ L�' ,���T I I -1, ­ �' � ��' ', tj '�P , -- , 11 ti�,"t � �11,t, 11 I I I I o -I I 11", , , - , � " I I : -I tt�l:,�,, "vl�,�, . ­ , �l ,", ,1,:,,,, , �k ._',"-�,t'. - � t . 11 �', I �,�,,,, , ;/�, - ­ t�:,' 1, : :'':_'_ �­ 1, �, - " I �' , , I , "' ' � - 11 , I �� 11 I i�­T` SHEET: � 'i, - , �, - , , �,­ - 11 ;' I_ - ' , ­' ;� � "I ;', ,,, �:, , :�, -1 11 " ,; ,, t,l� ,`�_;t5�' t ;l :, , It I 0��­ - , . I"I" 1-11-11 , 5 , � I I I I ARCHITECT HAS BEEN APPLIED, THERE SHALL ALSO BE APPLIED A STAM �, . , I � , - � - � .� I I � , 'o ,?; f , " ENERGY CALCULATIONS FOR HEATING AND COOLING CAPACITIES SHALL P , � ., ,, I , ,:� /1 't 11-, 11 � I ­�,�,":";, , , , , , ; 'r . I � �� - I / " ,�, ' ' _�� I 1, - : 1, 1. ;l " ,: � I " ll� it? �,,, � j '' , , -_ t ��! � ", f- , , - , � I 11, I I . � , - �;I �'l rot, 11 - � .,�_ I I . ,I 11 " I - ­,!�­, 1*, � � *�� , � - "Tt " " � � I , � . .: I , , , I I%, 'ti, � 'I'll I 1. I I :� I � I I' ll I ,. , . ;" , , � ,�; I , /;," , ;, , ;'­ I ,r ;: _q.� ,�,, . " at 1.- I �l I I , , ,�/," � I, . ,�,i: � ,,�, � 11 lll ,='­��'_�,,,� " 1� '-l: , t, � '. : I I ' ll ' �' I . � tL .� ,,� � -, j ,,I,L , , � :: ,� 11, - : - " - t",", - " :-t; ,� I '# " I ; I I ,,; r - I I ., I _11: I I ; 11 I r i _1 : g, -, "I ;` , li-I � . .", � ��,, , 5 , �" " ;` -, , , t� I . I I I ,�, ,,,, 11 , . 11 I I I " I 1, r _it 1, .,�, :1 I,/ , , I BE FURNISHED BY THE GENERAL CONTRACTOR AS AN ATTACHMENT TO WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE I I ,", A ,;.,.­__" . . I I I "' ,,,:I _- "� , , 1:1"711, ,�� I '' , , �­�,�T I I I I I . ..."? "r�.' ` !,- 't. ,, ' , - - -11 -,,� I - toll , � � I -� . 11, I I I I �,:�� I _ ��!, o�­,,,,` _ - ­ � � , 411, 1 1 "I I 1�1,'­� � I I I � i� �L "T �� TL , I _� -j . " I I I T, I I i I , � I . I - ,­:!, L I ', r� I � , ��, '* - I 11 , T, I t 1 I : , W, . : 11, "', ,, � " � � I I I ., 11 � 1�1 .. � rr 1, .. : L ,,, A . I T I e,� _� �' , , * _�,_ r 'a � ­ - t� :_ _ - r ; 'L -1 *l. _ I -- I I % I � � 11 " I " � . "/ ; , I � ,ze ,!,"t , , ��, '' ,;� , I , I , � `�` � , ", , , `�7� � - ,, ,� - . I ` I 01, I � 1. , . � , I - � , , .1 ­ , '� , , It " � � 11 � , r " � I ,_.: � . ", _tr ,� " , , -,;, :�i - � , - I , . �­ , ,�k i" ,�, ". � ; , .A ,,r 11 �, , ;�,, ? , i� `� ,- THIS PLAN SET AT THE TIME OF APPLICATION FOR PERMIT LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A I I"!"', "I " ' - I I 11 � " , I I I 'I,11, � � 11 t 1". ., �, *11 _ ( .-, -, , I , ,� ", �'_ �l I I 11 I I _�, , �, , , ,,; I I t" - ,; , , �� _ ` 4, , I , ,� ;� , , I , .­ I.- , , �111 ,11 I'll ! I I ,� "; I I 1:t �': ,:_z ,­:, I '? I ., I , �i �.� ,,e "�"" ,�. , 11 - ­ I ��,� ': �, �, � - — _ "i " I , - , I I—- . I ­ ­ , , I I :_ ' ', o_ "I 1, I I ., � "' lt�.t_ "' ' , ;� "', � �__ _f ,�4, � :�:__ ,nj,, .11 ,�'. I ,,, I � ­ � ­ 1: ,.�', ­ . I I' ll , . - '_ , .� � _,' ' , tl � _ � . 1� , ­� ,, 1�­ .�i,� ,i�t,, _t'd I ­ ", , 11 , , , � . � , *�:-­ � ,,Y� v , � , " r . I , r'i r, 5".-,� .,,_ _,_ , � - I - � � .., , I , I �1,11 -1 I '_.­-'­ I I I � I I , - . .1 It I I I ' ' I - I — , ,� r I _ � i __ , � . 1 , , , *�'' . 1 /11 ' � ." lt ,". --,e, �- , �l _?' ' '�tl I 1 - 11 I - 1 I - - - I % � � " , _�, , �il ,�, , ,,, _��,` ,.,, . 1� �T � -1 ! "I - �e — � . , , - . - - , - , t ,tT , �,,' , , `�, :, ­� ' , , �- . — �;� _ � , -.11 � ­ - ­ A" .'! ;��w 4� �,, ; � '; � I j;; ­ Ll� It, It '11, L , � �­-*��,,;!-,�i ,.,� �_ �/' 11 �� '.11l '' , ; , I I r " I I , 1-"`�," ­ "t" � ­illl. .,�% . ' '*.* -" ' - ­ 15 ;: 1 ,Jt �� I I I ,� '� ­ I "' t, �,,'­ ­ � : , 1� ;. �_ � _ 1 131;1-�1!17�i .;_il _� �'_ , . _ ­ " " I - I ��, tt"ll �; i'' � � ­ 11 I 1, ;, 11 -it I'll /r , : , - ��,.' � I ' ' , �l , I � ­ .i� ' 1 . , I' ll , , ,' '." , r, .- -�ll 1, , ., I , 1. _., �:` ,il.. lv� �,�, ­ I r 1� 4, " " _ _1'1 _',�'.`�i� .1 I I ­ . . , - "; 'r , !�l 4 ­ . i 1, I I I - It, I t', 1 : lt� ,� ,�� ,e r , � "" - I __ ,� 1 . , 11 - 4- Y, !,� 'T ' 11 �l ., �', i._4t , _ _� :,:!,,, " 1- - I_' - 11 I 1. I �,,, , - - � .1 , , � -, _ _�_. , I � � I T'. L . — ­ � � ` . I . 4.1 I., I ­ � , `�` �l �, ; �� L,:, I I , , -- "t I , � - � L, I. - I . "� � , - -- -­ ��­ - , "', � 1--_1 ` I -1. 1-1- - L ­ 11 - 1 ­ - �'­ lt­-t. , �_ - .,*��""",?.�""">;�,,��,,�l-, - I'll ,"","', t" �;­ ,' ';, I I , , � ,� I ;­ I " ,� L . 1, � ­ ,, �,� - I ­ �­:,­, �' � 1%,e" I ' '; , ,r': ' � � ­,_��­ .t"I " "% 1, � I 11 .,, , _ �i _ti� ' ", `,`­.,','­ t- I , ,_,�* � � X - ��,'�­lr' -,--.----, ..- ­ I I I I I I '� " _�, �, _ I ", l�� ��I'­V _ I __ � t" _ __ .. � ,,-­:�.J',.'?�­ ­ - ­­ '. . '_ 11 " I _ � " � _ , _ � � ' 1-1 ": I'll , -� I !, 11 , � " Y " ,f, ,. f,, , . , r � ,,�,� .. ,,��" ,,,,,�,�.,". ,,, � :, � , 1 I I � T 1":�, I I I I ." I -1 , I � ,,�,� , . I - _ - , LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING ". . t� ,�', , tl�, � , r, , , �... , - � - - . , I I �', I � " . I I " .� , � " * "' " , - � , - 1 I � , _ �l . �, , - - ,� : � /I I , I �; � I , ­ , _--l, ": ' ' , p_ - � �', _ , ,;, f, :� :-"l_.i'­ � T' - I I � ". , � , 11 I - - � I ; '2�":" , I , 11 , � " � -, I ," I I I, 1:: ­.il ,�, "." 1� x1l; _r, 111,11, .1 '. I � _�, ; " " ..,�:__ ",",,�,� . � I � . t _ ., THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT , r - _.. P I *f#,' -1 ,�_:," �_ . , L� , rr� I L � I I . � I � . � " 1, V � , � I��l I­�, . " I I I . I I I I t,- ;)x.l il�­�­� , , � � I �,� "c %N,.- I Y 11 1, 11 - , , ip I I .1 ,w�_lw� Ir, I '' �11 , . � I 1�1-14 Al _, � ON , 11 I— I 1 ,$� ,,`t � , 1A � __*..t'% , I 1. I ,ti, , t I I 11 I ..�l - -% : ,�f I. , 4 A f - 'IT - , - ' ; L 'L "T,,�; . 11 I , . �, - � : ��' .*�_,, -'t -� ,,, , .4- ( � _� . � � ", - I '_- �n, _!,� 1, ;,�_L. _- .r r K w ,.,i- , 'fl'a,�1?w� i� o ,-�m,,"'�Q, ,P*--,-I . . _ , I I �' I - ,- -,: ,,,�� ., i�.',, : ; I " _. �� . , , , � I � ,,,,, ��:,,, ," , , .0 '; , ., � , if , ''ll I I I � ,,, I - , I � I t� ,,:,' � I ll;_ 1 tv 2', -� I -.1 "T �, *5 � I '. " :" � t.� 1, - I I _ ­ � "ll, 11 ''I I" I , "', , , " . I -1 I ,,� - _ 0, 11 �, - '11"",il ,"'. .� , - 11: ,"- ,tt:, -,,4,,� — Aigk , - I t�lfjillq�. ,t,lill�,�.� " :"*� SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED B � 1-,.'A, il �_�__,� ­ ��e,,_� ,�,�, 1, ­­,, -1-1111 -11- I 11�111111­11 � ­__ �', ­ .1 11 ��" � ,� I , I , I ' ' ­', I I" - q.*_ ._ �w �Al�_Alf I� I FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND — SITE MAP - NOT TO SCALE � %a ,::�� %6'%Nft- 0 D A QIN V4 L E__ L" N C E p ( � "/_,/� l' I I ���� . - , I-=,I 1 l='71=i 1 = I .I I I I I __-� __�,_� I - El Ll I // X\ I I A SPECIFIC DESCRIPTION OF THE ALTERATION. . � . . I TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE DESIGNER: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY � WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO co HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH C7 o ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. Z o C7 P: v w U Q m w.-x ` W mEu- z z Q 2 12- - cc,, E NOTE: o L 1. CONTRACTOR SHALL USE EXTREME CAUTION z Q ul N C lL7 G WHEN WORKING AROUND SAVED TREES. 3 U = c.a � r-� lam-• 2. ALL UTILITY WORK SHALL BE DONE BY HAND z WITHIN TREE ROOT IMPACT ZONE. 3. ALL EARTHWORK WITHIN A TEN (10) FOOT RADIUS ARCHITECT ZONE AROUND SAVED TREES SHALL BE NON-COMPACTED. OF RECORD: SMALL TREE: 250 SF AREA ALL DEVELOPMENT ACTIVITIES ARE CQ MINIMUM SET BACK PROHIBITED WITHIN FENCED AREAS. S 69 6' FROM TRUNK Z 0 SS' MEDIUM/LARGE TREES: a 00 '-, 800 SF AREA ¢ 00 MINIMUM SET BACK2"X 4" w Z� Y V DIAMETER FOR EVERY O cJ v A co 1" OF TREE CALIPER } � _ FENCING SHALL BE SET IN PLACE w w o Qz � f 2.5 f PRIOR TO CONSTRUCTION �- p U) POSTS- 4"X 4"X T;4' ABOVE �^ UJ z r uj GROUND Q v Z U J U `o NOTE: FENCING SHALL BE AT LEAST 4' ABOVE GROUND AND MIN. OF& BELOW GRADE. rr w EACH TREE PROTECTION AREA SHALL HAVE A MINIMUM OF TWO SIGNS ATTACHED Q TO THE FENCE WHICH SHALL FACE TO THE EXTERIOR OF THE TREE PROTECTION AREA. TREE PROTECTION DETAIL N.T.S. �T�oC'� oT Lj O GONG PIER a a p p W RAMP a. v . �T``R•T a '�. p a• a a, ° ° .a ° '7 d G v C.v C Q v v C Q a a° ° pR1VEWPY a a' c v p '•. v a a ASPHPtT a v a v a ' a °" c v a' v . .p a. :. a: . a • a ..'. '. ° v. c ONG.PEER a " . o ° a v ` G W11AMP ° p vv a a v . '. Tl'P. a o.• v. a G ' Z. ev a hA<T v a ORr�FwgY. a .v a ".v : c- TOWN OF SOUTHOLD O Q SUFFOLK COUNTY NEW YORK . . a O v:• S . C . TAX No . 1000 - 81 - 03 - 19 . 7 SCALE 1 " =30' � 'v a O �A v Q. e�� JULY 289 2014 d' 0 r 0„p/pF a4 CIO, a ��<< AREA = 256,873 sq. ft. ° a (f 4/1 (TO TIE LINE) 5.900 ac. POND �9S j Q� 24„NA v' v ROw000 a 2j33 200, a p _ a o ArF Ty as"" Y�90 TOR 0 ° ry 22„yAROw 36„I'll/w 4-1 R ” 24„hARp °OO °W 000 Q •Q T v' W a v °Oo 26„ Z ° v ° O ■ yAR . woo �� 30°yA .� z n ° a 70 �24�-rygR = ROwOOO 24„yARo y „ as a °W000 ti� w°Op 8 hl,%4, 0 � p rs„ a U (z a a a hAROW000 rs„hAROwooO �� n 9 v ° L.L a Fc S T yA N zop 2 a' r8 yq y Ro M R°wO°O 26 yq O O W O a. va °. . 900 2p„yA R Iti°°O T R CV v a°, 00 2° /yq,9,0 ow ° p�ANT r8 AROw r4 hgROwo V. r6' 2�” 20 °0 FR °°O rs�h N °O J O 8 a y rYq yA ti<v �, qR0 . 6' 00 90h/0, 24„h ROwooO 24„ Q ¢m m o yARpw W°°O V p `. Q�Q�Q a °:: °O— O AROwO yAROwoo 2 Q p0 °oo B,q Ty FR O Z° Rcy yo;q °o � •v v oV� 24„hAR N � �(' v yARO h 2� , Wo0O �m� 000 O .`�' r °a '° �• tiq�To9i. ”• �� mQQ�Q. � Q�' � z� s'° eRrc 2j.,. � o�v 10„ lid a. o' �JQ 2 ? o p k O WOODp/NF lygY o � = N Q� � q0 foo N &0 \ONS ° pr ° a ti� °oma P°PO 18- 690Hq NF p a v �O�<v S 2 '' RIOWOOD rs„plN r2 r2,ppryF a � � � 00� oQ Psa WF�� F prNFrNF \�\R10�2 o Q�Q CO Q�� rg"yAR k coo / 16„NARO °W 0 00 00 6 E r2 pINF 2° yAROW W°OD 20 HAROW° o° Q � NT RY o0 o °00 00 Q / m QQ- y �V���U��2 o��� Q� \\ r2092 T �� v�� ��s' ., Q- Q. s� PLAN HISTORY CR HA�goWOoO ROWOOO =��c° Opo Z °9Cy �Q Qac �o gWtsp' NAR° L�f AQP o� DATE DESCRIP: FNS cF �,°o �Qo O Ry F Rqw� O SNF / o� 08-12-14 PRE. DESIGN .01 NT Sp AWC p> ° o Ry AcF r4"NA ��e J / °oma Q� 08-27-14 PD 20„NAROWooO CFNI qY N 2p3 ROW°OD G\PN��°GAG �� �4 ygq per° 09-03-14 PD T9q wiR _ gE\ �� Q�Qo / 2S FoF °�i'oo �v se 09-17-14 PD ' cvc NSG°SNC'F 46 Q �\P'� ��c'O' / TO TpRyF-Iis �`' O j S W �. A T/ Tqr�O. �O P�J� Q� v < eF,q�Otq,FTriy�, O. O., 11-07-14 DID O �F� 4, o s 2 M°� (ril, • 9sFR N 4v o�� �m FO � ° �� 12-31-14 CD o' �Q 03-27-15 REVIEW FRAtircv IV 04-17-15 FINAL 68 vI NHgR ° SyF° 3 -..: Zv Q � 2 322, °WO D ”U° 04-23-15 S&S p�TIO rr 06-22-15 CLIENT REV'S / r8s 08-31-15 CLIENT REV'S rs„N o� ti° Ao cy x '6'10,, To AROW0 Xr 30 OO p004 rot ST Ow �rgROw CON CSP IV 42 To � F<4 °°o �J ApROti � ���, poo< my G O Ok �C l l V 10 R °OO `v�.T�O �, p�T/p A H �o �gOrN <Q L'LLy' °IUSF O ,mow � ,, yA 2 ry l c24„ /AJ/IIj ° Wo 0 R%000 Ow o m � A Rpc a. ROw00O c �� Qo o ° o Y N 8 0 SHEET DATA: �� o ry .. 2p„TwjN yA .11. 1• PgNN/Oy R j ''I O T O a woe oQ �e�� WOoo R Wq<< ma 2p„ DESIGNED BY: PHIL KEAN m v hq �Q��v '8 ygR°pl,°O �� 20-,NqR °woo° DRAWN BY: ERIC LUCIA ROAD o ° 2p,y ° ° O BEACH a w E"NA y CED A-R' A r8„ ROW°OO rs /yAROwo 20 'yARO�U y�RDW°OO 24„ SHEET DESCRIP: (VOTE: yAR°w NO FILL WILL BE IMPORTED TO SITE. '2 N1'Iy'D yARO WOOO WOOO '6��"ARO � SITE PLAN ANY FILL REQUIRED WILL BE HARVESTED FROM EXISTING SITE. MFouo°coNc N. oryo SHEET: PROPOSED SITE PLAN s3 . 69 , SCALE: 1" = 20'-0" DESIGNER: MAIN LEVEL o � co C� z " 0 HEATED: 6300 Z 0 z GARAGE: 760 Y :2x W u Q z Z zCcu Lco� z SECOND LEVEL � _ HEATED: 1575 2 STORY AREA: 594 Q BALCONY: 480 ARCHITECT EASEMENT LEVEL OF RECORD: AREA: 4350 u z TOTALS co w FT , T z cv HEATED: 7875 0 n o GARAGE: 760 >-crL BASEMENT AREA: 4350 z a D L- w 2 STORY AREA: 594 ° m ° z Lu w < J Z C/) U TOTAL UNDER ROOF: 13579 Q BALCONY: 480 188°-7$" 8'-0" 26'-0"' 13'-11 8'-2" 14'-0" 8'-2" 13'-10" 8'-0" 14'-18" 35'-94-3" 38' 78" LL LL "- z wz u- z wz wZ wz LL wZ O � O ? Oj O � O � O ? O ? 0 = O ? 0 = Z_ J Z J Z_ J Z_ J z J Z J z J Z J z J z J JO =0 JO JO JO JO JO = 0 JO JO 0: U mU mU 0: U (r L) mU :CU � U c: U oC Wv � ci � v � cU Wci WU Wci LU (3 Wci � U q z z Z z z Z z Z Z Z Z z z Z z z z Z Z Z - w0 w0 w0 w0 w0 w0 w0 w0 w0 w0 UU UU UU UU UU 0 UU C) L) L) L) UU 6" '-0 c*� i* — — — — � - - - - — — - - - - - - -- - - - - I r I L rn' I - I I I I I CENTERLIN F — — —— — ao � o o -loo N CONC. COLI M - - - - - - - - - - - - - -- — I I I I I Eo 6o co I - - - - 1 ' 4" I I I I I I 36'4" = � 1 1, 10 "1 WWI,- 7'-0' - - - - - - - - - - - - - - - - - - - - - - - - - - J I- - - - - - - - - - - � - - - - zo 9 rr---------------- ---1� — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 1= I i 25' 0" 0' 12'-0" 6 29'-2" 13'-10" 8'-0" 14'-0" I — I ---------------------n I I c� I I x _ _ _ _ 41 o I I 1co co � __ � Lol T - - - - � _; ; I � I ❑ '� I I I I I I I I r I I � 1. „ I I I I I I I I I I 6'-0" Lj7 0 5'-8" 12'-0' 5'-8" -6" I i N o 10'-107" 7,_11„ �-- 10'-4" 14'-0" 8 8 7' 0" 14'-0" 8'-6" - 0" ho Ilk — zo I I I I I I I I I I _ �' '— CENTERLIN F — — — — — — L — — — — —I 0 0 2 ` O (, T- --ITO CONC. COL M "' - - - - - - - - - - - - - -- - - - - - — — — — — — — — — — w � w � - - - - - — — — — — — — — — — — — — 01 z C[: C) w T _ 9'-0" 6'-0" 16'-2" 4'- 8'-0" 14'-0" 8'-0" 14'-0" '-0" 13'-0" 03L (D w O w O — J I - Z o I I I I I I I I I I I o �� U U U U Tao - - - - - - - - I 3' 4" 5' 4" cv I I I I I I I I I I I � I I z I zo zo Q rJ .. p) Cfl CV I `V IOoa0 — — — — — — — — — — — — —— —— — — — — — — — — — — — — — — — — — — — — — 5'-8" MG Lo CENTERLINE: F I � �'/ C NC. COLUMN - - o I I - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -1--+ r I � N ❑ _ _ _ _ _ _ _ _ _ _ - - - 14, 0„ 6'-2 „ „ 36,_8„ 11 121, 0„ 15'-1 „ 9, — — — — — — — — — — I - - - - - - - - - - - - - - - - O � —I I N = _ ___ _ __ _ = I I �° I I I I I I - � — � — J C) U) I II pp I I I I I - Cb0 r — — — — — — — — — — - - I = _ o 4'-10„ 0„ 9'-10" N I - - - - - - - - - - - - o l l ❑ o o - - - - - -- - - -� I _ _ J - - I I plp N I I I I I T �p r,� � I I I o I 0 o I I - - - - — 2 0„ I I plp T T I I I I I Qp CV - - r 0 I II L - - - - - - - - - - — � N I N 2'-0" I 13'-0" a o ° I 1 I I o 6,,,' 'LEO C T RLINEOF _ - - - I o - - - - - - - - - - "' - - - - - - - - I I I I N ° C N . COLUMN 6, o f co _ I I I I I I o - - � I 7-4 71, I I I I I o I I Lo To, _ -2" 5'-8" F6'-2" 13'-0' I o icy 0 C? �r 'v � 0o r7 o I Eo I I 0 N ---- N °' 9'-8" 9'-8" 0 0 0 6'-2" 5'4" 24'-0" N PLAN HISTORY o — — — — o � 1 2' 0" 2'-8 6'-8" 12'-0" Zo c tc) °o — — — DATE DESCRIP: r • I q 08-12-14 PRE. DESIGN q o � I 08-27-14 PD 4 09-03-14 PD o ball 9 I 09-17-14 PD — - -- - 0 11-07-14 DD N 12-31-14 CD 03-27-15 REVIEW 04-17-15 FINAL 0 2 0 0 2 o � 0 2 w z w z u- z In 04-23-15 S&S w � w � w � w � w w � w5 w � w � Z J z J Z J Z J Z J Z J z J Z J = 0 = 0 � 0 � 0 � 0 = O � O � 0 zo 06-22-15 CLIENT REV'S 0 IG EE 0 LU cj LU ci W C5 W ci W C5 W ci W C5 W 08-31-15 CLIENT REV'S z z z z z z z z w0 w0 w0 w0 w0 w0 w0 w0 w0 U U U U U U U U U U U U U U U U U U 8'-1" 1 22'-0" 6'-0" 6'-0" 4'-0" '-0' 8'-0" 14'-0" 7' 10$" 14' 18„ '-0' 4'-4" 6'-0" 6'-0" 4'-4" 1' 9'-112„ 15' 8" 9'-112„ 1 4 0 6' 0" 6'-0" 22'-0" 91-11 38'-0" 46'-0" 20'-8" 36'-8" 38'-0" 194'-58" MAIN LEVEL FLOOR PLAN SCALE: 3/16"- 1'-0" SHEET DATA: DESIGNED BY: PHIL KEAN DRAWN BY: ERIC LUCIA SHEET DESCRIP: MAIN LEVEL FLOOR PLAN DIMENSIONED TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. GARAGE NOTES: WINDOW SCHEDULE (KOLBE) DESIGNER: 8309.2.1 VERTICAL SEPARATIONS. WHERE PARTITIONS ARE USED TO SEPARATE AN ATTACHED GARAGE FROM MAIN LEVEL TAG WIDTH HGT. QTY. NOTES a A LIVING SPACE OR ITS ATTIC, THE PARTITION ASSEMBLY SHALL HAVE Aa - HOUR FIRE-RESISTANCE RATING. �D ° ce A 3'-011 9'-9" 48 FIXED GLASS EXCEPTION: IN LIEU OF PROVIDING PARTITIONS THAT HAVE A- - HOUR FIRE-RESISTANCE RATING, ONE LAYER HEATED: 6300 rrcG z N 0 3 V � rmi O 5 4 1 GARAGE: 760 B 3'-0" 7'-911 28 FIXED GLASS Z z OF$ - INCH THICK, TYPE-X, GYPSUM BOARD MAY BE INSTALLED ON THE GARAGE SIDE AND ONE LAYER OF 2 - F- z INCH, TYPE-X, GYPSUM BOARD MAY BE INSTALLED ON THE OPPOSITE SIDE. APPLICATION SHALL BE IN C 3'-0" 3'-011 19 FIXED GLASS (jF- X Q V cu- U- z ACCORDANCE WITH SECTION 8702.3. D 3'-0" 1'-9" 16 AWNING / FIXED GLASS z -2 c R309.2.2 HORIZONTAL SEPARATIONS. WHERE HORIZONTAL CONSTRUCTION IS USED TO SEPARATE THE SECOND LEVEL z U a) co z GARAGE FROM LIVING SPACE OR ITS ATTIC SUCH CONSTRUCTION SHALL BE PROTECTED WITH ONE LAYER OF E 3'-0" 2'-0" 28 AWNING / FIXED GLASS w 3 n HEATED: 1575 8 - INCH THICK, TYPE-X GYPSUM BOARD, INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 2 STORY AREA: 594 a 3 R805.1. OPENINGS IN HORIZONTAL SEPARATIONS SHALL NOT BE PERMITTED EXCEPT WHERE THE RESIDENCE BALCONY: 480 `" z IS OTHERWISE PROTECTED BY VERTICAL SEPARATIONS. WHERE THE HORIZONTAL SEPARATION IS A DOOR SCHEDULE (KOLBE) FLOOR-CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY BASEMENT LEVEL EXTERIOR NOT LESS THAN 8 - INCH (15.87 mm) TYPE-X GYPSUM BOARD OR EQUIVALENT. ARCHITECT AREA: 4350 TAG WIDTH HGT. QTY. NOTES OF RECORD: 1O 6'-011 10'-0" 1 DOUBLE ENTRY DOOR T.B.D. TOTALS O2 3'-0" 10'-0" 1 GARAGE SWING DOOR T.B.D. Z HEATED: 7875 O3 9'-0" 10'-0" 2 FOLDING DOOR ¢ � _ GARAGE: 760 Z c\1 o BASEMENT AREA: 4350 O 3'-011 8'-0" 2 SOLID DOOR T.B.D. o N r 2 STORY AREA: 594J(_A �ce z O 61-01f 10-0 2 SLIDING GLASS DOOR -D LL LLp coo �� a �6 12-0 101-011 2 FOLDING DOOR uJ Q UJI TOTAL UNDER ROOF: 13579 -, BALCONY: 480 �7 12'-011 10'-0" 8 SLIDING GLASS DOOR Q "' O 15'-011 10'-011 1 FOLDING DOOR o O 10'-011 10'-0" 2 OVERHEAD GARAGE DOOR INTERIOR (T.B.D.) TAG WIDTH HGT. QTY. NOTES 10 3'-0" 8'-011 20 SWING DOOR 11 3'-0" 8'41 1 FRENCH DOOR 12 2'-811 8'-011 2 SWING DOOR 13 3'-0" 8'-011 1 4 HOUR RATED W/SELF CLOSING DEVICE 14 3'-0" 8'-0" 2 GLASS SHOWER DOOR 15 2'-411 8'-011 1 SWING DOOR 16 5'-011 8'-0" 5 DOUBLE DOORS 17 5'-811 8'-011 1 DOUBLE DOORS 18 3'-0" 8'-011 1 BARN DOOR 19 3'-411 8'-0" 1 BARN DOOR C D E F G 5.1 5.1 5.1 5.1 5.1 POOL DRYWELL TO BE DESIGNED BY OTHERS 3'-6" HIGH PLANTER WALL I I I I COLUMN COLUMN VERIFY RISERS IN FIELD DETAIL"A" DETAI "B" COLUMN VERIFY RISERS IN FIELD DETAIL"C" PLANTER STONE VENEER STONE VENEER DOWN 8"X 8"METAL HB COLUMNS �4 -A- flr �r � - �r �r 4'-0" HIGH RIETAINING WALL DOWN ZPHANTOM POOL RAISED METAL TRELLIS/VERIFY RISERS IN FIELD TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. DOWN DOWN ZDOWN GRILL AWNING ABOVE SEE COLUMN LPHANTOM COLUMN COLUMN PHANTOM DETAIL" AUTOMATIC POOL SPILL OVER SPA SHEET 5.2 FOR MORE tANTE D D tHB SCREEN SOLAR SHADES TO SIT SOLAR SH ES TO SIT OLAR SHADES TO SIT I SCREEN DETAIL"O" DETAIL"O" SCREEN COVER NSTALLOEDEINFORMATION _ _ _ _aPORCH ¢ INSIDE WINDOW OPENING I INSIDE WIN OW OPENING �0 E WINDOW OPENING OUTDOOR- - A - - A A - - io'-6"CLG.HT. w 1 1 �, ORCH —_ __—_ —_ � I �— STONE I I I 1 1( S ONE HT INFILL ALL KITCHEN _ _ _ _ in DETAIL"M"M" DOWN TEMP. TEMP. — TEMP. — — TEMP. I I I I 1 I I , SINK I 1 C — — — — — ♦� "' COLUMN 6"RISER 6"RISER A A 6"RISER 1 _ _ _ _ I Lu �-- DETAIL"K" I 1 D T STONE COLUMN ~ O .O T ECESSED T.V.CAVITY n VENEER ILI I HITEMP. EMP. Z 1 - - - 07 - - - DETAIL 'N" � _ _ _ 1 Q ■ - - - - - - I C UMN COLUMN COLUMN I I i I _ _! I Y I I I I TAIL"D" I I DETAIL"O" I I DETAIL"+ I I I - - - _ � � � W MAST E R R ETR E,AT n o I I VE TOR 62 I I L I I I I I t/� i ! 14'-0"CLG.HT. I ! 3 I I G I ROOM — z STONE&WOOD i U I 1 2 -8 C G.HT. I I I I - - - - � I LUL.L `� ---- ----------------�� o I To E I I I I I DRIN I I I - - - - Q (� PORCH I I � ! I I I I i I I I DINING 10-.8STONE "CLG. HT REAKFAS �I I = __ _ (� O Ir 14'-0"CLG.HT. I I I I ❑ 10'-e"CLG.HT. UP 3 6" RISERS cn r STONE 10'-8"CLG.HT. — _ — — — DEN I STONE PATIO DECK 1 _ — _ _ i ! i I I DOWN I 1 I I i 1 10'-0"CLG.HT. I z co WOOD Z 1 I I I I I I I I I I STONE I I 1 I 1 1 O O Sr SONE 1 I STONE 1 ONE 1 1 STONE ( I 1 1 O — — — — — — NEER VENEER VENEER VENEER T �'r RISER- _— _ _ _ _ _ _ _ _ __ _ OUTDOOR_ STONEILI /1 SHOWER HB VENEER V r] Ei �NQW - - - - - - - - - - - - - - ❑ - - - - - - - O COLUMN COLUMN FO�ER COLUMN COLUMN COLUMN COLUMN 1 HOWE MORNING 1 _ GALLERY I I DETAIL"G" I DETAIL"F" 10'-8"C G.HT. I DETAIL"F" I DETAIL"F" 1 DETAIL"P" 1 DETAIL"P" I x — — — — — — — — — — J I II II (20)RISERS @ 7+'EACH_ _ ° -0 TT 1 COLUMN �— T T COLUMN (17)TREADS @ 10�,-EACH T-� 4- w KITCHEN IQQj STONE 1 DETAIL"H" DETAIL"1" (2)LANDINGS O STONE VENEER O STONE VENEER O > I 15 B D D ,2'-O'CLG.HT. — — — — - - - - - - — — — — — — — — — — — — — — -- — — — — — — — — — — — 3 6"RISER 6"RISER 6 6"RISER 3 I B 5 TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. P DOWN � ILA •C• — — — — — — ISLAND 10'0" LG.HT. 1° BA. I 5 A A # _ =6' i = _ A A z z — — — — — — — — — — — — — — — — — — — — — — — — — — — COLUMN SAFE 10 DETAIL"J" TEMP. TEMP. — — HERE COLUMN '-0"CLG.HT. — _ _ _ _ __ _ _ — NO, a z z STONE TUBI —— — — 1 1 F7 COLUMN _ _ _ A � 1 J J IN I Q; FAIL"E" I I DETAI "E" ( 1 GUEST I - - - - - - - -- - w ¢ cr IN REF. a 1 DETAIL"H" — — — —_ —_ _— 1 ~ 1 z z w I I I I I K° 16'-0"STONE HT. ill - - - - - - - - - - - - - - HIS W.I.C. 1 0 - - - J Z 8 D A w l — — — — — — — — — - -- - - _ _ = 1 1 Q MASTER BAH 10 10'-0' CLG.HT. I — — — a cc 8 Z — 1 1 14 STONE I STONE I U = _ _ = _ _ _ = A l I I 1 1 E00 Z�1:_ I '= _ _1_ 010 - - - - - - - - - - w ° ° DSINK1 I I I I BARE AI COOKTOP '' D A I I I IN 1 I - - -- - - - - J - - - - - - -I- - - - - - I a 1 = = 3 010 a I I 1 1 1 '-8'CLG. T. �O I 10'-0"CLG.HT. O I (� STONE OW N 1 1 I METAL TRELLIS/ q w l co OIO I I FAMILY R O I 1 �i O TONE VENEER A TUB EU I MIRRQR AWNING ABOVE EE 30 ° ITCHE El 1:1 E 1 1 I II SHEET 5.2 FOR ORE 1 1 c� w 1 1 4'-8"CLG. T. 1 1 A INFORMATION I I z? 1 1 14'-8"STONE HT I I I STONE I I 1 I­HB 5 WOOD I INISH DW DO N A o ill ST R/' — 1 — I BAR D A w ( I _ I 1 10 1 C I F TEMP-1 TEMP TEMP TEMP. I'� ELII V. i —— — — — — — — — — i I I I 16 REF. Slo K — — — — — — — — — — — — — — —— — ——— — —— HFR 1 DETACOLUIL - - - - - - - - - - L0'-0" -- -- -- PLAN HISTORY HB TEMP TEMP. 45 10 • • I A A A A o I I I I I I OLUMN � 1 111 1 1 I I I I I 13 OW DETAIL"J" A A Q SHOES ( C PROVIDE COLD H2O 1 1 1 1 D D TO REFRIGERATOR T.V. OVER F.P. _ _ _ _ _ _ _ VEST. DATE DESCRIP. 3 � I PRq?VIDE WATER LINE PLA TER I _ — I I m TO(COFFEE BAR AREA REF. TEMP. TEMP TEMP. WOOCLAIMNING TEMP TEMP. TEMP. 10 01 m STONE HT I O 08-12-14 PRE. DESIGN 10 I 08-27-14 PD w CRAFT AREA A A A IREPLAC q q q 09-03-14 PD VE T IRE LA E C C C LLL 10'-8"CLG.HT. D D D D D D 09-17-14 PD UP AN O T STONE VENEER DO N Q 13:, 10 STOR. GARAGE I DOWNTO THOGH AL BASEMENT � � Y ---- -- 11-07-14 DD C N II Ew C N 10'-0"CLG.HT. 11'-8"CLG.HT. PLANTER IIR4 STONE CONCRETE ——— —— 12-31-14 CD Ji - SLOPE FLOOR _ GARAGE TO BE HEATED PLANTER — — — — — — — /2 03-27-15 REVIEW RETAINING WALLS 0"CLG.HT. 18 LAUNDRY "B PLANTER C TONE PROVIDE HOT&COL 04-17-15 FINAL VENT FIREPLACEUP AND OUT LT THROUGH WALL A TR 10'-0"CLG.HT. w H2O TO DOG WASH STONE < TEMP. L — _ _ _ 04-23-15 S&S 1 I 10'-0" LG.HT. � I DOG C ST NE c I 06-22-15 CLIENT REV'S TEMP. O WASH I 08-31-15 CLIENT REV'S W D I DON c MECHANICAL C TEMP. C TEMP. C 11'-8"CLG.HT. 2'-0" HIGH PLANTER WALL STONE VENEER 10 PROVIDE HOT COLD VENT — H20 TO WASH THROUGH WALL TEMP. C C C STONE VENEER I SHEET DATA: 4'-0" HIGH PLANTER WALL C D E F G 5.1 5.1 5.1 5'1 5.1 DESIGNED BY: PHIL KEAN DRAWN BY: ERIC LUCIA NOTE SEE INTERIOR DESIGNERS DRAWINGS FOR ALL CEILING DETAILS. MAIN LEVEL FLOOR PLAN SHEET DESCRIP: SCALE: 3/16"= V-0" MAIN LEVEL FLOOR PLAN NOTED TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. DESIGNER: MAIN LEVEL o Q co HEATED: 6300 z z co LD a) c\J 5-0" 82'-0" GARAGE: 760 > co r, c) 15'-0" 8'-0" 14'-0" 8'-0" 36'-0" < cu LL r - - - - - - - - - - - - - - - - - - - - -- - - - -2 — — —— — -- u- co ----1r— —— — — — — — — — — --- z 6 0) SECOND LEVEL 15 C. W HEATED: 1575 ri 2 STORY AREA: 594 — — — - — — — — — — — — — BALCONY: 480 —4: — — — — — — — — — -- — BASEMENT LEVEL ARCHITECT RECORD: cl� 9 C EoAREA: 4350 an L 12' 0.1- 4- VJX 28'-0" V-0 11. 12'-0" 6-0" 5' 0" 13'-0" z L— — — — — — — — — — —I L - - - - t Cf TOTALS [3 9 1 = — [3 C? co VAN c\j c\j �-) Y — % z O F- - - - - - - - - - - --I F- —71 HEATED: 7875 0 3 -4" 9 12'-0" 0 L GARAGE: 760 '[7-4 13' C) C) 12'-0" C) BASEMENT AREA: 4350 z 2 STORY AREA: 594 Z) 'LL 0 LT 0 cn C9 m bj Z C? LU UJI C? C? u- < C) cp, TOTAL UNDER ROOF: 13579 BALCONY: 480 011\ 4-4- 1 1 111-01, 4. 3'-4" Olt T-O" 14'-0" T-O" All 21'-4" 't--4t 13'-4"" 1 8'-4" c\j - \ / - 1 N ——— — — — — — — — — — — — — — — — — —— — X 0 C) 14'-0" 8'-0" 14'-0" T-4" 4'-8" y C? I I Lo T-4' Ir — — — — — — — — — — — — — — — — —— — - ml C? X It 1-0 112 1Z -f 2'-2"' 4'-8" //6'-8" 9 co — — — — — — — — — — — CV 11 rD m R�,q 16'-0" T-0" 14'-0" T-O" ;-o� 13-0" 16'-0" 6-0" 82'-0" A UPPER LEVEL FLOOR PLAN (DIMENSIONED) SCALE: 3/16" V-011 0 Z >: 0 < -0 115'-104" 104-1 6-12" 1'-104-1 24'-12' 12'-078-" 35'-11 cz 0 4 4 104 2'-0" 6'-0" 2'-0" 12'-0" 2'-0" 6'-0" 2'-0" 8 0 -r— C) :3 F-j 00 0 C) IFF 11 4 A 0 , u 1z 11' ❑El El c\j C? -C�oo 00 Lo 4- --o 1-:40 co too 9 r-loo cO 12'-4 7 C) 4 C) 36'-% 'v 0, 29-4- (o 4 r-:100 -�Loo o? u N .dA •. a .4 .... . . . .1 . . . - ,4 8 L--j 3-1" 7� T-11�" I I 8 I'--o, T-6" 8_" ca 6'-0" CV b 12'-3111 1'-8 1 T-4" 8 o 100 col"t A col't 7 7 10 Eo —Ico 9 111co r- Lo zo C,. X10 r C) 31 c\j 24-4- --6'-0" 1IT-0. 3-1" 4t T-O" 14'-0" 8'-0" Y-6"[1 T-0 '-6", 12'-0" :-0-- 8 IL-Jil I J�co C? N ® ❑ EM: PLAN HISTORY 4. -Aco Ico I? cc DATE DESCRIP: O co I. L61ba 08-12-14 PRE. DESIGN 1co —Ico 08-27-14 PID co O . A A 1b' L --s'' 4 '13 . 01 . 91 -:Ico 09-03-14 PD cl) ir------- IL 1 9 09-17-14 PD Lo 10 LO CD -07-14 11 DID 0) ------ 12-31-14 CD ri�co —————— I L------ 0 b 4. Eo 03-27-15 REVIEW 1co C? !�2 ------ C9ii 04-17-15 FINAL 04-23-15 S&S 7g" 06-22-15 CLIENT REV'S 3 -31- 13-4" 6, 8. 08-31-15 CLIENT REV'S 3-1 6'-lqa.l — — — — — — — — — — — 7 E73 4, -Q 2'-11-1' -4" 8 8 36' A EI j f0c) A cr) rbc (o ri§o '.A Lr) Lr) A 35'-2" co r Im SHEET DATA: C? r=Ico C? DESIGNED BY: PHIL KEAN C? DRAWN BY: ERIC LUCIA BASEMENT LEVEL FLOOR PLAN (DIMENSIONED) SCALE: 3/16" V-0" !7A A 9 .4 . 1� J I SHEET DESCRIP: 4 k 4k 4 1 4 12'-2Z' UPPER LEVEL & 104 8--087--- 6'-12" -101 12'-12" -1 1 0-4 8 104 30'-078-" 15'-11-1" BASEMENT 8 38'-0" 115'-104-1" 8 20'-8" FLOOR PLANS DIMENSIONED TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. C", n 2-2-4. -8- -Jrll 1 -00 1 DESIGNER: C D E F MAIN LEVEL �. 5.1 5.1 5.1 5.1 METAL TRELLIS/ d O AWNING ABOVE SEE O SHEET 5.2 FOR MORE Z co INFORMATION_ — - - - - - - - - - - - - _- - - - - - - - HEATED: 6300 m � co O GARAGE: 760 Z r - - - - - - - - - - - - - - - - -� r- - - - - _� I ro z A= DETAI „B„_ _ _ E ,— I COLUMN E o Q D a N.` x u _ _ _ _k. — Co FL LL DETAIL..S.. Z �YN QtN__ —__ _ __ __ VENNEER SECOND LEVEL Z STONE o "° c36"HIGH CONT.RAILING $ $ $ $ $ $ 36"HIGH CONT.RAILING ¢ N HEATED: 1575 a 3 2 STORY AREA: 594 a STONE STONE STONE a z E B w 1 VENEER I ( VENEER I I VENEER I w B E a BALCONY: 480 x BALCONY Q 10'-6"CLG.HT. 10'-0"CLG.HT.THIS AREA z BALCONY a l I I I I I l a I I/HB (SEE INTERIOR DESIGNERS BASEMENT LEVEL ARCHITECT DRAWINGS) _ ,o'-s"CLG.HT. E B w l I I I I I w B E STONE c- C = - - - - -I L - - - - - - - - - - -I L _ _ _ - 6"RISER TEMP. 6"RISER AREA: 4350 OF RECORD. HB 6"RISER ❑ STONE ❑ O p 0 7 0 VENEER >-014 OIF- - - - - - - - - - - -IFOPEN TO BELOW w � �A> TOTALS z 2 STORY LG.HGT. I I I I ¢ a0 w I BA A HEATED: 7875 w o Y cn z LuZ N N VEONEER <n I 9'-0"CL .HT. ~ GARAGE: 760 O - SUITE 3 I I I I I z sTo I OFFICE 0 10'-0"CLG.H U I I I I I SUIT #4 I 10'-0"CLG.HT. �i N -z m wooD ,o'-o°cL .HT. F I WOOD a BASEMENT AREA: 4350 } co m I CD woo m i I w A 2 STORY AREA: 594 z Q z m I,;, z a D IL U. a v, W LU STONE I I STONE I z w A TOTAL UNDER ROOF: 13579 `� " F \ / VENEER VENEER Z ~ BUILT-IN CLOSET SYSTEM �, BALCONY: 480 v \ / - - - - - - - - - 36"HIGH CONT.RAILING 10 _Q :AD I \ / - - - - � - - - - -I- - - - - ❑ II BUILT-INS > /X\ MHOWER 12 I I I BRIDGE I I I I GALLERY I I I \ �, Q BATH O 10 I I I 10'-8"C G.HOT I I I 10'-6"CLG.HT. I I 10 12 IE-0"CLG.HT. I COLUMN I COLUMN I I I TON NE I L .HT. SHQ I B S I DETAIL'T" DETAIL"T" — — (20)RISERS @ 7 6'1E�ACH — ENEER— — S O I '' \\ TEMP. WINDOW SCHEDULE KO L B E / — ®— LINEN TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. (17)TREADS @ 1016 EACH I�1 / ( ) 5 (2)LANDINGS DOWN LINEN 5 — _ _ — IN � TAG WIDTH HGT. QTY. NOTES 10'-0"CLG.HT.THIS AREA B B B B c5 (SEE INTERIOR DESIGNERS (SEE CLG. IO THIS AREA DRAWINGS) E E E E i Q a L U DRAWINGS)SOR DESIGNERS A 3'-O" 9'-9" 48 FIXED GLASS ¢ D VINT DRYER UP / E c7 1. f-= O w STO E THVUGH ROOF/ J ° ° ¢z O° PROADE HOT&/COLD B 3'-0" 7'-9" 28 FIXED GLASS E B w I 3: T � w¢ W RAIN H2O TQ WASHER Z Z w� o \\ // C 3'-0" 3'-0" 19 FIXED GLASS 0 co m U 0z X A E B w 1 30 0 / \ D 3'-0" 1'-9" 16 AWNING / FIXED GLASS A ' WOOD ST IR INISH Co Z z // \\ 5 5 — — — — — — — — E B I - OF / / \ E 3'-0" 2'-0" 28-'l AWNING / FIXED GLASS TEMP. I TEMP TEMP TEMP. B B B B DOOR SCHEDULE (KOLBE) E E E E EXTERIOR TAG WIDTH HGT. QTY. NOTES iO 6'-0" 10'-0" 1 DOUBLE ENTRY DOOR T.B.D. O2 3'-0" 10'-0" 1 GARAGE SWING DOOR T.B.D. 3) 9'-0" 10'-0" 2 FOLDING DOOR UPPER LEVEL FLOOR PLAN (NOTED) G) 3'-0" 8'-0" 2 SOLID DOOR T.B.D. SCALE:3/16°= 1'-0" 5O 6'-0" 10'-0" 2 SLIDING GLASS DOOR I I I I O6 12'-0" 10'-0" 2 FOLDING DOOR 07 12'-0" 10'-0" 8 SLIDING GLASS DOOR O 15'-0" 10'-0" 1 FOLDING DOOR O 10'-0" 10'-0" 2 OVERHEAD GARAGE DOOR E F INTERIOR (T.B.D.) 5.1 5.1 5.1 5.1 TAG WIDTH HGT. QTY. NOTES r 10 3'-0" 8'-0" 20 SWING DOOR +-+ T 11 3'-0" 8'-0" 1 FRENCH DOOR 0 o T- 12 2'-8" 8'-0" 2 SWING DOOR Z 0- C D E F — 5.1 5.1 5.1 5.1Ir 13 3'-0" 8'-0" 1 4 HOUR RATED W/SELF CLOSING DEVICE (n z 14 3'-0" 8'-0" 2 GLASS SHOWER DOOR Q 0 -� 15 2'-4" 8'-0" 1 SWING DOOR U CZ 0 16 5'-0" 8'-0" 5 DOUBLE DOORS O 17 5'-8" 8'-0" 1 DOUBLE DOORS O T a e 4 e ❑ a :.. ❑ ..d . .. . ❑ ( I 18 3'-0" 8'-0" 1 BARN DOOR N d HB 19 3'-4" 8'-0" 1 BARN DOOR .13 a v a RECESS IN FLOOR I v ABOVE FOR T.V. v d STONE e v n v v -4 a e e a VENEER o BENCH SHELVES VECTOR d I 45 GAME HOWE 10'-0" LG.HT. SEE INTERIOR e El ST NE DOCUMENTS FOR BAR INFORMATION BATH/SPA STONE WINE 10'-0"CLG.HT. FVENEER BAR 10'-0"CLG.HT. s STONE I 10'-0"CLG.HT. STONE STORAGE EXERCISE I I STONE I 10'-0"C FHT. 10'-0"CLG.HT. STONE ElI 10 (3)6"RISERS I� RE-US STONE STONE9 EXISTING AFE e 19 ~VENEER VENEER~ ❑ DOOR ❑ PLAN HISTORY d. I I DOWN STONE 10 DATE DESCRIP: B —(20)RISERS @ 7�'i ACH VENEER — — — — — 5 IL O (17)TREADS@1076 EACH /// 10 a B 08-12-14 PRE. DESIGN 10 ❑ v d v c e . '� P 11 (2)LANDINGS a ❑ 5 08-27-14 PD a I dT ea. 09-03-14 PD z i�------J I ______, 09-17-14 PD IF I IG--------�I II II 11-07-14 DD z IF-------II :d 8 u h 12-31-14 CD e v 1 II ------ II . ° ' I o Ir �I v I I `° Ii------�i I 03-27-15 REVIEW 04-17-15 FINAL A MECHANICAL e C.0 A 04-23-15 S&S 10' STONE HT I woolIFINISH 11 TO / 5 ' 5 i 06-22-15 CLIENT REV'S I------- ili — r — — — — 08-31-15 CLIENT REV'S PLEIV 13 a a • e . HB p " p e MECHANICAL a e 10'-0"CLG.HT. e STONE O v v e e v 44 v'. e UP SHEET DATA: 3 "H H O N RAI e.. DESIGNED BY: PHIL KEAN HB DRAWN BY: ERIC LUCIA A BASEMENT LEVEL FLOOR PLAN (NOTED) I I SCALE:3/16" = 1'-0" v SHEET DESCRIP: UPPER LEVEL & BASEMENT FLOOR PLANS NOTED - I i SHEET: TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW C D E F FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY 5.1 5.1 5.1 5.1 WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE ELEVATION NOTES : DESIGNER: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY � o WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO DESCRIPTION O W4 HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH z N 1� ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. zco 0 1. STONE FINISH. Z _o I— > m n U 2. STUCCO FINISH. nw m u- Z F--1 O 72 N c¢i� 3. 6" STUCCO BAND. Z c N c_ L9 cr o 4. 4:12 PITCH METAL ROOF, OVER APPROVED WATER u BARRIER, OVER ROOF SHEATHING. 5. 1/2:12 PITCH TPO ROOF, OVER APPROVED WATER BARRIER, OVER ROOF SHEATHING. ARCHITECT 6. STEEL OR ALUMINUM TRELLIS OF RECORD: V z co zN T - O � n Cir ��+ M w LU (D Q Z �. IL LU Oz Co FW- LU Z rn V Q _ o 22'-0"UPPER CLG. N - - E E E E E E E E E E E000DLEI � 000000 00 0000 o _ 14'-0"MASTER BATH CLG.HT. N — r- 12'-0"UPPER LEVEL 10-0 W.I.C. CLG.HT. - - - c\I . O O O QCEI ­ <3> A A A - _ , O 0 O O -- O 0 0 0 0 0 I LL FINISHED FLOORLi 2 0 BA M T SE EN CEILING FRONT ELEVATION SCALE:3/16"= V-0" 5 3 FIREPLACES TO VENT OUT SIDE OF TOWER ' I! r, O 'o L 22,_0„UPPER BRG.HT. - - - - — — , 4 C O <9> E E E E E E z . 000a oo _ : _ Q -� 16'-0"GUEST CLG HT. `�+ O 14'-8"FAMILY RM.CLG. 5 - - O O O <8> O O O O � Q- � B B B : f � � M D D D D D D y7D o f. 10 ;. D :Ell .. 3 - - El 0 0 0 0 o O a o 0 0 O O O O O O O O O O O O O O A A A O OO ------------- 0'-0"FINISHED FLOOR j LJ "IL-11L—ll L-1 I Lii LJ L—ILl LI-ALA llLJ L-1L-1lLJLJ 11 IL N - i REAR ELEVATION SCALE:3/16"= V-0" PLAN HISTORY DATE DESCRIP: 08-12-14 PRE. DESIGN 08-27-14 PD 5 5 09-03-14 PD 09-17-14 PD 11-07-14 DD 3 3 12-31-14 CD 03-27-15 REVIEW 4 4 04-17-15 FINAL 04-23-15 S&S 06-22-15 CLIENT REV'S 08-31-15 CLIENT REV'S 2 0 2 6 rk 22'-0"UPPER CLG. o r E - _ ' 22'0"UPPER CLG. 4 4 o E E o 0 O O O O 5 5 MDSHEET DATA: D D D D D ��� 12'-0"UPPER LEVEL FLOOR — Q N 1771 3 12'0"UPPER LEVEL FLOOR 10'-0"CLG.HT. , DESIGNED BY: PHIL KEAN - 10'_0"CLG.HT. 0 1 1 DRAWN BY: ERIC LUCIA N o O N 0 0000 O O O SHEET DESCRIP: - O 0'-0"FINISHED FLOOR — — 0'-0" (SHED FLOOR EXTERIOR 2'-0"BASEMENT CEILING - - N -2'-0"BASEMENT CEILING ELEVATIONS LEFT ELEVATION RIGHT ELEVATION SHEET: SCALE: 3/16"= V-0" SCALE:3/16"= V-0" 12'-0"BASEMENT FLOOR _ _ -12'-0"BASEMENT FLOOR TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE DESIGNER: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAWV) FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY � o 1/2'O.H. WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO w � N "A" "A" HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH z o 12 1/2" "B" "A" ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. z o 16 1/2 19 zcm 20 3/4" 1/2"O.H. ,ei`6 N " 1/2"O.H. 9 c�/) Y=x U w W c o Q ❑ r° E LL Z DIM "A"AND ANGLE"B"TO BE SPECIFIED C 2 M x \ 8) HIP CAP BY CUSTOMER OR FURNISH ATAS WITH THE Q w cV M //41 ROOF SLOPES INVOLVED. w C4 roe ANCHOR�''+.�, P� STRAIGHT NEOPRENE ANCHOR CLIP TyF9,y�q�Oyy� ANCHOR CLIP >3 ATA GUARD FIA OR SEALANT "Z"CLOSURE ATA SHIELD ¢? .+ s"M Off, X06 ATA GUARD x // �'+, ^ ql ��• ATA SHIELD ANCHOR CLIP �'• .,,®®` 1" a JOGGLE JOGGLE„� �''. FLMXXX FIELD LOK PANEL 1 5/6” LSAT CLEAT ATA GUARD ✓." r ARCHITECT ATA GUARD \ FLMXXX FIELD :' \ /° ,! 3/4" 1/4" LOK PANEL FLMXXX FIELD LOK PANEL OF RECORD. VALLEY /. •,,,<, ,,,�� �. , #12 x 1"WAFER HEAD SCREWS \ PAN �r d #12 x 1"WAFER /,,,;_.,.!' PLYWOOD U HEAD SCREWS `'`'•�'� BUTYL TAPE Z #12 x 1"WAFER HEAD SCREWS \ /r,.1.w BUTYL TAPE PLYWOOD �` � /. y` #12 x 1"WAFER HEAD SCREWS TOP OF ROOF r ' Q DECK OR INSULATION #12 x 1"WAFER HEAD SCREWS ¢ OD _ ATAS INTERNATIONAL,INC. A ATAS INTERNATIONAL,INC. BUTYL TAPE + ATAS INTERNATIONAL, INC. Z C) r Allentown PA STRUCTURALS #12 x 1"WAFER HEAD SCREW Allentown PA Allentown PA _ O 610-395-8445 610-395-8445 610-395-8445 O� to >- T Mesa AZ Mesa AZ Mesa AZ "' N � r- 480-558-7210 480-558-7210 480-558-7210 >- LLI C Q Z cr J u- U.1 TITLE FLM Profile TITLE FLM Hip-Ply TITLE FLM Valley- Ply O O [- m LLI z DWG NO.! FLM Profile SCALE 3"=1'-0" DWG NO./ FLM Hip-Ply SCALE 3"=V-10" DWG NO./ FLM Valle PI W I— LU FILE NO FIL NO. FILE NO. y y SCALE 3"=1'-0" LL Q U Rev. Drawn DRAWN APPR Rev. Drawn DRAWN APPR. Rev. Drawn DRAWN APPR. ~ J No Revision Date By Description of Revision BY DAS DATE 7-24-07 BY JEB DATE 7-24-07 No. Revision Date By Description of Revision BY DAS DATE 3-6-06 BY JEB DATE 5-31-016 No. Revision Date By Description of Revision BY DAS DATE 3-6-06 BY JEB DATE 5-31-06 U 0 7-24-07 DAS FLM Profile REVISION XXXX REVISION MM/DD/YY APPR XXXX APPR. MM/DD/YY 0 5-31-06 DAS FLM Hi PI REVISION XXXX REVISION MM/DD APPR. XXXX APPR. MMJDD/YY 0 5-31-06 DAS FLM Valle PI REVISION REVISION APPR. APPR Q NO. DATE BY DATE p y N0. DATE BY DATE y y NO DATE MM/DD/YY BY XXXX DATE MM/DD/YY > Q 15/8" '{ 6" I 6 7" 7" � 1" � 1!2" B.. "B" 3/8" 3/8" <1/2'O.HN_ 1 cN 1/2"0.H. 1/2"O.H. 1/2"O.H. 1" N oo cv U) ao U) RIDGE CAP RIDGE CAP 3/4" 3/4" "Z"CLOSURE REGLET Roof slopes 3112 to 6/12 Roof slopes 6/12 to 9/12 Ridge splice to match ridge cap 6'long each:MDA311 Ridge splice to match ridge cap 6'long each MDA312 SEALANT REGLET "z cLosuRE COUNTERFLASHING SEALANT COUNTERFLASHING COUNTERFLASHING RIDGE CAP FLLXXX FIELD LOK PANEL RIDGE CAP SPLICES 4 SIDEWALL TRIM 4" 8" 8" SIDEWALL TRIM POP RIVET SHAPED NEOPRENE CLOSURE "B" "Z"CLOSURE "Z"CLOSURE 1?MPS APPROPRIATE ANCHOR SCREW APPROPRIATE FASTENER FLMXXX FIELD LOK PANEL SEALANT "Z"CLOSURE BUTYL TAPE SEALANT 12 1/2",16 1/2",20 3/4" . . ANCHOR CLIPv .. � ATA SHIELD � FLMXXX FIELD r / \ FLMXXX FIELD LOK PANEL 1/2"0.H. 1/2"O.H. LOK PANEL ANCHOR CLIP / a MASONRY WALLS \\ ATA GUARD RIDGE CAP PLYWOOD 1/2"O.H. BUTYL TAPE 1/2"0.H. MASONRY WALL ATA GUARD = � \ Roof slopes 9/12 to 12112 ANCHOR CLIP Ridge splice to match ridge cap 6"long each:MDA313 ATA SHIELD SIDEWALL TRIM ANCHOR CLIP •. ••• .• •, Q ATAS INTERNATIONAL, INC. BUTYL TAPE #12 x 1"WAFER HEAD SCREW STRUCTURALS FLM-1 1/2"Field Lok Panel Allentown PA wa ATAS INTERNATIONAL, INC. Qa A ATAS INTERNATIONAL, INC. ATAS INTERNATIONAL,INC. Panel Profile STRUCTURALS Allentown PA • 0� #12 x 1"WAFER �AiT ' 610-395-8445 TOP OF ROOF DECK OR INSULATION Allentown PA ` p Allentown PA Mesa AZ 610 395-8445 610-395-8445 HEAD SCREWS 480-558-7210 #12 x V WAFER HEAD SCREWS #12 x 1"WAFER Mesa AZ STRUCTURALS Mesa AZ 61 Mesa AZ 45 HEAD SCREWS 480-558-7210 480-558-7210 TOP OF ROOF DECK #12 x 1"WAFER HEAD SCREW TRIM BOARDS 480-558-7210 TITLE FLM Panel Profile OR INSULATION TITLE FLM Ridge- Ply TRIM BOARDS TITLE FLM Ending Rake Sidewall- Ply TITLE FLM Starting Rake Sidewall- Ply DWG NO./ FLM Panel Profile SCALE 1"=1" DWG NO./ FLM Ridge-PI SCALE W=1'-0" DWG NO./ FLM EndingRake Sidewall-PI SCALE 3"=V-0" DWG NO./ FLM Starting Rake Sidewall-PI SCALE 3"=1'-0" FILE NO. FILE NO. 9 y FILE NO y 9 y Rev Drawn FILE NO. DRAWN DAS DATE 3-6-06 APPR. JEB DATE 5 31-06 Rev. Drawn DRAWN APPR. Rev. Drawn DRAWN APPR Rev. Drawn No Revision Date By Description of Revision BY BY No. Revision Date BY Description of Revision BY DAS DATE 3-6-06 BY JEB DATE 5-31-06 No. Revision Date By Description of Revision BY DAS DATE 3-6-06 BY JEB DATE 5-31-06 No Revision Date By Description of Revision DRAWN DAS DATE 3-6-06 APPR JEB DATE 5-31-06 BY BY 0 5-31-06 DAS FLM Panel Profile REVISION (XXX REVISION MM/DD/YY APPR. XXXX APPR. MM/DD/YY 0 5-31-06 DAS FLM Ridge-P REVISION XXXX REVISION MM/DD/YY APPR. XXXX APPR. MM/DD/YY 0 5-31-06 DAS FLM Ending Rake Sidewall-PI REVISION REVISION APPR. APPR. REVISION REVISION APPR APPR. NO. DATE BY DATE 9 NO. DATE BY DATE 9 y NO. XXXX DATE MM/DD/YY BY XXXX DATE MM/DD/YY 0 5-31-06 DAS FLM Starting Rake Sidewall-Ply XXXX MM/DD/YY XXXX MM/DD/YY NO. DATE BY DATE T �T IV/ C H D E F G T' 5.1 5.1 5.1 5.1 5.1 5.1 O O �"' STEEL OR ALUMINUM I I I ^, CC W • 3'-0° � z Q — (z —0 - - - - - - - - - - - - - - - - - - - - — I� = = = = _ (� (Z O I -------------- (f) .� 3'-0„ -------------- - L ___=5--Z____------= – ----= -- -------------------- ---------------- I I I I O O I I H I I O o I I 5.1 4:12 PITCH T "' STANDING SEAM METAL I I C\1 ROOF FINISH 1------------------7- ---------- I I I I I I I I AREA FOR SOLAR PANELS TO BE DETERMINED VENT FIREPLACE UP AND OUT THROUGH WALL I I I I I I I II L------------ ------------------ -------------- —_ I 4:12 PITC RIDGE 1 STANDING SEA METAL 1 4:12 PITCH ROOF FINI H ( STANDING SEAM METAL <3w � 1 ROOF FINISH o 4:12 PITCH 1 it I I I STANDING SEAM METAL i I 3'-0" SEE TOWER DETAIL ON ROOF FINISH SHEET 5.2 FOR THIS AREA I �,Q ti,A �► w I ----------------------------- __ ----- O y�A 1/2 12 PITCH RIDGE ( I ¢ I 1 1 1 I PO ROOF FINISH RIDGE w 4:12 PITCH o � STANDING EAM METAL ��11 rr ROOF FINISH - - - - - - - - - PLAN HISTORY - - - - - - - - - - - - - - - - - - - -------- I 4.12 PITCH I r----------- -- - I B 1 STANDING SEAM METAL SEE TOWER DETAIL ON —— —-— —— -———— y STANDING SEAM �\Q 1 __________ ________ STANDINGSE�AMMETAL I B DATE DESCRIP. 5 I ROOF FINISH I SHEET 5.2 FOR THIS AREA 5 io ROOF FINISH G --------r---r--�-------T—z—_—_—_—_—_--_—_____—_•?--1------ ——————— I 1 9<<Fy 08-12-14 PRE. DESIGN II I — _ - - - _ _ _ _ _ � I ( / ( AREA FOR SO RPANELS 1 / � 1 / TO BE DETE MINED 1 08-27-14 PD - - - - - - - - - - 1 STANDING SEAM"METAL 4:12 PITCH / 1 4.12 PITCH 1 1 109-03-14 PD am ROOF FI ISH STANDING ROOFSEAM F N FINISH METAL I CRICKET 1 STANROOFDING SFINISH EAM ETAL I � 1 1 09-117-14 PD I 11-07-14 DD Ng I I �e ti% I / ___________---__________ 4:12 PITCH " ¢ STEEL OR ALUMINUM I_/ L J STANDING SEAM METAL 1 I 12-31-14 CD ° I 1 Y y'O ' ` ��Q ROOF FINISH I I 03-27-15 REVIEW rJ I I F RID RIDGE I A b l 1 4:12 PITCH ( ( i 5 04-17-15 FINAL STANp�JG SEAM METAL y6o — II �'trPtTCfi— — — � 1— — — — — — — — ROOF FINISH '� — — — — I— STAND>ING SEAM METAL I I — — 04-23-15 S&S ROOF FINISH I I I I I I 06-22-15 CLIENT REV'S SEE TOWER DETAIL ON SHEET 5.2 FOR THIS AREA I 1 ----------�--r— T-----r-- �P`� w 9���� I I 08-31-15 CLIENT REV'S 4:12 PITCH I I I o II I I / o ---------"R-----7- — -------------- ---- 1 II ( I // cr STANDINGS WISH AL ———— 4:12 PITCH [_-` ) ROOF FINISH I I STANDING SEAM METAL ROOF FINISH 1 1 3-0 1/2:12 ITCH 1/2:12 PITCH �\e---- TPO ROC F FIN41SH------ ------- TPO ROOF FINISH — --- 1 ---- ---------- --------- RID E ----------rr-----------------�—�------- I ♦` I I 4 � r7> 1 SEE TOWER DETAIL ON I 1/2.12 PITCH I SHEET 5.2 FOR THIS AREA 1 TPO ROOF FINISH 1/2:12 PITCH I SHEET DATA. TPO ROOF FINISH I 1 I I I I DESIGNED BY: PHIL KEAN DRAWN BY: ERIC LUCIA ROOFPLAN I 1/2:12 PITCH 1 TPO ROOF FINISH I I 1/212 PITCH 1 SCALE: 3/16" = 1'-0" I I I TPO ROOF FINISH --------------- – I I I I ( ( I I SHEET DESCRIP: I 1 C D E F G ---- -- ----- — — — — 5.1 5.1 ROOF PLAN / DETAILS SHEET: TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE DESIGNER: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY �D 0 WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO O HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH z co 2 cn ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. z z z C/) :D Y a X '-'-' w c O m LLL LL z O LL ' N L¢cd N C U? G c:' 3 U = d ARCHITECT OF RECORD: SEE TOWER DETAIL ON SHEET 5.2 FOR FINISH INFO, V Z SEE STONE FLASHING DETAIL SHEET 5.2co Q 0 <t> Z N r 0 0 0 II — — — — — — — o o � II >- 3- II wLUC) rr II (20)RISERS @ 716"EACH D LLJ � II (17)TREADS @ 10?6"EACH Uj J 0 co O O O O O O O O II (2)LANDINGS 10 O LU u II 3: ,. — 14'-8"FAMILY RM.CLG. }- _I 14'-0"MASTER BATH CLG.HT. I q, - — — — — — (q SLOPE FINISH I FLASH AND COUNTER TYPICAL OF THIS COND TION U TO SHED WATER aD ] � SEE DETAIL ON 00 Z SHEET 5.2 — — — Q 10'-0"W.I.C.CLG.HT. — — I I 10'4"CEILING HT. IIII IPAASTR ATHEN RY II MIL ROO II 14'-0' CLG. T. II 14'-8" G.HT. A <3> WALK IN CLOSET A A A 1 A A a I 7 3 6 s ES IVIN II 1s 10 14 16 O O I O O O O O GARAGE 10'-0"CLG.HT. II 7 16'-0" G.HT. 1 CONCRETE I I O II II 7 0'-0"FINISHED FLOOR PLANTER II TUB If �6�Z65M66666 66M6666666 R-11 SPRAY FOA INSULA ION — — — 24"DEEP FLOOR SYSTEM „ O -��}—2-0 BASEMENT C I i 24 DEEP FLOOR SYSTEM T CONCRETE PLANTER WALL MECHANICAL MECHANICAL 10 10'-0"CLG.HT. 10 10'-0"CLG.HT. 10 (20)RISERS @ 76 EAC FOUNDATION WALL (17)TREADS @ 10 ice'EA H (2)LANDINGS 12'-0"BASEMENT FLOOR — BUILDING SECTION 11 A " SCALE: 3/16"= V-0" SEE TOWER DETAIL ON SHEET 5.2 FOR FINISH INFO. 5 T 4 O O O U .o r LINEN GAL RY BRI GE LINEN BATH z BATH 10'-8"C HT. 10'-B" G.HT. 0 10'-0"CLG.HT. _ FUTURE o ^, 16-0"CIL @GUEST — SHOWER I 10 O O O O O O O O O O O O SHOWER 5 FLASH& I V J Z COUNTER FLASH I — 14'-0"CEILING HT.@ PORCH D D D D D D D D D D IL � � (z — 12'-0"CEILING HT. ' ` L O R-11 SPRAY FOAM INSULATION v 10'-0"CLG. r n �'1 v, L. - GUS O C 16'-0"CL .H . RATIO EC KITCHEN EN RY _ MORNING r O O O 14'-8"CLG.HT. O O O 10'-8"C G.HT. O O O o o SH WER w GALLERY r KITCHEN N 15 W•I. 20)RISER @ 716'EA o r O O 11'-0"CLG.HT. 10'-0"CLG.HT. 16 10 17)TREA @ 1016"E H O T 16 14 10 NDIN SEAT (7)RISERS @ 6"EACH Ll (6)TREADS @ 12"EACH 0'-0"FINISHED FLOOR SHOWERL FIELD VERIFY 0'-0"FINISHED FLOOR y Z66666666666666 R-11 SPRAY FOAM INSULATION ' 2'-0"BASEMENT CEILING FUTURE USE BASEMENT o 10'-0"CLG.HT. 1 0'-0"CLG.HT. o (20)RISERS @ 76"EACH T 10 (17)TREADS @ 1016"EACH (2)LANDINGS 12'-0"BASEMENT FLOOR BUILDING SECTION " B " PLAN HISTORY SCALE:3/16"= V-0" DATE DESCRIP: 08-12-14 PRE. DESIGN 08-27-14 PD LIGHT SWITCH FIXTURE AND — MACHINERY ACCESS DOOR 09-03-14 PD LIGHT SVNTCH(BY G.C.) 24"x 24"MAX.(BY G.C.) 09-17-14 PD MAIN LINE FUSED DISCONNECT SWITCH(BY G C.) 11-07-14 DD CAR LIGHTING FUSED DISCONNECT LSI .Q SWITCH(BY G.C.) I ELEVATOR CONTROLLER MANUFACTURED STONE 12-31-14 CD GFI 110 V.RECEPTACLE _ TELEPHONE CONNECTION TO BE I .• AR DEX 81-9 (BY G.C.) o TERM INATED IN ELEVATOR 03-27-15 REVIEW CONTROLLER(BY G C.) _ MORTAR SETTING BED OVERHEAD CLEARANCE GEARBOX AND MOTOR ASSEMBLY I MORTAR JOINT 04-17-15 FINAL DRAWN CHECKED DATE REVISION DRAWN CHECKED DATE. REVISION G.P. F.P. 02/08/11 CHANGE CLEARANCES G P. M.C. 01/13/06 NEW DRAVMNG 102"MIN.FOR STD.CAB HEIGHT 04-23-15 S&S G.P. M.C. 04/11/06 CHANGE RUNNING CLEARANCE 114"MIN FOR 8'-0"CAB HEIGHT ALTERNATE ACCESS DOOR ( SCRATCH COAT G P. t0/o9/os REDUCE vwDTH BY 1/z" (IF LESS THAN 102"IS 24"MAX.x 18"(BY G C.) 06-22-15 CLIENT REVS G.P 10/09/09 REDUCE WIDTH BY 1/7' G.P. 6/03/10 ADD LLT DESIGNATION AVAILABLE,CONSULT R E I) LATH 08-31-15 CLIENT REVS G.P. 6/03/10 ADD LLT DESIGNATION FINISHED 55" G P. F.P 02/08111 CHANGE CLEARANCES SHAFT p ANTI FRACTURE PEEL (46-1/2"MIN.) O p &STICK WEATHER RESISTANT FINISHED SHAFT 52 NOTES: 3-"2 MAXIMUM 41„ 1 NOTIES: LINE ELEVATOR SHAFT WALLS WITH MOISTURE BARRIER (46-1/2"MIN) 2 PLATFORM LANDING DOORS CHECKOOLO PR FE RED)OR DRYWALL ( ) MAXIMUM 1 (34"MIN.) SHEATHING WHERE OCCURS O E c PLATFORM 38 10 MINIMUM HOISTWAY DEPTH TO BE 54-1/2" STATION O MINIMUM HOISTWAY DEPTH 70 BE 54-1/2" 2'-8"OR 3'-0"W REQUIREMENTS FOR THICKNESS (34"MIN.) MANUFACTURED STONE TRIM STONE 8" BY 6'-8"OR 8'-0"H HALL 1„ 20 CAR TO WALL(CTW)DIMENSION IS 3-1/2"MIN. O O CAR TO WALL(CTW)DIMENSIION IS 3-1/2"MIN. SOLID CORE STATION — _ 4 TOP FLOOR RECOMMENDED LANDING INTERIOR FINISH PER SCHED ty (BY G C.) = Oa O/2X STUD WALL HOISTWAY DOORS AND FRAMES TO BE INSTALLED IN A 2"x 4" O HOISTWAY DOORS AND FRAAUES TO BE INSTALLED IN A 2"x 4" EMI LOCK WALL CONSTRUCTION OR RECESSED INTO A DEEPER WALL WALL CONSTRUCTION OR RECESSED INTO A DEEPER WALL EMI LOCK CONSTRUCTION TO EQUATE TO A 2"x 4"WALL. 33„ GATE OPEN bN CONSTRUCTION TO EQUATE TO A 2"x 4"WALL. CAULK AS REQ. DOOR INTERLOCK ELEVATOR RAILS&BRACKETS 33" GATE OPE THIS IS REQUIRED TO COMPLY WITH 3"x 5"RULE. M THIS IS REQUIRED TO COMPLY WITH 3"x 5"RULE. BY R.E.I (TYP.) WINDOW OR DOOR- INSTALL —391" BY R.E.I.AND INSTALLED BY R.E.I. SHEET DATA. v zxtz'S W PER MANUFACTURER � O � CLEA INSIDE N X Q 362 2 x 12's N O HOISTWAY DOORS TO BE SOLID CORE(BY OTHERS.) O WIDTH O mlv 4O HOISTWAY DOORS TO BE SOILID CORE(BY OTHERS.) INSTRUCTIONS Q _j CLEAR INSIDE J Z Z c) N F 2r z a w DTH O 50 CLEAR CAB DIMENSIONS BASED ON A 3/4" FLAT WALL = Z - Q a O5 CLEAR CAB DIMENSIONS BASED ON A 3/4" FLAT WALL a B COUNTERWEIGHT ASSEMBLY SILL(WHERE OCCURS) _ o a iv CAB DESIGN. PICTURE FRAME AND FRAME/PANEL CABS- �N N `n WT CAB DESIGN. PICTURE FRAMIE AND FRAME/PANEL CABS- 00 DESIGNED BY: PHIL KEAN `J REDUCE CLEAR INSIDE WIDTIH BY 1-1/2". N CWT REDUCE CLEAR INSIDE WIDTH BY 1-1/2". v v o 13.71 SQ.FT. N 2 x 12's ^ HALL PUSH BUTTON MANUFACTURED STONE TRIM STONE DRAWN BY: ERIC LUCIA N z 12.04 SO FT. r W g d z STATION BY R.E.I.(TYP.) ELEVATOR PIT - o- 2x12's X: U_ LU p MINIMUM 4"THICK WINDOW JAMB / HEAD af w = LL _ w FLOOR w o z = x Q cJ1 GATE OPEN bNv BOTTOM REINFORCED CONCRETE SLAB0 (n LL Iv �00 LL U) 2 D 33 PIT DEPTH LA G •A •• • • SCALE: N.T.S. Z a - 33" GATE OPEN II N ,-.. EMI LOCK • 8"MIN. � 0 EMI LOCK 5� � o • or o�o• 01 o�o 40 - SHEET DESCRIP: O HALL NOTES: STATION HALL STATION ' 7" 36" 12" � 1.RAIL IS CONCRETE ANCHORED WITH 1/2"REDHEAD OR �� BUILDING 4" 36" 12"-71'/ (MIN.) TYPICAL ELEVATION CONCRETE SLEEVE BOLTSGR.5-1/2"x4"ANCHORS 6 (MIN.) RESIDENTIAL - 20 RESIDENTIAL DRIVE 20 RESIDENTIAL DRIVESTANDARD HOISTWAY PLAN CRAWFORDVILLE, FL STANDARD HOIST1NAY PLAN R!ESIDENTIALCRAWFORDVILLE, FL TYPICAL 2 STOP HOISTWAY LAYOUT LAG SCREWS 32327 "_ 32327 3.FOR EACH 1"HOISTWAY IS REDUCED IN WIDTH OR DEPTH E 'ELEVATORS Residential i _ 90 scALE- trz'=r SCALE- 1/2' -r ww � � CAR SIZE IS REDUCED BY 1"IN WIDTH OR DEPTH - _�E LEVATORS Residential � � NOTE:ALL DIMENSIONS ARE APPROXIMATE 1-800-832-2004 NOTE:ALL DIMENSIONS ARE APPROXIMATE { t,t /xrrt„�I/I>//, srrlll/�f1 ,�(�r it{»l� LUXURY LIFT LLT TRACTION \ rtes,ririuyour5fandurllo(liztiug 1-800-832-2004 I SHEET: LUXURY (LIFT �® _ ,— JOB NAME DRAVMNG NUMBER LUXURY LIFT .. DRAWN CHECKED DATE REVISION JOB NAME DRAWING NUMBER G P. 01/20/06 NEWDRAWING 950#, RH RAIL, FRONT/REAR OPENING, 950#, RH RAIL, FRONT/REAR OPENING, I ( WING THE INFORMATION CONTAINED HEREIN IS SOLELY OWNED BY RESIDENTIAL ELEVATORS,INC ANY REPRODUCTION IN LLT TRACTION THE INFORMATION CONTAINED HEREIN IS SOLELY OWNED BY RESIDENTIAL ELEVATORS,IIJC ANY REPRODUCTION IN LLT TRACTION I I G.P. 10/21/09 CHANGE HEIGHT TO STD. PART OR AS A WHOLE WITHOUT WRITTEN PERMISSION FROM RESIDENTIAL ELEVATORS,INC IS STRICTLY PROHIBITED ACCORDION GATE, 12 SQ. FT. HO R H P4 A 12 PART OR AS A WHOLE WITHOUT WRITTEN PERMISSION FROM RESIDENTIAL ELEVATORS,INC IS STRICTLY PROHIBITED ACCORDION GATE, 14 SQ. FST. HO R H P4 A 13 R'ESS IDENTIAL G.P. 06/04/10 ADD LLT DESIGNATION 'ELEVATORS JOB NAME DRAWING NUMBER FRONT SIDE a _ _ TRACTION HOISTWAY HOR 01 TRIM STONE PROFILE Elevating your standard Of living ELEVATION (TYP.) I Executive Design Specifications- NOT TO SCALE DESIGNER: System With Recessed Side Track o SOMFY LT50 (External Assembled View) Z CO 0') o FOR ILLUSTRATION PURPOSES ONLY-ONLY CROSS SECTIONS DRAWN TO SCALL • • rn o2 U G(R) Z O N Z ' - - Zipper and Dlesh U P- > � o U Recessed Track ► U Q p X v #6 x 1/2"Panhead #6 x 1/2"Panhead"TEK"Screw C/1 Y ` X - "TRK"Screw (?per(lip) //w-�� v~ LL-L Z (1 per Clip) I--I ZO u_ C\1 w 22'-0"UPPER CLG. z U d � A CV c c. _ II 2-7/64" Recessed Track Clip W ce ce 0)3: 1- II (3"Long&Placed Every 2)II U v G(L) D w _ II µSUITE tt4 '+ C Recessed Side Track Housing • • � � BALCONY II 10'-0"CLG.HT. II GALLEY p L1-3/8" 1 B �: a 10'-6"CLG.HT. I II D C 10'-8"CLG.H r. CROSS SECTIONAL VIEW 36"HIGH I II OF THE FULLY ASSEMBLED ARCHITECT Opp 14'-0"CEILING HT. CONT. II RAILING '- I II RECESSED SIDE TRACK(V3) F OF RECORD: 12'-0"CEILING HT. 12'-0"UPPER LEVEL i „y 5666666666666M66 � I PHANTOM R-11 SPRAY FOAM INSULATION 10'-0"CLG.HT. _ SCREEN 1A D/ Q HOUSING Z II II II C III FAST BA MAS E R7-TREAT i — �I II D ¢ CC 14'-0" G.HT. 14'-0"CL HT. I NEXUS T.V. LIFT r II SHEET TAILS THIS I I II (20 RISER @ 7 6"EACH O O C Z ti M ' SHOWER O O O O TOILET ROOM 8 ( PHANTOM (17 TREAD @ 1016"EACH II 0 (� } A A A A 0 PORCH I DINING (2) ANDIN S II k F" SCREEN I 10'-8"CLG.HT. ROLLER MOUNTING ANGLE } 1 '-6"CLG.H II II c� } 3: - FOR 4"and 5"ROLLERS 20 I II II (Not Drawn To S ab) Q II I I II D/ 0 FL O C II 1' o M l� z Lu i— w 0'-0"FINISHED FLOOR 0'-0"FINISHED FLOOR E_ Q U R-11 SPRAY FOAM INSULATION "- qi R-11 SPRAY FOAM INSULATION D -2'-0"BASEMENT CEILING 2'-0"BASEMENT CEILING 2-19/64" E /16" — - 11 (Overall Height Of The Slide Bar And Bottom Pa Seal In A"Non-Compressed Parts Spec Q RECESS FOR T.V. 0 F State") A Roller Assembly(4"or 5")c/W Inserts(L&R) B Coated F " PVC fiberglass Mesh EXERCISE or other-see Mesh Specifications 2 7/64 MECHANICAL C Recessed Side Track Assembly(1-3/8"W x - "D) 10'-0' CLG.HT. 10'-0' CLG.HT. "'' BAR D #8 or#10 Corrosion Resistant Fastener Type and length of screws may 11'-6"CLG.HT. 1-1/4"to 1-1/2" vary depending on type of mounting surface (Based On Compression) (Minimum of 3 per Side Track and Roller Mounting Angle) ar c/w obe CROSS VIEW Boltto m Seal-4"Shown(Other options available) SECTIONAL F 12'-0"BASEMENT FLOOR 12'-0"BASEMENT FLOOR G Roller Mounting racket ( x 5-1/2 x 1/4 x 3-1/8 ) — — — — — (3)RISERS @ 6"EACH OF THE n 2„ „ „ „W (2)TREADS @ 12"EACH SLIDE BAR AND 4"BO SEAL _ OM ij 20 RISERS @ 7 EACH - (17)TREADS @ 1016"EACH II I I (2)LANDINGS All components are color matched except Mesh,Rivets,and Bottom Seal. BUILDING SECTION C SCALE:3/16"= 1'-0" BUILDING SECTION " E " SCALE:3/16"= 1'-0" NOT TO SCALE Recessed Roller Placement Details - Minimum Cavity Size for 5" Roller INSIDE WIDTH OF CAVITY PRODUCT LIMITATION �318� SIZE LID1I'ATI N F R HE 5 INCH ROLLER IS: 3-na 25 FEET(Wide)x 16 FEET(High/Pull Length) ROLLER MOUNTING BRACKE 4 T.5-1/2"x 1/4"x 3-1/8'W '� 4 ,4 ROLLER z-v2 IMVU 12'I'AN'1 NO'I'V.(S) y 1-112 1.THE DIMENSIONS GIVEN FOR THE CAVITY ARE THE MINIMUM ala THAT CAN BE ALLOWED \J 2 UNDER"NO"CIRCUMSTANCES ARE THE INTERIOR DIMENSIONS OF THE CAVITY TO BE MADE SMALLER 3.THE CAVITY DIMENSIONS SHOWN ARE FOR USE WITH A 1-3/4"OR INSIDE HEIGHT OF CAVITY A 4"BOTTOM SEAL.IF A VI BOTTOM SEAL USED OR IF THE 10. ENTRANCE INTO THE CAVITY IS ROUGH INCREASE CAVITY WIDTH BY 1/2". -- .