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Home My WebLink About50845-Z oF souTyo<o Town of Southold * * P.O. Box 1179 �0 53095 Main Rd UNTI Southold, New York 11971 CERTIFICATE OF OCCUPANCY No: 46633 Date: 10/28/2025 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 3165 Bay Shore Rd Greenport, NY 11944 Sec/Block/Lot: 53.-6-7 Conforms substantially to the Application for Building Permit heretofore, filed in this office dated: 03/20/2022 Pursuant to which Building Permit No. 50845 and dated: 06/21/2024 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: Modular single family dwelling with finished basement, covered front porch, rear stone raised platform and attached garage as applied for. The certificate is issued to: James Vavas ,Vicky Vavas Of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL: R-21-3054 7/10/2024 ELECTRICAL CERTIFICATE: 48057 & 50845 09/24/2024 & 9/16/2025 PLUMBERS CERTIFICATION: Chris Gevinski 10/02/2024 Autho iz Si ature �o��oFsooyo�a TOWN OF SOUTHOLD AMENDMENT BUILDING DEPARTMENT • TOWN CLERK'S OFFICE -? •02 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#: 50845 Date: 06/21/2024 Permission is hereby granted to: James D Vavas 152 83rd St Brooklyn, NY 11209 To: ON BACK CABINET Construct new single family dwelling(modular) as applied for,with SCHD, DEC no jurisdiction,and Trustees#9995 approval. replaces by#48057 3-4 °AMEND-Per k-'16 include finished basement as per plan provided. Premises Located at: 3165 Bay Shore Rd, Greenport, NY 11944 SCTM#53.-6-7 Pursuant to application dated 03/20/2022 and approved by the Building Inspector. To expire on 12/21/2025. Contractors: Required Inspections: Fees: PERMIT RENEWAL $1,251.70 Total $1,251.70 Building Inspector �F TOWN OF SOUTHOLD r suFEot BUILDING DEPARTMENT TOWN CLERK'S OFFICE o • SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 50845 Date: 6/21/2024 Permission is hereby granted to: Vavas, James 152 83rd St Brooklyn, NY 11209 To: ON BACK CABINET Construct new single family dwelling (modular) as applied for, with SCHD, DEC no jurisdiction, and Trustees #9996 approval. replaces by#48057 At premises located at: 3165 Bay Shore Rd, Greenport SCTM # 473889 Sec/Block/Lot# 51-6-7 Pursuant to application dated 3/20/2022 and approved by the Building Inspector. To expire on 12121/2025. Fees: PERMIT RENEWAL $1,251.70 Total: $1,251.70 v Building Inspector L`a TOWN OF SOUTHOLD ao y� BUILDING DEPARTMENT y x TOWN CLERK'S OFFICE SOUTHOLD NY 4� 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 #: 48057 Date: 7/12/2022 Permission is hereby granted to: Vavas, James 152 83rd St _ Brooklyn, NY 11209 To: Construct new single family dwelling (modular) as applied for, with SCHD, DEC no' jurisdiction, and Trustees #9995 approval. At premises located at: 3165 Bay Shore Rd., Greenport SCTM #473889 Sec/Block/Lot# 53.-6-7 Pursuant to application dated 5/20/2022 and approved by the Building Inspector. To expire on 1/11/2024. Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $2,418.40 CO-NEW DWELLING $50.00 Total: $2,468.40 Building Inspector i of SOUlyolo Town Hall Annex Telephone(631)765-1802 54375 Main Road P.O.Box 1179 G Q Southold,NY 11971-0959 sean.devlin(c�town.southold.ny.us OUNTY, �l BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICAL COMPLIANCE SITE LOCATION Issued To: .James Vavas Address: 3165 Bay Shore Rd city,Greenport st: NY zip: 11944 Building Permit#: 48057 Section: 53 Block: 6 Lot: 7 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: Electrician: Anything Electrical Contr. License No: 5220ME SITE DETAILS Office Use Only Residential X Indoor X Basement X Service X Commerical Outdoor X 1st Floor X Pool New X Renovation 2nd Floor X Hot Tub Addition Survey X Attic X Garage X INVENTORY Service 1 ph X Heat Duplec Recpt 5 Ceiling Fixtures 11 Bath Exhaust Fan Service 3 ph Hot Water Gas GFCI Recpt 1 Wall Fixtures Smoke Detectors 6 Main Panel 200A A/C Condenser 2 Single Recpt 50A Recessed Fixtures CO Detectors Sub Panel 100A A/C Blower 2 Range Recpt Ceiling Fan Combo Smoke/CO 5 Transfer Switch UC Lights Dryer Recpt Emergency Strobe Heat Detectors H Disconnect 2 Switches 12 4'LED Exit Fixtures Sump Pump Other Equipment: 200A Panel 42 Circuits / 39 Used , 100A Sub Panel 30 Circuit/ 16 Used (19)115Arc (5)120Arc (10)120Combo Breakers, Car Charger Outlet 250GFI Notes: Modular-Service, Basement, Garage, HVAC & Mechanicals, Replaced All Smoke/CO Detect( Inspector Signature: - Date: September 24, 2024 S.Devlin-Cert Electrical Compliance Form Copy OF SO!/T�,OI � o Town Hall Annex Telephone(631)765-1802 54375 Main Road P.O.Box 1179 �o Jamesh southoldtownny.gov Southold,NY 11971-0959 BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICAL COMPLIANCE SITE LOCATION Issued To: James D. Vavas Address: 3165 Bayshore Road city:Greenport st: New York zip: 11944 Building Permit#: 50845 Section: 53 Block: 6 Lot: 7 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: Home Owner Electrician: License No: SITE DETAILS Office Use Only Residential X Indoor Basement Service Commerical Outdoor 1st Floor Pool New X Renovation 2nd Floor Hot Tub Addition Survey Attic Garage INVENTORY Service 1 ph Heat Duplec Recpt 23 Ceiling Fixtures Bath Exhaust Fan 1 Service 3 ph Hot Water GFCI Recpt 2 Wall Fixtures 1 Smoke Detectors Main Panel A/C Condenser Single Recpt Recessed Fixtures 38 CO2 Detectors Sub Panel A/C Blower Range Recpt Ceiling Fan Combo Smoke/CO 1 Transfer Switch UC Lights Dryer Recpt Emergency Strobe Heat Detectors Disconnect Switches 7 4'LED Exit Fixtures Sump Pump 1 Other Equipment: 1 washer, 1 gas dryer Notes: FINISHED BASEMENT Inspector Signature: Date: September 16, 2025 3165 bayshore rd Town Hall Annex Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 C-- Southold,MY 11971-0959 BUILDING DEPARTMENT TOWN OF SOUWOLIE) NOV 1 4 2024 7 CERTIFICATTOF V L 7� BuildinizyPermit Owner: 16t M C S 1/01 /-/0, (Please print) Piumber: (Please print) .1 certify that the solder used in the water supply system contains less than 2/10 of I% lead. 010/ (Plumbers 5ianatare-1. 3worn to before me this aav i 20:�q_ o7 Notary F -uvi ic7 ounty CL JESSICA HARRIS NOTARY PUBLIC-STATE OF NEW YORK No. 01HA6238954 Qualified In Suffolk County My Gammiselen Expires April 11,290 hO�aOF SOUIy�� TOWN OF SOUTHOLD BUILDING DEPT. `ycourm?�'' 631-765-1802 INSPECTION [FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: rt,+Z l ev Z3 k-- oo-� �70 u G/1 1pc ovl .9/p u l w �s DATE 9/S a2— INSPECTOR le.� lie hO�aOf SO�Tyo� TOWN OF SOUTHOLD BUILDING DEPT. `�coutmN�' 631-765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PL13G. [FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: ]!—�o l v .d-oo Cal, + da-"P bOovor DATE 16- -99- INSPECTOR g SOGIyOIo LJ ej * TOWN OF SOUTHOLD BUILDING DEPT. courm, 631.765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: Pi✓� _ 4 v DATE Z INSPECTOR ?o aso(/TyO - - -- ---- -- --- - - # # TOWN OF SOUTHOLD BUILDING DEPT. 631-765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ VIOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ 7NOIAL REMARKS: 4 1 f ti �PA- L op c 17 GCS t f./oSf F-lcel--f, DATE y 1 INSPECTOR OF SOUTyOIo Lf TOWN OF SOUTHOLD BUILDING DEPT. 631-765-1802 INSPECTION ] FOUNDATION 1ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ]. FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) ELECTRICAL (FINAL) [ ] CODE VIOLATION ] PRE C/O [ ] RENTAL ScAge'd REMARKS: MQJQJQKrci n, czn� A 1A C-a Cl-C-�— OAa TCM Cd &PA4 P,::: DATE Z INSPECTOR OE SOOIyO� �Cs-�j`2� 73 / � � # TOWN OF SOUTHOLD BUILDING DEPT cou 631-765-1802 INSPECTION , [ ] FOUNDATION 1ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING/STRAPPING [ ] .FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: N AL, DATEAwINSPECTOR OF SOUlyO� �j l (0g I * # To IV O F SvOUTHOLD BUILDING DCPT `yComm, 631-765-1802 INSPECTION [ '] 'FOUNDATION 1 ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING/STRAPPING [ ] .FINAL [ ] FIREPLACE &_CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O, [ ] RENTAL REMARKS: a_S�04 0�k 4 DATE INSPECTOR SO(/TyO - -- TOWN-OF SOUTHOLD BUILDING DEPT. courm,��''a� 631-765-1802 ANSPECT ON [ ] 'FOUNDATION 1 ST/ REBAR [ ROUGH PLBG. [ = ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ FRAMING /STRAPPING [ ] .FINAL [ ] FIREPLACE & CHIMNEY - [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL.(ROUGH) [- ] .ELECTRICAL (FINAL) [ ] CODE VIOLATION- [ ] PRE C/O [ ] RENTAL REMARKS: �I ORA bi DI�� ( w rssi Dk Gon�Inu�. DATE INSPECTOR OF SOUlyolo % # TOWN -OF SOUTHOLD BUILDING DEPT. 631-765-1802 .I NSPECTION [ ] FOUNDATION 1ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND. [ ] SULATION/CAULKING [ ] FRAMING /STRAPPING [ FINAL UD N/yg [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS. 9,Y t l S • V4 A-,TV u,/,lQdll000ll%..o) Af DATE INSPECTOR �o�aOF SO(/lyOlo # # TOWN OF SOUTHOLD BUILDING DEPT. cou 631-765-1802 INSPECTION [ ] FOUNDATION 1ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] .FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [)Q ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: ri vx C 5 Leck sase° vue. - ll i B &�eA A F 6 T ouA\-e -ee -�o 2 i s DATE Z INSPECTOR aw&&qa 00F SOGTH ore, # TOWN OF SOUTHOLD BUILDING DEPT. cooKr+��'' 631-765-1802 INSPECTION [ ] FOUNDATION 1ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] .FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) L4 ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: c,�SQww w `la`E w- ap 7A0 c5tit TS lot 1ptat i�wl d' DATE aS INSPECTOR vq soUryO! �p,$�5 31 as h O # TOWN OF SOUTHOLD BUILDING DEPT. 631-765-1802 INSPECTION [ ] FOUNDATION 1 ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) UK] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: go,6e.mey + DATE (Gig5 INSPECTOR F 0 H-L LE: T T I !E 'N ,C 1 , E 'E R.1 iN ,1 F FEB -n 2023 Tl February 6, 2023 3165 Bay Shore Rd, Greenport BP# 47814 Building Inspector Town of Southold Main Road Southold,NY 11971 Dear Sir, I have inspected the exterior strappings. I certify to the best of my knowledge that they have been constructed in accordance modular plans submitted and with New York State Building Codes. NE�rY t • �oFess�o�'' BOARD CERTIFIED IN STRUCTURAL ENGINEERING J0SEPH@F18CHETTI.COM FISCHETTI ENS INEERING.00M 63 1 -765-2954 1 725 H O B A R T ROAD S O U T H O L D , N E w Y O R K 1 1 97 1 �av THERMAL INSULATION DEC 3 2024 SECTION 07 21 19 Foamed-in-Place Insulation HEATLOK®HFO High Lift Display hidden notes to specifier by using "Tools"/"Options"/"View"/"Hidden Text". For later versions of Word, use "Office Button"/"Word Options"/"Display"/Hidden Text". PART 1 GENERAL 1.1 SECTION INCLUDES A. Spray-in-place rigid polyurethane foam insulation in various assemblies,to provide an air barrier and improved thermal resistance. 1.2 RELATED SECTIONS A. Section 03300-Cast in Place Concrete. B. Section 03400-Structural Pre-cast Concrete. C. Section 04200-Unit Masonry. D. Section 05300-Metal Decking. E. Section 05400-Cold Formed Metal Framing. F. Section 06100-Rough Carpentry. G. Section 07100-Waterproofing. H. Section 07260-Vapor Barrier. DEMILEC HEATLOK HFO High Lift Spec 07 21 19-1 i I. Section 07400-Preformed Roofing and Cladding/Siding. J. Section 07800-Fireproofing. K. Section 07840-Thermal Barrier. L. Section 07650-Flexible Flashing. M. Section 09110-Metal Support Systems. N. Section 09250-Gypsum Board. 1.3 REFERENCES A. American Society for Testing and Materials (ASTM): 1. ASTM C 518-Standard Test Method for Steady-State Thermal Transmission Properties by Means of the Heat Flow Meter Apparatus. 2. ASTM D 1621-Standard Test Method for Compressive Properties of Rigid Cellular Plastics. 3. ASTM D 1622-Standard Test Method for Apparent Density of Rigid Cellular Plastics. 4. ASTM D 1623 -Standard Test Method for Tensile and Tensile Adhesion Properties of Rigid Cellular Plastics. 5. ASTM E 84-Standard Test Method for Surface Burning Characteristics of Building Materials. 6. ASTM E 96-Standard Test Methods for Water Vapor Transmission of Materials. B. International Code Council—International Residential Code: 1. Section 103.7-Alternate Materials and Methods. 2. 2006 IRC Section R314-Foam Plastic Insulation 3. 2009,2012 and 2015 IRC Section R316-Foam Plastic Insulation. 4. Section 806.4—806.5 Unvented Attic Assemblies. DEMILEC HEATLOK HFO High Lift Spec 07 21 19-2 C. International Code Council—International Building Code: 1. Section 104.11 Alternative materials, design and methods of construction and equipment. 2. Section 2603 Foam Plastic Insulation. 1.4 SUBMITTALS A. Submit under provisions of Section 01300. B. Before commencing work,submit in accordance with local code. 1. Submit technical data sheets and samples as required by local code officials. 2. Submit the technical data sheet from the manufacturer showing the test results from the ASTM E84(Surface Burning Characteristics). C. Product Data: Manufacturer's data sheets on each product to be used, including: 1. Preparation instructions and recommendations. 2. Storage and handling requirements and recommendations. 3. Installation methods. 1.5 QUALITY ASSURANCE A. Installer Qualifications: 1. Contractor performing work under this section shall be trained by DEMILEC®in the art of applying spray polyurethane foam insulation. 2. Provide current DEMILEC®Authorized Contractor Certificate. B. Mock-Up: Provide a mock-up for evaluation of surface preparation techniques and application workmanship. 1. Finish areas designated by Architect. 2. Do not proceed with remaining work until installation is approved by Architect. 3. Rework mock-up area as required to produce acceptable work. DEMILEC HEATLOK HFO High Lift Spec 07 21 19-3 1.6 DELIVERY,STORAGE,AND HANDLING A. Materials shall be delivered in manufacturer's original containers clearly labelled with manufacturer's name, product identification,safety information, net weight of contents and expiration date. B. Material shall be stored in a safe manner and where the temperatures are in the limits specified by the material manufacturer. C. Empty containers shall be removed from site on a daily basis. D. Store and dispose of solvent-based materials,and materials used with solvent-based materials, in accordance with requirements of local authorities having jurisdiction. 1.7 PROJECT CONDITIONS A. Maintain environmental conditions (temperature, humidity,and ventilation)within limits recommended by manufacturer for optimum results. Do not install products under environmental conditions outside manufacturer's absolute limits. B. Ventilate insulation application area in accordance with the Spray Foam Coalition's Guidance'on best practices for the installation of Spray Polyurethane Foam. C. Protect workers as recommended by the Spray Foam Coalition's Guidance on best practices for the installation of Spray Polyurethane Foam. D. Protect adjacent surfaces,windows,equipment and site areas from damage of overspray. 1.8 WARRANTY A. Manufacturer's Warranty: DEMILEC®warrants spray-in-place urethane foam insulation, when installed by certified contractors using factory-trained applicators and applied in accordance with the Installation Instructions',will perform as stated in the Product Technical Data Sheet. 1. This warranty is in effect throughout the life of the building provided the original purchaser registers with the Warranty Department of the Manufacturer within thirty days of occupancy. 'http://www.spraypolyurethane.ors/GoodPractices http://www.spraypolyurethane.ors/WorkerProtection 3 http://www.demilec.com/documents/Tech-Library/Heatlok-HFO-High-Lift-Product-Application-Guide.pdf DEMILEC HEATLOK HFO High Lift Spec 07 21 19-4 2. Manufacturer's sole responsibility under this Limited Lifetime Warranty shall be to repair or replace any defective Product at the cost of the material only. 3. Manufacturer shall not be responsible for labor cost or any other costs whatsoever related to,or in connection with the removal or installation of either the original or replacement product. PART 2 PRODUCTS 2.1 MANUFACTURERS A. Acceptable Manufacturer: DEMILEC®;3315 E. Division St.,Arlington,TX 76011. Toll Free Tel: (888) 224-1533. Tel: (817) 640-4900. Fax: (817)633-2000. Email: buildingscience@demilec.com. Web: http://www.demilec.com B. Substitutions: Equivalent as judged by Architect 1. Contact DEMILEC"s Building Science Department for product comparison data a. 817-640-4900 b. buildingscience@demilec.com C. Requests for substitutions will be considered in accordance with provisions of Section 01600. 2.2 SPRAY FOAM INSULATION A. Spray Applied Rigid Polyurethane Foam Insulation System: HEATLOK®HFO High Lift 1. Manufacturer: DEMILEC®,Arlington,TX 2. Product Approval: a. Code Compliance Research Report, (CCRR)designed by Deer Ridge Consulting, Inc. http://www.demilec.com/documents/Heatlok-HFO-High-Lift-CCRR.PDF b. Approved for use in wall cavities,floor assemblies,ceiling assemblies or attics and crawl spaces in Type VB construction (IBC)and dwellings under the IRC. DEMILEC HEATLOK HFO High Lift Spec 07 21 19-5 C. Approved for use in building types I, II, III, IV,and V construction under IBC and dwellings for IRC. d. Passed AC 377 Appendix X compliant NFPA 286. 3. Application Options: a. Application with a prescriptive Thermal Barrier: 1) There is no thickness limit when installed in floors or ceilings behind 1/2 inch gypsum wall board or equivalent 15 minute thermal barrier in accordance with IBC 2603.4 or IRC R316.4. b. Application without a Thermal Barrier 1) Up to 11-1/2 inches (292 mm)on the underside of the roof sheathing or in floor assemblies and 7-1/2 inches (191 mm)on vertical surfaces with: (a) A minimum of 12 dry mils of DC-315 Fireproof Paint or (b) A minimum of 12 dry mils of BlazelokTm TBX C. Attics and Crawlspaces: Passed AC 377 Appendix X compliant NFPA 286. 1) Up to 11-1/2 inches (292 mm)on the underside of the roof sheathing or in floor assemblies and 7-1/2 inches (191 mm) on vertical surfaces,the insulation may be left exposed without a thermal barrier, ignition barrier or intumescent coating d. Use on Attic Floors 1) Up to 11-1/2 inches (190.5mm) between and over the joists in attic floors e. Use as a Vapor Retarder: Class II vapor retarder @< 1.0 perm, HEATLOK® HFO High Lift minimum thickness of 0.7 inches. 4. Physical Properties: Physical Property Test Standard HEATLOK®HFO High Lift R-Value/in @ 4 inch ASTM C 518 7.5 ft2 h°F/BTU R-Value/in @ 1 inch 6.3 ftZ h°F/BTU R-Value @ 6.5 inches ASTM C 518 48 ftZ h°F/BTU R-Value @ 4 inches 30 ftZ h°F/BTU R-Value @ 2 inches 14 ft2 h°F/BTU DEMILEC HEATLOK HFO High Lift Spec 07 21 19-6 Core Density ASTM D 1622 2.2 Ib/ft3 Water Vapor ASTM E 96 < 1 perm @ 0.7" Permeance Air Permeance ASTM E 2178 < 0.02 L/smz @75Pa@1" Air Leakage ASTM E 283 < 0.02 L/sm2 @75Pa@1" Compressive ASTM D 1621 34.8 lb/in' (240 kPa) Strength Tensile Strength ASTM D 1623 101.3 Ib/in2 (699 kPa) Dimensional Stability ASTM D 2126 11.4 (%volume change) @ 158° F (70°C) 97% R.H. VOC Content Greenguard Gold PASS, Meets Criteria Flame Spread ASTM E84 Class I 0-15 Smoke Developed ASTM E84 Class 1 350—400 Recycled Content Finished Foam 12% Renewable & Recycled Content Recycled Content Polyol Renewable 6% Content Recycled Content Polyol Recycled 19% Content Fungi Resistance ASTM C 1338 No Fungal Growth Closed Cell Content ASTM D 2856 91% A. Water Based Intumescing coating: 1. Installation: a. Equipment used to apply the Water Based intumescent coating shall be an airless sprayer approved by the manufacturer. DEMILEC HEATLOK HFO High Lift Spec 07 21 19-7 2. Product: Blazelok`TBX, Distributed by DEMILEC®,Manufactured by Thermal Product Research Corp. (TPRZ). a. Application: Follow manufacturer's application recommendations. b. Physical Properties: 1) Surface Burning Characteristics (ASTM E 84): Class I. Flame Spread Index <25,Smoke Developed Index<50. 2) Reference Heatlok° HFO High Lift Technical Data Sheet (TDS)for wet and dry mil thickness 3) Flash Point: None 4) Volatility/VOC:<50 g/L 5) Non-toxic,drain safe,water based, non-fuming. 6) Color:White/Grey (1) Do not add tint (2) Wait minimum 24 hours prior to top coating with quality latex paint.Verify dryness with moisture meter. (Dry to touch, 2 to 3 hours depending on temperature and humidity). 3. Product: DC315 Intumescing Coating, Distributed by DEMILEC®,Manufactured by International Fireproof Technologies, Inc. (IFTI). a. Application: Follow manufacturer's application recommendations. b. Physical Properties: 1) Surface Burning Characteristics (ASTM E 84):Class I. Flame Spread Index 0,Smoke Developed Index 25. 2) Reference Heatlok® HFO High Lift Technical Data Sheet(TDS)for wet and dry mil thickness 3) Flash Point: None 4) Volatility/VOC:47 g/L 5) Non-toxic, drain safe,water based, non-fuming. 6) Color: Flat/Ice Grey DEMILEC HEATLOK HFO High Lift Spec 07 21 19-8 (1) Do not add tint (2) Wait minimum 24 hours prior to top coating with quality latex paint.Verify dryness with moisture meter. (Drying Time: @ 77°F&50% R.H.—To touch 1—2 hours,to recoat if required 2—4 hrs.). PART 3 EXECUTION 3.1 EXAMINATION A. Do not begin installation until substrates have been properly prepared. B. If substrate preparation is the responsibility of another installer, notify General Contractor, Architect or other point of contact of unsatisfactory preparation before proceeding. C. Commencement of work outlined in this section shall be deemed as acceptance of existing work and conditions. 3.2 PREPARATION A. Clean surfaces thoroughly prior to installation. B. Apply only when surfaces and environmental conditions are within limits prescribed by the material manufacturer. C. Prepare surfaces using the methods recommended by the manufacturer for achieving the best result for the substrate under the project conditions. 3.3 INSTALLATION A. Install in accordance with manufacturer's instructions. B. Apply as recommended by manufacturerto thickness as indicated on drawings. C. Equipment used to apply the foam insulation shall have fixed ratio positive displacement pumps approved by foam manufacturer. 3.4 PROTECTION A. Protect installed products until completion of project. DEMILEC HEATLOK HFO High Lift Spec 07 21 19-9 B. Touch-up, repair or replace damaged products before Substantial Completion. END OF SECTION DEMILEC HEATLOK HFO High Lift Spec 07 21 19-10 NY-ECCC 2020 Certificate 3165 Bay Shore Road, Greenpor . Insulation . Ceiling R-3OO ' `� NOV1 � �0�� Above Grade YYaKs R�1.O ".. ' - �"�- RoundationWatts R-1I0 Exposed Floor NA ' --`` ~ Stab R-0.0Edye R-0.0Under Infiltration Hty 1595[lg: 1595[FM50 Duct R'8.O Total Duct Leakage 4O.00CRW�Z5 Pa�ab i -- - - --'--- --- ----- '--- -'- --1 Vindow0ata U'Factor SHGC . Window O.]]O O.BO _ .Mechanical Equipment'__ Meat: Propane Furnace 96.0AFUE. DHYV Standard Tank, Propane, O.7O8F, 75.OGal. Cooling: Standard AC, 16.0SEER Zui �er | Signature ncw/nute xcmocnual Energy Analysis and xuunu svft,ane v1o.o.6 Building Envelope and Duct Tightness Report 2020 Energy Conservation Construction Code of New York State Address of Test: 3165 Bay Shore Road,Greenport Test Date: 10/3/2024 Building Permit#: Q 5 Compliance Pathway: Prescriptive Testing completed by: David Maschke RESNET Rater ID#: 2430490 Integrity Home Energy Assessments NATE ID#: 8008195 68.North Paquatuck Avenue ICC ID#: 8261207 East Moriches, NY 11940 BPI ID#: 5005793 (631)325-4006 Building Envelope Tightness Threshold: 2020 ECCCNYS ( 53.0 ACH50) Volume Calculations: Check if: Floor Area Height Volume Q Conditioned Basement Basement 1,705 8.0 13,640 ❑ Conditioned Crawl Space 1st Floor 1,705 9.5 16,198 ❑ Sealed Attic 2nd Floor 1,705 8.5 14,493 ' Sealed Attic 0 Total Volume: 44,330 , -- Area Calculations: e, Floor Area: NA j Ceiling Area: NA NOV 4 2024 Wall Area: NA Total Envelope Area: 0 CFM @ 50pa: 1595 CFM/ftz: Air Changes/Hour @ 50p .16 Code Compliance: PASS Duct Tightness : Post Construction Test -Total Duct Leakage System#1: ist Floor Duct Location: Conditioned Space Exception-Duct Test Not Required Floor Area: 1,705 Leakage: CFM @ 25pa: CFM/100 ftz CFA: 0.00 Code Compliance: N/A System#2: 2nd Floor Duct Location: Attic Floor Area: 1,705 Leakage: CFM @ 25pa: 40 CFM/100 ftz CFA: 2.35 Code Compliance: PASS Building envelope tightness has been verified using instruments and procedures specified in ASHRAE/ASTM E779 or ASTM E 1827 as required by the 2020 Energy Conservation Construction Code of New York State. The home is further certified to be in substantial compliance with Residential Chapter 4 of the 2020 Energy Conservation Construction Code of New York State. A Signature: Date: 10/3/2024 David Maschke, Integrity Home Energy Assessments IHEA 1114 �� t K� S��K� �� mx��uts�'xu ° �� --' / \ Date: 12117m02 8��nt��a00s0��te��/ ax� Dana Morley — �O9 �» 1 � -' / �� Hom e NOVN~'OV ' 4 mm North Main Street,Bountiful,uro4010 Phone:om-3u0-o110 Web orfenmvm Project Information For: Bay Shore Road Project 3105 Bay Shore Road, Gmmnpo¢ NY Emoi|:jona@homphnnhomeperfbrmonuo.00m Heating Cooling External static pressure 0.50 in H20 0.50 in H2O Pnuouuno|ux000 0.34 in H20 0.34 in H2O Available static pressure 0.16 in H2O 0.18 in H2O Supply/return available pressure 0.088/0.072inH20 0.088/0.072inH20 Lowest friction rate 0.061 in/100ft 0.061 in/100ft Actual air flow 1059 uhn 1059 nhn Total effective length(7EU 324 ft Supply Branch Detail Table Design Htg Clg Design Diam HxW Duct Actual Ftg.Eqv Name (Btuh) (cfm) (Cfm) F R (in) (in) Matl Ln(ft) Ln (ft) Trunk w�ni onts *�~ � ° �o,m u�'o" �o, ��. r nmm'o"n°@ Universal uoc1u1.o.ornou,zoo Page �Cj�\ ...emomoeownxmowomao1nx Bay Shore pm.mv oa/"~mJo Front Door faces: w SupplyDetail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk st3 Peak AVF 402 418 0.061 538 11.0 14 x 8 ShtMetl st2 Peak AVF 554 551 0.061 554 12.2 18 x 8 ShtMetl st2A Peak AVF 344 411 0.061 529 10.9 14 x 8 ShtMetl st2 st213 Peak AVF 127 192 0.061 431 8.2 8 x 8 ShtMetl st2A st3A Peak AVF 90 229 0.061 516 8.8 8 x 8 ShtMetl st3 Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FIR (fpm) (in) (in) Opening(in) Matl Trunk rb7 Ox 0 428 199 87.5 0.082 314 10.4 14.00x14 10x39 SJSp rt3 rb1 Ox 0 217 310 79.5 0.091 248 9.1 30.00x6 10x36 SJSp rt4 rb9 Ox 0 129 149 143.0 0.050 255 7.8 6.00x14 10x17 SJSp rt3A rb8 Ox 0 135 186 146.0 0.049 148 8.5 6.00x30 10x36 SJSp rt3A rb10 Ox 0 150 215 107.5 0.067 172 8.4 30.00x6 1006 SJSp rt3 TableReturn Trunk Detail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk rt3 Peak AVF 842 749 0.049 689 14.9 22 x 8 ShtMetl rt2 rt4 Peak AVF 217 310 0.091 465 9.1 12 x 8 ShtMetl rt2 rt3A Peak AVF 264 334 0.049 502 10.5 12 x 8 ShtMetl rt3 rt2 Peak AVF 1059 1059 0.049 681 16.2 28 x 8 ShtMetl t - - wrightsoft- 2021-Dec-1814:21:45 Right-Suite®Universal2021 21.0.07 RSU12322 Paget ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W wrightsaft° Duct System Summary Job: 4062 Date: 12/17/2021 Upper system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com. Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Heating Cooling External static pressure 0.60 in H2O 0.60 in H2O Pressure losses 0.34 in H2O 0.34 in H2O Available static pressure 0.26 in H2O 0.26 in H2O Supply/return available pressure 0.179/0.081 in H2O 0.179/0.081 in H2O Lowest friction rate 0.061 in/100ft 0.061 in/100ft Actual air flow 1058 cfm 1058 cfm Total effective length(TEL) 437 ft Supply Branch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk Bath 3 c 418 20 22 0.061 6.0 Ox 0 VIFx 35.1 185.0 st8 Bath 4 c 408 19 21 0.061 6.0 Ox 0 VIFx 45.2 205.0 st9 Bath 5 h 537 19 19 0.061 6.0 Ox 0 VIFx 28.2 135.0 st6 Bath 6 c 367 19 19 0.061 6.0 Ox 0 VIFx 18.1 115.0 st5 Bed 2 c 1474 77 77 0.061 6.0 Ox 0 VIFx 32.9 140.0 st7A Bed 2-A c 1474 77 77 0.061 6.0 Ox 0 VIFx 35.0 165.0 st7A Bed 3 h 2387 85 75 0.061 6.0 Ox 0 VIFx 56.5 245.0 st9 Bed 3-A h 2387 85 75 0.061 6.0 Ox 0 VIFx 54.2 245.0 st9 Bed 4 h 2360 84 69 0.061 6.0 Ox 0 VIFx 39.5 175.0 st6 Bed 4-A h 2360 84 69 0.061 6.0 Ox 0 VIFx 36.7 175.0 st6 Bed 5 h 2154 77 75 0.061 6.0 Ox 0 VIFx 16.7 70.0 st4 Bed 5-A h 2154 77 75 0.061 6.0 Ox 0 VIFx 17.4 95.0 st4 Bed 6 c 1939 93 101 0.061 7.0 Ox 0 VIFx 16.9 90.0 st7 Bonus c 2035 99 106 0.061 7.0 Ox 0 VIFx 58.3 225.0 St9 Bonus-A c 2035 99 106 0.061 7.0 Ox 0 VIFx 40.7 155.0 st6 Laun c 1070 21 56 0.061 6.0 Ox 0 VIFx 9.2 70.0 st7 Strs/OTB h 569 20 15 0.061 6.0 Ox 0 VIFx 24.4 110.0 st7 t " wright50ft- 2021-Deo-1814:21:45 ,,,,," .. Z...,..., Right-Suite®Universal2021 21.0.07 RSU12322 Page esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W SupplyDetail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st5 Peak AVF 306 282 0.061 561 10.0 0 x 0 VinlFlx st4 st6 Peak AVF 287 263 0.061 527 10.0 0 x 0 VinlFlx St5 st4 Peak AVF 460 431 0.061 586 12.0 0 x 0 VinlFlx st1 st8 Peak AVF 309 300 0.061 566 10.0 0 x 0 VinlFlx st7A st9 Peak AVF 289 278 0.061 530 10.0 0 x 0 VinlFlx st8 st7A Peak AVF 463 454 0.061 433 14.0 0 x 0 VinlFlx st7 st7 Peak AVF 598 627 0.061 449 16.0 0 x 0 VinlFlx st1 st1 Peak AVF 1058 1058 0.061 427 20.0 17 x 21 VInlFlx TableReturn Branch Detail Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FIR (fpm) (in) (in) Opening (in) Matl Trunk rb5 Ox 0 173 169 102.0 0.079 495 8.0 Ox 0 VIFx rt1 rb4 Ox 0 224 250 135.5 0.059 566 9.0 Ox 0 VIFx rt1 rb6 Ox 0 275 263 126.5 0.064 504 10.0 Ox 0 VIFx rt1 rb3 Ox 0 190 172 112.0 0.072 544 8.0 Ox 0 VIFx rt1 rb2 Ox 0 196 205 88.5 0.091 588 8.0 Ox 0 VIFx rt1 TableReturn Trunk Detail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk rt1 Peak AVF 1058 1058 0.059 427 19.7 17 x 21 VinlFlx wrightsoft- 2021-Dec-1 8 14:21:45 Right-Suite®Universal2021 21.0.07 RSU12322 Page f + 1 ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W Manual S Compliance Report Job: 4062 wrightsoft® Date: 12/17/2021 Bmnt/maln system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Cooling Equipment Design Conditions Outdoor design DB: 88.4°F Sensible gain: 16258 Btuh Entering coil DB: 75.2°F Outdoor design WB: 73.4°F Latent gain: 4729 Btuh Entering coil WB: 62.8°F Indoor design DB: 75.0°F Total gain: 20987 Btuh Indoor RH: 50% Estimated airflow: 1059 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split AC Manufacturer: Amana Model: ASX160311A+CAPF3137B6A+AMEC960603ANA+TXV Actual airflow: 1059 cfm Sensible capacity: 22761 Btuh 140%of load Latent capacity: 5239 Btuh 111%of load Total capacity: 28000 Btuh 133%of load SHR: 81% Heating Equipment Design Conditions Outdoor design DB: 10.0°F Heat loss: 37269 Btuh Entering coil DB: 71.3°F Indoor design DB: 72.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Gas furnace Manufacturer: Amana Model: AMEC960603BNA Actual airflow: 1059 cfm Output capacity: 58000 Btuh 156%of load Temp. rise: 50 °F Meets all requirements of ACCA Manual S. -01-1- wrightsoft- 2021-Dec-1814:27:12 A;L .� .•,. . .�.s,_ Right-Suite®Universal 2021 21.0.07 RSU12322 Page 1 AM ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W Manual S Compliance Report Job: 4062 wrightsoft� Date: 12/17/2021 Upper system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Cooling Equipment Design Conditions Outdoor design DB: 88.4°F Sensible gain: 20240 Btuh Entering coil DB: 77.6°F Outdoor design WB: 73.4°F Latent gain: 4821 Btuh Entering coil WB: 63.7°F Indoor design DB: 75.0°F Total gain: 25061 Btuh Indoor RH: 50% Estimated airflow: 1058 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split AC Manufacturer: Amana Model: ASX160311A+CHPF3743C6B+TXV Actual airflow: 1058 cfm Sensible capacity: 22400 Btuh 111%of load Latent capacity: 5600 Btuh 116%of load Total capacity: 28000 Btuh 112%of load SHR: 80% Heating Equipment Design Conditions Outdoor design DB: 10.0°F Heat loss: 29582 Btuh Entering coil DB: 69.3°F Indoor design DB: 72.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Gas furnace Manufacturer: Amana Model: AMEC960603BNA Actual airflow: 1058 cfm Output capacity: 58000 Btuh 196%of load Temp. rise: 50 °F Meets all requirements of ACCA Manual S. -Pk wrightsoft' 2021-Dec-1814:27:12 +ems •ra•�- . , Right-Suite®Universal2021 21.0.07 RSU12322 Paget esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MA Front Door faces: W Job: 4062 - - WrightsOft' Load Short Form Date: 12 17/2021 Entire House By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Design Information Htg Clg Infiltration Outside db (°F) 10 88 Method Simplified Inside db(°F) 72 75 Construction quality Tight Design TD (°F) 62 13 Fireplaces 0 Daily range - L Inside humidity(%) 50 50 Moisture difference(gr/Ib) 51 36 HEATING EQUIPMENT COOLING EQUIPMENT Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref. n/a Coil n/a AHRI ref. n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 0 Cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF W) (Btuh) (Btuh) (cfm) (cfm) Upper system 1682 29582 20240 1058 1058 Bmnt/main system 3363 37269 16258 1059 1059 (Unconditioned) 117 0 0 0 0 Entire House 5162 66851 36497 2117 2117 Other equip loads 0 0 Equip.@ 0.93 RSM 34089 Latent cooling 5458 TOTALS I 5162 I 66851 I 39547 I 2117 I 2117 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. - - wrightsoft•, 2021-Dec-1814:25:10 Right-Suite®Universal 2021 21.0.07 RSU12322 Page 1 ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Cale=MJ8 Front Door faces: W Building Analysis Job: 4062 wrightsoft° g Date: 12/17/2021 Entire House By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Design Conditions Location: Indoor: Heating Cooling Greenport, NY, US Indoor temperature (°F) 72 75 Elevation: 108 ft Design TD(7) 62 13 Latitude: 41°N Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/lb) 51.4 35.5 Dry bulb(°F) 10 88 Infiltration: Dailyrange(°F) - 15 ( L ) Method Simplified Wet bulb(°F) - 73 Construction quality Tight Wind speed(mph) 15.0 7.5 Fireplaces 0 Component Btuh/fF Btuh %of load Walls 4.3 20457 30.6 �krtilrtion Glazing 19.8 12658 18.9 Doors 24.2 508 0.8 V\bll Ceilings 1.5 2711 4.1 Floors 1.2 2085 3.1 Infiltration 1.3 6683 10.0 Duuts Ducts 10201 15.3 Piping 0 0 Humidification 0 0 Ventilation 11549 17.3 Infiltration Adjustments 0 Gaang Total 66851 100.0 Other Cajlrg3 Component Btuh/ftz Btuh %of load Walls 1.0 4562 12.5 V191 Vertileficn Glazing 18.1 11524 31.6 Doors 10.7 224 0.6 Irtard Gins Ceilings 1.2 2223 6.1 Floors 0 0 0 Infiltration 0.1 778 2.1 Ducts 7950 21.8 Ventilation 2496 6.8 aEdng Internal gains 6740 18.5 Blower 0 0 Ducts Adjustments 0 C Irtiftratirn Total 36497 100.0 Irk Latent Cooling Load=5458 Btuh Overall U-value=0.071 Btuh/ftz-°F Data entries checked. ti _rk wrightt:soft- 2021-Dec-1814:25:10 �•�•- -•� w•� Right-Suite®Universal 2021 21.0.07 RSU12322 Page 1 ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W Component Constructions Job: 4062 wrightsofta Date: 12/17/2021 Entire House By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Design Conditions Location: Indoor: Heating Cooling Greenport, NY, US Indoor temperature(°F) 72 75 Elevation: 108 ft Design TD(°F) 62 13 Latitude: 41°N Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/lb) 51.4 35.5 Dry bulb(°F) 10 88 Infiltration: Dailyrange(°F) - 15 ( L ) Method Simplified Wet bulb(°F) - 73 Construction quality Tight Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft' Btuh/ft'-°F ft'-°F/Btuh Btuh/ft' Btuh Btuh/ft2 Btuh Walls 12F-Osw:Frm wall,vnl ext,3/8"wood shth,r-21 cav ins,1/2"gypsum n 525 0.065 21.0 4.03 2116 1.05 551 board int fnsh,2"x6"wood frm,16"o.c.stud a 867 0.065 21.0 3.63 3149 0.95 820 s 656 0.065 21.0 3.27 2146 0.85 559 w 884 0.065 21.0 3.64 3218 0.95 838 all 2932 0.065 21.0 3.63 10629 0.94 2769 Bg wall,light dry soil,concrete wall,r-15 contin ins,8"thk n 419 0.088 15.0 5.46 2283 1.01 422 e 437 0.088 15.0 5.46 2382 1.01 440 s 419 0.088 15.0 5.46 2283 1.01 422 w 437 0.088 15.0 5.46 2382 1.01 440 all 1710 0.088 15.0 5.46 9330 1.01 1723 Partitions 12F-Osw:Frm wall,r-21 cav ins,1/2"gypsum board int fnsh,2"x6" 124 0.065 21.0 4.03 498 0.57 70 wood frm,16"o.c.stud Windows 2 glazing,cir low-e outr,air gas,vni frm mat,cir innr,1/4"gap,1/8"thk: n 270 0.320 0 19.8 5357 10.3 2768 2 glazing,clr low-e outr,air gas,vnl frm mat,cir innr,1/4"gap,1/8"thk; a 92 0.320 0 19.8 1815 33.5 3064 6.67 ft head ht s 160 0.320 0 19.8 3174 17.3 2768 w 75 0.320 0 19.8 1478 33.5 2494 all 596 0.320 0 19.8 11825 18.6 11094 glass door,2 glazing,clr low-e outr,air gas,vnl frm mat,cir innr,1/4" n 42 0.320 0 19.8 833 10.3 431 gap,1/8"thk:glass door,2 glazing,cir low-e outr,air gas,vnl frm mat, clr innr,1/4"gap,1/8"thk;6.67 ft head ht Doors 11 DO:Door,wd sc type s 21 0.390 0 24.2 508 10.7 224 Ceilings 16B-38ad:Attic ceiling,asphalt shingles roof mat,r-38 cell ins,1/2" 1799 0.026 38.0 1.51 2711 1.24 2223 gypsum board int fnsh ti -Off- wrightsoft" 2021-Dec-1814:25:10 Right-Suite®Universal 2021 21.0.07 RSU12322 Page 1 ACC ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MA Front Door faces: W Floors 21A-32t:Bg floor,light dry soil,8'depth 1682 0.020 0 1.24 2085 0 0 117 0.020 0 0 0 0 0 all 1799 0.020 0 1.16 2085 0 0 ti Wrightsoft. 2021-Dec-1 8 14:25:10 .„ ...., Right-Suite®Universal 2021 21.0.07 RSU12322 Page 2 esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W �s Project Summary Job: 4062 wr19htso1 t- Date: 12/17/2021 Entire House By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Proiect Information For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Notes: Design Information Weather: Greenport, NY, US Winter Design Conditions Summer Design Conditions Outside db 10 °F Outside db 88 °F Inside db 72 °F Inside db 75 °F Design TD 62 °F Design TD 13 °F Daily range L Relative humidity 50 % Moisture difference 36 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 56649 Btuh Structure 28547 Btuh Ducts 10201 Btuh Ducts 7950 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 66851 Btuh Use manufacturer's data n Rate/swing multiplier 0.93 Infiltration Equipment sensible load 34089 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Tight Fireplaces 0 Structure 2875 Btuh Ducts 2583 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling Area(ft2) 5045 5045 Equipment latent load 5458 Btuh Volume(ft) 45401 45401 Air changes/hour 0.13 0.07 Equipment Total Load(Sen+Lat) 39547 Btuh Equiv.AVF(cfm) 98 53 Req.total capacity at 0.70 SHR 4.1 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref. n/a Coil n/a AHRI ref. n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 °F Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. - - w Jghitsoft' 2021-Dec-1814:25:10 -•� Right-Suite®Universal 2021 21.0.07 RSU12322 Page 1 ACC ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W Job: 4062 - - wrightsoft Right-J®Worksheet Da e: 1211712021 Entire House Perfect Home Hvac Design By: Dana Morley 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Entire House Upper system 2 Exposed wall 601.0 ft 190.0 ft 3 Room height 9.0 ft 8.5 it 4 Room dimensions 5 Room area 5161.5 ft' 1681.5 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft'-°F (Btuh/ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) (Btuh) Heat Cool Gross N/P/S j Heat I Cool j Gross I N/P/S j Heat Cool 6 12F-Osw 0.085 n 4.03 1.05 837 525 39 2116 Ml 5 257 1037 270 2 glazing,clr low-e 0.320 n 19.84 10.25 270 0 5357 2768' 138 0 2738 1415 glass door,2 glazin - .0.320 n 19.84 .__ 10.25 _42 __0, ___833 _ _ 431 0 _ _ 0 __0- _ _ 0 W Bq wall,light dry s .. • __ _0.088 n- _ 5.46 ,1.01., 419 _. 419 . 2283 ____422 __ _ 0 0 0 _ _ 0 11 W 12F-0sw 0.065 a 3.63 0.95 959 867 3149, 820 412 379 1528 398 L-G 2.glazing,clrlow=e _ 0.320 e. _ 19.84 - _33.48 __ 92_ -_ .0 - _1815 _- _.3064_....-_ -33_ -0 _. __655 _ 1105 W _ Bq wall,light dry s 0.088 a 5.46 1.01 _ __ 437 437 2382 440 0 0 0 _ _ 0 12F-Osw 0.065 s 3.27 0.85 837 656 2146 559 395 301 1214 316 2 glazing,clr low-e 0.320 s 19.84 17.30 160 0 3174 2768 94 0 1865 1626 -11 DO- _.- .._ ,. _._ ._ 0.390 s--_ .24.18, _ 10.67 ___ __,; 21 _21 .508 ;=224 --._. 0 _ 0 -_ ._ . .-0 _._ -0 W Ba wall,light dry s _ _,0.088 s 5.46 1.01 419 419 _ 2283 422 0 Y 12F-Osw 0.065 w 3.64 0.95 959 884 3218 838 412 379 1528 398 2 glazing,clrlow-e., .__ .0.320 _w- _19.84 ... 33.48 _-75 _._--0 1478 2494 -_33 _-- .. 0._____,_655 _.._•. 1.105 Bq wall,light dry s _ 0.088 w __ 5.46 - 1.01 437 437 2382 440 0 ,.._ 0 0, 0 P_- _ 12F-Osw .- - 0.065 _ -- 4.03 0.57 124 _ 124. _ 498 _ 70 _ ._ 0.-- 0 --0 _ _0 C 1613-38ad 0.026 1.51. 1.24 1799 1799 2711 2223 1682 1682 2711 2223 F _ .- 21A-Kt 0.020 .__ 1.24 0.00._ 1682 - _.1682 _ 2085 F 21A-32t 0.020 0.00 0.00 117 117_ 0 0 0 0 0 0 6 c)AED excursion 0 1 0 Envelope loss/gain 38418 18534 13930 8856 12 a) Infiltration 6683 778 2156 251 b) Roam ventilation 11549 2496 4755 1028 13 Internal gains: Occupants @ 230 8 1840 6 1380 Appliances/other 4900 1400 Subtotal(lines 6 to 13) 56649 28547 20841 12915 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 56649 28547 20841 12915 15 Duct loads 18% 28% 10201 7950 42% 57% 8740 7325 Total room load I 66851 36497 I 295821 20240 Air required(cfm) 2117 2117 1058 1058 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed. wrigtitsotYC 2021-Deo-18 14:25:10 Rig ht-Suite®Universal 2021 21.0.07 RSU12322 Page 1 esktop\Design files\Vesta-3165 Bay Shore Rd.rup Cale=MJ8 Front Door faces: W J. If-wrightsoft• Right-JO Worksheet Date: 4062 021 Entire House Perfect Home Hvac Design By: Dana Morley 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Bmnt/main system (Unconditioned) 2 Exposed wall 380.0 ft 31.0 ft 3 Room height 9.3 ft 9.5 ft 4 Room dimensions 5 Room area 3363.0 ft' 117.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ftk F (Btuh/ft� or perimeter (ft) (Btuh) I or perimeter (ft) I (Btuh) Heat Cool Gross NIP/S Heat Cool Gross NIP/S Heat Cool 6 VLt 12F-Osw 0.065 n 4.03 1.65 442 266 _1079 281 - 6 _0__ _0 O 2 glazing,clr low-e 0.320 n 19.84 10.25 132 0 2619 1353 0 0 0 0 glass door,2 glaziri._ 0.320 n _- 19.84 10.25. 42 - ., 0-- 833 431 _.. __0 ..: _ 0__ _0 0 W- Bq wall,light dry s 0.086 n 5.46 1.01 __ 419 419 2283 422 0 __ 0 _ 0 0 11 Vt/ 12F-Osw 0.065 a 3.63 0.95 461 402 1621 422 86 86 0 0 �.__. 2 glazing,.clr low-e 0.320__e_ ...-19.84 .__.33.48 ___-59 .._ 0 __ 1161 _.-_.1959 ___, ___,.-_0 .-_. __ 0 _ Ba wall,light dry s 0.0881 _e 5.46 __ 1.01 437 _ _ 437 - 2382 440-_ 0 _ _ 0 _0 _ __0 V12F-Osw 0.065 s 3.27 OM318 231 932 243 124 124 0 0 2 glazing,clr low-e. 0.320 s 19.84 17.30 66 0 1309 1142 0 0 0 0 11 DO _ .. 0.390 s 24.18-_ _10.67 ___ 21 21 . _508 _ _.224_- ___0 __ _ -0- __ ___0 _ 0 W„ Bq wall,liqht dry s _ 0.088 _s 5.46 - _ _ 1.01 419 419 _ -. 2283 . 422._ 1/tJ 12F-0sw 0.065 w 3.64 0.65 461 419 1690 440 86 86 T 0 0 2 glazing,clrlow-e-- „ 0.320 w 19.84, .33.48 ______42 _._._ .--0 ._.._ .823 -1389. . ____.0 - _0 _,0 . .. 0 W_ Bq-wall,light.dry s _-,- 0.088 w 5.46 1.01 437 437 2382 440 __ _ 0 0-_ 0 0 P_ 12F-Osw 0.065 4.03 __ 0.57. 124 124 __498 ..___ 70_ __. __0_ ., ___. 0 __0 _.._. 0 C__ 16B-38ad _0.026_ _ t51 1.24, , 0- 0 - 0 0 117 117 0_ 0 F _. _ 21A32t.: 0.020 1.24 0.00 1682 -- 1682 _2085 .. .__ .0-- ._0_ ___ __0 -- _ --_0 _ .._ 0 F. 21A-32t _ 0.020_ - 0.00 _ 0.00 0 0 0 0 117 117 0 ____ 0 61 c)AED excursion 01 10 Envelope loss/gain 24488 9677 0 0 12 a) Infiltration 4527 527 0 0 b) Room ventilation 6793 1468 0 0 13 Intemal gains: Occupants @ 230 2 460 0 0 Appliances/other 3500 0 Subtotal(lines 6 to 13) 35808 15632 0 0 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 35808 15632 0 0 15 Duct loads 4% 4% 1461 626 0% 0% 0 0 62581 Air required(cfm) I I al room load 31059 72691 11059I I I 01 01 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlghtizott` 2021-Dec-1814:25:10 Right-Suite@)Universal 2021 21.0.07 RSU1 2322 Paget ...esktop\Design fileslVesta-3165 Bay Shore Rd.rup Cale=MJ8 Front Door faces: W Job: 4062 -��- wrightsofty Loads for Multiple Orientations Date: 1217/2021 Entire House By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Design Conditions Location: Indoor: Heating Cooling Greenport, NY, US Indoor temperature (°F) 72 75 Elevation: 108 ft Design TD (°F) 62 13 Latitude: 41°N Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gr/lb) 51.4 35.5 Dry bulb(°F) 10 88 Infiltration: Dailyrange(°F) - 15 ( L ) Wet bulb(°F) - 73 Wind speed (mph) 15.0 7.5 Front Door North Northeast East Southeast South Southwest West Northwest Sensible Load (Btuh) 40306 39368 35098 40667 41522 38452 34089 38589 Latent Load (Btuh) 5458 5458 5458 5458 5458 5458 5458 5458 Total Load (Btuh) 45765 44826 40557 46126 46980 43910 39547 44048 Heating AVF(cfm) 2117 2117 2117 2117 2117 2117 2117 2117 Cooling AVF(cfm) 2117 2117 2117 2117 2117 2117 2117 2117 Wilding Orientation Cooling Load 5000 4000 3000 2000 1000 0 N NE E SE S SW W NN l3rezlicnRatD rfas Current Orientation: Front Door faces West Highest Cooling Load: Front Door faces South Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t wrilghtscW 2021-Dec-1814:25:11 ^_ —•n>-,..-. Right-Suite®Universal 2021 21.0.07 RSU12322 Page 1 .,.esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W Job: 4062 wrightsofte AForm - Worksheet A Date: 1217/2021 Entire House By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvae-design.com Supporting Detail Project Name: Vesta-3165 Bay Shore Rd Date: 12/17/2021 Address: 3165 Bay Shore Road, Greenport, NY Phone: Job ID: 4062 Worksheet A Location and Design Conditions Weather Location: Greenport, NY, US Elevation= 108 1 Latitude= 41 Indoor Conditions, Heating: DB= 72°F RH= 50 % Indoor Conditions, Cooling: DB= 75°F RH= 50 % Table 1 Conditions 99% DB= 10 °F 1% DB= 88 °F Grains Difference= 36 gr/lb Daily Range= L Design Temperature Differences HTD= 62 °F I CTD= 13 °F Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightSOft" 2021-Dec-1 8 14:25:12 Zi,�/� ,p� 1- .�,...r..,.,ti. Rig ht-Suite®Universal 2021 21.0.07 RSU12322 Page 1 a ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W wri htsoft° Load Multizone Summary Report Job: 4062 Date: 12/17/2021 By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Infiltration Summary Heating Cooling ZONE NAME Volume ACH AVF HTM Volume ACH AVF HTM fe cfm Btuh/ft2 ft3 cfrn Btuh/ft2 Brant/main system 31108 0.13 67 1.3 31108 0.07 36 0.2 Upper system 14293 0.13 32 1.3 14293 0.07 17 0.2 (Unconditioned) , 0 0 0 0 0 0 0 0 Entire House 45401 0.13 98 1.3 45401 0.07 53 0.2 Load • AVF Summary ROOM NAME Area Htg load Clg load Htg AVF Clg AVF ft2 Btuh Btuh cfm cfm Brkfst ill 3147 1329 89 87 Kitchen 260 1988 2091 56 136 Dining 368 4428 1541 126 100 Foyer 316 2833 1218 81 79 Pant/laun 41 300 568 9 37 Bath 1 45 889 863 25 56 gar hall 63 280 42 8 3 Bed 1 233 3956 1950 112 127 Bath 2 81 593 335 17 22 Living 164 3801 3263 108 213 Unfin bmnt 1682 15056 3058 428 199 Bmnt/main system 3363 37269 16258 1059 1059 Bed 2 212 4303 2947 154 154 Bath 3 54 547 418 20 22 Bath 4 50 537 408 19 21 Bonus 326 5555 4070 199 213 Bed 4 194 4720 2639 169 138 Bed 3 204 4775 2877 171 150 Strs/OTB 101 569 291 20 15 Bed 6 125 2612 1939 93 101 walk-thru 71 0 0 0 0 Laun 39 592 1070 21 56 Bed 5 197 4308 2856 154 149 Bath 6 59 526 367 19 19 Bath 5 50 537 356 19 19 Upper system 1682 29582 20240 1058 1058 Garage 117 0 0 0 0 (Unconditioned) 117 0 0 0 0 Entire House 5162 66851 36497 2117 2117 w 40- wrightsoft" 2021-Dec-1 8 14:25:12 ..,,.-.. .._,.. Rig ht-SuiteO Universal 2021 21.0.07 RSU12322 Page 1 esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W Load Short Form Job: 4062 wrightsof ° Date: 12/17/2021 Bmnt/main system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvae-design.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Design Information Htg Cig Infiltration Outside db (°F) 10 88 Method Simplified Inside db(°F) 72 75 Construction quality Tight Design TD (°F) 62 13 Fireplaces 0 Daily range - L Inside humidity(%) 50 50 Moisture difference (gr/Ib) 51 36 HEATING EQUIPMENT COOLING EQUIPMENT Make Amana Make Amana Trade AMANA HEATING AND AIR CONDITIO... Trade AMANA Model AMEC960603BNA Cond ASX160311A AHRI ref 7423797 Coil CAPF3137B6A+AMEC960603ANA+TXV AHRI ref 10516346 Efficiency 96.1 AFUE Efficiency 13.0 EER, 16 SEER Heating input 60000 Btuh Sensible cooling 21150 Btuh Heating output 58000 Btuh Latent cooling 7050 Btuh Temperature rise 50 °F Total cooling 28200 Btuh Actual air flow 1059 cfm Actual air flow 1059 cfm Air flow factor 0.028 cfm/Btuh Air flow factor 0.065 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.77 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF W) (Btuh) (Btuh) (cfm) (cfm) Brkfst 111 3147 1329 89 87 Kitchen 260 1988 2091 56 136 Dining 368 4428 1541 126 100 Foyer 316 2833 1218 81 79 Pant/laun 41 300 568 9 37 Bath 1 45 889 863 25 56 gar hall 63 280 42 8 3 Bed 233 3956 1950 112 127 Bath 2 81 593 335 17 22 Living 164 3801 3263 108 213 Unfin bmnt 1682 15056 3058 428 199 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoW 2021-Dec-1814:26:12 . .,„-,. .. .,.� Right-Suite®Universal 2021 21.0.07 RSU12322 Pa e 1 Ara g ...esktop\Design files\Vesta-files Bay Shore Rd.rup Cale=MA Front Door faces: W Bmnt/main system 3363 37269 16258 1059 1059 Other equip loads 0 0 Equip. @ 0.93 RSM 15185 Latent cooling 4729 TOTALS I 3363 I 37269 I 19914 I 1059 i 1059 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. - - wrightsoft- 2021-Dec-1814:26:12 .�,„.•,,._. , Right-Suite®U niversal 2021 21.0.07 RSU12322 Page 2 f�iC�1 g ..esktop\Design files\Vesta-3165 Bay Shore Rd.rup Cale=MJ8 Front Door faces: W Load Short Form Job: 4062 v�/�'O� t:$(�f " Date: 12/17/2021 Upper system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Design Information Htg Clg Infiltration Outside db (°F) 10 88 Method Simplified Inside db(°F) 72 75 Construction quality Tight Design TD (°F) 62 13 Fireplaces 0 Daily range - L Inside humidity(%) 50 50 Moisture difference (gr/lb) 51 36 HEATING EQUIPMENT COOLING EQUIPMENT Make Amana Make Amana Trade AMANA HEATING AND AIR CONDITIO... Trade AMANA Model AMEC960603BNA Cond ASX160311A AHRI ref 7423797 Coil CHPF3743C6B+TXV AHRI ref Efficiency 96.1 AFUE Efficiency 13.0 EER, 16 SEER Heating input 60000 Btuh Sensible cooling 22400 Btuh Heating output 58000 Btuh Latent cooling 5600 Btuh Temperature rise 50 °F Total cooling 28000 Btuh Actual air flow 1058 cfm Actual air flow 1058 cfm Air flow factor 0.036 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.81 ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Bed 2 212 4303 2947 154 154 Bath 3 54 547 418 20 22 Bath 4 50 537 408 19 21 Bonus 326 5555 4070 199 213 Bed 4 194 4720 2639 169 138 Bed 3 204 4775 2877 171 150 Strs/OTB 101 569 291 20 15 Bed 6 125 2612 1939 93 101 walk-thru 71 0 0 0 0 Laun 39 592 1070 21 56 Bed 5 197 4308 2856 154 149 Bath 6 59 526 367 19 19 Bath 5 50 537 356 19 19 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. - - wrightsoft- 2021-Dec-1814:26:12 Right-Suite®Universal202121.0.07RSU12322 Page3 /�it ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Cale=MA Front Door faces: W Upper system 1682 29582 20240 1058 1058 Other equip loads 0 0 Equip. @ 0.93 RSM 18904 Latent cooling 4821 TOTALS I 1682 I 29582 I 23725 I 1058 i 1058 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -�" - wrightsoW 2021-Dec-1814:26:12 Right-Suite®Universal2021 21.0.07 RSU12322 Page 4 ACCA ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W Project Summary Job: 4062 Wrighfsoft- Date: 12/17/2021 Bmnt/main system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com • Information For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Notes: Design Information Weather: Greenport, NY, US Winter Design Conditions Summer Design Conditions Outside db 10 °F Outside db 88 °F Inside db 72 °F Inside db 75 °F Design TD 62 °F Design TD 13 °F Daily range L Relative humidity 50 % Moisture difference 36 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 35808 Btuh Structure 15632 Btuh Ducts 1461 Btuh Ducts 626 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 37269 Btuh Use manufacturer's data n Rate/swing multiplier 0.93 Infiltration Equipment sensible load 15185 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Tight Fireplaces 0 Structure 3671 Btuh Ducts 1058 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ftz) 3363 3363 Equipment latent load 4729 Btuh Volume (ft) 31108 31108 Air changes/hour 0.13 0.07 Equipment Total Load (Sen+Lat) 19914 Btuh Equiv.AVF (cfm) 67 36 Req.total capacity at 0.75 SHR 1.7 ton Heating Equipment Summary Cooling Equipment Summary Make Amana Make Amana Trade AMANA HEATING AND AIR CONDITIO... Trade AMANA Model AMEC960603BNA Cond ASX160311A AHRI ref 7423797 Coil CAPF3137B6A+AMEC960603ANA+TXV AHRI ref 10516346 Efficiency 96.1 AFUE Efficiency 13.0 EER, 16 SEER Heating input 60000 Btuh Sensible cooling 21150 Btuh Heating output 58000 Btuh Latent cooling 7050 Btuh Temperature rise 50 °F Total cooling 28200 Btuh Actual air flow 1059 cfm Actual air flow 1059 cfm Air flow factor 0.028 cfm/Btuh Air flow factor 0.065 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.77 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1 -'r" wrigtatsoft' Right-Suite@ Universal 202121.0.07 RSU12322 2021-Dec-1814Pge 1r" ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W g +-wrightsoft- Pro ect Summa Job: 4062 Date: 12/17/2021 Upper system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:wm.peifect-home-hvac-design.com Proeect Information For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Notes: Design Information Weather: Greenport, NY, US Winter Design Conditions Summer Design Conditions Outside db 10 OF Outside db 88 OF Inside db 72 OF Inside db 75 OF Design TD 62 OF Design TD 13 OF Daily range L Relative humidity 50 % Moisture difference 36 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 20841 Btuh Structure 12915 Btuh Ducts 8740 Btuh Ducts 7325 Btuh Central vent(0 cfm) 0 Btuh Central vent(0 cfm) 0 Btuh (none) (none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 29582 Btuh Use manufacturer's data n Rate/swing multiplier 0.93 Infiltration Equipment sensible load 18904 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Tight Fireplaces 0 Structure 3296 Btuh Ducts 1525 Btuh Central vent(0 cfm) 0 Btuh Heating Cooling (none) Area(ft2) 1682 1682 Equipment latent load 4821 Btuh Volume (ft3) 14293 14293 Air changes/hour 0.13 0.07 Equipment Total Load (Sen+Lat) 23725 Btuh Equiv.AVF(cfm) 32 17 Req.total capacity at 0.80 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make Amana Make Amana Trade AMANA HEATING AND AIR CONDITIO... Trade AMANA Model AMEC960603BNA Cond ASX160311A AHRI ref 7423797 Coil CHPF3743C6B+TXV AHRI ref Efficiency 96.1 AFUE Efficiency 13.0 EER, 16 SEER Heating input 60000 Btuh Sensible cooling 22400 Btuh Heating output 58000 Btuh Latent cooling 5600 Btuh Temperature rise 50 OF Total cooling 28000 Btuh Actual air flow 1058 cfm Actual air flow 1058 cfm Air flow factor 0.036 cfm/Btuh Air flow factor 0.052 cfm/Btuh Static pressure 0.60 in H2O Static pressure 0.60 in H2O Space thermostat Load sensible heat ratio 0.81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. " wrllghto!V 2021-Dec-1814:26:12 - Right-Suite®Universal 2021 21.0.07 RSU12322 Page �� ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W 4062 ' lyr wvrigi tsoft° Right-J® Worksheet Job:Date: 12/1 2021 Bmnt/main system Dana Morley By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Bmnt/main system Brkfst 2 Exposed wall 380.0 ft 29.0 ft 3 Room height 9.3 ft 9.5 ft heat/cool 4 Room dimensions 13.0 x 8.5 ft 5 Room area 3363.0 ft' 110.5 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ftz) Load number (Btuh/f?-°F I (Btuh/ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool 6 12F Osw 6.065 n 4.03 1.05 442 268 1079 261 124 91 365 95 I;-GG 2 glazing,clr low-e 0.320 n 19.84 10.25 132 0 2619 1353 33 0 655 338 glass door,2 glazin 0.320 n _ ,19.84 - 10.25 42 _n,_ 0, 833 431 0 _ 0 _ _ 0 0 -W _ _ Bgwall,lightdrvs _- 0.688 _n_ _ 6.46 __1.01_,___ _ _419 -419,_ 2283- _ 422 11 Vl/ 12F-Osw 0.065 a 4.03 1.05 461 402 1621 422 71 55 221 57 -G_. 2 glazing,.cir low e __. 0.320 a 19.84 33.48 _._-___ 59: -0 -. _ -1161-. 1959 17.. 0 327 .552 W Bo wall,lightdrvs _ __.., 0.088 e__ _..5.46 _-1.01 _437____, _437 2382 440 _ 0, ____ 0- -.. _ _ 0- _.0, VL-G12F-Osw 0.065 s 4.03 1.05 318 231 932 243 0 0 0 0 2 glazing,clr low-e 0.320 s • 19.84, 17.30 66 0 1309 1142 0 0 0 0 11 D0 0.390 s _ 24.18- 10.67 _ ._. 21 21, .__.__ 508 224 0 -0 0 0 W _- _ So wall,light dry s, _ _ 0.088 _s_ ___ 5.46 1.01., _" 419 _ _.419 ._ _.2283 _- 422__ - 0 Vy 12F-Osw 0.065 w 4.63 1.05 461 419 1690 440 81 - 81 325 85 L--G 2 glazing,clr low-e _ 0.320 -w_- 19.84 _. 33.48 _ 42 _ 0 .. - 823 1389 __ 0. 0 0 0 -W,- So wall,lightdrv"s _-__- 0.088 _w_ _ -_ 5.46 _ _ -1.01. 437 _ ._.. 437 2382 _-440 -0, _ _ ._0-_ 0 0 P 121`70sw, 0.065 --__ . 4.03 0.57 .._124.. 124 _ 498 _-70 0 C _-- -1 613-38ad_. _ _ ._. -_ 0.026 _ ._ _ _0.00 -_-- 0.00 _ __0 ---- _ _ --0 -- -0--_-- __0 F 21A-321t- 0.020 ._c.. 1.24 0.00 1682 -__.1682- 2085 0 ._ _ 0 0._ - 0 _._ _.. 0 F 21 A-32t 0.020 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 0 -51 Envelope loss/gain 1 24488 9677 1 1 1893 1077 12 a) Infiltration 4527 527 368 43 b) Room ventilation 6793 1468 679 147 13 Internal gains: Occupants @ 230 2 460 0 0 Appliances/other 3500 0 Subtotal(lines 6 to 13) 35808 15632 2940 1266 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 35808 15632 2940 1266 15 Duct loads 4% 4% 1461 626 7% 5% 207 63 Air requi dal room load(cfm) I I 31059I 111059I I I 3189I 13891 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed. -�► wragi,t��oi>C 2021-Dec-1814:26:12 ^�� .... RightSuite®Universal 2021 21.0.07 RSU12322 Page 1 ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W 4062 -rit wrightsoft- Right-M Worksheet Job:Date: 12/1 2021 Bmnt/main system Dana Morley By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvae-design.com 1 Room name Kitchen Dining 2 Exposed wall 20.0 ft 21.0 ft 3 Room height 9.5 ft heat/cool 9.5 ft heat/cool 4 Room dimensions 13.0 x 20.0 ft 1.0 x 368.4 ft 5 Room area 260.0 ft' 368.4 ft' T Construction U-value Or HTM Area ft' Load Area ft2 Load y number (Btuh/ftl-- F (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/PIS Heat Cool Gross N/P/S Heat Cool 6 V 12F Osw 0.065 n 4.03 1.05 0 0 0 0 200 92 369 96 2 glazing,clr low a 0.320 n 19.84 10.25 0 0 0 0 66 0 1309 677 glass.door,2 glazin .. _._..;.0.320 -,n 19.84 10.25 _.... 0 _ _0 :<__,_.__- 0__. ..__ __0 _.42 _. ..--_0 _ '833 _;- _ ..431 W---_,Bq ---wall,light dry s . - 0.088 __n__ --5.46, ---1.01 _0 ._ - 0 - - -0 - _0. _.. ----0 .. -----0- - - -0 - -0 11 Vh 12F-Osw 0.065 a 4.03 1.05 0 0 0 0 0 0 0 0 I-G 2 glazing,clr lowe 0.320 - e. 19.84 .. _.33.48 0 -. ._ 0 _..-. -_0 -. ._ __,0 -_ _ ...,0 .._-._ _-0 0. 0. X_-____Bq wall,-lightdrvs_ -- --- -0.088 .-.e_. - - 5.46. ___1.01 --- -------0 -- _--_0 _.---0-- -_-_ 0_.. _ -__.0 -_ _0- _. 0 - -- -_0 YL12F-Osw 0.065 s 4.03 1.05 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.320 s 19.84 17.30 0 0 0 0 0 0 0 0 _. . 11D0_ . . 0.390 s- 24.18. .10.67 _O 0 - 0 0 .r. 0 W _ Bq wall,light dry s--, _ _ -__0.088 _-s.-__. __5.46,__.. 1.01. _,_---_ 0 .-----._ 0----___ -___0 _-._.._ _0_ ..._. .0 -.._-- --0 _._._ 0 0_ Val 12F-Osw 0.065 w 4.03 1.05 190 180 725 189 0 0 0 0 -2 glazing,.clr low e_ -_-_,_,-0.320 w'-. __19.84 __:_33.48 .10 .... ..-.. 0 . ._198- ,...'._335 _ ,0 0 : 0 ..:_ 0. W-_ -Bq wall,,light drv.s-. - _0.088_..!N. _ 5.46. -__._-1.01- ---0._ 0-- 0 _ .._ .0 _ P..- ... ._12FcOsw _ 0.065 4.03 0.57 ._ 0 .. . _ 0 _0 0 . .. _.0.. C 1613-38ad_ - -_0.026 0.00. -_.- 0.00, O .- -0- - - _O - - 0 - --- -O 0 --- 0 - - --0. F,, 21 A-32t_ ._ __. .0.020 ._.- . 1.24 _. . 0.00 0 0 .0 0 F- - 21A-32t- - _._0.020 - 0.00 0.00. -...0 -_._.. -0 - - 0--- - 0 - _-0 -- _0 0 0 61 c)AED excursion 1 92 -60 Envelope loss/gain 924 616 1 1 2511 1144 12 a) Infiltration 254 30 266 31 b) Room ventilation 679 147 1359 294 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1200 0 Subtotal(lines 6 to 13) 1857 1992 4136 1468 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1857 1992 4136 1468 15 Duct loads 7% 5% 131 99 7% 5% 291 73 room load I I 1956I 23I I I 4I 15411 ) 16 126 100 Calculations aaoroved by ACCA to meet all requirements of Manual J 8th Ed. -f}i- Wrigf� o�t' 2021-Dec-1814:26:12 -- -�* Right-Suite@)Universal2021 21.0.07 RSU12322 Paget esktop0esign fileslVesta-3165 Bay Shore Rd.rup Cale=MJ8 Front Door faces: W i `P'uwlrightsoft, Right-J® Worksheet Job: 4062 Date: 12/1 2021 Bmnt/main system Dana Morley By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Foyer Pant/laun 2 Exposed wall 21.0 ft 5.5 ft 3 Room height 9.5 ft heat/cool 9.5 ft heaticool 4 Room dimensions 1.0 x 316.0 ft 7.5 x 5.5 ft 5 Room area 316.0 ft' 41.3 ft2 T Construction y U-value Or HTM Area ft' Load Area ft' Load number (Btuh/ft'-°F I (Btuh/ftz) I or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh)' Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V�I 12F Osw 0.065 n 4.03 1.05 0 0 0 0 0 0 0 0 L-CG 2 glazing,clr low-e 0.320 n 19.84 10.25 0 0 0 0 0 - 0 0 0 __-,glass,door,2glazin .__.0.3210 n -_, 19.84 _,-,10.25._____._ .0 0 ...._..... -0 -._ 0_ ..___ 0 .-_ 0: 0 0 _W,. Bq wall.lirihtdrv.s---_-- __-- 0.088__.n.- __ _5.46 _ 1.01 _ -_O -, _- 0_ -- --- 0---- --.0_-- -_-0 --- -0 _ .. 0 -- --__O 11 V+l 12F-Osw 0.065 a 4.03 1.05 0 0 0 0 0 0 0 0 L-. .0 :2 glazing,.clr.low-e - ._. _. 0.320,_;e,- .-.19.84 .. ._33.48 __ _.__,-0 -0.. _. 0 --"0 _:.0 ._. -0 _ ._.. 0 0 _W -- Bo.wall.Iiahtdrvs- 0.088 .e _ 5.46- --1.01. --0 -0---- -- - -.0 --- 0 _-0 -0 0 - - '0 . V-L12F Osw 0.065 s 4.03 1.05 200 149 598. 156 0 0 0 0 2 glazing,clr low-e 0.320 s 19.84 17.30 30 0 595 519 . 0 0 0 ' 0 11D0 _ ..._ r -_.0.390 _s-., _ -24.18 ,_10.67 21 21 .- 508 - -224 0 0- -0 W-- -Ba wall,_liaht drv-s-- - 0.088 .s_ - 5.46, _-1.0-1 ,. 0 _.0 .. .._.. 0 __.. ._._O - .. 0 -- 0 0 ---- 0 12F-Osw 0.065 w 4.03 1.05 0 0 0 0 52 52 211 55 2 glazing;clr.low-e._.._..._'__0.320._w._ __.19.84 33.48 ._ - - .- _0 0_ . ._ _..0 _. ._.- --D 0--- 0- 0 _ .._0 W-- _...Ba.wall,light drys.-- - -.--,0.088 --w- ---5.46 -1.01-- -...--0 - 0 - -0-- _. - 0 --_ _-0- - -0 _ .0 - 0 P. :,..;. -12F-0sw:. _ 0.065 --4.03, 0.57 .__ .._.-_0 0 ._._.. 0 0 0 _._ . 0 _ 0 -.;.- 0 _C--- ._ 16B-38ad ...- -- .0.026 -- --0.00 0.00 _.. - - 0 --0--- - -0-- -----0 - 0 - --0 --- 0.--.__ 0. F....... 21A-32t 0.020 ....-. -__:_1.24; .-.._ .0.06 _ ._ 0 .. .____0 0- 0.,.-. 0_,.._._. . 0 _._ -0 0 F 21A-32t 0.020 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 1 83 -22 Envelope loss/gain 1 1701 982 1 1 211 33 12 a) Infiltration 266 31 70 8 b) Room ventilation 679 147 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 500 Subtotal(lines 6 to 13) 2647 1160 280 541 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2647 1160 280 541 15 Duct loads 7% 5% 186 58 7% 5% 20 27 otauoml load I I 28a;I 129I I I 300 09 I 58Air eqdn) I 7 3 Calculations aooroved by ACCA to meet all reauirements of Manual J 8th Ed. 2021-Dec-18 14:26:12 Right-Suite®Universal 2021 21.0.07 RSU12322 Page 3 esktop\Design files\Vesta-3165 Bay Shore Rd.rup Cale=MJ8 Front Door faces: W - r wrightsoft° Right-M Worksheet Job: 12/1 2021 Bmnt/main system Date: Dana Morley By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:8017300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Bath 1 gar hail 2 Exposed wall 13.5 ft 6.5 ft 3 Room height 9.5 ft heat1cool 9.5 ft heattcool 4 Room dimensions 7.5 x 6.0 ft 5.5 x 11.5 ft 5 Room area 45.0 fF 63.3 ft' Ty Construction U-value Or HTM Area (ft2) Load Area (ft') Load number (Btuh/ft�-°F I (Btuh/ft') or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12F-0s-w 0.065 n. 4.03 1.05 0 0 0 0, 0 0 0 b 2 glazing,clr low-e 0.320 n 19.84 10.25 0 0 0 0 0 0 0 0 91ass.door,.2 glazin. ._-_ 0.320. n- 19.84 ,- 10.25, _-- 0. _ :'__.0. 0 0 ..- 0. 0 _-. - 0 0 W. __- Bgwall.liahtdrvs._ _-.- ---._--0.088 _-n-- - 5.46 . -1.05- 0 0 0 0 10 10 38 10 �. -C 2 glazing,clrlow-e, _... ,_ _ .-0.320, a __19.84 33.48. ._.-. _-0 .- 0.,._ . . -0 - -.0 ...._ 0 0 - ..... -0 Bgwall..liahtdrvs____.--.-- _-- 0.088 e- 5.46 1.01 - -- 0 . 0 - .__._�O -_--_-- 0 __ _ _0 --- -_---0. _. 0 --_. 0, 12F-Osw 0.065 s 4.03 1.05 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.320 s 19.84 17.30 0 0 0 0 0 0 0 0 13 11DO -- -. -_0.390_.,.s 24.18 _ _19.67 0 _ _.. _ .0 _-. _ . - 0 _- ..: 0 0. ---. _. .0 _ 0 _;: -.0 W--- -_ Bq wall,light dry s_-__--__ -- 0.088 -s-- .__.-.5.46,.. . .._1.01 _. _0 0 ._--.__ 0 __-.__---__0_- Vtl 12F-Osw 0.065 w 4.03 1.05 57 42 169 44 0 0 0 0 L-G 2glazing,clrlow-e 0.320 .w,- 19.84__=._33.48 _ ._ 15 0 . 298 502 _ 0 0 ... 0 0. -W_._--. Bg wall,lioht dry s__-_- ----_- 0.088 _w . _ 5.46 _ 1.01 ---- 0 -- _-. 0 -- ____0 ------ -0 --- ___0 P- , .12F-Osw - _.._ . . 0,065 __ _ 4.03- 0.67 _71 71 287. 41. . -. _52 '_52 211 _30 C.. .-_ 1613-38ad 0.026 ._ 0.00 ---,0.00- -- - -0 ---O -0 0 0 -. 0- 0 F _ 21A732t 0.020 _ - . __ 1.24 ._ 0.00 0. - 0 . 0 __. .._ 0 - - _6 0 F 21 A-32t 0.020 0.00 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion 226 2 Envelope loss/gain 754 813 249 38 12 a) Infiltration 76 9 13 1 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 830 822 262 40 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 830 822 262 40 15 Duct loads 7% 5% 58 41 7% 5% 18 2 Air al room requiredload(c m) I I I 8891 25 863 56I I 288 43 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. .� wrlgt�toYt" 2021-Dec-1814:26:12 RightSuite&Universal 202121.0.07 RSU12322 Page esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W fl - 4062 17 wrightsoft, Right-M Worksheet Job:Date: 1211 21 Bmnt/main system Dana 20 By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Bed 1 Bath 2 2 Exposed wall 30.5 ft 9.0 ft 3 Room height 9.5 ft heat/cool 9.5 ft heat/cool 4 Room dimensions 1.0 x 232.6 ft 9.0 x 9.0 ft 5 Room area 232.5 ftz 81.0 ft' Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft'-°F) (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V►r 12F-Osw 0.665 n 4.03 1.05 0 0 0 0 0 0 0 0 I;_GG, 2 glazing,cir low-e 0.320 n 19.84 10.25 0 0 0 0 0 0 0 0 glass.door,2 glazin 0.320 n_ 19.84 10.251 0 0 0 _ 0 0_ .- _.0 0 0 _ _. - _-_ W ___ Bq_walLJight dry s_ _ - - 0.088 _ n_ ..1_ 5.46 _ .01 ___-,_-.,_0 . -. _ , ,0 0 0 0 0 0_ - _ - - 0 11 V�/ 12F-Osw 0.065 a 4.03 1.05 162 148 596. 155 86 80 326 83 2 glazing,clr low-e .0.320 .e 19.84 - 33.48 14 0 - 268 __ .__ 452.. . 6 0 . _ -119 .. _ _201 W..._ Bg wall,light dry s- 0.088__e----- 5.46 _--1.01 _0 .. __.._ 0 -- _ _.. 0 -0 - __.0 -. _.. _0 --,- 0 V)1 12F-Osw 0.065 s : 4.03 1.05 119 83 333 87 0 0 0 0 li-Gp 2 glazing,clr low-e 0.320 's 19.84 17.30 36 0 714 623 0 0 0 0 11DO 0.390 s- 24.18 _.._.10.67 __. 0 .0 , -0 ._ -. 0 --,_ 0 _0. .0 0 _Bg wall,light drv.s- .-------_0.088 -.-s --5.46.---------1.01 - -----_0 _- _0 -----------0 --------0__--_ --.-0 -_ __ -0 _ -..-- -- 0 -. .,_._0 12F-Osw. 0.065 w 4.03 1.05 10 10 38 10 0 0 0 0 G -2 glazing,clr low-e-_._ _ ., 0.320 ..w_ - 19.84. 33.48 -0 _ - 0 _, . -0 0 0 0 0-._ 0 0 W__. Bgwall.lightdrvs-- - --- .-0.088 _w_-- -_-5.46 _ _1.01 - 0-- _- - 00-- _0 0- 0 -- 0 -0 P......._ 121`-0sw_ .. _,. _..,,_. 0.065 _-. 4.03 ___0.57 __._0 _.0 - 0 0 -.0 0- 0 .0 C--_ --_ 1613-38ad _- _-• ._ 0.026 .. 0.00 - --_0.00 0 0 0 ------0 ---- _ 0 0 0.020 1.24 0.00 F 21A-32t_ - - 0 -- - 0 _ .. . .. . ._-.- _ .. _ . _ _ 0 _ .0 ..-. _. 0.. - - 0 -0-- .. _. 0 0 .. .0. F 21A-32t 0.020 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 1 -381 1 122 Envelope loss/gain 1 1950 1289 1 1 439 306 12 a) Infiltration 387 45 114 13 b) Room ventilation 1359 294 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 3696 1857 554 319 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3696 1857 554 319 15 Duct loads 7% 5% 260 92 7% 5% 39 16 uoml(m I I I 39561 1I I I 59 3351 Total rreqd ) 112 127 7 22 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. �}t- wr�gt'sotr 2021-Dec-1814:26:12 Right-Suite@ Universal 2021 21.0.07 RSU1 2322 Pages ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Cato=MJ8 Front Door faces: W Job: 4062 - bvrightsoft, Right-M Worksheet Date: 12 1712021 Bmnt/main system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Living Unfin bmnt 2 Exposed wall 34.0 It 190.0 ft 3 Room height 9.5 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 1.0 x 163.6 it 1.0 x 1681.5 ft 5 Room area 163.6 ftz 1681.5 ft2 Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft'-. F I (Btuh/ft') I or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat I Cool Gross I N/P/S Heat Cool -,__ -- - ___--- -_- -0 __ ..____._ ,._ 6 12F Osw 0.065 n 4A3 1.05 119 86 346 90 0 0 0 0 2 glazing,clr low a 0.320 n 19.84 10.25 33 0 655 338 0 0 0 0 glass'door,2,glazin __.0.320 . -n.. .._.19.84. .. 10.25 _ 0 .0_._ . ___ 0 0 - 0 0 0 6. _W.-__. Bp wall,light dry s _ -. -__ 0.088 _n-_ _ _ 5.46 1.01_- 0_-- . .,_ 0 _ --0 _ -0 -419 _ _ 419 2283 _., 422 11 Vy 12F-Osw ' 0.065 a 4.03 1.05 133 111 445 116 '0 0 0 0 2 glazing,.clr.low a _..0.320 .e- -_. .19.84 33.48 _ .23 .____. .0 _. _. 446 .753 _ -0 ._ ._. _O .. 0 0 -W-- Bo wall,-light dry s __ _ ,. 0.088. e_ --5.46, ._._-1.01 __-___0 . -_ ---0-__- _0. _ 0 _ 437.- 437.-_-_ 2382 440 VI!-p12F-Osw 0.065 s 4.03 1.05 0 0 0 0 0 0 0 0 IL0 2 glazing;clr low-e 0.320 s 19.84 17.30 0 0 0 0 0 0 0 0 11DO . .. 0.390 s 24.18 ..._ 10.67 __.-- _-.0_. . O. 0 --- _-. 0 . 0___ 0 0 . .. 0 W--_--_Bq wall,light dry s_- .-- _ „-_-.0.088 _._s,-----_5.46, __1..01 0_ __ -,0 .. --0----- --0--- -419 ___419._._ __2283. _ _422 12F-Osw 0.065 w 4.03 1.05 71 55 221 57 0 0 0 0 -2 glazing,clr.low-e-,-_ _0.320 _.w 19.84 - ,-33.48. _ _17„__ _0--- 327 .. ...__552 .-_. .. .__O _ _-..0__ .._ . _0 0 W Bq wall,-light dry s- __- _ 0.088.__w - _ 5.46 -1.01- ,__0 _-0 -____0 _ _0 . --437 - 437 _.._ 2382 ,- ,-_ 440 P^ 12F_Osw. _0.065 4.03 0.57 0 .0 _..-----0 _0 - .0_- 0 0 .; 0 C--- -._. 16B_38ad__ .__-._. _-_0.026 0.00- .----_0.0.0. _.- --- _0-_- _.__--0_----------0__ _0- _--- 0-- _ 0 .____._0 _ .._ -0 F. 21A,32t - - 0.020 -1.24 0.00_...-_ -. 0 ._ 0 0 -0_, ._,1682 - _.-.1682_ 2086 ._ --_ ,_.0 F -- 21 A 32t - 0.020 -- - _0.00 _..-. 0.00 -- 0 - -- 0 0 -- --- 0 0 61 c)AED excursion 1 1 -126 -124 Envelope loss/gain 1 2440 1781 1 1 11415 1599 12 a) Infiltration 431 50 2282 266 b) Room ventilation 679 147 1359 294 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 900 900 Subtotal(lines 6 to 13) 3550 3108 15056 3058 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3550 3108 15056 3058 15 Duct loads 7% 5% 250 155 -0% 0% 0 0 Air requi dal room load(cfm) I I I 3108 I 32132631 I I 15428I 30981 9 Calculations aDoroved by ACCA to meet all requirements of Manual J 8th Ed. -pp- wrfgt�t aftY 2021-Dec-11814:26:12 Right-Suite®Universal2021 21.0.07 RSU12322 Page ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W q - wrightsoft° Right-J® Worksheet Job: 4062 Upper system Date: 12/17/2021 Perfect Home Hvac Design By: Dana Morley 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Upper system Bed 2 2 Exposed wall 190.0 ft 29.0 ft 3 Room height 8.5 ft 8.5 ft heat/cool 4 Room dimensions 1.0 x 212.3 ft 5 Room area 1681.5 ft' 212.3 ftz T Construction U-value Or HTM Area ft' Load Area ft� Load y ( ) ( ) number (Btuh/f?-°F (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh), Heat Cool Gross N/PIS Heat Cool Gross N/P/S Heat Cool 6 12F-Osw 0,065 n 4.03 - 1.05 395 257 1037 270 0 0 0 0 :�22 glazing,clr low-e 0.320 n 19.84 10.25 138 0 2738 1415 0 0 0 0 . .. 'glass,door,2.glazin.. _ 0,320 n'. _. 0.00. ._: 0.00 0_ .,...0 -0 O - 0 0.. ... . .. .0 0. W--,... .Bq wall.light dry s- -_ --0.088 ..-n--- _0.00 - --0.00 -0.._......_ -0. 0 0 - -0 0- 0 - 0_ 11 Vl/ 12F-Osw 0.065 a 4.03 1.05 412 379 1528 398 9 9 34 9 2.glazing,clr.low-e - _. _ ..0.320..e. ... 19.84 ._- 33.48 .33_ 0 _655 .. _ .1.105 _ 0 . ' 0 Bgwall.lichtdrv-s- -- - --,---0.088 _e. ____0.00 .. - -0 . .------.___0-_--.-----0 ..------ 0 _0 _-0--._.._.. ._0._. _.---0 s 4.03 1.0$ 395 301 1214 316 1 12F-Osw 0.065 _ 11 81 324 ' ' 85 2 glazing,clrlow-e 0.320 s 19.84 17.30 94 0 1865 1626 30 0 595 519 �D 11 D0 .._. _-- _-0.390 s. . ._ 0.00 - 0.00 0 0 •__ 0 _-__ 0 0 0 _ _.-_0 0 !V�y1____ Sawall.lightdrvs---•- 0.088 --s_---...__0.00,_____0.00 _ -00 _0 0 _0 0-------_.0 ._.__ ._-._-0 12, 28 �G 2 gla�ng,-clr owe 0.320 _.w 19.84 .._33.48_. ,- :433 370.- __.1655 .1105 ____ .114 -:t 10 268 452 452 VV. -- .Bq wail,.liqht dry s---•- ._._----0.088__w_-- 0.00 ------O.00- 0__ _ - 0 0 _.0 __.0 ,P. : 12F-0sw.. 0.065 _- _. _ 0.00.--_. .0.00 ..0 ----o _0'__.. ..._. 0 _ .0 -0 C_ 1613-38ad-_ _ _.. . ' _ - -_0.026 _-_-- -____1.61 _1.32 .-_. _1682_ _1682 _ 2711-_ __2223 _- 212 _ 212 _342 _ .281 F 21 A-32t _.___ 0.020 - :-._ 0.06._- 0.00 - __ 0 0_.._: - -0 .-. 0 . _.. _0 0 -0- _ 0.,...;_ _0 F 21 A-32t 0.020 0.00 0.00 O 0 0 0 0 0 0 0 61 c)AED excursion 1 01 1 1 1 1 Envelope loss/gain 1 13930 8856 1 1 2023 1466 12 a) Infiltration 2156 251 329 38 b) Room ventilation 4766 1028 679 147 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/other 1400 0 Subtotal(lines 6 to 13) 20841 12915 3032 1881 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 20841 12915 3032 1881 15 Duct loads 42% 57% 8740 7325 42% 57% 1271 1067 Total room load I I I 29582I 202401 I I 43031 2947 Air required(cfm) 1058 10581 1541 154 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ,� -P i- wrYghtso>f 2021-Dec-1814:26:12 RightSuite®Universal 2021 21.0.07 RSU12322 Page 7 esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W - wrightsoft, Right-M Worksheet Date:Job: 42/1 2021 Upper system Dana Morley By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Bath 3 Bath 4 2 Exposed wall 5.5 ft 5.5 ft 3 Room height 8.5 ft heat/cool 8.5 ft heat/cool 4 Room dimensions 1.0 x 54.3 ft 9.0 x 5.5 ft 5 Room area 54.3 ft2 49.5 ft' Ty Construction U-value Or HTM Area (ft') Load Area (fV) Load number (Btuh/ft'-°F (Btuh/ft') or perimeter (ft) (Btuh) I or perimeter (ft) I (Btuh) Heat I Cool i Gross I N/P/S j Heat I Cool j Gross N/P/S I Heat I Cool 6 Vll 12F-0sw 0.065 n 4.63 1.05 0 0 0 0 0 0 0 0 I; CCI 2 glazing,clr low-e 0.320 n 19.84 10.25 0 0 0 0 0 0 0 0 glass door,2 glazin -, ,. 0.320 n _-_0.00 ... 0.00 ., -_ .0 _ 0 0 0 _ 0 0 0 0 W Bq wall,light dry s 0.088 n 0.00 _ 0.00 --0 - _.- 0 -0 0 0 0 0 _._ 0 11 12F-0sw 0.065 a 4.03 1.05 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.320 a 19.84 33.48 0 0 0 0 0 _ 0 0 0 W- Bq wall,-light dry s 0.088 _ e 0.00 0.00 _ .0 _ _ - -0 _ 0- 0 . -0-__ _0 0 `_ 0 12F-0sw 0.065 s 4.03 1.05 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.320 s 19.84 17.30 0 0 0 0 0 0 0 0 11 D0 0.390 -s _ 0.00 0.00 _ _0 0 0 _ 0 _ 0 .0 0 0 W _ Bg wall.light dry s _ 0.088 s 0.00 0.00 -_ .. 0 0 0 0 0 0_ _ _ _ 0 0 VI! 12F-0sw 0.065 w 4.03 1.05 47 44 176 46 47 44 176 46 . G 2 glazing,clrlow-e 0.320 w _,,._19.84 --.. 33.48 .-_ 3 0 - 60 -. 100 3 .0 60 100 W__ -_ Bg wall.lightdrvs _ 0.088 w. 0.00 _ 0.00 _, _ -_.0 0 _ 0 0 0 _._ _- -_ 0_ _ 0 ._- 0 -P 12F-0sw 0.065 0.00. 0.00 0 0 0 0 -0 0 0 .. 0 C-- 1613-38ad 0.026 _ - 1.61- 1.32_.. 54 _ .- _ 54 __87 __- 72 - .,_. 50 50 _ 80 , -.65 F 21 A-32t. _ 0.020 _ 6.00 . 0.00 0__ _.. 0 0 0 0 0, - 0 .. 0. F 21 A-32t 0.020 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 411 1 1 1 42 Envelope loss/gain 1 323 259 1 1 316 253 12 a) Infiltration 62 7 62 7 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 386 267 378 261 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 386 267 378 261 15 Duct loads 42% 57% 162 151 42% 57% 159 148 Aotaequ� load (cfm) I I 520 471 422I I I 537 19I 408 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -FW 2021-Dec-1814:26:12 .-- - w RightSuite®Universal 2021 21.0.07 RSU12322 Page 8 ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W r �nrrlghtsoft` Right-J® Worksheet Job: 4062 Upper system Date: 12/17/2021 Perfect Home Hvac Design By: Dana Morley 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Bonus Bed 4 2 Exposed wall 21.0 ft 34.0 ft 3 Room height 8.5 ft heat/cool 8.5 ft heat/cool 4 Room dimensions 21.0 x 15.6 ft 1.0 x 194.3 ft 5 Room area 325.5 fV 194.3 ft' Ty Construction U-value Or I HTM s I Area (ft') I Load I Area (ftz) I Load number (Btuh/ft-°F (Btuh/ft) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Val 12F-Osw 0.065 n 4.03 1.05 179 113 453 118 106 70 283 74 l-CG 2 glazing,clr low-e 0.320 n 19.84 10.25 66 0 1309 677 36 0 714 369 glass door,2 glazin -„__ 0.320 n 0.00 _ . 