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HomeMy WebLinkAbout39003-Z ��SUFppt�.cp Town of Southold Annex 12/17/2014 P.O.Box 1179 54375 Main Road oy. Southold,New York 11971 0 CERTIFICATE OF OCCUPANCY No: 37329 Date: 12/17/2014 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 2200 Stillwater Ave, Cutchogue, SCTM#: 473889 Sec/Block/Lot: 103.-7-13 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 6/19/2014 pursuant to which Building Permit No. 39003 dated 7/1/2014 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 covered front entry, rear stoop, unfinished basement and attached three car garage as applied for. The certificate is issued to Watson Jr,Vance&Watson,Diane (OWNER) of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-14-0027 12/15/2014 ELECTRICAL CERTIFICATE NO. 39003 12/9/2014 PLUMBERS CERTIFICATION DATED 12/6/2014 LI Sunrise Plumbing t oriz d Sign ture -01, - TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN CLERK'S OFFICE o • 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#: 39003 Date: 7/1/2014 Permission is hereby granted to: Watson Jr, Vance &Watson, Diane 677 Armitos PI Diamond Bar, CA 91765 To: Construction of a new single family dwelling as applied for per SCHD approval. At premises located at: 2200 Stillwater Ave, Cutchogue SCTM # 473889 Sec/Block/Lot# 103.-7-13 Pursuant to application dated 6/19/2014 and approved by the Building Inspector. To expire on 12/31/2015. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $2,111.60 CO -NEW DWELLING $50.00 Total: $2,161.60 Building Inspector C ; ,-7 Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines,streets,and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal (S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1%lead. 5. Commercial building, industrial building,multiple residences and similar buildings and installations,a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957)non-conforming uses, or buildings and"pre-existing" land uses: 1. Accurate survey of property showing all property lines,streets,building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant.If a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool$50.00,Accessory building$50.00,Additions to accessory building$50.00,Businesses$50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential $15.00, Commercial $15.00 Date. New Construction: Old or Pre-existing Building: (check one) Location of Proper o2�e7 l l�(;��1 �� i �)I C�-��.()& House No. Street Hamlet Owner or Owners of Proper-t ( F Suffolk County Tax Map No 1000, Section Block Lot Subdivision Filed Map. Lot: Permit No. Date of Permit. Applicant: Health Dept. Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $ Applicant Signature q SO�r�Q Town Hall Annex Telephone(631)765-1802 54375 Main Road cn Fax(631)765-9502 P.O.Box 1179 �Q roger.riche rt(a_town.southold.ny.us Southold,NY 11971-0959 Q �y�OUNTV,Nc� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Watson Address: 2200 Stillwater Ave City: Cutchogue St: NY Zip: 11935 Building Permit#: 39003 Section: 103 Block: 7 Lot: 13 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Anything Electric Inc License No: 5220-e SITE DETAILS Office Use Only Residential X Indoor X Basement X Service Only Commerical Outdoor X 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic X Garage X INVENTORY Service 1 ph 200a Heat gas Duplec Recpt 9 Ceiling Fixtures 11 HID Fixtures Service 3 ph Hot Water GFCI Recpt 4 Wall Fixtures 5 Smoke Detectors Main Panel 200a A/C Condenser 1 Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower " 1 Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixtures Time Clocks Disconnect 200a Switches 10 Twist Lock E] Exit Fixtures TVSS other Equipment: MODULAR HOUSE, 1-30a RV connection, 1-generator recpticle Notes: Inspector Signature: Date: Dec 9 2014 81-Cert Electrical Compliance Form.xls CERTIFICATION Date:f oZ�C./(H Building Permit No. _I 0 0 3 Owner: Wo4sBN (Please print) Plumber:6- 42-D 14 SUAR Se— V V 4 (Pleas print) I certify that the solder used in the water supply system contains less than 2/10 of 1% lead. (Plum rs Signature) Sworn to before me this •.� da o 0 l KATHERINE A B_NZING, Notary Public-State•Li6ui�& Xotk't N0. 01 BE6026 Qualified in NasSau�/ My Commission Expires Notary Public, Ccounty OF SOply�lo .TOWN OF-SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] 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 G INSPECTOR ®®_ q so�ryolo TOWN .OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [VfF; UNDATION 1ST [ ] ROUGH PLUMBING [ FOUNDATION 2ND [ ] INSULATION [ ] FRAMING I STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING r P REMARKS: e4a�- Id w'i/J'i1`.fiE3/G6C� w ,071 DATE INSPECTOR . � 003 ---- � r TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ IF OUNDATI.ON 1 ST [ ] ROUGH PLUMBING FOUNDATION [ ..] INSULATION FRAMING STRAPPING [ ! ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION FIRE RESISTANT CONSTRUCTION [, ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: DATE C INSPECTOR TOWN. OF SOUTHOLD BUILDING-DEPT. 765-1802 INSPECTION [ ] FOUTION -i ST [ ] ROUGH PLUMBING [ ] UNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKI REMARKS: f� DAT E INSPECTOR OF SO(/T�olo cOUN�Y,Oct\L, TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION " [ ] FOUNDATION 1ST. [ ] 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: DATE INSPECTOR SOF SOUTd o� D� -3 o�yCOU�,a� TOWN. OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTIO [ ] FOUNDATION IST [ ] ROU PLUMBING [ ] FOUNDATION 2ND [ ] 1 ULATION [ ] FRAMING / STRAPPING [ FINAL [ ] FIREPLACE & CHIMNEY- [ ] FIRE SAFETY INSPECTION [ ] FIRE"RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: C.42 DATE 1 1 NSPECTOR , � Of SOUlyOlo eo ,N TOWN OF SOUTHOLD BUILDING- DEPT. 765-1802 INSPECTOUGH[ ]. FOUNDATION IST [ PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VjqLATION [ ] CAULKING REMARK SV.L- 3f� _ c DATE INSPECTOR OF SOpT�olo 00 eou TOWN.OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION . [ ] FOUNDATION IST [ ] ROUGH PLUMBING [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ _ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) 94,,ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] C ULKING REMARKS: DATE INSPECTOR December 11,2014 Attn: Building Department Town of Southold To whom it may concern: In connection with our application for a Certificate of Occupancy at 2200 Stillwater Avenue in Cutchogue, NY,we provide this affidavit to communicate our intention to install ground cover and other landscaping at the property, pursuant to the Town of Southold code.We will do so in Spring 2015 once weather permits. Signed, Vance R.Watson Diane S.Watson STATE OF NEW YORK 1 SS: COUNTY OF SUFFOLK J On the day of' 0 a0 td lei IM„ me personally came to me known to be the Acknowledgments and Proofs of Execution individual described in, and who executed, the foregoing instrument, and acknowledged that he/she exec the same. Pub>ti LYNDA M.RUDDER Notary Public,State of New York No.OIRU6020932 4 Qualified in'Suffolk County Commission Expires March•6.-201:� r ' M 2A _ PIF •UG-H FRAAnN GT : �•-*"ice'r►��"���' � �..ri..�L� • .� A; . r. l Mrs • STATE ENERGY CODE • oa o • ww _ Will! IWO M- art IM om Is WE MAND TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets of Building Plans i TEL:(631)765-1802 Planning Board approval FAX:(631)765-9502 �n oG Survey SoutholdTown.NorthFork.net PERMIT NO. -I Check Septic Form N.Y.S.D.E.C. Trustees C.O.Application Flood Permit Examined 20 Single&Separate r / Storm-Water Assessment Form Contact: Approved ,20 Mail to: r DE Phone: EExpira�tion 20 19 2014 Building Insp ctor APPLICATION FOR BUILDING PERMIT BLDG.DEPT. TOWN OF SOUTHOLD Date 120— INSTRUCTIONS 20INSTRUCTIONS a,This application.MUST be completely filled in,by typewriter or in.ink.and submitted to the Building 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 areas,and waterways. c.The work covered by this 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 completed within 18 months from such date.If no zoning amendments or other regulations affecting the property have been enacted in the interim,the Building Inspector may authorize,in writing,the extension of the permit for an addition six months.Thereafter,a new permit shall 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 authorized inspectors on premises and in building for necessary inspections. (Signature of applicant or name,if a corporation) z. 2 S- DSS&YK. C.AVL-�- ailing ad ss of applicant) �LL11) o I n `l State whether applicant is owner,lessee,agent,architect,engineer,general contractor,electrician,plumber or builder Name of owner of premises + (As on the tax roll orTatest deed) If applicant is a corporation,signature of duly authorized officer (Name and title of corporate officer) Builders License No. Plumbers License No. " YK Electricians License No. :Z2 — Other Trade's License No. 1. Location of land on which roposed work will be don , Q-0 wa-44A House Number Street Hamlet County Tax Map No. 1000 Section Block Lot ( 3 Subdivision ran f f—Q 4A 14-&A- .Q Filed Map No. Lot !l 2. State existing use and occupancy of premises and intended us and occupancy of proposed'construction: a. Existing use and occupancy VOL e�—� � b. Intended use and occupancy 3. Nature of work(check which applicable):New Building Addition Alteration Repair Removal Demolition Other Work ��m (Description) 4. Estimated Cost 3&0 ,000. V o Fee (To be paid on filing this application) 5. If dwelling,number of dwelling units Number of dwelling units on each floor If garage, number of cars r; 6. If business,commercial or mixed occupancy,specify nature and extent of each type of use. 7. Dimensions of existing structures,if any:Front Rear Depth Height Number of Stories Dimensionsofsame structure with alterations or additions: Front 1414 41 1 Rear Depth Height Number of Stories 8. Dimensions of lieyew construction:Front P Rear `1 Depth Height Number of St 'e f 9. Size of lot:Front Rear Depth ;i 10.Date of Purchase Name of Former Owner �" r 11.Zone or use district in which premises are situated 12.Does proposed.construction violate any zoning law,ordinance or regulation?YES. NO ✓ /6 13.Will lot be re-graded?YES_/NO Will excess fill be remove om pyemises?YES V NO . :.= ' — 7? 31 D -S ( - Nola 14.Names of Owner of premises h Address hon o. Name of Architect AdAhTU 0 hone No — ` p 'L Name of Contractor Address y hone No. 15 a..Is,this,properly within.1.00 feet of a.tidal wetland or a_freshwater.wetland..'` NO U/" *IF YES,SOUTHOLD TOWN TRUSTEES&D.E.C.PERMITS MAY BE REQUIRED. b.Is this property within 300 feet of a tidal wetland?*YES NO *IF YES,D.E.C.PERMITS MAY BE REQUIRED. v.-K.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) SS: COUNTY OF 9 6o-n- f A being duly sworn,deposes and says that(s)he is the applicant (Name of individual signmg contra t)above named, (S)He is the e-M� (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, worn o before me this - day of �llt�.e 20 YAP 't� Notary Public Si afire of nnlicant CONNIE D.BUNCH Notary Public,State of New York No.01BU61.85050 Qualified in Suffolk County Commission Expires April 14,2 .. t f' Scott A. Russell ��°Su STO)[ZIAWAXIER SUPERVISOR M \, A\G 1E1\M[1ENT SOUTHOLD TOWN HALL-P.O.Box 1179 p 53095 Main Road-SOUTHOLD,NEW YORK 11971 ti Town of So u tho l d JUN 19 2014 CHAPTER 236 - STORMWATER MANAGEMENT-WORK SHEET ( TO BE COMPLETED BY THE APPLICANT ) DOES THIS pRoJEC;T INVOLVE ANY OF THF, FOLLOWING: Yes NO (CHECK ALL THAT APPLY) ❑ A. Clearing, grubbing, grading or stripping of land which affects more '. than 5,000 square feet of ground surface. [ B. Excavation or filling. involving more than 200 cubic yards-of material within any "parcel or any contiguous area. Site preparation on slopes which exceed 10 feet vertical rise to F1 E]�C 10.0 feet of horizontal distance. ®[2/D. Site preparation within 100 feet of wetlands, beach, bluff or coastal i / erosion hazard area. ! ❑[3/ 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 Tag 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 with your Building Permit Application. - --------=- --- -_-------— _ ..._.__. _.—.- -- S.C.T.M. 1000 APPLICANT: (Property Owner,Design Professional,Agent,Contractor,Other) `: ate District NAME: a (Pe,d Section Block Lot FOR BUILDING DEPARTMENT USE OI\Li`*".* Contact Information (rdcph—Number) Reviewed By: / > - - — — — — — — — — — — — — — — — — Date to / � Property Address/Location of Construction Work: — — — — — — — — — — — — — — — — — `` D Approved for processing Building Permit. Stormwater Management Control Plan Not Required. D/stormwater Management Control Plan is Required. (Forward to Engineering Department for Review.) FORM SMCP-TOS MAY 2014 APPLICANT: S.C.T.M. : 1000 CHAPTER 236 (Property Owner,Design Professional,Agent,Contractor,Other) -•-•••-• ,•—•6TT— Fl- Storffiwater Management Control Plan CHECK LIST NAME _ Section Block Lot S M C P -Plan Requirements: Provide ONE copy of the Building Permit Application, Date: � The applicant must provide a Complete Explanation and/or Reason for not providing Gni.a�7— �c'�000ld� 7 3 °� all Information that has been Required by the following Checklist! Si a Telephone Num6en 1. A Site Plan drawn.to scale Not Less that 60' to the inch MUSTYESj Nth 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 b. Total Site Acreage. c. Existing-Natural & Man Made Features with'iri 500 L.F. DRAINAGE INSPECTIONS ARE REQUIREP of the Site Boundary as required by§236-17(C)(2). contact 105 Engineering at 765-1560 before d. Test Hole Data Indicating Soil Characteristics&Depth to Ground Water. a En ineer's Certification e. Limits of Clearing& Area of Proposed Land Disturbance. drninngpth4t the installed to Code. f, Existing & Proposed Contours of the Site (Minimum 2'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. 1. Location of proposed Swimming Pool and discharge ring. j. Location of proposed Soil Stockpile Area(s). 0 k. Location of proposed Construction Entrance/Staging Area(s). -� I. Location of proposed concrete washout area(s). C-0 A-, C-,,­2 C, M. Location of all proposed erosion&sediment control measures. 2. Stormwater Management Control Plan must Include Calculations showing EROSION &SEDIMENT CONTROLS that the stormwater Improvements are sized to capture,store,and Infiltrate Shall inc I lde u of be limited to:. on-site the run-off from all Impervious surfaces generated by a two(21 inch rainfall/storm event, 3. Details&Sectional Drawings for stormwater practices are required for approval. Items requiring details shall include but not be limited to: a. Erosion & Sediment Controls: b, Construction Entrance & Site Access. C. Inlet Drainage Structures (e.g.catch basins,trench drains,etc.) d. Leaching Structures (e. . infiltration basins,swales,etc.) . - _ _..._..... :.....-...:.......... .. F()It ENGINEEfr G DEPAR ' N SE ONLY Additional Information is Required. Reviewed & Stormwater Management Control Plan is Not Complete. Approved By: - — — — — — — — — — — — — — — — — — — — — — — — — Stormwater Management Control Plan is Complete. Date: 03Q61i SMCP has been approved by the Engineering Department. FORM " SWCP Check List-TOS MAY 2014 0 a TOWN OF SOUTHOLD PROPERTY' RECORD CARD OWNER STREET VILLAGE DIST. ====� ISUB. LOT FORMER 0 ER CR. E JA S 5(0 n�r SS I IS e S W TYPE OF BUILDING 'ES. 3// SEAS. VL. FARM COMM. CB. mics. Mkt. Value LAND IMP. TOTAL DATE REMARKS AV L 6 7�r I Oak /2do f2zlz— 5151�nw.l- h x liable FRONTAGE ON WATER oodland FRONTAGE ON ROAD eado W" /� DEPTI-I' A >use Plot BULKHEAD tai 01/24/2014 14:11 6319291426 H TRANCHON SURVEYOR PAGE 02 LOT AREA = 40,093 SQ. FT. 0.920 acres STILLWATER AVENUE S 46'24'40"E 1 BB.00' STX r r N U co f ' l 71 '` /off I 50 � A � N q � e�p g�7 ni K N 45'28'20'W 187.97' LOT NUMBER I ZOr4C-0 J2 ¢p CArJ PICK (A)NICIH faa,tr- so Is R5aIZ Yap-rD S1pE: 15l`ltrl 7a►I�� 35 ptii� 50 TN[0=7=a mw or an Iwo MI rw7ooes 'w(IOORI F MM.Ner wow AA6 for*^WAR= M OVb RM WDISOM NOW NMW MM M MDOIIRQ TO TIC �M a 1010 aW TIS OMM QF FEMME =UM fM n�POAN M JOB No. 13-266 FILE No. BIG GREEN. ACRES stile®.MLiMMIO m�rluloe PLmm AMS Aomm vo xm�ON Aar dnlol SURVEYED FOR VANCE dt DIANE WATSON 720 er uV4"Wp em AL-RIM OR Ii00I1Ih TO TM MffMF s A VMUU M OF STICTION SU NUMBER 9' 1 TIC AW TOR IME ED M�' 1 UM. OIWMNIlm m—MO NKL M Nu To M RIAOK pm w m M MAP OF BIG GREEN ACRES mm"Q mars m,AIMI ON 10 ooMv 10 M TIR!m�Aln,�Y9MMM/7e11 SITUATED AT CUTCHOGUE AADW AM ue MMgRIlo11 trll®NOMiII�AIO TO M It♦BIQE O►M _ X—m=wonm'M Wff WAIMUME 10 A0°^ONALMSWMNMTOWN OF SOUTHOLD, SUFFOLK COUNTY, N.Y. 0�OF TW!XWW WO Imr RAI O ft IAMO lUKYWO MOD S M.MI SCALE 1" = 40' DATE 10-17-2013 MX MU IIOr!OONlMM 10 W A WO TIMI[My. FILED MAP No. 5757 DATE 7-12,1972 CERTIFIED ONLY T0: VANCE & DIANE WATSON TAX MAP No.(REF ONLY) 1000-103-7-13 DISK 2613 FIDELITY NATIONAL TITLE INSURANCE COMPANY HAROLD F. TRANCHON JR. P.C. LAND SURVEYOR P.O. BOX 616 1666 WADING RIVER—MANOR RD_ WADING RIVER. N.Y.LIC. No.048992 NEW YORK. 11792 HAROLD F. TRANCHON JR. PENN_LIC.No. 2115—E 631-929-4695 6-16-14 Southold Building Department, } I give my permission for Scott McKay of Turn-Key Modular Homes to make application for me,for a building permit. ! Thank you, f Diane Watson f. DONALD E.McKAYi i Notary Public,State Of New York No. 4517282, Suffolk Count Term Expires 31_18/20a 7t! I i j I j -�114fi LIU I� f3 k , ip a AW ...... ---- imAl: e 2 B.. r .f a 1 M 1 C�v- s t'u ' `15 r- W nt' At, naa � Lord N4 a - .. d � 4 41 IN k i .. dt �y — v w , E pp � 5 t - d ,, . h g IT a vv F r: Y ■ jK. a „ —R dd WIF -H a vv - MOE- Al Mm. ,01 � i ji 4' N T Or I aw Al ■ A v �0 !ioJ21� r t...... ..... a jr f; ,. v 16 "' .mss �.,. ■. �. v t i 7� t � w lii i� • i. a J z off' 7 LOT AREA = 40,093 SQ. FT. ✓ 0.920 acres GAR FL = 51.0 FFL = .53.0 LOCATION OF WELL and LOCATION OF SANITARY SYSTEM UNKNOWN SANITARY SYSTEM.UNKNOWN DWELLING / WELL. DWELLING PUBLIC WATER STILLWATER AVENUE (47.2) (45:2) to S 4624'40."E 188.00 . existing water main / FD P P 50.3 LP 1 ON WELL I LP 2 all LO prop drive rnl LP •4 iu CV o \ (51.0) 3 14.0' 53' wC 24.0' r} GAR cv X 69' \ (51.0) N � GO .7.9, a 0 Wai m 3 " PROP DWELL. IM w �+ 3 ZZ 28. 7' 23.6' (51.0) iD z ti z O FC J p 2.0'W 13.7' LP 5 O w x E�"I o W LP 100' �xpl r7 A O x c} �t o cr v CESSPOOL a ax • I 50' x . proposed wire backed silt' fence. 4 g W' 51 2) typical 4 sides during construction SO.Z 1.0'N (50.0) STK N 45'28'20"W 187.97' DRAINAGE INSPEC311ONSARE REtl ARE0 Contact TO! Engineering at 755-1560 beforti LOT 'NUMBER 1 oadal,OR Drovide Engineer's Certification DRAINAGE CALCULATIONS VACANT that the dra nage has been Installed 10 Code. ROOF AREA 3,124 SQ. FT. X 1;0 X 0.17 = 531 CU.FT. DRIVEWAY AREA 2,111 SQ. FT. X 1.0 X 0.17 = 359,CU.FT. ION St$ IMMT CONTROLS L.P. 1 •8t 2 PROPOSE .2 L.P. 8' DIA. X 5' DEEP (WITH OPEN GRATE COVERES) 211 CU FT X 2 = 422 CU Fthall' clude ut not be limited-t®: L.P. 3 ROOF RUN OFF 11 o0 S.Q• FT. X-1.0 X 0.17 = 187-CU. FT. A ell nnaint ned Construction Entrance, PROPOSE 1 L.P. 8' DIA. X 5' DEEP = 211. CU. Fi. ire Backed iit Fencing,stabillZation& Seeding of exposed and/or inactive soils. L.P. 4 & 5 ROOF RUN OFF 2,024 SQ. FT. X 1.0 X 0.17 = .344 CU. F.T. ASSUMED DATUM PROPOSE 2 L;P. 6' DIA. X 8' DEEP = 178 CU. FT. X 2 = 356: CU. FT. C79=Zo.'14 A00ED -51LT_FU4CC- d L:,PS. 5-27-2014 REVISED PROPOSED DWELLING 1-28-2014 ADDED BUILDING PERMIT INFORMATION THE OFFSETS (OR DIMENSIONS) SHOWN HEREON FROM THE SIiUCNRES TO THE PROPER1Y'UNES ARE FOR A SPECIFIC PURPOSE AND USE AND THEREFORE ARENOT JOB No. 13-266 FILE No. BIG GREEN ACRES' INTENDED TO GUIDE THE ERECTION OF FENCES. RETAINING WAIS, POOLS, PATIOS. PLANTING AREAS, ADDITION TO BUILDINGS OR ANY OTHER CONSTRUCTION. SURVEYED FOR. VANCE & DIANE WATSON UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION ' 'LOT NUMBER 9 7209 OF THE NEW YORK SrATE EDUCATION LAW. APP OYdlL OF STORMWATER 10ANAGEWI MAP OF BIG .GREEN ACRES GUARANTEES INDICATED-HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE 6.® ®`�� n e r 236 SURVEY IS PREPARED, AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL. SITUATED AT CUTCHOGUE C / AGENCY AND LENDING INSTMMON LISTED HEREON, AND TO THE ASS(GNEFS OF THE •®at , ` - LENDING INSITnmoN. GUARANIES ARE NOT TRANSFERABLE TO,-ADDITIONAL INsmlmoNs TOWN,OF SOUTHOLD, SUFFOLK COUNTY, N.Y. OR SUBSEQUENT OWNERS. AP b ' COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S INKED SEAL OR' SCALE 1" = 40' DATE 10-17,-2013 EMBOSSED SEAL SHALL NOT BE CONSIDERED'7D.BE A.VALID TRUE COPY. 'FILED MAP No. 5757 DATE 7-12-1972 CERTIFIED .ONLY TO: TAX MAP No. (REF ONLY) 1000-103-7-13 DISK 2013 NOTE: HAROLD F. TRANCHON JR:—P.C. Location of water'mains LAND SURVEYOR &,.adjoiners water supply by others-and are not. P.O. BOX 616 guaranteed. 1866 WADING RIVER—MANOR RD. WADING RIVER, NEW YORK, 11792 N.Y. LIC. No. 048992 631-929-4695 HAROLD F. TRANCHON' JR. PENN..LIC. No. 2115-E' LOT AREA = 40,093 SQ. FT. � `yid H3lMISM 30 331330 0.920 acres SMU1M Hi1V3H•°OJ,jj 1S _. GAR FL = 51.0 ry FFL = 53.0 k1Q _ y . LOCATION-�'OF WELL.and LOCATION OF SANITARY SYSTEM UNKNOWN SANITARY SYSTEM UNKNOWN DWELLING / WELL DWELLING PUBLIC WATER STILLWATER AVENUE (47.2) (46.2) tn S 46'24'40"E 188.00' existing water main FD PPE (50.3) ON WELL ,� z An � \ _ �U) yl prop drive N o I \ (51.0) 3 14.0' 53 CO 24.0' !so 69' 13.7' .t gar N (500 1.0) a n \ N ri N __j 7.9' ^ W 3I+1 Q3 prop dwell JN11 Ld• Z 28. 7' 23.6' z (51.0) m 52' F+ \ ~O 3 FO 113, F .,(51.0) `� z.09 O Z J j� J x O (� W LP 100' o \xpl Q O r CESSPOOL— — rx 50 x FC 1.N 1 (51.2) (50.7) (50.0) SYKK STEr TKK N 45'28'20"W 187.97' LOT NUMBER i. SUFFOLK CGUNTY DEPARTAAENT OF ALTH SERVICED VACANT- PERNIT'FOR APPROVAL OF CONSTRUCTION FOR A SINGLE FAMILY RESIDENCE ONLY JUN 1 2 Z H REF. No.- DATE LEXPIRES R bl►AX1 UM OF BEDROOMS NOTE: Location of water mains THREE YEARS Ff�®iVl DATE OF APPROVAL &,adjoine.rs water supply by others and are not guaranteed. 5-27-2014 REVISED PROPOSED DWELLING 1-28-2014 ADDED BUILDING PERMIT INFORMATION ASSUMED DATUM THE OFFSETS (OR DIMENSIONS) SHOWN HEREON FROM THE STRUCTURES TO,THE PROPERTY LINES ARE FOR A SPECIFIC PURPOSE AND USE AND THEREFORE ARE NOT JOB NQ. 1'3-26F) FILE No. BIG GREEN ACRES INTENDED TO GUIDE THE ERECTION OF FENCES, RETAJNING WALLS, POOLS..PATIOS, PLANTING AREAS, ADDITION TO BUILDINGS OR ANY OTHER CONSTRUCTION. SURVEYED'FOR VANCE & DIANE WATSON UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION.OF SECTION LAT NUMBER 9 ' 7209 OF THE NEW•YORK.STATE EDUCATION LAW. MAP OF BIG GREEN ACRES GUARANTEES INDICATED HEREON SHALL,RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED, AND ON HIS BEHALF TO THE'TITLE COMPANY, GOVERNMEWAL SITUATED AT CUTCHOGUE AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTITUTION. GUARANTEES ARE NOT TRANSFERABLE TO ADDITIONAL INSTIMIONS TOWN OF SOUTHOLD, SUFFOLK COUNTY, N.Y. -OR SUBSEOUENT OWNERS., COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S INKED SEAL OR SCALE 1" = 40' DATE. 10-17-2013 EMBOSSED SEAL SHALL NOT'BE CONSIDERED TO BE A VALID TRUE COPY. FILEb• MAP No. '5757 DATE 7-12=1972 CERTIFIED ONLY T0: TAX. MAP No.. (REF .ONLY) 1000-103-7-13 ' DISK 2013 HAROLD F. TRANCHON JR. P.C. LAND SURVEYOR ' 4 P,O. $OX 616 1866 WADING RIVER—MANOR RD. WADING:RIVER, NEW .YORK, 11792 .Y: UC. NO. 048992 631-929-4695 HAROLD F. TRANCHON JR.. PENN. LIC. No.,2115—E LOT AREA 40,093 S.Q. FT. 14-162 STILLWATER AVENUE S 46'24'40"E 188.00' FD F PE ON Ln o CV � d- \ 14.0 53 CN 24.0' fo 9.2' U N LO LO Do M LO Ld raj FOUNDATION C13 z z 28.7' 23.5' � O FC '? J 2.o'w I x N- gx O o � � C I �- 1"7 C t X 47 Z vl X ' FC / 4.8'W 1.0'N SET SET STKSTK N 45'28'2.0"W 187.97' ILOT NUMBER ,1 EC E � n n LC [HF UL 3 0 2014 Dj]l 7-29-2014 FOUNDATION LOCATION L BLDG. DEPT. / TONEPI OF SOUTHOLD 5-27-2014 REVISED PROPOSED DWELLING 1-28-2014 ADDED BUILDING PERMIT INFORMATION THE OFFSETS (OR DIMENSIONS) SHOWN HEREON FROM THE STRUCTURES TO THE PROPERTY UNFS ARE FOR A SPECIFIC PURPOSE AND USE AND THEREFORE ARE NOT JOB No. 13-266 FILE No. BIG GREEN ACRES INTENDED TO GUIDE THE ERECTION OF FENCES, RETAINING WALLS, POOLS, PATIOS, PLANTING AREAS, ADDITION TO BUILDINGS OR ANY OTHER CONSTRUCTION. SURVEYED FOR VANCE & DIANE WATSON UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION LOT NUMBER 9 7209 OF THE NEW YORK STATE EDUCTION LAW. MAP OF BIG GREEN ACRES GUARANTEES INDICTED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREkRkD, AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL SITUATED AT CUTCHOGUE AGENCY AND LENDING INSTNTTON LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTITUTION. GUARANTEES ARE NOT TRANSFERABLE TO ADDITIONAL.INSTITUTIONS TOWN OF SOUTHOLD, SUFFOLK COUNTY, N.Y. OR SUBSEQUENT OWNERS COPIES OF THIS SURVEY MAP NOT BEARING THE LAND-SURVEYOR'S'INKID SEAL OR SCALE 1" = 40' DATE 10-17-2013 EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VAUD TRUE COPY. FILED MAP No. 5757 DATE 7-12-1972 CERTIFIED ONLY TO: TAX MAP No. (REF ONLY) 1000-103-7-13 DISK 2013 HAROLD F. TRANCHON JR. P.C. LAND SURVEYOR P.O. BOX 616 D 1866 WADING RLVER—MANOR RD. WADING RIVER, T Tjv NEW YORK, 11792 LIC.. No. 048992 631-929-4695 HAROLD F. TRANCHON JR. P N. LIC. No. 2115—E ly-o0a-1 LOT AREA = 40,093 SQ. FT. � Ct j -162 Rn .r VV GG VED -253 SUFF.CO.HEALTH SERVICES STILLWATER AVENUE -gal RE LASTEWATfR 61GT: S 46'24'40"E8'dryYYe"deep 188.00' . I •O dia.x8' FD FD PIPE WON 3 LO > o lto N water service drywell I o 8'dia,x8'deep 0 .14.0 53• N buried propane 24.0' tank roerwdstoop o GAR 7.669.2' a W CV W � M W ' M 1 STY FR DWELL a Co. . Z 28.7' 23.5' O E tltl io 2 0 W 19 wagd seps 9 8'dia x8edeep 8 x3.5 13.7' . �28' X 24' W I 32� � m a q ax O CD t co .y% 47 V V I c/) 1 Z. x Ail , STK sET STK C N 45'28'20"•W 187:9.7' �1\Y\ LOT. N MBEF FOLK COUNTY DEPARTMENT OF W—ALT1 SERVM APPROVAL OF CONSTRU TED WORM FOR A SINGLE FAdAtLX RESIDENCE Date 200 HA.W. 4o. 'R�o -J y-0 6 -2-71 12=2-2014 FINAL SURVEY Tft W4P dISp"III d"* TOsam19iomb" " insaeded andNx b+ otter 7=29=2014 FOUNDATION LOCATION besatlslts oryl�RAt { b ,5-27-2014 REVISED PROPOSED. DWELLING' Of 1-28-2014-ADDED BUILDING PERMIT INFORMATION Oto THE OFFSETS (OR DIMENSIONS) SHOWN HEREON FROM THE STRUCTURES TO THE. �y ,, '`, �r..�ap„�,�y��• PROPERTY LINES ARE FOR A SPECIFIC PURPOSE AND USE.AND THEREFORE ARE NOT JOB No. 13 e2 �•M� I IL 'fV'o. �EEN .ACR:ES INTENDED TO GUIDE THE ERECTION OF FENCES, RETAINING WALLS, PO0LS, PATIOS, 66 PLANTING AREAS. ADDITION TO BUILDINGS OR ANY OTHER CONSTRUCTION. 4,.... SURVEYED -F4R•.,VANCZ_& -DIANE .WATSON UNAUTHORRED ALTItIAtON OR ADDITION.TO THIS SURVEY IS A VIOLATION OF SECTION LOT NUMBER 9 7209 OF THE NEW YORK STATE EDUCATION LAW. MAP OF BIG .GREEN ACRES GUARANTEES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED, AND ON HIS'BEHALF TO THE TITLE COMPANY, GOVERNM0#AL SITUATED AT CUTCHOGUE AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEE§.OF THE LENDING INSTITUTION. GUARANTEES ARE'NOT TRANSFERABLE TO ADDITIONAL INSTITUTIONS TOWN OF SOUTHOLD, SUFFOLK COUNTY, N.Y. OR SUBSEQUENT OWNERS. .COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S INKED SEAL OR SCALE 1" "= 40' DATE 10-17-2013 TMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. FILED MAP No. 5757 DATE 7-12-1972 CERTIFIED ONLY 'T0: TAX MAP No. (REF ONLY) 1000-103-7-13 DISK 2013 HAROLD F. TRANCHON JR. P.C. LAND-SURVEYOR P.O. BOX 616 1866 WADING RIVER-MANOR RD. WADING RIVER, N.Y. LIC. No. 048992 NEW YORK,'1179,2 HAROLD F..TRANCHON JR. PENN.•LIC. No. 631-929-4695 ' 2115=E ,_ � ,. . �� ... .. - ' �! *.sF'..cy f I 1 1 I i i New York State Insi riln ce Fund Workers'Compensation&Disabt ity B efits Spec alists Since 1914 8 CORPORATE CENTER� D 1.3RD FLR,MELVILLE,NEW YORK 11747-3129 Phone:(631) 56-4300 CERTIFICATE OF II OR ERS' C MPENSATION INSURA14CE I A^A A^^ 113573648 TURN-KEY MODULAR HOMES INC 8 HARRISON AVENUE SOUTHAMPTON NY11968 POLICYHOLDER CERTIFICATE HOLDER TURN-KEY MODULAR HOMES INC TOWN OF SOUTHOLD 8 HARRISON AVENUE P.O.BOX 1179 SOUTHAMPTON NY11968 SOUTHOLD NY 11971 POLICY NUMBER CERTIFICATE Nil MBE PEF IOD COVERED BY THIS CERTIFICATE DATE 11346626-3 119429 f 02/20/2014 TO 02/20/2015 4/25/2014 THIS IS TO CERTIFY THAT THE POLICY HOLfI ER!N MED ABO E IS INSURED WITH THE NEW YORK STATE INSURANCE FUND UNDER POLICY NO.1346 626-3 UNTIQ1 02/20015, COV RING THE ENTIRE OBLIGATION OF THIS POLICYHOLDER FOR WORKERS' COMPENSATION UNDER E N EW YORK WORKERS' COMPENSATION LAW WITH RESPECT TO ALL OPERATIONS IN THE STATE OF NEW YOR ; EXC PT AS 1 DICATED BELOW. IF SAID POLICY IS CANCELLED,OR CHANGED RI'O TO 02120/2 015 IN SUCH MANNER AS TO AFFECT THIS CERTIFICATE, 10 DAYS WRITTEN NOTICE OF SUCH MANCE LATION WILL BE GIVEN TO THE CERTIFICATE HOLDER ABOVE. NOTICE BY REGULAR MAIL SO ADDRBE SU FICIENT COMPLIANCE WITH TRIS PROVISION. THE NEW YORK STATE INSURANCE FUND DOES NOT F"$SU{ME ANY LIA ILITY IN THE EVENT OF FAILURE TO GIVE SUCH NOTICE. F'i1I1I THIS CERTIFICATE IS ISSUED AS A MATTR OF INFORMA rION ONLY AND CONFERS NO RGHTS NOR INSURANCE COVERAGE UPON THE CERTIFICATEI bLbER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICY i i i i t �f I i 1 i t NEW YORK STATE INSURANCE FUN[ DIRECTOR,INSU6NCE FUND UNDERWRITING This certificate can be validated on our web site t haps://www.ny if.com/cert/certval.asp or by calling(888)875-5790 VALIDATION NUMBER: 1001944651 �� UNIVERSAL:FORST PRODUCTS,:ING Joli- Truss- oustnrner: JMF? 63975 D130066 SNIP 212 The professional engineering seat ndicatesthata licensed'professionat has revletved the design:_under the standards referenced within this document,not necessarily the current' building code:The enginee i4g seal Is not an approval to:use a design to a speaiiic state:The final determiriatioh on Whether a trUss'desl'a is acceptable undei the locafy adopted building coda rest with the building--offidal or designated appolritee riuUa�ry,,, '- „�ti� oFNhw�'�� � � �R W r� • '°� N W r= rcanonl hereb�cekfythat .. C .' n3verepreparedorapprovad. of �a.,r _ i©•� ••�� .�•• flF . .• V`. , a andtteatlamadnjrxensedpiatessronal. IVA� - V"• en�neerunderthe Jam 0the StateorF/ayarrl: S�QNAL- � lkerte hb,2553r 6p sat`o I Dale.IlY2t12Qt2 ESStON�. t�///t/N'I�rrrr ,.44 0NWEq <<<Q� RE919TEAED 0?; PROFESSIONAL �? e KEVIN R MAN APPROVED DATE 10/26/12 PFS CORPORATION Bloomsburg, PA Car�o'rate Ftigitzccr;rg 2801 East.I3eitline;NE Grand R1�ic1s,MI 49.525-9736,(616)3(4.61"61 Fax-(616)365-M.60. Muncv Homes, Inc. 1���3�6 ' 2.2.12.c fr' NYS Permit Submittal for 120 3sg High-Wind Job #31763 5-15-2014 GJH Builder: Customer: Turn Key Modular Homes, Inc. Watson -ffame: Name: Site Address: 2200 Stillwater Ave. t—re et: Cutchoggue, NY 11935 own, State, ip: Muncy Homes, Inc. 1567 PA Route 442 East PO Box 325 Muncy, PA 17756 Contact: Darryl Mincemoyer Engineering dmincemoyer(a)premier-builders.com NY Approval Number: M 1387-02-070 Expiration Date: Dec 15, 2014 NYS High-Wind Submittal Index Index: NY Design Specifications-Attachment- 1 Design Specifications-Attachment-2 NYS "Notice of Approval" letter for system approval NYS 120 3sg Factory Shearwall and Connection Summary NY PE calculation summary NY PE calculations Fastener Cut Sheets REScheck Compliance Certificate &Checklist Truss Manuf. Details System Drawings Cover Sheet - 1 a Floor plan(s) High-wind plan(s) Electrical plan(s) Foundation layout Elevation(s) Bldg Cross Section - 7_ Balance of system sheets that apply to this actual house - 2_thru 10_ Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. v NY Design Specifications - Attachment-1 3/12/2014 Home Ident. (Job No.): 31763 Site Location: Cutchogue, NY 11935 Suffolk Co. Design Loads: Ground Snow Load: See floor plan Seismic Category: B Wind Speed: (3 Sec. gust) 120 Floor LL: (Liv'g/Slp'g) 40/30# Floor DL: 10# Applicable Bldg Codes: 2010 Residential Code of NYS NYS Energy Compliance Thru Rescheck 2008 NEC Occupancy Classification: 1 Family Detached Construction Type Classification: Wood Framed Unprotected Index of Addtl. Specific Dwgs: Floor Plan Foundation Truss Detail(s) Electrical Plan (4)Elevations References: Window/Door Schedules- System Dwgs. Sht 3c Calc. Manual -35 thru 90 GSL Design Sidewall Studs- Pg 6.1.1.a Marr. Wall Studs- Pg 6.3.1.a Floor Joist- Pg 4.1.a The plans and specifications of this permit set are derived from and consistent with the plans and specifications associated with the approval on file with the Dept. of State, which were approved on Dec 10th, 2010 under system#M1387-02-070 Attachment- 1 Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. a Design Specifications - Attachment 2 35 Ground Snow - 28 Wide - Ranch/R.Ranch - 5-7/12 Exterior Header Schedule Symbol Header Max. Span Calc Ref A 3-2x6 SPF 2/1 6'-8" 12.1.1.k B 3-2x8 SPF 2/1 8'-5" 12.1.1.k C 3-2x10 SPF 2/1 10'-4" 12.1.1.k D 3-2x12 SPF 2/1 12'-0" 12.1.1.k E 3-1.5"x5.5" LVL 8'-10" 12.1.1.o F 3-1.5"x7.25" LVL 11'-8" 12.1.1.o G 3-1.5"x9.25" LVL 14'-10" 12.1.1.o H 3-1.5"x11.25" LVL 18'-1" 12.1.1.o Marr Wall Header/Beam Schedule Symbol Header Max. Span Calc Ref 1 1-2x4 SPF 2/1 2'-7" 12.1.4.c 2 1-2x6 SPF 2/1 3'-9" 12.1.4.c 3 1-2x8 SPF 2/1 4'-9" 12.1.4.c 4 1-2x10 SPF 2/1 5'-10 12.1.4.c 5 1-2x12 SPF 2/1 6'-9" 12.1.4.c 6 1-1.5"x9.25" LVL 10'-0" 12.1.4.g 7 1-1.5"x11.25" LVL 12'-1" 12.1.4.g 8 1-1.5"x16" LVL 16'-9" 12.1.4.8 9 1-1.5"x18" LVL 18'-8" 12.1.4.g 10 1-1.5"x20" LVL 20'-7" 12.1.4.8 11 2-1.5"x16" LVL 23'-2" 12.1.4.o 12 2-1.5"x18" LVL 26'-1" 12.1.4.o 13 2-1.5"x20" LVL 29'-0" 12.1.4.o Attachment-2 2-12-14dm Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. U1 NEWYO€I err _ „ NEW YORK STATE DEPARTMENT Or STATE Division of Cede Enforcement and Adrninlstraton � z One Commerce Plaza, 9?i ,?ashington,Hve:,ue a 0 s -f Albany; NY 12231 [ OF Phone:(515)474-4073 Fax:(515)4886-448 f i w,�wvv..,dos.nY.aov. E-mait:info u das.r:.v.cov A NOTICE OF APPROVAL This notice serves to inform the local Code Enforcement Official that the New York Department of State (DOS; has reviewed and approved plans, as:authorized pursuant to 19 NYCRR Part 1200, Regulation and Fees for Factory Manufactured Homes, to allow the construction of single family homes, two family homes, and/or other modular buildings or components in compliance with the State Uniform Fire Prevention and Building Code, as described herein: PJlanufacturer's Name: Muncv Homes, Inc. 1567 PA Route 442 East P.O. Box 325 Muncy, PA 17756 Building Description: Detached One and Two-Family Dwelling and Multiple Single-Family Dwellings (Townhouses) System Approval Number, M 1387-02-070 (Modification#M1387-2013-103) Applicable Code Residential Code of New York.State 2010 (RCNYS) Expiration Date: December 15, 2014 Maximum Ground Snow Load: 90 PSF Seismic Design Category: A, B, C or DO. Basic Wind Speed: 120 MPH Maximum Exposure Category: A, B, or C DOS Contact Person: Gerard A. Hathaway, R.A. Additional Conditions: None Approval Date: December 12, 2012 (Modification date: 12-4-2013) Ronald Piester, A Director A copy of this Notice of Approval shall accompany all plans and specifications submitted as part of a permit application. Plans should not rEquire a DOS seal provided the registered design professional references the approval number'and certifies that the plans and specifications conform to the plans and specifications approved by and on file with the DOS. The approval identi€ied above is limited to all construction that takes place in the factory. Site related work including installation and connection of the building and/or components,foundations,mechanical connections, stairs, decks, etc. is the responsibility of the Code Enforcement Official.. The presence of the insignia of approval shall be presumptive evidence that the factory manufactured home or component complies with the provisions" of the RCNYS. If the`coda . enforcement official believes that any factory manufactured component is in violation of one or more provisions of the RCNYS,he/she should contact the DOS for further review and/or determination. f i 1, A Holdowns&Tension Tles V LSTH01STH0­sttap- H61downI fl i i G`�EERfp This product is preferable to similar connectors because of �? a)easier installation,b)higher loads,c)lower installed cost, �3 UA or a combination of these features. cm The STHD is an embedded strap-tie holdown offering high load capacity c and a staggered nail pattern to help minimize splitting.The STHD incorporates many features that aid correct installation and improve performance.When installed on Nails are countersunk for y the forms with the StrapMate®strap holder the unique design of the STHD delivers ' a low profile strap surface. RID enhanced stability before and during the pour to help prevent both parallel and perpendicular movement(relative to the form).This results in accurate positioning �` y of the strap and reduced possibility of spalling. A _ o FEATURES •The nailing pattern allows for nailing to the edges of double 2x's a �• •Strap nail slots are countersunk to provide a lower nail head profile •The slots below the embedment line enable increased front-to-backNailed 41/, Portion concrete bond and help to reduce spalling •Rim joist models accommodate up to a 17"clear span without any I Embedment Line loss of strap nailing (Top of MATERIAL: LSTHD8, LSTHD8RJ-14 gauge,all others-12 gauge, Concrete) FINISH:Galvanized (�� le h WR INSTALLATION: •Use all specified fasteners.See General Notes. // POO •Use table below for both standard concrete and post-tension slab installations. . � •Install before concrete pour with a StrapMate,or other holding device. ,. •Nail strap from the bottom up. LSTHD8 varies from 4"to41h, ;ems •Strap may be bent one full cycle(bent horizontal 90°then bent vertical)to STHD10,STHD14 varies aid wall placement,but may cause spalling behind the strap.If the spall is i from 43/4"to 51/4' 1 min"; 1"or less,measured from the embedment line to the bottom of the spall, �'�Comer full loads apply.1"to 4"spalls for LSTHD8 achieve 0.9 times table loads. STHD STHD10 and STHD14 achieve full load for spalls less than 4".Any portion U.S.Patent Typical STHDI4RJ of the strap left exposed should be protected against corrosion. 5,813,182 Rim Joist Application •Other than where noted in the two-pour detail,do not install where: (a)a horizontal cold joint exists within the embedment depth between the slab and foundation wall or footing beneath,unless provisions are made to transfer t For Two-Pour Installation for Downturn Footings the load,or the slab is designed to resist the load imposed by the anchor;or [ •For STHD10 installed through a 4"thick slab,use the equivalent (b)slabs are poured over concrete block foundation walls. 8"stemwall loads of the LSTHD8. •Additional studs attached to the shearwall studs or post may be required •For STHD14 installed through a 4"thick slab,use the equivalent by the Designer for wall sheathing nailing. 8"stemwall loads of the STHD10. •Wood shrinkage after strap installation across horizontal members may cause •For STHD14 installed through a 6"thick slab,use the equivalent strap to buckle outward. 