__------- ----- - ---->...._- TOP OF RECESSED SIDE TRACK STEEL OR ALUMINUM TOPOFRECFSSED TRACK HOUSING ■ ■ ■ ■ ■ ■ - (U-CHANNEL) r 1 • 22'-0"UPPER CLG. 22'-0"UPPER CLG. I-1a CENTERLINE OF RECESSED SIDE TRACK: PLA II - I II 5-1/2"OCLLER MOUNTING BRACKET EMENT OF 511 ROLLER, BALCONY BATH LAUNDRY STOR/ELEV AND RECESSED SIDE TRACK 10 O <8> II 10'-6' CLG.HT. 9'-0"CLG.HT. LINEN — B B (I 10 10'_0"CLG.HT. 36"HIGH SLOPE(FLOOR - FQ II II CONT. REMOVABLE FLOOR RAILING FRAMING FOR N.InEFe: oFee:e Fn,;avlrr II µ SHOWER ELEVATOR OPTION STEEL OR ALUMINUM Mt1l1N LING 12'-0'UPPER LEVEL 12'-0"UPPER LEVEL n. BRACKET ■ ■ • ■ ■ — —— EAT ROO 6666666666666 PHANTOM R-11 SPRAY FOAM INSULATION G R 22 8 CLG.HT. — _ 10'-0"CLG.HT. 10'-0"CLG.HT. _ SCREEN HOUSING II II II = I I BUBBLE WALL EZ— C C I I I NSIDE HEIGHT OICAVITY O -O T 101, r LAUNDRY R , FFA,FMBLY 77 ' " RECES".L ACK ASS-15LS L ENTRY II FOYER BUILT-INS II PORCH II DRINKS HI EN CRAFTARE PHANTOM 10'-B"CLG.HT. r 10'-8"CLG,HT. O II SCREEN 10'-6"CILG.HT. II POW. STOR/ELEV 10-8 CLG.HT. 10'-0"CLG.HT. , TRACK 1-112 RELATIONSHIP OF U-CHANNEL _ _ PROFILE. II VECTOR 62 II II I TO MOTOR BRACKET IN A MINIMUM '^ Z I I I I Noar.: RECESSED CAVITY C/W 5"ROLLER v_J (SACK F-DGE(FACE)OF U-CHANNELIN •�/ !� -- I - LINE WITH BACK v n EDGE(FACE)OF All dimensions are 0—",inches. II HEARTH II _ 0'-0'FINISHED FLOOR U-0"FINISHED FLOOR SLOPE(FLOOR II MOUNTING BRACKET < Cz --- R-11 M INSULATION 11 SPRAY FOAM INSULATION R-1 I SPRAY FOAM INSULcz RELATI[ONSHIP OF THE ATION u-c TANNF'. SPRAY FOA R PRA ULA ON NNF.L _ PROFILE ULATIO - _ 2'0"BASEMENT CEILING 2'0"BASEMENT CEILING - - E _... ... - - CK U-CHANNEL SII) TRA TO THE 5 / MOTOR MOUNTING BRACKET r! , FLOOR FRAMING FOR REMOVABLE FL 1- • 1 2 ELEVATOR OPTION _ O GAME WINE CELLAR MECHANICAL STOR /ELEV MECHANICAL T 10'0"CLG HT: 10'-0"CLG.HT. 10 10'-0"CLG.HT. 10'-0"CLG.HT. N = VECTOR 45 $"WALL BOARD 2X4 STUD -12'-0"BASEMENT FLOOR 12'-0"BASEMENT FLOOR SOLID CORE WOOD SWING DOOR SLAB WOOD JAMB BUILDING SECTION " D " $"WALL BOARD BUILDING SECTION F CORNER BEAD SCALE: 3/16" = - II II SCALE: 3/16"= V-0" Model L-53 S Under Floor 6'WALL BOARD Extended Installation Dimensions: 5l Standard Configuration 2X6 STUD SOLID CORE WOOD SWING DOOR SLAB WOOD JAMB PLAN HISTORY 52.°'� DATE DESCRIP: Fully Extended CORNER BEAD 08-12-14 PRE. DESIGN 08-27-14 PD SEE TOWER DETAIL ON 1"Front SHEET 5.2 FOR FINISH INFO. TV Clearance l., l,. 5 09-03-14 PD 6.1 Lift $ WALL BOARD 09-17-14 PD - PLYWOOD Thickness 11-07-14 DD Floor Level —Floor Levet POCKET DOOR FRAME 12-31-14 CD SOLID CORE WOOD 03-27-15 REVIEW POCKET DOOR SLAB I 04-17-15 FINAL 04-23-15 S&S — — — 14'-8"CLG.HT.@FAMILY ` 1X WOOD TRIM (PAINTED) 06-22-15 CLIENT REV'S 08-31-15 CLIENT REV'S TV Depth TV Plus 2" - CORNER BEAD Plus 7.1" Notes: I)The enclosure shown in this diagram is for reference only and is not provided with the lift system. II 2)For this lift model,the length of its travel(extension length)is 52.0'" 5 2012.Nexus 21,May M All Rights Reserved INTERIOR DOOR JAMB FINISH DETAIL 10 ECK - May 16,2012 II FAMILY ROOM II ,4'-6"CLG.HT. Oc CD SCALE: 2" — V-0" II �. Model L-53 S Under Floor ' " - Retracted Installation Dimensions: II T.V. _ - - __ 1 Standard Configuration OVER II F.P. _ SHEET DATA: 0'-0"FINISHED FLOOR g"WALL BOARD POOL DESIGNED BY: PHIL KEAN TO BE DETERMINED x.. ' 6.1"Lift A r� l - ' I dai`i°"�lI'eicl't 2X STUD WALL Thickness , . Adjustment DRAWN BY. ERIC LUCIA Floor Level-- ° . -- -. ---Floor Level DRYWALL"J"TRIM . I . = I RABBET BUILDING SECTION " G " Inside Height= I { , TVHeight Plus l" 1X BASE BOARD SHEET DESCRIP: SCALE: 3/16"— 1 or 33.0^ j n a 4 : :...: 1'-0" Whichever - ' i is Grcatcrq STONE FLOOR FINISH MUD BED BUILDING t . SECTIONS T,°. -.T: 2X P.T. BOTTOM PLATE IL I"Front SUBFLOOR TV Clearance TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE TV Plus 2" SHEET: _ Tv Depth SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW Plus 71" FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY BASE BOARD DETAIL WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH Notes: SCALE: 2" = 1'-0" l)The enclsoure shown in this diagram is for reference only and is not provided with the lift system. ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. 2)For this lift m°del"the length of its travel(extension length)is 52.0~ 3)Blocks(not provided)will be required to mount the lift system higher if the TV exceeds 39"in height. ©2012,Nexus 21,Inc.All Rights Reserved MAY 16,2012 - - DESIGNER: \ TPO ROOF, OVER APPROVED WATER o / BARRIER, OVER ROOF SHEATHING O W / \ 5" 90 DEG. FLASHING PRE-ENGINEERED zco T.P.O. WELDED I \ WOOD TRUSSC� m C N TO 90 DEG. I \ ALUMINUM Z o z FLASHING , \ DRIP EDGE METAL FINISH ON PEEL Q \ 1x NAILER AND STICK w z cn Nax UNDERLAYMENT OVER 1'2 Q z Y N \\ \\ 2x FASCIA Z C ,� CDX PLYWOOD DECKING Q Nco Nz PAD OUT MIN, REQUIRED ON PRE-ENGINEERED _ _ \ FOR STONE WOOD TRUSSES w 3 \ ANTI-FRACTURE PEEL & 2X WALL BACKER ROD &SEALANT MIN. R-19 SPRAY FOAM 2X BLOCKING \ STICK WEATHER RESISTANT INSULATION w MANUFACTURED \ MOISTURE BARRIER OVER CDX PLYWOOD MIN. R-19 SPRAY TPO OR COPPER x STONE \ SHEATHING OR SUBSTRATE SHEATHING FOAM INSULATION \ MANUFACTURED E.O R ECTOR PER ROOFH NG FLAS ARDEX 8+9 MORTAR SH (2)2X6 SILL PLATES ARCHITECT \ STONE VENEER METAL DRIP EDGE OVER _ OF RECORD: \ \ 8" NON SAG DRYWALL 2X NAILER ON 1X FACISA _ - \ SETTING BED TRUSS ANCHOR OVER 2X8 SUBFASCIA 4"T&G PLYWOOD DECKING m J MOLD OR �' s DRYWALL 12'-0" UPPER FLOOR — STUCCO STOP MORTAR BED T.P.O. FLASH 90 DEG. \ 3" GAP8"STUCCO SOFFIT METAL DRIP - Z T.P.O. WELDED TO ROOF TRUSSES OVER 1X NAILER 90 DEG. FLASH _ 8"STUCCO FIN. STUCCO STOP �4, 00 TOWER DETAIL (WOOD FRAME) T.P.O. ROOFING �1 0 } 4 FLOOR TRUSSES `� .'� iY, OVER PEEL & STICK SCALE: 3/4" = 1'-0" 22'-0°CLG. HT. — — — $"STUCCO FIN. ON 1 Q ON 3" DECKING I 5"CEILING BOARD PAPERBACKED METAL _; LL Uj 4 STUCCO STOP I I a LATH OVER 2"CDX � m ,� Z WOOD TRUSS I I z � PLYWOOD A u- ¢ U v cn II o 10'-0"CLG_HT. — Q 1 1/2"CONTINUOUS I I 8"CEILING BOARD HANDRAIL MIN. ONE SIDE CEILING i I STUCCO STOP ABOVE WDRYWALL RETURN 1 1/2"CONTINUOUS Im LQ / HANDRAIL J STONE � I I GLASS " - GLASS RAIL (VERIFY STYLE W/OWNER) SEE PLAN FOR WINDOW KOLBE WINDOW/DOOR SCALE : 1/2 – 1 -0 co = TYPE&SIZE Z co w / 1" NOSING z / / FLASH AND MAKE co _ � J WATERTIGHT BY THE 00 Z 2X TREADco UPPER LEVEL FLOOR STANDARDS OF PRACTICE J II c'7 ¢ 3/4" PLYWOOD RISER c (3)2 X 12 STRINGERS LOWER LEVEL FLOOR FLOOR SYSTEM SILL DETAIL SCALE: 1 1/2" = V-0" T=TREAD MINIMUM:9" GUARDRAIL DETAIL II MAXIMUM:8.25" SCALE: 1/2" = V-0" TPO VARIATION BETWEEN ALL RISERS:3/8"TOTAL ROOF FINISH II FLASHING PT T&G STAIR / RAILING DETAIL I D CKINGYWOOD „ _ „ 12'-0"UPPER FLOOR METAL FINISH ON PEEL SCALE: 1/2 – 1 -0 — — — AND STICK METAL DRIP UNDELAYMENT OVER R- PRAY FOAM CDX PL WOOD DECKING INS ION AT T HORD ON PRE-ENGINEERED WOOD TRUSSES 8"STUCCO FIN. O USSES MIN. R-19 SPRAY FOAM INSULATION 6'-8" 10'-0"CLG. HT. ANTILEVER 6'-0" 8" I I CEILING BOARD T, -1 STUCCO STOP I i METAL DRIP EDGE OVER CQ 2X NAILER ON 1X FACISA CIO OVER 2X8 SUBFASCIA 0o II r 181-811 61-81w � I 8"STUCCO SOFFIT }, 5._4.1 ., 5._4., ,. 5._4.1 co T Z"STUCCO FIN. O •O T ROOF TRUSSES zco Q,, • CO = 8" VANTILEVER 6'-0" _ j I oo = � 00 I I $"CEILING ._ Z _ - � _ u I i STUCCO STOP BOARD Q d - co I TPO bo co co-00 coSEE PLAN FOR WINDOW I I ROOF FINISH v (� rr^^ _ _ = Jc TYPE &SIZE i FLASHING V J � _ FLASH AND MAKE 00 °� = WATERTIGHT BY THE I I O bo STANDARDS OF PRACTICE I i � flo METAL DRIP N - co _ II co II ccx '-"STUCCO FIN. 5,_4„ II 6'-8" TPO ROOF FINISH I I STUCCO STOP i I RECESSED REAR ELEVATION SIDE ELEVATIONS PLAN VIEW FLASHING BLINDS II II TRELLIS DETAIL (POOL) 2X BLOCKING I I 4"T&G PLYWOOD I I SCALE: 1/4" = V-0" SEE STRUCTURAL PLANS FOR FURTHER INFORMATION I I DECKING 0'-0" FIN. FLOOR I METAL DRIP I i R- PRAY FOAM INS ION AT TOP CHOR 8"STUCCO FIN. FL TRUS i I PLAN HISTORY 2'-0"BASEMENT CEILING ol 32'-0" II 16-0 e"CEILING BOARD SEE PLAN FOR WINIDOW I I DATE DESCRIP: STUCCO STOP TYPE &SIZE i ( 08-12-14 PRE. DESIGN FLASH AND MAKE% I 08-27-14 PD _0 o Q WATERTIGHT BY THE Lo 00 - STANDARDS OF PRACTICE I I 09-03-14 PD 0o co II 09-17-14 PD _ APPROX. GRADE ■ ■ ■ ■ ■ ■ o 0o _ _ _ I 11-07-14 DD Eo - � _CO _ _ _ I I 12-31-14 CD co 0o = I i 03-27-15 REVIEW 6'-4" 00 _ = = GRAVEL II 04-17-15 FINAL �,2'-0" , 12'-0" �,2'-0" �, DRAIN LINE I 04-23-15 S&S 2'-0" 6'-0" 2'-0" 12'-0" 2'-0" 6'-0" 2'-0" I I 06-22-15 CLIENT REV'S $ DRYWALL OVER I 08-31-15 CLIENT REV'S 1X P.T. FURRING AWNING DETAIL (SECTION) STRIPS @ 16"O.C. II AWNING DETAIL (REAR) AWNING DETAIL (ENTRY) MORTAR PARGING SCALE: 1/4" = V-0" SEE STRUCTURAL PLANS FOR FURTHER INFORMATION WATER PROOFING I I CONCRETE SLAB SEE SICALE: 1/4" = V-0" SEE STRUCTURAL PLANS FOR FURTHER INFORMATION SCALE: 1/4" = V-0" SEE STRUCTURAL PLANS FOR FURTHER INFORMATION MEMBRANE - 12" POURED I I STRUCTURAL PLAN FOR CONCRETE I I MORE INFO FOUNDATION WALL STUCCO STOP/ TERMITE SHIELD PLANTINGS(T.B.D.) C9 MANUFACTURED POTTING SOIL FLAIR PARGING CONCRETE SLAB SEE SHEET DATA: STONE CAP MANUFACTURED STRUCTURAL PLAN FOR STONE CAP ( PATIO FLOOR l MORE INFO D —PLANTERj -12'-0" BASEMENT SLAB. DESIGNED BY: PHIL KEAN MANUFACTURE — — DRAWN BY: ERIC LUCIA � STONE VENEER � MANUFACTURED — cV MORTAR BED CV STONE VENEER X - MORTAR BED GRAVEL 8"X8"Xl6"CMU� 12"X8"X16"CMU FOUNDATION SEE STRUCTURAL PLAN Q APPROX. GRADE DRAIN LINE APPROX. GRADE FOUNDATION SEE SHEET DESCpIp= © STRUCTURAL PLAN fl f FOOTING PER E.O.R. WALL Q MULTI STORY WALL SECTION SINGLE STORY WALL SECTION SECTIONS / DETAILS FOOTING PER E.O.R. GRAVEL SCALE: 3/4" = V-0" SCALE: 3/4" = V-0" DRAIN LINE TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY PLANTER / SITE WALL DETAIL WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO PLANTER DETAIL L HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH SCALE: 3/4" = 1'-0" SEE STRUCTURAL PLANS FOR FURTHER INFORMATION SCALE: 3/4" - 1'-0" SEE STRUCTURAL PLANS FOR FURTHER INFORMATION ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. 2'-0" FINISHED DESIGNER: DIMENSION + - 2'-4" FINISHED 2'-0" FINISHED 2'-0" FINISHED 2'-0" FINISHED o DIMENSION DIMENSION DIMENSION DIMENSION COL. PER ENGINEER co SEE SHEET S2.0 SEALANT m coo STONE VENEER AL FOR SIZES Z o N z MORTAR BED 2X STUDS (VERIFY C7 Q LOCATIONS AND WINDOW COL. PER ENGINEER D `o `� � `o a o MORTAR BED 2" CDX PLYWOOD 2" CDX PLYWOOD E�L11 PACKS IN FIELD 2X STUDS (VERIFY SEE SHEET S2.0 2X STUDS (VERIFY Q 2 ��N FOR SIZES LOCATIONS AND v CMU COLUMN WINDOW LOCATIONS AND PACKS IN FIELD d m MORTAR BED STONE VENEER PACKS IN FIELD 2X STUDS w o SEE SHEET 2.0 �/ 3 5" DRYWALL J-MOLD 8 8 DRYWALL CMU 8" DRYWALL x COLUMN 2X P.T. STUDS BRUSHED 4" X 4" LED SEE SHEET COL. PER ENGINEER (VERIFY LOCATIONS ALUMINUM LIGHT STRIP SLIDING FINISH SLIDING GLASS SEE SHEET S2.0 ARCHITECT AND PACKS IN FIELD RECESS DOORFOR STUCCO STOP SIZES WINDOW OF RECORD: SLIDING GLASS " CDX PLYWOOD2 DOOR 8" STUCCO FINISH DETAIL r rr COLUMNDETAiL r' � z COLUMN DETAIL "A" COLUMN DETAIL " I�" z N � SCALE: 1 " - 1 '-0" INTERIOR COLUMN SCALE: 1 - 1 0 INTERIOR / EXTERIOR COLUMN w �� Y T - o SCALE: 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN SCALE: 1 " = 1 '-0" INTERIOR COLUMN DETAIL " " cLLI COLUMN U w -LI SCALE: 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN L� LU Or U U O Lu 1u--� W LL F- U)U) Q 2'-0" FINISHED 2'-0" FINISHED z + - 2'-4" FINISHED 10, DIMENSION J DIMENSION 2'-0" FINISHED DIMENSION 11 011 DIMENSION 1" CDX PLYWOOD $" STUCCO FINISH 2 STUCCO STOP SLIDING GLASS DOOR 1X P.T. STUDS 2" CDX PLYWOOD FURRING STRIPS COL. PER ENGINEER PHANTOM SCREEN PHANTOM SCREEN ` WINDOW SEE SHEET S2.0 FOR SIZES RIPPED 2X P.T. CMU COLUMN CMU COLUMN MORTAR BED STONE VENEER STUDS SEE SHEET 2.0 CMU COLUMN STONE VENEER 2X STUDS (VERIFY SEE SHEET 2.0 5" DRYWALL 8" P.T. PLYWOOD s MORTAR BED LOCATIONS AND SEE SHEET 2.0 PACKS IN FIELD VA mi 4 RIPPED 2X2" CDX PLYWOOD 2 BRUSHED 4" X 4" LED P.T. STUDS ALUMINUM LIGHT STRIP Z ' „ STUCCO FINISH RECESS 8 OVER PAPER COLUMN DETAIL " 13" BACKED METAL LATH SCALE: 111 = 1 '-0" INTERIOR / EXTERIOR COLUMN COLUMN DETAIL "G " COLUMi\j DETAIL " L" SCALE: 1 " = 1 '-0" INTERIOR COLUMN11111 _ COLUMN DETAIL "Q" SCALE. 1 - 1 0 INTERIOR / EXTERIOR COLUMN SCALE: 1 " = 1 '-0" EXTERIOR COLUMN 2'-0" FINISHED DIMENSION 2'-0" FINISHED 2'-0" FINISHED + - 2'-4" FINISHED DIMENSION DIMENSION DIMENSION 2" CDX PLYWOOD 2" CDX PLYWOOD 2X P.T. STUDS mc CMU COLUMN PHANTOM SCREEN PHANTOM SCREEN SEE SHEET 2.0 s CMU COLUMN t 11 CMU COLUMN J-MOLD WINDOW 8 DRYWALL SEE SHEET 2.0 SEE SHEET 2.0 • - 1" CDX PLYWOOD 8" STUCCO FINISH OVER �— MORTAR BED 2 WINDOW PAPER BACKED METAL �. STONE VENEER L L LATH 2" CDX PLYWOOD -� T CMU STUCCO STOP RIPPED 2X P.T. STUDS RIPPED 2X 1" CDX PLYWOOD O a r 2X P.T. STUDS (VERIFY COLUMN Z" STUCCO FINISH P.T. STUDS 2 Z LOCATIONS AND PACKS SEE SHEET 8 Z8" STUCCO FINISH Z„ IN FIELD 2.0 8 $ STUCCO FINISH Z SLIDING GLASS '— DOOR Q rr rr � � COLUMftN' DETAIL I " R11cz " " r� �� COLUMN DETAIL 0 COLUMN DETAIL C COLUMN DETAIL H , ,� 11 SCALE. 1 - 1 -0 EXTERIOR COLUMN O O SCALE. 1 = 1 -0 INTERIOR / EXTERIOR COLUMN SCALE: 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN SCALE: 1 " = 1 '-0" EXTERIOR COLUMN U N CD + - 2'-4" FINISHED 2'-0" FINISHED 2'-0" FINISHED DIMENSION DIMENSION 2'-0" FINISHED DIMENSION 0. DIMENSION SLIDING GLASS DOOR 2X STUDS (VERIFY COL. PER ENGINEER mc CMU LOCATIONS AND SEE SHEET S2.0 CMU COLUMN COLUMN PACKS WITH E.O.R. FOR SIZES 2" CDX PLYWOOD SEE SHEET 2.0 SNE 5" DRYWALL 1" CDX PLYWOOD MORTAR BED 2.0 8 STUCCO FINISH 2 STONE VENEER SLIDING GLASS CMU COLUMN 8" STUCCO FINISH 2X P.T. STUDS DOOR SEE SHEET 2.0 OVER PAPER (VERIFY LOCATIONS IN FIELD. WINDOW 5-„ ATH ED METAL PLAN HISTORY STUCCO FINISH 8 DRYWALL SEALANT DATE DESCRIP: 2X P.T. STUDS SLIDING 08-12-14 PRE. DESIGN COLUMN DETAIL " D11 GLASS DOOR 08-27-14 PD COLUMN DETAIL COLUMN DETAIL " " 09-03-14 PID SCALE: 111 = 1 '-O" INTERIOR / EXTERIOR COLUMN09-17-14 PD SCALE: 1 " = V-0" INTERIOR / EXTERIOR COLUMN COLUMN DETAIL " N " SCALE: 1 " = 1 '-0" INTERIOR COLUMN 11-07-14 DD 12-31-14 CD SCALE: 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN 03-27-15 REVIEW 04-17-15 FINAL 04-23-15 S&S 06-22-15 CLIENT REV'S 2'-0" FINISHED 08-31-15 CLIENT REV'S DIMENSION 2'-0" FINISHED —�` DIMENSION 2'-0" FINISHED 2'-0" FINISHED STONE VENEER DIMENSION DIMENSION CMU COLUMN 2" CDX PLYWOOD STUCCO FINISH SEE SHEET 2.0 MORTAR BED 2X STUDS (VERIFY FOLDING DOOR LOCATIONS AND 2X STUDS (VERIFY PACKS IN FIELD SEALANT LOCATIONS AND $" DRYWALL WINDOW PACKS IN FIELD 2X P.T. STUDS CMU COLUMN J-MOLD J-MOLD 8" DRYWALL SHEET DATA: SEE SHEET 2.0 SLIDING GLASS 5" DRYWALL WINDOW DOOR8 DESIGNED BY: PHIL KEAN ---WINDOW STUCCO FINISH DRAWN BY: ERIC LUCIA CMU COLUMN 2X P.T. STUDS 2" CDX PLYWOOD SEALANT SEE SHEET 2.0 STUCCO STOP \__ " STUCCO FINISH OVER PAPER COLUMN DETAIL " E .. BACKED METAL SHEET DESCRIP: COLUMN DETAIL "O„ LATH SCALE: 111 = 1 '-O" INTERIOR / EXTERIOR COLUMN �� �r COLUMN COLUMN DETAIL J SCALE: 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN rr DETAILS COLUMN DETAIL 11 T SCALE: 111 = 1 '-0" INTERIOR / EXTERIOR COLUMN SCALE: 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. DESIGNER: 0 cr) c\j c) 0 z 0)z (1) co c6" 0 = r- CC) C'j U` Uc) < cu- C, Z:) X Lo Z11 C'I 0 m cu c\1 LL m �4 . a_ cr) z U) e1c My ;t)c -1 A > T T'j L x� IV,­?— Ic c i r 'tv et fir' vi criq41--i Y-tc---,,�-uj i a tv A HIH, flEARAIK" J VIDIMf:1 UM,Ll, TOP OF 0' 11TE I)I 7 C, THE POOL FROM RT i to '11Lc 1`0 71E ToP o:!.- -pric Pool, - *i* ARCHITECT < w 4' - r- -7 1 4' .4 Top or, ?"tALI.J --D C) 4 4 '-4 4 OF RECORD: Tif L ct c I�j 4 tcfcc_._:�a, C�C4iry) wa tIt3 \c� vA Df7l' Cpfljj�(,'. 'n ECK 4 K DECX C RLM? TRACK u OVE TRACK 101 -0 P\-{ 4 4 4 ILE 4 4 cr 7 Z 0 4. 4q El- (D CO jr-4 Fn c\j "ETWED , uJ .1 POOL PITcr) —V, --m .1 i ce J4 0 I-Li c) 4 .......... IYATEC� L047------ 4 < W�POOL SHELL iVALL LL ui Df'v1DIMG VAL L PVIKEN > I zI 67 POOL SHELL WAU POOL fT 4 t 0 u) Lu -Z c0lifI3 P, DIVIOING VY"'LL PETVVER4 4 1 uJ < pool, & PIT 4 4 " 4 u- 3DRAIi,1 F- U) d. -4 4 4, > 41 711T 4' 4 4 4 0 SHELL FINSf 1 4 ' `. _. .t1� W..' '<, :'r ^ s _ .. J, SHM F11,1111SH 4 DE TAIL J4,. 1-/2- FU4 "i2Er DETAIL #4 189'-31" 8 3. 7 7 11 All 7. 1. 1 1 11 1 12'- y-8 12'-3Z" 8 9'-2 104 12'-24" -1"' 2-1" 7'-6Z" -104„ 6'-14::a 24'-1 12'-OZ" 12'-O-8L" 6'-1 91-2'8L-" 94 4 1'-104u 1 104-1 O-4L 8 2'-0" 6'-0" 2'-0" 12'-0" 2'-0" 6'-0" 2'-0" ')42 4 04. 4 ')42 8 u 8 8 u 8 El C? HB36-11 31'-4" 0 00 rio c6i,,t z 0— 8caq CC (3) 12'-4Z" (o rr Z -ioa 8 8 V-51t 4'-6-7. cz _0 c) 10 Lu L1'-3, 12'-3" 2?'-2" 0 C) cz SHOWE ui 9 E r rile u- 12'-0" C) 0 7 n C) -Ico 10 00 -12'-6' c\1 - U) 13'-6" 7 Lo ®I I =Ico + Q, 12'-0" r�- b 12'-0" !Ir 6'-0" cn� I II II -13'-0" 100 C? HB Li .14 - � SEE MANUFACTURERS Li b f 6'-g" Icy) 4'-O8-z)' I- SPECIFICATIONS FOR cn rZjco —100 THRESHOLD RECESS HOWE C? Im VEC OR 45 WC 00 2016_1„ 6,_13„ co',' V-3 co 44 Eo 39'-8" 30'-4" 36'-4" -6" Lo + 01-01, SEE MANUFACTU;ERS SEE MANUFACTURERS SEE MANUFACT JRERl 12'-0" SPECIFICATIONS R SPECIFICATIONS FOR SPECIFICATION$FOR —8t THRESHOLD RE SS THRESHOLD RECESS THRESHOLD RE DDESS 9 TUB 7. cl) 7'-8 39'-118„ cr Lu 0 w F rr LL W wo 01-01, F , PLUMBING WALL 0 rzico C? 9,_o 11 15'-4" 6'-0" 15-0" -c? L 35'-4" 14'-8" 24'-8" :;t < coli r :iw co CC w a_ r U)U)�- W —HB c\.1 PLAN HISTORY In'LEVATOq 9 PIT c? 12'-0" -12'-8" DATE DESCRIP: mo 10 PLUMBING M-1 't 08-12-14 PRE. DESIGN 7 WALL 1 08-27-14 PID C) HB J I —t 4 c 3 9'-2Z' 91-2 31" 3'-5 27'-22" "-0) 4'-8" 15-0" 8 8 15'-8" .18" 8� 7'-4"' 4" 100 1 1 4, 9 U) 09-03-14 PID r;- + U) 09-17-14 PD W 0 U) zo [CLL Li r-loo 12'-0" 9 (5)6" RISERS 0<Q 11-07-14 DD Eo _30" 32" =-,- zo 12-31-14 CD EXCLAIM 50 w w If 03-27-15 REVIEW w a- 9 WOOD BURNING 9 U)U) 4 FIREPLACE FLOOR SLOPE 04-17-15 FINAL 9 1--Ico +0'-o" 04-23-15 . S&S o? 06-22-15 CLIENT REV'S r=100 -_Ico 08-31-15 CLIENT REV'S C? C? C? ;t H 3;�- we r1c,o cl) CC 00 4 Lu 0(D CE:LL W D(n 0 F-Z W - PROVIDE HOT&COLD 9 0 60 H2O TO DOG WASH 4 iv -36' ZOO <E:D-- S U) �i 6 w Lu Lu Cc w0-= !lk Nk 10'-4" 3'-0" C? 9 L SHEET DATA: DESIGNED BY: PHIL KEAN 1-1 1 8'-08"71-111 6'-14"aV-1 1 12'-12' 1-101 6'-1a 1-1 12'-la" . -311 9'-2Z" 91-27 -31, 01� LL 8" (Y4 4 4 . 4" 04-1 4 ------ 8 15'-8" 8, 91-111" 30'-07' 15'-118" I N BY: ERIC LUCIA 8 38'-0" 8 8 20'-8" 36'-8" 38'-0" # 189'-.3g SLAB PLAN SHEET DESCRIP: SCALE:3/16" V-0" PLUMBING AND SLAB PLAN TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. FNVEC- S EE AN FA E M U CT SPECIFICATIONS 0 THRESHOLD RE S ------ ------ DESIGNER: co co 0 z - .- 6 z0 r III, U) z �: ( C"o 'r 4, U U < co ,T MechoSystems Construction Details E2-02.1-000 MiechoSystems Construction Details E2-02.1-003 MechoSysterns Construction Details E2-02.1-004 < ON NU�)U�_ M E LL z (BY OTHERS) MVLUSJ BF A z C'I < .-EVE.i. 0 ILL 175 M � z By OTHERS) MIU BE -EVE L NCL (Ull'l Z 2 0 3 Ell - MOTORIZED SHADES ROLLER TUBE AND Rol _ER TUE-HE _07y.,I ZM i SHADE ASSET.SLY 1. �,71J,4MM'I L MJ E WTI- AND SHADE R'U' AS,E1V1Pl[­ V,ITH� rr aav Wx� MechoSyslems Construction Details E2-02.1-005 MechoSysterns Construction Details E2-02.1-006 BRACKF7 (MOTOR r,o lj P L H.n IF (Y - NSIDE TUBE).'�­ `15 BRACKE, ARCHITECT PART E2 - MOTORIZED DOUBLE SHADE (YOTO�� INSIDE 0 <_ < 0 (ELECTROSHADEO) 77 OPIION,!�;_ EX_'1PUDFI_) OPTIONAl EXTRUDED F RECORD: 0 2 V /7 r DARKENING ALUKKA�l JUM ROOM 127. 1rrq M, ALUMIN E "63 5MM !\R _�I H U.D. rl�AlJt:l�n K �G SIDE DARPE� 92.,MM 109' GL�Ci OUT __\ R.U.D. S G �)'I/Ai)l IA CHANNEL CH ANNE!_QOLAF N SOLAR E2-02 z A AULCi-01 11 \X1 N CC) ABOVE CEILING INSTALLATION DETAILS 00 - ------- :4 O c,4 ILL Z 0 0 7- =L (0 >- ION % N C\1 : T e� r + + C0 7HERS) �IJY UIHLK�3) ------- ... W 'BY 0 --------------I I II W 'WINDOW Mll 'A 1 N D 0 ---------------- L:j Dec C) u) 0 EV BAR SEALED SING! E HEM BAR BLACKOUT I I -BLACI�OUT :r CID UJ z DWG SET E2-02.1 INISK S' ADECLOTl-I__,1SHADEC�OTH IN CLOSURE SEALED INSIDE SHADECLOTH IN S I N GL E 't INT F DOWN POSITION ----- --------- ------ ----- ---------- E)0VVN S 0 SHADE CLOSURE @ @ U I I �Vl()L ,r =i 27 LZ -------- ELECTRO /1 DOUBLESHADE 7Vl 3 OP'TiONAL El/.,TRjDED OPTIONAL EXTRUDED 1110 1 1 2: 00 SOLAR C-D z SOLA P, ,ALUMINUM ROOM SHADECI A LU M 0-H \_-REMOVAKE NUM, ROOM OTH R F M OVAB Ll DARKFNiNC SIDE-1-01, IN DOV,'N CLOSURE DARKENING SIDE-/ I I D 0 INN C1_OSUR-E BRACKET ClHANNE11 > CHANNEL POSITION (WHITE) (WHITE f-Il I r POSI FION A 3 6 3" 3' 16 Ji, ROLLER T BE SIHADEL ROIIFP TUBE AND 'SHADE K I RFMOVABLIF 1.6m rn 1/6 2nIrn 1.6mm- [76.2rnnij I 6mm] REMOVABLE ASSEMBLY VOTH DaIBLESHADE- #1.5 ASSEMBLY "YVITH DOUBLESHADF' # 13 61 61 CLOSURE (WHITE) CLOSURE ('hHffE) 2 BRACKET (MOTOR INSIDE TUBE) BRACKET (MOTOR INSIDE TUBE) d 16 M M 51, 51: 51, 5­ SHADECLOTH, 8 S�IADECI 0TH 1 8 1 L 8 SHADECLO SHADECLOTH 8 2 SHADECLOTH 16 16 7rr 7„ SPADEPCLOTH J_ [3�lmrnl 1 1 [38.1ml ------------- SHAfl OPFMN(� E OPENINC: Vll`)�H I.F, Yl C S. C.S. WID I H ---------------------------------------- I SHADE 0' 1 M_ 38 1 fTIM] [15 9MIM] 115.9 1m Q rTim SECTION AT SHADE POCKET SECTION AT SHADE POCKET [38.1,11M [i 5.9mm 1 J SHA-DE (-QF.,:= VD11-1 I.E. I.E. CIF['11NO V,"DTI-I D.E. -0 SCALE: !/`2 FULL SIZE 0 S C F: 1112 �7UL� I-,7F 14 Doubleshade"Electroo/1 #13 Bracket. Drive DoubleshaW"Electro/1 #13 Bracket. Electro'lil a MechoSystem End at Jamb and Intermediate Mullion Drive End at Jamb and Center Support ElectroShadeo Electro"/1 mb:MechoSystem-s EfectroShade" 02 C?3 Mechosystems mechosptaw MechoSystems ft Dill iil AgW REFLECTED f 0"gn�al REFLECTED 06 D.Wq..fthHqh1f' Disil 14th 191he DoubleShade"'#13 Bracket DoubleShade®#13 Bracket 42-03 35th St Details 42 03 35th St,..t Details 42-0335th street 42�03 35th Street Regular Roll in Gypsum Board Pocket,Top 42-0335th Sl,sl Regular Roll in No-Cost Pocket,Top Mount Lo Island Div,NY 11101 Multiband Shade or Two Adjacent Shades in Long Island City,NY 11101 Long Islal 11101 Long Island City,NY 11101 Long Island Ch NY 11101 T«1213)729-2020 'CALLE: 1 2 F,"-L Z F T. 1(718)729-2020 F-G! L Multiband Shade or Two Adjacent Shades in T:+1(718)729-2020 T:.1(71 8)729-2020 Mount T+1(718)729-2020 F 1(718)7n-2941 0 Window Curtain Wall Bay F+1(718)729-2941 Window Curtain Wall Bay F�1 718)729-2941 F: 1(71 3)729-2941 F:+1(718)729-2941 W machosstemsCONTINUES ON PAGE No. E2 Drawing No. E2-02.1-005 CONTINUES FROM PAGE No. E2-02.1-005 W:inolh..y.1- in IN i­nel,ho"systl Drawing No. E2-02.1-003 W nn�hosystoms mm Drawing No. E2-02.1-004 -02.1-006 W,rnacho.yst-a.- Drawing No. E2-02.1-006 I I MAII.-syl-1.I-',A'19I,11 All -1-"'ll,s'-,ll All 1- b,l I'll l --1 may 92011 s ll�All nl -1- -sh-611-1 ll N.W, -1 1,- Fi,l A-1h. All tl­,IliS 1-.l I-l0 tl 13'-0" 24l .2'-0" 12'-0" 2'-0"' 36-10" 79'-4" 111-01, 4'-0" 1 W-101" 101-01, 19'4" :_01. 9.41 40 ._01. 34l 1-0 8l :-q 15-16" 2'-10' :_0 2'-0' 9' E CD o 9 0 C\1 CD ■ 9 9 C) Co 11 C F1 o '0 Z � � o °C ■ 00 Z 1_01 6-13" _0 - < C-0 -0 C) L_ CZ 0 all = 9 :3 20 C) C\1 C) 0 Ir- C/) C\l b% l0 B o? 5 E0 ---------------- % C\1 R 8'-0- Z-QL 12'-0" .2'-01, 6l 9 CV O co 0? A A A 5 5 Cv9 C) CM 00 4'-0" PLAN HISTORY DATE DE 08-12-14 PRE. DESIGN 0? N - co 08-27-14 PD 15-10" 09-03-14 PD 09-17-14 PD 9' C? N 11-07-14 DD ;-0 1 1 12-31-14 CD J% C? 03-27-15 REVIEW 10 . 11 1 04-17-15 FINAL 04-23-15 S&S 20'-0" 06-22-15 T REV'S T 08-31-15 CLIENT REV'S o? 2'-0- 60l b CV L 115'-4" L C? SHEET DATA: I 9 CV DESIGNED BY: PHIL KEAN C rE DRAWN BY: ERIC LUCIA 5.1 5.1 64'-0" 5.1 5.1 11 9l PLANTER WALL PLAN SHEET DESCRIP: SCALE:3/16" V-0" PLANTER WALL PLAN TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. N [63 5FI111\\ �x ELECTRICAL LEGEND ELECTRICAL NOTES DESIGNER: 1. UNLESS OTHERWISE SPECIFICALLY STATED HEREIN, THE ELECTRICAL SYMBOL NOTE �D PLAN(S) ARE ONLY FOR GENERAL DESIGN INTENT AND HAVE BEEN OO w COMPILED TO MEET PERMIT REQUIREMENTS OF THE AUTHORITIES 110v OUTLET z HAVING JURISDICTION. ACTUAL QUANTITY, TYPE, AND PLACEMENT OF z ° GFI 110v OUTLET GROUND FAULT INT. OUTLETS, SWITCHES, FIXTURES, AND ALL OTHER RELATED ELECTRICAL ° � zu (� EQUIPMENT SHALL BE DETERMINED BY THE CONTRACTOR AND �, Y X w GFI 110v OUTLET WEATHER PROOF GFI OWNER. INSTALLATION SHALL BE IN ACCORDANCE WITH ALL `�' o u_LL z 110v OUTLET, SWITCHED APPLICABLE CODES. Q o Ilec �m4w c\j z 220v OUTLET 2. CONTRACTOR SHALL VERIFY WITH POWER COMPANY THE LOCATION v °' OF SERVICE AND SHALL LOCATE METER AND PANEL AS REQUIRED. 3 ® FLOOR OUTLET 3. ALL WIRES SHALL BE THW COPPER, UNLESS NOTED OTHERWISE. x V SWITCH 4. WHERE REQUIRED BY OTHER CODES, SERVICE AND FEEDER ARCHITECT $3 3-WAY SWITCH CONDUCTORS SHALL BE COPPER OF EQUAL AMPACITY. OF RECORD: t 4-WAY SWITCH 5. ALL BRANCH CIRCUITS IN RACEWAY OR NON-METALLIC SHEATHED CABLE. $o DIMMER SWITCH U Z -0- CEILING MOUNTED LIGHT 6. COORDINATE RACEWAY INSTALLATIONS WITH OTHER TRADES PRIOR TO CONSTRUCTION. ¢ 0D WALL MOUNTED LIGHT Z o r TT O 7. VERIFY ALL CONDUCTORS AND BREAKERS WITH EQUIPMENT N2 LIGHT/FAN COMBO UNIT MANUFACTURERS SPECIFICATIONS. � n BATH FAN ��� 8. PROVIDE DISCONNECT SWITCH SIZE AS REQUIRED BY LOAD ° m o Z ` UJ Ol RECESSED CAN LIGHT AND UNITS. pu I- J U FLUORESCENT LIGHT 9. PROVIDE NON-FUSIBLE GENERAL DUTY SAFETY SWITCHES AT A/C Q EQUIPMENT, AND AT PUMPS NOT VISIBLE FROM CIRCUIT BREAKER sD SMOKE DETECTOR PANEL AND AS PER MANUFACTURER'S RECOMMENDATIONS. Q COMBO SMOKE/CARBON MONOXIDE s/c DETECTOR 10. PROVIDE GROUND FAULT INTERRUPT (GFI) BREAKERS FOR ALL TV TV OUTLET BATHROOM, GARAGE AND EXTERIOR OUTLETS AS SHOWN. ® PHONE JACK 11. ELECTRICAL FIXTURES, TRIM AND APPLIANCES SHALL BE 'UL' APPROVED AND SELECTED BY OWNER. 0 ELECTRICAL PANEL 12. PROVIDE PRE-WIRED TELEPHONE AND TELEVISION (CABLE TV) 17=1_1 ELECTRICAL METER OUTLETS. 13. WIRE KITCHEN AND FAMILY ROOM SEPARATELY. 0 FAN 14. ELECTRICAL SERVICE SIZE SHALL BE DESIGNED BY THE ELECTRICAL CONTRACTOR. THIS PLAN SHALL BE USED AS A GUIDE, POWER REQUIREMENTS SHALL BE DETERMINED BY TOTAL LOAD OF THE HOUSE. 15. PROVIDE AFCIs (ARC FAULT INTERRUPTERS) IN ALL DWELLING UNIT 0 CEILING FAN& LIGHT COMBO BEDROOMS PER NEC. 16. PROVIDE POWER TO ALL INTERIOR BLIND LOCATIONS. ELECTRICAL PLAN IS INTENDED FOR BID PURPOSES ONLY. ALL WORK SHALL BE DONE IN STRICT ACCORDANCE WITH THE NATIONAL 17. PROVIDE POWER TO ALL PHANTOM SCREEN LOCATIONS. ELECTRIC CODE, LATEST EDITION, BY A LICENSED ELECTRICAL CONTRACTOR WHO SHALL BE RESPONSIBLE FOR THE INSTALLATION &SIZING OF ALL ELECTRICAL, WIRING&ACCESSORIES. 18. SEE INTERIOR DESIGNERS DRAWINGS FOR FINAL ELECTRICAL PLANS. T -1-- O 'o r - - - z 0- — r77! — — — — — — — — — — — — — — — — — — — / / L / \ _ _ _ _ \ wP \ \ 11 y �' \I // 1 r� /'�—F'- I I i / \ / I GFI I \ I Cz - - - - - -- - - - - - - - - - - -- - - - GFI - - - - - - \ \ 1 �1 \ I I / I I / 1 I l� l GF I GFI �J / a / \ 1 W 1 ® ll I IN FLOOR \ - 1- --I L _I__ _ _ - - - - - � I db \ t� I I I I — ` 1 - - - - � I O 0 \ \ I I t(� � , It �1 / I I \ \ � ,� I I --i i � ( � �` I,/ \ I � - - - - � I N 1 - - - - / Tv I ® I I I I I I I } { I I C= = = = \ 1 I I ' i l i TVI I � I i � I I � I I I I/ 1 I �a_ I — --�_I II \ I \ / I \ I I \ \ I I \ I I I I I I / t , I - - r� I I \ I -�'�- -- - - �I I Q I I I \ I I I\ I I I TO YARD 1 / II / I I \ TV I i \ 1 —�\/ I / \ I i F-1 I' LIGHTS r-'� \\ sD I _ \ �I <C� tC � I I I I I I J / I / I \ I .- 1 L I(C I ( I I I I I 0- ( { /� TO POOL // \ \ WP _ I I I \ I \ i I i I I '\ i I I LIGHTS GFI ❑ . \ . \ - � - - ' Gwp FI / - - - - - - - - - - 'v.� 1— — —�- / / 0 \ FI (a 1,P, tp� i // 1 . 1—' ,-I---I- � --I \ I I _—_ I I _1-1_ 1 / ----- // __ _ __ _ _ _\_ ( dF db jwP / GFI / \ I \ �---'-�� S/cl \\ I <�'' I I � ��I\ I _ � I I /(�'/ I I � I I �' I / WP _—_ -� GFI I \ I 1 —/ I I — _ —-t- —-I-'' / 4-—-I--�' I I �— —�/ I / / GFI I( .01, / 0 I I \ - - - - - - - - - - - -� -�\- - - j- - - - - - -�- - tU' FI \l� \ ❑ \ \ / I SD \ _ S/C /= ❑ \ i - - - - - - - - - _ - - / I -a- - /� �\ 1 = _ _ _ _ _ _ _ _ _ /� I 1 \ of t�\TO TO Elt, I / I I I I TV I I / — \ ��\ �,--- (E) wP Q I I I /�-- \ I I 1 GFI GFI I I r - -- - - - - - - - �t — - - -/ � -� — , l t 1 �_ _ _ _ _ _ _�,� / I I / �J / / I I I I I \ 1 \ \ (0� _ _ J ted_ ——\ ' I > I / / 1 TO YARD I I ABOVE Y BELOW S }- \ - �_ PLAN HISTORY — �_ _ _ _ _� _ — 1 QQ (OABNET I ( I / \ LIGHTS 1 I ®/ v I \ Q -- _� / / 1 �/ I I - - - - - - - - - - - / I I D - - - i \ , \ 1 I / I I / — \ I I / t�\ I t \\ ,—\ s/c I \ tQ — - -� 1 / I I _ - - - - - - - - - - _ _ I O I I I y _ I �¢ CDO \ I \ / I �, / DATE DESCRIP: db , GFI GFI / I Ro IDE POW R TO I db 08-12-14 PRE. DESIGN FI I� \ I - - - - - -� - TO SECURITY ( I O O OOD VENT ISP. \ 1 TO A INET( \ I /` I 1 / d O \ I \` \ / `i .� \ 1 1 I / tv I LIGHTS I I FI I I I /LI H S I } I I I/ \ / I \ I \\ / \ \ / I \ I - -- - - - �- - I / / / 1 I I I \ / 08-27-14 PD GFI GFI / I 1 J \ G�I 2 — _ — _ I I \ I I t Et I I I / I // I \ - I GFI GFI 1 \ \` i I / �>' I i �'\ \ 09-03-14 PD 1 I I t� U1I 1 — — — — — — — — — — — — — — — — }i — , 1 / // �' I(//I I I \ \ I \ GFI o (PROVIDE PUSH BUTTONS AND / 09-17-14 PD L - - - - - - - —/ — - - -v - - - - - - - - \-- J 1 / I —_ \ ❑ / I 1 1 I I ❑ IPOWERTOGARAGE DOOR N/ _ / \ OPENERS 11-07-14 DD I -- \ \ _-- / I I - - - - - - - - - - - - - - - - r- - - �— \(fes, -----_ ��� - - - \ 12-31-14 CD SEE MANUFACTURERS G I - F t, _ 1 0 \ \ I SPECIFICATIONS REOU REMENTS ( / t ' \ \- / \ - ' \ ` ` / \ / \ - i \ 03-27-15 REVIEW FOR FUTURE ELEVATOR / \ - /"' I I I I 1 1 \\\`-/ �/ i \I // \ \ PAN IC ANON \ 04-17-15 FINAL db - -- - - - - - - TV - - - - -\ -.i I \ M SE SO I —� - - - - - - - - - - - � GFI 04-23-15 S&S \ I 06-22-15 CLIENT REV'S I \\ 08-31-15 CLIENT REV'S GFI 3 / G I \ / --n FEll --- \ 1 \ ► L - - - - - - / // GFI o I G'F1 I I r - - - - - - \ / i 11 1 I \ 15 X ANO ' (� (� � M SENSO / 1 I GFI GFI qp I I Fdb (1)TI 1 SHEET DATA: / GFI GFI L - - - - - - / DESIGNED BY: PHIL KEAN DRAWN BY: ERIC LUCIA SHEET DESCRIP: NOTE: MAIN LEVEL ELECTRICAL WILL BE ADJUSTED PER INTERIORS AT FINAL. ELECTRICAL PLAN SHEET: TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE MAIN LEVEL ELECTRICAL PLAN SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY SCALE:3/16°= 1'-0° WAY. IF AN ITEM BEARINGS THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND TIHE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. p ELECTRICAL NOTES DESIGNER: o0 1. UNLESS OTHERWISE SPECIFICALLY STATED HEREIN, THE ELECTRICAL � PLAN(S) ARE ONLY FOR GENERAL DESIGN INTENT AND HAVE BEEN z co _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ COMPILED TO MEET PERMIT REQUIREMENTS OF THE AUTHORITIES C7 o r _ _ _ _ _ _ _ _ _ _ _ _ _ _ HAVING JURISDICTION. ACTUAL QUANTITY, TYPE, AND PLACEMENT OF Z o � N �' z � —� r 7 I OUTLETS, SWITCHES, FIXTURES, AND ALL OTHER RELATED ELECTRICAL Q � u C-_ —_—_ -_ C -_ - ❑ -_ ❑_ ❑ ❑ ❑_ ❑ ❑ ❑_ C ❑_ -__ -_ I EQUIPMENT SHALL BE DETERMINED BY THE CONTRACTOR AND "' � Y�" �' w SELL z OWNER. INSTALLATION SHALL BE IN ACCORDANCE WITH ALL Q o APPLICABLE CODES. z U aco J N C l( G CL El 2. CONTRACTOR SHALL VERIFY WITH POWER COMPANY THE LOCATION 3 -- - - — — — — — — — — — — 0'— _\� /� � ((�+' `(� OF SERVICE AND SHALL LOCATE METER AND PANEL AS REQUIRED. o �� I 3. ALL WIRES SHALL BE THW COPPER, UNLESS NOTED OTHERWISE. WPI`ol I \ I ( / / I I / I �� //WP \ 4. WHERE REQUIRED BY OTHER CODES SERVICE AND FEEDER ARCHITECT GFI \\ AE1 I I I I I \ GFI \ / \ \ J L4 — _ _ _ _ -— — — L -[-- — \ / CONDUCTORS SHALL BE COPPER OF EQUAL AMPACITY. OF RECORD: \� I I ( —I— - - 1 ❑ \\'—— ❑ — — ❑ ———�'' ❑ 5. ALL BRANCH CIRCUITS IN RACEWAY OR NON-METALLIC SHEATHED - - -I— + - - - - - � - - - 1 I --- ( CABLE. z ( / If I I \ \ rQ ow#c" \ I ( + I ® \ / 6. COORDINATE RACEWAY INSTALLATIONS WITH OTHER TRADES PRIOR TO CONSTRUCTION. w - Y r z 0 TV I i I I I 1 i I I TV I - -0 I ® co o I I v - I 7. VERIFY ALL CONDUCTORS AND BREAKERS WITH EQUIPMENT J 7 co / / 1 MANUFACTURERS SPECIFICATIONS. Q w \ \ 23 B WITH (�1/ \ I I� ( I / 1\ I i / \ , \ m W W ( ( F I TO SWyTCH ( 8. PROVIDE DISCONNECT SWITCH SIZE AS REQUIRED BY LOAD BELOW AND UNITS. `� Ir- \\ // —— — — — — — — — so\ ❑ ❑❑ \\'—— ❑ 9. PROVIDE NON-FUSIBLE GENERAL DUTY SAFETY SWITCHES AT A/C — — — — — — — — — — — — — EQUIPMENT, AND AT PUMPS NOT VISIBLE FROM CIRCUIT BREAKER Q X /�-—rt I ——_ I / I PANEL AND AS PER MANUFACTURER'S RECOMMENDATIONS. / \ I � /�--I-—-i-�\ 1 � 1 I 1 sic I 1 .� sD I sic (C�' I I I I I I /�' 0\❑I I _ \/I \- //\I 10. PROVIDE GROUND FAULT INTERRUPT (GFI) BREAKERS FOR ALL El/ \ — BATHROOM, GARAGE AND. EXTERIOR OUTLETS AS SHOWN. TO SWITCH / / i\ \ / 11. ELECTRICAL FIXTURES, TRIM AND APPLIANCES SHALL BE 'UL' APPROVED AND SELECTED BY OWNER. cc I \ / 12. PROVIDE PRE-WIRED TELEPHONE AND TELEVISION (CABLE TV) OUTLETS. PROVIDE POWER TO ALL WINDOW SHADE LOCATIONS I / FI /X\ �\ 13. WIRE KITCHEN AND FAMILY ROOM SEPARATELY. // \\ 14. ELECTRICAL SERVICE SIZE SHALL BE DESIGNED BY THE ELECTRICAL / \ CONTRACTOR. THIS PLAN SHALL BE USED AS A GUIDE, POWER — — — — — — — — — — I I / \ REQUIREMENTS SHALL BE DETERMINED BY TOTAL LOAD OF THE HOUSE. El SEE MANUFACTURERS 15. PROVIDE AFCIs (ARC FAULT INTERRUPTERS) IN ALL DWELLING UNIT SPECIFICATIONS FOR BEDROOMS PER NEC. ELECTRICAL REQUIREMENTS FOR FUTURE ELEVATOR 16. PROVIDE POWER TO ALL INTERIOR BLIND LOCATIONS. 17. PROVIDE POWER TO ALL PHANTOM SCREEN LOCATIONS. 18. SEE INTERIOR DESIGNERS DRAWINGS FOR FINAL ELECTRICAL PLANS. NOTE: ELECTRICAL WILL BE ADJUSTED PER INTERIORS AT FINAL. UPPER LEVEL ELECTRICAL PLAN SCALE: 3/16"= 1'-0" ELECTRICAL LEGEND SYMBOL NOTE 6 110v OUTLET "•"GFI 110v OUTLET GROUND FAULT INT. dWP 110v OUTLET WEATHER PROOF GFI GFI T 110v OUTLET, SWITCHED 6 220v OUTLET T O ^^O T ® FLOOR OUTLET Z !_J._ SWITCH M -� L 3-WAY SWITCH Q cz 4-WAY SWITCH U cz O o DIMMER SWITCH V J ® O CEILING MOUNTED LIGHT Q !^ �-- V J WALL MOUNTED LIGHT (V a d LIGHT/FAN COMBO UNIT d a ❑. ❑ ❑ ❑ F—I TTT ® BATH FAN a co) RECESSED CAN LIGHT ❑ a ° ea d ° a \ / ' FLUORESCENT LIGHT SMOKE DETECTOR _ / O _— — COMBO SMOKE/CARBON MONOXIDE DETECTOR / I V ( / I ® (( (T _ TV TV OUTLET � �J GFI=e, PHONE JACK / I I \ I i \ " ® ELECTRICAL PANEL GFI 1 \ I / /' ELECTRICAL METER It \ 1 \ I �, I GFI PLAN HISTORY 1 \ \ F / � � / /—�\ // a O FAN / El ❑ ❑ — / ❑ DATE DESCRIP: 08-12-14 PRE. DESIGN _ _ _ ( 08-27-14 PD � �-- — / 09-03-14 PD O CEILING FAN& LIGHT COMBO D ❑ ° a El sic 0 ❑ 09-17-14 PD d 4 ° -- _ 1I \ 11-07-14 DD ❑ a°. I ir '-,1I ' 12-31-14 CD II \ ELECTRICAL PLAN IS INTENDED FOR BID PURPOSES ONLY. ALL I�- ----� \ WORK SHALL BE DONE IN STRICT ACCORDANCE WITH THE NATIONAL 03-27-15 REVIEW A / ������a�-ji/ \\ °a ELECTRIC CODE, LATEST EDITION, BY A LICENSED ELECTRICAL / I II ABOVE ly 04-17-15 FINAL Ir-------I CONTRACTOR WHO SHALL BE RESPONSIBLE FOR THE INSTALLATION --------II / &SIZING OF ALL ELECTRICAL, WIRING &ACCESSORIES. 04-23-15 S&S IL------- ------- ----- I \ d \\ II J ' \ 06-22-15 CLIENT REV'S I \ 08-31-15 CLIENT REV'S lit d I II il� SEE MANUFACTURERS SPECIFICATIONS FOR ELECTRICAL REQUIREMENTS — — j� FOR FUTURE ELEVATOR , / o — — — — — — — — — 1 1 / / ❑ .a d G V . . a❑ ❑ �// d 4 // 4 100,8 / d / / / SHEET DATA: I - GFI i DESIGNED BY: PHIL KEAN 1 DRAWN BY: ERIC LUCIA a �d. NOTE: \ ELECTRICAL WILL BE ADJUSTED PER INTERIORS AT FINAL. d BASEMENT LEVEL ELECTRICAL PLAN SHEET DESCRIP: SCALE: 3/16"= 1'-0" a� d . d a . UPPER LEVEL & BASEMENT ELECTRICAL PLANS SHEET: TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO ,,,, HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. DESIGNER: � o o � � ZC0 Z CV < U \ (1) C Z rZ O c `- V H- .-- U Q m n x u E LL ¢ C r^' -2 < F-� O LL 0 , \ C N c U C W rn r- U CL u = �- ARCHITECT THESE DETAILS ARE GENERIC AND MEIOUN'T TO SOF RECORD: LASHINGWATERPROOFINGTCBE E . z CTCIS TOE APPROPRIATE TECHS IE EMECHANICALLY FASTEN AS FOLD UP WEATHER NECESSARY IN CORNERS THROUGH RESISTIVE BARRIER& WEATHER RESISTIVE OR SELF-ADHERED FLASHING TEMPORARILY SECURE BARRIER WINDOW UNIT 2 DE T DOOR ROUGH OPENING O WEATHER SLOPE BUILDING c SISTIVE LOCAL LL o C\J RE0.3 in : 12.0 in BARRIER d WOOD FRAME CONSTR. O.6 Cm : 30.5 Cm z ( ) TAPE EXTERIOR SELF-ADHERED FLASHING 3/4"-1"BEAD OF CONSTR. LL 11u 3 SHEATHING BY LAPPING DOWN ADHESIVE TO BE APPLIED UNDER SELF-ADHERED FLASHING O O co OVER RIM JOIST AND UP THRESHOLD OF DOOR AND RETURN FLASHING R F' LLLu Z I.-_ LU WALL BY 6 IN. UP JAMB 6". USE LIQUID NAIL BRAND S U x J (ASSEMBLED WINDOW) O U OR EQUAL WEATHER PROOF CAULKING W 2 CEMT. FIN. R703.2 Weather-resistant sheathing paper. One layer of No. 15 asphalt felt, Q 1-1 O WEATHER SEAL TOPS OF JOISTS SELF-ADHERED FLASHING BUILDING PAPER free from holes and breaks, comply with ASTM D 226 for Type 1 felt or other z RESISTIVE BARRIER approved water-resistive barrier shall be applied over studs or sheathing of all Q UNDER DECKING 1 SUBFLOOR PRODUCTS DETAILS exterior walls. Such felt or material shall be applied horizontally, with the SELF-ADHERED FLASHING (SEE DETAIL WP07) i_LL WIRE LATH SELF-ADHERED FLASHING upper layer lapped over the lower layer not less than 2 inched (51 mm). Where joints occur, felt shall be lapped not less than 6 inches (152 mm). The HEAD FLASHING TIE-IN INSTRUCTIONS: TWO LAYERS OF FELT OR ONE LAYER OF HOUSE WRAP AND felt or other approved material shall be continuous to the top of walls and 1. Cut, fold up&temporarily secure weather resistive RIM JOIST ONE LAYER OF FELT ARE REQUIRED BEHIND STUCCO. FBC R703.2.1 g pp terminated at penetrations and building appendages es in a manner to meet the barrier above header to allow for flashing installation p g 2. Self-adhered flashing plus head flashing under requirements of the exterior wall envelope as described in Section R703.1. weather resistive barrier olo V 3. Fold weather resistive barrier back over head 1 1 flashing and seal with tape 2 2 O Detail Instructions Exception: Omission of the water-resistive barrier is permitted in the following Refer to the number marked as # In each detail that corresponds to situations: SELF-ADHERED FLASHING Scale: NTS SELF-ADHERED FLASHING SELF-ADHERED FLASHING the numbered items in the lis of instructions below: FLANGED WINDOW 1. In detached accessory buildings. FLASHING INSTALLATION AFTER WEATHER RESISTIVE BARRIER wpol EXTERIOR DOOR WITH DECK- SECTION A WP02 CEMT. FINISH SILL/ POTSHELFd CHIMNEY SHOULDER WP03 1. Install self-adhered flashing in order as shown by numbers 2. Under wall finish materials as permitted in Table R703.4. 2. Install flashing and weather resistive barrier to form water shedding laps R703.8 Flashing. Approved corrosion-resistant flashing shall be applied 3. Self-adhered flashing can be substituted for building paper shingle-fashion in a manner to prevent entry of water into the wall cavity or 4. Split the release paper using the ripcord (Split release on demand, penetration of water to the building structural framing components. embedded in the adhesive layer) - for ease of installation and to Self-adhered membranes used as flashing shall comply with AAMA 711. minimize scoring cuts RUBBERIZED ASPHALT The flashing shall extend to the surface of the exterior wall finish. Approved 3/4"-1"BEAD OF CONSTR. EXTERIOR SHEATHING RUBBERIZED ADHESIVE 5. Remove all release paper per standard installation instructions EXTERIOR SHEATHING INSTALLSELF-ADHERED ASPHALT and adhere to substrate using a square piece of flashing material corrosion-restant flashing shall be installed at all of the following locations: ADHESIVE TO BE APPLIED UNDER FLASHING JAMB&HEAD ADHESIVE THRESHOLD OF DOOR AND RETURN FLASHING,SEE SELF-ADHERED FLASHING (6" X 6" Minimum) UP JAMB 6".USE LIQUID NAIL BRAND FLANGED WINDOW 1. Exterior window and door openings. Flashing at exterior window OR EQUAL WEATHER PROOF CAULKING (SEE DETAIL WPO 1) 6. Fold as shown by arrows REFER TOTECHNICAL SCORED 7. Angle of corner may vary, adjust folding of the flashing and door openings shall extend to the surface of the exterior wall LETTER COMPATIBILITY CHEMICAL Q RELEASE PAPER accordingly to fit tight to corner finish or to the water-resisstive barrier for subsequent drainage. SELF-ADHERED FLASHING SELF-ADHERED FLASHING, ` �`o y• (BEFORE FOLDING,SCORE 8. Mechanically fasten as necessary Flashing at exterior window and door openings shall be installed in EXTEND A MINIMUM 6" RELEASE PAPER TO EXPOSE VERTICALLY FROM ADHESIVE AS SHOWN) accordance with one or more of the following or other approved BOTTOM OF method: THRESHOLD 2 s '� MECHANICALLY FASTEN AS SECTION-A(SEE DETAIL WP02) NECESSARY IN CORNERS THROUGH 1.1 The fenestration manufacturer's written flashing instructions. SELF-ADHERED FLASHING 1.2 The flashing manufacturer's written installation instructions. SELF-ADHERED FLASHING 0 1.3 In accordance with FMA/AAMA 100, FMA/AAMA 200, or 2 FMA/AAMA 250. 2 5 1.4 In accordance with the flashing method of a registered SELF-ADHERED FLASHING design professional. NAILING FLANGE 4 g DO NOT FLASH OVER 'INSTAI L SCI F-ADHERED FLASI IM.IN ORIFR AS SHOWN DY NUMRCRS 2 SEAL TOPS OF JOISTS 1 6 2. At the intersection of chimneys or other masonry construction with BOTTOM NAILING 8 UNDER DECKING INSTALL FIASMINGANDWEATHFR RESISTIVE BARRIER TO FORM WATER SHEDDING LAPS frame or stucco walls, with projecting lips on both sides under stucco FLANGE (SEE DETAIL WP07) 2 7 - copings. 3. Under and at the ends of masonry, wood or metal copings and sills. SELF-ADHERED FLASHING y A ,POA SELF-ADHERED FLASHING WP05 SELF-ADHERED (FLASHING WP06 4. Continuously above all projecting wood trim. HALF ROUND WINDOW V V4 EXTERIOR DOOR WITH DECK INSIDE CORNER 5. Where exterior porches, decks or stairs attach to a wall or floor assembly of wood-frame construction. .� 6. At wall and roof intersections. r 7. At built-in gutters. R703.15 Drained assembly wall over mass assembly wall. Where wood frame .6 T or other types of drained wall assemblies are constructed above mass wall O assemblies, flashing or other approved drainage system shall be installed z D- as required by R703.8. Er (1) SELF-ADHERED FLASHING �2 Z• DECK PROTECTOR � ., SHEATHING 7/8" Cement Plaster 7/8" Cement Plaster - � -01 in accordance with U (Z 0 In accordance with r^ ASTMC926 a- = ASTMC926 v J +r Felt backed metal Felt backed metal SELF ADHERED FLASHING lathe in accordance lathe in accordance Q O SELF-ADHERED FLASHING PATCH with ASTMC1063 with ASTMC1063 (n DECK PROTECTOR T- Building Paper Building Paper N O 2Q 7 7/16"O.S.B. /16" O.S.B. sheathing sheathing DOUBLE SINGLE JOIST JOIST 1 SELF-ADHERED FLASHING Metal Keep top edge Flashin SELF ADHERED FLASHING 1 g of weep screed 2" below top of 2 ........... 3 1/2° block 3"MIN Unperforated 4 Flange 7/8" _Vulcum caulk •INSTALL O FLASHING AND WEATHER RESISTIVE BARRIERTO FORM WATER SHEDDING LAPS 2 C Weep Screed joint only J Maintain Metal Flashing Bottom of SELF-ADHERED FLASHING WP07 SELF-ADHERED FLASHING WP08 NOTUSED W P 09 Weep Screed 3-1/2" Unperforated DECK JOIST OUTSIDE CORNER 1 1/2"to 2" Flange 7/8"Weep Screed Above Roof 1/2" Cementitious Sheathing Decorative Finish •o•. .•o• All inside and • outside corner will °•�• need to be miter •'• • cut and caulked all Cement Plaster •• . • butt joints need to PLAN HISTORY in accordance °••. •••4'' ' be caulked using EXTERIOR WINDOW UNIT with ASTMC926 Vulcum caulk for all CEMT. FIN. over wood 2nd DATE DESCRIP: floor BUILDING PAPER SLOPE SLOPE 08-12-14 PRE. DESIGN SLOPE 0.3 in : 12.0 in 0.3 in : 12.0 in 08-27-14 PD 0.3 in : 12.0 in0.6cm : 30.5cm (0.6 cm : 30.5 cm) ( ) (0.6 cm : 30.5 cm) 09-03-14 PD 09-17-14 PD SELF-ADHERED FLASHING 11-07-14 DD WIRE LATH SELF-ADHERED FLASHING EXTERIOR 1/2" Cement 12-31-14 REVIEW CEMT. FIN. Plaster Finish 03-27-15 RRE WIRE LATH 04-17-15 FINAL BUILDING PAPER 04-23-15 S&S 2 1/2" Perforated WIRE LATH 'o. Flange 1/2"Weep 06-22-15 CLIENT REV'S Block Screed Cement ••o. 08-31-15 CLIENT REVS SELF-ADHERED FLASHING Plaster over block BUILDING PAPER 1st floor BUILDING PAPER Install bottom Slab edge of weep screed 1" below finish floor WINDOW UNIT EXTER CEMT. IN. OPTIONAL DETAIL Note: The building paper and metal SHEET DATA: lath must be installed over the WEEP SCREED DETAIL top of the weep screed. SCALE: NOT TO SCALE DESIGNED BY: PHIL KEAN 2 2 DRAWN BY: ERIC LUCIA 3 3 SELF-ADHERED FLASHINGWP1 O SELF-ADHERED FLASHING �/P11 SELF-ADHERED FLASHING �/P12CEMT. FINISH WINDOW HEAD CEMT. FINISH WINDOWSILL CEMT. FINISH PARAPET WALL SHEET DESCRIP: WATERPROOFING DETAILS SHEET: TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. ___ - __ - - - � .; - I - __ I - ___�_ 11 -- I. - ., ) " �, , I - , � �' __ ____ __ ______ --- - -,.-- �_ ,\'-�-D - DESIGNER: TRUSS PLACARDING FiEQUIRM . � . I 'Lr il j�', ,,-, — .� I E ICTRICAL C� ldopwwftft� 77=7--- �D 0 ,.Avpmft� I -...-..-..a A I "I I -, . '' : — .''-rq, t 94 1 ENSF'�12-CY110N REOU-IMED 11 , ­ I � � C.� - "_� I _ _ - I tr - I I I �., ­ � . - � . -i i � . I I " � , " rll�i� , " ,!� C04 z m I- ) , �: ��, , ,, (�, �-; r, -_ . :_1 i N -� - ' 0 1� 0 ij ,_.- � �;A_,_". . 1_��1_1 I , _ ,I- " �D �` ---_H ALL CODES OF C? u , r 1-, l!- , _� ._1 " ""'�- , �" . - . , , TV; - . ­ , 7 _,�__ - - - I . . !I �' .---., __,-_ f __;I � z a) cm, m . . � - - , " , Ni J< Sf�T':: TOWNCODES z 0 '. ,-, "?, 2 F'r.,: - W-! - , - , i . ) Lz`�'�' "' ' -% f L_ & u I - ­ 11 I I L_-,�,J �_,- 7 - 1, .­ ­_", I�,_�_�____ AS REQUIRED AN'r) COINDITIONS OF 0 I— ) Is -1 [ :­!i �­, 1 "!:� !, ,t . � - ­­ -i I . t�! �-� � I - - , � � _ -�1 .� �'' u � 11. , L , ' D m 2 — . i , x 7!��-11'-%e�-' �" ,'­ -�, i ' ,-�' ,­��-, 'i Hi_�' ill '' nil V"� , "" " , . - � , 11� C:-8 < C " . -----------� ­ �_w f_ f - [. _L�."',�_ :' "�:! ; C':-�­ � -. EZ LL LL z .1 1_�!. _ I'', -11, 1� z -2-,z C,j ­1� r� � .� 1;%� C) V, *F5 �6 Nj Ir"'," -_ " I. i ,­ -!.'T .,� - -, '' ,'� (' -�" ­.---,, so�-,�-___ ��,,­­ _, ,,�_� 0 LL 0- a) �4 �. I , :�: I ,; ..! � f I L,.-. is� , ,, ,�,,,, ��,� .." - z U . ce) " -, — �11 I , -�,E I -,7 - ,,�,! �',�.':;j.-I- ,- i , - , t -t I-- �. .-1 I , ! T , �: 8 6 - 0) - 2— Q`7140�_D 7'��,?,N " USTEES .C� � C\J ,E L0 " 2. r"",­ :� - v i ���: t- . _..� C - . !" , "" - 9 IL �_ � ; ''. 1: �, ! I.- - �-w cz,:) Y,§ ,�- ". 11 �3 4 - '31-�l L'� 0 ?i � :,�'�i.,! �'_ i — �1_ , I !;__2 . !,",V.S,7__C �� �_ 1�r �: __ u 4. i �!!"I - (:�,�, . �,j:,!;:�­7�1'- � `!�­,_ "I = �: ­ , ,-11 i - , ;." -,.�I �� �_ 0- �-� r(11���: f-,� , : �- - -, 0-4 ,"' , L�_�� ; .- (-,.r = , . I "-,;--1.1'!."-- �� .I� , = u 111. (Ir', 1�,�i 1. -,I!-,!,! ,1 ; , f,,1:7= �1,1 7 r el. f"- - � �i ,-i I - P-4 _< � ­"��J;:.:­�,�;�!'�­ �­�,-:' _c-". ",�) "i ::; -i�('�: T�-:,`C,! !!F-1 V , , - I�-,'I- _'_)�� FI " , '. __ , , ,7 y0l—�, �,I_! _ �,!"-�­ r,�- - I . : :Xc�i_,� �;"`T�!.'_ f-'­� 1-1 1:1­­�- -R I :-(..-,I I - C. , � 'Or YTRU��'ilO'; ERFI-3��S, .)..­7k_-.;' 1_�C, 1 -1 1. :, i-,. OCCUPANCY OR ARCHITECT USE IS UNLAWFUL OF RECORD: DO NOT PROCEED WITH WITHOUT CERTIFICATE r� . FRAi',111'N!r3 UNTIL SURVEY C", r- ,- < Or FOUNDATION LOCATION OF OCCUPANCY u HAS BE CEN APPROVED. .,__ _ � , :__� Z`_2:1Y�� .- � � �) �e_, "d I I,e.q C - L _ I -_, z �Lj of'- 0 f -T pLUjvjBER CERTIFICATION PLUMBING �_- 0 >_ IzT V7) N - rl- ON LEAD CONTENT BEFORE _; co ALL PLUMBING WASTE C� co, uj C) cERTIFiCATE OF OCCUPANCY 8,WATER LINES NEED � IN z :4- \ STING BEFORE COVERING Q_ _j LL Lij TE E 0 (/) 0 0- UJ Z SOLDER USED IN WATER �_ < �_ uj SUPPLY sy8TEM CANNOT In < 0 m� �- _j ..O 1 F 1 O' LEAD. . '. = U) I r CEED 211 0 Or ,V.r. r T . EX I -iq� - ,!:,_)�.jn"' u .. DR04AC;r.,�4�n,Ecrin ' 0 , *1 ,,,tt 7(,545C�'3 llc'fore Cont.<�c� -C, , nn-,rina, . L I *,�,r..r,t,- -c ,7'iricces certification � . . Backim,OR P10\11de Eric> I 2h.s I',"en mst,'Ilcd to Codg' t�at the dr3*;nagL -­ _.__-__ ­_-­_­­ 11 ­­­ . - - - - i 1_.� - -il- -__ 1_.� I I ,­�, - - .___1 � i - ._11'.__11 I ......., I 11� 11 �� - i j � . i . - -- - � __1111 . ........,00,o� I I �i 11 i� I I ,,� ��-----�,, ___-�%__��, 'i - I - -­------- I _.--__ 1, - � � . �� �� �� �� �� �� �� �� I �� �� � �� _��11 T"I � -1 �i - - I I I ­ � ,l - � - - I I -I- �,- - - _f � -- - -- - ; -- - . I � I __ - = - - - - ( _ ­ � � I 1__�1__% - I � � -1 - 1_�r - I . 0-10 11 I -L�� I , ��-�� ! I - 9_.,� I I �� � I 11 � I ij � 11 11 l� 11 I- 11 I �� 11 'I 11 I - -..o I 11 �� � 11 11 I 1111 11 I I - 11 11 1 H 11 11 - - __ �- - - - - I I -J=---D , ­_ - - I - - 1 _-__- - �= - - � --I I - - - - I . - -------1111 _j - ___ _J � - - I ___ ___ __ — - - __ -F . - i I — . ... . . =1[ - =- - - � �_ I I =I I I I . - I . - — - -1----=r===11 - �_-­------===4 - I____�___- F_ . __ - I I m ---�,_ - I - — -IL----- - � I - - __ - �- - -D—_ �__ - - I,- - = - --ji 1_:� I - �[ 7_771 ____ - - - :19 Et� - =__ - - 11 r ��__­ I -1 = � - _=Y__�J�' - - - ��__j �D(— -I - �[-_ p-_��_,j F-2-- p�"�=3�- - ]I- - - — I - - I I = -4-- i =- __ - __ - - a_1 - - - . - - - __ . I __ - . � _T - �_. - " - __ - - . __T__1 - � � - 7: = I ; �� )r------T- ___ 11 =L_�=_�__� —�_ ===�11 11 1- -_ __-) ,�- I I " ______� . I I---- � _� __I - UL-11LJ - �--- - ___j i i - - —ji __1 I Lj - - - 1___f_=_ —i____t__�_ LJL] — - L_ ,L11 iL _-L� I ��_ I ______ Irl . I I I � . , � , , I — I I I , . , - _ ­ ,-- - —_____ —_— - ____ - _ --- ,—.—,--. I- -------- =J��( —-_ - ____ ____— ____�__111 . , — . . , , , I I - ---i _____- ___ I ::7-jr —, , , ____ ---- --- _____ ____ ___ - ____ ___ - ­ ______ - —___- ---f -3 - —F—f - - I I ---:i_ __L��_; - - --T-=,)�_� -4,- - �, , , , I - - - - -=7- 7"__ __a7_ � ��4���� =Pq��L - - -i�_ � � � -IF =-J=6--j�-=- Fi��� I — - ___ -- - _______ - _______ ____)��­___111 --- ------- ____ - - __ - - ����������Q� --,-,-- - __=F - - --]I-- ��— ___ — - ­1� - -- - - --4 - =# a�� - ; , - __ 7-7: __ - - - ­ ., - I � . cr IT- r"', - 4-0 0) C: -r- - . U 0 Y . - r Z 0- >.: Er (2) . ___ (]� .Ln Z " .5 -0 - - - Cz 0 0 L_ 0 (Z U) 0- _C= 4-0 r--% (ro 0:4 k-,s k , � (��l 512 =3 - . C) 0 11 C) Z� j 1�tnj Li I q 41 r_ C/) , NEWYORK . � N . - 1 - NOTES INDEX _,_*'__ _ _;jj­;_,�­W_',_-_� -m 7- ,w lv,:,L. F.w­�,--W.W.-*,.--*--:, -,'- .......V'--"_-i7' ` --�'- -, , -, __­ - , . 7.­ff-r- ._- , --- .-- 7WIX " _�,­W,5 w V, _: . ��, , , * ." , � . #`#___w, ;,,;r ,W- SHEET SHEET NAME � "6�1�1 _ % * * 1� ,� . _,****'* z* , , Nw - " Ov Z,r�,�11�*' * � ,�,�ge� 0, ' " , " , ..�* &k W,��# '*# 4 , ' , �* " w %w I - � - f� cli� * w * , # _ . A� - - 4�14, I` -, ­ - � ' - '0 .- "'0-- - i:6 # , � * * r;�* ," . _N IV �w 0 * %� w ,� 4�� ,�**. ", k il 4 _� 11�r ,%k Dt *' v. 0 __ �,l, .lk # 1W 4 * & v -.w ,.k 0_4 4 * 1*. . � I l:': * a � §R v �* A * * * il" W, ,*. * *A`*** I . BASED ON THE 2010 RESIDENTIAL CODE OF NEW TERMITE I?. 11�,W, �%_�" 1, qp * �* 4 �lk��**,,�� 0 0 *%P 0A,* 4 . * # '1!* ", " 'i '' I : . �*:%".� * # V, * 6.'44�� �##% , I .. "�r W V � - ,_ , *' ? ;, * , � I I ll� #% 0, -0 S "wW_# ,. - 1�1 * * A . ,* - I �� I* _W -, _ _ , -4� * 41 � __ 0 0 *%::.., w q �7 : - 10 4 �* * * * . �� ,� , . �'Ai� �. . 0 *7* ,w � � Or * I � 4:*�, ,!w,0'1t,*, # ,f, " . .'.." % . , , - '04 , XA.:0*.w* . , w ., 11 * 0 # i�z 907_*>�#'* # * ,#,** - I 4 # * .*� *. .w - * # * *. .,#,,*, .. � , � YORK STATE ff..� , * t '',�** *%% ' '�_ ,_ 4 W,$�,%*Al�r _ etv_0 -­4�,* - � $� ** _$ , , "N w % - . � � - _ 4 t � SHEET *, 10, IV - - * 4 * 4 v � _0 I -w"� SECTION R320 PROTECTION AGAINST TERMITES 0 % � * # 6, 1* * * , M-W � , 8� .. W*1w fl, i%s!''0. 4 ,%4 41%, 1>1 �,�,,_%_,�1- * I # , v W, , � ... TO THE BEST OF THIS ARCHITECTS INTERPRETATION, THESE DRAWINGS . 11 0 ,* #. 0*w ,v 0. N4 vi, * a; 4, w wv ik .1 �.,V,A� ARCHITECTURAL MEET THE REQUIREMENTS OF CHAPTER 3 OF THE 2010 RESIDENTIAL STUCCO *� r,*p^O�w'Kv1'w" V*#v,'%' wLw* *,V %V. , * .* # #'� A ..M. i&� �Iv _ W. - - , ­­ .1 ......W *r. *�Iw .,,w ,z �,O� ...11 ,� A - - ­­ - 4 1* , A 0 * *I If'�'*,­* -4 0 iX�, 74,,,!4-A,,!*'w%w*0.?,�', �, ,,1 O.: , 4'. , I 6"' ., � .19,30� 4?i. , :t. ., * '�l 0 A::-, _ ,4-A. r!, I *0-0 w A� , , AS SITE PLAN , � CODE OF NEW YORK STATE EDITION, AS DEVELOPED AND MAINTAINED BY I 01 IMNN � C�<,%- l* ",ON*,, ,*,,,.,*:,-*.�w * # 4 ,* � _ , �*,*-.%% *%- w ii'l -%#.,A *r V 'W. *'��"*' .7 *'* *0 ti** r%k,� W4m, 1.0 MAIN LEVEL FLOOR PLAN - DIMENSIONED � - 1 " " �, . ,le ,:.#_ ;�":o:*.%-­0-1-V 4 4.,4," - "I I�-* 10 � THE INTERNATIONAL CODE COUNCIL, AND ADMINISTERED AND ENFORCED 11 � , , x 1w" %A. .** - 1ftw,w1w#wiw* I . . ASTM: C 1063 - 06 � . 1* , I # 0 *7 _W1*1 '1-11� , 04 ,; 1� V, , BY LOCAL JURISDICTIONS. , � -3 Rs �_4 - _ �� 4 W^#*w *4_A �� W + 1w * * *i, I �,�., 111, , ;�& !i � � - �* I?%4� %#".*,�1,4�#�-,# �* V,$ *�, 4,�I:* 1.1 MAIN LEVEL FLOOR PLAN - NOTES 4 , ­,' , �.,#_,�7,, .. �s� k i,.* � - *" 4� �' . � . - lkli ,* -;,�,;-,,-�,,%* _#- I - .I F.v # _ ;W,; ,w *LL�_-�, ... -� 7.8.2 METAL LATH SHALL BE LAPPED -1 IN. (1 2.7mm) AT THE SIDES, OR NEST THE � `_- � , "t , � , ,%* j;i�.'