0.00 0 0 _ 0 0 0 0 0 0 W Bq wall,liqht dry s 0.088 n 0.00 0.00 0 . -_ 0 ___-_0 _ - _ 0 0_ -0 _ 0 0 11 Vil 12F-Osw 0.065 a 4.03 1.05 0 0 0 0 119 106 425 111 I� 2 glazing,cir low-e_ - 0.320 a 19.84 33.48 0 0 _0 0 14 0 268 452 W Bq wall,liqhtdrvs___ 0.088, e_ -_ -0.00 - 0.00__ _ 0 - ._ 0 -0 0 _0 0 _._ _- 0 0 12F-Osw 0.065 s 4.03 1.05 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.320 s 19.84 17.30 0 0 0 0 0 0 0 0 11DO -. .-- . ._ 0.390 ..s 0.00 0.00 0 0 0 0 . - 0 0 - 0 0 W._. ._. Bq wall,light dry s------ -- 0.088 s O.OQ --__0.00_ _._ A- _ ___.0 _._-------0 -_--- 0. . 0 0- --- _. 0 0 VN 12F-Osw 0.065 w 4.03 1.05 0 0 0 0 64 64 257 67 2 glazing,clr low-e - - 0.320 w 19.84 33.48 _ _ .0 0 _0 - 0 0 0 .. - 0 0 W- Bq wall,-light dry s_- _ 0.088 w- - 0.00 _ 0.00 -___ 0 0 0 P_ 12F-Osw 0.065 0.00 . ...0.00 0. 0 _ -. .0 0 0 0 0 0 - C_ 16B-38ad_, --_ _ ___ 0.026 - 1.61_ _1.32 326 _ _ -326 _- _ 525 -_ - 430 194 - _ 194_. -313 .257 F 21A-32t_ .. 0.020 - . . 0.00 . 0.00 0 . _ 0 _ _.. -0 - 0 0 0- - 0 0 F 21A-32t 0.020 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 -1021 1 1 167 Envelope loss/gain 1 2288 1123 1 1 2260 1262 12 a) Infiltration 238 28 386 45 b) Room ventilation 1359 294 679 147 13 Internal gains: Occupants @ 230 1 230 1 230 Appliances/other 900 0 Subtotal(lines 6 to 13) 3884 2574 3325 1684 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 29 23 0 0 14 Subtotal 3914 2597 3325 1684 15 Duct loads 42% 57% 1641 1473 42% 57% 1395 955 Total room load I 55551 40701 I I 47201 26391 Air required(cfm) 199 213 169 138 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -94- wwigttvgamot°s 2021-Dec-1814:26:12 - Right-Suite®Universal 2021 21.0.07 RSU12322 Page esktoplDesign files%Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W wrightsoft Right-J® Worksheet Job: 4062 Upper system Date: 12/17/2021 Perfect Home Hvac Design By: Dana Morley 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvacdesign.com 1 Room name Bed 3 Strs/OTB 2 Exposed wall 34.6 ft 5.0 ft 3 Room height 8.5 ft heat/cool 8.5 ft heaticool 4 Room dimensions 1.0 x 204.0 ft 1.0 x 101.0 ft 5 Room area 204.0 ft' 101.0 ft2 Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft'-°F I (Btuh/ft') I or perimeter (ft) I (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool - - - - - -_ - -- -- - - -- - - '0 - 0 6 12F Osw 0.065 -- n 4.03- 1.05 111 75 300 78 0 0 G `2 glazing clr low a 0.320 n 19.84 10.25 36 0 714 369 0 0 0 0 glass door,2 glazin _. 0.320 _ n. - .- 0.00 0.00 0 Q 0 _ . 0._ 0 0 _, _ 0 W.___-. Ba pall,1iahtdrvs_ 0.088 .- n-- 0.00-,- 0.00 _ __0 ._ 0 - -- -0 0 _0------_-_-0.._ 0 - 0 11 VII 12F-Osw 0.065 a 4.03 1.05 64 64 257 67 0 0 0 0 2 glazing,clr low a 0.320 a 19.84 --,33.48 0.. 0 _ ___ 0:_. _ _ 0 0 0 __ 0 0 W .--- Bnwall.-light drys.-__- -. _ 0.088 _e- 0.00 - ._ 0.001 _0 _ 0 _.,-___--0 0 -- _ _0 ___-- 0- ._. - 0 0 12F Osw - 0.065 s 4.03 1.05 0 0 0 0 43 43 171 45 ,_'L 2 glazing,clr low-e 0.320 s 19.84 17.30 0 0 0 0 0 0 0 0 11DQ 0.390 a 0.00. . .-_ 0.00 - _._ _ O -. --. ---0 0_.-_., 0 m. . _ - 0 ._ - .._.,0 -- _.-.0 0 W ---- -Bq wall,light drv-s - 0.088 -s ---0.00 _ _0.00 .-- 0 ---- -0 __0 -- -0 --- ._.0 - ---0 ---0 '0 VII 12F-Osw 0.065 w 4.03 1.05 119 106 425 ill 0 0 0 0 L--G 2 glazing,clr low,e - _.. -.0.320 .w ._ 19.84- 33.48_.-. 14 0 .. 268 _ ._ 452, 0 -- 0- _. _0 0 W ._.-. Bq wall.-light dry s __. 0.088 w._-- 0.00 '.____0.00 ----_.___._0 _---- __-0 . --_--.__0- -- - _0 0 -- 0 _ -0 . . P 12F-Osw-, _ . _ ._.0.065 0.00. 0.00 0 0, -- ._O --- 0 - _-0 0 - -._ 0 0 16B-38ad -- 0.026 _--__1.61 _ _-1.32 -_ _204 - 204 - 329 - _. _270 101 ,_ -_ 101 ___ 163 _ 134 F_ - 21 A-32t.- _ ... ._. _ - 0.020 _ 0.00_ _ _0.00 . _. _. _ 0 _ 0__ ___0 _ "_0 .__ 0 0 - 0 0 F 21A-32t 0.020 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 66 -7 Envelope loss/gain 2293 1413 1 1 334 171 12 j a) Infiltration 391 46 57 7 b) Room ventilation 679 147 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 3364 1836 391 178 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 10 8 14 Subtotal 3364 1836 401 186 15 Duct loads 42% 57% 1411 1041 42% 57% 168 105 Air al roomrequi dl(c m) I I oad 4775 171 I 21500 I I 569 20I 1 215I Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. - we igf,tl�oic� 2021-Dec-18 14:26:12 Right-Suite®Universal 2021 21.0.07 RSU12322 Page 10 ...esktop\Design fileslVesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W Job 4062 IF wrightsoft' Right-M Worksheet Date: 12/1 Upper system Date: Dana 20 Morley By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvae-design.com 1 Room name Bed 6 walk-thru 2 Exposed wall 10.0 ft 0 ft 3 Room height 8.5 ft heat/cool 8.5 ft heat/cool 4 Room dimensions 10.0 x 12.5 ft 1.0 x 71.0 ft 5 Room area 126.0 ft' 71.0 ft' T Construction U-value Or HTM Area ft' Load Area ft' Load y number (Btuh/ft2-°F I (Btuh/ft2) I or perimeter (ft) I (Btuh) or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12F Osw 0.065 n 4.03 1.05 0 0 0 0 0 0 0 0 2'glazmg,clr low a 0.320 n 19.84 10.25, 0 0 0 0 0 0 0 0 ,glass door,2 glazin , '0.3120 n_. ,_--- 0.00 _-0.00 _.. _. . 9 _...: 0 _. _- 0. 0 _ 0 0 _0 _ : _0 W_-.__---Bawall..lightdrv_s . ._ - -- ...0.088 ._n- -- - 0.00...__0.00- 0 _._.0 -- 0 0 -__0 . _ _0 _---0- ,_ -- 0- 11 V)/ 12F-Osw 0.065 a 4.03 1.05 0 0 0 0 0 0 0 0 _ 2`glazing;clr low re_. 0.320 e__ .._;19.84 ..33A8 '_0 __.0 _.._. _ 0.. 0. _.0 0 -_ 0 0 W_-----,Bg-wall.light dry s_- _ -- ----._0.088 -e --_._0.00 --__0.00 O - _0 --- _% ----- - 0 - 0 -- --- -0--------Q----- ---0 - 12F-Osw 0.065 •s 4.03 1.05 85 55 222 58 0 0 0 0 0.320 30 0 595 519 0 0 0 0 _ 1 DO glazing,clr low-e 0.390 ,s 1 ._ 1. 0.000 00. _ _0.,- ,_ '__0. _- _0 0 _ _0 . , 0 0 °-.._ 0 ____0.00 ---,----0.00 --._-. ._0._ _1______0--------0 - 0-_ - 0 -----_--0 -------- 0- 12F-Osw 0.065 w 4.03 1.05, 0 0 .0 0 0 0 0 0 .2 glazing,dr low-e _ 0.320. .w_ __.19.84, 33.48.._ __ 0 _ _. __. 0 __-_. _ 0_ 0"_. 0 0 -_ 0 .-; __ _0 W _.-._ Bg wall,light drvs.. - --0.088__w- 0.00 _.-0.00 - 0 .- ---0 - - ---0 -0 -- - -0 0 P- :_. .12F-0sw. 0.065 :-, - _- _0.00 0.00 ....'0 0 _ - 0- _ _0 e :,_. 0 0 ....-_ 0 ...__ 0- C__.-_ 16B-38ad . . - 0.026.._.r____-1.61 - ..__._1.32_..__-- 125 __-- 125_-- 201 ___165_ _ 71 _ ._ 71 -------114 _ __94 _ -_ F._.... 21A-32t.._ _. __ ._ 0.020 _. -0.00, .-_ 0.00, 0 0-_ 0- _...._ 0...,.. 0 ,. _. 0 __ 0 0 -32t.- - -- _-.0.020 .. --0.00 0.00 ---0 -.Q . - - Q. -- u_0 - --- .0 -0----- ---0 0 61 c)AED excursion 1 821 1 14 Envelope loss/gain 1018 824 1 1 114 90 12 a) Infiltration 113 13 0 0 b) Room ventilation 679 147 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 1811 1214 1141 90 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 29 23 -114 -90 14 Subtotal 1840 1237 0 0 15 Duct loads 42% 57% 772 702 42% 57% 0 0 Total room load 2612 1939 0 0 Air required(cfm) I I I 93I 101 I I I 0I 0I Calculations approved by ACCA to meet all reouirements of Manual J 8th Ed. �+ _ we fgtaffioft' 2021-Dec-18 14:26:12 Rig ht-Suite®Universal 2021 21.0.07 RSU12322 Page 11 ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W - - wrightsoft` Right-M Worksheet Job: 4062 Upper system Date: 12/17/2021 Perfect Home Hvac Design By: Dana Morley 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Laun Bed 5 2 Exposed wall 6.0 ft 29.0 ft 3 Room height 8.5 ft hea/cool 8.5 ft heat/cool 4 Room dimensions 6.0 x 6.5 ft 1.0 x 197.3 ft 5 Room area 39.0 ft' 197.3 ft2 Ty Construction U-value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft2_.F (Btuh/ftz) I or perimeter (ft) I (Btuh) I or perimeter (ft) I (Btuh) Heat Cool Gross N/P/S Heat Cool Gross I N/P/S Heat Cool 6 VI! 2 glazing, 0.320 n 4.84 0.25 0 , 0 0 0 0 0 0 0 I cCl 2 glazing,clr low a 0.320 n 19.84 10.25 0 0 0 b 0 0 0 0 _ glass door,2glazin- .. _ -. -.._0.320 -_n_ 0.00 ., 0:00 0. _...' . -0 0 0 0 0 _ 0 _;:_.. 0 VV____- Ba wall,light dry s.-___- - _ _0.088 --n._. . 6.00 -- 0.00 - -.---_.._-0._ -__0.___- ._ 0 0 _- --_0-- -- --- 0 ,- 0 - -- 11 VI/ 12F-Osw 0.065 a 4.03 1.05 _0 0 0 0 0 132 118 477 124 L-G 2.glazing,_clr.low-e _._ 0.320 .._e 19.84 33.48 0. . _ ._ .0._ 0 0 - _ ... 14 .0 268 ...,- 452 Bpwall,light drys,.._-- -- 0.088 _-e -_.--0.00 --0.00- _-__0---•_ -0 _0 _ _ 0- _ _ -0. __-- ----0.-- ---__-- 0 .0 12F-Osw 0.065 s 4.03 1.05 51 47 189 49 106 76 307 80 �p0 2 glazing;cir low-e 0.320 s 19.84 17.30 4 0 79 69 30 0 595 519 11DO -.. _ .._._ 0.390 s _.0.00_ ..0.00 .___. _0._ __ 0 0 _ 0 ._, -.. 0 .. _._0 .___ . 0 0 -W ----Ba wall.lightdrvs----- -- 0.088,-s- - 0.00 ,---0.00. __._.._.. 0 _,.. _----0 - -- 0 ..-.-- _0__, - -0 --- _0 0 - - - _O _...- 0 V+/ 12F-0sw 0.065 w 4.03' 1.05 0 0 0 0 9 9 34 9 �.. _G 2.glazing,clr.low-e __. 0.320 w- - __19.84 . .33.48, .. 0. _.... 0 ._ ._ _.0 _ _ __o _ 0-- - _ 0 0 .;:_ 0 W- Bo wall.-light dry s-. .. 0.088 ..w._ . --0.00 _ _0.00 --0 . 0 - 0 - - 0 - 0 - 0 .: 0 0 _ P. 1217-0sw._ 0.065 - C...__--- -16B738ad.. _0.026- _-_--- ._--1.61 ----1.32 _39 ---- _-._39_ ------63--- --,---52 ------ 197_-- 197 318_ - 261 F . 21A-32t...'..'._. _. 0.020 _,_0.00. 6.00 _.-0 _0'...-. _.0.__. 0 0 o 0 0 F 21 A-32t 0.020 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 1 -9 -59 Envelope loss/gain 1 332 161 1 1 1999 1385 12 j a) Infiltration 68 8 329 38 b) Room ventilation 0 0 679 147 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 500 0 Subtotal(lines 6 to 13) 400 669 3007 1801 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 18 14 28 22 14 Subtotal 417 683 3035 1823 15 Duct loads 42% 57% 175 387 42% 57% 1273 1034 room load I I I 5921 1056 I 4I 2849IAirreqdfm) 21 154 Calculations aoaroved by ACCA to meet all requirements of Manual J 8th Ed. 2021-Dec-1814:26:12 Rig htSuite@ Universal 2021 21.0.07 RSU12322 Page 12 ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W Job: 4062 -wrightsoft' Right-J® Worksheet Date: 12/7/2021 Upper system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com 1 Room name Bath 6 Bath 5 2 Exposed wall 5.0 ft 5.5 ft 3 Room height 8.5 ft heat/cool 8.5 ft heat/cool 4 Room dimensions 1.0 x 59.0 ft 9.0 x 5.5 ft 5 Room area 59.0 ft' 49.5 ft' Ty Construction U-value Or HTM I Area (ft') I Load I Area (ft') I Load number (Btuh/ft'-'F (Btuh/ft') or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V 12F-0sw 0.065 n 4.03 1.05 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.320 n 19.84 10.25 0 0 0 0 0 0 0 0 glass door,_2 glazin _ 0.320 -n- _0.00_ ,- 0.00 0 0 0 __0 _ 0 0 0 _ 0 W. _ Bg wall,light dry s ... _ __0.088 ._n 0.00 0.00 ___0 _ _„__0 11 Vl/ 12F-0sw 0.065 a 4.03 1.05 43 40 159 41 47 44 176 46 . I--, 2 glazing,.cIr low-e 0.320..-a 19.84 ...33.48 __ 3 0 .60 100 __. _ 3 -0 0 60 . 100 .W. Bg wall.lightdrvs_ 0.088 e_ 0.00 0.00 _ 0 .._,_,-_0 0 _ __0 0, 0_ _ 0 0 V 12F-Osw 0.065 s 4.03 1.05 0 0 0 0 0 0 0 0 2 glazing,clr low-e 0.320 s 19.84 17.30 0 0 0 0 0 0 0 0 11 D0. . . . 0.390_.s. 0.00 0.00 0 . .. 0 0 0 0 .... --0 _ .0 0 W--._ Bq wall,light dry s _ 0.088 _ s._ _ 0.00. _-_ 0.00 _ 0__, 0 0 __0_ _ 0 _0 0 _,_ 0 Vy 12F-Osw 0.065 w 4.03 1.05 0 0 0 0 0 0 0 0 C 2 glazing,Grlow a 0.320 w 19.84 33.48 0 0 0 0 _ 0 0 0 0 Bq wall,light dry s 0.088 w_ ,- 0.00 0.00 _._ -0 0 _ 0 0 0 0 _ 0-- 0 0 P 12F-Osw 0.065 0.00 0.00 0 ._. 0 ._..0 _.. - 0 _ 0. 0 0 0 C-.._.__ 16B-38ad.. _ __ . ._ _ _.0.026 ._- 1.61 _ _ 1.32 ,.,__, ,59 _ __ 59 __ 95 ___78 50 - 50___ 80. _ 65 F 21A-32t 0.020 0.00 0.00 _._ 0 0 0 0 0 0 0 0 F 21A-321t 0.020 0.00 0.00 0 0 0 0 0 0 0 0 61 c)AED excursion 1 1 81 1 1 1 8 Envelope loss/gain 1 314 228 1 1 316 220 12 a) Infiltration 57 7 62 7 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines 6 to 13) 371 234 378 227 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 371 234 378 227 15 Duct loads 42% 57% 155 133 42% 57% 159 129 room dl( I I 5261 36371 I I 5I 3IAirreqi m) 19 19 19 19 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. -♦ .1- wrlgr��sott- 2021-Dec-1814:26:12 --a-w Right-Suite@ Universal 2021 21.0.07 RSU12322 Page 13 ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W •.� Manual S Compliance Report Job: 4062 ''�? wrightsoft® Date: 12/17/2021 Bmnt/main system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfer-t-home-hva"esign.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Cooling Equipment Design Conditions Outdoor design DB: 88.4°F Sensible gain: 16258 Btuh Entering coil DB: 75.2°F Outdoor design WB: 73.4°F Latent gain: 4729 Btuh Entering coil WB: 62.8°F Indoor design DB: 75.0°F Total gain: 20987 Btuh Indoor RH: 50% Estimated airflow: 1059 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split AC Manufacturer: Amana Model: ASX160311A+CAPF3137B6A+AMEC960603ANA+TXV Actual airflow: 1059 cfm Sensible capacity: 22761 Btuh 140%of load Latent capacity: 5239 Btuh 111%of load Total capacity: 28000 Btuh 133%of load SHR: 81% Heating Equipment Design Conditions Outdoor design DB: 10.0°F Heat loss: 37269 Btuh Entering coil DB: 71.3'F Indoor design DB: 72.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Gas furnace Manufacturer: Amana Model: AMEC960603BNA Actual airflow: 1059 cfm Output capacity: 58000 Btuh 156%of load Temp. rise: 50 'F Meets all requirements of ACCA Manual S. W cBcgil7ta®fffi 2021-Dec-18 14:27:12 +� .a.=..,o,f' Right-Suite®Universal 2021 21.0.07 RSU12322 Page 1 ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Cale=MJ8 Front Door faces: W Manual S Compliance Report Job: 4062 i�VC�glttiS41 f," Date: 12/17/2021 Upper system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Cooling Equipment Design Conditions Outdoor design DB: 88.4°F Sensible gain: 20240 Btuh Entering coil DB: 77.6°F Outdoor design WB: 73.4°F Latent gain: 4821 Btuh Entering coil WB: 63.7°F Indoor design DB: 75.0°F Total gain: 25061 Btuh Indoor RH: 50% Estimated airflow: 1058 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split AC Manufacturer: Amana Model: ASX160311A+CHPF3743C6B+TXV Actual airflow: 1058 cfm Sensible capacity: 22400 Btuh 111%of load Latent capacity: 5600 Btuh 1161/o of load Total capacity: 28000 Btuh 112%of load SHR: 80% Heating Equipment Design Conditions Outdoor design DB: 10.0°F Heat loss: 29582 Btuh Entering coil DB: 69.3°F Indoor design DB: 72.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Gas furnace Manufacturer: Amana Model: AMEC960603BNA Actual airflow: 1058 cfm Output capacity: 58000 Btuh 196%of load Temp. rise: 50 °F Meets all requirements of ACCA Manual S. _Aj- wrrightsoft, 2021-Dec-1814:27:12 . .�., .., ,,. Right-Suite®Universal 2021 21.0.07 RSU12322 Paget ..,esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W t �- Duct System Summary Job: 4062 1 t WCights4ft Date: 12/17/2021 Bmnt/main system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.34 in H2O 0.34 in H2O Available static pressure 0.16 in H2O 0.16 in H2O Supply/return available pressure 0.088/0.072 in H2O 0.088/0.072 in H2O Lowest friction rate 0.061 in/100ft 0.061 in/100ft Actual air flow 1059 cfm 1059 cfm Total effective length (TEL) 324 ft SupplyDetail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk Bath 1 c 863 25 56 0.061 6.0 Ox 0 ShMt 28.0 115.0 st3A Bath 2 C 335 17 22 0.061 6.0 Ox 0 ShMt 25.0 130.0 st2B Bed 1 c 975 56 63 0.061 6.0 Ox 0 ShMt 36.0 110.0 st2A Bed 1-A C 975 56 63 0.061 6.0 Ox 0 ShMt 34.0 120.0 st2B Brkfst h 3147 89 87 0.061 6.0 Ox 0 ShMt 33.5 80.0 st3 Dining h 2214 63 50 0.061 6.0 Ox 0 ShMt 13.0 30.0 Dining-A h 2214 63 50 0.061 6.0 Ox 0 ShMt 20.5 95.0 st2 Foyer h 1417 40 40 0.061 6.0 Ox 0 ShMt 24.5 90.0 st2 Foyer-A h 1417 40 40 0.061 6.0 Ox 0 ShMt 16.5 30.0 Kitchen c 2091 56 136 0.061 7.0 Ox 0 ShMt 23.5 100.0 st3A Living C 1632 54 106 0.061 6.0 Ox 0 ShMt 36.5 115.0 st2A Living-A C 1632 54 106 0.061 6.0 Ox 0 ShMt 43.0 135.0 st2B Pant/laun C 568 9 37 0.061 6.0 Ox 0 ShMt 23.5 110.0 'st3A Unfin burnt h 3764 107 50 0.061 7.0 Ox 0 ShMt 36.5 100.0 st2A Unfin burnt-A h 3764 107 50 0.061 7.0 Ox 0 ShMt 26.0 80.0 st2 Unfin burnt-B h 3764 107 50 0.061 7.0 Ox 0 ShMt 20.0 100.0 i st3 Unfin burnt-C h 3764 107 50 0.061 7.0 Ox 0 ShMt 29.0 90.0 st3 gar hall h 280 8 3 0.061 6.0 Ox0 ShMt 27.5 95.0 st3 wrightsoFt" 2021-Dec-1814:21:45 M Right-Suite®Universal202121.0.07RSU12322 Pagel l� ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W SupplyTrunk, Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk st3 Peak AVF 402 418 0.061 538 11.0 14 x 8 ShtMetl st2 Peak AVF 554 551 0.061 554 12.2 18 x 8 ShtMetl st2A Peak AVF 344 411 0.061 529 10.9 14 x 8 ShtMetl st2 st2B Peak AVF 127 192 0.061 431 8.2 8 x 8 ShtMetl st2A st3A Peak AVF 90 229 0.061 516 8.8 8 x 8 ShtMetl st3 Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk rb7 Ox 0 428 199 87.5 0.082 314 10.4 14.00x14 10x39 SJSp rt3 rb1 Ox 0 217 310 79.5 0.091 248 9.1 30.00x6 10x36 SJSp rt4 rb9 Ox 0 129 149 143.0 0.050 255 7.8 6.00x14 10x17 SJSp rt3A rb8 Ox 0 135 186 146.0 0.049 148 8.5 6.00x30 10x36 SJSp rt3A rb10 Ox 0 150 215 107.5 0.067 172 8.4 30.00x6 10x36 SJSp rt3 TableReturn Trunk Detail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk rt3 Peak AVF 842 749 0.049 689 14.9 22 x 8 ShtMetl rt2 rt4 Peak AVF 217 310 0.091 465 9.1 12 x 8 ShtMetl rt2 rt3A Peak AVF 264 334 0.049 502 10.5 12 x 8 ShtMetl rt3 rt2 Peak AVF 1059 1059 0.049 681 16.2 28 x 8 ShtMetl z WE-tghtsoft" 2021-Dec-1814:21:45 Rig htSu ite®U niv ersal 2021 21.0.07 RSU 12322 Pa e 2 9 A00% ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W Duct System Summary Job: 4062 +wrIC�ht$� Date: 12/17/2021 Upper system By: Dana Morley Perfect Home Hvac Design 890 North Main Street,Bountiful,UT 84010 Phone:801-300-5118 Web:www.perfect-home-hvac-design.com Project • • For: Bay Shore Road Project 3165 Bay Shore Road, Greenport, NY Email:jons@hamptonhomeperformance.com Heating Cooling External static pressure 0.60 in H2O 0.60 in H2O Pressure losses 0.34 in H2O 0.34 in H2O Available static pressure 0.26 in H2O 0.26 in H2O Supply/return available pressure 0.179/0.081 in H2O 0.179/0.081 in H2O Lowest friction rate 0.061 in/100ft 0.061 in/100ft Actual air flow 1058 cfm 1058 cfm Total effective length (TEL) 437 ft SupplyDetail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln (ft) Ln (ft) Trunk Bath 3 c 418 20 22 0.061 6.0 Ox 0 VIFx 35.1 185.0 st8 Bath 4 c 408 19 21 0.061 6.0 Ox 0 VI Fx 45.2 205.0 s19 Bath 5 h 537 19 19 0.061 6.0 Ox 0 VIFx 28.2 135.0 st6 Bath 6 c 367 19 19 0.061 6.0 Ox 0 VIFx 18.1 115.0 st5 Bed 2 c 1474 77 77 0.061 6.0 Ox 0 VIFx 32.9 140.0 st7A Bed 2-A c 1474 77 77 0.061 6.0 Ox 0 VIFx 35.0 165.0 st7A Bed 3 h 2387 85 75 0.061 6.0 Ox 0 VIFx 56.5 245.0 St9 Bed 3-A h 2387 85 75 0.061 6.0 Ox 0 VIFx 54.2 245.0 st9 Bed 4 h 2360 84 69 0.061 6.0 Ox 0 VIFx 39.5 175.0 st6 Bed 4-A h 2360 84 69 0.061 6.0 Ox 0 VIFx 36.7 175.0 st6 Bed 5 h 2154 77 75 0.061 6.0 Ox 0 VIFx 16.7 70.0 st4 Bed 5-A h 2154 77 75 0.061 6.0 Ox 0 VIFx 17.4 95.0 st4 Bed 6 c 1939 93 101 0.061 7.0 Ox 0 VIFx 16.9 90.0 st7 Bonus c 2035 99 106 0.061 7.0 Ox 0 VIFx 58.3 225.0 SO Bonus-A c 2035 99 106 0.061 7.0 Ox 0 VIFx 40.7 155.0 st6 Faun c 1070 21 56 0.061 6.0 Ox 0 VIFx 9.2 70.0 st7 StrsioTB h 569 20 15 0.061 6.0 Ox 0 VIFx 24.4 110.0 st7 1. Wrigghtsoft' 2021-Dec-1 8 14:21:45 Right-Suite@Universal202121.0.07RSU12322 Page J . ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MJ8 Front Door faces: W 41 • SupplyTrunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk st5 Peak AVF 306 282 0.061 561 10.0 0 x 0 VinlFlx st4 st6 Peak AVF 287 263 0.061 527 10.0 0 x 0 VinlFlx st5 st4 Peak AVF 460 431 0.061 586 12.0 0 x 0 VinlFlx st1 st8 Peak AVF 309 300 0.061 566 10.0 0 x 0 VinlFlx st7A st9 Peak AVF 289 278 0.061 530 10.0 0 x 0 VinlFlx st8 st7A Peak AVF 463 454 0.061 433 14.0 0 x 0 VinlFlx st7 st7 Peak AVF 598 627 0.061 449 16.0 0 x 0 VinlFlx st1 st1 Peak AVF 1058 1058 0.061 427 20.0 17 x 21 VinlFlx TableReturn Branch-Detail Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) (cfm) (cfm) (ft) FIR (fpm) (in) (in) Opening (in) Matl Trunk rb5 Ox 0 173 169 102.0 0.079 495 8.0 Ox 0 VIFx rt1 rb4 Ox 0 224 250 135.5 0.059 566 9.0 Ox 0 VIFx rt1 rb6 Ox 0 275 263 126.5 0.064 504 10.0 Ox 0 VIFx rt1 rb3 Ox 0 190 172 112.0 0.072 544 8.0 Ox 0 VIFx rt1 rb2 Ox 0 196 205 88.5 0.091 588 8.0 Ox 0 VIFx rt1 TableReturn Trunk Detail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk rt1 Peak AVF 1058 1058 0.059 427 19.7 17 x 21 VinlFlx - - wrightsoft" 2021-Dec-1814:21:45 ,..�•- .� ..� Rig ht-Suite®Universal 2021 21.0.07 RSU12322 Page ACCN ...esktop\Design files\Vesta-3165 Bay Shore Rd.rup Calc=MA Front Door faces: W ®,r1 . l•i a p If LA 0-4 nj zi Ell 1, a� --- .: e- - A ' k � 1 r - - lit, y., a ,IM r""K'r"��►V�i " ►.r•rlli�rnl �1M �� aw.. 1 - ro�R��t ,R....t,pQ►> I ,.� wIF �" .. �,`.� ..-... -_ .� w `s+N..{ •wi+.• - . op .�,. � .�'..,�c,�,•:.,,�,,,.,,""``''�„ .fir _�. ... �"' �.�. �`-�+.`«wf'M.,..�„• •ic;....,,.,�,.; '++�_ '4.Ib..,,.,r■w,,,,,� -- 'T'._ ..l..,fii,_;,�„rt. �4...�.�r,�,,,r6,,,,� ..�u..��...... -- . ,... � � r.�. "'"'.,a,'jw,`„� .."�+r�yr.r+.,r, .♦,,,.. K� k :, �Iw .^- ~ ;'f wlk -.Ys.�IYM/�is,+.Y..,y�r�. �',.y��L�fU- v�♦!'t -~ �V-.w � • �� 'mow." �YIf . Al wrnw 4�� ^^�•w11� ... w +.. ..yam ��.� .,` � t� - ��J►tl.+A ;1 .C+ ^:41.yr,.,r a.�a�u�+�y,�.If1AtiM y •,} +� f j, i tf e e i ZVt L A. Q I t 7 pawit a ;�"� �fir. .............—N K yfW- ��1f•��1� r � ynn -------------- 2 ® 0 ^..__------- I- ® W g+3l��a 8 N ---N �a e �"•_- } -T __--N I A Bill NE All q r� 13 a 9 maw- . fill( V ;1) 4 1 y ✓_ _ a 1. Y a two, . Cl i a ��.¢ - ------------ —� 1 -alf,-- _. - pp - . s Z u a L -------------- Q •"i i N •�' - � x IjN w �a + �, 6 ■ ° flsfj 'j3 t3� p§y� yoe3yts° °' `�FSi3E N ______________ M A' ,j V i rf._ ., . . � . . . ,�.. .. z . ._.� , . �- - � t . ƒ � "Sik Mejia, Evelin From: James D.Vavas <James.Vavas@vavasinsurance.com> Sent: Tuesday, December 19, 2023 1:09 PM To: Mejia, Evelin Subject: Permit#48057 renewal Good Afternoon- I would like to request a 6-month extension on permit#48057 Please confirm that this extension is granted. Should you have any,questions please feel free to contact me at(917) 848-5246. Thank you James Vavas James D. Vavas President Vavas Insurance &Financial Services 8423 Third Avenue Brooklyn,NY 11209 Tel: 718-833-5151 Fax: 718-833-2834 James.Vavas@vavasinsurance.com www.vavasinsurance.com Please excuse brevity and typographical errors, this message was sent via a mobile device. ATTENTION: This email came from an external source. Do not open attachments or click on links from unknown senders or unexpected emails. i Mejia, Evelin From: Mejia, Evelin Sent: Wednesday,June 5, 2024 2:41 PM To: 'James D.Vavas' Subject: 3165 Bay Shore Rd, Greenport Good afternoon, I have located the files for the new dwelling permit. Unfortunately the trustees permit has expired so we won't be able to renew. I spoke to Liz Cantrell in the Trustees Dept.and she confirmed you will have to re-apply with them. Once you receive a new trustees permit,you can renew this permit with the$1,251.70 renewal fee. Please contact the Trustees at (631)765-1892.They are closed Thursdays and Fridays. Kind regards, Evelin Mejia Office Assistant Town Of Southold Building Department Annex Building 54375 Main Road P.O. Box 1179 Southold, NY 11971 (631) 765-1802 1 James D.Vavas 3165 Bay Shore Road Greenport, NY 11944 917-848-5246 James.Vavas@vavasinsurance.com July 2,2024 Town of Southold PO Box 1179 Southold, NY 11971 Attn: Building Department To Whom it May Concern— Please be advised that I hereby appoint Dave Bergen as my agent with respect to the renewal of my building permit#48057. This building permit is issued for 3165 Bay Shore Road, Greenport, NY 11944. As per the directions of the Building Department staff enclosed you will find a check in the amount of$1,251.70 for the fees associated with the renewal of my building permit. Thank you in advance for extending Dave Bergen every courtesy on my behalf. Should you have any questions, please do not hesitate to contact me at 917-848-5246. Respectfully submitted, V James D.Vavas 1 a James D.Vavas 152 83'd Street Brooklyn, NY 11209 Cell:917-848-5246 Email:vavasid@gmail.com gulldle�o®S°at old Town February 14,2025 Re: Permit#50845 To Whom It May Concern— I would like to request that the applicant on permit#50845 and any other open permits for 3165 Bay Shore Road,Greenport,NY be transferred to my name as the owner/applicant. I am no longer working with the previous applicant Suffolk Environmental Consulting, and it is my understanding that they are no longer in business. Please transfer the applications to:James D.Vavas—152 83`d Street, Brooklyn NY 11209 cell:917-848- 5246 E-mail:vavasid@gmail.com Enclosed you will also find four(4)sets of amended basement plans reflecting sheet rock walls&ceiling, addition of 2 closets,enclosing the mechanical room,creating an enclosed laundry room and adding a 3- fixture bathroom. Please advise if we are authorized.to proceed with this work. Should you have any questions, please do not hesitate to contact me. R pectfully, James D.Vavas Mejia, Evelin From: James Vavas <vavasjd@gmail,.com> Sent: Sunday, October 12, 2025 1:35 PM To: Hille,James Cc: Mejia, Evelin Subject: [SPAM] - Fwd:3165 Bay Shore Rd; Greenport Attachments: 50845_20250923082450.pdf, IMG_5066 jpeg; IMG_5065 jpeg Hello James - I am writing to you as a follow up to our phone conversation regarding The attached certificate of electrical compliance for permit number 50845. As per your request, attached you will find: -photographic evidence that there is no 8 foot electric baseboard heater underneath the television -photo of the electrical panel showing the appropriate arc fault GFI protective breakers on the washing machine and sump pump Please also update the inventory count to reflect: - 23 Duplec Recot - 38 recessed fixtures - 1 Sump pump Please update the certificate of electrical compliance and have someone resend me the new certificate. If you have any questions,please don't hesitate to contact me at 917-848-5246. Thanks - James D. Vavas Please excuse my brevity and typing send from my mobile device. ---------- Forwarded message --------- From: Mejia,Evelin <evelinm ,southoldtownny.gov> Date: Tue, Sep 23, 2025 at 8:28 AM Subject: 3165 Bay Shore Rd, Greenport To: vavasjdggmail.com<vavasjdkgmail.com> Good morning, Please see the attached Electric Certificate. Kind regards, 1 e 1 e • COMMENTS FOUNDATION (IST) / / 1 ROUGH FRAMING PLUMBING / r ♦ (� INSULATION STATE ENERGY • 1 _ _ �_ �� _ � ice• • 11 . • MIS I WE on a "Ism 1�► �� Zvi 1 t TOWN OF SOU T HOLD—B1.lfLI1!INQ DEPARTMENT "a w Hl ll Ax e l -tad P. .Box,117 . �athold,,l�Y 119 1 ,��'9 Telephone(631)7 5-1 tl2 v w .. :. , fit aff 6e Use Gi6j t ; i PERMtT w, Y-L6;E� 8"uIlding in�a"tor; MAR 2 0 2022 i" R� 1f at r� irk t nrt t 1i f tlt lr atic l fcruf i l t � �.ITs1117 aPgllcatl !`x1llno t ' dr ;;; Ir; r' , i� aaiaara;I® a{Pe lhzil be fc�slf1� - Date May 19, 2022 a er James D. Vavas SCTM 911000-053.00—06.00—007.000 Pm ect Acldre ; 3165 Bay Shore Road Greenport West, Southold Town Phone#.-(718) 833—5151 rriaal° a:llim dd(ss48423 Third Avenue Brooklyn,NY 11209 Name;Robert W. Anderson—Suffolk Environmental Consulting, Inc. Mb lin Address P.O.Box 2003 •Bridgehampton, NY 11932 Phone M(631)537-5160 Emalln robert@suffolkenvironmental.com Name: Joseph Fischetti,P.E. Mailing address.P.O.Box 616 Southold,NY • 11971 Phonerl 631 —765—2954 mailawingman@optonline.net Name, T.B.D. Ma Ma I ling Add rf ss:T.B.D. Phone : T.B.D. _ - �EMAIIT.B.D. X New structure CAdditiorf CIAIL&a ifan ORepair 01)emolitlon stirttated Cost of Pr6ject.: �00ther 400,000.00 %fiill the lane e r gfraded? OYes 91No Will exc ss fill hp removed 1'rerrf premises? LlYes INNo 1 �tt11� existing use of propeft Residential Intended use of pmp ;Residential Zone or ute district in which prernis -3 IS A,Wated, Are there,my$pvenants and resf>~I11 ctions with respect to Pk-40 Ols propariv? Lives 000 IV YES,PROVIDE A COK" A % � hdradg, rra�r }ro�esgtlto t +aP�r� l idat asp , YRPal3tic� � #�. �'i3 ,1G�i ��l13El�dtli � t#t"'a'Yxa a q@gP�318$4�t2f�dt$'&i�Ui ttt4�3ttx4Afd �ntirr s 3fe t 9$r raft ? lip#i �a t lj 5rit l t►t intY 4er3a a n S s , rt€ �° fl I tis $ 9 tG�7E bP ftt�kz3 L'e ,�ciotal�t« t?�£f16f1@9 ¢ pp �St€¢ate eidl � p } tw�s��,} t�l�p�it��a�e' rnt�niianr3sp �a� sr�en]fr��a![�IsD �v" �s� �ifoila, mu��tru�ba ! �{�}�$iL1�tt{3Sf�� &7!� at't��PY�8E5�9'�1t511.�'i'��'bf5m9' 1��d1j57� j�tt�QrdSf�trR�ga 4 3 } a 3 rx � ?G C. pjlc , n Subm Itkid G (Vona name): Or W Anderson Pg a �6i Dee. LQ 2p2Z STAVE OF NEW YORK) SS' COUNTY OF Suffolk Robert W.Anderson @ Suffolk Environmental Consulting,Inc b e I n duly sw0rp tlegw and 5djfS iMY(5ft is the,a@pliCafO$ �, ( imp 0f iritmi �ta9 s(gm�InB ciitPat tB)above rtianne¢l, (s)ha is the Agent (6ntektop,Agdot,twpo' ate Officer,,Oc") of saki owner of owners,and Is d0IV nuthoffwd to perform or performed the said wDrk and to make and Me this 6pplieation;that onfIalned 39 this appllcatlon are true to the best of his/heritnawledge bnd hellef;and that tP1e.t ork will he performed In the manner sea forth to the application file therewith, Sworn before me this dy of Not Public MATTHEW D. IVANS NOTARY PUBLIC-STATE OF NEW YORK No.01 IV6053859 OVA W-W Mh O _m Qualified in Suffolk County`rr�//�� .My Commission Expires 0l-22 $" re$ t4 a ��3iC� 6 I notg 9t{+1r1er) 21023 I, & Vick Vavas fames D Vavas y, residing at 152 83rd.Street,Brooklyn NY 11209 .=s hj2rCbV.a A.thojjZ0- Suffolk Environmental Consulting,,Inc. �o ppty an my b . alt to the Town offSSouti old Building Departmept for approval as de stglbad herein. Owner's Signatuve Qt ner's Signa¢ure Date Tames D. Vaya Vicky Vavas Print Owner's Nam in Print Ownees Riarno a ors . .. n.=z .; := � ti�ota✓+`e�,� a. t a9a+a a9re � .. -- ate sr��° _' e, °a4eaf✓e o'm+ ao •. `� k"^S'.'��r3nT9T.;�7'�3'�.+'�.. �.T✓L" x7?�".^r._.s._�_".s;r�rn n Tom'?�'.�a�f "�'��'�^el.,:.�7t�••�.�.��<9•±+tt+.r-�,`"`Tim'�;_._''''B__,.s".„„'^'�P'.��.TM�ss•Ic �r;` � C BOARD OF SOUTHOLD TOWN TRUSTEES r SOUTHOLD,NEW PORK 5 r 10°tei PERMIT NO:9995 DATE: SEPTEMBER 15,2021 L ISSUED TO: JAMES D. &VICKY VAVAS PROPERTY ADDRESS; 3165 BAY SHORE ROAD,GREENPORT SCTM# 1000-53-6-7 AUTHORIZATION e Pursuant to the provisions of Chapter 275 of the Town Code of the Town of.Southold and in accordance with the Resolution of the Board of Trustees adopted at the meeting held on September 15, 2021, ' { R and in consideration of application fee in the sum of$250.00 paid by James D. & Vicky Vavas and subject to Z the Terms and Conditions as stated in the Resolution, the Southold Town Board of Trustees ,authorizes and { permits the following: 1 Wetland Permit to demolish existing dwelling and construct a new 1,400sq.ft.two-story,single family dwelling further landward than the existing dwelling with a 15'x20' (300sq.ft.) attached µ r-''j garage; construct a 200sq.ft. landward porch; construct a 7.5'x22' (165.Osq.ft.) seaward side ; f deck; and to install a new IA/OWTS septic system; establish and perpetually maintain a 8' °®ae wide non turf buffer landward of the bulkhead; and as depicted on the survey prepared by _ ee AJC Land Surveying PLLC,last dated on September 9,2021,and stamped approved on �s September 15,2021; and on the site plan prepared by Joseph Fischetti;PE,dated July 27,2021 IMWOf and stamped approved on September 15,2021. ( IN WITNESS WHEREOF the said Board of Trustees hereby causes its Corporate Seal to be affixed and these { p, presents to be subscribed by a majority of the said.Board as of the 15th day of September,2021. i yq faAtZ # ` %�r F011 '8 _ ,�yei9 �+. �.ills •:. < � ,�- �'°� � gb q�°e°e4 tv�;'�i °.°eeee i q:�° s:e et ioeei, �.!eer aeee,e e�°°a iee4°• :... a oe;a eyme a 1°eea°sa,b ,.:; ``r Glenn Goldsmith,President �j0f.S0Ury Town Hall Annex A.Nicholas i�rupski,Vice President 0�, ® 54375 Route 25 P.O.Box 1179 Eric Sepenoski .. Southold,New York 11971 4Uz Gillooly cn ae ' Telephone(631)765-1892 { ` •: 4.` `Elizabetl,'Peeples ,. • fie. Fax(631) 765-6641 t t -i r' NOV ' 2024 BOARD OF TOWN TRUSTEES `°' rY•"75" TOWN OF SOUTHOLD CERTIFICATE OF COMPLIANCE #2188 C Date:,'October 28.2024 THIS CERTIFIES that the demolition.of existing-dweiliiig:arid.ddnstruetion of iL two-story dwellme,with attaahed"garage a,.landward>porch•'!a stoneQatform•a seaward deck a n6 r driveway and abandonmentof:•existine%and',installation=of a newt/X.O.WTS septic system perpetual maintenance of the existin 1 Q-wide:non-turf buffer,. At,3j'65 Bay Shore Road:Ghi ftort Suffolk County Tax Map'#1000-53=6-T Conforms to the application for a Trustees Permit heretofore filed in this office Dated June 6,202. pursuant to which Trustees Wetland Permit#10612 Dated July-17,2024;was issued and conforms to all of the requirements and conditions of the applicable provisions of law. The project for which this certificate is being issued is for the.demolition dexisting dwelling-and con§huction'ofa two-story°dwelling'witfi'attacherl garage•a'landward powh-.—b:—ne gIatform;a seaward dec a'newvdrivewaX,and.abandorimentofexistingand'installationofa'newi/A••,OWTSseptiesystem; perpetual.maintenance of the:existing,l0'wide:non-turf buffer. The certificate is issued to JANIES&VICKY VAVAS owners of the aforesaid property. Authorized Signature Town Hall Annex Glenn Goldsmith,President Gle 54375 Route 26 A.Nicholas Krupski,Vice President P.O.Box 1179 --.Eric.-Repenoski Southold,New York 11971 11-4yulloly Telephone(631) 765-1892 ...... --iiizp'L l bef'�'i Peeples Fax(631) 765-6641 NOV 1 3 2024 BOARD OF TOWN TRUSTEES Ao TOWN OF SOUTHOLD OR- CERTIFICATE OF COMPLIANCE 4 2189 Q QAtb:`,'-6iCt6bqr,29'.1614 THIS CERTIFIES that the installation-of anhigh:retaining wall.immediA61y landward of cth0r0069ddJ !.wide hbnAuff buffer c'onifructedwith vinyl,sheathing 8!'gilings six root on center with fie,rods�66-k'Io hy'40Ls�'4rid4.Jv60d.'eh airs with handrails off n &*&&o 6wri fi niiie waif;and increase. ,r&�in`ihkv�aflo p acemetit'da ppfoximat6l�. 19"66i ;Offtomi`tt buffer -Rernetu maintenance,a' ,'-!;O'w'ide n6fitutf buffet alone~'the -landward edg_e`6fthe bulkhead, At,-11 t 5.9gL-,-Shorq.-Jkoad,Greenpar-t- Suffolk County Tax Map#1-000-5M4 Conforms to the application for a Trustees Permit heretofore filed in this office Dated Mamh,.-22-.,,!04 pursuant to which Trustees Wetland Permit#10575 Dated--May 1:5','-'--2024,was issued and conforms to all of the requirements and conditions of the applicable provisions of law. The project for which this certificate is being issued is for the instidlidon of are 18":hiah i6WqJqg.,,wa11;. immediately'l Ward;otihe'proposed'l'0'.:.wide non=turf buffer constructed,with Vinyl sh6Athik,8' bilirig-s six'foot,6ii c6iit6e'W` th tie rods 16adihit-wl by4ogs..and"a wood caz !nsia!Iaiibmdiset d4wi& icy a-r s' f6leanflIr LoxiLn&-ty 10 cubic:- d - b6hftidtretahiihtwall:and-increase,otnon-tuif,,biiff6r an&petJLetUal',maintenance:a 1'0!•widemon-turf Buffer.along,tle Jandward edge of thi!,bulkhegd- The certificate is issued to.JAMES',&VICKY,VAVAS owners of the aforesaid property. -Authorized Signature P IE YORK STA&E DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Environmental Permits,Region 1 SUNY(a Stony Brook,50 Circle Road,Stony Brook,NY 11790 P:(631)444-0365 1 F.(631)444-0360 www.dec.ny.gov LETTER OF NO JURISDICTION TIDAL. WETLANDS ACT James D. Vavas September 22, 2021 8423 Third Ave Brooklyn, IVY 11209 Re: Application #1-4738-04276/00005 Vavas Property, 3165 Bay Shore Rd, Southold SCTM # 1000-53-6-7 Dear Applicant: Based on the information you have submitted the Department of Environmental Conservation (DEC) has.determined that the portion of the subject property landward of the substantial man- made legal structures (bulkheads) with the combined length greater than 100 feet, constructed prior to August 20, 1977, and have remained functional, as shown on the survey prepared by Angelo Joseph Cecere L.S., last revised 1/29/2021 and as verified on the 1960 Historical Aerials document and Tidal Wetlands map# 720-550, is beyond Tidal Wetlands Act (Article 25) jurisdiction. Your proposed project consisting of the removal of the existing single family dwelling, accessory structures and construction of new structures. Also, to abanr4- dx(sting and install a new I/A OWTS sanitary system is located landward of this isa(ctional boundary. Therefore, in accordance with the current Tidal Wetlands Land Use Regulations (6NYCRR Part 661) no permit is required for this project. Be advised, no construction, sedimentation, or disturbance of any kind may take place seaward of the tidal wetlands jurisdictional boundary, as indicated above, without a permit. It is your responsibility to ensure that all precautions are taken to prevent any sedimentation or other alteration or disturbance to the ground surface or vegetation within Article 25 jurisdiction which may result from your project. Such precautions may include maintaining adequate work. area between the tidal wetland jurisdictional boundary and your project (i.e. a 15' to 20' wide construction area) or erecting a temporary fence, barrier, or hay bale berm. There is no application fee required for a proposed project that meets the criteria for no jurisdiction. Your application fee check (Suffolk Environmental Consulting check# 2574- copy attached) has been voided. �vEYYORK Departmentof OPPQRi WUTY Environmental Conservation Please note that this letter does not relieve you of the responsibility of obtaining any necessary permits or approvals from other agencies or local municipalities. A c rely, an ckerman ional Permit Administrator cc: Suffolk Environmental Consulting; BMHP; file gt�1 FQ1,� BUILDING DEPARTMENT-Electrical Inspector TOWN OF S.OUTHOLD Town Hall Annex- 54375 Main Road - PO 19� dO" Southold, New York 11971-095 Telephone (631)765-1802- FAX (631) - 02JAN 0 9 023 roger.richert _town.southold:riy.0 _ BUILDING DEFT TOWN nF Qn1 SOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED-BY:-.. ,' ... ._.._. .- _�.� jy}..._......_..,._.... _ . . .. .Date.. .. . �. ._ .. -_. .. Company Name: Name: cl �✓ �` G l�' License No.: email: eye_t/, Address: 19v/./ti/Pq; Ict� 7/ Phone No.: 3 3 c 2- JOB SITE INFORMATION: (All Information Required) Name: Address: �/ �' t%e� S6i �� - Gr' �rJ ri-,f. Cross Street: Phone No.: BIdg.Permit.#: i 5 7 email: Tax Map District: 1000 Section: Block: Lot: BRIEF DESCRIPTION OF WORK(Please Print Clearly) Circle All That Apply: Is job ready for inspection?: YES/,NO Rough In Final Do you need a Temp Certificate?: YES NO Issued On --r Temp Information' (All information required). Service Size .1 Ph 3 Ph Size: 200 A #Meters -4 Old Meter# :NewFire Reconnect-Flood Reconnect-Service Reconnected nderground 'Overhead #Underground Laterals 1 2 H Frame Pole Work done on Service? Y N Additional Information: Mic /J k9lIf � 00 1 �.eG� Ic�3�438 c 131L m o(,W-c' �ufF�K� BUILDING DEPARTMENT- Electrical Inspector TOWN OF SOUT14OLD - Town Hall Annex- 54375 Main Road •a - PO 1� 9(� �S O Southold, New York 11971-095 �� • p'� Telephone (631) 765-1802- FAX (631) - 02 JAN a 9 S roger.richert(ccD-town.southold.ny.0 . BUILDING DEPT TOWN,nP Qn1 rrMOLD APPLICATION FOR ELECTRICAL INSPECTION .. ............. Date.. .. EQUESTED'BY:._.. ...0 ._.� .�;_�. Company Name: 1"J : G, C C-�/"i G i- ce Name: cJ �✓ �/ c: G License No.: email: >�L�' �i:�.'�' �j�'� ��.' i�% j Address: 2�� . i3�i/f�m;/? lu v / 7/ Phone No.: JOB SITE INFORMATION: (All Information Required) 'Name: Address: 3� `^ >�� Ski v/' Gr' Cross Street: Phone No.: BIdg.Permit#: Jr 7 email: . Tax Map District: 1000 Section: Block: Lot: BRIEF DESCRIPTION OF WORK(Please Print Clearly) `,� ► r^� %��'� v��' Circle All That Apply: Is job ready for inspection?: YES /`'NO Rough In Final Do you need a Temp Certificate?: YES NO Issued On I 10�?3 e O l d --r Temp Information: (All information required)- Service Size 1 Ph 3 Ph Size: `200 A #Meters � Old Meter# New Service JFire Reconnect-Flood Reconnect-Service Reconnected nderground-)Overhead #Underground Laterals 1 2 H Frame Pole Work done on Service? Y N Additional'Information: wl-c �z6' <7/✓ a��wS'� I � I o 123 4 �3LA crQ� 13 ILA 1 f S�� .� uE ,f , EC2pn� �i � �iSJ [� t�. ly L� U U � ING DEPARTM T- Electrical Inspector WN OF SO kc Q Uhl APR ' 2 21gwn Annex- 54375 Main Road - PO Box 1179 00 ^T : Southold, New York 11971-0959 oy p� Tel-phone (631) 765-1802 - FAX (631) 765-9502 Building Deparfen n ` ` c Town of Sig southoldtownny.gov — seand(aD_southoldtownny.gov APPLICATION FOR ELECTRICAL INgHCTION ELECTRICIAN IN RMATION (All Information Requir Date: y 2 2 Company Name: . a C1.eTr,c.,,t Co kr u-, Electrician's Name: License No.: Elec. Phone No: 322 uest an email copy of Certificate of Compliance Elec. Address.: 7q �:, 1 ,v JOB SIT FO ATION (All information Required) Name: lames Was Address: `S165 5bv,e-- r Cross Street: Phone No.: Bldg.Permit#: email: Tax Map District: 1000 Section: 3 Block: (� Lot: BRIEF DESCRIPTION OF WORK, INCLUDE SQUARE FOOTAGE (Please Print Clearly): Sq are Footage: I I--6a Circle All That Apply: Is job ready for inspection?: ❑ YES ❑ NO21:�zough In ❑ Final Do you need a Temp Certificate?: ❑ YES ❑K NO Issued On Temp Information: (All information required) Service Size❑1 Ph❑3 Ph Size: A # Meters Old Meter# ❑New Service❑Fire Reconnect❑Flood Reconnect❑Service Reconnect❑Underground❑Overhead # Underground Laterals D 1 2 H Frame Pole Work done on Service? Y RN Additional Information: PAYMENT DUE WITH APPLICATION 134 �gQfFO(K`, BUILDING DEPARTMENT-Electrical Inspector o < TOWN OF SOUTHOLD W Town Hall Annex-54375 Main Road-PO Box 1179-Southold, NY 11971-0959 Telephone(631) 765-1802 \ l ^, Temporary Certificate # 13 8� Date y��l l y 2023 Customer Name a 2S S Electrician Name �(ejrj'c, Address3 Ye. Rj &v-seu Phone k3L L433 ()2 e-mail e-mail avl eCAVl L A�_ , (Z 2�MOA I-��l Phone License# `j Z Q - M Size 0?00 A Phase Overhead Underground #of Meters Remarks #of Underground Laterals 1 2 New "H" Frame or Pole H P Fire Reconnect Was work done on Service? Y/N Flood Reconnect Old Meter#F77 Service Reconnected Application for electrical service equipment is on file with the town of Southold.On the applicant's notification that this installation is complete,the town will conduct a premises inspection of the service equipment. This verification i alid for 0 d from date abov Authorized by o�Os�yfFp��.� BUILDING DEPARTMENT-Electrical Inspector TOWN OF SOUTHOLD o Town Hall Annex-54375 Main Road - PO Box 1179 o _ M Southold, New York 11971-0959 �,fj� apt Telephone (631)765-1802 - FAX (631) 765-9502 lameshOsoutholdtownny_,gov -seandO-southoldtownny.aov APPLICATION FOR ELECTRICAL INSPECTION ELECTRICIAN INFORMATION (All Information Required) Date: 4/7/2025 Company Name: HOMEOWNER TO COMPLETE WORK Electrician's Name: o Lew c.v 3 o1n,,sc E 1 e-` - 4.1 -li License No.: Elec. email:vavasjd@gmail.com Elec. Phone No: Cl I request an email copy of Certificate of Compliance Elec. Address.: JOB SITE INFORMATION (All Information Required). Name: James D. Vavas Address: 3165 Bay Shore Road Cross Street: August Lane Phone No.: 917-848-5246 Bldg.Permit#: 50845 email:vavasjd@gmall.com Tax Map District: 1000 Section:053 Block: 00-06.00 Lot:007.000 BRIEF DESCRIPTION OF WORK, INCLUDE SQUARE FOOTAGE (Please Print Clearly): Installation of outlets, switches, lights and smoke/CO detectors Square Footage: 1700 Circle All That Apply: Is job ready for inspection?: ❑ YES 0 NO ❑Rough In ❑ Final Do you need a Temp Certificate?: ❑ YES R]NO Issued On Temp Information: (All Information required) Service Size❑1 Ph❑3 Ph Size: A #Meters Old Meter# ❑New Service❑Fire Reconnect[]Flood Reconnect[:]Service Reconnect❑Underground❑Overhead #Underground Laterals 1 2 F1 H Frame D Pole Work done on Service? Y FIN Additional Information: PAYMENT DUE WITH APPLICATION / v o��g�fFOt�-G BUILDING DEPARTMENT- Electrical Inspector TOWN OF SOUTHOLD �o y Town Hall Annex-54375 Main Road - PO Box 1179 o Southold, New York 11971-0959 Telephone (631) 765-1802 - FAX (631) 765-9502 ' r iameshOlsoutholdtownny ciov- sea ndc southoldtownny.aov APPLICATION FOR ELECTRICAL INSPECTION ELECTRICIAN INFORMATION (All Information Required) Date: 4/7/2025 Company Name: HOMEOWNER TO COMPLETE WORK Electrician's Name: I o ® E 1 e.c- - 4-1 , License No.: v Elec. email:vavasjd@gmail.com Elec. Phone No: CJI request an email copy of Certificate of Compliance Elec.Address.: JOB SITE INFORMATION (All information Required) Name: James D. Vavas Address: 3165 Bay Shore Road Cross Street: August Lane Phone No.: 917-848-5246 Bldg.Permit#: 50845 email:vavasjd@gmail.com Tax Map District: 1000 Section:053 Block: 00-06.00 Lot:007.000 BRIEF DESCRIPTION OF WORK, INCLUDE SQUARE FOOTAGE (Please Print Clearly): Installation of outlets, switches, lights and smoke/ CO detectors Square Footage: �700 Circle All That Apply: Is job ready for inspection?: YES 0 NO Rough In Final Do you need a Temp Certificate?: YES FV�NO Issued On Temp Information: (All Information required) Service Size❑1 Ph❑3 Ph Size: A #Meters Old Meter# New ServiceR Fire ReconnectE]Flood ReconnectE]Service Reconnect[]Underground Coverhead #Underground Laterals 1 2 H Frame D Pole Work done on Service? Y N Additional Information: PAYMENT DUE WITH APPLICATION l L �. PERMIT# I Address: Switches L Outlets4-4-� t GFI's Surface Sconces i HH's ��(t UC Lts Fridge HW POOL Fans Mini Fr. WAD Panel Pump Exhaust Oven Sump Heater Trnsfmr Smokes DW Generator Salt Gen. Carbon Micro GrbDis Water Bond Lights Heat Pucks ERV HOT TUB/SPA Inst Hot DeHum Transfer Disc Combo � Cooktop Minisplit Blower AC AH Hood Blower Service Amps Have Used Sub Amps Have Used Comments 1 tl-� f IDuss'e,G�,w`� First American Title Insurance Company National Commercial Services 666 Third Avenue,Sth Floor New York,NY 10017 (800)437-1234-Fax(212)922-0881 TITLE NUMBER: 3020-1089621 SUBMITTED BY: Jeffrey Mitzner APPLICATION DATE: September REPORT DATE: TYPED BY: Brianna Gorman 20, 2021 AMENDED DATE: May 24, 2022 APPLICANT: BANK ATTORNEY: SELLER'S ATTORNEY: James D. Vavas Vavas Insurance&Financial Services 8423 3Rd Ave Brooklyn, NY 11209-4601 Phone #(718)833-5151 Fax #(718)833-2834 Email: James.Vavas@vavasinsurance.com REF: ADDITIONAL COPIES: TRANSACTION TYPE: Search Package AMOUNT OF INSURANCE: FEE: $ 0.00 MTGE: $0.00 INSURED MORTGAGEE: , its successors and/or assigns as their interest may appear INSURED FEE: RECORD OWNER: James D. Vavas and Vicky Vavas PREMISES: 3165 Bay Shore Road, Greenport, New York 119443085 Bay Shore Road, Greenport, New York 11944 DISTRICT: SECTION: BLOCK: 1000 053.00 06.00 1000 053.00 06.00 LOTS: COUNTY OF: TOWN: 007.000 Suffolk 006.000 Subdivision/Condo Name/Filed Map: APP DESC: UNIT#: SURVEY INSTRUCTIONS: Page 1 of 2 FIRST AMERICAN TITLE INSURANCE COMPANY First American Title Insurance Company is pleased to announce a website which can be accessed at http://www.Firstamny.com. This site will enable you to calculate charges for premiums, endorsements,taxes, recording fees and more for New York transactions. An alternate First American website for calculating premiums and recording fees can be accessed at http://FACC.Firstam.com. On the http://www.Firstamny.com website, in addition to checking fees you can also place orders online, download forms and documents or just peruse our underwriting library. We thank you for giving us the opportunity to work with you on this transaction. We hope to meet all of your title needs and look forward to working with you in the future. FOR ALL SPECIAL SEARCHES AND NON-INSURED PRODUCTS NOTE: These reports are not insured products or service or a representation of the condition of title to real property. They are not an abstract, legal opinion, opinion of title,title insurance commitment or preliminary report, or any form of title insurance or guaranty. These reports are issued exclusively for the benefit of the applicant therefore, and may not be used or relied upon by any other person. These reports may not be reproduced in any manner without First American's prior written consent. First American does not represent or warrant that the information therein is complete or free from error, and the information therein is provided without any warranties of any kind,as-is, and with all faults. As a material part of the consideration given in exchange for the issuance of this report, recipient agrees that First American's sole liability for any loss or damage caused by an error or omission due to inaccurate information or negligence in preparing this report shall be limited to the fee charged for the report. Recipient accepts these reports with this limitation and agrees that First American would not have issued the report but for the limitation of liability described above. First American makes no representation or warranty as to the legality or propriety of recipient's use of the information herein. Page 2 of 2 C, 4 4• First American Title Insurance Company National Commercial Services 666 Third Avenue, 5th Floor New York,NY 10017 Phone: (800)437-1234/Fax: (212)922-0881 PR: NATLAC Ofc: 3020(2314) Final Invoice REVISED 05/25/2022 To: Vavas Insurance&Financial Services Invoice No.: 2314-2314189806 8423 Third Avenue Date: 05/25/2022 Brooklyn,NY 11209 Our File No.: 3020-1089621 Title Officer: Liliana Hernandez Escrow Officer: Customer ID: 3587930 Attention: James D.Vavas Liability Amounts Your Ref.: RE: Property: 3165 Bay Shore Road,Greenport,NY 11944 Buyers: Sellers: James D.Vavas,Vicky Vavas Description of Charge Invoice Amount Variance Search(Taxable NY) $750.00 Extra Chain Search(Taxable NY)(Two Extra Chains) $300.00 Continuation Search(Taxable NY)-Added 05/25/2022 $125.00 Sales Tax-Adjusted 05/25/2022 $104.28 INVOICE TOTAL $1,279.28 Comments: Thank you for your business! To assure proper credit,please send a copy of this Invoice and Payment to: Attention:Accounts Receivable Department P.O.Box 677858 Dallas, TX 75267-7858 Printed On:05/25/2022,8:34 AM Requester: KS Page:1 � CH FIRST AMERICAN TITLE INSURANCE COMPANY 666 Third Avenue,Sth Floor, New York, NY 10017 Title No: 3020-1089621 VARIANCE SEARCH STATE OF NEW YORK) SS: COUNTY OF) Liliana Hernandez being duly sworn, deposes and says: That he/she has a place of business at 666 Third Avenue, 5th Floor, New York, NY 10017 and is over the age of 21 years and that he/she is Underwriting Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY and certifies to: THE TOWN OFSOUTHOLD That under his/her direction,title was examined to the parcels of land described on the annexed Schedule and labeled: PARCELS A, B, C and D That said examination, dated 4/22/2022 disclosed a Chain of Title to determine if any contiguous property was owned by an owner of the property involved since the date of any previously applicable Zoning Ordinance as of 4/23/1957. And,that this affidavit is made to assist the Board of Zoning Appeals to the Town of Southold to reach any determination which requires as a basis therefore the information set forth herein and knowing full well that said Board will rely upon the truth thereof. FIRST AMERICAN TITLE INSURANCE COMPANY BY: LILIANA HERNANDEZ UNDERWRITING COUNSEL Sworn to this day of 20 NOTARY PUBLIC This search has been issued only for the benefit of the applicant to whom the search is addressed and is for information only and not guaranteed or insured. Liability for the search and the information provided herein, whether.based on contract or negligence, is limited to the amount paid for the search. `y. C� FIRST AMERICAN TITLE INSURANCE COMPANY 666 Third Avenue,Sth Floor, New York, NY 10017 Title No: 3020-1089621 DESCRIPTIONS PARCEL"A" (SUBJECT PREMISES) 'ALL THAT CERTAIN PLOT, PIECE OR PARCEL OF LAND, SITUATE, LYING AND BEING AT ARSHAMOMOQUE, TOWN OF SOUTHOLD, COUNTY OF SUFFOLK AND STATE OF NEW YORK, KNOWN AND DESIGNATED AS LOT 55 AND THE NORTHERLY ONE HALF OF LOT 56, ON A CERTAIN MAP ENTITLED, "AMENDED MAP OF PECONIC BAY ESTATES",AND FILED IN THE OFFICE OF THE CLERK OF THE COUNTY OF SUFFOLK ON MAY 19, 1933 AS MAP #1124, WHICH SAID LOT AND PART OF LOT, WHEN TAKEN TOGETHER AS ONE PARCEL, IS MORE PARTICULARLY BOUNDED AND DESCRIBED AS FOLLOWS: BEGINNING AT A POINT IN THE NORTHEASTERLY SIDE OF BAYSHORE ROAD WHERE THE SAME IS INTERSECTED BY THE DIVIDING LINE BETWEEN LOTS 54 AND 55; RUNNING THENCE NORTHEASTERLY ALONG SAID DIVIDING LINE BETWEEN LOTS 54 AND 55 ON A COURSE NORTH 660 9' EAST A DISTANCE OF 160.00 FEET(NORTH 66°09' 00" EAST A DISTANCE OF 175.00 TO MEAN HIGH WATER MARK AS PER FILES MAP, 145.38 TO CURRENT MEAN HIGH WATER MARK- SURVEY), TO THE ORDINARY HIGH WATER MARK OF PECONIC BAY; THENCE STILL NORTHEASTERLY ALONG THE SAME COURSE 15 FEET MORE OR LESS TO THE HIGH WATER MARK OF PECONIC BAY AS SHOWN ON THE ABOVE MENTIONED FILED MAP; RUNNING THENCE SOUTHERLY ALONG THE HIGH WATER MARK OF PECONIC BAY AS SHOWN ON THE ABOVE MENTIONED MAP 75 FEET(SOUTH 230 31'49" EAST, 75.00 FEET-SURVEY), MORE OR LESS,TO THE CENTER LINE OF LOT 56; RUNNING THENCE WESTERLY ALONG THE CENTER LINE OF LOT 56 ON A COURSE SOUTH 660 T WEST 15 FEET TO THE ORDINARY HIGH WATER MARK OF PECONIC BAY; RUNNING THENCE WESTERLY ALONG THE SAME COURSE, SOUTH 660 9'WEST A DISTANCE OF 160.00 FEET (SOUTH 660 09' 00"WEST 175.00 TO MEAN HIGH WATER MARK AS PER FILES MAP, 145.00 TO CURRENT MEAN HIGH WATER MARK-SURVEY)TO THE NORTHEASTERLY SIDE OF BAYSHORE ROAD; RUNNING THENCE NORTHWESTERLY ALONG THE NORTHEASTERLY SIDE OF BAYSHORE ROAD ON A COURSE NORTH 230 51'WEST A DISTANCE OF 75.00 FEET(NORTH 230 51' 00"WEST 75.00 FEET-SURVEY) TO THE POINT OR PLACE OF BEGINNING. ALSO, known and designated on the Real Property Tax Map as: DISTRICT: 1000 . - SECTION: 053.00 BLOCK: 06.00 LOT: 007.000 ST h�1F,hI FIRST AMERICAN TITLE INSURANCE COMPANY 666 Third Avenue,Sth Floor,New York, NY 10017 Title No: 3020-1089621 DESCRIPTIONS PARCEL-B" (ADJACENT NORTHWEST) DISTRICT: 1000 SECTION: 053.00 BLOCK: 06.00 LOT: 006.000 PARCEL-C' (ADJACENT SOUTHEAST) DISTRICT: 1000 SECTION: 053.00 BLOCK: 06.00 LOT: 008.000 PARCEL"C" (ADJACENT NORTHEAST) PECONIC RIVER PARCEL"D- (ADJACENT SOUTHWEST) BAY SHORE ROAD as.� ti��F•k r c r FIRST AMERICAN TITLE INSURANCE COMPANY 666,Third Avenue, 5th Floor, New York,NY 10017 Title No: 3020-1089621 CHAIN OF TITLE ("A") SUB7ECT PREMISES: Maxwell J.Auth and Gertrude Auth, his wife Dated: 7/30/1955 To Recorded: 9/19/1955 Anna I. Smith Liber: 3975 Cp 159 Anna I. Smith Dated: 7/1/1957 To Recorded: 7/17/1957 Harry Pagan and Florence Pagen, his wife Liber: 4325 Cp 60 Harry Pagan and Florence Pagen, his wife Dated: 5/1/1958 To Recorded: 10/27/1958 Florence Pagen Liber: 4535 Cp 176 (no consideration deed) Florence Jurzenia, as Executrix of the last will and Dated: 8/25/1983 testament of Florence Pagan a/k/a Florence Emma Pagan, late of Suffolk County, died 8/3/1982 To Recorded: 8/25/1983 Edward P.Jurzenia Liber: 9413 Cp 226 (no consideration deed) Edward P. Jurzenia Dated: 7/28/2009 To Recorded: 8/5/2009 Edward P. Jurzenia and Darline J. Duffy Jurzenia Liber: 12595 Cp 599 (no consideration deed) Darline J. Duffy Jurzenia as surviving tenant by Dated: 5/5/2021 the entirety of Edward P. Jurzenia, late of Suffolk County, died 12/2/2019 To Recorded: 6/16/2021 James D. Vavas and Vicky Vavas, as tenants by Liber: 13109 Cp 1 the entirety LAST DEED OF RECORD $.f ��f F•R� 4 •P• FIRST AMERICAN TITLE INSURANCE COMPANY 666 Third Avenue,Sth Floor, New York, NY 10017 Title No: 3020-1089621 CHAIN OF TITLE ("B") PREMISES NORTHWEST: Clarence M. Davis Dated: 2/2/1942 To Recorded: 2/3/1942 Ethel C. Moyer Liber: 2216 Cp 338 (conveys southerly portion of lot) Geneva Clayton Dated: 4/30/1942 To Recorded: 5/13/1942 Ethel C. Moyer Liber: 2232 Cp 160 (conveys northerly portion of lot) NOTE: Ethel C. Moyer died 12/19/1943 leaving all her rest, residue and remainder to William J. Moyer. NOTE: Estate of William J. Moyer not found in Suffolk County Clerk's Office. . North Fork Bank&Trust Co. as trustee under the Dated: 7/10/1985 last will and testament of William J. Moyer, late of Suffolk County, died 9/21/1959 To Recorded: 8/13/1985 Walter F. Kiefer and Shirley A. Kiefer, his wife Liber: 9850 Cp 169 Walter F. Kiefer and Shirley A. Kiefer, his wife Dated: 12/2/1997 To Recorded: 12/16/1997 Daniel Vavas, Ursula••Vavas,John Vavas and Liber: 11867 Cp 954(contains wrong James Vavas all as joint tenants with rights of description) survivorship Walter F. Kiefer and Shirley A. Kiefer Dated: 3/31/1998 To Recorded: 9/3/1998 Daniel Vavas, Ursula Vavas,John Vavas and Liber: 11915 Cp 251 (corrects James Vavas all as joint tenants with rights of description of above deed) survivorship LAST DEED OF RECORD S.f ,r�f F•k� �a �4 4 !• FIRST AMERICAN TITLE INSURANCE COMPANY 666 Third Avenue,5th Floor, New York, NY 10017 Title No: 3020-1089621 CHAIN OF TITLE ("C") PREMISES SOUTHEAST: Alma W. Schnaufer Dated: 4/21/1955 To Recorded: 4/22/1955 George J. Sebesta and Harriet A. Sebesta, his Liber: 3872 Cp 515 wife George J. Sebesta and Harriet A. Sebesta, his wife Dated: 3/23/1959 To Recorded: 3/27/1959 James Romanelli Liber: 4604 Cp 296 James Romanelli Dated: 8/31/1962 To Recorded: 9/5/1962 Arthur L. Goodrich and Magdaline Goodrich, his Liber: 5225 Cp 527 wife NOTE: No proof of death found for Magdaline Goodrich in Suffolk County Surrogates Court. Arthur L. Goodrich,as surviving tenant by the Dated: 7/14/1989 entirety of Magdaline Goodrich, late of Suffolk County To Recorded: 7/21/1989 Diane Salerno Liber: 10898 Cp 379 (no consideration deed) Diane Salerno Dated: 11/13/1992 To Recorded: 1/21/1993 Diane Salerno and Vincent J. Salerno, her Liber: 11614 Cp 158 husband Diane Salerno and Vincent J. Salerno, her husband Dated: 5/20/1996 To Recorded: 6/7/1996 Vincent P. Basilice and Linda C. Basilice, his wife Liber: 11777 Cp 462 Vincent P. Basilice and Linda C. Basilice Dated: 5/18/2004 To Recorded: 6/17/2004 Vincent P. Basilice Liber: 12325 Cp 655 (no consideration deed) -t Q 4 FIRST AMERICAN TITLE INSURANCE COMPANY 666 Third Avenue,5th Floor, New York, NY 10017 Title No: 3020-1089621 CHAIN OF TITLE Vincent P. Basilice Dated: 3/7/2005 To Recorded: 4/5/2005 Vincent P. Basilice and Dahna M. Basilice, his wife Liber: 12380 Cp 526 (no consideration deed) Vincent P. Basilice and Dahna M. Basilice, his wife Dated: 11/15/2006 To Recorded: 12/18/2006 Dahna M. Basilice Liber: 12483 Cp 701 (no consideration deed) Dahna M. Basilice Dated: 4/25/2007 To Recorded: 6/4/2007 Dahna M. Basilice and Vincent P. Basilice, husband Liber: 12507 Cp 836 (no consideration and wife deed) Vincent P. Basilice and Dahna M. Basilice, his wife Dated: 6/21/2007 To Recorded: 7/23/2007 Dahna M. Basilice Liber: 12514 Cp 758 (no consideration deed) Dahna M. Basilice Dated: 11/27/2020 To Recorded: 1/6/2021 Dahna M. Basilice as Trustee of Dahna M. Basilice Liber: 13085 Cp 678 (no consideration Revocable Trust under an agreement dated deed) 11/17/2020 LAST DEED OF RECORD 4 •1 FIRST AMERICAN TITLE INSURANCE COMPANY 666 Third Avenue,Sth Floor, New York, NY 10017 Title No: 3020-1089621 CHAIN OF TITLE ("C") PREMISES NORTHEAST: PECONIC RIVER ("D") PREMISES SOUTHWEST: BAY SHORE ROAD STATE OF NEW YORK) )SS COUNTY OF NASSAU) Liliana Hernandez, being duly sworn, deposes and says that he/she has a place of business at 666 Third Avenue, 5th Floor, New York, NY 10017 and is over the age of 21 years and that he/she is Underwriting Counsel of FIRST AMERICAN TITLE INSURANCE COMPANY,that the above is the true description of the subject premises and of the adjoining premises as shown on the record in the Variance Search under the above captioned title number. BY: LILIANA HERNANDEZ UNDERWRITING COUNSEL Sworn to before me this Day of , 20_ Page 1 of 3 Datd I aCE T.516.663.0600 F.657.2053795 E.AII.NY.Lustomer.Service@datetracetitle.com Tax Search TITLE #: 1089621B DATE:5/23/2022 PREPARED FOR:First American Title (0250) ORDER ID:12171913 PREMISES: 3085 BAY SHORE ROAD, GREENPORT STATE: NY COUNTY: SUFFOLK TOWN: SOUTHOLD UNINCORP: GREENPORT DISTRICT: 1000 SECTION: 053.00 BLOCK: 06.00 LOT: 006.000 The unpaid taxes, water rates, assessments and other matters relating to taxes which properly filed and indexed liens at the date of this certificate are set forth below: ASSESSMENT: ASSESSED OWNER(S): VAVAS DANIEL &VAVAS URSULA SCHOOL DISTRICT: 10 - GREENPORT ITEM #: STATE SWIS CODE: 473889 TAX CLASS: 210 LAND: 4,800 LOT SIZE: 0.60 ACRES TOTAL: 15,300 2021/2022 TOWN & SCHOOL TAX 12/1/2021 - 11/30/2022 EXEMPTIONS: VET 792 VET 88 RESTORED FACTOR: $386.32 BASIC STAR 450 BASE TAX AMOUNT WITHOUT EXEMPTIONS: $23,096.08 FULL TAX DUE: 12/1/2021 $22,259.38 1ST HALF PAYABLE W/O PEN BY: 1/10/2022 $11,129.69 PAID 2ND HALF PAYABLE W/O PEN BY: 5/31/2022 $11,129.69 PAID RECOMMEND THAT CUSTOMER CONFIRM AT CLOSING THAT OWNER HAS NOT RECEIVED NOTICE OF SPECIAL ASSESSMENTS(I.E.,SIDEWALK REPAIRS,LOT CLEARANCE,EMERGENCY REPAIRS,ETC.).SEARCH MAY NOT INCLUDE EXISTENCE OF SUCH NOTICES.EXEMPT PROPERTY RESTORED FACTORS(IF ANY)SHOWN ABOVE REPRESENT THE DIFFERENCE BETWEEN THE ACTUAL TAX SHOWN AND WHAT THE TAX WOULD HAVE BEEN HAD THERE BEEN NO EXEMPTION.RESTORED TAX IS FIGURED ON A PRO-RATA BASIS FROM DATE OF DEED TO END OF FISCAL YEAR OF EACH TAX SO AFFECTED.METHOD OF COLLECTION OF RESTORED TAX IS NOT UNIFORM FOR ALL MUNICIPALITIES.SEARCH DOES NOT INCLUDE LEVIES OF RESTORED TAXES NOT YET POSTED BY MUNICIPALITY.SOME ITEMS RETURNED MAY HAVE BEEN PAID BUT NOT OFFICIALY POSTED BY MUNICIPALITY.RECOMMEND THAT CUSTOMER OBTAINS RECEIPTS FOR SUCH ITEMS AT CLOSING.SEARCH MAY NOT INCLUDE ITEMS NOTA LIEN UP TO THE DATE SHOWN.THE RETURNS ARE SPECIFIC TO DISTRICT,SECTION,BLOCKAND LOT.CURRENT SEWER USAGE CHARGES ARE NOT INCLUDED IN THIS TAX SEARCH.WE DO NOT SEARCH SAME UNLESS SEWER SEARCH IS SPECIFICALLY REQUESTED. IMPORTANT NOTICE ABOUT SEARCH INFORMATION HEREIN DATATRACE INFORMATION SERVICES,LLC.DISCLAIMS ANY AND ALL LIABILITY TO ANY PERSON OR ENTITY FOR THE PROPER PERFORMANCE OF SERVICES REFLECTING THE CONDITION OF TITLE TO REAL PROPERTY.THIS SEARCH WAS COMPILED FROM PUBLIC RECORDS MADE AVAILABLE FROM VARIOUS COUNTY AND MUNICIPAL OFFICES,AGENCIES AND DEPARTMENTS.THE SERVICESARE PROVIDED"AS IS"WITHOUT WARRANTY OFANY KIND,EITHER EXPRESS OR IMPLIED,INCLUDING WITHOUT LIMITATION ANY WARRANTIES OF MERCHANTABILITY OR FITNESS FORA PARTICULAR PURPOSE,OR WARRANTIES BASED ON COURSE OF DEALING OR USAGE IN TRADE OR ERRORS OR OMISSIONS RESULTING FROM NEGLIGENCE,MIS-INDEXING,MIS-POSTING OR ITEMS THATAREAFTER THE EFFECTIVE DATE OF THE SEARCH.THIS IS NOTAN INSURED SERVICE.THIS DISCLAIMER SUPERSEDES ALL PRIORAND CONTEMPORANEOUS UNDERSTANDINGS.THE SERVICESARE EXCLUSIVELY FOR THE DATATRACE CLIENTAND NOT FOR THE BENEFIT OFANYTHIRD PARTIES. 001400/001400 Continued.. Page 2 of 3 Da td I 1--acE' T.516.663.0600 F.657.205.3795 E.AII.NY.Customer.Service@datatracetitle.com PREMISES IN SUFFOLK COUNTY WATER AUTHORITY (SCWA) EXCEPT - DETAILS AVAILABLE UPON REQUEST NOTE: SCWA CAN NOW ACT SIMILAR TO A MUNICIPAL WATER DISTRICT AND RELEVY UNPAID WATER CHARGES TO A FUTURE TAX BILL. FINAL READINGN P-TO-DATE BILL OR RECEIPT MUST BE PRODUCED AT CLOSING. SUBJECT TO PRIOR WATER CHARGES NOT ENTERED AND SUBSEQUENT WATER CHARGES SINCE DATE OF LAST READING. ARREARS : NONE FOUND SUBJECT TO CONTINUATION PRIOR TO CLOSING. Page 3 of 3 a t d �ac E T.516.663.0600 F.657.205.3795 E.AII.NY.Customer.Service@datatracetitle.com SUFFOLK MUNICIPAL TAX PAGE Title No. 1089621B Date: 5/23/2022 TOWN & SCHOOL TAX COLLECTOR TOWN OF SOUTHOLD Receiver of Taxes PO Box 1409 Southold,NY 11971 PHONE:6317651800 Office of Suffolk County Comptroller John M. Kennedy JR. 330 Center Drive Riverhead, NY, 11901-33011 Phone: 631-852-3000 Tax payments payable to: John M. Kennedy, Suffolk County Comptroller UNPAID TOWN &SCHOOL TAX TRANSFERS TO THE SUFFOLK COUNTY COMPTROLLER ON JUNE 1ST. THE SUFFOLK COUNTY COMPTROLLER WILL ONLY ISSUE TAX REDEMPTION BILLS AT THE TIME OF CLOSING. PLEASE ORDER A TAX CONTINUATION JUST PRIOR TO CLOSING TO OBTAIN A REDEMPTION BILL. THE ABOVE IS PROVIDED FOR INFORMATIONAL PURPOSES ONLY. THERE IS NO LIABILITY ASSUMED. S Ewsws SEE SEC_M.OE5 r 11 119E - WTCH LNE 1•la-9] N 3 �. �'• SEE EEG M.US x T! a WTCH LNE 0 7 FOR PQ.M. 0] LSA[Gl SEE SEC_M. f. y11 - 7 <M-OS-pW O a o� ry 0 i. E 50 T.eun LI 2 18 IAaAlel t 2 16J1 O < 4 IL4.0 —N- 9 ?s iO.N OF I x 0 � � m &eetct lO.Lfcl 2.WU !fi 43 50 ,* /// / / u �BE{CYSON L7Am 0• _ 2 EAAm QrE! rn 13 s, 14.r •'�. 14.1 ,m m rAuu <to.w• 4 tx /OB ♦' TO.x OF SOUTH0.0 v � 0n0naArm LAO CREEK a ° y / •� r �i� + PIPES evVq ° @ mm W .e+° �� an d .,. !y<U OOOS °4h• •{1 •/,° g RORE• A]h<` a° ® ® ti 960AIcf � pVrV f� -Kr � V, Al aster 2 ]o 70.0 72A- a N t x h i PCL.M.2 SEE .E p ! ! SEE SEC.M. tl >> c!'O z1 A 8 x ARPpIp OR t SEE SEC. 51 \ SEF YG H0.05T r.. \/ � �o L xz°yovw amaa u,x. to uw ---._ sanmxww --sw— MxY TSiI w--x—_ unEss .x 0n .aE, .0 mecEs — r— — OLLp.NG s, NOTICE COUNTY OF SUFFOLK © K ,N ,o,.a SDUTHDLD secnoN No c „t —�— " `21) �e p:Y",� . Roo]Property Tax Service Agency r z at]WA 0 sTa Y4'VT AL]FAAMHA SA1E 00. E -- - LGT ..m dsmEr7rav o<Axr PmTa a cant Center Nit N Y 11911 M nz o] m n1A¢Er 053 N s°m l9m Sp1°Gems v. a.Orw --- ,p0mrow -- -- may mmw--.-- Pus Hf1aE 9STaA CWxiT T.WP O PYa01ED Y � a PvrlL 23 Ox]A•m 121 A[m w 12.11 T°^O` —__— Nn mrs,w --P—_ ..ms maRw—n-- aH�aa+6 .aSTFuiEx� WMT 10.1TIFN FEHYSSa�Of THE b Scu[H[EEIe A ce cm tx. ILt Afd HEAL PRffEOrr 1.STAMR Amer. P me NT rat 1e 1000 PROPERTY NAP CQA4IM CAT: Suffolk Environmental Consulting, Inc. Newman Village Suite E • 2310 Main Street • PO Box 2003 • Bridgehampton NY 11932-2003 t 631.537.5160 • f 631.537.5291 Bruce Anderson,M.S.,President HAND DELIVERED May 19t',,2022 Building Department Town of Southold P.O.Box 1179 Southold,NY 11971 RE: VAVAS Property—Application for Building Permit Situate: 3165 Bay Shore Road • Greenport West, Southold SCTM#: 1000—053.00—06.00—007.000 To whom it may concern, This Firm represents the Owner(s) of the subject parcel,who are seeking a Building Permit for the Construction of a new single-family dwelling thereon. Consequently,your departments approval is required. Attached herewith please find the following application materials; 1. Application for Building permit with Owner Authorization Form; 2. N.Y.S. Dept. of State Division of Building Standards and Codes Application for Plan Approval of a Factory Manufactured Building(Modular), (Four [4] sets); 3. N.Y.S. Dept. of State Third Party Modular Review Residential Submission Development Worksheet, (four [4] sets); 4. REScheck Compliance Certificate, (four[4] sets); Y 5. Truss Calculations, (four [4] sets); 6. Calculations for Legacy Custom Modular Homes,L.L.C., (four[4] sets); 7. Center Section Shear Wall Calculations, (four[4] sets); 8. Postal Frame Wall Calculations, (four [4] sets); 9. Site Plans prepared by James Joseph Barlow, P.E. last dated April 2Pt,2022, (four [4] sets); 10. Foundation Plan prepared by Joseph Fischetti, P.E.,last dated May 15t",2022, (four [4] sets); 11. Southold Town Board of Trustees Wetland Permit No. 9995 issued September 15th, 2021,(one copy) and; 12. N.Y.S. Dept. of Environmental Conservation Letter of No Jurisdiction,issued September 22nd,2021. By way of this correspondence and the filing of this application,please commence your review of this application.Thank you for your time and consideration regarding this matter. Should you have any questions or concerns,please feel free to contact this Office at any time. Yours Truly, Robert W. Anderson C.c. J. &V.Vavas BAR 1l� srorom LTD wa,,,, 'c� PANQ O — ��' 'mid 1�swraw�•r�P.w+eaSem..+mmmusauwva. POLYLOK 20' a'W o.v.emam.v.,swz.w.1 NS:RR COVER R xn.;wv�m.p.v.eawr�ba+a�.dw.leepv.eanmv., usm�.dua.ua.,"r mm..�i,++a..oi..e.J..mn,rm I�w00N•� . DISTRrsunaN sox �[@v�y� �,�wrm-•-•�••�•••••�d•�u«•��- �LPACMC w/LOCKING COWER �J a �iO"0"�n0i• °'°"""d^°0'Y°'�°'r°• m,.. �......> Am wcuzR a sum ro$PW TRouowrs LOCKING COVER DE-PAIL —TO LEACHING FIELDS N.T.S.PIPE OJO.NLT �'T'sPRONDE SPEED IJ,TI JR REMOTE PLCON EACHOUTLET V/WB0 COWRESS®2 MELLIN'G AW 11'THICK ERIALUNDE RPNFILTER NA7QOAL TYPE 1 NGDgAOAVTw POLYLOK D—BOX DETAIL CONTROL PANEL 8c AIR PUMP ELEVATION W�_ N.T.S. eda. N.T.S. 55 H ELECTRIC RISER DIAGRAM CLEAN OUT DETAIL ,.,a,,,,,e,� y� N.T.S. N.T.S. I/l'Pm FOOT NW.PI1CH > �s.o..sam..omrda.dmmr+...deb IORL r DITMY PIPE IAY PER/OOr 101. _..'dWausm.psr.,awdema WR]SUa SM PVL b61E Wff �ddm Ymv� ree rw..sm nmad Z NGI Y F.J.a.ISY Ca1CRE1E CALM GTEII 11On iRV2dl0'AR �1E�A18 L draw.o��'••'�e�+e•Mwna lea EMI RUG �/APPROIID IOWIC PEYLi �p a�KK ..my....d+..envrmwr.dt.wa� Q a sLvm/R'r sNETr LGNT6 fCOx1SII OS11l�IMll _ E^""•°;'„m'•"0-m•e"m"'" cf) /LMM MNHOfE emrwraw.Pmnrwe...n d.r.P.aimraeu. lE H'mh. ]'� r sa PFE cmwucwwnwmm�om OFAV On B.3 92' dr �J LE .ffLyy�c`.� weave.. [IJ LEACHING GALLEYS(!'DEEP) NCDOHAID GEOSOENG£: 0>� (1)ExPAN4W,'GUEM(1'pE[P) 30'�yNN. fl' 1 Hl'ORO—ACTION AN6O0 . . ""mow'"@ ELEV. 9.9' 'µ® wusmnwvcraxe,n..o.uu�.wvww.nwaa.n..om OR BROW WN L I LOW _ —G70UH0 WARP swam —1.0 BACML NATEWAL TO BE OF.AH SIJI)k GRAVEL EXG VALE AQ UN5UTA[tIE Sp[S r�w l�� •I� wP wart we".w.wamm..wsPwe,.muwwvwMm.. .vm .0 CH e(yty jFAOHING POOL DETAIL iawwsm E vW —3.0' vaw C m'�pl(mVp+ a.uiawrnwrnrseewww.c+w® vwww..mcm am,r. E SEffimARY Abandonment Of the exlsWg sanitary system must be In sNETT ° sw EXCAVATION INSPECTION REQUIRED conformance with the Department's requirements. —9.2' EtEv.o.Y Submit completed tone W WM-080 as proof 'm°'•'w'w"•"`��""' FOR SANITARY SYSTEM <w mww dPw w e.�.e�d YIAIm IN waurwrtwwn.wrxvwmmnsww+.arwwrauecwsnnmw.m_iwwmm Sw BY HEALTH DEPARTMENT a�wP \ -13 B SANITARY SYSTEM DESIGN Ld TO ✓Kent� (D COURSE SMD 17.0• t�JP.tEB �50,4y`3pD \s A A/I SYSTEM a r MY 7.=1 PU81' 1I ✓ O LC Z yam: 6 BEDROOMS = 110nod X BEDROOMS = 660gpd w WATER p�WNiERED R S`pF.N �pS 3 0 p Z 90 sz LR:L0.9 suRTACEQrs � :_ \ I/A=HYDROACTION AN600 = 660gpd = i $ w a A' p{•Sy P, ,^ \ LEACHING U) N m :+ A [41 LEACHING GALLEY'S 4' DEEP 55° G FL [21 EXPANSION GALLEYS 4' DEEP w x N �� ` / •/ � i °,1 \moo BILL OF MATERIALS VEVAS W a. a.A,sj. `i" RA,REOG Tune ANeoRwwmxrr AmucTwR i 3165 BAY SHORE RD (n T WM�IV, tFf d -A 'K Pass DF •^ ,(+ / Y A r..e9 Us wR6iElElLiY[IR L SOUTHOLD,NY O G V^'r o l ,�,,•,�G4 \ T T6'� $ • s� �P n` T woP A iuYrawuw+.uTe i SCTM#1000-53-6-7 T� « q \ •G*' '�. 'It¢ ^ . {�^ \ B EG90.f0.L.:H.Lt EC".Ai6L1SOIlC L PECONIC BAY ESTATES der,". X.# ,`ME „n•car FILED MAY 19,1933 �5" o o �� °o4yp° MAP#1124 O c� %'' �E mE w,b lnnnm,b.n.R.tl.d W,M AREA FOR HEALTH Sufldk CRunSr WVA ofNohh SnNws. CaEI(i11)052-575498hwa in DEPARTMENT APPROVAL STAMP stv� °�•pF ,yy.'c� aev.nw.en w,weJe imp.aanf.). y •� \ p \g\�{T w P��56 .�P�A T^\ AM600 MTROGEN REDUCTIIDI SYSTEM +.n.a.HA-PN600 L M) gS Q 7 . a `b 4 v ss� REST ETi LL `7 a STORM WATER o o DRAINAGE DESIGN g o o ORAwNBY:JF/V �'c•� Q ay ay. HOUSE; 35x40 = 1400sf o" P JuLv n,10z1 o GARAGE: 15x20 300sf 4 PORCH: tOx20 = 200sf ❑ eeslg.Pmh,elu W',CeMllretbn RepWwd. w .��w SCALE:AS NOTED aa"uPEw.Rw c.Nm+a�rw 1900sf qG Lane Ta.Wt.Ilnbn.M owmwY�nal,Iv Sew„.Rep.a.I SPA 88 N C = SHEETNO: m Vd 1900sfx2" = 316.7cf v = Id i u, v le NOTE: 316.7/42.44 = 7.51f ig w a LL a A Ic�`Qnd. ALL HOMES WITHIN 159 ARE Q5.E [2] 9' DIA 4' DEEP DRYWELLS o$ SITE PLAN CONNECTED TO PUBLIC WATER SCALE 1'a 20' I SURVEY OF PROPERTY3° 6° Feet LOT 55&PART OF LOT 56 AMENDED MAP"A" OF SCALE: 1 INCH= 3 O FEET PECONIC BAY ESTATES FILED: MAY 19, 1933-MAP NO. 1 124 SITUATE ARSHAMOMAQUE (GREENPORT) TOWN OF SOUTHOLD SUFFOLK COUNTY, N.Y. m TAX MAP NO.: 1000-053.00-06.00-007.000 C p RESIDENCE-PUBLIC WATER LOT AREA TO M.H.W: 10,888.24 S.F.(0.250 ACRES) _E z 50.0'WIDE LOT 54 PROPOSEDECO BAR ER& DATE SURVEYED:JAN. 27, 2021 (EXCESS G FILL n n PUBLIC RADING �m RIGHT OF WAY IXCESSLLTOBEREMOVED) ADDED FLOOD ZONE:JAN. 29, 202 1 D EYJSTING 175.00 O M.H.W.AS PER FILED MAP POSED RESIDENCE TO ADDED BUFFER:SEPT. 9, 2021 mm I 9s N66'09'00"E RESIDENCE BE DEMOLISHED I 145.38 O KHEAD CURRENT M.H.W. ADDED EGRESS WIND.WELL:JULY 5,2022 f LmL xg x9'y ETURN NAIL x , POLE SET T 9'IZ .'0 I-T�hOa MON.FND. PROPOSED -i.N.k_O x�D. - xg eO 9� m,00 �yV WW WATER SERVICE - / ❑ I 'I D_ N 1 1 -ELEVATIONS REFER TO NAVD88. D I W 5s.00 - - - 8.0 -NO WELLS WITHIN 1 50'OF SUBJECT PROPERTY. ;o F O 3 54• z5.o'R. e. z NI O PROPOSED DRIVEWAY GARAG N I W f/�' n 35.0'F.Y.SB. _ LOT 55 § -i m U) l . PROPOSED LOT COVERAGE: CJ U 1 6 17.00 N 7.50 I ) D O ROOFED STRUCTURES:2019.33 S.F.OR 18.5% Z 0,9 35.0' S•D : m M a ~ REAR DECK: 154.35 S.F.OR 1.4% Y✓- PBOX Z .� m -i .I] TOTAL: 2,173.68 OR 20.0% n O w� ��IXiS NG gO T,,+ O ;�O Ic' A (o Z Rl I IER� V 1TER SERVICE mm�� U) m AO� ,�$ = D f11 I� O MF` l�ZO E RFIv10VED =Z m N�Tl O O 7C x�T nx g n a ROOF DRAINAGE CALCULATION: C /v A ulo p y'." I 0Y 6 .�� o � �I � 1 RESIDENCE:2019.33 S.F.x 0.17 FT.x 1.0=344 C.F.REQUIRED m I R' S '• M 3 O :)m m m Ul PROVIDE:(2)B'DIAM.x 4'DEEP DRYWELL OR EQUIV. �'IZ �Y 9. i Z z W� 1,00 m -'�( 7,50 :'C � m 0 3 W `■ -- 0y h0 N LEAN ECELLAR P I ' Z �m C) A O o C Y _ a < F o 1, r \ 'I� ' S -D-1 I , 'v F ` -� 40.00 69 II I p r N f O ! EANITA �..�.yL.w �.. 9 .1-PAST OF ZCD o 0 ( n nCONCR (�U` �0' N UIEGRESS I LOT 56 GG { m m COVERS .T>`�� Q WELL L P. M O C LJ D O 0 D.W. �TANKNO - �of NE�� 1 g. '1�, xD p 6� PILLAR �� STAKE HEDGE ROW ON LINE ' STAKE BULKHEA NAIL ` Q 0 9• RETURN FND. h �3 0.2'S 66°09,00I'W FND. PUMPAND CELLAR FND. Z= �.,� CONTROLS ENTRANCE 175.00 TO M.H.W.AS PER FILED MAP m PU� o� HYDROAC ON I 145.00 TO CURRENT M.H.W. O n * * _ _ANITARY PART OF 0 DESIGN AS PER LOT 56 I" m OTHERS O 0 v Z n RESIDENCE-PUBLIC WATER 0 o to x Lu r � x m �M1RV rn n A m D a LEGALNOTES: m Z 2.COP DR D A LANDSURVEYINGPLLC.ALLRIGHTSRESERVED. m W 2URDIVIHORIZEUALTERAT 5TOTE DITIONTOTHIS SURVEY MAP BEARINGAUCENSED LMIDSURVEYOR'SSEAL ISA VIOLATION OF SECIlONT20B, x Of S,ONLY B ON 2.DA NEW YORK STATE EDUCATION TAW. 3.ONLY BOUNDARY SURVEY MAPS WffH THE SURVEYOR'S EMBOSSED SFALARE GENUINETRUE AND CORRECT COPIES OF THE SURVEYOR'S ORIGINAL WORK L7 AND OPINION. 4.CERTIFICATIONSONTHMBOUND&RYSURVEY MAP SIGNIFYTHATTHE FP WAS PREPARED NCE ACCORDA WITH THECURRENTEXISTINGCODEOFPRACTICE Q FORLAND SURVEYS ADOPTED BY THE NEW RK YOSTATEASSOCIATIONOFPROFESSIONAL LAND SURVEYORS INC.THE CERTIFICATIONIN RTL OPERSONS O FOR WHOM THE BOUNDARY SURVEY MAP IS PREPARED.TO THE TITTLE COMPANY.TOTHE GOVERNMEIYT'AL ENCY AG ,AND TOTHE IENDiNG INSRT VT10N USTED ON D_ -SO UNDARYSURVEY MAP. 5.THE CERTIFICATIONS HEREIN ARE NOT TRANSFERABLE. B.THE LOCATION OF UNDERGRWND IMPROVEMENTS OR ENCROACHMENTS ARE NDTALWAYB KNOWN AND OFTEN MUST SE ESTIMATED.IF ANY UNDERGROUNO K IMPROVEMENTS OR ENCROACHMENTS E(ISTOR ARE SHOWN.THE IMPROVEMENTS OR ENCROACHMENTSARE NOT COVERED BY THIS SURVEY. U 7.THE OFFSETS(OR DIMENSIONS)SHOWN HEREON FROMTHESTRUCTURESTOTHE PROPERfYUNES ARE FORASPECIFIC PURPOSEAND USE ANDTHEREFORE ^� +� V) ARE NOT INTENDED TO GUIDETHE ERECTION OF FENCES.RETAINING WALLS.POOLS.PATIOS PLANTING AREAS,ADDITIONS TO BUILDINGS.-0 MY OTHER TYPE � Q OF CONSTRUCTION. B.ONLY SURVEYS BEARING THE MAKERS EMBOSSED SEAL SHWLD BE RELIED UPON SINCE OTHER THAN EMBOSSEUSEAL COPIES MAV CONTAIN mUNAUTHORIZED AND UNDETECTABLE MODIFICATIONS.DELETIONS,ADDITIONS,AND CHANGES, t 9.PROPERTY CORNER MONUMENTS WERE NOT SET AS PART OF THIS SURVEY UNLESS OTHERWISE NOTED. 10.At L MEASUREMENTS REFER TO U.S.SURVEY FOOT. Y IY/ iN� AJC LAND SURVEYING PLLC 0 v LAND SURVEYING & PLANNING 77 S. COLEMAN ROAD, CENTEREACH, NY 1 1720 0 PHONE: 631 .846.9973 EMAIL: AJC246@OPTONLINE.NET U 1 FOUNDATION ASogBUILIT 30 s° Feet LOT 55 &PART OF LOT 56 AMENDED MAP"A" OF SCALE: 1 INCH= 30 FEET PECONIC BAY ESTATES FILED: MAY 19; 1 933-MAP NO. 1 124 SITUATE ARSHAMOMAQUE (GREENPORT) TOWN OF SOUTHOLD SUFFOLK COUNTY, N.Y. 50.0'WIDE LOT 54 PUBLIC I RIGHT OF WAY TAX MAP NO.: 1000-053.00-06.00-007.000 I175.00 TO M.H.W.AS PER FILED MAP N66009'00"E 145.38 TO CURRENT M.H.W. LOT AREA TO M.H.W: 10,888.24 S.F. (0.250 ACRES) UTIL x13 913 I BULKHEAD NAIL DATE SURVEYED:JAN.27, 2021 x POLE RETURN 2 1x d J z ET MON -- ---- ---i 0 O- .FND. ADDED FLOOD ZONE:JAN.29,2021 9� �o• �� O 0 . 