8"stemwall loads of the LSTHD8. CODES:See page 13 for Code Reference Key Chart. Tension Loads for STHD Installations WIND AND SDC A&B-ALLOWABLE TENSION LOADS FOR DF/SP/SPF/HF(160) Mm. Madel No. "Strap Length(L) Noq Cracked 'Cracked:;, Code 1 Stem Standard Rim Joist le 'Req'0 Nails o WaIf Standard Rim (in) (in) (in) Midwall 1 Corner. ,.Endwall: Midwall Ref: w I Corner,' Entlwall LSTHD8 LSTHD8RJ 185/a 321/8 8 20-16d Sinkers 3115 2700 1690 2675 2320 1455 6 STHD10 STH010RJ 245/8 381/a 10 24-16d Sinkers 3820 3820 2050 3140 3140 1705 STHD14 STHD14RJ 261/8 39% 14 30-16d Sinkers 5150 5150 3200 5150 5150 3200 125. LSTHD8 LSTHD8RJ- 185/e 32'/ 8 20-16d'Sinkers" 31151," -2700 2230 .2675 2320 1915 F33 C 8 .'STHD10 STHD-10RJ_ �24% � 381/8 ° ''>10 28-16dSinkers 4755. - 4120 3145 4195 0 ' 3500 _ '2585 w STHD14 STHD14RJ. 261/8" 39% 14 1.30-16d Sinkers . 5345 5345 4210; 5345. 5345" 4210 Z SDC C-F-ALLOWABLE TENSION LOADS FOR DF/SP/SPF/HF(160) 0 Min. Model No Strap Length(L) Non Cracked Cracked, , Code o Wall 'Standard Rim Joist ' le �RegdNails Standard ^' Rim"Jbist (in) Ref. in (in) (in) ; Midwall_ Corner Endwall Midwall Corner Entlwall LSTHD8 LSTHD8RJ 185/8 321/8 8 16-16d Sinkers 2270 2090 1220 2250 1950 1220 6 STHD10 STHD10RJ 245/8 381/8 10 18-16d Sinkers 2750 2750 1615 2640 2640 1435 N o STHD14 STHD14RJ 26'/8 395/a 14 22-16d Sinkers 3695 3695 2685 3695 3695 2685 125. o . LSTHD8 LSiHDBRJ / 32/8 8 16-16d Sinkers, :2615"" '2t25 1635 2250.. 1950 ,"1610 F33 8 STHD10" STHD10RJ" '`248/8 381/8 10.° 20 i6d Sinkers 3400 ;;2940 2295 3400" 2940 '2175" STHD14 STHDI4RJ 261/a 395/a.._.` 14.:]"24-16d Sinkers: 3815" 3815 3500 3815 3815 3500 1.Allowable loads are for wind or seismic loading.Nail quantities reflect an and STHD14=0.118'.Installed over structural sheathing:LSTHD8=0.114%STHD10=0.146' increase for duration of load with no further increase allowed.Reduce and STHD14=0.164'. where other loads govern. 6.Multiply Seismic and Wind ASD load values by 1.4 or 1.6 respectively to obtain LRFD capacities. 2.Concrete shall have a minimum concrete strength,f'o of 2500 psi. 7.Per 2009 and 2012 IBC Section 1613.1,detached one-and two-family dwellings in Seismic Design 3.10d common(3'long x 0.148°diameter)nails may be used with no load Category(SDC)C may use"Wind and SDC A&B"allowable loads. reduction.10dx2'/z(2'/'long x 0.148'diameter)nails may be used with 8.Minimum center-to-center spacing is 3 times the required embedment(Smin=3xle)for STHD's no load reduction when installed directly over framing.For installation acting in tension simultaneously.Midwall install is based on 1.5x18 end distance. over structural sheathing,use 1 od common or 16d sinkers. 9.See T-SCLCOLUMN for installation on structural composite lumber posts or columns(see 4.Use the specified number of nails listed in table or as specified.In many page 232 for details). studs cases,not all nail holes will be filled.Nail strap from the bottom 10.For brick ledge applications,use full loads shown for STHD14 installed in 8°stemwall. 5.Deflection at highest allowable loads for install over wood double studs 11.NAILS:16d sinker=0.148'dia.x 31/4'long.See page 22-23 for other nail sizes and information. are as follows:Installed on framing:LSTHD8=0.089°,STHD10=0.117° 51 HoldoWvs.&Terrsloaaies j V LSTHO/STHO / Ir n o 1 I o oR° Q .: Min.rebar G� Y �.�,� �.,:. Ez,,' Min.rebar len9 length is 2 x le th is 2xle 2X1e h"Min- 2 x le min.or 24• 2 X le end distance Min.rebar length 'h"Min.end distance Typical STHD14 Typical STHD14 Typical STHD14 Corner Installation Mid Wall Installation End Wall Installation Ar- of Strap may be bent one full cycle which includes bending In the strap straightStrap style Strap stand aiding for wall holdown holdoplacement.For brick ledge,bend straightto be vertical to SlabCold joint inside face of wall. thicknes Brick Brick Ledge Ledge 3°to 5° - •' • a #4 Rebar °•' le le Effective . 3"to 5" , > '.� #4 Rebar May be One#4 rebar. Embed. STHD14 RJ STHD14 - foundation One#4 rebar. , a a 4 bend straight rebar or May be J install 4"from N Concrete post-tension Concrete—► foundation , ,,• inside face of tendon. rebar or a o`, concrete wall, o foundation foundation post tension typ. z by others by others tendon. a Single Pour Rebar Installation Two Pour Installation 8°Min. 8"Min. Z 'Maintain minimum rebar cover,per for Downturn Footings Brick Ledge Installation Brick Ledge Installation } ACI-318 concrete code requirements. with Step without Step 0 w SPALL REDUCTION SYSTEM Structuraleno FOR STHD STRAP TIE HOLDOWN FEATURES • Built-in tab. CSI Shearwall • StrapMate°locator line. SM1 E diaphragm +STH D M • Additional diamond hole in RJ versions. U.S.Patent 6,796,099 BENEFITS x Framing Install strap Built-in Tab: nails and 5 nails starting / anchor bolts £' from the boom •Reduces spalling and costly retrofits. fQ as per code •No additional labor to install. • Sill plate bolt Holds STHD away from form board. z StrapMate Locator Line: oe �� s I Required rebar •Easy inspection to ensure proper location. ( D ,� not shown for •Allows adjustment without removing STHD. clarity(ryp.) Additional Diamond Hole: Q.. •One more fastener to help prevent the STHD RJ models from bowing out at the rim joist section. ` $ STHD Over 52 % :.• o• Shearwall Diaphragm �Svtid Sawn Jolst Hangers • s � LUSIHUSr,.zlle Shear Joist i Hangers n � e � FEpFO This product is referable to similar connectors because of , 1'for 2x's P P 1/s for Us and Us .-- �? a)easier installation,b)higher loads,c)lower installed cost, or a combination of these features. See Hanger tables on pages 71-76.See Hanger Options on pages 215-224 for hanger modifications,which may result in reduced loads. All hangers in this series have double shear nailing.This innovation distributes the load through two points on each joist nail for greater strength.It also allows rD o .:„q the use of fewer nails,faster installation,and the use of standard nails for all a + connections. (Do not bend or remove tabs.) •"�� �� MATERIAL:See tables,pages 71-76. FINISH:Galvanized.Some products available in stainless steel or k, a ZMAX®coating;see Corrosion Information,page 14-15. a p 2• INSTALLATION •Use all specified fasteners.See General Notes. we (HUS26,HUS28, °foga •Nails must be driven at an angle through the joist or truss into the HUS412 'axs y header to achieve the table loads. �LUS28 and HHUS similar) •Not designed for welded or nailer applications. •16d sinkers(0.148"dia.x 3'/<"long)maybe used where 10d commons Z are specified with no reduction in load.Where 16d commons are specified, s I„ y 10d commons or 16d sinkers(0.148"dia.x 31/4'long)may be used at 5 0.85 of the table load. •With 3x carrying members,use 16dx2'/i'nails into the header and 3 16d commons into the joist with no load reduction. y •With 2x carrying members,use 10dx1'/2"nails into the header and a 10d commons into the joist,reduce the load to 0.64 of the table value. z a Vo •Use stainless-steel(SS)nails with stainless-steel(SS)hangers. ' OPTIONS:•LUS hangers cannot be modified. Typical LUS28 Installation •.HUS hangers available with the header flanges turned in for 2-2x(3'/8")and use 0.148x3"(10d common) 4x only,with no load reduction.See the HUSC Concealed Flange illustration. or 0.148x3'/4"(16d sinker)nail HUSC o ( Double Shear Dome Double-Shear E Concealed Flanges Double Nailing Nailing Side View (not available for HHUS, ShearI Side View (available on HGUS and HUS2x) i Nailing Do not some models) i To View Top bend tab '°" U.S.Patent 5,603,580 LOAD TABLE EXPLANATION This icon identifies products Min/Max:Refers to min.or max.nailing Load Duration: Code Ref.: approved for installation with the for products with round and triangle holes. Assumed duration factor used to See page 13 for Simpson Strong-Tie Strong-Drive® Min.nailing uses round holes,and max. determine the allowable load. the Code Reference SO structural-connector screw.See nailing uses round and triangle holes to Key Chart,to page 27 for more information. achieve maximum load. Allowable Design Loads:The maximum determine which w load that a connection is designed to provide. code reports z There may be multiple design loads acting include this product. Joist Size: Model No.: Nails:This in different directions (up,down,lateral, z This shows This is the shows the fastener perpendicular,etc.)imposed on a connection. z the size Simpson quantity and type Installed Cost Index: of joist Strong-Tie Gauge: required to Uplift Floor,Snow,Roof This indicates the products o member. product name. Product achieve the relative installed cost(combined w material table loads. cost and installation cost). z 0 s Dimensions Fasteners DF/SP Allowable Loads Installed Joest Mm! Cost Code Mod6l No Ga° He der -Uplift Floor(100) Snow°(115) Roof(125) Size W H. g. tAax Jmst index �� Ret 10d' 16d ,(160)` 10d� : 16i1, 1od `i6d.., :'10d, ;1,6d (ICI) LUS26-2 18 3'/a 4% 2 — — 4-16d 4-16d 1165 — 1030 — 1180 — 1280 Lowest U26-2 16 3'/s 5 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 +65% p DBL 17'HUS26-2 14 3'/e 53/,6 2 — — 4-16d 4-16d 1235 — 1065 — 1210 — 1305 +172% 617 HU26 2/HUC26 2 14 3'/e' 5% 2'/z Min — 8-16d 4-10d 760 — 1190 — 1345 — 1445 +233% 14 3'% 53/s 21/ Max — 12-16d 6-10d 1135 — 1785 — 2015 — 2145 +254% This icon identifies products NAILS:16d=0.162"dia.x 3'/2"long, Product Drawing: that are available with 10dx1'%2=0.148"dia.x 1'/2"long. Provides a graphic additional corrosion Dimensions W,H,B:This See page 22-23 for other nail sizes and information. presentation protection.See pages 14-15 shows the product dimensions Throughout this catalog a footnote of the product for additional information. (width,height and base in will typically be provided indicating • H with dimensional this case.)referenced in the required nail diameter and length. information the product drawing. (often cross All installations should be designed referenced CATALOG DEFINITION: only in accordance with the allowable �� to the table). 70 Deflection:The distance a point moves when a load is applied. load values set forth in this catalog. ''�f0 ,��Solid Sawn Joist'Hangers.�, � 4- FACE 1 i 11 SAWN LUMBER'(DF/SP) n + w These products are available with additional corrosion protection.Additional products on These products are approved for installation with the Strong-Drive SD this page may also be available with this option,check with Simpson Strong-Tie for details. Structural-Connector screw.See page 27 for more information. Dimensions- Fasteners. �_" �.._.DF/SP.All6wable Loads Installed Joist Min/ Cost Code Model No.,, f Ga. Header, - Uplift Floor(100) Snow(115) ' Roof(125)• in Ref. Joist Size W H B Max 'lad 16d (160) 10d 16d,I 10d 16d 10d I 16d- (ICI). SAWN LUMBER SIZES LU2420 19/s 3'/e 1'/z — 4-10d 4-16d `2-1Odx1'/z 265 °465 555 530 .635 575 685- Lowest 2x4 LUS24' 18 19/s 3'Ja l�/< — . 4 10d — 2-1Od 490 670 = 765 — ' "825 U24 16 1.9/s" 3'/a 1'A - ' 4-10d 416d 2-10dx1%z:' 265. 485 575 550 655 595' 705,A +67% HU26. ' 14"i9/6 3'/e 2'/< — — ;4-16d ':2-10dz1'Jz 335 595 670 — 720':.+295io -- DBL LUS24-2 18 3'/8 31/a 2 — — 4-16d 2-16d 440 — 800 — 910 - 985 Lowest 2x4 U24-2 16 3'/a 3 2 — 4-10d 4-16d 2-10d 370 485 575 550 655 595 705 +33% HU24-2/HUC24-2 141 3'/a 31/6 2'A — — 4-16d 2-10d 380 — 595 — 670 — 720 +240% 'LUS26 18.19/,6 4a/a 13/4 = .' 4-10d 4-10d 1165 "865 -`' 990 — 1070 = Lowest'`" LU26 20 19/6 4'/a 1'/z — ` 6-10d 6-16d 410dx11/2 1 565 700 835 795 950 860 1030 i6% 17 F6,L17 U26 16 19& 43/a .2 — 6-10d 6-16d 4-10dxll/2 585 730 865 825 980- 890 1055 '+43%" 1 2x6 ,LUC26Z 18 14/4a 43/44 13/ — 6-10d ''.6 i6d 4-1Odx1'/2` '730 710 845 1 810" 965 875" 1040` +160% HU26" 14 19/6 3l6 2'/4 — — 4-16d °2-10d0/2 335 595• — ,670 - 720'_ +179% HUS26 16 157a 5'Je 3 — — 14-1 6d ''6-16d 1550 2720 - , 3095 3335: +276%' LUS26-2 18 3'/s 4% 2 — — 4-16d 4-16d 1165 — 1030 — 1180 — 1280 Lowest DBL U26-2 16 3'/a 5 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 +65% HUS26-2 14 3'/e 53/6 2 — — 4-16d 4-16d 1235 — 1065 — 1210 — 1305 +172% y 2x6 14 3'/a 53/8 2'/2 Min — 8-16d 4-10d 760 — 1190 — 1345 — 1445 +233% ^" HU26-2/HUC26-2 S 14 3Aaa 5% 21/2 Max — 12-16d 6-10d 1135 — 1785 — 2015 — 2165 +254% LUS26 3 " " "18 4% 4la 2 — = 4-16d 4-16d ' 1165 1030 — 1180 " = 1280 PL 2x" U26 3 16"4%:1 4'/a. 2 — 8-10d : 8-16d 4-10d 740 -975 '1150 1100 ',1305. 1185 1410, 160 y HU26 3/HUC26 3' 14 411% 5'/2 .21/2 Min — 8-16d 4-10d 760 — 1190 — 1345 - 1445 14 41%6 5'/2 21/2 Max ; = 12-16d 6110d 1135 -1785 — 2015 -- 2165 LUS26 18 19/6 43/4 13/4 — 4-10d — 4-10d 1165 865 — 990 — 1070 — Lowest LU26 20 19/6 43/4 11/2 — 6-10d 6-16d 4-10dx1'/z 565 700 835 795 950 860 1030 +6% LUS28 18 19/6 66/a 13/4 — 6-10d — 4-10d 1165 1100 — 1255 — 1360 — +23% LU28 20 19/,6 6% 1'/2 — 8-10d 8-16d 6-1Odx1'/2 850 930 1110 1060 1270 1150 1335 +39% 2x8 U26 16 19/6 43/4 2 — 6-10d 6-16d 4-10dx1'/2 585 730 865 825 980 890 1055 +43% LUC26Z 18 19/16 43/4 1% — 6-10d 6-16d 4-10dx1'/2 730 710 845 810 965 875 1040 +160% HU28 141 19/,6 51/ 2'/4 — — 6-16d 4-10dx1'/2 610 — 895 — 1005 — 1085 +251% HUS26 16 is/e 5% 3 — — 14-16d 6-16d 1550 — 2720 — 3095 — 3335 +276% 1 17,F6,L17 HUS28 16 1% 7 3 — — 22-16d 8-16d 2000 — 3965 — 4120 — 4220 +409% LUS26-2 18 3'% 47J8 2 = — 4-16d 4-16d 1165 = 1030 — 1180 - 1280 Lowest. 1US28'-2 18.,3'/e 7 '2 — — 6-16d 4-16d 1165 1315 — 1500 >- 1625 +8%" DBL U26-2 16 3'/e 51 2 — 8-10d 8-16d `; 4-10d -. 740 975 1150 1100 1305 1185 1410 +65% 2x8'"HUS28 2 14 3'le' N,6 J2 — — 6-16d' 6-16d' 1550 - 1595 — 1815 1960 +188% HU28 2/HUC28 2 14 3'% 7- 2'/z Min 10-16d 4 1Qd 760. -. 1490 — 1680 - 1805; 14 3'/e' 7 2'/2 Max — 14-16d. `6-10d 1135 2085 — 2350 . — , 2530 +418%. LUS28-3 18 4% 61/4 2 — — 6-16d 4-16d 1165 — 1315 — 1500 — 1625 w PL 2x8 U26-3 16 45/e 4'/4 2 — 8-10d 8-16d 4-10d 740 975 1150 1100 1305 1185 1410 14 4"/s 5'A 21/2 Min — 8-16d 4-10d 760 — 1190 — 1345 — 1445 a HU26 3/HUC26 3 14 411116 5'/z 2'/2 Max — 12-16d 6-10d 1135 — 1785 — 2015 — 2165 160 U QUAD 14 6%a' 6% .2'A Min — 10-16d 4-16d 900 -1490. — 1680 1805 ' HU28-4/HUC28-4 a 2x8 14 6%s= 65/a 2'h Max — 14-16d ° 6716d 1345._ 2085 — `2350. i, 'Straps&;.Ties i strapnes i Straps are designed to transfer tension loads in a wide variety of applications. FINISH:PS—HDG;HST3 and HST6—Simpson Strong-Tie®gray HRS—A 12 gauge strap with a nailing pattern.designed for installation on the ; paint;all others—galvanized.Some products are available edge of 2x members.The HRS416Z installs with Simpson Strong-Tie®Strong-Drive® in stainless steel or ZMAX®coating;see Corrosion SDS screws. Information,page 14-15. LSTA and MSTA—Designed for use on the edge of 2x members,with a nailing INSTALLATION:Use all specified fasteners.See General Notes. pattern that reduces the potential for splitting. ! OPTIONS:Special sizes can be made to order.Contact Simpson LSTI—Light straps that are suitable where pneumatic-nailing is necessary i Strong-Tie. through diaphragm decking and wood chord open web trusses. I CODES:See page 13 for Code Reference Key Chart. MST—Splitting may be a problem with installations on lumber smaller than 3'/2"; MSTC and RPS meet code requirements for reinforcing either fill every nail hole with 10dx1'/2"nails or fill every-other hole with 16d common cut members(16 gauge)at top plate and RPS at sill plate. nails. Reduce the allowable load based upon the size and quantity of fasteners used. International Residential Code®—2000/2006 R602.6.1 MSTC—High Capacity strap which utilizes a staggered nail pattern to help minimize International Building Code®—2000/2006 2308.9.8 wood splitting.Nail slots have been countersunk to provide a lower nail head profile. 1 (For RPS,refer to page 205.) 1Va"--11'h""-� _ -'�2'� 9h6" r 3°� 1'h'' 5/8I�1 �W �a. =o — 7 foo a + - f 31 Ipr o o N -- •oi TYP. Q -' e v co CO M a r• M N m N O�a F o co C14 ST2115 m -- - -- QoD ST9, ST12, . o MSTC ` ST18, ST22 F N e s = 11iz ST N r i LSTA and MSTA — o -- (Pilot holes not shown) o a a; y m - C' r o_ o_. a, o' w o Q 1 os 0z oa ' o o w HTP37Z - - o o. o o z z ;o Fes-L pz m z nom. NF' N N~ L O -- -- L L gy,, i CC 20 U) } F o z W HST o MSTI MST LSTI D _ _ rj ------ ------------"------ ------------- o '/a' 21/2' HST2 and HST5 HST2 HST5 ° °'' 0. 11h 3° HST3 and HST6 HST3 HST6 o M - o b o 5^ " N Q O 4r w" Imo--W C� / HRS HRS416Z ,v s g , o 0 00. U; .. O Q � Typical MSTI Installation ^; (MIT hanger shown) Typical LSTI Typical 172 LSTI similar Installation HRS Installation _ h CODES:See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection.Additional products on 2W this page may also be available with this option,check with Simpson Strong-Tie for details. End Distance These products are approved for installation with the Strong-Drive SD Beam and Strap Structural-Connector screw.See page 27 for more information. Allowable Allowable Madel Dimensions Fastene`r's Tension Loads Tension Loads Code No. Ga (.Total} (DF/S?,) �- (SPF/HF) .d Ref. 0 W L (160) (160) LSTA9 11/ 9 8-10d 740 635 LSTA12 1'/a 1210-10d 925 795 LSTA15 1'/4 15 12-10d 1110 950 LSTA18 1'/4 18 14-10d 1235 1110 LSTA21 1'/ 21 16-10d 1235 1235 LSTA24 20 11/4 24 18-10d 1235 1235 Typical LSTA Installation 7_292 2'/16 95/6 12-16d 1265 1120 Hanger not shown) Bennd strap one time only ST2122 21/16 1213/16 16-16d 1530 1505 ST2115 3/ 166/6 10-16d 660 660 ST2215 21/6 1016 20-16d 1875 1875 LSTA38 1'/e 36 2LSTMb 11/4 '30: 4_Od° 1640 1640 14,L3,F2 10d 1840. 1640 — —.._......__......_... __._.... . . 1ST149 33/4 49. 32-10dx1A' 2975 2555 LST173 :33/ 73" 48-10dx1'/ 4205' 3830 Material MSTA9 18:.1'/4 9 8-10d .750- . 645 � Madel Dim'... 'Bolts Code Thickness MSTA12 1/4 '`12 10,10d 940 810.'�" No: �Rgf: Gauge W L `Gty Dia MSTA15 1'/ 15: 12104, _ 1130970' PS218 2 18 4 3/ ® M8TA18 1'/4 18. 14-10d- '1315 1130 PS418 7 ga 4 18 4 3/ 180 MSTA21 1'/ 21' 16-10d '1505' 1290 PS720 63/< 20 8 1/z ® MSTA24 _ 1'/4 24 18 104 1640 1455;:': 1.PS strap design loads must be determined MSTA30 1'/ 30 22-10d 2050 1820 by the Designer for each installation.Bolts MSTA36 11/4 36 26-10d 2050 2050 are installed both perpendicular and parallel- MSTA49 1Y< 49 26104 2020 2020 F2,L3 to-grain.Hole diameter in the part may be oversized to accommodate the HDG. ST62 55 2'/16 165/16 20-16d 2095 1900 14,IL14,L3,F2 Designer must determine if the oversize 76224 2'/16 235/16 28-16d 2540 2540 14,L3,F2 creates an unacceptable installation. ST9 1'/4 9 8-16d 885 760 ST12 16 11/4 115/8 10-16d 1105 950 PS218 and PS418 Ps720 ST18 1'/4 173/ 14-16d 1420 1330 1.1 1 Cq o ST22 1'/ 21% 18-16d 1420 1420 14,L3,F2 w O O O O a z MSTC28 3 28'/ 36-16d sinkers 3455 2980 - - w y MSTC40 3 40'/4 52-16d sinkers 4745 4305 O O ^ .O JI Z MSTC52 3 521/< 62-16d sinkers 4745 4745 .• z HTP37Z 3 7 20-10dx1'h 1850 1600 170 PS PS218 and PS418 2h' i y MSTC66 ' _ 3 653/4 76-16d sinkers 5860, 5860 s 1 Pszeo 3i.° 1 ° MSTC78 14 3 7731>; 76 i6tlainkets 58605860 14,L3,F2 ST6236 2%t6 3313/6 40-164 3845 3845 HRS6 1% 6 6-10d 605 525 7RS8 13/6 8 10-10d 1010 880 F26 HRS12 1% 12 14-10d 1415 1230 MST126 21/6 26 26-10dx1'h 2745 2325 w s 4D MST136 12 2'/16 36 36-10dx1'/z 3800 3220 g pp MST148 2'/16 48 48-1 Odxi'h 5065 4290 14,L3,F2 d MST160 21/76 60 60-10dx11h 5080 5080 MST172 2'/6 72 72-10dx1'/x 5080 5080 ' HRS416Z 1 31/4 1 16 1 16-SDS'/4'xi'A" 2835 2305 170 a3 1.Loads include a 60%load duration increase on the fasteners for wind or earthquake loading. I 2 104x1'/2'nails may be substituted where 16d sinkers or 10d are specified at 100%of the table loads I Typical PS720 Installation except where straps are installed over sheathing. 3.10d commons may be substituted where 16d sinkers are specified at 100%of table loads. 4.16d sinkers(0.148'dia.x 31/4'long)or 10d commons may be substituted where 16d commons are specified at 0.84 of the table loads. 5.Use half of the nails in each member being connected to achieve the listed loads. 6.Tension loads apply for uplift when installed vertically. 7.NAILS:16d=0.162'dia.x 3'/2'long,16d Sinker=0.148'dia.x 31/�long,10d=0.148'dia.x 3'long. 10dx1'/z=0.148'dia.x 1'/z°long.See page 22-23 for other nail sizes and information. 17" 3 'Straps.&=Tfes CS/CMST Coiled Straps n i CMSTC provides nail slots for easy installation;it can be cut to length.CS are continuous utility straps which can be cut to length on the job site.Packaged in lightweight(about 40 pounds)cartons. ' FINISH:Galvanized.Some products available in ZMAX®coating;see Corrosion Information,page 14-15. Typical CS INSTALLATION:•Use all specified fasteners.See General Notes. Installation as a •Wood shrinkage after strap installation across horizontal wood members may cause strap Floor-to-Floor Tie Erid to buckle outward. (CMST requires Length Cut minimum Len9 th •Refer to the applicable code for minimum nail penetration and minimum wood edge and end distances. •The table shows the maximum allowable loads and the nails required to obtain them. 2-2x studs) Fewer nails may be used;reduce the allowable load as shown in footnote#3. •The cut length of the strap shall be equal to twice the"End Length"noted in the table plus '' the clear span dimension. i „• ` ` •CMST only-Use every other round hole if the wood tends to split.Use round and triangle holes for comparable MST loads,providing wood does not tend to split. Nails not •For lap slice and alternate nailing information,refer to technical bulletin T-CMST required in a (see page 230 for details). clear span •CS straps are available in 25'lengths,order CS14-R,CS16-R,CS18-R,CS20-R or CS22-R. a CODES:See page 13 for Code Reference Key Chart. d These products are available with additional corrosion protection.Additional products on Provide mm �gp this page may also be available with this option,check with Simpson Strong-Tie for details. 15/,end distance for CS and CMST These products are approved for installation with the Strong-Drive SD Equal number of Structural Connector screw.See page 27 for more information. 4specified nails in each end ;., OF/Sp SRF/HF Allowable Model Total - Tension Code:: 'Na`m; L�= Ga Fasteners,;`[End Length• Fasteners- End Length toads Ref_ 160 16,0 160 :160" �E160) ' _ T 74-16d 33" 84-16d 38" 9215 CMST12 40' 12 zs� 86-10d 39 98-10d 44" 9215 56 16d;; ' 26" _66 16d 30" ;6490' CS16 Hole Pattern CMST14 52'/x` 14 . .;: (all other CS straps similar) 66 10d 30" 76-10d- 34 6490 CMSTCI6 54' 16 50-16d 20" 58-16d 25" 4585 sinker sinker e ° a 26'-10d. 15 30 l Od 16" 2490 CS14 100':] ' 14. . a ° 30-Sd 16" 36 8d _ 19" 249D I4 20-10d 11" 22-10d 12" 1705 L3,F2 CS16 150' 16 22 8d 13" 26-8d 14" 1705 CMST14 Hole Pattern CS18200:; 18 16 10d 9u. 18 10# 10" 1370,.' (CMST12 similar) i8=8d'�:' if". 22 8d. t2" ` 1370' :. 12-10d 6" 14-10d 81, 1030 ° CS20 250' 20ra 14-8d 9° 16-8d 9" 1030 cnnsrcia �s sauce _ 6 G 0 "„ 10�10d," 7° 12' 10d „ �7" _845 CS22 30G':4; .—,22 3 ryp, °yi 12-8d.` &'" '�14-8d 8- A45,- CMSTCI6 Hole Pattern a z 1.Loads include a 60%load duration increase on the fasteners for wind or seismic loading. ti a 2.Use half of the required nails in each member being connected to achieve the listed loads. _...•- No of Nails Used l........................... -.. .. 1 y z 3.Calculate the connector value for a reduced number of nails as follows: Allowable Load= x Table Load Gauge stamped on part for No.of Nails in Table a Example:CMSTC16 in DF/SP with 40 nails total. 40 Nails(Used) ? easy identification aA M1 A€ y (Half of the nails in each member being connected Allowable Load= x 4585 lbs=3668 lbs ( ) 50 Nails(Table) U 4.Tension loads apply for uplift when installed vertically. 5.NAILS:16d=0.162°dia.x 3'/2'long, CM 16d Sinker=0.148'dia.x 31/4 long, =0.148'dia.x 3°long. & See page 22-23 for other nail sizes and information. Cut Length ti Minimum End Distance o Strap Clear Span is 1 ox Diameter of Nail (Typ•) NOT SURE HOW MUCH COIL ( End Length End Length o { STRAP YOU NEED? Roof Sheathing Simpson Strong-Tie has a web-based app, the Coil Strap Length Calculator,which can help you quickly determine the cut length ' of each strap and the total amount ofe coil strap needed for each application °. on a project. Sub-Purlin/Stiffener Hanger CMST requires 3x or For more information or to access, 2-2x minimum ` go to www.strongtie.com/software. Purlin Typical Horizontal ' (Beam or Truss typ.) CS/CMST Installation 17E SS F&Tres a — �_.. HITSPSeismic&Hurricane Ties n a + Simpson Strong-Tie®hurricane ties provide a positive connection INSTALLATION:•Use all specified fasteners.See General Notes. between truss/rafter and the wall of the structure to resist wind and •H1 can be installed with flanges facing inward seismic forces. New additions to the line provide even more options. (reverse of H1 installation drawing-number 1). • H10AR—The heavy-duty design of the H10A available • H2.5T,H3,H4,H5 and H6 ties are shipped in equal quantities of with a 2"wide throat to accommodate rough lumber right and.left versions(right versions shown). • H10A-2—The H10A design with a 3"throat for double • Hurricane ties do not replace solid blocking. 2x members ! •When installing ties on plated trusses(on the side opposite the truss • H2ASS,H2.5ASS and H10ASS—Popular ties now available plate)do not fasten through the truss plate from behind.This can in stainless steel. force the truss plate off of the truss and compromise truss performance. MATERIAL:See table. • H10A optional nailing to connect shear blocking,use Sd nails. FINISH:Galvanized.H7Z and H11Z—ZMAX®coating.Some Slots allow maximum field bending up to a pitch of 6:12,use H10A models available in stainless steel or ZMAX;see Corrosion sloped loads for field bent installation. Information,page 14-15 or visit www.strongtie.com. i CODES:See page 13 for Code Reference Key Chart. 16 a, X31! m 3�/z �l a a j02Hs 4, 6a/a' �olll 35/a' 1014, m m a 1y, ......� 2316 /16" H4 HIMA H3 H1 1,h' (H2.5ASS similar) H2.5T H2A (H2ASS similar) 0 T f—1'h—I aw m T 0 a ski . re �`sop 4>/e 8,01 •<" a m q.o �a 8' m ® O l rc."a� 2 20%' ° 0 H50 .;l lie ls�e•yl 1 H8 y H6 H7Z Z TSP a I' 2" Ro d 17e � Z e H1 OS ti r 6v4" X. 614 o m s ° H10AR H10A ° 5" (H10ASS similar) 13/16' @ H10 19V s , a 1 011111",._v_" 43f8 O: � o 73/8• n o a r � t H14 S0N L• Profile o uTFo" a„ o ' e1 ms 2z/e^ •>n`o SepaaTe°' hs" H10-2H14 LL_A H11Z 181 Straps&'fes H/TSP ,se'ismic&Hurricane Ties., These products are available with additional corrosion protection.Additional products on Fr These products are approved for installation with the Strong-Drive SD this page may also be available with this option,check with Simpson Strong-Tie for details. Structural-Connector screw.See page 27 for more information. Fasteners DF/SP Allowable Loads . lJplittwith SPF/HFAIIowahle Loads' •Uplift with Model Ga :To Rafters) Uplift �Lateral.(160) 8dx1'/Nails Uplift_ Lateral(160) .; 8dx1'A Nails :Code.... Na. To Plates To Studs Ref. Truss (160) F1 F2•" (160). (160).., F� Fz,s (160) H1 18 6-8dx1'/z 4-8d - 585 485 165 455 400 415 140 370 117,L6,F16 H2A 18 5 Sdxt'/i 2 8tlx1Yz 5 8dx1'h 575 130 55 -. 495 130 55 -,' IP1,L18,F25 1-12ASS 18 5 SS8D' 2 SSBD 5-SS8D 400 130 55 400 ..'` 345 130' 55 345+ 170 H2.5A 18 5-8d 5-8d - 600 110 110 575 535 110 110 495 117,F16 H2.5ASS 18 5-SS8d 5-SS8d - 440 75 70 365 380 75 70 310 170 H2.5T 18 5-8d 5-8d - 545 135 145 425 545 135 145 425 IP1,L18,F25 " H3 18 = " 4 8d. 4-8d 455 "125 ;160. 415.` 320 105 140 290: H4 20 4-8d 4-8d - 360 165 160 360 235 140 135 235 117,L6,F16 _H5100°4 8d° 4=8d - 455 115 200" 455, 265 " 100 170 .' 265" H6 16 - 8-8d 8-8d 950 - - - 820 - - - H7Z 16 4 8d' 2 8dz1'/z 8-8d 985 400 . - 845 345 - 117,F16 H8 18 5-10dx1'/z 5-10dx1'/z - 745 75 - 630 565 75 - 510 L10,F26 H10A Sloped 18 9 10dx1-' 9 10dx1 z 855 590 285 - 760 505.;'' 285 H10A- 18 9 10dx1'! 9 10tlk1'/z. 1140' 590 285 - 1015, 'a 505 285°-; - 117,L18,F25 H10ASS: 18 '9 SSN10 9 SSN10 - 970 565 170 - 835 485 170 H10AR ," 18 ±9 10dx1?/z 910tlk1'/z" - 1`050 990 =285 .. - 905 420 .-_'.285:- - H10S97018 8 8dx1Yz 8 8dz1'/zf0 9-8d. 1010 660 215 550 870 570' 185 'I: 475 IP1,L18,F25 H10A 2 18. '9 10dx1%z 9 10dz1.z 1245 815 260 - 1070 700 225 - F25 HIO-2 18 6 10d 6-10tl . - 760 455 395' . - 655 390 340 - 117,F16 H11Z 18 6-16dx2'/z 6-16dx2'/z - 830 525 760 - 715 450 655 - 170 i12 Sdx1% 13`84 - 1350' 515 265 - 1050 480 , 245 H14 18 °2 12 8dx1Yr 15 8d - 1350' 515 265 - �0,0 " 480."' " IP1,L18,F25 TSP 16 9-10dx1'/z 6-10dx1'/z - 740 310 190 - 35265 160 - 9-10dx1'/z 6-10d - 890 310 190 - 65 265 160 - F26 1.Loads have been increased for wind or earthquake loading with no For uplift Continuous Load Path,connections in the same area(i.e.truss to plate connector further increase allowed:reduce where other loads govern. and plate to stud connector)must be on the same side of the wall. 2.Allowable loads are for one anchor.A minimum rafter thickness of 2'/z' 7.Southern Pine allowable uplift loads for H1 OA=1340 lbs.and for the H14=1465 lbs. must be used when framing anchors are used on each side of the joist and S.Refer to Simpson Strong-- technical bulletin T-HTIEBEARING for allowable bearing on the same side of the plate(ex tion:connectors installed such that enhancement loads. nails on o posite side don't interfere). 9.H10S can have the stud offset a maximum of 1'from rafter,fcenterto center)for a reduced 3.AllowablepDF/SP uplift load for stud to bottom plate installation(see detail uplift of 890 lbs.(DF/SP)and 765 lbs.(SPF). 15)is 390 lbs.(H2.5A);265 lbs.(H2.5ASS);360 lbs.(H4)and 310 lbs.(H8). 10.H10S nails to plates are optional for uplift but required for lateral loads. For SPF/HF values multiply these values by 0.86. 11.Some load values for the stainless-steel connectors shown here are lower than those for 4.Allowable loads in the Ft direction are not intended to replace diaphragm the carbon-steel versions.Ongoing test programs have shown this to also be the case with boundry members or cross grain bending of the truss or rafter members. other stainless-steel connectors in the product line that are installed with nails.Visit 5.When cross-grain bending or cross-grain tension cannot be avoided in the www.strongtie.com/corrasion for updated information. members,mechanical reinforcement to resist such forces may be considered. 12.NAILS:16dx2'/z=0.162'dia.x 21/2 long,10d=0.148'dia.x 3'long, 6.Hurricane Ties are shown on the outside of the wall for clarity andassume 10dx1'/z=0.148'dia.x 11/2'long,8tl=0.131'dia.x 2'/z'long,8dx1'/2=0.131'dia.x 11/2'long: /2 i a minimum overhang of 3' .Installation on the inside of the wall s See page 22-23 for other nail sizes and information. acceptable(see General Instructions for the Installer notes u on page 17). 13.SCREWS:Strong-Drive®SO#9x1 1/2'(model SD9112)=0.131'dia.x 1'/2 long(for the models marked with the orange flag only).Full table loads apply. C3 oE3 r F ° o R y P © a H1 Installation .-s 1-12A Installation © H2.5A Installation H2.5T Installation TSP Installation (Nails into both top plates) (Nails into both top plates) O� r T7 Use a minimum F2 � �_ ° 7' ( z� ti of two 8d nails tM 31,2' � � rm•° o e � a this side of truss �L o (total four 8d N ® H4 nails into M H3 Installation Installation truss) -(Nails into upper top plate) (see footnote 3) O H2.5T Installation p Two 8dnails fM into plates. 71EightBd nails into studs H6 Stud Q ° to To H6 Stud to Band H4 Installation H5 Installation p Plate ® ® FIR Installation 182 (Nails into upper top plate) (Nails into both top plates) lostallation Joist Installation Straps&Tes77 7H/TS ; '" ! 77, ti� k Plate nailsforlateral H10S loads only Installation H8 attachingH8 attaching ® rafter attaching to double ® stud to sill I-joist to double ®H10A Field-Bent top plates (4-8d into plate, top plates Installation 5-8d into stud, Mtrnmum+ ® H14 Installation to F2 refer to footnote Y a ` � " ~' 3 for loads) �_ �Disfarxe double top plates 1 , 8d commons to AVOID A plates.Fill one of _ —three holes to H14 MISINSTALLATION bottom flange. ° Plate nails �� ° I ads only "-"'� ° °°�a �� F2gimem F' °' �;8 ° H10-2 Installation Disionce 'e r' ® (H1 1Z similar) H10S Installation H10A �� with stud offset Installation ® ,°a dc mons to header. H1 OA optional nailing connects shear blocking to rafter. Installation Fill all three triangle Do not make Use 8d common nails.Slot allows maximum field-bending up to a to double holes to straightened new holes or pitch of 6/12,use 75%of the table uplift load;bend one time only. 2x header bottom flange. overdrive nails! _........ Considerations for Hurricane Tie Selection Hurricane Tie Installations to 1. What is the uplift load? Achieve Twice the Load (Top View) 2. What is the parallel-to-plate load? 3. What is the perpendicular-to-plate load? Both connectors shall be same model. 4. What is the species of wood used for the rafter and the top plates? (Select the load table based on the lowest performing species of wood.) 5. Will the hurricane tie be nailed into both top plates or the upper top plate only? 6. What load or loads will the hurricane tie be taking? Wall Wall Top Plate Wall Top Plate When a connector is loaded simultaneously in more than one direction,the Top Plate allowable load must be evaluated as shown here.For all connectors use the following equation: t g Design Uplift/Allowable Uplift+Design Lateral Parallel to Plate Allowable Lateral Parallel to Plate+Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate<1.0. F' ,,: �� =1€- 9' , The three terms in the unity equation are due to the possible directions that exist E3 -may. to generate force on a connector.The number of terms that must be considered for :r simultaneous loading is at the sole discretion of the Designer and is dependent on y z their method of calculating wind forces and the utilization of the connector within a the structural system. Install diagonally across Products can be on the Nailing into both sides of Ro As an alternate,certain roof to wall connectors(embedded truss anchors, from each other for same side of the wall a single ply 2x truss may z pages 166 and 167,seismic and hurricane ties,pages 181-183,and twist straps, minimum 2x truss. provided they are cause the wood to split. } page 187 can be evaluated using the following:The design load in each direction configured as shown. ti a shall not exceed the published allowable load in that direction multiplied by 0.75. 7. Select hurricane tie based on performance,application,installed cost and ease of installation. CD z 0 rr i z 0 The VB provides lateral resistance force at the bottom of beams 21h"Min. when installed approximately 45°or more to the vertical plane. N MATERIAL:12 gauge FINISH:Galvanized Hanger ` INSTALLATION:•Use specified fasteners.See General Notes. not shown •16-N54A fasteners are included with the brace, CODES:See page 13 for Code Reference Key Chart. Six N54AR �, Nails Model H " L Fasteners Alldwable Tensionloads' `Code No. (Beam Depth) (Total); Floor(100} .;Roof.(125) Ref. �,�� �.� One N54A V135 10"-15" 5' 16-N54A 990 1240 I in each tab VB7 15 22'/ 7' 16-N54A 990 1240 VBB. 22'/z 28'x" 8' '- 1&N54A ; 9901240' 115,L7 Two N54A V610Accommodates in seat _. 10' ' 16-N54A 990 "- 1240 1 beam widths of VB12 36"-42- 12' 16-N54A 990 1240 31/a"to 103/x' 1.Roof loads have been increased 25%with no further increase allowed. Typical UB Installation 18� 77 Straps&'Ties 1 $1MTSI"TSTwist straps,' e + + _ Twist straps provide a tension connection between two wood MTS Installation members.They resist uplift at the heel of a truss economically. as a Truss-to- The 3 bend section eliminates interference at the transition Top Plate Tie f'TYP• points between wood members. c 10• MATERIAL:LTS-18 gauge;MTS-16 gauge;HTS-14 gauge o ; FINISH:Galvanized.Some products available in stainless steel and ZMAX®coating;see Corrosion Information, u page 14-15. INSTALLATION: ` . •Use all specified fasteners.See General Notes. CODES:See page 13 for Code Reference Key Chart. xf I These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. „ These products are approved for installation with the Strong-Drive SD Structural-Connector screw.See page 27 for more information. LTS12 15" DF/SP Allowable SPF/HFAlfowable (MTS and NTS Fasteners similar) Model Uplift Loads Uplift Loads Code No. L 10d 10dx1'/ tOd 10dx11fz Ref.' v 10d 10dx11/2, (160) (160) (150) (160) I!) LTS12 12 12-10d 12-10dx1'/z 775 720 665 620 MTS30 114" LTS16 16 12-10d 12-10dx1'/2 775 720 665 620 ' _ (HTS30 LTS18 18 12-10d 12-10dx1'/2 775 720 665 620 HTS30C similar) LTS20 20 12-10d 12-10dx1'/2 775 720 665 620 Fi (MTS30C MTS12 ` 1 11 2 14-10d 14-10dx1'/2 1000 1000 8.60 860 117' ���' similar) MTS16' 16 ',14-10d 14-10&V/2. , "1000 1000 860 860 L6,Fib F2 .,' MTS18' 18° 14-10d ': 14-10dx1'/2. 1000: 1000 860 860 MTS20 20 14-10d : 14-10dx1'/z 1000 1000 860 860 G MTS30 -30 14-10d, , 14-10611 . 1000 1000 ° 860 '. 860 MTS24C 24 14-10d 14-10dx1'/2 1000 1000 860 860 F26 MTS30C 30 14-10d 14-10dx1'h 1000 1000 860 860 a}° HTS16'' 16 1610d 16-10dx1'h 1260 1150 1085 090 a HTS2020, 20-1Od24-10dx1;'/2 • 1450 1450 1245_:_.1245, ' HTS24 24 20710d 24-10dx]'/2 1450 1450 1245 1245 MTS30 Installation t HTS28' 28 -20 10d 24 10dx1%2 1450 1450 1245 1245 117,F16 with I joist Rafter HTS30:, 30 20-10d 24-10dx;1'lx. ' 1450 11450 1245 1245-':- HTS30C 30 20-10d 24-10dx1'/2 1450 1450 1245 1245 1.Loads have been increased for wind or earthquake 4.All straps except the MTS30 and HTS30 have the twist in the center of the strap. loading with no further increase allowed;reduce 5.Twist straps do not have to be wrapped over the truss to achieve the load. where other loads govern. 6.May be installed on the inside face of the stud. 2.LTS12 thru LTS20,MTS16 through MTS30,HTS24 7.Allowable lateral loads are Ff=75 lbs.and F2=125 lbs.when the following through HTS30C(except HTS30)have additional installation requirements are met.The first 7 nail holes each side of the bend nail holes. must be filled with 10dx1'/2 minimum nails.All additional fasteners may be C05 installed in any remaining strap holes. Typical MTS30 0 3.Install half of the fasteners on each end of strap to , 1 YP achieve full loads. 8.NAILS:10d=0.148°dia.x 3'long,10dx1/2=0.148'dia.x 11/2'long. Installation y z See page 22-23 for other nail sizes and information. t10 a U � } _,fflfi�a6r HangersH z For fast,accurate installation of door and window headers and other cross members.HH header hangers can speed up the job, �3"H �W h strengthen the frame,and eliminate the need for trimmers. ° o 171 MATERIAL:16 gauge 6 FINISH:Galvanized CD INSTALLATION:•Use all specified fasteners.See General Notes. H a F4 •Attachment to 2x studs will result in two round holes not being filled in the studs and load reductions as noted in table. CODES:See page 13 for Code Reference Key Chart. L 'i Mn - Fasteners DFiSPAllewableLoads-' HH4 Model Code . (HH6 similar) W: H Post Fi F2 F3 Fa No Stud Header, Ref. Size (100). (115) (125) (160)` HH Load 2x 7-10dx1'/2 4-10dx1'/ 855 965 1035 — 575 725 a; j Directions HH4 3'/2 213/6 Dbl2x 7-16dx2'h 4-16dx2Y2 1010 1140 1195 — 710 750 170 f� 3x 9-16d 4-16d 1195 1195 1195 710 710 1085 114,L5,F13 2x a 10 10dx1'/2 6-10dx1'h 1220 1380' 1480 X1065 1025: ti � HH6 5'/x 5'/a Dbl2x 10-16dx21/z 6-16dx2'/z 1440.1595 ,1595 `- 1065 1085' 170 3x 12-16d_I 6-16d T1595,1595J1595 1065 1065' 1085- 114,L5,F13 1.Loads have been increased with no further increase allowed;reduce where other loads govern, 2.For 3x posts,16dx2'h'nails may be substituted with no reduction in load. P•�: T Ictal HH ` Y 3.For SPF/HF lumber use 0.86 x DF/SP allowable loads. Installation 4.NAILS:10dx1'/2=0.148'dia.x 11/2 long,16dx2'/2=0.162'dia.x 2'/Z long,16d=0.162'dia.x 3'/2"long. See page 22-23 for other nail sizes and information. 187 �� "Straps&,Tes j am h ! 