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HomeMy WebLinkAbout48509-Z �o�oSu�F°tkcoGy Town of Southold 8/22/2024 a P.O.Box 1179 0 o • 53095 Main Rd y�j0! �aor Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 45474 Date: 8/22/2024 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 805 Ihar Ln, Cutchogue SCTM#: 473889 Sec/Block/Lot: 83.4-13 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 11/4/2015 pursuant to which Building Permit No. 48509 dated 11/18/2022 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: single family dwelling with finished basement(recreation room and bathroom) front entry deck covered front porch rear deck and attached garage as applied for. The certificate is issued to Emmett,Timothy&Maryann of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-15-0039 3/22/2017 ELECTRICAL CERTIFICATE NO. 48509 8/12/2024 PLUMBERS CERTIFICATION DATED 5/22/2024 N T' othy Em tt yuhori TOWN OF SOUTHOLD �Su�FotK�o�y BUILDING DEPARTMENT y z TOWN CLERK'S OFFICE oy • o�g 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#: 48509 Date: 11/18/2022 Permission is hereby granted to: Emmett, Timothy 805 lhar Ln Cutchogue, NY 11935 To: Construct new single family dwelling as applied for per SCHD. Replaces BP #40331 At premises located at: 8051har Ln, Cutchogue SCTM #473889 Sec/Block/Lot# 83.-4-13 Pursuant to application dated 11/4/2015 and approved by the Building Inspector. To expire on 5/19/2024. Fees: PERMIT RENEWAL $719.00 Total: $719.00 Building Inspector FFntX TOWN OF SOUTHOLD o� cod BUILDING DEPARTMENT:- TOWN CLERK'S OFFICE co 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#: 40331 Date: 12/8/2015 Permission is hereby.granted to: Emmett, Timothy 1577 Henry Rd Wantagh, NY 11793 To: Construct new single family dwelling as applied for per SCHD. At premises located at: 805 Thar Ln, Cutchogue SCTM.# 473889 Sec/Block/Lot# 83.4-13 Pursuant to application dated 11/4/2015 and approved by the Building Inspector. . To expire on 6/8/2017. Fees: -SINGLE FAMILY DWELLING =ADDITION OR ALTERATION $1,389.60 CO -RESIDENTIAL $50.00 Total: $1,439.60 .Building s e 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. A o V New Construction: V Old or Pre-existing Building: (check one) Location of Property: 90� �-- Yk�Y 40_ -- House No. Street Hamlet Owner or Owners of Property: ✓ ,_O"1'� e5:? M VIA Suffolk County Tax Map No 1000, Section 3 Block Lot ( 3 Subdivision (k)0 0 L"" Z ON"k -0 V Filed Map. 2 3 c? Lot: 3 Permit No. �� ✓� I Date of Permit. Applicant: �rp� mck�,-, Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted: $, )o . P. p icant S' a r �1 ' OF 50(/r�ol Town Hall Annex Telephone(631)765-1802 54375 Main Road P.O.Box 1179 G Q Southold,NY 11971-0959 �ol�� 0 �� sean.deviin(&-town.southold.ny.us RUNTY, BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICAL COMPLIANCE SITE LOCATION Issued To: Timothy Emmett Address: 805 Ithar Ln city:Cutchogue st: NY zip: 11935 Building Permit#: 48509 section: 83 Block: 4 Lot: 13 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: Electrician: Anything Electric License No: 5220ME SITE DETAILS Office Use Only Residential X Indoor X Basement X Service X Commerical Outdoor X 1st Floor X Pool New Renovation 2nd Floor X Hot Tub Addition Survey X Attic X Garage X INVENTORY Service t ph X Heat Duplec Recpt 22 Ceiling Fixtures 12 Bath Exhaust Fan 2 Service 3 ph Hot Water Gas GFCI Recpt 7 Wall Fixtures 5 Smoke Detectors 3 Main Panel 200A A/C Condenser 3 Single Recpt Recessed Fixtures 3 CO Detectors Sub Panel A/C Blower 4 Range Recpt Ceiling Fan Combo Smoke/CO 6 Transfer Switch UC Lights Dryer Recpt 30A Emergency Strobe Heat Detectors Disconnect 3 Switches 15 4'LED Exit Fixtures 11 Sump Pump Ed Other Equipment: W/D, 200A Panel 40 Circuit/ 37 Used Notes: "AS BUILT NO VISUAL DEFECTS" Modular, Finished Basement, Garage, Service & Smoke Inspector Signature: Date: August 1.2, 2024 S.Devlin-Cert Electrical Compliance Form pf SObfyo� Town Hall Annex i�L Telephone(631)765-1802 : Fax(631)765-9502 54375 Main Road P.O.Box 1174 Southold,NY 11971-0959 � BUILDING DEPARTMENT TOWN OF SOUTHOLD r CERTIFICATION Date: Sri 2-- L+ Building Permit No. Owner: � (PlefLse print) Plumber: (Please print) n I certify that the solder used in the water supply system contains less than 2/10 of I% lead. J (Plumbers Signature) a - Sworn to before me this 2- day of PO-1 20 2-4 Notary Public, 5� ��-- JULIANNE CAROLINE FEDELE Notary Public-State of New York NO,OIFEOC16050 Qualified in Suffolk County rmy Commission Expires Nov 11,2027 oF snuTyolo couKn,��' TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION FOUNDATIONS tST [ ] 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 VIO ATION [ ] CAULKING REMARKS: ® �— �-- J6 DATE INSPECTO DE SO�Tyo�o TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] F DATION 1 ST [ ] ROUGH PLUMBING [ FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE A CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKIN REMARKS: w C ' DATE o3 INSPECTOR ' � pF SOplyolo cOUNi`I,N TOWN OF SOUTHOLD BUILDING-,DEPT. 765-1802 1 NSPECTION [ ] FO DATION 1ST [ ] ROUGH PLUMBING [ ] UNDATI [ ] INSULATION FRAM G /STRAPPING [ ] FINAL [ ] FIREPLACE A C �11 IINEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CON RUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: DATE INSPECTOR OF SOUTyOIo a_o • �o eou TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1 ST [ ] 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: CI- D AT E INSPECTOR o�yCOU ,� TOWN OF SOUTHOLD BUILDING. DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1 ST [ ] ROUGH PLUMBING [ ] F NDATION 2ND [ ] INSULATION [ FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: ooe _ r DATE �� �� INSPECTOR ` q0311 pF SOUT,yO H O 0 TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPEC ION ' [ ] FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRA ION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINA R MARKS: dn�XAVSMJ& i) wl, . DATE INSPECTOR ho�aOF SOUIyo� (� * # TOWN OF SOUTHOLD BUILDING DEPT. �ycou 631-765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL lo' REMARKS: b4 QmafQ //g,12,v c 1196Z1'e AI-16A K-e r 1 n1, a a id, IA�f w rrr -� DATE INSPECTOR cc- OF SOUTyo 1 �o # TOWN OF SOUTHOLD BUILDING DEPT. cou 631-765-1802 _ INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] SULATIOWCAULKING [ ] FRAMING /STRAPPING [ FINAL J -a [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PR C/O [ ] RENTAL REMARKS: ' v ➢� o-&A vi SWAN —40 f,W4 DATE - INSPECTOR q SO(/Tyolo # TOWN OF SOUTHOLD BUILDING DEPT. `ycouH►y��` 631-765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] SULATION/CAULKING [ ] FRAMING /STRAPPING [ FINAL N,0 Iiin. an;w [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] RE C/O [ ] RENTAL REMARKS: goc&(C—1 bV-A /1120 011 IU 44D�,14, 6,1 DATE �'�i INSPECTO A M P Arch i t e c t u re Address:10200 Main Road,Unit 3A,Mattituck NY 11952 Phone:(631)603-9092 Design + Build July 26,2024 Emmett Residence 805 Thar Lane Cutchogue,NY 11935 Tax map#1000-83:4-13 To Whom It May Concern. Based on my inspection,discussion with contractor and subcontractor,as well as documentation of the materials installed at the above address,the foundation was installed according to the architectural plans and meets NYS Building Code. Please contact our office if you have any questions. Thankyou, Anthony Portillo,RA,LEED AP �SF;p srf-ri-'vi 7 �b .,OF 1t1 •�'J. Page 1 of 1 Date: order#: j 07/09/2024 7759 Sill To: (Customer ID#7509) Ship To: Krzysztof Zebrowski Krzysztof Zebrowski 121 C Main street 628 Pleasure dr Westhampton Beach, NY 11978 Flanders, NY 11901 United States United States 631 8305059 631 8305059 Flandersreno@gmail.com Payment Method:, Shipping Method: Credit Card: MasterCard Shipping & Handling Krzysztof zebrowski Code Description city Price Totai DC315 DC315 Thermal Barrier Paint for Spray Foam 1 $375.00 $375.00 (SPF) - 5 gallons [Color:White] Subtotal : $375.00 Tax : $o.00 Shipping & Handling : $80.00 Grand Tota l: $455.00 �1 0 AMP Architecture Address:10200 Main Road,Unit 3A,Mattituck NY 11952 Phone:(631)603-9092 Design + Build July 26,2024 Emmett Residence 805 Thar Lane Cutchogue, NY 11935 Tax map #1000-83.-4-13 To Whom It May Concern. Based on my inspection,discussion with contractor and subcontractor,as well as documentation of the materials installed at the above address,the foundation was installed according to the architectural plans and meets NYS Building Code. Please contact our office if you have any questions. Thank you, SDAP Anthony Portillo, RA, LEED AP py � 7 03740'6 OF Nv-44 x A 0 G 1 2 2024 -SInDING DE�� TOWN OF SOOTS 71 Page 1 of 1 PROJECT LOCATION - CONTACT.INFORMATION: S.C.T.M. #• 1000 (Property Owner,Design Professional,Agent,Contractor,other) . n ENGINEERING DEPARTMENT NAME: &5*. Section Block . 'Lot N Z SITE INSPECTION REPORT FORM. . PI—e Print Inspection D te: •g - .. .. . . E-Mail'Add� "reiephorc Nomher. ' . Subdivisions Site Plans, Stormwater.Improvements.& Other Installations COMPLETED DESCRIPTION OF REQUIRED SITE WORK 7WS1No NA NOTES- .Incomplete Site Work a.,Maintenance of Erosion&Sediment Controls b. Limits of Clearing&Area of Proposed Land Disturbance. c. Condition of Stockpiled Soils: �0 d. Verification of Size&Depth of Leaching Pools. e. Verification of Drain Pipe Installation/Concrete.Parging. == f.'Driveway Installation within the Town ROW—Highway Specifications. O g.-Final,Site Grading.-Effect on Adjacent Property, 00 . h.:Inspection of Gutter&Leader System-Drainage Piping 00 . is Instalation of proposed.Swimming Pool and discharge.ring. j. .Inspection of Construction Entrance/Staging Area(s). 00 . k.Location of _proposed concrete washout_area(s). . �0 I. OTHER-Explanation Required =1 m:OTHER-Explanation'Required A Final Inspectioni-Report--?riust.be certifieded prior to issuance of Certificate of Occupancy: Three.options for certification are as follows: OPTION : 1. :Certification�of Drainage�Installation with As-Built drawings prepared&Sealed by a.Registered'Design Professional Licensed in the State of New York. ' OPTION#:.2. Photographs showing.- -Cement of all'drainage structures with appropriate background indicating,location of all structures and drainage piping. OPTION#:3. 'Site Inspectiori;of opAl6i cayation prior to complete:backfill and a written inspection report from the.Town Engineering Department. ram . TOS Review NOTES: ENGINEERING INSP• N R O Additional Work .is Required for Final Approval.. . . Reviewed%'Inspected' 'SITE WORK is Not Complete. (See Notes Above) and/or.Approv y — — — — — — — — — — — — — — — — - — — - — All required Site Work.has•been Cornoleted-by the Owner / Date: Inspection#: (� Contractor & Approved by".the Engineering Department. FORM.#.EkKEERING Inspection Report-Form=TO$ May 2015 1' �'� f1 ;` 1 `� ., _ s� - ---_- - - - - _ �� �� :r � - __ �� ��� ,. .�, �` �' - n ,. y-� �_ .1 "�� � � /// ` r � ,� ��' { �' ` . � � � � � ..c- ���- .,j _ �, ._ �� i _C ^r.�. r,s'r!R __. �--�, __ ro� � �� _.. ar � ., t � ` � -� #' s ry ` � � _.� �` �� \_ � � 1 �� t -. a � a�rr � F v a+ s _ c k • V y yr,K,".:+�, � w�,�� �4�°'�M ♦�.;;s�..�c aa* Yr �%� s�.`� �'w� ti•."_ .f•N41,R i. i v}.4.�~+ c fi • .N.` j liam - A a t . r '� r s © ; j ,rea i v�o r�a` rl a r�.ot V�of r�of � wpm 'ADM _ . i '; ! ► �'. Act, ` �aoro f Coro'. 3io/o I Saoa lI Imo i t Coro, '>apro 1. , �` � � �t' I. .. 'I, •` � i - �h.�_...� .�...•^ aeut � ttttttlt� �. j ! =. at OZ OZ OZ OZit OE r!,t::� ; i i ,i� f� 111 � � ,� I I� r 4t i t �� I � ,� t i� - - -••-� - J--- ��+• I'ION uon►I I/ON !ION . ! 1�. I( 1ION ',UON 110N 1/ 1 ZO 20 �• (• � �.' :.., �; �— '�' 1 _ � ...1 20 1/011j i 1J1QN, if I a � � � � � �� � ' ' �5�� �s •� f� �• � t v Yid OIOR l MOW �otOFF —_ GINOlOFF L -�.. �, �� •5 '� �1 i iJ{ Ok1► 1pkA i1pkA .1 -' A'* IL un r _ a VII, i h r ;�- . ,s ;r ; .r' K>,?� " Y �� *'P»� � ...' .AT#'.Y .y;.;f� I Fps i I _.. �I +���� r �! ..y� -- --� �. �� �. :��►- w_ • i 1 1 t 1 • y ay � r N ; { 4 a e� R, c J I Md• r • • l � T lif A �H'A'A iCM.4 WA 1U�A l — b i • -�v M � / i mil- "11IA N No, A IN QCAA WORFIDUR u - u ... .... . ..vv . JUA IJJ•T i H' �I' E o��pf SO�T�,o Town Ball Annex r 1'cicpl,oue(G30 76.5-1802 54S75 Maiii Road , l-f (631)7(i5.950 I.U.13ox 1179 roger.richert(a�oWn souttloltl nV us Snot old,NY 114971-0959 BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: Iq S� / ` Date: Z Company Name: Name: :iao /�:1l- License No.: J- Z. 'L L� ' ' /_.: Address: /5— 2 Phone No.. 12- .- .� --Y cy JOBSITE INFORMATION: (*Indicates required information) *Name: Am A,, *Address: Cc%� AOc, c/e /y`> *Cross Street: *Phone No.: . 6 - 6 3 0 3rj Permit No.: VO 33 l Tax Map District: 1000 Section:____?_; Block:�_ Lot: /3 *BRIEF DESCRIPTION OF WORK (Please Print Clearly) ��.� �j o d[.v /A - Mi 4-f-t- (Please Circle All That Apply) ,�;,.�� 9�f� r� L�SP��.� *Is job ready for inspection: YE 2. 5^ NO Rough In Final "Do you need a Temp Certificate: YES NO Temp Information (If needed) *Service Size: tease 3Phase 100 150 200 300 350 400 Other Re-connect C1 nderground Number of Meters-1 Change of Service Overhead Additional Information: PAYMENT DUE WITH APPLICATION Gay �'ti ' ,.> �/�c.�riGN G�� i / • �'ow► 52-Requestforinspe�'on E rm S76 i —like oesouryo�o BUILDING DEPARTMENT f TOWN OF SOUTHOLD yo Town Hall Annex•54375 Main Road•P.O.Box 1179•Southold,NY 11971-0959 Mm Telephone(631)765-1802•Fax(631)765-9502 Date 5 4 ,20 I �o Number of Meters Temporary Certificate Size z00 Phase Z D 1 4(� Overhead ❑ Underground New Service Change of Service ❑ Reconnect Existing Service ❑ Location 605 r et)—"(-? ll,e Issued to Iu- �� �� e Installed by k\q (hq Q-ccMe, b1wd 'J a(C k Lic.# Reference � ` 5 — 13 Application for electrical service equipment is on file with the Town of Southold.On applicant's notification that this installation is complete,the town will conduct a premises inspection of the service equipment. This verific4ion is vali f om he above date. Authorized by • •.. •... r r vv r JUGI'JJ•7 r fI' II L SO�T�o ti Town Ball Annex r /P Tcle.phoue(630 7G54801 54375 Mani Road Cn .j ������ y 22 P.O.Box 1179 roaer-riCherti, wri.sou- 01C1 nV us Southold,NY 11971-0959 0 �� l� M'I,N BUILDING DEPARTMENT TOWN OF SOUTHOLD APPLICATION'FOR ELECTRICAL INSPECTION REQUESTED BY. 1 / �� � Date: � •L� / Company Name: VtA Name, License No.: �/`. C ) Address: r Phone No,: - JOBSITE INFORMATION: (*Indicates required information) *Name: 6� i *Address: fa ^ Cross Street: *Phone No.: �'/� C 3 Permit No.: � Tax Map District: 1000 Section: 3 Block:--�, — Lot: / *BRIEF DESCRIPTION OF WORK (Please Print Clearly) Gc�j�l� Z ���; c� �»- tl o d v %�r l��-S� (Please Circle All That Apply) �''� fl�f fi- *Is job ready for inspection: - YE NO Mti y � 5- Rough In Final _ "Do you need a Temp Certificate: YES NO Temp Information (If needed) *Service Size: hase 3Phase 100 150 200 300 350 400 Other *Rpvu �Pnrice' Re-connect nderground Number of Meters 2 Chang®of Service , Overhead Additional Information: PAYMENT DUE WITH APPLICATION U-Request forinspe'onnFF rm 776 PERMIT H ` Address: Switches'` Outlets ( I � J G FI's Surface Sconces H H's `1 1 \ UC Lts Fans Fridge HW Exhaust I Oven W/D I _ Smokes DW Mini Carbon Ilcro Generator V Comb �ll I I Cooktop Transfer 4C AH Hood / Service 1 �PjAmps Have Usec )pecial: `� /�' I �0 -�,)77 ;omments �J, s Q � Scott A. Russell °�UFfQ' STO)EZIWWAT]E)E, SUPERVISOR a -G IMANAG]ENUEN T s SOUTHOLD TOWN HALL-P.O.Box 1179 tQ S 53095 Main Road-SOUTHOLD,NEW YORK 11971 2 Town of,SO u th o l d CHAPTER 236 - STORMWATER MANAGEMENT WORK SHEET ( TO BE COMPLETED BY THE APPLICANT) DOES T'I-1<IS PROJECT INVOLVE ANY OF `I'I',<lE FOLLOWING: Yes (CHECK ALL THAT APPLY) ' A. Clearing, grubbing, grading or stripping of land which affects more than 5,000 square feet of ground surface. ❑�. Excavation or filling involving more than 200 cubic yards of material within any parcel or any contiguous area: ❑[�C. Site preparation on slopes which exceed 10 feet vertical rise to 100 feet of horizontal distance. ❑ Site preparation within 100 feet of wetlands, beach, bluff or coastal ❑[rrosion hazard area. . Site preparation within the one-hundred-year floodplain as depicted n-FIFN-Map-of-any watercourse:- EIEJIF. Installation of new or resurfaced impervious surfaces of 1,000 square feet or more, unless prior approval of a Stormwater Management Control Plan was received by the Town and the proposal includes in-kind replacement of impervious surfaces. If you answered NO to all of the questions above, STOP! Complete the Applicant section below with your Name, Signature, Contact Information, Date & County Tax Map Number! Chapter 236 does not apply to your project. If you answered YES_to one or more of the above, please submit Two copies of a Stormwater Management Control Plan and a completed Check List Form to the Building Department with your Building Permit Application. APPLICANT: (Property Owner,Design Professional,Agent,Contractor,Other) S.C.T.M. #: 1000 Date District NAME: (P-0 Section Block Lot n K'AA AM F0R.BUILDING DEPART�ENT 1111SE 0NL.Y "T' Contact Information: cra.nior uwobcu Reviewed By: — — — — — — — — — — — — — — — — Date: Property Address /Location of Construction Work: — — — — — — — — — — — — — — — — — ElApproved for processing Building Permit. a � Stormwater Management Control Plan Not Required. Storrnwaler 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 ProEessi nal,A e tractor,Other) --6iti; psQ% `TZ6k P�1vLl 6: C-{ ( 3 Stormwater Management Control Plan CHECK LIST 4NA �� y�aJA �V c-Q 4-�-t Section Block Lot z S M C P -Plan Requirements. Provide ONE co of the Building Permit Application. y p ,, q AY g PP /In ����1� Date: _ ^1� °�yy�o� J�`* The applicant must provide a Complete Explanation and/or Reason for not providing 11�I.. AA V` Telephone NuniOrc j Y all Information that has been Required by the following Checklist! 1. A Site Plan drawn to scale Not Less that 60' to the inch MUST If You answered No or NA to any Item, Please Provide Justification Here! show all of the following items: YES NO NA If you need additional room for explanations, Please Provide additional Paper. a. Location & Description of Property Boundaries b. Total Site Acreage. 77 c. Existing - Natural & Man Made Features within 500 L.F. EZI0`0 DRAINAGE INSPECTIONS ARE REQUIRED ' of the Site Boundary as required by§236-17(C)(2). Contact TOS Engineering at 765-1560 before d. Test Hole Data Indicating Soil Characteristics&Depth to Ground Water. �acktll OR Provide IEngineer's Certification e. Limits of Clearing & Area of Proposed Land Disturbance. Code. f. Existing & Proposed Contours of the Site (Minimum 2'Intervals) O� 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). rn. Location of all proposed erosion&sediment control measures. FgosjoN&SEDIMENT CONTROLS. 2. Stormwater Management Control Plan must include Calculations showing but not be limited to: that the Stormwater improvements are sized to capture,store,and infiltrate Construction Entrance, on-site the run-off from all impervious surfaces generated by a two(21 inch 0� StabliiZatlOn& rainfall/storm event. Fahc1niz inactive 501i5. 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. 0� b. Construction Entrance & Site Access. 0 c. Inlet Drainage Structures (e.g.catch basins,trench drains,etc.) O d. Leaching Structures (e. . infiltration basins,swales,etc.) ............ . . :_.__. FOR l:Iv(.ii'JI:L.I�.I? .a l:EPAV 'iE USE ONLY Additional Information is Required. Reviewed & ® Stormwater Management Control Plan is Not Complete, Approved By: — - - - - - - - - - - - - - - - - - - - - - - - - 1 Stormwater Management Control Plan is Complete. Date: ® SMCP has been approved by the Engineering Department. FORM " SW Check List--TOS MAY 2014 Town--HallAnnexP ,�a ' Tele ho e;.f31-1802 54375 Main Road c Fax(631)734-9502 P.O. Box 1179 G _ Southold, NY 11971-0959 �. BUILDING;DEPAktME-NT NOTICE OF UTILIZATION OF TRUSS TYPE CONSTRUCTION. PRE-ENGINEERED WOOD CONSTRUCTION AMOR TIMBER CONSTRUCTION Date: j10 V 2 2 C 1 Owner: T i IM a "" Fy-y\me_TI . Location of Property: �D � - c�—C lf� ��1-C,k-OLk Please takes-nofice that the (check applicable line): New residential structure Addition to existing residential structure Rehabilitation to an existing residential structure to be constructed or.performed at the subject property reference above will utilize (check applicable line): Truss type construction (TT) i/ Pre-engineered wood construction (PW) Timber construction (TC) in the following location(s) (check applicable line): Floor framing, including girders and beams (F) VZ Roof framing.(R) Floor and roof framing (FR) Signature: Name (per- ".�ubbrmmi. g.this Capacity(check applicable line): Owner. Owner representative TrussResReg15.docx Effective 1l1J2015 S.C.T.M. NO. DISTRICT: 1000 SECTION: 83 BLOCK: 4 LOT(S): 13 #PRE-15-0768 (VACANT) DRAINAGE SUMP LOT 19 EASEMENT N51000'00"E 154.69' EL 54.3 DRAINAGE INSPECTIONS ARE REQUIRED ELEV. 54.8 Contact TOS Engineering at 765-1560 before OL DR BROWN O 8. Backfill,OR Provide Engineer's Certification SANDY LOAM — thatthe drainage has been installed to Code. Sc LA BROWN sANo 2.3' O EROSION&SEDIMENT CONTROLS. — O Shall include but not be limited to: PALE O BROWN co A well maintained Construction Entran& 54.7 MEDIUM SP TO Wire Backed Silt Fencing,stabilization& COARSE SAN TYPICAL SILT I Seeding of�el posed and/or inactive soils. � 13 9, SCREEN SECTION EL 54.8 IS GEOTEXRLE FABRIC SUPPORT POSTS WOOD OR METAL FLOW DIRECTION EXCAVATED AND I NO WATER SACNFILLED TRENCH APPROVAL OF STORMWATER NAGEMENT — 17' EX�„I GROUND CONTROL PLAN -T Cade h to 2 03-15-15 -11 I / K. WOYCHUK LS Date: I f- 10 19 - ImTT 11T ?i� m�R�m�m�m�m�rTT I Approved by: -I 4 C NIMIhw LAND N/F OF E & C PROPERTY HOLDING II INC. TYPICAL DRYWELL CROSS SECTION EL 55.1 (CONC. PRECAST COMPONENTS) I LOT 13 VACANT 6.wAS MR„p„_TRWIFIC 8E,R,R AGRICULTURAL a•S3AR FOR TRAFFIC BEVWX SILT FENCE APPROVED INLET PIPE COAST IRO FRAME AND �aunEr PIPE EL 54.2 150' —► PITCHELLJ D i��T COv[R TD DRADE ro R Ncs PROPOSED MN .•DUL PROP OOM OOM ® I=ED❑❑ STOCK PEE ARIEA 2 STY R RM. DWELLING PRIOR TO O O O O FFL(58.0) 1ST FLR: 1,320 S.F C��DJUj (c4AVr�-ridAJ 2ND FLR: 1.320 S.F. CONCRETE WASH OUT AREA C0 IN BED OF PROPOSED DRNEWAY. 30.4' O i•.� PROPOSED it EL 55.3 4:4:j (55.8) I $ woDD DECK (55.8) %.....,.::,.''o.:•.GARAGE;.::;.: '';.:;:..•.:.::,:. C MIN. f $' ::::::'r::;•:::::..::•. . PROPOSED:r:::•:::: g coLUR, N::::::•::::..:::• WOOD :::;.'•: ';::•:z STY FRM.:::•::.:•:::h. _ BACK FILL MATERIAL TO BE I ,"36•O ` F- CLEAN SAND AND GRAVEL '{ :.. :.:::::: DRY WELL o' A E H '• J 37.3' �•".DRY WELL Imo- -(55.8) . 1• `, PROPOSED CONSTRUCTION ENTRANCE STAGING AREA. O �Fti8'MIN L.P. . o c00 o OLOT 12 0 °. "f'^'; I EL 55.1 z moo s 44 9l= DRY W L C; I 1= N 50. o 4 BEDROOM SYSTEM — ... — — — Co 1,000 GAL. SEPTIC TANK (1) B'DIAx 12'DEEP LEACHING •. • T a a x DWELLINGS Z POOLO ;I•.; • •: I U �i n n W/PUBLIC WATER I I 20 AINAGE Q �?v La a w A I 150' V EL 55.5 I I ASEMENT U o v`z :. CL o — — IZ p�� - - - - - - - - -} - - — w � 54.8 :; S51000'00�'W EL 56.3 U 6mW o�w I� �, g`L 20' DRAINAGE C" z 00,00 Z_ o�o oao �,� EASEMENT N o. 10 245.DD' O O�J Q PTO M)t0 N LLJ j ® I GUTTER DRAIN S o x `,I'o x Q UNDERGROUND o s » ® 'F- 0 x 5 � a- j3 UTILITIES S51 00 00 w Z ' j~ IIIAR s�.9LAN� �'I:n '"�T a oN� oN� . N M .z Ix CL 54.8 (THAR LANE) w CL 56.3 I a m L.._.._.._.............._.._.._.._.._.._........ _.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._..J j EXISTING WATER LINE ' ZONED AC NON-CONFORMING LOT REVISED 10-22-15 FRONT 50' MIN DWELLINGS THE I A R SUPPLY, WELLS, DRYWELLS AND CESSPOOL REAR 60' MIN W/PUBLIC WATER LTC NS SHOWN ARE FROM FIELD OBSERVATIONS SIDE 20' MIN, 40-TOTAL �- 150' r NO OR DATA OBTAINED FROM OTHERS AREA: 59,755.73 SQ.FT. or 1.37 ACRES ELEVATION DATUM: NAVD88 ----------- UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. GUARANTEES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTITUTION, GUARANTEES ARE NOT TRANSFERABLE. THE OFFSETS OR DIMENSIONS SHOWN HEREON FROM THE PROPERTY LINES TO THE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE THE ERECTION OF FENCES, ADDITIONAL STRUCTURES OR AND OTHER IMPROVEMENTS. EASEMENTS AND/OR SUBSURFACE STRUC-TURES RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PHYSICALLY EVIDENT ON THE PREMISES AT THE TIME OF SURVEY SURVEY OF: LOT 13 CERTIFIED TO: TIMOTHY EMMETT; MAP OF: WOODBINE MANOR FIDELITY NATIONAL TITLE INSURANCE COMPANY; FILED: DEC. 15, 1986 No.8239 SITUATED AT:CUTCHOGUE TOWN OF: SOUTHOLD KENNETH M WOYCHUK LAND SURVEYING, PLLC SUFFOLK COUNTY, NEW YORK Professional Land Surveying and Design P.O. Box 153 Aquebogue, New York 11931 FILE # 11F`- SCALE: 37 „ ' MARCH 15 2015 PHONE (631)298-1588 FAX (631) 298-1588 40 DATE: - N.Y.S NO. 050882 maintaining the records of Robert J. Hennessy & Ker M. Woychuk S.C:T.M:'`N0. DISTRICT: 1000 •SECTiON: 83 BLOCK: 4 LOT(S): 13 " ' (VACANT #PRE-1570768 DNAGE EAISEMENT"MP . LOT 19 N51 000'00"E 154.69' EL 54.3 p� egg I ELEV. 54.8 UJ c� I ROWN OL SANDY LOAMLU 1 Coll �LU — BROWN SC � O LAYEY SAN 2.3' ®� I O, SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES BRownl U_® O EEL 4.7 MEDIUM co PERMIT FOR APPROVAL OF CONSTRUCTAL PO4R A o 13.9'SID COARSE ` SINGLE FAMILY R S1f0 ZNCE ONLY SAND iYPICJIL SILT EL 54.8 CCoeFN CFMI(1N � AUG � � Q1 ' CEOTEIRLE FADRIC I DATE 2 6"?". I'lc • No, kLo—Lg 000 Q s 00 APPROVED aA.t,ttiS1.! FLOW DIRECOON &�� E%GWATED AND I FOR IVYAXtBViUM OF. L3Er1R00VIs ; NO WATER SPCXnU.EDWAVA TRENCH - - - - - - - MTT GROUND EXPIRES THREEYEARS FROM DATE OF APPROVAL — 17' 03-15-15 K. WOYCHUK LS 4 r"'"'"" LAND N/F OF E & C PROPERTY HOLDING II INC. TYPICAL DRYWELL CROSS SECTION I EL 55.1 'I o-RECAST COMPONENTS) LOT 13'(C04C.' VACANT 6-SIAS�',�_MAITIC e�,c AGRICULTURAL 11 Ht III III TI '.SLAs FOR TRIM BEAMM APPRDKD Man PME u`�` IRO A)W OUTrn A,N:AND �aunn vIAEEL 54.2 150 -► UN.4*D,L CWER TO CRADE ro ,aN. DSILT FENCE RroHED 1/!%1- . ® O O O 0 IPROPOSED � Cl ❑❑ Ir3e 4-BEDROOM 2 STY FRM. DWELLING a FFL(58.0) 1ST FLR: 1,320 S.F O 2ND FLR: 1,320 S.F. EL (55.8) . (55.8) , ~ ,' MIN. �— s' - I 5 7.0 r:; :— ::;:•: 56.2 �? BACK FlLL MATERUL TO BE I +1`•rii:i•.F?:ftiiiiiiti5:i}:k:i:::iiF;!ii`ii •:iP;' YT __ C.c7i�%RE[t` TINS 1 VUI fiRrl+ CLEAN SAND AND GRAVEL .,;..:..;....;..;;;; 1,.,,.;•) DRY WELL IN BED OF PROPOSED DRIVEWAY. A (55.8)Z .48.0':•''.•'::.:.:.:... :: (55.8) ............. O F- I_j ¢ PROPOSED CONSTRUCTION ENTRANCE ai N ���;~dp Li I & STAGING AREA. A O �•.. 8' 10 13 I o O MIN LF;;: MIN z 4 BEDROOM SYSTEM O O p LOT 12 I O 1,00 GAL. SEPTIC TANK lO I� W I EL 5 .1 O (1) DIAx12'DEEP LEACHING POOL is OD a i�0 O DRY ELL p w yaUj z oS 0 x DWELLINGS U I W/PUBLIC WATER I I 20' AINAGE ~ o p1� u A I 150' EL 55.5 i /I ASEMENT �a,N n V I O ! !! J VINd OJ.I I? 001 - - - - - - - - - - - w�L 54.8 51 00 00� W EL 56.3 Q ON� M� i �o,�' 20' DRAINAGE " z 00.00cli jir ��;�� 245.00' EASEMENT Q. O�,3 LLI a as to 0 j lW- O I GUTTER DRAIN Q _O1 w In ao w i 3 UNDERGROUND » O "I— Z R`Il o "l o UTILITIES S51000,00 W o .3? 0�. Do Q Otoe _ Z O N Q p `` Il o x �O f- J p. x 63.98 w O `N MAR LANE "' 'Z = xo i IR CL 54.8 � !N CL 56.3 a Co 3 e D, w (THAR LANE) J X `'� j EXISTING WATER LINE c� oN�. o - a m I DWELLINGS THE WA R SUPPLY, WELLS, DRYWELLS AND CESSPOOL W/PUBLIC WATER LOC NS SHOWN ARE FROM FIELD OBSERVATIONS �— 150' NO OR DATA OBTAINED FROM OTHERS. AREA: 59,755.73 SQ.FT. or 1.37 ACRES ELEVATION DATUM: NA--ss------------------- UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. GUARANTEES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTITUTION, GUARANTEES ARE NOT TRANSFERABLE. THE OFFSETS OR DIMENSIONS SHOWN HEREON FROM THE PROPERTY LINES TO THE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE THE ERECTION OF FENCES, ADDITIONAL STRUCTURES OR AND OTHER IMPROVEMENTS. EASEMENTS AND/OR SUBSURFACE STRUfURES RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PHYSICALLY EVIDENT ON THE PREMISES AT THE TIME OF SURVEY SURVEY OF: LOT 13 CERTIFIED TO: TIMOTHY EMMETT; -MAP OF: WOODBINE MANOR FIDELITY NATIONAL TITLE INSURANCE COMPANY; FILED: DEC. 15, 1986 No.8239 SITUATED AT:CUTCHOGUE TOWN OF: SOUTHOLD _ KENNETH M WOYCHUK LAND SURVEYING, PLLC SUFFOLK COUNTY, NEW YORK Professional' Land Surveying and Design Jr� P.O. Box 153 Aquebogue, New York 11931 _a FILE # 15-37 SCALE: 1"=40' DATE: MARCH 15, 2015 - PHONE (631)298-1588 FAX (631) 298-1588 N.Y.S. LISC. NO. 050882 maintaining the records of Robert J. Hennessy & Kenneth M. 1loychuk t .. S.C.T.M. N0. DISTRICT: 1000 SECTION: 83 BLOCK: 4 LOT(S): 13 #PRE-15-0768 (VACANT) DRAINAGE SUMP LOT 19 EASEMENT N51 000l00!!E 154.69! EL 54.3 ELEV. 54.8 OL OR BROWN 0.8, SANDY LOAM BROWN SC O LAYEY SANC 2.3' O PALE O BROWN O EL 54.7 FP MEDIUM SP TO 0 COARSE SAND TYPICAL SILT 13.9' SCREEN SECTION EL 54.8 GEOTEXTILE FASM I v 1 SUPPORT POSTS I�.p WOOD OR METAL FLOW D.MCDON EXCAVATED AND I NO WATER 9ACXFRIEO TRENCH—\ — 17' EXImr�GROUND 03-15-15 1T I K. WOYCHUK LS ��E rr� Lim - m 4. r NININw LAND N/F OF E & C PROPERTY HOLDING II INC. TYPICAL DRYWELL CROSS SECTION I EL 55.1 (CONC. PRECAST COMPONENTS) L 0 T 13 VACANT 61 sue MR NON-Twm GEARING AGRICULTURAL 8•sue FOR NWIX BEARMIO NEAVV. SILT FENCE 150' —� APPRDIOW INLET PIPE CAST MOONN FRAME AVG ounEr PrPE EL 54.2 POS ,.PITCHED 1m rR To GRACE To,Est.,Dm PROPOSED o I/6-�I - PROPOSED ® � CI ❑❑ 7 SOCK PIE ARIEA 2 STY 4-BEDROOM � 0 0 DWELLING FFL(58.0) 1ST FLR: 1,320 S.F 2ND FLR: 1,320 S.F. CONCRETE WASH OUT AREA W IN BED OF PROPOSED DRNEWAY. 30.4' O ,.•.� PROPOSED it EL 55.3 .':'•: (55.8) $ wooD DECK + (55.8) :•:ez.r. 45.0' �. W U �G.. -- y' MIN. _,. 8' +� '.Ie:?!�,},; i'•ii:8.0':?:v:::ir. PROPO5ED:::... ::,�-' g b . COLLAR c •• '•h::::.::::a^:FY w000':::i:iiii:i�:iY STY FRMIt:.i•:.ii:•.N BACK FILL MATERIAL TO BE I3rLJ.O, .• o :"i:•:::i:•:•.,OWELLINC..:•::ii,::::,::•:-:•: (— CLEAN SAND AND GRAVEL ::' �;p":::.. wi:::::::::::.:::::: ...... ::::. DRY WELL(55 -I A E N \• ✓d z W 37.3, DRY WELL o I (55.8) O I _ PROPOSED CONSTRUCTION ENTRANCE -1 dE STAGING AREA. ,Q aid 4 FIE O O .�• Os• aDo A Q FiI,C,� �`�'',.,. 8'MIN LF. /O. �a W Zo LOT 12 0 ° '�: EL s .1 z & DRY WE L CS 1= y a O 4 BEDROOM SYSTEM 1,000 GAL. SEPTIC TANK � o 1'2't';: o W u 4 @� j. �•::. _ nD: (1) B'DIAx 12'OEEP LEACHING ►� DWELLINGS Z POOL :L,;:•.:,•. W/PUBLIC WATER I I 20° AINAGE ¢ mad :rw A I 150' EL 55.5 I I ASEMENT U o v� v p ! » 0 W OD 0 F-N 0 p ! ti Iz OO'1 — — — — — — — — _ - -- — w � 54.E :'; S51 00 00! W EL 56.3 cc oDOW O`�' 20' DRAINAGE C" z 00.00 z a V o o a o j r� 245.00' EASEMENT O O I=1 Q ��'n vNi2 n j IW- O I GUTTER DRAIN 3 0" �'o " UNDERGROUND o ! !! O ' 'F- o x< >_ < !� UTILITIES S51 00 00 W O i3m �000 000 j� IHAR s3.9s NE �' '�`� of oN� oN� :� Ix CL 54.8 (THAR LANE) iN ¢ a^ m^ :w :_ CL 56.3 D: L_.._.._.._.._.._.._.._.._.._.._.._.._.._.._. _.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._.._..Jw j EXISTING WATER LINE ZONED AC NON-CONFORMING LOT REVISED 10-22-15 FRONT 50' MIN DWELLINGS THE WA R SUPPLY, WELLS, DRYWELLS AND CESSPOOL REAR 60' MIN W/PUBLIC WATER LOC NS SHOWN ARE FROM FIELD OBSERVATIONS SIDE 20' MIN, 40'TOTAL f 150' am.- AND OR DATA OBTAINED FROM OTHERS, AREA: 59,755.73 SQ.FT. or 1.37 ACRES ELEVATION DATUM.• NAVD88 --------------- UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. GUARANTEES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTITUTION, GUARANTEES ARE NOT TRANSFERABLE. THE OFFSETS OR DIMENSIONS SHOWN HEREON FROM THE PROPERTY LINES TO THE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE THE ERECTION OF FENCES, ADDITIONAL STRUCTURES OR AND OTHER IMPROVEMENTS EASEMENTS AND/OR SUBSURFACE STRUCITURES RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PHYSICALLY EVIDENT ON THE PREMISES AT THE TIME OF SURVEY SURVEY OF: LOT 13 CERTIFIED TO: TIMOTHY EMMETT; MAP OF: WOODBINE MANOR FIDELITY NATIONAL TITLE INSURANCE COMPANY; FILED: DEC. 15, 1986 No.8239 SITUATED AT:CUTCHOGUE TOWN OF: SOUTHOLD KENNETH M WOYCHUK LAND SURVEYING, PLLC SUFFOLK COUNTY, NEW YORK Professional Land Surveying and Design e P.O. Box 153 Aquebogue, New York 11931 PHONE (631)298-1588 FAX (631) 298-1588 FILE # 15-37 SCALE: 1 40' DATE: MARCH 15, 2015 N,Y.S LISC. NO. 050882 maintaining the records of Robert J. Hennessy & Kenneth M. Noychuk S.C.T.M. NO. DISTRICT: 1000 SECTION: 83 BLOCK: 4 LOT(S): 13 #PRE-15-0768 (VACANT) ` DRAINAGE SUMP LOT 19 EASEMENT D F-fRG'V[2 I D N51.00'00"E 154.69' VAR 14 2016 I EL 54.3 ELEV. 54.8 OL OR BROWN 0.8' SANDY LOAM SUING DE". I BROWN TOWN OF SOUMOLD SC LAYEY sAN 2.3' o — PALE C BROWN M EL 54.7 MEDIUM SP TO M �o COARSE SAND TYPICAL SILT 13.9' SCR N -TION EL 54.8 - w�w�� i V GEOTEXTIIE FABRIC I SUPPORT POSTS M WOOD OR METAL FLOW DIRECTION EXCAVATED AND I NO WATER BACKFRIED TRENCH 1 7' EXlsnr�C GROUND 03-15-15 K. WOYCHUK LS =J1T--�Tf-�11i-II I ffhff-ITI11-11f=1T_I0=, rr AINIRM LAND N/F OF E & C PROPERTY HOLDING II INC. TYPICAL ORYWELL CROSS SECTION EL 55.1 (CONC. PRECAST COMPONENTS) I L 0 T 13 VACANT AGRICULTURAL 6'SLAB FOR NON-TRAFFIC BEARING SILT FENCE 6'Sue FOR TRAFFIC BEARING HEAVY 150' APPROVED INLET PIPE RIRTO GRQEE AND TO D W 1.5 EL 54.2 '°" '"°` ►..� w� PROPOSED PRCNED 1/6%1' PIT ED 1/8-/1' PROPOSED SOIL 4-13EDROOM ® 0 O ❑❑ STOCK PILE AREA 2STYFDWELLING a� FFL(58.0) 1ST FLR: 1,320 S.F 2ND FLR: 1,320 S.F. ° ''� v CONCRETE WASH OUT AREA W ^�v IN BED OF PROPOSED DRIVEWAY. M..• \ C ly ,.•.� PROPOSED ry 1 ;ii•ii}1 WOOD DECK EL 55.3 �:,;::•;$ (55.8) I - (55.8) „moo,. 44.9 w .. _ - _ -- -_ oi(((;'ii'�':'';; i::':';n(_ i:•iFOUIuT1Ail0A'I.001i70N??:?%-3 ..Z - . --._ T J' MIN. -�— a' .•;,,, ,,. i::.......... ,'+;.___ - - - - - - - - ' COLLAR `, , LT�700�:•i;ti MARCH-It. 2016 •:..:n -- - --- BACK FILL MATERIAL TO BE "' ...........o o::.t:.::TOP,;FND,,,EL,57,2,.;•;;;;;; 3 DRY WELL CLEAN SAND AND GRAVEL "' s•o'rr.:.c •..................... E CH �i•:;y✓z W 37.2r DRY WELL o i W- -(55.8) PROPOSED CONSTRUCTION ENTRANCE 3 �I & STAGING AREA. ! O .� OS.•:. 6�Q ao A Q FiyC,� ;• F�,',... 8'MIN L.P. /�. Ja cii W o 00 ZO LOT 12 0 0� ..:.. 'N, [EL 55.1 z moo & O^ ysa 0 � O �9J=<„, V' DRY W L I � ct te a Q� 4 BEDROOM SYSTEM — ... — — — Q o `u 1,000 GAL. SEPTIC TANK 1,» J O W ry N 1�1 M j.. DWELLINGS (1) 8'OIAx12'DEEP LEACHING T U C a `* 1i1 POOL TI..::"..::. I U N U u u 11 W/PUBLIC WATER I 20' AINAGE Q =v w v w 150' EL 55.5 i I ASEMENT U o v v A Q. NO 0�- - - - - - - - - - - - - - - 4 54.8 :• LU EL 551000000 EL 56.3 U W—W �6Md W j ,�00!L1 20' DRAINAGE C I Z 00.00' Z 0,101.o o a o In 245.00' EASEMENT O C¢_, Q \,c,0 w4 j W O i GUTTER DRAIN p 3 0 " -o " 3 UNDERGROUND o > ry '� Z X D a o UTILITIES S51 00 00 W o am " -.1 O 110 O c0 .p , j3� -.IM N !Z 63.98 0� w,�.. U -- IHAR LANE �' `z� Of :N _ Ix CL 54.8 (THAR LANE) Co `� CL 56.3 a a m L.._.._.._.._.._.._.._.._.._.._.._.._, _,._.._,._„_.._.._.._.._,._.,_.._.._.,_.,_.,_.,_,._„_•,_,.JW j EXISTING WATER LINE ZONED AC FND. LOC. 03-11-16 NON-CONFORMING LOT REVISED 10-22-15 DWELLINGS FRONT 50' MIN THE WA R SUPPLY, WELLS, DRYWELLS AND CESSPOOL REAR 60' MIN W/PUBLC WATER LOC NS SHOWN ARE FROM FIELD OBSERVATIONS SIDE 20' MIN, 40'TOTAL -.a*- 150' wpm- NO OR DATA OBTAINED FROM OTHERS AREA: 59,755.73 SQ.FT. or 1.37 ACRES ELEVATION DATUM: NAVD88 ------------------- UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYORS EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. GUARANTEES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED AND ON HIS BEHALF TO THE TITLE COMPANY, GOVERNMENTAL AGENCY AND LENDING INSTITUTION LISTED HEREON, AND TO THE ASSIGNEES OF THE LENDING INSTITUTION, GUARANTEES ARE NOT TRANSFERABLE. THE OFFSETS OR DIMENSIONS SHOWN HEREON FROM THE PROPERTY LINES TO THE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE THE ERECTION OF FENCES, ADDITIONAL STRUCTURES OR AND OTHER IMPROVEMENTS EASEMENTS AND/OR SUBSURFACE STRUfURES RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PHYSICALLY EVIDENT ON THE PREMISES AT THE TIME OF SURVEY SURVEY OF: LOT 13 CERTIFIED TO: TIMOTHY EMMETT; MAP OF: WOODBINE MANOR FIDELITY NATIONAL TITLE INSURANCE COMPANY; FILED: DEC. 15, 1986 No.8239 SITUATED AT:CUTCHOGUE TOWN OF; SOUTHOLD KENNETH M WOYCHUK LAND SURVEYING, PLLC SUFFOLK COUNTY, NEW YORK Professional Land Surveying and Design { P.O. Box 153 Aquebogue, New York 11931 FILE # 15-37 SCALE: 1 =40 DATE: MARCH 15, 2015 PHONE (631)298=1588 FAX (631) 298-1588 N.Y.S LISC. NO. 050882 maintaining the records of Robert J. Hennessy & Kenneth M. Woychuk S.C.T.M. NO. DISTRICT: 1000 SECTION: 83 BLOCK: 4 LOT(S): 13 #R10-15—00 3q (VACANT) DRAINAGE SUMP LOT 19 EASEMENT 1V51000'00"E 154.69' EL .54.3 a , CP c o g � m EL 54.7 tV O 0 C EL 54.8 tV v n M "TQ i <� � ca m 3 LAND N/F 1 OF E & C PROPERTY HOLDING II INC. CA EL 55.1 LOT 1.3 VACANT S AGRICULTURAL EL 54.2 150' —► L.P. GAS �n 't erV EL 55.3 :i:`1 I WOOD DECK=� EL 55.3 �Jl 1 3 44.9' Ir n 1 •l.r. o L o 7 cWsa z i I� PA r +;.'S:<-n.:^r 2.w h.,•:':i:i:'i,Y:;i::ii,:: �^UWE{IBdG �.� . .y"-c 'fir_ -. . Eli -' — -- - - Z .2•.'`. •iL'21`o'�` '�d.:: .r.::;irri it i"f i(i it aCC�`i'ii?ii•;''{ c9 DRY WELL rr w I I EL 55.3 c•::::• D W 36.2 WELL i d� C I I EL 55.3 ry � ..wh CO { 5! Ea O 0 LOT 12 I ! �I EL 55.1 o> s ® j O a o ,� a Q� 4 BEDROOM SYSTEM j DRY` LL -� — _— — �aa a 1,000 'GAL. SEPTIC TANK (1) B'DIAx 12'DEEP LEACHING ti.' . —-`1' —— 5 DWELLINGS �i POOL r ;j..l."• i CO N c u u W/PUBLC WATER I I �.::;.•::; 20' DRAINAGE Q ?mow �rw 150' EL 55.5 ! ' -' •. EASEMENT :.. --- - --- -- EL! 0 �� W Quo �r"io I? o -- --- - -� -- — W S51 00 00 W EL 56,3 0 woia vm,� 20' DRAINAGE W.M. QQ,QQ� Zoo I� ����� EASEMENT Q" °� �m� 245.00' Q Q I Q c1 co h F Q X N': X UNDERGROUND o > » Q I GUTTER DRAIN c� g >o g UTILITIES S51 QOnQpQ W ® I mac Nm •z 63.96 I Q ACV.". " X CL 54.8 MAR LANE "`� (THAR LANE) CL 56.3 Q a^ m^ L.._.._.._.._.._.._ _.._.............. _.._.._.._.._.._i EXISTING WATER LINE' FINAL SURVEY 03-05-17 ZONED AC FND. LOC. 03-11-16 NON-CONFORMING LOT REVISED 10-22-15 FRONT 50' MIN DWELLINGS THE WA R SUPPLY, WELLS, DRYWELLS AND CESSPOOL REAR 60' MIN W/PUBLIC WATER LOC NS SHOWN ARE FROM FIELD OBSERVATIONS SIDE 20' MIN, 40'TOTAL 150' AND OR DATA OBTAINED FROM OTHERS AREA: 69,755.73 SQ.FT. or 1.3.7 ACRES ELEVATION DATUM: NAVD88 UNAUTHORIZED ALTERATION OR ADD177ON TO THIS SURVEY IS A VIOLA77ON OF SECTION 7209 OF THE NEW YORK STATE EDUCA77ON LAW. COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S EMBOSSED SEAL SHALL NOT BE, CONSIDERED TO BE A VALID TRUE COPY. GUARANTEES INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM 7HE SURVEY /S PREPARED AND ON HIS BEHALF TO THE TJTLE COMPANY, .GOVERNMENTAL AGENCY AND LENDING INST77UT70N LISTED HEREON, AND TO THE ASSIGNEES OF 'THE LENDING INS77TU770N, GUARANTEES ARE NOT'TRANSFERABLE. 7HE OFFSETS OR DIMENSIONS SHOWN HEREON FROM THE PROPERTY LINES TO THE STRUCTURES ARE FOR A SPECIFIC PURPOSE AND USE THEREFORE THEY ARE NOT INTENDED TO MONUMENT THE PROPERTY LINES OR TO GUIDE 7HE EREC77ON OF FENCES, ADD177ONAL STRUCTURES OR AND OTHER IMPROVEMENTS, EASEMENTS AND/OR SUBSURFACE STRUMRES RECORDED OR UNRECORDED ARE NOT GUARANTEED UNLESS PHYSICALLY EVIDENT ON THE PREMISES AT THE'77ME OF SURVEY SURVEY OF: LOT 13 CERTIFIED TO: TIMOTHY EMMETT; MAP OF: WOODBINE MANOR _ FIDELITY NATIONAL TITLE INSURANCE COMPANY; FILED:DEC. 15, 1986 No.8239 SITUATED AT:CUTCHOGUE rowN OF: SOUTHOLD KENNETH M WQYCHUK LAND SURVEYING, PLLC SUFFOLK COUNTY, NEW YORK Professional Land Surveying and Design P.O. Bog 153 Aquebogue, New York 11931 FILE # 15-37 SCALE: 1"=40' DATE: MARCH 15, 2015 PHONE (631)298-1588 FAX (63.1) 298-1588 N.Y.S LISC. NO. 050882 maintaining the records of Robert 1. Hennessy & Kenneth M. Woychuk New York State Insurance Fund e Workers'Compensation&Disability Benefits Speciaftts Since 1914 8 CORPORATE CENTER DR,3RD FLR,MELMLLE,NEWYORK 11747-3129 Phone:(631)7564300 CERTIFICATE OF WORKERS'.COMPENSATION INSURANCE A A A A A A 113573648 TURN-KEY MODULAR HOMES INC 225 BLOSSOM LANE SOUTHOLD NY 11971 POLICYHOLDER CERTIFICATE HOLDER TURN-KEY MODULAR HOMES INC TOWN OF SOUTHOLD 225 BLOSSOM LANE P.O.BOX 1179 SOUTHOLD NY 11971 SOUTHOLD NY 11971 POLICY NUMBER. • CERTIFICATE NUMBER PERIOD COVERED BY,THIS CERTIFICATE DATE 11346 626-3 433766 .02/20/20.1.3.T0'0WJ20/2016 2121201.5 THIS IS TO CERTIFY THAT THE POLICYHOLDER NAMED.ABOVE:IS INSURED WITH.THE:NEW.YORKSTAT.E.INSURANCE FUND UNDER POLICY NO.1346 626-3 UNTIL.02/20/2016; COVERING-THE ENTIRE.-:OBLIGATION fgF•'THIS!POLICYHOL4ER FOR WORKERS' COMPENSATION UNDER-THE NEW YORK WORKERS' COMP.ENSATION�"LA1iV.WITf�;RESPECT.TO ALL OPERATIONS IN THE-STATE OF NEW YORK, EXCEPT AS INDICATED BELOW. IF SAIDPOLICY'IS CANCELLED,OR CHANGED.PRIOR,.TO02/2020.16-IN SUCH. MANNER,AS,TO-AFFECT:.THIS;CERTIFICATE,. 30 DAYS NOT CE BY"'REGULAR NOTICE SO ADDREH EANGELGATION,,;:WILL.`.BE GIVEN'TO THE':''CERTIFICATE. HOLDER..:ABOVE. SSED SHALL BE SUFFICIENT-COMPLIANCE `WILti THIS PROVISION:. " THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS NOR:INSURANCE COVERAGE UPON THE CERTIFICATE HOLDER. •THIS CERTIFICATE. DOES , NOT: AMEND, EXTEND` QR ALTER THE COVERAGE AFFORDED BY THE 'POLICY. NEW YORK STATE INSURANCE FUND U DIRECTOR,INSURANCE FUND:UNDERWRITING This certificate can be validated on,our web-site.at.https://www.nysif.com/cert/certval:aspsor,.by calling(888):;87M79Qi VALIDATION NUMBER:, 118045 U-26.3 o® CERTIFICATE OF LIABILITY INSURANCE °Aj�, ,°"s"' THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY TRH POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING,INSURER(SI, AUTHORIM REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMP)RTANT: If the Certificate holder Is an ADDITIONAL INSURED,the policy(ies)must be andersed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement A statement on this Certificate does not confer rights to" certificate holder in Feu of such endomemerift CONTACT PRODIXER Liberty Mutual Insurance NAMP_ PO Box 188065 PHONE Fairfield,OH 45018 E�1mL 800-962-7132 w H . aoD-ass-sass D11Ess: CLSerAceCenter Libe Mtitual.com INSURER AFFORDING COVERAGE LIAIC# INSURE+A: Peerless Insurance Company 241W INSURED INSURER B: Turn-Key Modular Homes Inc. 225 Blossom Lane Southold NY 11971 n+SURERD: INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER. 2522t sm iREVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANOING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS. EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAtMS. IN R TYPE OFINSURANCE t L POLICY NUMBEA DCY EFIL�Y F7(P LIMITS A COMMERCIAL GENERAL LIABILITY GL8280663 61912015 6/912016 EACH OCCURRENCE s 11000,000 CLAIMS-MADE' a OCCUR I PRE1.nAG =1I:ffUe 3 300.000 MED EXP(Any one person) :3 15,000 PERSONAL BADVINJURY S 1,000,000 GSITL AGGREGATE LIMIT APPLIES PEA: GENERAL AGGREGATE S 2.000,000 POLICY❑� LOC I PRODUCTS•COMPIOPAGG 5 2,000,000 OTHER S I AUTONOOM LIABILITY I C(9�D L 1 S ANY AUTO ,BODILY INJURY(Per per;oni $ ALL G MED SCHEDULED 1 BODILY INJURY(Pereco1 4 S AUTOS AUTOS NON-OWNED PROPERTY DAMAUE f ' HIRED AUTOS 'AUTOS ecrJtlem ,�- _ I s UMBRELLA LIAR =UR I EACH OCCURRENCE S EX=S LIAR CLAIMS-MADE AGGREGATE S DED RETENTION S i WORKERS COMPENSATION I i j R - ANOEMPLOYERXLIABILITY Y1N1 ANY PROPRIETORIPARTNERAO(ECUTNE 1�''''��r E.L EACH ACCIDENT S OFFICERMIEMIRER EXCLUDED? ,E]N r A. (MyyaesnssdAoryIn%NJ E.L�SFASE-Fl1EMPLOY b DESCRIPTION OF OPERATIONS ee. I E.L.DISEASE•POLICY LIMIT S DESCRIPTION OF OPERATIONS I LOCATIONS y VEHICLES OCORD 101,Addlllaoal Ramuft Sehedute,may be attechad H more apace Is rMired) CERTIFICATE HOLDER CANCELLATION SHOU LD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Town of Southold THE EXPIRATION DATE THEREOF, NOTICE VALL BE DELIVERED IN PO Box 1179 ACCORDANCE WITH THE POLICY PROVISIONS. 53095 Route 25 Southold NY 11971 AUTRORLMDRIIPRESEUTATIVE _ Tim Bell ©1088-2014 ACORD CORPORATION. All rights reserved. ACORD 25(20141011 The ACORD name and logo are registered marks of ACORD 25225364 1 15-16 Master Cer.ificate Tim 1301 1 6/23/2015 L:35:22 PH IPDT) I Pepe I o= 1 Z'd 060LL8Z609 aelnpoNl AeNuanl r=� r ' NYS Permit Submittal for 120 3sg High-Wind Job-#32004 08/31/15drm Builder: Customer: Turn Key Emmett ame: ame: Site Address: 805 Thar Lane treet: Cutchoqque, NY 11935 I own, State, Zip: 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, 2016 NYS High-Wind Submittal Index Index: NY Design Specifications-Attachment- 1 Design Specifications-Attachment-2 (1 sty sw& mw opening hdrs) -3 (2sty sw& mw opening hdrs) Referenced System Calc pgs Area Site Map NYS "Notice of Approval" letter for system approval NY PE calculations NY PE calculation summary Fastener Cut Sheets REScheck Compliance Certificate& Checklist NYS "Truss ID Notice" Truss Manuf. Details System Drawings Cover Sheet - 1a Floor plan(s) High-wind plan(s) Factory Shearwall-and Connection Summary 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. NY Design Specifications - Attachment-1 08/31/2015drm Home Ident. (Job No.): 32004_000 Site Location: Cutchoque, NY 11935 Suffolk County 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: 1st Sty Floor Plan Foundation 2nd Sty Floor Plan (4)Elevations 1 st Sty Electrical Plan Truss Detail(s) 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. n 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 IS 2/1 8'-5" 12.1.1.k C 3-2x10 SPF 2/1 101-4" 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.g 9 1-1.5"x18" LVL 18'-8" 12.1.4.g J 10 1-1.5"x20" LVL 20'-7" 12.1.4.g .