9' oe M ADDED BUFFER:SEPT.9,2021 O ADDED EGRESS WIND.WELL:JULY 5,2022 p 35.0' ss.o 18.0 v ti z N 1^�1 FOUNDATION AS BUILT:SEPT.26,2022 OLIND LOT55 :I ° l 1: C 75 ' D -u D O ELEVATIONS REFER TONAVD88. I�`^'�' POURED CONCRETE ❑ �O r A i1 z FOUNDATION Np x Z A D ITI �r ¢ V TOP FND.=11.70 i ❑ rom D �I12 , x y ZCL 7.5 �I m M m9h hDN N :I1n rmo pm XZ o N I Z •I D p N IT1 VI Nso.z Ol 4.5T PART OF :� m Z 0 1' 'I N: 'V > N"BILCO"WALLS �5.3 0 LOT 56 m N M O I O r .� ° J h'1� U1 m �°9 x0� -- --- 'o h h If/99Sx tf g8� PILLAR HEDGE ROW N LINE 6fAKE BULKH A NAIL O g� 0� 53 D.25 S66009'00"W FND. RETURN FND. C'Aw Z= 175.00 TO M.H.W.AS PER FILED MAP is Or Nett' AIL PART OF I 145.00 TO CURRENT M.H.W. J �s POLE o ® LOT 56 O l O x v�o 00 _ N N * o, O m m (Jj xl<o N m o m `D 0 � - w � � m 3 0 E. NOTES: fL ,.COPYRIGHT 9—LANDSURVEYINGPLLC.ALLRIGHTSR VESER I. Z W 2.UNAVMO ALTERATION ORADDITON TOTIHIS SURVEY MAP BEARING ALICENSEO LAND SURVEYOR'S SEAL ISAVIOLATON OF SECTION 7209. W SUBDIVISION Z OF NEW YORK STATE EDUCATION LAW. D' 3.ONLY BOUNDARY SURVEY MAPS WITH THE SURVEYOR'S EMBOSSED SE4LARE GENUINETRUE AND CORRECT COPIES FTHE SURVEYOR'S ORIGINAL WORKAND C7 4.0 OPINION. 4.RLAND CERTIFICATIONS ON THISBOUNDARYSURVEYMAPTE A— CIATTHEMAP WASPREPARED CURRENTION 15 LIMITED CODE OF PRACTICE FOR LAND SURVEYS ADOPTED BY THE NEW PORK STATE ASSOCIATION OF PROFESSIONAL LAND SURVEYORS.INC.THE CERRFlCATIONIS LIMITED TO PERSONS < FOR WHOM THE BOUNDARY SURVEY MAP IS PREPARED.TO THE TITLE COMPANY.TO THE GOVERNMENTAL AGENCY.AND TO THE LENDING INSTITUTION LISTED ON THISSOUNDARYSURVEYMAP. t ) 5.THECERTFIUTONSHEREINARENOTT SFEFL4 1 / Ld S.THELOC MTI NCFUNDERGROUNDIMPROVEMENTSORENCROACHMENTSARENOTALWAYSKNOWNANDOFTENMUSTBEESTIMATEO.IFANYUNDERGROUNO Y /}��,', 5 IMPROVEMENTS OR ENCROACHMENTS EXIST OR ARE SHOWN.THE IMPROVEMENTS OR ENCROACHMENTSARE NOT COVERED BYTHIS SURVEY. /l �� 1 y T O 7.THE OFFSETS(OR DIMENSIONS)SHOWN HEREON FROM THE STRUCTURES TO THE PROPERTY LINES ARE FOR A SPECIFIC PURPOSE AND USE AND THEREFORE `R �/1Y/ -� ARE NOTINTENOED TO GUIDE THE ERECTION OFFENCES,RETAINING WALLS.POOLS.PATOSPLANTNGARIJS.ADDITONSTOBUILDINGS.ANDANYOTHERTYPE OF CONSIRUCRON. `/� -- ` I I < El.ONLY SURVEY S BEARING THE MAKERS EMBOSSED SEAL SHOULD BE RELIED UPON SINCE OTHER THAN EMBOSSEPSEAL COPIES MAY CONTAIN - 1 M UNAUTHORIZEDANDUNOETECTABLE MODIFICATONS,OELETONS,ADDMONS.ANDCHANGES. f . 9.PROPERTYCCR MAIOM)MENTSWERENOTSETASPARTOFTHISSURVEYUNLESSOTHERWISENOTED. f N 10 10.ALL MEASUREMENTS REFER TO U.S.SURVEY FOOT. J L OCT 1 2022 i a `AJ-C LAN"D--S _:-RV_EYI-NG--PLLC---- �,1 I LAND SURVEYING_&-PLANNII`IG '__ 0 77 S. COLEMAN ROAD, CENTEREACH, NY 11''720 0 PHONE:.631.846.9973 - L _ s— EMAIL: AJC246@OPTONLINE.NET I y i FOUNDATION AsmBUILT 30 6° Feet LOT 55 &PART OF LOT 56 AMENDED MAP"A" OF SCALE: 1 INCH= 3 O FEET PECONIC BAY ESTATES FILED: MAY 19, 1933-MAP NO. 1 124 SITUATE ARSHAMOMAQUE (GREENPORT) TOWN OF SOUTHOLD SUFFOLK COUNTY, N.Y. 50.0'WIDE LOT 54 PUBLIC TAX MAP NO.: 1000-053.00-06.00-007.000 RIGHT OF WAY 175.00 TO M.H.W.AS PER FILED MAP N66009'00"E 145.38 TO CURRENT M.H.W. LOT AREA TO M.H.W: 10,888.24 S.F. (0.250 ACRES) unL. x99g I BULKHEAD NAIL RETURN DATE SURVEYED:JAN.27,2021 x POLE SET — — I Z 9,x p?` MON.FND. X� ADDED FLOOD ZONE:JAN.29,2021 9' -10 �� O O 1 s� oe ADDED BUFFER:SEPT.9,2021 J N O 56.0 I8 Q m N% T ADDED EGRESS WIND-WELL:JULY 5,2022 r O 35.0� D Z N N m FOUNDATION AS BUILT:SEPT.26,2022 O tJ IJ 1 5 LOT 55 :I m �° C 7 -a = W ` J 996x 12.1 7.5 I :I O ' y O O -ELEVATIONS REFER TO NAVD88. �d� 1 1 o � m m O K j POURED CONCRETE O EI o FOUNDATION p xl Z = a p, TOP FND.=1 1.70 (71 I 602I m D > /lJ C I -v O C J r cm m 7.5 /�co r m Ul d 9h� gOX D z 4.0 X 'Cn co 0 0 �•�� 9' N .Im r O a 3 W N N I .Z A N 2 —I N m 30.2 rn 4.Sr I PART OF D .�a m I— r Z �7, "BILCO"WALLS �5.3 OD I LOT 56 � :� N m n N 0 { r a G C' :I Z a � IPE FND. (31 m xp x - �x BULKH EA NAIL o 96 Cnotoga PILLAR HEDGE ROW N LINE STAKE RETURN FND. �1h �1h S' L�3 0.2'S S66p09'00"W FND. o Z= 175.00 TO M.H.W.AS PER FILED MAP ��Re_ UTIL 145.00 TO CURRENT M.H.W. ' o POLE PART OF �0 � ® LOT 56 o o a !j1 ® NiN 0 0 0 m m X <10 o m Ir 0&0990 a ILAND 3 H 0: O 0_ LEGALNOTES'. 1.COPYRIGHT 2019 A.IC LAND SURVEYING PLLC.ALL RIGHTS RESERVED. Z W 2.UNADTHORI2ED ALTERATION OR ADp1ION TO THIS SURVEY MAP BEARING A LICENSED LAND SURVEYOR'S SEAL IS A VIOLATION OF SECTION 7209. W r 2,UNAUTHOR 2,OF NEW VORK STATE EDUCATION LAW. w 3.ONLY BOUNDARY SURVEY MAPS WI HTHE SURVEYOR'S EMBOSSED SEAL ARE GENUINETRUE AND CORRECT COPIES OFTHE SURVEYOR'S ORIGINAL WORK AND OPINION. �AlF RLANICATIONS RVEYSA THISBOUNDARYSURVEY STATEAP SS TIATTHE TIONOF ROFE WAS SIOARED LLAN SURVEYORS.INCCORDANCE .THE CURRENTEXISTINGCODEOPERSOTICE Q FOR LAND SURVEYS ADOPTED BY THE NEW Y REP STATE ASSOCIATION OF PROFESSIONAL LAND SURVEYORS.INC.THE TO THE!LENDN G LIMITED TO PERSONS FOR WHOM THE BOUNDARY SURVEY MAP IS PREPARED.TO I-IE TITLE COMPANY,TO THE GOVERNMENTAL AGENCY.AND TO THE LENDING INSTITUTION LISTED ON y_ 111 THIS B OUNDARY SURVEY MAP. 5.THE CERTIFICATIONS HEREIN ARE NOTTRANSFERABLE. 6.THE LOCATION OF UNDERGROUND IMPROVEMENTS OR ENCROACHMENTS ARE NOTALWAYS KNOWN AND OFTEN MUST BE ESTIMATED.IF ANY UNDERGRDUND 10 �� E U U 2 O IMPROVEMENTS OR ENCROACHMENTS EXIST OR ARE SHOWN,THE IMPROVEMENTS OR ENCROACHMENTS ARE NOT COVERED BY THIS SURVEY. 7.THE OFFSETS(OR DIMENSIONS)SHOWN HEREON FROM THE STRUCTURES TO THE PROPERTY LINES ARE FOR A SPECIFIC PURPOSE AND USE AND THEREFORE } ARE NOT INTENDED TO GUIDETHE ERECTION OF FENCES.RETAINING WALLS.POOLS,PATIOS PLANING AREAS,ADDITIONS TO BUILDINGS.AND ANY OTHER TYPE OF CONS 8 ONLY SURVEYSBEARINGTNE l� a MAKERS EMBOSSED SEAL SHOULD BE RELIED UPON SINCE OTHERTHAN EMBOSSEDSEAL COPIES MAY CONTAIN UNAUTHOR DANDUNDETECTA-BLEMODIFICAIONS,DELEIONS.ADDRIONS,ANDCHANGES. www .} /� 9.PROPERTY CORNER MONUMENTS WERE NOT 5ETAS PART OFTHIS SURVEY UNLESS OTHERWISE NOTED.-- -- -- - _ _ _ FEB '■ 1 JO�A D.ALL MEASUREMENTS REFER TO U.S.SURVEY FOOT. - C C 1 L 4 � M I U Q - iD-bu -YI -_�Gl--PLLC ai&j t,ub�l LANs S'LJRVEYIiNG RLA'NNI:hI_ p — 77 S. COLEMAN ROAD, GENIE £-ACH, Nl( i>�'1�T20 3 0 MAIL' AJ.C2`4 OPTO1 LINE.NETNow % U RVEY OF PROPERTY 30 SCALE: 1 INCM= 30 FEET S&PART OF LOT 56 DIED MAP"A^OF PECONIC BAY ESTATES MAY 19, 1933-MAP NO. 1 124 SANITARY LOCATION OWTS I D.B. LG.1 LG.2 LG.3 LC.4 IATE A 24.0 13.0' 25.0 34.0' 32.0' 39.0' B 20.0' J7.0 37.0 1.35.U' 45.0 43.0' 1AMOMAQUE (GREENPORT) DRYWELL LOCATION D.W.1 I D.W.21 D.W.3 D.0 C 11.0 19.0' 55.0' 56 ' V OF SOUTHOLD I D 53.0 55.0 1s.0' 11.0' OLK COUNTY,N.Y. 50.0'WIDE LOT54 PUBLIC 1P NO.: 1000-0 145.3 53.00-06.00-007.000 RIGHT OF WAY I1 TO M.H.W.AS PER FILED MAP 45.3$TO CURRENT M.H.W. :EA TO M.H.W: 10,888.24 S.F.(0.250 ACRES) N66°09'00"E I BULKHEAD ;URVEYED:JAN.27,2021 UnL 0 3.4•N RETURN 3.7'N POLE K y Si T FENCE _NAIL 7 3UFFEZONE:JAN.29,2021 v?ry °° 'FND' W-t O sER�ncE A.C. _/ �y SET 3UFFER:SEPT.9,2021 DNrrs U' �i �'e I �y EGRESS WIND.WELL:JULY 5,2022 ,��' J = z Wes^^ R®w -'�'W'1 b1V 2) I U U kTION AS BUILT:SEPT.26.2022 rn p �5,0' _ ss.a C�1051 1O.O t-ly JRVEY:JULY B,2024 V/ O G-e DRI E AY GR`GE 50T855 N 1 A 1 G.R.11.74 m 1 I U) (51 ^ 26LOCK ` APRON 3 p 17.0 tJ7 j C -IONS REFER TO NAVD88. O �n D.B. ❑p®ss oNEs` 190 2 STORY I f I o D 41 ! m O TS MEASUREDTO FOUNDATION �Ol B❑� ISM o FRAME o 5 o z C z a � ❑ODDm to RESIDENCE eYe m �1 rn D LT LG.1 3� 3 m 6 m O I A #3165 I m SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES �� p $ Z �- ° eRi i3b°44 7 5 I = O APPROVAL OF CONSTRUCTED WORKS FOR 0 qy< m N 'G. LG2- _�p�0Wf$ w RIDGE:42.4 _ _ _I_ m O A SINGLE FAMILY RESIDENCE z L�J LJ -TOgOS ° 403 I N nlazaz4 R-zlaosn (4)a'DEEP o� rq PART OFCU Date H.S.Rei.No. O 00 LEACHING GALLEYS sAN.f f JB Li I LOT56 I m EOP. LP. EGRES "BILco" y/ The sewage disposal and water supply facilities at this location have been TANKS vnN°ow CELUR WL7) , W BUI�EAD�y ENRTANCE ADJACENT �/ inspected andlor certified by this Department or other agencies and found / sly FENCE °2 ZA to be satisfactory FORA MAXIMUM OF B BEDROOMS. O - zaN 0 No 9yx F�.2'S HEDGE ROW ON LINE STND. y 0-,EJ" 0 D3 0.2'B FND. �IOF �)► EF a Z? S66°09'00"W Office of Wastewater Management POLE U71L 1 I 5.00 TO M.H.W.AS PER FILED MAP O �► PART OF 145.00 TO CURRENT M.H.W. LOT 56 I0 0 * 00 -, DID N N 212 0�0990 A LAND .�°EYE,NAP�wD�,�Es°R�EroR�END��EALANE°EN°wE,�DEAND�aRRER°aP�EsoFTNE�DR,E.DR�°R°Nw,�RN .. NAE�PREPARED. NE EDDNPAN..,°�E°°EENNEN ALADEND..AND,°NE,E-NDIN NOE ouND 1S�ND °DDETMEEEE�nDNDFEEN°sEEAINN LL=PDD�PArP"P 11-N.ARE. ADDR,DN=roD°ILDN°s<N°A"=ERrPE Ire - TNANENEDssEDeEAEc°PEES NAYcaNraN �Y!/ _ 7 ER.REPEET°Us.sUEVErEom. RroPTxssum.EYUN�ESSrnNERwISENrnED. /r� ,_. w..,x.;;.a ._.'5 ' , 4�JC-�LAND�SURVEY[NG"RLL,C NOV 1 4 2024 ND SURVEYING &PLANNING` I 53 WADING RIVER MANORR�M AN�ORVILLRI,94 7. 9 HONE 631 846=9973 .;MAIL:INFO@.�JCLANDSi7RVEYING.COM "-- STATE OF NEW YORK ANDREw-M. CUOMO DEPARTMENT OF STATE GOVERNOR ONh.COMMERCE PLAZA ROSSANA ROSADO 99 WASHINGTON AVENUE SECRETARY OF STATE ALBANY,NY 12231-0001 WWW.DOS.NY.GOV THIRD PARTY MODULAR REVIEW RESIDENTIAL SUBMISSION DEVELOPMENT WORKSHEET BASED UPON THE 2016 NEW YORK STATE UNIFORM CODE AND 2016 NYS UNIFORM CODE SUPPLEMENT, 2015 INTERNATIONAL RESIDENTIAL CODE,2015 INTERNATIONAL ENERGY CONSERVATION CODE,2016 NYS SUPPLEMENTTO THE ENERGY CONSERVATION CODE AND THE 2014 NATIONAL ELECTRICAL CODE TO BE COMPLETED BY THE MANUFACTURER Manufacturer:ICON LEGACY CMH, LLC Project Name & Project Number:0410477 EAST END CONSTRUCTION/JAMES VAVAS Address:3165 BAY SHORE ROAD City/Town/Village:GREENPORT Zip Code: 11944 This worksheet is based upon the Documentation Guidelines for Factory Manufactured (Modular) Building Approval dated August 1,2018 prepared for the Residential Third Party Modular Review. This completed worksheet shall accompany each project submitted as part of the Residential Modular Program. This worksheet is provided for general guidance in preparing a satisfactory application for approval only. This is not intended to serve as a complete checklist leading to compliance with the Uniform Fire Prevention and Building Code. Note that the worksheets are in a tabular format and are divided into five columns as shown below. A description of each column is given in the second row, below the column header. The Response three options to check are: • Completed (Completed in the factory) • N/A(the requirement is not applicable to the project or factory provided.) • S(the requirement is to be completed as onsite construction,provided by the factory) Section A - General Requirements Worksheet Reference to Code Submission Requirement Response Drawing sheet or Doc. Section page number Guidelines where requirement is addressed A7 Acomplete calculations manual f(Completed 1-235/RC1-R Include index with all pages required for complete rJ N/A s C42 set A6 Drawings indicate the location of the NYS Insignia ofCompleted CV/FP1/FP2 Approval,Manuf.Data Plate and 3rd Party Inspection [7, N/A Agency labels l S Al Cover Sheet identifies the design professional's [C Completed CV name,address and contact information. List 3rd Party FJ N/A Inspection Agency with address S A10 Cover sheet has an index for the entire drawings set Mcompleted CV (Be sure all pages required for a complete set are I3 S listed) Residential Submission Development Worksheet Page 1 of 13 September 1,2018 A9 Cover sheet indicates the project name,complete [Completed address and county EJ "/A CV El s Al2 Cover sheet identifies the climate zone and energy [Completed CV testing agency and contact information "/A [ s Al2 Cover sheet identifies the use and occupancy [ECompleted CV classifications "/A ® s Al2 R301.1.4 Cover sheet identifies the seismic design category Completed CV and wind exposure category "/A p s Al2 Drawing Organization:Categorize"R"Occupancy in [Completed One-family,Two-family,or Townhouse ® N/A CV ® s A13 R302 For Multiple Family Dwellings and Commercial ( Completed Construction,provide plot plan showing the building [ "/A p s on the site,lot line dimensions and grade elevations. Al2 R301.2.1 Cover sheet identifies the ground snow load,wind IF Completed CV R301.2.1.1 speed,address special wind regions "/A [ s R301.2.1.5.1 (Special wind regions are addressed on a case by case basis),live and dead loads Al2 R101.2 R Occupancies-Use and Occupancy [Completed Circle One: One-Family Two-Family [mily Town 171 house 0 "/A CV s Al2 Ch.2,Story Indicate Number of Stories= 2 ( Completed Definition Story Above Grade Plane as defined in 2017 U "/A CV/EV1 CS s A3 3"x6"clear space box provided for DOS/3rd party [Completed ENTIRE SET approval stamp in the same location on all pages of ( N/A the plan set © s A2 Manufacturer's information provided [Completed (name,address and phone number) 13 N/A CV 0 s B7 Identify the agency and contact information [Completed CV responsible for energy compliance completion on "/A � s site,in manufacturing Facility,or both Al Acknowledge submission to NYSDOS with hard [Completed copies,electronic files with application and filing fee � NSA C A9 Cover sheet to identify Codes used for compliance. [Completed N/A CV [j s A5 Identify ALL components and/or systems that are to R]Co pleeted CV 611 be installed on-site by others that are not part of this s approval. Al2 Identify roof truss type and locate truss signage for Completed Bab structure 13 "/A CV0 s A13 Identify Flood Plain requirements per R322 [ Completed [ N/A CV L s Al2 Identify building square footage by floor and total [Completed N/A CV ( s Residential Submission Development Worksheet Page 2 of 13 September 1,2018 Al2 Identify building construction type [RCompleted l3 N/A CV 0 S Section 6 - Required Drawing Details Reference Code Submission Requirement Response Drawing sheet or to Section page number where Doc. requirement is Guidelines addressed Bib R305.1 Elevations r"'i Completed EV1-EV4 R310 Identify egress windows and ceiling heights,height of © N/A stories above finished grade' 0 s Bib Height of Building(ft.)= 31'—V" rmjCompleted EV1 (Grade to peak) 1 "/A p s Ch.10 Chimneys and vents [Completed Ch.18 E N/A s Ch.24 Bib R310 Floor Plan S [ Completed ( ) � N/A EV1-EV4/FP1- Identify egress windows 5 FP2/DWS Bib Habitable Attic requirements (Completed Provide egress window "/A C� s Provide 13D Domestic Fire Sprinkler throughout dwelling R301.2.1.1.1 Sunroom—where sunrooms are an option,show [-Completed compliance with the required provisions l] "/A r3 s R303 Light and Ventilation ff)Completed FP1-FP2 Identify this information for each habitable room and [3 N/A on the window schedule for each window/door [] s I STORY ABOVE GRADE PLANE.Any story having its finished floor surface entirely above grade plane,or in which the finished surface of the floor next above is any of the following: 1.More than 6 feet(1829 mm)above grade plane. 2.More than 6 feet(1829 mm)above the finished ground level for more than 50 percent of the total building perimeter. 3.More than 12 feet(3658 mm)above the finished ground level at any point. Residential Submission Development Worksheet Page 3 of 13 September 1,2018 R304 Room Size pcompleted FP1-FP2 One room a min.of 120 SF © N/A ® s 70 SF for other rooms 7-foot min.horizontal dimension 132h R320 Accessibility:Guestrooms.A dwelling with guestrooms 0compleeted shall comply with Chapter 11 of the IBC for Group R-3 s B5a Fixture requirements Completed 306 q � FP1-FP2/PL1 R 6 (See 2017 Uniform Code Supplement for updated N/A s plumbing fixture flow requirements) 65d R307 Fixture spacing MCompleted P2705.1 [ N/A FP1-FP2/PL1 s 134a M1901.1 Range and Oven Clearances []Completed [:g N/A [ S 134i Factory-built fireplaces ®Completed R 1004 N] N/A [ s B41 Hearth extension [Completed R1004.2 N/A [ s Decorative shrouds ®Completed R1004.3 O N/A [ s 134i Unvented gas log heaters ®Completed R1004.4 no N/A [ s 1341 Fireplace ®Completed R1004.5 Fireplace doors at Factory Built Fireplaces are not to N/A (� s R1102.4.2 be installed,EXCEPT where specifically tested,listed and Labeled for use in accordance with UL 127. 134i Factory Built Chimneys ®Completed R1005 [ N/A [3 s B4d Exterior air supply. [completed Me R1006 LE1 N/A [ s 62a R302.5 Garage Separation [completed FP1 Table Identify wall construction and opening protectives Table Identify limitation on use of Adhesive only attachment s R302. of Gypsum wallboard R311.3 Floors and landings at exterior doors r3Compleeted CV/EV1-EV4/FP1-F [K s P2 Blc Cross Sections—one per roof type/design ( Completed R305.1 And dimension ceiling heights [ N/A SE1-SE4 [ s B1d Interior Covering @] e Completed R702 61g SE 1-SE4 [ s Gypsum Board on walls and ceilings:Identify yp g Completed[ N/A S E 1-SE4 R702.3.5 limitation on use of Adhesive only attachment of s Gypsum wallboard Residential Submission Development Worksheet Page 4 of 13 September 1,2018 132c Flame Spread Classification not greater than 200 for MCompleted R302.9 Wall and Ceiling Finishes Q N/A GN/SE 1-SE4 C s 132d Fire blocking [Completed R302.11 Q N/A s S E 1 —SE4 Q 62a Floor protection:Gypsum or equal protection of []Completed R302.13 underside of floors including those over basement [K N/A Q s areas 91 Completed F P 1/F N D B1j R408 Under floor space ventilation and access Q N/A Q s Blf Exterior Covering [ Completed R703 Include materials and fastening for each rM7NSA S E 1 —SE4 Solar Energy Systems []Completed R324 Show Access Roof limit and calculation as defined in Q N/A Q s the 2017 Uniform Code Supplement 133d R802 Roof structure and Roof ventilation []Completed R806.2 f�i NSA CV/EV1 Ble R807 Attic access location ®Completed N/A s FP2 Q B1f Roof Exterior Coverings []Completed SE1-SE4 Ch.9 Attachment of roof covering and underlayment Q N/ACK s provided 132a Fire Classification of Roof Assemblies []Completed R902 0 N/A Qi s B1d R903 Weather Protection Completed N/A Q s SE1 —SE4 B1f R905.1 General requirements Qi Completed SE1-SE4 Fig. Ice shield underlayment provided Q "/A Q s R301.2(7) B1f Asphalt Shingles []Completed R905.2 M N/A CV/EV1-EV2/SE1-SE4 on s Bli Door and Window Schedule R1Compleeted FP1-FP2/DWS Notes:1.Window pressure and Windborne debris are tQ S R308 separate requirements. R310 2. Show dimensions complying with R311 emergency escape and rescue requirements. R312 1 exit per dwelling unit,side hinged&3'x6'-8" 3. Address fall protection in accordance with R312.2 Window fall protection. R308.4 Safety glazing locations Completed N/ Q s A FP1 —FP2 Skylights/sloped glazing []Completed R308.6 N/A [ s Residential Submission Development Worksheet Page 5 of 13 September 1,2018 / Completed R609 B1i Exterior window and door installation and flashing "/A FP1—FP2/DWS ® s B1i Performance of windows OCompleted R609.2 "/A FP1—FP2/DWS s R609.3 Testing and labeling 90Completed N/A S FP1/DWS R609.6 Wind-borne Debris Protection 0,Completed �1 //��S N/A I _V/D V V IN 5 V 132e Protection of Openings OCompleted R301.2.1.2 "/A s V V CV/D S � R609.7 Anchorage of windows and doors and Mullions lCompleted D V V S R609.8 N/A lvj S R312.2 Window fall protection Completed "/A CV/FP1-FP2 Fj S R311.7.6 Landings 91 completed R311.3 [] "/A CV/FP1-FP2 ® S 132a R311.8 Ramps Completed N/A S 132a R311.7 Stairs Rilcompleted "/A FP1-FP2/STA ® S 132b R311.7.1 36"clear width 51completed ® "/A FP1-FP2/STA ® S 132b R311.7.5.1 Min.Tread depth=9" [Completed F P 1/STA ® N/A R311.7.5.2 Max.riser height=8 1/4" s (2017 UCS) 132b R311.7.2 Min.head clearance=6'-8" Completed "/A FP1-FP2/STA S 132b R311.7.8 Handrails ®Completed o "/A FP1-FP2/STA ® S 132b R311.7.8.1 Handrail Height ( Completed 34"to 38"with 4 or more risers "S" FP 1—FP2/STA R311.7.5.2.1 Winder tread Completed R311.7.10.1 Spiral Stairs ® N/A B2b s FP1—FP2/STA R311.7.10.2 Bulkhead enclosure stairs © (not permitted as means of egress from a story) 132b R303.7 Interior Stairway illumination (Completed NSA EL1 -EL2 R312 Guards ©Completed 132b N/A FP1-FP2/STA S 132b R312.1.1 Guards required with floor surfaces more than 30 [j Completed O "/A FP1-FP2/STA above floor below ® s Residential Submission Development Worksheet Page 6 of 13 September 1,2018 I 62b R312.1.3 Guards-Size of openings [KCompleted N/A FP1-FP2/STA ® S R313 Automatic Sprinkler Systems ElCompleted B2f (2017 UCS) (Habitable atticsz:Three stories above grade plane- Do N/A � s One&Two-Family Dwellings&Townhouses)Identify type of system R313 Provide hydraulic calculations and a layout showing ®Completed B2f 2017 UCS N/A ( ) sprinkler head locations f s R313 Provide complete system diagram and submit Completed B2f 2017 UCS E N/A ( ) equipment specifications E3 s R316 Foam Plastic Insulation 10,Completed nS N/A 0 S 132a R302 Dwelling Unit Separation-Fire Resistant Construction ( Completed On N/A F P 1 l S R302.3 One-hour Fire Separation for Two-Family Structure [Completed B2a l N/A (%hr.with NFPA 13 sprinkler system) Q s R302.1 r Completed A13 Minimum Fire Separation Distances ijm3 N/A S 132a R302.2 Townhouse Requirements—Fire Resistant Wall Completed Construction N/A [' s B2a R302.2.3 Townhouse-Parapet construction,or alternatively, 0Completed where fire rated construction exceptions are met N/A � s 132a R302.2.4 Townhouse-Structural independence r3completed N/A 0 s R302.3 Two-Family ConstructionCompleted 1-hour separation per 302.2, N/A s 132a or alternatively,where fire rated construction exceptions are met M1303 Labeling of installed appliancesCompleted B4a on N/A s M1306 Clearances from combustible construction L,,Completed 64h l N/A s 64a Ch.14 Heating&cooling equipment Completed �� N/A 03 S 2 R313.1 Automatic fire sprinkler systems.An automatic residential fire sprinkler system designed and installed in accordance with Section P2904 or NFPA 13D shall be provided throughout all one-and two-family dwellings and townhouses when such dwelling or townhouse has a height of: 1.three stories above grade plane,or 2.two stories above grade plane and a habitable attic,or 3.three stories above grade plane and a habitable attic. Residential Submission Development Worksheet Page 7 of 13 September 1,2018 Heating System QCompleted B ■oa Circle one: Hot Wotter BBD Electric BBD Forced Air N/A € s N1103.3.3 HVAC load sizing per ACCA Manual J with equipment 0Completed 137i(b) M1401 to comply with ACCA Manual S provided(Heat loss S � s 137i(c) per ACCA Manual"J",and equipment spec by Manual "S")Heat Loss Calc provided Ch.21 Hydronic Piping requirements (,Completed 64a N/A S 134 Ch.15 Exhaust systems OCo pleated CV/FP1-FP2/CF1-C g F2 [ s 134h M1502 Clothes dryer exhaust termination,installation, (Completed material and duct length On "/A FP1-FP2 l s 134h M1503 Microwave and Range hood material,rate and I Completed M1504 location of exhaust E] N/A Cj s 134h M1505 Overhead exhaust hoods for open-top broiler unit Qcompleted W■ N/A El S 134h M1506 Exhaust ducts and openings (Completed N/A CV/FP1/CF1-CF2 IF S 64e M1507 Mechanical ventilation (,Completed l N/A CV/EL1-EL2/ELC JE S (■completed B4 N1103.6 Whole house ventilation required � N/A CV/EL1-EL2/E B7 Table Provide fan capacity,location and external air draw Ej s LC/ CHN1103.6.1 location Indicate outdoor makeup air. Ch. 16 Duct systems requirements (Completed 67i(d) Col "/A El S M1601 Duct construction,materials and installation El Completed ( ) B7i ■ N/A d Provide Manual D design for duct sizing s M1602 Return air requirements [Completed I! N/A E3 s 137g M1701 Combustion air requirements OCompleted N/A S Ch.24 Fuel Gas Requirements [Completed IF N/A [ S 134a G2406 Fuel Gas Appliance locations Gcompleted [■ N/A s 137g G2407 Combustion,ventilation and dilution air for Completed Mechanical Equipment M N/A � s 64i G2408 Fuel Gas Equipment&appliance installation Completed �■ N/A clearances s G2413 Fuel Gas Pipe sizing and Materials ( Completed G2414 10® N/A S Residential Submission Development Worksheet Page 8 of 13 September 1,2018 G2415 Fuel Gas Piping Installation [[Completed Enj N/A S G2420 Gas shutoff valves El Completed [ N/A Cj s B5 Ch.26 [V Completed PL1 R306.3 General Plumbing Requirements N/A R306.4 s P2603.2 Drilling and notching of wood- �i(completed ® N/A PL2 (NOTE#36) framed structure s 135a Ch.27 Completed PL1 Plumbing Fixture Requirements t N/A i s M2005 ( Completed PL1 Ch.28 Water heaters � N/A [j s P2803.2 ['Completed Water Heater Temperature Control L-RI, N/A ED s BSc Provide line drawings of water supply ( Completed A PL1 65d and DWV plumbing system. © "S 135b P2906 Identify Water Supply and DWV plumbing sizes and [ Completed P3002 materials 0 "/A PL1 ® S Ch.29 Water Supply and Distribution Requirements [ Completed j N/A PL1 G s 135a P2903 Provide Fixture units,size of water supply piping rEl Completed r PL1 P2903.7 (3/4"min.) N/A U s 135b P3005.2 Provide Drainage Piping Cleanout requirements Completed P N/A L1 S 135b Ch.31 Vent System Requirements DE Completed P N/A L1 171, S P3103.1 Roof extension ventterminal and flashing&sealing [RCompleted PL1 P3103.3 � N/A 173 s P3103.2 Frost closure requirement for Vent Piping ffif Completed Cf N/A PL1 S P3103.5 Vent terminal locations ff Completed N/A PL1 S P3108 Wet venting provided Completed C" N/A PL1 { S P3109 Waste stack vent location rDCompleted I N/A IDS S P3110 Circuit venting requirements Completed Li, N/A E] S Residential Submission Development Worksheet Page 9 of 13 September 1,2018 P3111 Combination waste and vent system ®Completed �i N/A S P3112 Island fixture venting 0Completed N/A © S P3114 Air admittance valves Ocompleted N/A S P3201 Fixture Trap locations [ Completed I N/A PL1 ® 5 Electrical Requirements (Chapters 33 through 42) BY E3901 Receptacle and J-box locations [ Completed Equipment locations and requirements "/A EL1-EL2/GN s E3902 GFCl/AFC[requirements Completed EL1-EL2/ELC �} s R314 Smoke detector Alarms INICompleted EL1-EL2 Show locations on drawings 0 N/A S R315 Carbon Monoxide Alarms rolCompleted EL1-EL2 Show locations on drawings N/A [� s Typical Electrical Notes Completed ELN N/A ® s 66f Electrical equipment/appliance locations Completed EL1—EL2 Floor plans s B6 Electric Systems ( Completed 66a Separate electric meters are required for each NSA dwelling unit and Service equipment 136b E3908 Means of Grounding MCompleted 0 N/A U S 136b E4001.15 Grounding for Lighting Control MCompleted N/A [ S 136b E3907.9 Wire bending in Panelboards [KCompleted ICI N/A 173 S 136c Load calculations On Completed ELC [3 N/A 0 s 136d Size of conductors (Completed© N EL1-EL2/ELC /A ® s 66e Main disconnect&over current protection E23Completed N/A CV/ELC [—' S 66g Ch.34 One-line Electrical diagram QCompleted N/A EL1-EL2 S 66h N1104.1 Lighting plan ©Completed EL1-EL2 75%of Lighting fixtures must have high efficiency s ® s lamps Residential Submission Development Worksheet Page 10 of 13 September 1,2018 [ B7 IECC Energy Code Compliance path used(Circle One): Completed� N/A 1 R-11 R R402.1.2 s R402.1.5 Prescriptive Performance Energy Rating Index R405 R406 Forced Hot Air Furnace,Gas fired 80 AFUE Minimum OCompleted Oil fired-83 AFUE Minimum 0 N/A s Provide Make and model number (effective 11/19/2015 Gas,5/01/2013 Oil) Electric Central Air,13 SEER min.(effective 1/26/2006) 0 Completed Make and model number N/A s Boiler,Gas fired-82-AFUE Minimum C Completed on Oil fired-84 AFUE Minimum N/A [� s Provide Make and model number (effective 9/1/2012) Iwo...Completed N1102.1.2 Materials Identification.Installation shall be per the � N/A SE1-SE4/DWS N1104.1.4 manufacturer's instructions.Materials must be s MR identified so that compliance can be determined. Insulation R values and glazing U factors must be clearly marked on the building plans or specifications. R702.7 Vapor retarder installed on non-vented framed [Ficompleted SE1-SE4/4R ceilings,walls and floors. E] N/A ® s N1102.4 Air leakage Up Completed SE1-SE4 rJ Identify how joints,penetrations and openings in the N/A Ig s building envelope are sealed. B71(f) N1102.4.1.2 0Completed ACH50/Blower door testing for Air Infiltration rate and N/A CV achieve dwelling rate of 3 ACH G s Completed N1102.4.5 Recessed lights shall be IC rated and installed with no El N/A ELN penetrations,or Type IC or non-IC rated installed s (NOTE#21) inside an appropriate air-tight assembly with a 1/2" clearance from combustible materials and 3" clearance from insulation B7e N1103.1.1 Temperature ControlscoN�Aed EL1-EL2 Each dwelling unit has at least one thermostat capable s of automatically adjusting the space temperature set point of the largest zone. N1103.3 Duct Insulation �j Completed Supply ducts in unconditioned attics,spaces or outside E N/A E) s the building must be insulated to R-8 or R-11. Return ducts in unconditioned attics or outside the building must be insulated to R-4 or R-6.Return ducts in unconditioned spaces must be insulated to R-2.Insulation is not required on ducts in basements within the thermal envelope. N1103.3.5 Building Cavities—Not Used as ducts or plenums Completed t�; F� N/A 0 s Residential Submission Development Worksheet Page 11 of 13 September 1,2018 I M1602 Duct Construction Completed All joints,seams,and connections must be securely ' N/A s fastened with welds,gaskets,mastics(adhesives), mastic-plus-embedded-fabric,or tapes. Duct tape is not permitted. Ducts shall be supported every 10 feet or in accordance with the manufacturer's instructions. Cooling ducts with exterior insulation must be covered with a vapor retarder. Air filters are required in the return air system. The HVAC system must provide a means for balancing air and water systems. N1103.3.3 Duct Testing Requirements ®Completed Post-construction 1 N/A ® s N1103.5 Service Water Heating Water heaters with vertical pipe risers must have heat trap on both the inlet and outlet unless an integral JCompleted om N/A heat trap is provided or is part of a circulating system. 0. s Identify on the drawings the insulation R value(s)for the circulating hot water pipes and HVAC piping N1103.5.3 Pipe insulation.Service water piping must be insulated [71 Completed to R-3 where indicated N/a s Structural design CV/1-235/RC1 Identify codes and referenced standards used in -RC42 �i Completed design on a separate sheet bound with the structural N/A calculations 1 s 133a R301 Structural materials/elements WCompleted SE1-SE4/RC1- Circle One: ngineere OR Prescriptive design s N/A RC42 ( i 133a R301.4 Dead&Live Loads Completed R301.5 E] N/A CV/RC1-RC42 0 s 133d R301.2.1 Ground Snow Load,Seismic Design Category and rCompleted CV/RC1-RC42 R301.2.1.4 Assumed Soil Site Class and Wind Speed and Exposure 0 s R301.2.2 Category R301.2.3 133c Specifications of all materials Eml Completed N/A SE1-SE4 S 133b R802.10 Provide Engineered roof details Completed TR1-TR5/RC1-RC4 e R804.3.6 s 2 B3b R802.10 Truss specifications data sheet and truss uplift RCompleted TR1-TR5/RC1-RC1 El N/A R802.11 connections provided s 4 133b R602.10 Braced/Shear Wall PMCompleted R602.12 Circle One: Engineered OR Prescriptive design ® N/A SW1-SW2/1-235 17-3 s B3b R602.10 Braced wall lines identified and dimensioned Completed N/A SW1-SW2/1-235 S B3a Specifications for shear walls provided& ��N�eeted SW1-SW4/SE5-SE8 Structural adequacy of shear walls confirmed s Residential Submission Development Worksheet Page 12 of 13 September 1,2018 I Bab Location ands ecifications for holddown devices [ Completed p I N/A SW1-SW4/SE5-SE8 provided on Braced wall and Foundation plans 0 s /FND B3e Column(post)schedule and header beam schedule DCompleted (P ) (beam) 0 N/A BM1-BM2/RC15-RC provided on floor plan 0 s 42 Continuity of uplift resistance confirmed Oi Completed N/A SE1-SE4 s Details of module connections(at ridge,mating line, Completed El story-to-story)provided "/" SE5-SE8 � s R301.2.1.2 Wind-borne debris protection applicable E3Completed rmj R609.6 And how addressed EJ "/" CV/DWS ® s Bab R403.1.6 Location and specifications for holddown devices,size Completed FND/SW1-SW and spacing of sill plate anchor bolts and spacing of N/A 4/SE5-SE8 columns provided on foundation plan !'1 s B3g R404 Uniformly distributed loads and Concentrated loads Completed identified on foundation plans 0 "/A FND0 s B3d R404 Horizontal loads vectors identified on foundation plans 0completed c N/A FND El s Residential Submission Development Worksheet Page 13 of 13 September 1,2018 r, o J New York State V" Department;.of;State NEWYORK Building Standards Division fButl.. ..tandafds STATE OF and Codes OPPORTUNITY_ and Codes one Commerce Plaza 99 Washington Avenue,`Suite 1164 Albany,NY t2 1-0001 (51$)s474-4073 Fax: (518)486-4487 v.m,dos.ny gov' Application for Plan Approval of a Factory Manufactured Building (Modular) All fields must be completed in order for this form to be submitted. MANUFACTURER: Icon Legacy Custom Modular Homes, LLC Manufacturer No: M 006 Address: 246 Sand Hill Road, Selinsgrove, PA 17870 Phone:570-374-3280 Contact Person: Jon Aungst Email:Iona@iconlegacy.com QUALITY CONTROL MANUAL LAST APPROVAL DATE: 02/27/2017 Prepared By/Contact Person: Annette Buckley Phone: 570-374-3280 Email: Annetteb@iconlegacy.com INDEPENDENT THIRD PARTY INSPECTION AGENCY: PFS Corporation Address: 1115 Old Berwick Road, Bloomsburg, PA 17815 Phone: 570-784-8396 Contact Person: Harold Raup Email: harold.raup@pfsteco.com - FACTORY MANUFACTURED BUILDING IDENTIFICATION Project Name/Client/Customer: 0#10477/East End Const./James Vavas Project County: Suffolk Model: Ranch Occupancy Class Addition to Single Family Project Address: 3165 Bay Shore Road, Greenport, NY 11944 Application pertains to: (check one) F1 New Individual Model (unique/custom/manufactured once for a specific site) F1 New Initial Individual Model(planned to be built repeatedly-per these guidelines*) El New System of Models rl Modification of an Approved Model or System: M (provide prior approval number) El Renewal of an Approved Model or System: M (provide prior approval number) *initial model means a specific design of factory manufactured home to include options which do not change the quality control manual and which in the determination of the Division,do not materially affect the structural,plumbing,mechanical or electrical systems. FILING DOCUMENTATION AND FEES Provide 1 set of necessary drawings, specifications, calculations and updated QA Manual (if more than 2 years since last approval)as a hard copy and pdf files on a CD-Rom,thumb-drive,web-transfer or e-mail. Please provide a non-refundable filing fee of$50.00.A plan checking fee in accordance with 9 NYCRR 1281.4 is required upon approval,payable to: NYSDOS, Division of Building Standards and Codes. Send submission and payment to: NYS Dept.of State, Division of Building Standards and Codes, One Commerce Plaza, 99 Washington Avenue, Suite 1160,Albany, NY 12231. SIGNATURES: Registered Architect - Professional Engineer** Name: James Barlow 078757 License No: Signature: **New York State Educ tion Law and D artment of State Regulation require architect or professional engineer signature and seal affixed to all drawings and specifications submitted to public officials certifying compliance with health and safety regulations and conformance with current codes. DOS-1280-f-a(Rev.03117) Page 1 of 1 Ei V APPROVED AS NOTED eba DATE:-;,�,�5 B-R# 708 47A 13'-21 20'-7' 13'-21/2" 6'40 2/2" 6'-10° 6'-301/2' FEEf BY. A5•STAR o - NOTIFY BUILDING DEPARTMENTAT 631-765-1802 SAM TO 4PM FOR THE I RIx78AipGROER O I (11778A pGRpFA i IT{xRBAMMER N r.+ TO'dm.&4_PIER .---'supsm -gyp FOLLOWING INSPECTIONS: s>MPspN, /xTpxi'FrG �pxa 11014 sTxpu 1. FOUNDATION-TWO REQUIRED I LEDGER ROMO TO BE FMUNOEO ' DECK sELFCOUNTEONONGscm peulclNGvmnnusEuoB• t _` FOR POURED CONCRETE 2. ROUGH-FRAMING&PLUMBING _ _ - °'W% N 9 BY OLTNPIC W4UFARURING - ILCO mOCR of I150pW5p3Y0.CI 12'FYLENS7O 3• INSULATION al 1 x.LEGS PERIM WALLS AT INSIDE x4 L�45 4. FINAL—CONSTRUCTION MUST BE COMPLETE FOR C.O. s�e� mBav aN R I MS PS-OC EW: ALL CONSTRUCTION SHALL MEET THE I F � REQUIREMENTS OF THE CODES OF NEW i m YORK STATE. NOT RESPONSIBLE FOR — DESIGN OR CONSTRUCTON ERRORS ''�'°'O'1IB'FTG sWEMu G I ,:aRARB@8'pCEW WICAJ SPd750Na� 12'-T' 3'-2° 3'-3' 3'•2" T-6' 5'-9' STHO15 - 17• '7B"FTG 4' A3'-0'XQ'FTG 4 C=BARS roCEw as pabCEw i STNDLa CLOSET P ::1 16'4" - - -BASEMENT ELDSET _ ! Acj MECHROOM _._ _ _.._ _-_, LAUNDRY n f 1 r F E B # 4 2025 PEE FOR ` EJECT. 11'-101/2° _ _ PUMP ` ^ 7 - - _ Building Department J s�"`s°N's1HDle •, yMFsoN Town of Southold 4 PORCH Ell s'rsrAlR EQ. FiGARAGE ` ` 20'-7' 13'-2 1/2' I 4 -- f U) cc '-113/4 9' •3 h '-113 4 13 p.ni APPROVED ASNOT D _ OCCUPANCY OR DATE: as .P# �� 7 USE IS UNLAWFUL FEE: WITHOUT CERTIFI NOTIFY B ILDI G DEPART ENT AT CATE 765-1802 9 AM TO 4 PM FOR THE OF OCCUPANCY . FOLLOWING INSPECTIONS: 1. FOUNDATION - TWO REQUIRED FOB?POURED CONCRETE 2. 1`300GH - r-RAMING & PLUMBING 3. IlgbULArION 4. FINAL - CONSTRUCTION MUST BE COMPLETE FOR C.O. ALL CONSTRUCTION SHALL MEET CQfJiI'L`t WITH ALL CC �uF. ui THE REQUIREMENTS OF THE N.Y. NEW YORK STATE & TOWN CODE: STATE CONSTRUCTION & ENERGY AS REQUIRED AND CONDITIONS O CODES. NOT ,ESPONSISLE FOR DESIGN OR CONSTRUCTION ERRORS UTHOLD TOWN ZBA SOUTHOLD TOWN PLANNING BOARD SOUTHOLD TOWN TRUSTEES Fire separation ,. N.Y.S,DEC required as per NYS Code RETAIN STORM WA l ER CHAPTER 236FF PURSUANT TO DO NOT PROCEED WITH OF THE TOWN CODE, FRAMING UNTIL SURVEY OF FOUNDATION LOCATION -HA S,BEEN APPROVED. r: TRUSS PLACARDING REQUIRED . PLUMBER CERTIFICATION BEFORE ON LEAD CON An exterior lighting CERTIFICATE OF OCCUPANCY installed,replaced or SOLDER USED IN WATER repaired shall.cOnf®rm SUPPLY SYSTEM CANNOT to Chapter 112 EXCEED 2110 OF 1% LEAD. �• r^< � ®� ..�. PLUMBING ALL PLUMBING WASTE &wATER LINES =© ELECTRICAL INSpECnON REQUIRED TES74 G BEFORE COVERING Must provide Manuals D, T and S as per NYS. Energy Code Blower door and ductwork testing required. i w 47'-0" 0 COPPER COATED 2X6 ACQ 13'-2%" 20'-7" 13'-2%" TERMITESHIELD SILL PLATE •------------------ ovFR- a 6-10%" 1 6'-10" 6'-10%" ol SILL SEAL Q !I !! 1! It 13IIII! 1IICIII�''�LI'IIIi'(IIIInIIEniIII G'w STAIR , ° GRADE TO SLOPE 5/8"dia.ANCHOR BOLT AWAY FROM BLDG. w/3X3 SQUARE WASHER Q, -- AND NUT(TYPICAL) a ---- I p a ^---- - -------- - ---------- - --° C x- = ___ __ __ ' _' _-__ ___ _ ' _' --- --- -- ---- -------------- -------- ° iD SPACING TO BE 36"OC °o ' (2)2XSACQGIRDER O AND (2)2XSACQGIRDER (2)2X8 ACQ GIRDER w/i 1'OF CORNERS AND � Lo 10"dia.CONC.PIER SIMPSON INTERSECTIONS �' _____ v �r A L4 a I SIMPSON w/2'X2'X1'FTG p STHD14 1�•�1 O ° -- STHD14 i ; MIN.3'BELOW GRADE Lo --- 8"PC WALL ON UNDISTURBED SOIL ~ ® a , I? 3500psi Q' - I Lp a LEDGER BOARD TO BE FASTENDED d — a CLEAN___ ; DECK a p TO BUILDING WITHTIMBERLOK® #4 BAR @ 24"OC FILL — 60 ksi I N SELF-COUNTERSINKING SCREWS BY OLYMPIC MANUFACTURING JI _ a (2 SCREWS @ 32"O.C.) ° • BILCO CD OOR (4)#4BAR ° --------------- ---- - i ° Ln cC i 60 ksi w/12"EXTENSION p•n n (VIF)BITUMINOUS d •. O ----Q• COATING � � ' #S BARS @24"OC ------------------------ - ----#58ARS924"OC - - --- F'y a I- ° ----I-- _ 24"LEGS 24"LEGS I v 30"DOWEL �J ------ a 7•n 1 1 i r, - tom, FOiI 1/2"EXPANSION JOINT �' _ __ - ' c ' -- ----- - - _ a aC. 2X4 KEYWAY SLAB 4"CONIC. #i REBAR SFHD14 I �✓" � / ° I r 5THD104 ��1 ° 4 ° 4 ° 4 ----- SIMPSON ; , 3'-0"X3'-0"X8"FTG F�'1 Ln — #4 BARS @8"OC EW COMPACTED _- 81 �° ' ' (TYPICAL) ' ' ' � w CLEAN FILL — _� - 1 , , , ' Zn O I � V 1 _v ' Ln In I t.J'- in ''n ' CJ ° FOUNDATION DETAIL --- �'.�. - 1 SIMPSON JOIST HANGERS 6; ' I ' �� I ,, 1 I 1 _ I_ t I A5 REQUIRED 3'-0"x3'-0°x8°FTG � � � � BILCO SCALE• 1 2 —' O v ' 1 #4 BARS(TYPICAL) EW 1 1 1 ; ; SCAPEWELL / � � � i (TYPICAL) • 12 / - � - J 1 I � m I in RR C�16�� SIMPSON 12'-7" ul ( 3'-2" 3'-3" T-2" 3'-6" SI-91, 1'-8" `n 12'-71 OC + ------ -- - - - - - STHD14 ----- --------- --------T- 01. --i i----- 1 #48 RS@8" CEW' 6 O X6 CJ 16"OC o 1 ------ 1 1 1 1 , 12'7"X3' X8' FTG 4'-0'X3'-0"X FTG 11 1 #4 BARS 8"OC EW 1 1 1 1 , U. A SIMPSON H3 SIMPSON 3 ( 1 J - ) 2X12 GIRDER TIE STHD14 � � " � •----� ----------- - -- - ------r---- -------- --------'---' (BOX IN) •--- --+ I--- '� `� ---------• 2X6 rACQ SILL PLATE 1 ' - ' 2'-0"X2'-0"X8" ANCHOR BO COPPERo COATED TERMITE SHIELD 9 , _ __; 1 ; LT � �, � 6X610/10 WWF o S{ILL SEAL Lo 16-4 FTG 8' I � I 4"THICK . .� T.s r. #4 REBAR , a MN. (3) PORCH POST N m _- BASEMENT ---------- CONCRETE SLAB a° 'D° ° ' • y GRADE TO SLOPE (MIN ISM AWAY FROM BLDG. - ' ' a 3'-0"X3'-0"X8"FTG Ln , 1 ,� #4 BARS @8"OC EW , , Lo a POUIRED CONCRETE - (TYPICAL) I ; `�' ° FOUINDATION WALL I "--' `-'--�' o . ---- ---' n c PIROVIDE 2X4 KEY SLAB TO BE MIN.4"THICK(VIF)AND m -- I - I m REINFORCE w/6X6 10/10 WMM ' a a °• 8„ OVER#4 REBAR @2'OC EW. i i 3'0"X3'0"X8"FTG ---------- #4 A ; i BARS @8"OC EW a a . 1 ( 1 (TYPICAL) 1 , - 1+16 -� #4 EEBAR ' HAUNCH 11' 10%a" p _ _____, 22'-0° i -___ 11'-9%z" i •_ SIMPSON ABU ' # ° POST BASE 4 REBAR , ° SLAB 4 #5 BARS @ 24"OC #5 BARS @24"OC _ ♦ cif GARAGE FOUNDATION @1s"OC •b � � - - _ ____o Z4"LEGS-a________-_-__-._--v_____-;__-._-_- - 24"LEGS _-- -- - , N ,�"'�' A a I i i , i < i ' W ab ALL FILL BENEATH CONCRETE SIMPSON ` -- ---- -------- -- -------- ---- - -- ". �' ° �' SIMPSON � I) 1 II SLABS TO BE COMPACTED TO •g p STHD14 ------- ---- -- ---------------- -------- ------------- --, ----- --------- --- - --- --- II w SCALE : 1/2 = 1 -0► - ----`--- ---- - ------ - - -=v- -- -- - -------- ----- PORCH ° STHD14 , � z •s 95%RELATIVE DENSITY. •v ' ' M ' - - -- -- ` 1 I 1 ' o• p _o _ z Lo • O _ - z r� a: 16"x8" FTG u ---- - ----------------------------'---------- -------- ��"� co ° ON UNDISTURBED SOIL N - Q00L0 ------ z I I < SECTION A-A -------------- OVERHEAD0° . EQ. ' 5'w STAIR , EQ. EXTERIOR SCALE: 3/8" = 1'-0" ;______________; DOOR(TYP) WALL(TYP.) C N M A ----- O d• 'n '^ EXPANSION #5 REBAR ° ` " ' ° j G RAGE °� 20'-7" 1 13 2/' �•u v! JOINT(TYP) @16"OC EXPANSION •o z LL 4"CONC.SLAB JOINT(TYP) MIN.1 8"PITCH 3'-O",APRON o DRIVEWAY O I Ih - n �C z_ 6X6 10/10 WWF Q) I I FOUNDATION PLANUlf Z c N SCALE: 1/4 1 -0 s ---- ---------- (TYP} a ------------ ----- I � '-11%11 9'-31, LI-1 13/11 10 1'4"MIN'� 13'-2r" �• DRAWN BY. JF GARAGE ENTRANCE SECTION 6�3o�2ozz SCALE : 1/2" = 1'-O" y q SCALE: SEE PLAN SHEET NO: o I Joseph Fischetti, PE Professional Engineer 1725 Hobart Road AMENDMENT Southold,NY 11971 ._. �•�• �� 631-765-2954 Mngman@optonline.net _ - — - - Edward A.Batcheller LLC Design&Drafting APPROVED AS NOTED - -- Westhampton Westhampton Jagger La 11977 A 631-3552224 DAT � B.P.it e6atrhe8erdesignwarks@gmail.cam 47'-0° 13'-2 1/2" 20'-7' 13'-2 1/2" FEE ' BY' 6'-101/2' 6'-SO° 6'-101/2' NOTIFY BUILDING DEPARTMENT o F'w STAR 631-765-1802 8AM TO 4PM FOR THE FOLLOWING INSPECTIONS. NI (2)2%13ACQGIRDER O (2)2XBACOGIRDER 12)2R8 AGO GIRDER �� 1. FOUNDATION-TWO REQUIRED PIER 5IHDI4 INA.., GRADE �M1)14 (' /:x:xl'ETG nrma $EHD]< MIN 3'6'IOW GRA°E . A '�f FOR POURED CONCRETE DNDNDIS DRBEDSDIL o ®l�mmmo N` LEDGER BOARDTD BF rASTFNOED _ 1 2. ROUGH-FRAMING&PLUMBING DE`K I D BDILD.NGW TNT MBERL°.• qqq n A rn J SEtFLWP,CMINrING /,yam 1 . .^, J BY DLYMPiCML.32'"RING `/V//�{ '_ I J 2SCREWS@32' NL[OCDDDR3. INSULATIONLm� m,w"''`RF"5'° N �� 4. FINAL-CONSTRUCTION MUST 2d'I1GS. NEW WALLS AT INSIDE 2d'IFGS BE COMPLETE FOR C.O. = _ .: ,n PERIMETER —� ALL CONSTRUCTION SHALL MEET THE - SIMPSDN� SIMPSDN y STHDIc I. @8-OC TG: REQUIREMEN TS OF THE CODES OF NEW P eAM @B�%cEw! s H0]< NL ............: (PAOvt YORK STATE. NOT RESPONSIBLE FOR N N N DESIGNOR CONSTRUCTON ERRORS m TIPIC:R'RG SCAPEWELL BILCO I r „ » �/I •—I�� a4 RAM@B'OCEW mPIU yv/(v/r�v� �--✓• U SIMPSDN� 12'-7" - T-2" 3'3° 3'-2" 3'-6• 5'-9" 1'-S"L 12'-7. STHDIr 12'T1n''%B'FTG d' •-0X FTG 41 NBARS 8'OC EW BCD @e'OC EW EIMPEON?r D „ .._.._.._.STHDU CLOSET BATH UR 16'-0" BASEMENT - N. Deseripbon Date CLOSET ..._. _.._. ME —CH ROOM _ . I 1 LAUNDRY BUiiding Depamid ` EPIT JECT. R Town��SOutho 11'-101/2" _ _.-. ._. PUMP /9i BARS @1a'OC n I SIMPSON STHDI< STHDI< 4 PORCH. 4 m C O 0) � `. ED. S'W STAIR - - - EQ. Q Q e� Lz E GARAGE -C N - _ 20'-7' 13'-21/2" O mO m 4 LO N W Cl) CO N Co M ; I 1-113/4 T-3" '-113/4 / Basement Plan IT-2112" Project number 0242025 Date Issue Date — 1 Basement Drawn by Author Checked by Checker A0 Scale 1/4"=1'-0" MEN TRUSS CALCULATIONS Al LEGACY CUSTOM MODULAR HOMES 7y' i =s w i ' 13 a 12 .5 23 16 22 7-2a 05/02/ " 1 p 17 20 21 19 22 18 17 1 Q2 3 4 4 5 6 7 8 6'—Cl •� 9'-9" 0 G Q L GROUND SNOW LOAD: 20 psf 30 psf 40 psf TC DL: 10 psf *BALANCED SNOW LOAD: 20.4 23.1 30.8 psf BC DL: 10 psf TRUSS NO.:TR7-31-6-2 UNBALANCED SNOW LOAD: 36.02 42.72 54.32 psf BC LL: 10 psf WHERE h<42" JOB NO.:210009 OPPOSITE SIDE UNB.SNOW LOAD: 6.12 6.93 9.24 psf BC LL: 20 psf WHERE h z 42" PITCH:7/12 UNBALANCED SNOW LOAD LENGTH: 4.3 5.01 5.6 ft BC LL: 40 psf BETWEEN KNEEWALLS SPAN:31'-6" APPLIED MWFRS UPLIFT: 25.63 psf WINDWARD AT 901117 mph TRUSS CENTERS: FOR 20 psf GROUND SNOW: 16 in O.C. 14.56 psf LEEWARD AT 90/117 mph FOR 30 psf GROUND SNOW: 16 in O.C. 46.56 psf WINDWARD AT 120/155 mph FOR 40 psf GROUND SNOW: 12 in O.C. 26.45 psf LEEWARD AT 120/155 mph FOR 901117 mph WIND: 16 in O.C. APPLIED C&C UPLIFT: 35.10 psf AT 901117 mph FOR 120/155 mph WIND: 16 in O.C. 63.76 psf AT 120/155 mph MEMBER INFORMATION: *5 psf RAIN ON SNOW SURCHARGE APPLIED SIZE& MEMBER SPECIES MAXIMUM SUPPORT REACTIONS(lbs): MWFRS UPLIFT C&C UPLIFT 1-8 2x10 SYP#2 DL+LL+ DL+LL+ I DL+LL+ 0.6DL+ 0.6DL+ 0.6DL+ 0.6DL+ 9-12&15-18 2 x 6 SYP#2 DEAD 20 psf 30 psf 40 psf 901117 mph 1201155 mph 901117 mph 120M55 mph 13&14 2 x 4 SYP#2 LOAD GSL GSL GSL UPLIFT UPLIFT UPLIFT UPLIFT 19-22 2 x 4 SYP#2 EXTERIOR WALLI 435 1 976 1 1035 1 891 1 -140 1 -467 1 -364 -875 23 2 x 6 SYP#2 MATING WALLI 242 1 816 1 866 1 732 1 -27 1 -167 1 -155 1 -400 MAXIMUM INTERACTION&DEFLECTION: NOTES: 1.MATING WALL REACTIONS ARE TOTAL FOR BOTH SIDES. ;"tom' 1� `",.*; MAXIMUM 2.WIND PER ASCE 7-16,117&155 mph(Vult)=90&120 mph(Vasd),EXP.D. `y '' ° MAXIMUM DEFLECTION 3.SNOW PER ASCE 7-16,20,30&40 psf GSL,Ct=1.1,Ce=1.0 " 'r CSI in l/ DRIFTING LENGTH IS LATERAL DISTANCE FROM RIDGE. •' fL` :�'. ; BOTTOM CHORD[_ 0.942 0.452 439 4.COMPONENT DESIGN IS BASED ON C&C PRESSURES * 906100. TOPCHORDI 0.959 1 0.683 1 337 TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. Q`x WEB 0.251 0.00 A. **`*` N*$L BARLOW ENGINEERING,P.C. "� • 6512 SIX FORKS RD.,SURE 203-B C:1UserslElishalOesktop12100091TR7-31-6-2 01/12/21 RALEIGH,NC 27616 i , TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES w E, M1 7t1 tf r TRUSS CONNECTIONS * `� Wo PROJECT NUMBER: 210009 � � TRUSS NUMBER: TR7-31.6.2 TRUSS PITCH: 7112 05/02/22 01/12/21 TRUSS SPAN: 31'-6" F UPLIFT CONNECTIONS(MWFRS LOADS): 90/117 mph EXTERIOR WALL CHECK STRAP QTY/END QTY I END CHECK ALT.STRAP QTY!END QTY I END CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 140 WIND 1.6 OK 2 2 OK 2 2 1 OK 2 ALTERNATE: (2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD MATING WALL CHECK STRAP I QTY/END QTY/END CHECK ALT.STRAP I QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE)I CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP7 10 Ord 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 14 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD 1201155 mph EXTERIOR WALL CHECK STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END QTY/END I CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 467 WIND 1.6 OK 3 5 OK 2 5 1 OK 4 ALTERNATE: (6)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(4)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD MATING WALL CHECK STRAP QTY I END QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 84 1 WIND 1.6 OK 2 2 OK 2 2 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO BAND PLUS(2)16 d NAILS THROUGH SHEATHING INTO BAND AND STUD i!I BARLOW ENGINEERING,P.C. (7 6S12 SIX FORKS RD.,SURE 203-B N C:\Users\ElishaM)esktop\2100095TR7-31-6.2 RALEIGH,NC 27615 cwr�akmr.al�zy 7 ' f im .vv TRUSS CALCULATIONS + } , M MODULAR HOMES TRUSS CONNECTIONS PROJECT NUMBER: 210009 v. TRUSS NUMBER: TR7-31.6-2 �� ✓ '+., '� # TRUSS PITCH: 7112 ,` ' �• TRUSS SPAN: 31'-6.. � • ;rd " F. •• y �a 4. 1 Yf 05/02/22 - «~hKY o,y�k i. 01/12/21 MAXIMUM OF DL+LL+20 psf GSL&0.6 DL+1201155 mph WIND CONDITION"A!'-RIDGE: CHECK STRAP QTY!END QTY I END CHECK ALT.STRAP QTY/END QTY I END I CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 g�STAPLE 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 182 WIND 1.6 OK 2 OK 2 2 OK 2 ALTERNATE:USE(2)8 d NAILS EACH END OF 1 x 4 SHEAR(Ibs) CASE CD 106 1 WIND 1 1.6 JUSE(1)16 d NAILS INTO END GRAIN EACH END PLUS USE 10 d NAILS AT 24 in O.C.THROUGH PLATES CONDITION"B"-TOP CHORD FLIP: TENSION(Ibs) CASE CD 170 WIND 1.6 USE(3)6 d NAILS THROUGH SHEATHING EACH SIDE ALTERNATE:USE(4)16 ga STAPLE THROUGH SHEATHING EACH SIDE SHEAR(Ibs) CASE CD 106 1 WIND 1 1.6 JUSE(1)16 d NAILS TOENAILED EACH END PLUS USE 10 d NAILS AT 24 in O.C.THROUGH PLATES CONDITION"C"-COLLAR TIE: AXIAL(Ibs) CASE CD 855 WIND 1.6 USE(5)16 d NAILS EACH END CONDITION"D"-KNEE WALLS: CHECK STRAP QTY/END I QTY/END CHECK ALT.STRAP QTY I END QTY/END I CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 1 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 373 WIND 1.6 OK 3 4 OK 2 4 OK 3 COMPRESSION(Ibs) CASE CD 259 SNOW 1 1.15 JUSE(2)16 d NAILS THROUGH CHORD BLOCK(WHEN USED) CONDITION"E"-HEEL: TOP CHORD(Ibs) CASE CD 711 SNOW 1.15 USE(1)3/8"BOLT(DOUBLE SHEAR;3/8"SIDE PLATES) PLUS(3)6 d NAILS OR(4)16 ga STAPLES PER GUSSET EACH SIDE ALTERNATE: USE(1)314"BOLT(DOUBLE SHEAR;3/8"SIDE PLATES) PLUS NO ADDITIONAL FASTENERS REQUIRED BOTTOM CHORD(Ibs) CASE CD 657 SNOW 1.15 1 USE(7)6 d NAILS OR(8)16 ga STAPLES PER GUSSET EACH SIDE CONDITION"F"-BOTTOM CHORD AT MATING LINE: CHECK STRAP QTY/END QTY I END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END TENSION(Ibs) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 657 SNOW 1.15 NO GOOD N/A NIA OK 3 7 OK 7 ALTERNATE:USE(7)16 d NAILS THROUGH DECKING EACH SIDE :O BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 203-B w C:\Users\Eiisha\Desktnp\210009\TR7-31-6-2 RALEIGH,NC 27615 ! I TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES COMPONENT LOAD SUMMARY "CROSS SECTION IS FOR REFERENCE ONLY AND MAY NOT REFLECT ACTUAL TRUSS EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 plf FLOOR DEAD LOAD= 10 psf x 15.75 ft/2= 78.75 plf FLOOR LIVE LOAD= 40 psf x 15.75 ft/2= 315 plf CEILING DEAD LOAD= 5 psf x 15.75 ft/2= 39.38 plf LOCATION 1=EKE WALL HEADER&EXT.WALL STUD «mob t s � LOCATION 2=M.WALL HEADER&M.WALL STUD a S+ " k LOCATION 3=PERIMETER BAND LOCATION 4=CENTER GIRDER LOCATION 5=EXT.WALL HEADER&EKE WALL STUD Q Uf 8,71) ` LOCATION 6=M.WALL HEADER&M.WALL STUD LOCATION 7=PERIMETER BAND 5 s s s 'hf=tias 11 a o 0 0 - LOCATION 8=CENTER GIRDER LOCATION 9=EXT.WALL HEADER&EXT.WALL STUD 05/02/22 LOCATION 10=M.WALL HEADER&M.WALL STUD LOCATION 11=PERIMETER BAND 7 8 8 7 LOCATION 12=CENTER GIRDER LOCATIONS 3,4,7,8,11&12 MAY BE USED TO GENERATE ® �G FOUNDATION LOADS TRUSS TR7-31-6-2.7/12 PITCH,31'-6"WIDTH 1 1 2 1 COMPONENT LOADS tlbs/ft1 20 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) LOCATION 1 2 1 3 4 5 = 6- 7 8 9 10 11 12 DEAD LOAD '-326 91;:t, 525 250 564 289 =-763 !448 802 487 1001 646 LIUE,LOAD' „4Q6 261'°-; 721 576 721 `:576 .`1036' 1 891 1 1036 891 1351 1206 __TOTAL LOAD 732 '352',,; 1246 826 9286 -'865 `:1799 1339 1838 1378 2352 1852 30 psf GROUND SNOW LOCATION 1 1 2 1 3 1 4 1 5 6 7 1 8 9 10 11 12 DEAD LOAD 326 1 91 1 525 250 564 289 763 448 802 487 1001 646 • "' "� LIVE LOAD 451 280 766 595 766 595 1081 910 1081 910 1396 1225 ««.°4 s AJa TOTAL LOAD 777 371 1291 845 1330 884 1844 1358 188.5 1 1397 2397 1871 �' ` a '„• 40 psf GROUND SNOW « LOCATION 1 1 1 2 3 4 5 6 7 8 9 1 10 11 12 DEAD LOAD 326 91 525 250 564 289 763 448 802 487 1001 646 a :r r, LIVE LOAD 565 321 880 636 880 636 1 1195 951 1195 951 1 1510 1266 Y %* TOTAL LOAD 891 412 1405 886 1444 925 1958 1399 1997 1438 2511 1912 s ` C&C UPLIFT + / s S;�`� LOCATION 1 2 3 4 5 6 7 8 9 10 11 12 u«« UPLIFT(0.6)DEAD LOAD 196 55 315 150 338 173 458 269 481 292 601 388 901117 mph UPLIFT -273 -58 - - - 0 1/1 2/2 120/155 mph UPLIFT -656 -160 1 -341 0 -318 -198 -175 -55 X BARLOW ENGINEERING,P.C. n 6512 SIX FORKS RD.,SURE 2D3-B -106 C:lUserslElishalDesktop{2100091TR7.31-6-2 RALEIGH,NC 27615 TR7-13-3 LEGACY CUSTOM MODULAR HOMES 4" 4,_58„ �'-88� 7 8 8„ 4,_25„ 3'-118„ 5 6 14 9 10 8 -111„ 2,_88,. 4 2 12 13 11 1 2 3 13'-21 TRUSS NO.:TR7-13-3 GROUND SNOW LOAD(psf): 25 TC DL(psf): 10 JOB NO.:22D053 TRUSS SPACING(in D.C.): 16 BC DL(psf): 10 PITCH:7/12 BALANCED SNOW LOAD(psf): 19.3 BC LL(psf): 10 WHERE h<42" SPAN:13'-3" I UNBALANCED SNOW LOAD(psf): 36.9 20 WHERE h z 42" OPPOSITE SIDE UNB.SNOW LOAD(psf): 5.8 10 BETWEEN KNEEWALLS UNBALANCED SNOW LOAD LENGTH(ft): 4.7 MINIMUM ROOF LIVE LOAD(pso:l 20 WIND SPEED(mph)(Vult): 136 WIND SPEED(mph)(Vasd):l 105 MEMBER INFORMATION: 25 psf MAXIMUM GRAVITY REACTIONS(lbs): GSL SIZE& MAXIMUM DEFLECTION N7 DEAD LOAD 222 MEMBER SPECIES CSI (in) l f TOTAL LOAD 474 BOTTOM CHOR 1-3 2X6 SP#2 0.368 0.056 2839 MIN.BEARING LENGTH(in) 1.5(MIN) TOP CHORD 4-6&9-11 2X6 SP#2 0.375 0.063 1461 N4 DEAD LOAD 222 7-8 2X4 SP#2 0.085 TOTAL LOAD 474 KNEE WALLS 12-13 2X3 SP#2 0.08 - - MIN.BEARING LENGTH(in) 1.5(MIN) COLLAR TIE 14 2X4 SP#2 0.218 0 0 105 mph WIND REACTIONS(lbs): ASD N1 MWFRS VERT. -61 NOTES: MWFRS LAT. 93 1.LOAD DERIVATIONS AND COMBINATIONS ARE PER ASCE 7-16. C&C -331 2.UNBALANCED SNOW HAS BEEN CONSIDERED IN THIS DESIGN DUE TO PITCH. N4 MWFRS VERT. -61 3.SNOW LOADS USE EXPOSURE FACTOR=1,THERMAL FACTOR=1.1,IMPORTANCE FACTOR=1. MWFRS LAT. 0 4.THIS TRUSS HAS BEEN DESIGNED WITH THE MINIMUM ROOF LIVE LOAD AND THE C&C -331 CALCULATED SNOW LOADING APPLIED AS SEPARATE LOAD CASES AND COMBINATIONS. 5.WIND PRESSURES ARE FOR EXPOSURE CATEGORY D,RISK CATEGORY II, 33 ft MEAN ROOF HEIGHT,ENCLOSED BUILDING,MWFRS ENVELOPE PROCEDURE, 4 _ 6.THIS TRUSS HAS BEEN DESIGNED USING ALLOWABLE STRESS DESIGN AND THE ," ,° WIND LOADS HAVE BEEN CALCULATED USING THE Vasd WIND SPEED. 7.THE TRUSS DEAD LOAD HAS BEEN REDUCED FOR WIND LOADING. 8.THIS TRUSS HAS BEEN DESIGNED TO BE INSTALLED AND LOADED VERTICALLY. 9.CONSTRUCTION AND LIFTING LOADS HAVE NOT BEEN CONSIDERED IN THIS DESIGN. rv „ 10.TRUSS BRACING IS ASSUMED SHEATHING ON BOTTOM AND TOP CHORDS. 1 t )t g 11.ADDITIONAL PERAMENT BRACING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER. ' V 5 02/22 BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD. C:12 02 212 2 0 0 5 31TRUSSESITR7-13-3.)ds RALEIGH,NC 27609 RC 5 TR7-13-3 LEGACY CUSTOM MODULAR HOMES TRUSS NO.:E GROUND SNOW LOAD(psf): 25 JOB NO.: WIND SPEED(mph)(Vasd): 105 s PITCH: TRUSS SPACING(in O.C.): 16 SPAN: C NOTES: 1.SUITABLE CONNECTIONS MAY BE SUBSTITUTED. E 2,GRAVITY FORCES HAVE BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.0 SHALL BE USED. 3.WIND FORCES HAVE NOT BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.6 SHALL BE USED. UPLIFT CONNECTIONS(MWFRS LOADS): N1 UPLIFT(Ibs) LC CD 61 WIND 1.6 OK FOR 1 1/2"x 26 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(2)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR 1 1/2"x 20 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(2)16 ga x 2.5"x 7116"STAPLE EACH END OR OK FOR SIMPSON CS20 STRAP w/(2)0.131"x 2.5"NAILS EACH END OR OK FOR SIMPSON LSTA9 STRAP wl(8)0.148"x 2.5"NAILS EACH END OR OK FOR SIMPSON H3 TIE w/(8)0.131"x 1.5"NAILS EACH END ALTERNATE:(2)16d(0.162"x 3.5")COMMON NAILS THROUGH BAND INTO SC(ENDGRAIN)PLUS (2)8d(0.131"x 2.5")COMMON NAILS)THROUGH SHEATHING INTO BAND AND STUD(FACE) ALTERNATE:(4)16d(0.162"x 3.5")COMMON NAILS THROUGH BAND INTO BC(ENDGRAIN)PLUS (9)8d(0.131"x 2.5")COMMON NAILS THROUGH SHEATHING INTO BAND AND STUD(FACE)PLUS NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D LATERAL(Ibs) LC CD 93 WIND 1.6 (2)16d(0.162"x 3.5")COMMON NAILS THROUGH BAND INTO TOP PLATE(TOENAILED) N4 UPLIFT(Ibs) LC CD 61 WIND 1.6 OK FOR 1 1/2"x 26 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR wl(2)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR 1 1/2"x 20 ga STRAP wl(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(2)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR SIMPSON C820 STRAP w/(2)0.131"x 2.5"NAILS EACH'END OR OK FOR SIMPSON LSTA9 STRAP w/(8)0.148"x 2.5"NAILS EACH END OR OK FOR SIMPSON H3 TIE w/(8)0.131"x 1.5"NAILS EACH END ALTERNATE: (2)16d(0.162"x 3.5")COMMON NAILS THROUGH BAND INTO BC(ENDGRAIN)PLUS (2)8d(0.131"x 2.5")COMMON NAILS)THROUGH SHEATHING INTO BAND AND STUD(FACE) ALTERNATE:(4)16d(0.162"x 3.5")COMMON NAILS THROUGH BAND INTO BC(ENDGRAIN)PLUS (9)8d(0.131"x 2.5")COMMON NAILS THROUGH SHEATHING INTO BAND AND STUD(FACE)PLUS NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D OR NO ADDITIONAL CONNECTION REQ'D LATERAL(Ibs) LC CD 0 WIND 1.6 NO CONN REQ'D 05/02/22 DARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD. C:12022\220053\TRUSSES\TR7-13.3.bs RALEIGH,NC 27609 RC 6 TR7-13-3 LEGACY CUSTOM MODULAR HOMES TRUSS NO.:TR7-13-3 GROUND SNOW LOAD(psf): 25 OA JOB NO.:220053 WIND SPEED(mph)(Vasd): 105 PITCH:7112 TRUSS SPACING(in O.C.): 16 SPAN:13'-3" NOTES: 1.SUITABLE CONNECTIONS MAY BE SUBSTITUTED. D 2.GRAVITY FORCES HAVE BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.0 SHALL BE USED. 3.WIND FORCES HAVE NOT BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.6 SHALL BE USED. TRUSS CONNECTIONS FOR 25 psf GSL&105 mph WIND(Vasd): CONDITION"A"-RIDGE: TENSION(Ibs) FORCE LC CD 0 GRAVITY 1 OK FOR 1 1/2"x 26 ga STRAP wl(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(2)16 ga x 2.5"x 7/16"STAPLE EACH END 77 WIND 1:6 OR OK FOR 1 1/2"x 20 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR wl(2)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR SIMPSON CS20 STRAP w/(2)0.131"x 2.5"NAILS EACH END OR OK FOR SIMPSON LSTA9 STRAP w/(6)0.148"x 2.5"NAILS EACH END SHEAR(Ibs) FORCE LC CD 35 GRAVITY 1 (2)16d(0.162"x 3.5")COMMON NAILS THROUGH RIDGE BEAM INTO RAFTER(ENDGRAIN) 48 WIND 1.6 ALTERNATE:(4)16d(0.162"x 3.5")COMMON NAILS THROUGH RIDGE BEAM INTO RAFTER(ENDGRAIN)PLUS NO ADDITIONAL CONN REQ'D PLUS USE 10d(0.148"x 3")COMMON NAILS AT 16 in O.C.THROUGH RIDGE BEAM PLYS CONDITION"B"-TOP CHORD FLIP: TENSION FORCE LC CD 0 GRAVITY 1 (5)8d(0.131"x 2.5")COMMON NAILS THROUGH SHEATHING INTO RAFTER EACH SIDE OF FLIP BREAK(FACE) 456 WIND 1.6 ALTERNATE:(8)16 ga x 2.5"x 7/16"STAPLES THROUGH SHEATHING INTO RAFTER EACH SIDE OF FLIP BREAK(FACE) ALTERNATE:OK FOR 1 1/2"x 26 ga STRAP w/(3) 8d(0.131"x 2.5")COMMON NAIL OR w/(3)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR 1 112"x 20 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(3)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR SIMPSON CS20 STRAP wl(4)0.131"x 2.5"NAILS EACH END OR OK FOR SIMPSON LSTA9 STRAP w/(8)0.148"x 2.5"NAILS EACH END SHEAR FORCE LC CD 180 GRAVITY 1 ENDGRAIN ONLY CONNECTION NOT ADEQUATE 162 WIND 1.6 ALTERNATE:(2)16d(0.162"x 3.5")COMMON NAILS THROUGH EACH RAFTER INTO FLIP PLATE(ENDGRAIN)PLUS OK FOR SIMPSON L30 ANGLE w/(4)0.148"x 1.5"NAILS PLUS USE 10d(0.148"x 3")COMMON NAILS AT 8 in O.C.THROUGH RIDGE BEAM PLYS CONDITION"C"-COLLAR TIE: TENSION FORCE LC CD 0 GRAVITY 1 (5)1 Od(0.148"x 3")COMMON NAILS THROUGH TIE INTO RAFTER EACH END(FACE) 443 WIND 1.6 ALTERNATE:(3)10d(0.148"x 3")COMMON NAILS THROUGH TIE INTO RAFTER EACH END(FACE)PLUS COMPRESSION (2)10d(0.148"x 3")COMMON NAILS THROUGH TIE INTO BEARING BLOCK(FACE) FORCE LC CD 454 GRAVITY 1 459 WIND 1.6 r�. rill, O5IO2I22 BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD. C:12 02 212 2 0 0 5 31TRUSSES\TR7-13-3.bs RALEIGH,NC 27609 RC 7 TR7-13-3 LEGACY CUSTOM MODULAR HOMES TRUSS NO.:TR7-13-3 GROUND SNOW LOAD(ps1): 25 JOB NO.:220053 I WIND SPEED(mph)(Vasd): 105 ©�- PITCH:17112 1 TRUSS SPACING(in D.C.): 16 SPAN: NOTES: 1.SUITABLE CONNECTIONS MAY BE SUBSTITUTED. E 2.GRAVITY FORCES HAVE BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.0 SHALL BE USED. 3.WIND FORCES HAVE NOT BEEN ADJUSTED FOR LOAD DURATION AND A CD OF 1.6 SHALL BE USED. CONDITION"D"-KNEE WALLS: TENSION FORCE LC CD 176 GRAVITY 1 OK FOR 1 1/2"x 26 ga STRAP w/(3) 8d(0.131"x 2.5")COMMON NAIL OR w/(3)16 ga x 2.5"x 7/16"STAPLE EACH END 443 WIND 1.6 OR OK FOR 1 112"x 20 ga STRAP w/(2) 8d(0.131"x 2.5")COMMON NAIL OR w/(3)16 ga x 2.5"x 7/16"STAPLE EACH END OR OK FOR SIMPSON CS20 STRAP w/(3)0.131"x 2.5"NAILS EACH END OR OK FOR SIMPSON LSTA9 STRAP w/(8)0.148"x 2.5"NAILS EACH END OR OK FOR SIMPSON H2.5A TIE w/(10)0.131"x 1.5"NAILS EACH END ALTERNATE:TOE SCREW CONNECTION NOT ADEQUATE THROUGH KNEEWALL AND PLATE INTO CHORD(WITHDRAWAL(TOED)) COMPRESSION FORCE LC CD 454 GRAVITY 1 (2)16d(0.162"x 3.5")COMMON NAILS THROUGH CHORD BLOCK INTO RAFTER EACH SIDE(WHEN USED)(FACE) 459 WIND 1.6 CONDITION"E"-HEEL: TOP CHORD AXIAL FORCE LC CD DIRECTION 326 GRAVITY 1 VERTICAL 1.5 in MINIMUM BEARING LENGTH FOR TOP CHORD TO BOTTOM CHORD 558 LATERAL OKAY FOR 3/8"GR.5 BOLT(DOUBLE SHEAR;3/8"SIDE PLATES)PLUS AN ADDITIONAL 181 WIND 1.6 VERTICAL (2)8d(0.131"x 2.5")COMMON NAILS THROUGH OSB GUSSET INTO RAFTER EACH SIDE(FACE)OR 311 LATERAL (3)16 ga x 2.5"x 7116"STAPLES THROUGH OSB GUSSET INTO RAFTER EACH SIDE(FACE) OR OK FOR 1/2"GR.5 BOLT(DOUBLE SHEAR;1/2"SIDE PLATES) BOTTOM CHORD FROM TOP CHORD FORCE LC CD DIRECTION 326 GRAVITY 1 VERTICAL (5)8d(0.131"x 2.5")COMMON NAILS THROUGH OSB GUSSET INTO RAFTER EACH SIDE(FACE) 558 LATERAL OR(7)16 ga x 2.5"x 7/16"STAPLES THROUGH OSB GUSSET INTO RAFTER EACH SIDE(FACE) 181 WIND 1.6 VERTICAL 311 LATERAL 05/02/22 BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD. C:12022\220053\TRUSSES\TR7-13-3.)ds RALEIGH,NC 27609 RC 8 TR7-13-3 LEGACY CUSTOM MODULAR HOMES TRUSS NO.:E13'-3" GROUND SNOW LOAD(psf): 25 JOB NO.: WIND SPEED(mph)(Vasd): 105 PITCH: TRUSS SPACING(in O.C.): 16 SPAN: COMPONENT UNIFORM LOAD SUMMARY HEADER REACTIONS ARE TO BE DETERMINED BY THE BUILDING DESIGNER EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 pff MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 plf FLOOR DEAD LOAD= 10 psf x 13.25 ft/2= 66 pff FLOOR LIVE LOAD= 40 psf x 13.25 ft/2= 265 pff CEILING DEAD LOAD= 5 psf x 13.25 ft/2= 33 plf COMPONENT LOADS(lbslft) Q LOCATION LOAD 1 2 3 1 4 5 6 DEAD 167 353 386 572 605 791 LIVE 189 454 454 719 719 984 TOTAL 356 807 840 1291 1324 1775 C&C UPLIFT -248 -136 -117 -5 t J 4... '.gZ..M. k 05/02/22 BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD. C:12022\220053\TRUSSES\TR7-13.3.)ds RALEIGH,NC 27609 RC 9 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES 0 3'-28,. 2 3 d Q 6'-01, GROUND SNOW LOAD: 20 psf TC DL: 10 psf BALANCED SNOW LOAD: 20.4 psf BC DL: 10 psf TRUSS NO.: PT5-6 DRIFTING SNOW LOAD: 55 psf BC LL: 10 psf JOB NO.:200533 PITCH:5/12 SPAN:6'4' r� APPLIED MWFRS UPLIFT: 29.77 psf WINDWARD AT 97/125 mph TRUSS CENTERS: 16 in O.C. X 'A 19.77 psf LEEWARD AT 97/125 mph APPLIED MWFRS OH UPLIFT: 0.7 APPLIED MWFRS UPLIFT Q ` APPLIED C&C UPLIFT: 46.92 psf AT 97/125 mph AlAPPLIED C&C OH UPLIFT: 11.91 psf AT 97/125 mph 06 MEMBER INFORMATION: „ MAXIMUM SUPPORT REACTIONS(lbs): MWFRS C&C SIZE& DL+LL+ 0.6 DL+ 0.6 DL+ MEMBER SPECIES DEAD 20 psf 97/125 mph 97/125 mph 1 2 x 4 SYP#2 - - LOAD GSL UPLIFT UPLIFT 2 2 x 6 SYP#2 EXTERIOR WALL(1)l 103 1 373 1 -191 1 -242 3 2 x 4 SYP#2 MATING WALL VERTICAL(2) 50 95 -65 1 -24 MATING WALL LATERAL(2) 0 0 0 0 RIDGE(3) 56 326 -78 -142 NOTES: 1.MATING WALL REACTIONS ARE PER SIDE. 2.WIND PER ASCE 7-16,125mph(Vult)=97 mph(Vasd),EXP.D MAXIMUM INTERACTION&DEFLECTION: 3.SNOW PER ASCE 7-16,20 psf GSL,Ct=1.1,Ce=1.0 ,i°°' ; 4+�A, MAXIMUM DRIFTING SNOW FROM AN UPPER ROOF HAS BEEN CONSIDERED IN THIS DESIGN. .° ',3 t'WRs MAXIMUM DEFLECTION 4.COMPONENT DESIGN IS BASED ON C&C PRESSURES �~' * CSI (in) Z/ TRUSS UPLIFT CONNECTIONS ARE BASED ON MWFRS PRESSURES. y '. -:.yr BOTTOM CHORD 0.494 0.176 464 5.OVERHANG UPLIFT IS FULL BOTTOM CHORD EXPOSED. '.a loo TOP CHORD 0.672 0.184 480 6.DRIFTING SNOW FROM UPPER ROOF APPLIED. : ' WEB 0.000 0.00 ""• BARLOW ENGINEERING,P.C. �V! 6512 SIX FORKS RD.,SUITE 203-B C:\UserslElishaTesktopt200533 tmss1PT56 '• v�h+iv]Y � . •y RALEIGH,NC 27615 01/18/21 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES TRUSS CONNECTIONS G r` o PROJECT NUMBER: 200633 TRUSS NUMBER: PT5-6 C N) `t � x TRUSS PITCH: 5/12 TRUSS SPAN: 6'-0" UPLIFT CONNECTIONS(MWFRS LOADS): 971126 mph EXTERIOR WALL AT HEEL CHECK STRAP JQTYIENDI QTY/END I CHECK ALT.STRAP QTY/END QTY/END I CHECK ALT.STRAP QTY/END UPLIFT(Ibs) CASE7 CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 191 WIND 1.6 OK 2 2 OK 2 2 OK 2 MATING WALL CHECK STRAP IQTY/ENDI QTY/END CHECK ALT.STRAP QTY/END QTY/END CHECK ALT.STRAP QTY/END, UPLIFT(Ibs/PER SIDE) CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 16 ga STAPLE 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 65 WIND 1.6 OK 1 2 2 1 OK 1 2 2 1 OK 2 ALTERNATE:(2)16 d NAILS TOENAILED THROUGH BC INTO PLATE PLUS(2)16 d NAILS THROUGH PLATE INTO BAND OR STUD EXTERIOR WALL AT RIDGE CHECK STRAP I QTY/END I QTY/END I CHECK ALT.STRAP I QTY/END I QTY/END I CHECK ALT.STRAP QTY/END UPLIFT(Ibs/PER SIDE)I CASE CD 1 1/2"x 26ga STRAP 10 d NAILS 1 16 ga STAPLE 1 1 1/2"x 20 ga STRAP 10 d NAILS 16 ga STAPLE SIMPSON CS20 STRAP 10 d NAILS 78 WIND 1.6 OK 2 2 OK 2 1 2 OK 2 ALTERNATE: (2)16 d NAILS TOENAILED THROUGH BC INTO PLATE PLUS(2)16 d NAILS THROUGH PLATE INTO BAND OR STUD MAXIMUM OF DL+LL+20 psf GSL&0.6 DL+971126 mph WIND CONDITION"A"-KNEE WALL AT TOP: TENSION(Ibs) CASE CD 425 SNOW 1 1.15 JUSE(5)16 ga STAPLES TOTAL THROUGH GUSSET EACH SIDE THROUGH TOP CORD/KNEEWALL . _* J `•�- CONDITION"B"-KNEE WALL AT BOTTOM: TENSION(Ibs) CASE CD 95 SNOW 1.15 USE(4)16 ga STAPLES TOTAL THROUGH GUSSET EACH SIDE THROUGH BOTTOM CORD/KNEEWALL - rx CONDITION"C"-HEEL: TOP CHORD(Ibs) I CASE CDIf 125 1 SNOW 1 1.15 JUSE(4)16 ga STAPLE PER GUSSET EACH SIDE �'•. "~ '� � BOTTOM CHORD(Ibs) CASE CD / iT+. 0 SNOW 1.15 JUSE(4)16 ga STAPLE PER GUSSET EACH SIDE `"e .. �•" 01/18/21 n BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 20343 j C:\Users\EIisha\Desktop1200533 truss\PT6.6 RALEIGH,NC 27615 TRUSS CALCULATIONS LEGACY CUSTOM MODULAR HOMES a COMPONENT LOAD SUMMARY *CROSS SECTION IS FOR REFERENCE ONLY � � ` «° AND MAY NOT REFLECT ACTUAL TRUSS " k EXTERIOR WALL DEAD LOAD= 12 psf x 10 ft = 120 plf '`� MATING WALL DEAD LOAD= 8 psf x 10 ft = 80 pif FLOOR DEAD LOAD= 10 psf x 6 ft/2= 30 plf .,..+ FLOOR LIVE LOAD= 40 psf x 6 ft/2= 120 plf CEILING DEAD LOAD= 5 psf x 6 ft/2= 15 plf l 01/18/21 LOCATION 1=EXT.WALL HEADER&EXT.WALL STUD LOCATION 2=M.WALL HEADER&M.WALL STUD Q LOCATION 3=PERIMETER BAND LOCATION 4=CENTER GIRDER LOCATION 5=EXT.WALL HEADER&EXT.WALL STUD LOCATION 6=M.WALL HEADER&M.WALL STUD LOCATION 7=PERIMETER BAND ® Q LOCATION 8=CENTER GIRDER LOCATION 9=EXT.WALL HEADER&EXT.WALL STUD LOCATION 10=M.WALL HEADER&M.WALL STUD LOCATION 11=PERIMETER BAND a LOCATION 12=CENTER GIRDER01 LOCATION 13=RIDGE -- C+ LOCATIONS 3,4,7,8,11&12 MAY BE USED TO GENERATE FOUNDATION LOADS + N y TRUSS PT5-6,5/12 PITCH,6'-0"WIDTH COMPONENT LOADS Qbs/ftl ' 20 psf GROUND SNOW (MATING WALL LOADS ARE PER SIDE OF LINE) -77 LOCATION1 1 2 3 4 1 5 1 6 1 7 1 B 1 9 1 10 1 11 12 13 DEAD LOAD 77 19 227 129 242 144 392 254 407 269 557 379 21 LIVE LOAD 203 53 323 173 323 173 443 293 443 293 563 413 224 TOTAL LOAD 280 72 550 302 565 317 835 547 850 562 1120 792 245 C&C UPLIFT LOCATION 1 1 2 3 4 5 6 7 8 9 10 11 12 13 UPLIFT(0.6)DEAD LOAD 1 46 11 136 77 145 86 235 152 244 161 334 227 13 97/125 mph UPLIFT 1 -107 -9 - - - - -53 �1 0 BARLOW ENGINEERING,P.C. 6512 SIX FORKS RD.,SUITE 20343 IV C:1Users\Elishavesktop1200533 trussTT&G RALEIGH,NC 27615 Job Truss Truss Type Qty Ply 109284 P2106401 KINGPOST 1 TjLegacy 212 UFP Industries IncQ�rand Rapids,MI 49525,Steve Minahan 8.430 a Jan 4 2021 MiTek Industries,Inc.Tue Mar 810:55:17 2022 Page 1 of 1 CopyrightlJ2022 UFP Industries, Inc.All Rights Reserved I - i i 0-8-8 6-7-4 6-7-4 0-8-8 3x8 = 3 5.00(12 11 12 co 10 T 13 5x8 II M 5x8 11 9 2 14 2 4 1 5 d)� I W1 91 W1 I o B1 d 8 1x3 ii 7 6 6-7-4 1 6-7-4 0-8-8 13-2-8 0-8-8 Plate Offsets X - 6:0-5-0 0-2-8 8:0-5-0 0-2-8 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 19.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.04 6-7 >999 240 MT20 197/144 (Ground Snovr-25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.07 6-7 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code IBC2018/rP12014 Matrix-R Weight:37 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end vertical[P] BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x6 SPF No.2*Except* W2:2x3 SPF No.2 REACTIONS. (lb/size) 8=373/0-3-8,6=367/0-3-8 Max Horz8=62(LC 13) Max Uplift8=187(LC 12),6=182(LC 13) Max Grev8=421(LC 19),6=415(LC 20) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/21,2-9=490/419,9-10=-454/423,10-11=-432/427,3-11=420/436,3-12=-423/435,12-13=426/425,13-14=-453/421,4-14=-493/417,4-5=0/21,2-8=-430/430,4-6=492/466 BOT CHORD 7-8=284/392,6-7=284/392 WEBS 3-7=0/169 NOTES- 1)Wind:ASCE 7-16;Vult=136mph(3-second gust)Vasd=108mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.11;Exp D;Enclosed;MWFRS(envelope)gable end zone and C-C Extedor(2E)-0-8-8 to 2-3-8,Interior(1)2-3-8 to 3-7-4,Extedor(2R)3-74 to 9-7-4,Interior(1)9-7-4 to 10-11-0,Exterior(K)10-11-0 to 13-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-16;Pg=25.0 psf;Ps=19.0 psf(Lum DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat D;Partially Exp.;Ce=0.9;Cs=1.00;Ct=1.10;IBC 1607.11.2 minimum roof live load applied where required. 3)Roof design snow load has been reduced to account for slope. 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 17.3 psf on overhangs non-concurrent with other loads. { 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 187 lb uplift at joint 8 and 182 lb uplift at joint 6. 9)This truss is designed in accordance with the 2018 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. Ir J �4 H�wwyj The professional engineering seal indicates that a licensed professional engineer has designed the truss under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use in a specific stale.The final determination 3/8/2022 on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. WARNING -Verify design parameters and READ NOTES UFP Industries,Inc. 2801 EAST BELTLINE RD,NE p PHONE(616)-364-6161 FAX(616)-365-0060 GRAND RAPIDS,MI 49525 Truss shall not be out or modified without approval of the miss design engineer. This component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered.The builder is responsible for lifting methods and system design. Builder responsibilities are defined underTPl1.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available RC 13 Job Truss Truss Type aty Ply 109284 G0361101 GABLE 1 TLegacy 212 UFP Industries Inc.,Grand Rapids,MI 49525,Steve Minahan 8.430 a Jan 4 2021 MiTek Industries,Inc.Tue Mar 8 11:02:19 2022 Page 1 of 1 CopyrightQ2022 UFP Industries,Inc.All Rights Reserved 0-8- 6-7-4 6-7-4 0-8- 2.5x3 �� 5 5.00 �2 6 4 coo 183 1 7 19 1.5x3 i i M 1.5x3 11 3 20 17 2 2 2 S 1 1 8 oI1 9 W1 W1 0 16 15 14 13 12 11 10 1.5x3 11 13-2-8 1.5x3 i i 0-8- 13-2-8 0-8-8 Plate Offsets X — 5:0.2-0 0-1-4 LOADING(psf) SPACING. 1-4-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP 19.0(Ground Plate Grip DOL 1.15 TC 0.06 Vert(LL) 0.00 8 n/r 120 MT20 197/144 (Ground Snow 2 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 8 n/r 90 TCLL 100.0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 10 n/a n/a BCLL 0.0 'BCDL 10.0 Code IBC20181TP12014 Matrix-R Weight:46 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end vertical[P.] BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) 16=103/13-2-8,10=103/13-2-8,13=94/13-2-8,14=99113-2-8,15=120/13-2-8,12=99/13-2-8,11=120/13-2-8 Max Horz 16=62(LC 13) Max Uplift16=58(LC 8),10=60(LC 9),14=-68(LC 12),15=-111(LC 12),12=70(LC 13),11=-106(LC 13) Max Grav 1 6=1 09(LC 19).10=109(LC 20),13=95(LC 19),14=141(LC 19),15=165(LC 19),12=141(LC 20).11=165(LC 20) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20,2-17=-43/48,17-18=31/52,3-18=-23/55,3-4=58/122,4-5=74/179,5-6=74/179,6-7=-58/122,7-19=23/47,19-20=-28/43,8-20=39/43,8-9=0/20,2-16=95/163,8-10=95/163 BOT CHORD 15-16=14/43,14-15=14/43,13-14=-14/43,12-13=14/43,11-12=14/43,10-11=14/43 WEBS 5-13=-6710,4-14=117/132,3.15=132/178,6-12=-117/132,7-11=132/178 NOTES- 1)Wind:ASCE 7-16;Vult=136mph(3-second gust)Vasd=108mph;TCDL=6.Opsf;BCDL=6.Opsf;h=30ft;Cat.II;Exp D;Enclosed;MWFRS(envelope)gable end zone and C-C Comer(3E)-0-8-8 to 2-3-8,Exterior(2N)2-3-8 to 3-7-4,Comer(3R)3-74 to 9-74,Exterior(2N)9-74 to 10-11-0,Comer(3E)10-11-0 to 13-11-0 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. 3)TCLL:ASCE 7-16;Pg=25.0 psf;Ps=19.0 psf(Lum,DOL=1.15 Plate DOL=1.15);Is=1.0;Rough Cat D;Partially Exp.;Ce=0.9;Cs=1.00;Ct=1.10;IBC 1607.11.2 minimum roof live load applied where required. 4)Roof design snow load has been reduced to account for slope. 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 17.3 psf on overhangs non-concurrent with other loads. 7)All plates are 1x3 MT20 unless otherwise indicated. :T` ' 8)Gable requires continuous bottom chord bearing. a 9)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ' . 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 12)'This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the a _ bottom chord and any other members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 58 lb uplift at joint 16,60 lb uplift at joint 10,68 lb uplift at/ 14,111 lb uplift at joint 15,70 lb uplift at joint 12 and 106 lb uplift at joint 11. CU 14)This truss is designed in accordance with the 2018 International Building Code section 2306.1 and referenced standard ANSI/rP1 1. w .. The professional engineering seal indicates that a licensed professional engineer has designed the truss under the standards referenced within this document,not necessarily the current state building code.The engineering seal is not an approval to use in a specific state.The final determination 3/8/2022 on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee. WARNING -verify parameters design and READ NOTES UFP Industries,Inc. 2801 EAST BELTLINE RD,NE Truss shall not be cut or modified without approval of the truss design engineer. PHONE(616)-364-6161 FAX(616)-365-0060 GRAND RAPIDS,MI 49525 This component has only been designed for the loads noted on this drawing. Construction and lifting forces have not been considered.The builder is responsible for lifting methods and system design. Builder responsibilities are defined underTPl1.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available RC 14 APPROVED DATE "/8/22 LEGACY CUSTOM MODULAR HOMES PFS CORPORATION Bloomsburg, PA SECTION 22 UNIFORMLY LOADED BEAM CHARTS P1 -P137 ny MI Ir ``1,1�1ittt111ttt1ltl/�/�/d! , 1��:•••• _ ,L +1r.�+,W�•••� F./ ,'r• '� �{ r � t;�,•r fir RE MATE OF, 3 eph '. N 9584 ;? Xi AC.:N6,035206 •, „tp •pits 1 0�+1�4L- �* 911 02/09/22Wit ''� 1. arrr�trat►��ti'k it /2 /2020 Professional Certification.I hearby oerttly that these documents 02 6 were prepared or approved by me,and that I am a duly licensed E°I.4 o.n rvme.,e°,ear°nwr�wc.woam,° professional engineerunder the laws of the Slate of Maryland, q,�,k"`T 13 License No.33421,Expiration Date 711620. RC 15 r APPROVED PORCHHEADER PF DATE^ 3 CWO O CORPORATION Ebnm�LuiO,VA NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. B.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 112"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION XIMUM MA LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(PI1) QUANTITY d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (n) SPAN BY LENGTH(in) (in) SPAN BY LENGTH Qn) (in) 1, 8 SPF 300 1 4.8 5'-6" Lb 1.305 0.095 5'-6" Lb 1.305 0.095 5'- N f2R ?