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HomeMy WebLinkAbout41618-Z �4�s11FFQl,fc©Gy Town of Southold 11/30/2017 g it P.O.Box 1179 o - co 53095 Main Rd 0i4,, �o�� Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 39366 Date: 11/30/2017 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 275 Village Ln, Mattituck SCTM#: 473889 Sec/Block/Lot: 114.-6-5 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 4/24/2017 pursuant to which Building Permit No. 41618 dated 5/10/2017 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: one family dwelling with covered front porch, rear deck and attached two car garage as applied for. The certificate is issued to Nunemaker,Justin&Nunemaker,Eric of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL RO-16-0024 11/28/2017 ELECTRICAL CERTIFICATE NO. 4161810/3/2017 PLUMBERS CERTIFICATION DATED 10/21/2017 ke B gdin th ignature o�c,OFFOLIrTOWN OF SOUTHOLD 1.19ay BUILDING DEPARTMENT TOWN CLERK'S OFFICE oy • Nt 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#: 41618 Date: 5/10/2017 Permission is hereby granted to: Nunemaker, Justin & Eric 4330 Westphalia Rd Mattituck, NY 11952 To: construct a new single family dwelling as applied for per SCHD approval. At premises located at: 275 Village Ln, Mattituck SCTM # 473889 Sec/Block/Lot# 114.-6-5 Pursuant to application dated 4/24/2017 and approved by the Building Inspector. To expire on 11/9/2018. Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $1,631.60 CO -NEW DWELLING $50.00 Lotal: $1,681.60 i Building Inspector 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. Lf— New Construction: Old or Pre-existing Building: (check one) Location of Property: �e-?S V i I l ane l&K-e House No. treet Hamlet Owner or Owners of Property: JMto NLkmm(aVty- / Suffolk County Tax Map No 1000, Section IN y Block b Lot J� Subdivision Filed Map. Lot: Permit No. I Date of Permit. Applicant: Health Dept. Approval: Underwriters Approval: Planning Board Approval: / Request for: Temporary Certificate Final Certificate: Y (check one) Fee Submitted: $ 9 Applicant Signature pF SOT,®� Town Hall Annex Telephone(631)765-1802 54375 Main Road � Fax(631)765-9502 P.O.Box 1179 �, ® �Q roger.richerKD-town.southold.ny.us Southold,NY 11971-0959 Q l�C®UNTV,�� BUELDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICIAL COMPLIANCE SITE LOCATION Issued To: Nunemaker Address: 275 Village Lane city,Mattituck st: New York zip: 11952 Building Permit#: 41618 Section: 114 Block: 6 Lot: 5 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Anything Electric License No: 5220-E SITE DETAILS Office Use Only Residential X Indoor X Basement X Service Only Commerical Outdoor X 1st Floor Pool New Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph 200A Heat GAS Duplec Recpt Ceiling Fixtures 7 HID Fixtures Service 3 ph Hot Water GFCI Recpt 1 Wall Fixtures Smoke Detectors Main Panel 200A A/C Condenser 1 Single Recpt Recessed Fixtures CO Detectors Sub Panel A/C Blower Range Recpt Fluorescent Fixture Pumps Transformer Appliances Dryer Recpt Emergency Fixture Time Clocks Disconnect 200A Switches 3 Twist Lock Exit Fixtures TVSS Other Equipment: 200 A Overhead Service to Modular House with Additional Work in Basement. Notes: 15 ARC Fault Circuit Breakers. Inspector Signature: Date: October 3, 2017 0-Cert Electrical Compliance FormAs Town Hall Annex Telephone(631)765-1802 54375 Main RoadFax(631)765-9502 P.O.Box 1179 Q ;` Southold,NY 11971-0959 BUILDING DEPARTMENT OCT 2 6 2017 TOWN OF SOUTHOLD TOWN OF SOUT HOLD C-,r R T IF 1 C_A-11 10 Date: Building Permit No. ��Y lJ Owner:'11i �® _ (Please print) Plumber: a 290, A -0 k, (Please print) I certify that the solder used in the water supply system contains less than 2110 of 1% lead. ers 1 Sworn to before me this day of C{-��2✓ 20-1�-- Notary Public, L ,I 1L County LYNDSEY DIMON Notary Public,State of New York No.01 D161 56676 Qualified in Suffolk County Commission Expires 11/27/2019 SO(/l�o cou TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 -INSPECTION [VI/FOUNDATION 1ST [ ] ROUGH PLEIG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL REMARKS: n �v✓ l ' � fw ov c ajo%l V, �tJ ,. �t11�/ 4 4 t!w 4 A"o Irmt S 14 boy-rim vS 'r I DATE INSPECTOR ISOF SOUI�o cou TOWN OF SOUTHOLD BUILDING DEPT. 765.1802 , INSPECTION [ ]/0UNDATION 1ST [ ] ROUGH PLBG. [ FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRIC A (FINAL) REMARKS: Dftmp DrAirs.0, &2k � t _ DATE / INSPECTOR ISOF SOUTy �o� olo cOUM'�,�1c� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION , [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] UNDATION 2ND [ ] INSULATION [ FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (F AL) REMARKS: SAftol" 0,� DATE INSPECTOR OP SOUTyolo • ao v TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING / STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) �] ELECTRICAL (FINAL) REMARKS: MOD DATE 16 INSPECTOR �aoF souTyo h0 !� coum,N TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] SULATION [ ] FRAMING /STRAPPING [ FINAL A �vdvv� [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) MARKS: & �1 Y I l T 4&h A: 3 ;vA DATE D INSPECTOR FSO ho��0 UlyOlo cOUM'l,�c� TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] SULAT N [ ] FRAMING / STRAPPING RAFINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION ( ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) REMARKS: SVC ? DATE _A01xb I it INSPECTOR rVIA. VW Al •1 'c� 1 ��; 1 'VP11 i • �C 1 ENERGY • f AL CROWE VAl _ IWMNM Y i n TOWN OF SOUTHOLD BUILDING PERMIT APPLICATION CHECKLIST BUILDING DEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health J SOW.HOLD,NY 11971 4 sets of Building Plans TEL:(631)765-1802 1Planning Board approval FAX: (631)765-9502 /j1 Survey SoutholdTown.NorthFo&net PERAM NO. l �L Check V Septic Form 1V.Y.S.D.E.C. Trustees C.O.Application Flood Permit Examined 20 Single&Separate r e Storm-Water Assessment Form Cr lJ ontact: �^ Approved 20 ppMail to: 0 MW iV�{I�1 V � u hER i Disapproved a/c �OV� Phone: 61bi Expiration 20 But ding Inspect DI APINSTRUCTIONS PLICATION FOR BUILDING T APR 2 4 2017 Date ,20JI a.This application MUST be completely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sob9 A&WDEFZplan to scale.Fee according to schedule. �� ftDcation of lot and of buildings on premises,relationship to adjoining premises or public streets or a lah a erways. c.The work covered by this application may not be commenced before issuance of Building Permit. d.Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant.Such a permit shall be kept on the premises available for inspection throughout the work. e.No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f.Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date.If no zoning amendments or other regulations affecting the property have been enacted in the interim,the Building Inspector may authorize,in writing,the extension of the permit for an addition six months.Thereafter,a new permit shall be required. APPLICATION IS HEREBY MADE to the Building Department for the issuance of a Building Permit pursuant to the Building Zone Ordinance of the Town of Southold,Suffolk County,New York,and other applicable Laws,Ordinances or Regulations,for the construction of buildings,additions,or alterations or for removal or demolition as herein described.The applicant agrees to comply with all applicable laws,ordinances,building code,housing code,and regulations,and to admit authorized inspectors on premises and in building for necessary inspections. (Signature of applicant or name,if a corporation) 4060 TOTWLt Rhe SOUROLD V I X50, (Mailing address of applicant) State whether applicant is owner,lessee,agent,architect,engineer,general contractor,electrician,plumber or builder ON ICER Name of owner of premises ;1 I L�1 7Yx E7_9 �7 (As on the tax roll or latest deed) If applicant is a corporation,signature of duly authorized officer (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. 1. Location o�and on ;chprowork done:� V � 9RANE i 1 UCK House Number Street Hamlett County Tax Map No. 1000 Section �' Block 06 Lot 005— aun4rvision rucu w1uy INV. i y� !42. Stale existing use and occupancy of premises i d intended and occupancy of proposed construction: a. Existing use and occupancy. \/hl i R N j Lft b. Intended use and occupancy 3. Nature of work(check which applicable):New Building Addition Alteration Repair Removal Demolition Other Work ��,n (Description) 4. Estimated Cost � _ld`,1 �(`/t�/ Fee _ t (To be paid on filing this ap lic do ) 5. If dwelling,number of dwelling units .3 Number of dwelling units on each floor — V)of If garage,number of cars 6. If business,commercial or mixed occupancy,specify nature and extent of each type of use. 7. Dimensions of existing struo if any:Front Rear Depth Height Number of Stories Dimensions of same str re with alterations or additions: Front Rear Depth 7 1.11 Height Number of Stories '8. Dimensions of entire trw construction:Front bf I Rear 0" Depth V Height 1 6' Number of Stories 9. Size of lot:Front Rear Depth 10.Date of Purchase — Name of Former Owner 11.Zone,or use district in which premises are situated 12.Does proposed construction violate any zoning law,ordinance or regulation?YES NOZ'( 13.Will lot be re-graded?YES X NO Will excess fill be removed from premises?YES NO 14.Names of Owner of Ere, 'ses �� I N R &CSS 4 O I Wf+1114 9. I V hone No. 6 — q l{2 Name of Architect ►V Address! UU 1 Z 1}one No Name of Contractor Address one No. 40115 a.Is this property within 100 feet of a tidal wetland or a freater wetland?*YES NO *IF YES,SOUTHOLD TOWN TRUSTEES&D.E.C.PERMITS MAY B REQUIRED. b.Is this property within 300 feet of a tidal wetland?* YES NO *IF YES,D.E.C.PERMITS MAY BE REQUIRED. 16.Provide survey,to scale,with accurate foundation plan and distances to property lines. 17.If elevation at any point on property is at 10 feet or below,must provide topographical data on survey. 18.Are there any covenants and restrictions with respect to this property? * YES NOJ_ *IF YES,PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF. being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)He is the�N�� NotmCdNNiE ti f3UPlCM (Contractor,Agent,Corporate Officer,etc.) No.01�BU61 SM of said owner or owners,and is duly authorized to perform or have performed the In �: 1¢ a n; that all statements contained in this application are true to the best of his knowledge an ere;and that the work veil performed in the manner set forth in the application filed therewith. Swo before me thi ` < day of f. l 20 Notary Public Signature of Applicant - STOIRIMMATIER- Scott A. Russell t`�°V -�� ter. SUPERVISOR IRS � M, �l\NIA A(Gt)EMIE NT TOWN HALL-F.O-Box 1179 0 53 950MainORo d-SOUTHOLD,NEW YORK 11971 `�ll� .a 'own of,So u th o ld CHAPTER 236 - STORMWATER MANAGEMENT WORK SHEET ( TO BE COMPLETED BY THE APPLICANT) APR 2.7- MIT.. DOLES THIS LpR03 ECT INVOLVE . "4y ®H THE �®�I��^JI1�1G: (CHECK ALL THAT APPLY) Yes No A. Clearing, grubbing, grading or stripping of land which affects more than 5,000 square feet of ground surface. i ❑ B_ Excavation or filling involving more than 200 cubic yards of material within any parcel or any contiguous area. ❑o C_ Site preparation on slopes which exceed 10 feet vortical rise to 100 feet of horizontal distance. s ❑ D. Site preparation within 100 feet of wetlands, beach, bluff or coastal erosion hazard area. ® e-hundred-year floodplain as depicted E. Site preparation within the on �.. I --M-ap--of any wa--erco-rs� [] F. Installation of new or resurfaced impervious surfaces of 1,000 square feet or more, unless prior approval of a Storirnwater 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. �t If you answered YES to one or more of the above, please submit Two copies of a Stormwater Management Control Plan and a completed Check List Form to the Building Department with your Building Permit Application. S.C.T.M. ": 1000 Date: APPLICANT- (P-)0% rop�erty Owner,Design Professional,Agent-Contractor,Other) Dor" �� 0'1 ^ l NAME. �/v 1 �` Sec' lion Block Lot tJj� IP-1 ,Ir FOf; BUILi)►N�a/C)� �:a/Y� Contact Informnion J I � — �i4lyy/ Reviewed By: _ ��_77 -- — — — — — — — — — - - -- - - — — Date - 4e 2,4 e Prop --rly Address / Loca(Ion of Conslluction Work — — — — --— ---- -- Approved for proce�srng Building Permit Stormwater imanagement Control Plan Not Required �`���- �_�- i�� 5�_-- Stormwate+ i�lan.tgement Con(+ol Pla+i n Rcyured RUT-- 1 - (;•on�ard to L+tgnieerrng Department for I+ev+c•I ) FORr\-1 , TIN11'N Y ?t)1.� APPLICANT I (l'roprrr),Owner,Design Protessional,Agent,Contractor,other) S'C'T'M' 1000 6",.' c CHAPTER 236 _ b� I {f •5 Stormwater Management control Plan CHECK LIST NAME & aK7 co✓`lris'1 Section Block Lot � z S M C P -Plan Requirements: Provide ONE copy of the Building Permit PP PApplication, - - - ua Date; * The applicant must provide a Complete Explanation and/or Reason for not providing '+°a' 6 -�Z�-2o�d 2 y�� X01 yay,' all information that has been Required by t4�e following Checklist! TCI¢rlwn.- rgnTu�� I 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! Tow all of the following items; YES NO NA If you need additional room for expiIpations, Please Provide additional Paper, a Location & Description of Property Boundaries b. Total Site Acreage, c. Existing - Natural & Man Made Features within 500 L.F.- -of the Site Boundary as required by §236-17(C)(2), d Test Hole Data Indicating Soil Characteristics&Depth to Ground Water, e, Limits of Clearing & Area of Proposed Land nce. o: f. Existing & Proposed Contours of the Site (Minimum 2'intervals) H ton Entrance, g• Location of all existing & proposed structures, roads, ,s a t ization driveways, sidewalks, drainage improvements & utilities. Seie-dingptexposedarifflo tnactave soils. h. Spot Grades & Finish Floor Elevations for all existing & pi oposed structures, I Location of proposed Swimming Pool and discharge ring. Location of proposed Soil Stockpile Area(s), k. Location of proposed Construction Entrance/Staging Area(s). 1 I. Location of proposed concrete washout area(s). 1'n, Location of all proposed erosion&sediment control measures. DRAINAGE INSPECTIONS ARE REQUIRED_ 2. Slo,mwater Management Control Plan must include Calculations showing , that the slormwater improvements are sized to capture,store,and Infiltrate on-ole the run-off from all impervious surfaces generated by a two(21 inch -that the dFaifflage has been installed te-Gedle. rainfall/storm event. De!ails&Sectional Drawings for slormwater practices are required for approval. Ilems requiring details shall include but not be limited to: i a Eloslon & Sediment Controls, r b Construction Entrance & Site Access, i c. Inlet Drainage Structures (e.g,catch basins, trench drains,etc.) 57<—i — d Leaching Structul•es (e. . infiltration basins,swales,etc.) . tilt i,Nt,ii�!'.i:.l ! .C., ! F.la,'1!' li• USE ONLY ,�v�„e,. ., . ._ ..._. ._..,_..:i:-....�.:......'::::::::�';:',"::.'::.:�.�.:;;:';-:-;: �„--•:---•-:.r, .,..',:'• -” DINGI)EI�T. Reviewed & I Additional Information is Requir, FSOUTHOLID Approved v I ® Stormwater Management Controloan is Not Complete, _ - - - - _ — _ . _ _ _ _ _ _ _ _ _ _ _ _ 1 Stormwater Manageme t Control Plan is Complete. Date. 8 7 1 SMCP-has been approv fid by the Engineering Department, e1 FORM SWC Check List - TOS MAY 2014 ! r Aug 01 1702:20a Anything Electric Inc 631-589-1334 p.1 + �4�55i"s� 0�/��o 1 UlV[Y fid/gimm 64375 AlaiIi Road � I�rlvph�ne(631)765.1$fy� R0.Box 1179 G�IIi 7C�g50 r enrich }o southoid.Tl .us Soudiuld,NY 1197144,59 t��y�` 4 wi i,,` BUILDING]DEPARTMr TOWN OF SOUTHOLD APPLICATION FOR ELECTRICAL (NSPECTIOI I REQUESTED BY: Date: O Campany Name: V/-/ ���; �f r=��!".•G � Fes`.. Name: License No.: Address: � 1` .z�{ �9r Phone N �, _ _ c - `t' 71 i JOBSITE INFORMATION: (Indicates required information) j *Name: M//Ver 1,;P)c /C C r '"Address: - � 2 L S /s 1IoE L14 �C / *Cross Street: *Phone No.- S t - 7 Permit No.: II Tax Map District: 1000 Section; Block: i ----- � Lot: *BRIEF DESCRIPTION OF WORK (Please Print Clearly) I —�~ 4J!r� ! ,' .61} �� 1 � '�✓J�._ Lu z r,G -;/e; �rC, r c -e (Please Circle All That Apply) *Is job ready for inspection: YES NO Rough In i Final *Do you need a Temp Certificate: YES NO Temp Information (if needed S5LAO ft/ I "Service Size: 1 Phase 3Phase 140 154 20a Soo 350 400 Other 'New Service: Re-connect Underground Nurnber of Meters Change of Sel -ce Overhea Additional Information. PAYMENT DUE MI—H APPLIG 1019 �� I lei�e_ /174 57-Request for Inspection Form J�k IVy1 ys�l"`��' =��C "�'r �" Guy �� S� ��� ! 0 G, �.i 4C �'G a � �� /,6 d8:eJ 1e- 14U�f t� � L a �o�y�OfSO(jTyo6 BUILDING DEPARTlM ENT _ • -,TOWN',OF SOUTHOLD 'Town Hall Annez'�54,375,'Maih Road•PO:Box'1179*Southold,NY 11971-0959 Telephiine'(631)-165-1862 i,Fax(631)765-9502 - Date aU C ,2012— Number of,,Meters`ry'_ Temporary Certificate – S'ize n` 8= I?tiase `� 6 Overhead ' Underground ❑ 'New•Serv!ice, Change-of•Service ❑ /Reconnect Existing Service ❑ •Location. ,Issl,tltoe "Install'I'd lijr Lic.# Refers±nce>_ o `er l e ° Applicationfor_electrical service' ervice equipment is on file with the Town of Southold.On applicant's notification fhatttiis installation is c"o'mplete,-the town will conduct a premises inspection of the service equipment. `This verifi is,.valid day ' e date. _ -Authorized'bv - Town Hall Annex Telephone(631)765-1802 54375 Main Road 'Z Fax(631)765-9502 P.O. Box 1179 Southold,NY 11971-0959 , BUILDING DEPARTMENT NOTICE OF UTILIZATION OF TRUSS TYPE CONSTRUCTION,,PRE-ENGINEERED WOO® CONSTRUCTION AND/OR TIMBER CONSTRUCTION ®ate: Owner: �05f]W` N E-HAYNER. Location of Property:�d VI I ,L A& ANF , WTTITUCk Wli� 66 Please take notice that the (check applicable line): .� New commercial or residential structure Addition to existing commercial or residential structure Rehabilitation to an existing commercial or residential structure to be constructed or performed at the subject property reference above will utilize (check a plicable line): Truss type construction(TT) Pre-engineered wood construction (PVI/) Timber construction(TC) in the following location(,,)(check applicable line): Floor framing, including girders and beams (F) _ Roof framing (R) Floor and roof framing (FR) Signature: Name (person submitting this form): Capacity(check applicable line): _ Owner Owner representative TrussReglS.doex Effective 1/1/2015 g; r • . Y 4� t�q' • A 9 fr e • 1Y ti.. f b/ j ` e t r � jra _ ti lsl 11115 Rt i ^ yl ."`•�`.. `� "" 'ti,`��'!•Via*. r'F< ,/�*�i�. �•t pw - Ar a • f- lit' R' �� t ' .tt. ...� 1•! ,� yrs ' All Piz '5- .; N, i, 4A xt } t �r� i+�-•r} A S .+. ♦..L� � ' .'. - , t i.J fit /� , j..�j, y` Itp 4 � IP, t 1 lit i s. .t.. 'I qW r.��•i y a'''�1, <� �,�. �` ,�ti � '' •M r <� F y 'al'�h 'r� l i i`fy � �, .i� - { '�'•�� s'f' r � �r t 'fit" r •�l u� �A � � � 6�; ,rri r� r• ,q f} 1 •t a-# �' a r I i j . 1�,� _�, 7�•i � 1 e1 f r;W.as p. y h , h, y: � �� , 1 Q"-kms �["'1�� •.i:r., �" 1 ♦ Y f 1 _ s w y a d 6 f t • M. e •� ` 't+ Ir 41 Y s T i 1. ;. # .4p, J4AJLr t + � i p l tai '�,LL` 1 `r+ i 1 •. t xv ALI �J e � Fidelity National Title Insurance Services, ]LLC ESTIMATED Application Date: March 7,2017 Report Date: March 14,2017 Title No.F17-7404-104114-SUFF APPLICANT: AMOUNT-OF INSURANCE: Justin Nunemaker 480 Tuthill Road Southold,NY 11971 Phone: (631)278-4423 INSURED,MORTGAGE: Email:Jjn27@outlook.com Sales Rep: LENDER ATTORNEY: PURCHASER: " OWNER: Justin J.Nunemaker and Eric Nunemaker OWNER ATTORNEY: SURVEY INSTRUCTIONS: COMPANY CHARGES: Update Single and Separate $ 150.00 Sales Tax(Estimated)8.625% $ 12.94 PREMISES: 275 Village Lane Sub-Total $ 162.94 Mattituck,NY County of Suffolk Municipality of Mattituck Town of Southold Filed Map: No.: Phase/Block: Unit/Lot: Dist: 1000 Sect: 114.00 Block:06.00 Lot:005.000 SPECIAL INSTRUCTIONS: RECORDING CHARGES:*' Sub Total: $ 0.00 *Each document to be recorded subject to a$50 service fee. TOTAL CHARGES: $162.94 BALANCEDUE: $162.94. 24 Commerce Drive,Riverhead,NY 11901 Phone(631)727-0600 Fax(631)727-0606 Date: March 7,2017 Report Date: March 14,2017 Title No: F17-7404-104114-SUFF Closer: Applicant: Justin Nunemaker Bank: Purchaser: Bank Attorney: Owner: Justin J.Nunemaker and Eric Nunemaker Premises: 275 Village Lane Seller Attorney: Mattituck,NY Salesperson: County of Suffolk Municipality of Mattituck County: Suffolk Town of Southold Filed Map: No.: Phase/Block: Unit/Lot: Dist: 1000 Sect: 114.00 Block:06.00 Lot:005.000 ype of Insurance: EXAM/SEARCH DETAIL: Update Single and Separate(Tax) $ 150.00 Total Exam/Search $ 150.00 24 Commerce Drive,Riverhead,NY 11901 Phone(631)727-0600 Fax(631)727-0606 "'�' Fidelity National Title MI 1 INSURANCE SERVICES, LLC TITLE NO. F16-7404-104114-SUFF District: 1000 Section: 114.00 Block: 06.00 Lot: 005.000 Town of Southold,New York Gentlemen: FIDELITY NATIONAL TITLE INSURANCE SERVICES, LLC hereby certifies to the TOWN OF SOUTHOLD that it has searched the records of the Suffolk County Clerk for deeds affecting the captioned property and properties immediately adjoining and finds: SEE ATTACHED And the records of the Suffolk County Clerk and/or Suffolk County Registrar disclose no other further conveyance of any of the foregoing lots other than as set forth. FIDELITY NATIONAL TITLE INSURANCE SERVICES,LLC certifies that the above-captioned property has been in single and separate ownership of Justin J.Nunemaker and Eric Nunemaker,as joints tenants with right of survivorship and his/her predecessors in title since prior to 07/01/1983 except as follows: (see attached chains of title). No searches have been made other than as expressly stated above. The Company's liability under this Certificate shall only be to the party to whom it is certified and such liability shall under no circumstances exceed the amount of Twenty-Five Thousand Dollars ($25,000.00) and no policy of title insurance can be issued based upon the information contained in the Certificate. Dated: March 15, 2017 FIDELITY NATIO ITLE INSURANCE SERVICES, LLC Sworn to before me this JEAN V 15`" day of March, 2017 - ��Zf_A 9=. Notary Public tl SANDRA J.GOLESiti Nater/Pubiiv;901 6050324637 Sul"toik County,Ne%q York Commission Expirev Aug.29,20 l Fidelity National Title INSURANCE SERVICES,LLC TITLE NO. F16-7404-104114-SUFF STATE OF NEW YORK) ss: COUNTY OF SUFFOLK) JEAN DUVA, being duly sworn deposes and says: That he/she has had a search made of the records of the County Clerk of Suffolk County with reference to an application for a variance affecting the following premises: SCTM: 1000- 114.00 - 06.00—005.000 That the said records indicate the following chains of title as to premises and adjoining lots since prior to 07/01/83. SUBJECT PREMISES: 1000- 114.00 - 06.00—005.000 William J. Baxter, Sr. and Patricia Baxter, his wife Dated: 10/27/77 Undivided 1/3 interest Rec'd: 12-19-77 Robert A. Goeller, Jr. and Jane P. Goeller, his wife Liber: 8361 cp 573 Undivided 1/3 interest Beatrice Baxter, surviving spouse of William J. Baxter TO Priscilla T. Steele FIDELITY NATIONAL TITLE INSURANCE SERVICES, LLC Sworn to before me this JEAN D 15th day of March, 2017 /9— Notary Public SANDRA J.GOLF KI Not&y Public,-1101G05032-467 Commission ECPir®s:Aug.29,20 Fidelity National Title INSURANCE SERVICES,LLC TITLE N0. F16-7404-104114-SUFF Priscilla T. Steele Dated: 03-17-00 TO Rec'd: 03-17-00 Priscilla T. Steele and Jennifer B. Steele Liber: 12028 cp 414 as joint tenants with right of survivorship Priscilla T. Steele and Dated: 03-12-03 Jennifer B. Steele Rec'd: 03-28-03 TO Liber: 12243 cp 180 lst Home Source, Ltd. 1st Home Source, Ltd. Dated: 03-12-03 TO Rec'd: 03-28-03 W. Peterson Associates Liber: 12243 cp 181 W. Peterson Associates Dated: 02/03/2016 TO Rec'd: 03/11/2014 Justin J. Nunemaker and Liber 12904 cp 290 Eric Nunemaker, as joint tenants with right of survivorship LAST DEED OF RECORD FIDELITY NATI TLE INSURANCE SERVICES, LLC , Sworn to before me this JEAN D V 15th day of March, 2017 Notary Public SANDRA J.GOLESKI Notary Public,90100803?A67 Suffaik County�Now York Commission Expires:Aug,29,20�� Fidelity National Title INSURANCE SERVICES, LLC TITLE NO. F16-7404-104114-SUFF PREMISES NORTH: 1000- 114.00 - 06.00—006.000 Marie F. Ducey and Ellen M. Hayes Dated: 07-16-73 TO Rec'd: 07-23-73 John R. Jablonski and Leslie Ann Jablonski, his wife Liber: 7448 cp 568 Leslie Pylico f/k/a Leslie Jablonski, individually and Dated: 09-01-93 As surviving spouse of John R. Jablonski, deceased Rec'd: 09-15-93 3-7-79 Liber: 11644 cp 306 TO Michael Faszczewski and Carolyn Faszczewski, his wife LAST DEED OF RECORD PREMISES EAST: Village Lane PREMISES SOUTH: 1000- 114.00 - 06.00—004.000 William J. Baxter, Jr. and Patricia Baxter, his wife, Dated: 08-29-70 Robert A. Goeller, Jr. and Jane P. Goeller, his wife Rec'd: 09-03-70 and Beatrice P. Baxter, surviving tenant by the entirety Liber: 6801 cp 257 of William J. Baxter, deceased TO Regina B. Hudson and Helen D. Hudson, his wife FIDELITYNATI TITLE INSURANCE SERVICES, LL Sworn to before me this JEAN D A 15th day of March, 2017 A64 L"�f�a. A&��- Notary Public SMDRA J.GOLESKI NOtE ry Publ'A 401605032467 Suffiak Coutity,r,19W yorl, COMMlslan Ewes.Aug.29,2o�0 Fidelity National Title INSURANCE SERVICES,LLC TITLE NO. F16-7404-104114-SUFF Regina B. Hudson and Dated: 12-03-85 Helen D. Hudson, his wife Rec'd: 12-03-85 TO Liber: 9927 cp 522 Susan D. Roache Susan D. Roache Dated: 10/21/2016 TO Rec'd: 11/23/2016 Linda L. Carlson Liber 12889 cp 353 LAST DEED OF RECORD Premises on West: 1000- 114.00 - 06.00—003.000 Sally R. Tandy Dated: 05-19-73 TO Rec'd: 05-23-73 Sally R. Tandy and Priscilla Steele Liber: 7403 cp 386 Sally R. Tandy Dated: 05-14-79 TO Rec'd: 06-04-79 Priscilla Steele Liber: 8634 cp 597 Priscilla Steele Dated: 10-09-03 TO Rec'd: 11-07-03 Dominic M. Antignano Liber: 12282 cp 434 And Elise A. Calabrese, as joint tenants with right of survivorship FIDELITY NATIONAL TITLE INSURANCE SERVICES, LL Ipf- Sworn to before me this JEAN D 15`" day of March, 2017 Notary Public SKI N®4� Y SANDRA ubliic,#�C,�003207 Suffolk C,ougrn i��v a�9c �/ commission EXiiros.Aug.29.20 I0 Fidelity National Title INSURANCE SERVICES,LLC TITLE N0. F16-7404-104114-SUFF Dominic Antignano Dated: 10-30-01 And Elise A. Calabrese Rec'd: 11-05-01 TO Liber: 12570 cp 782 Elise A. Calabrese LAST DEED OF RECORD FIDELITY NATONA -TYLE INSURANCE SERVICES, LL Sworn to before me this JEAN C1 15`" day of March, 2017 otary Public SMDRA 3.GOLMsKj �®9may Paub"O,9018'05032467 Sudraik County.Not.,y * (} C01"Miulon ftirm:Aug.29,20 d SURVEY APPROVAL OF STORMWATER MANAGEMEP1T JUSTIN J. NU: 4 CHOSEN FOR STOCKPILING OPERATIONS �Q 8\\G c ®L 'T Cede a SURVEY OF F IE f1DV AND STABLE. USES Date: ��E) R t/($�D :IML OPE OF STOCKPILE SHALL BE 2:1. p SITUA? IN _ETION OF SOIL STOCKPILING, EACH Approv d �� AperovAL, ' 4LL BE SURROUNDED WITH EITHER SILT MATTITI OR STRAW BALES, THEN STABILIZED WITH ION OR COVERED. DRAINAGE I SP TO OF Sc 2 SLOPE OR LESS 'Contact TOS IORBS ARE RECIUIRE® SUFFOLK COUNTY gineeringat765- S.C. TAX No. 100C 18ackfill, OR Provide Engineer's Certification SCALE 1 USES �h�t the drains n JULY 18, � drainage has been installed to Code. DECEMBER 2, 2016 ADD f APRIL 27, 2017 REVI`. TOTAL LOT AREA = 21 \41 LA 0.4 Ln r TEST HOLE DATA CERTIFIED TO: 14/ \11 \11 03 Z (TEST HOLE DUG BY McDONALD GEOSCIENCE ON NOVEMBER 7, 2016) FIDELITY NATIONAL TI' EL 25.5' 0• JUSTIN J. NUNEMAKEI DARK BROWN LOAM OL PRIMELENDING, A PLA EROSION &SEDIMENT CONTROLS ' IT'S suCCEssoRs BROWN SILTY SAND SM Shall include but not be limited to: 3' NOTES: A well maintained Construction Entrance, 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DAT PALE BROWN FINE EXISTING ELEVATIONS ARE SHOWN THUS:AXX Wire Backed Silt Fencing, stabilization & TO MEDIUM SAND SP 2. MINIMUM SEPTIC TANK CAPACITIES FOR A 3 BEDROC ed+n of exposed and�ar inactive soils. 1 TANK; 8' LONG, 4'-3" WIDE, DEEP �,•, EL 6.5' 17• 3. MINIMUM LEACHING SYSTEM FORA A 3 3 BEDROOM HOU 1 POOL; 12' DEEP, 8' dia. EL 4.6' 20.9' HIGHEST EXPECTED GROUND WATER PROPOSED 50% FUTURE EXPANSION POOL TEST WELL No. 11SGS 405924072321501 S 39269 1 PROPOSED B' DIA. X 12' DEEP LEACHING POC te,y� p/JV1/ V ®PROPOSED 1,000 GALLON SEPTIC TANK OF g� Fo�� G 91 Ui (� MAP F ip of SUF 3669 1$5 .�'� � Q& �ei e�Qi STEEL OR WOOD 4. THE LOCATION OF WELLS AND CESSPOOLS SHOWN` F f `� OBSERVATIONS AND/OR DATA OBTAINED FROM OTHEI �+��j �(L\L V \A0- GE `'`O Y"' �S EXTRA STRENGTH FILTER FABRIC POST (TYP') 5. PROPOSED LOT COVERAGE = 2,310 sq. ft. OR 10.6 N-ZVv 'F �N�62 PS F\\ NEO �� REQ'O. WITHOUT WIRE MESH SUPPORT V� \. E 0 19 10' MAX. O.C. SPACING GFF\ER 2A+ O w000 (� slp � W/ WIRE SUPPORT FENCE \N N 0 ACING \06 LdT ���\lA�P�ER INCE 5.5N ���\V„ W/0 WIRE SUPPORT PFENCE N a G _ •, STORMWATER MANACEMEN S: FL01. 1. ANY WORK OR DISTURBANCE, AND STORAGE C i P r NMATERIALS SHALL BE CONFINED TO THE LIMIT AND/OR GROUND DISTURBANCE SHOWN ON TH O >l \ GO _.`r` - -• 2. PRIOR TO THE COMMENCEMENT OF ANY CONS 1101 / TEST HOLE y ATTACH FILTER FABRIC SECURELY A CONTINUOUS LINE OF SILT SCREEN (MAXIML I 242 No+ W 25-5 0 ^ �y TO UPSTREAM SIDE OF POST U.S. SIEVE #20) SHALL BE STAKED AT THE L X242 A2,0' \ S\+ �0 �� y�L,�\ \ \7,\ AND GROUND DISTURBANCE SHOWN ON THE A THE y� ��\/ / �� � � SILT FENCE DETAILS OFTENCASEN SHALL NECESSARYETOA NSUREDPROP PROPER L\1:;AO'0 \\ L Na NOT TO SCALE DISTURBED AREAS ARE PERMANENTLY VEGETAT 7O TRAPPED BY THE SCREEN SHALL BE REMOVED \ W A SCREEN TO AN APPROVED UPLAND LOCATION \ -IC Q I -� tTy NOTES: SILT FENCE SHALL BE PLACED PARALLEL TO SLOPE CONTOURS TO SCREEN IS REMOVED. 0 \ O W t!' MAXIMIZE PONDING EFFICIENCY. INSPECT AND REPAIR SILT FENCE AFTER 3. PRIOR TO THE COMMENCEMENT OF ANY CONS ` OHO O �\ // �\,\N EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. REMOVED / SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT ALLOW A CONTINUOUS ROW OF STAKED STRAW OR H. O -pO w NGS OFF-SITE TRANSPORT. BE STAKED END TO END AT THE BASE OF TH \s O -A 65' i� EE l 11 O cc Y-p�t\A0 s y ���__6" D LL E SCREEN AT THE BASE OF THE REQUIRED SILT 2jyo \ F`y 0' �NrV4\D�Wp ��P ° 6 CEyS�G \pN PpE�W\�N AND REPLAC 36" HIGH POLE MAX.) SHALL BE 0 ( NECESSARYTOMAINTAINED, REPAIRED PROPER D FUNCTION, 1 L Q \2• -�V31OC�\ \ " a ° y C/ P 1LP(\ 1\NG STEEL OR WOOD POST cO \c^ rnp0 z5.e Ncs OgTJ�s' D s / 3'O� Ut gNE� AREAS ARE PERMANENTLY VEGETATED. THE AV O� o �o Ojc / p' X` �aPS LFA FLOW OF A BALE IS 3-4 MONTHS. SEDIMENTS TRAP �OEroOS,QPO \ 4 p �� ° a OP / \�NG Po N �-- SHALL BE REMOVED AWAY FROM THE BALES 1 M UPLAND LOCATION BEFORE THE BALES THEMSF y�0� pFZ ,�( \0 4. STRAW BALES SHALL BE RECESSED TWO TO I 5. SILT SCREEN SHALL BE RECESSED BY TRENCI ` 1"\S1 p�0 N, 65Y � , 2-6 Dv �r\fir\ ,+;�i\moi\1i� 6. LEADERS AND GUTTERS THAT EMPTY INTO DR tiSZ�� 25 6 X\ O 0 O \ V� \��� �o �' \//\ \// ON THE PROPOSED RESIDENCE. O@ /\\/\ /\\/\\ 7. ALL PROPOSED SWIMMING POOL DISCHARGES 8. PROPOSED DRIVEWAYS MUST BE CONSTRUCTEI ro,-X4 o �yF?'Py �XN '\\/\ \ OR IF PAVED, BE EQUIPPED WITH DRAINAGE S 4" X 6" TRENCH FROM BEING DISCHARGED ONTO THE ROAD OR W/ COMPACTED 9. ALL AREAS OF SOIL DISTURBANCE RESULTING \. / BACKFILL SEEDED WITH AN APPROPRIATE PERENNIAL GR o 16$6 IMMEDIATELY UPON COMPLETION OF THE PROJ FINAL GRADING, OR BY THE EXPIRATION DATE F lY1• \t� N 1^ rn• N va TRENCH DETAIL WHICHEVER IS FIRST. MULCH SHALL BE MAIN FERC F�O�OF G Ro GE VEGETATIVE COVER IS ESTABLISHED. IF SEEDIP FE E N (NOT TO SCALE TIME OF YEAR, TEMPORARY MULCH SHALL BE OE 01E gOP O+ IVA— PERFORMED AS SOON AS WEATHER CONDITION i Uv '? � SURVEY FOR ,� JUSTIN J. NUNEMAKER JUN 2 9 2011 SURVEY OF PROPERTY �/�� SITUATE „ C Ny MATTITUCK �I��� $5 9� 4.5 MAP OF10 Of Svff3669 TOWN OF SOUTHOLD ® ®�S®UTU®� �c��R�f\v- N°' SUFFOLK COUNTY, NEW YORK EpGE 1NE62 Pg H t1) e S.C. TAX No. 1000-114-06-05 a SNE OfOg�R 24,` � SCALE 1"=30' wp0cf —1�l I ULY 18, 2016 o"Vo �N ON OCA 1,0T �NGE 5'5 N V' DECEMBER 2,1 20116 ADD PROPOSED HOUSE l l APRIL 27, 2017 REVISE SITE PLAN JUNE 26, 2017 FOUNDATION LOCATION tA• 1� O,e \N p 3 /� /// TEST HOLE TOTAL LOT AREA = 02 4984acq.ft. 0 0 \ �3 25.5 \A X2-12 AO 0 O�Npg,o w o CERTIFIED TO: 24.s P\p� A FIDELITY NATIONAL TITLE INSURANCE COMPANY A5 �� JUSTIN J. NUNEMAKER �a PRIMELENDING, A PLAINSCAPITAL COMPANY, a a IT'S SUCCESSORS AND/OR ASSIGNS Opo C-), o N z NOTES: S■ 2 \,9 x 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DATUM Cly O o `� EXISTING ELEVATIONS ARE SHOWN THUS:AKX AY C 0.N� -+ o � N Po o sA 25.6 x Nr n o 0 0 O 26.0 E ./S. ?a Q P{ 16 6� 2 x LA � GKPp� fO ZE• // ��\NG � gOPRp EgNG90 g a �+ tai SSO Ef,NG // EpGg OE GfON6N O V1 ' O �OgOR m PREPARED IN ACC00MCE,WITH THE MINIMUM ,(,fS STANDARD SU ESTABLISHED P\G CE �' BY TH •� EEONSNGI6�Cot�n�Q %� �•�� bC N AN , A` S. � J(ADOPTED 267 FOR fa qqK STATE LAND /offRoCxE aGo 1o, 6 p OC SUSAN ,.fes.. . °�:04177 f�� S. Lic. No. 50467 ^ \ UNAUTHORRED ALTERATION OR ADDITION � P ' TO THIS SURVEY IS A VIOLATION OF SECTION 7209 OF THE NEW YORK STATEY ^O EDUCATION LAW. Nathan Corwin III COPIES OF THIS SURVEY MAP NOT BEARING �v THE LAND SURVEYOR'S INKED SEAL OR Land Surveyor EMBOSSED SEAL SHALL NOT BE CONSIDERED A.( TO BE A VALID TRUE COPY. I( IJP,\Y ONLY T CERTIFICATIONS INDICATED HEREON SHALL RUN ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED,AND ON HIS BEHALF TO THE Successor To: Stanley J. Isaksen, Jr. LS. TITLE COMPANY, GOVERNMENTAL AGENCY AND Joseph A. Ingegno LS. LENDING INSTITUTION LISTED HEREON,AND TO THE ASSIGNEES OF THE LENDING INSn— Title Surveys —Subdivisions — Site Plans — Construction Layout TUION.CERTIFICATIONS ARE NOT TRANSFERABLE PHONE (631)727-2090 Fax (631)727-1727 AND/OR EASEMENTS OF RECORD, IF THE EXISTENCE NRIGHT OF WAYS OFFICES LOCATED AT MAILING ADDRESS T ANY, NOT SHOWN ARE NOT GUARANTEED. 1586 Main Road P.O. Box 16 Jamesport, New York 11947 Jamesport, New York 11947 SURVEY FOR e JUSTIN J. NUNEMAKER SURVEY OF PROPERTY A SITUATE MATTITUCK OFpLK cp�N �' Ns MAp oo c Suffco ,�g5 9 / TOWN OF SOUTHOLD F, ER E SUFFOLK COUNTY, NEW YORK LLp,Cs�N� CAPS f�L N HEo°E �N w /rf1 « f`C� of�' ,962 0 °2t, Ae �; ' S.C. TAX No. 1000-1�14-06-05 �N SN pC1p8ER 2 LOT 1 ivc5.5N INCE y���`�j SCALE 1 30 FENcg O� a`�p/ i JULY 18, 2016 DECEMBER 2, 2016 ADD PROPOSED HOUSE O/ APRIL 27, 2017 REVISE SITE PLAN JUNE 26, 2017 FOUNDATION LOCATION n / OCTOBER 27, 2017 FINAL SURVEY Z / NOVEMBER 17, 2017 CORRECT WATERLINE LOCATION �+ TOTAL LOT AREA = 21,694 sq. ft. 1 0■0 �a \N o°No 4 0.498 ac. N \ V 3 0+ K c+ 5N A2E A° CERTIFIED TO: FIDELITY NATIONAL TITLE INSURANCE COMPANY A5P fFRppP�O�Rp �� JUSTIN J. NUNEMAKER moo d T.PNK ; �; PRIMELENDING, A PLAINSCAPITAL COMPANY, a a RwN�/ \ ITS SUCCESSORS AND/OR ASSIGNS WP� Rol 0o unif%0 �o m \, � NOTES: p0g0� a 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DATUM StEp u 4°�� �� y X Q o P�' •• �, � EXISTING ELEVATIONS ARE SHOWN THUS: Tlr • 9 n. 70 tp • A ep(ZNEH WpOO 2 . �� °NE. J mpg 4 SEPTIC SYSTEM TIE MEASUREMENTS �O HOUSE HOUSE CORNER EA CORNER oo 2 SEPTIC TANK 22, 25, 26 k of N Vis. a�QP� COVER LEACHING POOL , �y \o b COVER 43 40 fo Off' "71 w 8°fi PREPARED IN ACCORDANCE WITH THE MINIMUM Pg STANDARDS FOR TITLE SURVEYS AS ESTABLISHED BY THE LIALS.AND APPROVED AND ADOPTED f��� t FOR SUCH USE TML-NEW'YORK,STAt`UWD TITLE ONr I? S D ; Off', L'1 DEPARTMENT OF HEALTH SERVICE� I � � � >�i° � ' t'Y.i.'Ti...��'•',.. 1..C:l�I y� CT TUC 1 ED WORKS FOR Q'YtLV!;L'' f. ;� ° " \^ <-:J' T=z.e,�YCENCC I�Y.S. IL'c. No. 50467 [c1®pt 2 O 'Z 01� '^ �' � �D� 1 �� TO THIS SURVRrLEDEY ALTERATION OR ADDITION �' —!V� V O H.S.Re-F.7 O.�Q��. i SECTION 7209E OFSTHE NEW YORK STATE ■ O Eo°aArDN LAW. Nathan u. win III COPIES OF THIS SURVEY MAP NOT BEARING .IJ�w�81 �rtti}.li��r1(ill0� I29�t�,."f•n.1 � � - �- U...•L••�:Ue.•;_ L THE LAND SURVEYOR'S INKED SEAL OR Land Surveyor �'( EMBOSSED SEAL SHALL NOT BE CONSIDERED IP6u'I)�:•�c'j�:1�JtoT C£Tu'ilt^' D 71115 L�.��%uT'2l1I Or 0!.P.Oi•a,-: .-;n e... t" .( \y\� TO BE A VALID TRUE COPY. Y 'r� tiSl(S:U \Y (JG Sof:StdJ;Ot,�FOR�;,°vJ$XP611,lJPti�(�� `/ EEI�I G 37 ri`�2. I CERf1FICA1IONS INDICATED HEREON SHALL RUN °�/� ONLY TO THE PERSON FOR WHOM THE SURVEY IS PREPARED,AND ON HIS BEHALF TO THE Successor To: Stanley J. Isaksen, Jr. LS. TITLE COMPANY.GOVERNMENTAL AGENCY AND JosepF� A. Ingegno LS. LENDING INSTITUTION LISTED HEREON,AND TTOun HE ASSIGCERTIFl� ONS ARE ENDINGGIINOT •NS TI— Title Surveys —Subdivisions — Site Plans — Construction Layout PHONE (631)727-2090 Fax (631)727-1727 Office Of Wast 6Water Management THE EXISTENCE OF RIGHT OF WAYS OFFICES LOCATED AT MAILING ADDRESS @ AND/OR EASEMENTS OF RECORD, IF — ANY, NOT SHOWN ARE NOT GUARANTEED. 1586 Main Road P.O. Box 16 Jamesport, New York 11947 Jamesport, New York 11947 SURVEY FOR TO BE USED WHERE TOPSOIL IS NECESSARY FOR NOT \\G JUSTIN J. NUNEMAKER 1. AREA CHOSEN FOR STOCKPILING OPERATIONS REGRADING & VEGETATING DISTURBED AREAS. SHALL BE DRY AND STABLE. SES P SURVEY OF PROPERTY TEMPORARY STOCKPILE STABILIZATION MEASURES INCLUDE 2. MAXIMUM SLOPE OF STOCKPILE SHALL BE 2:1. V SITUATE VEGETATIVE COVER, MULCH, NONVEGETATIVE COVER, AND 3. UPON COMPLETION OF SOIL STOCKPILING, EACH PERIPHERAL SEDIMENT TRAPPING BARRIERS. THE PILE SHALL BE SURROUNDED WITH EITHER SILT MATTITUCK STABILIZATION MEASURE(S) SELECTED SHOULD BE FENCING OR STRAW BALES, THEN STABILIZED WITH APPROPRIATE FOR THE TIME OF YEAR, SITE CONDITIONS, VEGETATION OR COVERED. TOWN OF SOUTHOLD AND REQUIRED PERIOD OF USE. 2 SLOPE OR LESS SUFFOLK COUNTY, NEW YORK STABILIZE ENTIRE PILE 1 D`1dE��G �P��R S.C. TAX No. 1000-114-06-05 WITH VEGETATION OR COVER uses PV6 SCALE 1"=30' w v/ .v •`I/ v/ .t' JULY 18, 2016 DECEMBER 2, 2016 ADD PROPOSED HOUSE LP TOTAL LOT AREA = 21,694 sq. ft. L 0.498 ac. 14, \11 y 11, %4/ -4/ all \I/ �/ �, 14/ \4/ \1/ 3 r TEST HOLE DATA CERTIFIED TO: n 2 (TEST HOLE DUG BY MCDONALO GEOSCIENCE ON NOVEMBER 7, 2016) FIDELITY NATIONAL TITLE INSURANCE COMPANY 11/ tel/ 11/ �1/ �G' EL 25.5' D, JUSTIN J. NUNEMAKER DARK BROWN LOAM OL BROWN SILTY SAND SM 3' NOTES: 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DATUM PALE BROWN FINE ELEVATIONS ARE SHOWN THUS:AX.X STRAW BALES OR SILT FENCE TO MEDIUM SAND SP 2. MINIMUM SEPTIC TANK CAPACITIES FORA 3 BEDROOM HOUSE IS 1,000 GALLONS. 1 TANK; 8' LONG, 4'-3" WIDE, 6'-7" DEEP SOIL STOCKPILE EL 8.5' 17' 3. MINIMUM LEACHING SYSTEM FOR A 3 BEDROOM HOUSE IS 300 sq ft SIDEWALL AREA. (NOT TO SCALE) 1 POOL; 12' DEEP, 8' dla. EL 4.6' 20.9' HIGHEST EXPECTED GROUND WATER PROPOSED 50% FUTURE EXPANSION POOL TEST WELL No. USGS 405924072321501 S 39269 1 0 c PROPOSED 8' DIA. X 12' DEEP LEACHING POOL A � �'� E K NQ ®PROPOSED 1,000 GALLON SEPTIC TANK 0 MAp F�1vO F SVF 3669 �S�9 ��r Z_415 4. THE LOCATION OF WELLS AND CESSPOOLS SHOWN HEREON ARE FROM FIELD POST (TYP)STEEL OR WOOD OBSERVATIONS AND/OR DATA OBTAINED FROM OTHERS. REQ'DE TRA ST NGTHIRE ALTER FA SH PBORIC RT 5. PROPOSED LOT COVERAGE = 2,310 sq. ft. OR 10.6% (MAX. 209) R �O f GE ZA, 1962 O Op 10' MAX. O.C. SPACING \N \4 0�R T W NCE W/ WIRE SUPPORT FENCE Cep LO ��\G SER g,5 N• 6' MAX. O.C. SPACING F��EO pN �-G �1P INCE j W/O WIRE SUPPORT FENCE STORMWATER MANAGEMENT NOTES: �.-. O FLOT1 1. ANY WORK OR DISTURBANCE, AND STORAGE OF CONSTRUCTION N MATERIALS SHALL BE CONFINED TO THE LIMIT OF CLEARING AND/OR GROUND DISTURBANCE SHOWN ON THE APPROVED PLANS. OL 2. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES, 'I x 24,2 /s AD O' 0215.5 \ rn 1i'�� ATTACH FILTER FABRIC SECURELY A CONTINUOUS LINE OF SILT SCREEN (MAXIMUM OPENING OF N t I CT TO UPSTREAM SIDE of Posr U.S. SIEVE #20) SHALL BE STAKED AT THE LIMIT OF CLEARING a0 \ ' \ ;�';x•\ \ \\ AND GROUND DISTURBANCE SHOWN ON THE APPROVED PLANS. O o \ \/\on y ��// THE SCREEN SHALL BE MAINTAINED REPAIRED AND REPLACED ASX SILT FENCE DETAILS OFTEN AS NECESSARY TO ENSURE PROPER FUNCTION UNTIL ALL P E\ P I L NOT SCALE N TO 5 I D STURBED AREAS ARE PERMANENTLY VEGETATED. 24.5 1 a 1SEDIMENTS TRAPPED BY THE SCREEN SHALL BE REMOVED AWAY FROM THE '1 NOTES: SILT FENCE SHALL BE PLACED PARALLEL TO SLOPE CONTOURS TO SCREEN TO AN APPROVED UPLAND LOCATION BEFORE THE MAXIMIZE PONDING EFFICIENCY. INSPECT AND REPAIR SILT FENCE AFTER SCREEN IS REMOVED. EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. REMOVED 3. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES, SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT ALLOW A CONTINUOUS ROW OF STAKED STRAW OR HAY BALES SHALL W G AGE OFF-SITE TRANSPORT. O2 y0 2G1 N�O`"O:c4::. OPS � '( N>GN� BE STAKED END TO END AT THE BASE OF THE REQUIRED SILT a Oi \ 25.1 �p �ON::';': MpG \O Ate( \\�\ SCREEN AT THE BASE OF THE REQUIRED SILT SCREEN. THE BALES x NNC4 pq 5:.':. x26" a.'' < pAPORNEO 36" HIGH POLE (Max.) SHALL BE MAINTAINED, REPAIRED AND REPLACED AS OFTEN AS IS V\ Cu "' sir, �:'' I / r .l? / GO �E P� p \NG STEEL OR WOOD POST NECESSARY TO ENSURE PROPER FUNCTION, UNTIL ALL DISTURBED < \<o / /• � / 3 P5 ANG AREAS ARE PERMANENTLY VEGETATED. THE AVERAGE USEFUL LIFE �. GECKOS FLOW OF A BALE IS 3-4 MONTHS. SEDIMENTS TRAPPED BY THE BALES Q ZE,�pZco �' :::.::::::::::: EO qn. a r >" \�GNG�Pp1,�y �- SHALL BE REMOVED AWAY FROM THE BALES TO AN APPROVED O: ZOO \ r �P M\L UPLAND LOCATION BEFORE THE BALES THEMSELVES ARE REMOVED. < 1 �� ��� •O \O 4. STRAW BALES SHALL BE RECESSED TWO TO FOUR INCHES INTO THE GROUND. k"yy�o l N� \ _1 5. SILT SCREEN SHALL BE RECESSED BY TRENCHING SIX INCHES INTO THE GROUND. 260 j\\\y\\ :•�/\\\�,` 6. LEADERS AND GUTTERS THAT EMPTY INTO DRYWELLS SHALL BE INSTALLED o oo /// ;,•: /\///\// ON THE PROPOSED RESIDENCE. T p c� \ / 6 7. ALL PROPOSED SWIMMING POOL DISCHARGES SHALL BE DIRECTED TO DRYWELLS. Q / /� 8. PROPOSED DRIVEWAYS MUST BE CONSTRUCTED OF PERMEABLE MATERIALS �� �:-{ o P� �\ \\ OR IF PAVED, BE EQUIPPED WITH DRAINAGE SUFFICIENT TO PREVENT RUNOFF " U �S \ `fi'''''t e ? c4 / // FROM BEING DISCHARGED ONTO THE ROAD OR OFF-SITE. O F F:.::.::.::.::: QQ \ \\• 4" X 6" TRENCH G � -O�i \ 2 - -�� 6U W/ COMPACTED 9. ALL AREAS OF SOIL DISTURBANCE RESULTING FROM THIS PROJECT SHALL BE 0 .y-, G t^ / .1 6�• BACKFILL SEEDED WITH AN APPROPRIATE PERENNIAL GRASS, AND MULCHED WITH STRAW IMMEDIATELY UPON COMPLETION OF THE PROJECT, WITHIN TWO (2) DAYS OF -o tn n n<� FENcv� ` �" o Z ! FINAL GRADING, OR BY THE EXPIRATION DATE OF THE BUILDING PERMIT, O 9 �C O�Li GE GE of G� \NUE TO NOE �o N� TRENCH DETAIL DRAINAGE INSPECTIONS ARE REQUIRED WHICHEVER IS FIRST. MULCH SHALL BE MAINTAINED UNTIL A SUITABLE POE FoiE. 6o goNRo FE ono (NOT TO SCALE) Contact TOS Engineering at 765-1560 before TIME OF I YEAR,VE TEMPORARY EM 0 AER IS RY MU CHD SHALL E BEINAPPLIED G IS PAND TIFINAL CAL DSEED NG 0 f�NGE f�NC� 0s Backfill, OR Provide Engineer's Certification PERFORMED AS SOON AS WEATHER CONDITIONS FAVOR GERMINATION AND GROWTH. J �pO�R 4- that the drainage has been installed to Codg: SUITABLE VEGETATIVE COVER IS DEFINED AS A MINIMUM OF 85% AREA HAY BALES 2"x2" STAKES VEGETATIVE COVER WITH CONTIGUOUS UNVEGETATED AREAS NO LARGER P\CNCt6 PR6 �N BQ�\,V F PEER E (TWO EACH BALE) THAN 1 SQUARE FOOT IN SIZE. �O�f o\��iso o 69"12 4r \,V \05 j1/0/RoACx N CO PACTED GRADE FLOW 11 SITE WATER, TS AND SEDIMENTS NTHEFEXI TING ROADS,DCTION ACCESS WAYS SHALL BE I SEC D PREVENT RUNDISCHARGED SED SUFFICIENTLY AT THEIR FF oo� y S N D' BACKFILL DRAINAGE THE ROAD. A NON-LOAM BASE MATERIAL, SUCH AS CRUSHED STONE, GRAVEL, All O S�OPf INLET OR RECYCLED CONCRETE BASE, SHALL BE PLACED ACROSS THE DRIVEWAY OR s Co. �� CONSTRUCTION ACCESS WAY AT THE ACCESS POINT ALONG THE ROAD. oy • BALES TO BE SET IN 4" TRENCH A^ ELEVATION PREPARED IN ACCORDANCE WITH THE MINIMUM I R so' MIN. O HAYBALE BARRIER ® INLETS STANDARDS FOR TITLE SURVEYS AS ESTABLISHED V` LLLL- BY THE L.I.A.L.S. NA,A2.P.,(iOVED AND ADOPTED 1 OR TO BE SUFFICIENT TO Q NOT TO SCALE FOR SUCHY.IHE,jJ_EW'�^YORK STATE LAND O KEEP SEDIMENT ON SITE Y_ EROSION &SEDIMENT CONTROLS ( ) TITLE AS �0 VV�, k X I HAY BALES AND/OR Shall include but not be limited to: ZA>=; •�` W! APPROVAL OF STO MWATER MANAGEMENT SILT FENCING a �� A well maintained Construction Entrance, ° Wire Backed Silt Fencing, stabilization & COS7TR0 P N To n Cod C r 36 v I - Seeding of exposed and/or inactive so's�s. Date:,5 17 N Approved by: < . -� ------ ------ Z ✓ TYPICAL STORMWATER UNIT i1_~ fig' (TOPS TO BE TRAFFIC BEARING) `'37 (NOT TO SCALE) CAST IRON INLET FRAME & COVER (FLOCKHART /63518 TYPE 6840) N.Y.S. Lic. No. 50467 HAY BALES AND/OR OR 6"THICK REINFORCED CONC. COVER SILT FENCING FINISHED GRADE DRAINAGE SYSTEM CALCULATIONS: 8" TRAFFIC BEARING SLAB--\ -0" UNAUTHORIZED ALTERATION OR ADDITION (max.) TO THIS SURVEY IS A VIOLATION OF PLAN VIEW DRIVEWAY AREA: 1,200ft. SECTION 7209 OF THE NEW YORK STATE ■ 1,360 sq. ft. X 0.17 = 231 cu. ft. PIPE FROM ROOF GUTTERS EDUCATION LAW. Nathan Taft Corwin 204 cu. ft. / 42.2 = 4.8 vertical ft. of 8' dia. leaching pool required e'-o" COPIES OF THIS SURVEY MAP NOT BEARING Ill PROVIDE (1) 8' dia. X 6' high STORM DRAIN POOLS / THE LAND SURVEYOR'S INKED SEAL OR Land Surveyor ROOF AREA: 2,310 sq. ft. 6 EMBOSSED SEAL SHALL NOT BE CONSIDERED EXISTING GRADE 2,310 sq. ft. X 0.17 = 393 cu. ft. ALL nRouly a' - 1-1/z" STONE TO BE A VALID TRUE COPY. ROAD 393 cu. ft. / 42.2 = 9.3 vertical ft. of 8' dia. leaching pool required / CERTIFICATIONS INDICATED HEREON SHALL RUN HAY BALES AND/OR PROVIDE (2) 8' dia. X 6' high STORM DRAIN POOLS /� LEACHING RINGS ONLY TO THE PERSON FOR WHOM THE SURVEY SILT FENCING ._ REINFORCED PRECAST CONC. IS PREPARED, AND ON HIS BEHALF TO THE .... Successor To: Stanley J. Isaksen, Jr. L.S. CONSTRUCTION TRANCE BASE OF �.::.::.::.::.. a0ao PSI a za Daus TITLE COMPANY, GOVERNMENTAL AGENCY AND Joseph A. In e no L.S. F,t1 t 3•-0" 3'-0" COMPACTED 3/4 STONE BLEND PROPOSED 8' DIA. X 6' DEEP DRYWELLS WITH GUTTER LEADERSFOR ROOF RUN-OFF (::::::::::� (min.) 4• (min.) LENDING INSTITUTION LISTED HEREON, AND p 9 9 OR N.Y.S. D.O.T.APPROVED R.C.A. `�'.:;'.i TO THE ASSIGNEES OF THE LENDING INSTI- FILL TO 18" MIN.ABOVE DRAINAGE ....� Title Surveys - Subdivisions - Site Plans - Construction Layout GRADE TO ALLOW FOR DRaNACE PROPOSED 8' DIA. X 6' DEEP DRYWELL WITH OPEN GRATE FOR DRIVEWAY RUN-OFF TUTION. CERTIFICATIONS ARE NOT TRANSFERABLE. y Y CROSS SECTION PHONE (631)727-2090 Fox (631)727-1727 TEMPORARY CONSTRUCTION ENTRANCE E THE EXISTENCE OF RIGHTS OF WAY OFFICES LOCATED AT MAILING ADDRESS NOT TO SCALE GROUND WATER AND/OR EASEMENTS OF RECORD, IF 1586 Main Road P.O. Box 16 ( ) ANY, NOT SHOWN ARE NOT GUARANTEED. Jamesport, New York 11947 Jamesport, New York 11947 36-145A SURVEY FOR TO BE USED WHERE TOPSOIL IS NECESSARY FOR NOTES: OwE\-�CG�NJUSTIN J. NUNEMAKER REGRADING & VEGETATING DISTURBED AREAS. 1. AREA CHOSEN FOR STOCKPILING OPERATIONS QV9 SURVEY OF PROPERTY TEMPORARY STOCKPILE STABILIZATION MEASURES INCLUDE SHALL DRY AND STABLE. USES 2. MAXIMUM SLOPE OF STOCKPILE SHALL BE 2:1. SITUATE VEGETATIVE COVER, MULCH, NONVEGETATIVE COVER, AND 3. UPON COMPLETION OF SOIL STOCKPILING, EACH PERIPHERAL SEDIMENT TRAPPING BARRIERS. THE PILE SHALL BE SURROUNDED WITH EITHER SILT MATTITUCK STABILIZATION MEASURE(S) SELECTED SHOULD BE FENCING OR STRAW BALES, THEN STABILIZED WITH APPROPRIATE FOR THE TIME OF YEAR, SITE CONDITIONS, VEGETATION OR COVERED. TOWN OF SOUTHOLD AND REQUIRED PERIOD OF USE. 2 SLOPE OR LESS � R SUFFOLK COUNTY, NEW YORK _ STABILIZE ENTIRE PILE �1 Q`AIC VJP�� S.C. TAX NO. 1000-114-06-05 WITH VEGETATION OR COVER ES PV8 SCALE 1"=30' 14/ \1/ 14/ \1/ %I, �5 JULY 18, 2016 DECEMBER 2, 2016 ADD PROPOSED HOUSE 14, J, 11, J, 1/ %4/ APRIL 27, 2017 REVISE SITE PLAN \1/ \41 \11 \4/ \4/ 14� \1/ G TOTAL LOT AREA = 21,694 sq. ft. 0.498 ac. \I, \V NV v, �/ \l, \t, \1, \t, \1, \1, r- TEST HOLE DATA CERTIFIED TO: y (TEST HOLE DUG BY McDONALD GEOSCIENCE ON NOVEMBER 7, 2016) FIDELITY NATIONAL TITLE INSURANCE COMPANY EL. 25.5' D• JUSTIN J. NUNEMAKER yDARK BROWN LOAM OL PRIMELENDING, A PLAINSCAPITAL COMPANY, 1' IT'S SUCCESSORS AND/OR ASSIGNS BROWN SILTY SAND SM 3' NOTES: 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DATUM STRAW BALES OR SILT FENCEPALE BROWN FINE EXISTING ELEVATIONS ARE SHOWN THUS:XcLx TO MEDIUM SAND SP 2. MINIMUM SEPTIC TANK CAPACITIES FOR A 3 BEDROOM HOUSE IS 1,000 GALLONS. 1 TANK; 8' LONG, 4'-3" WIDE, 6'-7" DEEP SOIL STOCKPILE EL 6.5' 17' 3. MINIMUM LEACHING SYSTEM FOR A 3 BEDROOM HOUSE IS 300 sq ft SIDEWALL AREA. (NOT TO SCALE) 1 POOL; 12' DEEP, 8' dla. EL 4.6' 20.9' HIGHEST EXPECTED GROUND WATER PROPOSED 50% FUTURE EXPANSION POOL TEST WELL No. USGS 405924072321501 S 39269 1 @0 a PROPOSED 8' DIA. X 12' DEEP LEACHING POOL OF �S R Fp�� G g1� 0 2 PROPOSED 1,000 GALLON SEPTIC TANK AP Ivo " 5UF 669 aJ' N 4. THE LOCATION OF WELLS AND CESSPOOLS SHOWN HEREON ARE FROM FIELD K OF Na. 1 err STEEL OR WOOD OBSERVATIONS AND/OR DATA OBTAINED FROM OTHERS. TTj,�GE �\0 f\\,EpGE�`r EXTRA STRENGTH FILTER FABRIC POST (TYP.) i���Yy SNE PS N�r�l/JJ REQ'D. WITHOUT WIRE MESH SUPPORT 5. PROPOSED LOT COVERAGE = 2,310 sq. ft. OR 10.6% (MAX. 20%) 1962ID JJ1 JJ •\N� O pgER 2 OT O W SCE- `-�1J -4 W/ WIRE SUPPORT PACING \N OC'� L \NG •\�R FE 5.5'N• 6' MAX. O.C. SPACING E\CEO pp\ Q �\,\C vJP• �p1CF• �N.\ J J` W/O WIRE SUPPORT FENCE .' ugL 5�M L-{ - STORMWATER MANAGEMENT NOTES: � O J N FLOC 1. ANY WORK OR DISTURBANCE, AND STORAGE OF CONSTRUCTION O yrs ` '.• I- MATERIALS SHALL BE CONFINED TO THE LIMIT OF CLEARING C AND/OR GROUND DISTURBANCE SHOWN ON THE APPROVED PLANS. TEST HOLE y� ". -' ATTACH FILTER FABRIC SECURELY 2• PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES, N o 25.5 A CONTINUOUS LINE OF SILT SCREEN (MAXIMUM OPENING OF X O, / o n rn ny TO UPSTREAM SIDE OF POST U.S. SIEVE 20 SHALL BE STAKED AT THE LIMIT OF CLEARING \ 0 A0' o -��� \\\\\\� AND GROUND DISTURBANCE SHOWN ON THE APPROVED PLANS. Np \ \, l y y� //////////// / // THE SCREEN SHALL BE MAINTAINED, REPAIRED AND REPLACED AS F0� / I O o <" \^�\^���\\j SILT FENCE DETAILS OFTEN AS NECESSARY TO ENSURE PROPER FUNCTION, UNTIL ALL SPE iP lS 0 \ r� P I NOT TO SCALE DISTURBED AREAS ARE PERMANENTLY VEGETATED. SEDIMENTS 24.5 1 I \ \ O � 11 TRAPPED BY THE SCREEN SHALL BE REMOVED AWAY FROM THE?� SCREEN TO AN APPROVED UPLAND LOCATION BEFORE THE O 1 NOTES: SILT FENCE SHALL BE PLACED PARALLEL TO SLOPE CONTOURS TO O " "'" \ w ,-� 7 MAXIMIZE PONDING EFFICIENCY. INSPECT AND REPAIR SILT FENCE AFTER SCREEN IS REMOVED. G Z \NP \�' O/ �\ EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. REMOVED 3. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES, it < SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT ALLOW A CONTINUOUS ROW OF STAKED STRAW OR HAY BALES SHALL INy .(�. �y. ✓g� DEEP �N�p OFF-SITE TRANSPORT. BE STAKED END TO END AT THE BASE OF THE REQUIRED SILT T m s... / \ O t� N SCREEN AT THE BASE OF THE REQUIRED SILT SCREEN. THE BALES O' Nr O P c9W` \D�A� ���� ` �µPC��' \O �A��/\\�N SHALL BE MAINTAINED, REPAIRED AND REPLACED AS OFTEN AS IS p L O p \2 25 e FCD '�--8'E VIEW ° 5 PO D \ eJ o y`' _ D \ s GON ` \�M y\NE G 3fi" HIGH POLE (MAX.) NECESSARY TO ENSURE PROPER FUNCTION, UNTIL ALL DISTURBED UN 00 (�` m O N C9 O P 1T P\cNtiEC\P\ STEEL OR WOOD POST 41 �. IN �O ,F p W 3�0.. ' ° B/ '/ x Ay;.v��\l` _ AREAS ARE PERMANENTLY VFGETA.TF.D. THE AVERAGE USEFUL LIFE NG�yS p0 O� Oj :. ��\ \O, \ \E.��\N \ FLOW OF A BALE IS 3-4 MONTHS. SEDIMENTS TRAPPED BY THE BALES ZsO j ` E2E• I'�Q o Q 01 :'° c ' ROP �D:D�%/ ' / /�N1\\ POL SHALL BE REMOVED AWAY FROM THE BALES TO AN APPROVED / UPLAND LOCATION BEFORE THE BALES THEMSELVES ARE REMOVED. n :9 � ��1\ \O 4. STRAW BALES SHALL BE RECESSED TWO TO FOUR INCHES INTO THE GROUND. 5. SILT SCREEN SHALL BE RECESSED BY TRENCHING SIX INCHES INTO THE GROUND. 26.0 J ' \r �/ �/ 1/ �, 6. LEADERS AND GUTTERS THAT EMPTY INTO DRYWELLS SHALL BE INSTALLED �O25.6 x O 0 O' \�E\�\ \��� oo rn /\\//\\ \\//\\/� ON THE PROPOSED RESIDENCE. 0�4 n \ Q D � cE 2y \/\\/\ \\/\\ 7. ALL PROPOSED SWIMMING POOL DISCHARGES SHALL BE DIRECTED TO DRYWELLS. BE r� S� F�` p c� j 8 OR PROPOSED PAVED RIBE EQUIPPEDTWITHCDRAINAGET SUFFICIENT TOBPREVENTRRUNOFF cli S O ES \ ,,{ QQ� w /\ /\\/ 4" X 6" TRENCH FROM BEING DISCHARGED ONTO THE ROAD OR OFF-SITE. G Cti LL //j \/ W/ COMPACTED 9. ALL AREAS OF SOIL DISTURBANCE RESULTING FROM THIS PROJECT SHALL BE y / \ \:.,.',.',.'.� Fj�• �\ / BACKFILL SEEDED WITH AN APPROPRIATE PERENNIAL GRASS, AND MULCHED WITH STRAW o .a �� ��n<2 EENC�. `l \N �• yon 1 -� FIIATELY PMTION OF THE PROJECT, NAL GRADINGOR BON � THEEXPIRATION DATEWITHIN OFTHE BUILDING(PES OF Un PERMIT, G y 9 �i0 W TRENCH DETAIL WHICHEVER IS FIRST. MULCH SHALL BE MAINTAINED UNTIL A SUITABLE 0 -7� ENE EDGE O FENCE 9 �" (NOT TO SCALE) VEGETATIVE COVER IS ESTABLISHED. IF SEEDING IS IMPRACTICAL DUE TO C� G�OE Fo2E• e0NR0 0^ DJ TIME OF YEAR, TEMPORARY MULCH SHALL BE APPLIED AND FINAL SEEDING ,� Sto FE1�c E 1 PERFORMED AS SOON AS WEATHER CONDITIONS FAVOR GERMINATION 7 �N� Zo AND GROWTH. E 10. SUITABLE VEGETATIVE COVER IS DEFINED AS A MINIMUM OF 859 AREA ``►,,'' HAY BALES 2"x2" STAKES VEGETATIVE COVER WITH CONTIGUOUS UNVEGETATED AREAS NO LARGER pf�N E NP ga�V 1 D �\,\\C WADER (TWO EACH BALE) THAN 1 SQUARE FOOT IN SIZE. �0 J a�E�I� 69e 12 Dr0 U S e Ngo/R ACKE N FLOW GRADE 1 1 SITE OF WATER,ACCESS SILTS AND SEDIMENTS EXISTING ROADS, TO D. ALL CONSTRUCTION ACCESS WAYS SHALL BE IRECTED D PREVENT D DISCHARGED SUFFICIENTLY AT THEIR SE O � COMPACTED c,o 0.q 5 sU N D Stop BACKFILL DRAINAGE THE ROAD. A NON-LOAM BASE MATERIAL, SUCH AS CRUSHED STONE, GRAVEL, o�co y SA 0 (OP INLET OR RECYCLED CONCRETE BASE, SHALL BE PLACED ACROSS THE DRIVEWAY OR s Ca �� CONSTRUCTION ACCESS WAY AT THE ACCESS POINT ALONG THE ROAD. oy / �,• BALES TO BE SET ( Y IN 4" TRENCH \\ ELEVATION PREPARED IN ACCORDANCE WITH THE MINIMUM �l HAYBALE BARRIER ® INLETS STANDARDS FOR TITLE SIJR\42'5_AS ESTABLISHED so' Mw. THE SUCH USS. NB''APppR9`ED AND ADOPTED OR TO BE SUFFICIENT TO �O NOT TO SCALE) �i27RS�ATE LAND ( ) TITLE ASSOC; 10N7 1 tt KEEP SEDIMENT ON SITE (\�\///•� 8,L) 1 AF-, r0 a, SILT FENCING D o 7 L I Y 2017 � _ •q � a z MAY 4 ------------------ a�f TYPICAL STORMWATER UNIT All G '1' •� (TOPS TO BE TRAFFIC BEARING) TOIN,O'T, ®UT�30LD /1, (NOT TO SCALE) �r CAST IRON INLET FRAME do COVER (FLOCKHART #63518 TYPE 6640) N.Y.S. Lic. No. 50467 HAY BALES AND/OR FINISHED GRADE OR 6"THICK REINFORCED CONC. COVER SILT FENCING DRAINAGE SYSTEM CALCULATIONS: 8"TRAFFIC BEARING SLAB--\ O" UNAUTHORIZED ALTERATION OR ADDITION TO THIS SURVEY IS A VIOLATION OF PLAN VIEW ROOF AREA: 2,582 sq. ft. SECTION 7209 OF THE NEW YORK STATE Nathan T of t Corwin 2,582 sq. ft. X 0.17 = 439 cu. ft. OF ROOF RUNOFF ,, PIPE FROM ROOF GUTTERS EDUCATION LAW. 439 cu. ft. / 42.2 = 10.4 vertical ft. of 8' dia. leaching pool required �i 8'-D" COPIES OF THIS SURVEY MAP NOT BEARING PROVIDE (2) 8' dia. X 6' high STORM DRAIN POOLS THE LAND SURVEYOR'S INKED SEAL OR Land Surveyor EMBOSSED SEAL SHALL NOT BE CONSIDERED PROPOSED 8' DIA. X 6' DEEP DRYWELLS WITH GUTTER LEADERS FOR ROOF RUN-OFF CRUSHED 3/4" - 1-1/2" STONE TO BE A VALID TRUE COPY. EXISTING GRADE ALL ALL AROUND ROAD DRIVEWAY AREA: 1,600 sq. ff. CERTIFICATIONS INDICATED HEREON SHALL RUN HAY BALES AND/OR 1,600 sq. ft. X 0.17 = 272 cu. ft. OF DRIVEWAY RUNOFF 1c LEACHING RINGS ONLY TO THE PERSON FOR WHOM THE SURVEY SILT FENCING PROVIDE (2) 8' WIDE X 6" DEEP (2.67 cu. ft. PER LINEAR FOOT) DRAINAGE SWALES REINFORCED PRECAST CONC. IS PREPARED, AND ON HIS BEHALF TO THE Successor To: Stanley J. Isaksen, Jr. L.S. CONSTRUCTION ENTRANCE BASE OF TOTAL CAPACITY = 416 cu. ft. 3'-0" a000 PSI 0 2 DAYS 3,_0. TITLE COMPANY, GOVERNMENTAL AGENCY AND Joseph A. In e no L.S. COMPACTED 3/4 STONE BLEND LENDING INSTITUTION LISTED HEREON, AND p 9 g OR N.Y.S. D.O.T.APPROVED R.C.A. (min.) 41 (min.) TO THE ASSIGNEES OF THE LENDING INSTI- FILL TO 18" MIN.ABOVE EXISTING TUTION. CERTIFICATIONS ARE NOT TRANSFERABLE. Title Surveys - Subdivisions - Site Plans - Construction Layout GRADE TO ALLOW FOR DRAINAGE CROSS SECTION PHONE (631)727-2090 Fax (631)727-1727 TEMPORARY CONSTRUCTION ENTRANCE N E THE EXISTENCE OF RIGHTS OF WAY OFFICES LOCATED AT MAILING ADDRESS AND/OR EASEMENTS OF RECORD, IF 1586 Main Road P.O. Box 16 (NOT TO SCALE) GROUND WATER ANY, NOT SHOWN ARE NOT GUARANTEED. Jamesport, New York 11947 Jamesport, New York 11947 36-145A1 SURVEY FOR w �P��R JUSTIN J. NUNEMAKER NOTES: a Or, SURVEY OF PROPERTY TO BE USED WHERE TOPSOIL IS NECESSARY FOR 1. AREA CHOSEN FOR STOCKPILING OPERATIONS QVB REGRADING & VEGETATING DISTURBED AREAS. SHALL BE DRY AND STABLE. uSEs SITUATE TEMPORARY STOCKPILE STABILIZATION MEASURES INCLUDE 2, MAXIMUM SLOPE OF STOCKPILE SHALL BE 2:1. VEGETATIVE COVER, MULCH, NONVEGETATIVE COVER, AND 3. UPON COMPLETION OF SOIL STOCKPILING, EACH MATTITUCK PERIPHERAL SEDIMENT TRAPPING BARRIERS. THE PILE SHALL BE SURROUNDED WITH EITHER SILT STABILIZATION MEASURE(S) SELECTED SHOULD BE FENCING OR STRAW BALES, THEN STABILIZED WITH TOWN OF SOUTHOLD APPROPRIATE FOR THE TIME OF YEAR, SITE CONDITIONS, VEGETATION OR COVERED. SUFFOLK COUNTY, NEW YORK AND REQUIRED PERIOD OF USE. 2 SLOPE OR LESS 1 Et S.C. TAX SCALE 000301 \41, �, �, 14-06-05 STABILIZE ENTIRE PILE �, S QV6 WITH VEGETATION OR COVER VSE JULY 18, 2016 DECEMBER 2, 2016 ADD PROPOSED HOUSE \4/ 14, 14/ \j/ G i TOTAL LOT AREA = 21,694 sq. ft. 0.498 ac. y NQ %4/ y � \11,1 _4� 14, TEST HOLE DATA CERTIFIED T0: \1, .y .y •11 •L03�L �Y Z (TEST HOLE DUG BY McDONALD GEOSCIENCE ON NOVEMBER 7. 2016) FIDELITY NATIONAL TITLE INSURANCE COMPANY EL 25.5' 0• JUSTIN J. NUNEMAKER DARK BROWN LOAM OL 14/ 11, - BROWN SILTY SAND SM s NOTES: 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DATUM ` EXISTING ELEVATIONS ARE SHOWN THUS:AX.X '. PALE BROWN FINE TO MEDIUM SAND SP 2. MINIMUM SEPTIC TANK CAPACITIES FOR A 3 BEDROOM HOUSE IS 1,000 GALLONS. STRAW BALES OR SILT FENCE 1 TANK; 8' LONG, 4'-3" WIDE, 6'-7" DEEP EL 8.5' 17• 3. MINIMUM LEACHING SYSTEM FOR A 3 BEDROOM HOUSE IS 300 sq ft SIDEWALL AREA. SOIL STOCKPILE 1 POOL; 12' DEEP, 8' d1a. 20.9' (NOT TO SCALE) EL a.s' PROPOSED 50% FUTURE EXPANSION POOL HIGHEST EXPECTED GROUND WATER TEST WELL No. USGS 405994072321501 S 39269 1 ®PROPOSED B' DIA. X 12' DEEP LEACHING POOL K C UN(� 1, ° ®PROPOSED 1,000 GALLON SEPTIC TANK '' ve 4. THE LOCATION OF WELLS AND CESSPOOLS SHOWN HEREON ARE FROM FIELD AP OF 1�Og SVFF`366g 145 9 �r� '245 STEEL OR WOOD' " OBSERVATIONS AND/OR DATA OBTAINED FROM OTHERS. G �RY, OF �O• rrr EXTRA STRENGTH FILTER FABRIC POST (TYP•) 5. PROPOSED LOT COVERAGE = 2,310 sq. ft. OR 10.6%. (MAX. 20%) Y\ AS 62 os. NEO r lJ lI1 REO'D. WITHOUT WIRE MESH SUPPORT 10' MAX. O.C. SPACING ,QTDNS jT FENCE o W/ WIRE U 6' MAX. D.C. S ACING \ OC(O \ R 5.5'tA W/O WIRE SUPPORT FENCE EvEa w STORMIKATER MANAGEMENT NOTES: QV6 / Q G N ' FLOTf 1. ANY WORK OR DISTURBANCE, AND STORAGE OF CONSTRUCTION USES O G • . ' MATERIALS SHALL BE CONFINED TO THE LIMIT OF CLEARING ..~- AND/OR GROUND DISTURBANCE SHOWN ON THE APPROVED PLANS. .. . A5' rL \. 'O '•:.': 2. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES, J \ 1 �r ••ATTACH FILTER FABRIC SECURELY A CONTINUOUS LINE OF SILT SCREEN (MAXIMUM OPENING OFL "0� 5O 1Jp• i� OLE Y Y� 25.5 n To UPSTREAM SIDE OF POST U.S. SIEVE #20) SHALL BE STAKED AT THE LIMIT OF CLEARING G 'I x 24.2 �s .Ap�1:,: �\ Jj -�� �\ AND GROUND DISTURBANCE SHOWN ON THE APPROVED PLANS.° THE SCREEN SHALL BEMAINTAINED, REPAIRED AND REPLACED AS n OFTEN AS NECESSARY TO ENSURE PROPER FUNCTION, UNTIL ALL \ \\�\\.\�\\\ \ srr.T FENCE DETAILS.o \J1 DISTURBED AREAS ARE PERMANENTLY VEGETATED. SEDIMENTS' y JO NOT TO SCALE TRAPPED BY THE SCREEN SHALL BE REMOVED AWAY FROM THE EFORE THESCREEN TO AN APPROVED UPLAND LOCATION B C, v\\ I W Z -A NOTES: SILT FENCE SHALL BE PLACED PARALLEL TO SLOPE CONTOURS TO $GREEN IS REMOVED.NCE AFTER ECT AND REPr.IR SILT FE_ MAXIMIZE PONDING EFFICIENCY. INSP UCTION ACTIVITIES, 3. PRIOR TO THE COMMENCEMENT OF ANY CONSTRQ1 '. N \N� EACH STORM EVENT AND REMOVE SEDIMENT WHEN NECESSARY. REMOVED � � ' \ SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT ALLOWA CONTINUOUS ROW OF STAKED STRAW OR HAY BALES SHALL o t•; \O �1�pR\s� NGS OFF-SITE TRANSPORT. BE STAKED END TO END AT THE BASE OF THE REQUIRED SILT t SCREEN AT THE BASE OF THE REQUIRED SILT SCREEN. THE BALES Oy yp N, pS p(� \gyp \O pFt( \(N .LL BE MAINTAINED, REPAIRED AND REPLACED AS OFTEN AS IS S \ t^ x 25.8 V N O yN : \ x 26' d' /� �1°\�` rAPpRNE�W 36" HIGH POLE (MAX.) 'CESSARY TO ENSURE PROPER FUNCTION, UNTIL ALL DISTURBED " . lr" O yL NW�O Ste:?:` r�!. 1a / Gp �� p �p\S SFT\NG STEEL OR WOOD POST A;,EAS ppE PERVANENTLY VEGETATFO. THF AVERAGE USEFUL LIFE L"I C'Oa \ �O '. C .' / ; ✓ \p, X�y�Pg �EN��� FLOW OF A BALE IS 3-4 MONTHS. SEDIMENTS TRAPPED BY THE BALES Y. ZL ESN � SHALL BE REMOVED AWAY FROM THE BALES TO AN APPROVED q T d .` >• G \L UPLAND LOCATION BEFORE THE BALES THEMSELVES ARE REMOVED. O J 2 yp r pROP \ 4. STRAW BALES SHALL BE RECESSED TWO TO FOUR INCHES INTO THE GROUND. \ ��� •O 5. SILT SCREEN SHALL BE RECESSED BY TRENCHING SIX INCHES INTO THE GROUND. SC &Q N� . \ 6. LEADERS AND GUTTERS THAT EMPTY INTO DRYWELLS SHALL BE INSTALLED Ny 0 \ �'\\'\ '\�'\�'� ON THE PROPOSED RESIDENCE. oo %%//% "c":•,�%\/%\� 7. ALL PROPOSED SWIMMING POOL DISCHARGES SHALL BE DIRECTED TO D YWELLS. \\\\ 8. PROPOSED DRIVEWAYS MUST BE CONSTRUCTED OF PERMEABLE MATERIALS °^ G O \ �� F�NCS• ° r�Py /�� \//��� Q R IF PAVED BE EQUIPPED WITH DRAINAGE SUFFICIENT TO PREVENT RUNOFF s�.�y °Pyp t", G �<^ Q�� ��'"� 2 OE` "� / /�/� 4" X 6" TRENCH FROM BEING DISCHARGED ONTO THE ROAD OR OFF-SITE. ::.1 W 9. ALL AREAS OF SOIL DISTURBANCE RESULTING FROM THIS PROJECT SHALL BE / COMPACTED BACKFILL SEEDED WITH AN APPROPRIATE PERENNIAL GRASS, AND MULCHED WITH STRAW N ��� ° 1FjB• 2 IMMEDIATELY UPON COMPLETION OF THE PROJECT, WITHIN TWO (2) DAYS OF �" FINAL GRADING, OR BY THE EXPIRATION DATE OF THE BUILDING PERMIT, �-oN �`�`�y EENo�• �1 \�"✓��- �� CZo� TRENCH DETAIL. WHICHEVER IS FIRST. MULCH SHALL BE MAINTAINED UNTIL A SUITABLE ,y C1 �rL.I O�EPR W VEGETATIVE COVER IS ESTABLISHED. IF SEEDING IS IMPRACTICAL DUE TO 03y o' GE o�of f��CE ° (NOT TO SCALE) TIME OF YEAR, TEMPORARY MULCH SHALL BE APPLIED AND FINAL SEEDING 9� EE�g. BpPRO o PERFORMED AS SOON AS WEATHER CONDITIONS FAVOR GERMINATION '33 �� �ENCS o F�N�6 Zo AND 10. SUITAB EWVEGETATIVE COVER IS DEFINED AS A MINIMUM OF 859 AREA HAY BALES 2"x2" STAKES VEGETATIVE COVER WITH CONTIGUOUS UNVEGETATED AREAS NO LARGER (TWO EACH BALE) THAN 1 SQUARE FOOT IN SIZE. Vv \\ P 11. ALL CONSTRUCTION ACCESS WAYS SHALL BE RAISED SUFFICIENTLY AT THEIR Pf�NCNc� Z �0 OQ� \C E FLOW GRADE SITE ACCESS LOCATIONS WITH THE EXISTING ROADS, TO PREVENT RUNOFF N COMPACTED OF WATER, SILTS AND SEDIMENTS FROM BEING DIRECTED OR DISCHARGED ONTO CLQ o E•i� 69" 12 USES N���R�A� N BACKFILL DRAINAGE THE ROAD. A NON-LOAM BASE MATERIAL, SUCH AS CRUSHED STONE, GRAVEL, °may S SAN D' o SC, Op„ INLET CONSTRUCTONOR RECYCLED CONCRETE AC ESS WAYSAT THELL BE PLACED ACCESS POINT ALONG THE ROADOSS THE WAY OR o°�o°o Vyn� SU CO. \` BALES TO BE SET IN 4" TRENCH LUFFO,Y.Ii�.:i1 4'I`2'IJ t r. iy :1ti LiY IMAM SERVICES ELEVATION PREP,RED IN ACCORDANCE WITH THE MINIMUM STANDARDS FOR TITLE SURVEYS AS ESTABLISHED AYBALE BARRIER ® INCE S )i, sngn�K rpy^ t4}L'TxFo,;1 a is ;i^ ;Fra 51?FJ ''(I1�.1>I F 4°Sy wBY T'E L.I.A.LS. AND APPROVED AND ADOPTED 50' MIN. __ A s..•,,,��+ a_ 'FOR UCH USE BY THE NEW Rif-STATE, AND O (NOT TO SCALE) i7' 1is:�$Wa�:iy's�e± - 3t .i vl Oia� TITLE ASSOCIATION. py O may. OR TO BE SUFFICIENT TO f�� ���1 KEEP SEDIMENT ON SITE ALES AND/OR House trap/cleanout must be installed �T•�'�,,,TE 11F1 a.9 2017 .,,.,�,�, ,��,- n /' � �E"' A � g� -��? C" }® SILT BALES A / , DATE x.+ ' P:.'l:.i«,d.1 ..1�.J. 1.�,.::�.. on the septic tank inlet wasteline.All utilities require a 5ft minimum AlFPI 01r' O_ -� �` K� W separation to the septic sstem. :i �= :` "LE RQONISFOMr- a 5 v °a EAPMS T14-REEE YEA R.S rROTVI DATE OF APPROVAL ° _ --------- gid. gJ.I TYPICAL STORMWATER UNIT t� (TOPS TO BE TRAFFIC BEARING) L� (NOT TO SCALE) ��C S y S. Lic. No. 50467 CAST IRON INLET FRAME & COVER (FLOCKHART #63518 TYPE 6840) _ FINISHED GRADE OR 6"THICK REINFORCED CONC. COVER HAY BALES AND/OR 1'-0' UNAUTHORIZED ALTERATION OR ADDITION SILT FENCING DRAINAGE SYSTEM CALCULATIONS: 6' TRAFFIC BEARING SLAB (max.) TO THIS SURVEY IS A VIOLATION OF PLAN VIEW DRIVEWAY AREA: 1,200ft. EDUCATION 7209OFTHE NEW YORK STATE Nathan Taft Corwin 1,360 sq. ft. X 0.17 = 231 cu. ft. PIPE FROM ROOF CUTTERS SECTION III 204 cu. ft. / 42.2 = 4.8 vertical ft. of 8' dia. leaching pool required e'-o" COPIES OF THIS SURVEY MAP NOT BEARING OR PROVIDE (1) 8' dia. X 6' high STORM DRAIN POOLS THE LAND SURVEYOR'S INKED SEAL EMBOSSED SEAL SHALL NOT BE CONSIDERED Land Surveyor ROOF AREA: 2,310 sq. ft. CRUSHED 3/4" - 1-1/2" STONE TO BE A VALID TRUE COPY. EXISTING GRADE 2,310 sq. ft. X 0.17 = 393 cu. ft. ALL AROUND ROAD 393 cu. ft. / 42.2 = 9.3 vertical ft. of 8' dia. leaching pool required i CERTIFICATIONS INDICATED HEREON SHALL RUN � � LEACHING RINGS ONLY TO THE PERSON FOR WHOM THE SURVEY HAY BALES AND/OR PROVIDE (2) 8' dia. X 6' high STORM DRAIN POOLS - �� IS PREPARED, AND ON HIS BEHALF TO THE SILT FENCING REINFORCED PRECAST CONC. SUCCeSSOr T0: Joseleyph J. Ingegn , Jr. < a000 PSI 0 28 DAYS TITLE COMPANY, GOVERNMENTAL AGENCY AND CONSTRUCTION Ef1TRANCE BASE OF �' "1 3'-0" 3-0• LENDING INSTITUTION LISTED HEREON, AND Joseph A. Ingegno L.S. COMPACTED 3/4 STONE BLEND PROPOSED 8' DIA. X 6' DEEP DRYWELLS WITH GUTTER LEADERSFOR ROOF RUN-OFF (::::::::::j (ml�) a. (min.) TO THE ASSIGNEES OF THE LENDING INSTI- CO N.Y.S. D.O.T.APPROVED �"'� Title Surveys - Subdivisions - Site Plans - Construction Layout FILL TO 1B" MIN. ABOVE D R.C.A.R.C.. �''''� TUTION. CERTIFICATIONS ARE NOT TRANSFERABLE. GRADE TO ALLOW FOR DRAINAGE r C.... PROPOSED 8' DIA. X 6' DEEP DRYWELL WITH OPEN GRATE FOR DRIVEWAY RUN-OFF 1:.4:;:� PHONE (631)727-2090 Fax (631)727-1727 CROSS SECTIO E THE EXISTENCE OF RIGHTS OF WAY OFFICES LOCATED AT MAILING ADDRESS NCE N AND/OR EASEMENTS OF RECORD, IF 1586 Main Road TEMPORARY CONSTRUCTION ENTRAP.O. Box 16 GROUND WATER ANY, NOT SHOWN ARE NOT GUARANTEED. Jamesport, New York 11947 Jamesport, New York 11947 (NOT TO SCALE) 36-145A ROOM SCHEDULE MATERIALS SYMBOL SCHEDULE !uy OR ROOM # ROOM NAME T_ FLOORtA, k t-, 1-0 UNLAWFUL EARTH/ COMPACT FILL DATEkt)—J01137 .; BASEMENT F E.- �J'ITHOIJT CERTIFICFi E A'T N,'OTIFY OF OCCUPANCY 001 BASEMENT BASEMENT 10 POROUS FILU GRAVEL 0-D FRED 1. 170UNDATOA CIED CU11,11­_­_' FOR POUR C r^117 TIFICA TION (MAIN FLOOR) CONCRETE BLOCK 2. rou5H - Fr,""","J'4G A r"Ll ,i\15 3. IF~SUILATON -EAD CONTENT BEFORE 4. FIPIAL - CCi,!79U(.TIr)1N '.�IUST -ICATE OF OCCUPANCY :.4 CAST THE 4 1-1 C.O. @ FRONT PORCH MAN (I ST) BE cC,; FLITE FO� SOLDER USED IN WATER -IN PLACE CONCRETE ALL CONST��UCTIONI pl, - i , " 14 1."N "UPPLY SYSTEM CANNOT REAR DECK MAN (1 ST) REQUIREMENTS OF TK-G 0DES Op"r_ 0 I LZ YORK STA-TE. NOT RES')O�NGIPLE FOR EXCEED 2110 OF 1%LEAD. 10 REAR ENTRY DECK MAN (1 ST) PRE-CAST CONCRETE DESIGN OR CON,`,TRUCTI:�N ERROFIS. OF 12 12 12 12 TRUSS PLACARDING REQUIRED 12 12 OvVN' CODES WOOD FRAME 7 7 r– F�_ CONSTRUCTION-(Small Scale) AS REQUIRED DO NOT PROCEED Wi7H DRAWINGSYMBOL SCHEDULE STONE WALLS D 171 7 M1 FRAVNG UNTIL SURVEY OF FOUNDATION LOCATION - � � ® ® -EN APPROVED. BUILDING SECTION, HAS BE WOOD FRAME C A-1 REFERENCE DRAWING NUMBER CONSTRUCTION-(Large Scale) ISSUED: WALL SECTION or ELEVATION RIGID FOAM INSULATION Al REFERENCE DRAWING NUMBER PLUMBING PLUMBING WASTE ALL PLUMB Na[D FIBERGLASS BATT INSULATION &W AT Ez R LINE!E! DETAIL REFERENCE �D; 41 11 AWING NUMBERA 21 ERIOR INSULATION AND ., til+ C W,, F71 0 0E:1 Ej o u FINISH SYSTEM toco%�V. 0 E:1 I ==E:I= Too PE iL6YHH��TL ROOM NAME- NUMBER EXTERIOR CEMENT STUCCO = SYSTEM EJ EJ_EJ1 HIL]Ll L]M[_�_ 1-11 WINDOW TYPE WOOD- FRAMING, ROUGH LUMBER Inc EXTERIOR DOOR TYPE REVISED: WOOD- BLOCKING 24x1° 0 INTERIOR DOOR TYPE NUNEMAKER RESIDENCE A'N WOOD- FINISH LEVEL LINE CONTROL POINT T OR DATUM PLYWOOD-(Large Scale) ( FOUND I DESIGN + ACCESSORY ADDITIONS ) 2 L EG E N ID 275 VILLAGE LANE A_ SCALE: N.T.S. MATTITUCK NY, 11952 TOWN OF SOUTHOLD CLIMATE AND GEOGRAPHIC DESIGN CRITERIA 49 GROUND SNOW WINDSPEED SEISMIC DESIGN SUBJECT TO DAMAGE FROM: WINTER DESIGN TEMP ICE SHIELD WESSOUTH COUNTRY RD. THAMPTON BEACH, NY LOAD (PSF) (MPH) CATEGORY WEATHERING FROST LINE DEPTH TERMITE DECAY (F) UNDERLAYOUT REQ'D FLOOD HAZARDS PHONE: 516-721-9474 EMAIL:CZARNECKIDESIGNS@GMAIL.COM 20 130 A - B SEVERE 3'-011 MODERATE TO HEAVY SLIGHT TO MODERATE 13 DEG YES TABLE OF DRAWINGS PROPOSED COVERAGE D.B. BENNETT CONSULTING ENGINEER 3 RA11 ROAD AwNLYR.