6 Z clips secure 2x4 flat blocking between joists or trusses to support sheathing. MATERIAL:See table TF INSTALLATION:-Use all-specified fasteners;see General Notes. LZ4 -Z clips do not provide lateral stability. Do not walk on stiffeners or apply load until diaphragm is installed and nailed to stiffeners.CODES:See page 13 for Code Reference Key Chart.Motlel Dimensions Fastener1. s' Allewabie2 Code rsNo: Ga DownloW H B; TF s (Total). ad" Ref. r) Z2 20 25/6 1'/z 13/6 1% 4-10dx1Y2 465 170Z4 12 11/2 3Y 2% 13/4 2-16d 465 114,L5,F13Z28 28 25/,6- V/2 ' 1% 1% , 1Gdx1l2Z38 P8. 25/6 2'/2 1% 13/6 10dx1!/z' - 170 Z44 12 2'/2 31h 2':. `1% 4716d . 865. ' "< 114 L5.F13 i �'' Typical Z2 Installation 1.Z28 and Z38 do not have nail holes.Fastener quantity and type shall be per Designer. 2.Allowable loads have been increased 25%for roof loading(Z clips)with no further increase allowed;reduce where other loads govern. 3.24 loads apply with a nail into the top and a nail into the seat. 4.NAILS:16d=0.162'dia.x 3'/z'long,10dx1'/=0.148'dia.x 1'/2'long.See page 22-23 for other nail sizes and information. • , These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. Versatile angle gussets and heavy angles promote standardization Bolts Allowable. 1.Allowable loads have been and construction economy,and are compatible with Simpson Model Dimensions. (Total} Loads Cade increased 60%for wind or Stron -Tie®structural hardware. Ga earthquake loading with no g N0 Wt 1 Di D2 Z3 D4 Qty Dia Uplift 'Ff > Rei. further increase allowed;reduce FINISH:7 ga Models Galvanized;3 ga Models-Simpson Strong Tie® &W2 where other loads govern. gray paint. HL33 7 3'/ 21/2 1'/ - 2 - 2 '/2 910 1580 2.Use o.85 times table load for Hem Fir. OPTIONS:Gussets may be added to HL models when L>!S' HL35 7 3'/4 5 11/4 21/2 2 - 4 '/ 910 1580 3.Parts should be centered on (specify G after model number,as in HL46G). the face of the member to CODES:See e 13 for Code Reference Ke Chart. HL37 7 31/< 7Yz 1Y4 2'/2 2 - 6 '� s10 15ao which they are attached. page g y HL53.7 53/ 2'h 1'/ 2z 2'h 4'I . 910 1580 4.Wood members for the'T and'5'series must have a HL55 7 5314 5 1'/ 2'/z 2 2'/z 8 '/z 910 1580 minimum width and thickness HL57 7 53/4 7'1% 1'/2'% 2 2'h 12 'h 910 1580' of 3'/z for table loads to apply. ` O°6onal d a Fir 170 5.Woad members for the W and F A' cusses HL43 3 4'/ 3 1'h - 23/4 - 2 3/ 1555 1580 'T series must have a minimum t width and thickness of 5W HL46 3 4'/ 6 1'h 3 23/ - 4 3/4 1555 2025 for table loads to a ply. HL49 3 4'/ 9 1'/z 3 23/4 - 6 3/a 1555 2025 6.Parts must be use pairs. 7. Lag bolts of equal diameter HL73' 3 "T/4 3 1'/z 2% 3 4' 3/4 1555 2025; be a a (minimum uted 5* romachine bolts HL76 3 7/ 6 114 3 `2/4 3 8: /a 2115 3800' into beam with no reduction /\ HL79 3 T/4, '9 1'/z 3 23/4 3 12" 3/4, 2115,.3800 in load. HL53 HL55 Typical HL55 Installation t r r r r , , . L-Staggered nail pattern reduces the possibility for splitting. 4.- r LS-Field-adjustable 00 to 1350 angles. € I`� 0111Vc� The GA Gusset Angles'embossed bend section provides added strength. m MATERIAL: L-16 gauge;GA and LS-18 gauge L90 `S30 FINISH:Galvanized.Someproducts available in stainless steel or - �' ZMAX®coating;see Corrosion Information,page 14-15. L70 I u INSTALLATION: I L�0 � Q a -Use all specified fasteners;see General Notes. L50e Ls7�- 0 F QLf -LS-field skewable;bend one time only. U21A y -Joist must be constrained against rotation (for example, ,with solid blocking)when using a single L per connection. Lsso-Nail the L angle's wider leg into the joist to ensure table 4 loads and allow correct nailing. ! L90 LS GA1 CODES:See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection.Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details. o FF These products are approved for installation with the Strong-Drive SD Structural-Connector screw.See page 27 for more information. DF/SP,Allowable Lads'2,3 SPF/HFAllowable Loads 1.L angles-loads are for condition F1 or F2; o Model Cade LS angles-loads are for condition Ft only. L Fasteners Floor Snow Roof Floor Snow Roof 1- No. (160) (160) Ref. 2.GA1 and GA2 angles table loads are Ft-loads 100) (115) 125) (100) (115) (125) for F2 are 220 lbs.and 335 lbs.(100)and 280 lbs. o GA1 23/4 4-10d 185 185 185 185 160 160 160 160 and 415 lbs.(125),respectively. i GA2 3'/4 6-10d 335 385 415 450 290 335 335 335 114,F13 3.Roof loads are 125%of floor loads unless limited FEW 3: 4-10d " 220°' 240 240`.s"240 190 . 205 ""205 205. by other criteria. M L50 5' 6 10d 335 385 420" 445 290 " 335 360 385 4.Connectors are required on both sides to 114,L5,F13 achieve F2 loads in both directions. p L70 7 8-10d-, 445 510 555 565• 380 435 475 485 " 5.L angles may be installed with 10dx1'/2 nails M 190 9. 10-10d 555 640 695 740"• 480 550' 600 ' 640 and achieve full load. LS30 3% 6-10d 355 395 395 395 305 335 335 335 6.LS angles may be installed with 10dxl A2 nails at 0.81 x table load. LS50 43/a 8-10d 475 540 585 730 410 465 505 630 IP1,L5, 7.NAILS:16d=0.162°dia.x 3/ long,10d=0.148° LS70 63/6 10-10d 595 675 730 915 510 580 630 785 L18,F13 dia.x 3'long,10dx1'/2=0.148°dia.x 11/2 long. ® LS90 7% 12-10d 715 810 875 1040 615 695 755 895 See page 22-23 for other nail sizes and information. Load See Adjustable Direction Installation F from 0°to 135° Not Bend one time only. ' Typical - �� Shipped r "'" L511 � at 45° Typical :r' ; " Installation LS70 192 LS Top View Direction I Installation F2 Typical GA Installation REScheck Software Version 4.5.0 liance Certificate WarnincIt is a violation of the NYS Education Law Article 145 for any person, Com - unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. -- Project #31763_000 (job_S/N) 0� `=' '�. Energy Code: 2010 New York Energy Conservation 3 Sr/ Location: Suffolk County, New York ` `� 41t2 Construction Type: Single-family s t °` UJ �` Project Type: New Construction :{ Conditioned Floor Area: 2,126 ft2 Glazing Area 16% tib U Climate Zone: 4 (5750 HDD) ray S Permit Date: Permit Number: 5/21/14 Construction Site: Owner/Agent: Designer/Contractor: Customer: Watson Builder:Turn Key John Koehler 2200 Stillwater Ave Muncy Homes, Inc, Cutchogue, NY 11935 1567 Rt442E NY Muncy, PA 17756 570-546-8915 jkoehler@premier-builders.com Compliance: 8.9%Better Than Code Maximum UA: 418 Your UA: 381 The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Envelope Assemblies Gross Air e6 Glazing cavity Cont. Assemblly or or Door UA Perimeter Ceiling 1: Flat Ceiling or Scissor Truss 756 38.0 0.0 0.030 23 Comment: hip roof area Ceiling 2: Flat Ceiling or Scissor Truss 539 32.0 0.0 0.034 18 Comment: storage between kneewalls Ceiling 3: Flat Ceiling or Scissor Truss 520 51.0 0.0 0.025 13 Comment: storage outside kneewalls Ceiling 4: Flat Ceiling or Scissor Truss 186 38.0 0.0 0.030 6 Comment: single mod Ceiling 5: Flat Ceiling or Scissor Truss 147 38.0 0.0 0.030 4 Comment: single mod Wall 1: Wood Frame, 16" o.c. 1,885 21.0 0.0 0.057 85 Window:4-22 x 59 SL:Vinyl Frame, Double Pane with Low-E 36 0.300 11 Window: 5-30 x 37 SL:Vinyl Frame, Double Pane with Low-E 39 0,300 12 Window: 14-38 x 59 SL:Vinyl Frame, Double Pane with Low-E 218 0.300 65 Door: 1-64 x 80 2 Sidelites: Solid 38 0.230 9 Door: 1-36 x 80 Blank: Solid 22 0.160 3 Door: 1-72 x 80 Vinyl SGD SL: Glass 40 0.330 13 Wall 2: Wood Frame, 16" D.C. 240 13.0 0.0 0.082 18 Comment: bsmt Project Title: #31763_000 Oob_5/N) Report date: 05/15/14 Data filename: O:\Premier Data\REScheck 31000\31763.rck Page 1 of 2 �-Gross Area Cavity Cont. Glazing Door UA Perimeter U-Factor Door: 1-30.x 80 Blank: Solid 18 0.160 3 Comment: bsmt Floor 1: All-Wood joist/Truss, Over Unconditioned Space 1,753 19.0 0.0 0,047 82 Floor 2: All-Wood joist/Truss, Over Unconditioned Space 185 19.0 0.0 0.047 9 Floor 3: All-Wood joistfrruss, Over Unconditioned Space 147 19.0 0.0 0.047 7 Compliance Statement: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application.The proposed building has been designed to meet the 2010 New York Energy Conservation Construction Code requirements in REScheck Version 4.5.0 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Digitally signed by Gregory J.Hayes Gregory]. Hayes, EngineeringDate:2014.05.15 08:21:23-04'00' Name-Title Signature Date Project Notes: 1- Calcs reflect only that portion of the unit assembled in the factory &included in the REScheck. Should further living space be added or finished a new REScheck shall be completed by others. 2- For unconditioned basements &cape roofs spaces, the builder shall enclose basement & attic stairs. The walls surrounding the basement & attic stairs shall be insulated & protected with a vapor barrier. The bldr is responsible for supplying all materials. 3- In houses that have factory installed floor ductwork, the bldr shall be responsible to install the insulation floor insulation under the duct. 4-An IRC & IECC Air Barrier& Insulation Checklist is partially completed in plant &supplied to builder with final house packet for on-site completion by others. Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. j C f s N f' 5/21/14 Project Title: #31763_000 Oob_S/N) Report date: 05/15/14 Data filename: O:\Premier Data\REScheck 31000\31763.rck Page 2 of 2 2010 New York Energy Conservation Construction Code Energy Efficiency Certificate Insulation Rating' R-Value Wall 21.00 Floor 19.00 Ceiling / Roof 38.00 Ductwork (unconditioned spaces): Glass&D. . Window 0.30 0.34 Door 0.33 0.34 CoolingHeating& Heating System: Cooling System: Water Heater: ti Name: Date: Comments Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. Job Truss TrussTypa� 10ty 'ly 18MP212 6830.4- HM58.5819 HINGE MONO 1 Flat-26`-281=35/50 Jniversel-Forest Products lna„GrendRepldi,r4149525;Mik0paffen y.350eSep;272012Weklndustr(es,.lnc Thu Jun200&28262013. 2-6-10 .11.2:8 kpY 5 Alt: . Cantilever SMH18K _ Delalt 4. 101 ti0 i 0.1-121632.0 I 7(00.12 �� N �I 1.3•'4 Opt 0.140 'REACTIONS. cut off 2 i Max Horc 6=106(LC 9)1 498{LC9). MW-Upldtl-463(LC9)1;536(LC9) 0.10-.120pt. m d 0�4Mat'Grav7=5MC 16),.1=968(LC 17) ut-of{ i14 t I� ~ BfAH18D 0-3.0 Opt til Cut•a0 3°✓ 3x 211 3 H:. PFS APPROVED da= 9 W3 DATE 9/18/13 d 3.5x511 a 11 12- T. PFS CORPORATION 3x66 2x511 `5x711 o-t=1z o .a Bloomsburg, PA <I n �Z-4-14. i i t=2110 3.10-1 Plate Oftsels-0(.Y):'WG-4-12Edael :0=280.11-61,12:"-4 D-1-0 4:0-0.00.1.0 T:0-3150.0 1 8103i20-1- SPACING:2-0-0 SPACING:A-4.0 SPACING-1:0=0 CSI DEFL fp,Ooc). M0 Uri PLATES GRIP LOADING(psi), LOADING(psi) LOADING 0?4 Plates Increase, 1.15 TC 0:331 Ved(!_Q; -0.31 T-8 ?510: 240 MT20• 187/144 TOLL 2119 TOLL 40:4 TOLL 53:9 UJntlerincreass 1A5: BC 0-45 .Verl(iL), •0.57 74 ?276' 160 MT16HS 10144 (Gio6ndsnov0=35.0) (OroraidSnwr-52.5) (Oround'Srtovp70.0) RepStrasslrur YES. W9 0.79 Ha¢(TL) -0.00 7 ris' rda TCDL 7,0 TOM 10:5 TCDL 14.0 Coda IBC2003r1BC2.000 .(Matrk) Weight:.791b BOLL 0.0'' BOLL 0.0': BOLL 00IBC2009ffP12007 FT=0% BCDL 10- BDL 150 BCD 0 LUMBER BRACING TOP CHORD 2x8:SPFNoi2'Except' TOP CHORD SttucturalwoodsheathingdIre601apple8,or&.60ocpmllns;except4ndvedIdats.. IN T2f:2r(6 SPF 2106E 1.8E,T3:2i4 SPF No.2 BOT CHORD` Rigid celI ng Melly applied or 9•.5-9 oc bracIng BOT.CHORD 2x8 SP DSS WEBS 2x3 SOF Stud'Except' V3:2X 10 SP DSS p a.:tn,*hAM REACTIONS Ostia) 1=07M-4(min. �,7=56010-3 8-(ruin 0.1-8),6=01MectHrilca! dY Mat Hm1.496(LC9)s IOC(Lc:9) t3F rL1yISs, Jr 'Mai UpIft1-•325(L0% 7-:671(L61 Ma<Oravt=62t(LCi7)i 7=784(L'C 16) FORCES (Un)-Ma)drmmCorMiesslorlMemirrumTenikon 1�F. 1I1 •. � TOP CHORD 1-2=-448(5;2.3--696!167;3=10=-596166,4-10-2095,4-5=245181,5-6=-122189,7-9=4721490 ( FjFMAC! BOTCHORD 1=.13-37.41311;1314=-3241311,14=15=-324J3d1,815==32df3f 1,814=•38712a6,11-12 7.971286,7.12=•297/7.86 .: tll t/? WEBS .-M=-6171641,4-.97-462J573- REQUIRED -9=-5621573REQUIRED FIELD JOINT CONNECTIONS-Maxitimn,Compression(b)(Maximum Tension.ObVMaxir4mShear(b)IMaIrumMcmentOb-in7 h ."o � vGOV trQ' 5=1 5 918716 410,.9=55215737297/0. ,NOTES '4 ,.�SSIONAI t'. 1)'Daoo 0314Lengthx00.12deepdad0.'01.8and016810IeRedgeiromontha;bo(tomface.. 2)Wird:ASCE 7 05 120mph(d-second gusQ @241no-c:;TCDL=21psf BCDL=3.OJolid.tpst wit-.147mph @i.pn o.c.;TCDL=3.1psf BCDL 4:5ps;(AIL160 rvn � @121n o c„TCDL=42pg,,BCDL=6.Op4 h-30Ik_CaL I1;Exp C,enclosed,P1WFR8 Down e)gabte:endzone and C-C Exterio((2)zone;ca Elder left 2oi etposed;C-C for r am"and faces&M W FRS for reactions shown;Lumber DOL=1.60 plate grip DOLA.60 3)TCLL'.ASCE 7.05 Pg 35.O;psf(growdsnowy,Ps=26.9'psf(roofsnovh;Categoryll,Exp C.PartfatyExp.;:,Ct-1.1 4)Roof.dasfgn snow foad'has been reducedto.account forstope. 5)Unbalanced snwtloadshave been cous$Jered farthls design. E-signed byK9vin:Fteernan 6)Thls truss has been`desgln9d for basic load corrtii atirns.wtuch friclode cases Wdh reductions for mugol concurrent Ifis Wade, 7)A8OtesaretATAptatesuntessothenvlee indicated.8)See BEHIS df/drd 9jProyWcnsDETAILS mustbemadetopreventlateralmovementofhingedmembers)durlrrg,trarrsportatian. tfit r 10)AUacklemilrnbhiercorinklionsshaIbeprovided'byothers for forest asindicated 11)Thistruss has;bsen designedfor a'10.90bottomchordIt/eload nonconcurrentwith arry_MherWeloads. �1�� REGISTERED r •12)'ThIstrusshas been deslgnsdfore fine load cf 20.Opsf on the bodomchord fn ail areaswhere a rectangle 3-Go,tan try..2=0 0 widellffd between lhebolian 4' . chord and ant ctbrmembers,wtthBCDL=16:0pef. U PROFESSIONAL: 'r 13)Pra+ida Mechanfeat conoection(by others)oftrussto bearGngpfats capable of wlthsWndlrng 32514 upltYat JohIl and 576 lb upriftai Jalyd T 14)This truss has been designed In accordance x4h the 2009180 Section 2303.4:6,2009 IRO Secbon 802`10:2 16)In the LOADCASE(S)section,loads applied to the face oftheWssare noted;asfrontflgrhack(B).. KEViN R EMAN 16)This:tfuss has been designed in accordance vrlh the 2006180.Set 2303.4.2;2006 IRC.Sec 802:1 a2 l 7)'This tiuss has been designed to meet the 2003180 Section 2308.10.7.1;2003g.fRC R802;10.2 19)Take.precaution to keep the chords in pEme,arzy band ng or first ng of the frine plate riiusl.ba rep�red before the;bu0t6ng(spot Indo service.. I 9).The fidld-InsIalled rnerribers are an Integral pad of the truss design.Retain a design professional to specify ilhalfiWconnedtfons-and temporary Wpparts. AU field-installed members must be properlyfastened prior to applying any loading to the truss.Tfie designardkipalesthe fuiai.sdt posltion• 2(�Based on HM585811 21)Updated lumber K'•'�N S Y L.v'j�� �•4fiii.�d/d��� The professionalengheatITr�sea]indicate-sthatalfcen>ed professional has revleadthe.deivunder the stantlaidsrefereaedwAtdntUsdocunend, 612(i12D13 notnecessardy file curterd sl96`bulldhg code.The engI nsedrng seal is hotan`approvatto.use n a specocstata:The final daterminal oh:on whether " a truss design is acceptable under the.locaiy adopted building code lest wAh the butidrng'ogiclalor desgnated.appdrdee. WARNING -Verlf deSC n araineMarS and READ NOTES Unkeisal Forest Products,Ind.. 2801 EAST BELTU VE RD,NE y D p PHONE{616)-364.6161 FAX(616}365.6060 ORAND OAPIOS;1A149525 ThIs'building component has only been designed for the toads noted on this draviing, Construction and,lifting forces have not been considered.The:hu dderlsresponsible- fol Ii01ng methods and system design. BuRdOresponsdriAgesare defined irnderTPh.This design is based only upon paiametersshown and'lefoi an Individual build Ing component to'be Installed and loaded yergcaly-Appllcab0iy of design paramelefs.and proper Incorporation of component is responsibility ofbu8dkng dosIgnei•not truss designer.9raekig shown'ls for lateral supporfof.lndN(dual web members ortry.-Adddionad temporary bracing to Insure sialclity during construction is the resporlsibilly of the erector:Additional perrnsnentbracing of the overall.structure Is the responsibility of the budding:desijridr.Forgenaral guidance regarding fabrication,-quality control,storage,delivery,erection and bracingrconsuit8 .1;:06 from the Wood Truss Countli OfAmetica,and Truss Plate Institute R,ecommerndatron av;alat>te froniWTCA;6300 Enterprise IN,'Madisrin,,W153719 J.lsupportWltekSuppitemplafestufp.tpeQ c60yrlght2013 by:Unlversal Forest Products,Inc. Muncv Homes, Inc. 8/01/2013 1.2.7.a UNIVEMAL FMEST PRODUCTS:,INC. Job Trtm 68364 HM585819 SMP' T2 1'2 The professional engineering seat.indicates:that a licensed professional,has-reviewed the design under..the standards,M ferenced withln'ihls,docurnent,not necessarily 1hecurretit,st6tabuildin'g code.The engineering seat is not an apiifwdtause-b d6slghlin4spedfio state.06 final daterrWnatloh on ikhether.a truss des&is acceptable underthe locally,adopted building code rest with the b6ilding-official ordesignated appQintee., .0V, 1301V�— ,(V, IS 4,1:-� Viv 16 ,-S • MA- 4 f 0 N N�' X5510 . APPROVED DATE 9/18/13 PFS CORPORATION Bloomsburg, PA 2801 East BdIflinei'NE Grand Rapids,MI 49525=9736_(6,16);-304-61.61::rZAk (616)'365-0060 1U10pt C 0 Muncv Homes, Inc. 8120011i 3i: 1.2.7.b Job Truss rniss'T5 ay Py 18MP• 212 6$975 D130008 HiNGED COMMON 1 1 47-SINGLEBOX-14'-80/90 Jo Reference ce d do p Universal Forest Products Inc:;Grarld Rapids,1,11,19525,Peggy Beckett 7.330'a Feb.17 2012'Mi7ek Industries,Inc.Fri Jul 13 14;49:23 2012 Page I of:2 Thisprint reptacesprintlssued?!9112:Added can6leveFdeteil: 74.4 - - .6.10-8 b 130005='IBC 2012. M 0130006=IBC2001 ;2006,2009 r9 aY 2 11 T to IV 9 SldH18A APPROVED ,.' 1x4'11 J DATE 1026112 SMH18A ?. .2. _ PFS CORPORATION &o-m Urge PA . 6 , G 3x5.7 _ LI at 1 1= a xt r .9 8 2es'll "Sea page 2for eanGleverdetalts•• tie it 11-1.12` 2-04 9-105 1.6.7 r .13.1042 1 Plate ONsets_(X.Y): f1:03d.Edga1:'13:0-1-0:A4-01 j5:0-1-0;OL-0],16:0-2-12 0-0-121.17:0-1-14,Edge1'18:044 0.1-01 19;0-3-170-1-01 SPACING:2-U.` SPACING:14-0 SPACING:1-" SPACING 2;0.0 CSI DEFL in Uoc}: Well Lfdt PLATES: GRIP, LOADING(psi) LOADING(psl) LOADING{psf) plates Increase 1.15 TC 0.83 Vert(LL) dA8 8o9 >421 240 MT20 197/144 TCLL 462 TCLL 69:3, TCLL 92.4 Lumber Increase '1.15: BC' 0:� Vart(TL) -0.75 8=9 >216 180 MT18HS 0/ re 0 (Ground Snore-60.0) (Ground Show--90.0), (Ground Snow=12010) Rep Incr YES; WB 0.23' Horz(TL) -0.00 `1 We We TCDL. 7,0 TCDL '10.6. TOOL 14.0 Code 1BC2009/TP12007 (Matrix),. yvelght 614b BCLL 0;0 BCLL. 0;0 +BCLL 0;0" IBC2003/18CWDS FT=20% BCDL 0:0 BCDL 1510. BCDL 2010 LUAiBER BRACING TOP'CHORD 2x4'SPF No:2•Excepl• TOPCHORD Structural wood'sheathingdrectlyapplied or4-2-2 DoOrlins. (P) T3%2x4 SPF-165OF 1;5E BOTCHORD Rigid ceiringdirectty applied orb-0-9 ocbracing. BOTCHORD 2x8'SYPNo.2 WEBS 2x3':SPF Stud REACTIONS (Ib/see) 7=695/73-8(min:0-1-a),1=695103=8-(min:0-1.8) Max Horz 7=229(LC 8) Max Uplfl7--019(LC 10}1=7419(LC 9) Vi 0fi MaxGrav7 928(1.019) 1 930(LC18) FORCES'(Ib) Maximum Compression/Maximum Tension TOPCHORD '4-101=L474131415-'10 5017311 5-6-'629/307-67 140/143 1-7-091/188 2-3-&071329 311-5201329 4 11=-472/333 BOTCHORD 1-12=-1441410;j2-13=-I44141q,9=13=-1441410;B-9=-1441410;:8:15=-1441410,:1'4.15 •f44/410;.7=14=-1441410 4 F/�EE G WEBS 29=539141%,6,8=445/492' c) QlSAN rr1 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compressfdn(Ib)/MaximumTension(fb)/Maximum'Shear(@)/MaximumMoment(lb n) NO• � -I 4=3811334/31810 10 NOTES (17-21) 1)Dado:.O.3-14 length x 0-0.12'deep gado;04-0 to right edge from.joint 7 on the bottom face. 2)Dadc;03-14 length x P-042;deep dado,0-1.8 to left edge from joint 1 on tfle boltbm face, pN;L •r 3)Wind:ASCE 7-05;120mph @24in o•c,;:TCDL=1ApsF.BCDL=2.0psf,(Ali.147mph @16in o:c;;TCDL=2,1psf;BCDL=3;0psf);(Alt.150mph.@l2m o.c.;C TCDL=2 8psf;BCDL=4.Opst);h=301t;Cat:II;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C.Extenor(2)zone;cantilever(eft and right exposed C Clot members and forces&MWFRS for ieactfons show.Lumber DOL=1.60 plate grip DOL=1:33 7-/7-tea 4)TCLL:ASCE 7-05;Pg=60;O,psf(ground snow);Ps=48:2 Oil(roof snovr);Category.11;Exp C;Partially Exp:;01=1.1 5)Roof design snow,Ioad has been reduced toaccount for slope.. E-signed'by'Kevin Freeman. 6)Unbalanced.i6bwloads.hevebeencanslderedfor,this.design. 7)This truss has been designed for basic load combinattons,.which include cases with reductlons for multiple concurrent livejoads,. ��1►11111111tl, 9) See BEH18 DETAILS for plate placement.1plates are MT20'plait0s;unless ei ca(ed, ,,``����0�•(',pN C 10)Provisions must be madeto prevent lateral movement of hinged member(s)during transportat on; ,,t���(j•.•` �R •.• si�� r 11)All additional member connecliens shall provided by others for forges:as indicated: �.Q '� 4�•� i 12)TTils truss has been designed for i 10.0'psf bottom chord five toad nonconcurrenl with any other five.toads: �.���` �•�(j .13)*This truss hes'been designed rot a five load of 20:0psf on,the:bottom chord,in all ereaswhere a rectangle 35-0 tap by 2-0'-0 wide vrill fit behveen the '�. .. • bottom.chord and any:other members: 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 419,(b uplift at joint 7 and 419 Ib uplift at joint 1. 15)Thlsliuss has been designed in accordance with the 2009 IBC Section 2303:4.6,2009 iRC Section 802.10.2: 16)In the LOAD,CASE(S)section,bads applied to the face of the:truss are noted as front(F)or back(B):: ~ 1�/ 17)Thos Ihrss has been da ne-d in kcordancoNvifh the 200618C Sec 2303 4 2.2006IRC Se e0210.2 e�*^.. 10)This truss has been dasigced'to meet the 2003 IBCSactlon 2308.10.7j:20113 iRC R802 10 2 • t' 2 b5.Q;..,1WoQ 19}Take precaullwto keep the chofda m plane..Any bending or•tulstIng of the hinge plate must ba repaired before the building Is put into service: �j,(�s!.C�N 5. '•�1��,N 20}itshuwri yonstadi'ng d rths beps areen ntegral part of Ws daslgn;To.ensure'ptoper performance,ail f'ieid installed merhoers'must be installed prior'tapopi NA�` ;,t��,, 21).8ased on 0130004 Updata!'codes. The professional erigineenrig sealindicates that altcensed'professlonal hastovfewed tfie design under the standards referencedmithin this document; 7/13/2012 not necessarily the current state building code,The,englneering seat Is not an approval to use Ina specific stale.;The final determination on whether a ttuss.design IS,acceptable under the locally.adopted building code'rest with tfie building official or designated appointee; ,A,, WARNING 'Verify,design parameters and READ NOTES Universal Forest Products,Inc. 1801 EAST BELTLINERD,NE. PHONE(616)384-0161 FAX(616)-365-MO GRAND RAPIDS;M149525 This building component has only been designed for the loads noted on this drawing. Construction and fitting forces have not been considered.The btsk)erls responsible for fittingmethods and system design- Builder respoitsh)Eties are defined under TP11.This design is based.Drily upon,parameters shown,acid is for an individual building component to:be'installed.and,loaded:verticafy.Applicability of,design parameters.and proper incorporation'of componeniis responsibility of bui(dutg designer-not truss-designer.Bracing shown is for lateral support of individual wbb members only.Additional temporary bracing to insure stability durvtgconstruclion Is the responsibility of the erector.Additidnaf permanent bra cing`of the overall stricture is the responsibiRy,of the building designer.For general guidance regarding fabricatfoti,'quality control,storage,defivery,:erection and bracing,con'suk SCSI 1-061rom the Wood Truss Council of Ander ca and Truss'P.late institute Recommendation available from WTCA,WO Enterprise LN,Madison,Wt 53719 J:Is dekSu Ueim IatesXUf. e o `r ht 2012 Universal Forest Products;fisc. P upP�M Pp P P�'� Py 9 by: Muncv Homes, Inc. 10/5/2012 2.2.12.a Jab Truss. -_'sType Qty 'PM SMP'.,212. 63975 D130006 HINGED COMMON 1 1 47-SINGLE BOX-14'=60/.90 Job a erence bona Universal Forest Products tno:,Grand Rapids.M149625,:Peggy Beckelt 7.330 aFeb1720121fiUT%Mustdes;Inc.Fit.Jul:U314:49:23'2012-Page2of2 ALT,CANT LEVER DETAIL IeRside.on ALT,C (LEVER DETAIL{r(ghfside only} _ ill ri [ '0 X3.2-0Can6laver g I �.. 0 to 3-2-0 Can6(ever REACTIONS REACTIONS Max Horc9=229(LC 8) Max Horz7=229(LC t}) Max Upfdt1=330(1;C9);9=-628(LC 10) Max Uplift7=314(LC 10),9--666(LG9) MaxGrav1=823 LC'18 9=1 068LC`19 MaxGrav7=802(LC19),:9=if04(LC 18) ALT,CANTILEVER DETAIL(both sides) t m; r y�t`4 i�r1 ISI 7 s 5 # ie. s' t`�•i oS°5'`�� gF a t a REACTIONS Max Horz9=229(LC'8} Max Upfifi9=v32(LC 1(3),90=.588(LC 9) Max Gravg=987(LC`19),,10=1042(LC.18) -: APPROVED DATE 10/26/12 PFS CORPORATION Bloomsburg, PA The professionaFengineedrig seal indicates that a licensed professional has reviewed the design underthe standards referenced within this dowmen4 not necessarily the curreril.state building code.The,engineering seat Is not an approvalto.use in a;spedfic stats;Thermal determination on whether ,a truss destgn is acceptable:under'the,focalty adopted building code east with the building official ordesignated appointee, A WARNING -Verily design.parameters and:READ'NOTES Universal Forest Products,inc• 2801 EAST BELTLINE RD,NE_ PHONE(616)464.6161 FAX(616)365-0060 GRAND RAPIDS,MI 49525. This building component has only been designed for the bads noted on this drawing..Construction and iftingdorees have riot been considered,:The Wider is responsible for ffting methods and system design. Builder resporisbil5ties are defined under TPI(:This desigrris based.oniy upon Parameters shown;and is for an individual building component to be installed.and loadod vertically.App6catiMy of design parameters and proper Incorporation of component is responsibilityof.buildirig designee-not Muss designer.Bracirrgshown Is.for support of individual web inemtiers only.Additibnaftemporary bracing to insure statiifAy during conslriiclwn is line responsibitity of the erector.Additional permanent btactng..of the overalistructwe Is the responsibility of the building designer.For general guidance regarding fabrfcatbn'quafity conlrot,storage,delivery;erection andiiracing,consultBCS11-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison;'W 155719 J:ItukmrtWil4k$uppUemptateslufp.tpe&opyrght2012 by,Universal Forest Products,Inc.. Muncv Homes, Inc. 10/5/2012 2.2.12.b JOB PRE-31763 - Main House y, SHEET NO. 1 OF 44 David E. Billingsley, PE CALCULATED BY DJS DATE 5/14/2014 217 East Main Street•Middleburg,PA 17842 CHECKED BY DATE Phone(570)837-0577•FAX(570)837-0585 Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. Design Criteria !-r� �" , MPH 3-S" I >V®r" Location: 120mph Exp C or less S �' Building Description: 5/21/14 Residential One Story ModulaF WoodFrame.Construction Codes: 2010 New York Residential Code 2005 NDS ASCE 7-05 Building Importance Category: II Seismic Criteria Seismic Design Category (SDC) B Short period design spectral response acceleration (SDs) 0.32 Seismic Importance Factor 1:00 Basic Wind Speed Vasd = 120 mph (3 second gust) Exposure = C Wind Exposure Adjustment Factor= T:21 Wind Importance Factor 1::00,'': 1.0- Snow Load Ground Snow Load = 35 psf Snow Importance Factor 1.00' fi JOB PRE-31763 -Main House SHEET NO. 2 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Criteria Cont. uJLU 3 Floor'Diaphragm Aspect Ratio 08 Length of side (1-1)(house width) = 27.5 ft. , Length of side (1-2)(house length) = 66 ft. S 5/21/14 LZ & L, = 24: 1 < 3 :1 OK Max Mean Roof Height= 15 ft. Exposed Foundation Height= 1 ft. Roof Framing Span (Horizontal Projection) = 13.75 ft. Roof Framing Spacing = 16 in. o.c. Roof Overhang Length = 1 ft. Roof Slope 712" . Roof Diaphragm Aspect Ratio Length of side (Li)(width) Length of side (1-2)(length) = 66 ft. Roof/Ceiling Assembly Dead Load = 15 ` psf Roof Framing Type= Truss Truss ID# HM58581.9 & D130006 Mak .Uplift.at Marnage Wall 571 lbs per truss Max Uplift of Sidewall Wall; 419 lbs per truss JOB PRE-31763-Main House SHEET NO. 3 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE a Design Criteria Cont. 1st Story Loadbearing Wall Height= 8 ft. Wall Stud Specifications = 2x6 SPF#3 Wall Stud Spacing = 16 in. D.C. Shearwall Segment Aspect Ratio 1 st Story Shearwall Height 8= ft. OSB- PLY GYP 1st Story Minimum Shearwall Length = H /3.5 2 29 ft. H/ 1.5 5 33 ft. 1st Story Wall Length Available for Full Height Sheathing Bline 1 1.5.17 ft. Lline A 29.70 ft. Bline 2 10.50 ft. Lline B 41.08 ft. 1st Story Maximum Unrestrained Opening Height Hline—1 66 in. Hline_A 84 in. Hline 2 66 in. Hline B 84 in. LLI t q t 'k J 5/'21/14 JOB PRE-31763 - Main House SHEET NO. 4 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE ASCE 7-05 Uplift Connections Building Width = .27.5. '.: ft. Roof Framing Spacing = 16 :: in. o.c. Roof/Ceiling Assembly Dead Load = 15 psf Roof Span = 13.75'.ft. Amount of load to be subtracted per Story=. {[(Unit Width /2) x Floor/Roof Dead Load] +Wall Dead Load}x 0.6 _ { [(13:75 ft / 2) x 10 psf] + 60 plq x 0.6 77 plf 3 Sec Gust Wind Speed = —420-:. mph Vertical Design Wind Pressures See pages 13A thru 13C for pressure calcs. Windward Uplift Pressure= :2.5.1:7--,psf Leeward Uplift Pressure= 25 17'`psf Overhang Wind Uplift Pressure = ,3&.4.9,:psf Roof to 1st Story Wall Connection Load = 21.2s.': plf 6V NPt�p ,yf x t � Vil-'N 5/21/14 1st Story Wall to Foundation Connection Load = 212 Of 77 plf= 1'34. plf JOB PRE-31763 -Main House « SHEET NO. 5 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Uplift Connections (cont'd) Main Building Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the,required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Roof Truss to Wall Stud Connection Connector Simpson Strong-Tie MTS18 Fastener: (6) 0:.148inx1:5in'nails>each end Allowable Load = 737 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 212: plf 42: in. 32'. in. yr 5/21/14 JOB PRE-31763-Main House SHEET NO. 6 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Uplift Connections (cont'd) 1 st Story Wall Stud to Floor Band Connection Connector 7/16":OSB/PLY>overlap:floor riri foist.6". Fastener: 0.131 in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value = 96 lbs per fastener Use 2 rows of fasteners along bottom edge of panel -stagger spacing between rows Req'd Uplift Required Load Spacing line_A 337 . ;plf 6 in, o.c. line_B 206 ..plf 6 in. o.c. line 1 228 plf 6 in. o.c. line_2 :02.; plf 6 in. o.c. 7 ly � F c 5 1•K E �ft. 5/21/14 , JOB PRE-31763- Main House SHEET NO. 7 OF 44 ~ CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Uplift Connections (cont'd) Design 1st Story Module to Sill Plate Connection Assume Typical 1st Story Module to Sill Plate Connection made with Connector 7/16" OSB/PLY oyerlapaill plate 1 5" Fastener: 0.131 in x 2-1/2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value= 96 lbs per fastener Use 1 row of fasteners along bottom edge of panel 'Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing line_A 337 '?plf 3 in. D.C. line_B 206 plf 5 in. o.c. line_1 228. :;plf 5 in. o.c. line_2 0 plf 3 in. o.c. " 6, agg s }} i 7 � a 5/21/14 JOB PRE-31763-Main House SHEET NO. 8 - OF 44 • CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Per Section 11.1.7 of 2005 NDS Single Shear Staple Capacity w/min. 1" penetration "Other Dowel-Type Fasteners" D = ....0;063;in Diameter is = 0.438 in Side member thickness ....................... Fyb = 1 E+05 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2 2 Reduction Term-See Table 11.3.1 B Ss = OSB/PLY Side member species Re = 779..= Fem/Fes Ms = SPF Main member species Rt = 2:2.8...6: = IM/Is SG = 16 Staple Gage Im 1 in main member dowel bearing length CD = 1:6 Load Duration Factor IS 0 438 in side member dowel bearing length __._. Fem= 3350 psi main member dowel bearing strength Fes = 4300 psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple=2 Legs x Zmin Mode Shear Zstaple= 404-t-: lbs Im Zlm= D X Im x Fem X CD = 15.3.5:: lb Rd IS ZIs= D X IS X Fes x CD = "86 2 Ib Rd ZII= ki X D x Is x Fes X CD ' = 54 5 Ib ,1�_ Y Rd t IQ a `s III ZIllm— k2 xDxlm xem D F X C = 5,63 lb m — _ (1+2Re)X Rd `,2 Ills Zflls= k3 x D x IS x Fem X CD = 3.6 Ib (2+Re)X Rd 5/21/14 IV ZIv= D2 x 2 x Fem x Fyb (112) _ --2G.2. Ib Rd 3 X(1 +Re) _ Minimum Shear, Zmin = "20 2 Ib Notes: K� _ [Re+ (2Rez x(1+Rt+Rtz))+ (Rtz x Re3)1(vz)_[Rex(1+Rt)l = 0.- (1+Re) K2 = -1 + (2 x(1±Re)) + 2F b x(1+2Re)x Dz (112) = 09 3Fem x Imz K3 = -1 + (2 x(1+Re)) + 2F b x(2+Re) x D2 (1/2) Re 3Fem X 1se JOB PRE-31763- Main House SHEET NO. 8A OF 44 y CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Per Section 11.1.7 of 2005 NDS Single Shear Staple Capacity wl Metal Side Member w/min. 1" penetration "Other Dowel-Type Fasteners" D0:063' in Diameter is = 0.036 in Side member thickness Fyb = 1 E+05 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term-See Table 11.3.18 Ss = 20GA Steel Side'member species Re = 0'054 = Fem/Fes Ms = SPF Main member species Rt !27.78!!,-= Im/Is SG = 16 Staple Gage Im 1 in main member dowel bearing length "Cp = 1.6 Load Duration Factor Is 0;;036? in side member dowel bearing length Fem= 3350 psi main member dowel bearing strength Fes = 61850 psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield.Limit Equations: Zstaple=2 Legs x Zmin Mode ShearZstaple= 52 5 :Ibs :::.. Im Zim= D X Im X Fem x CD = 153 5 Ib Rd Is Zjs= D x Is x Fes X CD = L02 0v Ib Rd II Zii= kj x D X Is x Fes X CD = 62 8 Ib Rd s ;t s4 08ts*25v Il lm Zmm= k2 x D x Im x Fem X CD = 66 7 Ib (I+2R,,)X Rd _......_....._._...... 5/21/14 Ills Zills= k3 x D x 1s x Fem x CD = 31 8 Ib .......... ..___ .. ... (2+Re)x Rd IV Ziv= D2 . X 2 x Fem x Fyb (vz> = 26 3 Ib Rd 3 X(1 + Re) Minimum Shear, Zmn = 26 3, ;. Ib Notes: K, _ [Re+ (2Re2 X(1+Rt+Rt2)) +(Rtz X Re3)](112)_[Re X(1+Rt)] (1+Re) K2 = -1 + (2 x(1+R.)) + 2F b x(1'+2Re)x D2 (112) 3Fem X, 2 . K3 = -1 + (2 X(1±Re)) + 2F b x(2+Re)x D2 (vz) Re 3Fem x Ise JOB PRE-31763 - Main House SHEET NO, 9 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap = 0.0598 in Strength of Steel = 36 ksi Strength Reduction Factor= 0.6 Width of Steel Strap= 1.5 in Thickness of fastener= 0.1310 in Capacity of Strap=Thicknes x(Width of Strap-Width of fastener) x Strength of Steel x Strength Reduction Factor= Capacity of Strap 1768 ''Ib 0.131"x2.5" Nail Capacity Shear Z= 83 Ib NDS Table 11 P Load Duration Factor= 1.6 for wind Adjusted Fastener Capacity= 132.8 lb 15 Required Quantity of Fasteners to achieve max capacity of strap = �; ' °z �-Lds QTY= ., 14 nails each end of each strap f �P 5/21/14 JOB PRE-31763 - Main House SHEET NO. 9A OF 44 V CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE 20GA Strap Capacity Thickness of Strap = 0.0359 in Strength of Steel = 36 ksi Strength Reduction Factor= 0.6 Width of Steel Strap= 1.25 in Thickness of fastener= 0.1310 in Capacity of Strap =Thicknes x (Width of Strap-Width of fastener) x Strength of Steel x Strength Reduction Factor= Capacity of Strap = 8677;Ib 0.131"x2.5" Nail Capacity Shear Z= 81 Ib NDS Table 11 P Load Duration Factor= 1.6 for wind1 a �, ` vim .. Adjusted Fastener Capacity= 129.6.. lb Required Quantity of Fasteners to achieve max capacity of strap QTY= 7 nails each end of each strap 5/21/14 JOB PRE-31763 - Main.House SHEET NO. 10 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Loads Truss-ID# HM58581:9 Max Uplift at Marriage Wall = 571.: lbs Unit Uplift Load = 428 plf = Roof to Wall Connection Load = 428 r)If 3{ftJrtJ r =: } 5/21/14 Wall to Girder Connection Load428 plf .9.-:.:* Of= .`369 plf *Connection loads less than 0 do not require uplift connectors Amount of load to be subtracted per Story= [(Unit Width/2)x Floor/Roof Dead Load] +Wall Dead Load 375': `ft / 2) x 10 psf] + 30 plf} x 0.6 '.-5. 91':,plf JOB PRE-31763•-Main House SHEET NO. 11 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Uplift Connections (cont'd) :Marriage Wall Connection Design Roof to Wall Stud Connection Connector Simpson.Strong-Tie LSTA12 Fastener (10) 0 148"x2 5" nails (5 each end of'strap)` Allowable Load = 795' Ib Req'd Uplift Req'd Provided Load Spacing Spacing 428 plf 22 in. 16 in. 3ILLjjf b CO 3' T -5 Lu 1l - 'ti�t� � 'Ira 5/21/14 JOB PRE-31763 - Main House SHEET NO. 11A OF 44 r CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design IX up 01 P� cP 5/21/14 JOB PRE-31763- Main House SHEET NO. 1 1 B OF 44 • CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design x-OF rtA._ w,.z 1st Story Wall Stud to Floor Girder Connection 5/21/14 Connector: Simpsori Strong-Tie.LSTA12 Fastener: (10) 0.,148"x2:5" nails . (5 each end.of strap) Allowable Load = 795 Ib for SPF Req'd Uplift Req'd Provided Load Spacing Spacing 369' '.plf 26 in. T6 in. Floor Girder to Foundation Connection Req'd Uplift Load 36.9plf per box JOB PRE-31763 - Main House SHEET NO. 12 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Uplift Connections (cont'd) Check Tensile Strength of Studs to Transfer Uplift Loads '2x6 SPF#3'. Nominal Tensile Stress Ft= 250 psi ANSI /AF&PA NDS Table 4A Load Duration Factor CD= 1.6.": _ ANSI /AF&PA NDS Table 2.3.2 Size Factor CF= 1'.3 ANSI /AF&PA NDS Table 4A Allowable Tensile Stress Ft = Ft CD CF= : 520 psi ANSI /AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 int Allowable Tensile Load Pt = Ft A= 429.0 Ib > 283 " Ib OK. fB3 4 3 4 i 7 .y. LL. 5/21/14 JOB PRE-31763 -Main House SHEET NO. 13 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shear Connections- MWFRS Roof Pitch = -7:112,;, Roof Height `9 021`, ft Roof Span = 13 75 sft. 3 Sec Gust Wind Speed = 1:20 mph Wind Exposure= C Max Wall Height= 8 ft... Wind Importance Factor :1.0&' End Zone Length 6 00 'ft Building Length 66 ft . ..... ............... Floor/Ceiling Depth = 1 ft Horizontal Design Wind Pressures Enter 10psf as minimum value or if value is less than zero Wall Pressure Perp to Ridge = .21:77' psf See Page 13A& 13B for pressure calcs. Roof Pressure Perp to Ridge= 18 38 psf Wall Pressure Parallel to Ridge= �23 7,7 psf Roof Pressure Parallel to Ridge= 25 17_ psf A r 1 �'� t L 5/21/14 Perpendicular to Ridge Roof Diaphragm Load (Roof Hor. Press. Perp. x Roof Height) + (Wall Hor. Press. Perp. x Wall Height/2) Roof Diaphragm Load plf Floor Diaphragm Load [Wall Hor. Press. Perp. x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load = 214 plf Parallel to Ridge Roof Diaphragm Load (Roof Hor. Press. Par. x Roof Height) + (Wall Hor. Press. Par. x Wall Height/2) Roof Diaphragm Load = 322 ` plf Floor Diaphragm.Load [Wall Hor. Press. Par. x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load 214 ' plf JOB PRE-31763 - Main House . SHEET NO. 13A OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shear Connections- MWFRS Roof Pitch = 7:12;:. Roof Height= 9.021 ft Roof Span 3 Sec Gust Wind Speed, V= 12V mph Wind Exposure= C Max Wall Height= 8 ft Wind Imp. Factor, 1 = -...:1.00 ` End Zone Length = 6.00 ft Building Length, L = 66, ft Floor/Ceiling Depth = 1 ft Mean Roof Height, h = 1.5ft Building Width, B = 27.5 ft qz= 0.00256KzKztKdV21 KZ= 0.85 Per Table 27.3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2. ) Kn= 1 Kd= . ..0.85, Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. 15 N qZ= 26.63'''psf X, ... a P = gGCP-qj(GCPi) G - 0 85 for rigid structures Perpendicular to the Ridge CPww ..:.0.1.81Windward Wall Exterior Pressure Coefficient 5/21/14 CP1W= 0.25::; Leeward Wall Exterior Pressure Coefficient CPWr_ -0.20, Windward Roof Exterior Pressure Coefficient Cp1r- =0 60 0:6; Leeward Roof Exterior Pressure Coefficient Parallel to the Ridge CPww= 0.8 Windward Wall Exterior Pressure Coefficient CPiw= 0.25`; Leeward Wall Exterior Pressure Coefficient CPWr_ =0 90 : 0.18 Windward Roof Exterior Pressure Coefficient Cp1r 70-9G-.: 0:118 Leeward Roof Exterior Pressure Coefficient, GCP;= 0 18 0.