-"9"/ r092d) ;i1,�',.: 7'-9" Lb 0.924 0.189 7'.9" Lb0.189 7'-9" Lb 0.924 0.189 3 1.6 9'-6" Lb 0.755 D.283 9'-6" Lb 0.755 0.283 9'.0" Ld0.226 9'-6" Lb 0.755 0.283 4 1.2 11'-0" Lb 0.655 0.376 10'-11" Ld 0.65 0.364 9'.11" Ld0.248 11'-0" Lb 0.655 0.376 2x 8 SYP#2 300 1 4.8 5'.2" Lb 0.921 0.074 5'-2" Lb 0.921 0.074 5'-2" LbD.074 5'-2" Lb 0.921 0.074 2 2.4 7 -3" Lb 0.653 0.147 7'-3" Lb 0.653 0.147 7'-3" Lb0.147 7'.3" Lb 0.653 0.147 3 1.6 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 8 -11" Lb0.219 8 -11" Lb D.534 0.219 4 1.2 10'-3" Lb 0.463 0.291 10'-3" Lb 0.463 0,291 9'-10" Ld 0.248 10'-3" Lb 0.463 0.291 2 x 8 HEM-FIR#2 300 1 4.8 5'-5" Lb 1.349 O.D96 5'-5" Lb 1.349 0.096 5'-5" Lb 1.349 0.096 5'-5" Lb 1.349 0.096 2 2A 7'-8" Lb 0.956 0.192 7'-8" Lb 0.956 0.192 7'-8" Lb 0.956 0,192 7'-8" Lb 0.956 0.192 3 1.6 9'-4" Lb 0.781 0.288 9'-4" Lb D.781 0.288 8'-9" Ld 0.731 0.22 9'-4" Lb 0.781 0.288 4 1.2 10'-10" Lb 0.678 0.382 10'-7" Ld 0.665 0.355 9'-8" Ld 0.604 0.242 10'-10" Lb 0.678 0.382 2 x 8 SP SELECT STR. 300 1 4.8 8'-3" Lb 1.465 0.367 7'-6" Ld 1.331 0.25 6'-9" Ld 1.2D9 0.17 8'-3" Lb 1.465 0.367 2 2A 10'-9" Ld 0.962 0.641 9'-5" Ld 0.84 0.315 8'-6" Ld 0.763 0,215 10'-7" Ld 0.943 0.5 3 1.6 12'-4" Ld 0.735 0.618 10'-9" Ld 0.642 0.36 9'.9" Ld 0.583 0.245 11'.8" Ld 0.697 0.5 4 1.2 13'-7" Ld 0.608 0.68 11'-10" Ld 0.531 0.396 10'-9" Ld 0.482 0.27 12'-7" Ld D.563 0.5 1.5 x7.25 LVL 300 1 4.8 8'-10" Ld 1.014 0.445 7'.1" Ld 0.886 0.259 7'-0" Ld 0.805 0.176 9'.1" Lb 1.037 0.486 2 2.4 11'-2" Ld 0.64 0.56 9'-9" Ld 0.559 0.326 8'-10" Ld 0.508 0.222 10'-10" Ld D.622 0.5 3 1.6 12'-9" Ld OAS 0.64 11'-2" Ld OA28 0.373 10'-1" Ld 0.389 0.254 12'-1" Ld OAS 0.5 4 1.2 14'-0" Ld 0.405 D.703 12'-3" Ld 0.354 0.41 11'-2" Ld 0.322 0.279 12'-11" Ld 0.372 0.5 2x10SPF#2 300 1 6.2 6'.9" Lb 1.594 D.102 6'-9" Lb 1.594 0.102 6'.9" Lb 1.594 0.102 6'-9" Lb 1.594 0.102 2 3.1 9'-6" Lb 1,129 0.203 9'-6" Lb 1.129 0.203 9'-6" Lb 1.129 0.203 9'-6" Lb 1.129 0.203 3 2.1 11'-7" Lb 0.924 0.303 11'-7" Lb 0.924 0.303 11'-6" Ld 0.912 0.288 11'-7" Lb 0.924 0.303 4 1.5 K'- Lb 0.801 0.402 13'-5" Lb 0.801 0.402 12'-7" Ld 0.755 0.316 13'-5" Lb 0.801 0.402 2x10SYP#2 300 1 6.2 Lb 1.094 0.07 6'-1" Lb 1.094 0.07 6'-1" Lb 1.094 0.07 6'-1" Lb 1.094 0.07 2 3.1 Lb 0.775 0.14 B'-B" Lb 0.775 0.14 8'-B" Lb 0.775 0.14 B -8" Lb 0.775 0.14 3 2.1 Lb 0.634 0.209 1D'.7" Lb 0.634 0.209 10 -7" Lb 0.634 0.209 10'-7" Lb 0.634 0.209 4 1.5 Lb 0.55 0.277 12'-2" Lb 0.55 0.277 12'.2" Lb 0.55 0.277 12'-2" Lb 0.55 0.277 2x 10 HEM-FIR#2 300 1 6.2 Lb 1.649 0.103 6'-7" Lb 1.649 0.103 6'.7" Lb 1.649 0.103 6 -7" Lb 1.649 0.103 2 3.1 Lb 1.168 0.206 9'-4" Lb 1.168 0.206 9'-4" Lb 1.168 0.206 9'-4" Lb 1.168 0.206 3 2.1 11'-5" Lb 0.955 0.308 11'-5" Lb 0.955 0.308 11'-2" Ld 0.934 0.281 11'-5" Lb 0.955 0.308 4 1.5 13'-2" Lb 0.829 0.409 13'-2" Lb 0.829 0.409 12 -4" Ld 0.773 0.308 13'-2" Lb 0.629 0.409 2 x 10 SP SELECT STR. 30D 1 6.2 9'-4" Lb 1.671 0.299 9'-4" Lb 1.671 0.299 8'-8"_ Ld 1.544 0.217 1'-4' Lb 1.67 .299 2 3.1 13'-3" Lb 1.184 0.595 12'-0" Ld 1.073 0.402 10'-11" Ld 0.975 0.274 12'-8" Ld_ 3 2.1 15'-9" Ld 0.939 0.788 13'-9" Ld 0.82 0.459 12'-6" Ld 0.745 0.313 14 .0" o 4 1.5 17'-4" Ld 0.777 0.867 is,-1" Ld 0.679 0.505 13'-W Ld 0.616 0.344 15'-1" 1.5 x 9.25 LVL 300 1 6.2 11'-4" Ld 1.295 0.567 9'.10" Ld 1.131 0.33 9'.0" Ld 1.027 0.225 '-11" 1.254 2 3A 14'-3" Ld 0.818 0.714 12'-5" Ld 0.714 0.416 11'-3" Ld 0.649 0.283 CO '-D 3 2.1 16'-3' Ld 0.626 0.616 14'-3" Ltl 0.547 0.475 12'-11" Ld 0.497 0.324 4 1.5 17'-11" Ld 0.518 0.696 15'-7" Ld 0.453 0.522 14'-2" Ld 0.411 0.356 N h N t y. ' ONIBEAM s 161 5 I UKY tX I LKIUK WALL HEADER OVER j APPROVED SINGLE WINDOW/DOOR OATS 3RPAT PFSCORPORATION Fllwm.Lu�9,Yn (PANELIZED GARAGE) NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON I/240 DEFLECTION BASED ON 11360 DEFLECTION BASED ON 11480 DEFLECTION BASED ON 112"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(PII) QUANTI d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) Irv2 X3$PF 3G', 1 2.3 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2'-9" Lb 0.76 0.061 2 1.2 3'-10" Lb 0.538 0.123 3'-10" Lb 0.538 0.123 3'-7" Ld 0.49B 0.091 3'-10" Lb 0.538 0.123 4`41 115 ;0.439. Kf64- 4'-6" Ld 0.419 0.152 4'-l" Ld 0.381 0.104 4'-9" Lb 0,439 0.184 4 0.6 5'-6" Lb 0.381 0.245 5'-0" Ld 0.346 0.167 4'-6" Ld 0.314 0.114 5'-6" Lb 0.381 0.245 2 x 4 SYP#2 350 1 2.3 2'.6" Lb 0.523 0.043 2'-6- Lb 0.523 0.043 2'-6" Lb 0.523 1 0.043 2'-6- Lb 0.523 0.043 2 1.2 3'-6" Lb 0.37 0.086 3'-6" Lb 0.37 0.086 3'-6" Lb 0.37 0.086 3'-6" Lb 0.37 0.086 3 0.8 4'-4" Lb 0.303 0.129 4'-4" Lb 0.303 0.129 4'-l" Ld 0.286 0.104 4'-4" Lb 0.303 0.129 4 0.6 5'-0" Lb 0.262 0.172 5'-0" Ld 0.26 D.167 4'-6" Ld 0.237 0.114 5'-0" Lb 0.262 0.172 2 x 4 HEM-FIR#2 350 1 2.3 2'-8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2-.8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2 1.2 3'-10" Lb 0.556 0.125 3'-10" Lb 0.556 0.125 3'-6" Ld 0.51 0.088 3'-10" Lb 0.556 0.125 3 0.8 4'-8" Lb 0.454 0A87 4'-5" Ld 0.429 0.148 4'-0" Ld 0.39 0.101 4'-8" Lb 0.454 0.187 4 0.6 5'-5" Lb 0.394 0.249 4'-10" Ld 0.354 0.163 4'-5" Ld 0.322 0.111 5'-5" Lb 0.394 0.249 2 x 4 SP SELECT STR. 350 1 2.3 3'-11" Ld 0.815 0.197 3'-5" Ld 0.712 0.115 3'-l" Ld 0.646 0.078 4'-0" Lv 0.843 0.226 2 1.2 4'-11" Ld 0.513 0.248 4'-4" Ld 0.449 0.145 3'-11" Ld 0.408 0,098 5'-!On Ld 0.612 0.5 3 0.8 5'-8" Ld 0.392 0,284 4'-11" Ld 0.343 0.165 4'-6" Ld 0.311 0.113 6'-6" Ld 0.452 0.5 4 0.6 6'-2" 1 Ld 0.324 0.312 5'-5" 1 Ld 0,283 0.182 4'-11" Ld 0.257 0.124 7'-0" Ld 0.364 0.5 1.5x3.5 LVL 35D 1 2.3 4'.0" Ld 0.542 0.2D4 3'-6" Ld 0.473 0.119 3'-2" Ld 0.43 0.081 4'-1" Lb 0.553 0.222 2 1.2 5'-1" Ld 0.342 0.257 4'-5" Ld 0.298 0.15 4'-0" Ld 0.271 0.102 5'-10" Lb 0.391 0.442 3 0.8 5'-10" Ld 0.261 0.294 6'-1" Ld 0.228 0.171 4'-8" Ld 0.207 0.117 6'-8" Ld 0.298 0.5 4 0.6 6'-5" Ld 0.216 0.323 5'-7" Ld 0.188 0.188 5'-1" Ld 0.171 0.128 7'-2" Ld 0.24 0.5 2 x 6 SPF#2 350 1 3.7 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 2 1.8 5'-8" Lb 0.787 0.145 5'-8" Lb 0.787 0.145 5'-8" Ld 0.784 0.142 5'-8" Lb 0.787 0.145 3 1.2 6'-11" Lb 0.643 0.217 6'-11" Lb 0.643 0.217 6'-6" Ld 0.599 0.163 6'-11" Lb 0.643 0.217 4 0.9 8'-0" Lb 0.558 0.288 7'-10" Ld 0.545 0.263 7'-l" Ld 0.495 0.179 8'-0" Lb 0.558 0.288 2 x 6 SYP#2 350 1 3.7 K6140"""' Lb 0.785 0.056 3'-9" Lb 0,785 0.056 3'-9" Lb 0.785 0.056 3'-9" Lb 0.785 0.056 2 1.8 Lb 0.555 0,112 5'-4" Lb 0.555 0.112 5'-4" Lb 0.555 0.112 5'-4" Lb 0.555 0.112 3 1.2 Lb 0.454 0.167 6'-6" Lb 0.454 0.167 6'-6" Ltl 0.451 0,163 6'-6" Lb 0.454 0.167 4 0.9 Lb 0.394 0.223 7'-6" Lb 0.394 0.223 7'-1" Ld 0.373 0.179 7'-6" Lb 0.394 0.223 2 x 6 HEM-FIR#2 350 1 3.7 Lb 1.15 0.074 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0,074 3'-11" Lb 1.15 0.074 2 t.8 Lb 0.814 0.147 5'-7" Lb 0.814 0.147 6'-6" Ld 0.802 0.139 5'-7" Lb 0.814 0.147 3 1.2 Lb 0.665 0.22 6'-10" Lb 0.665 0.22 8'-4" Ld 0.613 0,159 6'-10" Lb 0.665 0.22 4 0.9 7'-11" Lb 0.577 0.293 7'-W Ld 0.558 0.256 6'-11" Ld 0.507 0,175 7'-11" Lb 0.577 0.293 2 x 6 SP SELECT STR. 350 1 3.7 6'-2" Ld 1.28 0.31 5'-4" Ld 1.119 0.18 4'-10" Ld 1.016 0,123 6'-3" Lb 1.2 0.325 2 1.8 7'-9" Ld 0.807 0.39 6'-9" Ld 0.705 0.227 6'-2" Ld 0.641 0.155 8'-3" Ld 0.8- - - 0.5 3 1.2 8'-11" Ld 0.617 0.446 7'-9" Ld 0.539 0.26 7'-0" Ld 0.49 0.177 9'-2" Ld� {Y('3'a. --0,5 4 0.9 9'-9" Ld 0.51 0.491 8'-6.. Ld 0.445 0.286 7'-9" Ld 0.405 0.195 1 9'-10"1.5 x5.5 LVL 350 1 3.7 6'-4" Ld 0.852 0.321 5'-7" Ld 0.744 0.187 5'-1" Ld 0.676 0.127 6'-5" _' . . ". 2 1.8 8'-0' Ld 0.537 0.404 7'-0" Ld 0.469 0.235 6'-4" Ld 0.427 0.16 8'-6 �- 3 1.2 9'-2 Ld 0.411 0.462 8'-0" Ld 0.359 0.269 7'-3" Ld 0.326 0.183 9'- ra' n q� 4 0.9 10'-l" Ld 0.34 0.508 8'-10" Ld 0.297 0.296 8'-0" Ld 0.269 0.201 10, Ld 41 g - £ UNIBEAM PF� APPROVED DATB^ 3l8:2I PFS CORPORATION pFx+rnnLurB.pA NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. S.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM = SPAN CALCULATIONS BASED ON I/240 DEFLECTION BASED ON I/360 DEFLECTION BASED ON 11480 DEFLECTION BAS s�ue' wcD. F MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTIO IMUMI IA4i.£ BEARING MEMBER LOAD(plf) QUANTITY d/b SPAN BY LENGTH(In) pn) SPAN BY LENGTH(in) (n) SPAN BY LENGTH(in) (n) AN 2 x 8 SPF#2 400 1 4.8 p'. Lb 1.506 0.071 4 -9" Lb 1.506 0.071 4'-9" Lb 1.506 0.071 -9$ "'� 1 506 0.07' .�" $' 2 2.4 Lb 1.066 D.142 6'-9" Lb 1.066 0.142 6'-9" Lb 1.066 0.142 Q �'' "';3 1.6 Lb 0.871 0.213 8'-3" Lb D.871 0.213 8'-2" Ld 0.863 0.2054 1.2 Lb 0.755 D.283 9'-6" Lb D.755 0.283 9'-0" Ld 0.714 0.226 -6 i; ,,,d j 2x8SYP#2 400 1 4.8 Lb 1.064 0.055 4'-5" Lb 1.064 0.055 4'-5" Lb 1.064 D.0552 2.4 Lb 0.753 0.11 6'-4" Lb 0.753 0.11 6'-4" Lb 0.753 0.11 -4 3 1.6 Lb 0.616 0.165 7'-9" Lb 0.616 0.165 7'-9" Lb 0.616 0.165 1 7'-9' n 0.616 - 4 1.2 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 8'-11" Lb 0.534 0.219 8'-111. 2x8 HEM-FIR#2 400 1 4.8 4'-8" Lb 1.558 0.072 4'.8" Lb 1.558 0.072 4'-8" Lb 1.558 0.072 4'-8" L " 2 2.4 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 6'-8" Lb 1.103 0.144 6'-8" Lb �- <d ':.F44 3 1.6 8'-1" Lb 0.901 0.216 8'-1" Lb 0.901 0.216 8'-0" Ld 0.864 02 8'-1" Lb 0.901` 0.216 4 1.2 9'-4" Lb 0.781 0.288 9'-4" Lb 0.781 0288 8'-9" Ld 0.731 0.22 9'-4" Lb 0.781 0.288 2 x 8 SP SELECT STIR. 400 1 4.8 7'-1" Lb 1.691 0.275 6'-9- Ld 1.612 0.227 6'-2" Ld 1.465 0.155 7'-1" Lb 1.691 0.275 2 2.4 9'-9" Ld 1.164 0.491 1'-7" Ld 1.017 0.286 7'-9" Ld 0.924 0.195 9'-10" Ld 1.169 0.5 3 1.6 11'-2" Ld 0.889 0.562 9'-9" Ld 0,777 0.327 8'-11.. Ld 0.706 0.223 10 -11" Ld 0.864 0.5 4 1.2 12 -4" Ld 0.735 0.618 10'-9" Ld 0,642 0.36 9'-9" Ld 0.583 0.245 11'-8" Ld 0.697 0.5 1.5 x 7.25 LVL 400 1 4.8 7'-10" Lb 1.197 0.365 7'-0" Ld 1.072 0.235 6'-4" Ld 0.974 0.16 7'-10- Lb 1.197 0.365 2 2.4 10 -2" Ld 0.775 0.509 8'-10" Ld 0,677 D.296 8'-0" Ld 0.615 0.202 10 -1" Ld 0.771 0.5 3 1.6 11 7" Ld 0.592 0.582 10 1" Ld 0.517 0.339 9'-2" Ld 0.47 0.231 11 2" Ld 0.57 0.5 4 1.2 12'-9" Ld 0.49 0.64 11 2" Ld 0.428 0.373 10'-1" Ld 0.389 0254 12'-0" Ld 0.46 0.5 2 x 10 SPF#2 400 1 6.2 51.101, Lb 1.84 0.076 5'-10" Lb 1.84 0.076 5'-10" Lb 1.84 0.076 5'-10" Lb 1.84 0.076 2 311 8'-3" Lb 1.303 0.152 8'-W Lb 1.303 0.152 8'-3" Lb 1.303 0.152 8'-3" Lb 1,303 0.152 3 2.1 10'-1" Lb 1.085 0.228 10'-1" Lb 1.065 0.228 10'-1" Lb 1.065 0,228 10'-1" Lb 1.065 0.228 4 1.5 11'-7" Lb 0.924 0.303 l l'-7" Lb 0.924 0.303 l l'-6" Ld 0.912 0.288 11'-7" Lb 0.924 0.303 2 x 10 SYP#2 400 1 6.2 5'-3" Lb 1.262 0.053 5'-3" Lb 1.262 0.053 5'-3" Lb 1.262 0.053 5'-3" Lb 1.262 0.053 2 3.1 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 7'-6" Lb 0.894 0.105 3 2.1 9'-2" Lb 0.731 0.157 9'-2" Lb 0.731 0.157 9'-2" Lb 0.731 0.157 1'-2" Lb 0.731 0.157 4 1.5 10'-7" Lb 0.634 0.209 10'-T' Lb 0.634 0.209 10 7" Lb 0.634 0.209 10'-7" Lb 0.634 0.209 2 x 10 HEM-FIR#2 400 1 6.2 5-.9" Lb 1.903 0.078 5'-B" Lb 1.903 0.078 5'-9" Lb 1.903 0.078 5'-9- Lb 1.903 0.078 2 3.1 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 8'-1" Lb 1.348 0.155 11 Lb Lb 1.348 0.155 3 2.1 9'-11" Lb 1.102 0.231 9'-11" Lb 1.102 0.231 9'-11" Lb 1.102 0.231 9'-11" Lb 1.102 0.231 4 1.5 11'-5" Lb 0.955 0.308 11'-5" Lb 0.955 0.308 11'-2" Ld 0.934 0.281 11'-5" Lb 0.955 0.308 2 x 10 SP SELECT STR. 400 1 6.2 8'-1" Lb 1.929 0.224 8'-I. Lb 1.929 0.224 7'-10" Ld 1.869 0.198 8'-1" Lb 1.929 0.224 2 3.1 11'-6" Lb 1.366 0.447 10 -11" Ld 1.298 0.365 W.111. Ld 1.179 0.249 l l'-6" Lb 1.366 OA47 3 2.1 14'-1" Lb 1.116 0.669 12'-6" Ld 0.992 0.417 ll'-4" Ld 0.901 0.284 13'-1" Ld 1.038 0.5 4 1.5 15'-9" Ld 0.939 0.788 13'-9" Ld 0.82 0.459 12'-6" Ld 0.745 0.313 14'-0" Ld 0.838 0.5 XB2 L1(�,L3 A0 I1 f�.2:i ,8 11 a '=. 3 1,515 ;D,41) 9'-0" Ld 1.369 0.3 8'-2" Ld 1.244 0.205 9'-11" Lb 1.515 0.451 2 3.1 1 12'-11"1 Ld 1 0.989 0,649 l l'-4" Ld 0.864 0.378 10'-3" Ld 0.785 0.257 1 12 -1 Ld 0.927 0.5 3 14'-10" Ld 0.757 0.742 12'-11" Ld 0.661 OA32 11'-9" Ld 0.601 0.294 13'-5" Ld 0.686 0.5 4 1.5iL Ld 0.626 0.816 14'-3" Ld 0.547 0.475 12'-11" Ld 0.497 0.324 14'-5" Ld 0.554 0.5 02ND STORY MATE WALL NNIBEAM HEADER OVER BONUS ROOM/ co STAIRS 161 51 UKY tX I LKIUK WALL HEADER OVER /APPROVED SINGLE WINDOWS bATE 3&=2 PFS[ORPORATION eloam:.4�i0.Pn (MODULE A & B) NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=I.D. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING.DEFLECTION,OR SHEAR. AND SUPPORT STUDS. S.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON It 240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plo QUANTI Y d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (n) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) 2 X 4 Sf?F•#2 >� 1 2.3 2'-3" Lb 0.908 0.043 2'.3" Lb 0.908 0.043 2'.3" Lb 0.908 0.043 2'-3" Lb 0.908 O.043 2 1.2 3'-3" Lb 0.642 0.086 3'-3" Lb 0.642 0.086 3'-2" Ld 0.632 0.08 3'-3" Lb 0.642 0.086 3} 8d 4'-0" Lb 0.525 0.129 4'-0) Lh EOi525 #D,'12M 3'-8" Ld 0.482 0.092 4'-0" Lb O.525 0.129 4 0.6 4'-7" Lb 0.455 0.172 4'-5" Ld 0.439 0.149 4'-0" Ld 0.398 0.101 4'-7" Lb 0.455 0.172 2 x4 SYP#2 500 1 2.3 2'-1" Lb 0.626 0.03 2'-1" Lb 0.626 0.03 2'-1" Lb 0.626 0.03 1 2'-1" Lb 1 0.626 0.03 2 1.2 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 D.06 3 0.8 3'-7" Lb 0.361 0.09 3'-7" Lb 0.361 0.09 3'-7" Lb 0.361 0.09 3'-7" Lb 0.361 0.09 4 0.6 E'. Lb 0.313 0.121 4'-2" Lb 0.313 0.121 4'-0" Ld 0.3 0.101 4'-2" Lb 0.313 0.121 2 x 4 HEM-FIR#2 500 1 2.3 Lb 0.939 0.044 2'-3" Lb 0.939 0.044 2'-3" Lb 0.939 0.044 2'-3" Lb 0.939 0.044 2 1.2 Lb 0.665 0.087 k-l Lb 0.665 0.087 3'-1" Ld 0.647 0.078 3'-2" Lb 0.665 0.087 3 0.8 Lb 0.543 0.131 Lb 0.643 0.131 3'-7" Ld OA94 0.09 3'-11" Lb 0.543 0.131 4 0.6 Lb 0.47 0.174 Ld 0.449 0.145 3'-11" Ld 0.408 0.099 4'-6" Lb 0.47 0.174 2 x 4 SP SELECT STIR. 500 1 2.3 Lv 0.895 0.099 Lv 0.895 0.099 2'-9" Ld 0.82 0.069 3'-0" Lv 0.895 0.099 2 1.2 Ld 0.651 0.22 Ld 0.569 0.128 3'-5" Ld 0.517 0.087 5'-4" Lb 0.792 0.483 3 0.8 5'-0" Ld 0.497 0.252 Ld 0.434 0.147 4'-0" Ld 0.395 0.1 5'-11" Ld 0.59 0.5 4 0.6 5'-6" Ld 0.411 0.278 Ld 0.359 0.162 4'-4" Ld 0.326 0.11 6'-5" Ld 0.476 0.5 1.5 x 3.5 LVL 500 1 2.3 3'-5" Lb 0.661 0.155 Ld 0.6 0.106 2'-10" Ld 0.545 0.072 3'-5" Lb 0.661 0.165 2 1.2 4'-6" Ld 0.433 0.228 Ld 0.378 0.133 3'-7" Ld 0.344 0.091 4'-11" Lb 0.468 0.31 3 O.8 5'-2" Ld 0.331 0.261 4'-6" Ld 0.289 0.152 4'-1" Ld 0.262 0.104 6'-0" Lb 0.382 0.465 4 0.6 5'-8" Ld 0.273 0.287 5'-0- Ld 0.239 0.167 4'-6" Ld 0.217 0.114 6'-7" Ld 0.314 0.5 2 x 6 SPF#2 500 1 3.7 3'-4" Lb 1.329 0.051 3'-4" Lb 1.329 0.051 3'-4" Lb 1.329 0.051 3'-1' Lb 1.329 0.051 2 1.8 4'-9" Lb 0.94 0.101 4'-9" Lb 0.94 0.101 4'-9" Lb 0.94 0.101 4'-9" Lb 1 0.94 0.101 3 1.2 5'-10" Lb 0.768 0.152 5'-10" Lb 0.768 0.152 5'-9" 1 Ld 0.759 0.145 5'-10" Lb 0.768 0.152 4 0.9 6'-9" Lb 0.666 0.202 6'-9" Lb 0.666 0.202 6'-4" Ld 0.627 0.159 6'-9" Lb 0.666 0.202 2 x6SYP#2 500 1 3.7 3'-2" Lb 0.937 0.039 3'-2" Lb 0.937 0.039 3'-2" Lb 0.937 0.039 3'-2" Lb 0.937 0.039 2 1.8 4'-5" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 3 1.2 5'-5" Lb 0.542 0.117 5'-5" Lb 0.542 0.117 5'-5" Lb 0.542 0A 17 5'-5" Lb 0.642 0.117 4 0.9 6'-3" Lb 0.47 0.166 6'-3" Lb 0.47 0.156 6'-3" Lb 0.47 0.166 6'-3" Lb 0.47 0.156 2 x 6 HEM-FIR#2 500 1 3 77 3'-4" Lb 1.375 0.052 3'-4" Lb 1.375 0.052 3'-4" Lb 1.375 0.052 3'-4" Lb 1.375 0.052 2 1.8 4'-8" Lb 0.973 0.103 4'-8" Lb 0.973 0.103 4'-8" Lb 0.973 0.103 4'-8" Lb 0.973 0.103 3 1.2 5'-9" Lb 0.795 0.154 5'-9" Lb 0.795 0.154 5'-7" Ld 0.777 0,141 5'-9" Lb 0.795 0.154 4 0.9 6'-7" Lb 0.689 0.206 6'-7" Lb 0.689 0.206 6'-2" Ld 0.642 0.155 6'-7" Lb 0.689 �+ 2 x 6 SP SELECT STIR. 500 1 3.7 4'-9" Lv 1.406 0.155 4'-9" Lv 1.406 0.155 4'-4" Ld 1.289 0,109 4'-9" Lv 1.406 0.155' 2 1.8 6'-11" Ld 1.024 0.346 6'-0" Ld 0.894 0.202 5'-5" Ld 0.812 0.137 7'-4" Lb 1 3 1.2 7'-11" Ld D.782 0.396 6'-11" Ld 0,683 0.231 6'-3" Ld 0.62 0,157 8'-4" Ld 1 4 0.9 8'-8" Ld 0.646 0.436 7'-7" Ld 0.564 0.254 6'-11" Ld 0.513 0.173 9'-0" 1.5x5.5 LVL 500 1 3.7 5'-4" Lb 1.024 0.23 4'-11" 1 Ld 1 0,943 0.166 4'-6" Ld 0.857 0.113 1 5'-4" Lb .24 0 "! 2 1.8 7'-2" Ld 0.681 0.358 6'-3" Ld 0.595 0.209 5'-8" Ld 0.541 ±0.142 7' Q L",107"3 1.2 8'-2 Ld 0.52 0.41 7'-1" Ld 0,455 0.239 6'-6" Ld 0.413 8' � k) 09'-0" Ld 0.43 0.451 7'-10" Ld 0.376 0.263 7'-1" Ld 0.341 9' `+ UNIBEAM APPROV2ED 3f8/2 PFS CORPORATION pkrom.wrp,vn NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=I.D. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON I/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1l2"* sl MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION[MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMIT. MEMBER LOAD(plI) QUANTITY d/b SPAN BY LENGTH(in) (n) SPAN BY LENGTH(in) (In) AN BY LENGTH(in) (in) SPAN 2 x 8 SPF#2 550 4.8 4'-1" Lb 1.766 0.052 4'-l" Lb 1.766 0.052 4'-1" Lb 1.766 0.052 4'-1 _ 1.766 124 2.4 5'-11, Lb 1.249 0.103 5'-9" Lb 1.249 0.103 5'-9" Lb 1.249 0.103 9 .10 a , 1,6 7'-0" Lb 1.021 0.155 7'-0" Lb 1.021 0.155 7'.0" Lb 1.021 0.155 � 0 1.2 I.-ill Lb 0.885 0.206 8'-1" Lb 0.885 0.206 8'-1" Ld 0.881 0.203 Q 1s 2x8SYP#2 5504.8 3'-10" Lb 1.247 0.04 3'-10" Lb 1.247 0.04 3'-10" Lb 1.247 0.04 N 0 a UCO PYa s4ii"�� 2.4 5'-5" Lb 0.882 0.08 5'-5" Lb 0.882 0.08 5'-5" Lb 0.882 0.06 N 5 •L.: `r' "" 1.6 6'-7" Lb 0.721 0.12 6'-7" Lb 0.721 0.12 6'-7" Lb 0.721 0.12 N 7 r+'b'.. �' 12 s-,.. 4 1.2 7'-7" Lb 0.625 0.16 7'-7" 1 Lb 1 0.625 0.16 7'-7" 1 Lb 0.625 0.16 7" .�. :0.11 2x8 HEM-FIR#2 550 1 4.8 4'.0" Lb 1.826 0.053 4'-0" Lb 1.826 0.053 4'-0" Lb 1.826 0.053 4'-0' 1.825 2 2A 5'-8" Lb 1.292 0.105 5'-8" Lb 1.292 0.105 5'-8" Lb 1.292 0.105 5'-6" 2 _ 3 1.6 6'-11" Lb 1.056 0.158 6'-11" Lb 1.056 0.158 6'-11" Lb 1.056 0.158 6'-11" Lli I 4 1.2 B'-0" Lb 0.915 0.21 8'-0" Lb 0.915 0.21 7'-11" Ld 0.902 0.198 8'-0" Lb ,- 2x8SP SELECT STIR. 550 1 4.8 5'-9" Lv 1.89 0,165 5'-9" Lv 1.89 0.165 5'-6" Ld 1.81 0.139 5'-9" Lv 1.89 0.165 2 2A 8'-7" Lb 1.403 0.4 7'-8" Ld 1.256 0.257 7'-0" Ld 1.141 0.175 8'-7" Lb 1.403 0.4 3 1.6 10'-1" Ld 1.099 0.506 1 8'-10" Ld 0.96 0.295 1 8'-0" Ld 0.872 0.201 10'-1" Ld 1.095 0.5 4 1.2 11'-1" Ld 0.908 0.556 9'-8" 1 Ld 0.793 0.324 1..9" Ld 0.72 1 0.221 10'-10" Ld 0.884 0.5 1.5 x 7.25 LVL 550 1 4.8 6'-8" Lb 1.403 0.266 6'-4" Ld 1.326 0.212 5'-9" Ld 1.204 D.144 6.-B. Lb 1.403 0.266 2 2.4 9'-1" Ld 0.957 0.458 7'-11" Ld 0.836 0.267 7'-3" Ld 0.76 0.182 9'-4" Ld 0.978 0.5 3 1.6 10'-5" Ld 0.731 0.524 9'-1" Ld D.639 0.305 8'-3" Ld 0.58 0.208 10'-4" Ld 0.723 0.5 4 1.2 11 6" Ld 0.604 0.576 10'-0" Ld 0.528 0.335 9'-1" Ld 0.48 0.229 11'-1" Ld 0.583 0.5 2x10SPF#2 550 1 6.2 4'-11" Lb 2.157 0.056 4'-11" Lb 2.157 0.056 4'-11" Lb 2.157 0.056 4'-11" Lb 2.157 0.056 2 3.1 7'.0" Lb 1.527 0.111 7'-0" Lb 1.527 0.111 7'-0" Lb 1.527 0.111 7'-0" Lb 1.527 0.111 3 2.1 8'-7" Lb 1.248 0.166 8'-7" Lb 1.248 0.166 8'-7" Lb 1.248 0.166 8'-7" Lb 1.248 0.166 4 1.5 9'-11" Lb 1.082 0.221 9'-11" Lb 1.082 0.221 9'-11" Lb 1.082 0.221 9'-11" Lb 1.082 0.221 2 x 10 SYP#2 550 1 6.2 4-.6" Lb 1.48 0.038 4'-6" Lb 1.48 0.038 4'-6" Lb 1.48 0.038 4'-6- Lb 1.48 0.038 2 3.1 6'-5" Lb 1.047 0.077 6'-5" Lb 1.047 0.077 6'-5" Lb 1.047 0,077 6'-5" Lb 1.047 0.077 3 2.1 7'-10" Lb 0.856 0.115 7'-10" Lb 0.856 0.115 7'-10" Lb 0.856 0.115 7'-10" Lb 0.856 0.115 4 1.5 9'-0" Lb 0.742 0.152 9'-0" Lb 0.742 0.152 9'-0" Lb 0.742 0.152 9'-0" Lb 0.742 0.152 2 x 10 HEM-FIR#2 550 1 6.2 4'-11" Lb 2.231 0.056 4'-11" Lb 2.231 0.056 4'-11" Lb 2.231 0,056 4'-11" Lb 2.231 0.056 2 3.1 6'-1V Lb 1.579 0,113 6'-11" Lb 1.579 0.113 6'-11" Lb 1.579 0.113 6'-11" Lb 1.579 0.113 3 2.1 8'-6" Lb 1.2B1 0.169 B'-6" Lb 1.291 0.169 8'-6" Lb 1.291 0,169 8'-6" Lb 1.291 0.169 4 1.5 9'-9" Lb 1.119 0.224 9'-9" Lb 1.119 0.224 9'-9" Lb 1.119 0.224 9'-9" Lb 1.119 0.224 2 x 10 SP SELECT STIR. 550 1 6.2 6'-11" Lb 2.261 0.163 6'-11" Lb 2.261 0.163 6'-11" Lb 2.261 0.163 6'-11" Lb 2.261 0.163 2 3.1 9'-9" Lb 1.6 0,326 9'-9" Lb 1.6 0.326 B'-11" Ld IA57 0.224 1.-1. Lb 1.6 0.326 3 2.1 12'-0" Lb 1.308 0.488 11 1.3" Ld 1.225 0.376 10'-2" Ld 1.113 0.256 12'-0" Lb 1.308 0.488 4 1.5 13'-10" Lb 1.134 0.649 12'-4" Ld 1.013 0.413 11'-3" Ld 0.92 0.282 13'-0" Ld 1.062 0.5 ' 55U 1 6.2 8'-6" Lb 1.776 0.328 1.-1" Ld 1.692 0.27 7'-4" Ld 1.537 0.184 8'-6" Lb 1.776 0.328 l l'-8" Ld 1.222 0.584 0!g 2 g iLdl 1:0676 �,31 1' -3" Ld 0.97 0.232 11'-2" Ld 1.175 0.5 3 2.1 13'-4" Ld 0.934 0.666 11'-7" Ld 0.816 0.389 10'-7" Ld 0.741 0.265 12'-5" Ld 0.869 0.5 4 1.5 14'-8" Ld 0.772 0.734 12'-9" Ld 0.675 0.428 11'-7" Ld 0.613 0.291 1 13'-4" Ld 0.701 0.5 1 ST STORY MATE WALL " /� 11NIBEAM HEADER OVER LIVING ROOM/ o FOYER WALL HEADER OVER APPROVED TRIPLE WINDOWSDATE Zz PFS CORPORATION (MODULE B) NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER I CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8,MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 11240 DEFLECTION BASED ON If 360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plf) QUANTITY !b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) +Z j{'.11M� 1 7.5 6'-0" Lb 2.386 0.061 6'-0" Lb 2.386 0.061 6'-0" Lb 2.386 0.061 61.0. Lb 2.386 0.061 2 3.8 8'-6" Lb 1.689 0.122 8'-6" Lb 1.689 0.122 8'-6" Lb 1.689 0.122 8'-6" Lb 1.689 0.122 , i 41: 10'-5" Lb 1.381 0.183 14 -5"s' (Lb 1.3813 '4.1&3} 10'-5" Lb 1.381 0.183 10'-5" Lb 1.381 0.183 4 1.9 12'-1" Lb 1.198 0.244 12'-1" Lb 1.198 0.244 12'-1" Lb 1.198 0.244 12'-1" Lb 1.198 0.244 2x 12 SYP#2 500 1 7.5 5'-9" Lb 1.716 0.051 5'-9" Lb 1.716 0.051 5'-9" Lb 1.716 0.051 5'-9" Lb 1.716 0.051 2 3.8 1'-2" Lb 1.216 0.102 8'-2" Lb 1.216 0.102 8'-2" Lb 1.216 0.102 8'-2" Lb 1,216 0.102 3 2.5 10'-0" Lb 0.994 0.153 10'-0" Lb 0.994 0.153 10'-0" Lb 0.994 0.153 10'-0" Lb 0.994 0.153 4 1.9 11'-6" Lb 0.862 0.203 11'-6" Lb 0.862 0.203 11'-6" Lb 0.862 0.203 11'-6" Lb 0.862 0.203 2 x 12 HEM-FIR#2 500 1 7.5 I.-ill, Lb 2.468 0.062 5'-11" Lb 2.468 0.062 5'-11" Lb 2.468 0.062 5'-11" Lb 2.468 0.062 2 3.8 8'-5" Lb 1.747 0.124 8'-5" Lb 1.747 0.124 8'-5" Lb 1.747 0.124 8'-5" Lb 1.747 0.124 3 2.5 10'-3" Lb 1.428 D.186 10'-3" Lb 1.428 0.186 10'-3" Lb 1.428 0.186 10'-3" Lb 1.428 0.186 4 1.9 11'-10" Lb 1.239 0.247 11'-10" Lb 1.239 0.247 11'-10" Lb 1.239 0.247 11'-ID" Lb 1.239 0.247 2x12 SP SELECT STIR. 500 1 7.5 8'-2" Lb 2.426 0.16 1'-2" Lb 2.426 0.16 1'-2" Lb 2.426 0.16 8'-2" Lb 2.426 0.16 2 3.8 11'-7" Lb 1.718 0.319 11'-7" Lb 1.718 0.319 11'-2" Ld 1.664 0.281 11'-7" Lb 1.718 0.319 3 2.5 14'-2" Lb 1.404 0.477 14'-1" Ld 1.4 0.471 12'-10" Ld 1.272 0.321 14'-2" Lb 1.404 0.477 4 1.9 16'-4" 1 Lb 1.217 0.634 15'-6" Ld 1.157 0.518 14'-1.' Ld 1.052 0.353 15'-4" Ld 1.147 0.5 1.5 x 11.25 LVL 500 1 7.5 10'-9" Lb 2.048 0.428 10'-2" Ld 1.932 0.339 9'-2" Ld 1.755 D.231 10'-9" Lb 2.048 0.428 2 3.8 14-.7" Ld 1.396 0.732 12'-9" Ld 1.22 0.427 11'-7" Ld 1.108 0.291 13'-3" Ld 1.269 0.5 3 2.5 16'-9" Ld 1.068 0.838 14'-7" Ld 0.933 0.488 13'-3" Ld 0.847 0,332 14'-8" Ld 0.938 0.5 4 1.9 18'-5" Ld 0.883 0.921 16'-1" Ld 0.771 0.536 14'-7" Ld 0.701 0.365 15'-9" Ld 0.755 0.5 1.5 x 12 LVL 500 1 8 11'-5" Lb 2.18 0.452 10'-10" Ld 2.061 0.362 9'-10" Ld 1.873 0.246 11'-5" Lb 2.18 0.452 2 4 15'-7" Ld 1.49 0.781 13'-7" Ld 1.301 0.465 12'-4" Ld 1.182 0.31 13'-11" Ld 1.332 0.5 ftl 2.7 17'-10" Ld 1.139 0.893 15'-7" Ld 0.995 0.52 14'-2" Ld 0.904 0.354 15'-5" Ld 0.985 0.5 2 19'-7" Ld 0.943 0.982 17'-1" Ld 0.823 0.572 15'-7" Ld 0.748 0.39 16'-7" Ld 0.796 0.5 1.5x 14 LVL 5009.3 13'-3" Lb 2.531 0.517 12'-7" Ld 2.405 0.422 11'-5" Ld 2.185 0.287 13'-2" Ld 2.51 0.5 4.7 18'-2" Ld 1.739 0.911 15'-11" Ld 1.519 0.531 14'-5" Ld 1.38 0.362 15'-8" Ld 1.497 0.5 3.1 20'-9" Ld 1.331 1.042 18'-2" Ld 1.162 0.607 16'-fill Ld 1.056 0.413 17'-4" Ld 1.108 0.5 2.3 22'-10" Ld 1.101 1.145 20'-0" Ld 0.962 0.667 18'-2" Ld 0.874 0.454 11'-7" Ld 0.895 0.5 1.5x 16 LVL 50010.7 15'-V Lb 2.881 0.58 14'-5" Ld 2.75 0.482 13'-1" Ld 2.499 0.328 14'-T' Ld 2.776 0.5 2 5.3 2D'-9" Ld 1.989 1.041 18'-2" Ld 1.738 0.606 16'-6" Ld 1.579 0.413 17'-3" Ld 1.656 0.5 3 3.6 23'-9" Ld 1.522 1.19 20'-9" Ld 1.33 0.693 18'-ID" Ld 1.208 0.472 19'-1" Ld 1.226 0.5 4 2.7 26'-1" Ld 1.26 1.308 22'-1V' Ld 1.101 0.761 20'-9" Ld 1 0.519 20'-6" Ld 0.991 0.5 1.5 x 18 LVL 500 1 12 16'-11" Lb 3.229 0.642 16'-3" Ld 3.095 0.542 14'-9" Ld 2.812 0.369 15'-11" Ld 3.033 0.5 2 6 23'-4" Ld 2.239 1.171 20'-5" Ld 1.956 0.682 18'-6" Ld 1.777 0.465 18'-11" Ld 1.81 0.5 3 4 26'-9" Ld 1.715 1.338 23'-4" Ld 1.498 0.779 21'-2" Ld 1.361 0.531 20'-1V Ld 1.341,, 0.5 4 3 29'-4" Ld 1.42 1.47 25'-8" Ld 1.241 0.856 23'-3" Ld 1.127 0.583 22'-5" Ld 1.0 a 0.5 1.5x20 LVL 500 1 13.3 18'-9" Lb 3.577 0.704 18'-0" Ld 3.44 0.602 11 4" Ld 3.126 0.41 17'-2" Ld .:, ,..0.5 2 6.7 26'.0" Ld 2.49 1.3 22'-8" Ld 2.175 0.757 20'-7" Ld 1.976 0.516 20'-5" 3 4.4 29'-8" Ld 1.907 1.486 25'-11" Ld 1.666 0.866 23'-6" Ld 1.514 0.59 22'-7 4 3.3 32'-7" Ld 1.58 1.632 28'-6" Ld 1.38 0.95 25'-10" Ld 1.254 0.648 24'-3 1.5 x 22 LVL 500 1 14.7 20'-7" Lb 3.924 0.764 19'-10" Ld 3.786 0.662 18'-0" Ld 3.439 0.451 O 18 - 2 7.3 28'-7" Ld 2.741 1.43 24'-11" Ld 2.394 0.833 22'-8" Ld 2.176 0.567 1 3 4.9 32'-7" Ld 2.1 1.633 28'-6" Ld 1.835 0.951 25'-11" Ld 1.667 0.648 4 3.7 35'-10" Ld 1.741 1.794 31'-4" Ld 1.521 1.045 28'-5" Ld 1.382 0.712 1.5 x 24 LVL 500 1 16 22'-4" Lb 4.269 �1.559 L27'- Ld 4.131 0.722 19'-fill Ld 3.753 0.492 w 2 8 31'-2" Ld 2.992 Ld 2.614 0.9D8 24'-8" Ld 2.375 0.619 35.335 -7" Ld 2.294 Ld 2.004 1.037 28'-3" Ld 1.821 0.7074 4 39'-1" Ld 1.902 Ld 1.661 1.139 31'-V Ld 1.509 0.776 27'- UNIBEAM N 3 APPROVED DATE 3rdJ22 R 2 N D STORY PFS CORPORATION 19.PA EXTERIOR WALL HEADER NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH, 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3. SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 11480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plo QUANTITY d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) x,xA$PF__;„ 7, 1 2.3 1'-10" Lv 1.085 0.026 1'-10" Lv 1.085 0.026 1'-10" Lv 1.085 0.026 11.101, Lv 1.065 0.026 2 1.2 2'-8" Lb 0.787 0.057 2'-8" Lb D.787 0.067 2'-8" rLb 0.787 0.057 2'-B" Lb 0.787 0.057 A ; s" of 0 6d27 f 3'-3" Lb 0.642 0.086 3'-2" 0.632 0.083'-3" Lb 0.642 0.086 4 0.6 3'-9" Lb 0.557 0.115 3'-9" Lb 0.557 0.115 3'-6" 0.522 0.089 3'-9" Lb D.557 0.115 2 x 4 SYP#2 750 1 2.3 1' 8" Lb 0.766 0.02 1'-8" Lb 0.766 0.02 1'-8" 0.766 0.02 1'-8" Lb 0.766 0.02 2 1.2 2 -5" Lb 0.542 0.04 2'-5" 0.542 0.04 2'-5" 0.542 0.04 2'-5" Lb 0.542 0.04 3 0.8 2'-11" Lb 0.443 0.06 2'-11" Lb 0.443 0.06 2'-11" 0.443 0.06 2'-11" Lb 0.443 0.06 4 0.6 3'-5" Lb 0.383 0.08 3'-5" Lb 0.383 0.08 3'-5" 0.383 0.08 3'-5" Lb 0.383 0.08 2 x 4 HEM-FIR#2 750 1 2.3 1'-10" Lb 1.15 0.029 1'-10" Lb 1.15 0.029 1'-10" 1.15 0.029 1'-10" Lb 1.15 0.029 2 1.2 2'-7" Lb 0.814 0.058 2'-7" Lb 0.814 0.058 2'-7" Lb 0.814 0.058 2'-7" Lb 0.814 0.058 3 0.8 3'-2" Lb 0.665 0.087 3'-2" Lb 0.665 0.087 3'-1" Ld 0.647 0.078 3'-2" Lb 0.665 0.087 4 0.6 3'-8" Lb 0.576 0.116 3'-8" Lb 0.576 0.116 3'-5" Ld 0.534 0.086 3'-8" Lb 0.576 0.116 2 x 4 SP SELECT STIR. 750 1 2.3 2'-2" Lv 0.981 0.042 2'-2" Lv 0.981 0.042 2'-2" Lv 0.981 0.042 2'-2" Lv 0.981 0,042 2 1.2 3'-10" Lv 0.852 0.192 3'-4" Ld 0.745 0.112 3'-0" Ld 0.677 0.076 3'-10" Lv 0.852 0.192 3 0.8 4'-4" Ld 0.651 0.22 3'-10" Ld 0.569 0.128 3'-5" Ld 0.517 0.087 5'-4" Lb 0.792 0.483 4 0.6 4'-10" Ld 0.538 0.243 4'-2" Ld 0.47 0.141 3'-10" Ld 0.427 0,096 5'-9" Ld 0.644 0.5 1.5 x 3.5 LVL 750 1 2.3 2'-10" Lb 0.809 0.104 2'-9" Ld 0.786 0.092 2'-6" Ld 0.714 0.063 2--10" Lb 0.809 0.104 2 1.2 3'-11" Ld 0.567 0.199 3'-5" Ld 0.496 0.116 3'-1" Ld OA5 0,079 4'.0" Lb 0.572 0.207 3 0.8 4'-6" Ld 0.433 0.228 3'-11" Ld 0.378 0.133 3'-7" Ld 0.344 0.091 4'-11" Lb 0.468 0.31 4 0.6 5'-0" Ld 0.358 0.251 4'-4" Ld 0.312 0.146 3'-11" Ld 0.284 0.1 5'-8" Lb 0.405 0.413 2 x 6 SPF#2 750 1 3.7 2'-9" Lb 1.627 0.034 2'-9" Lb 1.627 O.D34 2'-9" Lb 1.627 0.034 2'-9" Lb 1.627 0.034 2 1.8 3'-10" Lb 1.151 0.068 3'-10" Lb 1.151 0.068 3'-10" Lb 1.151 0.068 3'-10" Lb 1.151 0.068 3 1.2 4'-9" Lb 0.94 0.101 4'-9" Lb 0.94 0.101 4'-9" Lb 0.94 0.101 4'-9" Lb 0.94 0.101 4 0.9 5'-6" Lb 0.815 0.135 5'-6" Lb 0.815 0.135 5'-6" Lb 0.815 0.135 5'-6" Lb 0.815 0,135 2 x 6 SYP#2 750 1 3.7 2'-7" Lb 1.148 0.026 2'-7" Lb 1.148 0.026 2'-7" Lb 1.148 .0.026 2'-T' Lb 1.148 0.026 2 1.8 3'-7" Lb 0.812 0.052 3'-7" Lb 0.812 0.052 3'-7" Lb 0.812 0.052 3'-7" Lb 0.812 0.052 3 1.2 4'-5" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 4'-5" Lb 0.663 0.078 4 0.9 5'-2" Lb 0.575 0.104 5'-2" Lb 0.575 0.104 5'-2" Lb 0.575 0.104 5'-2" Lb 0.576 0.104 2 x 6 HEM-FIR#2 750 1 3.7 2'-B" Lb 1.683 0.034 2'-8- Lb 1.683 0.034 2'-W Lb 1.683 D.034 1 2'-8- Lb 1.683 0.034 2 1.8 3'-10" Lb 1.191 0.069 3'-10" Lb 1.191 0.069 3'-10" Lb 1.191 0.069 3'-10" Lb 1.191 0.069 3 1.2 4'-8" 1 Lb 0.973 0.103 4'-8" Lb D.973 0.103 4'-8" Lb 0.973 0.103 4'-8" Lb 0.973 0.103 4 0.9 5'-5" Lb 0.843 0.137 5'-5" Lb D.843 0.137 5'-5" Ld 0.84 0.136 5'-5" Lb 0.843 0.137 2 x 6 SP SELECT STIR. 750 1 3.7 3'-5" Lv 1.542 0.066 3'-5- Lv 1.542 0.066 3'-5" Lv 1.542 0.066 3'-5" Lv 1.542 - 0.066 2 1.8 6'-0" Lv 1.339 0.301 5'-3" Ld 1.171 0.176 4'-9" Ld 1.064 0.12 6'-0" Lv 1.3 .301 3 1.2 6'-11" Ld 1.024 0.346 6'-0" Ld 0.894 0.202 5'-5" Ld 0.812 0.137 7'-4" Lb. 4 0.9 7'-7" Ld 0.845 0.381 6'-7" Ld 0.738 0.222 6'-0" Ld 0.671 0.151 8'-1.' 1.5 x5.5 LVL 750 1 3.7 4'-4" Lb 1.254 0.153 4'-4" 1 Ld 1.236 0.145 3'-11" Ld 1.123 0.099 4'-4 i.' 2 1.8 6'-2" Lb 0.887 0.306 5'-5" Ld 0.779 0.182 4'-11" Ld 0.708 0.124 '-2 D.887 * 3 1.2 7 -2" Ld 0.681 0.358 6'-3' Ld 0.595 0.209 5'-8" Ld 0.541 1142 C) '-7 _ 0 4 0.9 7'-10" Ld 0.563 0.394 6'-10 Ld 0.491 0.23 6'-3" Ld 0.447 0.157 '-4 0 59 ..0 5 k4g ♦♦ UNIBBAM N _ P:.�±APPROVED 2ND STORY DATE 344'=2 PFS CORPORATION EImm.LuiO.VA EXTERIOR WALL HEADER NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH, 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION ASED ON 1/480 DEFLECTION BASED ON 112"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION[MAXIMUMILIMITED1 BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(PIO QUANTITY d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) BY LENGTH(in) (n) SPAN BY LENGTH(in) (in) wr '2xBSPF1Y1?> /764gRE7 8 3'-6" Lb 2.061 0.038 3'-6" Lb 2.061 0.038 3'-6" Lb 2.061 0.038 3'-6" Lb 2.061 0.0 4 4'-11" Lb 1.458 0.076 4'-11" Lb 1.458 0.076 4'-11" Lb 1.458 0.076 4'-11" Lb 1.458 0.076 "t ,6 U:{i6'-0" Lb 1.191 0.114 6'-0" Lb 1.191 0.114 6'-0" Lb 1,191 0.114 2 6'-11" Lb 1.032 D.152 6'-11" Lb 1.032 0.152 6'-11" Lb 1.032 0.152 6'-11" Lb 1.032 0.152 2x8SYP#2 7508 3'-3" Lb 1.455 D.03 3'-3" Lb 1.455 0.03 3'-3" Lb 1.455 O.D3 3'-3" Lb 1.455 0.03 4 4'-7" Lb 1.03 0.059 4'-7" Lb 1.03 0,059 4'-7" Lb 1.03 0.059 4'-7" Lb 1.03 0.059 6 5'-8" Lb 0.841 0.088 5'-8" Lb 0.841 0.088 5'-8" Lb 0.841 0.088 5'-8" Lb 0.B41 0.088 2 6'-6" Lb 0.729 0.118 6'-6" Lb 0.729 0.118 6'-6" Lb 0.729 0.118 6'-6" Lb 0.729 0.118 2x8 HEM-FIR#2 7508 3'-5" Lb 2.132 0.039 3'-5" Lb 2.132 0.039 3'-5" Lb 2.132 0.039 3'-5" Lb 2.132 0.039 A 4'-10" Lb 1.508 O.D77 4'-10" Lb 1.508 0.077 4'-10" Lb 1.508 0.077 4'-10" Lb 1.508 0.077 .6 5'-11" Lb 1.232 0.116 5'-11" Lb 1.232 0.116 5'-11" Lb 1.232 0.116 5'-11" Lb 1.232 0.116 .2 6'-10" Lb 1.068 0.154 6'-10" Lb 1.D68 0.154 6'-10" Lb 1.068 0.154 6'-10" Lb 1.068 OA54 2 x 8 SP SELECT STR. 750 .8 4'-7" Lv 2.032 0.087 4'-7" Lv 2A32 0.087 4'-7" Lv 2.032 0.087 4'-7" Lv 2.032 0.087 .4 7'-4" Lb 1.637 0.293 6'-11" Ld 1.544 0.232 6'-3" Ld 1.403 0.158 7'-4" Lb 1.637 0.293 .6 9'-0" Lb 1.338 0.44 7'-11" Ld 1.179 0.266 7'-2" Ld 1.071 0.181 9'-0" Lb 1.338 0.44 4 1.2 10'-0" Ld 1.115 0.502 8'-9" I Ld 0.974 0.292 7'-11" Ld 0.885 0.199 10'-0" 1 Ld 1.114 0.5 1.5x7.25 LVL 750 1 4.8 K'- Lb 1.638 0,195 5'-8" Ld 1.629 0.191 5'-2" Ld 1.48 0.13 5'-9" Lb 1.638 0.195 2 2.4 Lb 1.159 0.389 7'-2" Ld 1.027 0.24 6'-6" Ld 0.933 0,164 8'-1" Lb 1.159 0.389 3 1.6 Ld 0.898 0.472 8'-3" Ld 0.785 0.275 7'-6"_ Ld 0.713 0.187 9'-6" Ld 0.911 0.5 4 1.2 10 4" Ld 0.742 0.52 9'-0" Ld 0.648 0.303 8'-2" Ld 0.589 0.206 10 3" Ld 0.735 0.5 2x10SPF#2 750 1 6.2 Lb 2.518 0.041 4'-3" Lb 2,518 0.041 4'-3" Lb 2.518 0.041 4'-3" Lb 2.518 0.041 2 3.1 Lb 1.782 0.081 6'-0" Lb 1.782 0.081 6'-0" Lb 1.782 0.081 6'-0" Lb 1,782 0.081 3 2.1 Lb 1.456 OA22 7'-4" Lb 1.456 0.122 7'-4" Lb 1.456 0.122 7'-4" Lb 1.456 0.122 4 1.5 8'-6" Lb 1.262 0.162 8'-6" Lb 1 1.262 0.162 8'-6" Lb 1.262 0.162 8'-6" Lb 1.262 0.162 2 x 10 SYP#2 750 1 6.2 3'-10" Lb 1.727 0.028 3'-10" Lb 1.727 0.028 3'-10" Lb 1.727 0.028 3'-10" Lb 1.727 0.028 2 3.1 5'-6" Lb 1,222 0.056 5'-6" Lb 1.222 0.056 5'-6" Lb 1.222 0.056 5'-6" Lb 1.222 0.056 3 2.1 6'-8" Lb 0.999 0.084 6'-8" Lb 0.999 0.084 6'-8" Lb 0.999 0.084 6'-6" Lb 0.999 0.084 4 1.5 7'-9" Lb 0.866 0.112 7'-9" Lb 0.866 0.112 7'-9" Lb 0.866 0.112 7'-9" Lb 0.866 0.112 2 x 10 HEM-FIR#2 750 1 6.2 4'-2" Lb 2.605 0.D41 4'-2" Lb 2.605 0.041 4'-2" jb 2.605 0.041 4'-2" Lb 2.605 0.041 2 3.1 5'-11" Lb 1.843 0.083 5'-11" Lb 1.843 0.083 51.111, 1.843 0.083 5'-11" Lb 1.843 0.083 3 2.1 7'-3" Lb 1.506 0.124 7'-3" Lb 1.506 0.124 7'-3" 1.506 0.124 7'-3" Lb 1.506 0.124 4 1.5 8'.4" Lb 1.305 0.165 8'-4" Lb 1.305 0.165 8'-4" 1.305 0.165 8'-4" Lb 1.305165 2 x 10 SP SELECT STIR. 750 1 6.2 5'-10" Lv 2.593 0.111 5'-10" Lv 2.593 0.111 1.-10" 2.593 0,111 5'-10" Lv2 3.1 8'-5" Lb 1.868 0.239 8'-5" Lb 1.868 0.239 B'-0" 1.791 0.202 8'-5" Lb3 2.1 10'-3" Lb 1.526 0.358 10'-2" Ld 1.505 0.339 9'-2" 1.368 0.231 10'-3" 4 1.5 11'-10" Lb 1.323 0.477 11 2" Ld 1.244 0.373 10'-1" Ld 1.13 0.254 11 10" t -132�- 1.5 x925 LVL 750 1 6.2 7'-3" Lb 2.074 0.241 7'-3" Lb 2.074 0.241 6'-7" Ld 1.889 0.166 O 3'. _ -.074 2 3.1 10'-3" Lb 1.467 0.481 1'-2' Ld 1.312 0.307 8'-4" Ld 1.192 0.209 (� 3 �✓_b. a 3 2.1 12'-0" Ld 1.147 0.603 10'-6" Ld 1.002 0.351 9'-6" Ld 0.91 0.239 4 1.5 13'-3" Ld 0.948 0.663 11'-6" Ld 0.828 0.386 10'-6" Ld 0.752 0.263 4 +s U 'k v Lo UNIBEAM w Qra APPROVED DATE 3f8:23 PFS CORPORATION floom-o'PA NOTES: 1. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)='1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON It 240 DEFLECTION BASED ON 11360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION Z2.31 MUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plf) QUANTITYAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) 2 x 4 SPF 92 850 1 8" Lv 1.13 0.021 1'-8" Lv 1.13 0.021 1'-B" Lv 1.13 0.021 1'-B" Lv 1.13 0.021 2 6" Lb 0.837 0.051 2'-6" Lb D.837 0.051 2'-6" Lb 0.837 0.051 2'-6" Lb 0.837 0.051 3 0" Lb 0.684 D.D76 3'-0" Lb 0.684 0.076 3'-D" Lb 0.684 0.076 3'-0" Lb 0.684 0.076 4 6" Lb 0.592 D.101 3'-6" Lb 0.592 0.101 3'-4" Ld 0.567 0.085 3'-6" Lb D.592 0.101 2 x 4 SYP#2 850 1 7" Lb 0.815 D.D18 1'-7" Lb 0.815 0.018 1'-7" Lb 0.816 0.018 1'-7" Lb 0.815 0.018 2 -3" Lb 0.577 0.036 2'-3" Lb 0.577 0.036 2'-3" Lb 0.577 0.036 2'-3" Lb 0.577 0.036 3 -9" Lb 0.471 0,053 2'-9" Lb D.471 0.053 2'-9" Lb 0.471 0.053 2'-9" Lb 0.471 0.053 4 0.6 3'-2" Lb 0.408 0.071 3'-2" Lb 0.408 0.071 3'-2" Lb 0.408 1 0.071 3'-2" Lb 0.408 0.071 2 x 4 HEM-FIR#2 850 1 2.3 1'-8" Lb 1.225 0.026 1'-8" Lb 1.225 0.026 1'-8" Lb 1.225 0.D26 1'-8" Lb 1.225 0.026 2 1.2 2'-5" Lb 0.866 0.051 2'-5" Lb 0.866 0.051 2'-5" Lb 0.866 0.051 2'-5" Lb 0.866 0.051 3 0.8 3'-0" Lb 0.707 0.077 3'-0" Lb 0.707 0.077 3'-0" Ld 0.703 0.075 3'-0" Lb 0.707 0.077 4 0.6 3'-5" Lb 0.613 0.103 3'-5" Lb 0.613 0.103 3'-3" Ld 0.581 0.083 3'-5" Lb 0.613 0.103 2 x 4 SP SELECT STIR. 850 1 2.3 2'-0" Lv 1.015 0.033 2'-0' Lv 1.015 0.033 2'-0' Lv 1.015 0.033 2'-0" Lv 1.015 0.033 2 1.2 3'-5" Lv 0.869 0.143 3'-2" Ld 0.81 0.108 2'-11" Ld 0.736 0.073 3'-5" Lv 0.869 0.143 3 0.8 4'-2" Ld 0.708 0.211 3'-8" Ld 0.618 0.123 3'-4" Ld 0.562 0.084 5'-0" Lb 0.843 0.426 4 0.6 4'-7" Ld 0.584 0.233 4'-0" Ld 0.51 0.135 3'-6" Ld 0.464 0.092 5'-7" Ld 0.707 0.5 1.5x3.5 LVL 850 1 2.3 2'-8" Lb 0.862 0.091 2'-7" Ld 0.855 0.088 2'-4" Ld 0.776 0.06 2'-8" Lb O.862 0.091 2 1.2 3'-9" Lb 0.609 0.182 3'-4" Ld 0.539 0.111 3'-0" Ld 0.489 0.076 3'-9" Lb 0.609 0.182 3 0.8 4'-4" Ld 0.471 0.219 3'-9" Ld 0.411 0.127 3'-5" Ld 0.374 0.087 4'-7" Lb 0.498 0.274 4 0.6 4'-9" Ld 0.389 0.241 4'-2" Ld 0.34 0.14 3'-9" Ld 0.309 0.096 5'-4" Lb 0.431 0.365 X:',„,6„S iBd'- 1 3.7 2'-7" Lb 1.732 0.03 2' 7" Lb 1.732 0.03 2'-7" Lb 1.732 0.03 2'-7" Lb 1.732 0.03 2 1.8 3'-8" Lb 1.225 0.06 3'-8" Lb 1.225 0.06 3'-8" Lb 1.225 0.06 3'-8" Lb 1.225 0.06 4� it;s 4'-5" Lb 1.OD1 0.09 4'-5E ILb? '.D01} O,Ig'� 4'-5" Lb 1.001 0,09 4'-5" Lb 1.DO1 0.09 4 0.9 5'-2" Lb 0.867 0,119 5'-2" Lb 0.867 0.119 5'-2" Lb 0.867 0.119 5'-2" Lb 0.867 0.119 2 x 6 SYP#2 850 1 3.7 2'-5" Lb 1.222 0.023 2'-5" Lb 1.222 0.023 2'-5" Lb 1.222 0.023 2'-5" Lb 1.222 0.023 2 1.8 3'-5" Lb 0.864 0.046 3'-5" Lb 0.864 D.046 3'-5" Lb 0.864 0.046 3'-5" Lb 0.864 0.046 3 2 4'-2" Lb 0.706 D.D69 4'-2" Lb 0.706 0.069 4'-2- Lb 0.706 0.069 4'-2- Lb 0.706 0.069 4 O. 4'-10" Lb 0.612 0,092 4'-10" Lb 0.612 0.092 4'-10" Lb 0.612 0.092 4'-10" Lb 0.612 0.092 2 x 6 HEM-FIR#2 850 1 3.7 2'-6" Lb 1.792 0.03 2'-6" Lb 1.792 0.03 2'-6" Lb 1.792 0.03 2'-6- Lb 1.792 0.03 2 1.8 3'-7" Lb 1.267 0,061 3'-7" Lb 1.267 0.061 3'-7" Lb 1.267 0.061 3'-7" Lb 1.267 0.061 3 T1.26 -5" Lb 1.035 0.091 4'-5" Lb 1.035 D.091 4'-5" Lb 1.035 0.091 4'-6" Lb 1.035 0.091 4 -1" Lb 0.897 0.121 5'-1" Lb D.897 D.121 5'-1" Lb 0.897 0.121 5'-1" Lb 0.897 0.121 2 x 6 SP SELECT STR. 850 1 2" Lv 1.596 0.052 3'-2" Lv 1.596 0.052 3'.2" Lv 1.596 0,052 3'-2" Lv 1.596 T 2 2 - " Lv 1.366 0.224 51.0. Ld 1.273 0.169 4'-7" Ld 1.156 0.115 5'-5" Lv 1.366 0.224 3 -7" Ld 1.112 0.332 5'-9" Ld 0,972 0.193 5'-3" Ld 0.883 0.132 6'-11" Lb 4 -3" Ld 0.919 0.365 6'-4" Ld 0.803 0.213 5'-9" Ld 0.729 0.145 7'-10" Ld - 1.5x5.5LVL 850 1 -1" Lb 1.334 0.135 4'-1" Lb 1.334 0.135 3'-9" Ld 1.22 0.095 4'-1" Lb 2 101, b 0.944 0.27 5'-3" Ld 0.847 0.175 4'-9" Ld 0,769 0.119 5'-10" L,: .944 3 10" L 0.74 0.344 6'-0" Ld 0.647 0.2 5'-5" Ld 0.587 0.136 a4 -6" Ld 0.611 0.378 6'-7" Ld 0.534 Y22 6'-0" Ld 0.485 0.15 e O 1ST STORY EXTERIOR r~'v WALL HEADER OVER n UNIBEAM SINGLE DOOR (MODULE ~". - �' A & B) '" 1 ST STORY MATE WALL BEAM OVER FOYER/HALL � APPROVE� DATE 3�`=z PO (MODULE A) PFS CORORRATION elePO,vn NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LEN H. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVUS GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRAC NG. 5.MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SP DUE TO 6.DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. S.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER ILOA (plf QUANTITY d/b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY I LENGTH(in) (in) 2 x 8 SPF 92 85 1 4,8 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 3'-3" Lb 2.194 0.034 2 2.4 4'-7" Lb 1.552 0.D67 4'-7" Lb 1.552 0.067 4'-7" Lb 1.552 0.067 4'-7" Lb 1.552 0.067 3 1.6 5'-8" Lb 1.268 0.1 5'-B" Lb 1.268 0.1 5'-8" Lb 1.268 0.1 5'-8" Lb 1.268 D.1 4 1.2 6'-6" Lb 1.099 0.134 6'-6" Lb 1.099 0.134 6'-6" Lb 1.099 0.134 6'-6" Lb 1.D99 0.134 2 x 8 SYP#2 850 1 4.8 3'-1" Lb 1.549 0.026 3'-1" Lb 1.649 0.026 3'-1" Lb 1.549 0.026 3'-1' Lb 1.549 0.026 2 2.4 4'-4" Lb 1.096 0.052 4'-4" Lb 1.096 0.052 4'-4" Lb 1.096 0.052 4'-4" Lb 1.096 0.052 3 1.6 5'-4" Lb 0.896 0.078 5'-4- Lb 0.896 0.078 5-.4" Lb 0.896 0.078 5'-4" Lb 0.896 0.078 4 1.2 6'-1" Lb 0.776 0.104 6'-1" Lb 0.776 0.104 6'-1" Lb 0.776 0,104 6'-1" Lb 0.776 0.104 2 x 8 HEM-FIR#2 850 1 4.8 3'-2" Lb 2.269 0.034 1'-2" Lb 2.269 0.034 1'-2" Lb 2.269 0.034 3'-2" Lb 2.269 0.034 2 2.4 4-.6" Lb 1.605 0.068 4'-6" Lb 1.605 0,068 4'-6" Lb 1.605 0.068 4'-6" Lb 1,605 0.068 3 1.6 5'-7" Lb 1.312 0.102 5'-7" Lb 1.312 0.102 5'-7" Lb 1.312 0.102 5'-7" Lb 1.312 0.102 4 1.2 6 @ m 5" Lb 1.136 0.136 6'-5" Lb 1.136 0.136 6'-5" Lb 1.136 0.136 6'-5" Lb 1.136 0.136 2 x 8 SP SELECT STIR. 850 1 4.8 4'-2" Lv 2.104 0.069 4'-2" Lv 2.104 0.069 4'-2" LV 2.104 0.069 4'-2" Lv 2.104 0.069 2 2.4 6'-11" Lb 1.743 0.259 6'-8" Ld 1.678 0.223 6'-0" Ld 1.525 0.152 6'-11" Lb 1.743 0.259 1.6 8'-5" Lb 1.424 0.388 7'-7" Ld 1.282 0.255 6'-11" Ld 1.164 0.174 8'-5" Lb 1.424 0.388 1.2 9'-7" Ld 1.212 0.482 8'-4" Ld 1.059 0.28 7'-7" Ld 0.962 0.191 9'-8" Ld 1.223 0.5 1.5x7.25 LVL 850 11 4.8 5'-4" Lb 1.744 0,172 5'-4" Lb 1.744 0.172 4'-11" Ld 1.609 0.125 K801"."" Lb 1.744 0.172 2 2.4 7'-7" Lb 1.234 0.344 6'-11" Ld 1.117 0.231 6'-3" Ld 1.015 0.157 Lb 1.234 0.344 3 1.6 9'-0" Ld 0.976 0.453 7'-11" Ld D.853 0.264 7'-2" Ld 0.775 0.18 Ld 1.001 0.5 4 1.2 9'-11" Ld 0.805 0.499 8'-8- Ld 0.705 0.29 7'-10" Ld 0.64 0.198 Ld 0.807 0.5 ?StlSPFi12StI 1 6.2 4'-0" Lb 2.681 0,036 4'-0" Lb 2.681 0.036 4'-0" Lb 2.681 0.036 Lb 2.681 0.036 } �3_ 5'-8" Lb 1.897 0.072 �6T_1") 6,-8" Lb 1.897 0.072 Lb 1.897 0.072 3 2.1 6'-11" Lb 1.55 0,108 6'-11" Lb 1,55 0.108 6'-11" Lb 1.56 0.108 Lb 1.55 0.108 4 1.5 8'-0" Lb 1.343 0,143 8'-0" Lb 1.343 0.143 8'-0" Lb 1,343 0.143 Lb 1.343 0.143 2 x 10 SYP#2 850 1 6.2 3'-7" Lb 1.839 0.025 3'-7- Lb 1.839 0.025 3'-7" Lb 1.839 0,025 3'-7" Lb 1,839 0.025 2 3.1 5'-2" Lb 1.301 0,05 5'-2" Lb 1.301 0.05 5'-Z' Lb 1.301 0.05 5'-2" Lb 1.301 0.05 3 2-1 6'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 6'-3" Lb 1.063 0.074 4 1-5 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 7'-3" Lb 0.921 0.099 2 x 10 HEM-FIR#2 850 1 6.2 3.-11.. Lb 2.773 0.037 3'-11" Lb 2.773 0.037 3'-11" Lb 2.773 0.037 3'-11" Lb 2.773 0.037 2 3.1 5'-7" Lb 1.962 0.073 5'-7" Lb 1.962 0.073 5'-7" Lb 1.962 0.073 5'-7" Lb 1.962 0.073 3 2.1 1,-10" Lb 1.603 0.109 6'-10" Lb 1.603 0.109 6'-10" Lb 1 1.603 0.109 6'-10" Lb 1.603 0.109 4 1.5 7'-10" Lb 1.389 0.146 7'-10" Lb 1.389 0.146 7'-10" Lb 1.389 0.146 7'-10" Lb 1.389 0.146 2 x 10 SP SELECT STR, 850 1 6.2 1'-4" Lv 2.684 0.088 5'-4- Lv 2.684 0.088 1'-4" Lv 2.684 0.088 5'-4" Lv g.„: .088 2 3.1 7'-10" Lb 1.988 0.211 7'-10" Lb 1,988 0.211 7'-8" Ld 1.946 0.194 7'-10" LD" 3 2.1 9'-8" Lb 1.624 0.316 1.-1. Lb 1.624 0.316 8'-10" Ld 1.486 0.222 4 1.5 11'-2" aLb2.207 E0.213 10'-8" Ld L351 0,358 9'-9" Ld 1.228 0.244 11'-2" 1C6x" 1.5 x 9.25 LVL 850 1 6.2 6'-10" 6'-10" Lb 2.207 0.2139'-8" 8'-9" Ld11'-6"12'-8" 11'-1" Ld 0.9 0.37 10'-1" Ld 0.817 0.252 k iCW +� r g �' f r� �5rr.�gww, n NNIBEAM N CA /p/ram±APPROVED DAl'E, 3fe/22 PPS CORPORATION Elrom.Eu,9.VA NOTES: 1.LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0&REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION, REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 11360 DEFLECTION BASED ON 11480 DEFLECTION BASED ON 1/2"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(plf) QUANTITY d/b SPAN BY LENGTH(in) (n) SPAN BY LENGTH(in) (n) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) 2 x 8 SPF#2 1300 1 4.8 12--5" Lb 2.713 0.022 2'-7" Lb 2.713 0.022 2'.7" Lb 2.713 0.022 2'-7" Lb 2.713 0.022 2 2.4 Lb 1.919 0.044 3'-9" Lb 1.919 0.044 3'-9" Lb 1.919 0.044 3'-9" Lb 1.919 0.044 3 1.6 Lb 1.567 D.066 4-.7" Lb 1.567 0.066 4'-7" Lb 1.567 0.066 4'-7" Lb 1.567 0.066 4 1.2 Lb 1.358 D.O88 5'-3" Lb 1,358 D.088 5'-3" Lb 1.358 0.088 5'-3" Lb 1.358 0.088 2x8 SYP#2 1300 1 4.8 Lb 1.916 0.017 2'-5" Lb 1.916 D.017 2'-5" Lb 1.916 0.017 2'-5" Lb 1.916 0.017 2 2.4 Lb 1.355 0.034 3'-6" Lb 1.355 0.034 3'-6" Lb 1.355 0.034 3'-6" Lb 1.355 0.034 3 1.6 Lb 1.107 0,051 4'-3" Lb 1.107 0.051 4'-3" Lb 1.107 0.051 4'-3" Lb 1.107 0.051 4 14.84'.4" '-11" Lb 0.959 0.068 4'-11" Lb 0.959 0.068 4'-IV Lb 0.959 0,068 4'-11" Lb 0.959 0.068 2 x 8 HEM-FIR#2 1300 1 '-7" Lb 2.806 0.022 2'.7" Lb 2.806 0.022 2'-7" Lb 2.806 0,022 2'-7- Lb 2.806 0.022 2 3'-8" Lb 1.985 0.045 3'-8" Lb 1.985 0.045 3'-8" Lb 1.985 0.045 3'-8" Lb 1.985 0.045 3 4'-6" Lb 1.621 0,067 4'-6" Lb 1.621 0.067 4'-6" Lb 1.621 0.067 4'-6" Lb 1.621 0.067 4 5'-2" Lb 1.404 0.089 5'-2" Lb 1.404 0.089 5'-2" Lb 1.404 0.089 5'-2" Lb 1.404 0.089 2 x 8 SP SELECT STR. 1300 1 3'-1" Lv 2.424 0,034 3'-1" Lv 2.424 0.034 3'-1" Lv 2.424 0.034 3'-1" Lv 2.424 0.034 2 5'-1" Lv 1.961 0.116 5'-1" Lv 1.961 0.116 5 -1" Lv 1.961 0.116 5'-1" Lv 1.961 0.116 3 '-10" Lb 1.76 0.254 6'-7" Ltl 1.7 0.221 6'-0" Ld 1.545 0.151 6'-10" Lb 1.76 0.254- 4 '-11" Lb 1.525 0.339 7'-3" Ltl 1.404 0.244 6'-7" Ld 1.276 0.166 7'-11" Lb 1.525 0.339 1.5x7.25 LVL 1300 1 4'-4" Lb 2.156 0.113 4'-4" Lb 2.156 0.113 4'-3" Ld 2.135 0.108 F Lb 2.156 0.113 2 6'-2" Lb 1.525 0.225 6'-0" Ltl 1.481 0.2 5'-5" Ld 1.346 0.136 Lb 1.525 0.225 3 7'-6" Lb 1.246 0.337 6'-10" Ld 1.131 0.229 6'-2" Ld 1.028 0.156 Lb 1.246 0.337 4 8'-7" Ld 1.069 0.433 7'-6" Ld 0.934 0.252 6'-10" Ld 0.849 0.172 Lb 1.079 0.449 �2X Q,S Fp2i 10 1 3'-2" Lb 3.314 0.024 3'-2" Lb 3.314 0.024 3'-2" Lb 3.314 0.024 Lb 3.314 0.024 2 4'-7" Lb 2.345 0.047 4'-7 Lb 2.345 0.047 4'-7" Lb 2,345 0.047 Lb 2.345 0.047 {31 ?T 5'-7" Lb 1.915 0.075'w7"3915? 11-Li7i 5'-7" Lb 1.915 0.07 Lb 1.915 0.07 4 1.5 6'-5" Lb 1.659 0.094 6'-5" Lb 1.659 0.094 6'-5" Lb 1.659 0.094 2x10SYP#2 1300 1 6.2 2'-11" Lb 2.273 0.016 2'-11" Lb 2.273 0.016 2'-11" Lb 2.273 0.016 Lb 2.273 0.016 2 3.1 4'-2" Lb 1.608 0.032 4'-2" Lb 1.608 0.032 4'-2" Lb 1.608 0.032 4'-2" Lb 1.608 0.032 3 1 5'-1" Lb 1,314 0.D49 5'-1" Lb 1.314 0.049 5'-1" Lb 1.314 0.049 5'-1" Lb 1.314 0.049 4 1. 5'-10" Lb 1.138 0.065 5'-10" Lb 1.138 0.065 5'-10" Lb 1.138 0.065 5'-10" Lb 1.138 0.065 2 x 10 HEM-FIR#2 1300 1 6.2 3'-2" Lb 3.428 0.024 3'-2" Lb 3.428 0.024 3'-2" Lb 3.428 0.024 3'-2" Lb 3.428 0.024 2 3.1 4'-6" Lb 2.425 0.048 4'-6" Lb 2.425 0.048 4'-6" Lb 2.425 0.048 4'-6" Lb 2.425 0.048 3 2.1 N-- Lb 1.981 0.072 5'-6" Lb 1.981 0.072 5'-6" Lb 1.981 0.072 5'-6" Lb 1.981 0.072 4 1.5 Lb 1.716 0.095 6'-4" Lb 1.716 0.095 6'-4" Lb 1.716 0.095 6'-4" Lb 1.716 95 2 x 10 SP SELECT STR. 1300 1 6.2 Lv 3.093 0.043 4'-0" Lv 3.093 0.043 4'-0" Lv 3.093 0.043 4'-0" Lv 3.093 0.04- 2 3.1 Lb 2.458 0.138 6'-4" Lb 2.458 0.138 6'-4" Lb 2.458 0.138 6'-4" Lb 2.'•,3 2.1 Lb 2.008 0.207 7'-10" Lb 2.008 0.207 7'-8" Ld 1.971 0.192 7'-10" LbOF.1,4 1.5 Lb 1.739 0.276 9 -0 Lb 1.739 0.276 8 -5" Ld 1.628 0.212 9 -0 Lb01'):,1.5x9,25 LVL 1300 16.2 Lb 2.729 0.139 5'-6" Lb 2.729 0.139 5'-6" Ld 2.725 0.138 5'-6" 2 3.1 7'-9" Lb 1.931 0.278 7'-7" Ld 1,891 0.255 6'-11" Ld 1.718 0.174 7 3 2.1 9'-6" L 1.577 0.416 8'-9" Ld 1.444 0.292 7'-11" Ld 1.312 0.199 9 4 1.5 r 11'-0" Ld 1.365 0.552 9'-7" Ld 1.193 0.322 8'-9" Ld 1.084 0.219 11 �- L ; 1 ST STORY EXTERIOR WALL HEADER OVER n UNIBEAM SINGLE WINDOWS ' {MODULE D) APPROVED OA1Eµ 3!W2 PFS CORPORATION CM..UnO.VA NOTES: I. LOADS ARE UNIFORM ALONG BEAM LENGTH. 4.DURATION FACTOR(Cd)=1.0 8,REPETITIVE FACTOR(Cr)=1.0. 7.SINGLE MEMBER LVL'S GREATER THAN 14"DEEP ARE NOT TO BE 2.SEE INSTRUCTIONS FOR REQUIRED BRACING. 5. MULTIPLE PLIES ARE TO BE FASTENED PER MANFACTURER/CODE REQUIREMENTS. USED EXCEPT FOR MATING WALL LOCATIONS WHERE ONE EACH 3.SPANS ARE LIMITED BY THE MAXIMUM SPAN DUE TO 6. DESIGNER TO ACCOUNT FOR DEFLECTION,REQUIRED BEARING LENGTH SIDE ARE FASTENED TOGETHER TO FORM A DOUBLE MEMBER BENDING,DEFLECTION,OR SHEAR. AND SUPPORT STUDS. 8.MID-SPAN SPLICING IS NOT ALLOWED. UNIFORMLY LOADED BEAM SPAN CALCULATIONS BASED ON 1/240 DEFLECTION BASED ON 1/360 DEFLECTION BASED ON 1/480 DEFLECTION BASED ON 112"MAX.DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MAXIMUM LIMITED BEARING DEFLECTION MEMBER LOAD(ply QUANTITY d 1 b SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) SPAN BY LENGTH(in) (in) 2 x 4 SPF#2 1400 1 2.3 1'-3" Lv 1.382 0.011 11-1. Lv 1.382 0.011 1.-3" LvN0.877 0.011 1'-3" Lv 1.382 0.011 2 1.2 1'-11" Lv 1.062 0.029 1'-11" Lv 1.062 0.029 1'-11" Lv0.029 1'-11" Lv 1.062 0.029 3 0.8 2'-4" Lb 0.877 0.046 2'-4" Lb 0.877 0.046 2'-4" Lb0.046 2'-4" Lb 0.877 0.046 4 0.6 2'-9" Lb 0.76 0.061 2'-9" Lb D.76 0.061 2'-9" Lb0.061 2'-9" Lb 0.76 0.061 2 x 4 SYP#2 1400 1 2.3 1'-3" Lb 1.046 0.011 1'-3" Lb 1.046 0.011 1'-3" Lb0.011 1'-3" Lb 1.046 0.011 2 1.2 1'-9" Lb 0.74 0.022 1'-9" Lb 0.74 0.022 1'-9" Lb0.022 1'-9" Lb 0.74 0.022 3 0.8 2'-2" Lb 0.604 0.032 2'-2" Lb 0.604 0.032 2'-2" Lb0.032 2'-2" Lb 0.604 0.032 4 0.6 2'-6" 1 Lb 1 0.523 0.043 2'-6" Lb 0,523 0.043 2'-6" Lb 0.523 0,043 2'-6" Lb 0.523 0.043 2 x4 HEM-FIR#2 1400 1 2.3 K-- Lv 1.537 0.014 1'-3" Lv 1.537 0.014 1'-3" Lv 1.537 0.014 1'-3" Lv 1.537 0.014 2 1.2 Lb 1.111 0.031 1'-11" Lb 1.111 0.031 1'-11" Lb 1.111 0.031 1'-11" Lb 1.111 0.031 3 0.8 -.4" Lb 0.908 0.047 2'-4" Lb 0.908 0.047 2'-4" Lb 0.908 0.047 2'-4" Lb 0.908 0.047 4 0.6 Lb 0.786 D.062 2'-1" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2'-8" Lb 0.786 0.062 2 x 4 SP SELECT STR. 1400 1 2.3 Lv 1.205 0.015 1'-5- Lv 1.205 0.015 1'-5" Lv 1.205 0.015 1-5- Lv 1.205 0.015 2 1.2 Lv 0.964 0.048 2'-3" Lv 0.964 0.048 2'-3" Lv 0.964 0.048 2'-3" Lv 0.964 0.048 3 0.8 Lv 0.929 0.141 3'-1" Ld 0.862 0.104 2'-1D" Ld 0.783 0.071 3'-4" Lv 0.929 0.141 4 0.6 3'-11" 1 Ld 0.815 0.197 3'-5" Ld 1 0.712 0.115 3'-1" Ld 0.646 0.078 4'-5" Lv 0.929 0.334 1.5 x3.5 LVL 1400 1 2.3 2'-0" Lv 1.065 0.048 2'-W Lv 1.065 0.048 2'-0" Lv 1.065 0.048 2'-0" Lv 1.065 0.048 2 1.2 2'-11" Lb 0.782 0.111 2'-9" Ld 0.751 0.094 2'-6" Ld 0.682 0.064 2'-11" Lb 0.782 0.111 3 0.8 3'-7" Lb 0.639 0.166 3'-2" Ld 0.573 0.108 2'-11" Ld 0.521 0.074 3'-7" Lb 0.639 0.166 4 0.6 4'-0" Ld 0.542 0.204 3'-6" Ld 0.473 0.119 3'-2" Ld 0.43 0.081 4'-1" Lb 0.553 0.222 2,X6$PB#? "Ho 1 3.7 1'-11" Lv 2.172 0.017 1'-11" Lv 2.172 0.017 1'-11" Lv 2.172 0.017 1'-11" Lv 2.172 0.017 2 1.8 2'-10" Lb 1.572 0.036 2'-10" Lb 1.572 0.036 2'-10" Lb 1.572 -0.036 2'-10" Lb 1.572 0.036 €33 fj-,,° 3'-6" Lb 1.284 0.054 .T'Z fW, 3'.294 I '0,05d`= 3'-6" 1 Lb 1.284 0.054 3 Lb 1.284 0.054 4 0.9 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 4'-0" Lb 1.112 0.072 2 x 6 SYP 42 1400 1 3.7 1'-10" Lb 1.568 0.0 1'-10" Lb 1.568 0.014 1'-10" Lb 1.568 0.014 1'-10" Lb 1.568 0.014 2 1.8 2'-8" Lb 1.109 ,028 2'-8" Lb 1.109 0.028 2'-8" Lb 1.109 1 0.028 2'-8" Lb 1.109 0.028 3 1.2 3'-3" Lb 0.906 7D.042 3'-3" Lb 0.906 0.042 3'-3- Lb 0.906 0.042 3'-3" Lb 0.906 0,042 4 0.9 3'-9- Lb 0.785 0.056 3'-9- Lb 0.785 0.056 3'-9" Lb 0.785 0.056 3'-9" Lb 0.785 0.056 2 x 6 HEM-FIR#2 1400 1 3.7 1'-11" Lb 2.299 D.D18 1'-11" Lb 2.299 0.018 1'-11" Lb 2.299 0.018 1'-11" Lb 2.299 0.018 2 1.8 2'-9" Lb 1. 6 0.037 2'-9- Lb 1.626 0.037 2'-9" Lb 1.626 0.037 2'-9" Lb 1.626 0.037 3 1.2 3'-5" Lb .328 0.055 3'-5" Lb 1.328 0.055 3'-5" Lb 1.328 0.055 3'-5" Lb 1.328 0.055 4 0.9 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 3'-11" Lb 1.15 0.074 2 x 6 SP SELECT STIR. 1400 1 3.7 2'-3" Lv 1.893 0.023 2'-3" Lv 1,893 0.023 2'-3" Lv 1.893 0.023 2'-3" Lv 1.89, 0.023 2 1.6 3'-7" 1.515 0.076 3'-T' Lv 1.515 0.076 3'-7" Lv 1.515 0.076 3'-7- Lv0.076 3 1.2 5'-0" Lv 1.388 0.181 4'-10' Ld 1.355 0.164 4'-5" Ld 1.231 0.112 5'-0" 4 0.9 6'-2" Ld 1.28 0.31 5'.4" Ld 1.119 0.18 4'-10" Ld 1.016 0.123 6'-3 1.5 x5.5 LVL 1400 1 3.7 3' Lv 1.674 0.075 3'-1" Lv 1.674 0.075 3'-1" Lv 1.674 0.075 3'-1 1, 74' a. ' 2 1.8 '-6" Lb 1.211 0.164 4'-0"" Ld 1.072 0. 1.. .9 0 0,246 .17 0.819 0.116 1 73 1.2 5 -T' Lb 0.989 Dv" J1` 4 0.9 6'-4" Ld 0.852 0.321 5'-7" Ld 0.744 0.187 5'-1 . Ld 0.676 0.127 O hi 1ST STORY EXTERIOR WALL HEADER OVER " SINGLE WINDOWSIDOOR 0 UNIBFAM N (MODULE C) 4 Page 1 DATE: 4/12/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROD.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #01 CLG BM CODE: 2018 International Building Code MEMBERTYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Composite Lumber Roseb"urg"Forest Products "",, 2:OE.Rigidlam LVL {3)1"5"X 9.25' """""""" ' DRY °'' I • In VP C- 05/02/22 Start(ft):0 End(ft):12.292 Member Slope:0/12 Actual Length(ft):12.29 Area Ix ly BSW Lams Cfn Kcr ....�...... 3. ..,.....«.. ..«..,...«... gym..... .nm...«.,,,,,,.w ,_....,.,,. (m2) (in°) (in°) (Ibf/ft) Creep Factor 41 f2 29679 78 1098 Ft{psi) Fv{psi}.. "` Einin(. psi)x10, Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values, 3100 ', Z1t>0 ?'I�''„ .?"290 ; 3000 750 �' 2000- 1Q57 CM 1 1 1 1 1 1 1 Bending Adjustment Factors CV 1.03 Cr 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values Unbraced Length(ft) Beam End€ Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) 1.CL(Right) 1 12 2917 0 12 2917' 0 „100, 0 40 100 100 MAGNITUDE STRENGTH" LOCATION(ft) i 0AD COMBO DURATION FACTOR CD; Shear Stress Y(psi) PASS(43.3%) 164.6 290.0 12.29 D+L 1 Bentlmg Stress Y(psi)" PASS(18 1%) 2623 9 3202 5 6.15 D+L 1 _..... .�. _r ..........._ ....... . _ .-.._...m._ .. .,. ..._...._ ._......, Deflection(in) PASS(21.5%) 0.643(=L/229) 0.819(=L/180) 6.15 D+L Bead nr4 Stress(psi); PASS(6 i 3'!°) 289 9 750 0 0; " " D+L 1 -.110411 NTITMW Units for V:Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 2071 2495 0 0; 0 4032 0' 0 0 0 0 B 2071 2495 0 0 0 -4032 0 0 0 0 0 Reaction Location A B • • ' Load Combination:D+L,Maximum Stress Ratios from:Bending Stress Y -Live Load Applied 7 , - .. — RC 28 nn/11 r/- .4^A 1.-a_-.-_a:_.-_ Arm Page 2 ISO M Type Left Magnitude Right:Magnitude Load Start(ft) Load End(ft} Load Type Direction Uniform(Ibf/ft) 406 406 0 12.2917 Live Y 326.._. 0 12 291? Uniform(Ibf/ft) -656 -656 0 12.2917 Wind() Y Self Weight(Ibf/ft). .. . _.',.. ,10 98° 10 98 0 .__..a 12,2917 Dead Y x s � a� *4 05/02/22 RC 29 Page 1 DATE: 4/13/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROD.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #02 WINDOW HDR CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Composite Lumber ,Rbseburg Forest Products 2.0E Rigidlain LVL „ (3)1,5 X9.25:, , ... DRY NUI a z 1 4p �" �. - r�.. .�t s4 �. Via^ •+°4 a ,« k qq • of R-M in M TEN Start(ft):0 End(ft):9 Member Slope:0/12 Actual Length(ft):9 Area Ix I BSW 3 Lams Cfn Kcr Y .', ... w"."..'. .,.... ,,, .. (in') (in°) (in') (Ibf/ft) Creep Factor 4162 296 79 7 801, a Fv(psi) Fc(psi) Fc (psi) ° E(psi)x10� mih(psi)x103' Fb.(ps7.' Ft.(psi). E Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values 3100 21U0 290 3000 750 2000 1057 CM 1 1 1 1 1 1 1 Bending Adjustment Factors CV =1.03 Cr =1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values ;..:. 3 t ' Unlraced 1ength(ft} Beam End Span Length(ft) Top Bottom Elev.Diff(ft) CL(fop) CL(Bottom) CL(Left) CL(Right) .. o0 0 50 10d " 100 „ .. ...,. . . ,SWI ...... _ ....... . .... PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD"COMBO DURATION FACTOR CD' Shear Stress Y(psi) PASS(56.9%) 124.9 290.0 9 D+L 1 , _ Bending Stress Y(psi) PASS(27 1°!0) 2335 7 ,3202.5.rr. '_,,.._ 414 w D+L Deflection(in)^ PASS(56.9µ _ w,""•..•• M 418 %) 0.259(=L/418) 0.600(=L/180) 4.5 D+L _ Bearing Stress(psi)': P1►SS(70 6"1°) 220'1 7500 9 D+L 1 MITOW Units for V:Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH __ „ " A 7433 1721 ' 0 0 0 2499 0 0 0 0" _B 1610 1858 �.. m � ....... . a �. 2737..__"_: ,... 0.... 0._.... 0 _.._."., Reaction Location A B • •' ' Load Combination:D+L,Maximum Stress Ratios from:Bending Stress Y -Live Load Applied A RC 30 Member Name:#02 WINDOW HDR Page 2 • � � Type Left Ma riitude .. ,Ri ht Ma nitude Load Start ft' ' Load End ft - Load T e 'Direction 9 9 9 O _ O YP_ Uniform(Ibf/ft) 40 40 0 4.1458 Live Y _ µ Uniform.(Ibf/ft) .. _ ?5 _ _... :...15 w._... R a ..._...' ..._ 41458 w ...._ ,. Dead Point(Ibf) 2495 - 4.1458 - Live Y Point(Ibf) 2071 _ _� �..,�_ 41458 _ a._�... _ ..�._.'.Dead - �...�_ e .__ Y ....... _�.. a. . _ ._. Point(Ibf) -4032 4.1458 Wind( Y Uniform(Ibflft) 189 a r„ 189 41458 9 L Y �,... ..A., ... _ .... �._ __..... .. Uniform(Ibf/ft) 167 167 41458 9 Dead Y Un�form(Ibf/ft) 248 _ 248 47458 9 Wind( Y ._..__ .._... ._.__ ._�_._ __.a..,., E Self Weight(Ibf/ft) 10.98 10.98 0 9 Dead Y .. 5102/22 RC 31 ACM ` P Page 5 *4 DATE: 4/12/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROD.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #03 CLG BM CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Composite Lumber ., . - Roseburg Forest Pralucts, � 2.OE_Rigidla'm LUL„ _„.;" ', (2)15 X925, „ „ ,, '," „ DRY �— _ 3 E 4if � 5/02/22 Start(ft):0 End(ft):12.292 Member Slope:0/12 Actual Length(ft):12.29 Area Ix ly BSUV MEN Cfn Kcr ,.__.... �,w.,.. (ins) (in°) (m°) m (Ibf/ft) �� Creep Factor _ 27 75 197 86.'.. 5 2 7 32i _ 3 8,,,. 15 . Fb(ps!),y,.,,- °`.Ft(psi) Ev(psi)...a........ F4.(psa)., Fc1(psi) E(f?si)z10� Emin(psi)x10 Base Values 3100 2100 290 3000 750 2000 1056.958 „M W -r Adjusted Values 3100 2140 '`,290 3000 750 '; 200D,;, _ 9057 CM 1 1 1 1 1 1 1 1 1 ? ' . 1 Bending Adjustment Factors CV =1.03 Cr =1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values w U braced Length(ft) Beam End n m,s _....... _. . Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) -7-777-77777 7777 1 12.2917 0 12.2917 0 100 0 40 100 100 __. y _, .7„ :... PASS/FAIL MAGNITUDE STRENGTH LOCATION(ft) LOAD COMBO DURATION;,FACTOR CD; Shear Stress Y(psi) PASS(58.8%) 119.4 290.0 12.29 D+L 1 Bendln Stress Y(psi)` PASS Deflection(in) PASS(43.1%0) 0.466(=L/316) 0.819 K/180) 6.15 D+L Bearmg Stress Psi PASS(72 0%0) 210 3 750 0 8' D+L 1 �.... - .. _... � - . . , .. „_ ... • Units for V.Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH _,W W .A 604 1604 i 0 0 B 604 1604 0 0 0 -922 0 0 0 0 0 Reaction Location A B • •' Load Combination:D+L,Maximum Stress Ratios from:Bending Stress Y MI-Live Load Applied RC 32 nn� ri-.In I7-s Arm Page 6 Left Ma nit"ude,.., Ri ht',pAagmtuder Load Start(ft) ' ;Load End{#f)......... m. aad Type ion..', TYpe 9 9 Uniform(Ibf/ft) 261 261 0 12.2917 Live Y UmformIbflft} ' t. _ ..�1 91 .. 4 a 3. .' " 12291P� Dead... ' .. �',. Uniform(Ibf/ft) 150 150 0 12.2917 Wind() Y SelfWe�ght(Ibf/fY) : _ 732 .. � 7 122917,.. v,.., Dead Y , 5iazi�2 RC 33 11Cn Page 7 DATE: 4/12/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PRO1.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #04 CLG BM CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Composite Lumber � Roseburg ForestPraducts; " i 2.0E R{gidlam'LVL ��„,,3»3__{3)7 S X=11,25 ... DRY �. Ed j I Start(ft):0 End(ft):15 Member Slope:0/12 Actual Length(ft):15 Area 3 Ix ;33 I BS{11t �'3'; Lams Cfn Kcr I�„�...............:aa... ,a..A«3 „w„"„�,.. _>. ....,.,,...,.,,., ,,.. ........ .. (inZ) (in°) (in') (Ibf/ft) a Creep Factor 3 5U 62 : 3 333 53394 1336 333 31 3 �; 1 3 S ■. • . 3 Fc L si E(psi x10., Emin("si o,' {psi", "i) .>3..,. Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Values , 3100_. 1Q0 „",,,,, 750, ,; ..- ,,' 200;0; . ,. -1tl57 290 300{} .,.. ...,, CM 1 1 1 1 1 1 1 3, { � 3 ,,,,,,_ .,• .: a .% .,.,1,,.,33.1.„. .' Bending Adjustment Factors CV =1.01 Cr =1 Volume factor Is applied on a load combination basis And Is Not reflected in the.adjusted values „ U Beam En nd 131 Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 15 0 1 UO 0 28 100 i 100 l?ASSjFA1L MAGNITUDE..... STRENGTH LOCATION{ft}3... LOAD COMBO DURATION FACTORrCD. Shear Stress Y(psi) PASS(66.0%) 98.5 290.0 15 D+L 1 Beodmg Stress Y(ps '; PASS(49 6°n.,, 1576 4 312517 " . D+L ....._...� _...... _... ... .w, ..,nM,. w.". ww .., -.... Deflection(in) PASS(36.9%) 0.473( L/381) 0.750( L/240) 7.5 D+L 8eanng Sfre's's(psi} P10S a(7 19%} , 2111 ;'3 7S0 0,',y3 33.,;' Q „' 3 3,33 D+L 1 • Units for V:Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH 1988' 0 B 1338 1988 0 0 0 0 0 0 0 0 0 Reaction Location A B • • ' Load Combination:D+L,Maximum Stress Ratios from:Deflection Live Load Applied 9FA A RC 34 nn^ In•�l Arm Page 8 Type'3 Left Magnitude Right',Magnitude Load;Start�ft) Load End(ft) Load Type Dtrectiori Uniform(Ibf/ft) 265 265 0 15 Live Y r Urforr �(If/ft) �'�' b r 16§ �3' i65 0 . .. ,Dead. iit.,,.;_ _.. Self Weight(Ibf/ft) 13.36 13.36 0 15 Dead y , a 7871A.. I 5i02/22 RC 35 A['M ,P Page 9 x mf DATE: 4/12/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROD.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #05 WINDOW HDR CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Composite Lumber _ . Roseburg Fgrest Products 2 OE Rgidlam I UL 31.1€3, ,.(3))5 X,S; DRY 1 MGM �• ` ' t a 7 5/02/22 a all Start(ft):0 End(ft):3 Member Slope:0/12 Actual Length(ft):3 Area Ix Iy S111ff ,3�€,133,, Lams ' �Lfn Ktr �Zl . _... (in') (in°) (in") (Ibf/ft) CreepFactor 46 88 422 594� ...........223 1S I •. Fb psi) �.. . a,„ (t#s�) FY(psi)_.: :Fc(psi Fc L(psi). (p _�._. Emm(psi)x10 Base Values 3100 2100 290 3000 750 2000 1056.958 µ, Adjusted Values '3300 21Q0 �'3 , . 290 CM 1 1 1 1 1 1 1 71TI I I1 1 31€ 1 1 j T :R Bending Adjustment Factors CV 112 Cr 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values Unbraced Length(ft) Beam End Span Length(ft) Top Bottom Elev.Diff(ft) CL(T(o�p) CL(Botttom) CL(Left) CL(Right) MINN � 3V„ ... ;0=9B ..A�=�u,.: 1 00 loot € v PASSJFAIL"^, MAGNITUDE m STRENGTH LOCATION(ft) LOAD COMBO DURATION FACTOR+CD' .. ... . .. .,.. - .. Shear Stress Y(psi) PASS(32.8%) 194.8 290.0 3 D+L 1 Bending Stress Y.(psi) PASS44 9l0) 190573458 S..'..... 1.9$ 3' D+L Deflection(in) PASS(80.0%) 0.040(=L/900) 0.200(=L/180) 1.62 D+L Bearing Suess{psi)' 7500 3' )€D+L " ' 114102W Units for V.lbf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC-3f ICE RAIN EARTH ,, , 4 ,..,,.. 0 ,..,,,.,....M.. ........a -. B 806 2116 0 0 0 -1217 0 0 0 0 0 Reaction Location A B 116711 Load Combination:D+L,Maximum Stress Ratios from:Shear Stress Y €'-Live Load Applied RC 36 nnn�ri-T.�n•�-f '�n�e 1._a_...-_L:_.-_1 n..:l J:��/'�J_ Arm Page 10 • 1 � T e ' Lit Ma nitude Ri Mt'Ma nixude '� Load Startft " Yf? 9 9 9 _._. . (, ) MLoad End„(ft) Laad Type Di{ect�on Point(lbf) 1604 1.9792 Live Y 3 3,, Porn :fib#) 604 '' 1:9792 a 33a?311. . Dead,.,. ;'� ?a,.�„ Y Point(lbf) 922 19792 Wind() Y Point(1bf) � f' '��''� r 1604 19792 � '1 Lave 3 _ ,v..b �:. . Y Point(Ibf) 604 - 1.9792 - Dead y 3 y jy ((bf)�.. .....u_.3 922 I 3 9�92 3 .,,,,,., _ua,.,s_._....,,-., „a,.., „..... Wi�dl ., _. Self Weight(lbf/ft) 5.94 5.94 0 3 Dead Y �� 5102122 RC 37 ACM Page 11 DATE: 4/12/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROD.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #06 WINDOW HDR CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Composite Lumber Roseburg forest Products p 2 OE Rigidlam LVL' (3315 X S. t .»A44 50 x fl 3' Start(ft):0 End(ft):3 Member Slope:0/12 Actual Length(ft):3 e Ix 33 I Bsw Mms �'13 �Can m Kcr (in2) (in°) (in) (Ibf/ft) Creep Factor 22 533 46.88 Fb(psi);' (p ') C4, (psi) Err��r�(psi)x10 • . Base Values 3100 2100 290 3000 750 2000 1056.958 CM C 1 1 Bending Adjustment Factors CV 1.12 Cr 1 Volume factor Is applied on a load combination basis And Is Not reflected in the adjusted values Unbraced length(ft) Beam End '�'1�'3, Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Right) 3 = <) . .. .... , 0 _ E.06, ,.. PASS/FAIL 1YIAGNITUDE STRENGTH LOC/�TION{ft)F LOAD COMBO DURATION FACTOR CD __. _ Shear Stress Y(psi) PASS(49 0%) 147.8 290.0 3 D+L 1 ..� Bending Stress.Y 2124 0 �3458 15... ,„.. -' ,,.,.w. �3�1�3 D+L Deflection(in) PASS(77 0%) 0.046( L/784) 0.200( L/180) 1.5 D+L 1 eanng"Stress(psi}, PASS(84�flla} 140'8 7500 ,. w,.,. . ..._. . • Units for V:Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH A 613 1604 0 Q 0 922 0 0 0 © 0 B 613 1604 0 0 0 -922 0 0 0 0 0 Reaction Location A B : •i •' Load Combination:D+L,Maximum Stress Ratios from:Bending Stress Y 07 Live Load Applied F A, RC 38 Page 12 __...._Type Left Magnitude Rrgh#,,',Magnitude 3 Load Start(ft „'Loyd E d(#t 133i Laad Type a Direction 3'' Point(lbf) 1604 1.5 Live_ Y i Pomt(lb#)R.,, ..5 dead 1 _� ....�......... .'.1a.Y.,, x.,.. ............... .� .... ,.��....,....,, �,............. ...,.. _,.u«w..... ........ f Point(lbf) -922 - 1.5 Wind(-) Y "3 ii311'33iii�3J3 33 15 3 LIVE a Point lls 1604_ _ _ day n. e. W�._.... �3 f Point(Ibf) 604 1.5 Dead y Point(ibf) im3�3 ..,,. 922y33 , Wind(.y Self Weight(Ibf/ft) 5.94 5.94 0 3 Dead y t Mc AW M7 1 " 5/02/22 RC 39 Arm Page 1 DATE: 4/13/2022 COMPANY: Icon Legacy Custom Modular Homes, LLC VITRUVIUS BUILD: Base DESIGNED BY: Jon Aungst CUSTOMER: ON-10477 REVIEWED BY: Jon Aungst PROD.ADDRESS: -- PROJECT NAME: 10477 LEVEL: Main Floor LOADING: ASD MEMBER NAME: #07 WINDOW HDR CODE: 2018 International Building Code MEMBER TYPE: FLOOR BEAM NDS: 2018 NDS MATERIAL: Structural Composite Lumber Roseburg,Foresf,Pr ucts ZOE Rigidlam Mylvin I IN M i' BUTI' ' E K I ' . ('sagas5/02/22 Start(ft):0 End(ft):3 Member Slope:0/12 Actual Length(ft):3 Area [x ly BSW Larns Cfn Kcr ft) Creep Factor 24 7S "' �3 62 39 4 64 6 53 3 8 1 S ..• . Fr1(psi} (psi)X103 , min'.psi x103 Base Values 3100 2100 290 3000 750 2000 1056.958 Adjusted Ualues CM 1 1 1 1 1 1 1 CT 1 �� 1' : 1 .. 1_ BendingAdjustment Factors C 1.1 C 1 Volume factor Is applied on a load c � pp combination basis And Is Not reflected m the adjusted values V r Unbraced Length(ft) en fnd Span Length(ft) Top Bottom Elev.Diff(ft) CL(Top) CL(Bottom) CL(Left) CL(Ri ht) „0 .... 1.00 08 ■ , PASS/FAIL ._._.,, MAGNITUDE____- STRENGTH' LOCATION(ft) „LOAD COM64 DURATION»FACTOR GO ,uu3............... Shear Stress Y(psi) PASS(9 0%) 264.0 290.0 0 D+L 1 Bendmg'3Strb,S Y{pSt) ., PASS(Y5 9%� l .-- 8518 3417 5 i,„05 D+L _3 _. 1 _ W,,, .,.,, .,,_ Deflection(in) PASS(85.9%) 0.021(=L/1698) 0.150(=L/240) 1.41 D+L E ear�ng Stress(psi); PASS{63 9"'l0) m 276 6 750 0 0 [7+L t ... a. • Units for V:Ibf Units for M:Ibf-ft Unbalanced loads checked for Live and Live Roof loads,reactions are an"envelope"of combos Y axis DEAD LIVE LIVE ROOF SNOW WIND+ WIND- SEISMIC+ SEISMIC- ICE RAIN EARTH p 2022 ..�. ' 233r, 0 0 0 243b 0' 0 �' 0 fl 0 ......... ,_..; ... ,........�. .. ,,,,,,,;,,,,,,,,,,,,,,,,,,,,,,,, - , 1L_ ...,, r B 766 885 0 0 0 -301 0 0 0 0 0 Reaction Location A B • •' ' Load Combination:D+L,Maximum Stress Ratios from:Shear Stress Y Live Load Applied ® ee RC 40 Member Name:#07 WINDOW HDR Page 2 Type� °'�3�?', Left Magn�tade R�gbt3l�lagnitude Load Start(ft) Load:Erid(ft) v " 'L'oad hype..., Direction Point(Ibf) 1858 0.33 Live Y Point O6` , 1610 „ .,...�......� ..�,,,. ......... .......... .....za, .. _ ,.«.a.,. ...w.....,......., ,. .,.v,an.tA�....wz...:...,.,,,,.��., .._ ., ...... Point(Ibf) -2737 - 0.33 - Wind(-) Y UnIfO7m',(Ibf/ft) _ 454 _ ' , 45 � �'.'.., , ..0 ,tw ;i� Lwe � . Y Uniform(Ibf/ft) 386 386 0 3 Dead Y Self Wei Et Ibf ft, 6 53 6 53 0 u�� 3- Dead Y 5/02/22 RC 41 ACM ` I ENGINEERING CERTIFICATION BY: P.E. ROBBINS, P.E. 1777 STATE ROUTE 167 VICTORIA, IL 61485 j T 91/4" N L 1d2 L�ti 2rZ N N 2�? L Zd2 ti�ti ZN? N CLEAR SPAN MAX.ADJUSTMENT 5 1/2" 4r 12-01-00 MAX.ADJUSTMENT 51/2" M1NL%1UM LENGTH 13-00-00 MANUFACTURED LENGTH TOP AND BOTTOM CHORDS JOIST SPACING CLEAR SPAN MAXIMUM UNIFORM MAXIMUM UNIFORM LIVE LOAD TOTAL LOAD DIMENSION GRADE (inches) (feet-inches) (PSF) (PSF) ■ 3 X 2 ■ SPF#1/#2 ❑ 12" ❑ 12'-1" ❑ 115 ❑ 145 ❑ 4 X 2 ❑ SPF 2100 fl.8E E 16" ® 12'4" ■ 86 ® 116 ❑ ❑ SPF 2400 MOE ❑ 19.2" ❑ 12'-1" ❑ 72 ❑ 100 ❑ ❑ 24" ❑ 12'-1" ❑ 58 ❑ 80 REACTIONS DEFLECTION CRITERIA LEFT RIGHT LIVE LOAD TOTAL LOAD NOTES ,!1.Open Joist®has been evaluated by the International Code Co 1 tiO4F r � � o Services Report Number ESR-1035 and by CCMC 12118R ��1� � Rt 2.Open Joist®is in compliance with the following codes: 2015 International Building Coded(IBC) ZAt§5 � 2015 International Residential Code®(IRC) m. , BOCA@ National Building Code/1999 NBC ' 1999 Standard Building Code@(SBC) � 1997 Uniform Building Code—(UBC) am Part 4 and 9 of the National Building Code of Canada 2010 ea€" The Ontario Building Code 2010 �� - 5 •" _` The Manitoba Building Code 2010 The Nova Scotia Building Code 2010prTg , �20 7 The Prince Edward Island Building Code 2010 � a � CAN/CSA-086-09 and take in considerationtheuibration criteria as per NBC 2005 and NBC 2010,section 9.23.4.2(2). 3.Parts are joined together with waterproof phenol-resorcinol adhesives m : � Y accordance with ANSI/AHCA190.1-,CSA 0112.7-M and ASTM D 2559 4.Open Joist®was evaluated by load tests done on full size samples as per AC224 and 2-Pweibull coefficient of variation,CVw. �5, t WHEL t 5.Open Joist®is proof-tested to a minimum load of 2.1 times the design �. Y4 working load and is quality controlled by a qualified third party agency. The proof load has been set at 71%of the 5th load without any further ; � adjustments for load duration. 6.A minimum 5/8"sheathing must be screwed or nailed to the top flangesx � according to local code. r11ti�a �- 7.If specified,strongbacks must be of dry lumber and secured with nails or screws according to current practice and local code., 8.Open Joist®must be used under dry conditions.For wet conditions consult � u a with the manufacturer. 9.Required bearing length must be determined for each application based on Paw specifications by the manufacturer and must never be less than 1.5 inches. Trimming end blocks are allowed but end block must be a minimum of 1.75 inches wide. 10.Temporary bracing should be installed by competent labor during erection. Job#PER17060 11.The Top and Bottom Chord lumber specie is SPF.The grade of lumber used for P.E.Robbins,P.E. diagonal and vertical web members is visually graded in-plant as per quality � 1777 State Rt 167 control manual. RC 42 Victoria IL 61485 ph#309 879 3258 �za�'ggysrb?xz.�Y �'a�` y R NOTICE OF UTILIZATION OF TRUSS TYPE CONSTRUCTION, PRE-ENGINEERED WOOD CONSTRUCTION AND/OR TEMBER CONSTRUCTION IN RESIDENTIAL STRUCTURES (In accordance with Title 19 NYCRR PART 1265) Local Authority having jurisdiction logo: TO:Name of Authority havingjurisdiction: OWNER OF PROPERTY: James Vavas SUBJECT PROPERTY(ADDRESS AND TAX MAP NUMBER): f 3165 Bay Shore Road Greenport, NY 11944 s PLEASE TAKE NOTICE THAT THE(CHECK ALL THAT APPLY): 10 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): Truss Type Construction(TT) Pre-Engineered Wood Construction(PW) Timber Construction(TC) IN THE FOLLOWING LOCATION(S)(CHECK APPLICABLE LINE): Floor Framing,Including Girders and Beams (F) Roof Framing(R) -floor Framing and Roof Framing(FR) SIGNATURE: DATE: PRINT NAME: CAPACITY(Check One): Owner Owner's Representative T'T 1 Generated by REScheck-Web Software Compliance Certificate Project 0#10477 Energy Code: 2018 IECC Location: Greenport, New York eE` Construction Type: Single-family + Project Type: New ConstructionA. . fE3 � Conditioned Floor Area: 3,400 ft2 ' f.»j Glazing Area 16% Climate Zone: 4 (5572 HDD) 05/02/22 Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: 3165 BAY SHORE ROAD EAST END CONSTRUCTION ICON LEGACY CMH GREENPORT, NY 11944 SERVICES 246 SAND HILL RD 24 SEAGATE AVE. SELINSGROVE, PA 17870 WESTHAMPTON, NY 11977 complfancgl . ! 8 Compliance: 1.6%Better Than Code Maximum UA: 546 Your UA: 537 Maximum SHGC: 0.40 Your SHGC: 0.31 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. Slab-on-grade tradeoffs are no longer considered in the UA or performance compliance path in REScheck. Each slab-on-grade assembly in the specified climate zone must meet the minimum energy code insulation R-value and depth requirements. Envelope Assemblies Gross Area Cavity Cont. Prop. Req. Prop. Req. Perimeter Behind Knee Walls: Flat Ceiling or Scissor Truss 1,053 30.0 21.0 0.020 0.026 21 27 Between Knee walls: Flat Ceiling or Scissor Truss 647 32.0 0.0 0.034 0.026 22 17 Wall: Wood Frame, 16"D.C. 3,432 21.0 0.0 0.057 0.060 156 164 Door: Solid Door(under 50%glazing) 21 0.170 0.320 4 7 Door: Solid Door(under 50%glazing) 22 0.250 0.320 5 7 Door: Glass Door(over 50%glazing) 44 0.290 0.320 13 14 SHGC: 0.27 Window:Vinyl Frame 380 0.330 0.320 125 121 SHGC: 0.33 Window:Vinyl Frame 107 0.310 0.320 33 34 SHGC: 0.29 Window:Vinyl Frame 121 0.320 0.320 39 39 SHGC: 0.27 PERIMETER BAND BETWEEN FLOORS: Wood Frame, 318 21.0 0.0 0.057 0.060 18 19 16"o.c. Basement Stair Walls:Wood Frame, 16"D.C. 236 13.0 0.0 0.082 0.060 18 13 Door 1: Solid Door(under 50%glazing) 18 0.300 0.320 5 6 Floor: All-Wood joist/Truss 1,652 19.0 0.0 0.047 0.047 78 78 Project Title: 0#10477 Report date: 04/29/22 Data filename: Page I 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 2018 IECC requirements in REScheck Version : REScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. ICON LEGACY CMH, LLC ��.Fe,�,� 04/29/2022 Name-Title Signature Date Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 2111 REScheck Software Version : REScheck-Web y Inspection Checklist Energy Code: 2018 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 Ptans VerifiedEetd Verified' # Pre Inspection/P,.lanRev➢ew. Complies Comments/Assumptions &Req,iD �laiue, !/slue. 103.1, ;Construction drawings and ;, ❑Complies 103.2 'documentation demonstrate Y ❑Does Not [PR111 i energy code compliance for the building envelope.Thermal ;❑Not Observable envelope represented on T 1 ❑Not Applicable construction documents. 103.1, Construction drawings and ❑Complies 103.2, documentation demonstrate k," ❑Does Not 403.7 energy code compliance for [PR3]1 lighting and mechanical systems. y s•,❑Not Observable ; ;Systems serving multiple ❑Not Applicable :dwelling units must demonstrate !compliance with the IECC ,Commercial Provisions. 302:1, hHeating and cooling equipment is: Heating: Heating: ❑Complies 403 7_ sized per ACCA Manual S based Btu/hr Btu/hr T❑Does Not { [PR2]z l on loads calculated per ACCA Manual or other methods Cooling: Cooling: ❑Not Observable approved by the code official. Btu/hr f Btu/hr ❑Not Applicable 3 t 1 I 1 1 ! t Additional Comments/Assumptions: 111 High Impact(Tier 1) 1`21 Medium Impact(Tier 2) 3, Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 3111 'Section #' Fountlation,9nspection Gomp6es? Comments/Assumptions &RegJD. 303 2 1 • „ A protective covering is installed to EComplies [fO11'12 ;j protect exposed exterior insulation UDoes Not and gradextends a minimum of 6 in. below `❑Not Observable; :❑Not Applicable 403 g Snow-and ice-melting system controls;❑Complies [F012j installed. :❑Does Not SI ❑Not Observable; ❑Not Applicable Additional Comments/Assumptions: 1 I High Impact(Tier 1) 2a Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 4111 Section" ' Plans Verified ��Eeltl,Verified # Framing Rough,ln,Inspectoon Compiles? Comments/Assumptions &Re ECl Value ` Vatue 402.1.1, i Door U-factor. U- U- ❑Complies ;See the Envelope Assemblies 402.3.4 I ❑Does Not table for values. [FRl]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 F table for values. 402.3.3, 402.5 ❑Not Observable ; [FR2]1 ❑Not Applicable , 1 3 1 303.1.3 U-factors of fenestration products ❑Complies [FR4]1 ;are determined in accordance ❑Does Not =with the NFRC test procedure or'taken from the default table. ❑Not Observable�� , ; E: f ❑Not Applicable ; 402.4.1.1 ;Air barrier and thermal barrier i "T❑Complies [FR23]1 Hnstalled per manufacturer's El Does Not =instructions. �� A❑Not Observable ; `, ❑Not Applicable f 402.4.3 iFenestration that is not site built ❑Complies [FR20]1 Hs listed and labeled as meeting ❑Does Not AAMA MDMA/CSA 101/I.S.2/A440 or has infiltration rates per NFRC ❑Not Observable 400 that do not exceed code y ❑Not Applicable :limits. 402.45_ s`IC-rated recessed lighting fixtures []Complies [FR16 sealed at housing/interior finish ❑Does Not and labeled to indicate 152.0 cfm r []Not Observable ; leakage at 75 Pa. ' ; ❑Not Applicable 403.3.1 !Supply and return ducts in attics ❑Complies [FR12]1 ;insulated >= R-8 where duct is ❑Does Not i>= 3 inches in diameter and >= R-6 where< 3 inches. Supply and []Not Observable return ducts in other portions of F❑Not Applicable the building insulated >= R-6 for ., ;diameter>= 3 inches and R-4.2 i ;for< 3 inches in diameter. 403.3.2 Ducts, air handlers and filter ❑Complies [FR13]1 !boxes are sealed with -❑Does Not :joints/seams compliant with :International Mechanical Code or u ❑Not Observable ,International Residential Code, as ��, )❑Not Applicable ;applicable. g 403 3 5 i Building cavities are not used as ❑Complies [FR15]3 !ducts or plenums. ❑Does Not : ' =❑Not Observable .. ,❑Not Applicable s 403 4 HVAC piping conveying fluids ,. R- ; R- ❑Complies ; 117`" above 105 °F or chilled fluids ❑Does Not below 55°F are insulated to>_R- : :3 ; ❑Not Observable ; ❑Not Applicable 403.4.1 Protection of insulation on HVAC y ❑Complies [FR24]1 Ipiping. j❑Does Not ❑Not Observable y ❑Not Applicable : � 3 403 5 3', Hot water pipes are insulated to R- R _ ❑Complies GFR1812 >_R-3. : s❑Does Not : ❑Not Observable ❑Not Applicable ; 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3:;.', Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 5111 Sectjon Puns Verifietl t=seld.Ver�f�ed- #' IFraming<Jo Rough Iri Inspection Complies' Comments/Assumptions &Red Id' value Ualue 3 403 6" Automatic or gravity dampers are-, rE ❑Complies [FR191 installed on all outdoor air ❑Does Not intakes and exhausts. ❑Not Observable , =❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) ,, Medium Impact(Tier 2) 3•s Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 6111 Section Plans>Verified .Meld ltee�fietl ., Insulation Inspection Value Value Complies? CommentslAssumpt�ons._ ,& Fie I®.q 303 l ° All installed insulation is labeled x a ❑Complies [IN13]? or the installed R-values ❑Does Not rovided. p 11❑Not Observable ❑Not Applicable 402.1.1, !Floor insulation R-value. R- ; R- ;❑Complies ;See the Envelope Assemblies 402.2.E ❑ Wood ;❑ Wood ❑Does Not k table for values. [IN1]1 ' ❑ Steel ❑ Steel ❑Not Observable ❑Not Applicable t f i 303.2, Floor insulation installed per t❑Complies ; 402.2.8 manufacturer's instructions and ❑Does Not [IN2]1 in substantial contact with the ❑Not Observable ,underside of the subfloor, or floor ',framing cavity insulation is in ,� ❑Not Applicable ;contact with the top side of sheathing, or or continuous ' , insulation is installed on the underside of floor framing and extends from the bottom to the t M ;top of all perimeter floor framing ; members. a<s? 402.1.1, lWall insulation R-value. If this is a; R- ; R- ❑Complies ;see the Envelope Assemblies 402.2.5, 1 mass wall with at least 1/z of the ❑ Wood ElWood ❑Does Not ;table for values. 