� ,., ,r OWA 0*1 1* #i I rite,,,, -,L� � , %��W, w * _ , i�l�. � - % .. -1 - , ; I "s 0, � ,rj , -F u_r_1 -V L-L. OL L)r1%%DLJv1L__1N1 I I L_%_111.j" F L_mm%__) - Lj11v1L_1m%.21%_..111yL_Lj e# v * �-11 * 0 v * �q t., l't". I...,-., �._ I - ''I , - 1�w vi �w. ,V, e_.v ur - L.L_ - - , , - 74 . : , , A s, n-.i �' . I , , � t I W''%� * # g, .,e, * i "'T. V,;:!.;� w w pg� N :� ��nl "I I v i #`% *,W A �, " � , ,�: di�" 'l, , " — w1% - ­ . 0 W. 4 oi�A, w 4 * - ' O ' � ,4. � , 0 �, . ., -0 - �11 w" S-047* . EDGE RIBS. WIRE LATH SHALL BE LAPPED ONE MESH AT THE SIDES AND THE . ,, .t,a v � - -0 .'��k. �k r* �1� .." # --A,-,*� !0 * 4N x , , k, '** * , . r w w V� *'�r �k �, � 0 # * * *1"* w, " - 0 * , �, - , , I , A " 10; w v * * 41 � -*--x.,_-p7%q. v 01 0 *,* ., _t * ".%W1 , �. 2.1 UPPER LEVEL & BASEMENT FLOOR PLANS - NOTES , . � ,v . V' m 5k * 4i , !j,�. W '* � ,p 0 0 '*,,%**�I�lw. ,!, �� ,*-, I . CONSTRUCTION NOTES ENDS. LAP METAL LATH 1 IN. (25mm) AT ENDS. WHERE END LAPS OCCUR 0 , .1 . *X!,., 11 * A A 4, * *I-0 w # 0 a % . �* , &, ,w.1,,* -AiL> - - � . , %,# ',* w �; 4-v . io - , ��,% *� W, %%* � - , v x 1 _#v x _* . , , , PLAN HISTORY CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND NOTIFY BETWEEN THE FRAMING MEMBERS, THE ENDS OF THE SHEETS OF ALL . . �1- - � * �*w% ,;, *4� 4 w * v *p * 4t"li,�%lg!* , 40.,*0.4,* §� *r4V w . - %� 3.0 EXTERIOR ELEVATIONS V, , , 4Z wvw. 7, � 2, w 9 * , 06 0E **7* # '01 1w 9.1 - �,�,�'** *74, ,%- & *^.* # '04,x " _ W" :4�, * * * ". .* - * ,*. A A * 0, * W _ - - ' 'I %�, . # 0, A vi�* 4 .41. * � * ......, I A % . . * * w147# ..- . 1- DF PLAN & DETAILS THE ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. METAL PLASTER BASES SHALL BE LACED OR WIRE TIED WITH 0.0475-IN. A 0 -�O,j ;v Y � � , ., W* iik_w � �),Al 14 - 0 -4 , �,� .%� �? #w 1;�%q, �%,w v w * * # IW 0 't" W , -0 �3 I �,."L 4 it w . I- 1"r * # * * .Ir . A, * -- - * ,�f; 3k *-w W,wo �w, m -Z" ly. * 3� * W'V M, 0, . * ., W, * W. A, , ,i "� , . , -94 !k , ,,, 70 -%�,% - , 4: 0 Pv I ",_ 70' , %*4"'o * ,v *** �, . 4, 0 W� IF w w, W * . , �!# ,*!*!W�m N1 UAI t Ut6UhItj: , .&I I * * li, � v * 4 xi 0 W , ,�4 * ,��4` 0 # 10 #_ W, v ,P,ww. 4 .* * #-, THE 2010 RESIDENTIAL CODE OF NEW YORK STATE EDITION, IS (1.21-mm) GALVANIZED, ANNEALED STEEL WIRE. I I k*17111*11T 7��I�,N7, L �� 4 6 viw*n,,T� i * w 0 0. * W. -w , *, ,* , A * - - - - " # * " �', � * **W% 4 5.0 BUILDING SECTION A & B - - F�W a W_ a r� . 'W 's v w A -,ill*. *_ a * . ,# ,�l , -0 .44 "% ,w W �, , � * m, '4,,'. -, w * * **;� 10 4 ew%0*ft*N*,.,***_ 0 :*1 A: It Ww.­ W #%"##4#'^,*,#*%**%v1 . w * v . ,, � - .-, 08-12-14 PRE. DESIG k 'i * r� 1* * A �, 0 *. ."R I - 4 1�� S .A. 0�, ,*%p%X,.*xi�,*!v #,�#4 #'* ,,�* # **'*vi * ; �, io 4 - I * I 'w .1 *­ � APPLICABLE TO THIS PROJECT � a t , .W, i!- 0,� % 'R � ��" W _!%1w.'!x1* # X, ! 4kiV, 1k iw k, W,,�,%. ,� -li, * � , * 4, *,-.r ""',il;N�', " - w, wi 1w 0 - �x "WOW PD ., 14�,1 4 w I V ."k:_ , ft ... * I 4 4. ,K�Nw�*'_S . 5.1 BUILDING SECTION C,D,E,F & G I ALL CONSTRUCTION SHALL BE BRACED AND SHORED BY THE 7.10.2.1 LATH SHALL BE ATTACHED TO FRAMING MEMBERS WITH . - 4 'K"�: w _V4�, %& �: _�kr 4 �il i1111#*%%"�*q'- *. 4 *�,r'#,*.�,, ,�,*%%!i�'*L 0 _% - - . - . w w * 0 , q%*.w,�W.-,. ��, 0, - A *, # V ;�' # %',, .. "' "*_'M4" '�' 11,17 10 1'0r" 576N A v _ __ WALL `0 - _W14 V, I #, 3;, : 6 w � A A ,%v��%#,�07, '41- :7v-`�,'wv,ii.*V :w * 0 . I " . � - CONTRACTOR AS REQUIRED TO SAFELY PERFORM THE WORK I ,_ 14 ��._ k # I �. 0, �w - - - #' a Or* * to * . SECTIONS � , 9 ATTACHMENTS SPACED NOT MORE THAN 7 IN. (178mm) ON CENTERS ALONG �. �:"Pl w , , I 1* # �, t I...A,I i%!*r%!_1'l 11%% wo,,*0_1 * * *if It * 4 :a P, * W * .. 4 *'i1*% , -�iv 11 * � ,� * ,w , , _ w,y, 1� W'67 w4we pxi , . # , *� _�' 'I 41- ;C*w,l,_1*,�i:1/ �& * 4 * i ;e - * - "# i:% 09-03-14 PID 1 �7*' ��%..v 5 * "." -V `0�4#% * . 4740�* I ".* 5.3 COLUMN DETAILS THERE SHALL BE NO WOOD STAKES USED IN ANY FOUNDATION OR SLAB � j 0 6. a & �., *, 0 , vi ',*"* � . "' * _ ,&i .4 w R� 'W-'* " 0 't- '�' ��4� k , � Al , w 4�I * lk, W. 0 . o ,� wwrw� ,,� , .,�� � 0�^^,, X _ Wr4k .�, 4� . 4� 1 # , , V 0 A , & `0-l�*04,,710 -Z - ,A - ,. % . .. r ,�# . 0 411 'w,,�ip� v ,w 1� V 0 ,� PID � w 00 . N _, ��#* 1** 4 * ' ' � . -11 �w. ar �w �, �w - , - tv , A "* 0 * w 9 w - - - _ �*, , � 1 $ ,� 'i, � , v I 41!1�ot , - .. it. - W, - 09-17-14 �� 7.10.2.2 DIAMOND-MESH EXPANDED METAL LATH, FLAT-RIB EXPANDED METAL _!A _6 7 -;- ­ I . r �y N% �v ,, *,%*** *,%,�, ,w 74, A!iL AREA FOR STAKING PLUMBING, REINFORCING OR FOR ANY OTHER USE IN *Q .,� I* �. # A t. 4 w �, v -�% _!;127 ; 4F*1 P,aiNr � - W,W�I*,,* *' ,w . *.. 0 �,� A: A * v *, 's, q: ", -Ir . W: ,�;4.. �ik�,r­ �, ,�� ",V-;��A�i, ,- " I � .* F., '. �,� �, � ,'. ,w# * * � _ 'w ­-, , ,, , X, �O*NlC*w#"47*, � , 4 1 � Ni 14 A ,T�,*r S * * ., I ,%#,w ,g * - , .L . . �17 11 .0 SLAB/PLUMBING PLAN / SHADE DETAILS � t�* 4 *,%��'I; N.w V . - THESE AREAS. LATH, AND WIRE LATH SHALL BE ATTACHED TO HORIZONTAL WOOD FRAMING 0 �,�V W �.. !,'* r ! I ."K �- # `0 * %*.`1W 'I w '.S� 0 1 �­­_ D . * ­ 1.1* I�Iiw .f� V, % 44 . � * * *,,411 � 4 * � ii,,,., w I V, - , I ,_ __*1 11-07-14 D , ,�e, _11,0 41 v W_ I . I v 4. � -,. * a� r, �', * * I'� # . � 0 � 0 w w ,�,# V, w V it .0, * '00 ,�.!,W,w [-'LAN I th t�LAN , - � W 4 17 1� *, *4 w * -+0 , t�l ,� 0 , 4.�0#0i'%ft . 10% ,* - 7.0 , _ *�*#*�Ille , , I *1 V�4se I .,,* �� 0 I - � N � �#, -%* *-.0 k* , 0 l,' , �01,"�i* 4 ,,r. � , �-. W, -*, W ,.� S w * w, .,� - w_ w m - 1,�Al, I , 4 ,� I *' � # s *A*A, I ,A- %* * * # W v , � . 12-31-14 CID �� "'!:07j*07<�, 10*11� - V I! MEMBERS WITH 1 1 IN. (38.1-mm) ROOFING NAILS DRIVEN FLUSH WITH THE � N r �* 01 -T �,: - ,4 ��,�' 7 . %**%*', �ii@ � �i�. #� W. ' �'� P W w W .w­&. _Vr '* 'A " _* ,V.w 'w. 41 . p'. Wr V A W ,,r �11 # *1 *_#"�i'��Atn' `�'�;'A 4* & V� W, r4 'M lj� F,N­-'*NA*1!j � w �, ,'�­ - 4 �Lll � *1 -10 ,� 11.1�*�. A. � I 4_1 0 &I ww. W!� �*:_Iw I'M I,-*,�.-v - �m, - ,7*� 1. �ii lik W. w w 'PA 8ii - I , ,,* �, , � '# ,� W 81�r W 4- .4 t + ,v �*; ,. , L_ 1 IVI/A1114 LAmw V L__L. L__L_L__%a I "1%_1/_%L_ F L_/_x1m . il- * # * r- # 0 *, * �, ?� r , ,�, ,� * , ;�"* I , ,� . PLASTER BASE A14D ATTACHED TO VERTICAL WOOD FRAMING MEMBERS �0 � �! 1* . * * * - %**# "'** "�'04#'#,��" L'�*- ' , ,. , ,4, 4 1 � A. * � � O % � ,�.vi* .§W, - , _ - , .- W - - ­ - , X, .0 *I% ,O.,!Q 4 * * � �� 4#' 111 # � , I . . , ROOF COVERINGS . 47 - 'w-m-44 - .;� , , 0 . . to ,I � �, . ill, ��, * "K * " * , , , �* * . 0, A v*-%* 4 *_0, �-i*i* - - 03-27-15 REVIEW 4 M _Jw_�14 - *�-#.7%,&�14 : I � w 0 6l " 'A' 1� 11 �� 114 �t �, 0 _�,' I w - *�, - ,rr�,p .-#_;, �,�,. "W���', I% , I%p a a � : �'* �**2!w,e .1 w 04 td_ 4 1 L - k _m �iw,,* m � 0 E.2 UPPER LEVEL & BASEMENT ELECTRICAL PLANS WITH 6d COMMON NAILS, OR 1-IN. (25mm) ROOFING NAILS DRIVEN TO A " ,* �, -*w W '1� . 1; . ., . , ... ALL ROOF COVERINGS SHALL BE NOTED ON PLANS AND COMPLY WITH �C! X * *,*% 0 W W, * 0 4 � 1� kS, 'r,,*O"k'* A* �11 *,# � N - �, - 0 ""*­ 1_* , " - - -, -4�. --1 � �* ,. g I �. w � w *� u1+_1 /-I,) I 111if-U- , 0 I* fo , I ,� ' :1. I , 11 ,, 0 * 0 * � -*;*'A11:"1�,;w,.* - 4p w q I* A., W ,4 _ m * ft *%*e,w -li�r - � , .% _ Vi 4 �1, .r 0 0 "' , �`i &�� "—,^,: � i, L: - � + �, * ,,�"L 4 11�,:;,e * * I , ' 'o , M* , �i � �, * � 4 * - A' # + . , pi r V . W * K11 �*ul.we 4. 4 40 p, . ',%''. # 'A�' L* " __ *, , ,�l w" , " ,.- -#,#C1^ CHAPTER9 PENETRATION OF NOT LESS THAN a IN. (19.1mm), OR 1-IN. (25-mm) WIRE #-- .- , m %Z�mwi il .L , � ,,,? _* ,_ ; V. W , -, 'p _ . w w1_wJW '� , 'W I P.iW: k,r .* 04' l-*, -�, -0, � . rr 1V*;CVP --- - - " 0 :;�, , , ',­ 4 ;�! r* # .�� �,111� W P WATERPROOFING DETAILS * I w I '0..� _; -1k � IL _ W WW W # A� I v 0, w �� " " , . 0 e- % * W. * *L*"�%�' - p,"3�m .w 's _ 1* P *' '0_0- * 4 0,0 #%,%,,-�, r *�,* . 4 .�� �,eiw 's �e , 1W 'PLASTER BASE. STAPLES SHALL HAVE � - k"m -11 I � * 1, "I el *. lj� �: � . ,�, " .,,r 0 * w �, -4, A , _,% - , , wr, 04-23-15 S&S 0 V_"% , , w * * �-, .* �, .� i , "w" � r ..� �,::�, , , A ._�, ".* �� 'w �, �,, 41 - ?�'�.�,�' X''*ij�":�,#­ ,;Z r,v �, 11s.' W -n 4 , .V� IV 4' * *` 4 'll ,�, ll, ��. w A # * * V .. I* 4 1 "' ' ' ';" - W �' ,iA .0 #��*V*N'L4W/�j7*' : � _ w 4� �*,�*� ,;", � -w I +�,,.,,11*�,,.#., I * w* " � - A PACKET CONTAINING ALL MATERIALS FOR UNDERLAYMENT, FLASHING, STAPLES DRIVEN FLUSH WITH THE � 41 W. , :.-ww � _, � 5 * , I ��# - � !11w_� , , $` w *We* W%"L�_ 19. -0 .;,�..., k§i 0 %. 0 .. *,�I '.. ,1� , I _** ,*, % .10 "W 4, " 1, i, NO -'' 14 ., $'­�p ,* , . r 11, I w � 0 4 0, *,* I _ . 1�*_*"� * w 1p� C * ,��x 0.-�If,#* � i� ,*�;,* ,0 - , rr - AND COVERINGS AND ALL MANUFACTURERS INSTALLATION CROWNS NOT LESS THAN 2 IN. (19.05mm) AND SHALL ENGAGE NOT LESS , r....... 'It a A w *, � 670 , i " "N� _w -1 , , * ,�'. 4 O� w # * o§ * A A W, 0:,1�0_ � 4 - . T.1w � r � - V ��jp­g ��, 1§� �* �, . W."':p �O 4 * , , �� , 0 T 't -x 0 11 . I I ... ,� � . - #1* .4 , * 1 , -, m � � � I, % I - _ . � " * ',�� ilf 1w *% s� ,# 4-* �­ ,iii 4 lw *_ . -- " % � * , A k! : .�, �� �, 0� * * AW 411�!ArL_A tl REQUIREMENTS SHALL BE FURNISHED BY THE GENERAL CONTRACTOR THAN THREE STRANDS OF LATH AND PENETRATE THE WOOD FRAMING . 1K I .l _�... ii. ... 11�1� ill W 9 !4 0 4, , ww%m�m ,,.v *,f .t t, # 0�'* *' 1 4 �, O�*,%' Lp 4 -1, " � , , , ; a ZL4 + fk ,,�,w #'�k,�,�w 0 '. : ' _§� * ,* f A, 0 #** '$, I " 1; . , �, * X w, w — 3w �,s� .� "', W *1,,,­ #­ , -18�, ".� ,ei ,`#` � � *�,�-�* ,* , , �� , ,0. , i�l .� � 4 . v w " 0, # ,** 3� 't *� *, .* -, " . ;*'A _&W:m - � -*- _N& -""r,* "i 'L * � # 0. � _ .* , *.!% ,�;iipo % $ , . * , *:vJ­ 4 * i­ ,� a, w * * * � � di, W 0 z% , * . , - , ,�wm AS AN ATTACHMENT TO THIS PLAN SET AT THE TIME OF APPLICATION FOR _ I <�. � 7.0 %,4 �t � .* . .� y � " ; * , i* -1 We * 'A #Iwo *"** I I ,,, 1� .11 * I*'*` .,�#." L I 1 , Vr ,# _0p _" #k *ef� A 0 1,r , V ., * *'Ilr; 0 1# 0 11;, �� . ,w . "*" � 0 V., 1. MEMBERS NOT LESS THAN 1 IN. (19.05mm). WHEN METAL LATH IS APPLIED . � % 4 A 'm **%% j# 0- 4 1; 11� � * A @ " #'# ,� � . W �_� � . _ , 1, rw ,ii, * a � * !%N,* ,� 4 � - w p i , � 4 Ze . I W. * _ ,* * 0 * 0 * s x * , �� * 1�_ ,�, , w .1 �F , V 1%� , - - ' " . - - *'- W- , � ,w w q '% V . , . _K W ii? 4� j�_� , � .,I ,* � t 1�e,l, " gl�i,� , , �, 4, 4, * * , 0 ' ' " "F ' #1 -W#�e IV. I PERMIT WHEN REQUIRED BY THE PERMITTING AUTHORITY � it . ­ -, �% I . * 1 L*''f W "?� ��, k, I .,�-, , *;*� S *' ' -4 - 'L*#* '%,' - ^ " � I - OVER SHEATHING, USE FASTENERS THAT WILL PENETRATE THE 0 - �, S' * -,* ,* 1�*, t "11 *, , '� " , , 4*'4 0"*L 11�1'* '* * , V� ,*, v .,� A - - 14" _#� , � * - 4 .11 0*0 A , � ,* , L . � - l� , A_ ;,i � � v - ,� , w a .4-W" �X ** I I *wl ; V. ;- *r * * i * ,� , # * 4 e# 41 *­*I � ,4' )� :itl I*.*. ,v _. , *!% I *X*4�1 � 1 W�,�,10440 -4 +, :#�, r.1%�11 1* �, # * % T."V,i,l .0"p. � 'A : � - - , -1� , . � R_^ V1,% � w , � , . l'. :w w � STRUCTURAL MEMBERS NOT LESS THAN 2 IN. (19mm). . it �w %. , *� * Ill .W 0 � . .1 , * #,* ,# # 0 *�# -�,v # 0. -� 1�, ,�';.* , �� �- , � -1 v X,* ,4- 0 W, ..'!A t� _#L "i*,. �11 ,, ,,* , ii, 11 -, 4, ,� i,��., %#� * 110 -r10*,r%­ -1- � "I, 7VL . * - ii,p - � -, "!V�.* il? - . - . .#� 0 fA ', # _ - V.<,4,4 1w t*, 0 �� t, ,%'i' ..��,'. *"� �,�,�� * 4 #, 't v 4w411 . I # #r#_�#rj , *,15 a k , A .w 'T 11 � 0 1 , — 'r,,,,, �* I "Ill- WINDOWS AND DOORS ... RX * P�� " * i I � I I I *F .! �4_ , 10 . , , & *, � � �, 'Z- .-30" *? �, ;* 1 4 ip o '[PL A A' fi-_*_,� A% �w l, w I ,S',� 0 �*, * 4,�il . I 4 W * � , 10 I .* �� *�*-1w* , . I I 5 I . ?�� I 0 � - 1 � " # * ,* 0, 1� � V M W; � ,,j ji� , *, 4 _j_, ;, , 1�-, , � .1 . . C , ,w I � I " ,� ?�, "4 � L. , _ - - C, � , "O- 4 '� i 1 ", "l% , , "W .,� ��,* � ­ . I .11 w.. :" - ALL WINDOWS AND DOORS SHALL BE DESIGNED TO MEET AT LEAST THE w. pq 10, �',�r', 4. 1, P � �. *i, 0 ;�� , * * '# W11 k. . * nw * X4,-� ,� #r*" -- V % :#* , �� 4 r 1 " il� * 0 0 * � # ALM S� ;�� 0; I w # 4. .w a, w - ... Y9 % 1� � *� .' ' .. 1 '. , " L'o , 't 01,0 44, *q," , 'k , ' '� , �. . 4 ', " ,**- _,* 0 :4 ,,��!** '�'­, �­ -w , ,,�**%,, LL _, ',,;�V,3, - '# . , )�,'*' , i­*T .1-F , Vi * #,: I# '* 0 � 1� W *, ,�.#" . _ - ��, . .4*;,,, _# . * 0 - L �* I � WIND PRESSURES SHOWN ON THESE PLANS - I I W W-4 � .6 0 * # � * L � . , I W - W. ,2��,�� I V! ,# . ", , �. 4. . I,. -� 'a f� * 0 10 *. 9 Of " * . *1 v 4 #I w #I 4,.-*r�*1. 1 I I �, �t r w -4` Ir, W -* 91 0 W, 9,1-0­jc �&,1. .� t A � 4 �, � � �� , , � 0; , ip * #, ,�, A , # "'*�* I C-,* I . 'Y"' 10-1�� 70K # � g!'li-"-�,�W, *�' � .v .`,r" �.,14* . - '. , ­ �' , �ie _ ', ­ W'* ff i t *� ,* , , P", v " � * *0��� ,� . L , THE MANUFACTURERS CERTIFICATION AND INSTALLATION INSTRUCTIONS , "!^ , :- # -� �` � 4 ,�, 1,x , - *- L .1 . o * 4 ,� ,*, : 7�#,-*m#74F_#7_�xi 1 I'M M i 49 � *wi-v I . .7,t C, �!kl� -w "o # ,*; � 0 0 11 * �, ,,, * 0 # * * -i; - ", " �, � I* *', 'N L 1. STRUCTURE IS SUBJECT TO FIELD VERIFICATION AND CHANGES. ANY g NWV0, _,7 A * .4 . I r, , ii, _f " v al � . * + , �,# � , 0,:10t , , " " 1 .�I, . 1- * 1� W*I ,*; im, ,w n :,�"4..w ,* - , �g _V #' . ENGINEERING SHALL BE FURNISHED BY THE GENERAL CONTRACTOR AS AN F,41A P'47-�,, tu k I I ­. ....1. M1, # i.,V'�� 7, 1�1 it � !� § , i� - . , , L'�� F�"m - . , r. �t 11� .* " - " . � u 4f * i� w 0 *, Ill # - * W 10 �_, �, a *,,._. , . I * 0 �, , - ,.�#� �#'o �i . , " � � . CHANGES THAT ARE DEEMED NECESSARY ARE TO BE REPORTED TO A.O.R. 's � ,*r'� , ��i:i:il, �_�-�,,,* l .� 14, . . ,�, , 4 A * �r � -*'�7 , -*: ATTACHMENT TO THIS PLAN SET AT TIME OF APPLICATION FOR PERMIT lK �0 % � .1 �, , � *� 4�t, �,'*-,�,, ', q.� � �� 0 * 0 W"� � � - 19P, ., #2�4 14 1 0- $1 w %I *,#,* #�* n 0 0 * , , * '41 ,W ', ,­.,�r,,P, ""e, 'N.w Z It. 1�� *: *�, *� " � *', r ,� ::�*�i%_*6491 Lo TRUCTURALNOTES . . '46 � � L' , �� A t 1$e � _ ... 19N S :"',­..." � ' k - ,� * , 'a ;, " - � V. l..__'.., * * # v 0 "I I �, .�� * - . � , . .1 - _ , W . BEFORE MAKING SAID CHANGES. A, � .."'.,".... , 1# 'V'w 's o� * 'w 7 - , , ... , ** `� "; "I - " 11 , , 'K ' � ii - - g. ,� M - . � I , -al 10 � ...... "� ,­*`* *,. ` � - "� " '* *L 1w_w!^N I _ I __... I�� it," , 4 ''.."".. ,�� "91 � _w . ro., W, m, 1�14p_l - � � � W + 0 * q .,I " I I � � I" g ,* ;,p ­�,4 * . I I i�, ,,& # . q� ` - IF STRUCTURAL WOOD BUCKS ARE TO BE USED, THE BUCK SHALL BE 0 .0..",�­,_ � � �Irj�" ,* , 4 40 **# 4�*_A� *r v 0�1 *ifvv.47 , "' ., BASEMENT PLAN � .." ' 2. ROOF DRAINAGE SHALL BE PROPERLY AND POSITIVELY ACCOMMODATED. , ljw, 1 ' � I - 1,41 A��o i,!. k I . * e.. ,, W _� - � � - 4 ,;* ".1 * ,q * ;s 4, # , , _ T, ,* *�" v �, 0 1 �1, t � '* :�L ".& '0 W11 W � -,w 's . _..: X, 4 �, 1* I �� ?# S1.0 �� .�O � � " �, ," ATTACHED TO THE SUBSTRATE PER THESE PLANS AND THE ATTACHM 'm. - ,�.. :, * *�,v A .�. � , 4 1# 0, V 'w W ik ,* �'.4 V2 ENT m� e! -0 N, ...I. . � . 0 # * M 0 ,*' . 1p 1, � 0 or, A zl­'� -- , !�_C .. V!x , ... FLASHING AND CANT STRIPS SHALL BE INSTALLED PER MANUFACTURERS .' . W. � q �_,. I 1�. 4 4 . , * 0! 0 ,0 % 'k .* : W.- .� UNDATION PLAN � A�, . 4 ..jg� .". .�r � . , #r W z� I TO THE BUCK SHALL BE PER THE MANUFACTURER'S INSTALLATION * ,�' r' r� $V . .� ` 0 W % 1* V W, ; * -4� �, ;W l.� 0 ,# r* ' �r "OV 4 V r ,, SHEET )ATA � - cl"� .. . .,- , , �� '*�, * V** ,gp1w * '*,v_w ,w �­,. . - " - '�, 0 4 , � i'W** I �Ve k'l , ii 4'N� - 'Ok"! "'A A" 01 ov v # * *%, , lv�� �1� �� - , �F" %,W�l �Q.i � ,#,- " � '. # i, �, 0.1w -0 �f. ,C , L .W .. V — r � ,,, � l, 'L* ii� �.­I K- ,;� �#11 ��,1�,,*11',�, I I �R , 0 * 1p p ,0 A� " -w ,� - '%�*,10 j! S2.0 I - !�!i:i 4 *_ 4 ,p * ­ - , _ . � F- STRUCTURAL MAIN LEVEL FLOOR PLAN INSTRUCTIONS OT, r , � 6$,w ,�­' 'i ,,, �'C% , -, t, ", , "r 1"*%fk *Fee RECOMMENDATIONS AND ACCEPTED PRACTICE. ; k',�O' W4 ,,,* 0 1. I I A ,� _ 0 C 1* 'w " * 4 4? lo�'*"** e�* i . 0, *' r§ X, S ;*, r 3. PROVIDE FLASHING OVER ALL EXPOSED WINDOW AND DOOR HEADS IN 1pl-, - � 0 r , . -, A � , * � ,- � % ..A&-*l,-'11V'1',,0�v �l,%p I W * #,A, NF ­w--w,­,Ar- �'w WINDOWS ARE SIZED W/NOMINAL SIZES. CONTRACTOR SHALL VERIFY q ­,�� - 0 a-,*- N e_ "' ­ * �9'�� 1* *.*�� V, 9 0 ,e W * 1v '04. Av�# 0 _ ,_ _wl " S2.1 STRUCTURAL UPPER LEVEL FLOOR PLAN DESIGNED BY: PHIL KEAN , M-14 , , - V- ,W .*L * X 4'�' ',% gr a ,* _� - - 0 - '�- , - �'#r w 11 0'*....4- W V w WOOD FRAME CONSTRUCTION, PER MANUFACTURER SPECIFICATIONS. 71 W ,E� :,�r I 4 k..*.Ti�� ",�* � L,,,',",r �*�*S'**.4***'r ** $p. � * � * * * r ip �A - 1� W 'p_- ' - '; _,-"r l , �%* f V , _ � , .tK, _,_O 5C wle .19 V I* A * X,% � 0 .I ­C&*1­­1 -A.."', - - I 1%%vp �3 4 1 * . � *1w*,.e - 40n , EGRESS WMINDOW MANUFACTURER FOR CODE COMPLIANCE. W, W!, 10 , , At 0 * * -1 w IV,-"*, � , . ill, 0 .�K .�: , i I ,j* ­ � �� �* It � � � k , .* # ,,� " 0 ", , -0 'Ire ". , _w �l v,wi,%w-e w A,0 F q t 'o W # , I I , l� � , K� m 4 , , .. -w-AN il 1 4. DO NOT SCALE DRAWINGS IF THERE ARE WRITTEN DIMENSIONS. WRITTEN . I -, 0 � * 4 - L % , ,7,�,�w S3.0 MAIN LEVEL FRAMING PLAN � ,�. �Igil ,. .#, f .1* 11 .,vX* - Ile ' .* Al I r�_ 05 W �K T� A � . , 0 4, A!A - 4 W i%w vl� 7,4 ' � "' '' � 'M -�,�*� � , "I 1w IS e � ,w _* � .:* J'�N #rN i �'% 4 , _ �,w,.,�.,* � I � * 0. , , �, � a A * # * , * i �,e , _41"A.'a �� A ._ ". � I & �N� i,1- " I , � ;, % - � DRAWN BY: ERIC LUCIA DIMENSIONS ARE TO TAKE PRECEDENCE. DIMENSIONS AND CONSTRUCTION * �� -*,-,v_. : I - 11� #­# - � .,� � p ,* V WL W� #. 0 A 0 V. m , L - " w I" *,O o.##. 1 .4c# * *�* 4. & * v : I - 0 I "O ' ',"' V ee*** S3.1 UPPER ROOF FRAMING PLAN . .- 1.1, 1 4" & �, * �''g w � , , �� * "# -Ae.!� ! � , 'I'k'L 0 A _4 �_*'.*,-7*�� �. ,* O W. - , 0 N_ L,* 0 !* �vv STAIR AND RAILING NOTES DETAILS MAY VARY DUE TO, SUBSTITUTION, FIELD CONDITIONS, - ��, _ k �� � 's 0'V' " j ." " 1 '1"A� V 1 4"y o 'j , L_ 1% lk ,� s # ir"4� * ,�, a * ,p 4 0 ,* ,r, iA, * #.`� . it � !w Zt ..�%�w 4 0 1 * , -"I.* W �w 1� ,,, I ; . � or v , ,v'0,4A`*AA7*% w * # I*' 01 , , '. .W, , ,QwX x 7jo�W'�, : , � . , DETAILS �, !V�A�, , , * r � " 1� , � %1#0 _w V - P� w ez w ;# A? w ft .9, 0 ; 1� .� ip. a m w kR * L, " , , #X*Xw* IF S4.0 I , I * , * ;, ,# # A * * v 8w w a, *8 A W-9.-W A .* # 0 -wg - 'O *7",w z.e_; .�W_.� 1 " 10 I 9 - * � Al I ., .1 � L V *r,o 4� tk .�r * * fi � � , w l� .#_ % I ....# k- ir . � ., 1 , , STAIR SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION R311.5 _*k ...� ,O , CONSTRUCTION TECHNIQUES, AVAILABILITY OR OTHER VARIABLES. W..%% * w * - - *1 * .w,�," t "a V %,� , � t, �. # 0" i,. - v o * v 3, ,* r'4 ,,,� .�, # # :.f -# � # ;*l!",,* ;i - 11� 4 k, L' 'L r , 10 - # * *",W,- 0 , W. Or !A!V! *_ A # r' W, ii;r * 0� * 10 0 #** # " - �* * *�� 0 01 * � ,� 1� k * �� * A. __. . —I ­_ ­ 0 * 4 V p W, w I* * r HANDRAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION 5. THESE DRAWINGS ARE NOT INTENDED TO COVER ALL CONDITIONS.FIELD I 1;� - � � - _* L � O' g� L, !* ' , " � �W., A, X-10 r *`*,!61;�w 1 - 4.1,."1�,1,,*V,�,%#I'm V T*_ - * ,.I I. 10 �, � * v .1 � .1 I I i - , � , , I Ir '6 W _'3� W 1w. W �- * W " V. 0 0 * _k-,#,­w"561N -,,-m; I 1� I - 4 . - . -, �rr �i .� .1 0 f ,� & e. 4 �* :� 4 0 * * ;9 # 4�� � 0. ,%, ,W. �L �,,&*r L' A. , � . 0 Tf , ,* * ,# W # ,jkL_ , , *,L !w*r 1�� * I'M' S4.2 DETAILS ,.W .��, * O' 0, * 0, I R311.5.6 DECISIONS MAY NEED TO BE MADE BY A.O.R. IF THIS SITUATION ARISES, r;,"§J,X4 '14�14 ,',71F ­_ %! :­­ 1,'T � �, * I I * - � , A _,70. 0� , '��,.,,'�­ "', I -,*,* * 1�� , . .1, # # 4 , , 05 , ., 0 � ... .".� ,���," ­ I # #\ *'*" * 0 4, -t, *� * -P 4,,J�*4 L. g; # " . " $W'L* * #' -#,-,..,-, A 0 v *, ,v_ * 0 GUARDRAILS SHALL BE CONSTRUCTED IN ACCORDANCE WITH SECTION R312 PLEASE CONTACT A.O.R. AT PHONE NUMBER IN TITLEBLOCK. CONTRACTOR 'R ­ W*!Av owe X , I I 3p * 4%,%f* 4 O� , X. l' � I * "I * , �* _ *� .. _ I" I ,:,-e f"�r**'* .r, �, *: 14 a * 4W - w I .. j* - W",Wm 0 -X I � l'- w ��,­,�,,,, � * *­ � .� .... ik -*.- *,1 * # ,v, * - .1 41 1.� " V. , ,A m, v 1# 4, , , *��'* 'v S4.3 DETAILS t. V " C , . ek _ �, � * '*,,* * # � + SHEET DESCRIP: 0 IV _�L ,�� . i I * * * -,. * ��m, W * g �v * ,,� w w * 04 ,� ,4 4 k. ", I— �* # *:'*. 74% , SHALL ALLOW FOR MINOR ADJUSTMENTS. 11 . IV * * *�w 1, � IV � * A * ", ��'L 0 ,*,, 0 4 & �� ,* 4,111 . _i L g 0 " 4 v �i �:, v ��! 9� , ,- V sr." , � ,� , , 0 4� �,�# 4�,­ 'r* * * ,� * * # w � ,#XX*-*r %­ -m "me.... � ; - � � * *� ,,�'4,' ' ' L I. � hxw* iil%, 0 L* * 4 #4",� * - I-' ' r $K1 �,w4P%Nv11`A,* I 4 6. ANY CHANGES TO FLOOR PLAN OR ELEVATIONS MUST BE REPORTED TO ��.7%�Clw� � I%_&*.� * * ,� l# * 11 1 , 4k 4�, � �4 v�I L�*�� ".* _,**,�,_'L I" ,% * * , :* --q _ ��w� , MEANS OF EGRESS I " �w , , - A I 'jor . # '* �.*��* � - ­ � , .#.. l,; * * *" I&:,# . � � �. � 1-NIK _�_�-* �,"�.�,'�, � ,V, 10 * AA * _i�'. _#,L �, *. -,*- � , A.O.R S. ,t*** : * V j- I - *r # , -0 gl # � a � I I W 0 9 � %�** ,w � 'x �V, w W , 4 .. � �� 1@it �0` 1�w , .0 a' * g -L,' 'L ;jp 4- '� 1W ;q- :� . I . � . -1-11 � I 91 11 , -.A 'IT * '� $� V� **-%,�A* � g�v_ _ V M ,%�P'.' ill . FOR APPROVAL. � ,A,-� L' ... y! , f I 11 MEANS OF EGRESS SHALL COMPLY WITH THE MINIMUM REQUIREMENTS *V.*N%, , _'#'*7*7wN'*1*1"* , , .m ­ ws l. , . I - r" �� 1w"r #7 " r, #' * 't � ' " . 11 &A A# ; - K, .9@ � . I � � 0 1 . 0 � , k, v I 4 A" 4 �. # V, I A .. � � & I '1,�L T . W "O - .11ill :w # � 7. PHIL KEAN DESIGN GROUP SHALL NOT BE HELD LIABLE FOR ANY FIELD 1* 0 . � v A 0 'e, '4� , � "' , * � 'O # 0 " , 11 't.' 'o �' � W M� , r* 14 1�' �� 9 * ,,* V , ; ,,V *, " , #7'�!+N%!P**� f# _V -A -A V­#.-V'�*_N- 7wwNT#, - _#­ . *1 " I - ., l, * 0 �� " 4,t ,�� V ��------1-�, *, * ." -f, .,x # : .. - - � . OF CHAPTER 3 SECTION R311 WL' 2 .. A',,�L �k � I r t� * 0 ',- ,*-0 ,� �,V, *,. V A 'F" Or I -#- I J�,*'�� 'W V I ,�, A L',>.� .0-:0_A. - *.��i *w #!�,sr . V 4, . � �­ , # COV CHANGES MADE THAT ARE NOT REPORTED TO PKDG PRIOR TO MAKING SAID �r,AV, . I 1,1, 111. 1 I � 11 r, �� w 4 * . _ O!" ., - ', ,,r � � �' "� �'L� '�,� �� - 0 , W,o 0 , , .� ,* ,w, ,p , * - 10_� 1. ' 't �­ r - "�- , *'1k,* , il . �� L' . . 14�. ,�, op * 11. il *1 's _ W e ,� *I"w "*"-* #�"*, � 'I" W ,R ,!*, , !t L, , *"� t 7 1 !, '4k� '.1 ., - ' : , T -* *, ��, '*p,V 0% l� *,*, -, .. !%w',O,:0,, � ,�4 , i� 0 ' *" M 'w� 4 4,f _ ,11 1w X.,,* 0., w ­�lqr�.* w-'#, 0 * I L " — W 'm �, I -1 . � , - v l� �� * �10 � I I ` � 4�T*�� ,�, -q " - _', r '�4'L�� '*-' , , * * * 'k, ,4 -� ft -*- w . P, �, �� . -1 J�, �0_ L w *, -;�� ,* ,4� - *- * tl �#.f* � 'm ,w- �I -,�.�'j, , , " '* A CHANGES. 9: !� 4 W. #' I r,,ill", � _0 ; "� -, ' ' � . ___ � , 0 �, i., 4 * v �� * , :g�, ,A %v _� v 0 , I , ��tAw,' t . � 't� , MECHANICAL AND HVAC �e io � , �; r,�' 1#, .1 ,,* 4, , *­ � "I w -'s .% ;.,,, �­K,t',4�k f!* �N �7 iF, �*',',� 11''i,,11%I., � , * _" r,,. 4 Ile � -X- ',* - r, .t , ,. ,�. I , _# .4', * *,,f 4, , , , ,v , * , f *"4 '19- 1% I- _ V i� * &.-w S* w ___ � � . -r 7v.,,*'I',� ,­�,, , , , 10 A" , , ffl,�` _,, , W W 4 ' ' _ Ar.w 07,Z4 � ,4 � _­ # _* _,.^# , �_ * ,x-jw , � ' a ­ ­- - , � , . , _ '_ * - `$ 4� w 0 ,p * * �0 x 0 W� ,*,W�� ��* ALL MECHANICAL SYSTEMS SHALL COMPLY WITH THE MINIMUM 1. *r vm��� * 'i 4 �;ii w-v-*'!�, #��, � . - 0 4, a, 'w . , ki"w 1�� ?,� -,-,i i",* *1.w'*­4v ii # w WL % ,!� TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN -,-- �:_Q* ; w , ` I � k�r I � *,A # 1 4,0,*�A* `,.� I - L � IN 41 * 1 * Ilk ' "' ' $k �J, L� *, * 4 �,�w � * 4 * * � L-'4,, ' ' I � w ,�p A .w. ,,,;,'q.,r . IS! - � "W.--V7 , " " � ,$' . � , �*, �, �, * 'W,i'lmlt�, � , �* , ", i� * �. .4 �­4' ,- * yi A# *AV r* ,4 * 1-1 S O'. REQUIREMENTS OF CHAPTER 12 THROUGH 24 .1 1. 4- 10 %-� ,�, I - , r�k * x a SHEET: ARCHITECT HAS BEEN APPLIED, THERE SHALL ALSO BE APPLIED A STAMP � ., ,I, ,;1 0 � * � �1' � 4" �� * 4 * V r 0*"' ' 144 w, , . . a *'* A 11 I- I � .� * -*_�%" ,,*'vr,,,,,, ,,�, A __ ,- "' �: L. ENERGY CALCULATIONS FOR HEATING AND COOLING CAPACITIES SHALL §% .."I . I �� %� - 'j­A � ;� I �, * ,ie �- -� v, I I ,**. - v * # * 1, .4 I 'p, 14 A w a 0 , w * 41,* w k , 0, ' WITH � w4F *��. V--W,­1V­, - 1--T. , �� 0 4 0 *1*1�� � �: . . "7 ., ,,� , * r* V *, 4 * , I A I 0 * py 0�111��' ' -- ,# - w. � Vw �. v. w ;iF I W �, � ,� , �'j ��'L �� 0 0 * * 4 0 * 1� A A # .0 11�"r' ": � , 0 W * 0i ,,� * 6 * -,�;# �-,* . % r _ ,. W. & I BE FURNISHED BY THE GENERAL CONTRACTOR AS AN ATTACHMENT TO APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE W_ , , N� 4-4 ,,q,r*i-:v­*7s`s� _*7, , *� . 14 0, . " 11`l�' * "� � * 4 �z�, *,,, � �,w & ;$N100! " , �, 19iA: �'* ^C% ,, I � ,��', * �Fl THIS PLAN SET AT THE TIME OF APPLICATION FOR PERMIT LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A 3?� C ,# '* ,'���­ * � , 9 ,& -4, S'�, a r � '8 'W jli� ���V:.r' ,� �� 4, , �?,L * -1 * * * -4 * # , � k ,,, a , w 0 . I K, �, t, , , I %� ,,,w ,W�,w ,w IN # * * # # # �, 0� * A * * W., *,,,� * ,* * il . * ,�. I . ; ,, 'a W"io.14 - . . � 0�1. 4 I W � �* V q� A� W' 0 k, *�' ;** * C, "� 1, , �# 11�7'�&7__ 't, 0 4 1#�. r �� 0 * ,_�Op " � ,L4*. . w s X M", � . � V Irl* ,#"'*I . , .* LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING - W V,r "O ,T ,rW �' ' �F ��%f �� _* _ ,,",,,r,,". . *"# :� � �owl IF, V. 'IT rr% �', 0 *­ - - �C ­ , � , * *1 �il � V. , I " . ,__ �, '. � 1w . %ww'! I " ,,� , , - * ,%%!,.N*'�,s4l% L , - ,-.. W, W 1, ��, ' 4� I'll 111 � , -11' 'r THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT .. z L.. b �i � ,* 11 .. . , �g ',�� - C *X��m* - . , .. -*. �k,-*' � -. ; ' ;� , L��. &:%�. -V�hrt) �� - %It %1k , , ­� - -9 , #74* , 9 �V_ w �11 -All � � , _____, : �­ .­*,,:� --i-I 1_.._� _ _; t. j� __ -_Au_1m ,.r_mmm SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " _U 'L -_ I _____� %:Z� FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND SITE MAP — NOT TO SCALE � - . ---___ pq I 02" D:., E N G""'� E A S N LE [ AMV - Y R"", E zj I %% L�— I I , ,�,�11 L � _t,5��,____� _����!L I I I . A SPECIFIC DESCRIPTION OF THE ALTERATION. - __ - __ I . 11 --________ .------. ___ - I I I I - � "i TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE HSI& SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO z, HIS ITEM THE SEAL AND THE NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH C7 ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. Z o W N NOTE: Q o • s 690 1. CONTRACTOR SHALL USE EXTREME CAUTION Q M 15S'00 -', WHEN WORKING AROUND SAVED TREES. d' 2. ALL UTILITY WORK SHALL BE DONE BY HAND CO WITHIN TREE ROOT IMPACT ZONE. as . 3. ALL EARTHWORK WITHIN A TEN (10) FOOT RADIUS ARCHITI ZONE AROUND SAVED TREES SHALL BE NON-COMPACTED. OF RECC SMALL TREE: 250 SF AREA ALL DEVELOPMENT ACTIVITIES ARE A co q° PROHIBITED WITHIN FENCED AREAS. MINIMUM SET BACK ¢ a 6' FROM TRUNK z ce a J MEDIUM/LARGE TREES: 800 SF AREA MINIMUM SET BACK 2" X 4" 0 V DIAMETER FOR EVERY O 1"OF TREE CALIPER FENCING SHALL BE SET IN PLACE z 2.5 PRIOR TO CONSTRUCTION G ! ' POSTS-4"X 4" X 7';4' ABOVE a �PcJO�•�V' GROUND 1/04 1"J a.°Q<v a.a.b°a a�aa`W 6°•.J.° .:a��.v• Zv�v��'y.�T�`,9�'o zG m�9� v a a'vO'.�•'o a'a:N a'ScS ARa.° . aa av v. ° 4C'NONPS PNSEERWAY < v aC O NG PNIE•RPQ a v ' v " a lF' a • a• �°a•�a �v� ° qY683.aQ22v, •v a •v: a.AO J�Q9\��v�A'�.'d�s 20 dT 2�0v^yrg4aR„4yO gW.vRO°W.°.°Fas.Rygwo2M,�h4TCECvJ'y��ga aeRra2°`o�v„NjgeOcP�OvF�2o�9gOps Ts.,RaFN yaN o vP0•,a=.,gs;U::•vOS::`:FF :�;Ja'.:�--•�:Q:°�.�`�'O 4�a o.�v•a's nm2"Q 3Z°No��4�' a�J°��2°'�a''.°°ae�ec�`��Q O�3�e�A��'•�.o."�b." —LCriL8F Y„ y'e�4,a'qF�,2•yF�4q�'`ae`'y°QqQo R�O�'Q�w�°• '�� 249Lp•..wto�9�0,O2 w�4OOQy g'R gNv y2=J rT0 9y0 ry8Ry°DNg� WgR 9O0ww �vr/No Qo v y N'0z 0T\ O 3TA 00° E�y:y g/ FENCING ycs0Bgg/ SR /D„99Ho O/FWAA, FLoyXw LiSFr2B< O<3ENGAx T eJL�e\oE`29A� 0o,yS Tr4k22i4.N4,yA�R RgO BORw�OOF,o<wV</E�G 4gR09°QOO UND AND D q2 4MIvryNq8.. °OywFFO OQ3 qoO mBti jEF°gLO2�6JWaey��GRADE. zop LLj EACH TREE PROTECTION AREA SHALL HAVE A MINIMUM OF TWO SIGNS ATTACHED TO THE FENCE WHICH SHALL FACE TO THE EXTERIOR OF THE TREE PROTECTION AREA.v TREE PROTECTION DETAIL a v• ASPMASc N.T.S. A ICU 0-0 V. TOWN OF oS/NO° 'U T� � �OYFo yH��/ o �z � O�Qv �eL � vD SUFFOLK COUNTY NEW ti�Y� .o 0 O RK c 1000 81 - 03 - 19 . 7. C . . SCALE 1 =30' cp JULY 289 2014 C O 101'PIPE AREA 256,873 sq. ft. cp (TO TIE LINE) 5.900 QC. POND 0O° °, OR 00024 yg9% 0001) NgR0w Z 00° ° 000 1100 gooo ,o ygROWooO • rs" rs., cW y90wy oo°90 ooO Q j Q cLOT r 90 O°O OO Y. 0/Y 0074- 111111,11, ^ 0ygR � P� �1T9ww9O ir W00° 00 s O °0 -'o/y Uti9Ow00 � Ro0 ,. w°OO a oB 19:'; Q Ngoo o00O i 0-C6 cz a PoRy I o 4 Ucz ygR ti2rAl yWC oo° ° 2 ek� rp• O GO PNE r20„y4 ROWooO N0 \ 14 P�O6 c ygROWooO 2• � 1600's PINE RN rs. 16' ygROWOOD oyg%Woo0 20„yRDWoO02p.ygROWOOooPINS D Q OMM s2.T o o Qo ygROwooROwo40* �� oO ° y °k O,qg w( Q7 4o FW r4 O0PIN RgW sp .0c9gw goF 14 yo20gROWN 0D QRy O°° O<< = V cTNOF9 TO 6 sT/��CgT4�1 W 44 �Q ° 81 Ox PLAN H IS T Fb DATE DESWOOD Pg TIO -12-14 PRE \.- 08 .Poop TO° 08-27-14 PD Qp go'r6•, 09-03-14 PD yg ROW �o 000 O 09-17-14 PD '1/000 11-07-14 DD r3o my 12-31-14 CD cl) °k �� o R 03-27-15 REVI o 0roygR � mc / � °o 00 04-17-15 FINA,i' I ' 04-23-15 S&Sz 161,0 0 00ROW000 68 0% p Olt 0 2°,o /all 2p" O°Dw°RO &D OO BEAC200 ygRO ,°O0CED 16 y,9pwOo0ygR W000 0 0 0 NOTE. ' " lyg09 r?§\ oSHEET DA' NO FILL WILL BE IMPORTED TO SITE. &1q,90 °° rs'yANY FILL REQUIRED WILL BE HARVESTED FROM °oo Wo°° DESIGNED BY: PH EXISTING SITE. M00N DRAWN BY: ER Q0 CONO 0� SHEET DES, 6 SITE PLA SHEET 10 PROPOSED SITE PLAN SCALE: 1" = 20'-0” T u DESIGNE MAIN LEVEL ce � z HEATED: 6428 Z 0 �N 00 GARAGE: 760 Q w H = o ^ L--I Z u- .0 0 "a Z SECOND LEVEL HEATED: 1575 2 STORY AREA: 594 a BALCONY: 480 ARCHITEC BASEMENT LEVEL OF RECOR AREA: 4350 TOTALS z w HEATED: 8003 ° c GARAGE: 760 BASEMENT AREA: 4350 s 2 STORY AREA: 594 0 0 z TOTAL UNDER ROOF: 13707 0 BALCONY: 480 0 194'-58" 8' 0" 26'-0" 13'-118„ 8'-2" 14'-0" 8'-2" 13'-10" g_p 14 18„ 41'-93" 1„ 7. 4 14' 24 10'-28' Ll- z w z z IL w 13'-0" 21'-0" 14'-0„ O ? O � O � O � O2 002 002 LL 0Oz LL 0 Lu w � w � w � w � O � Lu � O � O J O J 0 Z O J O J O z J Z J _z J11 i2f, LU w wU 0 � 0 CCU mU � � � � JO I— U � U Lu w w wUZ. LU w0 w0 w0 w0 w0 w0 wz zz UOU UUO UU O w UU UU UU UU UU UU UUO 0 Eo - - - - - - - - - - -- LL Z T u- z w z 0 .5; 02 w � w � w � bo J zJ zJ CENTERLIN F c� — — CONC. COL M - - -- --- - - - - - - - - - - - - - - i� I o I I I I I �b00 0 o rr J � � SOU w w ' N �. �j Lj w - I I I I CO I / Eo z z z z � U 1 ' 4" wO [xx __ _ _ N — —— — — —— — — Pn :7 1 1.-..-... .. .-.-.-.-.-. .-. .-.-.-.-..-.- .. . - - - - - - - — - - - - - - - - - - - - - - - - - - - - -- - — - - - - - - - - - - - - 11,25'-0" '-0' r 12'-0" 6 29'-2" 13' 10 — — 8' 0" 14'-0„ — — — —— — — I _ --------------------- (o --------------- N I : I I I I I I I I I I I I ----------------- I I I I I I I I I I I I I T I I T O I I I I I I I I i - T ? t - T � I � I � o I I I I I I I I o I I �b� r � I I = -� 34'-0" v T I M I I M I '-0 5'-8" "112'-0" 5'-8" T „ I I - I 13'-4" 14'-0" 13'-107" 13'-18„ 13'4" 7' 6„ 10„ f-+ is N I I q CENTERLIN F - —_- —� _ _ — — L_ - - - - J I I I I I I I I I I z z CONC. COL M n, o —: : - - - - - - - - -- - - - - - -- - - - - - - - - - - - - - — - - - -- -- - - - - - w02 w0 � O r ❑ ❑ ❑ ❑ 00 JO --- -- -- - - - 8' 10" 4, p„ 0 - -- - - - - - - - - - ❑ _ _ D D frU z >- 91-01, g" 0" 1 16'-2" 4' 8' 0" 14'0" - - — 8--0"- - - - - - --0" - - - - — - - - -- -- - - -- - - - w 0" 13'-0" - z U z Z N 19 Hl I I I I I I I i I I o rl� rlo1 C9 -- -- -- - - - - 3 4 5 4- - - - -ED I — — — — —— —— — — — --4 S' 8„ FN M7 Q. — —C(J—N—C COLUMN CENTERLIN F ® ❑ ® I oo — — rn !`^/ — -- - — - - -- 6, 2„ I `rte —— —— — — — —— CL 42' 8" 1 g' g" �,_2, 4., 1 =_ _ _ _ _ _ _ _= I I � I i I I I I Of I —� _ � OO O I I I I I I I * � _ _ OIO I I I I I I o ❑ — o r 0 0 5'-2" 4'-0" 9'-10" o r - - - - -- -- - -� I I T - - -- - - - - - - I I ❑ I cu I I I I I I o N - - - - rlo to o 0 o i - -- - - - - -� 20„ JTI �, N 0010 r r T r Ico I I I 0 I - -- - - - - I I $„ I I S I I I I I o II -- - - - - - - - - — J I I 1 N �_ IR 1 I I i I I I Lo N I I C T RLINEOF I L_ 9_8_ -- - 4=0= - - - - - - ��'— - - - - - -� 13'-0" -- - - - - - - - - 1 i o - - - - - - - - ❑ I I I I o 6' 5'-4" o C N . COLUMN _ EK of -- - - - - - - - - N ---- - - -- I I I I N ❑ iv ——— ——- - - _ 6, o f 7'-4' o l in o I I = T �bo '- '-2" 5'-8" 6'-2" 13'-0' I I I � I I � - v _ _ ir 3 — — —— — — — — o n ° — — — — — — — — o — — — — O T o °0 cw- c L - - - - - o I o co n `r la ao O co N g_g 9, 8„ o ----- - Q 6'-2" 5'-4" 24'-0" 0 �p N PLAN HISTOF - - -- o C° 6'-8" `t 00 2'-8" 2'-8' 12'-0" Fo _ -v —J zo - - -- � DATE DESCR o _ o - 0 08-12-14 PRE. DES � I 08-27-14 PD 9 09-03-14 PD q 09-17-14 PD o � I --- --- 0 11-07-14 DD N 12-31-14 CD 03-27-15 REVIEW LL z o Z z z w z w z 04-17-15 FINAL F- nz IL z u z LU 7) z ? OW Ow uJ w w w 04-23-15 S&S � 0 � 0 z0 JO z z0 zJ zJ w � w w � U C✓ U � O � O =, 0 wv w � � LU � � w LU UOU UUO w0 w0 w0 w0 w0 � U U U U U U U U U U OU w 0 UU UU 1 - T-108" 14' 11,. 1 ' 12'-111' 12'-111„ 1 81-11, 22' 0" 6_p 6, p„ 4, p., ;-01 , 8' 0" 14'-0" 8 -0' 4'-4" 6'-0" 6'-0" 4'-4" 2 15'-8" 2 4'-0" 6'-0" 6' 0" 22' 0„ 9' 18„ 38'-0., 46'-0" 20'-8" 42'-8" 38'-0" 194'-58" MAIN LEVEL FLOOR PLAN SCALE:3/16"= 1'-0" SHEET DATA: DESIGNED BY: PHIL KEA DRAWN BY: ERIC LUC SHEET DESCRII MAIN LEVEL FLOOR PLAN DIMENSIONE[ TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. N -------------- GARAGE NOTES: WINDOW SCHEDULE (KOLBE) DESK R309.2.1 VERTICAL SEPARATIONS. WHERE PARTITIONS ARE USED TO SEPARATE AN ATTACHED GARAGE FROM MAIN LEVEL TAG WIDTH HGT. QTY. NOTES A LIVING SPACE OR ITS ATTIC, THE PARTITION ASSEMBLY SHALL HAVE A4 - HOUR FIRE-RESISTANCE RATING. O o <3> 3'-0" 9'-9" HEATED: 54 FIXED GLASS EXCEPTION: IN LIEU OF PROVIDING PARTITIONS THAT HAVE A 4 - HOUR FIRE-RESISTANCE RATING, ONE LAYER 6428 � OF a - INCH THICK, TYPE-X, GYPSUM BOARD MAY BE INSTALLED ON THE GARAGE SIDE AND ONE LAYER OF 2 - GARAGE: 760 B 3'-0" 7'-9" 28 FIXED GLASS Z o INCH, TYPE-X, GYPSUM BOARD MAY BE INSTALLED ON THE OPPOSITE SIDE. APPLICATION SHALL BE IN C 3'-0" 1 3'-0" 19 FIXED GLASS �~j, ACCORDANCE WITH SECTION R702.3. R309.2.2 HORIZONTAL SEPARATIONS. WHERE HORIZONTAL CONSTRUCTION IS USED TO SEPARATE THE SECOND LEVEL D 3'-0" 1'-9" 22 AWNING / FIXED GLASS Q o GARAGE FROM LIVING SPACE OR ITS ATTIC, SUCH CONSTRUCTION SHALL BE PROTECTED WITH ONE LAYER OF E 3'-011 2'-011 28 AWNING / FIXED GLASS w HEATED: 1575 1 1 1 1 I- a - INCH THICK, TYPE-X GYPSUM BOARD, INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 2 STORY AREA: 594 w 805.1. OPENINGS IN HORIZONTAL SEPARATIONS SHALL NOT BE PERMITTED EXCEPT WHERE THE RESIDENCE BALCONY: 480 z IS OTHERWISE PROTECTED BY VERTICAL SEPARATIONS. WHERE THE HORIZONTAL SEPARATION ISA DOOR SCHEDULE (KOLBE) FLOOR-CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY BASEMENT LEVEL EXTERIOR NOT LESS THAN a - INCH (15.87 mm) TYPE-X GYPSUM BOARD OR EQUIVALENT. ARCHI AREA: 4350 TAG WIDTH HGT. QTY. NOTES OF REC O 6'-011 10'-011 1 DOUBLE ENTRY DOOR T.B.D. TOTALS 2 3'-011 10'-011 1 GARAGE SWING DOOR T.B.D. 0 Q HEATED: 8003 O NOT USED GARAGE: 760 z BASEMENT AREA: 4350 O 3'-011 8'-011 2 SOLID DOOR T.B.D. 2 STORY AREA: 594O 6'-0" 10'-0" 2 SLIDING GLASS DOOR z G 0 TOTAL UNDER ROOF: 13707 O 12'-0" 10'-0" 4 FOLDING DOOR BALCONY: 480 O7 12'-011 10'-0" 9 SLIDING GLASS DOOR 0 G 15'-011 10'-011 1 FOLDING DOOR o O 10'-011 10'-011 2 OVERHEAD GARAGE DOOR INTERIOR (T.B.D.) TAG WIDTH HGT. QTY. NOTES 10 3'-011 8'-0" 21 SWING DOOR 11 3'-011 8'-011 1 FRENCH DOOR 12 2'-811 8'-011 2 SWING DOOR 13 3'-011 8'-011 1 4 HOUR RATED W/SELF CLOSING DEVICE 14 3'-011 8'-0" 3 GLASS SHOWER DOOR 15 2'-411 8'-011 1 SWING DOOR 16 5'-011 8'-0" 5 DOUBLE DOORS 17 5'-811 8'-011 1 DOUBLE DOORS 18 3'-011 8'-011 1 BARN DOOR 19 3'-0" 8'-0" 1 SCREEN DOOR 20 3-4" 8'-011 1 BARN DOOR C D E F G 5.1 5.1 5,1 5,1 13'-0" 21'-0" Fr INFINITY EDGE E ASIN �* I I i COLUMN COLU N DETAIL"A" COLUMN VERIFY RISERS INFIELD /_Z-0"HIGH PLANTER WALL VERIFY RISERS IN FIELD DETAI "B" DETAIL"C" PLANTER POOL DRYWELLTO BE PLANTER STONE VENEER STONE VENEER DESIGNED BY OTHERS q HB � _x �t X �r �t �r � -A- 4'-0" c 4' 0" HIGH RETAINING WALL =4 = = 311111111111111111111111111111111111[ DOWN _Z, — — — — — — — — — —— —— COLUMN AUTOMATIC POOL VERIFY RISERS IN FIELD 7 — )1—TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. L DOWN DOWN DOWN DETAIL N COVER DIRECTION —— — — — — — — — —— — —— — — — — PHANTOM PHANTOM COLUMN COLUMN PHANTOM SCREEN AR AR SCREEN DETAIL"Q" DETAIL"Q" SCREEN tA tA D HBNSIDE WIN DOW OPENING I NS DE WIN OW OPENING i SIDE WIN DOW OPENING ORCH I PORCH W - - A -- A — - - - A 10'-6"CLG.HT. 5 o /� _ _ I O PO L PATIO DECK STONE � `,�J 19 � N AUTOMATIC POOL COLUMN DOWN m I I I ( YY 1 STONE HT I / AUTOMATIC POOL COVER DIRECTI NIr DETAIL"M" TEMP. TEMP._ TEMP. TEMP. I I I ( I m I I L / COVER T BE -- -- --_� F..ECESSE COLUMN 6"RISER INSTALL DETAIL"K" '-6" — — — 6"RISER A Aflop COLUMN 6"RISER DETAIL"K" A A A AO .O D T.V.CAVITY VENEER n TEMP. EMP. CCOLAUM IL N BEACH SPA N HB:':.:':.: :.::'::":. - ..i.., - - - - -�L- - - - � - -- — - - - - - - - - -- - - - - - -- — -- -- � -- -- TEMP. TEMP. TEMP. TEMP. I I C UM COLUMN COLUMN �_ I VIA$-T-E R R LTFIE Aj _kill Y I I I I TAIL"D" I I DETAIL"O" I I DETAIL i t 1 : O VE TOR 62 I I I 14'-0'CLG.HT. 1 1 0 I I 1 g STONE&WOOD � I I G R ROOM I I to w I I I I 2 -8 C G.HT. LL I I. o TOE I IDTONE 1 DRINZ PORCH I I j ! j ( I 10'-8"CLG.HT. czw 14'0"CLG.HT. I 1 G ; DINING1:1 i O _ 7 GU STI I STONE REAKFAS � �l............ ............................................ .. 34'-0" cz STONE 10'-8"CLG.HT. DOWN I DEN I I ISTONE 16 ST EHT.I 4 ': I 10'-0"CLG.HT. I z WOOD IFL Ll Ll I I i I DOWN p> m S ONE STONE I STONE PATIO D CK COLUMNL - JI I DETAIL"L" I I O — — — — —— — NEER VENEER VENEER VENEER - - -- - - -- -- - — —— — — —— —— STONE — — — — ��� —— — T 16 -- ------- -- 16 16 - - - - - - - - -- --- - -- �� ❑ — — — — F21 ❑ ——— — � � � STONE VENEER O — — — — — — — — — — 17 COLUMN COLUMN FO E R COLUMN COLUMN COLUMN COLUMN —— DETAIL"G" I DETAIL"F" 10'-8"C G.HT. I DETAIL"F" I DETAIL"F" I DETAIL"P" I DETAIL"P" I VEC rrOR 45 I HOWE MORNING GALLERY , , , , (20)RISERS @ 7�"EACH_ —— - - - - - - - I _ _ _ I _ _ _ KITCHEN STONE I T'T 1 COLUMN T COLUMN (17)TREADS @�10 16"EACH Tr— 4- T — B D D 2'-0"CLG.HT. I DETAIL"H" — — — — DETAIL"1" (2)LANDINGS O 6"RISER STONE VENEER STONE VENEER O I I 15 — — — — - - - - - - - - - - - - - - - - -- — — — — — ———— —— 06"RISER 6"RISER _J REF. `�,, B 5 TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. ® P DOWN � BAR VV. .C. 5 A - - A I 16 — — _ ISLAND COLUMN EllSAFE 10 I I A A # = te t =_ q — q - - - 0 0 - -- p -- - - - - - - - - -- -- -- - - - - - - -- - - - -- — —— ——— — — —— 1p BA. DETAIL"J" TEMP. TEMP. — — HERE — — — — — — — — — z COLUMN I 0"CLG.HT. 0" .HT. —— — — — — —— I COLUMN A I J J MNV DETAIL"E" DE AIL"E" STONE TUBI Lu REF. y DETAIL"H" I ~ 1 D A I - -- -- - - - -MASTER BAH - - - - - - � HIS W.I.C. I 0 = _ _ - - - z z z , r- - - __ W I I I I I EI GUEST LIVING I 10 10'-0"CLG.HT. 1 � _ _ _ - - - - _ _ = I I ¢ O O — �� 16'0"CLG.HT. — — 14 STONE HT. I STONE I U = _ _ _ _ _ _ = A w I z a 010 I I I I I STONE — — 1 a l I r- -- -- -- -- - - - -� I I o - - - - - - -- - - i ~ I o w� ❑ v — — COOKTOP SINK 1 I I - -_ — _ - - _ _ _ _ I I BAR �Z D A w l I I I J I— l a l �_ m _ �� I CI I I I I I 14'-8"CLG.HT. I HALL METAL TRELLIS/ q w I w OI O I I FA I L R O I I 1 STONE VENEER i0 STONE HT OWN - A TUBcr EU ( MIRRQR AWNING ABOVE EE r co I a l 1 o I SHEET 5.2 FOR ORE I I °' o o (ITCHEN 5 D A w l I ❑ I I - - - - - - - - - INFORMATION w I I 14'-8"CLG.HT. I I 4$,. G' I I A L- - - — __ _— _ _ _ J I I I I I ~ DOWN � I WOOD I FINISH Z Z o I� ST R/I STONE DW ST NE I HB 5 - - - - - - - A II I _ D AI w I I I I 10 I oc�— ~ ,1 EL v. I — — ~ — — I I COLUMN TEMP. I TEMP. TEMP TEMP. I I I ❑ I I I I 16 DESK ❑ DETAIL -- -- - - -- - - I I I I A A A A I I I I I I ------ PLAN HIS TEMP. TEMP. 1><45 O HB - " DETAIL J" A - - q [ 3 1'0 STONE I 111 I I I I I I I OW N- < SHOES I C PROVIDE COLD H2O lO I I 1 13 D D L I TO REFRIGERATOR T.V. OV R F.P. DATE DE! PR WIDE WATER LINE — — —— — — — — —— — — — VEST. PLA TER - - -- -- - - -- — — — — — — — — — — Ir TO OF BAR AREA REF. TEMP. TEMP. TEMP. TEMP. CL IM TEMP. TEMP. TEMP. TEMP. 10'-0"CLG.HT. I 08-12-14 PRE T70vE`F� m _ WOO NING STONE 9 kmmmg LU A A A A IREP AC — — — — — — 10 I I 08-27-14 PD Lu CRAFT AREA A A A A VET IRE LAE C C C DO N O 10'LL -8" CLG.HT. D D D D D D D D 09-03-14 PD DOWN TO UP AN O STONE VENEER BASEMENT TH O GH A L U I-1 I I � 10 STOR. GARAGE I ___—— 109-07-14 DD C Ell EW C 10'-0"CLG.HT. 11'-8"CLG.HT. PLANTER IIRO�I STONE CONCRETE 12-31-14 CD SLOPE FLOOR ----_- P L NTE R GARAGE TO BE HEATED 1 03-27-15 EV '-0"CLG.HT. RETAINING WALLS 18 LAUNDRY HB PLANTER /2 TONE TH 04-17-15 FIN/ C PROVIDE HOT&COL ENT FIREPLACE I H2O TO DOG WAS O4-23-15 S&S UP AND OUT ATR LT 10 STONE HT TEMP. L — __— THROUGH WALL C 10'-STONE HT C ( DOG TEMP. W D O WASH 1 0 DO N I c MECHANICAL 2'-0" HIGH PLANTER WALL NC TEMP. <C>TEMP. C 11'-8"CLG.HT. I 1 1 TONE VENEER 10 I PROVIDE HOT iii'COLD VENT DRYER OUT — H20 TO WASHE THROUGH WALL TEMP. C C C STONE VENEER I 4'-0" HIGH PLANTER WALL SHEET DA C D E F G 5.1 5,1 5 1 5.1 5,1 DESIGNED BY: Pf DRAWN BY: EF NOTE: SEE INTERIOR DESIGNERS DRAWINGS FOR ALL CEILING DETAILS. MAIN LEVEL FLOOR PLAN SHEET DES SCALE:3/16"= V-0" MAIN LE' FLOOR P NOTE TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. GARAGE NOTES: WINDOW SCHEDULE (KOLBE) DESIGNER: R309.2.1 VERTICAL SEPARATIONS. WHERE PARTITIONS ARE USED TO SEPARATE AN ATTACHED GARAGE FROM MAIN LEVEL TAG WIDTH HGT. QTY. NOTES a :D o A LIVING SPACE OR ITS ATTIC, THE PARTITION ASSEMBLY SHALL HAVE A 3 - HOUR FIRE-RESISTANCE RATING. � 4 A 3'-0" 9'-9" 54 FIXED GLASS z co HEATED: 6428 EXCEPTION: IN LIEU OF PROVIDING PARTITIONS THAT HAVE A 3 - HOUR FIRE-RESISTANCE RATING, ONE LAYER z z m 4 GARAGE: 760 B 3-0 7-9 28 FIXED GLASS OF 8 - INCH THICK, TYPE-X, GYPSUM BOARD MAY BE INSTALLED ON THE GARAGE SIDE AND ONE LAYER OF 2 - 0 � > " o zu INCH, TYPE-X, GYPSUM BOARD MAY BE INSTALLED ON THE OPPOSITE SIDE. APPLICATION SHALL BE IN C 3'-0" 3'-0" 19 FIXED GLASS �, �o Q w w � �LL z ACCORDANCE WITH SECTION R702.3. D 3'-0" 1'-9" 22 AWNING / FIXED GLASS Q o Uu 0- m co R309.2.2 HORIZONTAL SEPARATIONS. WHERE HORIZONTAL CONSTRUCTION IS USED TO SEPARATE THE SECOND LEVEL x E 3'-0" 2'-0" 28 AWNING / FIXED GLASS w = o z GARAGE FROM LIVING SPACE OR ITS ATTIC, SUCH CONSTRUCTION SHALL BE PROTECTED WITH ONE LAYER OF HEATED: 1575 3 8 - INCH THICK, TYPE-X GYPSUM BOARD, INSTALLED IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 2 STORY AREA: 594 a 3 R805.1. OPENINGS IN HORIZONTAL SEPARATIONS SHALL NOT BE PERMITTED EXCEPT WHERE THE RESIDENCE BALCONY: 480 IS OTHERWISE PROTECTED BY VERTICAL SEPARATIONS. WHERE THE HORIZONTAL SEPARATION IS A DOOR SCHEDULE (KOLBE) FLOOR-CEILING ASSEMBLY, THE STRUCTURE SUPPORTING THE SEPARATION SHALL ALSO BE PROTECTED BY BASEMENT LEVEL EXTERIOR ARCHITECT NOT LESS THAN 8 - INCH (15.87 mm) TYPE-X GYPSUM BOARD OR EQUIVALENT. AREA: 4350 TAG WIDTH HGT. QTY. NOTES OF RECORD: 1O 6'-0" 10'-0" 1 DOUBLE ENTRY DOOR T.B.D. co TOTALS O2 3'-0" 10'-0" 1 GARAGE SWING DOOR T.B.D. v HEATED: 8003 O NOT USED Z cr `_ GARAGE: 760 O o BASEMENT AREA: 4350 4 3'-0" 8'-0" 2 SOLID DOOR T.B.D. U co 2 STORY AREA: 594 co � w o O5 6'-0" 10'-0" 2 SLIDING GLASS DOOR J U- w 0 O6 12'-0" 10'-0" 4 FOLDING DOOR a EE o TOTAL UNDER ROOF: 13707 U BALCONY: 480 O7 12'-0" 10'-0" 9 SLIDING GLASS DOOR 0 O8 15'-0" 10'-0" 1 FOLDING DOOR o O9 10'-0" 10'-0" 2 OVERHEAD GARAGE DOOR INTERIOR (T.B.D.) TAG WIDTH HGT. QTY. NOTES 10 3'-0" 8'-0" 21 SWING DOOR 11 3'-0" 8'-0" 1 FRENCH DOOR 12 2'-8" 8'-0" 2 SWING DOOR 13 3'-0" 8'-0" 1 4 HOUR RATED W/SELF CLOSING DEVICE S 3'-0" 8'-0" 3 GLASS SHOWER DOOR 15 2'-4" 8'-0" 1 SWING DOOR 16 5'-0" 8'-0" 5 DOUBLE DOORS 17 5'-8" 8'-0" 1 DOUBLE DOORS 18 3'-0" 8'-0" 1 BARN DOOR 19 3'-0" 8'-0" 1 SCREEN DOOR 20 3'-4" 8'-0" 1 BARN DOOR C D E F G 5,1 5.1 5.1 5.1 13'-0" 21'-0" INFINITY EDGE ASIN I I I 1F - COLUMN COLU N VERIFY RISERS IN FIELD DETAIL"A" DETAI "B" COLUMN VERIFY RISERS IN FIELD 2'-O"HIGH PLANTER WALL DETAIL"C" POOL DRYWELL TO BE PLANTER o PLANTER DESIGNED BY OTHERS STONE V4ENEER TONE VENEER o� HB �r <r y4 4'-0" HIGH RETAINING WALL — — COLUMN AUTOMATIC POOL_zP H—A N_T0 VERIFY RISERS IN FIELD DOWN TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. TEMP. DOWN NLUMNr O�L U M DOWN DOWN DETAIL"R" COVER DIRECTION PHAN COL COL NTER SCREEN SCREEN DETAIL DEETAIL"Q" DETAIL"Q" SCREEN M D D D AA SOLAR SHADES TO SITZ SOLAR SH ES TO SIT �yOLAR SHADES TO SIT HB PORCH INSIDE WINDOW OPENING I INSIDE WIN OW OPENING INSIDE WINDOW OPENIt� PATIO DECKA A A A 10'6"CLG.HT. t I ORCH 119 N PO L AUTOMATIC POOL STONE ¢ 5 I I I I 1 STONE HT I O/ AUTOMATIC POOL COVER DIRECTI N —0 COLUMN DOWN cO I / COVER TBE DETAIL"M^ TEMP. TEMP. __ —_ __ _ TEMP. _ — TEMP. I t I I I ( INSTALL D — — — — ——_ COLUMN ID 6"RISER 6"RISER A A 6"RISER DETAIL"K" 6'-6" STONE BEACH SPA N _ __ _ _ DETAIL"K COLUMN _ A _ — A —_ A O O ( COLUMN T ECESSED T.V.CAVITY r — — — — —— VENEER — —— — TEMP. EMP. - -- -- -- -- - .. — —— —— —— — HB Z 0— ] ] DETAIL"N" ................... TEMP TEMP TEMP — — — - - - - - —— — —— —— C UMN COLUMN COLUM ^, cc W TAIL"D" I I DETAIL"O" t t DETAIIL"0" 1 t rVlA$TER-RETtR EAT I O I I VE TOR 62I ILI I I 1 I I 1 I .� z i ! 14'-0"CLG.HT. I ; t I GR YT ROOMEl 1:1 o I I STONE&WOOD i s r I 1 2 -8 C G.HT. I I I I t t I t 1 w8 ................... ......................................................: o I I To E IDTONE I DRIN I I I I _ Cts _0 Z PORCH 1 I I I I II I DINING I '°'S SNE T I t ] GU ST ❑ 34'-0" U cz O 14'-0"CLG.HT. I I 10'8"CLG.HT. 16'0"C G.HT.10'-8"CLG.HT.?..i.. - ..i...' STONE ST E IE I 1 , - ' I DEN 1STONE DOWN I i 1 10'-0"CLG.HT. DOWN OwooD I p0 > ZI II PATIO D CK D°TAIM"" I I U) 16mLJSONE STONE STONE STONE __ _ _X-R1SE� _ — — — — —— _ — — NEER VENEER VENEER VENEER L 5m❑ ME ❑ ❑ STONE VENEER Fo — — — — — —— — — — —— — --- - - — — — — —— —— — — —— —— — — 17 COLUMN COLUMN FOI�ER COLUMN COLUMN I COLUMN COLUMN ] HOWE DETAIL"G" 1 DETAIL"F" 10'-8"C G.HT. I DETAIL"P' I DETAIL"F" t DETAIL"P" I DETAIL"P" I VEC O-R 45 MORNING GALLERY _ I _ I I (20)RISERS @ 7 a"EACH , , _ _ I _ _ _ _ _ _ _ _ ZTCHEN STONE I ---f --I�— 1 COLUMN T -E- COLUMN (17)TREADS @ 10 "EACH �� T DETAIL"H" DETAIL"I" (2)LANDINGS 6 STONE VENEER STONE VENEER 6 REF. 1 15 B B KI'-0"CLG HT. !n *P. — — — — — — — — — — — — — — — — — — — — — — — —— — —— — — —— —— —— 6„RISER 6,.RISER O 6"RISER J D D T TEMP. TEMP. TEMP. TEMP. TEMP. ❑ BAR �•I.C. P DOWN -- - ISLAND ---- —— —— — — —— —— 10'0" LG.HT. 10 BA. 1 5 COLUMN SAFE 1 p 1 I A A z z —— —— — —— —— COLUMDETAI "J" TEMP. TEMP. HERE A - — — — — = = = — — 0 COLUMN ( OSTONEHT TUB — — — — — — — — — A g I J J M/W tF1 DETAIL"E" I 1 DE AIL"E" I I I 1 —— — — — —— — ———— — — — — — = = = — — w ¢ ¢ REF. - - - -- -- -- - - - - - - - - - - HIS W.I.C. 1 Q DETAIL H" - - I ~ I Z Z Z Z w I I I I I I GUEST LIVING D A I I - - - - - - - - - _ _ = 1 1 ¢ O O - u� I 1 I 1 I I 16-0"CLG.HT. - - w MASTER BAH 10 10'0"CLG.HT. I — — — ° ¢ ¢Z1 El ~ t I 14'-0"CLG.HT. I STONE 1 F- _ _ _ = _ _ _ = A w I z Q pl0 I I 1 1 I STONE STONE U — — — — — — —— — — ~ ° x = >o — — COOKTOP SINK ❑ I I I I I I I 1 a i I - -- - - - - - - - I I o - -- - - - - - - _ ° ° zz 00El 1:1 4BARH HALL 4 I -- - - - -- J I - - - 1 a 1 I a I I 1 I I I I 10'-0"CLG.HT. OWN r - - _ _ D A l w i i � I I — METAL TRELLIS/ A w 1 Y �1� ITC H E I I FA I L R O I I I STONE VENEER STONE A t t t KEU I MIRRQR AWNIN ABOVE ORE I ~ I m W Q ¢ I 1 TUB II " 50 O 4'-8" G.W. E L ° I — — — — — — — — — INFORMATION 1 3: I 14'-8"CLG.HT. ST NE HB 5 5 D A w 1 t I I a I WOODAl INISH z? Ii I STONE DW El 1:1 I I I I I I �— - - - - -- � — — — c — — DOWN — q g o III ST R/I I _ _ — — L — — — — — I� EL V. I l a l I I io I - -1- - - - - - - - I ( 1 -- - - -- ---- 16 DESK D A w I L _ _ — _ _ _ _ _— __ I — O I 1 COLUMN TEMP. TEMP. TEMP. TEMP. 1 ❑ I I 1 I ❑ H R W.I. I DETAIL -- - - -_ __ —_ 1 1 I I - --- A - - A - - A - - A I I I I I 1------ PLAN HISTORY COLUMN TEMP, TEMP. V 45 I 0 lO I I 1 I I I 1 18 OW HB 10 STONE 1 DETAIL"J" A A Q SHOES I C PROVIDE COLD H2O 111 ( I = w TO REFRIGERATOR T.V. OV R F.P. VEST. DATE DESCRIP. D D LU I PRrIDE WATER LINE — — —— — — — — —— — — —— —— — — —— 10'-0"CLG.HT. 08-12-1 4 PRE. DESIGN PLA TER t I 1 Q TO OFFEEBAR AREA TEMP. TEMP. TEMP. TEMP. CL IM TEMP. TEMP. TEMP. TEMP. — — — — — — — — —— m REF. WOO NING STONE 1° 1 08-27-14 PD 1OWE'R - - - - - - - - - - - - w CRAFT AREA A A A A IREP AC A A A A 09-03-14 PD LL VET IRELAE C C C ,L io'-a"cLG.HT- D D D D D D D D UP AN O STONE VENEER DO N O 09-17-14 PD DOWN TO TH G GH A L 10 GARAGE I__———_ 11-07-14 DD 1 t I STOR. BASEMENT t 10'-0"CLG.HT. 11'-8"CLG.HT. C °❑ IL OI, w C STONE CONCRETE 12-31-14 CD PLANTER p-t �I 0 SLOPE FLOOR PLANTER — — — —— — — /2 BATH GARAGE TO BE HEATED 1 03-27-15 REVIEW RETAINING WALLS VENT FIREPLACE 18 LT LAUNDRY HB PLANTER C OTONEHT H20TODOGWPROVIDE HOT COL 04-23-15 S&S 04-17-15 FINAL UP AND OUT ATR ❑ STONE (� THROUGH WALL 10'-0' CLG.HT. Q TEMP. H2O TO DOG WAS 1 I C 10'-0" LG.HT. C I DOG STONE o WASH • 1 TEMP. U) W D I DOWN Cc MECHANICAL 2'-0" HIGH PLANTER WALL I C TEMP. <C> TEMP. C 11'-8"CLG.HT. 1° I I I PROVIDE HOT&COLD VENT DRYER OUT STONE VENEER —————— H20 TO WASHE THROUGH WALL 1 TEMP. C C C STONE VENEER I SHEET DATA: 4'-0"HIGH PLANTER WALL C D E F G 5 1 5 1 5 1 5 1 5 1 DESIGNED BY: PHIL KEAN DRAWN BY: ERIC LUCIA NOTE: SEE INTERIOR DESIGNERS DRAWINGS FOR ALL CEILING DETAILS. SHEET DESCRIP: MAIN LEVEL FLOOR PLAN SCALE: 3/16"= 1'-0" MAIN LEVEL FLOOR PLAN NOTED TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. DESIGNER: MAIN LEVEL oCXl C7 Z og ° o HEATED: 6428 Z o m 5' 0" GARAGE: 760 = Q(z 113:1 w s2'-o° 15'-0" 8'-0" 14'-0" 8' 0" 36'-0" ` I� ZSYN cit o u`0- °i F--— —— — — — — —— —— — — — — — — —— —— —— —— — — — — -- I z U Z I � -- --� r -- -- - - ---- �, r- -_ -- - I SECOND LEVEL C -- -- � C -- -- - - -- -- � C -- - - �_ I HEATED: 1575 a =4 k= __ _ — _ _ __ __ =4 k= __ _ _ =4 1 2STORY AREA: 594 - � __ __ � BALCONY: 480 ❑ ARCHITECT - -- - - - - -- - - BASEMENT LEVEL — — — OF RECORD: I o AREA: 4350 1 I I I o bo T -0 " 12'-0" 5' o" 5' 0" 13'-0" V s 12'-0" 4" 1' 28"-0" 1JL _ � L -- - - - - - -- - -I L-- -- TOTALS 16 ❑ - ❑ o - - ❑ ❑ w a �L I F- - - - N N N HEATED: 8003 0 0 T GARAGE: 760 � N o 4. 13' 4" �v N o 1Lu , „ 12'-0" 2. „ 5. „ 4. 12'-0" 1 Lo BASEMENT AREA: 4350 w v Z * C— J LL W 2 STORY AREA: 594 0 Er Lu 0 z o ¢ Q0 °' 1 I o C) I N � U) �, 1 ® TOTAL UNDER ROOF: 13707 1J8- II I I I BALCONY: 480 0 o \ 4' 4" / 11' 0" 3, 4„ �,_0„ I I 14'-0" 1 I �,_0„ „ 21'-4" '-4' 3'-4" 8,-4" 0 \ / N ❑ CV N -4 O X o 7' 0" 14'-0" _ 8' 0" 14' 0" 7'-4" 4'-B" 9 8 I, I I I I I o I I o co -4" o 7'-4" 1 /\ -414 1 � \ 014 \ / I \ / D \ / C? 1 / \ I / \ '-0 12-2' 2'-2" 4'-8" 6'-8" I / \ 10 / \ o ❑ CV 16' 0" 7'-0" 14'-0" ��_0„ _0 13'-0" 16'-0" 8,_0„ 5'-0" 82'-0„ UPPER LEVEL FLOOR PLAN (DIMENSIONED) SCALE: 3/16"= 1'-0" T �T-E--+ V) -T— U O 'o T z0- � z 115'-104" CZ O 1., 3„ 1., 24'-13.' 1'-101" 12' 07., 35-118, 104 6-14 1 -104 4 4 8 2'-0" 6'-0" 2'-0" 12' 0" 2'-0" 6' 0" 2'-0" rOn a0 T "'' � � N d rla0 bo o C� e 40 in in 4" -0 0 co b� o ° e ° o 12'-48„ rbc -0 36' 38„ a ° ° 29' 4" ° d e a o - rl -100 a0 ° ° a v d •d Q- a fCV ° O v d %1 _0 78„ 8, 48„ 7' 6„ T-118„ — — — — — — — — b7 1 d 12'-38' r _J': c'�I •° c�l V zo f r 1 r rLco ti�0 1 0 r I N T 8.0 13'-0" 1. 6., 0„ 2,-0„ 12'-0" 0-1-028., 24'-0" 6, 0„ 8'-8" T-0" 14'-0„ _ �, ❑ ❑ ❑ Fill N PLAN HISTORY �I� �b� �I� �bDATE DE O rM (O Lo O CO bo a V 08-27-14 PD08-12-14 E. DESIGN o o ❑ , v d ° a e a❑ ❑ ❑ 31, 09-03-14 PD _ ==1 �r= b� d -1i�------1I - 09-17-14 PD a o o. IL------ II o ❑ d° ° I u 11 11-07-14 DD II-------�I Lo co Eo r� - T IF-----_�I 'a 12-31-14 CD I II ------ I 03-27-15 REVIEW 1 = a0 IL------ 1 o 04-17-15 FINAL a ° Cjo0II ___--_JI � I 'll_ iI ° 04-23-15 S&S riles I I II CV • N rl1„ 1., I, �b� 38 _p 7 II -0" i 13'-4„ '-3- N _ -----_J N 1 78„ 6,_13„ 2'-111„ 36'-4" b EC3 a e a °a. 38„ -0 r 4 8 a a d 8t _ _ T ❑ _ m ° r� — r M �bNbO L0 L A a a v 'A4 _ 2, 10„ 35,_2.. SHEET DATA: N1 DESIGNED BY: PHIL KEAN o C. DRAWN BY: ERIC LUCIA a BASEMENT LEVEL FLOOR PLAN (DIMENSIONED) SCALE: 3/16"= 1'-0" �� SHEET DESCRIP: UPPER LEVEL & -104 8'-08., -118' -104 12'-14" '-104 6' 14„ ''-10-41' 12' 28" 10„ 1 31 BASEMENT PLANS 9'-118" 38'-0" 30' 08" 15 118 20' 8" FLOORONE D DIMENSI 115'-104" TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. DESIGNER: C D E F MAIN LEVEL 5.1 5.1 5.1 METAL ELLIS Q w AWNING ABOVE EE �( F' SHEET 5.2 FOR TORE � � — . — _ HEATED: 6428 0 Z c o -- -- - - -- - - - - - -- - - -- - � m F_ ____l F- -- -- - - -- -- � F_ _� r� GARAGE: 760 _ _ _ _ z o � � 6 V F- > co ool C7 as OLUMN- - - J -- _� —_ __ _� L—= = =_ � I _ � � tFA— — — — — — DETAI .,B„— DEEM — — [� c `o Q _ _ __ � � $ET$IL i'— I COLUMN W F_ Eu- z _ _ _ _ _ _ _ _ _ = I DETAIL"S" L--� Z N ¢ STONE LL [d 0) � —__ —__ —__ —__ —__ —__ —__ —__ —_ —__ VENEER SECOND LEVEL z 11 �� d) 7- 36"HIGH CONT.RAILING 36"HIGH CONT. AILING Q N c Lo c HEATED: 1575 3 NE STONE —— — — 2 STORY AREA: 594 E B w 1 VEONEER I I VENEER I I VEONEER I w B E BALCONY: 480 F BALCONY 10'-6"CLG.HT. 10'-0"CLG.HT.THIS AREA z BALCONY I (SEE INTERIOR OR DESIGNERS DRAWINGS)CLG.HT. wl BASEMENT LEVEL ARCHITECT �>OBSTONE HB 6"RISER TEMP. 6"RISER HB J L —— —— — — —— —— -J L — — — AREA: 4350 OF RECORD . 