`:18 JOB PRE-31763 -Main House SHEET NO. 13B OF 44 r P CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shear Connection; 5/21/14 - Roof Pitch = 7:12' Roof Height= 9:02.1."ft Roof Span A3'.75-.ft. 3 Sec Gust Wind Speed, V= 1:20: mph Wind Exposure = C Max Wall Height= 8 ft Wind Imp. Factor, 1 = 1-00. End Zone Length 6.00.. ft Building Length, L= 66 ft Floor/Ceiling Depth = 1:1 .: ft Mean Roof Height, h = 15 ft Building Width, B = 27.5.1'..ft qZ= 26.63 psf G = 0.85 : for rigid structures P = gGCp-gi(GCpi) MWFRS-Wind Perpendicular to Ridge Walls Windward P = ( 26.63 psf x 0.85 x 0.8 ) - 26.63 psf x 0.18 ) = 13.3 psf P = ( 26.63 Psf x 0.85 x 0.8 ) - 26.63 psf x -0.18 ) = 22.9 psf Leeward P = ( 26.63 Psf x 0.85 x -0.25 ) - 26.63 psf x 0.18 ) _ ,10.5 psf P = ( 26.63 Psf x 0.85 x -0.25 ) - 26.63 Psf x -0.18 ) _ -0.9 psf Roof Windward P = ( 26.63 Psf x 0.85 x -0.20 ) - 26.63 psf x 0.18 ) _ -9.4 psf P = ( 26.63 psf x 0.85 x -0.202 ) - 26.63 psf x -0.18 ) = 0.2 psf Leeward P = ( 26.63 Psf x 0.85 x -0.60 ) - 26.63 psf x 0.18 ) _ -18.4 psf P = ( 26.63 Psf x 0.85 x -0.60 ) - 26.63 Psf x -0.18 ) _ -8.8 psf Overhang Pressure P - gGCpwindwardroof+ gGCpwindwardwall P =.( 26.63 Psf x 0.85 x 0.80 ) - ( 26.63 psf x 0.85 x -0.20 ) = 22.7 psf JOB PRE-31763 - Main House • E x i` ` .� SHEET NO. 13C OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE %4 S Shear Connection 5/21/14 Roof Pitch = 7 12 Roof Height= . 9.021 ft Roof Span = 13:75 3 Sec Gust Wind Speed, V= 120 mph Wind Exposure = C Wind Exposure Adjustment Factor Max Wall Height= 8 ft Wind Imp. Factor' I = 1 00 End Zone Length = 6 00 ft Building Length, L= 66:, ft Floor/Ceiling Depth = 1 ft Mean Roof Height, h = 15. ft Building Width, B = 27.:5 ft qZ= 26.63:;.;psf G = 0 85 for rigid structures P = gGCp-gl(GCpi) MWFRS-Wind Parallel to Ridge Walls Windward P = ( 26.63 Psf x 0.85 x 0.8 ) - 26.63 psf x 0.18 ) = 13.3 psf P = ( 26.63 Psf x 0.85 x 0.8 ) - 26.63 Psf x -0.18 ) = 22.9 psf Leeward P = ( 26.63 Psf x 0.85 x -0.25 ) - 26.63 Psf x 0.18 ) _ -10.5 psf P = ( 26.63 Psf x 0.85 x -0.25 ) - 26.63 psf x -0.18 ) _ -0.9 psf Roof Windward P = ( 26.63- Psf x 0.85 x- -0.90 ) - , 26.63 psf x 0.18 ) _ -25.2 psf P = ( 26.63 psf x 0.85 x -0.90 ) - 26.63 Psf x -0.18 ) _ -15.6 psf Leeward P = ( 26.63 psf x 0.85 x -0.90 ) - 26.63 Psf x 0.18 ) _ -25.2 psf P = ( 26.63 Psf x 0.85 x -0.90 ) - 26.63 Psf x -0.18 ) _ -15.6 psf Overhang Pressure p =gGCpwindwardroof+ gGCpwindwardwall P = ( 26.63 Psf x 0.85 x 0.80 ) - ( 26.63 Psf x 0.85 x -0.90 ) = 38.5 psf JOB PRE-31763 -Main House SHEET NO. 13D OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shear Connections -C&C Roof Pitch = 7 1`2 ;; Roof Height= 917012i ft Roof Span A13 75 3 Sec Gust Wind Speed, V= 1:20 mph Wind Exposure = C Max Wall_Height 8 ft Wind Imp. Factor, I 1 00 End Zone Length = 6 00 .'ft Building Length, L= 664 ft Floor/Ceiling Depth = 1 ft Mean Roof Height, h = 15:'. ,ft Building Width, B = 27:5 ft qz= 0.00256KzKztKdV21 KZ= 0.85 Per Table 30.3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2. ) K, - 1 A.- .0 Kd= 0 85 Per Table 26.6-1 from 7-10 and per table 64 from 7-05. qZ 26:63 psf01T SN ` opa p = gGCp-qi(GCpi) G = G.85..: .{ for rigid structures 5/21/14 Walls Per Figure 30.6-1 7-10 and per Figure 6-17 7-05 Cp4+ 1 00 Zone 4 Positive CP4_ 1 10 Zone 4 Negative CPS+ 1 00 Zone 5 Positive CP5_ 9 39 Zone 5 Negative Roof Per F.igure30.4-2A,B&C 7-10 and per Figure 6-11B,C&D 7-05 Cps+ 0 87 f Zone 1 Positive CProh+= 0 87i!,; Zone 1 OH Positive CPQ_ -0 94 Zone 1' Negative CP1oh = 0 94'` Zone 1 OH Negative CP2+ 0:87 Zone 2 Positive CPZoh+= 0'.87' s- Zone 2 OH Positive CPZ_ 1 14 Zone 2 Negative CPZoh_= 1 94.` Zone 2 OH Negative Cp3+ 0 87 Zone 3-Positive CP3oh+_ 0 87-1- Zone 3 OH Positive Cp3, 1 14 Zone 3 Negative CP3oh_ 1 94,' Zone 3 OH Negative GCP; 0 18 0._18 j JOB PRE-31763 -Main House SHEET NO. 13E OF 44 CALCULATED BY' DJS DATE 5/14/2014 S LU CHECKED BY DATE t op y fiy S Shear Connectior 5/21/14 Roof Pitch = 7:;4.2; Roof Height= ` 9 02.1 ft Roof Span = 13.75.; ft. 3 Sec Gust Wind Speed, V= ...120'..' mph Wind Exposure = C Max Wall Height= 8 ft Wind Imp. Factor, I = : 1:.00 End Zone Length - 6 00 ft Building Length, L - 66 ft Floor/Ceiling Depth = 1 ft Mean Roof Height, h = 15`" ft Building Width, B = 27..5;, ft qZ= 26.63psf G = 0 85 for rigid structures P = gGCP-qi(GCPi) Walls Zone 4 P = ( 26.63 Psf x 0.85 x 1.00 ) - 26.63 psf x 0.18 ) = 17.7 psf P = ( 26.63 Psf x 0.85 x 1.00 ) - 26.63 Psf x -0.18 ) = 27.3 psf P = ( 26.63 Psf x 0.85 x -1.10 ) - 26.63 Psf x 0.18 ) _ -29.6 psf P = ( 26.63 Psf x 0.85 x -1.10 ) - 26.63 psf x -0.18 ) _ -20.0 psf Zone 5 P = ( 26.63 psf x 0.85 x 1.00 ) - 26.63 Psf x 0.18 ) = 17.7 psf P = ( 26.63 Psf x 0.85 x 1.00 ) - 26.63 Psf x -0.18 ) = 27.3 psf P = ( 26.63 Psf x 0.85 x -1.39 ) - 26.63 Psf x 0.18 ) _ -36.3 psf P = ( 26.63 Psf x 0.85 x -1.39 ) - 26.63 Psf x -0.18 ) _ -26.7 psf Roof Zone 1 P = ( 26.63 Psf x 0.85 x 0.87 ) - 26.63 Psf x 0.18 ) = 14.9 psf P = ( 26.63 Psf x 0.85 x 0.87 ) - 26.63 Psf x -0.18 ) = 24.4 psf P = ( 26.63 Psf x 0.85 x -0.94 ) - 26.63 psf x 0.18 ) _ -26.0 psf P = ( 26.63 Psf x 0.85 x -0.94 ) - 26.63 Psf x -0.18 ) _ -16.4 psf Zone 2 P = ( 26.63 psf x 0.85 x 0.87 ) - 26.63 Psf x 0.18 ) = 14.9 psf P = ( 26.63 Psf x 0.85 x 0.87 ) - 26.63 psf x -0.18 ) = 24.4 psf P = ( 26.63 Psf x 0.85 x -1.14 ) - 26.63 Psf x 0.18 ) _ -30.5 psf P = ( 26.63 Psf x 0.8.5 x -1.14 ) - 26.63 Psf x -0.18 ) _ -20.9 psf Zone 3 P = ( 26.63 Psf x 0.85 x 0.87 ) - 26.63 Psf x 0.18 ) = 14.9 psf P = ( 26.63 psf x 0.85 x 0.87 ) - 26.63 Psf x -0.18 ) = 24.4 psf P = ( 26.63 psf x 0.85 x -1.14 ) - 26.63 Psf x 0.18 ) _ -30.5 psf p = ( 26.63 psf x 0.85 x -1.14 ) - 26.63 psf x -0.18 ) _ -20.9 psf JOB PRE-31763 -Main House SHEET NO. 13F OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shear Connections -C&C Roof Pitch = 7:12 .. Roof Height= 9.021 ft Roof Span 3 Sec Gust Wind Speed, V ::-.1.20z mph Wind Exposure = C Max Wall Height= 8 !ft Wind Imp. Factor, I = 1.00 End Zone Length = 6 00 'ft Building Length, L= 66, ;ft Floor/Ceiling Depth = 1 ft Mean Roof Height, h = . 15;,. ft Building Width, B = .27.5. ft qZ= 26.63. psf G 0 85. for rigid structures P = 9GCP-qj(GCP) 51711 t h ' ter. r. r:z t� r ..- �\, 5/21/14 Roof OH Zone 1 OH P = ( 26.63 Psf x 0.85 x 0.87 ) - 26.63 Psf x 0.18 ) = 14.9 psf P = ( 26.63 Psf x 0.85 x 0.87 ) - 26.63 Psf x -0.18 ) = 24.4 psf P = ( 26.63 Psf x 0.85 x -0.94 ) - 26.63 Psf x 0.18 ) _ -26.0 psf P = ( 26.63 Psf x 0.85 x -0.94 ) - 26.63 Psf x -0.18 ) _ -16.4 psf Zone 2 OH P = ( 26.63 Psf x 0.85 x 0.87 ) - 26.63 psf x 0.18 ) = 14.9 psf P = ( 26.63 psf x 0.85 x 0.87 ) - 26.63 psf x -0.18 ) = 24.4 psf P = ( 26.63 Psf x 0.85 x -1.94 ) - 26:63 psf X 0.18 ) _ -48.6 psf P = ( 26.63 psf x 0.85 x -1.94 ) - 26.63 psf x -0.18 ) _ -39.0 psf Zone 3 OH - P = ( 26.63 psf x 0.85 x 0.87 ) - 26.63 psf x 0.18 ) = 14.9 psf P = ( 26.63 psf x 0.85 x 0.87 ) - 26.63 Psf-x -0.18 ) = 24.4 psf P = ( 26.63 Psf x 0.85 x. -1.94 ) - 26.63 psf x 0.18 ) _ -48.6 psf p = ( 26.63 psf x 0.85 x -1.94 ) - 26.63 psf x -0.18 ) _ -39.0 psf JOB PRE-31763 - Main House SHEET NO. 14 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shear Connections -Wind (cont'd) Reference Sheet 13 for wroof&wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge Wind Parallel to Ridge Wroof 261 pIf Wroof 322 plf Wfloor- 214 .'plf Wfloor 214 plf L 66 ft. B = 27`5 .ft. Vroof—wroof x L 1721T,Ib Vroof—Wroof x B 10630 Ib Vfloor—Wfloor x L 14120 Ib Vfloor=wfloor x B 5883 : Ib Shear Tranfer Connection Capacity Requirements vroof=Vroof/2/ B = 313 plf vroof=Vroof/2/ L= 8-T plf vfloorl =Vroof+Vfloorl /2/B = 570 plf vfloor1 =Vroof+Vfloor/2/ L= 125 plf s <; A q} y iC0 5/21/14 . JOB PRE-31763-Main House SHEET NO. 15 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shear Connections -Seismic(confd) ASCE 7-05 Total Shear Capacity Requirements-Seismic Seismic Design Category Weights: Factors: Wroof= 29040;:Ib R= 61.5 Table 12.14-1 Wswall 7920 Ib Fa Section 12.14.8.1 Wewall 3300 Ib F= 1 Section 12.14.8.1 Wgable 1.650 Ib SDs— 0132...;°Secction 11.4.1 Wfloor= 18150Ib I = 1.00 Seismic Importance Factor Wtotal= 60060'.lb rG Seismic Base Shear, V: Section 12.14.8.1 V= F x SDs x Wtotal x 1 = 2957Ib R Vertical Distribution, Fx: Section 12.14.8.2 5/21/14 F,, = w), x V Wtotal Fx.roof 1430 Ib Floor Diaphragm Load = 2957 Ib Fx.floor1 = 2957 Ib Diaphragm Unit Shear Capacity Requirements B= 27.5:: ft. L=..:: 66..: ft. Perpendicular to Ridge Wind Parallel to Ridge vroof= Fx.roof/2/B= 26, plf vroof=Fx.roof/2/L= 1 pIf 1st floor down from roof vfloor1 = Fx.floor1 /2/B= 54. plf- vfloor1 = Fx.floor1 /2/L=. 22` pIf JOB PRE-31763 -Main House SHEET NO. 16 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shear Connections (cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 1st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 1 1'5AT1 ft. %line 1= 55 Bline_2 40-50'. ft. %line_2 = 38: Shearwall Unit Shear Capacity Vwall line 1=Vroof/2 Bline 1 Vwall line 10 0 . 0 0 4696 Ib / 2 x 15 17::ft.) Vwall line 1= 155 plf ;Wind Controls; Vwall line—2=Vroof/2 Bline 2 Vwall line_2 = :0, 0 al 521.7 lb /(2 x 10.50.'ft.) Vwall line 2= 248 ' Of Wind;Controls Shear Parallel to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Lline A'.2.9.70 -ft. %line 45 Lline B 41:08 ft. %line E,7 62 Shearwall Unit Shear Capacity Vwall line—A=Vroof/2 Bline A Vwall line A= 0 0 : 0 10630Ib /(2 x 29.70. ft.) Vwall line A= 179 plf :Wind.Controls. . Vwall line—B =Vroof/2 Bline B Vwall line_B 0 ' . 0 10630''Ib /(2 x 41 08 ft.) Vwall line B = 129 plf Wind Controls., r. i 5/21/14 JOB PRE-31763- Main House ° SHEET NO. 16A OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shear Connections (cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 3 16,17ft. %line 3= 59 ._ Bline 4 11:42`ft. %line 4 = 42 Shearwall Unit Shear Capacity Vwall line 3=Vroof/2 Bline—3 Vwall line 3= 0 ' 012522::lb /(2 X 16.17' ft.) Vwall line 3= 387 plf Wind Controls' Vwall line—4=Vroof/ 2 Bline—4 Vwall line_4 = 0 0 :0 12000, Ib /(2x 11 '4,2. ft.) Vwall line 4= 525: plf "Wind Controls L s�� F 7t �± d ��•`.l�`' �+�f7 c.itis f,+' �" 5/21/14 JOB PRE-31763 - Main House SHEET NO. 17 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE .Shear Connections (cont'd) 'uj� 3 Shear Capacity of 1 st Story Perforated Shearwall Assembly 5/21/14 Percent Full Height Sheathing Wind Perpendicular to Ridge %line_1 55 %line 38 Wind Parallel to Ridge %line_f 45 %line E 62 Maximum Unrestrained Opening Height 1 st Story Wall Height- 8 ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1 66 in. Hline A 84 in. Hline_2 _ 66 in. Hline B., 84 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline_1: ..0.6.8Fline_A 0.53': Fline 2 0.61 Fline B Q.63 JOB PRE-31763 -Main House SHEET NO. 18 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G 1 st Story Wall - line_1 PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 6" o.c. panel edge & 12" O.C. field nailing (exterior) Tabulated Value = 239 plf vs= 1.40 (Tab. Value) = 334. plf Vs = 0 plf Shear Capacity of Shearwall Assembly vs = 334 " Of + 0. Of = 334. plf > 155 plf OK 1st Story Wall - line_2 SEGMENTED 7/16" OSB w/0.131"x2.5" nails @ 6" o.c. panel edge &.12" D.C. field nailing (exterior) Tabulated Value = 239 plf vs = 1.40 (Tab. Value) = 334 plf Vs = 0 plf Shear Capacity of Shearwall Assembly VS = 334 Of + 0Of = 334 °plf > 248 plf OK 1 st Story Wall - line_A PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 4" o.c. panel edge & 12"o.c. field nailing (exterior) Tabulated Value= 349 plf vs= 1.40 (Tab. Value) _ .-488: Of Vs = 0 plf Shear Capacity of Shearwall Assembly vs = 488. pIf + 0 . plf = 488:`_plf > 179 plf OK 1 st Story Wall - line_B PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 6" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value= 239 plf v — 1.40 (Tab. Value) = 334 plf Vs = 0 plf 141 Shear Capacity of Shearwall Assembly Y vs — 334 . plf + .0 plf = 334 plf > .129 plf OK C IS Ott JOB PRE-31763 -Main House SHEET NO. 18A OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G = 0;42. 1 st Story Wall - line_3 SEGMENTED 7/16" OSB w/ 0.131"x2.5" nails @ 4" o.c. panel edge & 12" o.c. field nailing (exterior) Tabulated Value= 349 plf vs= 1.40 (Tab. Value) _ ':488 plf Vs = 0 plf Shear Capacity of Shearwall Assembly vs = 488 plf + 0plf = 488:."plf > 387 ;,plf OK 1 st Story Wall - line_4 ..SEGMENTED 7/16" OSB w/0.131"x2.5" nails @ 3" o.c. panel edge& 12" o.c. field nailing (exterior) Tabulated Value = 450 plf vs = 1.40 (Tab. Value) = 63,0:,,,.pIf Vs= 0 plf Shear Capacity of Shearwall Assembly vs = 630.. plf + 0` plf = 630; plf > 525 plf OK W. 5/21/14 JOB PRE-31763 -Main House ' SHEET NO. 19 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force- Tensile strength controls vs. compressive 2x6 SPPF#3 Nominal Sample Calculation ,_. Tensile Stress Ft= 250 _:;:psi ANSI /AF&PA NDS Table 4A Load Duration Factor CD ANSI /AF&PA NDS Table 2.3.2 Size Factor CF= 1`..5 ANSI/AF&PA NDS Table 4A Allowable Tensile Stress Ft = Ft CD CF 600 psi ANSI %AF&PA NDS Table 4.3.1 .. ....._..... ........ ... ...... .. ............ Net Area of Stud A= 8:25 'inz Allowable Tensile Load Double 2x4 -With Splices Pt =Ft A= 3150. Ib Double 2x4 - No Splices 6300:. Ib Double 2x6 -With Splices Pi = Ft A= 4290.:-;Ib Double 2x6 -No Splices 8680:: lb Double 2x10-With Splices Pt = Ft A= 5550' Ib Double 2x10 - No Splices 11100:Ib Z= 4:13::1:.2;Ib 0.131"x 3.0" Nails Minimum splice lap where splices are allowed = 6 ft 1 st Floor Endwalls T= 6000 Ib Double 2x6 Top Plate- No Splices ........... .... Sidewalls T= --22347:`.Ib Double 2x6 Top Plate-With Splices & Stagger 2 rows of 0.131"x 3.0" Nails @ 8.. ;; in o.c. C)': •+ ..... 5/21/14 JOB PRE-31763 -Main House SHEET NO. 20 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Shearwall Design (cont'd) Shear Capacity of Perforated Shearwall Assembly v=vs x Perforated Shearwall Capacity Adjustment Factor 1 st Story Wall 1 st Story Wall Height- 8;ft. Shear Perpendicular to Ridge Mine_1 . 334 plf :x 0:68 227 plf > 155 plf OK Must Use Segmented Shea Mall'Design vline_2 334 plf x 0:61 204 plf < 248 plf NG Shear Parallel to Ridge vline_A 488 plf :x 0.53 259 . plf! > 1:.79 Of "OK - 334vline_B ' plf: x. 0:63 209 plf > 1:29 plf OK Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind 5/21/14 JOB PRE-31763 - Main House ' SHEET NO. 21 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Reference Page 22 for Stud Y.oF IN � Overturning Connections ���Y�t L `� � 'n•. �i�� Check Capacity of Dead Loads to Resist Overturning Loads t ` ? rLU , � .r LU Length of side (1-1)(house width) 27.5- ft. Length of side (Lz)(house length) 66. ft. Dead Load Resistance to Overturning - line_1& line-2 5/21/14 Dead Load = 65 plf Dead Load * (Length to Overturning @ Pivot Point/2 ) 893.8 lbs*0.60 Return Wall Dead Load = 150.:: 0.60 Dead Load Resistance to Overturning - line_A& line_B Dead Load = 150 plf Dead Load * (Length to Overturning @Pivot Point/2 ) = 4.950, lbs *0.60 = 2970 Return Wall Dead Load = 65. * 0.60 = 0 Required Holddown Capacity T=v x h Segemented T=v x h/Co Perforated 1st Story Module to Foundation - line_1 PERFORATED Wnd`Controls T= ..155 , plf x 8 0 ft. / 0 67g 1823. Ib + Ib 536 lbs DL,.- 1286.;. Ib Connector:.:Simpson Strong-Tie STHD14RJ Fastener..w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib 1st Story Module to Foundation - line_2 SEGMENTED Wind Controls - T 248- plf x 8 0 fit. / 1 1'988 Ib + Ib 0 lbs DL= 1:988 Ib _ _. Connector:-Simpson Strong-Tie STHD14RJ Fastener w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib 1st Story Module to Foundation - line_A PERFORATED.- Wind Controls T 179 plf x 8.0 ,`'ft. / 0.531 2694 Ib + Ib <. 2970 lbs OK Dead Load of Structure is Sufficient to Resist Overturning Load 1st Story Module to Foundation - line_B PERFORATED Wind Controls T= 129 plf x ' '`8 0 ft. / 0.627 = 1.652 Ib + Ib <' 2970 lbs OK Dead Load of Structure is Sufficient to Resist Overturning Load JOB PRE-31763-Main House SHEET NO. 21A OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Reference Page 22 for Stud Capacity Example Calculation. Overturning Connections Check Capacity of Dead Loads to Resist Overturning Loads Length of side (1-1)(6ouse width) -_,..2' T.5*',' ft. Length of side (1-2)(house length) 66 ft. Dead Load Resistance to Overturning -line-3&line-4 Dead Load = 65 plf Dead Load *(Length to Overturning @ Pivot Point/2) = 893.8-' lbs *0.60 = ':5361 Return Wall Dead Load = : 0 *0.60 = 0 Required Holddown Capacity T=v x h Segemented T=v x h/Co Perforated 1st Story Module to Foundation - line_3 SEGMENTED ::Wind Controls T= 387 plf x 8 0 ft. / 1 3097 ;.Ib + Ib 0 lbs DL 3097 : Ib Connector:_°Simpson Strong-Tie STHD14RJ Fasterier`w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib 1st Story Module to Foundation - line_4 SEGMENTED Wind:Controls,. T= 525 If x 8 0 >ft. / 1 4203` Ib + Ib 0 lbs DL 42035 Ib _.. _. Connector: Simpson Strong-Tie STHD14RJ Fastener-w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib fix. � s 5/21/14 JOB PRE-31763-Main House SHEET NO. 22 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Overturning Connections (cont'd) Check Tensile Strength of Studs to Transfer Overturning Loads -Sample Calculation „ SPF-#3 Nominal Tensile Stress }� Ft 250 psi Load Duration Factor 4� Size Factor i CF= Allowable Tensile Stress` 4 ,525 Ft' = Ft CD CF = ,_ .400 psi Net Area of Studs 5/21/14 A= 825 ,, in2 Allowable Tensile Load Pt = Ft A= 3300;';Ib Built up Column Fastening Requirement Assume Typical Connection made with 0.131"x 3.0" Nails Specific Gravity of Member Stud.Height- 8 ft G = 0.421' Thickness of Member is= - 1.50 in. Lateral Capacity Z= 82 lbs ANSI /AF&PA NDS Table 11 N Load Duration Factor CD = 1:.6. ANSI /AF&PA NDS Table 2.3.2 Allowable Lateral Capacity Z' Z CD = 131; 1b ANSI/AF&PA NDS Table 10.3.1 Required Spacing for two rows staggered = (Capacity x #of rows) / (Stud Cap. / Stud Height) x (ft to in conversion) ( 131 '°Ib x 2 ) / ( 3300.. Ib / 8:�` ft ) x ( `12 in / 1 ft ) _ = 7: in o.c. JOB PRE-31763 -'Main House SHEET NO. 23 OF 44 CALCULATED BY DJS DATE 5/1.4/2014 CHECKED BY DATE Sliding Connections Roof Pitch 712 Wall Height= 8 ft. Roof member spacing = 16 in D.C. 3 Sec Gust Wind Speed = 120 mph Wind Exposure Load from wind on Wall Wall Horizontal Pressure= 23 77:. psf See page 13 r w CE: Wind Load = Wall Press x(Wall Height/2) < , Wind Load = 96..08 plf =r, Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 5315 `Ib See pages 14 & 1 5/21/14 ..... ..... .............. . Length of Unit Load along sidewall in diaphragm chord = sidewall diaphragm chord load/length of unit Load along sidewall in diaphragm chord 80 53"'.pif Req. Roof to Wall Load = Max(wind load, diaphragm chord load)x roof mem. spacing= Req. Roof to Wall Load = 126 8` Ib Roof to Wall Plate Connection Assume Typical Connection.made with 0.131"x 3"toenails. Specific Gravity of Member G = G'.42 Thickness of Member is= 1.50 in. Lateral Capacity of Nails Z= 82 lbs ANSI /AF&PA NDS Table 11 N Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 Toe Nail Factor Ct„= 0.83, ANSI/AF&PA NDS 11.5.4.2 Allowable Lateral Capacity of Nails Z' = Z CD Cts = 109`. Ib ANSI/AF&PA NDS Table 10.3.1 Required Roof to Wall Plate Connection Req'd Nail Nails Load Capacity Req'd 27.` Ib 109 _ Ib cap 2:. per framing member JOB PRE-31763-Main House SHEET NO. 23A OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Sliding Connections Assume Typical Connection made with 0.131"x 3.0" Nails in End-Grain. Specific Gravity-of Member G = "'0'.49'., ..... ..... ,._... Thickness of Member is= 1.50 in. Lateral Capacity Z= 82 0 lbs ANSI /AF&PA NDS Load Duration Factor CD= 1`.6 ANSI /AF&PA NDS Table 2.3.2 End-Grain Nail Factor Cts = 0.67: ANSI /AF&PA NDS 11.5.4.2 Allowable Lateral Capacity Z' = Z CD Ce9 = 87 9 Ib ANSI /AF&PA NDS Table 10.3.1 Top Plate to Studs & Bottom Plate to Studs Req'd Nail Nails Load Capacity Req'd 127. Ib 88' Ib cap 2' per framing member Bottom Plate to Floor Assume Typical Connection made with 0.131"x 3.0" Nails Allowable Lateral Capacity of Nails Z' = Z CD = 82 _. Ib x 1.6_ = 1'31 Ib U No JU 51 Req'd Stud Req'd 11 r t y Load Spacing = Load 127 ` Ib / 16 in oc 95 plfwu ?{{ ` Nail Req'd Req'd -� �� 6 f­:'210 .f Capacity / Load = Spacing � 131` Ib cap 95 Of 16 in D.C. 5/21/14 r JOB PRE-31763-Main House Y SHEET NO. 23B OF 44 CALCULATED BY DJS DATE 5/14/2044 CHECKED BY DATE Sliding Connections Truss Bottom Chord or Ceiling Joist to Endwall Top Plate Assume Typical Connection made with 0.131"x 3.0" Nails toed Allowable Lateral Capacity of Nails Z' = Z CD Ctn 82 Ib x 1 .6 x 0:83_':.= 109 Ib Req'd Building Width Req'd Load Spacing = Load 8609'!' Ib31:'3 ',plf Nail Req'd Req'd Capacity / Load = Spacing 109, Ib cap 313 plf 4 in o.c. r` 5/21/14 JOB PRE-31763 -Main House SHEET NO. 24 OF 44 CALCULATED BY DJS' DATE 5/14/2014 CHECKED BY DATE Sliding Connections (cont'd) Alternate Roof to Wall Plate Connection Connector: USP RT1"6A Fastener: (9),10d nails in truss and..(8) 10dnails in plates . Allowable Load = 285 Ib for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 95 pIf 36 in. 32:: in. Vol 5/21/14 JOB PRE-31763-Main House SHEET NO. 25 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Sliding Connections (cont'd) Design 1st Story Module to Sill Plate Connection � Y ^ � y Assume Typical Connection made with x,a, 0.: 131"x 3"toenails F Specific Gravity of Member G 0 42 Thickness of Member 5/21/14 is= :';'1.:50,:; in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 Ib ANSI /AF&PA NDS Table 11 N Load Duration Factor CD= 6 :. ANSI /AF&PA NDS Table 2.3.2 Toe-Nail Factor Cts = 0:83`;, ANSI /AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Ct„ = 109; Ib ANSI /AF&PA NDS Table 10.3.1 1 st Story to Sill Plate Connection - line-1 & line-2 v = Vfloor1 414 plf Ref. Sheet 14 &15 Connection: 0 131°x 3":toenails:. . @ '3 O.C. 1st Story to Sill Plate Connection - line—A& line_B v = Vfloor1 1:25 ',plf Ref. Sheet 14& 15 Connection: 0.131"x 3"Toenails..; @ 6 D.C. JOB PRE-31763 -Main House SHEET NO. 26 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Slidinq Connections Cont'd ^ M r 11 S Lam.:.+.... 5/21/14 Design Alternate 1st Story to Sill Plate Connection 1 st Story to Sill Plate Connection - line-1& line-2 v = Vfloor1 ="' '414 plf Connector: Simpson Strong-Tie LTP4 Fastener: (12) 0.131 in>x.1 1%2in nails Allowable Load = '575. Ib Req'd Sliding Req'd Load Spacing 414 Of 16.1 in. 1 st Story to Sill Plate Connection - line_A& line—B v = Vfloor1 1.. plf Connector Simpson Strong-Tie LTP4 Fastener: (1:2)0.131 in'.x 1 1J2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 125 : plf 48 in. r JOB PRE-31763 - Main House SHEET NO. 27 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Anchor Bolt Spacing OIC Sliding Connections (cont'd) Sill Plate to Foundation Connection - line-1 Connection: 1/2' " dia.Anchor Bolts @ 18 " o.c. Design Sill Plate to Foundation Connection Assume 112 ' " dia. Anchor Bolts. Anchor Bolts shall be provided within 12"of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1':50..:::in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 11 E Zp= 680 Ib Load Duration Factor ANSI/AF&PA NDS Table 2.3.2 CD = `1.6 ""—wable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 10.3.1 Z' = Z11 CD= 1088 Ib A&v "51 E i-lit Vfloor1 = 570 plf Ref. Sheet 14& 15 F r , Load at anchor boltVfloor1 x Anchor Bolt Spacing RC1 Load at anchor bolt 570 plf x 18 o.c. = 855 :lb Sa '` CSI = Load at anchor bolt/Z' CSI = 8.55 Ib / 1088 Ib = 0.79;,:, 5/21/14 Check Compression Perpendicular to the Grain 1/8in:thick rein washer required_ Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 134' _plf Seepage 4 and 155 plf See page 18 Uniform Uplift Load = 155` pIf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load 155 plf x 18 ""o.c.' Concentrated Uplift Load 232 Ib Allowable Compression Stress Perpendicular to the Grain Fel = 565 "psi ANSI/AF&PA NDS Table 4B Try ' 2:" square washer w/ 1%2 "Anchor Bolt(Assume 1/16" oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5 + 1/16)^2) = 3:3/4 in Allowable Compression Load Perpendicular to the Grain P,L =Fri Awasher= 565psi x :375:1-:°in = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/ Pcperp 23Z.—Ib / 2120„. Ib = 0..11'; Total CSI = CSI shear+CSI uplift= 0 79 + ' 0 a 11 = `0.90 bK JOB PRE-31763-Main House SHEET NO. 27A OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Anchor Bolt Spacing OiC.. Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_2 Connection: 1''/2; dia. Anchor Bolts @ 18 " o.c. Design Sill Plate to Foundation Connection Assume 1%2 . " dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z11= 680 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD = 1.6 vable Lateral Capacity for Bolt in Single Shear Parallel to the Grain 4NS1 /AF&PA NDS Table 10.3.1 Z = Z/1 CD= 108.8. Ib a Vfloor1 = 570 .'plf Ref. Sheet 14 & 15 Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing ?do6z2�G: � r',t, Load at anchor bolt= 570 : plf x 18 '" o.c. = 855: Ib CSI = Load at anchor bolt/Z CSI = 855.' Ib / 1088 Ib = 0:79 5/21/14 Check Compression Perpendicular to the Grain 1/8in.thick min washer,required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 134' plf See page 4 and 0 plf See page 18 Uniform Uplift Load = 1.34. plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 134 . plf x 18 o.c. Concentrated Uplift Load = 20"[ Ib Allowable Compression Stress Perpendicular to the Grain Fel = '565 psi ANSI/AF&PA NDS Table 4B Try 2 " square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5 + 1/16)^2) = 33/4.- in Allowable Compression Load Perpendicular to the Grain Pc-L = Fel Awasher= 565 psi x 3.751. jn2 = 2120'. Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 201 Ib / 2120115 = 0.1:.0 Total CSI = CSI shear+ CSI uplift= 0.79'.'. + -'0.10 = 0:88 OK JOB PRE-31763 -Main House SHEET NO. 27B OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Anchor Bolt Spacing 0K Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_A Connection: 1./2 " dia. Anchor Bolts @ 48 " D.C. Design Sill Plate to Foundation Connection ................ . Assume ".1/2` " dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but,no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1:50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E ZI/= 680 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD = 1.6' able Lateral Capacity for Bolt in Single Shear Parallel to the Grain NSI /AF&PA NDS Table 10.3.1Z' = Z„ CD = 108.8 Ib #3J Y Vfloor1 = 125: plf Ref. Sheet 14& 15„ Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing ,ski? p 9 Load at anchor bolt= 125' plf x 48 " D.C. _ 500. Ib CSI = Load at anchor bolt/Z' CSI = 500 Ib / 1088 lb = 0.46 5/21/14 Check Compression Perpendicular to the Grain 1/8.in thick min,washer;required, Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwali if applicable. Uniform Uplift Load = Max of 134 :plf See page 4 and 179 plf See page 18 Uniform Uplift Load = .179 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 79 '. plf x O.C. Concentrated Uplift Load = 71.6 Ib Allowable Compression Stress Perpendicular to the Grain FL-L = 565 psi ANSI /AF&PA NDS Table 4B Try. , .2 " square washer w/ 1/2 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5 + 1/16)"2) = 3 3/4. in Allowable Compression Load Perpendicular to the Grain Pel = Fc.L Awasher= 565 psi x 3:751 int = 2120Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = `. 716 lb / 2.120 lb = 0.34 Total CSI = CSI shear+ CSI uplift= 0.46 + 0.34 = 0.80 OK JOB PRE-31763-Main House SHEET NO. 27C OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Anchor:Bolt Spacing 0K' Sliding Connections (cont'd) Sill Plate to Foundation Connection -line_B Connection: 1/2; dia. Anchor Bolts @ 48 " D.C. Design Sill Plate to Foundation Connection Assume 142 dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is = 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z11= 680 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD = 1-.6 "K y wable Lateral Capacity for Bolt in Single Shear Parallel to the Grain 1' ANSI /AF&PA NDS Table 10.3.1 Z' = Z11 CD = 1088:'.Ib Ore 10 M Vfloor1 = 125plf Ref. Sheet ,w . Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing Load at anchor bolt= 125 plf x 48 ''" o.c. = 500' Ib CSI = Load at anchor bolt/Z' CSI = 500 Ib / , .1088`_.Ib = 0;46;,' 5/21/14 Check Compression Perpendicular to the Grain 1/8in'thlck:min washer required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 134 plf See page 4 and �29. ,:plf See page 18 Uniform Uplift Load = 134 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = plf x 48 o.c. Concentrated Uplift Load 537 Ib Allowable Compression Stress Perpendicular to the Grain FAL = 565 psi ANSI /AF&PA NDS Table 4B Try 2," square washer w/ 1/2.. "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5 + 1/16)^2) = 3:3/4 :int Allowable Compression Load Perpendicular to the Grain Pel = F�� ANasher= 565 psi x 3 751 int = 2120,::Ib CSI Uplift=> CSI = Load at anchor bolt/ Pcperp = 537 Ib / 2120': Ib = 0.25 Total CSI = CSI shear+ CSI uplift= 0.46::. + 0 25 0,71; OK JOB PRE-31763-Main House SHEET NO. 27D OF 44 CALCULATED BY DJS DATE 5/1,4/2014 CHECKED BY DATE Anchor Bolt Spacing OK, Sliding Connections (cont'd) Sill Plate to Foundation Connection-line_1 Connection: 5/8..'. " dia. Anchor Bolts @ 24 "o.c.: Design Sill Plate to Foundation Connection Assume 578 `;'" dia. Anchor Bolts. Anchor Bolts shall be provided within 12"of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= - .1:50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z11= 970 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD = 1:6: . ra fable Lateral Capacity for Bolt in Single Shear Parallel to the Grain i (1% CD Z' = t� = 1552 Ib ANSI /AF&PA NDS Table 10.3.1 Z F Vfloor1.= 570:- plf Ref. Sheet 14 & 15 Load at anchor bolt- Vfloor1 x Anchor Bolt Spacing Load at anchor bolt= 570 plf x 24:� � "o.c. _ 1140.'1b a CSI = Load at anchor bolt/Z' CSI - 1140.:Ib / 1552 "lb = 0 73 5/21/14 Check Compression Perpendicular to the Grain 1/8inkhlck min washer reiaulred Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 134 plf See page 4 and 155 plf Seepage 18 Uniform Uplift Load Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load 155 plf x 24 O.C. : Concentrated Uplift Load 31Q_.; Ib Allowable Compression Stress Perpendicular to the Grain FAL = 565.' psi ANSI /AF&PA NDS Table 4B Try,: "2." square washer w/ `5/8: "Anchor Bolt(Assume 1/16" oversized hole) Area of Washer Awasher= 22 -((TT/4) (0.625 + 1/16)^= 3.5/8 int Allowable Compression Load Perpendicular to the Grain P..L = F.l Awasher= 565::..:,:psi x - ,3!62,.g-,, int = 205Q..Ib CSI Uplift=> CSI = Load at anchor bolt/PcperP 310 Ib / 2050 . lb = 0;15 Total CSI = CSI shear+ CSI uplift 0 73 :+ 0 15 .:= 0,89 O'K' JOB PRE-31763 - Main House SHEET NO. 27E OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_2 Connection: 5/8::.:" dia. Anchor Bolts @ 24 " o.c. Design Sill Plate to Foundation Connection Assume 5L8 " dia.Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1:.50 :in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Zit= 970 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD _ Allrwable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 10.3.1 Z' = Z11 CD= 1552 :Ib va pfrl ice' 'jL I t j "At ;At, 7 z' Vfloor1 = 570.` plf Ref. Sheet 14 &.15- 1C r on Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing `r Load at anchor bolt= 570 plf x 24 " o.c. = 1140.`'Ib CSI = Load at anchor bolt/Z' CSI 1140 Ib / 1552Ib = 0,73` 5/21/14 Check Compression Perpendicular to the Grain 1/8in,thlck.min washer regwired Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 134. ..plf See page 4 and 4 plf See page 18 Uniform Uplift Load = 134 `=plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load 134:,'-­;pIf x 24 " o.c. Concentrated Uplift Load = 269 Ib Allowable Compression Stress Perpendicular to the Grain Fel = 565 .' psi ANSI /AF&PA NDS Table 4B Try:... 2."square washer w/ 5/8 "Anchor Bolt(Assume 1/16" oversized hole) Area of Washer Awasher= 22 -((Tr/4) (0.625 + 1/16)^= 3,5/8 int Allowable Compression Load Perpendicular to the Grain Pol = Fel Awasher= 565: psi x 3.629:int = 2050, Ib CSI Uplift=> CSI = Load at anchor bolt/ Pcpefp = 269 Ib / 2050. Ib = 0.1.3 Total CSI = CSI shear+ CSI uplift= 0.73 + 0i13 _ 0,87 OK JOB PRE-31763 - Main House SHEET NO. 27F OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Anchor Bolt Spacing OK' Slidinu Connections (cont'd) Sill Plate to Foundation Connection - line_A Connection: 5/8 :' " dia. Anchor Bolts @ 56 "o.c. Design Sill Plate to Foundation Connection Assume 5/8, " dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1:50: in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 11 E- Zrr= 970 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD= 1.6 table Lateral Capacity for Bolt in Single Shear Parallel to the Grain floi1� kNSI /AF&PA NDS Table 10.3.1 Z = Zrr CD = 1552,. Ib z Vfloor1 = 126 plf Ref. Sheet :14_&.1.5.'.,.. A , w _ oor1 x Anchor Bolt Spacing Load at anchor bolt= Vfl �j +r t;W Load at anchor bolt 125 plf x 56` O.C. = 584:''Ib > _ CSI = Load at anchor bolt/Z CSI ",'584 Ib / .1552 .Ib = 0.38 5/21/14 Check Compression Perpendicular to the Grain 1/8iti'thicK miin washer required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 134 plf See page 4 and x.79 plf See page 18 Uniform Uplift Load = 1.79 -plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load 179--..plf x 56 O.C. _ . Concentrated Uplift Load = 835 . Ib Allowable Compression Stress Perpendicular to the Grain Fel = 565 psi ANSI /AF&PA NDS Table 4B Try ,2 "square washer w/ 5/8 "Anchor Bolt (Assume 1/16" oversized hole) Area of Washer Awasher= 2 z -((Tr/4) (0.625 + 1/16)^= ;''3 5/8= in Allowable Compression Load Perpendicular to the Grain Pel = Fel Awasher= 565 psi x 3:629:,in = 2050 Ib CSI.Uplift=> CSI = Load at anchor bolt/ Pcpefp = 835 Ib / 2050. Ib = 0.41 .' Total CSI = CSI shear+CSI uplift= 0.38` + 0.41. = ::0:78 OK JOB PRE-31763 -Main House SHEET NO. 27G OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Anchor Bolt Spacing OI<' Sliding Connections (cont'd) Sill Plate to Foundation Connection -line_B Connection: 5/8 " dia.Anchor Bolts @ 56 " o.c. Design Sill Plate to Foundation Connection Assume dia. Anchor Bolts. Anchor Bolts shall be provided within 12" of the ends of each sill plate section, but no closer than 4" from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is 1:50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z11= 970 Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD = 1.6 vable Lateral Capacity for Bolt in Single Shear Parallel to the Grain - - � %NSI /AF&PA NDS Table 10.3.1 Z' = Z11 CD= 1552. `.;Ib 11�•� �.� r � � ahs '� �' ll f- z G r uj Vfloor1 = 125;: plf Ref. Sheet rVi Load at anchor bolt Vfloor1 x Anchor Bolt Spacing v k ff�aaC. `yrr Load at anchor bolt 125 plf x 56:. o.c. _ 584 _lb CSI = Load at anchor bolt/Z' CSI = 584 lb / 1552: Ib = 0 38: ' 5/21/14 Check Compression Perpendicular to the Grain 1/8ir.thlck min washer required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 134 plf See page 4 and 12,9 : plf Seepage 18 Uniform Uplift Load = 134`:; plf Concentrated Uplift Load =Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load :.134 plfx ' 56 ="o.c. Concentrated Uplift Load 627 lb Allowable Compression Stress Perpendicular to the Grain Fel = 565':'. psi ANSI /AF&PA NDS Table 4B Try'-.'.2 " square washer w/ 5/8 , "Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((Ti/4) (0.625 + 1/16)^= 3:5/8 'in Allowable Compression Load Perpendicular to the Grain P� = FAL Awasher= 565";:.psi X 3 629; int = lb CSI Uplift=> CSI = Load at anchor bolt/P�pefp - :. 627:--;- Ib / 2050. Ib = 0..31 Total CSI = CSI shear+ CSI uplift 0.38: + 0 31 ;= 0:68:: OK JOB PRE-31763- Main House SHEET NO. 28 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Sheathing Connections Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads � ) . 3 Sec Gust Wind Speed = 120 mph jf cd See pages 13D thru 13F for pressure calcs. 5/21/14 Wind Importance Factor= 1.00, Wind Exposure= C° C&C Pressures Adjusted Interior Suction Pressure= 29;.6.psf Zone 1 Adjusted Perimeter Suction Pressure= 30,:5 psf Zone 2 Adjusted Overhang Suction Pressure psf Zone 2 OH Adjusted Overhang Suction Pressure= 48'6 psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension Z= 10% Minimum Building Dimension = 2.75, ft. But not less than 3 ft. Roof Framing Spacing = 16.`` in. D.C. Roof Unit Suction Load from Wind Framing Spacing in ft. 0.C. Interior Zone= 30 :-psf x 1.33, 'ft. _ 39,: plf Perimeter Edge Zone= 31 psf x 1.33 : ft. = 41. Of Overhang Zone = 49,':psf x 1.33 .:'ft. = 65 plf JOB PRE-31763 - Main House SHEET NO. 29 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: 7/16" OSB (Unblocked) Fastening: 0.1.31"x2.5" nails at 6. " o.c. panel edge fastening and , 12:" o.c. field fastening Specific Gravity of Roof Framing G = Diameter of Nails D= 0131 ' in. Length of Nails L= 2:50 'in. Thickness of Sheathing t= 0:438..:.in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= 21 ,''lb/in. Load Duration Factor ANSI /AF&PA NDS 2.3.2 CD= ;,1.:6 Allowable Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W'=W CD Ib/in. Length of Nail Penetration Lp= L-t 2 063 in. Withdrawal Capacity per Nail W' LP = 69 Ib Required Suction Load Capacity Interior Zone = 39 Of Ref. Sheet 28 Perimeter Edge Zone= 41 plf Ref. Sheet 28 <; Overhang Zone= 65 plf Ref. Sheet 28 Required Fastening Interior Zone = 12 D.C. ee A Perimeter Edge Zone= 6 D.C. f �3 e ,.� i' �•.Its;O � Overhang Zone= '�"J')e, OF kA 5/21/14 JOB PRE-31763-Main House SHEET NO. 30 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max V�Oof= 12522 Ib B = 27 5 ft. vroof= :.228::.;:*:7 Of Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G 0 42 Roof Sheathing: 71:16" OSB (Unblocked) Fastening 0 131"x2 S1." nails at 6;"o.c. panel edge nailing and 12`"o.c. field nailing Tabulated Value = ' 211 6plf vs = 14_ _ (Tab. Value) See Supplement Table 2C Footnote 1 296.2 plf > 228 plf OK mea Lu 5/21/14 JOB PRE-31763 -Main House ` SHEET NO. 31 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Sheathing Connections (cont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vnoor= 14120." Ib B;= '27,;5;';ft. vfloor= 257:;:::plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G 0 42 Floor Sheathing: 5/8in OSB (Unblocked) Fastening: 0.148"x3" nails at 6 " o.c. panel edge fastening and 11:,12'," o.c. field fastening Tabulated Value = 262.2 plf vs 1`[4 ;(Tab. Value) See Supplement Table 2C Footnote 1 = 367.1 plf > 257 plf OK 7 1 4.x t LU 5/21/14 t JOB PRE-31763 - Main House SHEET NO. 32 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Sheathing Connections Wall Sheathing , Design WaII-Sheathing Connection to Resist Suction Loads c> U 3 Sec Gust Wind Speed = 120 mph P�- See pages 13D thru 13F for pressure calcs. 