-P.O,Box 1442-EAST HAMPTON-NY•11937 TnmioNn 631-907-0023-WWW.I)BB-PE.COM STUD I 3 RAILROAD AVENUE, FLOOR 2 GENERAL UTILITY INFORMATION FRONT PORCH 101 SF STUD P.O. BOX 1442 IL EAST HAMPTON, NY 11937 I A-1.0 GENERAL INFO. N.T.S. SILL PLA REAR DECK 180 SF DOUBLETOPPLATE ; I TEL STUD EMAIL: DREW@631-907-0023 DBB-PE,COM 0 FLOOR PLANS REAR ENTRY DECK: 15.5 SF 0 Z RAFTER 0 MAS A-2.0 FOUNDATION 1/4 1'-0" TWO(2) 0 STUD LBP 1/2(2x2 WASHER) TOTAL : 296.5SF DOUBLETOPP'ATE 0 0 H2.5A 0 • MAS A-2.1 PORCH DECK PLAN 1/4 1'-0" 00 H4 FLOOR RAFTERS ELEVATIONS + SECTION DETAILS 00 0 STUD a NUNEMAKE R A-3.0 ELEVATIONS VARIES BOTTOM PLA 0 0 SUB LOORRESIDENCE .0 A-3.1 ELEVATION + SECTION DETAILS VARIES 0 ZI TYPICAL RAFTER-WALL PLATE STRAP CONNECTION TYPICAL TOP PLATE-STUD STRAP CONNECTION , 0 TYPICAL SILL PLATE-FOUNDATION CONNECTION 275 VILLAGE LANE STRUCTUAL PLANS SIMPSO)N STRONG-BE MODEL NUMBER: H-4 SIMPSON STRONG-TIE MODEL NUMBER: 2 0 H27— LVL RIM JOIST 0 7tMP50N—STRONC-TIE MODEL NUMBER: MAS AND LBPI/ MATFITUCK NY, 11952 110 MPH WIND WOOD SPECIES TO BE DOUGLAS 0 GLAS FIR 110 MPH WIND WOOD SPECIES TO BE DOUGLAS FIR IIOMPH WIND WOOD SPECIES TO BE DOUGLAS FIR FASTENIIERS TO RAFTERS:5-1 Od x 1 112' FASTENERS: STUDS 16'o.c. FASTENERS: MAS: LBP 1/2; S-2.0 PORCH + DECK FRAMING PLAN 1/4 1'-0" TO PLATES:5-1 Od x I l/2" USE 10-8d x I I/7'NAILS EA.H23A 0 0 LOCATE 3'-9"o.c. LOCATE 6-9'o.c. TO STUDS:NONE 0 Q TOSTUDS:6-10dxl 1/2' TO SILL:2x2 WASHER LTP 0 0 0 0 () 0 GENERAL NOTES: DOUBLE TOP PLATE 0 TOP PLATE STUD INFO "1 00 0 0 n STUD 0 0 0 RSP4 0 DOUBLE'101'PLATE0 D STUD RAFTER H8 SP4 % SILL PLATE STUD SPI/ 00 FOUNDATION 0 TYPICAL RAFTER-WALL PLATE STRAP CONNECTION TYPICAL TOP PLATE-STUD STRAP CONNECTION TYPICAL FLOOR-FLOOR STRAP CONNECTION TYPICAL STUD-SILL PLATE STRAP CONNECTION SIMPSO)NSTRONG-TIE MODEL NUMBER: H-8 SIMPSON STRONGAMODEL—NUMBER, RSP4:: SIMP50N STRONG-TIE MODEL NUMBER: CS20 OR LSTA30 WILPT4 SIMPSON STRONG-TIE MODEL NUMBER: SP4 0RSPI 110 MPH WIND WOOD SPECIES TO BE DOUGLAS FIR 110 MPH WIND WOOD SPECIES TO BE DOUGLAS FIR 110 MPH WIND WOOD SPECIES TO BE DOUGLAS FIR 110 MPH WIND WOOD SPECIES TO BE DOUGLAS FIR fASTENIERS: TO RAFTERS:5-1 Od x I 1/2' FASTENERS STUDS 16'o.c. FASTENERS CS20: LSTA30: FASTENERS SP4: SPI: TO PLATES:5-10d x 11/7' USE 8.Ed x I 1/7'NAILS STUDS @ 16'o.c. STUDS @ 16'o.c. TO PLATES:NONE TO PLATES:4-1 Od TO STUDS:NONE To STUDS:6-1 Od x 11/2" TO STUDS:6-1 Od x 11/7' TO STUDS:6-110d x 11/7' TO STUDS:6-10d 3 STRAPPING DETAILS MARCH 15, 2017 SCALE: N.T.S. oQ QQ 79'-10" 24'-0" 8'-0" 34'-08" 13'-98-1" 6_61" r-- ---------------- ------- ---------- I I I I I I I I I 10"DIA.SONATUBE FILLED WIT POURED CONCRETE 36"MIN. 10 7-'-T- uo BELOW GRADE ;O INDICATES GALVANIZED TYPICAL 8"DIA. i i LI E INDICATES i HALF ROUND LIGHT WELL SONATUBE AT BASE OF I I I I ECK ABOVE I 6'-114" 6'-98" I I I I STAIRS FOR SUPPORT I I I I I I I I I I I I I _ Hro 4— — — —— ISSUED: ------------ i i i 7" Room `/ - - - - - -- - G --------------J IIP 15 RISERS ---- cjC "-"-----i I � AT73/4" I I I I - — --------- I I 1 ' � I I I I I I I I � I •.�••.. I colo - - - --- - - --- - - - - - - - -- -- - - -- - - I I I I I \\ I I 1 —— — — - - --- - - - _ _ — —-._ cn- -- -- -� ; — FOUNDATION WALL CONSTRUCTION FOOTINGCONSTRUCTION 00 8"POURED CONCRETE WALL WITH 8"x 16"POURED CONCRETE �'•� � II II I II I ZIP I I i - I I I I I \\ #6 VERTICAL REBAR @ 48"O.C. FOOTING WITH(3) #6 CONTINUOUS REBAR TIED TO WALL REBAR AT o I I DROPPED FOUNDATION BUILDING PERIMETER. PROVIDE 3" 10 1 WALL FOR GARAGE ( OF CONCRETE COVER ON ALL DOOR OPENINGI "co REBAR (TYP.) I - I o Zb .. @BASEMENT REVISED; I I r I I i I UNEXCAVATED INDICATES EGRESS WELL 1 I ( 5'-0" 6'-7" T-3" 8'-0" 7'-71" I I t I I IN I N I = I 4"MIN. POURED CONCRETE SLAB I L ——IN L — —I 24"x24"12" L—-..-I L _ J 24"x24"12" !— 1 I PITCHED TO OUTSIDE OVER I I UNDISTURBED SOIL DEEP FOOTING DEEP FOOTING ( •` I I I ';•. I � I �r, 1 I I I I I I � I I I 4"MIN. POURED CONCRETE SLAB I I I I OVER UNDISTURBED SOIL I WINDOW CONSTRUCTION 49 SOUTH COUNTRY RD. WESTHAMPTON BEACH, NY *WINDOWS BY"T•B.D."TO MEET ALL EGRESS 1 I I REQUIREMENTS OF THE RESIDENTIAL CODE OF NEW 22 8 PHONE: 516-721-9474 63 " 8 g I 41 I 8 I YORK STATE: EMAIL:CZARNECKIDESIGNS@GMAIL.COM e " 12'-�" DROPPED FOUNDATION I I .`:::. I • MIN. OPENING HEIGHT: 24"NET CLEAR ! ! WALL FOR GARAGE I °0 — ! I I DOOR OPENING I L — I i ! 1 r OPENING L- -_.- - - -- - - -- - - - -- _ - - - -- - --_ J MIN, OPENING WIDTH: 20"NET CLEAR OPENING - - - --- -- -- - - -- ---- -- --- - - - - -- - - - - - - -- - -- - - - - - --- -- - - - -- _ — -- -__-- -- -- - -- MIN. OPEN ING A R SQUARE FEET NET D.B. BEN CLEAR OPENING _ — _ _____ __ __ __ _ — ___ _ _ CONSULTING ENGINEER 37NNC3 RAR.BOAD AVFNLR•P.O.Box 1442•EAST HAMPN•NY•119 ESi TEuMONe:631-907-0023•www-De"-ec.cnM DECK ABOVE 2-3" 9'-3" 1'-0" 9'-3" 2'_3" 3'-11g"' 3 RAILROAD AVENUE, FLOOR 2 24 x24 12 ! I o 1 I P.O. BOX 1442 DEEP FOOTING I `; I c, 1 I EAST HAMPTON, NY 11937 I ! ( I TEL 631-907-0023 EMAIL: DREW@DBB-PE.COM —1 17 7-1 1------7 9-------i 1'-0' 6_64" --------------- = V ------ ' \ _ N TYPICAL 8"DIA. : ; UNEMAKER \ :.._ , . , ' / SONATUBE AT BASE OF -- - - - RESIDENCE STAIRS FOR SUPPORT 2,_34" 2'_41., W-421" 2,_41.. 2._34.. 275 VILLAGE LANE 24'-0" 8'-0" 34'-�" 13'-9a" MATTITLICK NY, 11952 79'-10" FOUNDATION CO PLAN FOUNDATION PLAN SCALE: 1/4" = 1' -0" A210 APRIL 15, 2017 3 A3.0 (D> I I C? i41 PROPOSED REAR DECK I I I -- - RAILING : I'X36"HIGH COMPOSITE 6-0" GUARD RAIL 0 ISSUED: N O I I I DN.4 RISERS �f �G A to I I @ 6' R OWNER I I I I - I I I - ---- I OZ PROPOSED REAR ENTRY DECK -------------- -------- --- ----------------------- M DN.4 RISERS � L DECKING AS Val, 0 PER I =� ✓ I I I I I I I — — — — I I REVISED: oci f I II I I I II INDICATES BASEMENT ` ESCAPE WELL 2 J A3.0 I '' II V � I 1 i n . I I I J I I III .,«„cad.<^„.� �•x'i�'X.. -- �u �> 49 SOUTH COUNTRY RD. 1 I I I I y WESTHAMPTON BEACH, NY PHONE:516-721-9474 I I I I EMAIL:CZARNECKIDESIGNS@GMAIL.COM ISI I L — I I I I I I I � I 1 I I III D.B. BENNETT I I I I CONSULTING ENGINEER 3 RAartonn Avmm•EO.Box 1442•EAST HAWTON-NY•11937 TEueHoNF:631.907-0023-www.une-ee.,'oM Oct0 PROPOSED FRONT PORCH O - 3 RAILROAD AVENUE, FLOOR 2 1 ”1 EVALL P.O. BOX 1442 'F.{2 EAS TEL631-907-0023 3HAM1T 907 0023937 EMAIL: DREW@DBB-PE.COM DECKI NG AS -PERWNER I I 1 --^— DN, SEll @6I. I \ !� ___-_---_- - NUNEMAKER 15'-61" RESIDENCE 275 VILLAGE LANE C) MATTITUCK NY, 11952 LQ> 1 DECK + PORCH PLAN PROPOSED PORCH 1 DECK PLAN SCALE: 1/4" = 1'-0" APRIL 15, 2017 T)1f1 TT IT jig ILy1 I I T.O. ROOF _ -__-__--_ I _ SITE ELEVATION: +24'-6" ------------ I I 1 1 12 12 12 12 I I I 1 7 7 1 1 12 12 I I 1 I 1 I 1 I I I i I I I I I 1 I L - JIiH ---T__T__7 2 STORY PRE-FAB. DWELLING BY OTHERS I 12 ROOF CONSTRUCTION: ISSUED: 7 ARCHITECTURAL ASPHALT ROOF SHINGLES 30 YEARS OR BETTER T.O. PORCH BEAM - (COLOR-------------- ------- TO MATCH MAIN-- ---- --- ----- ----- -D`VvT-MG OVER 30# FELT - ------------- SITE ELEVATION: +9'-11" PAPER OVER 4" PLYWOOD OVER 2X10 RAFTERS TRIM : (FASCIA, RAKES,ED1 a BO R S,CO UMNORNER PVC OR T.O. FRONT PORCH REAR DECK � � � � i � � � � EQUAL QUALITY SITE ELEVATION: +2'-0" RAILING : EHJ j 36"HIGH COMPOSITE T.O. FOUNDATION - - - - F=7== __-__ m� I GUARD RAIL SITE ELEVATION: +0'-9114" --------------------------------�------------------------------ --- --- --------- ----- ---- ---------------- ' --- --- T.O. PORCH/ DECK FOUNDATION C ----- ----------------- ------------------------------------------- �., SITE ELEVATION: +0'-2" - ----- ----------------- -------------------------------------------- ---------------- ---- ----- - REVISED: r - -- T.O. GRADE SITE ELEVATION: +0'-0" PROPOSED FRONT PORCH ELEVATION SCALE: 1/4" = 1'-0" 49 SOUTH COUNTRY RD. WESTHAMPTON BEACH, NY PHONE: 516-721-9474 iinlnl'r EMAIL:CZARNECKIDESIGNS@GMAILCOM F - -1 I I T.O. ROOF SITE ELEVATION: +24'-6" - ------ ' 1 12 D.B. BENNETT I CONSULTING ENGINEER 12 I 1 3 RA11 ROAD Avenue•P.O.Box 1442•EAST HAMPTON•NY•11937 I TELEmoNc 631-907-0023•vvvvav oaR-eE.coM I I I I 1 I ------ 3 RAILROAD AVENUE, FLOOR 2 1 P.O. BOX 1442 EAST HAMPTON, NY 11937 TEL 631-907-0023 EMAIL: DREW@DBB-PE.COM 2 STORY PIKE-FAB, DWELLING BY'OTHERS N U N E MAKE ROOF CONSTRUCTION: RESIDENCE ARCHITECTURAL ASPHALT ROOF T.O. PORCH BEAMSHINGLES 30 YEARS OR BETTER ---- ------------------------------------------------------- -------- -------------------------------------------------------------- � rnor�-TO-MArcH�IAIN----------------------- SITE ELEVATION: +9'-11" - DWELLING)OVER 30#FELT 275 VILLAGE LANE PAPER OVER 4"PLYWOOD MATTITUCK NY, 11952 TF q _- OVER 2X10 RAFTERS IDEa El v TRIM (FASCIA, RAKES, CORNER BOARDS,COLUMNS)PVC OR PROPOSED PORCH T.O. FRONT PORCHREAR DECK a / EQUAL QUALITY IV SITE ELEVATION: +2'-0" DECK ELEVATIONS -_-__ -- --_-- -------- -� , T.O. FOUNDATION _ __ _ - - - - -� ----------------�---------------------------- - ------ RAILING SITE ELEVATION: +0'-9114" 36"HIGH COMPOSITE - ;.. R, T.O. PORCH DECK FOUNDATION I--------------- l,, -- -- -- -- -------------- --------------------------- - - - ---------- ------------------ ------------- -------------- ..; ----------- I� �J�� GUARD RAIL ------------------------------ a Illuuu��� �I I� - -------------- - ----- ------ ------ ------ SITE ELEVATION: +0'-2" - T.O. GRADE SITE ELEVATION: +0'-0" r .r 2 PROPOKO SIDE PROFILE PORCH I DECK MAIM SCALE: 1/4" = 1 '-0" i APRIL 15, 2017 fl ff i!T Or lIwIV 11 H — -I jkI I T.O. ROOF SITE ELEVATION: +24'-6" ----------------------------------- 12 7 2 STORY PRE-FAB, DWELLING BY OTHERS T.O. PORCH BEAM -------------------- ------------- -------------- ----------------------------------------------------------------------------------- SITE ELEVATION: +9'-11" ----------- ISSUED: L= v ___ T.O. FRONT PORCH / REAR DECK__ SITE ELEVATION: +2'-0" IRAILING : 36"HIGH COMPOSITE J6 T.O. FOUNDATION GUARD RAIL SITE ELEVATION: +0'-9114" - --------- -------------------------------------------------------- T.O. PORCH DECK FOUNDATIONL---------------- ------------------------------- -• ;� • - . -- ------------------------------------- ------------------- -------------------------------------------------------- ------------ ------------------ --------------------- SITE ELEVATION: +0'-2" - -T.O. GRADE SITE ELEVATION: +0'-0" REVISED: PROPOSED REAR DECK ELEVATION SCALE: 1/4" = l '-0" ROOFING : ARCHITECTURAL ASPHALT SHINGLES I ROOFING UNDERPAYMENT: 1 30 # FELT )' = 3/4" PLYWOOD F _ 4 _ _ I ROOF FRAMING: T.O. ROOF ------ �__ __ ___ ----------------------- ------ SITE ELEVATION: +24'-6- I ' — I 2 x 10 WOOD FRAMING RAFTER @ 49 SOUTH COUNTRY RD. 1 I 161, O.C. WESTHAMPTON BEACH, NY 12 i I PHONE:516-721-9474 I CEILING FRAMING: EMAIL: CZARNECKIDESIGNS@GMAIL.COM 12 1 2 x 4 CEILINGS JOIST @ 1611 O.C. ' CEILING FINISH: I I------------- _;.------------------------ --- ------ - ----------------1 V-GROVE PVC CEILING 3 2" x 7 4' LVL BEAM D.B. BENNETT I SCREEN: CONSULTING ENGINEER PROVIDE INSECT SCREEN 3RAR.ROADAwrnT•P.O.B0 x1442•EAsrHAMMN-NY-11937 TEEErxOZJe:631-907.0023'WWW-DBB-PE.COM HALF ROUND GUTTER / STRAP W SUPPORTED 3 RAILROAD AVENUE, FLOOR 2 R P P.O. BOX 1442 TO ROOF DECK EAST HAMPTON, NY 11937 ` 4 1 TRIM & SOFFIT: 23 EMAI E DREW@DBB�PE.COM T.O. PORCH BEAM ------------------------------ ------- - ----- - ------ _ ------ -__2_STORY_PRE-FAB. -- ------ ----- — --- --- ---- -- _ , I I --------- '- — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — SITE ELEVATION: +9'-11" DWELLING BY OTHERS DETAIL - WALL SECTION 4 L - SCALE: 1 1/2"= V-0" N U K E MAKE R - - _ _ 5 - - - - - - - - --- - - - - - -, RESIDENCE STRAPPING ; T.O. FRONT PORCH REAR DECK_ LU A3.1 SIMSON LFI JOIST HANGER 275 VILLAGE LANE 777-7 SITE ELEVATION: +2'-0^ F- - - - ----- - - - -- --1 17 - MATTITUCK NY, 11952 - _ 7-77777117777 ��: _ _ DECKING: T.O. FOUNDATION I I I 1°x411 HARDWOOD DECKING TBD, 1 — --- _---------- I SITE ELEVATION: +0'-91/4" ° NAILER BOARD: T.O. PORCH DECK FOUNDATION----------------- - --------- ----------- -------------------------- ---------------------------- -- --I---------- - - ----- ---------- - ----------- - --- ---------------------------- -- ---------- - -- -- -- ---------- ° -------------------- -------------------------- SITE ELEVATION: ---------- - - - - - - - - -�__ -__� _� I 2X$ --111=IIIIL=111=111 1-111_IT=111_1 11= -111 111=111=11-111= 11_11= TI-I I-111-III-i l 1-111 II�111 II 11= 1=VIII1 REAR E L EVATI O N I I=1 I I=111=111=1 i t=1 =1 I I=1 I I=1 I IIli=1 I I=1 I I=1 -III=1 I I=11 I I�1=1�1=1�1=1�1=1 �- — �a•1-1��I�1=1�1=1�1=1�1=1�1=�1=1 I I I=1�1=1�1:1=1 11=1�1=1�1=1�1=1�I-1 HURRICANE TIE DOWN STRAPPING � =1 I I_I I I-1 I I--1 I I III-1 I I_I I I_I�I-1�l-1�1-1�I-.•..i I-1�I-1�1-1�1-1�1=1�1=1�1=1�I I• J # =1�1=111=1�1=1�1=1�1=ll1=111-1�1=1 : •. -1 11=1�1=_I =�11=1 I�=1�1=1 I I T.O. GRADE -III-1 1=111=1 1 1=111-1 1=1 1=1 1=111=1 111=11!=1 =1 1=11=111-�11=1 - I-111 -1 1-111-I 1-111-1 1- 1 • . I-1 1-I 1 fl1 1-I n-n 11 S I MSON LTP42 1 + SECTION 6 O•C• . + �_ „ =111_11__11 111-III=III-III-111=III=111_ •. 1=111=III=11i=1�1=111=1�1=1�1 I Q �:I�II�II�IIT11�11�11�11�11�11�11�II�II�IIT11�11�11�1 ..� I1�11�111�;I�ll��l�ll�ll�ll�11�11�11 I @ A-A SITE ELEVATION. 0 0 111_111 I, -III III-III Ili III=III II 111_111 III 111_111-III III-I 3 I - - SILL PLATE: III-III III-III=III Ili III III III-III=III-III t l l III il- z III III=III-III-III III-III=III=1 =III III-III=III=11 III=til =III III=III-111_111III=1. II-III=III-III III=1-II III;-I I-III=1_11_111-III-III III=III-III III-illi III III=III-III =III-III III III=III=111 III=III=III II=III=III III=Iii III=II I BASEMENT SLAB CONSTRUCTION: FOOTING CONSTRUCTION: I III-III-III-III=IT_III=II�III-! III=III=III-III_IiI-II1- 111 l- _=1111-111=111 11=1 1-�1_II _ 11-11 I-11_11=111=111=111=1 1_I 1=T1 1 1=1 I-1111 1=11-1 1 1 1=1 11-1 1�=1 1-1 I I DOUBLE 2 x 6 ACQ PLATE 111=111=111=III=ml ILI I=III=III=III=III=III-III=I I=111=111=111=III=111=ill 4"POURED CONCRETE SLAB WITH 8"x 16"POURED CONCRETE FOOTING =1 I I=111=111=III=111=11IIII=1 -III=III_ I=III=III=L1 III-111=111=III=111=111-111=11-111=111=III=111-111=111=I_I1=1�1=III=111_=1 I' z I• 11=111_111-I1-1IIIIII�I=11-111 1-11-1 II-1�I-111111 --------------------------- ---------------- --- -III-III=111-III=III-III-lll1lil_III_III_III=f1I-11I=III=III=III=III=III 6x6-10/10 WWM OVER MECHANICALLY WITH(3) #6 CONTINUOUS REBAR TIED TO =IIIIII=III=IIIIIIIII-III=III=1- _III=III=-III=III=III- --------------`-I ANCHORED TO FOUNDATION WALL 1=111-111-111-111-1IIIIi_IIIII1=111-111-111-111-11-III-III=111=III-1 I O 1-111_111=III=1 IIII=( 1-III-I - =111=1111=11 1=111-1 III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=III=I_II COMPACTED SOIL-PROVIDE" WALL REBAR AT BUILDING PERIMETER. =III=III=III=III=I_II=II;=III=I_I�=I . '. -III=lit-_IIS-III=III TERMITE SHIELD: =111=111=1I 1=1I-1 -1I II I1=1 I1=1I II I1=1 11 .1 I1=1 I1=111=1I II I io PROVIDE 3"OF CONCRETE COVER ON I II I II II I II,III II II II�11I II II 111111 II,111 II II • a II II II II l 11 II 111111 I 1 1=111-III=III-I I_I II=I II_I III=I I_I I_I I I_I I_I I- PERIMETER EXPANSION JOINTS W/ - a n I -1i1-111-1i1-IIIi=li=ll=li-III-IIi=1Ii-1i-I ° ALL REBAR(TYP,) :I Ii11111i11illiililliiliilillillilli11111111 11 111111i1a1i11illillilli COPPER TERMITE SHIELD SEAL ALL -I II=III=III-III-III-I II-III-III=III-III I' CONTROL JOINTS AS REQUIRED- - I 1=III-III-III-III-I I=III=III=III-I 11=I I-I I=I =I -L-111-111_111 =I I I=1111-111=I I T.O. CONC. SLAB: BASEMENT 1i1—Ii1—III=IIIi—n1=111=11i_lil-iil I J 1—li1=n1—liI=liI-111—til—iil-ln=1 =1i1—Ii1=-lluIII I I a I 1 SEAMS AND HOLES AROUND SITE ELEVATION;-7'-10 3/4 — — — — — — — — —_ —__--_u UlvlU-uI�I -IU_ -III III-I I_I 1=III-III-i I_I I -III-I =III 1 I 1 " -111-n1=111=111-111-�_I11=1I1-1 ' u�u�u�l�l�ul11 IZ '-_ =-II FOUNDATION PERIMITER -_-----------_--_--_--_--_--_--- l�i�ul�l_u�1�1, _- - .. .. � • - • -° ` ' • ��I�I�Lu�ul�ul�u_.L.�� _ • lii� u- ------------ I---------------------------- ----n------ ------------------------ ----I - _ �_ _ _ _ • • =1 = =I I=11=11 i =111=1 I II= 111=111=!I I=11 I=1 I I=III=1 I I-1 11=l i=i I II=III 1=I II I II=1 I I=1 I I=11 I=1 I I=11 I=1 I I-1 I I=1 I I=1 I I=11 I=11 I=1 I I=1 I I-111=1 I I=1 I I- ' • III-111=1 I I=111=111=111=111=11 . =111=-111=11 I _111 II III III III I II _ luIII-111-111=111-111-111-111_ 11-III:I_III_II (---------------------------- T.O. FOOTING =111=11=11III=1 I I I-III-III-III-i -111-1 1`4411AIIAIII I-111-111-1 I-111-111-111 III-11-111 111-111-1 =III-1_11=111-111-111-111-111-111-Ill-111=111-111=111-111-11 - _--_--_ - - -____ - - - - -1 - =1 - _ -111-1 i l_ - _ _ =1 I_I I_I 11=11=1 I I-=111=1 L-1 =1 =11=11=11=11=111=1 =1 =11 - =11--u-1 -11-111-11-1 I I-i l-11=1 n-11 I-1 l-1 I-1 l-_I i 1-III =III-111111=III-IIS=1�1-1i1=111=111=111_II�=I�III�=IIIIIII1111111 11_111 - I� - - - - - - - - - - - - - - - - - - - - a 11 SITE ELEVATION: +7'-6 3/4^ _ 1 - - -i = - = 1= - = 1= =1= = =III-1 1= =III II I II-1 I I=III=1 =III III-III=III I I I_I I III I I_I Ili=III III III III III III=III III=1 III III-1 III=1 III i l I_I III I I:I_I -1 �_I I_ _VIII_III II-III-III-.II III-III it III-111 II III I I III i l III 111 - - - - - - _ _ _ _- - I II J 5/8 DIA. 24" O.C. - - - - _ _ =1 I- I_I I I=1 I-1 -1 I I-III-1 -1 -1 -1 -1 I-1 -1 I-1 -1 I-1 II -11-111-I 11-111-1 Him, I-1 -11-1 �I II-�11 I I_I I I_I I. �_II-I I I I III III III 111 111 1_ _I I_III_II I.II I=1 I I-1 I I-1 I I..=1 I I-1 III=1 I I-1 I II=1 I I-1 I I-1 1 1_1 I II=III=iii=���=moi=l-1 I II=1 I I-1 I I-1 I I-1 I I-1 I I-1 I II I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I I-1 I II=1 I I-1 I II I I-1 I II I I-1 I I-1 I II=1 I I-III I-1 I I:I-1 I I- III III III llliilllillllllllllllilllllll IIID1111111111 IIt=III=III=1'1=III-III-III=III=til=lll= - - - =11-111=I ll=111=111=111=i = 1=-tLi-=1 I I =111=1 i=r,1=1J 1-11 I-11y i I X11 ( I I=1 I i1 i I�I I-III-I i I-iTi=��� �� � - 11-11 i I�Ill�I I11-111-111-111-111-111-ITl I l� 111-1 i 1= - - - - FOUNDATION WALL: I I 1 8" POURED CONCRETE WALL WITH I #6 VERTICAL REBAR O.C. @ 48" 1- - - - - - - - - - - - - - - - - -- V— - - _I_ - - -- -- - - - - - —J 2 SECTION A-A DETAIL - WALL SECTION SCALE: I/4" = I'-o" 5 ~ ' APRIL 15, 2017 SCALE: 1 1/2" = I1-011 \' l X I 4� / r IF ti 0'0.9 t@ 1slor m030 q '0'0 9 tiP1SIOr X030 �031V3t11321(1smd 8XZ 031V3t1i MnSS38d 8XZ z w \\ o U„ CD .9@ N m S ij k Z ISSUED: c y� N C W '0'0„9 t@ lslor X03 N d 2 2 N N 0'0 91@ 1SIOf X030 x'0'0 M9tN71SI0f 11030 031V3u 321f sshd B ~ 031VM132JfiS hd 8XZ 031V3&MASS3dd 8XZ N O � � W �W 38 O l Z(tl � o •u o s � o Y =n w a a c r 3 (m OI�ZIZ) N N N N d X m W L-41 th '0'0"9 t@ 1SIof H030 '0'0.9 1@ islof 11030 '0'0 A 1@ 1SIor No30 031V3di 3t1f10dd 8XZ 031V321132111S0d 8XZ 031V32ll 38113 dd 8 0 W 380tZ( ) z \ b O > REVISED: v U 0 71 I 1 O r d. 49 SOUTH COUNTRY RD. OWESTHAMPTON BEACH, NY PHONE: 516-721-9474 EMAIL:CZARNECKIDESIGNS@GMAIL.COM / 00-- - - - D.B. BENNETT CONSULTING ENGINEER 3 RAn.ROAD AvENRE•P.O.Box 1442-EAST HAmrrm•NY•11937 R&TED TELLmONE:631-907-0023•w"W D9B-PE.COM J00@16.O.0 3 RAILROAD AVENUE, FLOOR 2 P.O.BOX 1442 EAST HAMPTON, NY 11937 ESSIA7E 1RFATED ;`.; TEL 631-907-0023 JOLT Q 16'O.C. EMAIL: DREW@DBB-PE.COM zr \ \ x \ NUNEMAK R E RESIDENCE 275 VILLAGE LANE MATTITUCK NY, 11952 FRAMING PLAN IX TXi �. r.. DECK / PORCH FRAMING PLAN 2 PORCH ROOF FRAMING PLAN SCALE: 1/4" = I'-0" SCALE: 1/4" = 1 '-0" APRIL 15, 2017 NYS Permit Submittal Job #32282 MUNCY BIOMES, INC. 03/21/2017 DRM ' W7 P11 A& wVM *dtH - wwyv Builder: Customer: Turn Key Modular Homes Nunemaker fRame. ame Site Address: 275 Village Lane, Mattituck, NY 11952 Street,Town,btate,Zip Muncy Homes, Inc. 1567 PA Route 442 East PO Box 325 Muncy, PA 17756 Contact: Darryl Mincemoyer Engineering dmincemoyerCc�premier-builders.com v t' R NY Approval Number: M 1387-2016-061 ;, i'tir qyr : Expiration Date: Oct 4th, 2018 ,- NYS Submittal Index: NY Design Specifications w , Structural Schedule 03/30/17 ATC Wind Speed Area Site Map NYS "Notice of Approval' letter for system approval REScheck Compliance Certificate NYS "Truss ID Notice" Truss Manuf. Details Electrical Load Calc Door and Window Schedule Whole House Ventilation Supply Air Worksheet Wind Design Calculations Wind Design Plan(s) Wind Calc Summary Floor Plan(s) Electrical Plan(s) Foundation Layout Elevations LVL Connection Detail Windborne Debris Detail Bldg. Cross Section Typical Plumbing Details Balance of system sheets that apply to this actual house The plans and specifications of the permit set are derived from and consistent with the plans and specification associated with the approval on file with the Dept of State, which were approved on 10/4/2016 under system#M1387-2016-061. "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 MUNCY HOMES, INC. 03/21/2017 DRMy 07 Pa AuNEf ir�� 6m i Ps VM w SM Home Ident. (Job No.): 32282_000 Site Location: 275 Village Lane, Mattituck, NY 11952 Suffolk County Design Loads: Ground Snow Load: 35 GSL Seismic Category: B Wind Speed Vult: (3 Sec. gust) 135 Exp C Floor LL: (Liv'g/Slp'g) 40/30# Floor DL: 10# Applicable Bldg Codes:, NYS 2016 Uniform Code NYS 2016 Uniform Code Supplement(2016 UCS) Referenced 2015 International Residential Code (2015 IRC), with specific code printing, appendices and referenced standards as identified in the 2016 UCS 2015 IECC &2016 ECC Climate Zone. 4 Method of compliance, Total UA Alternative, via Res Check, per 2015 IECC section R402 1 5 2014 NEC Occupancy Classification: 1 Family Detached Construction Type Classification: VB Foundation Type: Basement Located in Flood Zone: No Lot Line Fire Separation: No, Wall/Projections >5'from lot line Finished Floor Above Grade: <6' Stories Above Grade: 2 Spriniker System Required: No 'r � • � „'�, Index of Addtl. Specific Dwgs: ¢t` ' { .#K3'b } Qgk Floor Plan Foundation Truss Detail(s) Electrical Plan (4)Elevations f 3 " 03/30/17 The plans and specifications of the permit set are derived from and consistent with the plans and specification associated with the approval on file with the Dept of State, which were approved on 10/4/2016 under system#M1387-2016-061. **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. Structural Schedule for a 1-Story Dwelling: Job#:, 32282_liv r ._ Ground Snow Load' 35 psf Basic Wind Speed Vaso _ _ Exp. C Ultimate Wind Speed VOLT 135 mph 3sg Eq.Exp"D"Wind Speed VOLT W1=577 pif rW2= [f Mean Roof Height 20 ft t y R Wall Zone 5 Roof Pitch 12/12 j no Truss Type Cape f Kneewall Dim. 96 ) W3=977 pif W4=632 pif Roof Design Standard Loading Section-"Loads per Module" Max.Module Width 14ft ! House Width(nom) 28 ft Wall Height-1st Floor, 8 ft Typical Loads: 1st Fir LL= 40 psf Ext Wall DL= 50 plf 1st Fir DL= 10 psf Mate Wall DL= 40 plf (per mod.) Loading Section Formulas: W1=Truss Reaction+OH(as applicable)converted to PLF=577 pif Reference page#2.2.10 within the Calculation Manual for loading origin. W2=Truss Reaction converted to PLF=242 plf Reference page#2.2.10 within the Calculation Manual for loading origin. W3=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+W1+Ext Wall DL [(0 5 x 14)x(40+10)]+577+50=977 plf W4=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+W2+Marr Wall DL Loading Section LL and DL Summary(pifl: [(0 5 x 14)x(40+10)]+242+40=632 plf TL LL DL W11= 577 433 144 No-Transfer Load(NTL)Loading Section Formulas: W26= 242 182 60 W3 NTL W1=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)J+Ext Wall DL W3= 977 713 264 [(0 5 x 14)x(40+10)]+50=400 pif I W4= 632 462 170 W4 NTL W2=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+Marr Wall DL W3 NTL W1= 400 280 120 [(05x14)x(40+30)]+40=390 pif W4 NTL W2= 390 280 110 Footnotes Applicable to All Pages Within this Section: 1) All LVL is 15"wide,2,0E. LVL may be as shown or better 2) Ext Stud Columns reference page 6 2 11 e of the Calc Manual. The total number of studs is reflectant of one full stud with the remaining under the header. 3) Int. Stud Columns reference page 6 4 1 a of Calc Manual Columns shown are braced If unbraced,see page 6 4.1 b of caic manual-choose appropriate column for reaction given. 4) Reference page 6 1.1 a of Calc Manual for Exterior Studs and page 6 3 1 a of Calc Manual for Interior Studs. 5) Reference Section#4 of Calc Manual for Headers,Beams and Girders 6) For the purpose of determining truss LL&DL for W1 and W2,LL taken at 75%of TL,DL at 25%of TL. 7) Zone 5 Stud and Stud Column values used as"worst case condition"values in charts below. See calc manual or alternate load section for Zone 4 values if necessary. 8) Referenced Standards: ASCE 7-02,05&10 and NDS 05,12&15. 9) Most common loading condition shown above Load sections based on specific conditions maybe generated referencing calculations in approved manual Stud Requirements:° First Floor. 8'Wail Height 12"o c 16"o c 24"o c 2x4 SPF#1/#2 OK OK NG Sidewall 2x6 SPF Stud OK OK OK 2x6 SPF#1/#2 OK OK OK 2x3 SPF#1/#2 OK OK OK Matewall 2x4SPF#1/#2 OK OK OK 2x6 SPF Stud OK OK OK 8ft High matewall stud colt values may be used for 9 ft high walls¢solid wall blocking is installed at 8 ft a f f.. Sidewall Table Load=577 PLF Matewail Table Load=242 PLF 1st Flr.Headers&Girders-28'-Wide,12/12-Pitch,Standard Cape-Truss,35 Pg, Table"A"- Sidewall Headers and Girders(W1): Table"B"- Sidewall Headers and Girders(Wl): First Floor IReaction Stud Columns''' First Floor Reaction Stud Columns z'' s Page# 2x4 SPF 2x6 SPF 2x6 SPF s 1 Page# 2x4 SPF 2x6 SPF 2x6 SPF No Mem Species Max Span (lbs) #1/#2 Stud #1/#2 NO Mem Spenes Max Span (lbs) #1/#2 Stud #1/#2 1 (1)2x4 SPF#2(s) • 25"(2'-1") 640 4.2 a 2 2 2 1 (1)35 2 OE,LVL 37"(3'-1") 944 4.2.a 2 2 2 2 (1)2x6 SPF#2(s) 37"(3'-1") 939 4 2 a 2 2 2 2 (1)55" 2 OE,LVL 59"(4'41") 1487 4 2.a 3 2 2 3 (1)2x8 SPF#2(s) 47"(3'-11") 1189 4.2.a 3 2 2 3 (1)725" 2 OE,LVL 78"(6'-6") 1964 4.2.a 3, 2 2 4 (1)2x10 SPF#2(s) 57"(4'-9") 1452 4.2.a 3 2 2 4 (1)925" 2 OE,LVL 99"(8'-3") 2509 4.2.a 4 3 2 5 (1)2x12 SPF#2(s) 67"(5-7") 1685 4.2.a 3 2 2 5 (1)1125" 2 OE,LVL 121"(10'-1") 3055 4.2.a 4 3 2 6 (1)2x4 SPF#1/#2 27"(2'-3") 680 4 2.a 2 2 2 6 (1)12" 2 OE,LVL 129"(10'4") 3259 4 2 a n/a 3 2 7 (1)2x6 SPF#1/#2 39"(3'-3") 996 4 2.a 2 2 2 7 (1)14" 2 OE,LVL 151"(12'-7") 3806 4.2.a n/a 3 3 8 (1)2x8 SPF#1/#2 50"(4'-2") a 1262 4 2 a 3 2 2 8 (1)16" 2.OE,LVL 172"(14'4") 4355 4 2.a n/a 4 3 9 (1)2x10 SPF#1/#2 61"(5-1") 1543 4 2 a 3 2 2 9 (1)18" 2 OE,LVL 194"(16'-2") 4905 4.2.a n/a 4 3 10 (1)2x12 SPF#1/#2 , 71"(5'-11") 1789 4 2 a 3 2 2 10 (1)20" 2 OE,LVL 215"(17'-11") 5453 4.2.a n/a n/a 3 11 (2)2x4 SPF#2(s) 36"(3'-0") 906 4 2 a 2 2 2 11 (1)22" 2 OE,LVL 236"(19'-8") 5972 4.2.a n/a n/a 3 12 (2)2x6 SPF#2(s) 52"(4'4") 1326 4 2.a- 3 2 2 12 (2)3 5" 2 OE,LVL 48"(4'-0") 1211 4 2.a 3 2 2 13 (2)2x8 SPF#2(s) 66"(5'-6") 1681 4 2 a 3 2 2 13 (2)5 5" 2 OE,LVL 75"(6'-3") 1908 4 2.a 3 2 2 14 (2)2x10 SPF#2(s) 81"(6'4") 2055 4 2 a 3 2 2 14 (2)7 25" 2 OE,LVL 100"(8'4") 2522 4.2.a 4 3 2 15 (2)2x12 SPF#2(s) 94"(7'-10") 2385 4 2 a 4 3 2 15 (2)9 25' 2 OE,LVL 127"(10'-7") 3225 4.2.a n/a 3 2 16 (2)2x4 SPF#1/#2 38"(3'-2") 964 , 4 2.a 2 2 2 16 (2)112S" 2 OE,LVL 155"(12'-11") 3930 4 2.a n/a 4 3 17 (2)2x6 SPF#1/#2 56"(4'-8") 1412 4 2 a 3 2 2 17 (2)12" 2 OE,LVL 165"(13'-9") 4197 4 2.a n/a 4 3 18 (2)2x8 SPF#1/#2 71"(5'-11") 1788 4.2 a 3 2 2 18 (2)14" 2 OE,LVL 193"(16'-1") 4907 4 2 a n/a 4 3 19 (2)2x10 SPF#1/#2 86"(7'-2") 2185 4.2 a 3 3 2 19 (2)16" 2 OE,LVL 220"(18'4") 5619 4.2.a n/a n/a 3 20 (2)2x12 SPF#1/#2 100"(8'-4") 2537 4 2 a 4 3 2 20 (2)18" 2 OE,LVL 248"(20'-8") 6335 4 2.a n/a n/a 3 21 (3)2x4 SPF#2(s) 46"(3'-10") 1169 4.2 a n/a n/a 2 21 (2)20" 2 OE,LVL 276"(23'-0") 7053 4.2.a n/a n/a 4 22 (3)2x6 SPF#2(s) 69"(5'-9") 1746 4.2 a n/a 6/a 2 22 (2)22" 2 OE,LVL .303"(25-3") 7774 4.2.a n/a n/a 4 23 (3)2x8 SPF#2(s) 87"(7'-3") 2212 4 2 a n/a n/a 2 23 (3)3.5" 2 OE,LVL 55"(4'-7") 1397 4:2.a n/a n[a 2 24 (3)2x10 SPF#2(s) 107"(8'-11") 2705 4 2 a n/a n/a 2 24 (3)5 5" 2 OE,LVL 87"(7'-3") 2204 4 2.a n/a n/a 2 25 (3)2x12 SPF#2(s) 123"(30'-3") 3140 4 2 a n/a n/a 2 25 (3)725" 2 OE,LVL 115"(9'-7") 2918 4 2.a n/a n/a 2 26 (3)2x4 SPF#1/#2 50"(4'-2") 1267 4 2 a n/a n/a 2 26 (3)925" 2 OE,LVL 147"(12'-3") 3734 4.2 a n/a n/a 3 27 (3)2x6 SPF#1/#2 73"(6'-1") 1856 4 2 a n/a n/a 2 27 (3)11 25" 2 OE,LVL 178"(14'40") 4555 4.2.a n/a n/a 3 28 (3)2x8 SPF#1/#2 93"(7'-9") 2352 4 2 a n/a n/a 2 28 (3)12" 2 OE,LVL 190"(15'-10") 4864 4.2 a n/a n/a 3 29 (3)2x10 SPF#1/#2 113"(9'-5") 2877 4 2 a n/a n/a 2 29 (3)14" 2 OE,LVL 222"(18'-6") 5692 4.2 a n/a n/a 3 30 (3)2x12 SPF#1/#2 131"(10'-11") 3339 4 2 a n/a n/a 2 30 (3)16" 2 OE,LVL 254"(21'-2") 6526 4.2.a n/a n/a 3 A=LL=360,TL=240,CD=1 15 Wall Height=8 ft Table Load=600 PLF 31 (3)18" 2 OE,LVL 286"(23'40") 7365 4 2.a n/a n/a 4 32 (3)20" 2 OE,LVL 318"(26'-6") 8212 4.2.a n/a n/a 4 33 (3)22" 2 OE,LVL . 349"(29'-1") 9061 4 2.a n/a n/a n/a A=LL=360,TL=240,CD=1 15 Wall Height=8 ft Table Load=600 PLF Table"C"-Matewall Headers and Girders(W2): "Per Module" Table"D"-Matewall Headers and Girders(W2): "Per Module" First Floor Reaction Stud Columns' First Floor Reaction Stud Columns 3 No Mems Species Max Span (lbs) Page# �2x�1/51`1� 2x4 SPF 2x6 SPF No Mems SpeClesl Max Span (lbs) Page# 2x3 SPF 2x4 SPF 2x6 SPF #2 #1/#z #1/#2 #1/#2 #1/#2 #1/#2 1 (1)2x4 SPF#2(s) 39"(3'-3") 414 4.2.a 1 1 1 1 (1)3 5" 2 OE,LVL 51"(4'-3") 538 4 2 a 1 1 1 2 (1)2x6 SPF#2(s) 57"(4'-9") 606 4 2 a 1 1 1 2 (1)5 5" 2 OE,LVL 80"(6'-8") 848 4 2.a 1 1 1 3 (1)2x8 SPF#2(s) 73"(6'-1") 768 4 2 a 1 1 1 3 (1)7 25" 2 OE,LVL 106"(8'-10") 1121 4 2 a 2 1 1 4 (1)2x10 SPF#2(s) 89"(7'-5") 940 4 2 a 1 1 1 4 (1)9 25" 2 OE,LVL 135"(11'-3") 1434 4.2 a 2 1 1 5 (1)2x12 SPF#2(s) 103"(8'-7") 1091 4 2 a 1 1 1 5 (1)1125" 2 OE,LVL 165"(13'-9") 1748 4.2 a 2 1 1 6 (1)2x4 SPF#1/#2 42"(3'-6") 440 4.2.a 1 1 1 6 (1)12" 2 OE,LVL 176"(14'-8") 1867 4 2 a 2 1 1 7 (1)2x6 SPF#1/#2 61"(5-1") 644 4.2 a 1 1 1 7 (1)14" 2.OE,LVL 205"(17'4") 2183 4 2 a 2 1 1 8 (1)2x8 SPF#1/#2 77"(6'-5") 817 4 2.a 1 1 1 8 (1)16" 2 OE,LVL 235"(19--7") 2501 4 2.a 3 2 1 9 (1)2x10 SPF#1/#2 94"(7'40") 999 4 2.a 1 1 1 9 (1)18" 2 OE,LVL 264"(22'-0") 2821 4 2 a 3 2 1 10 (1)2x12 SPF#1/#2 109"(9'-1") 1160 4 2 a 2 1 1 10 (1)20" 2 OE,LVL 294"(24'-6") 3143 4.2 a 3 2 1 11 (2)2x4 SPF#2(s) 54"(4'-6") 570 4 2 a n/a 1 1 11 (1)22" 2 OE,LVL 323"(26'41") 3467 - 4 2 a 4 2 1 12 (2)2x6 SPF#2(s) 81"(6'-9") 859 4 2 a n/a 1 1 12 (2)35" 2 OE,LVL 65"(5'-51.) 687 4 2 a n/a 1 1 13 (2)2x8 SPF#2(s) 103"(8'-7") 1090 4 2 a n/a 1 1 13 (2)5.5" 2 OE,LVL 102"(8'-6") 1086 4 2.a n/a 1 1 14 (2)2x10 SPF#2(s) 125"(10'-5") 1334 4 2 a n/a 1 1 14 (2)725" 2 OE,LVL 135"(11'-3") 1437 4.2.a n/a 1 1 15 (2)2x12 SPF#2(s) 145"(12'-1") 1550 4 2 a n/a 1 1 15 (2)9 25" 2 OE,LVL 172"(14'-4") 1844 4 2.a n/a 1 1 16 (2)2x4 SPF#1/#2 58"(4'40") 619 4 2.a n/a 1 1 16 (2)11 25" 2 OE,LVL 210"(17'-6") 2253 4.2 a n/a 2 1 17 (2)2x6 SPF#1/#2 86"(7'-2") 914 4 2 a n/a 1 1 17 (2)12" 2 OE,LVL 224"(18'-8") 2408 4.2.a n/a 2 1 18 (2)2x8 SPF#1/#2 109"(9'-1") 1160 4 2 a n/a_ 1 1 18 (2)14" 2 OE,LVL 261"(21'-9") 2825 4 2 a n/a 2 1 19 (2)2x10 SPF#1/#2 133"(11'-1'') 1420 4 2 a n/a 1 1 19 (2)16" 2 OE,LVL 298"(24'-10") 3244 4 2 a n/a 2 1 20 (2)2x12 SPF#1/#2 154"(12'-10") 1649 4 2 a n/a 1 1 20 (2)18" 2 OE,LVL 336"(28'-O") 3667 4.2 a n/a 2 2 21 (3)2x4 SPF#2(s) 62"(5'-2") 654 4 2 a n/a 'n/a 1 21 (2)20" 2 OE,LVL 373"(31'-1") 4095 4 2 a n/a 2 2 22 (3)2x6 SPF#2(s) 97"(8'-1") 1035 4.2.a n/a n/a 1 22 (2)22" 2 OE,LVL 411"(34'-3") 4527 4.2 a n/a 3 2 23 (3)2x8 SPF#2(s) 128"(30'-8") 1370 4 2.a n/a n/a 1 23 (3)35" 2 OE,LVL 74"-(6'-2") 791 4.2 a n/a n/a 1 24 (3)2x10 SPF#2(s) 164"(13'-8") 1758 4 2 a n/a n/a 1 24 (3)5.5" 2 OE,LVL 117"(9'-9") 1256 4.2.a n/a n/a 1 25 (3)2x12 SPF#2(s) 190"(15'-10") 2046 4 2 a n/a n/a 1 25 (3)725" 2 OE,LVL 155"(12'-11") 1666 4 2.a n/a n/a 1 26 (3)2x4 SPF#1/#2 67"(5'-7") 711 4 2 a n/a n/a 1 26 (3)9 25" 2 OE,LVL 198"(16'-6") 2143 4.2.a n/a n/a 1 27 (3)2x6 SPF#1/#2 105"(8'-9") 1124 4 2 a n/a n/a 1 27 (3)1125" 2 OE,LVL 241"(20'-1") 2626 4.2 a n/a n/a 1 28 (3)2x8 SPF#1/#2 139"(Il'-7")' 1490 4 2 a n/a n/a 1 28 (3)12" 2 OE,LVL 257"(21'-5") 2809 4.2 a n/a n/a 1 29 (3)2x10 SPF#1/#2 174"(14'-6") 1873 4 2 a n/a n/a 1 29 (3)14" 2 OE,LVL 300"(25'-0") 3301 .4 2 a n/a n/a 1 30 (3)2x12 SPF#1/#2 201"(16'-9") 2179 4 2.a n/a n/a 1 30 (3)16" 2 OE,LVL 343"(28'-7") 3800 4.2 a n/a n/a 2 A=LL=360,TL=240,CD=1 15 Wall Height=8 ft Table Load=250 PLF 31 (3)18" 2 OE,LVL 386"(32'-2") 4307 4 2 a n/a n/a 2 32 (3)20" 2 OE,LVL 429"(35'-9") 4821 4 2 a n/a n/a 2 33 (3)22" 2 OE,LVL 472"(39'-4") 5340 4 2 a n/a n/a 2 A=LL=360,TL=240,CD=1 15 Wall Height=8 ft Table Load=250 PLF 1st Fir.Fir.Girders-28'-Wide,12/12-Pitch,Standard Cape-Truss,35 Pg, Table"V-First Fir.Fir.Girders(W4): "Per Module" Table"F"-First Fir.Fir.Girders(W4): "Per Module"-No Roof Load First Floor I Reaction Page# First Floor Reaction Page (W4-W2) # No Mems Species' Max Span (lbs) No Mems Speues 1 Max Span (lbs) 1 (1)2x8 SPF#2(s) 45"(3'-9") 1235 4.2 b 1 (1)2x8 SPF#1/#2 57"(4'-9") 961 4.1.a 2 (1)2x10 SPF#2(s) 55"(4'-7") 1510 41.b 2 (1)2x10 SPF#1/#2 70"(5'-10") 1176 4.1 a 3 (1)2x12 SPF#2(s) 64"(5'-4") 1753 4.2,b 3 (1)2x12 SPF#1/#2 81"(6'-9") 1365 4.1.a 4 (1)2x8 SPF#1/#2 48"(4'-0") 1314 4.2 b 4 (1)725" 2 OE,LVL 90"(7'-6") 1517 4.1.a 5 (1)2x10 SPF#1/#2 ' 59"(4'41") 1606 4.2 b 5 (1)925" 2 OE,LVL 115"(9'-7';) 1939 - 4.1 a 6 (1)2x12 SPF#1/#2 68"(5=8") 1862 4 2 b 6 (1)1125" 2 OE,LVL 140"(11'-8") 2362 4.1 a 7 (1)7.25" 2 OE,LVL 75"'(6-3") 2065 - 4.2.b 7 1 (1)14" 2 OE,LVL 174"(14'4") 2944 4.1.a 8 (1)9 25" 2 OE,LVL 96"(8'-0") 2639 4 2 b 8 (2)2x8 SPF#1/#2 81"(6'-9") 1364 4.1.a 9 (1)1125" 2 OE,LVL 117"(9'-9") 3210 4.2.b 9 (2)2x10 SPF#1/#2 98"(8'-2") 1667 41.a 10 (1)12" 2 OE,LVL 125"(10'-5") 3427 4 2 b 10 (2)2x12 SPF#1/#2 114"(9'-6") 1936 4.1.a 11 (1)14" 2 OE,LVL 146"(12'-2") 4000 4.2 b 11 (2)7 25" 2 OE,LVL 115"(9'-7") 1945 4.1.a 12 (1)16" 2 OE,LVL 167"(13'-11") 4577 4.2 b 12 (2)9 25" 2 OE,LVL 147"(12'-3") 2489 4.1.a 13 (1)18" 2 OE,LVL 188"(15'-8") 5149 4 2 b 13 (2)1125" 2 OE,LVL '178",(14'-10") 3037 4.1,a . 14 (1)20" 2 OE,LVL '207"(17'-3") 5683 4.2 b 14 (2)14" 2 OE,LVL 222"(18'-6") 3795 4.1.a. 15 (1)22" 2 OE,LVL 226'1(18'-10") 6214 4 2 b 15 (3)2x8 SPF#1/#2 106.'(8'-10") 1795 4.1.a 16 (2)2x8 SPF#2(s) 64"(5-4") 1752 4.2 b 16 (3)2x10 SPF#1/#2, 129"(10'-9"), 2197 4 1.a 17 (2)2x10 SPF#2(s) 78"(6'-6") 2140 4.2 b 17 (3)2x12 SPF#1/#2 149"(12'-5") 2552 4 1.a 18 (2)2x12 SPF#2(s) 90"(7'-6") 2484 4.2 b 18 (3)725" 2 OE,LVL 132"(11'-0") 2250 4.1 a 19 (2)2x8 SPF#1/#2 68"(5-8") 1861 4 2 b 19 (3)925" 2 OE,LVL 169"(14'-1") 2884 - 4 Ia 20 (2)2x10 SPF#1/#2 83"(6'41") 2274 4.2 b 20 (3)1125" 2 OE,LVL 205"(17'-1") 3525 4.1.a 21 (2)2x12 SPF#1/#2 96"(8'-0") 2638 4.2 b 121, (3)14" 2 OE,LVL 256"(21'-4") 4414 4.1.a 22 (2)7 25" 2.OE,LVL 97"(8'-1") 2655 4.2 b A=LL=360,TL=240,CD=1 0 Table Load=400 PLF 23 (2)9.25" 2.0E,LVL 124"(10'4") 3392 4.2 b 24 (2)1125" 2 OE,LVL 150"(12'-6") 4135 41.b 25 (2)12" 2 OE,LVL 161"(13'-5") 4414 4 2 b 26 (2)14" 2.OE,LVL 187"(15'4") 5161 4 2 b 27 (2)16" 2 OE,LVL 214"(17'-30") 5908 4 2 b 28 (2)18" 2 OE,LVL 241"(20'-1") 6661 4.2 b 29 (2)20" 2 OE,LVL 268"(22'4") 7416 4.2 b 30 (2)22" 2 OE,LVL 295"(24'-7") 8171 4.2 b 31 (3)2x8 SPF#2(s) 84"(7'-0") 2300 4.2 b 32 (3)2x10 SPF#2(s) 102"(8'-6") 2814 4 2 b 33 (3)2x12 SPF#2(s) 119"(9'41") 3267 4 2 b 34 (3)2x8 SPF#1/#2 .89"(7'-5") 2447 4 2.b 35 (3)2x10 SPF#1/#2 109"(9'-1") 2992 41.b 36 (3)2x12 SPF#1/#2 126"(10'-6") 3475 4-2 b 37 (3)725" 2 OE,LVL 112"(9'-4") 3069 4 2 b 38 (3)925" 2 OE,LVL 143"(11'41") 3928 4 2 b 39 (3)1125" 2 OE,LVL 174"(14'-6") 4793 4 2 b 40 (3)12" 2 OE,LVL 185"(15'-5") 5115 4 2 b 41 (3)14" 2 OE,LVL 216"(18'-0") 5987 4.2 b 42 (3)16" 2 OE,LVL 247"(20'-7") 6863 4.2 b 43 (3)18" 2 OE,LVL •278"(23'-2") 7741 4 2 b 44 (3)20" 2 OE,LVL ;309"(25'4") 8627 4.2 b 45 (3)22" 2 OE,LVL 340"(28'-4") - 9518 4.2 b A=LL=360,TL=240,CD=115 Table Load=650 PLF s Structural Schedule for a 1-Story Dwelling: Job#: 32282 laun Ground Snow Load -35 psf Basic Wind Speed VAsD Exp. C s Ultimate Wind Speed VULT 135 mph 35g Eq.Exp"D"Wind Speed VuiT W1=492 pif W2=199 pif Mean Roof Height' 20 ft 3 v Wall Zone 5 N Roof Pitch' 12/12 no Truss Type Cape Kneewall Dim. 72 W3=842 pif W4=539 pif Roof Design Standard Loading Section-'Loads per Module" Max.Module Width 12 ft House Width(nom); 24 ft Wall Height-1st Floor 8 ft Typical Loads: 1st Fir LL= 40 psf Ext Wall DL= 50 plf 1st Fir DL= 10 psf Mate Wall DL= 40 plf (per mod.) Loading Section Formulas: W1=Truss Reaction+OH(as applicable)converted to PLF=492 plf Reference page#2.2.10 within the Calculation Manual for loading origin. W2=Truss Reaction converted to PLF=199 plf Reference page#2 2 10 within the Calculation Manual for loading origin. W3=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+W1+Ext Wall DL [(0 5 x 12)x(40+10)]+492+50=842 pif W4=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+W2+Marr Wall DL Loading Section LL and DL Summary(pif): [(0 5 x 12)x(40+10)]+199+40=539 pif TL LL DL W16= 492 369 123 No-Transfer Load(NTL)Loading Section Formulas: W26= 199 150 49 W3 NTL W1=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+Ext Wall DL W3= 842 609 233 [(0 5 x 12)x(40+30)]+50=350 pif W4= 539 390 149 W4 NTL W2=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+Marr Wall DL W3 NTL W1= 350 240 110 [(0 5 x 12)x(40+10)]+40=340 pif W4 NTL W2= 340 240 100 Footnotes Applicable to All Pages Within this Section: 1) All LVL is 1.5"wide,2 OE. LVL may be as shown or better 2) Ext Stud Columns reference page 6 2 1.1 a of the Calc Manual.The total number of studs is refiectant of one full stud with the remaining under the header. 3) Int Stud Columns reference page 6.4 1 a of Calc Manual Columns shown are braced If unbraced,seepage 6 41 b of calc manual-choose appropriate column for reaction given 4) Reference page 6.1.1 a of Calc Manual for Exterior Studs and page 6.3.1.a of Calc Manual for Interior Studs. 5) Reference Section#4 of Calc Manual for Headers,Beams and Girders. 6) For the purpose of determining truss LL&DL for W1 and W2,LL taken at 75%of TL,DL at 25%of TL. 7) Zone 5 Stud and Stud Column values used as"worst case condition"values in charts below See caic manual or alternate load section for Zone 4 values if necessary. 8) Referenced Standards ASCE 7-02,05&10 and NDS 05,12&15. 9) Most common loading condition shown above. Load sections based on specific conditions may be generated referencing calculations in approved manual. Stud Requirements:° First Floor 8'Wall Height 12"o c 16"o c. 24"o.c 2x4SPF#1/#2 OK OK NG Sidewall 2x6 SPF Stud OK OK OK 2x6 SPF#1/#2 OK OK OK 2x3 SPF#1/#2 OK OK OK Matewall 2x4 SPF#1/#2 OK OK OK 2x6 SPF Stud OK OK OK 8ft High matewall stud colc values may be used for9 ft high walls�f solid wall blocking is installed at 8 ft a f f. Sidewall Table Load=492 PLF Matewall Table Load=199 PLF 1st Flr.Headers&Girders-24'-Wide,12/12-Pitch,Standard Cape-Truss,35 Pg Table"A"- Sidewall Headers and Girders(Wl): Table"B"- Sidewall Headers and Girders(W1): First Floor Reaction Stud Columns Z'' First Floor Reaction Stud Columns''' s Page# 2x4 SPF 2x6 SPF 2x6 SPF s 1 Page# 2x4 SPF 2x6 SPF 2x6 SPF No Mem Species Max Span (lbs) #1/#2 stud H1/#z No Mem Species Max Span (lbs) #1/92 stud #1/42 1 (1)2x4 SPF#2(s) 27"(2'-3") 584 4.2.a 2 2 2 1 (1)35" 2.OE,LVL 40"(3'-4") 840 4.2.a 2 2 2. 2 (1)2x6 SPF#2(s) 40"(3'-4") 855 4 2.a 2 2 .. 2 2 (1)5.5" ICE,LVL 63"(5'-3") 1325 ,4.2.a 3 2 2 3 (1)2x8 SPF#2(s) 51"(4'-3")� 1084 4 2.a 3 2- 2 3 (1)725" 2 OE,LVL 83"(6'41") 1749 4.2.a 3' 2 2 4 (1)2x10 SPF#2(s) 63"(5'-3") 1326 4'2,a 3 2 2 4 (1)925" 2 OE,LVL 106"(8'-10") 2234 4.2 a 4 3 2 5 (1)2x12 SPF#2(s) 73`(6'-l") 1539 4.2 a 3 2 2 5 (1)1125" 2 OE,LVL 129"(10'-9") 2720' 4.2.a 4 3 2 6 (1)2x4 SPF#1/#2 .29"(2'-5") 622 4.2.a 2 2 2 6 (1)12" 2 OE,LVL ; 138"(11'-6") 2903 4.2.a n/a 3 - 2 7 (1)2x6 SPF#1/#2 43"(3'-7") 911 4 2 a 2 2 2 7 (1)14" 2 OE,LVL 161"(13'-5") 3391 4.2.a n/a 4 3 8 (1)2x8 SPF#1/#2 55"(4'-7") 1153' 4 2.a 3 2 2 8 (1)16" 2 OE,LVL 184"(15'4") 3880 4.2.a n/a 4 3 9 (1)2x10 SPF#1/#2 67"(5'-7") 1408 4 2 a 3 2 2 9 (1)18" 2 OE,LVL 207"(17'-3") 4371 4 2.a n/a 4 3 10 (1)2x12 SPF#1/#2 78"(6'-6") 1636 4 2 a 3 2 2 10 (1)20" 2 OE,LVL 230"(19--V) 4863 4.2 a n/a ,n/a - 3 11 (2)2x4 SPF#2(s) 39"(3'-3") 828 4.2.a 2 2 2= it (1)22" 2 OE,LVL ,253"(21'-1") 5356 4.2 a n/a n/a 3 12 (2)2x6 SPF#2(s) 57"(4'-9") 1212 4 2.a 3 2 2 12 (2)3 5" 2 OE,LVL 51"(4'-3") 1075 4.2.a 3 2 2 13 (2)2x8 SPF#2(s) 73"(6'-1") 1536 4.2.a 3 2 2 13 (2)5 5" 2 OE,LVL 80"(6'4") 1698 4.2.a 3 2 2 14 (2)2x10 SPF#2(s) -89"(7'-5") -1879 4.2.a 3, 3 2 14 (2)725" 2 OE,LVL 106"(8'40") 2244 4.2.a 4 3 2 15 (2)2x12 SPF#2(s) '103"(8'-7") 2181 4.2.a 4 - 3 2 15 (2)925" 2.OE,LVL 136"(11`-4") 2870 4.2 a n/a 3 2 16 (2)2x4 SPF#1/#2 42"(3'4") 879 4.2 a 2 2' 2 16 (2)11.25" 2 OE,LVL 165"(13'-9") 3501 4.2.a n/a 4 3 17 (2)2x6 SPF#1/#2 61"(5'-11) 1288 4 2 a 3 2 2 17 (2)12" 2 OE,LVL 176"(14'-8") 3738 4.2.a n/a 4 3 18 (2)2x8 SPF#1/#2 77"(6'-5") 1633 4 2.a 3 2 2 18 (2)14" 2 OE,LVL 206"(17'-2") 4371 4 2 a n/a 4 3 ' 19 (2)2x10 SPF#1/#2 94"(7'-10") 1998 4.2 a 3 3 2 19 (2)16" 2 OE,LVL 235"(19'-7"). 5008 4.2.a n/a n/a _ 3 , 20 (2)2x12 SPF#1/#2 109"(9'-1") 2319 4.2 a 4 3 2 20 (2)18" 2 OE,LVL 264"(22'-0") 5647 4.2.a n/a n/a -3 21 (3)2x4 SPF#2(s) 49"(4'-1") 1036 4.2.a n/a - n/a 2 21 (2)20" 2 0E,LVL ' 294"(24'-6") 6292' 4.2 a n/a n/a 4 22 (3)2x6 SPF#2(s) 75"(6'-3") 1593 4.2 a n/a n/a - 2 22 (2)22" 2 OE,LVL 323"(26'-11") 6938 4 2.a n/a n/a 4 23 (3)2x8 SPF#2(s) 96"(8'-0") 2021 4 2 a n/a n/a 2. 23 (3)35" 2 OE,LVL 59"(4'-ll") 1241 4 2 a n/a n/a 2 24 (3)2x10 SPF#2(s) 117"(9'-9") 2472 4 2.a n/a n/a 2 24 (3)5 S" 2 OE,LVL 93"(7'-9") 1961 4 2 a n/a n/a 2 25 (3)2x12 SPF#2(s) 135"(11'-3") '2870 4 2.a n/a n/a, 2 25 (3)7 25" 2 OE,LVL 122"(10'-2")- 2594 4 2 a n/a n/a 2 26 (3)2x4 SPF#1/#2 53"(4'=5") 1122 4.2.a n/a n/a 2 26 (3)9 25" 2 OE,LVL 156"(13'-0") 3324 4.2.a n/a n/a 3 27 (3)2x6 SPF#1/#2 80"(6'-8") 1696 4 2.a n/a n/a 2 27 (3)1125" 2 OE,LVL 190"(15'-10") 4058 4.2.a n/a n/a 3 28 (3)2x8 SPF#1/#2 101"(8'-5") 2148 4.2 a n/a n/a 2 28 (3)12" 2 OE,LVL 203"(16'-11") 4335 4.2.a n/a n/a, 3 29 (3)2x10 SPF#1/#2 124"(10'-4") 2630 4 2 a n/a n/a 2 29 (3)14" 2 OE,LVL 237"(19'-9") 5075 4.2.a n/a n/a 3 30 (3)2x12 SPF#1/#2 143"(11'-11") 3053 4 2 a n/a n/a 2 30 (3)16" 2 OE,LVL -270"(22'-6") 5822 4.2 a n/a n/a 4 A=LL=360,TL=240,CD=1 15 Wall Height=8 ft Table Load=500 PLF 31 (3)-18" 2 OE,LVL 304"(25-4") 6576 4.2 a n/a n/a 4 32 (3)20" 2 OE,LVL 338"(28'-2") 7333 4.2 a n/a n/a 4 33 (3)22" 2.OE,LVL 372"(31--0") 8096 4 2 a n/a n/a n/a 4=LL=360,TL=240,CD=1.15 Wall Height=8ft Table Load=500 PLF Table"C"-Matewall Headers and Girders(W2): "Per Module" Table"D"-Matewall Headers and Girders(W2): "Per Module" First Floor Reation Reaction 3 Sstud Columns 3 First Floor Stud Columns 3 ce# 2 Page 2x4 SPF 2x6 SPF Page# 2x3 SPF 2x4 SPF 2x6 SPF No Mems Species Max Span (lbs) #1/92 #1/#2 #1/#2 No Mems Species' Max Span (lbs) #1/#2 #1/#2 #1/#2 1 (1)2x4 SPF#2(s) 44"(3'-8") 371 4 2 a 1 1 1 1 (1)3.5" 2 OE,LVL 55"(4'-7-:1 466 4.2.a 1 -1 1 2 (1)2x6 SPF#2(s) 64"(5'-4"). - 543 4 2 a 1� 1 1 2 (1)5 S" 2 OE,LVL 87"(7'-3") 735 4.2 a 1 1 1 3 (1)2x8 SPF#2(s) 81"(6'-9") 688 4 2 a 1 ' 1 1 3 (1)7 25" 2 OE,LVL 115"(9'-7") 973 4 2 a 1 1 1 4 (1)2x10 SPF#2(s) 99"(8'-3") 842 4 2 a 1 1 1 4 (1)9 25" 2 OE,LVL 147"(12'-3") 1245 4.2 a 2 1 1 5 (1)2x12 SPF#2(s) 115"(9'-7") 976 4 2 a 1 1 1 5 (1)1125" 2 OE,LVL 178"(14'40") 1519 4.2 a 2 1 1 6 (1)2x4 SPF#1/#2 47"(3'-11") 394 4.2.a 1 1 1 6 (1)12" 2 OE,LVL 190"(15'-10") 1622 4.2.a 2 1 1 7 (1)2x6 SPF#1/#2 68"(5'-8") -577 4 2 a 1 1 1 7 (1)14" 2 OE,LVL 222"(18'41) 1898 4.2 a 2 1 1 8 (1)2x8 SPF#1/#2 86"(7'-2") 732 4 2'a 1 1 1 8 (1)16" 2 OE,LVL 254"(21'-2") 2176 4.2 a 2 1 1 9 (1)2x10 SPF#1/#2 105"(8'-9") 895 4 2 a 1 1 1 9 (1)18" 2 OE,LVL 286"(23'40") 2455 4.2 a 3 2 1 10 (1)2x12 SPF#1/#2 122"(10'-2") 1038 4 2.a 1 1 1 10 (1)20" 2 OE,LVL 318"(26-6") 2738 4:2.a 3 2 1 11 (2)2x4 SPF#2(s) 58"(4'-10") 493 4 2 a n/a 1 1- 11 (1)22" 2 OE,LVL . 349"(29'-1") 3021 4.2 a 3 2 1 12 (2)2x6 SPF#2(s) 91"(7'-7") 769 4.2 a n/a 1 1 12 (2)3.5" 2 OE,LVL 70"(5'-10") 594 4 2 a _ n/a 1 1 13 (2)2x8 SPF#2(s) 115"(9'-7") 977 4.2.a n/a 1 1 13 (2)5.5" 2 OE,LVL 110"(9'-2") 941 4 2 a n/a 1 1 14 (2)2x10 SPF#2(s) 140"(11'-8") 1196 4 2.a n/a 1 1 14 (2)725" 2 OE,LVL 146"(12'-2") 1248 4 2 a n/a 1 1 15 (2)2x12 SPF#2(s) 162"(13'-6") 1389 4 2 a' n/a 3 1 15 (2)925" 2 OE,LVL 186"(15'-6") 1603 4 2.a n/a 1 1 16 (2)2x4 SPF#1/#2 63"(5'4") 535 4 2.a n/a 1 1 16 (2)1125" 2 OE,LVL 227"(18'41") 1962 4.2.a n/a 1 1 17 (2)2x6 SPF#1/#2 96"(8'-0") 819 4 2 a n/a 1 1 17 (2)12" 2 OE,LVL 242"(20'-2") 2097 4 2.a n/a 1 1 18 (2)2xg SPF#1/#2 122"(10'-2") 1039 4 2.a n/a 1 1 18 (2)14" 2 OE,LVL 282"(23'-6") '2463 4.2.a n/a 2 1 19 (2)2x10 SPF#1/#2 148"(12'-4") 1273 4 2 a n/a 1 1 19 (2)16" 2 OE,LVL 322"(26'40") 2831 4.2.a n/a 2 1 20 (2)2x12 SPF#1/#2 172"(14'-4") 1480 4 2 a n/a 1 1 20 (2)18" 2 OE,LVL 363"(30'41 3206 . 4.2.a -n/a 2 1 21 (3)2x4 SPF#2(s) 67"(5'-7") 566 4.2.a n/a- n/a 1 21 (2)20" 2 OE,LVL 403"(33'-7") 3583 4.2 a n/a 2 2 22 (3)2x6 SPF#2(s) 105"(8'-9") 895 4.2.a n/a n/a 1 22 (2)22" 2 OE,LVL 444"(37'-0") 3965 4 2 a n/a 2 2 23 (3)2x8 SPF#2(s) 138"(11'-6") 1188 4.2 a n/a n/a 1 23 (3)3 5" 2 OE,LVL 80"(6'-8") 686 4.2,a n/a n/a 1 24 (3)2x10 SPF#2(s) 177"(14'-9") 1526 4.2.a n/a n/a 1 24 (3)5 5" 2 OE,LVL -127"(10'-7") 1090 4.2-a n/a n/a. 1 25 (3)2x12 SPF#2(s) ,211"(17'-7") 1836 4 2 a n/a n/a 1 25 (3)7 25" 2 OE,LVL 168"(14'-0") 1450 4.2 a n/a , n/a 1 26 (3)2x4 SPF#1/#2 72"(6'-0") 615 4 2.a n/a n/a 1 _ 26 (3)9 25" 2 OE,LVL 214"(17'40") 1867 4.2.a n/a n/a 1 27 (3)2x6 SPF#1/#2 "114"(9'-6") 974 4 2.a - n/a n/a 1 27 (3)11.25" 2 OE,LVL 260"(21'-8") 2292 4.2.a n/a n/a 1 28 (3)2x8 SPF#1/#2 150"(12'4") 1293 4 2.a n/a, n/a '1 28 (3)12" 2 OE,LVL 278"(23'-2") 2453 4.2 a n/a n/a 1 29 (3)2x10 SPF#1/#2 192"(16'-0") 1662 4.2.a n/a ri/a 1. 29 (3)14" 2 OE,LVL 324"(27'-0") 2888 4.2.a n/a n/a 1 30 (3)2x12 SPF#1/#2 224"(18'-8") 1958 4.2.a n/a n/a 1 30 (3)16" 2 OE,LVL 370"(30'40,,") 3332 4 2 a n/a - n/a 1 A=LL=360,TL=240,CD=1 15 Wall Height=8 ft Table Load=200 PLF 31 (3)18" 2 OE,LVL 417"(34'-9") 3782 4 2 a n/a n/a. - 2 32 (3)20" 2 OE,LVL 463"(38'-7") 4239 4.2 a n/a n/a 2 33 1 (3)22" 2 OE,LVL 509"(42'75") 4704 4.2.a n/a n/a 2 A=LL=360,TL=240,CD=115 Wall Height=8ft Table Load=200 PLF 1st Fir.Fir.Girders-24'-Wide,12/12-Pitch,Standard Cape-Truss,35 Pg, Table"E"-First Fir.Fir.Girders(W4): "Per Module" Table"F"-First Fir.Fir.Girders(W4): "Per Module"-No Roof Load First Floor Reaction I Page# First Floor Reaction Pa e# (W4-W2) No Mems Species' Max.Span (lbs) No Mems Species' Max Span (lbs) g 1 (1)2x8 SPF#2(s) _-49"(4'-1") 1137 4 2 a 1 (1)2x8 SPF#1/#2 61"(5'-1") 900 4.1 a 2 (1)2x10 SPF#2(s) 60"(5'-0") 1389 4.2.a 2 (1)2x10 SPF#1/#2 70(6'-2") 1100 4.1.a 3 (1)2x12 SPF#2(s) 69"(5'-9") 1611 4.2.a 3 (1)2x12 SPF#1/#2 86"(T,-2") 1277 4.1.a 4 (1)2x8 SPF#1/#2 52"(4'-4") 1209 4 2.a 4 (1)7 25" 2 OE,LVL 94"(7'40") 1391 4 l.a. 5 (1)2x10 SPF#1/#2 ,64"_(5'-4") 1476 4.2.a 5 (1)9 25" 2 OE,LVL 120"(10'.;0") 1778 4.1.a 6 1 (1)2x12 SPF#1/#2 74"(6-2") 1712 4.2.a 6 (1)11.25" 2.0E,LVL 147"(12'-3") 2167 4.1.a 7 (1)7.25" 2 OE,LVL 80"(6'-8") 1856 4.2 a 7 (1)14" 2 OE,LVL 183"(15'-3") 2704= 4 i.a 8 (1)9 25" 2 OE,LVL 102"(8'-6") 2373 4.2.a 8 (2)2x8 SPF#1/#2 86"(7'-2") 1277 4.1 a 9 (1)1125" 2 OE,LVL 125"(10'-5") 2888 4.2.a 9 (2)2x10 SPF#1/#2 105"(8'-9") 1561 4.1.a 10 (1)12" 2 OE,LVL 133"(11'--1") 3083 4.2.a 10 (2)2x12 SPF#1/#2 122"(10'-2") 1813 4 i.a 11 (1)14" 2.OE,LVL 155"(12'41") 3600 4 2 a 11 (2)7.25" 2 OE,LVL 120"(10'-0") 1783 4.1.a 12 (1)16" 2 OE,LVL 178"(14'40") 4120 4.2.a 12 (2)9 25" 2 OE,LVL 153"(12'-9") 2284 4.1.a 13 (1)18" 2 OE,LVL 200"(16'-8") 46391, 4 2 a 13 (2)1125" 2 OE,LVL 187"(15'-7") 2788 4.1.a- 14 (1)20" 2.OE,LVL 222"(18'-6") 5162 4 2 a 14 (2)14" 2 OE,LVL 233"(19'-5") 3487 4.1.a 15 (1)22" 2 OE,LVL -244"(20'-4") 5683 4.2.a 15 (3)2x8 SPF#1/#2 113"(9'-5') 1681 4.1.a, 16 (2)2x8 SPF#2(s) 69"(5'-9") 1611 4 2 a 16 (3)2x10 SPF#1/#2 138"(11'-6") 2058 4.1.a 17 (2)2x10 SPF#2(s) 85"(T-1") 1968 4 2.a 17 (3)2x12 SPF#1/#2 159"(13'-3") 2391 4 1.a 18 (2)2x12 SPF#2(s) 98"(8'-2C) 2285 4 2.a 18 (3)725" 2 OE,LVL 138"(11'4") 2064 4.1.a 19 (2)2x8 SPF#1/#2 74"(6'-2") 1712 4 2 a 19 (3)9 25" 2 OE,LVL } 177"(14'-9") 2648 4.1 a 20 (2)2x10 SPF#1/#2 90"(7'-6") 2093 4 2.a 20 (3)11.25" 2 OE,LVL 215"(17'-11") 3238 4.1.a 21 (2)2x12 SPF#1/#2 104"(8'-8") 2431 4 2.a 21 (3)14" 2.0E,LVL 267"(22'-3") 4059 4 1 a 22 (2)7 25" 2 OE,LVL 103"(8'-7") - 2383 4 2 a 4=LL=360,TL=240,CD=1 0 Table Load=350 PLF 23 (2)9 25" 2 OE,LVL 131"(10'-11") 3050 4 2 a 24 (2)1125" 2 OE,LVL 160''-'(13'-4") 3718 4 2.a 25 (2)12" 2.OE,LVL 170"(14'-2") 3969 4.2.a 26 (2)14" 2 OE,LVL 199"(16'-7") 4641 4 2.a 27 (2)16" 2 OE,LVL 227"(18'41") 5316 4 2.a 28 (2)18" 2 OE,LVL 256"(21'4") 5994 4 2 a 29 (2)20" 2 OE,LVL 284"(23'-8") 6675 4 2 a 30 (2)22" 2 OE,LVL 313"(26-1") 7362 4.2 a 31 (3)2x8 SPF#2(s) 91"(7'-7") 2118 4.2.a 32 (3)2x10 SPF#2(s) 111"(9'-3") 2591 4 2 a 33 (3)2x12 SPF#2(s) 129"(10'4") 3008 4 2 a 34 (3)2x8 SPF#1/#2 97"(8'-1") 2252 4 2 a 35 (3)2x10 SPF#1/#2 118"(9'-10") 2755 4 2 a 36 (3)2x12 SPF#1/#2 137"(11'-5") 3199 4.2.a 37 (3)7 25" 2 OE,LVL 118"(9'40") 2758 4 2 a 38 '(3)9 25" 2 OE,LVL 151"(12'-7") 3531 4 2 a 39 (3)1125" 2.OE,LVL 184"(15'-4") 4309 4 2 a 40 (3)12" 2 OE,LVL 196"(16'-4") .4601 4 2 a _ 41 (3)14" 2 OE,LVL 229"(19'-1") 5386 4 2 a 42 (3)16" 2 OE,LVL 262"(21'40") 6177 4 2 a 43 (3)18" 2 OE,LVL 294"(24'-6") 6973 4 2 a 44 (3)20" 2 OE,LVL 327"(27'-3"), 7774 4.2.a 45 (3)22" 2.OE,LVL 360"(30'-0") 8584 4 2 a A=LL=360,TL=240,CD=1 15 Table Load=550 PLF Structural Schedule for a 1-Story Dwelling: Job#: 32282_gar Ground Snow Load 35 psf Basic Wind Speed Vaso - Exp. C Ultimate Wind Speed VOLT 135 mph 3sg Eq.Exp"D"Wind Speed VOLT _ W1=517 pif W2=238 pif Mean Roof Height 20 ft v Wall Zone- 5 Roof Pitch 12/12 no Truss Type Cape Kneewall Dim. 96 W3.=892 pif W4=603 pif Roof Design Standard Loading Section-"Loads per Module" Max.Module Width 13 ft House Width(nom) 26 ft Wall Height-1st Floor 8 ft Typical Loads: 1st Fir LL= 40 psf Ext Wall DL= 50 plf 1st Fir DL= 10 psf Mate Wal[DL= 40 plf (per mod) Loading Section Formulas: W1=Truss Reaction+OH(as applicable)converted to PLF=517 plf. Reference page#2 2 10 within the Calculation Manual for loading origin. W2=Truss Reaction converted to PLF=238 pif. Reference page#2.2.10 within the Calculation Manual for loading origin W3=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+W1+Ext Wall DL [(0 5 x 13)x(40+10)]+517+50=892 plf W4=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+W2+Marr Wall DL Loading Section LL and DL Summary(plf): [(0 5 x 13)x(40+10)]+238+40=603 plf TL LL DL W16= 517 388 129 No-Transfer Load(NTL)Loading Section Formulas: W26= 238 179 59 W3 NTL W1=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+Ext Wall DL W3= 892 648 244 [(0 5 x 13)x(40+10)]+50=375 pif W4= 603 439 164 W4 NTL W2= [(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+Marr Wall DL W3 NTL W1= 375 260 115 [(0 5 x 13)x(40+10)]+40=365 pif W4 NTL W2= 365 260 105 Footnotes Applicable to All Pages Within this Section: 1) All LVL is 1.5"wide,2 OE LVL may be as shown or better 2) Ext Stud Columns reference page 6 2.1.1 a of the Calc Manual. The total number of studs is reflectant of one full stud with the remaining under the header. 3) Int. Stud Columns reference page 6 4 1 a of Calc Manual Columns shown are braced. If unbraced,seepage 6.4.1.b of Calc manual-choose appropriate column for reaction given 4) Reference page 6 11 a of Calc Manual for Exterior Studs and page 6.3 l.a of Calc Manual for Interior Studs 5) Reference Section#4 of Calc Manual for Headers,Beams and Girders 6) For the purpose of determining truss LL&DL for W1 and W2,LL taken at 75%of TL,DL at 25%of TL 7) Zone 5 Stud and Stud Column values used as"worst case condition"values in charts below See calc manual or alternate load section for Zone 4 values if necessary 8) Referenced Standards ASCE 7-02,05&10 and NDS O5,12&15 9) Most common loading condition shown above. Load sections based on specific conditions may be generated referencing calculations in approved manual Stud Requirements:° First Floor 8'Wall Height 12"0 c 16"o c 24"o c 2x4 SPF#1/#2 OK OK NG Sidewall 2x6 SPF Stud OK OK OK 2x6 SPF#1/#2 OK OK OK 2x3 SPF#1/#2 OK OK OK Matewall 2x4 SPF#1/#2 OK OK OK 2x6 SPF Stud OK OK OK 8ft High matewall stud calc values may be used for 9 ft high walls if solid wall blocking is installed at 8 ft a.ff Sidewall Table Load=517 PLF Matewall Table Load=238 PLF 1st Fir.Headers&Girders-26'-Wide,12/12-Pitch,Standard Cape-Truss,35 Pg Table"A"- Sidewall Headers and Girders(Wl): Table"B"- Sidewall Headers and Girders(W1): First Floor Reaction Stud columns:.? First Floor Reaction Stud columns Z•' Mems Page# 2x4 SPF 2,6 SPF 2x6 SPF 5 1 Page# 2x4 SPF 2x6 SPF 2x6 SPF No Mem Species Max Span (lbs) #1/#2 Stud #1/#2 No Mem Species Max Span (lbs) #1/#2 stud #1/#2 1 (1)2x4 SPF#2(s) 26"(2'-2") 615 4 2 a 2 2 2 1 (1)35" 2 OE,LVL 38"(3'-2") 893 4 2.a 2 2 2 2 (1)2x6 SPF#2(s) 39"(3'-3") 899 4 2 a 2 2 2 2 (1)5.5" 2 OE,LVL 61"(5'-1") 1408 4.2 a 3 2 2 3 (1)2x8 SPF#2(s) 49"(4'-1") 1137 4.2.a 3 2 2 3 (1)725" 2 OE,LVL 80"(6'-8") 1856 4.2 a 3 2 2 4 (1)2x10 SPF#2(s) 60"(5'-0") 1389 4 2 a 3 2 2 4 (1)9 25" 2 OE,LVL_ 102"(8'-6") 2373 4.2 a 4 3 2 5 (1)2x12 SPF#2(s) = 69"(5-9") 1611 4.2 a 3 2 2 5 (1)1125" 2 OE,LVL 125"(10'-5") 2888 4 2.a n/a 3 2 6 (1)2x4 SPF#1/#2 28"(2'-4") 653 4.2.a 2 2 2 6 (1)12" 2 OE,LVL 133"(11'-1") 3083 4 2 a n/a 3 2 7 (1)2x6 SPF#1/#2 41"(3'-5") 955 4 2.a 2 2 2 7 (1)14" 2 OE,LVL 155"(12'41") 3600 4 2 a n/a 4 3 8 (1)2x8 SPF#1/#2 52"(4'-4") 1209 4 2.a 3 2 2 8 (1)16" 2 OE,LVL 178"(14'40") 4120 4 2.a n/a 4 3 9 (1)2x10 SPF#1/#2 64"(5'-4") 1476 4 2.a 3 2 2 9 (1)18" 2 OE,LVL 200"(16'-8") 4639 4.2.a n/a 4 3 10 (1)2x12 SPF#1/#2 74"(6'-2") 1712 4.2 a 3 2 2 30 (1)20"- 2 OE,LVL 222"(18'-6") 5162 4 2.a n/a n/a 3 11 (2)2x4 SPF#2(s) 37"(3'-1") 869 4,2.a 2 2 2 11 (1)22" 2 OE,LVL 244"(20'-4") 5683 4.2 a n/a n/a 3 12 (2)2x6 SPF#2(s) 55"(4'-7") 1271 4 2.a 3 2 2 12 (2)3.5" 2 OE,LVL 49"'(4'-1") 1144 4.2 a 3 2 2 13 (2)2x8 SPF#2(s) 69"(5-9") 1611 4 2 a 3 2 2 13 (2)55" ME,LVL 78"(6'-6") 1805 4.2 a 3 2 2 14 (2)2x10 SPF#2(s) 85"(7'-1") 1968 4.2 a 3 3 2 14 (2)7.25" 2 OE,LVL 103"(8'-7") 2383 4 2.a 4 3 2 15 (2)2x12 SPF#2(s) 98"(8'-2") 2285 4 2 a 4 3 2 15 (2)925" 2 OE,LVL 131"(10'-11") 3050 4 2 a n/a 3 2 16 (2)2x4 SPF#1/#2 . 40"(3'4") 922 4 2 a 2 2 2 16 (2)11.25" 2 OE,LVL 160"(13'4") 3718 4.2.a n/a 4 3 17 (2)2x6 SPF#1/#2 58"(4'40") 1350 4 2 a 3 2 2 17 (2)12" 2 OE,LVL 170"(14'-2") 3969 4 2 a n/a 4 3 18 (2)2x8 SPF#1/#2 74"(6'-2") 1712 4.2 a 3 2 2 18 (2)14" 2 OE,LVL 199"(16'-7") 4641 4.2 a n/a 4 3 19 (2)2x10 SPF#1/#2 90"(7'-6") 2093 4.2 a 4 3 2 19 (2)16" 2 OE,LVL 227"(18'41") 5316 4.2 a n/a n/a -3 20 (2)2x12 SPF#1/#2 104"(8'-8") 2431 4 2 a 4 3 2 20 (2)18" 2 OE,LVL 256"(21'4") 5994 4 2 a n/a n/a 3 21 (3)2x4 SPF#2(s) 47"(3'-11") 1103 4 2 a n/a n/a 2 21 (2)20" 2 OE,LVL 284"(23'4") 6675 4 2.a n/a n/a 4 22 (3)2x6 SPF#2(s) 72"(6'-0") 1670 4 2 a n/a n/a 2 22 (2)22" 2 OE,LVL 313"(26'-1") 7362 4.2.a n/a n/a 4 23 (3)2x8 SPF#2(s) 91"(7'-7") 2118 4 2 a n/a n/a 2 23 (3)3 5" 2 OE,LVL 57"(4'-9") 1320 4.2.a n/a n/a 2 24 (3)2x10 SPF#2(s) 111"(9'-3") 2591 4.2.a n/a n/a 2 24 (3)5 5" 2 OE,LVL 90"(7'-6") 2083 4.2 a n/a n/a 2 25 (3)2x12 SPF#2(s) 129"(10'-9") 3008 4 2 a n/a n/a 2 25 (3)7 25" 2 OE,LVL 118"(9'40") 2758 4 2 a n/a n/a 2 26 (3)2x4 SPF#1/#2 51"(4'-3") 1195 4 2 a n/a n/a- 2 26 (3)9 25" 2 OE,LVL 151"(12'-7") 3531 4 2 a n/a n/a 3 27 (3)2x6 SPF#1/#2 76"(6'-4") 1778 4.2.a n/a n/a 2 27 (3)1125" 2 OE,LVL 184"(15'4") 4309 4 2 a n/a n/a 3 28 (3)2x8 SPF#1/#2 97"(8'-1") 2252 4 2 a n/a n/a 2 28 (3)12" 2 OE,LVL 196"(16'4") 4601 4 2 a n/a n/a 3 29 (3)2x10 SPF#1/#2 118"(9'-10") 2755 4 2 a n/a n/a 2 29 (3)14" 2 OE,LVL 229"(19'-1") 5386 4 2 a n/a n/a 3 30 (3)2x12 SPF#1/#2 137"(11'-5") 3199 4 2 a n/a_ n/a 2 30 (3)16" 2 OE,LVL 262"(21'-10") 6177 4 2.a n/a n/a 4 A=LL=360,TL=240,CD=1 15 Wall Height=8 ft Table Load=550 PLF 31 (3)18" 2 OE,LVL 294"(244")- 6973 4.2.a n/a n/a 4 32 (3)20" 2 OE,LVL , 327"(27'-3") 7774 4.2 a n/a n/a 4 Stud Column Table Load for Tables"A"&"B"=600 PLF 33 (3)22" 2 OE,LVL 360"(30'-0") 8584 4 2 a n/a n/a n/a A=LL=360,TL=240,CD=1 15 Wall Height=8 ft Table Load=550 PLF Table"C"-Matewall Headers and Girders(W2): "Per Module" Table"D"-Matewall Headers and Girders(W2): "Per Module" First Floor Reaction Stud Columns 3 First Floor Reaction Stud Columns' Page# 2x3 SPF 2x4 SPF 2x6 SPF Page# 2x3 SPF 2x4 SPF 2x6 SPF No Mems Species Max Span (lbs) #1/#2 #1/#2 #1/#2 No Mems Species 1 Max Span (lbs) 01/92 91/#2 #1/#2 1 (1)2x4 SPF#2(s) 39"(3'-3") 414 4.2.a 1 1 1 1 (1)3 5" 2 OE,LVL 51"(4'4") 538 4.2 a 1 1 1 2 (1)2x6 SPF#2(s) 57"(4'-9") 606 4 2 a 1 1 1 2 (1)5 5" 2 OE,LVL 80"(6'-8") 848 4.2 a 1 1 1 3 (1)2x8 SPF#2(s) 73"(6'-1") 768 4 2 a 1 1 1 3 (1)725" 2 OE,LVL 106"(8'-10") 1121 4.2 a 2 1 1 4 (1)2x10 SPF#2(s) 89"(7'-5") 940 4 2.a 1 1 1 4 (1)9 25" 2 OE,LVL 13S"(11'-3") 1434 4.2.a 2 1 1 5 (1)2x12 SPF#2(s) 103"(8'-7") 1091 4 2 a 1 1 1 5 (1)11 25" 2 OE,LVL 165"(13'4") 1748 4 2 a 2 1 1 6 (1)2x4 SPF#1/#2 42"(3'-6") 440 4.2 a 1 1 1 6 (1)12" 2 OE,LVL 176"(14'-8") 1867 4.2 a 2 1 1 7 (1)2x6 SPF#1/#2 61"(5'-1") 644 4.2 a 1. 1 1 7 (1)14" 2 OE,LVL 205"(17`-1") 2183 4 2 a 2 1 1 8 (1)2x8 SPF#1/#2 77"(6'-5") 817 4 2 a 1 1 1 8 (1)16" 2 OE,LVL 235"(19'-7") 2501 4 2 a 3 2 1 9 (1)2x10 SPF#1/#2 94"(7'-10") 999 4 2 a 1 1 1 9 (1)18" 2 OE,LVL 264"(22'-0") 2821 4 2 a 3 2 1 10 (1)2x12 SPF#1/#2 109"(9'-1") 1160 4.2.a 2 1 1 10 (1)20" 2 OE,LVL 294"(24'-6") 3143 4 2.a 3 2 1 11 (2)2x4 SPF#2(s) 54"(4'-6") 570 4 2 a n/a 1 1 11 (1)22" 2 OE,LVL =323"(26'-11") 3467 4.2 a 4 2 1 12 (2)2x6 SPF#2(s) 81"(6'-9") 859 4 2 a n/a 1 1 12 (2)35" 2 OE,LVL 65"(5--5") 687 4 2.a n/a 1 1 13 (2)2x8 SPF#2(s) 103"(8'-7") 1090 4 2.a n/a 1 1 13 (2)55" 2 OE,LVL 102"(8'-6") 1086 4.2 a n/a 1 1 14 (2)2x10 SPF#2(s) 125"(10'-5") 1334 4 2 a n/a 1 1 14 (2)7 25" 2 OE,LVL 135"(11'-3") 1437 4.2.a n/a 1 1 15 (2)2x12 SPF#2(s) 145"(12'-1") 1550 4 2 a n/a 1 1 15 (2)9 25" 2 OE,LVL 172"(14'4") 1844 4.2.a n/a 1 1 16 (2)2x4 SPF#1/#2 58"(4'40") 619 4 2 a n/a 1 1 16 (2)1125" 2 OE,LVL 210"(17'-6") 2253 4 2 a n/a 2 1 17 (2)2x6 SPF#1/#2 86"(7'-2") 914 4 2 a n/a 1 1 17 (2)12" ' 2 OE,LVL 224"(18'-8") 2408 4 2 a n/a 2 1 18 (2)2x8 SPF#1/#2 109"(9'-1") 1160 4 2 a n/a 1 1 18 (2)14" 2 OE,LVL 261"(21'4") 2825 4.2 a n/a 2 1 19 (2)2x10 SPF#1/#2 133"(11'-1") 1420 4 2 a ri/a 1 1 19 (2)16" 2 OE,LVL 298"(24'-10") 3244 4.2.a n/a 2 1 20 (2)2x12 SPF#1/#2 154"(12'-10") 1649 4 2 a n/a 1 1 20 (2)18" 2 OE,LVL 336"(28'-0") 3667 4.2.a n/a 2 2 21 (3)2x4 SPF#2(s) 62"(5'-2") 654 4.2.a n/a n/a 1 21 (2)20" 2 OE,LVL 373"(31'-1") 4095 4 2 a n/a 2 2 22 (3)2x6 SPF#2(s) 97"(8'-1") 1035 4 2 a n/a n/a 1 22 (2)22" 2 OE,LVL 411"(34'-3") 4527 4 2 a n/a 3 2 23 (3)2x8 SPF#2(s) 128"(10'-8") 1370 4 2.a n/a n/a 1 23 (3)35" 2 OE,LVL 74"(6'-2") 791 4 2 a n/a n/a 1 24 (3)2x10 SPF#2(s) 164"(13'-8") 1758 4.2.a n/a n/a 1 24 (3)5 5" 2 OE,LVL 117"(9'-9") 1256 4.2 a n/a n/a 1 25 (3)2x12 SPF#2(s) 190"(15'40") 2046 4 2 a n/a n/a 1 25 (3)7 25" 2 OE,LVL 155"(12'-11") 1666 4 2 a n/a n/a 1 26 (3)2x4 SPF#1/#2 67"(5'-7") 711• 42a' n/a n/a 1 26 (3)925" 2 OE,LVL 198"(16'-6") 2143 4 2 a n/a n/a 1 27 (3)2x6 SPF#1/#2 105"(8'-9") 1124 4 2 a n/a n/a 1 27 (3)1125" 2 OE,LVL 241"(20'-1") 2626 4 2.a n/a n/a 1 28 (3)2x8 SPF#1/#2 139"(11'-7") 1490 4 2 a n/a n/a 1 28 (3)12" 2 OE,LVL 257"(21'-5") 2809 4 2 a n/a n/a 1 29 (3)2x10 SPF#1/#2 174"(14'-6") 1873 4.2 a n/a n/a 1 29 (3)14" 2 OE,LVL 300"(25'-O") 3301 4.2 a n/a n/a 1 30 (3)2x12 SPF#1/#2 201"(16-9") 2179 4 2.a n/a n/a 1 30 (3)16" 2 OE,LVL 343"(28'-7") 3800 4.2 a n/a n/a 2 A=LL=360,TL=240,CD=1 15 Wall Height=8 ft Table Load=250 PLF 31 (3)18" 2 OE,LVL 386"(32'-2") 4307 4 2.a n/a n/a 2 32 (3)20" 2 OE,LVL 429"(35'-9") 4821 4.2 a n/a n/a 2 33 (3)22" 2 OE,LVL 472"(39'4") 5340 4.2.a n/a n/a 2 A=LL=360,TL=240,CD=1.15 Wall Height=9 ft Table Load=250 PLF 1st Fir.Fir.Girders-26'-Wide,12/12-Pitch,Standard Cape-Truss,35 Pg, Table"E"-First Fir.Fir.Girders(W4): "Per Module" Table"F"-First Fir.Fir.Girders(W4): "Per Module"-No Roof Load First Floor Reaction First Floor Reaction (W4-W2) Page# Page# No Mems Species' Max Span 0 s) No Mems Species' Max Span (lbs) 1 (1)2x8 SPF#2(s) 45"(3'-9") 1235 4.2 b 1 (1)2x8 SPF#1/#2 57"(4'-9") 961 4.1: 2 (1)2x10 SPF#2(s) 55"(4'-7") 1510 _ 4.2 b 2 (1)2x10 SPF#1/#2 _70"(5'-10") 1176 41. 3 (1)2x12 SPF#2(s) 64"(5'-4") 1753 4.2,b 3 (1)2x12 SPF#1/#2 81"(6'-9") 1365 4.1:a 4 (1)2x8 SPF#1/#2 48"(4'-O") 1314 4 2 b 4 (1)725" 2 OE,LVL 90"(7'-6")' 1517 4 1-a 5 (1)2x10 SPF#1/#2 59"(4'-11") 1606 4 2 b 5 (1)925" 2 OE,LVL 115"(9'-7") 1939 4.1 a 6 (1)2x12 SPF#1/#2 68"(5'-8") 1862 4.2 b 6 (1)11.25" 2 OE,LVL 140"(11'-g") 2362 4.1.a 7 (1)725" 2 OE,LVL 75"(6'4") 2065 4 2.b 7 1 (1)14" 2 OE,LVL 174"(14'-6") 1-2944 4.1.a 8 (1)9 25" 2 OE,LVL 96"(8'-0") 2639 4.2 b 8 (2)2x8 SPF#1/#2 81"(6'4") 1364 41a 9 (1)11.25" 2 OE,LVL 117"(9'-9") 3210 4.2.b 9 (2)2x10 SPF#1/#2 98"(8'-2") 1667 4 1.a 10 (1)12" 2 OE,LVL 125"(10'-5") 3427 4 2 b 10 (2)2x12 SPF#1/#2 114"(9'-6")' 1936 4.1.a 11 (1)14" 2 OE,LVL 146"(12'-2") 4000 4.2.b 11 (2)7 25" 2 OE,LVL 115"(9'-7") 1945 4.1.a 12 (1)16" 2 OE,LVL 167"(13'41") 4577 4.2 b 12 (2)9 25" 2 OE,LVL 147"(12'-3") 2489 4.1.a 13 (1)18" 2 OE,LVL 188"(15'-8") 5149 4,2 b 13 (2)1125" 2 OE,LVL 178"(14'-10") 3037 4.1 a 14 (1)20" 2 OE,LVL 207",(17'-3") 5683 4.2 b 14 (2)14" ' 2 OE,LVL 222"(18'-6") 3795 4.1.a 15 (1)22" 2 OE,LVL 226"(18'-10") 6214 4.2 b 15 (3)2x8 SPF#1/#2 106"(8'40") 1795 41 a` 16 (2)2x8 SPF#2(s) 64"(5-4") 1752 U.b 16 (3)2x10 SPF#1/#2 129"(10'-9") 2197 4 1 a 17 (2)2x10 SPF#2(s) 78"(6'41) 2140 4 2.b 17 (3)2x12 SPF#1/#2 149"(12'-S") 2552 4.1.a 18 (2)2x12 SPF#2(s) 90"(7'-6") 2484 4 2 b 18 (3)725" 2 OE,LVL 132"(11'-0") 2250 4 1 a 19 (2)2x8 SPF#1/#2 68"(5'-8") 1861 4.2 b 19 (3)925" 2 OE,LVL 169"(14'-1") 2884 4 1 a 20 (2)2x10 SPF#1/#2 83"(6'41") 2274 4.2 b 20 (3)1125" 2 OE,LVL 205"(17'-1") 3525 4.I.a 21 (2)2x12 SPF#1/#2 96"(8'-0") 2638 4 2 b 21 (3)14" 2 OE,LVL 256"(21'4") 4414 4 1.a 22 (2)7 25" 2 OE,LVL 97"(8'-1") 2655 4.2.b c A=LL=360,TL=240,CD=1 0 Table Load=400 PLF 23 (2)925" 2 OE,LVL 124"(10'4") 3392 4 2 b 24 (2)1125" 2 OE,LVL 150"(12'4") 4135 4.2.b 25 (2)12" 2 OE,LVL 161"(13'-5") 4414 4 2 b 26 (2)14" 2 OE,LVL 187"(15'-7") 5161 4 2 b 27 (2)16" 2 OE,LVL 214"(17'-10") 5908 4 2 b 28 (2)18" 2 OE,LVL 241"(20'-1") 6661 4 2 b 29 (2)20" 2 OE,LVL 268"(22'-4") 7416 4-2 b 30 (2)22" 2 OE,LVL 295"(24'-7") 8171 4 2 b 31 (3)2x8 SPF#2(s) 84"(7'-O") 2300 4 2 b 32 (3)2x10 SPF#2(s) 102"(8'-6") 2814 4 2 b 33 (3)2x12 SPF#2(s) 119"(9'-11") 3267 4.2 b 34 (3)2x8 SPF#1/#2 89"(7'-5") 2447 4 2 b 35, (3)2x10 SPF#1/#2 109"(9'-1") 2992 4.2.b 36 (3)2x12 SPF#1/#2 126"(10'-6") 3475 42b, 37 (3)725" 2 OE,LVL 112"(9'4") 3069 4 2 b 38 (3)925" 2 OE,LVL 143"(11'-11") 3928 4 2 b 39 (3)1125" 2 OE,LVL 174"(14'4") 4793 4 2.b 40 (3)12" 2 OE,LVL 185"(15'-5") 5115 4 2 b 41 (3)14" 2 OE,LVL 216"(18'-0") 5987 4.2'b 42 (3)16" 2 OE,LVL 247"(20'-7") 6863 4.2 b 43 (3)18" 2 OE,LVL 278"(23'-2") 7741 4 2 b' 44 (3)20" 2 OE,LVL 309"(25-9") 8627 4.2 b 45 (3)22"- 2 OE,LVL 340"(28'4") 9518 -4 2 b A=LL=360,TL=240,CD=1 15 Table Load=650 PLF Structural Schedule for a 2-Story Dwelling: Job#:! 32282 TS Ground Snow Load 35 psf Basic Wind Speed Vaso Exp. ; C_ I Ultimate Wind Speed VULr 135 mph 3sg Eq.Exp"D"Wind Speed VULr F -W1=316 Of VW2=317 plf Mean Roof Height 30 ft a Wall Zone. 5 Roof Pitch 7/12 Truss Type Mono-Flat F Kneewall Dim. n/a W3=751 plf I FW4=752 plf Roof Design, Standard I 3 3 Max.Module Width 14 ft 9 House Width(nom) 14 ft Wall Height-1st Floor 8 ft Wall Height-2nd Floor 8 ft W5=1151 plf W6=1152 plf Typical Loads: Loading Section 2nd Flr.LL= 40 psf Ext Wall DL= 50 plf 2nd Flr DL= 10 psf 1st Flr Clg DL= 5 psf 1st Flr.LL= 40 psf 1st Flr DL= 10 psf Loading Section Formulas: W1=Truss Reaction+OH(as applicable)converted to PLF=316 plf Reference page#2 2 7 within the Calculation Manual for loading origin. W2=Truss Reaction+OH(as applicable)converted to PLF=317 plf. Reference page#2.2.7 within the Calculation Manual for loading origin. W3=[(1/2 Max Mod Width)*(2nd Story LL+Floor DL+Clg DL)]+W1+Ext Wall DL [(0.5 x 14)x(40+10+5)]+316+50=751 plf W4=[(1/2 Max Mod Width)*(2nd Story LL+Floor DL+Clg DL)]+W2+Ext Wall DL Loading Section LL and DL Summary(plf): [(05x14)x(40+10+S)]+317+50=752plf TL LL DL W5=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+W3+Ext Wall DL W1'= 316 237 79 [(0.5 x 14)x(40+10)]+751+50=1151 plf W27= 317 238 79 W6=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+W4+Ext Wall DL W3= 751 517 234 [(0.5 x 14)x(40+10)]+752+50=1152 plf W4= 752 518 234 W5= 1151 797 354 No-Transfer Load(NTL)Loading Section Formulas: W6= 1152 798 354 W3 NTL W1=[(1/2 Max Mod Width)*(2nd Story LL+Floor DL+Clg DL)]+Ext Wall DL W3 NTL W1= 435 280 155 [(0 5 x 14)x(40+10+5)]+50=435 plf W4 NTL W2= 435 280 155 W4 NTL W2=[(1/2 Max Mod Width)*(2nd Story LL+Floor DL+Clg DL)]+Ext Wall DL W5 NTL W3= 400 280 120 [(0 5 x 14)x(40+10+5)]+50=435 plf W6 NTL W4= 400 280 120 WS NTL W3=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+Ext Wall DL W5 NTL W1= 835 560 275 [(0 5 x 14)x(40+10)]+50=400 plf W6 NTL W2= 835 560 275 W6 NTL W4= [(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+Ext Wall DL [(0 5 x 14)x(40+10)]+50=400 plf W5 NTL W1=[(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+Ext Wall DL+[(1/2 Max Mod Width)*(2nd Story LL+Floor DL+CIE DL)]+Ext Wall DL [(0 5 x 14)x(40+10)]+50+[(0 5 x 14)x(40+10+5)]+50=835 plf W6 NTL W2= [(1/2 Max Mod Width)*(1st Story LL+Floor DL)]+Ext Wall DL+[(1/2 Max Mod Width)*(2nd Story LL+Floor DL+Clg DL)]+Ext Wall DL [(0 5 x 14)x(40+10)]+50+[(0 5 x 14)x(40+10+5)]+50=835 plf Footnotes Applicable to All Pages Within this Section: -1) All LVL is 15"wide,2 OE LVL may be as shown or better. 2) Ext Stud Columns reference page 6.2 13 e of the Calc Manual. The total number of studs is reflectant of one full stud with the remaining under the header 3) Zone 5 Stud and Stud Column values used as"worst case condition"values in charts below. See calc manual or alternate load section for Zone 4 values if necessary. 4) Reference page 6 11 c of Calc Manual for Exterior Studs 5) Reference Section#4 of Calc Manual for Headers,Beams and Girders. Reference Section#5 for Floor/Ceiling Girders. 6) For the purpose of determining truss LL&DL for W1 and W2,LL taken at 75%of TL,DL at 25%of TL. 7) The heaviest(worst-case)W1 or W2 load is referenced in the Structural Schedule Tables. 8) Referenced Standards: ASCE 7-02,05&10 and NDS 05,12&15 9) Most common loading condition shown above. Load sections based on specific conditions may be generated referencing calculations in approved manual Stud Requirements:4 First Floor 8'Wall Height Second Floor- 8'Wall Height 12"o c 16"o c I 24"o c 12"o c 16"o c 24"o c - 2x4 SPF#1/#2 OK OK NG OK OK NG Sidewall 2x6 SPF Stud OK OK OK OK OK OK 2x6 SPF#1/#2 OK OK OK OK OK OK Sidewall First Floor Table Load=752 PLF Sidewall Second Floor Table Load=317 PLF 1st&2nd Fir.Headers&Girders-14'-Wide,7/12-Pitch,Standard Single-Wide Mono-Flat-Truss,35 Pg Table"A"- Sidewall Headers and Girders(worst case of W1 or W2): Table"B"- Sidewall Headers and Girders(worst case of W1 or W2): SecondFloor stud columns'' SecondFloor stud columns'' Reaction Reaction Mem' Page# 2x4 SPF 2x6 SPF 2x6 SPF 5 1 Page# 2x4 SPF 2x6 SPF 2x6 SPF No Mem Species Max Span (lbs) #1/#2 Stud #1/#2 No Mem Species Max Span (lbs) #1/#2 Stud #1/#2 1 (1)2x4 SPF#2(s) 33"(2'-9") 490 4 3 a 2 2 2 1 (1)3.5" 2 OE,LVL 52"(4'-4") 769 4.3 a 3 2 2 2 (1)2x6 SPF#2(s) 48"(4'-0") 717 4 3.a 3 2 2 2 (1)5 5" 2 OE,LVL 82"(6'40") 1212 4.3 a 3 3 2 3 (1)2x8 SPF#2(s) 61"(54") 908 4.3.a 3 2 2 3 (1)7 25" 2 OE,LVL 108"(9'-0") 1600 4.3.a 4 3 2 4 (1)2x10 SPF#2(s) 75"(6'-3") 1110 4 3 a 3 2 2 4 (1)9 25" 2 OE,LVL 138"(11'-6") 2030 4.3 a n/a 3 2 5 (1)2x12 SPF#2(s) 87"(7'-3") 1288 4 3.a 3 3 2 5 (1)11 25" 2 OE,LVL 165"(13'-9") 2439 4:3 a n/a 4 3 6 (1)2A SPF#1/#2 35"(2'-11") 520 4.3.a 2 2 2 6 (1)12" 2 OE,LVL 175"(14'-7") 2591 4 3 a n/a 4 3 7 (1)2x6 SPF#1/#2 51"(4'-3") 762 4 3 a 3 2 2 7 (1)14" 2 OE,LVL 202"(16'-10") 2995 4.3 a n/a 4 3 8 (1)2x8 SPF#1/#2 65"(5'-5") 965 4 3 a 3 2 2 8 (1)16" 2 OE,LVL 229"(19'-1") 3394 4.3 a n/a n/a 3 9 (1)2x10 SPF#1/#2 80"(6'-8") 1180 4.3 a 3 2 2 9 (1)18" 2 OE,LVL ;255"(21'-3") 3792 4.3 a n/a n/a 3 10 (1)2x12 SPF#1/#2 93"(7'-9") 1369 4 3 a 3 3 2 10 (1)20" 2 OE,LVL 281"(23'-5") 4188 4.3 a n/a n/a 4 11 (2)2x4 SPF#2(s) 47"(3'-11") 693 4 3.a 2 2 2 11 (1)22" 2 OE,LVL 307"(25'-7") 4579 4.3 a n/a n/a 4 12 (2)2x6 SPF#2(s) 69"(5'-91.) 