6"RISER 0 STONE 11O Q _ 1 O ❑ VENEER — — —— — —— 1 F W A TOTALS OPEN TBELOW I I I 2 STORY 3 LG,HGT. I I I I Lu l BA a A HEATED: 8003 w ./ r U) VENEER I I I I I co 0 1 9 0S L HT I OFFICE ~ GARAGE: 760 O a SUITE 3 Q z IY-o"CLG.H . I ( I I I SUIT #4 Z I 10'-0"CLG.HT. BASEMENT AREA: 4350 "' c; M `n WOOD I ( I I I I °� I 10 WOO .HT. m l ( ® WOOD w �j W o co 10 I Lu A 2 STORY AREA: 594 Lu S o I I I A TOTAL UNDER ROOF: 13707 a STONE STONE Z w VENEER VENEER W ~ 480 cn \ / BUILT-IN CLOSET SYSTEM 10 BALCONY: o \ / —— —— ———— — a 36"HIGH CO T.RAILING ❑ BUILT-INS X S OWER 0 / 12 I I I BRIDGE I I I I GALLERY BATH _ O 10 _I _I I 10'-8"C G.HT. _ I I _ I 10'-8_CLG.HT. I I 10 12 AT / \ 0"CLG.HT. Tl I COLUMN I —SCOLUMN I ( I —I STONE —I $TONE I L HT. SH�+v R B ®— _ DETAIL_T" — — —— — — — DETAIL"T' — — — — _ _ (20)RISERS @ 7 0"EACH — ENEER— — ®S O I // `� TEMP. WINDOW SCHEDULE (KO L B E) 5 / \ LINEN TEMP. TEMP. O TEMP. MD TEMP. TEMP. TEMP. ❑ TEMP. TEMP. ❑ (2))LAND NGS 10 DOWN LINEN 5 _ _ _ _ _ N Q TAG WIDTH HGT. QTY. NOTES 10'-0"CLG.HT.THIS AREA B B B Z/- c7 c7 10'-0"CLG.HT.THIS AREA (SEE INTERIOR DESIGNERS E w l a Q L U N \ / (SEE INTERIOR DESIGNERS DRAWINGS E E DRAWINGS A 3'-0" 9'-9" 54 FIXED GLASS = ¢ D V1NT DRYER UP / ) I z z N N STO E THFIOUGH ROOF/ B 3'_O" 7'-9" 'ZS FIXED GLASS E B O O J X Z OO PROJ�DE HOT& OLD Q w W RAIN H2OTC�WASH7R ><E a i 13 o \ow X/ C 3'-0" 3'-0" 19 FIXED GLASS E B w I _ / \ D 3'-0" 1'-9" 22 AWNING / FIXED GLASS co A ~ I `' WOOD ST IR INISH ��' _¢ / \ A 5 E B z= O // \\ 5 E 3'-0" 2'-0" 28 AWNING / FIXED GLASS 01 TEMP. TEMP. TEMP. TEMP. 1 B B B B DOOR SCHEDULE (KOLBE) E E E E EXTERIOR TAG WIDTH HGT. QTY. NOTES O 6-0" 10'-0" 1 DOUBLE ENTRY DOOR T.B.D. O 3'-0" 10'-0" 1 GARAGE SWING DOOR T.B.D. O NOT USED UPPER LEVEL FLOOR PLAN (NOTED) 3'-0" 8'-0" 2 SOLID DOOR T.B.D. SCALE: 3/16"= V-0" O 6'-0" 10'-0" 2 SLIDING GLASS DOOR O 12'-0" 10'-0" 4 FOLDING DOOR O 12'-0" 10'-0" 9 SLIDING GLASS DOOR O 15-0" 10'-0" 1 FOLDING DOOR O 10'-0" 10'-0" 2 OVERHEAD GARAGE DOOR E F INTERIOR (T.B.D.) 5.1 5.1 5.1 5.1 TAG WIDTH HGT. QTY. NOTES T 10 3'-0" 8'-0" 21 SWING DOOR +r T S 3'-0" 8'-0" 1 FRENCH DOOR 0 3 �— C D E F 12 2'-8" 8'-0" z � 2 SWING DOOR _ '.. 5,1 5.1 5,1 5.1 ,- 13 3 O 81-011 1 Ir a HOUR RATED W/SELF CLOSING DEVICE rr Ln z S 3'-0" 8'-0" 3 GLASS SHOWER DOOR Q -0 15 2'-4" 8'-0" 1 SWING DOOR U CV 0 0— 4 16 5'-0" 8'-0" 5 DOUBLE DOORS O 17 5'-8" 814" 1 DOUBLE DOORS O T p d 4 d '� p p :. . Q•'.d . ❑ I IEl F1 18 3'-0" 8'-0" 1 BARN DOOR CV a A 19 3'-0" 8'-0" 1 SCREEN DOOR HB 20 3'-4" 8'-0" 1 BARN DOOR A d I p I I RECESS IN FLOOR ABOVE FOR T.V. o d STONE VENEER ' VECTOR d 45 GAMEE I 10'-0" LG.HT. SEE INTERIOR A I ST NE DOCUMENTS FOR STONE BAR INFORMATION El 14 VENEER a' ! BAR WINE CELLAR EXERCISE I I I 10 HT STONE BATH/SPA I STONE 10'-0"CLG.HT. 10'-0"CLG.HT. I STONE 10'-0"CLG.HT. STONE El 10 1 IR (3)6"RISERS STONE STONE A ' 20 0 ~VENEER VENEER a El ❑ PLAN HISTORY DOWN STONE 10 DATE DESCRIP: (20)RISERS @7 6"EACH VENEER — — — — 08-12-14 PRE. DESIGN B 1 v d d P (2)LANDINGS 10 EACH ❑ 10 n B - - 082714 PD d Ip e d 4� I 09-03-14 PD 11"------ dp a Z —1� J IL------ li 09-17-14 PD A il------- 11-07-14 DD d ( ? -------------�-� d 12-31-14 CD d vc7 II __—_-- �I d 1 0 IL------ 11 I e 04-17-15 FINAL 03-27-15 W — I II 1 04-23-15 S&S A MECHANICAL I cl) r A 5 10'-0"CLG.HT. 1 1 II 1 O / I 5 STONE WOO 1 INISH II I - -- - - - IL V d d a v a d HEI d MECHANICAL a Q O .. .O 10'-0"CLG.HT. A STONE O v p e UP SHEET DATA: 3 "HI H O .H NNE RAI. DESIGNED BY: PHIL KEAN d" HB DRAWN BY: ERIC LUCIA d 1 BASEMENT LEVEL FLOOR PLAN (NOTED) SCALE: 3/16"= V-0" SHEET DESCRIP: ' •d p •d UPPER LEVEL & BASEMENT FLOOR PLANS NOTED SHEET: TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW c D E F FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY 5.1 5.1 5.1 51 WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. 13 TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE ELEVATION NOTES : DESIGNER: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW n FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY O WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO #� DESCRIPTION 2 Z M HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH Mo ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. 1. STONE FINISH. Z V N M r4. z -� a' v� Y x w' 2. STUCCO FINISH. ^w 'zLL z 4--I z -,a O cm 3. 6" STUCCO BAND. Z " m N C 4 Lo 4. 4:12 PITCH METAL ROOF, OVER APPROVED WATER y 0- BARRIER, BARRIER, OVER ROOF SHEATHING. 5. 1/2:12 PITCH TPO ROOF, OVER APPROVED WATER BARRIER, OVER ROOF SHEATHING. ARCHITECT 6. STEEL OR ALUMINUM TRELLIS OF RECORD: Z cr Or � M cG ri LiJ O w cu z J LL Lu Iz O Cn 0 d LLI z Q LIJ Q U_ -- - � J D 22'-0"UPPER CLG. - - - - iv [EllO W11ODOI OO OO 011 1 1 1 E E E E E E E E E E -- � ; I - O 14'-0"MASTER BATH CLG.HT. N IT I- -_ N [all� 12'-0"UPPER LEVEL T — N M O N 10'-0"W.I.C.CLG.HT. C? o I� __ - - - - -� - - ,�- - _ -,-_ - - ---=Twc -— -- - �_ ��� -_ --_ - --- _ C _ = C -- C _ _ - - -_- - _ -_ _CVOO O ��_ - - -_ N O O o O O O o O O O �/ O O _ _ - _ - _ - _ - O O O O - - - _ - 7 j - - k O O O O ;R�� L IL 0'0"FINISHED FLOOR L _ _ 2'-0"BASEMENT CEILING FRONT ELEVATION SCALE: 3/16"= V-0" 5 3 ` FIREPLACES TO VENT OUT SIDE OF TOWER II - - 4 i T 22'-0"UPPER BRG.HT. - - - - - _ - - - - - - - ■ E E ___— (All z -�_�� rl� I III j O _ - ! I I I I i � � _- _ __ _ - 16'-0"GUEST CLG HT. - - � _ __ _ �I� 0 0 0 0 0 0 - O O �r I I I _ - 14-8 FAMILY RM.CLG. - .:.. ...:. .: _ r'• I O: D D D D D D D D D D D D D D D D D D D EE - —" -71 _ -II A A OA o 0 0 o o O O o O O 0 0 0 0 O O 0 0 0 0 0 0 0 0 0 O O O O O - 0'-0"FINISHED FLOOR IL I - _ N REAR ELEVATION SCALE: 3/16"= 1'-0" PLAN HISTORY DATE DESCRIP: 08-12-14 PRE. DESIGN 08-27-14 PD 09-03-14 PD 5 5 09-17-14 PD 11-07-14 DD 12-31-14 CD 3 3 _ 03-27-15 REVIEW 0 -17-15 FINAL 04-23-15 S&S I I t i j - - — -_ 6 2 CD - - --` I` a- _ - - L 22'-0"UPPER CLG. 22'-0"UPPER CLG. O =--y 4 4 =� C A A A A OE O _ i I C - - O -1- 5 5 SHEET DATA: EM1=11 12'-0"UPPER LEVEL FLOOR 12'-0"UPPER LEVEL FLOOR DESIGNED BY PHIL KEAN N �i - - - 3 3 - 10'-0"CLG.HT.10'-0"CLG.HT. -__- - -_ -- -_ -_ _- -- ' _--- -- - - �Z- 9 " _ — � - � DRAWN BY: ERIC LUCIA ----_ - - - - --- _ --- - _- ----- k "v - _- N C _"-_---- O O N - _ o O O O O 0- _ _ -- - - _ - O 11 —1 lllc�— SHEET DESCRIP: 4 i 7 r 0'-0"FINISHED FLOORLL T �.- - - - _� Y 0_0"FINISHED FLOOR EXTERIOR 11 _ _- — u = - -_I - - - O ELEVATIONS 2'-0"BASEMENT CEILING -- -- _= = -- - � _ ----= - - - -- - -- - - = N 2'-0"BASEMENT CEILING IV SHEET: LEFT ELEVATION RIGHT ELEVATION SCALE: 3/16"= 1'-0" SCALE:3/16" = 1'-0" 12'-0"BASEMENT FLOOR - - -12'-0"BASEMENT FLOOR OIL TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE DESIGNER: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY O 1/2"o."• WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH Z m 0 Cl) o °A° "A" ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. Z o ° z 121/2" „B„ (7 o 161/2" r� �„ Z co •= x w 20 3/4 v2°O.H. 1/2"O.H. 9`� r^w, LL z 1---1 ZN ua ^� O M z , CD z u N_ C c rrr4 DIM."A"AND ANGLE OBE SPECIFIED HIP CAP BY CUSTOMER OR FURNISHT ATAS WITH ^ W = o r rrrrrrrrrrrrrr '•,, STRAIGHT NEOPRENE ROOF SLOPES INVOLVED. ANCHOR CLIP TyF9M<<Ow ANCHOR CLIP ri , , yrr4 ,'•,4 �Z MPS ATA GUARD FIA rrrrr4 •,� SEALANT "Z"CLOSURE ATA SHIELD B NS�O/L 06�P ATA GUARD tom-+ r4 ��'•, / 1" a JOGGLE rrr4 '••� ATA SHIELD 3/4" •�'•,W.•,+,, ANCHOR CLIP \ FLMXXX FIELD LOK PANEL 1 5/8" s JOGGLE CLEAT �— ARCHITECT CLEAT r 4,• / / \\ ATA GUARDFLMXXX FIELD /' 3/4" 1/4" ATA GUARD \ XX PANEL \ / f FLMXXX FIELD LOK PANEL OF RECORD: VALLEY / #12 x 1"WAFER HEAD SCREWS m \ \ PAN / #12 x 1"WAFER s / PLYWOOD U #12 x 1"WAFER HEAD SCREWS // BUTYL TAPE HEAD SCREWS \ / PLYWOOD \ / #12 x 1"WAFER HEAD SCREWS BUTYL TAPE TOP OF ROOF #12 x 1"WAFER HEAD SCREWS DECK OR INSULATION I Y ATAS INTERNATIONAL,INC. eQ ATAS INTERNATIONAL,INC. G A� BUTYL TAPE �O� Allentown PA 0 T ATAS INTERNATIONAL,INC. STRUCTURALS Allentown PA #12 x 1"WAFER HEAD SCREW Allentown PA 610-395-8445 610-395-8445 vFi acv 610-395-8445 Mesa AZ W o Mesa AZ Mesa AZ 480-558-7210 w CV Z * 480-558-7210 480-558-7210 Z J LL W TITLE FLM Hip- Ply TITLE FLM Valley- Ply 0- UJ Z TITLE FLM ProfileLU DWG NO/ DWG NO.NO. / FLM Hip-Ply SCALE 3"=1'-0" DWG NO, FLM Valley-Ply SCALE 3"=1'-0" Q J FILE NO FLM Profile SCALE 3"=1'-0" FILE N0. � Q Rev. Drawn DRAWN APPR. Rev Drawn DRAWN DAS DATE 3-6-06 APPR. JEB DATE 5-31-06 Rev. Drawn DRAWN DAS DATE 3-6-06 APPR' JEB DATE 5-31-06 U DAS DATE 7-24-07 JEB DATE 7-24-07 No. Revision Date BY Description of Revision BY BY No. Revision Date BY Description of Revision BY BY 0 No. Revision Date BY Description of Revision BY BY REVISION XXXX REVISION MM/DD/YY APPR' XXXX APPR. MM/DD/YY 0 5 31-06 DAS FLM Hip Ply REVISION REVISION APPR. APPR. REVISION REVISION APPR. APPR 0 7-24-07 DAS FLM Profile XXXX MM/DD/YY XXXX MM/DD/YY 0 5-31-06 DAS FLM Valley-Ply XXXX MM/DD/YY XXXX MM/DD/YY NO DATE BY DATE NO DATE BY DATE NO DATE BY DATE Q 1" 1 5/8" 61,/ �6„ 7" 7 1" 1/2„ 1/2„ „ ,. 3/8" L A B „B L 1/2"0.H. 1/2"O.H. 1/2"O.H. 11" I N °D 1/2"O.H. —�{ {� 92 3/4" 3/4" RIDGE CAP RIDGE CAP REGLET "Z"CLOSURE Roof slopes 3/1210 6/12 Root slopes 6/12 10 9/12 SEALANT Ridge splice to match ridge cap 6"long each.MDA311 Ridge splice to match ridge cap 6"long each.MDA312 REGLET "Z"CLOSURE COUNTERFLASHING COUNTERFLASHING SEALANT COUNTERFLASHING RIDGE CAP FLLXXX FIELD LOK PANEL 4" SIDEWALL TRIM 4„ RIDGE CAP SPLICES8" 8" SIDEWALL TRIM POP-RIVET SHAPED NEOPRENE CLOSURE 'B" "Z"CLOSURE "Z"CLOSURE �• APPROPRIATE ANCHOR SCREW APPROPRIATE FASTENER FLMXXX FIELD LOK PANEL 12 SEALANT "Z"CLOSURE BUTYL TAPE SEALANT ...<' ' ANCHOR CLIP `v ATA SHIELD FLMXXX FIELD 12 1/2",16 1/2",20 3/4" /^ LOK PANEL __ 7 FLMXXX FIELD LOK PANEL 1/2"0.H. 1/2"O.H. _ 1/2"O.H. ANCHOR CLIP MASONRY WALLS PLYWOOD / \ - - BUTYL TAPE T / ATA GUARD RIDGE CAP 1/2"O.H. / i MASONRY WALL ATA GUARD Roof slopes 9/12 to 12/12 ANCHOR CLIP Ridge splice to match ridge cap 6"long each:MDA313 ATA SHIELD 10.01 SIDEWALL TRIM / ANCHOR CLIP \ #12 x 1"WAFER HEAD SCREW STRUCTURALS ATAS INTERNATIONAL,INC. ATAS INTERNATIONAL,INC. i ATAS INTERNATIONAL, INC. BUTYL TAPE ATAS INTERNATIONAL,INC. i�Y #12 x 1"WAFER Allentown PA FLM-1 1/2"Field Lok Panel �■ Allentown PA STRUCTURALS Allentown PA �•'° Allentown PA HEAD SCREWS 610-395-8445 610-395-8445 610-395-8445 TOP OF ROOF DECK OR INSULATION Mesa AZ Mesa AZ STRUCTURALS 610-395-8445 Panel Profile #12 x 1"WAFER Mesa AZ Mesa AZ 480-558-7210 #12 x 1"WAFER HEAD SCREWS 480-558-7210 480-558-7210 TRIM BOARDS 480-558-7210 HEAD SCREWS #12 x 1"WAFER HEAD SCREW TOP OF ROOF DECK TITLE FLM EndingRake Sidewall - PI TITLE FLM Starting Rake Sidewall - Ply TITLE FLM Panel Profile OR INSULATION TITLE FLM Ridge - Ply TRIM BOARDS y DWG NO./ FLM Ending Rake Sidewall Ply SCALE 3"=1'-0" DWG NO/ FLM Starting Rake Sidewall-Ply SCALE 3"=1'-0" DWG NO./ DWG NO./ FLM Ridge-PI FILE N0. FILE NO. FILE No. FLM Panel Profile SCALE 1"=1" g Y SCALE 3"=1'-0" FILE NO Rev. Drawn DRAWN APPR. Rev Drawn DRAWN AS DATE 3-6-06 APPR JEB DATE 5-31-06 Rev. Drawn DRAWN DAS DATE 3-6-06 APPR. JEB DATE 5-31-06 Rev. Drawn DRAWN DAS DATE 3-6-06 APPR' JEB DATE 5-31-06 No. Revision Date BY Description of Revision BY DAS DATE 3-6-06 BY JEB DATE 5-31-06 No. Revision Date BY Description of Revision BY BY No. Revision Date BY Descr ption of Revision BY BY No. Revision Date BY Description of Revision BY BY 0 5-31-06 DAS FLM Panel Profile REVISION XXXX REVISION MM/DD/YY APPR. XXXX APPR. MM/DD/YY 0 5-31-06 DAS FLM Ridge-Ply REVISION XXXX REVISION MM/DD/YY APPR XXXX APPR MM/DD/YY 0 5-31-06 DAS FLM Ending Rake Sidewall-Ply REVISION XXXX REVISION MM/DD/YY APPR' XXXX APPR. MM/DD/YY 0 5-31-06 DAS FLM Starting Rake Sidewall Ply REvlsloN XXXX REVISION MM/DD/YY APPR. XXXX APPR. MM/DD/YY NO. DATE BY DATE NO. DATE BY DATE NO DATE BY DATE NO. DATE BY T r -II-- � T C H C E F G o '5 T 5,1 5.1 5.1 5.1 5.1 5.1 Zn � STEEL OR ALUMINUM I I I r .� ) Ir -C/) 7 L., 3'-0" Q - - - - - - - - - - - - - - - - - - - - U CZ 0 o I IF ==== -IF _ - - = = -- r-------------- - ------------- ---� ---t----- - ---------------------}---------------- C � 3'-0" i I I I O I I H I I T VJ 5.1 3'-0" CD 4:12 PITCH y�A I STANDING SEAM METAL I ROOF FINISH ------------------T----------- o I I I I I i �\Q I I I I I 4:12 PITCH I I STANDING SEAM METAL AREA FOR SOLAR PANELS I ( TO BE DETERMINED VENT I IFIREPLACE UP AND OUT THROUGH WALL IL------------ ------------------ -------------- ti, I I I I I Q 4:12 PITC I RIDGE STANDING SEAM METAL 4:12 PITCH <3 ROOF FINI H I STANDING SEAM METAL W I I I ROOF FINISH o 4:12 PITCH I I I STANDING SEAM METAL ¢ ROOF FINISH SEE TOWER DETAIL ON I I 4:12 PITCH SHEET 5.2 FOR THIS AREA I �TANROOF FINISH ————————————— I (D — ----- 1/2:12 PITCH ¢ I ¢ i PO ROOF FINISH ❑ I RIDGE RIDGE o STANDIN PFINISH ETAL �P - - �� I _ Q _ I _ I _ PLAN HISTORY _ I — — — — — — — — — — — I r-------------- --------------••� ( 4:12 PITCH I I 4:12 PITCH L B I STANDING SEAM METAL SEE TOWER DETAIL ON F —-————————— —- STANDING SEAM METAL 10 B DATE D ESC RI P. ROOF FINISH SHEET 5.2 FOR THIS AREA ROOF FINISH I 5 r* 5 I 08-12-14 PRE. DESIGN r AREA FOR SOL) R PANELS I I// I 08-27-14 PD I — — — — — �"-y' TO BE DETE IMINED 4:12 PITCH I( Q STANDING SEAM METAL (I II 09-03-14 PD 4:12 PIT H 4:12 PITCH ROOF FINISH _ _ ___ _ _ _ _ _ STANDING SEA METAL PITCH STANDING METAL 09-17-14 PD ROOF F11'ISHSTANDING SEAM METAL CRICKET ROOF I I I ROOF FINISH I /00 I I 11-07-14 DD =z �� 12-31-14 CD °-" I N° I I 03-27-15 REVIEW I I .Q ti% I / L------- ------- ---� I I ------- ---- STEEL OR ALUMINUM r>1 r aI I I — RID RIDGE I I A A — 5 04-17-15 FINAL 5 I i I I 4:12 PITCH I e .� ti,A 04-23-15 S&S _,STANDING SEAM METAL I � ROOF FINISH �— I I I STANDING SEAM METALSEE ROOF FINISH I I I I L SHEET TOWER 2 FOR TH THIS DETAIL I -- — TT ,r— — -----T-- JP W F` I 4:12 PITCH I I - I I I / ❑_ STANDING SEAM METAL _________ ____ __ ________ I I o II ( I / ¢ ROOF FINISH ____ �,•� / 4:12 PITCH ( ( ir II /T STANDING SEAM METAL 3'-0" ROOF FINISH 1/2:12 PITCH 1/2:12 PITCH tiGo iA RID E TPO ROC � F FINISH TPO ROOF FINISH I ( I,I / I ----- -------------------------------- uj - I I � TPO ROOF FINISH ROOF PITCH ¢ i SEE TOWER DETAIL ON 1/2:12 PITCH 1/ SHEET 5.2 FOR THIS AREA I TPO ROOF FINISH I SHEET DATA. I I I a ti,A I DESIGNED BY: PHIL KEAN DRAWN BY: ERIC LUCIA 1/2:12 PITCH 1/2:12 PITCH I ROOF PLAN I TPO ROOF FINISH TPO ROOF FINISH SCALE:3/16"= 1'-0" I I I I SHEET DESCRIP: EF G ------------------------------------- C � 5.1 5.1 5.1 5.1 5,1 ROOF PLAN / DETAILS SHEET: I 11 TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE DESIGNER: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY o WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO 00ce HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH z M o ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. Z o r � C ^ z bt V) N ° x r^w N °< o z O u.a DD _j z � Q' Lw _N w = 3 In � Q ARCHITE OF RECORD: J� SEE TOWER DETAIL ON ¢ � SHEET 5.2 FOR FINISH INFO. 1.- Z SEE STONE FLASHING DETAIL Q 12YI ' SHEET 5.2 22'-0"UPPER BRG.HT. a � Y LLi cr 0 � 0 101-07 II p v II cL C W co II z cel z 4# II (20)RISERS @ 7 "EACH JFr 0 LU II (17)TREADS @ 10}�1"EACH O < I- W (2)LANDINGS 10 Q Q U O O O O O O O O II - - - - - 14'-8"FAMILY RM.CLG. U F- J MASTER BATH CLG.HT. II =1 1EMI FLASH AND COUNTER FLASH TYPICAL OF THIS CONDITION D SLOPE FINISH D D � ' Q �� : TO SHED WATER `„ ' s- SEE DETAIL 01 - - - - - - SHEET 5.2 _- 1 10'-0"CEILING HT. CLG.HT. - •_>s> - - AST R ATHENTRYI - - MIL ROOM II I - 14'-e" G.HT. II 14'-0' CLG. T. 1 A A I� 7 6 6 --- 0 ES IVIN GARAGE O O O 16'0" HT. 11-8 CLG.HT. WALK IN CLOSET O O O O Q Q Q I 7 CONCRETE II O O 16 10 14 16 10'-0"CLG.HT. II O II TUB 0'0"FINISHED FLOOR OL PLANTER -- 0'0"FINISHED FLOOR - - =111 11 1=1 -1 1=III _III-1 11 1=1 --I 11' 1 I_ III1IIII-1 I-III-III - - _ - 24"DEEP FLOOR SYSTEM IIIIII�II-I;1�11II,III-IIIII'= _ =1 1=III -IIIIIIIIIIII=III=IIIIIIIII=III= � 1LI=lIL1LJ 1-III-IIIIII-III I'I-IIII --IIIIIIIII=III=III=III=111J 11L_ll' i, -- - R-11 SPRAY FOAM INSULATION - - • i I I=11 I1 I I1 I I=1 I I=1 a=I I l ' - -I I I-1111.1=1I 1=-I 1 11 11=1 11=I II1 I1=1 I I-1 I1= I II- ' • I�11 I I1 I I-I I I1 111 I I-= =1 11=1 I1=1 I I_ �-�1 III I-_III I _ _._____l1 . -- — — —IIIIIIJIL---I I _' — III= 1I�'� III,I .- •. .� � • =1 =1 =1 i 1=1 I 24"DEEP FLOOR SYSTEM III=III ',=III III- =!I!= •• =!= III-- '. -III- I I I I °. I I-I = I=1 =1 1=I= =1 I- �-I I I 11=I I I I �� I�I1 I--i lI Ii I i=I P _ •� I I-1 I I= I -i=i i I= � - '- "BASEMENT CEILING I - 1 =�� 2 0 -III_-III_- I-1111 I'=III-IIS =III=11 f : III-;III= =III- =11 III -I. =111111 _II111_111-1111111 l i_I -I I_I - ,1= _ _ = = ll : III 1=1 I I: III--, •• •' I=1 111 I I-I I` I I=1 I 1=1 �: =1 I I1 III=1 . ., •,' III 11 I! ..'� ° :" I I I�I I I- T coNCRETE I!I=1 I I _I=!I' ; . .• I-- III-=1 I I- l�,i I I I I I=1 1 11 I I I- I I III I I I�,� -I I i--III___I• I I I-=111=; °' �I I11I I I11I I � -III-I I_ I I1- - :.:�,:: �!I I I I� '. -III- �L 1=1111I-.� I I I I1=1I_i� PLANTER WALL _ -,- I- I_ 1_I_ I- I- III 1=III 'I-III ''` • � II=1 -III � III-I 1=III :. IIII�,II ��11=111 '--1 11 11:I .�°• :� I I I 11=1 11=1 1 11 I I-III-_I I 11 1 11�11 11=1 I I=I�' III I I I! •� II I -I I I I 1=III-111 I I I-1 I I1 11-II I--I - !-III' •' '• I I I==1 V �!I MECHANICAL MECHANICAL -i ' W-10"CLG.HT. =lil=y III ~ ..• III I, 10'-0"CLG.HT. -III 10 ( ( (20)RISERS @ 7�"!EAC - FOUNDATION WALL 11 1111'• . (17)TREADS @ 10#"EA H j !I I�N 1 =111 (2)LANDINGS III1 I I � •• _Iil-' -III- -IIIA' IIIIIII�; '°• -I III=III " • : -I111� 1=III-I. `. •. �llll,l� Il 111 llil:.•: _ I I II 12'-0"BASEMENT FLOOR - 1 I=1 11I=I 11III=I I I=I ' ==I 111 i 11_=I 1=1 =1 i=I=i I=i_I-i 11 =1�II i 1=1 i II�I1 I I=I�-�II I-_�1=i=1 i 1 _=1�I- �: . °. �• IIIAll11 -1 11 =1 1=111I = - = = = = ; I I I I �• � •' • ..� I I ,I I=III�I-III=!III I III III I I I��"�-`�L=1 It 'll-�'�� � I II I i=1I 11!II I, �I I 1=1 �• � •' : ` ��•• •• I I'� _ I,!=III-III=1•IIII=II��II-IIIIII-III III III NI IIIJy� `11III=III ;-!h BUILDING SECTION " A " SCALE:3/16" = 1'-0" SEE TOWER DETAIL ON SHEET 5.2 FOR FINISH INFO. 5 - _ _ 1 - O o I III 'I I III I T II i I I GAL RY II 1111 'I III I LINEN BRI GE - LINEN BATH z BATH 10'-9"C HT, o0 10'-0"CLG.HT. r (D 10'-8" HT. fL.LT� VJ I II FUTURE I B B B B B B B B O O O O T SHOWER 16-10"CLG.CO)GUEST ----- _ -_ - - - 1�r=- O O O O - - - SHOWER 10 _ O f^ FLASH& 1 I 'f,� 14'-0"CEILING HT.@PORCH 5 COUNTER FLASH _ - I ";t�<F`�>`><>;, ' D 11 j WD D D — D D D D — D [MIFnD DL1 EM1L!2_>11 — 12'-0"CEILING HT. R-11 SPRAY FOAM INSULATION rvn n 10'-0"CLG. GUEST LIVING . , o CV 16'-0"CLG.HT. __�- - '. >> EN RY o N MORNING ATIO EC KITCHEN GALLERY SH wER O O O 1o'-e'C G.HT. O O O o •- KITCHEN <3> O 14'-8"CLG.HT. 0 0 20)RISER 7*'EA 11'-0"CLG.HT. 15 I,C, BAR 16 10 27)TRENNDAD @ 10 6°E H O 16 14 10 O10'- 'CLG.HT. SEAT (7)RISERS @ 6"EACH (6)TREADS @ 12"EACH ?^ FIELD VERIFY 0'-0"FINISHED FLOOR 0'-0"FINISHED FLOOR SHOWER INSULATION - - - - .. - R-11 SPRAY FOAM INS -_ _ - - - -- - - - I - - 1I- I I ,-.I -I I I I,- .- _� -!-, _! I_�__!-�- --.__ ��-�, ,-�_, ��� - -2'-0"BASEMENT CEILING - - III'! IIIIIIIII _ -IIIIII-III_ IIII -� _,___ _ -- _ - -I -I I- III III III _I _ -- - - III `III III- -III -- - - =1 I-III=1 1=1 1=1 1=1 -IIIIII-_III II - - - - -- - - - - I- -I - - - I= -- - I - - =Fill I-I I II I I_I I I111=N 1=111=111=111=I I LI I I_I l i-III_ 1111111 I I_I - -III=III-i n-III- - - =1=ILII III-I I I_I I II 11=1I I_I I IJ I I-III I I I _ I L I I I1 11=1 1 11!I I I-;III--I I - -- -- - -I I I111III=1111 III -1111 I1=111_ 'III!LI I II I I_-�I I I-III I I I - - - - - - - - - - L 1= =111=111=111=I I I_I I IL I I-III I I III __ -I ' ° III_I I I_I I I_I I 1=III=11.1.111Ili=11 I •� -I I 1=1ll_I I l_ '' . l i=1 I I=1 11=1 •.. I I I_'1 i lI I I_I I I I III I I1=1 I 111 I-1 I h `� III-I 11111-III-11 I-!III 11-III-I 11=1 11=1 1 11 I I I I I1 I I_,1 1 ,11 I I_,II I1_,II I I ,II I1,_I 111,lu I I I_J I I-11111 I =1 = _I= _ =1 �� III-I I1=111 . =111, 1 I1=1111 I1=111-1 I' I I ISI I!111=�J" 1 I i1 I I-!III I I_I • III- I_=1 =1 11 1 111 ~III !III ° III III III III II Ill III III II III III III III III ll" „' III„ III-III - I�I • • � 'I-�III1. .� _ IIIA �-- �` . ° III I1-III 1=111 ' �I=III_ . • III/' 1'11=111�� III=1 '� . � I. =III-I Il l 1=1 I iy�L I I I1 11=1 11=1 I I� � I i II 11=1 I I �• � •� II I I !III .•' ., o VIII! Illi! BASEMENT II it il' FUTURE USE U-10"CLG.HT. i° 10'-0”CLG.HT. 10 .. (20)RISERS @ 7 J"EACH (17)TREADS @ 10*'EACH !! (2)LANDINGS (- . III11 — — ! III -12'-0"BASEMENT FLOOR - - - - - - - - I-III. 1 I II - - III-111_1'1'1-III I I - - _i_ I_I I I -III I I III -III -11 -- - -III -III=1 . - I I-III-III -I III-III-I III-III-III - - - IIII-III II II - - I-III- !III I - - III--111111 - - LI -I L IIII-III-III-1 - - I I-111-III I - -III III - - - I I IIIIIII-III - I _ - II -I IIL'I I - - -I - 11 I I-IIIIIIIII-III-IIIIII-III-III I I II - - - - - - I - 1 • •�•. — — — _ _' _ _ _ _ _ 1 I—III—III—III- — i 1 I -I1 II— iL=iI��1 I I IIIIII—III1 —I I_I I I—III—I -III-III_IIIIII-111_111-IIIIII-111_111 III III III III III II III III , , _ - - - - - - - = 1�=i1,� II I >L1IL11 - L-III=III-III=III=III=L1JJ�-1 II_ '' �'• I I i I . .• I-III ,_ _ -- - - - - - - --- - - =1 '_ _ _ _ - __ 1-=1 I=III=1 I 1=1 I I=I I 1=1 I 1=1 I I_-1 I L.=1 I i=1 I 1=1 I L-III__=111= 1J1 I III-ll1_ I I I- I I „�, �,�1 �, _ I _ - -_- - _ - - _ '�- =1 11=1 11=1 11=1 11=1 t 1=I _=1 I I=1 11=1 11=1 11=1 I I=III=1 I II I___II I=1 11=1 I I__I I I__I I IIII-_III III--III_ I I I � � ' -° ''� _ =III=1 11=1 I=1 11=1 11=1'I=1 11=1 11=1 I I=I I I=1'I=1 1 11 I I-=1 1 11 11==1 11=1 I I=I I I=1 11-1 11=1 I I_I 11-1 I I-.I I I_I I I I I III 1=1 I I� I,IIII „I -,I IIII-III- III-I '�-III717iff- III III III _ _ I III-III =1I I1 I I=111=III=1I I1 I I1 I I=11 I=1111 I I=1 I I=1 I I X11llL--1I I I I III III III III III I I I. - �-III111 l<1!1=11111mill Il lilllllllllllll i111111 !Ilulllllllilllillllllilllillliil 1111_ II =111 III;Jl 1111=- BUILDING SECTION " B " PLAN HISTORY SCALE: 3/16"— V-0" DATE DESCRIP: 08-12-14 PRE. DESIGN 08-27-14 PD 09-03-14 PD LIGHT FIXTURE AND MACHINERY ACCESS DOOR LIGHT SWITCH(BY G.C) 24"x 24"MAX.(BY G.C.) 09-17-14 PD MAIN LINE FUSED DISCONNECT 11-07-14 DID SWITCH(BY G C.) CARLIGHTING MANUFACTURED STONE FUSED DISCONNECT O ELEVATOR CONTROLLER 12-31-14 CD SWITCH(BY G C.) [4] TELEPHONE CONNECTION TO BE I ARDEX 8+9 03-27-15 REVIEW GFI 110 V.RECEPTACLE TERMINATED IN ELEVATOR (BY GC) CONTROLLER(BY G.C.) _ ___ MORTAR SETTING BED • 04-17-15 FINAL OVERHEAD CLEARANCE GEARBOX AND MOTOR ASSEMBLY I MORTAR JOINT 04-23-15 S&S DRAWN CHECKED: DATE: REVISION DRAWN CHECKED: GATE: REVISION 102"MIN.FOR STD.CAB HEIGHT G.P. F.P. 02/08/11 CHANGE CLEARANCES G.P. M.C. 01113106 NEW DRAWING 114"MIN.FOR 8'-0"CAB HEIGHT ALTERNATE ACCESS DOOR I SCRATCH COAT G.P. M.C. 04/11/06 CHANGE RUNNING CLEARANCE G.P. 10109/09 REDUCE WIDTH BY 1/2" (IF LESS THAN 102"IS 24"MAX.x 18"(BY G.C.) LATH G.P. 10/09/09 REDUCE WIDTH BY 1/2" G.P. 6103110 ADD LLT DESIGNATION AVAILABLE,CONSULT R.E.I.) FINISHED ANTI-FRACTURE PEEL G.P. 6/03110 ADD LLT DESIGNATION SHAFT 55" G.P. F.P. 02108(11 CHANGE CLEARANCES &STICK WEATHER RESISTANT FINISHED �2 MAXIMUM (46-1/2"MIN.) 1 NOTES: o 52" NOTES: PNYWOOD(PREFERR WITH MOISTURE BARRIER SHAFT 32 PLATFORM 41 Ill •O SHEATHING (WHERE OCCURS) (46-1/2"MIN.) P O (34"MIN.) LANDING DOORS CHECK LOCAL CODE ,MAXIMUM 1 HALL 1„ REQUIREMENTS FOR THICKNESS , O 38" O MINIMUM HOISTWAY DEPTH TO BE 54-1/2" STATION O MINIMUM HOISTWAY DEPTH TO BE 54-1/2" 2'-8"OR 3'-0"W MANUFACTURED STONE TRIM STONE PLATFORM ( .MIN.) g" BY 6'-8"OR 8'-0"H 2 CAR TO WALL(CTW)DIMENSION IS 3-1/2"MIN. SOLID CORE TOP FLOOR % HALL 1„ 20 CAR TO WALL(CTW)DIMENSION IS 3-1/2"MIN. ( O O RECOMMENDED INTERIOR FINISH PER SCHED STATION r1 1� LANDING 5" v (BY G.C.) _ ' O � O/2X STUD WALL �Iv O HOISTWAY DOORS AND FRAMES TO BE INSTALLED IN A 2"x 4" EMI LOCK O HOISTWAY DOORS AND FRAMES TO BE INSTALLED IN 2"x 4" CAULK AS REQ. ty WALL CONSTRUCTION OR RECESSED INTO A DEEPER WALL WALL CONSTRUCTION OR RECESSED INTO A DEEPER WALL EN cel CONSTRUCTION TO EQUATE TO A 2"x 4"WALL. DOOR INTERLOCK EMI LOCK CONSTRUCTION TO EQUATE TO A 2"x 4"WALL. -33"__=-1b ELEVATOR RAILS&BRACKETS THIS IS REQUIRED TO COMPLY WITH 3"x 5"RULE. 391.. °o THIS IS REQUIRED TO COMPLY WITH 3"x 5"RULE. BY R.E.I.(TYP.) WINDOW MANUFACTURER DOOR-INSTALL � � 33" GATE OPE .Iv 2 x 12's BY R.E.I.AND INSTALLED BY R.E.I. �, CLEAINSIDE J YNSTRUCTIONS SHEET DATA: g OLL 1.. c\I 4O HOISTWAY DOORS TO BE SOLID CORE(BY OTHERS.) O WIDTH 5 " O HOISTWAY DOORS TO BE SOLID CORE(BY OTHERS.) 0- X ~ 36- 2 x 1 z's Z 5 O z � ixl a CLEAR z ~ SILL(WHERE OCCURS) WIDTH O J O CLEAR CAB DIMENSIONS BASED ON A 3/4" FLAT WALL g -IN c:) T O CLEAR CAB DIMENSIONS BASED ON A 3/4" FLAT WALL F 8 C COUNTERWEIGHT ASSEMBLY DESIGNED BY: PHIL KEAN (D I 5 C 1 CAB DESIGN. PICTURE FRAME AND FRAME/PANEL CABS- % N `G WT CAB DESIGN. PICTURE FRAME AND FRAME!PANEL CABS- F- Z REDUCE CLEAR INSIDE WIDTH BY 1-1/2 w N REDUCE CLEAR INSIDE WIDTH BY 1-1/2". � 0 13.71 SQ.FT. MANUFACTURED STONE TRIM STONE DRAWN BY: ERIC LUCIA � N 0 WT N Z = 2.12-S HALL PUSH BUTTON ELEVATOR PIT N = 1204 SQ FT o g Q� F- �r, Z STATION BY R.E.I.(TYP.) MINIMUM 4"THICK z a 2x12s r ^ LU_ g u1 0 REINFORCED CONCRETE SLAB WINDOW JAMB / HEAD (r� TI BOTTOM Q Q 0 Y Z = X ~ V GATE OPEN �V bNN FLOOR OSCALE: N.T.S. LU w < 33 M 7, LL c = - C (n V U GATE OPE '-�N PIT DEPTH LANDING . •• • • z = 33' Lv EMI LOCK 8"MIN. • LL (n r V • o • o• c o o• o• o..-Ao - EMI LOCK SHEET DE R rl� O 4 O HALL NOTES: STATION BUILDING HALL 7" 36" 12" 1.RAIL IS CONCRETE ANCHORED WITH 1/2"REDHEAD OR 6�� STATION (MIN.) TYPICAL ELEVATION CONCRETE SLEEVE BOLTS GR.5 1/2"x 4"ANCHORS T SECTIONS 4" 36' 12" (MIN.) 20 RESIDENTIAL DRIVE 20 RESIDENTIAL DRIVE TYPICAL 2 STOP HOISTWAY LAYOUT 2 LAG SCREWS BRACKETS ARE LAGGED WITH 1/2"x 4"HEX HEAD STANDARD HOISTWAY PLAN ESIDENTIA L CRAWFORDVILLE, FL STANDARD HOISTWAY PLAN RESIDENTIAL CRAWFORDVILLE,FL - " TI 32327 32327 3.FOR EACH 1"HOISTWAY IS REDUCED IN WIDTH OR DEPTH - , SCALE- 112"=1' _ _ RS Residential ResidentialElevators.com CAR SIZE IS REDUCED BY 1"IN WIDTH OR DEPTH op ELEVATO SCALE- 1/2'=1 E LEVATORS SHEET: NOTE:ALL DIMENSIONS ARE APPROXIMATE Elevatingyour standard o living 1-800-832-2004 NOTE:ALL DIMENSIONS ARE APPROXIMATE ,Elevating your standard of lining 1-800-832-2004 LUXURY LIFT LLT TRACTION � 8 I LUXURY LIFT I DRAWN CHECKED DATE REVISION y� JOBNAME DRAWING NUMBER LUXURY LIFT JOB NAME DRAWING NUMBER 950#, RH RAIL, FRONT/REAR OPENING, 950#, RH RAIL, FRONT/REAR OPENING, RESIDENTIAL G.P. 01/20/06 NEW DRAWING THE INFORMATION CONTAINED HEREIN IS SOLELY OWNED BY RESIDENTIAL ELEVATORS,INC.ANY REPRODUCTION IN LLT TRACTION R H P4 A 12 THE INFORMATION CONTAINED HEREIN IS SOLELY OWNED BY RESIDENTIAL ELEVATORS,INC.ANY REPRODUCTION IN LLT TRACTION G.P. 10/21/09 CHANGE HEIGHT TO STD. TI I FEM PART OR ASA WHOLE WITHOUT WRITTEN PERMISSION FROM RESIDENTIAL ELEVATORS,INC.IS STRICTLY PROHIBITED. ACCORDION GATE, 12 SQ. FT. HO PART OR AS A WHOLE WITHOUT WRITTEN PERMISSION FROM RESIDENTIAL ELEVATORS.INC IS STRICTLY PROHIBITED. ACCORDION GATE, 14 SQ. FT. HOR H P4 A 13 �.�., G.P. 06/04/10 ADD LLT DESIGNATION FRONT SIDE E LEVATORS JOB DRAWING NUMBER TRIM STONE PROFILE TRACTION HOISTWAY HOR 01 Elevating your standard of living ELEVATION (TYP.) Executive Design Specifications- NOT TO SCALE DESIGNER. System With Recessed Side Track o w SOMFY LT50 (External Assembled View) `� z N C� o FOR ILLUSTRATION PURPOSES ONLY-ONLY CROSS SECTIONS DRA\N'N TO SCALE • Z G(R) z O N Z Zipper and Mesh U` U Q m o U Recessed Track �- o #6 x 1/2"Panhead #6 x 1/2"Panhead"TEK"Screw C� ° o Q p "TEK"Screw (2 per Clip) ^W cz n E: ILL (1 per Clip) F--I Z Fd Y N d c� 22'-0"UPPER CLG. A Q O - I F Recessed Track ClipW 2- � � c:) 3 (3"Long&Placed Every 2) U -- 7/64 II - - ❑ ❑ I'= II - _ _ I C Recessed Side Track I Tousing • • ► d SUITE #4 L _ II _ _ _ x BALCONY II ALL - - _ -- II -_-_ (-1-3/g"—� B 10'-0"CLG.HT. -� - 10'-6"CLG.HT. I D C 10-SCLGH _ II 36"HIGH I -- I _ _I _-_ �I= _ CROSS SECTIONAL VIEW ARCHITECT _ 14'-0"CEILING HT. CONT. I -= _ _ II OF THE FULLY ASSEMBLED E - \�., iia' D D RAILING II II -- ' _ RECESSED SIDE TRACK(V3) � � � � � � I -- _ II _ = t ) F r OF RECORD. 12'0"CEILING HT. 17-1UPPER LEVEL '' k'.`"'' - - 1 3-1/8" PHANTOM I I SPRAY FOAM INSULATION 10'-0"CLG.HT._ - SCREEN- 1/4"- -- - ---- J De HOUSING I - f U Z AST BA MAS ER TRE T it _ II -- -- - - II l- 51/2" 4 IA-1 NEXUS T.V. LIFT F � ��_-_-- I OC OC - D 14'-0" G.H14'-0CL HT. "'SEE DETAILS THIS (20 R @ 7 1�6"EACH 1 SHOWER TOILET ROOM SHEET PHANTOM DINING (17 TREAD 0 EACH O CD -�ORCH SCREEN 1 '-6"CLG.H 10'-8"CLG.HT. ROLLER MOUNTING ANGLE I. CV r FOR 4"and 5"ROLLERS w cri W O (Not Drawn To Scale) D �-•' —1 � LL wo � w 0'-0"FINISHED FLOOR V-0"FINISHED FLOOR I I -r cn Q R-11 SPRAY FOAM INS -1 I I-11 I-1 I I=111-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I R-11 SPRAY FOAM INSULATION =III I I' I S I III-1 I °." _ - - - - - - ~ 7 1�- L - -_ - - - - =III I =111 �=III � � =III �= I=1�=III=�=I=�= =1 I_=I=I 1 �=I 1 �=III=I=III= I- °,• D U 1 =111 11III-1111 11 III =1 IIII 11 1=1 -1 -1 1=1 1=1 1=_I_I=1 1=1 - = - = I- - = I- - „ E • __ � __, __ _ __ __ __ ._ _ . '• �• -_ - -_ - 111 111 11=1 11=1 11=1 I I I I 1=1 11=1 11=1 11=1 I I-1 I I_-1_I 1=1 11=1 I II,I_I I IJ 11=1 I_I=1 11=1 I I-I I,_I I IIIII I.-IIII / 111 — — DESIGNER: o / \ 5" 90 DEG. FLASHING z co M o T.P.O. WELDEDI I \\ Z o TO 90 DEG. c' I m z FLASHING 1 \\ METAL FINISH ON PEEL v� � Y � x111) F- > co ^o 2 7_2 \ AND STICK w m E u- ° \ \ UNDERLAYMENT OVER ' Q o m �m >_ N < TPO ROOF, OVER APPROVED WATER CDX PLYWOOD DECKING U a co = \ \ \\ BARRIER, OVER ROOF SHEATHING ON PRE-ENGINEERED Q NLo 2X WALL \ \ ANTI-FRACTURE PEEL & PRE-ENGINEERED WOOD TRUSSES WOOD TRUSS MIN. R-19 SPRAY FOAM a STICK WEATHER RESISTANT INSULATION 2X BLOCKING MANUFACTURED \ MOISTURE BARRIER OVER ALUMINUM DRIP EDGE TPO OR COPPER STONE SHEATHING OR SUBSTRATEROOF FINISH (2) 2X6 SILL PLATES 1x NAILER \ \\ 2x FASCIA METAL DRIP EDGE OVER FLASHING ARCHITECT \ ARDEX 8+9 MORTAR 4 T&G PLYWOOD DECKING \ SETTING BED FOR STONEIN. REQUIRED OVER 2X8 SOUB ASC AISA 2X NAILER 1-1 OF RECORD: J-MOLD OR \ \ I 12'-0" UPPER FLOOR _ STUCCO STOP BACKER ROD &SEALANT cc cc T.P.O. FLASH 90 DEG. \ 3" GAP CDX PLYWOOD MIN. R-19 SPRAY Z"STUCCO SOFFIT METAL DRIP Z - T.P.O. WELDED TO SHEATHING FOAM INSULATION ROOF TRUSSES OVER 1X NAILER _ ¢ 15 90 DEG. FLASH _ MANUFACTURED CONNECTOR PER 7"STUCCO FIN. STUCCO STOP ; ,,; 1 r STONE VENEER E.O.R. a ,� z T U T.P.O. ROOFING 8" NON SAG DRYWALL TRUSS ANCHOR . co " DRYWALL 22'-0"CLG. ZII FLOOR TRUSSES w "' s �, OVER PEEL & STICK a HT. _ _ _ a STUCCO FIN. ON c��'I z 0 ON 3" DECKING MORTAR BED CEILING BOARD PAPERBACKED METAL ` cr O ui 4 I a LATH OVER I'CDX FO O_ LU w STUCCO STOP i i PLYWOOD s a < J WOOD TRUSS 0 TOWER DETAIL (WOOD FRAME) � ; o SCALE: 3/4" = 1'-0" I I 10'-0" CLG_HT. _ $"CEILING BOARD STUCCO STOP II 8" DRYWALL RETURN II II STONE FLASHING D 1 1/2"CONTINUOUS CEILING HANDRAIL MIN. ONE SIDE I I KOLBE WINDOW/DOOR SEE PLAN FOR WINDOW SCALE : 1/2" = 1'-0" = ABOVE TYPE&SIZE FLASH AND MAKE WWATERTIGHT BY THE = STANDARDS OF PRACTICE cc / 1 1/2"CONTINUOUS Q HANDRAIL w / II GLASS II GLASS RAIL (VERIFY STYLE W/OWNER ) Z _ 0 II SILL DETAIL Z bo uj // 1"NOSING z / / co = // co = // II 1. 11 1 0 cy) a // SCALE. 1 1/2" - 1 0 a0 _ z UPPER LEVEL FLOOR 1 d- J 2X TREAD CO M Q � 3/4" PLYWOOD RISER (3)2 X 12 STRINGERS LOWER LEVEL FLOOR FLOOR SYSTEM TPO pC ROOF FINISH II -� FLASHING I I 4"T&G PLYWOOD II DECKING T=TREAD 12'-0" UPPER FLOOR _ _ _ METAL FINISH ON PEEL MINIMUM:9" GUARDRAIL DETAIL AND STICK R = RISER METAL DRIP UNDERLAYMENT OVER g" MAXIMUM:8.25" SCALE: 1/2" = l'-O" R- PRAY FOAM CDX PLYWOOD DECKING VARIATION BETWEEN ALL RISERS:3/8"TOTAL INS ION ATT HORD ON PRE-ENGINEERED 8"STUCCO FIN. USSES WOOD TRUSSES MIN. R-19 SPRAY FOAM STAIR / RAILING DETAIL INSULATION SCALE: 1/2" = 1'-0" 10'-0"CLG. HT. 8"CEILING BOARD STUCCO STOP I I METAL DRIP EDGE OVER ` 2X NAILER ON 1X FACISA OVER 2X8 SUBFASCIA e" STUCCO SOFFIT .�. e" STUCCO FIN. ROOF TRUSSES z L.L._ • 1 11 I �-. 32-0 � f� z e" CEILING STUCCO STOP BOARD — Cz -0 0 o II TPO U L 00 _ 1 I I ROOF FINISH �//�� = bo = SEE PLAN FOR WINDOW I I vJ � 'c _ _ TYPE &SIZE FLASHING 0o 00 't FLASH AND MAKE bo _ %0 00 _ Zo WATERTIGHT BY THE I i O O 80 00 STANDARDS OF PRACTICE I T _00 I ( N METAL DRIP II 1 " , 11 2'-0" 6'-0" 2'-0" 12'-0" 2'-011 6'-0" 2'-0" 2-0 12-0 21-01' I i ZI a'STUCCO FIN. II AWNING DETAIL (REAR) AWNING DETAIL (ENTRY) TPO II I RECESSED SCALE: 1/4" = 1'-Q" SEE STRUCTURAL PLANS FOR FURTHER INFORMATION SCALE: 1/4" = 1'-0" SEE STRUCTURAL PLANS FOR FURTHER INFORMATION ROOF FINISH STUCCO STOP I BLINDS FLASHING I II II 2X BLOCKING I I 4"T&G PLYWOOD DECKING 0,_0" FIN. FLOOR METAL DRIP •• I I R- PRAY FOAM INS ION AT TOP CHOR 8"STUCCO FIN. • •• FL TRUS PLAN HISTORY 11 11 11 11 11 11 1 1 11 -2'-0" °. .° .• I , -QBASEMENT CEILING II DATE DESCRIP: a"CEILING BOARD SEE PLAN FOR WINDOW I I 08-12-14 PRE. DESIGN o STUCCO STOP TYPE &SIZE FLASH AND MAKE I I 08-27-14 PD 1 1 1 1 1 1 °'• a ••° • WATERTIGHT BY THE STANDARDS OF PRACTICE I 09-03-14 PD 6'-4" II 09-17-14 PD APPROX. GRADE (o i I 11-07-14 DD 12-31-14 CD / I ( 03-27-15 REVIEW GRAVEL - II 04-17-15 FINAL AWNING DETAIL (SECTION) II DRAIN LINE 04-23-15 S&S SCALE: 1/4" = 1'-0" SEE STRUCTURAL PLANS FOR FURTHER INFORMATION ��� • 511 I I g DRYWALL OVER 1X P.T. FURRING STRIPS @ 16"O.C. MORTAR PARGING WATER PROOFING I I CONCRETE SLAB SEE MEMBRANE 12" POURED I I STRUCTURAL PLAN FOR CONCRETE I I MORE INFO FOUNDATION WALL STUCCO STOP/ TERMITE SHIELD "• - •. 1= 11-III-III=X111-X111='11�- • ' I I II III-III-III-III-III -I I 1--�' - I--I 11=1 I I_I I I-III-III-III, PLANTINGS (T.B.D.) : -III—III--III—III III—` SHEET DATA: �`� •• _ _ :. I_III-III-III=III-III=� FLAIR PARGING POTTING SOIL CONCRETE SLAB SEE MANUFACTURED MANUFACTURED STRUCTURAL PLAN FOR STONE CAP STONE CAP ( PATIO FLOOR a •. l MORE INFO � -- � •° -! = -111- 111- -I 1-I 1-III DESIGNED BY: PHIL KEAN PLANTER - - (- — -12'-0" BASEMENT SLAB. _ _ ° °• III .• � °• ° �• ••° —III—III—III DRAWN BY: ERIC LUCIA _�-- `. ° _ !—III- ! MANUFACTURED MANUFACTURED '" °• !!= ! -III= � STONE VENEER p J � �° •° • ° • •° _ _ ZV 1 STONE VENEER MORTAR BED cV _ — --- --- ---- ----- �r, .q •- =I i ��--- I—I i I I -i i--III---III--. III1 I I I I � O —III— MORTAR BED III o FOUNDATION SEE _77 � y X - GRAVEL e -III <I III a . 'ill l 0 811X8"X16"CMU —III= 12"X8"X16"CMU — ( = = -- ^° _ < !—�y' i V � APPROX.GRADE = DRAIN LINE 11 I _ � ( 1 VIII y_ -III-III—III —I 11—I I_I I_I i—III—! -III I!—III—III III—III=1 L I - I Q - APPROX. GRADE Xyl III � III T � III a'� III—III FOUNDATION SEE 1 , i �l IIS-L1�111y ' SHEET DESCRIP: —III Ii III _ STRUCTURAL PLAN III III III FOOTING -III III III III II �— a J WALL PER E.O.R. = III ! IIIIII—III III—III III III SECTIONS / =1 a _iTl Iil -i •a • a -1 _I I_ i _I I_ Iii 1=1 - =1 i 1=� MULTI STORY WALL SECTION SINGLE STORY WALL SECTION FOOTING PER E.O.R. — �L— l � = DETAILS III I •' J ' ' 1 =:d_=v � GRAVEL 11 _ 1_ " " _ 1 " - L SCALE: 3/4 - 1 0 SCALE: 3/4 - 1 -0 DRAIN LINE SHEET: 1 I 1 1 IJ-L- may` TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY PLANTER / SITE WALL D ETA I LWAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO PLANTER DETAIL HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH SCALE: 3/4" = 1'-Q" SEE STRUCTURAL PLANS FOR FURTHER INFORMATION SCALE: 3/4" = 1'-Q" SEE STRUCTURAL PLANS FOR FURTHER INFORMATION ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. 2'-0" FINISHED DESIGNER: DIMENSION 2-0 FINISHED 2'-0" FINISHED 2'-0" FINISHED a 0 + - 2'-4" FINISHED DIMENSION DIMENSION DIMENSION p o DIMENSION z N �:::T —COL. PER ENGINEER SEE SHEET S2.0 SEALANT z Z s m 6m o STONE VENEER FOR SIZES - > coo u MORTAR BED 2X STUDS (VERIFY - - WINDOW % Y X 2 LOCATIONS AND _ _ � , COL. PER ENGINEER w 2 ° SEE SHEET S2.0 2X STUDS (VERIFY Q Z Y N MORTAR BED - 2" CDX PLYWOOD 2" CDX PLYWOOD PACKS IN FIELD 2X STUDS (VERIFY LOCATIONS AND " ° LOCATIONS AND FOR SIZES Z � E z 2X STUDS PACKS IN FIELD d " c n CMU COLUMN - = WINDOW MORTAR BED 4" STONE VENEER - PACKS IN FIELD SEE SHEET 2.0 - 5„ J-MOLD „ 5 $ DRYWALL g DRYWALL z CMU 8” DRYWALL COLUMN COL. PER ENGINEER 2X P.T. STUDS BRUSHED4" X 4" LED SEE SHEET SEE SHEET S2.0 ARCHITECT (VERIFY LOCATIONS ALUMINUM 1 2" LIGHT STRIP S�UCCO FINISH SLIDING GLASS AND PACKS IN FIELD RECESS DOOR FOR SIZES =77M sTucco STOP WINDOW OF RECORD: SLIDING GLASS 2' CDX PLYWOOD DOOR COLUKAN�� STUCCO FINISH DETAIL " K'v Z `�- g z _ COLUMN DETAIL F" Q LA � �J " c"OLUMN DETAIL " P "COLUMN DETAIL A SCALE: 1 " - 1 '-0" INTERIOR COLUMN SCALE: 1 - 1 0 INTERIOR / EXTERIOR COLUMNo0 �. _ COLUMN DETAIL " N w SCALE: 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN SCALE: 1 - 1 0 INTERIOR COLUMN M � J z � w w SCALE: 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN o Q LIJ o Z I— J Z U) U Q 2'-0" FINISHED 2'-0" FINISHED + - 2'-4" FINISHED DIMENSION e. 01 DIMENSION 2'-0" FINISHED DIMENSION DIMENSION 1" CDX PLYWOOD 8" STUCCO FINISH z STUCCO STOP SLIDING GLASS DOOR 1X P.T. STUDS _ FURRING STRIPS 2" CDX PLYWOOD COL. PER ENGINEER I PHANTOM SCREEN - = PHANTOM SCREEN WINDOW SEE SHEET S2.0 - FOR SIZES 2 RIPPED 2X P.T. _ - CMU COLUMN MORTAR BED STONE VENEER -- STUDS = SEE SHEET 2.0 _ .� CMU COLUMN STONE VENEER 4 2X STUDS (VERIFY SEE SHEET 2.0 8" DRYWALL = - 8" P.T. PLYWOOD CMU COLUMN - MORTAR BED LOCATIONS AND i SEE SHEET 2.0 = PACKS IN FIELD 1„ RIPPED 2X CDX PLYWOOD 117 7 11 2X P.T. STUDS BRUSHED 4" X 4" LED P.T. STUDS ALUMINUM LIGHT STRIP 81 1 2 q In RECESS OVER PAPER NISH BACKED METAL COLUMN DETAIL " V" LATH SCALE: 111 = 1 '-O" INTERIOR / EXTERIOR COLUMN COLUMN DETAIL "G " COLUMN DETAIL " L" SCALE: 1 = 1 -0 INTERIOR COLUMN SCALE: 1 = 1 -0 INTERIOR / EXTERIOR COLUMN COLUMN DETAIL "Q" SCALE: 1 If = 1 '-0" EXTERIOR COLUMN 2'-0" FINISHED DIMENSION e 2'-0" FINISHED 2'-0" FINISHED + - 2'-4" FINISHED DIMENSION DIMENSION DIMENSION 2" CDX PLYWOOD - 2" CDX PLYWOOD 2X P.T. STUDS Ill CMU COLUMN - PHANTOM SCREEN SEE SHEET 2.0 PHANTOM SCREEN - _ - CMU COLUMN CMU COLUMN WINDOW _ - J-MOLD - 8" DRYWALL SEE SHEET 2.0 - SEE SHEET 2.0 1„ a" STUCCO FINISH OVER MORTAR BED = 2 CDX PLYWOOD PAPER BACKED METAL WINDOW LATH STONE VENEER - - _ c T 2" CDX PLYWOOD cmu RIPPED 2X P.T. STUDS D 2X 1 , Q •p r 2X P.T. STUDS (VERIFY = COLUMN STUCCO STOP Z,� P.T. TUDS 2 CDX PLYWOOD STUCCO FINISH z LOCATIONS AND PACKS SEE SHEET a \—Z" STUCCO FINISH ��� a g STUCCO FINISH (n z IN FIELD 2.0 •— SLIDING GLASS Q 0 DOOR �� �� COLUMN DETAIL M � „ �, ,� u ., COLUMN D ., � 0 � COL UMN DETAIL C COLUMN DETAIL HSCALE.• 1 " - 1 '-0" EXTERIOR COLUMN o 0 - p 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN �� _ �- EXTERIOR COLUMN SCALE: 1 " = 1 '-0" EXTERIOR COLUMN � � SCALE. SCALE. 1 1 0 INTERIOR / EXTER CV + - 2'-4" FINISHED 2'-0" FINISHED 2'-0" FINISHED DIMENSION e DIMENSION DIMENSION 2'-0" FINISHED DIMENSION SLIDING GLASS DOOR 2X STUDS (VERIFY COL. PER ENGINEER CMU IF LOCATIONS AND SEE SHEET S2.0 1 - CMU COLUMN COLUMN - PACKS WITH E.O.R. _ FOR SIZES 2 CDX PLYWOOD SEE SHEET 2.0 _ - AUtJEET - 2" CDX PLYWOOD MORTAR BED 2.0 8" DRYWALL - STUCCO FINISH STONE VENEER - - SLIDING GLASS - CMU COLUMN 8" STUCCO FINISH 2X P.T. STUDS DOOR = SEE SHEET 2.0 OVER PAPER (VERIFY LOCATIONS BACKED METAL 5„ LATH PLAN HISTORY IN FIELD. wlNDow STUCCO FINISH a DRYWALL DATE DESCRIP: 2X P.T. STUDS SEALANT 08-12-14 PRE. DESIGN SLIDING 08-27-14 PD GLASS DOORCOLUMN DETAIL " D " 11 09-03-14 PDCOLUMN DETAIL COLUiN DETAILS 09-17-14 PD SCALE: lit = 1 '-0" INTERIOR / EXTERIOR COLUMN SCALE: 1 - 1 -0 INTERIOR / EXTERIOR COLUMN " " 11-07-14 DD " — ' " COLUMN D ETA I L N SCALE: 1 " = 1 '-0" INTERIOR COLUMN 12-31-14 cD SCALE: 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN 03-27-15 REVIEW 04-17-15 FINAL 04-23-15 S&S 2'-0" FINISHED DIMENSION 2'-0" FINISHED DIMENSION 2'-0" FINISHED 2'-0" FINISHED STONE VENEER DIMENSION 11, DIMENSION CMU COLUMN - = 2" CDX PLYWOOD STUCCO FINISH SEE SHEET 2.0 _ MORTAR BED 2X STUDS (VERIFY FOLDING DOOR LOCATIONS AND 2X STUDS (VERIFY LOCATIONS AND PACKS IN FIELD SEALANT PACKS IN FIELD 8" DRYWALL WINDOW - _ SHEET DATA: 2X P.T. STUDS CMU COLUMN = J-MOLD _ J-MOLD 8" DRYWALL SEE SHEET 2.0 = SLIDING GLASS _ 8DESIGNED BY: PHIL KEAN " DRYWALL WINDOW WINDOW DOOR STUCCO FINISH DRAWN BY: ERIC LUCIA SEALANT CMU COLUMN 2X P.T. STUDS 2" CDX PLYWOOD SEE SHEET 2.0 STUCCO STOP 8" STUCCO FINISH OVER PAPER BACKED METAL SHEET DESCRIP: COLUMN DETAIL " Ell �� LATH COLUMN ��DETAIL O COLUMN SCALE: lit = 1 '-0" INTERIOR / EXTERIOR COLUMN Il ,� COLUMN DETAIL J SCALE: 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN DETAILS COLUMN DETAIL T SCALE: 1 " = 1 '-0" INTERIOR / EXTERIOR COLUMN SCALE: 111 = 1 '-O" INTERIOR / EXTERIOR COLUMN TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHEET: SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. 13 I ------------------ DESIGNER: � o o � � w Z m r 1� N v \ m 0 Z N m !n U Z O NZ 0 U C� le Y X W ro [ZLL Z Q Z -2YNas 0 cm ¢ct pe-x-- over i �=r=r�� r ��r ����� c�_. I4� �i � � � Osf��� NL9 x J o =r :f°.°` '"�C d z" i'.€ #t�:�f� Yk te34 X2'1' t , ' (t ..+ � _ £� � i3E~, �t 5s i� 4�e ��� d e ✓'i� w�� 10f1"� 'S 8C ij "^as' ti fl! 11 U' a m RANCE i)E' rill ., '_- -, � i s��Cj�� 1HF'- L., va f r ��r� Q}° fsllf,''E g f SPARATING THE r'I;oL IRCIl,; 7.11•; PIT a I il` �)"3 if "( t§` ' 4. 1C T 41" 11-`1. 100 A G.' � ..J ,kJ sq � ,•a � �' TS.'L !;{ ......"... � - � e s'�"'.;•.... f i f .,'.<"`y s ,�,.'F., .,.^ .(, mz „ F ARCHITECT • ...t e.,: .Q f t" , C7 �y � 4 1�"` �.%�}I't,•.'��iJ,�?; %I � rE,7'' 1 � F,rR.,, `^-" � ...a�.�.fJ .T-'..:. 3 ,..�> ..G f^- C.Y - .d A' !f ?"`" ",.F i^..... t 4 � ` F`. J TILE TCP ff ViA L ��¢: OF RECORD: C34 � �`;i✓4 t' � a'(,. a. � '41 D t p ,,y I ' w C0`ra h' 01'e " TRACK T �€ r a ....,.... ._.,..r _............ o,. �._gid- — .a�1 a e -f ••: tl �-t t z� { .gs' :r ,� "� {,- '� { ., #• •:r. � { .�a �tl----.;'.ems-......�itj"hilt'""��E4,C.'.,,._.......::............»,.,� .. _ - f � � f� f I rt TILE TILE 1�4° ` SL`� r a a �C 11 , f 10 �3 b L . Pi r c 4' 3 "..,.�"_"..._" "I I`!I" '----- : �. !, .;"..�. y,� � r £ 'vim �; f cn N r\ 4Y Y ,A ,.., f � � tGUf�,sF PES:. ��eef, 44ALi. a ��. .n f j ,s •s� + 7'; ! a �' F �. � c�S W o .. I1 Mr i` iC' t.in p{1�L}i WALL T:�•J?"� f' l 1 ,a ''{ �..,,.. 'i e' ,i: ^s _3 i: f .:i;fit.- s N „ > a K Ic, ?t}..fit `s"I: LL P,,I.L V , v zg �., . , " I 5 Z �* Pool gi COVER P•T �,. �� a � � fs...� c, r J i, ?P1O `�`€r'L`• 8C`l�V,'LLFd t ;:* r 2 'I;r g L� LLITI I I p POOL L •L�'i L#� <1 {a , b Q / J A I f I. F t' $'r EE f I D LI_I Z J Dh�l^,CC ... -.... _...,"...M_ n Q W Q U FSt j ....«.«, d, - f l t• ,f,�', , .� SPILLt.F1bJ14(1 -•-"-•.•.''- ,°".--..� � ,� .° Q �^�y, e ' • ' ;'• -._.. _....._...__.,_,..- 3 � iaHE't-:. �1��:;��z ....,...._,..,.....,'.•' , -.,� - - x] .Y 4 f DETAIL AI. t g,,,,"°".-.... ...-,.c"`..` - . I - - � - - - - IJ -TAIL =-- " SAI' 12 Fk�l ��E . r r•~� LLI: ��3. f, ...... ......:... 195'-31" -101„ 101" 24'-13„ 1'-101" 12'-07„ 8 7 1 3, 1 3 1 7 1 7 1 7 1 4 4 4 4 4 8 2'-0" 6' 0" 2' o" 12' 0" 2' 0" 6'-0" 2'-0" 12' O8" 1'-104" 6'-14' 11-104" 12' 14" 1' 104" 12' 28" 1 88„ 12' 38" 1' 88' 12' 28" 1'-104" 12 24„ 194„ 12 24„ 1 104„ 7'-67., 10" N O map }+ Ln T `n H B o 31'-4" 35'-118" O O T ❑ 00 00 T - 12'-48" C° � r- POOL rr SPA �1r T z C? �I b -6" L.L Q X00 SHOWER M HB (� co U 1'- 12'-3" 2?'-2" - L U c� o C? SAUN w rile 12' 6" LL -12'-0" L Lon cr(r O 2`6 I I N r!°° �� Z w - --o'-o" —I� O rte^ :]A� 13'-6" 7 r �Iv Zoo r� II r N Q�� -$--12'-0" sk CD-$--12' o° r- w 0 Ir n 34 72 1,. 3 15'-78„ 7,_68„ -13'-0" rl� 6 o c - u -12'-6" - CD 4' O—" 1 5—" cy) SEE MANUFACTURERS 6'-9" 8 8 SPECIFICATIONS FOR II C? r�00 Mol) THRESHOLD RECESS ' I HOWE °l) V-104" 6'-14" -' „ 12' 3" iI ORTAL 39'-8" 30'-4" 36'-4" 1'-31 CLEAR 130 I I M 6„op we 1 _ 6 I REF. I - 3'-4" 4" I �co -12-O SPECIFICATIONS FOR SPECIFICATIONS FOR SPECIFICATIONS FOR by SEE MANUFACTURERS SEE MANUFACTURERS SEE MANUFACTURERS r THRESHOLD RECESS THRESHOLD RECESS THRESHOLD RECESS PLUMBING i I o TUB WALL �p 7'-88" 39'-118„ I LP�V _ C- _____ mww al) O' O" o PLUMBING WALL =z U F w O U If dal) iv - 6'-0" 15'-O. ao 41'-4" 14' 8" 7, 3„ to 7, 9„ 9' 0" v o riles c•� r r � iv 24'-8" <�W U r _ ww¢ b iOl) MI 14LEVATOI N N —HB PLAN HISTORY --12'-0" "i ®�III PIT Lo b� � 4 12'-$" 10 DATE DESCRIP: T - - 08 12 14 PRE. DESIGN b� 7 110-41: = 08-27-14 PD HB- 7 -0' 4'-8" 15'-0" 31 ' 0„ 12'-r„ 15'-8" 12'-28" 1, 38„ 7,_4„ 3' S4„ 1, 1, 27'-r„ o `h 1 q Lo 09-03-14 PD r�boo � -6" Lu o w 09-17-14 PD _ �Zw "' 12-0' BU G - o CZ 11-07-14 DD (5)6" RISERS 30" b -32" n c N z U o 12-31-14 CD iztU) 0 0 w a M 03-27-15 REVIEW (n fn!— v FLOOR SLOPE 04-17-15 FINAL IlkC) N N I FE� N 04-23-15 S&S of t Oco H �r M "b� we bo v wofcn C[w w 7 foo LIJ PROVIDE HOT&COLD v p al) I H2O TO DOG WASH u- N -36' z�O ¢�= 2Uw wwfr wax U)U) 10'-4" 3'-0" 0 C? 10 in SHEET DATA: -101 8'-08L" 1 3 1 3 1 3 1 3 1 DESIGNED BY: PHIL KEAN 4 8 118, 6'-12' -104 12' 14„ -104 6'-14" 104 12' 14" 118' 38' 12, 8„ 15' 8" 12'-28" 38, 91-1111,838'-0" 30'-O8" 15'-11$' 20, 8„ DRAWN BY: ERIC LUCIA 42'-8" 38'-0" 195'-34" SLAB PLAN SCALE: 3/16"= 1'-0" SHEET DESCRIP: PLUMBING AND SLAB PLAN SHEET: TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. ---------- DESIGNER: 0 7 Z (L) z2 < MechoSystems Construction Details E2-02.1-000 MechoSystems Construction Details U-02.1-003 MechoSystems Construction Details E2-02.1-004 X (z IL LL 17 CONIINIJ:UiUS BILCOCKING z Q -2 < [75 Omin) i E�'Y 0TH7 r,,IIJS: H .......... LEViEL C N'[I NM 0 U S [3 L 0'-1,1 G LL 0) �Ie N z co -J& %L (�Dy MUI:"' > 73 0 rrLEVEL Q C\I C to Q- - ;� r n C>- TUP D Ro L I Tt 03A E.0 MOTORIZED SHADES RO:IER 3F A' -FP -;b 'SV'P SHADF. AS BLY 'NiTH AND SHADE R D. R D. ASS-Plv1TL.y VWH Oi UOt:BLESHAD�:0 3 NIA,<. MechoSystems Construction Details E2-02.1-005 MechoSystems Construction Details E2-02.1-006 BRACKET (1`011'1T0;R DOUBLES[ Ar):'I' V �.3 BRACK�: ARCHITECT INSIDE TUB` PART E2 - MOTORIZED DOUBLE SHADE (M!'-;-i0R rAsici--- V < -ORTIONAL FXTRIJ�)FD 21" cr. nor: (ELECTROSHADE-@) OF RECORD: 03 5 �7- 01 -- -------- 1 ----7 -M 1,"J J M F Ci� 1 u .-: \ � _-_-� 92 1 In -----------//1 BLACK31-i" A:UMINUM ROOM A:U %f')CM E 'NIN' DARKENI-NG c:-1: 0`1H R,.'J.D. rx DARI,,L G S:D E CHANNEL L C, SOLAR- L A R S 1-11 A D 'J-I I i E2-02 k HII Is .........T, ABOVE CEILING INSTALLATION DETAILS + + ir 7 7,71-711-71-1 z /7Z VUi Lin �•d;l:'1LiC011 "VNDCAN WJi.,-I(-,N + ti CY) + --------- ---------- + + ---------- ---------- ----------- ........... ......... ..... --------- cl� C'5 LLJ CD 0 1 H�L (\B.y OTHERS) - ---- ---- --------- -------- -------- ----- ---------- ----------------- ------ ------------------------- ---------- ---------------- ---- - ------- ------- --------- ------------------------ ------- ------------------- --------- .................... --- --------- ---------------- -------- ------------------------ ..... .................... -- ---------- ----------------- C\1 Z ------------- -J LL Lu Fr 0 U) ------------------- HEM BAR LL1 Z HEM BAR SD',L-F'- 1.3.AC K 0:i BI AC KO U T S:N C:. < l-- LU SFAL[D' IADECLO T�H Ln "LOSURE St DWG SET E2-02.1 SHADEC:OTH IN \ " < If- !�? i 4- + -MOLINT 111-0s�iR ------- ----------- ---- ---- D 0 W N -PPS': 1(0) S:iADEC:0 1--i 1)0��,'N ------- --------- Cn -i--';NAL EXTRUDED ELECTRO /1 DOUBLESHADE8 #13 (,P-ONAL III I - 1 11-1 1 SOLAR AR 1- 1 -� Al..UiVINUM R001�vl REMOVABLE M-UMINUM� ROOM; SHADECLOTtd \�RE-',<)VABLE SHADECLOTH D I -' DARKENINK-3 SID- �\PKEN:N-%"' S:0E-- ::N DOiNN, IN D0V1P<-- BRACKET CH!','NN EL (VV[-J:T r C) (.J-'ANNEL POS:TION F)0S-11 N < f JJ_1t1 I - -------------- ............... V -- --------------------------- -- ----------------------------------------- -------------------------- --- ----------------------- ------- 0. "'ti 1fi -IJP H r UB E AN F) SiA-.);- I -,F AND D PC:-LF11' Ll: OVA D:E [76.2ninil 1. 1-)ni i 8,7. M [76.2mm: R L V OV,-�D E ASSEMBLY ;7S' 4 13 ASSLEDIDLY ;NIT.- DOUDUESHA(Df- 1�1-3 WITH DOL IT Tr PRACKET (ViOTOR Ti-jBF1 PR.A,'>\FT (MOTOR INSUE TUBE, "'LOSU.'RL 2 :_. !tJ 1 5" 1 7,, C. T H SH A D E C L 0 1 H.. 12 1 1 2 S P.4 h �HADECIOI S�APE(­� �,H SHAHCI.C�IH �PADEIT()�H-. I. .1r 'E. C.S.SqAF,,F ODFWN-3, ,'VIDTH. SHM'F OPFNIN(, V�:DTH-. n] [IL9n [It.,,3n-mj I�5. ill -,r") " 't'18n-d' ' I'�.9mm.1 �3F.i SECTION ATSHADE POCKET r SECTION AT SHADE POCKET P1.F.. I SHADE 'PEMW F SHAH. ORFNN� '41rTH ikiIDTH, ------------------?I I./-' �ULL S1 Sri;.-'.!_E: 1/2 FULL SIZE 0 0 Doubleshaded'Electro/1 #13 Bracket. Drive Doubleshade"'Electro` #13 Bracket. ElectroShade"' Electro"71 02 End at Jamb and Intermediate Mullion 802 Drive End at Jamb and Center Support 202 ElectroShadeo Electro"M 1. V, MechoSystmw MedwSysteins REFLECTED z z MedwSystms 0 is veston "ftw REFLECTED 00 0 M D.40. Ith sow DoubleShade""#13 Bracket mta7""'M DoubleShade"#13 Bracket 42-03 35th Street Details 42-03 35th Street Details 42-0�1 42-03 3 th Street 42-03 35th Suvet Regular Roll in No-Cost Pocket,Top Mount Long Island Uty.NY 11101 Multiband Shade or Two Adjacent Shades in Long[stand City.NY 11101 Multiband Shade or Two Adjacent Shades in Long Island C�y,NY 11101 Long Island C'ty.NY 1101 Regular Roll in Gypsum Board Pocket,Top Long island C,ty,NY 11101 T+1(?18)729�-'020 KALE: 1/2 FULI. SIZI.. 7'.177141 729 2020 S-:AL L: /2' F UL L 'S�Z-E T:' 1,718)7-,9202.0 T.1 f718)729-2020 Mount ..t T (71817-2q zvo F:.1(718)729 294, Window I Curtain Wall Day F. (7 18)729-2941 Window Curtain Wall Bay .1(11 )723-2041 F:.11718172:,2941 IN nechosyslents mm CONTINUES ON PAGE No. E2-02 1-006 Drawing No. E2-02.1-005 W rnm�osyslen 5 cm CONTINUES FROM PAGE No. E2-02.1-005 Drawing No. E2-02.1-006 F:�1 F:.1 718)729-2941J W-08myMms wn, W Mechosysenis... Drawing No. E2-02.1-003 W.rnixhosystems corn Drawing No. E2-02.1-004 ........... 11 A.1- Cr $1-1. .10 13'-0" 24'-0" 2'-0"# 12'-0" 2'-0" 36'-0" 14'-0" 13'-0" 58'-4" ,2'-0" 12'-0" '--0 1-0 F 56'-4" o co is T-O" '-Oo L Ll cc o 0') rF C? C: -T- 0 '6 Z 0- >: Cr (D 0 (z -0 0 L- 0 Cz = C? �0 C) C%J C? 0 U) 9 CVB 5 00 CV 8'-0" 12'-0" 1 1210" 2'-0" 6'-4" C? b CV C:, Co OP CJ A /A\ C? A 5 iv 5 9 C\1 4'-0" PLAN HISTORY DATE DESCRIP: 08-12-14 PRE. DESIGN C? N 08-27-14 PD co 1 09-03-14 PD 09-17-14 PID C?' 1 9 11-07-14 DD CV "-0 12-31-14 CID 03-27-15 REVIEW Eo 04-17-15 FINAL 04-23-15 S&S 20'-0" ,2'-0" 60'-0" C� L 121'-4" 2'-0" C? L ED SHEET DATA: CD DESIGNED BY: PHIL KEAN DRAWN BY: ERIC LUCIA 5.1 5.1 64'-0" 5r 1 _Q> 125'-4" PLANTER WALL PLAN SHEET DESCRIP: SCALE: 3/16" V-0" PLANTER WALL PLAN SHEET: TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. X X X I N 7- f ELECTRICAL LEGEND ELECTRICAL NOTES DESIGNER: 1. UNLESS OTHERWISE SPECIFICALLY STATED HEREIN, THE ELECTRICAL � SYMBOL NOTE PLAN(S) ARE ONLY FOR GENERAL DESIGN INTENT AND HAVE BEEN OO 110vOUTLET COMPILED TO MEET PERMIT REQUIREMENTS OF THE AUTHORITIES Zco HAVING JURISDICTION. ACTUAL QUANTITY, TYPE, AND PLACEMENT OF z m ""GFI 110v OUTLET GROUND FAULT INT. OUTLETS, SWITCHES, FIXTURES, AND ALL OTHER RELATED ELECTRICAL ° M Z WP EQUIPMENT SHALL BE DETERMINED BY THE CONTRACTOR AND �, n 72 X GFI 110v OUTLET WEATHER PROOF GFI OWNER. INSTALLATION SHALL BE IN ACCORDANCE WITH ALL �" a M u- z 110v OUTLET, SWITCHED cj APPLICABLE CODES. Q o m Q d N t L 2. CONTRACTOR SHALL VERIFY WITH POWER COMPANY THE LOCATION 3 WU 220v OUTLET OF SERVICE AND SHALL LOCATE METER AND PANEL AS REQUIRED. ~ 3 It U = 3 H a ® FLOOR OUTLET z 3. ALL WIRES SHALL BE THW COPPER, UNLESS NOTED OTHERWISE. Q $ SWITCH 4. WHERE REQUIRED BY OTHER CODES, SERVICE AND FEEDER ARCHITECT $, 3-WAY SWITCH CONDUCTORS SHALL BE COPPER OF EQUAL AMPACITY. OF RECORD: $, 4-WAY SWITCH 5. ALL BRANCH CIRCUITS IN RACEWAY OR NON-METALLIC SHEATHED 4 $ DIMMER SWITCH CABLE. U 7_ -�- CEILING MOUNTED LIGHT 6. COORDINATE RACEWAY INSTALLATIONS WITH OTHER TRADES PRIOR Z� TO CONSTRUCTION. z Y WALL MOUNTED LIGHT Z �`- 7 p 7. VERIFY ALL CONDUCTORS AND BREAKERS WITH EQUIPMENT LIGHT/FAN COMBO UNIT MANUFACTURERS SPECIFICATIONS. N z ® J LL Lu BATH FAN 8. PROVIDE DISCONNECT SWITCH SIZE AS REQUIRED BY LOAD ° 0- ° z RECESSED CAN LIGHT AND UNITS. i a � J U FLUORESCENT LIGHT 9. PROVIDE NON-FUSIBLE GENERAL DUTY SAFETY SWITCHES AT A/C EQUIPMENT, AND AT PUMPS NOT VISIBLE FROM CIRCUIT BREAKER sD SMOKE DETECTOR PANEL AND AS PER MANUFACTURER'S RECOMMENDATIONS. ° COMBO SMOKE/CARBON MONOXIDE s/c DETECTOR 10. PROVIDE GROUND FAULT INTERRUPT (GFI) BREAKERS FOR ALL TV TV OUTLET BATHROOM, GARAGE AND EXTERIOR OUTLETS AS SHOWN. PHONE JACK 11. ELECTRICAL FIXTURES, TRIM AND APPLIANCES SHALL BE 'UL' APPROVED AND SELECTED BY OWNER. ® ELECTRICAL PANEL 12. PROVIDE PRE-WIRED TELEPHONE AND TELEVISION (CABLE TV) C� ELECTRICAL METER OUTLETS. 