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 anyway. Design Specifications - Attachment'3 35 Ground Snow- 28 Wide - Two Story - 5-7/12 Exterior Header Schedule Symbol Header Max. Span Calc Ref A-1 3-2x6 SPF 2/1 4'-10" 12.1.2.k B-1 3-2x8 SPF 2/1 6'-1" 12.1.2.k C-1 3-2x10 SPF 2/1 7'-5" 12.1.2.k D-1 3-2x12 SPF 2/1 8'-8" 12.1.2.k E-1 3-1.5"x5.5" LVL 61-4" 12.1.2.o F-1 3-1.5"x7.25" LVL 8'-5" 12.1.2.o G-1 3-1.5"x9.25" LVL 10'-8" 12.1.2.o. H-1 2-1.5"x11.25" LVL 11'-3" 12:1.2.g 1-1 3-1.5"x11.25"LVL 13'-0" 12.1.2.0 Marr Wall Header/Beam Schedule Symbol Header Max. Span Calc Ref 1-1 1-2x12 SPF 2/1 4'-9" 12.1.2.o 2-1 1-1.5"x11.25" LVL 8'-7" 12.1.2.g., 3-1 2-2x6 SPF 2/1 3'-9" 12.1.5.k 4-1 2-2x8 SPF 2/1 4'-9" 12.1.5.k 5-1 2-2x10 SPF 2/1 5'-10" 12.1.5.k 6-1 2-2x12 SPF 2/1 6'-9" 12.1.5.k 7-1 2-1.5"x9.25" LVL 9'-6" 12.1.5.o 8-1 2-1.5"x11.25" LVL 11'-6" 12.1.5.o 9-1 2-1.5"x9.25"&11.25 LVL 13'-6" 12.1.6.g 10-1 3-1.5"x9.25"&11.25 LVL 15'-7" 12.1.6.k Attachment-3 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. SUMMARY OF FIRST FLOOR GIRDER SPANS Unit Width: 28' Pg= 35 psf Type of Unit Two-Story Snow Live Load: 40 psf Number of Stories: 2 Number Size Species, Grade Maximum Span 4 2x8 SPF#2/#1 64" (5' -4") 4 2x8 SYP#2 67 3/4" (5' -7 3/4") 4 2x10 SPF#2/#1 76 1/2" (6 -4 1/2") 4 2x10 SYP#2 79 1/2" (6 -7 1/2") 4 2x12 SPF#2/#1 87 3/4" (7' -3 3/4") 4 2x12 1 SYP#2 92" (7'-8" 6. 2x8 SPF#2/#1 75 1./2" (6'-3 1/2") 6 2x8 SYP#2 79 1/2" (6' 7 1/2") 6 2x10 SPF#2/#1 91" (7' -7") 6 2x10 SYP#2 94" (7'- 10") 6 2x12 SPF#2/#1 104 3/4" (8' -8 3/4") 6 2xl 2 SYP#2 109 1/4" (9'- 1 1/4") 4 1 1/2"x 7 1/4" Microllam 76 1/2" (6' -4 1/2") 4 1 1/2"x 9 1/4" Microllam 97 1/2" (8'= 1 1/2") 4 1 1/2"x 11 1/4" Microllam 118 3/4" (9' - 10 3/4") 6 1 1/2"x 7 1/4" Microllam 90 3/4" (7'-6 3/4") 6 1 1/2"x 9 1/4" Microllam 115 3/4" (9' -7 3/4") 6 1 1/2"x 11 1/4" Microllam 140 3/4t' (11' -8 3/4") Notes: I 1- The Deflection Limit is 360 2- Spans are Based on Using a 1/2"x 6"or 9"x 12" Minimum Steel Plate on Top of a Steel Column in Basement Provided by the Builder. 3- Equal Or Better Material May Be Used. 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 anyway. Muncy Homes, Inc 11/17/2009 5.2.1.c CENTER GIRDERS See P.D.S., Supplement#3,Section 3.5.1 Effective Width b-2 N.A. Girders I I I I I Column Spacing - i i Notes: 1- Modules are constructed with the subfloor glued and mechanically fastened, to the joists and girders. In addition,the girders are mechanically fastened to each other in the factory and bolted together at the construction site. The girders are not acting alone in resisting the axial loads, but in conjunction with the rated subfloor material. 2- The splices in the girders are located a minimum of 2 feet apart on each module. The location of the girder splices in relationship to the columns is not critical and does not compromise the structural integrity of the unit. 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. Muncy Homes, Inc 11/16/2009 5.1.1.2 Project:Stair Openings -=-. .•.Richard Bird Location:Stair Header triple for 8'-9"header span_13.75w_Support 1st&2n �'Muncy Homes, Inc. Multi-Loaded Multi-Span Beam 1567 Route 442 or [2006 International Residential Code(2005 NDS) -�:<Muncy,PA 17756 ry •. (3)1.5INx9.25INx8.75FT - #2-Spruce-Pine-Fir-Dry Use StruCalc Version 9.0.1.7 9/17/2015 3:37:25 PM Section Adequate By:10.9% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN U844 Dead Load 0.05 in _Total Load 0.18 IN U593 Live Load Deflection Criteria: U360 Total Load Deflection Criteria:U240 REACTIONS- A_ B Live Load 1715 lb 1715 lb Dead Load 724 lb 724 lb Total Load 2439 lb 2439 lb Bearing Length 1.28 in 1.28 in BEAM DATA Center Span Length 8.75 ft Unbraced Length-Top 0 ft 8.75 ft Unbraced Length-Bottom 0 ft Live Load Duration Factor 1.00 Notch Depth 0.00 77 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 392 plf #2-Spruce-Pine-Fir Uniform Dead Load 158 pif Base Values Adjusted Beam Self Weight 8 plf Bending Stress: Fb= 875 psi Fb'= 1107 psi Total Uniform Load 558 pif Cd=1.00 CF=1.10 Cr-1.15 Shear Stress: Fv= 135 psi Fv'= 135 psi Cd=1.00 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Min.Mad.of Elasticity: E_min= 510 ksi, E_min'= 510 ksi Comp.1 to Grain: Fc-1= 425 psi Fc- 425 psi „� = I L f " < N. Controlling Moment: 5336 ft-Ib 4.37 Ft from left support of span 2(Center Span) ¢ _ ' fY�.. �%:tom":,•'".`e t��';T. Created by combining all dead loads and live loads on span(s)2 <." ;;^'•-,a= Controlling Shear: 2049 lb At a distance d from left support of span 2(Center Span) Created b combining all dead loads and live loads on span(s)2 " Y 9 Comparisons with required sections: Read Provided > Section Modulus: 57.85 in3 64.17 in3 Area(Shear): 22.77 in2 41.63 in2 Moment of Inertia(deflection): 126.59 in4 296.79 in4 09/21/15 Moment: 5336 ft-lb 5919 ft-lb Shear: 2049lb 3746lb NOTES 40 psf LL applied to Liv/Foyer&2nd Flr Sitting Rm. - 10 psf DL applied to Liv/Foyer&2nd floor Sitting Rm.. 30 plf DL stair wall included per floor. 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. Project:Stair Openings -- Richard Bird / Location:Stair Girder_Dbl for 8'-9"header span_13.75w Support 1 st&2nd ?" Muncy Homes, Inc. Multi-Loaded Multi-Span Beam 1567 Route 442 of (2006 International Residential Code(2005 NDS)] '" ° =x,Muncy,PA 17756 (2) 1.5 IN x 9.25 IN x 13.13 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 9.0.1.7 9/17/2015 3:46:50 PM Section Adequate By:28.8% Controlling Factor: Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.34 IN U464. Dead'Load 0.15 in Total Load 0.49 IN U323 Live Load Deflection Criteria:U360 Total Load Deflection Criteria:U240 1 REACTIONS A B Live Load 789 lb- 1635 lb Dead Load 334 lb 765 lb Total Load 1123 lb 2400 lb Bearing Length 0.50 in 1.07 in BEAM DATA Center Span Length 13.13 ft M..... . . . Unbraced Length-Top 0 ft 13.13 ft Unbraced Length-Bottom 13.13 ft Live Load Duration Factor 1.00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 54 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 14 plf Base Values, Adiusted Beam Self Weight 7 pif Bending Stress: Fb= 2900 psi Fb'= 2996 psi Total Uniform Load 75 pif Cd=1.00 CF=1.03 Shear Stress: Fv= 285 psi Fv'= 285 psi POINT LOADS-CENTER SPAN Cd=1.00 Load Number One Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Live Load 1715 lb Comp.--to Grain: Fc- L= _750 psi Fc-1'= 750 psi Dead Load 724 Ib Location 9.8 ft Controlling Moment: 7376 ft-lb TRAPEZOIDAL LOADS-CENTER SPAN 9.72 Ft from left support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)2 Left Live Load 0 plf Controlling Shear: -2331 lb Left Dead Load 30 plf At a distance d from right support of span 2(Center Span) Right Live Load 0 plf Created by combining all dead loads and live loads on span(s)2 Right Dead Load 30 plf Load Start 9.8 ft Comparisons with required sections: Read Provided Load End 13.13 ft Section Modulus: 29.54 in3 42.78 in3 Load Length 3.33 ft Area(Shear): 12.27 in2 27.75 in2 Moment of Inertia(deflection): 153.57 in4 197.86 in4 Moment: 7376 ft-lb 10681 ft-lb Shear: -2331 lb 5273lb NOTES 40 psf LL applied to Liv/Foyer. 10 psf DL applied to Liv/Foyer. 30 plf DL stair wall included. A Warning:It is a violation of the NYS Education Law Article 145 for any person, 09/21/15 unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. ,. 40 say rr,ar fan ' 4 '40 h a r L n A� C2015Googie C C4 looQlc earth ! • 11 STATE OF NEW YORK DEPARTMENT' . OFSTATE ONE COMMERCE PLAZA. ANQREW M, CUOMO 99WASHIN'GTONAVENUE, 'GOVERNOR ALBANY,.NY 12231-OOQI GESAkA. PERALEO MKIDOSAY.GOV. 'SECRETARY wi STATE NOTICE Of APPROVAL This notice serves to inform the.local Code Enforcembrit'Official that the NbW York Dop.Irtrne0tof State(DOS)has reviewed and approved 'plant, as 'authorized: pursuant to 179 NYCRR Part 1209, Regulation-and Fees for Factory Manufactured Homes, t9 allow.the construction of single family.homes, two family and/or other modular buildings.or components in,-compliance with the State:Uniform.Fire Prevention'and Building Code, as described herein: n: Manufacturers Name: MUncy Homes; Inci 1.567 PA Route-442 East P.O.. Box 325 Muncy, PA-17756 Building Description: Detached One and Two-Family Dwellings and Multiple Single-Family DWellings (townhouses) Approval'Nufnb&r., New,,System Number: MI:387..-2015-021 M'odificafions.to.: Previou.slyApproved'System of Models M.1387-027'070'. Applicable Code: :Residential Code of New.York State 2010(RCNYS 201:0) Expiration-Date: December 15, 2016 Maximum Ground:Snow Zone: 90 PSF Seismic Design:Category: Aj B,C, DO. Basic Wind Speed, 120 MPH Maximum Exposure'Category, Ai 0,or C DOS Contact P&som Edmund F. Girzon0, R.A. Additional Conditions.' None - Approval'Date: February 20r,'20.16 Ronald Piestee, AIA Director .A copy of this.Notice of Approvaf:sfiaft ac66mpany:pll plans"and specifications submitted.as part of a.permit application. Plans,should not require a DOS seal.provided the.registered desigm professional:references the approval number and certifies that the pjans.1-and spe6 ifications.-,conform to the plans and specifications approved by and'on file with the DOS. The f6llowfng.stati3merif rrfay.be used to.Provide this teftificatl6n: "The',01pris and specification' .this.permit&I t 7 set:are d666d ftdin and consistent tent I with the;skslemssdt of plans and qpecification4ap .andon Ne with the Department ofStatp,which were;approved on proved, Fbbruary,.W, 20t5,under.systems;numberM9387-261,5-021" Ttfe a0provalAdentified above is limited to alf-c6ristruction.that tak6s:016ce iff,the factory.Site irelated'w6rk inciii'ding lnstpllatioh and -connection of the. bdildf�ci6ndidr,c6ih6646fits,fou'nd5eibns,.me'd'hani* f.co"*ne�tio�s.�i�i��,d6cksi4t6.j�lthe,fFiiboh*�ibii�t 6f the:!Code:Enforcement Official:The presence .'j,the' 7 ..qa . n y o nsi nia of approval shall be presumptive evidence that the factory,manufactured home or component with the provisions of Ihe, g 2010, RGNYS.If.the code:enforcement official believes that any factory manufactured component is In violation,of one or more-provisionsof the,RMS",he/she should contactfthe'DOSIor further re Vi&W bridlor determination: MY ORIC Department ATE IF Oppo(JTUNITY: of State REScheck Software Version 4.6.2 Compliance Certificate 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. � ,;�'� ,,,PIi L/;�� � Project #32004 000 (Job 5/N) Energy Code: 2010 New York Energy Conservation ,. Location: Suffolk County, New York Construction Type: Single-family Project Type: New Construction , Conditioned Floor Area: 2,750 ft2 Glazing Area 136% Climate Zone: 4 (5750 HDD) 09/21/15 Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: Customer: Emmett Builder:Turn Key D Mincemoyer 805 Thar Lane Muncy Homes, Inc. Cutchogue, NY 11935 1567 Rt442E NY Muncy, PA 17756 Compliance: 14.0%Better Than Code Maximum UA: 486 Your UA: 418 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 Area Cavity Cont. As�emblv or U-Factor UA Perimeter Ceiling 1: Flat Ceiling or Scissor Truss 1,320 38.0 0.0 0.030 40 Ceiling 2: Flat Ceiling or Scissor Truss 110 38.0 0.0 0.030 3 Wall 1: Wood Frame, 16" o.c. 900 21.0 0.0 0.057 40 Comment:front Window: 8-38 x 59 U: Vinyl/Fiberglass Frame, Double Pane with Low-E -125 0.310 39 Comment: f 8 Window: 1-DH6857ARCH U:Vinyl/Fiberglass Frame, Double Pane with Low-E 36 0.310 it Comment:f 1 Door: 1-64 x 80 2 Sidelites: Solid- 38 0.230 9 Comment:f 1 Wall 2:Wood Frame, 16" o.c. 64 21.0 0.0 0.057 3 Comment:front proj Door: 1-32 x 80 9 Lite: Solid 19 0.320 6 Comment:f 1 Wall 3:Wood Frame, 16" o.c. 900 21.0 0.0 0.057 41 Comment: rear Window: 3-30 x 37 U: Vinyl/Fiberglass Frame, Double Pane with Low-E 23 0.310 7 Comment: r 3 Window: 8-38 x 59 U:Vinyl/Fiberglass Frame, Double Pane with Low-E 125 0.310 39 Comment: r 8 Door: 1-72 x 80 Vinyl SGD: Glass 40 0.290 12 Comment: r 1 Project Title: #32004_000 Oob_S/N) Report date: 08/28/15 Data filename: OAPremier Data\REScheck 32000\Untitled 4610 drm.rck Pagel of 2 Gross Area Cavity Cont. Perimeter Wall 4: Wood Frame, 16" o.c. 64 21.0 0.0 0.057 4 Comment: rear proj Wall 5: Wood Frame, 16" o.c. 516 21.0 0.0 0,057 28 Comment: left Door: 1-32 x 80 9 Lite: Solid 19 0.320 6 Comment: 1 1 Wall 6: Wood Frame, 16" o.c. 516 21.0' 0.0 0.057 26 Comment: right Window: 4-22 x 59 U:Vinyl/Fiberglass Frame, Double Pane with Low-E 36 0.310 11 Comment: rt 4 Window: 2-38 x 59 U:Vinyl/Fiberglass Frame, Double Pane with Low-E 31 0.310 10 Comment: rt 2 Wall 7: Wood Frame, 16" o.c. 200 13.0 0.0 0.082 15 Comment: bsmt level stair area Door: 1-30 x 80 Blank: Solid 18 0.160 3 Comment: bsmt level stair area Floor 1: All-Wood joist/Truss, Over Unconditioned'Space 1,389 19.0 0.0 0.047 65 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 4.6.2 and to comply flMr$&jaa9datory requirements listed in the REScheck Inspection Checklist. cn=Darryl Mincemoyer,o,ou, Darryl Mincemoyer ., Dar lMincemoY 9 9 er-En ineerin z....email=dmincemoyer@premier-builders.com,r—US rY ems na�a i a•n•nc_nann Name-Title Signature Date Project Notes: 1- Calcs reflect only that portion of the unit assembled in the factory&included in the REScheck. Should further living space be added or finished a new REScheck shall be completed by others. 2- For unconditioned basements & cape roofs spaces, the builder shall enclose basement & attic stairs. The walls surrounding the.basement& attic stairs shall be insulated & protected with a vapor barrier. The bldr is responsible for supplying all materials. 3- In houses that have factory installed floor ductwork, the bldr shall be responsible to install the insulation floor insulation under the duct. 4-An IRC & IECC Air Barrier& Insulation Checklist is partially completed in plant&supplied to builder with final house packet for on-site completion by others. Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in anyway. 09/21/15 Project Title: #32004_000 Qob_S/N) Report date: 08/28/15 Data filename: 0APremier Data\REScheck 32000\Untitled 4610 drm.rck Page 2 of 2 2010 New York Energy Conservation Construction Code Energy Efficiency Certificate Above-Grade Wall 21.00 Below-Grade Wall . 0.00 Floor 19.00 Ceiling / Roof 38.00 Ductwork (unconditioned spaces): ®ee . e Window 0.31 Door 0.29 . . _901 gepn Heating System: Cooling System: Water Heater: Name: Date: Comments Warning:It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. -� MITN�Y HO►1�ES,, INC_ .1567•Rouly.t;J2$igh`vay 2Koury'�A 17756 mu..ncy Homes i► Superior Builders; t Premier.Euil'ders DATE: 08/28/15 JOB#: 32004 BUILDER: Turn Key The following information is being provided by-the modular manufacturer to aid the Builder in completing the NYDOS required Truss/Pre-Engineered Lumber/Timber Frame Notice per Title 19 NYCRR Part 1265. The Builder shall be responsible to complete the remaining information on the required form and shall submit the completed form to the Authority Having Jurisdiction upon application for the Building Permit. PLEASE TAKE NOTICE THAT THE : (check each applicable line) New Residential Structure ❑ Addition to Existing Residential Structure ❑ Rehabilitation to Existing Residential Structure TO BE CONSTRUCTED OR PERFORMED AT THE SUBJECT PROPERTY REFERENCE ABOVE WILL UTILIZE: (check each applicable line) Q Truss Type Construction (TT) ❑ Pre-Engineered Wood Construction (PW) ❑ Timber Construction (TC) IN THE FOLLOWING LOCATION(S): (check each applicable line) ❑ Floor Framing, Including Girders and Beams(F) Roof Framing(R) ❑ Floor Framing and Roof Framing(FR) r Job TT— oty 1''� MP'S2!2 6.$304 HM585820 HINGE MONO I � FIM'26--28`-60/9'0 Jrilversal orestPmdUdslnc.,GrandRoplds;M149525,M1kePeden 725Da Sep'272012NfiTekinduddes,Inc.Thu Jun 2001k27.4110t3 2.610 11-24 �S3 5. Aft CaitttieVet SMHiSK Detaii- 4,. qq 10 1 G=1=12lo340 i 7.00 Fj2 A44 Opt: N. REACTIONS. 01;t o C6t-ofl". 2' c, Maf.Fl02'&-157(L:C 13),'1=498(LC9): f"� 1. M'ac Up597=•46:(Ld 91,1=-536(LC 9) 0iD.12'.ppt. 0•¢i4 ob, MaSOra67=74ftLC.16),:1=1d94(LC=17) ^t-KN 3x611'SMH18D OCtdORt 2 3� � vi 4y1W3' 9 m 3 5x511 B. 1.1 3xS�' 2x5.1h 5x711 11-1=12 6a8 it 2=4-id' 1 11-2-10 ,r 13=10=12 late Ofraels 1:0.5.0Ed i'42- 011- '205 01= .4.OD00.1• 7:0.34 8-1 RD-3.1 0-t-0 SPACING:2-0.0 SPACING:.Y 4.0, SPACING:1>0-0. CSI utpL in oc LOADING(pdy LOADING(psj)c LOADING:(pso. [< ) Well Uld PLATES; GRIP- TCLI 4f%2 TCLC 69>3' TCLL g2;4 Pleteslncrease. 1.16 TC, 0:54 Ved(Ly -0.39• '7-S A410 .240, MTjG ib7/144. (GroundSnow-60:0): (Ground.Snair90.0)• (OloundSnbv�110:0) LunUor•Increase• 1.15 BC, 0.56: Yed(TL} •065 78 �244: 180 MT1RIs 197l1'44 TCDL 7.0 TCDL 10:5 TCDL 14.0t Rep Stress tncr, 'YES WB .052 Horz(TL) 0:00 / n!a tifa: BCLI 0.0'' BCLL 0 0' BCLL 0.0.' Oode 1802009ff 1 D (Matrh) Weljt:9 lb, 8CDL to- B bi- 5.0< '8CDL 20,G .LUMBER BRACING TOP CHORD,249'SPFNo.,2*Except' TOP.CNORD Slructuralevaod:sheathlhg'dlredly'applied or6.0,0.ocpuftins;gceptendvedleals, tp) T2:2x6 8PF 2100F 1.8E,T3 2(4 8PF No:2 BOT CHORD Rigikelling'duectly.appried or 7•'6;15 be bracinj, BOT CHORD 2x8 SP'OSS WEBS I Am4afiridpt 4;9, WEBS 2(3SPF.stud`Exsepd' W3:..NIDSP DSS REACTiO'hS 01size) 1=77610 3-8•.(rrtir 0.1=76);7=738ft 3.8 (Mn a1-11),&--mrtechartcai �a\111 UE Max Harz 1=498(LC gly,:Pc-158(LC 13) MaYllplift1=�325p-C,9);;7=•5T7(LC� :S,-" Ls-: Ma<Orav_1=1239(LCilj,7=1073(LC17} p.' KEV11611",j/?/• - FORCES,oy bladrruMeompresstordtAailrriuniTension FREPAA. ''xri TOPCHORD t•2=42915,2-3=•Ill 2f167,Ti0==959f86,4=10=-551y95;4�5=-377181,5.6=•189J89,,7-9=•760t490 - V ;(,>jj(, ; BOTCHORD: •1•lr•323r501,13-14=-3231501,44.15=-3231501,8-I6=•32W501,.8-f1=-2971461,ti-12=-2971461,7-1r-297f461 �Q UVIL" � WEBS Z8=-973t641,.4=9>80573 9-�:' REQUIRED FIELD JOINT CDHNECTIONS• -tdaxlrrvmConpresss�n(Iby MattmrmTendon(dty MatiimrmShear pb})M'aztrrairn MomerR'(grGn)• p � � 'C>=245�8Tf99f 0,:9=6881573t461t0. NOTES. ,1):Dada;0.3.14 length x 0.0,-12 deep dada 6�1-8 and&,48 to left edge from JDint t.on tho bottom tees 2).WhidyASCE7.05;;120mptn.f2secondgusq. 24ino.c:;TCDtr2:ipst BCDLr3:opsf:.(Rfl-::147mph;QiCnoc.;TCDL=3:1psf BCDL=4:5ps1);(AIL 150gph Qi2ino,c.;:TCDL_4ss2ps(;BCDL=6,0psp;:b 09;';Catlf,:Ekpq;enciosed 6WfRStitrtrrise),gatite end zone'and Q-*G xteriort2lzona cardilavert�i 6 P���ZB� expnsed,:C C for rtlerrbers.andfore2s&MWFRS for reaegons:shotMA'Lurrdaer DOL 760 ptate.grip DOl 1;60_ ,� 3j TCtJ_ASCE 7-05;Pg=EO.O,psf(giound;snovQ;:Ps=46:2 psf Uoof snmy;:Categary 0 L71p C;.Parlia6y E7ip.;.Ct=1:1 4)R6of,dE4gri•snovVIoad has been redticed.to account rd.slope. 5)Unbalanced snovvloads have been considered for bils`design: S)Tlils truss has been designed for bask ioad'co4itihations,nthkh,IWude cases%fih reductbns for•mullple concurrent lye loads. E-signed by Kevin.Freeman 7):Ailpktes are,MT20 plates,untess.o0tenvfss tfidicaraq:. e)Seo BEHIB t)ETIIILS forplbte:ptacener4: ttll[dir► r- 9)PrWlslons riwst l 'ritade to piegard lateral moletivrd:othtrlged ri errfier(s)tlurktg varupartation: j!t' '. �'` �`°�. t,Op'dg:adr4itonal.rcerrbercenrreeti6nsshalt.beprwide0bl;othersforforces'as&sdlcated. 1;ilThlstNsshasbeer7gesUjrradfacai0.0,psfbatlorrichardlNaloadnoneoncurr'eptti�hanyother:Weleads 12)'ftFsttusshas beert d�s hed fora fue load'of 20:Opsf"ai4.i�boffom ehard'irrall aressiheie a Wangle M-0 tag by 24;0 Wela-ita fit liblt en'lhe bottom 44.0. CIS RED' Q cnordatfd`aryolhef..members°netieeDt=:10.Opst, 0 . PH ION 13)Prnuhie rtecliardeal'eormecilan(byalhers)otbussdo beating,plate capable of ithstandbrg:325lb.upffl at)olntl ard.571 lb upiki at jolyd 7. o t 41.ThisCrusshas been desigrred gi accordance:wdh the20691BC,SecOon 22014:6,2009 IRC Sedon 802.10:2. R . /�,InOteLOADCASE(8)seWon;toads;appaedtothefaceofthdYussw6 noted astrdrd(j:Di back(B): :i i 4VIN:V4-i FR EMAN t6):Th1s truss has 6eeri designed bt accefdance web tha:2006 180',Sec:23014..2;.2000:IRC Sec W 2:1 R2 17};Ttdsitusshas';tieendesi9'n9dt¢_rriaet1he200318C'3�ti0n;2300'107;1;:2G031RCR8021G:2,".' _.:- . ,''�� ,� - 1,8)TatcepreaauOM.tokaeplhechordsiin.illene;,eriybendMgortwEsrh6bflhehingepiatamrstbe_regalredpetoralirebW6dfigiapiRi�ta,seiVlca. RHO 19Ar }The tieid nslafted.members arean integral part of tha tfius:design:Retain a design prefesslonat to specify final field connections and temporary,suppod � + AlIlick ristaNdiiemiSeISmustIinl y1aat red prior to appyingair/(94ding(0•tiletruss:Thisdeshjrran0ctpalasttia0nalsefposmon. L 1t 20};Besedrrnll'4685812 21)Updafe8ifurlbet The profmslonalengtneorl seal Indicates that alkensed'professional hasrevlmd the deslgn under the standards referencedwahin this docurrerd,.. 6f26'2D73 notnecessat%1!a curraN state building oodO.:Ttfe engeneedng'seals not'an.approvat tb use ln.a;speckle stata 7he,fln"al daletminallonron;"Oher. a Wes design ts.acceplable under the localll adopted building case tsst w1h the buldtrigo0ktal or designsisd.apiolntee; WARNING Verif cfes/jn araTneters.anc!REAQ:N0' TES U"yersafForest Products;:tnc, 2801 EAST,BELTUNE RD,NE y g PHONE:(616}364-'6161 PAX(616)•365v0060: GRAND:RAPID8,M141525 T.tds'bullding6*6hent has only:beandestgnedfar.the loads noted'an this draahrrg. Constructionafndifiling:fdreeshavo'notbeericanst8ered..Thebuader.'Israspons3tiie •for Iiftirig methods.and 5ystern dosGjn.Butdet iesponsl�IGtles are defined uii�r TP11.Thisdeslgn�6asetl any upon patarfieters shown,and lsfor` arrfndivtduai buHding cniTlpanent'to Ge:(nstalhid and'fosdedvei0caay jippilcabiliy 0f.dasign para`rrieters and,properincapara0on of coriiponc�t(sresporisibi6lp ofbu0ding° designer-nottrussAeslgne.i.8racIng.shovnibfotiateralsuppori•aftndlr[dual 4b;members;ordy:Add3tonaltethpaary'I e.IngtolhsufeslabiRjrdur(rigconstructfon is the tesponsiUady.ofthe erector.Additional permanent bracing.of tho•overal structure is the responslbt,0y of;ihebdatling designer.For'general'guidance.regarding' fatiitcaUon,quatAycontiol,storage,dellvory,.ereciton,an'd'bracing,cansiiBCSIl08'.frou6 Vt006 Truss,Comichofkmedca.and Truss'P�fe institute.Recgrnmendatlonwaaatile from.WTCA;8300 Enterprise W;'hfadison,WI:53719 J:isuppotiltiiteRSirpplt0tY4itatesWtp.tile oQ copyrlghf 2013 by:.Untversal Forest:Produc(s tine Muncv Homes, Inc. 8/01/2013 1;2.9.a UNIVERSAL FOREST PRODUCTS,INC. Job Tniss Customer' r1fG 68804 HM585820' 6MP 1212 The professional engineering sea]indicates that a licensed'profess!drial has.reviewed the design under the standards rsferenced i+rithin•this document,not necessaiN the current stele building code..The'engineedtg seal is notan approval'to-use a:deslgn in a specific state..TheTnai determination on vYheiher.a Ass desigmis'Acceptable under the looaili adopted building code rest vrith the.building official or designated appointee. .,�;tittillltltrrfrlti� �. �" Q,,•1,tit �� 'i�(�j� '..`�! M•'`' w ,S• N ;� ►�ti .,Qfi.DP;.• .�'���+V s NALG' �!l+iruiatS}�� �1 0lr1AL. �4F5SlONa . Corporate Engincerilig. 230,1 East Bcltliuc, NE -Grand Rapids,N1149525-9736(61'6) 364-6161 Fax(616)365-0060 o.t{)r:com Muncv Homes, Inc. 8/01/2013 1.2.9.b Jab Truss Truss Type Qty Ply SMP 212 53116 P968101 PEAK 1 1 78-Single Box-14':46/65 PA13500 .Page oft Universal Forest Products Inc.,Grand Rapids,MI 49525,Peg Beckett 7.130 a Apr 282009 MiTek Industries,Inc.Id Oct 0907:45:29 2009 Page 1 7-0.4 U-10-6 i This print replaces print issued 1015109. a, Q ALT.CANTILEVER CONDITION 5 8 REACTIONS _Max Harz 13=404(LC 6) 1'1q) 14 9 15 i'i Max Uplift13=546(LC 8),10=571(LC 9) BEH18E nJ BEH18 'lax Grav13=697(LC 17),10=711(LC 18) 12.DD 12 4 6 •D opt cut-off Connection Detail BEH16D 3x7 11 3 B EH2x5 I 7� m � 2:::: x a o 4x5'- 3%5\\ 2 Non-alandmd connection.Hama nuvmfacWrer N 1' 1 1 as W4 9 $ ahauld wnauka quaGrmd dacign pmf-hpol to dadgnthlawmecfton. 2d11 11 B1 1'� la i canmadanahaaidbadadgnadtaauwmn. 13 12 11 10 3729 adalf e-dn 3950ah-rfamo. 3.5/8"x 3/4"Da o 3x8 II 3x8 II 518"x 314"Dado 0-t1121.2.13 , 3.2-2 4-11.2 4-4-15 ' 13.1a•12 ' -NOTE- Temporary support may be required at ad-span to resist defection during storage,transportation and setup.Temporary support(s)may be removed after the roof Is raised and all field connections are complete.The feld Installed members must be Installed prior to loading the truss. Plate Offsets X, 170-1-14,0.2-4 2:0-1-0,0-1 SPACING:2-0-0 SPACING:14-0 SPACING:1-0-0 SPACING 2-0-0 CSI DEFL in loc I/deg Ud PLATES LOADING(psf) LOADiNG(psf) LOADING(psf) Plates Increase 1.15 TC 0.66 Vert(LL) 0.3511-12 >450 240 'MT20 TCLL 26.7 TCLL 40.0 TCLL 53•3 Lumberincrease ,1.15 BC 0.48 Vert L -0.33 11-12 >488 180 Mills (Ground Snow-45.0) (Ground Snow=67.5) (Ground Snow=90.0) Re Stress Incr YES WB 0.41 Ho ) TCDL 7.0 TCDL 10.5 TCDL 14.0 p rz(TL) 0.00 9 n/a n/a BCLL 0.0 • BCLL 0.0 BCLL 0.0 Code IBC2009/TP12007 (Matrix) Weight: BCDL BCDL 10.0 BCDL 15.0 BCDL 20.0 LUMBER BRACING TOP CHORD 2 X 6 SPF No.2•Except• TOP CHORD Structural wood sheathing directly applied or 6.0-0 do purlins. T4,T3:2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 6-"cc bracing. BOT CHORD 2 X 8 SPF No.2 WEBS 2X3 SPF Stud REACTIONS(lb/size) 1=59010-1-8 Qnput:0-3-8),9=582/0-"(input:0-3-8) Max Harz 1=395(LC 7) Max Uplift1=391(LC 9),9=383(LC 9) Max Grav1=738(LC 16),9=720(LC 17) [P] FORCES (Ib)-MaximumCompressiordMaxlmumTension TOP CHORD 1-2=421207,2-3=643/418,3-4=-480/355,4-19=239/190,5-19=194/195,5.20=315/371,6-20=331/367,6-7=376219,7-8=-487233, 8-9=-487273 BOT CHORD 1-1 4=1 8 02 6 9,14-27=180269,25-27=269/180,24-25=180269,13.24=269/180,12-1 3=1 5 52 5 5,1 1-12=1 5 4 2 53,11-15=154253, 10-15=154253,10-16=154253,16-26=154/253,23.26=154253,18-23=253/154,18-21=253/154,21-22=154253,17-22=154253, 9-17=253/154 E si moo WEBS 2-13=582/952,8-10=275/644,4-12=259/474,6-11=-182/302 VE ay h�ntt�t y41 vart C?G V C�.. .., REQUIRED FIELD JOINT CONNECTIONS-Maximum Compression(Ib)/Maximum Tension(Ibu Maximum Shear(Ibu Maximum Moment(Ib in) v4a 5=268/372/365/0,11=182/302/0/0,12-259/474/0/0 NOTES (16-19) 1)Dado:0-3-14 length x D-0-12 deep dado,0-1.8 to left edge from Joint 1 on the bottom face. 2)Dado:0-3-10 length x 0-0-12 deep dado,0-0-0 to right edge from)oint'9 on the bottom face, 3)Wind:ASCE 7-05;120mph @241n o.c.;TCDL=1.6pst,BCDL=2.3psf;(AIt.147mph @161n o:c,;TCDL=2.4psf;BCDL=3.Spsf);(AIL 150mph @121n o.c.; I r TCDL=3.2psF,BCDL=4.6psfy h=3011;Cal.11;Exp C;enclosed;MWFRS(low-rise)gable end zone and C-C Extedor(2)zone;cantilever left and right `• ` exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL-1.60 plate gap DOL=1.60 4)TCLL•ASCE 7-05;Pg=45.0 psf(ground snowy Ps=26.7 psf(roof snow);Category 11;Exp C;Partially Exp.;Ct=1.1 5)Roof design snow load has been reduced to accountfor slope, 6)Unbalanced snow loads have been considered for this design. �Q': ''.:$663.�., 7)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. v. 8)All plates are MT20 plates unless otherwise indicated. 90 Q` 9)See BEH18 DETAILS for plate placement. �sst� 10)Provisions must be made to prevent lateral movement of hinged member(s)during transportation. 11)All additional member connections shall be provided by others for forces as Indicated. Oct. 12 12)This truss has been designed far a 10.0 psf bottom chord live load nanconcurrent with any other live loads. 13)•This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 24-0 wide will fit between the bottom chord and any other members,with BCDL=10,Opsf. y11, 1 OF I■W� 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 391 lb uplift at Joint 1 and 38.3lb uplift at Joint 9. 15)This truss has been designed In accordance with the 2009 IBC Section 2303A.6,2009 IRC Section 802.10.2. y 16)This truss has been designed In accordance with the 2006 IBC Sec 2303A.2,2005 IRC Sac 802.10.2 �� KEVIN W. G'� 17)This truss has been designed to meet the 20031BC Section 2308.10.7.1;20031RC R802.10.2 O FREEMAN 18)Take precaution to keep the chords In plane,any bending or twisting of the hinge plate must be repaired before the building is put into service. r, 19)If shown,field installed members are an Integral part of this design.To ensure proper performance,all field Installed members must be installed prior to CML applying any loading to the truss. ® WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc. 2901 ,NE PHONE(616)-364-6161 FAX(616)-365.0060 GRA This building component has orgy been designed for the loads noted on this drawing.Construction and IHtlng forces have not been considered.The builder Is for lifting methods and system design.Builder responsibilities are defined under section 2.3 of TPI7-20D2.This design is based only upon parameters shown,an an Individual building component to be installed and loaded vertically.Applicability of design parameters and proper Incorporation of component is responsibility f bullt - designer-not truss designer.Bracing shown is for lateral support of individual web members only:Additional temporary bracing to Insure stability during construction 1kA Is the responsibility of the.ereclor,Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding Ifebricaflon.quality control.storage.defiveQ&erection and bracing.consult SCSI 1-06 from the Wood Truss Council of America and Truss Plate I stitute Recommeridal' n liable from WTCA,6300 Enterprise LN,Madison,WI 53719 J:\supporLINtekSuppUemplateslufp.lpe@)copyright 2009 by:Universal Forest Products,Inc. Muncy Homes, Inc 11/24/2009 7.4.8.a Jab Truss Truss Type Qty Ply SMP 212 53116 Additional Seals 1 1 PA73500 Pa e 2 of 2 Universal Forest Products Inc.,Grand Rapl s,MI49525,Peg Beckett .130 eApr28 2009 MITsk Industries,Inc.Man Sep 2813A2:38 2009 Paget Additional Seals For: CC681701 CC681801 P967901 CC681702 CC681802 P968001' CC681703 CC681803 P968101 CC681704 CC681804 P968201 - CC681705 CC681805 CC681706 CC681806 ���:� F' .Ct7N iN;.. ERA P •�. F' E aaa:�O �d' REGISTEnEb FREEMAN :d4 G PROFESSItINAL :<f: .... :.:0 a° KEViN W:.'FR.EEMAN." .. -. .:; �NAB;:. . ENGINEER �, WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc. 2801 EAST BELTLINE RD,NE r PHONE(616)-364-6161 FAX(616}365-0060 GRAND RAPIDS,Mt 49525 = Thls'building'component has only been designed for the loads noted on this drawing.Construction and lilting forces have not been considered.The builder is responsible for liftfng'methods and system design. Builder responsibilities are defined under section 2.3 of TPI1-2002.This design is based only upon parameters shown,and Is for an Individual building component to be Installed and loaded vertically.Applicability of design parameters and proper Incorporation of component is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I fah rication,qualily control.storage.dellveM erection and bracing.consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise t.N,Madison,WI 53719 J:lsupportIMtekSuppUemplateslufp.tpe©copyright 2009 by:Universal Forest Products,Inc. Muncy Homes, Inc ' 11/24/2009 7.4.8.b ' Holdowns&Tension lies;' _._ . MIDTT2ZHoldownsn 6 0 r ���1pF0 This product is preferable to similar connectors because of y? a)easier installation,h)higher loads,c)lower Installed cost, i< s or a combination of these features. °' I Post mum �6 sae by o member 1`� �•..•• HDU holdowns are pre-deflected during the manufacturing ° Designer thickness c process,virtually eliminating deflection under load due to material stretch. ° •c.* They.use Simpson Strong-Tie®Strong-Drive®SDS screws which install pilotHolesfor o^ $ ,�, • , oQ y Manufacturing c easily,reduce fastener slip and provide a greater net section when Purposes Q 0 n O Preservave- eatedbarder compared to bolts. otPrequired) H maybe ab The HDU series of holdowns are designed to replace previous versions o ° s5�e• f°Qui`°d of the product such as PHD's as well as bolted holdowns.The HDU2,4 ✓ and 5 are direct replacements for the PHD2,5 and 6,respectively. The DTT2Z tension tie is suitable for lighter-duty holdown applications c on single or double 2x posts,and installs easily with Strong-Drive SDS HDU = screws(included).The DTT2Z has been tested in accordance with the ICC-ES U.S.Patent acceptance criteria for Holdowns Attached to Wood Members(AC155)and 6,112,495; meets the minimum requirements for many alternate braced wall panels 5,979,130 g0 D1T2Z (v :e per section R602.10.3.2 of the 2009 IRC(see table R602.10.6,item 1). Vertical HDU Installation s; For more information on holdown options,contact Simpson Strong-Tie. HDU SPECIAL FEATURES: Vertical Wood Studs � •Pre-deflected body virtually eliminates deflection due Member to material stretch. Thickness Holdown °I Holdown •Uses SDS screws which install easily,reduce fastener slip,and nearing i o, Studs/Post Plate provide a greater net section area of the post compared to bolts. ; •SDS screws are supplied with the holdowns to ensure Threaded I Red proper fasteners are used. Rod 'fir •No stud bolts to countersink at openings. £. to Max. z MATERIAL:See table a°Slope Max. L) I Coupler FINISH:HDU—Galvanized;DTT2Z—ZMAX®coating; , : t in i DTT2SS—stainless steel Hdor, <'. Top of sill Jost `;`•• Concrete a .. 1.5'Max.; Plate INSTALLATION: •Use all specified fasteners.See General Notes. 4' •For use in vertical and horizontal applications. .a •The HDU requires no additional washer,the DTT requires a standard I Blocking cut washer(included)be installed between the nut and the seat. Holdown Raised Off Sill Plate •To tie multiple 2x members together,the Designer must determine ;R.; °,_; Typical the fasteners required to join the HDU Tie vo members without splitting the wood. Between See page 26 for SDS values. For holdowns,per ASTM test Floors •See SB and SSTB Anchor Bolts on standards,anchor bolt nut should ° o be finger-tight plus'/a to'/z turn with ir;;It;,• ; pages 33-37 for anchorage options.•SDS screws install best with a a hand wrench,with consideration low speed high torque drill with given to possible future wood Horizontal HDU a%"hex head driver. shrinkage.Care should be taken to not over-torque the nut. Impact Offset Installation Hanger CODE Key Chart. 13 for Code Reference wrenches should not be used. (Plan View) 1 • ��L nut shown y See footnote 7 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. Dimensions Minimum Allowable Tension Loads(lbs.)- w Fasteners (in.) wood . i60' z Model Code::` Member Ga Anchor Deflection at No. SO:: Bolt:D1a:. ; ScrewsThickness'. : pF/SP SPF/HF,; Allowable Laad Ref, Z 8-SDS''/a"xi 1h" 11/z 1825 1800 0.105 16, ® DTT2Z 14 3Ya 615A6 isle 9/16 3A6 1/z 8-SDS''/a"xi'/z" 3 2145 1835 0.128 LB,F5 0 ® DTT2Z-SDS2.5 8-SDS 1/"x21/z" 3 2145 2105 0.128 170 w HDU2:SDS21.6 14 ° -3, J 8"A6 31/a.. is/6::t.: 13/a :..' :5/a:. "<°:,6-SDS:'/''X2'h,..., 3 3075 2215 0.088 . . 0 HDU4-.SDSZ.5 : 14 3. 10"Aa `3Y 15/s :.13/e file::.:. :10-SDS'/a"x2'/z" 3 4565 3285 . 0:114,. ® -HDUS SDS25 :14- 3. 133/16. :3Yn:_--'A—A6:. 1% %': '.14'-SDS%"x2//z", -3' `' 5645 4065: 0.115 z 3 5980 4305 0.084 16,L8, CD ® HDU8-SDS2.5 10 3 16s/a 31z 13/° 1'/z 7/e 20-SDS'/a"x2'h" 3'/z 6970 5020" 0.116 F5 M 4'/z 7870 5665 0.113 M HDU1.,1-SDS2:5 10._.,_,3 22'/a: 3'/z 13/a : .1'/z, ` .: 1. 30-SDS,?"/a"x2'/z'• 5h_. 9535" 6865". 0137 s 71/a .11175 8045'' 0:137.. O 4x610 10770 7755 0.122 170 HDU14-SDS2.5 7 3 25"A6 31/z 1Me 19/16 1 36-SDS 1/a"x2'/z" 71/a 14375e 104351 0.177 16,L8, 51/0 144456,3 103509 0.177 F5 1.Allowable loads have been increased for earthquake or wind load durations with 5.Tension values are valid for holdowns flush or raised off of sill plate. no further increase allowed;reduce where other load durations govern. 6.Deflection at Allowable Tension Load includes fastener slip,holdown deformation 2.The Designer must specify anchor bolt type,length and embedment.See SB and and anchor rod elongation for holdowns installed up to 6°above top of concrete. SSTB Anchor Bolts(pages 33-37). Holdowns may be installed raised up to 18'above top of concrete with no load 3.Structural composite lumber columns have sides that show either the wide face or the reduction provided that additional elongation of the anchor rod is accounted for. edges of the lumber strands/veneers.Values in the tables reflect installation into the 7•Tabulated loads may be doubled when the holdowns are installed on opposite sides of wide face.See technical bulletin T-SCLCOLUMN for values on the narrow face(edge) the wood member provided either the post is large enough to prevent opposing holdown (see page 232 for details). screw interference or the holdowns are offset to eliminate screw interferences. 4.Post design bySpecifier.Tabulated loads are based on a minimum 3'/z°wide B.Noted HDU14 allowable loads are based on a 51/2 wide post(6x6 min.). post(in a 3 h°wall).Post may consist of multiple members provided they are g•Requires heavy hex anchor nut to achieve tabulated loads(supplied with holdown). connected independently of the holdown fasteners.See pages 226 227 for 46 common post allowable loads. 10.Loads are applicable to installation on either narrow or wide face of post. Hold"owns&Tension Ties• • 1 1 ,-Tie Holdownn + e , `aEERt� This product is preferable to similar connectors because of Y?v a)easier installation,b)higher loads,c)lower installed cost, 3 u+ or a combination of these features. � I ,LA A A The STHD is an embedded strap-tie holdown offering high load capacity i7- and a staggered nail pattern to help minimize splitting.The STHD incorporates many Ze features that aid correct installation and improve performance.When installed on a Nails are countersunk for H the forms with the StrapMate®strap holder the unique design of the STHD delivers '' a low-profile strap surface. enhanced stability before and during the pour to help prevent both parallel and L +i perpendicular movement(relative to the form).This results in accurate positioning '� y of the strap and reduced possibility of spalling. FEATURES •The nailing pattern allows for nailing to the edges of double 2x's [ k• a •Strap nail slots are countersunk to provide a lower nail head profile I a y •The slots below the embedment line enable increased front-to-back "a e> Po;uo concrete bond and help to reduce spalling �^ •Rim joist models accommodate up to a 17"clear span without any Embedment f loss of strap nailing ; Line MATERIAL:LSTHD8,LSTHD8RJ-14 gauge,all others 12 gauge I Conc t) ( le FINISH:Galvanized INSTALLATION: -Use all specified fasteners.See General Notes. /- • Clear$ •Use table below for both standard concrete and post-tension slab installations. %' • 'tr°+ •Install before concrete pour with a StrapMate,or other holding device. � t •Nail strap from the bottom up. LSTHD8 vanes from 4"to 41d •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 spa[]is i from 4W'to 51/4 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 y STHD10 and STHD14 achieve full load for spalls less than 4".Any portion U.S.Patent Typical STH014RJ 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 W __ and foundation wall or footing beneath,unless provisions are made to transfer i 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. F 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. I 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 OF/SP/SPF/HF(160) Min. Model No: Strap Length(L). Non Cracked Cracked Code Wall Standard RImJofst le Req'dNails o Standard Rim (in) Ref. ' in (irt) (in) Midwall Carney . Endwall Midwall Corner Endwall z LSTHD8 LSTHD8RJ 18% 32'/a 8 20-16d Sinkers 3115 2700 1690 2675 2320 1455 Q a 6 STHD10 STHD10RJ 245/e 38'/a 10 24-16d Sinkers 3820 3820 2050 3140 3140 1705 STHD14 STHD14RJ 26Ya 395/a 14 30-16d Sinkers 5150 5150 3200 5150 5150 3200 > 125. --:,LSTHD8.. LSTHD8RJ-' 185/a: 321/a :5 `20-16d Sihkers` <::3f15 ;° °: 2700 .: 2230 " ':"2675' '2320. 1915 F33 STHD10 'STHD10RJ : 245/s.° 38'/ 10 -'28-16d Sinkers 4755 4120 3145. .."; 4195` 3500 2585 STHD14 STHD14RJ:° 26'la. :, 395/a: 14 . 30 16d Sinkers 5345 5345 4210::: 5345 .._,5345 4210 ' z SDC C-F-ALLOWABLE TENSION LOADS FOR DF/SP/SPF/HF(160) 0 y Min. Model No Strap Length(L) Stem Standard` Rim Joist le Reg dNails Non Cracked Cracked Code. y Wall Standard.., Rim Joist (I ) Ref, m (m), (fn)• Midwall Corner Endwall.; Midwall, Corner Endadail LSTHD8 LSTHD8RJ 185A 32'/a 8 16-16d Sinkers 2270 2090 1220 2250 1950 1220 s 6 STHD10 STHD10RJ 24% 38'/a 10 18-16d Sinkers 2750 2750 1615 2640 2640 1435 N o STHD14 STHD14RJ 26'/s 395/a 14 22-i6dSinkers 3695 3695 2685 3695 3695 2685 125. LSTHD8 LSTHD8RJ 185/a" 32Ye 8 16-16dSinkers:: 2615 :' 2125 1635 .2250:.:` ;:' 1950 1610= F33 8 STH1310. STHDiGRJ _245/5 38Ya :: 10 '20-16dSinkers- 3400 2940 : .:. 2295 "' . 3400:: 2940 2175,. STHD14 STHD14RJ :26'le' 39%-': :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'c 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'/x(21/2'long x 0.148'diameter)nails may be used with 8,Minimum center-to-center spacing is 3 times the required embedment(Smie=3xle)for STHD's no load reduction when installed directly over framing.For installation , acting in tension simultaneously.Midwall install is based on 1.5xie end distance. over structural sheathing,use 10d 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). cases,not all nail holes will be filled.Nail strap from the bottom up. 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 MAILS:led sinker=0.148'dia.x 3'/a°long.See page 22-23 for other nail sizes and information. are as follows:Installed on framing:LSTHD8=0.089°,STHD10=0.117° 51 R; Holdowns&Fer`i b Fies • LSTHO/STHO ldo a oe � o e a o 0 0 O O O �..< O$O '�F' O O' , $o '.'oo ao Qo • O.• O.O a p .°, p 0 <p O a p 0 •�a' p p Q 6w0 -O O p 0 O a p"•O O° _ p O Min.rebar ' y' j r r s ';•' Min.rebar length isd length is 2 x le ,s -r 2xle •1, 1/2'Min. I min,or 24° 2 x le end distance �.-2 x e Min rebar length 'h"Min.end distance Typical STH014 Typical STH014 Typical STHB14 Corner Installation Mid Wall Installation End Wall Installation T. ° Strap may be bent one full cycle which includes bending the strap straight Strap style Strap style and aiding for wall holdown holdown placement.For brick ledge,bend straight Slab Cold joint to be vertical to thickness NF.•:• inside face of wall. Brick Brick Ledge Ledge • #4 Rebar 3°to 5° , , .�� leOne le #4 Rebar .�.� Effective'r May be rebar. Embed. ' < , STHD14 RJ STHD14 foundation One#4 rebar. ` a 11 a bend straight rebar or May be install 4°from Concrete post-tension Concrete "" r foundation .,° -., inside face of foundation tendon. foundation rebar or o' ., o . concrete wall, w by others by others post-tension typ. z ' '•`;' s`'-.,; ..;; tendon. I I Single Pour Rebar Installation Two Pour Installation 8"Min. 18"Min. 'Maintain minimum rebar cover,per for Downturn Footings Brick Ledge Installation Brick Ledge Installation z ACi-318 concrete code requirements. / with Step without Step 0 U SPALL REDUCTION SYSTEM j =; sheathing o FOR STHD STRAP TIE HOLDOWN o " z FEATURES . ® _� • Built-in tab. ®. Shearwall & • StrapMate®locator line. diaphragm f—STHD M • Additional diamond hole in RJ versions. ` �S,M patent BENEFITS 6,796,099 E Framing Install strap l ' Built-in Tab: =°-'k ( nails and nails starting ':a - anchor bolts ftl ( from the bottom Reduces spalling and costly retrofits. , '� I,0. ''� as per code - •No additional labor to install. •Holds STHD away from form board. sill plate bolt Stra Mate Locator Line: V" "" "' Required rebar •Easy inspection to ensure proper location. a•, : ,•a not shown for •Allows adjustment without removing STHD, a ",- clarity(typ.) Additional Diamond Hole: .a°° •One more fastener to help prevent the STHD RJ models from bowing out at the rim joist section. $ STHD Over ( ��:. o° ~%'• Shearwall Diaphragm 52 . Solid Sawn Joist:'Hatngers• J • • FLANGE HANGERSBeam and,Purfin Hangers n eo - �v��1EEBf� l easier installation,ct is f b)higheerable to r loads,ilar cannectors because of a) c)lower installed cost, or a combination of these features. The BA hanger is a cost effective hanger featuring min/max joist TF nailing option.Min Nailing featuring Positive Angle Nailing targets moderate load conditions whereas the Max Nailing generates capacities for higher e loads.The unique two level embossment provides added stiffness to the tap flange. , The newly improved B hanger offers wide versatility with enhanced load capacities. See tables on pages 80-82.See Hanger Options on pages 215-224 • " for hanger modifications,which may result in reduced loads. MATERIAL:See tables,pages 80-82. ` FINISH:BA,A LB and B—Galvanized;HHB—all saddle hangers and all welded sloped and special hangers—Simpson Strong-Tie®gray paint. B BA LB BA,LB,B and HHB may be ordered hot-dip galvanized,specify HDG. (HHB similar) U.S.Patent 7,334,372 INSTALLATION:•Use specified fasteners.See General Notes and nailer table. I de •LB,BA,B and HHB may be welded to steel headers with weld size ;. to match material thickness(approximate thickness shown).The minimum required weld to the top flanges is'/e"x 2"('/a"x 1%"for LB) 43 fillet weld to each side of each top flange tab for 14 and 12 gauge and "' LB,BA,B and HHB are acceptable 3/,s"x 2"fillet weld to each side of each to flange tab for 7 gauge. for weld-on applications.See Installation P 9 9 g PP Distribute the weld equally on both top flanges.Welding cancels the top I ? Information. ,,,, and face nailing requirements.Consult the code for special considerations when welding galvanized steel.The area should be well-ventilated(see page 17 for welding information).Weld on applications produce the Factory Weld maximum allowable down load listed.For uplift loads refer to technical' bulletin T-WELDUPLFT(seepage 232 for details). •Ledgers must be evaluated for each application separately. s Check TF dimension,nail length and nail location on ledger. Nailer X c •Refer to technical bulletin T SLOPEJST for information regarding 1W Min attachment Designer y load reductions on selected hangers which can be used without A, per modification to support joists which have shallow slopes(s3/4:12) (see page 232 for details). pry OPTIONS:B and HHB r' •Other widths are available;specify W dimension Typical BA (the minimum W dimension is 1%'for B and 3%"for HHB). ; t p', Installation on Typical BO •See Hanger Options;pages 215-224.BA,JB and LB hangers cannot • ° Wood Nailer Saddle Installation be modified.Use LBV as an alternative for the JB/LB. (LB,B similar) CODES:See page 13 for Code Reference Key Chart. NAILER TABLE B SERIES WITH VARIOUS HEADER APPLICATIONS 1.Uplift values are for DF/SP ' Allowable Loads nailers only.Refer to tech - Top•,•:;: : - Y• ,, Fasteners.: Allowable Loads Header ` Model g Uplift SPF/ nical bulletin T-NAILERUPLFT Nailer Flange. z Model, : , . Code No ,_ 9 160 DF/SP HF.