1016 4.3 a 3 2 2 12 (2)3 5" 2 OE,LVL 66"(5'-6") 980 4 3 a 3 2 2 13 (2)2x8 SPF#2(s) 87"(7-3") 1287 _ 4.3.a 3 3 2 13 (2)5 5" 2 OE,LVL 104"(8'-8") 1546 4.3 a 4 3 2 14 (2)2x10 SPF#2(s) 106"(8'-10") 1574 4.3 a 4 3 2 14 (2)7 25" 2 OE,LVL 138"(11'-6"),, 2042 4.3 a n/a 3 2 15 (2)2x12 SPF#2(s) 123"(10'-3") 1828 4 3 a 4 3 2 15 (2)9.25" 2 OE,LVL 176"(14'-8") 2612 4 3 a n/a 4 3 16 (2)2x4 SPF#1/#2 50"(4'-2") 738 4 3 a 3 2 2 16 (2)1125" 2 OE,LVL 213"(17'-9") 3184 4 3 a n/a 4 3 17 (2)2x6 SPF#1/#2 73"(6'-1") 1079 4 3 a 3 2 2 17 (2)12" 2 OE,LVL 228"(19'-0") 3400 4.3 a n/a n/a 3 18 (2)2x8 SPF#1/#2 92"(7'-8") 1369 4 3 a 3 3 2 18 (2)14" 2 OE,LVL 265"(22'-1") 3976 4.3.a n/a n/a 4 19 (2)2x10 SPF#1/#2 113"(9'-51.) 1675 4 3 a 4 3 2 19 (2)16" 2 OE,LVL 303"(25'-3") 4554 4.3.a n/a n/a 4 20 (2)2x12 SPF#1/#2 131"(10'-11") 1945 4 3.a 4 3 2 20 (2)18" 2 OE,LVL 340"(28'-4") 5137 4.3 a n/a n/a 4 21 (3)2x4 SPF#2(s) 62"(5'-2") 912 4 3.a n/a n/a 2 21 (2)20" 2 OE,LVL 378"(31'-6") 5721 4 3.a n/a n/a n/a 22 (3)2x6 SPF#2(s) 90"(74") 1336 4 3 a n/a n/a 2 22 (2)22" 2 OE,LVL 415"(34'-7") 6308 4.3 a n/a n/a n/a 23 (3)2x8 SPF#2(s) 114"(9'-6") 1694 4 3.a n/a n/a 2 23 (3)3 5" 2.0E,LVL 76"(64") 1128 4 3 a n/a n/a 2 24 (3)2x10 SPF#2(s) 139"(11'-7") 2074 4 3 a n/a n/a 2 24 (3)5 5" 2.OE,LVL 120"(10'-0") 1781 4.3 a n/a n/a 2 25 (3)2x12 SPF#2(s) 161"(13'-5") 2409 4 3 a n/a n/a 3 25 (3)7 25" 2 OE,LVL 158"(13'-2") 2355 4.3 a n/a n/a 3 26 (3)2x4 SPF#1/#2 65"(5'-5") 969 4 3 a n/a n/a 2 26 (3)9 25" 2 OE,LVL 201"(16'-9") 3016 4.3 a n/a n/a 3 27 (3)2x6 SPF#1/#2 96"(8'-0") 1420 4 3 a n/a n/a 2 27 (3)1125" 2 OE,LVL 244"(20'4") 3682 4.3 a n/a n/a 3 28 (3)2x8 SPF#1/#2 '121"(10'-1") 1803 4 3 a n/a n/a 2 28 (3)12" 2 OE,LVL 260"(21'-8") 3932 4.3 a n/a n/a 3 29 (3)2x10 SPF#1/#2 148"(12'-4") 2207 4 3 a n/a n/a 3 29 (3)14" 2 OE,LVL 303"(25'-3") 4604 4 3 a n/a n/a 4 30 (3)2x12 SPF#1/#2 171"(14'4") 2565 4 3 a n/a n/a 3 30 (3)16" 2 OE,LVL 346"(28'-10") 5282 4 3.a n/a n/a 4 A=LL=240,TL=180,CD=1 15 Wall Height=8 ft Table Load=350 PLF 31 (3)18" 2 OE,LVL 389"(32'-5") 5962 4.3 a n/a n/a n/a 32 (3)20" 2 OE,LVL 431"(35'-11") 6648 4.3 a n/a n/a n/a Stud Column Table Load for Tables"A"&"B"=400 PLF 33 (3)22" 2 OE,LVL 474"(39'-6") 7338 4 3 a n/a n/a n/a A=LL=240,TL=180,CD=115 Wall Height=8 ft Table Load=350 PLF Table"C"- Sidewall Headers and Girders(worst case of W3 or W4): Table"D"- Sidewall Headers and Girders(worst case of W3 or W4): First Floor Stud Columns"' First Floor Stud columns 2,1 Reaction Reaction NO Mems Species Max Span Page# 2x4 SPF 2x6 SPF 2x6 SPF 5 1 Page# 2x4 SPF 2x6 SPF 2x6 sPF p (lbs) #1/#2 stud #1/#2 No Mem Species Max Span (Ibs) #1/#2 stud #1/#2 1 (1)2x4 SPF#2(s) 22"(1'-10") 741 4 2 b 2 2 2 1 (1)3 5" 2 OE,LVL 33"(2'-9") 1134 4 2 b 3 2 2 2 (1)2x6 SPF#2(s) 32"(2'-8") 1082 4 2.b 2 2 2 2 (1)5 5" 2 OE,LVL 53"(4'-5") 1784- 4 2 b 3 2 2 3 (1)2x8 SPF#2(s) 41"(3'-5") 1371 4.2 b 3 2 2 3 (1)7 25" 2 OE,LVL 70"(5'-10") 2355 4 2 b 4 3 2 4 (1)2x10 SPF#2(s) 50"(4'-2") 1673 4 2 b 3 2 2 4 (1)925" 2 OE,LVL 89"(7-5") 3008 4.2.b 4 3 2 5 (1)2x12 SPF#2(s) 58"(4'-10") 1943 4 2 b 3 2 2 5 (1)11 25" 2 OE,LVL 109"(9'-1") 3661 4 2.b n/a 3 3 6 (1)2x4 SPF#1/#2 23"(1'-11") v 777 4.2.b 2 2 2 6 (1)12" 2 OE,LVL 116"(9'-8") 3907 4 2.b n/a 3 3 7 (1)2x6 SPF#1/#2 34"(2'-10") 1151 4 2.b 3 2 2 7 (1)14" 2 OE,LVL 134"(11'-2") 4510 4 2 b n/a 4 3 8 (1)2x8 SPF#1/#2 43"(3'-7") 1456 4 2 b 3 2 2 8 (1)16" 2 OE,LVL 152"(12'-8") 5109 4.2.b n/a 4 3 9 (1)2x10 SPF#1/#2 , 53"(4'-5") 1778 4 2 b 3 2 2 9 (1)18" 2 OE,LVL 169"(14'-1") 5706 4 2.b n/a 4 3 10 (1)2x12 SPF#1/#2 61"(5-1") 2064_ 4 2 b 3 2 2 10 (1)20" 2 OE,LVL 187"(15'-7") 6299 4.2.b n/a n/a 3 11 (2)2x4 SPF#2(s) 31"(2'-7") 1047 4 2 b 2 2 2 11 (1)22" 2 OE,LVL 204"(17'-0") 6885 4 2.b n/a n/a 3 12 (2)2x6 SPF#2(s) 45"(3'-9") 1533 4 2 b 3 2 2 12 (2)3 5" 2 OE,LVL 43"(3'-7") 1457 4.2 b 3 2 2 13 (2)2x8 SPF#2(s) 57"(4'.9") 1941 4 2 b 3 2 2 13 (2)5 5" 2 OE,LVL 68"(5-8") 2299 4.2 b 3 2 2 14 (2)2x10 SPF#2(s) 70"(5'-10") 2373 4.2 b 4 3 2 14 (2)7 25" 2 OE,LVL 90"(7'-6") 3034 4 2 b 4 3 2 15 (2)2x12 SPF#2(s) 81"(6'-9") 2750 4 2.b 4 3 2 15 (2)92S" 2 OE,LVL 115"(9'-7") 3877 4 2 b n/a 3 3 16 (2)2x4 SPF#1/#2 33"(2'-9") 1111 4 2 b 2 2 2 16 (2)1125" 2 OE,LVL 140"(11'-8") 4723 4 2.b n/a 4 3 17 (2)2x6 SPF#1/#2 48"(4'-0") 1627 4 2 b 3 2 2 17 (2)12" 2 OE,LVL 149"(12'-5") 5041- 4 2 b n/a 4 3 18 (2)2x8 SPF#1/#2 61"(5'-1") 2063 4 2.b 3 2 2 18 (2)14" 2 OE,LVL 174"(14'-6") 5887 4 2.b n/a 4 3 19 (2)2x10 SPF#1/#2 75"(6'-3") 2520 4 2 b 4 3 2 19 (2)16" 2 OE,LVL 199"(16'-7") 6739 4.2.b n/a n/a 3 20 (2)2x12 SPF#1/#2 87"(7'-3") 2927 4 2.b 4 3 2 20 (2)18" 2 OE,LVL 224"(18'-8") 7594 4.2.b n/a n/a 4 21 (3)2x4 SPF#2(s) 41"(3'.5") 1377 4 2 b n/a n/a 2 21 (2)20" 2 OE,LVL 249"(20'-9") 8452 4.2.b n/a n/a 4 22 (3)2x6 SPF#2(s) 60"(5'-0") 2014 4 2 b n/a n/a 2 22 (2)22" 2 OE,LVL 274"(22'-10") 9312 4.2.b n/a n/a 4 23 (3)2x8 SPF#2(s) 76"(6'-4") 2553 4 2.b n/a n/a 2 23 (3)3 5" 2 OE,LVL 50"(4'-2") 1684 4 2.b n/a n/a 2 24 (3)2x10 SPF#2(s) 92"(7'.8") 3118 4 2 b n/a n/a 2 24 (3)5 5" 2 OE,LVL 79"(6'.7") 2654 4 2.b n/a n/a 2 25 (3)2x12 SPF#2(s) 107"(8'-11") 3620 4 2 b n/a n/a 3 25 (3)7 25" 2 OE,LVL 104"(8'-8") 3507 4 2 b n/a n/a 2 26 (3)2x4 SPF#1/#2 43"(3'-7") 1462 4 2 b n/a n/a 2 26 (3)9 25" 2 OE,LVL 133"(11'-1") 4487 4 2 b n/a n/a 3 27 (3)2x6 SPF#1/#2 63"(5'-3") 2140 4 2 b n/a n/a 2 27 (3)1125" 2 OE,LVL 161"(13'-5") 5471 4.2.b n/a n/a 3 28 (3)2x8 SPF#1/#2 80"(6'-8") 2712 4 2 b n/a n/a 2 28 (3)12" 2 OE,LVL 172"(14'-4") 5841 4.2.6 n/a n/a 3 29 (3)2x10 SPF#1/#2 98"(8'-2") 3316 4 2 b n/a n/a 2 29 (3)14" 2 OE,LVL 201"(16'-9") 6831 4.2 b n/a n/a 3 30 (3)2x12 SPF#1/#2 114"(9'-6") 3848 4 2 b n/a n/a 3 30 (3)16" 2 OE,LVL 230"(19'-2")- 7822 4 2 b n/a n/a 4 A=LL=360,TL=240,CD=1 15 Wall Height=8 ft Table Load=800 PLF 31 (3)18" 2 OE,LVL 258"(21'-6") 8822 4.2.b n/a n/a 4 32 (3)20" 2 OE,LVL 287"(23'-11") 9826 4 2 b n/a n/a 4 33 1 (3)22" 2 OE,LVL 316"(26-4") 10835 4 2 b n/a n/a n/a A=LL=360,TL=240,CD=1 15 Wall Height=8 ft Table Load=800 PLF Fasteners&QaikDrive®Systems µ m pill 'a The Simpson Strong-Tie®Strong-Drive°SDS Heavy-Duty Connector screw Is a'/d' middleo diameter structural wood screw Ideal - f.--c screw C® in middle of for various connector installations as well as wood-to-wood rim board applications.It installs with no predrilling and has been extensively S3 screw tested in various applications.The SDS Heavy-Duty Connector per table Sole plate per table screw is improved with a patented easy driving 4CUT""point and Identification p • a corrosion resistant double-barrier coating. i on all SDS Woodstructural The#8x1'/4"SD Wafer-Head screw Is ideal for miscellaneous ; screw heads percodegfastened fastening applications The needle point ensures fast starts and i ('/"x3°SDS deep#2 Phillips drive reduces cam-out and stripping — ^0 shown) Minimum IJ penetration SDS FEATURES: •The patented 4CUT point has a square core and serrated threads to reduce installation torque and make driving easier t �" Rim board with no predrilling and minimal wood splitting. ? 7 m per table • Available with a double-barrier coating or in Type 316 stainless J ? steel Carbon steel loads apply to corresponding stainless steel models. •3/a"hex washer head is stamped with the No-Equal sign and fastener length for easy identification after installation MATERIAL:Heat-treated carbon steel,Type 316 stainless steel j ~ The 4CUT Strong Drive"SDS FINISH:SD8x1 25—Electro Galvanized, point reduces HEAVY-DUTY CONNECTOR Screw SDS—Double Barrierthe all len , installation ( g ) torque and Sole-to-Rim Connection / SDS—Type 316 Stainless Steel(1' "thru 3'/2"lengths) makes driving CODES:See page 12 for Code Reference Key Chart. ; easier. WARNING:Industry studies show that hardened fasteners can ' Strong Drive° experience performance problems in wet or corrosive environments /a x3 SDS HEAVY-DUTY Accordingly,the SD8x1 25 should be used in dry,interior,and CONNECTOR Screw Wafer-Head Screw noncorrosive environments only j U S.Patent 6,109,850, (Not for structural applications- I 5,897,280,7,101,133 see note 8) These products feature additional corrosion protection Additional products on this page may also be available with this option,check with Simpson Strong-Tie for details Simpson Strong-Tie"Strong-Drive®SDS HEAVY-DUTY CONNECTOR Screw and Wafer-Head Screw DF%SP Allowable Loads4 SPF/HF Allowable Loads' Size Model Thread Fasteners Shear(100)' Withdrawals Sliear(100) - Withdrawals Length per Wood Side Plate' Steel Side Plate (100) Wood Side Plate' Steel Side Plate . (100), Code (in.) No. (in.) Cartons 1%' 14 ga& 10 ga or Wood or Steel , „ 1'/" 14 ga&110 ga or Wood or Steel Ref. 1 SCL 16 ga 12 ga Greater Side Plate 1 W. SPF LVL 16 Oa 12 ga Greater Side-Plate s/2 x 1'/4 SD8k1 251 — — — 50 50 50 — — — 45 45 45 — 170 '/4x1'/ SDS25112 1 1500 — — 250 250 250 170 — — 180 180 180 120 '/4x2 SDS25200 1% 1300 — — 250 290 290 215 1 — — 180 210 210 1 150 r '/x 24/ SDS25212 1'/2 1100 190 — 250 390 420 255 135 — 180 280 300 180 0 '/a x 3 SDS25300 2 950 280 — 250 420 1 420 345 200 1 180 300 300 240 15, z /4 x 3Yz SDS25312 2%4 900 340 340 250 420 420 385 245 245 180 300 300 270 L1, a '/4 x 4'/2 ,SDS25412 23/4 800 350, 340 250 420 420 475 -250 245 180 300 300 330 F20 z '/4 x 5 SDS25500 23/4 500 350, 340 250 420 420 475 250 245 180, 300 300 330 1z '/4x6 SDS25600 3'/4 600 350 340 1 250 420 420 1 560 250 245 180 1 300 300 395 Y4 x 8 SDS25800 3!/4 400 350 340 1 250 420- 420 560 250 245` 180 1 300 300' 395 w Simpson Strong-Tie"Strong-Drive"SDS HEAVY-DUTY CONNECTOR Screw-Allowable Shear Values for Sole-to-Rim Connections Minimum Allowable Loads Sole . Penetration 2x DF/SP 2x SPF/HF_ 1'/4"Minimum LVL 11/4"Minimum LSL $ Size Model Plate Cade (in.) No. Nominal into. Rim Board Rim Board Rim Board Rim Board' Ref. Size Rim Board pF/SP SPF/HF DF/SP SPF/HF DF/SP SPF/HF DF/SP SPF/HF - (1° ') Sole Plate Sole Plate Sole Plate Sole Plate Sole Plate Sole Plate Sole Plate Sole Plate p '/x 4Y2 SDS25412 2x 2 250 190 190 190 190 190 220 190 15, o '%x5 SDS25500 2x 2 250 190 190 190 190 190 220 190 L1, /4 x 6 SDS25600 2x or 3x 2 250 190 190 190 190 190 220 190 F20 1.Screws may be provided with the 4CUT or Type 17 point 6 Fasteners per Carton represent the quantity of screws that are available in 2 Strong-Drive®SDS Heavy-Duty Connector screws install best with a low bulk packaging Screws are also available in mini bulk and retail packs Refer _ speed 112'drill with a%'hex head driver ' to Simpson Strong-Tie®Fastening Systems catalog(C-F-14) 3 Values are valid for connections between two members with full thread 7 LSL wood-to-wood applications that require 4'/2',5",6"or 8"SDS screws are penetration into the main member For other wood side plate values,see limited to interior-dry use only Fastening Systems catalog(C-F-14)pages 317-321 8 SD8x1 25 requires 1/4'minimum penetration DO NOT USE SD8x1 25 wood 4 Allowable loads are shown at the wood load duration factor of CD=1.00. screws with structural connectors unless specified and stated in this catalog Loads may be increased for load duration per the building code up to a Cp=1 60 9 Where predrilling is required for Strong-Drive®SDS Heavy-Duty Connector 5 Withdrawal loads shown are in pounds(lbs)and are based on the entire threaded screws,predrill diameter is 1/32'. section installed into the main member If thread penetration into the main member 10 Minimum spacing,edge,and end distance requirements are listed in is less than the Thread Length as shown in the table,reduce allowable load by ICC-ES ESR-2236 For smaller requirements,please contact Simpson 26 172 lbs x inches of thread not in main member Use 121 lbs./inch for SPF Strong-Tie engineering Noidawns&Tension res — m _ -W' __ rr Mrs in r r i Bq•A a G��EERf& This product is preferable to similar connectors because of a)easier installation,b)higher loads,c)lower installed cost, I �3y4 1 or a combination of these features a m 414 MOW ° HDU holdowns are pre-deflected during the manufacturing ° e process,virtually eliminating deflection under load due to material Pilot Holes for E o 0 O Manufacturing stretch.They use Simpson Strong-Tie®Strong-Drive®SDS Heavy-Duty Purposes a In Connector screws which Install easily,reduce fastener slip and provide f o Fastener a, not requued) l4 H a greater net section when compared to bolts. o yThe HDU series of holdowns are designed to replace previous versions e of the product such as PHDs as well as bolted holdowns.The HDU2,4 cand 5 are direct replacements for the PHD2,5 and 6,respectively HDU The DTT tension ties are designed for lighter-duty holdown applications U.S Patent on single or 2x posts.The new DTT1Z Is Installed with nails or Simpson 6,112,495; Strong-Tie Strong-Drive SD Connector screws and the DTT2Z Installs 5,979,130 easily with the Strong-Drive SDS Heavy-Duty Connector screws SO DTT2Z (included).The DTT1Z holdowns have been tested for use In designed shearwalls and prescriptive braced wall panels as well as prescriptive DTT1Z wood-deck applications(see page 209 for deck applications). Vertical U S.Patent For more information on holdown options,contact Simpson Strong-Tie. wood um Member Pending Post member Thickness Designer HDU SPECIAL FEATURES: size by O thickness •Holdown designs virtually eliminate deflection due to material stretch. a o Studs/Post •Uses Strong-Drive SDS Heavy-Duty Connector screws which Install easily,reduce fastener slip,and provide a greater net ® @ a Preservative Threaded section area of the post compared to bolts ® treated barrier •Strong-Drive SDS Heavy Duty Connector screws are supplied rmaybe required with the holdowns to ensure proper fasteners are used •No stud bolts to countersink at openings. Floor MATERIAL*See table ;; Joist FINISH:HDU—Galvanized;DTT1Z and DTT2Z—ZMAX®coating; I 2-2x DTT2SS—stainless steel tE Blocking INSTALLATION- •See General Notes on page 45 :o ° Typical •The HDU requires no additional washer,the DTT requires a �` 'R" HDU ale standard cut washer(included with 5172Z)be Installed Vertical HDU Installation Between between the nut and the seat. Floors •Strong-Drive SDS Heavy-Duty Connector screws install best °° with a low speed high torque drill with a 3/e"hex head driver CODES:See page 12 for Code Reference Key Chart " — _ o Horizontal HDU Offset Installation (Plan View) o These products are available with additional corrosion protection See Holdown and Tension Tie Additional products on this page may also be available with this Hanger General Notes on page 45 option,check with Simpson Strong-Tie for details not shown o z Dimensions Fasteners, Minimum Allowable Tension Loads (in.) Wood 160' Model Ga Anchor Member Deflection at Cade } No. W H B iii SO- Bolt Dia. Post Thickness° OF/SP SPF/HF Allowable'Load Ref. cc (in) Fasteners (in) (in) o 6-SD#9x1'/ 840 840 0170 w ' DTT1Z 14 1% 7'/6 1%e %, %6 /e 6-10dx1%z 1'/ 910 640 0167 160 c~a z 8-10dx1'/z 910 850 0167 8-SDS'/4'x1'/2 11/ , 1825 1800 0.105 DTT2Z 14 31/4 61/16 15/6 _ 13/16 3/6 1/2 8-SDS'/a"xi'/2" 3 2145 1835 0128 a DTT2Z-SDS2.5 8-SDS 1/a"x2'/2° 3 2145 2105 0128 W HDU2-SDS2 5 14 3 811/,6 3'/a 15/,6 1 13/8 5/e 6-SDS 1/a"x2'/2" 3 3075 2215 0 088 HDU4-SDS2.5 14 3 1015/6 3'/n 1%s 1 13/8 5/8 10-SDS 1/4"x21/z" 3 4565 3285 0114 p HDU5-SDS2.5 14 3 133/6 314 15/6 1% 5/8 14-SDS 1/4"x21/2" 3 5645 4065 0115 16' u' L8,F5 N 3 6765 4870 0.084 HDU8-SDS2.5_ 10 3 16% 31/2 1% 1t/z` % 20-SDS'/4"x2'/" 31/2 6970 5020 0116 41/2 7870 5665 0.113 HDU11-SDS2 5 10 3 22'/4 31/2 1% 11/2 1 30-SDS'/4"x2'/" 51/2 9535 6865 0.137 71/4 11175 8045 0137 4X63'4 10770 7755 0.122 170 HDU14-SDS2.5 7 3 2511/,6 31/2 19/,6 19/,6 1 36-SDS'/+'x21/2" 71/43 14390 1 10435 0.177 16,L8, 5'/223, 14445 1 10350 0.177 F5 1 See page 45 for Holdown and Tension Tie General Nates. 2 Noted HDU14 allowable loads are based on a 51/2"wide post(6x6 min) 3 HDU14 requires heavy hex anchor nut to achieve tabulated loads(supplied with holdown) 46 4 Loads are applicable to installation on either narrow or wide face of post I HnidOwgS&Tension Ties The HHDQ series of holdowns combines low deflection and high ' loads with ease of installation The unique seat design of the HDQ8 I �W ►{_ Minimum greatly minimizes deflection under load Both styles of holdown employ wood the Simpson Strong-Tie°Strong-Drive"SDS Heavy-Duty Connector ° Me er ss CIZ screws which install easily,reduce fastener slip and provide a greater P lot net section when compared to bolts.They may be installed either flush Hole ° or raised off the mudsill without a reduction in load value (Bolt not required) `n Preservative- SPECIAL FEATURES- treatedbarrier ma y • Uses Strong-Drive SDS Heavy-Duty Connector screws which i °° H be requ ed HDQ8 Vertical y install easily,reduce fastener slip,and provide a greater net Washed Installation co section area of the post compared to bolts. with • Strong-Drive SDS Heavy-Duty Connector screws are supplied Holdown U with the holdowns to ensure proper fasteners are used •No stud bolts to countersink at openings. SO MATERIAL HD08-7 gauge,HHDQ—Body:7 gauge,washer'/2"plate }/ I •.° FINISH:HDQ8—Galvanized;HHDQ—Simpson Strong Tie"gray paint I HDQB G� 6 ro (' • • " g INSTALLATION,•See General Notes on page 45i U S Patents •No additional washer is required. 6,006,487 and . 3 •Strong-Drive SDS Heavy-Duty Connector screws install best j 6,327,831 with a low speed high torque drill with a%"hex head driver. HDQB: ° Minimum •5/a°of adlustabdity perpendicular to the wall =r ° • Thickness Q° HHDO11/14: •No additional washer is required Pilot Holes •HHDQ14 requires a heavy hex anchor nut l ;Bolt;not o ' (supplied with holdown) H CODES:See page 12 for Code Reference Key Chart. ° a Hanger not shown for clarity 3/81}'Lwl��-EBS "°o,•;i`a —_ HH10011 )l (HHDQ14 similar) Vertical HHDQ11 Installation o o � _ (HHDQ14 similar) Not sureyou have the right holdown? ° r Our Holdown Selector software is a great tool to help you select Horizontal HOW Installation the best product for the job Visit www.strongtie.com/sottware z s a zEDTheS6 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 Fasteners Minimum Allowable Tension Loads Model (10') Wood (160) Code No. Ga Anchor SDS Member 4 Deflection at Ref. z W H B, SO Bolt Dia. Screws Thickness DF/SP SPF/HF Allowable Load' (in.) (in.) (in.) z 20-SDS 1/4"x3' 3 5715 4115 0 064 d HDQ8-SDS3 7 27/a 14 21/2 1'/4 2% '/e 20-SDS'/4"x3" 3'/2 7630 5495 0 094 20-SDS'/4"x3" 4'/2 9230 6645 0.095 16,L8, N HHDQ11-SDS2.5 7- 3 151/8 3'/z 1'/2 % 1 24-SDS%4&A" 5'/2 11810 8505 0.131 F5 71/4 13015 9370 0.107 HHDQ14-SDS2 5 7 3 183/4 31/2 1'/2 7/8 1 30-SDS'/n"x21/2" 5Yz2 13710 10745 0107 1 See page 45 for Holdown and Tension Tie General Notes 2 Noted HHDQ14 allowable loads are based on a 5/2"wide post(6x6 min)Other loads based on 31/^_"wide post minimum. 3 HHDQ14 requires heavy-hex anchor nut(supplied with holdown) 4 HDQ and HHDQ installed horizontally achieve compression loads with the addition of a standard nut on the underside of the load transfer plate Refer to IGC-ES ESR 2320 for design values HDQ8 requires a standard nut and BP-A-2 (sold separately)load washer on the underside of the holdown for compression load Design of anchorage rods for compression force shall be per the Designer 47 Holdowns&Tension Ties i j -rem t F® �`�EERFO This product is preferable to similar connectors because of a W a)easier installation,b)higher loads,c)lower installed cost, u, or a combination of these features. b'°"`°° The STHD is an embedded strap-tie holdown offering high load capacity € c and a staggered nail pattern to help minimize splitting.The STHD Incorporates many A P c features that aid correct Installation and Improve performance.When Installed on ; a•' Nails are countersunk for the forms with the StrapMate®strap holder the unique design of the STHD delivers i a low-profile strap surface. enhanced stability before and during the pour to help prevent both parallel and E L a RID perpendicular movement(relative to the form) This results in accurate positioning of the strap and reduced possibility of spalling FEATURES i e •The nailing pattern allows for nailing to the edges of double 2x's F •a >o •Strap nail slots are countersunk to provide a lower nail head profile ( d P •The slots below the embedment line enable increased front-to-back E 4f o o Portion ti Nailed bond and help to reduce spalling ` •Rim joist models accommodate up to a 17"clear span without any Embedment �� } loss of strap nailing i Line /Q MATERIAL'LSTHD8,LSTHD8RJ-14 gauge,all others-12 gauge (Top of I Concrete) FINISH-Galvanized ( //} le INSTALLATION •Use all specified fasteners.See General Notes on page 45 /t • Ci�rsp •Use table below for both standard concrete and post-tension slab installations. •Install before concrete pour with a StrapMate,or other holding device �.—r—►� 4•� •Nail strap from the bottom up. Install strap plumb I LSTHD8 varies from 4"to 41h" 4 =' •Strap may be bent one full cycle(bent horizontal 900 then bent vertical)to STHD10,STHD14 vanes i "'V,M"; aid wall placement,but may cause spalling behind the strap. If the spall isfrom 43/a'to 51/4" + ; from 1"or less,measured from the embedment line to the bottom of the spall, r comer full loads apply.1"to 4"spalls for LSTHD8 achieve 0.9 times table loads STHD STHD10 and STHD14 achieve full load for spalls less than 4".Any portion u S Patent Typical STH014RJ of the strap left exposed should be protected against Corrosion i 5,813,182 Rim Joist Application •Other than where noted In the two-pour detail,do not Install where' %. (a)a horizontal cold joint exists within the embedment depth between the slab and foundation wall or footing beneath,unless provisions are made to transfer For Two-Pour Installation for Downturn Footings the load,or the slab is designed to resist the load imposed by the anchor,or i •For STHD10 installed through a 4"thick slab,use the equivalent (b)slabs are poured over concrete block foundation walls. (I 8"stemwall loads of the LSTHD8 •Additional studs attached to the shearwall studs or post may be required 1 •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. 6 CODES:See page 12 for Code Reference Key Chart. Tension Loads for STHD Installations WIND AND SDC A&B—ALLOWABLE TENSION LOADS FOR DF/SP/SPF/HF(160) N Min. Model No. Strap Length(L) Stem le Required Non-Cracked Cracked Code w Wall Standard Rim Joist Standard Rim Joist (in.) Nails Ref. z in (id.) (in.) Midwall Corner, Endwall Midwall Corner Endwall a LSTHD8 LSTHD8RJ 18% 32Ya 8 20-16d Sinkers 3115 2700 1690 2675 2320 1455 z 6 STHD10 STHD10RJ 24% 38'/8 10 24-16d Sinkers 3820 3820 2050 3140 3140 1705 z STHD14 STHD14RJ 261/ 395/8 14 30-16d Sinkers 5150 5150 3200 5150 5150 3200 125 LSTHD8 LSTHD8RJ 18% 1 321/e 1 8 20-16d Sinkers 3115 2700 2230 2675 2320 1915 F33 CD 8 STHD10 STHD10RJ 245/8 381/8 10 28-16d Sinkers 4755 4120 3145 4195 3500 2585 STHD14 STHD14RJ 26'/a 395/a 14 30 16d Sinkers 5345 5345 4210 5345 5345 4210 o SDC C-F—ALLOWABLE TENSION LOADS FOR DF/SP/SPF/HF(160) 22 Min. Model No. Strap Length(L) Stem le - Required Nan-Cracked Cracked Code Standard Wall Rim Joist Standard Rim Joist (in.) Nails Ref. in (in.) (in.) , -Midwall Corner Endwall Midwall Corner Endwall LSTHD8 LSTHD8RJ 18% 32Ya 8 16-16d Sinkers 2270 2090 1220 2250 1950 1220 6 STHD10 STHD10RJ 24% 38% 10 18-16d Sinkers 2750 2750 1615 2640 2640 1435 STHD14 STHD14RJ 26Ya 39% 14 22-16d Sinkers 3695 3695 2685 3695 3695 2685 125 NI LSTHD8 PSTHD10RJ THD8RJ 185/a 321/a8 16-16d Sinkers- 2615 2125 - 1635 2250 - 1950 1610 F33 8 STHD10 245/a 381/a10 20-16dSinkers 3400 2940 2295 3400 2940 2175 STHD14 HD14RJ 261/, 39% 14 24-16d Sinkers 3815 3815 3500 3815 3815 3500 1 Allowable loads are for wind or seismic loading Nail quantities reflect an are as follows.Installed on framing LSTHD8=0 089",STHD10=0117"and STHD14=0118° increase for duration of load with no further increase allowed Reduce Installed over VY maximum structural sheathing LSTHD8=0.114°,STHD10=0.146°and where other loads govern STHD14=0164° 2.Concrete shall have a minimum concrete strength,f'e of 2500 psi 6 Multiply Seismic and Wind ASD load values by 1 4 or 16 respectively to obtain LRFD capacities. 3 10d common(3°long x 0.148")or 10dx2Y2°(21/2"long x 0148°)nails 7 Per 2009 and 2012 IBC Section 16131,detached one-and two-family dwellings in Seismic Design may be used as a direct replacement for the required nails shown in the Category(SDC)C may use"Wind and SDC A&B"allowable loads table with no load reduction when installed directly over framing or 8 Minimum center-to-center spacing is 3 times the required embedment(Smin=3xle)for STHD's over Y2°max structural sheathing acting in tension simultaneously Midwall install is based on 1 5xle end distance 4 Use the specified number of nails listed in table or as specified In many 9 See T-SCLCOLUMN for installation on structural composite lumber posts or columns 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.NAILS:16d sinker=0148°ilia x 31/4 long See pages 22-23 for other nail sizes and information 51 i Holdowns&Tension Ties _• _.,. _. y o o �1 e o 00 oe 0 0 p o 0 0 L. o0 0o po qoa oo po y o 0 o a e e C o o o o p o 0 0 0 o p o p o 0 0 p e a 0 O O O O y p 0 p• p 0 3 ` OO OO p0 'o e° °e pO a0 0 °• 0 0 Min rebar ' Y fs ;i �•Y:V J Min.rebar L length is gult� :.': 2 x le '" length Is 2 x le .� 2 x le �'/z°Mm I ,in or 24° 2 x le end distance I.-2 x e Min rebar length /z'"Min.end distance Typical STHD14 Typical STHD14 Typical STHD14 Corner Installation Mid Wall Installation End Wall Installation Al Strap may be bent one full cycle which includes bending Stra s le Strap style the strap straight P tY P tY and aiding for wall holdown holdown placement For brick ledge,bend straight to be vertical to Slab Cold joint inside face of wall thickness Brick Brick Ledge Ledge r 13"to 5"One#4 rebar r -) Ie Effective lee a #4 Rebar • , v c o� #4 Rebar May be Embed T to 5" STHD14-RJ STHD14 foundation One#4 rebar a 4 e 4 bend straight rebar or May be install 4°from Concrete—► post-tension Concrete foundation • , • inside face of a tendon rebar or o o concrete wall, foundation foundation post tension • • typ z by others by others tendon Single Pour Rebar Installation Two Pour Installation 8°Min FM, z '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 S all Reduction S stem -4—/z'Max p Y structural o for STHD Holdown sheathing FEATURES ° o ; • Built-in tab. ®® Shearwall • StrapMate®locator lineSMi j diaphragm—b" t-STHD N •Additional diamond hole in RJ versions. �u s Patent I o j 6,796,o99 ( BENEFITS i Framing N I Install strap Built-in Tab: nods and anchor nails starting •Reduces spalling and costly retrofits /� as per code from the bottom •No additional labor to Install. •Holds STHD away from form board. �1 Sill plate bolt StrapMate Locator Line: l ; Required rebar and ! •Easy inspection to ensure proper location ••• , ,Csill plate anchorage •Allows adjustment without removing STHD L , a c ; • not shown)r clan Additional Diamond Hole: •One more fastener to help prevent the STHD RJ models from bowing out at the rim joist section. ; . •�° �,. °' STHD Over • • 04 "'�°^ Shearwall Diaphragm 52 - -- -- --- - - - - - ` Search Results for Map Page 1 of 1 ,a';' �' .,� ,.,, ;-�`•.°v� a•p+,, sem#:i`"°v'`-..•.�y,,> ;"rte, s; ;�'"''�-� �r=r' der ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Search Results ,7tYaflj7 iJGLt^;' Query Date:Thu Mar 30 2017n Latitude:40 9962 Longitude:-72 5265 10.111 iaSinc ,l+attl Ttrr5*',�„d�_rai7: 3 ASCE 7-10 Windspeeds (3-sec peak gust in mph*): ,�� •, )t,§.l7Gf+F ,CFs� :t�Ciiri " § Risk Category I:124 Risk Category ll:135 Risk Category III-IV:145 4 u:Psr,i; a.erlrat „ MRI**10-Year:79 MRI**25 Year:89 tR i MRI**50-Year:99 tiSis;.;pf,„ ean"rat'' •1:_vot f-Jn MRI**100-Year:109Pit ASCE 7-05 Windspeed: '71e� 120(3-sec peak gust in mph) "fit AI," ASCE 7-93 Windspeed: ' :. ... Map data 02017G9o91e,lNEGi 86(fastest mile in mph) :Miles per hour 'Mean Recurrence Interval Users should consult with local building officials to determine if there are community-specific wind speed requirements that govern Print your results WINDSPEED WEBSITE DISCLAIMER While the information presented on this website Is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy The material presented In the wlndspeed report should not be used or relied upon for any specific application without competent examination and verification of Its accuracy,suitability and applicability by engineers or other licensed professionals ATC does not intend that the use of this Information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals In interpreting and applying the results of the wlndspeed report provided by this website Users of the Information from this website assume all liability arising from such use Use of the output of this website does not Imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the windspeed load report. Sponsored by the ATC Endowment Fund•Applied Technology Council•201 Redwood Shores Parkway,Suite 240•Redwood City,California 94065•(650)595-1542 http://windspeed.atcouncil.org/index.php?option--com content&view=article&id=10&dec... 3/30/2017 ' ��✓"Yi''' wtiB 4 y'rl < Re SA v 's'A �_� t f se� .4.?"'A`4' .a§1' _ -ani, �'��-' \.- �;• ><.. •R+§ `sG<.t� �'� '��:.u,re, a 4;.=,€.m �i �,»t. >e 4 ' � '� 35`x;, "' `.; `` • e, Q"� .a""o- INV ; r {� feet 1000 a r* meters 300 DIVISION OF BUILDING STANDARDS AND CODES STATE OF NEW YORK DEPARTMENT OF STATE ONE COMMERCE PLAZA 'ANDREW M. CUOMO 99 WASHINGTON AVENUE GOVERNOR ALBANY,NY 12231-0001 RosSANA ROSADO TELEPHONE'(518)474-4073 SECRETARY OF STATE WWW.DOS NY.GOV October 4, 2016 Mr. Richard Bird Director of Engineering -Muncy Homes, Inc. 1567 PA Route 442 East PO Box 325 Muncy, PA 17756 RE: NEW SYSTEM APPROVAL NUMBER: M1387-2016-061 Dear Mr. Bird, In reference to your written application for approval received July 29, 2016; with additional information provided September 30, 2016; to construct Factory Manufactured Detached One-and-Two-Family Dwellings and Multiple Single-Family Dwellings(Townhouses) System of Models designated M1387-2016-061 is hereby approved to allow such construction in compliance with the NYS 2016 Uniform Code (2015 IRC &2016 UCS-NYS). This approval is authorized under Title 19 NYCRR Part 1209 and will remain in effect until October 4, 2018 unless sooner revoked, and is subject to renewal at that time The conditions of this Systems Approval also include the following: Construction Classification: Type VB Maximum Ground Snow Load: 90 PSF Seismic Design Category: B, C or DO Townhouses shall be designed to Seismic C or DO (Per 2015 IRC Section R301.2(2) Basic Wind Speed: 115 mph to <140 mph Vult Wind speed >140 mph will require engineered design. Individual projects located in regions having a basic wind speed of 140 miles per hour or greater will require an individual model be submitted to the Division for review-and approval. Exposure Category: Exp C (standard) Exp D (optional) . Additional Conditions: See the System Cover Sheet for Wind Design Methodologies used in; "Hurricane Prone Regions"and "Non-Hurricane Prone Regions." 1. The manufacturer will submit a monthly report summarizing (listing) all permit sets with information about project location, production serial number, and approval number. 2. The Division will periodically request permit plan sets be submitted for individual review. Any deficiencies that are found will be reported to the Manufacturer and corrective actions.shall be immediately undertaken. Every sheet of each permit plan set submitted shall be signed and sealed by a licensed design professional registered to practice in New York State. The design professional must also provide a statement on the cover sheet of the permit plan set that certifies the plans have been developed from the original systems set of plans and specifications. Additionally,the certifying design professional shall not be in any way affiliated or associated with the manufacturer's third party quality assurance agency. The following statement may be used to provide this certification; "The plans and specifications of this permit plan set are derived from and consistent with the system set of plans and specifications approved and on file with the Department of State, which were approved on October 4, 2016 under Systems number M1387-2016-061." NEW YORK Department STATE OF OPPORTUNITY. of State _ Page 1 of 3 The approval identified above is limited to all construction that takes place in the factory Site related work including installation and connection of the building and/or components, foundations, mechanical connections, stairs, decks, etc is the responsibility of the Code Enforcement Official The presence of the insignia of approval shall be presumptive evidence that the factory manufactured home or component complies with the provisions of the 2015 IRC and the NYS 2016 UCS. If the code enforcement official believes that any factory manufactured component is in violation of one or more provisions of the above referenced code, he/she should contact the DOS for further review and/or determination. 3. All trusses designed for use in Modular Buildings shall meet the requirements of the 2015 IRC and the NYS 2016 UCS and the design methodology associated with the ASCE 7-10 design standard. Individual permit plan sets shall provide the following information- Cover Sheet which provides information on • The project address including Zip Code and County location • Structural design criteria listing applicable design loads such as ground snow load,seismic design category, wind speed, live loads, dead loads, flood hazard, etc. • Applicable building codes and design specifications • Energy code information including method of compliance, the climate zone used for thermal design parameters, and a statement by a design professional certifying that the plans are in compliance with Chapter 11 Energy Efficiency of the 2015 International Residential Code and the 2016 Energy Conservation Construction Code Supplement of New York State. • The Occupancy Classification and Type of Construction. • Applicable general notes • Index of drawings • Manufacturer's title block • Verify the intended foundation type and height above grade, and if the AHJ has determined whether the home is three stories above grade and required to be equipped with an NFPA 13D Sprinkler System. • Additionally, you must verify the location of the building on the lot according to the 2015 IRC Section R302 "Fire-Resistant Construction". Identify the lines used to determine fire separation distance and provide protection complying with Table R302 1(1)"Exterior Walls"and Table R302 1(2)"Exterior Walls—Dwellings with Fire Sprinklers" and Table R302 6 "Dwelling-Garage Separation". Foundation Plan (informational only) showing: • Identify all uniform and concentrated gravity loads in addition to all sliding, uplift, and overturning loads imposed on the foundation by this specific model, all of which need to be used by a design professional in developing the final foundation design. • Anchor bolt location and spacing, specialty anchor locations and types • Stairwell location and framing enclosure if required to complete the conditioned space enclosure First and Second Floor Plans showing: • Location of the"insignia of approval" • Square footage area of rooms • Amounts of required/provided light and ventilation and egress window locations • Location and amounts of wall bracing based on Table R602.10.1 and length requirements based on Table R602.10.5, including the requirements specified in Section R602.11 for Seismic Design Categories"D0, D1 & D2" • Header and beam sizes • Attic access locations • Locations of cathedral or vaulted ceilings • Applicable project specific notes Building Cross Sections showing • Identification of structural members and roof system • Materials used in roof and wall assemblies • Insulation types, sizes and "R"values • Field completed insulation assemblies • Building integration details (module connections) • Location of required fire blocking • Roof truss bracing and structural connections (uplift, lateral, etc.) • Applicable project specific notes Page 2 of 3 Building Elevations showing. • Floor to floor wall heights • Finished grade line and distance to 1St finished floor to,show need for compliance with R313.5 for automatic sprinkler system • Building mean roof height(MRH) • Siding materials • Window types, ventilation and egress area, U values • Statement concerning code required field completed items (stairs, landings, handrails, lighting, etc.) • Applicable project specific notes Electrical Plans showing: • Smoke and carbon monoxide detector locations • GFCI outlet locations and arc fault protection provided • Junction box locations for miscellaneous future installations • Ventilation fan capacity and outlet locations • Electrical load calculations • Lighting and outlet locations • Applicable project specific notes Mechanical/Plumbing Plans showing: • Drain, waste and venting layout including all pipe sizes • Potable water supply piping • HVAC equipment and duct sizing information • Heat loss calculations upon request Miscellaneous Plans and Details showing: • Non-typical details and design calculations for(prow roof, dormer framing, cantilever beams,wind columns, thrust beams, etc) • Manufacturers truss drawings including special requirements addressed such as sliding, drifting or unbalanced snow load conditions • Summary of references to system for selection of structural members • REScheck energy compliance reports • Window and Door Schedules providing manufacturers' information It should be noted that each page of drawings and calculations shall be signed, sealed, and dated by a New York State registered design professional. This approval is subject to the condition that all construction is to be in conformance with the New York State 2016 Uniform Code (2015 IRC &2016 UCS-NYS). A copy of this letter, minus the Reconciliation of Fees page,shall accompany all plans and specifications submitted as part of a permit application. Prior to shipment from the factory each manufactured home, model and component shall have securely attached thereto a NYS Insignia as stipulated in Part 1209 of Title 19 NYCRR, paragraph 1209.5. The Insignia of Approval Order form is available at: http://www.dos.nv.aov/DCEA/Pdf/insiuniaofApprovalOrderFormDOS 1962.pdf Please Note: Use the System Approval Number(at the top of this letter)when ordering Insignia. Sincerely, John R. Addario, Acting Director Division of Code Enforcement and Administration Enclosures: One(1) stamped set of full size plans Reconciliation of Fees cc: Richard Wenner, PFS Corporation, 2877 Skatetown Road, Bloomsburg, PA 17815 (via e-mail) Page 3 of 3 REScheck Software Version 4.6.4 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. Project #32282_000 (job_5/N) '` '' ;` V Energy Code: 2015 IECC �. &t r< j Location: Suffolk County, New York Construction Type: Single-family .z f:, >Y• I. Project Type: New Construction � - "C362rL1 Conditioned Floor Area: 2,241 ft2 Glazing Area 13% � 03/30/17 Climate Zone: 4 (5999 HDD) Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: Customer: Nunemaker Builder:Turn Key Modular Homes D Mincemoyer 275 Village Lane NY Muncy Homes, Inc. Mattituck, NY 11952 1567 Rt442E Muncy, PA 17756 Compliance. 8.5%Better Than Code Maximum UA: 411 Your UA: 376 Maximum SHGC: 0.40 Your SHGC: 0.27 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 Ceiling 1: Flat Ceiling or Scissor Truss 550 38.0 0.0 0.030 17 Comment:is Ceiling 2: Flat Ceiling or Scissor Truss 16 19.0 0.0 0.051 1 Comment:is proj Ceiling 3: Flat Ceiling or Scissor Truss 100 32.0 0.0 0.034 3 Comment: 24c decked area Ceiling 4: Flat Ceiling or Scissor Truss 89 51.0 0.0 0.025 2 Comment: 24c non-decked area Ceiling 5: Flat Ceiling or Scissor Truss 561 32.0 0.0 0.034 19 Comment: 28c decked area Ceiling 6: Flat Ceiling or Scissor Truss 354 51.0 0.0 0.025 9 Comment: 28c non decked area Ceiling 7: Flat Ceiling or Scissor Truss 20 32.0 0.0 0.034 1 Comment: 28c dormer decked area Wall 1: Wood Frame, 16" o.c. 336 21.0 0.0 0.057 13 Comment: cf Window: 5-38 x 59 SL:Vinyl/Fiberglass Frame, Double Pane with Low-E 78 0.290 23 SHGC: 0.25 Comment: cf 5 Door: 1-36 x 80 6 Lite: Solid 22 0.350 8 Comment: cf 1 Wall 2: Wood Frame, 16" D.C. 336 21.0 0.0 0.057 14 Comment: cr Project Title: #32282_000 (job_S/N) l Report date: 03/30/17 Data filename: OAPremier Data\REScheck 32000\32282.rck Page 1 of11 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. Window: 3-30 x 37 SL:Vinyl/Fiberglass Frame, Double Pane-with Low-E 23 0.290 7 SHGC: 0.25 Comment: cr 3 �, - • "g'= Door: 1-32 x 80 9 Lite: Solid `-` 4{�= 19 0,350 7 Comment: cr 1 w Door: Y-74 x 80 Swing Patio FG: Glass A ;. 41 0.350 14 SHGC: 0.34 �� '•, Comment: cr 1 "j" Wall 3: Wood Frame, 16" o.c. �` -, 220 21.0 0.0 0.057 11 Comment: cl w Door: 1-32 x 80 Solid FD: Solid 19 0.200 4 Comment: cl = ;; ; � 03/30/17 Wall 4:Wood Frame, 16" o.c. 253 21.0 0.0 0.057 11 Comment: tsf Window: 3-38 x 59 SL:Vinyl/Fiberglass Frame, Double Pane with Low- 47 0.290 14 SHGC: 0.25 Comment:tsf3 Window: 2-22 x 59 SL:Vinyl/Fiberglass Frame, Double Pane with Low-E 18 0.290 5 SHGC: 0.25 Comment:tsf 2 Wall 5:Wood Frame, 16" o.c. 244 21.0 0.0 0.057 14 Comment:tsr Window:2-22 x 22 Pict SL:Vinyl/Fiberglass Frame, Double Pane with Low-E 7 0.260 2 SHGC: 0.20 Comment:tsr 2 Wall 6: Wood Frame, 16" o.c. 230 21.0 0.0 0.057 12 Comment:tsl Door: 1-36 x 80 9 Lite: Solid 22 0,350 8 Comment:tsl 1 Wall 7:Wood Frame, 16" o.c. 268 21.0 0.0 0.057 13 Comment:tscl Door: 1-74 x 80 Swing Patio FG: Glass 41 0.350 _ 14 SHGC: 0.34 Comment:tsc 1 Wall 8:Wood Frame, 16" o.c. 718 21.0 0.0 0.057 36 Comment:tsrt Window: 5-22 x 22 Pict SL:Vinyl/Fiberglass Frame, Double Pane with Low-E 18 0.260 5 SHGC: 0.20 Comment:tsrt 5 Window: 2-34 x 49 SL:Vinyl/Fiberglass Frame, Double Pane with Low-E 23 0,290 7 SHGC: 0.25 Comment:tsrt 2 Window: 3-38 x 59 SL:Vinyl/Fiberglass Frame, Double Pane with Low-E 47 0.290 14 SHGC: 0.25 Comment:tsrt 3 Window: 1-32 x 102 Trans SL:Vinyl/Fiberglass Frame, Double Pane with Low-E 2 0.290 1 SHGC: 0.25 Comment: tsrt 1 Wall 9: Wood Frame, 16" o.c. 136 13.0 0.0 0.082 10 Comment: bsmt level stair area Door: 1-30 x 80 Blank: Solid 18 0.200 4 Comment: bsmt level stair area Floor 1: All-Wood joist/Truss,Over Unconditioned Space 189 30.0 0.0 0.033 6 Comment: 24c Floor 2:All-Wood joist/Truss, Over Unconditioned Space 935 30.0 0.0 0.033 31 Comment: 28c Floor 3: All-Wood joist/Truss,Over Unconditioned Space 447 30.0 0.0 0.033 15 Comment:is Floor 4: All-Wood joist/Truss, Over Unconditioned'Space 16 30.0 0.0 0.033 1 Comment: proj Project Title: #32282_000 (job_S/N) Report date: 03/30/17 Data filename: O:\Premier Data\REScheck 32000\32282.rck Page 2 of 11 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 2015 IECC requirements in REScheck Version 4.6.4 and to comply with the mandatory requirements listed in the i �&gjpppection Checklist. - .<cn=DarrylMincemoyer,o,ou,email=dmincemoyer@premier- Parry( MiKcelmoyer budders.com,c=us Darryl Mincemoyer-Engineering )nl7naannonc•aF_na,nn, Name-Title Signature Date Project Notes: 1- Calcs reflect only that portion of the unit assembled in the factory & included in the REScheck. Should further living space be added or finished a new REScheck shall be completed by others. 2- For unconditioned basements &cape roofs spaces, the builder shall enclose basement& attic stairs. The walls surrounding the basement & attic stairs shall be insulated & protected with a vapor barrier. The bldr is responsible for supplying all materials. 3- In houses that have factory installed floor ductwork, the bldr shall be responsible to install the insulation floor insulation under the duct. 4-An IRC & IECC Air Barrier& Insulation Checklist is partially completed in plant &supplied to builder with final house packet for on-site completion by others. Warning It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item In any way. 'ItIcl-0� O03/30/17 Project Title: #32282_000 (Job_S/N) Report date: 03/30/17 Data filename: O:\Premier Data\REScheck 32000\32282.rck Page 3 of11 All REScheck Software Version 4.6.4 Inspection Checklist Energy Code: 2015 IECC Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and?how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section plans Verified Field Verified # Pre-Inspection/Plan Review Value Value Complies? Comments/Assumptions & Req.iD , 103.1, :Construction drawings and °❑Complies 103.2 3documentation demonstrate `❑Does Not [PRI]1 ;energy code compliance for the building envelope.Thermal ❑Not Observable envelope represented on ;. ❑Not Applicable construction documents. ; 103.1, ;Construction drawings and ❑Complies 103.2, 3 documentation demonstrate _ ❑Does Not 403.7 ;energy code compliance for [PR3]1 ;lighting and mechanical systems. i' ' ❑Not Observable Systems serving multiple ❑Not Applicable dwelling units must demonstrate ;compliance with the IECC 'Commercial Provisions. _ E 302.1, Heating and cooling equipment is Heating: Heating: ❑Complies 403.7 'sized per ACCA Manual S based Btu/hr Btu/hr ❑Does Not [PR2]2 on loads calculated per ACCA Cooling I Cooling: I j Manual j or other methods Btu/hr ; Btu/hr ❑Not Observable j approved by the code official. ❑Not Applicable i f Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: #32282_000 Oob_S/N) Report date: 03/30/17 Data filename: 0APremier Data\REScheck 32000\32282.rck Page 4 ofll Section # Foundation-Inspection Complies? Comments/Assumptions & Req.ID 303.2.1 A protective covering is installed to 1❑Complies [F01112 I protect exposed exterior insulation ;❑Does Not land extends a minimum of 6 in. below {❑ d Not Observable grade. t❑Not Applicable 403.9 Snow-and ice-melting system controls:❑Complies [FO12]2 ;installed. ❑Does Not , € ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: r L 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: #32282_000 (Job_S/N) Report date: 03/30/17 Data filename: O:\Premier Data\REScheck 32000\32282.rck Page 5 of11 Section Plans Verified Field Verified # Framing/Rough-In Inspection Value Value Complies? Comments/Assumptions & Req.ID 402.1.1, Door U factor. U- U- ❑Complies ;See the Envelope Assemblies 402.3.4 ❑Does Not C table for values. [FR1]1 ' ❑Not Observable ; ❑Not Applicable 402.1.1, Glazing U-factor(area-weighted U- U- ❑Complies ;See the Envelope Assemblies 402.3.1, average). ❑Does Not ;table for values. 402.3.3, 402.3.6, ❑Not Observable 402.5 E ❑Not Applicable ; [FR2]1 VS 303.1.3 U-factors of fenestration products '❑Complies [rR4]1 ;are determined in accordance ❑Does Not with the NFRC test procedure or f ❑Not Observable ,taken from the default table. , ❑Not Applicable ; 402.4.1.1 Air barrier and thermal barrier ❑Complies [FR23]1 !installed per manufacturer's ❑Does Not instructions. ❑Not Observable :❑Nat Applicable 402.4.3 Fenestration that is not site built ❑Complies [FR20]1 'is listed and labeled as meeting ❑Does Not AAMA/WDMA/CSA 101/I.S.2/A440 41 ;or has infiltration rates per NFRC ❑Not Observable E '400 that do not exceed code :❑Not Applicable limits. 402.4.5 IC-rated recessed lighting fixtures •❑Complies [FR16]2 sealed at housing/interior finish ❑Does Not and labeled to indicate :52.0 cfm leakage at 75 Pa. ;❑Not Observable ❑Not Applicable 403.2.1 Supply and return ducts in attics ❑Complies ; [FR12]1 !insulated >= R-8 where duct is ❑Does Not >= 3 inches in diameter and >= R-6 where < 3 inches. Supply and ❑Not Observable 3 return ducts in other portions of ❑Not Applicable :the building insulated >= R-6 for ',diameter>= 3 inches and R-4.2 'for< 3 inches in diameter. E 403.3.3.5 ,Building cavities are not used as ❑Complies [FR15]8 ducts or plenums. ❑Does Not , .❑Not Observable ❑Not Applicable ; 403.4 HVAC piping conveying fluids R- R- ❑Complies [FR17]2 above 105 °F or chilled fluids ❑Does Not j below 55 °F are insulated to >_R- E 3 ❑Not Observable , ❑Not Applicable { 403.4.1 Protection of insulation on HVAC ❑Complies [FR24]1 i piping. ❑Does Not E ❑Not Observable ❑Not Applicable 403.5.3 Hot water pipes are insulated to R- R- ❑Complies , [FR18]2 >_R-3. ❑Does Not r ❑Not Observable ; - ❑Not Applicable 403.6 Automatic or gravity dampers are, ❑Complies [FR19]2 installed on all outdoor air ❑Does Not ,intakes and exhausts. ❑Not Observable ❑Not Applicable 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: #32282_000 (Job_S/N) Report date: 03/30/17 Data filename: O:\Premier Data\REScheck 32000\32282.rck Page 6 of 11 Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: #32282_000 (Job_S/N) Report date: 03/30/17 Data filename: O:\Premier Data\REScheck 32000\32282.rck Page 7 of 11 Section plans Verified Field Verified #° Insulation Inspection Value Value` Complies? Comments/Assumptions & Req.ID 303.1 All installed insulation is labeled ❑Complies [IN13]2 !or the installed R-values ❑Does Not _ ;provided. ' ❑Not Observable ! :❑Not Applicable 402.1.1, ;Floor insulation R-value. R- R- ❑Complies ;See the Envelope Assemblies 402.2.6 ❑ Wood ;❑ Wood ❑Does Not table for values [IN1]1 . '❑ Steel ;❑ Steel ❑Not Observable � F ❑Not Applicable � E i 1 1 1 303.2, Floor insulation installed per ❑Complies 402.2.7 !manufacturer's instructions and ❑Does Not [IN2]1 !in substantial contact with the ' underside of the subfloor, or floor i❑Not Observable framing cavity insulation is in I❑Not Applicable E contact with the top side of sheathing, or continuous insulation is installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing i- members. 402.1.1, ;Wall insulation R-value. If this is a R- R- ❑Complies ;See the Envelope Assemblies 402.2.5, i mass wall with at least lh of the E] Wood ;❑ Wood ❑Does Not E table for values. 402.2.6 ,wall insulation on the wall ❑ Mass =❑ Mass ❑Not Observable [IN3]1 exterior, the exterior insulation ; *� :requirement applies (FR10). ❑ Steel =❑ Steel ❑Not Applicable 4 3 , i { 3 3032 Wall insulation is installed per ❑Complies [IN4]1 ;manufacturer's instructions. ❑Does Not 3 ❑Not Observable '❑Not Applicable Additional Comments/Assumptions: i 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: #32282_000 (job_S/N) Report date: 03/30/17 Data filename: O:\Premier Data\REScheck 32000\32282.rck Page 8 of 11 Section Plans Verified Meld Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions & Req.ID 402.1.1, Ceiling insulation R-value. R- ' R- ❑Complies See the Envelope Assemblies 402.2.1, ❑ Wood ;❑ Wood ❑Does Not f table for values 402.2.2, E] Steel ❑ Steel ❑Not Observable 6 [Fill' ❑Not Applicable ; t 303.1.1.1,;Ceiling insulation installed per ❑Complies 303.2 3 manufacturer's instructions. ❑Does Not 3 [FI2]1 ;Blown insulation marked every 300 ft2. .❑Not Observable ❑Not Applicable 402.2.3 Vented attics with air permeable ❑Complies [F122]2 'insulation include baffle adjacent ❑Does Not to soffit and eave vents that extends over insulation. ❑Not Observable ! ❑Not Applicable ; 402.2.4 'Attic access hatch and door R- R- ❑Complies [FI3]1 insulation >_R-value of the ❑Does Not adjacent assembly. ❑Not Observable ❑Not Applicable 402.4.1.2 ;Blower door test @ 50 Pa. <=5 ACH 50 = ACH 50 = ❑Complies ' [FI17]1 ;ach in Climate Zones 1-2, and ❑Does Not f <=3 ach in Climate Zones 3-8. ❑Not Observable ❑Not Applicable ; 403.2.3 ;Duct tightness test result of<=4 cfm/100 cfm/100 ❑Complies [F14]1 cfm/100 ft2 across the system or ft2 E ft2 ❑Does Not <=3 cfm/100 ft2 without air ,handler @ 25 Pa. For rough-in ❑Not Observable ; tests, verification may need to ❑Nat Applicable occur during Framing Inspection. _. 403.3.2 ,Ducts are pressure tested to cfm/100 cfm/100 ❑Complies [F127]1 'determine air leakage with ft2 E ft2 ❑Does Not either: Rough-in test-Total leakage measured with a ❑Not Observable E !pressure differential of 0.1 inch ❑Not Applicable w.g. across the system including the manufacturer's air handler ; !enclosure if installed at time of ,test. Postconstruction test Total 3leakage measured with a pressure differential of 0.1 inch Iw.g. across the entire system ; including the manufacturer's air !handier enclosure. ; 403.3.2.1 ;Air handler leakage designated '❑Complies [F[24]1 ;by manufacturer at<=2%of ❑Does Not design air flow. ❑Not Observable { r ❑Not Applicable 403.1.1 Programmable thermostats ❑Complies [FI912 installed for control of primary ❑Does Not heating and cooling systems and `initially set by manufacturer to ❑Not Observable i code specifications. ❑Not Applicable 403.1.2 Heat pump thermostat installed ❑Complies [F110]2 on heat pumps. ❑Does Not ❑Not Observable ❑Not Applicable 403.5.1 Circulating service hot water ;❑Complies [F111]2 systems have automatic or ❑Does Not accessible manual controls. i ❑Not Observable ❑Not Applicable 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: #32282_000 (job_S/N) Report date: 03/30/17 Data filename: 0APremier Data\REScheck 32000\32282.rck Page 9 of11 Section plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions & Req.ID 403.6.1 All mechanical ventilation system ❑Complies [17125]2 !fans not part of tested and listed '; ❑Does Not t HVAC equipment meet efficacy and air flow limits. ❑Not Observable l❑Not Applicable ; 403.2 Hot water boilers supplying heat '❑Complies [F]26]2 !through one-or two-pipe heating ❑Does Not systems have outdoor setback = ; control to lower boiler water ❑Not Observable i ;temperature based on outdoor E❑Not Applicable i temperature. 403.5.1.1 'Heated water circulation systems ❑Complies [F12812 have a circulation pump.The ❑Does Not system return pipe is a dedicated return pipe or a cold water supply ❑Not Observable t pipe. Gravity and thermos- ❑Not Applicable F syphon circulation systems are not present. Controls for { circulating hot water system F pumps start the pump with signal ; :for hot water demand within the occupancy. Controls F F automatically turn off the pump when water is in circulation loop is at set-point temperature and no demand for hot water exists. 403.5.1.2 "Electric heat trace systems ! €❑Complies [FI29]2 comply with IEEE 515.1 or UL ❑Does Not ,515. Controls automatically J "adjust the energy input to the ? (❑Not Observable heat tracing to maintain the °❑Not Applicable `desired water temperature in the piping. (" i 403,5.2 ;Water distribution systems that ❑Complies [F130]2 have recirculation pumps that i❑Does Not pump water from a heated water ; ; supply pipe back to the heated ❑Not Observable ! !water source through a cold ❑Not Applicable ; water supply pipe have a ;demand recirculation water system. Pumps have controls I F ?that manage operation of the pump and limit the temperature of the water entering the cold ; water piping to 1049F. 403.5.4 Drain water heat recovery units I❑Complies ; [F131]2 tested in accordance with CSA ❑Does Not B55.1. Potable water-side '❑Not Observable ; pressure loss of drain water heat recovery units < 3 psi for -❑Not Applicable ; !individual units connected to one or two showers. Potable water- 3 side pressure loss of drain water heat recovery units < 2 psi for ; individual units connected to ! 'three or more showers. ; 404.1 ;75% of lamps in permanent []Complies [F16]1 ;fixtures or 75%of permanent ❑Does Not :fixtures have high efficacy lamps. 'Does not apply to low-voltage ❑Not Observable ! lighting. ;❑Not Applicable ; 404.1.1 Fuel gas lighting systems have ❑Complies [17123]3 3no continuous pilot light. ❑Does Not ❑Not Observable t ❑Not Applicable 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier3) Project Title: #32282_000 (Job_S/N) Report date: 03/30/17 Data filename: 0:\Premier Data\REScheck 32000\32282.rck Page 10 of11 Section planser Vified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumption`s• & Req.ID 401.3 ;Compliance certificate posted. ;❑Complies [F[7]2 i ❑Does Not ;❑Not Observable ; { =❑Not Applicable I 303.3 ;Manufacturer manuals for ?❑Complies F118 3, ,'mechanical and water heating E❑Does Not systems have been provided. F ; ❑Not Observable , ❑Not Applicable Additional Comments/Assumptions: , 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3. Low Impact(Tier 3) Project Title: #32282_000 (lob_S/N) Report date:- 03/30/17 Data filename: 0APremier Data�REScheck 32000\32282.rck Page 11 ofll 2015 IECC Energy Efficiency Certificate Above-Grade Wall , 21.00 Below-Grade Wall 0.00 Floor 30.00 Ceiling / Roof 32.00 Ductwork (unconditioned spaces): Window 0.29 0.25 Door 0.35 0.34 Heating System• Cooling System• Water Heater: Name• Date• Comments 1VfiTNCY HOMES INC_ 1567 1Loutc`-{�f2'$ightvav Maacy..PA 17756 Muncy from es * Superior Builder's, ♦ Premier:$uilders DATE: 03/21/17 JOB#: 32282 BUILDER: Turn Key Modular Homes 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) Q 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) 0 Truss Type Construction (TT) Q 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) 0 Floor Framing and Roof Framing(FR) Jab Truss Truss Type Ory SMP 212 79242 D.130008 HINGED COMMON 1 y 47-SINGLE BOX-14'-60/90 JobRefeience Icaboriall Universal Forast Products fn=,Grand Rapids,MI 49525,Peggy Beckett 7.610 a Jan 29 20t5 MtTek Industries,Ina Mon Aug 03 09:43,38 2015 Page 1 o(2 Copyright@2015 Universal Forest Products,Inc.AI Ights Reserve 704 4 6.108 DI 30009 IBC 2003,2006,2009 "I Sa, lq 7.00t4 11 T 10 10 y9' %y 5l:N18A ^� 1x4;II 3 WHIM. 2 S 5 t.sz4 II ' e J } x 3x5 Orn mi �` 7 q� _ x � o iii s 9 2x511 "See page 2for cantieverdeiaIs" 2x6 I1 0-,t-12 2.4-1 , 9-105 - 1.6=7 1 ,3:10.12 Plate Offsets 1.0-4-2 0-0-3 3:0-1-0 0-0-0 5 0-1.0 60-0 1610-2-12.0-0-121, 7 61-14 E a 8 0.444 0-0-41,f9 0-3-12.0-0.4 SPACING,.2-0:0 SPACING:1-4.0 SPACING-:1,," SPACING 240 CSI. DEFL, In (foe) 11deB Ltd PLATES GRIP LOADING(pso LOADING(pso LOADING(psQ Plate Grip DOL 1.15 TC 069 Vart(l.L) -0.35 8-9 X468 240 MT20 1971144 TCLL 46.2 TOLL, 693 TOLL 92,4 umber))OL 1,15 Be 081 Vert(CT) -0.59 8-9 X273 180 MT18HS 1971144 (Ground Srov--60.0) (Ground Snovw90.0) (Ground Sno:v=120.0) Rep Stress Incr YES WB 0 21 Horz(CT) -0,00 1 r/a n/a TOOL 7.0 TCDL 10.5 TOOL 14.0 Code IBC2012120151TP12014 (Matrix), Weight 61 Ib BOLL 00' BOLL 0.0 BOLL 00• FT=,20% BOOL 10.0 BCDL 150 BCDL 20,0 LUMBER= BRACINO- TOP CHORD 2x4'SPF No,2•Except' TOP CHORD Structural wood sheathing directly applied or 6 0-0 oe purlins, (Pj T3:2x4-SPF 165OF 1,5E BOT CHORD Rigid ceiling directly applied or 64-0 oc bracing. BOTCHORD 2x8 SP-NoA WEBS 2x3 SPF Stud REACTIONS. (lb/size) 7=65110-3.6 (min,0-1.8),1=85010-3.8(min.0-1-8) APPROVED Mak Horz7=-230(1_0 7) Max Upfift7=-397(LC 10),,1=-397(LC 9) DATE 6/14/16 FORCES. (lb)-Maximum Compressio69.4;sximumTension PFS CORPORATION TOP CHORD 4-10=-4741314.5-10=-6otf311,5.6=-0291308,6-7=•440/143,1-2=-491/175,2-3=-6071329.3-11=-52Ot330,4.1 1=-4 7213 3 3. Bloomsburg,PA BOTCHORD 1.12=-14'41409,1 2-1 3=-1 4 414 09,9-13=•1441409,8.9=-144/409,8-15=-1441409,14-15-1441409,7-14=-144/409 WEBS 2-9=-4841420,6-B=-5551493 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(hb)l Maximum Tension(toy Maximum Shear(lb)l Maximum Moment(Ib-fn) 4=364!334127210 NOTES. (15-18) 1)Dado:0-3-14length x 0-0-12 deep dado,0-0-0 to fight edge from)Dint 1,6n the bottom face 2)gado'0.3-14 length x 0=t)-12 deep dada,0-1.8 to left edge from joint Ton the bottom face. .3).W A ASCE 7-10:Vuli=1556riph(3-second gust)Vasd=,123mph @241n o.c,:TCDL=lApsf ,BGDL=20psf;(AiL 180mph'@16,n o c.;TCDL=2.1psi: BCDL=3.0psf);(AIL 180mph @12in o.c.;TCDL=2 6psf,BCDL=4.Opsq,h=30ft,Cat II;Exp C;enclosed;MWFRS(envelope)gable and zona and C-C Extedor(2)zone;cantilever left and right 6posed;C-C for members and forces&MWFRS for reactlons show n;'Lumber DOL=1.60 plate grip OOU=1,33 4)TOLL-ASCE 7-10,P9=60.0 psf(ground snow);Ps=46.2 psf(roof snowy Calegory 11;Exp C;Parbally Exp:Ct=1.1 E-signed by Kevin Fieeman 5)Roof design snow toad has been reduced to account for slope. 6)Unbalanced snow loads have been•considered for this design. sv11trruurr}prp See 8)SIIates are MT20 plat6s unless otherwise HINGE PLATE DETAILS for plate placement. ��k.OY MR 9)Provisions must be made to prevent lateral movement of hinged member(s)during transportation a`f.4•J�� F?i'9�+'L 10)All additional member connections shalt be provided by others for forces as indicated 11)This truss has been designed fora 10,0 psf bottom chord live load nonconcurrent w th any other live loads. 12)'This truss has been designed fora(bre load of 20 Option the bottom chord to all areas where a rectangle 3.6.0 tall by 2-0-0 mdde writ fit behveen the boltorr - - chordandanyothermembers, 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 397 Ib uplift al jotnt 7 and 397 Ib uplift at joint 1. +9 t `,.•W�/ 14)This truss is designed In accordance with the 2015 International Building Code section 2306:1 and referenced standard ANGVTPI 1• ! o 15),Thls Wss is designed in accordancew,h the 20121BC Sec 2306.i and referenced standard ANSI/TPI 1 16)Take precaution to keep1ho chords In plane,any bending or talsbng of the hinges plate must bo repaired before the bu,lding is put into service.. rr rr4r}NAi 17)The field-installed members are an Integral part of the truss design Retain a design professional to specify final Geld connections and temporary supports, All field-installed members must be propaiiy fastened prior to applying any loading to the truss.This design anticipates the final set position. Cwtfcr,1`t hvetj wr✓1Q3t 18)Based anD130005.Updated Code, tr/ra, n`iia as wsedMiisslwW 0Mnaer�nXarpa ra"of Ula sea w Marland, L'rensa},y 25551 E•pra•'ai D�a'ip26'201e The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, 8/6/2016' not necassanly'Bib current stato building code:The engineering seal is not an approval to use in a specific state,The final determ nation on whather a truss design is acceptable under the locally adopted building code-rest Win the building official or designated appointee. WARNING - 11er`ify design parameters and READ NOTES Universal Forest Produds,Ino. 2801 EAST BELTLINE RD,NE PHONE'(616)-364.6161 FAX(616)-365.0060' GRAND RAPIDS„Ml 49525 Truss shall not be cut ormod;fied without approval of the truss design ang;near. This c' ponenthis only been dasigned for 11ie loads noted on thts dfaaiag.bonstturkon and Uting forces have not been considered.The build'e'r is responsible for liiLng methods and system design.Buiderresponsib3us are derived under TP11.This design is based only upon parameters shcrwn,,and is for -an Individual buldrng component to be installed and loaded vertically,AppdcaWW of design parameters and proper incorperaban of component is responsibi1ty,of building designer-nottruss destgner.Bracing sharp is for lateral support of individuahweb members only,Additional temporary bracing to insure stabil,y during construction 1 is the responsibTyof the erector.Additional permanent bracing of the overall structure Is tha responsbsy of the building designer,For general guidance regarding, fabrication,quaftycontrol,storage,delivery,arecaon and bracing,consult BC511•68 from the Wood Truss Council of Amedca and Truss Plate'lnsotute Recommendation ava fable from WTCK,6300 Enterprise LN,Madison,iM 53719-Xksuppor[W.6k5upplemplateswIp4a 03/07/2016 2.2.12.1 JobTrvss 7russ71i. Qty Ply SMP 212 79242 D130008' HINGED COMMON 1 1 47-SINGLE BOX-144 -60/90 Job Reference footionali Universal Forest Products hic.,Grand Rapfds,MI 49525,Peggy Beckett '7,610 a Jan 29 2015 Wek fndushias,trio.Mon Aug 03 04.43.36 2015 Page 2 of 2 ALT.CANTILEVER DETAIL left side onlyi LT,CANTILEVER DkjMLWgWt side o ) t � ii i r ii 9 3-2-0Cannleyet I Olo 3-2-0Canhtavar 9 _ r ' REACTIONS, REACTIONS: Max Ho¢9=r230(LC 7) Max Horz7=-230(LG7) NtaxUpbft1=-299(LC 9);9 SO6(LC 10) Max UPGR7>.-304(LC 10),9=-501(ILC 9) Max Grav I=622(LC 13),9=to90(LC 1) MaxGrav7=632(LC 14),9=1075(LC 1) ALT.CANTILEVER DETAIL(both sides) Ill 9 ' i 3-2-0 3.2.0 REACTIONS. ` Max Horz9=230(LC 8) Max UpIifg--423(LC 10),10=-410(LC,9) MixGrav9=882(LC 14),10=857(1_0 13) l®� APP92C?V�d3 DATE 6/14/16 PFS CORPORATION Bloomsburg,PA The professional engineering,seal indicates thai a licensed professional has reviewed the design under the standards referenced vnthln this document, not necessarily the current stale building code.The,engineering seal is not an approval to use in a specific state.The final determination on whether a truss design is acceptable under the locally adopted building code restA th the budding official or deslonated appointee. WARNING - Verify design parameters and READ 140TES Universal Forest Products,the 2801 EAST(ALTLINE RD,NE Truss shag not be out or modfed without approval of the truss design engneer, PHONE(618)-364-6161 FAX(616)-365-0060 GRAND RAPIDS,MI 49525 This component has only been des°fined for the loads noted on this draaing.ConsGucbon and fPong forces have not been cons0str d.Tha bLDldef is responstbla for lifting methods and system design.Builder responsbSues are defined undecTP11.•7his design Is based only upon parameters shown,and is for. an Individual budding component to be installed and loaded vertically.Appreabibty of design parameters and proper Incorporation ofcomponent)s respons,47dy of bWd'ng designer-not truss designer.Buono show Is for lateral support of lndvldualiveb members only.Adddiooal temper6rybmCjn9 to insure stability during construction is the responsbihty of the erector.Additional permanent bracing of the overall structure is the responsbi4ty of the bulding designer.For general guidance regarding fabrication,quafy control,storage,delivery,erection and bracing,consult SCSI 1.06 from iiia Wood Truss Couno'l of America and Truss Plate Institute_Recommendabon avalable from WTCA,6300 Enterprise LN,Madison,WI 53719,J:lsupponUddek$uppttemplatestufp,tpe 03/07/2016 2.2.12.2 UNIVERSAL FOREST PRODUCTS, INC. Job Truss CustorcX 11F4 79242 P130008 SMP 212 The professional engineering sea[indicates that a licensed professional has reviewed the design under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use a design in a specific state.The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. �t�ttitttunrrrrr `,`tti>>��flF•CONN �ii � ��C� •..F ��fi iKH �F ��,c��, �f tAPEW 1-1,q� tM :'L o� KEVIN "Y + coKEVIN W. �n FR MAN =t MA /I , r No. 4 ry j0NA y 1� ,;QpF��QL1gAIN rYA pF NE Sa� 0.OtAWE.4 q t FR" t 0 REGISTERED �e V PROFESSIONAL KEVIN Rl MAN v A ?8663'"' ���� AV Y�v,��'ill, S 10NP APPROVEa DATE 6/14/16 PFS CORPORATIOiN Bloomsburg,PA Corporate Engineering 2801 East Beltline,NE Grand Ra}iids, VII 49525-9736 (616)364-6161 Fax(616) 365-0060 03/07/2016 >ifpixom 2.2.12.3 reb Truss rrusaType qy Py SMP 212 78164 CC001054 HINGED ATTIC 1 1 56-24'-72-Kneewwall-45/65 Sob Re ere ca o t na Universal Forest Products inc.,Grand Rapids,MI 49525,Peggy Beckett 7.610a Jan 282015 MTek Industries,Ura,Thu May 2810 01:09 2015 Page i of 2 Copyright�2015 Universal Forest�Products,Inc.All Flights Reserved This print replaces print lssued5114115. 