5/21/14 Wind Importance Factor 1 00 Wind Exposure= C Adjusted Interior Suction Pressure(Zone 4) = 29 6 psf Adjusted Perimeter Suction Pressure (Zone 5) _ 36 3 psf Perimeter Edge Zone Width Minimum Building Dimension 27.5 ft. Z= 10% Minimum Building Dimension But not less than Wall Framing Spacing•= ''",16. !Jn. o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. O.C. Interior Zone psf x r 9.33 ft oc 39 plf Edge Zone= 36 :'psf x T. ft oc 48 plf JOB PRE-31763- Main House SHEET NO. 33 OF 44 CALCULATED BY DJS DATE 5/14/201.4 CHECKED BY DATE Sheathing Connections (cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 7/16"OSB Fastening: 0.131"x2.5" nails at 6 "o.c. panel edge nailing and 1;2 " o.c. field nailing Specific Gravity of Wall Framing G Diameter of Nails D= X0.131 : in. Length of Nails L= 2'50 :.in. Thickness of Sheathing t= 0.:438 in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= 21 Ib/in. Load Duration Factor ANSI /AF&PA NDS 2.3.2 CD= 1:6 Allowable Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W'=W CD= 34 :y;j lb/ in. Length of Nail Penetration Lp= L-t 2;063 in. Withdrawal Capacity per Nail W' LP 69 Ib Required Suction Load Capacity Interior Zone= 39-; plf Perimeter Edge Zone= 48 Of Required Fastening Interior Zone= 12 o.c. Perimeter Edge Zone= 6 0.C. 5/21/14 JOB PRE-31763 -Main House ALINE 3 0 4 CALCULATED BY D S or 5/14/2014 CHECKED BY DATE Roof is made with Truse. No Rafter Connections Required « ()f.Nit-' ,Z, / ' © E / . 5/21/14 l JOB PRE-31763 - Main House SHEET NO. 35 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Overhang Connection Outlooker to Endwall Roof Pitch Roof Span = 1'17.5:':::ft Roof Overhang Length 1 ft. 3 Sec Gust Wind Speed Overhang Uplift Load 48 62 s psf Zone 2 OH See page 28 Overhang Uplift Load 48 62 psf Zone 3 OH See page 28 Outlooker Spacing = 16 in o.c. Tabulated Overhang Uplift Connection Load Zone 2oh = 64:82:::lbs Tabulated Overhang Uplift Connection Load Zone Soh = 64 82 lbs < - I z �C V ill. Connector: 0.131"x3" Nails w/ 1.5" pen. ~- w 5/21/14 Allowable Load = 50.4 Ib Connectors Per Outlooker Req'd Zone 2 OH = .2........:'per outrigger Connectors Per Outlooker Req'd Zone 3 OH = 2 per outrigger JOB PRE-31763 - Main House SHEET NO. 36 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Truss Field Connections Reference attached truss print Required Field Joint Connections-Compression(lb)/Tensions(Ib)/Shear(lb)/Moment(lb) Truss Number: .HM585819 Ridge Connection "6" 159 / 87 / 64 / 0 Use: 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5' nails each end & (2) 0.131"x3.0" nails toed Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x .83 Ctn x2 nails= 156 lbs Flip Connection "5&7" 159 / 87 / 64 / 0 Use: 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5' nails each end & (2) 0.131"x3.0" nails toed Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x .83 Ctn x 2 nails = 156 lbs Kneewall Connection "9" 552 / 573 / 297 / 0 Use: LTS12 or H8 &(2) 0.131"x3.0" nails toed pc) t I s' tj .. ,i L W 5/21/14 JOB PRE-31763 -Main House SHEET NO. 36A OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Truss Field Connections Reference attached truss print Required Field Joint Connections-Compression(lb)/Tensions(Ib)/Shear(lb)/Moment(lb) Truss Number: DIN006' Ridge Connection "4" 381 / 334 / 318 / 0 Use: 1 1/4"x 20 ga steel'strap w/(7) 0.131x2.5" nails each end, A34 truss to rail each side & (5) 0.131"x3.0" nails toed rail to rail per bay. Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x .83 Ctn x 5 nails = 391 lbs �f % t•? r S3> $1.! 5/21/14 t JOB PRE-31763-Main House SHEET NO. 37 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required c: � Y � •`, r�r ft 'k q r 5/21/14 JOB PRE-31763 -Main House SHEET NO. 38 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Roof Truss to Wall Stud 212 plf Simpson Strong-Tie MTS18 (6)0.148inxl.5in nails each Sheet 5 Connection end @ 32 in o.c. t 5/21/14 M d N L O V C O n. M Note: 8d nails =0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse.than C. T JOB PRE-31763 -Main House SHEET NO. 38A OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap floor line_A 337 plf 6 in o.c. rim joist 6" 1st Story Wall line_B 206 plf 6 in o.c. Stud to Floor 0.131 in x 2-1/2in nails Sheet 6 N Band Connection line 1 228 plf 6 in o.c. Use 2 rows of fasteners along — bottom edge of panel line-2 0 plf 6 in o.c. C c O U 7/16"OSB/PLY overlap sill line_A 337 plf 3 in D.C. plate 1.5" O' line_B 206 plf 5 in o.c. Floor Band to Sill 0.131 in x 2-1/2in nails Sheet 7 Plate Connection Use 1 row of fasteners along line-1 228 plf 5 in o.c. bottom edge of panel line-2 0 plf 3 in o.c. Note: .8d nails =0.131"x 2.5", 10d nails =0.148"x 3''& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. .. # z. r S t� �F 5/21/14 JOB PRE-31763 -Main House SHEET NO. 38C OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Simpson Strong-Tie LSTA12 (10)0.148"x2.5"nails Roof to Wall Stud Connection 428 plf Sheet 11 (5 each end of strap) @ 16 in o.c. ry 0V � CE IU Iu b _v y N 5/21/14 d cts L N C . O V d C C O U Q. Note; 8d nails=0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31763.- Main House SHEET NO. 38D OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference W r ct� O t�, sr C 9 ) 3 tJ}J C g It U c? Qx,tea, P fi- 5/21/14 1 st Story Wall Stud to Floor 369p If Simpson Strong-Tie LSTA12 (10)0.148"x2.5"nails 11B Girder Connection (5 each end of strap) @ 16 in o.c. Floor Girder to Foundation 369If Fasten on-site for listed 11B Connection P load An equal or better connection device maybe substituted for any connection device,listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31763-Main House SHEET NO. 39 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary (con'd) Location Force Exterior Panel Interior Panel Reference 7 / t y { J. {S� A E 5/21/14 d N N a 1st Story Wall-line—I 7/16"OSB w/0.131"x2.5"nails 155 plf a 6"o.c.panel edge&12"o.c. Sheet 18 dPerforated field nailing(exterior) t N 1st Story Wall-line 2 7/16"OSB w/0.131"x2.5"nails 248 plf @ 6"o.c.panel edge&12"o.c. Sheet 18 Segmented field nailing(exterior) 1st Story Wall-line—A 7/16"OSB w/0.131"x2.5"nails 179 plf c@i 4"o.c.panel edge&'12"o.c. Sheet 18 Perforated field nailing(exterior) 1st Story Wall-line—B 7/16"OSB w/0.131"x2.5"nails 129 plf @ 6"o.c.panel edge&12"o.c. Sheet 18 Perforated field nailing(exterior) Note: 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be.substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. I 1 JOB PRE-31763-Main House SHEET NO. 39A OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Desiqn Summary (con'd) Location Force Exterior Panel Interior Panel Reference E ' m N Q 1st Story Wall-line-3 7/16"OSB w/0.131"x2.5"nails 387 plf rJ 4"o.c.panel edge&12"o.c. 18A Segmented field nailing(exterior) .0 1st Story Wall-line 4 7/16"OSB w/0.131"x2.5"nails 525 plf @ 3"o.c.panel edge&12"o.c. 18A field nailing(exterior) r Segmented ,r^ 1" �� LU 5/21/14 Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. f y JOB PRE-31763 - Main House SHEET NO. 40 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary(con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered of 0.131"x3" Nails at Jn D.C. Location Force , Connection Fasteners Required Reference { k t# 5 r O 5/21./14 O C C O U C 1st Story Module to Foundation-line-1 Simpson Strong-Tie 1/2 in min concrete cover and .L 1286 Ib STHD14RJ (30) 16d sinkers, locate 1.5in Sheet 21 from corner d 0 1 st Story Module to Foundation-line-2 Simpson Strong-Tie 1/2 in min concrete cover and 1988 Ib STHD14RJ (30) 16d sinkers, locate 1.5in Sheet21 from corner 1st Story Module to Foundation-line_A Dead Load of Structure is OK Sufficient to Resist 0 Sheet 21 Overturning Load 1 st Story Module to Foundation-line_B Dead Load of Structure is OK Sufficient to Resist 0 Sheet 21 Overturning Load Note: 8d nails=0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. e JOB PRE-31763 -Main House SHEET NO. 40A OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary(con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered of 0.131"x3" Nails at 7 in o.c. Location Force Connection Fasteners Required Reference rP Y S N 5/21/14 a O V O C C O U C 1st Story Module to Foundation-line 3 1/2 in min concrete cover and C — Simpson Strong-Tie 3097 Ib STHD14RJ (30) 16d sinkers, locate 1.5in 21A from corner O > 0 1 st Story Module to Foundation-line—4 Simpson Strong-Tie 1/2 in min concrete cover and 4203 Ib STHD14RJ (30) 16d sinkers, locate 1.5in 21A from corner Note: 8d nails=0.131"x 2.5"' 10d nails=0.148"x 3" & 16d nails =0.131"x 3.25" unless otherwise noted An.equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. n JOB PRE-31763 -Main House i SHEET NO. 41 OF' 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary(coned) An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. Location Force Connection Fasteners Required Reference 0.131"x 3"toenails. Roof to Wall Plate Connection 127 Ib 2 23 0.131"x 3.0"Nails in End- Top Plate to Studs&Bottom 127 Ib Grain. NA 23A Plate to Studs 2 per stud 0.131"x 3.0"Nails Bottom Plate to Floor 95 plf NA 23A 16 in o.c. N C O V d 1 lz U) Lu I tf 5/21/14 0.131"x 3"toenails. 1 st Story to Sill Plate 414 plf @ 3 in OC N/A 25 Connection-line—I &line—2 0.131"x 3"toenails. 1 st Story to Sill Plate 125 plf @ 6 in OC N/A 25 Connection-line—A&line—B Note; 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted JOB PRE-31763 -Main House SHEET NO. 42 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary(con'd) Location Force Connection Fasteners Required Reference Truss Bottom Chord or Ceiling 313If 0.131"x 3.0"Nails toed 23B Joist to Endwall Top Plate p @ 4 in OC N C O v � � f fwi � <-i ! _ ^ S C7 0t. OF 5/21/14 1st Floor Endwall Mateline- Top Plate to Top Plate/ 4304 Ib 3 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA Ceiling Rim to Ceiling Rim strap across Mateline 1 st Floor Endwall Mateline- (22)0.148in x 2.5in nails each Floor Rim to Floor Rim across 4304 Ib 3 Simpson LSTA30 Straps strap NA Mateline Note: 8d nails=0.131"x 2.5'; 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connectiondevice listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31763-Main House SHEET NO. 43 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE SI Design Summary.: Locatic '` =' eathing Connection Reference 5/21/14MAIN ROOF: GLV N.. 0.131"x2.5"nails at 6"o.c.panel edge nailing and 12"o.c.field Roof Sheathing 7/16" OSB (Unblocked) nailing Sheet 29 � Shear OVERHANGS: 5 6 in o.c. edge &field 0.131"x2.5"nails at O Wall Sheathing 48 plf ,C 7/16" OSB 6"o.c. panel edge nailing and Sheet 33 N Non Shear Wall Suction 12"o.c.field nailing 257 plf 0.148"x3"nails at 6"o.c. panel Floor Sheathing 5/8in OSB (Unblocked) edge fastening and 12"o.c. Sheet 31, Shear field fastening Location Connection Reference N 01 1/4"x 20 ga steel strap w/(7)'0.131x2.5" nails each end & (2) .1 Ridge Connection"6" 0.131"x3.0" nails toed Sheet 36 C C O U 1. 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (2) Flip Connection 5&7„ 0.131"x3.0” nails toed Sheet 36 V" 00 LO U) Kneewall Connection"9" LTS12 or H8 & (2) 0.131"x3.0" nails toed Sheet 36 2 N N O H Location Force Connection Fasteners Required Reference 570 plf sliding 2"square washer w/1/2"Anchor @ 18 in OC Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) 27 C Connection-line-1 O 155 plf uplift 1/8in thick min.washer required v 570 plf sliding 2"square washer w/1/2"Anchor O Sill Plate.to Foundation@ 18 in OC = and Bolt(Assume 1/16"oversized hole) 27A C Connection-line-2 O 134 plf uplift 1/8in thick min.washer required U O 125 plf sliding 2"square washer w/1/2"Anchor O Sill Plate to Foundation@ 48 in OC +� and Bolt(Assume 1/16"oversized hole) 27B Connection-line_A C 179 plf uplift 1/81n thick min.washer required 125 plf sliding 2"square washer w/1/2"Anchor LL Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 48 in OC 27C Connection-line_B 134 plf uplift 1/8in thick min.washer required 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails=0.131"x 3.25"unless otherwise noted An equal or better connection device maybe substituted for any connection device listed. Staples and Tod-Nails may not be used in Seismic Zones worse than C. A JOB PRE-31763 -Main House SHEET NO. 43A OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary (con'd) yr E-t 5/21/14 Location Connection Reference 0 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end,A34 truss � Ridge Connection„4„ 36A • v to rail each side &(5) 0.131"x3.0" nails toed rail to rail per bay. d c 'c 0 U co 0 0 0 M r t� U) 7 L Location Force Connection Fasteners Required Reference 570 plf sliding 2”square washer w/5/8"Anchor Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 24 in OC 27D Connection-line-1 0 155 plf uplift Min thick min.washer required U 570 plf sliding 2"square washer wl 5/8"Anchor p24 in OC Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) 27E Connection-line-2 and 'a 134 plf uplift 1/8in thick min.washer required C 125 plf sliding 2"square washer w/5/8"Anchor LL. Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 56 in OC 27F 4) Connection-line A 179 plf uplift 1/8in thick min.washer required C 125 plf sliding 2"square washer w/5/8"Anchor Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 56 In OC 27G Q Connection-line_B 134 plf uplift 1/8in thick min.washer required 8d nails =0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails =0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. • JOB PRE-31763- Main House a SHEET NO. 44 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary(con'd Location Force Connection Fasteners Required Reference c Outlooker to Endwall 65 Ib 0.131"x3" Nails w/ 1.5" O pen. Sheet 35 L) Within 3.00 ft of Corner 2 per outrigger m c 0.131"x3" Nails w/ 1.5" O Outlooker to Endwall 65 Ib pen. Sheet 35 U c Not 3.00 ft of Corner 2 per outrigger ca t L a� O Location Force Member Sizes Splice Conn. If Req. Reference 1 st Floor Double 2x6 Top Plate-No Splices 6000 Ib Sheet 19 Endwalls 1 st Floor Double 2x6 Top Plate-With Stagger 2 rows of @ 8 in ocS Splices& 0.131"x 3.0"Nails 2234 Ib Sheet 19 Sidewalls f L x c�Ra (M62ryC�s 5/21/14 Minimum Lumber Grade and Species is SPF#3 Unless Noted Otherwise Minimum Splice Length is 6 ft 8d nails=0.131"x 2.5", 10d nails =0,148"x 3"& 16d nails.=0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. INDEX X X NUMNUMBERM O D 7 LIST � DATE S pADESCRPON uaDESCRIPTION R2eRANCH REVISION It I COVER ETHEET 3-22-918-01-2013 7e CROSS SECTION for 2e,h,q 3-22-91 10-22-201 2b CAPE - 1 FAMILY LORD PATH REFERENCE 2c RAISED RANCH - 1 FAMILY 2e TYP RANCH PLAN 3-22-91 0-26-2012 a12 CROSS SECTION FOR 7a 5-19-2004 10 22-201 2d RANCH ELL - 1 FRMILY _ - 26 I TYP CAPE PLAN 3-22-91 10-26-2012 I DETAILS FOR 110 AND 2e RANCH TEE - 1 FAMILY 2c TYP RRI5ED RANCH 3-22-91 D-26-2012 7e'--1 120 MPH - 35G WIND ZONES 8-28-95 10-22-2013 - - 2F SPLIT LEVEL ELL - 1 FAMILY 2d TYP RANCH ELL 3-22-91 10-26-2012 DETAILS FOR 110 AND 2 SPLIT LEVEL TEE - 1 FAMILY 2e TYP RANCH TEF 3-72-91 10-26-2012 7a-2 120 MPH - 3SG WIND ZONES 4-2E-200410-22-2013 2h RANCH - 1 or 2 FAMILY 2f TYP SPLIT LEVEL ELL 3-22-91 1D-28-201211 RLTERNRTE BRRCED WALL -1-2005 21 RAISED RANCH - 1 or 2 FAMILY 2 TYP SPLIT LEVEL TEE 3-22-91 10-26-2012 7a_3 ll 10-26-2012 DETAILS 2• 2 STORY --1 FAMILY • - 2h RANCH- 1 STORY- 1 FAMILY 3-22-91 10-26-2012 76 CROSS SECTION for 2b 3-22-91 1525-2012 2k 2 STORY - 2 FAMILY ATTACHED OR 2 FAMILY 7b 120 LORD PATH REFERENCE 2k1 2 STORY UPPER/LOWER - 2 FAMILY CROSS SECTION FOR 7b 7'23-2004 4-23-2010 RAISED RANCH- 1 FAMILY 3-22-91 8-01-2013 ''21 ' END TO END SPLIT - 1 FAMILY ATTACHED OR 2 FRMILY 7c CROSS SECTION for 2c,1 3-22-91 10-22-2013 2m CONTEMPORARY 2 STORY - 1 FAMILY 2I TYP 2 STORY 3-22-91 10-26-2012 7c12 LORD PATH REFERENCE 2n SINGLE FAMILY ATTACHED - I-FRMILY 2k 2 STORY--2 FAMILY 3-22-91 10-26-2012 CROSS SECTION FOR 7c 5-19-2004 SO-22-201 20 1 MODULE RANCH - 1 FAMILY• 2k-I 2 STORY UPPER/LOWER 2 FAMILY 6-14-93 B-01-2013 7d CROSS SECTION for 2d,e 3-22-91 10-22-201 2p 1 MODULE WIDE 2 STORY - 1 FAMILY 21 END TO END SPLIT LEVEL 3-22-91 1D-26-2D12 7e CR05S SECTION for 2f,9,4 3-22-91 1D-22-2013 2q 3 MODULE RANCH - 1 FAMILY 2m TYP COINTEMPORRRY.2-STORY 3-22-91 10-26-2012 7f CRO55 SECT-for 2,k,k1,n 3-22-91 10-22-201 2r SALT BOX - 1 FAMILY lmuimc: y2n 1 FAMILY ATTACHED- 2 5TORY 3-22-91 10-26-2012 7f-2 CROSS SECT. for 2s 4-23-2010 2s 3 MODULE.2 STORY - 1 FAMILY 20 TYP SINGLE MODULE RANCH 3-1-93 10-26.-2012 LORD PATH REFERENCE 2t ALTERNATE 2 STORY - 1 FAMILY i 2p TYP SINGLE MODULE 2 STORY 3-1-93 10-26-2012 7f12 CRO55 SECTION FOR 7f 5-19-2004 10-22-201 V COMC��IN SET PAGES 2 3 MODULE RANCH PLAN 3-22-95 10-26-2012 7 9/12 OR 12/12 ROOF OPTION 3-22-91 8-01-2013 /� 2r SALT BOX 3-22-95 10-15-2010 LORD PATH REFERENCE NUMBER OF PAGES W THE SET 2s 3 MODULE 2 STORY PLAN 2-13-95 10-26-2012 912 CROSS SECTION FOR 7 7-23-2004 4-23-2010 NOT INCLUDING COVER 5MEE 9 DRRWWGS SUBMITTED ON LESS THAN 24"x 36" 2t IRLTERNRTE 2 STORY 3-22-95 10-15-2010 1 7g1 1 12/12 VAULTED ROOF OPT. 1 3-22-91 10-31-2008 SHEETS HAVE BEEN PHOTOGRAPHICALLY REDUCED. _ 79-2 7/12 VAULTED ROOF OPT. I B-10-200613-DI-2013 17g-31 VAULTED ROOF FRAMING DE-r.110-31-200813-M-2013 - 2F I OPTIONAL ELEVATIONS 3-22-91 10-1-2002 1 7h I CROSS SECTION for 2m 1 3-22-91 4-23-2010 2F 21 OPTIONRL ELEVATIONS 1 3-22-91 10-1-2002 71 OPT. CROSS SECTION for 21 1 3-22-91 4-23-2010 71 ALTERNATE CONST. DETAILS 1 3-22-91 10-26-2012 7k ALTERNATE CONST. DETAILS 1 3-22-91 10-31-2008 3a SCHEDULES d NOTES 3-22-91 10-15-2010 1 1 71 1 ALTERNATE CONST. DETAILS 1 3-22-91 110-22-2011t3bSCHEDULE3 d NOTES 3-22-91 8-D1-2013 7m RLTERNRTE CONST. DETAILS 3-22-91 4-23-2010UCTURAL SCHED. 6 NOTES 0-22-2013 7n ALTERNATE CONST. DETAILS 3-22-91 10-22-201365 PSF GSL 3-1-93 7 CROSS SECTION for 20 3-1-93 10-22-201 UCTURAL SCHED. 3 NOTES 3-1-93 B-OL-2013 7 CROSS SECTION for 2 3-1-93 10-22-20190 PSF GSL NDATION for 2a,b,1,m 3-22-91 10-15-2D10 rq im 46 I FOUNDATION for 2c 3-22-91 10-15-2010 ItA 4c 1 FOUNDATION for 2d,e 3-22-91 10-15-2010 4d I FOUNDATION for 2f, 3-22-91 10-15-2010 Ba I FRAMING DETRILS 3-22-91 10-22-2013 4e FOUNDATION for Zh k,k1 13-22-91- 110-15-20101 1 86 I FRAMING DETAILS 3-22-9116-22-2013 O L)( ALL FACTORY AND SITE FASTENING AND CONNECTIONS L3 4f FOUNDATION for 21 3-22-91 10-15-2010 SHALL BE IN ACCORDANCE WITH THESE PLANS. 8c FRAMING DETAILS 3-22-911-13-2005 $F, �. PREVIOUSLY APPROVED SYSTEMS DRAWINGS AND THE 1 14-9 1 FOUNDATION for 21 3-22-91 10-15-2010 ad I FRAMING DETRILS 1-13-98 10-22-201 _- ' - ATTACHED SUPPLEMENTAL INFORMATION(PAGES 3 AND I I 4h IFOUNDRTION for 2n 3-22-91 110-15-20101 1 Be I FRRMING DETRILS 1 4-23-10 8-01-2013 e 4 OF 35). IF THERE IS A CONFLICT BETWEEN THESES - 4 FOUNDATION for 2o,p 3-1-93 10-15-2010 Bel FRAMING DETAILS B-01-2013 INFORMATION SOURCES,THE MOST STRINGENT - - 4- FOUNDATION for 2q 3-22-95 16-15-2010 8f FARMING DETRIL5 HIP ROOF 9-03-10 �bypRd REQUIREMENTS SHALL APPLY. 4k FOUNDATION for 2s 4-23-201010-15-2010 • FIRE RATED ASSEMBLY DETRIL5 3_-22-91 10-26-2012 Ss ELECT 6 HEAT for 2a 3-22-91 10-15-2010 9a 2 FAMILY Sb ELECT 6 HEAT for 2b 3-22-91 10-15-2010 FIRE RATED RSSEMBLY DETAILS DESIGN LORDS MUNCY HOMES. INC. - PLANT LOCATIONS NOTES Sc ELECT 6 HEAT for 2c 3-22-91 D 15 ROTO 9b 2 FAMILY 3-22-91 1D-15-2010 SPACE RESERVED FOR THENEWYORK STAMP OF APPROVAL FLOOR: 40 PSF LIVING - 30 PSF SLEEPING PLANT NUMBER 1: SALES DIVISIONS: L OISCRETE MODELS(PLANS HRVWG THE SAME SPECIFIC 5d ELECT 6 HEAT for 2d,e,f, 3-22-91 10-15-2010 FIRE RATED ASSEMBLY DETAILS STAIRS. 40 PSF 1567 PR ROUTE 442 MUNCY HOMES OR REVERSED ROOM ARRANGEMENT RND/OR Se ELECT 6 HERT for 2h 3-22-91 10-15-2010 9c UPPER/LOWER - 2 FAMILY 3-22-91 8-01-2013 . DECKS FIND BRLCOINIES. 60 PSF - ARCHITECTURAL STYLE)SHALL BE PREPARED FROM MUNCY, PR 17756 SUPERIOR BUILDERS THESE DRRWAGS.WITH OUT MODIFICATION,ADDITION 5f ELECT d HEAT for 2i 3-22-91 12-2D-2007 9c-3 GARAGE FIRE RATED R55EMBLIE5 10-1-2002 8-01-2013 PREMIER BUILDERS OR DELETION IN ANY MANNER Sg ELECT 6 HEAT for 2U,k 3-22-91 1D-15-2010 ZERO-LOT-LINE FIRE RATED DEPARTMENT OFSUTE COM OMS,N ATTICS WITHOUT STORAGE; 10 PSF PLANT NUMBER 2: z BATH.TOILET AND SHOWER Roots LAYOUTS SHALL BE 9d 11-18-96 10-26-2012 s�.�� a'�'0°d�PC R7�C5 WITHOUT STORAGE ARE THOSE 1565 PR ROUTE 442 DERIVED FROM SHT 6d MINIMUM FIXRURE CLEARANCES. Sgt ELECT 6 HEAT for 2k-I 6-24-93 SO-15-2010 ASSEMBLY DET. - 1 STORY 9�'"•, LIGHT AND VENT SHALL BE COMPLIED WITTi WHERE THE MAX. CLERK HEIGHT BETWEEN MUNCY, PR 17756 � 5�5� � %ShELECT b HEAT for 21 3-22-91 10-15-2010 ZERO-LOT-LINE ETRE RATEDJOIST RND RAFTER IS LE55 THAN 42 MIInt1n ROOM DIMS,RREAs,LIGHrr,vExr RND EGRESS 9ell-18-96 SO-26-2012 ,aELECT 6 HEAT for 2m 9-22-91 12-20-2007 ASSEMBLY DET. 2 STORY -^��r•INCHES, OR WHERE THERE ARE NOT 2 OR PLANT NUMBER 3: FOR HABITABLE SPACES SHALL BE COMPLIED WITH h10RE RDJRCtNf TRUSSESWITH THE SAME 1567 PR ROUTE 442 3 raraN LAr0UT5 SHALL BE DERIVED Egan sHr sd ELECT 6 HEAT for 2n 3-22-91 12-20-2007 9f THRU-PENETRRTION RSS'Y 4-01-2013 WEB CONFIGURATION CRPRBLE OF MUNCY, PR 17756 MINIMUM LIGHT RNID VENT SHALL BE COMPLIED WITH. ELECT 6 HEAT for 20 3-1-93 10-15-2010 CONTAINING R RECTRNGLE 42 INCHES HIGH MINIMUM ROOM Dors,ARERS,LIGHT,VENT AND EGRESS FDR HABITABLE SPACES SHALL BE COMPLIED WITxELECT d HEAT,for 2 3-1-93 0-15-2010 l0a ATTIC HVAC DUCT SYSTEM 3-22-91 10-15-2010BY 2 FEET WIDE OR GRERTER. MODULES TO BE MANUFACTURED BY 4.CLOSETS MAY BE ANY-SAE Atm PLACED ANYWHREMUNCY HOMES, INC. MINIMUM RODM DI1'5,AREAS,LIGHT.VENT RND EGRESSELECT d HE3-22-95 10-15-2010 TYPICAL HVAC DUCT SYSTEMATTICS WITH LIMITED STORAGE: 20 PSF FOR FIRB17ABLE SPACES SHALL BE COMPLIED WITH ELECT 6 HEAT for 2r 3-22-95 10-15-2010 10b RANCH AND CAPE MODELS 4-1-97 10-15-2010 ATTICS WITH LIMITED STORAGE AND USE GROUP; DETACHED ONE b TWO FAMILY DWELLINGS CLOSETS OR STORAGE AREAS SIZED AS HABITABLE R1,0/OR TOWNHOUSES SPACE SHALL COMPLY WITH HABrTABLE SPACE So ELECT for 2s 3-22-95 10-15-2010. TYPICAL HVRC DUCT SYSTEM REOUERECONSTRUCTED WITH TRUSSES, THIS LIVE CONSTRUCTION TYPE: V-B UNPROTECTED S. OR DOOR AND WIDSEE OW SCFEIU ,ErmRGY SUMMARY, 5 HEAT for 2s 3-22-95 1D-3-2007 10c 2 STORY MODELS 4-1-97 10-15-2010 LORD NEED ONLY BE'APPLIED TO THOSE SEISMIC DESIGN CATEGORY: B, C OR DO SEE DRAWING 3e.FOR SECOND FLOOR STAIR DETAILS, PORTIONS OF THE BOTTOM CHORD OF NOT TOWNHOUSES ARE LIMITED TO SEISMIC DESIGN PER R30L22 LESS THAN 2 RDJRCI-M TRUSSES WITH SEE DRAWINGS 76,7f,7h,7L 7q. Sq F1ECT for 2t 3-22-95 10-15-2010 THE SRME WEB CONFIGURATION DETACHED ONE AND TWO FAMILY DWELLINGS LOCATED IN I RaO AUTOMATIC sPRm-ER STsTEMs BunDINGs HAVING Sr HEAT for 2t 3-22-95 12-20-2007 SEISMIC DESIGN CATEGORY C ARE EXEMPT.FROM THE ENT SMALL BE — EOl IPPED T%OF 3-STORIES WITH RED ABOVE A AUTOMATIC SPnRINKLER SYSTEM. CONTRIVING R RECTANGLE 42 INCHES SEISMIC REOUIREM S OF INSTALLED IN ACCORDANCE WITH NF-PR HIGH BY 2 FEET WIDE OR GREATER THE RE51DENITIRL CODIBI E OF NEW YORK STATE -DEFINITION R2D2 BRSEMENI:THAT PORTION of A WMRSTER �y� RTTIC SPACES SERVED BY R FIXED STAIR BUILDING THAT IS PARTLY OR COMPLETELY BELOW GRADEi1p "" � -':,"GtLta' `, ,I, SHALL BE DESIGN TO SUPPORT THE (SEE ALSO"STORY ABOVE GRRDEI 6a MISCELLRNEOUS DETAILS 3-22-91 10-15-2010 MINIMUM LIVE LORD SPECIFIED FOR -DEFINITION 8202 STORY ABOVE GRADE:ANY STORY 6b TYP PLUMBING - RLL MODELS 5-22-791 8-61-2013 SLEEPING ROOMS (30 PSF). FOR LOCATION OF THIRD PARTY LABEL HAVING ITS FIN FLR SURFACE ENTIRELY ABOVE GRRDE. 6b1 PLUMBING for 2•,k,k_i 3-10-97 8-01-2013 ' CERTIFICATION LABEL AND DATA PLATE SEE EXCEPT THAT A BAsEnENr SHALL BE CONSmEREO A STORY GENERAL NOTES - 2, NOTE -7, SHT 3b. ABOVE GRADE WHERE THE FIN FLR SURFACE OF THE FLOOR 6c PLUMBING for 2 ,n,p 3-22-91 B-01-2013 WIND: APPLICABLE CODES. RBDVE THE BASEMENT IS 90-MIN. - 120 MAX MPH (3 SECOND GUST), EXP "C". 1)MORE THAN 6 FT ABOVE GRADE PLANE. 2010 RESIDEN URL CODE OF NEW YORK STATE 2)MME TERN 6 FT ABOVE FIN GROUND LEVEL FOR MORE GROUND SNOW LORD - Pg: 35- 9D NYS ENERGY CONSERVATION COMPLIANCE SHALL BE THAN�OF THE TOTAL BUILDING PERIMETER SERIES THROUGH CHAPTER 1L 3)MORE THAN 12 FT ABOVE FIN GROUND LEVET.AT ANY SEE FIGURE R301-2(5) COMPUTER SOFTWARE AS PROVIDED IN SECTIONONE POWs' INDEX THE IST OF a-LL 15 15 CONSIDERED R BASEMENT. _ SEE AS BUILT FLOOR PLAN FOR WIND AND N1101:41 - NT5 RE5check. - BASED ON THE DEFINITION aNCLUDM TRADITIONAL.Q ; NYS RESCheck CALCULATIONS SHALL BE DONE FOR EACH WRLK-0UT BRSEMENMI,AND THE NEXT 2-LEVELS ABOVE SIGN ORDS UNIT AND SHALL BE PROVIDED TO THE AUTHORITY PRE EM ABOVE GRADE,AN AUTOMATIC SPRI LER COVER SHEET i HAVING JURISDICTION. WHEN 4I5 ST OF ELEVEL t�MUNCY FiOMES, INC. 9 WHEN TEE 1ST OF 3-LEVELS TL11-ED1ER IHNHRBITID DR UNUSED UNDER-fLR SPACE)IS CONSIDERED R STORY STRNDRRDS ABOVE GRADE,BASED ON THE DEFINITION,AND THE NEXT PR ROUTE 442 RSCS 7-2005 2i-Ew-S ABOVE RPE ALSO STORIES ABOVE GRADE,AN MUNCY, PR 17756 AUTOMATIC SPRINKI-ER SYSTEM'TS REQUIRED". NDS- 2005 7.FOR FIRE RATED ASSEMBLIES,SEE DRAWI,'G(S)9. WFCM- 2001 NEC- 2008 DRN BY DATE SCALE REV. SHY. N0. DATABASE NAHE MJL 3-22-91 NONE 10-22-2013 1a Oi\1em1 J 38592 ' '`eiWFl s-s 1/r' Warning: It is a violation of the NYS Education Law Article .145 for any person, 12''S'_ unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. Cn f h DINING RM Im LUa I LT k-M/PROIFD: 1118/48.20 1 VT REOU/PR01I1x 559/22.84 119E SIMPSON LSTH18 STREP FROM 1 ® BERM TO STUDS AM STUDS=TO FLOOR L 66'-0" L 61'-6 1/2" L 51'-9" 45'-1 1 'N 1 i L 34;-4 1/4" 28'-8" 19'-8 1/2' L 11'-4 1/2"` T-8" L 3'-11 1/r' L 1 1 1 1 1 1 1 I 34 1/4' f IB/WI 1, 28 1/4' 3859 ® 3859 3037 RD%L255 xeszs' © 72VINYL 3859 3859 3859 5/21/14 -------3S EVE F♦02------- -------------- 1I W-61rr 3.21 SPF•2 II •L c 17'-3" 3 I 5-6 1/2" 2'- 25-10" N 3 12'-9 1/2" 48' 45" HMH TRIPLE TRUSS •I•P355510 ABOVE ..N DEL TRUSS ABOVE TRIPLE JOIST IISTORAGE a HALF W1f4 J_ TRIPLE JOIST UNDER m m UNDER I 00m Cr 3 i eAR LIVING RMKITCHEN IIII SUN RMLT REOID/PROVIN 13159/30 _ > 13R 1 i 0 VT REOU/PROV1x B84/15D0 8 LT REOD/PROVU 19.34?2-30In m m LT I�OD/PROV1x 1794/3596 2�8 I 6 VT'REOD/PROVU SM/3425 .4 Z VT REOD/PROVD: 8.97/17A4 I N PEPR335 4 STUDS 6 m Co LSTA18 JII ® I 91iZf74JFSiID TOVOt II S DO I4) LSTRIB it I FLU= SLOPPED LOOSE it N N INVERTED US210 3 BRTH 1 {� _____ RO=4325',09.75' INSTALLED BY �� CD N 2 PER �� DC2442~--B18 0003396 RW�624 1 W Oil6 STUDS LSTALB �►I I HFlIGER 3 m N O 30 1-ZdCSPF2 EA MODe\ 0 M3042 i-Zx1DErPF2 ER M00 F 1-ZM F2 ER MOD s FLOOR d ON-SITE STEAM SHWR 9PF SHELF O 5 --3D 5'-1" 1-aM Fg z�E R O s-1" L i ------------ BY B C7 N BY ELOR ' i I NAILS HANGER 4Q nn HH115210 3 I Q m HF1N R 1 = HALF MFLL I 1 IIII a FLOOR I DRY Oo 0C CP --------- •HCOV-4 4 IIII DEL TRUSS ABOVE I w In L9) L TRIPLE JOIST UNDER i O ----- - ❑ V' DEL ART ----- ® ' - N • 3--- 24 i m Z m BATH 2 ---------- D W O I FOYER 1 0 ------ c, w Ld BATH 3 m -J m I - cc Cq Cc'- ENTRY ' III 30 ❑ p MUD RM C) N I III Zn EL 3m ' I I 30 lr❑) 6'-7" m m 48' 5FV#0 R n 00 _ r'' 1 # III 36SL2 a� 30 m I N III 3'- 7'-5 1/2" -11" I N '- " T-4" 6'-3" _ 12'-9" CP Ivens ® 24 1 z 3 III f A30D as LAYER --------------- -------- I OF OSE! En 3'-11 1/2" I HF3NGER III 3925 LVL N 9-925• LVL _I m ---- --- ---------- TQC------ 36FD 30375G ® ---------- --------------- G - .� e �q (g �+ --------- ---�,•MP81D5 FRE SEPARATION �2xSSPF•SIMPSSTUDS ON LLSTFIIB 10-1 1/4' L4' 120 PGE 3-SECOND G FROM ON-SITE GAS THIS AREA �TE p Y MILS DGrFID FOR SHEFR T 31'-8 3 4" 23'-5" AM s�1 ToON-MTE BY BLDR HEADER TFL00R� DE� ON SIfE BY OTHERS GYP FOR FIRE RATED ASSEMBLYSHALLSS.L OVERLAY O 16'-11" SIMPSON LSPF STFOB FROM MAKE NAILS FOR GYP FASTENING ON EXTERIOR SIDE 1/2" SING lE1 ON-SCTE ROOF C LONGER THAN REQUIRED BY FIRE RATED ASSEMBLY TO STUDS AM STUDS liO��FINISH FLOOR -e ABOVE GRADE JOINT 9: i-SXMPSON FIB FROMKNEEWALL TO KING POST r,r, ZO FLOOR RAIL - tlK L T FFOUrDA5-15-14 GH PE ON TYPE - BASEMENT 0l ER TRUSS NY GS mTa VT REO R 552/1429 M 0 5-14-14 GH REV 5-13-14 GH PE LT RE37D/PT ROVDVU 1325ldOD3 .a _ SPRP40-ER RE'Ol10RED NO GGSL SL REQUAERSEGOESIGN= ��35/<1000 512-14 EM REV I 1 TIT 1 BE FTW S PARATHIN - NOT REDI D= ' >T FROM LOT LIE N¢=SEE HIGH WIND DESDGN PLAN 1a 6 DESIGN SUMMARY SHTS FOR HIGH WIND COULOM STUDS, STRfPPIM 6 FASTENING -- ,,,•�,�� I�v 4W EXT WALL SHIM Lit STORY `t •��••� 4^9-14 JK PE NY NDIEWALL= 2x6 w= CIG= R-32/51-38, W I_= R-2L DESGN s�oM ZONE= 35 Gsl E SIDEMIERBUILDERS. �--�' 3-21-14 JK 08 APPLICABLE g�DDG CODES: MARIR WfL1= 2x3 16'oc FLR= R-190Y ELOR) ROOF= 7/12 W oc q0•) oa Cr r+n o�K 3 17-14 GH REV 2010 RESIDENTIAL CODE OF NEN YORK STATE: 2010 NYS EC= 2008 NEC CIG. HGT. 9-17 ISE RE'S(FECIO ROOF= 7/12 SINGLE BOX 161bC 030•) �� �'.,�s 12-19 19 DM -23 THE PLANS AND SPEClFDCATION5 OF THE PERMIT SET F� DERIVED FROM AND CONSISTENT RODTL BSMT COL - • STAIR OPENGl9) BF15ED DESIGN WIND ZONE= 120 3SG 38 92 Fe n7m• 12-19-1 GH REV 41iTti THE PLANS Aro SPECIFICATIONS ASSOCIATED HI1Ti THE APPROVAL ON FILE WITH LFlBEZ- ■ ON 825/900'GEOMETRY 1WRDoM 6 Dom DP= 4O/45 axr/cOIaER). 6'-10 1/2" TURN KEY / WRTSONRMRIINSTREET THE DEPT OF STATE. WHDDi WERE APPROVED ON 12/LV 111 UNDER SYSTEM 0141987-02-07 RVE MM Nu -WFTRrm,= LI IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PE'RSM r q3S 13'-9" FLOOR PLRN UNLESS HE IS RCTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENG NEE?- 000 TO ALTER THIS ITEM IN MY WRY. �� � MK enoalo aw o DRM 12-5-13 3/16"=1'-0" 31763a-000 Fasten mateline floor A 4 S 1/7 1 I/r Wall Line 3 &4 Requirements: A=STHD 14RJ ` i rims on-site across -Dbl truss above wall. ' B=(3)LSTA18 straps from wall studs to triple floor joist. mateline w/ 1/2"thru i Dining- -Triple floor joist under wall. (unless noted otherwise) ��$-r�,a-� bolts at 48 o.c. or I ;Line 1 -Fasten double truss bottom chord.to top plate w/ C-(4)LSTA18 straps from wall studs to triple floor joist. tL3%8"x8"lags at 32"O.C. i I I 0.131"x3"nails at 2" O.C.toed. 1 } ____ D=HHUS210-3 hanger from triple floor joist to mateline cc 1 ' -Fasten bottom late to triple floor joist w/0.131"x3"nails Ell Dinin p1 floor girder: Provide connection on-site from mateline r` ' i Line B i at 6" o.c.per row staggered. Dining- floor girder to foundation system for 3097#uplift. Ct / I Line A i�6_2,5 3 E=HHUS210-3 inverted hanger from triple floor joist to r� mateline floor girder. Provide connection on from mateline floor girder to foundation system for 42039 uplift. 1 F=IRIUS210-3 hanger from triple floor joist to dbl 5/21/14 I sidewall perimeter. 1 Z-10 i/4 s-7• 31-9 4� A I A �' 'R3-8 3/1V � z � A _ ---------------------------- 41-2 VT e4 yr L F A ' 4 a� Fasten 1st stud in interior wall P to exterior wall column w/2 I El I " rows of 0.131"x3"nails at 8" I `£ o.c.per row staggered aO 3o b Strap per tales B r Strap per talcs O Line 3 Fasten mateline floor ---d ruins on-site across E B D mateline w/ 1./2"thru �7E � bolts at 48" o.c, or D I A _ 3/8"x8" lags at 32" ac. ------------- 8S J r I I I I r I I Z clElB 1 I Line 3 A 0 t Q i F0A Oi z-lav Fasten mateline floor A -------- --- ------------------ on-site e acr s 3z� vz• S`-5 S/4• 1 A ------ A ------ zv4• A mateline w/ 1/2"thru �4 ,- bolts at 48"o.c.or 3 3/8"x8" lags at 32" o.c. BDRM- BDR141- 1201APH 3-SECOND S b Line B JLine A NOTE SEF FM WIND DESIGN 5UMMFY2Y SF1TS FM UPLIFT. SFEAR, SLIDING, SHEAMO& COMMe SUM / KM_T-UP COLUMN -+ STUDS AND TOP PLATE LIMITATIONS -4W EXT WALL SHTIG ———— I I Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, J ,� MV, NY NOM 4 PREMIERBUILDERS APPLICABLE BUILDING cooEs to alter this item in any way. .� _ A �,. MGFMICr AC 2010 RESIDENTIHL CODE OF NEW YORK STRTB 2010 NYS E= 2008 NEC TFE PLANS AND SPECIFICATIONS OF TFE PERMIT SET ME DERIVED FROM AND CONSISTENT 7-2 1/2" t�7 i� � � WITH THE PLANS AND SPECIFICATIONS RSSOCDAiED WITH TFE APPROVAL ON FILE WITH BDR1V1- 31-2 Vz 5-1914 GH PE THE DEPT OF STATE, WHICH WERE APPROVED ON 19115/2010 uoER SYSTEM •Mi3e7„u2-azo. TURN KEY / WRTSON M�FlINSTREET ®WA1 NG: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON. Line 2 �,,o, UNLESS FE IS RCTING UNDER THE DIRECTION OF R LICENSED PROFESSIONAL. ENGII�t, HIGH WIND DESIGN - in 000 TO ALTER TFMS ITEM IN ANY WRY. ox em e>� on, name++ JRK 3-17-14 De 3/16"=1'-0" 31763n-000 q 3 Warning: It is a violation of the NYS Education Law Article 145 for any person, YC `� a a v I 2e 1 A-� v SILL ; unless he is acting under the direction of a licensed Professional Engineer, J? _ to alter this item in any way. 2d I I I 5/21/14 i 2a@ I I I I I - I I I I , I `-------------C- I S ��3�S_ I06 5 `---- -(� ��,,gg RS --------------------- SR 5 i a 3 i R --------3R --------97 i {R}----------- BR 8 I I ® I a I I I R I I I I I I I ----- - ____—I Jr 1_4-_3 fA----- J-- `LUTRON RECEPT s SWITCH 1 5 48' fFF _ II1II1 r- j -(Rt ----(R}----=---�R}- R3 --------�Rr-------- 3R i 8 BR ----------- R 8 LUTRON ' I I �I I I I 2 ♦ 8-3 4 I B S. I I SWITCH I I I r I ---- 4012 ' S B 11 19 i---i---i---------------------------' i ------------ II Ta+ ---------- ---------- ----------SKr--------- 84- AFF I I T� TTTTZZZdOOOJ ate+�T -_------—J I _ p� TO I � 1frT 13" CONDUIT J R BOX R ' -1R} 1 • S� ------ 1 i 1 s 84' RFF WITH COVER 201 ------- 111"' ----- ---------- :712] 11 ' �El 8 1 I I �1 I I I do 1 I GG I ZO I 1`----- -- -- I `CY } I I to 8 R I ------------fljN I ' I 18 - - I 1 8 20 licr'---- 20 --- J- r I LUiRON ---------------- ---------- _ T 213 I I SWITCH rq oilr- $3 I - I I I ---------- ----+-4-------------- 1 ------------ +--+-------------- `ELEC:T PNL ®SMT) . e 1 m' 0031 I 1S-(r 14-2 WIRE COILED I 21 IN RTTIC FOR 21 I FUTURE GRRFM <L BY H 21I 21Q 120 MPH 3-SECOND BUST I _14^3_ I I - I HEAT STSTEA4 ON-SM BY OTHERS I I I I NME! L RFCI PROTECTION 6 QTS. PROVE PER 2011 NEC i---- 2. ALL CE1LDG LDGHT BOXES SHALL BE RATED FOR SO• PER 201.1 NEC 31421 GU R I 1 R 3 50 TFE RECFPT MRY RAE F T ET GFCIRET AS I I ---- I ELWOML 4. REDID FRONT d RERR EXT GFCI REM" WILL EE ACCESSIBLE FROM CRf10E `-------- ,,,• �� NY NOTE FIND OTFHOLISE ERS �1l; TFf MOOI AT THE RECEM SHALL� ------J tea' � � BE FICCESSMLE � PREMIERBUILDERS 1DENT C NEW YORK STATE:2010 MB EC=2008 NEC >5�pr pat nlpp•Ri IM dp6 +-13-14 GH PE THE PLANS RAD SPECIFICATIONS OF THE PERMIT SET RRE DERIVED FROM I'M CONSISTENT 111H� t mac a 4$14 A'.PE THE DEPT A �APPROVED BONN 12/1S//?IIfA UNDER ��02-070. WrrH VAIL ONTURN KEY / WRTSON RMRIINSTREET -WARNING IT IS-A VIOLATION OF THE NYS EOUCRTMN LAW ARTICLE 145 FOR ANY PERSON, Mcm to UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFESSIONAL ENGD4MRR. ELECT. PLAN000 TO FILTER THIS ITEM IN ANY WRY. MIL en 6F- loam J31763 . JRK 3-17-14 3/16"=1'-0" 31763a�000 23-7" 7 1rrR -1997. 13'-9 -19s1•R 1/2' 28'-8" - ----------------- ----- LJ Ll Warning: It is a violation of the NYS Education Law Article 145 for any person, I -------_ -------, I �EXPOSED LL MSR TO BE OF NATURALLY DUF1ME WOW OR WOOD THAT 15 _TREATED IN WITH RWPA UL unless he is acting under the direction of a licensed Professional Engineer, ' I DIImN� I ' PRESERVATIVES S11RLL BE LISTED IN SECTION 4 OF RWPR UL to alter this item in anyway. I 1 Lam' I 2. ALL LUMBER THAT IS IN CONTACT WITH CONCRETE OR THE GROUND MUST BE APPROVED -PRESERVRTLVE- WOOD SUITABLE FOR I I i I 3 SUPPOGROUND RT COLUMNS SHALL BE APPROVED WOOD OF NATURAL DECRY RESISTANCE OR PRESSURE -TREATED'WOOD. I I I 4. ALL FIELD CUT ENDS, NOTCHES, DRILLED ED HOLES OF PRt�ERVRTIVE-TREATED WOOD STALL TREATED IN THE IN FCC0.FMP24CE WITH RWPR M4, S. RLL NAILS USED IN THE CONSTRUCTION OF PORCHES 6 DECKS.SHRLL BE TREADED AND THE REQUIRF11EM5 OF ASTM F 1667. THREADED I I I I NAILS AS STATED IN THIS DOCUMENT DO IAE HELICAL (SPIRAL) d ANNULAR GUM SHAM WOOD SCREWS MEET THE REOUI1�MENTS &FLFLFGHING$1E L BE BOLTS 6 LAG SCREWS OOFHALL AMINIUM OF IITHE REQUIREMENTS OF �a2 AN N014-METFLLIC MATERIAL. I I I I 111. ALUMINUM SHOULD NOT BE USED IN DIRECT CONTACT WITH LUMBER TREATED WITH TIVES THAT CONTAIN COPPER SUCH AS ACO. I I EL J I 1 7. SC,REWSCOPPER �BOLTS,� NUTS, d WASHERS FOR USE WITH PRESERVATIVE TREATED SHALL BE HOT-DIPPED -0ORTED GALVANIZED I� 0-j j � Ii STEEL STRDLESS STEEL SILICON BRONZE OR COPPER. FASTENERS SHALL BE HOT DIPPED GALVANIZED NIZ D AND S FILL MEET THE REQUIREMENTS OF m ASTM A 153, CLASS D FOR FASTENERS 3/8' DIAMETER AND SMALLER, OR CLASS C FOR F WITH DIAMETERS VER 3/8'. gqt� pi i p '' 6. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SILL BE PERMITTED To BE OF T DEPOSITED STEEL WITH COATING I I 9 HARDWARE CIST HANGERS,WEMHTS 114 ACCORDANCE WITH C MRS'TB-IT LA PPS ETC1 SELL BE GAS OR SHALL BE STEEL. HARDWARE TO BE I HOT DIPPED ULVAINIgD PRIOR TO FABRICATION STALL MEET ASTM A 653, G-185 COATING HARDWARE TO BE RIOT D GFLVANAIZED AFTER I I I I FAR9RICRTION SHALL MEET RSTM RL213 I I I I TIS A rD CONNECTORS EXPOSED TO SALT WATER OR LOCRTED WITHIN 300 FEET OF SALT WATER SHALL_ BE STAINLESS STEEL I I I I LL-GRACE 304 CORATED OR NON-FERROUS FASTENERS OR HARDWARE SCJ_ BE AS APPROVED En THE AUTHORLTI' HAVING .URISOICTIOM I I I I 12 HIO'T-0IPPED ZINC-CORTED GALVANIZED STEEL CONNECTORS AIRF AT ANY CONNECTIONS INTO CONCRETE iT-11•. I I I I . LtS2+ * 1 4� --- ------------ --- R L�E-A ----------------------------------- -------- --------- ---- --------------- , - ------------- --- _ = R ,----------------------------------liil------------= 1026PL.F `- -- ---------------------------+Ail------------------------.-, IR ' III 1026 PLF 24. SSI S LBS In ��LOSIII I I I I 1659 LBS IFLIFT 853 LES IFLIFr R I i SILL PLATE TO FOUNDATION 570 PLF SLIDIM AND 2' SOURRE w/ 1? ANCHORa 18bC SIL PLATE TO FOUNDATION Zia PLF SLIDING AND r SOUARRE WAS•ER w/ ANCHOR a 34bC I I CONNECTION - I DE.1 LS5 FLF LFLIFT BOLT 1/16. OVERSIZED HOLD L/8' TK= MA SHR R'EOUIRED CONNECTION - DINING I NE1 258 PLF UPLIFT BOLT MS9UME L/1S 0 HOLD 1/8' TF41'OC MIIN. WASHER REQUIRED I SILL PLATE TO FOUNDATION S70 PLF SLIDING AND r SQUARE w/ 1/2" ANCHOR s 18bC SILL PLATE TO FOUNDATION 237 PLF S IDING AND 2' SOURRE WASHER W/ ANCHOR ■ 3410C CONNECTION - LP" 134 PLF UPLIFT BOLT 1/16' OVERSIZED HOLD. 1/8' THICK MAL WASHER REQUIRED TION - DD" LIE_R 258 PLF U PLAT BOLT ASSUME 1/16' 0 HOLD 1/8' THICK MIN. I I SILL PLATE TO FOUNDATION 125 PLF SWIG FIND r SQUARE w/ 1/2' ANCHOR a 48'oc SILL PLATE TO FOUNDATION 237 PLF SLIDING AM r SOUPIRE WASHER w/ ANCHOR I I a� i CONNECTION - LIE�1 179 F1F UPLIFT BOLT 1/16 OVERSIZED HpLD 1/8' TtffCIC MT11 WASHER REOIA>�D - DIMDdf' LT1E9 258 PLF IFLTFT BOLT ASSUME L16' 0 HOLD L8' WASHER RFAIlI�D I i a� I 1 Sill PLATE TO FOUNDATION 125 PLF SLIDIING AND r SOU IRE w/ 1/7 FWCNOR a 48'oc SILL PLATE TO FOUNDATION 1.84 PLF S_UEM AND r SOLFF E WASHER w/ 1 ANCHOR a 40'oc I I Cn I CONNECTION - I INE-B 134 PLF UPLIFT BOLT IxW OVERSIZED HOLD L/8' THICK MIN. WRS-ER REQUIRED CONNECTION - BDRM LINE. 258 PLF UPLIFT T BOLT IRSS1ME 111WW 0 FEW 1/8' THICK MM WASHER REQUIRED I I I I I I I lui SILL PLATE To FOUNDATION 302 PLF SLIDING AM 2' SQUIRE WASHER w/ ar 30bc I I III CONFECTION - BORM LINEA 258 PLF UPLIFT BOLT Tf�l)ME 1/16' HOLD 1/8' THICK MIN. WASHER REQUIRED I I 1 I SILL PLATE TO FOUNDATION 302 PLF SLIDING AND T S]UNIRE W/ ANCHOR a 30bC I I Inl CONNECTION - WWI BE 258 PLF LFLIFT BOLT 1/ili 0 HOLD 1/8' THICK MIN. WASHER RFOIMqED I I I i Ili I I -0" 9-3" 9'-3" 9'-2" 5-10" 6'-9" 5-9" -1 1-1 r- 1 I I I I III 1 I I I I I 1 I III I I I I ILn I 1 I I I I 1226 PLF 1 I L---j �- -� `---� ---� 9051. -1111 --� L---j I 1 I 1 42034. UPLIFT gpg'/. J I 11886 yiJt I I lF1gT I IFLiFT - I I I uq i I ' 1 III I ` R - '"r•-y'" F,,f `•,' I ` �� L �OD j I i R7 SECTION. IOR BT ISREI SILL N - Ir 1 I MFROM EACH END OF EACH SILL. PLATE SECTION. I C0AX -. u t.,`�}� CONNECTIONS FOR LISTED UPLIFT LOADS TQ PRov� NON HEATED BASEMENT SPACE ONLY LAIR III m 'rn I 1 FROM MOD TO FoUNORTION ON-SITE BY BLDR m I - 1 24'-2" I A m ~ I INOTESI L COLUFW SPACING CAN BE ADJUSTED AS LONG A5 MAX. CLEEAR NOT I I EXCEEDED. COLUMNS AT POINT LOAD LOCATIONS ARE NOT MO ANDA Lr2'A6512'CM/28/31W) OR 1/2'k8'AlM4114) STEEL PLATE ON COLUMNS. z 2. COLUMN LORDS SHD4M ON FOINM ROE ON I DICATED COLUFW SPRCDNG Si0WN. iF C�UMNS L WILL BE VOID. p 1 -------3 CENTER FLOOR GIROFIR SfiLL - SPF.2 GS/28/31W1 OR 4.2X8 SPF.2 C24W)MEMBERS WITH SLICES LOCRTOF 2 FEET APART ON t]aC11 MODULE ___ , I 111 I I R t J ----, L•. I 1 Ili _ ____ I 3417 LBS 5515#GRAVITY j 4. SEE FLOOR PLANL FOUNDATION P SET�.P IN9TRUCTIIXN'' FOR SECURING r"a MODIIES TO FOUNDATION (COLLI , PERIMETER 6 CORNER ANCHORS OF REQ EDU :i 3417 LBS 1 i� � I / LBS 853#UPLIFT 2-lfl' ,�Ab - III R -----------------11A6 PLF d i I Ta ------- ---------' ILII -15228 ,.