13. WIRE KITCHEN AND FAMILY ROOM SEPARATELY. O FAN 14. ELECTRICAL SERVICE SIZE SHALL BE DESIGNED BY THE ELECTRICAL CONTRACTOR. THIS PLAN SHALL BE USED AS A GUIDE, POWER REQUIREMENTS SHALL BE DETERMINED BY TOTAL LOAD OF THE HOUSE. 15. PROVIDE AFCIs (ARC FAULT INTERRUPTERS) IN ALL DWELLING UNIT CEILING FAN & LIGHT COMBO BEDROOMS PER NEC. 16. PROVIDE POWER TO ALL INTERIOR BLIND LOCATIONS. ELECTRICAL PLAN IS INTENDED FOR BID PURPOSES ONLY. ALL WORK SHALL BE DONE IN STRICT ACCORDANCE WITH THE NATIONAL 17. PROVIDE POWER TO ALL PHANTOM SCREEN LOCATIONS. ELECTRIC CODE, LATEST EDITION, BY A LICENSED ELECTRICAL CONTRACTOR WHO SHALL BE RESPONSIBLE FOR THE INSTALLATION 18. SEE INTERIOR DESIGNERS DRAWINGS FOR FINAL ELECTRICAL PLANS. &SIZING OF ALL ELECTRICAL,WIRING &ACCESSORIES. T �T }+ V Z 0 03 ❑ ( 0__ T T� I--F-- I 1 I / — \ \ I —I Q CCS 0 \I WP 0 rrD - - - - - - - - GFI \ \\ I \1 \\ I I / I I // I lC� \ GF I GP\\ / � I // C� A db IN FLOOR --_ \ ` _ — A——i �- -I -- — i -- i -- � \ ._ -- -- ---- - - - O O uu -- -- - - - - - - - / \...._-..—...—.. ..............\.....>. I I(C ` ' I N / I ® I \ I I \ I I I + I I/ / ► I I % N \ I I I I TVI I I I I I I II I I I I y I / 1 _ I \ \ / / 1 \ \ JI \ I I I1 1 I I _TO YARD N I I \ I I ❑ I LIGHTS \ \ 1 / \ \/ I _ \ I (C) (C�` I I I I I I / \ 1 \ \ ( SD ( — I / TO POOL 1 \ 1 \\ \ i \ \ � I .. \ n, 1 I I \ I I I i I 1 10- - / \\ jFl — — — JIII \ I \ \ I I � — — \ I I \ ( ' — / III LIGHTS I I (0GFI I I_' _-I---I-_ /art--1'�\ i I _—_ I I J_ I s/c I \ I I I 1 ( _ \ �1 �j�,' 1 ��-�_ . 1 - - I W P I GFI \ I • \ • — • \ O \ \ I� I 'V� I I ,uQJ' I I 0 I I (� I / \ GFI r / l —— — GFI l / GFI i I I \ \ I i--/ I I \ — �-1' --t-' / \ I---I-.'/ I I \ I I / I( / \ \_(� 'U. FI \lel\ � \ / _ -- -- - ❑ .- - -- � GFI / \ \ 1 � - - �— -- - - - - -- - - - - - -- - ---- - �� 11 -- - - - P � J/ (e I 1 = _ __ __ _ _ __� � 1 I I �\ I /�-- - Tv 1 G I I GFI I i\ /� / ,- Wp 11 1 1 -- - - --- - - - -fit _ — - - -� -a — � l ( I \ - -- — / I I I {�/ / I � Q I I I ( / \ I I I I \ \``'I Fl GFI I ABOVE 7 BECbO� O¢ABI ET I \ -- L LIGHTS 1 I I �'�S I I I I /� I \ I I I / / \ —�— PLAN HISTORY / I I El \ , \ , I I \ � 1 fo ` S/C I - -_ GFI GFI , I I _ _ - - - - - - - -- -- - - I o «off To (o I 1 I -r - _L �¢- I \ I \ /--�r� r / DATE DESCRIP: / \ FI I \ I — — — — — J / I I dRo IDE POW ISP. \ \ I 1 I I / \ ► \ / I _ — 1 / 1 LIGHTS SECURITY I Q O OOD VENT TO I H INET \ / / I I \\ / I \ / \` 08-12-14 PRE. DESIGN I I / I I I I I I I I / /I I \ / _ I \ I \ \ \ / _ (� I /'L — — —GFI — GF' J I I I I ( ( I / / / l I I \\ \ \ I43 1 // 0827-14 PD T I / ``\ I GFI GFI �( � I 09-03-14 PD i (U lJLJ' I I -- - - --- - -- - - — — — ——— — —— — PROVIDE PUSH BUTTONS AND / 09-17-14 PD \ / — \ / _/ _/ i II II I I \ \ POWER TO GARAGE DOOR L -- - - -- - -F TV — -- -- - - -- ---- -- J 1 i ��� ❑ —��� ��'�' .1- -1 I _ I , \\ ❑ TV OPENERS / 11-07-14 DD — — — — — -- -- - r - - 7— — /' ISEE I \ , \ , \ 1 �_----- �-�� - - - \ 12-31-14 CD - - SPECIFICATIONS FOR / /_—�\ / \'�\_ _/ ( I \ / I I \ \ (1 \ / /I / I ELECTRICAL REQUIREMENTS -- ' \ 03-27-15 REVIEW rn� / TJ/ \` _ ,V I I / \ 150 AN ON 1 f+\_—_/ J I FOR FUTURE ELEVATOR \_— / \ \ / / \ PAN IC \ 04-17-15 FINAL -- - - - -- - - - - - - — - - -- - - - - III M SENSO I I 04-23-15 S&S IT - - - - - - - - - - - \\ \ I \\ I - - - - - - - - - - - 1 � J \ \ I GFI GFI i L - - - -- - I I r- - - - - - - \ I I \ / 1 ® \ 15 x M SENSO ANO 1 / I 1 GFI GFI • dIb SHEET DATA: GFI GFI L — —— — — — DESIGNED BY: PHIL KEAN db db DRAWN BY: ERIC LUCIA SHEET DESCRIP: NOTE: MAIN LEVEL ELECTRICAL WILL BE ADJUSTED PER INTERIORS AT FINAL. ELECTRICAL PLAN SHEET: TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE MAIN LEVEL ELECTRICAL PLAN SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY SCALE: 3/16"= V-0" WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO , HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. DESIGNER: ELECTRICAL NOTES 1. UNLESS OTHERWISE SPECIFICALLY STATED HEREIN, THE ELECTRICAL PLAN(S) ARE ONLY FOR GENERAL DESIGN INTENT AND HAVE BEEN 2 z co COMPILED TO MEET PERMIT REQUIREMENTS OF THE AUTHORITIESC7 o - - - - - - - - - - -- - - - - - -- - - - - -- - --_ —_ - - � HAVING JURISDICTION. ACTUAL QUANTITY, TYPE, AND PLACEMENT OF Z o 21N ° z C — -— — C _ C —� I OUTLETS, SWITCHES, FIXTURES, AND ALL OTHER RELATED ELECTRICAL u Q � N � ___ _ � � _ ❑ ❑ ❑ ❑ _ _ ❑_ _� ❑ ❑ ❑ ❑ � I EQUIPMENT SHALL BE DETERMINED BY THE CONTRACTOR AND "' = �Q z _ _ ❑ _ ❑ _ — _ _ — — _ _ __ — __ _ _ I OWNER. INSTALLATION SHALL BE IN ACCORDANCE WITH ALL Q o ��N APPLICABLE CODES. Z �� � z 2. CONTRACTOR SHALL VERIFY WITH POWER COMPANY THE LOCATION ❑ �a - -- - - - - - - - - - -- — — — — �� OF SERVICE AND SHALL LOCATE METER AND PANEL AS REQUIRED. \�, I I–—I_ // / 0 \\ / I 3. ALL WIRES SHALL BE THW COPPER, UNLESS NOTED OTHERWISE. wP 0 // WP \ / � 4. WHERE REQUIRED BY OTHER CODES, SERVICE AND FEEDER ARCHITECT GFI \\ I \ i I / / \ GFI \ // CONDUCTORS SHALL BE COPPER OF EQUAL AMPACITY. OF RECORD: db ❑ I I I \———— — — ❑ ——— ❑ 5. ALL BRANCH CIRCUITS IN RACEWAY OR NON-METALLIC SHEATHED - - -I— � � � - -- - - - - - - -� 1 F —I- -- - --` _— CABLE. / ( �f0 SS WI#CH , I ( I ® \ / I '�` I / \ / 6 COORDINATE INSTALLATIONS WITH OTHER TRADES PRIOR Z � T I o o r } � \ I Tv ► I I I 4 I �' I ® 7. VERIFY ALL CONDUCTORS AND BREAKERS WITH EQUIPMENT M w o — \ I ___ I I -�} // I 1 I \ // % 1\ MANUFACTURERS SPECIFICATIONS. J U_ w \ \ ( / cn Tb SWIT4H ( / \ I (� ( I \ I I / / \ d O Z 1 \\ BFLow I ITOSWykCH�I I \ / (p 8. PROVIDE DISCONNECT SWITCH SIZE AS REQUIRED BY LOAD Q Q uj \ / \ I I (BELOW I ( \\ (1---�� I I AND UNITS. v v~) ❑ ❑ \--- ❑ 9. PROVIDE NON-FUSIBLE GENERAL DUTY SAFETY SWITCHES AT A/C db db — — — — — — — — — — — — — — — — — — — — — —— —— — — �/ 1 EQUIPMENT, AND AT PUMPS NOT VISIBLE FROM CIRCUIT BREAKER o X I \ -E-—-I-, / \ I / I / \ �, PANEL AND AS PER MANUFACTURER'S RECOMMENDATIONS. / \ �' I 1 sic I 1 � 1 SD sic (C�' I I � I I �� I I �� \�I I /�- I ❑ — I \/I //\I ——— — — — — — —� —— 10. PROVIDE GROUND FAULT INTERRUPT (GFI) BREAKERS FOR ALL — — — — — — — —— — — — — — — —— — — I — �' BATHROOM, GARAGE AND EXTERIOR OUTLETS AS SHOWN. ❑ ❑ ❑ 7 ❑ 1 I SWITCH 11. ELECTRICAL FIXTURES, TRIM AND APPLIANCES SHALL BE 'UL' \ / APPROVED AND SELECTED BY OWNER. c \ / I \ / 12. PROVIDE PRE-WIRED TELEPHONE AND TELEVISION (CABLE TV) o / \ / \ / OUTLETS. PROVIDE POWER TO ALL WINDOW SHADE LOCATIONS I / KF /X\ / \ 13. WIRE KITCHEN AND FAMILY ROOM SEPARATELY. / \ 14. ELECTRICAL SERVICE SIZE SHALL BE DESIGNED BY THE ELECTRICAL // \\ CONTRACTOR. THIS PLAN SHALL BE USED AS A GUIDE, POWER — — — — — — — — —— I I / \ REQUIREMENTS SHALL BE DETERMINED BY TOTAL LOAD OF THE HOUSE. 15. PROVIDE AFCIs (ARC FAULT INTERRUPTERS) IN ALL DWELLING UNIT SEE MANUFACTURERS SPECIFICATIONS FOR BEDROOMS PER NEC. ELECTRICAL REQUIREMENTS FOR FUTURE ELEVATOR 16. PROVIDE POWER TO ALL INTERIOR BLIND LOCATIONS. 17. PROVIDE POWER TO ALL PHANTOM SCREEN LOCATIONS. 18. SEE INTERIOR DESIGNERS DRAWINGS FOR FINAL ELECTRICAL PLANS. NOTE: ELECTRICAL WILL BE ADJUSTED PER INTERIORS AT FINAL. UPPER LEVEL ELECTRICAL PLAN SCALE: 3/16"= 1'-0" ELECTRICAL LEGEND SYMBOL NOTE 110v OUTLET (f)GFI 110v OUTLET GROUND FAULT INT. WP 110v OUTLET WEATHER PROOF GFI GFI cr r 110v OUTLET,SWITCHED �T -1--+ V) 220v OUTLET � r 7O 'o r ® FLOOR OUTLET Z 0— PY• SWITCH L.L � cr 3-WAY SWITCH Q 4-WAY SWITCH U o m � DIMMER SWITCH L.1_ 4-1 0 0 -0- CEILING MOUNTED LIGHT Q �^ T V J _01 WALL MOUNTED LIGHT (� ° a ° d LIGHT/FAN COMBO UNIT 4 a ❑ . ❑ ❑ El 1:1 ❑ T��" IL d ® BATH FAN a `� _-----�'� lo\_---_��J `O1 RECESSED CAN LIGHT FLUORESCENT LIGHT ° a ° . , ° .d ° a A SD SMOKE DETECTOR Ga • - o COMBO SMOKE/CARBON MONOXIDE 1 S/C DETECTOR / 1 TV ( / // \ 1 I ® (� —— —\ d TV TV OUTLET // \ �J El GFI � PHONE JACK ELECTRICAL PANEL r GFI \I ELECTRICAL METER (� v / I I �/ I / \ / \ \ 1 i ► 00 ' PLAN HISTORY F 1 I ( GFI —_ ° O FAN \ _�/ ❑❑ ❑❑ ❑❑ _ ❑ ❑ / DATE DESCRIP: \ / 08-12-14 PRE. DESIGN G\ 08-27-14 PD 09-03-14 PD O 4V db / sic ❑ ❑ ° CEILING FAN &LIGHT COMBO ❑ ° -17-14 PID a ° a a d❑ __ r- a 09-07-14 DD II \ 12-31-14 CD SII \ II /--- \ ELECTRICAL PLAN IS INTENDED FOR BID PURPOSES ONLY. ALL WORK SHALL BE DONE IN STRICT ACCORDANCE WITH THE NATIONAL 03-27-15 REVIEW ii Bou III \ ld ELECTRIC CODE, LATEST EDITION, BY A LICENSED ELECTRICAL 04-17-15 FINAL Ir---_--�� CONTRACTOR WHO SHALL BE RESPONSIBLE FOR THE INSTALLATION / , I II - ' &SIZING OF ALL ELECTRICAL,WIRING&ACCESSORIES. 04-23-15 S&S Q. u I II r 11� SEE MANUFACTURERS II I11 I SPECIFICATIONS FOR ��JI 1 ELECTRICAL REQUIREMENTS • . 1 I FOR FUTURE ELEVATOR / / ❑ / n /� d ❑ ❑ / 4 / i / a SHEET DATA: qp I� WP DESIGNED BY: PHIL KEAN -(} GFI 1 1 DRAWN BY: ERIC LUCIA a.. NOTE: \ ELECTRICAL WILL BE ADJUSTED PER INTERIORS AT FINAL. a BASEMENT LEVEL ELECTRICAL PLAN SHEET DESCRIP: SCALE:3/16"= 1' o" UPPER LEVEL & - d BASEMENT ELECTRICAL PLANS SHEET: TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. DESIGNER: � o o � � w ~ M C� 0 Z 0. CA oT ZO rmrn C7 < o y_ X w WWLLL Z O 11 Cl 0) � z � u CV G = 3 I� ARCHITECT THESE ETAI LS ARE GENERIC 'Am N D" MEANT TO SILO GENERAL OF RECORD: m FLASHING AND WATERPROOFING METHODS TO BE UU MECHANICALLY FASTEN AS FOLD UP WEATHER CONTRACTOR I TO USE APPROPRIATE TFOR NECESSARY IN CORNERS THROUGH RESISTIVE BARRIER& WEATHER RESISTIVE ,- WINDOW UNIT SELF-ADHERED FLASHING TEMPORARILY SECURE BARRIER Z ,� v r, DOOR ROUGH OPENING O WEATHER SLOPE r-- } v rRESISTIVE 0.3in : 12.0in LOCALBUILDINGPRACTICES AND CLIMATE. � � wo 1 BARRIER :; WOOD FRAME CONSTR. % . cel Z .•.Ill�i� TAPE d "` :' ;;x• EXTERIOR SELF ADHERED FLASHING i;:i ;';;' 3/4"-1"BEAD OF CONSTR. (0.6 Cm : 30.5 Cm) J w w SHEATHING SELF-ADHERED FLASHING a z BY LAPPING DOWN ADHESIVE TO BE APPL►ED UNDER [- � Q W c OVER RIM JOIST AND UP THRESHOLD OF DOOR AND RETURN H- _ FLASHINGREQUIREMENTSWALL BY 6 IN. •��;;;�;;`�:i ; ;:., i ,:; ;;;..• ;;; UP JAMB 6".USE LIQUID NAIL BRAND Q U ASSEMBLED WINDOW :i•F.:^'+ "' - OR EQUAL WEATHER PROOF CAULKING EXTERIOR z Cl) CEMT. FIN. R703.2 Weather-resistant sheathingpaper. One layer f N . 1 asphalt felt, U ae o 0 Sas at et WEATHER SELF-ADHERED FLASHING BUILDING PAPER free from holes and breaks comply with ASTM D 22f r Type 1 felt r other RESISTIVE BARRIER SELF-ADHERED FLASHING approved water-resistive barrier shallbe applied over studs or sheathing of all SEAL TOPS OF JOISTS ;::..:.. .:::;:::.;;;: ,._:::.:;>;;:.::.:;:<::;:.:•:::>::.: _..:.:;;: ... ��. :� WIRE LAT H UNDER DECKING SELF .:", •• _ :• . :•:: : .::. exterior.:. . walls. Such felt or material shall be applied horizontally, with theOOR (SEE DETAIL WP07) PRODUCTS DETAILS -ADHERED FLASHING upper layer lapped over the lower layer not less than 2 inched 51 mm). Where joints occur, felt shall be lapped not less than 6 inches (152 mm). The HEAD FLASHING TIE-IN INSTRUCTIONS: TWO LAYERS OF FELT OR ONE LAYER OF HOUSE WRAP AND felt or other approved material shall be continuous to the top of walls and 1. Cut,fold up&temporarily secure weather resistive RIM JOIST ONE LAYER OF FELT ARE REQUIRED BEHIND STUCCO. FBC R703.2.1 barrier above header to allow for flashing installation terminated at penetrations and building appendages in a manner to meet the 2. Self-adhered flashing plus head flashing under requirements of the exterior wall envelope as described in Section R703.1. weather resistive barrier 1 1 3. Fold weather resistive barrier back over head Exception: Omission of the water-resistive barrier is permitted in the following flashing and seal with tape p p g 2 2 Detail Instructions situations: Refer to the number marked as # in each detail that corresponds to Scale: NTS the numbered items in the lis of instructions below: SELF-ADHERED FLASHING wpol EXTERIOR DOOR WITH DECK - SECTION A SELF-ADHERED FLASHING SELF-ADHERED FLASHING 1. In detached accessory buildings. FLANGED WINDOW CEMT. FINISH SILL/ POTSHELF/ CHIMNEY SHOULDER 2. Under wall finish materials as permitted in Table R703.4. FLASHING INSTALLATION AFTER WEATHER RESISTIVE BARRIER WP02 WP03 1. Install self-adhered flashing in order as shown by numbers 2. Install flashing and weather resistive barrier to form water shedding laps R703.8 Flashing. Approved corrosion-resistant flashing shall be applied 3. Self-adhered flashing can be substituted for building paper shingle-fashion in a manner to prevent entry of water into the wall cavity or 4. Split the release paper using the ripcord (Split release on demand, penetration of water to the building structural framing components. embedded in the adhesive layer) - for ease of installation and to Self-adhered membranes used as flashing shall comply with AAMA 711 . minimize scoring cuts The flashing shall extend to the surface of the exterior wall finish. Approved RUBBERIZED ASPHALT 9 pp EXTERIOR SHEATHING RUBBERIZED 5. Remove all release paper per standard installation instructions EXTERIOR SHEATHING 3/4"-l"BEAD OFCONSTR. INSTALLSELF-ADHERED ASPHALT and adhere to substrate using a square piece of flashing material corrosion-restant flashing shall be installed at all of the following locations: ADHESIVE ADHESIVE TO BE APPLIED UNDER FLASHING JAMB&HEAD ADHESIVE THRESHOLD OF DOOR AND RETURN FLASHING,SEE SELF-ADHERED FLASHING (6" X 6" Minimum) UP JAMB 6".USE LIQUID NAIL BRAND FLANGED WINDOW 6. Fold as shown by arrows g 1 . Exterior window and door openings. Flashin at exterior window SEE DETAIL WP01 OR EQUAL WEATHER PROOF CAULKING n r openings shall extend h surface f h add000e ssa etedtotesu e exterior ac of a REFER TO TECHNICAL - SCORED 7. Angle of corner may vary, adjust folding of the flashing p g LETTER ON CHEMICAL "` •ii;::"' : :. RELEASE PAPER accordingly to fit tight to corner finish or to the water-resisstive barrier for subsequent drainage. COMPATIBILITY ° ° ...=:�-:�r•::...--wt�=:-:•:::�.. ::.��;.. g Y g • BEFORE FOLDING,SCORE 8. Mechanical) fasten as necessary Flashing at exterior window and door openings shall be installed in SELF-ADHERED FLASHING - SELF ADHERED FLASHING, `o o- � Y Y g EXTEND A MINIMUM 6" RELEASE PAPER SHOWN)TO accordance with one or more of the following or other approved VERTICALLY FROM ADHESIVE AS SHOWN) g pp BOTTOM OF method: THRESHOLD .::.tsr;;:...::.;;;•.;•:;;:::ti.�:::::.;:r:��i:;a:. ° ;.»>;is:;-•..;,2 :;:;•::• .....: s:;:;::':;::.:'?:;i:;-:.. ;>;;.;:"''" MECHANICALLY FASTEN AS NECESSARY IN CORNERS THROUGH 1.1 The fenestration manufacturer's written flashing instructions. SECTION-A(SEE DETAIL WP02) SELF-ADHERED FLASHING 1.2 The flashing manufacturer's written installation instructions. SELF-ADHERED FLASHING 1.3 In accordance with FMA/AAMA 100, FMA/AAMA 200, or 2 FMA/AAMA 250. 5 1 .4 In accordance with the flashing method of a registered NAILING FLANGE 1 SELF-ADHERED FLASHINGgn p design rofessional. 0 4 DO NOT FLASH OVER 2 SEAL TOPS OF JOISTS 1 6 2. At the intersection of chimneys or other masonry construction with •NSTAI L SFI F-ARHFREfJ Fl ASHINO IN ORRFR AS SHOWN RY NHMRFRS BOTTOM NAILING UNDER DECKING "NSTALLELASIINGANRWFATHERRESISTIVEBARRIERTOEOFMWATERSHEDOINGLAPS frame or stucco walls, with projecting lips on both sides under stucco FLANGE (SEE DETAIL WP07) 2 7 copings. 3. Under and at the ends of masonry, wood or metal copings and sills. SELF-ADHERED FLASHINGSELF-ADHERED FLASHING SELF-ADHERED FLASHING 4. Continuously above all projecting wood trim. HALF ROUND WINDOW WP04 EXTERIOR DOOR WITH DECK WP05 INSIDE CORNER WP06 5. Where exterior porches, decks or stairs attach to a wall or floor assembly of wood-frame construction. 6. At wall and roof intersections. r 7. At built-in gutters. R703.15 Drained assembly wall over mass assembly wall. Where wood frame -� - - or other types of drained wall assemblies are constructed above mass wall O 0 T assemblies, flashing or other approved drainage system shall be installed Z 0•- - as required by R703.8. I. SELF-ADHERED FLASHING '� DECK PROTECTOR < 0 SHEATHING `V ........ ........ 7/8" Cement Plaster ,I 7/8 Cement Plaster L - in CZ 0 ---- - ASTMC926ce with in accordance with - -_ - - ASTMC926 - - - 4­1 Felt backed metal Felt backed metal C SELF ADHERED FLASHING lathe in accordance lathe in accordance Q SELF-ADHERED FLASHING PATCH with ASTMC1063 with ASTMC1063 U) DECK PROTECTOR Building Paper Building Paper N --- - 4 . II 7/16 O.S B ::.�::::....:•:-:::::.-::. ................... 2 _..........:.::.. �. 7/16 O.S.B. � 3 ; i -'r ::•:-_... ::. ::_::=•:: :.: .::: .::: : ::•::•• .:::.:A:::::::.:: .:.. / sheathing :. ;:.:;; :-;;: ;•;;;;:; :-:;:<.:r=::. :::;: ._ - sheathin , . . g ............. 9 DOUBLE -::::::: ....:::::...:. :::::::::: ::::::: ;:::::. ;;;;: :;;;;;::;-;•;;:;;;:;:;;.. : : �/ • ........... ::... ............ .. . ...:•:::.:::.: ::::..::::::::•:: SINGLE JOIST _ Keep top edge Metal / JOIST :., ;>-:; •;-•:z;:- '. :;:. .::::;;;;:;; SELF-ADHERED FLASHING ::::::::::::: of wee screed Flashing p 9 SELF ADHERED FLASHING 1 2 below to of p 2 3 1/2" block 3"MIN Unperforated 4 Flange 7/8 Vulcum caulk bottom Weep Screed •INSTAI L FLASHING AND WEATHER RESISTIVE BARRIER TO FORM WATER SHEDDING LAPSO 5 joint only Maintain Metal Flashing Bottom of 3-1/2 Unperforated SELF-ADHERED FLASHING WP07 SELF-ADHERED FLASHING WP08 NOT USED W P 0 g Weep Screed Flange 7/8"Weep Screed DECK JOIST OUTSIDE CORNER 1 1/2"to 2" Above Roof 1/2" Cementitious Sheathing Decorative Finish •o'• ••o. All inside and .•'• ' outside corner will ''°• • need to be miter Cement Plaster cut and caulked all butt joints need to PLAN HISTORY in accordance •'°•• •0'' be caulked using EXTERIOR with ASTMC926 • •'•• Vulcum caulk for all CEMT. FIN. WINDOW UNIT over wood 2nd DATE DESCRIP: floor BUILDING PAPER SLOPE 08-12-14 PRE. DESIGN SLOPE SLOPE 0.3 in : 12.0 in 08-27-14 PD 0.3 in : 12.0 in 0.3 in : 12.0 in (0.6 cm : 30.5 cm) .6 cm . 30.5 cm) - _ _ (0.6 cm : 30.5 cm) (0 m 09 03 14 PD 09-17-14 PD 1 L: SELF-ADHERED FLASHING 11-07-14 DD 12-31-14 CD WIRE LATH s.: SELF-ADHERED FLASHING EXTERIOR 1/2" Cement 03-27-15 REVIEW CEMT. FIN. Plaster Finish 04-17-15 FINAL WIRE LATH 04-23-15 S&S BUILDING PAPER 2 1/2" Perforated WIRE LATH 'o. Flange 1/2"Weep Block Screed Cement ••o. SELF-ADHERED FLASHING Plaster ''.•• over block BUILDING PAPER 1st floor BUILDING PAPER Install bottom Slab edge of weep screed 1" below finish floor WINDOW UNIT c . CEMT. °N.EXTER OPTIONAL DETAIL Note: The building paper and metal SHEET DATA: lath must be installed over the WEEP SCREED DETAIL DESIGNED BY: PHIL KEAN top of the weep screed. SCALE: NOT TO SCALE DRAWN BY: ERIC LUCIA 2 2 3 3 3O SELF-ADHERED FLASHINGWP1 O SELF-ADHERED FLASHING �/P11 SELF-ADHERED FLASHING �/P12 SHEET DESCRIP: CEMT. FINISH WINDOW HEAD CEMT. FINISH WINDOW SILL CEMT. FINISH PARAPET WALL WATERPROOFING DETAILS SHEET: TO ALL PLANS, SPECIFICATIONS AND REPORTS TO WHICH SEAL OF AN ARCHITECT HAS BEEN APPLIED, THERE SHALL ALSO BE APPLIED A STAMP WITH APPROPRIATE WORDING WARNING THAT IT IS A VIOLATION OF THE LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ARCHITECT, TO ALTER AN ITEM IN ANY WAY. IF AN ITEM BEARING THE SEAL OF AN ARCHITECT IS ALTERED, THE ALTERING ARCHITECT SHALL AFFIX TO HIS ITEM THE SEAL AND THE NOTATION " ALTERED BY " FOLLOWED BY HIS SIGNATURE AND THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. -------------------- DESIGNER: GENERAL STRUCTURAL NOTES STRUCTURAL DESIGN CRITERIA �Do o � CAST IN PLACE REINFORCED CONCRETE STRUCTURAL STEEL CODE CRITERIAZ 1_2o 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 1. MATERIAL SPECIFICATIONS: Z o C7 � " DAYS OF 2500 PSI (INTERIOR SLAB-ON-GRADE), 3000 PSI (COLUMNS, WIDE FLANGE SECTIONS: ASTM A992 GRADE 50 F Y=50 KSI > 0z� TUBE STEEL (HSS): ASTM A500, GRADE B, Fy - 46 KSI 2010 NEW YORK STATE RESIDENTIAL BUILDING CODE Un x ELEVATED SLABS, AND BEAMS), AND 3500 PSI (GARAGE SLAB-ON-GRADE, - NEW YORK STATE FIRE PREVENTION CODE(2010 EDITION) u ° EXTERIOR STAIRS AND PORCHES) A SLUMP OF 5" PLUS OR MINUS 1", AND PIPE STEEL: ASTM A53, TYPE E OR S, Fy = 35 KSI . NEW YORK STATE ACCESSIBILITY CODE(2012) Q Z ro N HAVE 5 TO 7% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI NFPA 70-05. NATIONAL ELECTRICAL CODES. (NEC 2008) o U- a M • BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE-(ACI 318-08). OF 0.63 (0.45 FOR GARAGE SLAB-ON-GRADE, EXTERIOR STAIRS AND 2. STRUCTURAL CONNECTIONS: SPECIFICATIONS FOR STRUCTURAL CONCRETE BUILDINGS-(ACI 301-08). w = o PORCHES). FOLLOW ACI 318 TABLE 4.4.2 FOR ADDITIONAL MIX ALL STRUCTURAL BOLTS TO BE A325N U.N.O BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES-(ACI 530-08). _ REQUIREMENTS FOR CEMENTATION MATERIAL FOR EXPOSED CONCRETE. STRUCTURAL BOLTS SMALLER THAN 5/8" DIA. TO BE A307 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION -2012 EDITION. 2. HOOKS SHALL BE PROVIDED AT DISCONTINUOUS ENDS OF ALL TOP BARS THREADED ROD SHALL CONFORM TO A36 OR A307 WOOD FRAMED CONSTRUCTION MANUAL 2012 EDITION. - z • APA PLYWOOD DESIGN SPECIFICATION. x u OF BEAMS. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 • AMERICAN SOCIETY OF CIVIL ENGINEERS:ASCE/SEI 7-10 3 O 2 ORLAP PROVIDED. SHOPAND FIELD WELDS NT 1'-0" AROUND CORNERS OR OCE OXX ELECTRODES ASTM A-307 . ALUMINUM DESIGN MANUAL-2010 EDITION CORNERBARS WITH A2'-0" ARCHITECT 4. CONCRETE COVER MIN. 3"WHEN EXPOSED TO EARTH OR 1 1/2"TO FORM STEEL REINFORCEMENT SHOP DRAWINGS TO BE PROVIDED TO OF RECORD: U.N.O. ENGINEER OF RECORD BEFORE FABRICATION FOR REVIEW GENERAL ROOF LOADING 5. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185/Al 85M-07. WWF AND APPROVAL SHALL BE LAPPED AT LEAST 6"AND CONTAIN AT LEAST ONE CROSS WIRE PRE ENGINEERED WOOD TRUSSES SHINGLE METAL TILE HEAVY WITHIN THE 6". POLYPROPYLENE FIBERS FOR SLABS ON GRADE TO BE ROOF (PSF) ROOF (PSF) ROOF (PSF) ROOF (PSF) z MIN 1.5 LBS OF FIBER PER CUBIC YARD 1. ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY TOP CHORD LL 20 20 20 20 6. ALL REINFORCING STEEL/STIRRUPS AND TIES SHALL BE NEW DOMESTIC FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH TOP CHORD DL 10 10 15 25 ¢ Y DEFORMED BARS FREE FROM RUST,SCALE & OIL & SHALL MEET ASTM HURRICANE CLIPS OR ANCHORS PER STRUCTURAL PLAN BOTTOM CHORD LL* 0 0 0 o z o r-- A615/Al 85M-04A GRADE 40 U.N.O. REINFORCING FOR FOOTING SHALL BE BOTTOM CHORD DL 10 10 10 10 O 2. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN � } SUPPORTED ON PRE-CAST CONCRETE PADS, TOP REINFORCING SHALL BE ACCORDANCE WITH THE LATEST EDITION OF THE "NATIONAL DESIGN TOTAL (PSF) 40 40 45 55 o G w BOTTOM CHORD LL(OPT) POSITIVELY SUPPORTED BY TEMPORARY STRINGERS. DOWELS FOR SPECIFICATION FOR STRESS-GRADE LUMBER AND ITS FASTENERS" ATTICS W/LIMITED STORAGE 20 z o UJ c COLUMNS & FILLED CELLS SHALL BE SECURED IN PLACE BY USING AS RECOMMENDED BY THE NATIONAL FOREST PRODUCTS ATTICS W/HEAVY STORAGE 50 0 wiz ADDITIONAL CROSS- REINFORCING TIED TO FOOTING REINFORCING. ASSOCIATION. *ATTICS W/NO STORAGE 10 ¢ U SPLICES IN REINFORCING WHERE PERMITTED SHALL BE AS PER DETAIL 3. TRUSS MEMBERS AND CONNECTIONS SHALL BE PROPORTIONED (NON-CONCURRENT) v � MS05. (WITH A MAXIMUM ALLOWABLE STRESS INCREASE FOR LOAD NOTE: LL REDUCTIONS ARE ALLOWED PER CODE BUT ONLY WITH WRITTEN ° 7. SIMPSON HIGH STRENGTH EPDXY-TIE ANCHORING ADHESIVE WAS USED DURATION OF 25%) TO WITHSTAND THE LIVE LOADS GIVEN IN THE APPROVAL FROM EOR OR INDICATED ON PLAN IN THE DESIGN OF THIS PRODUCT. IF CONTRACTORS WISH TO USE A NOTES AND TOTAL DEAD LOAD. ° DIFFERENT EPDXY, THEY MUST FIRST CONTACT THE ENGINEER OF 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED GENERAL FLOOR LOADING RECORD FOR WRITTEN APPROVAL. BY THE TRUSS MANUFACTURER UNLESS NOTED ON THE PLANS. TOP CHORD LL 40 (PSF) COMMENTS: ENGINEER 8. WHERE PROJECT IS TO BE LOCATED IN KNOWN RADON GAS PREVALENT 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL TOP CHORD DL 35 (PSF) OF RECORD: AREAS, APPENDIX "F" OF THE 2010 FLORIDA RESIDENTIAL BUILDING CODE CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE NOT BOTTOM CHORD LL O(PSF) IS TO BE IMPLEMENTED. F303.4 CONCRETE STRENGTH IN THESE AREAS SHOWN, BUT SHALL BE DESIGNED BY THE TRUSS MANUFACTURER IN BOTTOM CHORD DL 5 (PSF) ARE TO BE A MINIMUM OF 3000 P.S.I. THEREFORE, ANY AND ALL NOTES ON ACCORDANCE WITH THE FRAMING DESIGN LOADS: N 000 w THESE PLANS THAT INDICATE 2500 P.S.I. SHALL BE REPLACED WITH 3000 6. DESIGN SPECIFICATIONS FOR LIGHT WEIGHT METAL PLATE SPECIAL FLOOR LOADINGCN P.S.I. FOR THE CONCRETE STRENGTH. CONNECTED WOOD TRUSSES PER THE TRUSS PLATE INSTITUTE TPI GAME ROOM 60 (PSF COMMENTS: p N MASONRY LATEST EDITION. BALCONIES/DECKS 40 (PSF b33N�0 r 7. PRE-ENGINEERED WOOD TRUSSES SHALL BE DESIGNED BY THE BALCONIES OVER 100 SQ:FT 100(PSF) '_ .� 00 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, MANUFACTURER IN ACCORDANCE WITH SPECIFIED LOADS AND LIGHT STORAGE 125(PSF) ©Q' ` �Z r ,� � TYPE 2, CONFORMING TO ASTM C90-0601, WITH A MINIMUM NET GOVERNING CODES . SUBMITTALS SHALL INCLUDE TRUSS FRAMING LIBRARIES READING ROOMS 60 (PSF) es'` .>>°' W STACK ROOMS 150 P COMPRESSIVE STRENGTH OF 1900 PSI ( f'm = 1500 PSI ) PLANS AND DETAILS SHOWING MEMBER SIZES, BRACING, ( SF) 2. MORTAR SHALL BE TYPE "S" CONFORMING TO ASTM C270-07. ANCHORAGE CONNECTIONS TRUSS LOCATIONS AND PERMANENT ` CD 3. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM BRACING AND/OR BRIDGING AS REQUIRED FOR ERECTION AND FORDEFLECTION CRITERIA C N AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH AT 28 THE PERMANENT STRUCTURE. EACH SUBMITTAL SHALL BE SIGNED ROOF TRUSSES" LL/360 TL/240 COMMENTS: /CENSFO o DAYS OF 3000 PSI SLUMP 8 TO 11". CONTINUOUS MASONRY INSPECTIONS AND SEALED BY A FLORIDA REGISTERED STRUCTURAL ENGINEER. ROOF RAFTERS LL/180 TL/120 ARE REQUIRED DURING CONSTRUCTION SUBMIT 3 COPIES FOR REVIEW AND APPROVAL PRIOR TO ROOF RAFTERS (W/O CLG) LL/360 TL/240 Q 4. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH FABRICATION. FLOOR TRUSSES/BEAMS ** LL/360 TL/240 0 FLOOR I-JOIST*** LL/480 TL/240 THE CELLS FILLED WITH COARSE GROUT. 8. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS *TL MAX 1" UP TO 40FT SPAN 5. VERTICAL REINFORCEMENT SHALL BE HELD IN POSITION AT THE TOP AND WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. **TL MAX 3/4" - BOTTOM AND AT A MAXIMUM SPACING OF 192 DIA OR 1 OFT WHICH EVER TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING ***TL MAX 1/2" IS LESS. REINFORCING SHALL BE PLACED IN THE CENTER OF THE MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. WIND LOADING CRITERIA MASONRY CELL WITH MIN 1/2" CLEARANCE TO INSIDE FACE. UPLIFT CONNECTORS 6. REINFORCING STEEL SHALL BE LAPPED PER DETAIL MS05, UNLESS WIND SPEED 120 MPH OTHERWISE NOTED ON THE DRAWINGS. 1. UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS IMPORTANCE FACTOR II 7. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC AND ANCHOR BOLTS ARE ONLY'REQUIRED ON MEMBERS IN WALLS EXPOSURE CATEGORY D SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THAT ARE EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BUILDING CATEGORY II BUILDING TYPE V THE FLOW OF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER AS BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE ENCLOSURE CLASSIFICATION ENCLOSED A STOP IS PROHIBITED. MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS INTERNAL PRESSURE COEFFICIENT +/-0.18 8. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY APPLIED. PLEASE COORDINATE THE TRUSS ENGINEER FOR THE TOPOGRAPHIC FACTOR (Kzt) 1.13 DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE LOCATION OF THESE WALLS.AND STRUCTURAL PLANS FOR MORE INFO. CONTRACTOR FIELD REPAIR NOTES 9. TYPICAL FILLED CELL REINFORCING SIZE AND SPACING SHALL BE ABOVE AND BELOW ALL WALL OPENINGS 1. MISSED "J" BOLTS FOR WOOD BEARING WALLS MAY BE SUBSTITUTED WIND LOADING CRITERIA 10. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND WITH 1/2" DIA. EPDXY ANCHORS WITH 7" EMBEDMENT. SIMPSON "SET" NO CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318-08, 5.11.1 EPDXY ADHESIVE BINDER FOLLOWING ALL MANUFACTURER'S WIND SPEED 120 MPH 11. DURING CONCRETE POURS, THE CONTRACTOR TO ADEQUATELY VIBRATE RECOMMENDATIONS OR SIMPSON 1/2"TITEN HD BOLTS WITH MINIMUM IMPORTANCE FACTOR II THE FILLED CELL WITH EITHER RODDING OR PENCIL VIBRATOR TO 7" EMBEDMENT. SEE PLAN FOR EMBEDMENT DEPTH AT FLOOR STEPS. EXPOSURE CATEGORY D ENSURE PROPER CONCRETE CONSOLIDATION 2. FOR MISSED VERT. DOWELS, DRILL A 3/4" DIAMETER HOLE 6" DEEP AT BUILDING CATEGORY II BUILDING TYPE V WOOD CONSTRUCTION THE LOCATION OF THE OMITTED REBAR AND INSTALL A 32" LONG #5 ENCLOSURE CLASSIFICATION ENCLOSED BAR INTO THE EPDXY FILLED HOLE. USE A TWO PART EMBEDMENT INTERNAL PRESSURE COEFFICIENT +/-0.18 1. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS, SHEAR WALLS AND EPDXY (SIMPSON HIGH STRENGTH EPDXY-TIE ANCHORING ADHESIVE ) TOPOGRAPHIC FACTOR (Kzt) 1.13 MISC. STRUCTURAL WOOD FRAMING MEMBERS, ( I.E. BLOCKING OR GABLE MIXED PER THE MANUFACTURER'S INSTRUCTIONS. ASSURE THAT ALL NOTE: MEAN ROOF HEIGHT FOR TYPICAL SINGLE STORY HOME IS 15FT,AND c r END BRACING ) SHALL BE EITHER #1 SOUTHERN PINE, OR S.P.F. NUMBER 2 DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM THE HOLE BY FOR 2 STORY HOME IS 30FT L_L_ GRADE OR BETTER SHALL BE USED REGARDLESS OF SPECIES. BRUSHING AND USING COMPRESSED AIR PRIOR TO APPLYING THE 4"1 2. ALL LUMBER SPECIFIED ON DRAWINGS ARE INTENDED FOR DRY USE ONLY EPDXY. ALLOW THE EPDXY TO CURE TO THE MANUFACTURER'S ASCE 7-05 WALL DESIGN ALLOWABLE COMPONENTS .1 r (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SPECIFICATIONS, THEN FILL THE CELL IN THE NORMAL WAY DURING AND CLADDING WIND PRESSURES AND SUCTIONS 0 3 r SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND BOND BEAM POUR. FOR MEAN ROOF HEIGHT 5 60 ft Z " ARE TO BE DESIGNED AND DETAILED BY OTHERS 3. FOR MORTAR JOINTS LESS THAN 1/4", PROVIDE (1) #5 VERT. IN CONC. EFFECTIVE WIND PRESSURE WIND PRESSURE 3. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN FILLED CELL EACH SIDE OF THE JOINT ( BAR DOES NOT HAVE TO BE WIND AREA AND SUCTION (PSF) AND SUCTION Ln Z THE CENTER OF THE STUD UP,TO 1" DIA. SHALL HAVE STUD PROTECTION CONT. TO FOOTING ). (SQ FEET) (+)VPRESSURE DIAGRAM SHIELDS. ALL HOLES OVER 1 IN DIA. FOR PLUMBING LINES, ETC. SHALL BE 4. MISSED LINTEL STRAPS FOR MASONRY CONSTRUCTION MAY BE (-)VALUE DENOTES Q cz -0 REPAIRED WITH SIMPSON HSS2 STUD SHOES,TYP., U.N.O. SUBSTITUTED WITH (1) SIMPSON MTSM16 TWIST STRAP W/ (4) '/"x 2'/" AREA O4 O5 L 4. MANY OF THE NEW PRESSURE TREATED WOODS USE CHEMICALS THAT TITENS TO MASONRY AND (7)-10d NAILS TO TRUSS FOR UPLIFTS LESS U(+) 486 (+) 486 (z 0 THAN 860 LBS (USE (2) MTSM16 FOR UPLIFTS LESS THAN 1720#). IF 10 � ARE CORROSIVE TO STEEL. IT IS THE CONTRACTOR'S RESPONSIBILITY TO . . ��//�� (-) vJ (-) 52.7 65.1 � VERIFY THE TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CORNER STRAP IS MISSED CONTRACTOR TO INSTALL (2) SIMPSON (+) 46.3 (+) 46.3 CONNECTORS THAT RESIST CORROSION. FOR EXAMPLE, ACQ-C, ACQ-D, HGAM10 W/ (4) 1/4"x 1 1/2" SDS SCREWS AND (5) 1/4"x 2 1/4" TITENS ONE 20 (-) 50.1 (-) 60.8 O O O Q CBA-A OR CA-B REQUIRE HOT-DIPPED GALVANIZED OR STAINLESS STEEL EACH SIDE OF TRUSS. (+) 43.5 (+) 43.5 0 w FASTENERS. DOT SODIUM BORATE (SBX) DOES NOT. NO MORE THAN 10 STRAPS MAY BE SUBSTITUTED OR NO MORE THAN 3 50 (-) 47.6 (-) 55.0 r 5. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH OR CONCRETE IN A ROW WITHOUT APPROVAL FROM EOR. IF GIRDER TRUSS 100 (+) 41.3 (+) 41.3 0© CV 50.5 TO BE PRESSURE TREATED. CONNECTIONS ARE MISSED CONTACT THE EOR FOR SUBSTITUTION. - 45.4 - FIT 6. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE 5. IF MISSED MSTAM36 OR MSTAM40 STRAP IS MISSED FOR 2ND FLOOR GARAGE DOORS* SOFFIT OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS JAMB STUD CONNECTION, CONTRACTOR MAY INSTALL SIMPSON HTT5 9'-0"x 7'-0" 16-0"x 7'-0' (_) 48.6 DIAGRAM WITHOUT WOODEN TOP PLATES. W/ (26) 16d x 21/2" NAILS AND 5/8"ANCHOR BOLT SET IN SIMPSON HIGH (+) 35.8 (+) 34.3 7. SEE PLAN FOR STUD PACK AND BEAM NAILING PATTERNS STRENGTH EPDXY W/ MIN 6" EMBEDMENT AND MIN 3" EDGE DISTANCE. (-) 40.5 - 38.3 8. ALL ENGINEERING LUMBER TO HAVE THE FOLLOWING MIN VALUES U.N.O. CONTACT EOR IF STRAPS ARE MISSED UNDER GIRDER JAMB STUD GENERAL PRESSURE NOTES COLUMNS: 2.0E Fb = 2950 LOCATIONS. BEAMS: 2.0E Fb= 2950 NOTES: 9. SEE PLAN NOTE FOR ADDITIONAL ROOF, WALL, SHEAR WALL AND FLOOR 1."a"= END ZONE IS ONLY W/IN 5'-0"OF ALL EXTERIOR BUILDING CORNERS. SHEATHING REQUIREMENTS ALONG W/ NAILING INFORMATION OTHERWISE: * INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA. ROOF DECK: PLYWOOD C-C/C-D, EXTERIOR OR OSB FLOOR SHEATHING: T&G A-C GROUP 1 APA RATED (48/24) WALL SHEATHING: PLYWOOD C-C/C-D EXTERIOR OR OSB SNOW LOADING GROUND SNOW LOAD 20 PSF COMMENTS: FLAT ROOF SNOW LOAD 15.4 PSF EXPOSURE FACTOR 1.0 IMPORTANCE FACTOR 1.0 THERMAL FACTOR 1.1 PLAN HISTORY SEISMIC LOADING SITE CLASS E COMMENTS: DATE DESCRIP: OCCUPANCY CATEGORY II 04-17-15 100% ENG IMPORTANCE FACTOR 1.0 DESIGN CATEGORY B MAPPED SPECTRAL RESPONSE SS= 0.150g ACCELERATION PARAMETERS S, = 0.055g DESIGN SPECTRAL RESPONSE Sos = 0.251g ° ° ACCELERATION PARAMETERS So, = 0.130g PRECAST"U"LINTEL W/145 CONT. IN e 3000 PSI CONC.@ OPNGS.6-0"&OVER. PRECAST"U"LINTEL ALL OPENINGS ATTACHMENT REQUIRE ENTS a ° HURRICANE UNDER 6'-0". SIZE TAPCONS SPACING #ROWS ANCHORS - ° (TYP.) 10 2 x 4 3/16"X 3" 12"O.C. 1 o HOOK, STD.90 HOOK 2 x 6 3/16"X 3" 12"O.C. 2 ° -� , -- TYP. _ BOND BEA 2 x 8 ° - a3/16 X 3, 12 O.C. 2 + d_ za 8"x8x16"KO ° -- F71 a . Lu LINTEL BLOCK NOTE:TAPCONS TO BE 6"FROM ENDS ° . j a w FILL W/3000 P.S.I. FASTENING OF WINDOW TO BUCK RESPONSIBILITY m #3=2 Yz" ILO v g w O CONC.W/1 #5 DIA. OF WINDOW MANUFACTURER. 4 8, v #4=2 Y2" ! cn w REBAR ° ° #5=2Y2" NON-SHEARWALL SEGMENT j, #6=3" REBAR ON BOTH SIDES - ---- LINTEL BEAM: a a d a° a -3 2 d #7 10111111M III M III 10F OF OPENINGS U.N.O. STD.90 DEGREE 1 COURSE LINTEL ° 1 ° vc B ° ANGLE 3000 P.S.I. BLOCK W/1 #5 TYPICAL SHEAR WALL SEGMENT . . d Q 1/2"X 8"A.B.W/2" o ad CONC.W/1 #5 DIA. BAR&3000 PSI WASHERS SET IN ° ° REBAR GROUT,MIN.25" FILLED CELL W/#5 TYP.FILLED CELL PRECAST VERTICAL MIN.5 PER JAMB. o LAP SPLICE EMBEDDED STANDARD 900 HOOK STANDARD 1800 HOOK LAP(ACI 530) ALL SHEAR WALL SEGMENTS T CONSIST OF A FILLED LINTEL INDICATES FILLED CELL EACH END WITHOUT w 5 1/2"DIA.x 8" T SECTIONAL SHEET DATA: AN OPENING BETWEEN. ¢ (2)2XP.T. (J)BOLTS REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) CELL FROM FTG.TO > BUCKS W/ o OVERHEAD BEAM WITH 1 #5 FILLED CELL: 1/2"O.S.B. ALT AT WOOD JAMB: _ DOOR G RADE 40 G RADE 60 BAR s "DIA x 3� "LAG DESIGNED BY: JMB FILL UT CELLS WITH 3000 P.S.I. BETWEEN o /$ /z P.T.#2 T f' 0 GROUT ONE#5 @ LOCATIONS SCREWS AT 24"OC SYP2"x6° ° r BAR SIZE BEND O LENGTH LAP SPLICE BAR SIZE BEND O LENGTH LAP SPLICE 8"x 8"x 16° SHOWN ON THE FOUNDATION ° CONC.SLAB SEE PLAN AND FLOOR PLAN. A B C D A B C "D11DRAWN BY: JMB CONT.WOOD TRIM �- "All 111311 n �� n 1113111 n n �� n n n " . CMU U.N.O. FOUNDATION PLAN MIN. LAP 25"(ACI 530) OVERHEAD SECTIONAL - CHECKED BY: MJB FOR MORE INFO 2"x6"P.T.WOOD JAMB DOOR TRACK W/3/8"X 1 r #3 1 7/8 4 1/4 7 15 #3 21/4 41/4 9 1/4 18 TOP OF SLAB L L -I ETYP. DOWEL 25" 1/2"STEEL LAG BOLT W/ _ DOOR AND CONNECTION PER WASHER.MIN.6 PER #4 2 1/2 5 5/8 9 1/2 20 #4 3 5 5/8 12 1/2 24 MIN.LAP(ACI 530) 'III=III=III= •. � ' GARAGE DOOR MANUFACTURER TRACK TO JAMB. GARAGE SLAB III-111;III TYP.GARAGE DOOR r #5 31/8 7 113/4 25 #5 33/4 7 151/2 30 SHEET DESCRIP: I SEE FOUNDATION PLAN FASTEN PT 2X NAILER FOR STEM OR MONO TO MASONRY L__ 0 41/2 81/16 181/2 36 FOOTING B N B N ° #6 3 3/4 81/16 14 30 #6 OT G IF DOUBLE 2X NAILER IS USED, IF DOUBLE 2X NAILER IS USED, TRACK MOU NTI NG DETAI L r USE 1/4"x 41/2"TAPCONS.SEE USE 1/4"x 41/2"TAPCONS SEE STRUCTURAL SEE FOUNDATION PLAN SEE FOUNDATION PLAN I I #7 4 3/8 9 13/16 16 1/2 35 #7 51/4 9 13/16121 3/4 42 11 11 OTHER NOTE FOR SPACING OTHER NOTE FOR SPACING FOR LOCATIONS REQUI7msi NOTES MS01 BLOCK WALL/REINFORCEMENT MS02 TYP. SHEAR WALL 1 2X BUCK DETAIL (MS12 SECT. OVERHEAD GAR. DOOR INSTALL (MS05 REBAR SPLICE DETAIL SCALE: 1/2"= 1'-0" SECTION SCALE: 1/2"= 1'-0" SCALE: 1/2"= V-0" SCALE: N.T.S SCALE: NTS SHEET: DESIGNER: MAIN FLOOR WALL TYPE FLOOR FRAMING NOTES � o FLOOR SHEATHING SYMBOL TYPE Z co�' < < PLYWOOD FLOORING TO BE MIN. 3/4"T & G PLYWOOD GLUE & NAILED � co O WITH 10d NAILS AT 6"O.C.ALL EDGES & 12"O.C. INTERMEDIATE U.N.O. Z m MASONRY WALL, SEE PLAN FOR TOP OF (GENERAL FLOOR FINISHES ARE ACCEPTABLE IF LIGHTWEIGHT o ; m 2 zu WALL ELEVATION CONCRETE OR SELF LEVELING CONCRETE IS REQUIRED CONTACT E.O.R. - u Q c° ' �x ALONG WITH TRUSS COMPANY TO VERIFY FLOOR TRUSS DESIGN. w < 2 x INTERIOR BEARING WALL - Q z -2N Q 1 1 1 1 1 1 SEE BEARING WALL SCHEDULE FLOOR SYSTEM ```a M PRE-ENGINEERED WOOD FLOOR TRUSS/JOIST SHALL BE DESIGNED BY d N 9 C- 2 x INTERIOR BEARING SHEARWALL w 0 3 FL03 THE MANUFACTURER IN ACCORDANCE WITH SPECIFIED LOADS(SEE 3 S1.1 SEE BEARING WALL SCHEDULE FOR COVER SHEET)AND GOVERNING CODES. SUBMITTALS SHALL INCLUDE y 3 F- - - - - 7 - - - _ - - - - - F --L_ - - - - _� -� REQUIREMENTS. TRUSS FRAMING PLANS AND DETAILS SHOWING MEMBER SIZES, BRACING ANCHORAGE, CONNECTIONS,TRUSS LOCATIONS AND TEMPORARY AND x NON BEARING INTERIOR WALL, PERMANENT BRACING AND/OR BRIDGING AS REQUIRED FOR ERECTION COORDINATE WITH ARCHITECTURAL AND FOR PERMANENT STRUCTURE. EACH SUBMITTAL SHALL BE SIGNED FL03 I II II I AND SEALED BY A FLORIDA REGISTERED STRUCTURAL ENGINEER. FL03 S1.1 III III DRAWINGS FOR WALL LOCATIONS. ARCHITECT S1.1 FL02 51.1 ( II S11 I II IIII FL05 ROVIDE4"LEDGEFORFLOORTRUSS NOTES. OF RECORD. � S„ BEARING PER DETAIL FL01/S1.1 OR FLOOR PLAN NOTES FL03 SIMPSON HU410 W/(10)10d NAILSAND 5,.1 I II I I - - - - - - - - - - - - - (18)Y4x1%'TITENS.TYPICAL ATALL 1. FLOOR JOIST/TRUSS MANUFACTURER SHALL COORDINATE L _ I COLUMNS AT BASEMENT LEVEL LOCATIONS OF ALL MECHANICAL CHASES AND PLUMBING TO AVOID - - - - - - - II - - - - - - - - - - - - J - - - - - - - -- - - -- - - - - -1 CONFLICT. U II 3)1 1 - = - - - - = 1. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH OPENING LOCATIONS AND ADDITIONAL INFORMATION REQUIRED 2. ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE ra NILSI II II I FOR DOOR AND WINDOW INSTALLATION ALONG WITH SPECIFIED BY THE MANUFACTURER. I II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I DIMENSIONS NOT SHOWN HERE Y II I 3. SEE ROOF FRAMING NOTES FOR ADDITIONAL NOTES: `-" m r III II II II II II I II II II z O � III II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I III 4. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH o >- FLo2 I II I II I OPENING LOCATIONS AND ADDITIONAL INFORMATION REQUIRED w o S1'1 III 1 "D FL R us 16 C. II I FLo, FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSIONS z II S11 COLUMN LEGEND NOT SHOWN HERE o o co WF06 II II II II II II II II II II II II II 431 I II II II II II II II II II II II II II II II II II II II II II III < W III BEAM SCHEDULE III I I I I I I I I I I( I I I I I I I I I I I I I I I I I I I I I I I I I I I I I i I I I I I I I I I I I I I I I I i t I I I I I I I I I I I I I I I I I I I I I I I I I I I I III COLUMN SIZE �' III I F F F III (3)2X6 I I I II I MARK BEAM SIZE CONNECTIONS _ _ _ F' LI SPF A (2)-2 x 8#2 SYP W/7/16" CONNECTION: PROVIDE (2) I I I I I I I I I I I I I I I I I 2a°D P GIRD 1 7-I I Bo I_ I OSB FLITCH PLATE. NAIL SIMPSON LSTA18 OR (2) BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST 4.3 I CONNECTOR BM1 ENGINEER II I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I III COLUMN (2) ROWS OF 12d NAILS @ OR (2)SIMPSON HETA16 TO CMU II (3) dT NAI I I I I I I 241 DEEP flOORT4tSs@J-10'O.C.I I 11 I I I I I I I I I I II I LUMBER 12"O.C.TYP EACH SIDE COL. U.N.O.ON ROOF PLAN OF RECORD: II - G ' �� SPECIES (2) -2 x 10#2 SYP W/7/16" ( ) N CONNECTION: PROVIDE 2 FL05 I _ _ _ _ - _ _ _ _ _ _ j I JLLIL OSB FLITCH PLATE. NAIL SIMPSON LSTA24 OR (2) � - - - - J17 F F 5 -� -`- � � it 4L24- - DEEP GIRDER - = I COLUMN BASE CONNECTOR BM2 BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST � w _ _ (2) ROWS OF 12d NAILS @ OR (2) SIMPSON HETA16 TO CMU M S42 I I D12 SEEMDI2/S3.1FOR IOL. U.N.O. ON ROOF PLAN r - - I I (BASE) CONN. & FASTENER UPLIFT(Lb) o �- e1 1 S1.1 w Q STACKING COLUMN CONN. I O 3 i Py J r✓ F - - I ( I I I FL03 FL03 FL03 S3.1 ¢ - tJ - 12"OO.C. TYP EA H ID II-1 S1.1 S1.1 S1.1 II c3>, TOEN s I I _ = I I I N I CONNECTION: PROVIDE 2 -� - (2) -2 x 12#2 SYP W/7/16" O = = a 1 a = I 1 A (4) 16d TOENAILS OR SIMPSON SP4/6/8 NO UPLIFT OSB FLITCH PLATE. NAIL SIMPSON LSTA24 OR 2 FLo, - BM3 SIMPSON HTS20 TO WOOD POST BEAM TOGETHER USING �,. II I( I( Im� o I I I S1os - N F - ( 111 1 1 OR 2 SIMPSON HETA16 TO CMU c►a 3`'"*fw° 1" DTT2Z W/2 ATR & (8)1"X 1 2" (2) ROWS OF 12d NAILS @ ( ) FL03 - - - - - S1.1 B SDS SCREWS 2145 12"O.C.TYP EACH SIDE COL. U.N.O. ROOF PLAN �`a ®i'e �c Lu I - - - - FL04 o DEE Loon uss J'-O" @ s, ' ( I I �_ _ I I G=6665 �6 C'd'r" � II I�I _ I I i I I I I C ABU44 W/5/8"ATR & (12) 16d NAILS 3 11 (S�, M Z I U =2200 (2)- 1 a x 11 4 LVL 2.0E CONNECTION: PROVIDE (2) N I I I I I I I I I I I I I I I I INS N �I`° I I I I I G - 12000 Fb=2950. CONNECT PLYS SIMPSON LSTA24 OR (2) o ��CEN$ Z o I I I I I I = D ABU66 W/5/8"ATR & (12) 16d NAILS BM4 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST v o S4.3 I a I I I I I 1 1 v " I' G=2430 5 ROWS)4"x 312"SDS OR (2)SIMPSON HETA16 TO CMU o CU E ABU88 W/(2)-5/8 ATR & (18)- 16d NAILS U =2320 WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN o LLL �I O.0 TYP. EA. SIDE N - - - TR /4X21/2 = 50. 0 YS CONNESIMPSOCTION: LSTA24 OR ( ) ) w21x56 srEELBEAM HDU5 SDS2 5 W/5/8"A & (14) 1 " 3,11 11 x.11 LVL FLos I I I m i F 5645 Fb) 29 4 x CONNECT PLYS CONNECTION PROVIDE (2 SDS WOOD SCREWS I I I I I _ - - HDU8-SDS2.5 W/7/8"ATR & (20) 1/4"X2 1/2" BM5 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST MD09 eS403 I I I FLoa G SDS WOOD SCREWS 7870 ROWS�4"x 3�2"SDS WOOD OR (2) SIMPSON HETA16 TO CMU II sa.z i1a _ - W 1I s,., SEE DETAILS WF06 AND WF07 FORVARIESSCREWS @ 16"O.0 TYP. COL. U.N.O. ON ROOF PLAN FLO, - - -� COLUMN AT SECOND FLOOR. EA. SIDE DEP OOR SS@ "OC - N �- - - - - - - - L - - - - - -J I I I I - I I J - - Fb - 1 34"x 16"0. ON LVL 2.0E CONNECTION: PROVIDE (2) I I I J BM6 N. PLYS SIMPSON LSTA24 OR (2) TOGETHER OUSING(2) SIMPSON HTS20 TO WOOD POST ROWS'4"x 3?2"SDS OR (2) SIMPSON HETA16 TO CMU FLo3 FL01 1 II III GENERAL COLUMN NOTES WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN 1. ALL STRUCTURAL LUMBER TO BE SPF 42, HF#2, SYP#1, DF O.0 TYP. EA. SIDE #2, OR PL UNLESS NOTED OTHERWISE ON PLANS. (2)- 1 34"x 18"LVL 2.0E CONNECTION: PROVIDE (2) Fb=2950. CONN. PLYS SIMPSON LSTA24 OR 2 SYP = SOUTHERN YELLOW PINE ( ) FL03 BM7 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST DF = DOUGLAS FUR 1,11 1,11 SPF = SPRUCE-PINE FUR ROWS ra x 3 i2 SDS OR (2)SIMPSON HETA16 TO CMU HF HEM FUR WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN PL = PARALLAM (Fb=2950 2.0e) O.0 TYP. EA. SIDE 2. NAIL BUILT UP STUDS PER DETAIL WF11. (2)- 1 34"x 24"LVL 2.0E CONNECTION: PROVIDE (2) II 1 3. MINIMUM BOLT EMBEDMENT: Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) 5" EMBEDMENT FOR 1/2"ATR BM8 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST 1. BEARING WALL LEGEND,CONNECTOR SCHEDULE,AND NOTES: I �____-______ -_-__�I 6" EMBEDMENT FOR 5/8"ATR ROWS 14"x 3 l,'2"SDS OR (2)SIMPSON HETA16 TO CMU REFERENCE END, BASEMENT FLOOR F RAM I N G P LAN I- - - -- - - - - - - - - - - - - - � 8" EMBEDMENT FOR 7/8"ATR WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN 2. HEADER LEGEND,SCHEDULE,AND NOTES:REFERENCE S2.0. 3. CONNECTOR SCHEDULE AND GENERAL CONNECTOR NOTES: REFERENCE S3.0. SCALE:3/16"= 1'-0" 10"EMBEDMENT FOR "ATR TYP. EA. ID FL01 S1.1 GENERAL BE NOTES • T 1. VERIFY WITH PLAN CORRECT LENGTH OF BEAMS REQUIRED (MIN 4"BEARING EACH END) 2. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS 3. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY T WITHOUT WRITTEN APPROVAL FROM THE E.O.R. Z � • cr � � z Q cz -0 FOUNDATION SCHEDULE GENERAL FOUNDATION NOTES: U cz O � o- MARK SIZE DEPTH REINFORCING GRAVITY 1 PROVIDE MIN.6 MIL.APPROVED VAPOR BARRIER.ALL JOINTS TO O ......... �^ CAP. [Ibs] BE LAPPED MIN. 6"AND SEALED. O 0 115'-10-41" 2 6"2500 PSI CONC. SLAB W/6X6 10/10 W W M OVER 6 MIL VISQUEEN r vJ 1., 31. 1„ 24_g " 13.31" 2'-0" 35'_11$' 1 -0 x CONT. 11-01, 2#5 E.W. BOT. 300 VAPOR BARRIER & TREATED FOR TERMITES. (� F 1 0 11 1 11 0 3 G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH 1-104 6-14 1 10- 4 8 2'-0" 6'-0" 2'-0" 12'-0" 2'-0" 6'-0" W02 TYP S1.1 uNo F2.0 2'-0"x 2'-0" 1'-0" 3#5 E.W. BOT. 7200 OPENING LOCATIONS AND ADDITIONAL INFORMATION REQUIRED FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSIONS - - � - - - - - - - - - Z NOT SHOWN HERE - ..... - ......... �* I ] N F2•5 2'-6"x 2'-6" 1'-0" 3 45 E.W. BOT. 11000 4 ® INDICATES FILLED CELL W/3000 PSI CONC. FROM FOUNDATION. N I ccl TO BEAM W/(1)#5 REBAR TYPICAL ABOVE SLAB. HOOKED FTG. cc5 DOWELS 5"EMBEDMENT W/25" EXTENSION ABOVE SLAB. FILLED "' woz TMP - cc5 �� 3-0 x 3-0 1 -0 4#5 E.W. BOT. 15600 S1.1 UNO CS CC5 . F3.0 ' - - - - - - - - - - �,; - - - woz TYP °° WALLS, EACH SIDE OFF ALL COPENINGS,�UNDER GIRDER TRUSSES C - - - - - - - - - - - - - - - - - - - - - = o - - - TVP woe r�bm o ;�' LINO s1.1 13.X1.1 I wFas TT 1 CO 3-6 x 3-6 1 -0 4#5 E.W. BOT. 21500 (FLOOR AND ROOF)AND 8 0' 28'8" p 36'38' 51.1 uNo T 6' 8"O C MAX UP TO 11'-4"WA rh I � T - F3 5 " T - - _ �� L:- - - - - - - - - - J L- - - - - - - - - - - 4'-0"O.C. MAX. BETWEEN II'-8"&L15'-411 - I - - - - - - - - - - - - - '-o' ��,. C6 I I I 1111 111111111 I IIIA 1 CV O - X - - 5#5 E.W. BOT. 28000 POURING s s I b`� F4 0 41 01, 4, 011 11011 F - - - - - - - - - - - - - - - �h T I OR RECESSING DOORS RSLI - f 5 CONSULT W/MANUFACTURER SPECIFICATIONS PRIOR TO PO I 12 2x6 Fos WF4.8 = LLS O DING GLASS DOOR SILLS. A SP S4.2 I CC4 CC4 CC4 12'-31" CC6 1'67 cc, r-s" 12'-2" r-8' 6-4" 1'-s" s s F4 5 4'-6"x 4'-6" 1'-4" 5#5 E.W. BOT. 34500 6 EXTERIOR SLABS SHALL SLOPE MIN. 1/12"PER FOOT AWAY FROM - - - - - = - - = - - 120" L - - - - - - - - - - - - T T- - - - - - - - - - - - - - � I HOUSE U.N.O. ON PLAN. =T WF4.8 WF4.8 I I 12�" I I I sw,a 7 CONTROL JOINTS IF SHOWN ARE NOT REQUIRED BY CODE BUT 1 z zx o5 I -i 1 _. ... -- ------------ - - -- -------- - -- ---- - --- ---- --------- ----- --- F5.0 5'-0"x 5'-0" 1'-4" 6#5 E.W. BOT. 42500 ( ) "fes I 1 B sP sa.z = I sw,a I I I sa.o ARE SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. I S4.0 CONCRETE OR IN EXTERIOR CONDITIONS). CONTROL JOINTS TO 1 = 1 I I MF,2 i r N 1 1 11 BE 1/8"SAW CUT A DEPTH OF 1/4 OF THE THICKNESS OF THE I N I F6.0 6'-0"x 6-0" 1 -4 7#5 E.W. BOT. 61500 TYP W02 I I'., uNo si.1 I I sa.o Bwoz TVP SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR USE ��i EF 12� I I I I s1., UNO ALTERNATE APPROVED METHOD. PLAN HISTORY - I I I 3yx, X, WF2.0 2'-0"x CONT. 1'-0" 3#5 CONT. NO WOOD STAKES PERMITTED IN FOUNDATION. 3 1 7.. I 1 - I- - - �.�13., 81� .. 13'43.. F PL I 8'o-' PL F 13'3 1" 1.� 1, 8 6'14' 14" ._0. $ 24'-10-4" I _ - 15'4 16 - - 14'-0" _ _ s I', I s.--- I a 1s I �s #5 AT 8"OC E.W. BOT. 9 PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED DATE DESCRIP: 5 ax5 4 5 ax5 a 4x a ax5 4 _ _ _ -_ PL F I -- _ PL F I -. I PL F _ 4-10 x CON 1 -4 2 FORMATION. G.C.TO - - . 1 L F ', -' I t3)zxs I _ _ - I F3.0 I WF4.8 FOR ADDLIINFO 0 DETERMINE LOCATIONS IIFDREQU'I EDN 00% EN 1 11 r I P hJ, :/ 04 1 1 T. �._ IBJ =� - -J 0 1 T I 10 SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS rile L -I - - - . CC3 SB02 r�lc F3.0 fly F3.5 WF4.8 F3.5 _ - - AND LAP SPLICE - FOUNDATION LEGEND _ I - ^ �� L_ sw,a J � M�� cca � - - _ _ 11 ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE y - - - -=- - ��� LO �, - - - - - - - - - - - - - - - - - - - INDICATESSINGLESTORYWALLFOUNDATION q `�� 3 c s ccs ccs 8 SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH co wFoS I cca I sa.o Fa.o - s I - - PLATFORM /EITHER MASONRY OR WOOD CONSTRUCTION I - - -� PL G �1I/�i 0 W s 00 7x7 �, I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 LIZ 00 h -- i 111111111 111111111111111 11111111 I I I I I i l l l l l l l l l l l l l l l l 1 1 1 1 1 1 1 i l l l i l I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 I I I I I 1 _ - - _ 1 ' E P D F NDATION IL BEARING PRESSURE AFTER _ - . S b .... = I COMPOACTION REQUIREMENOTS).RF REPORT CONDIT SPECIFICATIONS ON b� I MI - 5405 PFA 54.0 L _ CONCRETE COLUMN SCHEDULE _ I MFo5 _ L - - _J I o PROJECT DO NOT MEET OR EXCEED THE CAPACITY,THE GENERAL 2 STORY - - = F05 x8 12 :� ( F6.o I s4.o Fa.S I CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO `O ccs c3 I I I I = O 5 VERT. B ( 5 VERT. # TIES ( ) 5 VERT. BARS OIL cq sa.z PF c FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. woz UN #3 TIES S1.1 UNO I I e0 I 4 # ARS 6)# BARS 10 # (2)Sr Ps I I woz Tv 3 SOIL TO BE FREE OF ORGANIC MATERIAL D COHESIVE SOILS, 1 - DENSITY �,� I I FOUNDATION FOR PRE-FAB I _- (3>zx s1.1 UN @ 8"O.C. COMPACTED IN 12 LIFTS TO AT LEAST 95/o OF MAX DRY 1 wFa.a 'ITSTAIRS TO BE COORDINATED _= P F z '° °° @ 8"O.C. _ AS DETERMINED BY ASTM- 1557 MODIFIED PROCTOR ). Iao r I 1 WITH STAIR MANUFACTURER I - 1 I I R R ( ) TYP 1'CL 1'CL I a I Woe TYP L - wro5 I I 11 - 2 2 THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS LINO I I J I S1.1 UNo 1 I I 2 CLR r BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 Mlv W02IB -, BW021r r S1.1v � I S1.1 I WF4.8- - - L 1. S4A 11. CN w L _ _ I I PSF I ILL N x I I ,�� TYP - 15._4- - 4'1 = 13'-54" I o' �s 13 PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C.TO I - - N I b UN0 _ I = F05 x8,s I 8" 8�� #3 TIESAV 1'-4�� DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. N ccs cca ' sa.z PF A I 1 SEE STEMWALL CHART ON S4.0 FOR REQUIRED ...... _ `-- - ....... - 1 2-81 I I I \� I �1^ s'-1 "S4.3 2'a1" r� I L CC1 CC2 @ 8"O.C. CC3 REINFORCEMENT AND FOOTING SIZES PENDING DEPTH OF .pT�p1 '-0' 4 8 36'-0" -o' I O� CC6 w2,x55 STEEL BEAM T I STEMWALL. - - I I �- - - -� - - - 13Yx5y I 38 I ( ) T I I 12 #6 VERT. BARS #3 TIES (12)#7 VERT. BARS #3 TIES T _ _ _ _Ic 1 WFa.8 I BW02 TYP I 0 8 16 F3.5 PL F I I ^ @ 8"O.C. @ 8"O.C. L - - - - - - - - - - - - � I I e o CC4 I - - - X03 I S1.1 UNO i S4.2 IFA In CC7 i � ' _ I 1 1 SHEET DATA: F __Ln-- - - - - - t I o o I I o0 2 CLR 2 SLR 1 I DESIGNED BY: JMB L - - - 1 2'-10" - - - - - - - -- - - - - - - - - 35._2.1- - - - - - - - - - - - I I a mi D2 W02 TYP I I ( I DRAWN BY: JMB 1 S3.0 1 S1.1 LINO TYP BWO o UNO S1.1 o0 0o CHECKED BY: MJB 1 o I I I I CC4 ^1 L - - - - - - - - - - - - - - - - - - - - J I I woz CC5 MD24 I I TYP Sa.o SHEET DESCRIP: I ( UNO L - - _wFa.s - - - - - - - I (12)#6 VERT. BARS (12)#7 VERT. BARS #3 TIES #3 TIES BASEMENT @ 811 O.C. @ 811 O.C. FOUNDATION/ �'CLR 1'CLR FLOOR AN D I o 2 0 2 1 .. I FRAMING PLANS - - - - - - - - - - - - - - - r CV 1 7 1_11111 6'1 1-101' 12.1311 1'-101 6'-1-" 1'-101" 12'-13" 1'-111.1 W02 TYP 4 4 4 1 4 4 4 4 8 51.1 TN0 Ll I 9'11 g 38'o" 30'-08., 15'-111" 20'8" 38 SHEET: � 1'-10" 115'-104" 'F CC6 2'-0" CC7 BASEMENT FOUNDATION/FLOOR PLAN SCALE: 3/16"= 1'-0" ------------- DESIGNER: EXTERIOR FRAME WALL. EXTERIOR FRAME WALL. FOUNDATION SCHEDULE GENERAL FOUNDATION NOTES: SEE PLAN SEE PLAN 0 0 MARK SIZE DEPTH REINFORCING GRAVITY 1 PROVIDE MIN. 6 MIL.APPROVED VAPOR BARRIER.ALL JOINTS TOco z CAP. [lbs] BE LAPPED MIN. 6"AND SEALED. N F1.0 2 4"2500 PSI CONC. SLAB W/6X6 10/10 WW M OR FIBERMESH Z o �' z 1'-0"x CONT. 1'-0" 2#5 E.W. BOT. 3000 /FIBERMIX ADDED TO THE CONCRETE. IN ACCORDANCE W/ MANUF'S �_ Q 3/4"FLOOR DECKING #5 CONT.BAR 3/4"PLYWOOD DECKING INSTRUCTIONS AND NER-284 FOR FIBERMESH OR NER-414 FOR cn Y °x w (SEE PLAN) GRADEFIBERMIX OVER 6 MIL VISQUEEN VAPOR BARRIER & TREATED FOR w � "" z F2.0 ci 2'-0"x 2'-0" 1'-0" 3#5 E.W. BOT. 7200 TERMITES. Q p *rt a m GRADE 3/4"FLOOR DECKING 3 G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH Z m 2x4 BLOCKING @ 24"O.C. (SEE PLAN) z W/(2) 12d TOE NAILED @ F2.5 2'-6"x 2'-6" 1'-0" 3#5 E.W. BOT. 11000 OPENING LOCATIONS AND ADDITIONAL INFORMATION REQUIRED w = 3 3 EACH END #4 TURN BAR EXTENDED FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSIONS ?: INTO CONCRETE SLABNOT SHOWN HERE a 25" MIN. 2x4 BLOCKING @ 24"O.C. PRE-ENG. � W/(2) 12d TOE NAILED @ _ =I I=I I TRUSS SYS. F3.0 3'-0"x 3'-0" 1'-0" 4#5 E.W. BOT. 15600 4 M INDICATES FILLED CELL W/3000 PSI CONC. FROM FOUNDATION. PRE ENG. EACH END III=1I I=I I I=I I I-I I I I I=I B. HOOKED FTG. FLOOR SYSTEM =I I I=I I I=1I I =III=III=III=I I <. > F3.5 3'-6"x 3'-6" 1'-0" 4#5 E.W. BOT. 21500 SLAB. SLAB. FILLED W/ #5 REBAR TYPICAL ABOVE DOWELS 5"EMBEDMENT W/25"EXTENSION III-III=III-III-I I II I-II M I -I I I CELLS TO BE PLACE @ EACH CORNER, END OF INDICATED BRIG. ARCHITECT -I I I-I I I=I I I=I I E III=I I I=III=I I PRE ENG. I I I-I I I=I I I=I I WALLS, EACH SIDE OF ALL OPENINGS, UNDER GIRDER TRUSSES I=I I I-III-I I I=I I I-III-III-III=I FLOOR SYSTEM =I II=I I I=I I I FLOOR AND ROOF AND I I I=I I I-III=1 I I I I I-III-III-I I I I=I I I=1 I I=I I F4.o 4'-0"x 4'-0" 1'-0" 5#5 E.W. BOT. ( ) OF RECORD: _ _ _ 28000 III=1I I-III=1 I III-III=III=III I I-III=III 6'-8"O.C. MAX. UP TO 11'-4"WALL HGT. =III=III=III 2x6 PT LEDGER w/(2) 1/4" -I I I-III=III 1IIM I I=I I PROVIDE (3) 16d TOENAILS 4'-0"O.C. MAX. BETWEEN 11'-8"& 15'-4" M I Ed I I=1 I I I-111=I I I=III III=III SI 1=III-III x 31/2"TITEN OR (1) 1/2"x III-III-III I-III=I I AND MPSON A34 W O F4.5 4'-6"x 4'-6" 1'-4" 5#5 E.W. BOT. 34500 3'-4"O.C. MAX. BETWEEN 15'-8'& 19'-4' / 8 III=III=I I . 