12�-1a 7 12.3.12 4� 0�1-0 Opt 0 to 0-10-12 Cantilever(both ends) t9 20 f«^.OB 12 6 a S 9 1 SM06E o dHtaE A9 4 10 fig _ Opt,Cut-0t! 0.10.12 , 0-1-T,2 h Opt,Cut-Off ItEACT�Na, f1 n Ily12 Maxtlom1=727(LC7) hfaxUpEH1=61$41C 10),13=-518(LCfl,16=159i.0 e) I I 1.1aXGraV1=236(CC3j,13=9&4{LC2),16=77BtLC13) I AHta (40BBCLL) Sh1HTept ry`v 2x12113 0 fio 11 7 I 12 c Yi Wig ;6x81 Is of Bi IS 1 15 d 4110 I! 1a 416 11 0-1.12 W4, SA4 aS.a OA-a1 541 11" Q;1.12 2588 Plate Offsets -11:0-5.7,0-041,12-"-8.0-041,14:0.0-0.0-1-01,[10:"-O04.0 12.055 0-0-413.0-0-1 0-5.4 14.0-7-8 0.2-018.0-7-8 0.2.0 SPACING:2-0-0 SPAGING:14-0 SPACING:1-0.0 SPACING. 2-0-0 CSL DEFL. In (too) Udofl Ltd PLATES GRIP LOADING(pso LOADING(psi) LOADING(psf) Plate Grip DOL 1,16 TC 0.48 Vert(LL) 0.33 17 >456 240 MT20 1971144, TCLL 26.7 TCLL 40,0 TCLL- 63,3 Lumber DOL 1.16 BC 0.51 Vad(CT) 0,31 17 >481 180 'M. T18HS 1971144 (Ground Snow--45.0) (Ground Snow-67.5) (Ground Sric=9W1) Rep Stress tncr YES' WB 0,47 Horz(CT) 0.01 13 n!a nta TCDL 7.0 TCDL 10,5 TCDL 14.0 Cotte IBC2012120151TP12014 (Matrix) Alfic -0.171647 667 360 weight:148 lb BCLL 0,0• BCLL 0.0 ' BCLL' 0.0' FT=O% BCDL 10.4 BCDL .16.0 BCDL 20.0 LUMBER- . BRACING- TOP CHORD 2x6 SPF No,2'E;&6pt' TOP CHORD Structural wood sheathing directly applied orb-0-0 oc puffins IN .T3-2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 7-3.4 oe bracing, BOTCHORD 2x10 SPFNo.2 WEBS 1 Row atmldpt 6.9 WEBS 2x4 SPF Stud'Except' 4,1°3 t u r%•la�`t W3:2xe SPF Not L� APPROVED N,`,• REACTIONS. (lb/size) 1=09410.3.8(min:0-1-9),13=99410.3.8(min-0-1-9),16=311103-0(min.0-1-8) Max Horzl=-727(LC7) DATE 6114116 Max Up1ftt=-522(LC 10),13=-523(LC 9),18-!0$(LC 9} PFS CORPORATION MaxGravi,=1000(LC 3),,13=998(LC 2),16=779(LC 13) Bloomsburg,PA E 3 . _ 777 8 176118089 350!1889-10=-785188610.11=°o31fi5$15f1_1t2:,1.9 FORCES. (mj-FaximumComprassionRxmumTensior7,12 TOPCHORD 7 BOTCHORD 1-19=-3461594,18-ig 3461594;17-18=3411591,1722=3391592,20-22=3391592;20-21=-339152,16.21=-3391692,7823=-3391592,23-24=-3399,;' 2 , 16.26=3381591,14.28=3381591,14-27=331594,27-28=-338159 ,13-28= 31594 WEBS, 10-15=-4181554,2-16=-1841579.12-i4=-1901596,4.17=-4231563,5-9=5021737 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression(lb)t Mapmum Tension(ib)/Maximum Sheat MY Maximum Moment(lb4n) 5--602173714310,6=314116&18310,7=141/181118310,8=3121171118110,9=502173714310,15=41815591017,_16=339159214271(1,17=42315631010 p NOTES- (20-23) J �Ql 1)Dade:0-1.8I"th x 0-2-8 deep dado,0-0.O to tight edge from joint 16 on the bottom face. 2)Dada 0-3-14 length x 011-12 deep dado,0-1-8 and 0.10.6 to left edge from joint 1 on the bottom face. E-signed by Kevin Freeman 3)Dade:0-1 4length x b-2-8 deep dado,0-0-Olo left edge from Joint 16 on the bottom face. 4)Dodo:03-14 Length x 0-0.12 deep dada,0.1-8 and 0.10.8 to right edge from joint 13 on the bottom taco,, ��1111utrllNl���j 5)Wind:ASCE 7-10,Vult-155mph-(3-second gust)Vasd=123mph a@241n'o.c,;TCDL=2,1psf,BCDL=3,Opsr;(AIL 180mph 16m o.e.;TCDL=3,1pst; ��,1P aE M,� �ip� BCDL=4.5psfj;(M.180mpti @12rn o,e.:TCDL=4.2p5F BCDL=6,Opsf);h=30f1;Cel.It,Exp C;enclosed;MWFRS(envelope)gable end zone and C-C �� {r..............} 4 - F)terior 2 zone;cantilever left and right exposed;C•C formembers and forces&MWFRS for reactions shown;Lumber DOL--1.60 plate grip DOL=1.60 .'` V1• R�••1 6)TCLL-ASCE 7-10;Pg=45.0 par(grond snow);Ps=26.7 psi(roof snow);Category It;Exp C;Partiatiy Exp'.:Ct-1.1 ��.:rr �,��y S 7)Roof design snow load has been reduced to account for slope, ' 8)Unbalanced snow toads have been considered for this design. . 9)All plates are PAT20 plates unless otherwise indicated. f)%, tom: 10).See HINGE PLATE DETAILS for plate placement 'g5• 41 P 11)Provisions must be made t0 prevent lateral movement of hinged members)during transportatlon '. ' - vp 12)Ali additional member connections shall be provided by others for forces as Indicated. `••.° �`" 13)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other Eve loads, it 14)•This truss has been deslgned for alive toad of 20,Opsf ori the bottom chord In all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom uan Atit►tww0' chord and any other members. t rdarsaxdCa Asecanahe cbr w�dyu�1 15)Ceiling dead load(5.0 psf)on membei(s).4-5,940,5-9 d mwdaucs Aur«earoa °r ' - 16)Bottom chord live toad(40.0 psq and additional bottom chord dead toad(0.0 psf)applied only to room.16.17,15-16 per+4Cast m°a.°e�rs°""seTp a�sar The professional engineering seat indicates that a licensed professional has reviewed the design under the standards referenced within this document, 5/2812015 not necessarily the current state building code.The angineering seal is not an approval to use Ina specific state.The final detarminadon on witeth`er a truss design Is acceptable under the locally adopted building code restwith rho building official or designated appointee, WARNING -Verif desf n Parameters and READ NOTES Universal 4.61Fores1 Products,Inc. 2801 EAST RAPIDBELTLS. M RD,NE y g, p � PHONE(fi16)-364.8181 FAX(616)365-0060 GRAND t7AP(DS,M149525 Truss shall not ba out or moddied without approval of the truss design engineer. This component has oolj been designed for the loads noted on this drvM44.Constriction and Pilling forces have not been considered.The butidar Is responsible for ming methods and systerru design.Bulder responsibiG6es are defined under TPl1.This design Is based any upon parameters shown,and Is for an individual building componerit to'be installed and(waded ver0catiyr.'Applicabllty of design parameters and properincorparat on otcomponent is resfi0sbilty of bulling designer•not trus's designer.aradng'showm Is for lateral support of TndlvidualIv vb members only.AdtNorlal temporary bracing to insure stabTty during construction is the responsbrSty of the erector,Additional permanent bracing of the overall structure is the responsb5yof the b ilding designer.For general guidance regarding fabrication,quafilycontrot sterage,delvery,erockn and bracing,consuR SCSI I.OS from the WoodTruss Council ofArneilce and Truss Plate institute Recommendation avalable from WTCA,6300En(erpdseLN,Madison,W153719J.,UuQporlMdekSu{pltemplateiMp.tpe 03/07/2016 6.4.5.1 Job Truss Truss Type Qty PlySMP 212 78164 CCO01054 HINGED ATTIC 1 1 56-24'-72-Kneewwall-45165 06 Reference a Universal Forest Products inc,,Grand Rapids,MI 49525.Peggy Beckett 7.610 a Jan 29,2016 MlTek Industries,Inc.Thu May 14 10 35AD 2015 Page 2-or 2 17)'Provide mechanical connection(by others)of imss to bearing plate capable of withstanding 522 lb uplift at joint 1,523'Ib uplift atloint 13 and 1b9 Ib uprfft at joint 16, 18)This truss Is designed in accordance with the 2015 international Building Code secbon 2306.1 and referenced standard ANSUTPI 1. 19)Attic room c1iecked for 1)360 deflection- 20)This truss is designed in accordance Wn the 2012 IBC Sec 230£.1 and rof?(en^.ad standard ANSirTPI t 21)Take precaution to keep the chords in plane,anybending or t costing of the tirge pl9te must be repaired be€ore the bui;d ng is pili into service. 22)The field•Installad members are an integral part of Uta Utiss'design:Re(aA a designprafessionai to specify trial field connections and temporary suppoits, AflT.eki•ins[aftedmembers mast be pfoperly fastened prior to appijirg any loed'ng to the truss:This design anticipates the final set positlm' 23)Based on CC001038.Updalad code. 2 Z-54-W011- APPROVED ; DATE 6/14/16 PFS CORPORATION Bloomsburg, PA The professional engineering seat indicates that a licensed professional has reviewed the design under the standards referenced ii ithln this document not necessanly the current state building code.The engineering seal Is not an approval to use in a specific state.The final determination on whether a muss design is acceptable udder the locally adopted building code restwith the building official ordosignated appointee. �,. WARNING Verify design parameters and,READ NOTES Universal Forest Products,Inc. 2801 EAST BELTLINE RD,`NE ' Truss shall not be cut or modified iAithout approval of the truss design engineer. PHONE(616)-364.6161 FAX(616j-365-0060' GRAND RAPIDS,till 49525 This componentha's only been`designed ferthe leads noted on this drawing.Construction and liftng forces have riotbeen eonsfdered.The bu lder Is responsbia 'for 6tungmethodsand system design.Bulder responsb tlasaredefinedunderTPlt.Thisdesignisbasedonlyuponparametersshown,andIsfor an individual building component to be Installed and loaded vertfcaV.Appticabt6ty of doslgn parameters and proper incorporation of component is responsbitly of building designer-not truss designer.Bracing shown is foriateral support of Individual comb members only.Additional temporarybracing to insure stabifty dudng construction Is the responsibility of the erector,Addlionai permanent bracing or the overall structure 13 the responsibdilyof the bulling designer.For general guidance'regarding tabncation,qualilycontrol,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Couna7 ofAmerica and Truss Plate Institute Recommendation ava fable from WTCA,6300 Enterprise LN,Madison,YA 53719 J.tsuppod4ditekSuppUemplateslarp.tpe 03/07/2016 6.4.5.2 UTtiTIVERSAI FOR L,ST PRODUCTS,INC. Job' Truss customer R' 78184 CGQ014354 SMP 212. 7] The professlobal engineering seal indicates that a licensed professional has reviewed the design under the-standards referenced within this document,not necessarily the current stale building code.The engineering seal is not an*approvai to use a design In a specific state.The final determtnation on whether a truss design ls,=eptable under the locally adoptedbuilding code rest with the building official or designated,appointee. ,!;►S+Q�;�GONJy��itrJ� " .`�f.:::F�F \' �-�y�tN`H ' ,.R°.;�,���__ ai/: •.: A. 0.,F+�Fl0.,+ -'Y/ ', S 1 6- j• i� h'V. - �iS1`' . .`.1''•�IY'- .1.` i j�/�yG)� y!• .•►r�. M,r(,+-� Z�,�a+,�' At �s�d�arrrosv,�• KEu1N EvtA,N ?tirF,arsgA /� ., APPROVE DATE 6/14/16 PFS CORPORATION Bloomsburg, PA Corporate Engineering 2$01 East Bclt1iine,NE Grand Rapids,-M.1-49525-9736 (616)364-6161 -Fax (616) 365-0060 itfpi.col» 03/07/2016 6.4.5.3 Job Truss Truss T'a Qty' Pty ISMP '212 78164 CC680239 HINGED ATTIC 1 1 61 -26'-28'-9,6"Kheewdl-60/90 Refetenro toptionan Universal Forest Proddyrts Inc.,Grand Rapids,MI 49525,Peggy Beckett 7.610 a Jan 29 2015 MiTek Industries,Inc,Thu May 2810.01:092015 Page I of 2 CopyrightW2015 Universal Forest Products Inc,Ali Rldhts Reserved This pnntreplacesprintIssued 5/14115. 1340.127 13.10.12 .I E CO LLAR Te DETAL_ t '7.11AI t ' oda 2.8 SPF No,2(all pads) tJ 23 , 24 .5. 6 a PrIFA C ft rK(_fxe) AY.aJt h 1h 2f.,.a"%npwed 3•dc, 9= - tike= (Fyb=100,000icor pd darmr+7lo• 5 _ 9 ASTM&d d-d N156r 12.00 i2 Pre-tataL�tedty>f+r rs trema slavn lsregkad far tiawYeric iV3 bu mar to uud Horixr Nsks For aloes oCer 8un!laxYoik a rg:r told Ya may bo Vsed tot ,`O prda Sand Spa UFP&alafnOs02(aae dg'd xpr8,her! �^ Ciry SMHiBE RIGIO COLLAR TIE DETAIL 1HIS 0 Opt,Cut-0N 4 opt.Cut-0ff 2x8 SPF Not d Q;1.12 Singly iagld CoparTie(Ona lace) f1 Jofnts589-SeeBufobn0"2for collar tia connection details, 16-0-0 ALT C TTILEYER DETALe - `tH1e SMH18o ,sx4113 0iy-0 1111514 Ii FtEACT045. t 16x9'\\ u.Acuajtit> cly,tsiilc el,fa=-ft;(tcal 11. , .. 13 r+.ac+i=t3a1i<c il.l�iuiRelLlc�si{ic lal 9taP14 R'yedni 1e 17 1s 14 d' 410 11 16 4x1011 0.112 1JAr 453 27.98 '8-0-0 i 459_,1.12 t Riu;cIpm.,.�7.C7) MaUritltir--tY}Cq t4•-i5+fla 'c 51 c�t1�a� l3ncrn 17�7dC 13),t4•SLt2Lc tq,t5•i?t]LC I.ry Plate Offsets -- 1:05.7 0.03 4.0.0-0 0.1'-0 b-04-t0 E e 9 0-1-10 Ed a 10:0-0.0 0-1-013'0-046 0-5.3 14 0.7 4 0-2-018.0-7-0 0-2-0 SPACING-:2.0.0 SPACING-i-,iLo SPACING.:i-0.0 SPACING- 2.0.0 CSI. DEFL, in (lac) Udell Ud PLATES GRIP LOADING(psi), LOADING(psi} LOADING(ps0 Plate Grip DOL 1,15 TC 0.63 Veri(LL) 0,34 16-17 >478 240 MT20 , 197/144 TCLL 35,6 TCLL 53.3 TCLL 71.1 Lumber DOL 1.15 BC 0.69 Verl(CT) .-0.3516-17 >465 180 MT18HS 197/144 (Ground Snowy-60.0) (Ground Snow=90.0) -(Ground Snovr-120.0) Rep Stress Incr--YES - WB 0.71 Horz(CT) 0.01 -13- nfa Na - TCDL 7.0 TCDL 10,6 TCDL 14.0 Code 1BC2012/2015/TP12014 (Matra) Attic -0.27 18-17 726 360 Weight 1771b BCLL 0.0• BCLL 0.0' BCLL 0.0 ` FT=poi BCDL 10.0 BCDL 150 BCDL 200 LUMBER- BRACING. TOP CHORD 2x6 SPF No,2'Except' TOP CHORD Structural wood sheathing directly applied or 53.2 cc pons IN T3:2x4 SPF Nc.2 BOT CHORD Rigid ceiling directly applied or 8.2.5 cc bracing. BOTCHQRD 2210 5PF No.2 WEBS 1 Row al'mid t 5-9 WEBS 2x3 SPF Stud'Except` W4,W3;2x6SPF No.2 �+ . APPROVED REACTIONS. (Ib/size) 11=134010-3-8(min.0-2 2),13=134016.3-0 (min.0 2-2),16=34710-3-0 (min,0-1.8) DATE 6/14/16 c ,• , MaxHorzl=-795{LC 7}. PFS CORPORATION ��;,: Max Uplfll=-`u98(LC 10),13=-596(LC 10),16-1126(t.0 0) 7r,•r t I>,<,;:iu't.' Max Grav1=1340 LC 14),13=1340 C 1,16=965 LC 13 Bloomsburg,PA t tl- ) ( ) F is r. FORCES. (lb)'-Maximum Compression/Maximum Tension (s1rJ TOP CHORD 1.2=-13291609,23=-13751754,3.4=-13521748,45=4153179D,533=519/181,633=•4621183,6-7=242/195,-7-8=-238/192,8.9=5111180,9.10=-15 s011'0-11==i 11-12=-1375/147,12-13=-13241606 BOT CHORD 1-23=-4141864,18-23=-4141864,17-18=3941855;17.26=-38g1855,24.26=389/855,24-25=3891855,16.25=-389!855;16-27=J89/85S,27.28=389 �,'.8 2 3 ,{5;29 1536=-3881855,1440---3861855.14-31=-3791864,31-32=-3791864,13-32=-,79 IK4 WEBS 10-16---2921448,2-18=-1791640,1244=-'1911555,4-17---2961463,5-9--7031897 � 'i�•.'•,; )futil. REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression'(Ib)/tAaximum Tension(To)1 Maximum Shear(@)/Maximum Moment(Ib•In) 5=703la97/133f704D,6=4321165fi9010,7=1961119V198/0,8=4351182119810,9=7031897/133/7 006,15=29214481010.16=3891855148410,17=296/4531010 NOTES- (22-25) 1)Oado:0-1.8 length x 0-2-8 deep dado,0-017 to right edge from joint 16 on the bottom face. 2)Dado:0344 length'x 0-0-12 deapi dado„04-8 and 0-10-8 to left edge from Joint 1 an the bottom face. E-signed by Kevin Freeman 3)rVa 4)Oado:04.8 length x 0.2-6 deep dado,0-0-0 to left edge front joint f6 on the bottom face, _ 111xiutufrur�r ht int ark the bottom 8} Wind,ASCE 7,•10 Vutl=5 mph(3-eco d gust) asd=120-10-8 l3mph @241n or cmT0CDL32.1pst BCDL=3.0psf:(Alt 180mph @16in o.c,;TCDL=3,1psf, Eidedor(2)zonsQ;e cantdeverleftft and right exposed C-C for mmbe ss nd forces&aMWFRS f reactions shown;RS umber DOL 160 plate grip DOL--1.60 ls end zone and - - ��c�4✓J\��j FqF�,?'Qy f'I 7)TCLL:ASCE 7-10;Pg=60.0list(ground snow);Ps>35,6 psf(roof snow);Category Ii;Fxp C;Partially Exp.;Ct=1.1 co, ;Q 8)Roof design snow load has been reduced to account for slope. 9)Unbalanced snow bads Have been consldored for this design. ' 10)Ali plates are MT20 plates unless otherwise Indicated, 11)See HINGE PLATE DETAILS for plate placement, �•4i�: 12)Provisions must be made to prevent lateral movement of hinged memb'er(s)during transportation. ••+,,0. + ��d. 14)All additional member ThisWsshasbeendesignedfora16.0nnections shall bsfbottomchrovided ordWeloadnoothers for nwncurres as nt%6th,a other Eve loads. r •NAA ) 9 P nY rrrrrntuilil 15)a This truss has been designed fora five load of 20.0psf on the bottom chord In all areas wrhere.a rectangle 35-0 tali by 2-"Wide will St between the bottorc P)�dSS c fhaegw li cni chord and any other- members. n+adowscn ewe aa�car�ia�v rm l _ byme,eextL,atl&rteou`[Kcrd4Gporass±aui LItFi 2SS31 E1pYSWat Oa:a NDN 8 The professional engineering seal Indicates that a licensed professional has reviewed the design under the standards referenced within this documen 5/28/2015 not neceissadty,the current state building code,The engineering seal Is not an approval to use in a specific stale.The final determination on Whether a truss design Is acceptable under the locally adopted building code rest with the budding official or designated appointee. • WARNING -V@Iifydesign pa"ramt3ters and READ NOTES urilirersa(Fofe•stPfoducls,inc; 2801 EAST BELTLINE RD,NE PHONE(616)-384.6161 FAX(616)365-0060 GRAND RAPIDS,MI 49525 Truss shag not be cut or modified Without approva I of the buss design engineer- This component has only been designed for the loads noted on this drawing.Construction and k(Lng forces have not been considered.The builder Is responsible for filing methods and system design BuddorresponsibiTitiesare defined under TPil.This design Isbased orltyuponparamotersshoxn,and lsfor ant ndividual building c8mponent to be installed and loaded verticaD).App kcaUtily 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 constnmtlon. is the responsibility or the erector.AddiOonaI permanent bracing of Ore overall structure is the responsibility of the buildmg designer.For general guidance regarding fabrication,quality control,storage,di6ery,erection and hraerig,consult BCSI 1.OS frofri the Wood Truss Coonal of America and Truss Plate institute Recommendation available from WTCA,6300 Enterprise LN,Madison,W153719 J:\suppoirldrtekSuppllemplateslufp ilia 03/07/2016 6.4.12:1 Job Truss - Taus Typo Qty Py 5MP'212 78164 CC680239 HINGED ATTIC 1 1 61 26'-28'-96"Kneewal_I-60/90 ionarV UnrversalForestProduclslnc.,Grand Rapids,M149625,Peggy6eckett 7.610eJan29201$MrTeklndusttdes,inc,Mon Mayi60844:272015 Page2of2 16)Ceiling dead load(5.0 psQ on member(s).45,9-10,5-9 17)Bottom chord live load(40,0 psQ and additional bottom chard dead toad(0;0 psQ appTied onlyto room,16-17,16-16 18)Provide mechanical connection(by others)of truss to bearing plate capable,of withslanding 598 Ib uplift at}pint 1,590 to uplift at Joint 19 and 126 to upfft at Joint 18, 19)Fixity of member 5-9 has been changed, 20)This truss is designed in accordance with the 2015 International Building Code section 2306,1 and referenced standard ANSVTPI 1. 21)Attic room checked for 1!360 deflection, 22)This truss is dosignad in accordance vath 11,,o 20121130 Sac 2306,1 and referenced standard AI4SVTPI i 23)Take precaution to kecp the.chords in plana,any bonding or twit^ng of the hm&ptalamust be repatrcd before the building Is puf Into serves. 24)The fedvsnstalled members are an in'.egraf part of the truss design Retan a design professional to spec fy final fold connections and temporary supports. All field-fnstalled members must be pror,001 fastened prior to applying any loading to the truss,This design anticipates the final set position, 25)Based on CC680239,tncreasedTCLL, APPROVED DATE 6/14/1.6 PFS CORPORATION Bloomsburg, PA The praresslonal engineering seat Indicatas that a licensed professional has reviewed the design under the standards referenced within this document not necessarily the current state building codo,'The engineering seat is not an approval to use in a specific stats.The final determination on vibether- a tntss design is acceptable under the,locally adopted building code rest with the budding official or designated appointee, WARNING -verify"design'paiamefers and READ 11fOTE5 PHONE 61,6 36Forest 11 s1 FAX Products.Inc. 2 GRANND RAPI�s M1 ae 25E Truss shall not be cut or modSed without approval of ft truss design engineer. This coniporient hasonly been designed for the loads noted on this drawssng•Construction and Gang forces have not been considered,The builder is responsible for iftingmethods and system design,Budder responstbl%os are defined under TPI1.This design is based only upon parameters shown,and Is for an individual building component to be installed and loaded vertically,Appficabxty of design perimeters and proper irtcorporationot component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of etdbridualweb members only.Additional temporary bracing to insure stability during construction Is the responsibi ity etthe erector,Additional permanent bracing of the overall structure is the responsbiGty or the bu:ding designer,For general guidance regarding fabncauon,quality control,storage,deWery,grection and bracing,consult SCSI 1-08 from the Wood Truss CouncilblAmerica and Truss Plate Instituto Recommendation avaUabta from WTCk,6300 Enterprise LN,hiadison,WI 63710 J:nsuppor(ttlitekSuppltemplatesWfp.tpa 03/07/2016 6.4.12.2 UNWERSAL FORS T PRODUCTS,INC. ,SOIL T=5 Customer M.FQ 78164 CC680239, SMP 212` The-professional engineering seal indicates that a licensed professional bas'reviewed the design tinder the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use a design In a specific state.The final determination on whether a truss design is,aoceptable under the locally adopted building code rest with the budding official or designated appointee. - 17 lq Qb.- 4' fig,~4� M` 1�(; r`}P{oma +"`� ''� d''•• 5 t�.. +� " Cz.F% MA s• 4 .,�{ p a t�G 1,Y a�0"i8f'�y4a��°��. '�+ - -' �,.bae9� ,• t1 A. •A:` $. j, pa #� �r�,w NAA 41 — . .(j, PRO S IOtdAI R MAN APPROMED £ c DATE 6/14/16 d� S.Y J.. �� � apl p �� PFS CORPORATION Bloomsburg, PA Corporate Engineering 2801 East Be tlilic,NE Qranci Rapids, MI 49525-9736 (616)364-6101 Fax(61 G)365-0060 03/07/2016 ttfpi.col�i 6.4.12.3 f 1 Jab Truss Truss Type Qty Py ISMP 212 80470 CC680247 HINGED ATTIC 1 1 61 -35#@ 24 Dor.Cut- Universal Forest Pr ucts inc.,Grand Rapids,MI 49525,Mdse Patten 7.610 a Jan 29 2015 MiTak Industries,Ino.Wed Oct 1414:13.39 2015 Page 1 of 2 CopyrightW2015 Universal Forest Products,Inc.All Rights Reserved ALT.CAWMWERMAIL REACTIONS 2-4.0 6.0.14 5-5.1 13-10-12 Max Horz 15=-738(LC 4),5=-903(L0 10) Cut truss for dormer opening O3O Max Uplift t=-12(LC9),IS Wl(LC10),S=-fs3(LC9) Max Grav Standard truss: CC680237 or 5=339LC 21j'15=1135(LC 4),18=1133(LC 13), CC680238 S [s Girder miss: N, 27 I t + CC680252 for 6-0.0 dormer opening Cr ow o ro-t2lws,seas) CC680248 for 4-0.0 dormer opening'ryryA 6 7 9 10 3. May be trimmedalong dashed Una to 1 3x6 Q 3.6// � used on hostbuss OpL Cul-Off E Sea Nate 21 y ppL Cul cNf B, 3x8\\ 3x6 0.1-12 �0 SMH18E at-12 10.11.12 a p12 6 11.0.12 12.0012 a K-WebColtarTre 9 b SMH18D4 SMH18D q 1.5x4 It 23 2—Supportbyothers 0-3.0 13 1.5x411 qQ op 14 `r 2 1 H81 1 1� 'N rn 6x9% 21 2024 25 11 19 18 17 ifi 6x9\d x 4x10 11 4x10 11 \ See Note 21 1-12 0.1n12318 6-11-10 n 5 514 r 8-0-0 r d-0 8 1-3-81, 27-94) Plate Offsets 1:OS3 0-45 120-0-0 4l-0 15,0410 453 16 0&1 08.12 21,0-8.12 0-0.12 220-2-14 0-1-81,123.0-2-11.0-"I LOADING(psf) SPACING- 2-0-0 TCLL 20.7" Plate Grip VOL 1.15 CSI. DEFL. in poo) Well L/d PLATES GRIP TCLL(GroundSnorr35Lumbar DOL 1.15 TC 0.53 Vert(LL) -0.2318-21 >897 240 MT20 197/144 TCDL 7.0 Rap Stress Incr YES Be 0.67 Vert(CT) -0,30 18.21 >551 160 MT,18HS 1971144 BCLL O.0' Cede tressISC2In!l8CYES WB 0.36 Harz(CT) -O,OO 1 n1a n/a BCLL 10.0 TP1201d (Matrix) Attic -GAS 17-18 1215 36o Weight.160 lb FT 0% LUMBER- BRACING- TOP CHORD 2x8 SPF No 2'Except' TOP CHORD Structural%%od sheathing duectly applied or 5-9-2 cc purrns. [P] T4:2x4 SPF No.2 BOT CHORD Rigid eei ng directly applied or 6-40 oc tracing, BOT CHORD 2x10 SPF No.2 WEBS 1 Raw at mldpt 5.11 WEBS 2x3 SPF Stud*Except* W2:2)6 SPF Na.2,W3:2x4 SPF Stud OTHERS 2x10 SPF Na.2 LBR SCAB 19-20 2x10 SPF No.2 one side REACTIONS, pblsize) 1=24210-3.8 (min.41.8),15=101510.3.8(min 0-1-13),18=284)0-3-0(min.0-11-8),5=28010-7A2(min.0-0-3) APPROVED Max Horz 15=-769(LC 4),5=-918(LC 10) MaxUpfift1=-27(LC0),15=-042(LC 10).5=-192(LO9) DATE 9/20/16 Max Grav1=627(LC3),15=11S0(LC4),18=1154(LC 13),5=340(LC21) PFS CORPORATION FORCES. (Ib)-Mawmum Compress iruMaximum Tension Bloomsburg,PA TOP CHORD 1-2=.261164,2-3--80)30,3-4=-4310.8-26=-162/169,9-26=-268/172,9-10-2011166.1411=32vilif,11-12=-9601809,12-13=-1203828, 13-14=-1213844,14-15=-11761300,5.6=-3151162,67=-281/164,7-27=-2651170.6-27=-11591186 BOT CHORD 11-28-221169.11-28-2211611,2421=•261188.2424=-261188,24.25=-261188,19-25=-261188,19-29=-261188,18-29=261188,1830=-28!188, 3431=-261188,31.32=-26/188,17-32=-261188,1733=-28!186,18-33=-281166;16-34=-471163,3435=-471163,15.35=171163 WEBS 12-17=0/327,2-21=-1021387,14-16=-120/504,523=-643/807,22-23=$791929,11-22=-8501981,1422=-1031287,623=-1701321 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compresslon(lb)l Maximum Tension(ib)/Maximum Shear Ob)1 Maximum Moment(1b4n) 5--613/486152910,6-170)3211410,7-271/166119210,8=1281191/19210,9=273/169119110,10=1031287I3W;11=8501981/11010,17=013271010,18=261188168310 NOTES- 1)Dada:41-8 length x 42-8 deep dado,0-"to right edgy from Joint 18 an the bottom face. 2)Dado:43-14 length x 4412 deep dado,41-8&4148 to left edge from Joint Ian the bottom face. E-signed by Kevin Freeman 3)Dado:41.8 length x 42.8 deep dado,00-0 to left edge from joint 18 on the,bottom face. 4)Dado:0-3-14 length x 00.12 deep dado,41-8&410.8 to right edge from jolnt i5 on the bottom fare. t t sllpurrrrr►rryrr 5)Attached 11-11-15 scab 19 to 20,front face(s)2x10 SPF No.2 with 2 rows)of led(0.131'4)nails spaced 9"o,c except:starting at 440 fromand 6)Wind:ASCE 7-10,JoInt 20, 'Vutrow(s) t 55mph(3-second gust)lVa�123mph TCDL=at 9-11-16 from 4 end BCDL=6.Ops oint 20,nal 2 mw(s) 0ft Cat II;Exp G enclosed,MWFRS(envelope) gable end zone and C-C Exledor(2)zone;cantilever left and right exposed;C-C for members and forces S MWFRS for reactions shown;Lumber `C-27 qti.Q DOL-1.60 plate grip DOL-0.60 Y 7)"•TCLL:ASCE 7-10;Pg=35.0 pst(ground snow);Ps=varies(min.roo(snam-20.7 psf)see load cases;Category Il;Exp C;Partially Exp.;Ct=1.1 8)Roof design snow load has been reduced to account for slope. ' 9)Unbalanced snow loads have been considered for this desion. r " S 10)A9 plates are MT20 plates unless otherwise indicated. % 11)See HINGE PLATE DETAILS for plate placement '•.,fl ��.` 12)Provisions must be made to prevent lateral movement of hinged members)during transportation. 13)A6 additional member connections shall be provided by others for farces as indicated, r rrjrUt jlAlyitstts�t, 14)This buss has been designed fora 10.0 ps(bottorn chord five load danconalrrent with any other live bads. era,,,, cutrca an r, yy,ter 15)•This truss has been designed for afire load of 20.0psf on the,boltom chord In all areas where's rectangle 3-670 tag by 2-0-0 wide will fit between s areaoauomy Nee aeiweaora�o"ed the bottom chord and any other members. tr/me,and Vial l an a d j rca,uedacressi W t��arzssi%E;v�.�+o ee�iorambreos, The professional engineering seal indicates that a licensed professional has reviewed the design udder Ore standards referenced w191in this document, 10/2212015 not necessany the current state building code.The engineering seal Is not an approval to usa In a specific state.The final determination on whether a truss design Is acceptable under the locally adopted building code rest with the buildbg official or designated appointee. ® WARNING -Verify design parameters and READ NOTES Universal Forest Products,Ino. 2801 FAST BELTLINE RD,NE Truss shag not be cut or modified without approval of The truss designenglnear. PHONE(616)-364-6i161FAX(616)-365.0060 GRAND RAPIDS,M149525 This component has only been designed forthe loads noted on this dra%i1g,Construction and rifting forces have not been considered,The builderis responsible for 5fdng methods and system design,BuilderresponsibSsies are defined underTPtt.This design Is based only upon parameters shown,and is for an individual budding component to be installed and loaded vertically.Apocablity of desflin parameters and propertneorpotaiion of component is rasponsibdity of building designer-not truss designer.Bracing shown 1s for lateral support of Individual web members only.Additional temporary bracing to Insure stability during construction is the rasporisibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.Far geneiaiguldance regarding fabrication,quaGry,control,storage,delivery,erection and bracing,consult BCS11.06 from the Wood Truss Council of Arrlarica and Truss Plate Institute Recommendation ava7able from W(CA,6300 Enterprise LN,Madison,W153719 J.tsuppo&VAek$uppltemplalesWfp.tpa 03/0712016 16.3.2.1.1 I . Job Truss Truss TypeOy fly , SMP -212 80470 CC680247HINGED ATTIC 11 61 35#@ 24 Dor.Cut universal Forest PrAucts Inc.,Grand Rapkla.MI 49525,Mika Patten 7.810 aJan 292015 MrTek tadustdes,lna Wed Oct 1414:13:392015 Page 2 oft Copyright W2015 Universal Forest Products,inc.All Rights Reserved 16)Ceatatg dead load(5.0 psp on mainbar(s).11-12.5-23,22-23.11-22 17)Bottom chord five load(40.0 psi)and addiflonal,boltom chord dead load(8.0 psi)applied only to room.18-21,17-18 18)Bearing at Joint(s)5 considers parallel to gram value using ANSirrPI 1 angle to grain formula.Buad6rg designer should verity cspacifyof beating surface. 19)Provide tnerhankcal connection(byothers)of buss to beaftng plate capable olwilhstandstg 27 lb uplift atjoinl 1,642 Ili uplift at joint 15 and 192 ib uplift it Jotnt 5. _ 20)Fodtyofmembers 2-3,3-4have bean changed, 21)Provide support to resist horizontal reaction of 789 lb at Joint 15 and 918 lb at joint 5 22)This truss Is designed In accordance with the 2015 International Budding Code section 2306.1 and referenced standard ANSUfPI I. 23)'Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,50061. 24)Attie room checked for 1!380 deflection. 25)Take precaution to keep the chords in plane,any beniang or wswil of the hinge plate must be repaired before the kibading Is out into service. 28)The field-lnstalted members are an Integral part of the truss design,Retain a design professional to specify final field connections and temporary supports.All field-installed members must be propedy fastened prior to applying any loading to the truss This design anticipates the final set position. 27)This truss is designed In accordance with the 20121BC Sac 2306.1,and(eferenced`standard ANSifiPI 1 211)Based on CC680227 29)updated to IBC 201212015 F APPROVED DATE 9/20/16 PFS CORPORATION Bloomsburg, PA -The professional engineering seat indicates that a licensed professional has reviewed the design under the standards referenced with6l this document, flat necessarily the current state budding code.Ilia arigtneering seal is not an`approval to use in a specific state.The final determination on whether a truss design is acceptable under the locally adopted WWII coda fest with the budding official or designated appointee. Aag WARNING.-Verify design parameters and READ NOTES Universal ForestProdcts,Ina. 2801 EAST BELTLINE RD,NEnotbaaitarmadi0adwittioutapprova(oftheuussdadgg engineer. PHONE(816),848161FAX(815)3850060 GRAND RAPIDS,M149525 This can"041 has only bean designed for the loads noted on this drawing.Construction and rifting forces have not been coasldared,The trirldorts respansma torfifdngmatiioiSand'systemdeitgn. responAoi[Qs are defined underT1311.This design Is tiased onlyi;pon piramaitts show,and Is(oil- ,an ,an Individual building companent to be Installed and loaded vertically.AppLeab7ily.of design parameters and proper hnurporauori ateemponent Is rssponsrWty of buadtng designer-not Wss designer.Bracingshom is for latorol support of ind,'vidual%re0 members only:Additional temporary bradrig to insure stably during construction Is the(esponsb liy of the ametor,Additional permanent buadng of the overall sWeturo is the rasponsb1iityof the 611 ing designer.For goneral gukiance regarding fabrication,pualigrcontrol,storage,de¢vary,orec6n and bracing,consult SCSI 148 from the WoodTjvnCounrxl of America and Truss Plata Institute Recoeunendatwn available fro.i WrCA,6300 Enterprise LN,Madisan,W153719 J:lsupporBl UtekSuppllemptafasiufp,tpe 03/07/2016 16.3.2.1.2 UNIVERSAL FOREST PRODUCTS,INC. .oe Tmsscu6omer rl�o 80470 CC680247 SMP M The professional engineering seat indicates that a licensed professional has,reviewed the design under the standards referenced within this document,not necessarily the current state building code.The engineering seal is notan approval to use a design in a speclflc state.The final determination on whether a truss design Is acceptable under the locally adopted building code rest with the building official or designated appointee. ♦,��U1111117111l1!!/ ♦♦♦♦♦Q�: COly��l4j�i ' .FRS ��N 0 -Al. N. N ♦♦♦�'.,.. F••�••C�'*��, ,``y'�•,,... . ,,,••�,� �,. . Off. ew q�A 'w4'�� . �;:��t �-,.•' •92 i�EVI N W. �'�� r• FR MAN KEV N W sn r• MA ••.cEN� •,.��4,�`� •.. pF tiy�';•••'��� 'IST S% �C�4' `4'�rJJNAt- �Ca ♦SSS 4.►....•• ♦ .� ♦ ,. i 0NAi- �♦♦♦� SS:"••.... .,..• `y fONAIL'F• lrtutnt�tu+ �ONA1- ' rP o F N e Y REGISTEAi:a�T' 0"k, gIROW0 CO Q' U- PROFESSIONAL '11 KEVIN R ' MAN n W +..NS Lq P1 �'1 F�A 017833 ��`'� /� APPROVED 11 9�FESSi 61.912016 DATE 9/20/16 PFS CORPORATION Bloomsburg, PA Corporate Engineering 2801-East Beltline,'NE Grand Rapids,'MI 49525-9'136(616)364-6.161 Fax(616) 365-0060 utpi 03/07/2016 .com 16.3.2.1.3 Job Truss Truss Type Q4' Ply SMP 212 80470 ICC680248 HINGED ATTIC 1 1 3161 -35#@•24"Dor,Gir.8' Universal forest P ducts Ina,Grand Rapids,MI49525.Mace Patten 7,610 eJen 242016 M7ek Industries,Ina Wed 04914 15 20.45 2015 Page 1 of 2 Copyright Q) Universal Forest Products,Inc.All Rights Reserved ALT.CANTILEVEReETAtI 13.10-12 080 13.10.12 REACTIONS Girder WSS for B-0-0(max) ,�9r Max Harz 1=2441l 6) C. rough donneropening h 117 MxGtievt=2 04�O1.t3 935X2))10==9853 C12) N ) t< ) 11 ) Standard truss. CC680237or CC680238 t 4 Cul truss,CC680247 33 34 R et30-1042(bes,s6a) Sea 6 8/0 Pre-Fab Collar Tie(one face) Note Attach with 2 rows of nails spaced 3"o/0-' -t t_i 1 22 9 Nails shall be 0.131"de.x 3"long, 12.00 12� �� 3 8x9= 8x9= Fyb ASTM d f orming to 6x9= 6X9— o 0-1-1z OpL y Cut-off SM ISE 31 cti SMH18E H 4 2 0-/p 10 r 11-613 �o r 30 N Collar Tie Details(each face) Z May be trimmed tis SMH18D 16-0-0 SMH18D along dashed Me , 7-11-11 `t 29 1.5x4 11 to be used on 5 10.10 ? 1.5x411 t1 host truss 6 r� 4 q 23 0- 0 W1 12 2x4SPFStud--►�f0 B C4 13 NS try[ 81 d B1 12N ; 5 11 H rd 18 17 15 14 19 d 0.11.0 3x6�t 10-11-t2 3x6 4 6x9//4x10 it 16 4x10 II 6xg N, 11.0.12 0.1-12 0142 REQUIRED FIELD JOINT CONNECTIONS n13-8r 11_45.8 a-0-0 i 8-0-0 r 4-5-8 ,138 27-9.8n -Ma,dmum Comptesson gby kar'anumTensnn()h)! Ma�,num Shear(Iby teadmum Moment(itrinj 5=766A2W451N,b=10097554fl2J9,1o=218f107111?/0.11=7111NW3910 Plate Offsets l.0-6-0.0-041,][4114)-0.0-1-01, 5'0-148 0 0-5 9 0-",0-0-51,110-.D-040-11-0), 13 0-".0-5-41,0-5-4 14:0 7-4 0-2-0 [18,0-74.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI, DEFL. In (tc) I/dell Lid PLATES GRIP TCLL 20.7 Plate GOP DOL 1,15 TC 0.44 Vert(LL) 0.19 15.18 )873 240 MT20 1971144 (Ground Snow-45.0) Lumber DOL 1.15 fill 027 Ven(CT) 0,181516 )899 180 MT18HS 1971144 TCLL 7.0 Rep Stress Incr YES WB 0.42 HOR(CT) 0.01 13 Ole n10 BCDL 10.0 TP1P12014 BCOA ' Cade 20111BC20151 (Maim) Mile -009 16.17 2161 360 Welght.429 Ib FT=0% LUMBER- BRACING. TOP CHORD 2x8 SPF N0.2'Except' TOP CHORD Structural wood sheathing directly applied or 60-0 oo pudins IN T3:2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 104)-0 co bracing. BOT CHORD 2x10 SPF No 2 WEBS 2x3 SPF Stud'Except' W3 2x8 SPF No2 REACTIONS, {Ib/size) 1=231SM-3.8(min.0-1-8),13=85810-3-8(Min.0-1.8),16=402/x3-0(min.0-1-8) Max Hoiz 1=-2482(LC 6) Max UpGfti=-1717(LC9),13=-123(LC9),16=400(LC9) Max Grav 1=23i5(LC 1),13=945(LC 2),16=1008(LC 12) FORCES. (Ib)-Ma)dmum CompressionlMaxfmum Tensfon TOP CHORD 1-2=434812247,23=-258312478,3.29=254612461,2930=-225112321,4.30=-205af2i78,4-31=-207411927,31-32=-175i11796,5.32=-6081394,&4!1---321/161.6-33---2451170.7-33=-1591185 ,7-34=-1621188,634=.2531172,8.9=321/163,9-10-60M42,10-11=-11931a.11-12=413510,12-13--452113 BOT CHORD J-19--0)997.18-19=01997,17-18=011004,17-22=01998,2 0-2 2=019 9 8.2x21=01998,1621=01998,1623=01998,23.24=01998,24-25=01898,1 5-2 5=019 98,15.26=01989,14-264- 1989. i4-27=01065.27-2e--01965,13-28=01965 WEBS 10-15=-1831855,246=4901643,12-14=474kS09,4-17=-559!299,5.9=410/125 REQUIRED FIELD JOINT CONNECTIONS -Maximum Compression 0b)/Maximum Tension Olt Maximum Shear pb)I Maximum Moment(lb-in) q� " APPROVED 6=2 7 111 6 611 9210,7=1281191119210,8=2731169/19119,15 1831855)010,1 6=019 48151 210,17=559899/010 DATE 9120116 NOTES- PFS CORPORATION 1)Dado:0.3-14 length x 0-0.12 deep dado,0-1-8&0-10.8 to left edge from joint i on the bottom face. Bloomsburg,PA 2)Dade:0-1-8 length x0-2-8 deep dodo.041-0 to right edge from Joint 18 on the bottom face. 3)Dado.0-3-14 length x0—C-12 deep dodo,0.1.8 8 0-1048 to nght edge from idrit 15 on the bottom face 4)Dada.0-1-8 length x 0.2.8 deep dado,0-M to left edge from Joint 18 on the bottom face. 5)3-ply truss to be connected logetherwi0t 10d(0.131'73)nails as follows. E-signed by Kevin Freeman Top Chords connected as fo7ows:2x8-2 raws staggered at 05-0 oc,2x4-i row at 0-90 o0- Bottom chords connected as follows:2x10-2 rows staggered at 0.94)o0-Webs connected as follows, ++++tatll lrrrrrtryl 6 All loads are Considered equally 1 lied t atrow 0-9-0 pt if noted as front(at4 ba�cg face in the LOAD CASE(S)section.PI to I connections have ) q �' PP plies, (F) ( ) ( ) Y PY ��'�� 'ry��FyF• � �� been provided to distribute only loads noted as(F)or(B),unless otherwise tnd1weld, 1�`A�P•.a�� F�•;9,y 7)Wind.ASCE 7-10,Vult=155mph(3-second gust)Vasd=123mph;TCOL=4.2ps1;BCDL=6 opsf,h=30tt;Cat 11;Exp C;enclosed,MWFRS(envelope)gable 7 qy.fl end zone;cantilever left and right exposed;Lumber DOL-1.60 plate grip DOL=1.60 8)TCLL•ASCE 7-t0,P9=35.0 psf(ground snow),Ps=20.7 psf(roof snow),CategoryII,Exp C;Partially Exp.;Ct=1.1 _ 9)Roof design snow load has been reduced to account for slope. " 10)Unbalanced snow loads have been considered for this design. ;'[yam 1 f)M plates ara MT20 plates unless otherwise tndleated. 12)Sea HINGE PLATE DETAILS for plata placomerit '�..ro• `�.` 13)Provislons must be made to prevent lateral movement of hinged member(s)during transportation. 14)All additional member connections shag be provided by others forforces as indicated. r rrrrrr Al P 15)This cuss has been designed fora 10.0 psf bottom chord live toad nonconcunentwith any otherfrce foods.• aaucn&currca m tnvwioenrr@at 16)'This[fuss has been designed for a five load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tag by 2-0-0 wide wig ht between the bottom a eco doaraeror.ne prepvedvapproyal chord and any other members. 1 eyme,e 0-dwlameowyrutu°dprce°seeraf eMreerurdw v0-tan a v0-sesta a Maysvw. The professional engineering seal indicates that a licensed professlonal has reviewed the design under the standards referenced within this document, Lb Na2ss2t,E•P14.lon oma toeanola not necessarily the current state budding code.The engineering seal Is not an approval to use in a specific state This final determination on whether 10/22/2015 a truss design is acceptable under the fealty adopted budding code rest with the budding official ordoslgnaled appointee. AWARNiNG -Verify design parameters and READ MOTES Universal Forest Products,Inc. 2801 EAST BELTLINE RD,NE Truss shag not be cut or modified without approval of the truss design engineer. PHONE(616}3644i1fi1FAX{616}365-01)60 GRAND RAPIDS,MI49525 This component has only been designed for the loads noted on this drawing.Construction and Rting forces have not been considered.The builder Is responsible forlifting methods and system design.Sudderresponsib3ties are defined underTPit.TNs design[abased only upon parameters shown,and is for an Individual building component to be Installed and loaded vertiaafly.Applicablityofdesignparameters and properincorporailonofcomponentIsresponsib yof)w8dutg designer-not truss designer.Brading shown is for lateral support of indn4dual wab members only.Additional temporary bracing to tnsura stability during construction is the responsTb,fity of the erector.Additional pem anent bracing of the overall structure Is the fesponsibTT,ly,of the building designer.For general guidance regarding fabrication,quality central,storage,delivery,erection and bracing,consult BCSI 1-08 from the Wood Truss Council of America and Truss Plate InstBute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J.lsupponUtekSuppltemplateslufp.tpe 03107/2016 16.3.2.3.1 Job Tress Truss Type ay coy SMP 212 80470 ICC680248 HINGED ATTIC 1 3 61-35#@ 24"Dor,Gir.8' Universal Forest Il ducts Inc..Grand Rapids,MI 49525.Mike Patten 7.810 a Jan 29 2015 MTek Industries,trio.Wad Gcl 1415.20:45 2015 Page 2 of 2 Copyright�2015 Universal Forest Products;Inc.All Rights Reserved M Ceiling dead bad(5.0 psf)on member(s).4-5,9-10,6-b 18)Bottom chord fiva load(40.0 psQ and additional bottom chard dead load(0.0 psQ applied onlyto room.16-17,15-16 19)Provide mechanlcal connection(by others)of truss to beanng plate capable cf withstanding 1717 ib uplift at)olnt 1,123 Ib uprdt at)oint 13 and 1001b upLftal Joint 16. 20)Fbdtyof member 5-9 has been changed, 21)This truss Is designed in accordance with the 2015 International Building Code section 230a.1 and referenced standard ANSIfrP11. 22)Hariger(s)or other connection devlee(s)shay be pro,,ided,sufficient to support concentrated load(i)510 to down and 299 lb up and 1092 lb,left and 1687 Ib right at 8.4-14,311 Ib doom and 269 to up at 2-4.0,and 311 lb down and 269 lb up et 4.4A and 311 Ib down and 269 lb up at 640 on top chord.The deslgalsetection of such connection device(s)Is the responsibility of others. 23)Attic room checked for U360 degectlon. 24)Take precaution to keep the chords 1n plane,any bending or lvristing of the hinge plate must be repaired before the buldvtg is put into sarvice. 25)The field4nstalled members are an Integral part of the truss design.Retain a design professional to specify final field connections and temporary supports.All fiald-installed members must be propedy fastened pdorto applying any loading to the truss.This design anticipates the final set positron. 26)This truss Is designed In accordance with the 2012 IBC See 2306.1`2nd referenced"standard ANSifrP11 27)Based an CCSW228 28)Updated to IBC 2012/2015 APPROVED DATE 9/20/16 PFS CORPORATION Bloomsburg, PA The professional englneedag seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, not necessartly the current state budding code.The engtneedng seal is not an approval to use in a specifc state.The final detemihiation on whether a truss design is acceptable under the locally adopted budding code rest with the buJdulg official or designated appointee. ® WARNING -Verify design parameters and READ NOTES, - universal Forest Products;int. 2801 EAST BEMINE RD,NE Truss shall not be cut ormoddnedvithout approval ofthe tryss design engineer. PHONE(616Y364-66161 G181 FAX(616) 65 0060 GRAND RAPIDS,M149,525 Thlscomponent has only been designed for the loads noted art this drawing.ConsWctionand 6ging forces have notbeenconsidered.Thabulderls,respcnsible forrdtirg methods and system design.Budder rasponsibMs are difned underTOII.This deslgs is based ony upon parameters shown,and is for an Individual building component to be instatied and loaded vertically.Applicabaty of deslgn parameters and proper inomporaboa of eemponent is rasponsib3tyof budding designer-not truss designer.Bracing shown is for lateral support of individual web mambers only.Additional temporary bracing la insure stabdty during construction is the resporisbWatthe erector.Additional permanent bracing of the overall structure Is the rosponsbLty of Ole building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Councl of Amerlca and Truss Plate Insbtute Racarrunendation available from WfCA,6300 Enterprise LN,Madison,Wi 53719 JSsupportWileksuppltenvNteslurp.tpe 03/07/2016 16.3.2.3.2 UNIVERSAL FOREST'PRODUCTS,'INC. JAh Truss ca6Fomer MFG 80470 CC680248 SMP 212 The prolesslonal engineering seat Indicates that a licensed professional has reviewed the design under the standards referen6ed within this document,not necessarily the current state building code.The engineering seal is not an approval to use,a design In a specific state,.Theiinal determinallon on whether a truss design Is acceptable under the locally adopted building code res(with the building official of deslgnaled appdihtee. l ��»,illif f 1llllp ° o� s o eW q� o F•.....tN SIU:,•„R �H M N H V.- o .,yy 0= .KEVIN W. �'. f FR MAN F Ev MA :cur N' . OIYA s`�IOIYAL � O' l '� js0o0WEA4 OF EW Y O <<40�� flEGt9TERE0 Ty,�Z, S1ROyyq� �v PROFESSIONAL `KEVIN .,FRE5MAN �. W 0178 �� GI�JIO 6/9/2076 APPROVED DATE 9/20/16 PFS CORPORATION Bloomsburg, PA Coiporate'Engineeiing 2801 East Beltline,NE' Grand Rapids,MI 49525-9736(616)364-616.1 Fax(616):365-0060 03/07/2016 Upixom 16.3.2.3.3 Electrical Load Calculation: MACY HOMES, INC. Ref. NEC 2005/2008/2014,Article 220 Chapter 4, Optional Feeder and Service Load Calculations 07Fill Pill W "So-NN Modular Only Date: 03!21/17 Performed By: D Mincemoyer Mfg Muncy Homes Inc Model- Job#32282 Turn Key/Nunemaker Air Conditioning _ 0 Central Electric Space Heating ( 0 x.65) * 0 Less Than Four Separately Controlled Electric Space Heating Units ( 0 x.65) * 0 Four or More Separately Controlled Electric Space Heating Units ( 0 x.40) * 0 0 ft. of Elec Heat at _250 watts per ft= 0 total watts * Use the larger of the air-conditioning or the diversified demand of the heating load Other Loads: Watts or Circuit Wire Voltage Watts Volt-Amps Ampacity Size General 'Lighting ( 2865sf* x 3)xµ 1 8595 15 14-2 120 Small Appliances ( 2 x 1500 ) 3000 20 12-2 120 Range , 8000 40 8-3 240 Dishwasher 1000 15 14-2 120 Garbage Disposal na 120 Microwave na 120 'Washer 1500 20 12-2 120 Dryer 5600 30 10-3 240 Furnace na Water Heater(shipped loose) 4500 25 10-2 240 Whirlpool na 240 Subtotal 32195 *Total square footage per floor .' First 10 KW of other loads @100% = 10,000 watts Remainder of other loads @ 40% ( 221,95 x .40) = 8,878 watts _ Heat Above: 0 watts Total Calculated Load: = 18,878 watts 03/30/17 Required Service Sizer -18878 _240 = 78.7 Amps Installed Panel Size = 200 Amps ° !� oes not include heating/cooling or bsmt. 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. Window Schedule MUNCY HOMES, INC. HBe ft VM &6700611411 www.�nc Andersen Silver Line Series (DBL Hung) ]dent. No. U Val Light Vent Type Max Fir Egress Material SHGC Area SF Or SF 2222 0.26 2.13 -- Fixed -- -- Vinyl 0.2 2259 0.29 5.43 3.07 DH 67.88 -- Vinyl 0.25 3037 0.29 4.95 2.61 DH 61.88 -- Vinyl 0.25 3210Trans 0.29 1.05 -- Transom -- -- Vinyl 0.25 3449 0.29 8.09 4.27 DH 101.13 -- Vinyl '0.25 3859 0.29 11.44 1 6.02 DH 1143 1 6 1 Vinyl 1 0.25 Door Schedule Ident. No. Size U Val S.F. Material Finish Type Glazing 32FD 32"x80" 0.20 -- Steel PTD Blank Class "C" (1 Hour) 36 36"x80" 0.35 0.67 Steel PTD 6 Lite 32 32"x80" 0.35 5.50 Steel PTD 9 Lite 36 36"x80" 0.35 5.50 Steel PTD 9 Lite 74SWINGD 74"x80" 0.35 21.26 Wood Vinyl Swing Patio (Silver Line) ;y - y rr tis' �} Y ',_V� '`' 03/30/17 Warning: It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way JOB PRE-32282 SHEET NO 1 OF CALCULATED BY DATE 3/24/2017 CHECKED BY DATE Whole House Ventilation Supply Air Worksheet Table SA Infiltration Air Change Valuas for Three or Four Exposures Default Air Change Values for Two Story Construction Air changes per Hour—Heating I Floor Area of Heated Space(SqFt) ctill for One Fireplace 900"Or Less 931 to 1500 1501 to 2000 2001 to Z000 3001 0i N1 ore G ST" 13 150 0,4" 02-1 20 23 090 0.�7 2, ase 1,67 f 1,22 33 �M.a 7 inn a'-O� fi"'7� f-0,1tzn or a_ 71 r_�v rf-'arj tr'inp., TABLE M 1507-3.3(1) CONTINUOUS WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS Dw]ELLMG.bNT NUMBER OF BEDROOMS FLOOR AREA 0-1 2-3 4-5 6-7 7 tsquare feet) ,Airflow in CFM - 1,500, 30 45 61) 75 90 1.501-3.000 45 60 75 9-0 105 3,001-4.500 60 75 q0 '105 120 4;301-6,000 75 913 105 120 135 6,001-7,500 ID5 120 135 150 7,500 105 120 135 15 r, 165 F0.-�f:1*square foot=GA-42P m cubLc 7fc;ot psi minute=,G 0004 719 mN. 4- Construction: Average P 1st story area sq.ft. 1.692 sf 1st story ceiling height 8 ft 2nd story area sq.ft. 550 sf 2nd story ceiling height 8 ft Total Building sq.ft. 2242 sf Building volume cu.ft. 17936.0 cf 03/30/17 Air Change/Hr Value 0.41:ACH (ACH*Volume)/60 min =CFM Provided 122.6,CFM SUPPLY 01( CFMRequired per Table M1507.3.3(l) 60 CFM Whole house ventilation exhaust is provided by a continuous bath fan See electrical plan for the identified fixture location and size. Warning- It is a violation of the NYS Education Law Article 145 for any person, unless he is acting under the direction of a licensed Professional,Engineer, to alter this item in any way JOB PRE-32282 SHEET NO 1 OF 44 David E. Billingsley, PE CALCULATED BY DB DATE 3/1/2017 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.., 135mph Exp C-or less' r Building Description --. Residential One Story 1 Modular Wood Frame Construction 4 g 3 Codes: :;fJ� �ef 03/30/17 NYS'2016 Uniform Code 2015 NDS ASCE 7-10 Building Importance Category: II Seismic Criteria Seismic Design Category(SDC) B Short period design spectral response acceleration (SDs) 0.32 Seismic Importance Factor 1.00 Ultimate Wind Speed Vult= -135 0 .mph Exposure= C, Load Case Factor= 06 Snow Load Ground Snow Load = 35 psf Snow Importance Factor 1.00 JOB PRE-32282 SHEET NO 2 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Criteria Cont. - '°'y.�;'`=°�"•"_:��,�`'�� •; Floor Diaphragm Aspect Ratio ' :A Length of side (L1)(house width) = 27:5 ft. f 62F Length of side (L2)(house length) = 42 ft. S :'' 03/30/17 L2 & LI = 1.5 :1 < 3 :1 OK Max Mean Roof Height= 25 ft. Exposed Foundation Height= 1 ft. Roof Framing Span (Horizontal Projection) = 13 75 ft Roof Framing Spacing = 16 in. o.c Roof Overhang Length = 1 ,ft Roof Slope= 12 :12 Roof Diaphragm Aspect Ratio Length of side (Li)(width) = 27.5 ft Length of side (L2)(length) = 42 ft. Roof/Ceiling Assembly Dead Load = 15 psf Roof Framing Type= Truss 'Truss ID# CC680239 , Max Uplift at Marriage Wall'= '126 ' lbs per truss Max Uplift at Sidewall Wall= µ} 598` lbs per truss JOB PRE-32282 SHEET NO 3 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Criteria Cont. 1 st Story Loadbearing Wall Height= 8 " ft Wall Stud Specifications= 2x6 SPF#3 =' Wall Stud Spacing = 16 ' in. o.c. ` Shearwall Segment Aspect Ratio 1st Story Shearwall Height= 8 ft OSB - PLY GYP 1st Story Minimum Shearwall Length = H/3.5 = 2.29 ft H/ 1.5 = 5.33 ft. 1st Story Wall Length Available for Full Height Sheathing Bline 1 23.00 ft. Lline A-22.50 ft Bline 2 -22.00 ft. Lline B `12.25 ft 1st Story Maximum Unrestrained Opening Height Hline_1 ;96.,- in. Hline_A 84 ' in Hline 2 96 in. Hline 6 84' in tj � ;� 03/30/17 JOB PRE-32282 SHEET NO 4 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections . Building Width = 27.5 ft. Roof Framing Spacing = ,1'6 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 _ { [(1'3.75 ft / 2) x 10, psf] + '` 60, .. plf} x 0.6 = 77 plf 3 Sec Gust Wind Speed = 135 mph Vertical Design Wind Pressures See pages 13A thru 13C for pressure calcs Windward Uplift Pressure= 21.14 psf Leeward Uplift Pressure = 21.14 psf Overhang Wind Uplift Pressure= 32,32 psf Roof to 1st Story Wall Connection Load = 299 plf ' tal 03/30/17 1 st Story Wall to Foundation Connection Load = 299 plf - 77 plf= 222 plf z - JOB PRE-32282 SHEET NO 5 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) Main Building Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Roof Truss to Wall Stud Connection Connector: Simpson Strong-Tie MTS18 Fastener (6) 0 148inx1.5in nails each end , Allowable Load = 737 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 299 ,plf 30 in. 16 in $int� •C .y��Z.E e .,•°� �'� 03/30/17 JOB PRE-32282 SHEET NO 6 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) 1st Story Wall Stud to Floor Band Connection Connector- 7/16"OSB/PLY overlap floor rim joist min.,3" Fastener. 0.113in x tin nails Must Use Nails in Higher than Seismic Zone C Lateral Value= ' 83 lbs per fastener Use 2 rows of fasteners along bottom edge of panel -stagger spacing between rows Req'd Uplift Required Load Spacing line_A 222 plf 6 in o c line_B 366 plf 5 in. o.c. line-2 419 plf 4 in o c. �q 03/30/17 . JOB PRE-32282 SHEET NO 7 OF 44 CALCULATED BY DB DATE 3/1/2017 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 1.5" Fastener: 0:113in.,x..2inynails :`-,;; _, ,..w. Must Use Nails in Higher than Seismic Zone C Lateral Value= 83 lbs per fastener Use 1 row of fasteners along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift- Req'd Load Spacing line—A 222 plf 4 in o c line_B 366 plf 3 in. o.c. 03/30/17 _ JOB PRE-32282 SHEET NO 8 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Single Shear Staple Capacity w/min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063 in Diameter is = 01438' to Side member thickness Fyb = 1E+05 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = _ 2.2 Reduction Term -See Table 11.3.1 B Ss = -SPF, ' = Side member species Re = 1 = Fem/Fes Ms = SPF Main member species Rt 2.286 = Im/Is SG = 16 Staple Gage Im = 1 in main member dowel bearing length CD = 1.16 Load Duration Factor Is = 0.438 in side member dowel bearing length Fem= 3350 psi main member dowel bearing strength Fes = 3350, psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations Zstaple=2 Legs x Zmin Mode Shear Zstaple= 38.1 lbs Im Zim= D X Im X Fem X CD = 153.5 Ib Rd Is Zis= D X Is X Fes X CD = 67.2 Ib Rd II Zii= k, xDXI.XFes x CD = 51.6 Ib `%t• ':S`< Yid Rd Illm Z111m- k2 X D X Im X Fem X CD, = 54.2 Ib (1+2Re)x Rd ;rid 03/30/17 Ills Zllls= k3 x D x Is x Fem X CD = 28.8 Ib (2+Re)x Rd IV Ziv= D2 X 2 x Fem x Fyb (1/2) = 19.1 Ib Rd 3 x(1 + Re) Minimum Shear, Zmin = 19.1 _ Ib Notes. Kt = [Re+ (2Re2 X(1+Rt+Rt2)) + (Rt2x Re3)1(v2)-[Re X(1+Rt)] = 0.8 - (1+Re) K2 = -1 + (2 X(1+R.)) + 2F b X(1+2Re)x D2 (1/2) = 1.1 3Fem X Im2 K3 = -1 + (2 x(1+Re)) +, 2F b X(2+Re)x D2 (1/2) _ 1.3 Re 317em X I s 2 JOB PRE-32282 SHEET NO 8A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Single Shear Staple Capacity w/Metal Side Member w/min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063in Diameter is = -0.036 -in Side member thickness Fyb = 1E+05 psi, Dowel bending yield strength tm = 1 in Main member penetration Rd = 2.2 Reduction Term-See Table 11.31 B Ss = 20GA Steel. Side member species Re = 0.054 Fem/Fes Ms = 'SPF Main member species Rt = 27.78 = Im/Is S� 16 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 = : .3350 ,Y 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 lbs Im Zim = D X Im X Fem X CD =, 153.5 'Ib Rd - Is Zis= D x Is x Fes X 'CD = 102.0 Ib Rd II Zii= kt x D x Is x Fes X CD = 62:8 lb Rd Illm Zuim= k2 X D X Im x Fem X CD = . 66.7 Ib t a o�� (1+2Re)X Rd 03/30/17 Ills Ziiis= k3 x D x Is x Fem X CD = 31.8 Ib '(2+R,)X Rd IV Ziv= D2 X 2 x Fem x Fyb (112) = 26.3 Ib Rd 3 x(1 + Re) Minimum Shear, Zmin = 26.3 lb Notes- Kt = [Re+ (2Re2 x(1+Rt+Rt2)) + (Rt2 X ReA(i'2)-[Re x(1+Rt)I` _, 0.6 (1+Re) K2 = -1 + (2 X(1+Re)) + 2F b X(1+2Re)x D2 (U2) = 0.5 3Fem X Im2 K3 = -1 + (2 X(1+Re))+ 2F b x(2+Re)x D2 (1/2) = 11.8 Re 3Fem X I s 2 JOB PRE-32282 SHEET NO 9 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap= 0.0598 in Strength of Steel = 36, ksi Strength Reduction Factor= -•0.6 Width of Steel Strap= 1.5 .in Thickness of fastener= 0.1310 in Capacity of Strap =Thicknes x(Width of Strap-Width of fastener)x Strength of Steel x Strength Reduction Factor= Capacity of Strap = 1768 Ib 0.131"x2.5" Nail Capacity Shear Z= 83 ', Ib NDS Table 11 P Load Duration Factor=, 1.6 for wind Adjusted Fastener Capacity= 132-.8 Ib Required Quantity of Fasteners to achieve max capacity of strap= QTY= 14 nails each end of each strap °a - net to rl t 03/30/17 JOB PRE-32282 SHEET NO 9A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE 20GA Strap Capacity Thickness of Strap= 0.0359;in Strength of Steel = ": 36` ksi Strength Reduction Factor Width of Steel Strap = 1.25',"in Thickness of fastener= '0.1`310±in Capacity of Strap=Thicknes x(Width of Strap-Width of fastener) x Strength of Steel x Strength Reduction Factor= Capacity of Strap = 867.7 Ib 0.131"x2.5" Nail Capacity Shear Z=. �81 - Ib NDS Table 11 P Load Duration Factor= -I 6 for wind Adjusted Fastener Capacity= 129.6 Ib Required Quantity of Fasteners to achieve max capacity of strap = QTY= ' 7 nails each end of each strap " '= P` , � �+ 03/30/17 JOB PRE-32282 SHEET NO. 10 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Loads Truss ID# CC680239-. ; Max Uplift at Marriage Wall= 126 ;lbs Unit Uplift Load = 95 Of = Roof to Wall Connection Load = 95 plf e � cer 03/30/17 Wall to Girder Connection Load = 95_ �plf --50 plf= 35 _ plf *Connection loads less than 0 do not require uplift connectors Amount of load to be subtracted per Story= [(Unit Width/2)x Floor/Roof Dead Load] +Wall Dead Load {[(13.75 ft / 2) x `;10.::r:psf] + v'`�30x_ plf} x 0.6 = 59 . plf JOB PRE-32282 SHEET NO 11 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design Roof to Wall Stud Connection Connector: Simpson Strong-Tie LSTA12 Fastener- (10) 0.148"x2.5" nails (5 each end of strap), Allowable Load = .795 Ib Req'd Uplift Req'd _ Provided Load Spacing Spacing 95 plf 48 in. 48 in Y„fi q� ` �� 03/30/17 JOB PRE-32282 SHEET NO. 11A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift'Connections (cont'd) Marriage Wall Connection Design 03/30/17 JOB PRE-32282 SHEET NO 11B OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) Marriage Wall Connection Design xZ LU 03/30/17 1st Story Wall Stud to Floor Girder Connection Connector: Simpson.Strong=Tie LSTA12, Fastener: (10) 0.•148"x2.'5"-nails (5 each-end of strap) Allowable Load = 795 Ib 'for SPF Req'd Uplift Req'd Provided Load Spacing Spacing 35 plf 48 in. 48 in. Floor Girder to Foundation Connection Req'd Uplift Load 35 :plf per box JOB PRE-32282 SHEET NO 12 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) Check Tensile Strength of Studs to Transfer Uplift Loads 2x6 SPF#3 Nominal Tensile Stress Ft= 250 psi ANSI /AF&PA NDS Table 4A Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2 3.2 Size Factor CF= 1:3 ANSI /AF&PA NDS Table 4A Allowable Tensile Stress Ft = Ft CD CF= 520 psi ANSI/AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 int Allowable Tensile Load Pt = Ft A= 4290 Ib > 399 Ib OK, 03/30/17 JOB PRE-32282 SHEET NO 12A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Capacities Design 1st Story Module,to Sill Plate Connection `s Assume Typical Connection made with ;. 0.1,31!'x 3"toenails. - 0862 5ff Specific Gravity of Member .S 03/30/17 G= 0.42 Thickness of Member is= 1:50 in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 Ib ANSI/AF&PA NDS Table 11 N Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 Toe-Nail Factor Cts= 0.83ANSI /AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Ctn = 109 Ib ANSI/AF&PA NDS Table 10.3.1 0.131""x 3"toenails. 2"o.c. nails = 109. :Ib x 12 in/ft/ 2 in o.c = 653 plf 3"o.c. nails = 109 'Ib x 12 in/ft/ 3 in o.c = 43S Of 4"o.c. nails = 109 .Ib x 12 in/ft/ 4 in o.c = 326 Of t 5"o.c. nails = 109 Ib x 12 in/ft/ 5 in o.c =, 261 plf 6"o.c. nails = -109 }Ib x 12 in/ft/ 6 in o.c = 217 plf 10.131"x 3" Nails Z' = ZCD 131 Ib 2 rows of 0.131"x3" nails at 4"o.c. = 131 Ib x 12 in/ft/ 4 in o.c x 2 = 787 plf 2 rows of 0.131"x3" nails at 5"o.c. = - 131 Ib x 12 in/ft/ 5 in o.c x 2 = 629- .plf 2 rows of 0.131"x3" nails,at 6" o.c. = 131, Ib ` x 12 in/ft/ - 6 in ox x 2 = 524 plf 2 rows of 0.131"x3" nails at 7" o.c. = 131 Ib x 12 in/ft/ 7 in o.c x 2 = 449 plf 2 rows of 0.131"x3" nails at 8"o.c. = 131 Ib x 12 in/ft/ 8 in ox x 2 = 393 plf 3 rows of 0.131"x3" nails at 4"o.c. = 131 'Ib x 12 in/ft/ 4 in ox x 3 = 1180 *plf 3 rows of 0.131"x3" nails at 5"o.c. = 131 Ib -x 12 in/ft/ 5 in ox x 3 = 944 plf 3 rows of 0.131"x3"nails at 6"o.c. = 131 �Ib x 12 in/ft/ 6 in ox 'x 3 = 787 ;plf 3 rows of 0.131"x3" nails at 7"o.c. = 131 Ib x 12 in/ft/ 7 in o.c x 3 = 674 'plf 3 rows of 0.131"x3" nails at 8" o.c. _ 131 Ib x 12 in/fi/ 8 in ox x 3 = 590 plf JOB PRE-32282 SHEET NO 13 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -MWFRS Roof Pitch = 12:12 Roof Height= 1.4.75 ft Roof Span = 13.75 'ft. 3 Sec Gust Wind Speed = 135 ,mph Wind Exposure= C- Max Wall Height= 8 ,ft Wind Importance Factor= End Zone Length = ` 6.00 ;ft Building Length = 42 -ft Floor/Ceiling Depth = �.g:.=`:eft Horizontal Design Wind Pressures Enter 16psf as minimum value or if value is less than zero Wall Pressure Perp to Ridge= - 20.01 'psf See Page 13A& 13B for pressure calcs. Roof Pressure Perp to Ridge= 15.43 psf Wall Pressure Parallel to Ridge= 20.91 psf Roof Pressure Parallel to Ridge = 211.14 psf _ C 18 03/30/17 S Perpendicular to Ridge Roof Diaphragm Load _ (Roof Hor. Press. Perp. x Roof Height) + (Wall Hor. Press Perp. x Wall Height/2) Roof Diaphragm Load = 311 , plf Floor Diaphragm Load _ [Wall Hor. Press. Perp. x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load = 205 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 = 240 plf Floor Diaphragm Load [Wall Hor. Press. Par. x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load 205 s plf JOB PRE-32282 SHEET NO 13A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -MWFRS Roof Pitch = 12:12 Roof Height= 14.75 ft Roof Span = 13.75 ft 3 Sec Gust Wind Speed, V= 135- mph Wind Exposure= C Max Wall Height= 8 ft Wind Imp. Factor, I = End Zone Length = 6.00 ft Building Length, L= 42 ft Floor/Ceiling Depth = 1.8 ft Mean Roof Height, h = , 25 ft Building Width, B = 27.5- ft qz= 0.00256KzKztKdV21LC Load Case Factor, LC = 0.6 KZ= 0.94 Per Table 27.3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2. ) Kn= 1 zj �.. Kd = 0.85 Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05.qz , 22.37ell f x • ^'i b E.X 3 G = 0.85 . ;;' 03/30/1 for rigid structures Perpendicular to the Ridge CPWW= ' 0.8 Windward Wall Exterior Pressure Coefficient CP1W= -03- Leeward Wall Exterior Pressure Coefficient Cpwr_ -0.01 Windward Roof Exterior Pressure Coefficient Cpir_ -0.60 -0.6 Leeward Roof Exterior Pressure Coefficient Parallel to the Ridge - CPWW= _0.8 Windward Wall Exterior Pressure Coefficient Cpiw= -0.3 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,= 0.18 -0.18 JOB PRE-32282 SHEET NO 13B OF 44 CALCULATED BY, DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -MWFRS Roof Pitch = V:12,' Roof Height= 14.75 'ft Roof Span = 13.75" ft. 3 Sec Gust Wind Speed, V= •135 mph Wind Exposure= C Max Wall Height= 8 ft Wind Imp. Factor, I = End Zone Length = 6.00 `ft Building Length, L= 42 ft Floor/Ceiling Depth = 1.8 -,ft Mean Roof Height, h = 25 ft Building Width, B= 27.5 :ft Load Case Factor, LC- 0.6 qZ= 22.37 'psf G = mm0.85 4 for rigid structures P =gGCp-q,(GCp,) MWFRS-Wind Perpendicular to Ridge Walls Windward P= ( 22,37 psf x 0.85 x 0.8 ) - 22.37 psf x 0.18 ) = 11.2 psf P = ( 22,37 psf x 0.85 x 0.8 ) - 22.37 psf x -0.18 ) = 19.2 psf Leeward P = ( 22,37 psf x 0.85 x -0.3 ) - 22.37 psf x 0.18 ) _ -9.7 psf P= ( 22,37 psf x 0.85 x -0.3 ) - 22.37 psf x -0.18 ) _ -1.7 psf Roof Windward P= ( 22.37 psf x 0.85 x -0 01 )- 22 37 psf x 0.18 ) _ -4.2 psf P= ( 22.37 Psf x 0.85 x -0 01 )- 22.37 psf x -0.18 ) = 3.8 psf Leeward P= ( 22.37 Psf x 0.85 x -0.60 )- 22 37 Psf x 0.18 ) _ -15.4 psf P= ( 22 37 psf x 0.85 x -0.60 )- 22.37 Psf-x -0.18 ) _ -7.4 psf Overhang Pressure P = gGCpwmdwardroof+gGCpwindwardwall P = ( 22.37 Psf x 085 x 0.80 )-( 22.37 Psf x 0.85 x -0.01 ) _ _.;.,x:5;4;n-psf, ,4:Imo" ,� N➢,.R 3^'.lTi�•w 6 w. 1.4 V�, ..„, -,,:M' '• 3/30/ 7 JOB PRE-32282 SHEET NO. 13C OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections-MWFRS Roof Pitch = 12:12- Roof Height= 14.75 ft Roof Span = 13.75 ft. 3 Sec Gust Wind Speed, V= 135 -mph Wind Exposure= _C Wind Exposure Adjustment Factor= Max Wall Height= 8 'ft Wind Imp. Factor, I = End Zone Length = 6.00 ft Building Length, L= 42 ft Floor/Ceiling Depth = 1.8 ft Mean Roof Height, h = 25 ft Building Width, B= 27.5 ft Load Case Factor, LC = - 0.6_ qZ= 22.37 psf G = 0.85 for rigid structures p=gGCp-q,(GCp,) MWFRS-Wind Parallel to Ridge Walls Windward P= ( 22,37 psf x 0.85 x 0.8 )- 22,37 psf x 0.18 ) = 11.2 psf P = ( 22.37 psf x 0.85 x 0.8 )- 22.37 psf x -0.18 ) = 19.2 psf Leeward P = ( 22.37 psf x 0.85 x -0.3 ) - 22.37 psf x 0.18 ) -9.7 psf P = ( 22,37 psf x 0.85 x -0.3 ) - 22.37 psf x -0.18 ) _ -1.7 psf Roof Windward P = ( 22.37 psf x 0.85 x -0.90 ) - 22.37 psf x 0.18 ) _ -21.1 psf P = ( 22.37 Psf x 0.85 x -0.90 ) - 22.37 psf x -0.18 ) _ -13.1 psf Leeward P = ( 22.37 Psf x 0.85 x -0.90 ) - 22 37 psf x 0.18 ) _ -21.1 psf P= ( 22 37 Psf x 0.85 x -0.90 ): 22.37 Psf x -0.18 ) _ -13.1 psf Overhang Pressure p = gGCpwmdwardroof+ gGCpwmdwardwall P= ( 22.37 Psf x 0.85 x 0.80 ) -( 22.37 Psf x 0.85 x -0.90 ) ---32.8` , � n a p.x - 71W M� 03/30/1 JOB PRE-32282 SHEET NO 13D OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -C&C Roof Pitch = 12:12 Roof Height= 14.75 ft Roof Span = _ 13.75 ft. 3 Sec Gust Wind Speed, V= 135 i mph Wind Exposure= C Max Wall Height= 8 ft Wind Imp. Factor, I = End Zone Length = 6.00 ft Building Length, L= 42 ft Floor/Ceiling Depth = 1.8 ft Mean Roof Height, h = 25 ;ft Building Width, B= 27.5 ft qz= 0.00256KzKztKdV21LC Load Case Factor, LC= 0.6 KZ= S,-0.94' Per Table 30.3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2 )' -�`,d",p .•°:.,. .., � 1. Kd= 0.85 Per Table 26 6-1 from 7-10 and per table 6-4 from 7-05. qZ= 22.37 !psf p = gGCp-q,(GCp,) 03/ 0/1' G = 0.85 for rigid structures Walls Per Figure 30.6-1 7-10 and per Figure 6-17 7-05., Cp4+_ -1-00 Zone 4 Positive Cp4__ " -1.10 ; Zone 4 Negative Cps+= 1.00 Zone 5 Positive Cps__ -1.39 Zone 5 Negative Roof Per Figure 30.4-2A,B&C 7-10 and per Figure 6-11 B,C&D 7-05 Cpi+= Y 0.87 Zone 1 Positive Cploh+= 0,87 Zone 1 OH Positive Cpl__ -0.94 Zone 1 Negative Cp1oh__ -0.94 t Zone 1 OH Negative Cp2+_ 0.87 M Zone 2 Positive Cp2oh+= 0.87 Zone 2 OH Positive Cp2__ -1.14 Zone 2 NegativeCp2oh__ -1.94 Zone 2 OH Negative Cp3+_ 0.87 Zone 3 Positive Cp3oh+= 0.87- Zone 3 OH Positive Cp3__ _ -,1.14 Zone 3 Negative Cp3oh__ -1.94 , , Zone 3 OH Negative GCp,_ 0.181 -0.18 JOB PRE-32282 SHEET NO 13E OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections-C&C Roof Pitch = 12:12 Roof Height= ,-14,75 ,ft Roof Span = 13.75 -ft. 3 Sec Gust Wind Speed, V= ,135 mph Wind Exposure= C _ w Max Wall Height= 8 ft Wind Imp. Factor, IOtl End Zone Length = 6.00 .ft Building Length, L= 42 ft . . _;�°. Floor/Ceiling Depth = 1.8 .ft Mean Roof Height, h = 25 ft Building Width, B = 27.5 f# Load Case Factor, LC = 0.6 n " r;; °' / '3«,�•� 'i�•;�?y,•,+�"b *� g qZ= 22.37 psf G = 0.85 for rigid structuress P = gGCP-gi(GCPi) t. 0330/1 Walls Zone 4 P = ( 22.37 Psf x 085 x 1.00 ) - 22.37 psf x 0.18 ) = 14.9 psf P = ( 2237 psf x 0.85 x 1.00 ) - 22.37 psf x -0.18 ) = 22.9 psf P = ( 22.37 Psf x 0.85 x -1.10 )- 22,37 psf x 0.18 ) _ -248 psf P = ( 22,37 Psf x 0.85 x -1.10 )- 22.37 psf x -0.18 ) _ -16.8 psf Zone 5 P = ( 22.37 psf x 0.85 x 1.00 ) - 22.37 Psf x 0.18 ) = 14.9 psf P= ( 22,37 psf x 0.85 x 1.00 ) - 22.37 psf x -0.18 ) = 22.9 psf P = ( 22,37 Psf x 0.85 x -1 39 )'- 22.37 Psf x 0.18 ) _ -30.5 psf P = ( 2237 psf x 0.85 x -1.39 ) - 22.37 psf x- -0.18 ) _ -22.4 psf Roof Zone 1 P = ( 22,37 psf x 085 x 0.87 ) - 22.37 Psf x 0.18 ) = 12.5 psf P = ( 22°37 Psf x 0.85 x 0.87 )- 22.37 psf x -0.18 ) = 20.5 psf P= ( 22,37 Psf x 0.85 x -0.94 )- 22.37 psf x 0.18 ) _ -21.8 psf P= ( 22,37 psf x 085 x -0.94 )- 22.37 psf x -0.18 ) _ -13.8 psf Zone 2 P = ( 22,37 psf x 085 x 0.87 )- 22,37 psf x 0.18 ) = 12.5 psf P = ( 22,37 psf x 0.85 x 0.87 )- 22.37 psf x -0.18 ) = 20.5 psf P = ( 22.37 Psf x 0.85 x -1.14 )- 22.37 psf x 0.18 ) _ --25.6 psf P = ( 22.37 Psf x 085 x -1.14 )- 22.37 psf x -0.18 ) _ -17.6 psf Zone 3 P= ( 22,37 Psf x 0.85 x 0.87 )- 22.37 psf x 0.18 ) = 12.5 psf P = ( 22,37 psf x 0.85 x 0.87 ) - 22.37 Psf x, -0.18 ) = 20.5 psf P= ( 22.37 Psf x 085 x -1.14 )- 22.37 Psf x 0.18 ) _ _-25.6 psf p = ( 22.37 psf x •0.85 x -1.14 ) - 22.37 psf x -018 ) _ -17-.6 psf JOB PRE-32282 SHEET NO. 13F OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -C&C Roof Pitch = 12;12 Roof Height= 14:75 ;ft Roof Span = 13.75- ft, 3 Sec Gust Wind Speed, V= 135 mph Wind Exposure= C Max Wall Height= 8 ;ft Wind Imp. Factor, I = End Zone Length = '6:00 -ft Building Length, L= 42 ft Floor/Ceiling Depth = 1.8 -ft Mean Roof Height, h = 25 ft Building Width, B = 27.5 ft Load Case Factor, LC = 0.6 qZ= 22.37 psf G = N 0.85 for rigid structures P= gGCP-q,(GCp,) ',,"�js�M•.