402.2.6 ;wall insulation on the wall ❑ Mass i❑ Mass ❑Not Observable [IN3]1 'exterior,the exterior insulation requirement applies (FR10). ❑ Steel 1❑ Steel ❑Not Applicable � t t 1 303.2 'Wall insulation is installed per ❑Complies [IN4]1 !manufacturer's instructions. ❑Does Not a []Not Observable 662 3 .;❑Not Applicable R Additional Comments/Assumptions: 11 High Impact(Tier 1) 2 Medium Impact(Tier 2) ;3 Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 71111 Section Ptae s Verified *Ield Verified #' Tina! Inspection Provisions,-� Complies' Co mmentslAssumptions Value Value 402.1.1, 'Ceiling insulation R-value. R- ; R- ❑Complies ;See the Envelope Assemblies 402.2.1, ❑ Wood ❑ Wood ❑Does Not :table for values. 402.2.2, ❑ Steel ❑ Steel ❑Not Observable 402.2.E ; ❑Not Applicable [FI1] 3 � I � � i 303.1.1.1, ;Ceiling insulation installed per ❑Complies ; 303.2 manufacturer's instructions. ❑Does Not [FI2]1 Blown insulation marked every 300 ft2. ❑Not Observable ; '!-I❑Not Applicable 402 2 JVented attics with air permeable ❑Complies [FI22]2 insulation include baffle adjacent E ❑Does Not to soffit and eave vents that ❑Not Observable I extends over insulation. ❑Not Applic able 402.2.4 ;Attic access hatch and door R- R- ❑Complies ; [FI3]1 I 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 lach in Climate Zones 1-2, and ❑Does Not <=3 ach in Climate Zones 3-8. ❑Not Observable ❑Not Applicable 403.3.3 Ducts are pressure tested to cfm/100 ; cfm/100 ❑Complies [FI27]1 ;determine air leakage with ft2 E ft2 ❑Does Not !either: Rough-in test:Total leakage measured with a []Not Observable ; pressure differential of 0.1 inch ; ❑Not Applicable w.g. across the system including f ;the manufacturer's air handler enclosure if installed at time of ;test. Postconstruction test:Total ; !leakage measured with a pressure differential of 0.1 inch w.g. across the entire system ; 'including the manufacturer's air `handler enclosure. ; 403.3.4 Duct tightness test result of<=4 cfm/100 ; cfm/100 ❑Complies [FI4]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 ❑Not Applicable occur during Framing Inspection. 403.3.2.1 'Air handler leakage designated f' ❑Complies ; [FI24]1 by manufacturer at<=2%of ❑Does Not j a design airflow. E ❑Not Observable i ❑Not Applicable 4011 1, _ Programmable thermostats i � ..... ; [FI9]2, installed for control of primary ❑Does Not heating and cooling systems and a initially set by manufacturer to ❑Not Observable ; ;code specifications. ,❑Not Applicable 403 1`2 ' 'Heat pump thermostat installed =❑Complies F , x , CFIlO,j? ��on heat pumps. ❑Does Not ; I k '❑Not Observable ❑Not Applicable 4,03;5 1 Circulating service hot water >E]Complies ; [FI11] systems have automatic or � ❑Does Not accessible manual controls. r x ❑Not Observable ❑Not Applicable ! 1 High Impact(Tier 1) 1,2,':J Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 8111 Section k'Far Verified Ede1d Verified # o Final Inspection Provisions complies Comments/Assumptions &:Re ,ID .,.. Ualue Value 403 61 All mechanical ventilation system ❑Complies [FI25]? fans not part of tested and listed ❑Does Not 'HVAC equipment meet efficacy Not Obs ervable ervable and air flow limits per Table ❑ R403.6.1. _ ❑Not Applicable 403 2 Hot water boilers supplying heat I❑Complies [FI26j through one-or two-pipe heating ❑Does Not 4 systems have outdoor setbackfi" j control to lower boiler water �; '❑Not Observable temperature based on outdoor i❑Not Applicable f temperature. 403 5.LA-111 Heated water circulation systems x ,❑Complies [1128] have a circulation pump.The ( ❑Does Not jsystem return pipe is a dedicated return pipe or a cold water supply ❑Not Observable pipe.Gravity and thermos- ❑Not Applicable syphon circulation systems are not present. Controls for circulating hot water system pumps start the pump with signal for hot water demand within the j occupancy. Controls 1 ; i automatically turn off the pump 1 when water is in circulation loop is at set-point temperature and „x no demand for hot water exists. ; 403 51>2° Electric heat trace systems ❑Complies [0129]2 comply with IEEE 515.1 or UL ❑Does Not ro515.Controls automatically . adjust the energy input to the „ ❑Not Observable heat tracing to maintain the p ❑Not Applicable desired water temperature in the 3 piping ) 403.52 =Demand recirculation water ❑Complies [FI3D]? systems have controls that ❑Does Not manage operation of the pump and limit the temperature of the ❑Not Observable 3 water entering the cold water .xa_ ❑Not Applicable j piping to<= 1044F. 403 5?4 Drain water heat recovery units ❑Complies [FI31]? ]tested in accordance with CSA '❑Does Not B55.1. Potable water-side }pressure loss of drain water heat .j❑Not Observable recovery units < 3 psi for ❑Not Applicable AW individual units connected to one - E r or two showers. Potable water- side pressure loss of drain water heat recovery units < 2 psi for . 'individual units connected to i j three or more showers. ; 404.1 90%or more of permanent ; El Complies [FI611 ifixtures have high efficacy lamps. ..-. ❑Does Not ❑Not Observable ❑Not Applicable t 4D4 1 1 i Fuel gas lighting systems have ❑Complies E [FI23,j J'no continuous pilot light. s❑Does Not ; ' ❑Not Observable f ❑Not Applicable 401.3 Compliance certificate posted. ❑Complies [FI7� ElDoes Not ❑Not Observable =❑Not Applicable 1 High Impact(Tier 1) Medium Impact(Tier 2) 3 i Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 9111 Section Plaits Uenfied Eeltl Verified � #� Final inspection Pro�s�ons Complies' Comments/Assumptions 103.3, Manufacturer manuals for I❑Complies mechanical and water heating ❑Does Not . . systems have been provided. f❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 11 High Impact(Tier 1) `'2� Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 0#10477 Report date: 04/29/22 Data filename: Page 10R WIWI Efficiency rti i t Insu'l6tibn,Ration Above-Grade Wall 21.00 Below-Grade Wall 0.00 Floor 19.00 Ceiling / Roof 51.00 Ductwork (unconditioned spaces): Otas . . e Window 0.33 0.33 Door 0.29 0.27 . . Oency Heating System: Cooling System: Water Heater: Name: Date: Comments Report date: 04/29/22 Page 11 R CALCULATIONS FOR LEGACY CUSTOM MODULAR HOMES, LLC SELINSGROVE, PA O#10477 ASCE 7-16, RISK CATEGORY II, Vasd 105 mph V,,n 136 mph VELOCITY PRESSURE q = 27.11 psf WIND EXPOSURE: D NY 05/02/22 BARLOW ENGINEERING, P.C. 1916 QUAIL RIDGE RD RALEIGH, NC 27609 220053 1 NARRATIVE 220053 0062nec2022 Legacy- 0#10477 Two Story 40'-0" x 47'-0" (Overall) Roof Slope: 7/12 Wind Speed: 105 mph (Vasd) Risk Category II Wind Exposure D New York It is assumed that the structure will be placed over a crawl space foundation system. The mean roof height (MRH) of the structure is adjusted per manufacturer drawings. Ensure that the foundation is structurally adequate for the shear, uplift and downward point loads imposed at corner connections and similar locations. The structure was analyzed using ASCE 7-16 allowable stress design wind speed (Vasd) of 105 mph which is equivalent to an ultimate wind speed (Vu,t) of 136 mph. Wind Exposure "D"was used. The roof is to be sheathed with 23/32" OSB and the exterior walls are sheathed with 5/8" Zip sheathing. The maximum thickness for the sheathing in ESR-1539 is 19/32" so that is used as the standard roof and wall sheathing. 5/8" GWB is the interior sheathing unless noted otherwise. The panelized garage is sufficient with 7/16" exterior and no interior sheathing so the calculations are shown with that. The design was broken up into (4) areas: -The panelized Garage which adds wall load to Module "A" Sidewall#2. -The Center section consisting of Modules "C-D" & "G-H." These modules are shielded by the wings ("A-F & "B-F") for wind load from their endwalls. Their corner uplift reactions are overcome by dead load and the sidewall shear loads are added to the respective wing modules with the connections provided. -The (2)wings were designed separately as "A-F and "B-F". GARAGE The panelized garage does not have a wall at the mating line. The garage wind loads parallel to ridge were modified to remove the "Mating" endwall wind loading (Zones 6 & 6E) as it is shielded by the structure. Garage wall portal frame is included based on the wall analysis combined with the PFH specifications in the IBC. The sill plate to foundation connection was revised to Okay/ No Good for the single anchor. Garage endwall load is added to module "A." The ceiling and floor band connections were removed for the panelized walls. The Garage Endwall horizontal shear connection was revised to nail the sidewall panels to Module "A". No special construction is required. . 2 "A-E" Modules Note the truss is transverse so the endwalls (width) are the long side. This design uses the tributary areas of the endwalls to generate the loads on the sidewalls and collectors. The sidewalls only resist the wind from halfway between the collector and the wall. The remainder of the reaction is transferred to the Center Section sidewalls. As Endwall#2 sees no wind, only lateral pressures from Endwall#1 between the outer collectors is applied. The bumpouts use the gable wind loads from the main truss for ease of design and wind is applied to both endwalls for those. The collector loading is derived in the shearwall calculations, based in their respective tributary areas. See the markup for details. The collectors for the outer modules see only the maximum of inward or suction pressures and the Center Section sidewalls must resist the cumulative collector loads. Field pressures were used for the collectors. Each ceiling and floor line has a collector. Endwall#2 (mating) receives the reactions from the center section Endwall#1. The only special construction is First Floor Endwall #1 required exterior sheathing fasteners at 3" O.C. (edge.) "B-F" Modules The "B-F" calculations are the same as the "A-E" except the endwall numbers are reversed and First Floor Endwall #1 (exterior) has different openings. Endwall#2 (mating) receives the reactions from the center section Endwall#2. The only special construction is First Floor Endwall#1 required exterior sheathing fasteners at 3" O.C. (edge.) CENTER SECTION ("C-D" Modules) This design only considers wind from the sidewall and that reaction is applied to the end units. The endwall shear connections were revised for band to band face nails. The sidewalls are portal frames loaded from the collectors. The shearwall calculations are only for the diaphragms and connections. The portal frames for the sidewalls are designed separately but their holddowns are included in the connections. 3 INDEX SECTION 1 P5-23 ASCE 7 WIND LOAD CALCULATIONS SECTION 2 P24-49 GARAGE SHEAR WALL CALCULATIONS SECTION 3 P50-105 . MODULES A-E SHEAR WALL CALCULATIONS SECTION 4 P106-149 CENTER SECTION SHEAR WALL CALCULATIONS SECTION 5 P150-204 MODULES B-F SHEAR WALL CALCULATIONS SECTION 6 P205-228 PORTAL FRAME CALCULATIONS SECTION 7 P229-235 MARKUPS 05f02/22 220053 4 Section 1 ASCE 7 WIND LOAD CALCULATIONS 05f02/22 220053 5 WIND LOAD CALCULATIONS DESIGN INPUTS: BUILDING WIDTH(W): 13.21 ft NO.OF STORIES: 1 BUILDING LENGTH(L): 16 ft FOUNDATION HEIGHT(HF): 5.37 ft STUD SPACING: 16 in 1st FLOOR WALL HEIGHT(H1): 9.5ft TRUSS SPACING: 16 in ROOF PITCH: 5 /12 WIND SPEED: 136 mph(Vuh) ROOF ANGLE(6): 22.62° = 105 mph(Vasd) RISK CATEGORY: II(1.5-1,pp.4) WIND EXPOSURE CATEGORY: D (26.7.3,pp.266) (WIND BORNE DEBRIS PROTECTION REQUIREMENTS ARE PROVIDED IN ROOF HEIGHT(hr)= 2.75 It ASCE 7-16,SECTION 26.12.3.1,pp.270) hr/2= 1.38 It MEAN ROOF HEIGHT(h)= 16.25 ft RAFTER LENGTH(LR)= 7.15 ft La DETERMINE LENGTH"a"(30.3-1,pp.335): h 0.1W= 1.32ft Z, e 0.4h= 6.5 ft MIN= 1.32 ft 0.04W= 0.53 ft MIN= 3ft `,.Ho ,i'� a= 3ft L w �a a V f DETERMINE WIND LOADS PER ASCE 7-16: CONSTANTS: WIND VELOCITY(V): 105 mph DIRECTIONALITY FACTOR(K,): 0.85(26.6.pp.266) VEL.PRESS.EXP.COEF.(K2): 1.04(26.10-1,pp.268) GROUND ELEVATION FACTOR(Kj: 1 (26.9-1,pp.268) MAX SPEED UP MOLT.for TOPO.FACTOR(K1): 0(26.8-1,pp.267) q,:=.00256 x KZ x Ky x Kd x Ke x Vz= 24.95 psf(26.10.1,pp.268) REDUCTION FOR DISTANCE MULT.for TOPO.FACTOR(K2): 0(26.8-1,pp.267) q,=qh=%= 24.95 psf REDUCTION FOR HEIGHT MULT.for TOPO.FACTOR(Q: 0(26.8-1,pp.267) GUST EFFECT FACTOR(G): 0.85(26.11.pp.269) Ka:=(1+K1 x K2 K1)'= 1 (26.8-1,pp.267) INTERNAL PRESS.COEF.(GCpl): 0.18(26.12,pp.270)& -0.18(26.13-1,pp.271) BARLOW ENGINEERING,P.C. C:1MCSMSFEARCALCSIO#1 D477-GARAGE-SHEARCALCS.* 1916 QUAIL RIDGE RO.RALEIGR,NC Z7699 6 WIND LOAD CALCULATIONS THE DESIGN WIND PRESSURE FOR C&C OF BUILDINGS SHALL NOT BE LESS THAN A NET PRESSURE OF 16 psf ACTING IN EITHER DIRECTION NORMAL TO THE SURFACE. (30.2.2,PP.333) COMPONENTS AND CLADDING: WALL LATERAL LOADS: 1st FLOOR: Z1= 15.87 ft EFFECTIVE WIND AREA=H,x STUD SPACING= 12.67 fe EFFECTIVE WIND AREA=H1 x H1/3= 30.08 fe LR USE 12.67 fe(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS(GCp): O ZONE 4(FIELD): GCy= -1.06(30.3-1,pp.335) ZONE 5(EDGE): GCp5= -1.33(30.3-1,pp.335) h ZONES4&5 POSITIVE: GCw85= 0.96(30.3-1,pp.335) z 5 A J \H, i' �\ a a L LOAD CALCULATIONS: W P=qh x(GCS,-GCa1) (30.3-1,pp.335) psf ZONE (FIELD)(-1 PRESSURES: P4= -31 psf P4= -22 psf ZONE (EDGE)(-1 PRESSURES: P5= -38 psf P5= -29 psf USE -31 psf WIND PRESSURE FOR ZONE 4(FIELD) ZONES 4&5 W PRESSURES: P,= 19 psf USE -38 psf WIND PRESSURE FOR ZONE 5(EDGE) Pb5= 28 psf USE 28 psf WIND PRESSURE FOR ZONES 4&5(POSITIVE) BARLOW ENGINEERING,P.C. C1202ZQd7D53\SHEARCALMO#10477-GARAGE-SHEARCALCS.ffi 1916 QUAIL RIDGE RQRALEIGH,NC 27609 7 WIND LOAD CALCULATIONS COMPONENTS AND CLADDING: UPLIFT LOADS: ®o ®3r 2 O 2Q © Z Q ® �/ O a O �;a a z,H, a� Q, ,ice e� h HIP ROOF L f Q 1 W �6f� O 41 0.6 O 1 .6 O V 0.6 © 0.6 GABLE ROOF O FLAT ROOF(0 5 71 Z2= 16.87 ft EFFECTIVE WIND AREA=LR xTRUSS SPACING= 9.53 ft2 EFFECTIVE WIND AREA=LR x LR1/3= 17.04 it' USE 9.53 ft2(26.2.pp.246) EXTERNAL PRESSURE COEFFICIENTS: ZONE 1(FIELD): GC,11= -2.50 OVERHANG ZONE 1(FIELD): GCy1QH= -1.50 ZONE 2e(EDGE): GC,r2a= -2.50 OVERHANG ZONE 2e(EDGE):GCPF�H= -1.50 ZONE 2n(EDGE): GCp2,= -3.50 OVERHANG ZONE 2n(EDGE):GCO2„OH= -2.50 ZONE 2r(EDGE): GCS,= -3.50 OVERHANG ZON E 2r(EDGE):GC,�H= -2.50 ZONE 3e(CORNER): GCp-= -3.50 OVERHANG ZONE 3e(CORNER):GCOr oH= -3.55 ZONE 3r(CORNER): GC,�= -4.10 OVERHANG ZONE 3r(CORNER):GC,maH= 0.69 ALL ZONES POSITIVE: GC,,= -4.70 LOAD CALCULATIONS: P=q„x(GC,,,-GCI,) (30.3-1.pp.335) psf USE -67 psf WIND PRESSURE FOR ZONE 1(FIELD) USE -67 psf WIND PRESSURE FOR ZONE 2e(EDGE) ZONE 1(FIELD)(-)PRESSURES: P,= -67 psf USE -92 psf WIND PRESSURE FOR ZONE2n(EDGE) P,= -58 psf USE -92 psf WIND PRESSURE FOR ZONE 2r(EDGE) ZONE 2e(EDGE)(-)PRESSURES: Pea= -67 psf USE -92 psf WIND PRESSURE FOR ZONE 3e(CORNER) Pea= -58 psf USE -107 psf WIND PRESSURE FOR ZONE 3r(CORNER) ZONE 2n(EDGE)(-)PRESSURES: P2,= -92 psf USE 16 psfWINO PRESSURE FOR ALL ZONES POSITIVE P2,= -83 psf ZONE 2r(EDGE)(-)PRESSURES: P2,= -92 psf SIMPLIFIED: P2,= -83 psf USE -67 psf WIND PRESSURE FOR ZONE 1(FIELD) ZONE 3e(CORNER)(-)PRESSURES: Pie= -92 psf USE -92 psf WIND PRESSURE FOR ZONE 2(EDGE) P3,= -83 psf USE -107 psf WIND PRESSURE FOR ZONE 3(CORNER) ZONE3r(CORNER)(-)PRESSURES: P3,= -107 psf USE 16 psfWiND PRESSURE FOR ALL ZONES POSITIVE P3,= -98 Psi ALL ZONES(+)PRESSURES: 1`7-2s= -122psf 1`7.2�= -113 psf USE -42 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) USE -42 psf WIND PRESSURE FOR ZONE 2e OVERHANG(EDGE) USE -67 psf WIND PRESSURE FOR ZONE 2n OVERHANG(EDGE) USE -67 psf WIND PRESSURE FOR ZONE 2r OVERHANG(EDGE) USE -93 psf WIND PRESSURE FOR ZONE 3e OVERHANG(CORNER) ZONE 1(FIELD)(-)OH PRESSURES: P,= -42 psf USE -16 psfWIND PRESSURE FOR ZONE 3r OVERHANG CORNER P,= -33 psf ZONE 2e(EDGE)(-)OH PRESSURES: P2,= -42 psf SIMPLIFIED: P2,= -33 psf USE -42 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 2n(EDGE)(-)OH PRESSURES: P2,= -67 psf USE -67 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) P2,= -58 psf USE -93 sf WIND PRESSURE FOR ZONE3OVERHANG CORNER ZONE 2r(EDGE)(-)OH PRESSURES: P2,= -67 psf P2,= -58 psf ASTHE OVERHANG PRESSURE INCLUDES THE ABOVE UPLIFT, ZONE 3e(CORNER)(-)OH PRESSURES: Pia= -93 psf THE NET OVERHANG PRESSURE IS: Pia= -84 psf USE 25 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 3r(CORNER)(-)OH PRESSURES: Par= 13 psf USE 25 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) Par= 22 psf USE 14 psfWIND PRESSURE FOR ZONE 3 OVERHANG CORNER BARLOW ENGINEERING,P.C. C;12027Q2005 FARCALCS.9s 1916 QUAIL RIDGE RISHEARCALCS10#10477-GARAGE-SH0.RALEIGH,NC 27609 8 WIND LOAD CALCULATIONS THE WIND LOAD TO BE USED IN THE DESIGN OF THE MWFRS SHALL NOT BE LESS THAN 16 psf MULTIPLIED BY THE WALL AREA OF THE BUILDING, AND 6 psf MULTIPLIED BY THE ROOF AREA PROJECTED ONTO A VERTICAL PLANE NORMAL TO THE ASSUMED WIND DIRECTION. (28.3.4,PP.314) MAIN WIND FORCE RESISTING SYSTEM: (ENVELOPE PROCEDURE) 4 i� ` '`'•� ® I i 2 I i /'e 2 WINDWARD WINDWARD �2'-,-' CORNER CORNER q 2a LOAD CASE A ,� V LOAD CASE B (WIND FROM SIDEWALL) ',` (WIND FROM ENDWALL) WIND WIND DIRECTION DIRECTION LOAD CASE A-WQJD FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: SIDE WALL: GCgI= 0.54 GCpIIE=0.77 SIDE WALL: GCyI= -0.45 GCplIE=-0.48 SIDE WALL: GCw= -0.45 GCP,E=-0.72 SIDE WALL: GC,,2= -0.69 GCME=-1.07 SIDE WALL: GCp3= -0.47 GCg3E=-0.65 SIDE WALL: GCpt3= -0.37 GCa3E=-0.53 SIDE WALL: GCy4= -0.41 GCg4E=-0.6 SIDE WALL: GCg4= -0.45 GCf4E=-0.48 END WALL: GCp3= 0.4 GCS=0.61 END WALL: GCp.= -0.29 GCSE=-0.43 LOAD CALCULATIONS: P=q„x(GC,-GC,,,) (30.3-1,pp.335) psf POSITIVE INTERNAL PRESSURE: LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: ZONE 1(FIELD)PRESSURES: PI= 9 psf ZONE 1(FIELD)PRESSURES: PI= -16 psf ZONE (FIELD)PRESSURES: P2= -16 psf ZONE (FIELD)PRESSURES: P2= -22 psf ZONE 3(FIELD)PRESSURES: P3= -16 psf ZONE 3(FIELD)PRESSURES: P3= -14 psf ZONE 4(FIELD)PRESSURES: P4= -15 psf ZONE 4(FIELD)PRESSURE& P4= -16 psf ZONES(FIELD)PRESSURES: P3= 5psf ZONE 6(FIELD)PRESSURES: P6= -12 psf ZONE I E(EDGE)PRESSURES: PIE= 15 psf ZONE 1 E(EDGE)PRESSURES: PIE= -16 psf ZONE 2E(EDGE)PRESSURES: P2E= -22 psf ZONE 2E(EDGE)PRESSURES: P2E= -31 psf _ ZONE 3E(EDGE)PRESSURES: P3E= -21 psf ZONE 3E(EDGE)PRESSURES: P3E= -18 psf ZONE4E(EDGE)PRESSURES: P4E= -19psf ZONE 4E(EDGE)PRESSURES: Poe= -16 psf ZONE 5E(EDGE)PRESSURES: PsE= 11 psf ZONE 6E(EDGE)PRESSURES: PEE= -15 psf PI-P4= 9 psf--15 psf= 24 psf PI-P4= -16 psf--16 psf= 0 psf PIE-P4E= 15 psf--19 psf= 34 psf PIE-P4E= -16 psf--16 psf= 0 psf P2-P3= -16 psf--16 psf= 0 psf P2-P3= -22 psf--14 psf= -8 psf P2E-Pm= -22 psf--21 psf= -1 psf P2E-P3E= -31 psf--18 psf= -13 psf P3-P6= 5 psf-0 psf= 5 psf P:-PEE= 11 psf-0 psf= 11 psf NEGATIVE INTERNAL PRESSURE: LOAD CASE A-WW D FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: ZONE 1(FIELD)PRESSURES: PI= 18 psf ZONE 1(FIELD)PRESSURES: PI= -7 psf ZONE 2(FIELD)PRESSURES: P2= -7 psf ZONE (FIELD)PRESSURES: P2= -13 psf ZONE 3(FIELD)PRESSURES: P3= -7 psf ZONE 3(FIELD)PRESSURES: P3= -5 psf ZONE 4(FIELD)PRESSURES: P4= -6 psf ZONE 4(FIELD)PRESSURES: P4= -7 psf ZONE 5(FIELD)PRESSURES: Ps= 14 psf ZONE 6(FIELD)PRESSURES: P6= -3 psf ZONE IE(EDGE)PRESSURES: PIE= 24 psf ZONE 1 E(EDGE)PRESSURES: PIE= -7 psf ZONE 2E(EDGE)PRESSURES: P2E= -13 psf ZONE2E(EDGE)PRESSURES: P2E= -22 psf ZONE 3E(EDGE)PRESSURES: P"= -12 psf ZONE 3E(EDGE)PRESSURES: P3E= -9 psf ZONE4E(EDGE)PRESSURES: P4E= -10psf ZONE4E(EDGE)PRESSURES: P4E= -7 psf ZONE 5E(EDGE)PRESSURES: Pse= 20 psf ZONE 6E(EDGE)PRESSURES: P6 = -6 psf PI-P4= 18 psf--6 psf= 24 psf PI-1`4= -7 psf--7 psf= 0 psf PIE-P4E= 24 psf--10 psf= 34 psf PIE-P4E= -7 psf--7 psf= 0 psf P2-P3= -7 psf--7 psf= 0psf P2-P3= -13 psf--5 psf= -8psf P2E-P.= -13 psf--12 psf= -1 psf P2E-P3e= -22 psf--9 psf= -13 psf Ps-P6= 14psf-Opsf= 14 psf PEE-P.= 20 psf-0 psf= 20 psf BARLOW ENGINEERING,P.C. C:1a771,?Z705315HEARCALCS\O%7D477-GARAGE-SHFEARCALCS.Hs 1916 GUAR PoDGE RQRALEIGH,NC 27609 9 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PERPENDICULAR TO RIDGE WALLS POSITIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:16 ft LENGTH x 9.5 ft HEIGHT= 152 ftz x 16 psf= 2432 Ibs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 24 psf(16 ft-6 ft)+34 psf(6 ft)x 9.5 ft= 4218 Ibs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 4218 Ibs/13.21 ft/2= 160 plf EACH ENDWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:16 ft LENGTH x 9.5 ft HEIGHT= 152 fe x 16 psf= 2432 bs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 24 psf(16 ft-6 ft)+34 psf(6 ft)x 9.5 ft= 4218 Ibs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 4218 Ibs/13.21 ft/2= 160 pff EACH ENDWALL ROOF POSITIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 16 ft LENGTH x 2.75 ft HEIGHT= 44 fe x8 psf= 352 Ibs MINIMUM CALCULATED NORMAL ROOF LOAD= 0 psf(16 ft-6 ft)+1 psf(6 ft)x 7.15 ft= 43 Ibs APPLIED NORMAL ROOF LOAD= 352 Ibs/13.21 ft= 27 p9 APPLIED LATERAL COMPONENT OF ROOF LOAD= 27 plf x sin 22.62 = 10 plf APPLIED VERTICAL COMPONENT OF ROOF LOAD= 27 plf x cos 22.62° = 25 plf APPLIED TOTAL LATERAL ROOF&CEILING DIAPHRAGM LOAD= (10lbs)/2= 5 pff EACH ENDWALL NEGATIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 16ft LENGTH X2.75ft HEIGHT= 44fe x8psf= 352 lbs MINIMUM CALCULATED NORMAL ROOF LOAD= 0 psf(16 ft-6 ft)+1 psf(6 ft)x 7.15 ft= 43 Ibs APPLIED NORMAL ROOF LOAD= 352 Ibs/13.21 ft= 27 plf APPLIED LATERAL COMPONENT OF ROOF LOAD= 27 plf x sin 22.62° = 10 plf APPLIED VERTICAL COMPONENT OF ROOF LOAD= 27 plf x cos 22.62° = 25 plf APPLIED LATERAL ROOF&CEILING DIAPHRAGM LOAD= (10 IDS)/2= 5 pif EACH ENDWALL BARLOW ENGINEERING,P.C. C: 53ISFEARCALCS10010477-GARAGE-SHEARCALCS.A. Isis OUM RIDGE RARALEIGH.NC 279M 10 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PARALLEL TO RIDGE WALLS POSITIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:13.21ft WIDTH x9.5ftH EIGHT= 125ft' x16 psf= 2000 lbs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5 psf(13.21 ft-3 ft)+11 psf(3 ft)x 9.5 ft= 798 Ibs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 2000 Ibs/16 ft/2= 63 pfi EACH SIDEWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:13.21 ft WIDTH x 9.5 ft HEIGHT= 125 fe x 16 psf= 2000 Ibs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 14 psf(13.21 ft-3 ft)+20 psf(3 ft)x 9.5 ft= 1928 Ibs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 2000 Ibs/16 ft/2= 63 plf EACH SIDEWALL ROOF(GABLE) POSITIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 13.21ft WIDTH x2.75ft HEIGHT= 36fe x8psf= 288 lbs MINIMUM CALCULATED 1st FLOOR GABLE CEILING DIAPHRAGM LOAD= 5 psf(13.21 ft-3 ft)+11 psf(3 ft)x 7.15 ft= 601 Ibs APPLIED GABLE LOAD= 601 Ibs/16 ft= 38 pff APPLIED 1st FLOOR GABLE CEILING DIAPHRAGM LOAD= 601 Ibs= 601 Ibs/16 ft/2= 19 PK NEGATIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 13.21 ft WIDTH x 2.75 ft HEIGHT= 36 fe x 8 psf= 288 Ibs MINIMUM CALCULATED 1stFLOOR GABLE CEILING DIAPHRAGM LOAD= 14 psf(13.21 ft-3 ft)+20 psf(3 ft)x 7.15 ft= 1451 Ibs APPLIED GABLE LOAD= 1451 Ibs 116 ft= 91 plf APPLIED 1st FLOOR GABLE CEILING DIAPHRAGM LOAD= 1451 Ibs= 1451 Ibs/16 ft/2= 45 plf LATERAL DIAPHRAGM LOADS FOR SHEARWALL CALCULATIONS WIND PERPENDICULAR TO RIDGE WALLS APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 160 plf ROOF APPLIED LATERAL ROOF DIAPHRAGM LOAD= 10 PK WIND PARALLEL TO RIDGE WALLS APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 63 pif ROOF(GABLEI APPLIED LATERAL ROOF DIAPHRAGM LOAD= 91 pB BM&OW ENGINEERNG,P.C. C:=22MO0591SHEARCALCS\0910477-GARAGE-SHEARCALCS.As 1916 GUAR RIDGE RD.RALEJGH,NC Z7609 11 WIND LOAD CALCULATIONS DESIGN INPUTS: 1st FLOOR BUILDING WIDTH(W1): 40 ft FOUNDATION HEIGHT(HF): 0.84 ft 2nd FLOOR BUILDING WIDTH(W2): 40 ft 1 st FLOOR WALL HEIGHT(H,): 9.5 It 1sl FLOOR BUILDING LENGTH(1-1): 13.25 ft 2nd FLOOR WALL HEIGHT(HJ: 8.5 ft 2nd FLOOR BUILDING LENGTH(L2): 13.25 ft It WIND SPEED: 136 mph(Vult) 105 rnph(Vasa) STUD SPACING: 16 in TRUSS SPACING: 16 in (WIND BORNE DEBRIS PROTECTION ROOF PITCH: 7 112 REQUIREMENTS ARE PROVIDED IN ROOF ANGLE(0): 30.26° - ASCE 7-16,SECTION 26.12.3.1,pp.270) RISK CATEGORY: II(1.5.1,pp.4) WIND EXPOSURE CATEGORY: D (26.7.3,pp.266) ROOF HEIGHT(hr)= 11.66 ft hr/2= 5.83It MEAN ROOF HEIGHT(h)= 26.67 ft RAFTER LENGTH(LR)= 23.15 It DETERMINE LENGTH"a"(30.34,pp.335): H, 6 0.1W= 4ft a 0.4h= 10.67 ft �� h MIN= 4ft 0.04W= 1.6 it z, , MIN= 3 ft a= 4ft %! r' L DETERMINE WIND LOADS PER ASCE 7-16: CONSTANTS: WIND VELOCITY(V): 105 mph(Vasd) DIRECTIONALITY FACTOR(Kd): 0.85(26.6.pp.266) VEL.PRESS.EXP.COEF.(K,): 1.13(26.10.1,pp.268) GROUND ELEVATION FACTOR(K,): 1(26.9-1,pp.268) MAX SPEED UP MOLT.for TOPO.FACTOR(K1): 0(26.8-1,pp.267) q,:=.00256 x Ki x Ky x Kd x Ke x V1= 27.11 psf(26.10-1,pp.268) REDUCTION FOR DISTANCE MULT.for TOPO.FACTOR(K2): 0(26.8.1,pp.267) q,=%=4z= 27.11 psf REDUCTION FOR HEIGHT MULT.for TOPO.FACTOR ff(): 0(26.8.1.pp.267) GUST EFFECT FACTOR(G): 0.85(26.11,pp.269) K.:=(1+K1 x K2 x K3)2= 1(26.8-1.pp.267) INTERNAL PRESS.COEF.(GCR;1): 0.18(26.12,pp,270)& -0.18(26.13-1,pp.271). THE DESIGN WIND PRESSURE FOR C&C OF BUILDINGS SHALL NOT BE LESS THAN A NET PRESSURE OF 16 psf ACTING IN EITHER DIRECTION NORMAL TO THE SURFACE. (30.2.2,PP.333) BARLCW ENGINEERING,P.C. C:12022U20053ZHEARCALCSC#lG4T7.A.ESHEARCALCS.& 1916 QUAIL RIDGE RD.,RALEIGH,NC 27609 12 WIND LOAD CALCULATIONS COMPONENTS AND CLADDING: WALL LATERAL LOADS: 1 st FLOOR: 2i= 11.34 ft EFFECTIVE WIND AREA=H,x STUD SPACING= 12.67 ft2 EFFECTIVE WIND AREA=H,x H,/3= 30.08 ft2 USE 13 fl2(26.2,pp.246) ,r EXTERNAL PRESSURE COEFFICIENTS(GCp): ZONE 4(FIELD): GCS_ -1.07(30.3-1.pp.335) ZONE 5(EDGE): GC,,_ -1.33(30.3-1,pp.335) H. ZONES 4&5 POSITIVE: GC,a,= 0.97(30.3-1,pp.335) r' LOAD CALCULATIONS: H' P=%x(GC.-GC w,) (30.3-1,pp.335) psf ZONE 4(FIELD)(-)PRESSURES: P4= -34 psf P,= .25 psf ZONE 5(EDGE)(-)PRESSURES: P,_ -41 psf P,_ .32 psf USE .34 psf WIND PRESSURE FOR ZONE 4(FIELD) ZONES 4&5(+)PRESSURES: P-= 22 psf USE -41 psf WIND PRESSURE FOR ZONE 5(EDGE) P-= 32 psf USE 32 psf WIND PRESSURE FOR ZONES 4&5(POSITIVE) COMPONENTS AND CLADDING: WALL LATERAL LOADS: 2nd FLOOR: 12= 21.84It EFFECTIVE WIND AREA=Hz x STUD SPACING= 11.33 112 EFFECTIVE WIND AREA=H;,x H3/3= 24.08 ft2 USE 12 ft2(26.2.pp.246) EXTERNAL PRESSURE COEFFICIENTS(GCp): ZONE 4(FIELD): GC14= -1.06(30.3-1,pp.335) ZONE 5(EDGE): GC,,_ -1.32(30.3-1.pp.335) 4� ZONES 4&5 POSITIVE: GC,4g1= 0.96(30.3-1.pp.335) H4 w a v 1 5 lye- +� � h z,H LOAD CALCULATIONS: `�. l a a P=Qn x(GC,,-GC,) (30.3-1,PP.335) psf ZONE 4(FIELD)(-)PRESSURES: P4= -34 psf P4= .24 psf ZONE 5(EDGE)(-)PRESSURES: P,_ -41 psf P,_ -31 psf USE -34 psf WIND PRESSURE FOR ZONE 4(FIELD) ZONES 4&5(+)PRESSURES: Pas= 22 psf USE -41 psi WIND PRESSURE FOR ZONE 5(EDGE) Pt,= 31 psf USE 31 psf WIND PRESSURE FOR ZONES 4&5(POSITIVE) BARLOW ENGINEERING,P.C. C:1202212200 ZHEARCALCS' lU77-A-ESHEARCALCS 1916 QUAIL RIDGE RD.,RALEIGH,NC 27099 13 WIND LOAD CALCULATIONS COMPONENTS AND CLADDING: UPLIFT LOADS: ®3r O © O O 2 3 a ® �a tia./ o a ®3 O a® ® a ® 3 3 H i a ® i' HIP ROOF h p a a L H. r' Q.6 GABLE ROOF FLAT ROOF(9 5 7°) 2,= 20.84 It EFFECTIVE WIND AREA LR x TRUSS SPACING= 30.87 fe EFFECTIVE WIND AREA=LR x LR1/3= 178.64 fI2 USE 31 ft2(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS: ZONE 1(FIELD): GCpH= -1.25 OVERHANG ZONE 1(FIELD):GCpNDH= -2.06 ZONE 2e(EDGE): GCp,2e= -1.25 OVERHANG ZONE 2e(EDGE):GCpMIOH= -2.05 ZONE 2n(EDGE): GCMN = .1.60 OVERHANG ZONE 2n(EDGE):GCpr2 = -2.40 ZONE 2r(EDGE): GCM,= -1.25 OVERHANG ZONE 2r(EDGE):GCpt—H= .2.05 ZONE 3e(CORNER): GCpm,= -1.95 OVERHANG ZONE 3e(CORNER):GCp—= -2.74 ZONE 3r(CORNER): GCpnr= -1.60 OVERHANG ZONE 3r(CORNER):GCpDrDH= .2.40 ALL ZONES POSITIVE: GC,,= 0.67 LOAD CALCULATIONS: P=qn x(GCp„-GCp„) (30.3-1,pp.335) PSI USE .39 psf WIND PRESSURE FOR ZONE 1(FIELD) USE -39 psf WIND PRESSURE FOR ZONE 2e(EDGE) ZONE 1(FIELD)(-)PRESSURES: P,_ .39 psf USE -49 psf WIND PRESSURE FOR ZONE 2n(EDGE) P,_ -30 psf USE -39 psf WIND PRESSURE FOR ZONE 2r(EDGE) ZONE 2e(EDGE)(-I PRESSURES: Pep= -39 psf USE -58 psf WIND PRESSURE FOR ZONE 3e(CORNER) Pee= -30 psf USE -49 psf WIND PRESSURE FOR ZONE 3r(CORNER) ZONE 2n(EDGE)(-1 PRESSURES: P. -49 psf USE 24 psf WIND PRESSURE FOR ALL ZONES(POSITIVE) 1`2�_ -39 psf ZONE 2r(EDGE)!-1 PRESSURES: Pzr= -39 psf SIMPLIFIED: P2,= .30 psf USE -39 psf WIND PRESSURE FOR ZONE 1(FIELD) ZONE 3e(CORNER)(-)PRESSURES: P�= .50 psf USE -49 psf WIND PRESSURE FOR ZONE 2(EDGE) Pic= -48 psf USE -58 psf WIND PRESSURE FOR ZONE 3(CORNER) ZONE 3r(CORNER)!-)PRESSURES: Par= -49 psf USE 24 psf WIND PRESSURE FOR ALL ZONES(POSITIVE) Par= -39 psf ALL ZONES(+)PRESSURES: P,-2-3= 14 psf P,-2-3= 24 psf USE .61 psf WIND PRESSURE FOR ZONE f OVERHANG(FIELD) USE -61 psf WIND PRESSURE FOR ZONE 2e OVERHANG(EDGE) USE -70 psf WIND PRESSURE FOR ZONE 2n OVERHANG(EDGE) USE .61 psf WIND PRESSURE FOR ZONE 2r OVERHANG(EDGE) USE -80 psf WIND PRESSURE FOR ZONE 3e OVERHANG(CORNER) ZONE 1(FIELD)(-)OH PRESSURES: P,= -61 psf USE -70 psf WIND PRESSURE FOR ZONE 3r OVERHANG(CORNER) P,= -51 psf ZONE 2e(EDGE)(-)OH PRESSURES: Pie= -61 psf SIMPLIFIED: 1`2e= .51 psf USE -61 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 2n(EDGE)(-1 OH PRESSURES: P�„= .70 psf USE .70 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) P2�= -61 psf USE .80 psf WIND PRESSURE FOR ZONE 3 OVERHANG(CORNER) ZONE 2r(EDGE)!-)OH PRESSURES: P21= -61 psf P2r= -51 psf AS THE OVERHANG PRESSURE INCLUDES THE ABOVE UPLIFT, ZONE 3e(CORNER)(-)OH PRESSURES: Pie= -80 Psf THE NET OVERHANG PRESSURE IS: Pie= -70 psf USE -22 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 3r(CORNER)(-)OH PRESSURES: Par= .70 psf USE -21 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) Par= -81 psf USE -22 psf WIND PRESSURE FOR ZONE 3 OVERHANG(CORNER) THE WIND LOAD TO BE USED IN THE DESIGN OF THE MWFRS SHALL NOT BE LESS THAN 16 psf MULTIPLIED BY THE WALL AREA OF THE BUILDING, AND 8 psf MULTIPLIED BY THE ROOF AREA PROJECTED ONTO A VERTICAL PLANE NORMAL TO THE ASSUMED WIND DIRECTION.(28.3.4,PP.314) BARLCW ENGINEERING,P.C. C:VC22 M53ZHEARCALCS=lW77-A-ESHEARCALCS.tls 1916 QUAIL RIDGE RD.,RALEIGH,NC 27699 14 i WIND LOAD CALCULATIONS MAIN WIND FORCE RESISTING SYSTEM: (ENVELOPE PROCEDURE) I� O ' �/ O 05 1 � NANDWARD WINDWARD �2� CORNER CORNER y a 2a LOAD CASE A '7r , r LOAD CASE_A (WIND FROM SIDEWALL) I I < ' (WIND FROM ENDWALL) �J NAND WAND LJ DIRECTION DIRECTION LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: SIDE WALL: GCpfl= 0.56 GCpIIE=0.69 SIDE WALL: GCpn= -0.45 GCpIIE_-0.48 SIDE WALL: GCp12= 0.21 GCPI2E=0.27 SIDE WALL: GCpI2= -0.69 GC=,_-1.07 SIDE WALL: GCpQ= -0.43 GCpn _.0.53 SIDE WALL: GCp�_ -0.37 GCPI3E_-0.53 SIDE WALL: GCpi4= -0.37 GCPf4E_-0.48 SIDE WALL: GCy4= -0.45 GCPI4E_.0.48 END WALL: GC,= 0.4 GCpsE=0.61 END WALL: GCpIa,_ -029 GCpME_.0.43 LOAD CALCULATIONS: P=q9 x(GC,.-GCpII) (30.3-1.pp.335) psf POSITIVE INTERNAL PRESSURE: LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: ZONE 1(FIELDI PRESSURES: PI= 11 psf ZONE 1(FIELD)PRESSURES: PI= -18 PEI ZONE 2(FELD)PRESSURES: P2= 1 PEI ZONE 2(FIELD)PRESSURES: P2= -24 PEI ZONE 3(FIELD)PRESSURES: P3= -17 psf ZONE 3(FIELD)PRESSURES: P3= -15 psf ZONE 4(FIELD)PRESSURES: P4= -15 psf ZONE 4(FIELD)PRESSURES: P4= .18 psf ZONE 5(FIELD)PRESSURES: P6= 6 psf ZONE 6(FIELD)PRESSURES: Pe= -13 psf ZONE 1 E(EDGE)PRESSURES: PIE= 14 psf ZONE 1 E(EDGE)PRESSURES: PIE_ .18 psf ZONE 2E(EDGE)PRESSURES: P2E= 3 psf ZONE 2E(EDGE)PRESSURES: P2E_ -34 psf ZONE 3E(EDGE)PRESSURES: P3E_ -20 psf ZONE 3E(EDGE)PRESSURES: P3E_ -20 psf ZONE 4E(EDGE)PRESSURES: P4E_ -18 psf ZONE 4E(EDGE)PRESSURES: P4E_ -18 psf ZONE SE(EDGE)PRESSURES: PsE= 12 psf ZONE 6E(EDGE)PRESSURES: PeE_ 47 PEI PI-P4= 11 psf--15 psf= 26 psf PI-P4= .18 psf..18psf= 0PEI PIE-P4E= 14 psf-48 psf= 32 psf PIE-P4E_ .18 psf..18 PEI= 0PEI P2-P3= 1 psf.-l7 psf= 18 PEI P2-P3= .24 psf--l5 psf= -9 PEI P2E-P3E= 3 psf-.20 PEI= 23 psf P2E-P3E_ .34 PEI-.20 PEI= -14 psf PG-PG= 6 psf--13 psf= 19 PEI P5E-PeE= 12 psf--l7 psf= 29 psf NEGATIVE INTERNAL PRESSURE: LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: ZONE 1(FIELD)PRESSURES: PI= 21 psf ZONE 1(FIELD)PRESSURES: PI= -8 PEI ZONE 2(FIELD)PRESSURES: P2= 11 psf ZONE 2(FIELD)PRESSURES: P2= -14 psf ZONE 3(FIELD)PRESSURES: P3= I Psf ZONE 3(FIELD)PRESSURES: P3= -6 psf ZONE 4(FIELD,PRESSURES: P4= -6 psf ZONE 4(FIELD)PRESSURES: P4= -8 psf _ ZONE 5(FIELD)PRESSURES: PS= 18 psf ZONE 6(FIELD)PRESSURES: Pe= -3 psf ZONE 1 E(EDGE)PRESSURES: PIE= 24 psf ZONE 1 E(EDGE)PRESSURES: PIE_ -9 psf ZONE 2E(EDGE)PRESSURES: P2E= 13 PS f ZONE 2E(EDGE)PRESSURES: P2E_ -25 psf ZONE 3E(EDGE)PRESSURES: P3E_ -10 psf ZONE 3E(EDGE)PRESSURES: P3E_ -10 psf ZONE 4E(EDGE)PRESSURES: P4E_ -9 psf ZONE 4E(EDGE)PRESSURES: P4E_ -9 psf ZONE 5E(EDGE)PRESSURES: PsE= 22 psf ZONE 6E(EDGE)PRESSURES' PsE_ -7 psf PI-P4= 21 psf--8 psf= 27 psf PI-P4= -8 psf--8 psf= 0 psf PIE-P4E= 24 psf--9 psf= 33 psf PIE-P4E= -9 psf--9 PEI= 0psf P2-P3= 11 PEI--7 Psf= 18 psf P2-P3= -14 psf--6 psf= -S PEI P2E-P3E= 13 psf-.10 PEI= 23 psf P2E-P3E_ .25 psf-.10 psf= -15 psf PS-PG= 16 psf--3 psf= 19 psf PSE-PeE= 22 psf--7 psf= 29 psf BAN_ENGINEERING,P.C. C12O22I22D053lSHEARCALCS`OJH04T/ ESHEARCALCS.* 1916 QUAIL RIDGE RD..RALEIGH,NO 27GOS 15 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PERPENDICULAR TO RIDGE WALLS POSITIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:13.25 ft LENGTH x 9.5 ft HEIGHT= 126 ft� x 16 psf= 2016 Ibs MINIMUM 2nd FLOOR:13.25 ft LENGTH x 8.5 ft HEIGHT= 113 ft3 x 16 psf= 1808 Ibs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 26 psf(13.25 ft-8 ft)+32 psf(8 ft)x 9.5 ft= 3729 IDS CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 26 psf(13.25 ft-8 ft)+32 psf(8 ft)x 8.5 ft= 3336 Ibs APPLIED 1sl FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 3729 Ibs 140 R 12= 47 plf EACH ENDWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 3336 fos/40 It/2= 42 plf EACH ENDWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1 st FLOOR:13.25 It LENGTH x 9.5 ft HEIGHT= 126 ft2 x 16 psf= 2016 Ibs MINIMUM 2nd FLOOR:13.25 ft LENGTH x 8.5 It HEIGHT= 113 ft3 x 16 psf= 1808 Ibs MINIMUM CALCULATED 1 st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 27 psf(13.25 ft-8 ft)+33 psf(8 ft)x 9.5 It= 3855 Ibs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 27 psf(13.25 ft-8 ft)+33 psf(8 ft)x 8.5 It= 3449 IDS APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 3855 Ibs 140 ft 12= 48 plf EACH ENDWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 3449 lbs/40 It/2= 43 plf EACH ENDWALL ROOF POSITIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 13.25 ft LENGTH x 11.66 ft HEIGHT= 154 ft2 x 8 psf= 1232 Ibs MINIMUM CALCULATED NORMAL ROOF LOAD= 18 psf(13.25 ft-8 ft)+23 psf(8 ft)x 23.15 ft= 6447 IDS APPLIED NORMAL ROOF LOAD= 6447 Ibs/40 ft= 161 plf APPLIED LATERAL COMPONENT OF ROOF LOAD= 161 plf xsin 30.26' = 81 plf APPLIED VERTICAL COMPONENT OF ROOF LOAD= 161 plf x cos 30.26 = 139 plf APPLIED TOTAL LATERAL ROOF&CEILING DIAPHRAGM LOAD= (42 Ibs+81 Ibs)12= 62 plf EACH ENDWALL NEGATIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 13.25 ft LENGTH x 11.66 ft HEIGHT= 154 ft2 x 8 psf= 1232 IDS MINIMUM CALCULATED NORMAL ROOF LOAD= 18 psf(13.25 ft-8 ft)+23 psf(8 ft)x 23.15 ft= 6447 Ibs APPLIED NORMAL ROOF LOAD= 6447 Ibs/40 ft= 161 pH APPLIED LATERAL COMPONENT OF ROOF LOAD= 161 plf x sin 30.26° = 81 plf APPLIED VERTICAL COMPONENT OF ROOF LOAD= 161 pif x cos 30.26° = 139 plf APPLIED LATERAL ROOF&CEILING DIAPHRAGM LOAD= (43 Ibs+81 IDS)12= 62 plf EACH ENDWALL BARLOW ENGINEERING,P.C. C:12022V20053ZHEARCALCS'O#10477-A-ESHEARCALCS.H 1916 QUAIL RIDGE RD..RALEIGH,NC 27609 16 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PARALLEL TO RIDGE WALLS POSITIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1sl FLOOR:40 ft WIDTH x 9.5 ft HEIGHT= 380 ft2 x 16 psf= 6080 Ibs MINIMUM 2nd FLOOR:40 It WIDTH x 8.5 ft HEIGHT= 340 ft3 x 16 psf= 5440 Ibs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(40 ft-4 ft)+29 psf(4 ft)x 9.5 ft= 7600 Ibs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(40 ft-4 ft)+29 psf(4 ft)x 8.5 It= 6800 Ibs APPLIED 1 st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 7600 Ibs/13.25 ft 12= 287 pif EACH SIDEWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 6800 Ibs 113.25 ft/2= 257 plf EACH SIDEWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:40 ft WIDTH x 9.5 ft HEIGHT= 380 rye x 16 psf= 6080 Ibs MINIMUM 2nd FLOOR:40 ft WIDTH x 8.5 ft HEIGHT= 340 ft6 x 16 psf= 5440 Its MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(40 It-4 ft)+29 psf(4 ft)x 9.5 It= 7600 Ibs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(40 ft-4 ft)+29 psf(4 ft)x 8.5 It= 6800 Ws APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 7600 Ibs/13.25 ft/2= 287 plf EACH SIDEWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 6800 Ibs/13.25 ft!2= 257 plf EACH SIDEWALL ROOF(GABLE) POSITIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 40 ft WIDTH x 11.66 ft HEIGHT= 466 ft2 x 8 psf= 3728 Ibs MINIMUM CALCULATED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 19 psf(40 ft-4 ft)+29 psf(4 ft)x 23.15 ft= 18520 Ibs APPLIED GABLE LOAD= 18520 ills/13.25 ft= 1398 pif APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 6800 Ibs+18520 Ibs= 25320 Ibs 113.25 ft 12= 955 plf NEGATIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 40 ft WIDTH x 11.66 ft HEIGHT= 466 ft' x 8 psf= 3728 Ibs MINIMUM CALCULATED 2ndFLOOR GABLE CEILING DIAPHRAGM LOAD= 19 psf(40 ft-4,ft)+29 psf(4 ft)x 23.15 ft= 18520 Ibs APPLIED GABLE LOAD= 18520 Ibs 113.25 ft= 1398 pH APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 6800 Ibs+18520 Ibs= 25320 Ibs!13.25 ft 12= 955 plf LATERAL DIAPHRAGM LOADS FOR SHEARWALL CALCULATIONS WIND PERPENDICULAR TO RIDGE WALLS APPLIED lsl FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 48 plf APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 43 plf ROOF APPLIED LATERAL ROOF DIAPHRAGM LOAD= 81 plf WIND PARALLEL TO RIDGE WALLS APPLIED 1 st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 287 pif APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 257 pif ROOFfGABLEI APPLIED LATERAL ROOF DIAPHRAGM LOAD= 1398 plf APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 955 PK BARLOW ENGINEERING,P.C. C.UC22122005314 HEARCALGS`O lN77-A-ESHEARCALCS.* 1916 QUAIL RIDGE RD.,RALEIGH,NC 27609 17 WIND LOAD CALCULATIONS DESIGN INPUTS: 1st FLOOR BUILDING WIDTH(W,): 31.5 It FOUNDATION HEIGHT(HF): 2.08 It 2nd FLOOR BUILDING WIDTH(W2): 31.5 ft 1st FLOOR WALL HEIGHT(H,): 9.5 ft 1st FLOOR BUILDING LENGTH(L,): 20.42 It 2nd FLOOR WALL HEIGHT(H2): 8.5 ft 2nd FLOOR BUILDING LENGTH(1-2): 20.42 ft ft WIND SPEED: 136 rrph(Vuft) 105 mph(Vasd) STUD SPACING: 16 in TRUSS SPACING: 16 in (WIND BORNE DEBRIS PROTECTION ROOF PITCH: 7 /12 REQUIREMENTS ARE PROVIDED IN ROOF ANGLE(6): 30.26° ASCE 7-16,SECTION 26.12.3.1,pp.270) RISK CATEGORY: H(1.5-1,pp.4) WIND EXPOSURE CATEGORY: D (26.7.3,pp.266) ROOF HEIGHT(hr)= 9.18 ft hr/2= 4.59ft MEAN ROOF HEIGHT(h)= 26.67 It RAFTER LENGTH(LR)= 18.23 ft DETERMINE LENGTH"a"(30.3-1,pp.335): H 6 0W= . It 0. 0.4h= 10.6767 It MIN= 3.15 ft 0.04W= 1.26111 H' MIN= 3 It a= 3.15 ft ,ice L DETERMINE WIND LOADS PER ASCE 746: CONSTANTS: WIND VELOCITY(V): 105 mph(Vasd) DIRECTIONALITY FACTOR(Q: 0.85(26.6.pp.266) VEL.PRESS.EXP.COEF.(K,): 1.13(26.10-1,pp.268) GROUND ELEVATION FACTOR(Kj: 1(26.9-1,pp.268) MAX SPEED UP MOLT.for TOPO.FACTOR(K,): 0(26.8-1,pp.267) %._.00256 x KZ x Kv x Kd x Ke x VP= 27.11 psf(26.10.1,pp.268) REDUCTION FOR DISTANCE MOLT.for TOPO.FACTOR(K2): 0(26.8-1,pp.267) q,=qn=q:= 27.11 psf REDUCTION FOR HEIGHT MOLT,for TOPO.FACTOR(K3): 0(26.8-1.pp.267) GUST EFFECT FACTOR(G): 0.85(26.11.pp.269) K.:=(1-K,x K2 x K3)'= 1(26.8-1.pp.267) INTERNAL PRESS.COEF.(GC,,): 0.18(26.12,pp.270)& -0.18(26.13-1.pp.271) THE DESIGN WIND PRESSURE FOR C&C OF BUILDINGS SHALL NOT BE LESS THAN A NET PRESSURE OF 16 psf ACTING IN EITHER DIRECTION NORMAL TO THE SURFACE. (30.2.2,PP.333) BARLOW ENGINEERING,P.C. C:202212200 ZHEARCALCS'D=D477CENnRSHEARCALCSit 1916 CUML RIDGE RD.,RALEIGH,NC 27609 18 WIND LOAD CALCULATIONS COMPONENTS AND CLADDING: WALL LATERAL LOADS: 1st FLOOR: z1= 12.58 It EFFECTIVE WIND AREA=HI x STUD SPACING= 12.67 fO EFFECTIVE WIND AREA=H1 x 1-1113= 30.08 ft2 USE 13 ft2(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS(GCp): ZONE 4(FIELD): GCS= -1.07(30.3-1,pp.335) ZONE 5(EDGE): GCp5= .1.33(30.3-1,pp.335) H. I ZONES 4&5 POSITIVE: GCp4 a5= 0.97(30.3-1,pp.335) z. z HII' LOAD CALCULATIONS: \\W S 0 P=9n x(GCw,-GGCpn) (30.3.1.pp.335) psf \ % ZONE 4(FIELD)(-)PRESSURES: P4= -34 psf "" P4= -25 psf ZONE 5(EDGE)(-)PRESSURES: P6= -41 psf P,= -32 psf USE -34 psf WIND PRESSURE FOR ZONE 4(FIELD) ZONES 4&5 M PRESSURES: Pas= 22 psf USE -41 psf WIND PRESSURE FOR ZONE 5(EDGE) Pas= 32 psf USE 32 psf WIND PRESSURE FOR ZONES 4&5(POSITIVE) COMPONENTS AND CLADDING: WALL LATERAL LOADS: 2nd FLOOR: zz= 23.08 It EFFECTIVE WIND AREA=Hz x STUD SPACING= 11.33 112 EFFECTIVE WIND AREA=H3 x W3= 24.08 ft USE 12 ft2(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS(GCp): ZONE 4(FIELD): GCpq= .1.06(30.3-1,pp.335) ZONE 5(EDGE): GCP,_ 4.32(30.3.1.pp.335) ZONES 4&5 POSITIVE: GC14g1= 0.96(30.3.1,pp.335) H. 9 �5 h z,H, / LOAD CALCULATIONS: � a I a P=Qn x(GCan-GCpn) (30.3-1,pp.335) `.,H.`\ psf ZONE 4(FIELD)(-)PRESSURES: P4= -34 psf \ �: P4= .24 psf ZONE 5(EDGE)(-)PRESSURES: P,= 41 psf P,= -31 psf USE -34 psf WIND PRESSURE FOR ZONE 4(FIELD) ZONES 4&5 M PRESSURES: Pam,= 22 psf USE -41 psf WIND PRESSURE FOR ZONE 5(EDGE) P-= 31 psf USE 31 psf WIND PRESSURE FOR ZONES 4&5(POSITIVE) BAR—ENGPJEERING,P.C. Ci2OZ2Q20D53ZHEARCALCS' IN77-CENMRSHEARCALCS.tls 1916 QUAIL RIDGE RD.,RALEIGH,NC 27609 19 WIND LOAD CALCULATIONS COMPONENTS AND CLADDING: UPLIFT LOADS: 3 �a O 2 Q a O \a H,j a{ HIP ROOF v {I 3 �i \� 1 I % 1 .6 GABLE ROOF FLAT ROOF(B S 71) '�= 22.08 R EFFECTIVE WIND AREA=LR xTRUSS SPACING= 24.31 R2 EFFECTIVE WIND AREA=LR x LRI/3= 110.78 R2 USE 25 RS(26.2,pp.246) EXTERNAL PRESSURE COEFFICIENTS: ZONE 1(FIELD): GCFrr= -1.17 OVERHANG ZONE 1(FIELD):GCpr1DH= -1.97 ZONE 2e(EDGE): GCprSe= -1.17 OVERHANG ZONE 2e(EDGE):GCW—= .1.97 ZONE 2n(EDGE): GCf2,,= .1.54 OVERHANG ZONE 2n(EDGE):GCV2r,0H= .2.35 ZONE 2r(EDGE): GCp2r= -1.17 OVERHANG ZONE 2r(EDGE):GCm—, -1.97 ZONE 3e(CORNER): GCS= -1.87 OVERHANG ZONE 3e(CORNER):GC,= -2.66 ZONE 3r(CORNER): GCPSr= -1.54 OVERHANG ZONE 3r(CORNER):GCp r = -2.35 ALL ZONES POSITIVE: GCS= 0.63 LOAD CALCULATIONS: P=M x(GCm,-GC,,,) (30.3-1.pp.335) psf USE -37 psf WIND PRESSURE FOR ZONE 1(FIELD) USE .37 psf WIND PRESSURE FOR ZONE 2e(EDGE) ZONE 1(FIELD)0 PRESSURES: P1= -37 psf USE -47 psf WIND PRESSURE FOR ZONE 2n(EDGE) Pi= -27 psf USE .37 psf WIND PRESSURE FOR ZONE 2r(EDGE) ZONE 2e(EDGE)(-)PRESSURES: P2.= -37 psf USE .56 psf WIND PRESSURE FOR ZONE 3e(CORNER) Pee= -27 psf USE 47 psf WIND PRESSURE FOR ZONE 3r(CORNER) ZONE 2n(EDGE)(-1 PRESSURES: Pzr= -47 psf USE 22 psf WIND PRESSURE FOR ALL ZONES(POSITIVE) PAR= -37 psf ZONE 2r(EDGE)(-)PRESSURES: PN= -37 psf SIMPLIFIED: Pzr= -27 psf USE -37 psf WIND PRESSURE FOR ZONE 1(FIELD) ZONE 3e(CORNER)0 PRESSURES: Pae= .56 psf USE -47 psf WIND PRESSURE FOR ZONE 2(EDGE) Pie= -46 psf USE -56 psf WIND PRESSURE FOR ZONE 3(CORNER) ZONE 3r(CORNER)(-)PRESSURES: Par= -47 psf USE 22 psf WIND PRESSURE FOR ALL ZONES(POSITIVE) Par= -37 psf ALL ZONES W PRESSURES: Fr.s-a= 13 psf P—= 22 psf USE .59 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) USE .59 psf WIND PRESSURE FOR ZONE 2e OVERHANG(EDGE) USE .69 psf WIND PRESSURE FOR ZONE 2n OVERHANG(EDGE) USE .59 psf WIND PRESSURE FOR ZONE 2r OVERHANG(EDGE) USE -77 psf WIND PRESSURE FOR ZONE 3e OVERHANG(CORNER) ZONE 1(FIELD)(-)OH PRESSURES: P1= -59 psf USE -69 psf WIND PRESSURE FOR ZONE 3r OVERHANG(CORNER) P1= -49 psf ZONE 2e(EDGE)(-)OH PRESSURES: Pee= -59 psf SIMPLIFIED: Pie= -49 psf USE -59 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 2n(EDGE)(-)OH PRESSURES: Pzr,= -69 psf USE -69 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) P2.= -59 psf USE -77 psf WIND PRESSURE FOR ZONE 3 OVERHANG(CORNER) ZONE 2r(EDGE)(-1 OH PRESSURES: Per= .59 psf Pzr= -49 psf AS THE OVERHANG PRESSURE INCLUDES THE ABOVE UPLIFT, ZONE 3e(CORNER)(-)OH PRESSURES: PS.= -77 psf THE NET OVERHANG PRESSURE IS: PSe= .68 psf USE -22 psf WIND PRESSURE FOR ZONE 1 OVERHANG(FIELD) ZONE 3r(CORNER)(-1 OH PRESSURES: Par= -69 psf USE -22 psf WIND PRESSURE FOR ZONE 2 OVERHANG(EDGE) PS'= -59 psf USE -21 psf WIND PRESSURE FOR ZONE 3 OVERHANG(CORNER) THE WIND LOAD TO BE USED IN THE DESIGN OF THE MWFRS SHALL NOT BE LESS THAN 16 psf MULTIPLIED BY THE WALL AREA OF THE BUILDING, AND 8 psf MULTIPLIED BY THE ROOF AREA PROJECTED ONTO A VERTICAL PLANE NORMAL TO THE ASSUMED WIND DIRECTION.(28.3.4,PP.314) BARLOW ENGINEERING,P.C. 53LS C.�=12200HEARCALCS`0k10477LEM RSHEARCALCS.AI ISIS GUAL RIDGE RD.,RLIIGH,NC 27609 20 WIND LOAD CALCULATIONS MAIN WIND FORCE RESISTING SYSTEM (ENVELOPE PROCEDURE) 4 i \ 4 1 5 1 WINDWARD WINDWARD >28 CORNER CORNER ~a/�2a LOAD CASE A S LOAD CASE-9 (WIND FROM SIDEWALL) f < lug (WIND FROM ENDWALL) WIND WIND DIRECTION DIRECTION LOAD CASE A-WIND FROM SIDE WALL: f•— LOAD CASE B-WIND FROM END_WfALL: SIDE WALL: GCpt= 0.56 GCp1E=0.69 SIDE WALL: GC,,,= -0.45 GCpIE_-0.48 SIDE WALL: GCp2= 0.21 GCp2E=0.27 SIDE WALL: GCp2= -0.69 GCp2E=-1.07 SIDE WALL: GCpa= -0.43 GCE_.0.53 SIDE WALL: GCpa= -0.37 GC,,,,_-0.53 SIDE WALL: GCp4= -0.37 GO,,=-0.48 SIDE WALL: GCp4= -0.45 GCp4E=-0.48 END WALL: GCps= 0.4 GCpsE=0.61 END WALL: GCps= .029 GCp6E=-0.43 LOAD CALCULATIONS: P=9n x(GC,,-GCmI) (30.3-1.pp.335) Psf POSITIVE INTERNAL PRESSURE: LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM ENO WALL: ZONE 1(FIELDI PRESSURES: PI= 11 psf ZONE 1(FIELDI PRESSURES: Pt= -18 psf ZONE 2(FIELDI PRESSURES: P2= 1 Psf ZONE 2(FIELD)PRESSURES: P2= -24 psf ZONE 3(FIELD)PRESSURES: Pa= .17 psf ZONE 3(FIELD)PRESSURES: P3= -15 psf ZONE 4(FIELDI PRESSURES: P4= .15 Psf ZONE 4(FIELD)PRESSURES: P4= -18 Psf ZONE 5(FIELDI PRESSURES: PS= 6 psf ZONE 6(FIELDI PRESSURES: Ps= -13 psf ZONE 1 E(EDGE)PRESSURES: PIE= 14 psf ZONE I E(EDGE'PRESSURES: PIE_ .18 psf ZONE 2E(EDGE'PRESSURES: I'm= 3 psf ZONE 2E(EDGE'PRESSURES: P2E_ -34 psf ZONE 3E(EDGE)PRESSURES: P3E_ -20 psf ZONE 3E(EDGE'PRESSURES: PIE_ -20 psf ZONE 4E(EDGE'PRESSURES: P._ -18 psf ZONE 4E(EDGE)PRESSURES: P4E_ -18 psf ZONE 5E(EDGE)PRESSURES: PsE= 12 psf ZONE 6E(EDGE)PRESSURES: PsE_ -17 psf PI-P4= 11 psf--15 Psf= 26 psf PI-P4= -18 psf--18 psf= 0 psf PIE-P4E= 14 psf--l8 psf= 32 psf PIE-P4E= .18 psf--18 psf= 0Psf P2-Pa= 1 psf--17 psf- 18 psf P2-Pa= .24 psf--15 psf= -9 psf P2E-P3E= 3 psf--20 psf= 23 psf P2E-P3E_ -34 psf--20 psf= .14 psf Ps-Ps= 6 psf--13 psf= 19 psf P6E-PIE- 12 psf--17 psf= 29 psf NEGATIVE INTERNAL PRESSURE: LOAD CASE A-WIND FROM SIDE WALL: LOAD CASE B-WIND FROM END WALL: ZONE 1(FIELD)PRESSURES: PI= 21 psf ZONE 1(FIELD'PRESSURES: PI= -8 psf ZONE 2(FIELDI PRESSURES: P2= 11 psf ZONE 2(FIELD)PRESSURES: P2= .14 psf ZONE 3 fF1ELD1 PRESSURES: Pa= -7 psf ZONE 3(FIELD'PRESSURES: Pa= -0 Psf ZONE 4(FIELD)PRESSURES: P4= -6 Psf ZONE 4(FIELDI PRESSURES: P4= -8 psf ZONE 5(FIELDI PRESSURES: Ps= 16 psf ZONE 6(FIELDI PRESSURES: Ps= -3 psf ZONE tE(EDGE'PRESSURES: PIE= 24 psf ZONE I (EDGE)PRESSURES: PIE= -9 psf ZONE 2E(EDGEI PRESSURES: P2E= 13 psf ZONE 2E(EDGE)PRESSURES: PIE_ -25 psf ZONE 3E(EDGE)PRESSURES: P3E_ -10 Psf ZONE 3E(EDGE)PRESSURES: P3E_ -10 Psf ZONE 4E!EDGE)PRESSURES: P4E_ -9 Psf ZONE 4E(EDGE)PRESSURES: P._ -9 psf ZONE SE(EDGE)PRESSURES: PsE= 22 psf ZONE 6E(EDGE)PRESSURES: PsE_ -7 psf PI-P4= 21 psf--8 psf= 27 psf PI-P4= -8 Psf--6 Psf= 0 psf PIE-P4E= 24 psf--9 psf= 33 psf PIE-P4E= -9 psf..9psf= 0psf P2-Pa= 11 psf--7 psf= 18 psf P2-P3= .14 psf--6 psf= -8 psf PIE-P3E= 13 psf--10 psf= 23 psf P2E-P3E_ -25 psf-.10 psf= -15 psf Ps-P6= 16 psf--3 psf= 19 Psf P3E-P.E= 22 DO--7 psf= 29 psf BARLOW ENGINEERING,P.C. C:202212200.53ZHEARCALCS`Otll06T ENIERSHEARCALCS.ffi 19160UAIL RIDGE RD.,RALEIGH,NO 27669 21 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PERPENDICULAR TO RIDGE WALLS POSITIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1 st FLOOR:20.42 ft LENGTH x 9.5 ft HEIGHT= 194 fe x 16 psf= 3104 Ibs MINIMUM 2nd FLOOR:20.42 ft LENGTH x 8.5 8 HEIGHT= 174 fO x 16 psf= 2784 Ibs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 26 psf(20.42 ft-6.3 ft)+32 psf(6.3 ft)x 9.5 It= 5403 Ibs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 26 psf(20.42 ft-6.3 ft)+32 psf(6.3 ft)x 8.5 ft= 4634 Ibs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5403 Ibs!31.5 ft!2= 86 plf EACH ENDWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 4834 Ibs!31.5 ft 12= 77 pff EACH ENDWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:20.42 ft LENGTH x 9.5 It HEIGHT= 194 ft2 x 16 psf= 3104 Ibs MINIMUM 2nd FLOOR:20.42 ft LENGTH x 8.5 It HEIGHT= 174 113 x 16 psf= 2784 Ibs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= . 27 psf(20.42 ft-6.3 ft)+33 psf(6.3 ft)x 9.5 It= 5597 Ibs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 27 psf(20.42 ft-6.3 ft)+33 psf(6.3 ft)x 8.5 It= 5008 lbs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5597 Ibs 131.5 It/2= 89 111 EACH ENDWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 500B Ibs 131.5 It 12= 79 plf EACH ENDWALL ROOF POSITIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 20.42 ft LENGTH x 9.18 It HEIGHT= 187 ft2 x 8 psf= 1496 Ibs MINIMUM CALCULATED NORMAL ROOF LOAD= 18 psf(20.42 ft-6.3 ft)+23 psf(6.3 ft)x 18.23 It= 7275 lbs APPLIED NORMAL ROOF LOAD= 7275 Ibs/31.5 R= 231 plf APPLIED LATERAL COMPONENT OF ROOF LOAD= 231 pff x sin 30.26° = 116 p8 APPLIED VERTICAL COMPONENT OF ROOF LOAD= 231 plf x Cos 30.26° = 200 plf APPLIED TOTAL LATERAL ROOF&CEILING DIAPHRAGM LOAD= (77 Ibs+116 Ibs)/2= 97 plf EACH ENDWALL NEGATIVE INTERNAL PRESSURE: ROOF AREA NORMAL TO ASSUMED WIND DIRECTION: 20.42 ft LENGTH x 9.18 ft HEIGHT= 187 ftD x 8 psf= 1496 Ibs MINIMUM CALCULATED NORMAL ROOF LOAD= 18 psf(20.42 ft-6.3 ft)+23 psf(6.3 ft)x 18.23 It= 7275 lbs APPLIED NORMAL ROOF LOAD= 7275 Ibs 131.5 ft= 231 ptf APPLIED LATERAL COMPONENT OF ROOF LOAD= 231 pff x sin 30.26° = 116 pH APPLIED VERTICAL COMPONENT OF ROOF LOAD= 231 plf x Cos 30.26' = 200 pff APPLIED LATERAL ROOF&CEILING DIAPHRAGM LOAD= (79 Ibs+116 Ibs)/2= 98 pH EACH ENDWALL BARLOW ENGINEERING,P.C. C:120i2127OM5 HEARCALCB`O#lUn] ENIER3HEARCALC Aft 1916 QUAIL RIDGE RD.,RALEIGH,NC 276D9 22 WIND LOAD CALCULATIONS LATERAL DIAPHRAGM LOADS WIND PARALLEL TO RIDGE WALLS POSITIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1sl FLOOR:31.5 It WIDTH x 9.5 It HEIGHT= 299 ft2 x 16 psf= 4784 IDS MINIMUM 2nd FLOOR:31.5 It WIDTH x 8.5 ft HEIGHT= 268 ft3 x 16 psf= 4288 lbs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(31.5 It-3.15 ft)+29 psf(3.15 ft)x 9.5 ft= 5985 fbs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(31.5 ft-3.15 ft)+29 psf(3.15 ft)x 8.5 It= 5355 lbs APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5985 lbs!20.42 ft/2- 147 pff EACH SIDEWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5355 lbs/20.42 ft/2= 131 pIf EACH SIDEWALL NEGATIVE INTERNAL PRESSURE: WALL AREA NORMAL TO ASSUMED WIND DIRECTION: 1st FLOOR:31.5 ft WIDTH x 9.5 It HEIGHT= 299 ft� x 16 psf= 4784 lbs MINIMUM 2nd FLOOR:31.5 ft WIDTH x 8.5 fl HEIGHT- 268 ft3 x 16 psf= 4288 lbs MINIMUM CALCULATED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(31.5 ft-3.15 ft)+29 psf(3.15 ft)x 9.5 It= 5985 lbs CALCULATED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 19 psf(31.5 It-3.15 ft)+29 psf(3.15 ft)x 8.5 It= 5355 lbs APPLIED 1sl FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5985 lbs/20A2 ft/2= 147 pff EACH SIDEWALL APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 5355 63s 120.42 ft 12- 131 pff EACH SIDEWALL ROOF(GABLEI POSITIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 31.5 ft WIDTH x 9.18 ft HEIGHT= 289 ft2 x 8 psf= 2312 lbs MINIMUM CALCULATED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 19 psf(31.5 ft-3.15 ft)+29 psf(3.15 ft)x 18.23 ft= 11485 lbs APPLIED GABLE LOAD= 11485 lbs 120.42 It= 562 pIf APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 5355 lbs+11485 IDS= 16840 lbs/20.42 ft 12- 412 pl( NEGATIVE INTERNAL PRESSURE: GABLE AREA NORMAL TO ASSUMED WIND DIRECTION: 31.5 ft WIDTH x 9.18 It HEIGHT= 289 ft2 x 8 psf= 2312 lbs MINIMUM CALCULATED 2ndFLOOR GABLE CEILING DIAPHRAGM LOAD= 19 psf(31.5 ft-3.15 ft)+29 psf(3.15 ft)x 18.23 ft= 11485 0.3s APPLIED GABLE LOAD= 11485 IDS/20.42 ft= 562 pIf APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 5355 lbs+11485 lbs= 16840 lbs/20.42 It/2: 412 pff LATERAL DIAPHRAGM LOADS FOR SHEARWALL CALCULATIONS WIND PERPENDICULAR TO RIDGE WALLS APPLIED 1st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 69 plf APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 79 pff ROOF APPLIED LATERAL ROOF DIAPHRAGM LOAD= 116 pif WIND PARALLEL TO RIDGE WALLS APPLIED 1 st FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 0 pff APPLIED 2nd FLOOR LATERAL FLOOR&CEILING DIAPHRAGM LOAD= 0 pff ROOFfGABLEI APPLIED LATERAL ROOF DIAPHRAGM LOAD= 0 pH APPLIED 2nd FLOOR GABLE CEILING DIAPHRAGM LOAD= 0 pif BARLOW ENGINEERING,P.C. C:12022MW53ZHEARCALCS`ON1Un' EN RSHEARCALCS.tls t916 QUAIL RIDGE RD..RALEIGH,NO 2M9 23 Section 2 GARAGE SHEAR WALL CALCULATIONS "- 05/02/22 220053 24 SHEARWALL DESIGN h z, H, Py < Np� L W� .JOB INFORMATION: JOB NUMBER= 220053 PLAN NAME/NUMBER= 0#10477 FIRST FLOOR WIDTH(W1)= 13.21 ft MIN FIRST FLOOR SPAN(W1.)= 13.21 ft FIRST FLOOR LENGTH(1-1)= 16 ft ROOF SPAN(WR)= 13.21 ft FIRST FLOOR HEIGHT(1-11)= 9.5 ft ROOF PITCH= 5/12 TRUSS SPACING(TOC)= 16 in STUD SPACING(SOC)= 16 in WIND SPEED(Vult)= 136 mph EXPOSURE FACTOR= D BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS,xls RALEIGH,NC 27609 25 SHEARWALL DESIGN SHEARWALL SUMMARY: SHEATHING FASTENER SPACING MUST USE THE MORE RESTRICTIVE OF THAT SPECIFIED FOR APPLICABLE UPLIFT,SUCTION,AND SHEAR CONNECTIONS GARAGE ENDWALL: PORTAL FRAME EXTERIOR SHEATHING:7/16"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: N/A 4 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) USE A MINIMUM(2)PLY 2x12 SPF#2 HEADER SPANNING BETWEEN THE INNER FACES OF THE FIRST FULL HEIGHT OUTER STUDS OF EACH PANEL. FASTEN TOP PLATE TO HEADER WITH(2)ROWS OF 16d SINKER NAILS AT 3"O.C. THE WOOD STRUCTURAL PANEL SHALL EXTEND OVER THE HEADER AND BE FASTENED WITH 8d COMMON NAILS IN A 3"GRID PATTERN. HOLD DOWNS ARE SPECIFIED BELOW. FIRST FLOOR SIDEWALL#1: EXTERIOR SIDE EXTERIOR SHEATHING:7/16"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: N/A 2.7 ft FULL HEIGHT SHEATHING REQUIRED 16 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FIRST FLOOR SIDEWALL#2: PORCH SIDE EXTERIOR SHEATHING:7/16"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: N/A 4.3 ft FULL HEIGHT SHEATHING REQUIRED 7.5 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 7/16"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 7116"RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 26 SHEARWALL DESIGN SHEATHING SUMMARY: STANDARD CEILING SHEATHING: N/A STANDARD ROOF SHEATHING: USING NAILS: 7/16"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3 ft FOR ROOF ZONE 1(FIELD): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 6 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 4 in O.C.(CORNER) STANDARD ROOF SHEATHING: USING STAPLES: 7/16"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3 ft FOR ROOF ZONE 1(FIELD): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 4 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5'(MIN LEG)STAPLE AT 3 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 2 in O.C.(CORNER) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-GARAGE•SHEARCALCS.xls RALEIGH,NC 27609 27 SHEARWALL DESIGN CONNECTION SUMMARY: CONNECTIONS TO BE AS SPECIFIED OR EQUIVALENT UPLIFT CONNECTIONS TRUSS TO WALL STUD: SEE TRUSS CALCULATIONS OKAY FOR A SIMPSON H3 TIE WITH(8)0.131"x 1.5"NAILS TRUSS TO STUD OR OR PROVIDE A TRUSS TO STUD CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 187 Ibs 1st FLOOR STUD TO BOTTOM PLATE: OKAY FOR SIMPSON HS TIE WITH(10)0.148"x 1.5"NAILS EACH STUD LATERAL CONNECTIONS TRUSS TO TOP PLATE CONNECTION: USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR USE A MINIMUM OF(1)16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR PLATE TO PLATE CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 7 Ibs EACH EXTERIOR WALL USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5")NAIL(1 112"SIDE)AT 16 in O.C.PLATE TO PLATE OR PLATE TO STUD CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 10 plf USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD USE A MINIMUM OF(2)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD STUD TO BOTTOM PLATE CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 181 Ibs EACH END USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE OR TOP PLATE SPLICE LENGTH A CONNECTION TO RESIST A LATERAL LOAD OF 136 pff TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 4 in O.C. OR TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 4 in O.C. OR A CONNECTION TO RESIST A FORCE OF 388 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:V2022V220053GSHEARCALCSIO#10477-GARAGE-SHEARCALCS.xis RALEIGH,NC 27609 p 20 SHEARWALL DESIGN SHEAR CONNECTIONS GARAGE ENDWALL SHEAR CONNECTIONS SILL PLATE TO FOUNDATION CONNECTION: NO GOOD FOR 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) OR OKAY FOR 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 2320 Ibs(580 pI0 FIRST FLOOR ENDWALL SHEAR CONNECTIONS EACH PANELIZED WALL TO MAIN STRUCTURE: USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(STAGGERED)AT A MAXIMUM OF 3 in O.C. OR A CONNECTION TO RESIST A FORCE OF 1360 Ibs FIRST FLOOR SIDEWALL#1 SHEAR CONNECTIONS SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 1626 Ibs(124 plo FIRST FLOOR SIDEWALL#2 SHEAR CONNECTIONS SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 1626 Ibs(124 plo BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA20221220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 29 SHEARWALL DESIGN CORNER HOLD DOWNS FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON LSTHD8 OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 979 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 2137 Ibs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 979 Ibs FIRST FLOOR ENDWALL#1/SIDEWALL#2 CORNER: OKAY FOR A SIMPSON LSTHD8 OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 979 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 2836 Ibs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 979 Ibs FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER: NO HOLD DOWN REQUIRED OR DEAD LOAD EXCEEDS UPLIFT FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 1201 Ibs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 547 Ibs FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: OKAY FOR A SIMPSON LSTHD8 OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 972 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 2384lbs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 972lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022\2200531SHEARCALCSI0#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 30 SHEARWALL DESIGN DESIGN UPLIFT LOADS ROOF&CEILING ASSEMBLY DEAD LOAD= 15 psf WALL DEAD LOAD(WDL)= 12 psf UPLIFT CONNECTION LOAD: PER TRUSS P2106401 wup-= 187 Ibs x 12 in/ft/16 in O.C.= 141 plf TRUSS TO WALL STUD: CHECK STRAP: SIMPSON H3 TIE UP= 365 Ibs OKAY CHECK STRAP FASTENERS: 8 0.131"x 1.5'NAILS SEE TRUSS CALCULATIONS OKAY FOR A SIMPSON H3 TIE WITH(8)0.131"x 1.5"NAILS TRUSS TO STUD OR PROVIDE A TRUSS TO STUD CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 187 Ibs REQUIRED SIDEWALL STUD TIE DOWN LOADING: 1st FLOOR STUD TO BOTTOM PLATE: P1tp=141 plf x 16 in O.C./12 in/ft= 187 Ibs/STUD CHECK STRAP: SIMPSON H8 TIE Z= 710 Ibs OKAY CHECK STRAP FASTENERS: 10 0.148"x 1.5"NAILS OKAY FOR SIMPSON H8 TIE WITH(10)0.148"x 1.5"NAILS EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-GARAGE-SHEARCALCS,7ds RALEIGH,NC 27609 31 SHEARWALL DESIGN LATERAL LOAD AT ROORCEILING DIAPHRAGM WIND PERPENDICULAR TO RIDGE: rLl_Pe,= 10 plf(Vasd) WIND PARALLEL TO RIDGE: rLl_pera= 63 plf(Vasd) CEILING DIAPHRAGM SHEATHING STANDARD CEILING SHEATHING: N/A CEILING SHEATHING SHEAR CAPACITY(v,')= 0 plf ROOF DIAPHRAGM SHEATHING REQUIREMENTS USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L'wl_per/2= 16 ft`10 plf/2= 7 plf WR 13.21 ft STANDARD ROOF SHEATHING:7/16"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) ROOF SHEATHING SHEAR CAPACITY(v;)= 235 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 235 plf x 0.92= 216 plf NET DIAPHRAGM SHEAR CAPACITY(ve)=yr+V�= 216 plf+0 plf= 216 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L'WI_per 12= 16 ft'10 plf/2= 7 plf WR 13.21 ft STANDARD ROOF SHEATHING:7/16"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(F ROOF SHEATHING SHEAR CAPACITY(v;)= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 plf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY(v,)=yr+v�= 132 plf+0 plf= 132 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 32 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7 C&C PRESSURES USING NAILS: CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 67 psf(Vasd) SUCTION FORCE= 67 psf x 16 in O.C./12 in/ft= 89 plf 89 plf/50 Ibs/FASTENER = 1.8 FASTENERS/ft= 6 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 6 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 92 psf(Vasd) SUCTION FORCE= 92 psf x 16 in O.C./12 in/ft= 123 plf 123 pif/50 Ibs/FASTENER = 2.5 FASTENERS/ft= 4 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): P=l 107 psf(Vasd) SUCTION FORCE= 107 psf x 16 in O.C./12 in/ft= 143 plf 143 pif 150 Ibs/FASTENER = 2.9 FASTENERS/ft= 4 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 4 in O.C.(CORNER) USING STAPLES: CHECK FASTENERS: 16 ga x 1.5(MIN LEG)STAPLE PENETRATION ONTO MAIN MEMBER= 1 in W= 20 Ibs/in x 1 in x 1.6= 32 Ibs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 67 psf(Vasd) SUCTION FORCE= 67 psf x 16 in O.C.112 in/ft= 89 plf 89 plf/32 Ibs/FASTENER = 2.8 FASTENERS/ft= 4 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 4 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 92 psf(Vasd) SUCTION FORCE= 92 psf x 16 in O.C./12 in/ft= 123 plf 123 plf/32 Ibs/FASTENER = 3.9 FASTENERS/ft= 3 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 3 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): P=l 107 psf(Vasd) SUCTION FORCE= 107 psf x 16 in O.C./12 in/ft= 143 plf 143 pif/32 Ibs/FASTENER = 4.5 FASTENERS/ft= 2 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 2 in O.C.(CORNER) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA202212200531SHEARCALCS\O#10477-GARAGE-SHEARCALCS.Yls RALEIGH,NC 27609 33 SHEARWALL DESIGN FOR WALL ZONE 4(FIELD): STUD SPACING(SOC)= 16 in O.C. P=l 31 1psf(Vasd) STUD LOADING=31 psf x 16 in O.C./12 in/ft= 41 plf 41 plf = 0.9 FASTENERS/ft= 13 in O.C. 50 Ibs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. FOR WALL ZONE 5(EDGE): P=l psf(Vasd) STUD LOADING=38 psf x 16 in O.C./12 in/ft= 51 plf 51 plf = 1.1 FASTENERS/ft= 10 in O.C. 50 Ibs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0010477-GARAGE-SHEARCALCS,xIs RALEIGH,NC 27609 34 SHEARWALL DESIGN LATERAL FRAMING CONNECTION LOADS FROM WIND: TRUSS TO TOP PLATE CONNECTION: PC= 10pIfx16inO.C./12in/ft= 13lbs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 13 Ibs/109 Ibs/FASTENER = 0.2 FASTENERS USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 13 Ibs 1159 Ibs/FASTENER = 0.1 FASTENERS USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS PLATE TO PLATE CONNECTION: PC= 10 plf CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 10 plf/131 Ibs/FASTENER = 0.1 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 10 plf/192 Ibs/FASTENER = 0.1 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE PLATE TO STUD CONNECTION: PC= 38psfx9.5ft/2= 181 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 112"SIDE) Z= 82 Ibs x 1.6 x 0.67= 88 Ibs(ENDNAILED) 181 Ibs/88 Ibs/FASTENER = 2.1 FASTENERS USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.67= 129 Ibs(ENDNAILED) 181 Ibs/129 Ibs/FASTENER = 1.5 FASTENERS USE A MINIMUM OF(2)16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD STUD TO BOTTOM PLATE CONNECTION: PC= 38psfx9.5ft/2x12in/16inO.C.= 136 plf CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 136 plf 1131 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 136 plf/192 Ibs/FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022\220053\SHEARCALCS\O#10477-GARAGE-SHEARCALCS.)ds RALEIGH,NC.27609 35 SHEARWALL DESIGN TOP PLATE SPLICE LENGTH ROOF DIAPHRAGM LOADING(wl-per)= 10 plf FLOOR DIAPHRAGM LOADING(FLI-per)= 160 pff FLOOR DIAPHRAGM LOADING CONTROLS DIAPHRAGM CHORD FORCE= T= wi-per x L2 = 160 plf x 16 ft A 2= 388 Ibs 8xW 8x13.21ft CHECK FASTENERS: 2 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 82 Ibs x 1.6 = 131 Ibs REQUIRED SPLICE LENGTH: w/(2) 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 4 in O.C.T x do/12 in/ft = 388 Ibs x 4 in O.C./12 in /ft= 1 ft 2Z 2x131lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 4 in O.C. ALTERNATE: CHECK FASTENERS: 2 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 120 Ibs x 1.6 = 192 Ibs REQUIRED SPLICE LENGTH: w/(2)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C. T x do/12 in/ft = 388 Ibs x 4 in O.C./12 in /ft= 1 ft 2 Z 2 x 192 Ibs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@022V220053ISHEARCALCS\O#10477-GARAGE-SHEARCALCS.xls RALEIGH,NCB7609 36 SHEARWALL DESIGN LATERAL LOAD AT FLOOR DIAPHRAGM Ist FLOOR: WIND PERPENDICULAR TO RIDGE: FLLPe'= 160 plf(Vasd) WIND PARALLEL TO RIDGE: FLI,_= 63 pif(Vasd) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-GARAGE-SHEARCALCS.xls RALEIGH,NC 27609 37 SHEARWALL DESIGN GARAGE ENDWALL SHEATHING LENGTH REQUIREMENTS PORTAL FRAME FIRST FLOOR WIDTH(W1)= 13.21 ft FIRST FLOOR LENGTH(1-1)= 16 ft EXTERIOR SHEATHING: 7/16"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: N/A EXTERIOR FASTENER: 0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 3 in O.C.(EDGE) INTERIOR FASTENER SPACING: 0 in O.C.(EDGE) 12 in O.C.(FIELD) 0 in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 630 plf SHEARWALL STRENGTH(VWINT)= 0 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 0 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+(VWINT x CG x Cub)= (630 pif x 0.92 x 1)+(0 plf x 0 x 0)= 580 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(I—L;)= 4 ft PERCENT FULL HEIGHT SHEATHING= 100% MAX.UNRESTRAINED OPENING HEIGHT= Oft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rend1)=(L1 x I-per+L1 x wpper)/Nend+ADDITIONAL= Rends= 16 ft x 10 plf+16 ft x 160 plf/2+0 Ibs= 1360 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(Lsw)= Rend1/V = 1360 Ibs!580 plf= 2.34 ft SEGMENTED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LSW/CO= 2.34 It/1= 2.34 ft SEGMENTED FULL HEIGHT SHEATHING L SEGMENTED FULL HEIGHT SHEATHING REQUIRED=2.34 ft PROVIDED=4 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS,xIs RALEIGH,NC 27609 38 SHEARWALL DESIGN OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Reoc1 x H = UE2= 1360 Ibs x 9.5 ft = 979 Ibs 1LixCo 13.21ftx1 HORIZONTAL SHEAR: V= Rend = 1360 Ibs = 340 pff W 4ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 31 psf(Vasd) SUCTION FORCE= 31 psf x 16 in O.C./12 in/ft= 41 plf 41 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 38 psf(Vasd) SUCTION FORCE= 38 psf x 16 in O.C./12 in/ft= 151 plf 51 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 3 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) SHEAR CONNECTIONS: SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+L1 x(3/4*FL;.,,)12= V= 1360 Ibs+16 ft x(3/4*160 pin/2 2320 Ibs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 2320 Ibs/1840 Ibs/FASTENER = 1.3 FASTENERS NO GOOD FOR 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 2320 Ibs/2830 Ibs/FASTENER = 0.9 FASTENERS OKAY FOR 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\O#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 39 SHEARWALL DESIGN FIRST FLOOR ENDWALL MATING END FIRST FLOOR WIDTH(Wi)= 13.21 ft FIRST FLOOR LENGTH(1-1)= 16 ft WIND SHEARWALL REACTION(Rends)=(1-1 x d-pay+L,x w�pj/Naod+ADDITIONAL= Radl= 16ftx10plf+16ftx160pff/2+0lbs= 1360lbs HORIZONTAL SHEAR: V= Rend = 1360 Ibs = 72 plf/WALL W 9.5 ft 12 WALLS EACH PANELIZED WALL TO MAIN STRUCTURE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs(FACE NAILED) 1360 pff/192 Ibs/FASTENER/(2)ROWS = 3.6 FASTENERS/ft/ROW= 3 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(STAGGERED)AT A MAXIMUM OF 3 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-GARAGE-SHEARCALCS.xis RALEIGH,NC.27609 40 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS EXTERIOR SIDE FIRST FLOOR WIDTH(W1)= 13.21 ft FIRST FLOOR LENGTH(1-1)= 16 ft EXTERIOR SHEATHING:7/16"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: N/A EXTERIOR FASTENER: 0.131 x 2"(MIN)NAIL INTERIOR FASTENER: EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: in O.C.(EDGE) 12 in O.C.(FIELD) in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 335 plf SHEARWALL STRENGTH(VWINT)= 0 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0 BLOCKING ADJ.FACTOR(C b)= 1 BLOCKING ADJ.FACTOR(C�b)= 0 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x C b)+(VWiM x CG x C b)= (335 plf x 0.92 x 1)+(0 plf x 0 x 0)= 308 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(YL;)= 16 ft PERCENT FULL HEIGHT SHEATHING= 100% MAX.UNRESTRAINED OPENING HEIGHT= 0 ft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Ned) 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rends)=(W1 x d-p..+Wt x wFp..)/Nend+ADDITIONAL= Rend1=13.21 ft x 63 plf+13.21 ft x 63 plf/2+0 Ibs= 833 Ibs MIN.LENGTH PERFORATED SHEARWALLS(Lsw)= Rendi/V = 833 Ibs/308 pif= 2.7 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=Lsw/Co=2.7 ft/1= 2.7 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=2.7 ft PROVIDED=16 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 41 SHEARWALL DESIGN OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Renat x H = UE2=833 Ibs x 9.5 ft = 495 Ibs BLixCo 16ftx1 HORIZONTAL SHEAR: V= Rend = 833 Ibs = 52 plf L 16 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 31 psf(Vasd) SUCTION FORCE= 31 psf x 16 in O.C./12 in/ft= 41 pif 41 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 38 psf(Vasd) SUCTION FORCE= 38 psf x 16 in O.C./12 in/ft= 51 pV 51 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SHEAR CONNECTIONS: SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W1 x(3/4'FL4per)/2= V= 833 Ibs+13.21 ft x(314'160 plf)12 1626 Ibs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 1626 Ibs/1840 Ibs/FASTENER = 0.9 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (13.21 ft-2)/(1-1)= 72 in 1626 Ibs/1840 Ibs/FASTENER = 0.9 FASTENERS USE 1/2"DIA ANCHOR BOLT(2600 psi MIN£m,4.6 in MIN EMBEDMENT,2.2 In MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 1626 Ibs/2830 Ibs/FASTENER = 0.6 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (13.21 ft-2)/(1-1)= 72 in 1626 Ibs 12830 Ibs/FASTENER = 0.6 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,6.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA202212200531SHEARCALCSI0#10477-GARAGE-SHEARCALCS.Yls RALEIGH,NC 27609 42 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS PORCH SIDE FIRST FLOOR WIDTH(W1)= 13.21 ft FIRST FLOOR LENGTH(1-1)= 16 ft EXTERIOR SHEATHING:7/16"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: NIA EXTERIOR FASTENER: 0.131 x 2"(MIN)NAIL INTERIOR FASTENER: EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: in O.C.(EDGE) 12 in O.C.(FIELD) in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 335 plf SHEARWALL STRENGTH(VWINT)= 0 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 0 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cab)+(VWINT x CG x Cub)= (335 plf x 0.92 x 1)+(0 plf x 0 x 0)= 308 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(—IL;)= 7.5 ft PERCENT FULL HEIGHT SHEATHING= 47% MAX.UNRESTRAINED OPENING HEIGHT= 6.8 ft SHEAR ADJUSTMENT FACTOR(Ce)= 0.629(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nand)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rends)=(Ws x I'l-pam+W1 x WFpara)/Nend+ADDITIONAL= Rends= 13.21 ft x 63 plf+13.21 ft x 63 pff 12+0 Ibs= 833 Ibs MIN.LENGTH PERFORATED SHEARWALLS(Lsw)= Rend1/V = 833 Ibs/308 plf= 2.7 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=Lsw/Co=2.7 it/0.629= 4.3 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=4.3 It PROVIDED=7.5 It SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022V220053\SHEARCALCS\O#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 43 SHEARWALL DESIGN OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rendt x H = UE2=833 Ibs x 9.5 ft = 1678 Ibs 11-1xCo 7.5ftx0.629 HORIZONTAL SHEAR: V= Rend = 833 Ibs = 111 pif W 7.5 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 7/16"RATED SHEATHING(BLOCKED) PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 31 psf(Vasd) SUCTION FORCE= 31 psf x 16 in O.C./12 in/ft= 41 pif 41 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 7/16"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): P=l 38 psf(Vasd) SUCTION FORCE= 38 psf x 16 in O.C./12 in/ft= 51 pif 51 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 7116"RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) SHEAR CONNECTIONS: SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W1 x(3/4*FLFper)/2= V= 833 Ibs+13.21 ft x(3/4*160 plf)/2 1626 Ibs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 1626 Ibs/1840 Ibs/FASTENER = 0.9 FASTENERS BOLTSPACING= (W-2)/(N-1)= (13.21ft-2)/(1-1)= 72 in 1626 Ibs/1840 Ibs/FASTENER = 0.9 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 1626 Ibs/2830 Ibs/FASTENER = 0.6 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (13.21 ft-2)/(1-1)= 72 in 1626 Ibs/2830 Ibs/FASTENER = 0.6 FASTENERS USE 5/8"DIA ANCHOR BOLT(2600 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOIN ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 44 SHEARWALL DESIGN COMBINED CORNER HOLDDOWN REQUIREMENTS UPLIFT FORCES:(SEE ABOVE FOR CALCULATIONS) 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE1)= 979 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US1)= 495 Ibs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US1)= 1678 Ibs DEAD LOADS: FIRST FLOOR WIDTH(W7)= 13.21 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR LENGTH(1-1)= 16 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR HEIGHT(HI)= 9.5 ft ROOF&CEILING ASSEMBLY DEAD LOAD(RDL)= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\202212200531SHEARCALCSI0#10477-GARAGE-SHEARCALCS.xls RALEIGH,NC 27609 45 SHEARWALL DESIGN FIRST FLOOR CORNER HOLD DOWN CONNECTIONS FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 979 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 495 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10psfx13.21ftx16ft/8= 159lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 13.21 ft!2= 452 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 16 ft 12= 547 Ibs TOTAL DEAD LOAD= 1158 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 979 Ibs-1158 Ibs= 979 Ibs HOLDDOWN FORCE= 979 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 2137 Ibs CHECK STRAP: SIMPSON LSTHD8 Z= 2270 Ibs 2270lbs > 979lbs OKAY OKAY FOR A SIMPSON LSTHD8 CHECK STUDS: FOR SIMPSON LSTHD8 A MINIMUM OF 2 STUD(S)ARE REQUIRED 979 Ibs TENSION = 1 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 979 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 979 Ibs/131 Ibs/FASTENER/ 2 ROWS = 3.8 ROWS= 48 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 979 plf/192 Ibs/FASTENER/ 2 ROWS = 2.6 ROWS= 64 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 979 plf 1288 Ibs/FASTENER! 