= for SPF values(see page Series : Tope ;Face "' Joist Uplift LVL' PSL OF1SP SPF/, Ref::. Nailfn ( ) 231 for details. (160):.. HF: LB26 2x 4-10dx1'/2 — 850 — 2.Refer to technical bulletin BA 6 10d 10 10d 2 10dx1'/z 265 3230 3630 3080 2425 LB28 2x 4-10dx1'/2 — 915 — T-NAILERUPLFT for higher uplift value options Min. 6-16d 10-16d 2-10dx1'/z 265 4015 3705 3435 2665 L13210 2x 4-10dx1'T2 915,; . — (see page 231 for details). BA fi 10d, :10-10d-8 10dx1,'/2 1170. 3555 .3630 .3625 2465 119, L8212 2x :4-10dx1%2: 915: — 3.BA hangers require F21, 2-10dx1'/joist nails. Max.° 6-16d.; 10-16d 8-10dx1Yz L:1170, 4715 �4320. 3800' 2665LB214 2x 4-10dx1'/2 — 915 — 4.B hangers rquire 6-10dxl/2 L13 LB216 2x 4-10dx1'/2 — 1150 — joist nails to achieve published B 6-10d 8-10d 6-10dx1/23575 3195 3625 2190 2x 10-i0dxlt/z 265 . 2220 :1755 loads.For joist members 6 16d 8 i6d 6 10d4 4135 3355 3800 2650 z 2'h°or wider,i6dx2'/2- joist Q BA410 2-2x .14-10d 2653 :2695 r2235 nails should be installed for 1°Uplift loads are based on DF/SP lumber and have been increased for wind or earthquake a 3x`1"4-16dx2% 2653 3230 additional uplift loads on the loading with no further increase allowed.Reduce where other loads govern. 6 BA412 2.For SPF use 0.86 x DF/SP uplift load. Z 4X. .- 14-16d 2653.: 3230 3x and 4x nailer applications P Y of 970 lbs.and 1010 lbs. 3.Where noted for single-ply joist hangers use 6-10dx1'/2'nails. Q 2-2x 14-10d 7104 3615 2770 respectively. 4.NAILS:16d=0.162'dia.x 3Yz'long,10d=0.148'dia.x 3'long, [B: 3x 14-16dx2'/2 8304 1 3725 — 5.Attachment of nailer to 10dx1'/2=0.148'dia.x 11h'long.See page 22-23 for supportingmember is by other nail sizes and information. 4x 14 i6d 8304 3800 — the Designer. I Some model z configurations may HUTF1HUSTF /leavyguty and Double Shear J,ist Hangers differ from those shown.Production y See dimensions,material,loads on table pages. ! w t1F models have projected HUSTF has the double shear nailing advantage— seats.Square cutseats distributing the joist load through two points on each nail may be ordered. s for greater strength. , Contact Simpson o FINISH:Galvanized.See Corrosion Information,page 14-15. 4 _ Strong-Tie for details. o INSTALLATION: • HU410TF H •Use all specified fasteners.See General Notes.. •Not acceptable for nailer or welded applications; see W and B hangers. •HUTF—The minimum header or ledger size that can be used with this hanger is 3'/2 •HUSTF—With 3x carrying members,use 16dx2'/" HUSTF ® HUCTF nails into the header and 16d commons into the joist. OPTIONS: •HUTF rough beam sizes are available by special order. I Typical •See Hanger Options on pages 215 224 for slope and/or ± HUTF Nailer application is NOT skewed hangers. Installation •Available with flanges turned in (2-2x and 4x only for Double Shear acceptable.Fasteners 78 HUSCTF°2'/,c"or greater for HUCTF). Nailing Top View cannot be installed • ..__..._...�. .._ Solid sawn Jvist Hangers FLANGE HANGERS SOLID SAWN LUMBER p 0 G Don't feel like sifting through this table? Visit www.strongtie.com/sotfware to learn more about our new Joist Hanger Selector software. Joist or Dimensions Fasteners::,-, DF/SPAIIowable Loads Installed . - Perlin Model No Ga Uplift Fioor Snow Root Cost Index Code Size W M B. TF Meader Joist. Ret. (160� . ,';(100}.m.;: �(115) (125} (ICI) SAWN LUMBER SIZES 2x4; HU24TF' ' 12 - 19/,fi 3'%a 2l4 -2Y . 6=16d: 210dx1Y 295 2090. 2100" . , 2100 Lowest DBL 2x4 HU24-27 12 3Ya 3'/,a 2'/ 2'/z 8-16d 2-10d 375 2600 2600 2600 Lowest- 'JB26 18 1.9/s 5'l_" ; 1'/i lal6 4-10d. 2PRONG . 104O` A1040 1040 Lowest., LB26.. 14- 1 ON 53/a 1 16 10dx1%, . Yi 'l z 290: 1380 1380 . 1380 +117."/°. " HU26TF. "12' IM61 ":53/s 2% 21/2 70-16d 'r. ,4-10dX1Yz 590 2275 2330' 2335 +568% W26 ::_ 12' 19/c 53K 2}/z 2'/z .. .210d: 2-10dx1IA' — -2200` 2200 2290 +890% . HUS26-2TF 14 3Ya 53/a 2 13/4 6-16d 4-16d 1235 2820 3000 3000 Lowest DBL WNP26-2 12 3Ya 5% 2Yz- 23/s 2-10d 2-10d — 3255 3255 3255 +33% C 2x6 C HU26-27 12 3% 5% 21/z 2Yz 10-16d 4-10d 750 3725 3900 3900 +87% :,. ::JB28. 18::.ia/s 71%4.., .'1'%z 15/c 410d..:.`._:, -2 PRONG: 1050 .1050. : 1050 Lowest: LB28 14 i 9/s T/4:: _11/` '1 l .-. :.4-16d- - ;2-10dx1'/z 290 WO 1270 1270" +98%,° 2x8 HU2$TF 12 i9/is 71/s:'' 2% - 21/210-16d 4-1Odx1'/z W% 2335 563%2335 2335 + C a W.28;:: 12,. la/s ::71/s 2Y2 21/z: 2-10d.: 2-10dx1'%z!; — 2200x .`'. 2200 2200 +570% a HUS28-2TF 14 31/s 71/4 2 1% 8-16d 6-16d 1550 3455 3720 3895 Lowest DBL 110,F9,L11 2x8 WNP28-2 12 3% 71/e 21/223/s 2-10d 2-10d — 3255 3255 3255 +16' y HU28-2TF 12 3% 71/a 21/z 21/z 12-16d 4-10d 750 1 3900 3900 3900 +75% �821�::`.. 18 Iola 9Ya 2 7?/te; 4 16d 2PRONG - 1255" 1255' i255: Lowest. . 113210,_ .14.. 19/s . 91/4, .;,2 . 1'/z 4-16,d; ' 2-10dx1?(i '290 1556 1550 . " , 1550 +35°la '2x10 HU21OTF 12': 19/ie ..91%a- 21W 2'1W: 1216d 4;10dx1'/2 590 2335 2335• 2335 +359% W210 12' 1'A6 91% 2Yz 21/z 210d'. :2lOdx1,1/z 2200 2200 " 2200 +360% HUS210-27 14 31/ 9'/4 2 11/z 10-16d 8-16d 2590 3585 3925 4155 Lowest DBL WNP210-2 12 31/e 91/e 2% 23/e 2-10d 2-10d — 3255 3255 3255 +9% 2x10 HU210-2TF 12 3Ya 91/e 21/2 2Yz 14-16d 6-10d 1125 4170 4170 4170 +67% TPL WO.:HU210-3TF 12 ;411/s:. :;°9'/ 2Yz '-2Jl: :.�::14 16d '',:1 6:16d 1325, 4150, ," 4150 4150 Lowest JB212 18 1'& 11% 2 13/6 6-16d 2 PRONG — 1540 1540 1 1540 Lowest LB212 14 1 s/s 11% 2 11/2 4-16d 2-10dx1'/z 290 1580 1580 1580 +27% 2x12 W212 12 1a/s 11 21/2_ 2Yz 2-10d 2-10dx1'/z — 2200 2200 2200 +317% HU212TF 12 is/s 11 2Y4 2Yz 14-16d 6-10dx1'/z 885 2335 2335 2335 +339% HUS212 2TF;: 14, :..3?/a 11:1Js. 2,...•,.,2Ya .:'10-16d :; ,:&=16d; 2000 4435•, 4535' 4605 Lowest 110,F9 N DBL WNP2122 :12, 31/e 11,;: . 2Yz. 23/s' — ° 2.A2 210d 210d.., 3255.`°° 3255 3255' +12/° a HU212-2T.F: 12 31/4 " :11: 2% 21/z; 16-16d"' =':;6-1'Od• 1125 4325 4660 4880: +48% TPL 2x12 HU212-3TF 12 411/116 11 21/z 2'/z 16-16d 6-16d 1325 4550 4885 5105 Lowest < Lowest LB214 14 ;.19/,a: :131%a 1 4 i6d: 210dx11/z.. 290 1425'. ,`` 1425 " 5425 —2 1/2 JB214 18' .1 a/1c 13%. 2 r1%4• 616d. 2-10dxl Y2 235 1605 1505' '1505,; +117 2x14 W214 12.::19/s 13;; 2Yz_;.2?/z,.: :; 2-10d," „ 210dX1'/z:: - 22Q0 22©Q,-,`, 220Q +188°la w HU214TF 12,:1g/1s 13 2Y4 21/2 16-16d . 6-10011A 885 2660 2M,' 2800 +189%' CD HUS214-2TF 14 31/a 13Ya 2 21/4 12-16d 8-16d 2590 4435 4535 4605 Lowest DBL 110,F9,1-112x14 WNP214 2 12 3'/s 13 2'/z 23�6 210d 210d — 3255 3255 3255 +2% - o HU214-2TF 12 31A 13 21/z 21/2 18-16d 8-10d 1500 4335 4335 4335 +33% _ TPL 2x14 HU21473TF .. ,12 :411/1s .,13.. : ..2'/z 2'/:< . 18-16d ::.: 8-16&:1 1765 .4835°:;; 5050; 5050 Lowest y LB216 14 19/,s 15% 2 1Yz 4-16d 2-10dx1'/z 290 1425 1425 1425 Lowest O 2x16 W216 12 1a/s 15 2% 21/2 2-10d 2-10dx1'/2 — 2200 2200 2200 +122% m 0 HU216TF 12 1a/s 15 21/4 2'/z 18-16d 8-10dx1'/z 1180 2845 2955 3030 +199% 013E WNP216-2.: `12 3Ya.:: ;::,15:..; 2'1z; 23/s 2-10d 2 i0tl. — ` 3255 .. 3255 3255 . "`Lowest ,;_810d 1500 4335': : 4335 4335° ` +34% 2x16. HU21,6-2TF.;: 12 3': ' "' /e : :15.-.;.,"2Yz .2Yz:` 20-16d,;. ' 1.N54A fasteners are supplied with hangers. 2.16d sinkers may be used where 10d commons are called out with no load reduction. Lam. 3.Uplift loads are based on DF/SP lumber and have been increased for wind or earthquake loading with no further increase allowed. For normal loading applications such as cantilever construction refer to Simpson Strong-Tie®Connector Selector"software or conservatively w divide the uplift load by 1.6.For SPF use 0.86 x DF/SP uplift load. 4,NAILS:16d=0.162"dia.x 31/2"long,1 Od=0.148"dia.x 3"long,10dxl 1/2=0.148'dia.x 11/2"long.See page 22 23 for other nail sizes and information. CODES:See page 13 for Code Reference Key Chart. r 80 'Installed Cost Index not available on these models. 8 "'W straps&Ties HR$/ST/PS/HST/HTP/LSTA/LSTI/MST/MSTA/MSTC/MSTI strap Ties 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® i in stainless steel or ZMAX®coating;see Corrosion SIDS 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 Strong-Tie. through diaphragm decking and wood chord open web trusses. CODES:See page 13 for Code Reference Key Chart. MST—Splitting may be a problem with installations on lumber smaller than 31/2; MSTC and RPS meet code requirements for reinforcing either fill every nail hole with 10dx11/2'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. (For RPS,refer to page 205.) 1'/4=I V/2' 2-A"r 9h6"►� {�3 ► 1'fe S�a l �_W ° I 0 .O a a _ rn O � TYP -- Wj co .0 a. °fjb fn O r 11 O O 5 co-IT m N a "_&b .�n � N oos.LLLaaa � •' p p � T r . ST2115 T 4 O 4 � m 3,� 13/a o d ST9, ST12, o 0 0 , ;� ST18 ST22 ° MSTC ° ' F 11h^ ST •^ 1:r LSTA and MSTA — o { N (Pilot holes not shown) 01 „o 0 O O r y o 0 0,� a W HTP37Z I ° z F� L z N a. OR • p y m m U3 CD _ I HST LSTI � yU. a MSTI MST r 4 0 ---------------- 1/a 21/2' HST2 and HST5 HST2 HST5 ° o Q 11h 3" HST3 and HST6 HST3 HST6 ° o- a; s a O o w �._W HRS HRS416Z o �.< 00 Typical MSTI Installation (MIT hanger shown) Typical LSTI Typical 172 LSTI similar Installation HRS Installation St raps&Ties i HRS/ST/PS/HST/UTP/LSTA/LSTI/MST/MSTA/MSTC/MSTI strap Ties n a d 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. i End Distance i 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" Medeh., Ga Dimensions Fasteners Tension Loads Tension.Loads Code" (Total) (DF/SP) (SPH"R Ref:, Q W L (160) (160),; oa LSTA9 11/4 9 8-10d 740 635 a LSTA12 1'/a 12 10-10d 925 795 LSTA15 1'/a 15 12-10d 1110 950 LSTA18 1'/a 18 14-10d 1235 1110 LSTA21 1% 21 16-10d 1235 1235 LSTA24 20. 1'/4 24 1810d 1235 1235 Typical LSTA Installation ST292 21/16 96/6 12-16d 1265 1120 (Hanger not shown) Bend strap one time only ST2122 2'/6 1213/+6 1 16-16d 1530 1505 ST2115 3/ 16'/16 10-16d 660 660 ST2215 21/16 166/e 20-16d 1875 1875 LSTA3O. 11/4 °30 22-110d 1 1640 164'G 14,L3,F2 LST 336 11/4 36 ;24-1Qd 1640 . 1640: LSTi49.,;, 33/4 ``49 32=1O61?1A 2975 2555 1ST173 31/4 13 4$10dxl% 4205 3830' MSTA9 1'% 9 8-10d 750• 645 Model Material Tht scknes Om: 6 is Code i of IM MSTA12 1:8 1'/ .12 10-10d 940 810 .: °'. Gauge W .L Oty Ola Ref. 16 MSTA15 ;1% 15 12-1Od; 1130 970 PS218 2 18 4 3/4 AD MSTA18 .11/4 . 18 1410d. ­1315 1130 [ PS418 7 ga 4 18 4 3/ 180 MSTA21 11fa o2l' 16-10d 1505 129G PS720 63/4 20 8 /z MSTA24 T 1'/4 24 18-1Od 1640 1455 1.PS strap design loads must be determined MSTA30 1'/4 30 22-10d 2050 1820 by the Designer for each installation.Bolts MSTA36 1'/4 36 26-10d 2050 2050 are installed both perpendicular and parallel- MSTA49 1'/4 49 26-10d 2020 2020 F2,L3 to grain.Hole diameter in the part may be oversized to accommodate the HDG. ST6215 21/16 165/6 20-16d 2095 1900 14,I1-14,L3,F2 j Designer must determine if the oversize ST6224 2'/6 '236/,s 2816d 2540 2540 14,L3,F2 creates an unacceptable installation. ST9 1'/a 9 8-16d 885 760 ST12 16 1'/4 11M. 10-16d 1105 950 PS218 and PS418 PS720 ST18 1'/4 17% 14-16d 1420 1330 � L�� ca o ST22 1'/a 215/a 18 16d 1420 1420 14,L3,F2 w C1 Q_ �; "c;., O a z MSTC28 3 28'/4 36-16dsinkers 3455 2980 ___ _ ____ _____ _ ____ w y MSTC40 3 401/4 52-16dsinkers 4745 4305 0, ,� ARpp'- O QO z MSTC52 3 52'/4 62-16d sinkers 4745 4745 a HT 337Z 3 7 20-10dx1'h 1850 1600 170 PS PS218 and PS418 zh^ 1/. y MSTC66 3 651% 76-16d sinkers 5864 5860:: :. Ps720 si° 1+/2° i w MSTC78 14' 3 77%. 76-16d sinkers 5860 5860 14,L3,F2 ST6236 21/16 33'%s 1._ 40-16d. 3845'° _ 3845.. HRS6 1% 6 6-10d 605 525 ~ HRS8 1% 8. 10-10d 1010 880 F26 y a HRS12 1% 12 14-10d 1415 1230 MSTI26 2'/6 26 26 10dx1'/z 2745 2325 4a MST136 12 21/16 36 36-10dx11h 3800 3220 p MST148 21/6 48 48-10dx11h 5065 4290 14,L3,F2 "2 MSTI60 2'/6 60 60-10dx11h 5080 5080 I ®� MSTI72 2'/,s 72 72-10dx1'/z 5080 5080 ?; HRS416Z 31/a 1 16 1 16-SDS'/4"x11h" 2835 2305 170 1.Loads include a 60%load duration increase on the fasteners for wind or earthquake loading. 2 10dx11/2 nails may be substituted where 16d sinkers or 10d are specified at 100%of the table loads Typical PS72O 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 3Y<°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 31h°long,led Sinker=0.148'dia.x 31/°long,1 Od=0.148"dia.x 3"long. 10dxl 1/2=0.148"dia.x 1'/2"long.See page 22-23 for other nail sizes and information. 17�1 'Straps&Tres CSICMSTCoiled 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 ZMAXe coating;see Corrosion Information,page 14-15. Typical,CS INSTALLATION:•Use all specified fasteners.See General Notes. Installation as a i •Wood shrinkage after strap installation across horizontal wood members may cause strap Floor-to-Floor Tie End to buckle outward. (CMST requires Length Cu minimum Length •Refer to the applicable code for minimum nail penetration and minimum wood edge and end distances. 2-2x studs) •The table shows the maximum allowable loads and the nails required to obtain them, &'e 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 :4 the clear span dimension. •CMST only—Use every other round hole if the wood tends to split.Use round and triangle ea51 !' holes for comparable MST loads,providing wood does not tend to split. i Nails not •For lap slice and alternate nailing information,refer to technical bulletin T-CMST required in (see page 230 for details). ; clear span •CS straps are available in 25'lengths,order CS14-11,CS16-R,CS18-R,CS20-R or CS22-R. CODES:See page 13 for Code Reference Key Chart. These products are available with additional corrosion protection.Additional products on Provide min. �epg this page may also be available with this option,check with Simpson Strong-Tie for details. 15/a 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. specified nails In each end DF/SP SPF/HF' ...: ,. Allowable Model Total Tension Code No. G Ga., ' Fasteners .End"Length ":Fasteners. :End Length Loads Ref::° 160 160 160.. 160; ':.E160j —r 74-16d 33" 84-16d 38 9215 a 1$`" i • CMST12 40' 12 86-10d 39" 98-10d 44" 9215 56 16d- '26" 66-16d, 30": 6490 CS16 Hole Pattern CMST14 52'l2 .14 (all other CS straps similar) 66 10d.'' 30" 76-:10d 34'.::::,. :`;!;:,".::6400 50 16d CMSTCI6 54' 16 20" 5 25" 4585 sinker sinker sinker - 26 10d 15" 30 10d i6 2490: CS14, 100' 14 e 30 8d i6" 36-'8d 19" 2490 . a ausr e 3' _ 14 iddDllGE e e 14, 20-10d ill, 22-10d 12" 1705 L3,F2 an p ft CS16 150' 16 22-8d 13' 26-8d 14" 1705 CMST14 Hole Pattern CS18 ". '200'' 18 i6-10d 9" �8-.10d 10" 1370° (CMST12 similar) 18 8d 11" , 22-8d 12'. 1370 12-10d 6" 14-10d 8" 1030 ° GS20 250' 20 cnnsrcie T6 GAUGE 14-8d 9" 16-8d 9" 1030 °10-10d 7" 12:-10d. 7';. 845,., . ° ° <".• o CS22 300` 22 12 Cft 8d 6" 14-8d a TyP As CMSTCI6 Hole Pattern a 1.Loads include a 60%load duration increase on the fasteners for wind or seismic loading. y a 2.Use half of the required nails in each member being connected to achieve the listed loads. No.of Nails Used ( 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 easy identification h a Example:CMSTC16 in DF/SP with 40 nails total. 40 Nails(Used) Y (Half of the nails in each member being connected) Allowable Load= 50 Nails(Table)x 4585 Ibs=3668 Ibs 4.Tension loads apply for uplift when installed vertically. 5.NAILS:16d=0.162'dia.x 3'/2'long, z 16d Sinker=0.148'dia.x 3'/4'long,1 Od=0.148'dia.x 3'long. See page 22-23 for other nail sizes and information. Cut Length Minimum End Distance o Strap Clear Span is 1 Ox Diameter of Nail End Length . End Length NOT SURE HOW MUCH COIL o STRAP YOU NEED? Roof Sheathing I� Simpson Strong-Tie has a web-based app, N the Coil Strap Length Calculator,which can d 41 ;,-"' it - ;l°• •4 help you quickly determine the cut length ° of each strap and the total amount of coil strap needed for each application Sub Purlin/Stiffener Hanger on a project. CMST requires 3x or For more information or to access, 2-2x minimum go to www.strongtie.com/software. . > Purlin Typical Horizontal x (Beam or Truss typ.) CS/CMST Installation 0, 17E y Straps&TIeS y I 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 I Top Plate Tie 1'Typ• points between wood members. MATERIAL: LTS-18 gauge;MTS-16 gauge;HTS-14 gauge FINISH:Galvanized.Some products available in stainless 15" steel and ZMAX®coating;see Corrosion Information, L page 14-15. INSTALLATION: •Use all specified fasteners.See General Notes. CODES:See page 13 for Code Reference Key Chart. W 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. 1FV I ° These products are approved for installation with the Strong-Drive SD Structural-Connector screw.See page 27 for more information. LTS12 15" DF/SPAlfowable SPF/HFAlluwable' :.::: Fasteners similar) and HTS Model Uplift Loads Uplift Leads Code -; No. 10d 10011 :^'10d 10dx1'/2 Ref. . ­16 1Odit1'/2 LTS12 12 12-10d 12-10dx1Yz 775 720 665 620 $30 LTS16 16 12-10d 12-10dx1'/2 775 720 665 620 MT(HTS30 LTS18 18 12-10d 12-10dx1Y2 775 720 665 620 HTS30C similar) MTS30C LTS20 20 12-10d 12-10dx1'/2 775 720 665 620 1 F1 MTS12 12 1410d 19 iQdx1Y 1000 1000 860 860 17 L6,F16 F2 �' similar) MTS16 16:: .14-16d 1410dx1+/2' 1000 1000 ' "" 860 860 2 MTS18 18 '1410d 14A0dx1+V . '1000 1000 860 860 MTS20 20 14710d 141061% 1000 ' .1000 860, 860. MTS30 30. ..:1440d , 14-10dx1+/ 1000 1000 °86G 860. MTS24C 24 14-10d 14-10dx1'/ 1000 1000 860 860 F26 MTS30C 30 14-10d 14-10dx1'/2 1000 1000 860 860 " HTS16 16 16=10d 16-10dW4 1260 '1150 °'1085 990 HTS20, 20 20-#Od 24.10dx1%z. 1450 1460 1245 .1245 :HTS24 -.24 '20-10d 24-10dx1'! 1450 1450 1245 1245:.: MTS30 Installation HTS28 28'' 2010d' 24-10dx1+% 1450 1450 1245 .1245 117,F16 with I-joist Rafter HTS30 30" 2010d. '24A0dx1Ili 1450 1450 .:1245 1245 HTS30C 30 20 10d 24-10dx1'/2 1450 1450 1245 1245 a 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 F1=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 N nail holes. must be filled with 10dx1/2 minimum nails.All additional fasteners may be ..� installed in any remaining strap holes. Typical MTS30 p� 0 3.Install half of the fasteners on•each end of strap to yP achieve full loads. S.NAILS: =0.148°dia.x 3°Iong,10dx1'/2=0.148°dia.x 1 Ys°long. Installation y z See page 22-23 for other nail sizes and information. a CJ �• } + I y Z For fast,accurate installation of door and window headers and W other cross members.HH header hangers can speed up the job, E �s"A6���tn1 strengthen the frame,and eliminate the need for trimmers. I • . •• F1 o MATERIAL:16 gauge " m FINISH:Galvanized • m a �� CD •Use all specified fasteners.See General Notes. H e, 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. o T HH4 fF"' Min. Fasteners, OF/SPAilowabie'Loods 3 Mode[ Code H ; Post Fy FZ F3 . F4 Code: .: (HH6 similar) No. Size Stud Header; Ref.' HH Load (i00) (115) (125) " (16D) 2x 7-10dx1'/2 4-10dx1'/2 855 965 1035 — 575 725 Directions 170 HH4 3'/2 213/s Dbl2x 7-16dx2+/2 4-16dx2Y2 1010 1140- 1195 — 710 750 3x 9-16d 4-16d 1195 1195 1195 710 710 1085 114,L5,F13 2x 10=10dx11/2 6-1061+h 1220 1380 1480 — 1065 1025 170 HH6 .51/2 51/ Dbl2x:10-16dx2l/2 616dx216 1440 1595 1595 — 1065 .1085 3x 12=16d 6-16d 115951,1595 1595 1065 1065, 10851 114,L5,F13 1.Loads have been increased with no further increase allowed;reduce where other loads govern. 2.For 3x posts,16dx2Y2'nails may be substituted with no reduction in load. Typical HH 3.For SPF/HF lumber use 0.86 x DF/SP allowable loads. Installation 4.NAILS:1 Odxi'/2=0.148'dia.x 11h°long,16dx21/2=0.162'dia.x 21h°long,16d=0.162'dia.x 31/2'long. See page 22-23 for other nail sizes and information. 187 Straps'&Ties, 41 1 A35Framing Angles&PlatesH 0 t The larger LTP5 spans subfloor at the top of the blocking ��6'►►I-.1� i7h,% pis, 41e or rim joist.The embossments enhance performance. The LTP4 Lateral Tie Plate transfers shear forces for top plate-to-rim joist or blocking connections.Nail holes are M spaced to prevent wood splitting for single and double top plate applications.May be installed over plywood sheathing. s o 0 0p The A35 anchor's exclusive bending slot allows instant, accurate field bends for all two-and three-way ties. Balanced, completely reversible design permits the A35 to secure a ° A34 Nb�N E 1 1t 0 a I � 0 i ... great variety of connections. . e MATERIAL:LTP4/LTP5-20 gauge;all others-18 gauge 3' 0" 0 U' FINISH:Galvanized.Some products available in stainless steel j �� mP �° 0' I "°Y 0 or ZMAX®coating;see Corrosion Information,page 14-15. ID' �Taa° INSTALLATION:•Use all specified fasteners.See General Notes. m' m A35 LTP5 •A35—Bend one time only. m . CODES:See page 13 for Code Reference Key Chart. m pu1E JNE- 41/4' 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. ✓•t y} e a LTP4sMK „M ° PF These products are approved for installation with the Strong-Drive w ° SD Structural-Connector screw.See page 27 for more information. ` Joists to Plate Studs to Plate DF(SP SP,F(HF with A Leg Inside with B Leg Outside Model Type of Duectloo Allowable Loads Allowable Loads Cade Fasteners No Connecimn of Load Floor Roof Floor Root Rel, < (100). (125), (160) (160),> (100) (125)• A34 1❑ 8 8dx1'/z Ft 395 485 515 340 415 445 F26 395 455 455 340 390 390 ;e° 2[] + Ai E '295 365' °395 `255 315 340 •H^ `�;; .d;. 9 8dx11 Ct 210 210, 210 180 180 180: IPi, L5 A2': . 295 365 •380 255;' 3157 ;325: L18, A35 R] 12-8dxl+fz:.::;,C2 :::: 295 365 370 255....315°;:320 F13 Joists to Beams Ceiling Joists to Beam D.;. 230,' 230 230 -200.: 200-*;:200, 171 595' •695 695 510 :600, 600 ® 128dx1+/i; F26 595 670 670 -'-510_-_-b75-- 575. �Fi `�e tAi G 515 645 670 445 555 575 114, ® LTP4 5❑ 12 Sdxi+/2 H 515 645 670 445 555 575 L5,F13 G :585 620 620 505 535 535, IPi, ° •p N y LTP5 © 12-8dx1+/z L18,F25 T 545 545: 470 eg 1.Allowable loads are for one anchor.When anchors are installed on each side of the joist,C A34 the minimum joist thickness is 3'. ❑2 A35 2.Some illustrations show connections that could cause cross-grain tension or bending .� of the wood during loading if not reinforced sufficiently.In this case,mechanical ? y reinforcement should be considered. Ff z 3.LTP4 can be installed over%'wood structural panel sheathing with 8dx1+/z nails A �i < a and achieve 0.72 of the listed load,or over W and achieve 0.64 of the listed load. 9<:F. 2 o 8d commons will achieve 100%load. :h GQ ` ` •e. 0 4.The LTP5 may be installed over wood structural panel sheathing up to Me thick using 8dx1+h nails with no reduction in load. e o 5.Connectors are required on both sides to achieve F2 loads in both directions. �° s 6.NAILS:8dx1+/2=0.131'dia.x 1+/2'long. F2 z See page 22-23 for other nail sizes and information. T A35 ®A35 C3 M O N � Q N e e3a.1k. a / .. " (�• ,�`", , LTP4 attaching" Top Plates to LTP4 Installed over Rim Joist Chimney Framing 0 Wood Structural © LTP5 Installed over Wood 190 Panel Sheathing Structural Panel Sheathing ,eF ± 120MPH MECON®Gam' e JOB. PRE-32004 / SHEET NO. 1 OF 44 David E. Billingsley, PE CALCULATED BY DB DATE 9/2/2015 217 East Main Street•Middleburg,PA 17842 CHECKED BY DATE Phone(570)837-0577•FAX(570)837-0585 Design Criteria Listed connections to foundation/piling system must be reviewed by the foundation/piling design engineer. Foundation/piling engineer must verify the listed connections are appropriate with'acutal foundation/piling system. Foundation/piling engineer may specify alternate connections that meet the required loads. 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. Location: "NY x< 0. Buildin4 Description: ^=j . �'Residential- Two .Modular Wood.Frame,Construction. . ? C3 ' g^R.im •a f1'»' . Codes: f2010 New York Residential;Code 09/21/15 2005. ASCE Building Importance Category: Seismic Criteria Seismic Design Category (SDC) B Short period design spectral response acceleration (SDs) Seismic Importance Factor Basic Wind Speed Vasd = 120 : mph Exposure= 'AC Wind Exposure Adjustment Factor Wind Importance Factor °1.00 Snow Load. V j... . Ground Snow Load= :,,.35 ;: psf Snow Importance Factor JOB PRE-32004 SHEET NO. 2 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Design Criteria Cont. 1"T N Aq� pptt Uj Floor Diaphragm Aspect Ratio ; Length of side (Lj)(house width) _ `y'27:5 ft. °� w Length of side (LZ)(house length) 09/21/15 L2&L, = 2Q.:1.,... < 3 :1 OK Max Mean Roof Height Exposed Foundation Height Roof Framing Span (Horizontal Projection) Roof Framing Spacing = ::1;6: ':in. o.c. Roof Overhang Length Roof Slope= 75 12:& 12/12 Roof Diaphragm Aspect Ratio Length of side (L,)(width) = 2T5 ; ft. Length of side(L2)(length) Roof/Ceiling Assembly Dead Load= 15; psf Roof Framing Type ;Truss ID# P968101 r Max Uplift at Marriage Wall,: 571; per truss Max.,Uplift atSidewall Wall= '`";'383' p' -_Ibs per truss r r JOB PRE-32004 v SHEET NO. 3 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE' Design Criteria Cont. 1st Story Loadbearing Wall Height= r"''9:: .ft. 2nd Story Loadbearing Wall Height= . , ```8`;..` ft Wall Stud Specifications SPF#3' Wall Stud Spacing = ;; -1`6.Y`;in. o.c.', Shearwall Segment Aspect Ratio 1st Story Shearwall Height 2nd Story Shearwall Height= 8' ft. .......... ...._.. . OSB- PLY GYP 1st Story Minimum Shearwall Length = H/3.5 = ` ;2'.5Z;__=ft• H / 1.5 = 6.00.1 ft. r i ._ 2nd Story Minimum Shearwall Length = H/3.5 = 2'•29 .;:ft. H /1.5 = .:5.33 ;eft. 1st Story Wall Length Available for Full Height Sheathing ,.2 , A300Bline 1 e . `.ft' Bline_2 y;�fb' "'ft. Lline B 1st Story Maximum Unrestrained Opening Height Hline Hline A, 84:::: in. -Kra . Hline_2. 66' in. Hline_B'; r84; in. 2nd Story Wall Length Available for Full Height Sheathing -SIL Ld Bline_1 `27'.50,ft. Lline A Bline_Z 10.58-ft. Lline_B^29^66, ft. } 71 : ., Uj 2nd Story,Maximum Unrestrained Opening Height _ g ' Hline_1- ;`'" in. Hline A o: u Hline_2z"°:66;.'s:?'in. Hline B= Y}66. `r in. .. 09/21/15 7"~ '121- 1 y JOB PRE-32004 v SHEET NO. 4 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Uplift Connections Building Wdth 27 5 ft. Roof Framing Spacing = 16':1: 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 _ { I�.13., ft / 2) x ..:.st1.0== Psfl + 60.x plf} x 0.6 _ 77 plf � w ° � 3 Sec Gust Wind Speed = 120:: =mph `,i°5.£�•�' 'Y'°,�i�::sirs.`5"" ,y'4' r� 09/21/15 a ica Design Wind Pressures See pages 13A thru 13C for pressure calcs. Windward Uplift Pressure= 27,834:psf Leeward Uplift Pressure= ._27.834 psf Overhang Wind Uplift Pressure= 42562 psf, Roof to 2nd Story Wall Connection Load = 287 'plf 2nd Story Wall to 1st Story Wall..Connection Load = 287 plf 77: :3 1st Story Wall to Foundation Connection Load = 210 plf = 77 plf= 133..-plf • JOB PRE-32004 SHEET NO. 5 OF 44 CALCULATED BY DB DATE 9/2/2015 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 2nd Story Wall Stud Connection ... . Connector: ;Simpson Strong=Tie MTS1,8:' Fastener: �{6)"0�:1481nx1<:5iri'nailse66l end..'. Allowable Load = ;; 737: `lb Req'd Uplift Req'd Provided_ Load Spacing Spacing 287 !Of 3.1:: in. 1.6 - in. w . zz 09/21/15 +� JOB PRE-32004 SHEET NO. 6 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Uplift Connections (cont'd) 2nd Story Wall Stud to 2nd Story Floor Band Connection -line A'& line_B Connector 7/1,6"OSB/PLY overlap 2'rows of:0.1;3 f"x2,5",Nails Allowable Load = 192 lb Req'd Uplift Req'd Provided Load Spacing Spacing line_A -287 . plf g :;. in o.c. 6 .in o.c. line_B 287. "Of8 in D.C. 6._:...'in D.C. 2nd Story Wall Stud to 2nd Story Floor Band Connection -line 1&line 2 Connector. :MB!'0SB/PLY`overlap 2-rows:of,0:131"z2-.5":Nails Allowable Load = 192 1b Req'd Uplift Req'd Provided t...:,. .. Load Spacing Spacing LPG ;f. i line 1 120._ `plf 6 in o.c. 6 -Fin o.c. in _ - .0 plf 6 in D.C. 6 in D.C. a 2 ,._ ...... _.:...::._..._.. ....:............... 20d Stogy F or Band to 1 st Story Ceiling Band Connection -line A&line B ti c �r onnector 7/16"OSB/PLY overlap. �r 2 rowsof'0.131"x2.5' Nails ...._. ..... Allowable Load= :192: lb Req'd Uplift Req'd Provided Load. Spacing Spacing .............. :... 09/21/15 line A 0=:Eplf 11 in D.C. ;;6 in o.c. line_B 21.0' plf .11 'in D.C. '._ -.6 in o.c. 2nd Story Floor Band to 1st ry....Story Ceiling Band Connection -line 1&line 2 .- ,.: ,. Connector: :?/16"OSB%PLY overap 2 rows of 0.131"x2:5" Nails:. w _..._.... Allowable Load = :1.92- lb Req'd Uplift Req'd Provided Load Spacing Spacing line_1 -120': plf 6 in D.C. 6` in D.C. line_2 0:::: �pif 6 in o.c. in o.c. ..........._.._:__:.._ 1st Story Ceiling Band to 1st Story Wall Stud Connection - line—A& line—B Connector v7/16"OSB/PLY overlap- 2'rows of:0131"x2ff"Nails Allowable Load= ;s192` lb Req'd Uplift Req'd Provided Load Spacing Spacing .................:.. line A :,?10 .=plf 11=: in o.c: �6 in o.c. line B 210 plf ; 11 : in o.c. . :'...6......: in o.c. 1 st Story Ceiling Band to 1 st Story Wall Stud Connection -line 1&line 2 Connector !-7/1T'OSB/`PLYoverla P i 2=t6ws of 0`1:$1"x2 5''NaiCs.: Allowable Load = 192. Ib Req'd Uplift Req'd Provided Load Spacing Spacing line_1 120 . plf 6• In o.c. - _6 in o.c. line 2 0 ;= plf : 6 in o.c. 6 in o.c. M , 1 JOB PRE-32004 V SHEET NO. 6A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Uplift Connections(cont'd) 1st Story Wall Stud to Floor Band Connection Connector: 7/16"9SB/PLY overiap'floorrim joist min a". Fastener: 0 131in x 2'1/2m nails r x Must Use Nails in Higher than Seismic Zone C Lateral Value= 96 Ibs per fastener Use 2 rows of fasteners along bottom edge of panel -stagger spacing between rows Req'd Uplift Required Load Spacing line—A 346 plf .H 6 !in. o.c. line_B 495 plf 4 in. o.c. Pry . ? `� line 1 0 _:. pif 6 €in. o.c. , line 0;' plf 6 ,in. o.c. 01' ° .g;:�'�'"• ',.,.':: a'? � CIF�,�, 09/21/15 w r JOB PRE-32004 ✓ SHEET NO. 7 OF 44 CALCULATED BY DB DATE 9/2/2015 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,.overlap:sill plate Fastener: 0 131 m x 2 1/2iri nails ;Must Use Nails in Higher than Seismic Zone C Lateral Value= 96:. Ibs 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 _346 Of 3 in. o.c. line_B ;:495->;pif 3 in. o.c. line-1 0;.:'::Of3_. tin. o.c. line_2 0 plf .,.3' !,!; in. o.c. a' 09/21/15 JOB PRE-32004 r SHEET NO. 8 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Single Shear Staple Capacity w/min. V' penetration "Other Dowel-Type Fasteners" D = 0,d63.. in Diameter is = Q:,4,375. in Side member thickness F = y1,00600'psi Dowel bending yield strength tm = ry 1:?;. in Main member penetration Rd = Reduction Term-See Table 11.3.1 B Ss = ;OSB%PLY Side member species Re = '0:77,91"= Fem/Fes Ms = <SPF: Main member species R, _ 2.2857 = Im/Is SO = -1& `,``_ Staple Gage Im = 1 in main member dowel bearing length CD = ;YrY,1`:6 ,` Load'Duration Factor Is = 0.4375'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= 40.4 .Ibs Im Zim= D X Im x Fem X CD lb __.......... Rd s Zis= D x Is x Fes p .0 I x C = 86.2 'Ib " ` . Rd �' :; G t o Ay II Zii= k, x D x Is x Fes X CD = 54.5- ;Ib Rd III — k D x l xF = 56.3 m Z ulm— z x m em X CD 56 3 Ib (1+2Re)x Rd IIIs Zuis= k3 X D X Is X Fem x CD = 33:6 lb 09/21/15 (2+Re)x R, IV Ziv= Dz X 2 x Fem x Fyb (1/2) = 2Q 2T m 'lb Rd 3 x(1 +Re) Minimum Shear, Zmin= 202, ,1Ib Notes: _ K, _ [Re+(2Re2 x(1+Rt+Ri2)) +(R�Z x Re3)1(v2)_[Rex(1+Rt)] (1+Re) Kz = -1 + (2 x(1+Re))+ 2F b x(1+2Re)x Dz (1/2) 3Fem X Im2 K3 ._ -1 + (2 x(1+Re)) + 2F b X(2+Re)x Dz (1/2) 2 Re 317em x Is " JOB PRE-32004 SHEET NO. 8A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Single Shear Staple Capacity w/Metal Side Member w/min. 1" penetration "Other Dowel-Type Fasteners" D = r:A.063..:in Diameter is = �,,0.036,>'in Side member thickness Fyb = 1'00006, Dowel bending yield strength tm = , 1°;Y in Main member penetration Rd = "<.2:2..;' Reduction Term-See Tab le.11.3.1 B Ss = 20GA,Stedl` Side member species Re !,0.0542'= Fem/Fes Ms = SPF:_" Main member species Rt i 27778 = Im/Is SO = y K1;6'?.;a Staple Gage Im = 1:.::_ in main member dowel bearing length CD = 1;:6', Load Duration Factor Is = 0.036 in side member dowel bearing length Fem= 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 Shear Zstaple= 52:5...:Ibs Im Zim= D x Im x Fem X CD = 1.53.5 lb Rd Is Zis= D x Is x Fes X CD = M 102 0:� Ib Rd II Zii= k, x D x Is X Fes x CD = 62.8 lb RdEa.. c:.: z rya HIM Z111m= k2 x D x Im x Fem x CD = :......: 667' :lb (1+2Re)x.Rd ills Ziiis= k3 x D x Is x Fem X CD = , 31 8 ,, n'lb (2+Re)x Rd 09/21/15 IV Ziv= D2 x 2 x Fem x Fyb (1/2) = w.263m 'Ib Rd 3x(1 + Re) _... Minimum Shear, Zmin = 26.3: mm lb Notes: Kt = [Re+(2Re2 x(1+Rt+Rt2)) +(Rt2 x Re3)1('/2)-[Re X(1+Rt)] (1+Re) K2 = -1 + (2 X(1+Re))'+ 2F b x(1+2R,)X D2 c112> 3Fem X I m 2 K3 = -1 + (2 x(1±Re)) + 2F b x(2+Re)x D2 (1/2) _ 11%8: Re 3Fem X 1 2 5 JOB PRE-32004 SHEET NO. 9 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap= N00598, in Strength of Steel = ss:36 ksi Strength Reduction Factor Width of Steel Strap= 1-5z 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= (1.768.3 lb 0.131"x2.5" Nail Capacity Shear Z= ' :,83 _ Ib NDS Table 11 P Load Duration Factor= »1.6; „for wind Adjusted Fastener Capacity= 1328 l Ib Required Quantity of Fasteners to achieve max capacity of strap= QTY= 14 nails each end of each strap y '0a 09/21/15 JOB PRE-32004 SHEET NO. 9A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE 20GA Strap Capacity Thickness of Strap= 00359:`.in Strength of Steel Strength Reduction Factor= 06,• Width of Steel Strap= 1n:25': in Thickness of fastener= '0;131;0 in Capacity of Strap=Thicknes x(Width of Strap-Width of fastener)x Strength of Steel x Strength Reduction Factor= Capacity of Strap= 86772 lb 0.131"x2.5" Nail Capacity Shear Z=: ,-"-- I b NDS Table 11 P Load Duration Factor= ".''1:6_' for wind Adjusted Fastener Capacity= 129.6 Ab Required Quantity of Fasteners to achieve max capacity of strap = QTY= 7 ?nails each end of each strap 09/21/15 JOB PRE-32004 SHEET NO. 10 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Uplift Connections(cont'd) Marriage Wall Loads Truss ID# _ HM585820 a• ,; x;;i3 Max Uplift at Marriage Wall= 571 Ibs „v Unit Uplift Load = 428- 'Of = � Roof to 2nd Story Wall Connection Load = 343; plf 09/21/15 . 2nd Story Wall to 1st Story Wall Connection Load 343 plf 59: plf iplf Wall to Girder Connection Load = -283 Of -: 59 ;plf= 22.4. „pIf *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 T-13,75 ft / 2) x 10 . psf] + 30.Y'.' plf} x 0.6 = 59. ,plf JOB PRE-32004 SHEET NO. 11 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design Roof Truss to 2nd Story Wall Stud Connection Connector: 'SimpsonStrong-Tie1STA12.' Fastener: :(>10) 0.148"x2.5" nails: , (5 each,end ofstrap)' .` 795 lb Req'd Uplift ._ Req Allowable Load = _ 'd Provided Load Spacing Spacing 34.3mmM plf ~.28 T in. 16 in. 9 . � r w f - Vk T E JOB PRE-32004 SHEET NO. 11A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Uplift Connections(cont'd) Marriage Wall Connection'Design VAc" qpNO I l"p$ �.sue •4.� q R S 09/21/15 ....._......... .............. 2nd Story Wall Stud to 2nd Story Floor Band Connection Connector: SimpsomStrong-Tie LSTA142:=` Fastener: '(10)0.148inx2.5in"nails','` (5 eacf end of strap]. Allowable Load w 796 lb Req'd Uplift Req'd Provided Load Spacing _Spacing m:283 Dlf :34 in. 32�; in. 2nd Story Floor Band to 1st Story Ceiling Band Connection (One Side Only) Connector: ;Sim psomStrong-Tie:LSTA1'5 Fastener:. (6.6a6h,End of,strap) Allowable Load = 950:,;lb Req'd Uplift ;Req'd Provided Load Spacing Spacing plf 20 mmm in. 16 in. JOB PRE-32004 SHEET NO. 11 B OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Uplift Connections(cont'd) Marriage Wall Connection Design 1st Story Ceiling Band to 1st Story Wall Stud Connection Connector: S,impson�Sfrgng=Tie:>LSTA12, F Fastener: '(1:0>0.148inx2:5in nails.; ; :;; 5;.each:endof stra" Allowable Load = '795 lb Req'd Uplift Req'd Provided Load Spacing . Spacing 283; :<olf 34 in. 32. _' in. 1st Story Wall Stud to Floor Girder Connection 09/21/15 Connector: ;Simpson Str6ng=Tie LSTAI.2<< Fastener: :,(10)0:148"x2.5"nails (5 each:end of strap): Allowable Load = 795 lb for SPF Req'd Uplift Req'd Provided Load Spacing Spacing 283, plf 34 in. 32`, in. Floor Girder to Foundation Connection Req'd Uplift Load 224 'plf per box JOB PRE-32004. SHEET NO. 12 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Uplift Connections(cont'd) Check Tensile Strength of Studs to Transfer Uplift Loads 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 : 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 inZ Allowable Tensile Load 'mt Pt = Ft A= ;.4290°:Ib =: >. ......383_.:?Ib OK coLN 09/21/15 JOB PRE-32004 SHEET NO. 12A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Sliding Connections Capacities , "`�" 'd....'d w'a. Design 1st Story Module to Sill Plate Connection Assume Typical Connection made with 0.131"xZ,toenails: Specific Gravity of Member '` Thickness of Member is= ,' 150_:.,=in. 09/21/15 Nominal Lateral Capacity of Nails in Single Shear Z= 82. .lb ANSI/AF&PA NDS Table 11 N Load Duration Factor CD= 1;6. ANSI/AF&PA NDS Table 2.3.2 Toe-Nail Factor Ctn _ 083. ANSI/AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Ctr, = 109 `F Ib ANSI/AF&PA NDS Table 10.3.1 =0:131!.k 3":toenails:: 2"o.c. nails = ,1.09 : Ib x 12 in/ft/ 2 in o.c = ;: 653-.1plf 3"o.c. nails = s ..10,.9.. . lb x 12 in/ft/ 3 in o.c = 435 plf 4"o.c. nails = ;109 lb x 12 in/ft/ 4 in ox = 326 : plf 5"o.c. nails = 109 :Ib x 12 in/ft/ 5 in ox = 261 ;;'.,I plf 6"o.c. nails = _ :1.09 lb x 12 in/ft/ 6 in ox = �: 217 -!pif Oi13.1"z:3".Nails= Z' = ZCD = 131 lb .............. .............................. 2 rows of 0.131"x3" nails at 4" o.c. _ ;..131:;:41 lb x 12 in/ft/ 4 in ox x 2 = 787: t plf 2 rows of 0.131"x3" nails at 5" o.c. = 131, ,;lb x 12 in/ft/ 5 in ox x 2 = 629:: plf 2 rows of 0.131"xY nails at 6"o.c. = 131 lb x 12 in/ft/ -6 in ox x 2 = :524--i pif 2 rows of 0.131"x3" nails at 7"o.c. = 131 lb x 12 in/ft/ 7 in ox x 2 = 4491''plf 2 rows of 0.131"x3" nails at 8"o.c. _ `1:31;: lb x 12 in/ft/ 8 in ox x 2 = 393 plf f 3 rows of 0.131"x3" nails at 4"o.c. = 1.31, ,;lb x 12 in/ft/ 4 in ox x 3 = 1160 yR plf 3 rows of 0.131"x3" nails at 5"o.c. _ 131. =lb x 12 in/ft/ 5 in o.c x 3 = 944 plf 3 rows of 0.131"x3" nails at 6"o.c. = 131 Ib x 12 in/ft/ 6 in o.c x 3 = 787. 1 plf 3 rows of 0.131"x3" nails at 7"o.c. = 131 . lb x 12 in/ft/ 7 in ox x 3 = 674 E pif 3 rows of 0.131"x3" nails at 8"o.c. = 131 Ib x 12 in/ft/ 8 in ox x 3 = 590: `plf JOB PRE-32004 SHEET NO. 13 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Shear Connections-MWFRS Roof Pitch = 7:12 Roof Height= 8.4 .:ft Roof Span= 13.75..;ft. 3 Sec Gust Wind Speed = 120 mph Wind Exposure= C Max Wall Height= 9 ft Wind Importance Factor End Zone Length = 6,.00 ft Building Length = 56, ft Floor/Ceiling Depth = 1;8;. ft Horizontal Design Wind Pressures Enter 10psf as minimum value or if value is less than zero Wall Pressure Perp to Ridge = 26,2.9 psf See Page 13A& 13B for pressure calcs. Roof Pressure Perp to Ridge= 20.32 psf Wall Pressure Parallel to Ridge= 26,29 psf Roof Pressure Parallel to Ridge= 27,83 psf V; . A ,.k M4i!wh 09/21/15 Perpendicular to Ridge Roof Diaphragm Load (Roof Hor. Press. Perp. x Roof Height) + (Wall Hor. Press. Perp. x Wall Height/2) Roof Diaphragm Load = 276 plf Floor Diaphragm Load [Wall Hor. Press. Perp. x(Wall Height+Floor/Ceil ing Depth)] Floor Diaphragm Load = 271 plf Parallel to Ridge Roof Diaphragm Load _ (Roof Hor. Press. Par. x Roof Height/2) + (Wall Hor. Press. Par. x Wall Height/2) Roof Diaphragm Load = 222 plf Floor Diaphragm Load [Wall Hor. Press. Par. x(Wall Height+Floor/Ceiling Depth)] - Floor Diaphragm Load 271 plf JOB PRE-32004 SHEET NO. 13A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Shear Connections -MWFRS Roof Pitch = 7:12 Roof Height= " -8 4. ft Roof Span 3 Sec Gust Wind Speed, V= 120 mph .......... . . Wind Exposure= C Max Wall Height= 9 ft Wind Imp. Factor, I — 1.00 End Zone Length.= 6:00 ft Building Length, L= -.56 ft Floor/Ceiling Depth = 1.8_` ft Mean Roof Height, h = 25.; ft Building Width, B = 27:5 'ft qz= 0.00256KzKztKdV21 KZ= pg4: 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. ) KZt 1" Kd = 0.85 Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. 454 29 qZ= psf 3: e tt G = U5 for rigid structures Perpendicular to the Ridge CPWw= s_; 0.8 Windward Wall Exterior Pressure Coefficient 09/21/15 CP1W= -0.25 Leeward Wall Exterior Pressure Coefficient CPwr_ =0:25.:. Windward Roof Exterior Pressure Coefficient CP,r_ -Q;60" -06 Leeward Roof Exterior Pressure Coefficient Parallel to the Ridge Cp"= 0.8 Windward Wall Exterior Pressure Coefficient Co,= -0,25 Leeward Wall Exterior Pressure Coefficient CPwr_ ,0.90'. 0.18 Windward Roof Exterior Pressure Coefficient Cp1r_ =0.90 -0.18 Leeward Roof Exterior Pressure Coefficient GCP;= GA8 -0.18 - JOB PRE-32004 SHEET NO. 13B OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Shear Connections-MWFRS Roof Pitch= 7:12. Roof Height= .8.4: ft Roof Span = 13 75-::ft. 3 Sec Gust Wind Speed,V= 120 mph Wind Exposure= C Max Wall Height= 9 ft Wind Imp. Factor, I = 1.00 _. t End Zone Length = 6.00; ft Building Length, L= 56 ft Floor/Ceiling Depth = 1,8 ft Mean Roof Height, h = 25 ft Building Width, B = 27.5 ft x.• °f qZ= 29.454.psf G= 085 for rigid structures°;.• `' P=gGCp-gi(GCpi) MWFRS-Wind Perpendicular to Ridge Walls 09/21/15 Windward P= ( 29.454 Psf x 0.85 x 0.8 ) - 29.454 Psf x 0.18 ) = 14.7 psf P= ( 29.454 psf x 0.85 x 0.8 ) - 29.454 Psf x -0.18 ) = 25.3 psf Leeward P= ( 29.454 Psf x 0.85 x -0.25 ) - 29.454 'psf x' 0.18 ) _ -11.6 psf P= ( 29.454 psf x 0.85 x -0.25 ) - 29.454 Psf x -0.18 ) -1.0 psf Roof Windward P= ( 29.454 Psf x 0.85 x -0.25 ) - 29.454 psf x 0.18 ) _ -11.5 psf P= ( 29.454 Psf x 0.85 x -0.249 ') - 29.454 psf x -0.18 ) _ -0.9 psf Leeward P= ( 29.454 Psf x 0.85 x -0.60 ) - 29.454 psf x 0.18 ) _ -20.3 psf P= ( 29.454 Psf x 0.85 x -0.60 ) - 29.454 Psf x -0.18 ) _ -9.7 psf Overhang Pressure P= gGCpwindwardroof+gGCpwindwardwall P= ( 29.454 Psf x 0.85 x 0.80 ) -( 29.454 Psf x 0.85 x -0:25. ) = 26.3 psf JOB PRE-32004 • SHEET NO. 13C OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Shear Connections-MWFRS Roof Pitch = 7:12. Roof Height= $.4 'ft Roof Span = =13.75 ft, 3 Sec Gust Wind Speed, V= µ 120. mph Wind Exposure= CC: Wind Exposure Adjustment Factor= 1,:35: Max Wall Height= 9. ft Wind Imp. Factor, 1 = 1:.00 End Zone Length= 6.00 ;: ft Building Length, L= 56 , .ft X%'. t Floor/Ceiling Depth = :8 ft Mean Roof Height, h = 25-' ft m 1. Building Width, B = 27;5 ftR qz= 29.454 psf G= t3.8 for rigid structures 3' MWFRS-Wind Parallel to Ridge Walls Windward 09/21/15 p= ( 29.454 psf x 0.85 x 0.8 ) - 29.454 psf x 0.18 ), = 14.7" psf p= ( 29.454 psf x 0.85 x 0.8 ) - 29.454 Of x -0.18 ) = 25.3 psf Leeward p= ( 29.454 psf x 0.85 x -0.25 ) - 29.454 psf x 0.18 ) _ -11.6 psf p= ( 29.454 psf x 0.85 x -0.25 ) - 29.454 psf x -0.18 ) _ -1.0 psf Roof Windward p= ( 29.454 psf x 0.85 x -0.90 ) - 29.454 psf x 0.18 ) _ -27.8 psf p= ( 29.454 psf x 0.85 x -0.90 ) - 29.454 psf x -0.18 ) _ -17.2 psf Leeward p= ( 29.454 psf x 0.85 x -0.90 ) - 29.454 psf x 0.18 ) _ -27.8 psf p= ( 29.454 psf x 0.85 x -0.90 ) - 29.454 psf x -0.18 ) _ -17.2 psf Overhang Pressure p= gGCpwindwardroof+gGCpwindwardwall p= (. 29.454 psf x 0.85 x 0.80 )-( 29.454 psf x 0.85 x ,-0.90 ) = 42.6 psf ll ' JOB PRE-32004 SHEET NO. 13D OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Shear Connections-C&C Roof Pitch= 7:12 Roof Height= 8:4 ft Roof Span = 13.76 ft. 3 Sec Gust Wind Speed, V= 120 mph Wind Exposure= C Max Wall Height= 9: ft Wind Imp. Factor, 1 = 1.00 End Zone Length = ,;:6.00 .:: ft Building Length, L= 56 " ft Floor/Ceiling Depth = 1.8; ft Mean Roof Height, h = 25. ft Building Width, B = 27.5 ,ft qz= 0.00256KzKztKdV21 KZ= O 94 Per Table 30.3-1 from 7-10 and per table 6-3 from 7-05. Ly (For 7-05 use highest value from case 1 and case 2. ) 11 Kd= 0.85, Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. qZ= 29:454. psf p= gGCp-gi(GCpi) 09/21/15 .