�.9 03/30/17 j€ Roof OH Zone 1 OH P = ( 22,37 psf x 0.85 x 0.87 ) - 22.37 psf z 0.18 ) = 125 psf P = ( 22,37 psf x 0.85 x 0.87 ) - 22.37 psf x -0.18 ) = 20.5 psf P = ( 22,37 psf x 0.85 x -0.94 ) - 22.37 psf x 0.18 ) _ -21 8 psf P = ( 22,37 ' psf x 0.85 x -0.94 ) - 22.37 psf x -0.18 ) _ -13.8 psf Zone 2 OH P = ( 22.37 psf x 0.85 x 0.87 ) - 22.37 psf x 0.18 ) = 12.5 psf P = ( 22,37 psf x 0.85 x 0.87 ) - 22.37 psf x -0.18 ) = 20.5 psf P = ( 22,37 psf x 0.85 - x -1.94 ) - 22.37 psf x 0.18 ) _ -40.8 psf p = ( -22.37 psf x 085 x -1.94 ) - 22.37 psf x -0.18 ) _ -32.8 psf Zone 3 OH P = ( 22.37 psf x 0.85 x 0.87 )- 22.37 psf x 0.18 ) = 12.5 psf P = ( 22.37 psf x 0.85 x 0.87 )- 22.37 psf x -_-0.18 ) = 20.5 psf P = ( 22.37 psf x 0.85 x -1.94 )- 2237 psf x 0.18 ) _ -40.8 psf , p = ( 22.37 psf x 0.85 x -1.94 ) - 22.37 psf x -0.18 ) _ -32.8 psf JOB PRE-32282 SHEET NO 14 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -Win (cont'd) Reference Sheet 13 for wroof& wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge Wind Parallel to Ridge wroof = 311, plf wroof = 240 plf ` F wfloor= ` 205 plf wfloor= 2,05 plf L=4 42 ft B = 27.5 `ft. `V w x L= 13014 Ib V w x B= 6587 Ib roof— roof roof— roof , Vfloor=wfloor x L= 8608. Ib Vfloor=wfloor x B= 5636 Ib Shear Tranfer Connection Capacity Requirements vroof=Vroof/2/ B = _ 238 ,plf vroof=Vroof/2/L= 78 plf vfloor1 =Vroof+Vfloor1 /2/ B = 375 !plf vfloor1 =Vroof+Vfloor/2/L= '1`46 plf y fis ls,, f 33 "V 03/30/03/30/17 JOB PRE-32282 SHEET NO 15 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections-Seismic(cont'd) Total Shear Capacity Requirements-Seismic Seismic Design Category= B Weights: Factors: Wroof= 18480 1 Ib R= M 6.5 Table 12 14-1 Wswall = 5040 ;Ib Fa= 1.4 Section 12.14.8.1 Wewall = 3300 ;Ib F= 1 Section 12 14 8.1 Wgable= 1650 i Ib SDS= 0.32-- Secction 11.4 1 Wfloor= 11550:Ib 1 = 1.00 Seismic Importance Factor Wtota1= 40020Ib Seismic Base Shear,V: Section 12.14.8 1 i V= F x SDS x Wtotal x I = 1970 Ib 03/30/1 Vertical Distribution, Fx: Section 12.14 8.2 F, = w, x V Wtotal Fx.roof= 910 Ib Floor Diaphragm Load= 1970 Ib Fx.floor1 = 1970 Ib Diaphragm Unit Shear Capacity Requirements B= 27.5 ft. L= 42 ft. Perpendicular to Ridge Wind Parallel to Ridge vroof= Fx.roof/2/B= 17 plf vroof=Fx.roof/2/L=' 11 Of 1 st floor down from roof vfloor1 =Fx.floor1 /2/B= 36 Of vfloor1 = Fx.floor1 /2/L= 23 'plf JOB PRE-32282 SHEET NO 16 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections (cont'd) Reference Sheet 14 & 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 1st Story Shear Wall Wall Length Available for Full Height Sheathing Bline 1 23.00- ft. %line 1= 84 Bline 2 22:00 ft. %line 2 = 80 Shearwall Unit Shear Capacity Vwall line 1=Vroof/2 Bline 1 Vwall line-1= 0 ; 0 0 13074 Ib /(2x 23.00 ft) Vwall line 1= 284 plf Wind Controls VwalI line—2 =Vroof/2 Bline 2 Vwall line-2 = 0 0 0 13074 Ib /(2 X 22.00 ft.) Vwall line—2 = 297 'plf Wind Controls Shear Parallel to Ridge 1st Story Shear Wall Wall Length Available for Full Height Sheathing Lline A 22.50 ft. %line f 54 Lline B 12:25 ft. %line E 41 Shearwall Unit Shear Capacity Vwall line—A=Vroof/2 Bline A Vwall line_A= 0 0 0 461.1 Ib /(2 x 22.50 ft.) Vwall line A= 102 plf Wind Controls Vwall line B =Vroof/2 Bline B Vwall line_B = '0 0 0 4611 Ib /(2x 12.25 ,ft.) Vwall line—B = ' 188 plf Wind Controls Y q �1 % F 03/30/17 JOB PRE-32282 SHEET NO 17 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections (cont'd) I E6 03/30/17 Shear Capacity of,1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 1 84 - %line 2 ' 80 Wind Parallel to Ridge %line -T54- %line E 41 Maximum Unrestrained Opening Height 1st Story Wall Height- 8.ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1 96 in. Hline A 84 in. Hline—2 96 i in. Hline E 84 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular-to Ridge Wind Parallel to Ridge Fline_1. ,0.75 _ Fline_A 0.57 Fline 2 0.71 Fline B' 0.51 JOB PRE-32282 SHEET NO 18 OF 44 CALCULATED BY DB DATE 3/1/2017 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—1 PERFORATED ::7/1.6. OSB w/0.`,113„x2 .nails.@ 3':o.c.:panel xedge,&,_12 o:c:=field nailing-(exterior) Tabulated Value = `.33 Is,;;l plf vs= 1.40 (Tab.Value) = 463 'plf Vs "plf Shear Capacity of Shearwall Assembly vs = 463 Of + 0 plf = 463 plf > ' , 284 ,plf iOK 1 st Story Wall'-line 2 PERFORATED 7/16 OSB 40`.11`3 x2 nails',(g-3 o:c.-pahel edge!&'.1'2 o:'c field nailing`(exterio'r)=:; 4 Tabulated Value= 331;£ plf vs= 1.40 (Tab.Value) = 46.3 'plf vs Plf Shear Capacity of Shearwall Assembly Vs = 463plf + ; 0- plf = 463- plf > 297` plf OK 1st Story Wall- line—A PERFORATED "., _H E...."..sof•*.. �,,,., :F.�".Fr •< ..� ',.t "w�,�xi"t'..>" �. OSB4/_0A 13,x2 :nails:@'6':o:c°:panel-edge°&:12.;o:c fell nailing,(exterior) Tabulated Value= y 7''1.65 Of vs= 1.40 (Tab.Value) _ 231 plf Sr :.'R'i Tti.� _ "`✓,.:� i`C�,t i.iviJ: ti�..' „'�x�_ vs plf Shear Capacity of Shearwall Assembly Vs = 231 plf + -0 Of = 231 plf > 102 plf OK 1 st Story Wall-line—B PERFORATED 7/16.OSB w%0.113 x2 nails @ 3 o:c.,panel`edge;& 12 6 f eld"'nailing'`(exte�ior)v,;. .. , Tabulated Value= ';`331`Aplf vs= 1.40 (Tab. Value) = 463 plf �k. - 'f'� �`�' r� — n✓:'`• "�"" �_i.s'.'.,- ..`,,.ate. '�.j�_;.,�,;.,.'� _ V�;s�;.r. a. �.�y�!rs'}�x��. dr plf #J a l Shear Capacity of Shearwall Assembly vs = 463 Of + 0 ;plf = 463. plf > 188 plf OK 03/30/17 JOB PRE-32282 SHEET NO 19 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force- Tensile strength controls vs. compressive 2x6 SPF#3 Sample Calculation Nominal Tensile Stress Ft= 250 psi ANSI/AF&PA NDS Table 4A/4F Load Duration Factor CD= 1.6 E ANSI/AF&PA NDS Table 2.3.2 Size Factor CF= 1:5 ANSI/AF&PA NDS Table 4A/4F Allowable Tensile Stress Ft= Ft CD CF= 600 psi ANSI /AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 ,+in Allowable Tensile Load Double 2x4-With Splices Pi = F;A= 3150--;Ib Double 2x4- No Splices 6300 Ib Double 2x6-With Splices Pi = Ft A= 4290 Ib Double 2x6- No Splices 8580 Ib Double 2x10-With Splices Pt = Ft A= 5550 lb Double 2x10- No Splices 11100 Ib Z= 131.2 Ib � '0.131",;x'340" Nails4 Minimum splice lap where splices are allowed = _,_4 ;`'ft 1 st Floor Endwalls T= 6537 'Ib bouble:2x6 To'p Plate-,No.Splices+ M . E i Sidewalls T= 1482 ;lb Double 2x6 Top Plate-With Splices& Stagger 2 rows of 0.131"x 3.0" Nails @ y 8 3 in o.c. 9 ; Ire :`Y.,'Lal .. -:...`5' l'?"'. ;`}.`•* }-`!s5''i-r u+Y !;'•YS ":Si.F #:�} ' cls-fie ...- t� . �%�,F .�Y.y..t, r a rtt•'r .... i �$ 5 w� x;5.R• P A 03/30/17 _ I _ ,"L •yy.nT•y JOB PRE-32282 SHEET NO 20 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shearwall Design (cont'd1 Shear Capacity of Perforated Shearwall Assembly v=vs x Perforated Shearwall Capacity Adjustment Factor 1 st Story Wall 1 st Story Wall Height- 8 ft. Shear Perpendicular to Ridge One 1- 463 plf .x 0.75 = 349 plf > 284 . plf OK One 2 463 plf -x 0.71 329 plf ,> _ 297 -p If OK Shear Parallel to Ridge vline_A, 231 plf x 0.57 133 plf '> 102 plf OK vline & 463 plf x 0.51 _ _ -238 plf >- -188 plf OK 77 Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind JxF klr �d, .•<. P �P (4x xY� ' Y 03/30/17 JOB PRE-32282 SHEET NO. 21 OF 44 CALCULATED BY DB DATE 3/1/2017_ CHECKED BY DATE Reference Page 22 for Stud Capacity ExamplezCaiculation. Overturning Connectionsell +°3 Check Capacity of Dead Loads to Resist Overturning Loads Length of side (Li)(house width) = 27.5 ft. *- Length of side(L2)(house length) = 42 'ft. ,g 03/30/1 Dead Load Resistance to Overturning-line—I& line-2 Dead Load = ;65'• s Of Dead Load *(Length to Overturning @ Pivot Point/2) _ 893,8 lbs*0.60= 536 Return Wall Dead Load = ", 150 *0.60= 0 Dead Load Resistance to Overturning- line—A& line—B Dead Load = :150Of Dead Load *(Length to Overturning @ Pivot Point/2 ) = 3150_ lbs *0.60 = 1890 Return Wall Dead Load = '_ ' '" 65 "0.60= 0 Required Holddown Capacity T=v x h Segemented _ T=v x h/Co Perforated 1 st Story Module to Foundation -line_1 PERFORATED�-, Wind-Controls 9 T= 284- ' plf x 8.0 ft. / 0.754 ' _ 3017 a Ib + -',Q,"- , "Ib - 536 ' lbs DL= 2481 Ib Simson s 'Stron =Tie STHD1,4RJ4' Connector:- . P 9 Fastener-.. :1%2 in__mifniconcrete"cover.'and°(3_0)J 6 sin kers,°locate,1:5in'from corner;:,."' •� ' ' _-- - t`' t r7"t ,�,k ''_f"� ��SN•`Y^y [� N],- _ }•. r<' X'r.. iX'? •S':.x. - 9Y`5 - .x iF„c - Alfowable°Load`534'5~Ib;`4ki K 1 st Story Module to Foundation -line_2PERFORATED' _ ,Wind Controls- :. T= 297 . Of x - 8.0 ft. / 0.71 _ _ 3348 Ib + i ;'> ;Ib - 536 lbs DL= 281,2 Ib -Sime s_on Strom - -Tie STHD14RJ' Connector: P 9 Fastener: W, :-1/2 in'min concrefe-cov6f'and 3'0 16d`sinkers locafe°1..5in`from corner: :Allowablia-Lobd 5345 16`-;` 1st Story Module to Foundation-line_A PERFORATED Wind'Controls T=' 102 ' plf x 8.0 ft. / - 0.574-_ _ 1428 Ib + Ib < 1890 lbs OK i.:'S-5l •`,';, " 'Dead..Load of Structure.is`Sufficient,to Resist Overturning_Load'ka;:" - _r1 ,'�• tia" ;3i',^f•f�. Yff�.,k� - - ^�,q ;-� N .•�. ���A.. _ 1st Story Module to Foundation -line_B PERFORATED ' Wind,Controls T=. 188' plf x 8.0 ft. / 0.514 = 2931 Ib + z± = =:`F Ib - 1890 u. Ibs'DL= 1041 'Ib `-` 'Sim son'Stro,' J, i HD14RJ`.'._-js Connector: P 9 Fastener:,w% ."1%2„'in`inin`concrete cover, 30);16d sinkers;Tlocate'1:5in from„;corner (. $Allowabletoad 53451Ib JOB PRE-32282 SHEET NO 22 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DgTE_ _ - �. x Overturning Connections (cont'd) 4 M M�t Check Tensile Strength of Studs to Transfer Overturning Loads-Sample'Calculation pix` e, > '51 03/30/17 (1) 2x6 SPF#3 Nominal Tensile Stress Ft= 250 psi ANSI /AF&PA NDS Table 4A Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 Size Factor CF= 1.0'' ANSI /AF&PA NDS Table 4B 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 Ib Built up Column Fastening Requirement Assume Typical Connection made with 0.131"x 3:0°;Nails Specific Gravity of Member Stud Height= 8 ^:ft G = 0.42. ; Thickness of Member ts= 1.50" in. Lateral Capacity Z= 82 lbs ANSI /AF&PA NDS Table 11 N Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3.2 Allowable Lateral Capacity Z' = Z CD = 131 Ib ANSI /AF&PA NDS Table 10.3.1 U Required Spacing for two rows staggered =- (Capacity x #of rows) / (Stud Cap. / Stud Height) x (ft to in conversion) ( 131 'Ib x 2 ;) / ( -3300 'Ib / 8 ft ) x ( 12 in / 1 ft ) _ 7 inoc. JOB PRE-32282 SHEET NO 23 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Roof Pitch = 12:12 ` Wall Height= 8 ft. Roof member spacing= 16 'in o.c. 3 Sec Gust Wind Speed = 135 ,mph Wind Exposure= C Load from wind on Wall Wall,Horizontal Pressure= 20.91 psf See page 13 Wind Load = Wall Press x(Wall Height/2) Wind Load = 83.65 plf Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 3294 Ib See pages 14 & 15 Length of Unit= - '42 ft. Load along sidewall in diaphragm chord = sidewall diaphragm chord load/length of unit Load along sidewall in diaphragm chord = A 78.42 plf - w Req. Roof to Wall Load-= Max(wind load, diaphragm chord load)x roof mem. sfa'ciF"rig,= 'Ety sv, `s �a Re Roof to Wall Load = V Req. 111.5 Ib - " r®,' •� _�'` £, Vi T. Roof to Wall Plate Connection Assume Typical Connection made with Specific Gravity of Member G = 0.42 03/30/1 Thickness of Member is= «x1':50?a in. Lateral Capacity of Nails Z= x:,n82`";`.lbs ANSI /AF&PA NDS Table 11 N Load Duration Factor 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 'Ct„ = 109 Ib ANSI /AF&PA NDS Table 10.3.1 Required Roof to Wall Plate Connection Req'd Nail Nails Load Capacity Req'd 112 Ib 109 Ib cap 2 _per framing member V JOB PRE-32282 SHEET NO 23A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Assume Typical Connection made with 0.131'".z 3i0'.N5ils in End-Grain Specific Gravity of Member G = 0.42 ` Thickness of Member is= in. Lateral Capacity Z= 82.0 lbs- ANSI /AF&PA NDS Load Duration Factor CD= 1.6. ANSI/AF&PA NDS Table 2.3.2 End-Grain Nail Factor Ctr= 0.67, ANSI /AF&PA NDS 11.5.4,2 Allowable Lateral Capacity Z' = Z CD Ceg = 87:9 ;Ib ANSI/AF&PA NDS Table 10.3.1 Top Plate to Studs & Bottom Plate to Studs Req'd Nail Nails Load Capacity Req'd 112 Ib 88 Ib cap 2 ;per framing member Bottom Plate to Floor Assume Typical Connection made with r 0..131",x 3'0"-Nails Allowable Lateral Capacity of Nails Z' = ZCD = 82 Ib x 1:6 = 131 lb _ wv Req'd Stud Req'd Load Spacing = Load 1.12 `Ib / 16 ;in oc 84 plf Nail Req'd Req'd 03/30/17 Capacity / Load Spacing 131 Ib cap 84' ;plf 16 in D.C. JOB PRE-32282 SHEET NO 23B OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Truss Bottom Chord or Ceiling Joist to Endwall Top Plate Assume Typical Connection made with 0.131".x 3.0" Nails'toed.• Allowable Lateral Capacity of Nails Z' = Z CD Ctn 82 Ib x 1.6 ' x 0.83 - 109 Ib Req'd Building Width Req'd Load Spacing = Load 6537 Ib / '27.5 ft 238 plf Nail Req'd Req'd Capacity / Load = Spacing 109 -lb cap 238 " plf 5 in o.c. 4d= D — °5= ya 03/30/17 JOB PRE-32282 SHEET NO 24 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections (cont'd) Alternate Roof to Wall Plate Connection Connector. Simpson Strong-Tie H10A Fastener (9) 0.148"x 1 1/2"nails in truss and (9) 0.148"x 1 1/2" nails in plate Allowable Load = 285 'Ib for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 84 plf 41 in 32 in - �f ref"h �°xI(.:,��<.`.C'•�44ia iflx Eo;I" •, °03/30/17 i JOB PRE-32282 SHEET NO 25 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding-Connections (cont'd) - _ Design 1st..Story Module to Sill'Plate Connection Assume Typical Connection made with 0.131"x 3"toenails.'- Specific Gravity of Member `= `� ;b �t� � 03/30/17 G = 0.42 Thickness of Member is= 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 Ib ANSI/AF&PA NDS Table 11N .Load Duration Factor 'CD= 'l.'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 = 109' Ib ANSI/AF&PA NDS Table 10.3.1 1 st Story to Sill Plate Connection -line-2 v = Vfloor1 =' 375 plf Ref. Sheet 14& 15 Connection: !0.131",x 3"toenails. _@ 3 "o.c. 1st Story to Sill Plate Connection -line—A& line-13 v = Vfloor1 = 146 'plf Ref. Sheet ° 14&"15� Connection: ;0.131"x.3"toenails: @ 6 o.c. i i JOB PRE-32282 - SHEET NO 26 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Cont'd 3 .. X1,0_ X0- 03/30/17 Design Alternate 1 st Story to Sill Plate Connection 1st Story to Sill Plate Connection - line-2 v = Vfloor1 = '375_ plf Connector: Simpson Strong-Tie LTP4 Fastener: (12) 0.131 in x 1 1/2in nails Allowable Load = '575 Ib Req'd Sliding Req'd - Load Spacing 375 plf 18 in. 1st Story to Sill Plate Connection -line A& line—13 v = Vfloor1 = 146 plf Connector: 'Simpson Strong;-Tie LTP4 Fastener: (12).0.131 in x 1 1/2in-nails Allowable Load = 575- Ib Req'd Sliding Req'd Load Spacing 146 plf `47 in. JOB PRE-32282 SHEET NO 27 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Reserved +1 k A 't�Fate. k.ky �` ..• - 3/30/17 ;� JOB PRE-32282 SHEET NO 27A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line_2 Connection: 1/2 "dia. Anchor Bolts @ '„X24; = 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 Y 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 Zll Ib 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 ANSI /AF&PA NDS Table 10.3.1 Z' - Z C 1088 Ib {¢s 11 — 11 D— � y-'1�qy. `,,�f°:t,t,",�i•§�,*''Y�L,a`sf; S e : y03/30/17 Vfloor1 = 375 plf Ref. Sheet > 14&-15- Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing Load at anchor bolt= 375 plf x 24_m"o.c. = 749. 'Ib -CSI = Load at anchor bolt/Z' CSI Shear=> CSI = 749 Ib / 1088- ,Ib = 0.69 - Check Compression Perpendicular to the Grain '1/bin 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 222 ;plf See page 4 and 297 S plf See page 18 Uniform Uplift Load = 297 ,plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing ,Concentrated Uplift Load = 297 plf x 24 "o.c. Concentrated Uplift Load = ' .594 Ib Allowable Compression Stress Perpendicular to the Grain FAL = 565 psi ANSI /AF&PA NDS Table 4B Try' `•2:"square washer w/ -`j1/2 °"Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5 +.1/16)^2) = 3 3/4 int Allowable Compression Load Perpendicular to the Grain Pc i_ = Fc-L Awasher_= 565 -,psi x 3.751 ,in = ! 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 594. ,Ib / 2120 .Ib = 0.28 Total CSI = CSI shear+ CSI uplift= 0.69 + l' 0.28 = 0.97 ' :0K JOB PRE-32282 SHEET NO 27B OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line—A Connection: 1/2 ."dia. Anchor Bolts ,:x.48x-= 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 ,'jn. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Zl/= F`"680,,f,Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD = 1,.6 r" - .. Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 10.3.1 Z' = Z C ,- 1088 Ib 11 D— Vfloor1 = 146 .plf Ref. Sheet 14& 15 03/30/17Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing Load at anchor bolt= ; 146 plf x 48 "o.c. = 582- lb CSI = Load at anchor bolt/Z' CSI Shear=> CSI = 582- Ib / 1088 'Ib = 0.53 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 222 plf See page 4 and 102_'plf See page 18 Uniform Uplift Load = 222 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = , 222 ,plf x 48 o.c Concentrated Uplift Load = , 887 Ib Allowable Compression Stress Perpendicular to the Grain Fc- = 565 y psi ANSI /AF&PA NDS Table 4B Try: 2."square washer w/ 1/2,.-, Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5 + 1/16)"2) = 3 3/4 int Allowable Compression Load Perpendicular to the Grain Pc.L = Fc-L Awasher= 565 ,psi x' 3.751 .jn2 = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/P,perp = ° 887 ;Ib / 2120 Ib = 0.42 Total CSI = CSI shear+ CSI uplift= 0.53 -+ 0.42 = 0:95 OK JOB PRE-32282 SHEET NO. 27C OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection -line_B Connection: 1/2 :"dia.Anchor Bolts @ .`48;u 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 Z11,= ' '.;680';k Ib ' " 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 ANSI /AF&PA,NDS Table 10.3.1 Z' = Z/1 CD= 1088 Ib «.�yj Vfloor1 —, 146_ plf Ref. Sheet 14& 15 03/30/17 -- .. Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing Load at anchor bolt=- 146 plf x °48 f"o.c. = 582 Ib CSI = Load at anchor bolt/Z' CSI Shear=> CSI = 582 Ib / 1088 Ib = 0.53 Check Compression Perpendicular to the Grain 1/8irt 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 222 plf See page 4 and 188 plf See page 18 Uniform Uplift Load = 222 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 222 'plf x ' - 48 "O.C. Concentrated Upllft_Load = 887 Ib Allowable Compression Stress Perpendicular to the Grain Fel = 565 psi ANSI /AF&PA NDS Table 4B Try,_ 2"square washer w/ .1/2 "Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5 + 1/16)"2) = 3 3/4 .in Allowable Compression Load Perpendicular to the Grain Pc- = Fc- Awasher= 565'': psi x 3.751 in = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/P,perp = 887 Ib / 2120 i Ib = 0.42 Total CSI = CSI shear+ CSI uplift= 0.53 ;+ 0.42 _ 0.05 s OK JOB PRE-32282 SHEET NO, 28 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads . pT 3 Sec Gust Wind Speed = 135 mphx 5 - 03/30/17 See pages 13D thru 13F for pressure calcs. Wind Importance Factor= 1.00. Wind Exposure= C C&C Pressures Adjusted Interior Suction Pressure= i 24.8 'psf Zone 1 Adjusted Perimeter Suction Pressure= 25.6 psf Zone 2 Adjusted Overhang Suction Pressure= 40.8, psf Zone 2 OH Adjusted Overhang Suction Pressure= 40.`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 ft. O.C. Interior Zone= 25 ;psf x 1.33 ft. = 33 plf Perimeter Edge Zone'= 26 psf x = 1.33 ft. = 34 plf Overhang Zone= 41 psf x ` 1.33 ft.= 54 plf JOB PRE-32282 SHEET NO 29 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: 7/16" OSB (Unblocked)' Fastening: ,0.113"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 = 0.113 in. Length of Nails L= 2.00 in Thickness of Sheathing t= 0.438. in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= 18 Ib/in. Load Duration Factor ANSI /AF&PA NDS 2.3.2 CD= - 1.6 Allowable Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11 2C W' =W CD= 29 Ib/in. Length of Nail Penetration Lp = L-t= 1.563 in. Withdrawal Capacity per Nail W' LP = 45 Ib Required Suction Load Capacity Interior Zone= 33 pif Ref. Sheet 28 Perimeter Edge Zone= 34 plf Ref. Sheet 28 Overhang Zone= 54 plf Ref. Sheet 28 Required Fastening Interior Zone = 12 o c. Perimeter Edge Zone= 6 o.c. ,�,;s , Overhang Zone= 6 O.C. 03/30/17 JOB PRE-32282 SHEET-NO 30 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max V,00f= ! 11767� Ib B = 27.5 ft. vroof= 214 Of 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 Of > 214 'plf =OK n ol d" .,� 03/30/17 iM,v JOB PRE-32282 SHEET NO 31 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE z Sheathing Connections (cont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max VfIoor= 8608 Ib B = 27.5 .ft. vfloor= 157, plf Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Floor Sheathing: -5/81n OSB (Unblocked)., Fastening: 0,113"z2" nails at 6 " o.c. panel edge fastening and '-12 "o.c. field fastening Tabulated Value= 170.2. Of vs = 1.4 :(Tab Value) See Supplement Table 2C Footnote 1 238.3 plf > ' 157 plf 'OK {i x t,i #: ... :.f•+ #fix +.N J03/30/17 ay • ,,ter..., .,, „�> ., JOB PRE-32282 SHEET NO. 32 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads ; 3 Sec Gust Wind Speed= 135 mph , a °���M See pages 13D thru 13F for pressure calcs. A ; . 03/30/17 Wind Importance Factor= Wind Exposure= C Adjusted Interior Suction Pressure-(Zone 4) = 24.8 , psf Adjusted Perimeter Suction Pressure (Zone 5) = 30.5 ' psf Perimeter Edge Zone Width Minimum Building Dimension = . 27.5 ft. Z= 10% Minimum Building Dimension = 2.75 ft. But not less than 3 ft. Wall Framing Spacing = 16 3 in. o.c. Roof Unit Suction Load from Wind Framing- Spacing,in ft. o.c. Interior Zone= 25 'psf x ; 1.33 -ft oc. _ 33 plf Edge Zone= '30 psf x 1.33 �ft oc. = 41 Of JOB PRE-32282 SHEET NO 33 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections (cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: }7/16",.OSB Fastening: .A.1,,13"z2"yriails at''`-,`f `may' 6"'o.c. panel edge nailing and 12_"o.c. field nailing Specific Gravity of Wall Framing G= 0.42 Diameter of Nails D= 0,113 in. Length of Nails L= `-.2.00 • in. Thickness of Sheathing t= 0.438 in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= .18 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 Ib Required Suction Load Capacity Interior Zone= 33 ;plf Perimeter Edge Zone=` 4.1 plf Required Fastening Interior Zone= 12 "o.c. Z' xe Perimeter-Edge Zone= 6 D.C. ' � " 03/30/17 JOB PRE-32282 SHEET NO 34 OF 44 CALCULATED BY OB DATE 3/1/2017 CHECKED BY DATE JOB PRE-32282 SHEET NO 35 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Gable Overhang per Manual s< h S M4w>sai 03/30/17 JOB PRE-32282 SHEET NO 36 ^ OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Truss Field Connections Reference attached truss print Required Field Joint Connections-Compression(I b)/Tension s(lb)/Sh ear(lb)/Moment(lb) Truss Number: CC680239 Ridge Connection "T' 196 / 196, / 198 / ',0_. Use: ga steel strap w/(7) 0 131x2.5"nails'each end & (3) 0.131"x3.0°nails toed , Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x.83 Ctn x 3 nails=234 lbs Collar Tie Connection Use:,Per Truss Print ti Flip Connection "6&8" 435 / 185 / 198 / 0 . Use 9 1%4""z 20 ga steel strap'w/(7) 0,131 x2.5",nails'each'end & (3) 0.131"x3.0"hnails,t6ed Lateral Value 0 131"x3 0"toe-nailed = 82 x 1.15 Cd x .83 Ctn x 3 nails =234 lbs Kneewall Connection "15&17" :;'x296_.., / 453 / R , '0 / 0 Use::CTS 12 Mateline'Connection "16" 389 . / 855 / 0 / _'0 Use: . ";` ..° - _ Sheathing Lap w/(10)0131"x2.5"nails each side Shear Value 0.131"x2.5" nails= 60 x 1.15 Cd x 10 nails =690 lbs " 03/30/1 JOB PRE-32282 SHEET NO 37 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required 03/30/17 JOB PRE-32282 SHEET NO 38 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Roof Truss to Wall Stud - Simpson Strong-Tie MTS18 (6)0.1481nxl Sin nails each Connection 299 plf end Sheet 5 @16inoc O • L M C O v O C C ' O 03/30/17 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-32282 SHEET NO 38A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap floor line-A 222 plf 6 in o.C. rim foist min 3" 1st Story Wall line_B 366 plf 5 in o.c- Stud to Floor 0 1131n x tin nails Sheet 6 N Band Connection CUse 2 rows of fasteners along bottom edge of panel line-2 419 plf 4 in o.c. C C O V 7/16"OSB/PLY overlap sill line_A 222 plf 4 in o c « plate 1 5" line_B 366 plf 3 in D.C. Floor Band to Sill 0 1131n x 21n nails Sheet 7 Plate Connection Use 1 row of fasteners along bottom edge of panel 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. :;, ,� 03/30/17 JOB PRE-32282 SHEET NO 38B OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Roof to Wall Stud Connection 95 plf Simpson Strong-Tie LSTA12 (10)0 148"x2 5"nails Sheet 11 (5 each end of strap) @ 48 in o.c 03/30/17 L O ' N O O r L) d C C O V , CL D 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-32282 SHEET NO 38C OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference m c� L U .xt� `.� .r �•t Sj api+�y _� t 03/30/17 - 1st Story Wall Stud to Floor 35p If Simpson Strong-Tie LSTA12 (10)0 148"x2 5"nails 11B Girder Connection (5 each end of strap) @48inoc Floor Girder to Foundation 35If Fasten on-site for listed IIB Connection p load 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-32282 SHEET NO 39 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary (con'd) Location Force Exterior Panel Interior Panel Reference 03/30/17 1st Story Wall-line-I 7/16"OSB w/0.113"x2"nails @ 284 plf 3"o c.panel edge& 12"o.c.field Sheet 18 nailing(exterior) 4) Perforated M U) 1st Story Wall-line-2 7/16"OSB w/0.113"x2"nails @ 297 plf 3"ox.panel edge&12"o.c.field Sheet 18 Perforated nailing(exterior) 1st Story Wall-line-A 7/16"OSB w/0.113"x2"nails @ 102 plf 6"o.c.panel edge& 12"o.c.field Sheet 18 Perforated nailing(exterior) 1st Story Wall-line—B 7/16"OSB w/0.113"x2"nails @ 188 plf 3"o.c.panel edge& 12"o.c.field Sheet 18 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. JOB PRE-32282 SHEET NO 40 OE 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary(con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered of 0.131"x3" Nails at 7 in o.c. Location Force Connection Fasteners Required Reference ,Y, C ,s " :�� 03/30/17 w , v V y - _ 1 st Story Module to Foundation-line— Simpson Strong-Tie 1 1/2 in min concrete cover and .L 2481 Ib STHD14RJ (30) 16d sinkers, locate 1 51n Sheet 21 from corner > 1 st Story Module to Foundation-line_2 1/2 in min concrete cover and 2812 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1 51n Sheet 21 =' STHD14RJ from corner 1st Story Module to Foundation-line_A Dead Load of Structure is r OK Sufficient to'Resist 0 Sheet 21 Overturning Load 1 st Story Module to Foundation-line-13 Simpson Strong-Tie 1/2 in min concrete cover and 1041 Ib STHD14RJ (30) 16d sinkers, locate 1.51n Sheet 21 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-32282 SHEET NO 41 OF 44 CALCULATED BY DB DATE 3/1/2017 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 112 Ib 2 23 0 131"x 3 0"Nails in End- Top Plate to Studs&Bottom 112 Ib Grain NA 23A Plate to Studs 2 per stud 0 131"x 3.0"Nails Bottom Plate to Floor 84 plf NA 23A 16 inoc. N c O V d ° it 2 03/30/17 0.131"x 3"toenails 1st Story to Sill Plate 375 plf @ 3 in OC N/A 25 Connection-line—2 0.131"x 3"toenails 1 st Story to Sill Plate 146 plf @ 6 in OC N/A 25 Connection-line—A&line—B Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted JOB PRE-32282 SHEET NO 42 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary(con'd) Location Force Connection Fasteners_Required Reference Truss Bottom Chord or Ceiling 238If 0 131"x 3.0"Nails toed 23B Joist to,Endwall Top Plate p @5inOC N C O � yr' ~tea�'a«.1''' .:•ttys -µ'<.�; V ;�,x,�. a •`}4°>,'� .>'�}'aha A•r f,� �y '''� �'ae 03/30/17 Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x3"& 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-32282 4'•.;.� �.°� �, Ott.,�i;�'°_�°�:�� A,m SHEET NO 43 OF 44 gY V ,t t`a e CALCULATED BY DB DATE 3/1/201.7 CHECKED BY DATE Design Summary(cori'.d}., Locati h c ` hpp thing Connection Reference \ MAIN ROOF: 0:113"x2"nails at 6"o.c panel f:�) edge nailing and 12"o.c.field Roof Sheathing - 7/16" OSB (Unblocked) nailing Sheet 29 Shear OVERHANGS: 6 in o.c. edge&field :E +- 0 113"x2"nails at Q Wall Sheathing 41 plf N7/16" OSB 6"o.c. panel edge nailing and Sheet 33 Non Shear Wall Suction 12"o c field nailing 157 plf 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 N , C „ , 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (3) Ridge Connection 7' 0 131"x3.0" nails toed Sheet 36 d C Collar Tie Connection Per Truss Print Sheet 36 O 0 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end &(3) CD Flip Connection 6&8 0.131"x3.0" nails toed Sheet 36 co N O OO co Kneewall Connection"15&17" LTS12 Sheet 36 U H 3 Mateline Connection"16" Sheathing Lap w/(10)0.131"x2.5"nails each side Sheet 36 H Location Force Connection Fasteners Required Reference N C , O V 375 plf sliding 2"square washer w/1/2"Anchor = Sill Plate to FoundationBolt(Assume 1/16"oversized hole) @ 24 in OC 27A C Connection-line-2 and O 297 plf uplift 1/8in thick min.washer required V O 146 plf sliding 2"square washer w/1/2"Anchor C Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 48 in OC 27B Connection-line-A and C 222 plf uplift 1/8in thick min washer required 146 plf sliding 2"square washer w/1/2"Anchor LL Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 48 in OC 27C Connection-line_B 222-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-32282 SHEET NO 44 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary(con'd) Location Force Member Sizes Splice Conn. If Req. Reference 1st Floor Double 2x6 Top Plate-No Splices 6537 Ib Sheet 19 Endwalls 1 st Floor Double 2x6 Top Plate-With Stagger 2 rows of Splices& @ 8 in oc P 0 131"x 3 0"Nails 1482 Ib Sheet 19 Sidewalls N O 803/30/17 Minimum Lumber Grade and Species is SPF#3 Unless (Voted 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. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-32282 Garage SHEET NO 1 OF 44 David E. Billingsley, PE CALCULATED BY DB DATE 3/1/2017 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' 135mph'Exp'.0 or,less Building Description: xx• .tea Y� w 6 y� Residentia[ One-St'orjr'.> - Modular Wood Frame Construction Codes: '" , � " 03/30/17 NYS'2016 UniformrC,ode .. = ' ` :ASCE 7=10-.,? " Building Importance Category: Ij Seismic Criteria Seismic Design Category(SDC) Short period design spectral response acceleration (SDs) 'N;0:32t Seismic Importance Factor 1.00 Ultimate Wind Speed - Vult= 135:0 mph Exposure Load Case Factor= 0.6 -- Snow Load Ground Snow Load = ., 35;','psf Snow Importance Factor 1.00 JOB PRE-32282 Garage SHEET NO 2 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Criteria Cont. Floor Diaphragm Aspect Ratio Length of side (L1)(house width) Length of side (LZ)(house length) _ 32 ft. LZ& L, = 1.2 :1 < 3 :1 OK Max Mean Roof Height= 25', ft. Exposed Foundation Height= -• 1 ft Roof Framing Span (Horizontal Projection) = 13 ft. Roof Framing Spacing = '16 in o.c. Roof Overhang Length Roof Slope = 12 :12 Roof Diaphragm Aspect Ratio Length of side (LI)(width) = 26 ;ft. f I1v, 59 Length of side (LZ)(length) = 32 ft. 03/30/17 Roof/Ceiling Assembly Dead Load = 15 'psf Roof Framing Type = _Truss, ; Truss ID# _CC001054 Max Uplift at Marriage Wall 169, lbs per truss Max Uplift at Sidewalt Walt= 523 -lbs per truss JOB PRE-32282 Garage SHEET NO 3 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Criteria Cont. 1 st Story Loadbearing Wall Height Wall Stud Specifications = 2x6 SPF#3 Wall Stud Spacing = ;.16-,,in. o.c. Shearwall Segment Aspect Ratio 1st Story Shearwall Height= 8 ft. OSB- PLY GYP 1st Story Minimum Shearwall Length = H /3.5 = 2.29 ft. H/ 1.5 = 5.33 ft. 1st Story Wall Length Available for Full Height Sheathing Bline-1' 13.00 ft. Lline—A 17.25 'ft. Bline 2=22.00 ft. Lline B'--5.00 ft. 1st Story Maximum Unrestrained Opening Height Hline-11 ''36_ in. Hline A ' 66 'in. Hline-2'=" 84 in Hline—B,--84 in s 5�� 03/30/17 JOB PRE-32282 Garage SHEET NO. 4 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections Building Width = 26 ft. Roof Framing Spacing = 16 in. o c. Roof/Ceiling Assembly Dead Load = 15 psf Roof Span = 13 ft. Amount of load to be subtracted per Story= _ {[(Unit Width/2) x Floor/Roof Dead Load] +Wall Dead Load}x 0.6 _ { [(13.00 ft / 2) x ,'10 psf] + 60 plq x 0.6 = 75 plf 3 Sec Gust Wind Speed = 135 mph Vertical Design Wind Pressures See pages 13A thru 13C for pressure calcs. Windward Uplift Pressure = 21.47 psf Leeward Uplift Pressure= 21.47 psf Overhang Wind Uplift Pressure= 32.65 ;psf Roof to 1st Story Wall Connection Load = 392plf v°�M'< ,• :3§! Its,'":�i 03/30/17 1st Story Wall to Foundation Connection Load = 392 ,plf - 75 plf= 317 plf JOB PRE-32282 Garage SHEET NO 5 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd)_ Main Building'Connection Design Connections to transfer uplift loads from the roof assembly to foundation must maintain a continuous load path. Use structural connectors to provide the required connection. Alternate connection methods may be used, if they are satisfactorily proven to resist the calculated loads. Roof Truss to Wall Stud Connection Connector: Simpson Strong-Tie.MTS18 Fastener: (6)`0.148inx1.5in'nails„each end ' Allowable Load = 737 ,Ib Req'd Uplift Req'd Provided Load Spacing Spacing v ^392 plf -28 ` in. 16 in. 03/30/17 JOB PRE-32282 Garage SHEET NO 6 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) 1 st Story Wall Stud to Floor Band Connection Connector- 7/16"OSB/PLY overlap floor rim joist min.'3" Fastener: OA 13in x'• in,nails-,r; .,.;.. r;rt Must Use Nails in Higher than Seismic Zone C Lateral Value= 83 'lbs per fastener Use 2 rows of fasteners along bottom edge of panel -stagger spacing between rows Req'd Uplift Required Load Spacing line-A 317 ;plf 6 in. o.c.' line_B 317 Of 6 in o.c. line_1 298 plf 6 in. o.c. #'F j , 2.i�.'F•.`��b� ry p5 �tirt Ki X�3.' �'~ " ,a , ted 03/30/17 JOB PRE-32282 Garage SHEET NO 7' OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) Design 1st Story Module to Sill Plate Connection- Assume Typical 1 st Story Module to Sill Plate Connection made with Connector: ,7116"OSB/PLY overlap sill,plat1 e- '5"- Fastener: '0.113ir'k2ih nails'- ;4 " :Must Use Nails in Higher than ...r,. . ,.,. _. ...._ :r. Seismic Zone C Lateral Value= 83 lbs per fastener Use 1 row of fasteners along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing line_A 317 plf 3; 'in. o.c. line_B 317 plf 3 in. o.c. line—I 298 'plf 3 -in. o.c. 0,3 ; '_; 03/30/17 JOB PRE-32282 Garage SHEET NO 8 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Single Shear Staple Capacity w/min. 1" penetration "Other Dowel-Type Fasteners" D = = 0:063 ,in Diameter is = �0.438,-in Side member thickness Fyb = ;1'E+05,psi Dowel bending yield strength tm = °r:1:;f` in Main member penetration Rd = 2.2 Reduction Term-See Table 11.3.1 B Ss = k`s?SPF~.:�;; Side member species Re = 1 = Fem/Fes Ms = "-SPF:" Main member species Rt = 2.286 '= Im/Is SG ,_ '';16 Staple Gage Im = 1 in main member dowel bearing length CD = xT1.6 ;` Load Duration Factor Is = 0A38 ;in side member dowel bearing length Fem= `3350 ;psi main member dowel bearing strength Fes = 3315Q"psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple=2 Legs x Zmin Mode Shear Zstaple= 38.1 j lbs Im Zlm= D X Im x Fem X CD = 153.5 Ib Rd Is Zis= D x Is x Fes x CD = 67.2 'lb Rd I I Z11= kt x D x Is x Fes x CD = ; 51..6 Ib Y� Rd _ ,u 6 ' Y•'S&r. 3'� 6 t y(' '§q v p ' q HIM Zu1m= k2 x D x Im x Fem x CD _ - 54.2 Ib 4 (1+2Re)x Rd �°B ( ;. 03/30/17 .� Fem; Ills Zjjjs= k3 x D x Is x Fem x CD = 28.8 Jb (2+Re)x Rd IV Ziv= D2 x 2 x Fem x Fyb (1/2) _ ; 19.1 'Ib Rd 3x(1 + Re) Minimum Shear, Zmin= 19.1 Ib Notes: Kt = [Re+ (2Re2 X(1+Rt+Rt2))+ (Rt2X Re3)](v2)-[Re X(1+Rt)] = 0.8 (1+Re) K2 = -1 + (2 x(1+Re)) + ' 2F b x(1+2Re)x D2 (1/2) = 1.1 3Fem x Im2 K3 = -1 + (2 x(1+Re)) + 2F b X(2+Re)x D2 (v2) = 1.3 Re 317em X Is2 JOB PRE-32282 Garage SHEET NO 8A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Single Shear Staple Capacity w/Metal Side Member w/min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063 ,in Diameter is = �A'036.';in Side member thickness Fyb = '?1 E+05;psi Dowel bending yield strength tm = 1 in Main member penetration _ F. Rd = 2.2 Reduction Term-See Table 11.3.1 B Ss = -20GA Steel. Side member species Re = 0.054 -= Fem/Fes Ms = SP,F,. Main member species Rt = 27.78 = Im/Is Sc = X416' - Staple Gage in main member dowel bearing length CD = .6 Load Duration Factor Is = 0.036 in side member dowel bearing length Fem= " 3350,`i psi - main member dowel bearing strength Fes = X:61,850 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 lbs Im Zim= D X lm x Fem x CD = lb Rd Is Zjs= D x Is X Fes X CD = 1-02.0 Ib Rd pfgij,x . 11 II Zii= kt x D X Is x Fes X CD = 62.8 Ib �` @ ., w Rd Illm Z111m= k2 x D x Im x Fm x CD = 66.7 Ib (1+2Re)X Rd 03/30/17 Ills Zu�s= k3 x D x Is x Fem X Cp = ;. 31.8" Ib (2+Re)x Rd IV Ziv= D2 x 2 x Fern x Fyb (1/2) = 26.3 Ib_ Rd 3 X(1 +Re) Minimum Shear, Zmin = 26.3' Ib Notes: Kt = [Re+(2Re2 x(1+Rt+Rt2)) + (Rt2x Re3)1(1 z)-[Re x(1+Rt)] = 0.6 (1+Re) Kz = -1 + (2 x(1±Re))+ 2F b x(1+2R.)x D2 . (1/2) = 0:5 3Fem X I m 2 K3 = -1 + (?x(1+Re)) + 2F b x(2+Re)x D2 (U2) 11.8 Re 3Fem X Ise JOB PRE-32282 Garage SHEET NO 9 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap = '0.0598 in Strength of Steel = ..36 ksi Strength Reduction Factor= 0:6 Width of Steel Strap = 1,.5 in Thickness of fastener= 0.1310'in Capacity of Strap =Thicknes x(Width of Strap-Width of fastener)x Strength of Steel x Strength Reduction Factor= Capacity of Strap =! 1768- Ib 0.131"x2.5" Nail Capacity Shear Z= 83 .Ib NDS Table 11 P Load Duration Factor= 1:6., for wind Adjusted Fastener Capacity= 132.8 Ib Required Quantity of Fasteners to achieve max capacity of strap= QTY= 14 nails each end of each strap _ 'fir •`,�°• ,;, /30/17 zct x �r pi n; l JOB PRE-32282 Garage SHEET NO 9A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE 20GA Strap Capacity Thickness of Strap= :0,:0359 in Strength of Steel Strength Reduction Factor Width of Steel Strap= Y:1.25-7 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= 867.7 Ib 0.131"x2.5" Nail Capacity Shear Z= 81,•'ti"Ib NDS Table 11 P Load Duration Factor= 1:6,'Jor wind Adjusted Fastener Capacity= 129.6. Ib Required Quantity of Fasteners to achieve max capacity of strap= QTY= 7 nails each end of each strap 03/30/17 JOB PRE-32282 Garage, SHEET NO 10 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE No MateWall Uplift Connections Required -All Uplift Resisted at Sidewalls '''" "° 03/30/17 JOB PRE-32282 Garage SHEET NO 11 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE No Matewall Uplift Connections Required -All Uplift Resisted at Sidewalls 03/30/17 JOB PRE-32282 Garage SHEET NO 12 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) Check Tensile Strength of Studs to Transfer Uplift Loads 2x6 SPF#3 Nominal Tensile Stress Ft= 250 psi ANSI /AF&PA NDS Table 4A Load Duration Factor CD = 1.6 ANSI /AF&PA NDS Table 2.3.2 Size Factor CF= 1.3 ANSI /AF&PA NDS Table 4A Allowable Tensile Stress Ft = Ft CD CF=; 520 'psi ANSI /AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 int Allowable Tensile Load Pt = Ft A= 4290 Ib > 523 lb OK -'✓" six"°�, , ` ye,%�*•'Sai Lx `.1�f1 '�.xy�r'> Eg,. Sf 03/30/17 JOB PRE-32282 Garage SHEET NO 12A OF 44 CALCULATED BY D13 DATE 3/1/2017 CHECKED BY DATE Sliding Connections Capacities c , Design 1st Story Module to Sill Plate Connection Y u. Assume Typical Connection made with 0.131"x 3"toenails.^ ' Specific Gravity of Member G= 0.42 �� E: 03/30/17 Thickness of Member is= 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 Ib ANSI /AF&PA NDS Table 11 N Load Duration Factor CD= 1:6 ANSI/AF&PA NDS Table 2.3 2 Toe-Nail Factor Cts = 083 ANSI/AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Cts = 109 Ib ANSI /AF&PA NDS Table 10.3.1 0.131"x:3"toenails. 2"o c. nails = 109 Ib x 12 in/ft/ 2 in o.c = 653 plf 3" D.C. nails = 109 Ib x 12 in/ft/ 3 in o.c = 435 plf 4" D.C. nails = 109 Ib x 12 in/ft/ 4 in o.c = 326 plf 5"o.c. nails = 109 db x 12 in/ft/ 5 in o.c = _ 261 plf 6"o.c. nails = 109 ;Ib x 12 in/ft/ 6 in o.c = 217 plf °0.131"x 3" Nails = - Z' = ZCD = 131 Ib 2 rows of 0.131"x3" nails at 4"o.c. = 131 .lb x 12 in/fi/ 4 in ox x 2 = 787 plf 2 rows of 0.131"x3" nails at 5"o.c. = 131 11b x 12 in/fl/ 5 in ox x 2 = " 629 plf 2 rows of 0.131"x3" nails at 6"o.c. = 131 i Ib ' x 12 in/f1/ 6 in o.c x 2 = 524 ;plf 2 rows of 0.131"x3" nails at 7"o.c. = 131 lb x 12 in/fi/ 7 in ox x 2 = 449. -plf 2 rows of 0.131"x3" nails at 8"o.c. = 131 ;Ib x 12 in/fl/ 8 in o.c x 2 = 393 plf 3 rows of 0.131"x3" nails at 4"o.c. = 131 Ib x 12 in/ft/ 4 in o.c x 3 = 1180 'plf 3 rows of 0.131"x3" nails at 5"o.c. = 131 ;Ib x 12 in/fi/ 5 in ox x 3 = 944 plf 3 rows of 0.131"x3" nails at 6"o.c. = 131 11b x 12 in/ft/ 6 in ox x 3 = 787 =plf 3 rows of 0.131"x3" nails at 7"o.c. = 131 Ib x 12 in/ft/ 7 in o.c x 3 = 674 'plf 3 rows of 0.131"x3" nails at 8"o.c. = 131 ,Ib x 12 in/fi/ 8 in o.c x 3 = 590 Of JOB PRE-32282 Garage SHEET NO 13 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -MWFRS Roof Pitch = 12:12 Roof Height= _ 14 ft -Roof Span = `13 ft. 3 Sec Gust Wind Speed = 135 mph Wind Exposure= C Max Wall Height= 8 ft Wind Importance Factor= ; End Zone Length = 6,00' ft Building Length = 32 ft Floor/Ceiling Depth = :k18,,, ft Horizontal Design Wind Pressures Wall Pressure Perp to Ridge= 22.81 psf See Page 13A& 13B for pressure calcs. Roof Pressure Perp to Ridge= 15.43 .psf Wall Pressure Parallel to Ridge= 22.81 psf Roof Pressure Parallel to Ridge= 21.47 •psf Pf� �Rpm"' i € s ''' �`;•.§�; r ESQ" € Y�9•' Y•k K�.,t �Ig. l 03/30/17 a„ Perpendicular to Ridge Roof Diaphragm Load _ (Roof Hor. Press. Perp. x Roof Height) + (Wall Hor. Press. Perp. x Wall Height/2) Roof Diaphragm Load = 307 plf Floor-Diaphragm Load [Wall Hor. Press. Perp. x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load = 224 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 = 242 ' plf Floor Diaphragm Load [Wall Hor. Press. Par. x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load - 224 ` plf JOB PRE-32282 Garage SHEET NO 13A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -MWFRS Roof Pitch = 12:12 Roof Height= 14 'ft Roof Span = - 13 ft. 3 Sec Gust Wind Speed, V= 135 'mph Wind Exposure= C Max Wall Height= 8 ft Wind'Imp. Factor, I = End Zone Length = 6.00 ft Building Length, L = 32' ft Floor/Ceiling Depth = 1.8 =ft Mean Roof Height, h = 25 'ft Building Width, B = 26 ft qz= 0.00256KzKztKdV21LC Load Case Factor, LC= 0.6 KZ= ;'; 0.94, = 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. wv. qZ= 22.37 psf P = gGCp-q,(GCp,) �ttty z. It G = 0.85 for rigid structures `' , Perpendicular to the Ridge V ' 03/30/17 CPWW= 0.8 Windward Wall Exterior Pressure Coefficient Cplw= -0.4 Leeward Wall Exterior Pressure Coefficient CPWr= 0.00 - Windward Roof Exterior Pressure Coefficient CpIr_ -0.60 70.6 Leeward Roof Exterior Pressure Coefficient Parallel to the Ridge CPWW= ; 0.8 Windward Wall Exterior Pressure Coefficient CPiW= =0.4- Leeward Wall Exterior Pressure Coefficient CPWr= -0.92 -0.18,.i Windward Roof Exterior Pressure Coefficient CpIr_ -0.92 -0.18 Leeward Roof Exterior Pressure Coefficient GCP,_ _ 0.18 -0.18', JOB PRE-32282 Garage SHEET NO 13B OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -MWFRS Roof Pitch = 12:12 Roof Height= I 14 ft Roof Span = 13 ft. 3 Sec Gust Wind Speed, V= •135 mph Wind Exposure= C Max Wall Height= 8 ft Wind Imp. Factor;I = End Zone Length = 6.00 -ft Building Length, L= 32 ft Floor/Ceiling Depth = 1.8,_tft Mean Roof Height, h = 25 ft t Building Width, B= 26 ft Load Case Factor LC= 0.6 qZ= 22.37 psf G = 0.85 for rigid structures p= gGCp-q,(GCp,) n MWFRS-Wind Perpendicular to Ridge 03 0/1 Walls Windward P = ( 22.37 psf x 0.85 x 0.8 ) - 22.37 psf x 0.18 ) = 11.2 psf P = ( 22.37 psf x 0.85 x 0.8 ) - 22.37 psf x -0.18 ) = 19.2 psf Leeward - p = ( 22.37 psf x 0.85 x -0.4 )- 22.37 psf x 0.18 ) _ -11;,6 psf P = ( 22.37 psf x 0.85 x -0.4 ) - 22.37 psf x -0.18 ) _ -3.6 psf Roof Windward P= ( 22.37 psf x 0.85 x 0.00 ) - 22.37 psf x 0.18 ) _ -4.0 psf P= ( 22.37 psf x 0.85 x 0 ) - 22.37 psf x -018 ) = 40 psf Leeward P = ( 22.37 psf x 0.85 x -0.60 )- 22.37 psf x 0.18 ) _ -15.4 psf P = ( 22.37 psf x 0.85 x -0.60 )- 22.37 psf x -0.18 ) _ -7.4 psf Overhang Pressure p = gGCpwindwardroof+gGCpwindwardwall P= ( 22.37 psf x 0.85 x 0.80 ) -( 22.37 psf x 0.85 x 0.00 ) = 15.2 psf JOB PRE-32282 Garage- SHEET NO 13C OF 44r, CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -MWFRS Roof Pitch = 12:12 ' Roof Height= 14 ft Roof Span 3 Sec Gust Wind Speed, V= 135 mph Wind Exposure= C Wind Exposure Adjustment Factor= Max Wall Height= , 8 ft Wind Imp. Factor, I = End Zone Length = 6.00 ft Building Length, L = 32 ..ft :~`= Floor/Ceiling Depth = 1.8 ft Mean Roof Height, h = 25 ft Building Width, B = 26 ft Load Case Factor, LC = 0.6 '• qZ= 22.37 ;psf G = 0.85 for rigid structures- p = gGCp-q,(GCp,) ' acFt MWFRS-Wind Parallel to Ridge 4s 0330/1 Walls Windward P = ( 22.37 psf x 0.85 x 0.8 ) - 22.37 psf x 0.18 ) = 11.2 psf P = ( 22 37 psf x 085 x 0:8 )- 22.37 psf x -018 ) = 19 2 psf Leeward P = ( 22.37 psf x 0.85 x -0.4 ) - 22.37 psf x 0.18 ) _ -11.6 psf P = ( 22 37 psf x 0.85 x -04 ) - 22.37 psf x -018 ) _ -3 6 psf Roof Windward P = ( 22 37 psf x 085 x -0.92 ) - 22.37 psf x 0.18 ) _ -21.5 psf P= ( - 22.37 psf x 0.85 x -092 )- 22.37 psf x -0.18 ) _ -13.4 psf Leeward P = ( 22.37 psf x 0.85 x -0.92 ) - 22.37 psf x 0.18 ) _ -21.5 psf P = ( 22.37 psf x 085 x -092 ) - 22.37 psf x -0.18 ) _ -13 4 psf Overhang Pressure P= gGCpwindwardroof+ gGCpwmdwardwall P = ( 22.37 psf x 0.85 x 0.80 ) - ( 22.37 psf x 0.85 x -0.92 ) = 32.7 psf JOB PRE-32282 Garage SHEET NO. 13D OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -C&C Roof Pitch = 12:12 Roof Height= 14 'ft Roof Span = 13 ft. 3 Sec Gust Wind Speed, V= 135 mph Wind Exposure= C Max Wall Height= 8 ft Wind Imp. Factor, I = End Zone Length = -6.00-' ft Building Length, L= 32 `ft Floor/Ceiling Depth = 1:8 ft Mean Roof Height, h = 25 ft Building Width, B= 26 ;ft qz= 0.00256KzKztKdV21LC Load Case Factor, LC= 0.6 K, .94 "° Per Table 30 3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2. ) Kt 1 Kd= , 0.85 . Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05-1,,,, qZ= 22.37 ,psf 03/30/17 p = gGCp-q,(GCp,) ; G = 0.85 for rigid structures Walls Per Figure 30.6-1 7-10 and per Figure 6-17 7-05 Cp4+= 1--1-00-- Zone 4 Positive Cp4_= .-1-10 ; Zone 4 Negative CP5+_ + '1.00 Zone 5 Positive Cps__ _ -1.39 : Zone 5 Negative Roof Per Figure 30.4-2A,B&C 7-10 and per Figure 6-11 B,C&D 7-05 Cpj+= 0.87 . Zone 1 Positive Cploh+= 0.87 Zone 1 OH Positive Cpl_= f -0.94 Zone 1 Negative Cp1oh__ -0'.94 Zone 1 OH Negative CPZ+= 0.87 Zone 2 Positive Cp2oh+= 0.87 Zone 2 OH Positive Cpz__ > -1.14 Zone 2 Negative Cpzoh__ -1:94 Zone 2 OH Negative CP3+= 0.87. Zone 3 Positive Cp3oh+= 0.87 Zone 3 OH Positive CP3__ -1,14 Zone 3 Negative Cp3oh__ -1.94 Zone 3 OH Negative GCP,= 0.18 -0.18 JOB PRE-32282 Garage SHEET NO 13E OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -C&C Roof Pitch = 12:12 Roof Height= 14 ft Roof Span = 13 ft. 3 Sec Gust Wind Speed, V= 135 mph Wind Exposure= -C Max Wall Height= 8 ft Wind Imp. Factor, I = _ End Zone Length 6.00 ft Building Length, L = 32 ft "` Floor/Ceiling Depth = 1.8 ft Mean Roof Height, h = 25 ' `ft Building Width, B = 26 fts;°�`" Y K`. `>5 < "'a Load Case Factor, LC = 0.6 - ! qZ= 22.37 psf G = 0.85 for rigid strucfiare 8s .s 3 b s 4 a• � Walls03/3 /17 Zone 4 P = ( 22.37 psf x 0.85 x 1.00 ) - 22.37 psf x 0.18 ) = 149 psf P = ( 22.37 psf x 0.85 x 1.00 ) - 22.37 psf x -0.18 ) = 22.9 psf P = ( 22.37 psf x 0.85 x -1.10 ) - 22.37 psf x 0.18 ) _ -24.8 psf P = ( 22.37 psf x 0.85 x -1.10 ) - 22.37 psf x -0.18 ) _ -16.8 psf Zone 5 P = ( 22.37 psf x 0.85 x 1.00 ) - 2237 psf x 0.18 ) = 14.9 psf P = ( 22.37 psf x 085 x 1.00 )- 2237 psf x -018 ) = 22.9 psf P = ( 22.37 psf x 085 x -1 39 ) - 22.37 psf x 0.18 ) _ -30.5 psf P = ( 2237 psf x 0.85 x -1.39 ) - 22.37 psf x -0.18 ) _ -22.4 psf Roof Zone 1 P = ( 22.37 psf x 0.85 x 0.87 ) - 2237 psf x 0.18 ) = 12.5 psf P = ( 22.37 psf x 0.85 x 0.87 ) - 22.37 psf x -0.18 ) = 20.5 psf P = ( 22.37 psf x 0.85 x -0.94 )- 2237 psf x 0.18 ) _ -21.8 psf P= ( 22.37 psf x 0.85 x -0.94 ) - 2237 psf x -0.18 ) _ -13.8 psf Zone 2 P = ( 22.37 psf x 085 x 087 )- 22.37 psf x 018 ) = 12.5 psf P = ( 22.37 psf x 085 x 087 )- 22.37 psf x -0.18 ) = 20.5 psf P = ( 22.37 psf x 085 x -1 14 ) - 22.37 psf x 0.18 ) _ -25.6 psf P = ( 22.37 psf x 085 x -1.14 )- 22.37 psf x -0.18 ) _ -17.6 psf Zone 3 P = ( 22.37 psf x 085 x 087 ) - 22.37 psf x 0.18 ) = 12.5 psf P = ( 22.37 psf x 0.85 x 0.87 ) - 22.37 psf x -0.18 ) = 20.5 psf P= ( 22.37 psf x 0.85 x -1.14 ) - 22.37 psf x 018 ) _ -25.6 psf p= ( 22.37 psf x 0.85 x -1.14 ) - 22.37 psf x -0.18 ) _ -17.6 psf JOB PRE-32282 Garage SHEET NO 13F OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -C&C Roof Pitch = 12;12 Roof Height= 14 ft Roof Span = 13 'ft. 3 Sec Gust Wind Speed, V= 135 mph Wind Exposure= C Max Wall Height= 8 ft Wind Imp. Factor, I = End Zone Length = 6.00 ,ft _ Building Length, L= 32 ft Floor/Ceiling Depth = 1.8 ft Mean Roof Height, h = 25 'ft Building Width, B = 26 ft Load Case Factor, LC = 0.6 qZ= 22.37 psf G = 0,85 for rigid structures p = gGCP-q£(GCp,) r3 ' t 03/30/17 Roof OH Zone 1 OR - p = ( 2237 psf x 0.85 x 0.87 ) - 22.37 psf x 0.18 ) = 12 5 psf P= ( 22,37 psf x 0.85 x 0.87 ) - 2-237 psf x -0.18 ) = 20.5 psf P = ( 22,37 psf x 0.85 x -094 )- 2237 psf x 0.18 ) _ -21.8 psf P = ( 2237 psf x 085 x -0.94 ) - 22.37, psf x -0.18 ) _ -13.8 psf Zone 2 OH P ={ 2237 psf x 0.85 x 0.87 ) - 22.37 psf x 0.18 ) = 12.5 psf P = ( 22.37 psf x 0.85 x 0.87 )- 22.37 psf x -0.18 ) = 20.5 psf P = ( 22,37 psf x 0.85 x -1.94 ) - 22.37 psf x 018 ) _ -40.8 psf P= ( 22,37 psf x 0.85 -x -1.94 ) - 22.37 psf x -0.18 ) _ -32.8 psf Zone 3 OH P = ( 22.37 psf x _ 0.85 x . 0.87 ) - 22.37 psf x 0.18 ) = 12.5 psf P= ( 22.37 psf x 0 85- x 0.87 ) - 22.37 psf x- -0.18 ) = 20.5 psf P = ( 22.37 psf x 0.85 x -1.94 ) - 2237 psf x 0.18 ) _ -40.8 psf p = ( 22.37 psf x 0.85 x -1.94 ) - 2237 psf x -018 ) _ -32.8 psf JOB PRE-32282 Garage SHEET NO 14 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -Wind (cont'd) Reference Sheet 13 for wroof&wfloor calculations Total Shear Capacity Requirements J Wind Perpendicular to Ridge Wind Parallel to Ridge wroof = 307 !plf wroof = 242 plf wfloor= 224 plf Wfloor= 224 plf L= 32 ft. B = 26 ft. Vroof—wroof x L=i 9834 Ib Vroof=wroof x B = 6280 `Ib Vfloor—wfloor X L = 7155 Ib Vfloor= /floor x B = 5813 Ib Shear Tranfer Connection Capacity Requirements vroof=Vroof/2/ B = 189 plf vroof=Vroof/2/L= 98 Of vfloor1 =Vroof+Vfloor1 /2/B = 327 plf vfloor1 =Vroof+Vfloor/2/L= 189 plf fR`z"•'�'`tea: 8 s�� �15� �2�':,, $, Y 4 c E 4 ' �,° 03/30/17 JOB PRE-32282 Garage SHEET NO 15 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections-Seismic(confd) Total Shear Capacity Requirements-Seismic Seismic Design Category= B Weights Factors: Wroof= 13312�Ib R= 6.5 Table 12.14-1 Wswall= 3840 Ib Fa= 1.4 Section 12.14.8.1 Wewall= 3120 ,lb F= 1 Section 12.14.8.1 Wgable= 1560 Ib SDS= 0.32 Secction 11.4.1 Wfloor= 8320 Ib 1 = 1.00 Seismic Importance Factor Wtota1= 30152 Ib Seismic Base Shear,V: Section 12.14 8.1 s' M, e 3 S V= F x SDS x Wtotal x I = 1484 Ib r : 02130/17 Vertical Distribution, Fx. Section 12.14.8.2 FX = wX x V Wtotat Fx.roof= 655 Ib Floor Diaphragm Load= 1484 Ib Fx floor1 = ' 1484 Ib Diaphragm Unit Shear Capacity Requirements B= 26 ft. L= 32 ft. Perpendicular to Ridge Wind Parallel to Ridge vroof= Fx.roof/2/B= 13 plf vroof= Fx.roof/2/L= 10 Of 1 st floor down from roof vfloor1 =Fx.floor1 /2/B= 29 Of vfloor1 = Fx.floor1 /2/L= -23 plf JOB PRE-32282 Garage SHEET NO 16 OF 44 CALCULATED BY DB DATE 3/1/2017 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 Walf Wall Length Available for Full Height Sheathing Bline_1: 13.00 ft. %line_1= 50 Bline 2' 22.00 ft. %line 2 = 85 Shearwall Unit Shear Capacity Vwall line 1=Vroof/2 Bline 1 Vwall line-1= ^m Q 0 0 7376 Ib /(2 X 13.00 ,ft.) Vwall line 1= 284 'plf Wind Controls Vwall line 2 =Vroof/2 Bline 2 Vwall line_2 = 0 - 0 -0 9834 Ib /(2x 22.00-ft.) Vwall line—2 = 224 ,plf Wind Controls Shear Parallel to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Lline_A, 17.25 ft. %line f, , 54 Lline B; 5.00 ft. %line E -16 Shearwall Unit Shear Capacity Vwall line A=Vroof/2 Bline A Vwall line_A= 0 0 05652 Ib /(2 X 17.25 ft.) Vwall line—A= 164 plf Wind Controls Vwall line—B =Vroof/2 Bline B Vwall line_B = s 0 0 0 5652^ Ib /(2 X 5.00_ ft.) Vwall line—B = 565 !plf ,Wind Controls 03/30/17 JOB PRE-32282 Garage SHEET NO 17 OF 44 CALCULATED BY DE; DATE 3/1/2017 CHECKED BY DATE Shear Connections (cont'd) 903/30/17 Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 1 50 %line-2 85 Wind Parallel to Ridge %line / 54 %line_E 16 <25%, must use Segmented Shearwall Design Maximum Unrestrained Opening Height 1 st Story Wall Height- 8 ft Wind Perpendicular to Ridge- Wind Parallel to Ridge Hline 1 36 in. Hline A 66 in Hline 2 84 in. Hline E 84 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge - Wind Parallel to Ridge Fline_1: 0.95 Fline_A 0.67 Fline 2. 0.80 Fline B N/A JOB PRE-32282 Garage SHEET NO 18 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G= 0.42 1 st Story Wall- line-1 PERFORATED" 1. ' �1- I�x"" I. - - -11'- ,hailin ;,7/16 ;QSB.w/,.0:113-x2 nails @'4 o;c:pane 12.ao:c: fiehtl. g :. s Tabulated Value= }!"248$-''pif - , vs= 1.40 (Tab. Value) = 347 plf ... F2.... ...x ,.r.`t..., .c - ,ut--`,;,r `..,......r ,...r;. ...'•i... .v...:-,. .>..x ....'1.°n•.. 'a._J' .:`hs`: -.>-- ✓'... ". ...} 3 vs= °'.40` ``pif Shear Capacity of Shearwall Assembly Vs = 347 pIf + 0- plf = 347 plf > 284 plf OK 1 st Story Wall- line-2 PERFORATED' 7/16 OSB w/0.113 x2. nails @.4 o.c a panel edge&•12 o:c.-field riailirig(exterior);der ,x F; Tabulated Value= ""?48.Y;plf l6,�. vs= 1.40 (Tab. Value) = 347 plf Vs= .0 pif Shear Capacity of Shearwall Assembly VS = 347 'plf + , 0 plf = 347 ,plf > : 224 - plf `OK, 1st Story Wall -line A ;P,ERFORATED..- 7%16'"' uSB w%a0'1'13'•Ix2".nails @"4;'o¢c.-panel edge&,.12° o:c.field°nailing'•(exterior)'w; - r, Tabulated Value= `'248 if vs= 1.40 (Tab. Value) = 347 plf Vs plf Shear Capacity of Shearwall Assembly vs = 347 plf + 0 plf = ' - 347 plf > 164 plf `OK 1st Story Wall-line-13 SEGMENTED'° > ;7/16"„0SB w/'0 4113"x2"@,Z o.c.` pa'nel-edge,& 12'?,'o.c'.field,nailing (exterior)t-`dblatuds,0_,shtg Tabulated Value= 423;°,.plf vs— 1.40 (Tab. Value) — 592 'plf _ ¢p��•�'.�,.$b"` �• $%% }6>•...�; r" ,3• x'�.y'a.`�;;dam:'.':r;a`��•�;...2.. 'S6S F�'..}i�2 :,6,� _`.,��' �= .:ky�.7�.,'_,��:'b` - vs Yp §3sA ` zs' %g =Shear Capacity of"Shearwall Assembly vs = 592 pif + 0< plf = 592 :pif > " 565 plf OK t, 'FFFV...PJg/03/30/17 JOB PRE-32282 Garage SHEET NO 19 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force- Tensile-strength controls vs. compressive 2x6 SPF#3" . Sample Calculation Nominal Tensile Stress Ft= 250 psi ANSI /AF&PA NDS Table 4A/4F Load Duration Factor CD= ; . 1.6, ANSI /AF&PA NDS Table 2.3.2 Size Factor CF= 1.5 ANSI /AF&PA NDS Table 4A/4F Allowable Tensile Stress Ft = Ft CD CF=` 600 psi ANSI/AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 int Allowable Tensile Load Double 2x4-With Splices Pt = Ft A= 3150 Ib Double 2x4- No Splices 1-6300 Ib Double 2x6-With Splices Pt = Ft A= 4290 Ib Double 2x6- No Splices 8580 Ib Double 2x10-With Splices Pt = Ft A= 5550 <Ib Double 2x10 - No Splices 11,100 lb , Z= 131.2 'Ib ;u"0.131":x 3.0"nNails Minimum splice lap where splices are allowed = ;,`4:;.' ft 1 st Floor Endwalls T= , 4917 Ib Double"'2z6.Top Plate`=No Splices ,. ,« ..... ..." < ."... .,. .._ ... ._. Sidewalls T= F=1507 Ib Double 2x6 Top Plate-With Splices & Stagger 2 rows of 0.131"x 3 0" Nails @ 8 in o.c. ' •' ldM��x g 3''.' "Y'*`"fit. ,�., ti/F e3,^ .4N4, . .,))..t .+� r$f LLey 03/30/17 %a ,r JOB PRE-32282 Garage SHEET NO 20 OF 44 , CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shearwall Design (cont'd) Shear Capacity of Perforated Shearwall Assembly v=vs x Perforated Shearwall Capacity Adjustment Factor 1 st Story Wall 1 st Story Wall Height- ; 8 ft. Shear Perpendicular to Ridge vlme 1= 347 plf x 0.95 = . 330 pIf > 284 plf OK One 2; 347 Of .x 0.80" = 279_ plf > 224 plf OK Shear Parallel to Ridge ~ F vline A- 347 plf x 0.67 = 234 plf >" 164 plf OK Must Use Segmented Shearwall Design One_B 592 NG (dote: Perforated Capacity limited to 490pif for Seismic and 686plf for wind s " ' -° 03/30/17 JOB PRE-32282 Garage SHEET NO 21 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Reference Page 22 for Stud Capacitvf�Ek mpleµC7alculation. Overturning Connections Check Capacity of Dead Loads to Resist Overturning Loads Length of side (1-1)(house width) = 26 Length of side (1-2)(house length) = 32 ft. 03/30/1 Dead Load Resistance to Overturning -line_1& line-2 Dead Load Dead Load * (Length to Overturning @ Pivot Point/2 ) = 845 lbs *0.60 = 507 Return Wall Dead Load = 150 "0.60 = 0 Dead Load Resistance to Overturning - line_A& line_B Dead Load = 150 pif Dead Load *(Length to Overturning @ Pivot Point/2 ) _ 2400 lbs *0.60 = 1440 Return Wall Dead Load = 65 *0 60 = 0 Required Holddown Capacity T=v x h Segemented T=v x h/Co Perforated 1st Story Module to Foundation -line-1 PERFORATED Wind,Controls T' T 284 plf x - 8.0 -ft. / 0,95 = 2388 Ib + Ib - 507 lbs DL= 1881 Ib Connector: Simpson Strong-Tie STHD14RJ Fastener: w/ 1/2 in min concrete cover,and (30) 16d,sinkers,.locate 1.5in from corner,` ,Allowable Load 5345 Ib 1st Story Module to Foundation -line_2 PERFORATED Wind Controls T 224 plf x , 8.0 ft. / 0,804 = 2225 Ib + Ib - 507 lbs bL= 1718 Ib Connector Simpson Strong-Tie STHD14RJ Fastener:'w/ 1&in min;concrete cover and'(30)•"16d sinkers, iocate'l-.5in from-corner ' _ • - Allowable Load'5345 Ib 1st Story Module to Foundation - line_A PERFORATED Wind Controls T= 164 plf x 8.0 ft. / 0.674 = 1945 Ib + Ib - 1440 lbs DL= 505 Ib Connector:'Simpson'Strong-Tie STHD14RJ Fastener: w/- 1%2 in'min concrete cover and (30) 1,61d,sinkers, locate;1.5in from corner , ;Allowable'Load 5345 Ib 1st Story Module to Foundation -line_B SEGMENTED -Wind Controls T= 565 plf x 8.0, ft. / 1 = 4522 Ib + -lb = 0 lbs DL= 4522 'Ib Connector:-Simpson Strong-Tie STHDI4RJ` ,• a " Fastener: w/ .1/2 in'min.-concrete cover and (39),,l 6d sinkers,,locate 1.5in from corner Allowable Load 5345 Ib „ JOB PRE-32282 Garage SHEET NO 22 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE �'' ' .« •-_.est V( Overturning Overturning Connections (cont'd) p " 4 } Check Tensile Strength of Studs to-Transfer Overturning Loads-Sam'pl'e Calculation., - , (1) 2x6 SPF 93 A 03/30/17 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 = 1.0 ANSI /AF&PA NDS Table 4B Allowable Tensile Stress Ft = Ft CD CF=, 400 psi ANSI /AF&PA NDS Table 4 3.1 Net Area of Studs A= 8.25 int Allowable Tensile Load Pt = Ft A= 3300 Ib Built up Column Fastening Requirement Assume Typical Connection made with —0 131"Lx 3 0",N6ils,._ Specific Gravity of Member Stud Height= 8 ft G = 0.42 ' Thickness of Member is= '1.50 m. Lateral Capacity Z= 82 lbs ANSI /AF&PA NDS Table 11 N Load Duration Factor CD = 1.6 ANSI /AF&PA NDS Table 2.3.2 Allowable Lateral Capacity Z' = Z CD = 131 Ib ANSI/AF&PA NDS Table 10.3.1 Required Spacing for two rows staggered = (Capacity x #of rows) / (Stud Cap. / Stud Height) x (ft to in conversion) ( 131 lb x 2 _ ) / ( 3300 ,Ib / ._ 8 ft ) x ( 12 in / 1 ft ) _ 7 in o.c. JOB PRE-32282 Garage SHEET NO 23 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Slidinq Connections Roof Pitch = 12:12 Wall Height= -8 ft. Roof member spacing = 16 in o.c. 3 Sec Gust Wind Speed = 135 -mph Wind Exposure= C Load from wind on Wall Wall Horizontal Pressure= 22.81 psf See page 13 Wind Load = Wall Press x(Wall Height/2) Wind Load = 91.26 plf Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 3140 'Ib See pages 14 & 15 Length of Unit= 32 ft. Load along sidewall in diaphragm chord =sidewall diaphragm chord load/length of unit Load along sidewall in diaphragm chord = 98.13 :plf Req. Roof to Wall Load = Max(wind load, diaphragm chord load)x roof mem.spacing - Req. Roof to Wall Load = 130.8 Ib Roof to Wall Plate Connection Assume Typical Connection made with ,0.131"x 3":toeriail_s. k ;F Specific-Gravity of Member r G = 0.42 Thickness of Member 03/30/17 is= `` :I 50 in. Lateral Capacity of Nails Z= x t' 82;;,y lbs ANSI /AF&PA NDS Table 11 N Load Duration Factor CD= 1:6 ' ANSI /AF&PA NDS Table 2.3.2 Toe Nail Factor Ctn= 0 8i", ANSI /AF&PA NDS 11.5.4.2 Allowable Lateral Capacity of Nails Z' = Z CD Cts, = 109 Ib ANSI/AF&PA NDS Table 10.3 1 Required Roof to Wall Plate Connection Req'd, Nail Nails Load Capacity Req'd 131 Ib 109 3 Ib cap 2 per framing member JOB PRE-32282 Garage SHEET NO 23A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Assume Typical Connection made-with ; 1,3-1'!'�z 3:0","Nails,,in End=Grain` Specific Gravity of Member G = 0.42 Thickness of Member is= ',1'50,'`,in. Lateral Capacity Z= 82.0 lbs ANSI /AF&PA NDS Load Duration Factor CD = "1.6 ANSI/AF&PA NDS Table 2.3.2 End-Grain Nail Factor Cts_ 0.67 ANSI/AF&PA NDS 11.5.4.2 Allowable Lateral Capacity Z' = Z CD Ceg = 87.9 Ib ANSI /AF&PA NDS Table 10.3.1 Top Plate to Studs & Bottom Plate to Studs Req'd Nail Nails Load Capacity Req'd 122 Ib 88 'Ib cap 2 per framing member Bottom Plate to Floor Assume Typical Connection made withy. 0 1'31":z 3:0" Nails Allowable Lateral Capacity of Nails Z' = Z CD = 82 ;Ib x 1.6-,.1= 131 _Ib Req'd Stud Req'd Load Spacing = Load <, 122Ib / y., <16 _ in oc 91 If p i ✓' w,i g i'.Law r Nail Req'd Req'd > 'p r Capacity / Load = Spacing 03/30/17 131 Ib cap 91 plf 16 in o.c. JOB PRE-32282 Garage SHEET NO 23B OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Truss Bottom Chord or Ceiling Joist to Endwall Top Plate Assume Typical Connection made with 6.1"31"_,_k_10" Nails toed=" " Allowable Lateral Capacity of Nails Z' = Z CD Ctn, 82 Ib x 1,6 x 0.83 = 109 Ib Req'd Building Width Req'd Load Spacing = Load 4917 :Ib / 26 `i ft 189 4f Nail Req'd Req'd Capacity / Load = Spacing 109 'Ib cap 189 plf 6 in o.c. 03/30/17 JOB PRE-32282 Garage SHEET NO 24 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections(cont'd) Alternate Roof to Wall Plate Connection Connector. Simpson'Strong-Ti6'H10A,. Fastener: (9)0:148"-x 1 1/2" nails in-truss an.d,(9) 0.148"x 11/2" nails in.plate. Allowable Load = 285 Ib for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 91 _ plf ,37 in 32 in. v'. 03/30/17 JOB PRE-32282 Garage SHEET NO 25 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections (cont'd) Nt� Design 1st Story Module to Sill Plate ConnectionVN y � fill Assume Typical Connection made with .0.131',.x 3".toenals: ° � r -� xe< Specific Gravity of Member „ d G = 0.42 , �rX' ;' 4 " 03/30/17 Thickness of Member is= -1:50-- in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 Ib ANSI/AF&PA NDS Table 11 N Load Duration Factor CD = 1:6 ANSI/AF&PA NDS Table 2.3 2 Toe-Nail Factor Cts= 0.83 ANSI /AF&PA NDS 11.5.4 Allowable,Lateral Capacity of Nails in Single Shear Z' = Z CD Cts = 109 lb ANSI /AF&PA NDS Table 10.3.1 1st Story to Sill Plate Connection-line-1 v = Vfloor1 = 327 plf Ref. Sheet 14& 15' ` Connection: 0.131'-'x 3"`toeriails. @ 3 "o.c. 1st•Story to Sill Plate Connection - line—A v = Vfloor1 = 189- 'plf Ref. Sheet 14& 15 Connection: 6.131"xi Z"toenails.- i @ 6 O.C. JOB PRE-32282 Garage SHEET NO. 26 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Cont'd _ - - ...._ .., -ip��'Mfw)`>r;��•Pia ._ ..�, '03/30/17 1st Story to Sill Plate Connection -line 2 v = Vfloor1 = 697 "plf Connector: Simpson Strong-Tie"LTP4 or A35 ` - Fastener: (12)0.131in-z 1 1l2in nails: Allowable Load = 575' Ib Req'd Sliding Req'd Load Spacing 697 plf 9 in. 1 st Story to Sill Plate Connection --line B v = Vfloor1 567 ,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 567 Of 12 1 in. JOB PRE-32282 Garage SHEET NO 27 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Anchor Bolt Spacing.OK Sliding Connections (cont'd) Sill Plate to Foundation Connection -line-1 Connection: 1/2 i"dia. Anchor Bolts @ ` 11"24"°N 0.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 = hW0.55 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„ lb , Load Duration Factor �~ ANSI /AF&PA NDS Table 2.3.2 CD= 1.6 F b�Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain 3 `, ANSI /AF&PA NDS Table 10.3.1 Z' = Z„ CD= 1088 Ib I NI Vfloor1 = 327 E plf Ref. Sheet = 14& 15 03/30/17 Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing Load at anchor bolt= ? 327 Of x 24 " D.C. = 653 lb CSI = Load at anchor bolt/Z' CSI Shear=> CSI = -653 � Ib / _ 1088 db 0.60 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 317 ;plf See page 4 and 284 plf See page 18 Uniform Uplift Load = : 317 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 317 plf x 24 "o.c. Concentrated Uplift Load = 635 Ib Allowable Compression Stress Perpendicular to the Grain FcjL = 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 /4) (0.5+ 1/16)"2) = 3$/4 in Allowable Compression Load Perpendicular to the,Grain Pel = Fel AWasher= 565 psi x 3.751 in = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 635 Ib / 2120 Ib = 0.30 _ Total CSI = CSI shear+ CSI uplift= 0:60 + , 0.30 ,= 0.90 -OK, JOB PRE-32282 Garage SHEET NO 27A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection -line_2 Connection: 1/2 "dia.Anchor Bolts @ b... 16.`;;"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//_ :: 680 _`Ib Load Duration Factor ANSI /AF&PA NDS Table 2.3.2 CD ,`;Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 10.3.1 Z' = Z// CD= 1088 Ib Vfloor1 = 697 Of Ref. Sheet 14& 15- 14 5- 03/30/17 Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing Load at anchor bolt= 697 plf x "16- "o.c = 929 - Ib CSI = Load at anchor bolt/Z' CSI Shear=> CSI = 3 929 Ib / 1088 3 Ib 0.85 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 0 plf See page 4 and 224 plf See page 18 Uniform Uplift Load = 224 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 224 ;plf x 16 "'o.c. Concentrated Uplift Load = 1 298 Ib Allowable Compression Stress Perpendicular to the Grain Fc-L = r ,565> psi ANSI /AF&PA NDS Table 4B Try„. 2.”square washer w/ 1/2 n'"Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 22 -((Tr 1A) (0.5 + 1/16)^2) = 3 3/4 int Allowable Compression Load Perpendicular to the Grain Po-L = FcL Awasher= 565. .}psi x 3.751 int = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/P,perp = 298' Ib / . 2120 -lb = 0.14 Total CSI = CSI shear+ CSI uplift= 0.85 + , .0.14 = 0.99 OK JOB PRE-32282 Garage SHEET NO 27B OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Anchor Bolt Spacing OK Slidinq Connections (cont'd) Sill Plate to Foundation Connection -line_A Connection: 1/2 ;"dia. Anchor Bolts @ ,'4^y36 :j"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= v :680 ;,Ib 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 ANSI /AF&PA NDS Table 10.3.1 Z' = Z/1 CD= 1088 ;Ib _6-253 N �� Vfloor1 = 189 plf Ref. Sheet 14& 15 03/30/17 p g Load at anchor bolt= Vfloor1 x Anchor Bolt Spacing Load at anchor bolt= 189 plf x , 36 "o.c. = 567 Ib CSI = Load at anchor bolt/Z' CSI Shear=> CSI = 567 .Ib / 1088 Ib = 0.52 ' Check Compression Perpendicular to the Grain 1/8in thick rein. washer required ` Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable Uniform Uplift Load = Max of 317 plf See page 4 and 164- plf See page 18 Uniform Uplift Load = _ '317 ,plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 317 plf x 36 "o.c. Concentrated Uplift Load = 952 °Ib Allowable Compression"Stress Perpendicular to the Grain FAL = " '565 psi ANSI /AF&PA NDS Table 4B Try' 2 "square washer w/ 1!2'- "Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5 + 1/1,6)^2) = 3 3/4 int Allowable Compression Load Perpendicular to the Grain P.L = F.L Awasher= 565 « psi x 3.751':int = 2120 ;lb CSI Uplift=> CSI = Load at anchor bolt/Pcpwp = 952 Ib / 2120 Ib = 0.45 Total CSI = CSI shear+ CSI uplift= 01,152 , + 0.45 = 0:97 OK JOB PRE-32282 Garage SHEET NO 27C OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection -line_B Connection: 1/2 " dia. Anchor Bolts @ '-`12`, "0.