2 ROWS = 1.7 ROWS= 96 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA20221220053\SHEARCALCS\=0477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 46 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1/SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#1/SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 979 Ibs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 1678 Ibs list FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10 psf x13.21ftx16ft/8= 159lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 13.21 ft 12= 452 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 16 ft 12= 547 Ibs TOTAL DEAD LOAD= 1158 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1678 Ibs-1158 Ibs= 979 Ibs HOLDDOWN FORCE= 979 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 2836 Ibs CHECK STRAP: SIMPSON LSTHD8 Z= 2270 Ibs 2270lbs > 979lbs OKAY OKAY FOR A SIMPSON LSTHD8 CHECK STUDS: FOR SIMPSON LSTHD8 A MINIMUM OF 2 STUD(S)ARE REQUIRED 979 Ibs TENSION = 1 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 979 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 979 Ibs/131 Ibs/FASTENER/ 2 ROWS = 3.8 ROWS= 48 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 979 plf/192 Ibs/FASTENER/ 2 ROWS = 2.6 ROWS= 64 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 979 plf/288 Ibs/FASTENER/ 2 ROWS = 1.7 ROWS= 96 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. IM QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xis RALEIGH,NC 27609 47 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 0 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 495 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10psfx13.21ftx16ft18= 159lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 13.21 ft 12= 0 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 16 ft/2= 547 Ibs TOTAL DEAD LOAD= 706 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 495 Ibs-706 Ibs= -211 Ibs HOLDDOWN FORCE= 0 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 1201 Ibs CHECK STRAP: N/A Z= N/A Ibs N/A Ibs N/A 0 Ibs NIA NO PHYSICAL HOLDDOWN REQUIRED CHECK STUDS: FOR N/A A MINIMUM OF N/A STUD(S)ARE REQUIRED 0 Ibs TENSION = 0 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 547 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 547 Ibs/131 Ibs/FASTENER/ 2 ROWS = 2.1 ROWS= 64 in O.C. USE(2)ROWS OF 8d(0.131"x 2.6")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 547 plf/192 Ibs/FASTENER/ 2 ROWS = 1.5 ROWS= 96 in O.C. USE(2)ROWS OF 16d(0.162"x 3.6")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 547 plf/288 Ibs/FASTENER/ 2 ROWS = 1 ROWS= 192 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 48 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 0 Ibs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 1678 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10 psf x13.21ftx16ft/8= 159lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 13.21 ft 12= 0 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 16 ft/2= 547 Ibs TOTAL DEAD LOAD= 706 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1678 Ibs-706 Ibs= 972 Ibs HOLDDOWN FORCE= 972 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 2384 Ibs CHECK STRAP: SIMPSON LSTHD8 Z= 2270 Ibs 2270lbs > 972lbs OKAY OKAY FOR A SIMPSON LSTHD8 CHECK STUDS: FOR SIMPSON LSTHD8 A MINIMUM OF 2 STUD(S)ARE REQUIRED 972 Ibs TENSION = 1 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 972 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 972 Ibs/131 Ibs/FASTENER/ 2 ROWS = 3.8 ROWS= 48 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 972 plf/192 Ibs/FASTENER/ 2 ROWS = 2.6 ROWS= 64 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 972 plf 1288 Ibs/FASTENER/ 2 ROWS = 1.7 ROWS= 96 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-GARAGE-SHEARCALCS.xIs RALEIGH,NC 27609 49 Section 3 MODULES A-E SHEAR WALL CALCULATIONS X � 05102/22 220053 50 SHEARWALL DESIGN Py << \ P-5`O 2�F`�a�NOW4 vca��0o xsr OOR ODlg� ' pC40 1��Fv H. q44 l\ L W�.. JOB INFORMATION: JOB NUMBER= 220053 PLAN NAME/NUMBER= LEGACY O#10477-"A-E"MODULES FIRST FLOOR WIDTH(Wi)= 40 ft MIN FIRST FLOOR SPAN(W1•)= 15.75 ft FIRST FLOOR LENGTH(1-1)= 13.25 ft SECOND FLOOR WIDTH(W2)= 40 ft MIN SECOND FLOOR SPAN(W2)= 15.75 ft SECOND FLOOR LENGTH(1-2)= 13.25 ft ROOF SPAN(WR)= 31.5 ft FIRST FLOOR HEIGHT(1-11)= 9.5 ft SECOND FLOOR HEIGHT(1-12)= 8.5 ft ROOF PITCH= 7/12 TRUSS SPACING(TOC)= 16 in STUD SPACING(SOC)= 16 in WIND SPEED(Vasd)= 105 mph=136 mph(Vult) EXPOSURE FACTOR= D BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C12 02 2122 0 0 5 3\SHEARCALCSIOM 0477-A-E-SHEARCALCS.xi. RALEIGH,NC 2760E 51 SHEARWALL DESIGN SHEARWALL SUMMARY: SHEATHING FASTENER SPACING MUST USE THE MORE RESTRICTIVE OF THAT SPECIFIED FOR APPLICABLE UPLIFT,SUCTION,AND SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1: EXTERIOR END EXTERIOR SHEATHING: 19132"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:518"GWB(UNBLOCKED)wl FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 1.7 ft FULL HEIGHT SHEATHING REQUIRED 14.25 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR ENDWALL#2: "G-H"MODULE END EXTERIOR SHEATHING: 19132"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 7.81 ft FULL HEIGHT SHEATHING REQUIRED 33.33 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR SIDEWALL#1: BEDROOM#3 SIDE 3.83 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 4.3 ft FULL HEIGHT SHEATHING REQUIRED 7.2 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR SIDEWALL#2: BEDROOM#2 SIDE 1 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)wl FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 2.59 ft FULL HEIGHT SHEATHING REQUIRED 7.2 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C.'=2M20053\SHEARCALCS%O#10477-A-ESHEARCALCS.As RALEIGH,NC 27609 52 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1: EXTERIOR END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 2.36 ft FULL HEIGHT SHEATHING REQUIRED 32.5 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FIRST FLOOR ENDWALL#2: "C-D"MODULE END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)wl FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 14.72 ft FULL HEIGHT SHEATHING REQUIRED 14.75 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) FIRST FLOOR SIDEWALL#1: KITCHEN SIDE 3.83 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 5.68 ft FULL HEIGHT SHEATHING REQUIRED 7 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) FIRST FLOOR SIDEWALL#2: BATH#1 SIDE 1 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 6.69 ft FULL HEIGHT SHEATHING REQUIRED 9.1 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19/32"RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-A-E-SHEARCALCS.YIs RALEIGH,NC 27609 53 SHEARWALL DESIGN SHEATHING SUMMARY: STANDARD CEILING SHEATHING: 1/2"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) STANDARD ROOF SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR ROOF ZONE 1(FIELD):ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 10 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE):ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER):ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) STANDARD ROOF SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR ROOF ZONE 1(FIELD):ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE):ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5'(MIN LEG)STAPLE AT 5 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER):ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 4 in O.C.(CORNER) STANDARD 2ND FLOOR SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 2ND FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)wl 16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1st FLOOR SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1st FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@022\2200534SHEARCALCSIO#10477-A-E-SHEARCALCS.)ds RALEIGH,NC 27609 54 SHEARWALL DESIGN CONNECTION SUMMARY: CONNECTIONS TO BE AS SPECIFIED OR EQUIVALENT UPLIFT CONNECTIONS TRUSS TO CEILING BAND: SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5")NAIL(1 112"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 Ibs 2nd FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5")NAIL(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR USE 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(15)16 ga x 2.5'x 7116"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5'NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 468 Ibs/STUD 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: USE 8d(0.131"x 2.5")NAIL(7/16"SIDE)AT 5 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR USE 16 ga x 2.5'x 7116"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON GS20 STRAP WITH(5)0.131"x 2.5'NAILS EACH STUD LOCATION OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH STUD LOCATION OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 plf 1st FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x 2.5')NAIL(7116"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(6) 8d(0.131"x 2.5")NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR USE 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSS SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(9)16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5'NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 plf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2 0 22122 0 0 5 3\SHEARCALCSNO#70477-A-E-SHEARCALCSxIs RALEIGH,NC 27609 55 SHEARWALL DESIGN LATERAL CONNECTIONS TRUSS TO TOP PLATE CONNECTION: USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR PLATE TO PLATE CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 54 Ibs EACH EXTERIOR WALL USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR PLATE TO STUD CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 81 plf USE A MINIMUM OF(3) 8d(0.131"x 2,5")NAIL(1 112"SIDE)(ENDNAILED)EACH END OF EACH STUD USE A MINIMUM OF(2)16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 195 Ibs EACH END USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE OR TOP PLATE SPLICE LENGTH A CONNECTION TO RESIST A LATERAL LOAD OF 147 plf TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 4 in O.C. OR TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5")NAIL(1 112"SIDE)AT 4 in O.C. OR A CONNECTION TO RESIST A FORCE OF 45 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022I220053\SHEARCALCS\O#10477-A-ESHEARCALCS.xis RALEIGH,NC 27609 56 SHEARWALL DESIGN SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 58 pff SECOND FLOOR ENDWALL 4t2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 84 plf FIRST FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND SILL PLATE CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 35 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 2567 lbs(65 plf) FIRST FLOOR ENDWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 10 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 591 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 1434 Ibs(36 plf) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS,xIs RALEIGH,NC 27609 57 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 440 plf SECOND FLOOR CEILING COLLECTORS COLLECTOR 1-3 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 846 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1968 COLLECTOR 2-3 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(6)0.131"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 706 lbs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1643 SECOND FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 10 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 40 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 115 plf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, GA20221220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.xls RALEIGH,NC 27609 58 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND SILL PLATE CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 12 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 531 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 4440 Ibs(111 pI0 FIRST FLOOR CEILING COLLECTORS COLLECTOR 1-2 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 980 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2391 COLLECTOR 2-2 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 818 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1997 FIRST FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE I RIMBAND CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 5 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 7 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 256 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 3052 Ibs(77 pIf) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-A-E-SHEARCALCS.xIs RALEIGH,NC 27609 59 SHEARWALL DESIGN FIRST FLOOR COLLECTORS COLLECTOR 1-1 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(4)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(10)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 1198 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2672 COLLECTOR 2-1 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 1000 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2231 ENDWALL#2 FLOOR COLLECTOR NO GOOD FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR N/A EACH END N/A EACH END OR OKAY FOR A SIMPSON CMSTCI6 STRAP WITH(50)0.148"x 3.25'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 8035 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=19284 BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA202212200531SHEARCALCSI0#10477-A-E-SHEARCALCS.'As RALEIGH,NC 27609 60 SHEARWALL DESIGN CORNER HOLD DOWNS SECOND FLOOR ENDWALL#1/SIDEWALL 41 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1791 Ibs THE DOWNWARD FORCE IS 5695 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1791 Ibs SECOND FLOOR ENDWALL#1/SIDEWALL#2 CORNER: NO HOLD DOWN REQUIRED NIA N/A OR N/A OR NIA ACROSS FLOOR/CEILING LINE OR DEAD LOAD EXCEEDS UPLIFT THE DOWNWARD FORCE IS 3431 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1040 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.xIs RALEIGH,NC 27609 61 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2/SIDEWALL#1 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5'NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5'NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1791 Ibs THE DOWNWARD FORCE IS 5695Ibs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1791 Ibs SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER: NO HOLD DOWN REQUIRED N/A N/A OR N/A OR N/A ACROSS FLOOR/CEILING LINE OR DEAD LOAD EXCEEDS UPLIFT THE DOWNWARD FORCE IS 3431 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1040 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCS\0#10477-A-E-SHEARCALCS.Yls RALEIGH,NC 27609 62 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON STHD14RJ OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 2872 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 10024 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 11 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 23 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2872 Ibs FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 END: NO HOLD DOWN REQUIRED OR DEAD LOAD EXCEEDS UPLIFT FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 1570Ibs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 858 Ibs FIRST FLOOR SIDEWALL#2 AT ENDWALL#1 SIDE: OKAY FOR A SIMPSON STHD10RJ OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 2510 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 4226 Ibs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 12 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 23 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2510 Ibs FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON HD713 w/(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 4352 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 11504 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 7 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 112"SIDE)PLY-TO-PLY AT 10 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 4352 Ibs FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: OKAY FOR A SIMPSON HD7B w/(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 4352 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 11504 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 7 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 10 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 4352 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSIO#10477-A-E-SHEARCALCS.Yis RALEIGH,NC 27609 63 SHEARWALL DESIGN DESIGN UPLIFT LOADS ROOF&CEILING ASSEMBLY DEAD LOAD= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf UPLIFT CONNECTION LOAD: PER TRUSS 210009-TR7-31-6-2 wup-= 467 Ibs x 12 infft/16 in O.C.= 351 plf TRUSS TO CEILING BAND: STANDARD CONNECTION: (4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 480 Ibs x 1.6 x 0.67= 515 Ibs ADDITIONAL TIE(S)REQUIRED FOR TRUSS TIE DOWN: 467 Ibs-515 Ibs= -48 Ibs ADDITIONAL= N/A CHECK STRAP: N/A UP= NIA Ibs NIA CHECK STRAP FASTENERS: NIA N/A ALTERNATE: CHECK STRAP: N/A UP= N/A Ibs NIA CHECK STRAP FASTENERS: N/A N/A SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND WITH NO ADDITIONAL BOTTOM CHORD TO BAND PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.xIs RALEIGH,NC 27609 64 SHEARWALL DESIGN REQUIRED SIDEWALL STUD TIE DOWN LOADING: 2nd FLOOR STUD TO CEILING&FLOOR BANDS: P2V=351 plf x 16 in O.C./12 in/ft= 468 Ibs/STUD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(7116"SIDE) Z= 60 Ibs x 1.6= 96 Ibs 351 plf/96 Ibs/FASTENER= 3.66 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 Ibs/STUD/ Ibs/FASTENER= 4.9 FASTENERS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5")NAIL(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE) Z= 40 Ibs x 1.6= 64 Ibs 351 plf/64 Ibs/FASTENER= 5.48 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7116"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 Ibs/STUD/ Ibs/FASTENER= 7.3 FASTENERS USE A MINIMUM TOTAL OF(15)16 ga x 2.5"x 7116"STAPLE(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 468 Ibs/STUD/128 Ibs/FASTENER= 1.8 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 468 Ibs/STUD/86 Ibs/FASTENER= 2.7 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 Ibs/FASTENER 468 Ibs/STUD 164 Ibs/FASTENER= 7.3 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE:, CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCSAx RALEIGH,NC 27609 65 SHEARWALL DESIGN 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: P2ffi=1351 plf-(0.6 x 12 psf x 8.5 ft+10 psf x 15.75 ft/2)] = 211 plf 281 Ibs x 16 in O.C./12 in/ft= 281 Ibs!STUD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(7/16"SIDE) Z= 60 Ibs x 1.6= 96 Ibs 211 plf/96 Ibs/FASTENER= 2.2 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 5 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND ALTERNATE: 16 ga x 2.5'x 7/16"STAPLE(7/16"SIDE) Z= 40 Ibs x 1.6= 64 Ibs 211 plf/64 Ibs/FASTENER= 3.3 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7116"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 281 Ibs/STUD 1128 Ibs I FASTENER= 1.1 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 281 Ibs/STUD/86 Ibs/FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5'x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 Ibs/FASTENER 281 Ibs/STUD/64 Ibs/FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH STUD LOCATION ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH STUD LOCATION BARLOW ENGINEERING,P.C. 1216 QUAIL RIDGE RD, C:120221220053\SHEARCALCSk=0477-A-E-SHEARCALCS.xls RALEIGH,NC 27609 66 SHEARWALL DESIGN 1st FLOOR STUD TO CEILING&FLOOR BANDS: P1.e= Pam,= 211 plf 281lbsISTUD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(7/16"SIDE) Z= 60 Ibs x 1.6= 96 Ibs 211 plf/96 Ibs/FASTENER= 2.2 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 Ibs/STUD/ Ibs/FASTENER= 2.9 FASTENERS USE A MINIMUM TOTAL OF(6) 8d(0.131"x 2.5")NAIL(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5 x 7/16"STAPLE(7/16"SIDE) Z= 40 Ibs x 1.6= 64 Ibs 211 plf 164 Ibs/FASTENER= 3.3 FASTENERS I ft USE 16 ga x 2.5"x 7116"STAPLE(7116"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 Ibs/STUD I Ibs/FASTENER= 4.4 FASTENERS USE A MINIMUM TOTAL OF(9)16 ga x 2.5"x 7116"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs x 1.6= 1522 OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs 281 Ibs/STUD 180 Ibs/FASTENER= 1.8 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 281 Ibs/STUD 186 Ibs/FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs/FASTENER 281 Ibs/STUD 164 Ibs I FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5 NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA202212200531SHEARCALCSIO#10477-A-E-SHEARCALCS.xis RALEIGH,NC 27609 67 SHEARWALL DESIGN LATERAL LOAD AT ROOF/CEILING DIAPHRAGM WIND PERPENDICULAR TO RIDGE: d-per= 81 plf(Vasd) WIND PARALLEL TO RIDGE: d-para= 1398 plf(Vasd) CEILING DIAPHRAGM SHEATHING STANDARD CEILING SHEATHING: 1/2"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) CEILING SHEATHING SHEAR CAPACITY(v,')= 75 plf ROOF DIAPHRAGM SHEATHING REQUIREMENTS USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L*wl-w/2= 13.25 ft*81 plf/2= 18 plf WR 31.5 ft STANDARD ROOF SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) ROOF SHEATHING SHEAR CAPACITY(v;)= 300 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 300 plf x 0.92= 276 plf NET DIAPHRAGM SHEAR CAPACITY(v")=v,+va= 276 plf+75 plf= 351 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L-wl-py,12= 13.25 ft*81 plf/2= 18 plf WR 31.5 ft STANDARD ROOF SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)wl 16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD ROOF SHEATHING SHEAR CAPACITY(v,)= 160 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 160 plf x 0.85= 136 plf NET DIAPHRAGM SHEAR CAPACITY(v")=v,+v,= 136 plf+75 plf= 211 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\O#l0477-A-E-SHEARCALCS.)ds RALEIGH,NC 27609 68 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7 C&C PRESSURES USING NAILS: CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 39 psf(Vasd) SUCTION FORCE= 39 psf x 16 in O.C./12 in/ft= 52 plf 52 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 10 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 49 psf(Vasd) SUCTION FORCE= 49 psf x 16 in O.C./12 in/ft= 65 plf 65 plf 150 Ibs/FASTENER = 1.3 FASTENERS 1 ft= 9 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 58 psf(Vasd) SUCTION FORCE= 58 psf x 16 in O.C./12 in/ft= 77 pif 77 plf/50 Ibs/FASTENER = 1.6 FASTENERS/ft= 7 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) USING STAPLES: CHECK FASTENERS: 16 ga x 1.5"(MIN LEG)STAPLE PENETRATION ONTO MAIN MEMBER= 1 in W= 20 Ibs/in x 1 in x 1.6= 32 Ibs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 39 psf(Vasd) SUCTION FORCE= 39 psf x 16 in O.C./12 in/ft= 52 plf 52 plf/32 Ibs/FASTENER = 1.7 FASTENERS/ft= 7 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 49 psf(Vasd) SUCTION FORCE= 49 psf x 16 in O.C./12 in/ft= 65 plf 65 plf 132 Ibs/FASTENER = 2.1 FASTENERS/ft= 5 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 5 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 58 psf(Vasd) SUCTION FORCE= 58 psf x 16 in O.C./12 in/ft= 77 pif 77 plf 132 Ibs/FASTENER = 2.5 FASTENERS/ft= 4 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 4 in O.C.(CORNER) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCSI0#10477-A-E-SHEARCALCS.xis RALEIGH,NC 27609 69 SHEARWALL DESIGN FOR WALL ZONE 4(FIELD): STUD SPACING(SOC)= 16 in O.C. p= 34 psf(Vasd) STUD LOADING=34 psf x 16"o.c./12"1 ft= 45 plf 45 plf = 0.9 FASTENERS/ft= 13 in O.C. 50 Ibs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) STUD LOADING=41 psf x 16"o.c./12"/ft= 55 plf 55 plf = 1.1 FASTENERS/ft= 10 in O.C. 50 Ibs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C*.V022\220053NSHEARGALCS\O#1 D477-A-ESHEARCALCS.Xls RALEIGH,NC 27609 70 SHEARWALL DESIGN LATERAL WALL LOAD AT FLOORICEILING DIAPHRAGM 1 st FLOOR: WIND PERPENDICULAR TO RIDGE: wl-per= 48 plf(Vasd) WIND PARALLEL TO RIDGE: wl-para= 287 pif(Vasd) 2nd FLOOR: WIND PERPENDICULAR TO RIDGE: wl-per= 43 plf(Vasd) WIND PARALLEL TO RIDGE: wl-para= 257 pif(Vasd) LATERAL FRAMING CONNECTION LOADS FROM WIND: TRUSS TO TOP PLATE CONNECTION: PC= 81 plf x 16 in O.C./12 in/ft= 108 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 108 lbs/109 lbs/FASTENER = 1 FASTENERS USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 108 Ibs/159 Ibs/FASTENER = 0.7 FASTENERS USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS PLATE TO PLATE CONNECTION: PC= 81 plf CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 81 pif/131 Ibs/FASTENER = 0.7 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 81 pif/192 Ibs/FASTENER = 0.5 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE PLATE TO STUD CONNECTION: PC= 41 psfx9.5ft/2= 1951bs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.67= 88 Ibs(ENDNAILED) 195 Ibs/88 Ibs/FASTENER = 2.3 FASTENERS USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(1 112"SIDE)(ENDNAILED)EACH END OF EACH STUD ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.67= 129 Ibs(ENDNAILED) 195 Ibs 1129 Ibs/FASTENER = 1.6 FASTENERS USE A MINIMUM OF(2)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: PC= 41psfx9.5ft/2x12in/16inO.C.= 147p1f CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 147 plf 1131 Ibs/FASTENER = 1.2 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 147 plf/192 Ibs/FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-A-E-SHEARCALCS.xl. "LEIGH,NC 27609 71 SHEARWALL DESIGN TOP PLATE SPLICE LENGTH ROOF DIAPHRAGM LOADING(wl-per)= 81 plf FLOOR DIAPHRAGM LOADING(FLI-per)= 48 plf ROOF DIAPHRAGM LOADING CONTROLS DIAPHRAGM CHORD FORCE= T= wl-per'L2 = 81 Of x 13.25 ft"2= 45 Ibs 8'W 8x40ft CHECK FASTENERS: 2 8d(0.131"x 2.5")NAIL(1 112"SIDE) SPACED AT 4 in O.C. Z= 82 Ibs x 1.6 = 131 Ibs REQUIRED SPLICE LENGTH: wl(2) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 4 in O.C.T x do/12 in/ft = 45 Ibs x 4 in O.C./12 in /ft= 1 ft 2Z 2x131lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft wl(2)ROWS 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 4 in O.C. ALTERNATE: CHECK FASTENERS: 2 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 120 Ibs x 1.6 = 192 Ibs REQUIRED SPLICE LENGTH: e w/(2)16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 4 in O.C.T x do 112 in/ft = 45 Ibs x 4 in O.C./12 in /ft= 1 ft 2 Z 2 x 192 Ibs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft wl(2)ROWS 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C9202212200531SHEARCALCS\O#10477-A-ESHEARCALCS.Xis RALEIGH,NC 27609 72 SHEARWALL DESIGN FLOOR DIAPHRAGM SHEATHING REQUIREMENTS 2nd FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FLI-per 12= 13.25 ft x 257 plf/2= 43 plf WR 40 ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v,)= 255 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 plf x 0.92= 235 plf NET DIAPHRAGM SHEAR CAPACITY NO=v,+vc= 235 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x wLPer/2= 13.25 ft x 257 plf/2= 43 plf WR 40 ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD FLOOR SHEATHING SHEAR CAPACITY(vr)= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 plf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY(vn)=vr+vc= 132 plf+75 plf= 207 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA20221220053\SHEARCALMOM 0477-A-E-SHEARCALCS.xis RALEIGH,NC 27609 73 SHEARWALL DESIGN 1st FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FLI.p.,/2= 13.25 ft x 287 plf/2= 48 plf WR 40 ft STANDARD 1st FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)wl 0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v;)= 255 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 plf x 0.92= 235 plf NET DIAPHRAGM SHEAR CAPACITY(v)=v,+v,= 235 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x FLI-Pe,/2= 13.25 ft x 287 plf 12= 48 plf WR 40 ft STANDARD 1st FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD FLOOR SHEATHING SHEAR CAPACITY(vr)= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 plf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY NJ= 132 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C.-M22\2200534SHEARCALMOM 0477-A-E-SHEARCALCS.xis RALEIGH,NC 27609 74 SHEARWALL DESIGN SECOND FLOOR ENDWALL#1 SHEATHING LENGTH REQUIREMENTS EXTERIOR END SECOND FLOOR WIDTH(W2)= 40 ft SECOND FLOOR LENGTH(1-2)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 400 pif SHEARWALL STRENGTH(Vw,,T)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+(VWiM x CG x Cub)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 pif MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(-Li)= 14.25 ft PERCENT FULL HEIGHT SHEATHING= 36% MAX.UNRESTRAINED OPENING HEIGHT= 1.5 ft SHEAR ADJUSTMENT FACTOR(Cj= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Re dl)=(1-2 x rl-peg+L2 X%pel)/Ne"d+ADDITIONAL= Rends=13.25 ft x 81 plf+13.25 ft x 43 plf/2+0 Ibs= 822 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(LE,)=Rendt/V = 822 Ibs/483 plf= 1.7 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LsEW I Co=1.7 ft I 1= 1.7 ft PERFORATED FULL HEIGHT SHEATHING PERFORATED FULL HEIGHT SHEATHING REQUIRED=1.7 ft PROVIDED=14.25 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(VE1)= Rend)x H = UE2=822 Ibs x 8.5 ft = 491 Ibs V—LixCo 14.25ftx1 HORIZONTAL SHEAR: V= Rend = 822 Ibs = 58 pif W 14.25 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 psf 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 pff 55 plf 150 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.As RALEIGH,NC 27609 75 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE 1 RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 58 plf/109 Ibs/FASTENER = 0.6 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 58 plf/159 Ibs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 58 plf 1540 Ibs/FASTENER = 0.2 FASTENERS/ft= 60 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCS\O#10477-A-ESHEARCALCS.'Is RALEIGH,NC 27609 76 SHEARWALL DESIGN SECOND FLOOR ENDWALL 42 SHEATHING LENGTH REQUIREMENTS "G-H"MODULE END SECOND FLOOR WIDTH(W2)= 40 ft SECOND FLOOR LENGTH(1-2)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,N)_(VW x CG x Cub)+(VWINT x CG x Cub)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED('-41-;)= 33.33 ft PERCENT FULL HEIGHT SHEATHING= 83% MAX.UNRESTRAINED OPENING HEIGHT= 8.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 0.746(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 1991 Ibs FROM CENTER 2FL EWtt1 WIND SHEARWALL REACTION(Rend2)=(1-2 x d-per+L2 x WFper)/Nend+ADDITIONAL= Rena=13.25 ft x 81 plf+13.25 ft x 43 plf/2+1991 Ibs= 2813 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(LE,,)=Rend2/V = 2813 Ibs/483 plf= 5.82 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LEw I Co=5.82 ft/0.746= 7.81 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=7.81 ft PROVIDED=33.33 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend2x H = UE2=2813 Ibs x 8.5 ft = 962 Ibs r.Li x Co 33.33 ft x 0.746 HORIZONTAL SHEAR: V= Rend = 2813 Ibs = 84 pH W 33.33 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C.1 12 in/ft= 55 plf 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-A-E-SHEARCALCS.xIs RALEIGH,NC 27609 77 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE I RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 84 plf/109 Ibs/FASTENER = 0.8 FASTENERS/It= 15 in O.C. USE 8d(0.131"x 2.5")NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 84 plf/159 Ibs I FASTENER = 0.6 FASTENERS I ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LT134 PLATE(LONG SIDE DOWN) Z= 540 Ibs 84 plf/540 Ibs/FASTENER = 0.2 FASTENERS/ft= 60 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022I2200531SHEARCALCS\O#10477-A-E-SHEARCALCS.xIs RALEIGH,NC 27609 p 70 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS BEDROOM#3 SIDE TRIBUTARY LENGTH(TL1)= 3.83 ft SECOND FLOOR LENGTH(1-2)= 7.2 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VwiNT)= 400 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.923 BLOCKING ADJ.FACTOR(C,b)= 1 BLOCKING ADJ.FACTOR(C b)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cab)+(VVnNT x CG x C b)= (400 plf x 0.92 x 1)+(400 plf x 0.923 x 1)= 737 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(11-j)= 7.2 ft PERCENT FULL HEIGHT SHEATHING= 100% MAX.UNRESTRAINED OPENING HEIGHT= 0 ft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(NUdJ= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rsi O)=(W2 x ri-,,+W2 x W4p..)/Ndde+ADDITIONAL= Rs;d0=3.83 ft X 1398 plf+3.83 ft x 257 plf/2+0 Ibs= 3170 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(L_)=Rs;del/V = 3170 Ibs/737 pff= 4.3 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LsW/Co=4.3 ft/1= 4.3 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=4.3 ft PROVIDED=7.2 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(Use)= Rsld.1 x H = Use=3170 Ibs x 8.5 ft = 3743 Ibs $L;xCo 7.2ftx1 HORIZONTAL SHEAR: V= Rside = 3170 Ibs = 440 plf W 7.2 ft SHEATHING SUCTION CONNECTION PER ASCE 7 fC&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf 150 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEAR0ALCS\O#10477-A-ESHEARCALCS.xls RALEIGH,NC 27609 79 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 440 plf/109 Ibs/FASTENER = 4.1 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 440 plf/159 Ibs/FASTENER = 2.8 FASTENERS/ft= 4 in O.C. USE 16d(0.162"x 3.5")NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 440 plf/540 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALC8\O#10477-A-E-SHEARCALCS.kis RALEIGH,NC 27609 80 SHEARWALL DESIGN WIND PRESSURES FOR COLLECTORS(MWFRS)(SEE WIND CALCI: LOAD CASE A-WIND FROM SIDE WALL: POSITIVE INTERNAL PRESSURE: ZONE 1(FIELD)PRESSURES: P1= 11 psf ZONE 4(FIELD)PRESSURES: P4= -15 psf NEGATIVE INTERNAL PRESSURE: ZONE 1(FIELD)PRESSURES: P1= 21 psf ZONE 4(FIELD)PRESSURES: P4= -6 psf LOAD CASE B-WIND FROM END WALL: POSITIVE INTERNAL PRESSURE: ZONE 5(FIELD)PRESSURES: P5= 6 psf ZONE 6(FIELD)PRESSURES: P6= -13 psf NEGATIVE INTERNAL PRESSURE: ZONE 5(FIELD)PRESSURES: P5= 16 psf ZONE 6(FIELD)PRESSURES: P6= -3 psf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:Q0221220053\SHEARCALCS\O#I0477-A-ESHEARCALCS.xIs RALEIGH,NC 27609 81 SHEARWALL DESIGN SECOND FLOOR CEILING COLLECTORS COLLECTOR 1-3 TRIBUTARY LENGTH COLLECTOR 1-3= 19.4 ft CALCULATED COLLECTOR LOAD AT SECOND FLOOR CEILING= 16 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 11.66 ft GABLE HEIGHT= 1545 Ibs -13 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT 12+19.4 ft WIDTH x 11.66 ft GABLE HEIGHT= -846 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 423 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 423 Ibs/STUD/80 Ibs/FASTENER= 1.7 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 423 Ibs/STUD 186 Ibs/FASTENER= 2.5 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs/FASTENER 423 Ibs/STUD 164 Ibs/FASTENER= 6.6 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1545 Ibs+423 Ibs= 1968 Ibs COLLECTOR 2-3 TRIBUTARY LENGTH COLLECTOR 2-3= 16.2 ft CALCULATED COLLECTOR LOAD AT SECOND FLOOR CEILING= 16 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT 12+16.2 ft WIDTH x 11.66 ft GABLE HEIGHT= 1290 Ibs -13 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT 12+16.2 ft WIDTH x 11.66 ft GABLE HEIGHT= -706 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 353 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 353 Ibs/STUD/80 Ibs I FASTENER= 1.4 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 353 Ibs/STUD/86 Ibs/FASTENER= 2.1 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 Ibs/FASTENER 353 Ibs/STUD 164 Ibs/FASTENER= 5.5 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(6)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1290 Ibs+353 Ibs= 1643 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022\220053\SHEARCALCS\0#10477-A-E-SHEARCALCS.xIs RALEIGH,NC 27609 82 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS BEDROOM#2 SIDE TRIBUTARY LENGTH(TL4)= 1 ft SECOND FLOOR LENGTH(1-2)= 23.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWiNT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,,)_(VW x CG x Cub)+(VWiNT x CG x Cub)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(:.Li)= 7.2 ft PERCENT FULL HEIGHT SHEATHING= 30% MAX.UNRESTRAINED OPENING HEIGHT= 5 ft SHEAR ADJUSTMENT FACTOR(Co)= 0.661 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nd&)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rsid.2)=( 2 x ri"pam+W2 x WEpara)/Nsid"+ADDITIONAL= Ruda2=1 ft x 1398 plf+1 ft x 257 plf/2+0 Ibs= 828 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(L,,)=RNda2/V = 828 Ibs 1483 plf= 1.71 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LsW/Co=1.71 It 10.661= 2.59 It PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=2.59 It PROVIDED=7.2 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(Us2)= Rai&2 x H = UE2=828 Ibs x 8.5 ft = 1479 Ibs �LixCo 7.2ftx0.661 HORIZONTAL SHEAR: V= Rside = 828 Ibs = 115 plf W 7.2 ft SHEATHING SUCTION CONNECTION PER ASCE 7 IC&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 pff 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@022\220053\SHEARCALCS\O#10477-A-ESHEARCALCS.xIs RALEIGH,NC 27609 83 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 115 pif/109 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 10 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 115 pif/159 Ibs/FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 115 plf 1540 Ibs/FASTENER = 0.3 FASTENERS/ft= 40 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 40 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@02 2122 0 0 5 3\SHEARCALCSIO#10477-A-E-SHEARCALCSads RALEIGH,NC 27609 84 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 SHEATHING LENGTH REQUIREMENTS EXTERIOR END FIRST FLOOR WIDTH(W7)= 32.5 ft FIRST FLOOR LENGTH(1-7)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 400 plf SHEARWALL STRENGTH(VwINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+(VWINT x CG x Cub)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(I—Li)= 32.5 ft PERCENT FULL HEIGHT SHEATHING= 81 % MAX.UNRESTRAINED OPENING HEIGHT= 1.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nand)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rend))=2FLRend1+LI x FLF,.,/Nend+ ADDITIONAL= Rend)=822 Ibs+13.25 ft x 48 plf/2+0 Ibs= 1140 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(LE,)=Rsndt/V = 1140 Ibs 1483 plf= 2.36 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=I-Ew I Co=2.36 It/1= 2.36 It PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=2.36 It PROVIDED=32.5 It SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend)x H = UE2= 1140 Ibs x 9.5 ft = 334 Ibs 1LixCo 32.5ftx1 HORIZONTAL SHEAR: V= Rend = 11401bs = 35 pH W 32.5 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@02212200531SHEARCALCSIO#10477-A-ESHEARCALCS.)ds RALEIGH,NC 27609 85 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND SILL PLATE CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 35 plf/109 Ibs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 112"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 35 plf 1159 Ibs/FASTENER = 0.3 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 35 plf 1540 Ibs/FASTENER = 0.1 FASTENERS I ft= 120 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 72 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+L,x(3/4.Fl-.,,)/2= V= 1140 Ibs+13.25 ft x(3/4'287 plf)12 2567 lb, CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 2567 Ibs/1840 Ibs/FASTENER = 1.4 FASTENERS BOLTSPACING= (W-2)/(N-1)= (40ft-2)/(2-1)= 72in 2567 Ibs/1840 Ibs/FASTENER = 1.4 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 2567lbs12830lbs/FASTENER = 1 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (40 ft-2)1(1-1)= 72 in 2567lbs/2830lbs/FASTENER = 1 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-ESHEARCALCS.Wis RALEIGH,NC 27609 86 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2 SHEATHING LENGTH REQUIREMENTS "C-D"MODULE END FIRST FLOOR WIDTH(W1)= 40 ft FIRST FLOOR LENGTH(L1)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 3 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 785 plf SHEARWALL STRENGTH(VwiNT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+(VW NT x CG x Cub)_ (785 plf x 0.92 x 1)+(115 plf x 1 x 1)= 837 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(-ILI)= 14.75 ft PERCENT FULL HEIGHT SHEATHING= 37% MAX.UNRESTRAINED OPENING HEIGHT= 8.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 0.49(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 2900 Ibs FROM CENTER 1FL EW1 WIND SHEARWALL REACTION(Rentz)=2FLReet2+L1 x FLI-per/Nend+ ADDITIONAL= Rena=13.25 ft x 48 plf 12+2813 Ibs+2900 Ibs= 6031 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(LE,)=Rept2/V = 6031 Ibs/837 plf= 7.21 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LEW/Co=7.21 ft/0.49= 14.72 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=14.72 ft PROVIDED=14.75 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rent2 x H = UE2=6031 Ibs x 9.5 ft = 7928 Ibs $LixCD 14.75ftx0.49 HORIZONTAL SHEAR: V= Rend = 6031 Ibs = 591 plf W 10.2 ft SHEATHING SUCTION CONNECTION PER ASIDE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS I ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 3 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCSI0#10477-A-ESHEARCALCS.Yis RALEIGH,NC 27609 87 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE I RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 591 plf/109 Ibs/FASTENER = 5.5 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 591 plf/159 Ibs/FASTENER = 3.8 FASTENERS/ft= 3 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 591 plf/540 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 10 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+L,x(314`FL4per)/2= V= 7.21 Ibs+13.25 ft x(3/4'287 plf)12 1434 Ibs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 1434Ibs118401bs/FASTENER = 0.8 FASTENERS BOLT SPACING= (W-2)1(N-1)= (40ft-2)/(1-1)= 72 in 1434lbs118401bs/FASTENER = 0.8 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN f m,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 1434 Ibs/28301bs/FASTENER = 0.6 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40ft-2)/(1-1)= 72in 1434 Ibs/2830 Ibs/FASTENER = 0.6 FASTENERS USE 518"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ENDWALL#2 FLOOR COLLECTOR TRIBUTARY LENGTH ENDWALL#2 FLOOR COLLECTOR= 16.92 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 21 psf x 16.92 ft WIDTH x(9.5 ft WALL+8.5 ft WALL+11.66 ft ROOF+1 ft PER FLOOR)= 11249 Ibs -15 psf x 16.92 ft WIDTH x(9.5 ft WALL+8.5 ft WALL+11.66 ft ROOF+1 ft PER FLOOR)= -8035 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 4018 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs NO GOOD CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 4018 Ibs/STUD/80 Ibs/FASTENER= 15.7 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 4018 Ibs/STUD/86 Ibs/FASTENER= 23.4 FASTENERS NO GOOD FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR NIA EACH END NIA EACH END ALTERNATE: CHECK STRAP: SIMPSON CMSTCI6 STRAP Z= 4690 Ibs OKAY CHECK STRAP FASTENERS: 58 0.148"x 3.25'NAILS Z= 81 Ibs/FASTENER 4018 Ibs/STUD/81 Ibs/FASTENER= 49.6 FASTENERS OKAY FOR A SIMPSON CMSTCI6 STRAP WITH(50)0.148"x 3.25"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA24 STRAP Z= 1235 Ibs NO GOOD CHECK STRAP FASTENERS: 18 0.148"x 2.5"NAILS NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 11249 Ibs+8035 Ibs= 19284 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.xfs RALEIGH,NC 27609 88 SHEARWALL DESIGN BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C.'VM12200531SHEARCALCSIO#10477-A-E-SHEARCALCS.A. RALEIGH,NC 27609 89 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS KITCHEN SIDE TRIBUTARY LENGTH(TL1)= 3.83 ft FIRST FLOOR LENGTH(L1)= 13.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 3 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 785 plf SHEARWALL STRENGTH(VwiM)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(C b)= 1 BLOCKING ADJ.FACTOR(C b)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Va)_(VW x CG x C b)+(VN,INT x CG x C b)= (785 plf x 0.92 x 1)+(115 plf x 1 x 1)= 837 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED al-j)= 7 ft PERCENT FULL HEIGHT SHEATHING= 51 % MAX.UNRESTRAINED OPENING HEIGHT= 5 ft SHEAR ADJUSTMENT FACTOR(C.)= 0.783(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(NQ"d)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(RIA.1)=2FLR6d",+W,x FLFp_/Nend+ADDITIONAL= Rddel=3170 Ibs+3.83 ft x 287 pff 12+0 Ibs= 3720 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(Lsw)=Rlidel/V = 3720 Ibs/837 plf= 4.44 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=Lsw 1 Co=4.44 ft 10.783= 5.68 ft PERFORATED FULL HEIGHT SHEATHING C PERFORATED FULL HEIGHT SHEATHING REQUIRED=5.68 ft PROVIDED=7 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rs1de1 x H = UE2=3720 Ibs x 9.5 ft = 6448 Ibs v-LixCo 7ftx0.783 HORIZONTAL SHEAR: V= Rside = 3720 Ibs = 531 plf L 7ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in I ft= 45 plf 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 3 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSNO#1 0477-A-ESHEARCALCS.xl9 RALEIGH,NC 27609 90 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND SILL PLATE CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 112"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 531 plf/109 Ibs/FASTENER = 4.9 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0,162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 531 plf/159 Ibs/FASTENER = 3.4 FASTENERS/ft= 3 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 531 plf/540 Ibs/FASTENER = 1 FASTENERS/ft= 12 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 12 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W\x(3/4'FLFPer)/2= V= 3720 Ibs+40 ft x(3/4'48 plf)/2 4440 Ibs CHECK FASTENERS: 112"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 4440 Ibs/1840 Ibs/FASTENER = 2.5 FASTENERS BOLT SPACING= (W-2)1(N-1)_ (40 ft-2)/(3-1)= 72 in 4440 Ibs/1840 Ibs/FASTENER = 2.5 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 4440 Ibs/2830 Ibs/FASTENER = 1.6 FASTENERS BOLTSPACING= (W-2)/(N-1)= (40ft-2)/(2-1)= 72 in 4440 Ibs/2830 Ibs/FASTENER = 1.6 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O1f10477-A-ESHEARCALCS.xIs RALEIGH,NC 27609 91 SHEARWALL DESIGN FIRST FLOOR CEILING COLLECTORS COLLECTOR 1-2 TRIBUTARY LENGTH COLLECTOR 1-2= 19.4 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR CEILING= 16 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 9.5 ft WALL HEIGHT/2= 1411 Ibs -13 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 9.5 ft WALL HEIGHT 12= -980 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 490 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 490 Ibs/STUD 180 Ibs/FASTENER= 1.9 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 490 Ibs/STUD 186 Ibs I FASTENER= 2.8 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs/FASTENER 490 Ibs/STUD/64 Ibs/FASTENER= 7.7 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1411 Ibs+980 Ibs= 2391 Ibs COLLECTOR 2-2 TRIBUTARY LENGTH COLLECTOR 2-2= 16.2 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR CEILING= 16 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT 12+16.2 ft WIDTH x 9.5 ft WALL HEIGHT/2= 1179 Ibs -13 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT 12+16.2 ft WIDTH x 9.5 ft WALL HEIGHT 12= -818 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 409 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 409 Ibs/STUD/80 Ibs/FASTENER= 1.6 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 409 Ibs/STUD/86 Ibs/FASTENER= 2.4 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs/FASTENER 409 Ibs/STUD/64 Ibs/FASTENER= 6.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR r CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1179 Ibs+818 Ibs= 1997 Ibs I BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022I220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.)ds RALEIGH,NC 27609 92 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS BATH#1 SIDE TRIBUTARY LENGTH(TL4)= 1 ft FIRST FLOOR LENGTH(L1)= 13.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,,)_(VW x CG x Cub)+(VWINT x CG x Cub)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(1-1-1)= 9.1 ft PERCENT FULL HEIGHT SHEATHING= 66% MAX.UNRESTRAINED OPENING HEIGHT= 6.8 ft SHEAR ADJUSTMENT FACTOR(Ce)= 0.723(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Need)= 2 ADDITIONAL WALL WIND LOAD= 1360 Ibs FROM GARAGE ENDWALL WIND SHEARWALL REACTION(Rends)=2FLRvde2+W1 x FLl per/Nend+ADDITIONAL= Rend1=828 Ibs+1 ft x 287 plf/2+1360 Ibs= 2332 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(Ley,)=Rvde2/V = 2332 Ibs/483 plf= 4.83 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=Lsw/Co=4.83 ft 10.723= 6.69 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=6.69 It PROVIDED=9.1 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rendi x H = UE2=2332 Ibs x 9.5 ft = 3368 Ibs 1LixCo 9.1ftx0.723 HORIZONTAL SHEAR: V= Rend = 2332 Ibs = 256 pH W 9.1 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 19/32"RATED SHEATHING(BLOCKED) PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 Ibs I FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C.112 in/ft= 55 plf 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132"RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.G. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-A-E-SHEARCALCS.yl. RALEIGH,NC 27609 93 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 256 plf/109 Ibs/FASTENER = 2.4 FASTENERS/ft= 5 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 5 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 112"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 256 plf/159 Ibs/FASTENER = 1.7 FASTENERS/ft= 7 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 7 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 256 plf 1540 Ibs/FASTENER = 0.5 FASTENERS/ft= 24 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W1 x(3/4•FLFpj/2= V= 2332 Ibs+40 ft x(3/4'48 pif)/2 3052 Ibs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 3052 Ibs/1840 Ibs/FASTENER = 1.7 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (40 ft-2)/(2-1)= 72 in 3052 Ibs/1840 Ibs/FASTENER = 1.7 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN Pm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 3052lbs/2830 Ibs/FASTENER = 1.1 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40 ft-2)/(2-1)= 72 in 3052 Ibs/2830 Ibs/FASTENER = 1.1 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#l0477-A-E-SHEARCALCS.xi. RALEIGH,NC 27609 94 SHEARWALL DESIGN FIRST FLOOR COLLECTORS COLLECTOR 1-1 TRIBUTARY LENGTH COLLECTOR 1-1= 19.4 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 16 psf x 19.4 ft WIDTH x 9.5 ft WALL HEIGHT 12= 1474 Ibs -13 psf x 19.4 ft WIDTH x 9.5 ft WALL HEIGHT/2= -1198 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 599 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 599 Ibs/STUD/80 Ibs I FASTENER= 2.3 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 599 Ibs/STUD/86 Ibs/FASTENER= 3.5 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR WITH A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(4)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 Ibs 1 FASTENER 5991bs/STUD/64 Ibs/FASTENER= 9.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(10)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1474 Ibs+1198 Ibs= 2672 Ibs COLLECTOR 2-1 TRIBUTARY LENGTH COLLECTOR 2-1= 16.2 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 16 psf x 16.2 ft WIDTH x 9.5 ft WALL HEIGHT/2= 1231 Ibs -13 psf x 16.2 ft WIDTH x 9.5 ft WALL HEIGHT 12= -1000 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 500 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951,Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 1 FASTENER 500 Ibs/STUD 180 Ibs/FASTENER= 2 FASTENERS 16 ga x 2.5"x 7116"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 500 Ibs/STUD/86 Ibs/FASTENER= 2.9 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON GS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 Ibs/FASTENER 500 Ibs/STUD/64 Ibs/FASTENER= 7.8 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1231 Ibs+1000 Ibs= 2231 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-ESHEARCALCS.xis RALEIGH,NC 27609 95 SHEARWALL DESIGN COMBINED CORNER HOLDDOWN REQUIREMENTS UPLIFT FORCES:(SEE ABOVE FOR CALCULATIONS) 2nd FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 491 Ibs 2nd FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 962 Ibs 2nd FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 3743 Ibs 2nd FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 1479 Ibs 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE1)= 334 Ibs 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE1)= 7928 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US1)= 6448 Ibs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US1)= 3368 Ibs DEAD LOADS: FIRST FLOOR WIDTH(W1)= 38 ft(MAX: 4 x CEILING HEIGHT) SECOND FLOOR WIDTH(W2)= 34 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR LENGTH(L1)= 13.25 ft(MAX: 4 x CEILING HEIGHT) SECOND FLOOR LENGTH(1-2)= 13.25 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR HEIGHT(HI)= 9.5 ft SECOND FLOOR HEIGHT(H2)= 8.5 ft ROOF&CEILING ASSEMBLY DEAD LOAD(RDL)= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C120221220053\SHEARCALCSIO#10477-A-E-SHEARCALCS.* RALEIGH,NC:27609 96 SHEARWALL DESIGN SECOND FLOOR CORNER HOLD DOWN CONNECTIONS SECOND FLOOR ENDWALL#1/SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#1/SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#1 UPLIFT FORCE(UE3)= 491 Ibs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 3743 Ibs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x RDL x W2 x L2/8= 0.6x15 psf x34ftx13.25ft/8= 507lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft/2= 1040 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x 1-212)= 0.6 x 12 psf x 8.5 ft x 13.25 ft/2= 405 Ibs TOTAL DEAD LOAD= 1952 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 3743 Ibs-1952 Ibs= 1791 Ibs HOLDDOWN FORCE= 1791 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 5695 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 1791 Ibs /951 Ibs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 1791 Ibs 1 2 STRAP/128 Ibs/FASTENER= 3.5 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 1791 Ibs/ 2 STRAP/86 Ibs/FASTENER= 5.2 FASTENERS USE A MINIMUM OF(2)1 112"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 Ibs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5"NAILS Z= 83 Ibs/FASTENER 1791 Ibs/STUD/83 Ibs/FASTENER= 21.6 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1791 Ibs /1235 Ibs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 Ibs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5"NAILS OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1791 Ibs CHECK FASTENERS: 8d(0,131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1791 Ibs/131 Ibs/FASTENER/ 2 ROWS = 6.9 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1791 plf/192 Ibs/FASTENER/ 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1791 plf/288 Ibs I FASTENER 1 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O1t10477-A-ESHEARCALCS.Yls RALEIGH,NC 27609 97 SHEARWALL DESIGN SECOND FLOOR ENDWALL#1/SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#1 1 SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#1 UPLIFT FORCE(UE3)= 491 Ibs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1479 Ibs 2nd FLOOR ENDWALL#1 1 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x RDL x W2 x L2/8= 0.6 x 15 psf x 34 ft x 13.25 It/8= 507 Ibs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft/2= 1040 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2/2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft 12= 405 Ibs TOTAL DEAD LOAD= 1952 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1479 Ibs-1952 Ibs= -473 Ibs HOLDDOWN FORCE= 0 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 3431 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 0 Ibs /951 Ibs/STRAP= N/A STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 0 Ibs 1 NIA STRAP 1128 Ibs I FASTENER=N/A FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 0 Ibs/ N/A STRAP/86 Ibs 1 FASTENER=N/A FASTENERS NIA NIA N/A ALTERNATE: CHECK STRAP: N/A Z= N/A Ibs NIA CHECK STRAP FASTENERS: NIA N/A Z= N/A Ibs/FASTENER 0 Ibs/STUD/N/A Ibs/FASTENER= N/A FASTENERS NIA ALTERNATE: 0 Ibs 11235 Ibs/STRAP= 0 STRAPS CHECK STRAP: N/A Z= NIA Ibs N/A CHECK STRAP FASTENERS: N/A N/A NIA ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1040 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1040 Ibs/131 Ibs/FASTENER/ 2 ROWS = 4 ROWS= 26 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1040 plf 1192 Ibs/FASTENER/ 2 ROWS = 2.8 ROWS= 34 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1040 plf/288 Ibs/FASTENER/ 2 ROWS = 1.9 ROWS= 51 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C92022I2200531SHEARCALCSIO#10477-A-ESHEARCALCS.A. RALEIGH,NC 27609 98 SHEARWALL DESIGN SECOND FLOOR ENDWALL#21 SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#2/SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 962 Ibs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 3743 Ibs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x RDL x W2 x L2/8= 0.6x15 psf x34ftx13.25ft/8= 507lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft 12= 1040 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2 12)= 0.6 x 12 psf x 8.5 ft x 13.25 ft!2= 405 Ibs TOTAL DEAD LOAD= 1952 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 3743 Ibs-1952 Ibs= 1791 Ibs HOLDDOWN FORCE= 1791 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 5695 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 1791 Ibs 1951 Ibs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 1791 Ibs/ 2 STRAP/128 Ibs/FASTENER= 3.5 FASTENERS 16 ga x 2.5'x 7116"STAPLE(20 ga SIDE) 1 Z= 54 Ibs x 1.6= 86 Ibs 1791 Ibs/ 2 STRAP/86 Ibs/FASTENER= 5.2 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 Ibs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5"NAILS Z= 83 Ibs/FASTENER 1791 Ibs/STUD/83 Ibs/FASTENER= 21.6 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1791 Ibs /1235 Ibs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 Ibs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5"NAILS OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1791 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1791 Ibs!131 Ibs I FASTENER/ 2 ROWS = 6.9 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1791 plf/192 Ibs/FASTENER/ 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1791 plf 1288 Ibs/FASTENER 1 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.xis RALEIGH,NC 27609 99 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2 I SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 962 Ibs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1479 Ibs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x RDL x W2 x L2/8= 0.6 x 15 psf x 34 ft x 13,25 ft 18= 507 lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft 12= 1040 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2/2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft 12= 405 Ibs TOTAL DEAD LOAD= 1952 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1479 Ibs-1952 Ibs= -473 Ibs HOLDDOWN FORCE= 0 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 3431 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 0 Ibs 1951 Ibs/STRAP= NIA STRAPS CHECK FASTENERS: 8d(0,131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 0 Ibs/ NIA STRAP/128 Ibs/FASTENER=N/A FASTENERS 16 ga x 2.5"x 7116"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 0 Ibs/ N/A STRAP 186 Ibs/FASTENER=N/A FASTENERS NIA N/A NIA ALTERNATE: CHECK STRAP: N/A Z= N/A Ibs NIA CHECK STRAP FASTENERS: N/A N/A Z= N/A Ibs/FASTENER 0 Ibs I STUD I N/A Ibs/FASTENER= NIA FASTENERS NIA ALTERNATE: 0 Ibs /1235 Ibs/STRAP= 0 STRAPS CHECK STRAP: NIA Z= NIA Ibs N/A CHECK STRAP FASTENERS: N/A N/A NIA ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1040 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1040 Ibs/131 Ibs/FASTENER/ 2 ROWS = 4 ROWS= 26 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1040 pfF/192 Ibs/FASTENER/ 2 ROWS = 2.8 ROWS= 34 in O.C. USE(2)ROWS.OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 318"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1040 plf 1288 Ibs/FASTENER/ 2 ROWS = 1.9 ROWS= 51 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O1i10477-A-E-SHEARCALCS.Yis RALEIGH,NC 27609 100 SHEARWALL DESIGN FIRST FLOOR CORNER HOLD DOWN CONNECTIONS FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 334 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 6448 Ibs 1st FLOOR ENDWALL#1 1 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2 18= 0.6 x 10 psf x 38 ft x 13.25 ft 18= 378 Ibs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 38 ft 12 +2FL EW1 DL= 2340 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1 12)= 0.6 x 12 psf x 9.5 ft x 13.25 ft/2 +2FL SW1 DL= 858 Ibs TOTAL DEAD LOAD= 3576 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 6448 Ibs-3576 Ibs= 2872 Ibs HOLDDOWN FORCE= 2872 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 10024 Ibs CHECK STRAP: SIMPSON STHD14RJ Z= 3695 Ibs 3695lbs > 2872lbs OKAY OKAY FOR A SIMPSON STHD14RJ CHECK STUDS: FOR SIMPSON STHD14RJ A MINIMUM OF 2 STUD(S)ARE REQUIRED 2872 Ibs TENSION = 1 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 2872 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 2872 Ibs/131 Ibs 1 FASTENER I 2 ROWS = 11 ROWS= 11 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 11 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 2872 plf 1192 Ibs/FASTENER/ 2 ROWS = 7.5 ROWS= 15 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 2872 plf/288 Ibs/FASTENER/ 2 ROWS = 5 ROWS= 23 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 23 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\.SHEARCALCS\0#10477-A-E-SHEARCALCS.xis RALEIGH,NC 27609 101 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 END: FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 END:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 334 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6xFDLxW2x1-2/8= 0.6x10psfx38ftx13.25ft/8= 378lbs ENDWALL WALL DEAD LOAD= Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L7/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft 12 +2FL SW2 DL= 858 Ibs TOTAL DEAD LOAD= 1236 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 334 Ibs-1236 Ibs= -902 Ibs HOLDDOWN FORCE= 0 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 1570 Ibs CHECK STRAP: N/A Z= N/A Ibs N/A Ibs N/A 0 Ibs NIA NO PHYSICAL HOLDDOWN REQUIRED CHECK STUDS: FOR N/A A MINIMUM OF N/A STUD(S)ARE REQUIRED 0 Ibs TENSION = 0 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 858 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 858 Ibs/131 Ibs/FASTENER/ 2 ROWS = 3.3 ROWS= 29 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 858 plf 1 192 Ibs/FASTENER/ 2 ROWS = 2.3 ROWS= 38 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 858 plf/288 Ibs/FASTENER 1 2 ROWS = 1.5 ROWS= 57 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022\22005MSHEARCALMOM 0477-A-ESHEARCALCS.Xls RALEIGH,NC'27609 102 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#2 AT ENDWALL#1 SIDE: FIRST FLOOR SIDEWALL#2 AT ENDWALL#1 SIDE:UPLIFT LOADS: 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 3368 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= ENDWALL WALL DEAD LOAD= SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft/2 +2FL SW2 DL= 858 Ibs TOTAL DEAD LOAD= 858 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 3368 Ibs-858 Ibs= 2510 Ibs HOLDDOWN FORCE= 2510 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 4226 Ibs CHECK STRAP: SIMPSON STHDIORJ Z= 2750 Ibs 2750lbs > 2510lbs OKAY OKAY FOR A SIMPSON STHDIORJ CHECK STUDS: FOR SIMPSON STHDIORJ A MINIMUM OF 2 STUD(S)ARE REQUIRED 2510 Ibs TENSION = 1 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 2510 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 2510 Ibs/131 Ibs/FASTENER/ 2 ROWS = 9.6 ROWS= 12 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 12 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 2510 plf/192 Ibs/FASTENER/ 2 ROWS = 6.6 ROWS= 17 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 2510 plf/288 Ibs/FASTENER! 2 ROWS = 4.4 ROWS= 23 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 23 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-ESHEARCALCS.,As RALEIGH,NC`27609 103 SHEARWALL DESIGN FIRST FLOOR ENDWALL#21 SIDEWALL 01 CORNER: FIRST FLOOR ENDWALL#21 SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 7928 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 6448 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10psfx38ftx13.25ft/8= 378lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 38 ft/2 +2FL EW2 DL= 2340 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft!2 +2FL SW 1 DL= 858 Ibs TOTAL DEAD LOAD= 3576 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 7928 Ibs-3576 Ibs= 4352 Ibs HOLDDOWN FORCE= 4352 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 11504 Ibs CHECK STRAP: SIMPSON HD713 w/(3)STUDS Z= 6245 Ibs 6245lbs > 4352lbs OKAY OKAY FOR A SIMPSON 1-113713 wl(3)STUDS CHECK STUDS: FOR SIMPSON HD7B w/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 4352 Ibs TENSION = 2 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 4352 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 4352 Ibs!131 Ibs/FASTENER 1 2 ROWS = 16.7 ROWS= 7 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 7 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 4352 pV/192 Ibs/FASTENER I 2 ROWS = 11.4 ROWS= 10 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 10 in O.C. ALTERNATE: CHECK FASTENERS: 318"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 4352 plf/288 Ibs/FASTENER/ 2 ROWS = 7.6 ROWS= 15 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 15 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.)ds RALEIGH,NC 27609 104 SHEARWALL DESIGN FIRST FLOOR ENDWALL 42/SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#21 SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 7928 Ibs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 3368 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6xFDLxW2xL2/8= 0.6x10 psf x38ftx13.25ft/8= 378lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 38 ft/2 +2FL EW2 DL= 2340 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft!2 +2FL SW2 DL= 858 Ibs TOTAL DEAD LOAD= 3576 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 7928 Ibs-3576 Ibs= 4352 Ibs HOLDDOWN FORCE= 4352 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 11504 Ibs CHECK STRAP: SIMPSON HD7B w/(3)STUDS Z= 6245 Ibs 6245lbs > 4352lbs OKAY OKAY FOR A SIMPSON HD7B w/(3)STUDS CHECK STUDS: FOR SIMPSON HD7B W/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 4352lbs TENSION = 2 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 4352 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 4352 Ibs!131 Ibs/FASTENER/ 2 ROWS = 16.7 ROWS= 7 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 7 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 4352 plf/192 Ibs/FASTENER/ 2 ROWS = 11.4 ROWS= 10 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 10 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 4352 plf/288 Ibs/FASTENER! 2 ROWS = 7.6 ROWS= 15 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 15 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-A-E-SHEARCALCS.)ds RALEIGH,NC 27609 105 Section 4 CENTER SECTION SHEAR WALL CALCULATIONS 05102/22 220053 106 SHEARWALL DESIGN H, Py �naF�Dot yca��pop h FNO� Pvv 74r�001? ,5t��00ft Oh, �\ L W V JOB INFORMATION: JOB NUMBER= 220053 PLAN NAME/NUMBER= LEGACY O#10477-CENTER SECTION("C-D"&"G-H"MODULES) FIRST FLOOR WIDTH(W1)= 31.5 ft MIN FIRST FLOOR SPAN(W1,)= 15.75 ft FIRST FLOOR LENGTH(1-1)= 20.42 ft SECOND FLOOR WIDTH(W2)= 31.5 ft MIN SECOND FLOOR SPAN(W2.)= 15.75 ft SECOND FLOOR LENGTH(1-2)= 20.42 ft ROOF SPAN(WR)= 31.5 ft FIRST FLOOR HEIGHT(H1)= 9.5 ft SECOND FLOOR HEIGHT(1-12)= 8.5 ft ROOF PITCH= 7/12 TRUSS SPACING(TOC)= 16 in STUD SPACING(SOC)= 16 in WIND SPEED(Vasd)= 105 mph=136 mph(Vult) EXPOSURE FACTOR= D BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCS\O#10477-CENTERSHEARCALCS.,ds RALEIGH,NC 27609 107 SHEARWALL DESIGN SHEARWALL SUMMARY: SHEATHING FASTENER SPACING MUST USE THE MORE RESTRICTIVE OF THAT SPECIFIED FOR APPLICABLE UPLIFT,SUCTION,AND SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1: "E"MODULE END REACTION ADDED TO WING SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR ENDWALL#2: "F"MODULE END REACTION ADDED TO WING SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR SIDEWALL#1: MODULE"H"PORTAL FRAME SEE ATTACHED CALCULATIONS CHORD FORCE(END STUD)STRAPS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF STUD((2)PLY MINIMUM) WITH A MINIMUM OF(3) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(5)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(12)0.131"x 2.5'NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR OKAY FOR A SIMPSON LSTA12 STRAP WITH(10)0.148"x 2.5"NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR A CONNECTION TO RESIST A TENSION FORCE OF 1444 Ibs(TOTAL) SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) SECOND FLOOR SIDEWALL#2: MODULE"G"PORTAL FRAME SEE ATTACHED CALCULATIONS CHORD FORCE(END STUD)STRAPS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF STUD((2)PLY MINIMUM) WITH A MINIMUM OF(4) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(6)16 ga x 2.5'x 7116"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON GS20 STRAP WITH(14)0.131"x 2.5'NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR OKAY FOR A SIMPSON LSTA15 STRAP WITH(12)0.148"x 2.5"NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR A CONNECTION TO RESIST A TENSION FORCE OF 1745 Ibs(TOTAL) SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12 02212 2 0 0 5 31SHEARCALCSIO#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 108 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1: "A"MODULE END REACTION ADDED TO WING SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= • 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FIRST FLOOR ENDWALL#2: "B"MODULE END REACTION ADDED TO WING SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FIRST FLOOR SIDEWALL#1: MODULE"D"PORTAL FRAME SEE ATTACHED CALCULATIONS CHORD FORCE(END STUD)STRAPS NO GOOD FOR 1 112"x 20 ga STRAP EACH END OF STUD((3)PLY MINIMUM) N/A EACH END N/A EACH END OR OKAY FOR A SIMPSON CMST14 STRAP WITH(51)0.162"x 2.5"NAILS EACH END OF EACH STUD((3)PLY MINIMUM) OR NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5"NAILS EACH END OF EACH STUD((3)PLY MINIMUM) OR A CONNECTION TO RESIST A TENSION FORCE OF 9890 Ibs(TOTAL) SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 2 in O.C.(EDGE) FIRST FLOOR SIDEWALL#2: MODULE"C"PORTAL FRAME SEE ATTACHED CALCULATIONS CHORD FORCE(END STUD)STRAPS NO GOOD FOR 1 1/2"x 20 ga STRAP EACH END OF STUD((2)PLY MINIMUM) N/A EACH END N/A EACH END OR OKAY FOR A SIMPSON CS14 STRAP WITH(28)0.131"x 2.5"NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5"NAILS EACH END OF EACH STUD((2)PLY MINIMUM) OR A CONNECTION TO RESIST A TENSION FORCE OF 4599 Ibs(TOTAL) SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19/32"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19/32"RATED SHEATHING(BLOCKED)AT 2 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.'ds RALEIGH,NC 27609 109 SHEARWALL DESIGN SHEATHING SUMMARY: STANDARD CEILING SHEATHING: 1/2"GWB(UNBLOCKED)wl FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) STANDARD ROOF SHEATHING: USING NAILS: 19132"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR ROOF ZONE 1(FIELD):ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE):ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) STANDARD ROOF SHEATHING: USING STAPLES: 19132"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 3.15 ft FOR ROOF ZONE 1(FIELD): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5'(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 16 ga x 1.5"(MIN LEG)STAPLE AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5'(MIN LEG)STAPLE AT 5 in O.C.