3 1/2"TITEN HD @ 24" I(I-I I I=III �, 2x6 PT LEDGER w/(2) 1/4" I I-I I I 8dx112"NAILS EVERY 5 CONSULT W/MANUFACTURER SPECIFICATIONS PRIOR TO POURING U I I=III I-III=1I I 111=11 OTHER TRUSS Z O.C. - - x 31/2"TITEN OR (1) 1/2' x III OR RECESSING DOOR SILLS OR SLIDING GLASS DOOR SILLS. I=i I I=I I I I=III=1 I I I - 5 „ Q I-III III=III 3 1/2"TITEN HD @ 24" =I 2x4 PT CONT. W/ ;$ DIA F5.0 5'-0"x 5'-0" 1'-4" 6#5 E.W. BOT. 42500 6 EXTERIOR SLABS SHALL SLOPE MIN. 1/12"PER FOOT AWAY FROM III-)I -III-III O.C. I ANCHOR BOLT AT 24"OC Y III I=-III I HOUSE U.N.O. ON PLAN. w r -I I 2x6 PT CONT. W/58"DIA III-III 2x6 PT CONT.W/58'DIA 0 O I ANCHOR BOLT AT 24"OC III ANCHOR BOLT AT 24"OC SEE BW02 FOR POURED F6.0 6'-0"x 6'-0" 1'-4" 7#5 E.W. BOT. 61500 7 CONTROL JOINTS (IF SHOWN)ARE NOT REQUIRED BY CODE BUT �- } WALL REQUIREMENTS ARE SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. cG w o CONCRETE OR IN EXTERIOR CONDITIONS). CONTROL JOINTS TO = Z *� WF2.0 2'-0"x CONT. 1'-0" 3#5 CONT. BE 1/8"SAW CUT A DEPTH OF 1/4 OF THE THICKNESS OF THE 0 0 U) SEE PLANS FOR rFLOl� FLOOR WALL CONNECTION FL02 FLOOR WALL CONNECTION (FL�O3LEDGER @ BASEMENT WALL SLAB. FILL CUT W/APPROVED JOINT MATERIAL OR USE � w CONTINUATION OF • • ALTERNATE APPROVED METHOD. - Q U I I #5 AT 8' OC E.W. BOT. � BASEMENT WALL SCALE:3/4"=1'-0" SCALE:3/4"=,'-o" SCALE:3/4"=1'-0" WF4.8 4'-10"x CONT. 1'-4" SEE DETAIL BW02 V W J I . I 8 NO WOOD STAKES PERMITTED IN FOUNDATION. FOR ADDL INFO Ca I I, #5 (GR60) HORIZONTAL 9 PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED I BARS AT 12"O.C. FOUNDATION LEGEND DOWN. SEE DETAIL MF08 FOR ADDITIONAL INFORMATION. G.C.TO PROVIDE 112'CLEAR #5 CONT.BAR -INDICATES SINGLE-STORY WALL FOUNDATION DETERMINE STEP LOCATIONS IF REQUIRED. I FROM FACE OF WALL EXTERIOR FRAME WALL. C- - 10 SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS - -' SEE PLAN ��� - INDICATES TWO-STORY WALL FOUNDATION AND LAP SPLICE. ENGINEER • -INDICATES CONCRETE PAD FOUNDATION 11 ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE OF RECORD. SHALL BE ELEVATED A MIN OF 18'. CONTRACTOR TO PROVIDE SUCH BASEMENT I #4 TURN BAR EXTENDED 3/4"PLYWOOD DECKING -DENOTES RECESS DOOR. REFERENCE DOOR PLATFORM w/EITHER MASONRY OR WOOD CONSTRUCTION I I INTO CONCRETE SLAB FRAME WALL ABOVE. ® MANUFACTURER SPECIFICATIONS FOR ADDITIONAL 12 ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER M I #5 GR60 VERTICAL 25"MIN. SEE PLAN INFORMATION 00 W GRADE COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS N • ,1'-0 ' BARS AT 12"O.C. FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE W _ 1 PROVIDE 1i2"CLEAR PROJECT DO NOT MEET OR EXCEED THE CAPACITY,THE GENERAL p 3'-2" II FROM FACE OF WALL - - - - CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO III=III=I I I=I I • FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. BASEMENT SLAB CAN BE I� I-III=IIF=l I I=i PRE-ENG. #5 GR60 BARS AT _ SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS POURED W/FOOTING ( ) �1 „I� I I I-I II-I I =I II TRUSS SYS BEAM OR FLOOR TRUSS "�'. v`* 12"O.C. GENERAL CONTRACTOR TO III=III=III=1 I I COMPACTED IN 12"LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY -w II ' II PROVIDE WATERPROOFING =IIFEIII=III GIRDER (SEE PLAN) SEE DETAIL BW02 FOR _ *N ca 24 1'-0" I I I I=III-III=III '' � WALL REQUIREMENTS _- -II=III=III AS DETERMINED BY ASTM- 1557(MODIFIED PROCTOR ). I I AND DRAINAGE ADJACENT III=III-I I I-I I I-I I THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS 12" I III=III=III I _ TO WALL III=III=I I -III-III-III=III • BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 1 r 8" _ IIIIIIIIIIII1=1I1=1 yy N IIIIIIIIIIIIIII a PSF. 6^J M III-III=1I I-I I a ( I II-I I I 13 PENDING SITE CONDITIONS IF STEMWALL IS REQUIRED G.C.TO o L1 CENS v =III=1I I PROVIDE (3) 16d TOENAILS <. -III-III=III Cr _ SIMPSON HGUM w/(8) 5/8" I-I I I=I I I=I I DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. v Z o -III AND SIMPSON A34 W/(8) TITEN HD & 24 1/4"x 2 a I I=III=III • SEE STEMWALL CHART ON S4.0 FOR REQUIRED _ Mi'll, 8dx1'2'NAILS EVERY ( ) CD OTHER TRUSS 1/2"SDS III=III (3)#5 (GR60)ADDITIONAL REINFORCEMENT AND FOOTING SIZES PENDING DEPTH OF o =III=I I HORIZ REBARS SPACED STEMWALL. II I I „ 2x4 PT CONT.W/58' DIA I II I II I II AT 12"OC MAX, EA FACE. IIIII PROVIDE 1 .2 CLEAR. SEE ANCHOR BOLT AT 24"OC BW02 FOR ADDITIONAL #5 (GR60) BARS #5(GR60) BARS AT SEE BW02 FOR POURED I WALL INFO PROVIDE 2x8 CONT. WALL REQUIREMENTS I I AT 8"O.C. E.W. 8"O.C. E.W. KEYWAY AT WALL TO FOOTING INTERSECTION. W02 BASEMENT WALL SECTION rFLO4� LEDGER TO BASEMENT WALL w/ FINISH FL. rGR02 GIRDER TO CONCRETE WALL CONNECTION (FL�O6SECTION AT STAIR SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" SCALE:3/4"=,'-o" SCALE:3/4"= 1'-0" 194'-5$' 13'-111" 14-11" 41-93" 1 7 26'-0" 8 8'-2" 14'-0" 8'-2" 13'-10" 8'-0" 8 4 14'-0" 14'-24" 10'-2$' LL Z LL Z LL Z LL Z LL Z LL Z LL Z LL Z LL Z LL Z U O U O O O U O PLANTER WALL.SEE Lu Lu 7) W W I) W W W W Lu W DETAIL MD25/S4.0 AND Z J Z J Z J Z J Z J Z J Z_ J Z J Z J Z J JO � O JO � O 7i � 0 JO .JO JO � O H DWGS,TYP o'_ C) MU 0Z0 � U � U o CL) � U m U � 0 � U WU � U WU � U � U � U � () wU LU (j W Z Z Z z z Z Z Z Z Z Z Z Z Z Z Z Z Z z Z T Lu O Lu O w O w O Lu O w O w O w O Lu O Lu O U U U U U U U U U U U U U U U U U U U U T f-+ V FL03 O O T - - - - - - - - - - - - - - - - - - - - - - -F_ - - - - - - 7�- - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - -- - - - - - - - - - - S1.1 swoa L.L ^\ - - - - - SW04 I 1 ' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �� - - - - - - W04 - - - SW04 WF2.0 i / - _0 - � - - - - - - - - - � W i WF2.0 54.0 S4.0 L'- J L '�i_ J I S4.0 WF20 I • .. SW04 w � w � w � S1.1 3: 1 /' / / F3.0 F3.0 L` - _J S4.0 Z_ J Z J Z J _ I N FL02 % F4.0 J O J O O CENTERLINEF - - - - / U U ,'\ S1.1 FL02 /� CONC. COLUMN I ^ FL03 / 51.1 fTw ~ U ~ U ~ U I < c V z zz S1.1 wo w0 w0 I U WF2.0 ' I ' FLOS U U F3. F3.0 SW04 7'-0" i / WF2.0 0 � O / I O w1 L � I i S 0 r CV I / sWoa U- I sa.o rbc I swol I I I I iso /' . / i / / , / i / FL01 S4.0 0o I cn sw,0 I I , 13'-4" 14'-0„ 13'-108" 13'-1$' _ - lh-1 13'-4" I /' LL z LL Z F4.0 CENTERLINEF / / / 0 � 0 F3.0 WF2.0 I I J CONC. COL M I I / / z z r, - - 7- - - - - - - I I s 09 r J O J O I L 4.0 WF2.0 io U I - - / - / zz LLI LU ~ z ' ;� sw,o w 0 w O o r 1 sa.o I UU UU T�� o - - - I - - - � N 100 L0 ( I 05 - CENTERLIN F I / ,- - - - - - - - - - - - - - - - - - - - - - - - - � I MF12 C NC. COLUMN FLO 42'-8" - _ L 38'-0° S11 sw01 , // , F4.5 F3.5 S4.0 I o o PLAN HISTORY o o / FL04 r� � 5,., s,� /. - - - - - - - - T- _ F3.0 I I DATE DESCRIP: N / / s,0 0 04-17-15 100% ENG /. N I - I o 0 / I N CE T RUNE OF o � N C N COLUMN / / / / /' En % - - ' ' FL06 Lr� / / S1.1 ' / /' - - F4.5 - J _2�^ D13 I 'T FL04 /.',/,,/ F4.5-11 SWOt F3.0 I S3.0 lir 5101 FL01 i S4.0 i � t S4.0 r -.1 51.1 / / _ oo - - - - - - / . ,I I \ L - - - - - WF2.0 SW01 wF2.0 SWO I I FL03 FL01 , I L - - - - - J S1.1 51.1 FL03 F5.0 0o C9 S1.1 I I I N I _ _ w , / L - - - - - - -WF20 - - - - J co f. I I I I o SW14 N S4.0 I- / FL03 I I / 5,., I - F 5 T r � til - T 0 0 v I S4.0 s4o I 30 I I L J swo I SHEET DATA: PLANTER WALL.SEE p o SW02 S4.0 ARCH DDETAIL MD2/TYP AND 6101 L - - - - - - - - - _ - - - - - - - o � S4.0 - - - - - - - - - J DESIGNED BY: JMB IN - - - - - - - - - - - - - - - - - --- - - - - - - - - WF2 o DRAWN BY: JMB LL Z z U- Z u_ Z LL Z W Z u z LL z LL Z CHECKED BY: MJB 0j LU O ? o ? O � LU o ? WZ) Lug w � w � Z J Z J Z J Z J Z J Z J Z J _ � 0 � O � 0 � O � 0 JO J0 ZJ Z J JO Jp U LU U LLI U U Fw U F_ U LU () w cj w0 w0 w0 w0 w0 w0 w0 w0 w Z z z z PLANTER WALL.SEE SHEET DESCRIP: U U U U U U U U U U U U U U U U W O DETAIL MD25lS4.0 AND 00 ARCH DWGS,TYP FOUNDATION PLAN �-o-81 7'-107" 14'-11„ 1, 12.111., 12,-111„ 1, 22'-0" 6'-0" 6'-0" 4'-0" 0' 8'-0" 14'-0" 8 8 0' 4'-4" 6'-0" 6'-0" 4'-4" 2 2 15'-8" 2 4'-0" 6'-0" 6'-0" 22'-0" 46'-0" 20'-8" 42'-8" 38'-0" 194'-5$' SHEET: FOUNDATION PLAN SCALE:3/16"= 1'-0" (4)#5 VERT. BARS (4)#5 VERT. BARS (8)#5 VERT. BARS MAIN FLOOR WALL TYPE1: COLUMN LEGEND BEARING WALL LEGEND DESIGNER: (4)#5 VERT. BARS MARK BEAM SIZE CONNECTIONS � � HEADER SIZE & GRADE HEADER PLYS COLUMN SIZE STUD SIZE SYMBOL TYPE (SEE CHART BELOW). Q o 2 2 x 8#2 SYP W/7/16' CONNECTION: PROVIDE 2 3 2X6 O- O BEARING STUD SPACING I�- 3 1/2" 3 1/2" 3 1/2" BM1 OSB FLITCH PLATE. NAIL SIMPSON LSTA18 OR (2) A 2 WALL DETAIL z m BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST MASONRY COLUMN, SEE PLAN FOR TOP WFO6 SPF A z _ o q1t El I31/2" 00 - CLR - CLR ao CLR (2) ROWS OF 12d NAILS @ OR (2) SIMPSON HETA16 TO CMU OF COLUMN 2 REFERENCE WF07 2X4 16 Z o �' TYP NUMBER OF STRAPS N z - CLR T TYP _ TYP 12"O.C.TYP EACH SIDE COL. U.N.O. ON ROOF PLAN DETAILS BASE U7 - Q ., I N @ ENDS OF HEADERS S5.3 SYP A = �, -� w TYP CONNECTOR - WOOD-FRAMED WALL @ 10'-0" ABOVE (2) -2 x 10#2 SYP W/7/16" CONNECTION: PROVIDE (2) FINISH FLOOR COLUMN `� -Y `x moa z : : i ' .NJ Jil : � : : � i i V � iii � i � � : : : � : 1'-411 . 1. g. LUMBER CONNECTORS Q z .,, �_ � � � 2'-�„ �, � 2'11 11 fl -4" OSB FLITCH PLATE. NAIL SIMPSON LSTA24 0R (2) SPECIES o � � m � BM2 BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST HEADER SCHEDULE STUD SPECIES Z U �a5 m 2 ROWS OF 12d NAILS OR (2) SIMPSON HETA16 TO CMU WOOD-FRAMED WALL @ 14-0 ABOVE cli -it 12"O.C.TYP EACH SIDE COL. U.N.O. ON ROOF PLAN FINISH FLOOR HEADER SIZE & HEADER SIZE & COLUMN BASE CONNECTOR � 0 � MARK MARK BEARING CONNECTOR SCHEDULE a MC1 MC2 MC3 MC4 WOOD-FRAMED WALL @ 16'-0" ABOVE GRADE GRADE ,_4 � 0- 3 (2)-2 x 12112 SYP W/7/16" CONNECTION: PROVIDE (2) � z OSB FLITCH PLATE. NAIL SIMPSON LSTA24 OR (2) FINISH FLOOR A 2x6#2 SPF/HF E 13/4 x 11% LVL (BASE) CONN. & FASTENER UPLIFT(Lb) MARK CONNECTION & FASTENERS STUD LUMBER UPLIFT x � SPACING SPECIES CAP. [Plfl BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST 2 x INTERIOR BEARING WALL- 13/x 11% LVL NOTES: BM3 E Fb=2950 TOP BOTTOM Q I I 1 2 ROWS OF 12d NAILS OR (2) SIMPSON HETA16 TO CMU 1. PROVIDE MINIMUM LAP SLICE LISTED BELOW. -I- - -1- - -I ( �� @ COL. U.N.O. ON ROOF PLAN I I I i I I SEE BEARING WALL SCHEDULE B 2x8#2 SPF/HF F 2.0E Fb-2950 A (4) 16d TOENAILS OR SIMPSON SP4/6/8 NO UPLIFT SPF/HF NO UPLIFT 1.1. #5: 50"LAP LENGTH 12 O.C.TYP EACH SIDE - 12" ARCHITECT I I I 1 1" 1" 1.. 2 16d SYP/DF NO UPLIFT 1.2. #6: 60"LAP LENGTH (3 CMU PILASTER G CMU PILASTER 13/x 16 LVL DTT2Z W/2 ATR & (8)4 X 1 2 ( ) (2) 16d z 1I 1 z 1I I (2) - 1 34"x 11 14"LVL 2.0E CONNECTION: PROVIDE (2) 2 x INTERIOR BEARING SHEARWALL C 2x10#2 SPF/HF G B SDS SCREWS 2145 A TOENAILS TOENAILS OF RECORD: 2. PROVIDE#3 LATERAL TIES AT 8"OC VERTICALLY FOR ALL MASONRY COLUMN. SEE SCHED. COLUMN. SEE SCHED. 2.0E Fb=2950 SPF/HF NO UPLIFT U U Fb=2950. CONNECT PLYS SIMPSON LSTA24 OR 2 ,' _ ; SEE BEARING WALL SCHEDULE FOR 16" COLUMNS. Q FOR SIZE & REINF. Q FOR SIZE & REINF. ( ) G =6665 3. ALT HOOKS 90°TYPICAL. L 11 I1 °- 11 11 BM4 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST C ABU44 W/5/8"ATR & (1 2) 16d NAILS - SYP/DF NO UPLIFT Gc LATERAL TIES. SEE rn LATERAL TIES. SEE �,,, v REQUIREMENTS. D 2x12#2 SPF/HF H U =2200 C4 4. SEE DETAIL BELOW FOR ADDITIONAL INFORMATION FOR CONCRETE a II 11 L 11 [I ROWS ' x 3,2"SDS OR (2)SIMPSON HETA16 TO CMU SPF/HF 535 SCHED. FOR SIZE & SCHED. FOR SIZE & G= 12000 U >_ WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN NON BEARING INTERIOR WALL, D ABU66 W/5/8"ATR & (12) 16d NAILS 12" Z COLUMNS. � _ REINF. REINF. HEADER SUPPORT NO. OF JACKS& U =2300 (1) SIMPSON (1) SIMPSON SYP/DF 585 5. SEE PLAN FOR TOP OF MASONRY COLUMNS. T r T - O.0 TYP. EA. SIDE 1 LAP SPLICE 1 Ir LAP SPLICE (2)- 1 3'4'x 11 ?'8"LVL 2.0E CONNECTION: PROVIDE 2 COORDINATE WITH ARCHITECTURAL STUDS REQ.AT OPENINGS ABU88 W/ 2 5/8"ATR & 18 16d NAILS G=24335 B SP2 W/(6)-10d SP1W/(6)-10d SPF/HF 402 6. ®DENOTES MASONRY COLUMNS 11 11 11 11 ( ) DRAWINGS FOR WALL LOCATIONS. E ( ) ( ) U -2320 NAILS NAILS 16" w Y *- FOUNDATION. SEE 1 I Fb=2950. CONNECT PLYS SIMPSON LSTA24 OR (2) 2x4 WALL 2x6 OR 2x8 WALL z 0 � 11 I1 OPENING HDU5-SDS2.5 W/5/8"ATR & SYP/DF 439 p � PLAN BM5 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST (14) 1/4"X2 1/2" p - - -IF P:: DOWELS TO MATCH _ f1- - -1 f DOWELS TO MATCH ROWS?4"x 3 i2"SDS WOOD OR (2)SIMPSON HETA16 TO CMU FLOOR PLAN NOTES SIZE JACKS KINGS JACKS KINGS F SDS WOOD SCREWS 5645 SPF/HF 1070 � � M 11 IVERT. REINF. VERT. REINF. 16 O C TYP L U N O ON ROOF PLAN EA END EA END EA END EA END TR ( ) 1/4 X2 1/2 12 `�' o •. • • .. 1 : . .4. . SCREWS CO 1'-0"-3'-11" 7870 C 2 SIMPSON (2) SIMPSON SYP/DF 1170 "' z *k HDU8 SDS2 5 W/7/8 •• • . . ' 1. , EA. SIDE @ 2 1 2 1 z .. .d ; .h ...• • : t • ... . •, 'd .• 4'.., •.• N•, :•;• a' ( ) ( ) ( ) ( ) SDS WOOD SCREWS SP2 W/(6)-10d SP1 W/(6)-10d ", w G „ • .. o :. : .' •'•• 4 I CONCRETE COLUMN. 4'-0"- 10'-5" (2) (2) (2) (2) O cn Il Ir •' I EE PLAN 2 - 1 3 "x 16"LVL 2.0E CONNECTION: PROVIDE (2) 1. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH SEE DETAILS WF06 AND WF07 FOR NAILS NAILS SPF/HF 804 O z • ".•.. °'• .. •' • S ( ) 10'-6"- 16'-0" 3 4 3 4 H VARIES 16" In w w . �J11 �' :, - ,iL . ' -''-:_. :• ....1. .•1 . •' :: I.'•. Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) OPENING LOCATIONS AND ADDITIONAL INFORMATION REQUIRED COLUMN AT SECOND FLOOR. SYP/DF 880Q cv ' " • •• a [•.'. ' .A :�: .' BM6 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST FOR DOOR AND WINDOW INSTALLATION ALONG WITH EN z I _1 -]- ROWS %a"x 3%2"SDS OR (2)SIMPSON HETA16 TO CMU DIMENSIONS NOT SHOWN HERE GENERAL HEADER NOTES i - _ U (MD�20 MASONRY COLUMN SCHEDULE WOOD SCREWS @ 16" COL. U.N.O.ON ROOF PLAN 2• VERIFY ALL WALL AND COLUMN HEIGHTS WITH ARCHITECTURAL M SCALE:3/4"=1'-0" O.0 TYP. EA. SIDE DRAWINGS. 1. VERIFY W/PLAN CORRECT LENGTH OF HEADER REQUIRED ¢ 3. BEAM SCHEDULE AND GENERAL BEAM NOTES ARE REFERENCED 2• IF HEADER IS ON THE 1ST FLOOR SEE PLAN FOR BEARING WALL GENERAL COLUMN NOTES o (2)- 1 3`4"x 18" LVL 2.0E CONNECTION: PROVIDE (2) ON SHEET S3.0. ��jFb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) TYPE AND FOLLOW INSTRUCTIONS WITHIN BEARING WALL 1. ALL STRUCTURAL LUMBER TO BE SPF#2, HF#2, SYP#1, DF BM7 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST SCHEDULE FOR REQUIRED CORRECTIONS LINO ON PLAN. #2, OR PL UNLESS NOTED OTHERWISE ON PLANS. ENGINEER ROWS 14'x 3?2"SDS OR (2)SIMPSON HETA16 TO CMU 3. IF HEADER IS ON THE 2ND FLOOR SEE PLAN FOR INDICATED SYP = SOUTHERN YELLOW PINE GENERAL BEARING WALL NOTES WOOD SCREWS @ 16" COL. U.N.O.ON ROOF PLAN HEADER CONNECTION FOR REQUIRED CONNECTIONS. DF = DOUGLAS FUR OF RECORD: O.0 TYP. EA. SIDE 4. ALL HEADER JACK AND KING STUDS SHALL BE FASTENED TO EACH SPF = SPRUCE-PINE FUR 1. SEE FLOOR PLAN FOR WALL SIZE,ASSUME 2x4 STUDS USED UNO. (2)- 1 34"x 20" LVL 2.0E CONNECTION: PROVIDE (2) PER DETAIL WF11. HF = HEM FUR 2. ALL STRUCTURAL LUMBER TO BE SYP#1 DF#2 SPF#2 OR HF#2 N Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) 5. FASTEN ALL MULTI-PLY HEADERS TOGETHER W/(2) ROWS 10d PL = PARALLAM (Fb=2950 2.0e) M <e> M8 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST COMMON NAILS AT 8"oc ALONG EACH EDGE OR (3) ROWS IF 2x10 2. NAIL BUILT UP STUDS PER DETAIL WF11. UNO ON PLAN. °° ROWS ?4"x 3''2"'SDS OR (2)SIMPSON HETA16 TO CMU OR LARGER. 3. MINIMUM BOLT EMBEDMENT: 3. CONNECTIONS TO BE INSTALLED TO EACH STUD AS INDICATED " WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN 5" EMBEDMENT FOR 1/2"ATR 4. CONTACT E.O.R. IF SP4'S, SP6'S OR SP8'S CONNECTORS ARE o N 6. FASTEN ALL HEADERS TO KING STUDS WITH (3) 10d TOENAILS PER o w O.0 TYP. EA. SIDE SUBSTITUTED TO VERIFY THEY MEET THE STRUCTURAL SIDE. 6" EMBEDMENT FOR 5/8"ATR � z t���Nl� '- 8" EMBEDMENT FOR 7/8"ATR REQUIREMENTS. '�' 00 (2)- 1 34"x 24"LVL 2.0E CONNECTION: PROVIDE (2) 7. IF HEADER IS NOT SPECIFIED CONTACT E.O.R. e�e Z r Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) 10"EMBEDMENT FOR 1"ATR \ BM9 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST �X � 'e ROWS %4"x 3'2"SDS OR (2)SIMPSON HETA16 TO CMU 8. REFERENCE MD05/S4.3 FOR JAMB BASE CONNECTION FOR �" �a F,;� F' WOOD SCREWS 16" COL. U.N.O.ON ROOF PLAN HEADERS INSIDE FRAME WALL OVER STEEL BEAM. '`"' ^i 11 '" c. . - wb' � O O.0 TYP. EA. SIDE /` p N .,d M GENERAL BEAM NOTES N z �� t�cE�a �° o w 1. VERIFY WITH PLAN CORRECT LENGTH OF BEAMS REQUIRED CD o (MIN 4"BEARING EACH END) 2. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS - - 3. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANYWAY WITHOUT WRITTEN APPROVAL FROM THE E.O.R. -...-. ...... . -.......... : ,......_............_ -______._............... - ............._._.....---- .._.. _.... .- _... ._...- - __. .....- - ........ - ...... _... - - - . .... ..- _........ . ...._... ---.. PROVIDE SIMPSON HUC410 ROVIDE SIMPSON HUC410 - -...._... ...... - - .... .._.. - .._ .._... .... ("M")BEAM TO COLUMN ("M")BEAM TO COLUMN 0 - - ..... : - . ... MD21 MD21 MD21 MC4 -0„ - 0" - - EI I EL-10'-0" EL=23'- " S4.3 L=23'- ' S4.3 EL=23'_0" S4.3 EL=23'-0 _..... MC4 MC4 MC4 ...... _.. -10'_0" MC2 MC2 MC2 MC2 . � � . - .� � : I - . 11 . � : 1/�-� . ­­ __:_z:::::;:::..:�� - � :�� I : : _. . 2� . - .. - BM8 ...... _ .... _ / BM8 BM8 BM8 . MD21 : : T „ =14'-O" : S4.3 a 05 x812 . . : : FM MC2 > ISEE 53.0 FOR BEAM S4.2 PF C I\ 00< >00< BM3 TO BM.CONNECTION BM3 I. �� MC2 O : � r 4 PLY FL=14'_0.. BM6 MC2 EL=10,_0.. EL=10'0" EL=10'-0" EL-10' EL=14'_8" EL=14'8' T� O : BM7 EL=10'-0" MC2 MC2 MC2 MC2 MC2 MC2 ■ - - _ . O - - - - _ - 12 2x FO6 : `} I BSP S4.3 (3)2X8 - BM6 ■ - - --- : P F --_._.. - ..... .._. - ----- o u El0 ! BM6- BM6 BM6 BM6 oC L z O O Lu : _� : . ¢ 12 2x4 F06 - - - Q (z (7 : ! : B DF S4.3 ' ' GIRDER L : - _.....-- - _ ...... .,-.; I' _ _ I U o (3 2X8 /1 j BM6 �,/ ::' DF B .; �}� I. : : O : 12 2x F06 BM6 (SEE S3.0 FOR HDR.TO HDR.CONN.) IMPSON MSTC8 2x8 F05 OB SP S4.3 - ZROVIDE ROM BE O Co - I B DF S4.2AMT OLUMN BELOW.I (2)S M40 T _. - ED :. - 5Yx5Ya 3yx$Y 3Yx3y 3Yx5Y - _ N - (3)2X6 -- : : .', - '�' --- ..: PL H .. . ------ _ PL H1 I__ PL H PL H --- ---- --- ------ - _ : 11 r! GIRDER GIRDER GIRDER - - G GIRDER GIRDER GIRDER - - -. 7� - : . . .. MC2 � / _ -- L=10 0 _ .... _ MC1x7 3yx7 - .... (3)2X8 EL=14'-0" : DF F .: : : w D22 TYP.@TRANSOM EL=14'-8"- . 05 x812 - ..._. 0 RAMING ¢ : : : ' ' F 3 ZXS BM6 ' 54.2 DF B O 05 x816 I : EL=10'-0" EL=10'-0" EL=10'-0" ;EL=10'-0" 7" . SEE MD12 FOR S4.2 PF C EL=14'_8" - M S4.3 ( ) ,. 5y4x 5Yix7 EL-14'-8" MC2 MC2 \' . .. ... MC2 MC2 STACKING COLUMN (3)2X4 3yx5y NN PL H PL H CO ECTION MC1 MC1 F P 1=14'-0„ R VIDE SIMPSON MGT --i '!., -. ..... -... -------- --------- .- --.-.-- -- .. ---- --- ----- -- -------- -- ---------------- .._. .....--- ---------- MC2 I .... .- O S SO (E,) - O, - _.. ........ _.... ' - IRD GIRDER GIRDER MC2 BEAM TO COLUMN ..: : _" `-`--.., GIRDER EL=14,8 G ER - 0: ...... ...- - : - GIRDER . .. .. _ �M6 BM6 BM6: - ........ _ MC2 I - ._ I - I _ EL-,4 8" (3)2X8 : . 16 2x8 F05 MD12 , 53.1 _..... .. MC1 ......... _ ........ _.-._ - .. {{ BM5 P F I -- I :........ : F06 x612 F06 x416 BSP S4.2 EL 14 0 : 0 2 r I 1 _ S43 SPF C S4.3 PFA I, : BM5 I _ .. _.... . „: WF07 _ - 1 I „ : : ......... ------ - : I 1 . „, _ (2)STRAPS . I _._-- l I _..... . ... _... - . : ......... ..- - (3)2X6 m w : -..... - . 12 2x F05 I I. ._._ w: o : : .... -..- --- - - - _ ,: . ...._ . - - BSP 54.2 ¢ ¢ _ ..I ¢ O WF05 ll� "- P H 05 x816 w . IM. - I : F07 2x4 16 MD04 S n o w SHEARW LL-REFERENCE TB13 0 : - - : :: : - - : :: : - 54.3 SPF B S4.3 - : : _ ' : „ c(. 0 (): _-FOR D TION INFOR ATION Cry . ... : T - ---- /AD /AL /M -- ----- ---- -- 1---- _.. C71 : BM5 D16 : r ....-__ S43 (3)2X6 (3)2X6 3 2X6 I 2 : Ii>I F07 x4 16 (3)2X6 ( ( ) MD22 WF05 r..;: S4.3 PFA F PF F P F P P F 2 (3)2X8 S4.3 2 .. 1 : --------- --------- ----------- �i" ............_ ....WF05 P F TYP.@ TRANSOM 2 WF07 .... , .... .-. ..., 1 i. FRAMING WF07 1 (3)2X8 : (3)2X8 : 2 -- P 8 I : ':GIRDERI. GIRDER PLAN HISTORY - : - - - - - - BM5 : 11 GIRDCR - ........- � _ ilii ii iiiiiiiiiii . - o iiiiii iiiii ilii . C 2 C 2 (3)2X4 : EL-10 0 EL 10 0 - = . 3)2X8 Fm _C (PF B I I I I I I DATE DESCRIP: . 2 , : 2 PF H ,:, : : x C2 MC2 MD09 F07 x6 12 2 MC2 MC2 _......... -- EL=14'-0" EL=14 0" '. S4 2 . S4.3 PF C WF 5 TRAP - _ P :3:1 1 (31 SL H S E 14 8" - ,�,°,. .. cI 0 04-17-15 100/o ENG F05 2x8 12 - _.. ...... MC1 - .. .... MC1 BM6 S4.2 PF B 2 2 2 EL=14'8" o (3)2X6 S�0 2 . WF05 WF05 WF05 WF05 - BM6- I : -- - --- ------ -..._.- ---- -- -- : MC1 1 1 -.. 1 3 • _.- _ GIRDER 05 .x8 12 TRANSOM D PROVIDE 2 --- ------- 6 2x8 F05 S4 32 FRAMING FROM BEAM TO COLUMNSBELOW. F 5 x8 16 S4.2 PF C WF y . . P.@TRA . 1 : F801 TYP AT ALL : . . . . : S4.3 CORNERS P 40 . D / , B : : IN . : F TO COLUMN BELOW. _ 05 x8 16 . ROM BEAM z i PROVIDE(2)SIMPSON MSTCM - - -' 2 WF 5 WL05 S4.2 PF C �! 1 GIRDER �ii - - - 2 WFO5 (3)2X8 . ..... (3)2X8 1 `' P B B P : 2 05 62 WF05 GIRDER F05 x8 16 1 : WF05 S4.2 PF B WF05 WF05 (F12XP WF05 : : : . 1 2 3 WF05 - - ...._... -- - ..... -. ......... ..._.... ..... . . .. _..._... -- ....... .. -._.. ._...... ......... ...-- a; -- _......... - , 1 05 x8 16 2 2 2 S4.2 PF B : FB01 TYP AT ALL WF05 WF05 WF05 : S4.3 CORNERS 1 1 , : : - . . FB01 TYP AT ALL S4.3 CORNERS ......... _ _.. ......... _... ..- SHEET DATA: ... ... .. - _ . . _ - ... - -_ - .. - . - - _ __--- - - . _. ..- - _ - - - _...... _ _ - - DESIGNED BY: JMB DRAWN BY: JMB . CHECKED BY: MJB SHEET DESCRIP: STRUCTURAL MAIN LEVEL FLOOR PLAN MAIN LEVEL SCALE:3/16"= 1'-0" FLOOR PLAN SHEET: BEAM SCHEDULE 2ND FLOOR WALL TYPE LEGEND HEADER LEGEND COLUMN LEGEND BEARING WALL LEGEND DESIGNER: MARK BEAM SIZE CONNECTIONS HEADER SIZE & GRADE COLUMN SIZE STUD SIZE p SYMBOL TYPE (SEE CHART BELOW). HEADER PLYS O � 2 2 x 11112 SYP W/7/16" CONNECTION: PROVIDE 2 3 2X6 ( )- ( ) BEARING STUD SPACING � z OSB FLITCH PLATE. NAIL SIMPSON LSTA18 OR (2) A 2 WALL DETAIL N o BM1 BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST 2x INTERIOR BEARING WALL-SEE BEARING WALL WF06 SP A WF07 2x4 16 Z o co � N c z (2) ROWS OF 12d NAILS @ OR (2)SIMPSON HETA16 TO CMU SCHEDULES FOR STUD SPACING AND GRADE. 2 REFERENCE 12"O.C. TYP EACH SIDE COL. U.N.O. ON ROOF PLAN NUMBER OF STRAPS ENDS OF HEADERS DETAILS BASE S5.3 SYP A Q cz `-' @ COLUMN CONNECTOR ci D Y x CONNECTION: PROVIDE 2 ALL 2X EXTERIOR WALLS W/EXTERIOR SHEATHING w co E ° (2)-2 x 10#2 SYP W/7116" SIMPSON LSTA24 OR ( ) LUMBER CONNECTORS Y cm, z OSB FLITCH PLATE. NAIL (2) ATTACHED PER NAILING SCHEDULE ACT AS Q -2 a BM2 SHEARWALLS. SEE PLAN AND WALL SECTIONS SPECIES BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST HEADER SCHEDULE STUD SPECIES z (2) ROWS OF 12d NAILS @ OR (2) SIMPSON HETA16 TO CMU FOR STUD SPACING AND GRADE. _ Q N C 6fj G 12"O.C.TYP EACH SIDE COL. U.N.O. ON ROOF PLAN HEADER SIZE & HEADER SIZE & COLUMN BASE CONNECTOR �- 3 NON BEARING INTERIOR WALL, COORDINATE WITH MARK GRADE MARK GRADE BEARING CONNECTOR SCHEDULE a ARCHITECTURAL DRAWINGS FOR WALL LOCATIONS. (2) -2 x 12112 SYP W/7116" CONNECTION: PROVIDE (2) z SIMPSON LSTA24 OR 2 1 4 x 11Y LVL BASE CONN. & FASTENER UPLIFT CONNECTION & FASTENERS STUD LUMBER UPLIFT x BM3 OSB FLITCH PLATE. NAIL O A 2x6#2 SPF/HF E 2.0E Fb-2950 ( ) (Lb) MARK � BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST - TOP BOTTOM SPACING SPECIES CAP. [pIq (2) ROWS OF 12d NAILS @ OR (2)SIMPSON HETA16 TO CMU FLOOR PLAN NOTES B 2x8#2 SPF/HF F 14 x 11%8 LVL A (4) 16d TOENAILS OR SIMPSON SP4/6/8 NO UPLIFT SPF/HF NO UPLIFT 12"O.C. TYP EACH SIDE COL. U.N.O. ON ROOF PLAN 2.0E Fb=2950 12" ARCHITECT 14 x 16 LVL DTT2Z W/2"ATR & (8)a'X 1 2" (2) 16d (2) 16d SYP/DF NO UPLIFT OF RECORD: (2)- 1 3/"x 11 )4"LVL 2.0E CONNECTION: PROVIDE (2) 1. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH C 2x10#2 SPF/HF G B SDS SCREWS 2145 A TOENAILS TOENAILS OPENING LOCATIONS AND ADDITIONAL INFORMATION REQUIRED 2.0E Fb=2950 SPF/HF NO UPLIFT Fb=2950. CONNECT PLYS SIMPSON LSTA24 OR (2) 16" BM4 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST G=6665 FOR DOOR AND WINDOW INSTALLATION ALONG WITH C ABU44 W/5/8"ATR & (12) 16d NAILS SYP/DF NO UPLIFT m 1 1 DIMENSIONS NOT SHOWN HERE D 2x12#2 SPF/HF ROWS .-4"x 3�2'SDS OR (2) SIMPSON HETA16 TO CMU H U =2200 SPF/HF 535 ce G 12000 WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN HEADER SUPPORT NO. OF JACKS & D ABU66 W/5/8"ATR & (12) 16d NAILS U =2300 (1) SIMPSON 1 SIMPSON 12 Z O.0 TYP. EA. SIDE ( ) SYP/DF 585 3 � �, STUDS REQ.AT OPENINGS G -24335 B SP2 W/(6)-10d SP1W/(6)-10d (2) - 1 .4'x 11 ;$" LVL 2.0E CONNECTION: PROVIDE (2) E ABU88 W/(2)-5/8"ATR & (18) - 16d NAILS NAILS NAILS SPF/HF 402 Y Fb=2950. CONNECT PLYS SIMPSON LSTA24 OR (2) 2x4 WALL 2x6 OR 2x8 WALL U =2320 16" SYP/DF 439 Z cr 7 BM5 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST 1. BEAM SCHEDULE AND GENERAL BEAM NOTES: REFERENCE S3.0. OPENING HDU5-SDS2.5 W/5/8"ATR & (14) 1/4"X2 1/2" 0 }O SIZE JACKS KINGS JACKS KINGS F 5645 ROWS?'4"x 3?2"SDS WOOD OR (2)SIMPSON HETA16 TO CMU SDS WOOD SCREWS SPF/HF 1070 EA END EA END EA END EA END M SCREWS @ 16"O.0 TYP. COL. U.N.O. ON ROOF PLAN 1'-0"-3'-11" 2 HDU8-SDS2.5 W/7/8"ATR & (20) 1/4"X2 1/2" (2) SIMPSON 2 SIMPSON 12 Z EA. SIDE ( ) (1) (2) (1) G SDS WOOD SCREWS 7870 C SP2 W/(6)-lOd SP1 W/(6)-10d SYP/DF 1170 y � W 4'-0"- 10'-5" (2) (2) (2) (2) SPF/HF 804 O 0 U) (2) - 1 34"x 16"LVL 2.0E CONNECTION: PROVIDE (2) SEE DETAILS WF06 AND WF07 FOR NAILS NAILS w Z 10'-6"- 16'-0" 3 4 3 4 H VARIES 16" � QU Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) COLUMN AT SECOND FLOOR. SYP/DF 880 Z � J BM6 uj TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST GENERAL HEADER NOTES ROWS i4"x 3''2"SDS OR (2) SIMPSON HETA16 TO CMU J - - U WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN D O.0 TYP. EA. SIDE 1. VERIFY W/PLAN CORRECT LENGTH OF HEADER REQUIRED GENERAL COLUMN NOTES o (2)- 1 34"x 18"LVL 2.0E CONNECTION: PROVIDE (2) 2. IF HEADER IS ON THE 1ST FLOOR SEE PLAN FOR BEARING WALL Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) TYPE AND FOLLOW INSTRUCTIONS WITHIN BEARING WALL 1. ALL STRUCTURAL LUMBER TO BE SPF#2, HF#2, SYP#1, DF BM7 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST SCHEDULE FOR REQUIRED CORRECTIONS LINO ON PLAN. #2, OR PL UNLESS NOTED OTHERWISE ON PLANS. ENGINEER ROWS 34"x 3 1�2'SDS OR (2) SIMPSON HETA16 TO CMU 3. IF HEADER IS ON THE 2ND FLOOR SEE PLAN FOR INDICATED SYP = SOUTHERN YELLOW PINE GENERAL BEARING WALL NOTES WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN HEADER CONNECTION FOR REQUIRED CONNECTIONS. DF =DOUGLAS FUR OF RECORD: O.0 TYP. EA. SIDE 4. ALL HEADER JACK AND KING STUDS SHALL BE FASTENED TO EACH SPF = SPRUCE-PINE FUR 1. SEE FLOOR PLAN FOR WALL SIZE,ASSUME 2x4 STUDS USED LINO. (2)- 1 34"x 20"LVL 2.0E CONNECTION: PROVIDE (2) PER DETAIL WF11. HF = HEM FUR 2. ALL STRUCTURAL LUMBER TO BE SYP#1, DF#2, SPF#2, OR HF#2 N Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) 5. FASTEN ALL MULTI-PLY HEADERS TOGETHER W/(2) ROWS 10d PL = PARALLAM (Fb=2950 2.0e) LINO ON PLAN. rn w BM8 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST COMMON NAILS AT 8"oc ALONG EACH EDGE OR (3) ROWS IF 2x10 2. NAIL BUILT UP STUDS PER DETAIL WF11. M ROWS?4"x 3?2"SDS OR (2) SIMPSON HETA16 TO CMU OR LARGER. 3. MINIMUM BOLT EMBEDMENT: 3. CONNECTIONS TO BE INSTALLED TO EACH STUD AS INDICATED WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN 5"EMBEDMENT FOR 1/2"ATR 4. CONTACT E.O.R. IF SP4'S, SP6'S OR SP8'S CONNECTORS ARE p N 6. FASTEN ALL HEADERS TO KING STUDS WITH (3) lOd TOENAILS PER Q t�.3.3 O.0 TYP. EA. SIDE SIDE. 6 EMBEDMENT FOR 5/8' ATR SUBSTITUTED, TO VERIFY THEY MEET THE STRUCTURAL ,� 4, .- 8"EMBEDMENT FOR 7/8"ATR REQUIREMENTS. 0�' °� ao (2) - 1 34"x 24"LVL 2.0E CONNECTION: PROVIDE (2) 7. IF HEADER IS NOT SPECIFIED CONTACT E.O.R. 10"EMBEDMENT FOR 1"ATR ��49 Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) BM9 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POSTUJ iiiiiiiiiiiiiiiiiiiiiEj ,,- ROWS?4"x 312"SDS OR 2 SIMPSON HETA16 TO CMU _ g ( ) 2 _ -` o WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN O.0 TYP. EA. SIDE *� N rn,. e //e� /Af N (D C/V Iy 0 Y�'�A� O GENERAL BEAM NOTES CD 1. VERIFY WITH PLAN CORRECT LENGTH OF BEAMS REQUIRED o (MIN 4" BEARING EACH END) 2. E PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS 3. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANYWAY WITHOUT WRITTEN APPROVAL FROM THE E.O.R. MD04 S4.3 ....... -- - ....... .. ..._.... ..... - -< - ...... ......... _..... - - - -- (4)2X8 P F BM5 BM9 3-PLY ". 3-STRAPS (3)2X8 BM5 BM5 BM5 /� T H P W/SIMPSON MGT ,I IL li .. _.. .._._ WFo7 CONNECTOR. WFo7 BM3 EACH END E" 1t SEE 3.1 FOR HEADER TO �_ T HEADER CONNECTION (3)2x8 O •O T Z CL `r LF777777 ...... ............ ......... 1z zx Fos z z 2 wFosCc 2 4 w207 CSP 54.3 W4 6 WF06 q '^ UVJ cV 12 2x F06 t BSP S4.3 V cz O 2 � n 2 O O T c/) CSI .. .... MD08 - _ S4.2 �' , , FO x8 12 (2)STRAPS MD12 S3.1 PF B (H)2Xp F07 X812 2 2 2 ((3)2X8APS &WFQ7 S4.3 PFG WF07 WF07PH 2 3 2 (i FI .......... ..... SEE 3.1 FOR HEADER TO j HEADER FB01 CORNERYP AT S - ...... CONNECTION - 12 2x F06 S4.3 C (3)2X8 ----- --- _ - - .. P H O TRAPS C SP 54.3 2 S 2 " (2)STRAPS P .H KPI H j'' WF07 - _ 13)2X6 3 D04 SIM. 12 2x F06 53.0 CSP S4.3 WF07 ' - 2 El 3. BSP 54.3 PLAN HISTORY DATE DESCRIP: 04-17-15 100% ENG .... ........ ... . . .. -. ......... . ..... ... ......... ......... ... . ... SHEET DATA: DESIGNED BY: JMB DRAWN BY: JMB CHECKED BY: MJB SHEET DESCRIP: UPPER LEVEL FLOOR PLAN SCALE: 3/16"= 1'-0" STRUCTURAL UPPER LEVEL FLOOR PLAN SHEET: DESIGNER: BEAM SCHEDULE FLOOR FRAMING NOTES CONNECTOR SCHEDULE o0.1 12"STRUCTURAL SHEATHING NAILED PER TB13 MARK SIMPSON CONNECTOR W/ p M MARK BEAM SIZE CONNECTIONS FLOOR SHEATHING FASTENERS TYPE SPF/HF SYP/DF z m mm z (2)-2 x 8#2 SYP W/7/16" CONNECTION: PROVIDE (2) PLYWOOD FLOORING TO BE MIN. 3/4"T& G PLYWOOD GLUE& NAILED a v 2x FRAME WALL ABOVE. SEE OSB FLITCH PLATE. NAIL SIMPSON LSTA18 OR 2 HETA16 W/(9)- 1Od x 1 1/2 OPT FRAME TO O WITH 10d NAILS AT 6"O.C.ALL EDGES & 12"O.C. INTERMEDIATE U.N.O. A _ 1810 1810 ci D Y�x PLAN FOR ADDITIONAL INFO BM1 HETA20 W/ 9 1Od x 1 1/2" MASONRY BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST (GENERAL FLOOR FINISHES ARE ACCEPTABLE IF LIGHTWEIGHT ( ) �? < (2) ROWS OF 12d NAILS @ OR (2) SIMPSON HETA16 TO CMU CONCRETE OR SELF LEVELING CONCRETE IS REQUIRED CONTACT E.O.R. (� z c Y N 2x6 CONT W/ 2 12d NAILS SIMPSON LSTA12 FROM 12"O.C.TYP EACH SIDE COL. U.N.O. ON ROOF PLAN FRAME TO Z '�a M 1" ( ) UPPER STUDS TO TOP ALONG WITH TRUSS COMPANY TO VERIFY FLOOR TRUSS DESIGN. g H2.5A W/(10)-8d NAILS FRAME 535 600 r2'STRUCTURAL SHEATHING TOP AND BOT NAILED PER TB13 2x BOTTOM PLATE NAILED CHORD OF GIRDER W/(10) 10d (2)-2 x 10#2 SYP W/7/16" CONNECTION: PROVIDE (2) FLOOR SYSTEM H10A W/(18)- 10d x 1 1/2" w �° SECOND FLOOR WALL. SEE TO TOP OF GIRDER TRUSS NAILS FRAME TO 1015 1340 3 DETAIL WF06 AND WF07 FOR WITH 2 ROWS OF 10d NAILS BM2 OSB FLITCH PLATE. NAIL SIMPSON LSTA24 ORO PRE-ENGINEERED WOOD FLOOR TRUSS/JOIST SHALL BE DESIGNED BY C 2 PLY W/(18)- 10d x 1 1/2"AT t 3 BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST 2 PLY TRUSSES FRAME 1070 1245 � ADD'L INFO. SPACED AT 12"O.C. (2) ROWS OF 12d NAILS @ OR (2)SIMPSON HETA16 TO CMU THE MANUFACTURER IN ACCORDANCE WITH SPECIFIED LOADS(SEE '-" -' xxxx 12"O.C.TYP EACH SIDE COL. U.N.O. ON ROOF PLAN COVER SHEET)AND GOVERNING CODES. SUBMITTALS SHALL INCLUDE MTS12 W/ (14)- 10d x 1 1/2" FRAME TO � TRUSS FRAMING PLANS AND DETAILS SHOWING MEMBER SIZES, BRACING D INCLUDE(3)12d TOENAILS AT FRAME 860 1000 2x8 CONT.W/(2) 12d NAILS AT JJ ANCHORAGE, CONNECTIONS,TRUSS LOCATIONS AND TEMPORARY AND EXTERIOR LOCATION 12"OC. SEE PLAN FOR STUD LOW ROUFI (2) -2 x 12#2 SYP W/7/16" CONNECTION: PROVIDE (2) PERMANENT BRACING AND/OR BRIDGING AS REQUIRED FOR ERECTION MGT W/(22)- 1O NAILS& 5/8" ARCHITECT TO BOT CONN. TRUSSEd l OSB FLITCH PLATE. NAIL SIMPSON LSTA24 OR(2) AND FOR PERMANENT STRUCTURE. EACH SUBMITTAL SHALL BE SIGNED E ATR W/5"EMBEDMENT W/ FRAME TO 3140 3140 OF RECORD: PRE-ENG ROOF I BM3 BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST AND SEALED BY A FLORIDA REGISTERED STRUCTURAL ENGINEER. SIMPSON "SET"EPDXY MASONRY (2) 1.75"x20" LVL(2.OE, 3' 1STRUCTURAL HEATHING GIRDER TRUSSSEE PLAN (2) ROWS OF 12d NAILS @ 4" PLYWOOD SUBFLOOR NAILEDER T3TRUSS. SEE PLAN . I I COSIMPSON OL. U.N.O. O CMU ON ROOF PLAFRAME TO HTS20 W/(24)- 10d x 1 1/2" 12"O.C.TYP EACH SIDE F (AT EXTERIOR LOCATION 1245 1450 Fb-2950) MIN. OR NOTES: FRAME 34"PLYWOOD 2x INTERIOR BEARING INCLUDE(3)12d TOENAILS ¢ GIRDER TRUSS FRAME WALL. SEE PLAN (2) - 1 34"x 11 %"LVL 2.0E CONNECTION: PROVIDE (2) 1. FLOOR JOIST/TRUSS MANUFACTURER SHALL COORDINATE SUBFLOOR 2x4 SYP#2 BLOCKING AT 32" HGT-2 W/(16)- 1 Od W/5" EMBED Z FOR ADDITIONAL INFO Fb=2950. CONNECT PLYS SIMPSON LSTA24 OR (2) LOCATIONS OF ALL MECHANICAL CHASES AND PLUMBING TO AVOID G (2)_3/4" DIA. EPDXY ANCHORS. FRAME TO 6280 6280 ¢ 2x4 BLOCKING W/(2) O.C.TOP AND BOTTOM W/(2) (MD1')� FRAMED WALL ON TOP OF GIRDER BM4 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST CONFLICT. 2)-3/ FOR 3PLO MASONRY ¢ 12d TOENAILS EA END 16d TOENAILS EACH END. ROWS�4'x 3?2'SDS OR (2) SIMPSON HETA16 TO CMU ( ,.,. Y r 2x CONT W/(2) 12D NAILS SCALE:3/4"=1'-0" 2. ALL JOIST TO JOIST OR TRUSS TO TRUSS CONNECTIONS SHALL BE FGTR W/(18)-SDS 1/4"x 3"WOOD z, m 7 WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN SPECIFIED BY THE MANUFACTURER. FRAME TO O r- 2x6 SPF STUDS AT 16"OC AT EA STUD O.0 TYP. EA. SIDE H SCREWS AND (2) 1/2"x 5"TITAN MASONRY 3600 5000 FO AT EXTERIOR FRAME WALL HD ANCHOR BOLTS SLOPE (2) - 1 34"x 11 7g"LVL 2.0E CONNECTION: PROVIDE (2) 3. SEE ROOF FRAMING NOTES FOR ADDITIONAL NOTES: cG w o 2x6 CONT W/ 2 12d NAILS Fb=2950. CONNECT PLYS SIMPSON LSTA24 OR 2 4. G.C./BUILDER SEE ARCHITECTURAL DRAWINGS FOR ROUGH (2) LGT-2 W/(32)-16d SINKERS w Zt O O FRAME TO Z 2x12 SPF#2 FLOOR JOISTS PRE-ENG 2x BLOCKING W/ 2 12d AT EA TRUSS SIMPSON MTS12 W/(14) 10d BM5 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST OPENING LOCATIONS AND ADDITIONAL INFORMATION REQUIRED J (14) 1/4 x 2 1/4 TITENS (2-PLY MASONRY 3700 4300 u_ LU AT 16"OC MAX FLOOR TRUSS NAILS EA END ( ) x 112"NAILS AND (3) 12d ROWS!4"x 3 V'SDS WOOD OR (2) SIMPSON HETA16 TO CMU FOR DOOR AND WINDOW INSTALLATION ALONG WITH DIMENSIONS TRUSS) w w SCREWS @ 16"O.0 TYP. COL. U.N.O. ON ROOF PLAN NOT SHOWN HERE (2) LGT-3 W/(24) SDS 1/4"x 2-1/4" Q U TOENAILS EA. SIDE K & (8)-3/8"x 5" TITENS HD's FRAME TO 5310 7370 z U) -' GIRDER TRUSS. SEE SIMPSON HDU11-SDS2.5 3 �� (3-PLY TRUSS) MASONRY V PLAN. TRUSS 1, 1'2" (2) - 1 r4 x 16"LVL 2.0E CONNECTION: PROVIDE (2) ROOF FRAMING NOTES W/ . A SDS r4 xY' AND 1" Fb=2950. CONN. PLYS SIMPSON LSTA24 OR 2 HU410 OPT HUC410 / FRAME TO G=2305 G=2680 > CONNECTOR. SEE PLAN (2)2x8 CONT LEDGER W/ MANUFACTURER TO ( ) (MAX)( ) DIA. ATR. EPDXY ANCHOR BM6 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST L (18)-16d & (10)-10d NAILS FRAME U=1805 U=1895 O 2x CONT. PAD-UPAS PRE- G L S R x 6"LONG WOOD PROVIDE MIN. I 2x8 INTO FOUNDATION W/ 12" ROWS�4"x 312"SDS OR 2 SIMPSON HETA16 TO CMU 1. TILE ROOFING SYSTEM (SEE ARCH.) OVER MIN. 1/2"CDX(4 PLY) SIMPSON LU210 W/ 10 16d REQUIRED T SS EE PLAN SCREWS AT EA STUD VERT AT INTERIOR o EMBED. WOOD SCREWS 16" COL. U.N.O. ON ROOF PLAN PLYWOOD, SHINGLE OR METAL ROOFING SYSTEM (SEE ARCH.) ( ) BEARING LOCATION @ HU410 OPT HUC410 W/(18)TITEN FRAME TO G=5085 NAILS AND (6) 10dX1IV' O.0 TYP. EA. SIDE OVER MIN. 7/16' OSB ON PRE-ENGINEERED WOOD TRUSSES AT 2'-0" M 1/4"x 2 3/4"& (10)-10d NAILS MASONRY U=1810 ENGINEER NAILS. TYP EA END 2x4 SYP#2 DIAGONAL 3 O.C. MAX. OR CONVENTIONAL FRAME ROOF. (SEE PLAN FOR SIZE BRACING AT 32 O.C.W/ (2) - 1 ;4"x 18" LVL 2.0E CONNECTION: PROVIDE (2) AND SPACING. SEE ARCHITECTURAL PLAN FOR TYPICAL ROOF (2) HETA16 OPT (2) HETA20 OF RECORD: 1 Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) „ FRAME TO 2035 2035 (3) 10d NAILS AT EACH ,2"STRUCTURAL BM7 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST SLOPE AND OTHER INFORMATION. N 1 PLY W/(10)- 10d x 1 1/2 OR MASONRY 2035 2500 (2) 1.75"x20"LVL(2.OE, END. SHEATHING NAILED 1,�, 1,,, 2 PLY W/(12)- 16d PER TB13 ROWS,4 x 3,2 SDS OR (2) SIMPSON HETA16 TO CMU 2• IF ROOF TRUSS LAYOUT SHOWS TRUSS IDS, THIS LAYOUT HAS Fb=2950) MIN. OR (2) 1.75"x20"LVL(2.OE, WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN BEEN PROVIDED BY THE CLIENT/DESIGNER OR ARCHITECT TO HTS M16 W/(8)10d NAILS AND (4) FRAME TO N w GIRDER TRUSS Fb=2950) MIN. OR O.0 TYP. EA. SIDE USE FOR THE DESIGN OF THIS PROJECT. OTHERWISE A O 1/4"x2 1/4"TAPCONS MASONRY 1020 1175 M GIRDER TRUSS 2x EXTERIOR BEARING 3 „ GENERIC LAYOUT HAS BEEN DETERMINED BUT PRIOR TO COLUMN. SEE PLAN FRAME WALL. SEE PLAN (2) - 1 ,4 x 20" LVL 2.0E CONNECTION: PROVIDE (2) N Fb-2950. CONN. PLYS CONSTRUCTION OR TRUSS FABRICATION FINAL TRUSS LAYOUT FOR ADDITIONAL INFO SIMPSON CNW1 COUPLER - SIMPSON LSTA24 OR (2) ' H10S W/(8)8d X 1 1/2" NAILS AND FRAME TO o '` T DOUBLE TOP AND TRUSS SHOP DRAWS ARE TO BE SUBMITTED TO ENGINEER P 915 1065 z t3 -NIDA NUT AS REQUIRED BM8 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST (2)3/8"x4 TITAN HD MASONRY � � ' SCREEN. REF ARCH PLATE 1 12'SDS OR (2) SIMPSON HETA16 TO CMU OF RECORD (E.O.R.) FOR REVIEW AND APPROVAL.AT THIS TIME �Q \�,%Ez ROWS,4"x 3 THE E.O.R. RESERVES THE RIGHT TO REVISE THE PLAN AS WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN FRAME TO 3 i 51.4"x 514"PL O.0 TYP. EA. SIDE REQUIRED PER THE REVIEW OF THE FINAL TRUSS LAYOUT AND Q MST27 W/(30) 16d NAILS 3200 3700 \ M a FRAME �. } �=•�:� .' � . �b.,m 0 TRUSS SHOP DRAWS ADDITIONAL FEE'S MAY APPLY. STARTING '�`' 'il COLUMN (2.OE, (2)- 1 34"x 24" LVL 2.0E CONNECTION: PROVIDE (2) CONSTRUCTION OR TRUSS FABRICATION PRIOR TO THIS ��j Fb=2900PS1) Fb=2950. CONN. PLYS SIMPSON LSTA24 OR(2) REVIEW IS NOT ADVISED,AND THE E.O.R. IS NOT RESPONSIBLE GENERAL CONNECTOR NOTES BM9 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN. IF CONT BASE ROWS?4"x 3?2'SDS OR (2) SIMPSON HETA16 TO CMU CONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS 8"WIDE CONC FOUNDATION REQUIRED, UNLESS LAYOUT IS REVISED W/OUT WRITTEN 1. CONNECT ALL ROOF/FLOOR TRUSSES TO MASONRY WALLS/ p LICEN'S PLATE. SEE WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN z o PLAN WALL O.0 TYP. EA. SIDE APPROVAL FROM E.O.R. LINTELS/ICF WALLS W/ qO CONNECTOR LINO ON PLAN c M D 1 ECTI ON AT LOW ROOF EXT/INT B EAR I NG WALL CD 3. REFER TO THE TRUSS PLATE INSTITUTE (TPI) BCSI AND TRUSS 2. CONNECT ALL TRUSSES TO INTERIOR/EXTERIOR BEARING ° MD06 SECTION AT BALCONY 0 S DRAWINGS FOR BRACING REQUIREMENTS. SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" GENERAL BEAM NOTES WOOD WALLS/BEAMS W/000NNECTOR LINO ON PLAN - - _ - �- 1. VERIFY WITH PLAN CORRECT LENGTH OF BEAMS REQUIRED BUILDER NOTE: 3. CONNECT ALL TYPICAL HIP JACK, (CORNER JACK)TO MASONRY r" , (MIN 4"BEARING EACH END) IF THE TRUSS LAYOUT SHOWN DOES NOT WALLS/LINTELS/ICF WALLS W/( A U CONNECTOR. 2. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS MATCH THE TRUSS MANUFACTURERS LAYOUT �/ " I 3. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY ____ IF WOOD WALL OR BEAM USE (2)O CONNECTORS UNO - I-', I WITHOUT WRITTEN APPROVAL FROM THE E.O.R. ----STOP- ON PLAN. AND CALL THE ENGINEER OF RECORD PRIOR 4. CONNECT ALL FLOOR TRUSSES TO INTERIOR BEARING TO PLACEMENT OF ANY TRUSSES. WOOD WALLS/BEAMS W/(3)12d TOENAILS. 5. ALL TRUSS TO TRUSS CONNECTIONS ARE TO BE PROVIDED BY TRUSS MANUFACTURER UNO ON PLAN. rMD13� 1­11GH UPLIFT GIRDER CONNECTION SCALE:3/4"=1'-0" TYP AT UPSET MD06 MD06 HEADER,UNO S3.0 S3.0 3x - - - - - - - - - -� �- - - - - - - - - - - -� �- - - - - - �_ _ _ _ _ _ _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - M00 S3.1 TYP AT UPSET _F11-F S3.1 HEADER,UNOf I _Ff TYP IIII I I III L III I I III LINO I I III WTO III I III - - - - - - - - - I I II II II II II II II II II IIII III GIRDER III IIII II II II II II II II II II II II II II II II II II II II II II II II II II II III BM.TO - - - -- BM.TO III I III GIRDER 3F I S I I � III N GIRDER III I I �I� L '- II IIII II II II II II CII II II II II II _ _ _ __ _ _ _ _ _ _ 2x z BM.TO COL. D - - - �4"-DEEP6IRBEH-24" - - 2 EEP GI ERT S 24"D P GIR R TRU 4" EP GIR R TRU III I I I �❑ �❑ �❑ 2x II II II II F ■ III I I S43 - N F I I � z - - I I Q � III _ II IIII II II II II II II II II II II II II `� 0' 16"DE P FLOO TRUSS 2' SIMPSON HHDS210 3 w/(40)16d NAILS - - GIRDER TRUSS ♦ \ L Z = -mar _ HEADER TO HEADER�a THIS LOCATION I I v �"{ w PROVIDE(2)y"PLYWOOD SHIMS @ I I - - - I cz O III I w in o o CONNECTOR(SEE S3.0 FOR HDR.TO HDR. - - - n �_ MDO I I v L IL fr CONN.) I I = = I ( 3F O C III - S4.1 i I 2 I SII N I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IIS N TYP C I I I I 2F (n UNO ITYPII - II IIII II IN II II II II II II II II II FII I = = UNO 1 I 3x I I N F F F F F F N _ _ III I I 2x I - 24"DEEP GIRDER FLOOR TRUSS - _ - - 24"DEEP GIRDER TRUSS - - - 24"DE P GIRD TRU - -LL - -- - - -- -- SIR = - F - III I I � �❑ ❑J �❑� ❑J ❑ ❑_ _t 'I FT_ C I TT r 'I TYP AT UPSET S4.037 I U O SD03 HEADER,UNO 2z _ �I IIII II TB,4 II II II II II II II o ,2•DEEP FLOOR TRUSS z'-o"O.C. rM I F B1 MD08 III EP FL R TRU @ 2'-0 P.C. i I I - 2F D - - II GIRDER TRUSS II II II II II - III N _ _ ❑ _ ❑ _ _ 1LLL_ ❑ �_ ❑ ❑ re �J 24"DEEP GIRDER TRUSS24"DEEP GIRDER TRUSS 24'DEEP GIRDER TRUSS - II II II II 2x II II II II II II II II II 2x II II II II II II II II II - I I E II II II II II II II II II II II II II F II I IV F F F - _ I I I II 4x MD,B III III F SDO, I I BM.TO COL ES4 3xN 77 N _ S4.1 to�TB14 n, 4xI I 4.2 F S5.2 I F MD12 W MD, IIII II II II II II II III I S4.1 F - - IIII -PROVIDE SIMPSON HUC210-4 S3.1 o I I (3)12d TOENAILS I I S4.1 w II II II II wII FROM GIRDER TO COLUMN N = r II 0_ fr = III I �, U, 4x 3x 3x _ II II II II II II II II II II II II II II II II II II II II II II II F F- F I I I IIS II II II II II II II II II II II II II c = - I C I II II S42 - - _ I MD1 UNO I I I I I MD11 C - 2x - - - - - - - - _ C - - 54.2 III I I II s3.o II 3x II II II C II III I I UTYP NO 2x I I _ _ I co II LD02 F II = = I C � _ _ � I I I I S°o 54.2 F II II II II ❑ - - - - - - - - - - - _ L>_ _ II II a II II II II II II II II II II II II II II II - - PLAN HISTORY I II II II _ II _ II _ II - II _ II _ II _ II _ II _ II_ II_ II II _ GIRDE TRUSS - I = _ = _ = III III w it -ter - r - DEEP GIRDER TRUSS ¢ - I 2x I = = 3F 3F II a II = I� DATE DESCRIP: - - 2F 2x F i F It 2x - - F s°o II II II II II III - 04-17-15 100% ENG I IIS II II II II I F = _ _ � F - I I MD15 II II II II II II II II II II II II II II II _ I I 54.2 = _ - - - - - - - - - - - - - - - - - LL - - - _ - - _ 2x C I F TYP I I LINO I I MD03 TYP AT UPSET M'D10 C - - TYP S3.1 HEADER,UNO - - - - - - - - - - - TYP I MD01 53.0 C I I UNO UNO I S4.2 TYP TYP LINO UNO e = = S4.2 I I C D C D GIRDER TRUSS I 3x I I I I 3F 2x I I 2x F F - _ GIRDER TRUSSm m I II II II II II I I II II C I LINO I I II II II II II II II II II II II II II II II C - - - - - - - - - - - - - - - - - - TYP UNO TYP SHEET DATA: UNO DESIGNED BY: JMB DRAWN BY: JMB CHECKED BY: MJB SHEET DESCRIP: MAIN LEVEL FRAMING PLAN FLOOR/LOWER FRAMING PLAN SCALE:3/16"= 1'-0" SHEET: d ROOF FRAMING NOTES BEAM SCHEDULE CONNECTOR SCHEDULE DESIGNER: 1. TILE ROOFING SYSTEM (SEE ARCH.) OVER MIN. 1/2"CDX(4 PLY) MARK SIMPSON CONNECTOR W/ 0� O PLYWOOD, SHINGLE OR METAL ROOFING SYSTEM (SEE ARCH.) MARK BEAM SIZE CONNECTIONS FASTENERS TYPE SPF/HF SYP/DF o c� OVER MIN. 7/16"OSB ON PRE-ENGINEERED WOOD TRUSSES AT 2'-0" (2)-2 x 8#2 SYP W/7/16" CONNECTION: PROVIDE (2) c I O.C. MAX. OR CONVENTIONAL FRAME ROOF. (SEE PLAN FOR SIZE OSB FLITCH PLATE. NAIL SIMPSON LSTA18 OR (2) A HETA16 W/(9)- 10d x 1 1/2" OPT FRAME TO 1810 1810 U Z AND SPACING. SEE ARCHITECTURAL PLAN FOR TYPICAL ROOF BM1 BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST HETA20 W/(9)- 10d x 1 1/2" MASONRY Z a) a) rn �U SLOPE AND OTHER INFORMATION. (2) ROWS OF 12d NAILS @ OR (2)SIMPSON HETA16 TO CMU Z N co �' z co 2. IF ROOF TRUSS LAYOUT SHOWS TRUSS ID'S,THIS LAYOUT HAS 12"O.C.TYP EACH SIDE COL. U.N.O. ON ROOF PLAN FRAME TO u Q B H2.5A W/(10)-8d NAILS 535 600 0.� x BEEN PROVIDED BY THE CLIENT/DESIGNER OR ARCHITECT TO FRAME O Q o USE FOR THE DESIGN OF THIS PROJECT. OTHERWISE A 2 2 x 10#2 SYP W/7/16" CONNECTION: PROVIDE (2) w Z 2 Y N w ( )- H10AW/(18) - 10dx11/2 Q GENERIC LAYOUT HAS BEEN DETERMINED BUT PRIOR TO OSB FLITCH PLATE. NAIL SIMPSON LSTA24 OR (2) C H10A-2 W/(18)- 10d x 1 1/2"AT FRAME TO 1015 1340 0 U- o) CONSTRUCTION OR TRUSS FABRICATION, FINAL TRUSS LAYOUT BM2 BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST 2 PLY TRUSSES FRAME 1070 1245 Z z _ AND TRUSS SHOP DRAWS ARE TO BE SUBMITTED TO ENGINEER (2) ROWS OF 12d NAILS @ OR (2)SIMPSON HETA16 TO CMU Q N MTS12W/ (14)- 10dx1112" w OF RECORD (E.O.R.) FOR REVIEW AND APPROVAL.AT THIS TIME 12"O.C. TYP EACH SIDE COL. U.N.O. ON ROOF PLAN FRAME TO ` THE E.O.R. RESERVES THE RIGHT TO REVISE THE PLAN AS D INCLUDE(3)12d TOENAILS AT FRAME 860 1000 a 3 REQUIRED PER THE REVIEW OF THE FINAL TRUSS LAYOUT ANDEXTERIOR LOCATION (2)-2 x 12#2 SYP W/7/16" CONNECTION: PROVIDE (2) 22 x � TRUSS SHOP DRAWS,ADDITIONAL FEE'S MAY APPLY. STARTING MGT W/OSB FLITCH PLATE. NAIL SIMPSON LSTA24 OR (2) E ATR W/5"EMBEDMENT W/ FRAME TO 3140 3140 ¢ ( ) - 10d NAILS & 5/8" CONSTRUCTION OR TRUSS FABRICATION PRIOR TO THIS BM3 BEAM TOGETHER USING SIMPSON HTS20 TO WOOD POST SIMPSON"SET" EPDXY MASONRY REVIEW IS NOT ADVISED,AND THE E.O.R. IS NOT RESPONSIBLE (2) ROWS OF 12d NAILS @ OR (2) SIMPSON HETA16 TO CMU „ FOR ADDITIONAL COSTS DUE TO REVISIONS OF THE PLAN. IF HTS20 W/(24)- 10d x 1 1/2 ARCHITECT CONVENTIONAL FRAMING IS SHOWN, NO TRUSS APPROVAL IS 12"O.C.TYP EACH SIDE COL. U.N.O. ON ROOF PLAN F (AT EXTERIOR LOCATION FRAME TO 1245 1450 INCLUDE 3 FRAME REQUIRED, UNLESS LAYOUT IS REVISED W/OUT WRITTEN ( )12d TOENAILS F RECORD: (2)- 1 34"x 11 ?a"LVL 2.0E CONNECTION: PROVIDE (2) APPROVAL FROM E.O.R. Fb=2950. CONNECT PLYS SIMPSON LSTA24 OR (2) HGT-2 W/(16)- 10d W/5"EMBED FRAME TO 3. REFER TO THE TRUSS PLATE INSTITUTE (TPI) BCSI AND TRUSS BM4 TOGETHER USING (2) SIMPSON HTS20 TO WOOD POST G (2)-3/4"DIA. EPDXY ANCHORS. MASONRY 6280 6280 DRAWINGS FOR BRACING REQUIREMENTS. ROWS%a"x 3 i,z"SDS OR (2)SIMPSON HETA16 TO CMU (HGT-3 FOR 3PLY) U WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN FGTR W/(18)-SDS 1/4"x 3"WOOD z FRAME TO BUILDER NOTE: O.0 TYP. EA. SIDE H SCREWS AND(2) 1/2"x 5"TITAN MASONRY 3600 5000 ¢ SHEATHING. SEE HD ANCHOR BOLTS ¢ IF THE TRUSS LAYOUT SHOWN DOES NOT (2)- 1 3a"x 11 �$'LVL 2.0E CONNECTION: PROVIDE (2) (2) LGT-2 W/(32)-16d SINKERS TB13 FOR SHEATHING. SEE MATCH THE TRUSS MANUFACTURERS LAYOUT Fb=2950. CONNECT PLYS SIMPSON LSTA24 OR (2) J (14) 1/4"x 2 1/4"TITENS (2-PLY FRAME TO 3700 4300 O 0 ADDITIONAL INFO TB13 FOR TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST MASONRY F- ADDITIONAL INFO ----STOP----- ROWS?4"x 3112'SDS WOOD OR (2)SIMPSON HETA16 TO CMU TRUSS) BM5 w o AND CALL THE ENGINEER OF RECORD PRIOR SCREWS @ 16"O.0 TYP. COL. U.N.O. ON ROOF PLAN (2) LGT-3 W/(24) SDS 1/4"x 2-1/4" z TO PLACEMENT OF ANY TRUSSES. FRAME EA. SIDE K & (8)-3/8"x 5" TITENS HD's MASONRYO 5310 7370 �O Ui (2)- 1 34"x 16"LVL 2.0E CONNECTION: PROVIDE (2) (3-PLY TRUSS) O w z U-1 Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) HU410 OPT HUC410(MAX)W/ FRAME TO G=2305 G=2680 i BM6 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST L (18)-16d& (10)-10d NAILS FRAME U=1805 U=1895 U ROWS Y4"x 3%2"SDS OR (2)SIMPSON HETA16 TO CMU O WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN HU410 OPT HUC410 W/(18)TITEN FRAME TO G=5085 > O.0 TYP. EA. SIDE M 1/4"x 2 3/4"& (10)-10d NAILS MASONRY U=1810 ¢ PRE-ENG ROOF3, (2)- 1 ,,,a x 18"LVL 2.0E TRUSS. SEE PLAN CONNECTION: PROVIDE (2) (2) HETA16 OPT(2) HETA20 Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) FRAME TO 2035 2035 TOP OF WALL BM7 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST N 1 PLY W/(10)- 10d x 1 1/2' OR (2) SIMPSON LGT-3-SDS2.5 14"x 3 1,i2,,SDS OR (2)SIMPSON HETA16 TO CMU 2 PLY W/(12)- 16d MASONRY 2035 2500 ENGINEER PRE-ENG ROWS ,14" ROOF TRUSS W/(26) 165d SINKERS AND WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLANOF RECORD: (12) SDS 1a"x21.2'(1 EA SIDE O.0 TYP. EA. SIDE O HTSM16 W/(8)10d NAILS AND(4) FRAME TO 1/4"x2 1/4 TAPCONS MASONRY 1020 1175 TOP OF WALL OF COLUMN) (2)- 1 34"x 20"LVL 2.0E CONNECTION: PROVIDE (2) Fb=2950. CONN. PLYS SIMPSON LSTA24 OR (2) H10S W/(8)8d X 1 1/2" NAILS AND FRAME TO 0 W BM8 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST P (2)3/8"x4"TITAN HD MASONRY 915 1065 M REF ARCHROWS Via"x 3�2"SDS OR (2)SIMPSON HETA16 TO CMU - WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN Q MST27 W/(30) 16d NAILS FRAME TO 3200 3700 � REF ARCH O.0 TYP. EA. SIDE TRUSS CONNECTOR. 3, (2)- 1 ,a'x 24" LVL 2.0E CONNECTION: PROVIDE (2) FRAME U y�Z SEE PLAN PRE-ENG TRUSS. SEE PLAN Fb=2950. CONN. PLYS �` SIMPSON LSTA24 OR (2) GENERAL CONNECTOR NOTES TRUSS CONNECTOR. SEE PLAN SHEATHING. SEE BM9 TOGETHER USING(2) SIMPSON HTS20 TO WOOD POST iE.='f TB13 FOR ROWS v4"x 3 12"SDS OR (2)SIMPSON HETA16 TO CMU SHEATHING. SEEADDITIONAL INFO UPSET HEADER WOOD SCREWS @ 16" COL. U.N.O. ON ROOF PLAN 1. CONNECT ALL ROOF/FLOOR TRUSSES TO MASONRY WALLS/ o TB13 FOR INSIDE FRAMEO.0 TYP. EA. SIDE LINTELS/ICF WALLS W/OA CONNECTOR LINO ON PLAN o 6,�s ADDITIONAL INFO UPSET HEADER CONT DOUBLE TOP PLATE COLUMN.SEE PLANrn WALL. SEE PLAN INSIDE FRAME CONNECT STACKING 2. CONNECT ALL TRUSSES TO INTERIOR/EXTERIOR BEARING CICENS o WALL. SEE PLAN COLUMNS W/SIMPSON GENERAL BEAM NOTES WOOD WALLS/BEAMSW/OCONNECTOR UNO ON PLAN c Z MST72 W/(54) 16d NAILS. HALF NAILING ABOVE AND 1. VERIFY WITH PLAN CORRECT LENGTH OF BEAMS REQUIRED 3. CONNECT ALL TYPICAL HIP JACK, CORNER JACK)TO MASONRY c BELOW FLOOR SYSTEM. (MIN 4" BEARING EACH END) WALLS/LINTELS/ICF WALLS W/( n U CONNECTOR. 2. SEE PLAN FOR TOP OR BOTTOM OF BEAM INDICATIONS �J LL 3. BEAMS ARE NOT TO BE DRILLED OR NOTCHED IN ANY WAY IF WOOD WALL OR BEAM USE (2)OB CONNECTORS UNO WITHOUT WRITTEN APPROVAL FROM THE E.O.R. ON PLAN. MD02 SECTION AT UPSET BEAM/HEADER MD03 SECTION AT UPSET BEAM/HEADER MD12 SECTION AT 3-STORY COLUMN 4. CONNECT ALL FLOOR TRUSSES TO INTERIOR BEARING SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" WOOD WALLS/BEAMS W/(3)12d TOENAILS. 