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. 'A Specific Gravity of Sill Plate G = ',x.0:55-,' Thickness of Sill Plate is= `.. 1.50 `in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 11 E Z11_ '680 FM,:Ib Load Duration Factor -" .\ ANSI /AF&PA NDS Table 2.3.2 CD Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 10.3.1 Z' = Zi/ CD = 1088 Ib �'� 't�< ; "✓` Vfloorl = 567 Of Ref. Sheet 14& 154 .fry 4 03/30/17 Load at anchor bolt= Vfloorl x Anchor Bolt Spacing Load at anchor bolt= 567 Of x 12 "o.c. _ '567 'Ib CSI = Load at anchor bolt/Z' CSI Shear=> CSI = , 567 'Ib / 1088 ,Ib = 0.52 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 317 plf Seepage 4 and 0 .plf See page 18 Uniform Uplift Load = 317 pif Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = ` 317 plf x ; 12 o c. Concentrated Uplift Load = , 317 Ib Allowable Compression Stress Perpendicular to the Grain FL _ 565 !psi ANSI/AF&PA NDS Table 413 Try` 2 "square washer w/ ', 1/2 ;"Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 22 -((Tr/4) (0.5 + 1/16)"2) = 3 3/4 ,in Allowable Compression Load Perpendicular to the Grain Pc-L = F,-L Awasher= 565psi x 3.751 ;in = 2120 ' lb CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 317 'Ib / 2120 Ib = 0.15- 1 _ .. ... f_ •. ..... Total CSI = CSI shear+ CSI uplift= 0.52 + _ 0.15 = 0.67 OK JOB PRE-32282 Garage SHEET NO 28 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections - Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 135 mph " �. See pages 13D thru 13F for pressure calcs. w ,g . 03/30/17 Wind Importance Factor-= 1.00 ; Wind Exposure= C C&C Pressures Adjusted Interior Suction Pressure= 24.8 psf Zone 1 Adjusted Perimeter Suction Pressure= 25.6 'psf Zone 2 Adjusted Overhang Suction Pressure= 40.8 ;psf Zone 2 OH Adjusted Overhang Suction Pressure= 40.8 psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension = 26 ft. Z= 10% Minimum Building Dimension = 2.6 -ft. But not less than 3 ft. Roof Framing Spacing = 16 in. o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. O.C. 'Interior Zone= 25 psf x 1:33- ft. = 33_ pif Perimeter Edge Zone= 26 psf x 1.33 -ft. = `' 34 pif Overhang Zone= { 41 psf x 1.33 ft. = 54 pif JOB PRE-32282 Garage SHEET NO 29 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections (cont'd) - Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: %7/16','.`O8B,(L1nbl6cked). Fastening: -,0.113"x2"Y664s�at-`r ` „.: Y 6 ”o.c. panel edge fastening and 12 "o.c: field fastening Specific Gravity of Roof Framing G = 0.42 Diameter of Nails D= 0.113 in. Length of Nails L= 2.00 `in. Thickness of Sheathing t= 0.438 in. Nominal Nail Withdrawal Design Value ANSI/AF&PA NDS Table 11.2C W= 18 11b/in. Load Duration Factor ANSI /AF&PA NDS 2.3.2 CD= 1.6 Allowable Nail Withdrawal DesignValue ANSI /AF&PA NDS Table 11.2C W'=W CD= 29 !lb/in. Length of Nail Penetration LP= L-t= = 1.563 ;in. Withdrawal Capacity per Nail W' LP = 45 _Ib Required Suction Load Capacity Interior Zone= -33 Of Ref. Sheet 28 Perimeter Edge Zone= 34 plf Ref. Sheet 28 p Overhang Zone 54 If Ref. Sheet , 28 = Required Fastening Interior Zone= 12 "o.c Perimeter Edge Zone = 6 "o.c. Overhang Zone= �p as .. t �x of 3 03/30/17 JOB PRE-32282 Garage SHEET NO 30 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vroof= 9834 ` Ib B= ! 26 ft. vroof=: 189 'plf Shear Capacity for Diaphragm Assembly Framing Species,Specific Gravity G = 0.42 Roof Sheathing: '7/16" OSB(Unblocked), Fastening: '0.113"x2" nails at '6"" o.c. panel edge nailing and 1,2," o.c. field nailing Tabulated Value= 161 plf vs = 1.4 (Tab. Value) See Supplement Table 2C Footnote 1 225.4 plf > 189 ;plf OK< , x :s � 03/30/17 JOB PRE-32282 Garage SHEET NO 31 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathinq Connections (cont'd) Garage Slab Floor -YQ k,T ,_ t �' '03/30/17 JOB PRE-32282 Garage SHEET NO. 32 OF- 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads „LL:xi 3 Sec Gust Wind Speed = 135 mphy 03/30/17 See pages 13D thru 13F for pressure calcs. Wind Importance Factor= Wind Exposure= C Adjusted Interior Suction Pressure (Zone 4) = 24.8 psf Adjusted Perimeter Suction Pressure (Zone 5) = 30.5 'psf Perimeter Edge Zone Width Minimum Building Dimension = _,26 _ ft. Z= 10% Minimum Building Dimension = 2.6 ft. But not less than 3 ft Wall Framing Spacing = 16 in. D.C. Roof Unit Suction Load from Wind Framing Spacing in ft o.c Interior Zone= 25 psf x , 1.33 'ft oc = 33 plf Edge-Zone= 30 psf x 1.33 ft oc. = 41 plf JOB PRE-32282 Garage SHEET NO 33 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections (cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: 7/1-6";OSB Fastening 0 113"x2"nails at 6 "o c panel edge nailing and 12 " o.c. field nailing Specific Gravity of Wall Framing G = 0.42 Diameter of Nails D= 0.1'13 ; in. Length of Nails L = 2.00 in. Thickness of Sheathing t= 0.438 .in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= 18 Ib/in. Load Duration Factor ANSI /AF&PA NDS 2.3.2 CD = 1.6 Allowable Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W' =W CD= 29 Ib/in. Length of Nail Penetration Lp= L-t= 1.563 in Withdrawal Capacity per Nail W' LP = 45 Ib Required Suction Load Capacity Interior Zone= 33 'plf Perimeter Edge Zone = 41 plf Required Fastening Interior Zone= 12 O.C. Perimeter Edge Zone= 6 " O.C. 03/30/17 JOB PRE-32282 Garage SHEET NO 34 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required Ij j ag Ta✓ ..° ,> 03/30/17 JOB PRE-32282 Garage SHEET NO 35 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Gable Overhang per Manual r� 803/30/17 JOB PRE-32282 Garage SHEET NO. 36 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE _ Truss Field Connections Reference attached truss print Required Field Joint Connections-Compression(lb)/Tensions(Ib)/Shear(lb)/Moment(lb) Truss Number: CC001054- Ridge Connection "7" ;1.41 -x / °181 / 5183::. / '�"`"0 Use.?1 strap w%(7)j0.131x2 5"_Waifs_each'end`&(3)'0'1 31",x3.0"Fnails`.toed�,', Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x .83 Ctn x 3 nails=234 lbs Collar Tie Connection"5&9" M5002 / : 737 / ,%'43 Use: (8)`:0..1-3.1';x3".nails _ N. . , . Lateral Value 0.131"x3" nails= 82 x 1.15 Cd x 8 nails= 754 lbs •s Y' 4 Flip Connection "6&8" ;' =314 ^ / "171... /°4183 / Y„7 y 0-l'. 1. i T K Use:,.1.,1/4".x 20 ga`steel`strap',w/(7)~0:131x2.5":nails each end &(3) 0131"x3:0 Lateral Value 0.131"x3.0"toe-nailed = 82 x 1 15 Cd x.83 Ctn x 3 nails=234 lbs Kneewall Connection "15&17" Y"423 ;E / ,!562_ / r,0 ': / "_ =,0 >` Use::LTS12 .,._y r+ ..t.,- __. ,:":'.Y,..ni,�(•�-t r a�xir.'_ •''v''n.. .._.v�_n. ,._. _..=_Y_ ., .._i:'Yi r .. 4fis"5. ,. "E+'S+n4`f.5 Mateline Connection 16" 2 ;339-u / _- .592'- ` / 0✓ -$ / 0= Use Lap w/;(10)0 131"!x2.5" n'ail_s each"sid Shear Value 0.131"x2.5" nails=60 x 1.15 Cd x 10 nails = 690 lbs,:: 'F; 03/30/17 JOB PRE-32282 Garage -SHEET NO 37 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required 6'Ali .>�; � 03/30/17 JOB PRE-32282 Garage SHEET NO 38 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Roof Truss to Wall Stud 392lf Simpson Strong-Tie MTS18 (6)0 1481nxl 5in nails each Sheet 5 Connection pend @16inoc N is 4) N ti L g ", • f ` @ V Vii• �•#�Y 3 F"Y N 0MUI 11 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-32282 Garage SHEET NO 38A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap floor line A 317 plf 6 in o.c. rim joist min 3" 1st Story Wall line_B 317 plf 6 in o.c. Stud to Floor 0.113in x 21n nails Sheet 6 N Band Connection line_1 298 plf 6 in o.c. 0 Use 2 rows of fasteners along bottom edge of panel v - C C O V 7/16"OSB/PLY overlap sill line—A 317 plf 3 in o.c. $ plate 15" line_B 317 plf 3 in o.c. Floor Band to Sill 0.113in x 2in nails Sheet 7 Plate Connection Use 1 row of fasteners along line-1 - 298 plf 3 in o.c. bottom edge of panel 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 .,� X03/30/17 JOB PRE-32282 Garage SHEET NO 39 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary(con'd) Location Force Exterior Panel Interior Panel Reference W4/q r 1/17 E ---------------------GL U) M < 1st Story Wall-line-1 7/16"OSB w/0.113"x2"nails @ 284 plf 4"o.c.panel edge& 12"o.c.field Sheet 18 Cs Perforated nailing(exterior) C0 1st Story Wall-line-2 7/16"OSB w/0.113"x2"nails @ 224 plf 4"o.c.panel edge& 12"o.c.field Sheet 18 Perforated nailing(exterior) 1st Story Wall-line-A 7/16"OSB w/0.113"x2"nails @ 164 plf 4"o.c.panel edge& 12"o.c.field Sheet 18 Perforated nailing(exterior) 7/16"OSB w/0.113"x2"@ 2" 1st Story Wall-line-B 565 plf o.c.panel edge&12"o.c.field Sheet 18 nailing(exterior)-dbl studs @ Segmented shtg seams 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. JOB PRE-32282 Garage SHEET NO. 40 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary(con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered of 0.131"x3" Nails at 7 in o.c. Location Force Connection Fasteners Required Reference rA ^ kP (43 O o n yr .4 C 1st Story Module to Foundation-line— Simpson Strong-Tie 1 1/2 in min concrete cover and C _ 1881 Ib STHD14RJ (30) 16d sinkers, locate 1.5in Sheet 21 from corner 1st Story Module to Foundation-line-2 Simpson Strong-Tie 1/2 in min concrete cover and 1718 Ib (30) 16d sinkers, locate 1.5in Sheet 21 =R:M :w,' ;, = :� .:y_ W•. STHD14RJ from corner 1st Story Module to Foundation-line—A 1/2 in min concrete cover and 505 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1.5in Sheet 21 STHD14RJ z ,F, from corner 1st Story Module to Foundation-line— Simpson Strong-Tie B 1/2 in min concrete cover and 4522 Ib (30) 16d sinkers, locate 1.5in Sheet 21 STHD14RJ 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-32282 Garage SHEET NO 41 OF 44 CALCULATED BY DB DATE 3/1/2017 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 131 Ib 2 23 0 131"x 3 0"Nails in End- Top Plate to Studs&Bottom 122 Ib Grain. NA 23A Plate to Studs 2 per stud 0.131"x 3 0"Nails Bottom Plate to Floor 91 plf NA 23A 16 in o.c. .p o, 03/30/17 tMc 0 131"x 3"toenails 1st Story to Sill Plate 327 plf @ 3 in OC N/A 25 Connection-line—1 Simpson Strong-Tie LTP4 or 1st Story to Sill Plate Connection-line-2 697 plf A35 (12)0 131 in x 1 1/2in nails 26 @9inOC 0 131"x 3"toenails 1st Story to Sill Plate 189 plf @ 6 in OC N/A 25 Connection-line—A Simpson Strong-Tie LTP4 1 st Story to Sill Plate 567 plf @ 12 in OC (12)0.131 in x 1 1/2in nails 26 Connection-line—B Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted JOB PRE-32282 Garage SHEET NO 42 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary(con'd) Location Force Connection Fasteners Required Reference Truss Bottom Chord or Ceding 189If 0.131"x 3 0"Nails toed 23B Joist to Endwall Top Plate p @6inOC r N C O V t J 03/30/17 1 st Floor Endwall Mateline- Top Plate to Top Plate/ 24591b 2 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA Ceiling Rim to Ceding Rim strap across Mateline 1st Floor Endwall Mateline- (22)0.148in x 2 51n nails each Floor Rim to Floor Rim across 24591b 2 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-32282 Garage SHEET NO 43 OF 44 CALCULATED BY DB DATE 3/1/2017 r , • CHECKED BY DATE Desi n Su a ?b-6&Ata; �, ,�'� 03/30/17 Loc Sheathing Connection Reference MAIN-ROOF: 189 plf 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 41 plf 0.113"x2"nails at N 7/16"OSB 6"o.c. panel edge nailing and Sheet 33 Non Shear Wall Suction 12"o c.field nailing Garage Slab Floor Sheet 31 Location Connection Reference N C „ ' 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end &(3) .� Ridge Connection 7 Sheet 36 0.131"x3.0" nails toed d CCollar Tie Connection"5&9" (8) 0.131"x3" nails Sheet 36 V 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (3) Flip Connection„6&8„ Sheet 36 It 0.131"x3.0” nails toed 0 r Q Kneewall Connection"15&17" LTS12 Sheet 36 V N LMateline Connection 16" Sheathing Lap w/(10)0.131"x2.5"nails each side Sheet 36 E- Location Force Connection Fasteners Required Reference 327 plf sliding 2"square washer w/1/2"Anchor @ 24 in OC Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) 27 =Connection-line_1 C 317 plf uplift Min thick min washer required v 697 plf sliding 2"square washer w/1/2"Anchor 'Sill Plate to Foundation@ 16 in OC C Connection-line-2 and Bolt(Assume 1/16"oversized hole) 27A G 224 plf uplift 1/81n thick min.washer required C.) r_ 189 plf sliding 2"square washer w/1/2"Anchor C Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 36 in OC 27B Connection-line-A and C 317 plf uplift 1/8in thick min.washer required C 567 plf sliding 2"square washer w/1/2"Anchor LL Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 12 in OC 27C Connection-line_B 317 plf uplift 1/81n 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-32282 Garage SHEET NO 44 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary(con'd) Location Force Member Sizes Splice Conn. If Req. Reference 1st Floor Double 2x6 Top Plate-No Splices 4917 Ib Sheet 19 Endwalls 1 st Floor Double 2x6 Top Plate-With Stagger 2 rows of Splices& @ 8 in oc P 0 131"x 3 0" Nails 1507 Ib Sheet 19 Sidewalls �1 L O CL X YY O 03/30/17 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. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-32282 Two Story SHEET NO 1 OF 44 David E. Billingsley, PE CALCULATED BY DB DATE 3/1/2017 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: 'L irlslY`,�",� '.�1 •�.., 'x1r-' ,35mph Exp C,or less n ,; ':f 4j'JY Building Description: Residential- Two'Story' s ' Modular Wood Frame Construction Codes: ` rA NYS-2016'Uniform"Code, ; 2015 ASCE'?-10 }^`•'y S �.: a .'s ., f : Building Importance Category: F jj. 's _ � f 03/30/17 Yom, n...... n".;, ..:,i Seismic Criteria Seismic Design Category (SDC) Short period design spectral response acceleration (SDS) Seismic Importance Factor 11.0&- Ultimate Wind Speed Vult ,mph Exposure Load Case Factor= 0:6 Snow Load Ground Snow Load = 35�, psf Snow Importance Factor 1.00- JOB PRE-32282 Two Story SHEET NO 2 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Criteria Cont. Floor Diaphragm Aspect Ratio Length of side (1-1)(house width) = 13.75"ft. Length of side (LZ)(house length) = 42.4°- ft. Max Mean Roof Height= 26' ft Exposed Foundation Height= 1 ft Roof Framing Span (Horizontal Projection) = 13.75 ft. Roof Framing Spacing = 16 in. o.c. Roof Overhang Length = 1 ft ;AL!. w - Roof Slope = 7 :12 Y g 4 x Roof Diaphragm Aspect Ratio Length of side (1-1)(width) = 13.75 ft. ' �} . :. �� 03/30/17 Length of side (LZ)(length) = 42.4 ft. Roof/Ceiling Assembly Dead Load = -1.5 psf Roof Framing Type= Truss Truss ID# D130008 Max Uplift at Marriage Wall= `0 :lbs per truss 'Max Uplift at Sidewall Wall = .: 397 `, lbs per truss JOB PRE-32282 Two Story SHEET NO 3 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Criteria Cont. 1st Story Loadbearing Wall Height= 8" ft. 2nd Story Loadbearing Wall Height= :8' :i ft Wall Stud Specifications= rt.2x6 SPF#3 Wall Stud Spacing = 16 ; 'in. o.c. Shearwall Segment Aspect Ratio 1st Story Shearwall Height= 8 ft. 2nd Story Shearwall Height= = 8 ft OSB - PLY GYP 1 st Story Minimum Shearwall Length = H/3.5= 2.29 ft. H/ 1.5 = 5.33 ft. 2nd Story Minimum Shearwall Length = H/3 5 = 2.29 ft. H / 1.5 = 5.33 ft 1 st Story Wall Length Available for Full Height Sheathing Bline_1 '5.00:••ft. Lline_A 29.75 ft. Bline_2 11.80. ft. Lline_B 24.25, ft. 1st Story Maximum Unrestrained Opening Height Hhne 1 .96 in. Hline A, .•84L in. .. Hline_2 = 36 5 ',in. Hline_B °•`66 ,F in. 2nd Story Wall Length Available for Full Height Sheathing s Bline_1 7.40 ft. Lline_A `33.50 ft. Bline_2 1,1.80 ,ft Lline_B`24.00 ;ft. 2nd Story Maximum Unrestrained Opening Height Hline_1 ,66' in. Hline_A 84 •,in. Hline_2.- °36 in. Hhne_E 66 in. `„ X1, x`03/30/1 JOB PRE-32282 Two Story SHEET NO 4 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections Building Width= 13.75 ft. Roof Framing Spacing = 16_ in. o.c. Roof/Ceiling Assembly Dead Load = 15 psf Roof Span = 13.75 ft. Amount of load to be subtracted per Story= _ {[(Unit Width/2)x Floor/Roof Dead Load] +Wall Dead Load}x 0.6 _ { [(13.75'ft / 2) x 10;J psf] + ;60 'plf} x 0.6 77 plf 3 Sec Gust Wind Speed = 135 mph 03/30/17 Vertical Design Wind Pressures See pages 13A thru 13C for pressure calcs. Windward Uplift Pressure= 21.14 psf - Leeward Uplift Pressure= 21.14 "psf Overhang Wind Uplift Pressure= 32,32 psf Roof to 2nd Story Wall Connection Load = 298 plf 2nd Story Wall to 1st Story Wall Connection Load = 298 plf - 77 plf= 221 plf 1st'Story Wall to Foundation Connection Load = 221 plf - 77" plf= 143 plf JOB PRE-32282 Two Story SHEET NO 5 OF 44 CALCULATED BY DB DATE 3/1/2017 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 MTS18 Fastener: (6) 0.148inx1.5in nails each end Allowable Load = 737 Ib Req'd Uplift Req'd Provided Load Spacing Spacing 298 plf 30 in 16 in. 03/30/17 JOB PRE-32282 Two Story SHEET NO 6 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) 2nd Story Wall Stud to 2nd Story Floor Band Connection -line—A& line_B ' Connector: 7/16"OSB/PLY overlap 2 rows of 0:113"x2.0" Nails Allowable Load = 166 Ib Req'd Uplift Req'd Provided Load Spacing Spacing line A' 298 plf 7 'in o c. 6 in o.c. line_B 298 plf 7 in o.c. 6 in o.c. 2nd Story Wall Stud to 2nd Story Floor Band Connection -line-1& line-2 Connector: '7/16"OSB/PLY overlap 2 rows of 0.143"x2.0" Nails Allowable Load = 166 Ib Req'd Uplift Req'd Provided ' Load Spacing Spacing line-1 585 plf 3 in o c. 3 in o.c. line-2 251 plf 6 in o.c. 6 in o.c. 2nd Story Floor Band to 1st Story Ceiling Band Connection - line_A& line_B Connector:,7/16" OSB/PLY overlap 2 rows of 0.113"x2.0" Nails Allowable Load = '166 Ib Req'd Uplift Req'd Provided ;- Load Spacing Spacing line_A 221 plf 9 in o.c. 6 in o.c. " . line_B 221 plf 9 in o c 6 in o.c. 2nd Story Floor Band to 1 st Story Ceiling Band Connection -line_1& line_2 Connector: 7116"OSB/PLY overlap 2 rows of 0.113"x2 0" Nails Allowable Load = 166 Ib Req'd Uplift Req'd Provided 03/30/17 Load Spacing Spacing 3E line_1 585 plf 3 in o.c. 3 in o.c. line-2 251 plf 6 in o.c. 6 in o.c. 1st Story Ceiling Band to 1st Story Wall Stud Connection -line_A&line_B Connector 7/16"OSB/PLY overlap 2 rows of 0.1:13"x2.0" Nails Allowable Load = 166 Ib Req'd Uplift Req'd Provided Load Spacing Spacing line—A 221 plf 9 in o.c. 6 in o.c. line_B '221 Of 9 in o.c. 6 in o.c. 1 st Story Ceiling Band to 1 st Story Wall Stud Connection -line-1& line-2' Connector 7/16"OSB/PLY overlap 2 rows of 0.113"x2.0" Nails Allowable Load = 166 Ib Req'd Uplift Req'd Provided Load Spacing Spacing line-1 585 plf 3 in o.c. 3 in o.c. line—2 251 plf 6 in o.c. 6 in o.c. JOB PRE-32282 Two Story SHEET NO 6A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) 1st Story Wall Stud to Floor Band Connection Connector 7/16"OSB/PLY overlap floor rim foist min. 3" Fastener: 0 113ih x 21n nails Must Use Nails in Higher than Seismic Zone C Lateral Value= 83 lbs per fastener Use 2 rows of fasteners along bottom edge of panel -stagger spacing between rows Req'd Uplift Required Load Spacing line_A 143 plf 6 in. o c. line_B 143 plf 6 in o.c line-1 0 plf 6 in. o.c line-2 319 plf 6 in. o.c. 03/30/17 JOB PRE-32282 Two Story SHEET NO 7 OF 44 CALCULATED BY DB, DATE 3/1/2017 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�ovetlap sill.plate 1.5" Fastener: 6.1,13in z 21n,nail' Must Use Nails'in Higher than Seismic Zone C Lateral Value 83 lbs per fastener Use 1 row of fasteners along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing line_A 143 plf 6 in. o.c. line_B 143 plf 6 in o c line 1 0 plf 3 in. o.c. line-2' 319 plf 3 in. o c :y 03/30/17 JOB PRE-32282 Two Story SHEET NO 8 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Single Shear Staple Capacity w/min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063 in Diameter is = 0.4.38_ in Side member thickness Fyb = .1E+05,psi Dowel bending yield strength tm = 1° in Main member penetration Rd = 2.2 Reduction Term-See Table 11.3.1 B Ss = 7 SPF:, Side member species Re = 1 = Fem/Fes Ms = '-,SPF'" Main member species Rt = 2.286 Im/is SG = 16 " Staple Gage Im = 1 in main member dowel bearing length CD = 1.6 Load Duration Factor Is = 0.438 in side member dowel bearing length Fem = 3350,: psi main member dowel bearing strength Fes = 3350„x psi side member dowel bearing strength Staple Capacity Table 11.3.1A Yield Limit Equations: Zstaple=2 Legs x Zmin Mode Shear Zstaple= 38.1 lbs Im Zim= D X Im X Fem X CD = 153.5 Ib Rd Is Zis= D x Is x Fes X CD = 67.2 Ib Rd . II Z11= kt X D X Is x Fes X CD = 51.6 Ib £; Rd III Z — k Dxl xF D = ,r m Illm— 2 xm em 'X C 54.2 Ib (1+2Re)x Rd 03/30/17 Ills Z111s= k3 x D X Is x Fem x CD = 28.8 Ib -(2+Re)x Rd IV Z1v= D2 x 2 x Fem x Fyb (1/2) = 19.1 Ib Rd 3 x(1 + Re) I - _ Minimum Shear, Zmin.= 19.1 Ib Notes: Kt = [Re+(2Re2 x(1+Rt+Rt2)) +(Rt2X Re3)1(v2)-[Re X(1+Rt)] = 0.8 (1+Re) K2 = —1 + (2 X(1+Re))-+ 2F b X(1+2Re)x D2 (U2) 3Fem X Im2 K3 = -1 + ffRe (1+Re)) + 2F b X(2+Re)x D2 (v2) = 1.3 3Fem X Ise JOB PRE-32282 Two Story SHEET NO 8A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Single Shear Staple Capacity w/Metal Side Member w/min. 1" penetration "Other Dowel-Type Fasteners" D = 0.063 in Diameter is = 0.03.6.-in Side member thickness Fyb = 1E+05 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = 22 Reduction Term-See Table 11.3 1 B Ss = 20GA Steel Side member species Re = 0.054 = Fem/Fes Ms = SPF : Main member species Rt = 27.78 = Im/Is SO = 16 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 = 3350, psi main member dowel bearing strength Fes = 61850 psi side member dowel bearing strength Staple Capacity' Table 11 3 1A Yield Limit Equations: Zstaple=2 Legs x Zmin Mode Shear Zstaple= 52.5 lbs Im Zim= D x Im X Fem x CD = 153.5 Ib Rd Is Z1s= D X Is x Fes X CD = 102.0 Ib Rd II Zii= k, x D x Is X Fes X CD = 62.8 Ib Rd Illm Z111m= k2 X D X Im X Fem x CD = 66.7 Ib (1+2R,,)X Rd 03/30/17 Ills Ziiis= k3 x D x Is x Fem x CD = 31.8 Ib (2+Re)x Rd IV Ziv= D2 x 2 x Fem x Fyb (v2) = 26.3 Ib Rd 3 X(1 + Re) Minimum Shear, Zmin = 26.3 Ib Notes- K, = [Re+ (2Re2 x(1+Rt+Rt2))+ (Rt2X Re3)1(v2)-[Re X(1+Rt)] = 0.6 (1+Re) K2 = -1 + (2 X(1+R.)) + 2F b X(1+2Re)x D2 (1/2) = 0.5 3Fem X,M 2 K3 = -1 + (2 X(1+Re)) + 2F b X(2+Re)x D2 (1/2) = 11.8- Re 3Fem X Ie s JOB PRE-32282 Two Story SHEET NO 9 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap= 0.0598-in Strength of Steel = :_36 : ksi Strength Reduction Factor= X0.6' Width of Steel Strap Thickness of fastener= ,0.1310 in Capacity of Strap=Thicknes x (Width of Strap-Width of fastener) x Strength of Steel x Strength Reduction Factor= Capacity of Strap = 1768_ Ib 0.131"x2.5" Nail Capacity Shear Z= 83 Ib NDS Table 11 P Load Duration Factor= 1.6 for wind Adjusted Fastener Capacity= 132.8 Ib Required Quantity of Fasteners to achieve max capacity of strap= QTY= 14 nails each end of each strap E 1 .: i 03/30/17 J JOB PRE-32282 Two Story SHEET NO 9A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE' 20GA Strap Capacity Thickness of Strap= 0.0359;in Strength of Steel = 36, r,ksi , Strength Reduction Factor= 0:6' Width of Steel Strap = 1,25 .in Thickness of fastener= O:V1310`in Capacity of Strap =Thicknes x(Width of Strap-Widthi of fastener)x Strength of Steel x Strength Reduction Factor= Capacity of Strap 867.7 Ib 0.131"x2.5" Nail Capacity Shear Z=',''8111' Ib NDS Table 11 P Load Duration Factor= ` ' 1.6 ': for wind Adjusted Fastener Capacity= 129.6 Ib Required Quantity of Fasteners to achieve max capacity of strap QTY= 7 nails each end of each strap 03/30/17 JOB PRE-32282 Two Story SHEET NO 10 OF 44 CALCULATED BY DB DATE_ 3/1/2017 CHECKED BY DATE No Matewall Uplift Connections Required -All Uplift Resisted at Sidewalls tv L r r. �• r JOB PRE-32282 Two Story SHEET NO 11 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE No Matewall Uplift Connections Required -All Uplift Resisted at Sidewalls ^sem 03/30/17 JOB PRE-32282 Two Story SHEET NO 12 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Uplift Connections (cont'd) Check Tensile Strength of Studs to Transfer Uplift Loads 2x6 SPF#3 Nominal Tensile Stress Ft= 250 . psi ANSI/AF&PA NDS Table 4A Load Duration Factor CD= 1,.6 ANSI/AF&PA NDS Table 2.3.2 Size Factor CF= 1.3 ANSI /AF&PA NDS Table 4A Allowable Tensile Stress Ft = Ft CD CF= : 520_ �psi ANSI/AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 ;in2 Allowable Tensile Load Pt= Ft A= 4290 `lb > 397 ;Ib OK- ' . _'� iAt VA i :R9 w. "03/30/17 JOB PRE-32282 Two Story SHEET NO 12A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Capacities Design 1st Story Module to Sill Plate Connection 4.f ` ✓ Assume Typical Connection made with ate" .` ✓3 '* .«„ e 0.131".x 3"toenails. ..• ��:.H`, ::..k � �`F�I Specific Gravity of Member 03/30/17 G = 0.42 Thickness of Member is= 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 Ib ANSI /AF&PA NDS Table 11 N Load Duration Factor CD = .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 I Z' = Z CD Cts = 109 Ib ANSI/AF&PA NDS Table 10.3.1 -0.131"x 3"toenails: `4' 2"o.c. nails = 109 Ib x 12 in/ft/ 2 in o.c = 653 {plf 3"o.c. nails = 109 Ib x 12 in/ft/ 3 in o.c = :435 plf 4"o c. nails = 109 Ib x 12 in/ft/ 4 in o c = 326 plf 5" o.c. nails = 109 Ib x 12 in/ft/ 5 in ox = = 261 Of 6"o.c. nails = 109 Ib x 12 in/ft/ 6 in ox = 217 pif •0.131"x�3"Nails Z' = ZCD 131 Ib 2 rows of 0.131"x3" nailsat4" o.c. = 131 Ib x 12 in/ft/ 4 in o.c x 2 = 787 plf 2 rows of 0.131"x3" nails at 5" o.c. = 131 ,Ib x 12 in/ft/ 5 in o.c x 2 = 629` plf 2 rows of 0.131"x3" nails at 6"o.c. = 131 —Ib x 12 in/ft/ 6 in ox x 2 = 524 plf 2 rows of 0.131"x3" nails at 7"o.c. . = 13-1 Ib x 12 in/ft/ 7 in ox x 2 = 449 plf 2 rows of 0.131"x3" nails at 8"o.c. = 131 `Ib x 12 in/ft/ 8 in ox x 2 = 393 plf - 3 3 rows of 0.131"x3" nails at 4"o.c. = 131 Ib x 12 in/ft/ 4 in ox x 3 = : 1180 i plf 3 rows of 0.131"x3" nails at 5"o.c. = 131 Ib x 12 in/ft/ 5 in ox x 3 = 944 pif 3 rows of 0.131"x3" nails at 6"o.c. = 131 Ib x 12,in/ft/ 6 in ox x 3 = 787 'Of 3 rows of 0.131"x3" nails at 7"o.c. = 131 Ib x 12 in/ft/ 7 in ox x 3 = 674 ;plf 3 rows of 0.131"x3" nails at 8"o.c. = 131 'Ib x 12 in/ft/ 8 in ox x 3 = 590 ;pif JOB PRE-32282 Two Story SHEET NO 13 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY - DATE Shear Connections -MWFRS Roof Pitch = 7:12 Roof Height= 4.4 'ft Roof Span = 13.75 ft. 3 Sec Gust Wind Speed = 135 mph" Wind Exposure= C Max Wall Height= 8 ft Wind Importance Factor= End Zone Length = 6.00 ft Building Length = 42.4 !ft Floor/Ceding Depth = Horizontal Design Wind Pressures Wall Pressure Perp to Ridge= 19.46 psf See Page 13A& 13B for pressure calcs. Roof Pressure Perp to Ridge= 15.43_ psf Wall Pressure Parallel to Ridge= 19.46 psf Roof Pressure Parallel to Ridge= 21.14_ psf _ £i } �^+•'�' .w`,rh"meg � y3{� tw 5 \.'{n 03/30/17 Perpendicular to Ridge, Roof Diaphragm Load = (Roof Hor. Press. Perp. x Roof Height) + (Wall Hor. Press. Perp. x Wall Height/2) Roof Diaphragm Load = 146 ; plf Floor Diaphragm Load [Wall Hor. Press. Perp. x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load = 191, ' 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 = 124 plf Floor Diaphragm Load [Wall Hor Press. Par. x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load 191 plf JOB PRE-32282 Two Story SHEET NO 13A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -MWFRS Roof Pitch = 7:12 Roof Height= 4.4 .ft Roof Span = 1"3.75 ft. 3 Sec Gust Wind Speed, V= 135 mph Wind Exposure= C Max Wall Height= f 8 , 'ft Wind Imp.'Factor, I = End Zone Length =, 6.00 ft Building Length, L= � 42.4 ft Floor/Ceiling Depth = 1.8 ft Mean Roof Height, h = ; 25 ft Building Width, B = 13.75. ft qz= 0.00256KzKztKdV21LC Load Case Factor, LC= 0.6 KZ= 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 Kd= 0.85 Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. qZ= 22.37^psf << .,.5 I 8t " " 'E G = 0.85 for rigid structures Perpendicular to the Ridgef"' H' 03/30/1 CP,,W= F 0.8 Windward Wall Exterior Pressure Coefficient COW= -0.2 Leeward Wall Exterior Pressure Coefficient Cpwr_ -0.25 Windward Roof Exterior Pressure Coefficient Cpir_ -0.69 -0.6 Leeward Roof Exterior Pressure Coefficient Parallel to the Ridge CPWW= 0:8 Windward Wall Exterior Pressure Coefficient CPQ,_ -0.2 Leeward Wall Exterior Pressure Coefficient Cpwr_ -0.90 ' -0.18 Windward Roof Exterior Pressure Coefficient CpIr_ -0.90 -0.18 Leeward Roof Exterior Pressure Coefficient GCP,= 0.18u -0.18 45r, ei $Y>eti i sz✓ JOB PRE-32282 Two Story SHEET NO 13B OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE 03/30/17 Shear Connections -MWFRS Roof Pitch = 7:12 Roof Height= 4,4 ft Roof Span = 13:75 ;ft, 3 Sec Gust Wind Speed, V= 135 mph Wind Exposure= C Max Wall Height= 8 ft Wind Imp. Factor, I = End Zone Length = 6.00 ft Building Length, L= 42.4 ft Floor/Ceiling Depth = ;1.8 ft Mean Roof Height, h = ; . 25 ft Building Width, B = 13.75 ft Load Case Factor, LC= 0.6 qZ= 22,37 ;psf G = l 0.85,-- for rigid structures P =gGCp-q,(GCp,) MWFRS-Wind Perpendicular to Ridge Walls Windward P = ( 22.37 psf x 0.85 x 0.8 )- 22.37 psf x 0.18 ) = 11.2 psf P = ( 22.37 psf x 0.85 x 0.8 )- 22.37 psf x -0.18 ) = 19.2 psf Leeward" P= ( 22,37 psf x 0.85 x -0.2 )- 22.37 psf x 0.18 ) _ -7.8 psf P= ( 22,37 psf x 0.85 x -0.2 )- 22 37 psf x -0.18- ) = 0.2 psf Roof Windward P = ( 22,37 psf x 0.85 x -0.25 ) - 22.37 psf x 0.18 ) _ -8.7 psf P = ( 22.37 psf x 0.85 x -0.248 ) - 22.37 psf x -0.18 ) _ -0.7 psf Leeward P = ( 22,37 psf x 0.85 x -0.60 ) - 22.37 psf x 0.18 ) _ -15.4 psf P = ( 22,37 psf x 0.85 x -0.60 ) - 22.37 psf x -0.18 ) _ -7.4 psf Overhang Pressure p = gGCpmnndwardroof+ gGCpwindwardwall P= ( 22.37 psf x 0.85 x 0.80 ) -( 22.37 psf x 0.85 x -0.25 ) = 19.9 psf 4"0 w`� JOB PRE-32282 Two Story K ,e}q SHEET NO 13C OF 44 W % r i CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE 03/30/17 Shear Connections -MWFRS - Roof Pitch = 7:12 Roof Height= 4.4 ft Roof Span = 13.75 .ft 3 Sec Gust Wind Speed, V= 135 mph Wind Exposure= I C Wind Exposure Adjustment Factor= Max Wall Height= 8 ft Wind Imp. Factor, I = End Zone Length = 6,00 ft Building Length, L= 42.4 ft Floor/Ceiling Depth = 1.8 ft Mean Roof Height, h = 25 ft Building Width, B = 13.75 ft Load Case Factor, LC = 0.6 qZ= 22.37 :psf G = 0.85 for rigid structures p = gGCp-q,(GCp,) MWFRS-Wind Parallel to Ridge Walls _. Windward P = ( 22,37 psf x 0.85 x 0.8 ) - 22 37 psf x 018 ) = 11 2 psf P = ( 22 37 psf x 0.85 x 08 ) - 22 37 psf x -018 ) = 19.2 psf Leeward P = ( 22,37 psf x 0.85 x -0.2 ) - 22.37 psf x 0.18 ) _ -7 8 psf P = ( 22 37 psf x 0.85 x -0.2 ) - 22.37 psf x -0.18 ) = 0.2 psf Roof Windward P = ( 22 37 psf x 085 x -090 ) - 22.37 psf x 0.18 ) _ -21.1 psf P = ( 22,37 psf x 0.85 x -0.90 ) - 22.37 psf x -0.18 ) _ -13.1 psf Leeward P = ( 22 37 psf x 0.85 x -090 ) - 22 37 psf x 018 ) _ -21.1 psf P = ( 22,37 psf x 0.85 x -0.90 ) - 22 37 psf x -018 ) _ -13.1 psf Overhang Pressure p =gGCpwindwardroof+ gGCpwmdwardwall P = ( 22,37 psf x 0.85 x 0.80 ) - ( 22.37 psf x 0.85 x -0.90 ) = 32.3 psf JOB PRE-32282 Two Story SHEET NO. 13D OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections -C&C Roof Pitch = 7:12 _ Roof Height= 4.4 ft Roof Span = 1375 ft, 3 Sec Gust Wind Speed, V= 135 mph Wind Exposure= C Max Wall Height= 8• ft Wind Imp. Factor, I = End Zone Length = 6.00 ft Building Length, L= 42.4 .ft Floor/Ceiling Depth = 1:8 ft Mean Roof Height, h = - 25 ft Building Width, B = 13.75 ft qz= 0.00256KzKztKdV21LC Load Case Factor, LC = 0.6 K7-= ;*0:94_, Per Table 30.3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2. ) J,,py".P` e % Kd= 0.85 Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. 3 k'' qZ= 22.37 ;psf c, 03,30/1 P = gGCp-q,(GCp,) r G = 0.85 for rigid structures Walls Per Figure 30.6-1 7-10 and per Figure 6-17 7-05 Cp4+_ 1.00 Zone 4 Positive Cp4__ -1.10 Zone 4 Negative Cps+= 1.00 ,; Zone 5 Positive Cps__ -1.39 Zone 5 Negative Roof Per Figure 30.4-2A,B&C 7-10 and per Figure 6-11 B,C&D 7-05 Cpj+= 0.87 Zone 1 Positive Cploh+= 0.87 Zone 1 OH Positive Cpl__ =0.94 Zone 1 Negative Cp1oh__ -0.94 Zone 1 OH Negative Cpl+= 0:87 Zone 2 Positive Cp2oh+= 0.87 Zone 2 OH Positive Cpl__ -1.14 Zone 2 Negative Cpzoh__ -1.04 Zone 2 OH Negative Cp3+= 0,87 Zone 3 Positive Cp3oh+= 0,87 Zone 3 OH Positive Cp3__ , -1.14 ; Zone 3 Negative Cp3oh__ -1.94. Zone 3 OH Negative GCp,= 0.18 ; 0.18 " �`3,s` > . " JOB PRE 32282 Two Story SHEET NO 13E OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE -`f'"at` r 03/30/17 Shear Connections-C&C Roof Pitch = 7:12 Roof Height= 4.4 ft Roof Span = 13.75 ft. 3 Sec Gust Wind Speed, V= 135 mph Wind Exposure= C Max Wall Height= 8 ft Wind Imp. Factor, I = End Zone Length = 6,00 ft Building Length, L= 42,4 `ft Floor/Ceiling Depth = 1.8 ft Mean Roof Height, h = 25 ft Building Width, B= 13.75 'ft Load Case Factor, LC = 0.6 qZ= ,22.37 i psf . G = M 0.85 for rigid structures p = gGCP-q,(GCP,) Walls Zone 4 P = ( 22,37 psf x 0.85 x 1.00 ) - 22.37 psf x 0.18 ) = 14.9 psf P = ( 22.37 psf x 0.85 x 1.00 ) - 22.37 psf x -0.18 ) = 22.9 psf P = ( 22,37 psf x 0.85 x -1.10 )- 22.37 psf x 0.18 ) _ -24.8 psf P= ( 22,37 psf x 0.85 x -1.10 ) - 22.37 psf x -018 ) _ -16.8 psf Zone 5 P = ( 22,37 psf x 0.85 x 1.00 ) - 22.37 psf x 0.18 ) = 14.9 psf P = ( 22,37 psf x 0.85 x 1.00 ) - 22.37 psf x -0.18 ) = 22.9 psf P = ( 22,37 psf x 0.85 x -1.39 )- 2237 psf x 0.18 ) _ -30.5 psf P = ( 22,37 psf x 0.85 x -1.39 ) - 2237 psf x -0.18 ) _ -22.4 psf Roof Zone 1 P = ( 22,37 psf x 0.85 x 0.87 ) - 22.37 psf x 0.18 ) = 12.5 psf - P = ( 22,37 psf x 0.85 x 0.87 ) - 22.37 psf x -0.18 ) = 20.5 psf P = ( 22.37 psf x 0.85 x -0.94 )- 22.37 psf x 0.18 ) _ -21.8 psf P = ( 22,37 psf x 0.85 x -094 )- 22.37 psf x -0.18 ) _ -13.8 psf Zone 2 P = ( 22.37 psf x 0.85 x 0.87 ) - 22.37 psf x 0.18 ) = 125 psf P = ( 22,37 psf x 0.85 x 0.87 ) - 22.37 psf x -0.18 ) = 20.5 psf P= ( 22,37 psf x 0.85 x -1.14 ) - 22.37 psf x 0.18 ) _ -25.6 psf P= ( 22,37 psf x 0.85 x -1.14 ) - 22.37 psf x -0.18 ) _ -17.6 psf Zone 3 P = ( 22,37 psf x 0.85 x 0.87 ) - 22.37 psf x 0.18 ) = 12.5 psf P= ( 22.37 psf x 0.85 x 0.87 ) - 2237 psf x -0.18 ) _ = 20.5 psf P = ( 22,37 psf x 0.85 x -1.14 ) - 22.37 psf x 0.18 ) _ -25.6 psf p= ( 22.37 psf x 0.85 x -1.14 ) - 22.37 psf x -0.18 ) _ -17.6 psf JOB PRE-32282 Two Story SHEET NO 13F OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE I Shear Connections-C&C Roof Pitch = 7:12 i Roof Height= 4.4 ft Roof Span = 13.75 ft, 3 Sec Gust Wind Speed, V= 135 'mph ' Wind Exposure= C Max Wall Height= 8 ft Wind Imp. Factor, I = End Zone Length =: 6,00. ft Building Length, L= 42.4 ft Floor/Ceiling Depth = 1.8 ft Mean Roof Height, h = 25 ft Building Width, B = 13.75 'ft Load Case Factor, LC = 0.6 qZ= 22.37 psf G = .0.85 for rigid structures p =gGCp-q,(GCP,) 4', -1 ¥ 1 03/30/17 Roof OH Zone 1 OH P = ( - 22.37 psf x 0.85 x 0.87 ) - 22.37 psf x 0.18 ) = 12.5 psf P= ( 22,37 psf x 0.85 x 0.87 ) - 22.37 psf x -0.18 ) = 20.5 psf P = ( 22,37 psf x 085 x -0.94 )- 22.37 psf x 0.18 ) _ -21 8 psf P= ( 22,37 psf x 0.85 x -0.94 ) - 22.37 psf x -0.18 ) _ -13.8 psf Zone 2 OH , P = ( 22.37 psf x 0.85 x 0.87 )- 22.37 psf x 0.18 ) = 12.5 psf P = ( 22.37 psf x 0.85 x 0.87 )- 22.37 psf x -0.18 ) = 20.5 psf P = ( 22,37 psf x 0.85 x -1.94 ) - 22.37 psf x 0.18 ) _ -40.8 psf P = ( 22,37 psf x 0.85 x -1.94 )- 22.37 psf x -0.18 ) _ -32.8 psf Zone 3 OH P = ( 22.37 psf x 0.85 x 0.87 )- 22.37 psf x 0.18 ) = 12.5 psf P = ( 22.37 psf x 0.85 x 0.87 ) - 22.37 psf x -0.18 ) = 20.5 psf P = ( 22,37 psf x 0.85 x -1.94 ,) - 22.37 psf x 0.18 ) _ -40.8 psf p = ( 22.37 psf x 0.85 x -1 94 )- 22.37 psf x -0.18 ) _ -32.8 psf JOB PRE-32282 Two Story SHEET NO 14 OF 44 CALCULATED BY DB DATE 3/1/2017 "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 = 146 plf wroof = 124 plf wfloor= 191 plf wfloor= 1,91 plf L= " 42.4 ft. B 13.75 ft. Vroof=wroof x L= 6179 Ib Vroof=wroof x B = 1710 .Ib Vfloor=wfloor x L= 8086 :Ib Vfloor—wfloor x B =, 2622-=Ib Shear Tranfer Connection Capacity Requirements vroof=Vroof/2/B = 225 plf vroof=Vroof/2/L= 20 'plf vfloorl =Vroof+Vfloorl /2/B= 519 'plf vfloor1 =Vroof+Vfloor/2/ L= 51 plf vfloor2 =Vroof+ [2 x(Vfloor/2/ B)] = 695 plf vfloor2 =Vroof+ [2 x(Vfloor/2/L)],= 82 plf 0 03/30/17 JOB PRE-32282 Two Story SHEET NO. 15 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections-Seismic(cont'd) Total Shear Capacity Requirements-Seismic Seismic Design Category= B Weights: Factors. Wroof= 9328' Ib R 6.5 Table 12.14-1 Wswall= ; 10176 Ib Fa= 1:4 Section 12.14.8.1 Wewall= 3300 Ib -F= 1.1 Section 12.14.8.1 Wgable= 825 Ib SDs= 0.32 Secctlon 11.4.1 Wfloor= 14575:Ib 1 = 1.00 Seismic Importance Factor Wtotal= ; 38204 Ib A�q• •ae : �x� Seismic Base Shear,V: Section 12.14.8.1 ff V= F X SDS x Wtotal X 1 = 2069 Ib R e �3 a ".S 3/30/17 Vertical Distribution, Fx: Section 12.14.8 2 n° " FX = wX x V Wtotal Fx.roof= ;. 505 db Floor Diaphragm Load= 2069 Ib Fx.floor1 = 1230 Ib Fx.floor2= 2069 Ib Diaphragm Unit Shear Capacity Requirements B= 13.75 ft. L= 42.4 �ft. Perpendicular to Ridge Wind Parallel to Ridge vroof=Fx.roof/2/B= 18 plf vroof= Fx.roof/2/L=, 6 plf 1 st floor down from roof - vfloor1 =Fx.floor1 /2/B=' 45- plf vfloor1 =Fx.floor1 /2/L= 15 Of vfloor2=Fx.floor2/2/B= 75 plf vfloor2=Fx.floor2/2/L= 24 plf f JOB PRE-32282 Two Story SHEET NO 16 of 44 CALCULATED BY DB DATE 3/1/2017 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 7.40 ft. %line 1= 54 - Bline 2. 11.80 ft. %line 2 = 86 Shearwall Unit Shear Capacity Vwall line-1=Vroof/2 Bline_1 Vwall line_1= 0 0 5830 Ib /(2 X 7.40 _ ft.) Vwall line 1= 394 plf Wind Controls Vwall line—2=Vroof/2 Bline 2 Vwall line_2 = 0 0 . ; 5830 Ib /(2 X 11:80 ,ft.) Vwall line 2 = 247 'Of Wind Controls Shear Parallel to Ridge 2nd Story Shear Walls Wall Length Available for Full Height Sheathing Lline A 33.50 'ft. %line A= 79 Lline B 24.00 ,ft. %line B = 57 Shearwall Unit Shear Capacity Vwall line—A=Vroof/2 Bline A Vwall line_A= 0 0- 1710 Ib /(2x 33.50 'ft.) Vwall line A= 26 ,plf Wind Controls Vwall line B=Vroof/2 Bline B Vwall line-13= _ 0 0- 1710 !lb /(2 X ; 24.00 'ft) Vwall line—B= 36 plf Wind Controls ' 6+v$8'�"`e „- • '.x.51�, t,4 'z` 03/30/17 JOB PRE-32282 Two Story SHEET NO 16A OF 44 CALCULATED BY DB DATE 3/1/2017 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 5.00 _ft. %line 1= 36 . Bline 2, 11.80 ft. %line-2 = 86 Shearwall Unit Shear Capacity Vwall line—I= (Vroof+Vfloor)/2 Bline 1 Vwall line-1= 0 0 6179 Ib + 1617T Ib /(2 X 5.00 ft.) Vwall line 1= ;, 780 plf 'Wind Controls Vwall line_2 = (Vroof+Vfloor)/2 Bline-2 Vwall line_2 = 0 0 6179, lb + 1213 Ib /(2x 11.80 ft.) Vwall line—2 = 313 Of 'Wind Controls - Shear Parallel to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing Lline A 29.75 i,ft. %line f 70 Lline B 24.25 ft. %line E 57 Shearwall Unit Shear Capacity Vwall line_A= (Vroof+Vfloor)/2 Bline—A Vwall line A= 0 0 1710 ,,lb + 2622 'Ib /(2x 29:75 ft. ) Vwall line A= 73 plf ';Wind Controls Vwall line_B = (Vroof+Vfloor)/2 Bline-13 Vwall line_B = 0 0 1710 Ib + 2622 i Ib /(2 X ; 24.25 Vwall line B= 89plf Wind Controls 1p y,N? a d n i . t[¢^F�`e .,•q,4�.4 aim-`: � R;$$g}a' ;. 03/30/17 JOB PRE-32282 Two Story SHEET NO 17 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shear Connections (cont'd) Shear Capacity of 2nd Story Perforated Shearwall Assembly {° °r� :: s<Y•„ 4 yy�” Percent Full Height SheathingQJ " Wind Perpendicular to Ridge %line 1= 64 3 y %line_2 = 86 03/30/17 Wind'Parallel to Ridge %line A= 79 %line B= 57 Maximum Unrestrained Opening Height 2nd Story Wall Height-;,.'8 ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1 66 in. Hline A 84. in. Hline 2 36 `in. Hline E 66 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline_1, 0.67 Fline_A 0.75 Fline_2_. 0.98 ; Fline_B; 0.69 Shear Capacity of 1st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 1 36 %line 2 86 Wind Parallel to Ridge %line f 70 %line E 57 Maximum Unrestrained Opening Height 1st Story Wall Height- 8 ft. Wind Perpendicular to Ridge Wind Parallel to Ridge Hline 1 96 ;in. Hline A, 84� in. Hline 2 36 in. Hline i2 66 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Wind Parallel to Ridge Fline 1: '0.44 ; Fline_A• 0.68 Fline 2 A98, Fline B. 0.69 JOB PRE-32282 Two Story SHEET NO IS OF 44 CALCULATED BY DB DATE 3/1/2017 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—I PERFORATED 7/16" OSB w/0.1.31"x2.5 nails @,3'o.c, panel edge,& 12" o.c. field nailing(exterior) Tabulated Value= 450 plf vs= 1.40-(Tab. Value) = 630 plf Shear Capacity of Shearwall Assembly - vs = 630 , plf + 0 plf = 630 plf > 394 plf OK 2nd Story Wall -line_2 PERFORATED 7/16" OSB w/0.131"x2.5" nails @ 6"D.C. panel,edge & 12"o.c. field nailing (exterior) Tabulated Value= 239 plf vs= 1.40 (Tab. Value) = 334 plf Vs _ 0 : plf Shear Capacity of Shearwall Assembly vs = 334 • Of + ; 0 plf = 334 plf > 247 plf OK 2nd Story Wall -line_A PERFORATED `7/16",OSB w/0.131"x2.5" nails @,6".o.c.,panel edge&`12"o.c.,,field nailin6_(exterior)5 Tabulated Value = 239- plf vs= 1.40 (Tab. Value) = 334 plf Vs 0 plf Shear Capacity of Shearwall Assembly vs = 334 plf + 0 plf = 334 plf > 26 plf OK 2nd Story Wall -line_B PERFORATED '7/16" OSB w/-0'131"x2 5'`'nails @'6" o.c. panel edge & 12"'o.c.'.field nailing (exterior) .. . ' plf. .. .. . ... Tabulated Value= 239 'A �` vs= 1.40 (Tab. Value) _ .334 plf Y ; vs �. plf Shear Capacity of Shearwall Assembly {"4 , gy:f vs = 334 plf + 0 plf = 334 plf > 36 plf OK 03/30/17 JOB PRE-32282 Two Story SHEET NO 18A of 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G= 0.42 1 st Story Wall-line—1 SEGMENTED 7/16._ P'S' 'i /0:131 x2 5 nails @ s2q o.c.:panel edge&'12};o.c.;field"nailing (exterior) dbl-studs _ Tabulated Value= _588,'°plf - vs= 1.40 (Tab. Value) = 823 plf Vs= Ot' plf Shear Capacity of Shearwall Assembly Vs = 823 plf + 0 plf = 823 :pIf > 780 plf OK• 1 st Story Wall - line—2 PERFORATED 7/16 VO,SB W 0:113 x2 ,nails.@•4 -&c. panel edge`&`12 ovc.-field nailing (exterior) Tabulated Value=- z,°248~ plf- vs lf vs= 1.40 (Tab. Value) = 347 plf vs= ,a '.o Of Shear Capacity of Shearwall Assembly vs = 347 -plf + 0 plf = 347 plf > , ;313 plf OK 1st Story Wall- line_A PERFORATED 7/16";OSBw/;0:1,13"x2'' nails_ 6$o:c: anel'ed e`&f92"=o:c. field n'ailin exteriorr- Tabulated Value= y'4,165` plf vs= 1.40 (Tab. Value) _ -231 plf .� b- yr x- :i 5'h •^+,kq ' •.: f^r 4Y kw�.�. , - ., r?`': wfr �m r,(k: yVn^- �•i'rr1n.>.• .i� > -.,. .�.x. _ ... -.•."s• .. .-, ...4.-, -.,_., -a„- -u rccx.,. ,., -...- r..:.J, ... k:3.,. _. ..a. Vs— "p- ._.-plf Shear Capacity of Shearwall Assembly vs = 231 plf + 0 plf = 231 plf > 73 plf `OK 1st Story Wall-line—13 'PERFORATED. '.',OSB:w/ 13'`x2•"nails'@ 6".ro"c;pariel edge&12"o:c:.field nailing(ex#erior) 7/1 ,.'•.."�., •., ,,.n ,x":,, a. .:a .. _ :rcx3§ p`° - .,. ..•`' .„c,.-.F_. r.� ., ,_ c., ±u:; ,.... ,w ..s`i_ Tabulated Value= 165` plf 0 ,W vs= 1.40 (Tab. Value) = 231 plf S Of wy �. ,e F` ; ;Brei. _ « b" Shear Capacity of Shearwall Assembly ,r ' s = plf + plf = 231 plf > 89 plf • .. v 231 0 X 'OK 03/30/17 JOB PRE-32282 Two Story SHEET NO 19 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Diauhraam Chords Check Tensile Strength of Top Plate to Transfer Chord Force- Tensile strength controls vs. compressive 2x6 SPF 93 Sample Calculation Nominal Tensile Stress Ft= 250 ' psi -ANSI/AF&PA NDS Table 4A/4F 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/4F Allowable Tensile Stress Ft= Ft CD CF= 600 psi ANSI /AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 int Allowable Tensile Load Double 2x4-With Splices Pi = Ft A= 3150 ib Double 2x4- No Splices 6300 -Ib ' Double 2x6-With Splices Pt = Ft A= 4290 ,Ib Double 2x6-No Splices 8580 Ib Double 2x10-With Splices Pt = Ft A= 5550 Ib Double 2x10- No Splices 11100 Ib Z= 131.2 ,Ib `_0`131"x-3.0""Nails= ` Minimum splice lap where splices are allowed = _ ;:y4 "eft 2nd Floor Endwalls T= ; 3090-.Ib Double 2x6 Top PIa4e' No Splices Sidewalls T= 572,7 Ib Double 2x6 Top Plate-With Splices& Stagger 2 rows of 0.131"x 3.0" Nails @ _,,21 in o.c. 1st Floor Endwalls T= _ 7133 Ib Double'2x6.,Top_Plate- NorSplices°j; ;kM`" '.' Double 2x10'I?'erimeter Rail=`~"N'oSplices, F , Sidewalls T= 1451 M lb Double 2x6 Top Plate-With Splices & Stagger 2 rows of 0 131"x 3 0" Nails @ 8 in o.c. 17, 03/30/17 ti; z JOB PRE-32282 Two Story SHEET NO 20 OF 44 CALCULATED BY DB DATE 3/1/2017 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.: 630 plf x' 0.67 = ' 424 plf >. 394 plf OK, _ Aine_2 334 ,'plf x 0.98 = 328 plf > 247 plf OK _ Shear Parallel to Ridge vline—A, .334 plf, x 0.75 = 250 plf > 26 plf OK vline B 334 plf, x 0.69 = 229 ' plf > 36 plf OK 1 st Story Wall 1 st Story Wall Height- 8_ft. Shear Perpendicular to Ridge Must Use Segmented Shearwall Design One 1-, 823 �plf x 0.44 = 361 "plf^ < 780 plf NG One_2 347 plf x 0.98 = 341 plf > 313 plf.: -OK Shear Parallel to Ridge Aine X 231 plf x 0.68 156 plf > 73 Mplf OKE vline B' 231 plf x 0.69 159 plf _> 89' plf OKE Note: Perforated Capacity limited to 490plf for Seismic and 686plf for wind ��'e';� =;i. ark=gg,,'�� •>�` , kQy« <z si sr�w J S 03/30/17 JOB PRE-32282 Two Story SHEET NO 21 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Overturning Connections � r, ' � Check Capacity of Dead Loads to Resist Overturning Loads sa;, d) cl Length of side (1-1)(house width) = 13.75 ft. Length of side (LZ)(house length) = 42.4 ft. 03/30/17 Dead Load Resistance to Overturning- line—I&line-2 Dead Load Dead Load * Length to Overturning @ Pivot Point= : 4.46.9 lbs*0.60 = _268 Return Wall Dead Load = `2ts`- * 150 *0.60 = 180" Dead Load Resistance to Overturning -line—A& line_B Dead Load = '°1,'50','. plf Dead Load * Length to Overturning @ Pivot Point= 3180 lbs *0.60 = 1908 ! Return Wall Dead Load = 65' *0.60 = 0 Required Holddown Capacity T=v x h Segemented T=v x h/Co Perforated 2nd Story Module to 1st Story Module-line_1 PERFORATED 'Wind-Controls, T=` 394' , Of x , '8.0 s ft. / 0;67 = 4678 ,lb + Y Ib - 448 lbs-DL= 4230'_ Ib Connector: (3)Simpson-Steon"" ie"CS 16 straps Fasteher:-.w/, 22 ,10d:nails ea-stra ""' ' +� .:,. ..-. .'P�:R�,," "•'yl.'`-R St 951- '-_'-Zv d�,'�,� ° - - `--':✓,�,.;,• ",_ Allowable-Load-= 1"705 Ib'x`3'strap`s=45115 lbs'' 2nd Story Module to 1st Story Module- line_2 PERFORATED. Wind Controlsw E T= 247 , Of x 8.0 ,ft / 0.98 f = 2009 Ib + :, `Ib - 448 ' lbs DL= 1561 Ib Connector:-,(1)Simpson4Strong-Tie,CS16'strap%, 3 <.r rc _ ;5 Fastener::w/' ' 22 9,Od:nails ea'stra ' Allowable'Load = 1705 2nd Story Module to 1st Story -line A .PERFORATED Wind Controls. <` T= 26- plf x -_ -8.0 ft. / 0,75 = ` 273 •Ib + :p'^e '" lb < 1908 lbs - OK - Dead Load of•,Structure"is'Sufficient'to Resist''Ove' urnin�gjLoad 2nd Story Module to 1st Story Module-line_B PERFORATED ,Wind Controls T= 36 plf x 8.0 ft. / 0,69 = 416 Ib + :?'_^` lb <i 1908 lbs OK ' bead.,Load of,Structur`els Sufficient to Resist Ovegq(q ng,:Load f ., YY , Yin -- n _ - n< _ '•.$..+�!, JOB PRE-32282 Two Story SHEET NO 21A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Reference Page 22 for Stud-Capaeityr^Exatpte Calculation. Overturning Connections { r, Y11 Check Capacity of Dead Loads to Resist Overturning Loads Length of side (Li)(house width) = 13.75 ,ft. Length of side (1-2)(house length) = 42.4_ ft. Uoa? a .. 03/30/17 Dead Load Resistance to Overturning- line-1& line-2 Dead Load ;xplf Dead Load *(Length to Overturning @ Pivot Point/2) = 446.9 ,lbs *0.60= 268 Return Wall Dead Load = '=„;.z.<'` _* f 150 *0.60= 0 Dead Load Resistance to Overturning- line—A& line-13 Dead Load = ._;150``' plf Dead Load *(Length to Overturning @ Pivot Point/2) = 3'180 lbs *0.60= 1908- 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 SEGMENTED ' Wind Controls T,=' 780 plf x 8.0 'ft. / 1_ = 6237 Ib + ;'4230]'F Ib - 150 lbs DL=' 10318 Ib Connector:'(1)'Simpson HDU.14-SDS2:5 installed on(4)",2z6 SPF .#2,Stud's,�,.Use°Heavy Hex Head Nut'=2500psrmin concrete' 11.' II•� - n!, - '.Y•_ `��-= '24-": x'`..11' - Fastener. w/ '36)'SDS-1/4 x2.5Fscrews into stud`column&�1w threaded„rod w/,8'',miri,em,betl in 24r min wide;footing x ' blel -fes -'M6 aoad10350-Ib = s 1st Story Module to Foundation -line_2 ;,; "PERFORATED Wind Controls, ^ T= '313 ? plf x 8.0 ft. / , p,983 ; = 2548 Ib + a 1r561,r`Ib - 268 lbs DL= 3841'”Ib Sim"son.Strop Tie STHD14RJ� Y: '^y Connector: p x., 9 Fastener: w/ :1/2iinmin;concrete.'c'over.and'(30):116,d'si'nkers,,locate 1 5in.from°'corner,: o 5345 b -- ��Allowable`•Lad Ii f 1 st Story Module to Foundation -line A ;PERFORATED „ Wind Controls• ; T= 73 plf x 8.0 ,ft. / E 0,676 = 861 Ib + ';} Ib < 1908 lbs OK Dead,Load of,Structure is Sufficient to ResisfiOverturning"Load,' ,.. s`I`,.i _ '^t`�y' !y„FI•k,� '�Z,y..,Vn..Es k. iC� -'_ � - �:_r •02� S�>_ , F _ , ,;.� n•�;y.r _ �X: --�'.Y FJ,Y -a�.a r:..it"' - .•'fir-. : ° x .,.. • -v .. ;'� -�,'`,R.. ..S.M.. r.. -> u_ ,,��. "<.:. .-�- x. _3i t!. .: - S„,. _r '.":4, r,..,a.s • .. •, r 1st Story Module to Foundation -line-13 PERFORATED' Wind Controls T= 89 pif x : 8.0 ft. / 0.688 ° = 1039 �Ib + ;; Ib < 1908- lbs. OK ,. .` F1 A.SM,xa� :Y.I �- Dead,ALoad,of"Structure`i!;Sufficienfto':ResistOvertur'ning Load_ t n. Y.. '"4 �'aY'"'""''u� •F�' _v,y .. a. i.}S r`•C w.,1',F',_;4c. JOB PRE-32282 Two Story SHEET NO 22 OF . 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Overturning Connections (cont'd) to Check Tensile Strength of Studs to Transfer Overturning Loads-Sample Gaftlation4 (1) 2x6 SPF#3 qr, ^Y.f e � m 03/30/17 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= ._1.0 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:�_in2 Allowable Tensile Load Pt = Ft A= 3300 'lb Built up Column Fastening Requirement Assume Typical Connection made'with r a; �.'0.13.1','x'3`. Nails' Specific Gravity of Member Stud Height= 8 ft G= -0.42,- Thickness 0.42,Thickness of Member is= 1:50, in. Lateral Capacity Z= 82 lbs ANSI/AF&PA NDS Table 11 N Load Duration Factor CD= 1.6 .; ANSI/AF&PA NDS Table 2.3.2 Allowable Lateral Capacity Z' = Z CD = 131 Ib ANSI /AF&PA NDS Table 10.3.1 Required Spacing for two rows staggered = (Capacity x #of rows) / (Stud Cap. / Stud Height) x (ft to in conversion) ( 131 Ib x 2 ) / ( 3300 Ib / 8 ft ) x ( 1i in / 1 ft ) _ 7 in o.c. JOB PRE-32282 Two Story SHEET NO 23 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Roof Pitch = 7:12 Wall Height= 8 ft. Roof member spacing = 16 in o.c. 3 Sec Gust Wind Speed = 135 ;mph Wind Exposure = C Load from wind on Wall Wall Horizontal Pressure= 19.46 psf See page 13 Wind Load = Wall Press x (Wall Height/2) Wind Load = 77.84 pif Load required to be transferred to sidewall diaphragm chord Load to in sidewall diaphragm chord = 854.8 Ib See pages 14 & 15 Length of Unit= 42.4 ft. Load along sidewall in diaphragm chord = sidewall diaphragm chord load/length of unit Load along sidewall in diaphragm chord = 20.16 plf Req. Roof to Wall Load = Max(wind load, diaphragm chord load)x roof rrern."5pac�ngmz Req. Roof to Wall Load = 103 8 Ib J ' Roof to Wall Plate Connection 1 Assume Typical Connection made with 0-131"x Y toeriails. Specific Gravity of Member S• w. 1,; ' G = 0.42 Thickness of Member �:,,� b a ` 03/30/17 is= 1.50' .in. Lateral Capacity of Nails Z= 82 . lbs ANSI /AF&PA NDS Table 11 N Load Duration Factor CD = 1.6 ANSI /AF&PA NDS Table 2 3.2 Toe Nail Factor Cts = 0.83 ANSI /AF&PA NDS 11 5.4.2 Allowable Lateral Capacity of Nails Z' = Z CD Cts = 109 Ib ANSI /AF&PA NDS Table 10.3.1 Required Roof to Wall Plate Connection Req'd Nail Nails Load Capacity Req'd 104 Ib 109 lb cap 2 per framing member JOB PRE-32282 Two Story SHEET NO '23A OF 44 CALCULATED BY DB` DATE 3/1/2017 CHECKED BY DATE Sliding Connections Assume Typical Connection made with Q.131"x 3.0" Nails-in End;Gfbin. ' Specific Gravity of Member G = 0.42 Thickness of Member is Lateral.Capacity Z= 82.0 lbs ANSI /AF&PA NDS Load Duration Factor CD = 1.6 ANSI/AF&PA NDS Table 2.3.2 End-Grain Nail Factor Ctr= 0.67 - ANSI /AF&PA NDS 11, 5 4 2 Allowable Lateral Capacity ; Z' = Z CD Ceg = 87.9 Ib ANSI /AF&PA NDS Table 10 3 1 Top Plate to Studs & Bottom Plate to Studs Req'd Nail - Nails Load Capacity Req'd 104 Ib 88 Ib cap 2 per framing member Bottom Plate to Floor Assume Typical Connection made with 0.131".x Allowable Lateral Capacity of Nails Z' = ZCD = 82 Ib x 1.6 = 131 Ib Req'd Stud Req'd - Load Spacing = Load f 104 Ib / 16 in oc 78 plf s Nail Req'd Req'd Capacity / Load = Spacing 131 Ib cap 78 ,plf 16 in o.c 03/30/17 >. JOB PRE-32282 Two Story SHEET NO 23B OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Truss Bottom Chord or Ceiling Joist to Endwall Top Plate Assume Typical Connection made with 0.131"!x 3.0"Nails toed Allowable Lateral Capacity of Nails Z' = Z CD Ctn 82 Ib x 1,6 x 0.83 = 109 Ib Req'd Building Width Req'd Load Spacing = Load 3090 Ib / 13.75 ft 225 plf Nail Req'd Req'd Capacity / Load = Spacing 109 Ib cap 225 plf 5 in o c. 03/30/17 JOB PRE-32282 Two Story SHEET NO 24 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections (cont'd) Alternate Roof to Wall Plate Connection ,Connector- Simpson Strong-Tie HIM " Fastener- (9)0.148".x 1 1/2" nails in truss and'(0)0.148"x 1 1/2"nails in plate Allowable Load = 285 Ib for SPF Req'd Lateral Req'd Provided Load Spacing Spacing 78, plf 44 in 32 in. f r «. ' 03/30/17 JOB PRE-32282 Two Story SHEET NO. 25 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections (cont'd) Design 2nd Story to 1st Story Connection t n x Assume Typical Connection made with 0.1'31,x3"'toen6ils. 3 g' Specific Gravity of Member G = 0.42 03/30/17 Thickness of Member is= _ 1.50- in. Nominal Lateral Capacity of Nails in Single Shear Z= 82 Ib ANSI /AF&PA NDS Table 11 N Load Duration Factor CD= 1;6 ANSI /AF&PA NDS Table 2.3.2 Toe-Nail Factor Cts = 0.83 ANSI /AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Cts = 109 'Ib ANSI/AF&PA NDS Table 10.3.1 2nd Story to 1st Story Connection-line-1 & line-2 v=Vfloor1 519 plf Ref. Sheet ' 14& 15 Connection: 0:131"x 3"toenails. @ NG " o.c. 2nd Story to 1st Story Connection - line—A& line-13 v=Vfloor1 = 51 plf Ref. Sheet : 14& 15- Connection: 4& 15 Connection: '0.131"x,3"toenails. @ 6 "o c. USE ALTERNATE CONNECTION ON PAGE 26 FOR LINE 1 &LINE 2 F 3 - JOB PRE-32282 Two Story SHEET NO 25A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections (cont'd) Design 1st Story Module to Sill Plate Connection ` ' °.rP . b Assume Typical Connection made with ? ,0.131"x3"-toenails. g. v,. p'• ' 10, .; Specific Gravity of Member � ' :;,• � " 03/30/17 G = 0.42 Thickness of Member is= `1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z= -82 Ib ANSI /AF&PA NDS Table 11 N Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2 3.2 Toe-Nail Factor Cts = 0.83 ANSI /AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Cts, = 109 Ib ANSI/AF&PA NDS Table 10.3.1 1st Story to Sill Plate Connection - line-1 & line-2 v=Vfloor2= - 695 plf Ref. Sheet 14& 15 Connection: 0.131"x•3"toenails. @ NG "o c. 1st Story to Sill Plate Connection -line_A&line_B v=Vfloor2 = "82 plf 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-32282 Two Story SHEET NO. 26 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sliding Connections Cont'd VV ' n Ms 03/30/17 Design Alternate 2nd Story to 1st Story Connection 2nd Story to 1st Story Connection - line 1& line—2 v=Vfloor1 = 519 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 519 plf 13 in. 2nd Story to 1st Story Connection-line A&line B v=Vfloor1 = 51- plf Connector: -Simpson Strong-Tie-LTP4 ; Fastener: (12)0y131,in_x,1 1/2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 51 plf 48 in. Design Alternate 1st Story to Sill Plate Connection 1st Story to Sill Plate Connection -line_1& line_2 v=Vfloor2 = 695 =Of Connector: .8impsoh Strong-Tie LTP4 Fastener: (12)'0.131 in x 1 1/21n nails Allowable Load = 575 lb Req'd Sliding Req'd Load Spacing 695 'plf 9 in. 1st Story to Sill Plate Connection -line A& line B v=Vfloor2 = 82 plf Connector: ,Sirripson Strong-Tie.LTP4 , Fastener: (12).0.131in X`1.1/2in nails Allowable Load = 575 " Ib Req'd Sliding Req'd Load Spacing 82 plf 48 in. JOB PRE-32282 Two Story SHEET NO 27 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection -line_1 Connection: 1/2 i"dia. Anchor Bolts @ _=1,6.'x" 0.C. Design Sill Plate to Foundation Connection y 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 = ,n0.55 Thickness of SIII Plate is= 1.50`x"in Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 11 E ZI/_ i :680, `Ib Load Duration Factor ,} x t" ANSI/AF&PA NDS Table 2.3.2 CD= 1.6 P{ .�". ✓i t Allowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS,Table 10 3.1 Z Z// CD— 1088 'lb ✓ of3 Msy0 �6" r 03/30/17 Vfloor2 =' 695 ',pif Ref. Sheet 14& 15 Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 695 pif x 16 " o.c. = 927 Ib CSI = Load at anchor bolt/Z' CSI Shear=> CSI = 927 -lb / 1088 'Ib = 0.85 Check Compression Perpendicular to the Grain 1/8iri 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 0 plf See page 4 and 0 �pif See page 18A Uniform Uplift Load = 0 pif Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = ; 0 plf, x ;. 16 " o c. Concentrated Uplift Load = 0- `lb Allowable Compression Stress Perpendicular to the Grain Fc- = 565" psi ANSI/AF&PA NDS Table 413 Try 2 "square washer w/`_`z 1/2.3"Anchor Bolt(Assume 1/16"oversized hole) Area of Washer • Awasher= 22 -((Tr/4) (0.5+ 1/16)^2) = 3 3/4� in2 Allowable Compression Load Perpendicular to the Grain Pel = Fel Awasher= 565 psi x 3:751 'in 2 = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp _ _ , 0 Ib / 2120 Ib = 0.00 Total CSI = CSI shear+ CSI uplift= 0.85 ,+ 0.00 ,_ _ 0.85 OK' JOB PRE-32282 Two Story SHEET NO 27A OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Anchor Bolt.Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection -line_2 Connection: 1/2 "dia.Anchor Bolts @ 16 ;Y'"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 SIII 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_ ``°680r ,Ib Load Duration Factor f y q ANSI /AF&PA NDS Table 2 3.2 CD= 1.6 h, ` Ilowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI /AF&PA NDS Table 10 3.1 Z' = Z/1 CD = 1088 Ib 03/30/17 Vfloor2=< 695 Of Ref. Sheet 14& 15, Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= ' 695 plf x 16 "o.c. = 927 Ib CSI = Load at anchor bolt/Z' CSI Shear=> CSI = 927 Ib / 1088 Ib = 0.85 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 0 i plf See page 4 and 219. plf See page 18A Uniform Uplift Load = 219 plf Concentrated Uplift Load = Uniform•Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 219 plf x 16 "O.C. Concentrated Uplift Load = 292 Ib Allowable Compression Stress Perpendicular to the Grain Fc-L = 565 psi ANSI /AF&PA NDS Table 4B Try` 2,"square washer w/ 1/2 ""Anchor Bolt(Assume 1/16" oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5 + 1/16)^2) = 3 3/4 int Allowable Compression Load Perpendicular to the Grain P,L = Fc-L Awasher= 565 ; psi x 3.751 a inz = 2120 °Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 292 .Ib / 2120';Ib = 0.-14 Total CSI = CSI shear+ CSI uplift= 0.85 + 0.14 = 0.99 OK JOB PRE-32282 Two Story SHEET NO 27B OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection - line-A Connection: 1/2 " dia. Anchor Bolts @ 72 "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 SIII Plate G = ,0 55 Thickness of Sill Plate is= ..1.50. in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 11 E Z11= 680 Ib rr I� qa 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 ANSI /AF&PA NDS Table 10.3.1 Z' = Z/1 CD - 1088 !lb Vfloor2 = 82 plf Ref. Sheet ' 14 & 15 �fb 03/30/17 ` Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 82 plf x 72 " o.c. = 492 Ib CSI = Load at anchor bolt/Z' CSI Shear=> CSI = 492 Ib / 1088 Ib = 0.45 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 143, plf See page 4 and 73 - plf See page 18A Uniform Uplift Load = 143 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 143 plf x 72 "O.C. Concentrated Uplift Load = 860 Ib Allowable Compression Stress Perpendicular to the Grain Fc-L = 565 psi ANSI /AF&PA NDS Table 4B Try' '2." square washer w/ 1/2 "Anchor Bolt(Assume 1/16" oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5 + 1/16)"2) = 3 3/4 int Allowable Compression Load Perpendicular to the Grain Pc-L = Fel. Awasher= 565 psi x 3.751--in = 2120 Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 860 `lb / 2120 `Ib = 0.41 Total CSI = CSI shear+ CSI uplift= 0.45 + 0.41 = 0.86' , 'OK JOB PRE-32282 Two Story SHEET NO 27C OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) Sill Plate to Foundation Connection -line_B Connection: 1/2 "dia Anchor Bolts @ 0.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 = r0 55:� Thickness of Sill Plate is= 1.50 'in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain :xx ANSI /AF&PA NDS Table 11 E Z��_ ;680,,,,',,Ib Load Duration Factor y ANSI /AF&PA NDS Table 2 3.2 CD= , 1.6' -.Al owable Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 10 3 1 Z' = ZI/ CD= 1088 ,Ib 03/30/17 Vfloor2= 82 plf Ref. Sheet 14& 15 Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 82 Of x 72 "'o.c. = 492 _ Ib CSI = Load at anchor bolt/Z' CSI Shear=> CSI = 492 Ib / 1088 Ib 0.45 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 143 plf See page 4 and --89___;plf See page 18A Uniform Uplift Load = T143 plf Concentrated Uplift Load = Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 143 plf x , 72 " D.C. Concentrated Uplift Load = .860 Ib Allowable Compression Stress Perpendicular to the Grain F,L _ 565 psi ANSI/AF&PA NDS Table 4B Try 2�" square washer w/ 1/2 "Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 22 -((Tr/4) (0.5+ 1/16)"2) = 3 3/4 in Allowable Compression Load Perpendicular to the Grain PSL = FAL Awasher= ; , 565 'Psi x 3.751 in = -2120 Ib CSI Uplift=> CSI = Load at anchor bolt/Pcperp = 860 Ib / 2120 Ib = 0.41' Total CSI = CSI shear+ CSI uplift= 0.45 .+ 0.41 = 0.86 OK. JOB PRE-32282 Two Story SHEET NO 28 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 135 mph See pages 13D thru 13F for pressure calcs. 03/30/17 Wind Importance Factor= 1.00 Wind Exposure = C C&C Pressures Adjusted Interior Suction Pressure= 24.8 psf Zone 1 Adjusted Perimeter Suction Pressure= 25.6 psf Zone 2 Adjusted Overhang Suction Pressure= 40.8. psf Zone 2 OH Adjusted Overhang Suction Pressure = 40.8 psf Zone 3 OH Perimeter Edge Zone Width Minimum Building Dimension = 13.75 ft- Z= 10% Minimum Building Dimension = 1.375 ft. But not less than 3 ft. Roof Framing Spacing = 16 in o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. O.C. Interior Zone = 25 psf, x 1.83 ft. = 33 plf, Perimeter Edge Zone= 26 psf x 1.33 ft = 34 plf Overhang Zone= 41 psf x 1.33 ft. = 54 plf i JOB PRE-32282 Two Story SHEET NO 29 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Sheathing Connection to Resist Suction Loads Roof Sheathing: X7/16" OSB(Unblocked)' Fastening: '0:113x2 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= 0.113 in. Length of Nails L= '2.00 ;in. Thickness of Sheathing t= 0.438 Nominal Nail Withdrawal Design Value ANSI/AF&PA NDS Table 11 2C W= 18 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= 29 AID/in. Length of Nail Penetration Lp= L-t= 1.563 ;in. Withdrawal Capacity per Nail W' LP = _ 45 Ib Required Suction Load Capacity Interior Zone= - 33 plf Ref. Sheet 28 Perimeter Edge Zone=: 34 plf Ref. Sheet 28 Overhang Zone= 54 plf Ref. Sheet 28 Required Fastening Interior Zone= 12 "o.c. Perimeter Edge Zone= - 6 "O.C. sy . tum Overhang Zone= 6 "O.C. 1q •�pi�g a;. � .: i �Y ae� At.4..7 s" /Jf:"j 3i�e�6a;yi`a ���£''➢�. 03/30/17 JOB PRE-32282 Two Story SHEET NO 30 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections (cont'd) Roof Sheathing Design Roof Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vroof= 6179E Ib B = 13.75 ft. vroof= 225. Of Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Roof Sheathing: 7/16" 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 = f 1.4 '(Tab Value) See Supplement Table 2C Footnote 1 = i 225.4 'plf > 225_ 'plf 10K. X03/30/17 JOB PRE-32282 Two Story SHEET NO 31 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections (cont'd) Floor Sheathing Design Floor Diaphragm to Transfer Shear Loads Unit Shear Capacity Requirement Max Vfloor= 6112 ` Ib B = 13.75 ft. vfloor= 222 Of Shear Capacity for Diaphragm Assembly Framing Species Specific Gravity G = 0.42 Floor Sheathing: '5/8in bS6 (Unblocked)` Fastenin 0.113x2 -nails,of ;' R.,i .6 "o.c. panel edge fastening and . 12 "o.c. field fastening 9 Y. M . v • .. ._ Tabulated Value= X1 70.,2,r'plf vs = 1.4 "(Tab. Value) See Supplement Table 2C Footnote 1 = 238.3 ;plf > 222 plf h0K` .y ,` 03/30/17 JOB PRE-32282 Two Story SHEET NO 32 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads 3 Sec Gust Wind Speed = 135 mph See pages 13D thru 13F for pressure calcs. '� ..`•3 € �r .;a . 03/30/17 Wind Importance Factor= Wind Exposure= C Adjusted Interior Suction Pressure (Zone 4) = 24.8 psf Adjusted Perimeter Suction Pressure (Zone 5) = 30.5 .psf Perimeter Edge Zone Width Minimum Building Dimension = 13.75 .ft. Z= 10% Minimum Building Dimension = 1.375 ft. But not less than 3 ft Wall Framing Spacing = 16 in. o.c. Roof Unit Suction Load from Wind Framing Spacing in ft. O.C. Interior Zone= . 25 'psf x 1.33 ft oc = 33 plf Edge Zone = 30 ;psf x -1.33_, ft oc. = 41 plf JOB PRE-32282 Two Story SHEET NO 33 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Sheathing Connections (cont'd) Wall Sheathing Design Wall Sheathing Connection to Resist Suction Loads Wall Sheathing: '7L16" OS,B Fastening 0.113"x2" nails'at 6 " o.c. panel edge nailing and 12 "o c. field nailing Specific Gravity of Wall Framing G = 0.42 Diameter of Nails D = 0.113 in. Length of Nails L= 2:00 °in. Thickness of Sheathing t= 0 438 .in. Nominal Nail Withdrawal Design Value ANSI /AF&PA NDS Table 11.2C W= 18 Ib/in E 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 'Ib Required Suction Load Capacity Interior Zone= 33 plf Perimeter Edge Zone = 41 plf Required Fastening s 3, Interior Zone= 12' " o.c. x g= Perimeter Edge Zone= 6 " O.C. ' �' 03/30/17 JOB PRE-32282 Two Story SHEET NO 34 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required 03/30/17 JOB PRE-32282 Two Story SHEET NO 35 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Gable Overhang per Manual % 'q 03/30/17 JOB PRE-32282 Two Story SHEET NO 36 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Truss Field Connections Reference attached truss print Required Field Joint Connections-Compression(Ib)/Tensions(Ib)/Shear(lb)/Moment(lb) Truss Number: D130008 , Ridge Connection "4" Use ;,1 1%4"`x_-20 a steel.µ ,.- ;r j ' ..�` .'19 Fend & 3 5�0.131Y"x3.0" nails,toed g strap w%(7`) 0:,1`3122.5 nailsaeach _ O r_ N, Lateral Value 0.131"x3.0"toe-nailed = 82 x 1.15 Cd x .83 Ctn x 3 nails =234 lbs 3 = bA 03/30/17 �;-v i.`•' '1"`vim, t--- y?'; C-SE v,t. JOB PRE-32282 Two Story SHEET NO 37 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Roof is made with Trusses. No Rafters Connections Required ;I "> °03/30/17 JOB PRE-32282 Two Story SHEET NO. 38 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary Location Force Connection Fasteners Required Reference Roof Truss to 2nd Story Wall 298lf Simpson Strong-Tie MTS18 (6)0.148inxl.5in nails each Stud Connection pend Sheet 5 @16 ino.c. nol 402.a N C O { 0 C G O I , I I ' , i I i 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. I JOB PRE-32282 Two Story I SHEET NO 38A OF 44 CALCULATED BY DB DATE 311/2017 I CHECKED BY DATE I , ,I Design Summary I , Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap line—A' 298 pif 6 in o.c. 2 rows of 0 113"x2.0"Nails 2nd Story Wall line_B 298 plf 6 in o c. Stud to 2nd Story 6 Floor Band Connection 7/16"OSB/PLY overlap line-1 585 plf 3 in o.c. 2 rows of 0 113"x2.0"Nails line_2 251 plf 6 in o.c. I - 7/16"OSB/PLY overlap line_A 221 plf U) 6 in o.c. C 2 rows of 0.113"x2 0"Nails v 2nd Story Floor line 221 plf 6 in o.c. G) Band to 1 st Story C Ceiling Band 6 �I 0 Connection 7/16"OSB/PLY overlap line-1 585 plf 3 in o.c. $ 2 rows of 0 113"x2.0"Nails l .p, line-2 -251 plf 6 in o.c. 7/16"OSB/PLY overlap line_A 221 plf 6 in o.c. 2 rows of 0 113"x2.0"Nails 1st Story Ceiling line_B 221 pif 6 in o.c. Band to 1 st Story Wall Stud 6 Connection 7/16"OSB/PLY overlap line-1 585 plf 3 in D.C. 2 rows of 0.113"x2.0"Nails line-2 251 plf 6 in o.c. I I Note: 8d nails=0.131"x 2.5'; 10d nails=0.148"x 3"& 16d nails =0.131"j(3.25" unless otherwise noted I 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. 