(CORNER) STANDARD 2ND FLOOR SHEATHING: USING NAILS: 19132"RATED SHEATHING(UNBLOCKED)wl 0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 2ND FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1 st FLOOR SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1 st FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCSIO#10477-CENTER-SHEARCALCS.xIs RALEIGH,NC 27609 110 SHEARWALL DESIGN CONNECTION SUMMARY: CONNECTIONS TO BE AS SPECIFIED OR EQUIVALENT UPLIFT CONNECTIONS TRUSS TO CEILING BAND: SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 Ibs 2nd FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x 2.5")NAIL(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5')NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR USE 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(15)16 ga x 2.5"x 7116"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5'NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 468 Ibs/STUD 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 5 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR USE 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.6"NAILS EACH STUD LOCATION OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH STUD LOCATION OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 plf 1st FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x 2.5")NAIL(7/16"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(6) Bd(0.131"x 2.5')NAIL(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR USE 16 ga x 2.5'x 7/16"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(9)16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 112"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5'NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 plf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCSNO#10477-CENTERSHEARCALCS.xIs RALEIGH,NC 27609 111 SHEARWALL DESIGN LATERAL CONNECTIONS TRUSS TO TOP PLATE CONNECTION: USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(1,1/2"SIDE)(TOENAILED)EACH TRUSS OR PLATE TO PLATE CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 78 Ibs EACH EXTERIOR WALL USE 8d(0.131"x 2.5")NAIL(1 112"SIDE)AT 13 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR PLATE TO STUD CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 116 plf USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD USE A MINIMUM OF(2)16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 195 Ibs EACH END USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE OR TOP PLATE SPLICE LENGTH A CONNECTION TO RESIST A LATERAL LOAD OF 147 plf TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft wl(2)ROWS 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 4 in O.C. OR TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5")NAIL(1 112"SIDE)AT 4 in O.C. OR A CONNECTION TO RESIST A FORCE OF 192 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSI0#10477-CENTERSHEARCALCS.xi. RALEIGH,NC 27609 112 SHEARWALL DESIGN HORIZONTAL FLOOR DIAPHRAGM CONTINUITY SECOND FLOOR MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(ALONG MATE LINE) USE A MIN.OF(2)1/2"DIA Gr.5 THROUGH BOLT(1 1/2"SIDE)(TOENAILED)(SPACED A MAX.OF 72 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) OR USE A MIN.OF(4)318"DIA LAG SCREW(1 1/2"SIDE)(TOENAILED)(SPACED A MAX.OF 62 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) OR A CONNECTION TO WITHSTAND A FORCE OF 934 Ibs MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(AT ENDWALLS) USE A MINIMUM OF(3)1 1/2"x 20 ga STRAP ACROSS MATING LINE AT EACH ENDWALL WITH A MINIMUM OF(3)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR A MINIMUM OF(4)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(24)0.131"x 2.5'NAILS ACROSS MATING LINE AT EACH ENDWALL OR OKAY FOR(2)SIMPSON LSTA18 STRAP(S)WITH(14)0.148"x 2.5"NAILS ACROSS MATING LINE AT EACH ENDWALL FIRST FLOOR MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(ALONG MATE LINE) USE A MIN.OF(2)1/2"DIA Gr.5 THROUGH BOLT(1 1/2"SIDE)(SPACED A MAX.OF 18 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) OR USE A MIN.OF(4)3/8"DIA LAG SCREW(1 1/2"SIDE)(TOENAILED)(SPACED A MAX.OF 48 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) OR A CONNECTION TO WITHSTAND A FORCE OF 934 Ibs MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(AT ENDWALLS) USE A MINIMUM OF(4)1 1/2"x 20 ga STRAP ACROSS MATING LINE AT EACH ENDWALL WITH A MINIMUM OF(3)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(5)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CMSTCI6 STRAP WITH(36)0.148"x 3.25"NAILS ACROSS MATING LINE AT EACH ENDWALL OR OKAY FOR(3)SIMPSON LSTA18 STRAP(S)WITH(14)0.148"x 2.5"NAILS ACROSS MATING LINE AT EACH ENDWALL SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM I TOP PLATE/RIMBAND CONNECTION: USE 3/8"DIA LAG SCREW(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 63 plf SECOND FLOOR ENDWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 3/8"DIA LAG SCREW(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 63 plf FIRST FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 318"DIA LAG SCREW(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 109 pff FIRST FLOOR ENDWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 3/8"DIA LAG SCREW(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 92 pff BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTER-SHEARCALCS.As RALEIGH,NC 27609 113 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 6 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 20 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 299 plf SECOND FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 5 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 17 in O.C. FIRST FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND SILL PLATE CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 2391 Ibs(76 pR) FIRST FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 6 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 112"SIDE)(TOENAILED)AT A MAXIMUM OF 8 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 2391 Ibs(76 plf) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCSIO#10477-CENTERSHEARCALCS.kis RALEIGH,NC 27609 114 SHEARWALL DESIGN CORNER HOLD DOWNS SECOND FLOOR ENDWALL#1/SIDEWALL#1 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(3)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(4)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS16 STRAP WITH(16)0.131"x 2.5'NAILS ACROSS FLOORICEILING LINE OR OKAY FOR(1)SIMPSON LSTA21 STRAP(S)WITH(16)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1212 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 2513 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1212 Ibs SECOND FLOOR ENDWALL#1/SIDEWALL#2 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(21)0.131"x 2.5'NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1745 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 1866 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1745 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-CENTERSHEARCALCS.xIs RALEIGH,NC'27609 115 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2/SIDEWALL#1 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(3)8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(4)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS16 STRAP WITH(16)0.131"x 2.5'NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(1)SIMPSON LSTA21 STRAP(S)WITH(16)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1212 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 2513 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1212 Ibs SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER: USE A MINIMUM OF(2)1 112"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(21)0.131"x 2.5'NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5'NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1745 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 1866 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1745 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.xIs RALEIGH,NC 27609 116 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON HD9B w/(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 8225 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 13335 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 4 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. OR USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 8225 Ibs FIRST FLOOR ENDWALL#1!SIDEWALL#2 CORNER: OKAY FOR A SIMPSON LSTHD8 OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 2226 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 5250 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 13 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 29 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2226 Ibs FIRST FLOOR ENDWALL 42 I SIDEWALL#1 CORNER: OKAY FOR A SIMPSON HD913 w/(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 8225 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 8884 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 4 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 8225 Ibs FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: OKAY FOR A SIMPSON LSTHD8 OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 2226 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 4446 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 13 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 29 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2226 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C9202212200531SHEARCALCS\M 0477-CENTERSHEARCALCS.,As RALEIGH,NC 27609 117 SHEARWALL DESIGN DESIGN UPLIFT LOADS ROOF&CEILING ASSEMBLY DEAD LOAD= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf UPLIFT CONNECTION LOAD: PER TRUSS 210009-TR7-31-6-2 wup-= 467 Ibs x 12 in/ft/16 in O.C.= 351 plf TRUSS TO CEILING BAND: STANDARD CONNECTION: (4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 480 Ibs x 1.6 x 0.67= 515 Ibs ADDITIONAL TIE(S)REQUIRED FOR TRUSS TIE DOWN: 467 Ibs-515 Ibs= -48 Ibs ADDITIONAL= N/A CHECK STRAP: N/A UP= N/A Ibs NIA CHECK STRAP FASTENERS: N/A NIA ALTERNATE: CHECK STRAP: N/A UP= N/A Ibs NIA CHECK STRAP FASTENERS: N/A N/A SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND WITH NO ADDITIONAL BOTTOM CHORD TO BAND PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.xIs RALEIGH,NC 27609 118 SHEARWALL DESIGN REQUIRED SIDEWALL STUD TIE DOWN LOADING: 2nd FLOOR STUD TO CEILING&FLOOR BANDS: P2m=351 plf x 16 in O.C./12 in/ft= 468 Ibs/STUD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(7116"SIDE) Z= 60 Ibs x 1.6= 96 IDS 351 plf/96 Ibs/FASTENER= 3.66 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 Ibs/STUD/ Ibs/FASTENER= 4.9 FASTENERS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5")NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5"x 7/16"STAPLE(7116"SIDE) Z= 40 Ibs x 1.6= 64 Ibs 351 pif/64 Ibs/FASTENER= 5.48 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7/16"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 Ibs/STUD/ Ibs/FASTENER= 7.3 FASTENERS USE A MINIMUM TOTAL OF(15)16 ga x 2.5"x 7116"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 468 Ibs/STUD/128 Ibs/FASTENER= 1.8 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 468 Ibs/STUD/86 Ibs/FASTENER= 2.7 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5 NAILS Z= 64 Ibs/FASTENER 468 Ibs/STUD 164 Ibs/FASTENER= 7.3 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C.'V022\2200531SHEARCALCS\0#10477-CENTERSHEARCALCS.Xls RALEIGH,NC 27609 119 SHEARWALL DESIGN 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: Pm=[351 pif-(0.6xl2psfx8.5ft+10psfxl5.75ft/2)] = 211 plf 281 Ibs x 16 in O.C.112 inlft= 281 Ibs/STUD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(7/16"SIDE) Z= 60 Ibs x 1.6= 96 Ibs 211 plf/96 Ibs I FASTENER= 2.2 FASTENERS I ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 5 in O.C. THROUGH OSS SHEATHING INTO CEILING BAND ALTERNATE: 16 ga x 2.5"x 7/16"STAPLE(7116"SIDE) Z= 40 Ibs x 1.6= 64 Ibs 211 plf/64 Ibs/FASTENER= 3.3 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7116"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 281 Ibs I STUD 1128 Ibs/FASTENER= 1.1 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 281 Ibs/STUD/86 Ibs/FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 Ibs/FASTENER 281 Ibs/STUD/64 Ibs/FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH STUD LOCATION ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH STUD LOCATION BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C*.M22\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.xIs RALEIGH,NC 27609 120 SHEARWALL DESIGN 1st FLOOR STUD TO CEILING&FLOOR BANDS: P1cb= P2rb= 211 pif 281 Ibs I STUD CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(7116"SIDE) Z= 60 Ibs x 1.6= 96 Ibs 211 plf/96 Ibs I FASTENER= 2.2 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 Ibs/STUD/ Ibs/FASTENER= 2.9 FASTENERS USE A MINIMUM TOTAL OF(6) 8d(0.131"x 2.5")NAIL(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5"x 7116"STAPLE(7/16"SIDE) Z= 40 Ibs x 1.6= 64 Ibs 211 plf 164 Ibs/FASTENER= 3.3 FASTENERS I ft USE 16 ga x 2.5"x 7116"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 Ibs/STUD/ Ibs/FASTENER= 4.4 FASTENERS USE A MINIMUM TOTAL OF(9)16 ga x 2.5"x 7116"STAPLE(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 80 Ibs x 1.6= 128 OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs 281 Ibs I STUD 180 Ibs/FASTENER= 1.8 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 281 Ibs/STUD/86 Ibs/FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs I FASTENER 281 Ibs/STUD/64 Ibs/FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.Xls RALEIGH,NC 27609 121 SHEARWALL DESIGN LATERAL LOAD AT ROORCEILING DIAPHRAGM WIND PERPENDICULAR TO RIDGE: rl-per= 116 pif(Vasd) WIND PARALLEL TO RIDGE: d-para= 0 pif(Vasd) CEILING DIAPHRAGM SHEATHING STANDARD CEILING SHEATHING: 112"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) CEILING SHEATHING SHEAR CAPACITY(v,')= 75 pif ROOF DIAPHRAGM SHEATHING REQUIREMENTS USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L*W_per/2= 20.42 ft*116 Of/2= 38 pif WR 31.5 ft STANDARD ROOF SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) ROOF SHEATHING SHEAR CAPACITY(vr)= 300 pif SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 300 pif x 0.92= 276 plf NET DIAPHRAGM SHEAR CAPACITY NO=vr+vc= 276 pif+75 plf= 351 pif STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L*wl-,,/2= 20.42 ft*116 pif/2= 38 plf WR 31.5 ft STANDARD ROOF SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O,C. ROOF SHEATHING SHEAR CAPACITY(v;)= 160 pif SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 160 plf x 0.85= 136 pif NET DIAPHRAGM SHEAR CAPACITY(v)=v,+Ve= 136 plf+75 plf= 211 pV STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, Cft20221220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.As RALEIGH,NC 27609 122 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7 C&C PRESSURES USING NAILS: CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs I in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 37 psf(Vasd) SUCTION FORCE= 37 psf x 16 in O.C.112 in!ft= 49 plf 49 plf 150 Ibs/FASTENER = 1 FASTENERS I ft= 12 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 47 psf(Vasd) SUCTION FORCE= 47 psf x 16 in O.C./12 in/ft= 63 plf 63 plf/50 Ibs/FASTENER = 1.3 FASTENERS/ft= 9 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 56 psf(Vasd) SUCTION FORCE= 56 psf x 16 in O.C./12 in!ft= 75 plf 75 plf 150 Ibs/FASTENER = 1.5 FASTENERS I ft= 8 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) USING STAPLES: CHECK FASTENERS: 16 ga x 1.5'(MIN LEG)STAPLE PENETRATION ONTO MAIN MEMBER= 1 in W= 20 Ibs/in x 1 in x 1.6= 32 Ibs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 37 psf(Vasd) SUCTION FORCE= 37 psf x 16 in O.C./12 in/ft= 49 plf 49 plf 132 Ibs/FASTENER = 1.6 FASTENERS/ft= 7 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 47 psf(Vasd) SUCTION FORCE= 47 psf x 16 in O.C.112 in/ft= 63 plf 63 plf 132 Ibs/FASTENER = 2 FASTENERS/ft= 6 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 16 ga x 1.5"(MIN LEG)STAPLE AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 56 psf(Vasd) SUCTION FORCE= 56 psf x 16 in O.C./12 in/ft= 75 plf 75 plf 132 Ibs/FASTENER = 2.4 FASTENERS!ft= 5 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 5 in O.C.(CORNER) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\0#10477-CENTERSHEARCALCS.xi. RALEIGH,NC 27609 123 SHEARWALL DESIGN FOR WALL ZONE 4(FIELD): STUD SPACING(SOC)= 16 in O.C. p= 34 psf(Vasd) STUD LOADING=34 psf x 16"D.C./12"/ft= 45 plf 45 plf = 0.9 FASTENERS/ft= 13 in O.C. 50 Ibs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) STUD LOADING=41 psf x 16"o.c./12"/ft= 55 plf 55 pif = 1.1 FASTENERS/ft= 10 in O.C. 50 Ibs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.)ds RALEIGH,NC,27609 124 SHEARWALL DESIGN LATERAL WALL LOAD AT FLOOR/CEILING DIAPHRAGM 1st FLOOR: WIND PERPENDICULAR TO RIDGE: wl-per= 89 plf(Vasd) WIND PARALLEL TO RIDGE: wl-para= 0 pif(Vasd) 2nd FLOOR: WIND PERPENDICULAR TO RIDGE: wl-per= 79 plf(Vasd) WIND PARALLEL TO RIDGE: wl-para= 0 plf(Vasd) LATERAL FRAMING CONNECTION LOADS FROM WIND: TRUSS TO TOP PLATE CONNECTION: PC= 116 plf x16inO.C./12inIft= 155Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 155 Ibs 1109 Ibs I FASTENER = 1.5 FASTENERS USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 155 Ibs/159 Ibs/FASTENER = 1 FASTENERS USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(1 112"SIDE)(TOENAILED)EACH TRUSS PLATE TO PLATE CONNECTION: PC= 116 plf CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 116 plf/131 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 13 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 116 plf/192 Ibs/FASTENER = 0.7 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE PLATE TO STUD CONNECTION: PC= 41 psfx9.5ft/2= 195 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.67= 88 Ibs(ENDNAILED) 195 Ibs/88 Ibs/FASTENER = 2.3 FASTENERS USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.67= 129 Ibs(ENDNAILED) 195 Ibs/129 Ibs/FASTENER = 1.6 FASTENERS USE A MINIMUM OF(2)16d(0.162"x 3.5")NAIL(1 112"SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: PC= 41psfx9.5ft/2xl2in/16inO.C.= 147 plf CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 147 plf/131 Ibs/FASTENER = 1.2 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 147 plf/192 Ibs I FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCSIO#10477-CENTER-SHEARCALCS.,As RALEIGH,NC 27609 125 SHEARWALL DESIGN TOP PLATE SPLICE LENGTH ROOF DIAPHRAGM LOADING(W-per)= 116 plf FLOOR DIAPHRAGM LOADING(FU-per)= 89 plf ROOF DIAPHRAGM LOADING CONTROLS DIAPHRAGM CHORD FORCE= T= W-per*L2 = 116 plf x 20.42 ft A 2= 192 Ibs 8*W 8x31.5ft CHECK FASTENERS: 2 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 82 Ibs x 1.6 = 131 Ibs REQUIRED SPLICE LENGTH: w/(2) 8d(0.131"x 2.5")NAIL(1 112"SIDE)AT 4 in O.C.T x do/12 in/ft = 192 Ibs x 4 in O.C. 12 in /ft= 1 ft 2Z 2x131lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 4 in O.C. ALTERNATE: CHECK FASTENERS: 2 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 120 Ibs x 1.6 = 192 Ibs REQUIRED SPLICE LENGTH: wl(2)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C.T x do/12 in/ft = 192 Ibs x 4 in O.C./12 in /ft= 1 ft 2 Z 2 x 192 Ibs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.bs RALEIGH,NC 27609 126 SHEARWALL DESIGN FLOOR DIAPHRAGM SHEATHING REQUIREMENTS 2nd FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FLLwr 12= 20.42 ft x 79 plf/2= 26 plf WR 31.5 ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)wl 0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v;)= 255 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 plf x 0.92= 235 plf NET DIAPHRAGM SHEAR CAPACITY(v)=v,+v�= 235 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x wl_er/2= 20.42 ft x 79 plf/2= 26 plf WR 31.5 ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)wl 16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C. FLOOR SHEATHING SHEAR CAPACITY(ve)= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 plf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY(v)=vr+vc= 132 plf+75 plf= 207 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022I220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.xIs RALEIGH,NC 27609 127 SHEARWALL DESIGN 1st FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FLILpe,/2= 20.42 ft x 89 plf/2= 29 plf WR 31.5 ft STANDARD 1st FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v,)= 255 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 plf x 0.92= 235 plf NET DIAPHRAGM SHEAR CAPACITY NJ=v,+vc= 235 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x FLI_p,r/2= 20.42 ft x 89 plf l 2= 29 plf WR 31.5 ft STANDARD 1st FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)wl 16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C. FLOOR SHEATHING SHEAR CAPACITY(ve)= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 plf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY(v)= 132 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220063\SHEARCALCS\0#10477-CENTERSHEARCALCS.,ds RALEIGH,NC 27609 128 SHEARWALL DESIGN SECOND FLOOR ENDWALL#1 "E"MODULE END SECOND FLOOR WIDTH(W2)= 31.5 ft SECOND FLOOR LENGTH(1-2)= 20.42 ft NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rend1)=(1-2 x 0-per+L2 X W-per)/Nend+ADDITIONAL= Rends=20.42 ft x 116 plf+20.42 ft x 79 plf/2+0 Ibs= 1991 Ibs HORIZONTAL SHEAR: V= Rend = 1991 Ibs = 63 plf W 31.5 ft SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1l2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs(FACE NAILED) 63 plf 1288 Ibs/FASTENER = 0.3 FASTENERS/ft= 16 in O.C. USE 3/8"DIA LAG SCREW(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs(FACE NAILED) 63 plf 1192 Ibs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. SECOND FLOOR ENDWALL#2 SHEATHING LENGTH REQUIREMENTS "F"MODULE END SECOND FLOOR WIDTH(W2)= 31.5 ft SECOND FLOOR LENGTH(1-2)= 20.42 ft NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Renal)=(1-2 x d-per+L2 x W4per)/Nend+ADDITIONAL= Rend2=20.42 ft x 116 plf+20.42 ft x 79 plf/2+0 Ibs= 1991 Ibs HORIZONTAL SHEAR: V= Rend = 1991 Ibs = 63 plf W 31.5 ft SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE I RIMBAND CONNECTION: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs(FACE NAILED) 63 plf 1288 Ibs/FASTENER = 0.3 FASTENERS/ft= 16 in O.C. USE 3/8"DIA LAG SCREW(1 112"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs(FACE NAILED) 63 plf/192 Ibs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA20221220053\SHEARCALCSIO#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 129 SHEARWALL DESIGN SECOND FLOOR HORIZONTAL FLOOR DIAPHRAGM CONTINUITY: MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(ALONG MATE LINE) (DEEP BEAM HORIZONTAL SHEAR) Vf=(3`F,,l 4)`L= 3/4 x 79 plf x 31.5 ft= 934 Ibs 2 2 CHECK FASTENERS: 1/2"DIA Gr.5 THROUGH BOLT(1 1/2"SIDE) Z= 410 Ibs x 1.6 = 656 Ibs 934 Ibs/656 Ibs/FASTENER = 1.5 FASTENERS USE A MIN.OF(2)1/2"DIA Gr.5 THROUGH BOLT(1 1/2"SIDE)(TOENAILED)(SPACED A MAX.OF 72 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 x 0.83= 239 Ibs(TOENAILED) 934 lbs/239 lbs/FASTENER = 4 FASTENERS USE A MIN.OF(4)318"DIA LAG SCREW(1 1/2"SIDE)(TOENAILED)(SPACED A MAX.OF 62 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(AT ENDWALLS) (CHORD FORCE CONTINUITY) T= F,,,,,,`W,2 = 0Ofx31.5ftA2= 1991 Ibs 8'L2 8x20.42ft CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 1991 Ibs /951 Ibs/STRAP= 3 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 1991 Ibs/ 3 STRAP/128 Ibs/FASTENER= 2.6 FASTENERS 16 ga x 2.5'x 7116"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 1991 Ibs/ 3 STRAP/86 Ibs I FASTENER= 3.9 FASTENERS USE A MINIMUM OF(3)1 1/2"x 20 ga STRAP ACROSS MATING LINE AT EACH ENDWALL WITH A MINIMUM OF(3)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR A MINIMUM OF(4)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 Ibs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5"NAILS Z= 83 Ibs/FASTENER 1991 Ibs/STUD 183 Ibs/FASTENER= 24 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(24)0.131"x 2.5"NAILS ACROSS MATING LINE AT EACH ENDWALL ALTERNATE: 1991 Ibs /1235 Ibs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA18 STRAP Z= 1115 Ibs OKAY CHECK STRAP FASTENERS: 14 0.148"x 2.5'NAILS OKAY FOR(2)SIMPSON LSTA18 STRAP(S)WITH(14)0.148"x 2.5"NAILS ACROSS MATING LINE AT EACH ENDWALL BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.xls RALEIGH,NC 27609 130 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#1 MODULE"H"PORTAL FRAME SEE ATTACHED PORTAL FRAME CALCULATIONS SECOND FLOOR WIDTH(W2)= 31.5 ft SECOND FLOOR LENGTH(1-2)= 20.42 ft CHORD FORCE(END STUD)STRAPS CHORD FORCE TENSION= 1444 Ibs FROM PORTAL FRAME FOR A 2 MEMBER CHORD USE A TENSION LOAD OF 722 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 722 Ibs/STUD/80 Ibs/FASTENER= 2.8 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 722 Ibs/STUD/86 Ibs/FASTENER= 4.2 FASTENERS OKAY.FOR 1 1/2"x 20 ga STRAP EACH END OF STUD WITH A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(5)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 Ibs/FASTENER 722 Ibs 1 STUD/64 Ibs I FASTENER= 11.3 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(12)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA12 STRAP Z= 795 Ibs OKAY CHECK STRAP FASTENERS: 10 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA12 STRAP WITH(10)0.148"x 2.5"NAILS EACH END OF EACH STUD OVERTURNING DUE TO UPLIFT: FROM PORTAL FRAME CALCULATION= '1212 Ibs HORIZONTAL SHEAR: FROM COLLECTOR= 2391 Ibs 2391 Ibs = 299 plf 8ft BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477--ENTERSHEARCALCS.'As RALEIGH,NC 27609 131 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURESI CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf 150 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 4 in O.C. EXTERIOR WALL DIAPHRAGM'FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs JOENAILED) 299 plf/109 Ibs/FASTENER = 2.8 FASTENERS/ft= 4 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 299 plf/159 Ibs/FASTENER = 1.9 FASTENERS/ft= 6 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 6 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 299 plf/540 Ibs/FASTENER = 0.6 FASTENERS/ft= 20 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 20 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053%SHEARCALCS\O#10477-CENTERSHEARCALCS.,As RALEIGH,NC 27609 132 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#2 MODULE"G"PORTAL FRAME SEE ATTACHED PORTAL FRAME CALCULATIONS SECOND FLOOR WIDTH(W2)= 31.5 ft SECOND FLOOR LENGTH(1-2)= 20.42 ft CHORD FORCE(END STUD)STRAPS CHORD FORCE TENSION= 1745 Ibs FROM PORTAL FRAME FOR A 2 MEMBER CHORD USE A TENSION LOAD OF 873 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 873 Ibs/STUD/80 Ibs/FASTENER= 3.4 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 873 Ibs/STUD 186 Ibs/FASTENER= 5.1 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF STUD WITH A MINIMUM OF(4) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(6)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 Ibs/FASTENER 873 Ibs/STUD/64 Ibs/FASTENER= 13.6 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(14)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 Ibs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA15 STRAP WITH(12)0.148"x 2.5"NAILS EACH END OF EACH STUD OVERTURNING DUE TO UPLIFT: FROM PORTAL FRAME CALCULATION= 1745 Ibs HORIZONTAL SHEAR: FROM COLLECTOR= 1996 Ibs 1996 Ibs = 333 plf 6ft 13ARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C'.M2212200531SHEARCALCSI0#10477-CENTERSHEARCALCS.'As - RALEIGH,NC 27609 133 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 pif/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C.112 in/ft= 55 plf 55 pif/50 Ibs I FASTENER = 1.1 FASTENERS I ft= 10 in O.C. DIAPHRAGM SPACING: 4 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 4 in O.C.(EDGE) SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE I RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 333 plf 1109 Ibs/FASTENER = 3.1 FASTENERS/ft= 3 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 333 pif/159 Ibs/FASTENER = 2.1 FASTENERS/ft= 5 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 5 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 333 plf/540 Ibs/FASTENER = 0.7 FASTENERS/ft= 17 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 17 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, Q=221220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 134 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 "A"MODULE END FIRST FLOOR WIDTH(W1)= 26.5 ft FIRST FLOOR LENGTH(1-1)= 20.42 ft NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rends)=2FLRend1+L1 x FLFP.,/Nend+ ADDITIONAL= Rends=1991 Ibs+20.42 ft x 89 plf/2+0 Ibs= 2900 Ibs HORIZONTAL SHEAR: V= Rend = 2900 Ibs = 109 plf W 26.5 ft SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs(FACE NAILED) 109 plf/288 Ibs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 3/8"DIA LAG SCREW(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs(FACE NAILED) 109 pff/192 Ibs/FASTENER = 0.6 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. FIRST FLOOR ENDWALL#2 SHEATHING LENGTH REQUIREMENTS "B"MODULE END FIRST FLOOR WIDTH(W1)= 31.5 ft FIRST FLOOR LENGTH(1-1)= 20.42 ft NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rend2)=2FLRend2+L1 x FLFPer/Nend+ ADDITIONAL= Rena=20.42 ft x 89 plf 12+1991 Ibs+0 Ibs= 2900 Ibs HORIZONTAL SHEAR: V= Rend = 2900 Ibs = 92 plf W 31.5 ft SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs(FACE NAILED) 92 plf/288 Ibs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 3/8"DIA LAG SCREW(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs(FACE NAILED) 92 plf 1192 Ibs/FASTENER = 0.5 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5"1 NAIL(1 1/2"SIDE)(FACE NAILED)AT A MAXIMUM OF 16 in O.C. BARLOW ENGINEERING,P.C. 1216 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.*As RALEIGH,NC 27609 135 SHEARWALL DESIGN FIRST FLOOR HORIZONTAL FLOOR DIAPHRAGM CONTINUITY: MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(ALONG MATE LINE) (DEEP BEAM HORIZONTAL SHEAR) VI=Q.Fop-14)'L= 3/4 x 79 plf x 31.5 ft= 934 Ibs 2 2 CHECK FASTENERS: 1/2"DIA Gr.5 THROUGH BOLT(1 1/2"SIDE) Z= 410 Ibs x 1.6 = 656 Ibs 934 Ibs/656 Ibs/FASTENER = 1.5 FASTENERS USE A MIN.OF(2)1/2"DIA Gr.5 THROUGH BOLT(1 112"SIDE)(SPACED A MAX.OF 18 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 x 0.83= 239 Ibs(TOENAILED) 934 Ibs1239lbs/FASTENER = 4 FASTENERS USE A MIN.OF(4)3/8"DIA LAG SCREW(1 112"SIDE)(TOENAILED)(SPACED A MAX.OF 48 in O.C.) BAND TO BAND ALONG MATING LINE(BLOCKING REQUIRED AT FASTENER LOCATIONS FOR FULL CONTACT) MODULE TO MODULE CONNECTION AT FLOOR RIMBAND:(AT ENDWALLS) (CHORD FORCE CONTINUITY) T= F,,,—*W,2 = 0 Of x 31.5 ft A 2= 2900 Ibs 8•L2 8x20.42ft CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 2900 Ibs /951 Ibs/STRAP= 4 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 2900 Ibs/4 STRAP/128 Ibs/FASTENER= 2.8 FASTENERS 16 ga x 2.5"x 7116"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 2900 Ibs/4 STRAP 186 Ibs I FASTENER= 4.2 FASTENERS USE A MINIMUM OF(4)1 1/2"x 20 ga STRAP ACROSS MATING LINE AT EACH ENDWALL WITH A MINIMUM OF(3)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(5)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CMSTCI6 STRAP Z= 4690 Ibs OKAY CHECK STRAP FASTENERS: 58 0.148"x 3.25"NAILS Z= 81 Ibs/FASTENER 2900 Ibs/STUD/81 Ibs/FASTENER= 35.8 FASTENERS OKAY FOR(1)SIMPSON CMSTCI6 STRAP WITH(36)0.148"x 3.25"NAILS ACROSS MATING LINE AT EACH ENDWALL ALTERNATE: 2900 Ibs 11235 Ibs/STRAP= 3 STRAPS CHECK STRAP: SIMPSON LSTA18 STRAP Z= 1115 Ibs OKAY CHECK STRAP FASTENERS: 14 0.148"x 2.5"NAILS OKAY FOR(3)SIMPSON LSTA18 STRAP(S)WITH(14)0.148"x 2.5"NAILS ACROSS MATING LINE AT EACH ENDWALL BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 136 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 MODULE"D"PORTAL FRAME FIRST FLOOR WIDTH(W1)= 31.5 ft FIRST FLOOR LENGTH(L1)= 20.42 ft CHORD FORCE(END STUD)STRAPS CHORD FORCE TENSION= 9890 Ibs FROM PORTAL FRAME FOR A 3 MEMBER CHORD USE A TENSION LOAD OF 4945 Ibs/STRAP CHECK STRAP: 1 112"x 20 ga STRAP Z= 951 Ibs NO GOOD CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 4945 Ibs/STUD/80 Ibs/FASTENER= 19.3 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 4945 Ibs/STUD 186 Ibs/FASTENER= 28.8 FASTENERS NO GOOD FOR 1 1/2"x 20 ga STRAP EACH END OF STUD N/A EACH END NIA EACH END ALTERNATE: CHECK STRAP: SIMPSON CMST14 STRAP Z= 6475 Ibs OKAY CHECK STRAP FASTENERS: 66 0.162"x 2.5'NAILS Z= 98 Ibs I FASTENER 4945 Ibs I STUD/98 Ibs/FASTENER= 50.5 FASTENERS OKAY FOR A SIMPSON CMST14 STRAP WITH(51)0.162"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA24 STRAP Z= 1235 Ibs NO GOOD CHECK STRAP FASTENERS: 18 0.148"x 2.5"NAILS NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5"NAILS EACH END OF EACH STUD OVERTURNING DUE TO UPLIFT: FROM PORTAL FRAME CALCULATION= 8225 Ibs HORIZONTAL SHEAR: FROM COLLECTOR= 2391 Ibs 2391 Ibs = 478 plf 5ft BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, GA2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.xls RALEIGH,NC 27609 137 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURESI CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 pif/50 Ibs I FASTENER = 0.9 FASTENERS 1 ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in I ft= 55 plf 55 plf/50 Ibs I FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 2 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 2 in O.C.(EDGE) SHEAR CONNECTIONS: RIMBAND SILL PLATE CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 478 pif/109 Ibs/FASTENER = 4.4 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 478 pif/159 Ibs/FASTENER = 3.1 FASTENERS/ft= 3 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 478 pif/540 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W,x(3/4'FL4Pe,)/2= V= 2391 Ibs+31.5 ft x(314'0 plf)/2 F 2391 Ibs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 2391 Ibs/1840 Ibs/FASTENER = 1.3 FASTENERS BOLTSPACING= (W-2)/(N-1)= (31.5ft-2)/(2-1)= 72 in 2391 Ibs/1840 Ibs/FASTENER = 1.3 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 2391 Ibs/2830 Ibs/FASTENER = 0.9 FASTENERS BOLT SPACING= (W-2)/(N-1)= (31.5ft-2)/(1-1)= 72 in 2391 Ibs 12830 Ibs/FASTENER = 0.9 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, Q12022\220053\SHEARCALCS\O#10477-CENTER-SHEARCALCS.)ds RALEIGH,NC 27609 138 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS MODULE"C'PORTAL FRAME FIRST FLOOR WIDTH(W1)= 31.5 ft FIRST FLOOR LENGTH(1-1)= 20.42 ft CHORD FORCE(END STUDI STRAPS CHORD FORCE TENSION= 4599 Ibs FROM PORTAL FRAME FOR A 2 MEMBER CHORD USE A TENSION LOAD OF 2300 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs NO GOOD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs I FASTENER 2300 Ibs/STUD/80 Ibs/FASTENER= 9 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 2300 Ibs/STUD/86 Ibs/FASTENER= 13.4 FASTENERS NO GOOD FOR 1 1/2"x 20 ga STRAP EACH END OF STUD NIA EACH END NIA EACH END ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 Ibs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5"NAILS Z= 83 Ibs/FASTENER 2300 Ibs/STUD/83 Ibs/FASTENER= 27.7 FASTENERS OKAY FOR A SIMPSON CS14 STRAP WITH(28)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA24 STRAP Z= 1235 Ibs NO GOOD CHECK STRAP FASTENERS: 18 0.148"x 2.5"NAILS NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5"NAILS EACH END OF EACH STUD OVERTURNING DUE TO UPLIFT: FROM PORTAL FRAME CALCULATION= 2226 Ibs HORIZONTAL SHEAR: FROM COLLECTOR= 2391 Ibs 2391 Ibs = 217 Ing lift BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCSIO#10477-CENTERSHEARCALCS.A. RALEIGH,NC 27609 139 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 19132"RATED SHEATHING(BLOCKED) PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in 1 ft= 45 plf 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf 150 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 2 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132"RATED SHEATHING(BLOCKED)AT 2 in O.C.(EDGE) SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 217 plf/109 Ibs/FASTENER = 2 FASTENERS/ft= 6 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 6 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 217 plf/159 Ibs/FASTENER = 1.4 FASTENERS/ft= 8 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 8 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 217 plf/540 Ibs/FASTENER = 0.5 FASTENERS/ft= 24 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W1 x(3/4•FL�per)12= V= 2391 Ibs+31.5 ft x(3/4`0 plf)/2 2391 Ibs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 2391 Ibs/1840 Ibs/FASTENER = 1.3 FASTENERS BOLT SPACING= (W-2)f(N-1)= (31.5ft-2)/(2-1)= 72in 2391 Ibs/1840 Ibs/FASTENER = 1.3 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 2391 lbs/2830 lbs/FASTENER = 0.9 FASTENERS BOLT SPACING= (W-2)1(N-1)= (31.5ft-2)1(1-1)= 72in 2391 Ibs/2830 Ibs/FASTENER = 0.9 FASTENERS USE 6/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022Q 00531SHEARCALCSI0#10477-CENTERSHEARCALCS.*4s RALEIGH,NC 27609 140 SHEARWALL DESIGN COMBINED CORNER HOLDDOWN REQUIREMENTS UPLIFT FORCES:(SEE ABOVE FOR CALCULATIONS) 2nd FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 0 Ibs 2nd FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 0 Ibs 2nd FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 1212 Ibs 2nd FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 1745 Ibs 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE1)= 0 Ibs 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE1)= 0 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US1)= 8225 Ibs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US1)= 2226 Ibs DEAD LOADS: FIRST FLOOR WIDTH(Wt)= 31.5 ft(MAX: 4 x CEILING HEIGHT) SECOND FLOOR WIDTH(W2)= 31.5 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR LENGTH(Lt)= 20.42 ft(MAX: 4 x CEILING HEIGHT) SECOND FLOOR LENGTH(1-2)= 20.42 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR HEIGHT(Ht)= 9.5 ft SECOND FLOOR HEIGHT(1-12)= 8.5 ft ROOF&CEILING ASSEMBLY DEAD LOAD(RDL)= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCSVO#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 141 SHEARWALL DESIGN SECOND FLOOR CORNER HOLD DOWN CONNECTIONS SECOND FLOOR ENDWALL#1/SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#1 I SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#1 UPLIFT FORCE(UE3)= 0 Ibs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 1212 Ibs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 Ibs ENDWALL WALL DEAD LOAD= 0 Ibs SIDEWALL WALL DEAD LOAD= 0 Ibs TOTAL DEAD LOAD= 0 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1212 Ibs-0 lbs= 1212 Ibs HOLDDOWN FORCE= 1212 Ibs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 2513 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 1212 Ibs /951 Ibs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 1212 Ibs/ 2 STRAP/128 Ibs 1 FASTENER= 2.4 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 1212 Ibs/ 2 STRAP/86 Ibs!FASTENER= 3.5 FASTENERS USE A MINIMUM OF(2)1 112"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(3)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(4)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON GS16 STRAP Z= 1705 Ibs OKAY CHECK STRAP FASTENERS: 22 0.131"x 2.5"NAILS Z= 78 Ibs/FASTENER 1212 Ibs I STUD 178 Ibs 1 FASTENER= 15.5 FASTENERS OKAY FOR(1)SIMPSON CS16 STRAP WITH(16)0.131"x 2.5"NAILS ACROSS FLOOR/CEILING LINE ALTERNATE: 1212 Ibs 1 1235 Ibs/STRAP= 1 STRAPS CHECK STRAP: SIMPSON LSTA21 STRAP Z= 1235 Ibs OKAY CHECK STRAP FASTENERS: 16 0.148"x 2.5'NAILS OKAY FOR(1)SIMPSON LSTA21 STRAP(S)WITH(16)0.148"x 2.5"NAILS ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1212 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1212 Ibs/131 Ibs/FASTENER/ 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1212 plf/192 Ibs/FASTENER/ 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1212 plf/288 Ibs/FASTENER/ 2 ROWS = 2.2 ROWS= 34 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.)ds RALEIGH,N627609 142 SHEARWALL DESIGN SECOND FLOOR ENDWALL#1 1 SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#1 1 SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#1 UPLIFT FORCE(UE3)= 0 Ibs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1745 Ibs 2nd FLOOR ENDWALL#1 I SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 Ibs ENDWALL WALL DEAD LOAD= 0 Ibs SIDEWALL WALL DEAD LOAD= 0 Ibs TOTAL DEAD LOAD= 0 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1745 Ibs-0 Ibs= 1745 Ibs HOLDDOWN FORCE= 1745 Ibs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 1866 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 1745 Ibs 1951 Ibs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 1745 Ibs/ 2 STRAP 1128 Ibs/FASTENER= 3.4 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 1745 Ibs/2 STRAP/86 Ibs/FASTENER= 5.1 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 Ibs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5"NAILS Z= 83 Ibs/FASTENER 1745 Ibs/STUD 183 Ibs/FASTENER= 21 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(21)0.131"x 2.5"NAILS ACROSS FLOOR/CEILING LINE ALTERNATE: 1745 Ibs /1235 Ibs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 Ibs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5"NAILS OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1745 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1745 Ibsl 131 Ibs/FASTENER/ 2 ROWS = 6.7 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1745 plf 1192 Ibs I FASTENER/ 2 ROWS = 4.6 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1745 pif/288 Ibs/FASTENER! 2 ROWS = 3.1 ROWS= 26 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C120221220053\SHEARCALCSIO#10477-CENTER-SHEARCALCS.)ds RALEIGH,NC 27609 143 SHEARWALL DESIGN SECOND FLOOR ENDWALL#21 SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#21 SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 0 Ibs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 1212 Ibs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 Ibs ENDWALL WALL DEAD LOAD= 0 Ibs SIDEWALL WALL DEAD LOAD= 0 Ibs TOTAL DEAD LOAD= 0 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1212 Ibs-0 Ibs= 1212 Ibs HOLDDOWN FORCE=F 1-212 Ibs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 2513 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 1212 Ibs /951 Ibs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 1212 Ibs/ 2 STRAP/128 Ibs I FASTENER= 2.4 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 1212 Ibs/ 2 STRAP/86 Ibs/FASTENER= 3.5 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(3)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(4)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS16 STRAP Z= 1705 Ibs OKAY CHECK STRAP FASTENERS: 22 0.131"x 2.5"NAILS Z= 78 Ibs/FASTENER 1212 Ibs/STUD/78 Ibs/FASTENER= 15.5 FASTENERS OKAY FOR(1)SIMPSON CS16 STRAP WITH(16)0.131"x 2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1212lbs /1235 Ibs/STRAP= 1 STRAPS CHECK STRAP: SIMPSON LSTA21 STRAP Z= 1235 Ibs OKAY CHECK STRAP FASTENERS: 16 0.148"x 2.5'NAILS OKAY FOR(1)SIMPSON LSTA21 STRAP(S)WITH(16)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1212 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1212 Ibs/131 Ibs/FASTENER 1 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1212 plf/192 Ibs/FASTENER/ 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1212 plf/288 lbs/FASTENER/ 2 ROWS = 2.2 ROWS= 34 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.As RALEIGH,NC 27609 144 SHEARWALL DESIGN SECOND FLOOR ENDWALL#21 SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 0 Ibs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1745 Ibs 2nd FLOOR ENDWALL#1 1 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 Ibs ENDWALL WALL DEAD LOAD= 0 Ibs SIDEWALL WALL DEAD LOAD= 0 Ibs TOTAL DEAD LOAD= 0 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1745 Ibs-0 Ibs= 1745 Ibs HOLDDOWN FORCE 7745 Ibs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 1866 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 1745 Ibs /951 Ibs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 1745 Ibs/ 2 STRAP/128 Ibs/FASTENER= 3.4 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 1745 Ibs/ 2 STRAP/86 Ibs/FASTENER= 5.1 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 Ibs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5"NAILS Z= 83 Ibs/FASTENER 1745 Ibs/STUD/83 Ibs/FASTENER= 21 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(21)0.131"x 2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1745 Ibs 11235 Ibs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 Ibs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5'NAILS OKAY FOR(2)SIMPSON LSTAIS STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1745 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1745 Ibs/131 Ibs/FASTENER 1 2 ROWS = 6.7 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 112"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1745 plf/192 Ibs/FASTENER/ 2 ROWS = 4.6 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1745 plf/288 Ibs/FASTENER! 2 ROWS = 3.1 ROWS= 26 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@022I220053\SHEARCALCSIO#10477-CENTER-SHEARCALCS.ids RALEIGH,NC 27609 145 SHEARWALL DESIGN FIRST FLOOR.CORNER HOLD DOWN CONNECTIONS FIRST FLOOR ENDWALL#1 1 SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 0 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 8225 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 Ibs ENDWALL WALL DEAD LOAD= 0 Ibs SIDEWALL WALL DEAD LOAD= 0 Ibs TOTAL DEAD LOAD= 0 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 8225 Ibs-0 Ibs= 8225 Ibs HOLDDOWN FORCE= 8225 Ibs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 13335 Ibs CHECK STRAP: SIMPSON HD98 w/(3)STUDS Z= 8430 Ibs 8430lbs > 8225lbs OKAY OKAY FOR A SIMPSON HD9B w/(3)STUDS CHECK STUDS: FOR SIMPSON HD9B w/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 8225 Ibs TENSION = 3 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 8225 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 8225 Ibs/131 Ibs/FASTENER I 2 ROWS = 31.4 ROWS= 4 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 4 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 8225 pif 1 192 Ibs/FASTENER/ 2 ROWS = 21.5 ROWS= 6 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 8225 plf/288 Ibs/FASTENER I 2 ROWS = 14.3 ROWS= 8 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 8 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:=\220053VSHEARCALCSIO#10477-CENTERSHEARCALCS.As RALEIGH,NC 27609 146 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 1 SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#1/SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 0 Ibs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 2226 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 Ibs ENDWALL WALL DEAD LOAD= 0 Ibs SIDEWALL WALL DEAD LOAD= 0 Ibs TOTAL DEAD LOAD= 0 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 2226 Ibs-0 Ibs= 2226 Ibs HOLDDOWN FORCE= 2226 Ibs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION=1 5250 Ibs CHECK STRAP: SIMPSON LSTHD8 Z= 2270 Ibs 2270lbs > 2226 Ibs OKAY OKAY FOR A SIMPSON LSTHD8 CHECK STUDS: FOR SIMPSON LSTHD8 A MINIMUM OF 2 STUD(S)ARE REQUIRED 2226 Ibs TENSION = 1 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 2226 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 2226 Ibs/131 Ibs/FASTENER/ 2 ROWS = 8.5 ROWS= 13 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 13 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 2226 plf 1192lbs/FASTENER/ 2 ROWS = 5.8 ROWS= 19 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 2226 plf/288 Ibs/FASTENER/ 2 ROWS = 3.9 ROWS= 29 in O.G. USE(2)ROWS OF 318"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 29 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022P220053\SHEARCALCS\O#10477-CENTER-SHEARCALCS.*,1s RALEIGH,NC 27609 147 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 0 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 8225 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 Ibs ENDWALL WALL DEAD LOAD= 0 Ibs SIDEWALL WALL DEAD LOAD= 0 Ibs TOTAL DEAD LOAD= 0 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 8225 Ibs-0lbs= 8225 Ibs HOLDDOWN FORCE= 8225 Ibs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION=1 8884 Ibs CHECK STRAP: SIMPSON HD98 W/(3)STUDS Z= 8430 Ibs 8430lbs > 8225lbs OKAY OKAY FOR A SIMPSON HD9B W/(3)STUDS CHECK STUDS: FOR SIMPSON HD9B w/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 8225 Ibs TENSION = 3 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 8225 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 8225 Ibs/131 Ibs I FASTENER 1 2 ROWS = 31.4 ROWS= 4 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 4 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 8225 plf 1 192 Ibs I FASTENER/ 2 ROWS = 21.5 ROWS= 6 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 8225 plf/288 Ibs I FASTENER 1 2 ROWS = 14.3 ROWS= 8 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 8 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.)ds RALEIGH,NC 27609 148 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#21 SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 0 Ibs 1 st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 2226 Ibs 1st FLOOR ENDWALL#1 I SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0 Ibs ENDWALL WALL DEAD LOAD= 0 Ibs SIDEWALL WALL DEAD LOAD= 0 Ibs TOTAL DEAD LOAD= 0 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 2226 Ibs-0 Ibs= 2226 Ibs HOLDDOWN FORCE= 2226 Ibs DOWNWARD FORCE= FROM PORTAL FRAME CALCULATION= 4446 Ibs CHECK STRAP: SIMPSON LSTHD8 Z= 2270 Ibs 2270lbs > 2226lbs OKAY OKAY FOR A SIMPSON LSTHD8 CHECK STUDS: FOR SIMPSON LSTHD8 A MINIMUM OF 2 STUD(S)ARE REQUIRED 2226 Ibs TENSION = 1 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE I STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 2226 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 2226 Ibs/131 Ibs/FASTENER/ 2 ROWS = 8.5 ROWS= 13 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 13 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 2226 pff/192 Ibs/FASTENER/ 2 ROWS = 5.8 ROWS= 19 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 112"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 2226 pff 1288 Ibs I FASTENER 1 2 ROWS = 3.9 ROWS= 29 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 29 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-CENTERSHEARCALCS.tds RALEIGH,NC 27609 149 Section 5 MODULES B-F SHEAR WALL CALCULATIONS 05/02/22 220053 150 SHEARWALL DESIGN PAY Fc001? H. � yaa L 0R SO s�F(001? py, H. �< �\ L W V JOB INFORMATION: JOB NUMBER= 220053 PLAN NAME/NUMBER= LEGACY O#10477-"B-F MODULES FIRST FLOOR WIDTH(W,)= 40 ft MIN FIRST FLOOR SPAN(WI-)= 15.75 ft FIRST FLOOR LENGTH(1-1)= 13.25 ft SECOND FLOOR WIDTH(W2)= 40 ft MIN SECOND FLOOR SPAN(W2•)= 15.75 ft SECOND FLOOR LENGTH(1-2)= 13.25 ft ROOF SPAN(WR)= 31.5 ft FIRST FLOOR HEIGHT(Hj)= 9.5 ft SECOND FLOOR HEIGHT(1-12)= 8.5 ft ROOF PITCH= 7/12 TRUSS SPACING(TOC)= 16 in STUD SPACING(SOC)= 16 in WIND SPEED(Vasd)= 105 mph=136 mph(Vult) EXPOSURE FACTOR= D BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2M\220053\SHEARCALCS\0#10477-B-F-SHEARCALCSAs RALEIGH,NC 27609 151 SHEARWALL DESIGN SHEARWALL SUMMARY: SHEATHING FASTENER SPACING MUST USE THE MORE RESTRICTIVE OF THAT SPECIFIED FOR APPLICABLE UPLIFT,SUCTION,AND SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1: EXTERIOR END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)wl FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 1.7 ft FULL HEIGHT SHEATHING REQUIRED 14.25 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR ENDWALL#2: "G-H"MODULE END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 7.81 ft FULL HEIGHT SHEATHING REQUIRED 33.33 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR SIDEWALL#1: BEDROOM 94 SIDE 3.83 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 4.3 ft FULL HEIGHT SHEATHING REQUIRED 7.2 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) SECOND FLOOR SIDEWALL#2: BEDROOM#5 SIDE 1 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19132"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 2.59 ft FULL HEIGHT SHEATHING REQUIRED 7.2 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-B-FSHEARCALCS.kl. RALEIGH,NC 27609 152 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1: EXTERIOR END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)wl 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 2.36 ft FULL HEIGHT SHEATHING REQUIRED 23.5 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FIRST FLOOR ENDWALL#2: "C-D"MODULE END EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)wl 0.131 x 2"(MIN)NAIL AT 2 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 12 ft FULL HEIGHT SHEATHING REQUIRED 13 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 2 in O.C.(EDGE) FIRST FLOOR SIDEWALL#1: LIVING ROOM SIDE 3.83 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 5.68 ft FULL HEIGHT SHEATHING REQUIRED 7 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) FIRST FLOOR SIDEWALL#2: BEDROOM#1 SIDE 1 ft TRIBUTARY LENGTH EXTERIOR SHEATHING: 19132"RATED SHEATHING(BLOCKED)w/0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) 6.69 ft FULL HEIGHT SHEATHING REQUIRED 9.1 ft FULL HEIGHT SHEATHING PROVIDED SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR WALL ZONE 4(FIELD):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE):EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19/32"RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCSIO#10477-B-F-SHEARCALCS.,As RALEIGH,NC 27609 153 SHEARWALL DESIGN SHEATHING SUMMARY: STANDARD CEILING SHEATHING: 1/2"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) STANDARD ROOF SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR ROOF ZONE 1(FIELD):ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 10 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) STANDARD ROOF SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) EDGE DIMENSION(a)= 4 ft FOR ROOF ZONE 1(FIELD): ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5'(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE):ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5'(MIN LEG)STAPLE AT 5 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER):ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 4 in O.C.(CORNER) STANDARD 2ND FLOOR SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 2ND FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1st FLOOR SHEATHING: USING NAILS: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY STANDARD 1st FLOOR SHEATHING: USING STAPLES: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5'(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@022\220053\SHEARCALCS\O#10477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 154 SHEARWALL DESIGN CONNECTION SUMMARY: CONNECTIONS TO BE AS SPECIFIED OR EQUIVALENT UPLIFT CONNECTIONS TRUSS TO CEILING BAND: SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR WITH NO ADDITIONAL BOTTOM CHORD TO BAND OR PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 Ibs 2nd FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x 2.5')NAIL(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5")NAIL(7/16"SIDE) THROUGH FULL HEIGHT OSS SHEATHING INTO WALL STUD OR USE 16 ga x 2.5"x 7116"STAPLE(7116"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(15)16 ga x 2.5"x 7116"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5'x 7116"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5'NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 468 Ibs/STUD 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: USE 8d(0.131"x 2.5')NAIL(7/16"SIDE)AT 5 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR USE 16 ga x 2.5"x 7116"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND OR OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5'NAILS EACH STUD LOCATION OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH STUD LOCATION OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 pif 1st FLOOR STUD TO CEILING&FLOOR BANDS: USE 8d(0.131"x 2.5')NAIL(7/16"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(6) 8d(0.131"x 2.5")NAIL(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR USE 16 ga x 2.5'x 7/16"STAPLE(7116"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS PLUS USE A MINIMUM TOTAL OF(9)16 ga x 2.5'x 7/16"STAPLE(7/16"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD OR OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH END OF EACH STUD OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 211 plf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053VSHEARCALCM0#10477-6-F-SHEARCALCS.,As RALEIGH,NC 27609 155 SHEARWALL DESIGN LATERAL CONNECTIONS TRUSS TO TOP PLATE CONNECTION: USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS OR PLATE TO PLATE CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 54 Ibs EACH EXTERIOR WALL USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE OR PLATE TO STUD CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 81 ptf USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD USE A MINIMUM OF(2)16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: A CONNECTION TO RESIST A LATERAL LOAD OF 195 Ibs EACH END USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 10 in O.C.PLATE TO PLATE OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE OR TOP PLATE SPLICE LENGTH A CONNECTION TO RESIST A LATERAL LOAD OF 147 plf TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 4 in O.C. OR TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft wl(2)ROWS 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C. OR A CONNECTION TO RESIST A FORCE OF 45 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCSIO#10477-B-F-SHEARCALCS.xIs RALEIGH,NC 27609 156 SHEARWALL DESIGN SHEAR CONNECTIONS SECOND FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 58 plf SECOND FLOOR ENDWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 84 plf FIRST FLOOR ENDWALL#1 SHEAR CONNECTIONS RIMBAND SILL PLATE CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 49 plf SILL PLATE TO FOUNDATION CONNECTION: USE 112"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 518"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 2567 Ibs(65 plf) FIRST FLOOR ENDWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 10 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 591 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 1432 Ibs(36 plf) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.xIs RALEIGH,NC 27609 157 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 440 plf SECOND FLOOR CEILING COLLECTORS COLLECTOR 1-3 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 846 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1968 COLLECTOR 2-3 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(6)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 706 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1643 SECOND FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 10 in O.C. OR USE 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 40 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 115 plf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:Q02212200531SHEARCALCS\0410477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 158 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 SHEAR CONNECTIONS RIMBAND SILL PLATE CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 12 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 531 plf SILL PLATE TO FOUNDATION CONNECTION: USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 4440 Ibs(111 plf) FIRST FLOOR CEILING COLLECTORS COLLECTOR 1-2 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 980 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2391 COLLECTOR 2-2 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 818 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=1997 FIRST FLOOR SIDEWALL#2 SHEAR CONNECTIONS RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 5 in O.C. OR USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 7 in O.C. OR USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 256 plf SILL PLATE TO FOUNDATION CONNECTION: USE 112"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. OR A CONNECTION TO WITHSTAND A SHEAR FORCE OF 3052 Ibs(77 plf) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 159 SHEARWALL DESIGN FIRST FLOOR COLLECTORS COLLECTOR 1-1 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(3) 8d(0.131"x 2.5')NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(4)16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(10)0.131"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 1198 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2672 COLLECTOR 2-1 OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OR OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 1000 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=2231 ENDWALL#2 FLOOR COLLECTOR NO GOOD FOR 1 112"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR N/A EACH END NIA EACH END OR OKAY FOR A SIMPSON CMSTCI6 STRAP WITH(50)0.148"x 3.25"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR OR A CONNECTION TO RESIST A TENSION FORCE OF 8035 Ibs CUMULATIVE LOAD ON CENTER SECTION SHEARWALL=19284 BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C'.=22\220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.Xls RALEIGH,NC 27609 160 SHEARWALL DESIGN CORNER HOLD DOWNS SECOND FLOOR ENDWALL#1!SIDEWALL#1 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5'NAILS ACROSS FLOORICEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1791 Ibs THE DOWNWARD FORCE IS 5695Ibs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1791 Ibs SECOND FLOOR ENDWALL#1/SIDEWALL#2 CORNER: NO HOLD DOWN REQUIRED N/A N/A OR N/A OR N/A ACROSS FLOORICEILING LINE OR DEAD LOAD EXCEEDS UPLIFT THE DOWNWARD FORCE IS 3431 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1040 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-&F-SHEARCALCS.)ds RALEIGH,NC 27609 161 SHEARWALL DESIGN I SECOND FLOOR ENDWALL#2/SIDEWALL#1 CORNER: USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOOR/CEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.6"x 7116"STAPLE(20 ga SIDE)EACH END OF EACH STRAP OR OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 1791 Ibs THE DOWNWARD FORCE IS 5695 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 112"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1791 Ibs SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER: NO HOLD DOWN REQUIRED N/A N/A OR N/A OR N/A ACROSS FLOOR/CEILING LINE OR DEAD LOAD EXCEEDS UPLIFT THE DOWNWARD FORCE IS 3431 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 32 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 1040 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-B-FSHEARCALCS.x1s RALEIGH,NC 27609 162 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON STHD14RJ OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 2872 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 10024 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 11 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 23 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2872 Ibs FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 CORNER: NO HOLD DOWN REQUIRED OR DEAD LOAD EXCEEDS UPLIFT FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 4037 Ibs CORNER STUD CONNECTION: USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 13 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 23 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 2340 Ibs FIRST FLOOR ENDWALL#2/SIDEWALL#1 CORNER: OKAY FOR A SIMPSON HD7B wl(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 5703 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 12855 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 12 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 5703 Ibs FIRST FLOOR ENDWALL#2/SIDEWALL#2 CORNER: OKAY FOR A SIMPSON HD7B w/(3)STUDS OR A CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 5703 Ibs FOUNDATION TO WITHSTAND A DOWNWARD FORCE OF 12855 Ibs CORNER STUD CONNECTION:USE(2)ROWS OF 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. OR USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. OR USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 12 in O.C. OR A CONNECTION TO WITHSTAND AN FORCE OF 5703 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA202ZZ200534SHEARCALCSIO#10477-B-F-SHEARCALCS.Yls RALEIGH,NC 27609 163 SHEARWALL DESIGN DESIGN UPLIFT LOADS ROOF&CEILING ASSEMBLY DEAD LOAD= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf UPLIFT CONNECTION LOAD: PER TRUSS 210009-TR7-31-6-2 wup,= 467 Ibs x 12 in/ft/16 in O.C.= 351 plf TRUSS TO CEILING BAND: STANDARD CONNECTION: (4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 480 Ibs x 1.6 x 0.67= 515 Ibs ADDITIONAL TIE(S)REQUIRED FOR TRUSS TIE DOWN: 467 Ibs-515 Ibs= -48 Ibs ADDITIONAL= N/A CHECK STRAP: N/A UP= N/A Ibs NIA CHECK STRAP FASTENERS: N/A N/A ALTERNATE: CHECK STRAP: N/A UP= N/A Ibs N/A CHECK STRAP FASTENERS: N/A N/A SEE TRUSS CALCULATIONS USE THE STANDARD(4)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)ENDNAILED THROUGH BAND INTO TRUSS WITH NO ADDITIONAL BOTTOM CHORD TO BAND WITH NO ADDITIONAL BOTTOM CHORD TO BAND PROVIDE A TRUSS TO CEILING BAND CONNECTION TO WITHSTAND AN UPLIFT FORCE OF 467 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477$FSHEARCALCS.As RALEIGH,NC 27609 164 SHEARWALL DESIGN REQUIRED SIDEWALL STUD TIE DOWN LOADING: 2nd FLOOR STUD TO CEILING&FLOOR BANDS: Pew=351 plf x 16 in O.C./12 in/ft= 468 Ibs/STUD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(7/16"SIDE) Z= 60 Ibs x 1.6= 96 Ibs 351 plf 196 Ibs/FASTENER= 3.66 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 Ibs I STUD I Ibs/FASTENER= 4.9 FASTENERS USE A MINIMUM TOTAL OF(10) 8d(0.131"x 2.5")NAIL(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE) Z= 40 Ibs x 1.6= 64 Ibs 351 plf/64 Ibs/FASTENER= 5.48 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7/16"SIDE)AT 2 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 468 Ibs/STUD I Ibs/FASTENER= 7.3 FASTENERS USE A MINIMUM TOTAL OF(15)16 ga x 2.5'x 7116"STAPLE(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 468 Ibs/STUD/128 Ibs I FASTENER= 1.8 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 468 Ibs/STUD/86 Ibs I FASTENER= 2.7 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 Ibs/FASTENER 468 Ibs/STUD/64 Ibs/FASTENER= 7.3 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022\220053\SHEARCALMOM 0477-B-F-SHEARCALCS.xis RALEIGH,NC 27609 165 SHEARWALL DESIGN 2nd FLOOR BAND TO 1st FLOOR CEILING BAND: P2tb=[351 plf-(0.6x12psfx8.5ft+10psfx15.75ft12)] = 211 plf 281 Ibs x 16 in O.C./12 in/ft= 281 Ibs/STUD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(7/16"SIDE) Z= 60 Ibs x 1.6= 96 Ibs 211 plf/96 Ibs/FASTENER= 2.2 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7116"SIDE)AT 5 In O.C. THROUGH OSB SHEATHING INTO CEILING BAND ALTERNATE: 16 ga x 2.5"x 7/16"STAPLE(7116"SIDE) Z= 40 Ibs x 1.6= 64 Ibs 211 plf 164 Ibs/FASTENER= 3.3 FASTENERS/ft USE 16 ga x 2.5"x 7/16"STAPLE(7116"SIDE)AT 3 in O.C. THROUGH OSB SHEATHING INTO CEILING BAND ALTERNATE: CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 281 Ibs/STUD 1128 Ibs/FASTENER= 1 A FASTENERS 16 ga x 2.5"x 7116"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 281 Ibs/STUD/86 Ibs/FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH STUD LOCATION WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs/FASTENER 281 Ibs/STUD/64 Ibs/FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH STUD LOCATION ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH STUD LOCATION BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 166 SHEARWALL DESIGN 1st FLOOR STUD TO CEILING 8 FLOOR BANDS: P1.h= P2= 211 plf = 281 Ibs/STUD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(7/16"SIDE) Z= 60 Ibs x 1.6= 96 Ibs 211 plf/96 Ibs/FASTENER= 2.2 FASTENERS/ft USE 8d(0.131"x 2.5")NAIL(7/16"SIDE)AT 5 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 Ibs/STUD I Ibs/FASTENER= 2.9 FASTENERS USE A MINIMUM TOTAL OF(6) 8d(0.131"x 2.5")NAIL(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: 16 ga x 2.5"x 7/16"STAPLE(7/16"SIDE) Z= 40 Ibs x 1.6= 64 Ibs 211 plf/64 Ibs/FASTENER= 3.3 FASTENERS/ft USE 16 ga x 2.5"x 7116"STAPLE(7/16"SIDE)AT 3 in O.C. THROUGH FULL HEIGHT OSB SHEATHING INTO CEILING AND FLOOR BANDS 281 Ibs/STUD I Ibs/FASTENER= 4.4 FASTENERS USE A MINIMUM TOTAL OF(9)16 ga x 2.5"x 7116"STAPLE(7116"SIDE) THROUGH FULL HEIGHT OSB SHEATHING INTO WALL STUD ALTERNATE: CHECK STRAP: 1 112"x 20 ga STRAP Z= 951 Ibs x 1.6= 1522 OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs 281 Ibs/STUD/80 Ibs I FASTENER= 1.8 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 281 Ibs I STUD/86 Ibs I FASTENER= 1.6 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH STUD WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(2)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs/FASTENER 281 Ibs/STUD/64 Ibs/FASTENER= 4.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(5)0.131"x 2.5"NAILS EACH END OF EACH STUD ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5'NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH STUD BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.*.ds RALEIGH,NC 27609 167 SHEARWALL DESIGN LATERAL LOAD AT ROOF/CEILING DIAPHRAGM WIND PERPENDICULAR TO RIDGE: d-per= 81 plf(Vasd) WIND PARALLEL TO RIDGE: d-para= 1398 plf(Vasd) CEILING DIAPHRAGM SHEATHING STANDARD CEILING SHEATHING: 1/2"GWB(UNBLOCKED)w/FASTENERS AT 7 in O.C.(EDGE)AND 7 in O.C.(FIELD) CEILING SHEATHING SHEAR CAPACITY(v,')= 75 plf ROOF DIAPHRAGM SHEATHING REQUIREMENTS USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L*W,a,/2= 13.25 ft*81 plf/2= 18 plf WR 31.5 ft STANDARD ROOF SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)wl 0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) ROOF SHEATHING SHEAR CAPACITY(v;)= 300 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 300 plf x 0.92= 276 plf NET DIAPHRAGM SHEAR CAPACITY(v)=yr+vr;= 276 plf+75 plf= 351 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L*W-w/2= 13.25 ft*81 plf/2= 18 plf WR 31.5 ft STANDARD ROOF SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)wl 16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD ROOF SHEATHING SHEAR CAPACITY(vr)= 160 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 160 plf x 0.85= 136 plf NET DIAPHRAGM SHEAR CAPACITY(v)=v,+v.= 136 plf+75 plf= 211 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\202212200531SHEARCALCSIO#10477-&F-SHEARCALCS.ds RALEIGH,NC 27609 168 SHEARWALL DESIGN SHEATHING SUCTION CONNECTION PER ASCE 7 C&C PRESSURES USING NAILS: CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 39 psf(Vasd) SUCTION FORCE= 39 psf x 16 in O.C./12 in/ft= 52 plf 52 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 0.131 x 2"(MIN)NAIL AT 10 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 49 psf(Vasd) SUCTION FORCE= 49 psf x 16 in O.C./12 in/ft= 65 plf 65 plf 150 Ibs/FASTENER = 1.3 FASTENERS/ft= 9 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 58 psf(Vasd) SUCTION FORCE= 58 psf x 16 in O.C.112 in/ft= 77 plf 77 plf 150 Ibs/FASTENER = 1.6 FASTENERS/ft= 7 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(CORNER) USING STAPLES: CHECK FASTENERS: 16 ga x 1.5"(MIN LEG)STAPLE PENETRATION ONTO MAIN MEMBER= 1 in W= 20 Ibs/in x 1 in x 1.6= 32 Ibs(WITHDRAWAL) FOR ROOF ZONE 1(FIELD): p= 39 psf(Vasd) SUCTION FORCE= 39 psf x 16 in O.C./12 in/ft= 52 plf 52 plf 132 Ibs/FASTENER = 1.7 FASTENERS/ft= 7 in O.C. DIAPHRAGM SPACING: 12 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 7 in O.C.(FIELD) FOR ROOF ZONE 2(EDGE): p= 49 psf(Vasd) SUCTION FORCE= 49 psf x 16 in O.C./12 in/ft= 65 plf 65 plf/32 Ibs I FASTENER = 2.1 FASTENERS/ft= 5 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 5 in O.C.(EDGE) FOR ROOF ZONE 3(CORNER): p= 58 psf(Vasd) SUCTION FORCE= 58 psf x 16 in O.C./12 in/ft= 77 plf 77 plf 132 Ibs 1 FASTENER = 2.5 FASTENERS/ft= 4 in O.C. DIAPHRAGM SPACING: 6 in O.C. ROOF DIAPHRAGM FASTENING NOT ADEQUATE FOR SUCTION FASTENING REVISE SPACING TO 16 ga x 1.5"(MIN LEG)STAPLE AT 4 in O.C.(CORNER) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, =022\220053\SHEARCALCS101f10477-B-FSHEARCALCSMs RALEIGH,NC 27609 169 SHEARWALL DESIGN FOR WALL ZONE 4(FIELD): STUD SPACING(SOC)= 16 in O.C. p= 34 psf(Vasd) STUD LOADING=34 psf x 16"o.c./12"/ft= 45 plf 45 plf = 0.9 FASTENERS/ft= 13 in O.C. 50 Ibs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) STUD LOADING=41 psf x 16"o.c./12"/ft= 55 plf 55 plf = 1.1 FASTENERS/ft= 10 in O.C. 50 Ibs/FASTENER MAX ALLOWABLE SPACING: 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-B-F-SHEARCALCS.xIs RALEIGH,NC 27609 170 SHEARWALL DESIGN LATERAL WALL LOAD AT FLOOR/CEILING DIAPHRAGM 1 st FLOOR: WIND PERPENDICULAR TO RIDGE: wl-per= 48 plf(Vasd) WIND PARALLEL TO RIDGE: W-para= 287 plf(Vasd) 2nd FLOOR: WIND PERPENDICULAR TO RIDGE: W-per= 43 plf(Vasd) WIND PARALLEL TO RIDGE: W-para= 257 plf(Vasd) LATERAL FRAMING CONNECTION LOADS FROM WIND: TRUSS TO TOP PLATE CONNECTION: PC= 81 plf x 16 in O.C./12 in/ft= 108 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 108 lbs/109 lbs/FASTENER = 1FASTENERS USE A MINIMUM OF(1) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 108 lbs 1159 lbs/FASTENER = 0.7 FASTENERS USE A MINIMUM OF(1)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)EACH TRUSS PLATE TO PLATE CONNECTION: PC= 81 plf CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 81 plf/131 Ibs/FASTENER = 0.7 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 112"SIDE)AT 16 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 81 plf 1192 Ibs/FASTENER = 0.5 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 16 in O.C.PLATE TO PLATE PLATE TO STUD CONNECTION: PC= 41 psfx9.5ft/2= 195lbs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.67= 88 Ibs(ENDNAILED) 195 Ibs/88 Ibs/FASTENER = 2.3 FASTENERS USE A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.67= 129 Ibs(ENDNAILED) 195 Ibs/129 Ibs/FASTENER = 1.6 FASTENERS USE A MINIMUM OF(2)16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(ENDNAILED)EACH END OF EACH STUD BOTTOM PLATE TO FLOOR CONNECTION: PC= 41 psf x 9.5 ft 12 x 12 in/16 in O.C.= 447plf CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 147 plf 1131 Ibs/FASTENER = 1.2 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2.5")NAIL(1 112"SIDE)AT 10 in O.C.PLATE TO PLATE ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 147 plf/192 Ibs/FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 15 in O.C.PLATE TO PLATE BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\2200531SHEARCALCS\0#10477-B-FSHEARCALCS.,As RALEIGH,NC 27609 171 SHEARWALL DESIGN i I I i TOP PLATE SPLICE LENGTH ROOF DIAPHRAGM LOADING(wl-per)= 81 plf FLOOR DIAPHRAGM LOADING(FLI-per)= 48 plf ROOF DIAPHRAGM LOADING CONTROLS DIAPHRAGM CHORD FORCE= T= wl-Der*L2 = 81 plf x 13.25 ft"2= 45 Ibs 8*W 8x40ft CHECK FASTENERS: 2 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 82 Ibs x 1.6 = 131 Ibs REQUIRED SPLICE LENGTH: wl(2) 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)AT 4 in O.C.T x do l 12 in/ft = 45 Ibs x 4 in O.C./12 in /ft= 1 ft 2Z 2x131lbs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)AT 4 in O.C. ALTERNATE: CHECK FASTENERS: 2 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) SPACED AT 4 in O.C. Z= 120 Ibs x 1.6 = 192 Ibs REQUIRED SPLICE LENGTH: w/(2)16d(0.162"x 3.5')NAIL(1 1/2"SIDE)AT 4 in O.C.Tx do/12 in/ft = 45 Ibs x 4 in O.C.112 in /ft= 1 ft 2 Z 2 x 192 Ibs TOP PLATE SPLICES SHALL BE A MINIMUM OF 1 ft w/(2)ROWS 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)AT 4 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 172 SHEARWALL DESIGN FLOOR DIAPHRAGM SHEATHING REQUIREMENTS 2nd FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FLIP,,/2= 13.25 ft x 257 plf/2= 43 plf WR 40 ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v;)= 255 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 plf x 0.92= 235 plf NET DIAPHRAGM SHEAR CAPACITY(v)=v,+v.= 235 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x WI-per/2= 13.25 ft x 257 plf 12= 43 plf WR 40 ft STANDARD 2ND FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD FLOOR SHEATHING SHEAR CAPACITY(vr)= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 plf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY(v)=v,+ve= 132 plf+75 plf= 207 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12072\220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.ki. RALEIGH,NC 27609 173 SHEARWALL DESIGN 1st FLOOR USING NAILS: WIND MAX DIAPHRAGM SHEAR(v)= L x FLLPe,/2= 13.25 ft x 287 plf/2= 48 plf7771 WR 40 ft STANDARD 1 st FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/0.131 x 2"(MIN)NAILS AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD) FLOOR SHEATHING SHEAR CAPACITY(v;)= 255 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.92 255 plf x 0.92= 235 pif NET DIAPHRAGM SHEAR CAPACITY NO=v,+v�= 235 plf STANDARD SHEATHING OKAY USING STAPLES: WIND MAX DIAPHRAGM SHEAR(v)= L x FLI-Pe,/2= 13.25 ft x 287 plf/2= 48 plf WR 40 ft STANDARD 1st FLOOR SHEATHING: 19/32"RATED SHEATHING(UNBLOCKED)w/16 ga x 1.5"(MIN LEG)STAPLES AT 6 in O.C.(EDGE)AND 12 in O.C.(FIELD FLOOR SHEATHING SHEAR CAPACITY(vr)= 155 plf SPECIFIC GRAVITY ADJUSTMENT FACTOR= 0.85 155 plf x 0.85= 132 plf NET DIAPHRAGM SHEAR CAPACITY NO= 132 plf STANDARD SHEATHING OKAY BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-B-FSHEARCALCS.,As RALEIGH,NC 27609 174 SHEARWALL DESIGN SECOND FLOOR ENDWALL#1 SHEATHING LENGTH REQUIREMENTS EXTERIOR END SECOND FLOOR WIDTH(W2)= 40 ft SECOND FLOOR LENGTH(1-2)= 13,25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vv;)_(VW x CG x Cub)+(VWINT x CG x Cub)= (400 plf x 0.92 x 1)+(115 pif x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(!Li)= 14.25 ft PERCENT FULL HEIGHT SHEATHING= 36% MAX.UNRESTRAINED OPENING HEIGHT= 1.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rends)=(1-2 x rl-per+L2 x%per)I Nend+ADDITIONAL= Rends=13.25 ft x 81 plf+13.25 ft x 43 pif/2+0 Ibs= 822 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(LE,)=Rends/V = 822 lbs/483 plf= 1.7 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LsEW I Co=1.7 ft/1= 1.7 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=1.7 ft PROVIDED=14.25 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UEl)= Rends x H = UE2=822 Ibs x 8.5 ft = 491 Ibs ILixCo 14.25ftx1 HORIZONTAL SHEAR: V= Rend = 822 Ibs = 58 plf W 14.25 ft SHEATHING SUCTION CONNECTION PER ASCE 71C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 pif 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf 150 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCS\Ol110477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 175 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 58 pif/109 Ibs/FASTENER = 0.6 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2".SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 58 pif/159 Ibs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 58 plf/540 Ibs/FASTENER = 0.2 FASTENERS/ft= 60 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:@0221220053\SHEARCALCS\O#l0477-B-F-SHEARCALCS.xIs RALEIGH,NC 27609 176 SHEARWALL DESIGN SECOND FLOOR ENDWALL#2 SHEATHING LENGTH REQUIREMENTS "G-H"MODULE END SECOND FLOOR WIDTH(W2)= 40 ft SECOND FLOOR LENGTH(1-2)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,N)_(VW x CG x Cub)+(VWINT x CG x Cub)_ (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 pif MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(!Li)= 33.33 ft PERCENT FULL HEIGHT SHEATHING= 83% MAX.UNRESTRAINED OPENING HEIGHT= 8.