� G = 0.35. .: for rigid structures Walls Per Figure 30.6-1 7-10 and per Figure 6-17 7-05 CPq+= 1OQ' Zone 4 Positive Cp4__ { 10;.. Zone 4 Negative CP5+= 1:;0.0-:`. Zone 5 Positive CP5_ Zone 5 Negative Roof Per Figure 30.4-2A,B&C 7-10 and per Figure 6-11B,C&D 7-05_ CPi+_ :`<µ0.87: Zone 1 Positive CPtoh+= 0;87 Zone 1 OH Positive CP1_= 0.94 ' Zone 1 Negative CP1oh__ -0.94 Zone 1 OH Negative Cp2+= 0 8.7.-. Zone 2 Positive CP2ah+= A..87..::: Zone 2 OH Positive CP2_= 1.:.14 : Zone 2 Negative CP2oh__ -1,94 Zone 2 OH Negative CPs+_ 0.87 Zone 3 Positive CPsan+= 0.87 Zone 3 OH Positive- Cps-.1.4f, Zone 3 Negative CPsoh__ Al 94 : Zone 3.OH Negative GCP;= 0 18 -0.18 JOB PRE-32004 SHEET NO. 13E OF 44 CALCULATED BY DB DATE 9/2/2015. CHECKED BY DATE Shear Connections-C&C Roof Pitch.= 7:12 Roof Height= &4- -ft Roof Span = 13:75 ft, 3 Sec Gust Wind Speed, V= 120 mph Wind Exposure= G.• �,,p .ro Max Wall Height= 9 : ft Wind Imp. Factor, I k," End Zone Length = 6;00 ft Building Length, L= 56 .: ft /s''° r ' w;L tag Floor/Ceiling Depth = 1.8.:. ft Mean Roof Height, h = °:_- 25 ft Building Width B = 27.5 y • r 29.454 psf G = 0'85 qZ_ p for rigid structures p=gGCP-gj(GCpj) Walls Zone 4 09/21/15 P= ( 29.454 psf x 0.85 x 1.00 ) - 29.454 psf x 0.18 ) = 19.6 psf P= ( 29.454 psf x 0.85 x 1.00 ) - 29.454 psf x -0.18 ) . = 30.2 psf P= ( 29.454 psf x 0.85 x -1.10 )- 29.454 psf x 0.18 ) _ -32.7 psf P= ( 29.454 psf x 0.85 x -1.10 ) - 29.454 psf x -0.18 ) _ -22.1 psf Zone-5 P= ( 29.454 psf x 0.85 x 1.00 ) - 29.454 psf x 0.18 ) = 19.6 psf P= ( 29.454 psf x 0.85 x 1.00 )- 29.454 psf x -0.18 ) = 30.2 psf P= ( 29.454 psf x 0.85 x -1.39 )- 29.454 psf x ,0.18 ), _ -40.1 psf P= ( 29.454 psf x &85 x -1.39 )- 29.454,psf x -0.18 ) _ -29.5 psf Roof Zone 1 " P= ( 29.454 psf x 0.85 x 0.87 ) - 29.454 psf x 0.18 ) = 16.4 psf P= ( 29.454 psf x 0.85 x 0.87 )- 29.454'psf x -0.18 ) 27.0 psf P= ( 29.454 psf x 0.85 x -0.94 ) - 29.454 psf x 0.18 ) _ -28.7 psf P= ( 29.454 psf x 0.85 . x -0.94 ) - 29.454 psf x -0.18 ) _ -18.1 psf. Zone 2 P= ( 29.454 psf x 0.85 x 0.87 )- 29.454 psf x 0.18 ) = 16.4 psf P=.( 29.454 psf x 0.85 x 0.87 )- 29.454 psf x -0.18 ) = 27.0 psf P= ( 29.454 psf x 0.85 x -1.14 )- 29.454 psf x 0.18 ) _ -33.7 psf P= ( 29.454 psf x 0.85 x -1.14 ) - 29.454'psf'x -0.18 ) _ -23.1 psf . Zone 3 P= ( 29.454 psf x 0.85 x 0.87 ) - 29.454 psf x 0.18 ) = 16.4 psf P= ( 29.454 psf x 0.85 x 0.87 ) - 29.454 psf x -0.18 ) = 27.0 psf P= ( 29.454 psf x 0.85 x -1.14 ) - 29.454 psf-x 0.18 ) _ -33.7 psf p= ( 29.454 psf x 0.85 x -1.14 ) - 29.454 psf x -0.18 ) _ -23.1 psf JOB PRE-32004 SHEET'NO. 13F OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Shear Connections-C&C Roof Pitch = 7:12 Roof Height= 8 4 .:ft Roof Span = 1175; ft, 3 Sec Gust Wind Speed, V= 120 mph ........... Wind Exposure= G Max Wall Height= 9 :ft Wind Imp. Factor, I.= 1.00 End Zone Length = 6.00 ft Building Length, L= m 56. .:ft Floor/Ceiling Depth = 1:8::::: ft Mean Roof Height, h = 25 ft Building Width, B = 27.5 .ft qZ= ,29:454 psf G= 0.85 for rigid structures p=gGCp-gj(GCpj) V a 09/21/15 Roof OH Zone 1 OH p= ( 29.454 psf x 0.85 x 0.87 ) - 29.454 psf x 0.18 ) = 16.4. psf P= ( 29.454 psf x 0.85 x 0.87 )- 29.454 psf x -0.18 ) = 27.0 psf P= ( 29.454 psf x 0.85 x -0.94 )- 29.454 Psf x 0.18 ) _ -28.7 psf P= ( 29.454 psf x 0.85 x -0.94 ) - 29.454 psf x -0.18 ) _ -18.1 psf Zone 2 OH P= ( 29.454 psf x 0.85 x 0.87 ) - 29.454 psf x 0.18 ) = 16A psf P= ( 29.454 psf x 0.85 x. 0.87 ) - 29.454 psf x -0.18 ) = 27.0 psf P= ( 29.454 psf x 0.85 x -1.94 ) - 29.454 psf x 0.18 ) _ -53.8. psf. P= ( 29.454'psf x 0.85 x -1.94 ) - 29.454 psf x -0.18 ) _ -43.2 psf Zone 3 OH P= ( 29.454 psf x 0.85 x 0.87 ) - 29.454 psf x 0.18 ) = 16.4 psf P= ( 29.454 psf x 0.85 x 0.87 )- 29.454 psf x -0.18 ) = 27.0 psf P= ( 29.454 psf x 0.85 x -1.94 ) - 29.454 psf x 0.18 ) _ -53.8 psf p= ( 29.454 psf x 0.85 x -1.94 ) - 29.454 psf x -0.18 ) _ -43.2 psf JOB PRE-32004 SHEET NO. 14 OF 44 CALCULATED BY DB DATE 9/2/2015 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 = ::..:276.. _plf Wroof = 222 plf Wfloor= 271 plf Wfloor.= 271 Of . L= .: ..56:.:: ft. B 27,5- ft. Vroof=Wroof x L 15449 lb Vroof=Wroof x B= : 6107 'Ib Vfloor=Wfloor x L= 15163`lb Vfloor=Wfloor x B 7446 lb Shear Tranfer Connection Capacity Requirements vroof=Vroof/2/B =. :281 plf vroof=Vroof/2/L= 55 :. plf vfloorl =Vroof+Vfloorl /2/B = 557 plf vfloorl =Vroof+Vfloor/2/L= 121 pIf vfloor2=Vroof+ [2 x(Vfloor/2/B)] _ . 722 plf vfloor2=Vroof+[2 x(Vfloor/2/L)]= "187 plf CZ e3e d r., 09/21/15 _ I JOB PRE-32004 SHEET NO. 15 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Shear'Connections-Seismic(conVd) Total Shear Capacity Requirements-Seismic Seismic Design Category= B Weights: Factors: Wroof= 24640; lb R= 6.5 Table 12.14-1 Wswall= 13440 lb Fa= 1.4 Section 12.14.8.1 Weuvall= 6600_'Ib F= 1..1 Section 12.14.8.1 Wgable= 165Q''Ib SDs= ` 0.'32 Secction 11.4.1 4A } Wfloor= 3,8500. lb I = 100 Seismic Importance Factor p_ Al total= W 84830 ,I LU 1 �a 6 Seismic Base Shear,V: Section 12.14.8.1 V= F x SDs X Wtotal x I = 4594 lb 09/ 1/15 R Vertical Distribution, Fx: Section 12.14.8.2 FX = wX x V Wtotal Fx.roof= 1334._ lb Floor Diaphragm Load= `_.4594;:.Hb Fx.floorl = '':;.: 2800' ' lb Fx.floor2= 4594:.:.. lb Diaphragm Unit Shear Capacity Requirements B= _:27.5.. 'ft. L=';;. 56':A. Perpendicular to Ridge Wind Parallel to Ridge vroof=-Fx.roof/2/B 24 pif vroof= Fx.roof/2/L= 12- .1 plf 1st floor down from roof vfloorl =Fx.floorl /2/B= 51 :;:':pif vfloorl = Fx.floorl /2/L= 25- plf vfloor2=Fx.floor2/2/B= :,84: `Of vfloor2=Fx.floor2/2/L= ;4.1 pif } JOB PRE-32004 SHEET NO. 16. OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Shear Connections(cont'd) Reference Sheet 14& 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 2nd Story Shear Walls Wall Length Available for Full Height Sheathing Bline 1:`.27:50- ft. %line 1= 100 Bline_2. 10.58 ft. %line_2= 38 Shearwall Unit Shear Capacity - Vwall line 1=Vroof/2 Bline 1 Vwall line_1= 0 0'.. '6621 d Ib /(2 x 27..50 ft.) Vwall line 1= 12,0 plf 'Wind:Controls Vwall line-2=Vroof/2 Bline 2 Vwall line_2= 0' 0..; ::' 6621- lb /(2 x .58 ) 10 :ft Vwallline_2 = 313,,,pif Wind:Controls` ,, Shear Parallel to Ridge 2nd Story Shear Walls Wall Length Available for Full Height Sheathing Lline A 32.75 ft. %line A= 58 Lline B 29.66 'ft. %line B=: 53 Shearwall Unit Shear Capacity Vwall line-A=Vroof/2 Bline A Vwall line A- 0 '' 0 „ 6107 Ib /(2 x 32.75 ft.) :_....-.... E Vwall line A= >"plf .Wind.Controls�'. - Vwall line B=Vroof/2 Bline B Vwall line_B= 0 0 ''' 61:07 {Ib /(2 x 29:66 ;;ft.) Vwall line_6= 103: plf „Wind;Controlsof :. 'i QFrc. gs 09/21/15 JOB PRE-32004 SHEET NO. 16A OF. 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Shear Connections(cont'd) Reference Sheet 14& 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 2nd Story Shear Walls Wall Length Available for Full Height Sheathing Bline_3-;,10.00, ;ft. %line_3= 36 Shearwall Unit Shear Capacity Vwall line 3=Vroof/2 Bline 3 Vwall line_3= 0= 0 6621 ?lb -^/(2 x 90100 ;ft.) Vwall line 3= 331;: Of 'WindControis.= _ E d ?$d Li gg .. s4°•fix~ `•- �;3ag.'i.S�L','9 ��� . w 09/21/15 JOB PRE-32004 SHEET NO. 16B OF 44 CALCULATED BY DB DATE 9/2/2015 . 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 1-2100'A %line 1= Bline_2 1G 58.:ft. %line_2= 38N Shearwall Unit Shear Capacity Vwall line_1= (Vroof+Vfloor)/2 Bline_1 Vwall line_1= 07 _ 0 13851 'lb + 12997;lb /(2 X 1 23.00 J ft.) Vwall line 1= 584' plf :Wind'Gontrols: .._. _...._......__._........____._._ _._ Vwall line-2= (Vroof+Vfloor)/2.Bline_2 Vwall line_2= 0 0 1 132421Ib . + .12997 Ib /(2 X 10:58,ft.) Vwall line_2= 1240.1 plf -Wind Controls.,:..,:;;:;:: Shear Parallel to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Lline A, 31:.00' ft. %line P 55 Lline 131.23.00 ft. %line E: :48`!! Shearwall Unit Shear Capacity Vwall line_A= (Vroof+Vfloor)/2 Bline_A Vwall line A= 0 0 61..07.;lb + 7446 Ib /(2 X 31.00 ft.) w... Vwall line_A= 219.. plf -Wind Controls Wall line_B= (Vroof+Vfloor)/2 Bline B Vwall line_B= 0 Q 6107 lb + 7446 =lb /(2 X = 23.00: ft.) Vwall line B= 295- plf ..Wind?Controls N7 , 16 NI, g 0 09/21/15 JOB PRE-32004 SHEET NO. 16C OF 44 CALCULATED BY DB DATE 9/2/2015 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:: 10.90 ft. %line 3= 40.;...: Shearwall Unit Shear Capacity _ Wall line 3= (Vroof+Vfloor)/2 Bline 3 Wall line 3= 0 0 2207 `lb + 0 Ib /(2 x ;=.10 90 ft.) Wall line 3= 101 _ .plf .Wind Controls:: Shear Parallel to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Lline_C' 2.75" "ft. %line_C.. 5' Shearwall Unit Shear Capacity Wall line_C = (Vroof+Vfloor)/2 Bline C Wall line_C = 0 _ 0 ':; 1.527 lb + 0: lb /(2 x 2.75 ft.) Wall line_C = 278: 'pif ;1Nind',Controts' _ _.... .. $ f'!5y •ice&9'I:L`" W'z 09/21/15 JOB PRE-32004 SHEET NO. 17 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Shear Connections(cont'd) Shear Capacity of 2nd Story Perforated Shearwall Assembly Percent Full Height Sheathing ` v Wind Perpendicular to Ridge %line 1= 100 38 , Wind Parallel to Ridge %line A= 58'": %line B= 53 09/21l1'5. Maximum Unrestrained Opening Height 2nd Story Wall Height- Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1 m VOm-:.:-in. Hline A: 66 Jn. Hline_2 66 in. Hline—B.. '66,1:M in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline 1:,- TOO :: Fline A.- Ot69' Fline_2"''.:0.61'=' Fline_B:."0.6T::.' Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 1 . ;84.... %line 2 ""38 ..' T..__..._.___............__._._.. Wind Parallel to Ridge %line R " 55 %line E 4$ Maximum Unrestrained Opening Height 1 st Story Wall Height- 'il'''9;ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline_11. °.84: A- <'8 in. Hline 4. in. Hline_2 " 66" in. Hline _B:"" .84 F in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline 1: 0.82::: Fline At 0.63:,AI Fline '2 :,':_0.67` Fline B;°' 0.6.6 JOB PRE-32004 SHEET NO. 18 OF 44 CALCULATED BY DB DATE 9/2/2015 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 = .642 ..................... .- .. 2nd Story Wall -line_1 PERFORATED'. 7 c' nl, e.M " c"feldai = e/16'<: SB w/: 1" o iinXterior Tabulated Value= 1239 z: plf vs= 1.40 (Tab. Value) _ 334 ,plf vs 0, plf : Shear Capacity of Shearwall Assembly vs = 334::.;plf + ' .: 0 plf = =334 j plf > ';;.;`:12Q '' plf ;0K 2nd Story Wall -line_2 7/16`'OSB w/0 13;1"x2 5"nailse@.4"o:c panel edge'&'.:t2":o:c field nailmg`(exterior) Tabulated Value= 349 plf vs= 1.40 (Tab. Value) _ �',f 488 =pif vs= 0 r plf Shear Capacity of Shearwall Assembly vs = 488 . plf + 48.8 plf > 313,^-plf =OIC 2nd Story Wall -line—A `PERFORATED 7%16`' OSB w/0::131"x2 5":nails 6"o c aneled a&-12".oc field Wallin exfenor Tabulated Value= z:239-`F, plf vs= 1.40 (Tab. Value).= 334. plf Vs= 0 plf Shear Capacity of Shearwall Assembly vs = 334',;plf + ;' 0, plf = 334. plf > 93: plf OK< . . _. . . ......:.:...r,:,:...::.: _. _.........._... . 2nd Story Wall - line B PERFORATED 7/16"OSB"w/0 131"x2y5"nails;,@ 6 ryo c panel edge&.12;'..o:c;.flel'd%nailing(extenoc) ;. rz ; Tabulated Value= 239'`'plf vs 1.40 (Tab.Value) — 334pif09/21/15 Vs plf U, hear Capacity of Shearwall Assembly 4 4 ," 34 '<-- plf 10 OKvs p f ` JOB PRE-32004 SHEET NO. 18A OF 44 CALCULATED BY DB DATE 9/2/2015 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 2nd Story Wall -line_3 ;;.;SEGMENTED :7/1,6"OSB w/0 131"x2 5"nails @ 6"0,c panel edge&'1'2",o;c field.nailing'(exterior) Tabulated Value= 239.. Of vs= 1..40 (Tab. Value) = S34::::: plf vs pif Shear Capacity of Shearwall Assembly vs = 334•.'pif + 0;. ;:<plf = 334. <plf > 331 :: plf OK' ' - L. ..+''. 6 4y -09/21115 JOB PRE-32004 • SHEET NO. 18B OF 44 CALCULATED BY DB DATE 9/2/2015 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 = ' Q'42: 1st Story Wall -line 1 SEGMENTED' °7/16;:OSB�w/0:1.31xx2.5 nails @ 3.o.c. panel+edge&12 o.c;:field:nailmg (extenor) Tabulated Value vs= 1.40(Tab. Value) = 630 plf VS= 0. Of �.. Shear Capacity of Shearwall Assembly 63077 'plf --, vs = 'plf + 0 pIf = 630 plf > 584`._ of =0K 1st Story Wall -line 2 SEGMENTED,, 7/,16" 0SB,.w/.0.131"x2 5"nails,@,3':o c: panel edge:& 12"o c; fel`d nailing(exteno�) Tabulated Value= ,;;:450: plf x. ......::.............:.._.... vs= 1.40 (Tab.Value) = 630 plf OSB w/0A31"x2 5?!nails,@ 3"b.d panel edge&12"' c:`-fie,ld.nailingN(interior} vs plf Shear Capacity of Shearwall Assembly vs 631 `plf = 1261 'plf > ' 1240,. plf E OK _:...:. . 1 st Story Wall -line—A PERFORATED. Ili � 11 If• li- i W. •J• _ " 7%1:6s ,OSB;uv/0:9;31,x2.5 nails'@`4.:o.c.,panel ed a&r12::.o:c..tield`nailir exterior Tabulated Value= '34`9 ^Of vs= 1.40 (Tab. Value) = 4.$8:-` plf Vs plf Shear Capacity of Shearwall Assembly vs = 488",` plf + 0. ' . plf = 488 : plf > ;: ..:219 . Of :OK' 1st Story Wall - line_B -PERFORATED ,11 ,1 :F. Sk II _ I,i 7/1:6•�yOSB�w/0 131 x2 5 nails%@ 3 o c pan6edge& 12%;Qzc:fell nailing (exterior} ^ , «.. - Tabulated Value plf 51 vs 1.40 (Tab Value) Of vs 0 plf F , hear Capacity of Shearwall Assembly- '`�.{`gyp' a. C - :: T,... _____............ .....,.""__. „-_...•_ ,#s tea- vs = 63.0....°plf + 0 plf = 630. Of > :..295: .plf OK z ;4 JOB PRE-32004 SHEET NO. 18C OF 44 CALCULATED BY DB DATE 9/2/2015 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 1st Story Wall-.line 3 PERFORATED: 7/;16" OSB w/:0.131x2 5"nails @ 6"o c panel edge&--12,';oc field riailtmg(exterior) ,,} -... ..�, .,.�.....�...... .Tabulated Value= plf.. .. .�...wr.w.,. ..., ... _,>.._c .. ..._,yN....... .�. . .. . .. . ... ( .: . ........................... vs= 1.40 Tab. Value) = 334 plf vs= *r plf Shear Capacity of Shearwall Assembly vs - 334 plf + 0, !Of = 334..,;plf > 1.01° ;pif OK` ,,. 1st Story Wall -line C SEGMENTED 0..131"x2 5"nails @ 6"o c panel.,edge&12"o.c field;nailextecior) Tabulated Value= :;k239. plf vs= 1.40 (Tab.Value) = 334 plf vs= O Of Shear Capacity of Shearwall Assembly VS plf + 0 plf = ;``'334 . plf > '=^'278'' plf OK; LL 3,;N t < > 09/21/15 JOB PRE-32004 . SHEET NO. 19 OF 44 CALCULATED BY -DB DATE 9/2/2015 CHECKED BY DATE Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force- Tensile strength controls vs. compressive 2x6: : :.' ...µSPF#3, Sample Calculation 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':5. ANSI /AF&PA NDS Table 4A _ - Allowable Tensile Stress Ft = Ft CD CF= � ,'600 psi ANSI /AF&PA NDS Table 4.3.1 _._M...._,._....._........... .... Net Area of Stud A= 8:25 inz Allowable Tensile Load Double 2x4-With Splices Pt= Ft A= 3150.. lb Double 2x4- No Splices 630'0...;lb Double 2x6-With Splices Pt= Ft A= 4290.::�Ib Double 2x6- No Splices 8580`=Ib Double 2x10-With Splices Pt Ft A= 5550,: lb Double 2x10- No Splices _111 QO'lb Z= 131.2 lb Minimum splice lap where splices are allowed = 4` `x ft 2nd Floor Endwalls T= '7724.3:lb Double 2x6,Top Plate=;No Splices Sidewalls T= '1534.3'Ib Double 2x6 Top Plate-With Splices & Stagger 2 rows of 0.131"x 3.0" Nails @ ,:8,:::.. :in o.c. 1 st Floor Endwalls T= 15306, lb Double 2x6-Top Plate,-No Splices Double 2x1.0,Perimeter;Rail' No Splices Sidewalls T= 2951'A Ib Double 2x6 Top Plate-With Splices& Stagger 2 rows of 0.131"x 3.0" Nails @ &:''"in o.c. r Double 2x10 Perimeter Rail -With Splices& St ;^ ' 4, gg r 2 rows of 0.131 x 3.0 Nails @ Stagger 8 in o.c. 09/21/15 JOB PRE-32004 SHEET NO. 20 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Shearwall Design (cont'd) Shear Capacity of Perforated Shearwall Assembly v=vs x Perforated Shearwall Capacity Adjustment Factor 2nd Story Walls 2nd Story Wall Height- 8, ft. Shear Perpendicular to Ridge .:..........<.....................:-;,,;:.;.,..,..................... ...:..._:...:..:.:.-._.... ............ ..._...; vline_1 334 . plf x' 1,00 334 plf- > [20 plf OK' Must.Use Segmented Shearwall.D: ign;vline_2 488' plf 'x 061. _,. '"298-- plf < 313 plf NG Shear Parallel to Ridge ve_ >liA 069 22plf lf OKp ,_ . . _....::...:_..... :. .:..R` vlin _ `I plf:. >........- 3: ` l?If ^ e B: 334 plf „x 0 67 - :22 10 OK lit Story Wall 1 st Story Wall Height Shear Perpendicular to Ridge Must UseSegmented Shearwall pesign;vline_1 630 ---plf. x. 0:82 -, " 519. If < 584 plf' - NG ,. p — Must Use Segmehted'Shearwall Design;viine 261_2 ^ 1 plf x 0.67. 846, plf < 1240 plf., NG Shear Parallel to Ridge , 488 pI.f x 63 308 . pIf 219 plf OKvline A!" vline_B 630 pif '!x' 0 60 _ 375 plf: 295 plf OK Note: Perforated Capacity limited to 490pif for Seismic and 686pif for wind dui 09/21/15 JOB PRE-32004 SHEET NO. 21 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE r" Overturning ConnectionsAA ii x Check Capacity of Dead Loads to Resist Overturning Loads :: •,, : . -25 Length of side(Lj)(house width) = 2.7;5'�. ft. Length of side(L2)(house length) _ .48. ft. ; Dead Load Resistance to Overturning - line_1&line_2 09/21/15'. Dead Load Dead Load " Length to Overturning @ Pivot Point= 89.375. Ibs *0.60 = 536„ .............::::............ Return Wall Dead Load = ,k5'}:,° 1;5Q 0.60 Dead Load Resistance to Overturning -line-A&line_B Dead Load = 1.50 plf Dead Load * Length to Overturning @-Pivot Point= 3600':Ibs*0.60 = 2160; Return Wall Dead Load = ,`* ": 65 *0.60 = Q. r Required Holddown Capacity T=vxh Segemented T=v x h/Co Perforated 2nd Story Module to 1st Story Module- line_1 PERFORATED:` ;':'':,Wind`ControI . T=' 120 ' Of x 8.0 ft. / 1.00 = 963 f Ib + Ib 536 Ibs;DL- 427 lb Connector (1) Smpsoo Strong-Tie CS16 strap ` Fastener w/ (22)".1.Od'nails"ea strap, Allowable Load'=°1<70516 2nd Story Module to 1st Story Module- line 2 ` 'SEGMENTED I ;;Wintl;Conteols,=: ' T=;: 313 ': plf x 8:0:, ft. / ?`;1 00' '„ _ 2503: Ib + ;` '..Wy °Ib ;..100 , lbs DL= 2403:- Ib Connector (2)Simpson=Strong=;Tie.,.CS16 straps Fastener w/ (22} 10d;nails'ea strap, ° � ,y •��rr . � _ Allowable Loatl 7" M5 Ib x 2 straps 3410 2nd Story Module to 1st Story - line A PERFO.WFD; = Wind`Cont�ols c T= 93 plf x 8.0 , ft. / 0 69 1Q76 .'Ib + :,Ib :.c 2160 Ibs: __. OK..^.R Dead'Load of"Structure is Sufficient to Resist Overturning Load 2nd Story Module to 1st Story Module-line _PERFORATEp':'.:. Wnd„Cgntrols B -3 ' 1229 ,Jb + 1b < 2160: ." Ibs 'OK T 103 . plf x 8.0 ft. :.i ^� .: .).-•-,..__...:.•. '.�"Y..�:�•..!.:'•...j.. a.h F`�.:'. :`!T ' •"1.. .^...;:.` :i yiJ�^I'.'^�s:.�;•�': �Y.-ailx.''i5... Dead.Load of;Structure is,Sufficient to Resist`:Overturiimg:Load::;:e.:x: e •S i y JOB PRE-32004 SHEET NO. 21A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Overturning Connections Check Capacity of Dead Loads to Resist Overturning Loads Length of side (Lj)(house width) Length of side (L2)(house length) = 48 ft. Dead Load Resistance to Overturning -line-3 Dead Load = 65= If Dead Load * Length to,Overturning @ Pivot Point= .893::75: Ibs*0.60= -- .:536 . Return Wall Dead Load = .' ;. * Q '*0.60 Required Holddown Capacity T=v x h Segemented T=v x h/Co Perforated 2nd Story Module to 1st Story.Module-line 3 SEGMENTED,,'? 'Vlfind:Coi tr' ` T 331 plf x 8.0 :ft. / 1 00 2648 Ib + �;:lb - 1 Q0 Ibs DL 2548-.Ib . : :.... Connector (2}Simpson St�ongJie,CS16 straps Fastener w/ t22)1Od nails'ea strap; Allowable Load;=41705 Ib'_x 2 straps,=3410.16s .' M ' SO INJO�� +1 A Y (( J 3 k' M g 09/21/15 JOB PRE-32004 SHEET NO. 21 B. OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Reference Page 22 for Stud CapaciWy'E* gCa to Overturning Connections � - 15 Check Capacity of Dead Loads to Resist Overturning Loads '7 Length of side L )(house width) = 2T5:`ift. J3 6 2�50 Length of side (LZ)(house length) _ `:,56 .'ft. " _ .S n Dead Load Resistance to Overturning-line_1&line 2 09/21/15 Dead Load = :; 65<` plf Dead Load *(Length to Overturning @ Pivot Point/2) = 89Ibs*0.60 = 536' Return Wall Dead Load 0.60 = 0` Dead Load Resistance to Overturning -line_A& line_B Dead Load = 1.50.;Js'plf Dead'Load *(Length to Overturning @ Pivot Point/2) _ 420V Ibs*0.60 Return Wall Dead Load = ;-^ .,,.,* 65 ° :*0.60 = 0: Required Holddown Capacity T=vxh Segemented T=v x h/Co Perforated ........... ... 1st Story Module to Foundation -line_1 ;SEGMENT,ED,,< ; ` 'Wind Controls, T=: 584; ' Of x 9:0 ft. / 1 5253-?lb + lb - 150 Ibs DL `; 5103 .Ib Connector:" impsori Strong,-lie STt 1D14RJ�, Fastener w7 1/2 in min`concrete cover and:(30),,16d sinkers, locate 1 5r6`fromf corner Allowable L66' iZ345 Ib k ._ ' , . . 1st Story Module to Foundation -line_2 SEGMENTED, Wind Coritrols,`: ; T=' 1240,; ; plf x ' 9:.0• 'ft. / 1 11.160;lb + 2403` lb - 150' 115s DL= `.13413'Ib Connector (1)Sir6 s6n,HbU`; SDS2.5:installed on(4)`2x6 SYP'#2 Studs 'Use Heayy:HeX;Head Nut-25000si rnin;do'ncrete .x Fastener: w/ (36)`;SDSr1/4"x2 5"screws into stud column&1''`'threaded rod w/_.1.0;'min embed.m 28"min'wide,00ting Allowable L ad 14445'lbs' '' v - -�'�>,...x.?"�£5',iy,s,-_- '. .. -� ..>' ,.?.. .">"4• G K ?;�Gd 4 ,i.,i r ,R,k"i.'v h 1st Story, Module to Foundation - line A ;PERFORAT:ED;,, Wind Controls.: T= 219 ; plf x 9.0� „ft. / 0.6319 = 3113 lb + Y lb 252Q Ibs DL= 593 Ib. ?Sim son Stron 9=T; ie STHD14RJ ' zr r Connector. P. . . t Fastener: w/ k1l2 in mm�coricrete cover antl'(30)16d srnkers;locate 1 5mrfrom"'corner - r r..'�V ``x'a•,r• z�',x.`"F`x z -,.c �"- �', t -- - s'z � - n r� 2�> ,�. �,,,,: Allow abl6,L6W`5Sf45 M� 1st Sto ry Module to Foundation -line_B PERFORATED ;Wind Controls ; . .. T= 295 plf x ' 9.6 A / 0595, = 4456 lb + ,> i lb 2520 Ibs DL 1936 'Ib Connector: p k,; k: Sim�son` ,Stron Tie�STHD14RJ k - .�9., 3 _ ,V :::>;•"� �';�'�:>x�-;�� � �;,�xr: Fastener: w/ 1/2 in min concrete coveranc (30) 16d sinkers, locate 1 5in rori rcomer . Allowable toad 5345 lb JOB PRE-32004 SHEET NO. 21 C OF 44 CALCULATED BY DB DATE 9/2/2015 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)(house width) = m27.5,' Jft. Length of side (LZ)(house length) = 56 .`ft. Dead Load Resistance to Overturning - line-3 Yt". Dead Load Dead Load*(Length to Overturning @ Pivot Point/2) _ ,893.175�Ibs*0.60 = ;:,".536 Return Wall Dead Load = ,;.' "; „ :125: *0.60= 0„ Dead Load Resistance to Overturning- line_C Dead Load = ; ' 125.•{ pIf Dead Load*(Length to Overturning @ Pivot Point/2) _ ,3500„ Ibs*0.60 = 2100 Return Wall Dead Load = '* 65 *0.60 = 0 Required Holddown Capacity T=vxh Segemented T=v x h/Co Perforated 1st Story Module to Foundation- line_3 • :PERFORATED• - Wind:.Controls::,° _ E ,. T=;, 101 Of x 9.0 ft. / 0.7:..:: = 1302 .;lb + ",`. . lb < CRATED"Ib"s 0, ' •.Simpson Strong=Tie STHD14RJ , in min concrete 66ver:and,(30) 16d sinkers, locate 1 5in from corner •r'Y r T � Y • •X. I• Y+r , y.,•,T a , e • 1st Story Module to Foundation -line_C SEOM ENTEp: " ; 1Nind'Controls� T= " 278 plf x 9,0,' ^ft. / 1 2498 Ib + r,a Ib 0 Ibs aL 2498 'Ib Connector Simpsort'StrongJ- i6,STHD14RJ Fastener w/ 1%2 in min concrete cover'and'(30} 16d sinkors,locate 1..5in from corner Allowable L66d534`5It?: � 4 17 JOB PRE-32004 SHEET NO. 22 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY ';`, Overturning Connections(cont'd) _ ;f Check Tensile Strength of Studs to Transfer Overturning Loads-Sample Calculatio 'i"',''•,s SPF#3 Nominal Tensile Stress 09/21/15 Ft= 250 psi ANSI /AF&PA NOS Table 4A Load Duration Factor CD= 1:6 ANSI /AF&PA NDS Table 2.3.2 Size Factor CF= 1.0 , ANSI /AF&PA NDS Table 413 Allowable Tensile Stress Ft= Ft CD CF= 400 psi ANSI!AF&PA NDS Table 4.3.1 Net Area of Studs A= .8.25,. in Allowable Tensile Load Pt = Ft A= 3300_ lb Built up Column Fastening Requirement Assume Typical Connection made with 0::13.1s';'x 3:0 Nails Specific Gravity of Member Stud Height,= „ 9 ft G= 0A2 Thickness of Member is= 1:'50' in. Lateral Capacity Z= 82. ;Ibs 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 = ':'131r lb 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) ( 1,31 lb x -2, ) / (:...3300 lb / 9. ` <ft ) x ( :12 in / I ft ) _ g in o.c. JOB PRE-32004 SHEET NO. 23 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Sliding Connections Roof Pitch = 7:12 . Wall Height= 9. `ft. Roof member spacing = 1.6 in o.c. 3 Sec Gust Wind Speed = 120 mph .x.._ Wind Exposure= C € Load from wind on Wall _ Wall Horizontal Pressure= 26.20 psf See page 13 ' . Wind Load = Wall Press x(Wall Height/2) Wind Load = [18.3°:plf •. Load required.to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 30533,lb See pages 14& 15 Length of Unit= 56 ft. 09/21/15 Load along sidewall in diaphragm chord=sidewall diaphragm chord load/length of unit Load along sidewall in diaphragm chord = 541523 plf Req. Roof to Wall Load = Max(wind load, diaphragm chord load)x roof mem. spacing= Req. Roof to Wall Load = 157.73 lb Roof to Wall Plate Connection Assume Typical Connection made with 0:131"x 3"''.toenails: Specific Gravity of Member G = 0,42 Thickness of Member -1.%,,,,=in. Lateral Capacity of Nails Z= 82 Ibs ANSI/AF&PA NDS Table 11 N Load Duration Factor CD ,. ANSI/AF&PA NDS Table 2.3.2 Toe Nail Factor Ctn_ ': 0.83 ANSI/AF&PA NDS 11.5.4.2 Allowable Lateral Capacity of Nails Z' Z CD Ctn = m109 lb ANSI/AF&PA NDS Table 10.3.1 Required'Roof to Wall Plate Connection Req'd Nail Nails Load Capacity Req'd 158 Ib 109 lb cap 2 per framing member JOB PRE-32004 SHEET NO. 23A OF. 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Slidina Connections Assume Typical Connection made with 0113.1".:x 1 0" Nails in End-Grain. Specific Gravity of Member G = 0.42 Thickness of Member is= 1:50 :in. Lateral Capacity Z= 820 Ibs ANSI /AF&PA NDS Load Duration Factor CD= 1.6 ANSI/AF&PA NDS Table 2.3.2 End-Grain Nail Factor Ctn_ - ;067 r ANSI/AF&PA NDS 11.5.4.2 Allowable Lateral Capacity Z' = Z CD Ceg = 87.9T;. 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 1.58 'lb 88 lb cap 2: .;. per framing member Bottom Plate to Floor Assume Typical Connection made with 0131"x'3.0" Nails Allowable Lateral Capacity of Nails Z' = Z CD = :S2 lb x 1.6 = 1.31`: lb Req'd Stud Req'd '' `g'•. Load Spacing = Loadan ' 158: lb in oc 118 :pIf 4 E Nail Req'd Req'd A. µ•;, .ar� tY �w. Capacity / Load = Spacing 131. :lb cap 11'8. plf 43 in o.c. 09/21/15 JOB PRE-32004 SHEET NO. 23B OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Sliding Connections Truss Bottom Chord or Ceiling Joist to Endwall Top Plate Assume Typical Connection made with 0.1,31"`x 3:0"Nailsi toed:' Allowable Lateral Capacity of Nails Z' = Z CD Ctn = 82 .'Ib x 1.6 x 0:83 = 109 lb Req'd Building Width Req'd Load Spacing = Load -7724 lb / 27.5. ft 281 ' plf Nail Req'd Req'd Capacity / Load = Spacing 109- .lb cap 281 plf 4 Jin o.c. n e 09/21/15 JOB PRE-32004 SHEET NO. 24 OF 44 CALCULATED BY DB DATE 9/2/2015 i CHECKED BY DATE Sliding Connections (cont'd) Alternate Roof to Wall.Plate Connection Connector: :.Simpson Strong-Tie H4OA. Fastener: (9) O..148'x 1 1/2"nails irrtruss,and(9}°bA48"x :;1/2":nails in plate- Allowable Load = 285 " Ib for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 118 plf 29 , in. -16`. Jn. Zi 09/21%15 JOB PRE-32004. SHEET NO. 25 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Sliding Connections(cont'd) Design 2nd Story to 1st Story Connection `" r % ' Assume Typical Connection made with '0.131"X 3,"toenails. V. Specific Gravity of Member e_ G= 0.42::: Thickness of Member 09/21/15 is= 1.50,in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 lb 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 Allowable Lateral Capacity of Nails in Single Shear ................. Z' = Z CD Ctn = 1,09 lb ANSI /AF&PA NDS Table 10.3.1 2nd Story to 1st Story Connection -line-1 & line-2 v=Vfloor1 = 557 :;plf Ref. Sheet 14 &15 Connection: 0-.131"x 3'.'toenails:,. -' @ NG "'o.c. 2nd Story to 1st Story Connection -line—A&line_B v=Vfloor1 = 121 :'Of Ref. Sheet 14&�15 . Connection: 0.131 x 3"toenails:~ @ 6, o.c. ;USE;ALTERNATE CONNECTION-ON PAGE 26 FOR LINE 1 &LINE 2 JOB PRE-32004 • SHEET NO. 25A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Sliding Connections (cont'd) Design 1st Story Module to Sill Plate Connection g = Assume Typical Connection made with 0'13:1"x W'toenails. Specific Gravity of Member G= 0.42 09/21/15 Thickness of Member is= 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 lb ANSI/AF&PA NDS Table 11 N Load Duration Factor CD= 1.6- ANSI/AF&PA NDS Table 2.3.2 Toe-Nail Factor Ctn= 0.83 ANSI/AF&PA NDS 11.5.4' Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Ctn = 169' lb ANSI/AF&PA NDS Table 10.3.1 1st Story to Sill Plate Connection -line_1, 2 &3 v=Vfloor2 722 plf Ref. Sheet 14& 15 Connection: 0.131"x T toenails. @ �:NG o.c. 1st Story to Sill Plate Connection -line_A; B &C v=Vfloor2 187 plf Ref. Sheet '`'14&15 '. Connection: G.131'.'x 3"toenail`s. @ -- 6 O.C. USEIALTERNATE CONNECTION ON.PAGE 26,FOR LINE 1 &LINE 2 . , JOB PRE-32004 SHEET NO. 26 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Sliding Connections Cont'd s 'may �F p -A, z t` a al R.r 09/21/15 Design Alternate 2nd Story to 1st Story Connection 2nd Story to 1 st Story Connection -line 1&line_2 v=Vfloor1 557 , plf Connector: 'Simpson Strong-Tie LTP4.' Fastener: '(12)0J31in,x 1 1/2in nails;; Allowable Load = 575 lb Req'd Sliding Req'd Load Spacing 557..::plf 12 < in. 2nd Story to 1st Story Connection- line A&line_B v=Vfloor1 1.21.. plf Connector: Simpson Strong=Tie LTP4 Fastener: (12):0.131in:x 1<:1/2in nails Allowable Load = 575, Ib Req'd Sliding Req'd Load Spacing 1211, plf Design Alternate 1st Story to Sill Plate Connection 1st Story to Sill Plate Connection-line-1, 2 &3 v=Vfloor2= 722 plf Connector: =Simpsgn`Strong-Tie LTP4 Fastener: (12).0'.131in:x:1r 1/2in.mails Allowable Load = 575'?�.;.lb Req'd Sliding Req'd Load Spacing 722 plf g. ....:in. 1st Story to Sill Plate Connection - line A, B &C v=Vfloor2=`. :157 plf ...:........� -.......:.:.. . .. Connector: Simpson Strong-Tie'.LTP4:, :.: Fastener: (12)0.131in x 1~;112in nails:':: Allowable Load = "575 ' Ib Req'd Sliding Req'd Load Spacing 187 Of 36:, in. JOB PRE-32004 • SHEET NO. 27 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Anchor.Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_1 &3 Connection: 1/2': "dia.Anchor Bolts @ 1;8 ;`."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 Z,,_ ,: 6.80 s. lb Load Duration Factor ANSI/AF&PA NDS Table 2.3.2 CD= 1.6 .. Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain _'., ~g`• ' e ,` I!AF&PA NDS Table 10 3 1 Z = = � �;'-`;ANSI Zip CD 1088 lb 4S • t l 3d 61. i" v. 4'. i j - Vfloor2 722 `plf Ref. Sheet 14& 15. Load at anchor bolt Vfloor2 x Anchor Spacin g Load at anchor bolt= 722'. plf x 18 O.C. = 1083. lb < »s CSI = Load at anchor bolt/Z' CSI = 1083 Ib / 108811, lb = 1.00 09/21/15 _.. ..__. :. ....... . 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 6 pif See page 4 and 0 pif See page 18B Uniform Uplift Load = plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing ._.......... .... .. Concentrated Uplift Load 4 pif x 18 O.C. Concentrated Uplift Load = 0: lb Allowable,Compression Stress Perpendicular to the Grain FcL = 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.:'ink Allowable Compression Load Perpendicular to the Grain PAL = FL ^washer= 5,65, psi x 3.7515 in 2119.61'lb CSI Uplift=> CSI = Load at anchor bolt/Pc PerP = 0: Ib / 2.119.6 lb = 0.0.0.; Total CSI = CSI shear+CSI uplift= 1,00 + 0.00' = 1.00.: OK: JOB PRE-32004 SHEET NO. 27A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE ........................... Anchor Bolt Spacing"PK Sliding Connections(cont'd) Sill Plate to Foundation Connection -line_2 Connection: 1/2 "'dia.Anchor Bolts @ :.A..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 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 Z/1_ ,. 680`• lb Load Duration Factor ANSI/AF&PA NDS Table 2.3.2 CD = 1:6=: ",Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain, A�ISi/AF&PA NDS Table 10.3.1 Z' = Z/1 CD= '1088 lb .R Vfloor2 722 plf Ref. Sheet 14.&15 Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 722 plf x 18 O.C. _ 1:083 lb CSI = Load at anchor bolt/Z' CSl CSI = 1083. -lb / .1088 lb = 100 09/21/15 Check Compression Perpendicular to the Grain 1/8ln-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 Q . plf See page 4 and _ .: plf See page 18B Uniform Uplift Load = plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = " 0. plf x 18 :. '"o.c. Concentrated Uplift Load = 0' lb Allowable Compression Stress Perpendicular to the Grain FL = 565 psi ANSI/AF&PA NDS Table 4B Try; 2;"square washerw/ ;1/2;.;: "Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5+ 1/16)^2) = 3 3I4 . in . Allowable Compression Load Perpendicular to the Grain PL-L = FL-L Awasher= 565y_psi x 3.7515 in = 2�1:19.6;Ib C81 Uplift=> CSI = Load at anchor bolt/P,Pem = 0 lb / 2.119:6 lb = 0.00 Total CSI = CSI shear+CSI uplift= 1.00 ,+ 0.00 = 1.00.. . ©K JOB PRE-32004 SHEET NO. 27B OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Anchor8 It Spac rg OK Sliding Connections(cont'd) Sill Plate to Foundation Connection- line A&C Connection: ' .1/2 - "-dia.Anchor Bolts @ i='°.;425 x"o.c. Design Sill Plate to Foundation Connection Assume mm 1/2 Mm"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-J in. Nominal.Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 11 E Z/1_ 680v: lb Load Duration Factor ANSI/AF&PA NDS Table 2.3.2 CD Al)owable Lateral Capacity for Bolt in Single Shear Parallel to the Grain �. NSl/AF&PA NDS Table 10.3.1 Z' = Z// CD .0 8,81 Ilb �, � .::,•,., rya~� LU Vfloor2 = . 187._.: plf Ref. Sheet r2 Load at anchor bolt= Vfl oo x Anchor Bolt Spacing `�� ` Load at anchor bolt= 187 .3 Of x 42 `.E" o.c. _ '656 lb CSI = Load at anchor bolt/Z' CSI CSI .6561 lb / 1088.. lb = 0.60. 09/21/15 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 1.33 plf See page 4 and 219 -plf See page 18B Uniform Uplift Load = 219 ;plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 219: pIf x "42 o.c. Concentrated-Uplift Load = 765"':• lb Allowable Compression Stress Perpendicular to the Grain FcL = 565: ;psi ANSI/AF&PA NDS Table 4B Try. 2 "square washer w/ I%2 Anchor Bolt(Assume 1/16"oversized hole) _...... Area of Washer Awasher= 2 2 -((Tr/4) (0.5+ 1/16)^2) = 313/4., in2 Allowable Compression Load Perpendicular to the Grain Pc-L = Fc-L Awasher= 565 ''i Psi x 3.7515; inz = 2119.6?lb CSI Uplift=> CSI Load,at anchor bolt/Pcaem = 765 lb / 2119:6`lb = 0::36- -_ - Total CSI = CSI shear+CSI uplift= 0.60 + _0.36 ..,0,96• OK ..........:..... ....._.. JOB PRE-32004 SHEET NO. 27C OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Anchor'Bolt Spacing OK Sliding Connections(cont'd) Sill Plate to Foundation Connection-line_B Connection: 1/2 .;" dia.Anchor Bolts. 38-:;v,"O.C. Design Sill Plate to Foundation Connection Assume ' 1/2N; " 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 = 055 '.. Thickness of Sill Plate is= 15o: M in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 11 E Z„_ 68O a I Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD r y T Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 10.3.1 Z' = Z�r CD= =1088 lb sLUVfloor2 = ;,;187 pif Ref. Sheet =, 141&115:. Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 187 pIf x 38'_ O.C. _ 594: _ lb CSI = Load at anchor bolt/Z' > CSI = ; 594 lb / ;,-,1088 ;lb' = 0.55 09/21/15 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 1:33' ': plf See page 4 and 295 ;plf See page 18B Uniform Uplift Load = 295 'Of Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 295 Of x ",.38 "O.C. Concentrated Uplift Load= 933 lb Allowable Compression Stress Perpendicular to the Grain FL _•°'.,565;.:;: psi ANSI/AF&PA NDS Table 4B Try:' '2" square washer w/ ,"Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((Ti/4) (0.5+ 1/16)"2) = 3 T3.'in Allowable Compression Load Perpendicular to the Grain .........:...., Pc-L = Fc-L ^washer= 565 psi x 3.7515 in2 = 2119.6.'Ib _ CSI Uplift=> CSI = Load at anchor bolt/_Pc Pe� = 933.;` Ib / 2.1:19.6 lb = 0.44 Total CSI = CSI shear+CSI uplift= 0 55.. + 0.44. 0.99.:3 :OK JOB PRE-32004 SHEET NO. 28 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Sheathing Connections Roof Sheathing , Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed= 1'20 .mph �; z m..'.' •f 09/21/15 See pages 13D thru 13F for pressure calcs. Wind Importance Factor Wind Exposure= C ..... .......... C&C Pressures Adjusted Interior Suction Pressure= 32.7 psf Zone 1 Adjusted Perimeter Suction Pressure= 33,,7., ; psf Zone 2 Adjusted Overhang Suction Pressure= 518; psf Zone 2 OH Adjusted Overhang Suction Pressure= 53.8 psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension= :27.5 ft. Z= 10% Minimum Building Dimension = 2.75�. ft. But not less than 3 ft. Roof Framing Spacing= 16 'in. o.c.- Roof Unit Suction Load from Wind Framing Spacing in Interior Zone= 33:: psf x ; �1.33 A = 44- plf Perimeter Edge Zone= 34 psf x 1.33 ft. = 45`'.- Of Overhang Zone= 54' =psf x 1`,33 ft. = 72 Of JOB . PRE-32004 SHEET NO. 29 OF 44 CALCULATED BY D13 DATE 9/2/2015 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: :7/16".'OSB.(Unblocked). Fastening: '0.11.3"x2.":nails at ; < ::.. 6'"o.c. panel edge fastening and 12 "o.c. field fastening Specific Gravity of Roof Framing G= 0.42: Diameter of Nails D 0.111 in. Length of Nails L= 2.00 in. Thickness of Sheathing t= 0 4.376. in. Nominal Nail Withdrawal Design Value ... ... .. ....... ANSI/AF&PA.NDS Table 11.2C W= S:: 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= 29` `Ib/in. Length of Nail Penetration Lp= L-t= 1°.563 in. Withdrawal Capacity per Nail W' LP = 45 lb Required Suction Load Capacity Interior Zone= 44 plf Ref. Sheet 28 Perimeter Edge Zone= 45 ' plf Ref. Sheet . . 28 Overhang Zone= 72 plf Ref. Sheet . 28 Required Fastening Interior Zone= 12 o.c. 19 � Perimeter Edge Zone= 6: ' O.C. Overhang Zone= 6; O.C. 09/21/15 JOB PRE-32004 SHEET NO. 30 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vroof= 9269:. lb B= 2:7:5- .ft. vroof= .169 :plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G= 0.42 ` Roof Sheathing: '7116"OSB.(Unblocked) Fastening: 0,113"x2"nails at,':: 6 "o.c. panel edge nailing and '12 o.c. field nailing Tabulated Value= 161 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 = 225.4 plf > 169.;"plf >OK b 09/21/15 JOB PRE-32004 SHEET NO. 31 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE, Sheathing Connections( ont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement k Max Vfioor= 12997 lb a f B= 27.5: ft. 09/21/15 vfloor= '236 plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G= 0.42: Floor Sheathing: '5/8in OSB(Unblocked).. Fastening: 0.443 2":nails at 6, "o.c. panel edge fastening and 12 "o.c.field fastening Tabulated Value = 1702:.plf vs = 1:.4 (Tab. Value) See Supplement Table 2C Footnote 1 238.28 plf > ...236: pif OK JOB PRE-32004 SHEET NO. 32 OF 44 CALCULATED BY DB DATE 9/2/201.5 CHECKED BY DATE Sheathing Connections v r " Wall Sheathing ;:,, 3 ; : =, Design Wall Sheathing Connection to Resist Suction Loads Pi > x 3 Sec Gust Wind Speed= 120 mph See pages 13D thru 13F for pressure calcs. 09/21/15 Wind'Importance Factor= 1_:0o Wind Exposure= C Adjusted Interior Suction Pressure(Zone 4) = 32:7 psf Adjusted Perimeter Suction Pressure (Zone 5) v 40A psf Perimeter Edge Zone Width Minimum Building Dimension= 27.5 ,ft. Z= 10% Minimum Building Dimension = 275 ft. But not less than 3 Wall Framing Spacing= ...1.6, in. o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. o.c. Interior Zone 33 psf x : '1.33 ft oc. _ : 44 plf Edge Zone= 40 psf x 1.33 ft oc. _ ''S3 plf JOB PRE-32004 SHEET NO. 33 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Sheathing Connections (cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 7/16"qSB Fastening: 0:131"�c2:5'.'.;nails of B " o.c. panel edge nailing and 12 'D.C. field nailing Specific Gravity of Wall Framing G Diameter of Nails D= 0.131� in. F Length of Nails L= 2.50 `.'.in. Thickness of Sheathing t= 0A375 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 Allowable Nail Withdrawal Design Value ANSI/AF&PA NDS Table 11.2C W' =W CD= 34 lb/in. Length of Nail Penetration LP= L-t= 2,063 in. Withdrawal Capacity per Nail W' LP = 69 :lb Required Suction Load Capacity Interior Zone= 44 plf Perimeter Edge Zone= 53�. .? plf Required Fastening1,4 g�, Interior Zone= 12 "D.C. Perimeter Edge Zone= 6. "D.C. ' �N, r`$ i 09/21/15 JOB PRE-32004 SHEET NO. 34 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required 09/21/15 JOB PRE-32004 SHEET NO. 35 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Gable overhang per Manual Z, < x 17 e#s°�� 09/21/15 JOB PRE-32004 ` SHEET NO. 36 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Truss Field Connections Reference attached truss print Required Field Joint Connections-Compression(lb)lTensions(lb)/Shear(lb)/Moment(lb) Truss Number: .,HM585820: r Ridge Connection "6" 245 :`: / : 87=: / 99. .. / 0, Use:'1.'1/4":z,'20 ga sfeel 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 Ibs Flip Connection "5" 245.: / '.87 Use 1 11W'x 20,ga steel strap w/(7j"0..131x2:5:'nails"each end&.(2)0131"x3.0" nails toI.ed ,'" "" Lateral Value 0.131"x3.0"toe-nailed =82 x 1.15 Cd x .83 Ctn x 2 nails= 156 Ibs Kneewall Connection "9" ; `888', / . .573 / 461 / 0 Use::H8&,(2)r0:131"x3.0"`nails"toed '•�: , ,� Wit",,;; 84' j 09/21/'15 JOB PRE-32004 SHEET NO. 36A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Truss Field Connections Reference attached truss print Required Field Joint Connections-Compression(lb)/Tensions(lb)/Shear(lb)/Moment(lb) Truss Number: P968101 Ridge Connection"5" Use: T.1/4"x 20 ga st6e[strap w/M'0 131x2.5" nails each end,A34 truss to rail each side&(5) 0.1,31"x3 V! nails,obdrail to ral'per,bay. Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x.83 Ctn x 5 nails=391 Ibs Kneewall Connection "11&12" / 474 Use: H&or LTS12 ' f�';xis. '•E g•t'� g� 09/21/15 r ` JOB PRE-32004 SHEET NO. 37 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required 09/21/15 JOB PRE-32004 SHEET NO. 38 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY _ DATE Design Summary Location Force Connection Fasteners Required Reference Roof Truss to 2nd Story Wall Simpson Strong-Tie MTS18 (6)0.148inxl.5in nails each Stud Connection 287 plf end Sheet 5 @16ino.c. ;sq;' . e 3 mod,'„ ay N iv m 09/21/15 w rn c 0 m c c 0 a 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-32004 SHEET NO. 38A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Design Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap line_A 287 plf 6 in D.C. 2 rows of 0.131"x2.5'Nails 2nd Story Wall line_B 287 pif 6 in o.c. Stud to 2nd Story Floor Band 6 Connection 7/16"OSB/PLY overlap line_1 120 plf 6 in D.C. 2 rows of 0.131"x2.5"Nails line—2 0 plf 6 in o.c. N 7/16"OSB/PLY overlap line_A 210 Of 6 in o.c. C 2 rows of 0.131"x2.5"Nails j 2nd Story Floor line_B 210 plf 6 in o.c. = Band to 1 st Story 6 Ceiling Band C Connection 7/16"OSB/PLY overlap line-1 120 pif 6 in o.c. V 2 rows of 0.131"x2.5'Nails p, line-2 0 plf 6 in O.C. 7/16"OSB/PLY overlap line_A 210 plf 6 in o.c. 2 rows of 0.131"x2.5"Nails 1st Story Ceiling line_B 210 pif 6 in D.C. Band to 1 st Story Wall Stud 6 Connection 7/16"OSB/PLY overlap P line-1 120 if 6 in o.c.- 2 rows of 0.131"x2.5"Nails line—2 0 pif 6 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. rxs w 09/21/15 7 JOB PRE-32004 SHEET NO. 38B OF 44 - CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Design Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap floor line_A&C 346 plf 6 in o.c. rim joist min. 3" 1st Story Wall line_B 495 plf 4 in o.c. Stud to Floor 0.131in x 2-1/2in nails 6A CBand Connection line-1 &3 0 plf 6 iii o.c. O Use 2 rows of fasteners along bottom edge of panel line-2 0 plf 6 in o.c. C O V 7/16"OSB/PLY overlap sill line_A&C 346 plf 3 In o.c. $ plate 1.5" � line_B 495 pif 3 in o.c. Floor Band to Sill 0.131in x 2-1/2in nails Sheet 7 Plate Connection Use 1 row of fasteners along line-1 &3,) 0 plf 3 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. W{' �E 09/21/15 a JOB PRE-32004 SHEET NO. 38C OF 44 CALCULATED BY DB DATE 9/2/2015 , CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Roof Truss to 2nd Story Wall 343 plf Simpson Strong-Tie LSTA12 (10)0.148"x2.5"nails Sheet 11 Stud Connection (5 each end of strap) @16ino.c. rM +(Y= s ' 6v2 Z �py L 402 09/21/15 H 0 m . c c 0 U a, Note: 8d nails=0.131"x Z5", 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-32004 SHEET NO. 38D OF 44 CALCULATED BY DB DATE . 9/2/201 rJ r' Im , CHECKED BY DATE Design Summary Location ' r Fb& cannection Fasteners Required Reference y. 09/21 15 2nd Story Wall Stud to 2nd 283 If Simpson Strong-Tie LSTA12 (10)0.148inx2.5in nails 11A Story Floor Band Connection p (5 each end of strap) 32 in o.c. N 2nd Story Floor Band to 1st Simpson Strong-Tie LSTA15 Story Ceiling Band Connection 567 plf (12)0.148inx2.5in nails 11A cc (One Side Only) 16ino.c. (6 each end of strap) .4+ O L O C 1st Story Ceiling Band to 1st Simpson Strong-Tie LSTA12 (10)0.148inx2.5in nails 283 plf 11B Story Wall Stud Connection (5 each end of strap) CD 32 in o.c. C G O U a 1st Story Wall Stud to Floor 283lf Simpson Strong-Tie LSTA12 (10)0.148"x2.5"nails Girder Connection p .; (5 each end of strap) 11 B @ 32 in o.c. Floor Girder to Foundation 224 plf Fasten on-site for listed load 11 B Connection 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-32004 ' SHEET NO. 39 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Design Summary (con'd) Location Force Exterior Panel Interior Panel Reference 2nd Story Wall-line 1 7/16"OSB w/0.131"x2.5"nails @ 120 plf 6"o.c.panel edge& 12"o.c.field Sheet 18 Perforated nailing(exterior) 2nd Story Wall-line_2 7/16"OSB w/0.131"x2.5"nails 313 plf 4"o.c,panel edge&12"o.c.field �Ac: R �Sheet 18 ) •^ Segmented nailing(exterior) 2nd Story Wall s @ 7/16"OSB w/0.131"x2.5"nails-line_A g , 5 x 93 plf 6"o.c.panel edge& 12"o.c.field nailing(exterior) Perforated nails 2 31"/0w .1x .5"nas Q 2nd Story Wall-line B 7/16"OSB @ «'� e 103 plf 6' o.c.panel edge&12' o.c.field ,6=' ` beet 18 ' i-�v >+ Perforated nailing(exterior) M to 09/21/15 rn Q - cc 1st Story Wall-line-1 7/16"OSB w/0.131"x2.5"nails @ 584 plf 3"o.c.panel edge& 12"o.c.field. 