5. ALL TRUSS TO TRUSS CONNECTIONS ARE TO BE PROVIDED BY TRUSS MANUFACTURER UNO ON PLAN. E C TYP MD03 TYP AT UPSET UNO S3.1 BEAM UNO II I I II II I I II II II II II II II II II II II II II II II II L II II II /TB14 II I I II II II II II II II IID II II II II II II I I BMT° T I I I S4.1TB1a I % III L 4x i I S4.1 I I HEADE SD02 III COL Bm O C SD02 I ( II I I TO HEADER D I -z 1! O O T 3.1 IF -IF J II II it II II II II II II II II II II II � _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ - Z . TYP TB14 UNO I _ 4x S4.1 - I -J - F r r - 1(. TB74 S4.1 Q D I I II II II II II II II II II II II II II II II I� - I � I = �Ien II II II cn = I I U cz 0 _ 4_jo o 0- TYPO _ _ _ II II II II II II II I II II II II II I� = I UNO O W I = �I II II II II II II II II II II II it II II II II r II I II S4 28 I I SD 12 2x I I II II II II II II II i II II II II I F I II I I II I D 2x II I FII II - - - - - - - - - - - = _ " I - M - L I = _ - - - - _ I IRDERTRUUM I I I - - - - - - 71 II C II C II 2x fiI MD03 TYP AT UPSET L I I I I I I 0_j S3.1 BEAM LINO BM TO _ HEADER T 3x 2x GIRDER TRUSS I I F I I F 2x it J I II II I II I I II II II II M I II II II II \ I PLAN HISTORY - - - - - - - - - - - - - - - - DATE DESCRIP: 04-17-15 100% ENG c TYP UNO SHEET DATA: DESIGNED BY: JMB DRAWN BY: JMB CHECKED BY: MJB SHEET DESCRIP: UPPER LEVEL FRAMING PLAN ROOF FRAMING PLAN SCALE:3/16"= 1'-0" SHEET: DESIGNER: c,' �2 � o FRONT WALL OF C GARAGE z i.,, PROVIDE 1 12'x 16" Z m O 2 EXP. JOINT SLOPED RECESS @ z o �a) m L9 z SEE SWO1 FOR WALL ALIGN DRIVE w/ GARAGE DOOR. C7 ' " o z REINF, FOOTING SIZE SEE SWO1 FOR WALL EXTEND SLAB 1 1'2" '-" #5 CONT. @SLAB REINF, FOOTING SIZE #5 CONT. SLAB #5 CONT. @ BOT.OF RECESS & G.C. TO VERIFY v� Y =x & REINFORCEMENT LEVEL LEVEL SLAB LEVEL BEYOND BLOCK w H W'�u- FACE PITCH DRIVE Q z .P ,N Q & REINFORCEMENT o a x P Z w Q CONC. SLAB Z J I 004 = N L ADE 3' GR r v I' zI #5 REBAR w a 3 SEE SWO1 FOR WALL 1 z I' I, 3,2 CONC. DRIVE w/ I SEE SWO1 FOR WALL GRADE #5 CONT. @SLAB LEVEL x NOTE: i REINF, FOOTING SIZE Q CONT. JOINTS 10' REINF, FOOTING SIZE & REINFORCEMENT 1.VERTICAL REINFORCEMENT REQUIRED AT ALL O.C.TYP. & REINFORCEMENT _ _ - _ CORNERS, JAMBS,WALL INTERSECTIONS, ARCHITECT BELOW SPACING STATED IN DET TRO CATIONS,AND AT OF RECORD: 2. W.W.M. IS REQUIRED TO MAKE ADEQUATE I CONNECTION BETWEEN SLAB AND WALL WHEN FIN. GRADE I STEM WALL EXCEEDS 4'-0", FIBERMESH CANNOT BE SW02 EXT. BEARING @GARAGE SW03 EXT. BEARING w/ STEP DN. SW04 PORCH SILL SWO FTG. a� GAR. DOOR USED. USE#4 TURN BAR TO MATCH VERTICAL SCALE: 1/2"=V-0" SCALE: 1/2"=V-0" SCALE: 1/2"=V-0" SCALE: 1/2"=1'-0" Z COMPACTED CLEAN FILL REINFORCEMENT LOCATION, EACH BAR TO TIE TO VERTICAL BAR AND EXTEND OUT A MINIMUM 4'-0" C) z I #5 VERTICAL REINF. BAR INTO SLAB @ 48"O.C. MAX b 3. IF FOUNDATION WALL IS REQUIRED TO BE HIGHER z O � Fe I #5 HORIZ REINF. BAR @ THEN SPECIFIED ON DRAWINGS, CONTACT 48"O.C. MAX ENGINEER OF RECORD PRIOR TO CONSTRUCTION r� W o FOR MORE INFORMATION. z *k 4. G.C.TO PROVIDE ADEQUATE BRACING OF z c' O uWi j - T FOUNDATION WALL WHEN UNEVEN BACK FILLING H wuj IS TAKING PLACE Q U M 24" PF20VIDE 2x4 CONT. 5. IF FOUNDATION WALL IS WITH IN 5'-0"OF POOL OR U � J KEYWAY AT WALL TO WATER FEATURE, FOUNDATIONS TO BE A MINIMUM FOOTING INTERSECTION OF 12" BELOW BOTTOM OF POOL OR WATER (3)#5 CONT. FEATURE. rSwo"'1 EXT. BEARING OPTIONAL CURB BY PROVIDE RECESS SCALE: 1/2"=V-0" 2x BRG WALL SEE BUILDER #5 REBAR PER MANUF. SPECS ENGINEER PLAN SEE PLAN FOR SEE PLAN #5 CONT. @ SLAB F.F. STEP FIN. FCR. OF RECORD: FOR STEP LEVEL 80 SEE SWO1 FOR WALL I T 4" N SLAB REINF, FOOTING SIZE ° i IV' EXP.JOINT I N W & REINFORCEMENT I FLOOR SLOPE TO SEE SWO1 FOR WALL DRAIN BY BUILDER I REINF, FOOTING SIZE PLAN SEE �'33N/, - & REINFORCEMENT F.F. ¢ �O Z SEE SWO1 FOR WALL ;4� - O REINF FOOTING SIZE o0 & REINFORCEMENT I 811 I (1)#5 REBAR CONT. SW08 INT. BRG. STEP DOWN rSWO9 SECTIONSW10S.G.D. DETAIL MF04 THICKENED EDGE F_ �S �o. wcn@@ 5 SCALE: 1/2"=1'-01. BICEP! N SCALE: 1/2"=1'-0" SCALE: 1/2"=l'-0" SCALE: 1/2"=V-0" p � U z o #5 CONT. SEE SWO1 FOR FILLED CELL SPACING& FOOTING SIZE & REINFORCEMENT �—�i�_11111111111 I � _ I co 1=1 (Dw _ " ci I I I1 I r LOWER SLAB O �• — — — — — uJ � I � 2x BRG.WALL.SEE f _ _ w U) I I ' 2x BRG.WALL.SEE FLOOR PLAN FOR 00 U) FLOOR PLAN FOR I w g MORE INFO I #5 CONT. REINF. MORE INFO — ( — I I=I PI SEE FOUNDATION REINF. SEE I I _ PLAN C.0 (2)#5 CONT. STEP-SEETREINF.SEE I PLAN SEE PLAN PLAN III I 1I- � FOR QUANTITY Lu w - J (2)#5 BENT BARS w/T 7' _ w MIN 25"LAP SPLICE "' N Q #5 x 25"x 25" r w - - -_-_-_-_- CORNER BAR ONE �' 1_ . - 2 #5 CONT. M N J FOR EACH HORIZ 4' 20" 4' (3)#5 REBAR 4 • 201 (3)#5 REBAR O 4" REBAR,TYP. U.N.O. 811 (MF�18TYP. STEP FTG. DETAIL (MF�19TYP. CORNER BAR DETAIL (MF`05� INT. BRG. WALL MF06 STEP DOWN BRG. MF12 STEP DOWN NON BRG. SW14 LARGE STEP DOWN SCALE: 112"=1'-0" SCALE: 1/2"=V-0" SCALE: 1/2"=1'-0" SCALE: 1/2"=1'-0" SCALE: 112"=l'-0" SCALE:3/4"=1'-0" T— T— O 7— z � TOP (2)-#5 x 4'-0" " TOP (2) -#5 x 4'-0" PVC OR SCH40 SLEEVE CENTERED AT PIPE PVC OR SCH40 SLEEVEPENETRATION 7 PLUMBING LINE CENTERED AT PIPE PLUMBING LINE u) Z PENETRATION A Q - - - - - - - = C ) cz O CI) a- 10 CO - - . - - - - - - - CONCRETE STAIRS, O RO . A O PIPE PERPENDICULAR TO FND. #5 REBAR AT 12"OC CV MAX, EA WAY. A/C CHASE 4"PVC SEE FDN. PLAN PROVIDE MIN 25" LAP FOR SIZE& REINF. SLEEVE THRU STEM WALL PIPE VERTICAL THRU FDN. TOP(2) % PVC OR SCH40 SLEEVE CENTERED AT PIPE * EPDXY ANCHOR REBAR PENETRATION PLUMBING LINE INTO CONCRETE - ICOMPACTE RETAINING WALL W/MIN D I FINI H GRADE SUBGRADE 6"EMBED. PROVIDE MIN 25"LAP - (MD�23CONCRETE STAIR DETAIL SCALE: 112"=l'-0" 12"BELOW SLEEVE THRU A �-- J GRADE SW23 TYP. FND. PENETRATIONS STEM SEE FDN. FOR SEE PLAN FOR SCALE: 1/2"= 1'-0" SIZE& REINF. FOUNDATION INFO SECT. "A-A" PLAN HISTORY (1)#5 CONT. SOLID GROUTED DATE KNOCK-OUT COURSE C I I T, #5 REBAR @ 4'-0"O.C. i I 04-17-15 100% ENG #5 VERTICAL REBAR @ 4'-0" ,' EA WAY .I I. 12"CAST-IN-PLACE .I HANDRAIL BY REQUIRED-'- I O.C. RETAINING WALLWHEN I - BY CODE I — _ WATER PROOFING AND ! #5 (GR60) HORIZONTAL: C? VARIES WATER PROOFING N I I I NTAL #5 REBAR CONTINUOUS N DRAINAGE BY OTHERS :. G AND - '! • r BARS AT 12"O.C. ® T/STAIR DRAINAGE BY OTHERS I„ I I PROVIDE 112"CLEAR 2'-0" ,: ,. . STAIR -- MIN.25"LAPPL CE,TYP. VARIES FROM FACE OF WALL SEE PLAN RISER AL -- SLAB @ 8"CONC 4"MIN. T - N #6 GR60 VERTICAL CONC.STAIR-SEE ARCH. r - I' ) BARS AT "' WALL REFER TO OTHER I 0'O. C. PORCH SPECIFICATIONS FOR „ SECTIONS FOR REINF. (3)#5 CONT. BARS PROVIDE 1i2'CLEAR TREAD AND RISER 1/2 EXP.JOINT FROM FACE OF LL 3 #5 CONT. BARS - i • I. DIMENSIONS #5 REBAR CONT. I ( ) - @ 4'-0"O.C.EA WAY ----- • _ .SEE OTHER SECTIONS - ch FOR FDN.SIZE AND REINF. #5 AT 48"0.C. EA WAY - ; , - — ! - - - ! - - - ! =- - - ! - - - ® oo SIDEWALK (2)#5 CONT. 16 20" 20" (2)#5 CONT. I 0 - I - I - - I END SECTION STAIR MASONRY OPTION CONCRETE OPTION LANDING & RISERS I DETAIL MD D23/S4.0 FOR STAIR SECT. ADDITIONAL INFOW1 T SCALE: 112"=1'-0" (MD�25PLANTER WALL SCALE:3/4"= 1'-0" -- COMPACTED SUBGRADE �{ I� COMPACTED SUBGRADE li ,I I II SHEET DATA: I, II ; II II . rl Ir GENERAL CONTRACTOR DESIGNED BY. JMB TO PROVIDE -- - -- �; WATERPROOFING AND DRAWN BY. JMB It It - DRAINAGE ADJACENT TO WALL, TYP CHECKED BY MJB II II ------ ----- --- OF r — L - SHEET DESCRIP: coI— STRUCTURAL PROVIDE 2x8 CONT. DETAILS #5(GR60)BARS-/ #6 (GR60) BARS AT #6(GR60) BARS AT KEYWAY AT WALL TO AT 8"O.0 E.W. 6"O.C.AT BOTTOM 12"O.C.AT BOTTO FOOTING INTERSECTION. TYP AT TOP THIS DIRECTION 1'-0" 1'-0" 4'-0" le 1'-0" 1'-0" SHEET: 8'-0" rMD24 BASEMENT STAIR RETAINING WALL DETAIL SCALE:3/4"=1'-01, 4mu --------------------- DESIGNER: � 0 o � Z M r I� N v \ (1) O Z N m 6 U ZU r r- rn U --a U Q a! v Y x c o Q W (Z LL_L N ° N z coLL0- �, m z Q Ld N_ 0 G U = � a H a ARCHITECT OF RECORD: U Z w Y Z 0r� W o w Zk LL W O cn Z �_ F- w F- z U) U D D ENGINEER OF RECORD: N 0 w N M /1 d33N/D�� _ \� ``((b Z ?iT 9 , 00 ri 6 Q Lu S' C I CEt+ls�� N O \ Z U � C 0 0 TRUSS NOTES: B (2)-2x TOP PLATE BEYOND MIN.%6"OR 1Y32" 1.WOOD TRUS ERACTOR SHALL PROVIDE BRACING ACCORDING TO ANSI/TP1-2002(TRUSS PLATE INSTITUTE) NOTE THAT THE COMBINED WIND AREA IS GREATER BEFORE THE ROOF OSB/CDX SHEATHING SHEATHING IS APPLIED,AND BRACING SHALL THEREFORE BE INSTALLED AS THE TRUSSES ARE ERECTED. INADEQUATE TRUSSES BRACING IS THE MOST COMMON CAUSE OF ACCIDENT IN WOOD TRUSS CONSTRUCTION. FULL BUNDLES OF PLYWOOD SHALL NOT BE PLACED ON TRUSSES. THIS CONSTRUCTION LOAD SHOULD BE LIMITED TO 8 SHEETS OF PLYWOOD ON ANY PAIR — — — — IT 7I 7 — II- - - - �- - � — 4FT.- - - - - - - - - - - - - - - OF TRUSSES & SHALL BE LOCATED ADJACENT TO THE SUPPORTS. NO EXCESS CONCENTRATION OF ANY CONSTRUCTION MATERIAL (SUCH AS GRAVEL OR SHINGLES) SHALL BE PLACED ON I I I 11E F SOLID 2x THE TRUSSES IN ANY ONE AREA THEY SHALL BE SPREAD OUT EVENLY OVER A LARGE SO AS TO AVOID OVERLOADING ANY ONE TRUSS. w 0 I I I I II BLOCKING @ALL = � I // 4FT. 2.AL BRACING(DB, CBB, BB)SHOWN ABOVE SHALL BE IN ADDITION TO CONTINUOUS LATERAL BRACING SPECIFIED BY THE TRUSS MANUFACTURER ALL LATERAL BRACING SPECIFIED BY I I I III III I II I I SHEATHING o 03 1O / 2 / TRUSS MANUF. SHALL HAVE ADDITIONAL DIAGONAL BRACES AT 20'-0"O.C. MAXIMUM. I I I 1 III III I I 1I I I EDGES TYP. (2) I / O / I D 11 I1 1 111 C 111 I1 11 1 12d TOE NAILS o ? 1 / 2/ I 3.ALL BRACES SHALL BE 2x4 NOMINAL DIMENSION LUMBER & SHALL BE ATTACHED W/(2)- 16d NAILS AT EACH TRUSS INTERSECTION. I I I III NAILS EACH END. 1 OPENING I 1 II 5 FT.I 4 FT. I I — — — — v Z 5 FT. 4 FT. 4.ADDITIONAL BOTTOM CHORD BRACING SHALL BE INSTALLED AS REQUIRED BY TRUSS DESIGN WHEREVER ADEQUATE STRUCTURAL CEILING ARE NOT ATTACHED DIRECTLY TO THE BOTTOM I I III III 1I I I w - I _ _ _ _ _ _ _ _ _Q \ • CHORD OF THE TRUSS. II II III II _ a = 5. PROVIDE TRUSS BLOCKING AT ALL TRUSS BEARING SUPPORTS WHERE DEPTH EXCEEDS STANDARD HELL HEIGHT. I I I — — — — � \ 2 2 SEE TYP. TRUSS BLCKING DETAILS. Lu 1 11 111 111 E O O 2 2 0 \ \ J 3 1 1 O O 1 ♦--' 11 III I—FT — — � III I I I 2x STUDS w 0w O 1 \\ 4 FT. T II II III III II II ii = � � �� 1 1 1 I1 I BEYOND. U) - Q F– 0 cn 3 3 T" TYP. HAND FRAMING ABOVE TRUSS 2x4 I I I 1I I I I I I 1 I SEE PLAN o < I— O OJ — — — — — — — — — — — — — — \ 7 STUDS & PLATES AT 2'-0"O.C. EACH — — — I— — I 1 I cn O � m -j 4 FT. O O O 2O 4 FT. 3O Z PLYWOOD —OfFLOOR — — — 11I I I I III I 0 z_ ; W 2 ,- �DIRECITON TYP. U.N.O. cn N W 0 0 2x8 BLKING. NAILED @ EACH VERTICAL SCAB 2x6#2 SPF SYST M 1 I I II �� ROOF NAILING ZONE DIAGRAM 111 �i� - - � LI1 — JI- - Jl _ — L _ z SIDE W/(3) 12d NAILS WHEN 48"O.C.W/(4) 10d TOP & TRUSS W LL SHEATHING CONY. FRAMED RIDGE REQUIRED W/(2) MTS12'S BOTTOM OR H5 OR HCLR/LL 2x4 P.T.BASE MAY BE NAILED W/MIN. IN PLACE OF (4) 10d A PLATE BEYOND (4)- 12d WHEN IT LANDS 2x RIBBON VERTICAL HORIZONTAL SEE PLAN NEXT TO PRE-ENG TRUSS * COLLAR TIE EVERY 3rd OR U cz 0 RAFTER BLOCKING WALL ELEVATION DIAGRAM Cn 0- = BETWEEN ** S E -1--+ o CB 2x4 SPF W/(2)#7x3-1/2" EC ION FLOOR 3/8" "S"= NAIL 3/8" ROOF NAILING SCHEDULE: :3 WOOD SCREW EACH B- SYSTEM SPACING NAILING ZONES (SHINGLE AND TILE C) rO^ TRUSS OR H5 @ 48"O.C. 0 t )0 T vJ pB BB I ZONE 1:8d RING SHANK NAILS @ 6"O.C.ON EDGE AND 12"O.0 IN FIELD N T BEVEL CUTS DOUBLE TOP 1/2" (OPTIONAL) PLATE 1 --,���— 3/411 1/2"� — S — ZONE 2:8d RING SHANK NAILS @ 6"O.C.ON EDGE AND 12"O.0 IN FIELD PRE-ENG. TRUSS 2x STUD WALL o 0 0 o a o ZONE 3 8d RING SHANK NAILS @ 4"O.C.ON EDGE AND 12 O.0 IN FIELD CONT. ROOF SHEATHING AT TRUSS TOP SEE PLAN 1/2" CHORD AT ALL HAND FRAMED AREAS TYP. *2x8#2 SYP RIDGE BEAM S (NOTE: IF 5/8"PLYWOOD IS USED,CONTRACTOR MUST USE 10d RING SHANK SINGLE NAIL EDGE SPACING DOUBLE NAIL EDGE SPACING NAILS) **2x6 RAFTERS @ 2'-0"O.C. MAX.W/(3) 3 TO 4 TRUSS SPACES 2x4 AS SHOWN NOTE: 10d COMMON TOENAILS TO RIDGE DIAGONAL--,, WOOD TRUSS BEAM ALTERNATE ROOF SHEATHING:(APA RATED EXPOSURE 1) 1/2"PLYWOOD AT 8'-0"MAX TRUSS TRUSS DIRECTION O NAIL AT BASE 2 ROWS @ 4"O.C.W/8d COMMON NAIL (TILE)OR 7/16"OSB MIN.(SHINGLES)SPAN RATED 24/16 © NAIL AT TOP PLATE TWO ROWS @ 4"O.C.W/8d COMMON NAIL SHEATHING MAY BE INSTALLED VERTICALLY OR HORIZONTALLY,ATTACH 2x4 CONT. ATT & B (2)- 12d NAILS © NAIL OPENING PERIMETER @ 3"O.C.W/8d COMMON NAIL PER NAILING SCHEDULE. PANEL EDGES WILL NEED TO BE ATTACHED TO CHORD TO EA. TRUSS OD NAIL INT.AT 6"O.C.W/8d COMMON NAIL STUD AND OR BLOCKING AT ALL EDGES. CONC. MASONARY DOUBLE STAGGER ALL VERT. JOINTS & NAIL @ 4"O.C. STEEL OR WOOD TOP PLATE W/8d COMMON NAIL SUPPORT SECTION B-B OF PLYWOOD SPLICES @ HEADER-NAIL SHEATHING TO HEADER A-A ALTERNATE BLOCKING W/8d COMMON NAILS @ 4"O.C. DETAIL @ INTERIOR BEARING TBO6 BLOCKING/CONY. FRAME DETAILS O (MEMBERNAILS FGABLEO NDOEACH TRUSS END OR@VERTICAL rTB13 WALL SHEATHING INSTALL & NAILING SCHEDULE SCALE:3/4"=1'-0" NOTE: 8d NAILS FOR WALL SHEATHING MUST BE MIN .131"X 2 1/2" SCALE:3/4"=1'-0" PLAN HISTORY DATE DESCRIP: 04-17-15 100% ENG 2x6 BLOCKING W/(2) 12d 1,,, NAILS EA END !2 SHEATHING. SEE T613 FOR ADDITIONAL INFO 2x4 CONTINIOUS W/(2) 10d 2x4 CONTINIOUS W/(2) 10d 2x BEARING WALL STUDS. NAILS AT EACH STUD NAILS AT EACH STUD SEE PLAN 2X4 SPF BLOCKING AT 48" 2X4 SPF BLOCKING AT 48" O.C. MAX.W/(2) 10d NAILS O.C. MAX.W/(2) 10d NAILS A 2x6 BLOCKING W/(2) 12d T EACH END AT EACH END NAILS EA END 2x4 BLOCKING W/(2) 12d SIMPSON MTS12 W/(14) NAILS AT 12"OC 10d x 112"NAILS AT EA TRUSS TO LEDGER (2) MSTC28'S W/(36) 16d 14'-0" PRE-ENG ROOF TRUSS. SINKERS. (1)EA SIDE OF 14'-0" SEE PLAN GIRDER •o \ 2x4 SPF DIAGONAL \ 2x4 SPF DIAGONAL 3-PLY GIRDER TRUSS. \ TPRE-ENG. BRACING AT 48"O.C.W/(4) TPRE-ENG. BRACING AT 48"O.C. W/(4) \ / TRUSS SYS. 12d NAILS AT EACH END & 4 2x8 SPF STUB COLUMN .�. PROVIDE 2x SCAB ON ONE \ / ALTERNATE DIRECTION ALTERNATE DIRECTION ( ) \ TRUSS SYS. 12d NAILS AT EACH END& BELOW GIRDER TRUSS SIDE TO ALIGN W/ COLUMN BELOW 12'_0" DOUBLE 2x8 LEDGER W/ \/ u DBL 2x4 BLOCKING AT 24" \ // SHEET DATA: 12'-0" (3)""x 6"SDS SCREWS AT /\/ \ O.C.W/(2) 10d NAILS EACH X EA STUD END. DESIGNED BY. JMB (2) MSTC28'S W/(36) 16d DRAWN BY: JMB SINKERS SIMPSON LSTA21 W/(16) 10d NAILS AT EA STUD TO 2x8 CONT W/(3) 16d I I 2x4 BLOCKING AT 24"O.C. 2x4 BLOCKING AT 24"O.C. GIRDER TRUSS BELOW NAILS AT 24"OC I I W/(2) 10d NAILS EACH 2x NON. BEARING WALL. W/(2) 10d NAILS EACH I END. (SEE PLAN FOR END. CHECKED BY: MJB 11 OPENING BELOW. SEE � i SIMPSON A34 @ 2'-0"O.C. ADDITIONAL PRE-ENG FLOOR TRUSS 24 DEEP GIRDER TRUSS. PRE-ENG FLOOR TRUSS PLAN INFORMATION) SIMPSON A34 @ 2'-0"O.C. CONNECTION BY TRUSS SEE PLAN CONNECTION BY TRUSS 24"DEEP GIRDER TRUSS. LAFL SHEET DESCRIP: MFR MFR SEE PLAN 12"PLYWOOD SHEATHING STRUCTURAL SEE DETAIL TB13 FOR NAILING DETAILS (MD�1SECTION AT WALL GIRDER STUB DOWN rMD18 SECTION AT LEDGER (MD�OEXTERIOR NON BRG. HEADER DETAIL (TB14 EXTERIOR NON BRIG. WALL FRAMING DETAIL SCALE:3/4"= 1'-0" SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" SHEET: ------------- SEE PLAN DESIol GNER: -� 1'4" p SOFFITS 1'4" AND GREATER REQUIRE c 0 SUPPORT 0 � co C� F NOTE: COORDINATE Zm co o SOFFIT OVERHANGS z m WITH ARCH'L AND Z CD N I z 21 TRUSS MFR DRAWINGS 2x TOP PLATE u Q o N 1/4"MIN. SPACE v� � Y X w �� U Q SEE WALL SECTIONS FOR Q z s Y N ADD'L INFORMATION METAL DRIP EDGE U '�a STRUCTURAL U 42x SUB FASCIA SHEATHING ATTACHED Q N 1 . CONT.VENTED ALUM. cl- PER NAILING SCHEDULE w = o NOTE: TB13 _ G.C./BUILDER TO VERIFY AND OR VINYL SOFFIT 3 VARIES w/ a 3 PROVIDE SOFFIT MATERIAL SPAN 2X BLOCKING NAILED TO TOP -" ROOF SLOPE CAPACITIES BASED ON THE DESIGN CHORD OF EVERY OTHER TRUSS x PRESSURES SPECIFIEDFOR W/(3) 10d NAILS AS SHOWN WOOD WAL OR 2x4 CONT.w/(2)- 16d 8 COMPONENTS AND CLADDING CONT.2x4 NAILED TO BLOCKING TRUSS. SEE PLAN COMMONS NAILS EACH 2x STUD @ ARCHITECT B B 1 OPENING HEADER SEE FLOOR OA SIMPSON LSTA30 w/(22)- 10d LISTED IN THE DESIGN CRITERIA. W/(2)12d NAILS STUD TYP.T&B 2x P.T. BOT. PLATE 24"O.C. MAX. xx 4 E El PLAN FOR SIZE AND TYPE. IF NO NAILS @ EACH END OF HEADERS ARE SPECIFIED ON HEADER TO JACK STUD IF ,x2 MIN. P.T. FASTEN TO WALL W/ TRUSS OR ROOF OF RECORD: �°�• •I•°I' I'°I• '�•°I I•°�• PLANS USE (2)2X12 SYP#2. SPECIFIED ON PLANS. 2 1/2" LG. NAILS @ 2'-0"oc W/ SYSTEM DOUBLE IF SPECIFIED ON J-CHANNEL SECURED @ 12"oc C JACK STUDS BELOW HEADER. PLANS. U D 2 SEE FLOOR PLAN FOR JACK STUD SOFFIT SUPPORT FRAMING DETAIL z REQUIREMENTS. © SIMPSON SP4 W/ 10d NAILS ATE CH6KINGx1 S03 FOR SOFFITS 16" AND GREATER rLDO2 SHEAR TRANSFER EXT. WALL �FlOTYP. INTERIOR NON BEARING Lu 7 2x KING STUDS AT END OF STUD AND @ 24"O.C.ABOVE SCALE:3/4"_ ,'-0" SCALE:3/4"=1'-0" SCALE:3/4"= 1'-0" Z O 1 HEADER. SEE FLOOR PLAN FOR HEADER OPENING WHERE A A O } � KING STUD REQUIREMENTS. STRAPS ARE SPECIFIED AT ~ w M EACH END OF HEADER ON w ® (2)2x TOP PLATE. SEE WF08 FOR PLANS. O SPLICE IN TOP PLATE. w Z CONNECTOR AT TOP AND UJ a 2x STUDS @ 16"O.C. U.N.O. ON BOTTOM OF EACH STUD IF Q U PLANS.ATTACH STUDS TO TOP SPECIFIED ON PLANS. y J U g = AND BOTTOM PLATES WITH (2) Ca 10d NAILS. O SEE PLAN FOR GIRDER/BEAM CONNECTION. © 2x P.T. SILL PLATE 10 I O 2X MID HEIGHT BLOCKING W/(2) NAILS SIMPSON ( T OP OF 12. 2x FRAMED ENGINEER 2li � lOd NAILS EACH END. OF END STUD. STUCCO FINISH WALL 3 F RE 5 ' F-8] GIRDER/BEAM. SEE PLAN FOR O (2) SIMPSON SP4 W/(6) 10d X TAR PAPER 10 ADDITIONAL INFORMATION. 112'NAILS AT EACH END OF WRAPPED 6" UP OPENING. USE LTERNATE WEEP SCREED MIN. 0.019 EXT. FRAME r W 9 COLUMN UNDER GIRDER/BEAM. CONNECTION�WHEN 26G GALV. OR EQUAL. MIN. W LL w TVERK VERTICAL ATTACHMENT LA O SEE PLAN FOR SIZE,TYPE,AND STRAPS AT HEADER ABOVE FLANGE OF 3.5" LOCATED TERMITE BASE CONNECTION OF COLUMN. ARE DOUBLED. BELOW WEATHER SHIELD - r RESISTANT BARRIER 10 2X P.T. STUD AT EXTERIOR WALL O SIMPSON HTT5 W/(18) 16d ° X (TYVEK)SHALL ALP THE x C..F 3E 3E � CONDITION. CONNECT TO CMU NAILS AND 5$' EXPANSION ATTACHED FLANGE. EXT. G F F C WITH ONE OF THE FOLLOWING ANCHOR w/6"EMBEDMENT J 6 TYPICAL(8,2 AT STEP-DOWN E LATH SHALL COVER AND . . ? H ''• '• ' - METHODS: t,., , - (3),2"x8"J-BOLTS CONDITION). TERMINATE FLANGE OF ' ® Co o•°.o o•°.o• o•°.o• 3)12' WEEP SCREED N ( , 'x6"EXPANSION BOLTS USE SIMPSON HDU8-SDS2.5 xl "TA /7,,„ ) 1 „ 1,„ rq (6) 3 1'2" a PCONS W ,8 ATR AND 20 /4 x2 2 (8) 27/g HILTI TIX-DNI NAILS SDS WOOD SCREWS AT MASONRY OR - •, � o14 S �ICENS� o - HEADERS THAT ARE CONC WALL U SPECIFIED W/(3) STRAPS AT o TOP. o USE SIMPSON HDU11-SDS2.5 I- —WF05 FIRST FLOOR WOOD-FRAMED BEARING WALL W/,"AOODSCR0) �SAT2" SDS WOOD SCREWS AT SCALE:3/4"=1'-0" HEADERS THAT ARE SPECIFIED W/(4) STRAPS AT "soEXT. FRAME WALL TERMITE TOP. SCALE:3/4"=,'-0" O1/2"ANCHOR BOLTS @ 32" O.C.AND 6"FROM ENDS OF SILL PLATE W/MIN. 7" EMBEDMENT. IN LIEU OF ANCHOR BOLTS USE 12" SIMPSON TITEN HD AT SAME SPACING AND EMBEDMENT. 2x4 BLOCKING AT RIDGE W/(2) 12d NAILS AT EA SIMPSON H10 W/(18) 10d x END 12 NAILS,TYP 12'SHEATHING. SEE TB13 FOR ADDITIONAL INFO DOUBLE 2x6 DF CONT SPF 2x8 SYP/DF AT 24"OC TOP PLATE %2'SHEATHING. SEE TB13 (RIPPED TO SLOPE, REF FOR ADDITIONAL INFO ARCH) (2) 134"x11 $"LVL(2.OE, Fb=2900) HEADER AT OPENINGS, TYP. SEE WF06 FOR ADDITIONAL HEADER INFO fTw IT— (2) (2) 2x8 DF SILL AT EA '♦"' OPENING. SEE WFO6 FOR T DOUBLE 2x4 ADDITIONAL INFO O TOP PLATE 2x6 BLOCKING W/(2) 12d ^ T PROVIDE 2x4 ON TOP __�_p�� Z L.J._ OF 2x8 TO BLOCK OUT 2 ROWS 10d TOP PLATE ATTACH w/ 3' O.C. @ JZ'SHEATHING. SEE TB13 2 10d NAILS O.C. N FOR ADDITIONAL INFO + + NAILS AT EA END • ( ) + + + + 2x4 BLOCKING W/(2) 12d 2x4 BLOCKING W/(2) 12d .U z (SOLID BLOCK w/2x6) N ,' + EA END NAILS 12"OC g82x8 DF AT 12" OC, 2x4 STUDS M�4! ;� CHIMNEY.ALIGN 1 PAT PER PLAN TOP SPLICE STUDS BELOW ?2'SHEATHING. SEE TB13 v Cz o Zo 2x4 BEYOND DOUBLE 2x8 FOR ADDITIONAL INFO AGAINST 2x8 TOP PLATE 50 00 �2"SHEATHING. SEE TB13 FOR ADDITIONAL INFO UPLIFT CONN. SEE C STUDS 2x8 STUDS1PRE-ENG ROOF TRUSS. PLAN O 0 PER PLAN (SIM.w/2x6 1� 1� 2 SEE PLAN T STUDS) N 2x6 BRACING AT 5'-0"OC TOP PLATE TRANSITION 2x4 w/2 ROWS OF 10d NAILS @ 3"O.C. MAX AND AT EA END W/(4) 16d NAILS AT EA END . PIPE OR DUCT w/ PENETRATION THRU TOP PLATE w/MORE PRE-ENG GIRDER TRUSS. SEE PLAN 2x4 BLOCKING THAN 50% OF TOP W/ (2) 12d PLATE WIDTH INSTALL NAILS AT EA 2x6 BLOCKING W/ d SIMPSON PSPN516Z DOUBLE 10d (2)2 x 4 LAMINATIONS W/(1) (3)2 x 4 LAMINATIONS W/(2) (3)2 x 6 LAMINATIONS W/(2) END NAILS AT EA END w/(12) 16d NAILS TYP. TOP SPLICE ROW OF STAGGERED 10d ROWS OF STAGGERED 16d ROWS OF STAGGERED 16d TOP & BOTT. COMMON WIRE NAILS COMMON WIRE NAILS COMMON WIRE NAILS ' 2 ROWS 10d (D=0.148",L=3")OR EQUAL (ONE INTO EACH OUTSIDE FACE) (ONE INTO EACH OUTSIDE FACE) @ 6"O.C. (D=0.162",L=3-1/2")OR EQUAL (D=0.162", L=3-1/2")OR EQUAL + g8 NOTES: + + + + 14'-0" 2x4 BLOCKING W/(2) 12d 4.11 1)ADJACENT NAILS ARE DRIVEN FROM 3)FOR 4-PLY,PROVIDE 1/4"DIA. x 51/2" NAILS 12"OC BOTTOM SPLICE OPPOSITE SIDES OF THE COLUMN. LAG SCREWS OR EQUAL (SPACE AS OVER STU® SHOWN FOR 3-PLY) CONNECTION BY TRUSS PRE-ENG ROOF TRU O " 2x8 EXTERIOR BEARING 2)ALL NAILS PENETRATE AT LEAST 3/4 OF MFR 1 „ SEE PLAN THE THICKNESS OF THE LAST LAMINATION 4)REFER TO NDS SECTION 15.3 FOR :2 SHEATHING. WALL. SEE PLAN NOTE: ADDITIONAL INFO. SEE T613 FOR ADDITIONAL PLATE LENGTHS MUST BE AT AF 2x EXTERIOR BEARING INFO LEAST 8'-0"LONG.TYPICAL WALL. SEE PLAN �FlBUILT UP COLUMN NAILILNG SCHEDULE PLAN HISTORY �F08TOP PLATE SPLICE DETAIL SCALE:3/4"=,'-0" DATE DESCRIP: SCALE:3/4"=,'—o" MD14 SECTION AT CHIMNEY MD15 SECTION AT LOW ROOF TRUSS 04-17-15 100% ENG SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" SHEATHING. SEE TB13 FOR MIN. HEIGHT 12'-0"OR METAL FIRE STOP 2'-0"ABOVE ANY 2x4 BLOCKING AT RIDGE ADDITIONAL INFO STRUCTURE WITHIN W/(2) 12d NAILS AT EA UPLIFT CONNECTOR. SEE UPLIFT WALL CONNECTOR. AT HEADER JAMBS AND 10'-0" END PLAN SEE PLAN UPLIFT WALL CONNECTOR. COLUMNS, SEE MD05/S4.3 AT HEADER JAMBS AND 2'SHEATHING. SEE TB13 SEE PLAN FOR BASE CONNECTION COLUMNS, SEE MD05/S4.3 PIPE STABILIZER AS REQ FOR ADDITIONAL INFO DOUBLE 2x6 CONT SPF TO STEEL BEAM BELOW FOR BASE CONNECTION 2x8 SPF AT 24"OC (RIPPED TOP PLATE TO STEEL BEAM BELOW 2x INTERIOR BEARING 2x6 CRICKET TO SLOPE, REF ARCH I 2x#2 SPF STUDS @ 16" ) (2)2x10 SYP/DF(RIPPED 2x INTERIOR BEARING O.C.w/EXTERIOR WALL. SEE PLAN TO WIDTH OF STEEL BEAM WALL. SEE PLAN 2x BLOCKING W/(2) SHEATHING ATTACHED FLANGE WIDTH)W/12' DIA 12d NAILS AT EA IPER SEE NAILINGI SCHEDUFOR LE 2x CONT BASE PLATE W/ THRU-BOLTS AT 24"OC TRUSS + (1)5$'x 5"LONG LAG STAGGARED 2x CONT BASE PLATE W/ i FINISH 2x4 BRACING AT 48"OC W/ SCREW 12 OC (1) ,8"x 5"LONG LAG (4) 16d NAILS AT EA END + + 2x6 SPF AT 16"OC,TYP AT SCREW 12"OC CHIMNEY 34" (2)2x10 SYP/DF (RIPPED 4' PLYWOOD SUBFLOOR SHEATHING. REF TO WIDTH OF STEEL BEAM 34"PLYWOOD SUBFLOOR TB13 FOR SIMPSON MTS12 W/ 14 FLANGE WIDTH)W/i2" DIA PROVIDE 2x BLOCKING SHEET DATA: THRU-BOLTS AT 24"OC ADDITIONAL INFO 1/"SHEATHING. SEE TB13 @PREP WALL IF NOT FOR ADDITIONAL INFO 10d x 11i2"NAILS AT EA STAGGARED PRE-ENG GIRDER ALIGNED w/TRUSSES BELOWSTUD BLOCKING TRUSS. SEE PLAN ( DESIGNED BY: JMB + 2x6 SPF CONT W/(2) 12d + + NAILS AT EA TRUSS SIMPSON MTS12 W/(14) + + DRAWN BY: JMB 1 + + + PRE-ENG ROOF TRUSS. 10d x 1,2' NAILS AT EA STUD TO BLOCKING SEE PLAN CHECKED BY: MJB I 2x6 CONT W/(2) 12d NAILS 2x6 BLOCKING SIMPSON MTS12 w/(14) AT 24"OC W/(2) 16d 2x6 BLOCKING B/W 10d @ EACH TRUSS u NAILS EA END SHEET DESCRIP: TRUSS WEBS W/(2) PRE-ENG FLOOR TRUSS. 12d NAILS AT EA END PRE-ENG ROOF STRUCTURAL PRE-ENG FLOOR TRUSS. SEE PLAN PRE-ENG FLOOR TRUSS. TRUSS CHIMNEY PIPE MIN. 2"TO DETAILS SEE PLAN PRE-ENG FLOOR TRUSS. SEE PLAN TRUSSES SIMPSON THIA426 W/(14) SEE PLAN 12 SHEATHING. SEE TB13 16d NAILS,TYP STEEL BEAM. SEE PLAN PRE-ENG ROOF 2x6 CONT W/(3) 12d NAILS AT EACH FOR ADDITIONAL INFO SIMPSON THA426 W/(14) TRUSS TRUSS VERT AND (2) 2x6 BLOCKING AT 24"OC W/(2) 16d NAILS EA END PRE-ENG ROOF TRUSS. BEARING WALL. SEE 16d NAILS,TYP 12d NAILS AT 12"OC SHEET: STEEL BEAM. SEE PLAN CH01 TYP. CHIMNEY FRAME DETAIL 2x6 BLOCKING W/(2) 16d PLAN SEE PLAN TRUSS HANGER SCALE:3/4"=1'-0" NAILS EA END PER TRUSS MANUF (MD�SECTION AT FLOOR STEEL BEAM (MD�01SECTION AT WALL GIRDER MDO8 SECTION AT CHIMNEY SCALE:3/4"=1'-0" MD09 SECTION AT FLOOR STEEL BEAMSCALE:3/4"=1'-0" SCALE:3/4"=,'-0" SCALE:3/4"=1'-0" 4E2 2x STUDS DESIGNER: LD 13 13Z M o ❑ (2)-2x HEADER SEE FLOOR PLAN OA (1) SIMPSON LSTA30 w/(22)- Z p VERIFY INTERIOR B B 5 D B B HEADER TO JACK STUD. = N FOR MIN HEADER 10d NAILS @ EACH END OF (� > m o 2 GYP. BOARD OR EXT. EXT. SHEATHING STRUCTURAL JACK STUDS BELOW HEADER. DOUBLE IF SPECIFIED ON w F_ w E LL o D Q FLUSH /TOP OF SHEATHING(MIN lis°') 0 o SEE FLOOR FLOOR PLAN FOR PLANS. MASONRY SEE VERIFY w/PLAN z JACK STUD REQUIREMENTS. (2) 2x8 OR (2)2x6 TOP TB13 FOR NAILING _ © SIMPSON SP4 W/(6) 1 O x 1 Q _N L, z NAILS AT EACH KING 2x6/2x8 CRIPPLES 16"O.C. NOTCHED PLATE SEE PLAN INFO 3 2x KING STUDS AT END OF 1, " @ @ �`a °' 0 ❑ HEADER LOCATION SEE INFO BELOW ON 3 HEADER. SEE FLOOR PLAN FOR STUD AND @ 24"O.C.ABOVE 2 2x HEADER TO SIT SCALE. 1 12"= V-0" SECOND FLOOR WALL. SEE u a KING STUD REQUIREMENTS. HEADER OPENING. CONNECTION OF CRIPPLES IF LONGER O - DETAIL WF06 AND WF07 FOR _ __ 1 1 THAN 8"TALL. {CONTRACTOR MAY USE FLUSH w/THE OUTSIDE ADD'L INFO. x D H2.5 CLIPS) NAIL BACK LEG OF CIPPLE TO SEE PLAN FOR SIZE. SIMPSON MSTCM40 w/ ® 2x SILL WITH 2x CRIPPLE STUDS @ (1) SIMPSON LSTA30 w/(22) G� ¢ A A BELOW @ 16"O.C. FASTEN SILL 10d NAILS FROM STUDS TO HEADER w/ 2 12 TONEAILS CONTRACTOR MAY ALSO 2X4 SYP#2 BLOCKING AT 32" ( ) (14) 16d SINKERS TO FLOOR SYSTEM IF FLOOR TRUSSES ARE 20" 9 USE (3) 2x w/(2) FLITCH i i „ O.C.TOP AND BOTTOM W/(2) TO CRIPPLES WITH (2) 10d NAILS BEAM OR GIRDER BELOW. FRAMING & (10) -4"x 2,4 SEE PLAN TO 26 DEEP USE SIMPSON 2X4 AND 3 10d NAILS 2X6 OR DOUBLE IF SPECIFIED ON PLATES @ 2x6 WALLS 16d TOENAILS EACH END. ( ) ( ) { � TITEN SCREWS TO SEE DETAIL FB02 FOR MSTCM60 STRAP w/(20) 16d ARCHITECT 3 2x6/2x8 WALL BEYOND MASONRY SIMPSON > > 3 GREATER). DOUBLE SILL AND PLANS. BLOCKING DETAILS SINKERS & (14) ;4"x 2,4" OF RECORD: 14 PROVIDE A SIMPSON A35 AT EACH HEADER FLUSH TO OUTSIDE SEE FLOOR PLAN FOR MSTC40 w/(36) 16d TAPCONS IN LIEU OF 777 2 14 2 END WHEN OPENING IS GREATER Op SEE ROOF PLAN FOR HEADER CONNECTION SINKERS TO WOOD WALL MSTCM40 STRAP. -.-.-- THAN 6' IN LENGTH. GIRDER TRUSS SEE STANDARD HEADER OR BEAM BELOW 6AT WOOD WALL OR BEAM U ❑ (2) 2x TOP PLATE. SEE WF08 FOR CONNECTION. CONNECTION DETAILS ATTACH FLOOR SHEATHING FOR MORE INFORMATION BELOW USE SIMPSON z DOUBLE 2x6 WITH 12d NAIL AT 6"O.C. SPLICE IN TOP PLATE. E (1) SIMPSON MSTAM36OR 2x8 TOP STRAPS OR 2 1 MSTC66 STRAP w/(52) 16d . • { ) �' STRAP w/(10) 10d NAILS TO SINKERS © 2x STUDS @ 16"O.C. U.N.O. ON STUDS & (8) 14"x 214"TITEN PLATE SEE SIMPSON SP6 OR GABLE END FLOOR TRUSS w/ r PLANS. NO CONNECTORS SCREWS TO MASONRY PLAN SP8 @ 24"O.C. EXT. SHEATHING SIMPSON HETA16 @ 24"O.C. p O v UNLESS SPECIFIED ON PLANS. BELOW. DOUBLE IF 12d NAILS FLUSH w/TOP OF TO CMU WALL BELOW. (IF �„ co AT 6"O.C. 2X4 SYP#2 DIAGONAL SPECIFIED ON PLANS. USE p MASONRY SEE WOOD WALL BELOW PROVIDE cG w o ❑ TYP T&B CMU OR WOOD BRACING AT 32"O.C. W/ z UJ 2x BASE PLATE W/(2) lOd NAILS SIMPSON MSTCM60 w/20-16d TB13 FOR NAILING (2) 12d NAILS AT 12"O.C. PLUS z W SINKERS AND(14) �4 x 2,4' WALL BELOW END. NAILS AT EACH Z AT 12"O.C. i�•� 1;• (2)-2x HEADER AS INFO STRAPPING PER DETAILS O O c� 4 4 TITEN SCREWS AT FLOOR INDICATED ON FLOOR WF06) w ® 3/4" T&G PLYWOOD FLOOR SYSTEM DEPTHS GREATER PLAN � ¢ U c J SHEATHING NAILED PER PLANS. THAN 18". E 3,/4" 1' 2x CONT. T & B SCALE: = -0" U BOX HEADER F212X BLOCKINGW/(2) 10dNAILS O ALTERNATE CONNECTION (FB01 SECTION CORNER FRAMING ATTACHMENT (FBO2 FLOOR BLOCKING DETAIL (SYS42) EACH END AT WALL SHEATHING TO CONNECTOR E@: (2)- LSTA18 WRAPPED UP SCALE:3/4'—1'-0" SCALE:3/4"=1'-0" o EDGES. SIMPSON HTT4 w/(18) 16d AND OVER TOP PLATE IF (2)-2x TOP PLATE SEE PLAN NAILS & (1) 5$'A.T.R.w/6" CRIPPLE ARE INSTALLED ENGINEER F F 10 FLOOR BEAM OR GIRDER. SEE EMBEDMNENT INTO TOP OF lol• •1;I• 8 7 PLANS FOR ADDITIONAL MASONRY WALL BELOW. •• 2x CRIPPLES @ 16"O.C.w/SP2 INFORMATION. CONNECTORS @ TOP/BOTTOM OF RECORD: © SEE PLAN FOR CONNECTION "PROVIDE (2) CRIPPLES BELOW 11 PRE-ENG FLOOR TRUSS. SEE OF FLOOR BEAM/GIRDER TO 2x CRIPPLES TO ANY GIRDER TRUSS IN THIS PLAN FOR ADDTIONAL MASONRY WALL. MATCH JACK SITUATION. CONNECT G.T. TO 0 W 12 INFORMATION. STUDS BELOW STUDS w/(2) - HTS20 TOP & (2) M �. H 15 15 ' 11 � C C F o f TRUSS TO MASONRY L 12d H SIMPSON HETA16 FROM •• HT BASE TO HEADER (IF 12 2x4 RIBBON BOARDS AT TOP AND FLOOR °° �•�� .e" •�" STUDS ARE LESS THAN 12"TALL NAILS @ 6"O.C.@ PROVIDE INSULATION o N " BOTTOM. SEE DETAIL WS06 FOR U3 N/ r WALL. USE LSTA30 STRAP WRAPPED EDGE TYPICAL 3 J (TYPICAL) 12d NAILS @ 6"O.C.TO 10CONT. RIBBON @ FLOOR ADDITIONAL INFORMATION. OVER TOP PLATE AND INTO THEco HEADER E ON EACH SIDE) LINE ' ° ❑ GIRDER TRUSS. SEE PLAN FOR LIP ADDITIONAL INFORMATION. SYSTEM 42 E E o o ALL OUT SEE FLOOR PLAN AND C FOR HEADER SIZE AND CD - - PROVIDE EXTERIOR SHEATHING AND 14 (3)2x SPF#2 STUD PACK UNDER CONNECTIONS REQUIRED AND %� +®� ATTACH PER DETAIL TB13. REFER TO GIRDER TRUSS U.N.O. ON PLANS. 2x4 CONT. RIBBON T&B �d �� M PLAN AND DETAILS FOR INFORMATION JAMB STUD INFO16d d.� N .. - NOT PROVIDED HERE ❑ TOM BRACE 15 PROVIDE SOLID BLOCKING OR TRUSS (BOT O Cl ��CEr1�� FLOOR TRUSS DIRECTLY UNDER TO BE P.T.) Z w WINDOW JAMBS AND GIRDER MASONRY K.O. COURSE o COL. - i :�/TT SEE TB 13 FOR DOUBLE SIMPSON HETA16 OR HETA20 @ ROW NAILING @ TOP & -` �FOSECOND FLOOR WOOD—FRAMING EXTERIOR WALL DETAIL EA. TRUSS. IF TRUSS BOT. PLATE DOWN SET HEADER PARALLEL TO MASONRY WALL SCALE:3/4"=1'-0" STRAPS REQ'D @ 24"O.C. rSHO7 ALT. HEADER ANCHOR �S06FLOOR ATTACHMENT DETAIL SCALE:3/4"=1'-0" SCALE:3/4"= 1'-0" HOLD BACK TOP LVL MAX 6"FOR INSTALL OF TOP CONNECTOR (4) 1.75x7.25 LVL (Fb=2900 2.OE)AT CMU PILASTER. LONG SPAN SILL SEE PLAN STEEL BEAM. BELOW TRANSOM SEE PLAN WINDOW 1„ 13 SIMPSON HGAM10 TOP & BOT W/ � , 1 TYP L4x4xl/ax0'-4l2' i•„ i „ !$'x9"x0'-8" ❑ (2)-2x HEADER SEE FLOOR PLAN OA (1) SIMPSON LSTA30 w/(22) (4):4x1 2 SDS SCREWS TO LVL& LONG STEEL r LONG CLIP FOR MIN HEADER 10d NAILS @ EACH END OF 8" (4)14'x4"TITEN TO CMU PLATE W/(4) _ B B B B 5 C ANGLE W/(1) 5$' 34"' c� _ G HEADER TO JACK STUD. JACK STUDS BELOW HEADER. DOUBLE IF SPECIFIED ON DIA SIMPSON 4 DIA THRU _ ® ■ ® co -1--r I'oI' I'oi' �',�' �',�' I'oi ❑ SEE FLOOR FLOOR PLAN FOR PLANS. TITEN HD W/4�2' BOLTS � T ° JACK STUD REQUIREMENTS. EMBEDBOT.TYP TOP 5, 10' 0 ■0 T HSS4x4x is © SIMPSON SP4 W/(6) 10d x 1 STEEL SECTION A-A z ■ ❑ 2x KING STUDS AT END OF AND NAILS AT EACH KING 1,, COLUMN A A _ >-• HEADER. SEE FLOOR PLAN FOR STUD AND @ 24"O.C.ABOVE SS8x4x 4'AT LONG SPAN SILL 7$" ABOVE WINDOW x6"x0'-10"STEEL PLATE ■ KING STUD REQUIREMENTS. HEADER OPENING. A 112'NON-SHRINK W/(2)3/4"DIA A.T.R. ■(n Z 1 GROUT(MAX) DRILLED AND EPDXIED -0 ® 2x SILL WITH 2x CRIPPLE STUDS @ SIMPSON SP2 @ EA. STUD w/ WITH 8" EMBEDMENT Q A A 9 BELOW @ 16"O.C. FASTEN SILL (6)- 10d TO STUD &TO TOP _ _ L_ TO CRIPPLES WITH (2) 10d NAILS PLATE U.N.O. ON FLOOR U 0 3 3 (2X4)AND (3) 10d NAILS (2X6 OR PLAN/BRG WALL SCHEDULE GREATER). DOUBLE SILL AND SB02 STEEL BEAM/COLUMN 14 PROVIDE A SIMPSON A35 AT EACH @ SIMPSON CS18 w/(22) 10d SCALE:3/4"=1'-0" END WHEN OPENING IS GREATER NAILS EXTEND MIN. 12"ONTO O 0 2 Eli THAN 6' IN LENGTH. STUDS ABOVE & BELOW. (MD�21SECTION AT LONG SPAN SILL r 6 ❑5 (2) 2x TOP PLATE. SEE WF08 FOR O (2) SIMPSON CS18 w/(22) 1 O SCALE:3/4"=1'-0" (v SPLICE IN TOP PLATE. NAILS EXTEND MIN. 12"ONTO STACKED GIRDER COLUMN © 2x STUDS @ 16"O.C. U.N.O. ON ABOVE & BELOW. PLANS. NO CONNECTORS UNLESS SPECIFIED ON PLANS. O SIMPSON CS18 w/(22) 10d 6'-6"MAX NAILS EXTEND MIN. 12"ONTO BEAM/GIRDER ❑7 2x BASE PLATE W/(2) 10d NAILS STUDS ABOVE & BELOW AT TRUSS. SEE PLAN AT 12"O.C. WINDOW STUD PACK. FOR SIZE AND 4 DOUBLE IF STRAPS ARE CONNECTOR ® PLYWOOD FLOOR SHEATHING DOUBLED AT HEADER NAILED PER PLANS. ABOVE. PRE-FAB ALUMINUM F912X BLOCKING W/(2) 10d NAILS O SEE ROOF PLAN FOR STRUCTURE. TO EACH END AT WALL SHEATHING GIRDER TRUSS Y4 ATTACHMENT OT HSS F EDGES. CONNECTION. CMU PILASTER. 23•_0• PROVIDED BY OTHERS F E p SEE PLAN 10 FLOOR BEAM OR GIRDER. SEE 8 7 PLANS FOR ADDITIONAL (2) 2x8 DF#2 AT I L INFORMATION. LONG SPAN SILL SIMPSON HGAM10 W/(4) 14"x112' OLVL (4) 14„x4„ - - - - - - - - ❑ S SEE TRANSOM TITEN TO CMU BELOW TR SDS SCREWS T & 11 PRE-ENG FLOOR TRUSS. PROVIDE EXTERIOR SHEATHING WINDOW PLAN FOR ADDTIONALI : I HSS6x6x,i 11 15 15 ATTACHED PER NAILING 5's H 12 INFORMATION. SCHEDULE FOR EXTERIOR 2 STORY WALLS, SHEATHING F- ❑ 2x4 RIBBON BOARDS AT TOP AND 00 COPE BEAM WHERE REQ'D AT PLAN HISTORY 12 SHOULD EXTEND TO FLOOR LEVEL BOTTOM. SEE DETAIL WS06 FOR i� I I TOP AND/OR BOTTOM ADDITIONAL INFORMATION T ' I I 7• ,• �_ . MAX T x12"x1 3'LONG W/ FLANGE(SEE NOTES BELOW) - (2) 1.75x7.25 LVL SIMPSON HGAM10 TOP & BOT W/ ^ I I PL�8,„ 4" _ DATE DESCRIP: Fb=2900 2.0E AT _ _ — (4) 8$ DIA ATR EPDXY GIRDER TRUSS. SEE PLAN FOR ( ) (4)14'x112'SDS SCREWS TO LVL& � � 4 04-17-15 100% ENG SEE PLAN AND DETAIL WF05 13 ADDITIONAL INFORMATION. LONG SPAN SILL (4)%"x4”TITEN TO CMU I I ANCHORED INTO 2-' FOR FIRST FLOOR BEARING -__ COLUMN W/MIN 734' ABOVE DOOR/WINDOW �_ g• �_ c� WALL. —�rI'r I EMBEDMENT �i� �$- h 14 WOOD COLUMN UNDER GIRDER TRUSS. SEE PLAN FOR COLUMN SIZE AND TYPE. CMU PILASTER W/24" z = DEEP CIP CONIC CAP. 15 PROVIDE SOLID BLOCKING OR EXTEND LUMN REINFORCEMENT OINTO _ FLOOR TRUSS DIRECTLY UNDER A325 BO F06 MD TWO-STORY INTERIOR BEARING WALL WINDOW JAMBS AND GIRDER 22 SECTION AT LONG SPAN SILL MDO4 STEEL AWNING DETAIL CAP. SEE PLAN NSTD8OR/SSLTHOLES SCALE:3/4"=1'-0" COL. SCALE:3/4"=1'-0" ADD'L ANGLE Ca SCALE:3/4"=1'-0" (SEE SCHEDULE) BEAM WEB, COLUMN_ DOUBLE BEAM WEB, OR COLUMN LOCATION FLANGE (SEE PLAN) DOUBLE-ANGLE SHEAR CONNECTION MAXIMUM CONN BEAM ANGLE ULTIMATE MAXIMUM COLUMN. SEE PLAN DEPTH LENGTH "N"ROWS BOLTS END DEPTH OF REACTIO COPE DBL 2x10(RIPPED) DF L� N (kips) W/(2)12'DIA W8 0'-6" 2 X"A325 N/A 1 Yz 91, THRU-BOLT W/NUT W10 0'-6" 2 X"A325 N/A 1 Y2' AND WASHER @ 24" SIMPSON HTT4 W/(18) W12 0'-6" 2 Y4'A325 N/A 1 Y2' OC (STAGGARED) 16dX112'NAILS AND (1) W14, W16 0'-9" 3 %4'A325 N/A 1 Y2' 58'DIA THRU-BOLT W/ DBL 2x8 DF W/ 2 1 STEEL BEAM. NUT AND WASHER ( ) z� DIA W1g 0'-9" 3 %4'A325 N/A 1 Y2 WASHER @ 24"OC ' SEE PLAN THRU-BOLT W/NUT AND W21, W24 1'-0" 4 %4'A325 N/A 1 Y2'(2)34'DIA ANCHOR RODS. (STAGGARED) W27 V-3" 5 Y4'A325 N/A 1 Y2' EPDXY ANCHOR INTO W30 1'-3" 5 "A325 N/A 1 Y" SHEET DATA: CONCRETE COL BELOW W/6" NOTES: EMBED 1. PROVIDE STD OR SSLT HOLES IN ANGLE LEGS. DESIGNED BY: JMB PROVIDE NON-SHRINK 2. PROVIDE HARDENED WASHERS OVER SLOTTED HOLES. GROUT(112" MAX) BELOW STEEL BEAM. 3. BOLTS SHALL BE INSTALLED"SNUG-TIGHT". DRAWN BY: JMB BOT FLANGE OF STEEL SEE PLAN 4. BEAM WEB THICKNESS SHALL NOT EXCEED 5a". END BEAM. PROVIDE FULL BRG REACTIONS NOT VALID FOR BEAM WITH WEB THICKNESS CHECKED BY: MJB GREATER THAN 5$'. 5. FABRICATOR SHALL VERIFY THAT BEAM CONNECTION IS f ADEQUATE IF COPING EXCEEDS THE MAXIMUM SHOWN IN • THIS SCHEDULE. 6. MAXIMUM ULTIMATE END REACTION BASED ON BOLT SHEET DESCRIP: THREADS INCLUDED IN SHEAR PLANE. REACTION ARE FOR USE W/LOAD AND RESISTANCE FACTOR DESIGN. STRUCTURAL CONCRETE COLUMN. 7. F1852 BOLTS MAY BE SUBSTITUTED FOR A325 BOLTS. SEE PLAN 8. FOR FLANGES COPED BOTH TOP AND BOTTOM ABOVE, THE DETAILS MAXIMUM END REACTIONS BY 0.70 FOR W10 AND W12,AND BY 0.35 FOR W8 ST03 STEEL BEAM CONNECTION DETAIL KMD�O5COLUMN BASE CONNECTION DETAIL SCALE:3/4"=1'-0" SCALE:3/4"=1'-0" SHEET: (ST�olSTEEL TO STEEL CONN. SCALE:3/4"=1'-0" V DESIGNER: � o 0c � w z N ch O z s U O � N "' z (/W h co LL z 1— Z CO N N W z ° � o M Q �� x N c L? a c) w U � 2 ARCHITECT OF RECORD: Q U Z � 0 v wo z z4 o � o Z cin F- W H J z cf) U Q Q Q MECHANICAL LEGEND ABBREVIATIONS ENGINEER —C~ ABV ABOVE MAX MAXIMUM OF RECORD: SUPPLY DIFFUSER. ARROWS INDICATE 1 WAY, 2 WAY, AIR DEVICE TAG T TEE (PLANUPDOWN). ADJ ADJUSTABLE MBH 1000 X BTUH 81285 OR 3 WAY. NO ARROWS INDICATE 4-WAY. A-100 MARK-CFM I , , AF AIRFOIL MIN MINIMUM —0 ELBOW (PLAN, UP, DOWN). RETURN OR OUTDOOR AIR GRILLE SIDEWALL TRANSFER GRILLE � AFF ABOVE FINISHED FLOOR MVD MANUAL VOLUME DAMPERAC AIR CONDITIONER MZ MULTI-ZONE vu VALVE. ACU AIR CONDITIONING UNIT N.T.S. NOT TO SCALE �. �--� EXHAUST GRILLE SIDEWALL SUPPLY REGISTER AHU AIR HANDLING UNIT OA OUTSIDE AIR j • ,��, 5 H ' AP ACCESS PANEL OBMVD OPPOSED BLADE MANUAL VOLUME ' . co TWO WAY MOTORIZED CONTROL VALVE. BAS BUILDING AUTOMATION SYSTEM DAMPER �. •1 o CEILING MOUNTED EXHAUST FAN SIDEWALL RETURN GRILLE BI BACKWARD INCLINE ODP OPEN DRIP PROOF mtu THREE WAY MOTORIZED CONTROL VALVE. BLDG BUILDING PROP PROPELLER rW 6j BHP BRAKE HORSEPOWER PCR PRE-CONDITIONED AIR SYSTEM p 'y e �C' SUPPLY DUCT UP SECTION (RECTANGULAR) SIDEWALL EXHAUST GRILLE OR _ RETURN WATER tiA L 1 4 SIDEWALL EXHAUST FAN PRESSURE REDUCING VALVE. BTUH BRITISH THERMAL UNIT PER HOUR PCT PERCENT CD CONDENSATE DRAIN �, .�� ! RETURN DUCT UP SECTION (RECTANGULAR) � SIDEWALL FRESH AIR INTAKE LOWCFM CUBIC FEET PER MINUTE PD PRESSURE DROP ER -I��f— FLOW CONTROL VALVE. OR EXHAUST LOUVER CLG CEILING PERF. PL. PERFORATED PLATE PLBG PLUMBING 115015.00 Q BALL VALVE FOR PIPING 2-INCHES AND SMALLER, CW CONDENSER WATER S WALL MOUNTED DDC TEMPERATURE SENSOR BUTTERFLY VALVE FOR PIPING 2-1/2 INCHES AND PSIA POUNDS PER SQUARE INCH 1---� EXHAUST DUCT UP SECTION (RECTANGULAR) MOUNT 5'-0" ABOVE FINISHED FLOOR. LARGER. CWR CONDENSER WATER RETURNABSOLUTE CWS CONDENSER WATER SUPPLY CHECK VALVE.QCHW CHILLED WATER PSIG POUNDS PER SQUARE INCH T WALL MOUNTED THERMOSTAT GAUGE SUPPLY DUCT DOWN SECTION (RECTANGULAR) MOUNT 5'-0" ABOVE FINISHED FLOOR. CHWR CHILLED WATER RETURN - RA RETURN AIR ® STRAINER. CHWS CHILLED WATER SUPPLY RD RADIATION DAMPER WALL MOUNTED CO SENSOR CONC CONCRETE RETURN DUCT DOWN SECTION (RECTANGULAR) MOUNT 5'-0" ABOVE FINISHED FLOOR. BALANCE VALVE WITH INTEGRAL TAPS FOR CONNECTION REG REGISTER OF DIFFERENTIAL PRESSURE METER. VALVE SHALL COND CONDENSATE REQ'D REQUIRED 02 WALL MOUNTED CO2 SENSOR MOUNT HAVE NAMEPLATE INDICATING WATER FLOW RATE VERSUS CONT CONTINUOUS RG RETURN AIR GRILLE EXHAUST DUCT DOWN SECTION RECTANGULAR 5'-0" ABOVE FINISHED FLOOR. CO CARBON MONOXIDE (RECTANGULAR) VALVE PRESSURE DROP. COP COEFFICIENT OF PERFORMANCE RH RELATIVE HUMIDITY H WALL MOUNTED DDC HUMIDITY SENSOR AUTOMATIC FLOW CONTROL VALVE WITH INTEGRAL O A - RPM REVOLUTIONS PER MINUTE I MOUNT 5'-0" ABOVE FINISHED FLOOR. TEMPERATURE AND PRESSURE TEST PORTS. CU CONDENSING UNIT RR RETURN AIR REGISTER DB DRYBULB SUPPLY DUCT UP SECTION (ROUND). (9 WALL MOUNTED HUMIDISTAT SENSOR DWDI DOUBLE WIDTH, DOUBLE INLET RTU ROOFTOP UNIT MOUNT 5'-0" ABOVE FINISHED FLOOR. -���- UNION. SA SUPPLY AIR DWGS DRAWINGS SF SUPPLY FAN SUPPLY DUCT DOWN SECTION (ROUND). X REFERENCE NOTES DX DIRECT EXPANSION — VENTURI FLOW METER. EF EXHAUST FAN SDT SMOKE DETECTOR SD SUPPLY DIFFUSER XO REFERENCE NOTE - MULTI-DISCIPLINE SHEETS EXH EXHAUST SDMP SMOKE DAMPER LINEAR SLOT DIFFUSER — PRESSURE AND/OR TEMPERATURE PORT EA EACH O DEMOLITION NOTES EAT ENTERING AIR TEMPERATURE SQ.FT. SQUARE FOOT CF--"`'° "� EXISTING LINEAR SLOT DIFFUSER THERMOMETER. EER ENERGY EFFICIENCY RATIO SR SUPPLY® S R STARTER REGISTER INDICATES POINT OF CONNECTION BETWEEN NEW ELECT ELECTRICAL • RECTANGULAR DUCTWORK WITH TAKE-OFF, BALANCING AND EXISTING. SWS1 SINGLE WIDTH, SINGLE INLET A B DAMPER AND INSULATED FLEXIBLE ROUND DUCT. SAME PRESSURE GAUGE WITH GAUGE COCK. ENT ENTERING SZ SINGLE ZONE ' SIZE AS DIFFUSER INLET UNLESS NOTED OTHERWISE. POINT OF DISCONNECT EQ EQUAL TEFC TOTALLY ENCLOSED FAN COOLED L.L FIRST DIMENSION IS THAT OF SIDE SHOWN. ER EXHAUST REGISTER �.+ A 0 ROUND DUCTWORK. FLEXIBLE CONNECTION. TEMP TEMPERATURE CWS CONDENSER WATER SUPPLY PIPING. EWT ENTERING WATER TEMPERATURE TG TRANSFER GRILLE � FC FORWARD CURVED •— r CONICAL FITTING WITH DAMPER ON BRANCH PRESSURE RELIEF VALVE. T/0 TRANSFER OPENING ABOVE CEILING 0 lO r CONNECTION TO RECTANGULAR MAIN CWR CONDENSER WATER RETURN PIPING. FCU FAN COIL UNIT T'STAT THERMOSTAT z (PROVIDE DAMPER IN LOW PRESSURE DUCTWORK ONLY). FD FIRE DAMPER TYP TYPICAL ■ FL FLOOR BCWS BUILDING CONDENSER WATER SUPPLY PIPING. Q MOTORIZED ACTUATOR FLEX FLEXIBLE CONNECTOR OR DUCT UC UNDERCUT (DOOR) � � ■ EXISTING DUCTWORK TO REMAIN VFDC VARIABLE FREQUENCY DRIVE ._ Z FPM FEET PER MINUTE CONTROLLER Q _ BCWR VAV VARIABLE AIR VOLUME BUILDING CONDENSER WATER RETURN PIPING. OPENING IN WALL ABOVE CEILING. F/S COMBINATION FIRE AND SMOKE DAMPER --R DUCT OFFSETS UP (RISE) IN DIRECTION INDICATED. I FT. HD. FEET OF HEAD L 1 U Q EQUIPMENT CHWS VS VARIABLE SPEED CHILLED WATER SUPPLY PIPING. I �F DEGREES FAHRENHEIT VFD VARIABLE FREQUENCY DRIVE n .� —•-D DUCT OFFSETS DOWN DROP IN DIRECTION INDICATED. AH TYPE GA GAUGE vJ .f._+ (DROP) 3 EQUIPMENT TAG W WATTS MARK GAL GALLON W/ WITH O O CHWR CHILLED WATER RETURN PIPING. GALV GALVANIZED 0 1" DOOR UNDER CUT. ARROW INDICATES DIRECTION W/O WITHOUT r «1 OPPOSED BLADE VOLUME DAMPER (OBD). GPM GALLONS PER MINUTE WB WETBULB v, HWS HEATING WATER SUPPLY PIPING. UC OF FLOW HP HORSEPOWER IN ZD ZONE DAMPER HTWR HIGH TEMPERATURE HOT WATER RETURN FLEXIBLE DUCT CONNECTION. HWR HEATING WATER RETURN PIPING. HTWS HIGH TEMPERATURE HOT WATER SUPPLY ELBOW WITH TURNING VANES HW HOT WATER FIRE DAMPER WITH ACCESS PANEL. CD CONDENSATE DRAIN PIPING. HWR HOT WATER RETURN HWS HOT WATER SUPPLY R REFRIGERANT PIPING A IDENTIFICATION TARGET. HVAC HEATING VENTILATING AND AIR CONDITIONING B A = DETAIL NUMBER. HV HEATING AND VENTILATING SMOKE DAMPER WITH ACCESS PANEL. B = SHEET NUMBER ON WHICH DETAIL IS LOCATED. FS FLOW SENSOR. IN. H2O INCHES WATER GAUGE COMBINATION FIRE/SMOKE DAMPER WITH ACCESS PANEL. �RD RADIATION DAMPER INSTALLED KW KILOWATTS SP IN AIR DEVICE LAT LEAVING AIR TEMPERATURE STATIC PRESSURE TRANSMITTER ASSEMBLY. LD LINEAR DIFFUSER EXISTING DUCTWORK TO BE REMOVED RD RADIATION DAMPER INSTALLED LWT LEAVING WATER TEMPERATURE � L IN DUCT. DUCT MOUNTED SMOKE DETECTOR PROVIDED AND WIRED BY ELECTRICAL CONTRACTOR AND INSTALLED IN DUCT BY RECTANGULAR BRANCH DUCT CONNECTION. MECHANICAL CONTRACTOR. REFER TO SPECIFICATIONS FOR 45' CONDENSER UNIT OR HEAT PUMP CONTROL REQUIREMENTS. MIN.L=1/4W, W PLAN HISTORY DATE DESCRIP: 04-27-15 PERMIT SET 0 0 I 0 0 1 0 i U W N LdC.� Z Q D Z (n Z O H d. Q 2 W U Z Uj SHEET DATA: w 0 z DESIGNED BY: DEC Q DRAWN BY: DEC U N O O O ;7-- C)O O O CD CD SHEET DESCRIP: m MECHANICAL z w SYMBOLS & ABBREV. V LL) r; v 4798 new brostreet suite 300 O orlando,fl 32814 CD L%nUlt 407.398.6007(p) C ■ e n g!n c G r S 407.398.6003 (f) r Q Tron^ five;E=nninivrinrt Snfr,tions" N Z O O REFERENCE NOTES DESIGNER: O1 VERTICAL FAN COIL UNIT WITH HYDRONIC HEATING COIL. :D O REFER TO SCHEDULE FOR SIZE. O z O2 PROVIDE 24V AUTOMATIC CLOSING MOTORIZED DAMPER ON OUTSIDE o AIR DUCT INTERLOCKED WITH ASSOCIATED FCU, TYPICAL. z z n >CO C) O3 18"x12" INTAKE LOUVER SIMILAR TO GREENHECK EHH-435X. a Y `* ® GRADE MOUNTED CONDENSING UNIT ON 4" THICK CONCRETE Q z o Y N Q HOUSEKEEPNG PAD. Z o U M DRYER VENT O TERMINATE LOW WITH WALL VENT CAP PER DETAILS, PAINT TO MATCH w �' HORIZONTAL RUN = 4 FT ARCHITECTURAL COLOR SCHEME. H a H a 3 45' ELBOW = 0 75 FT © 14" ROUND FIRE PLACE EXHAUST FLUE BASED ON MANUFACTURER'S x VERTICAL RUN = 5 FT SPECIFICATIONS. TERMINATE WITH MANUFACTURER RECOMMENDED SIDEWALL VENT CAP. (OFFSET IN VERTICAL). TOTAL RUN = 10.75 FT 70 8.0 EXHAUST DUCT UP THROUGH CHASE. TERMINATE WITH SIDEWALL ARCHITECT EXHAUST VENT CAP. OF RECORD: NOTE: DRYER EXHAUST ROUTED WITH SMOOTH 6" RADIUS ELBOWS ® 6" TYPE B OR BH DOUBLE WALL BOILER FLUE FROM BELOW. 0 4" DOMESTIC HOT WATER CONCENTRIC BOILER FLUE FROM BELOW. v 10 TERMINATE WITH MANUFACTURER RECOMMENDED SIDE WALL VENT Z TERMINATOR CAP. 11 FLOOR REGISTER SERVED FROM SUPPLY DUCT BELOW FINISHED Z T FLOOR. O 12 16/16 SA/RA FROM BELOW AND UP. w 0 w Z 13 7»0 CONCENTRIC FIRE PLACE FLUE. SEE MANUFACTURERS O O z RECOMMENDATIONS FOR CONNECTION TO FIRE PLACE. Ln � w 14 10"0 CONCENTRIC FIRE PLACE FLUE. SEE MANUFACTURERS U RECOMMENDATIONS FOR CONNECTION TO FIRE PLACE. Q 15 7"0 CONCENTRIC FIRE PLACE FLUE UP FROM FIRE PLACE IN FLOOR Q BELOW. 16 14"/14" SA/RA DUCT UP TO FLOOR ABOVE. ENGINEER 17 14"/14" SA/RA DUCT FROM FCU'S IN BASEMENT BELOW. OF RECORD: 18 16"/14" RA DUCT FROM UNIT IN BASEMENT BELOW. 81285 19 KITCHEN EXHAUST HOOD UP TO FLOOR ABOVE. DISCHARGE WITH SIDEWALL VENT CAP. tea. 05 N 20 DRYER VENT BOX. g, y° '"�'' O " co • _ # 21 CONNECTIONTTOLUE FROM GAS GRILL VERIFY SIZE,GRILL WITH MANUFACTURERS RECOMMENDATIONS. N AND co W LU HP 2.2 4 �0� o. 17 �m.....�,.,s M«,. ......w...M«....M...,M..,.-< #g t:�.. s3£ S�,� u«»,.»w p < .»,,.«..<a,�.�<.< .«.m....,...».<.» .�,,»„,«�».,.,.« .,,.«.-,.»<.��,.<><..».<.M.»<»»�.°.:........,...,.......n.,..��....... ......:.......» ><>,.R,.<...»».,.�.-,,.<.„.-«»».. :...»...:h � •,.».-,.�..<,..,..- ,,. ..<»....� £ S} i4 P. M� 6q .I s x� __... .<.,.,,.. ... _..,. ..«�»„ .,�...... _ ,>.-•«.,.„».„»,,...,.M < ,,. ,...«., .,,...<, �.........,... , «,<,..,.,.,...<.. »,.-.,.,,<�.,<.»,. .<.M.,:�».,,. w ,,.,..« ....«.R«,.»,,.,....•_. ,,.»•<>.m..,,<.,..«.....M_,<«.<,,.:.».«.,.�.,....,.,.» »,.,,«.,.,<.°,.,. «..,.. ,.», ...»<._,<�.».,,..»,,.,.».,.,».,««<..,.<.�, ...<,»., »,..........«w...<».. .,... HP 00 H-200 ». ._.� H-200 H-200 wa,»... 1.4 115015.00 j 11 11 t 11 H-200 .«.,....mx .»..I.,r•,'l.'p„� €�� < v.<d,iµ# - Fri ..� s»»;rw _ y g - =x»» s g8 �� e®8 ay's° ... ,.-«. ... ..... �<....,.<,•.<.»:.«.<., ,.<..,...G.«..w.....». .....w.,,._.<...,-».».,.-, ter..,-.,...«. ®'8 ,._ `»�'e.,”t., � ,� 4 (§ ........ »...<... _ <.,.E. «...� � »zp»�».`... ( § �3 «$.}�:»d9..«,_«_. g 9 � .$ .t�� ..,,«... ... ,.. <.. «..,,....,.< ,« «<...«�,« ,._ ......".,,- ..... .,� } ^�9 $ � � { ••" _« F 7. � p,.6 � 2 f� tl 5 .<�! .. ,( ® I HP 4 g r -165 L-165L-16 0.2 1— L-�165 L-165 L 165 8»� = I ;tea — � £- •, .. ,_., _ � �:'�- ��•. e-.<� .� � `., a 8110 $ 0 $ 0 $ 0 L-160 ;� „ -.. . »_ ., . a p #:. ... 9 I L-160 3 a L-185 L-180 L-180 11 L-18 L-185 I I .r » M; € � € 14 EHP a`.a I t t'Q ? i n #_< , a 4 , 00 00 �--� i ? ..«.'r G3-300 1.6 & ? €„`'r, a s } z_ <a. F-305 - y I $ F-365 # a, - _7Ly g crap. < is=' : U �gJ < HP E 1, ,...: 1.5 $Q � a •2 gptj F-365 . � .,� i.� I i <,., ;I _ ? LR 280 LR-280 LR-280 LR-280 LR-280 s I e _ T 10'/8” ..»_OFJ 10 /8 $ » 16 3 . . » E51F- " C, L 7 f 1,EF ? G 1-55 H-20 _ _ - . , .,......, 1 s' H-200 H-20 00 00 00 $0 0O _` I .� „ °� s° "0. � < $ ..1 t 4 r� 3 n � s 40 10CEO I • E 4 W t ®.� <�a.�'� .,...- 1 t b� ..-...,.,. .. <..m 3 V# »..».»�„ ,< _.,<.»,.- s $ w.d<, -y \°o aT e G1 1QQw G1 4b - yr\s 9 I .o g :a. 4 �� -�-+ rG Pr` r 3 w_ IbCv /14 / » Q4-250 ,� _ a € 18 # , a . s 10 0 14"0 c- . . _.._ 6 I s i rr » I I L-150 =, a L-150 L-150 $ L-150 € n UC G1=30 — I UC ! i� I I ... '. ' 14_ 14 I »s _ I 1 6 0 ;.. -1 0 O r 6 14 14 y - / L 170 w G 2— '1 1' 3 t I° µY ._..,.,»>.«»_.,...<_« - .» ?'� 4 rr ",.'j g g G rte, i :f .�„ €Y 50 I ;.'.a. . . » » - ...... . ' 4.0 8 I $ _� P �. . G4-245 " -- » » ., »..VF 11102990 8 _ » » 17 .- - .._ $ E�.P0.19 z I 14�� 14„ s .� Z g ff F-48 14 /14 F ��... , / „ » \ $. .E e 1 L €..,»-».....�,»< ., «» ,e 9• d(_ " I,<»» m y 3 ».�.., i«..3 ...,. ...we... F-80 Q �... < 14"/l y�y I DDD .. ' ( 8 Its . L-170 i� � �I � _. L, .. W,f -. �.�v � 3 2 # Y ! € # ® < ._.....€ ts' .r.. t.t """'.,.:,: t »»».<I.,r �.,w<.�««».<.-w.,.<.—« ._... .»..,. a : ' I U O ` `< .. .�.. EF ^nM �- ^ -.- I E2-200TC 3 «,».,..�,-... :. »..<>,,..,.T ,:».a««.aw�:>mr...«M.<.-.. �, a...<. ... �..a�< ..<.<.>..«. / .....,g <..� $ i •.-.,»wx 1 5 ....-.r.,w, L�..oTum Srx»..":»"""� n (. 5 } UH I� e F-165 _ :. 14 0 r /U—H\ 4-a ° UCSI ED yt O O .A �^ 1- I i I 8 0 L-170 ' „ 8� L-150 L-150 I- N F-1040 0, i 8 E j=40 -a- -r- I _ I F-1440-12 ,r0« /EF G3 «. _ . -~\ I € , ; _. `�Po L-150 L-150 d <r ? P i ` I � i +.,.......,-.-» ,-,...<..«..,,d t«»-..«<..,�w,<«... ., .<...,.-,....>,,3.,$......,.x«<.�...., ........ ... ..»n.. ....... ,--+.,,.,<_».....,..»vaw...<....<3 a w.. ..., x„....... t x..;n.,,.,..+,•........«<,.,..w.«.w,,.. a.� ... ....,. $ $ E = g 5 , , S3 Q1-2 ' 1 k < ".x «..A»«... a € � � g gg3$ $ a < _ @ 3 Y d^'»,y > s..r.�.,�_ ..< .-,. »<1.<, ..��,...,,�.»,«..�..-.. ,,,,,,, ..<,.,.«. b..,w_, .�. •, qqq M' q g «a,. g} e�.. pg� ;p^,q„�'..�».. »f ., i°�/'�ec`,„d I HP 4 NR4x HP 4 HP4 HP 4 » 0.11.2 1.3 2.1 I �( - < „ „ [ t I F iI i € _.3'i — <.�»:�� � G4 100 ! ..�..,� .� .-. _ El z G4-7 ' »' a€ w , :E"", » Li 3 1 @ ,,i 4-09 1.5 Nil i L111 ----_---_-_..- . � . PLAN HISTORY DATE DESCRIP: 04-27-15 PERMIT SET t CD 0 CV C14 C'4 4 MAIN LEVEL MECHANICAL FLOOR PLAN 0 CV I SCALE: 3/16"= V-0" 0 0 ori 0 U W N GD Z_ Q Z Z O Q 2 W U Z Uj SHEET DATA: w 0 DESIGNED BY: DEC OfQ Ln U 0 DRAWN BY: DEC 0 ori 0 U-) 0 0 C) 0 0 CD SHEET DESCRIP: m MECHANICAL Z MAIN LEVEL w 0 z / N W HEFT: CD CV O 'y_a . v �•i 4798 new broad street `- I suite 300 O u� orlando,fl 32814 Ult�� ki O engineers 407.398.6003 (f) � M2N oN J 407.398.6007(p) r r N '"f=rn<�cfii�e Erarrnr'€�riny Sc�iutiar7s" z 0 2 1 � DESIGNER: 0 z C14 0) m 0 z s @ dm, zc) c': c"g, 1'0� z nw m[L- LL m z z S= e c' < ca c'4 "w LL a) z CL�6 1? a) 0) LO ,0 REFERENCE NOTES C) VERTICAL FAN COIL UNIT WITH HYDRONIC HEATING COIL. REFER TO SCHEDULE FOR SIZE. < PROVIDE 24V AUTOMATIC CLOSING MOTORIZED DAMPER ON OUTSIDE Lc�­ N'Y ARCHITECT AIR DUCT INTERLOCKED WITH ASSOCIATED FCU, TYPICAL 0 c 14'/10SIDE WALL GRILLE FOR DRYER MAKE—UP AIR. OF RECORD: SUPPLY AND RETURN DUCT STACKED TO ENTER CHASE. El _2 TERMINATE WITH WALL VENT CAP PER DETAILS, PAINT TO MATCH z ARCHITECTURAL COLOR SCHEME. G1-245—245 G1-250 7" ROUND FIRE PLACE EXHAUST FLUE BASED ON MANUFACTURER'S G1-175 14 z EF SPECIFICATIONS. TERMINATE WITH MANUFACTURER RECOMMENDED ROOF 0 1380 i I VENT CAP. (OFFSET IN VERTICAL). co W C) ITF 8-0 EXHAUST DUCT UP TO SIDEWALL TERMINATION. z Q1—250 U_ LU ou) t 0 TERMINATE DRYER EXHAUST WITH SIDEWALL VENT CAP. UJ Z ck UJ U < 11 F- _j 8"0— G11 70 6" TYPE B OR BH DOUBLE WALL BOILER FLUE UP TO FLOOR ABOVE. 9"o F 0 14/14 12/12 12/ 5" DOMESTIC HOT WATER TYPE B OR 13H DOUBLE WALL CONCENTRIC 5"0 BOILER —24 ''1 5000 FLU E/COMBUSTIAN AIR UP TO FLOOR ABOVE. F T SEE PLUMBING PLANS FOR -0 z DOMESTIC GAS WATER HEATER. Col17 n F-17 71tO 5 ADDITIONAL INFORMATION. G1—6 ENGINEER UC 12/10 1,14/1,4 1 77, 14-/14- SA/RA DUCTS UP TO FLOOR ABOVE. f EF\ EATI_�/ :;z OF RECORD: 14/14 F-130 G1—bQ,1., _T1 10" F 11001, I U"/'1 U 12 LI 16'/14' RA DUCT UP TO FLOOR ABOVE. L L-2 5�,� 81285 —200 8"0 L-20-�j - ' I V 8-0 Lj �S 42'/12' OA INTAKE LOUVER, SIMILAR TO GREENHECK EHH-435X. 12"/12" COMBUSTION AIR INTAKE LOUVER, SIMILAR TO GREENHECK t Lu 7 i4 EHH-435X. 0 4"0 20 I H A '/14' SA/RA DUCT FROM BELOW. a 14 8 20 04 w 17DRYER VENT BOX. ac G1-50 TERMINATE WITH 10"0 FIRE PLACE FLUE FROM FLOOR BELOW. 21 MANUFACTURER RECOMMENDED SIDEWALL VENT CAP. E2— 0 7"0 FIRE PLACE FLUE FROM FLOOR BELOW. TERMINATE WITH MANUFACTURER RECOMMENDED SIDEWALL VENT CAP. KITCHEN HOOD EXHAUST DUCT, TERMINATE WITH SIDEWALL VENT CAP. E2-200 9' ABOVE FINISHED FLOOR. 115015.00 UPPER LEVEL FLOOR PLAN SCALE: 3/16" V-0" DRYER VENT HORIZONTAL RUN = 14 FT 90' ELBOW (3) = 5.25 FT 45' ELBOW = 0 FT VERTICALRUN = 15 FT TOTAL RUN = 34.3 FT NOTE: DRYER EXHAUST ROUTED WITH SMOOTH 6" RADIUS ELBOWS 0 5 Zn • cr U) Z 0 - m _0 c) L_ M 0 U) CL -(-- UP TO FLOOR MOUNTED C) DEFUSER 4) CD _6BOYE_(T YL U) Q3-160 6 Q3-200 G3-200 Q3-200 z J 1 -1 80 8"0 C) 8"0 t ci Q—A N.I.C. L /EF\ OR —170 Q3-17 T Q3-17 Woo G3 Q3��J 70 FLI Ute"_ j!� _... 1.., 5»0 EF C) L C14 5"0 fQ3-6 '4 4. PLAN HISTORY F-430 140 04 4 8110 C-4 >' 10-/10- 10"/611 DESCRIP: 1-271-0 r-m-rT- DATE F-525'x%, C F-12(- 04-27-15 PERMIT SET x 18710tv 16"/16" c 13 UP TO FLOOR MO�TYP'. NTED �fc C 1 DIFFUSER ABOVE 4)1.30.2 L 16"/l q M 2 t 4p�l/141) C14 2 A\ \Z/ 2 M L A(5) SL 12 8" z _C c� c �2 L AKA C) j, 2 z V) CD 6"0 Of 9 o 10 �N 0 ...... M Uj Uj SHEET DATA: 0 DEC DESIGNED BY: :z DRAWN BY: DEC V) C�' C� U") c� o C) c> C�l SHEET DESCRIP: CD U') BASEMENT LEVEL MECHANICAL PLAN C) MECHANICAL ;2 SCALE: 3/16" V-0" 5 BASEMENT & LLJ CD UPPER LVL A U-i SHEET: :2 CL �2 4798 new broad street suite 300 0 C) v j orlando,fl 32814 L�2 407.398.6007(p) C14 CD t;qenuit M2 01 V 407.398.6003 (f) e n g i n e c r 5 "Proactive Fnr odrg Sofutbns" cr F-1 100 _;h)p _f�)F 8.0 0 9"0 0 IG _50— 21 C14 C) DESIGNER: �2 0 C cz z cq 0) z z0 CrN L z > Is. < 5 M LL LL Z C'T FF 0 U_ m bi �4 a- co _j lu 6(5) I F, 7 r-v Lo 77 :D �1. (D REFERENCE NOTES HWS/R UP TO FLOOR ABOVE. (Dl-1/4 < Q 1-1/4" HWS/R DOWN TO FLOOR BELOW. p 01 1`1 c;i ni-q–, ARCHITECT -Z 7 OF RECORD: [7-- SP U I 'J z /> 0 0 co LLJ C3 z LL W r 0 U) W Z W Lj r < 17' U) p 0 D Li Li LL r � ^ Viµ_... ;, _ ENGINEER OF RECORD: '7 —------ 81285 !? r y z 7 lu m 77, L I G 0 INE, r _j co 1/4"-HWS/ _J R (j r F-1 H11"ALL W # lu a. r z 4 c—I, LJ t J-i • UH D ....... J 115015.00 HWS/R z 2= r7 7 ------- N �z T GARAGI- z qj I T r--F, ---------- -112 F 3/4 R j HWS/ E! Y; Lj IT-- ��l X MAIN LEVEL HEATING HOT WATER PLAN z, SCALE: 3/16" V-0" 'j ILd, c L--------------- — 1.5 1 HWS/R 4. O �Qr-- z � � Cj� LI) Z El z 4,J U) CD c) 0 z U) ir-'77 N.I.C. L) 7. U I'U R �1! 'I I I�Ig F' E J S FN-C L: EX 12'-0" L wig 7-�, i7,7-i 3/4" HWS/R -21 _j 3/4" HWS/R,, 1 HWS/R 1 HWS/R 1-1/4" HWS/R ------ r ........... Xlc 17—z _j S::� A HWS/R c c c c T P 0.1 .4 c DATE DESCRIP: -27-15 PERMIT SET HWS/R-/ 04 z 2.1 4 C) H WS 1-1/49p HWS/R,� Wsf C� )3/4" H e 1 HWS/R S/R-x2-1/2- HWS/R1)r- 1 i �l C-� z 1 HWS/J­ c� C,4 1= 3/4" HWS/R /T\ 0� C� 0 AS ItIg e LLJ z C) LLJ V) LLJ SHEET DATA: 0 DESIGNED BY: DEC L) V) C) DRAWN BY: DEC L ,2 CD BASEMENT LEVEL HEATING HOT WATER PLAN CD c� CD SCALE: 3/16" V-0" CD CD CD SHEET DESCRIP: cn 0 D MECHANICAL LU HEATING HOT WATER PLAN A F- cn LAJ cl. 0) SHEET: 4798 new broad street CD V suite 300 0 Orlando,lando,fl 32814 C14 10 ck� in 9en Ulty 407.398.6007(p) v- a- 0 W 0 0� < engineers- 407.398.6003 (f) 2 DESIGNER: c z N N FIE— Lj 1,77�, "Pro? live Fn(.,inrr,jnq sootions" 0 DESIGNER: C z C4 � w C7m O z O cU �M4. z Q V* c? w 00LL � z z -00 LL w CO Z6 N LL cy) d C �, � h-Ly C U = a � a � T ARCHITECT OF RECORD: U Z Q Q Z � Or-�It re w o w z LLw 0 OU) LLJ Z V) H- U_ UJ U Q Q D ENGINEER OF RECORD: 81285 W d of P © r CID CID ...