03/30/17 JOB PRE-32282 Two Story SHEET NO 38B OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary i i Location Connection Wall Force Spacing Reference I 7/16"OSB/PLY overlap floor line A 143 plf 6 in o.c. rim joist min. 3" 1st Story Wall line_B 143 plf 6 in o.c. Stud to Floor 0.113in x 2in nails 6A I Band Connection N line—1 0 plf 6 in o.c. Use 2 rows of fasteners along — F; bottom edge of panel Cline-2 319 plf 6 in o.c C I O V 7/16"OSB/PLY overlap sill line_A 143 plf 6 in o c. plate 15" � line_B 143 plf 6 in o.c. Floor Band to Sill 0.113in x 21n nails Sheet'7 Plate Connection Use 1 row,of fasteners along line-1 0 plf 3 in D.C. bottom edge of panel line-2 319 plf 3 in o.c. I I` 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. i 1-111 I _ i'C'•B 5 z. I...t ` g= �ee'� 03/30/17 1 JOB PRE-32282 Two Story SHEET NO 39 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE �i Design Summary(con'd) Location Force Exterior Panel Interior Panel Reference 2nd Story Wall-line—I 7/16"OSB w/0.131"x2.5"nails 394 plf @ 3"o.c.panel edge&12"o.c. Sheet 18 Perforated field nailing(exterior) I 2nd Story Wall-line 2 7/16"OSB w/0.131"x2.5"nails 247 plf @ 6"o.c.panel edge&•12"o.c. Sheet 18 Perforated field nailing(exterior) 2nd Story Wall-line A 7/16"OSB w/0.131"x2.5"nails I — 26 plf @ 6"o.c.panel edge&12"o.c. Sheet 18 field nailing(exterior) Perforated I 2nd Story Wall-line—13 7/16"OSB w/0.131"x2.5"nails 36 plf @ 6"o.c.panel edge&12"o.c. Sheet 18 >, Perforated field nailing(exterior) E d W - N - a - 7/16"OSB w/0.131"x2.5"nails 1st Story Wall-line-1 @ 2"M o.c.panel edge&12"o.c.780 plf field nailing(exterior)-dbl studs 18A tSegmented @ shtg seams N 7/16OSB w/0.113x2nails 1st Story Wall-line 2 " " " @ 313 plf 4"o.c.panel edge& 12"o.c.field 18A nailing(exterior) Perforated• 7/16"OSB w/0.113"x2"nails 1st Story Wall-line—A @ 73 plf 6 o.c.panel edge&12 o.c.field "r. _ t;FA Perforated nailing(exterior) 3 1 st Story Wall-line-13 7/16"OSB w/0.113"x2"nails @ 89 plf 6"o.c.panel edge& 12"o.c.field ` 8A nailing(exterior) ly Perforated ,I 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. JOB PRE-32282 Two Story SHEET NO 40 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary(con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/,2 rows staggered of 0.131"x3" Nails at 7 =in o.c. Location Force Connection Fasteners Required Reference 2nd Story Module to 1st Story Module-line-1 (3)Simpson Strong-Tie CS16 4230 Ib (22) 10d nails ea strap Sheet 21 straps 4 2nd Story Module to 1st Story Module-line-2 1561 Ib (1)Simpson Strong-,Tie CS16 strap (22) 10d nails ea strap Sheet 21 „ Ai I 2nd Story Module to 1st Story line A Dead Load of Structure iso -, rk z OK Sufficient to Resist ` >=0yy== ' , Sheet 21 Overturning Load : , t _ it4t"i it ? r d O 2nd Story Module to 1st Story >. �;: °• r vModule-hne_B Dead Load of Structure is �<y^Y -, a,I�' 4) 1- ; : OK Sufficient to Resist ®� � ;"; Sheet 21 Overturning Load w /30/17 C 1st Story Module to Foundation-line_1 (1)Simpson HDU14-SDS2.5 (36)SDS 1/4"x2.5"screws into .L installed on(4)2x6 SPF#2 stud column&1"threaded rod 10318 Ib 21A Studs-Use Heavy Hex Head w/8"min embed in 24"min Nut-2500psi min concrete wide footing O 1 st Story Module to Foundation-line-2 1/2 in min concrete cover and „ - 3841 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1.5m 21A STHD14RJ from corner 1 st Story Module to Foundation-line—A Dead Load of Structure is OK Sufficient to Resist 0 21A Overturning Load 1st Story Module to Foundation-line B Dead Lgad of Structure is OK Sufficient to Resist 0 21A ' Overturning Load j 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. i JOB PRE-32282 Two Story SHEET NO 41 OF 44 CALCULATED BY DB DATE 3/1/2017 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 I 0.131"x 3"toenails Roof to Wall Plate Connection 104 Ib 2 23 0.131"x 3.0"Nails in End- Top Plate to Studs&Bottom 104 Ib Grain NA 23A Plate to Studs 2 per stud 0.131"x 3.0"Nails Bottom Plate to Floor 78 plf NA 23A 16inoc. 0330/17 Simpson Strong-Tie LTP4 2nd Story to 1st Story 519 plf @ 13 in OC (12)0.1311n x 1 1/2in nails 26 Connection-line—1 &line—2 0 131"x 3"toenails. - 2nd Story to 1 st Story 51 plf @ 6 in OC N/A 25 Connection-line—A&line—B Simpson Strong-Tie LTP4 1st Story to Sill Plate 695 plf @ 9 in OC Connection-line—1 &line—2 (12)0 131 in x 1 1/2m nails 26 ' 0 131"x 3"toenails. 1st Story to Sill Plate 82 plf @ 6 in OC N/A 25A Connection-line—A&line—B Note: 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.131"x 3,25" unless otherwise noted I i JOB PRE-32282 Two Story SHEET NO 42 OF' 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary (con'd) Location Force Connection Fasteners Required Reference Truss Bottom Chord or Ceiling 225plf 0 131 x 3.0"Nails toed 23B Joist to Endwall Top Plate @ 5 in OC VA 0 L) 03/30/17 0 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. i JOB PRE-32282 Two Story r SHEET NO 43 OF 44 I CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary(coWd) Location Force Sheathing Connection Reference MAIN ROOF: 225 plf 0.113"x2"nails at 6"o.c.panel edge nailing and 12"ox field Roof Sheathing 7/16" OSB (Unblocked) nailing Sheet 29 Shear OVERHANGS: = 6 in o.c. edge&field 0.113"x2"nails at Wall Sheathing 41 plf N 7/16" OSB 6 o.c. panel edge nailing and Sheet 33 Non Shear Wall 'Suction 12"o c.field nailing 222If 0.113"x2"nails at 6"o.c. panel Floor Sheathing p 5/8in OSB (Unblocked) edge fastening and 12"o.c. Sheet 31 Shear field fastening Location Connection Reference N p1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (3) Ridge Connection 4„ 0.131"x3.0” nails toed Sheet 36 v Cay O O rj _ eY 1,•3 .i $• L ' Location Force Connection Fasteners Required Reference 695 plf sliding 2"square washer w/1/2"Anchor Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) @ 16 in OC 27 � Connection-line 1 p 0 plf uplift 1/8in thick min.washer required v 695 plf sliding 2"square washer w/1/2"Anchor d Sill Plate to Foundation @ 16 in OC _ _ and ' Bolt(Assume 1/16"oversized hole) 27A C Connection-line—2 0 219 plf uplift 1/8m thick min.washer required V C 82 plf sliding 2"square washer w/1/2"Anchor C Sill Plate to Foundation@ 72 in OC and Bolt(Assume 1/16"oversized hole) 27B ea Connection-line A C 143 plf uplift 1/8in thick min.washer required C82 plf sliding 2"square washer w/1/2"Anchor LL. Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) , @ 72 In OC 27C Connection-line-13 143 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-32282 Two Story SHEET NO 44 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary(con'd) Location- Force Member Sizes Splice Conn. If Req. Reference 2nd Floor Double 2x6 Top Plate-No Splices 3090 Ib Sheet 19 Endwalls 2nd Floor Double 2x6 Top Plate-With Stagger 2 rows of @ 21 in oc Splices& 0 131"x 3.0"Nails 573 Ib Sheet 19 Sidewalls 1 st Floor Double 2x6 Top Plate-No Splices 10 N 7133 Ib Sheet 19 Endwalls Double 2x10 Perimeter Rail- No Splices U 1 st Floor Double 2x6 Top Plate-With Stagger 2 rows of @8inoc a1 Splices& 0 131"x 3.0"Nails 1451 Ib Sheet 19 .0 Sidewalls 03/30/17 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. Staples and Toe-Nails may not be used in Seismic Zones worse than C. " fasten mateline floor TS LINE-2 rims together w/ 1/2" thru bolts at 48" o.c. or s-n v+° V-u 1/4" 3/8"x8" lags @ 32" o.c. 0 0 GAR LINE-R LINE-R Line A 7-10 3/4" 4'-10 3/4" 7-9 1/2" 4'-10 3/4° 0 1'-4v " 93/1-21 I' N strap across O DW m mateline per calcs. fasten mateline ------------------ I I floor rims together w/ 1/2" thru bolts at --- ' ' 48" o.c..or 3/8"x8" t q ; lags @ 32" O.C. — L NE-2 I I ' I I m I I 4 GRR LINE 2 sti - I I cn m LTAE-1 -� - IV ------------------------------- ------------ ------------------------------------ - --------- ° ----------------------------- -------_----- ' -- _ N -+ N ' 1 .1 double joist under wall. double joist under wall. ITS LIN -B GAi2 LINE-1 Fasten bottom plate to double Fasten bottom plate to double a joist w/ 2 rows of 0.131"x3" joist w/ 2 rows of 0.131"x3" w ' nails at 8" o.c. per row Eq 0 nails at 8" o.c. per row staggered. staggered. _J Ell TS LINE-A m extend wall shtg I .+ 0 braced wall to 7�. 2'-e' Ao A❑ A include part +'-1" 9 1/2 9 v 4'-1 v2" +'-1 v2" -0 v2 behind bum out. GRR LINE-a LINE- TS LINE-1 Must use 0.131"x2.5" nails to fasten wall sheathing for TS Line-1 B © © B A = STH D 14 RJ -` '=''-'` z-11 vr' ztn vz" B = HDU14 on (4) 2x6 SPF #2 03/30/17 run endwall thru run endwall thru Q{0TE: SEE HIGH WIIID DESIGN SUMMARY SLATS FOR UPLIFT, SHEAR, SLIDING, SHEATHING, CORNER STUDS / BUILT-UP COLUMN ,,,,•�,��,a,�,m sIUDS RND TOP PLATE LIMITATIONS PREMIERBUILDERS ' NY NOTE: -4'�d0' EXT WALL SHTG em o•e APPLICABLE BUILDING CODES: "waasvMfcrMs•c 2015 IRC, 2015 IECCT 201+ NEC - ALL AS MODIFIED BY THE NYS 2016 UCS w�wa�' *u►mia �Pa rns»•b�Nsreass mac✓•-fry THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT EPOTPC � DIATED 205UYFILE 2THDEF SATTE, WHICH WERE APPROVE2/20/ 1 •DESSTEM•M9 7-0 -070. TURN KEY / NUNEMRKER � XXXX —WRRNINC IT IS R VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON. UNLESS HE IS ACTING RIDER THE DIREC71CN OF R LICENSED PROFESSIONAL ENGINEER, 1st STORY HIGH WIND DESIGN - 1a CUSTOM TO ALTER THIS ITEM IN ANY WRY. '' ' sQya .�'�X ' DRM 03-21-17 PE 3%16"=1'-0" 32282c_000 TS LINE-2 A = (1) CS 16 from 2nd story studs to 1 st story studs. B = (3) CS 16 from 2nd story studs to AO A 1 st story studs. fV r\/F_ N \ m (n to .a O o N :F TS LINE-B TS LI E-R r i F --------- --------- _ tc m i m N /y in B B 03/30/17 3-8 vz' -e vz' ' TS LINE-1 •MIMMUS, rev: NOTE SEE HIGH WIND DESIGN SUMMARY SHTS FOR UPLIFT, SHEAR, SLIDING, SHERTHING, CORNER STUDS / BUILT-IJP COLUMN STIRS AND TOP PLATE LIMITATIONS NY NOTE -4'x9' EXT WALL SHTG PREMIERBUILDERS A MS[R G AMY APPLICABLE BUILDING CODES: .m oQ ADIH K 2015 IRC, 2015 IECC; 2014 NEC - ALL AS MODIFIED BY THE NYS 2016-UCS - P M P+TJ71,•�745�w6 c',—'r THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT "a""�- WITH TFE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITHsamn THE DEPT OF STATE, WHICH WERE APPROVED ON 2/20/2015 UNDER SYSTEM $M13e7-02-070. TURN KEY / NUNEMRKER XXXX °WARNING: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, 2nd STORY HIGH WIND DESIGN - 2a CUSTOM UNLESS HE IS ACTING LNDER THE DIRECTION OF R LICENSED PROFESSIONAL ENGINEER, TO ALTER THIS ITEM IN ANY WRY. ' DRM 03-21-17 PE '3/16"=l'-O'- 1'32282,_000 ,k JOB PRE-32282 JOB PRE-32282 x SHEET NO. 1 OF 44 SHEET NO 2 OF 44 David E. Billingsley, PE CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 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 ,t_ �,, -` ca i rR.I , .-,� engineer. Foundation/piling engineer must verify the listed connections are appropriate with acutal Design Criteria Cont. r �.Y Lbi ��, t�, foundation/piling system. Foundation/piling engineer may specify alternate connections that meet the 1{- !>� x,511 Z� required loads. Warning: It is a violation of the NYS Education Law Article 145 for any person unless he is 1w: acting under the direction of a licensed Professional Engineer, to alter this item in any way. Location- Floor Diaphragm Aspect Ratio ��,',^�`,� `''s� fSO Length of side (L1)(house width) = 27.5 ft. NY Length of side (L2)(house length) = 42 ft. .S � 03/30/17 135mph Exp C or less- �- L2& L1 = 1.5 :1 < 3 :1 OK Building Description: Max Mean Roof Height = 25 ft. Residential One Story =:- r .:'_` t '` t; Exposed Foundation Height Modular Wood Frame Construction ){ Roof Framing Span (Horizontal Projection) = 13.75 ft Codes: ;:' J,`~ Roof Framing Spacing= 16 in. o.c. 03/30/17 NYS 2016 Uniform Code Roof Overhang Length 2015 NDS ASCE 7-10 Roof Slope = 12 :12 Building Importance Category: II Seismic Criteria Roof Diaphragm Aspect Ratio Seismic Design Category (SDC) B Length of side (L1)(width) = 27.5 ft. Short period design spectral response acceleration (SDs) 0.32 Length of side (1-2)(length) = 42 ft. Seismic Importance Factor 1.00 Ultimate Wind Speed Vult= 135.0 mph Roof/Ceiling Assembly Dead Load = 15 psf Roof Framing Type = Truss Exposure= C TruSS"ID# CC680239 M_ax_ Uplift at Marriage Wall = 126 , lbs per truss Load Case Factor= 0,6 Snow Load = _ Max Uplift_at Sidewall'Wall 598 lbs per truss Ground Snow Load = 35 psf now rmportance Factor 1-0 JOB PRE-32282 SHEET NO 3 OF 44 µ CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Criteria Cont. 1 st Story Loadbearing Wall Height= 8 ft. Wall Stud Specifications= 2x6 SPF#3 Wall Stud Spacing = 16 in. o.c. Shearwall Segment Aspect Ratio 1st Story Shearwall Height= 8 ft. OSB- PLY GYP . 1st Story Minimum Shearwall Length = H/3:5 = 2.29 ft. H / 1.5 = 5.33 ft. 1st Story Wall Length Available for Full Height Sheathing Bline 1 23.00 ft. Lline A 22.50 ft. Bline 2 22.00 ft. Lline B 12.25 ft. 1st Story Maximum Unrestrained Opening Height Hline 1 96 in. Hline A 84 in. Hline 2 96 in. Hline, 8 84 in. J' f 'mow w 03/30/17 q JOB PRE-32282 JOB PRE-32282 SHEET NO 38 OF 44 SHEET"NO 38A OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE CHECKED BY DATE Design Summary Design Summary Location Force Connection Fasteners Required Reference - Location Connection Wall Force Spacing • Reference Connection end Roof Truss to Wall Stud Simpson'Strong-Tie MTS18 (6)0.148inxl.5in nails each 299 plf Sheet 5 _ 7116"OSB/PLY overlap floor line—A 222 plf 6 in D.C. @ 16 in D.C. rim joist min 3" 1st Story Wall line_B 366 plf 5 in D.C. Stud to Floor 0 1131n x tin nails Sheet 6 N Band Connection = Use 2 rows of fasteners along O bottom edge of panel y line-2 419 plf 4 in D.C. G C O V 7/16"OSB/PLY overlap sill line_A 222 plf 4 In o.c. plate 1.5" Q. U) Ime_B 366 plf 3 in o.c. Floor Band to Sill 0 1131n x tin nails Sheet 7 Plate Connection d Use 1 row of fasteners along 'a bottom edge of panel 0 ' - - N _ :> O Note: 8d nails =0.131 x 2.5 n n V „ ' , 10d nails 0.148"x 3" & 16d nails =0.131"x 3.25" unless otherwise noted 03/30/17 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. 03/30/17 Note: Sal na►/s=0.-131' -2-.5",-10a1 nai--0.1-48'x 3'r&6 nails=0.T3T x K25"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. JOB PRE-32282 JOB PRE-32282 SHEET NO. 38B OF 44, SHEET NO 38C OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE CHECKED BY DATE Design Summary Design Summary Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference Simpson Strong-Tie LST_Al2 (10) 0.148"x2 5"nails Roof to Wall Stud Connection 95 plf (5 each end of strap) Sheet 11 @48inoc cc y 03/30/17 _ N i V 0 V v ; .rr i D 03/30/17 1st Story Wall Stud to Floor 35p If Simpson Strong-Tie LSTA12 (10)0 148"x2 5"nails 11B Girder Connection (5 each end of strap) @48 ino.c. Floor Girder to Foundation 35 Fasten on-site for listed IlaNote 8d nai�0-f3T'x 2.-5";10c!nails=0-T48"x 3"&16�i1s=0-T3T'x 3-25' un eft>f a wwise nom — Connection —35-p-If An equal orbetter connection device may be substituted for any connection device listed. Staples An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-32282 JOB PRE-32282 SHEET NO .39 OF 44 SHEET NO 40 OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE CHECKED BY DATE Design Summary(con'd) Design Summary(con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered -Location Force Exterior Panel - Interior Panel Reference of 0.131"x3" Nails at 7- in o.c. Location Force Connection Fasteners Required Reference 03/30/17 - B m C 03/30/17 U) Q � 1st Story Wall-line'l 7/16"OSB w/0.113"x2"nails n 0 284 plf 3"ox panel edge&12"ox field Sheet 18 V nailing(exterior) W Perforated 1 st Story Module to Cl) •= Foundation-line_1 Simpson Strong-Tie 1/2 in min concrete cover and 1st Story Wall-line 2 7/16"OSB w/0.113"x2"nails @ L 2481 Ib (30) 16d sinkers, locate 1 5in Sheet 21 297 plf 3"o c.panel edge&12"o.c.field Sheet 18 STHD14RJ from corner L Perforated nailing(exterior) ; 1st Story Wall-line A 7/16"OSB w/0.113"x2"nails @ O 1 st Story Module to 2 li -line-2 102 plf 6"o.c.panel edge& 12"o.c.field Sheet 18 FoundationSimpson Strong-Tie 1/2 in min concrete cover and nailing(exterior) 2812 lb STHD14RJ (30) 16d sinkers, locate 1.5in Sheet 21 Perforated from corner 1st Story Wall-line—B 7/16"OSB w/0.113"x2"nails @ 188 plf 3"o.c.panel edge& 12"o.c.field Sheet 18 1 st Story Module to Perforated nailing(exterior) Foundation-line_A Dead Load of Structure is OK Sufficient to Resist 0 Sheet 21 Overturning Load , 1st Story Module to Foundation-line_B Simpson Strong-Tie 1/2 in min concrete cover and - 1041 Ib STHD14RJ (30) 16d sinkers, locate 1.5in Sheet 21 Note: 8d nails =0.131"x 2.5", 10d nails=0.148 x 3 & 16d nails=0.131"x 3.25 unless otherwise noted from corner An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Note: 8d nails=0.131"x 2.5'; 10d nails =0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted Gable wall studs at roof-leve must be same, size, species and grade as wa ePb_low. T ey mus also so— An equal or better connection device may be substituted for any connection device listed. Staples be sheathed and fastened the same as wall below. and Toe-Nails may not be used in Seismic Zones worse than C._ JOB PRE-32282 JOB PRE-32282 SHEET NO 41 OF 44 SHEET NO 42 OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE CHECKED BY DATE Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed. Staples Design Summary(con'd) and Toe-Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. LLocation Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference 0.131"x 3"toenails Truss Bottom Chord or Ceiling 0 131"x 3 0" Nails toed Roof to Wall Plate Connection 112 Ib 2 23 Joist to Endwall Top Plate 238 plf 23B @5inOC 0 131"x 3 0"Nails in End- Top Plate to Studs& Bottom 112 Ib Grain NA 23A Plate to Studs - 2 per stud 0 131"x 3 0" Nails Bottom Plate to Floor 84 plf NA 23A 16inoc. N C O U) v - p U 03/30/17 „ 03130/17 0 131"x 3"toenails 1 st Story to Sill Plate 375 plf @ 3 in OC N/A 25 Connection-line—2 0 131"x 3"toenails 1 st Story to Sill Plate Note: 8d nails= 0.131"x2.5", 10d nails =0.148"x3"& 16d nails = 0.131"x3.25" unless otherwise noted Connection-Ime_A&line_B 146 plf @ 6 in OC N/A 25 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. Note:8di�0..T3T'x2-.5", f0d n a!Fs _071-48 F x3'r&f6Jc I rs 0_.I T1 x 3.25"un ess of erwise no ed JOB PRE-32282 JOB PRE-32282 SHEET NO 43 OF 44 SHEET NO 44 OF 44 - CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE CHECKED BY DATE Design Summary (con`d). - Design Summary(con'd1 Locati - _ .� ", thing Connection Reference MAIN ROOF 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 0.113"x2"nails at d Wall Sheathing 41 plf t 7/16" OSB 6"o.c panel edge nailing and Sheet 33 Cn Non Shear Wall Suction 12"o c field nailing 157 plf 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 Force Member Sizes Splice Conn. If Req. Reference Location Connection Reference 1st Floor Double 2x6 Top Plate-No N Splices 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (3) 6537 Ib Sheet 19 ,� Ridge Connection"7" Sheet 36 Endwalls 0.131"x3.0" nails toed v d Collar Tie Connection Per Truss Print Sheet 36 1 st Floor Double 2x6 Top Plate-With Stagger 2 rows of @8inoc U 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end & (3) Splices& 0 131"x 3.0"Nails Flip Connection 6&8" Sheet 36 1482 Ib Sheet 19 c) 0.131"x3.0" nails toed Sidewalls M N O cD Kneewall Connection"15&17" LTS12 Sheet 36 U U N 0 LMateline Connection"16" - Sheathing Lap w/(10) 0 131"x2 5"nails each side Sheet 36 -0 - Location Force Connection Fasteners Required Reference 0 L) 375 plf sliding 2"square washer w/1/2"Anchor Sill Plate to Foundation Bolt Assume 1/16"oversized hole @ 24 in OC C Connection-line_2 and ( ) 27A _ 03/30/17 0 297 plf uplift 1/81n thick min washer required U 146 plf sliding 2"square washer w/1/2"Anchor 0 Sill Plate to Foundation@ 48 in OC +� and Bolt(Assume 1/16"oversized hole) 278 Connection-Iine_A C 222 plf uplift 1/8in thick min.washer required 146 pif sliding 21'square washer w/1/2"Anchor LL, SIII Plate to Foundation Bolt Assume 1/16"oversized hole @ 48 in OC Minimum Lumber Grade and Species is SPF#3 Unless Noted Otherwise Connection -line_B and ( ) 27C 222 plf uplift 1/81n thick min.washer required Minimum Splice Length is 4 ft 8d nai�0-f3T'x 2,-5;TOd nai1§`-_0-7-�FS x3'r&T6 nails=0-T3T x 3-25' un ess of>�se noted-- Bal na/ls=0.-139""x 2.-5",-1"Oal nails=0.-948"x 3"&96d nails=0,-939"x 3-25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. and Toe-Nails may not be used in Seismic Zones worse than C. 1 a , JOB PRE-32282 Garage JOB PRE-32282 Garage y SHEET NO. 1 OF 44 SHEET NO. 2 OF 44 David E. Billingsley, PE CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 217 East Main Street•Middleburg,PA 17842 CHECKED BY DATE CHECKED BY DATE Phone(570)837-0577•FAX(570)837-0585 Desiqn 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 Design Criteria Cont. 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: Floor Diaphragm Aspect Ratio Length of side (1-1)(house width) = 26 ft. NY Length of side (1-2)(house length) = 32 ft. 135mph Exp C or less L2 & L1 = 12':1 < 3 :1 OK Building Description: L Max Mean Roof Height= 25 ft Residential One Story :, Exposed Foundation Height= 1 ft. Modular Wood Frame Construction ; Roof Framing Span (Horizontal Projection) = 13 ft. Codes: -= 03/30/17 Roof Framing Spacing = 16 in. o.c. NYS 2016 Uniform Code CIO* Roof,Overhang Length 2015 NDS - ASCE 7-10 ( Roof Slope= 12 :12 Building Importance Category: Seismic Criteria Roof Diaphragm Aspect Ratio Seismic Design Category(SDC) B Length of side (1-1)(width) = 26 ft. Short period design spectral response acceleration (SDs) 0.32 Length of side (1-2)(length) = 32 ft. -- Seismic Importance Factor 1.00, 03/30/17 Ultimate Wind Speed Vult= 135.0 mph Roof/Ceiling Assembly Dead Load = 15 psf Roof Framing Type= Truss Exposure= C Truss ID# CCO01054 Max Uplift at Marriage Wall= - 169 lbs per truss Load Case Factor= 0.6 Snow Load Max Uplift at Sidewall Wall = 523 lbs per truss Ground Snow Load = 35 psf Srrow-Importance-Factor 1..00 — JOB PRE-32282 Garage SHEET NO 3 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Criteria Cont. 1 st Story Loadbeanng Wall Height= 8 ft. Wall Stud Specifications = 2x6 SPF#3 Wall Stud Spacing = 16 in. o c Shearwall Segment Aspect Ratio' 1 st Story Shearwall Height= 8 ft. OSB- PLY- GYP 1st Story Minimum Shearwall Length = H /3.5 = 2.29 ft. H/ 1.5 = 5.33 ft. 1 st Story Wall Length Available for Full Height Sheathing Bline 1 13.00 ft Lline A 17.25 ft. Bline 2 22.00 ft Lline B 5.00 ft. 1st Story Maximum Unrestrained Opening Height Hline 1 36 in. Hline A 66 in. Hline 2 84 in. Hline 8 84 in. X03/30/17 JOB PRE-32282 Garage JOB PRE-32282 Garage _ SHEET NO 38 OF 44 SHEET NO 38A OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE CHECKED BY DATE Design Summary Design Summary Location Force Connection Fasteners Required Reference , Roof Truss to Wall Stud 392 plf (6) 0 148inx1 Sin nails each Sheet 5 Simpson Strong-Tie MTS18 Location Connection Wall Force Spacing Reference Connection endline_A 317 plf 6 in o.c. 7/16"OSB/PLY overlap floor @ 16 in o c rim foist min 3" 1st Story Wall line_B 317 plf 6 in o.c Stud to Floor 0 1131n x 21n nails Sheet 6 N Band Connection line—1 298 plf 6 in o.c. c Use 2 rows of fasteners along — O bottom edge of panel ;&.a L) O C C O V 7/16"OSB/PLY overlap sill line_A 317 plf 3 in o.c. plate 1 5" a' line_B 317 plf 3 in o c. Floor Band to Sill 0 113i x tin nails Sheet 7 Plate Connection line— 1 298 plf 3 in D.C. O Use 1 row of fasteners along N bottom edge of panel L O U Note: 8d nails=0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. r ""i:,; °03/30/17 .z Note=Bd-nails=0.-13-1"x-2-5-10d-nails-=-0.-148"x3"&16d-nails-=-0.-139"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-32282 Garage JOB PRE-32282 Garage Y SHEET NO 39 OF 44 SHEET NO 40 OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE CHECKED BY DATE Design Summary (con'd) Design Summary(con'd) Note: Corner Studs & Built up Column Studs to be fastened together w/2 rows staggered Location Force Exterior Panel Interior Panel Reference of 0.131"x3" Nails at - 7 in o.c. Location Force Connection Fasteners Required Reference _ T, CE E d p N - d C 1st Story Wall line-1 7/16"OSB w/0.113"x2"nails @ C 284 pIf 4"o.c.panel edge&12"o c field Sheet 18 V Perforated nailing(exterior) 1 St Story Module to Foundation-line 1 1/2 in min concrete cover and N sr — Simpson Strong-Tie Ist Story Wall-line 2 7/16"OSB w/0.113"x2"nails @ 1881 Ib STHD14RJ (30) 16d sinkers, locate 1 5in Sheet 21 '224 plf 4"o.c.panel edge&12"o.c.field Sheet 18 from corner nailing(exterior) Perforated 7/16"OSB w/0 113"x2"nails @ 0 1st Story Module to 1st Story Wall-line—A Foundation-line-2 1/2 in min concrete cover and 164 plf 4"o.c.panel edge&12"o.c.field Sheet 18 1718 Ib Simpson Strong-Tie (30) 16d sinkers, locate 1.51n Sheet 21 Perforated nailing(exterior) STHD14RJ from corner 7/16"OSB w/0.113"x2"@ 2" 1st Story Wall-line—B o.c.panel edge&12"o.c.field 565 plf Sheet 18 1st Story Module to _ nailing(exterior)-dbl studs @ Segmented shtg seams Foundation-line_A Simpson Strong-Tie 1/2 in min concrete cover and ron 505 Ib STHD14RJ (30) 16d sinkers, locate 1.5in Sheet 21 from corner 1st Story Module to Foundation-line-13SimpsonStrong-Tie 1/2 in min concrete cover and 4522 Ib STHD14RJ (30) 16d sinkers, locate 1.5in Sheet 21 Note: 8d nails = 0.131"x 2.5". 10d nails =0.148 x 3 & 16d nails =0.131"x3.25" unless otherwise noted from corner An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Note: 8d nails=0.131"x 2.5", 10d nails =0.148"x 3"& 16d nails =0.131"x 3.25" unless otherwise noted Gablewall studs at goof level must be same,—size,—species and grade as wall-below.—They must also — n or a er connec ion ev�c efTtuteal or any connecfion device listed.—Staples be sheathed and fastened the same as wall below. and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-32282 Garage JOB PRE-32282 Garage Y SHEET,NO. 41 OF 44 SHEET NO 42 OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE CHECKED BY DATE Design Summary (con'd) An equal or better connection device may be substituted for any connection device listed. Staples Design Summary(con'd) and Toe-Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. Location Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference 0.131"x 3"toenails Truss Bottom Chord or Ceiling 0.131"x 3 0"Nails toed Roof to Wall Plate Connection 131 Ib 2 23 Joist to Endwall Top Plate 189 plf -_ 23B @6inOC - 0.131"x 3 0"Nails in End- Top Plate to Studs&Bottom 122 Ib Grain NA 23A - Plate to Studs 2 per stud 0.131"x 3.0"Nails Bottom Plate to Floor 91 plf NA 23A 16 in o.c. = = p CAI -, - _ _ _ __ _,l•_ zM zM �= 03/30/17 .a 03/30/17 0.131"x 3"toenails 1st Story to Sill Plate 327 plf @ 3 m OC N/A 25 Connection-line—1 Simpson Strong-Tie LTP4 or 1st Floor Endwall Mateline- 1 st Story to Sill Plate A35 Top Plate to Top Plate/ (22) 0.1-48m x 2.5m nails each Connection-line-2 697 plf (12) 0:131 in x 1 1/tin nails 26 Ceiling Rim to Ceiling Rim 2459 Ib 2 Simpson LSTA30 Straps strap NA @ 9 in OC across Mateline 0.131"x 3"toenails. 1st Floor Endwall Mateline- 1st'Story to Sill Plate 189 plf @ 6 in OC N/A 25 Floor Rim to Floor Rim across 2459 Ib 2 Simpson LSTA30 Straps (22)0.148in x 2.5in nails each NA Connection-line A strap Mateline Simpson Strong-Tie LTP4 1 st Story to Sill Plate 567 plf @ 12 in OC (12) 0.131 in x 1 1/2in nails 26 Note: 8d nails=0.131"x 2.5'; 10d nails=0.148"x 3"& 16d nails= 0,131"x 3.25" unless otherwise noted Connection-line_B An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. Note;8d nails=0.-131"z-2.-5",-10d nails=0.-148"-x-3"&-1-6-d nails=0.-131"x 25"unless otherwise noted JOB PRE-32282 Garage JOB PRE-32282 Garage' SHEET NO 43 OF 44 SHEET NO 44 OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 r CHECKED BY DATE CHECKED BY DATE Design Sua n'd 03/30/17 Desiqn Summary(con'd) Loc - Sheathing Connection Reference 77 MAIN ROOF: 189 plf 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 0.113"x2"nails at d Wall Sheathing 41 plf 7/16" OSB 6"o.c panel edge nailing and Sheet 33 Cl) Non Shear Wall Suction 12"o.c field nailing , Garage Slab Floor Sheet 31 Location Force Member Sizes Splice Conn. If Req. Reference Location Connection Reference 1st Floor Double 2x6 Top Plate'-No N - _ Splices r_O Ridge Connection'7 Sheet 36 En 1 1/4"x 20 ga steel strap w/(7) 0.131x2 5" nails each end & (3) 4917 Ib Sheet 19 0.131"x3.0" nails toed dwalls C) d 0 Collar Tie Connection"5&9" (8) 0.131"x3" nails Sheet 36 1st Floor Double 2x6 Top Plate-With Stagger 2 rows of Splices& @ 8 in oc P 0.131"x 3.0"Nails U 1 1/4"x 20 ga steel strap w/(7) 0.131x2.5" nails each end &(3) 1507 Ib Sheet 19, le Flip Connection„6&8' - 0.131"x3 0" nails toed Sheet 36 Sidewalls LO 0 r cD Kneewall Connection"15&17" LTS12 Sheet 36 L) U in ' L N O Mateline Connection 16" Sheathing Lap w/(10)0 131"x2.5"nails each side Sheet 36 -O Location Force Connection Fasteners Required Reference 327If sliding ` P 9 2"square washer w/1/2"Anchor @ 24 in OC CL SIII Plate to Foundation Bolt(Assume 1/16"oversized hole) 27 Nand Connection-line _1p 0 317 plf uplift 1/81n thick min.washer required v 697 plf sliding 2"square washer w/1/2"Anchor C Sill Plate to Foundation@ 16 in OC Bolt(Assume 1/16"oversized hole) 0/17 27A 4 \ Connection-line-2 _ �"" ; ° 03/3 c and O 224 plf uplift 1/8in thick min.washer required U = 189 plf sliding 2"square washer w/1/2"Anchor ° 36 in OC p Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) � 27B - as Connection-line_A and 317 plf uplift 1/81n thick min.washer required C - 0 567 plf sliding 2"square washer w/1/2"Anchor @ 12 in OC LL Sill Plate to Foundation and Bolt(Assume 1/16"oversized hole) 27C Minimum Lumber Grade and Species is SPF#3 Unless Noted Otherwise Connection-line_B 317 plf uplift 1/8in thick min.washer required Minimum Splice Length is 4 ft 8a1 nails=0-13f'x 2.Y;f0- nails=0.1-48 x 3'r8 r6d nar�0-f3T'x 3-2 unless of erw�te�— Sal nails=0.-131-"x 2.-5",-1Oil nails=0.-148"x 3"&16d nails=0-131"z 3.-25 unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples . An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-32282 Two Story JOB PRE-32282 Two Story • SHEET NO. 1 OF 44 SHEET NO 2 OF 44 David E. Billingsley, PE CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 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. Foundation/piling engineer must verify the listed connections are appropriate with acutal Design Criteria Cont. 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: Floor Diaphragm Aspect Ratio Length of side (1-1)(house width) = 13.75 ft. ,NY Length of side (1-2)(house length) = 42.4 ft. 135mph Exp C or less Building Description: Max Mean Roof Height= 25 ft Residential Two Story Exposed Foundation Height= 1 ft. Modular Wood Frame Construction Roof Framing Span (Horizontal Projection) = 13.75 ft. Codes: 'r`' Roof Framing Spacing= 16 in. o.c. NYS 2016 Uniform Code g ~ Roof OverhangLength = 1 ft. 2015 NDS ;'- - ASCE 7-10 _ _ Roof Slope = 7 :12 Building Importance Category: II w _ 03/30/17 Seismic Criteria Roof Diaphragm Aspect Ratio , Length of side L width 13.75 ft. f' Seismic Design Category(SDC) g ( 1)( ) 03/30/17 Short period design spectral response acceleration (SDs) 0.32 Length of side (L2)(length) = 42.4 ft. Seismic Importance Factor 1.00 Ultimate Wind Speed , Vult= 135.0 mph Roof/Ceiling Assembly Dead Load = 15 psf Roof Framing Type= Truss Exposure= C TrusS-ID'# - D130008 - Max Uplift-at Marriage Wall = 0 lbs per truss Load Case Factor= 0.6- Snow Load Max Uplif_t_at Side wall Wall = 397 lbs per truss Ground Snow Load= _ 35 psf Snow-Importance-Facto 1-00 — JOB PRE-32282 Two Story SHEET NO. 3 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Criteria Cont. 1st Story Loadbearing Wall Height= 8 ft. 2nd Story Loadbearing Wall Height= 8 ft Wall Stud Specifications = 2x6 SPF#3 Wall Stud Spacing = 16 in. o.c. Shearwall Segment Aspect Ratio 1 st Story Shearwall Height= 8 ft. 2nd Story Shearwall Height= 8 ft. OSB - PLY GYP 1 st Story Minimum Shearwall Length = H /3.5= 2.29 ft. H /1.5 = 5.33 ft 2nd Story Minimum Shearwall Length = H /3.5= .2.29 ft. H / 1.5 = 5.33 ft 1st Story Wall Length Available for Full Height Sheathing Bline 1 5.00 ft. Lline A 29 75 ft. Bline-2 11 80 ft Lline—B 2425 ft. 1st Story Maximum Unrestrained Opening Height Hline 1 96 in Hline A 84 in. Hline 2 36 in. Hline B 66 in. 2nd Story Wall Length Available for Full Height Sheathing Bline 1 7.40 ft. Lline A 33.50 ft. Bline 2 11.80 ft. Lline B 24.00 ft. 2nd Story Maximum Unrestrained Opening Height Hline_1 66 in. Hline A 84 in. ` Hline_2 36 in Hline_B 66 in . '' 03/30/1 - JOB PRE-32282 Two Story JOB PRE-32282 Two Story SHEET NO. 38 OF 44 SHEET NO. 38A OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 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)0.148inxl 5in nails each Stud Connection 298 plf end Sheet 5 7/16"OSB/PLY overlap line—A 298 plf 6 in o.c. @ 16 in o c. 2 rows of 0.113"x2.0"Nails 2nd Story Wall line_B 298 plf 6 in o.c._ Stud to 2nd Story _ 6 Floor Band = Connection 7/16"OSB/PLY overlap Ime_1 585 plf 3 in o c. 2 rows of 0.113"x2 0"Nails line—2 251 plf 6 in o.c. N 7/16"OSB/PLY overlap line—A 221 plf 6 in o.c. 2 rows of 0 113"x2 0"Nails - • O v 2nd Story Floor line_B 221 plf 6 in o.c. = Band to 1 st Story = Ceiling Band 6 N O Connection 7/16"OSB/PLY overlap line_1 585 plf 3 in o.c. U 2 rows of 0.113"x2 0"Nails O Q. line-2 251 plf 6 in o.c. N 7/16"OSB/PLY overlap line A 221 plf 6 in o.c. L - O 2 rows of 0.113"x2 0"Nails C 1 st Story Ceiling line_B 221 plf 6 in ox. O Band to 1st Story Wall Stud 6 O Connection = 7/16"OSB/PLY overlap line_1 585 plf 3 in o.c. O 2 rows of 0.113"x2.0"Nails V line-2 251 pif 6 in o.c. M Note: 8d nails =0.131"x 2.5", 10d nails =0.148"x 3" & 16d nails=0.1,31"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. 03/30/17 Note:8a1 natls=0.-131 x 2.-5",-1-od naris=0.-148"—x3 R 16x1 nails=0..131"x3:25"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-32282 Two Story ,JOB PRE-32282 Two Story SHEET NO. 38B OF 44 SHEET NO. 39 OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE CHECKED BY DATE Design Summary Design Summary(con'd) Location Connection Wall Force Spacing Reference Location Force Exterior Panel Interior Panel Reference 7/16 OSB/PLY overlap floor line_A 143 plf 6 in o.c. rim joist min. 3" 2nd Story Wall-line—1 7/16"OSB w/0.131"x2.5"nails 394 plf @ 3"o.c.panel edge& 12"o.c. Sheet 18 1st Story Wall line— Perforated B 143 plf 6 in O.C. field nailing(exterior) Stud to Floor 0.1131n x tin nails 6A N Band Connection line—1 0 plf 6 in o.c. 2nd Story Wall-line—2 7/16"OSB w/0.131"x2.5"nails = Use 2 rows of fasteners along — — 247 plf @ 6"o.c.panel edge& 12"o c. Sheet 18 0 bottom edge of panel field nailing(exterior) +�+ Perforated line-2 319 plf 6 in o.c. C 7/16"OSB w/0.131"x2.5"nails = 2nd Story Wall-line A. 0 — 26 plf @ 6"o.c.panel edge& 12"o.c. Sheet 18 U 7/16"OSB/PLY overlap sill line—A 143 plf 6 in o.c. field nailing(exterior) plate 1 5�� �+— Perforated .Q 7/16"OSB w/0.131"x2.5"nails line_B 143 plf 6 in o.c. 2nd Story Wall-line_B Floor Band to Sill0 11 31n x tin Wads Sheet 7 36 plf @ 61 o c panel edge field nailing(exterior) Use o.c. Sheet 18 Plate Connection >, Perforated Use 1 row of fasteners along line-1 0 plf 3 in o.c. bottom edge of panel line_2 319 plf 3 in o.c. N Q 7/16"OSB w/0.131"x2.5"nails 1st Story Wall-line—1 780 if @ 2"o.c.panel edge& 12"ox 18A ca p field nailing(exterior)-dbl studs ) Segmented @ shtg seams Ito 1st Story Wall-line 2 7/16"OSB w/0.113"x2"nails @ Note: 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted - 313 plf 4"o.c.panel edge&12"o.c.field 18A nailing(exterior) An equal or better connection device may be substituted for any connection device listed. Staples Perforated - _ rF' •F=' is and Toe-Nails may not be used in Seismic Zones worse than C. _ _ r lst Story Wall-line_A 7/16"OSB w/0.113"x2"nails @ 73 if 6"o.c.panel edge&12"o.c.field J `Y - 1 P P g `at 18A Perforated nailing(exterior) r _ 1st Story Wall-line B 7/16"OSB W 0.113"x2"nails @ ' 89 plf 6"o c.panel edge&12"o.c.field ,-r w'. §A nailing(exterior) Perforated 03/30/17 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 studss 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-32282 Two Story JOB PRE-32282 Two Story SHEET NO 40 OF 44 SHEET NO. 41 OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE CHECKED BY DATE Design Summary(con'd) Design Summary (con'd) An equal or better connection device maybe substituted for any connection device listed. Staples Note: Corner Studs & Built up Column Studs to.be fastened together w/2 rows staggered and Toe-Nails may not be used in Seismic Zones worse than C. of 0 131"x3" Nails at 7 in o.c. All fasteners into sill plate must be corrosion resistant. Location _ Force Connection Fasteners Required Reference Location Force Connection Fasteners Required Reference 2nd Story Module to 1 st Story 0.131"x 3"toenails Module-line-1 (3)Simpson Strong-Tie CS1.5 Roof to Wall Plate Connection 1041b 2 23 42301b straps (22) 10d nails ea strap Sheet 21 0.131"x 3.0" Nails in End- 2nd Story Module to 1 st Story Top PIate to Studs&P ate to Studs 1041b Gram. NA 23A Module-line 22 Simpson Strong-Tie CS16 2 per stud 1561 Ib strap (22) 10d nails ea strap Sheet 21 0.131"x 3 0"Nails Bottom Plate to Floor- 78 plf NA 23A 2nd Story Module to 1st Story 16 m o.c. line_A Dead Load of Structure is : ' '• ` _ OK Sufficient to Resist 0 Sheet 21 Overturning Load O 2nd Story Module to 1 st Story 3 Module-line B Dead Load of Structure is O OK Sufficient to Resist x Sheet 21 O Overturning Load /30/17 - 0 \N ra i^- C 1st Story Module to (1)Simpson HDU14-SDS2 5 (36) SDS 1/4"x2 5"screws into O Foundation-line-1 U y C installed on (4)2x6 SPF#2 stud column& 1"threaded rod s- 10318 Ib 21A _- 03)30/17 Studs-Use Heavy Hex Head w/8'min embed in 24"min C = Nut-2500psi min concrete wide footing 'a O 1st Story Module to Foundation_-line-2 1/2 in min concrete cover and Simpson Strong-Tie LTP4 38411b Simpson Strong-Tie )(30 16d sinkers, locate 1 5m 21A STHD14RJ 2nd Story to 1st Story 519 plf - @ 13 in OC (12)0 131 in x 1 1/2in Wads 26 from corner Connection-line-I &line-2 1st Story Module to 0.131"x 3"toenails. Foundation-line-A Dead Load of Structure is 2nd Story to 1st Story 51 plf @ 6 in OC N/A 25 OK Sufficient to Resist 0 21A Connection-line-A&line_B Overturning Load Simpson Strong-Tie LTP4 1st Story to Sill Plate 1st Story Module to Connection-line-1 &line-2 695 plf @ 9 in OC (12)0.131 in x 1 1/2in nails 26 Foundation-line_B Dead Load of Structure is _ OK Sufficient to Resist 0 21A 0.131"x 3"toenails. Overturning Load 1st Story to Sill Plate 82If Connection-line A&line-B p @ 6 in OC N/A 25A 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 esu stituted-or any connection device listed-Staples — o e: 8 �0-f3f x 23`;f0 is=0.9-48'x 3" &f6- nails=0 731'x 3-25' un ess of erwise nom and Toe-Nails may not be used in Seismic Zones worse than C. JOB PRE-32282 Two Story JOB PRE-32282 Two Story a SHEET NO 42 OF 44 SHEET NO 43 OF 44 CALCULATED BY DB DATE 3/1/2017 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE CHECKED BY DATE Design Summary(con'd) Design Summary (con'd) Location Force Sheathing Connection Reference MAIN ROOF 225 plf 0.113"x2"nails at 6"o.c.panel edge nailing and 12"o c field Location Force Connection Fasteners Required Reference Roof Sheathing 7/16" OSB (Unblocked) nailing Sheet 29 OVERHANGS Truss Bottom Chord or Ceding 0 131"x 3 0"Nails toed = Shear 225 pif 23B 6 in o.c. edge &field Joist to Eridwall Top Plate _ @ 5 in OC W 0.113"x2"nails at Wall Sheathing 41 plf 7/16" OSB 6"o c panel edge nailing and Sheet 33 Non Shear Wall Suction 12"o c field nailing 222 pif 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 O Ridge Connection"4„ 1 1/4"x 20 ga steel strap w/(7) 0 131x2 5" nails each end & (3) Sheet 36 0.131"x3 0" nails toed .O =O 03/30/17 00 O o U CD U) - _ -- 03/30/1 L Location Force Connection Fasteners Required Reference 695 plf sliding 2"square washer w/1/2"Anchor Sill Plate to Foundation Balt(Assume 1/16"oversized hole) @ 16 In OC 27 N Connection-line-1 and C O 0 plf uplift 1/8in thick min washer required v 695 plf sliding 2"square washer w/1/2"Anchor C Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 16 in OC 27A O Connection-line-2 and 0 219 plf uplift Min thick min.washer required U G82 plf sliding 2"square washer w/1/2"Anchor @ 72 in OC Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) 27B Connection-Ilne_A and 143 plf uplift 1/81n thick min washer required 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 82 pif sliding 2 square washer w/1/2"Anchor LL Sill Plate to Foundation Bolt(Assume 1/16"oversized hole) @ 72 In OC 27C An equal or better connection device maybe substituted for any connection device listed. Staples Connection-line_B and and Toe-Nails may not be used in Seismic Zones worse than C. 143 plf uplift 1/81n thick min.washer required 8d nails = 0.131"x 2.5",10d nails=0.148"x 3"&16d nai—0.f31'x 3-Z5"un ess of erw�� 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-32282 Two Story SHEET NO 44 OF 44 CALCULATED BY DB DATE 3/1/2017 CHECKED BY DATE Design Summary(con'!Q Location Force Member Sizes Splice Conn. If Req. Reference 2nd Floor Double 2x6 Top Plate-No Splices 30901b Sheet 19 Endwalls 2nd Floor Double 2x6 Top Plate-With Stagger 2 rows of Splices& @ 21 in oc - P 0 131"x 3 0"Nails 5731b Sheet 19 Sidewalls 1 st Floor Double 2x6 Top Plate-No Splices N 71331b Sheet 19 Endwalls Double 2x10 Perimeter Rail- No Splices U 1st Floor Double 2x6 Top Plate-With Stagger 2 rows of Splices& 0 131"x 3 0"Nails @ 8 in oc 14511b = Sheet 19 .0 Sidewalls 03/30/17 Minimum Lumber Grade and Species is SPF#3 Unless Noted Otherwise Minimum Splice Length is 4 ft 8d-nails=-031"x 0d-nails=-0.-148"x3"&-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. L 79'-10" ql 13'-9" HEADER RT T-s• 6-10 1/2" 2-2(6 2 48'FFEIM THIRD STEP SPF2 222 S 66'-0" 59'-6" 48'-6" 40'-2 1/4" 36-11/2" 20'-11" 6'-0 1 �4" cli 1 -9 in _ ` 4Vff'- 1'- 1 1/Z" t 34-0 1/2"SHTG � d 1^m m i� 9-w 3/4" \ S-w ® ® 6PF2 30372 O 74SWINGD _ 3859 3859 � 1 r 4 N O pa ® W3036 W3018- 6 W935 W2436 W3536 - 3Z 303' i 1---1----- 11'- 1 _ R M 23'-0" .830 DB2 DW 824 $, C? 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FT. ,�( � m ON-SM �g 3'-6" 5'-6"30 3'-0' _ RU ROOF LT REOD/PRovD 1783/3432 oz OFFICE r Tn ) Y OTHERS VT REO'D/PROV'D: 8.92/18.06 LL- in`i I 00 73.79 SO. FT. o C27 ' 105.875" FULL 7'-7" 47H WILL 'd' N LT REO'D/PROVO: 5.9L 44 N _ HEIGHT WALL VT REOO/PROVO: 2�/ A2 N C3 23'-0" N _ FD(D STUDIO WINIM's N Ln i in 19'-3" :H 6'- T-0" (TYPICAL FILL 2227' HDR=3-2x12SPF2 OIBLJK) HOA=3-2x125PF2 OIBLJK) NJ- 3859 ;a m a m LABELED Wmaou� iff_ 7 s' GRRDR9 -0° GRRDR9 p� z'-6 v2' '� _ _ - N `n 3-216 sm 3859 3859 3859 } 36 3859 2' BR 11 N --} 6PFz 41'-11 1/2" 34'-0 1/2" Az7 Az7 z zxssPPz ��MCOLUI.M-N J O 3 z s 1^ 17830 sa FT. NSHTG SHTG COLUMII SPF2 LT REO O/PROVO 1428/223a STRAPS FROM FDR 59'-0 s ' " ' 3 3/4" 10'-11 3% " 3-7 /4" VT REOO/PROV'D: 714/1216 84 (STlDIO WADOWS NOT INCLUDED IN PROVO W5) O �p ` X 1S J 8 0 CAPE DORMER C' N TOP IDL. OF TRE OaRM GIId7E72 00 N G�..'E 1 - C) TRUSS TO tat WALL STUDS RV N / C 4 � 2$IMP3Q1 L$TA19s 3TI5�`3TD FFRomLOOR38592 13'-011 L 12'-9" FOR CN-SITE ROOF CONNECTIONS SEE BUILDING CROSS SECTIDNS 81-011 4-1-01' Sip!� - II ® to o MFOR O+xE SIHW30N FDU14 CV AAI lam. DOORS 60WINDOWSJSHALL HAVE THE Ts RUN ENOWFLL TFRu c0 4�r FOLLOWING DESIGN PRESURE BASED ON 'Y7' EXPOSURE, W/&iiG FULL , �s GJ x 3 31221A(TF" MEAN EDJ2IAR ZONES a 133 IIIPII vulL BESHIPHIND Ilr -3 3/4' 9 163 INT GYP 392 - CORNER ZONES FOR FIELD ACCESS 3859 RUN ENOWFLL J t� 03/30/17 THxu W/SHTG NOTE SEE HIGH WAD DESIGN PLAN la d DESIGN SUMMARY SHTS FOR HIGH WAD COLUMNS, STUDS, STRAPPING 6 FASTENING '-4 1/Z' 4'-4 1/Z° -4 1/Z' �LL� 4'x9' EXT WALL SHTG 1st STORY 6-10 1/2" SFS Loost GYP FOR FIELD ACCESS NOTE!WINDOWS SHALL COMPLY WITH '12 6 '15 IRC R312 C09 6122, b6 61321 SEE SYSTEMOUNUEEVEL 5Hf 3u, WINDOW NOTE 4. WINDOW SILLS ARE LOCATED 24"(MAD AFF. 03-21-17 DM PE 013 SIDEWALL= 2(6 16"oc WINDOWS= SILVERLINE DH DESIGN SNOW ZONE= 35 GSL PREMIERBUILDERS '�'""m" °1-25-17 DM RE NY NOTE: 01-26-17 DM REV FINISHED FLOOR <E ABOVE GARDE MARK WALL= 2x4 16"oC CLG= R-38. 32/51, Wp1= R-21 ROOF. LIV/KIT= 12/12 16"oc (90tt) """®'04"101 1-12-17 JK REV AROUND ENTIRE PERIMETER A Na M CF MWV K�IS eo( 12-17-16 GH REV APPLICABLE BUI.DING COOE5: FLOOR NST= 2x10 16'oC ALR= R-3003Y BLDR) ROOF, BAS= 7/12 16 oc (906 - 2015 IRC, 2015 IECCI 2014 NEC - ALL AS MODIFIED BY THE NYS 2016 UCS NY GsL DATA: - FOUNNDDATTIOO NI TYPE - BASEMENT CLG. HGT. 8'-0^ (SEE RE5CHECK) ROOF, LAUN= 12/12 16"oc (67.5.1 TlJs3•074MOS`�_'— L u-04-16 DM REV REV THE PLANS FIND 5PECIFICRTIONS OF THE PERMIT SET FIRE DERIVED FROM AND CONSISTENT GSL BASE(3012(5))/ELEV= 35/<1000 RDDTL 85MT COL - • STAIR OPENG(S) BASED ROOF, GAR= 12/12 16"oc (900) 09-29--16 DM WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WLTH THE APPROVAL ON FILE WITH G5L REOO/DESIGN= 35/35 SPORDNIQ ERRRREQU�E NO LABEL - • ON 825"/9D0" GEOMETRY DESIGN WAD ZONE= 135 353 Vuft TURN KEY / NUNEMAKER � THE DEPT OF STATE, WHICH WERE APPROVED ON 2/20/2015 UNDER SYSTEM sM1387-02-070. XXXX —WARNING IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, .= 27SUn- C UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFE55IONRL ENGINEER, IDT TNF FIRE SEPARLHTTON: - NDT RFolmzFn DEST. 275 VILLFlGE LANE 1 STY FLOOR PLAN _Cmm USTOM TO FILTER THIS ITEM IN ANY WAY. WALLS/PRoJECTIONs >6 FROM LOT LAE FOR CLARITY PRINT 11x17 ONLY MRTITUCK, NY U952a, ,U SUFFOLK CO. HRYES 8-9-2016 3/16"=1'-0" 32282c-000 79'-10" 13-9" 6'-10 1/2" 1, 6'-10 1/2" 2-2451'n 2-zxSSPF2 63° HGT 222 SG 0.1 66'-0" iD 24 m O o� 1 `� =\/F- N c C3 00 m J Fn N 42 NEn p BATH 1 23'-0" 33'-6" m H- O 3 HF3TTFeF ATTIC NATLE:L LIGHT 6 VENTTI ATTON• 4 TOTAL NATURAL LIGHT REOD/PROW: 34.75/2188 mF1�D WAG AG�MIID � SW a�HGi TOTAL NATURAL VENT REO'D/PROV'D: 17.38/12.04 9'-4 1/2" TEDS F THE fEOVE f£411I�D'Oli#TTlES F�ERvED ON WORST CRSS COF�TION WITH R COMPLEIEI.Y CF EN IPPER of FLOOR ftF#1 THE LVMt FLOOR PLW MRY BE fDPFIG D ON-SITE BY OTHA7t9 IN SUCH R MANNER TO MEET �UI FFTTll2fl-LSGIiT 6 VENT CODE RETHE WDEOWS PROYlt]EO.OR SIFPLEMFMFL RRi1PICIFL p LIGHT Rm VENT MRY FE SY OTHERS. RTTIc N4TLF3L LIGHTOl 6 VF7fTD.RTION TO BE V45FE7CTTD RO APPROVED BY THE LOCFL F#'U - N MINIMUM OF i EGRESS WINDOW REQUIRED IN ANY FUTURE SLEEPING AREAS. ao ® p m cn 60 0 07 ZC3 �4 BE 3 c\l- cn R27 m a - - - - ----, " --- N .� -a - N Lr) N - I ' I I 'I U) UL33 SO. FT. NOTE: MARK DATA PLATE— 12/12 STORAGE ROOF NOT TO BE USED AS BIT LE NOTE:- DN-SITE COMPLETION REQUIRED BY OTHERS OF THIS I II I c- LT REOD/PROV'D: 8.91/2288 C3 coo 12/12 ATTIC RRER IF IT IS TO BE USED AS HABITABLE SPACE 'K I I x I VT REQD/PROV'D: 4.46/12.04 1 cn ABOVE LRUNDRY/BRTH3 6 GARAGE AREA ALL WORK TO BE APPROVED 6 INSPECTED ON-SITE ' BY LOCAL BLDG DEPT. ~ ISL STORY cHRSES - FE EELOCKNG FIT CLG 6 FLR'PENETRATION $'_Qu ON-SITE BY OTHERS LFVaM 6 STEP ---- F71�PLACE F#lAOFF W FLOOR TSO FLOOR p I ATTIC FDa7LRU ROOF OTHERS BY OTHc'RS. m L ACCESS 23'-0.. 33'-6" ---- 3'-0" 30 0 - -------- ------ - 30 30 N ' HDR-3-EGRESS LVL 38592 R27 4 CV cn N -� BE 2 146M S0. FT. to LT REOD/PROVD: 1174/2714 dl o 17'-0" VT REQ'D/PROV'D: 5.87/12.04 ~ R27 7n m N O N _} 60 N p O C7b EGRESS O � %E. 38 92 4 axSsPFz 6'-1 /2' ENOWFILL RUN ENOWFLL TTHRU 13'-9" C) r` t 2 ai 'v y � 03/30/17 � PREMIERBUILDERS 03-21-17 DM PE 02-21-17 DM DB DM REV NY NOTE: A MOM OF MW7 bs= "m L-12-1701-25-17 7JK REV APPLICABLE BUILDING CODES 2015 IRC: 2015 IECC: 2014 NEC ALL AS MOQIFIED BY THE NYS 2016 UCS 09-29--16 lui Pa.0758 6745F8�86 -�t m•�a 12-1- GH REV REV THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT mnoa mum r r 09-29 16 DM WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH SME:WRLL= 2x6 15'oc TURN KEY / NUNEMRKER THE DEPT OF STATE, WHICH WERE APPROVED ON 2/20/2015 UNDER SYSTEM *M1387-02-070. CLG HGT= 8'-0" XXXX ••WRRNING IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, FLOOR JST= 2x10 15'oc 2 STY FLOOR PLRN CUSTOM UNLESS HE I5 ACTING UNDER THE DIRECTION OF R LICENSED PROFESSIONAL ENGINEER. LABEL TO ALTER THIS ITEM IN ANY WAY. n.�HRYES 8-9-2016 3%16"=1'-0" 3228 c-000 - 1 1 REAR TWO STORY PERK TO SPOT AT 2; ------ r "323 ' I 1 SPOTLITE 1 QCT PNL -(6' COD) - 1 - - - -rrT WP 232 _-Zi.Lz--1 1--L-� I I wp 7 7 7 1 O 3 X 15' II I - - -----' _xn I I 1 ' $ 5 1 - I R ------------ R ----------- R I I 1 1 1 1 I I I I 14-3 B 7d(J R I 5 I i 1 I I • I I / I 21 I I 1 1 I I I I 6 1 A44P 2T FIFFR 2 -V 7 I I I R - P - P 27.SFJ� , I I I I ,1 - - -- a,MTD( ------- ------- ----------------------, I I , �. 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REO D FRONT 6 REAR EXT GFCI RECEPT SHALL BE ACCESSIBLE FROM GRADE of TOM f�PLICABLE BUILDING CODES 2MS IRC, 2015 IECC, 2014 NEC - ALL AS MODIFIED BY THE NYS 2016 UCS r THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT AIR FLOW PROVIDER - 100 H FA _ ADDITIONAL 'GRADE-OTHERSIBLEL EXT GFCI MODULES) SHALL BE PROVIDED y yr q , �` �177JK REV TWITH THE HE DEPT OF SS AND WHICHSPECIFICATIONS IFICAT NS ASSOC ATED TWITH T FUNDER SYSTEM AFILE I H7 WITH 02-070. (`� NOTED CONT. RUN KITH FANS) AND INSTALLED BY OTHERS (BELOW S MODULES) E C E FRONT AND GRAEAR �Xxx ON S.OF LIGHT REQUIRED 7ESPPAACEE IS USED FOR NOT TOORAGE�OR CONTAINS EQ IFTMENT TURN KEY / NUNEMFIKER -WARNING: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON. REOUIRING SERVICING, PER 2014 NEC. SEC 2L0.7C(M) TO BE PROVIDED AND �+ro+ UNLESS HE IS ACTING UDDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, INSTALLED ON-SITE BY OTHERS. 1 STY ELECT PLAN _CUSTOM TO ALTER THIS ITEM IN ANY WAY. amHRYES 12-17-2016 3%16" =1'-0" 322825_000 TO'SPOT RT G RAGE CORNER 6 ' f SPOT AT PERK 24 BOX ONLY - 23 I � I I I X24 I I t I-LRT)- I 1 1 1 b 3 - , I � 1 � 1 ' 24 IIMCR 14-9 TO I I c sant W I I 254 251 I 24 I NOTE= MRRK DRTR PLRTE- ON-SITE ELECTRICRL WIRING PROVIDED I 4 BY OTHERS. THIS 12/12 RTTIC RRER INCLUDING SMOKE, CO R 25 DETECTORS RS RE OUD— FOR SLEEPING ARERS SHRLL BE RPPROVED 6 INSPECTED ON-SITE. I ' 24 I I ------ --- - I I 24 �z4 I I I I I I I I i i m( I (f3; 12RM9&L(PS 25 jR 4 I 25 25 T25 25 • �{�"� •[ �,r';`,yn tl�x� � '°-x'.173 i MJ3UMVEL FLUVERMU=C Imo. 03/30/17 NY NOTE: PREMIERBUILDERS "�.,: FIPPLICFIBLE BUI DB G CODES ��y�y� 2015 IRC; 2015 IECCt 2014 NEC - RLL RS MODIFIED BY THE NYS 2016 UCS �������c THE PLRNS RNO SPECIFICRTIONS OF THE PERMIT SET RRE DERIVED FROM RNO CONSISTENT ¢aeler h14 i6 acfn Pa T7158 b7W5(B 8B6 ew-�t m.e n 03-21-17 DM PE WITH THE PLFrI5 FTID SPECIFICRTIONS RSSOCIRTED WITH THE RPPROVRL ON FILE WITH mao 1-12-17 JK REV THE DEPT OF STRTE, WHICH WERE RPPROVED ON 2/20/2015 LPDER SYSTEM *M1397-OZ-070. TURN KEY / NUNEMRKER MUM XXX PUN WARNING IT IS R VIOLRTION OF THE NYS EDUCRTION LRW RRTICLE 145 FOR RNY PERSON, 2 STY ELECT PLRN UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFE55IONRL ENGINEER, CUSTOM TO FILTER THIS ITEM IN RNY WRY. ox HRYES 12-17-2016 3%16"=1'-0" 22 8E2c_000 MODULAR THIS AREA IS NOT DESIGNED TO RESIST LOADS FROM SOIL PRESSURES. FOUNDATION MUST BE DESIGNED BY OTHERS TO RESIST THE SOILS 79'-10" LORDS IN THIS RRER. 13'-9" TS WALL-2 71/2" ma_ 71/2 ' 1 1 r------------- ------4- I 24'-0" 34'-1" J-' 1rIGRR WAO- R a, LJ I = �+ ISI 2500# I I a, O -�'--------�+ I 977 PLF I :I r- -------------------- ----------------------� 1 1 .11 i l PLF j CTT I I a, PLATE To FOUNDATION 146 PLF SLIDING AND 2" SQUARE WASHER w/ 1/2' ANCHOR a 48"oc I 3.456* PIL -842 PLF--------' CONNECTION - LINE-P&B 222 PLF UPLIFT BOLT (ASSUME 1/16° OVERSIZED HOLD 1/8" THICK MIN. WASHER RE I I I I I I I I PLATE TO FOUNDATION 375 PLF SLIDING AND 2" SQUARE WASHER w/ 1/2" ANCHOR a 24°oc 1 I n I o w" I CONNECTION - LINE-2 297 PLF UPLIFT BOLT (ASSUME 1/16° OVERSIZED HOLD 1/8" THICK MDV. WASHER PEOUW BILL NNECCTTIIOON - G FOUNDATION 1317 P F UPLIFT SLIDING AND BOLT SQUARE L//lfi OVERSI HOLD 1/8" THICK MIIJ RE I I i I b BILL PLATE TOFOUNDATION 567 PLF SLIDING AND 2" BLARE WASHER w/ 1/2' ANCHOR a 12 OC I ONNECTION - GAR WELL-B 317 PLF UPLIFT BOLT (ASSUME 1/16" OVERSIZED HOLD 1 CK MIN. WASHER I I I 1 A 1 PLATE TO FOUNDATION 327 PIF SLIDING AND 2" SQUARE WASHER w/ 1/2" ANCHOR a 24"0C I I 3-2x105PF2 RRIL I I I CONNECTION - GAR LINE-1 317 PLF UPLIFT BOLT (ASSUME 1/16" OVER LD 1/8" THICK MIN. W RE I I (TWO STORY MODULO I I NO SPLICES THIS AREA I` j PLATE TO FOUNDATION 697 PLF SLIDING AND 2" SQUARE WASHER 1/2" ANCHOR a oc 1 I I CTION - GAR WALL-2 724 PLF UPLIFT BOLT (ASSUME OVERSIZED HOLE) 1/8" THICK M WASHER RE I 1 I GAR WRLL-2 i i i I 3,456a PL 5 6" 6'-7" 7'-3" 7'-3" 8'-0" 8'-0" I 03/30/17 - r I 1 ,,,�"• ~ `•, ` - - I I DO I I _00 I I _ I I 6-2x10 SPF2 I-E) H-- - (DCP 1 - - - - H m [ I — 1 I 1264 PLF I I I 1 I N N 1 1 I N N t.---� �_--� I I 1 I I 6,000* PL 9.476* PL I I 7,637* 10.171* PL S.BOQ* 11.0(18* PL 10.112* I I o I -441# UPLIFT -441* UPLIFT 5.056* PL I 1 -735* UPLIFT -735# UPLIFT I I c'l GRR WRLL-1 i i a I I I I I I PCONNECTION TE TO FOUNDATION 82 PLF SLIDING AND 2" SQUARE WR w/ 1/2" ANCHOR a 72"oc I I 1 I I 1 I I - TS LINE-A&B 143 PLF UPLIFT BOLT (ASSUME 16" OVERSIZED HOLD U8" THICK MIN. WASHER REQUIRED TE TO FOUNDATION 695 PLF SLIDING AND 2" SOU WASHER w/ 1/2" ANCHOR a 16"0c S ALL-B TION - T5 WRLL-L 0 PLF UPLIFT BOLT ( UME 1/16" OVERSIZED HOLD 1/8" THICK MIN. WASHER REQUIRED I I I I I 1 NOTE: CONNECTIONS FOR LISTED UPLIFT LORDS TO BE PROVIDED I I SILL TE TO FOUNDATION 695 PLF SLIDING A 2" OURRE WASHER w/ 1/2" ANCHOR a 161loc I I I I I I FROM MODULAR TO FOUNDATION ON-SITE BY OTHERS. I CON CTION - 1'S LINE-2 219 PLF UPLIFT LT (ASSUME 1/16" OVERSIZED HOLD 1/8" THICK MIN. WASHER REQUIRED I I I I I I I I I I I I I I 6I I I I I I I " I I 1 I XWY----L12" STEEL PLATE IS REQUIRED ON COLUMNS 12 I 1 1 842 PLF R PLAN, FOUNORTION PLAN AND SET-UP INSTRUCTIONS FOR SECURING I 1 -4.648* PL 4648* PL `� ----------------' TO FOUNDATION (COLUMNS. PERIMETER 6 CORNER ANCHORS (IF REOl1IRED11. S11.383* UPLIFT 2 -1+383# UPLIFT - IER SPICES MUST BE LOCATED OVER POST.2,315* PL- ------------ -- --------------- -J -------_-- 977 PLF -1.717# UPLIFTI RL------------ -------- -------- -------------"- I 1 s'❑ GAR WRLL-B 031 L------------ ------------- ----------------- -------------� -------- ,_6.. 9'-0" 2'-6" :v WRLL-B 6-7" 4° GARAIGE DOOR FIRER GRRRE DOOR RRER -�+ 8'-6 1/2^ 12'-9 3/ 1 I 1 24'-0" 8'-0" � 34'-1" I I I . I I I 1 66'-1" o I I I I I I I I L ALL EXPOSED LUMBER TO BE OF NNTTIRFLLY OURRAB E WOOD OR WOOD THAT IS PWHIM-TREATED IN ACCORDANCE WITH RWPA UL DD 1 I I I � PRE�RVATRVES SHALL BE LIBTm IN SECTION 4 OF-,PA UL - AI - SIMPSON STHDI4RJ 0.4-LOCRTIONS) I 1 2 ALL LLTHAT 15 IN CONTACT WITH CONCRETE OR THE GROUND MUST BE APPROVED PRESSURE VATiVE-TREAT D WOO)SMF13 E FOR 1 IGRO 3 ALL sD COT CT U E. stAAL1_BE APPRovED WooO a NAnAaL_OETRY RESISTAANCE OR ALPPROvm PIz�1RE-PR�xvRTrvE-TRERTID Wood NQS MINIMUM (2l 1/2" ANCHOR BOLTS PER SILL PLATE 0 - SIMPSON HDU14 ON 4-2x6SPF2 (4-LOCRTIONS) -w TS WRLL-1 2'# 1 4.AL1.FIELD CUT ENDS. NOTCHES.DIM I�HOLES OF PRESERVATIVE-TREATED L1000 SHRILL�TREATED IN THE FIELD IN ACCORDANCE W1TH AWPR M4. 5.ALL NILS USED IN THE CONSTRUCTION OF PORINES 6 OFL1.5 SHALL BE TR-KYFD FIND MEET THE REOUIRFMENTS OF RSTM F 1661. THTHREADEDSECTION. ANCHOR BOLT IS REQUIRED 3S" MIN - 12" D - - NULS AS STATED IN THIS DOCUMENT IND IrF HELICAL I PU a ANULAR*ANC SHFM NIIL.S. WOOD SCREWS SHALL MEET THE RFOUIREMENT5 MAX FROM EACH END OF EACH SILL PLATE SECTION. I I OF RJST/RSME FHRrl BOLTS 6 LAG SCREWS SHALL MEET THE RECUSF EMS OF RNST/FISME RfR7, CONNECTIONS FOR LISTED UPLIFT LORDS TO BE PROVIDED i I &FLASHING SHALL BE CORRISwES N-RISTANT METAL OF A MDW-Ili NOM24:L THICIQ�ES5 OF ELM DICES OR R1 APPROVED NON-METALLIC MATERNA- FROM MODULAR TO FOUNDATION ON-SITE BY BLDR. I E3 � � El Es I 6].ALUMINUM AZOSOR RNOT CZFLBE USED IN DIIR£CT CONTACT WITH LUMBER TREATED WITH PRESMRTIVES THAT CONTAIN COPPER SUCH AS FCO,COPPER 7.ALL SCREWS.BOLM NLILS,NUTS,6 6A79-ERS FOR USE WITH PRESERVATIVE TREATED WOOD SHALL BE HOT-DIPPED ZINC-C A cR.VFTlI�D L �! STEEL.STRINLESS STEE2-SILICON BROW O:COPPER. FASTENERS SAGLL BE HOT 137PO GALVANIZED AND SHL.MEET THE REOU:WVR NTB OF 7 L2" \ \� ------ �' .� 7 1/2" ASND R 153.CLA55 0 FOR FRSIE]VE725 3/8'DIAMETER ATTR SMR_L.ER.OR CLASS C FOR FAISTIIERS WITH DrAv+ETI�Rs OVER 3/B•. Ai FF67ER S OTFER THAN NHDS RD TIHBFR RIVET"5HLL BE Pt7NMIiTID TO!£O'MECIiRIICLL7 OPOSITm ZINC TED STEEL L1IT}N COFATING B❑ d' NOTE! SEE HIGH WIND DESIGN SUMMARY 5HTS FOR UPLIFT, SHERR, SLIDING, SHEATHING, CORNER STIRS / BUILT-LP COLUMN � � WEIGHTS IN ACCORDANCE WITH RSTM B 695,CLASS SS,MNNOYIM, STUDS AND TOP PLATE LIMITATIONS i Al ALL I-A;ROWfL2E WlST HPPNGI_RS.CAST-IAN-PLIACE POST ANGORS,ETC]SHALL BE GR.VRNIED OR STALL 1£STAINLESS STEEL HARDWARE TO BE H OTVfLIIZFD?AP R ASTM rn� TION S AL.I_MEET ASTM A Sii,G-1a5 COATING. HARDWARE TO EE HOT CAPPED GFLVRPOZM AFTER -4'x9' EXT WALL SHTG 111 FASTENERS FIND CONNECTORS ExPOSFD TO SALT WATER OR LOCATED WITHIN 307 FEET O=R SALT WATER SHORELINE SHELL BE STAINLESS STEEL '-3 3/4' `---------J '-3 3/4' U.�D COAATTED OR NON.AERRaIs FASTENERS OR HARDWARE SHALL BE AS APPROVED BY THE RTHORII r HAVING.uuSOIET R NTE FOUNDATION SHRLL BE DESIGNED BY R NYS DESIGN PROFESSIONAL WITH '-4 1/2' 4'-4 1/2" '-4 1/2' IZ HOT-DIPPED ZDV-COATED GALVANIZED STEL CONNECTORS FIRE REOOREO AT ANY CONECTMNS IINTO CONCRETE 13 FASTENERS AND CONNECTORS INSTALLED IN TREATED LUMBER OTHER THAN MATT WITH R CHEMDC RE"TEMIDN GREATER THAT RWPR OR UC4A KNOWLEDGE OF LOCRL SOIL CONDITIONS. THIS SAMPLE R IS MEANT SHALL BE STAINLESS STEEL GRACE 304 OR ME ONLY TO COMMUNICATE THE DIMENSIONAL AND LORDING INFORMATION TO DESIGN PROFESSIONRL SO THEIR FOUNDATION DESIGN IS COORDINATED n WITH THE REQUIREMENTS OF THE MODULAR BUILDING, PREA/1IERBUILDERS ^� NY NOTE: APPLICABLE BUILDING CODES A aA s R 4}fftN��rr,yc��ywy�c w- 2015 IRC:2015 IECC: 2014 NEC - ALL AS MODIFIED BY THE NYS 2016 UCS N4IE L THIS FOUNDATION DRAWING AND NOTES PRE FOR REVIEW ONLY. ACTUAL wrwgNra r-btlYtrsadn ps T1/� �e.m+.c.a. 03-21-17 DM PE FOUNDATION DESIGN TO BE APPROVED BY R PROFESSIONAL_ ENGINEER TURN KEY / NUNEMAKER :� THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSIST OR REGISTERED RRCHITECT. WITH THE OF ST ANDSPECIFICATIONSHIWEAP ASSOCIATED WITH THE APPROVAL ON FILE WITH 2. THIS DRAWING TO BE USED FOR DIMENSIONS ONLY. XXXX THE DEPT OF STATE, WHICH WERE APPROVED ON 2/20/2015 UNDER SYSTEM aM1387-02-070. •-WARNING: IT I5 R VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, 3. SEE FLOOR PLAN FOR DIMENSIONS OF UNITS , STRIA LOCATION MRCU UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFE55IONRL ENGINEER, S. SEE MISTER SERIES GIRDER SHT. R C 8 4e. FOR NOTES AND DETAILS. TS. FOUNDATION LAYOUT CUSTOM TO ALTER THIS ITEM IN ANY WRY. S. MAX CENTER FLOOR GIRDER SUPPORT COLUMN SPACING= 9'-1" nx sr. 02-21-17 DEI3%16"=1'-0" 32 82c-000 L EXTERIOR WALL FINISH TO BE VINYL SIDING. 2.EXTERIOR LIGHTS ARE SHIPPED LOOSE FOR FIELD INSTALLATION BY OTHERS. 3.SIDING FOR ENDS IS SHIPPED LOOSE FOR FIELD INSTALLATION BY OTHERS. 4.STOOPS, STAIRS, HRNDRAILS. GUTTERS. DOWNSPOUTS, AND SPLASH BLOCKS FIRE FURNISHED AND INSTALLED BY OTHERS IN ACCORDANCE WITH STATE RMIOR LOCAL CODES. GUTTERS 6 LEADERS MUST BE INSTALLED TO PROVIDE WATER PROTECTION FOR LOWER LEVEL ROOF a INTERSECTION OF UPPER LEVEL ROOF. &BASEMENT W943OWS ARE OPTIONAL AND INSTALLED BY OTHERS. E.THE LAST RDW OF SIDING BOTH FRONT, REAR AND ALL SIDING FOR UPPER LEVELS OF R 2 STORY, SHIPPED LOOSE FOR FIELD INSTALLATION BY OTHERS. 7.MASONRY VENEER OR FOUNDATION SIDING SUPPLIED AND INSTALLED BY OTHERS. 2x6 SPF*2/1 CRICKET RAFTERS a ISUC. 8.SEE WINDOW/DOOR SCHEDULE FOR WINDOW AND DOOR, TYPES VENTILATION AND EGRESS AREAS AND U VALUES. 2x6 COLLAR TIE ON ALL RAFTERS WITH A SPAN OF GREATER THAN 6' nffiRR - FASTEN COLLAR TIE TO RAFTER w/Cn 131'x3° NAILS EA. END 4IL4LIL –1 RAFTER ATTACHED TO ROOF TRUSSES AND DR BLOCKS I I N w/U3I *8x3.5' TOE SCREWS PG 8b SYSTEMS DRAWINGS) I I " I I I I I I 2 U Eff OTI3t :FLLE C . 7 I I I 12 I MRIs I I I I I CEILING LINE CLG I I CLG I I — CLG ---------- ------ CLG I I r, r, A FLR m N FLR — FLR — FLR m — CLG `ou u 000 0000 L64 r� F VINTL SIDING GARDE ACCESS BY OTHERS I FLR N FRONT ELEVATION 03/30/17 m,: NY NOTE: PREMIERBUILDERS APPLICABLE BUILDING CODES 03-21-17 DM PE 2015 IRC: 2015 IECCS 2014 NEC - ALL AS MODIFIED BY THE NYS 2016 UCS WT Ps R,"% t V 02-21-17 DM DB w�*wy�mis-8t1�g 177x8* gg6 v�.r t m.�_a 01-26-17 DM REV TFE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT mwo�mum. r 1-1247 JK REV WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH TURN KEY / NUNEMRKER THE DEPT OF STATE, WHICH WERE APPROVED ON 2/2D/2015 LNDER SYSTEM *M1387-L-070. XXXX ••WARNING IT IS R VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, mm m UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFESSIONAL ENGINEER, FRONT ELEVATION -1 CUSTOM TO ALTER THIS ITEM DJ ANY WRY. NDTF: ELEVATIONS SHOWN MAY CONTAIN OPTIONAL OR SUGGESTED FEATURES ax er ome acre HRYES 12-17-2016 3/16"=1'-0" 32282c_000 nrrinrt 4—� • I I I 12 CLG CLG — CLG CLG — FLR FLR FLR — FLR CLG CLG — } r n ® ® C 1VVf \ \ u n\ La6UIa FLR GARDE ACCESS BY OTHERS l GARDE ACCESS BY OTHERS FLR b b N REAR ELEVATION 03/30/17 . IQW PREMIERBUlLDERS NY NOTE: 03-2�-17 DM PE APPLICABLE BUILDING CODES a able=CFYIL7 t we 02-21-17 DM DB 2OLS IRC; 2015 IECCS 2014 NEC - ALL AS MODIFIED BY THE NYS 2016 UCS ffi7 Pr RtiC _ a Ps m58 b7 �6�+—a r m.e_6 01-75-17 DM REV TIE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENTM ma�� 1-12-17 JK REV WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH TURN KEY / NUNEMRKER THE DEPT OF STATE, WHICH WERE APPROVED ON 2/20/2015 UNDER SYSTEM *M1387-02-070. XXXX WARNING: IT IS R VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON, RERR ELEVRTION -1 UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFE55IONRL ENGINEER, NOI€ ELEVATIONS SHOWN MAY CONTAIN OPTIONAL OR SUGGESTED FEATURES araars oalo CUSTOM —TO ALTER THIS ITEM 1N ANY WAY. HRYES 12-17-2016 1 3/16"=1'-0" 32282c_000 nrtmlr 41LIAL I- - I I - I 1 I I I I 12 1 I I I - IZ I I - I 1 1 I CLQ I I 1 1 CLG — 1 1 to I Oi FLR FLR CLG — CLG \ FD D a[Ell o FLR Laoo _ I FET ELEVRTTON - �� Sr ,.al . - 2Y ti�(• 03/30/17 NY NOTE: PREMIERBUILDERS NY NOTE, BUILDING CODES 02-21-17 DM P06 E 2015 IRC, BUI DING ODE NEC ALL AS MODIFIED BY THE NYS 2016 UCS "'"'s �r��Nc �m m 02-21-17 DM RE THE PLANS AND SPECIFICATIONS 2014INEC OF L PERMIT SET ARE DERIVED FROM AND CONSISTENT Rt /�fJ750 b74618 W6 rte•-a: m.�n O1-25-17 DM REV WITH THE S PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH �� +� ' 1-12-17 JK REV THE DEPT OF STATE, WHICH WERE APPROVED ON 2/20/2015 DOER SYSTEM •M13Si7-02 070 TURN KEY / NUNEMAKER �XXXX WARNING: IT IS R VIOLATION OF THE NYS EDUCATION LAW ARTICLE 14S FOR FM PERSON, LEFT ELEVATION -1 CUSTOM UNLESS HE IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER. aDp` ELEVATIONS SHOWN MAY CONTAIN OPTIONAL OR SUGGESTED FFATla2E5 aver owe "TO ALTER THIS ITEM IN ANY WRY. HAVES 12-17-2016 3/16'-1 0 32282c_000 TYtTiRR . 4LLINI1 4—� CLG -Ell"F tli L I_u AIE 01� FLR CLG C' FLR b . N RIGHT ELEVATION '� r• 4f"� ";i £ V C v � 03/30/17 ��v � \ 'rte r.;.i.% ✓�'��.f i NY NOTE: PREIi imBUILDERS APPLICABLE BUILDING CODES: 03-21-17 DM PE 2015 IRC. 2015 IECC: 2014 NEC - RLL RS MODIFIED BY THE NYS 2016 UCS "+'��" "'�� K �m om 02-21-17 DM DB THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CCiJSISiEfJTP4t�Nrs.P+17158•b7gls(9 686 F+_a m,L h 01-26-17 DM REV WITH THE PLfD15 AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH �� + 1-12-17 JK REV THE DEPT OF STATE, WHICH WERE APPROVED ON 2/20/2015 UNDER SYSTEM •M1397-M-070 TURN KEY / NUNEMRKER XXX ••WRRMNG' IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR'RNY PERSON, RIGHT ELEVRTION -1 FUN NU UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFE55IONRL ENGINEER, CUSTOM TO ALTER THIS ITEM IN ANY WRY. ELEVATIONS SHOWN MAY CONTAIN OPTIONAL OR SUGGESTED FEATURES ax ar. wre To .��xe HRYES 12-17-2016 3/16"=1'-0" 32282c_000 LVL INTERCONNECTION DETAIL NDN 20114A[ES 4• °4' I•_p• IIICCCWWW!llfff]N]N]N `2-fUY BEAN "-PLY BEAM 4-FLY BEAN • � • � • � . � • � . � • k"", DR 0.131'x3.OR 1/3'BODS , -Ik`- 0.162'135'NABS D 16 a.5-NAU FASTENING REQUIREMENTS FOR MULTIPLE PLY LVL MEMBERS: 1 1 (2) 1.5" MEMBER BEAMS: —USE(3) ROWS OF 0.131"x3" NAILS @ 12" O.C. (575 PLF MAX. UNIFORM LOAD) —USE (3) ROWS OF 0.131"x3" NAILS @ 6" O.C. (1,150 PLF MAX UNIFORM LOAD) - 0131•x7'NAILS(15'MEMBERS) (2) 1.75" MEMBER BEAMS. 0131-aS'NABS(1.75•MEMBERS) —USE (3) ROWS OF 0.162"x3.5" NAILS @ 12" OC. (845 PLF MAX. UNIFORM LOAD) —USE (3) ROWS OF 0.162"x3.5" NAILS @ 6" O.C. (1,690 PLF MAX. UNIFORM LOAD) (3) 1.5" MEMBER BEAMS: —USE (3) ROWS OF 0.131"x3" NAILS @ 12" O.C_ (431 PLF MAX. UNIFORM LOAD) —USE (3) ROWS OF 0.131"x3" NAILS @ 6" O.C. (863 PLF MAX. UNIFORM LOAD) BUILT UP COLUMN —USE (3) ROWS OF 0.131"X3" NAILS @ 4" O.C. (1,294 PLF MAX. UNIFORM LOAD) FASTENING (3) 1.75" MEMBER BEAMS: —USE (3) ROWS OF 0.162"x3.5" NAILS @ 12" O.C. (635 PLF MAX. UNIFORM LOAD) —USE (3) ROWS OF 0.162"x3.5" NAILS @ 6" O.C. (1,270 PLF MAX. UNIFORM LOAD) (4) 1.5" OR 1.75" MEMBER BEAMS: —USE (2) ROWS OF 1/2" BOLTS @ 12" O.C. (580 PLF MAX. UNIFORM LOAD) —USE (3) ROWS OF 1/2" BOLTS @ 12" 0 C (870 PLF MAX UNIFORM LOAD) NOTES: —VALUES APPLY TO COMMON A307 BOLTS, BOLT HOLES MUST BE THE SAME DIAMETER AS THE THE BOLTS. WASHERS MUST BE USED UNDER THE BOLT HEADS AND NUTS. —THE SPECIFIED NAILING APPLIES TO BOTH SIDES OF A 3—PLY BEAM. —7" WIDE BEAMS MAY NOT BE LOADED FROM ONE SIDE ONLY. THEY MUST BE LOADED FROM BOTH SIDES AND/OR TOP LOADED. —LOAD DURATION FACTORS MAY BE APPLIED TO THE LOADS LISTED ABOVE. ,ll, N • `Y'tl• ```- - -^tom, ye' G�.j 03/30/17 NY NOTE: PREIO imBuiwmS APPLICABLE BUILDING CODES: A MM M GF KW V ON=W_ 2015 LRC: 2015 IECC: 2014 NEC - ALL AS MODIFIED BY THE NYS 2016 UCS =Zg*12F.Nrcv,Ps TRW•070069E F�•_�r m.� THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT BERIM WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH c.� T THE DEPT OF STRTE, WHICH WERE APPROVED ON 2/20/2015 UNDER SYSTEM ItM1387-02-070. TURN KEY / NUNEMRKER XXXX -WARNING' IT IS R VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON. LVL INTERCONNECTION DETRIL CUSTOM i UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICEN5ED PROFE55IONRL ENGINEER. _ TO ALTER THIS ITEM IN RNY WRY. ora DRM 03-21-17 PE 3/16"=1'-O" 32282c_000 2003/2006 IRC CHART 201D RCNYS CHART PER TABLE R301.2.1,2 FASTENER SPACING 'MND-BORNE DEBRIS OPENING PROTECTION OPTIONS FASTENER PANEL SPAN a'<PANEL SPAN 6'<PANEL SPAN 1. PRE-ENGINEERED WINDOW/DOOR PROTECTORS MAY BE INSTALLED ON-SITE BY TYPE <OR=4' <OR=6' <OR=8' OTHERS. (MUST MEET ALL STATE& LOCAL CODE REQUIREMENTS) 2 WOOD STRUCTURAL PANELS WITH A MINIMUM THICKNESS OF 7/16" AND MAX PANEL N0:6 SCREWS 16" 12" 9" SPAN OF S' SHALL BE PERMITTED FOR OPENING PROTECTION IN ONE AND TWO STORY BUILDINGS PANELS SHALL BE PRECUT SO THAT THEY SHALL BE ATTACHED N0. 