18B Segmented nailing(exterior) .1= y 1st Story Wall-line 2 7/16"OSB w/0.131"x2.5"nails @ 7/16"OSB w/0.131"x2.5"nails @ 1240 plf 3"o.c.panel edge& 12"o.c.field 3"o.c.panel edge&12"o.c.field 18B Segmented nailing(exterior) nailing(interior) 1st Story Wall-line_A 7/16"OSB w/0.131"x2.5"nails @ 219 plf 4"o.c.panel edge&'12"o.c.field 18B Perforated nailing(exterior) 1st Story Wall-line B 7/16"OSB w/0.131"x2.5I'nails @ 295 plf 3"o.c.panel edge&12"o.c.field 18B Perforated 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. r 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. JOB PRE-32004 SHEET NO. 39A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Design Summary (con'd) Location Force Exterior Panel Interior Panel Reference 2nd Story Wall-line 3 7/16"OSB w/0.131"x2.5"nails @ 331 plf 6"o.c.panel edge& 12"o.c.field 18A Perforated nailing(exterior) .0 E 09/21/15 m N Q 1st Story Wall-line-3 7/16"OSB w/0.131"x2.5"nails @ 101 plf 6"o.c.panel edge&12"o.c.field 18C QSegmented nailing(exterior) t co 1st Story Wall-line C 7/16"OSB w/0.131"x2.5"nails @ 278 plf 6"o.c.panel edge& 12"o.c.field 18C Perforated 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. J JOB PRE-32004 r SHEET NO. 40 OF 44 CALCULATED BY DB DATE 9/2/2015 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 8 in o.c. Location Force Connection Fasteners Required Reference 2nd Story Module to 1st Story Module-line-1 (1)Simpson Strong-Tie CS16 427 lb strap (22) 10d nails ea strap Sheet 21 2nd Story Module to 1st Story Module-line-2 (2) Simpson Strong-Tie CS16 2403 lb straps (22) 10d nails ea strap Sheet 21 2nd Story Module to 1st Story line_A Dead Load of Structure is OK Sufficient to Resist Overturning ' `0:; `, ; :r Sheet 21 5' Load 0 2nd Story Module to 1st Story v Module-line_B Dead Load of Structure is d OK Sufficient to Resist Overturning b� ' Sheet 21 Loader V , r = 1st Story Module to Foundation 09/21/15 -line 1 1/2 in min concrete cover and � — Simpson Strong-Tie 5103 lb STHD14RJ (30) 16d sinkers, locate 1.5in 216 from corner O 1st Story Module to Foundation (1) Simpson HDU14-SDS2.5 (36)SDS 1/4"x2.5"screws into -line-2 installed on (4)2x6 SYP#2 stud column&1"threaded rod 13413 lb Studs-Use Heavy Hex Head w/10"min embed in 28"min 21 B Nut-2500psi min concrete wide footing 1st Story Module to Foundation -line—A Simpson Strong-Tie 1/2 in min concrete cover and 593 lb STHD14RJ (30) 16d sinkers, locate 1.5in 21 B r from corner 1 st Story Module to Foundation -line— Simpson Strong-Tie B 1/2 in min concrete cover and 1936 lb (30) 16d sinkers, locate 1.5in 21B STHbl4RJ y: 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. JOB PRE-32004 SHEET NO. 40A OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Design Summary (con'd) Note: Corner Studs& Built up Column Studs to be fastened together wl 2 rows staggered of 0.131"x3" Nails at 8 .1 in o.c. Location Force Connection Fasteners Required Reference 2nd Story Module to 1st Story Module-line-3 (2)Simpson Strong-Tie CS16 2548 lb (22) 10d nails ea strap 21A straps A.ILL 0) i4p �9 0 0 09/21/15 1st Story Module to Foundation line-3 Simpson Strong-Tie 1/2 in min concrete cover and 0 K STHD14RJ (30) 16d sinkers, locate 1.5in 21C from corner CD 0 1st Story Module to Foundation line C 1/2 in min concrete cover and Simpson Strong-Tie 2498 lb (30) 16d sinkers, locate 1.5in 21 C STHD14RJ from corner I.A Note: 8d'nails=0.131 x 2.5", 10d nails=0.1481#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-32004 SHEET NO. 41 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Design Summary (con'd) 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 158 Ib 2 23 0.131"x 3.0"Nails in End- Top Plate to Studs&Bottom 158 lb Grain. NA 23A Plate to Studs 2 per stud 0.131"x 3.0"Nails Bottom Plate to Floor 118 plf NA 23A 13ino.c. O ) t° ., 1.4t �5' 1 x• IM 2,zs N 09/21/15 Simpson Strong-Tie LTP41 2nd Story to 1st Story 557 plf @ 12 in OC (12) 0.131 in x 1 1/2in nails 26 Connection-line—1 &line—2 0.131"x 3"toenails. 2nd Story to 1 st Story 121 If Connection-line—A&line B p @ 6 in OC N/A 25 Simpson Strong-Tie LTP4 1st Story to Sill Plate 722 plf @ 9 in OC (12)0.131 in x 1 1/2in nails 26 Connection-line-1,2&3 0.131"x 3"toenails. 1st Story to Sill Plate 187 plf @ 6 in OC N/A 25A Connection-line—A, B&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 J JOB PRE-32004 SHEET NO. 42 OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Design Summary (con'd) Location Force Connection Fasteners Required Reference Truss Bottom Chord or Ceiling 281 If- 0.131"x 3.0"Nails toed 23B Joist to Endwall Top Plate p @4inOC �s ,° y fig: E.............:. sT �:. aA`�;y yob i U. ..•�=„� e U) c 0 V c 09/21/15 c 0 c =a N 2nd Floor Endwall Mateline- Top Plate to Top Plate/Ceiling 2317 lb 2 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA Rim to Ceiling Rim across strap Mateline 2nd Floor Endwall Mateline- (22)0.148in x 2.5in nails each Floor Rim to Floor Rim across 2317 lb 2 Simpson LSTA30 Straps strap NA Mateline 1st Floor Endwall Mateline- Top Plate to Top Plate/Ceiling 4592 Ib 3 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA Rim to Ceiling Rim across strap Mateline 1st Floor Endwall Mateline- (22)0.148in x 2.5in nails each Floor Rim to Floor Rim across 4592 lb 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 connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-32004 r,.-.` A z e ge, i SHEET NO. 43_ OF 44 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Design Summa Aa„r. Locati `. � �" Sheathing Connection Reference MAIN ROOF: 09/21/ 5 169 pif 0.113"x2"nails at 6"o.c.panel edge nailing and 12"o.c.field Roof Sheathing 7/16" OSB (Unblocked) nailing Sheet 29 Shear OVERHANGS: _ 6 in o.c. edge&field t Wall Sheathing 53 plf 0.131"x2.5"nails at 7/16" OSB 6"o.c. panel edge nailing and Sheet 33 N Non Shear Wall Suction 12"o.c.field nailing 236 p If 0.113"x2"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 _ "6" 1 1/4"x 20 ga steel strap w/(7) 0.13lx2.5" nails each end &(2) Ridge ConnectionSheet 36 0.131"x3.0" nails toed c _ 0 U , „ 1 1/4"x 20 ga steel strap w/(7) 0.13lx2.5" nails each end &(2) N Flip Connection'5 0.131"x3.0" nails toed Sheet 36 .Go to 00 LO Kneewall Connection"9" H8&(2) 0.131"x3.0" nails toed Sheet 36 2 H W H Location Force Connection Fasteners Required Reference 722 plf sliding 2"square washer w/1/2"Anchor Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 18 in OC 27 CConnection-line— &3 and 0 0 plf uplift 1/81n thick min.washer required v 722 plf sliding 2"square washer w/1/2"Anchor C Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 18 in OC 27A C Connection-line-2 0 0 pif uplift 1/8in thick min.washer required V 187 pif sliding 2"square washer w/1/2"Anchor 0 Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 42 in OC 27B Connection-line—A&C and = 219 plf uplift 1/8in thick min.washer required 187 plf sliding 2"square washer w/1/2"Anchor L and o0 Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 38 in OC Connection-line_B 27C 295 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. m v JOB PRE-32004 SHEET NO. 43 OF 44 CALCULATED BY DB DATE ' 9/2/2015 CHECKED BY DATE Design Summary (con'd) Location Connection Reference rn „ 1 1/4"x 20 ga steel strap w/(7) 0.13lx2.5" nails each end, A34 truss to � Ridge Connection„5 36A rail each side&(5) 0.131"x3.0" nails toed rail to rail per bay. m c c 0 U 0 T Go Kneewall Connection"l1&12" H8 or LTS12 36A a L 0tt4 09/21/15 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-32004 v SHEET NO. 44 OF 44 - CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE Design Summary (con'd) �� 09/21/15 Location Force Member Sizes Splice Conn. If Req. Reference 2nd Floor Double 2x6 Top Plate-No Splices 7724 Ib Sheet 19 Endwalls .2nd Floor Double 2x6 Top Plate-With Stagger 2 rows of Splices& @ 8 in oc P 0.131"x 3.0"Nails 1534 Ib Sheet 19 Sidewalls 1 st Floor Double 2x6 Top Plate-No N 15306 Ib Splices Sheet 19 0 Endwalls Double 2x10 Perimeter Rail- t No Splices U 1 st Floor Double 2x6 Top Plate-With Stagger 2 rows of @8inoc 0 Splices& 0.131"x 3.0"Nails L 2951 lb Sheet 19 t Sidewalls Double 2x10 Perimeter Rail- Stagger 2 rows of CL With Splices& 0.131"x 3.0"Nails @ 8 In OC G. Minimum Lumber Grade and Species is' SPF#3 Unless Noted Otherwise Minimum Splice Length is 4 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. 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[WRLLS/PROJFCTIONS' >V FROM LOT LINE t 43'-10" - - � 33'-il"• � Z4'-0" �, 14'-1" 41_211 NOTE: FINISH FLOOR <E ABOVE GRADE FLOOD ZONE - NO NOTE: SEE HIGH WIND DESIGN PLAN In a DESIGN SUMMARY SHTS FOR HIGH WIND COLUMNS, STUDS, STRAPPING a FASTENINGAM= raw.Aun*AazRTmc1my; dFOUNORTION TYPE - BASEMENT -010' EXT WALL SHTG 1st STORY 09-17-15 DM PE STORIES ABOVE GRADE - 2 a � Awe �atw c+m 09-14 15 DM PE F?RINKLER REQUIRED - NO NY GSL DATA �mrm OS-31-15 DM DB 0959 NOTE: GSL BASE(30L2(5))/ELEV= 35/<L000 DESIGN SNOW ZONE= 35 GSL PREMIER UILDERS 08-21-15 DM REV GSL REO'D/DESIGN- 35/35 " a SUN rrK aF�UMM+c "m°�` 07-23-15 DM REV APPLICABLE BUILDING CODES: SIDEWALL= 2x6 16"oc WIIVJOWS= UNITED SH ROOF, TWO STY= 7/12 16 oc t65x1 W7 Pe TrIM + 6 c r.,_a J_ �_ 06-11-15 DM REV . 2010 RESIDENTIAL CODE OF NEW YORK STATE; 2010 NYS ECCC; 2008 NEC MARK WALL= 2x4 16"oc CLG= R-38, WALL= R-21 ROOF, SGL'STY= 12/12 S( BX 16"oc (65tt1 m�t_m„d jt 4-13-15 GH REV THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT FLOOR JST= 2x10 16"oc FLR= R-19(BY BLDRI DESIGN WIND ZONE= 120 35G - sERM3 WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE-WITH CLG HGT, TWO STY= 9'-0" (SEE RESCHECIO REO'D WINDOW a DOOR DP--- TURN KEY / EMMETT' THE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM #M1387-02-070. CLG HGT, SGL STY= 8`0" STAIR OPEN'G(S) BASED OP40 (INT ZONE)/ DP50 (CORNER ZONE) '-TO IT IS R VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR RNY PERSON, RDOTL BSMT COL - m ON 8.25"/9.00" GEOMETRY DEST= 805 THAR LANE 1 .STY FLOOR PLAN F 516 UNLESS HE IS ACTING UNDER THE DIRECTION OF A:LICENSED PROFESSIONAL ENGINEER, LABEL - ■ CUTCHOGUE, NY 11935 �a�; ogre see To ALTER THIS ITEM IN ANY WRY. 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REV. rUM HMc HMN DMUM 09-17-15 DM PE N� SEE HIGH WIND DESIGN PLRN 2a & DESIGN SUMMRRY SHTS FOR HIGH WIND COLUMNS, STUDS, STRRPPING & FRSTENING PREMiERBUI ms 09-31-15 DM DB PE --NOTE: -4'x9' EXT WRLL SHTG 2nd STORY „m om 08-31-15 DM R E�'• .r;F F c5, Ff;.. a WM UX aR MMCY eo=rc 07-23-15 DM REV RPPLICRBLE BUILDING CODES: DiRh ` F �7 Pa Rtqq� Atrcy. Pa iTI58 * 4�7c> t8 8ssa.,.�a m.�..a 06-11-15 DM REV 2010 RESIDENTIAL CODE OF NEW YORK STRTE; 2010 NYS ECCC; 2008 NEC wwwpremtv�Dulktrs�un ms�c�im„s ae 4-13-15 GH REV TYE PLANS RND SPECIFICRTIONS OF THE PERMIT SET RRE DERIVED FROM RND CONSISTENT 5EMM WITH THE PLANS RND SPECIFICRTIONS RSSOCIRTED WITH THE RPPROVRL ON FILE WITH SIDEWRLL= 2x6- 16"oc TURN KEY / EMMETT THE DEPT OF STRTE, WHICH WERE RPPROVED ON 12/15/2010 UNDER SYSTEM #M1387-02-070. MRRR WRLL= 2x3/2x4 16"oc FLM rin ■a1,4FRNING: IT IS R VIOLATION OF THE NYS EDUCRTION LRW ARTICLE 14-5 FOR ANY PERSON, FLOOR JST= 2x8 16"oc 2 STY FLOOR PLAN 516 UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFE53IONRL ENGINEER, CLG. HGT. 8'-0" DWErr TO RLTER THIS ITEM IN RNY WRY. LABEL - ' HAYFS lmml-?q-qnlc; 1/4"-1'-fl" mn4 nnn WIRE TO SPOT LIIES 5 _ GFT De 0 S3SS- I 2n 90 3 2 y _� 3 1---1-1 -- 2a I I 2a 5 5 �� DWG t -- 5 3 1 7zWF -14 0 cl Im 3 R 3 3-1I—O— rI ---------5-- ----- i Y S i uc `SS ., 5 D3 in ---------- - 3 I I 31 • 5 3 I�------I . I —L—_— 1iIIII 4=—tIIIII1 3— n--i _ r I s IIII Ij1II III I111� --S L J iR —-------------------- 3 ——————————————-r ---- --R-5—------------ -- -- 5—R—------ 5 3 ELECT PNL 1 1 -17---T — T 2a 5 5 BMT) -SS 0 SDL33 (6' COIL) 3 — ----- DS P (F S3SD 733 In 7I SE 7 73 S—————————————————————— Dt IIIII u 72'� � 14-3 TO — 72q�BSMT SD— II ------ EDiI;i 7 7 6 ItI 7� O r W S I 3Q 7 . I 7 - in In I t I 7 I 3SS- I I iL I 09/21'/15 I I 6 I 6 61 HEAT. SYSTEM: ON-SITE BY OTHERS W COIL 14-2 W/. LITE BX AT CLG RAIL FOR ON-SITE PORCH LITES BY ELOR •AUMORtZM=4REYs NOTE; L RFCI PROTECTION b TRMPERED-RESISTRNT RECPTS. PROVIDED PER 2008 NEC �e omsc,m 2. ALL CEILING LIGHT BOXES SHRLL BE RATED FOR 50# PER zDDs NEC 31427 wl PREMIERBUILDERS ruse aum 3. ON-SITE DECK/PORCH/STOOP SHALL EXTEND-UNDER EXT GFCI RECEPT AS NOTE: SHOWN SO THE RECEPT MAY BE ACCESSIBLE FROM THE DECK/PORCH/STOOP APPLICABLE BUILDING CODES 4. REQ'D FRONT b REAR EXT GFCI RECEPT SHALL BE ACCESSIBLE FROM GRADE "spa°AL°F Yr»r� E oa 08-21-15 DM PE wr Pe Rt44x Pa 1T758 :(570)S48 89S g,�•—+ — a 08-Z1-15 DM REV 2010 RESIDENTIAL CODE OF NEW YORK STATE; 2010 NYS ECCC; 2008 NEC ADDITIONAL "GRADE-RCCESSIBLE' EXT GFCI RECEPTS SHALL BE PROVIDED www;mn*r-w msao �u=c R 07-23-15 DM REV THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT AND INSTALLED BY OTHERS (BELOW THE MODULES) AT THE FRONT AND REAR WITH THE PLANS AND SPECIFICATIONS RSSOCIATED WITH THE RPPROVRL ON FILE WITH OF THE HOUSE SHOULD THE RECEPTS SHOWN NOT BE ACCESSIBLE FROM GRADE TURN KEY / EMMETT THE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM 9M1387-02-070. 5. ATTIC LIGHT REQUIRED IF SPACE IS USED FOR STORAGE OR CONTAINS EOUIPTMENT PUN=■WfiAVIIVG: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON. REQUIRING SERVICING, PER 2008 NEC. SEC 210.70(R)(3) TO BE PROVIDED AND 1 STY ELECT PLRN 516 INSTALLED ON-SITE BY OTHERS. cc� � �•• _ TUNLESS ALTER 3 ACTING ITEM UNDER ANY WRY DIRECTION OF A LICENSED PROFE55IONRL ENGINEER, ��E Fyf YL. � t: . AArrrr ours DRM offm 15 �1/4 —L-0 3 04_000 sask� �'_ SPOT LTTE WIRE SPOT irlE wmE x , Eau 0 20' 20 I --------- 7ZTFFB 8 8 MR� I R I I • i----- i 8 - i 1 1 I 8 ------- I 18 I I-- - I zo -------DS - I 0 <% 14-3 i------ 8 R 20 8 I ! 20 _14-3 L-I---(n I r --0 8° 1 Ona ___,I I 1 r 8 1 1 8 8 8 I . I 20 --� • I I 20 21' I �I�77 S - ' SL Fl�l6c 8 ® 8 i D3SL 13 - - - --6 -(Fll [ j 2121 21 p 21' 22 14-3 TO �JZ I I I I Fl�I�C BSMT SD -- ' - �� I � 11 6 Z2Y� 22 21 1 I 1 I m I I S I 1 1 22 1 21 iL I LL------------------------- ---- 1 ------- r I I -� i4,3 - r------ -- i 22 -------, 21 I 21 J r- ---- , I _ 14-3 21 1 1 -r--,---- 1 1 - -- I 1 ® I I 22 � _ 22,21 I In I I 21 21 1 22 I 22 22 _ NOTE: :_ ti PREMIERBUILDERS awwaTim"m"'�'°"�" ;,i: irem APPLICABLE BUILDING CODES: 4— "� �" A SKO pK OFMPCr N°'M NM09-14-15 DM PE e• 'j b87 Pa Rt Mny.Pa i7M a b7046-M a._a r i a 08-21-15 DM REV 2010 RESIDENTIAL CODE OF NEW YORK STATE; 2010 NYS ECCC, 2008 NEC �- www�rertJerbl� MAW L;!n .� 07-23-15 DM REV TFE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT �' - '' WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH TURN KEY / EMMETT THE DEFT OF STATE, WHICH WERE APPROVED ON IV15/2010 UNDER SYSTEM #M1387-02-070. 09/21/15 FLM rn: O3WARNING: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, rr (( 2 STY ELECT PLAN 516 UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, �{{ T )e t '' opt. oat nA-11-1 S Sala _� n �and nnn TO ALTER THIS ITEM IN ANY WRY. v li line up w/ 2nd story line up w/ 2nd story straps straps LINE-A 2-7 3/4" 4'-4 1/4" 6-6 1/2'. 7-2" 6'-3 1/2" 5'-0 1/2.4T-10 1J2" A 34'-5 11Z' 16'-4 11Z' 3' 411 .1 A � . p J O� - (V in �� In C I Double full height ceiling joist over wall. 'n I Double LVL floor joist under wall. r Fasten 2nd story floor rim to 1 st story fasten 1 st fireplace double ceiling joist and double ceiling joist stud to exterior wall I to top plate w/ LTP4 @ 1-2" o.c. w/#8x4" screws at FASTEN TOP ICK RD OF 12/12 Fasten bottom plate to double LVL floor 8" o.c. L---J I I TRUSS TO gCff GABLE��WALL STUD " " " � FIELD INSTALLED: . I I OF 2nd STY fin►/ 0 .131 x3' NAILS joist w/ 2 rows of 0.131 x3 nails at 8 O.C. SIMPSON LSTR18 a 16"oc LINE-3 I I I I per row staggered. w/ 10-10d NAILS 24 TOTAL =� C _ 2nd S STY CEIOL�NG S BRND AND FASTEN BOTTOM PLATE run endwall thru � (ONE SIDE ONLY) TO FLOOR RIM w/ 2 .- N .a ROWS OF 0131'x3 NAILS d AT 4"0c, DBL JOIST Ln ---- ----- -- -----T-----T----- UNDER WALL AD ------ ---------- 30 1/2" 4i ❑ ------ ---------- e B - 2'- 11/2" '- ' CM LINE-C U) fasten mateline N t' � `•� floor rim together L' thru bolts at LINE-1 `=: - k''' I I ❑ `< 48",o.c. or 3/8"x8" A = STHD14RJ ELINE-2 Lags @ 32 o.c. B = HDU14on (4) 2x6SP #2 t ` - I G_ (5) LSTA18 from wall studs to double LVL floor joist. D = HHUS210-2 hanger from double LVL joist to ; ❑ floor rim. CV 09/21/15 rn B A , = =Ly\o� 5'-7 1/4" 5'-7 1/4" 6'-9" LI-NE-Q_J run endwall thru REV: '4 - - NOTE SEE STUDS RNDWIND PLATE SUMMARY LIMITATIONS MARYS TS FOR UPLIFT, SHEAR, SLIDING, SHEATHING, CORNER STUDS / BUILT-UP COLUMN „�,�®, -4'x10' EXT TOP WALL SHTG PREMIERBUILDERS °�'" NOTE: ?j° i F+ pt g C f:,, n 0M APPLICABLE BUILDING CODES: a sNa�44������ m 2010 RESIDENTIAL CODE OF NEW PORK STATE; 2010 NYS ECCC: 2008 NEC �""' ' ° 17738 * 6 R PI m1i�0 L 141t�JR TFE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM RND CONSISTENT MUM: WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH TURN KEY / EMMETT THE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM #M1387-02-070. NW 3zWFRNI IT IS R VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, 1st STORY HIGH WIND DESIGN - la 'S16 UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONRL ENGINEER, D►%Br. DRre saLo .bB".�K To RLTER THIS ITEM IN ANY WRY. DRM 09-14-15 PE 1/4"=1'-0" 32004-000 5-2" A 3/4" 34'-5 1/2" B 16'-4 1/2" B _ D I D I --------- C I I I ' I I C --------- I fasten 1 st fireplace stud to exterior wall r C w/#8x4" screws at I 8" o.c. I o - I Line 3 C Line 3 FOR INSTALLED GIRDER BOLTS. strap across cTR �-- SEE DET. z4 SHT 7a2 Imateline per calcs L. EDGES SUPPORTED C 0CN D10D 999 1I N I LINE-1 fasten mateline --- floor rim together -r-�-"' in w/ 112" thru bolts at 48" o.c. or 3/8"x8" Fri;'• <;� c A = (1) CS16 from 2nd story wall Lags @ 32" o.c. studs to 1st story wall studs. Wall Line 3 Requirements: 'f LINE-2 Double truss over wall. B = (2) CS16 from 2nd story<wall Triple floor joist under wall. I f' studs to 1st story wall studs. Fasten double truss bottom chord to top I I C = (3) LSTA18 from wall studs to plate w/ 0.131 x3 nails toed at 4,� o.c. triple floor joist. Fasten bottom plate to triple floor joist w/ N \ 2 rows of 0.131"x3" nails at 8" o.c. per I I 09/21/15 D = HHUS210-3 hanger from � p , triple floor joist to floor rim. � row staggered. F co � I B 7'-4" 4'-11" 2'-7' NOTE, DIMS To DEL HOLD-DOWN STRAPS ARE TO THE CENTER OF THE TWO STRAPS NOTE; SEE HIGH WIAdI DESIGN PLAN 2a b DESIGN SUMMARY SHTS FOR HIGH WIND COLUMNS, STUDS. STRRPFIt�IGr PREMIERBUILDERS -4x9' EXT WALL SHTG 2nd STORY a�%1�k�. '� � ?'� rM w*mKo Bull"�WWMff n= APPLICABLE BUILDING CODES: 07 Pa Rt Macy.Pa 7M +G97q�1HM a,_a t �_ 0. 2010 RESIDENTIAL CODE OF NEW YORK STATE: 2010 NYS ECCC: 2008 NEC WWWP A"bal�i�darsam EQi7� .�aE THE AN PSPE THE ODITHE ESIHNT WITHTHE PLR AND CIFICATIONS ASCIATE TH TH APPROVAL ONILIT TURN KEY / EMMETT THE DEPT OF STATE, WHICH WERE APPROVED ON 12/1S/24010 UNDER SYSTEM #M1387-02-070. ■WRFC II - IT IS R VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, 2nd STORY HIGH WIND DESIGN - 2a '516 UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER. ow Ur. MID �E •�.�K TO ALTER THIS ITEM IN ANY WRY. DRM 1 09-14-15 PE 1/4"=1'-0" 32004_000 56-0" 8E_Oii 48'-0" 47-10 1/2' fait 1/z' LINE-A R 16'-4 1/2" 3" ❑ 0 Y' r ————————— —— — —— — — =— ——— — ——— — — —— — —— —————— — —— — — — ———— ——— —— — — — — — ——— —— — — —— ——— — — — — — —— —————— ——— — — — — — — —— — — — — — — — —— — — —— ——— ——— LJ 1365 PLF a, LJ p � - --- -- - - - - - - - - ---- ------ --- --- ------ ------- --- - - - - --- --- - - -- - -- - --- -- - , I I I 1 SILL PLATE TO FOUNDATION 722 PLF SLIDING AND 2" SQUARE WASHER w/ 1/2" ANCHOR a 18"0C I I I I CONNECTION - LINE-1 b 3 0 PLF'UPLIFT BOLT (ASSUME 1/16" OVERSIZED HOLD 1/8" THICK MIN. WASHER REQUIRED 1 I 1 1 SII-COI�CCTION FOUNDATION 722 PLF PLFUPUPLIFIFT� BOLT (ASQUSSUME 1/6" OVERSIZED H01 D 1/8" THICK MIN.WR�SHER REQUIRED t��t SILL PLATE TO FOUNDATION 187 PLF SLIDING AND 2" SQUARE WASHER w/ 1/2" ANCHOR a 42"oc I 1 I t CONNECTION - LINE-A b C 219 PLF UPLIFT BOLT (ASSUME 1/16" OVERSIZED HOLD 1/8" THICK MIN. WASHER REQUIRED is •-� 1 LJ :;� ; : air-.. a 1 -SILL PLATE TO FOUNDATION 187 PLF SLIDING AND 2" SQUARE WASHER w/ 1/2" ANCHOR a 38 oc ,�, �_f 1 I I I o on rn I I I I CONNECTION - LINE-B 295 PLF UPLIFT BOLT (ASSUME 1/19' OVERSIZED HOLD 1/8" THICK MIN. WASHER REQUIREDr. m I 1 1 r••1 I - - D,1.• LIN 09/21/15 I I I I 1 8'-0EE 1 1 6'-011 U-011 5'-9" 4'-7" 4'-8" 7'-0" 7'-0" 7'-0" I I I o L—————--—————— J 2594 PLF I I I I I I 1- --i--o---H----F--$--1—'- -�- I--�--i----i--$-•-H-- --t--Q—i--- --f�--•1 - -f I � ---- 30 1/2" FRI 3 1/2" I L--_J L_—_J L_--J L—_—J L———J 0 9,080# PL I 12,831# PL 14,505# PL I 1 iv I 7,782# PL Fv LINE-C ❑,nLn 1 i .3 13�16 i i LINE-2. t , LINE-1 g5 - 1 I I NOTE MINIMUM 0 1& ANCHOR BOLTS PER SILL PLATE I 1 ��LUMBER TO BE OF NATURALLY OlFi2Af3LE YOM THAT 15 1 ?VFffIVE-TREATED IN A Wrni RWPR LL SECTION ANCHOR BOLT IS REQUIRED LA E 5 - 12" t PRESERVATIVES SHALL BE LISTED IN SECTION 4 aF MAX FROM EACH END OF EACH SILL PLATE SECTION. 2 ALL LUMBER THAT IS IN CONTACT WITH CONCRETE OR Tt Musr BE APPItovED :.-PRESERvarIVE_TIERTED Wood S ETRIE-E FOR CONNECTIONS FOR LISTED UPLIFT LORDS TO BE PROVIDED GROUND CONTACT S. �s sHtx1 BE a oyED troop of RESISTANCE OR FFTIMVED Pt �-�RRvgayE�R3m Wes. FROM MODULAR TO FOUNDATION ON-SITE 'BY BLDR ��) I N 4. ALL FIELD CUT ENDS. NOTCHES. �lftD HIRES OF -TREATED WOOD SAL BE TRFAT137 IN THE FO-D IN ACE wrm mm M4. 1 ,4 5.All NAILS USED IN THE CONSTRUCTION OF PORCHES 6 BE TRERDED AND'MEET THE RECIUIREMENT5 OF F5TM F 1567. THREADED HiA1LS RS STHTT3]IN THE DOCUMENT DELUDE HELICAL. AN UL R (RINK SWIM NRD�J^ HOOD SCREWS SfLL MEET THE REOUlI�MENTS OF ANSLA;SME EU86L BOLTS 3 LAG SCREWS`SHALL OF R1A71 I I -' &FLR5 HD G SELL BE MEIFL OF A TF¢C>aESS OF oms DIES OR AN f TWAM NON-METMM MATERIEL. 61 fLUMU M SHOULD NOT 13E USA IN DIRECT CONTACT TRH3TTED WITH PRESERVATIVES THAT CONTSDI COPPER SUCH AS FMCOPPER AZOLE ACM I 1 7. rrs BOLT°s. NR7LS.Huns, a WASHERS FOR USE TREATED W000 SRLL 13E HOT-DIPPED ZDC-COATED GALVAtaZEC1 srHa, STR7NLESS STEEL,5711CON BRONZE OR'COPPER. SHALL BE HOT DIPPED GALVrr® AHD SHALL MEET THE REOLI DEMENTS of NOTES L COLUMN SPACING CAN BE ADJUSTED AS LONG AS MAX CLEAR SPAN IS NOT 1 I AsrM A 153, CLASS D.FT]R FRSiETFRS 9/8' DIAMETER az aAss c Hit FAsro�xs WrnH UERrETER5 OVER SM. EXCEEDED, COLUMNS AT POINT. LORD LOCATIONS ARE NOT MOVED, RND R 1 I B *FASTENERS DTHEER TH iF+f NAILS APD TIMBER RIVETS S C 1E IL TD BE �. MECI- LLY Q.�POSITFD Zm CmTED STEM WITH 1/2"X9":d Z%25/28/31W) OR 1/2"X6')Q2"(24W) STEEL PLATE IS INSTALLED ON COLUMMN& I 19 wLLC iAl IN AccoR ST H WITH , CA a Ef$P CLASS �. 2. COLUMN LORDS SHOWN ON FOUNDATION PLAN ARE BASED ON INDICATED COLUMN a ALL H�WFi� cfol5r Imo, aTsr-n•H-PLr�cE Posr E4ra STILL BE c�ILVAr�n oR SRLL �sran�.Ess srEo.. HARDWARE i I HOT DIPPED� �„ TION SIR.L M A 65 CG-1es c 49 I&wARE TO BE HUT DIPPED GALVANIZED SPACING SHOWN. IF COLUMNS ARE MOVED, LORDING ,VALUES WILL BE VOID.FROUCRTION 1 1 N 1a FASTENERS.AND CDHrECTORS E XF05ED TO SALT WRIER OR ►�ITHIDI Soo FEET of A SALT WATER SHDI�LirE SHALL BE STEEL 3. CENTER FLOOR GIRDER SHRLL CONSIST OF 6-2x10 SPF#2 (26/28/31W) OR 4-2x8 SPF#2 (24W) 1 cRAOE 30+ OR 31Hi MEMBERS WITH SPLICES LOCATED R MINIMUM OF 2 FEET APART ON ERCH MODULE IL ALL OTHER COATED OR NON-FERROUS FR57EtERS OR 13E AS APPROVED BY THE AUTHORITY HRVD G I 1 � 1z �-0DIPPED -CORD�� STEEL AT FW � � 4. SEE FLOOR PLAN, FOUNDATION PLRN RND SET-UP INSTRUCTIONS FOR SECURING 1 MODULES TO FOUNDATION (COLUMNS. PERIMETER b CORNER ANCHORS OF REQUIRED)). I I 1 1 I I❑ --- - - - - -- - - --- - - - - - - -- - -- -- -- -- -- - - - A 1 1 L-- - -- -- - -- - - p 1365 PLF-- -- --- -- ------- --- ------- - -- --- -- -- ----- -- - - - - --- --------- L .-d CN LINE-B 4-81_0" NOTE: FOUNDATION SHALL BE DESIGNED BY A NYS DESIGN PROFESSIONAL WITH � - 1-SIMPSON #STHDI4RJ FOUNDATION ANCHOR KNOWLEDGE OF LOCAL SOIL CONDITIONS. THIS SAMPLE PLAN IS MEANT ONLY TO COMMUNICATE THE DIMENSIONAL AND LOADING INFORMATION TO REV. Q - 1-SIMPSON #HOU14 FOUNDATION ANCHORS DESIGN PROFESSIONAL SO THEIR FOUNDATION DESIGN IS COORDINATED „RO WITH THE REQUIREMENTS OF THE MODULAR BUILDING. hREMIERBU►LDERS i NOTE: rKa A 64A CM OF ZW7 WM 3 IC APPLICABLE BUILDING CODES: T387 Pa Rt UILY, N TrM • M + +..� m,i a 09-17-15 DM PE 2010 RESIDENTIAL CODE OF NEW YORK STATE: 2010 NYS ECCC: 2008 NEC NOTES: 1. THIS FOUNDATION DRAWING APO NOTES RRE FOR REVIEW ONLY. ACTUAL' Hy�yH, MM -`r 09-14-15 DM PE THE PLRNS RND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT FOUNDATION DESIGN IT BE APPROVED BY R PROFESSIONAL ENGINEER � WITH THE PLANS AND SPECIFICATIONS R550CIRTED WITH THE APPROVAL ON FILE WITH OR REGISTERED ARCHITECT. TURN KEY / EMMETT THE DEPT OF STATE, WHICH WERE RPPROVED ON 12/15/2010 UNDER SYSTEM #M1387-02-070. 2. THIS DRAWING N O USED FOR DIMENSIONS ONLY. 3. SEE FLOOR PLAN FOR•DIMENSIONS OF UNITS b STAIR LOCATION. PLAN "WFOMM: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR RNY PERSON, 4. SEE MASTER SERIES DWGS, SHT. NO. 3c b 4a,,FOR NOTES AND DETAILS. TS. FOUNDATION LAYOUT 516 UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFESSIONRL ENGINEER, 5. MAX CENTER FLOOR GIRDER SUPPORT COLUMN SPRCING= T-T' DRITO TO ALTER THIS ITEM IN RNY WRY. _ ova Sr. 08-31-15 DB 1/4" J=1'-0" 32004 - XuIuK Z {-—a E ' N 'v iA 1 R 7 CLG. 40 P5F SNOW DRIFT LOAD cn A0 !/ cm (O ---AFLP— C*.i i CLG. CLG - co CD Ilv 117 u 0 LFtR FLR. GRADE ACCESS BY BLDR GRADE RCCESS BY BLDR FRONT ELEVATION. t 4 :1 PREMIERBUILDERS ,�"` DommeNnTrEm °` �,o, NOTE: A SWO[1K OF LK7.OOM JF C 09-17-15 DM PE APPLICABLE BUILDING CODES: "' `= E87 Pa Rtq.� Mny.Ps 9M • l 646-M a.—a 1 �— a 09-14-15 DM PE 2010 RESIDENTIAL CODE OF NEW YORK STATE: 2010 NYS ECCC: 2008 NEC ��;: www¢a►�Iar�iildrscan ms+mL�,.� ,c 08-31-15 DM DB WITH THE PLANTHE PLANS AND S AND SPECIFICATIONSECIFICATIONS OF PERMIT SET PRE R SOCIRTEO WITH THE DERIVED VRL ON F AND �SWITENT 5ERIM H TURN KEY / EMMETT PLm THE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM #M1387-02-070. 09/21/15 ��WARNING: IT IS A VIOLATION OF THE NYS EDUCATION LRW ARTICLE 145 FOR RNY PERSON, FRONT ELEVATION -1 UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, 516 TO ALTER THIS ITEM IN ANY WAY. NOTE: ELEVATIONS SHOWN MAY CONTAIN OPTIONAL OR SUGGESTED FERTURES-- ° ° '1E � _ YES 3-25-2015 1/4"=1'-0" 32004-000 Tiff lrIT F—a q CLG CD FLR CLG CLG 00 o; o co FLR FLR GRADE ACCESS BY BLOB REAR ELEVATIONBEEN El� it PREMIER B UIL DERS NOTE; r APPLICABLE BUILDING CODES: :-- A 201I RESIDENTIAL CODE OF NEW PORK STATE: 2010 NYS ECCC' 2008 NEC ' �� bs7 Rt4�t� iTl� , � s ��r�t m_— ._r fj-•' wwwprem�erbiil�rsarn mwm ,c 09-14-15 DM PE TFE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT TURN KEY / EMMETT s WITH THE PLANS AND SPECIFICRTIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH THE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/4-010 UNDER SYSTEM #M1387-02-070. 09/21/15 REAR ELEVATION —1 , ■WARNING: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, 516 UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFESSIONAL ENGINEER, DWK Sr. [wre 5(XYE TO ALTER THIS ITEM IN ANY WRY. DRM 08-31-15 DB 1/4-°=1'-O" J. 32004_00O 12 1 - G. co cn 12 12 FLR. if CLG. nr.`M1_a. f 00 CD rl 09/21/15 GRADE ACCESS BY BLDR LEFT ELEVATION PREMIERBUILDERS fDm NOTE: A SWM au aF una•UMM we RFfUCRBLE BUILDING CODES. Pe TRM ' 07OZ46-M 2010 RESIDENTIAL CODE OF NEW YORK STATE: 2010 NYS ECCC: 2008 NEC 09-14-15 DM PE' TFE PLANS AND SERMS WITH THE PLANS PAND SPECIFICRTIONSECIFICATIONS OF E.RSSOCIATED WITH THE PERMIT SET ARE APPRVED OVALONN FILE WITH CONSISTENT TURN KEY / EMMETT THE DEPT OF STATE, WHICH WERE Rr—PROVED ON 12/15/2010 UNDER SYSTEM oM1387-02-070. =�WRRN G: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, LEFT ELEVATION -1 516 UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFESSIONAL ENGINEER, outset. DRM scalE JOf3�-ERK TO ALTER THIS ITEM IN ANY WAY. DRM 08-31-15 De 1/4"=1'-0" -32004_000 Ti rr i r m I-—4 12 71 CLG. co cn IEB IEH FlJ;?- -;cLQ -7 C3 09/21115 FLP- RIGHT ELEVATION raw.AUW�� MG. m""c max mnwm irro3m PREMIERBUILDERSurmim mommmnm NOTE: A SUM EM CF MLPCr HMM M rim um APPLICABLE BUILDING CODES: M=4 Mrcy. Pa 17756 0 07aw-m P" 09-14-15 DM PE 2010 RESIDENTIAL CODE OF NEW YORK STATE, 2010 NYS ECCC; 2008 NEC THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT sty WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH TURN KEY / EMMETT HE DEPT OF STATE, WHICH WERE APPROVED ON 12/15/2010 UNDER SYSTEM #M1387-02-070. FLM Co NW WARNING: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 14-5 FOR ANY PERSON, RIGHT ELEVATION —1 516 UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, D61 Err.1L DFUM use JOE)o-.ctR-: TO RLTER THIS ITEM IN ANY WRY. DRM 1 08-31-15 114-"=l'—O" 32004—'000 LVL INTERCONNECTION DETAIL • CLIS.fix1v Ras 'FASTENIfJG*REQUIREMENTS'FOR MULTIPLE PLY LVL MEMBERS- (2.) 1.57 MEMBER BEAMt: -USE(3)ROWS Or 0.13170' NAILS-6.T2" .0-C. '(575 PLF MAX. UNIFORM LOAD -USE (S) ROWS OF • NAILS'@ 6"'O.C. (1j.50 PLF KAX. UNIFORM' LW) .I millr 5 ME MBER WER-BEAMS.,. -USE (3) ROWS OF 0.162"x3:5" NAILS @ 12"O.'C. (845 PLF MAX. UNIFORM LOAD) -USE (4 ROWS OF 0.1627x3.5" NAILS @-6; O.G. (1,690.PLF NrAX-UNIFORM LOAD) (3) L-57 MEMBER BEAMS: -USE (3).ROWS OF 02131"0' NAILS Q Tf U.C. (431 PLF MAX. UNIFORM LOAD) -USE (3) ROWS.OF 0.131-k3'.NAILS @ 6" O.C.. (863- PLF MAX. UNIFORM LOAD)' BUILT UP COWMN -USE (3) ROyis' OF oiljl'x3' NAILS-9 4O-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. (535'PLF MAX..(10ORM LOAD) -USE (3)-ROWS OF 0.162 z3.5- NAILS @'6- O.C. (1,'270 PLF MAX. UNIFORM-LOAD) 1.5" OR 1,75` MEMBER BEAMS: -USE (2) ROWS OF 1-/Z-'BOLTS 6 ff'. O.C. (�8_0- 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 RUST BE USED UNDER THE BOLT HEADS AND NUTS. -THE SPECIFIED NAILIN.G. 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 09/21/15 BLDP/LEVEL AUTHORIMMU MFHF.FLnlMFUZ4r=C REV. "'Dan%= m FIM FrrjKrmn auLDM uf3nn PREmiERBms 4 NOTE: A MM M OF MWV 1CMA#C rwm Emm RPPLICRBLE BUILDING CODES' W7 Pa Rt442,: MM. ft TRW * 070546-8915 2010 RESIDENTIAL CODE OF NEW YORK STRTE, 2010 WS ECCC; 2008 NEC !�_.11l;�At pl- THE PLANS FIND SPECIFICRTIONS OF THE PERMIT SET FIRE DERIVED FROM RND CONSISTENT WITH THE PLRNS RND SPECIFICATIONS RSSOCIRTED WITH THE RPPROVRL ON FILE WITH TURN KEY / EMMETT THE DEPT OF STRTE, WHICH WERE FiFFROVED ON 12/15/2010 UNDER SYSTEM #M1387-02-070.1- PLM Mw WRIZ�. IT IS R VIOLATION OF THE NYS EDUCRTION LRW ARTICLEARTICLE14-5 FOR RNY PERSON, LVL INTERCONNECTION DETAIL 516 UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFESSICNRL ENGINEER, ow Br.TO F-LTER THIS ITEM IN RNY WRY. FIRM1709-14-1.5 PEl'1/4-"=l'-0" ' 32004-000 4 2003/200.6 IRC CHART 2010 RCNYS CHART PER TABLE'R30T_2.1;2 FASTENQt�.SPACINC Gann-L#nR E 6EBRIS-OPENING PROTEC'DON 015110S:_ FASTENER: PANEL SPAN: 4<;PANEL.SPAN 5'<PANEL SPAN f PRE-ENQNEEEZED D WINDOW� OOR PROTECTORS MAY BE'INSTALLED'ON-S.ITE BY T`(PE GOR.='a <OR.=5' c�-s` OTHERS.(MUST MEE7.ALL.STATE&LOCAL CODE:REQUIREMENTS) 2 WOOD-STRUCTURAL PANELS WITH- MINIMUM IHICI�NESS:.OF 7-W AND MAX PANEL ' N0: 6.-SCREWS 16" `}2" 9' .SBAN Of:8' SHALL BE:PERMITTED"FOR OP,FNING;PROIECTiON IN:ONE AND TWO: STORY BUILDINGS; PANELS:SHEiTL' BE PRECUT SO.THAT THEY SHALL.BE ATTACHE!]' b10. S SCREWS. 16` TO THE FAmING SURROUNDING THE OPENING CONTAINING THE PRODUCT - THE 2009 2Oi2'IRC CHART GLAZED:OPEN*lk PM- ATTACHMENTS SHALL BE DESIGNED TO RESIST THE f COMPONENTS AND CLADDING LOTADS DETERMINED'IN•ACCORD'ANCE WITH THE FAs1ENER'SPACING PROVISIONS*OF ASCE 7.:ATTACHMENT IS PERMITTm ACCORDING.TO FASTENING" FASTENER PANEL SPAN a"<P.ANEL.SPAN B'<PANEL SPAN LISTED ON-THIS PAGE FOR BUILDINGS:WITH AA MEAN ROOF HEIGHT OF 33' OR L -<ESS TYPE OR.=4' <OR=T{ <OR=B" M.EIZE.WIND.-SPEEDS DO:NOT EXCEED 20rz MPH. - "N0. 8-SCREWS 16'. 1. FASIENERS'.SHAU_BE INSTAIIED ON ORPOSGIG.ENDS.OF'THE WOOD SLRUCNRAL . P-ANFL — 2. FASIENERS•SHALI,-BE LOCATED:A-MIN OF 1-FROM'THE EDGE OF THE PANEL 3. FASTEHERS:SHALL,BE LONG ENOUGH TO:PENETRATE.THROUGH IHE DUERIOR-WALL GOVETONG A:MIN,OF 1J5`INTO P 000{VALL'FRAM[N;A MIN'OF 1.257 MO CONCRETE.BLMC.OR'.CONq EM OR W STEEL FRAMING BY.AT LEAST THREE THREADS FASTENERS:SHAL.L.BE LOCATED A MINA OF 2-v FROM"HE EDGE OF CONCRETE- 4- BLOCK.OR I WICRETE 1:x3-FRAME BOARD. 18iERE Sao&ARE ATTACHEO TO MAS'ONRY'OR ASONRY/SIUCEQ-TLIEY SHALL BE ATTACH(])UTILEDk'MaRATION-RESISTANT ANCHORS WANG'A MIN WITHDRAWAL INSIDE DIMENSION'TO BE LARGER THAN CAPACITY-OF 454 OUTSIDE DIMENSION'OF THE WINDOW.-FRAME, AND.FASTENED TO:SOLID.FRAMING MEMBER BEHIND SIDING. I 167`05B"MIN. WIND BORNE DEBRIS PROTECTION DETAIL = = 09/21/15 PREMIERBuiLDERS APPLICABLE BUILDING CODES: wow Ps Rt442F, ME))* Pa TT1B 'o 074ua-m 2010 RESIDENTIAL CODE OF NEW YORK STATE; 2010 NYS ECCC; 2008 NEC- " THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH TURN KEY / EMMETT THE DEPT OF STATE, WHICH WERE F:PROVED ON 12/15/2010 UNDER SYSTEM *M1387-02-070. NOU 16WRRNING: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 14-5 FOR ANY PERSON, WINDBORNE DEBRIS PROTECTION L�art 516 UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFESSIONAL ENGINEER, rn+u Br. Date �E Joao-'Emw. DRM 0 TO ALTER THIS ITEM 7N ANY WRY. 9-14-15 PE 1/4"=1'-0" 32004_000 JOB PRE-32004 - JOB 'PRE-32004 SHEET NO. 2 OF 44 SHEET NO. 1 OF 44 CALCULATED BY DB' DATE 9/2/2015 David E. Billingsley, PE CALCULATED BY DB DATE 9/2/2015 217 East Main Street•Middleburg,PA 17842 CHECKED BY DATE CHECKED BY DATE Phone(570)837-0577•FAX(570)837-0585 Design Criteria ,�� � ; Listed connections to foundation/piling system must be reviewed by the foundation/piling design engineer. ���Q�®G �~SIJr , �o '4� Foundation/piling Foundation/piling engineer must verify the listed connections are appropriate with acutal foundation/piling Design Criteria Cont. system. Foundation/piling engineer may specify alternate connections that meet the required loads. _- =='t' Warning: It-is a violation of the NYS Education Law Article 145 for any person unless he is acting 't under the direction of a licensed Professional Engineer, to alter this item in any way. A a i i: _ Floor Diaphragm Aspect Ratio Locatior Length of side(L1)(house width) _ :'2 :,ft. Length of side louse length) : _. - - _ / 1F20rnpfr.�cp.C�or,:Pass-. - - _ _ 09 21/15 _.:__...... ::: - c 3 1 fia s �' L2&L1 - � =dam fJ : P Building Description: _ nl TIr Max Mean Roof Height 'ft. Exposed Foundation Height= I fL Resided ial` two S#ory`::?=_ - '4 -- � � , - - - - :--.<z :-:,;r_:;.: - >=;- _:>< :::. 1 n Horizontal Pro action - '-13_ 5. fL _ _ ,._.:_Constiuc iort :_::'; ;;: ::;:: .'=< cy Roof Framing Spa ( Projection) :. . IVtodtla 1NogJrarcte- lip t t Roof Framing Spacing= :10 in. o.c. Codes: - •• 2DJ_0-New:Y&k::__c*'Ferifial:GocJe . : : :-09121/15 Roof Overhang Length 2005-NQS A3CE -05? Roof Slope= :: & 12/12 Building Importance Category: =11 Seismic Criteria Roof Diaphragm Aspect Ratio c Seismic Design Category(SDC) B. Length of side (1_1)(width) Short period design spectral response acceleration (SDs) =.0.32 Length of side(L2)(length) _ 56 4 Aft. Seismic Importance Factor Roof/Ceiling Assembly Dead Load= 15 _psf Basic Wind Speed Roof Framing Type _` uss Vasd = 12fJ;;:mph - - - - -�=f=:e==—.—ems• =HIA585820 - & P968101 Exposure= - _ _:-..___.... ..... ..... ...... Wind Exposure Adjustment Factor d_�'ue._<rr F.:a.'_.c._�...� n.--e--z_y....Y•�_.�._;p�1A/— _ f: €10 IIilaxrl--tiftaflUlaF> a l u ialL1'- Ibs per truss Wind Importance Factor ,:- �.�.,- �_�-��-__-_�--�_g=��--__._..... ._. ...__._.._... -1 Snow Load 383' _ .. Ibs per truss Max U_IiftatRScd`ewalUllall.=Y '; P Ground Show Load= 35 psf Snow Importance Factor JOB PRE-32004 SHEET NO. 3 OF 44 CALCULATED BY DB ' DATE 9/2/2015 CHECKED BY DATE Design Criteria Cont. 1st Story Loadbearing Wail Height 2nd Story Loadbearing Wall Height= ::$ `-:-:ft Wall Stud Specifications = . 2z5 :: :. ., ... _ _ SPI= 3: Wall Stud Spacing = 1. in. o.c. Shearwall Segment Aspect Ratio 1 st Story Shearwall Height= Y ft- 2nd Story Shearwall Height= -r- y== <ft- • R N � = OSB -PLY GYP .,__. 1st Story Minimum Shearwall Length = H/3.5- fL H/1.5 = f ft- 2nd Story Minimum Shearwall Length= H/3.5= _ ft. H /1.5 = a eft. L6' 1st Story Wall Length Available for Full Height Sheathing Bline_1=:23-00 ,ft. Lline_A `3 _00=-ft Bline_2 . 1.0.58 ft. Lline_B 1st Story Maximum Unrestrained Opening Height Hline_1- >.;84 in. Hline_A.1°84:=:-. in. -Hline_2 66 in. Hline_B =84 . ` in. �. - I -Pr i =r 2nd Story Wall Length Available for Full Height Sheathing Bline 1----•27;5U_ ft. Lline A Bline_2 ;1'a_5g- ft. Lline-B .... ;=ft W 2nd Story Maximum Unrestrained Opening Height j k = ; r Hline 1 Q :: i . Hline_A 66 in. '.,& � C n jt Hline_2- :'66_:;':in. Hline_B>_-s in. t^�' . • - 09/21/15 JOB PRE-32004 JOB P.RE-32004 SHEET NO. 38A OF 44 SHEET NO. 38 OF 44 - CALCULATED BY DB DATE 9/2/2015 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE CHECKED BY DATE Design Summary Design Summary . Location Force Connection Fasteners Required Reference Location Connection Wall Force Spacing Reference Roof Truss to 2nd Story Wall Simpson Strong-Tie MTS18 (6) 0.148inx1.5in nails each Sheet 5 7/16"OSB/PLY overlap line -A 287 plf 6 in o.c. Stud Connection 287 plf end 2 rows of 0.131"x2:5"Nails @ 16 in o.c. 2nd Story Wall line_B 287 If - ry P 6 in-o.c. , Stud to 2nd Story 6 Floor Band 6 in D.C. 7/16"OSB/PLY overlap line_l 120 If Connection P P t.�^` �` 2 rows of0.131"x2.5"Nails line_2 0 plf 6 in o.c. 7/16"OSB/PLY overlap .line A 210 plf 6 in o.c. 2 rows of 0.131"x2.5"Nails p 2nd Story Floor line_B 210 plf 6 in o.c. s} i. =08G54: � Band to 1st Story 6 t%. Ceiling Band ``°•, N _ 0. Connection 7/16"OSB/PLY overlap line_1 120 plf 6 in o.c. $ 2 rows of 0.131"x2.5"Nails 09/21/15 Q. line_2 0 plf 6 in o.c. m M ;a 7/16"OSB/PLY overlap line—A 210 plf 6 in o.c. CO 0. 2 rows of 0.131"x2.5"Nails N 1st Story Ceiling line_B 210 plf 6 in ox. C Band to 1st Story 6 O• Wall Stud Connection 7/16"OSB/PLY overlap line-1 120 plf 6 in D.C. C 2 rows of 0.131"x2.5"Nails O U line-2 0 plf 6 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 maybe substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. ju V C 09/21/15 Note: 8d nails=0.131"x Z5", 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-32004 JOB PRE-32004 SHEET NO. " 38B OF 44 SHEET NO. 38C OF 44 CALCULATED BY DB DATE 9/2/2015 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE- CHECKED BY DATE Design Summary Design Summary Location Force Connection Fasteners Required Reference Location Connection Wall Force Spacing Reference Roof Truss to 2nd Story Wall Simpson Strong-Tie LSTA12 (10)0.148"x2.5"nails 343 plf 5 each end of strap) Sheet 11 Stud Connection ( 7/16"OSB/PLY overlap floor line—A&C- 346 plf 6 in o.c. @16ino.c" rim joist min.3" 1 st Story Wall line •B 495 plf 4 in D.C. Stud to Floor 0.131 in x 2-1/2in nails 6A = Band Connection line-1 &3 0 plf 6 in D.C. - Use 2 rows of fasteners along bottom edge of panel v line 2 0 plf 6 in o.c. t GPI,•".y u"`n:';"f ~-`f.SL-t�,.� U 7/16"OSB/PLY overlap sill line_A&C 3 in D.C. is 346 plf f _ late 1.5" p .CL line B 495 plf 3 in D.C. N — 1; �1iw=1 fl Floor-Band to Sill 0.131in x 2-1/2in nails Sheet 7 Plate Connection . line 1 &3 0 plf 3 i Use 1 row of fasteners along[ — n o.c. •'-' ' bottom edge of panel line-2 0 plf 3 in D.C. �- 09/21/15 - o y- N v _ d C - - C- • O Note: 8d nails=0,131"x 2.5; 10d nails=0.148"x 3"&16d nails=0.131"x 3.25" unless otherwise noted U 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. M. r x � SE 09/21/15 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 maybe substituted for any connection device listed. Staples and. Toe-Nails may not be used in Seismic Zones worse than,C. • JO6 PRE-32004 JOB PRE-32004 _ SHEET NO. 38D OF 44 SHEET NO. 39 OF .44 - 4-� 9/2/2015 CALCULATED BY DB DATE 9/2/2015 CALCULATED BY. DB DATE CHECKED BY DATE is sf , CHECKED BY DATE Design Summary {'V+ _ _- '�� 1 l_�,i �- onnection Fasteners Required Reference Design summary Icon d) Location „�. _ _ _ �r �^;` Location Force Exterior Panel Interior Panel . Reference �� *� 7/16"OSB w/0.131"x2.5"nails @ `-�. .� 2nd Story Wall-line 1 120 plf 6"o.c.panel edge&12"o.c.field Sheet 18 Perforated nailing(exterior) 09/21 15 7/16"OSB w/0.131"x2.5"nails @ 2nd Story Wall'-line 2 c ids ' _ Sheet 18 313 plf 4 o.c.panel edge&12'o.c.field �'N;, �1, Simpson Strong-Tie LSTA12 e ) r� � - �- 2nd Story Wall Stud to 2nd 283 plf p 9 (10)0.148inx2.5in nails 11A Segmented nailing(exterior) Story Floor Band Connection (5 each end of strap) �^ `' - 6' 'J. "'+z 32 in o.c. 7/16"OSB w/0.131"x2.5"nails @ i r x� ?`` 2� 2nd Story Wall-line A _ 93 plf 6"o.c.panel edge&12"o.c.field i++; 7 4 ;' Sliei 3 ' nailing(exterior) ` s 1, = •14 14 Perforated Wrr =:x• '_ 7/16"OSB w/0.131"x2.5"nails @ � 2nd Story Wall-line B �; f: sr�ypti+3 � j 103 plf 6"o.c.panel edge&12"o.c.field '.,�.� -��— : ,;t;;.`°�et 18 2nd StoryFloor Band to 1st nailing(exterior) Simpson Strong-Tie LSTA15 (12)0.148inx2.5in nails 11A >+ Perforated Story Ceiling Band Connection 567 plf (6 each end of strap) M ' (one Side Only) 16 in O.C. E 09/21/15 3 y to 4 1st Story Wall-line 1 7/16"OSB w/0.131"x2.5"nails @ 584 plf 3"o.c.panel edge&12"o.c.field 18B o 1 St Story Ceiling Band to 1 st 283 (f Simpson Strong-Tie LSTA12 (10)0.148inx2.5in nails 11 B (D Segmented nailing(exterior) Story Wall Stud Connection p (5 each end of strap) ' 32 in o.c. N '1116"OSB w/0.131"x2.5"nails @ 7/16"OSB w/0.131"x2.5"nails @ 1st Story Wall-line 2 1240 plf 3"o.c.panel edge&12"o.c.field 3"o.c.panel edge&12"o.c.field 18B C nailing(exterior) nailing(interior) Segmented U y+ 1st Story Wall-line A 7/16"OSB w/0.131"x2.5"nails @ .Q 219 plf 4"o.c.panel edge&12"o.c.field 18B _ Perforated nailing(exterior) 1st Story Wall-lime B 7/16"OSB w/0.131"x2.5"nails @ 295 plf 3"o.c.panel edge&12"o.c.field 18B Perforated nailing(exterior) 1st Story Wall Stud to Floor Simpson Strong-Tie LSTA12 (10)0.148'�Q.5"nails 11 B- a Girder Connection 283 plf (5 each end of strap) @ 32 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 f^ -Toe-Nails may not be-used in Seismic Zones worse.than C. Floor Girderto Foundation 224 pif Fasten on-site for listed load =1B Connection 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. 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. o . JOB PRE-32004 JOB PRE-32004 SHEET NO. 39A OF . 44 SHEET NO. 40 OF 44 CALCULATED BY DB . DATE 9/2/2015 CALCULATED BY DB DATE 9/2/2015 • 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 in D.C. 7/16"OSB wi 0.131"X2s"nails @ Location Force Connection Fasteners Required Reference 2nd Story Wall-line_3 331 plf 6"o.c-panel edge& 12 ox.field 18A 2nd Story Module to 1st Story nailing(exterior) _ Module-line-1 Perforated � (1)Simpson Strong-Tie CS16 427 lb strap (22) 10d nails ea strap Sheet 21 2nd Story Module to 1st Story >f= �� � �� �'=�� �•j=t Module'-line•2•— 2403 lb (2)Simpson Strong-Tie CS16 (22) 10d nails ea strap Sheet 21 straps 2nd Story'Module to 1st Story .•t�'` ?' line A Dead Load of Structure is !' ' OK Sufficient to Resist Overturning t 21 >, Load a 4 -_ 2T 09/21/15 tv O 2nd Story Module to 1st Storyb } 3 y v Module-line_B Dead Load of Structure is '�-��� `��n25- Q OK Sufficient to Resist Overturning he=t 21 ca. 7/16"OSB w/0.131"x2.5"nails @ Load , 1st Story Wall-line O 101 plf 6"o_ .panel edge&12"ox.field 18C U Se ented nailing(exterior) 1 st Story Module to Foundation 09/21/15 � C N •� -line-1 Simpson Strong-Tie 1/2 in min concrete cover and 5103 lb STHDI4RJ (30) 16d sinkers, locate 1.5in 21B from corner 7/16"OSB w/0.131"x2.5"nails @ O 1st Story Module to Foundation (1)Simpson 93014-SDS2.5 (36) SDS 1/4'�Q.5"screws into lst Story Wall-line C ail -line 2 — 278 plf 6"ox.panel edge&12"ox.field 18C _ — _ 13413 lb installed on (4)2x6 SYP#2 stud column&1" threaded rod 216 Perforated nailing(exterior) Studs-Use Heavy Hex Head w/10"min embed in 28"min - Nut-2500psi min concrete wide footing 1 st Story Module to Foundation -line_A Simpson Strong-Tie 1/2 in min concrete cover and 593 lb STHD14RJ (30)-16d sinkers, locate 1.5in 21B from comer 1 st Story,Module to Foundation -line_B Simpson Strong-Tie 1/2 in min concrete cover and - _ 1936 lb STHDI4RJ (30) 16d sinkers, locate 1.5in 21 B ` from comer 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 = _ y 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 n 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 and be sheathed and fastened the same as wall below. Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-32004 JOB PRE-32004. SHEET NO. 40A OF 44 SHEET NO: 41 OF 44 CALCULATED BY DB DATE 9/2/2015 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE CHECKED BY DATE Design Summary (con'd) ` Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed: Staples and Note: . Corner Studs& Built up Column Studs to be fastened together w/2 rows staggered Toe-Nails may not be used in Seismic Zones worse than C. of 0.131"x3" Nails at �_in D.C. All fasteners into sill plate'must be corrosion resistant. ��8� Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference 2nd Story Module to 1st Story 0.131"x 3"toenails. Module-line-3 (2)Simpson Strong-Tie CS16 Roof to Wall Plate Connection 158 lb 2 23 2548 lb (22) 10d nails ea strap 21A straps - - 0.131"x 3.0"Nails in End- _ - Top Plate to Studs&Bottom 158 lb Grain. NA 23A Plate to Studs �hw 2 per stud 0.131 ""x 3.0 Nails x� NA 23A Bottom Plate to Floor 118 plf 13 in V, ell _ 09/21/15 j" ? -- a'_; s?I .. r o c 8�,: j J. 1st Story Module to Foundation •� -line_3 Simpson Strong-Tie 112 in min concrete cover and OK STHDI4RJ (30) 16d sinkers, locate 1.5in 21C _ from corner :a i as 09/21/15 . > :- O Simpson Strong-Tie LTP4 - _ 2nd Story to 1st Story 557 plf @ 12 in OC (12)0.131 in x 1 1/2in nails 26 Connection-line_1 &line_2 0.131"x 3"toenails. 1 st Story.Module to Foundation 2nd Story to 1 st Story N/A 25 -line C 1/2 in min concrete cover and 121 plf @ 6 in OC 2498 lb Simpson Strong-Tie (30) 16d sinkers, locate 1.5in 21 C Connection-line=A&line_B STHD14RJ _ from corner _- - Simpson Strong-Tie LTP4 • - _ 1 st Story to Sill Plate 722 plf @ 9 in OC (12)0.131 in x 1 1/2in nails 26 Connection-line-1,2&3 0.131"x 3"toenails. = 1 st Story to Sill Plate 25A Y _ 187 pif @ 6 in OC N/A Connection-line A, B&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 Note: 8d nails=0.131"x 2.5 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted Toe-Nails may not be used in Seismic Zones worse than C. iA }� �06 PRE-32004 PRE-32004 JOB OF 43 44 SHEET NO. 42 OF 44 !i _ _ '<•' SHEET NO. k — � CALCULATED BY. DB DATE 9/2/2015 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE CHECKED BY DATE Design Summary Design Summary (con'd) Locati Sheathing Connection Reference MAIN ROOF: 09/21% 5 169 plr 0.113"x2"nails at 6"o.c.panel edge nailing and 12"o.c.field Sheet 29 Location Force Connection Fasteners Required -Reference Roof Sheathing 7/16"OSB (Unblocked) nailing OVERHANGS: Truss Bottom Chord or Ceiling 0.131"x 3.0"Nails toed 23B Shear 6 in o.c. edge &field 281 plf - Joist to Endwall Top Plate 0.131"x2.5"nails at @4inOC �. O Wall Sheathing 53 pif 7/16" OSB 6"o.c. panel edge nailing and Sheet 33 co Non Shear Wall Suction 12"o.c.field nailing 'ji V �� r z - 236 plf 0.113"x2"nails at 6"o.c. panel Floor Sheathing 5/8in OSB (Unblocked) edge fastening and 12"o.c. Sheet 31 %�'' -f z field fastening -Shear ._ F='� Location Connection Reference . 1-v r_..j - _ 9 r• 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end &(2) Sheet 36 s C Ridge Connection"6" 0.131 x3.0" nails toed �jS;'•' 4::�.rT-.sue _,'�.j� a. „ „ 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end&(2) Sheet 36 " 09/21/15 N Flip Connection 5 0.131"x3.0" nails toed _ co O LO U co � Kneewall Connection"9" H8 &(2)0.131"x3.0" nails toed Sheet 36 0) 2nd Floor Endwall Mateline- N Top Plate to Top Plate/Ceiling (22)0.148in x 2.5in nail's each rn Rim to Ceiling Rim across 2317 lb 2 Simpson L8TA30 Straps strap NA Mateline Location Force Connection Fasteners Required Reference 2nd Floor Endwall Mateline- (22)0.148in x 2.5in nails each 722 If sliding q Floor Rim to Floor Rim across 2317 lb 2 Simpson LSTA30 Straps NA P 9 2"square washer w/oversized Anchor @ 18 in OC strap Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) 27 Mateline and N Connection-line_1 &3 1st Floor Endwall Mateline- 1/8in thick min.washer required 0 plf uplift 22 0.148in x 2.5in nails each ++ Top Plate to Top Plate/Ceiling ( ) NA v 722 plf sliding 2"square washer w/1/2"Anchor 4592 lb 3 Simpson LSTA30 Straps- @ 18 in OC Rim to Ceiling Rim across strap O Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) 27A Mateline C Connection-line-2 and O 0 pif uplift 1/8in thick min.washer required 1st Floor Endwall Mateline- (22)0.148in x 2.5in nails each U Floor Rim to Floor Rim across 4592 lb 3 Simpson LSTA30 Straps NA e 187 plf sliding 2"square washer w/1/2"Anchor @ 42 in OC strap O Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) 27B Mateline ,_. ` and C Connection-line_A-& 'a 219 plf uplift 1/8in thick min.washer required „dote: Sd nails=0.131"x 2.5", 10d nails=0.148"x 3" &16d nails=0.131"x 3.25" unless otherwise noted 187 pif sliding 2"square washer w/1/2"Anchor O @ 38 in OC Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) 27C An equal or better connection device may be substituted for any connection device listed. Staples and Connection-line_B and Toe-Nails may not be used in Seismic Zones worse than C. -295 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-32004 JOB PRE-32004 SHEET NO. 44 OF 44 SHEET NO. 43 OF 44 CALCULATED BY DB DATE 9/2/2015 CALCULATED BY DB DATE 9/2/2015 CHECKED BY DATE CHECKED BY DATE Design Summary (con'd) ` Design Summary (con'd) 1 1 c 09/21/15 Location Force Member Sizes Splice Conn. If Req. Reference Reference - 2nd Floor Double 2x6 Top Plate-No Location Connection Splices Fo 7724Ib Sheet 19 1 1/4"x 20 ga steel strap w/(7) 0.13lx2.5" nails each end,A34 truss.to 36AEndwallsRidge Connection 5' rail each side&(5) 0.131"x3.0" nails toed rail to rail per bay. 2nd Floor Double 2x6 Top Plate-With 8�99�2 rows of @ 8 in oc _ Splices& 0.131"x 3.0"Nails Sheet 19 O 1534 Ib U Sidewalls o co H8 or LTS12 36A 1st Floor Double 2x6 Top Plate-No rn Kneewall Connection"11&12" Splices N 15306 Ib Sheet 19 C Endwalls Double 2x10 Perimeter Rail- O No Splices _ s 1st Floor Double 2x6 Top Plate-With Stagger 2 rows of @ 8 in oc 1- 0 Splices& 0.131"x 3.0"Nails Sheet 19 R 2951 1b fl. Sidewalls Double WO Perimeter Rail- Stagger 2 rows of @8inoc a With Splices& 0.131"x 3.0"Nails i, t Minimum Lumber Grade and Species is SPF##3 Unless Noted Otherwise 09/21/15 Minimum Splice Length is 4 ft therwise noted= = = 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 o An equal or better connection device maybe substituted for any connection device listed. Staples and 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. Toe-Nails may not be used in Seismic Zones worse than C. _FIELD NOTES 204T Mi11 WaDIIT LENGTH s q�SHTPPm L00.5E FOR FIELD pSTFLLRTla!8T BU[LLER. 2O-(r 1UK euILMG LENGTH 19-0'MK LEMTH OF MOUXES 2. SMD;3 FOR E7•AS Is gOmm LOD9:FOR FIELD _ IISTFLIATIQ2 BY WILDER 10-0'HV1 LQtGTH a"MLOLLES &V-U'YAK LENGTH IF"YLIX.IES 42S7 42S7 ____aim Of, _-A YQIS 3 S7OU'S,STAIRS.Han>�s.GUTTERS,DM'-PCU7S. 4257 42S1 f tr 19r v Im Y P-1 t K,oa ftD WITH TLO.17L FrF'-0'rAx LFIucrH of rLaLEs ---- ---- ------ ---- CODES - R.T- a' ••-- ----, ,szstir CPPT GFRRGt: S ifI7H '`� ATE•3 1!II•D045 FIRE CPTIOIiL R`A DSTa l m BY _o/a ❑ ,1 4•ll'flD1 t 1 f. •' I I FLY. , - ' 1, i A0.5EN1=Hr 4 ,, , H71LDE7t 3157 - ,1 FRUL7 ROOM .❑ , " 0.05Er '' S. 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Z FM v--- ------------------ f FRa`1 Tki SLOE T0-Ef2£TFE TRF3YIS 21 az<IaatOsraR SELL nm BE LESS SEE PF S- FOR tm 7Hf 10-TN-ES PM Tt£tiI IYIIM' SEE PAGE 9c_9 FOR EN , WIDTH OF RIY TREFO SILL I.AT!IE 2L OIVI DPIX E E'F�1WEE71 T Q 4 &'EAFME�SPAT�EO F / / I LATE•17 1 LESS rl-Y+2 S II17f5. Slit-L 8E EOJIPPED fllTlT , DOClt a55EY13LY EOUIPPm WITH R SELF-ALSL� tJJTE•I E-FOR NTS i DEVICE FCCESS CP2mTS IN C2'2PGE CEPM MAY QLY EE DSTFE-LED IF YERTIa'L SFPF6iTiCfi FUt. i 22 C}i IS FtR£Q2 TFE RE OR FCE PLC CLG --__--______==______-- eLTERNRTF STAIRS Fr`n'aDa.Esr o ey a. ° 6'FSb Corporation -- _ FLt.E&HM MM T FLOUR LO RILE TO 10'VrM TIBLES:. Northeast Regi®n ---- t----*--__-*-" SC'riLE:1/4=1�-O" 23 [X�5 FCTa-ED R2EA TIt Fl:UORT R L��CN 55rm 1V ' ' f f f AREA GTP. !S I'LlR"8IIia CCf1 EC RS 6f BUILDER: ` }q ttU cIDTH F FLE171TIDCS,SEE 5 W- ,APPR®11�➢i 25'. 1'IDL MOTH FOR 05LT Mt FI 1;is 3-D'. 26. FDk CPTIC2SL CLOSET CrDF!GURRYIQiS.5EF-Stir 6a. ID v MIIL zT.. latiz4ae MDTH rvx F➢ Ftaup - 3 r FIELD t.DTE r9 WRIER J."TER RCCE`M Mg-ISI➢C 6 VM 3/26/15 , ; 425.1 ZL FOR UEIS LOMYED IN SEISMIC OESIG2 fAiEGCRY FLR. __T_____y 4t�7 0ID CC;CPQm.GS IN Ti£FLDM OR ROOF S-FLL NOT . to 1.______ EX TWELVE I FEETOR 50 PERMIT CP TFE LEAST FLOORZ=&.1j OF ROOF Omat 17AILDr-UJIT TO, FRONT ELEVATION SE. L4=1'-(r 0 M i FLL FRMB.7 ROAM FS IET3ITRS.E ROQMS TO BE 70 SM • ------; t CQ2 12 m :�iS.7.9or12 � 4 5.7.9or12 MPH C_` f 6 co 01 IST - --- rAx DANTAEVFR YF�2'm s:ml Lava MDOLLE WIDYA a MRSTER SERIES Izra Q+ _ 1�Expa secTla2 4.4 MTHII4 TEE CFic HquIFL R fO STORY MODELS J FLOOR PLRN, ELEVATIONS 6 NOTES -f , 1,f oyl� I I i - cer.earth M HO UNGY MESr INC. (r'm , ' 1 1 1 1567 PR ROUTE 442 I f f • -' i i i i i ` ' i PAW/TYP OPT OFFSET rauNCY, PR 17Z56 l FFT STDF FI F"VRTTaV orr_trr 4TIIF Fl FVFiTTaV, SEE SrT 2E_1 FOP,OPT- ELEVATIONS DR 1 1: DATE SCALE REV. N0: RFF2 R FVATraV ScP.LE 1/B'=1'-0' mTFME ta�%E MJL 3-22-91 Sfl[riJN 1-30-ZO15 2) Sa�Et v9=i-0 02\2 ELECTRIC CIRCUIT SCHEDULE SEE NOTES=7 FWD DOOR SCHEDULE WINDOW SCHEDULE WINDOW SCHEDULE TYPE IDENT. N0. U VRL LIGHT VENT TYPE MRK EGRESS MRTERIRL SHGC IDENT. NO. U VRL LIGHT VENT TYPE MRX. FLR EGRESS MATERIAL SHGC No. DESCRIPTION WIRE BKR POLE ND. SIZE U VRLUE GLSF' MRTERIRL FINISH RRER SF CLR SF RRER SF CUR. SF 1 GFCI SMALL APPLIANCE 12-2 WIG 20 ALP SINGLE EXTERIOR DOORS-ALL G1RS5 TO BE SAFETY GLAZING RNDERSEN RNDER5EN SILVER LINE SERIES 2 GFCI - 1 36SrBD' STEEL PTD BLANK 2257 am498 302 CH6225 = UD-V1NiL 511-[M Si-OH SH-DH SH=OH - 2e GFCI SMALL APPLIANCE(OPT) 3R n27 a67 2 CITE 3037 035 4.46 258 DH 5675 - UD-VD,nL 2259 am SM-5.43 2B1 -3.07 SH-DH 70.25-97.88 - VDJTL 2b.GFCI SMALL APPLIANCE(OPT) " 1B am 550 9 LITE 3449 035 7.48 422 DM 9350 uD-VINYL 3037 03! 533- 495 243-2A 5H-OM EONS-6LB8 - VINYL _ - 3 GEN.ILLUIt WID OPT.HWBB TOE HTK 14-2 WIG 15 RHP lC 035 am 15 CITE 3%S EGRESS 035 M48 5.88 OH 131DD 59 u0•VD`nL D�29 3449 031 859-8.09 4ti2-4Z1 SH-OH 10050- LOLLS - vD•rcL 4 GFCI GE)ILBAT I) 12-2 WIG 20 Hf1P ID 3G.BP 027 170 BLANK W/1 SIDEI.STE 34-75 EGRESS 03S 1272 713 OH L MDO 71 lJo-vDNTI 3837 am 7.05-SM 321 -3.42 SH-DH HORS-82EB - vAnL 4e GFCI WHIRLPOOL TUB(OPT) IF a27 23/ 2 LnE W/1 5TDELITE 3857 EGRESS 035 1031 SKIS DFN 12688 S7 WD-VINYL 4237 0-31 791-7-47 35-382 SH-OM MOD-9338 VINYL 4b GFCI ADOIT'IONLTL BATHS(OPT) ` IF 035 720 9 U.TE W/1 SMELITE 3869 EGRESS 035 12ES 5.73 DM 1432SS 5.7 uD-vD47L 3565 EGRESS D31 1219-3155 5B1 -613 SH-OH 14525 -14438 SB -61 vDM 4c GFCI RD01'TIONLAL BATHS(OPT] IG 36'1B0' (127 340 I BLANK W/2 SIDEL17 S 4257 EGRESS 03S 1164 641 OHI 14550 64 Wo-VIN(L 3859 EGRESS 031 IRIS-1144 5.71 -6D2 SH-OH 142.75-143.00 5.7 -6D v1Nri . - OH=R32 5 GENERAL ILLLINIIINRTlON 14-2 WIG 15 AMP 1MH a27 4D7 2 L.ITE W/2 SIDELSIES 2936 034 S20 4.80 CSMNT E5D0 WDVINTL +257 EGRESS am 13M-1241 616 -646 SH-OH 154DD-15513 62-fi5 vONYL 6 , u - 890 9 LITE W12 SIDELITE5 2960 EGRESS 034 920 64D CSMNT 115D0 75 Wp-VINYL _ SH�.33 7 1J 36'.ed' a20 - BLANK CLASS C O HOUPJ 5760 EGRESS a34 1830 16.70 CSMNT 226.75 7.6 Wo-vDNYL CS=a30 2548 a32 5.41 4AS CSMNT 67.1CII - vDvrL CS--030 8 2 g2�,ffi` am _ BLANK 1146E EGRESS 034 36bD 3140 CSMNT 45750 7E WDVDN(L PIC-032 2936 am 4.76 - 415 CSMNT 5950 VINYL =6 RANGE 8-3 WIG 4D AMP DOUBLE 2R Oz E7 2 LUTE SSS7 0-35 MB4 604 PICT-DOH LSL00 - WDVINTL 296E EGRESS 032 8.52 am CSMNT iIl[i50 6.4 VINYLNO �i WATER HEATER ID-2 WIG 25 AMP 2B ` a35 5.50 9 L.ETE B855 034 ZUBO 9 BO 1U CSMNT- W 240DD WD-VINTL 29502 EGRESS am 1733 17D2 CSMNT ZISM 85 VINYL ll WASHER (FD SEE NOTE-4- L2-2 WIG 2D AMP SINGLE 2C • 035 ebl LS LITE RNIDERSEN - 200 SERIES 3436 432 4E9 35 CSMNT 6113 - VINYL 1? DRYER (CPT)SEE NOTES -4 d e6 1D-3 WIG 30 RMP DOUBLE M am _ BLANK CLFSS T Q.HOLM 2430 D30 +DB 2A OH SLOG - WD-VlNTL 9759/9859 31-31 30.78-29.70 724-778 PICA-Si-0H IBL00-1955E - VINYL COOKTOP MPT]N LIEU aF CXT•'S 10-3 WIG 3D AMP 3 7r.BD• 0.33 39D0 FRENCH 31 d EGRESS 030 1125 646 OH 140b3 65 WD-VDNrL a29 9558 31-M Z/D3 7D9 BRY 13 17775 - vWri NOTE c6 SINGLE WALL OVEN raPT D7 Lg11 Cr QT s 12-3 WIG 20 RrIP - 4 36/3S:BP am - DOUBLE SHOP D451A.RTED 3050 EGRESS D.30 1052 6D9 OH 13L50 61 WD-VINYL 9862 32-32 _27.b� 1134 CSMM-BOW Z28.75 vWYL 14 p =5 DOLIBL.E WALL OVENmPT]N L1II1(V'(Xf•9N 8-3 N/G aO AMP s sd•.Ba' a36 SDO WOOD VINYL SLIDING GLRss MW NEW YORK ENERGY'NOTES is DISHIIRSFER(OPT) 14-2 WIG 15 AMP SINGLE 6 7r.e0• a36 30D0 SLIDING GLASS 287 032 51 31 DH 6375 WD-vINYI ° 61 7r.Sr az9 319 VINYL VINYL S-HIDING GLASS(SILVER LW] 2257 JDM12m 37 22 DH 4625 - t.D-VINYL 1 BUILDING THERMAL ENVELOPE COMPLIANCE REGARDLESS OF THE TYPE OF HEAT SHALL BE DEMONSTRATED BY 16 GARBAGE 019-OSRL(OPT) COMPUTER SOFTWARE AS PROVIDED IN SECTION NUOL41-NTS RESchck 17 MICROWAVE fOPTJ !i2 72.80• O34 2614 VlNTL VINYL SLIDING G..ASS MWRIM) 3449 75 43 DH 9375 WD-VINYL 2 NY5 RES.h-k CALCULATIONS SHALL BE PROVIDED Tp 7'HE RLfiHORIT7 HAVING JURISDICTION BIJD.DER OR RETAIL CLr.TOMER HAS OPTION OF USING RESheck TO DETERMINE ENERGY COMPLIANCE TRFLSFI COMN'RC7OR(OPT) 14-2 W/G 15 RrMP SINGLE 6R 96�8P am +4M WOOD VINYL SLIDING GSLSS 3465 E6RE55IDB 59 Ci 1325E 59 Wo-VINrL OFk0.36 3IFILTRATION WI-3CF RPE DOORS • SWINGING PATIO3476 EGIFC95729 72 OH 16L25 72 IJD-VINYLB.WINDOWS-3 CFM PER SCARAB FAT OF WDS.IOU RRER M RADON SYSTEM ATTIC FRN(OPT) 14-2 WIG 15 RMP SINGLE 7 su'.BP aS 1340 r-SZIDER ODORS-3'CFM PER R SCUE FOB OF FDDR RRER2D l,'tTERRL ILLUMINRIIDN oar aa.m¢n si nma c B 7r:80' 095 2390 38S7 EGRESS1a4 �S.B DH 13000 58 WD-VIMtC.SWINGING DOORS-5 CFH PER SCARAB FOOT OF ODOR RRER3869 I3D 7.2 OH 36250 72 Wp-VAOL 4. FOR CRAWL SPACE HEATED OR UNHEATED BASEMENT,FLOORS RND/OR FOUNDATION WALLS SH:L.L BE INSULATED IN ACCORDANCE WITH THE ENFRGT CODE BY FIELD CONTRACTOR FIELD CONTRACTOR HAS THE OPTI(N OF PURCHASING EGRESS 1L7 65 O)'I 146.?5 65 Wo-YVINYL FLOOR INSULATION FROM A SOURCE OTHER THAN THE MODULAR HOME MSMFACTURE. 5. HVRC'EOUFMENT 5HSALL COMPLY Wr HH SECTION M14DL3,WATER HEATERS SHALL COMPLY WITH SECTION P2801- 27 31:37 0.31 4.7 45 fStWT 5675 Wo-VIML 6 }iVgC AND WRIER HEATING,PIPING AND ACTS SHALL BE INSULATED AS REOIfDRID IN SECTIONS N1103.3. NUO34.Nl110321 24 30M EGRESS am BS .73 CS1NT 1D675 79 Wo-V1ML .7. WATER HEATERS WITH VERTICAL PIPE RISERS 5HRLL HAVE R HEAT TRAP ON BOTH THE INLET AND OUTLET OF THE INTERIOR DOORS 5861 EGRESS am 17D LS9 CSMNT 2125E 79 WD-VM(L (S=Q_M WATER TER IAd.E55 THE WRIER FERTER HAS AN INTEGRAL TRAP OR 15 PART OF A CIRCULATING SYSTEM. 25 8. THERMOSTATS TO CONTROL HEATING SMFLL BE CAPABLE OF BEING SET FROM R MINIMUM OF 55"TO 85•F. % 9 18'.80' - - WOOD PREHELM SWINGING 11461 EGRESS 031 I 34D 3L6 CSMNT 425DC 79 WD-vom FIT LEAST ONE THERMOSTAT OF THE PROGRRMRBLE TYPE(TO BE USED IN THE LARGEST HEAT.ZONE)SHALL BE PROVIDED • 946 am 252 1. PICA-CH LSSDD WD-VINYL FOR EACH SEPARATE DWELLING UtUT a3CTl FOR N0N-ELECTRIC UNITS.ALL THEIR DSTRT5 SHALL BE PROGRRMRBLE TYPE 9. FIREPLACES SHALL HAVE PROVISIONS FOR OUTSIDE FOR FOR COMBUSTION AND DAMPERS NOT M EXCEED 20 CFM OP. Y7 .10 24°.BP - _ AND- 11 30'.BO' - - 9BS5 am 28.0 12B fSMM-BOW 320D0 W-VINYL TIGHT FITTING NV LOPE Si: GA55 DOORS. SE FIREPLACES SHALL LEAKAGE HAVE TESTED IGNITION. LIMIT 10L (TA BUILDING ENVELOPE SEALING BE ODS BET BETWEEN fAND AIR LEAKAGE TESHIED 1Nll02.4)TO LIMIT INFILTRATION 228 9 12 3r.� - - CENTURY�SPECIRLTY (TABLE N11D247I THE SEALING METHODS BERIEETI DISSIMILAR MATERIALS SMALL ALLOW FOR DIFFFRENTIRL EXPRhMCN AND CONTRACTION 30 FIRE SPRINKLER PUMP (OPT) 10-3 WIG 25 AMP DOUBLE 12 34Si8P - - 2424 (57 222 OCTAGON Q.R) THE FOLLOWING SHALL BE CPWOD,GASKETED,NEATHER.STRiPPED OR OTHERWISE SEALED WITH AN 31 AIR HANDLER(OPT) 14-2 WIG LS AMP SINGLE 13 36`.B0' - - 7D AMR BARRIER MATERIAL,MRMS SLID PEN RATM OR SOLID A1Al77RIRt: L ALL JOINTS SEAMS AND PENETRATIONS 32 CG.DENNSOR(DPT) 10-2 WIG 3D AMP DOUBLE 14 4S.8D' - - BY-PASS SHIER 2424 31 271 - OCT-FD® - - vONTI 037 2 CPENR GSBETWEEN WINDOWS,NDDRS AND OOR.RSKYLI SE 2424 34 225 219 OC-f-0PEZ 2813 - VRM D� 3 OPFTIIN65 BETWFfTT WINDOW RP1D DODR.RS$MBI.gS AND THEIR RESPECTIVE JAMBS AND FRPMINC> 33 FUa.MCE-FACTORY B45TR-LED(OPT) 14-2 WIG 15 AMP SINGLE .15 24-.80• - - E1I-FOLD 4.UTILITY PEILINGSIONS _. 34 FURNACE-FIELD INSTALLED(OPT) 12-2 WIG 20 AMP SINGLE 16 30S`EAD' - - SKYLIGHTS S.DROPPED CEILINGS OR CHASES FO.IRtENi'TO THE THERMAL ENVELOPE E.KNEE WALLS. 3S AIR CONDITONER(OPT) 12-2 WIG 20 AMP DOUBLE 17 36*.W - - 22Z2 55-39 2.64 - SK)'LIGF(T - &BEHIND TUBS 7 WALLS AND�SHOWERS ON EXTERIOR AL A GARAGE ES.ROM COTm1TI0NED SPACES. 36 RESERVED 18 4B1BP - - 223E M-M 3.72 - SKYLIGHT - - a COMMON WALLS BETWEEN DWELLiNr UNITS 37 RESERVED ]9 6Q4BD° - - 2246 S"M S.BS - SKYLIGHT CLAAD ]D.OTHER SOURCES OF IN7F8_TRRTIIUN. RECESSED LIGHTING FIXTURES INSTALLED IN 71-E BUILDING THERMAL ENVELOPE SHRLL BE IC-RATED. BEARING RSTM E283 MARK AND BE SEALED TO LIMIT AIR LEAKAGE BETWEEN CONDITIONED AND 38 RESERVED 20 72`.80- - - • UN(DC DrrM D SPACES IN ACCORDANCE WI SECTION NMrn 45 39 RESERVED 21 WxRr - - WDOD/MIRROR BY-PR5S S10ER VIWIIJCO TH • 40 RESERVED 22 245r8o• - - WOOD POCKET En5313 LIT EGRESS v- DUCTINSU.S E DUCTS OUTSIDE SHILL COMPLY WITH SECTION FLL 17 t IDENT.N0. U VFL LIf9iT VENT T)'PESF CLR SF MITT SFSGC pUCTS LOCATED OUTSIDE THE BUILDING ENVELOPE SHAC.I_BE INSULATED ON SITE BY BUILDER 41 RESERVED Zi 30'.W - - ALL DUCTS SH1RLL BE SEALED.JOINTS AND SEAMS SHALL COMPLY WITH SECTION MISM-91 FRENCH SH-WH SH-OH SH-CH H SH-OH DUCTS SMALL BE SUPPORTED EVERT.10 FEET IN FACCOTmRNCE WITH SECTION MISM a7 OR . H-1 ELECTRIC HEAT 12-2 WIG 20 AMP DUE 24 48'k80' - - - THE FILTERS SHFFLL INSTALLATION ITHE RETURN TD . _ d.�, _ _ 2060 030-OM 425- 414 2.38-231 SH DH175 VINYL TH HVAC R5 SHALL BE PROVIDED IN 7FE SFOFOR ST5111i +2 - THE HVRC SYSTEM SHALL PRWIDE A MEANS FOR BFLRNCING SIR FNI]WATER SYSTEMS FH3 26 7r.80' - - 3037 030-029 435-4.0 229-221 ETi-OT1238 - VINTI. NESTED FOR DUCT-TIQRNESS PER M10322 • I prnwr c 34+9 030-0T9 73-711 N3.07- SH-OH 9125-8BB8 YDTYL FRAME WAS,FLOORS AND CEILINGS NOT VENTILATED TO ALLOW MOISTURE TO ESCAPE SHALL BE PROVIDED WITH ry.} 27 48YeV - - - SFk028 AN APPROVED VAPOR RETARDER HAVING R MAXIMUM PERM RATING OF 1D.THE VAPOR RETARDER SHALL BE 2B ED 0r - _ 3837 030-CM S35-5.73 SH-OH 743E-NISI VWTL. MATD45ER LEDALS DN THE IPIMEN N-WALL SIDE A IED IN RONH-S .ar.emo>m ru DFi=028 13 MATERIALS AND EODUIPMENT SHAALL BE MEET 71 IN ACCORDIANC WENT THE MRMMINEM ERS INSTRl1ATION F+fi 29 7r.80' - - 40M EGRESS 0.30-029 IL43-11.9 SH-CH 142B8-13988 59-59 vINit MATERIALS AlID EOLIPMFNi S11fiLL BE IDENTIFIED 50 COMPLIAANCE CAN BE OETFJ2MINED.14 MRNUFFCMRER MANNIALS FOR ALL INSTALLED KERTING, COOLING AND WATER HEATING EDUIPMENT SMALL BE PROVIDED.3665 EGRESS 030-QM MI MS-1194 SH-OM 139M-13675SB5-7VINYL. 15. RIGID FORM INSULATION.WHERE SPEC,SHALL HAVE R MIN AGED R-VALUE OF 5D RT 7S•MEAN TEMP.PER LATER HF7 DOORS AD WINDOWS MAY HAVE SUBSTITUTE MANUFACTURERS, BUT SMALL COMPLY WI01 THE 16 FOR ATTIC SPACES WITH FD2D STAIRS AND RETAI LNG U NCONDITION D SPREE,THE FOLLOWING OPTIONS SHALL APPLY: LICRBLE ENERGY CODE,STRUCTURAL ACID EGRESS REOLm2EMEN'a THE BUILDER MAY ENCLOSE THE STAIRS ON LEVEL WITHIN THE ATTIC SPACE.THE WALLS S RROUNDING THE 3D36 029 4.72 CSMM Sam V24TL STRIPS SHALL BE INSULATED AND PROTECTED WITH R VAPOR BRRRIER Fl FCTRI NOTES YTT)NTk THE BUILDER SHALL BE RESPONSIBLE FOR SUPPLYING FN.L NVAl7PTAL5. 3050 EGRESS 029 BE CSMNT iK7750 62 VINYL B-THE FACTORY MAY ENVLDSE THE STAIRS ON LEVEL BENEATH ATTIC SPTUCE. L WHEN CIRCUITS REWIRED WILL NOT FIT IN R SINGLE PAID_BOX,A BUB-FEED SHALL BE 17.2008-2011 NEC-GFCI PROTECTION IS REDO W/I A 6 FT RADIUS FROM THE EDGE OF TALL 5660 EGRESS 029 ]S71 110 CSMNT 19-TSB. 61 VIM. C5 25 THE WALLS SURROUNDING THE STAIRS 5HPo1 BE INSULRTED AND PROTECTED WITH A VAPOR BARRIER REOLDRID.SEE SHT GR SINKS EXCLUDING.THE)1TCHEN-SINK 17_FOR BASEMENTS.REMADING UNCONDITIONED SPACES,THE BUILDER SHALL ENCL05E THE BASEMEN STAIRS. 2. LAUNDRY CIRCUITS ARE STANDARD IN CRAWL SPACE UNITS.' 1A 2014 NEC-GFCI PROTECTION 15 REDID W/I A 6 FT RROM FROM 71,E EDGE'OF ALL B+SO EGRESS 029 2357- I5S CSMNT 294.63 &1 VINYL FIC=30 THE WALLS SURROUNDING THE BASEMENT STAIRS SMALL BE INSULATED AND PROTESTED-WITH R VAPOR BRRRIER 3 OPTIOwL CEILING'LUTES OR FAN LITES MAY REPLACE SWITCHED RECEPTACLES CEILING SINKS. THE DISHWASHER MUST GFCI PROTECTED. THE BUILDER IS RESPONSIBLE FOR SUIPPLY=ALL MATERIALS. FAN I.LTES MAY REPLACE CEILING CITES PROVIDED 1}E LIGHT IS SWATCH-WIRED 19.2008-2014 NEC-SWITCHED RECEPTACLES MUST HAVE ONLY 1-OUTLET(F THE RECEPTACLE BASEMENT WALLS ASSOCIATED WITH CONDTiONED BASEMENTS SHILL BE INSULATED FROM.THE TOP OF THE BASEMENT INDEPENDENTLY OF THE FAN MOTOR SWITCHED TO OURLAFT FOR A•REOUIRrD'RECEPTACLE.FOR RECEPTACLE SPACIING '926E 03D4M 7o 25.46-2519 619 -6D3 PIC-Sti-0H 154.75-150.75 - YINTL Is.NOTE OMMITTED. 4. CIRCUIT SCHEDULE REFLECTS ELECTRIC RPPLIPNCM WHEN GAS APPIIRTCES PRE UMD. REOUIP.ED BY CODE 19.R BUILPERDING FV'�NT COMPLECERTITED A SHILL BE POSTED ON OR T THE ELECTRICAL DISTRIBUTION ET EL. Y THE THE THE WIRE,BREAKER AND POLE PARAMETERS I SHALL BE THE SAME AS FOR R GENERAL 2D.2008 NEC-BALCONIES,PORCES,AND DECKS OVER 20 SO FT SMALL BE PROVIDED WITH BUILDING IS COMPLETED RND READ?FOR OCCUPANCY.THE CERTIFICATE SHELL BE COMPLETED BY THE B1J81]ER ILLUMU&ITION"CIRCUIT OR rVMFRCTURMS INSTALLATION INSTRUCTIONS. AN OUTDOOR RECEPTACLE 2011 NEC"ALL'BALCONIES.PORCHES,AND DECKS SHALL BE SH=SINrLE-HUNG,OH=DOUBLE-H-m.CSMNT=CASEMENT,PICT=PICTURE OR REGISTERED DESIGN PROFESSIONAL RESPONSIBLE FOR THE COMPLETION OF THE BUILDING. S. SEE DRAWING 38 FOR ADDITIONAL ELECTP.LCFL HATES. PROVIDED WITH AN OUTDOOR P.ECEPTACLE.2014 NEC THE REQUIRED RECEPT DOES NOT NUMBER AT LEFT]MIICATES SINGLE-IiWG VALUES,NUMBER AT RIGHT INDICATES DOUBLE-HJNG VALUES. THE CERTITCATE 5HFLL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON THE CEILING/ROOF. E. D)E SMOKE WARMS SHALL NOT BE PLACID ON BRANCH CIRCUITS PROTECTED BY RRC-FRLLT HAVE TO BE W/I THE CONFINES OF THE DECK BUT MUST BE ACCESSIBLE FROM THE DECK WALLS FOu CATION CBRSEMEMT WALL,CRAWLSPRCE 41fLL.R1.O/OR FLOOTa AhID DUCTS OUTSIDE COf•D1TI(N�ED SPACES: CIRCUIT INTERRUPTER.ALL SMOKE ALARMS SHALL BE SUPPLIED BY BRANCH CIRCLM 21 2008-2014 NEC-ALL CEILING LUa BOXES TO BE RATED FOR SO LB. EXCEPTION U-FRCTORS FOR FENESTRATION . DEDICATED TO SMO)E ALARM EOUIPMENT AND SHALL BE MECHANICALLY PROTECTED BY FOR UTILIZATION EOUiPMENT(CC SMOTE DETECTORS) WEIGHING 6 LBS OR LESS, R THE N LARGEST AREA. THAN ONE VALUE FOR EACH COMPONENT. THE CERTIFICATE SHW1 LIST THE VALUE COVERING LOIX-0ON DEVICES STD BOX MAY BE USED. 2NM4 NEC BOXES RATED AT> SD LB MUST BE LABELED IN BOX 0 A7IN; VENT AND FGR=NO7F5: 7. (ME SMOKE ALARMS SHALL NOT BE PLACED ON BRANCH CIRCUITS PROTECTED BY RRC-FRLL.T 22 2008-2014 NEC-ALL 125-VOLT,15 AND 2D AMP RECEPTACLES INSTALLED IN DWELLING. L FOR EGRESS WINDOF1S,THE MI IIMUM WIDTH CLERK OPENING SHALL 8E 20°. THE CERTIFICATE SiRLL LIST THE TYPE Ahm EFFICIENCY OF FfERTING,COOKING AND SERVICE WATER HEATING F:WIP. CIRCUIT INTERIa-FTER ALL SMOKE ALARMS SHALL BE SUPPLIED BY BRANCH CIRCUITS UNITS MUST BE TRMPER-RESISTANT RECEPTACLES. 20ll-2014 NEC-TR RECEPTACLE 2 FOR EGRESS WINDOWS,THE M7MMUM HEIGHT CLEAR OPENING SHALL BE 24•. INSULATION R-VALUES.•IYFRCTORS.EFFICIENCY RATINGS OF FACTORY INSTALLED SHALL EOUIPMENT SL BE ON THE DEDICATED TO SMOKE ALARM EOUDPMENT. NOT RED'FOR RECEPTACLES l3i OR GREATER F1FF.OR IF TFE RECEPTACLE IS PART 3 FOR EGRESS WINDOWS.THE MINIMUM NET-CLEAR OPENING SHALL BE 5.7 5F. MFWLIFRCTIRER'S RESchack RND/OR DATA PLATE 4.AG B. [MR)THE OPERATION OF R SINGE GFCI DEVICE SHALL NOT DEFNERMZE ALL LIGHTING OF THE LUMINRIRE OR APPLIANCE GLAZING AREA OF HABIT SPACES 03VlNG.SLEEPING,EATING OR COOKING) 20_ALL WORK DONE ON 517E SMALL BE APPROVED BY THE AUTHORITY HAVING Jl1RI5DICTIl)nl TS IN R GIVEN AREA 23 2OW-2014 NEC-ALL DWELLING UNITS SHAM HAVE A COMMUNICATIONS OUTLET- IF NOT SHALL BE BR OF THE FLOOR AREA WITH 4S OPENING FOR VENTILATION 2L 5OX OF ALL PERMANENTLY D67RLLED LAMPS SHALL BE HIGH EFFICACY LAMP,CHL`S SUPPLIED AND OUTLE 4 OUTLETS NEC-TILL BRANCH CIRCUITS THAT SUPPLY 125-VOLT,15 AND 20 RMP OUTLETS PROVIDED BY MRNUFAC7lRER IT WILL BE PROVIDED AND INSTALLED ON-SITE BY OTHERS. S. FOR THE PURPOSE OF DETERMINING LIGHT AND VENTILATION REDUIREHFNTS,A ED Y ROOM SHALL INSTALL BY OTHERS SHALL SRTISY THIS REOUDREMENIT. • INSTALLED IN DWELLING UNIT BEDROOMS SMALL BE PROTECTED BY AN PRC-FRULT CIRCUIT 24.2008-2014 NEC-HTOR0-MRS5RGE TUBS WHIRLPOOLS)=ALL REcEPTS WITHIN 5 FT OF BE CONSIDERED AS R PORTION OF AN ADJOIIaqG ROOM WHEN AT LEAST 1/2 OF THE AREA OF 22 ATTIC ACCESS FHATCIES AID DOORS STALL BE WFA71gR-5TR1PPEq AROUND THEIR PERIMETER AND INTERRUPTERESI THE INSIDE WALL OF THE TUB SHR BE GFCI PROTECTED. IF THE 1Ai1RLP0OL IS THE COMMON WALL IS OPEN AND UIOBSTRICTED AND PROVIDES AN OPENING OF NOT LESS THAN INSULATED TO MEET THE SAME R-VALUE RS THE SURROUNDING CEILING LD 2008r2M NEC 6 E380211 RCNYS-ALL BRANCH CIRUM THAT SUPPLY IS-VAT. 15 CHORO/PLUG CONNECTED,THE CUTLET MUST BE READILY ACCESSIBLE, WrNIN 12 OF I/10 OF THE FLOOR AREA OF THE INTERIOR ROOM. BUT NOT LESS THAN 25 SOLtlARE FEAT- 23 REFERENCE TABLE NUDL4 FOR CLUIRTE ZONES BY COUNTY. AND 20 AMP OUTLETS DNSTFLLED IN DWELLING UMETS SHALL BE.PROTECTID BY A THE ACCESS,FACING THE ACCESS. 6 SEE NOTE e10,DRAWING 7-L, NOTE=B,DRAWING 7e_111 FOR EXTERIOR GLASS DOORS AND - COMBINRTIfI*FTYPE ARC-FRILLY CIRCUIT INTERRIL'TER(5). IXCPTNS' BRSENMEUNTS 25.2008-2014 NEC-LAMP HOLDERS INSTALLED IN WET OR DAMP LOCATIONS SHALL BE OF WOCCWS STRUCTURAL REQUIREMENTS IN UD-120 MPH WIND ZONES. KITCHENS, GARAGE,6 BRTH-ROOMS. KITCHENS M LAUNDRY AREAS MUST ALSO BE THE WATERPROOF TYPE 7. OP RATINGS FOR DXTF7RIDR'GLASS DOORS FIND WINDOWS FOR UNITS SITED IN SPACE RESERVED FOR THE NEl!YDRK STAMP OF APPROVAL RRC-FRlLT PROTECTED PER THE 2014 NEC 26.2OL1-ZX4 NEC-FOTERS GREATER THAN 60 SO FT MUST HAVE R RECEPTACLE ON EACH 110 -12H MPH WIND ZONES ARE LOCATED ON THE RS-BUILT FLOOR PLANS. LL EXTERIOR RECEPTACLES' WALL SPACE 3 FT OR LARGER E. OPERABLE WIDOWS LOCATED MORE THAN 72•ABOVE FINISHED GRADE MUST MAINTAIN THE: Ww--Al l-aF PNI.EVWL15 54w-�(of f•LovvL5 C+I'• f 1 SiFLL BE]INSTfLL.ED RT THE FRONT AID REAR OF THE DWELLING. 27.2OU-2014 NEC-WHERE SWITCHES CONTROL LIGHTING LORDS R NEUTRAL SFifX.L BE LOWEST PART OF THE WINDOW CLEAR-OPENING R MINI LIM OF 24-ABOVE THE F'AII�•ED' ?�q�I�, �jF�s b)SHHFLL BE COVERED BY AN'Ul FRO WEATHERPROOF ENCLOSURE FOR 2OL4 NEC PROVIDED AT EACH SWATCH LOCATION 2014 NEC-NOT REO'D ON SWITCHED RECEPTS. FLOOR'CF THE ROOM IN WHICH THE WIDOW IS LOCATED. IF THE W24DOW CLERK-OPENING hH(3)3T-02'010 il20.-RRIti Cl. pF."N '.,PIPE,t. G.,_ COMP1IFWC& THE ENCLOSURE RUST PL50 BE LABELED AS'EXTRA DUTY`. 28.2DLM-Z014 NEC-P.EIDENFiFZID SWITCH LOOPS LAN BE USED ONLY FOR THE SUPPLY TO DOES NOT MEET THESE P[RRMETERS. THE BUILDER SHALL BE RESPONSIBLE FOR COMPLIANCE OePaRrNeNr OF s7aTEC:00E9 d)vUSioN c)SMALL BE TRMPER-RESISTANT AND WEATHER RE5157RNT=-2014 NECl THE SWITCH BUT NOT AS A RETURN CONDUCTOR FROM THE SWITCH TO THE OUTLET LlffTi SECTION RII32 Q(106 IRd.P.201Z RC, ICT OR R312 Q012 IFLRRCI MOT NY51. uBnNY;Nt'imM-0Df)H rD SHALL EAE GFCI PR011=CTm. ITC LIGHT or RECEPTRLLD. 3 ALL WINDOWS REWIRE FLRSHI 1G•2D12 IRK, SECTION R7039.PftJ FlASFBNG Regd IF .. SnmP ofApc.-1 f..system.ltodet,oraompem�n d)SHALL BE ON A GENERAL ILLUMINATION CIRCUIT INSTRUCTIONS ARE NOT PROVIDED. )14I4A'1 2G•H-110 RL-15•-m- MASTER SERIES _ T)SMALL NOT BE ON R CIRCUIT THAT HAS RECEPTACLES FOR BATHROOMS OR A _ u.mr+o,..!•xa - bo' x> D.e otky SMALL APPLIANCE CIRCUIT. 2014 NEC-NOT ON A GARAGE CIRCUIT AS WELL H'0 �1ei16i0.�°S""re^°m�'o1d°e ea.reomN,m.d M FFIDITIONAL EXTERIOR RECEPTACLES OTHER THAN THOSE REOUDRED BY THE NEC j9K.�G LDB/14 ° 1v°piOiaeO'iYd"ereh°"r°�bdLL+�stmr.A+ TILL MODELS MAY BE ADDED AS AN OPTION w.�a.Mm••Ie..xe,v.mnmev.e�vueTytr�evd apse 13.20D8-2014 NEC -ATL GARAGE RECEPTACLES MUST BE GFCI PROTECTED. GARAGE L' P•STF}f - .a.s .~vtedH. e( aor���e„�,,,acm SCHEDULES d NOTES DOOR OPENER P,ECEPTRO MUST BE GFCI PROTECTED.BUT THE GFCI PROTECTION DEVICE MAY NOT BE INSTALLED IN THE CEILING DUE TO ACCESSIBILITY. Q� WALL COVERING SCHEDULE �L.=�7� A --��--�•� 14.2014 NEC-R DEDICATED CIRLVET IS REOD FOR RECERTS/LIGHTS CONTAINED`IIN5TDE' H1oW1LM•ax c,,,m,e[o MUNC7 HOMES, INC. THE GRRPGE ONE RECEPT MIN.PER VEHUME BAY IN GRRRGF- WRLL COVERING STUD SPRCING IS.2014 NEC- ELECTRIC VEHICLE CHARGING OUTLETS SHALL BE ON R DEDICATED CIRCUIT. - 1567 PR ROUTE 442 16 2014 NEC-DRYWALL SCREWS, WOOD SCREWS, ETC.MAY NOT BE USED TO MOUNT '2 L4'WOOD PP,NFIDJG IS O.C. FITURES TO BOXES, rwCHINE SCREWS MRTQaNG THE BOX MUST BE USED. .• �- MUNCY, PR 17756 or 5/U"GYPSUM BOARD 16' O.C. OR 24"D.C. ERN BY DATE I SCALE In REV. A SET. N0. 1/41 or 3/8"GYPSUM BOARD 12'D.C.OR 16 QC. 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CFI ITY OF TOT LOAD •;Y: 1,y L___._ --- -,-- .. --- 34ACO .0 a-a FEIG'tiL CAFAC[7Y OF OTHER ------- --------- 9'HM Gourd HEIGHTS SH LL BE D1 FC'iRDFNCE7 NiTH Pasf I•nM TYP. FOUNDRTION PLRN Also,rr;aFaL STEEL casr chat POST xALE: I b Z 12 POST 2a12 3 POST 3-0'HILL POST 3-D'751TLi242 SUGGESTED'STRIRS. U-SHAPE ="`"• SUGGESTED STRIRS, L-SHRPE SUGGESTED STRIRS, WINDERS SCALE: v2=1'-0' SEE NOTE =9 5CFLE:ire,-Y-0' SEE NOTE •9 SCALE VZ'mr-0• SEE MTE 19 NOTE A..L YATI]TiAis t.(AB(.TL 1RE0lA1E0 EE1.OW4. TtfiEFi>m ROD/tdti5/S.•RS'ER••d2 BOl-TS. BDTT6Y.OF FLOOR.JOIST 15 71E SIPPLIEO,BY YRLFAC7LF.FIZ , IML�PATFRIPL5 6 LFBDR REQUITED BELOW BOTTQ`W OF FLOCK JOIST IS RS:a1SMEL.rTT OF THE BUILDER Irh7.LZ(4.0-ROE3ZSI 71-E RE31'iW�'SIDtL1T7 OF TFE am-DER. 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QfD FOR L9, I5 LOCATED DI.505MC ' CESIQI CATEGCR7 M.f r5cR BOLTS SHALL Fd 6E LOCATED AT.INTERIOR fie"50-SIR%LIMM A V&el RECUIRED TO ((' o BE'SUPPttLTED OH A CUfmaOUf'FOMORTIOM S12E5:SPACMS;ETC.S PLL SE SANE AS at 5ILL PLATE 5LPF1XLnAG EXTERIOR 6TLLS. - ti RATE 6R9x"RS A HINf1R1•W OF O26`t3k?' w-� 5i-F_LL BE PROVIDED[ETIIEEN THF.PLR7E f31D .� SEE NOTE•5 ,7 YHE tall. FM G®.� o T1E:'1METER:AI�ICR 13CLT SMING S1H1. .! w•ig lF£IM�lA.ATIQV LS NOT _ = 13E 4 FEET O.G MC FOR TW,D STORY STELCTMES. YiPOR 73$RIER SUW11I FOR'ORfa@T.+ SEE 5[35'lIC DESIGN FIELD HD7F5,Sii.3o. C[RRET7.SEE SIFT S. J FOR Ir flM BLOCK.OR FOLREO WIFLL - - J _ • IIsc,LI.iAT1QY REOIifP.EYEiiTS ' SIZE coNTW liT LPG!SOIL BEIRRG f7APACITT w ,. � o IFS Corporation g iS1fE 8"'ELoa.6xu.s WITH T OF DAO=n>_O: -- o r� MAINST FIRE NOT FLLMED PER RCNTS. 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FIIt.FLOOR •r TV DLSIUAS-fR.as A S.cooE RETIREES1567 PR ROUTE 442 rc I_ OPT7�'41 O7SFM1iRSFFR RTS R'�f'.HGMRTI. MFM YFNT' STACK r H�C- 4NDRRY tom 17 STACK d W.C. FIMRF VENT TNSTRU FD FOR MR R�1Q)'FA-i MU�"CY, Pf.�.1.77$6: iaMiEN STKK TRRTN R 1,F.T' - FRf'TQpY TNSTF4 I'RTT(1`7 CAPFytTT� FAr'TORY INSERT I RTTOs, FR.fTfRY TNSTG t RTT(hY FEND F T RYY)F REQUIRES, OR FIT FILE FNT RFOr)F) FRCTORY TNSM I RTION F�TrnzY TNST�r 1 aTTav FJ Car V�LTICFC CT�Si7LL}�� (FACTORY Tlv;.�r 1'RTTON FOR F f�FF1FM NODEI_S) DRrV BY DATE SCALE REV: HT. NO. SEE SFEET 3b,GUMMVL PL"INGi MAIN 3.BLFI MITAYYFI SiF • TOTE5(NOT FOR Xn r:T.� 3-22-91 WE •I.-srl-zDis 6b NOTES .. L• FOR FF'PLICiFiE NOTES.5EE-W Tb FTO 6b. V ' r A I 3 YIN 1 r YAG ME 1lilt -3d STORT CEH-RM TM sOE� i¢ A), EE aid Sf42f FLOOR 2d STORY"FLOOR ; O1 lid STORE FLOOR 1 - 1 F Is STOP.'f CEILT}r, r2+i. � y.J2. T" 1st STCRY-T7_00R - Tll. . ��` 71 OFL 7TL y 'f 1 ELL .lt STORY lO:OOR''s Ell . 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La-ap-ua�Lhulto, ON Mac-:-:E:it LD*REW7-:u BETF=pi-r-x m:;:LL.M=- Tweem > V-3r at i_.QL.D_--=ALLW- FM -LnJkf epm-,5- bam c sa_ -uml C apl;- Mq TF-1255 I!F. _wwS__MAy.SLSD BE .9.Sip MUCIRNIORTICH TRI15-S,NINE W-HiLl Z-mm w 'Ta. FM*: �DIIR -spit dF �N% mrl%:__3%_ 5 a: ;-a,a4emms TO-5-N Burr-.-t-:�_Ves o�6.=: msm.5T. C_ ?mz,T__a.,D, IY.-r.Dj=IRUR M� 31. ms , R a_N5r t—_ �&- .. . ._. MAKE ,� MWWJFam MAST S' RIES V. J E�5 EF, ". I Fmml: TCr I A Fg�p wa-5,-m-r MODELS- 120 er-K :5c "V'n--mes im ROUTE Lit 77 a= E --PL: RD" mil J\F D Q ME N 'r-TprqLL_ Dp,!,i BY -T ULF .101L.- M r- _.I0 q_c�-LE: i�vz �0' 5T.MR-1 FTFLal NOTES DETAIL #1 SIDE VIEW OF #3 DETAIL 6 L FOR APPLICABLE NOTES.5EE'DM4VG 7n1 EF- SIMPSON LS7HD8RJ SIHPSON LSTRl TIES SECOND FLOOR STUDS - MODULE:'C MATE LDS MODULE U OR EOL MAX 2. FOR DRAWING 7-NIL CONNECTION DETAILS.5 DRAWING 7e1 FIELD WIT}{ .1 STRAP TIE SIZE 15 BASED ON TILE SILL PLATE BEING - m WALL CORNER STUDS (7)10 EACH SO OD 2dt.WHEN SILL PLATE IS m 2di STRAP TIE FIRST CORNER STUD CONNECTED - a TRL SHALL BE A SIMPSON LSTA24. . . TD SIDE WALL STUDS WITH _ - m ROWS]Bd f�5 6'O.C. 500 L.STAI2 STRAP TIES IF THE SILL SIZE IS III'-ERETTT,MOTHER STRAFED STAGGERER EACHSIiPSOY L5TR3B TIES OR EGUAL OR EDUAL.16°OL MAX OR CONNECTION 5HRLL BE_U- _ CORNER-FACTORY. r FACTORY 114STFi1m @ 10d NAILS EACH END BE THE EMJIVFIELD INSTALLED WITH THE STRAP O ALFNT AOF CONNECTIONSIMP50N LSTR12 ODD LDL 4 DO TOTALFOR'ALT. - F1R/Cib-PG Bd EXTERIOR SIDE WALL m 2<CORNER STIRS .. EACH aDmat - SECOND FLOOR - FOR SEATHING CONNECTION OF FIRST SECOND FLOOR FLOOR TO SECOND FLOOR PERIMETER . SDIPSON LSTHDVSTHO STRAP TIE HDLDDOWN Ri�S l C72ONX SEE DRAWING 7e1, OR EOLIAL SlffPL47)AND FIELD INSTAL I FI] BY BLQLDER ON FIRST AND SECOND STUDS FIRST FLOOR NDT SHOWN lIDR C1-AR1TT. FIRST FLOOR FROM CORNERINSTALL BEFORE�.lE POUR WITHA STRAPMRTE OR OTHER HOLDING DEVICENAL STRAP FROM BOTTOM 1P L&TH 16dSINKER NFO S ALL HOLES TO BE Fn I m LST TIESBOTTOM OF 5TRRP 15 EMBEDDED IN CONCRETE 24° m-FOR SFFATF@IG CONPlET:TIDN OF FIRST STRAP MAY SE BENT ONE Fl t i C711F= STAL-LED FLOOR TO SECOND FLOOR PERIMETER S1 DETAIL TRAPS AM LOCATED OR CORNER AT EACH END WW1 LMBEP� AT c EACH FTm RAILS CONNECTION.SEE DRAWING 7e1,STRAP COR EX BASED ON fW l!•NLIl REJ� LSTA12 STRAP TIES SFFATHM NOT SHOWN FOR CLARITT. STEM WALLL,16'OL MAX 02-FOR OPTIONAL SECOND FLOOR SE CONSTRUCTION NOTES ON THE STALLED WITH CANTILEVER DETA➢-SEE DRAWING 7-2, AS BUILT FLOOR PLAN FOR SIZE RN FIRST FLOOR STUDS m�10d�EACH END �� �AP TIES DETAIL•8. FfLS-fII•@•7G SGimIA_E. FLR/CLG-PG Bd l71]D UAL EHCHI TOTAL . CORNER DES APB TO AN SHEAR WALL AND RIM- BAND TO EXIIDUOR ETD OR SIDE WALL RIM' BAND TIEDOWN DETAIL 2 STORY UNITS' - FIELD MODU TO MODULE CO NEC ON R END WRL DETRIL SOLE PLATE SCALE: 3/4�r-r 2 STORY UNITS - FIELD SCALE: 3/4^-1-0° ;::IS ERIMETER RAILS END WALL PERIMETER RAILS SILL PLRTEtS7 A GPIdaGE.RE BLID_DER 'FIRST FLOOR SKIDS _ - MODLAER MATE NWIA.E 8 SEE NOTE s11 SHALL SUPPLY AND INSTALL SIMPSON NOTES N SIMPSON LSTRIB STRAP TIE LSTHD/5THD OR EOUFL ON DOUBLE STIES RRI.S TO PLATE.SEE � OR EOURL SUPPLIED RIO ALONG THE WALL PERPENDICULAR TO THE _ INSTALLED BY BUILDER WITH li DRA "+-DETAIL-2 OR e3 FLOOR M TH HOL SHALL_SE REMOVED FIT NOr SHOWN FOR CLAP.CfT. CID lOd N6LL5 EACH THE SIZE ER OF GARAGE SHR1 BE AT END a4l TOTAL 4 REBFTR 30'MIIl ___ 11 RIM BAND TO SILL PLATE LENGTH ALONG SIDE 11 AND CORNER OF THE GARAGE AS SHOW WN L'O^N•lECTION.SEE AND-NE SAME DISTANCE RPRRT AS ARID POURED WELLS 11 REOI.mim FOR ANCHOR BOLTS. DRAWING 7a.2.DETAIL-2 CH FOLt W P�CONCRETE L J THESHA R O�12�RICHOR FROM CORNERS 7I_. W➢G� T•JOTE: 1( ER 72°ON CENTER MAX 7e_2.DETAIL=T. RAILS TO PLONNELrIDN ATE,S II THE RIM BFTtm TO SILL PLATE TIEOOWNS SIMPSON LSTRIB TIES OR EQUAL L--FTELD DETAEL-2 OR ai �I AS SHOWN ON DETAIL e2 ARE NOT REDUIRED WITH THE AOOIIONIR-H0.0DOWT,Ca FACTORY II.'STALLFD. StfOWN FOR tOARIIY. FOUNDATION 3ETER RAILS SLE NOTE=2 fIBOVE CORNER HOLDDOWN DETAIL - FIELD HEAR WRLL TIEDOWN DETRIL MODULE 0 MODULE R I WL SCRLF 1 v2'=1Lo° FLOORST OF RN STORY UNITS. FIRST FLOOR OF 1 CNLD 3 4-STORY UNITS SCALE ETRIL #2 BE P �4 MATE LINE RIL #7 13 sIDnRAlt DETAIL #7 =Y/3 _ FULL-HEIGHT BLOCKING 1/t'DTA.YT'Mll1 IDNG ADD AT EDGE OF FRIS EYED. SUPPORT BLOCKNG FRSTET® LSTA24 _ 8`►61 •I- .-� BOLT a 4B°OG.SUPPLIED - X X END STUD OF 5IDEWR..L To JOISTF72 H 03�� TIE(O y R•m FIELD 3NSTRIPD BY suILOER .. • FRSTEN.END STUD OF ENDWRLL ]Dd NRLs EACH .^�To DEL STUD IN SIDEWR L WITH ETID ODD TOTAL 0 ROWS OF 0167.3-3,17 STRAP CONTARQTT TOE-NAILED aSc D NAILS STAGGERED 9 G- .IS FROM FACE OF SECOND FLOOR a j BUILDER FASTEN ETID 5TW OF SMEWALL FLOOR� . 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DRT KJL 372'2-91 S-10LIN 7k DFTRI #T (M 10d NAILS.16',O.0 ON SITE RIDGE TO RIDGE- "12 > DETAIL ttll /12 Q6(+MR)RIDGE SIMPSON LECT36,zoy sTRAP R FIELD WORK 4 c W MAXI: SIMPSON LSTR M 209 STRAP OR FIELD. WO FIELD WORK EOU RIDGE 6 FLIP R LEG e 4' EOURL O GE 6 FLIP Co(°PdECnON @ 48°ac - MRX CPU NAILS PER LEG Wi0 ISI-TQ CONT.RIDGE VENT, SEE NOTE•1 MRX WITH ILS PER LEG INTO TRUSS (Slip. RIDGE BEAM 16d NAILS e 3 1?OL EOU OVER W)6 Wk SUMP 8,20g STRAPS OR �U•E BERM 7/12 (ALL W)6 WN SIMPSON L5TPo8, zOG STRAPS OR OD 10d NAILS 16.O.C.ON SITE RIDGE TO RIDE HOR3Z PLATE TO VERT.PLATE EOl1A�OVER lod 6 ONUS @ 48'v.e 2x4 SPF e3 OR EOUFlL EQUAL OVER RIDGE 6 cuwECTIDNS @ vr.o BETWEEN TRUSSES(SITE) FILTMAX-IdITFI f9 IDd NAIL (Srfl1lx4 MAX WrDH 0 lad M41L5 P EG ISM. CONT.IDLE VENT, SEE NOTE=1 2 PRE- Tl1fgD WOOD TRUSS RID R 4 6 R TIE MAY 5 IPA O4 THE 2x4 2x4 SPF v3 OR EOURL CST 5)AT 16',LSZ*OR 24' OL RIDGE R 2x4 COLLAR TIE MAY BE INS W/t41 lOd RID STRAP. FOR 6 5/TI Q X) ROOFS: IPA OF THE SPECIFICATIONS MANUAL NA CH END JUST BELOW THE 2x4 COND-u.R10L6 WHERE lOd NAILS @ 32'O.C.PLATE TO PLATE 6Il'E7 RIDGE STRAP. A 2 U COLLAR TIE MAY TFLLED W/(4)IOd L4 FOR TRUSS DESIGN DRAWINGS • FLIP Alm TRIES TOP CHORD MEET, NAILS EACH END JUST BELOW THE 2x4 CO DUE PLATE WHERE ~RIDGE THE FLIP AND TRUSS TOP CHORD MEET. 2x4 F1LT.CONNECTION FOR 7/12(ALL W)d 5/12 QiW)ROOFS: IPA -____ KNEE WELL ID TO PL. MAIL Oa THE RIDGE STRAP,A 2x4 COLLAR TIE My BE uv TALLFD ODNITINUCUS LATERAL BRACING TO BE ALT.CONNECTION FOR 7/12(ALL 1O d S/12 OlW)ROOFS .0PLATE- W/ (4)10d NAILS EACH END JUST BELOW THE RIDGE BRDS. EQUALLY SPACED,ATTACH WITH Q)Bd NAILS THE RIDGE STRAP,A 2x4 COLLAR TIME MAY BE INSTALLED -'2x -- CONTINUOUS LRTE?PL BRACING TO BE AS R SUBSnTUTION FOR THE STRAP CONINECTING THE TRUSS HINGE,SEE OE-DI1L a6 W/(4)LOd NAILS EACH END JUST BELOW.THE RIDGE BEDS. EDUALLY SPACED, RTTAOi WITH 0Bd NAILS ,k TRUSS TOP CHORD TO TIE FLIP RAFTER,A 2x4 - AS R SUBSTITUTION FOR THE STRAP CONNECTING THE �TRU55 WIDE.SEE DETAIL e6 COLLAR-TIE MAY BE INSTALLED W/(4-1 10d PRE-MRNUFACTURED WOOD TRUSS TRUSS TOP O:(ORD TO THE FLIP RgrR A 2.4 - NAILS EACH ENO JUST BELOW THE 2.4 FOR FASTENING, 2x3 BRACE ffACTOP.Y) ®Y OTHERS)AT 15,l: e'M'O.C. COLLAR-TIE MAY BE INSTALLED W/(4)lod CONS PLATE CHORD THE FLIP Pd•O SEE DETAIL E) SEE SPECIFICATIONiS MANUAL FOR NAILS EACH END JUST BELOW THiE 2x4 SDL TE FOR FASTENING. SIMPSON MT512 RHFTEP. ).` TRUSS TOP CHORD MEET. __________ 617D 1�•1G POST ___ TRUSS DESIGN DRAWINGS COST PLATE WF¢RE THE FLIP RND ��C SEE DETAIL .11 ---- --_ 12 TRUSS TOP CHORD MEET. KING ->. (SITE) SPACED 46' R lSL7D 4*6iR 7 4.S OR 7 KNEEWALL KING POST KDJ7G POST KNEEWALL SIMPSON MTS-12 !rblU 5/8'GYPSUM BOFiRD FOR 24'AND 26 WIDE RAF-TER THE OR RFFI-E TYR ����� R0�INSULATION LIN 24'RNID DETAILS. I/Y OR S/B RRD CONT.PLATE INSULATION UNL'T OVERHANG DETAILS. KING POST ESI.Kt.Lv 48° BAFFLE TYP. `TYPICAL 2x4 OR 2x6 SIDEWALL CONT.PLATE A INSULATION l�+@3 W 5/6'x2 I/2" BAFFLE TYP. 1/Y OR S/BS�2 1/2' SEE DETFiTL v4. ]5 PRESENT. FOR 28'WIDE UNIT O.C.FIELD TYPICAL 33 OR 2.4 MFPJ MGE WALL COMPRESSION STRIP OVERHANG DETAILS. OR 2x6 SIDEWRLL COMPP,E55ION STRIP FOR 2Z WIDE UNIT FASTEN TWIST INSTALLED. OVERHANG DETAILS, STRAP TO TRUSS SEE DETAIL •5. TT SEE DETAIL v5. BOTTOM CHORDTYPICAL WOR Zx4 MARRIAGE WALL . UNIT WIDTH UNIT WIDTH KING POST • - FASTEN BOTH ED5 OF MTS 12 W/M IDd x 1 1/2' ALT. KING POST TYPTCRL ON SITE FRSTFNING DETRTI S 4- S OR 7/12 NAIL5 FIELD B45TGLL.ED CONNECTION OPTIONAL 'OFFSET ROOF TT FRSTFNTNG D R _ - 4, 5 OR 7/1 TYPICAL ON SITE FRST NING nETRB S - scFa.e are=1w' - DETRII #3 SCALE: NTS T D TRTI n pETRIL tt6 FOR THE GABLE OVERHANG BLOCK To RAKE CONNECTION OR OB TO PROVIDE AIR SPACE GA FIHERGLAS OP.SELF SEALING SIID4GLE, FIELD WORK FIELD WORK FIELD WORK GAME OVERHANG INSIDE BRIO TO TRIES CONNECTION FOR VEMII AT- N FIBFR(7 Fi5 OR sELF SEALING sFIDd TYPE 15 FELT WITH 18 OVERLAP OR SEE FRSTESET-UP fjTm INSTRUCTIONS LE TYPE IS FELT WITH 18°OVERLAP xs SIMPLEX SHINGLE IMDERLAYMEdT OB STRIP TO PROVIDE AIR SPACE SEE SET-l.P utSTPJ CIIOIVS FOR EXTERIOR SOFFIT, ti -SS SIMPLEX SH@.t3E U)DEfbAY OR EOLAL 36'WIDE AN ICE BARRIER FOR ATTIC VENf17LRCE �1'M7TL FASCIA,J-RAIL RID DRIP EDGE TO OVERHANGS SITE WORK OR EQUAL 35"WIDE AN ICE THAT CONSISTS OF AT LEAST Q1 LAYERS r "I}iAT ODNS15T5 OF AT 21 CATERS OF UNdDERLAYMENT CEMENTED TOGETHER OF UIDERLRTME4T TOGETHER BITUMEN OF R SELFEI-7, SHALL POLYMER MODIFIED Tti'l� INY FIND RD OVERHANG WI LIMITED TO 12'MFlX OR OF A SELF-ADHERING YMIER MODIFIED OF NORM LUND STIFLL BE USED M LIEU �O.C.D MqX ROOF SHEATHING IN llD. 120 HV'F1-SSG W1Tm ZONES - BITUMEN SHEET SHALL USED IN LiEll EX END FROM M THE E GE SMALL OF NORMAL UNDERLAY AND 0 L EXTEND FROM THE EYES IDID TOR .. Ti;U155 AT FA'DWRLL POINT AT LEAST 24 M INSIDE T71F ONLY qT ERVE END GRADE OR EQUAL EXTEND FROM THE EDGE TO R EXTERIOR WALL LINE OF THE BUI DINCa POINT AT LEAST- IN INSIDE THE EXTERIOR SHERTtiD•IG EXTERIOR WALL OF THE BUILDING. CONT.1/2'OR S/B'h FIRER ROOF HIS BEEN RgL5ED To -7111 11 lx6 INSIDE AND BREAK AT HINGE POINT z 1 1?OB STRIP APPLICABLE PITCH, GO TO EiREAK 1N OUTSIDE RAKES DLIENSION VFiPJE$ g V RTP.AT ERG. SUPPORTS) ROOF.LIFT UP SHINGLES INTO 7RU15�S� NAI z m ALUMINUM DRIP EDGE IF TRUSS HINGE FIELD WORK 2.2 ,s+ SCALE: ROM.1/r OR S/8'Y ALUMINUM DRIP EDGE ---------- ERVF CrJ 16d NAILS tTOMTRU-55i i'2' '�� AFTER OVERHA -NOTES F(NF FNn (TYP.AT BRG.SUPPORTa ___ L.SFASCIA BOARD WITH LOWERED.BY ALUM.COVERED FASCIA IXU' L RIDGE 13ORRDS ARE INSTALLED A MINIMUM OF r BELOW b6 SPF s2/v1 OR EOUFIL GFBLE PEAK OF ROOF TO ALLOW FOR RTTIC VENTILATIONOVERHANG BLOCKS AT 24.OL MIX RI GE SECfIDN 'WHEN THE DESIGN LIVE LOAD EXV W 30d fdRiL OIP.EETUD - THEN THE BLOCKS SHALL BE AT I6'OG MRX RATED SOFFIT PERFORATED SOFFIT BY BUILDER SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL ZT., OW OF SIDING NO'iE ROOF SHEATHING S CONTINUOUS FROM TRUSSES TO(TO OF OVERHANG. DWELLED BY BUILDER* TYPICRL FRONT OR R RR GROLE DVEIZHRNG QETTON QFTRII SCALE.3/4-1-v FIXED OVERHANG FOLDING OVERHRNG FIELD WORK SCALE: 1 1/2"-'-On SCALE: 1 1/Z=T-0• r�E��LDWO tt8 DEZOTI SITE CONSTRUCTED SECTION DISTILLED #g FIELD CONNECTION OF LOWER ROOF TO SIDEWF�L DETR ik n RK OVER ROOF sUCTED SE 16d N41L5 a 8.OA,2 ROWS STAGGERED SHEATHING —RAFTERS FusrmD(�Tp FIELD RK FIELD ORK 7H(2000H RIDGE BOARD To sIDEUALL FIELD WORK RIDGE BEAM • RIDGE VENT,SEE NOTE vi I II II SIDING ROOFING���- 11 II II II SECOND STORY SIDEWALL ALTERNATE 1x6 NAILER IN PLACE OF 2x4 BLOCKING it I 11 1 TYPICAL TRUSSES. . 1 II I II RIDGE NETT INSTALLED PER O(Fi`y5T1:TG1 DF MOf�Sr DRIP EDGE zx4 eL u u u �N(�iLAnoN n�RucTloNs. RcT.l�vgteF Pn,Evc N D M138Z-0'4 C'70 II II I SWATHING• THING.UNSERLAYMENT.AND SHE•1GLES DErnAntwrOF suTb tS)DESDMsmN ON STRAP FOR FLIP SECTION SIDING LATERAL BRACING2.3 - 9 vtgpp,o.-.f 9 ntvde4 vrecmpwao( I I I I I uAz4L OR 1e o c ,, ^ Apr^��M.do %ai4--Flo(BY OTHERS) AT I WOOD TRUSS TOP CHORD N a°"W�vcNn bwbeon Nn /2 II II I FL.t SE OTF4725)AT ON MA R 24.O.C. JOIST HRtJGER OR o11�F.:letanamateaaWo�k narov) II II I RIDGE VEIN x FO TRUSS MESIIGGN�DRAWINGS LEDGER II II 1 SfRUCTU F3EAHU SHiERTHiDdG II TRU15S"KNEEWRLL Mud 2x10 ORTWRLL(SlT'ET aawn.aMvem)cear Tmlxavau acda(II I I II II II I I II II II II ROOFING MATERIAL RAILS FOR FIELD NAILINGFLOOR JOIST —LRm, �IS n ' FLOOR SEE DETAIL-1 16d TOE-NRTLED 1 MODLIE C: of Tsmovaf ovsrc @ r OLc B. BUILDER J I I I I if - DIAGONAL 2x4 2xIO MIN. II II Ii OPIIONRL OFFSET (ONEOR TWO ST Y U S) RAMS \ 2x4 MIN yyG , j I I I I 3/8=1'O° v TRUSS SCALE: CEILING. BOTTOM CJOIST I /:, II II I HORD SING JmSr MASTER SERIES •SITE INSTALLED _ . PO RLL MODELS Q �(?aDVG DRYWALL RLTERNRTE CONSTRUCTION DETRILS MUNCY HOMES, INC. LT F C ING RS Y 1557 PR ROUTE 442 SINGLE' BOX FXTFNGTnr.I ">�cr.+.M''�-` 'R' - MUNCY, PR 17756 _ OPTTONRI FF�FT (TWO STORY UNTTS) (TWO STORY UNITS ' SCALE: v2"=1'-O" �' DRN BY DATE SCALE P.EV.SCALE: 1/2"=1'-O" n7% HT. N0. ORTR NRME _ m�vi MJL 3-22-97 I SHfILJN NOTES FIELD WORK 1. NATURFL ATTIC v1xr1LAr1DN DESIGN MEETS OR IXCEEDS RU_ RPPLICA�E(nFR 2 WHEN RE JOISTS OR TRUSSES DO NOT ALIGN �!