« .,,..<,,«.....,..w«„w...".,�....,»«. ...<«..,..<"__- ".,...,..,..°..g.e,..>.°,,...,a�„„,„«.,> ,,...»,>.,. ..«..».................. ...,,... .„,...n°,.,.....,..«.....» ....,,..,.«».w-..«.........,.+».”«, .........+<.:r .,..,.».e, ..<«......,..... ...,.,..<..,.,m-,,,.<m,..w..�.,,-<,...,».». +.w........,..w.>.....,...».».,.,.,...<..,.,....<..,.«».......,.._,,, ...,..o.. r, i lu CSA € A \J1T Sr---'R € � P L €``I T a.;, � � �� €� A� 115015.00 d»<tl P",ak 4° M k !F S`6. ii 01p,>r..d 4 i � • q+�< �a(� � q.-,,,#�,„ `+,m i � 8 g 4.vd .".3' Lz- ✓m s www X °, Ka«M 3 •.•'A°➢ a..a-.� 9«e.�.�.»`a._' � € '6 "� n gam% � , _��k rc i � � � �^� �F ®[ g ZONE— £ $� f H 8 ».. .�.�„` I 177 FT2 . fig} g,s� }, yg �� ..`. $,3 mm & 4 µ' S�Aw tMy f \,a a e t $.... 4 5 4 \ 2.3 MBH _ _: € t ZONE-1 1 LOOPS F._ - a ;a ' _ 397 FT2 L SERVED BY MAN-1 « 11.15 MBH _ t a' _• c - T 4 LOOPS 6 �'-� ,�..-.w•.. � } SERVED BY MAN=-1 g i'q' ZONE-4 g .. .. g U 1355 FT2 17.6 MBH w- �. f - - ,� ; s §$ 7 LOOPS p� �,.�� �y / y _9�� {$p — aw..,w' w qrw»J` E E E\..J F.»a" SERVED BY MAN—2 E j ,. ZQNE— a _ — ,`az 829 Ff2 �;' $ ; — ;: = < 10.8 MBH e�W W w - w �w ". .t M... .. « ; g? "l »< ... 4 LOOPS z Y.« SERVED BY MAN-3 § '«tea » 3 .,.;-.""q "# ■ ' .,f 'd 0 F � I ...,. .,. "�,S u $ �a i �, � _ .a �,� �w_ �, �a "_ � �a � .� �; � .3 ..:a<.,.� - �C✓s � .a �._� a3 '� 3 � :tee, a F } .P�., .. .«.. "..... ..-, ''�.✓� .....,... �`�`�� ..,. " �'° .,. ,.. " �'� QEF -.».,-.y . " .. .". -F.^ � '`B= .. � .i A.y.�,..<..,.,.«."... � ■ _ a p d S ..-^.. i' .,. � � € i., .�. ., ,. /=o. ,..<.,,.,..«" ,, <.„„w.„<. _ ,�. ,.... ". :�� ,. ;'.. ,.....»,�».,., w.M..,,,..».,.-..«,..>•�"„..-".. "». .. e..w.n .,.«.» ..�,... w>< .............».:.:,.«»«..�«:.< w..,.",w..,..�,..».w..,,. ..»> � a<.�.,.,,.> »...,..» .» f _Vg �«, p 4 �a ia „ `i` ;"' _r ^.o„w. w..na�«, '"` ,..w.�,.....».............» ,..«»...w,>....<.«.._ i"a° ".«...._a.»..«««..«.,.�...,......« '''° ,..» ., .. �S° .. 3':(. "'J, UIA 3 € aaa y e. < O ■O T M,.4 �� � i a3 _ »{,a`tA w $, [ ;k ■ ..«..»°°».«.m q<.,.«...»... F � ...."_.....»....... .. .....:<... ....>......» 4 g .,.�„, .....,...,.,t:�a �i ..,«,..... ;:: <«„<.....°.,.., ; _ gg � � �JLts t7i �..,..�.,...»..^,» "g -�>< I ., n. ". ...... 4 A..:«,:�.....,.«<.,^»...._.......«1 w..»,.».«.,,.««..w...:.. .<,<.»«w....,»w.�. .:,.,..,,.., .".< rY • t � i � s i » (, LJf Ll Th a �.. ..w.».».. € `...� € •. x t E'w.. d h..✓�i.,J W p g F we .,..,......«< a m..d F n•w,1 3 99 t ..«-"., w. a,.......,..< . ..." ,».....«,.>».....».»,w,..«s>-.,.an-..«:,, «-...»-...-:.... .«.«. `�v ,� w —2 i ZON g �, I 858".FT: (^ _.. a 5.2 MBH _ _ 3 _.� g ,! £ � ,«,w»� $ate»,-.�...-,..".....-. ..�....:.�' i f " $ LJ 3 LOOPS SERVED BY MAN-1W. «_ .. . — , ........ _ i p `'` •• O U! <'"*., ,`„h > s { <...........«..w:--.w.,....,..0 = i � "..,...., .. "+ I x.w..i $ .:"'.... j `,y g6 g : x<,«+-•.......,««.«„., a LZ ;_ ...».. ....... ....—.. ..«..«.. a $ M1 f..G-S .. •(� ._ "tl '• C q 'w.w.` t 1 L LAUNDRY g > a,< F-1, -� @`{ g lr�'� a t L •w.sereerw.<w.,»�v, :.A •£ f� -ei I P 3 L--J I2 ° w S . r 1, d i.,w PLAN HISTORY a i DATE DESCRIP: F 04-27-15 PERMIT SET ,.<.. ........" ..<..,...««....___..«,........,».._.,.,_« °,,. ......."". .. ......,._...., ." «....... .._...... .,.«......,.,._.. .,....,.»..«_..",...<..>..«...�<...<.....,. «,°....<... ......<,<«.�..,,.�,�»......<....«...°..«.�...,..�<.®«<,..<.<......<»......e.,.-...,<.........,�...®..-.....<..<»�,«.««,... .-<....,«. ...»..»_..............«.. «,.....4...-".. ,...«....,. �.",.,.«.,w.........-.°..,w.»-.."...., ......«.....,,....a<,.,,...._.........................., .,..�.,......,.,m-. .,F,:..+....,... ,...".«.o.«,,,......., .�.. .....°....<.....«..,..........,..,.«..,.,,«..,...T«."».._.«.._..«..«a..»...««.......°.,..w,. .>m„W....w..,.. ...."_"..««,.<.....M....«.<...«.,...,w .«....<,a....,.:.,....�8 0 MAIN LEVEL RADIANT FLOOR HEAT PLAN SCALE: 3/16" = V-0" ( 0 0 0 LO v w cn c� z 3 0 z 07 z 0 a Q U Z SHEET DATA: w 0 w o DESIGNED BY: DEC Z Z Q DRAWN BY: DEC U N O O O O O CD SHEET DESCRIP: 0 0 N MECHANICAL m 0 01 RADIANT FLR w Z EAT / A W n SHEET: 4798 new broad street z suite 300 O CD Orlando, fl 32814 }f e rp u 1 t 407 398 6003 (407,398.6007 f) {� M30 C) r "f�roaclive,,!:,lTgJ�1 eet'jil Solutions. a r\ N Z O DESIGNER: DX FAN COIL UNIT SCHEDULE 0 Ca LU co zN FAN COOLING COIL HOT WATER HEATING COIL DATA ELECTRICAL UNIT INFORMATION m V m O z (,rndM U Lo MARK SERVICE TOTAL AIR OUTSIDE ENTERING LEAVING TOTAL SENSIBLE OPERATING NOTES Z O 'a °° E.S.P. DRIVE BLOWER CAPACITY EWT/LWT EAT/LAT COIL VOLTAGE/ DIMENSIONS Q)M � z FLOW AIR FLOW (IN.WG.) TYPE SPEED HP AIR TEMP. AIR TEMP. CAPACITY CAPACITY (MBH) ('F) ('F) GPM ROWS PHASE MCA MOCP (WxDxH) WEIGHT MANUFACTURER MODEL NUMBER NOMINAL TONS � Y C) w (CFM) (CFM) ('F DB/WB) ('F DB/WB) (MBH) (MBH) (LBS) w N m oU_E z LL FCU-0.1 EXCERCISE 600 75 0.50 DIRECT -- 1/2 78.3/66.7 57.3/56.1 - - 19.5 160/140 72/85 2.0 1 240/1 4.9 15 21" x 22" x 54" 172 TRANE BCVD 1.5 1,2,3 Q o cc @ N w FCU-0.2 GAME 1000 150 0.50 DIRECT -- 1/2 78.3/66.7 57.3/56.1 24.6 18.9 32.5 160/140 72 85 3.3 1 240/1 4 15 21.3" x 22" x 56" 138 TRANE TAM8COC30 2.5 1,2,3 Z " m 1 U a 0) CD FCU-1.1 MASTER BATH 800 150 0.50 DIRECT -- 1/2 78.3/66.7 57.3/56.1 23.6 18.2 26.0 160/140 72 85 2.6 1 240/1 4 15 17.5" x 22" x 50" 116 TRANE TAM8COC24 2 1,2,3 Q N FCU-1.2 MASTER BED 1200 165 0.50 DIRECT -- 1/2 77.1/65.7 57.0/55.9 36.2 28.3 39.1 160/140 72 85 3.9 1 240/1 4 15 23.5" x 22" x 57 146 TRANE TAM8COC37 3 1,2,3 FCU-1.3 GREAT ROOM 1600 200 0.50 DIRECT -- 3/4 77.1/65.7 57.0/55.9 46.0 42.0 52.1 160/140 72/85 5.2 1 240/1 5 15 23.5" x 22 x 62" 162 TRANE TAM8COC48 4 1,2,3 w a FCU-1.4 KITCHEN 1600 160 0.50 DIRECT -- 3/4 77.1/65.7 57.0/55.9 46.0 42.0 52.1 160/140 72/85 5.2 1 240/1 5 15 23.5" x 22 x 62" 162 TRANE TAM8COC48 4 1,2,3 FCU-1.5 FAMILY ROOM 1200 160 0.50 DIRECT -- 1/2 77.1/65.7 57.0/55.9 36.2 28.3 39.1 160/140 72/85 3.9 1 240/1 4 15 23.5" x 22" x 57 146 TRANE TAM8COC37 3 1,2,3 FCU-1.6 GUEST ROOM 900 100 0.50 DIRECT -- 1/2 78.3/66.7 57.3/56.1 24.6 18.9 32.5 160/140 72/85 3.3 1 240/1 4 15 21.3" x 22" x 56" 138 TRANE TAM8COC30 2.5 1,2,3 FCU-2.1 3RD FLR 1200 150 0.50 DIRECT -- 1/2 77.1/65.7 57.0/55.9 36.2 28.3 39.1 160/140 72/85 3.9 1 240/1 4 15 23.5" x 22" x 57 146 TRANE TAM8COC37 3 1,2,3,4 ARCHITECT FCU-2.2 STAIR 1200 100 0.50 DIRECT -- 1/2 77.1/65.7 57.0/55.9 36.2 28.3 39.1 160/140 72/85 3.9 1 240/1 4 15 23.5" x 22" x 57 146 TRANE TAM8COC37 3 1,2,3,4 OF RECORD: NOTES: Q 1. PROVIDE COMPLETE WITH SINGLE POINT WIRING, 1" THICK CABINET FOIL FACED INSULATION, AND FUSED DISCONNECT. U 2. CONTRACTOR INSTALL MANUFACTURER RECOMMENDED DIGITAL THERMOSTAT WITH REMOTE ACCESS VIA WI-FI AND APP. Z 3. UNIT TO INCLUDE HYDRONIC HOT WATER COIL. ¢ 4. PROVIDE HIGH STATIC OPTION FAN MOTOR. Q W Y T Z O r\ W O w Z LL W O cn Z AIR COOLED HEAT PUMP UNIT SCHEDULE z U to COMPRESSOR ELECTRICAL UNIT INFORMATION PIPE SIZE p COOLING MINIMUM > MARK LOCATION (MBH) OUTDOOR VOLTAGE/ UNIT SIZE OPERATING SEER NOTES Q DESIGN QTY. MCA MOCP WEIGHT MANUFACTURER MODEL. NUMBER VAPOR LIQUID TEMP. (F') PHASE H x W x L (LBS) HP-0.1 GRADE - 95 1 240/1 - - - - TRANE - - 3/8 18 1,2,3,4 ENGINEER HP-0.2 GRADE - 95 1 240/1 17.0 25 46 x 30" x 33" 196 TRANE 4TTV8024 5/8 3/8 18 1,2,3,4 OF RECORD: HP-1.1 GRADE - 95 1 240/1 17.0 25 46 x 30" x 33" 196 TRANE 4TN8024 5/8 3/8 18 1,2,3,4 HP-1.2 GRADE - 95 1 240/1 18.0 25 46 x 30" x 33" 207 TRANE 4TTV8036 3/4 3/8 18 1,2,3,4 81285 HP-1.3 GRADE - 95 1 240/1 23.0 35 47 x 35" x 39" 347 TRANE 4TIV8048 7/8 3/8 18 1,2,3,4 HP-1.4 GRADE - 95 1 240/1 23.0 35 47 x 35" x 39" 347 TRANE 4TTV8048 7/8 3/8 18 1,2,3,4 HP-1.5 GRADE - 95 1 240/1 18.0 25 46 x 30" x 33" 207 TRANE 4TTV8036 3/4 3/8 18 1,2,3,4 HP-1.6 GRADE - 95 1 240/1 17.0 25 46 x 30" x 33" 196 TRANE 4TIV8024 5/8 3/8 18 1,2,3,4 4 n HP-2.1 GRADE - 95 1 240/1 18.0 25 46 x 30" x 33" 207 TRANE 4TTV8036 3/4 3/8 18 1,2,3,4 �O� R✓ �- r -M HP-2.2 GRADE - 95 1 240/1 18.0 25 46 x 30" x 33" 207 TRANE 4TTV8036 3/4 3/8 18 1,2,3,4 �' �' ~'� °,f.gO' m Q co NOTES: to 1. PROVIDE COMPLETE WITH R410-A REFRIGERANT, SCROLL COMPRESSOR, FIELD INSTALLED FILTER/DRIER, FRONT SEATING SERVICE VALVES, INTERNAL PRESSURE RELIEF VALVE, > o INTERNAL THERMAL OVERLOAD, LONG UNE CAPABILITY, LOW AMBIENT CAPABILITY/KIT, ACCUMULATOR, AND HIGH PRESSURE CUTOUT SWITCH. lu Z 2. PROVIDE WITH THESE FACTORY OPTIONS: ANTI-SHORT CYCLE RELAY, TIME DELAY RELAY, COMPRESSOR START ASSIST CAPACITOR AND RELAY, CRANKCASE HEATER, EVAPORATOR r, ' FREEZE THERMOSTAT, ISOLATION RELAY, LIQUID LINE SOLENOID VALVE, LOW AMBIENT PRESSURE SWITCH KIT, LOW AMBIENT CONDENSER FAN MOTOR SPEED CONTROLLER, AND BI-FLOW TXV 3. CONTRACTOR TO PROVIDE CODE APPROVED RACK FOR CONDENSER UNITS TO BE MOUNTED ON. TIE-DOWN RACKS PER HURRICANE EQUIPMENT TIE-DOWN DETAILS. 4. UNIT CAPABLE OF REMOTE ACCESS AND COMMUNICATION WITH INDOOR UNIT. APP COMPATIBLE. 115015.00 HOT WATER UNIT HEATER SCHEDULE EXHAUST FAN SCHEDULE OUTPUT AIRSIDE WATER SIDE MOTOR MANUFACTURER MODEL N0. NOTES MARK AREA SERVED TYPE CFM DRIVE TYPE E.S.P. WATTS/HP R.P.M. VOLTS/PH SONES MANUFACTURER MODEL N0. NOTES MARK SERVICE TYPE (MBH) CFM RPM E.A.T. 'F L.A.T. 'F E.W.T. L.W.T. GPM WPD HP VOLTS/PH EF-1 BATHROOM CABINET 50 DIRECT 0.4 54 WATTS 819 120/10 2.5 GREENHECK SP-880 1,2 UH-1 GARAGE HORIZ. 17.0 330 1100 60 107 160 140 1.72 0.01 0.02 120/10 REZNOR WS23/33 1 EF-2 BATHROOM CABINET 75 DIRECT 0.4 80 WATTS 772 120/10 1.3 GREENHECK SP-8110 1,2 NOTES: NOTES: 1. PROVIDE COMPLETE WITH INTEGRAL TAMPER PROOF THERMOSTAT, INTEGRAL DISCONNECT SWITCH, AND SURFACE MOUNT FRAME. 1. PROVIDE COMPLETE WITH FUSED DISCONNECT SWITCH, DESIGNER GRILLE, FACTORY SOLID STATE SPEED CONTROLLER, FACTORY BACKDRAFT DAMPER, AND FACTORY HANGING VIBRATION ISOLATOR KIT. 2. INTERLOCK WITH ROOM LIGHT. AIR SEPARATOR SCHEDULE TAG NO. SERVICE GPM CONNECTION LINE SIZE MANUFACTURER MODEL AS-1 HEATING HOT WATER 55 2.5 TACO 49025AT AIR DEVICE SCHEDULE MARK DESCRIPTION FACE SIZE NECK MATERIAL BASIS OF DESIGN DAMPER NOTES MANUFACTURER/MODEL # -�-r HOT WATER SYSTEM - CONTROL POINT LIST c r POINT CONTROLLED GRAPHIC POINT EXPANSION TANK SCHEDULE A LOUVERED FACE 2 CONE ADJUSTABLE SUPPLY DIFFUSER 24"x24" SEE PLANS ALUMINUM METAL AIRE LM-SM Y 1, 2, 3 0 �5 DESIGNATION DEVICE OR POINT DESCRIPTION BY B LOUVERED FACE 2 CONE ADJUSTABLE SUPPLY DIFFUSER 12"x12" SEE PLANS ALUMINUM METAL AIRE 5700-AL Y 1, 2, 3 z • TAG N0. SERVICE CAPACITY MANUFACTURER MODEL Ti SECONDARY HOT WATER SUPPLY TEMP RESET SCHEDULE Y ET-1 HEATING HOT WATER 80 GAL B&G B-300 C EGGCRATE RET./EXH. GRILLE (1/2"x1/2"x1/2") 24"x24" SEE PLANS ALUMINUM METAL AIRE CC-5 Y 1, 2 fy T2 SECONDARY HOT WATER RETURN TEMP Y D EGGCRATE RET./EXH. GRILLE (1/2"x1/2"x1/2") 12"x12" 10"X10" ALUMINUM METAL AIRE CC-5 Y 1, 2 �/ T z T3 PRIMARY HOT WATER SUPPLY TEMP Y LL '- E1 SIDEWALL SINGLE DEFLECTION SUPPLY GRILLE NOTE 4 SEE PLANS ALUMINUM METAL AIRE H4002 Y 1 .. DP2 REMOTE DP SENSOR Y Q DP2 SECONDARY PUMP AFD DP1 Y E2 SIDEWALL DOUBLE DEFLECTION SUPPLY GRILLE NOTE 4 SEE PLANS ALUMINUM METAL AIRE H4004 Y 1 = � _0 F SIDEWALL/CEILING 45' DEFLECTION RETURN GRILLE NOTE 4 SEE PLANS ALUMINUM METAL AIRE RH Y 1, 2 ��^^ (0 0 G1 CEILING SINGLE DEFLECTION SUPPLY GRILLE - 1 WAY NOTE 4 SEE PLANS ALUMINUM METAL AIRE L-1 Y 1, 2 v, PUMP SCHEDULE G2 CEILING SINGLE DEFLECTION SUPPLY GRILLE - 2 WAY NOTE 4 SEE PLANS ALUMINUM METAL AIRE LT-1 Y 1, 2 0 PLAN TOTAL MOTOR MOTOR VOLTS/ G3 CEILING SINGLE DEFLECTION SUPPLY GRILLE - 3 WAY NOTE 4 SEE PLANS ALUMINUM METAL AIRE LS3-1 Y 1, 2 O 0 BOILER - CONTROL POINT LIST MARK TYPE G.P.M. HEAD (�) EFF. HP R.P.M. PHASE MANUFACTURER AND MODEL N0. NOTES �^ POINT CONTROLLED G4 CEILING SINGLE DEFLECTION SUPPLY GRILLE - 4 WAY NOTE 4 SEE PLANS ALUMINUM METAL AIRE LS4-1 Y 1, 2 r v/ DESIGNATION DEVICE OR POINT DESCRIPTION BY GRAPHIC POINT P-2 IN-LINE 55 65 57% 2 3500 240/3 TACO KV/KS 1506 1 (V P-3 IN-LINE CIRCULATOR 9.4 11.4 - 1/8 3250 120/1 TACO IL0014 2 H FLOOR REGISTER NOTE 4 SEE TABLE BELOW ALUMINUM US AIRE 1510DX Y 1, 3 A B1 BOILER START/STOP Ti Y L LINEAR SLOT SUPPLY DIFFUSER NOTE 4 SEE TABLE BELOW ALUMINUM METAL AIRE 7500 Y 1, 3 B B1 BOILER ALARM OUTPUT Y LR LINEAR SLOT RETURN DIFFUSER NOTE 4 SEE TABLE BELOW ALUMINUM METAL AIRE 750OR Y 1, 2, 3, 6 C B1 BOILER PUMP STARTER START/STOP A Y NOTES: D B1 BOILER PUMP CURRENT SENSOR Y 1. PROVIDE WITH VARIABLE FREQUENCY DRIVE. NOTES: E B1 ENTERING WATER TEMP Y 2. PUMP CONTROL SHALL ENABLE UPON CALL FROM V-1. 1. COORDINATE COLOR AND SURFACE FINISHES WITH ARCHITECTURAL DRAWINGS. 2. PROVIDE RAPID MOUNT T-BAR FRAME FOR PLASTER AND SHEET ROCK CEILINGS. 3. SUPPLY COMPLETE WITH FACTORY INSTALLED 1/2" THICK FOIL BACKED INSULATION. 4. FACE SIZE DEPENDENT UPON NECK SIZE. 5. FOR NON-DUCTED RETURN, PROVIDE LIGHT SHIELD. FOR DUCTED RETURN PROVIDE FACTORY INSTALLED PLENUM BOX WIT THICK FOIL BACKED INSULATION. 6. PROVIDE WITH FACTORY INSTALLED PLENUM BOX WITH � THICK FOIL BACKED INSULATION FOR NOISE REDUCTION AND EXTERNALLY INSULATE PER SPECIFICATIONS. A-CFM B-CFM C-C M E1-2, G1-4 E1-2. G1-4 (CONT) Al T CFM RANGE NECK SIZE CFM RANGE NECK SIZE CFM RANGE NECK SIZE CFM RANGE NECK SIZE CFM RANGE NECK SIZE T2 0 - 125 6"X6" 0 - 40 4"0 0 - 980 12"X12" 0 - 75 4"x4" 301-350 12"x8" 125 - 220 8"X8" 41 - 60 5"0 76 - 150 8"x6" 351-400 16"x8" 220-275 10"X10" 61 - 95 6"0 D-� 151 - 200 10"x6" 401-500 20"x8" O M M M 275 - 400 12"X12" 96 - 145 7"0 CFM RANGE NECK SIZE 201 -250 12"x6" 501-575 24"x8" Al PLAN HISTORY T3 T O 400 - 540 14"X14" 146 - 205 8"0 0 - 550 10"X10" 251 - 300 14"x6" 576-650 30"x8" SEE CHEMICAL SHOT COIL COIL COIL FEEDER DETAIL FOR F-CFM F-CFM (CONT) F-CFM (CONT) H-CFM DATE DESCRIP: � PIPING REQUIREMENTS. CFM RANGE NECK SIZE CFM RANGE NECK SIZE CFM RANGE NECK SIZE CFM RANGE NECK SIZE 04-27-15 PERMIT SET f 0 - 75 6"x6" 276 - 450 12"x12" 876 - 1000 20"x16" 0 - 75 4"x4" SEE HOT WATER 76 - 150 8"x6" 451 - 535 18"x10" 1001 - 1200 24"x16" 76 - 150 8"x6" THERMO-WELL AND MAKE-UP DETAIL FOR 151 - 200 10"x6" 536 - 590 14"x14" 1201 - 1300 24"x18" 151 - 200 10"x6" THERMOMETER, TYP PIPING REQUIREMENTS. 201 -235 12"x6" 591 - 670 22"x10" 1301 - 1500 24"x20" 201 -250 12"x6" PRV, SET TO 110 PSI, r236 - 275 14"x6" 671 - 875 24"x12" 1501 - 1800 28"x20" 251 - 300 14"x6" o AI T ROUTE TO NEAREST FLOOR DRAIN. P EB1 Al T 3 _11/ T I ° SP2 MAN-1 HEATING HOT WATER BOILER SCHEDULE CD PT AFD CAPACITY HEAT EXCHANGER ELECTRICAL PHYSICAL PT MANUFACTURER MINIMUM = Al DRAFT FUEL FLOW WATER PUMP MOTOR CONTROL STACK LENGHT/WIDTH w V=3 TAG N0. AND LOCATION TYPE TYPE •TYPE THERMAL INPUT OUTPUT RATE ENT/LVG MOTOR SIZE MOTOR CIRCUIT DIAMETER /HEIGHT NOTES i O DB1 MODEL NUMBER EFFICIENCY (MBTU/H) (MBTU/H) (GPM) TEMP. ('F) QUAN. (HP) VOLT/PH VOLTAGE (IN) (IN) z BO SEE DETAILS FOR O O O � C81 ADDITIONAL VALVING B-1 LOCHINVAR CHL-0502 BASEMENT COPPER FINNED TUBE PROPANE PROPANE 85% 500 425 40 140/160 1 1/4 240/1 24 6" 22"X45"X32" 1,2 � O REQUIREMENTS. THERMO-WELL AND i THERMOMETER, TYP p VV=4 Z AS-1 AAV 2 z P MAN-3 NOTES: 0 1 1R k 1. PROVIDE WITH FACTORY OUTDOOR VENT KIT PART NO. ODK3038. 2. PROVIDE WITH P-1. FACTORY 1/4 HP WATER PUMP KIT PART NO. ARM3024. 40 GPM ® 15 FT. HEAD. � O O CONTROLLER 0 3 1/4" (Wl-FI CAPABLE) SHEET DATA: w Z DESIGNED BY: DEC NC RADIANT FLOOR MANIFOLD SCHEDULE DRAWN BY: DEC N SEE DETAILS o FOR PIPING REQUIREMENTS TEMP FT H2O MARK ZONES LOOPS TYPE GPM WATERAREA s HEAD LOSS LO MAN-1 1,2,3 8 hePEX 1/2" 3.7 94.3 1415.4 4.4 FT oC) MAN-2 4 7 hePEX 1/2" 3.5 94.3 1360.1 3.5 FT SHEET DESCRIP: �V BO AI MAN-3 5 4 hePEX 1/2" 2.2 94.3 681.2 3.5 FT CD A61 BB1 NOTES: ,�--I O B 1. MANUFACTURER TO PROVIDE SHOP DRAWINGS OF AREAS SERVED. MECHANICAL 0 2. 1/2 PEX-A, 9 O.C. AND 6 OFF EXTERIOR. MAX 300 LENGTH PER LOOP. SCHEDULES z �° w z BOILER DRAIN, TYP. A W HOT WATER SYSTEM FLOW SCHEMATIC N.O.T TO SCALE 'm�W��. 4798 new broad street I suite 300 O ) orlando, fl 32814 ` , a Il u 1 t engineers 407 398 6003 ( us 407.398.6007 f) 0 r 0 N i 'Proactive En;,tnr,rind Snlrrt=nns" r` N Z O DESIGNER: P-- �2 O o 0 CN I SUPPLY AIR DUCT Z o Q o OUTSIDE AIR DUCT C7 �' > "' SUPPLY AIR DUCT FOR STRUCTURAL CONCRETE FLOOR cn SLABS OR ROOF DECK: SUSPEND w 0o WITH PROPERLY SIZED CONCRETE FOR METAL ROOF DECKS: INSERTS OR EXPANSION ANCHORS SUSPEND FROM STRUCTURAL Q u_ a M u STEEL OR PROVIDE Z �, C FIN.CEILING MISCELLANEOUS STEEL TO d N � L SPAN BETWEEN STRUCTURAL a I NG 4. 'D `• -p;• STEEL ELEMENTS. W U FLEXIBLE CONNECTION _ w a FLEXIBLE CONNECTION CLEAN-OUT PLUGS UNION x RETURN DO NOT INSTALL INSERTS THREADED BEAM CLAMP AIR DUCT RETURN AIR DUCT FCUDO ANCHORS IN THIN HANGING ROD HWS/R HWS/R (UNIT PRESSURE + 2" ) PORTIONS OF CONCRETE ARCHITECT TIE DOWN EQUIPMENT ON ALL SIDES FLEXIBLE CONNECTOR WITH OF RECORD: WITH MINIMUM #14 SCREWS AND GROUND STRAP (TYP.) MECH. ROOM WALL---,\ C MECH. ROOM WALL C GASKETED WASHERS. FOLLOW TABLE C FOR QUANTITY OF SCREWS PER SIDE TO USE BASED ON LENGTH OF SIDE (UNIT PRESSURE + 2" ) v BALANCING FAN COIL UNIT TO BE SECURED. Z DAMPER BALANCING FAN COIL UNIT AIR 4 DAMPER FLOW w Y r REFRIGERANT LINES REFRIGERANT LINES �— FLEXIBLE CONNECTION FACTORY MOUNTED SUPPORT FAN M � o � FLEXIBLE CONNECTION Z 4" (MIN) w w o REA PLENUM BASE (SEE R/A PLENUM BASE (SEE FASTENER QUANTITY TABLE BRACKETS Z 0 C DETAIL ON THIS SHEET) BALANCING C DETAIL ON THIS SHEET) NOTES: —� NEOPRENE GROMMET AND SHAFT z w C LENGTH OF SIDE QUANTITY SLEEVE SECURED WITH STEEL O 0 z c VIBRATION ISOLATION 1. CONDENSATE DRAIN SHALL BE PIPED FULL SIZE OF UNIT CONNECTION. VIBRATION ISOLATION WASHERS & NUTS ON BOTH V) � w 2. CONDENSATE PANS SHALL BE INSTALLED WITH ADEQUATE PITCH TO ENSURE LESS THAN 12" 1 PER SIDE SIDES OF EACH MOUNTING � < J POSITIVE DRAINAGE OF ACCUMULATED CONDENSATE. CEILING BRACKET (TYPICAL-4) v 12" TO 24" 2 PER SIDE D ---------------------- EXHAUST GRILLE D D. . 24" TO 36" 3 PER SIDE DO NOT SUPPORT FAN Q FlN.FLOOR D . D D . . : D D D D . D A • . D� FlN.FLOOR D. D V.:p w.D D� FROM CEILING OF RECORD: SU'PCHANNE REQ'D 'C' CHANNEL ENGINEER SUPPORT AS REQ D 81285 1 VERTICAL FAN COIL UNIT 2 VERTICAL FAN COIL UNIT WITH O.A. 3 CONDENSATE DRAIN CONNECTION DETAIL 4 GROUND MOUNTED EQUIPMENT TIE DOWN DETAIL 5 CEILING MOUNTED EXHAUST FAN DETAIL NTS LU NTS NTS NTS NTS � o� N ;� cor ROUND SPIN-IN COLLAR MOUNT 'C co SEAL INSULATION JOINTS AND DRAWBAND �� �` c � r TYPICAL EXTERIOR WALL r� � . F,� 00 IN SIDE OF DUCT UNLESS BREAKS IN VAPOR BARRIER INSULATION AROUND I JACKET SPECIFICALLY SHOWN OTHERWISE DUCT SEALER AT SPIN WITH GLASS FABRIC AND COLLAR CONNECTION .•. ' ADJUSTABLE CLAMP TO MAIN MASTIC (NO TAPE ALLOWED) DRAWBAND ON FLEXIBLE4 : t. CL UPPER ATTACHMENT PER SMACNA SUPPLY DUCT SIZE AS DUCT (INNER SLEEVE) SIDE TAKE—OFF � MAX. SAG 1/2- PER FOOT TO FL MASTER STO FITTING 22 GA. M N. v �° SHOWN ON PLANS INSULATION AND JACKET ( / MAX. 15' TRANSITION 0.25 D F } SEAL PENET TION AND o BETWEEN SUPPORT POINTS MAIN DUCT FLEXIBLE DUCT I ROUND DUCT ROD CLEVIS FLASH PER RECTANGULAR DUCT MANUFACTUR R S MAXIMUM D/8 OFFSET ,_ RECOMMEND TIONS. 115015.00 ALLOWED IN LAST D INCHES TO DEVICE WHERE D IS THEQ: TO AIR L Lr, m a 1 OR 2-PIECE WALL CAP INTERNAL FLEX DIAMETER SEE NOTE 3 c•� r VALVE a. CL ADJUSTABLE CLAMP STAINLESS STEEL VOLUME DAMPER WITH LOCKING QUADRANT AND 2" STANDOFF VOLUME DAMPER N NECK SIZE TO MATCH DUCT SEALER FLEX DUCT SIZE INDICATED INSULATE TOP PANEL INSULATION D OF LAY-IN DIFFUSER CEILING (BO BAR SHOWN) AIR DISTRIBUTION DEVICE, SEE PROVIDE CEILING ACCESS CONICAL FITTING WITH LOCKING TYPE VOLUME DAMPER. WALL CAP AS MANUFACTURED BY GYPSUM BOARD SIMILAR SCHEDULE. LAY-IN SHOWN- PANEL FOR DAMPER ACCESS DAMPER AND DAMPER STAND-OFF EQUAL TO CROWN SPIN IN FITTING WATER BASE DUCT SEALER PRODUCTS COMPANY MODEL 3200-DS. SHIELD SCREE OR EQUIVALENT. OMIT SURFACE MOUNT SIMILAR IN NON-ACCESSIBLE CEILINGS SCREEN FOR DRYER VENT. BETWEEN FLEXIBLE DUCT AND } INCLUDE BIRD SCREEN FOR NOTES: INSULATION AS SPECIFIED SHEETMETAL DUCT APPLY SEALER FLEX DUCT OR ROUND SHEET METAL DUCT. FLEX FRESH AIR INTAKE AND BATHROOM EXHAUST. INSTALL TO BOTH SHEETMETAL AND INSIDE 3 " 1. FLEXIBLE DUCTS SHALL BE ONE-PIECE AND SHALL NOT BE SPLICED TOGETHER. OF FLEX PRIOR TO ASSEMBLY) DUCT MAX. 8 -0 LONG USE CLAMP TO ATTACH � FLEX DUCTS AND SEAL AS PER SPECIFICATIONS, PER MANUFACTURER'S 2. END FLEXIBLE DUCT INSULATION TO DUCT DIFFUSER PANEL INSULATION AND SEAL WITH MASTIC. a RECOMMENDED INSTALLATION SUPPORT FLEX DUCT EVERY 3'-0" FROM STRUCTURE. INSTRUCTIONS. USE MODEL 3. MINIMUM 1-1/2" WIDE 22 GAUGE GALVANIZED STRAP HANGER. INSTALL PER GUIDELINES SET FORTH IN CHAPTER 3 OVERLAP FULL DISTANCE OF NECK } PIPE OF THE MOST CURRENT EDITION OF THE S.M.A.C.N.A. TECHNICAL MANUAL TITLED "HVAC DUCT CONSTRUCTION -' NUMBER PER CONNECTION DUCT SIZE ON PLANS. STANDARDS METAL AN FLEXIBLE". NOTES: CCL L 4. FLEXIBLE AIR DUCT SHALL BE FULLY EXTENDED AND NOT COMPRESSED. ELBOW RADIUS SHALL BE NO LESS THAN N R/D=1.0. 1. TYPICAL FOR: LOW PRESSURE AND HIGH PRESSURE CONNECTION TO MAIN DUCT SIZE MODEL)DUCT, FAN TERMINAL UNITS, VARIABLE AIR VOLUME UNITS, AND DIFFUSERS. 3" OR 4" 885AL 2. DRAWBANDS SHALL BE EQUIVALENT TO PANDUIT PLT-H. 6" 641 7" 647 8" 643 r 6 FLEXIBLE DUCT INSTALLATION DETAIL 7 FLEXIBLE DUCT CONNECTION DETAIL 8 DUCT CONNECTION DETAILS 9 PIPE SUPPORT DETAIL 10 WALLAP INSTALLATION DETAIL r- C NTS NTS NTS NTS NTS 0 .O � z � . AUTO AIR VENT L.L.. BACKFLOW (n z PREVENTERry LAUNDRY ROOM WALLS 1" BYPASS PRESSURE REDUCING FOR STRUCTURAL CONCRETE VALVE 30 PSI — _0 FLOOR SLABS OR ROOF DECK: ROUTE FULL SIZE U 0 I SUSPEND WITH PROPERLY SIZED FOR METAL ROOF DECKS: TO FLOOR DRAIN CONCRETE INSERTS OR EXPANSION SUSPEND FROM STRUCTURAL ANCHORS STEEL OR PROVIDE MISCELLANEOUS O STEEL TO SPAN BETWEEN STRUCTURAL HI I I 2-WAY MODULATING CONTROL VALVE. a STEEL ELEMENTS. AUTOMATIC FLOW CONTROL VALVE O 0 AIR VENT VALVE (n 4" GALVANIZED DRYER DUCT. 1" 2" LONG STUB INTO DRYER IN NOT INSTALLSERTS OR ANCHORS BEAM CLAMP 3/4--// WITH COMBINATION PRESSURE AND Poured Underlayment 3/4" Tile Floring BOX FOR FLEX HOSE NTHREADED TEMPERATURE PORTS (TYPICAL) Min. Over the Top of the N CONNECTION FROM DRYER IN THIN PORTIONS HANGING ROD Tubing OF CONCRETE PROVIDE TRANSTIONS AUTO AIR VENT VIBRATION FROM DUCTS TO SUIT 1-1/2" ISOLATORS AN INLET AND OUTLET ROUTE FULL SIZE (TYP.-4) SIZE AND GEOMETRY OF OUTLET TO Y c—HWR --� �—I I I—�1 A FLEXIBLE CONNECTOR (TYPICAL) FLOOR DRAIN y" . TOP OF BOX MOUNTED r== . . :: , 50" A.F.F. FOR STACKEDAS 1 2-1/2" HWR WASHER/DRYER UNITS 2-1 2" HR AND BOTTOM OF BOX / �--HWS —�(�I-�I�--�� I / err _... MOUNTED 1" ABOVE AIR 4TO PUMP SUCTION BUTTERFLY ISOLATION BASEBOARD FOR LOW VALVE (TYPICAL) INDIVIDUAL DRYER UNITS 1-1/2" STRAINER (TYPICAL) WATER COIL � DRAIN VALVE II PREFABRICATED RECESSED Floor JoistSUPPORT FAN WITH II � DRYER VENT BOX MODEL 425 ACCESS PANEL STEEL CHANNELS OR �� �� BY IN-O-NATE TECHNOLOGIES Insulation FACTORY MOUNTED INSULATE FAN IF CONNECTED Subfloor `" __ INC. OR APPROVED EQUAL. BRACKETS ! !'� Uponor Staple TO DUCT SYSTEM SPECIFIED Uponor Tubing - ��' TO BE INSULATED ET-1 4 PLAN HISTORY Y .mvemwna «c:..„.....wa...-..-.se.»,...vavmms:.... fremmawwo.wx.a.awexem DATE DESCRIP: 04-27-15 PERMIT SET 11 RECESSED DRYER VENT BOX DETAIL 12 INLINE FAN DETAIL 13 EXPANSION TANK DETAIL 14 2-WAY HEATING COIL PIPING DETAIL 15 RADIANT FLOOR HEATINGINSTALLATION S TAL CATION NTS NTS NTS NTS NTS 0 0 m I O O C) U W N U' Z Q a' Z Z O d Uj Q _ W U Z SHEET DATA: W 0 z DESIGNED BY: DEC it N DRAWN BY: DEC O 0 L2 0 u7 O O 0 01O SHEET DESCRIP: N MECHANICAL Z DETAILS W Z 20 w NTS SHEET: N 16 17 — 18 — 19 _ 3 } 4798 new broad street NTS v i suite 300 O NTS NTS " orlando,fl 32814 b O e n u f 407.393.6007(p) C M50 N e n g i n e e r s 407.398.6003 (f) r Prn�r.Pf n Fr?rrr�c;erar S ilt,ti�m` N Z O m A DESIGNER: � o o � IN-LINE CIRCULATING PLUMBING LEGEND ABBREVIATIONS PLUMBING FIXTURE SCHEDULE z " o THERMOMETER GAUGE PUMP SEE SPECIFICATION rnrn U AD ACCESS DOOR Z o (0-200 DEG) FIXTURE WASTE VENT C.W. H.W. MANUFACTURER C7 Q N N 0 � FIXTURE TYPE TRAP DESCRIPTION ® PIPE SECTION-SUPPLY AFF ABOVE FINISHED FLOOR N0. CONN. CONN. CONN. CONN. / MODEL # v� 'o � Q DIAL TYPE PRESSURE GAUGE PIPE SECTION-RETURN APPROX APPROXIMATELY WC-1 WATER CLOSET 3" INTEG. 2" 1/2" - Q z -2 Y N (0-100 PSIG) ARCH ARCHITECTURAL WC-2 SEE PLUMBING FIXTURE PACKAGE AS SELECTED BY OWNER o U a M AUTO AUTOMATIC FOR ALL PLUMBING FIXTURES Q N DIRECTION OF FLOW IN PIPE w AQUASTAT FOR �, h p GAUGE COCK® BLDG BUILDING � a CONTROL OF PUMP PITCH PIPE DOWN IN DIRECTION OF ARROW CD CONDENSATE DRAIN L-1 LAVATORY 1-1/2" 1-1/4" 1-1/2" 1/2" 1/2" a + � � CLG CEILING ►� � FLOW ° _0___0 PIPE UP CO CLEAN-OUT FOR CONTINUATION AND SIZE, COND CONDENSATE OR CONDENSER - SEE FLOOR PLAN ^ O PIPE DOWN CONT CONTINUATION �- ARCHITECT CMU CONCRETE MASONRY UNIT L-2 LAVATORY 1-1/2" 1-1/4" 1-1/2" 1/2" 1/2" BALL VALVE UNION CHECK VALVE (5F— BALL VALVE CW COLD WATER (CITY) OF RECORD: REDUCING TEE (OR TEST PLUGEL ELEVATION FOR INSERTION OF GAUGE) CHECK VALVE, HORIZONTAL SWING ELEC ELECTRIC GATE VALVE 'F DEGREES FAHRENHEIT Z ECO EXTERIOR CLEANOUT S-1 SINK 2" 1-1/2- 1-1/2" 1/2- 1/2" C CAPPED LINE FCO FLOOR CLEANOUT S-2 FD FLOOR DRAIN S-3 r Z SAN SANITARY SEWER (ABOVE GRADE) GAL GALLONS S-4 O O RECIRCULATING PUMP DETAIL GPH GALLONS PER HOURW o " 'Z � NOT TO SCALE ——SAN—— SANITARY SEWER (BELOW GRADE) LU w GPM GALLONS PER MINUTE O z ST _- STORM SEWER (ABOVE GRADE) HB HOSE BIBB DW DISHWASHER 5/8" - - - 1/2" � LU Z HD HEAD SH 1 SHOWER 2" 2" 1-1/2" 1/2" 1/2" J —ST- STORM SEWER (BELOW GRADE) v � HW HOT WATER SH-2 HR HOUR Q SEC SECONDARY STORM SEWER (ABOVE GRADE) INV INVERT ELEVATION ------- DOMESTIC COLD WATER LBS POUNDS BT-1 BATH TUB 2" 1-1/2" 1-1/2" 1/2 1/2" Q MIN MINIMUM BT-2 ------- DOMESTIC HOT WATER NC NORMALLY CLOSED ENGINEER NIC NOT IN CONTRACT --------- DOMESTIC HOT WATER RETURN NO NORMALLY OPEN DW-1 DOG WASH 2" 1-1/2" 1-1/2" 1/2" 1/2" OF RECORD: CD CONDENSATE DRAIN (ABOVE GRADE) NTS NOT TO SCALEPSI POUNDS PER SQUARE INCH 81285 ——CD—— CONDENSATE DRAIN (BELOW GRADE) PVC POLYVINYL CHLORIDE R RISE WB-1 WASHER BOX 2" 2" 2" 1/2" 1/2" OATEY HIGH IMPACT PLASTIC WASHER BOX, 8" x 6-1/2" x 3" I.D. COORDINATE ALL VALVE VENT REQ'D REQUIRED 38670 BOX LOCATIONS WITH ARCHITECT PRIOR TO INSTALLATION. W RM ROOM " �f +'1 V ® POINT OF CONNECTION NEW IMB-1 ICE MAKER BOX - - - 1/2 - OATEY HIGH IMPACT PLASTIC BOX W/ DIMENSION OF 8-1/4" HIGH x 8-1/4" WIDE. PROVIDE m reF> F� SAN SANITARY 1/2" FIP INLET x 1/4" OD OUTLET COMPRESSION ANGLE VALVE. �" 4 _ _ g Do TO EXISTING SPEC SPECIFICATION - - - - " - #38602 a ���' �,`� �'� � EXTERIOR WALL i ® POINT OF REMOVAL FOR DEMOLITION HB 1 HOSE BIBB 3/4 WOODFORD HOSE CONNECTION FOR NON-FREEZING AREAS WITH VACUUM BREAKER ENCLOSED INA HEAVY DUTY CAST IRON GRATE TEMP TEMPERATURE B24 FLUSH MOUNTED WALL BOX. ; (H-20 LOADING). Hg - HOSE BIBB WFINISHED FLOOR TYP TYPICAL HB-2 HOSE BIBB - - - 1/2" - WOODFORD HOSE CONNECTION FOR NON-FREEZING AREAS WITH VACUUM BREAKER AND METAL V VENT LINE B24 WHEEL HANDLE. FD FLOOR DRAIN VTR VENT THRU ROOF m.O� GRADE HD 0 HUB DRAIN W/ WITH FCO-1 FINISHED FLOOR CLEANOUT SEE PLAN - - - - ZURN "LEVEL-TROL" ADJUSTABLE FINISHED FLOOR CLEANOUT, DURA-COATED CAST IRON BODY 1� WCO WALL CLEANOUT Z1400 WITH GAS AND WATERTIGHT ABS TAPERED THREADED PLUG, AND ROUND SCORIATED FLOOR CLEANOUTSECURED TOP. ADJUST TO FINISHED FLOOR (COORDINATE TOP FINISH WITH ARCHITECT). CLEANOUT ECO-1 EXTERIOR CLEANOUT SEE PLAN - - - - ZURN PVC CLEAN-OUT WITH COUNTER SUNK PLUG WITH PVC 2-WAY CLEAN-OUT TEE, (LAWN, ��- CO-2413 IN FLUSH 12"x12"x4" CONCRETE PAD. 115015.00 i EXTERIOR CLEANOUT @@9 �` � $ HORIZONTAL CLEANOUT �Y rP� ,® ,. •' .,x < �b s I € SHOCK ABSORBER 24" R.C.P. 2" CONDENSATE PIPE SECTION x s DRAINAGE PIPING 24 LONG " .. _ PEA GRAVEL OR LV •'F " ° `° c• CRUSHED STONE OPEN TO SOIL CONDENSATE DRY ELL DETAIL AIR RELIEF VALVE GAS PIPING INSTANTANEOUS GAS WATER HEATER SCHEDULE NOT TO SCALE HOT WATER PIPING--�------TPROPANE GAS VOLTAGE HOT WATER WEIGHT COLD WATER PIPING----' r--- MARK INPUT CAPACITY RANGE TEMP. RANGE SIZE (IN.). (LBS). MANUFACTURER MODEL NUMBER ACCESSORIES n/ DIRECT INTAKE AND EXHAUST FLUE, I HOT WATER RETURN PIPING LL SEE MECH. DWGS. GWH-1 199,000 BTUH 120 0.6 TO 9.4 GPM 98'F - 149F 14"W x 25"H x 10"D 46 RINNAI RL94i/e PROVIDE WITH MOUNTING BRACKETS. 0 'O r- PROVIDE WITH MOUNTING BRACKETS, DISCONNECT SWITCH AND STAINLESS STEEL BRAIDED WATER CONNECTIONS. PROVIDE NEUTRALIZING KIT FOR CONDENSATE PIPING. Z . Z GWH-1 GWH-1 GWH-1 GWH-1 U O RECIRCULATING PUMP SCHEDULE TEMPERATURE AND PRESSURE I RELIEF VALVE AS REQUIRED C Q PIPE HANGER BY LOCAL CODE (TYP L �^ CONN. SIZE MOTOR DATA SELECTION BASED ON: I I (SEE SPECS.) — — — — � UNIT # TYPE GPM H H�p�' REMARKS r vJ I — — - - - - INLET OUTLET WATTS RPM VOLT PH. MANUFACTURER MODEL N HWRP-1 IN-LINE 5 15 3/4" 3/4" 92 2940 120 1PH BELL & GOSSETT NRF-22 PROVIDE AQUASTAT GALVANIZED SHEETMETAL L PIPE SADDLE W/FLARED ENDS DRAIN VALVE — t HOT WATER RECIRC. PUMP ® SEE DETAIL. ROUTE TO MOP SINK (TYP) INSULATED PIPE 1'-0" COORDINATE INSTALLATION WITH MFG.'S REPRESENTATIVE AND PROVIDE ALL CONNECTORS AND APPURTENANCES REQUIRED FOR A COMPLETE INSTALLATION. INSULATED PIPE HANGER DETAIL TANKLESS GAS WATER HEATER DETAIL NOT TO SCALE NOT TO SCALE PLAN HISTORY DATE DESCRIP: 04-27-15 PERMIT SET 1'-0" SQ. x 6" DEEP CONCRETE PAD c� o . r 0 a SOIL PIPE - SEE o SOIL PIPE - SEE PLAN PLANS FOR SIZE �2 PLANS FOR SIZE 0 L) PLAN THREADED BRASS CLEANOUT WITH 51 a COVER TO MATCH FLOOR, SEE LO FINISHED FLOOR ARCHITECTURAL FOR FLOOR FINISHES. FINISHED CONCRETE Q THREAD BRASS CLEANOUT FINISHED GRADE COVER W/RECESSED SLOT FINISHED WALL SURFACE z U) TEST TE C) EXTENSION PIECE a COMBINATION WYE �—ACCESS COVER AND FRAME _ & 1/8 BEND w ,Z EXTENSION PIECE THREADED CLO WAY FITTING (SIZE AS NEEDED) W CLEANOUT PLUG SHEET DATA: —�� Of z DESIGNED BY: mz z o N DRAWN BY: Mz 0 ELEVATION ELEVATION 0 0 CD SHEET DESCRIP: co T61O WAY CLEANOUT DETAIL FLOOR CLEAIIOUT DETAIL VIVALL CLEAN OUT DETAIL LEGEND, D NOT TO SCALE NOT TO SCALE NOT TO SCALE z SCHEDULES & W z DETAILS-PLBG V) SHEET: 4798 new broad street suite 300 O orlando, fl 32814 Ingenuittil 407.398.6007(p) C ■ e n g i n e e r 407.398.6003 (f) 0 CL N Q "P'?''7?t.'fi4+r'>Ft7 jipE'F;t',r,^{�' SC>?ttP��^g•• — � r` N z O m DESIGNER: REFERENCE NOTES o ow 0 Y,-CW & HW DOWN 1 z N V M O Z „ � 0') O2 Y2 CW DN. M ti z � aha O3 1" HW UP FROM FLOOR BELOW, Y4" HWR UP. w Q z Q z Y N Q ® Y4" CW & J" HW UP. 0 � � 0) u U a Ct J 0 -Y" CW DN. Q N © " CW & HW UP FROM FLOOR BELOW. H a -' E O7 Y4" CW & HW DOWN. -Y4" GAS DOWN TO FIRPLACE.O ACCESSIBLE CORDINATE GAS CONNEWW/MFG.wITH RECOMMENDATIONSALVES. ARCHITECT 9O " CONDENSATE WITH INDIRECT CONNECTION TO A/C UNIT. OF RECORD: 10 " CONDENSATE BELOW GRADE TO DRY WELL. Q U z Q Q Z M T L ir-y O � V w WO Z * LL W � 0U) Z N ~ U � J U Q Q Q ENGINEER OF RECORD: 81285 d ,- a`, �e1., �• u�► r to _ .. -• -.. o ; '" ;.,,� its - ' �..w� .,m.«...a�,.�a�,..—,w.�,<„�..a��. � � �. ..— •,r._,.,.�.•�_.a�.r.:..,..�"". .ua......�._�". .,_ ..,,.,.w�.Po•...aw»w„ .—..,�..,,�..m_..,,,. '<_.Y...—.,..�..,—...—�..�,..<�,.....�._.,,�.,-.,.a«.—,..�. ,aa,��.....:,aa...�.,,,,�..,�,...,�,a—.aa,...aa.aM. ..�.a� � I 11� �2 11I� PLANTER TEFF PLA TER £#, .,..:,.. ..,."...., ..<...... -..-,�..«,..,..».,,«.,....... .. ............ ...°, „°.....,..w,...�. ,«„.,..<,..",..».. 3$� 8 ;. ,� �' �H� - ... ..,,.,.. :.„_,.,.,» .»:....,�,..�», «_.-,�..-...».,,.,..,»,.a......«�,»...».- ..._._,.,a.-.. .<...�.,»...-«.•a.,,..«:,.:-..m. �....,,...,~ .....»..,.a,..„» �4 {b i ast 5 .,,.. a >-,�.�<w >�.-a....,,< >.,a... »-w-- ', < ,.°.,. r-, ...< ..p,.>. ....�,...._. ,.a.,,,n.x.:..,.,.... �-•...».. ,..-.,»+...,,.,.•».,,»...._ .,.en..,.,. ...<.,.ra��,..„.»« ::� ....<a—.,..a.....,.., .,»» , / ,Y €� ... .«....«•,. .._ .«> ....,.,.mw,,..v »»..,..-_.»..�+»a-v, .. ..av»m� am-,.,.,«.,,.ar»..»� .._ .-...,.. "»,,.»,.M.... ....."... ,... "` » ._,..,,.,..»..«.,.,..,,,,,.aA.._ _ .»w, ,..> .. ,...;. YL .r..-..w.a.,w«xz..«. ,.. ......�..wv,nua...,,,.-r..,wwuru.:..<».«wa..w.+..�-„ r.-.+w,.."a.,.-.,-xw.,..,..,.. ..-«..a-. ..-"»......,. »..,,«.,...-..«, ... >»,..°.-a..,,>.»... ".»,.w,.»«ate«. 115015.00 I ..,. .. ." ,,»...n. ." .. .. . PLANTED U -1 PORCH .�. ,C' >'c:.c.HT. POOL PATIO DECD r ;, SPA #m . . .. wr <, . » ... :�� a _.... . M... . _ ..< w.. _ BEACH HB-1 , > GAS DN. 777r _ 1 I I I MASTER RETREAT q I %4 ,I j� f"�p^� 3" I I 1G.111. _ GRATIROOE�� "»".» ..., a- I d Y " 1 g I 8 ».n FIREPLACE ,, HT. E I 3 ' 56,000 17 '-rH B- }• PORCH g ww. .._ .._,,, 13 DEIN < BTUH -. DICING . 3" 2" SREAKFAS ` GUEST 3 ..,,.»...•,.»...,.,.. ( ? gg 1<'-C" C:LG HT. I f_G.HT ' «., 10 8 H7. x I i { 1 I § rqp 1 CMG,H,1. 1C-0 ,Lia riT. = t I s � I.._.-.._' 1 J�_g.,�. DRIN I N I' a,� > 4. . CLC .^�.• i g 1 p(pg( Y s I �4n 4 t 2 3 S.DN I.p.".«.•_ -f , . ... I I I I # I W "``""e. "V ° 3 S.DN .I PATIO ®ECK g M, 2 g 'n # 1 " GAS BELOW GRADE AND UP TO I x 4 a �° I . I POOL HEATER. (400,000 BTUH) 3 �.a a � ._.«..>. ...� .»..m...a.,.... „ � ,,..,....,.,.,«.....-,<..,....,........ ° .�.,.,«.- �<......».,., m .,,..,..., .. ,..,..... � <r..«T }ate-,•.». .< t , 8 t _ t J xs eA: q ( re & ° � � Y .. SAN _ : .� I� � � � �,, ,, „ I � 1 " i k... 2 .-I KITCHEN W =1 r0I i/ SH-2 I GALLERY 3" 2 FOYER §°w � 3 � .. --SAN==- r -- { 3 3 2" 1 1i'C''C:L% HT. '" ly4a 10' 'GLG hs`:.. ," Ya ,n I " ' 1 ( I ° —r- ■ E t T-T------- _J I I i S-4 //�1 -- ------------- _ -'�� . -------- ------------- -_ -- _ _---------------- ---►---------------- �_'-T ------=-►-------- -- _-_—I 3 ` -w H-1r- � 1 , I—� —'p iI ;�'Y � ��,� __— —rt"��•'_'l—_-_--__—"r+_ ----------- --_'---_—_-�__-------------��I I I -/—_-_--�----- 1 iP.�:.ml � �J j & � j I "� ----�-- T= I G , " v" ,t 6 , a { a — £ , n „ � , .,. �«— _ _, « .. . � `r I V$r.1.C. a 8 I —2—i —at 1 y� 2 , I t Y2 I; r ,z €" ;' ! �. 1Y2 1 XI Y4 3 , t}: .. ^�' « x s I.> LIAR ' "/ r I nl �^+ r- -- - J�• " `. I. 3 . 1J-C 'i LCG #1 , G. ' A. E -w H_ I a I I �. __.. . __<.,. �• ' . v ,. 42'V. UPS „ 1 -o (..�.HT. I I I , 2 .. M .., - 1I . r .< I f I ° _.. _. 1 GUEST LIVING ■� X; r w: > } 13 x � a I a r I z 1-$ . L-1 2" 1 - �~ 1 w III 1Y4 :. 1 _ « -y 1 / 4 �� --JO. 1�� GAS PIPING DOWN. I - . _ € �-_-,� 4. I% , 1Y4 CW UP FROM I n«m _ .. I 4 w_.�.«.<°<_... -- ' ---------- - ------- -� s T I 0 I { I __�_ _ a g' a _ --- p I O O 3"VTR , 2 I- KK I I I f �`- I r € n 1 t I I #GRILLE I - 2 -}_'2 I -.. tBT- £ I a s < FLOOR BELOW. r I& ,,. POf�: T) t Y 5 g w = -�-�° - --------� 1 L- -�- 1 - MASTER PATH ' � �t I BELOW 1 I , HIS /.I.C. I � � ENTRY (� � ,�. � £ I I� ---- � -.,n I ,,.. ,. , 11os,000 BTUH z 1 t I E 6: - 1a<».»,m 1 1 4� d e I j � 4a a # • i L d? ,., 14'-0 cLc.H#. I I I I 1 FLOOR Ica #0 CL:1.H1. I _ F 2"S.Dt _ tII T -- - --SAN-t=- ---- --------- --- -- -•-- -SAN-;'F= ---- ---3---� �- 1 <" t I `' � " WC 1-_, _ --------- - . I ` €.-a �/" u ..,. I /a .. i c- GAS DN� �/4"� IY2" a HALL f _ 6 r BELOW I I I I i I 1' € I' , 9 V�j I 1 4 I 4 R f � I I 3/4 1 C'-o'r,;c H 1 I Z # €• ° 1 # M ----_ y r gM E ---_--__— _--.__ _ ----- -------_—__--- �__— —_ --_--- --_-1 N ' FLOOR , ,< ., ., � 2 .. r u _ ------- -- r=-==__"`_--�♦ �-- -- ----- -------- _ � " _ ------- -- --------------------- � - ---------------- i�■� IY__ g *T s` Y� I I f, + .... _ I t t..' .=s' s 2" I S-1 s, G, i �1-:_�----- -- ------ - t--- w - - -- -�--- --��- 1 -------------- �- ------ -- a p€ ,/ '� ■. , ' ES <>E 4 .a,...- ' " I I 1 \ ■(�■�) • p r; , 3 a _ ► ,i it t' «.,...M. I I .�r.....,,�«�,<d.., .......,......,... .....a.,w,.. ,. ,; g �.«.<�.,,.d,...»,,.»..�.=P.«.., ,»x,.311 TC H I�, = i I 1 �.,.,,. V 1Y I I Y4 c'----�I: T- 1 T _ _ f S $I bO T-2 ;Y2 AAV-1 I n I �. < 6 . 1 I .., "a» _ �.. ILS R 1 I 1Y 9� #: 1#'6"CLG3 H « %a I -: • w I ; I U 1 ' -, k '# ;. E 1 I , G ! $ # I 5 t,l_G t T t ( BA _t — O I2" a a STQR 4 4 _. . .. M_ € L# . I I �' " I .... . .. �M«,— I FIREPLACE I---�-G G 1 I i « r 1 I _ . O ` ,, 24,000 BTUH 1 I 7 `S� _ —W' g I xx � ' `°� . �3 Q i jg € ! I O � ( "` ¢ tt, •�. ... �_....,_..«,. ....,,.,.-._,•..... W_ _ , I �/) HE' 6r L.1.C. n ' 1 "-"»'.1 <m..»,-...•,...<......_.. w,-.<...._...,,• .^'" I � �,. ,,,.....-»_-.w,a....,...._,.».,.,...,,...«.«. ,_<E.. !� � I 3 SAN DN. I ' E F 1 o...�': _ 1" HW & 1 " GAS .r s e F` 'I�I 3 a, ' rl i UP FROM FLOOR I: I , °° t 7" »�..,-- - Y - - C SH-1 b- WOOD - SHOES ,— ry.l � F BELOW " HWR DN. r. IREPLACE. �» _ p a� A x. t PLANTER . O l we-1 1 # 1 ­-­ll­---­ ­ # rCRAFT AREA _.—•�� �.�.�..rr. .>�.�.<—<r,a.�..,�, ..< � .E .«.�_ �.,...,�_..�,<, . ._ —..._«a .��.< , « .. . ,—_. _._ ",�� ,�t . .�.»�,,. � LUT .®.....».- ».-....w_.,a...,».««.,.°-....,. ., .., .,•nom,..-.•....,,,....F..,' :._,�:»-.r--<., ».»...:...,.,4«....�,. ..... ,W.-,-, ...e..... ... ....... .. r -. .< :. _. ,«<.»..> ...,., "" ,< �.....,,.»»-....»..�<";„„..« � n €<...,.........,».. �....,...- »�.a' , � � £ », ».•# 1 el € L».,._ I i ( .. � 1 .spy" .'"^^*�,.,.-._ '°„<.,. . «"' .. ... > 1�� 12 I C--- ---Y�---------------- DESIGNER: REFERENCE NOTES �D o co ow O1 X" CW & HW DOWN z 11 co O z - .-6 U Q2 Y2 CW DN. Qj >M o O3 -" CW & HW UP FROM FLOOR BELOW. " HWR DOWN. w s o z ® HOT WATER RECIRCULATING PUMP HWRP_1• SEE SCHEDUL Q o L a M AND DETAIL. 1� 3 m O5 GAS INSTANTANEOUS WATER HEATERS GWH-1 SEE SCHEDULE AND DETAIL. 190,000 BTUH EACH. w a 0.5 PSI STEP DOWN REGULATOR WITH EMERGENCY x SHUT-OFF VALVE. (1,336,000 BTUH) ? P_4 a t O " GAS UP FROM FLOOR BELOW. ARCHITECT I BALCONY CLQ H'i. BALCONY f OF RECORD: s p U Li Ej s I -SH-1� -; - Y ' OPEN TO BELOW 1 j .., „ 'o r _ € WC-1 Z O e 2 S i Oi\Y CCG HGT. W co z i 1 cic� H� 112 OFFICE z 4t I, SUITE °' I SU ITF -4 L_1 __ 1 : -c"iLG o co I 10-0-GLG.H; I r ' z O w I 1u' cl - I I ILJ ' I €I z 1- vR BATH r _. ._ _ <� w I BATH 1 I { BRIDGE I�: .x�. i t4 1e.4 CLc;.k11. 4 I t wC—, y" , 1 z.,C(.C' Hi %" I ' I „ -1 WC-,J�111 ENGINEER -- 'R ----�- ----------__° __---_--__ DESIGNER: � o 0 � z N M � O � z o � N � r !� M U Q m n w h U L� LL Z (0 N O 3" VTR c1> Q _N r- I / I r 3 ARCHITECT n 3" OF RECORD: 2 1 1 2 SH-2 " ' 1 12" 1 I I WC-1 1 3" v 1 Z S-4 i WC-1 BT-2 n 2 1 2' 1 Y II I z 2" 2" 3" cls P 3" LU 1 SH-21 i " z LL z" 12 °" O 3" 2 3" , o H 1 2" .AAV 1 � U 1 I Q C 2" 3" I 2 2" ENGINEER SH-1 `�P `� . 2„ F RECORD: 81285 • / I 3" B-1 1 A 3 WC-1 Phi WC-1 2"FD-1 Q v 1 i 1 '/ n �� U► II 1 � I / 12" SH-1 1 2n VTR // 1 -�12n 1 '-'2 1 , ON% `'. ' W WCC-1 �' ` ` /�2" I\ 2" ^` /' - n / \ " I y I oe 2 WAY /' \ " 2 010, 1 2" SH-1 4" 2 FCO 1 \ c 61 > 1 2" O 1 3" r 1 WC-1 /00n I I I ,2" i 2" L-1 2" 115015.00 n1 t , \\ 3 \ 121 „ 1 2 1 \ \\ 1 \\\\ \\\ 1 I \\\ WB-1 �. \\ 1 / 3" I n \\ J/ 1 3�"� 2" , 12 \ // 3�\ 1 UPPER 1 1 1= LEVEL 1 /' \ 3" MAIN ~412" LEVEL I WC-1 4"\ / 1 \ 3 \\ 4" \\ " SH-1 i AAV-1 S-4 �\\3" 3" / \ \ S 1 /" oolBASEMENT 3" \\ �i MAIN LEVEL LEVEL LL=1 / e r` WC-1 2" WCO-1 3 \ / 1 I 3" BASEMENT /' i ��. „ I l LEVEL 2 VTRi l 2WAY \\ / 12" I 4"FCO-1 / 1 ` 10 •O r / \ ` L•. 3 ^ \ I . WCO-1 Z L.1_ \\ S-2 '-' ' MAIN LEVEL LL • \\ ( > -/' MAIN LEVEL 3" sgti U) Z w \ \ \ \ \ 12" 0 \ 2 i r \ 4"FCO 1 N \ 4" 1 \ 1 \ i WB-1 / \ " \ \\ � /// WCO-11 \�\\ BASEMENT \ \ i LEVEL \ \ \ 3" 100 loe 4\ 4"FCO-1 ,// n \ \ Jooe\7 / WCO-1 / / s /' 3" \\� ` �. PLAN HISTOR DATE DESCRII 4"\\ i 04-27-15 PERMIT SI T 2"VTR \\ 1 I I I 12" Ole 3" S-4 I / \ I i' 2"VTR / `---�--- ---- ,, / ------ K I / \ 2" 3 I \ 3n SANITARY RISER DIAGRAM ;--'�'J 2\ \\\ I NOT TO SCALE LL=1CD 00, P� 1 `sgti U-) SH-1 \\ 1 / I \ WC-1 12" i �i'3 1 /� \\3"i \ I // 2"1 L-1 / 2 \ WC-1 CD „\ 1� BT q-1 3 / ��, / 2" U Z \\ ej:1 �Q DW-1 SHEET DATA: 11 z w 0 w o DESIGNED BY: mz Z Z Q DRAWN BY: Mz U N O O L2 O O O O SHEET DESCRIf O O N O SANITARY RISER w DIAGRAM z SHEE w Ln 4798 new broad street V suite 300 O v orlando,fl 32814 a, e ' 407.398.6007(p) C P30C CD engineers 407.398.6003 (f) � r 'Pr amlive Erxr-iecrhn Snkmo?s" Q r` N Z O mi DESIGNER: P-- �2 � o O a � z N � M z „ CO UO Z O r r- z C7 U a' 04 c� V) Y xx w W m [-Lo Q Q QN � z Z Y CV w ° co aN Z � QN_ � C_ w U � 2 � � a x x ARCHITECT OF RECORD: " U z G 0 O It c 582,000 BTUH. " w o w Z 1 „ ” U w 0 FIREPLACE 'i" 1 " ` w z 7 24,000 BTUH �' MAIN LEVEL ~¢ v J v C/) FIREPLACE Q 50,000 BTUH 4 D i" ENGINEER OF RECORD: 606,000 BTUH. 1 J FIREPLACE 81285 24,000 BTUH. � , N 54 HE co LU . 2 PSI GAS FROM PROPANE TANK MAIN LEVEL �`. 760,000 BTUH. 115015.00 2" 1,366,000 BTUH. G' 2 WATER HEATER0.5 PSI SECONDARY REGULATOR (190,000 BTUH) & SHUT-OFF VALVE WATER HEATER GROUND LEVEL---" - (190,000 BTUH) �> 7" WATER HEATER 1 " " 1 (190,000 BTUH) ' 1 7" WATER HEATER ��� GAS PIPE SIZING IS BASED ON THE 2010 FBC FUEL GAS CODE 1i" 1 (190,000 BTUs � 1 TABLE 402.4(26) USING PROPANE GAS, SCHEDULE 40 METALLIC PIPE, INLET PRESSURE 11 IN W.C. WITH 0.5 IN. W.C. PRESSURE DROP. MAXIMUM LENGTH RUN OF PIPING FROM METER/REGULATOR TO MOST 1 REMOTE OUTLET = 250'-0". TOTAL CONNECTED LOAD = 1,366,000 c BTUH. .v. -�--+ 0 0 Z 0- • W . 1 " z Q -0 — co _0 61 U0 U) 0— O =3 GAS RISER DIAGRAM 1081LE,000 BTUH i" 0 U) NOT TO SCALE N N 1 » J POOL HEATER 400,000 BTUH GROUND LEVEL�� i N PLAN HISTORY DATE DESCRIP: 04-27-15 PERMIT SET 0 0 I 0 0 1 0 J fl- CD LC' Z Q Of Z Z O CL Q 2 W U Z W SHEET DATA: W Of 0 Z DESIGNED BY: mz Q DRAWN BY: Mz U (n O O l2 O U") O O CD O CD SHEET DESCRIP: 0 GAS RISER Z DIAGRAM W z / U) W SHEET: �t 4793 new broad street C=) suite 300 orlando,fl 32814 ! O Nnejjj 0 407.398.6007(p) � fl i f�e e r s 9 407.393.6003 (f) {p 0- r ` n.)aoti,:e Earinorring S2lutr;ns n CV Z O V DESIGNER: � o ow CIN WATER MAIN �� z c lJ cc's O Z o � N � z UNDERGROUND �W W� cn o Q OUTSIDE EXTERIOR WALL CITY GATE VALVE ° .2 FIRE PROTECTION GENERAL NOTES U a. LL Q z YN uaM a Z 0 BASEMENT WALL 1. WET PIPE SPRINKLER SYSTEM DESIGNED PER NFPA 13D AND NEPA 13 . RESIDENTIAL OCCUPANCY w c" //////// WATER METER ABBREVIATIONS FIRE PROTECTION LEGEND (DWELLING UNITS) USING THE MOST REMOTE TWO SPRINKLER HEADS PER THEIR LISTING. a INDICATING SUPERVISED ALL FIRE SPRINKLERS SHALL BE IN ACCORDANCE WITH NEPA 13D . RESIDENTIAL SPRINKLERS SHALL - 3 INTERIOR BASEMENT---' BE PERMITTED IN DWELLING UNITS PER NFPA 13D 2007. ALL OTHER SPRINKLERS SHALL BE OF x SPRINKLER MAIN CONTROL BFP BACKFLOW PREVENTER ® PENDENT SPRINKLER THE QUICK RESPONSE TYPE. EXTENDED COVERAGE SPRINKLERS ARE PERMITTED AND SHALL BE WATER FLOW DETECTOR CONTROL VALVE M DN DOWN W WATER MAIN BY CML VALVE DESIGNED AND INSTALLED PER NFPA 13D 2007 AND THEIR MANUFACTURERS LISTINGS. P.O.S.(POINT OF DP DRY PIPE PIPE TURNING DOWN ARCHITECT SPRINKLER PIPING � 2. ALL WORK SHALL BE DONE IN ACCORDANCE WITH NEPA 13D . SERVICE DPV DRY PIPE VALVE -0 PIPE TURNING UP PRESSURE GAUGE EX EXISTING = 3. ALL HANGERS & MATERIALS TO BE IN ACCORDANCE WITH NEPA 13D . TO AUTOMATIC TO DOMESTIC FHV FIRE HOSE VALVE SUPERVISED SHUT OFF VALVE � PIPE CAP OR FLUSHING CONNECTION OF RECORD: SPRINKLER SYSTEM FS FLOW SWITCH ' ALL CROSS MAINS & RISERS TO BE SCHEDULE 10 BLACK PIPE, U.N.O. ALL BRANCHLINE PIPING TO SYSTEM — FVC FIRE VALVE CABINET BE SCHEDULE 40 BLACK PIPE, U.N.O. ALL EXPOSED PIPING TO BE GALVANIZED STEEL PIPE. PIPING ABOVE DWELLING AREAS MAY BE CPVC WHERE IT IS ACCEPTABLE PER ITS LISTING. ALL TRANSITIONS—� GPM GALLONS PER MINUTE FROM STEEL TO CPVC PIPING WILL BE MADE WITH UL APPROVED FITTINGS. v ITC INSPECTOR'S TEST CONNECTION Z PS PRESSURE SWITCH4. PIPE TO HANG TIGHT TO BOTTOM OF DECK WHERE POSSIBLE. IN ALL OTHER AREAS, PIPE TO HANG AS HIGH AS POSSIBLE. ¢ PRESSURE GAUGE PSI POUNDS PER SQUARE INCH Z y T SF SQUARE FOOT 5. UPRIGHT SPRINKLERS TO BE LOCATED BETWEEN 1" AND 12" BELOW ROOF DECK m r� DRAIN AND TEST CHECK SP STANDPIPE 0TS TAMPER SWITCH 6. SPRINKLER HEAD SPACING IS PER NFPA 13D AND PER MANUFACTURERS LISTINGS. CONNECTION VALVE OR w o BACK TYP TYPICAL 7. THE CONSTRUCTION MANAGER SHALL PROVIDE, OR HAVE PROVIDED, A SET OF COORDINATION Z *� FLOW WP WET PIPE ; DRAWINGS FOR ALL SYSTEMS AND FEATURES THAT OCCUR ABOVE THE CEILING PLANE. THE U_ w LH LIGHT HAZARD COORDINATION DRAWINGS SHALL INCLUDE, BUT NOT BE LIMITED TO, STRUCTURAL MEMBERS, HVAC z DELECTRICAL POWER NIC CON CONDUITS AND MBING RACEWAYS,PLY AND EDWASTE L CTR CALIPINGLOW AFIRE VO TAGEROTECTION CCONDUI S AND PIPING, 9 0 NFPA 13D PIPING ARRANGEMENT DETAIL RACEWAYS. THE COORDINATION DRAWINGS SHALL PROVIDE, APPORTION, AND COORDINATE SPACE FOR v NTS ALL SYSTEMS, HORIZONTALLY AND VERTICALLY ABOVE THE CEILING PLANE TO THE STRUCTURAL DECK Q ABOVE ALLOWING EACH TRADE CONTRACTOR THE SPACE TO PROPERLY EXECUTE HIS PORTION OF THE WORK. ¢ D B. BATHROOMS WITHIN DWELLING UNITS, THAT DO NOT EXCEED 55 SQ. FT. WITH NONCOMBUSTIBLE WALLS ANDPLUMBING FIXTURES, ARE NOT REQUIRED TO HAVE FIRE SPRINKLERS ACCORDING TO NEPA 13D. ENGINEER 9. SPRINKLERS IN SMALL CLOSETS 12 sq.ft. AND UNDER ARE NOT REQUIRED. OF RECORD: 10. ALL PENETRATIONS THRU 1-HOUR RATED WALLS TO BE PATCHED AND FIRE SEALED. 81285 11. ALL DIMENSIONS TO BE VERIFIED DURING FIELD CHECK OF SPRINKLER SYSTEM. 12. THE FOLLOWING ARE ACCEPTABLE MATERIAL MANUFACTURERS: RELIABLE NCO d VICTAULIC VIKING a`► _ Of ` . Fi .� 13. SPRINKLER SYSTEMS SHALL BE SUPERVISED BY AN APPROVED CENTRAL, PROPRIETARY, AUXILIARY, o� co o OR REMOTE STATION SYSTEM. � . 14. RESIDENTIAL CONCEALED PENDENT TYPE SPRINKLERS ARE TO BE WHITE COVER PLATE, 1/2" ''" u� ORIFICE, 155' WITH A 4.9 K-FACTOR. TYCO LF11. Uj 9L 15. ALL FIRE SPRINKLER COMPONENTS ARE TO BE RATED FOR THE MAXIMUM SYSTEM WORKING 6? PRESSURE TO WHICH THEY ARE EXPOSED IN ACCORDANCE WITH NFPA 13D. 16. SPRINKLER CONTRACTOR SHALL OBTAIN A FLOW TEST WITHIN 6 MONTHS OF FIRE SPRINKLER PERMIT SUBMITTAL. 17. WHERE ELEVATORS AND HOISTWAYS ARE NON-COMBUSTIBLE AND DO NOT CONTAIN COMBUSTIBLE 115015.00 HYDRAULIC FLUIDS, SPRINKLERS MAY NOT BE REQUIRED, WHERE REQUIRED COMPLY WITH NEPA 13. 18. AUTOMATIC FIRE SPRINKLERS WITHIN COMBUSTIBLE ATTIC SPACES. NFPA 13D ALLOWS DELETION WITHIN THESE SPACES. -�-+ cy) 0 0 Z • � 7 LL '— Z m _0 U M 0 U) 0- C)o 0 0 � C/) N PLAN HISTORY DATE DESCRIP: 04-27-15 PERMIT SET SHEET DATA: CD o DESIGNED BY: RK i o DRAWN BY: WB 0 i N r\ DD N i S m SHEET DESCRIP: J CL. U Q FIRE PROT. 0 Q SYMB, ABBR, U GEN NOTES cn W SHEET: c `!� ii 1 4798 new broad street to CD ~t.~ suite 300 O � Orlando, fl 32814 n e it O0 C'f3 1 R G G C S� 407.398.6003 (f) {A ■ 407,398.6007(p) C . CL r ../!177ZC.fIV.?Fnn1;?t?E?,`7R,'7 St'rlttfi�r,c° r` N Z 0 V DESIGNER: �Do o � � w z N g> O rn ' REFERENCE NOTES O Q M W := O TYPICAL PENDENT CEILING HEAD. nw cu E: U ° F-1 Z WE Y N w 20 FIRE SPRINKLER BRANCH LINE TO SPRINKLER "a HEADS. Q N O3 FIRE SPRINKLER RISER MAIN LOCATED WITHIN WALL OR FURRING, UP FROM BASEMENT AND UP TO UPPER LEVEL. ® PROVIDE HEADS WITH HEAD GUARDS TO PROVIDE r� < COVERAGE BELOW GARAGE DOORS WHILE IN THE i OPEN POSITION. ARCHITECT Q5 FIRE SPRINKLER MAIN LOCATED ABOVE CEILING. OF RECORD: U Z Z � T O LLL.I M Z �* x L- W 0 O (n O Z F- W � � J Z c/) U D Q Q ENGINEER OF RECORD: 81285 W CL ., co LIU ------ __•_. m w „_ w _ _ -._,.., a.. -. is R v� 0. { � .., .,,, w ... aw j Ist.t 4 F 115015.00 b �'°,�G E ,—� ..... .�'•.q,.� � � a�� ? � i �� t ,r n.».... <.«m_ { ..«,�,. .....,.-.n«»�...."....., (ga F 7-1 71 gp [¢ �1 E"f1':IC 1-I ,• g } I i ¢ �." � -$ `�L`§`, afT� fe �`§ �) , I � `r � � F � ..va«..•.".«...." .n«."....».«.„,.,,........wrw..«�,...<-.»....«.w"•>, ... � ,«".«« ..».,,-.....m:�.+<._.. k ..»-.�. � s OFFSET Y.°ew; ® -.«.,► _ . . ,�� z 6WITHIN CEILINGLit Is � .M i..._,w. "^ ..�C.. i ..3 ...--' F �':: y g ``.«. .<...,.<.,«�a i� �,; �,� # g• � � � ,«.:««.:««,« it t 77. 1 , W „s.. ® O © $ 2 4 �L.�m..w.. Q i .a'^^'-..«<«....... t - Y _• .. if,"' F-. § '-..•^`^r<a € ,}( ; G ``E`} . ..= Fq" ®' r...•.....`{ 34 { "„a... Y£ _j 111777 «.•.......»�..»_-.-„.,^«» .. F.,,. ., .!`°'” .:..,.... ". .,_. .+`« $i ""�7 � {t i •� $ p ,� j` s4` .....«...«.., a ...<.G c F # i �� 4 .<. _ S a. »„» .... a � .».<.. "G '� .. .. ,�'<�.F§ FF .. �I'ii. ��` �.t 1� s' } E �I (�)\) w..<. �i ", -.... ..«,..<' i." ° a..,..,.,•..,, ..."-.».,»", «.,"... «.:w-<.,wP q ..w,^ i F I .«�..,.,.«,«...� 3 < .».,,.- " rs '.y � .««. ««.:.. ,. q t 4 P, � .• + I F � gg F : t 4' ..„..,n.:, wn« -¢ 9 ..✓" > � «».«,,,-•.. »«,.�,,, gg � �.»�«,.. F` .....,._".. ® r _ i � s � 9 F e 1." q 9 � �p �x «� t G ; $ i S..«..<�, ., j ® t °`•5 3%B F'-• 4 - ! ..,....n...«:,.... >.. `� { €' -. .x*�,•.� t..�.« .. �«.« < ,.«�,r«x €� •-S F $,-...« ««�> n„,» .»�««�«� } , O O �� S 3 N _ �' 4 "•».t".«. ° y .^,. x N ¢¢ •' g ��' f ,....^.-o,. x, S < � 'a ttt e s 2 5 ¢ 1 $ ...< g Z £..9✓" G D, «>•,�f .. .. ,°m,.n-.«,....:wwwu = yy «,. 3 ..j`¢.. ■ � ® � ¢ 3 Y 7 « ",. .........«» ppg q a... P.. z %: F....:> ,•,„.,., e a 1 yg ,_ ,.».,..,« 1 F �! .«.«»,...,»...,."......, vc�. .,...,«.,�.�...«..«,.. a...,.«-'-' .., ... .. s � , .,.. _ , > �..««,.�.«,,...,,.,. �i,,,..,,w.-.....,,,�,.. � �. ��`�'^ [ : � £ � _ $ � P.°«.` � ... �.«.-«.«,.«..J i.....,,,.«<..-I. F k...«..«-<«�@ «».,..««,..<",..•,.. �«...�.,..«�.>»�1 � � `} ..,.<„ ,,. . «»..».....,.«».,»»,:..,.,.. .,.«".":»..,..«.««.,.^,. ■ € I i ® i. a $ I 5 � _ I .»_ ¢[r ¢ e .» � ry_t is F fi [j F g[ € `a ?`. i_ { $n ■� Z it, ......Y t < <««..�°.««:�«.<...�.,.« ipaM. `<.E:„ ."g ^'^•E`-' .'q t t' ' ri :�.<.•& #;` ~? a s ¢ { G F n.. <,. ,,.• <« $L,."° y $ 3 w °" ,.. § ".°"" ,,....»............... ... .,-.,..,... _ ., "^,'.».",a•" .....,..<.«»,....<,,.m« Q [/�[� ■■(��) a- .«�... -<..-. mo.<.»P...,.....-. 0 `� 3 ».,.-.,_ ..<�. ,� ,.a � 3 EXT O ( El E r L-0 co LIP ■■■� O .w„«" e F2• ,fig �W�,. ..«,...w,° ®" F .,> ...� ¢g! S-$� ®' d `\ \j j e• S $".,""""" g.-m., �, «.":,.«:�«.�,._ _. .. .»,__ "'"-m...," f ,.<«..<...,...,,.»..«.,-»..° ..,.».«, _-.-..,......« r,...wI�,.....,... .»..,..<.<. ..-w�-...^_ _ ..,«..,.,n...... .. .."".,-n.. _ " { I ; , i •4 ..<.o" t s ......, <,.". ..,.- .,...,,, w,-«.,.».. F .r^ .. F F Gi � 888 .,, - .. d..., .«✓'^^' it s S j[} ° p i t [ gg �,.-..,.... ,_.. ..,�<., ..,«�^.,....,,,,,,°.•. .. .. »,� _.._< �.� _..... _ ,.,, d pp f" 7� :-t' ?['.jar !� • ,��.,..� a - E � t ggg � F t..J i ' ' � a._.,.__,..�.." $ $ � t '4a, ; F "�'„„ ••s 1 � �._..--- _�,..�«��._ — � 4 g" F«p,. •}« { � � € F � � e.< �, {, �•:'"" yin [ � ..i rY»� x � $ 6 k P..«, It L L _j ------------ PLAN HISTORY DATE DESCRIP: 04-27-15 PERMIT SET <_,�.. .. ,.�,�.....«. ...... .�w...w .°...�..�.� ..�„�._-«.....�«^��..«.�. .... w«..,� <.<�.�_<_. . ... �.... < ..^.«„�.��.... . . _.m.�,«...,,«..�,.M�...�..�..._.....<<.-........_�«»._..".,----.a ...�..�..a<�.... .._�.�.�<��.M«. ^..�..«.-.."_ <°�.__�<.,. _..a.�_. _..�,<_.�. w.... ..�.,�.."_<.�".<.. �. w_...a.�....w �<., ,�".�ww�._�_Mw.......«..�.. ,...._««.... .,..�<..�_.�,.�..«.��.-_«....,�...��._.. « �,.,�.«"...� ",...m,.-..�.<�.�._....�.._.w�.... .�.�... MAIN LEVEL FIRE PROTECTION FLOOR PLAN SCALE: 3/16"= V-0" SHEET DATA: DESIGNED BY: RK DRAWN BY: WB SHEET DESCRIP: MAIN LEVEL FIRE PROTECTION PLAN SHEET: 4793 new broad street suite 300 0 ■ orlando,fl 32814 (a e n ' 407.398.6007(p) C #1 C3 1 nC 5 407.398,6003 (f) I F200 r Pr,�aF^ti,, Fnnu:f"s nnn Solutions" DESIGNER: r�, C4 :Do ow REFERENCE NOTES O z co z c r_ U? 01 TYPICAL PENDENT CEILING HEAD. v 3 C3 `J'O :2 FIRE SPRINKLER BRANCH LINE TO SPRINKLER w HEADS. Q o U d o) O3 FIRE SPRINKLER RISER MAIN LOCATED WITHIN WALL Q N r.. OR FURRING. U °' CD I` w ;�« ., ' P °.;..'` w._.. . . <�� ._ ._.. _. � .«_. :: «... . - _., �� e: : ::.::.°:' : w;� .w ..... ::::..... .: �� FIRE SPRINKLER RISERMAIN UP TO MAIN LEVEL .a a ° � AND TO UPPER LEVEL x � � Q ' QQ FIRE SPRINKLER MAIN LOCATED ABOVE CEILING. .i €, .r e a ° ® ® ® -' W ".w„ ,,`: © SEE NFPA13D PIPING ARRANGEMENT DETAIL FOR ARCHITECT A L C 0t��°� I WATER ENTRY. OF RECORD: O7 WATER SUPPLY BELOW GRADE, FOR CONT. SEE F s i s ' CIVIL SITE UTILITY PLANS 1-1 JU Z E i _ Q p O F f F ` c LU C LL. < 0 0 ® O LUL « .... ...�. , _. AILLcn 3 ENGINEER OF RECORD: �..,° ® 81285 ,..x..�«....�... ...�,...g _>;.;.. M..<.,.... ,».,.,,,.,.,_ 7.. .«.._,.., ..<... ,« ^ $ .,,,..,... >...««...,..,..,,. �" ...m.—.,....«. ..,°.. $ . y dam:,, .»a.,..�.�.... ...«,.E•g '6 3 _ .. I . MEV g 1 115015.00 UPPER LEVEL FIRE PROTECTION PLAN SCALE: 3/16" = V-0" 1� 0 ,0 ZL.J.. • ryZ .T) Q m _0 c) L_ U) o- ,.. 0 a ... _ o ^ F11]<.,.�. B.T.�°. ..«. ......_._...,�......., .:,,.^.., _. .._ _, ......... ..«���.»�.....�,..,,... ; I ff I 3 gg NE. �. �. u pry �� a ; £ 3 t 5 g L [ r Y ..„.-.+,....»................a.....°..w. §-»...: Y <.....a � .. ..- �..,...k 3 g 4j II r w.- �.r © PLAN HISTORIC DATE DESCRIP r a ww� - "�^••_..wI � �. .. •^ ..< es I ..<..�, ; —w 042 PERMIT SE' 7-15 f © I f 4.www w€ c 0 0 ® www 0 7 ,fi . .., .... 0 0 ® ® 2 W 0 ... 6 «J w. w y} z SHEET DATA: � I € DESIGNED BY: RK 0 DRAWN BY: wB ....»....�., . .....»...��.<.. .. . °�....,w.. ._..��_...�_. ,.... ....... ___ . SHEET DESCRIP; BASEMENT LEVEL FIRE PROTECTION PLAN BASEMENT SCALE: 3/16°'= V-0" UPPER LEVEL FIRE PROTECTION PLAN SHEET: 4798 new broad street suite 300 O ;' ■ orlando,fl 32814 R Fl Mr e n u i 407.398.6007(p) C C f7 i ft e r S 407.398.6003 (f) �G! F201 r T nac,'€r^Fnn;npernq Solwinnc"