� L -------------- ------------------------------------------------------------ -- ---------- , LITE-B R 4' ; ------ ---------------, -15244 5/21/14 n _ I MODULAR FLOOR IS NOT DESIRED TO RESIST.L.OADs FROM SOI_ PRESSURES IN THE STAIR AREA I I 120 M, e� �q[� = STL D14RJ FOUNDATION MUST BE DESGPOED BY OTHERS TO - I I L 3 EL l M, 3-SECOND D IRS- IN I ST THE SOIL LOADS THIS ATFL T I L �I I am NOTE: FOUNDATION SHALL BE DESIGNED BY A NYS DESIGN PROFESSIONAL WITH o i i N of i o KNOWLEDGE OF LOCAL SOIL CONDITIONS. THIS SAMPLE PLAN IS MEANT I I C3 r+l 1 ONLY TO COMMUNICATE THE DIMENSIONAL AND LORDING INFORMATION TO DESIGN PROFESSIONAL SO THEIR FOUNDATION DESIGN IS COORDINATED I I I WITH THE REQUIREMENTS OF THE MODULAR BUILDING. I II LINE-2 I I rs �o� ICA NY NOTE I ----------------------- I PREMI ULDERS "m`� 5-1544 GH PE I .. �, I w au os a �e 4-16-14 .K PE APPLICA BLE BUILDING' CODES �L FOCAN MTION OLD GN FPFPROVEI l R PRE PROFF�iYOfNII- l3NGIPET]2 1 IJK 27. 2010 RESIDENTIAL CODE OF NEW YORK STATE: 2010 NYS EC2008 NEC CAR REGISTERED ARCHITECT. - .rr &2L114 K OB ---------------------- THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ALOE DERIVED FROM AND CONSISTENT 2 THIS DIRAiLNINC TO BE lSm FOR DIIENSDRN5 ONLY. 7 1? - R 7 Irl" m®I WITH THE OF S AND SPECIFICATIONS AP RSSOCIiN 1 WITH THE APPROVAL ON FILE WITH S. SEE FLOOR PLAIN FOR DIMENSIONS OF UNITS 6 STAIR LOCATION. -AM- A � TURN KEY / WATSON MRINSTREET THE DEPT OF STATE. WHICH,WEF3= APPROVED ON 12/15/2QIA ODER SYSTEM •M1987-02-070 4. SEE MASTER SERIES DWGS., SHT. NO. 3C 6 4a, FOR NOTES AND DETAILS. -1524• mm 000 -WRRtmn IT is A VIOLATION Of THE NYS muamoN LAW ARTICLE 14AND s FOR Y PERSON, S. MAX CENTER FLOOR GIRDER SUPPORT COLUMN SPACING= 91-4' R. FOUNDATION LAYOUT UNLESS HE IS ACTING UNDER TI•E DIZECTION OF R LIC[7NSED PROFESSIONAL E7NGRAMR, _ TO FILTER THIS ITEM IN ANY WRY. DW an opo e�ri HAYES 1-23-2014 3/15'=1'-0" _31763a-000 Warning: It is a violation of the NYS Education Law Article 145 for any person, v unless he is acting under the direction of a licensed Professional Engineer, -to alter this item in any way. FIN .s � 8F^5tH 5/21/14 mm�rt 2x6 SPFK2/1 RAFTERS a 16"O.C. 2x6 COLLAR TIE ON ALL VALLEY RAFTERS WITH A SPAN OF"GREATER THAN 5 ����aaaa 12 FASTEN COLLAR TIE TO RAFTER w/(7) 131"x3" NAILS EA. END 17 RAFTER ATTACHED TO ROOF TRUSSES AND OR BLOCKS w/(3) *8x3" TOE SCREWS (PG 8b SYSTEMS DRAWINGS) CIG. 130 ' m F .a I r f I ON-SITE GMqGE THIS ARU; DESmNED ON-SIM BY OTHERS Jul GRADE RCCESS ElY ELDR GRRDE RCCESS ETf EJLOR FRONT ELEVATION 120 PwTH 3-SECOND GUM NY Nam PREMIERBUILDERS RPPLICA9_E EIJD DIJG CODES Aauaaw�ne S-13-14 GH PE 2= RESIDENTIRL CODE OF NEW YOM STRTEI 2010 NYS EC=2008 NEC r wpg aa�n W44M Pa 7M a 6 a 21114- X DS ThE PLANS RQ SPECIF'ICRTION3 OF THS PERMIT SET MRs. DERIVED FROM RMI CONSISTENT ®� WITH THE PLANS AND SPECIFICATIONS RSSOCIRTtD) WITH THE RPPROVRL ON FEE WITH TURN KEY / WATSON TFE DEPT OF STA . WHICH WERE RPPROVED ON V-I 512M LMER SYSTEM OMM-02-M MAINSTREET TE IT 15 R VIOLATION OF THE NYS EDUCATION LAW RRTICLE 14S FOR RNY PERSON, FRONT ELEVATION -1 LN_ESS FE IS MUTING DIEM THE DIRECTION OF R LICENSED P ONRL.ENGIN. 000 TO RLTER THIS ITEM IN ANY WRY. NOTE: ELEVATIONS SHOWN MMY CONTAIN OPIIONFL OR SJGGESTED FERTURES °�°A °�° �n �- JRK 3-17-14 3/15'=1 0' 31763e_000 Y Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. �--- -� -2 17L ✓ C4 f> 4x d r § n jjjj ii{{3 �{{4 ms`s tK 5/21/14 nrt�art 2x6 SPFx2/1 RAFTERS ® 16"O.C. 2x6 COLLAR TIE ON ALL VALLEY RAFTERS WITH R SPAN OF GREATER THAN 6' 12 FASTEN COLLAR TIE TO RAFTER w/(l) 131"x3" NAILS EA. END 7 RAFTER ATTACHED TO ROOF TRUSSES AND OR BLOCKS w/(3) «8x3" TOE SCREWS (PG 8b SYSTEMS DRAWINGS) V11 7 I'EIAEE9 // FLA. c�aaDr AccEss EIY ELOR REAR ELEVATION 120 MPH 3-SECOND GU NYS PREMIERBUILDERS "�av' AffLIC(-E Elm DIIG CODES: Aa MGFMN�yT�ay RC 5-19-14 GHT PE 2010 RESIDENU L CODE OF NEW YORK STATE: 2010 NYS ECC0-2008 NEC w t�H ilJ� 67 /6dY6 �au�a 21114 JK DO THE PLANS AM SPF TIONS OF THE PERMIT SET FIRE DERIVED FROM AND CONSISTENT WrM TFE PLFM aro SPECIFICATIONS FWOCMTED WITH THE APPROVAL ON FILE WITH TURN KEY / WATSON THE DEPT OF STATE, WFMCH WERE APPROVED ON 12/15/2010 LACER SYSTEM •M1987-02-OM MRINSTREET -QFF M 4G: rr IS A HE VEMArION OF TNYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, REAR ELEVRTION -1 n,H 000 UNLESS IS AC nM LJNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEM TO ALTER T}QS /NEM IN ANY WRY. MK ImJAK 3-17-14 3116"=V-W 31763a_000 Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. i1 J z r' JI z 5/21/14 ntr�ert 12 7 393 SND41 DRffT 383 SNOW '.f _ FLA. LEFT ELEVATION 120 AN MEMO ON NY NOTA PREMIERBUILDERS "®= 5-13-14 Gi PE APPLICFELE CODEB A a =a..cr o .a 4-16-14 JK FE w VM•070aeoe Bel pr 4-9-14 X FE 2010 RESIDENM�L OF NEW YORK STRTES 2010 NYS EC= MOB NEC r*rP L PIUMJL 3-21-14jr W TFE PLANS AND sPEC>tICRTIONS of TFE PERMIT SET Ala= DERIVED FROM ANO CONSISTENT TURN KEY / WRTSON THE DEFT R�� PRovPLFM �ED ToNT9ia�/2010 u SYSSOVFLTEM SON ML /LE �/0 RIINSTREET -WAI3� IT IS A VIOLATION OF TFE NYS EDUCATION LRW ARTICLE 145 FOR ANY PERSON, LEFT ELEVATION -1 rum UNLESS tf IS ACTING UNDER T1f DDR=CTION OF A LICENSED PROFE55IONFI ENG]PEER, 000 TT] FLTER THIS- ITEM IN ANY WRY. ax en omo Baan ' JRK 3-17-14 3/16"=1'-0" 31763,_000 Y Warning: It is a.violation of the NYS Education Law Article 145 for any person, Y unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. #, ,..� . LM t• 86250) J � 5/21/14 T1f�T1R 12 7 6W 8'-0' 39.3 SNOW DRIFT 39.3 SNOW DRIFT CLG. R ® \ \ r RIGHT ELEVATION 120 MPH 3-SECOMM NY NOM EMIERBUILDERS av, A o M a.ry�ie 4-16-14 X FE APPLICABLE BUILDING2010 RESIDENTIAL.CO OF NEW YORK STATE; 23M NYS EC=MOB NEC w�+r��e e a°�i�� a 6 �i.,m a 3-21114 X D8 THE PLANS �� °F � � EO� °� �AND � W T}E AND SPECIFICATIONS SSsaT ► a�aoON FILE w TURN KEY / WRTSON THE DEPT OF STATE. MiECH WERE RPPROVED ON 12/15n=LKER SYSTEM •M1387-02-070 RM INSTREET —WARNING: IT IS A VIOLRTIDNY N OF TPE S EDUCATION LAW ARTICLE 145 FOR ANY PERSON, RIGHT ELEVATION -1 n�000 UNLESS HE IS ACTING GOER T}E DMCTION OF A LICENSED PROFESSIONAL ENGINEER- TO ALTER THIS ITFM IN ANY WRY. oK IM I'"-3-17-1,C -3116"=1'-0" 1 31763a_000 Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. f'`—r---� ,4 rS 2003/2006 IRC CHART 1<\ 2010 RCNYS CHART PER TABLE R30112..1. ENER SPACINGra --^`'�lU WIND-BORNE DEBRIS OPENING PROTECTION OPTIONS: FASTENER fi t 1, PRE-ENGINEERED WINDOW/DOOR PROTECTORS MAY BE INSTALLED ON-SITE BY TYPE PANEL SPAN 4' SPAN 6' SPAN OR,=4' <ORR=6'� 6' <ORR==8' OTHERS. (MUST MEET ALL STATE & LOCAL CODE REQUIREMENTS) 2. WOOD STRUCTURAL PANELS WITH A.MINIMUM THICKNESS OF 7/16" AND MAX PANEL NO. 6 SCREWS 1611' 12" 9" SPAN OF 8' SHALL BE PERMITTED FOR OPENING PROTECTION IN ONE AND TWO 5/21/14 STORY BUILDINGS. PANELS SHALL BE PRECUT SO THAT THEY SHALL BE ATTACHED NO. 8 SCREWS 16 16" 12" TO THE FRAMING.SURROUNDING THE OPENING CONTAINING THE PRODUCT WITH THE GLAZED OPENING. PANEL ATTACHMENTS SHALL.BE DESIGNED TO RESIST THE 2009/2012 IRC CHART COMPONENTS AND CLADDING LOADS DETERMINED IN ACCORDANCE WITH THEFASTENER SPACING PROVISIONS OF ASCE 7. ATTACHMENT IS PERMITTED ACCORDING TO FASTENING FASTENER PANEL SPAN 4't PANEL SPAN 6'<PANEL SPAN LISTED ON THIS PAGE FOR BUILDINGS WITH A MEAN ROOF'HEIGHT. OF 33' OR LESS TYPE <OR=4' <OR=6' <OR=8' WHERE WIND SPEEDS DO NOT EXCEED 130 MPH. NO. 8 SCREWS '16" TO" 8" 1. FASTENERS SHALL BE INSTALLED ON OPPOSING ENDSOF THE WOOD STRUCTURAL PANEL 2, FASTENERS SHALL BE LOCATED A'MIN OF 1'FROM THE EDGE OF THE PANEL 3. FASTENERS SHALL BELONG ENOUGH TO PENETRATE THROUGH.THE.EXTERIOR WALL COVERING A-MIN.OF 1.75'INTO WOOD WALL FRAMING, A MIN OF 1.25"INTO CONCRETE BLOCK OR CONCRETE,_OR,INTO STEEL FRAMING BY AT LEAST.THREE. THREADS.FASTENERS SHALL BE LOCATED A MIN OF 2.5'-FROM HE EDGE OF CONCRETE BLOCK OR CONCRETE 1x3 FRAME BOARD 4. WHERE'SCREWS ARE ATTACHED TO MASONRY`OR ASONRY/STUCCO,THEY SHALL BE ATTACHED UTIUZNC VIBRATION—RESISTANT ANCHORS HAMNG A MIN WITHDRAWAL INSIDE DIMENSION TO BE LARGER THAN CAPACITY OF 490#' OUTSIDE DIMENSION OF THE WINDOW FRAME, AND FASTENED TO SOLID FRAMING MEMBER_ BEHIND.SIDING. OSB MIN. c WIND BORNE DEBRIS PROTECTION DETAIL 120 MPH MEMOUST NY N= NENUERBUILDERS ' RE ffPL. E 6UD� DE OF F4 71M•61T/6a�ev6 201D RESIDENTIFL CODE OF NEW YORK STATE: 2010 NYS EC= 2008 NEC rwW°' THE PLFVS AND SFEc7DMr1oNs OF THE PERMrr SET ARE LVED FROM AND CONSESTENT TURN KEY / WATSON TWEE DEPT THE of SraFM � 0 cN ii2/Lv=Cram srsrEm qw�m MRINSTREE I -4ME4G IT IS R VIOLATION OF TW NYS EDUCRTION LAN ARTICLE 145 FOR ANY PERSON. WIND - BORNE DEBRIS DETAIL 14M M UNLESS FE IS ACTING UNDER TFE DM?ECTIOPI OF A LR NSED PROFESSIQVL B43DE M 000 TO ELTER TMS ITEM IN ANY WAY. ax en oam man Im,are,� JRK. 4-16-14 3/16"=1'-0" 31763_000 Warning, It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. Vv f LVL INTERCONNECTION DETAIL kf y is 2°h0V EQUAL SPACES t � f may{ z IMu 'J_'•y"'^"t' z-PLY OEM: .3--FLY BEM /-PLY AEAU 5/21/14 . . 0.131"aOR 0.1]1"O.OR 1(2'BOLTS 0.162°.3.5'allS 0.162•x3.5°HAAS FASTENING REQUIREMENTS FOR MULTIPLE PLY LVL MEMBERS:- (2) EMBERS:(2) 1.5" MEMBER BEAMS: —USE (3) ROWS OF 0.131"0" NAILS @ 12" O.C. (575 PLF MAX. UNIFORM LOAD) —USE (3) ROWS OF 0.131."x3" NAILS @ 6" O.C, (1,150 PLF MAX. UNIFORM' LOAD) 0.,3,a'uaasp.s HEUEEa) (2) 1.75" MEMBER BEAMS: o.13r.a5•esus(I.V MEMBERS) —USE (3) ROWS:OF 0.162"x3:5" NAILS @ 1.2" O.C. (845 PLF MAX. UNIFORM LOAD) USE (3) ROWS OF 0.162"x3.5" NAILS @ 6" D.C. (1•,690 PLF MAX. UNIFORM LOAD) 6. • (3) 1.5" MEMBER BEAMS: —USE (3) ROWS. OF 0.131"x3" NAILS @ 12 O.C. '(431 PLF MAX_ UNIFORM LOAD) —USE (3) ROWS OF 0:139"x3" NAILS @ 6 O:C. (863 PLF MAX. UNIFORM LOAD) aUiLT uP COLUMN —USE (3) ROWS OF 0.131"x3".NAILS @ 4" O.C. (1,294 PLF MAX. UNIFORM LOAD) FASTENING (3) 1.75" MEMBER BEAMS:. —USE (3).ROWS OF 0.162'x3.5" NAILS @ 12" O.C. (635 PLF MAX. UNIFORM' LOAD) —USE (3) ROWS OF 0.1622"0.5' NAILS @ 6" O.C, (1,270 PLF MAX. UNIFORM LOAD) (4) 1.5'` OR 1.75' MEMBER.* BEAMS: —USE .(2) ROWS OF 1/2" BOLTS @ 12" O.C. (580 PLF MAX. UNIFORM LOAD) —USE (3) ROWS OF 1/2" BOLTS @ 12" O.C. (870 PLF MAX„ UNIFORM LOAD) NOTES;. —VALUES APPLY TO COMMON A307 BOLTS. BOLT HOLES MUST BE THE SAME DIAMETER AS THE THE BOLTS. WASHERS MUST BE USED UNDER THE BOLT HEADS AND NUTS. —THE SPECIFIED NAILING APPLIES TO BOTH SIDES OF A 3—PLY BEAM. —7" WIDE BEAMS MAY NOT BE LOADED FROM ONE SIDE ONLY. THEY MUST BE LOADED FROM BOTH SIDES AND/OR TOP LOADED. —LOAD DURATION FACTORS MAY BE APPLIED TO THE LOADS LISTED ABOVE. 120 MPH 3-SECOND NY NO PREMIERBUILDERS NEW AN SK QMLILT✓�K Fe 7M• " 2010 I�SIDEE SPC SOF I�LJ YCRIC STRTE; 2010 NTS EC=20W PEC M TW PLf�73 frD � OF THE PERMIT SET f� DERIVm FROM f�D Cd�tSISTEAf� TIE � aFLFM � wEW�ov�EOMON 1i2/15/iMM unER SYST=M°fr r—02-M rrH TURN KEY / WRTSON MRRIINSTREET UNJMS jE I5 RACTM� TSE ONETW ECCTION ALLICEENNSM PROFE.145 FOR MONFI DGiP� LVL CONNECTION DETRIL 'V"000 TO FUER THM ITEM IN MY WRY. on.en onto aw n JRK 4-16-14 3/16"=1'-0" 31763_000 M ' JOB PRE-31763 - Main House JOB PRE-31763 -Main House Y SHEET NO. 38 OF 44 SHEET NO. 38A OF 44 CALCULATED BY DJS DATE 5/14/2014 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE CHECKED BY DATE Design Summary Design Summary Location Force Connection Fasteners Required Reference Simpson Strong-Tie Tie MTS18 Location Connection Wall Force Spacing Reference Roof Truss to Wall Stud 212 plf P 9- (6)0.148inx1.5in nails each Sheet 5 Connection end 7/16"OSB/PLY overlap floor line_A 337 plf 6 in o.c. @ 32 in o.c. rim joist 6" line B 206 If 6 in o.c. 1st Story Wall — P �Y'!` �'Y '• Stud to Floor 0.131 in x 2-1/2in nails Sheet 6 Band-Connection N line_1 228 plf 6 in o.c. r /• " '' •.,' Use 2 rows of fasteners along O bottom edge of panel ii. s 1•�=. , �� � � j1� , '� line_2 0 plf 6 in o.c. 1 ' ti fir,^ f O 7/16"OSB/PLY overlap sill line_A 337 plf 3 in D.C. ti?3F .—'-iA' $ plate 1.5" CL L line_B 206 plf 5 in o.c. 5/21/14 Floor Band to Sill Plate Connection 0.131 in x 2-1/2in nails Sheet 7 line-1 228 plf 5 in o.c. O Use 1 row of fasteners along ;a bottom edge of panel N line-2 0 plf 3 in o.c. 4— O c O v W C C O U Note: 8d nails =0.131"x 2.5'; 10d nails=0.148"x 3" & 16d nails=0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples sa. and Toe-Nails may not be used in Seismic Zones worse than C. . ir 5/21/14 ST Note: 8d nails =0.131"x 2.5'; 10d nails =0.148"x 3" & 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. 4 JOB PRE-31763 -Main House JOB PRE-31763 - Main House y SHEET NO. 38C OF 44 SHEET NO. 38D OF 44 CALCULATED BY DJS DATE 5/14/2014 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE CHECKED BY DATE Desiqn Summary Design Summary Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference Simpson Strong-Tie LSTA12 (10)0.148"x2.5" nails Roof to Wall Stud Connection 428 plf Sheet 11 (5 each end of strap) @16 ino.c. o "tA 4) N 5/21/14 CU N m � co O - � U) L Q� 3', r: ! .1-.:' - :� ,,,�{{•'fes 1 y O 5-1 Q, y D 5/21/14 1 st Story Wall Stud to Floor 369p If Simpson Strong-Tie LSTA12 (10)0.148"x2.5"nails 11B Girder Connection (5 each end of strap) @16 ino.c. Floor Girder to Foundation 369If Fasten on-site for listed 11B Note: 8d nails 0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.'131"x 3.25" unless otherwise noted Connection F load An equal or better connection device maybe substituted for any connection device listed. Staples An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. and Toe-Nails may not be used in Seismic Zones worse than C. y JOB PRE-31763 -Main House JOB PRE-31763 -Main House r SHEET NO. 39 OF 44 SHEET NO. 39A OF 44 CALCULATED BY DJS 'DATE 5/14/2014 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE CHECKED BY DATE Design Summary (con'd) Design Summary (con'd) Location Force Exterior Panel Interior Panel Reference Location Force Exterior Panel Interior Panel Reference - ff J"T j a.in L y �N 1 . ..5 tA E 5/21/14 N Ul N Ul Q Q 1st Story Wall-line 1 7/16"OSB w/0.131"x2.5"nails cC 1st Story Wall-line 7/16"00w/0.131"x2.5"nails 155 plf @ 6"o.c.panel edge&12"o.c. Sheet 18 �[ —3 387 plf @ 4"o.c.panel edge&12"o.c. 18A d Perforated field nailing(exterior) � Segmented field nailing(exterior) .= L N 1st Story Wall-line-2 7/16"OSB w/0.131"x2.5"nails 1st Story Wall-line—4 7/16"OSB w/0.131"x2.5"nails 248 plf @ 6"o.c.panel edge&12"o.c. Sheet 18 — 525 plf @ 3"o.c.panel edge& 12"o.c. 18A field nailing(exterior) field nailing(exterior) Segmented Segmented Lz 1st Story Wall-lineA 7/16"OSB w/0.131"x2.5"nails _ 179 plf @ 4"o.c.panel edge&12"o.c. Sheet 18 r Y , / 1 Tt Perforated field nailing(exterior) r" 7/16"OSB w/0.131"x2.5"nails 1st Story Wall-line'B �" a 129 plf @ 6"o.c.panel edge&12"o.c. Sheet 18 Perforated field nailing(exterior) a )r r - 5/21/14 Note: 8d nails= 0.131"x 2.5", 10d nails=0.148"x 3" & 16d nails =0.131"x 3.25" unless otherwise noted Note: 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples An equal or better connection device may be substituted*for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. and Toe-Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same, size, species and grade as wall below. They must also Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. be sheathed and fastened the same as wall below. JOB PRE-31763 - Main House JOB PRE-31763 -Main House SHEET NO. 40 OF 44 SHEET NO. 40A OF 44 CALCULATED BY DJS DATE 5/14/2014 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE CHECKED BY DATE Design Summary(con'd) Design Summary (con'd) Note: Corner Studs& Built up Column Studs to be fastened together w/2 rows staggered Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered of 0.131"x3" Nails at 7' in o.c. of 0.131"x3" Nails at 7 .. in o.c. Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference NP a 14 !t 1 S . 4�`p U) - c 5/21/14 O O v 5/21./14 ' O O C = C = . O O U (� 1 st Story Module to = 1st Story Module to C Foundation-line 1 1/2 in min concrete cover and Foundation-line-3. 1/2 in min concrete cover and Simpson Strong-Tie �_ Simpson Strong-Tie L- 1286 Ib p (30) 16d sinkers, locate 1.5in Sheet 21 L- 3097 Ib p (30) 16d sinkers, locate 1.5in 21A � STHD14RJ from corner STHD14RJ from corner > > O 1st Story Module to Q 1st Story Module to Foundation-line_2 1/2 in min concrete cover and Foundation-line-4 1/2 in min concrete cover and 1988 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1.5in Sheet 21 4203 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1.5in 21A STHD14RJ from corner STHD14RJ from corner 1 st Story Module to - Foundation-line_A Dead Load of Structure is OK Sufficient to Resist 0 Sheet 21 Overturning Load 1st Story Module to Foundation-line_B Dead Load of Structure is OK Sufficient to Resist 0 Sheet 21 Overturning Load Note: 8d nails=0.131"x 2.5'; 10d nails = 0.148"x 3" & 16d nails=0.131"x 3.25" unless otherwise noted Note: 8d nails =0.131"x 2.5", 1 O nails=0.148"x 3"& 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31763 -Main House JOB PRE-31763 - Main House SHEET NO. 41 OF 44 SHEET NO. 42 OF 44 CALCULATED BY DJS DATE 5/14/2014 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE CHECKED BY DATE Design Summary (con'd) An equal or better connection device maybe substituted for any connection device listed. Staples Design Summary (con'd) and Toe-Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference 0.131"x 3"toenails. Truss Bottom Chord or Ceiling 0.131"x 3.0"Nails toed Roof to Wall Plate Connection 1'27 Ib 2 23 Joist to Endwall Top Plate 313 plf 23S @ 4 in OC 0.131"x 3.0"Nails in End- Top Plate to Studs& Bottom 127 Ib Grain. NA 23A Plate to Studs 2 per stud 0.131"x 3.0"Nails Bottom Plate to Floor 95 plf NA 23A 16 in o.c. N C O O d M-Lv y� c w_ U ._;r f:* w t tai..�r4{ � `�Y 'G �t YP1 t-t Cr 1 N S 1. f V 4; ; 5/21/14 5/21/14 1 st Floor Endwall Mateline- Top Plate to Top Plate/ 4304 Ib 3 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA Ceiling Rim to Ceiling Rim strap across Mateline 0.131"z 3"toenails. 1st Floor Endwall Mateline- 1 st Story to Sill Plate (22)0.148in x 2.5in nails each 414 plf @ 3 in OC N/A 25 - Floor Rim to Floor Rim across 4304 Ib 3 Simpson LSTA30 Straps NA Connection-line-1 &line-2 Mateline strap 0.131"x 3"toenails. 1 st Story to Sill Plate 125 plf @ 6 in OC N/A 25 Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3" & 16d nails = 0.131"x 3.25" unless otherwise noted Connection-line_A&line_B An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Note: 8d nails = 0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails = 0.131"x 3.25" unless otherwise noted 0 JOB PRE-31763 - Main House Fjr�.f� roe PRE-31763 -Main House SHEET NO. 43 OF 44 SHEET NO. 43A OF 44 F k r,`, •,�, 1 � . CALCULATED BY DJS DATE 5/14/2014 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE CHECKED BY DATE Desiqn Summar `«�f�'{ �/' .,�� ,,� Design Summary(con'd) Locatic ~c,Ogg 'S Jeathing Connection Reference Y z MAIN ROOF: 5/21/14 GGV �� 0.131"x2.5"nails at 6"o.c.panel N � edge nailing and 12"o.c.field ff, Roof Sheathing 7/16" OSB (Unblocked) nailing Sheet 29 f r, Shear OVERHANGS: r= „ C I(r ,i '- i = 6 in D.C. edge &field 0.131"x2.5"nails aats.; '.9 P '�4`` kf' Qr Wall Sheathing 48 If -c 7/16" OSB Sheet 33 ,f N 6 o.c- panel edge nailing and Non Shear Wall Suction 12'o.c. field nailing � 257 plf 0.148"x3"nails at 6"o.c. panel 5/2.1/14 Floor Sheathing 5/8in OSB (Unblocked) edge fastening and 12"o.c. Sheet 31 Shear field fastening Location Connection Reference Location Connection Reference U) U) 0 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (2) p 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end, A34 truss Ridge Connection"6" 0.131"x3.0" nails toed Sheet 36 Ridge Connection 4' 36A to rail each side & (5) 0.131"x3.0" nails toed rail to rail per bay. a) c c c c 0 0 U 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end &(2) U Flip Connection"5&7" 0.131"x3.0" nails toed Sheet 36 T- 00 o to CD 00 CD LO Kneewall Connection"9" LTS12 or H8 & (2) 0.131"x3.0" nails toed Sheet 36 M T_ U) N Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference 570 plf sliding 2"square washer w/1/2"Anchor 570 plf sliding 2"square washer w/5/8"Anchor @ 18 in OC Sill Plate to Foundation @ 24 in OC Sill Plate to Foundation 27 Bolt(Assumed/16"oversized hole) � Bolt(Assume 1/16"oversized hole) 27D N Connection-line-1 and = Connection-line-1 and 0 155 plf uplift 1/8in thick min.washer required V 155 plf uplift 1/8in thick min.washer required L) 570 plf sliding 2"square washer w/1/2"Anchor c 570 plf sliding 2"square washer w/5/8"Anchor Sill Plate to Foundation @ 18 in OC O Sill Plate to Foundation @ 24 in OC C Bolt(Assume 1/16' oversized hole) 27A }, Bolt(Assume 1/16"oversized hole) 27E c Connection-line—2 and Connection-line_2 and 0 134 plf uplift 1/8in thick min.washer required 134 plf uplift 1/8in thick min.washer required c 125 plf sliding 2"square washer w/1/2"Anchor 125 plf sliding 2"square washer w/5/8"Anchor Sill Plate to Foundation @ 48 in OC LL Sill Plate to Foundation @ 56 in OC Bolt(Assume 1/16"oversized hole) 27B Bolt(Assume 1/16"oversized hole) 27F CU Connection-line_A and a) Connection-line_A and e 179 plf uplift 1/8in thick min.washer required 179 plf uplift 1/8in thick min.washer required 125 plf sliding 2"square washer w/1/2"Anchor d 125 plf sliding 2"square washer w/5/8"Anchor LL Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 48 In OC = Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) . @ 56 in OC Connection-line_B and 27C Q Connection-line-13and 27G 134 plf uplift 1/8in thick min.washer required 134 plf uplift Min thick min.washer required 8d nails=0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25"unless otherwise noted 8d nails = 0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31763- Main House r SHEET NO. 44 OF 44 CALCULATED BY DJS DATE 5/14/2014 CHECKED BY DATE Design Summary(conal Location Force Connection Fasteners Required Reference c Outlookerto Endwall 65 lb 0.131"x3" Nails w/ 1.5" O pen. Sheet 35 O Within 3.00 ft of Corner 2 per outrigger c 0.131"x3" Nails w/ 1.5" p Outlooker to Endwall 651b U Pen Sheet 35 Not 3.00 ft of Corner 2 per outrigger c - .0 L O Location Force Member Sizes Splice Conn. if Req. Reference 1st Floor Double 2x6 Top Plate-No Splices 60001b Sheet 19 Endwalls 1 st Floor Double 2x6 Top Plate-With Stagger 2 rows of Splices& @ 8 in oc P 0.131"x 3.0"Nails 22341b Sheet 19 Sidewalls O _�^`� s' X11 5/21/14 Minimum Lumber Grade and Species is SPF#3 Unless Noted Otherwise Minimum Splice Length is 6 ft 8d nails = 0.131"x 2.5", 10d nails=0.148"x 3" & 16d nails = 0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. ,b JOB PRE-31763- Dining Room JOB PRE-31763 - Dining Room SHEET NO. 38 OF 44 SHEET NO. MA OF 44 _ CALCULATED BY DJS DATE 3/28/2014 CALCULATED BY DJS DATE 3/28/2014 CHECKED BY DATE CHECKED BY DATE Design Summa N Design Summary Location Force Connection Fasteners Required Reference Simpson strop Tie MTS18 Location Connection Wall Force Spacing Reference Roof Truss to Wall Stud P 9- (6) 0.148inx1.5in nails each 314 plf Sheet 5 Connection end. • @ 16 in o.c. 7/16"OSB/PLY overlap floor line_A 286 plf 6 in o.c. rim joist 6 1st Story Wall line_B 258 plf 6 in o.c. Stud to Floor 0.131 in x 2-1/2in nails Sheet 6 ='t1 ,1 fy. yt�ti Band Connection line_1 283 plf 6 in o.c. Use 2 rows of fasteners along bottom edge of panel cdl 7/16"OSB/PLY overlap sill line A 286 plf 4 in o.c. plate 1.5" N f : line_B 258 plf 4 i o.c. is 5/21/14 Plate Connection Floor Band Sill 0.131 in x 2-1/2in nails Sheet 7 line—I 283 plf 4 in o.c. a) Use 1 row of fasteners along — M bottom edge of panel N L O N _ O O d C C O U Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3" & 16d nails = 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples O' and Toe-Nails may not be used in Seismic Zones worse than C. T~N CC l�e;il : V il.0 l {ix i � r •_ � t l�At % sh i ��,'t ``'":. G't r GCS• '�. rad ti.�p,xV�. 5/21/14 Note: 8d nails=0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails= 0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. R JOB PRE-31763 - Dining Room JOB PRE-31763 - Dining Room - SHEET NO. 39 OF 44 SHEET NO. 40 OF 44 CALCULATED BY DJS DATE 3/28/2014 CALCULATED BY DJS DATE 3/28/2014 CHECKED BY DATE CHECKED BY DATE Design Summary(con'd) Design Summary(con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered Location Force Exterior Panel Interior Panel Reference of 0.131"x3" Nails at 7; `= in o.c. Location Force Connection Fasteners Required Reference `^II L.i%!t .f't� �`>1 SN-b���� ll f;..fr t i•.. 6 S-.'.t 7 'ti T tial, ,n.lull Irl a C. ' >t E 5/21/14 to `.:, fi:-C" N 0 Q 5/21/14 C 7/16"OSB w/0.131"x2.5"nails C 1st Story Wall-line 1 191 plf @ 6"o.c.panel edge&12"o.c. Sheet 18 GU Perforated field nailing(exterior) L c 1st Story Module to U) Foundation-line-1 1/2 in min concrete cover and = 1997 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1.5in Sheet 21 STHD14RJ from corner G.1 > O 1st Story Wall-line-A 7/16"OSB w/0.131"x2.5"nails 192 plf @ 6"o.c.panel edge& 12"o.c. Sheet 18 Perforated field nailing(exterior) 1st Story Wall-line-B 7/16"OSB w/0.131"x2.5"nails 102 plf @ 6"o.c.panel edge& 12"o.c. Sheet 18 1 st Story Module to Perforated field nailing(exterior) Foundation-line_A 1/2 in min concrete cover and 1682 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1.5in Sheet 21 STHD14RJ from corner 1st Story Module to Foundation-line_B Simpson Strong-Tie 1/2 in min concrete cover and 208 Ib STHD14RJ (30) 16d sinkers, locate 1.5in Sheet 21 Note: 8d nails =0.131"x 2.5'; 10d nails =0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted from corner An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3" & 16d nails= 0.131"x 3.25" unless otherwise noted Gable wall studs at roof level must be same, size, species and grade as wall below. They must also An equal or better connection device may be substituted for any connection device listed. Staples be sheathed and fastened the same as wall below. and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31763 - Dining Room .JOB PRE-31763 - Dining Room • SHEET NO. 41 OF 44 SHEET NO. 42 OF 44 CALCULATED BY DJS DATE 3/28/2014 CALCULATED BY DJS DATE 3/28/2014 CHECKED BY DATE CHECKED BY DATE Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed. Staples Design Summary(con'd) and Toe-Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference 0.131"x 3"toenails. Truss Bottom Chord or Ceiling 0.131"x 3.0"Nails toed Roof to Wall Plate Connection 157 Ib 2 23 Joist to Endwall Top Plate 103 plf 23B @8inOC 0.131"x 3.0" Nails in End- Top Plate to Studs& Bottom Grain. 157 Ib NA 23A Plate to Studs 2 per stud L _ _ z' fil��'�" 41,;`x."rt'" 0.131"x 3.0"Nails Bottom Plate to Floor 118 plf NA 23A 13 in D.C. U) O C d 5/21/14 O Q U y O c U tM I5( U) cr 5/21/14 0.131"x 3"toenails. 1st Story to Sill Plate Connection-line—1 233 plf @ 5 in OC N/A 25 0.131"x 3"toenails. 1 st Story to Sill Plate 237 plf @ 5 in OC N/A 25 Note: 8d nails =0.131"x 2.5", 10d nails = 0.148"x 3"& 16d nails = 0.131"x 3.25" unless otherwise noted Connection-line_A&line_B An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3" & 16d nails =0.131"x 3.25" unless otherwise noted JOB PRE-31763 - Dining-Room JOB PRE-31763 - Dining Room SHEET NO. 43 OF 44 SHEET NO. 43A OF 44 CALCULATED BY DJS DATE 3/28/2014 CALCULATED BY DJS DATE 3/28/2014 CHECKED BY DATE CHECKED BY DATE Design Summary(con'd) Design Summary (con'd) Location Force Sheathing Connection Reference Location- Force Sheathing Connection Reference MAIN ROOF: 103 plf 0.131"x2.5"nails at 6"o.c.panel Roof Sheathing 7/16" OSB (Unblocked) edge nailing and 12"o.c.field nailing Sheet 29 _ O Shear OVERHANGS: 6 in o.c. edge &field Wall Sheathing 48 plf 0.131"x2.5"nails at t 7/16" OSB 6"o.c. panel edge nailing and Sheet 33 U) Non Shear Wall Suction 12"o.c.field nailing 135p If 0.148"x3"nails at 6"o.c. panel Floor Sheathing 5/8in OSB (Unblocked) edge fastening and 12"o.c. Sheet 31 Shear field fastening Location Connection Reference 0r o 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end, A34 truss1:t,�` f '�`'"� +✓ Ridge Connection 4' to rail each side & (5) 0.131"x3.0" nails toed rail to rail per bay. Sheet 36 t ' r ky- LU C `r, }z' rte_ ❑ 4�s r�Y 5/21/14 F3 - Rafter connections listed above are minimum required for wind design and are not meant to replace F- 5/21/14 connections required by calc's manual or by gravity loads. Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference 233 plf sliding 2"square washer w/1/2"Anchor 233 plf sliding 2"square washer w/5/8"Anchor Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 34 in OC Sill Plate to Foundation Bolt(Assume 1/16"oversized @ 42 in OC 1 and 27 = and hole) 27C N Connection-line_ Connection-line c = O 258 plf uplift Min thick min.washer required 0 258 plf uplift 1/8in thick min.washer required 4" C) C d O C cC O U c = 237 plf sliding 2"square washer w/1/2"Anchor 237 plf sliding . 2"square washer w/5/8"Anchor O Sill Plate to Foundation @ 34 in OC 0 Sill Plate to Foundation Bolt(Assume 1/16"oversized @ 42 in OC Bolt(Assume 1/16"oversized hole) ) cc Connection-line_A and 27A a) Connection-line A and hole 27D 258 plf uplift 1/8in thick min.washer required cC 258 plf uplift 1/8in thick min.washer required C C 237 plf sliding 2"square washer w/1/2"Anchor 237 plf sliding 2"square washer w/5/8"Anchor {L Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 34 in OC = Sill Plate to Foundation Bolt(Assume 1/16"oversized @ 42 in OC Connection-line_B and 27B Q Connection-line_B and hole) 27E 258 plf uplift 1/8in thick min.washer required 258 plf uplift 1/8in thick min.washer required 8d nails =0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25"unless otherwise noted 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. and Toe-Nails may not be used in Seismic Zones worse than C.. JOB PRE-31763- Dining Room SHEET NO. 44 of 44 CALCULATED BY DJS DATE 3/28/2014 CHECKED BY DATE Design Summary(conal Location Force Connection Fasteners Required Reference U) Outlookerto Endwall 65 Ib 0.131"x3" Nails w/ 1.5" O pen. Sheet 35 Within 3.00 ft of Corner 2 per outrigger c cOutlookerto Endwall 65 Ib 0.131"x3" Nails w/ 1.5" L) U pen. Sheet 35 c Not 3.00 ft of Corner 2 per outrigger c� .0 Location Force Member Sizes Splice Conn. If Req. Reference 1 st Floor Double 2x6 Top Plate-No Splices 1416 Ib Sheet 19 Endwal Is 1'st Floor Double 2x6 Top Plate-With Stagger 2 rows of Splices& @ 20 in oc P 0.131"x 3.0"Nails 922 Ib Sheet 19 Sidewalls Q. �} - ''fir)C...•-"'` '�,. /{ . `•°i;=;'�� :S t• �fir' 5/21/14 Minimum Lumber Grade and Species is SPF#3 Unless Noted Otherwise Minimum Splice Length is 6 ft 8d nails =0.131"x 2.5", 10d nails=0.148"x 3" & 16d nails =0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31763 - Bedroom JOB PRE-31763 - Bedroom SHEET NO. 38 OF 44 SHEET NO. 38A . OF 44 CALCULATED BY DJS DATE 3/28/2014 CALCULATED BY DJS DATE 3/28/2014 CHECKED BY DATE CHECKED BY DATE Desiqn Summary Design Summary Location Force Connection Fasteners Required Reference Simpson strop Tie MTS18 Location Connection Wall Force Spacing Reference Roof Truss to Wall Stud 314 If g (6)0.148inxl.5in nails each Connection P end Sheet 5 line_A 258 If 6 in D.C. @ 16 in o.c. 7/16"OSB/PLY overlap floor P rim joist 6" 1st Story Wall line_B 258 plf 6 in o.c. Stud to Floor 0.131 in x 2-1/2in nails Sheet 6 N Band Connection C Use 2 rows of fasteners along bottom edge of panel line-2 224 plf 6 in o.c. . c G O U 7/16"OSB/PLY overlap sill line_A 258 plf 4 in o.c. plate 1.5" C. N M line_B 258 plf 4 in o.c. Floor Band to Sill Plate Connection 0.131 in x 2-1/2in nails Sheet 7 Use 1 row of fasteners along N bottom edge,of panel L line— 2 224 plf 3 in o.c. O N C O v C C O UNote: 8d nails =0.131"x 2.5" 10d nails=.0.148"x 3"& 16d nails = 0.131"x 3.25" unless otherwise noted Q �� y An equal or better connection device may be substituted for any connection-device listed. Staples r` ar ` , �. ?5 and Toe-Wails may not be used in Seismic Zones worse than C. Oe f3 z 5 1 Y4 5 21 14 r j air 5/21/14 Note: 8d nails =0.131"x 2.5'; 10d nails =0.148"x 3"& 16d nails=0.131"x 3,25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31763- Bedroom JOB PRE-31763 - Bedroom SHEET NO. 39 OF 44 SHEET NO. 40 OF 44 CALCULATED BY DJS DATE 3/28/2014 CALCULATED BY DJS DATE 3/28/2014 CHECKED BY DATE CHECKED BY DATE Design Summary (con'd) Design Summary(con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered Location Force . Exterior Panel Interior Panel Reference of 0.131"x3" Nails at 7' . in o.c. Location Force Connection Fasteners Required Reference x r ,f r ti`• �` t 5 ! tf t i.1 7 � •y r � c�•S: \ N; � , '�' = 5/21/14 u ;C"j r O ,r Qt'Jf�rC � V O. C 5/21/14 0 .c c 1st Story Wall-line 2 7/16"OSB w/0.131"x2:5"nails L 151 plf @ 6"o.c.panel edge& 12"ox. Sheet 18 FO, Perforated field nailing(exterior) 1st Story Wall-line—A 7/16"OSB w/0.131"x2.5"nails 0 1 st Story Module to 160 plf @ 6"o.c.panel edge&12"o.c. Sheet 18 Foundation-line-2 Simpson Strong-Tie 1/2 in min concrete cover and Perforated field nailing(exterior) 1522 lb STHD14RJ (30) 16d sinkers, locate 1.5in Sheet 21 from corner 1st Story Wall-line-B 7/16"OSB w/0.131"x2.5"nails 131 plf @ 6"o.c.panel edge&12"o.c. Sheet 18 1st Story Module to Perforated field nailing(exterior) Foundation-line-A 1/2 in min concrete cover and 1524 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1.5in Sheet 21 STHD14RJ from corner 1 st Story Module to Foundation-line_B Simpson Strong-Tie 1/2 in min concrete cover and 1049 Ib STHD14RJ (30) 16d sinkers, locate 1.5in Sheet 21 Note: 8d nails= 0.131"x 2.5'; 10d nails=0.148"x 3"& 16d nails = 0.131"x 3.25" unless otherwise noted from corner An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Note: 8d nails=0.131"x 2.5", 10d nails 0.148 x 3"& 16d nails = 0.131"x 3.25" unless otherwise noted Gable wall studs at roof level must be same, size,species and grade as wall below. They must also An equal or better connection device may be substituted for any connection device listed. Staples be sheathed and fastened the same as wall below, and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-31763 - Bedroom JOB PRE-31763 - Bedroom ° SHEET NO. 41 OF 44 SHEET NO. 42 OF 44 CALCULATED BY DJS DATE 3/28/2014 CALCULATED BY DJS DATE 3/28/2014 CHECKED BY DATE CHECKED BY DATE Desiqn Summary (con'd) An equal or better connection device maybe substituted for any connection device listed. Staples Design Summary (con'd) and Toe-Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. . Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference 0.131"x 3"toenails. Truss Bottom Chord or Ceiling 0.131"x 3.0" Nails toed Roof to Wall Plate Connection 175 Ib 2 23 Joist to Endwall Top Plate 81 plf 236 @ 8 in OC 0.131"x 3.0"Nails in End- Top Plate to Studs & Bottom '=-� •" ` 157Ib Grain. NA 23A Plate to Studs 2 per stud 0.131"x 3.0" Nails t(E Bottom Plate to Floor 118 plf NA 23A 13 in o.c. NN x\' r N 5/21/14 c _O LO +� O d v c O O c U IM V tM 5/21/14 0.131"x 3"toenails. 1 st Story to Sill Plate 184 plf @ 6 in OC N/A 25 Connection-line—2 0.131"x 3"toenails. 1st Story to Sill Plate 302 pif @ 4 in OC N/A 25 Note: 8d nails = 0.131"x 2.5", 10d nails=0.148"x3" & 16d nails =0.131"x3.25" unless otherwise noted Connection-line_A&line_B An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Note: . 8d nails = 0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails = 0.131"x 3.25" unless otherwise noted JOB PRE-31763 - Bedroom JOB PRE-31763- Bedroom SHEET NO. 43 OF 44 SHEET NO. 43A OF 44 CALCULATED BY DJS DATE 3/28/2014 CALCULATED BY DJS DATE 3/28/2014 CHECKED BY 'DATE CHECKED BY DATE Design Summary (con'd) Design.Summary (con'd) Location Force Sheathing Connection Reference Location Force Sheathing Connection Reference MAIN ROOF: 131 plf 0.131"x2.5"nails at 6"o.c.panel edge nailing and 12"o.c.field _ Roof Sheathing 7/16" OSB (Unblocked) nailing Sheet 29 OVERHANGS: f`� t�-sG� Shear , ' 4 tn. 6 in o.c. edge &field /`'' 0.131"x2.5"nails at Wall Sheathing 48 plf s 7/16" OSB Sheet 33 y � 6"o.c. panel edge nailing and ;��� % W� Non Shear Wall Suction 12"o.c. field nailing '.` :� 0.148"x3"nails at 6"o.c. panel Floor Sheathing 171 plf 5/8in OSB (Unblocked) edge fastening and 12"o.c. Sheet 31 Shear field fastening. Location Connection Reference 5/21/14 N 0 Ridge Connection"4" 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end, A34 truss Sheet 36 to rail each side & (5) 0.131"x3.0" nails toed rail to rail per bay. �0CD O j U) S1 U) ` Rafter connections listed above are minimum required for wind design and are not meant to replace f-- 5/21/14 connections required by calc's manual or by gravity loads. Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference U) C CC O O U V 184 If sliding - C 184 plf sliding 2"square washer w/5/8"Anchor P g 2"square washerw/1/2"Anchor _ Bolt(Assume 481nOC O 40 in OC O Sill Plate to Foundation ( @ c Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) °� 27A - "'' Connection-line 2 and hole) 27D C Connection-line-2 ca _ V258 plf uplift 1/8in thick min.washer required = 258 plf uplift 1/8in thick min.washer required 302If sliding 2"square washer wl 5/8"Anchor C 302 plf sliding 2"square washer w/1/2"Anchor O p g O Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 30 in OC LL Sill Plate to Foundation Bolt(Assume 1/16"oversized @ 36 in OC 27E +p 27Band hole) Connection-line_A and 0 Connection-line_A O 258 plf uplift 1/8in thick min.washer required C 258 plf uplift 1/8in thick min.washer required L- 2"square washer w/5/8"Anchor O 302 plf sliding 2"square washer wl 1/2"Anchor 302 plf sliding Bolt Assume 1/16"oversized 36 in OC ILL Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 30 in OC Sill Plate to Foundation ( @ 27F Connection-line_B and 27C Q Connection-line_B and hole) 258 plf uplift 1/8in thick min.washer required 258 plf uplift 1/8in thick min.washer required 8d nails = 0.131"x 2.5", 10d nails=0.148"x 3" & 16d nails = 0.131"x.1.25"unless otherwise noted 8d nails =0.131"x 2.5", 10d nails =0.148"x3"& 16d nails=0.131"x3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. and Toe-Nails may not be used in.Seismic Zones worse than C. r JOB PRE-31763 - Bedroom SHEET NO. 44 OF 44 CALCULATED BY DJS DATE 3/28/2014 'CHECKED BY DATE Design Summary (con'd) Location Force Connection Fasteners Required Reference. U) Outlookerto Endwall 65 Ib 0.131"x3" Nails w/ 1.5" O pen. Sheet 35 v Within 3.00 ft of Corner 2 per outrigger m p Outlooker to Endwall 65 Ib 0.131"X3" Nails w/ 1.5" () pen. Sheet 35 C Not 3.00 ft of Corner 2 per outrigger co t L O Location Force Member Sizes Splice Conn. if Req. Reference 1 st Floor Double 2x6 Top.Plate-No Splices Endwalls 1119 Ib Sheet 19 1st Floor Double 2x6 Top Plate-With Stagger 2 rows of @ 20 in oc Splices & 0.131"x 3.0"Nails Sidewalls 937 Ib Sheet 19 cII I ] m 5/21/14 Minimum Lumber Grade and Species is SPF #3 Unless Noted Otherwise Minimum Splice Length is 6 ft 8d nails = 0.131"x 2.5", 10d nails =.0.148"x 3"& 16d nails=0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. f M ELECTRIC CIRCUIT SCHEDULE SEE NOTES•7 AND -8 DOOR SCHEDULE WINDOW SCHEDULE WINDOW SCHEDULE No. DESCRIPTION WIRE BKR POLE No. SIZE U VALUE MRTERIRL FINISH TTPE IDENT. N0. U VRL LIGHT VENT TYPE MAX. FCR EGRESS MATERIAL SHGC IDENT, NO. U VRL LIGHT VENT TYPE MAX. FLP. EGRESS MATERIAL SHGC < GLAZING ARE SF CCR SF AREA SF CCR. SF 1 GFCI SMALL APPLIANCE 12-2 WIG 20 RMP SINGLE EXTERIOR DOORS-RLL GLASS TO BE SAFETY GLAZING SUPERSERL ANDERSEN SILVER LINE SERIES 2 GFCI 1 36•.x' 370 - 11 MIML PTD BLANK 2257 .49-33 578 296 SH-OH 7225 - VINYL SH-Oi SH-DH SH-CH. EH-OH 2e GFCI SMALL APPLIANCE(OPT) •' 1R 710 57 2 LITE 2265 ,49-33 669 344 9+OH 83.63 - VINYL 2259 31-31 593-543 281 -3.07 SH-OH 7025-6798 - VINYL 2b GFCI SMALL F4:PLIANCE(OPT) 1g ,35p Ssp 9 LITE .3037 .49-33 52 259 SH-DH 64.75 - VINYL 3037 31-31 533-495 243-261 SH-OH 61175-GL88 - VINYL 3 GEN IL LUM AND OPT.HWBB TOE HTR 14-2 WIG IS AMP 1C " 350 851 - - 15 LITE 3449 .49-33 8.42 }21 SH-0H 10525 VINYL 3449 .31-31 859-680 4.02-427 SH-0H 10050-10113 VINYL 4 GFCI BATHS) 12-2 WIG 20 RMP ID 361ED° 770 L70 BLANK W/1 5IDElTE 3465 EGRESS -.49-33 LL5B 584 SH-DH 144.75 5.8 VINYL 3837 .31-31 7.05-5.63 321-3.42 SH-OH 8025-B288 - VINYL - 4e GFCI WHIRLPOOL TUB(OPT) IE 270 237 ` " ,2 LITE 80/1 SIDEISTE 3477 EGRESS .49-33 1295 7.06 SH-0H 16LBB 71 VINIC 4237 31-31 791-7.47 3S-3.82 SH-OH 9000-9338 - VINYL 4b GFCI RCOITIONRL BATHS (OPT) IF " 35D 720 9 LITE W/1 SIDELLTE 3857 EGRESS .49-33 114 5.71 STH-OH 14250 5.7 VINYL 3565 EGRE55 31-31 1219-1155 SBI -613 SH-OH 14575-14438 59-61 VINYL 4c GFCI A13DMONRL BATHS(OPT) ]G 36':®7' 270 340 " BLRI�80/2 SII)ElITES 3Bfi9 EGRESS .49-33 1441 71 SH-OH 176.38 71 VINYL 01 .40 3859 EGRESS 31-31 121)5-1144 5.71 -6.02 SH-OH 14275-14300 57- 61) VINYL S GFJNERFL ILLUMINATION 14-2 WIG 15 RMP IH ^ 770 4.80 •' 2 LITE W/2 SIDELINES 4.257 EGRESS. .49-.33 1281 5.4 SH-OH 16000 6.4 VINYL SH=039 4257 EGRESS 31-31 13.02-1241 6.16-6.46 5H-OH 154.00-15513 62-6.5 VINYL OH-032 6 ° iT 350 890 " 9 LITE W/2 51DFI.ITES 2488 .42-28 522 5.47 CSMNT 6525 _ VINYL C5=032 SH- - 7 11 35.80' 200 - " BLANK CLASS'C'O HOUR) 3036 - A2-28 459 4.81 L5MNT 57M - VINYL 2548 032 S41 4.0 CSMNT 67.63 - VINYL CS-030 a 2 32480" 200 BLANK. 3060 EGRESS .42-28 8.39 B.73 CSMNT 104.88 7.0 VINYL 2936 0.32 4.76 415 CSMNT 59.50 - VINYL RANGE B-3 WIG 41)AMP DOUBLE 2A 770 57 2 LITE 4848 .42-.28 10.44 1094 CSMNT L305D - VINYL 2960 EGRE55 D32 8.52 8.36 CSMNT 10650 8.4 VINYL ND '.6 WATER HEATER 1D-2 WIG 25 AMP 28 350 550 9 LITE 9EBO .49-33 2120 Sam PICT-0H 14500 - VINYL 29602 EGRESS 032 1733 17112 C5MNT 216.63 0.5 VINYL LI WASHER(OPT)SEE NOTE•4 12-2 WIG 20 RMP SINGLE 2C 350 8.61 " 15 LITE 9SSB .49-33 3010 S85 SR7-SHHOH 146.50 - VINYL 3436 D32 4.89 3.5 CSMNT 6113 - VINYL 12 DRYER'(OPT)SEE NOTES -4 6•6 10-3 WIG 30 RMP DOUBLE 20 ^ 200 - ° •' BLANC CLASS C'(1 HOUR) 9855 .42-28 2211 915 CSMM-BOW 228.75 - VINYL 9759/9a59 31-31 3D.78-29.70 724 -7.78 PICT-7)1 IGLOO-195.50 - VINYL N COOKTCP Rl,Lhll OF o:T°5l 10-3 WIG 30 RMP 3 72'a� 376 39.00 FRENCH 9862 .42-.29 2492 1032 -BOW 259.00 - VINYL 9558 31-31 27.03 7.09 BRY-0H 17725 - VINYL NOTE e6 SINGLE WALL OVEN[r(IN uEI(f cKT.9, L2-3 WIG 20 RMP 4 35/35x80° 200 - " DOUBLE 3'-0"INSULATED JELD-WEN 9862 .32-32 - 27.68 1L34 CSMNT-BOW 22675 - VINYL DOJBLE WALL OVETHorT w LIDl oP a'Tnl 8-3 WIG 41)RMP " 5 6DYB0• 56-36 SAO WOOD VINYL SLIDING BASS 2257 50-35 S4 291 SH-0H 67.50 - VINYL NEW YORK ENERGY NOTES 15• DISHWASHER(OPTI 14-2 WIG IS AMP SINGLE 6 7Z480' 56-36 30.00 SLIDING GLASS 2265 50-35 628 3.42 SH-DH 78-50 - VINYL is -GRZHRGE DISPOSAL(OPT) 61 7nBT 29 319 VINYL VINYL SLIDING GLASS(SILVER LIND 3037 50-35 4.81 237. 5H-DH 5925 - VINYL 1. BUILDING THERMAL ENVELCPE COMPLIANCE REGARDLESS OF THE TYPE OF HEAT SHALL BE DEMONSTRATED BY COMPUTER SOFTWARE RS PROVIDED IN SECTION NUOL41-NYS RE5ch..L 17 MICROWAVE(OPT.) 6R se'.B0' 56-36 4491 WOOD VINYL SLIDING GLASS 3449 50-35 794 3.99 SH-OH 99.25 - VINYL 2 NYS REScheck CRLCU�ATIONS SMALL BE PROVIDED TO THE AUTHORITY HAVING JURISDICTION ' la TRASH COMPACTOR(OPT) 14-2 WIG 15 RMP SINGLE 7 6P]� .47-35 19.40 SWINGING PATIO 3465 EGRESS 50-35 11.03 5.67 5H-0H 137.88 53 VINYL INFILTBUILDER OR RETAIL WS ANDER HAS OPTION OF USING REScheck TO DETERMINE ENERGY COMPLIANCE 3. INFILTRATION:WINDOWS AND DOORS 19 '' RADON SYSTEM ATTIC FRN(OPT) 14-2 WIG 15 RMP SINGLE B 72'180" ,47-35 23.90 " •' 3477 EGRESS 50-35 13.36 6.93 SH-DH 167.00 69 VINYL R WINDOWS-3 CFM PER SQUARE FOOT OF WINDOW RRER B.SLIDER DOORS-3 CFM PER SQUARE FOOT OF DOOR AREA -- 20 GENERAL ILLUMBISTION wr.mm,m u�9 3957 EGRESS' 50-35 10.85 5.65 SH-OH 13EBB 5.7 VINYL C.SWINGING DOORS-5 CFM PER SQUARE FOOT OF DOOR FIRER. " " ° " 1)'`i-032 4. FOR CRAWL SPRCE HEATED OR UNHEATED BASEMENT,FLOORS RM/OR FOUNDATION WP.LL5 SHRLL BE INSULATED IN 3Bfi9 EGRE55 50-3S 1350 6.90 SH-OH 168-75 fig VINYL SH--034- ACCORDANCE WITH THE ENERGY CODE BY FIELD CONTRACTOR I=CONTRRCTOR HR5 THE OPTION OF PURCHASING 4257 EGRESS 50-35 1221 611 SH-0H 15263 61 VINYL C5=027 S. HVRCREQUIPMENTIO SHALL COMPLY YY WITH URCE SECTIION M140L3 MODULAR THE W TER HEATERS SMALLUREIZ COMPLY WITH SECTION P280L 23 " 2408 .42-32 4.59 5.4.6 C5MNT 5663 - VINYL PIC=036 G. HVRC AND WATER HEATING,PIPING AND DUCTS SHALL BE INSULATED RS REQUIRED IN SECTIONS 1101013,N11034,N1ID321 24 " ^ " ° 3036 .42-32 450 519 CSMNT 5625 - VINYL 7. WATER HEATERS WITH VERTICAL PIPE RISERS SHALL HAVE R HEAT TARP ON BOTH THE INLET AND OUTLET OF THE 25 " " INTERIOR DOORS 3060 EGRESS .42-32 B27 9Z7 CSMNT 103.38 73 VINYL WATER HEATER UNLESS THE WATER HERTER HAS RN INTEGRAL TRAP OR IS PART OF R CIRCtARTING SYSTEM 26 " ° - - fl THERMOSTATS TO CONTROL HEATING SHALL BE CAPABLE OF BEING SET FROM R MINIMUM OF 55 TO 85 F. 9 ]8'190' WOOD PRE-FIN SWINGING 4848 .42-32 2.38 1092 CSMNT 11725 VINYL AT LEAST ONE THERMOSTAT OF THE PROGRRMRBLE TYPE(TO BE USED IN THE LARGEST HEAT ZONE)SHRLL BE PROVIDED 27 " ° 10 24".BP' - - " C45 .42-32 2820 16.79 CSMNT-BOW 35250 - VINYL FOR EACH SEPARATE DWELLING UNIT(ELCT).FOR NONELECTRIC UN175,RLL THERM057RTS SHALL BE PROGRRMRSLE TYPE 9. FIREPLACES SHALL HAVE PROVISIONS FOR OUTSIDE AIR FOR COMBUSTION AND DAMPERS NOT TO EXCEED 2D CFM OR 11 30'.80' - - " " 9660 50-35 31-49 722 PICT-0H 180.50 - Vllri TIGHT FITTING DAMPERS AND GLR55 DOORS.GAS FIREPLACES SHALL HAVE AUTOMATIC IG•MM ° " " " " - - " " - 10.THE BUILDING ENVELOPE SHRLL BE DURABLY.SEALED AND AIR LEAKAGE TESTED M024)TO LIMIT INFILTRATION 12 32'.BO• 18-40-1B/46 50-35 2459 624 PICT-SH-OH 156DD VINYL (TABLE N310242J THE:SEALING METHODS BETWEEN 30 12 34'.BP - - ` 18-44-18/46 50-35 25.94 624 BRY-SH-OH ]SfiDO - y1NYL DISSIMILAR MRTERIAL5 SHALL ALLOW FOR DIFFERENTIAL EXPANSION FIND CONTRACTION THE FOLLOWING SHALL BE CAULKED,GRSKETED,WERTHERSTRTPED OR OTHERWISE SEALED WITH AN 31 RIR HANDLER(OPT) 14-2 WIG 15 RMP SINGLE 13 36•x80' - - 3462 .49-33 14.64 - CHALET - - VINYL AIR BARRIER MATERIAL SUITABLE FILM OR SOLID MATERIAL: L ALL JOINTS SEAMS AND PENETRRTION5. ( 32 CCNDENSOR(OPT) 10-2 WIG 30 RMP DOUBLE 14 48°.80" - - BY-PASS SLIDER 34x235x575 .49-33' 9,56 - CHALET - - VINYL Z.5ITE-SUILT WINDOWS,DOORS AND SKYLIGHTS. 33 FURNACE-FACTORY INSTALLED(OPT) 14-2 WIG 15 AMP SINGLE 15 '24'.B[" - - BI-FOLD 7275x625.145 '.49-33 522 - RANCH - - VO,m FXD-0.36 3.OPENINGS BETWEEN WINDOW AND DOOR ASSEMBLIES AND THEIR RESPECTIVE JAMBS AND FARMING, 4.UTILITY PENETRATIONS. 34 FURNACE-FIELD INSTALLED[OPT) 12-2 WIG 20 AMP SINGLE 16 3D'.BO" - - 72.Sx725x14.75 .49-33 5.49 - RANCH - - VINYL S.DROPPED CEILINGS OR CHASES ADJACENT TO THE THERMAL ENVELOPE 35 AIR CONDITIONER(OPT) 12-2 WIG 20 RMP DOUBLE 17 35"x80' - - ^ ^ 6.KNEE WALLS. ANDERSEN 7.WALLS AND CEILINGS SEPARATING R GARAGE FROM CONDITIONED SPACES. 36 RESERVED 18 45.9(r - - " " " 2257 035 499 3.02 OH 6225 - WD-VINYL fl BEHIND TUBS AND SHOWERS ON EXTERIOR WALLS. 37 RESERVED 19 6DkW- - ` •' 3037 035 4.46 258 DH M75 _ WD-VINYL 1 COMMON WALLS BOF IN]•1.1 DWELLING UMTS. 10,OTHER SOURCES (P INFILTRATION 38 RESERVED _ _ " .� „ _ RECE55ED LIGHTING FIXTURES INSTRLLED IN THE BUILDING THERMAL ENVELOPE SHRLL BE IC-RRTED, ZD 72180' 3449 035 7.48 422 OH 93.50 WO-VINYL BEARING ASTM E283 MARK AND BE SEALED TO LIMIT AIR LEAKAGE BETWEEN CONDITIONED AND 39 RESERVED 21 45xBD' - - WOOD/MIRROR •' BY-PRSS SLIDER 34fi5 EGRESS 035 10.48 S.B8 OH 13LOO S9 WD-VINYL UNCONDITIONED 5PRCE5 IN ACCORDANCE WITH SECTION N1102-45 • 40 RESERVED 22 2V.80' - - WOOD POCKET 3475 EGRESS IL35 1272 7.13 OH 159.00 71 WD-VINYL IL INSULATION OF DUCTS SHALL COMPLY WITH SECTION NUD32L DUCTS.LOCATED'OUTSIDE THE'BUILDING ENVELOPE SHALL BE INSLLRTED ON SITE BY BUILDER 41 RESERVED 23 3.0'.80" - - " 3857 EGRESS 035 1031 5.73 DH 12888 5.7 WD-VINYL RLL DUCTS SHRLLBE SEALED.JOINTS AND SERM5 SHALL COMPLY WITH SECTION M16013-1- H-1 36013.L H-1 ELECTRIC HEAT - 12-2 WIG 20 RMP DOUBLE 24 46'.8.0' - - FRENCH 3Bfi9 EGRE55 035 1289 573 OH 14325 5.7 WD-VINYL DUCTS SHALL BE SUPPORTED EVERY 10 FEET IN RCCORORNCE WITH SECTION MI60L32 OR THE MANUFACTURER'S P45TPLLATION INSTRUCTIONS. H-2 25 6DSB0' - - 4257 EGRESS 035 1164 641 OH 14550 64 WD-VINTL AIR FILTERS SHRLL BE PROVIDED IN THE RETURN RIR SYSTEM H-3 " ° " 72930• - " - THE HVRC SYSTEM SHALL PROVIDE R MEANS FOR BALANCING RIR AND WATER SYSTEMS 26 2936 034 S20 4.60 CSMNT 65AD WD-VINYL TESTED FOR DUCT-TIGHTNESS.PER NIIC3.22 H-4 ° ° " 27 4B'.BT - - •' DOUBLE 296D EGRESS 034 920 BAD CSMNT USDO, 7.6 WD-VINYL 12 FRAME WALLS,FLOORS FIND CEII G5 NOT VENTILATED TO ALLOW MOISTURE TO ESCAPE SHRLL BE PROVIDED WITH AN APPROVED VAPOR RETRROER HAVING R MAXIMUM PERM RATING OF 111 THE VAPOR RETARDER SHRLL BE HHS ° oor rFnman u�- " 28 60''80' - - 5760 EGRESS 034 IBM 16.70 C5MNT . 228.75 75 WD-VINYL CS--D.30 INSTRI I D ON THE WRRM-IN-WINTER SIDE OF INSULATION 29 72'SN37° - - ,� 13 MATERIALS AND EQUIPMENT SHRLL BE INSTRI I Fn IN ACCORDANCE WITH THE MRNUFACTURFR•5 INSTALLATION 11460 EGRESS 034 3680 53.40 CSMNT 45750 7.6 WD-VINTL PIC�2 MATERIALS AND EQUIPMENT SHALL BE IDENTIFIED 50 COMPLIANCE CAN BE DETERMINED. ' +7 " " " 9fi57 035 25.84 6.04 PICT-0H 15100 - WD-VINYL 14.MANUFACTURER MANUALS FOR ALL INSTALLED HEATING,COOLING AND WATER HEATING EQUIPMENT SHALL BE PROVIDED. DOORS RNID WINDOWS MAY HAVE SUBSTITUTE MANUFACTURERS,BUT SHALL COMPLY WITH THE 15 RIGID FORM INSULATION,WHERE SPECIFIED, SHRLL HAVE R MM AGED R-VRLUE OF SO AT 75 MEAN TEMP.PER LRYER APPLICABLE ENERGY COOS STRUCTURAL AND EGRESS REQUIREMENTS. 9855 034 21.60 9.60 C5MNT-BOW 240DO - WO-VINYL - 16 FDR ATTIC SPRCE5 WITH FIXED STAIRS ANO REMAINING UNCONDITIONED SPACE THE FOLLOWING OPTIONS SHRLL APPLY: EIECTRICRL NOTES: FIR THE BUILDER MAY ENCLOSE THE STAIRS ON LEVEL WITHIN THE ATTIC SPACE THE WALLS SURROUNDING THE 7008 FC FL F-TRI RI NnTF9: ANDERSEN - 200 SERIES STAIRS SHALL BE INSULATED AND PROTECTED WITH R VAPOR BARRIER. L WHEN CIRCUITS REQUIRED WILL NOT FIT IN R SINGLE PANEL BOX. 2430 030 408 255 OH ILO(] - Wp-yIJY1 THE BUILDER SHALL BE RESPONSIBLE FOR SUPPLYING ALL MATERIALS. L. R SUB-F®SMALL BE REQUIRED.SEE SHT B. L EXTERIOR RECEPTACLES: B-THE FACTORY MAY ENCLOSE THE STAIRS ON LEVEL BENEATH ATTIC SPACE 2 EXTERIOR-RECEPTACLES SHALL BE INSTALLED AT THE FROM AND REAR Y SHRLL BE INSTALLED RT THE FRONT FIND REAR OF THE DWELLING 3449 EGRESS 0.30 .IL2.5 6.46 OH 140.63 65 M)-VINIC 029 THE WALLS SURROUNDING THE STAIRS SHALL BE INSULATED AND PROTECTED WITH R VAPOR BARRIER OF THE DWFlI G AND SHALL BE WEATHERPROOF AND GFCI PROTECTED. b)SHALL BE COVERED BY AN"1N-U5E"WEATHERPROOF ENCLOSURE 17.FOR BASEMENTS REMRIIING UNCONDITIONED SPRCE5, THE BUILDER SHALL ENCLOSE THE BASEMENT STAIRS. EXTERIOR RECEPTACLES SHALL BE ON A GENERAL ILLUMINATION CIRCUIT. )SHALL BE TRMPER-REMSTRNT AND WEATHER RESISTANT 3A50 EGRESS 0.30 10.52 6.09 OH 13151) 61 WD-VIN7L THE WALLS SURROUNDING THE BASEMEN STAIRS SHALL BE INSULATED AND PROTECTED WITH A VAPOR BARRIER. EXTERIOR RECEPTACLES SHALL NOT BE ON R CIRCUIT THAT)AS RECEPTACLES dl SHRLL BE GFCI PROTECTED. THE BUILDER I5 RESPONSIBLE FOR SUPPLYING ALL MATERIALS. FOR BATHROOMS OR R SMALL APPLIANCE CIRCUIT. 1 SHRLL BE ON R GENERAL ILLUMINATION CIRCUIT. MW BASEMENT WALLS ASSOCIATED WITH CONDITIONED BASEMENTS SHRLL BE INSULATED FROM THE TOP OF THE BRSEMENi EXTERIOR RECEPTACLES OTHER THAN THOSE REWIRED BY THE NEC PRE f)SHRLL NOT BE ON R CIRCUIT THAT HAS RECEPTACLES FOR BATHROOMS OR 2757 4932 Sl 31 CH 53,75 _ WD-VINYL 19.NOTE OMMITTED. AVAILABLE AS AN OPTION R SMALL APPLIANCE CIRCUIT. 19.R PERMANENT CERTIFICATE SHALL BE POSTED ON OR IN THE ELECTRICAL DISTRIBUTION PANEL AFTER THE 3. REFRIGERATOR RECEPTACLES ON SMALL APPLIANCE BRANCH CIRCUITS PRE NOT 9)RDDITIONRL EXTERIOR RECEPTACLES OTHER THAN THOSE REQUIRED BY THE 3037 .49-32 67 22 DH 4625 - WO-VINYL BUILDING I5 COMPLETED AND READY FOR OCCUPANCY-THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER REQUIRED TO BE GFCI PROTECTED. NEC MAY BE ADDED AS AN OPTION OR REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE COMPLETION OF THE BUILDING. 4, LAUNDRY CIRCUITS PRE STANDARD IN CRAWL SPACE UNITS. 2 ALL GARAGE RECEPTACLES MUST BE GFCI PROTECTED(INCLUDING GRIRRGE DOOR OPENER). 3449 .49.32 75 4.3 OH 93.75 - WD-VINYL THE CERTIFICATE SHALL LIST THE PREDOMINANT R-VRLUES OF INSULATION INSTALLED IN OR ON THE CEILING/ROOF, 15. OPTIONAL CEILING LITES OR FRN LITES MAY REPLACE SWITCHED RECEPTACLES. 3 ALL BRANCH CIRCUITS THAT SUPPLY 125-VOLT.15 AND 20 RMP OUTLETS INSTALLED IN 3465 EGRESS .4932 10.6 59 OH 13250 59 WD-VINYL WALLS,FOUNDATION(BASEMENT WALL, CRAWLSPACE WALL RNID/OR FLOOR)AND DUCTS OUTSIDE CONDITIONED SPACES: CEMING FAN LINES MRY REPLRCE CEILING L=PROVIDED THE LIGHT I5 SWITCH-WIRED OWF1I G WITS SHRLL BE PROTECTED BY R COMBINRTIGN-TTPE RRC-FRJLT CIRCUIT DH=036 U-FRCTORS FOR FENESTRATION. I I DEPENIDRNTLY OF THE FAN MOTOR -INTERRUPTER(51. E(CPTNS BASEMENTS,KITCHENS.GARAGES. 6 BRTHROOMS.(E380211 RCNYSJ 34-76 EGRESS .49-32 129 72 DH 1SL25 72 WO-VItfL WHEN THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL L15T THE VALUE COVERING .-6. CIRCUIT SCH®IA.E REFLECTS ELECTRIC APPLIANCES.WHEN GRS APPLIANCES ARE 4• GFCI PROTECTION IS REDD W/I R 6 FT RADIUS OF R UTD-M.WET-0RR OR LAUNDRY SINK 3857 EGRESS .4932 SD.4 5B DH 130.00 SB WD-VINYL THE LARGEST AREA. - USED,THE WIRE,BREAKER AND POLE PRRRMETERS USED SHRLL BE THE SAME RS `+ SWITCHED RECEPTACLES MUST HAVE ONLY 1-OUTLET OF THE.RECEPTACLE SWITCimD TD THE CERTIFICATE SHRLL LIST THE TYPE AND EFFICIENCY OF NERTING,COOLING AND SERVICE WATER HEATING EQUIP. FOR R GENERAL I I UMINRTICN CIRCUIT OR MRNUFRCTURERS INSTALLATION INSTRUCTIONS. OURLIFY FOR R'REQUIRED"RECEPTACLE FOR RECEPTACLE SPACING REOUIRED BY COOS 3869 EGRESS A9-32 130 72 DH 16250 72 WD-VINYL INSULATION R-VALUES. LYFRCTORS,EFFICIENCY RATINGS OF FACTORY INSTALLED EOUIPMENT SHALL BE ON THE 7. 2002 RNID 2005 NEC-ALL BRANCH CIRCUITS THAT SUPPLY 1-25-VOLT,15 AND 20 AMP 6 BALCONIES.PORCHES,AND DECKS OVER 20 50 FT SHRLL BE PROVIDED WITH AN OUTDOOR MRNUFRCTUP.ERS REScheck FIND/OR DATA PLATE OUTLETS B45TR-LM IN DWELLING UNIT BEDROOMS SHRLL BE PROTECTED BY RN RECEPTACLE 4257 EGRE55 .4932 11.7 65 OH 14625 65 WO-VDNTL 20.ALL WORK DONE ON SITE SHALL BE APPROVED BY THE AUTHORITY HAVING JURISDICTION - RIRC-FRULT CIRCUIT INTERRUPTER(51. FOR 2008 NEC COMPLIANCE,SEE 2008 NEC 7• w1 CEILING LIGHT BOXES TO BE RATED FOR SO LB. EXCEPTION: IF THE LIGHT WEIGHS _ 21 50%OF ALL PERMANENTLY INSTALLED LAMPS SHRLL BE HIGH EFFICACY LAMP, CFLS SUPPLIED RNID 6LBS OR LESS.R STANDARD BOX MRY BE USED. '-,037 •47-31 4.7 45 CSMNT 58.75 Wo-VINTL INSTALLED BY OTHERS SHRLL SATISFY THIS REQUIREMENT. N1d04(}�C UN()' ELECTRICAL NOTES.NOTE•3 FOR ADDITIONAL REOUIREHENTS, B. ALL L25-VOLT.15 AND 20 AMP RECEPTACLES INSTRII IN DWELLING LNITS MUST BE _ 22 ATTIC ACCESS HATCHES AND DOORS SHRLL BE WERTHER-STRIPPED AROUND THEA PERIMETER AND B. NOTE OMITTED. 3061 EGRESS ,47-31 BS 7.9 LSMNT 10625 79 WD-VINYL - ;9. IDE SMOKE ALARMS SHRLL NOT BE PLACED ON BRANCH CIRCUITS PROTECTED ALL DWELLING TENT RECEPTACLES. INFERENCE TO MEET THE SAME R-VALUE RS THE COUNTY. CEILING r rr BY RRC-ERUCT CIRCUIT INTERRUPTER ALL SMOKE ALARMS SHALL BE SUPPLIED a. Po1 DWELLING UNITS SHRLL HAVE R COMMUNICATIONS OUTLET. ff NOT PROVIDED BY 5861 EGRESS .47-31 170 158 CSMNT 21250 79 WO-VINYL C5=0,33 23.REFERENCE TABLE N110L4 FOR CLIMATE ZONES BY COUNTY. ' BY BRANCH CIRCUITS DEDICATED TO SMOKE ALARM EQUIPMENT. MANUFACTURER, T WILL BE PROVIDED ALL INSTALLED ON-SITE F OTHERS, 11461 EGRESS .47-31 34.0 31-15 CSMNT 42500 79 WD-VINYL } THE CONNECTION OF THE SMOKE RLARH BRRNCH CIRCUIT TO THE POWER.SERVICE LQ TIE TUB TUBS OJI PROTECTED. . RLL RE WHIRLE?rS W/I S FT HO THE INSIDE WALL OF SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL � - SHALL BE MECHANICALLY PROTECTED BY UTILIZING LOCK-ON DEVICES. THP NB SHHRLL BE GFCI PROTECTED, ff THE WFig2LP00L LS CHORD/PLUG CONCHECTED.THE 9458 .47-31 25.2 62 PICT-OH 155.00 - WD-VINYL 1O (ME)SMOKE ALARMS SHALL NOT BE PLACED ON BRANCH CIRCUITS PROTECTED OUTLET MUST BE READILY ACCESSIBLE, WIT 12"OF THE ACCESS.FACING THE ACCESS. BY RRC-FRULT CIRCUIT INTERRUPTER RLL SMOKE ALARMS SHRLL BE SUPPLIED IL LAMP HOLDERS INSTALLED IN WET OR DAMP LOCATIONS SHALL BE OF THE WATERPROOF TYPE. 9855 .47-31 28.0 12B C5MNT-BOW 320.00-' - WD-VINYL BY BRANCH Gab FOR R DEDICATED TO SMOKE ALARM EQUIPMENT. CENTURY SPECIALTY ,112510 ii SEE DRAWING 36 FOR RODITIONRL ELECTRICAL NOTES. G F71NA• VENT AND Ff,RFSS NOT s: 12 SEF'ALSO 2008 NEC NOTES FOR ADDITIONAL EIEC REOMNT'S IPER STATE SHOWNI. L FOR EGRESS WIDOWS,THE MINIMUM WIDTH CLEAR OPENING SHRLL BE 20". 2424 O57 Z22 - OCTAGON - - CLAD oEPu+iuINT Di91ATEc0DMD-ON 2 FOR EGRESS WINDOWS.THE MINIMUM HEIGHT CLEAR OPENING SHALL BE 24". uBxNY'NYrm1-0091 3.FOR EGRESS WINDOWS,THE MINIMUM NET CLEAR OPENING SHALL BE 57 SF CSD SF MIR 71) sum I mx�xs d- m FOR GROUND LEVEL OPENINGS). 2424 31 271 - DLT-FD(m - - VINYL 037 �, 1�' MASTER SERIES . 4.AGGREGATE GLAZING AREA OF HABITABLE SPACES 0_IVING,SLEEPING,EATING OR COOKING) 2424 _ VINYL o-,a xmm„�o�� m� WRLL COVERING SCHEDULE 5.FORLLTHE E BFURPOSE OF DETERMINING OOLIGHT ANDEVENTILATIONV REO�UIRRFMENTS,ANY ROOM SiRLL 34 u5 SKYLIGHTS �3 =� Zia . ��d.b � RLL MODELS BE CONSIDERED AS A PORTION OF FIN PD.JOD41NG ROOM WHEN AT LEAST 1/2 OF THE AREA OF ""` SCHEDULES IS NOTES THE COMMON WALL IS OPEN HUED UNOBSTRUCTED FIND PROVIDES AN OPENING OF NOT LESS THRAN 2222 .55-39 2.fi4 - SKYLIGHT - - [LAO �,g WALL COVERING STUD SPACING 1/10 OF THE FLOOR FIRER OF THE INTERIOR ROOM.BUT NOT LESS THAN 25 SOUARE FEET. 2290 55-39 3.7z sKYLIGHr DPDFegI MW ��� °g MUNCY HOMES. INC. 6.SEE NOTE•10,DRAWING 7e r.NOTE•8.DRAWING 7e lr1 FOR EXTERIOR GLASS DOORS AND 1-4'80000 PANELING IE OL. WINDOWS 5TRUCTURRL RECLJIREMFNTS IN IM-120 MPH WINCH ZONES. 7246 55-39 Sag - SKYLIGHT - - CLF70 - 7.OP RATINGS FOR EXTERIOR GLR55 DOORS AND WINDOWS FOR UNITS SITED IN 1567 PR ROUTE 442 110-120 MPH WIND ZONES PRE LOCATED'ON THE RS-BUILT FLOOR PLANS. SH'=SINGLE-HUNG, OH DOUBLE-HJNG. CSMNT=CASEMENT.PICT=PICTURE 1/2"or S/B°GYPSUM BOARD 15 O.C.OR 24"D.C. 6 OPERABLE WINDOWS LOCATED MORE THAN 72'ABOVE FINISHED GRAVE MUST MAINTAIN THE LOWESTPART OF THE WIDOW CLEAR-OPENING R MINIMUM OF 24'ABOVE THE FINISHED NUMBER AT LEFT INDICATES STD DOUBLE PAVE U VALUE NUMBER AT RIGHT INDICATES LOW E MUNCY, PR 17756 ' 1-4" or 3/8"GYPSUM BOARD IY O.C.;OR 16'O.C. FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED. IF THE WINDOW CLEAR-OPENING DATE DOES NOT MEET THESE PERAMETERS,THE BUILDER SHALL BE RESPONSIBLE FOR COMPLIANCE DRN BY SCALE REV. FHT. N0. • WITH SECTION REM(2006 IRC)or R612-2(2009 IRC).[NOT NT5). - ORTRBF5E AME 11)-15-2010 3a MJL 3-22-91 NINE 1-2°VINYL COVERED GYP.BO. 16'O. OR 24"O.C. S.ALL WINDOWS REQUIRE FLASHING. 1)3\3B_ N n 06 r FLOOR JOIST SUMMRRY FLOOR JOIST SUMMRRY ROOF SHERTHCNG SCHEDULE: WALL SHEATHING SCHEDULE: FLOOR SI-�RTHING SCHEDULE; -ROO�,�RED�m O/C ALUOuPBUR�ELORDMAXIMUM NOTES L EOURL OR BETTER MATERIAL MAY BE SUBSTITUTED. 3/8"PLYWOOD SHEATHING 3/8°PLYWOOD SHERTHING 19/32"T&G PLYWD.STURD-I-FLOOR OR EDURL ST'IERTh07iG SPAN 2 MANUFACTURER HAS OPTION OF DECRFR51NG THE ' WIDlT1 SPACING SnF_SPECIES AND GRADE OF FLOOR JOIST(NOTE•2) TM SPACING S17E,SPECIES AND GRADE OF FLOOR JOIST-SEE NOTE•1 6 2 1//32" ° ys � , , 'RICKNE55 RATING ELEMENT Oc.24° 192" 16 3. ENO JOINTED LUMBER MAY BE USED 1NTERCNRNGERBL7 CO PSF LIVE LORD �" " " - 1/2" " 3/4' ° " ° 71W 24-/16 40 P5F. 65 PSF IOD PSF WITH SOLID SAWN MEMBERS OF THE SAME SPECIES 67)PSF I I 3/B"08 SHEATHING 3/8"OB.SHEATHING 19/32"T&G OH STURD-I-FLOOR DR EDURL 15/32" 32/16 70 PSF 120 PSF 180 PSF AND GRRDE IN WALL CON57RUCTIOK 24' 16' 2.B SPF(SOUTH)•1 OR EQUAL 2M 12' 2.8 5PF-2/-1 OR DUAL - 7/16° 7/16' " 5/8' 19/32" 40/20 130 PSF 205 PSF 3135 PSF SEE SHT 3x,GENERAL NOTE5-L NOTE x15,FOR FIRE 24' 1fi 2x8 SPF-2/-1 OR EQUAL 24' 16" 2.8 GYP-1 OR EQUAL 1".. o 15/37' " " 23/32 ° " ° RESISTANT ASSEMBLY REOUIRMENTS(2012 IRC). 24' 24" 2x10 SPF(SOUTH)'OR EDURL' 24' 1S" 2A0 SPF(SOUTH)•2 OR EDURL lrz L2° 3/'v' C ALL SUMMARY TABLES REFLECT THE 200L 2005 AND 15/32"COMBINATION SHEATHING/SIDING 24' 16' 2.12 SPF(SOUTH)•2 OR EQUAL L2"COMBINATION SHEATKI NG/SIDA'G SEE GENERAL NOTE•5 S WHEN R1TIC FLOOR IS DESIGNED FOR STORAGE.USE 2012 NDS. 1. 26 12' 2x1 57P•�OR EQUAL 19/3T COM13INRTION 5-ERTHONG/SIDING THE ROOF SHEATHING SCHEDULE DOR NOT AGE,USE LFI. 25' IF 2x8 SPF.2/-1 E EDURL 26' 16, 2.113 SPF 2/•1 OR EOR 5/8"COMBINATION 5HERTHONG/SIDING S. THEINTEROLA NSHEATHING SCHEDULE WALLS MAY BE 26 IF 2x8 SYP ( OR D-2 26 16' 2.12 SPF(SOUTH) 2 OR EDURL 26 ]S" 2.SD SPF(SOUTH)x2 OR EQUAL 26 12' 2x1)SPF(SOUTH)•2 OR EQUAL 2F 24" 2d0 SPF x21-1 OR EQUAL 28' 16' 2x10 STP x2 OR EDURL SEE GENERAL NOTE-7 CONSTRUCTED OF WOOD STUDS. 25' 24" 2x12 SPF(5DUi}D-2 OR EQUAL 28' 16' 2x12 SPF(SOUTH)x2 OR EDURL - WOOD STUDS SHRLL BE R MIN.OF 2.3 SPF STUD GRADE 26 192" •3.2x9 3/13°TRUSS JOIST OR EOUAL 31' 1. 2x1D SYP x2 OR EQUAL SPRCED NO MORE THAN 24.O.C.WITH R MAXIMUM 31' 16' 2.12 SYP-2 OR,EOURL - CEILING HEIGHT OF 10-0". 26' 12" 2,8 SPF-2/-1 OR EDUAL RS RN OPTION,PRE-ENGINEERED WOODS STUDS MAY 28' 16" 2.10 SPF(SOUTH)-2 OR EQUAL = RLL SHERTHING IS RGENCY RRTED ALSO BE UTILIZED.THESE FIRE.MR14UFRCTURED IN 28' 24° 2x10 SYP-1 OR EQUAL _ EITHER 2.4 OR 2.6 NOPO4RL DIMENSIONS. 2B' 24' 2.12 SPF(SOUTH)-2 OR EQUAL - 7. RATED SHEATHING PRNELS-WLTH ROOF SPAN RATING 2B' 392" '•3.243/8°TRUSS JOIST OR EDURL FLOOR JOIST SUMMARY NOTES: L JOISTS USED IN FIN EXTERIOR APPLICATION TO BE PRESSURE BRSEMENT WRLL LORDS RND CENTER GIRDER SUPPORT LORDS RND SPACING (NOTE 98) OF 24"OR GREATER INSTALLED WITH LONG OL•fENSION TREATED LUMBER EITHER PRRRLLEL OR PERPENDICULAR TO STIRS 31' 16" 2.113 SPF x2/-1 OR EDURL 16"OR 24.O.C.OD(CEPT 3-PLY PLYWOOD PRNELS MUST 31' 24° 2x12 SYP-2 OR EOURL 2 SEE SECT-4 OF APPROVED CALC MANUAL UNIT NUMBER OF TYPE OF IRNIT ROOF PITCH GROUND BASEMENT CENTER GIRDER CENTER GIRDER BE APPLIED WITH LONG DIMENSION ACROSS STUDS 31' .192" •3.24 3/9°TRUSS JOIST OR EQUAL WIDTH STORIES X/12 SNOW LORD WALL LORDS SUPPORT LORDS SUPPORT SPACING WHEN STUDS ARE SPACED 24'O.G. ' (Pg)PSF SEE NOTES SEE NOTES SEE NOTES CARTED SHEATHING PANELS WITH ROOF SPAN RATING • SEE DETRIL-5 OF 5HT B. •L-2,.6 -1 AND-2 -L-3,•7 LESS-THRN 24'INSTALLED WITH LONG DIMENSION ' EITHER PARALLEL OR PERPENDICULAR TO STUDS 24' 1 RRNCH,ESL,SPLIT,TEE LE55 THAN 9 35-50 798-939 1484-1724 T-O'-6-6- 16'O.C.(EXCEPT PLYWOOD PANELS 3/8"THICK DR 30 PSF LINE LORDLESS MUST BE APPLIED WITH LONG DIMENSION 26' 1 RANCH.ELL SPLIT,TEE LESS THAN 9 35-SD 858-1008 1601-1861 9-7'-B'-ll" RCR1355 STUDS). 24' 16" 2xB SPF(SOUTH)-2 OR EOURL 28' 1 RANCH,ELI_.SPLIT,TEE LESS.THAN 9 35-50 902-1060 1689-1964 VII,-F-8° - 24' 24" 2xISOUiI-II s2 OR EOURL SPF•(SOU OR EDURL 24' 24" 2x10 SPF - 31' I RANCH,ELL SPLIT,TEE LESS THAN 9 35-50 1021-1201 1952-2272 5'-9"-8'-1" - 24' 1 RAISED RANCH LESS THAN 9 35-50 886-11339 1484-1724 7'-0°-6-6" 26 16' 2.8 SPF-2/-1 OR EDURL 1. 1 RR=RANCH I E55 THAN 9 35-50 945-1107. 1601-IS62 9'-7-&-11' 26 24" 2x8 STP-1 OR EQUAL - 1. 1 RAISED RANCH LESS THAN 9 35-50 988-115E 1689-1964 9'-4"-.e•-8" 26 24" 2.10 SPF(SOUTH) 2 OR EQUAL ' 31' 1 RAISED RANCH .LESS THAN 9 35-513 1105-3297 1 1952-2272 81-91-B'-I" 28' 16' 2.8 SPF-2/-1 OR EQUAL 24' 2 2 STORY LESS THAN 9 35-50 1209-1349 2284-2524 SIS'-5-4° ' 28' 16' 2x10 5PF(SOUTHI.2 OR EQUAL 28' 24" 2x10 SPF-2/-1 OR EOURL 26' 2 2 STORY LESS THAN 9 35-50 1298-1448 2461-2721 7 -7'-5" 2B' - 2 2 STORY LESS THAN 9 35-50 1365-1522 2594-2869 7'-17°7'-712° 31' 12" 2x8 SYP•2 OR EOURL 31' 2 2 STORY LESS THAN 9 35-ED 1551-1731 2992-3312 T-O'-6-8° _ 31' 16' 2x10 SPF(SOUTH)s2 OR EQUAL 1' 1 RANCH W/ATTIC STORAGE 5-7 35-50 1074-1409 1296-1602 TIE. 31' 24" 2X10 SIP-1 OR EOURL 26' 1 RRNCH W/ATTIC STORAGE 5-7 35-50 1098-1282 11'-1"-1D-9" 31' 24" 2x12 SPF x21-1 OR EDURL - 28' 1 RANCH W/ATTIC STORAGE 5-7 35-50' 1180-]386 Il'-3°-104" 31, 1 RANCH W/RTTIC STORAGE 5-7 35-50 1143-1483 1345-1589 101-6"-9Ir EXTERIOR SIDE WALL STUD SUMMARY-APPLICABLE TO MARRIAGE WALL STUD SUMMARY-APPLICABLE TO 24' 1 RR W/ATTIC STORAGE 5-7 35-50 1164-1499 1295-1602 7'3"-6-9" UNITS USING 5 AND 7/12 MONO-PITCH TRUSSES UNITS USING 5 AND 7/12 MONO-PITCH TRUSSES 26 1 RR W/RTTIC STORAGE 5-7 35-50 1098-1262 11'-8•-113'3" WIND UNIT NUMBER GROLIMI SIZE.SPECIES, GRADE STUD CEILAIG NUMBER UNIT NJMBER GROUND SIIE SPECIES,GRADE STUD CEILING 1 RR W/RTTIC STORAGE S-7 35-SD 1180-1386 11'-3°-104" ZONES WIDTH OF SNOW SEE NOTES 7,8,9,11 OC HEIGHT MARK. WIDTH OF SNOW SEE NOTES 7,9.ll OC I$GHT 31' 1 RR W/RTTIC STQRRGE 5-7 35-513 1228-1573 1345-1589 LCI-6'-SIB" MPH STORIE5 ORD(P SPACING NOTE 6 WALLS STORIES' OAD P) SPACING NOTE 6 24' 2 2 STY W/RTTIC STORAGE 5-7 35-50 1468-1803 2096-2432 S-11•-S-6" 10D 24'-31' 1-2 50 2.6 SPF STUD 16" 96" 2 24'-31' 1 35 2x3 SPF-2/-1 24° 96' 26 2 2 STY W/RTTIC STORAGE 5-7 35-50 1958-2142 6-1"-114" IDD 24'-31' 1-2 50 2.6 SPF STUD' 24° 96° 2 24' 1 ID 2x3 SPF-2/-1 24° 95" ' NOTE 1 NOTE 5 2 24'-31' 1 ' SD 2.4 SPF STUD 24" 96" 28' 2 2 STY W/ATTIC STORAGE 5-7 35-ED 2085-2291 6-S'-8'-D" 2 24'-51' 1-2 50 2x4 SPF STUD 16" 95" 31' 2 2 5TY W/RTTIC STORAGE 5-7 35-SD 1576-1921 2355-2599 T-11"-7'7L- 111) 2 CONTEMPORARY LESS THAN 9 35-50 1386-1546 26'38-2916 6-0"-71F 1113 24'-31' 1-2 S0 2.5 SPF STUD 'i6" 9fi" MARRIAGE WALL STUD SUMMARY-RPP CABLE TO UNITS WITH A 5/12 AND 31' 2 CONTEMPORARY LESS THAN 9 35-50 1563-1743 2992-3312 T-6"-T-0" - ll0 24'-31' 1-2 50 26 SP STUD 24" 96" 7/12 ROOF PITCH AND THE ATTIC IS USED FOR STORAGE;APPLICABLE TO -.126+ � Z NOTE 1 NOTE 5 24' 1 CAPE 9 55-SO 977 1010-1176 B'-2"-T-9" UNITS WITH R 9/12 OR 12/12 ROOF PITCH-SEE NOTE SO 26 1 CAPE 9 35-50 1158-1372 11'-4"-10'3" -•"'� �.Hct4 120 24'-31' 1-2 35 12,1 SPF STUD 16' 96" NUMBER UNIT NUMBER GROUND S17E,SPECIES, GRADE STUD CEILING 28' 1 CAPE 9 35-50 121O-1430 �11'-1"-10'-2" NOTE 1 MRR. WIDTH OF SNOW SEE NOTES 7,91 ll OC HEIGHT 24' 2 2 STORY CAPE 9 35-SO 1371-1658 1810-1976 6-4-°-V-1" - WRLLS STORIES RD Pg SPACING NOTE 6 25' 2 2 STORY CAPE 9 35-50 2D18-2232 6-7"-8'-2' EXTERIOR SIDE WALL STUD SUMMARY-APPUCP SLE TO UNITS WITH R 2 24'-31' 1 SD 2x9 SPF-2/-1 24" 96' 26 2 2 5TORT CAPE 9 35-ED 2015-2335 W-4'-B'-0' 5/12 ROOF PITCH AND THE ATTIC I5 USED FOR STORAGE 2 24'-31' 1-2 •SO 2x4 SPF STUD 16"- 96" 24' 1 CAPE 12 3S-50 1032-1346 3062-1284 1-11°-1-6' WIND UNIT NUMBER GROUND SIZE,SPECIES,GRADE STUD CEILING 2G 1 CRPE 12 35-50 1032-1346 1204-1440 ll 1"-19-21 ZONES WIDTH OF SNOW SEE NOTES 7,8,9,11 OC HEIGHT MARRIAGE WALL STUD SUMMRRY-APPLICABLE TO 26 1 CAPE 12 35-50 1032-1346 ]252-1492 SD-11'-10'-0" MPH STORIES MD(P SPACING NOTE 6 CAPES WITH A SHED DORMER-+11/12 SIDE gl' 1 CAPE 12 35-50 1216-1600 1333-1571 10'-7"-9'-9" 100 24'-31' 1-2 50 2.6 SPF STUD 16' 96" NUMBER UNCI NUMBER GROUND ST.Z.E SPECIES,GARDE STIR CE3L71NG 24' 2 2 STORY RPE 12 35-51) 1426-1740 IBB2-2084 6-3"-S-11° SDO 24'-31' 1-2 SO 2:6 SPF SND 24' 96" MRRR. WIDTH OF SNOW SEE NOTES 7,9,11 OC HEIGHT 26 2 2 STORY RPE L2 BE-ED 1426-1740 2064-2300 6-6"-Bb" NOTE 1 NOYE 5 M. WALLS STORIES ORD Pg SPACING NOTE fi 28' 2 2 STORY RPE 12 35-50 1426-1740 2157-2397 V-3"-7110° 110 24'-31' 1-2 50 2.6 SPF SND 16' 96" 31' 2 2 STORY CAPE 12 35-513 1654-2038 7343-2581 7'-11"-T-T - SPACE RESERVED FOR THE NEL!YORK STAMP of APPROVAL 110 24'-31' 1-2 SD Zx6 SPF STUD 1. 96" 2 24'-31' 2 ID 2.3 SPF-2/-1 24" 96" 24' 2 CAPE WITH SHIM DORMER 12-411 35-50 1187- 1495-1753 6-6°-6'-D" NOTE 1 NOTE 5 • 26' 2 RPE WITH SHED DORMER 12-411 35-SO 127+-95 1612-1890 SID"-B'-6' _ 120 24'-31' 1-2 50 2x6 STUD I6" 96' 2(Y 2 CAPE WITH SHED DORMER 12-411 35-50 1324-1586 1687-1965 BID"-B'-6" NOTE 1 MARRIAGE WALL STUD SUMMARY-RPPLICABLE TO 31' 2 RPE WITH SHED DORMER 12-411 SEE DWG 3c.1 SEE DWG 3c1 SEF DWG 9c1 SEE DWG 3c1 oPAA71Uff DA STATE CODES DmsION AfB1M•,M'1x91NID.1 CAPES WITH R SHED DORMER-]2/12 SIDE 26 2 SALTBOX 12-5 SEE DWG 3c1 SEE DWG 3c.1 SEF DWG 3c1 SEE DWG 3c 1 s, OxE ,,,d lorisxNdor�k�, 2B' 2 SALTBOX 12-5 SEF DWG 3c1 SEE OW 3c1 SEE DWG 3e 1 SEE DWG 3c1 `MD12 EXTERIOR SIDE WALL STUD SUMMARY-APPLICABLE 70 UNITS WITH A NUMBER UMT NUMBER GROUND SIZE,SPECIES,GRADE STUD CEILING 7/12 ROOF PITCH AND THE ATTIC IS USED FOR STORAGE:APPLICABLE MARK WIDTH OF SNOW SEE NOTES 7,9,ll OC HEIGHTTO UNITS WITH Pi 9/12 OR 12/12 ROOF PITCH-SEF NOTE 10 WALLS STORIES ORD Pg SPACING NOTE 6 WIND UNLT NUMBER GROUND SIZE,SPECIES.GARDE STUD CE]lING 2 24'-31' DNA 5D 2.4 SPF SND 16' 96" NOES. xut L LEFT NUMBER I5-FOR 35 PSF GROUND SNOW ZONE Pg). x ZONES WIDTH OF SNOW SEE NOTES 7,e,9,11 OC HEIGHT 2 24'-31' DNR 50 2.4 SPF STUD 24" %" RIGHT NUMBER IS FOR 50 P57 GROUND SNOW ZONE(P9). MPH STORIES ORD P SPACING NOTE 6 2 LORDS ARE GNE1N TIJ LB/LAERL F00T: - SOO 24'-31' 1-2 50 12.6 SPF SND 16" .96" IXTFRinR STOF ANn nARRiar;F WAI I S7Tm NnTFs 3. CENTER GIRDER SUPPORT SPACING 15 BASED UPON THE INSTRLLATION OF R 3 RISC STD.STEEL PIPE 100, 24'-31° 1-2. 50 2x6 SPF SND 24" 96' COLUMN WITH Fy=36 KSI AND UNBRACED COLUMN LENGTH=8.0 FEET.ALLOWABLE CONCENTRIC NOTE 1 NOTE 5 - L WIND ZONES MPH NUMBER IS 3 SECOND GUST. LORD-34.000 LBS.AND R 1/7' 9' 1Y"STEL PLATE FASTENED TO THE CENTER GIRDERS. 110 24`-31' 1-2 50 2x6 5PF SND 16" g5 2 90 AND 100 MPH-35G WIND ZONES APPLIES TO RLL FIRERS EXCEPT THOSE ALTERNATE METHODS OF SUPPORT MAY BE USED PROVIDING THEY ARE CAPABLE OF TRANSFERRING THE UO 24'-31' I-2 50 2x6 SPF SND 24" 95' LISTED IN NOTES NUMBERED 3 AND 4. DE5IGN LORDS FROM THE FLOOR GIRDERS TO THE FOUNDATION NOTE 1 NOTE 5 S. 1113 MPH-35G WIND ZONE APPLIES TO THE FOLLOWING CARERS ALTERNATE METHODS SHALL BE APPROVED BY THE LOCAL BUILDLJG OFFICIAL CONNECTICUT-SEE APPENDIX K.2005 AMENDMENTS TO THE 4. ACTUAL FOUNDATION PLANS FOR OLSENMO14FL.AND CENTER GIROER SUPPORT SPACING RVA7IRBLE UPON REQUEST. STRTE BUILDING CODE S. FOR TYPICAL FOUNDATION DETAILS,SEE DRRWNGM 4. MARYLAND-COUNTIES OF SOMERSET,WICOMICO,CRROLLNE,DORCHESTER, 6. BASEMENT WALL LORDS 00 NOT REFLECT OPTIONS,SUCH AS DECKS,PORCHES,RAISED ROOF OPTIONS.ETC ' TALBOT,AND SAINT MARY'S. FOR UNITS WITH THESE OPTIONS,LORDS ARE AVAILABLE UPON REQUEST. WORST CASE 28-WIDE CORING MASSACHUSETTS-WINO ZONE NUMBER 3 SHOWN FOR 24 THRU 26-WME STORAGE TRUSSES. - 320 24'-31' 1-2 SD 26.STUD ]6° 96" N'EN JERSNEW EY-SEEHIRE-M)RC BULLETIN 03i ORT WAID SPEED RMAAPD RAYMOND. 7. SEER FOR 26 THHSHOWN REFLECT C31-WIDE HOUSEES.ER 2FORPF-2 GIRDER FOR OTHER MEMBERS/SPAN OPTIONSHOUSES, SEF AND APPROVED CALCC MANUAL F-2 NOTE 1 NEW YORK-SEE DRAWING 7-J, NOTE 4. 8. SEF SECT-5 OF APPROVED RLC MANUAL - RHODE ISLAND-WPM ZONE NUMBER 2 EXTERIOR SIDE WALL STUD SUMMARY VIRGINIR-CITY OF VIRGINIA BEACH,COUNTIES OF RCCOMACK AND NORTHAMPTON - APPLICABLE TO CAPES WITH R SHED DORMER 4.120 MPH-SSG WIND ZONE APPLIES TO THE FOLLOWING AREAS COMECTICUT-SEE APPENDIX K,2005 RMENDMENTS TO THE ON'D UNIT NUMBER GROUND SIZE,SPECIES,GRADE STUD CEILING STATE BUILDING CODE ZONES WIDTH OF SNOW SEE NOTES 7,B,9,11 OC HEIGHT MARYLAND-.COUNTY OF WORCESTFA - MPH .STORIES ORD P SPACING NOTE 6 NEW JERSEY"-SEE DCA BULLETIN 03-4 FOR WIND SPEED MAP. [, gp 100 24'-31' 2 50- 12.15 SPF STUD 16" %" NEW YORK-SEE DRAWING 7-1,NOTES ��09�U 4 �mD.� 100 24'-31' 2 50 2x6 SPF STUD 2}" 96° RHODE ISLAND-WIND ZONE NUMBER 3 b' �!E N 60 OTE 1 NOTE 5 g6' i =5 ARE LIMITED TO THE SECOND FLOOR OF R 2 STORY UNIT. _ 6. CEILING HEIGHTS SHOWN ARE CALCULATED.HEIGHTS MAY BE GREATER IF R 11D 24'-31' 2 50 26 SPF STUD 16" 96" 2x LATERAL BRACE IS PROVIDED AND Ix DOES NOT EXCEED THE CALCULATED 110 24'-31' 2 50 7x5 5PF STUD 24" 96' LFI+GTM OF THE STUD. - - NOTE 1 NOTE 5 7. MANUFACTURER HAS OPTION OF DECREASING THE STUD O.C.SPACING. B. =CALCULATIONS CARE BASED ON EXPOSURE C. 120 24'-31' 2 50 2x6 SND 16" 96' 9.EQUAL OR BETTER MATERIAL MAY BE SUBSTITUTED. - pp NOTE 1 10.ARE RO�EP TO 2AND T�m C b USED FOR STORAGE MRSTER SERIES _ - IL SEF SECT-5 OF APPROVED CRLC MANUAL _ RLL MODELS STRUCTURRL SCHEDULES 6 NOTES MUNCY HOMES, INC. i 1567 PR ROUTE 442 MUNCY, PR 17756 DRN BY DRTE I SCRLE REV. HT. NO. t DATABASE NAME DJG 3-1-93 1 NONE 10-22-2013 3c 03\3c std !11 �t r DETRIL -1-1 DETRIL #1R IL tt2 5/B°T1-11 sHEA7HDNG17% DETRIL #3 NOTES (iPPLIED DIRECTLY TO STUDS L FOR FASTENINGS NOT SCHEDULE A ADDRESSED LE THIS 4SIDING DAR LRP OR SFBF7 SEF FFLSTETIDNG SCHEDULE AND APPLICABLE _ D)SIMPSON LSTA18,20 ge SIMPSON MTS-12 STEL ANGLE STRAP 'T'ALUMINUM NYL LAP SIDING CROSS SECTION. STEEL STRAP OR EOURL OR EOURL FASTENED TO THE BACK SIDE FLRSHOJG BY ER 5HEATFUNG Z MANUFACTURER HRS THE OPTION OF SUBSTITUTING FIELD 1NSTRLLFD ON OF*4EEWRLL WITH M lad 1 L2 BUILDER SRL PLATE(5) NAILS FOR STAPLES CALLED FOR IN NAILING SCHEDUt.E. EACH TRUSS WITH NAILS INTO THE SIDE OF 7HE TRUS5 �'L PLRTE5) AGENCY RATED SHEATHING GLUED WITH CONSTRUCTION SIZE,NUMBER RNID/OR SPACING TO BE IN ACCORDANCE - lOd e S O.O SEE NOTE•1L SEE NOTE-Ll, WITH AGENCY SPECIFICATIONS AND ELEMENT BY BUIlDER NA 148°x 3"JOIN) BOTTOM CHORD K (7)IDLs 1 LZ" 1x8 BoRRE) 'DRAWING 7-2ENTIRE E AND NIIIl.ED TO RIM JOIST AND SILL PLATE NAILS EACH JOINT NAILS INTO THE KNEELIRLL STUD DRAWING 7a2 TRIM BOARD ENTIRE PERIMETER l6d TOE-NAIL AT 3°D.C.FR PLATE MRNUFRCTURER'S SPECIFICATIONS. RIM JOIST TO SIlL PLATE 16d NAILS AT 3"O.C, IS SRSED ON q 12/12 ROOF PITCH ON SITE BY BUILDER INSTALLED BY THROUGH SATO 511-LHING TO RIM JOIST AND 3" PLFlTE 3 DESIGN LAIR FOR 1 AND 2 STORY AND CAPE UNITS ROWS SHALL BE STAGGERED. 4. ll0 MPH-3SG WIND ZONE IS APPLICABLE TO: RG SHERTHOIJG GLUED WITH CONSTRUCTIONFOR RIM BRNID TO SILL PLATE 7IEDOWN CONNECTION, THE COUNTIES OF BRONX,NEW YORK AND RICHMOND. R 92RIV RIM JOIST AID SILL PLATESEF ORRWING 7e.2,DETAIL s2 WESTCHESTER COUNTY CITIES P 16d TOE-NRIL AT 3°O.G FROM CONNECTION BY BUILDER MOUNT VERNON,NEW ROCH EI I F RYE AND YONKERS. NOTE: JOIST TO LATE.16d NRILS AT 3"O.C. WESTCHESTER COUNTY TOWNS NOTE: DETAIL APPLIES TO 9 ROD 12/12 ROOF THROUGH 5FE13 RIM J0157 AND SIL PLATE EASCHESR72,HARRISON,MAMARONECK,NORTH CASTLE STRAP OVER RIDGE ALSO TRL155ES RNID 5 RNID 7/12 ROOF STORAGE ROWS SHALL BE STAG PELHRM,POUNID RIDGE,RYE AND SCRRSDRLE COVERS THE FLIP CONNECTION TRUSSES. FOR 4 b 5/32 24-28.)MONO ROOF TRUSSES FOR RIfI BAND TO SILL P BOTTOM ROW OF OWN CONNECTION, WESTCHESTER COUNTY V]LLAGES SEF DRAWING 7n-2,DETRIL. BRDNXVILLE.HARRISON,LARCHMONT,MAMARONECK, CONNECTION BY BIlD_OER ��PELHAM MLE AND ANOR,PORT CHESTER-RYE BROOK. (NOTE STRAP TO BE 36°LONG, STALLED SIMPSON L5TR36 OR EDURLL 87 BUILDER - S. 120 MPH-SSG WIND ZONE IS RPPLICRSLE T0: RIDGE DETRIL - FIELD KNEEWRLL DETRIL - FIELD IDE WALL- DETAIL - FIELD SIDE WRLL DETRIL - FTELD THE COUNTIES OF NASSAU AND SUFFOLK 6. DESIGNS ARE BASED N ON EXPOSURE F SCALE; 1"=1'-0" SCALE: 1'�l'-0" (WITH T1-11 SIDING) SCALE: 1 1/2"=1'-0" SCALE; 7. WINDOWS,ODORS AND SKYLIGHTS IN BUILDINGS LOCRTED 1 1/2"=1'-0" IN WINDSORNrE DEBRIS REGIONS 5HRLL BE PROTECTED FROM THE WIQIBORNE DEBRIS ON SITE BY THE BUILDER ALL DETAIL #1B NDS >TRUSSWITH #1C DETAIL #8 DETRIL #4 HINGE STRAP 21 16d NAILS TO. COMPLIRN�SRLL EBT THE FSHALL BE LO�LLOWINGBY�ETH00 s 'DETRIL APPLIES TO 9 RND 12/12 ROOF TRUSSES FIND 5 RNID 7/12 ROOF STORAGE AT 48"O.C. .AFTER OVERMAN ASTSTORM 1996 RND 851 Be6 INSTRLLEDIN PRCCOROPNCE S OF TRUSSES THAT UTILIZE CO COLLAR TO 7/12 MONOFITCH ROOF TR (4) x 1 1/Y'x-16 gd LOWERED-BY ER WITH MANUFACTURER'S INSTALLATIONNG INSTALLED INSTRUCTIONS. SOd NAILS a 4"O.C. (SEE ROOF SECTIONS FOR COLLAR-ITE HGPSOd NAILS a S'O,p 1"MIL STRP SHEATHING JOINT BY BUILDER E)Y B 2" AND RNG EDGE NOTE: B-AGENCY RATED WOOD STRUCTURAL PRNELS WITH A W SIMPSON L5TR18,2D 9, TRUSS ER MID-MUM THICKNESS OF 7/16"AND R,MRXTMUM SPAN OF STEEL STRAP OR EOURL B FEL=T SMALL BE PERMITTED FOR OPENING PROTECTION FIELD INSTALLED ON PREFAB COLLAR-TIE L2" IS 10 ON LSTRIB,. ROOF SFERTtfpJG (D 131"s 5 IN DNE AND TWO STORY BULDINGS WITH R MEAN ROOF ER TRUSS WITH ASSEMBLY SHALL BE RA OR EOUR 2x4 TO 2x6 HEIGHT OF 33 FEET OR LESS.PANELS SHALL BE PRECUT FASTENED TO TOP STg(i m ON TO COVER THE OPENINGS WITH gTTACHMENR 61 148"x 3"(10d) CHORD W17H IM ROWS HEADER TO 2x6 (4)7/16'x 1 1/2"x 16 NAILS EACH JOINT OF 0131"z 3'NAILS SS WITH -.4 OJ 191°X 3 1/2-NAILS STAPLES q7 SHER7HIG gJDINT HARDWARE PROVIDED.RTTRCIIHF_NT SHR BE WITH 3"UDd] - 6 2 1/2"MIL WOOD SCREWS RT 9"O.C.AROUND PAN EEL DIRECT EACH ENO '��STRAP RNID FLIP OVERHANG EDGE OC.AROUND R -8 PERIMETERL'H JOINT PERIMETER OR x8 x 212"MIN.HOOD SCREWS RT 12" EXCEPTIONS RPA PLICABLE PITCH,ROOF HAS BEEN TO BREAK IN COSED TO VERED Ffl CIA 2s6_______ ALUMINUM FERDER TO STU05 RT 48°O.0(3)lOd NAIL DIRECT DOES N.TRE ROOF ROOF,LIFT LIP SFO FACS G ISSTPLL LL 2x SEE 5 CTIONN R301212 RND FTABLE R301�wG OFFICIALDOES NOT REOUDRE ¢1 16d NFlTLS]NTD EACH TRU55 �'BUDAER B. WD'DBORNE DEBRIS REGIONS ARE AREAS WITHIN RCOLDER-TIEURRICANE-PRONE REGIONS W1TF4N ONE MILE OF THE REOUIE,12/]2 ROOF CORSTRL MEAN HIGH WATER LAE WHERE THE BASIC � RS5�� FLIP DETAIL - EIEL TRUSS HINGF - FIELD 2x410 bs"NAILS WIND SPEED 15 ll0 MPH-BSG OR GREATER OR WHERE (8)lOd NAILS PERFORATED SOFF17 - THE BASIC WIND SPEED I5 EOURL TO OR GREATER THAN ON SLUE BY BUDDER SCALE: 1"=1'-D" SCRLE; 1"=f-0" (1)SIMPSON LS7P36,20 9, 120 MPH-3SG.SEF TABLE 8301219. STEEL.STRAP OR EDUPL AT 9, CONSTRUCTION DESIGN I5 IN ACCORDANCE WITH t41 NAILS EACH-SIDE 48"OL FR5TENE.D WITH "MINIMUM DESIGN LOADS FOR BUILDINGS RNID OTHER D #lE SIMPSON H-258 STEEL FPRMIIJG ANCHOR (S)148"x 3"OOdI STRUCTURES"(RSCE T AND WFCM DR EOURL FASTENED TO SIDE OF TR NAILS EACH.END h 10.EXTERIOR WINDOWS AND DOORS SHALL BE DESIGNED FLIP RND COLLAR TIE DETRIL - FIELD WITH a7 Bax 1 vz"NAILS Q1ERDFR WRAPPED) 2 16d NAILS TO TRUSS TO RESIST THE DESIGN WBeI LOADS SPECIFIED IN TABLE AND 6)Bd NAILS INTO THE SITE ( i ]xfi ALUMINUM --- AFTER OVERHANG 15 8301221 ADJUSTED FOR HEIGHT AND EXPOSURE PER SCALE: i"-1'-0" BY BUILDER -TRI R COVERED FFISC19 2.6 LOWERED-BY BUILDER TABLE 3OL2131. HEADER TO 2x6 MAX DESIGN WIND PRESSURE REQUIRED-1 STORY UMTS: HORIZ PLATE VERT.PLATE DIRECT EACH END NAILS DI-ll0-235 z L29=BOA PSF-ZONE 4, 02-120-2&1MA x L29= EOL PSF-ZONE 4. TAIL #1D IN NAD_THRU RAFTER MINIMUM FLAN R GARDE REO PSF-1 TORT LN175: BETWEEN��`' (� J PERFORATED SOFFIT Ol-130-35 PSF-ZONE 4, INTO TRUSS BT BLIIlDER (1)SIMPSON LSTRIB,20 ge_ HERDER TO STUDS 112-120-40 PSF-ZONE 4. (' MAX DESIGN WIND PRESSURE REQUIRED-2 STORY UNITS TOEHJAD2D�M STEEL STRAP OR WIN RT IDT BU NAIL DIRECT E—R Y BUILDER 61 O.0 FR57EJm WITH NOTE: BY BUD-DER Ol-I -238 z L4=330 PSF-ZONE 4. - - 61 148'x 3°DON) TRUSS OZ-12D-281 z U=393 PSF-ZONE 4. i NAILS EACH END CRN- EVER MIN01 IMUM RAMA35 PSRRA REQ 4UIR-ED 2 STORY UNITS: TERNRTE PRNELIZEI)AT (HEADER WRAPPED) IS 0" TO 1 3/4" 02-120-40 PSF-ZONE 4. R WALL LOCATION MAY DESIGN WIND PRESSURE REQUIRED-1 STORY UMTS nRNU ZE LEOR�' FOLDING OVERHRNG(S) (OPT) DETAIL 'B' Co.