/STLmS-R DBL.WALL TOP PLATE IS REOV. • 3 FOR FASTE?IDJGS NOT SPETIFICALLY -- RODRESSm ON TIIIS SHEFf SEE FRSTET�•!G S7HPSON LSTA18,2D9 STRAP. SG7IIDIA_E _ OR EOUAL 9 48"—OVER RIDGE HDZE PLATE DESIGNED g WITH(9 lOd rE7Il.5 EACH EMI. CONi_ VENT OR a+�6'oz OVER RIDGE - BY TRIG MRN.F. WITH 10d MM-S'EACH ENO. SEE SHT 7k. DE FM_ s1 DONL RIDGE VENT FOR RLTERNRTE TRUSS �•2i4 BY®BUIDER h OETRiL5. " —DETRIL "A" lOd 9 5"O.C. - 12 - BY BUIDER PRE-MRMIFRCTURED WOOD TRUSS 12� OY OTHERS AT is% •"OL. 16 EACH TRUSSBI.O . SEE TRUSS MANURL FOR ^ TRUSS'DESIGN ORRWINGS DETAIL•"Er 2z6 2x4 DETAIL "ca ROOF SHEATHING DETAIL "B" DETAIL "R" RLT. DETAIL "R" HOdE PLATE SEE SHf 3. SCALE 1 1/2=110` SCALE 1 1?T-Q' SCSiLE 1 1/"t-I1(" . HINGE INSULATION W/VIL . DETf)IL "D". PLATE TO WARM SIDE SEE SHY 3. SIMPSON MTS-12 STEEL ANGLE STRAP OR EDU L 9 48"Or-FASTENED TO _ - THE BACK. SIDE OF KNEEWRLL WITH CA_14W z 1 LT NAILS INTO THE SIDE OF THE TRUSS (D]Bd NAILS OO 2rS lDd melt 5/B"GYP. OEfRIL 'E" AFTER ROOF R _ BOTTOM INTOTTHEABACK F 11E CONT.TOP PLATES RAISED,BY BUDDER KN1 R STW ON SITE BY ESEE NOTE 2E lrL'GYPSUM BOARD _ - WRTFR-RESISTIVE .HDZE PLATE G TRUSS BRRRIER DESIGN BY TRUSS ` MPIWACTURER. Z 1/2-3]/2°CONT_BELT RAIL . ALL BFARO✓G WRLLS EOF'TJ ib _ 2a6 a=110 ELCSEE S _ FOR GRADE 6 O3.L IN SPACN Gam, a D49-J ATION W/VII B4"mix I TO WRRM SIDE CONY.SINGLE SEE SHY 3. FLOOR SF¢AT}4NC BOTTOM PLA SEE sHT 3e DETAIL "F" DETRIL "C" DETAIL "0" .FLOOR Jvv FICWWORK S[R.E.1 112'-11W •SCALE 1 1/2'=1'-0"' /o tY'/_3: -- � SEE SHY Be FOR SITE., - •�•'. SPE=GRADE 6=SPACING P>do WO A8� �'•' - TIIJSTAO WCN W/V.ELKI - P - I m 16d NAILS TO RFIFTER ��mnnM1� A2.1 SEE sHr MFOR STAIR DETFI LS IRSTARBY E UBJXR SPACE RESERVED FUR TIE NEW TORK STAMP°FAPPROVAL FO�UPID�R7T0)J O�ETRILS 6 SPECS1x6 TYP. CROSS SECTION 1/2'.r OB rnNr 3 SCALE: 1/2"-1'-D" ]Ud NR1L tID _ _ INSULATION W/V8 TO WARM SIDE SEE SHY 3e - DETRIL "E" DETAIL •"E" scTLe 1 1.z `� 12W & 13W FSEE SKY d SCALE 1 1/2-IL(r - x -11 SHTG/ APPLIED r ro snros CEDAR LAP OR - • VINYL LAP SIDING- OVER SHEATHING. TYP AW SP C CROSS ON LUK DBL 1� � '0{/��I��;C(�f `!�'i��{y}(( • FLASHING RAIL(T1P.� •2 La Pff 3� 1�9 CALe IIZ--11-(r — • RIM BoRRD _LPD-1IY MRSTER SERIES BOTTOM ROW OF E-NR= BY BBUILD5ZZ SINGLE MODULE RANCH MODELS =BY BUILDER -- C•2012 3RU 4a-l 6d TOE-JAILED CROSS SECTION IV or-BY BUILDER D.c 2012•IRD MUNCY HOMES, INC. 1S57 PR ROUTE 442 DETAIL "E" MUNCY, PR 177S6 SCALE 1 1/2=V-0" DR 8Y DATE SCALESCALE: 1 1/Y=1-0 oAT� DJG 3 1 93_ SHOWN 0 Z2-2p13 7p 07\7 - - - APETRIL # 9HI4a Es AND FELT AT BREfiY IL #2 NOMII•1RL LUMBER 2:FLOOR JOISTS DR TRIL #8 - PREnANUFacTLtED WOOD FLOOR TRUSS TIE FT]J OWING ROOF 77FE/HOUSE NOTES PRE SITE IM-TRl I F0 BY BUILDER ME WALL BT'OTHffRS FIT lIi OR 192'OG ARE LIMITED TO T-Ir PORCH DEPTH hrmzY Oil 5d RAILS PER SIDE SITE INSTALLED BY BUILDER SEE TRU55 MANUAL FLOOR D H'-O° (max)�-7/IL 2B 6 31-WIDE MONO RDOr:a-]20 - METAL STRAP HINGE TRUSS OESIGTN DRAWINGS -12/IZ.31-WIDE CAPE ROOFS-120 MP L RIDGE 80R�-RRE DSTAL.Lm R MINIMUM OF 1'BELOW PEAK OF ROOF TO ALLOW FOR ATTIC VFNfbRTIcK 1/2-]2°PLYWOOD GUSSET SITE D47FLLED 2 PORCH CALCS PROVIDED IN SECT•25 OF APPROVED BY BUILDER D MANUAL 2c4 SPF.2/el MOOILE MAY BE BUILT FILL-LFNG a 24'or-35 PSF RATHER THAN THE PORCH 5PRNNIN - ar4 SPF s2/sl a 1S Or-SD/fi0 P GSL ITRIP HfWGER.LUDO ER BOTiI MOOLLFS IF PDRCH SPRNS TH 2s4 SPF e2/el B 12'OL 90 PSF STRIP OR CEDlI.1G JOIST MOOLL6, - 12 2x8 ISf(m1N FRSTF1')ING INRDEAT MOOD PORCH - r E GmER To-sTw COLUMN COLUMN R 2,a �UP SUPPORT - ALT. FLR/CLG DETAIL TO-FLOOR-RIM�osT DD caDN"V. MODULE O)2z6 SPF s2/=1 SCALE 3/4�1�P G INTERIOR FLOOR RDt-T UNDR`TMN ' 35 PSF GSL 2z3 NRnER 02,6 sallmm PSF GSL`1 DETAIL #4 _ COPIECIION'G. SET= BELOW. . 0 2 SPF-Zhl D ROOF TRU55-TO- CONNECTION T. _ 90 PSF GSM. 5XF CHART BELOW. . r r MANUFACTURER SqJPPLIE3'RIDGE� . "PEP.FDRRTID SOFFIT SIZE ISTALLED H r VENT FOR FID.D p67RIJI IDN 2s2 NAILER ENDS OINLT.SITE INSTALLED BY OTHERS - E SEE CHART BF1.D- w NNECTI ON•E°; IL i i ALUK VERED AS PER MANUFACTURERS INSTRUCTIONS• F SIlA CDLLMN- TIDN SUPPORT COLUMNS-T-0'MAX-35 PSF GSL i i o __ ___ _ STUD TION SEE CHART BE10LL- _" 8'-U'MRX-SD,FIELD f:BD INSTRL GSL �r r. - Br Wlm 3M DRJ,MN LOADMUST OF ACE FIELD INSTALLED RIDGE VENT D TRTI S TO WLTHSTAW FDOAL LORD OF 720o LB. ' cn or 5/12 HING D PORCH ROOF FIELD WORK 1 vz=1-0• SCALE: 1 1121-1'-D' ALL PExMwmJrtr EVGsEn TO Tri< fl-EMENTS BE PRESSURE TREATED. �ROOF NS ON?SITE:Err a m HOUSE (NOTE=Z TA #5 PREMFNUFACTuRED W000 FLOOR TRUSS PORCH COLUMNS,FLOOR,RAIL ETG BY OTHERS TIT 16 OR 137 OC MAY BE VIDEO AND INSTALLED BY OTHERS TRUSS MA� MODU PORCH OR MAX PROVIDE)AND)NS`FRLED DETR L #7 E WALL FOR TRUSS DDEMN ORRVDW FLOOR DEC)M G IN PART OR IN WHOLE ST THE MODULAR TYP 2ND FLOOR . mr mT ml R OF TRIES-TD-FmER CONNECTION-Fr ' CHART BELOW. HANGER,WOOD LEDGER I-BERM" -- _-- _ -- STD CDLUTVJ-TO+UND;'TIDN OR JOIST HANGER OR JOIST /Y CONNMTIGN MC. SEE CV=an-ML . CEILING• STUD M I MN-TO-UUNDRTIDN(C}/ B HERDER-TO.-STUD COLUMN' , P WOOD TRIES CONNECTION°C. SEE S CHART�/ SHE CHART BELDW_ OR N-W.. ®T ]32 . D AT IBC; " 24'OD. E EI-Ow. SEE SPECIFICATIONS MANUAL -FOR TRUSS DEMN ORAWINW ALL END ORCH C D ON - AN EW - SC 1 v2=r-cr r PREMAMFACRJRED WOOD FLA TRI155 FASCIA BY OTHERS AT IV OR+ar SEE 7TahS MRFM1k1L FOR TRlJ55 DFSTIRN _ LOCK z=4 D1 /2 roP saEIZT r i TYP 1ST FL00 SIDEWRLL CONNECTIONS 1 1/2':9 BEAMS FOR BD PsF GSL � MRTEWRL-L CONNECTIONS _ PLUM.OR VINTLNTM O 11/2• 1 91/• SEAMS FOR 90 PSF GSL ROOF TRUSS-TD-I-EMER C�C7IDN°A° ROOF TRUS�TD•GIRDFR COfozm DN•D- INSTALLED-Eir BUILDER MUST SOPPIT IVENfEDI '' SUPPORT COLUMNS- OC SUPPLIED A,m FIELD HOUSE WITHSTRN)PoQAL LORD La BE ABLE TO SPED WIDTH CONNECTION WIND 1O . TT'.SILL PLATE I R-KES WOOD LEDGER 28v MTS18 7WISERCH E-STRAP WITH l7)ina.rc m 6 26v 6 UM WITH®Md NAILS IN GIRDER, TYP. S C -CA RU CARPORT PROVIDF3 BEARING DR mTsr HANG�x Nuns ERCH H7 R1 O 1DD my 141 Md IN TRUSS. CAL E. 1/2'=�'-0° ¢ 31v LSTM STRRTGHT-STRRP WITH I7)IDd STEEL COLUMN R7PJ NAILS EACH E = 28v �FR..DO)1 z I LSNRMS S IN - Z fMTS16 TWIST-snur vim cn Li D0 . O NAILS EACH END HEKT SIDE HORL 31v HUS28 WITH®]lid NAILS 1H GIRDER �p. OP ON L F 0 USS D TRILS �" TM3-�WL7H m er m Md w Tans mBL GIDER R= DETAIL #3 U ]n0 f NRIS EAC71 END ONT SII1E FDRI U 2Bv f FASTEN FLY'WITH m Nd 3/4 '-ff, W ]]ll W ]2D KJS28 FII'm fZa]lld t&IDS IN GIRDER. Z LSTA18 STRAIGHT-SiRAp WITH Ipd Z Slv 18)1Dd IN TRU55,m8L GIRDER REM D NAIL PER RAFTER SEE RIDGE VENT 31v :MILS EACH END TEXT SIDE Fm 6 Z _SEE NOTE=1 DETAIL #9 TRR b APP TO ROOF FLANGE SK7LIGI-(i]S TH7cN U H2SR TWIST-SiRRP Wien m - p "• - - ��.�°- _ ��FASLID PUT INTO CE END Nuys ARE BE Jr)s1a r Fn 1}HRU FIJTHGE AS NADs EACH END @TT SIDE U - R DOUBLED-TRUSSM INSTALL FW5210-2 FOR MONO - USSES AND L1SGB-2 FOR STORAGE TRUSSES. PER MRNUF TAR APPLIED TD f:15=FELT DN6fAr r m 28v MTS16 TWIST-STRFlP Wim 106d.S - STORAGE TRUSSES ONLY.TW LUSdU HANGER MAY _METAL STRAP SHINGLES D-STALLED W/57Ap SIP 7o FIANCE 6 MORE NAILS EACH ETD EACH SID HEADER BE FOR S MA H, AN!LU O HANGIl 578 As HDNGE TAR OVER FE7_T C PRESSED DV PLACE H2O LSTAIB STRRTGHT-SIRAp m 111d NAILS EACH END fIXf HDRL 5 ER-TO-STUD COLUMN CONNECTION•E• 3Lv MTb16 EACH C/11pdd5• WED SPRCE RESERVED FOR THE NEW YDRK 5TRMP OF RPPROVPL TOP CHORD PEr.FDREnED SOFFIT S Y IGH D IL CURB rACTIRFRS - NRD.S FAC1{Haft)mNr F[OR1 W �® CDTd,ECTIDN _ - SCALE: 1"�' 7"'O - ,,� sTw CDLUHw •B• zSO 6 m 10d�NAILS ERCH E� S-C m SPEED TDDTH N ]W 20v 0 LSTRIS STRAIGNr-5TRRP5 WITH oenen+D�r vesMalE emsvmsmx Z ZBv 6 fD LST U -STRfiP'"WITH U M. 0 Ind MPULS EACH E unnxr.vrssrnamf p 31v (7)1Dd f4m-S E W LSTRIB STRAIGHT-STRAPS WITH -- OiT-STRAPS WITH z 28v .DET FLASHING: U 100 ZBv rn Md NAILS E)D o Y lSiRiB STRAIGHT-STRAPS WITH D A 'rArr z 31v ®➢d. EAGH Q�S Wfm U Md NAILS EACH E b:�,ea• Z� 20v 6 CL 57RAIGM-STRA S WITH S 1 1�L'=1'-0" 31v m N6�5 EACi EML 7/12 UOcm Tpjz4ls �6 �31v6 M Md EACH EM WITH ]ZO STUD COLUMN UNDARON CDrREcrmN 7- 71W AGENCY RATED SHEATHING OR EOUgL I 2:4 MIN.BLOCK STUD COLUMN-TOME 770N CONtDLTION°C°. W �® L/IDTM �T� PRE�Ii_FDR SITE INSTALLATION BT SUIlD OPT=1- 'STCM40ONN FNOCONNECTION STRAP TIE - SPEED WIDTH CONNECTION WITH 04) d SmERS IN COL, .INST SII TIOING OR EOUIL SUPPLIED PRE{UT Fn SITE U OPT I-MSTCM4O FNO STRAP TIE O —tMv 28v 6 OO 1/.4■ 4 TITEN5 IN FND ISTFLL.RTICN BT BUILDER, - 2:4 MIN BLOCK Z 1 041 16d SINKERS IN COL U 120 31v MR.• CC p 90 G 28v f: 1/4[2-1/4 MIENS IN FMI OPT=2- BRJ FND HOLD-DOWN °ET• DETRTI #IJ BLOC IM ALONG 70P CHORD I- 100 3Lv •OR, WITH M Ed liras IN COLUMN V. 5/12 OF TP1155 FOR SI-MTHiQNG" U PT.2-LSTHDBR.J FND FOLD-DOWN FLOOR RIM JOIST- CONNECTION-G NiD-ER BLOC NG IS 2x4 W am Ed BDOd ER NAILS.IIJ COLUMN - WnD HOUSE r FOR ON-SITE FIT lb' �A� z OPT•1-M5TCMEO EN)STRAP TIE ® WmTM CO - - - LL OF BD PSF o WITH Qtil 15d SDOcERS IN COL m FSR FM TWIST. S WITH 0 SEE 71 U LID 6 28 6 O4)1/4 a 2-1/4 TIMM IN FNLU Z IDd NTTTD_s DN P.TN{ ,o L,. . 120 .�. pZ 90 flw 28v G ANCHOR BOLTS IN FT PER FSTL + CONr. VENT DETAIL OPT=2_ 12D 31v ONE FSR.INSTrn i m 0 lT$IdT OF CONTINUOUS VENT SEE N TE=1 F SNOW LSn-m1m2J FN)HOLD-DOWN U _ - 1p TOE M 15d NAILS PSF MAX A MiX L OF 0 PS.SNO FOR WITH Q8)Ed SIM.'ER NA1L5 IN COLUMN, TIME EXT OF FND WPoL FND WALL,ONE �LLED id, •�.'�g4, `H�R- + Ku TRUSSA MRX LL 4=80 PSF.SNOW 6T' Yt . ON �4- FROM TO 2x4 RAIL- ZONES METING 80 PSF LL - _ . SHALL FHRVE m TRIJSSEERCH . SIDE D HOUSE LEM THAN 2B FT IN WD)TH TO USE 28 FT CON"�N STEbEM.EASED 22 1/2°• 22 7/2•MAX NUMBER OF TRUSSES SHALL BE 2)'W CASE'CONNECTIONS SHOWN ABOVE LESSER COHdNECTIDN5 ALLDWRE ON SPECIFIC TRUSS,P MASTER SERIES CONTINGENT UPON LL RATING D AND SITE CONDITIONS, SEE CALL MRNURL sa TIONS 75g AND 251i5 FOR SPECIFIC 5III54RLL OF TRl15S, SeE MANUAL COIZ R�VR�_L9r5 USED R5OVE�7HER CO FOR �NHE�L•TORS Wlm�DR=vRLIJEs'nAr eE SUBSTITUTED FOR ABOVE -RLL MODELS FRRMING DETRILS MUNCY HOMES, INC. DETAIL " " 5 7/12 TRLIS5 FIT 24 .C. &-®R 7/12 TRUSS FIT 16• 6..Q,3; pLc- 1567 PR ROUTE 442 SCALE: 1 TYP. ATTIC ACCESS AND SKYLIGHT FRAMING MUNCY, PR 17756 S C N THRU OFFSET R OF WORK - - - SCALE: 3/4=1'-0^ SCALE: 3/4=1'-O° DRN BY DRTE SCRLE I REV. SHT. N0. DATABASE NAME M.1L }22_91 SHDWN 1D-22-2013 8e OS\8e - C","ECT RAFTER TD RAFTER A . QETAIL ttl RmcE NITHf fv SLa LSIHIIe ROOF s EAT)m� STRFP NI71i.L4 10d MLS EACH$IDE CwzCT RA FiER TD`RAFTER ACCROss RIDGE.iJTIH1 5 15TArB NOTES t�'H4�TAELE SPACE CCRNfR'FW/iE ZS SPP-2/.1 OR M AT'16.Or- STRAP WITH f9 1QI FAILS EAiCHI sIIJE. 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PER RAFTER �' TO HEADER WITH i 1=b g3ELD) n O)SIYY=f MIA EXTERIOR PER WEIEP- SII}31R-L YENRED YnJTL SOFFIT tFIELD) SF�{OIP_.E 'PORCH RAIL VDgL 1Rfm•!F u3m 8 L�� 1 hi TRUSS liOC>ZrZ'�IIr FAsm`_ 2=3 YDOL S1DAC'(PACTORrf SHIP SOSOF`FrTrr RLT RAISED 'ROOF PORCH OPTION 2/12 — 26 WIDE HEADER �z�.>sxE FOR SOFFIT 5PPaxT SCPL E I/2 Y'0' aJ s er IuaDFx WD-2 L M-r-BOT=OF THE'patcm-FA=A,PCRM H TCM h3 SOFFIT F72%E d STa TABS FAECIJ SHOUD BE FLIP''AFTER aJ-SITE)�Ya-T: 5/12 - 28' WIDE DETAIL 4x3 18TrIl.c>SIJG THE CAD W O ROOF aPT1at CCJ ECTIOy NF 2 di RATE TO Tlluss lze BARTER DOP-fl GARS sH-L E is OE fl`� 2 RUY.F CF J31'r3'Islas M I AT 1r OP-VAC. FIELD 4EDH 2.,SR STEEL. 'IlFLL•. TOP�F1'A7E SFRiL�DOUBLE EACH BON.Ra.JS.SSA.L.lE STAY,Y{p,Fn _ 1*01 1SDJG THE CAAEfRfi-ROOF OPTION As SH17 Ti ott.f7ZRiIIJO srEEl FRztJG-aua oR ruHTE S, BE Fat use cD Bursa)reD ar'4I'«rl srEF1 HxAr,Da; RAISED-HEAL TRUSS BLOCKING NERTEt r zaE RxTnR FTC ALL �DTS DETAIL FOR ABOVE. 2009-15 IBC �`r LUP�m , �r �•� . A.PPROVED BRACED WALL AREAS 2� 3�asns �-ID PLUM.HTiP-,M- TRUSS OR RCFFFR DETAIL SR71H FOR za MCV= FOR A 26-WIDE WTIH A FL\FD f DATE sDFF1r OIFRGUY REFE]F1J E FIGURE R6O21I162CII.0.TIE zors IRO OR FIGLRE ermtnaxr OF THE 2012-lS IRO FO2 THE i MM r.L Jn�'NaL A t PF� CORPORATION 4'-O'YAK Za ELC=Z D10a , i OUTRIGGERS ATFY]ED TO TRIPS CR Z,G t ntalATIYtJ h6.SP.F a2/ai a 24•oc RAFTER HITH]A/FRTEO.*IST,WJOERS CR�EaO� SWARM;To PATCH uaLL ' 6loomsbuiyg;PA FM S5 M. DRLLFNO F.�Ui!ZUE REOUIRERE1fT BELO'd. PR97EN M SFF a2/:1 a 1IP CC FOR SO F5P CWE M.SNOK'ZTSE EDGES Ra,FIELD'WT3H 1-3/4• 2r5 SPF IS a 12.CC FOR 60 FOR 6AXI•D SWW ZIz,E 'X.7116'CW p FrApLp ATr Sat - • tlgUF1E 26 SPF a2/al.a I6'f1c FOR 90 P:F�C.2O2�D St�l ZftE 9a. STEEL SITE n FIAl 33 BLOC)IT L!M sTalEn Byfii1II-CFR-)JHE11 5/32 OR TRUSSES . FACMO r'R SVXLED-Nkf1f.5/I2 CR-7AV TRUE-SASS. BUILD=L`DE r � _. : DETRIL tt5 PRE-Y.MLFITC'It•&Y ROOFS OTHERS) RAFT] 1/r Hill DRTI.xLl /``F ;►Fd Ita'ItR NOOO TRUSS'AT IS.;IS--LR"24.Or_ Ot'CF7:CATlEDP3Z ROOF RAFTER CPTIOHY-L 1JDmOM3 ' Y A5 Sfi1NN OV L1RP�+DG 7g-1 FASCIH J" FASTEN h-FLAT nJ SIDEWFLL TD - s 7ne.nDt NDDD.sT>z<cHHx�L -�n4 ET.9NALL sno WITH fi131•=3s MRSTER SERIES 3' MILS a STo7C: h4 IEWRN U,EDGE.5l,PPC£. FA\EL SHEAnma o' aPPMT BLOCKING 64Lr REOUD�n 1� nut[ten A t ALL MODELS AT s�TH M BUTT JOINT'LOCATJMS FRAMING DETRILS _- Sl7E'IIh7[x t FT1 HT BUILDER-llFEIJ OPT-9/12 OR.12/12 TRUSSES CR ALL CATTEGRRl_WF7ERS 2.3NYWS OF OSL3Ac ZaAr SEE NOTE a! FACTORY°STALLED-')&Of OPT 9/12 O4 12/12 TRUSSES.CR-ALL CATHf1 W� RAFTERS LCfJG MMLS n S'a- F15.67 Y HOMES, INC.2-ROWS OF 1 TITS`CRORi 1. =1-3/4-LED sr ArZEs a zsa-� PR ROUTE 442 TYP SECTION THRI W NGED GABLEY. PR 17756 WINGED. GABLE PLAN VIEW TYPICAL STDE��Ar i -TO_Et bRe FR TPNTNG� DES oRN eY SCALE:1.=1'-0' OQOTE =4) SCFT_E' 1/2=1-0 EUI1VAlDlT TO BW CCRAR FRSTFNRC FIC RQT21D5 4000 SRC d MIS. SCFIE'NTS- DFTTE SCALE REV. AND FIG RSO21D}•4W 20M 1�) DAT(�E to E (18\Sb. MJL 1 3-22-M SHOWN 1 1-20-2015 8b REFER TO GENERAL NOTES FOR ALL STRAPPING, NAILING, FASTENING AND TIE DOWN DETAILS n-,�,� Sandy Loamy Fill Sandy Loamy Fill I°A®K ASSOCIATES uc 1 1 � c �- TT (Compacted Every Two Coarses) (Compacted Every Two Coarses) '�°°'"'d �`ro"1fef�°I`�n��°� '° �3J Top Soil Top Soil M6Mansw phone: (6311767-V1 JJ �� J W%tha ton Beach,New Yak I IM fine 631 466-3354 E-Mai: CAmABBWcom PITCH _ Retaining Wall Cap Block Retaining Wall Cap Block Deeirkoft Am&KM Anockrtft LLC•kxn oly EaO End oeIonAwcWea,LLC OWNERSHIP & USE OF DOCUMENTS: n�\^ Grade Retaining Wall Block race ,� g P g -� These drawings and specifications including the �- ideas, design and arrangements represented \ (V.I.F.) y_? •� ( .I.F.) Retaining Wall Block therein, are the property of D.A.K. ASSOCIATES, No part thereof shall be copied, disclosed - to others or used in connection with any work J Retaining Wall� J �•;�;. .,.;;"' :`-; or project other than for which they have been Stablizing Mesh +f .� ��. prepared without written consent. Cement Block Cement Block ' PROVIDE WHITE BEACH PITCH �N N .� 1 CX 14 J #5 Reber 24" Long Retaining Wall STONE OVER SAND TO n�-• �' _ "� �`" 5 Reber 24 Lon @ @ 48 oc. AlternatingStablizing Mesh BASE OF FOOTING �� Retainin Wall 1 # g 1 g 48"oc. Alternating White Beach Stone Stablizing Retaining Wall I h ng es r• PITCH ` �� Coarse to Fine Sand Stablizing Mesh J Whit Grade e Beach Stone Stone Blend Stone Blend 4" PC. Slab PITCH :. .. : n�^ Coarse to Fine Sand ' LOWER 1 RCA Base :` ' RCA Base EASEMENT � -�T : . Concrete Walls to be 9'-0" Tall � �� J � J� • • � •. • • • • � : •. •� • :• . . � • . ••; •• � • • : •:. : .• . •• ' .: � •• : . ' • •. • • ; • . . STONE AREA WORK NOTES: n,Y^ PITCH PITCH Z WINDOW , VVELL DETAIL RETAINING WALL DETAIL ALE: 1 2" = V-0" ALE' " _ - " PROVIDE WHITE BEACH SC / SCALE: 1/2 1 0 I x T -81 1 (-' STONE OVER SAND TO BASE OF FOOTING F -1 -- - - - - - - - - - - - - -- - - - PROVIDE RETAINING WALL 64 IN HEIGHT 1 ON EAST END OF HOUSE. `� J � � PITCH PROVIDE STEPS 3 DEEP AT MAX. INTERVALS OF 18 PITCH 3" Steel Column on 8' /7- 2'-0„x 2,—O"x 1'-0" VERIFY DIMENSION WITH l `� J Conc. Ftg. OWNER PRIOR TO �� J Provide Masonry Opening For CONSTRUCTION ��, PITCH i a CX15 Andersen Window 1 PROJECT: With Double 2x8 Buck Surround. c � ADDITIONS (Window to be set @ 7'-6" AFF.) � x PROVIDE WHIT[_ BEACH C � 1 TO THE STONE OVER SAND TO c 1 ) �n�^ �� EMMETT ETT ( /7- BASE OF FOOTING ����.�� 1 1 BASEMENT � RESIDENCE PITCH < < � J ) J � < � Concrete Walls to be 9'-0" Tall n,,n ��,�� NO DAMP N O •DAMP �J J 4 Pc, Slab 1 PROOFING :(.ROOFING PITCH -ON- EXPOSED ON EXPOSED • . . FOUNDATION FOUNDATION DRAWING TITLE: : . n-, fin-. fin-, CX 4 •r C '. ,^ r"- �;'_ ,_ •T RETAINING WALL � � � 1 � � � 1 � � � (c �'�� !�' � am`TT PLANS AS NOTED IL �� J `� �� �.JJ J �� �1`JJ J �� �.JJ `� ` J• J < J JJ., J J ) J SET: ISSUED FOR: DAIS: T PITCH -ICU o M RETAINING WALL ELEVATION I TOP OF BASEMENT SLAB +/- J I SCALE: 1/2" — 1 i_On SEDATE: L_ — — — — — — — - JUNE 12, 2015 . © COPYRIGHT 2015 D.A.K AJSOCIATES, LLC. . �`� i PROJECT N0: 982-2015 ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED DRAWN BY: RETAINING WALL PLAN NOTE: UNDER FEDERAL COPYRIGHT LAW. .. A•. `u� ALL ANCHOR BOLTS PLANS MAY NOT BE REPRODUCED WITHOUT 11' n _„ n FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE WRITTEN AUTHORIZATION, rn °:�.;{ CHECKED BY: SCALE 1/2 -- 1 -O ARE TO HAVE 3 x3 BASE �� '' �' JJD ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF � a, ,c� PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME D.A.K. ASSOCIATES, LLC. T�c�, ' o �`'��' �` SHEET NUMBER: WASHERS. (SIMPSON) CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE NOTE: PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS. STANDARDS Acceptance of these drawings does not authorize the right to build without the authorization S1 BLOCKED 48" oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building BAYS PARALLEL TO EACH OTHER FROM Departments, DEC, FEMA, etc. Verify all conditions, codes, and requirements with such DOB NUMBER: OF EACH END OR SIDE OF HOUSE NOTE: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)13/"x 9%" LVL HEADERS agencies prior to construction. JiAMES J DEERKOSKI PE 0 D-A•B ASSOCL4=ac ---La- ��q ad o ���I 25'-7" 5 4q_ ui w v _ 04 Q C Lo O 1 O �— co O O ♦' cV C � I 0 Z � EXIST. Ib'-JY2" I6'-10" a- I'a^x2'5" AWNING •D N S.H. = 6`7 b� 37'-6y2 �" C O C0 O O m 4- Lo 6 E I r\ r 17"4 D. '� -3'-�2"—��2'-q" 4'-8" iq (j 'N N ® _ Q x W p WALL MOUNTED n1 ► n 2�x6$ DUCTLESS HEATING AND w Ui COOLING SPLIT SYSTEM tY UNFINISHED, 1 ` 2 EXIST RECREATIONALfj ° — in EXIST. MECH. = SPACE ,- / ` N ROOM t743 5.F. iv dJ v t 3qq S.F. m 71TG �� �� ��OE W I( IY 11 8 q"GLG. f J HGHT. = -- EXIST. WALL 2 HUNG WATER EXISTING AIR ANDERSEN GXWI45 HEATER HANDLING UNIT OR EQUAL o j " x m t' -LEO AL I ZE A FINISHED BASEMENT (FORT I ON) -� Nn UNEXCAVATED `fl w 1 =�/:2 iL O .F-II �❑ ❑ N � O EXIST. EXIST. UP J �t tt1 cL• (14) RI ® t 5"m in (15) Tr ® t q" FLOOR PLAN NOTES �SM/OMO TYPICAL BATHROOM NOTE: O O k-2'-2" - 2¢xb$ — * O I. WALL BOARD II SM/GO I.I. INSTALL M015TURE RESISTANT GYPSUM BOARD IN 1 t - ALL BATHROOMS p m 1.2. INSTALL CONCRETE BOARD IN ALL SHOWERS AND t(1 m H X n TUB 5URROUND5 EXIST. 1� 2. SHOWER FLOORS s BATHROOM I — i j m N 2.1. NEW TILE FINISH (H.O.TO SELECT) UPON I I i 59 S.F. I 22. CONCRETE MUD-5ET(SLOPE 1/8" PER FOOT V Q t dJ d) - TOWARDS DRAIN) UPON Tl1" CLG. O dJ _ - m 1 2.5. WATER PROOF MEMBRANE TO COVER SHOWER EXISTING HGHT WALL MOUNTED ;i in FLOOR,WRAP DRAIN 3 ATLEA5T IS" UP WALL5 EXISTING SUMP O 1-8 DUCTLESS HEATING AND `r WINDOW NOTE: ELECTRICAL PANEL COOLING SPLIT SYSTEM O I. ALL NEW WINDOWS d DOORS SHALL BE ANDERSEN • ' 21-?Y2 CASEMENT,DOUBLE-HUNG, OR GLIDING (AS NOTED) OR EQUAL. INSTALL AS PER MANU. SPEC.'S. 2.NOTE DOES NOT INDICATE EACH NEW WINDOW PROPOSED; ' SEE DESIGNATIONS. 3.ALL CASEMENT WINDOWS TO HAVE STRAIGHT ARM HINGE. ' 30'-II" 4.ALL DOUBLE HUNG WINDOWS TO BE TILT WASH d. O 5. IN GENERAL, TEMP. 6L. SHALL BE PROVIDED: cV 5.1. FOR ALL SKYLIGHTS d OPERABLE PANELS OF A SWINGING, SLIDING, d BIFOLD DOORS 5.2. WITHIN IS" OF F.F. el r „ 5.5. WITHIN 24" OF A DOOR ¢ - • ' 24'-O" 8'-O" 5.4. WITHIN STAIRWAYS d WITHIN 36' OF A LANDING.5 48'-O" 5 . WITHIN TUB/SHOWER ENCLOSURES �. 1 I� � � G.iI E ME N T PLAN � � HIN SEE ALSO GENERAL NOTES ON PAGE 6-002 6.WINDOW FALL PROTECTION SHALL BE PROVIDED PER NY5 R3122 FOR OPERABLE WINDOW5 WITH SILL HEIGHTS LE55 THAN 24" ABOVE F.F.,THAT ARE MORE THAN 12" H �• .f" = SCALE: 1/4" = 1'-0" ABOVE GRADE OR THE ADJACENT SURFACE AT THE "��„�: ., ,. BUILDING EXTERIOR. °` EGRESS NOTE: •`, ? �' " IN COMPLIANCE WITH NEW YORK STATE BUILDING CODE,SECTION R3102.1;THE FOLLOWING MEANS OF EGRESS SHALL BE FOLLOWED: NET CLEAR OPENINO........... 5.1 S.F. NET CLEAR HEIGHT............... 24" MINIMUM NET CLEAR WIDTH................. 20" MINIMUM ' r ONEW EXTERIOR WALL CONSTRUCTION (TYP.): , *(�' 4A.F 2"x4" STUDS ® ib" O.G. w/TREATED SHOE TOP PLATE _, _. <+�" +, V • • MIN. R-13 INSULATION __ _. :., .... ........_. _,.._._.�..... ......9 • 5/5" GYPSUM BD. WALL FINISH LOG�TION M�i� U- 4" FRESH AIR VENT a. 00 J I L THROUGH ROOF 13 o SCALE: NT5 0 I i kNO WORKI 3"i k NO WORKI Q j 4 1 PROJECT: PROJECT / ZONING DATA - - - - - -- I I TAX MAP # 1000-83-4-13 EMMETT I ZONING DISTRICT AG NON- CONFORMING FINISHED BASEMEN I NOTE: _ - I ALL PLUMBING WORK LOT AREA O 1.4 ACRES I SHALL CONFORM TO p f I LOCAL PLUMBING CODE IL J I NO WORK I PROVIDE 'ABE5G0 FF200 FR � 1110 1 805 WAR LN I EXPANDING FOAM" (OR EQUAL) zQ {J I AT ALL PENETRATIONS IN FIRE p CUTCHOGUE w I RATED WALLS AND v LEGEND HOT WATER SOUTHOLD TOWN GODS 280-207 (A)(I) N I FLOOR N FLOORS/CEILINGS. PRODUCT I CONFORMS TO A5TM E 814, �-----� SUPPLY - --- - - - --- _D_RAW I N G TITLE: A5TM E 84,AND UL 147q LOT SIZE / AREA IN ALLOWABLE TOTAL - 59,755.7 S.F. 19 755.1 S.F. �..-..-..� COLD S WATER ExGEss of 59755.73 _ GFA 6FA^ ROJECT LOCATION &SCOPE LY (e) LOTS CONTAINING UP 7,l0o s.F. PROJECT DATA ALL PLUMBING WORK EXPANDING FOAM" (OR OR EQUAL) TO SO,Ooo s.F. MAX.• ENERGY TABLE PROVIDE ABEAM" O A ALLOWABLE S.F. / PLUS 5� NOTE: FINISHED BASEMENT PLAN OF EXCESS LOT AREA 5,100.0 S.F. 987.8 S.F. 6,087.8 S.F. 4276 S.F.SHALL CONFORM TO AT ALL PENETRATIONS IN FIRE LOCAL PLUMBING CODE Q, RATED WALLS AND OVER 40,000 PLUMBING RISER DIAGRAMS a 00INO FLOORS/GEILINC5. PRODUCT - p -- -� GLEAN OUT O WORK) CONFORMS TO A5TM E &14, t INO WORK 3 AS REOV I A5TM E 84,AND UL 14-7q PAGE: U' EXIST. F.A.I. TO L- REMAIN LL - -_ G-00J. 00 INSULATION FENESTRATION REQUIREMENTS G.O.I G.O. ------- ----- ----------------� - DATE: 03.08.23 c.o. COMPONENT PROPOSED DESIGN GODS PRESGRI PT I VE VALUE 1 OF 1 COMPLIES4" _ i i I I =c�v 1 i� i i VALUE CITATION (PER 2020 NYSEGGG) C.O. 2" 1 = I I I I I I I MAX. U-VALUE = 0.52 " U-VALUE = 0.25 z I 2 1 2 I 2 4 z I I I I FENESTRATION U-VALUE MAX. AIR LEAKAGE = 0.50 GFM/SF YES ¢F D A w I TO SEPTIC N I I I PER R402.4.3 8 TABLE R402.1.4 - CLIMATE ZONE 4 ��GJ M. I I I 4' HOUSE 2 I i MAIN DRAIN SYSTEM Q I ' AIR LEAKAGE = 0.30 GFM/SF L' i XI .v 4 I lu I= TO EXIST. WATER m I sl 64 SUPPLY SYSTEM MIN. R-VALUE = 13 (CAVITY) AT INTERIOR OF WALL 14 I W I NC v BASEMENT WALL R-VALUE R=13 BATT INSULATION ® INTERIOR I PER TABLE R402.1.2 - CLIMATE ZONE 4, NOTE (r-) YES I ISHOWER 14, SHOWER h IL COMPLIANCE STATEMENT: 3' TO THE BEST OF MY KNOWLEDGE, BELIEF, AND PROFESSIONAL JUDGMENT, THESE PLANS AND SPECIFICATIONS ARE IN 0��7 40' �r S.P. COMPLIANCE WITH THE 2020 NY5 ENERGY CON5ERVATION CONSTRUCTION CODE USING CHAPTER 4 [RE]. fir' FLUME3 1 NO RISER - DRAIN / NASTE / VENT FLUMB I NO RISER - SUFFL )" SCALE: NT5 SCALE: NTS GENERAL NOTES: SAFETY NOTES: RESIDENTIAL RENOVATION & CONSTRUCTIONCONTRACTOR N 0 T E S . '% , r General Notes: 1 . GENERAL: ALL WORK TO BE COMPLETED IN ACCORDANCE WITH THE TOWN OF SOUTHOLD, NEW YORK, BUILDING CODE, AND REGULATIONS OF ALL OTHER AGENCIES HAVING JURISDICTION. GENERAL NOTES: woos. 1. All studs to be SPF #2 or better, and all other structural wood to be Douglas Fir #2 or better. 2. FIRE SAFETY: 1 . ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE TOWN OF SOUTHOLD, SUFFOLK COUNTY, NEW YORK, BUILDING CODE, 2• All structural wood shall be in accordance with the national design specifications for wood 'construction - latest edition. A. ALL BUILDING MATERIALS WHICH ARE STORED AT THE SITE OR ANY AREA OF THE BUILDING ARE TO BE STORED IN A D-A-K ASSOCIATES ac FIRE DEPARTMENT RULES AND REGLLATIONS, UTILITY COMPANY REQUIREMENTS, AND THE BEST TRADE PRACTICES. cco ance w e spec co 3. Nailing schedule shall be in accordance the de. B. LOCKED AREA. resldennal &comme�tal n � � ° ` � 2. BEFORE COMMENCING WORK, THE CONTRACTOR SHALL FILE ALL REQUIRED INSURANCE CERTIFICATES WITH THE DEPARTMENT OF C. ALL MATERIALS TO BE STORED IN AN ORDERLY FASHION BUILDINGS, OBTAIN ALL REQUIRED INSURANCE CERTIFICATES WITH THE DEPARTMENT OF BUILDINGS, OBTAIN ALL REQUIRED PERMITS, 4. Pre-manufactured trusses. AND PAY ALL FEES REQUIRED BY THE GOVERNING BODY OF THE TOWN OF SOUTHOLD, NEW YORK, AGENCIES a. All trusses shall be "shaped" as shown on architectural cross sections. D. ALL FLAMMABLE MATERIALS TO BE KEPT TIGHTLY SEALED IN THEIR RESPECTIVE MANUFACTURER'S CONTAINERS. SUCH 506 Win Sh d ilm: (631)767-6071 3• MINOR DETAILS NOT USUALLY SHOWY OR SPECIFIED, BUT REQUIRED FOR PROPER CONSTRUCTION OF ANY PART OF THE WORK b. Trusses shall bear a bocci number and shall be manufactured by a registered manufacturer. MATERIALS ARE TO BE KEPT AWAY FROM HEAT. West rllplorlBeod�NOW York 119A kx (631)4M-3W SHALL BE INCLUDED AS IF THEY WERE INDICATED IN THE DRAWINGS. 5. Erect and brace trusses in accordance to truss plate institute recommendations. E. ALL FLAMMABLE MATERIALS TO BE USED AND STORED IN ADEQUATELY VENTILATED SPACE, Rkl: CArrrM8Qad.eom 4. THE CONTRACTOR SHALL COORDINATE ALL WORK PROCEDURES WITH THE STIPULATIONS OF LOCAL AUTHORITIES, AND OWNER. F. ALL ELECTRICAL POWER TO BE SHUT OFF WHERE THERE ARE EXPOSED CONDUITS. DemkOftkma.KONAno lorftuc° EW Bid Desion Associates,LLC 6. Plywood sheathing. G. ALL ELECTRICAL POWER IN THE CONSTRUCTION AREA TO BE SHUT OFF AFTER WORKING HOURS. r 5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROTECTION OF ALL CONDITIONS AND MATERIALS WITHIN THE PROPOSED a. All plywood shall be in accordance with the American Plywood Association (APA) specifications. OWNERSHIP & USL OF DOCUMENTS: CONSTRUCTION AREA. THE CONTRACTOR SHALL DESIGN AND INSTALL ADEQUATE SHORING AND BRACING FOR ALL STRUCTURAL OR b. Plywood sheathing shall be continuous over two or more spans -with grain of face plys across supports CONTRACTOR, AT ALL TIMES, TO ENSURE THERE IS NO NATURAL GAS LEAKAGE IN THE BUILDINGS, OR ANY FLAMMABLE These drawings and specifications including the corporation ore equal. 9 REMOVAL TASKS. THE CONTRACTOR THE CONTRACTOR SHALL HAVE SOLE RESPONSIBILITY FOR ANY DAMAGE OR INJURIES CAUSED BY P q GAS TO BE USED DURING CONSTRUCTION. ideas, design and arrangements represented OR DURING THE EXECUTION OF THE WORK. therein, are the property of D.A.K. ASSOCIATES, 7. All sills shall be pressure preservative treated (.4 PSF retention) SYP #2 or better. 3. DUST CONTROL: LLC. No part thereof shall be copied, disclosed 6. THE CONTRACTOR SHALL LAY OUT HIS OWN WORK, AND SHALL AND SHALL PROVIDE ALL DIMENSIONS REQUIRED FOR OTHER TRADES: to others or used in connection with any work 8. or project other than for which they have been PLUMBING, ELECTRICAL, ETC. esian values:rami g Lumber: DF (north) No. 2 or better A. DEBRIS, DIRT AND DUST TO BE KEPT TO A MINIMUM AND CONFINED TO THE IMMEDIATE CONSTRUCTION AREA, prepared without written consent. 7• PLUMBING WORK SHALL BE PERFORMED BY PERSONS LICENSED IN THEIR TRADES, WHO SHALL ARRANGE FOR AND OBTAIN THROUGH E = 1,600,000 PSI B. CONTRACTOR TO ISOLATE CONSTRUCTION AREA FROM OCCUPIED BUILDING AREA BY MEANS OF TEMPORARY PARTITIONS THE DEPARTMENT OF BUILDINGS ALL REQUIRED PERMITS, INSPECTIONS AND REQUIRED SIGN OFFS. Fv = 95 PSI C. OR HEAVY DROP CLOTHS. - 8• ELECTRICAL WORK SHALL BE PERFORMED BE PERSONS LICENSED IN THEIR TRADES, WHO SHALL ARRANGE FOR AND OBTAIN Fb 825 PSI DEBRIS, DIRT, AN DUST TO BE CLEANED UP AND CLEARED FROM THE BUILDING SITE PERIODICALLY TO AVOID EXCESSIVE THROUGH THE BUREAU OF ELECTRICAL CONTROL ALL REQUIRED PERMITS, INSPECTIONS AND REQUIRED SIGN OFFS. 9. Design values: ACCUMULATION. a. Laminated Veneer Lumber (LVL): 9• THE CONTRACTOR SHALL DO ALL CUTTING, PATCHING, REPAIRING AS REQUIRED TO PERFORM ALL OF THE WORK INDICATED ON THE E = 1 ,900,000 PSI 4. NOISE AFTER HOURS: DRAWINGS, AND ALL OTHER WORK THAT MAY BE REQUIRED TO COMPLETE THE JOB. Fv = 285 PSI Fb = 2600 PSI A. CONSTRUCTION OPERATIONS WILL BE CONFINED TO NORMAL WORKING HOURS: 8AM TO 6PM, MONDAY TO FRIDAY, 10. ALL PIPING AND WIRING SHALL BE REMOVED TO A POINT OF CONCEALMENT AND SHALL BE PROPERLY CAPPED OR PLUGGED, DEERKOSKI ARM & KEHL ASSOCIATES LLC. NOTE B. EXCEPT LEGAL HOLIDAYS. 11 . ALL DIMENSIONS ARE ESTABLISHED FROM THE FINISH LEVEL OF THE FIRST FLOOR. VARIATIONS TO THE HEIGHT OF THE FINISH , � CONTRACTOR MUST OBTAIN WRITTEN PERMISSION FROM ALL AFFECTED PARTIES TO WORK OTHER THAN REGULAR HOURS. LEVEL OF THE FIRST FLOOR ARE TO BE REVIEWED FOR APPROVAL BY THE OWNER AND DAK ASSOCIATES, LLC. NO CONSTRUCTION DEERKOSKI, ARM & KEHL ASSOCIATES, LLC, AND THERE ASSOCIATED ENGINEER ARE NOT OVERSEEING THE CONSTRUCTION OF THIS WILL BE ALLOWED TO COMMENCE UNTIL THIS HEIGHT IS APPROVED. BUILDING. THE USE OF THESE DRAWINGS BY ANY CONTRACTOR, SUBCONTRACTOR, BUILDER, TRADESMAN OR WORKER SHALL 5 CONSTRUCTION OPERATIONS WILL NOT INVOLVE INTERRUPTION OF HEATING, WATER, OR ELECTRICAL SERVICES TO THE OWNER. 12. THE CONTRACTOR IN COORDINATING THE WORK WILL REPORT ANY DISCREPANCIES TO THE ENGINEER INSTIGATE A HOLD HARMLESS AGREEMENT BETWEEN THE DRAWING USER AND DEERKOSKII, ARM & KEHL ASSOCIATES, LLC S ATTENTION FOR IMMEDIATE C. CONSTRUCTION WORK WILL BE CONFINED TO THE WORK ISSUED, AND WILL NOT CREATE DUST, DIRT, OR OTHER SUCH RESOLUTION. THE USER SHALL IN FACT AGREE TO HOLD DEERKOSKI, ARM & KEHL ASSOCIATES, LLC. HARMLESS FOR 'ANY RESPONSIBILITY IN INCONVENIENCES TO THE OTHER NEIGHBORS. REGARD TO CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES AND FOR ANY SAFETY PRECAUTIONS AND 13. THE CONTRACTOR WILL COORDINATE THE ROUTING AND PLACEMENT OF ALL UTILITY LINES WITH THIS AND RELATED SITE WORK, AND PROGRAMS IN CONNECTION WITH THE WORK AND FURTHER SHALL HOLD THE ARCHITECT HARMLESS FOR COSTS AND PROBLEMS 6 SPECIAL SAFETY NOTES HE WILL BE RESPONSIBLE FOR ALL DISCONNECTIONS, RECONNECTIONS, AND STARTUPS. ARISING FROM THE NEGLIGENCE OF THE CONTRACTOR, SUBCONTRACTOR, TRADESMAN, OR WORKMAN. THE USE OF THESE DRAWINGS ALL CONTRACTORS AND THEIR REPRESENTATIVES WORKING ON THIS PROJECT SHALL AT ALL TIMES PRIOR AND DURING THE COURSE ALSO IMPLIES THAT DEERKOSKI, ARM & KEHL ASSOCIATES, LLC. SHALL TAKE NO RESPONSIBILITY FOR THE PLAN USER'S FAILURE TO OF THEIR ACTIVITY BE RESPONSIBLE FOR THE SAFETY OF THEIR EMPLOYEES AS WELL AS OTHERS AND IN THE CARE OF THE 14• THE CONTRACTOR WILL COORDINATE THE ROUTING AND PLACEMENT OF ELECTRICAL, PLUMBING, AND HVAC EQUIPMENT WITH CARRY OUT THE WORK IN ACCORDANCE WITH THE DRAWING OR CONTRACT DOCUMENTS. PROPERTY. EACH AS REPRESENTATIVES OF THEIR EMPLOYEES SHALL ASCERTAIN THAT THE CONDITIONS UNDER WHICH THEY WILL BE ARCHITECTURAL FEATURES AND STRUCTURE. ANY CONFLICTS WILL BE BROUGHT TO THE ENGINEER'S ATTENTION FOR IMMEDIATE REQUIRED TO ACCOMPLISH THEIR WORK ARE SAFE WITHIN GOOD SAFETY PRACTICES AND MEET ALL CONCERNED REGULATIONS OF D HAZARD RESOLUTION. THE OCCUPATIONAL SAFETY SHALL INDICATE SATISFACTIONNCONCERN NGCSAFOR OTHER ETY AND FULLERNING RES ONSIBIILITY OR ACCIDENTSI ORNDAMAGE.OR IF UNSATISFIED, THO DOCUMENT NOTES E WORK NOTES: 15. INSURE A WORKING SMOKE DETECTOR AND CARBON MONOXIDE DETECTOR ARE INSTALLED AS PER NYS CODE. THESE CONSTRUCTION DOCUMENTS HAVE BEEN PREPARED BASED ON INFORMATION PROVIDED BY OTHERS. ALSO, THE CLIENT CONTRACTOR SHALL INDICATE WHATEVER ACTION NECESSARY, OR RENDER SAFETY CONDITIONS FOR LIFE AND PROPERTY AS ARE RELATED TO HIS ACTIVITY, IF THE WORK OF OTHER PARTIES OUTSIDE OF THE ORGANIZATION IS UPON INSPECTION FOUND AT ANY AGREES, TO THE FULLEST EXTENT OF THE LAW, TO INDEMNIFY AND HOLD DEERKOSKI, ARM & KEHL ASSOCIATES, LLC. HARMLESS TIME TO BE UNSAFE, HE SHOULD STOP WORK IMMEDIATELY AND NOTIFY THE GENERAL CONTRACTOR, DAK ASSOCIATES, LLC, OR FROM ANY CLAIM, LIABILITY OR COST INCLUDING REASONABLE ATTORNEY'S FEES AND COSTS OF DEFENSE, FOR THE INJURY OR OWNER. THE BEGINNING OF WORK SHALL INDICATE SATISFACTION WITH CONDITIONS AND ACCEPTANCE OF THESE REQUIREMENTS. ECONOMIC LOSS ARISING OR ALLEGEDLY ARISING OUT OF THE PROFESSIONAL SERVICES PROVIDED UNDER THIS AGREEMENT. 7 PROVIDE SINGLE AD MULTIPLE-STATION SMOKE ALARMS AS WELL AS CARBON MONOXIDE DETECTORS SINGLE AND MULTIPLE-STATION IN Accor,DANCE WITH STATE, FEDERAL, AND LOCAL CODES. CLIMATIC AND GEOGRAPHIC DESIGN CRITERIA ELECTRICAL FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE GROUND WIND SEISMIC SUBJECT TO DAMAGE FROM WINTER ICE SHIELD OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME SNOW DESIGN FROST LINE DESIGN UNDERLAY- FLOOD WIND EXPOSURE INSPECTION REQUIRED CONSTRUCTION MANUAL (WFCM) OR ONE F E � LOAD SPEED (mph) CATEGORY WEATHERING DEPTH TERMITE DECAY TEMP. MENT REQUIRED HAZARDS CATEGORY AND TV 0 FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. 20 Ibs/sgft 120 (mph) C SEVERE 3'-0" MODERATE TO HEAVY SLIGHT TO MODERATE 11 deg-ees YES 1984/1998 B ; DESIGN CRITERIA , GO NOT PROCEED VIITH NOTE: ALL ROOMS MEET OR EXCEED THE NYS. STANDARDS APP 0 ED AS�+ t� UM OF FOUNDATION LOCATIO FRAt1If�G UNTIL SURVEY FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. �tN PRESCRIPTIVE DESIGN MINIMUM UNIFORM DISTRIBUTED LIVE LOADS t _ ' (in nou,_c!F per square foot) $ �P # HAS BEENAPPCOIC-D, ALL SIMPSON HANGERS HAVE BEEN CERTIFIED PY .AID-F;vGINEER TO HAVE A CAPACITY---- -- DATE: EQUAL TO OR GREATER THAN THE REQUIRED AMOU% ,,.ALCULATED FOR EACH CASE. USES(s) AND OCCUPANCY CLASSIFICATION(s) USE LIVE LOAD DEAD LOAD _ FEE: �3 ' ��BY: � ,..� SHEATHING NOTES: NOTIFY BUILDIIIG DEPARTMENT AT EXTERIOR BALCONIES 60 10 765-1602 8 AM TO 4 FBA FOR THE & PAPER ASSOCIATION (AF & PA) WOOD FRAME CGr ;11 RUCTION MANUAL D (WFCM) FOR ONE IAND TWO CAN EST USE OCCUPANCY SHEATHING TO BE NAILED IN ACCORDANCE �� ? ;_ NAILING RESIDENTIAL3'(Single Family Residence) DECKS (f) - 40 10 FOLLO�I.!iidG I" SPECT!0;':a: FAMILY DWELLINGS 2001 SBC HIGH WIND EDITION. 1. FOUNDATION - T`tVIO RE�CUIRIED TRUSS Pl.14C�ARD11`;�REQU�R+�p TYPE OF CONSTRUCTION (CHAPTER 6) PASSENGER VEHICLE GARAGES (a) FOR POURED CONCRETE 50 (a) 10 (1) SHEATHING TO BE NAILED TO ACQ SILL 2. ROUGH - FRAMING & PLUMBING ( )2 SHEATHING TO EQUALLY SPAN 1ST AND 2ND FLOOR BOX BEAM TYPE GROUP ATTICS WITHOUT STORAGE (b,e) 10 10 3. INSULATION 4. FINAL - CONSTRUCTION MUST (3) SHEATHING TO EQUALLY SPAN 2ND FLOOR AND ATTIC TOP PLATES V B FI COMPLETE 1 U 0.0. (4) SHEATHING TO BE NAILED TO TOP PLATE ATTICS WITH STORAGE (b,e) 20 10 HEIGHT AND FIRE AREA ALL CONSTRUCTION SHALL MEET THE NO SUBSTITUTIONS ROOMS OTHER THAN SLEEPING ROOMS 40 10 REQUIREMENTS OF THE CODES OF NEW PORK STATE. NOT RESPONSIBLE FOR PR!UJECT: HEIGHT FIRE AREA All framing hardware shown on these plans, SLEEPING ROOMS 30 10 DESIGN OR CONSTRUCTION ERRORS. unless otherwise indicated, is Simpson Strong-Tie, ADDITIONS HEIGHT. BUILDING. No substitutions are approved or authorized, THE VERTICAL DISTANCE STAIRS 40 (c) 10 TO THE FROM GRADE PLANE TO UNLIMITED STORY GUARDRAIL AND HANDRAILS AREA Due to the relationships of framing hardware to AS PER TABLE 503 200 (c) 10 THE AVERAGE HEIGHT (d) the other components of the structure, any framing SURFACE = 24'-11Ya" OF THE HIGHEST ROOF COMPLY WITH ALL CODES OF hardware substitutions will render these plans EM111WARETT AS PER SECTION 502 OF ROOF 20 20 NEW YORK STATE & TOWN CODES NEW YORTHE KNG STATODE OF AS REQUIRED AND CONDITIONS OF null and void, and will result in the insta(ler/contractor RESIDENCE assuming responsibility for the design and a) ELEVATED GARAGE FLOORS SHALL BE CAPABLE OF SUPPORTING A 2,000- performance of the entire system, TOTAL HEIGHT FROM RIDGE TO GRADE 29'-5Yz" POUND LOAD APPLIED OVER A 20-SQUARE-INCH AREA. b) NO STORAGE WITH ROOF SLOPE NOT OVER 3 UNITS IN 12 UNITS. IHAR LANE LUMBER SPECIES AND GRADE c) INDIVIDUAL STAIR TREADS SHALL BE DESIGNED FOR THE UNIFORMLY � � i DISTRIBUTED LIVE LOAD OR A 300-POUND CONCENTRATED LOAD ACTING "�.•ru.u.:� ROOF DRAINAGE CALCULATIONS: CUTCHOGUE, NEW YORK OVER AN AREA OF 4 SQUARE INCHES, WHICHEVER PRODUCES THE GREATER I ALL HOUSE FRAMING MATERIAL DOUGLAS FIR - LARCH #2 AND BETTER STRESSES. ALL EXT. DECK FRAMING MATERIAL ACQ NC PINE #2 AND BETTER d) A SINGLE CONCENTRATION WITH WOOD TRUSSES SHALL BE DESIGNED IN ROOF AREA = 84 sq/ft li < DR/AWING TITLE: DEC ACCORDANCE WITH SECTION R802.10.1. OCCUI� � CY OR , - 3 2015 A , e) SEE SECTION R502.2.1 FOR DECKS ATTACHED TO EXTERIOR WALLS V = A x R x c - I I GENE N TES USE I TABLE R402.2 ��� A = 2832.24 sq/ft - ROOF RUN-OFF CALCULATION MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE WITH OJT CERTIFICATE R = 2' RAINFALL = .17 ft _ _- -- --I AREAS OF STRUCTURE MINIMUM SPECIFIED Or. CU►'r .�"w4iY C = COEF.. = 1.0 COMPRESSION STRENGTH (a) (fc) V = 2832.24 x 1 x .166667 = 472.04 C.F. sET: ISSUED FOR: DATE: DECK TO BE REMOVED NA TYPE OR LOCATION OF CONCRETE CONSTRUCTION WEATHERING POTENTIAL NEW CRAWL SPACE NA 472.04 CU. FT / 42.25 CU.FT./ VERTICAL FT. = 11.17 U.F. EX. BASEMENT NA SEVERE (b) INSPECTIONS ARE REQUIRED EX. FIRST FLOOR NA DRAINAGE USE (1) 8' DIA. POOL MIN. 5-0" DEEP AND (1) 8' DIA, BASEMENT WALLS, FOUNDATIONS AND OTHER Contact TOS Engineering at 765-1560 before NEW FIRST FLOOR 1430 SQ FT CONCRETE NOT EXPOSED TO THE WEATHER 2 -0" DEEP - 507 C.F. ,500 (c) Backfill, OR Provide Engineer's Certification POOL MIN. 7 EX. SECOND FLOOR NA that the drainage has been Installed to Code. NEW SECOND FLOOR 1320 SQ FT NEW BALCONY NA BASEMENT SLABS AND INTERIOR SLAB ON 2,500 ALL LEADERS ON HOUSE TO BE PIPED TO NEW SEAL: DATE: LOFT NA GRADE, EXCEPT GARAGE FLOOR SLABS c JUNE 12, 2015 8' DIA. x MIN. 6'-0" DEEP OR EQUAL LEACHING ATTIC (HOUSE)(a) NA PROJECT NO:POOL WITH COVER. ATTIC (HOUSE)(b) NA PLUMBER CERTIFICATIO,,%f - 982-2015 BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS AND � COPYRIGHT 2015 DAY ASSOCIATES, LLC. , � "�-- NEW GARAGE NA OTHER VERTICAL CONCRETE WORK EXPOSED TO THE WEATHER ON LEAD CONTENT BEFOF NEWT DRAWN BY: 3,000 (d) E ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED ,\F,O Y� ATTIC (GARAGE)(a) 576 SQ Fr CERTIFICATE OF OCCUPANCY REAR OF HOUSE REQUIRES UNDER FEDERAL COPYRIGHT LAW. A� EC,4? BDK BONUS ROOM NA 1 8'-0" DIA. POOL MIN. 5'-0" DEEP PLANS MAY NOT BE REPRODUCED WITHOUT �' sue. ' °�' 7ECKED BY: SCREENED PORCHES NA PORCHES, CARPORTS AND STEPS EXPOSED TO SOLDER USED I>'V (IVATFR O ; s, . � WRITTEN AUTHORIZATION. r_ 1 ; JJD 4 SEASON SUNROOM NA THE WEATHER, AND GARAGE FLOOR SLABS 3,500 (d) SUPPLYSYSTEP.4 0 ':I'J.^jni ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF c% Y.;"t EET NUMBER: NEW DECK 420 SQ FT EXCEED 2110 OF 1 � "F"?�• FRONT OF HOUSE REQUIRES D.A.K. ASSOCIATES, LLC. �2_ -t_,• '•_4.1 COVERED PORCHES 546 SO FT (1) 8'-0" POOL MIN 7'-0" DEEP THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE p 0'9,3 '� COVERED ENTRANCE INCL IN ABOVE FOR SI: 1 POUND PER SQUARE INCH + 6.895 kpa (a) AT 28 DAYS PSI PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. ��'o �O t''� POOL HOUSE CABANA NA \ ;S ACCESSORY STRUCTURE NA G1 (b) SEE TABLE R301.2(1) FOR WEATHERING POTENTIAL IF STORM DRAIN RINGS ARE TO BE LOCATED IN(c) CONCRETE IN THESE LOCATIONS THAT MAY BE SUBJECT TO FREEZING AND THAWING DURING Acceptance of these drawings does not authorize the right to build without RAMP TO DECK NA CONSTRUCTION SHALL BE AIR-ENTRAINED CONCRETE IN ACCORDANCE WITH FOOTNOTE (d) THE DRIVEWAY THEN TRAFFIC BEARING COVER the authorization of local governing agencies, such os Suffolk County Dept. DOB NUMBER: OF (d) CONCRETE SHALL BS AN 5 PERCENT OR MORE AN 7 PERCENT ETH AIR ENTRAINED. TOTAL TH CONTENT (PERCENT BY VOLUME OF CONCRETE) HALL NOT BE LES IS TO BE INSTALLED AS PER STATE AND LOCAL of Health Services, Town Building Departments, DEC, FEMA, etc. (e) SEE SECTION R402.2 FOR MINIMUM CEMENT CONTENT, CODES. Verify all conditions, codes, and requirements with such agencies prior to JAMES J DEERKOSKI PE (a) WITHOUT STORAGE(b) WITH STORAGE construction, 01D•A•K ASSOCIAM uc SIMPSON STRONG- TIE CONNECTORS - SPECIFIED FOR CONSTRUCTION 1 , USE A MINIMUM OF _ TWO 8d NAILS THIS I"ITS 20 LTS20 NER ALLOWABLE LOADS LOAD SIDE OF TRUSS. LATERAL •MODEL CA GA TO UPLIFTUPLIFT ROTE e o �rtr - -- - \J -- \fJkY .� FASTENERS (133/160j 8dxf1}' TOTAL FOUR e /• _ RAFTERS/ TO TO ULT NAILS INTO TRUSS - -- --- TRUSS PLATES STUDS (133) (160) � F2 (133& STU 5 °o NOTE: REFER TO SIMPSON WOOD CONSTRUCTION a=: TAKE-UP WASHER PROVIDE (1) HGA10KT ON J H7 16 4-8d 2-8d 8-8d 2991 930 985 400 5, 44 CONNECTORS MANUAL FOR ALL FOOT NOTES AND = SIDE OF CEILING JOIST J� PROPER INSTALLATION PROCEDURES AND ON SIDE OF RAFTER D OA•K ASSOCIATES �c H6 16 -- 8-8d 8-8d 3983 915 950 650 5, 44 — / — rosidenllal 6 corrfnwdaldesign•enphteedng•camAng DIMENSIONS FASTENERS ALLOWABLE UPLIFT LOADS (133) ALLOWABLE UPLIFT LOADS (133) - (TOTAL) AVG LENGTH OF BOLTIN WOOD MEMBER LENGTH OF BOLT IN WOOD MEMBER CODE TWO o ART`'x12 MODEL GA 2 8d NAIL °II o NO. F CLEAR ULT. LFTA LFTA REF. PLAINTTES °p° o' •• ° 506ManSfieet ►M.' (81)761"6p» SPAN L OTY DIA 11" 2" 2 " 3" 3 " 1 2" 2}" 3" 34" EIGHT--' '• L Waftr tonBeackNowYork IIM bC )631)�-mot 8d NAIL LFTA 16 21" 17" 381"16-10d — 4200 1205 1400 5, 44, 85 STUD INTO S P 4 a ° Lai, CAm1 BB@c0lcom 2 DOUG-FIR LARCH / S0. PINE Deerkoeid Afrtl KeN �•LLC• e / / East End Dedgn Assock tes,LLC FASTENERS ALLOWABLE UPLIFT LOADS OWNERSHIP & USE OF DOCUMENTS: MODEL L AVG 10d 10d x 1j' CODE N0. 10d 1od x 14" ULT. REF. LFTA °° These drawings and specifications including the ideas, design and arrangements represented (133 / 160) (133) (160) L S T A 21 °° therein, are the property of D.A.K. ASSOCIATES, MTS16 16 14-10d 14-1Od x 1 " 3116 1000 840 loon 3, 41, 128 °e LLC. No part thereof shall be copied, disclosed to others or used in connection with any work • °MT520 PO 14-10d 14-10d x 1�" 3116 1000 840 1000 3, 41, 128 � °° or project other than for which they have been ARTJ"x12 °° prepared without written consent. LST20 Simpson Strong-Tie 20 12-10d 12-10d x 1 2383 775 720 720 3, 41 HGA10 DOU COUPLER NUT DETAIL SO. PINE L, "'Ell CODE Equal number of- TYPE OF DIRECTION ALLOWABLE LOADS REF. MODEL CONNEC- Of LOAD FLOOR ROOF (133/ specified nails in NO. (100) (125) 160 each end G 515 645 670 I ' Simpson Strong-Tie DETAIL "K" LTP4 5 J 515 645 670 1 6, 39, 97 C S 16 FH 515 1645 670 DETAIL "H" MATERIAL DIMENSIONS FASTENERS ALLOWABLE TENSION LOADS""'(DF/SP) (133) HOLDOWN HO DEFLECTION ART "xl2 DEFLECTION STUD DEFLECTION RODE 8 LE STU — LENGTH OF BOLT 2,a AT HIGHEST MODEL MACHINE AVG AT HIGHES N0. BASE BODY . ANCHOR ULT. IN VERTICAL WOOD MEMBER ALLOWABLE LOADWDESIGN 0 SIMPSON GA GA HB SB w H B So CL DIA ' DESIGN WHEN QTY DIA 14" 2" 21" 3" 34" 5}" LOAD THE SILLiPLATE SED FF 000 !!! TAKE-UP WASHER 0 HD2A 16 12 4{`" 2J" 2J" 8" 211" i" 1�" � 2 � 12150 1555 2055 2565 2775 2775 2760 0.058 0.077 2, 43, 82 0 0 0 MODEL DIMENSIONS FASTENERS ALLOWABLE UPLIFT LOADS 0 NO, W L STUD PLATE ULT. OF / SP CODE ARTg"xl2 (133) (160) REF. SP4 3{6" 71" -10d x 1�" — 2917 735 885 7, 40, 127 m MODEL DIMENSIONS FASTENERS (TOTAL) ALLOWABLE TENSION LOADS CODE 0 NO. GA y� L NAILS (100)FLOOR (133) (160) REF, °o LSTA21 20 1 21 1 — d 905 1 1205 1 1295 7, 40, 90 D,0 WORK NOTES: MODEL DIMENSIONS FASTENERS (TOTAL) ALLOWABLE TENSION LOADS CODE N0. GA WL NAILS 100R (133) (160) REF. Simpson Strong-Tie MSTA24 18 1 1 " 24 lb-lUd 1 1025 1370 1640 1 7, 40, 90 TOTAL ALLOWABLE TENSION LOADS NAIL CODE LUS46 MODEL L FASTENERS NO. END SPACING REF. HD2A (LENGTH L GA CUT LENGTH (TOTAL) (1003 (133 / 160)2 oc. OF ROLL IN A ROW NOTE: ALL HANGERS TO BE USED ON THIS PROJECT Simpson Strong-Tie GS16 150' 14" 16 CLEAR SPAN +31" 2a-Bd 1235 1650 2J 7, 40, go ARE TO BE TOP MOUNTED UNLESS OTHERWISE H6 DIMENSIONS FASTENERS ION. - WAB A NOTED. FAILURE TO COMPLY WITH ALL NOTES MODEL ON THIS PLAN WITHOUT WRITTEN AUTHORIZATION N0. GA W H B HEADERS JOISTS AVG UPLIFT FLOOR 6d SNOW 1d ROOF t25 CODE BY A LICENSE PROFESSIONAL ENGINEER, PLACES DETAIL, "F" 10d 16d ULT. (133) (160) 10d 16d 10d 16d 10d 16d REF. ALL LIABILITIES ON THE CONTRACTOR. LUS46 18 3?6" 4J" 2 4-16d 4-16d 6076 1140 1160 —1000 1150 1250 7, 40, 127 HUS210-2 14 3A" 9�" 2 8-16d 8-16d 6076 1755 1 2105 1650 1900 2065 1, 36, 84, 122 ARTJ•xl2 DETAIL "I" STU 8"- FASTENERS UPLIFT LATERAL CODE SIMPSON MODEL GA AVG UPLIFT (133/160) REF. D TAKE-UP WASHER TO RAFTERS TO PLATES TO STUDS ULT. (133) (160) F; F2 160 HGA10KT 14 4-SDS}"x14" 4-SDSJ"x3" 1 1523 435 435 1165 940 USE A MINIMUM OF S P 4 ° C N W- SDO 8d NAILS E OF TRUSS THIS CNW- COUPLER NUT COUPLER NUT 5„— TOTAL FOUR SE A MINIMUM OF S P 4 STU 8d NAILS TWO 8d NAILS THI; 8 INTO TRUSS SIDE OF TRUSS. MTS16 MTS16 LSTA21 STU - SIMPSON /• . 0 SIMPSON SIMPSON TAKE-UP WASHER TOTAL FOUR e • ° HD2A TAKE-UP WASHER 8d NAILS Strong-Tie INTO TRUSS LSTA21 HUS210-2 TWO o F 8 AIL P'ROJ ECT: TO PLATES °o° I EIGHT--' 8TWO d NAIL el ' i n ANCHOR BOLTS ADDITIONS INTO 8d NAIL INTO DETAIL STUD Simpson Strong-Tie PLATES °0 "A" TO THE H7 EIGHT 8d NAIL ;o: ®INTO DETAIL "D" DETAIL "G1' LFTA DETAIL "J" E ETT STUD Simpson Strong-Tie H7 Simpson Strong-Tie REST®���� LFTA ROD SYSTEM LFTA ° BP IHAR LANE CUTCHOGUE, NEW YORK DRAWING TITLE: I I • � SIMPSON WINDLOAD LTP4 CHARTS & CALCULATIONS I ' DETAIL L LTP4 tr tt & LTP4 STRONG—TIE DETAILS SEI: ISSUED FOR: DATE: I DETAIL "C" Simpson Strong-Tie ALL SIMPSON HANGERS HAVE BEEN CERTIFIED BY AN ENGINEER TO HAVE A CAPACITY Floor-to-Floor Connections EQUAL TO OR GREATER THAN THE REQUIRED AMOUNT CALCULATED FOR EACH CASE. SHEATHING NOTES: ALL SHEATHING TO BE NAILED IN ACCORDANCE WITH THE NAILING SCHEDULE OF THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO SEAL: DATE: 4 LTP4 DETAIL "B" FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. JUNE 12, 2015 (1) SHEATHING TO BE NAILED TO ACQ SILL _ PROJECT NO: Simpson Strong-Tie (2) SHEATHING TO EQUALLY SPAN 1ST AND 2ND FLOOR BOX BEAM .