8 SCREWS 16" i6" 12" TO THE FRAMING SURROUNDING THE OPENING CONTAINING THE PRODUCT WITH THE 2009/2D12 IRC CHART GLAZED OPENING. PANEL ATTACHMENTS SHALL BE DESIGNED TO RESIST THE COMPONENTS AND CLADDING LOADS DETERMINED IN ACCORDANCE WITH THE FASTENER SPACING PROVISIONS OF ASCE 7. ATTACHMENT IS PERMITTED ACCORDING TO FASTENINGFASTENER PANEL SPAN a'<PANEL SPAN s'<PANEL SPAN LISTED ON THIS PAGE FOR BUILDINGS WITH A MEAN ROOF HEIGHT OF 33' OR LESS TYPE <OR=4 <OR=6' <OR=B' WHERE WIND SPEEDS DO NOT EXCEED 130 MPH. NO 8 SCREWS 115" 10" B" 1. FASTENERS SHALL BE INSTALLED ON OPPOSING ENDS OF THE WOOD STRUCTURAL PANEL I FASTENERS SHALL BE LOCATED A MIN OF 1'FROM THE EDGE OF THE PANEL 3 FASTENERS SHALL BE LONG ENOUGH TO PENETRATE THROUGH THE EXTERIOR WALL COVERING A MIN OF 175'INTO WOOD WALL FRAMING,A MIN OF 1.25"INTO CONCRETE BLOCK OR CONCRETE,OR INTO STEEL FRAMING BY AT LEAST THREE THREADS FASTENERS SHALL BE LOCATED A MIN OF 25'FROM HE EDGE;OF CONCRETE BLOCK OR CONCRETE. 1x3 FRAME BOARD. a WHERE SCREWS ARE ATTACHED TO MASONRY OR ASONRY/STUCCO,THEY SHALL BE ATTACHED UTILEZING VIBRATION-RESISTANT ANCHORS HAVING A MIN WITHDRAWAL INSIDE DIMENSION TO BE LARGER THAN CAPACITY of 490# OUTSIDE DIMENSION OF THE WINDOW FRAME, AND FASTENED TO SOLID FRAMING MEMBER / ———— BEHIND SIDING. 16' OSB MIN. WIND BORNE DEBRIS PROTECTION DETAIL ir to•�_•`Y " 03/30/17 mv: NY NOTE, PREMIERBUILDERS A&4MM 4AWV A==K APPLICABLE BUJIDIIJG CODES: 20LS IRC: 2015 IECC: 2014 NEC - ALL AS MODIFIEO BY THE NYS 2016 UCS S Fd�a 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 / NUNEMRKER THE DEPT OF STATE, WHICH WERE APPROVED ON 2/20/2015 LINDER SYSTEM #M1387-02-070. XXXX ••WARNIIND IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PE RSON1. WINDBORNE DEBRIS PROTECTION naCUSTOM UNLESS HE IS ACTING UNDER THE DIRECTION OF R LICENSED PROFE55IONRL ENGINEER. TO R-TE2 THIS'ITEM IN ANY WRY. �DRM 03-21-17 PE 3/16"=1'-0" 32 82c_000 W - 2-164 NRT1.5 THRU SHEATHING INTO TRU5S HDJJGE STRAP a 48" O.C. 1W NAILS e S' O C CONT. RIDGE VENT MTSM EACH TRUSS L25"x208n STEET STRAP w/ 7-0131"x-7 NAILS ZR END 10d NAILS m'4" O C. & 3-01MW MILS TOED. yQ�� STEEL STRAP W/ 7-0.1 1"x25" NAILS EA END ALUM. DRIP l2 0.1 "CdA' NAILS TOM 2-16d NAILS THRU SFERTHING INTO TRUSS ALUM. FASCIA PRE-Ff13 COLLAR-TIE FRSTEN PERFORATED VINYL SOFFIT TO TOP CHORD W/2-ROWS OF 0131' x 3' NAILS 3' O.C. 2x4 Of- PRE-MANUFACTURED WOOD TRUSS: CC6a0239 (12/12 IV O.C.I 2-10d NAILS FROM PLYWOOD SEE SEALED I DESIGN AND DIRECT TO STUD 2x6 TRUSS INSTAL LRTION INSTRUCTIONS FOR ANY REQUIRED BRACING INSTALLATION. i FIBERGLAS OR SELF SEALING SHINQZ 12 TYPE 15 FELT WITH 1&' OVERLAP OR s55 SIMPLEX SHINGLE UNDERLAYMENT Ix BRACING W/2-16d NAILS 12 OR EQUAL 36" WIDE AN ICE BARRIER EACH COLLAR TIE THAT CONSISTS OF AT LEAST CLI LAYERS OF UNDERLAYMENT CEMENTED TOGETHER MANUFACTURER SUPPLIES RIDGE OR OF A SELF-ADHERING POLYMER MODIFIED VENT FOR FIELD INSTALLATION- BITUMEN SHEET, SHALL BE USED IN LIEU BY OTHERS AS PER MANUFACTURERS i OF NORMAL U DERLRYMENT AND SHALL INSTRUCTIONS i EXTEND FROM THE EAVES EDGE TO A i POINT RT LEAST 24 IN. INSIDE THE 71W' 056 ROOF 5HERTFI NGc EXTERIOR WALL LINE OF THE BUILDING i m AIR BARRffRR PROVIDED i -{ � � ON-SITE BY OTHER'' • 2-1&d NAILS THRU SHEATHING 33 INTO TRUSS W LTS32 OR FEB 1b oc INSUL BAFFLE TO PROVIDE AIR i 5/B' OSS FLOOR DECKING SPACE FOR ATTIC VENTILATION i 4v w/WAD WASH 094SUL.ATION DAIhU FJREBLOCK BETWEEN MODULES ON-SITE BY OTHERS PER STATE 0ElAND LOCACODES ,JOIST HANGER 5/8" GYP BD CONT. 5/8' OSB STRIPS .. CONT. 5/&' OSB STRIPS DBL TOP PLATE DBL TOP PLATE - R-32 FIBERGLASS B45L LRTION R-51 FIBERGLASS INSULATION 7/16' 058 SHEATHING UNDER FLOOR w/V a TO WARM SIDE BEHIND KNEE WALL w/V.B. TO WARM SIDE 48' SHEATHING TO SPAN BOTH HALVES 2x4 SPF s1/•2 a 16 OC CLF1 W/ 10-0131'x25' NAILS ER SIDE - a L�2 SPAN ROOF BERMS LOCATED OVER FLUSH m CEILING AREAS SHR BE SECURED TOGETHER R-21 FIBERGLASS ]NSULAT]lON LSTA1l8 owl aC USING 2 ROWS OF 1Jid MRS OR •8x25' v2' GYPw/V.B.To WARM SIDE, w/5 lOd NAMTE S ER G SCREWS AT 24"oc 2x6 SPF �1/r2 a 1&" O.0S yr GYPS SINGLE BOTTOM PLATE 19/32" OSB SHERTHIbG R-30 FIBERGI ASS INSULATION SHEATHING NAILED ALONG BOTTOM S94G'LE BOTTOM PLATE WNJ3 TO WARM WE BY OTHERS 3-240 SPF sl/s2 CENTER GIRDER PER HALF (5 TOTAL) WALL STUDS TO EDGE OF PANEL 2-ROWS 0 131"x2"NAILS 2-2x10 5PF s1/#2 FLR RAIL B 5'oc FLOOR BAND 2x10 SPF •v2 a 16" O.C. LSTR18 e4&" O.C. L1rE A 6'oc LSE w/5 = NAILS ER LEG LSE 2 4'oCED SILL PLATE. 2xS min JOIST HANGER SHEATHING NRILTO RIM JOIST & SILL PLATE: LLSE A 4'OC SILL SEALER LITE 8 3'oc FLOOR BAND TO SILL. PLATE: LSE R-B 0131"x3" TOE-NAILS 6"oc NOTE: LINE E 2 0.131'x3" TOE-TOOLS 3'OC ALL MATERIALS & LABOR REQUIRED BELOW BOTTOM OF FLOOR JOIST IS THE 1/z' DIIbdO 1/2' LONG RESPONSIBILITY OF THE BUILDER ` w BOLT a 48" D.C. Y A':` `. FIREELOCK BETWEEN MODULES ,V ; ON--SITE BY oTIs PER STATE ny_cross_sections_eng_wnd AND LOCAL coDEs MUdCY HOMES, INC fair N AB Pa 177314 � X44 C,/..�J i- ./.._._O. 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FASCIA INTO TRUSS PERFORATED VINYL SOFFTT PRE-FAB COLLAR TIE FASTEN TO TOP CHORD w/2-ROWS OF 013V x 3 NAILS 3' OC PRE-MANUFACTURED WOOD TRUSS CCS Q2/12 W' O.CJ SEE 2x6 � TION TRUSS DESIGN FOR ANY REQUIRED BRACING INSTALLATION. NOTE: INSULATION SHOWN IS OPTIONAL ,AND NOT REQUIRED PER RESCHECK. FIBERGLAS OR SELF SEALING SHINGL& 12 TYPE 15 FELT WITH Ur OVERLAP OR x55 SIMPLEX SHINGLE UNDERLAYMENT 1x BRACING w/2-16d NAILS 12 OR EOUR- 35' WIDE AN ICE BARRIER THAT CONSISTS T LEAST 0 LAYERS EACH COLLAR TIE UNDERLRYMBNT� ACEMENTED TOGETHER MANIJFACTURER SUPPLIES RIDGE i OR OF A SELF-ADHERING POLYMER MODIFIED VENT FOR FIELD INSTALLATION BITUMEN i \ NORMA��UNDERLRYMENT AM SHALL IN LIEU BII�Rl�TIONS PER MAY�IPACIURERS i — EXTEND FROM THE EAVES EDGE TO A POINT AT LEAST 24 IN. I45IM THE 7/16 OSB ROOF SHEATHING b EXTERIOR WALL LIE OF THE BUll DING w AIR SARRI R PROVIDED � ON-SITE BY OTHERS " 2-16d NAILS THRU SHERTHING 0 3� INTO TRUSS i W LTS12 OR HB 15'oc i INSU- BAFFLE TO PROVIDE AIR i S/B' OSB FLOOR DECKING � SPACE FOR ATTIC VENTILATION i 44r w/WlTD WASH ON5ULRTION DAM) � FIREBLOCIC BETWEEN MODULES ON-SITE BY OTHERS PER STATE ME AND LOCAL CODES HANGER CONT. 5/B' 058 STRIPS 5/B TYPE-X GY ED JOIST III /Z - DBL TOP PLATE 1 I 1 R-32 FIBERGLASS IIJSU ATION I I 1 R-51 FIBERGLASS INSULATION 7/16' 058 SHEATHINGUNDER FLOOR wN9. TO WARM SIDE 1 I t BEHIND FREE WALL w/VE. TO WARM SIDE 48" SHEATHING TO SPAM BOTH HALVES I-I1 w/ 10-0131x25" NAILS ER SIDE _ 1 I Irk TEMP MA•1RR WALL C? ill FOR TRANSPORT. CLEAR SPAN ROOF BEAMS LOCATED OVER FLUSH 60 1 I 1 REMOVED AFTER 2-lE' LVL CEILING AREAS SHALL BE SECURED TOGETHER 2x6 SPF s1/*2 a 15' O.Cr 1 I 1 HOUSE SET. R-21 FIBERGLASS INSULATION FOR CLEAR SPAN MODULE USING 2 ROWS OF �c5' SCREWS AT 24'oc 1/2" GYPED 1 I 1 w/V9. TO WARM SIDE 111 - 1 I I 19/32" OSB SHEATHING SINGLE BOTTOM PLATE 1 I 1 3-2x10 SPF •Ls2 CENTER GIRDER SHEATHING NAILED ALONG BOTTOM III PER HALF (6 TOTAL) EDGE OF PANEL w/2-ROWS 0.113 x2 NAILS WALL STUDS TO FLOOR BAND. 2-2x10 5PF *1/x2 FLR RAIL 2x10 SPF •vz a 16" o.� LINE R-B 6"oc LINE 1 6"oc SHEATHING NAILED w/0.113 xr NAILS a 3"oc SILL PLATE 2x6 min TO RIM JOIST d SILL ENTIRE PERIMETER SILL SEALER GARAGE FLOOR TEMP FLOOR JOISTS AND CTR GIRDER NOTE. CONC SLAB FOR TRRNSPORT. REMOVED AFTER SET.ALL MATERIALS & LABOR REQUIRED BELOW HOUSE LINE EEA 01TO SIJ-31 LITE A "x3" TOE-NFIOE-NR IJ=D 6"oc BOTTOM OF FLOOR JOIST IS THE `w` LZE B LTP4 lroC w/12-o1 At.S' NAILS RESPONSIBILITY OF THE BUILDER LINE 1 013L'K-1' TOE-NRILED 30c, — ---------------------------- ; _"�; :' v h LITE 2 LTP4 9"oc W/12-=V3 dS' NAILS } _ ny—cross_sections_eng—wnd J `` i?N ✓:�>j 07 Pe Rt��. Pe 117b9 •4570 4MNY NOM 0" APPLICABLE Bu>LDING CODES '` e".:^* 03/30/17 """� mwo �m„m R 2015 IRC; 2015 M=, 2014-NEC - ALL AS MODIFIED BY THE NYS 2016 UCS-NYS =' oRr FBF THE PUA4NS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENT DETAILS WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL ON FILE WITH THE DEPT OF STATE, WHICH WERE APPROVED ON 10/4/2016 UNDER SYSTEM *M13B7-201x-061. CROSS SECTION - 26W MOD `�"Na: 0 .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 BNGDEE R. HATES X11-5- 2016 1/4"=1'-0" oW�32282C TO ALAN TER M-115 ITEM IN Y WAY. ' 2-15d NQS THRU-SHEATHING INTO TRUSS HINGE STRAP s 48" O.C. --� ALUM. DRIP_EDGE IW NAILS a S" O C CONT. RIDGE VENT LMWOga STEEL STRAP w/ 7-0131'525' NR LS EA END 6 3-Q131"XS" NAILS TOM PRE-MANUFACTURED WOOD TRUSS D130008 (7/12. 16" DZJ ALUM. FASCIA SEE SEALED TRUSS DESIGN AND _ TRUSS INSTALLATION 24STRUCTIONS VIN�YL`ORATTf FOR ANY REQUIRED BRAKING IN5TALLATION MTS18 EACH M 6-0148SdS' NAILS E2-16d N1AIL5 THRU SHEATHIIrG FIEF�LAS OR SELF SEALW SHINGLE, 2-10d NAILS FROM PL INTO TRUSS TYPE 15 FELT WITH 1B' OVERLAP DIRECT TO STUD 7. VENT FOR INSTALLATION OR •95 SIMPLE)( SHINGLE UNDERLAYME7NT BY OTHERS AS PER MANUFACTURERS- 7/16' OSB ROOF SHEATHING OR EQUAL 36' WIDE AN ICE BARRIER R SONS THAT CONSISTS OF AT LEAST (21 LAYERS INSU- BAFFLE TO PROVIDE AIR OF UNDERLAYMENT CEMENTED TOGETHER SPACE FOR ATTIC VENTILATION OR OF A SELF-ACHERING POLYMER MODIFIED BTTUMET( SHEET, SHALL BE USED IN LIEU OF NORMAL U DERLRYMENT AND SHRLL _ EXTEND FROM THE EAVES EDGE TO A POINT AT LEAST 24 M DOME THE CONT. 5/8' OSB STRIPS 5/8" GYP 13D EXTERIOR WALL LINE OF THE BUD-DINS DBL TOP,PLATE 7/16" OSB SHE-ATHING R-38 FIBERGLASS D45U_ATION W/V a TO WARM SIDE 1/2' GYPBD 2x6 SPF •1/•2 a Ili O.C. N? R-21 F113ERGLASS INSULATI 6 w/VJI TO WARM SIDE SINGLE BOTTOM PLATE SHEATHING NAILED W/2-ROWS 0.113'5X2" NAILS FWALL STUDS TO FLOOR BAND. 19/37' OSB FLR SHEATHING L.IAE A-B-2 5'oc 2-2x10 SPF •1/92 FLR RAD.. 32 FOAM INSULATION R 202 LINE 1 Tbc 2x10 SPF •1/•2 a 1.6" D.C. 1-2x6 SPF •1/•2 FLOOR BAND TO CEILING BRND: 2x6 5PF •1/•2 a 15' O.C. LINE A-B 0131'x3" TOE-NAILED 6'oc 1-2x12 SPF 4/02 FLR RAILLINE 1-2 LTP4 13"oc w/12-013x'dS' NAILS CONT. 5/8' OSB STRIPS 5/8" GYP BD R-19 IBM INSULA DBL TOP PLATE ON JOIST HANGER • 7/16" 058 SHEATHING SHEATHING NAND W/2-ROWS M1.3'5X7' NAILS FLOOR BAND TO CEILING BRha LINE R-B-2 6'oc 1/2' GYPBD - LINE 1 7oc 0 j Ho 2x6 SPF •1/•2 a W. 0.C. R-21 FSS INSULRTION b SHEATHING NNRDJ D w/2-ROWS 0113 Sc2 NAILS wN9 TO WARM CEILING BAND TO WALL STUDS. LSE A-B-•2 6"oc LITE 1 Tbc R-30 FIBERGLASS INSULATION 19/32' OSB SHEATli FIBERGLASS SINGLE BOTTOM PLATE wN9. TO WARM SIDE, BY OTHERS SHEATHING NAILED ALONG BOTTOM EDGE OF PANEL w/2-ROWS 0113'x2' NAILS 2-2x10 SPF •1/•2 FLR RAIL WALL STIRS TO FLOOR BAND. 2x10 SPF •1/•2 a 16. O.C. w - LINE A-B 6"OC rr' 3 i'r LSE 1-2 6'oc P bo SILL LATE. 2x6 min SAL SEALER SHEATHING NAILED w/0113N? NAILS a 310c TO RIM JOIST & SAL ENTIRE PERIMETER - - =! �� - . FLOOR BAND TO 513-L PLATE: F LINE A-B 0131'X' TOE-NRI]ED 5"oc NOTE: - LIE 1-2 LTP4 9bc w/12-0lW%S' NRILS ALL MATERIALS b LABOR REQUIRED BELOW BOTTOM OF FLOOR JOIST IS THE RESPONSIBILITY OF THE BUILDER. ,;< ' 03/30/17 ny_cross_sections_eng_und R.FM xM MM exmam RLyj MUNCIY HOMES, INC. ovum mmem W7 Pa Rt442E Atm Pa mss •070154"M4 , . . t m.. .P. NY No wwwmlvjfa= mao ,m„� R APPLMF13LE BUI-DING CODES: ORnUFM 2015 IRC: 2015 IECCi 2014 NEC - ALL AS MODIFIED BY THE NYS 2016 UCS-NYSDETAILS THE PLANS AND SPECIFICATIONS OF THE PERMIT SET ARE DERIVED FROM AND CONSISTENP WITH THE PLANS AND SPECIFICATIONS ASSOCIATED WITH THE APPROVAL. ON FILE WITH THE DEPT OF STATE, WHICH WERE APPROVED ON 10/4/2016 UNDER SYSTEM •"1367-2MS-OM CROSS SECTION - TWO STORY FUN Na; 0 -wFw Vf" IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE 145 FOR ANY PERSON. UN-ESS TERNETISS INUNDER ANY THE DIRECTPON OF A LICENSED PROFESSIONAL ENGINEE P- DW 9T ORTE 9cAiLE 'mNn: TO HRYES 10-31-2016 1/4"=1'-0" 32282c y 31 VTR VACUUM RELIEF VALVE REOUIRED ON THE SUPPLY-SIDE NOTES TAR OR CAULK AROUND _ OF WATER HEATERS FOR MR AND ME. 2006-2015 IRC L FOR APPLICABLE NOTES,SEE BHT 3b 4 PERIMETER OF VENT 6 NY-VACUUM RELIEF VALVE RECUIRED ON THE SUPPLY- 2 A.PIPING FOR RELIEF VALVE.FIELD INSTALLED AND SIDE OF'BOTTOM-FFD"WATER HEATERS. INSPECTED. ONE PIECE METRL CRAWL SPACE-TO EXTEND ABOVE FIRST FLOOR AND SLEEVE OR SELF- WITH 6"MIN.RIR GRP. CgULKIIVG RUBBER T&P VALVE - BRSEMENT-TO EXTEND BELOW FIRST FLOOR AND BOOT SHUT-OFF CPVC OR COPPER T&P DISCHARGE PIPE(SAME OIP.M. DIRECTED SAFELY TO EXTERIOR WITH DIRECTION 12°MIN.TYP FLASHING EXPOSED R5 VALVE OUTLET)DRAINED TO PAN(!009 IRC) DOWNWARD 6 6'MIN.AIR GRP OR DIRECTED SAFELY (MASS)3"VENT EXTENDS ON DOWN SIDE 2015 IRC-1"PEX OK FOR 3/4'T&P OUTLET. TO BASEMENT ORRIN WITH 6'MIN AIR GRP 18'TO 24•ABOVE AND EL AN ROEOURTELY RATED TEMP AND PRESSURE RELIEF 12'BELOW ROOF. a DRYWALL COMPOUND TUB OR SHOWER ORRIN VALVE IS TO BE PROVIDED T&P DISCHARGE PIPE MUST ORRIN INTO RN INDIRECT USED AT Po1 PIPE WASTE RECEPTOR(RAIN PIPE E N)PVC, C.LOCATION OF WATER HEATER' 020 ALL VENTS SHALL 1x2(ALJ-4 SIDES] WASTE RECEPTOR N'OT IN'f0 THE PAM FOR MR 6 NJ CRAWINSTL ZM BSMT OR RR UNITS.SEE FLOOR PLAN EXTEND ERN DIA. , PENETRATIONS FASTENED TO DECKING 3/4° CRAWL SPACE-WATER HEATER IN UNIT.OPT. 12'ABOVE RNO 24" ."'. LS DIRM(mh)FOR MR,2'DIRM(n ln)FOR N-L BELOW ROOF FIELD INSTALLED BY TIP FLOOR DECKING OTHERS OTHER STATES MAT ALSO DRAIN THE T6P DISCHARGE BASEMENT OR RAISED RANCH-WATER HERTER IN BSMT. Z RIR GAP TTP EXCEPT' WJ.L OUT510E THE ORRIN PRN AS DESCRIBED FOR MR 6 NJ I SEE SHEET fin FOR TYPICAL FD(TURE CLEARANCES (ME)3°yp,IT p(�pS -6'RIR GAP FOR NY 4 INTERCONNECTION OF PLUMBING BELOW FLOOR TO BE 24"ABOVE ROOF 4rdn1. r\_ 1 -2015 IRC-6"MAX,2x PIPE ACHIEVED IN FIELD BY BUILDER IN ACCORDANCE WITH 2ND EXTENDS 12°BELOW 3°!o Z'OR 1-L2'REDUCER DIRM.�y MIN.00250',249 GALVANIZED STEEL PAN. GOVERMN CODES TYPICAL FOR 2015 IRC, ELECTRIC WATER HEATERS ALLOWED IN A HIGH- S. INDIVIDUAL PLUMBING SCHEMATICS gVAIIJ3BLE UPON ROOF(.bl REDUCER TO OCCUR 12•INSIDE TTP FLOOR JOIST IMPACT PLASTIC PAN x036°HAL THICKNESS RS AN REOUF57 FOR COMPLETION IN FIELD.DroT PRAT DF RPPROVFLI 0117 3°VENT EXTENDS THE THERMAL ENVELOPE 1/2•MIN.ORTWPLL FIELD FIN FLOOR OPTION. PAN LS'DEEP MIN CZ'MIN.FOR MA). 6. IND URL FIXTURE SHUT-OFF VALVES ARE OPT.OR AS _ 18'ABOVE ROOF.IF ROOF INSTALLED BY OTHERS ATEA RLUM.PRN RT ILCI TFKNS ALLOWED FOR 2015 IRC COOS REQUIRES USED FOR ASSEMBLY,- 1x2 FRAMING IS SECURED TO 7. FROST-FREE EXT HOSE BIBBS PRE OPT.OR AS RE09 1"MIIJ.CP VC DECKING a �C PRRACTIICCALN ABOVE CEILINGS FACTORY MADE VENT TO EXTEND T `V PVC ELL ABOVE THE ROOF C , 9 WET VENTING IS ALLOWED WHEN DONE IN ACCORDANCE FTRF STOP AT TLIB RIND SHOWER- FiFl O WITH V NT THRU ROOF DETAIL H LOCATION TO BE APPROVED BY 1Q IN 2 STORY UNITS.PLUMBING SYSTEMS ARE SEPARATE FACTORY INSTALDES LATION TO HOME LOCAL BUILDING O FICIFL THE ORRIN LINES UPSTAIRS RRE NOT CONNECTED TO VENT LINES DOWNSTRIRS VENT LINES FOR DOWNSTgIIRS RRE SEE ALSO PLUMBING NOTE•3S,SHT 3b SUPPLY FOUNDATION(FID.D) FACTORY IN5TRII UPSTAIRS ORRIN LINE FOR UPSTRDRS RODENT PROOF ARE FRCTORY INSTALLED DOWNSTAIRS PLUMBING IN 2ND T. 1:�-_ENTRANCE ff711D) ST FLR TO BE INSTALLED BY OTHERS IN FIELD THRU U CLG BELOW PLUMBA'G LJNES BLOB TO COMPLETE CLG FIN.AFTER PLUMBING IS INSTALLED AND TESTED 3/4°FDT10) 3/4°INLET FIELD) PER LOCAL CODES 1/Z" LL FOR STATES SUBJECT TO FROST CLOSURE, MAIN SHUT- VENTS TO BE CONNECTED TO 3"VENT STACK OR OFF F lIEXPRI TO 3'VTR AT LEAST 32"BELOW ROOF. IZ ACCESSIBLE TRAPS ONLY SHALL BE REMOVABLE WITH CONNECTION TO SINK FIXTURE CONNECTION TO WC WATFR HEATFR SLIPPI Y - PR, NY, TRC (INTTR UNION IN TRAP SEAL OR HAVE CLERNOUT OPENING SAME SHUT-OFFS AND FACTORY d FIFl n TNSTRI I RTTON SIZE A q�FA�IJOLIN OR S�JOI�RAPS SHALL NOT HAVE NIOWRSHER HOOK-UPS FOR WATER HEATERS FACTORY TNSTRI-;FD 13. WHEN VINYL I5 INSTALLED ON FLOORS IN BRTHS OR _ NOTES. UTILITY AREAS, VINYL CAULKING IS APPLIED AROUND WATER CLOSET, FIND EITHER 6 FOOT HIGH FIBERGLASS OPT.SHUTOFFS lrl' OPT SHUT-OFF 1-FUEL-FIRED NATER BATHROOM SHALL NOT F INSTALLED SHOWER d.BATH(WITH SHOWER) WRLLS OR 6 FOOT T A SLEEPING ROOM, BATHROOM OR R CLOSET ACCESSED HIGH MOISTURE RESISTANT GYPSUM WALL PROVIDED IN THROUGH R SLEEPING ROOM OR BATHROOM FACTORY FOR SITE APPLIED TILE OR 6 FOOT HIGH 2-INSTALLATION SHALL BE PROTECTED FROM FREEZING.A VISIBLE MOISTURE PE515TRNT GYPSUM WALL PROVIDED IN �° �GRIP ATEFL OR IN TEMPERATURE VSPACE A9 WATTEEREHERTER. FACTORY. VINYL CAULKING IS APPLIED AROUND 1/2" 1/2' 3-WHEN WH IS ON FIRST OR SECOND FLOOR q PRN LL SHAD UNDER CRRPET WATER CLOSET IS CAULKED W/VINYL BRTHS,A PIECE OF 4 MIL.MIN.PLASTIC IS LAID PROVIDED 6 ITS ORRIN SHALL PIPE BELOW FIRST FLOOR CORRIN PROVIDED IN THEN CARPET I5 INSTALLED FIN.FLOOR OPT.SHUT-0FFS FIN.FLOOR I PLANE FOR SECOND FLOOR UNITS).DRAIN SHALL PTFE 6 DISCHARGE 14 ORRIN 517E FOR 3 WATER CLOSETS SHALL BE 4'MIN. FIN.FLOOR THEP INDIRECTLY L A HAZARD FREE POINT THE PAN SHALL NOT BE LESS THAN 1 LZ'DEEP 15 THE POTABLE WRIER SUPPLY OUTLETS SHALL HAVE H 1 ; C AND SHALL BE I SUFFICIENT SIZE AND SHAPE TO FLOOD-LEVEL RIM OF THEOUTLET END SPACED A DISTANCE FTXTURE OR ABOVE RECEPT CLE.TO ' 1 FAL FLOOR RECEIVE ALL WHIPPING OR CONDENSATE FROM THE WATER NEATER C hl i 4-TRNKLESS WH DOES NOT REQUIRE R PRN(2012-15 IRC) PROVIDE AN RIR GAP COMPLYING WITH P2902.31 C IS. IN ONE-FAMILY CRAWL SPACE FIELD SUPPLIED), C TWO-FRMILY OR MULTIPLE DWELLINGS,THE KITCHEN SINK RND I RVRTORY SUPPLY TUR/SHOWER SUPPLY WRSHFR SUPPLY WATER GI OSFT aIPPI Y WATER SUPPLY PIPING SHRILL BE EOUIPPED WITH ONE FACTORY TNSTRf I RTTON FACTORY 7NSTRI I ATION FRCTORY TNSTRI I RTTON FACTORY TNSTR-LRTTON VALVE TO SHUT OFF THE WATER SUPPLY TO PIPING FDRURES AND ECUIPMENT IN EACH OWEI G UNIT WITHOUT INTERFERENCE WIN THE WRTER SUPPLY TO OTHER DWELLING UNITS,OR OTHER PORTIONS OF THE BUILDING SUCH OWEII G UNIT CONTROL VALVES SHALL 3 VTR BE LOCATED WITHIN THE 17. mRCI AIR ADMITTANCE VALVES CONTROLLED SHALL COMPLY WITH SECTION P3114 18. DRC)VENTS FOR FUTURE FIXTURES SHALL COMPLY �1 1/2" WITH SECTION P31046 3"VTR 3 VTR ' 18"MIN. 42'MAK i 1 1 1/2" 30"HIN.-MASS Z'STRNDPIPE 1 18" !0 30"MARIE �IL2" iii I-2" 1 �LLLL���� i _ ' SRN.TEE i i FIN FLOOR Nu�+�v SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL FIN FLOOR WASTE i SRN TEE 6'TO 18" TRIP - d� ST 444 OPT DEL BOWL FOR MAINE 2„ IV •�b— SAN.TEE USAN TEE 1 Y� 1 I-2°P-TRAP 21 P_TRRP FIN FLOOR 1 1 —I I-2' FIN.FLOOR Z- 2° 1 1/Z' 1 1/Z'P-TRRP 2"P-TRAP 076'�'���' SHOWER DRAIN 6 VENT BATHTUB DRRTN I VFNT I RVRTORY DRRTN d VENT WRSHFR DRRTN 6 VENT f FTrr..S,tA•� FACTORY INSTAL I RTTON FACTORY TNSTRI I FD FACTORY TNSTRI I Ell FACTORY 7NSTRI I FO DISHWASHER(OPTJ ORRIN LOOPED VENT 6 ORRIN LINES � 3"VTR i 3"VTR FUTURE VENT MAY BE i 3"VTR ' UNDER CT OR THRU RIR GAP FROM 2nd FLR ON SITE 1 1 DELETED WHEN CLOTHES; DEPARTMENT OF STATE ' I WASHER I5 CN FIRST OR DMSION OFBUMINGSTANDARDS ANDCODES PER MPNUF.INSTRUCTIONS BY BUJLOER AND ARE NOT i f l rt T RFROF FROM i i 1 ALBANY,NY 12231-0DDI TO BE TIED INTO VENTING SECOND FLOOR I i 1�„ FROM 1st RR.FIXTURES 1/2' i i 2° Stump olAppmvd 0 6-06 Boad ar component M1387 2016-061 10/04/2016 1 ; Z. Menul.c ,No kd.6 Nb Deb of SIN:DRAINS r 1,�DW 2" 1 3"^ , FOR MAINE , , NDnCE7T. �P �P-d VENT 3"ORRIN FOR 1 \y1 ; 1 b �b �e�loNme mnpvcdsdNehtlopmm,da4uId 1 ' map.wdIMreDv:�mar Ea�tiva�Gm dnR��fi mrae.rhauY DISPOSAL � , 2nd F1R PLUMBING (OPTJ DISPOSAL ' I 1 15EF_NOTE-18 "sal rmn me°m„'dm°°"mn (OPTJ I 1 I nneten�'mrodcm,n�F.,,.nmmrelaovaqurelzd Coa:Edo,�rc,yo�e1. t�L-s-ELLS I i j -=-/I fsL_ B1 . E! 45"ELLS 1 i JoMR Addend,PE ActnB Deeclor D IAndrudu,RA SRN TEE CONT WASTE /�] SAN.TEE COM.WR5TE 1 1/2° 'T"BRANCH FITTING J i T TT 3"WC T� WD MASTER SERIES •11/Z'P-TRRP GE 2'P-TRRP FIN.FLOOR FIN FLOOR RLL MODELS FIN FLOORPLUMBING FIN.FLOOR FIN FLOOR �CRPPED 6 LRBE1 •2'W/DISHWASHER OR AS CODE REOUIRES FIN.FLOOR MUNCY HOMES, INC. KITCHEN SINK DRAIN 6 VENT OPTIONAL DTSHWRSHIFR R15ER SCHFMRTIC MAIN VENT -TR K R W.0 SECONDRRY VFNT STRCK d WC FUTLJRF VENT TNSTRI I_Fn FnR MA ANn NH 1567 PR ROUTE 442 FR TORY TNSTRLLR7ION - FACTORY TNSTRI 1 RTTON CRP�U_MTS FACTORY TN=TR I RTTON. FACTORY TWqT01 I RTION RND AS CODE RFOLITRF.. OR AT RLITI DFR5 REO) S T- MUNCY, PR 17756 SEE SLIEST 3b,GL-NERAL PLUMBING FRCTORY INSTRLLRTION EACH VERTICAL UNIT SHALL HAVE ONE (FACTORY TNSTRI I RTTON FOR BRSFMENT MOD 15) NOTES(NOT FOR KTI - MAIN 3 INCH MINIMUM STRCK DRN BY DATE SCALE REV. SHY. 310. DATA6RSE NAME MJL 3-22-91 NONE 6-DL-2016 6b 06\6b NOTES L FOR APPLICABLE NOTES,SEE SHT 3b AND Sb L J TVR t SIM I.EE .I�TEE 1 d' I S 3 A Viii ad STORY CEILING TEE e• SrrE TEE E Ind STORY CEILING ad STORY FLOOR �'IS ; .d ELL ad STORY FLOOR E-L 1st STORY CEILING �.I'�' I`. 11/1• T �If gl DEL TEE I I 1st STORY FLOOR 1st STORY CEILING i i `I=E E31 ELL 01 ht STORY FLOOR 3•VTRI. / I 'i Lz• i i i 1 1i2- , TEF KEY; TEE�1 LT r SI,�. ar SfTE ELL_}vi 13• I I I KE., LT=LONG TURN 13 I I iT I I i i i ELL I I I Eu- I TEE I I I LT=LONG TURN LT TFE 3 'Y'lt ELL j I I 1 I I I TEE TWO STORY (SEF SHT 7k 17 ELLa 'fi 2• i TEE livr 1 Lr; B Lr Ij.I I , sITE DWV SYSTEM NOTE z LAVs SHALL HAVE Eu i``s1TE 1 �TM B TEF�; TEE i i LT EU 1 Lr 7EE 1��T� r §� NAL R 2'WASTE WHEN COMBINED a I �I,vr } REFER TO FIXTURE DETAILS FOR TRAP Rtm 1 1 1^ j3. LLL` ELL� .'Il Y,[2 i i =b 1 1 LZ• � �� Q•ST y PIPE SIZES NOT SHOWN IN THE SCHEMATIC i i I i' I , y SITE ,. FIRST FLOOR FIXTURES SHALL CONNECT INTO I uN , I 1 1 dix' ,aw x , jp HORIZONTAL BUILCI)IIJG DRAIN MORE THAN 1 10 PIPE I I I h, l ELL T TE I srlE W M L7 ELL p L7 ,,,� lk DIAMETERS OOWNSTRERM OF STACK BASE AND TEE Z I ELL Bain 31 TEF I LT TEE ELL NOT CONNECT INTO SECOND FLOOR ORRIN STACK �WTEE IID. 1 L2' j,, -'li sire + } a1.7 R LISTED THROUGH PENETRATION FIRESTOP 1 r I 6 TEE13L LT 2 i + SYSTEM SHALL BE U5M IN THE FLOOR/CEILING 1 LT TEF I ''T I `� LT ELL r ' Dy_EIS I ,1 LIZ, FIRE RATED ASSEMBLY , I r 1j12. 1 Lei e'f� MAINE 2"MIN.VENT SIZE FOR WATER CLOSETS LY TEE 1 E srTE �' I `'�E1L i /II�/ Tc•,,UTIt 2"MIX WET-VENT SIZE. i LIEF` �`1.Lr 1 F edam1 1 1Lr ELL TE1= 1 Late+ Eu.—>r '�srrE r 3 TEF r f "rEs,�,lLI l7' i SITE *,.I�� 71H 'TEE L?i �r i' �3 ; I TEE s -ELL TELL I BATH F`` LT ELL 1 K.: I LT TEE I I F I HL ``` I ELL .yE♦. TE I TEF}, I, BTiif 1 �'J I y WH L�Lx• uTE i �E1 s1TE ELI_ LaY r I TEF s1TE �G SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL LT ELL 1 I 51TE .j ``�, E1.L I +. SITE L I Ile Ida�:f TEE {�LL . L ELL 1�, t '�S• LT TEE SEE OLTiIl- CO TEF SEE fETRL SITE 1 1/2%'��L j TEE, 3 �.LT ELL LT ELL J P ' TEE JJ I LLT ELL LP I +• ELL ```` LT .'1 LZ• I } 1 L2' uDA.LT SITE TEFF L2' TEE.�1 eATM x LT ELL LT ELL KR G PIPE 6 ` DollawTLY LEY 517E TO a NIazP.®FREE BE TEE 1 r1 Lx,iPPK VEO B IN a ELL I ELL I ELM CFFICa1L , I r Li ELL TWO STORY ( SHT#2I TEE + V He aim x , DWV SYSTEM r TEE ure NOTE:2 LRVS SHALL HAVE 2"WASTE WHEN COMBINED EL 1 TEE SEE E'TRIL TEE ` 45 Eu Lt PPIPPE�SIZESTO�NOOT SHOWN IN THE SCHEMATDETAILS FOR TRAP TIIC. siTE FIRST FLOOR FIXTURES SHALL CONNECT INTO LT EU 3 ��LT TEE LLT ELL HOOR ETERS IZONTAL BUILDING ING ORRINM OF SMOTHAN TACK BRAE 10 IPE si7E NOT CONNECT INTO SECOND FLOOR ORRIN STACK LT ELL ELL MAINE: 2'MIN.-VENT SIZE FOR WATER CLOSETS 2'MIN.WET-VENT SIZE OEPARTMENTOF STATE DIVISION OF BUILDING STANDARDS AND CODES 'Law,NY 12211-0001 Skimp ofAppmralfoea Sydem,Itodel or Component M1387 2D16-061 10/04/2016 Menuled.&.No Appf d.e No DebdAppmrd NOTICE TNe gpwal h ®vh gyd bWCipf(61odu'r7NAare6Moled and mn0lel#OefaCu)vvradg e.f. Tl appm IallMlIW of eUmnmeQatlmlmnn�u�4JNd'eem emn A—m Eon Ne gpmeal de=oeds l¢bn`aafednadenm�Ee �TMlotgpwdq bek®I eodeEdammn0lf L A eT JoMR Add-am,PFPE,Actlnp Uredu DD IAndmsde.,fWRA MRSTER SERIES RLL TWO STORY MODELS PLUMBING MUNCY HOMES, INC. 1567 PR ROUTE 442 MUNCY, PR 17756 DRN BY DRTE SCRLE REV. SHT. NO DATABASE NAME REH 3-10-97 NONE 6-01-2016 6b1 06\6b_1 � r INDEX INDEX NUMBER MODEL LIST SHEET DESCRIPTION DRAW DATE OF SHEET DATE DATE OF 2a RANCH - 1 FAMILY NUMBER OP.RWN REVISION NUMBER DESCRIPTION OP.RWN P.EVISION la COVER SHEET 3-22-91 6-01-2016 7a CROSS SECTION for 2a,h,q 3-22-91 6-01-2016 26 CAPE - 1 FRMILY 7e 1 2. RAISED RANCH - 1 FAMILY 2a TTP RANCH PLAN 3-22-91 6-01-2016 7a_2 RESERVED FOR LATER USE -- _—' 2d RANCH ELL - 1 FAMILY 2b TTP CAPE PLAN 3-22-91 6-01-2016 ALTERNATE BRACED WALL 2e RRNCH TEE - 1 FAMILY 2. TTP RAISED RANCH 3-22-91 6-01-2016 7a_3 DETAILS 11-1-2005 6-01-2016 2f SPLIT LEVEL ELL - 1 FAMILY 2d TYP RANCH ELL 3-22-91 6-01-2016 ALTERNATE BRRCED WALL 2 SPLIT LEVEL TEE - 1 FAMILY 2e TYP RANCH TEE 3-22-91 6-01-2016 7a_4 DETAILS 6-01-2016 — 2h RANCH - I or 2 FAMILY - 2f- TYP SPLIT LEVEL ELL 3-22-91 6-01-2016 76 i CROSS SECTION for 2b 3-22-91 6-01-2016 21 RAISED RANCH - 1 or 2 FAMILY 2 TYP SPLIT LEVEL TEE 3-22-91 6-01-2016 7c CROSS SECTION for 2c,13-22-TI 6-01-2016 21 2 STORY -1 FAMILY RANCH- 1 STORY- 1 FAMILY 7d CR05S SECTION for 2d,e 3-22-91 5-01-2016 2k 2 STORY - 2 FAMILY ATTACHED OR 2 FRMILY 3-22-91 6-01-2016 7e CROSS SECTION for 2f,gA 3-22-91 f 5-01-2016 2k1 2 STORY UPPER/LOWER - 2 FAMILY RAISED RRNCH- 1 FAMILY 3-22-91 6-O1-2D16 7f CROSS SECT for 2f,k,kl,n 3-22-91 6-01-2016 2I END TO END SPLIT - 1 FAMILY ATTACHED OR 2 FAMILY 7f_2 CROSS SECT for 2s 2-15-1995 5-01-2016 2m CONTEMPORARY 2 STORY - 1 FAMILY 2 TYP 2 STORY 3-22-91 6-01-2016 79 9/12 OR 12/12 ROOF OPTION 3-22-91 6-01-2016 2n SINGLE FAMILY ATTACHED - 1 FAMILY 2k 2 STORY- 2 FAMILY 3-22-91 6-01-2016 791 12/12 VAULTED ROOF OPT. 3-22-91 6-D1-2016 20 1 MODULE RANCH - 1 FAMILY 2k_1 2 STORY UPPER/LOWER 2 FAMILY 6-14-93 6-01-2016 79_2 7/12 VAULTED ROOF OPT B-10-2006 6-01-2016 2 1 MODULE WIDE 2 STORY - 1 FRMILY Z END TO END SPLIT LEVEL 3-22-91 6-01-2016 79_3 VAULTED ROOF FRAMING DET.10-31-2008 6-01-2016 2 3 MODULE RRNCH - 1 FRMILY 2m TYP CONTEMPORARY 2 STORY 3-22-91 6-01-2016 7h CROSS SECTION for 2m 3-22-91 6-01-2016 2r SALT BOX - 1 FAMILY 1A u 2n 1 FAMILY ATTACHED- 2 STORY 3-22-91 6-0I-2016 71 OPT CROSS SECTION for 2 3-22-91 6-01-2016 2s 3 MODULE 2 STORY - 1 FRMILY 20 TYP SINGLE MODULE RANCH 3-1-93 6-01-2016 71 ALTERNATE CONST_ DETAILS 3-22-91 6-01-2016 21 ALTERNATE 2 STORY - 1 FAMILY 2p TYP SINGLE MODULE 2 STORY 3-1-93 6-01-2016 7k ALTERNATE CONST- DETAILS 3-22-91 6-01-2016 INDICATES MODEL 6 PAGES 2q 3 MODULE RANCH PLAN 3-22-9515-DI-2016 6-01-2016 71 ALTERNATE CONST DETAILS 3-22-91 6-01-2016 X CONTAINED IN SET 2r SALT BOX 3-22-95 7m RLTERNRTE CONST DETAILS 3-22-91 6-D1-2016 BER of PRG CO IN THE SET NOT INCLUDIIJG COVER SHEET 2s 3 MODULE 2 STORY PLAN 2-13-95 6-01-2016 7n RLTERNRTE CONST DEiRILS 3-22-91 6-01-2016 oRRWBJGS SUBMITTED ON LESS THAN 24"x 35' 2t ALTERNATE 2 STORY 3-22-95 6-01-2016 7 CROSS SECTION for 20 3-1-93 6-01-2016 SHEETS HAVE BEEN PHOTOGPRPHICRUT REDUCED 7 CROSS SECTION for 3-1-93 6-01-2016 2E1 OPTIONAL ELEVATIONS 3-22-91 6-01-2016 2E2 OPTIONAL ELEVRTIONS 3-22-91 6-01-2016 Be FARMING DETAILS 3-22-91 6-01-2016 u� 8b FRAMING DETRILS 3-22-91 6-01-2016 8c FRAMING DETAILS 3-22-91 6-01-2016 3a SCHEDULES 6 NOTES 3-22-91 6-01-2016 Ed FRAMING DETAILS 1-13-9B 6-01-2016 3b SCHEDULES 6 NOTES 3-22-91 6-01-2016 Be FRAMING DETAILS 4-23-10 6-01-2016 STRUCTURAL SCHED 6 NOTES 6-01-2016 8e_1 FARMING DETAILS B-01-2013 6-01-2016 3c 35 - 65 PSF GSL 3-1-93 Bf FRRMING DEfRILS 9-D3-10 6-01-2016 3c1 STRUCTURRL SCHED 6 NOTES 3-1-93 B-01-2016 65 - 90 PSF GSL 9a FIRE RATED ASSEMBLY DETAILS 3-22-91 6-01-2016 2 FRMILY 4a FOUNDATION for 2a,b,),m 3-22-91 6-01-2016 96 FIRE RRTED RSSEMBLY DETAILS 3-22-91 6-01-2016 4b FOUNDATION for 2c 3-22-91 6-01-2016 2 FAMILY 4c FOUNDATION for 2d,e 3-22-91 6-01-2016 9c FIRE RATED R55EKBLY DETAILS 3-22-91 6-01-2016 4d FOUNDATION for 2f,g 3-22-91 6-01-2016 UPPER/LOWER - 2 FRMILY i:'lNiIG 4e FOUNDATION for 2h,k,k1 3-22-91 6-01-2016 9C_1 GARAGE FIRE RATED RSSEMBLIES 6-01-2016 - 4f FOUNDRTION for 21 3-22-91 6-01-2016 9c_2 GRRRGE FIRE RATED ASSEMBLIES 6-01-2016 i 4g FOUNDATION for ZI 3-22-91 6-01-2016 ZERO LOT-LINE FIRE RATED 9d o 11-18-96 6-01-2016 y 4h FOUNDATION for 2n 3-22-91 6-01-2016 ASSEMBLY DET - 1 STORY FF a7,4"076771 41 FOUNDRTION for 2o,p 3-1-93 6-0I-2D16 9e ZERO-LDT-LINE FIRE RATED LI-18-96 6-D1-2016 art1T of 4) FOUNDATION for 2q 3-22-95 6-01-2016 ASSEMBLY DET. - 2 STOAT 4k FOUNDRTION for 2s 4-23-2010 6-01-2016 9f THRU-PENETRRTION RSS'Y 4-01-2013 6-01-2016 3/29/16 Sa ELECT 6 HEAT for 2a 3-22-91 6-01-2016 5b ELECT 6 HEAT for 2b 3-22-91 6-01-2D16 10e ATTIC HVAC DUCT SYSTEM 3-22-91 6=01-2016 SPACE RESERVED FOR THE NEN YORK STAMP of APPROVAL Sc ELECT 6 HEAT for 2c 3-22-91 5-01-2016 TYPICAL HVRC DUCT SYSTEM DESIGN LORDS MUNCY HOMES, INC. - PLRNT LOCRTIONS NOTESSd ELECT 6 HEAT for 2d,e,f,g 3-22-91 6-01-2016 10b 4-1-97 6-D1-2016 RANCH AND CAPE MODELS FLOOR: 40 PSF LIVING - 30 PSF SLEEPING PLANT NUMBER 1: SALES DIVISIONS: L DISCRETE MODELS(PLANS HAVING THE SAME SPECIFIC STAIRS: 40 PSF 1567 PR ROUTE 442 MUNCY HOMES OR REVERSED ROOM ARRANGEMENT RND/OR Se ELECT 6 HEAT for 2h 3-22-91 6-01-2016 TYPICAL HVRC DUCT SYSTEM DECKS AND BALCONIES 60 PSF MUNCY, PR 17756 SUPERIOR BUILDERS ARCHITECTURAL STYLO SHALL BE PREPARED FROM Sf ELECT 6 HEAT for 21 3-22-91 6-01-2016 lOc 2 STORY MODELS 4-1-97 6-01-2016 THESE DRAWINGS WITH OUT MODIFICATION,ADDITION PREMIER BUILDERS OR DELETION IN ANY MANNER. Sg ELECT 6 HEAT for 21,k 3-22-91 6-01-2016 ATTICS WITHOUT STORAGE: 10 PTF PLANT NUMBER 2: z DERIVED FFOM�SH[T 6.MINIMUM OM LAYOUTSC`EAALL�� 591 ELECT 6 HEAT for 2k-1 6-24-93 6-01-2016 ATTICS WITHOUT STORAGE ARE THOSE 1565 PR ROUTE 442 LIGHT AND VENT SHALL BE MPLIED Wrrtt WHERE THE MAX CLEAR HEIGHT BETWEEN MUNCY, PR 17756 SEE SHr ss Sh E1 ECT 6 HEAT for 21 3-22-91-_ 6-01-2016 JOIST AND RAFTER IS LESS THAN 42 MINIMUM ROOM DIMS,AREAS,LIGHT,VENT AND EGRESS 51 ELECT 3 HEAT for 2m 3-22-91 6-D1-2016 INCHES, OR WHERE THERE ARE NOT 2 OR PLANT NUMBER 3: FOR HABITABLE SPACES SHALL BE COMPLIED WITH MORE ADJACENT TRUSSES WITH THE SAME 1567 PA ROUTE 442 1 KITCHEN LAYOUTS SHALL BE DERIVED FROM SHT 6, 5I ELECT 3 HEAT for 2n 3-22-91 5-01-2016 WEB CONFIGURATION CAPABLE OF MUNCY, PR 17756 MUCMUM LIGHT AND VENT SHALL BE COMPLIED WITH. 6 HEAT for 20 3-1-93 6-OL-2016 MINIMUM ROOM DIMS,AREAS,LIGHT,VENT FIND EGRESS CONTAINING R RECTANGLE 42 INCHES HIGH FOR HABITABLE SPACES SHALL BE COMPLIED WITH 5I ELECT 6 HEAT for 2p 3-1-93 5-01-2016 BY 2 FEET WIDE OR GREATER. MODULES TO BE MANUFACTURED BY 4.CLOSETS MAY BE ANY SIZE FIND PLACED ANYWHERE MUNCY HOMES, INC. MINIMUM ROOM DIMS,AREAS,LIGHT,VENT AND EGRESS Sm ELECT 6 HEAT for 2q 3-22-95 6-01-2016 FOR HABITRBLE SPACES SHALL BE COMPLIED WITH ATTICS WITH LIMITED STORAGE: 2D PSF CLOSETS OR STORAGE AREAS SIZED AS HABITABLE _fn ELECT 6 HEAT for 2r 3-22-95 6-01-2016 USE GROUP: DETACHED ONE b TWO FAMILY DWELLINGS 5o ELECT for 2s 3-22-95 5-01-2016 ATTICS WITH LIMITED STORAGE AND SPRUE SHALL COMPLY WITH HABITABLE SPACE AND/DR TOWNHOUSES CONSTRUCTED WITH TRUSSES, THIS LIVE FO(R)DOOR AND SEE sHr 6e FBULDIMENT N STATE LORD NEED ONLY BE APPLIED TO THOSE CONSTRUCTION TYPE: V-B UNPROTECTED S. FOR DOOR AND WINDOW SCHEDULES,ENERGY SUMMARY, Sp HEAT for 2s 3-22-95 6-01-2016 DMSIDN OFBNIDING STANDARDS AND CODES PORTIONS OF THE BOTTOM CHORD OF NOT SEE DRAWING 3.FOR SECOND FLOOR STAIR DETRIl S, S ELECT for 2t 3-22-95 6-01-2016 AUANf,Nf12Z31-001 SEE DRAWINGS 7b,7F,7h,71,7c} R Shmpafappmralfar%Sy-WNldad,l,r Co p....t LESS THAN 2 ADJACENT TRUSSES WITH 6.AUTOMATIC FIRE SPRIMIER SYSTEMS(SECTION 83131&2 5r HEAT for 2t 3-22-95 6-01-2016 THE SAME WEB CONFIGURATION OF THE NYS 2016 UCS) BUILDINGS HAVING A HEIGHT M1387 2016-061 10/04/2016 CONTAINING A RECTANGLE 42 INCHESOF 3-STORIES ABOVE GRADE PLANE SHALL BE EQUIPPED FOR LOCATION OF THIRD PARTY LABEL T/D WITH AND AUTOMATIC FIRE 5PPII•6CLE3R SYSTEM Manuh+Wrers Ne Ppp6rdian No. oda afApprwd HIGH BY 2 FEET WIDE OR GREATER CERTIFICATION LABEL AND DRTR PLATE, SEE INSTALLED IN ACCORDANCE WITH NFPR 130. ATTIC SPACES SERVED B7 R FIXED STAIR -DEFINITION 8202 BR5EMENr R STORY THAT IS NOT ° 1Maasa)u�=���aaa� ,mua mlm�m�ar'rm�T GENERAL NOTES - L NOTE7, SHT 3b 6s MISCELLANEOUS DETAILS 322-91 6-01-2016 7w a ad�.(� aaukm�aay. r� wnm a nb¢amn SHALL BE DESIGNED TO SUPPORT THE R STORY ABOVE GRADE PLANE (SEE ALSO"STORY aramum mn Ne;yvd�mR MINIMUM LIVE LORD SPECIFIED FOR ABOVE GRADE PLRNE'7 6b TYP PLUMBING - ALL MODELS 3-22-91 6-01-2016 1 Au a-lk o°paa eraprdquttdCm E*.aaoG,at SLEEPING ROOMS (3D PSF). -OEFDMON R292 STORY ABOVE GRADE PLRNE:ANY--STORYWHICH THE FT 6b1 PLUMBING for 2,k,k1 3-10-97 6-01-2016 G RAITS FINISHED FLOOR SURFACE ENTIRELY ABOVE i. ,•� aJ GARDEDE PLANE,OR IN WHICH OF 6c PLUMBING for 2m,n,p 3-22-91 6-01-2016 IoM,RAdd.ddero,PE�Ac6nplMcfor ,Ba WIND: 3SG, EXP. C (std) EXP D (opt) APPLICABLE CODES: THi E:FLOORRE NEXT ABOVE IS 6 FT ABOVE EIT E POUF THE FOLLOWING90 f1 p ll6 -120 139 mph U�TIMRTEMINAL V(Vutl 2015 IRC AND 2015 IECC AS MODIFIED-BY THE 2016 21 OR PDTI�12 FT ABOVE FIN GROUND LEVEL RT ANY MRSTE2 SERIES NYS UNIFORM CODE SUPPLEMENT ONE 140 mph ULTIMATE 6 TOPOGRAPHIC WIND ENERGY CONSERVATION COMPLIRNCE SHALL BE WHENTHE IST OF 3iEVELS I5 CONSIDERED R BASEMENT (EAEFFECTS REQUIRE ENGINEERED DESIGN THROUGH CHAPTER ll, COMPUTER SOFTWARE AS WFLKK--OUT BASEMENTS, THE EXTG2�VELs ABOVE INDEX PROVIDED IN SECTION NL1021S GR - REScheck. ARE STORIES ABOVE ADE PLANE(BREED ON THE GROUND SNOWrLORD - Pg: 35 - 90 (FIG 830126)) PROVIDED CALCULATIONS SHALL BE DONE FOR EACH DEFINITION,AN AUTOMATIC FIRE SPRINKLER SYSTEM IS COVER SHEET UNIT AND SHALL BE PROVIDED TO THE AUTHORITY "NOT"REDUIRED SEE AS BUILT FLOOR PLAN FOR WIND AND WHEN THE IST OF HAVING JURISDICTION. UNUSED UNDER-FLR3SPACED IS CONNSMERE�R STOORYR MUNCY HOMES, INC. SNOW DESIGN LORDS OVF r STANDARDS. 2-LEVElS ABOVE ARE ALSO STORIES ABOVE GRADE 1567 PR ROUTE 442 SEISMIC DESIGN CATEGORY: B, C OR DO ASCE 7-2010 PLANE(BASED ON THE DEFINITION),AN AUTOMATIC FIRE MUNCY, PR 17756 TOWNHOUSES SHALL BE DESIGNED TO SEISMIC NOS - 2015 7,FOR�FIREE RATED ASSEMB�s�SEE DRAWwGIS 9. C OR DO PER 8301.2-2- DETACHED ONE AND NEC - 2D14 DRN BY DATE SCALE REV. SHY. N0. TWO FRMILY DWELLINGS LOCATED IN SEISMIC NFPR 13D - 2015 DESIGN CATEGORY C ARE EXEMPT FROM THE DATABASE NAME SEISMIC REQUIREMENTT MJL 3-22-91 NONE 6-01-2016 la O1\laml (3)10d NAILS,16'OG ON SITE RIDGE TO RIDGE DFTRTL #2 DFTRTL #11 FIELD WORK FIELD WORK K 4 6 5/12 2BN MAX. 7L5(ON LSTR36,2D9 STRAP OR 4 6 5/12(2BW RIDGE FLIP LSTR36.2Dg STRAP OR - MFDL OVER RIDGE G FLIP cALEG a 48"o-c OVER RIDGE 6 FLIP CONNECTIDN®48"oc RIDGE BEAM HO NAILS a 3 1R'OC MRX WITH IS) 5 NAILS PER LEG WT RIDGE BEAM ///-��CONI RIDGE VENT,SEE NOTE=1 MAXMRX(ATTR(51 lOd NAILS PER LEG INTO TP.USS 1517D DI lOd NAILS 16°OC ON SITE RIDGE TO RIDGE BETW`.PLATE LATE 7/12 OVER M 6 GE O1Wk CONNECTIONS SIMPSON LSTR18,209 t R / - 7/12 OVER W)6 5/12 FLIP CONNECT L5TR38.209 STRAPS OR BETW SES(SITE) EOUPL OYER RIDGE 6 FLIP CONNECTIONS s 48'o c / 2x4 SPF=3 DR EQUAL WITH RIDGE 6 FLIP CONNECTIONS B 48"or- CONT RIDGE VENT,SEE NOTE=1 - MAX WITH (5)1Dd NAILS PER LEG(SIM MAXMRX WITH[51 1Dd NAILS PER LEG(SITD (By 0RNUFRCTURED WOOD 1x4 _ 2x4 SPF=3 OR EOURL (BY OiYIERs)AT 24°OG ALT-CONNECTION FOR 4 L 5/12 2BW MAX)P.00FS: TPD OF THE ¢ RLT CONNECTION FOR'4 6 5/12 28W MPDO ROOFS' IPA OF THE SEE SP 5 MANUAL RIDGE STRAP,A 2x4 COLLAR TIE MRY BE INSTALLED W/f4)lHd 1 32'OC PLATE TO PLATE(SITE) RIDGE STRAP,A 2x4 COLLAR TIE MAY BE INSTALLED W/(4)1Dd 1x4 5 DESIGN DRAWINGS F—RIDGE NAILS EACH END JUST BELOW THE 2x4 CONTINUOUS PLATE WHERE -e NAILS EACH END JUST BELOW THE 2x4 CONTINUOUS PLATE WHERE 2.4 THE FLIP FIND TRUSS TDP CHORD MEET THE FLIP AND TRUSS TOP CHORD MEET IOd NAIL _ KNEE WALL 0 PLATE PLT CONNECTION FOR 7/12(ALL M 6 5/12 DiM ROOFS IPA ----- CONTINUOUS LR ' NG TO BE ALT.CONNECTION FOR 7/12(P.L.L W)6 5/12(31W)ROOFS: LPO -- (�D CONTINUOUS LATERAL BRRCNG TO BE THE RIDGE STRAP,R 2.4 COLLAR TIE MAY BE INSTALLED EQUALLY SPACED,ATTR d NAILS THE RIDGE STRAP,A 2x4 COLLAR TIE MAY BE INSTALLED EQUALLY SPACED,RTTRCH WITH 21 Ed NAILS W/(4)IDd NAILS EACH END JUST BELOW THE RIDGE BROS TRUSS HINGE,SEE DETAIL=6 W/(4)10d NAILS EACH END JUST BELOW THE RIDGE BROS AS A SUBSTITUTION FOR THE STRAP CONNECTING THE r AS R SUBSTITUTION FOR THE STRAP CONNECTING THE TRUSS HINGE,SEE DETAIL=6 TR 55 TOP CHORD TO THE FLIP RAFTER,R 2x4 / PRE-MANUFRCTURED WOOD TRUSS SS TOP CHORD TO THE FLIP RAFTER,A 2x4 ' _ COLLAR-TIE MAY BE B45TRLLED W/(4)10d �/ (8Y OTHERS)RT 16",192'OR 24"OC C RY BE NSTRLI Fn W/f4)lOd SOLE PLATE FOR FASTENING, !° SIMP50N MTS32 RAFTER FOR FASTENING, 7x3 BRFlCE(FACTORY) NAILS EACH END JUST BELOW THE 2x4 SEE SPECTFICRTIDNS MRNURL FOR NRI-S ERC BELOW THE 2.3 BRACE SEE DETAIL=11 12 TIE-DOWNS OR EOURL CONT PLATE WHERE THE FLIP AND S�DETAIL -1.1 KING POST TRUSS DESIGN DRAWINGS coNT PLATE WHERE TRUSS TOP CHORD MEET _-------- -_ - _-_- __- 12 TRUSS TOP CHD _- (SITE) SPACED 413"O C(SITE) ----- - ---- KING POST -� �4.5 OR 7 -- _- - -- KNEEWRLL KING POST _ __- - KING POST KNEEWRLL SIMPSON MT532 OPT CRTHEDP.RL ROOF INSULATION FAR 24'AND 26'WIDE (WHEN NO RAFTER TIE OR L2"OP.5/0"GYPSUM BOARD ROOF T 1 , FOR 24'AND 2V WIDE L2"OR 5/8 GYPSUM BOARD CONT,PLATE U41T OVERHANG DETAILS, KING POST EOURL c 48" INSULATION UNIT OVERHANG54G EE DETAIL -. IS PRESENT, OFIELD BAFFLE TIP. '--TYPICAL 2x4 OR 2x5 SIDEWFLL CONT PLATE SEE DFTRTL=4- BAFFLE TYP. FOR F E UNIT FASTEN TWIST TRIP SEE NOTE=4 1/2"OR S/' FOR Z&WIDE UNIT SEE NOTE-4 TYPICRL 2x4 OR 2x6 51DEWRLL COMPRESSION SOVERHANG DETAILS, STRAP TO TRU55 INSTALLED TYPICAL 2x3 OR 2x4 MARRIAGE WALL STRIP _ OVERHANG DETAILS, SEE DETAIL-a BOTTOM CHORD) SEE DETAIL-5- TYPICAL 2x3 OR Zxa MARRIAGE WALL KING POST UNIT WIDTH UN1T WIDTH FASTEN BOTHENDS OF (7 - W/n)lDd z 1 vz• ALT. KING POST NAILS FILLED CONNECTION TYPICAL ON SITF FASTENING DETRILS — 4, 5 OR 7/12 OPTIONAL OFFSET ROOF SITE FASTENING DETAILS — 4, 5 OR 7/12 Ty TCRL ON SCALE:3/e=1'-fY SCRLE 3/13'=1''-D• SCRLE: NTS DETAIL #3 DETRT #4 DFTATL #5 DETAIL #6 INSULR71ON BAFFLE TO PROVIDE AIR SPACE FISERGLRS OR SELF SEALING SHINGLE, FIELD WORK FIELD WORK FOR THE GABLE OVERHANG BLOCK TO RAKE CONNECTION OR - FOR ATTIC VENTILATION TYPE 15 FELT WITH 18"OVERLAP OR FIELD WORK GABLE OVERHANG INSIDE RAKE TO TRUSS CONNECTION, SEE NOTE=4 IM FIBERGLAS OR SELF SEALING SHINGLE, -SS SIMPLEX SHINGLE UNDERLRYMENT TYPE 15 FELT WITH 18"OVERLAP OR OR EOURL 36°WIDE AN ICE BARRIER INSULATION BAFFLE TO PROVIDE AIR SPACE 11,I'm SEE FASTENING SCHEDULE- =55 SIMPLEX SHINGLE UNDERLRYMENT SEE SET-UP INSTRUCTIONS FOR EXTERIOR SOFFIT, THAT CONSISTS OF AT LEAST(2)LAYEP.S SEE NO�TEC VENTILATION, 2^ FASCIA, UPIN FIND OPON EDGE TO OVERHANGS SITE WORK OR EQUAL 36"WIDE AN ICE BARRIER OF UNDERLRYMENT CEMENTED TOGETHER J-RRILTHAT CONSISTS OF AT LEAST 21 LAYERS OR OF R SELF-RDHIM NG POLYMER MODIFIED TRUSS L2^ OF UNDERLRYMENT CEMENTED TOGETHER BITUMEN SHEET,SHALL BE USED IN LIEU HINGE STRAP hgti ROOF SHEATHING OR OF R SELF-RDHERNG POLYMER MODIFIED OF NORMAL UNDERLRYMENT AND SHALL [RD OVERHANG IS LIMITED TO 12"MRK &413"OC- WIND ZONES(NOTE O BITUMEN SHEET,SHALL BE USED IN LIEU EXTEND FROM THE EVES EDGE TO R (R FIV OF NORMAL UNDERLRYMENT AND SHALL POINT AT LEAST 24 IN.INSIDE THE TRUSS AT ENDWRLL EXTEND FROM THE EVE'S EDGE TO A EXTERIOR WALL LINE OF THE BUILDING 1,1,SPF STUD GRADE OR EOUAL H PONT AT LEAST 24 IN.INSIDE THE , ONLY AT ERVE END EXTERIOR SHEATHING J - EXTERIOR WALL LINE OF THE BUILDING CONT.1/2"OR 5/8"x FITTER ROOF HAS BEEN RAISED TO 1 1/2"OB STRIP ROOF•�LIFT LIP SHINGLES 6 NESTALL 1x6 INSIDE FIND BREAK AT HINGE POINT z (THP.AT BP.G.SUPPORTS) , OUTSIDE RAKES DIMENSION VARIES a - !v 16d NAILS INTO EACH)RISS ALUMINUM DRIP EDGE TRUSS HINGE FIELD WORK TRuss E Zx4 SCALE: 1"=1'-0" Zx2 CONT i/Z'OR 5/13'Y ALUMINUM DRIP EDGE ----------- (2)16d NAILS TO TRUSS NOTES ^' 1 1/2"OB STRIP __- _-_ AFTER OVERHANG IS FAVF F'NO [THP AT BRG SUPPORTS) ALUM CCIA OVEREDAFAWITH SCIA 1x6 LOWERED,BY BUILOEP. L RIDGE BORROS ARE INSTALLED A MINIMUM OF 1"BELOW 1x6 SPF xi2/.1 OR EOURL GABLE PERK CI ROOF TD ALLOW FOR ATTIC ILS I&2' TYP FLIP SECTION 2. S, SPECIFIC STRAPPING REED N DETAILS 1 6 2' OVERHRNG BLOCKS AT 24"OC MAX AT RIDGE 10d NIHIL DIRECT TO STUD 5/12 PITCHC SIMPSON LSTR36,2Dg STRAP OR WHEN THE DESIGN LIVE LORD EXCEEDS 60 psF, PERFORATED SOFFIT BY BUILDER EOURL OVER RIDGE 6 FLIP CONNECTION E 46'oe- THEN THE BLOCKS SHALL BE AT 16"OC MAX PERFORATED SOFFIT MAX WITH 6l 10d NAILS PER LEG INTO TRUSS(SITD 7/12 PITCH SIMPSON L5TR1B•tog STRAPS OR TOP ROW OF SIDING EOURL OVER RIDGE 6 FLIP CONNECTIONS m 48"o c INSTALLED BY ELM-DER MAX WITH(5)lod NRILS PER LEG[SITE) 3 NY)CONNECTIONS FOR ULT WIND SPEEDS NuIU NOTE'ROOF SHEATHING IS CONTINUOUS FROM TRUSSES TO END OF OVERHANG- of DI 13 MPH SHALL BE DESIGNED/SUBMITTED AN ON AN INDIVIDUAL BASIS 4 INSULATION BAFFLES REQUIRED ADJACENT TO SOFFIT/ ERVE VENTS AND SHALL EXTEND OVER TOP OF THE TYPICAL FRONT OR REAR GABLE OVERHANG OPTION DF1- TTI RII VENT VENT w IN FREE-SULATRIP ON MN OPENING TO BE> sDFFrr _ SCALE FIXED OVERHANG FOLDING OVERHANG FIELD WORK SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL SCRLE: 1 1/2"=1'-0" SCRLE: 1 1/2"=1'-0" DFTRIL #7 _ DFTRTL #8 FIELD CONNECTION OF LOWER ROOF TO SIDEWRLL: DETAIL #lp _ SCTED SECTION INSTALLED 16d NAILS 8"OC,2 ROWS STAGGERED ITE CONSTRU OVER ROOF SHEATHING —RAFTERS THROUGH RIDGE BOARD TO SIDEWRLL FIELD WORK SHERT HIN FLAStmac(SIMFIELD WORK FIELD ORK FIELD WORK RIDGE BERM • RIDGE VENT,SEE NOTE=1 II II II II - SIDING - �ROOFING MATERIAL I II II II SECOND STORY SIDEWRLL NIN PLACEE 1x6 NAILER OF 2x4 BLOCG II II II T TPICRL TRUSSES RIDGE VENT INSTALLED PER PLACE II II II II MFR'S INSTRLLRI70N INSTRUCTIONS, DRIP EDGE Z:4 BLOCKING 8 11 II II SEE NOTE=1 I II II THING,UNDERLRYMENT,AND 510IAGLES II II I SHEATHING RACING 2x3 m 24"OR 16"OC YLON STRAP FOR FLIP SECTION _ II II I LATERAL B SIDING KNF-ENALL DEPAR(MENr OF STATE II II I FLASHING PRE-MRNUFRCTURED WOOD TRUSS TOP CHORD J�DISTG�HANGER OR DMSION OF��STANDARD'ANDCODES ®Y OTHERS)AT 16".19.2'OR 24"OC skimp vfApPALBANr. 1223,M.d.l or c.mpanml II II I SEE SPECIFICATIONS MANUAL RIDGE VENT• FOR TRUSS DESIGN DRAWINGS 5HERTHNG RRRRI - M1387 2016-061 10/0412016 II _ II I STRUCTURAL BERMS TRUSS KNFEWRLL II II I DRYWALL(SITE) ManT1.vEuef.N. Apppv.evn WDvk vfPppr T1.II II I I II FOR F173D NAILING FLOOR JOIST NDTceaa�wykgp(�otlemylov�m�(vxn.duekew)imnwd d ROOFING MATERIRL FLOOR JOIST SEE DETAIL=1 b (M°('W)p�"•I II I I II RPPROX FIRST FOOT MODULE"R" Tib aRawalslul ml�n uem.M euv(mnigcmal7M�rtmn.ems MODULE"C mam�mEvnme�areamo.nm:s II II II II SITEINSTALLED �DIRGONRL zx¢ ��^°ted m�c�xl�a("xp yn.H�coa.Fxo�xeormL II I I II' 2x4 MIN -`C �. Br—�yt d II II II OPTIONRI OFFSET (ONE OR TWO STORY UNITS) �� J.e AddmftFE .npGevk D�IA.d�xd.,Ra TRUSS SCRLE: 3/6'�i'-D" CEILING JOIST II II I I RAILS CHORD - II II DEICING JOIST MASTER SERIES I I I I I 9129116 •SITE INSTRIIED ALL MODELS X40 A1C - d�gQSasTE�Fig ALTERNATE CONSTRUCTION DETRILS CEILING DRYWALL ta UL�CY HOMES BLI TN 1567 PR ROUTE 442 ^DP•o7nT11 R. Fl OORC FT MUNCY, PR 17756 SING BOX EXTENSION —' aI3T1FOl` OPTTONR OFFSET (TWO STORY UNTTS) {TWO-STORY UNITS) DRN BY DATE SCALE REV. SRT. NO. SCRLE: 1/2'=V-0" SCRLE: 1/2'=1'" DATABASE NRME 07\71 MJL 3-22-91 1 SHOWN 6-012016 1 71 t - TRIL #1 — PORCH OPT #1 D L #Z NOMINAL LUMBER 2x FLOOR JOISTS OR ETRIL #8 — PORCH OPT #6 SHINGLES AND FELT RT BREAK PREMRJUFRCTURED WOOD FLOOR TRUSS RLL THE LIMITED FOLLOWING ROOF TYPE/HOUSE WIDTHS NOTES ARE LA117ED TO T-0"PORCH DEPTH Onn.1 t FIRE 517E INSTALLED BY BUILDER SIDE WALL BY OTHERS AT 16'OR 19.2"OC - (4)Bd NAILS PER SIDE SITE INSTALLED BY BUILDEP. SEE TRU55 MANUAL FLOOR 8'-O" ((TIBX) -4/1Z 28 6 31-4IDE MONO ROOFS.-120/1 HPH AOR TRU55 DESIGN DRAWINGS G -5/12.31-WIDE MONO ROOFS-120/155 f1P L RIDGE BOAFmS FIRE INSTALLED R MINIMUM OF 1" BELOW METAL STRAP HINGE PEAK OF ROOF TO ALLOW FOR ATTIC VENTILATION iii Z.PORCH CRLCS PROVIDED IN SECT-346 OF APPROVED BY BUMANUAL.- (M')°PLYWOOD GUSSET SITE INSTALLED 3. CONNECTIONS FOR ULT WIND SPEEDS [VWU 4 TO BY BUB-DER MODULE MAY BE BUILT FULL-LENG 12 2x4 SPF-2/-1 E 16"0 C 35/50 PSF O >AN ND MPH 35G SIS BE DESIGNED/SUBMITTED 2x4 SPF=L=1 a 12"OC W PSF G RATHER THAN THE PORCH SPANNIN ON AN INDIVIDUAL BASIS BOTH MODULES IF PORCH SPANS TH I-BERM HANGER.W00 GER NODULES.REPEAT SAME PORCH 4 WIND SPEEDS STATED AS x:x/su-THE NUMBER TO THE • STRIP OR JOIST CEDIDRG JOIST FASTENING IN BOTH MODULES NUMBER TO RIGHT OF /"IS ULTIMAT"/"IS NOMINAL or BASIC E DWIND SPEED SPEED (V.10 2x8 GIST(mda ORYWaI l BOTH REFLECT MPH.3-5EC-GU5T5 3 E GIRDER-To-STUD COLUMN 8 COLUMN I - TO-FLOOR-RI1 JOIST CON CTION"E", L--3 SOFFIT SUPPORT I — RLT FLR/CLG DETAIL MODULE SEE CHART BELOW SITE INSTALLED SCALE:3/4'=1'-0" G INTERIOR FLOOR RIM-T OUNORTION 0 2.6 5PF-2/-1 - CONNECTION"G'- SEE T BELOW 2z3 NAILER 35/60 PSF GSL DETRIL #4 D ROOF TRU55-TO-G CONNECTION•0". SEE CHRRT BELOW MANUFACTURER SUPPLIES RIDGE x E GIROER-To-STUD LUMN CONNECTION°E" PERFORATED SOFFIT SITE INSTALLED I ALUM COVERED BY OTENT FOR FIELD INSTALLATIONPER MANUFACTURERS E ' SEF CHART BEL 2x2 NAILER,ENDS ONLY.SITE INSTRLJ..ED I BL,bCKS INSTRUCTIONS F STUD COLUMN- FOUNDATION SUPPORT COLUMNS-B'-0"MAX-35/50 PSF GSL i i C) Nfi CONNECTION' ' SEE CHART BELOW. T-3°MAX-60 PSF GSL ED BYPPLIED BUILDER COLFU ND INSTAL BE ABLE TO WITHSTAND RXLR LORD OF FIELD INSTRLLED RIDGE VENT DETAILS 1792 LB AXIAL 830 LB UPLIFT - ALL MEMS PERMANENTLY EXPOSED TO THE INGED PO' CH ROOF FIELD WORK sc E: 1 vz==r a° SCALE. 1 1/2°=1'O" ELEMENTS LL BE PRESSURE TREATED PORCH FL R. COLUMNS.FLOOR,RAIL ETC ETRIL #S PREMANU RCTURLID WOOD FLOOR TRUSS MAY BE .OVIDED RN0 INSTRLLED BY OTHERS THIS ROOF IS PEO FOLDED BACK UP ON HOUSE (NOTE -21 OR MAY PROVIDED AND IN5TAlI ROOF AND INST ON SITE BY BUILDER BY OTHERS AT 16'OR 192"OC MARRIAGE W MODULE PORCH TRUSS MANUAL IN PRR OR Al WHOLE 67 THE MODULAR E WALL FOR TRUSS DESIGN DRAWINGS DETRIL #7 FT_OOR DECKING NOTE-5 MRNUF RER TYP 2ND FLOOR r r R ROOF TRUSS-TO-HERDER CONNECTION A. ur^i� NI :J SEE CHART BELOW. HI ( �� STUD COLUMN-TO-FOUNDRTION BEAM HANGER W000 LEDGER I-BEAM HANG - --- - -- CONNECTION"C" SEF CHART BELOW OR JOIST HANGER - OR JOIST HA R rrn ING J ST STUD COLUMN-TO-FOUPDRTION@B HERDER-TO-SND COLUMN CONNECTION"B° 11, CONNECTION"C' SEE CHART SEE CHART BELOW P -MANUFACTURED WOOD TRUSS BE-OW. (BY 0 S)RT I5",192"OR 24"0C- SEE SPECIFICATIONS MRNURL OR RLL FOR TRUSS DESIGN DRAWINGS ENI PORCH CO TITON — PLAN VIEW t - PREMANUFRCTURED WOOD FLO TRUSS SCALE: 1/2"=1'-0" BY OTHERS AT 16'OR 192" FASCIA SEE TRUSS MRNURL FOR TRUSS DESIGN ORR _ 2x4 OR 2x6 TOP P RTE SOFFIT I TYP 15T FLO BLOCK F—(y 1 1/2°x 9 L MICRO M BERMS FOR 60 PSF GSL I SIDEWRLL CONNECTIONS MRTEWRLL CONNECTIONS ` VAL p ALUM.OR VINTL (3)1 1/2":9 1/4 MICRO RM BERMS FOR 90 PSF GSL Hyl ROOF TRU55-TO-HERDER CONNECTION"R° ROOF TRUS5-TO-GIRDER CONNECTION"D" ��� e SOFFIT(VENTED) - ,.i SUPPORT COLUMNS-lo.k.OC SUPPLIED AND FIELD WIND HOUSE CONNECTION WIND HOUSE CONNECTION S INSTALLED BY BUILDER OL MUST BE ABLE TO SPEED WIDTH SPEED WIDTH WITHSTAND AXIAL LORD 00 LB TYP SILL PLATE I-8 M HANGER.WOOD=GER - 2Bv NQS EIS ENS IW-WITH[71 lOd'dS p/ll6 2Bv d LUS71p WITH(B)10d NAILS DJ GIPDER. PROVIDES SEARING SUP.FR OR JOIST HRNGER ¢ 1OV130 31v (4)10d IN TRUSS TYP. SEC ON THRU CARPORT - 90/116 31v L5TR1B STRRIGrTT--STRAP WITH rn 1 FNSZB WITH¢]J lOd x LSNAILs c>: E. 1/2°=1'-0" STEEL_COLUMN(TYPJ ZO NAILS EACH END Z /142 28v IN GIRDER.(8)10d X L5 IN TRUSS G F_ MT516 TWISEACH ND WITH Cll OOd 5 O HUS2B WITH¢21 10d NAILS IN GIRDER, F- NAILS EACH END U7Cf SIDE HD 31. aZ U 101/130 2Bv H25R TMST-STRAP LJITH 0 8 (8)lOd IN TRU55 0781 GIRDER REDDI OPTIONAL FLO TRUSS DETAILS w a NRILS EACH END ONT SIDE H w 1zD zBx 8 HU528 WLTFH(221 lOd NAILS IN GIRDER i 07fi7`�1 DETAIL #3 FR57EN R F FLIP WITH O)lfid LE:3/4 L'-0" 0 110/142 31v N�5�STRRI�-STRAP (71 lOd Z 31v ° (BI 1pd IN TRUSS 0)6L GIRDER REDD) f �l STA NAIL PER RAFTER CONT RIDGE VENT f� SEE NOTE-1 DETRIL #g TAR RNOTEIs APP TO ROOF DEC UNDER FLANGE SKYLIGHT IS THEN U MT516 TWIST-STRRP WITH )lOdxLS OU -FOR OUBLID-TRUSSE5,INSTALL HU5710-2 FOR MONO ALUM FASCIA PUT INTO P CE(NO NRTL5 ARE 0 BE INSTALLED TFiRU FLANGE p5 28v NAILS EACH END(EXT 5 HDRI. TRU HND LU52B-2 FOR STORRGE TRUSSES /l PER MAN UF TAR APPLIED TO GE 6 IS-FELT IN5TRLIJID 6 H2SA TWIST-STRAP W 61 edxLS -FOR RAGE TRUSSES ONLY.RN LU5210 HANGER MAY SHINGLES INSTRLLED W/ST ES UP TO FLANGE 6 MORE NAILS ER END ONT MORI BE SU FOR HUS28 HANGERS SPECIFIED METAL STRAP TAR IN OVER FELT 8 SHIN S PRESSED IN PLACE 120/155 LSTRIB STRAIGHT- WITH rn 10d GIRD TO-SMI COLUMN CONNECTION'E" AS HINGE 31. NAILS EACH ENO SIDE HDR),6 WINO HO E SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL H25A 7Wi5T-STRAP (5)B&LS - SPEED VJID CONNECTION NAILS ERCH ENO SIDE HDR) lil TOP CHORD PERFORATED SOFFIT SKYLIGHT D RIL (+SN- CURB RCn1�5 HERcr DER-TO-SND COLUMN CON CTION"B" SCRLE: V--11- x rpY- m WIND HOUSE ECTION ZO 90Lhru /115 28v 6 LSTRLB STRAIGHT-STRAPS WITH 9-0 = SP® WIDTH H 101/130 31v 10d NAILS EACH END Z 90/ll6 28v 8 O LSTR18 GHT-STRRPS WITH L) - O 31v O)10d NRIL CH END Z 2Bv (2J STRIB STRAIGHT-STRRPS WITH (7) d N91-5 ERCH END FLASHING U 28v 6 QI LSTRIB GHT-STRAPS WITH O 110/142 31v (3)L RIB STRAIGHT-STRAPS WITH DET IL T Z 101/130 31. Cn lOd S EACH END U Cal 10 NAILS EACH ENO D RI "R" ZO 120/155 21u 8 33 LST 8 STRAIGHT-STRAPS WITH U 110/142 31v C9 10d ILS EACH END 7/12 SCR ' 1 1/2"-1'0" 1208/155 28v 6 131 L B STRAIGHT-5TRRPS WITH SZUp COLUMN-TO-FO RTION CONNECTION'7- 7/12 Al 1 NAILS EACH END U WINO HOUSE I 2x4 MM STUD l_i SP® WIDTH CONNECTION UD COLUMN- F�UNOATION CONNECTION°C° 7/16°AGENCY RATED SHEATHING OR EDUIL WIND HOUSE OPT-1-MST' 40 FND STRAP TIE PPE-CUT FOR SITE INSTALLATION BY BUILD U SPEED WIDTH CONNECTION Z WITH 041 16d S IN COL PT-1-HSTCM40 FND SCRAP TIE O 90/ll6 28v 8 (101 1/4 x 2-1/4 TI'fIIN5 IN FNO Tl-ll SIDING OR EOURL SUPPLIED PRE-CUT FO SITE WiT}i 1-16d M40 FS IN COL U khry 31v ,D DtPARRAEMOFSTIDE INSTALLATION BY BUILDER 2x4 MAL BLOCK Z 120/155 OFT-2-LSTHD FM HOLD-DOWN DIVISION OF BOLDING STANDARDS AND CODES 90/116 28v 001 1/4 z 2-1/4 TITERS IN FNO DET. DETAIL 6 e 31 OR WITH¢Ol 8d NAILS IN COLUMN. L8N(Y,NY ial-0oDt BLOCKQNG ALONG TOP CHORD 101/130 Slamp o(Appr-nllorx sy.hm,tlodd ar Gmponenl j$ /�' OPT-C -Ild S)BRE FNA HOLD-DOWN FLOOR RIM JOIST To-FOUNDATION NIJECTION r 5/1'7 / OF TRUSS FOR SHEATHING w WLAi Qm Bd SIId:ER NAILS INCOLUMN. - TypNp Hpp� M1387 2016-061 10/04/2016 "B" 1G d// NAILER BLOCKING I5 2x4 Z = SPS �TH COMJEC N Manu*em N. AIA-don No Doba(/pp-d AT Ib°OC MAX ANO IS Z OFT-1-MSTCM60 FNO STRAP TIE - NOTIceRu RRmrdk.(Ttdde aymuxm•mrp-xxs alkr e,D mmneeioed REOUIRED FOR R MIN O WITH¢51 16d SINKERS IN CDL 0 FSR FND TWIST S WITH(8l b+dslITt ft)ura(-�-(�„amaN�„cWxt (ay FOR ON-SITE FA G LL OF fi0 PSF U 110/142 2Bv 8 04)1/4 x 2}/4 TITERS IN FND Z lOd NAILS IN RIM NST.( 1/Z' Tn-.Bxad�na ml�re memv+dadv.+(mm m.�a-atltl ln•enHnbm,mm SED 8 31v •OR' 90/ll6 28u 8 RNCHOR BOLTS IN FTD P FSA. orcmamlm„Nx Apnuaaama¢ 120/1 U— 3iu ONE FSR OLTS IIID ON INT OF MxIlerdadwkmutyeyeneem(aapp,unlglklmlcmeE-'w uors®1 CONTINUOUS VENT CONT GE VENT 5 DETAIL- OPT-2-L5TFD10RJ FNO HOLD-DOWN U 120/153 PND WALL ONE FSA.N ON "�/ SEE TE-1 F SNOW DOUBLE TRUSS EACH SIDE FOR WITH¢B1 Bd SINKER NAILS IN COLUMN, THE EXT OF FMI WALL �'�/'-{'L BY ZO OF 40 JoMTLPddan,PE Pstng Anda D IMdraede;RA 2x4 TRUSS TOE ¢I lfid NA1L5 PSF MAX R MAKX OF PSF.SNOW ZONES EXCEEDING BO PSF LL FROM 8 TO 2.4 ARIL SHALL HAVE Dl TRUSSES ERCIi ' SIDE_ D H BE:WIDTHS LE55 THAN 28 FT IN WIDTH TO USE 28 FT CONNECTION SPEC! - MASTER SERIES -_ 22 1lL K ZZ 1rL°MRX NS RLLOWRS AS NUMBER DENT UPOTRUSNLLRATING S SHALL E D ECAND SITE CONDITIONS.RST CAST'CONNECTIMNS SHOWN SEE CALC MANUALESSER SECTIONC3+6 FOR SPECIFIC SIDEWRLLLE 8 ED ON SPEM SPECIFIC 5,PORCH ALL MODELS SIMPSON CONNECTOR VALUES USm ABOVE OTHER CONNECTORS WITH>OR=VALUES MAY BE SUSSTm=FOR T}1/ VE SEE NOTE 4 FOR WIND SPEED EXPLANATION xxx/xxx- FRAMING DETRILS SEE CRLC MANUAL SECT-35 FOR PT DECK FLOOR JOISTS. MUNCY HOMES. INC DETRIL "B" R 7/12 TRUSS RT "O.C. 5. R 7/12 TRUSS RT 16" 0-1st- 0 t lbb/ PR MUNCY, PR 17756 SCRLE: 1 1/2'�=V-o- TYP RTTIC ACCESS AND SKYLIGHT FRAMING DRN C DATE SCALE REV. SHT. NO ECTION THRU OFFSET ROOF FIELD WORK SCRLE: 3/4"=P-0" SCALE: 3/4" 1'-0" DATABASE NAME 08\8B MJL 3-22-91 SHOWN 1 6-01-2016 1 8a e DETAIL #1 ETAIL #2ON TES FARMING: 9 2 PITCH SHOWN DORMER ROOF (12/12 MAX) DORMER ROOF FRAMING L RIDGE BOARDS ARE INSTALLED R MINIMUM OF 1"BELOW -6'MRX WIDTH-2z4 a 24"o c PERK OF ROOF TO ALLOW FOR ATTIC VENTILATION 8'MAX WIDTH-2z4 13 16"oc Z DORMER CRLC'S PROVIDED IN SECT c37.7 6 378 OF III WIDE DORMER WIDE DORMER— r- MOTE F41 r--------------- ---------------- FASTEN WEB TO TOP (NOTE col I - FASTEN WEB TO TOP 3 WORST CASE FASTENING SHOWN BASED ON 2003-2009 CHORD WITH(4)16d 1 CHORD WITH(41 I6d THE APPROVED FASTENING NAILS. "PR FRB" TY F 0 RR-TIE -----� 6' E°OP.MER— ----------------- ------------- NAILS AND 2012-2015 TRUSS LORDS/CRLCULRTIONS I - E 0094eI - USE ON THE MULTI-MEMBER GIRDER I S F DORMER— - - S W RMER TRUAL SS"OUTSIDE"THE DORMER R.0 4'WID DORMER— _ __ ___ ___ __ __ _ __ 4 WIDTHLESC9/12 DORMERS CONNECTIONS APABLE 5'EO T T DOLE VIA CRLC RMER E D __ ___ ___ EXCEPTION-2+WIDE COLDER HOUSES TIE RPLACEE I - �\ FOR G BELOW OF THE PRE-FAB COLLRR-TIE I I / I I i BLOR TO FASTEN COLLRR-TIE - / ' WITH(101TO TOP 11 d NAILS ORD a DORMER AREA DORMER CLG G �� c ( / BLOR TO FASTEN COLLAR TIE "K-WEB" STYLF COI I RR-TIF ----� I 2x4 a 24"o CLLR TO FASTEN _ COLLRR-M TO TOP' TO TOP CHORD B HI DORMER PRIER USE ON INCREMENT TRUSSES WITHIN THE DORMER I i & B-2 EBELOW TRIL -1 CHORD OPPOSITE DORMER _ " AR- WITH(8)16d NAILS P-0EA O AREA"AND"ON THE MULTI-MEMBER GIRDER I I AREA WITH U31 16d NAILS -E TRUSS"INSIDE"THE DORMER RO I USE ON THE MULTI-MEMBER GIRO DORMER CLG SEE DETAIL R-1 FRAMING L I I DORMER WALL FRRNG L.546.5"ZOE MICROLLRM ATTACHED TRU55'OUTSIDE•THE DORMER I tU 2:6 a 24"o c MAX 7°TOP CHORD IN SHADED AREA SHOWN WITH (EXCEPTION 3!-LfIDES USE K X57 I 6 R-2 BELOW BLDR TO FASTEN COLLRR-TIE I I 0131"x 3"NAILS AT 25'o c STAGGERED I MORE THAN 7 WIDTH' TO TOP CHORD OPPOSITE DORMER -a I I 2x4 6 24"oc MAX IS'z55°ZOE MICROLLRM AREA WITH U01 l6d NAILS I I U1 2xS SPF-2 SEE SCHEDULE BELOW FOR MUTLI-MEMBER I ATTACHED TO TOP CHORD HEADER TYP GIRDER TRUSS FASTENING REDID IN FACTORY I DORMER WALL FRAMING IN SHADED AREA SHOWN WITH 2x RIDGE FLIP 2z5®24"oc MAX DIM!'x 3"NAILS AT 3"oc 1 / / I 12- WALL PROVIDED BUILDER TO FRSTEN DORMER WALL PLATE TO MULTI- I STAGGERED ON FRCTORTL FASTEN K-WEB COLLAR- "`��� / / I 6 INSTALLED BY MEMBER GIRDER TRUSS WITH 16d NAILS 0 2"oc STRGGERED. „ -W I TIES PER DETAIL IS LEFT / / I g OTHERS - - ---- I SEE SCHEDULE BELOW FOR MUTLI- / / I USE ON IN TRUSSES WITHIN THE DORMER I I (2)2x6 SPF-2 MEMBER GIRDER TRUSS FRSTEMNG / I RO AREA"A ON THE MULTI-MEMBER GIRDER I I HERDER TTP REDD IN FACTORY / I TRUSS"IN c'THE DORMER KO I I 2.TRUSS I (EXCEPTS 31-WIDES USE K-WEBS OUTSIDE I I WALL PROVIDED BUILDER TO FASTEN DORMER WALL TOP CHORD i THE DO AREA AS WELL) --I I 6 INSTRI I BY PLATE TO MULTI-MEMBER GIRDER TRUSS FASTEN K-W®COLLAR- I _______4 ---- I OTHERS WITH 16d NAILS a 3"oc STAGGERED TIES PER DETAIL e LEFT I FIELD STEL•LED DORMER O A 9/12 ROOF zx R G FLIP //' I I 24-WIDE NWK 26-31-WIDE SIMILAR SCALE: 1/2"=1'-0" FASTEN ,�®COLLAR-C0 - / Jl I TIES PER t RIL C LEFT. - \DRo DORMER OPENING AND GIRDER TRUSS CHEDULE GIRDER TRUSS PLY FASTENING FIELD INSTRLLED DORMER ON R-12/12 ROOF FASTEN PRE FRB COLLAR- HOUSE GROUND SNOW MRX DORMER GIRDER a OF Zx TR 55 I TIE WITH(D ROWS OF STH aSFI RO WIDTH(FT) TR PLIES PLIES MEMBER 10d NRILS TOP CHORD I 24-WIDE SHOWN 26-31-WIDE SIMILAR SCRLE: 1/2'�L'-0" - I 10d NRILS AT 3".. F 'ZEN K-WEB COLLAR- SS'LVL SCAB MEMBER�/ EXCEPTION-24 WIDE HOUSES 35 4 2x10 TC (2)ROWS 9"oc PER DETAIL IS LEFT. ON GIRDER TRU55 RECIEVE R K-WEB COLLAR-TIE 6 2x6 TC (2J ROW5 4 c IN PLACE OF THE PRE-FRB 4 2 2x4 TC ID ROW 9"oc I MULTIPLE MEMBER COLLRR-TIE SHOWN 50 2-PLY 24 6 3 2x10 BC !21 ROWS 9"oc - GIRDER TRUSS 4 2 2x6 IW® Q) ROWS 9"o c DORMER OPENING AND GIRDER TRUSS SCHEDULE GIRDER TRUSS PLY FASTENING 60 6 3 2x4 WEB O)ROW 9"o.c \�RryER CO RR-TI TYPE 0 RTTON 90 6 3 2x10 TC (2)ROWS 9"oc OR 'FTAAS NPS RS COOLF R HOUSE GROUND SNOW MAX DORMER = OF GIRDER o OF MEMBER 10d NAILS 35 6 2 2z6 TC 01 ROWS 4" TI NAILS 23 ROWS WIDTH (PSF) R 0 WIDTH(FT) TRUSS PLIES PLIES FASTENING 6 INSTALLATION BY BUILDER 4 2 2x4 TC- (U ROW C. DORMERS FOR IT 3".c. USE 35 8 2x8 TC (2)ROWS 9" 26/28 50 6 2 3-PLY 2210 BC (2) ROW "o c. B 2 c6 TC QJ "o c A DORMERS COLLAR-TIE 2¢ 60 2 2x ROW 9"0 C 60 6 2 2x6 W® Q1 R 9"o c OUTSIDE THE DORMER AREA 2-PLY 90 4 3 2z4 W® (1) OW 9"o c AS WEI I (NOT SHOWNL 6 2 2 ROWS 9"o.c U B 6 WEB 0 "o c 35 6 2 TENIING SHOWN IS WO T CASE LESSER MULTIPLE MEMBER 2z4 WEB ID ROW 9"0 8 3 M EL-SPECIFIC FAS dNG MAY BE DONE GIRDER TRUSS 35 8 3 - 50 4 2 P THE APPROVED 55 DRAWING 6 q.. 2x6 TC (3) ROWS 4"oc 31 6 3 _ CO RR-TI TYPEOCR ONS 8 3 6D 6 2 FASTENING 6 INSTALLATION BY BUILDER 26/28 3-PLT8 3 2 2x10 BC (2)ROWS 9"o c 60 8 3 2x6 WEB 0 ROWS 9"o c. 90 4 2 43 2x4 WEB U) ROW 9"o c 6 3 8 FASTENING SHOWN IS WORST CASE LESSER 35 6 2----' MODEL.-SPECIFIC FASTENING MAY BE DONE - FRSTEN 15k19'MICROLIAM HORIZ LS'x725'ZOE MIC M LVL 8 PER THE APPROVED TRUSS DRAWING BEAM TO TOP PLATES IN FACTORY VERTICAL BEAM. M MAY B W/031 505254IZ 1/4"x45"SCREWS CiAMEIIRID TO 'HIGH FIM A 6 2 U8-SCREWS REDD FOR 31-WIDE, FINAL POINT BEARING IN FR RY 31 60 3 90 PSF GSL 6 FT DORMERS 2 SPACE RESERVED FOR THE NEW YORK STAMP OF APPROVAL 4 8 BUIDE7R TO FASTEN OLLAR-TIE 90 6 3 TO TOP CHORD W/U 16d NAILS 15'022"ZOE MICROLLAM LVL FASTEN 15'x16'MICROLLRM HORIZ VERTICAL BERM. BERM MAY BE BEAM TO TOP PLATES IN FACTORY CHAMFERED TO S"HIGH MM AT W/UU 50525472,1/4'k4S'SCREWS FINAL POINT OF BEARING IN FACTORY BUILDER TO FASTEN DORMER WALL PLATE TO TOP CHORD WITH (4)SIMPSON LSTRIS STRAPS WITH (6)LS',10d NRILS ER ENO,ER STRAP DORMERS FOR 31-WIDE,60-90 PSF GSL AREAS REOUIRE R STH STRAP. / VERTICAL BERM TO UNDERSIDE DF __-__ DORMER WALL FASTENED IN FACTORY —��� BUILDER TO FRSTEN COLLRR-TIE W/U)SIMPSON LSTA18 STRAP W/ 8 MDER TO FASTEN COLLAR-TIE I I // TO TOP CHORD W/(8)15d NAILS (ST LS,lOd NAILS FA ENO TO ER TOO FAASTEN COU-R TIE TO TOP CHORD W/(BI I6d NAILS / BUILDER TO FASTEN COLLAR TIE DETAIL B-1 (D CAL SON R35 ANGLE DFPAIOMENfoFSTATE DIVISION OF BUILDING STANDARDS AND CODES 77 11ILDER TO FASTEN DORMER WALL I , TO HORIZONTRL BERM IN DORMER: ALBANY,NY lm1-0001 PLATE TO TOP CHORD WITH F —24-26v,P 5 90 PSF 6 2Bv Pg 5 SO PSF=LSTTllB FAS G REQUIRED AT MULTIMEMBER Stmp ofAppronlfere syelem,Ned.l er eompenenl (3)SIMPSON LSTR18 STRAPS WITH I I' WI-1 /(BI Ls�_-LodO, NAn_s/om G TRUSS AT ENDS OF DORMER RO M1367 2016-061 10/0412016 C/l JS',SOd NAILS EA END.ER STRAP �✓ -28v,Pg 60-90,RLL 31v=LSTR30 W/Um 15'xLOd Menulechuefx Na NRIl_S/END - Appt.6m Na D.W.rApprwd ' NO710ETa>IpvNketp•mtle myb Nme wipA�ede or0eprlap mxdatlmd wv cnMeedar)Iw:rel�emeearea:.srm8o-la IIn matnw,d�e�rx rmTer 4pmW eta rG .Nem 6yuvhanrevpaumte/la devr&bm,enm VERTICAL BERM TO UNDERSIDE OF BUILDER TO FASTEN COLLAR TIE / m�Mn hom Ne gpmvedvbxme>� DORMER WALL FASTENED IN FACTORY - TO VERTICAL BEAM WITH ==Um aAo,aeNal�„o,lcm�e( er,n�Im,prrdyu�eHcl teas Erto,xn<nl onml W/U]SIMPSON LSTR18 STRAP W/ 0)SIMPSON A35 ANGLE (S)15”,Ind NAILS EA END EXCEFRON"-31-WIDE 90 PSF - --_---.ice SNOW MUST BE FASTIIfrD WITH r _ t I L___- BOULDER TO F COLLAR-TIE TO TOP CHORD W/U 16d U)SIMPSON HGRID ANGLE - i i % NAILS. 'y�v AL / JohnA Addmo,PE Ac4nB Duecmr D'a1'IAndRades,RA DETAIL A-1 DETAIL R-2 4f" BUILDER TO FASTEN COLLAR TIE FASTENING REQUIRED AT MULTI-MEMBER FASTENING REQUIRED AT INCREMENT 4� (�"Sf cd (I i TO HORROMRL BERM IN DORMER: MASTER SERIES �✓ 24-28v,35 PSF GSL: U]SIMP50N 5TA18 GIRDER TRUSS AT ENDS OF DORMER R0. TRUSSES INSIDE THE DORMER R0. �Q STRAP u/17)15",1Od NIMH RLL MODELS 24-28W,SO-9O PSF GSL: of SIMP50 LSTR30 STRAP W/(!ll LS',lOd NR1L5'I C ct 31W.35-50 PSF G51_: N S7MPSON L D DORMER FRRMING DETRILSSTRAP - - 31,,6T)-90 PsF GEL: Uld SIMPSON msTR STRAP W/10 LS,10d NRILS/END MUNCY HOMES, INC. 't3� 5-67—PR-'ROt7Tt' IA DETAIL B-2- ���,�� MUNCY, PR 17756 SESTA FASTENING REQUIRED AT INCREMENT DRN BY DATE SCALE REV. SMT. NO TRUSSES IN5IDE THE DORMER R 0 ORTABRSE NAME RWB I 3-DL-10 SHOWN 1 6-01-2016 1 8e 08\8e NOTES L MOISTURE RESISTANT FIRE RATED EXTERIOR GYPSUM " SHALL BE USED ON EXTERIOR SIDE(WHERE APPLICABLE) 1 HOUR FLOOR/CmRNG ASSEMBLY: 2 DOOR FROM R GRRRGE SHALL NOT OPEN INTO R L539 OR L940 RATED G RPPLIFD AT RIGHT RATED SHEATHING APPLIED AT RIGHT SLEEPING SPACE SEE DRAWING 9.FOR DETAILS ANGLES TO JO .TRUSSES ANGLES TO JOISTS OR TRUSSES 3. MANUFACTURER SHALL DETERMINE FROM THE OWNER d FOR WOOD FARMING, G FOR WOOD FRAMING,THE CEILING SITE BUILDER,LOCATION OF GARAGE 6 BUILD FACTORY MATERIAL PROVIDES THE O FIRE MRTERIAL PROVIDES THE ONE HOUR PORTION OF ASSEMBLIES APPROPRIATELY IZE51STRNCE PROTECTION RESISTANCE PROTECTION. 4 FIREPLACE COMBUSTION AIR SHALL NOT BE DRAWN FROM GARAGE 6 CLEANOUT SHALL NOT BE IN GARAGE 5 SEE DRAWING 9.FOR NOTES AND ASSEMBLY DETAILS 0 SCREWS MAY BE SUBSTITUTED FOR PRESCRIBED NAILS, ONE FOR ONE,WHEN THE HEAD DIMENSION,LENGTH. OF TFE SCREWS ARE EOURL TO OR LARGER THAN THE ' INSULATION MAY INSULATION MRY NRILS USED IN THE TESTED R55FMBI TFS BE INSTRII IN INSTALLED SPACING OF FASTENINGS SHALL BE SAME OR LESS 7 U356 WALL SYSTEM TESTED FROM INTERIOR FACE ONLY B L2"GYPSUM USED ON WALLS AS FIRE-SEPRRRTION B/W 1 HOUR WALL ASSEMBLY U3 - GARAGE AND OWE1_I ING(DETAILED IN DRAWINGS BELOW( SEE FASTENING REQUIREMENT TO BE 1-LAYER 6 FASTENED WITH 1-L4"TYPE W or 5 WOOD SCREWS RT 12°o c ON EDGE AND FIELD 2 LAYERS 5/8'TYPE X GYPSUM WRLL13ORRD 4 -SE GYPSUM USED ON WALLS AND IL CEILINGS AS FIRE ///] 2 5/8"TYPE X GYPSUM WALLBOARD J IN DRAWINGS B/W GRRRGE AND RrER FNG O DETAILED `ALT RTE 1 HOUR IN DRAWINGS BELOW TO BE 1-LATER FSTNO WFTH 1-5/8° EXTERIOR GRRRGE - ETRE STDF FLO CEILING ASSEMBLY: TYPE W or 5 WOOD SCREWS 19 S.c ON EDGE AND FIELD BR ON FC5405 NN EsS OTHERWISE NOTED IN FIRE-RSSEMBLY BELOW WOOD TRUSSES OR WOOD JOISTS® MAX WOOD TRUSSES OR W000 JOISTS a 24 RX 10, "OTHER STATES'AS NOTED IN DETAILS BELOW IS APPLICABLE TO CT,DE MD,ME,NN,PA, RL VA, SHEATHING Vi.WV 6 NY 1L 2012/15 IRC-SELF CLOSING DEVICE REOUIRED ON EXTERIOR SIDING s/B"TYPE XYGYPSUM OPRO GR FIL No RC26 HOUR ROOF/CEILING SSEMBLY GR FILE No FC54-06 - 1 HOUR FLOOR/CEILI SEMBLY ODOR BETWEEN DWELLING UNIT FIND GARAGE IZ 2015 IRC-CLG GYP W GARAGE FASTENED 6'o E NOTE'ONLY A LI5TE0 -PENETRRTION FIRESTOP SYSTEM CAN PENETRATE THIS FIRE RRTED ASSEMBLY. NOTE:ONLY R LISTED THROUGH-PE14ETRRTION FIRESTOP SYSTEM CAN PENETRATE THIS FIRE RATED q5 FIELD•B"o.c PERIMETER WHEN LIVING SPACE ABOVE y 13.OE.NEW CASTLE COUNTY-FC9405 RATED FLR/CLG - WALLS SUPPORTING RRTED CLG CLRD WITH(2J LAYERS S/B'•TYPE"X"GYP ON GARAGE SIDE OF WALL PERIMETER JOISTS - FASTENING REQUIREMENTS A-U356-LORD BEARING-SEE NOTE=1O OB _ INTERIOR SIDE'ONE LATER S/8"TYPE X GYP BD OR RS RN RL -NATE TO APPLYING GYP.• FLOOR/CEILING SEPRRRTION(NOTE-12I: WATER RESISTANT BRCKER BD OR VENEER BF15E APPLIED TO THE C NG,R CLOSE-OFF WALL PARR I Fl TO 2x4 STUDS,16"0 C.WITH 6d COATED NAILS MAY BE BUILT THE ATTIC RND CLAD NJ: GR FILE-FCS406 1-HOUR-RATED 1 7/8"LONG,00915'DIA SHRINK,L4"HERDS,7"OC ON GRRRGE SIDE WIT71. FLR/CLG ASSEMBLY WALL BOARD JOINTS COVERED WITH TAPE AND JOINT 'S/B"TYPE'X"GYP -OTHER STATES 5/8"TYPE"X°GYP COMPOUND-NAB_HEADS COVERED W1TH JOINT COMPOUND HOUR EXTERIOR LORDB .IVIG RTD RSSEMB Y OTHER STATES NJ t/z°GTP(MOIL WT�L SEPARATION EXTERIOR SIDE:7/16" F,CK, . WIDE RATED SHEATFQrG, HABITABLE EXPOSURE L PLYWOOD OR OSB.INSTALLED WITH LONG SPACE DIMENSION OF SHEET OR FACE GRAIN OF PLYWOOD e110NBrrRXjlLE ', PARR I El OR PERPENDICULAR TO STUDS HORIZONTAL -NJ.GA FILE= ALL 5 5 HOUR- JOINTS BACKED WITH NOM-2x4 WOOD BLOCKING ATTACHED RATED WALL RSSEMBLY TO STUDS ON EXT SIDE OF WALL WITH Bd COATED BOX L7:5/B'TYPE°X°GYP NAD-S SPRCED 5"OC.PERIMETER AND IZ"O.0 FIELD OTHER STATES.1/2"GYP fminl TAPLES HAVING EOURL OR GREATER WITHORAWRL AND WALL 6 CEILING SEPRRRTION: NO WINDOW IN WALL NO WINDOWS IN WPo1LATERAL RESISTANCE STRENGTH MRY BE SUBSf1MED FOR -CT5/8°TYPE"X'GYP. B/W GqR 6 DWELLING LORD-BEAf�NG WALLS B/W GARAGE 6 OWc'1LING THE 6d COR7TS1 BOX NAILS(EXTERIOR SHERTFfliJG ONLY)-OTHER STATES6 NJ:L2"GTP(MIM EXTERIOR SIDINGS SHALL BE INSTALLED IN ACCORDANCE -NJ:GR FILE=U356 1-HOUR WITH THE MRNUFRCTURERS INSTALLATION INSTRUCTIONS 'DG" RATED WALL RSSEMBLY 'GARAGE" „DWD�G„ B-WPBLOS-LORD BEARING-OTHER STATES L2”GYP((Diol INTERIOR SIDE:ONE LATER 5/B"TYPE%GYP BD OR WATER RESISTANT BACKER BOARD OR VENEER BASE APPLIED 1 HOUR FLOOR/CEILING ASSEMBLY: PARALLEL WITH OR RT RIGHT ANGLES TO 2x4 WOOD STUDS, 24"0-C WITH 6d COATED NAILS 1 7/8"LONG.0.0915" L539 OR L540 NOTE=13 SHRNY L4"HERDS.T'OC, SEE DRAWING S. FOR DETAILS ONE-STD WITH ONE-STORY WITH EXTERIOR SIDE.ONE LAYER 5/8"TYPE%GYPSUM "NON-H ITRBLE" S CE OVER GRRRGE "HRBITRBLE" SPRCE OVER GRRRGE SHEATHING,48" WIDE,APPLIED PARALLEL TO STUDS WLTH (TYP 9/ OR LESS OOF PITCH ON GRRRGE) (TTP. 12/12 ROOF PITCH ON GRRRGE) 77""0C Rn��D, IV'NAILS,C PE4RIMETER. JOINTS OF GYPSUM SHEATHING MAY BE LEFT UNTREATED, WFILLBORRO RND StiERTI-�!G NR=TO TOP AND BOTTOM • PIATES AT 7'OC EXTERIOR CLADDING TO BE ATTACHED THROUGH SHEATHING TO 57UDS ' RL\+DG 6 ASSEMBLY.' C-FC 5405 BR BASE LATER 5/8"TYPE X GYPSUM WALLBOARD APPLIED -� AT RIGHT ANGLES TO WOOD JOISTS 24"0 G WITH 5/8"TTPE X GYPSUM WSLLBORRD TYPE 5 DRYWALL SCREWS 24"OC FACE LAYER OVER 2x4 STUDS a 24"OC. S/B"TYPE X GYPSUM WRLLBOARD OR VENEER BASE APPLIED EFFECTIVELY AS ESTOPPED RI TERNRTF TO GRRRGE CIG GYP: AT RIGHT ANGLES TO JOISTS THROUGH BRSE LATER WITH 1 HOUR WALL AS U341 IS FlN ALTERNATE TO APPLYING GYP-TO 1 7/8"TYPE S DRYWALL SCREWS 12°OC AT JOINTS AND THE CEILING,THE SECOND FLOOR WALL FLOOR/CEILIN ARATION(NOTE-121 INTERMEDIATE JOISTS FACE LAYER JOINTS OFFSET 24" MAY BE CLAD ON THE GARAGE SIDE WITH. - NJ GR FILE=FC5406 r FILE L539 r L540 FROM BASE LATER JOINTS,1 1/2"TYPE G DRYWALL SCREWS -CT'5/B"TYPE"X'GYP PLACED 2'BACK ON EITHER SIDE OF FACE LATER END -OTHER STATES 6 NJ:1/2'GYP 1-HOUR-RATED GTHER STATES 5/ Y(�E"X"GYP JOINTS, 12"O.0 CEILING PROVIDES ONE HOUR FIRE HABITABLE RESISTANCE PROTECTION FOR WOOD FRAMING,INCLUDING SPACE TRUSSES WALL SEPRRRTION D-RC 2601 ' BURBLE 1 -NJ.GR MI WPB1O5 1-HOUR- BASE LAYER 5/6"TYPE X GYPSUM WALLBOARD APPLIED ACE Rp�D Wall pBL7 AT RIGHT ANGLES TO WOOD JOISTS 24"O C WITH -CT:5/0"TYPE"X'GTP. TYPE 5 ORYLIALL SCREWS 24'OG FACE LATER -OTHER STATES 1/2'GYP Wr l 5/8'•TYPE-X GYPSUM WALLBOARD OR VENEER BASE RPPLIEO AT RIGHT ANGLES TD JOISTS THROUGH BASE LATER WITH WALL 6 CEILING SEPARATION NO W'IN00 IN WALL NO WINDOWS IN WALL 1 7/B"TYPE 5 DRYWALL SCREWS 12"OG AT JOINTS AND CT:-5 TYPE"X"GYP B/W GRRR G DWELLING LOAO-BERRING WALLS BIW GARAGE 6 DWELLING INTERMEDIRTE JOISTS FACE LATER JOINTS OFFSET 24" -OTTIER STATES 6 NJ:L2°GYP(HV7.0 FROM BASE LAYER JOINTS,1 L2"TYPE G DRYWALL SCREWS -NJ GR FILE.L1356 1 R PLACED 2" BACK ON EITHER SIDE OF FACE LAYER 80 'T1WFl I rn: RATED WALL T °GARAGE' 'DWELLING" JOINTS,12"OC CEILING PROVIDES ONE HOUR FIRE FLOOR "GRRRGE" -LT:5/8°TYPE' GYP. RESISTANCE PROTECTION FOR WOOD FRAMING,INCLUDING -OTHER STRTES GYP Lanl TRUSSES. E-U341-LORD BEARING TWO-STORY WITH NOTE-13 ONE LATER OF 5/8"TYPE X GYPSUM WALLBOARD APPLIED TWO-STORY WITH 24 OC MAX WITH AT CEEMEENNTRCOAATTED NRI2iS,1 7/8 snro5. V G "HRBITRB PR OVER LONG,DORIS"SHANK DIA AND L4"DIA HEAD.T oC. (TTP 9/12 OR LESS ROOF PITCH ON GRR D (TYP 12/12 ROOF PITCH ON GARAGE) HEAD DRYWALL SCREWS,1 7/B"LONG MRY BE SUBSTITUTED PERYMETER AND FIELD.AS AN ALTERNATE,No.6 BUGLE _ 1 OUR IN ERIOR LORDBERRING RATED WALLBOARD JOINTS SHALL BE COVERED WITH TAPE AND JOINT COMPOUND NAIL HEADS SHALL BE COVERED WITH JOINT COMPOUND 3 L2"MRX THICKNESS OF GLASS OR MINERAL FIBER BATT INSULATION IS OPTIONAL CROSS 13RRCING REOUIRED RT MID-HEIGHT DEPARTMENrOF STATE ROVRL DIVISION OF BUILDING STANDARDS AND CODES Al9ANY,NY 1m1-0301 Sbmp.rApp—II—Spl,m Madelor C-p—M FL00 SEPARATION(NOTE 0 M1387 2016-061 10/04/2016 NJ:GR FILE.FCS406 r LS39 .,L540 - M..d-t.(.Na AppE.6 nNo D.bdAppmrd _ 1-HOUR-RATED F'LR/CLG RSSF-M WG-9.1NOTE.13 NOTICETh.& mWi, yGm k,*blfv =pace ,rd lad.limm uad OTHER STRTES 5/8'TYPE "SECOND FLOOR" dilGpx(Mdbr)uat a.tenmma,aaQartlmmu=fadat na,xadaxn rmUr ilv aA.a-Nda1 inrefmMenwceed,wwnmpa.:ap Nrd_,mw.roar can"Q QmaddxaoenQ - P9 sde�ddmpohnu.l f»Jniewvlfac{pmd h/Ne kra'GleEN.amN OCm1. i' ' NOTE=]3ORD-BERRING MARRIAGE WALLS .�/ ;moi i- B + ��.•C'� S AL�A... LOAD-BEARING WALLS: - -N.P.GR FILE.WP3510 r UL FILE U341 Jchq{t Adds,.,PE Aft9 D d. Y D I Andre,de;AA STF�� cA -N�RATED WALL R_SSEMEILT OTHER STRTESGS FILE-U I-HOUR �"GYP(ny(ASSEMBLY OT 5/8"TYPE"X"GYP MASTER SERIES -OYER STATES 1/2°GYP(GYP "GARAGE' 'GRRR Y G� /�Y GRRRGE,FIRE RRTED RSSEM13LIES S NON COMBUSTIBLE FLOOR(TYPJ J TWO-STORY WITH INTEGRRL GRRRGF MUNCY HOMES, INC. Err �Q+ 67-PR—ROl-TE 1 ESTI MUNCY, PR 17756 DRN BY I DRTE I SCRLE REV SHT NO OATRSR5E NRME REH 6-01-2016 NTS 9c� 09\9c