-ll0-291 x 129=375 PSF-ZONE S. OR ED N HB RAFTER REOIDRID LD MI-120-34.7 x 12E 44.8 PSF-ZONE S. FIELD INSTALLED IDURSTALLED 55,_ - DORMER DETRIL - FIELD ONE AND TWO STORY - FIELD o01II'N-I"110�4U P5F MA F--ZONE:S.ED-1 STORY UNILTS 02-120-45 PSF-ZONE S. SCALE:3/4°=1'-0" SCRLE: RT.S, MAIC DESIGN WIND PRESSURE REOUIRED-2 STORY UMTS: IDT-110-291 x 14=40.7 P5F-ZONE S. 02-120-34.7 x L4=48.H P5F-ZONE 5. (O'NEEWALL MINIMUM RAMA GRADE REOUIRED-2 STORY UMTS 1 DETRIL #$ 0FOR 120 MPH-3SGW1N0 ZONE 01-110-45 PSF-ZONE S - SIDE;END AND MRRRIRGE WALL GABLE END TRUSS 02-120-SD PSF-ZONE S. 6 INCREMENT STUDS SHALL E C,16°D SEE SECTIONS 86132 AND 8613.3 2 TRUSS SPACING SHRLL BE 11 SECTIO RBU OF ASPHALT 51-07JGLE5 SHALL COMPLY WITH TRUSS 24',192'OR 16'O.C.DEPENDING SECTION 890526, 12 FOR RODI770NRL CONNECTION DETAILS,SEE DRAWING 7c2 KI`'- ST TIE OR OURJ- RAFTER ON ANDROOF THE ROOF PITCH LORD QLIRED ' TIE S,EOURL,EACH GYPSUM BOARD 3.DETAILS APPLY TO ALL ROOF KNEflJRLL TRUSS.ED.F TRUSSES. _ FASTEN M IDI LED FASTEN W/ SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL (!) ad s 2"NAILS (7)lOd x 1 1/2"NAILS FIELD A1ED FIELD INSTALLED KING POST GYPSUM BOARD DOUBLE TOP PLATE 0®AN(IMEM OFSTATE wo¢ONctION _ DOUBLE TOP PLATE RLI. KING POST TYPICAL STUD x��,b AU;n',u11-00;,x®m CONNECTION SEE FRSTDQNr SCHED,PAGES 98 6 981 OF HIGH WIND b �a MANUAL FOP.FRAMING ANCHOR REOiD PER TRUSS TYPE, �k ����w�� WIND LORD,WIDTH,ETC. TRUSS CRNNTD_EVEP.SHOWN. eq.mau.mem, . e,q�.m" NOPITCH TRUSS KNEE WALL D AIL — FIEL TRUSS MRY ALSO BE FLUSH WITH WALL AND UTILIZE ~`�•..��. R STRAIGHT STRAP TO 57(A CONNECTION u� SCRLE: NTS RIL #6 FORREOUDUD RIM BAND TO RIM BRNO Piz MODULE TO MODULE STRAPPING, SEF DRAWING 7-2,DETAILS•3 RNID sG. _ STRAPPING TO BE APPLIED BEFOREAIV DETRI OF INCREMENT TR SS INSTALLATION OF SHEATHING. DETRIL OF GRBLE END TRUSSES AGENCY.RATED SHEATHING GLUED SCALL:N.T.S. SCALE:NT-5- WITH CONSTRUCTION RDHESIVE AND - NAILED WITH 2 ROWS OF Bd.NAILS AT 3'OL,STAGGERED EACH P BRNO(4)ROWS TOTAL BY SURD 4'-0°SHEATHING TO SPAN BOTH HALVES SHERTMING FOR THIS AREA I PED DETRIL #7 TO TIE UMTS TOGETHER ON SITE BT BUILDER . LOOSE AND INSTALLED BY ER FIELD FRSTEMNG OF SHEATHING TO JOISTS HF-fER INSTALLATION OF S. 10d COMMON NAIL 6'O.C.DIRECT EDGES d 1 L17 O.C.INTERMEDIATE SHEATHING TOE NAI L00 INSTALLED FT1 06)TOTAL EACH HALF EXCEPT FOR MEMO (� -' 16d TCLC By 31'WIDE, N NSTORAGE-TRUSS 9A'� a��llT7� r . e 2"OC BY TER 6Od COMMON NAIL r1 D.C.DIRECT EDGES 6 1 L4"D.C.INTERMEDIATE OB)TOTAL EACH HALF .. SHEATHING NOT SPANNING UNITS - FIELD FRSTEMN-OF SHEATHING TO JOISTS _ 8d COMMON OR ANNULAR OR SPIRAL THREAD NAIL j P O.0 DIRECT EDGES d 12'OG INTERMEDIATE NOTE MRSTER SERIES N DETRIL APPLIES TO 9 AND 12/12 ROOF _ / 1 TRUSSES AND 5 AND 7/12 ROOF STORAGE ONE AND TWO STORY MODELS SHEATHING SHIPPED LOOSE INSTALLED TRUSSES - DETAILS FOR 110 6 120 MPH- 33G WIND ZONES - MUNCY HOMES, INC. 1567 PR ROUTE 442 MUNCY. PR 17756 DEWRLL DETAIL - TWO STORY - FIELD MODULE TO MODULE CONNECTION DETAIL - FIELD DRN BY DATE SCALE REV. SHT. NO. SCRLE: 1 1/2"L-l'-O" SCRLE: 1 1/2"-1'D" DATABASE NAME I 07\7.1n DJG 8-28-95 1 SHOWN 8-01-2013 1 7,1 i NOTES DETAIL #1 SIDE VIEW OF ETRIL #3 RIL #6 SIDE VI LSTFmeRJ L FOR APPLICABLE NOTES, SEE DRAWING 7e1. SECOND FLOOR STUDS MODULE'C MATE LINE MODULE'0' OSRESOOUNRL,222R 0 TIES 2 DRAWING 7—L ROOMONRL CONNECTION DETRI.S,SEE 0 WALL CORNER=5 FIELD INST 3. STRAP TIE SIZE 15 BR5ED ON THE SILL PLATE BEING FIRST CORNER STUD CONNECTED C)SOd NAILS H END D)2.6.WHEN SILL PLATE IS 2)2x61 STRAP TIE TO SIDE WALL STUDS WITH 04)TOTAL SHRLL BE R SIMPSON LSTR24. Cl ROWS IBd NAILS 6'D.C. SIMPSON STRAP TIES IF THE SILL SIZE IS DIFFERENT,ANOTHER STRRP(S ROWS STRGGERED.EACH SIMPSON LSTIQB TIES OR AL OR EOU 0.0 IMAX OR CONNECTION SHALL BE USED. CORNER-FRCTORY. FACTORY 3NSfpIIFT] FIELD RLLED WITH THE STRAP OR CONNECTION UPLIFT CAPACITY SHALL IS 10 AILS EACH END BE THE EQUIVALENT OF R SIMP50N L5TR12(830 LB). DO] FlLFOR ALT. G-PG Bd EXTERIOR SIDE WALL 2)2:CORNER STUDS -- . EACH CORNER SECOND FLOOR NOTE FLOOR FOR SHEATFING VECTION OF FIRST - FLOOR TO 5E FLOOR PERIMETER SIMPSON LSTHD/STHO STRAP TIE HOLDDOWN RRIL5 CLIME N,SEE DRAWING 7-L OR EOURL SUPPLIED AND FIELD INSTALLED DETAIL•(i FIRST FLOOR BY$COLDER ON FIRST AND SECOND STUDS FIRST FLOOR SfiEFlTI-DNC SHDWN FOR CLARITT. FROM CORNER INSTRL.L BEFORE CONCRETE POUR WITH R STRRPMRTE OR OTHER HOLDING DEVICE NAIL STRAP FROM BOTTOM UP WITH 16d SINKER NAILS,ALL HOLES.TO BE FILLED. PSON LSTR18 STRAP Thy NOTES BOTTOM OF STRAP IS EMBEDDED IN CONCRETE - EOURL 24"OD.MAX STRAP MY BE BENT ONE FULL CYCLE INSTALLED }{ 01-FDR SHEATHINGONF CONNECTION OF FIRST STRAPS ARE LOCATED AT EACH Elm WALL - 'EMBPOMEM (7)Sod NAILS EACH END FLOOR TO SECOND FLOOR PERIMETER EXTERIOR CORNER LIFFIE 04)TOTAL DETAIL-5. STRAP SEE DRAWING 7�1, STRAP VALUES ARE BASED ON AN S'MIN. SIMPSON LSTA12 STRAP TIES SFCRTHNG NOT SHOWN FOR CLARITY. STEMSEE CONSTRUCTION NOTES ON THE FIELD WALL OR UINSTALLED WITH OCRMILEVER OPTIONAL SECOND SEE DRAWING 7"2- 1111 RS BUILT FLOOR PLAN FOR SIZE AND T5)10d NRD_S EACH END DETAIL sg FRSTENI NG SCHEDULE FIRST FLOOR. S OO)TOTRLFOR ALT. 0 SIMPSON LSTAIB STRAP TIES , FLR/CLG-PG S. OR EOURL FIELD D45TR-LED WITH CD 10d NAILS EACH END,04)TOTAL CORNER DETRIL APPLIES TO RN S R WRL ND R ND TO EXTERIOR END OR SIDE WRLL— B IEDO D IL 2 S 0 Y UNIT - FI L MODULE TO MODULE C SECTIO R ND WAL ET IL SOLE PLATE SCRLE: 3/ UNITS - ELD SCRLE: 3/4'�=V-0" SSE WALL PERIMETER RAILS END WALL PERIMETER RAD_5 SILL PLATEIS NDTE FIRST R STUDS MODULE'R LINE MODULE U LJFiE N:THERE IS R GARAGE,THE BUILDER SFE NOTE-11 SHALL SUPPLY AND INSTALL 5IMP5ON NOTES �l LSTHD/STHD OR ECURL ON DOUBLE STUDS M-FOR CONNECTI OF PERIMETER 11)OR IMPSURL SUPPLIED TRAP TIE AND ALONG THE WALL PERF'ENOICUJNR TO THE PAILS 70 SILL PLR EE STALLED BY BUILDER WITH FLOOR JOISTS THAT SHALL BE REMOVED AT DRAWING 7n1,DETAIL OR-1 �4 REBRR 30"MIN I� THE SITE.THE HOLODOWN(5)SMALL BE AT SHEATHING NOT SHOWN CLARITY. 10d NPa-S 0477 TOTAL EACH LENGTH ALONG SIDE NI EACH CORNER'OF THE GARAGE RS SHOWN FOR RIM.WN BRND TO SILL AND END WALLS I I AND THE SAME DISTANCE APART AS pRFDWIIJG 7v�.CONNEDETORIL2 ALL POURED CONCRETE REQUIRED FOR ANCHOR BOLTS. _ 3000 P. MIN L J THE REQUIRED ANCHOR.BOLT SPACING C2�EDR RAISED NCH FO ON NOTE: IN 72.O BE 12 FROM CORNERS FWD 7��.DETAIL-7 FOR COMJE N OF PERIMETER 72 ON CENTER MR7L RAILS TO LATE,SEE THE RIM BAND TO SILL PLATE NOT REOUS SIMPSON LSTR18 TIES EOURL DRAWING 7"I. RIL•2 OR.3. ul AS SHOWN D DETAIL•2 ARE NDT REQUIRED FACTORY INSTALLED. SHEATHING NOT FOR CLRRIT7. (NL'fH THE ADDITIONAL HOLOOOWNS. FOUNDATION PERIMETER ARILS SEE NOTE+2 ABOVE CORNER HOLDOOWN DETRIL - FIELD SHEAR WRLL TIEDOWN DETRIL ODU E TO MODULE CONN C ON R NI WRL DLD L SCRLE: 1 v2'�1'-0" FIRST FLOOR OF 1 OND 2 STORY UNITS FIRST FLOOR OF 1 AND 2 STORY UNITS - FIELD SCRLE: 3/4'�l'-0" SCRLE: 3/4' 1'-O" DETRIL #2 TAIL 4 MATE LINE - L #7 LL 1 3' SIDEWPLL DETAIL #7 • FULL-HEIGHT BLOCKING /o zM f3 RDD DBL RT EDGE OF CANTILEVER BOLT B 48" LONG STUD SSTUD SUPPORT. BLOCKING FNR5 ENED SON LSTFL24 Ns * - BOL s 48 BY 9UILOF72 END STUD OF SIDEWALL TO JOIST WITH 13)Bd NAILS STRAP TIE(OR=) ANDPER END OF BLOCK INSTALLED IN . FASTEN END STLI)OF ENOWRLL FACTORY W/IS c TO DBL STUD IN SIDEWALL WITH ]Dd NAILS EACH n 4� ROWS OF DA67'.3-1,7 END 0ID TOTAL STRAP CONTINUITY 16d TOE-NAILEDNRTLS STAGGERED a S— IS FROM FACE OF SECOND FLOOR a16"O.C.BY BUILDER FR STUD OF SIDEWRLL STUD SF D TORUNDDI LSTRIB f7l IOd ERSIDE TO JOTS OW W/21 SIMPSON I SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL FASTENERS ER TE(S) RAILS BOL Dig 9511 MIN LONG 24-WIDE UNIT ENO-JOI 148"DOd)X 1S' BOLT a 96"D.L 27 2.8 SPF-2 FOR ROOF FIELD SAI�m ID SIMPSON LSTF21 STRAP TIE ov�xruen orsrAYE couFs axston SOLE SUPPLIED RND FIELDPITCH� (OR EOURL)SUPPLIED AND FIELD PLATE 131 2xB 5PF 2 FOR OR7R INTO SILL l INSTRI I BY BUILDER INTO RIM s� � /1BANr,lttlm7-0OPI INSTALLED BY BUILDER "@ Imre - w.e tl END-JOIST PITCH 9 r P 0 BLOCKING II BAND WITH STRAPS WRAPPED PERIMETER ARILS FIRST FLOOR 26-31-WIDE UNIT JOISTS AROUND SILL PLATE RT 32"O.C. 27 2x10 5P OR ALL l l ALIXJG'THE EXIERIDR SIDE WALL RD CHE5: 5M NOTE 3. BLOCKING To SILL SILL PLATE FOUNDATION I ONO SIDWW1 LENGTH ll PLATE CONNECTION: FO ]2 PITCHES AS SHOWM 162 X 3 1/2"O5d) ii i' MOOULEIBE3 LJ 3'O.C.TOE-NAILED-FIELD FOUNDATION �� OLD-DOWN PER APPROVED ii ii MANUAL- CANTILEVER HIGH-WIND CALCULATION 004, CRNTIl.EVER LC Alf LE 38 OF 95/d5 MANUAL) zREMFMRL ANCHOR BOL7(9 (Ag 5 OF 60-90 MANUR3 OF SO-ES �U LIZ'x i6"AND 5HRLL BE IMBEDDED IE CONNECTION - MOD TO MO - 2 S Y Pg RAISED RANCH FO TION R MINIMUM OF 7"IN CONCRETE RND 0)SIMPSON LSTAZl STRAP TIE OR EOURL SCRLE: 1 L2'FT-0^ G -WIND OLD-DOWN DE IL 15"IN MASONRY UNITS Nm 12" SUPPLIED AND FIELD INSTRLLEn BY - 'C ILEV R D - F . MAX FROM EACH CORNER BUDDER INTO RIM BAND WITH (CANTILEVER DETRIL RPM-MS WHEN USING WFCM ANALYSIS) - SCRLE 1 1/2"=1'-0" STRAP(5)WRAPPED AROUND SILL - .- PERIMETER RAILS PLATE AT 36'D.C.ALONG FIELD INSTALLED THE EXTERIOR SIDE WALL MATE LANE ✓ e�P m 10d NAILS SEE NOTE•3 DETRIL #S SIMPSON HS OR EOURL STEEL ANGLE STRAP FASTENED TO 11n� RIL #$ SLOE OF SECOND STORY JOIST LNLTHi 6 lOd z 1 LZ'NAILS 6y BY BUILDER (S 148"QM X 1 1!P - AND TO THE SDE OF THE FIRST STORY CEILING PERIMETER INTO PERIMETER, ti'. c FM D43TFLLED RAIL WITH(9 10d NAILS ON SITE BY BUILDER RAILS BY GUIDER INTO U�l SILL PLATE SILL PLATE 1?DIA FOUNDRTiON BOLT a 4a" Y B SIMPSON LSTR24 STRAP TIE - MASTER SERIES INSTALLED m BY BUILDER OR EOURL SUPPLIED AND INSTALLED BY FACTORY WITH m 10d NAILS EACH ONE AND. TWO STORY MODELS (4)16d NRILS� END ODD TOTAL STRAP BY BUIlDER CONTINUITY I5 FROM FACE DETRILS FOR 110 d 120 MPH- 35G WIND ZONES RIM BRND TO SILL PLATE TIEDOWN DETAIL - FIELD OF FOO TO urroERsmE OF FLOOR JOIST. MUNCY HOMES, INC. EXTERIOR SIDE WRLL - 1 AND 2 STORY 1567 PR ROUTE 442 scRLP; Nrs FIELD CONNECTION - MODULE TO MOnUl F MUNCY, PR 17756 FIRST FLOOR OF 1 AND 2 STORY UNITS SCO V ETR - DRN BY DATE SCRLE REV. SHT. NO. - SCALP: L 1/2"=1'-0" SCRLE: 1/2' 1'-0" DRTAB\7e2RSE NAME REH 4-26-2004. SHOWN 10-22-2013 7�2 07 NOTES L OR IX EED ACLL�a�RBLNE CODES.HEFTS Z WW//SS7UDS,A DBL LD.'FLL�TD DO NOT RE09 3. FOR FASTENINGS NOT SPECIFICRLLY ADDRESSED ON THIS SHEET SEE FASTENING SCHEDULE FOR CONNECTION DETAILS,SEE Al DETAILS•1 AND•2,BHT 71 RID SETUP Manual _ CONT.RIDGE VENT SEE CONNECTION DETAIL•IL BHT 71 SEE CONNECTION DETAIL 6,SHT 7L .. FOR.ON-SITE FASTENING, SEE TYP. -- CONSTRUCTION.DETAILS, SHT 7L ______ _ __ 5EE ALSO SETUP MRNURL ROOF SFERTKNG ' SEE SHT S. PRE-MPNUFRCTURED WOOD TRUSS ®Y OTHERM AT]S", HINGED SEE TRUSS MP.NURL KNEE-WRLLS FOR TRUSS DESIGN DRAWINGS 12 INSULATION W/Va. ®7 I TO WARM SIDE . I _ SEF SHf B. . --- FOR OVERHANG DETAINS,SEE ___ _____ DETAILS-4 6+5,BHT 7L L7 OR 5/8°GYP.BD. CONT.1/2'OR 5/8"d L/2" ORTK,TRUSS(OPTJ - FIELD WORK ' OB STRIPS _ CONT.TOP PLRTE(S) (SEE NOTE 21 CONE.TOP PLATES) 5/B"71-ll (BEE NOTE 23 SIDING RPP 1/2"GYP.BD. ?.3 g®1G O.C. 1/2"GYP.BD. J0I5T HANGER DIRECTLY T STUDS rrnR LRP OR SIDING SEE BHT 3e FOR SPECIES,GRADE d O.C.SPACING 2.6 e®16"OZ, OVER SHEATHING L L2''R L2"CONE BELT SEE BHT D.C.FOR SPECIES, "rL DBL EM.PERIM. ARIL RLL BEARING GARDE d O. SPACING ll2'x9 LT CONE.BELT ARIL = WALLS(OPTJ G ARIL ITYPJ ALL BEARING WALLS(OPTJ - WATER-RESISTIVE 1/2"GYP.BD. BARRIER TRIM BY STALLED BY INSULATION WN9. UIlDFR TO WARM SIDE BOTTOM ROW OF CONT.SINGLE DETAIL °A" SEF Stfi 3. INST DR<•BY BUILDER S6d TOE-NRILED SIDING m nHy AL1ID BOTTOM PLATE FLOOR-SHEATHDJG B IF O.0 B7 BUILD �O zY 13 SEE SKI 3. (IP D.C. 2D12 IRC) 16d TOE-Num �mFark, a 16"D.C.BY BLDR. (12"O.C.2012-IRC) IVuqvvvv, Mw FACTORY WORK 2 FLOOR JOIST SEE SHf Be FOR SIZE FIELD WORK INSULATION N.B. SPECIES,GRADE d O.0 SPACING TO WARM aro 6 MEMBERS DETRIL "R" T "B" DETAIL 'B" DETRIL "B" SCALE: 1 1/Z"=1'-D" TH Tl-ll SIDING) SCALE: 1 v2"--1'-0" SPACE RESERVED FOR 7FE:NEW YORK STAMP OF APPROVAL CRLE: 1 1/2' 1'-D" _ ROOF INTER-CONNECTION ' �BY BUBJIER YeMlMSOUSTAlE LOOa OMSmN SEE SHY 4c FOR ii 2.8 M °R7 v�l(o<�snlem xeadu SEE SKI'4. FOUNDATION DETAILS 6 SPECS. __�w_�_____ _ FOR STAIR DETAILS a ii-------� �Ih o� d SPECS. 3'-0°HM STAIRS BY BLMDEFZ i, _2xB i I Z's II li •k d i TYP. CROSS SECTION SCALE 1/2"=1'-0" Via r INSUILR170N WN8 TO WARM SIDE SEE SHIT SEE STET 4e FOR OR Lpf { �1 �y ��wR''{ FOUNDATION DETAILS d SPECS. S 2 LAYERS OF SHEATEING 120 MPH& 3-SECO1GC D BETWEEN SECTIONS , TYP. C RCE CROSS SECTION MASTER SERIES T and L SHRPE RRNCH MODELS `t CROSS SECTION FLOOR JOISTS MUNCY HOMES, INC. i 1567 PR ROUTE 442 MUNCY, PR 17756 MRTING RRER CROSS SECTION DRN BY DATE I SCRLE REV. HT. NO. SCALE: t�TABASD7\7d E NAME MJL 3-22-91 1 SHOWN 10-22-2013 7d - ) h ' NOTES • FIELD WORK L o EL. NOTES FIELD pGN nEr� 2. WWr.Y, JOOL w02 TSqNATENO INGD. 3 FOR FASTENINGS NOT SPECIFICALLY SIMPSON LSTRIB.20g STRAP SOQ RESSED ON TH45 SN¢ET SEE FRSTENING CONT. VENTSIIIPSON LSTHIB.20 DIJITH 0 PJOGE Od 4NAILS FJIICR CHEND _ . <112--V-lr N�ED OR EOURL a 4B°o.c RIDGE WITH(S)10d N CH END. CONT.RIDGE VENT SEE SHT 7k, DETAIL =1 CONT,2x4 lei'5UD.DDER Y FOR RLTERNRTE TRUSS DETRILS. DETRIL "R" IDd a S"D.C. BY BUILDER 12 PRE-MRNUFRC7URED HOOD TRUSS L6d a EACH TRUSS =7) (BY OTHERS)AT 16°,�OL. BY BUILDER ' SEE TRUSS MANUAL FOR TRUSS DESIGN DRAWINGS 2x6 2.4 ' DETRIL "B"DETRIL "C' ROOF SHEATHING DEDETAIL "R" RLT. DETAIL "R" HINGE PLATE SEE SHY 3. SCASCALE.1 1/2=1b" SCALE:11/2=1'-0" ' H NGE INSULATION W/VJ3 V DETAIL °D" 'PLATE To WARM SIDE SIMPSON MTS-12 STEEL ANGLE OR EQUAL a 48"O.C.F D THE BACK SIDE OF KNEEW WITH CIl 141 x 1 1/2"N INTO THE SIDE OF THE 5 1 tD 16d NAILS TO 2x6 BOTTOM CHORD AND nl - 1/2"OR S/B'GYP.BD. AFTER ROOF IS NAILS INTO THE BR THE CONT.TOP PLATES DETAIL "E" RRTSID.BY BUIIDER BUM-DER STUD ON BY ' (SEE NOTE D 1/2'GYPSUM BOARD HINGE WRTER-RESISTIVE DESIGN PLATE 6 TRUSS .. DESIGN BY TRU55 BARRIER MANUFACTURER. Z L2'x3 I/2"CONT BELT RRIL . ALL BEARING WALLS(OPTJ 2x5 a®16'O.0oo SEE SHT 3c FOR SPECIES, GRADE 6 D.C.SPACING ' DJSULRTION W/VI3 " 3,-0•Fay TO WARM SIDE CONT. SEE:E SMT 3a FLooR T�rm3a� Borrpn PLR DETAIL "C" DETAIL "D" DETRIL "F scRLe I SCALE: 1 v2"1'-0" FLOOR JOIST Juv FRCTQRT WORK SEE SHY 3c FOR SIZE. r SPECIES.GRADE 6 O.C.SPACING pRK _ INSUTAYICN WIVE.lk . TO SEE - rt RI l6d NRILS TO RAFTER WIER OVERFIANG IS SEE SHY 41 LOWERED•BY BUILDER FOR STAIR DETAILS 6 SPECS. STAIRS BY BLU DER - SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL 2x4 - o®.w(YerropsmEcanttmtslox ,ueYR,IMtanamt ' fhpq el AppmllrxfyMi,YelelrC o�n I� — SEE SHT 41 FOR J OI FOUNDATION DETRILS 6 SPECS. 1x6 w°w.werrr. �..x.kmv�.m� 'rimer.-m..aatr 1x6 TYP. CROSS SECTION L2'xB"DB CONY.S" 1x4 WIDE OB — SCRLE: 1/2"=1'-0" 10cl NAIL DIRECT TO STUD STRIP BY BUILDER - IN5ULATION'W/V a TO WARM SIDE SEE 5HT E I DETRIL "E" DETAIL -"E" SCALE I L2-1'-D' 12W & 13W 5EE SHY SCALE 1 L2"1'-0' -- FOUNORTION�- T 5/B'T1-31 SHITG/ SIDING RPP DIRECTLY TO CEDAR LRP OR p VINYL LRP SIDING N RK 3`SE ICO R OVER SHEATHING U TYP. SP C CROSS SE ION , DBL.�PERIM. _ TRIM Bono . STALLED BY Bull-DER MASTER SERIES BOTTOM ROW 4 HT BUR-DER INSTRLLm SINGLE MODULE RRNCH MODELS . I6d TOE4NRILED . 'e SS"D.C.BY BUDIDER D2'O.C.2012 D2q 16d TOE-NRnFD CROSS SECTION _ a I6°OL.By BUILDER 02'O.c 2012 IRC) MUNCY HOMES, INC. 1567 PR ROUTE 442 R TL " DETRIL "F" MUNCY. PR 17756 NG) SCALE: 1 1/2"=1'-0" DRN 8Y DATE SCALE REV. SHT. N0. _ 0" DR D R57 NAME DJG3-1-93 SHOWN 10-22-2013 7p _ r r 4%ZIRIL # EtWialL #2 NOMDR-LUMBER 2x FLOOR JOISTS OR ETRIL #8 SHINGLES AND FELT AT BREAK PREMRMIFRCTURFD-WDOD FLOOR TRUSS H1RR �- ARE FOLLOWING O 710'OCH DHO�U3(..r. NOTES SITE INSTALLED BY BUILDER SSE WALL �S.EE S AT 16'OR 192"OC 6)6d NAILS PER SIDE SITE INSTRL)FD'8 ER S MAf URL FLOOR 8'-D� (D)BX) -7/12.28 6 31-WIDE MOND ROOFS-120 MARLS�� 5 DESIGN DRAWINGS -12/12,31-WIDE CAPE ROOFS-120 HIP L RIDGE BOARDS PRE INSTALLED m p MINIMUM OF 1'BELOW PERK OF ROOF TO ALLOW FOR ATTIC VENTILRTIDH 2 PORCH CRLCS PROVIDED IN SECT•25 OF APPROVED _ 1/2"x12°PLYWOOD GUSSET SITE RL.LED Mew- BY BUILDER MOOLLE MAY BE BUILT FULL-LENG - 2s4 SPF 1 e 24'O.C.35 PSF GSL RATHER THAN THE PORCH SPAN 2.4 2/x1 a 16'O.C.50/50 PSF GSL I-BERM HAINGER, W GFR MOOLIES,REPEAT SAME PORBOTH MODULES.IF PORCH CH TT{ x21-1 a 12'DD.90 PSF GSL STRIP OR J ER CENNG JOIST FASTENING IN BOTH MODULES. _ u 218 IST(mW TWA LL 3 E LUMN GIRDER-TO-STUD �E0 R-REM JOIST CION"El. 2a SOFFIT SUPPORT - ALT. ELR/CLQ DETAIL MODULE SEE CHART BELOW. SITE INSTALLED 12x6 SPF•2/•1 SCALB 3/4' 3'-D' G INTERIOR FLOOR RIM- {OUNDRTION 35 PSF GSL CONNECTION'G°. S FART BELOW. 21 2x6 5PF•21.1 2x3 (2)Zx PSF GSL. DETAIL #4 D ROOF TRUSS-TOG cowNEcnoN ro". 21 2x8 SPF•2/•1 SEE CHART BELO i lill 90 PSF GSL E GIRDER-TD-STUO LUMN CONNECTION'E'. MRMIFACTURER SUPPLIES RIDGE PERFORATED SOFFIT SITE IN Sf i I VENT FOR FIELD INSTALLATION SEI_CHART E 2x2 NAILER,ENDS ONLY,5ITE INSTFLLID t i ALUM COVERED BY OTHERS AS PER MANUFACTURERS E BLOCKS INSTRUCTIONS F STUD COLU 0{OUNDRTION SUPPORT COLUMNS 7'-0"MAIC-35 PSF GSL t O vtl to �nl CONNECTION . SEF CHART BELOW. 100 MAX-50,60,d 90 PSF GSL _ .SUPPLIED AND FIELD INSTALLED m13 BUILDER.COLUMN j. � � TD WITHSTAND R)aRL LORD of 120 La FIELD INSTALLED RIDGE VENT DETAILS J. .{ ' SCRLE: 1 v2'=1'-0" RLL MEMB PERBE PR SS EXPOSED TO THE 4 /12 HINGED PORCH ROOF FIELD WOR SCALE: 1 vz�1'-D" ELE7IENT FALL BE PRESSURE TREATED. PORCH R,COLUMN5,FLOOR,RAIL ETC. THIS ROOF IS SHIPPED FOLDED BACK UP ON HOUSE NOTE•D # MRY BE DVIDEO AND INSfRLLED BY OTHERS ROOF AND INSTALLED ON SITE BY BUILDER PREMRNU RCTURED WOOD FLOOR TRUSS OR MA E PROVIDED Atm INSTFlLLEO BY OTHERS AT 16"OR 19.2°OC MODULE PORCH 7N PR OR IN II ED HY 7FiE MODULAR SIDE WALL FOR TRUSS DESIGNMANUAL FLOOR DECKIN FOR TRUSS DESIGN DRAWINGS ClT1REP. IL # TYP 2ND ROOF TRUSS-TO-HERDER CONNECTION'R". SEE CHRRT BELOW. �IHL C STUD COLUMN-TO-FOUNDATION I-BFJTM HANGER,W000 LEDGER I-BEAM HANGER - --' - -- CONNECTION"C°• SEE CHLART BELOW. STRIP OR JOIST HRNGER OR JOIST HFWGER G JOIST STUD COLUMN-TO-FOUNORTION B HERDER TO-SND COLUMN CONNECTION"6'. CONNECTION"C". SEF CHRRT��v SEE CHART BELOW- FR ELOW_ PRE- RCTURED WOOD TRUSS BELOW (BY )AT Lha;IRZ OR 24"O.G SEE SPECIFICATIONS HFANURL DRYWALL FOR TRUSS DESIGN DRAWINGS END PORCH CO ITION PLAN VIEW PREMSNUFRCTURED WOOD FLOOR TRUSS SCALE: 1 2"=1'-0" BY OTHERS RT IB'OR]32°OC - FASCIA sEE TRUSS MANUAL FOR TRUSS DESIGN DRAWINGS zx+ TOP PLATE SoFFIf TYP IST FLOOR SIDEWRLL CONNECTIONS MRTEWRL•L CONNECTIONS BLOCK 1!2'x 9 11V MICROLLRM BEAMS FO SF GSL ALUM OR VINYL 1 1 1l!'x 9 L4'MICROLLRM BERMS FOR 9 GSL _ �� ROOF TRUSS-TD-HEADER CONNECTION°R" ROOF TRUSS-TO-GIRDER CONNECTION"D° SOFFIT(VENTED) SUPPORT COLUMNS-16-5"OC MRY SUPPLIED AND WIND HOUSE CONNECTION WAID HOUSE fbNPECTION INSTALLED BY BUILDER COLUMN MUST BE ABLE 10 SPEED WIDTH SP® WIDTH WITHSTAND AXIAL LORD OF 4800 LB. Typ TYP. SECTION THRU CARPORT •511 PLATE I-BERM HANGER WOOD LEDGER - 28. NRILS EACH STRAP WITH(7)1pd - gp b 231 6 (4)lad WITHIN (8). NAILS IN GIRDER PROVIDES BEARING SURFACE SIR]P OR JOIST HANGER NATLS EACH END. 100 31v (41 LOd]N TRUSS SCALE: 1/2"-1'-0" ¢ 90 �� LSTRIB NRILS EACH EMI.-STRAP WITH D) d = 28v IN GI ER, Q2)IDN X LSN BLS STEEL COLUMN(TYPJ - Z 0 IN GIRDER,(B)lOd X]5 IN TR1155 Z MTSIS TWIST-STRAP WITH CIU O HUS28 WITH 0221 10d NAILS IN GIRDER O NA)LS EACH END(BCT SIDE ,d )-a 31. OPTIONAL FLOOR TRUSS DETAILS 2Bv HHzsA'�5T-�wrm(53 U HU IDN 7N TRUSS.(DBL GIRDER REDDI WV U IDD y NR115 EACH FNO @!T SIDE - R). LU 12 2Bv 6 FHU52B WITH(29 SOd NR1L5 7N GIRDERTRIL #3 FASTEN ROOF FLIP WITH DO S6d SCALB 3/4 1-D W 110 LSTR18 STRilIGHT DNT S l7)lOd Z 31v (8)lOd 17RU55.(DBL GIRDER RE09?1IMENRTL PER RAFTER COM.RIDGE Z 31v NAILS EACH END 6XXT HDR),d VR_ SFE NOTE• NOTBZ H25R TWIST-SIRPP WITH Bdx15 O T L #9 TRR]5 RPPLDD TO ROOF DECK UNDER FLANGE SKYLIGHT 15 THEN O NRII 5 EACH END[INT FDRL U -FUSSES,INSTALL HUS210-2 FOR MOND RL M. CIA PUT INTO PLACE NO NAILS ARE TO BE INSTALLED'THRU FLAN U TLU521-2 FOR STORAGE TRUSSES. -_ PER MRNUF]TAR APPLIED TO.FLANGES 15•FELT INST 28v MTSi6 TWIST-STRRP (7)1Ddx1S -FRUSSES ONLY,RN LU5210 HANGER MR7 SHINGLES THEN INSTALLED W/STRPLES UP TO FLANGE 6 NAILS EACH END EA SIDE HIERDER BF[R FHU328 HANGERS SPECIFIED. METAL STRRP TAR—I RLLED OVER FELT L SHINGLES PRESSED IN 120 LSTRIB STRAIGHT- WITH(7)10d IGIRDER- SND COLUMN CONNECTION'E' AS HINGE l NAILS EACH END SIDE HDR),6 \y �v MTSl6 TMST- WITH(7)IpdxLS' SPACE RESERVED FDR THE tNE1!TORK STAMP pF APPROVAL NAILS EACH EM) SIDE)IO WCONNECTION ACILRERS G LSTAIB STRRIGHT-STRAPS WITH TOP CHORD PERFORATED SOFFIT SKYLIGHT D IL 1',SI�• CURB STUD COLUMN CTION'S"C IDN NRI1S ERGs END. SCALE: 1"=].'-On T1PX' WAD HOUSENNECTION O' �-+ 6 o�.wiuFAT OFsnYE woaor✓sioxSTRIA STR ACHTEND. S WITH(61 d NAILS EAGi ETD.2Bv d O L5TR16 6HT-STR90 APS WITH U O 31v T1110d EACH END. Z tv L B STRAIGHTT-STRAPS WITH(7)SD RIlS EACH EJm. FLASHINGF- 79v D]LST 57RRIGHT-SU2RP5 KITH ZU (7)lOd 5 EACH HND. O61 L5 STEP -TRPS WITHW 100 U (5)10d 5 EACH ENO. �° I DET 1 i Z 31. 6)to AIS EACH END. I,'I'fH 2Bv 6 m LSTRt GFfT-STRAPS WITH o•u "R" ETRIL R' o u0 31v (5)Sod EACH END SCALE: 1 112"-1'-0" C-) UO d 2Bv d (3) AIB STRRI,THT_STRAPS WITH WLU:'NFTO-FOUNDON CONNECTION 7/12 120 31. n d NAILS EACH END. STUD WINO HOUSE 2x4 MM BLOCK SAA COLU D-FWNDRTION CONNECTION"C �® WIDTH %LNECTION - 7/16 ENCY RATED THONG OR EOURL WIND HOUSE OPT s1-MSf FN)STRAP TIE PRE- DR SITE TRLLATIDN BY BUD.LIER U �® WID CONNIECTION Z WITH{(141 S6d 5 IN CDL OPT•1-MSTCM40 FND STRAP TIE O 90 tAru 28V 6 00)1/4 x 2-L4 S IN FNO. TS-]S SID EOUIL SUPPLIED PRE{Ui FOR SITE WI'iH 041 l6d SINI�'RS]N COL U 120 31v OPT x2-LSTHD" HOLD-GOWN " INSTRLLT Y BUILDER 2x4 HON.BLOCK Z 9D 6. 6 (I)1/4 x 2-v4 TITENS IN FND. NIR{2-ad HDSRJl AI COLUHN. 100 "OR' SDOOM DET. D TAT #6 BLOCKING RLONG TOP CHORD U OPT•2-LSTHDBRJ FND HOLD-DOWN FLOOR RIM JOIST-TO-FOUNDATION CO ACTION"G" „E„ /12 OF TRUSS FOR SHEATHING 2. Z WITH 20)8d SINKER NAILS IN COLUMN (j SPEED HOUSE CONNECTIO ' �NUlCp4�t�p ry, NAILER BLOCKING 2x4 _ AT I6 OC MAX AND IS Z OPT-1-MSTCMSO FNO STRAP TIE �I 20 FUCE 0 C MOND'�, ) FOR ON!-SITE FASTENING REOUiRID FOR A MIM O WITH 0'.6)lad SINKERS IN COL 2)FSR FND TWIST STRAP (81 LL DF 60 PSF U ll0 ZBv 6 04)L4 x 2-L4 T37EN5 IN HND. Z 10d NAILS IN RIM NST,(2) SEE SF(T 71 31v "OR' 901h)ru 2Bv Q ANCHOR BOLTS Al Atm PFR OPT x2-LS(HDIOPJ FND HOLD-DOWN 31. ONE FSR IN ON THE OF CONTINUOUS VENT *;,�F'12M CONTRIDGE VENT DETAIL U FNA WALL,ONE FSA)NST . OTE•1 FO OW WITH 211 Bd SINKER NAILS]N COLUMN. ZON OF 40 DOUBLE TRUSS EACH SIDE FOR THE IXT OF FND WALL A MAX LL(P BO PSF SNOW 2 B PJ 2x RAIL PSF SHALL HRVE 0)TRUSSES EACH -MASTER SERIES 2x4 TRUSSNAILS ZONES IXC®ING BD PSF LL 2x8 TO 2x4 RAIL -D OUSE WIDTF(S.LESS THAN 28 FT 7N WIDTH TO USE 28 FT CONNECTION SPECS.SIDE ' 22 1 X 22 1/2'MRX NUMBER OF TRUSSES SHALL BE QRST[:R; C[1WECTIONS SHOWN ABOVE LESSER CONNECTIONS ALLDWRBLE BASED ON SPECIFIC TRUSS,PORCH NUMBER GEM TRUSSES S MALL DEPTH RND SITE CONDITIONS. SEE CRLC MRNURL SECTIONS 2563 AND 2565 FOR SPECIFIC 5IDEWPL.L CONNECTIONS. CONTIOF TRUSS. SEE CRLC MANUAL SECTIONS 25.x.3 AND 256.4 FOR SPECIFIC MRTEWALL CONNECTIONS, RLL MODELS - SI7PSON CONVECTOR VALUES USED ABOVE OTHER CONNECTORS WITH>OR=VALUES MAY BE SUBSTITUTED FOR THE ABO FRRMING DETRILS MUNCY HOMES, INC. 1567 PR ROUTE 442 DETRIL "B" OR 7/12 TRUSSRT "O.C. RM!7/12 TRUSS AT 16"M MUNCY, PR 17756 SCALE: 1 vr�r-0" N THRU OFFSET ROOF WORK TYP. RTTIC ACCESS RND SKYLIGHT FRRMING DRN EY DATE SCALE REV. SHT. N0. S SCALE: SCALE 3142--l!-0" DRTR ASErME MJL 3-22-91 SHDWN 10-22-2D13 Ba i r ' DETAIL #1 - SIMPSON HHUS210-2 JOIST HANGER REDD FOR BOTH DETAIL #2 DETAIL #3 Y), ; CLEAR SPAN AND MATE WALL BEARING CONDITIONS. FR5TEN TO RIM JOIST W/ (30) 10d x 1.5' NAILS RAFTER TO HIP RIDGE AND TRUSS TO HIP RIDGE AND TO BC WITH 0.0) 16d NAILS. ROOF VENT BASED ON HOUSE LENGTH: (2) 2x8 SPF-2/1 UJSTWIST TRAP (1l5IMP50N ND- SKEWRBLE ANGLE INTO HIP RIDGE 2X6 SPF Q/1 JACK TWIST STRAP LENGTH RIDGE VENT = OFF-PEAK VENTS (4)0.131"x3" ENO-NAILS THRU PLATE INTO RAFTER RAFTERS TYPICRL WITH (5) 8d NAILS 30' 0 LIN FT. 6 SINGLE OR DBL AS SHOWN 17 SIHPSON LSTR STRAP EACH END OR 40' 10 LIN FT. 4 WITH (4) 10dxl.5" NAILS 50' 20 LIN FT. 3 MARRIAGE WALL EACH END (1)0131"x3" TOE-NRIL 60' 30 LIN FT. 2 i 64' 34 LIN FT. 2 HIP 0.131"x3" NAILS E9 3" OC RIDGEE TO HIP SHIP LOOSE 1. OFF-PERK VENTS TO BE MOUNTED 3' 2x4 SPF a2/1 ABOVE THE ERVE (min). KNEE WALL 2 THE RIDGE LENGTH SHOWN IS THE MAX THAT MAY BE APPLIED TO THE HOUSE 1x4 LATERAL BRACE LENGTH SHOWN. SEE NOTE BELOW BRACE TO TOP CHORD 3. REF ATTIC VENT CRLC'$IN SECT 18 IND KNEE WALL OF THE APPROVED CRLC MANUAL (3)0131"0" NAILS ATTACH DOUBLE TOP CHORDS SHIP LOOSE PRNEL(5I I (11SIMPSON h TOGETHER WITH (27 ROWS OF 5 MTS 12 TWIST 1Dd NAILS E 9"o.c. STRAP WITH � (7)10dxl.5' NAILS cl 3 EACH END �F TRUSSR ��P BOTRUSS TTOM CHORDTO GIRDER TRUSS N m SIMPSON LU25 OR LUS28 OIST HANGER Ti2U55E5 "R" THRU "C' ONLY J :D _ I 1x4 LATERAL BRACE ATTACHED cn o I TO KNEE WALL AND RJRCENT LF) N il I MEMBER WITH (2) 8d NAILS. F On _ IF NO RDJCENT NEMBER IS n IL PRESENT, KNEE WALL MAY DOI BE LATERALLY BRERCED HN VERTICALLY :D N 2 r 0.l SIMPSON MTS 12 TWIST STRAP ' ~ On m I / WITH (7) lOdX1.5' NAILS EACH END 1( PLATE TO RAFTER AND - - - - - - - = -' - - - - TRUSS "B" THRU "I", PLATE TO TRU55 27-6' WIDE REFER (410.131'x3" NAILS 27'-S' WIDE BERRING "SIDE WALL" PAGE 7a-1 OR 71 FOR FLIP OVERHANG DETRIL 29 WIDE BEARING PLATE TO PLATE (FIELD) HIP ROOF PLAN VIEW HIP TRUSS FASTENING (3)0131'x3" NAILS PER BAY END PRNEL SPLIT INTO (2) PIECES. 7/12 PITCH, 26' and 27'-6" WIDE. SPLIT LOCATION MAY VARY, OR PANEL MAY BE SHIPPED LOOSE IN (1) PIECE 60 PSF SNOW (T 16" o.c. (26' WIDE SHOWN) SIMPSON H2.5R UPLIFT CONNECTOR REQUIRED ON LAST THREE TRUSSES AND BLOCKING SHOWN. FASTEN WITH (3) 8d NAILS EACH END. HIP ROOF ISOMETRIC VIEW DETAIL #q L2� 5PRCE RESERVED FOR THE NEW YORK STRMP OF RPPROVRL POINT LORD 1 024 5PF !2/1 STUD COLUMN ' DEPIATYFIlI OF STAR MMES DMSION ,MW.NY lml wl simums ma-+i m1 z%npm,•%m�uc i POINT LORD EACH MODULE "" " (3)20 SPF -2/1 OR (2)2x4 SPF a2/1 STUD COLUMN "NO-HIP ROOF' 13'-4-" GABLE FNDWRLL LORDING SEE CRLC MANUAL SECT -13.3 FOR HEADERS AND GIRDERS, 129 H r -SKONDWo _. SEE CRLC MANUAL SECT =18 SECT u6 FOR STUDS. �6 U� 1 18.1.2 FOR STUDS, HERDERS AND GIRDERS ' SEE CRLC MANUAL SECT -13.3 FOR HERDERS AND GIRDERS, POINT LORD - SECT •6 FOR STUDS. (2)24 SPF a2/1 MRSTER SERIES STUD COLUMN •2'6" RLL MODELS N�+i `{)z prrt� 7/12 HIP ROOF FRRMING DETRILS "NO HIP ROOF' MUNCY HOMES, INC. SEE CRLC MRNURL-5ECT -181 6 18Y2 ND ROOF TRUSS RELOCRTION 1567 PR ROUTE 442 I FOR STUDS, HERDERS AND GIRDERS THIS RRER MUNCY, PR 17756 /DfZY/jp PLAN VIEWDRN BY DATE SCRLE REV. HT. NO. DATABASE NAME 08\8f GJH 8-03-2010 NTS 8f NOTES L HVRC DUCT TRUSS SYSTEM FORSSHI�Ll-BE LOCATED IN A FLOOR RANCH ATD CAPE TYPE HOMES. CAPE KNEENALL FLDOBLF INSULI0 DUCT ALL MATERIALS AND INSTARIRTIIN BELOW FLOOR SECURED I ELBOW LATH TRAP AREA BY FIELD CONTRACTOR. LFM BRS®ORAD 2 HVRC SYSTEMS SHALL BE INSTRLLED IN ACCORDANCE � � WITH THE CESIGN OF L.S.I.AIR SYSTEMS.OF 90 BOOT a 72 CFM 78 CFM DIFFUSER TOE SPACE (mTY SITE INSTRLIFD� CFP USS PROVIDED, HEAT LOBS CALCULATIONS REGISTER PROVIDED IILIH FLORIDA.IDA.DESIGN.E 2LO IRC-EDATIONSi Se 48 CFM 6� SIZED PER RCCA MRNURL s BR5 D ON BUI DING LORDS CALCULATED IN ACCORDANCE WITH RCCA 5ro STRRi OLLAR 5'm FURNACE IDMANUAL"J"OR OTHER RPPROVED HEATIIJG AN BRSEIIENT S'e COOLING CALCULATION METIIDDS NY-EOUIPMENT B CFM ADI FLEX SIZED PER RCCA MRVIFIL J'. END CR'FACTORY -- - -' CRP DCT(TYP) a STACK T 3. MRTERIAL SPECIFICATIONS INSTALLED S.�,k�, F CRY INST REGISTER EI90W J 30 G0. V. A-RIGID NONMETALLIC DUCT MATERIALS FRE CLASS L - 30 GA.GFLV. LL LISTED,WITH FITTINGS RND CONNECTORS TO BE STACK CONNECTOR STACK CONNECTOR i USED WITH SUCH MATERIALS.FLEXIBLE AIR DUCTS STACK CONNECTOR RND FLEXIBLE AIR CONNECTORS SHLL BE TESTED RETURN RIR DCT / __ IN ACCORDANCE WITH LL TH CROSSOVER SITE INSTai ALL m i __ B-RD2 DUCT CLOSURE METHODS SEMS. CONFORM TO 1.1 1LE M OTHER CLOSURE'SYSTEMS SITE INSTALLED C C 20"x20" C-PLENUMS, MIXERS.REGISTER BOXES AND OTHER ' RAG. CROSSOVER JUNCTION FITTINGS ARE CONSTRUCTED OF FOIL COVERED SITE INSTALLED FIBER GLASS BOARD,UL LISTED,CLASS 1 DCT. pTA D-METH COMPONENTS.REGISTER BOOTS,START COLLARS.ETC EXCLUDING GRILLE ARE R MIN.0.030 - iv INCHES THICK GALVANIZED STEEL OR R MIN OD13 RLUMINJM E-TIE STRAPS PLASTIC OR NYLON 5HRU BE R MIN 175 TENSION STRENGiM,TYPE ONE.CLASS TWO. F-MECHANICAL FASTENERS FOR USE WITH FLEXIBLE, ' NONMETALLIC AIR DUCTS SHALL COMPLY WITH UL 1815 AND 5HRLL BE MARKED 1810-C. ENO CRP FACTORY STACK CONNECTOR END C 4. ALL DINTS IN THE DUCT SYSTEM SHALL BE MADE INSTALLED STACK CONNECTOR R FACTO INSTALLED AIR TIGHT. 17 CFM -- S:1BxID __ 5. HORIZONTAL TRUNK LINE SHALL BE SUPPORTED AT ST COLLAR.a EACH JOINT RI 48"MAX FL REGISTERS.GRILLES FANDRC DIFFUSERS SHALL BE (TYP) MALL .ED PER MANVOLUME ADJUSTMENT.JUSTMES INSTRUCTIONS AND 50 6'e S0 DCT-(TYPIX E•m 7. METAL DUCTSANDPLENUMS PRSSING TH2OUCH OR LOCATED SEPARATED MIN CLEAR NCE CONSTERST 19*iRL BE Z 6'0 BYNONBY R CLEARANCE OF AT LEAST AL AT LEAST /V' H 133 CFM REGISTER I51 CFM CTYP)00T B 84 CFM S. WHENSA FURNACE RNACEEIIS FACTORY INSTALLED IN THE UNIT, WALL STRCK IT WILL BE P15TALLED OVER THE TRUNK LINE. R STACK - 30 GA.GRLV. CONNECTOR WILL BE USED TO MAKE THE CONNECTION FURNACE AND EOUJPMENT SHALL BE INSTALLED IN ACCORDANCE WITH MRNUFACTURER'S INSTALLATION TYPICAL SINGLE STORY HVRC DUCT SYSTEM INSTRUCTIONS.MANUFACTURERS MANUALS FOR ALL INSTALLED EQUIPMENT SHALL BE PROVIDED.R SWITCH SHALL BE PROVIDED TO STOP THE OPERRTION OF SCALE: 1/4"-1'-0" - CENTRAL FRN EQUIPMENT AND SHELL BE IDENTIFIED AND IN R READILY ACCESSIBLE LOCATION OUTSIDE THE FIRST STORY FURNACE ROOM.FURNACE IS YORK INTERNATIONAL, FLOOR JOIST DIRECT VENT TYPE MODEL DGROSOCD-AFLE= BLO � _X)ISTS RRE SPREAD FOR THE MAIN DUCT __ OR AN EOUIVALENT.SEE SPECIFIMT30NS MANUAL TO CROSSOVER DCT CONNECTION -_ FOR CERTIFICATE OF COMPLIANCE AND MANUFACTURER'S U5ING THE STACK CONNECTOR INSTALLATION INSTRUCTIONS. 9. GRS FIRED FURNACES SHALL COMPLY WITH ANSI Z21-47. FLEXIBLE INSULATED T la OIL FIRED FURNRCE5 SHELL COMPLY WITH LL 727. 1L F , NOTES AND1F' lfi 16' 24"MRK 6' 16' SECURED TO ELBOW H TIE-STRAP� OR CK BOOT 12. R LEVELER39',30'WORKING PAE SHALL BENT GA GRLV. PROVIDED IN FRONT OF THE CONTROL SIDE • OF THE MECHANICAL EOUIPMENT. 13. CATEGORY IV CONDENSING APPLIANCES ARE FLOOR 51-EATHING 15 5/8' REOUIREO TO BE EOUIPPED WITH AN AUXILIARY STURD-I-FLOOR,RATED 20'0/C. DRAIN PAN UNLESS TF£APPLIANCE WILL SHUT WHERE CROSSOVER DUCTS ARE DOWN IN THE EVEN OF STOPPAGE IN THEINSTFLLED,FLOOR ALLOWABLE DESIGNLORD1531PSF,/C. 14. RIR OREMOVED BY EVERYSMECHRNICRL EXHAUST TYPTCRL CAPE WA S SEE RPR TECHNICAL NOTE 02253 HEAT SYSTEM SHALL BE D15CFRRGED TO THE OUTODORS. DUCT SCALE: 1 L2"1'-0" - RIR SHALL NOT EN O RCRAW 1NT0 RN ATTIC, i SOFFIT,RIDGE VENA OR CRAWL SPACE - 1S SEE SKI B.FOR HVAC AVD ENERGY CRITERIA - SPRCE RESERVED FOR THE NEW YORK STAMP OF APPROVRL TYPICAL FLOOR JOISTS OR TRUSSES ' O®ARTMm OFSTATE CODES D ON AU .HN 1IZt1-0OD1 - SWnA AAoamn l^ai — Stiv _� wuswe,axn ryeaa Nc ' 01�21naer,.n�elm,aMmw,mm.W ' mm,ryeiavw,e,amuaneuRe".�n -- ��drwn.ohm�amrgmptN c�my�va"Nu.,l SPRERD FLOOR JOISTS FOR WALL AIR RETURN REGISTERS HERT DUCT WHEN JOISTS RRE 16" O/C L�1 RN1[r'FROM CLG. SCALE: 1/2"= 1'-0" i TRANSITION COLLAR BASEBOARD IFFUSER - - RIGID INSULATED DUCT STRAPPED 30 G0.GRLV.WITH GA�{p� ' TO SUPPORT AT 48"OC MRK TIE-STRAP TO FLEX DUCT 120 E CIU -SECOND BUTT CONNECTED LR'M SHIP-LRP SITE CONNECTION AND TAPE 1 EF� °PSTRAIGHT BOOTEEBNTSECURDTOLWITHM-STRAP SECURED TR � ------____. 30 GA GALV• MASTER SERIES FLEXIBLE RIGID INSULATED DUCT STRAPPED 24SULRTED DDT RLL RRNCH RND CRPE MODELS TO SUPPORT RT 48'OC HA)C REGISTER ELBOW BOOT, T EIdfT CONNECTED WITH SHIP-LAPAND CON ECTOR 30 G0.GRLV. IJ�Oi%IILhT 0,?C BLrr TAPE ' TYPICAL HVAC DUCT SYSTEM MUNCY HOMES, INC. �? 1567 PR ROUTE 442 DETAIL "R-R" DETAIL 113-0 11 . DETAIL C-C" MUNCY, PR 17756 SCALE: 11/2"=1'-0" SCALE: 11/2'=r-D" SCALE: 1 1/2"=1'-0" Jf DRN BY DRTE I SCRLE REV. kl T. LA0. ' - DRTRBRSE NAME JRK 4-1-97 SHOWN 1D-15-2010 IDb SO\10b ASPIIALT SII1NGLES 1 t#BIiTLD1.C,PAPER 2"r'r"ii 10"o c. SINIPSOYII-10;ri 10"0.C. +i VENTING BF:ADrD VINYL 2-2%8"�t/ll2"ACQ PLYNVOOD' CASED . SI'.tiPSON BC4 POST CAP —� rx ,'P 2%8"w 16"o.c.ACQ Vol 77 `, (3-vooprd 2"sR"ACQ ---411 � _^ �' P�tf gyp.i. 1' K'J JC. • . �., r�e",.c, SI5IN"ON PCJ POST BASF' t.a,ty r, „ `4: /a RcD�'ti1111(!1 a • . , ACQ of 2x c^ticCrttent • . 4 r<d"ACQ POS ti a t2. i •. . °' J • ,• : � ..�' cf7��e ,SLA � . �. .8 � �^ �� P:�-�^�':•.�?'F3'PQ• � ..1"��:: 1 „n ,', fa'r'o'(r,3��" 1 r' • . 51411'SOti Alftti•t POST ftASl' s, • ! COtiC. rII.I.Ei)SONATl1BF: d' fVertical HDU Installation iL .1 end cl co^creta Typical STHD14 End Installation -- --- PORCH DETAIL 11 r / whitrct will n 't lut�c•'control or r lotpo of and will riot he respomilde for constructucn mean, O 1 (?T i'�T)/17 T(}�ti ml thcxtti, tic l:nil urs fc, urn:r�;;nd m, r tats in connection with the work. a C O 1:011"'("atintts S!t?li C(tnl�l 1t'itlt ' • ' • 'I hc'ci)nU:,^tor Shall uive all notices and comply with all kaa;s ordinances ntles rerulati f Y ?fi t tt 1 t rt, SSMC Remdcnti,tl T31.10(inp Colle Scctictrt It,90;, 1 1 ' ons and lawful �,x 1 • vrdrrs ofany pnhlic Authority he,crin11 on the performance of the work and shall promptly notify the 1 Archoect if the'dra�king;s and specifications are at variance therewith prior to constnuetion I 1 or tile footing ��a1tr fluff! lst�r 1-/t rrb:,r at the top of thr �.;,?! nn11 ut t!cC 1:»tc�r,t • 0)1 Ilcr and contra;for sltall indempity and hold harntfess the Architect and there a,encs and employees orthc t;�otinr • All l,w+tinl;ti s14d1 rest on tmahsttutxd soil atu!slt ill tk hcic�tc thr frr'.t httr of 1!," frovi all Cl nin-, d ni;,l e,, 1n ,ce and eN:pcn;cti in,lu.(inct but not limited to attorney fees arising out of or _ a'+r• • Step footinl's shall not has•e a s@o CNccedin ' l u , , ecv-4in, fiorn tho t'ert;umance ofllw%sorl: pro6Jed th•tt any such claim,damage, loss or expense(1)is h *� Ik 1, nit tit lU Iv, 'it hotu�ontal(ion;slolk) attrihutallle to bodily in;ury, ttclrress disease or death or to injury to or destruction of tangible property l\Iirl90flo compressit e strenF flu of conctrte shall be 3,(>tf!><,tii for b;tscptent Malls and 3,500psi for (other than the wort, itself)it�ladingr the loss of use resulting,therefrom and (2)is caused in%0jole or in I F:+.~ug�e floor sl.tbs, ' • r�-3 • Concrete shall be air ert •' art by any neplicent act or omission of the contractor any subcontractor,anyone direct) or c,tu,cd if exposed to the, tseathrr. include tr;��,, p 5 ) Yindirectly' ( g: l,^slab) crnp!.�ycd by any of thorn or indirectly employed by any of them or anyone for stihose acts any of them K _ ���_ Sail bearing capacity calculated for this design is 2,(Nk)psf and is for SSE', SP, Skj,SC, Gni, GC. •� p -- t sails if other t}pes of soil are cncc>untcrcd a soil test stuall be perfonncd may t>c unahle, regardless.%hether or not it is caused in part by a psrty indemnified hereunder. •' • Footinvs sha11 be R'xlf,"or its mated on plans, " All codes and regulations of NYS Building Code sltall govern overall construction and inaa!iation // • All concrete to be a min psi at 29 days All footings to bear on virbin sail ts'st!t a minirtn,nl soil h"3 �&L_ tVa11s'1-111 be the following ihicl nes'for these itcig;hts:Nft riff R"thickness for Gly', G r� pp // TfaP�O soils; RR.wall=_ 10"thickness for G'ti• GC SM, P, SNS', be:uring capacity of_'tons. � la� GP, SW',SP .A4L sails.9ft. ttiall= 10"thickness for GLV, . ` h tl,'t, :r n , GM, GC, S'�I,NIL soils Architect is not engaged for supervision in any cipacity. ant it ,lt;.! l- �s r,c:rs o;1'i JC21S7'-A"-47�f Corcrr,c i - t ' 7 t responsibility to verify a!!dimensions prior to comtruction. pen'.tail be ilio H;tit thickness by 2 times Qte wall thickness slxtced rnar. ld'-K"ap<trt ' + • Backfill shill not be placed ar�,ainst the wall till the wall has sufTicicnt cur enc,t}t and ILis been ,Y,,.•,�._��_.�jGGZ anchored to the floor abore. r • "'all damp proofing sh;ull a bituuntnous coating, 3 pounds per sq,,lrc}and of acr}'lie mocfufiecl I cement 1/8"thick. NVhcre b:ueetncnt is to enclose habitable or usable space in high e iter table or *,-M .� \ other soil water condition it sltall comply with 8406.2 of the building code, r NOTE: • Ventilation fora basement or crawl space s1L,111 be l sf. for cacti 150sf of floor Area One such t' yentilatuon opening sltall be%�ithin three feet of each,corneroTthe buildin,and as SEF. FACTOR' DRA«'11'GS FOR ��'1\UST oR11 thebtrilding cod;. f per of CONNECTIONS, DETAILS AND REQUIREMENTS. NIODIT,AR IAC) )SE DETAILS / STI:1'I-IEN ROSSF ITT - ARC111TFCI' i �r .�" ~ �[ l L.-. - 28 TIMTLE COV DRIVE .SOUTTIANTPTON, NA . � . I I . - - . . � - . . - . ,I . . . - � : , . . - . . . . . . . I . . � . . I 11 . I I . . . &R4a . - - - - . • . . , , , . , ` . - _ , -. . . . . . , ' • • . . COMPLY WITH ALL CODES OF , . • - . - • . ' ' . • . I ' . • . - NEW YORK STATIE & TOWN CODES • - . . • . . • . - . - I . - AS REQUIRED • 1. . - . 23 t- "7 " . ' - - l 3 j'' _ . . , 'Z „ '' - • .• . :. . _ . ' - . • • • AP�RO� D AS NOTED • _ so heEe A. : _'Ili - - -__ -- � r _. _____..�..__ __� __;1 _ , , - • . - - DATE: J 9 i �9U� _LAw BGARD ` I ­1 �� .B.P.# C(C�3 'SOIIIa(1'-[]TbV�'N TRUS i EES _ I �__ ;. . _ . . _ ' . FEE: 2 •, C() BY-- ' . . NYS UEC • - • NOTIFY BUILDING DEPARTMENT AT - • �- - - _ 765-1802 8 AM TO 4 PM FOR THE RETAIN STORM WATER RUNOFF I I . . �� -_l� .._. `''_ 4 1 - 1. FOUNDATION - TWO REQUIRED • 1 t1 OR POURED CONCRETE OG'�'�p OF THE TOWN CODE. i ; . . _ - -� - 2. ROUGH.- FRAMING & PLUMBING — \ ;� ' r b - 1' s. INSULATION �.AWRIL . 4. FINAL - CONSTRUCTION MUST. I - __� `� f�r� .I a � Y - BE COMPLETE FOR C.O.' �C 1 V i 111 ti+Il't . I ' _ /.� : ' +� O ?,/ _SU N� L/ � . ALL CONSTRUCTION SHALL MEET T fn f�r�1 '��/► • - (\ i �� � - <.r''- 6 AC � , .s . •`' _ . • REQUIREMENTS OFTHEC HE V� VVV�f-�'1tYVi :' . i , I - ,•-4 . . . • - ' ODES OF NEW • M `�� by -- "' ------- -- YORK STATE. NOT RESPONSIBLE FOR1. DESIGN OR CONSTRUCTION ERRORS. DO NOT PROCEED 1111TH a . I - �� -,� .� __ .__ _..._.. __ + ' . - FRAMING UNTILSWRVEY- ` y - �; +- NG ' OF.FOUNDATIbN�.00ATION . �' 'Z-c� .:' : N ti , - U - • • I i : 1. ALL PLUMBING WASTE . .;;,HSS BEET RPP1�011FD. :�' . �---- - --=T _iz PL-UMBER+✓ERTIFICA. &WATER LINES NEED , - - --= � - oNE, ;. E � E, ' ' TESTING BEFORE COVERING - `�� ,I- -.` ,' � ,> I * :'" ,'� ,� _ . �CERTIF1CAT& I - P14NCY i (`- r ',¢. > � �� SOLDER ISED'1N WATER _f-- 1�-- ----�----� _ ��,__.�_. Y�_ .I -I______t-- , . . I �_ . _4 . �- --._- �.-...� , _ - - • • • . •. , - b�U1F,G. rIcaNNaL ' �L - .,.;!•E)CGED�ll�4F1'�oLE�1'D:'''w: II°� CTQ �. '` � k ':,' ONS ARE REQUIRED ,. o E " `" RAINACE INSPECTIONS _ . / before r ti `,� Contact TO Engineering at 765.er J 7 13 6 a gat�Cfi11,OR Provide Engin anon _ __-.-,.._. __. _._.._ _...._. ._, ______-_.... . . . . ear's g dfk to Code. , .�' "` the drainage has been Instaited - , II 9 - - . . . _ . _ . Z'- R ' �! • 7! (�• I t"� t a J C r! .� `� ' t A � f, � I - -.L l .5, . .* � � � �.1 - . . 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