-�0 NE�, '� 982-2015 (3) SHEATHING TO EQUALLY SPAN 2ND FLOOR AND ATTIC TOP PLATES /�a` �, U eF, y0� DRAWN BY: Floor-to-Floor Connections �� -- (4) SHEATHING TO BE NAILED TO TOP PLATE � `^z:. fio `r BDK m_ CHECKED BY: NO SUBSTITUTIONS UJ JJD W 2 _ : ' a ? SHEET NUMBER: All framing hardware shown on these plans, ��o �0 6 5 unless otherwise indicated, is Simpson Strong-Tie, o/-F 72 No substitutions are approved or authorized, to G2 Due to the relationships of framing hardware to the other components of the structure, any framing DOB NUMBER: OF hardware substitutions will render these plans null and void, and will result in the installer/contractor JAMES J DEERKOSKI PE assuming responsibility for the design and ©� D•A•K 00CMES,ac performance of the entire system, REFER TO GENERAL NOTES FOR ALL STRAPPING, NAILING, FASTENING AND TIE DOWN DETAILS C Sandy Loamy Fill Sandy Loamy Fill D-A-K ASSOCIATES, LLc (Compacted Every Two Coarses) (Compacted Every Two Coarses) 1180denINCIIII &COM,neI I design*engkxwtV a nor' — T L J� �- J� �� JTop Soil Top Soil 116 Man sw OM. (631)79-6071 WeftrTfon Beach,WIN YOeK I IM fcx (631)466-W PITCH Retaining Wall Cap Block Retaining Wall Cap Block Deakoft An&KM Assoclofft LLC E-Will. CM08madalm JWNLRSHIP & USE OF U I M!NTS: % Retaining Wall Block rode Thes (GradeI I.F.) e drawings and specifications including the Retaining Wall Block— 115' therein, are the property of D.A.K. ASSOCIATES, Retaining design and arrangements represented LLC. No part thereof shall be copied, disclosed i Retaning Wall to others or used in connection with any work or project other than for which they have been Stablizing Mesh prepared without written consent. 115 ...... Cement Block Cement Block PROVIDE WHITE BEACH PITCH CLJ 0i CX14 #5 Rebar 24 Long Retaining Wall T) D,k C 'f 11 C, STONE OVER SAND TO 115' >< I\Uuar 24' Long @ @ 48 oc. Alternating Stablizing Mesh BASE OF FOOTING Retaining Wall Stabliz'ng esh 48 oc. Alternating I'D White Beach Stone Retaining Wall � PITCH Coarse to Fine 'Sand Stablizing Mesh White Beach Stone Grade %T�&f kjK rf Stone Blend Stone Blend 4" PC. Slab PITCH Coarse to Fine Sand A RCA Base LOWER RCA Base EMENT .7A EAR' 44- Concrete Walls to be 9'-0" Tall STONE < << J � J� U AREA20`x10" Concrete footing PITCH 20"xl T Concrete -footing •WORK NOTES: PITCH (Min 3 0" Below Final Grade) M I n 3 -0 Below Final Grade) CD WINDOW WELL DETAIL RETAI INS WALL DETAI L ' . 0J SCALE: 1/2" V-011 SCALE: 1/2" V-011 >< PROVIDE WHITE BEACH (-) ��L��J� 81 01 1 STONE OVER SAND TO U BASE OF FOOTING F 7 e — — — — —— — — — — — — — — - PROVIDE RETAINING WALL 64" IN HEIGHT PITCH ON EAST END OF HOUSE. C ( J ))— —— — — — — — — — - L PROVIDE STEPS 3" DEEP AT `yJ J INTERVALS OF 18" ��, Ii= L PITCH n�^T 3" Steel Column on -7- 2 -0 x 2'-0"x 1 -011 VERIFY DIMENSION WITH Conc. Ftg- OWNER PRIOR TO J CONSTRUCTION Provide Masonry Opening For �t3 PITCH a CX15 Andersen Window I PiROJEC With Double 2x8 Buck Surround. ADDITIONS y (Window to be set @ 7 6" AFF.) PROVIDE WHITE BEACH 1 TO THE L STONE OVER SAND TO �- TTEMMETT T BASE OF FOOTING (C BASEMEN 'r �'T PITCH J) RESIDENCE ( Q i Concrete Walls to be T-O" Tall NO DAMP ' NO 'DAMP . D 4" PC. Slab PROOFING PROOFING PITCH ON EXPOSED -O N- EXP.OSED FOUNDATION FOUNDATION DRAWING TITLE: '�-TT TT �-TT �- TT `� CX 4 r 14 � �- �� � . �. � �T � ���TRETAINING WALL PLANS AS NOTED T� 3J :j Q J SEf: ISSUED FOR: DA-i E: PITCH RETAINING WALL ELEVATION L TOP OF BASEMENT SLAB SCALE: 1/2" = V-011 SEAL; DATE: JUNE 12, 2015 @ COPYRIGHT 2015 D.A.K ASSOCIATES, LLC. PROJECT NO: ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED NEk,yt 982-2015 R ETA I N I N G WALL P LAN NOTE: UNDER FEDERAL COPYRIGHT LAW. E 0 DRAWN BY: ALL ANCHOR BOLTS PLANS MAY NOT BE REPRODUCED WITHOUT BDK WRITTEN AUTHORIZATION, CHECKED BY: ARE TO HAVE YxY BASE FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE SCALE: 1/2" V-01f PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF JJD WASHERS. (SIMPSON) CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. D.A.K.-ASSOCIATES, LLC, SHEET NUMBER: THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE 07 NOTE: PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS. STANDARDS BLOCKED 48" oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. Acceptance of these drawings does not authorize the right to build without the authorization S1 BAYS PARALLEL TO EACH OTHER FROM of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building EACH END OR SIDE OF HOUSE NOTE: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)1Y4"x 9Y; LVL HEADERS Departments, DEC, FEMA, etc, Verify all conditions, codes, and requirements with such DOB NUMBER: 01- agencies prior to construction. JAMES J IDEERKOSKI, PE V D-A-K =M=we �' r• �a ail/� � i �� �, A A - - - 301 301 D eAe K ASSOCIATES roc residentld a commercial design.enpineerkp.cornutnnp 30' 30' 1 7'_51" 7'-51" 7'-51" 7'-51" 1 506MOin$treet 1' 7 7' 7' 7 1' 4 8 8 8 8 4 1 (631)767-6011 miv Handrail Post Westtt rnptonklicf4NewYd IIM fmC (6311466-M Line of Deck Above Line of Deck Above Line of Girder Below Line of Girder Below Line of Girder Below Handrail Post.v �, ��� —, (2) 2x10 ACQ Girder + (2) 2x10 ACQ Girder O ) 200 ACQ Girder + (2) 2x10 ACQ Girder Handrail Post DeeArodd Arrna,KeH,�soclaFes LLC East End �Des IN DeS(�pn AsDOdOtet.LLC _ J L _ _ J LJ L _ r r OWNERSHIP & USE OF DOCUMENTS: 12" Sona tube filed 12' Sona tube filled 12" 12" Simpson Hurricane Simpson Hurricane 11' 12' These drawings specifications including the with Concrete on with Concrete on ! 2" Tydowns on Rear Tydowns on Rear rim 9 p r00 Side of Girder 3 2' design and arrangements represented Side of Girder o ideas, 2'-0"x 2'-0"x 1'-0" 2'-0"x 2'-0"x 1'-0" � .� g g P Cone. Ftg. Cone. Ftg. I i -2 -2 -2 -22 '-2 -22 '-22 '-2 -2 -22 1 i '-22 '-22 '-2 -2 -22 '-2 '-2 '-22 '-z '-2 therein, are the property of D.A.K, ASSOCIATES, (Min. 3'-0" Below Final Grade) (Min. 3'-0' Below Final Grade) L.L.C. No part thereof shall be copied, disclosed to others or used in connection with any work 9 9 or project other than for which they have been I `g `g `g 8 8 8 Handrail Post prepared without written consent. g o Handrail Post 8 8 8 8 8 8 8 o o CZ o c� o v O O O O O O O00 ! Or d Q I �x,U 0 0 o M Verify Stairs N CV CV 00 erify Dimension With Owner 3 -6" Verify Dim nsion Verify with Owner 3'-6" NO ACO House 200 ACO House Sim son Hai ers FAO ACO House Sim son Han ers 2x10 ACO House Y Verif With Beam Beam Beam Beam 'J' Owner I I -] .N .I Z 11 11 11 J - iv 6' Slider 6' Slider co 6' Slider 6'Slider KITCHEN NOOK FAMILY ROOM KITCHEN NOOK FAMILY ROOM A A 6• 301 301 WORK NOTES: FOUNDATION PLAN- FLOOR FRAMING PLAN- SCALE: 1/4"= 1'-0" A ' 301 BEDROOM #1 30'-32' PROJECT: ADDITIONS TO THE 00 E M E 101 Verify with Owner Top of Deck is be RESIDENCE Flush with the Bottom of the Doorr 1 " �x 6" Trex 01 Decking or Equals i on Strong Drive Structural Wood Scre Rail System All Railings and Stairs B Trex or Equal Post Cap Verify with FAMILY ROOM or Approved Equal Owner are to be Installed as IHAR LANE ((2) at 16"oc.) Per NY State Code. Top Rail CUTCHOGUE NEVII YOR�C ttom Rail Baluster Verify Dimension Trex Decking 200 ACQ BlockingBo �ver ! ifs with er M 1x Azek Skirt Board 2x10 ACQ Blocking z10 ACQ Box Beam DRAWING TITLE: Notched 40 ACQ Post 3'-6' 1x10 ACQ House Beam 200 ACO Floor Joists @ 16'oc. —Simpson Strong Drive Verify With P 9 Owner I Simpson 2x10 Simpson Hurricane Structural Wood Screws Joist Hangers Tydowns on Rear or Approved Equal 6' Slider 6'Slider Flashinci Side of Girder Grade (2) 2x10 ACQ Girder (V.I.F.) 44 ACQ Post Simpson 40 Post Anchor Basement Simpson Hurricane DECK PLANS AS NOTED KITCHEN NOOK FAMILY ROOM Concrete Anchor System 12' Sona tube filed with Concrete on 2'-0"x 2'-O"x l'4 g. A (Min. 3'-OC t Below Final Grade) 301 ISSUED FOR: 20"x10"Concrete footing (Min 3'-0" Below Final Grade) DECK PLAN- CROSS SECTION A SCALE: 1/4"= 1'-0" SCALE: 1/2" _ 1 -0rr q Oil SEAL: DATE: JUNE 12, 2015 - _ PROJECT NO: NFH. y�, 982-2015 E£'/r��� DRAWN BY: BDK C COPYRIGHT 2015 D.A.K ASSOCIATES, LLC. CHECKED BY: ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED JJD NOTE: UNDER FEDERAL COPYRIGHT LAW. s ;; - ��� ,c? SHEET NUMBER: ALL ANCHOR BOLTS PLANS MAY NOT BE REPRODUCED WITHOUT \o ��- 072`'y`*�� ARE TO HAVE 3"x3" BASE FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE WRITTEN AUTHORIZATION. PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF --fir Al 01 WASHERS, (SIMPSON) CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. D.A.K. ASSOCIATES, LLC. THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE NOTE: PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. DOB NUMBER: of FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS. STANDARDS BLOCKED 48" oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. Acceptance of these drawings does not authorize the right to build without the authorization JIAMES J DEERKOSKI PE BAYS PARALLEL TO EACH OTHER FROM of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building It D•A•K ASSOC1AM u,c EACH END OR SIDE OF HOUSE NOTE: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)1 4"x 9%" LVL HEADERS Departments, DEC, FEMA, etc. Verify all conditions, codes, and requirements with such agencies prior to construction. oil - 2'-2" D e A®K ASSOCIATES 1� MkMn d &commercial design•erpfieed g•cormeng 2-4 0 56' 2'-2" A Main Street phone: (631)W-6071 -24" 7'-24' 11'-74" 16'-14" 16'-10" WBSthaRlptOnBeaCll,t�@WYOIIC 11978 fa)C (631)AIM-M Mal. Ca4fmMNA o n DeerkosK Amt s KeN Associates,LLC• East End Deslp,Associates,LLC OWNERSHIP & USE OF DOCUMENTS: These drawings and specifications including the ideas, design and arrangements represented therein, are the property of D.A.K. ASSOCIATES, LLC. No part thereof shall be copied, disclosed to others or used in connection with any work or project other than for which they have been prepared without written consent. SEE DETAIL ON — — P A G E A303 SEE PAGE A101 FOR BILCO "C" I I D FOR DECK PLANS A DOOR WITH 24" I I A302 To of Buttress T of Buttress A303 I I P Top \\ 0 TIONAL RETAINING WALL to be a Min. of 1'-O" to be a Min. of 1'-O" (VERIFY WITH OWNER PRIOR EXTENSION aI I Below Final Grade Below Final Grade TO CONSTRUCTION) 01 e co I 00 n� 00 �0 - - - - - �- - - - - — ( - - - - e - - - - - - - - - - 1L— - - - - - - - - - - — - - NO DAMP 32X 24 Gliding PROOFING 00 _FF `D Provide Stepped 7 r PROVIDE A 4'-0" X 8'-0 Footin " ID � ON EXPOSED as DOOR AT BASE OF BILCO STAIRS ( Necessary to Maintain "SEE DETAIL ON PAGE A304" I &FO NDATION Concrete Apron I I Footing at 36" Below I I 4" PC Slab SE PAGE S1 1 (See Detail Below) Pitch Slab I I I I Final Grade 1'-8' 4"PC. Slab 4" PC. Slab WORK NOTES: Provide Dropped Foundation 4" PC. Slab Co p gage ill WWM. ' BASEMENT /B BASEMENT BASEMENT for 9'-0"z 8'-0" on Compacted Fill �, I I� 6 I I I I Garage Door Concrete Walls to be 9'-0" Tall Concrete Walls to be 9'-D' Tall Concrete Walls to be 9'-0" Tall in 304 I I I I 304 6" 1 10'-4" 2'� �Y 3" Steel Column on 3" Steel Column o� 3' Steel Column on 3' Steel Column on I I- 2'-O"x 2'-o'x 1-0' 2'-o'x z-O"x 1'-0 2'-o"x 2'-O"x 1'-0' 2'-O"x 2'-G"x 1'-0" SEE RETAINING WALL 00— I Cone. Ftg. Cone. Ftg. X 1 8 N '� . •\. rU I I /-8 _ —8 Conc. Ftg—. Conc. Ft-g. r / 8 — DETAIL ON PAGE S 1C O o oO O OO OO o C C L —I_ — — ----- ---- — -- ------ �TO --------- — ----- ---- --- ------------- —I �- L_ � L _ J L _J L_ J � L_ _J T L_ fi I 3" Steel Column on �� I- - N Provide Dropped Foundation 2'-0"x 2'-O"x V-0" 2x6 Bea ouse Conc. Ft Provide Stepped I I I i Concrete Apron I I for 9'-0"x 8'-0" g UDROOM Stairwell Opening �, Footing as 3" Steel Column on 3' Steel Column on (See Detail Below) I I Garage Door 1'-8' I " " 1 I Necessary to Ma �m PORCH _ _ `v Footing at 36"8r'•w ;o I 2'-0 z 2'-0 x 1-0' I 2-0 x 2'-0 x 1'-0 1 I ( Final Grade 6" i Conc. Ft . Conc. Ft . NO DAMP Porch Beam 9 - L — Z- �- —J PROOFING 0 0 •I ( Provide Masonry Opening Far Pitch Slab �I �• �r 2/�. a CX14 Andersen Window WWM- L With Double 2x8 Buck Surround. A i i 4' PC. Slab on Compacted tedeFillz6 2 2z8 ACO Gird r_ /_ " _ �, i ( ) � 17 2 3 Steel Column on --� 10 11 � Window to be set ® 1'-1 2 AFF, i X ON EXPOSED PROJECT: " I FOUNDATION ADDITIONS 304 I I 1 � BASEMENT 2'-o"x 2'—O"x V-0" BASEMENT c4q- SEEPAGE S1 !y I i I I " Conc. Ftg. Cu BASEMENT I TO T H E �J I i� Concrete Walls to be 9-0 Tall Concrete Walls to be 9-0 Tall Concrete Walls to be 9-0 Tall 4" PC. Slab 4" PC. Slab I I N A EMMETT _(Min _ _ _ J N --�+' A301 ows 20"x10" Concrete footing 1 -8 RESIDENCE `D 3'-0" Below Final Grade) 6" �I � I 6 � c �I � " " 12" Sono tube filled a — — — — a — with Concrete on Sy Virgin Soil i I I 1 (Min. 3'-0' Below Final Grade) I 20"x10" Concrete footing � F ;o Top of Buttress :a IHAR LANE = I (Min 3'-0" Below Final Grade) � U� � I u� to be a Min. of 1'-0" 304 i �— SEE PORCH PLAN ILI Bdow Final Grade — — — CUTCHOGUE, NEW YORK Tap of Buttress — D to be a Min. of 1'-0" FOR DIMENSIONS A \ DRAWING TITLE: A302 Below Final Grade A303 \\ i I FOUNDATION 1 1 PLANS AS NOTED 1 I I ISSUED FOR: L: DATE: 15'-10' 16'-1' JUN E 12, 2015 24' 48' E�C.z �, PROJECT 982-2015 4 DRAWN BY: /r .T b q �,I A�� A BDK A301 © COPYRIGHT 2015 D.A.K ASSOCIATES, LLC. I` yti.�� w ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED tm t CHECKED BY: NOTE: �`p " 0 2 SHEET NUMBER: JJD UNDER FEDERAL COPYRIGHT LAW. ALL ANCHOR BOLTS PLANS MAY NOT BE REPRODUCED WITHOUT 07 �:� FOUNDATION PLAN ARE TO HAVE 3"x3" BASE FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE WRITTEN AUTHORIZATION. PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF Al 02 WASHERS. (SIMPSON) CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. D.A.K. ASSOCIATES, LLC. NOTE: SCALE: 1/4"= 1'-0" THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS• STANDARDS PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. Doe NUMBER: OF BLOCKED 48" oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. Acceptance of these drawings does not authorize the right to build without the authorization JAMES J DEERKOSKI PE ` BAYS PARALLEL TO EACH OTHER FROM of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building ® D•A-K ASSO(LAM ac EACH END OR SIDE OF HOUSE NOT: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)1 4"x 912" LVL HEADERS Departments, DEC, FEMA, etc. Verify all conditions, codes, and requirements with such agencies prior to construction. go// MA/Alff/l/nI On --- HE D 0 A•K ASSOCIATES >lc reddentid &commercial dedpn•enphreednp.consAnp M6 Main Street phone: (6311 767-6071 Westhampton Beach,New York I IM fox (631)466-W E4kil: CAnr18N@ooLcomm oeatodi Amt&Kehl Assoaarea.LLC• cast Eno Dew Assodates,LLC OWNERSHIP & USE OF DOCUMENTS: These drawings and specifications including the ideas, design and arrangements represented therein, are the property of D.A.K. ASSOCIATES, LLC. No part thereof shall be copied, disclosed to others or used in connection with any work or project other than for which they have been prepared without written consent. 4' 4' co Co iHill Provide 1Hr Fire Seperation On Walls and CeilingBetween `D Provide Stepped `O Provide Access Footingas � Garage and Mud Room as Necessary to Maintain I I 4" PC. Slob `D NYS. Code.as per Per NYS. Code Footing at 36"Below M U D ROO M I I I I Final Grade �I Ceiling to be ®9'-1Y" Pitch Slab 6' " r BASEMENT o - 45 Min. Fire-Rated 4"PC. SI b 4"PC. Slab w/10 gage 6x6 WWM. o I Provide Dropped Foundation Concrete Walls to be 9'-0" Tall x 2x8 Ceiling Joist Set 010'-Il)llj Above Foundation 16"oc. NO Door and Assembly I� on Compacted Fll I I ` 1,w/Self-Closiing Hinges WORK NOTES: for 9'-0"x 8'-0" o co 1 1 Garage Door B II C B i I I SEE DETAIL Al 0 3 I I AM 30 (9 Provide 1 Hr Fire Se eration304 C I On Walls and Ceiling Between Garage and Mud Room as AV — " Per NYS. Code 6r I o I see r, • I I I I 3" Steel Column on Provide Stepped F 2z6 AC0 House Beam-, Provide Dropped Foundation 2'-0"x 2'-0'x 1'-0° Footing as To be Flashed and for 9'-0"z 8'-0" Conc. Ftg. Necessary to Maintain Lag Bolted to House o 2x8 Celin Joist Set 010'-1%° bove Foundation ®16°oc. VIF Box Beam. ( Garage Door Footing at 36"Below co o 0 Find Grade I I ` o II II U G? Pile 9nb I � A II II J 1' N 1 4"PC. Slab w/10 gage 6x6 WWM. A A t nA I I on Compacted Fill 1,_g" 1'-8 `D (2)2x8 ACp Girder 3>rf — -- PROJECT: II II •00 6v v10 r ° vl ADDITIONS L (2) 2X8 HDR. (2) 2X8 HDR. — —- __ TO THE — 3859 3859 Verify Width of Stairs with E ETT 12"Sona tube Filled Owner Prior to Construction with Concrete Conc. RESIDENCE (Min, 3'-0"Below Final Grade) C AV A304 A 304 IHAR LANE CUTCHOGUE, NEW YORK DRAWING TITLE: 4' 4' be of Footing GARAGE PLANS AS NOTED 8° Foundabn 2x6 ACQ Sill 8"Foundation GARAGE FOUNDATION PLAN- - GARAGE FLOOR PLAN ISSUED FOR: SCALE: 1/4"= 1'-0" I SCALE: 1/4"= 1'-0" 2xE ACQ Sill Provide Stepped Lbe of Footing Footing as Necessary to Maintain SEA DATE: Footing at 36' Below JUNE 12, 2015 Final Grade �, ,,gip NE{� y� PROJECT N0: ` �. 0 C/1) 982-2015 S, DRAWN BY: BDK r Z CHECKED BY: DETAIL Al 03 fi, - .:. y JJD NOTE; SCALE: 1/2"= 1'-0" � � 72 �� SHEET NUMBER: ALL ANCHOR BOLTS SCALE: ARE TO HAVE Yd' BASE FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE © COPYRIGHT PLANS D.A.K ASSOCIATES, LLC. Al 03 PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED WASHERS. (SIMPSON) CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WND EDITION. UNDER FEDERAL COPYRIGHT LAW. PLANS MAY NOT BE REPRODUCED WITHOUT NOTE: WRITTEN AUTHORIZATION. DOB NUMBER: of FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS, STANDARDS Acceptance of these drawings does not authorize the right to build without the authorization ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF BLOCKED 48" oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building D.A.K. ASSOCIATES, LLC. JAMES J DEERKOSKI PE BAYS PARALLEL TO EACH OTHER FROM Departments, DEC, FEMA, etc. Verify oil conditions, codes, and requirements with such THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE © D•A"$ A90113 Iffi,Be EACH END OR SIDE OF HOUSE NOTE: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)1/"x 9/3 1 " LVL HEADERS agencies prior to construction. PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. '/X/40-5/1 Porch Beam D e A®K ASSOCIATES LLC 2 2x8 ACQ Girder �r residerMd &commercial design•engine v.consuinng I U O� s . 506 Moir Street phone: (631)767-6071 — _ — Westhampton Beach,New Yak 11918 hC (631)4M-W [Mai: CArrnBr36 cdcom — —— 4" beerkodd,Arm a Kerr Associaes. East End 4 t LLC• Design Afsocfotes,LLC 3'-7 Z' -1116� OWNERSHIP & USE OF DOCUMENTS: 3'-51�' These drawings and specifications including the ideas, design and arrangements represented 4 Post from therein, are the property of D.A.K. ASSOCIATES, A A House Beam 2x6 ACQ House Beam 2x6 ACQ House Beam D �F ting to Uppe L.L.C. No part thereof shall be copied, disclosed Girder L'ID to others or used in connection with any work D or project other than for which they have been Continuous ACQ 4z4 Postin�� -IC I prepared without written consent. from Footing to Upper L -_-- - Girder - 64" -8" -516' 6'-il, _6 616' 2' 11'-716' \ 16 I (2) 2z10 ACQ Girder (2) 200 ACID Girder (2) 2z10 ACQ Girder (2) 2x10 ACQ Girder (2) 2x10 ACQ irder o� � Provide 6x6 Post - - - - - Wrapped w/(2) Layers Continuous ACQ of 2x ACQ 4z4 Post 10 5/8- o 12"Sono Tube Filled with Conc. 12" Sona Tube Filled with Cone. from Footing to Upper -i Continuous ACQ 4x4 Post Continuous ACO 4x4 Post w/ 5 Rebar Stirrup Continuous ACQ 4x4 Post I vii� I Girder w/ #5 Rebar Stirrup 12' Sona Tube Filled with Cane. n00 from Footing to Upper from Footing to Upper from Footing to Upper Cu N ❑ r• I (I Girder Girder Girder I w/#5 Rebar Stirrup i � 2'-0"x 2'-0"x 1'-0" 2-0"x 2-0"x 1'-0" c�F Cone. Ftg. Min. 3'-0" Conc. Ftg. Min. 3'-0" I I 2'-O'x 2'-O"x V-0" Below Final Grade. Below Final Grade. I ~�° 1 II I Conc. Ftg. Min. 3'-0" Below Final Grade. N 0i -TUSCAN- rAp Continuous ACQ 40 Po �st \ / T- ram Fo G fdg to Upper I \\ /// I Continuous ACQ 4x4 Post 12 Sono Tube Filed with Conc. / from footing to Upper L 10 1/2' I{. o w #5 Rebar Stirrup Girder I~T 5/8' 1� B'Non-Top ® 2' 0"z 2'-0"z i'-0° 2) 2x1D ACQ Girder C nc. Ftg. Min. 3'-0" WORK NOTES: B law Final Grade. 5�. 5 • -T 2 i -TuscS. BASE- 13. 3 11. 13. 5 e°°• 54• -8' 10'-5 11 10 -6�' -6 3'-1116 5 -7$" 3'-11 " COLUMN- DECK FOUNDATION PLAN DETAIL SCALE: 1/4' 1'-0" SEE PAGE A301 FOR SECTION OF DECK AND GAZEBO Pach Beam II l i 2 2x8 ACQ Girder i X PROJECT: ADDITIONS TO THE -- AoI EMMETT 5'-2 ' 3'-111�" RESIDENCE S' !ISE I�—Line of Deck Edge •u� I (2)r I HAR LANE Galy Bolts r'r' Each Girder Line of Deck Edge -� L CUTCHOGUE, NEW YORK \ a DRAWING 1 Il LE:1} 2x10 ACQ rder Each Side of Post �; 2 � Galy Bolts 2 j� Galy Bolts Qva / \ sa (2) Galy Bolts ( ) ) (2)� Galy Bolts �p \ Each Girder Each Girder (1) 2x10 ACQ Girder Each Side of Post _ (1 _ e of Post _ (1) 2x10 ACQ Girder Each Side of Post - (1) 2x10 ACQ Girder Each Side of Post _ _ 4" °sr (1-) 2 x10 ACQ Girder Each Side of Past (1) 2z10 ACQ Girder Each Side of Post (1) 2x10 ACQ Gir of der Each Side Post (1) 2x10 ACQ Girder Each Side of Post a �\ �� Line of Deck Ed � NOTE: Dimensions are of 9e v the Outside Corners ofImo_ Line of Deck Edge I W �"T Octa on Girder. Mir W I Line of Deck Edge �;� FRONT PORCH 0 PLANS AS NOTED (2)r Galy Bolts I L NOTE: Dimensions are of (2} Galy Baits C, c, Each Girder I o the Outside Corners of • o I Each Girder x Octagon Girder. `gyp x VJ 4" v /Qo� \ /a¢ S21D ISSUED FOR: zO�s\ 1) 2x1D ACQ irder Each Side of Pas /G vat °sr' \1 Line of Deck Edge (2) " Galy Baits Ln 52" E ch Girder 5 ' -EAL: DATE: JUNE 12 2015 11 13 5. 13 _ PROJECT NO: 54' -8" 10'-516 11 10 -616' -6 ' 3'-11 " 5'-7� 3'-11 " - '(P NF_!4 y 982-2015 '. E£r, �/� DRAWN BY: PLAND.A.K s BDK DECK GIRDER A301 © COPYRIGHT 2015 ASSOCIATES, LLC. ;. -.+�f CHECKED BY: �" .. W �� / ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED JJD SCALE: 1/4"= 1'-0" UNDER FEDERAL COPYRIGHT LAW. �" -_ NOTE: PLANS MAY NOT BE REPRODUCED WITHOUT yy ' ' SHEEI NUMBER: ALL ANCHOR BOLTS ARE TO HAVE 3 x3 BASE FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE WRITTEN AUTHORIZATION.LL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF AlA 04�' vs PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME SEE PAGE A 3 01 F 0 R SECTION D.A.K. ASSOCIATES, LLC. WASHERS. (SIMPSON) CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE NOTE: OF DECK AND GAZEBO PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. DOB NUMBER: Or- FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS. STANDARDS BLOCKED 48 oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. Acceptance of these drawings does not authorize the right to build without the authorization JAMES J DEERKOSKI PE of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building BAYS PARALLEL TO EACH OTHER FROM ®, D•A•K ASSO(IA'1ffi,nc EACH END PARALLEL SIDE OF HOUSE 3 I Departments, DEC, FEMA, etc. Verify all conditions, codes, and requirements with such NOTE: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)1/"x 9/" LVL HEADERS agencies prior to construction. B Ell' /i Porch Beam D°A°K ASSOCIATES ILC 2 2x8 ACQ Girder residential &cornnwclal design o engineerhnp"cornulllnp I I I I - -- - —— 506 Main Street phone: 16311767-6071 Westhampton BeachNewYork 11978 tmc (631)4M-M — — — 'An E-Mai: CAm 88@cdcom Z I ZII i - (IF — — — A301 DmkW Arm a KeM Aasociotea.LLC• Eoet End Design Associeft.LLC 13 l 1. —78" 3'-1116" OWNERSHIP & USE OF DOCUMEN 4 These drawings and specifications including the ideas, design and arrangements represented therein, are the property of D.A.K. ASSOCIATES, Provide 1Y" Nosing LLC. No part thereof shall be copied, disclosed I x x 9 9 to others or used in connection with any work D or project other than for which they have been I ® Provide iY" Nosing .�� prepared without written consent. N n y LO C7 An /! $ r` Provide 1Y," Nosing I o a o o a Q�' < I � N N N N N — `�• ~ Provide 1Y"Nosing _ _ _ _ _ s ——--------------- --------- ————————— un Provide Blocking f Provide Blocking Provide Blocking Provide Blocking on All Sides of Provide 1�" Nosing on All Sides of on All Sides of Provide Nosing on All Sides of I� II Post. Post, Post. Post. �� X6 ACQ Floor Joists @ 16"oc. 2X6 ACO Floor Joists @ 16'oc. i �•� s y Ob/pXs �I in �i�Provide 1X" Nosing I� I 0 Provide tY4" Nosing \\ 0 Nf / Provide 1Y," Nosing —ICU WORK NOTES: 5 52' I 54" 8'-8" 10'-516" 8'-11' 10'-616' '-6i6' 3'-1116" 5'-78" 3'-1116" DECK FLOOR FRAMING PLAN F01 _ -, A301 SCALE: 1/4"=1'-0" SEE PAGE A30 FOR SECTION OF PLXAND GAZEBO A . A301 5" 3'-11 5'-7 5�' —T 5�. PROJECT: ADDITIONS ,I I � TO THE II II L-------------�\ EMMETT RESIDENCE - -----, li --------------°--------- \i IHAR LANE Provide Blocking CUTCHOGUE, NEW YORK LOW on All Sides of I Provide x Post I� Post. �I Wrapped w 2 Layers �i III of 2x ACQ I DRAWING TITLE: it li ill N �i ill \� / 2x8 ACQ Box Beam �\ /r' — coFRONT PORCH 1x8 Azek GAZEBO 1 _in Provide Blocking �" tn PLANS AS NOTED 52" 2" 5 5z" on All Sides of 2 Post. J L 5'-2 3'-11 " 5'-7 13 8' 3'-11 5'-216" 3'-1116" 5'-7$" 3'-11 " 1 DECKING PLAN- ISSUED FOR: OCTAGON FLOOR FRAMING OCTAGON FLOOR FRAMING SCALE:1/4'=1'-0" PLAN W / O GIRDERPLAN W / GIRDER . "_ ,-0. . SCALE. 1/4 1 A SIE DATE. SCALE: 1/4'=1'-0" A301 __._, JUNE 12, 2015 F NE B•y` PROJECT N0: SEE PAGE A301 FOR SECTION SEE PAGE A301 FOR SECTION D[LF,�°�ir DRAWN BY82-2015 © COPYRIGHT 2015 D.A.K ASSOCIATES, ' ' ' S. BDK OF DECK AND GAZEBO OF DECK ADD GAZEBO LLC. ,�; . � '.„ � CHECKED BY: ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED JJD NOTE: UNDER FEDERAL COPYRIGHT LAW, sF. o`� ,� ALL ANCHOR BOLTS PLANS MAY NOT BE REPRODUCED WITHOUT � �- �� � SHEET NUMBER: FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE WRITTEN AUTHORIZATION. ARE TO HAVE Yd' BASE Al 05 PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF D.A.K. ASSOCIATES, LLC. WASHERS. (SIMPSON) CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE NOTE: PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. DOB NUMBER: of FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS. STANDARDS BLOCKED 48" oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. Acceptance of these drawings does not authorize the right to build without the authorization JIAMES J DEERKOSKI PE BAYS PARALLEL TO EACH OTHER FROM of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building ® D•A•L ASSOMM uc EACH END OR SIDE OF HOUSE 3 ° t Departments, DEC, FEMA, etc. Verify all conditions, codes, and requirements with such NOTE: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)1/x 9/" LVL HEADERS agencies prior to construction. �/�,// .ij .�% / •� /.,%��'�� ®';, � r i� it �'�. I ,r 0 I Porch Beam D-A•K ASSOCIATES 2 2x8 ACQ Girder = residential &com.,a ICkWgn"wVk*&" consulnnp I I - - - — — — (631)767-6011 A W% impton8eockNewYork 11918 f : th — — n A301 EMai: CkmMB ,corn 5, 13, Deerko K Ann&Kehl Assoolates.LLC• East End Design Asaociotes,LLC 5 -78 3 -1116 . , OWNERSHIP & USE OF UOCUMENIS: These drawings and specifications including the ideas, design and arrangements represented therein, are the property of D.A.K. ASSOCIATES, rnl� LLC. No part thereof shall be copied, disclosed o o 9 �� L — — — — :o to others or used in connection with any work �`r `� �� —'KU or project other than for which they have been _ \ u1 Z prepared without written consent. \ I N fA N N .� \ U / \\ N N N N N N •C// \ ry I ULL \1 M --I I-7 5/e• ICUI ' \ to 5/8• o rnlOJ O� III II II in 6 1/4'-� n � N —NSCAC.p N \ i M L \ = i B'Non—Tapered — —— — — -� Ln WORK NOTES: 52` 52, —T n -TUSCAN BASE- 6 9 611 10'-513 -11' 10'-6 3• '-611' 4,-71' '-75" 3' � - � 1�� �G 16 4 8 16 COLUMN- PORCH CEILING FRAMING PLAN- A301 DETAIL SCALE:1/4"=1'-0" SEE PAGE A301 FOR SECTION OF DECK AND GAZEBO Porch Beam I I I I 2 2x8 ACQ Girder PROJECT: ADDITIONS - - - A TO THE — — — — A301 E II I ETT 5'-78' 3'-1116' \ - RESIDENCE I I 14. 4 4° 4, 14 CUTCHOGUE, NEW YORK 1, ICD Hurricane Strapping Y" Gaiv Bolts N2x6 CeilinaJoists —1x6 Fascia ht Match Fascia Height) I \` MhD ( 9 ) � � � DRAWING TITLE: Hip Return Girder Simpson Joist I I 11' Vented Soffit I �\ Hanger I (2)1Y4"x 9�2-LVL Girders I 2x6 ACQ House I I I Beam I I Continuous ACQ 4x4 Past from Footing to Upper _`,K",J - -- -- -- -- -- --- -- --- -- -- -- -- -- -- --- -- --- -- -- -- - -- -- --- -- --- - I I Girder u-) - -- --- -- --- - I I I I I I 00 2z8 ACQ House j HB&G Permacast 8" Columns I I FRONT POCH CEILING Beam I I Non-Topered or Equal i I in Simpson Joist I I AND ROOF PLANS Hanger I I Trex Decking Hurricane Tydown I AS NOTED I (2) 2x10 ACQ Girder I I I I I I 2 Galv Bolts / 44 ACQ Post Continuous to Top of Girder 2X6 ACQ Floor Joists 0 16"oc. Simpson 44 Post Anchor ` I� �12 Sono Tube Filled with Conc, / w/#5 Reber Stirrup ISSUED FOR: 2'-0"z 2'-0"z 1'-0° � Conc. Ftg. Min. S-0" Below Final Grade. 5 , ---- __I ---- 52, rn 2 6 ' 611" 10'-513' 10'-63' -611 3'-111 5'-75" 3'-111 SEAL: DATE 16 JUNE 2, 2015 4 2 � 16� 8 16� PROJECT N.1 5 ' 982-2015 -- PORCH ROOF FRAMING PLAN \� F NEt1 yam., DRAWN BY: A301 /� �C, �F�'�°�� BDK SCALE: 1/4"=1'-0" © COPYRIGHT 2015 D.A.K ASSOCIATES, LLC. CHECKED BY: ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED �. NOTE . �,a. rr JJD SEE PAGE A 3 01 F 0 R SECTION UNDER FEDERAL COPYRIGHT LAW. � •'� _ '�_�, �'°; � ALL ANCHOR BOLTS trn� �,�vt SHEEr NUMBER: PLANS MAY NOT BE REPRODUCED WITHOUT � �� FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE WRITTEN AUTHORIZATION, \\o� 7L n„ ARE TO HAVE USE BASE OF DECK AND GAZEBO s� - Al 06 PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF �p�E����, WASHERS. (SIMPSON) CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. D.A.K. ASSOCIATES, LLC. THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE NOTE: PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. DOB NUMBER: of FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS. STANDARDS Acceptance of these drawings does not authorize the right to build without the authorization BLOCKED 48" oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. p g g JAMES J DEERKOSKI PE BAYS PARALLEL ' EL TO EACH OTHER FROM of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building © D•A•K ASSOQA'IES,nc EACH END LL SIDE OF HOUSE 3 1 Departments, DEC, FEMA, etc. Verify all conditions, codes, and requirements with such NOTE: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)1/°x 9/„ LVL HEADERS agencies prior to construction. VERIFY L A N OF MUD _ ROOM DOOR D e A.K ASSOCIATES resiaennal a,commerdol dewan•ewhee v•cornwarm 506 Main Sheet phone: 16311767-6071 Westhamptoni8each,trewYark 11918 tmc �631�466-3354 E ki: CAm Effie d mm Dowkw d,Arm e,Ken Associates,LLC•fmwly cast End De*p Anodaies,LLC 1. OWNERSHIP & USE OF DOCUMENTS: TE These drawings and specifications including the ideas, design and arrangements represented VERIFY LOCATION OF SECOND therein, are the property D.A.K. ASSOCIATES, LLC. No part thereof shall be copied, disclosed to others or used in connection with any work FLOOR WINDOWS or project other than for which they have been prepared without written consent. I Jill Illylil 11111111 1111111111111111 11 1111 no 0 1 I 1 11 11 hill I 111 11 Y11111 Ili 11 1111111 11111 Yllill I I I I I I I IFF11 191 0 WORK NOTES: 01 14'-1" 4' 2 4' SOUTHERN ELEVATION- SCALE: 1140 1'.�• VERIFY LOCATION OF FIRST FLOOR WINDOWS To Allow for the Door to Completely Open _92. 2"�3'-42" PROJECT: ADDITIONS TO THE EiETT DINING ROOM FOYER LIVING ROOM RESIDENCE Window Window Relocated n IHAR LANE 3859 3859 CUTCHOGUE, NEVI/ YORK J` DRAWING TITLE: 4 4' 8' FIRST FLOOR WINDOW LAYOUT SCALE:1/4•= 1'I FRONT ELEVATION WITH WINDOW PLANS AS NOTED ISSUED FOR: BEDROOM#3 SITTING BEDROOM#2 1, 2" 41 4 , 12'-2" 3'� 5'-7" 3'-22" 11'-112' Change from Change from W/I Closet W/I Closet AL: DATE: to Std. Closet. to Std. Closet. Window _ JUNE 12, 2015 Relocated ,• �\�pF NF_( , PROJECT NO: �. 1. DEED, O 982-2015 3859 3859 3859-2 3859 3859 DRAWN BY:. BDK 40 4'—�+' �4' © COPYRIGHT 2015 D.A.K ASSOCIATES, LLC. CHECKED BY: 10 12'-3" 12'-3' ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED `N JJD NOTE: 4' 4' D UNDER FEDERAL COPYRIGHT LAW. `moo °. ��� � , � SHEET NUMBER: ALL ANCHOR BOLTS 48' PLANS MAY NOT BE REPRODUCED WITHOUT ARE TO HAVE SV BASE FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE WRITTEN AUTHORIZATION. ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF A201 PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME WASHERS. SIMPSON CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. SECOND FLOOR WINDOW LAYOUT D.A.K. ASSOCIATES, LLC. ( ) THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE NOTE: SCALE:1/4•= VI PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. DOB NUMBER: of FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS, STANDARDS BLOCKED 48" oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. Acceptance of these drawings does not authorize the right to build without the authorization JAMES J DEERKOSKI, PE BAYS PARALLEL TO EACH OTHER FROM of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building ® D"A"K ASSOCIATES, uc EACH END OR SIDE OF HOUSE 3 , I » Departments, DEC, FEMA, etc. Verify all conditions, codes, and requirements with such NOTE: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)1/x 9/ LVL HEADERS agencies prior to construction. REFER TO GENERAL NOTES FOR ALL STRAPPING, NAILING, FASTENING AND TIE DOWN DETAILS /%%�' AS�i r D m A.K ASSOCIATES uc Match Existing Roof Shingles M*Wft &corn'°' Idesign-eginee&V*cm ng 30 LB Felt (provide ice and watershield at all valleys, 506 Main Street phone: (631)1b7-6011Westhampton B)ach,NewYork ttM faX 1631)4M_W hips, starter and ridge locations) E-Mal: CAM68MAwn DwkwK Am& �LLC %" CDX Plywood Roof Sheathing OWNERSHIP & USE DOCUMENTs � Ridge Vent Ridge Vent These drawings and specifications including the ideas, design and arrangements represented therein, are the property of D.A.K. ASSOCIATES, 2x8 Ridge 2x8 Ridge LLC. No part thereof shall be copied, disclosed to others or used in connection with any work or project other than for which they have been prepared without written consent. 2x6 Rafters @ 16"oc. — 2x6 Rafters @ 16"oc. 2x6 Flyrafters Rafters (Ripped to 45/8") 2x6 Flyrafters Rafters (Ripped to 4%") 2x� Flyrafters Rafter Supports 1 x6 Rake Board 1 x6 Rake Board 2x8 Rafters Nailer Factory Flush Hdr. 1x6 Fascia %" CDX Sheathing x6 Fascia 2x4 Gable Studs @ 16"oc. 2x8 Rafter Nailer 2x6 Gable Studs Plate Match Existing Roof Shingles Flush Hdr. Required Over Windows 30 LB Felt Flush Hdr. Required Over Windows (provide ice and watershield at all valleys, v� �24 '11PI WORK NOTES: hips, starter and ridge locations) MODULAR MODULAR %" CDX Plywood Roof Sheathing 2x10 Rafters @ 16"oc. UNITS UNITS x10 > ABOVE ABOVE 26 Rafters @ 16"oc. 2x12 Hips 2x6 Ceiling Joists Match Existing Roof Shingles % Galv Bolts" 30 LBO Felt (provide Ice and watershield at all valleys, Fan & Light hips, starter and ridge locations) Switched Outlet %" CDX Plywood Roof Sheathing /"x 6" Azek T&G 2x10 Plate Blocking______ I I Hurricane Strapping —r ------------------------ - - L - I /2 Gaiv Bolts x6 Ceilin Joist -------------------- _� ____________ _ L_J ___ 1 x6 Fascia (Match Fascia Height) False Girder ------------------------- - ------------ -- - Simpson Joist I , , I I 1 x8 Azek I I 11 Vented Soffit MODULAR MODULAR Hanger 1 1 I I 1 1 1x10 Azek II IT UNITS 2xouse ' (2)1 4 x 9% LUL Girders UNITS 6 ACQ H I I I I I I I I I I I I I ABOVE ABOVE Beam 1 1 1 1 1 1 1 1 Continuous ACQ 44 Post I I I I I I I I f'RUJLCI Provide Recessed ; ; ; ; ; ; ; ; from Footing to Upper ADDITIONS Lights in Ceiling of ; ; '�!° ; ; ; ; ; ; Girder TO THE Front Por-1h Simpson 6x6 Post Anchor I HB&G Permacast 8 Columns EMMETT 2x8 ACQ House Provide 6x6 Post Beam ; ; I I Wrapped w/(2) Layers Non-Tapered or Equal RESIDENCE Simpson Joist I I of 2x ACQ I I Trex Decking 1 1 Hanger 1 1 1 1 I I 1 1 rex Decking ' ' ' ' I I I I IHAR LANE Hurricane Tydown CUTCHOGUE, NEW YORK Y2 Galy Bolts I I I I I I I "I I I DRAWING 11I LE: i I 44 ACQ Post Continuous to Top of Girder 2X6 ACQ Floor Joists @ 16"oc. ; ; III I I I I ; , Simpson 44 Post Anchor SECTION II II 12" Sona Tube Filled with Conc. AS NOTED w/ #5 Rebar Stirrup SET: ISSUED FOR: DATE: 2'-O'x 2'-0"x 1'-0" BASEMENT SEE PAGE A303 Conc. Ftg. Min, 3'-0E_ " Below Final Grade. EA DATE: TYPICAL FOUNDATION SECTION "All 0E—E ... PRJUNE OJECT , 2015 SCALE:1/2'=V-0" © COPYRIGHT 2015 D.A.K ASSOCIATES, LLC. g82-2015 A301 ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED ?: * DRAWN BY: UNDER FEDERAL COPYRIGHT LAW. — •:-.'.s, p� PLANS MAY NOT BE REPRODUCED WITHOUT w BDK WRITTEN AUTHORIZATION. ~f :s CHECKED BY: NOTE: ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF ��.� JJD ALL ANCHOR BOLTS D.A.K. ASSOCIATES, LLC. \ fJ.' 072 tc��` SHEET NUMBER: ARE TO HAVE 3"x3" BASE FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE \oF_ PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. A301 WASHERS, (SIMPSON) CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. Acceptance of these drawings does not authorize the right to build without the authorization NOTE: of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS. STANDARDS Departments, DEC, FEMA, etc. Verify all conditions, codes, and requirements with such DOB NUMBER: of BLOCKED 48" oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. 20"xia"concrete rooting agencies prior to construction. BAYS PARALLEL TO EACH OTHER FROM (thin S-0'Below Final Grade) JAMES J DEERKOSKI PE • EACH END OR SIDE OF HOUSE NOTE: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)1%"x 9%" LVL HEADERS © D•A•g ASSOQATES,ac REFER TO GENERAL NOTES FOR ALL STRAPPING, NAILING, FASTENING AND TIE DOWN DETAILS /2/ --- a"i D eA.K ASSOCIATES iac residenM a comrnerotal design•enatnee".coraftV 506 Mon Sheet phone: 16311 767-6071 Westhampton Beach,NewYA 119711 kx 169114M-M Mall: CAnn6rW@c d cam Deerkostd.Arm a ftH Associates,LLC•Wi oily East Eod Des M Associates.LLC OWNERSHIP & USE OF DOCUMENTS: These drawings and specifications including the ideas, design and arrangements represented therein, are the property of D.A.K. ASSOCIATES, LLC. No part thereof shall be copied, disclosed to others or used in connection with any work or project other than for which they have been prepared without written consent. #5 Rebor • 0 0 #5 Rebor -,— 0 0 Conc. Header Detail SCALE: 1 " = 1 '-0" WORK NOTES: #5 Rebar (2) 2x6 ACQ Sit Termite Shield Grade Grade Grade (V.I.F.) x 18" Anchor Bolts V.I.F. (V.I.F.) Installed'as Per NYS. Code Horizontal 15 Rebor Continuous (2) 2x8 ACQ Buck %*x 8" Spikes 4"PC. Slab w/10 gage 6x6 WWM. on Compacted Fill Poured Concrete Foundation �r -10J CX14 Damp Proofing �2' Vertical 15 Rebor 40"oc. Grade (V.I.F.) Grade Line of Dropped Foundation Horizontal 15 Rebor Continuous PROJECT: ADDITIONS • 2° Keyway 2 Keyway TO THE :.� C3 CD E Ift.n.fi.n.E T T d RESIDENCE 20"x10" Concrete footing L1, 8•�. 20"x10" Concrete footing (3) 15 Rebor L•W. _ Min 3-0 Below Final Grade and 20"x10 Concrete footing (Min 3' 0"Below Final Grade) ( ' ' ) #5 Rebor S.W. (Min 3'-0" Below Final Grade) 24"oc. I HAR LANE CUTCHOGUE, NEW YORK WINDOW SECTION "A" "C" CROSS SECTION "D"GROSS SECTION DRAWING TITLE: SCALE: 1/2" = 1 '-0" SCALE: 1/2" = 1'-0" SCALE: 1/2" = 1 '-0" DETAILS A30 A30 NOTED A30 AS SET: ISSUED FOR: DATE: `.SEAL: DATE: 0lr NEUi JUNE 12, 2015 DE ,, �.� PROJECT N0: © COPYRIGHT 2015 D.A.K ASSOCIATES, LLC. �� ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED * . ` ° - ? ` '� 982-2015 �t,•a UNDER FEDERAL COPYRIGHT LAW. .,yr .�- w DRAWN BY: PLANS MAY NOT BE REPRODUCED WITHOUT t�` - '.� BDK WRITTEN AUTHORIZATION. `�^ ; ," ,,e`� CHECKED BY: NOTE: ALL ANCHOR BOLTS ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF \{� �'' � ;,� JJD D.A.K. ASSOCIATES, LLC. �- SHEET NUMBER: ARE TO HAVE 3"x3" BASE FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME PLANS IS LICENSED EXCLUSIVELY TO THE BUYER. A302 WASHERS. (SIMPSON) CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION, Acceptance of these drawings does not authorize the right to build without the authorization NOTE: of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS. STANDARDS Departments, DEC, FEMA, etc. Verify all conditions, codes, and requirements with such DOB NUMBER: of BLOCKED 48" oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS, agencies prior to construction. JAMES J DEERKOSKI PE BAYS PARALLEL TO EACH OTHER FROM EACH END OR SIDE OF HOUSE NOTE: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)13/4"x 9%" LVL HEADERS ® D•A-K ASSOCIATES,u,a REFER TO GENERAL NOTES FOR ALL STRAPPING, NAILING, FASTENING AND TIE DOWN DETAILS ; ''"%%C% : ' BASEMENT DEER CC,� �� ' �I% l%. CLASSIC SERIES STEEL SIDED - - - 'C o —_ SIZE "A" 13 „C„ „D„ "E" "E" D°A-K ASSOCIATES u (WIDTH) (LENGTH) (HEIGHT) (E,❑, W) (E,❑, L) (C'O,) "aSklerd &coin"'° 'CkWanaeri°'"°°"*c°nm,"'"° B 51" 64" 22" 4 4" 60" 41" 906i Main Street phone: (631)161-6011 C 55" 7 2" 19 1/2" 48" 67 45" WesthamptonBeacKNeWYark IIM talc (6311466-3354 " E-Mai: CAm188 @cdcorn ❑ 4 7" 5 8" 3 0" 4 0" 5 8" 3 7" Deenlofa,Ann s KeN Afsockft&LLC• �t End oeflpn Anock4a,LLC t OWNERSHIP & USE OF DOCUMENTS: SL 51" 43 1/4" 52" 44" 60 41" These drawings and specifications including the ideas, design and arrangements represented therein, are the property of D.A.K. ASSOCIATES, LLC. No part thereof shall be copied, disclosed to others or used in connection with any work or project other than for which they have been prepared without written consent. MODULAR MODULAR SIDE — RIGHT BEAD DOUR UNITS UNITS HEADER SLIDE BOLT DIM " D "ABOVE ABOVE LIP DOOR L❑EKING MECHANISMGAS SPRING FRAME OPENING 0 LIFT ASSITANCE WIDTH HANDLE SIDE — LEFT SILL DIM " C " FRAME ❑ PCNINH LE N G T H WORK NOTES: MODULAR MODULAR UNITS UNITS DIM " C " ABOVE ABOVE " HCIHHT DIM „ C „ J -DIM „ A DIM „ B „ CLEAR ❑ PENING WIDTH LCNETH Azek over Blco Flange Modular Floor Joist System Modular Floor Joist System CC, Bilco Door Set in Caulking C (2) 2x6 ACQ Sill (6) 2X12 Girder (2) 2x6 ACQ Sill Azek over ACQ Sill C Thru Bolt Girder 2x6 ACQ Sill Termite Shield — VI F. Termite Shield Provide 10"x 10"x� 02'-0"oc. Termite Shield /Sill Seal Grade Steel Plate with (2)Y"Galy. Bolts Grade s Welded to top of with Washers ®2'-0" oc. x 18' Anchor Bolts (V.I.F.) a x 18" Anchor Bolts PROJECT: (U.I.F.) x 18" Anchor Bolts Y;Column to Support Installed as Per NYS. Code -- —� Installed as Per NYS. Code Installed as Per NYS. Cade �i� Semi—Flush Beam r+N �— ADDITIONS #5 Rebar Continuous #5 Rebor Continuous Horizontal 15 Rebar Continuous Z TO THE ci Vertical 15 Rebor 40"oc. N W E ETT 2X12 ACQ Treads #5 Rebar BASEMENT BASEMENT #5 Rebar — ---- Poured Concrete Foundation • RESIDENCE �I®�N — — Provide ACQ 2A :2 m TYPICAL BUTTRESS Under Center of Each W TYPICAL BUTTRESS #5 Rebar #5 Rebar DETAIL °o Tread to Meet NYS Damp Proofing Code 0 DETAIL iv N Notch around /� C Vertical #5 Rebar 40'oc. Stringer to /� IHAR LANE , Provide for / 10" x 10' xY" _ _ ___= Deeper Tread / CUTCHOGUE NEW YORK 5 Rebar Steel plate Welded #5 Rebar Goly. Drain Cover # to base of Column iv " 5 Rebar #5 Rebor N Horizontal #5 Rebor Continuous �� DRAWING TITLE: # 4' PC. Slab 4" PC. Slab " SECTIONS #5 Rebar Continuous #5 Rebar Continuous — -- ---- '2 Keyway H PITCH AND �►� DETAILS CD o CD CDC ° — AS l -- �— NOTED (3) #5 Rebar L.W. 5 Rebar 4 5 Rebar E.W. #5 Rebar SET: ISSUED FOR: DALE: and # ( ) � 3" Steel Column on 2'-0"x 2'-0"x l'-0" 3 5 Rebar L.W. (3) #5 Rebar L.W. 20"x10" Concrete footing #5 Rebor S.W. @ (3) #5 Rebar L.W. ( ) # 1�_g"CrB� 9 24•oc I- and Conc.Ftg. and and (Min S-0" Below Final Grade) #5 Rebar S.W. 0 #5 Rebar S.W.0 15 Rebar S.W. 24"oc. 24"oc, 24"oc. 8"z 24" Clay Flue 20"x10" Concrete footing 20"x10' Concrete footing 20%10" Concrete footing (Min 3'-0' Below Final Grade) (Min 3'-0" Below Final Grade) (Min 3'-0' Below Final Grade) it " SE�4�L DATE: A ` JUNE 12, 2015BILCO DETAIL OF NE1, N., PROJECT NO:YPI AL FOUNDATION SECTION SCALE:1/7=1'-0" SCALE: 1/2"= 1'-0" / �`?�� ©Et") � 982-2015 A303 DRAWN BY: , © COPYRIGHT 2015 D.A.K ASSOCIATES, LLC. BDK ALL FLOOR PLANS AND ELEVATIONS ARE PROTECTED ty r*; .' ? CHECKED BY: NOTE: UNDER FEDERAL COPYRIGHT LAW. , ` ' �' ALL ANCHOR BOLTS PLANS MAY NOT BE REPRODUCED WITHOUT Cater 07 '* � JJD SHEET NUMBER: ARE TO HAVE 3"x3° BASE FIRE BLOCKING IS TO BE INSTALLED TO MEET OR EXCEED ALL REQUIREMENTS OF THE BUILDING CODE WRITTEN AUTHORIZATION. PLATES TO BE USED AS OF NEW YORK STATE, AND THE AMERICAN FOREST & PAPER ASSOCIATION (AF & PA) WOOD FRAME ALL PLANS AND DESIGNS ARE THE SOLE PROPERTY OF SIMPSON --- WASHERS. CONSTRUCTION MANUAL (WFCM) FOR ONE AND TWO FAMILY DWELLINGS, 2001 SBC HIGH WIND EDITION. D.A.K. ASSOCIATES, LLC. A303 ( ) THE RIGHT TO BUILD ONLY ONE STRUCTURE FROM THESE NOTE: PLANS IS LICENSED EXCLUSIVELY TO THE BUYER, FLOOR JOISTS ARE TO BE SOLID NOTE: ALL ROOMS MEET OR EXCEED THE NYS. STANDARDS DOB NUMBER: of BLOCKED 48" oc. FOR FIRST TWO FRAME FOR THE NATURAL LIGHT AND VENTILATION REQUIREMENTS. Acceptance of these drawings does not authorize the right to build without the authorization . BAYS PARALLEL TO EACH OTHER FROM of local governing agencies, such as Suffolk County Dept. of Health Services, Town Building JA�vIES J DEERKOSKI PE EACH END OR SIDE OF HOUSE NOTE: UNLESS OTHERWISE NOTED ALL HEADERS ARE TO BE (2)13/"X 9%" LVL HEADERS Departments, DEC, FEMA, etc, Verify all conditions, codes, and requirements with such © ID•A-K ASSOCIATES,uc agencies prior to construction.