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 0.746(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nand)= 2 ADDITIONAL WALL WIND LOAD= 1991 Ibs FROM CENTER 2FL EW#1 WIND SHEARWALL REACTION(Rend2)=(1-2 x d-p,+L2 x Wtip,)I Nend+ADDITIONAL= Rend2= 13.25 ft x 81 plf+13.25 ft x 43 plf/2+1991 Ibs= 2813 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(LE,)=Rend21 V = 2813 Ibs/483 plf= 5.82 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LEW/Co=5.82 It 10.746= 7.81 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=7.81 It PROVIDED=33.33 It SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend2 x H = UE2=2813 Ibs x 8.5 ft = 962 Ibs V-L;xGo 33.33 ft x 0.746 HORIZONTAL SHEAR: V= Rend = 2813 Ibs = 84 pIf W 33.33 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf 150 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 pff 55 plf/50 Ibs I FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:1202212200531SHEARCALCSIO#10477-B-F-SHEARCALCS.)ds RALEIGH,NC 27609 177 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE I RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 84 plf/109 Ibs/FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 84 plf/159 Ibs/FASTENER = 0.6 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 84 plf 1540 Ibs/FASTENER = 0.2 FASTENERS/ft= 60 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 60 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-B-F-SHEARCALCS,ids RALEIGH,NC 27609 178 SHEARWALL DESIGN SECOND FLOOR SIDEWALL 01 SHEATHING LENGTH REQUIREMENTS BEDROOM#4 SIDE TRIBUTARY LENGTH(TL1)= 3.83 ft SECOND FLOOR LENGTH(1-2)= 7.2 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:518"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWINT)= 400 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.923 BLOCKING ADJ.FACTOR(Cab)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,N)_(VW x CG x Cub)+(VWINT x CG x Cub)= (400 plf x 0.92 x 1)+(400 plf x 0.923 x 1)= 737 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(I—Li)= 7.2 ft PERCENT FULL HEIGHT SHEATHING= 100% MAX.UNRESTRAINED OPENING HEIGHT= Oft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Na;da)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rdde1)=(W2 x rl-para+W2 x WFpara)I Naide+ADDITIONAL= R.ide1=3.83 ft x 1398 plf+3.83 ft x 257 plf/2+0 Ibs= 3170 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(La,,,)=Rvda1/V = 3170 Ibs/737 plf= 4.3 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LsW/Co=4.3 It/1= 4.3 It PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=4.3 ft PROVIDED=7.2 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(Us1)= Rs;da1 x H = Us1=3170 Ibs x 8.5 ft = 3743 Ibs V-LixGo 7.2ftx1 HORIZONTAL SHEAR: V= Rside = 3170 Ibs = 440 plf W 7.2 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in I ft= 55 plf 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1216 QUAIL RIDGE RD, CA2=220053\SHEARCALCSIO#10477-B-FSHEARCALCS.1ds RALEIGH,NC 27609 179 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 440 plf 1109 Ibs/FASTENER = 4.1 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 112"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 440 plf/159 Ibs/FASTENER = 2.8 FASTENERS/ft= 4 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 4 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 440 plf/540 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 13 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCSN=0477-B-F-SHEARCALCSMs RALEIGH,NC 27609 180 SHEARWALL DESIGN WIND PRESSURES FOR COLLECTORS(MWFRS)(SEE WIND CALC): LOAD CASE A-WIND FROM SIDE WALL: POSITIVE INTERNAL PRESSURE: ZONE 1(FIELD)PRESSURES: P,= 11 psf ZONE 4(FIELD)PRESSURES: P4= -15 psf NEGATIVE INTERNAL PRESSURE: ZONE 1(FIELD)PRESSURES: P,= 21 psf ZONE 4 FIELD PRESSURES: P4= -6 psf LOAD CASE B-WIND FROM END WALL: POSITIVE INTERNAL PRESSURE: ZONE 5(FIELD)PRESSURES: P5= 6 psf ZONE 6(FIELD)PRESSURES: P6= -13 psf NEGATIVE INTERNAL PRESSURE: ZONE 5(FIELD)PRESSURES: PS= 16 psf ZONE 6(FIELD)PRESSURES: P6= -3 psf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA2022220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.xIs RALEIGH,NC 27609 181 SHEARWALL DESIGN SECOND FLOOR CEILING COLLECTORS COLLECTOR 1-3 TRIBUTARY LENGTH COLLECTOR 1-3= 19.4 ft CALCULATED COLLECTOR LOAD AT SECOND FLOOR CEILING= 16 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT 12+19.4 ft WIDTH x 11.66 ft GABLE HEIGHT= 1545 Ibs -13 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 11.66 ft GABLE HEIGHT= -846 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 423 Ibs/STRAP CHECK STRAP: 1 112"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 423 Ibs/STUD/80 Ibs/FASTENER= 1.7 FASTENERS 16 ga x 2.5"x 7116"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 423 Ibs/STUD/86 Ibs/FASTENER= 2.5 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5'NAILS Z= 64 Ibs I FASTENER 423 Ibs/STUD/64 Ibs/FASTENER= 6.6 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1545 Ibs+423 Ibs= 1968 Ibs COLLECTOR 2.3 TRIBUTARY LENGTH COLLECTOR 2-3= 16.2 ft CALCULATED COLLECTOR LOAD AT SECOND FLOOR CEILING= 16 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT/2+16.2 ft WIDTH x 11.66 ft GABLE HEIGHT= 1290 Ibs -13 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT 12+16.2 ft WIDTH x 11.66 ft GABLE HEIGHT= -706 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 353 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs I FASTENER 353 Ibs/STUD/80 Ibs/FASTENER= 1.4 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 353 Ibs I STUD 186 Ibs/FASTENER= 2.1 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs/FASTENER 353 Ibs I STUD/64 Ibs/FASTENER= 5.5 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(6)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1290 Ibs+353 Ibs= 1643 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, CA20221220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.)Is RALEIGH,NC 27609 182 SHEARWALL DESIGN SECOND FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS BEDROOM#5 SIDE TRIBUTARY LENGTH(TL4)= 1 ft SECOND FLOOR LENGTH(1-2)= 23.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 plf SHEARWALL STRENGTH(VWINT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+(VWINT x CG x Cub)= (400 plf x 0.92 x 1)+(115 pif x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.43 ft FULL HEIGHT SHEATHING PROVIDED(-''L;)= 7.2 ft PERCENT FULL HEIGHT SHEATHING= 30% MAX.UNRESTRAINED OPENING HEIGHT= 5 ft SHEAR ADJUSTMENT FACTOR(Ce)= 0.661 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(N.M.)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rs1de2)=(W2 x d-,_+W2 x wFpe )/NIA,+ADDITIONAL= Rs1&2=1 ft x 1398 plf+1 ft x 257 plf/2+0 Ibs= 828 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(L_)=Rside2/V = 828 Ibs/483 plf= 1.71 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=Lsw/Co=1.71 ft 10.661= 2.59 It PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=2.59 It PROVIDED=7.2 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(US2)= Rs1de2 x H = UE2=828 Ibs x 8.5 ft = 1479 Ibs -LixGo 7.2ftx0.661 HORIZONTAL SHEAR: V= Rside = 828 Ibs = 115 plf W 7.2 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0410477-B-FSHEARCALCS.kis RALEIGH,NC 27609 183 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 115 pif/109 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 10 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 115 pif/159 Ibs/FASTENER = 0.8 FASTENERS/ft= 15 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 15 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 115 pif/540 Ibs/FASTENER = 0.3 FASTENERS/ft= 40 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 40 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053VSHEARCALCSIO410477-B-FSHEARCALCS.)As RALEIGH,NC 27609 184 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 SHEATHING LENGTH REQUIREMENTS EXTERIOR END FIRST FLOOR WIDTH(W1)= 23.5 ft FIRST FLOOR LENGTH(1-1)= 13.25 ft EXTERIOR SHEATHING: 19132"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:6/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(Vw)= 400 plf SHEARWALL STRENGTH(Vw,NT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,1,�)_(VW x CG x Cub)+(VwINT x CG x Cub)= (400 plf x 0.92 x 1)+(115 plf x 1 x 1)= 483 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(-'L;)= 23.5 ft PERCENT FULL HEIGHT SHEATHING= 59% MAX.UNRESTRAINED OPENING HEIGHT= 1.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 1 (TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rend1)=2FLRend1+L1 x FLFpef/Neod+ ADDITIONAL= Rend1=822 Ibs+13.25 ft x 48 plf/2+0 Ibs= 1140 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(LEw)=Rend1/V = 1140 Ibs/483 plf= 2.36 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LEW I Co=2.36 ft/1= 2.36 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=2.36 It PROVIDED=23.5 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend1 x H = UE2=1140 Ibs x 9.5 ft = 461 Ibs IL;xCo 23.5ftx1 HORIZONTAL SHEAR: V= Rend = 1140 Ibs = 49 plf W 23.5 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C.112 in/ft= 55 plf 55 plf 150 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C920221220053\SHEARCALCSIO#10477-B-F-SHEARCALCS.,As RALEIGH,NC 27609 185 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND SILL PLATE CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 49 plf/109 Ibs/FASTENER = 0.5 FASTENERS/ft= 16 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 49 plf 1159 Ibs/FASTENER = 0.4 FASTENERS/ft= 16 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 16 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 49 pif/540 Ibs/FASTENER = 0.1 FASTENERS/ft= 120 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 72 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+L,x(3/4.FLber)/2= V= 1140 Ibs+13.25 ft x(3/4'287 pif)12 2567 Ibs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 2567 Ibs/1840 Ibs/FASTENER = 1.4 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40ft-2)/(2-1)= 72 in 2567 Ibs 11840 Ibs I FASTENER = 1.4 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 2567 Ibs/2830lbs/FASTENER = 1 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40ft-2)/(1-1)= 72 in 2567lbs/2830lbs/FASTENER = 1 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:120221220053\SHEARCALCSIO#l0477-B-F-SHEARCALCS.xis RALEIGH,NC 27609 186 SHEARWALL DESIGN FIRST FLOOR ENDWALL#2 SHEATHING LENGTH REQUIREMENTS "C-D"MODULE END FIRST FLOOR WIDTH(W1)= 40 ft FIRST FLOOR LENGTH(1-1)= 13.25 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER:FASTENERS EXTERIOR FASTENER SPACING: 2 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 1025 plf SHEARWALL STRENGTH(VW,NT)= 115 plf FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 BLOCKING ADJ.FACTOR(Cub)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x Cub)+(VWINT x CG x Cub)= (1025 pif x 0.92 x 1)+(115 plf x 1 x 1)= 1058 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(—ILI)= 13 ft PERCENT FULL HEIGHT SHEATHING= 33% MAX.UNRESTRAINED OPENING HEIGHT= 8.5 ft SHEAR ADJUSTMENT FACTOR(Co)= 0.475(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 2900 Ibs FROM CENTER IFL EW1 WIND SHEARWALL REACTION(Rend2)=2FLRend2+Li x FLFI,ef/Nend+ ADDITIONAL= Rena=13.25 ft x 48 plf/2+2813 Ibs+2900 Ibs= 6031 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(LEw)=Rend2/V = 6031 Ibs/1058 plf= 5.7 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (ENDWALL)=LEW/Co=5.7.ft 10.475= 12 ft PERFORATED FULL HEIGHT SHEATHING < PERFORATED FULL HEIGHT SHEATHING REQUIRED=12 ft PROVIDED=13 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED LINO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend2 x H = UE2=6031 Ibs x 9.5 ft = 9279 Ibs 1L,xCG 13ftx0.475 HORIZONTAL SHEAR: V= Rend = 6031 Ibs = 591 plf W 10.2 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 plf/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 plf 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 2 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 2 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-B-FSHEARCALCS.As RALEIGH,NC 27609 187 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM I TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 lbs x 1.6 x 0.83= 109 lbs(TOENAILED) 591 plf/109 lbs/FASTENER = 5.5 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5')NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 lbs x 1.6 x 0.83= 159 lbs(TOENAILED) 591 pif/159 lbs/FASTENER = 3.8 FASTENERS/ft= 3 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE. CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z=. 540 lbs 591 plf 1540 lbs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 10 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+LI x(3/4*FLFp",)/2= V= 5.7 lbs+13.25 ft x(3/4*287 plf)/2 1432 lbs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN f m,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 lbs(SHEAR) 1432 lbs 11840 lbs 1 FASTENER = 0.8 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40ft-2)/(1-1)= 72 in 1432 lbs/1840 lbs/FASTENER = 0.8 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 lbs(SHEAR) 1432 lbs/2830 lbs/FASTENER = 0.6 FASTENERS BOLT SPACING= (W-2)/(N-1)_ (40 ft-2)1(1-1)= 72 in 1432 lbs 12830 lbs/FASTENER = 0.6 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ENDWALL#2 FLOOR COLLECTOR TRIBUTARY LENGTH ENDWALL#2 FLOOR COLLECTOR= 16.92 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 21 psf x 16.92 ft WIDTH x(9.5 ft WALL+8.5 ft WALL+11.66 ft ROOF+1 ft PER FLOOR)= 11249 lbs -15 psf x 16.92 ft WIDTH x(9.5 ft WALL+8.5 ft WALL+11.66 ft ROOF+1 ft PER FLOOR)= -8035 lbs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 4018 lbs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 lbs NO GOOD CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 lbs x 1.6= 128 lbs/FASTENER 4018 lbs/STUD/80 lbs/FASTENER= 15.7 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 lbs x 1.6= 86 lbs I FASTENER 4018 Ibs/STUD/86 lbs/FASTENER= 23.4 FASTENERS NO GOOD FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR NIA EACH END NIA EACH END ALTERNATE: CHECK STRAP: SIMPSON CMSTCI6 STRAP Z= 4690 lbs OKAY CHECK STRAP FASTENERS: 58 0.148"x 3.25'NAILS Z= 81 lbs/FASTENER 4018 lbs I STUD/81 lbs/FASTENER= 49.6 FASTENERS OKAY FOR A SIMPSON CMSTCI6 STRAP WITH(50)0.148"x 3.25"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA24 STRAP Z= 1235 lbs NO GOOD CHECK STRAP FASTENERS: 18 0.148"x 2.5'NAILS NO GOOD FOR A SIMPSON LSTA24 STRAP WITH(18)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 11249 lbs+8035 lbs= 19284 lbs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCS\0#10477-B-FSHEARCALCS.xIs RALEIGH,NC 27609 188 SHEARWALL DESIGN BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCS\O#10477-8-F-SHEARCALCS.kis RALEIGH,NC 27609 189 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#1 SHEATHING LENGTH REQUIREMENTS LIVING ROOM SIDE TRIBUTARY LENGTH(TL1)= 3.83 ft FIRST FLOOR LENGTH(1-7)= 13.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING:5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 3 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 785 pif SHEARWALL STRENGTH(VWiM)= 115 pif FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(CUb)= 1 BLOCKING ADJ.FACTOR(CUb)= 1 ADJUSTED WIND SHEARWALL STRENGTH(Vw)_(VW x CG x CUb)+(VWINT x CG x CUb)= ' (785 plf x 0.92 x 1)+(115 plf x 1 x 1)= 837 plf MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(—'Li)= 7 ft PERCENT FULL HEIGHT SHEATHING= 51 % MAX.UNRESTRAINED OPENING HEIGHT= 5 ft SHEAR ADJUSTMENT FACTOR(C")= 0.783(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Nend)= 2 ADDITIONAL WALL WIND LOAD= 0 Ibs WIND SHEARWALL REACTION(Rddel)=2FLR51de1+W7 x FLI-�fe/Nend+ADDITIONAL= Rllde1=3170 Ibs+3.83 ft x 287 pif/2+0 Ibs= 3720 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(L—)=Raldel/V = 3720 Ibs/837 plf= 4.44 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=Lsw I Co=4.44 ft 10.783= 5.68 It PERFORATED FULL HEIGHT SHEATHING C PERFORATED FULL HEIGHT SHEATHING REQUIRED=5.68 ft PROVIDED=7 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rsldd X H = UE2=3720 lbs x 9.5 ft = 6448 Ibs 1LixCo 7ftx0.783 HORIZONTAL SHEAR: V= Rside = 3720 Ibs = 531 plf L 7ft SHEATHING SUCTION CONNECTION PER ASCE,7(C&C PRESSURES) CHECK FASTENERS: 0.131 x 2"(MIN)NAIL PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C./12 in/ft= 45 plf 45 pif/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C.112 in I ft= 55 plf 55 plf 150 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 3 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 0.131 x 2"(MIN)NAIL AT 3 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:=221220053\SHEARCALCS\O#10477-B-F SHEARCALCS.Yi. RALEIGH,NC 27609 190 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND SILL PLATE CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 531 plf/109 Ibs/FASTENER = 4.9 FASTENERS/ft= 2 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 2 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 531 plf/159 Ibs I FASTENER = 3.4 FASTENERS/ft= 3 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 3 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 531 plf/540 Ibs/FASTENER = 1 FASTENERS/ft= 12 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 12 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W1 x(314'FLI.per)12= V= 3720 Ibs+40 ft x(3/4'48 plf)/2 4440 Ibs CHECK FASTENERS: 112"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 4440 Ibs/1840 Ibs/FASTENER = 2.5 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40ft-2)/(3-1)= 72in 4440 Ibs/1840 Ibs/FASTENER = 2.5 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 4440 Ibs/2830 Ibs I FASTENER = 1.6 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40ft-2)/(2-1)= 72 in 4440 Ibs/2830 Ibs/FASTENER = 1.6 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#l0477-8-F-SHEARCALCS.As RALEIGH,NC 27609 191 SHEARWALL DESIGN FIRST FLOOR CEILING COLLECTORS COLLECTOR 1-2 TRIBUTARY LENGTH COLLECTOR 1-2= 19.4 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR CEILING= 16 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 9.5 ft WALL HEIGHT 12= 1411 Ibs -13 psf x 19.4 ft WIDTH x 8.5 ft WALL HEIGHT/2+19.4 ft WIDTH x 9.5 ft WALL HEIGHT/2= -980 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 490 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 490 Ibs/STUD/80 Ibs/FASTENER= 1.9 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs I FASTENER 490 Ibs/STUD/86 Ibs/FASTENER= 2.8 FASTENERS OKAY FOR 1 112"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs/FASTENER 490 Ibs/STUD/64 Ibs/FASTENER= 7.7 FASTENERS OKAY FORA SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1411 Ibs+980 Ibs= 2391 Ibs COLLECTOR 2-2 TRIBUTARY LENGTH COLLECTOR 2-2= 16.2 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR CEILING= 16 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT/2+16.2 ft WIDTH x 9.5 ft WALL HEIGHT 12= 1179 Ibs -13 psf x 16.2 ft WIDTH x 8.5 ft WALL HEIGHT/2+16.2 ft WIDTH x 9.5 ft WALL HEIGHT 12= -818 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 409 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 409 Ibs/STUD/80 Ibs/FASTENER= 1.6 FASTENERS 16 ga x 2.5'x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 409 Ibs/STUD/86 Ibs/FASTENER= 2.4 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7116"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs/FASTENER 409 Ibs/STUD/64 Ibs/FASTENER= 6.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(7)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5'NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1179 Ibs+818 Ibs= 1997 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.ais RALEIGH,NC 27609 192 SHEARWALL DESIGN FIRST FLOOR SIDEWALL#2 SHEATHING LENGTH REQUIREMENTS BEDROOM#1 SIDE TRIBUTARY LENGTH(TL4)= 1 ft FIRST FLOOR LENGTH(1-1)= 13.75 ft EXTERIOR SHEATHING: 19/32"RATED SHEATHING(BLOCKED) INTERIOR SHEATHING: 5/8"GWB(UNBLOCKED) EXTERIOR FASTENER:0.131 x 2"(MIN)NAIL INTERIOR FASTENER: FASTENERS EXTERIOR FASTENER SPACING: 6 in O.C.(EDGE) INTERIOR FASTENER SPACING: 7 in O.C.(EDGE) 12 in O.C.(FIELD) 7 in O.C.(FIELD) WIND SHEARWALL STRENGTH(VW)= 400 pif SHEARWALL STRENGTH(VW,NT)= 115 pif FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 0.92 FRAMING SPECIFIC GRAVITY ADJ.FACTOR(CG)= 1 BLOCKING ADJ.FACTOR(C b)= 1 BLOCKING ADJ.FACTOR(C"b)= 1 ADJUSTED WIND SHEARWALL STRENGTH(V,,,)_(VW x CG x C"b)+(NININT x CG x C"b)= (400 pif x 0.92 x 1)+(115 pif x 1 x 1)= 483 pif MIN.SHEARWALL SEGMENT LENGTH= 2.71 ft FULL HEIGHT SHEATHING PROVIDED(--Li)= 9.1 ft PERCENT FULL HEIGHT SHEATHING= 66% MAX.UNRESTRAINED OPENING HEIGHT= 6.8 ft SHEAR ADJUSTMENT FACTOR(Ce)= 0.723(TABLE 4.3.3.5,SDPWS) NUMBER OF SHEARWALLS(Need)= 2 ADDITIONAL WALL WIND LOAD= 1360 Ibs FROM GARAGE ENDWALL WIND SHEARWALL REACTION(Rent)=2FLRwde2+W1 x FLI.per/Nend+ADDITIONAL= Rend1=828 Ibs+1 ft x 287 pif/2+1360 Ibs= 2332 Ibs MIN.LENGTH SEGMENTED SHEARWALLS(L..)=Rside2/V = 2332 Ibs/483 plf= 4.83 ft PERFORATED FULL HEIGHT SHEATHING LENGTH REQUIRED (SIDEWALL)=LsW/Co=4.83 ft 10.723= 6.69 ft PERFORATED FULL HEIGHT SHEATHING PERFORATED FULL HEIGHT SHEATHING REQUIRED=6.69 ft PROVIDED=9.1 ft SHEARWALL OK FOR WIND ALL EXTERIOR SHEATHING TO BE BLOCKED UNO OVERTURNING DUE TO UPLIFT: UPLIFT FORCE(UE2)= Rend1 x H = UE2=2332 Ibs x 9.5 ft = 3368 IbS :.Li x Co 9.1 ft x 0.723 HORIZONTAL SHEAR: V= Rend = 2332 Ibs = 256 plf W 9.1 ft SHEATHING SUCTION CONNECTION PER ASCE 7(C&C PRESSURES) CHECK FASTENERS: 19/32"RATED SHEATHING(BLOCKED) PENETRATION ONTO MAIN MEMBER= 1.5 in W= 21 Ibs/in x 1.5 in x 1.6= 50 Ibs(WITHDRAWAL) FOR WALL ZONE 4(FIELD): p= 34 psf(Vasd) SUCTION FORCE= 34 psf x 16 in O.C.112 in/ft= 45 pif 45 pif/50 Ibs/FASTENER = 0.9 FASTENERS/ft= 13 in O.C. DIAPHRAGM SPACING: 12 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132"RATED SHEATHING(BLOCKED)AT 12 in O.C.(FIELD) FOR WALL ZONE 5(EDGE): p= 41 psf(Vasd) SUCTION FORCE= 41 psf x 16 in O.C./12 in/ft= 55 pif 55 plf/50 Ibs/FASTENER = 1.1 FASTENERS/ft= 10 in O.C. DIAPHRAGM SPACING: 6 in O.C. EXTERIOR WALL DIAPHRAGM FASTENING OKAY FOR SUCTION FASTENING USE 19132"RATED SHEATHING(BLOCKED)AT 6 in O.C.(EDGE) BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-B-FSHEARCALCS.)ds RALEIGH,NC 27609 193 SHEARWALL DESIGN SHEAR CONNECTIONS: RIMBAND TO BOTTOM/TOP PLATE/RIMBAND CONNECTION: CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 x 0.83= 109 Ibs(TOENAILED) 256 plf/109 Ibs I FASTENER = 2.4 FASTENERS/ft= 5 in O.C. USE 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 5 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 x 0.83= 159 Ibs(TOENAILED) 256 pIf/159 Ibs/FASTENER = 1.7 FASTENERS/ft= 7 in O.C. USE 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)(TOENAILED)AT A MAXIMUM OF 7 in O.C. ALTERNATE: CHECK FASTENERS: SIMPSON LTP4 PLATE(LONG SIDE DOWN) Z= 540 Ibs 256 plf/540 Ibs/FASTENER = 0.5 FASTENERS/ft= 24 in O.C. USE SIMPSON LTP4 PLATE(LONG SIDE DOWN)AT A MAXIMUM OF 24 in O.C. SILL PLATE TO FOUNDATION CONNECTION: V= MAX ENDWALL SHEAR+W1 x(314'FL4pa,)/2= V= 2332 Ibs+40 ft x(3/4'48 plf)/2 3052 Ibs CHECK FASTENERS: 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE) 1840 Ibs(SHEAR) 3052lbs 11840 Ibs I FASTENER = 1.7 FASTENERS BOLT SPACING= (W-2)/(N-1)= (40ft-2)/(2-1)= 72in 3052 Ibs 11840 Ibs 1 FASTENER = 1.7 FASTENERS USE 1/2"DIA ANCHOR BOLT(2500 psi MIN fm,4.6 in MIN EMBEDMENT,2.2 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. ALTERNATE: CHECK FASTENERS: 518"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE) 2830 Ibs(SHEAR) 3052lbs/2830 Ibs/FASTENER = 1.1 FASTENERS BOLTSPACING= (W-2)/(N-1)= (40ft-2)/(2-1)= 72 in 3052 lbs 12830 Ibs/FASTENER = 1.1 FASTENERS USE 5/8"DIA ANCHOR BOLT(2500 psi MIN fm,5.4 in MIN EMBEDMENT,2.7 in MIN EDGE DISTANCE)AT A MAXIMUM OF 72 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-&F-SHEARCALCS.xis RALEIGH,NC 27609 194 SHEARWALL DESIGN FIRST FLOOR COLLECTORS COLLECTOR 1-1 TRIBUTARY LENGTH COLLECTOR 1-1= 19.4 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 16 psf x 19.4 ft WIDTH x 9.5 ft WALL HEIGHT 12= 1474 Ibs -13 psf x 19.4 ft WIDTH x 9.5 ft WALL HEIGHT/2= -1198 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 599 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 599 Ibs/STUD/80 Ibs/FASTENER= 2.3 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 599 Ibs/STUD/86 Ibs/FASTENER= 3.5 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR WITH A MINIMUM OF(3) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(4)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs/FASTENER 599 Ibs/STUD/64 Ibs/FASTENER= 9.4 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(10)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1474 Ibs+1198 Ibs= 2672 Ibs COLLECTOR 2-1 TRIBUTARY LENGTH COLLECTOR 2-1= 16.2 ft CALCULATED COLLECTOR LOAD AT FIRST FLOOR= 16 psf x 16.2 ft WIDTH x 9.5 ft WALL HEIGHT/2= 1231 Ibs -13 psf x 16.2 ft WIDTH x 9.5 ft WALL HEIGHT/2= -1000 Ibs WITH A MINIMUM(2)MEMBER COLLECTOR,USE A TENSION LOAD OF 500 Ibs/STRAP CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs OKAY CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs/FASTENER 500 Ibs/STUD/80 Ibs/FASTENER= 2 FASTENERS 16 ga x 2.5"x 7116"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs/FASTENER 500 Ibs/STUD/86 Ibs/FASTENER= 2.9 FASTENERS OKAY FOR 1 1/2"x 20 ga STRAP EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR WITH A MINIMUM OF(2) 8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OR A MINIMUM OF(3)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END ALTERNATE: CHECK STRAP: SIMPSON CS20 STRAP Z= 1030 Ibs OKAY CHECK STRAP FASTENERS: 16 0.131"x 2.5"NAILS Z= 64 Ibs/FASTENER 500 Ibs/STUD/64 Ibs/FASTENER= 7.8 FASTENERS OKAY FOR A SIMPSON CS20 STRAP WITH(8)0.131"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM CITY(2))COLLECTOR ALTERNATE: CHECK STRAP: SIMPSON LSTA9 STRAP Z= 635 Ibs OKAY CHECK STRAP FASTENERS: 8 0.148"x 2.5"NAILS OKAY FOR A SIMPSON LSTA9 STRAP WITH(8)0.148"x 2.5"NAILS EACH END OF EACH PLY(MINIMUM QTY(2))COLLECTOR CUMULATIVE LOAD ON CENTER SECTION SHEARWALL= 1231 Ibs+1000 Ibs= 2231 Ibs BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C*.\2M\22005=HEARCALCS1G810477-B-FSHEARCALCS.As RALEIGH,NC 27609 195 SHEARWALL DESIGN COMBINED CORNER HOLDDOWN REQUIREMENTS UPLIFT FORCES:(SEE ABOVE FOR CALCULATIONS) 2nd FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 491 Ibs 2nd FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 962 Ibs 2nd FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 3743 Ibs 2nd FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 1479 Ibs 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE1)= 461 Ibs 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE1)= 9279 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US1)= 6448 Ibs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US1)= 3368 Ibs DEAD LOADS: FIRST FLOOR WIDTH(W1)= 38 ft(MAX: 4 x CEILING HEIGHT) SECOND FLOOR WIDTH(W2)= 34 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR LENGTH(LI)= 13.25 ft(MAX: 4 x CEILING HEIGHT) SECOND FLOOR LENGTH(1-2)= 13.25 ft(MAX: 4 x CEILING HEIGHT) FIRST FLOOR HEIGHT(H1)= 9.5 ft SECOND FLOOR HEIGHT(1-12)= 8.5 ft ROOF&CEILING ASSEMBLY DEAD LOAD(RDL)= 15 psf WALL DEAD LOAD(WDL)= 12 psf FLOOR DEAD LOAD(FDL)= 10 psf BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C.'M22\220053\SHEARCALCS\O#I0477-&F-SHEARCALCS.xIs RALEIGH,NC 27609 196 SHEARWALL DESIGN SECOND FLOOR CORNER HOLD DOWN CONNECTIONS SECOND FLOOR ENDWALL#1/SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#1 1 SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL 41 UPLIFT FORCE(UE3)= 491 Ibs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 3743 Ibs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x RDL x W2 x L2/8= 0.6x15 psf x34ftx13.25ftl8= 5071bs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft/2= 1040 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2/2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft/2= 405 Ibs TOTAL DEAD LOAD= 1952 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 3743 Ibs-1952 Ibs= 1791 Ibs HOLDDOWN FORCE= 1791 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 5695 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 1791 Ibs /951 Ibs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 1791 Ibs/ 2 STRAP 1128 Ibs/FASTENER= 3.5 FASTENERS 16 ga x 2.5"x 7116"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 1791 Ibs/ 2 STRAP/86 Ibs/FASTENER= 5.2 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 Ibs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5'NAILS Z= 83 Ibs/FASTENER 1791 Ibs/STUD/83 Ibs/FASTENER= 21.6 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1791 Ibs /1235 Ibs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 Ibs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5'NAILS OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOOR/CEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1791 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1791 Ibs/131 Ibs/FASTENER/ 2 ROWS = 6.9 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1791 plf 1 192 Ibs/FASTENER/ 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1791 plf/288 Ibs/FASTENER/ 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C*.=22\220053\SHEARCALCSIO410477-B-FSHEARCALCS.,As RALEIGH,NC 27609 197 SHEARWALL DESIGN SECOND FLOOR ENDWALL#1 1 SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#1 1 SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#1 UPLIFT FORCE(UE3)= 491 Ibs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1479 Ibs 2nd FLOOR ENDWALL#1 I SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x ROL x W2 x L2/8= 0.6x16 psf x34ftx13.25ft/8= 507lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft 12= 1040 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2/2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft/2= 405 Ibs TOTAL DEAD LOAD= 1952 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1479 Ibs-1952 Ibs= -473 Ibs HOLDDOWN FORCE= 0 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 3431 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 0 Ibs 1951 Ibs/STRAP= NIA STRAPS CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 0 Ibs/ NIA STRAP/128 Ibs/FASTENER=NIA FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 0 Ibs/ N/A STRAP 186 Ibs/FASTENER=N/A FASTENERS NIA N/A NIA ALTERNATE: CHECK STRAP: N/A Z= NIA Ibs NIA CHECK STRAP FASTENERS: N/A N/A Z= N/A Ibs I FASTENER 0 Ibs/STUD/N/A Ibs/FASTENER= N/A FASTENERS NIA ALTERNATE: 0 Ibs /1235 Ibs/STRAP= 0 STRAPS CHECK STRAP: NIA Z= N/A Ibs N/A CHECK STRAP FASTENERS: N/A N/A NIA ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1040 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1040 Ibs/131 Ibs/FASTENER/ 2 ROWS = 4 ROWS= 26 in O.C. USE(2)ROWS OF 8d(0.131"x 2.6")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1040 plf/192lbs/FASTENER/ 2 ROWS = 2.8 ROWS= 34 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1040 plf/288 Ibs I FASTENER I 2 ROWS = 1.9 ROWS= 51 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-B-F-SHEARCALCS.kis RALEIGH,NC 27609 198 SHEARWALL DESIGN SECOND FLOOR ENDWALL#21 SIDEWALL#1 CORNER: SECOND FLOOR ENDWALL#21 SIDEWALL#1 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 962 Ibs 3rd FLOOR SIDEWALL#1 UPLIFT FORCE(US3)= 3743 Ibs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOFDEADLOAD= 0.6xRDLxW2xL2/8= 0.6xl5psfx34ftxl3.25ft/8= 507lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft/2= 1040 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2 12)= 0.6 x 12 psf x 8.5 ft x 13.25 ft/2= 405 Ibs TOTAL DEAD LOAD= 1952 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 3743 Ibs-1952 Ibs= 1791 Ibs HOLDDOWN FORCE:= 1791 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 5695 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 1791 Ibs /951 Ibs/STRAP= 2 STRAPS CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 1791 Ibs 1 2 STRAP/128 Ibs/FASTENER= 3.5 FASTENERS 16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 1791 Ibs/ 2 STRAP/86 Ibs/FASTENER= 5.2 FASTENERS USE A MINIMUM OF(2)1 1/2"x 20 ga STRAP ACROSS FLOORICEILING LINE WITH A MINIMUM OF(4)8d(0.131"x 2.5")NAIL(20 ga SIDE)EACH END OF EACH STRAP OR WITH A MINIMUM OF(6)16 ga x 2.5"x 7/16"STAPLE(20 ga SIDE)EACH END OF EACH STRAP ALTERNATE: CHECK STRAP: SIMPSON CS14 STRAP Z= 2490 Ibs OKAY CHECK STRAP FASTENERS: 30 0.131"x 2.5'NAILS Z= 83 Ibs I FASTENER 1791 Ibs/STUD/83 Ibs/FASTENER= 21.6 FASTENERS OKAY FOR(1)SIMPSON CS14 STRAP WITH(22)0.131"x 2.5"NAILS ACROSS FLOORICEILING LINE ALTERNATE: 1791 Ibs /1235 Ibs/STRAP= 2 STRAPS CHECK STRAP: SIMPSON LSTA15 STRAP Z= 955 Ibs OKAY CHECK STRAP FASTENERS: 12 0.148"x 2.5'NAILS OKAY FOR(2)SIMPSON LSTA15 STRAP(S)WITH(12)0.148"x 2.5"NAILS ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1791 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1791 Ibs/131 Ibs I FASTENER 1 2 ROWS = 6.9 ROWS= 15 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5')NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1791 plf/192 Ibs 1 FASTENER/ 2 ROWS = 4.7 ROWS= 21 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1791 plf/288 Ibs/FASTENER! 2 ROWS = 3.2 ROWS= 26 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 26 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\20221220053\SHEARCALCS\O#10477-&F-SHEARCALCS.kls RALEIGH,NC 27609 199 SHEARWALL DESIGN SECOND FLOOR ENDWALL#21 SIDEWALL#2 CORNER: SECOND FLOOR ENDWALL#2/SIDEWALL#2 CORNER:UPLIFT LOADS: 3rd FLOOR ENDWALL#2 UPLIFT FORCE(UE3)= 962 Ibs 3rd FLOOR SIDEWALL#2 UPLIFT FORCE(US3)= 1479 Ibs 2nd FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x RDL x W2 x L2/8= 0.6x15 psf x34ftx13.25ft/8= 507lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x W2/2)= 0.6 x 12 psf x 8.5 ft x 34 ft/2= 1040 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H2 x L2/2)= 0.6 x 12 psf x 8.5 ft x 13.25 ft 12= 405 Ibs TOTAL DEAD LOAD= 1952 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 1479 Ibs-1952 Ibs= -473 Ibs HOLDDOWN FORCE= 0 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 3431 Ibs CHECK STRAP: 1 1/2"x 20 ga STRAP Z= 951 Ibs 0 Ibs /951 Ibs/STRAP= N/A STRAPS CHECK FASTENERS: 8d(0.131"x 2.5)NAIL(20 ga SIDE) Z= 80 Ibs x 1.6= 128 Ibs 0 Ibs/ N/A STRAP/128 Ibs/FASTENER=N/A FASTENERS 16 ga x 2.5'x 7116"STAPLE(20 ga SIDE) Z= 54 Ibs x 1.6= 86 Ibs 0 Ibs I N/A STRAP/86 Ibs I FASTENER=N/A FASTENERS N/A N/A NIA ALTERNATE: CHECK STRAP: N/A Z= N/A Ibs NIA CHECK STRAP FASTENERS: N/A N/A Z= NIA Ibs/FASTENER 0 Ibs/STUD/N/A Ibs/FASTENER= N/A FASTENERS NIA ALTERNATE: 0 Ibs /1235 Ibs I STRAP= 0 STRAPS CHECK STRAP: N/A Z= NIA Ibs NIA CHECK STRAP FASTENERS: N/A NIA NIA ACROSS FLOORICEILING LINE CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 1040 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 1040 Ibs/131 Ibs/FASTENER/ 2 ROWS = 4 ROWS= 26 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 1040 plf/192 Ibs I FASTENER I 2 ROWS = 2.8 ROWS= 34 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 1040 pY/288 Ibs/FASTENER/ 2 ROWS = 1.9 ROWS= 51 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 32 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:12022\220053\SHEARCALCSIO#10477-B-F-SHEARCALCS.Xls RALEIGH,NC 27609 200 SHEARWALL DESIGN FIRST FLOOR CORNER HOLD DOWN CONNECTIONS FIRST FLOOR ENDWALL#1 1 SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#1/SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 461 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 6448 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10 psf x38ftx13.25ft/8= 378lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 38 ft 12 +2FL EW 1 DL= 2340 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft/2 +2FL SW1 DL= 858 Ibs TOTAL DEAD LOAD= 3576 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 6448 Ibs-3576 Ibs= 2872 Ibs HOLDDOWN FORCE= 2872 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE=1 10024 Ibs CHECK STRAP: SIMPSON STHD14RJ Z= 3695 Ibs 3695 Ibs > 2872lbs OKAY OKAY FOR A SIMPSON STHD14RJ CHECK STUDS: FOR SIMPSON STHD14RJ A MINIMUM OF 2 STUD(S)ARE REQUIRED 2872 Ibs TENSION = 1 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 2872 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 2872 Ibs/131 Ibs/FASTENER/ 2 ROWS = 11 ROWS= 11 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 11 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 2872 plf/192 Ibs/FASTENER/ 2 ROWS = 7.5 ROWS= 15 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 15 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 112"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 2872 plf/288 Ibs/FASTENER/ 2 ROWS = 5 ROWS= 23 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 23 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, Q\20221220053\SHEARCALCS\0#10477-B-FSHEARCALCS.xIs RALEIGH,NC 27609 201 SHEARWALL DESIGN FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#1 AT SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#1 UPLIFT FORCE(UE2)= 461 Ibs 1st FLOOR ENDWALL#1 1 SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10 psf x38ftx13.25ft/8= 378lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1 12)= 0.6 x 12 psf x 9.5 ft x 38 ft/2 +2FL EW1 DL= 2340 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1 12)= 0.6 x 12 psf x 9.5 ft x 13.25 ft 12 +2FL SW2 DL= 858 Ibs TOTAL DEAD LOAD= 3576 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 461 Ibs-3576 Ibs= -3115 Ibs HOLDDOWN FORCE= 0 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 4037 Ibs CHECK STRAP: N/A Z= N/A Ibs N/A Ibs NIA 0 Ibs NIA NO PHYSICAL HOLDDOWN REQUIRED CHECK STUDS: FOR N/A A MINIMUM OF N/A STUD(S)ARE REQUIRED 0 Ibs TENSION = 0 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 2340 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 2340 Ibs/131 Ibs I FASTENER/ 2 ROWS = 9 ROWS= 13 in O.C. USE(2)ROWS OF Ild(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 13 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 2340 plf/192 Ibs/FASTENER I 2 ROWS = 6.1 ROWS= 17 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 16 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 2340 plf 1288 Ibs I FASTENER I 2 ROWS = 4.1 ROWS= 23 in O.C. USE(2)ROWS OF 318"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 23 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\0#10477-B-F-SHEARCALCS.xis RALEIGH,NC 27609 202 SHEARWALL DESIGN FIRST FLOOR ENDWALL#21 SIDEWALL#1 CORNER: FIRST FLOOR ENDWALL#21 SIDEWALL#1 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 9279 Ibs 1st FLOOR SIDEWALL#1 UPLIFT FORCE(US2)= 6448 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6xFDLxW2xL2/8= 0.6x10 psf x38ftx13.25ft/8= 378lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 38 ft 12 +2FL EW2 DL= 2340 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x Hi x L1/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft/2 +2FL SW1 DL= 858 Ibs TOTAL DEAD LOAD= 3576 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 9279 Ibs-3576 Ibs= 5703 Ibs HOLDDOWN FORCE= 5703 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 12855 Ibs CHECK STRAP: SIMPSON HD7B w/(3)STUDS Z= 6245 Ibs 6245 Ibs > 5703lbs OKAY OKAY FOR A SIMPSON HD7B wl(3)STUDS CHECK STUDS: FOR SIMPSON HD7B w/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 5703 Ibs TENSION = 2 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE I STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 5703 Ibs CHECK FASTENERS: 8d(0.131"x 2.5')NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 5703 Ibs/131 Ibs/FASTENER! 2 ROWS = 21.8 ROWS= 6 in O.C. USE(2)ROWS OF Ild(0.131"x 2.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 6 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 5703 plf/192 Ibs/FASTENER/ 2 ROWS = 14.9 ROWS= 8 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 5703 plf/288 Ibs I FASTENER/ 2 ROWS = 10 ROWS= 12 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 1/2"SIDE)PLY-TO-PLY AT 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\220053\SHEARCALCS\O#10477-5-F-SHEARCALCS.,As RALEIGH,NC 27609 203 SHEARWALL DESIGN FIRST FLOOR ENDWALL#21 SIDEWALL#2 CORNER: FIRST FLOOR ENDWALL#21 SIDEWALL#2 CORNER:UPLIFT LOADS: 1st FLOOR ENDWALL#2 UPLIFT FORCE(UE2)= 9279 Ibs 1st FLOOR SIDEWALL#2 UPLIFT FORCE(US2)= 3368 Ibs 1st FLOOR ENDWALL#1/SIDEWALL#1 CORNER DEAD LOADS: ROOF DEAD LOAD= 0.6 x FDL x W2 x L2/8= 0.6x10 psf x38ftx13.25ft/8= 378lbs ENDWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x W1/2)= 0.6 x 12 psf x 9.5 ft x 38 ft/2 +2FL EW2 DL= 2340 Ibs SIDEWALL WALL DEAD LOAD= 0.6 x(WDL x H1 x L1/2)= 0.6 x 12 psf x 9.5 ft x 13.25 ft 12 +2FL SW2 DL= 858 Ibs TOTAL DEAD LOAD= 3576 Ibs UPLIFT FORCE= MAX WALL UPLIFT-SELF WEIGHT= 9279 Ibs-3576 Ibs= 5703 Ibs HOLDDOWN FORCE:= 5703 Ibs DOWNWARD FORCE= MAX WALL UPLIFT+SELF WEIGHT= DOWNWARD FORCE= 12855 Ibs CHECK STRAP: SIMPSON HD7B WI(3)STUDS Z= 6245 Ibs 6245lbs > 5703lbs OKAY OKAY FOR A SIMPSON HD7B WI(3)STUDS CHECK STUDS: FOR SIMPSON HD7B w/(3)STUDS A MINIMUM OF 3 STUD(S)ARE REQUIRED 5703 Ibs TENSION = 2 STUD(S)ARE REQUIRED 3780 Ibs ALLOWABLE/STUD CORNER STUD CONNECTION: CORNER STUD CONNECTION LOAD= MAX.OF WALL DEAD LOADS OR UPLIFT= 5703 Ibs CHECK FASTENERS: 8d(0.131"x 2.5")NAIL(1 1/2"SIDE) Z= 82 Ibs x 1.6 = 131 Ibs 5703 Ibs/131 Ibs I FASTENER 1 2 ROWS = 21.8 ROWS= 6 in O.C. USE(2)ROWS OF 8d(0.131"x 2.5")NAIL(1 112"SIDE)PLY-TO-PLY AT 6 in O.C. ALTERNATE: CHECK FASTENERS: 16d(0.162"x 3.5")NAIL(1 1/2"SIDE) Z= 120 Ibs x 1.6 = 192 Ibs 5703 plf/192 Ibs I FASTENER 1 2 ROWS = 14.9 ROWS= 8 in O.C. USE(2)ROWS OF 16d(0.162"x 3.5")NAIL(1 1/2"SIDE)PLY-TO-PLY AT 8 in O.C. ALTERNATE: CHECK FASTENERS: 3/8"DIA LAG SCREW(1 1/2"SIDE) Z= 180 Ibs x 1.6 = 288 Ibs 5703 plf/288 Ibs/FASTENER I 2 ROWS = 10 ROWS= 12 in O.C. USE(2)ROWS OF 3/8"DIA LAG SCREW(1 112"SIDE)PLY-TO-PLY AT 12 in O.C. BARLOW ENGINEERING,P.C. 1916 QUAIL RIDGE RD, C:\2022\2200S3\SHEARCALCS\O#10477-B-F-SHEARCALCS.kls RALEIGH,NC 27609 204 t v Section 6 PORTAL FRAME WALL CALCULATIONS 05/02/22 220053 205 Company : BARLOW ENGINEERING, P.C. Ilk Designer : MN Job Number : 220053 Checked By: Model Name : MODULE C PORTAL FRAME Detail Report:WP7 Enveloped Results ................................. ............................................................._................................. ...... ......_..................................................... } i Input Data f Code AWCNDS 18 ASD i 1 Design Method Segmented Height(ft} 9 f ngth Cft) 20.417 Wall Matenal southem PIne,NO 2 ,Panel"Schedule AWC 2015 OSB SeL Shear Panel PIS 19132 10d4 { _ eL `11�4AR � ' f g ,. Wa Properties r I Top Plate 2 2X6' t � � 1 st0 2X6 Wall Stud 2X6" x; ,_ •_ ,� _,�-� 6 Chord:: 2 2X6- Max H/W"Ratio: . 3$8 m (l( 1 . ........ _.._.._.._.... _.................................................................. ...__._._. .. ................................................_. ._,..._ .. .:i .,....._. .a. ..:.....:n €...._......._....__..... ......._ : ;Material Properties [ 00op FT n 6 Wall Stud. Soutfiein P.ineNo.2 Fv(psi)- 175 *All values per 2015 NDS Supplement Tab1e4A= [Sill Southern Pme No „(Reference Des€gn'Values for Visually graded Dimension 2 Fc{ s[) 1400: P Lumber) Chord Southern Pme No 2 Sped fcGrawty t. _ E 14e+6 DensityClb/fts): 35 001 Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result Controlling region PASS Controlling region R9 ShearPanel RS_19/32_10d@2 1 (W) 883.395 Ib/ft 1106.221 Ib/ft 0.992 PASS Chord Straps/Hold Downs Strap/Hold Down Manufacturer:Simpson HoldDowns HTT4_10dx1.5_DF-SP 1 (1N) 2226.271 lb 2256.25 lb 0.987 PASS Chords 2-2X6(Tension) 1 (W) 2226.271 lb 9900 lb 0.225 PASS 2-2X6(Compression) 1 (W) 5250.807 lb 13860 lb 0.379 PASS Studs No gravity-only LC solved. Deflection Results ........................................................................................................._........................................................_............._................................................................................................................._...........................................................................---.......................................................................................................__......................_........................ Maximum Region Gov.LC Finite element Shear Stiffness Deflection(in) Deflection(in Adjustment Factor(SSAF) i { 0.647(R9) _ __....__ 1 (\N) 0.236 1 RISA-3D Version 20 [MODULE C.r3d] Page 1 206 Company : BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: Model Name : MODULE C PORTAL FRAME Region Design ...........................-...........-.............................................................................................................................................................. .............................................. .... . . . Shear._UC....." Strap/Hold-.Down UC Chord UC"" Stud UC Result ....._.._........_................................................................................................................ . ........_....--...................................................................................................................................._ w m_.. R1 (In Plane) 03�5 fl 987 , 0379 N/C' PASS Envelope Diagrams .. ._................................................................... ... Min:3342.066 at 9 ft Min 1294 415 at 0 ft 1 Min:3232.387 at 9 ft Region Criteria Ibs Ibs I lb-ft "Code. AWC NDS 18 ASD m Design Method: Segmented m Wall Material: SP m m N m ^n Panel$chedule AWC 2015 OSB :op timize5trap Yes Strap,ma ' SIMP.SON Region Materials all Studs: sP, t Stud Size: ° Chord Material:, SP ��✓�� Chord Size 2 2X6 Top Plate&Sill SP Top Plate Sae: 2 2X6 y � Sill Plate Size" 2X6 j Region Geometry Totat Heigth(ft) 9 Len h(ft) 3 292 N .Region H/lh/ 2.73 Wind ASIF 1.4 ' � _ � Capacity Ad1 (2wlh) 1.00 0.91 so Ratio : s � � P a� � Gov'H!W Capacity 1.27 7K s. x i Stud Spacmg,fni 16 h 3E E ( 01 ( 1(i i< O m P V M Max:4847.509 at 1.35 ft Max:-344.942 at 9 ft Max:13301.599 at 0 ft� Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result Shear Panel Design, 93.24 lb/ft 1106 221 Ib/ft 0.355 PASS Shear Panel:RS_19/32_10d@2 Panel Grade RS Panel Thickness 0.594in Number Sides One Over Gyp.Board No Nail Size 10.000000d NOTE:AWC NDS-18 defines a 10.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.5 in Required Spacing 2 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 870 lb/ft Reduced Shear Capacity(SGAF) 870 lb/ft Adjusted Capacity 1106.221 lb/ft RISA-3D Version 20 [MODULE C.r3d] Page 2 207 Company BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: Model Name : MODULE C PORTAL FRAME Chord Design S250 807 Ib 13860 Ib 0 379 Gov Compression LC = 1 Compression Analysis 5250.807 lb 13860 lb 0.379 PASS Gov Tension LC = 1 Tension Analysis 2226.271 lb 9900 lb 0.225 PASS vi Stud[?esign' No gra ty anty LC solved . . Hold Down resign 2226.271 lb;, 225625 Ib 0987 PASS _..._. _._... _...... ......_. .. _....._ .. .,.'......._. _ Selected Chord Strap/Hold Down: HTT4_10dx1.5_DF-SP Governing Load Combination = 1 Clear Span 3 Fastener Size 0 Required chord Mat Douglas Fir Base Cap(Cp=1) 2256.25 lb C p Factor 1 Adjusted Capacity 2256.25 lb i Deflection _..._._... ...,..�.�,..._. _..,. Flexure Compression 0.03 in Shear Compression 0.074 in HD Elongation 0.232 in Total Deflection 0.336 in 7_ £rocs Section Detailitrg �Q �Q O� Q� h� h' ^oa ^oa K� t " 7771�W�- Chord Force=-2226.271-lb(LC1)(T) Chord Force=5250.807-lb(LC1)(C) HD Force=2226.271-lb(LC1) HD Force=2226.271-Ib(LC1) RS 19/32_10d@2 I R2�In No design for regions above or below the openings rn segmented walls 113 (in-Plane) u No design for regions above or,below the openings rn segrnented watts RISA-3D Version 20 [MODULE C.r3d] Page 3 208 Company BARLOW ENGINEERING, P.C. we Designer MN Job Number : 220053 Checked By: yM m � Model Name : MODULE C PORTAL FRAME R4 tln'Plane), n No blond Wall�es�gn Was Done forThs Region Re fer to blaming Log R5 tin-Plane) No design for regions above arbelow,tl?e openings�n segmented walls I R6�Ip,-Plane) No Wood Walt Design Was Done for This Region Refer to Warning Log _ .. ,,, ,. _;.. R7{itin-Plane) No4design for regions above or below the openings^nsegmented walls _. [118 tin Plane) {101 NC 011 N/C µPASS ... R9{In Plane) ' �' 0?99 4 951 0 56 N/C PASS;. Envelope Diagrams Min:-1619.801 at 1.35 ft Min 2907 84 at 9 ft Min:2710.363 at 9 ft R2glOn Criteria Ibs Ibs lb-ft " Code AWC NDS-1$:ASD ° D"esign Method Segmented 'ffillo I o Wall Material=� SP y� N Panel Schedule AWC 2015 OSB QptmizeStrap Yes € Strap Manui SIMPSON -Region Materials. Wall Studs "" Sp,, " Stud Srze 2X6 g Chord Material. SP Chord Si e 2 2x6 Tap PlateSaell Sp".To Plate&Si 2 2X6 s s SiU Plate S¢e 2x6 Reglon Geometry " Total Heigth(ft) _ 9 Total Length tft) 3 292' j Region H/W 2 73. Wind ASIF 1.4 - a Ag rn " Aspectt Ratdoc(2w/h) 7.00 0.91 �f p Gov:H1W Capacity 1.27 hole i Stud S ac1n 16 � " N P 9(in) 10 I o n - j 1O ® P V I M Max:-160.347 at 0 ft Max:-1059.514 at 0 ft Max:14873.827 at 0 ft Axial Diagram Shear Diagram Moment Diagram ' Code Check: Limit State Required Available Unity Check Result 'Shear Panel Design 883:395 lb/ft 1106221 lb/ft 0.992 PASS Shear Panel:RS_19/32_10d@2 Panel Grade RS Panel Thickness 0.594in Number Sides One Over Gyp.Board No Nail Size 10.000000d NOTE:AWC NDS-18 defines a 10.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.5 in Required Spacing 2 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 870 Ib/ft RISA-3D Version 20 [MODULE C.r3d] Page 4 209 Company BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: „ Re Model Name : MODULE C PORTAL FRAME Reduced Shear Capacity(SGAF) 870 Ib/ft Adjusted Capacity 1106.221 Ib/ft Glagrd Design 4398 805 Ib 8212 51b c 0 S6 PASS.. ,hp. _.. ,...,.. , ..._._.. Gov Compression LC = 1 Compression Analysis 4465.183 lb 11497.5 lb 0.388 PASS Gov Tension LC = 1 Tension Analysis 4598.805 lb 8212.5 lb 0.56 PASS Stud Design _ __� „ ,.) No gravity only LC solved Hold Dawn DesL. 4598 805 lb 4$37 51b 0 951 PASS Selected Chord Strap/Hold Down: HD9B_3.5_DF-SP Governing Load Combination = 1 Clear Span 3.5 Fastener Size 0.875 Required chord Mat Douglas Fir Base Cap(C o=1) 4837.5 lb C o Factor 1 Adjusted Capacity 4837.5 lb � - Deflecdon Flexure Compression 0.068 in Shear Compression 0.166 in HD Elongation 0.413 in Total Deflection 0.647 in Gross Sec#ron ._... ,,...,..... _.... _....... . ....0 _. ...... Q a o� o� h� y' m A- ' 16-in g in Chord Force=-4598.805-lb(LC1)(T) Chord Force=4465.183-lb(LC1)(C) HD Force=4598.805-lb(LC1) HD Force=4598.805-lb(LC1) RS 19/32_10d@2 RISA-3D Version 20 [MODULE C.r3d] Page 5 210 Company : BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: Model Name : MODULE C PORTAL FRAME opening Design H1 Opening Design.H2G All 9 opet�ing.Design H3 RISA-313 Version 20 (MODULE C.r3d] Page 6 211 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: fgm Model Name : MODEL D PORTAL FRAME Detail Report:WP1 Enveloped Results [ i Input Data Code AWC NDS 18_ASD Design Method Segmented Height(ft) 9.5' -> f Length(ft) 20 417 I •. f Wall Material: Southem'Pi" 2 ' YY E (Panel Schedule AWC 2015 OSB f ; - 5el Shear Panel 51_(2)15/32 8cl@2 s N, t WAIF'Properties 1 t Top Plate 2-'2X6,. i p III ZX6 , E 5 Will Stud " 2X6 m E .fit €Chord 3 2X6 I Max HjlN Ratio 3 45 1 I ___......._... ._..._.._........ ........ ............. .........._ __.__._._.... .... ........ ......._ ...___ fi _:...... ... ..................... .. ..... Mate"rial Properties Top Plate Southem Pine No.2 Fb(psi) 1000 Ft(psi) mm 600 Sill SouthemPmeNo2 Fv(psi); 175 *Allvaluesper.20'15 NOS SupplementTable4A (Reference Design Values forVisuallyGradetl Dimension WelhStutl._' Southern Pme No.2�" - Fc{ s�) 1400=� _' p Lumber) Chord Southem PmeNo 2� ' Speufic;Gravity 055 2 �E 146 6 Densiiy_(Iblfi9) 35 001 -. v� _..__. _ ... _.. Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result Controlling region _ P_._..... w ,.. ,.,, ..__.._.._.. _.. _..,. ..µ, ASS Controlling region R4 ShearPanel S1_(2)15/32_8d@2 1 (W) 1109.924lb/ft 1672.363 Ib/ft 0.938 PASS Chord Straps/Hold Downs Strap/Hold Down Manufacturer:Simpson HoldDowns HD12_4.5_1.125_DF-SP 1 (1N) 8241.847lb 8334.375 lb 0.989 PASS Chords 3-2X6(Tension) 1 (W) 8241.847 lb 11981.25 lb 0.688 PASS 3-2X6(Compression) 1 (W) 13369.973 lb 16462.89 lb 0.812 PASS Studs No gravity-only LC solved. Deflection Results .............................................................. . ........ .........................................................................................................................................................................................................................................................................................................................._.................................................................._............._. ........._. Maximum Region Gov.LC Finite element Shear Stiffness Deflection(in) Deflection(in Adjustment Factor(SSAF) 0.827(R1) 1 (W) 0.887 1 RISA-3D Version 20 [MODULE D.r3d] Page 1 212 Company BARLOVV ENGINEERING, PC. Designer MN Job Number 220053 Checked By: Model Name MODEL D PORTAL FRAME Region Design Shear UC Strap/Hold-Down UC Chord UC Stud UC Result 0.9 an Enoe|opeDiaurans ip We Ln NO SP Stud Size-: 016rd Size. SP To P at try Re gion 2.75 Hf WA k 1.4 100 Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result Shear Panel:sl_(2)1s/3a_odCo)a Pane|omde St-1 Panel Thickness 0469in Number Sides TWO Over Gyp.Board No Nail Size 8.000000d NOTE:AVV[ NDS'18 defines o88OOOOOd nail as being 2j^xO.131^common,or2.5^x0113^galvanized box Required Penetration 1375in Required Spacing 2in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 1459.999|b/ft Reduced Shear Capacity(5GAF) 1459.999 |b/ft Adjusted Capacity 1672.363 |b/ft 213 Company BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: k ,z Model Name : MODEL D PORTAL FRAME Chord Design ;. 13369 973y1b":: 15462 89"Ib 0,812 PASS Gov Compression LC = 1 Compression Analysis 13369.973 lb 16462.89 lb 0.812 PASS Gov Tension LC = 1 Tension Analysis 8241.847 lb 11981.25 lb 0.688 PASS Stud Destgi' No grarrity only LC solved.. w Hold Down Design 824T8471b," 8334375'lb 0989 55 Selected Chord Strap/Hold Down: HD12_4.5_1.125_DF-SP Governing Load Combination = 1 Clear Span 4.5 Fastener Size 1 Required chord Mat Douglas Fir Base Cap(C p=1) 8334.375 lb C o Factor 1 Adjusted Capacity 8334.375 lb Deflection Flexure Compression 0.08 in Shear Compression 0.142 in HD Elongation 0.605 in Total Deflection 0.827 in W Cross Section 17eta►Irng,... ' hQ �Q �ti ^ti h� h� �e 16-in >�� Ln Chord Force=-8241.847-lb(LC7)(T) Chord Force=13369.973-lb(LC1)(C) HD Force=8241.847-lb(LC1) HD Force=8241.847-lb(LC7) S1_(2)15/32_8d@2 (1n Plane} ; No design for"regions above or below the openings in segmented walls R3(1n Plane) No design for rons,above,or'below'the openings in,segmea walls RISA-31D Version 20 [MODULE D.r3d] Page 3 214 Company : BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: Model Name : MODEL D PORTAL FRAME R4(In-Plane) ; 0 664 0 976 -, _`.0 825 N/C PASS Envelope Diagrams _____ ----------_ _[_._ �__ _ Min:776.457 at 0.475 It Min: 3052.293 at 0 ft Min-1541.429 at 9.5 ft Region,Criteria Ibs Ibs lb-ft �® rn Codei AWC NDS 18 AD m v Design Method Segmented It Wal Matenat': SP I. N Panel Schedule. AWC 2015 OSB Optimize Strap. Yes trap-Ma nuf- SIMP50N Reglon Materials Wal Studs SP Stud Size 2X6 I Chord Material SP Chor,'dSae 3-2X6` Top Plate WS1ll: SP, ? To Plate Sii& 2 2X6- Sill Plate Sae:; 2X6 - N y x r N ` ' Region Geometry f� Total Heigth(ft:9 5 Total Length(ft): 2.75 Region H/W: 145 WindASIF: j . 14 Capacity Adj.(2w/h): ; 100 = AspQc 0.82 t Ratio Gou H/W Capacity 1.15 - Stud Spa<mg in u, co K 10 N P v j M Max:2234.655 at 0 ft Max:-2246.897 at 9.5 It Max:30271.581 at 0 ft _.._.............._...._......................... _...._.__.. ........ ------------..__......................................... ..........-_...._..._.. ....... Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required _ Available Unity Check Result Shear Panel Design _ 3109 924 Ib%ft 1&72 36316Jft 0 938 PASS ., .., w.. __.. Shear Panel:S1_(2)15/32_8d@2 Panel Grade St-I Panel Thickness 0.469in Number Sides Two Over Gyp.Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131 common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 2 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 1459.999 lb/ft Reduced Shear Capacity(SGAF) 1459.999 lb/ft Adjusted Capacity 1672.363 lb/ft 1198125',1b 0.825, M m PASS Gov Compression LC = 1 RISA-3D Version 20 [MODULE D.r3d] Page 4 215 Company BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By Model Name : MODEL D PORTAL FRAME Compression Analysis 11752.732 lb 16462.89 lb 0.714 PASS Gov Tension LC = 1 Tension Analysis 9890.52 lb 11981.25 lb 0.825 PASS Stud Desigrl' No gravity,only LC solved Hald Dawn Design _ .. .._. 9890�52 1013125Ib 4 976 PASS Selected Chord Strap/Hold Down: HD19_5.5_1.25_SPF-HF Governing Load Combination = 1 Clear Span 5.5 Fastener Size 1 Required chord Mat Hem Fir Base Cap(Cp=1) 10131.25 lb C p Factor 1 Adjusted Capacity 10131.25 lb Flexure Compression 0.08 in Shear Compression 0.142 in HD Elongation OA62 in Total Deflection 0.684 in Cross Section Detailing .,,,..� .... .....:..... .. „�,.,,,.,. 1q, yQ�, 0)y 0)y Lq y s'� 16-in L ' IS . "ET"', 5a 1 w a; Chord Force=-9890.52-lb(LC1)(T) Chord Force=11752.732-lb(LCt)(C) HD Force=9890.52-Ib(LC1) HD Force=9890.52-lb(LC1) 51_(2)15/32 8d@2 RISA-3D Version 20 [MODULE D.r3d] Page 5 216 Company : BARLOW ENGINEERING, P.C. A Designer MN Job Number : 220053 Checked By: Model Name : MODULE G PORTAL FRAME Detail Report:WP1 Enveloped Results ( Input Data 'Code AWCNDS 18 ASD I1,13esign Method Segmented ) i 1 Height(ft) 8 5 -� ( i"Length(ft) 20 417 .W 3 €.Wall Matenal Southem Pme No 2 w e 30 I i Panel Schedule AWC 2015 OSB j �" Sel Shear Panel RS 3/8 8d@4 i € I [ Wall Properties R9 ) F �� .. T 11 ( i-Top Plate._ �2 2X6 s dl 2X6 ft y>5t � Wall Stud 2X6 €;Chord 2 2X6 1 Max HJW Ratio 4 O8 [I ......... .... I_.__. Mateilal iesn. ,i Top.Plate: Southem Pine No 2 _ , Fb{psi): 1000 Ft(psi): 600 Sill: Southem Pine No 2 Fv{psi): 175 „*All values per 2015NDS Supplemen#Table 44 {Reference Design Values for Visually Gradetl Dimension' Wall Stud Southem Pme No 2 Fa{PSI)_ 1400 r Lumbers Chord. ; SouthemRme �No.2 �SpecificGravity 055 _. E: ;14e+6 Density 35 001 .....,.........-._.. _.- .......... _....... ..... ._. .__..__________ _ ._ Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result y^ Controlling region Controlling region R7 ShearPanel RS_3/8_8d@4 1 (1N) 332.812 Ib/ft 413.538 Ib/ft 0.971 PASS Chord Straps/Hold Downs Strap/Hold Down Manufacturer:Simpson HoldDowns HD3B_3_SPF-HF 1 (W) 1745.327lb 1906.25 lb 0.916 PASS Chords 2-2X6 (Tension) 1 (W) 1745.327 lb 8662.5 lb 0.201 PASS 2-2X6 (Compression) 1 (W) 1865.681 lb 12127.5 lb 0.154 PASS Studs No gravity-only LC solved. Deflection Results .........._...................................................... ............................................................. ...................................................................................................................................................................................................................... Maximum Region Gov.LC Finite element Shear Stiffness Deflection(in Deflection(in Adjustment Factor(SSAF) 0.422(R7) 1 (W) 0.165 1 RISA-3D Version 20 [MODULE G.r3d] Page 1 217 Company BARLOW ENGINEERING, P.C. Designer : MN x Job Number 220053 Checked By: , sir *mx Model Name : MODULE G PORTAL FRAME Region Design ................................. ...........:.. ....................................................................................................................................................................................................................................... .........................................................................................................._.......................................................................................... ...... ........ Shear UC Strap/Hold-Down UC Chord UC Stud UC Result .._. ..�.. ._..,..�. ...m -_ `R1 {In-Plane) No 1Notid Wa[i Design Was Done forThis Region Refer to Warning Wg R2{!n-Plane) No design for regions above or below the openings insegmented walls' (ln-Plane) �_ � � [Vo design for regions above or below the,openings in segmented inrails.' .. {1n=Plane) y: 0 574 0.866 191 NfC PASS; Envelope Diagrams Min:-459.003 at 2.125 ft Min: 771 211 at 1.7 ft Min:-13.432 at 8.5 ft � Region Criteria Ibs Ibs lb-ft N Code AWC Nb_5 78 ASD, v i Design Method: Segmented _ "n i WaII;MWnal _ SP Panel Schetlule AWC 2015 OSB oo i Strap Manuf SIMPSON j [j Ij :Region Materials [ Wall Studs SP Stud Srze 2X6 O ± Chord Material' Sp Lhoid Size 2 2X6 Top Plate&SIIL, 5P ll Top Plate Size 2 2X6 F ° SIII Plate Srze 2X6 Region Geometry € Tatal Heigth(ft). $5"" 3.25 Total Length(ft) �Y ii -. o z �, { Region H[IN 42 rn i Wind.ASIF • �RIO, Capacity Add (2WIN 100 Gov N/1N Capacity 129 ENZ Stud Spacing g� € rn '10 EEE�F 00 Pfill N b T i P v M Max:48.119 at 0 ft Max: 180.699 at 7.65 ft Max.5442.993 at 0 ft E Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result Shea Panel Des►gn 237.296 lb/ft 413 538 lb/ft y 0 574 r P SS Shear Panel:RS_3/8_8d@4 Panel Grade RS Panel Thickness 0.375in Number Sides One Over Gyp.Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.1 1 Y galvanized box Required Penetration 1.375 in Required Spacing 4 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 320 lb/ft RISA-3D Version 20 [MODULE G.r3d] Page 2 218 1 Company BARLOW ENGINEERING, P.C. ` Designer MN M Job Number : 220053 Checked By is ut Model Name MODULE G PORTAL FRAME Reduced Shear Capacity(SGAF) 320 Ib/ft Adjusted Capacity 413.538 lb/ft Chord 1650'707 Ib 8662 5 C� 0191 PASS Gov Compression LC = 1 Compression Analysis 1690.807 lb 12127.5 lb 0.139 PASS Gov Tension LC = 1 Tension Analysis 1650.707 lb 8662.5 lb 0.191 PASS Stud Design No gravity only LC solved Hol`D n.Design _ 1650707Ib 190625(b 0866 PASS Selected Chord Strap%Hold Down: HD3B3_SPF-HF Governing Load Combination = 1 Clear Span 3 Fastener Size 0.625 Required chord Mat Hem Fir Base Cap(C 1)=1) 1906.25 lb C p Factor 1 Adjusted Capacity 1906.25 lb Deflection _ _.._ . ....,. ....._.... Flexure Compression 0.016 in Shear Compression 0.081 in HD Elongation 0.272 in Total Deflection 0.368 in Cross Section Detail►ng 011 c A t°�Q A-2O 16-in vi Chord Force=-1650.707-Ib(LC1)(T) Chord Force=1690.807-Ib(LC1)(C) HD Force=1650.707-Ib(LC1) HD Force=1650.707-lb(LC7) RS 3/8 8d@4 RISA-3D Version 20 [MODULE G.r3d] Page 3 219 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: Model Name : MODULE G PORTAL FRAME R5(Ifi' Plane) '; No de5lgn for regions,above ar below the,opemngs in sernented walls _._. . ... ..W _..... .. ..... R6(In Plane} k 0 012 F >NC 0.057 N/C s PA55 R7(In Plane) 0 805 0 916 0 201 N/C PASS ..._ . .. ._.._ _ .,... __... ,.,..,, ..,., Envelope Diagrams ....... 1 Min:-4.123 at 8.5 ft Min:-1081.638 at 7.65 ft Min: 90.241 at 8.5 ft Region Cnterla Ibs Ibs lb-ft Code AWC NDS 18 ASD i oi* - ��i, ( Design MethodSegmented m Wall Mate nal Sp�- Ae o, Panel Schedule AWC 2015 OSB Optimize Strap Yes a r Strap Manu£ SIMPSON m 0 [ Kgg Reg ionMaterials r Wall Stutls SP Stud Size 2X6 Chard Matenal SP Choftl Size 2 2X6 Top Plate&SiII 5P m i Top:Plate Size 2 2X6, m 5111 Plate S`— 2X6 }legion m Geoetry �a Total Heigth(ft) 85 Total Length(ft) 3 25 o i Region H/1N - Z 62' '`�� . 1 ! ,WIhd' S F 14 CapacityAdl (2w/ p h) .: As ect Ratio m 0 92 100 �� Gov''H/UV Capacity 129 a Stud Spacing(m) o ;, 16 Ic- s 4 l rn61, P V M Max:658.103 at 2.125 ft Max:-356.081 at 8.5 ft Max:5907.004 at 0 ft [ Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result Shear Panel Desk n .'.o,_332 8121b/ftl 413 538(C�Ift 0. 7i �.u.,. __. PASS , Shear Panel:RS_3/8_8d@4 Panel Grade RS Panel Thickness 0.375in Number Sides One Over Gyp.Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 4 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 320 lb/ft Reduced Shear Capacity(SGAF) 320 lb/ft Adjusted Capacity 413.538 lb/ft RISA-3D Version 20 [MODULE G.r3d] Page 4 220 Company : BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: � c Model Name : MODULE G PORTAL FRAME Chord Design _ 1745 3271b '' 8662 51ti' 0 201 PASS Gov Compression LC = 1 Compression Analysis 1865.681 lb 12127.5 lb 0.154 PASS Gov Tension LC = 1 Tension Analysis 1745.327 lb 8662.5 lb 0.201 PASS .._. Stutl Design No gravity only LC solved . .w Hold Down Design i7 453271b 1906 251b 0,96 PASS _ _.. _ _ w ........ ..... _.._, _. Selected Chord Strap/Hold Down: HD3B_3_SPF-HF Governing Load Combination = 1 Clear Span 3 Fastener Size 0.625 Required chord Mat Hem Fir Base Cap(C p=1) 1906.25 lb C o Factor 1 Adjusted Capacity 1906.25 lb Flexure Compression 0.022 in Shear Compression 0.113 in HD Elongation 0.287 in Total Deflection 0.422 in Cross'Section Detailing'-r �Qe AQk 16-in Ln Chord Force=-1745.327-lb(LC1){T) Chord Force=1865.681-lb(LCt)(C) HD Force=1745.327-lb(LC1) HD Force=1745.327-lb(LC1) RS_3/8_8d@4 R8(InPlane} �� No c(es�gn for regions above or below the opening$in segmented'walls __.... .. _ y M RISA-3D Version 20 [MODULE G.r3d] Page 5 221 Company BARLOW ENGINEERING, P.C. ISDesigner : MN Job Number : 220053 Checked By: x ,u.rc Model Name : MODULE G PORTAL FRAME . �. R9(ln Rlan0) 0038 _......' NC 0056 i�/C PASS � .,,,.. . . .._, _. w, _ ... ,.. _. Envelope Diagrams Min:-81.019 at 1.933 ft Min:-29.637 at 3.383 ft Min:-967.312 at 1.933 ft Region Cntena Ibs Ibs lb-ft 3 Code: AWC NDS 18 ASD d a Design Method Segmented Wall Material = SR ' ` l PanelSchedule AWC 2015 O56 Optimize Strap Yes K StrapManuf SIMPSON Region Materials ' Wall Studs. SP r` s Stud Size 2X6 Q I Chord'Matenal , SP 6 N I }. Chord Srce mm 2 2X6 Top Plate&Sill' SP w It r Top Plate Size 2 2X6 "Sill PlateSrze 2X6 Region Geometry Total Hei 2 4.833 Totai Length(ft) 1875 Region H/W 2 58 y Wind ASIF 14 z € N Capacity Adj (2uv/h) 100 I ` Aspect Ratio 0 93 Gov H/W Capacity .. 130 Stud Spacing(in) 16 1.0 Co g n V I rV cU O - - tl �........: Max:2.375 at 0 ft Max:8.331 at 0 ft j Max:0.004 at Oft Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result - _ y ... Shear', anel,Design 15 806 lb/ft P 41S 64A lb/ft 0 Q38 PASS _.._...__._.. m._. __.. Shear Panel:RS_3/8_8d@4 Panel Grade RS Panel Thickness 0.375in Number Sides One Over Gyp.Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 4 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 320 lb/ft Reduced Shear Capacity(SGAF) 320 lb/ft Adjusted Capacity 415.644 lb/ft Desi ra:. 5564091i 8900Ib r 0056 1?ASS Chord g Gov Compression LC = 1 RISA-3D Version 20 [MODULE G.r3d] Page 6 222 Company : BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: ,'7 Model Name : MODULE G PORTAL FRAME Compression Analysis 475.391 lb 13860 lb 0.034 PASS Gov Tension LC = 1 Tension Analysis 556.409 lb 9906 lb 0.056 PASS � C solNo r ved Stud assign; g amty only I _r Hold Down Design requ No Ired -77 Deflection Flexure Compression 0.0003296 in Shear Compression 0.003 in HD Elongation 0 in Total Deflection 0.003 in [Cross Secti+n Detailrn 3 g , c u, 16-in f i,� gWo,MIR s` Chord Force=475.391-Ib(1-0)(C) Chord Force=-556.409-Ib(LCt)(r) RS_3/8_8d@4 R10(in-Plane) , No Wood Wall Design.Was Done for This Region Refer to Warning log 777777 Opening Design H1 __.. .,.� ., Opening Design H2 „ Opening Design H3 RISA-3D Version 20 [MODULE G.r3d] Page 7 223 Company : BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: ; � Model Name : MODULE H PORTAL FRAME Detail Report:WP1 Enveloped Results p ( €`Code AWC NDS 18 ,ASD €,.Design Methods Segmented pp Herght eft) � $5 - s c . ( Length(ft) 20 41Z m t. Wall Matenat Southem Pine No 2 � Q , Pan el AWC20 OSB Set Shear Panel R5 15%32 Sd@4 r I # Wall Properties Zi Top Plate 2 2X6 a 2X6 all Stud 2X6 IChord �� 2 2X6 . i !Max HM Ratio 2.15 F I ......... _........._..... ......... .._........... -__....__. .._..____. I:: ......_: Material Properties: Top Plate: Southern Pine No 2 Fb(psi) ;: 1000 Ft(ps) 600 Sill ,Southern Pine No 2 Fv(psi) 175 All values 0er201 NDS Supplement Table 4A_ Wall Stud Southem..Pine No.2 Fc(psi) 1400 Lumber Design a u s for-°rsually Graded Dimension EReference _ .- Chord Southern Pine No 2 Specufic Gravity 0 55 I Ew. 14e�6 Density(Iblftg).. _. .._ :. ............ . . . __ .. . Design Summary: Enveloped Results Limit State Gov.LC Required Available Unity Check Result _,.., lin,. ...._.� _....,._.. >........ PASS Deflection Results Maximum Region Gov.LC Finite element Shear Stiffness Deflection(in Deflection(in) Adjustment Factor(SSAF) I 0.409(R1).............................................................................._............__............._........................................._......__.............................._............. ................................._.......__......................................._0.201.........._....__._._............._._................_................................._�.._......................_. .. .....................F RISA-3D Version 20 [MODULE H.r3d] Page 1 224 Company : BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: W Model Name : MODULE H PORTAL FRAME Region Design .............................................................................................................................................................................................................................................................................................................................................................................._.._......................................................................................_........................................... Shear UC Strap/Hold-Down UC Chord UC Stud UC Result ..................................._..........._. . ......... ........................_ ....... _..._.._. .................................. . . ....................._.._.......... ............................ .. R1(1n-Plane) m .. 0 594 - fl922 t3181 N/C PASS I; Envelope Diagrams I.................. ......... i Min:-399.134 at 0 ft Min: 1227 308 at 0 ft Min:-62.402 at 8.5 ft Region Crrterla Ibs Ibs lb-ft AWC NDS 18 ASD c i v Design Method:_ Segmented co - Wall Material. SP , Panel Schedule AWC 20i5 O56 A .•Optimrze Strap; Yes s E E E 1 Strap Manuf' SIMPSON I i Region Materials co Wall Studs m SP € StudSize 2X6 N Chord Material SP Chord Size& 2 2X6 Top Plate Sill mm SP Top.PlateSrze 2 ZX6 Sill Plate Size: , 2X6 �... �� r, Region Geometry r i E Total Heigth(ft) 8 5 � ;� TotaKength(ft) 3 95$ 215 I = Regw H/W Wind ASIF 14 Capacity Adj (Zw/h) 100 Aspect Ratio 0 98 /W Capacity 137 Gov H N i 16 Stud Spacing in. v z rn ' P V I M Max:2293.762 at 0.85 ft Max:-286.433 at 8.5 ft Max:7680.605 at 0.85 ft mIT Axial Diagram Shear Diagram Moment Diagram _ Code Check: Limit State Required Available Unity Check Result Shear Panel Design 330.0571b/ft 5&21b/ft 0 594 _- PASS „ µµ.,,,,, u,.. Shear Panel:RS_15/32_8d@4 Panel Grade RS Panel Thickness 0.469in Number Sides One Over Gyp.Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131"common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 4 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 380 lb/ft Reduced Shear Capacity(SGAF) 380 lb/ft Adjusted Capacity 522.2 lb/ft RISA-3D Version 20 [MODULE H.r3d] Page 2 225 Company BARLOW ENGINEERING, P.C. Designer MN Job Number : 220053 Checked By: Model Name : MODULE H PORTAL FRAME Chord Desrgi3 2513'.804 W 1386011 U 18i PASS " ,.._ ._„... .__._.. .., __.._. ...,. , ,,. Gov Compression LC = 1 Compression Analysis 2513.804 lb 13860 lb 0.181 PASS Gov Tension LC = 1 Tension Analysis 1212.867 lb 9900 lb 0.123 PASS Sf4d'.Desr n No gravity only LC solved m Hold Down Design _ ".".. 12128671b 1315625'Ib 0 922 "" PASS ......._.__ p ., 2,. ....... _� ,. ,. ,,..,, Selected Chord Strap/Hold Down: DTT2Z-SDS2.5_3_SPF-HF Governing Load Combination = 1 Clear Span 3 Fastener Size 0 Required chord Mat Hem Fir Base Cap(CD=1) 1315.625 lb C D Factor 1 Adjusted Capacity 1315.625 lb Wloction t Flexure Compression 0.017 in Shear Compression 0.139 in HD Elongation 0.253 in Total Deflection 0.409 in Cross Section Deta�Gng k'IV 16-in ui Chord Force=-1212.867-Ib(LC1)(T} Chord Force=2513.804-Ib(LC1)(C) HD Force=1212.867-Ib(LC1) HD Force=1212.867-Ib(LC1) RS_15/32 8d@4 . .... I R2 (In-Plane} Nolesrgn for regrans above or below the openings in segmented wails=re R3 {Ir-Plane) _....... ..... . No design for regions above or'helow the openings to segmented watts RISA-3D Version 20 [MODULE H.r3d] Page 3 226 Company : BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: Model Name : MODULE H PORTAL FRAME ....... .. ...... R4(In' Plane) 0 938 NC 0.2.. .. .. .... N/C PASS Envelope Diagrams FMIn:1752.325 at 0.85 ft Min: 1964.061 at 8.5 ft Min:-20.79 at 8.5 ft E Region nterla Ibs Ibs lb-ft E 7- -" W i rn Code AWC NDS 18 ASD o or :Design Method Segmented Wall Material ' SP Panel Schedule AWC 2015 056 U. ' Optimize 5tra ` Yes� �, p Strap Manuf SIMPS10 Region Materials WaII;Studs SP. � Stud,Sae -= 2X6, . Chord Material SP Chord Size 2-2X6 TopPlate&Sill SP. Top Plate size �2-2X6, S dl Plate Size 2X6- �� Region Geometry Total Heigth{ft) 8.5 to EiFE ; �, ( Total Length{ft) 4 Region H/W 213 Wind ASIF � 14 ' ^ ( Gapac�tyAdj (2wJh) 100, F ( AspectRatio 0.98 N EE t Gov';HIW Capacl 1.38 Ln Stud Spacing{m) 16 rn m o rn „y P v i M t Max:3936.984 at 0 ft I Max. 1001.995 at 0 ft Max:9396.815 at 1.275 ft Axial Diagram Shear Diagram Moment Diagram Code Check: Limit State Required Available Unity Check Result Shear Panel Design 491095 Ib/ft 523.6871b/ft 0.981 pA55 - Shear Panel RS_15/32_8d@4 Panel Grade RS Panel Thickness 0.469in Number Sides One Over Gyp.Board No Nail Size 8.000000d NOTE:AWC NDS-18 defines a 8.000000d nail as being 2.5"x 0.131 common,or 2.5"x 0.113"galvanized box Required Penetration 1.375 in Required Spacing 4 in Specific Gravity Adjustment Factor= 1.0 1 Shear Capacity 380 lb/ft Reduced Shear Capacity(SGAF) 380 lb/ft Adjusted Capacity 523.687 lb/ft Chord Design ...,,... ZTT2Z1641b 1�3$60Ib 02 PASS Gov Compression LC = 1 _„_,__•_,._• _..RISA-3D Version 20 [MODULE H.r3d] Page 4 227 Company : BARLOW ENGINEERING, P.C. Designer : MN Job Number : 220053 Checked By: _ x. Model Name : MODULE H PORTAL FRAME Compression Analysis 2772.164 lb 13860 lb 0.2 PASS Gov Tension LC = 1 Tension Analysis 1443.689 lb 9900 lb 0.146 PASS Stud Design = No',gravity only hC solved Hold,Down Design one requiredw __ fyDeflect,°n Flexure Compression 0.026 in Shear Compression 0.22 in HD Elongation 0 in Total Deflection 0.246 in Cross Section Detailing u 16-in a ra s fin.- u a y a z Chord Force=-1443.689-Ib(LC1)(T) Chord Force=2772.164-Ib(LC1)(C) RS_15/32_8d@4 ,.,..�77 RISA-3D Version 20 [MODULE H.r3d] Page 5 228 Section 7 MARKUPS 220053 229 r-27S' 3'-7Y' 3'-7Y' 47' 13'-2)§' 20'-5' 13'-2W WOULE BEDROOM #3 BEDROOM #4 � Oj for ii W.�WLL Qj �dHWt4WLL �EEEEEEEmmommmmam a oo`m acc'cc�cc�c-�cc��c w I - I I I I I I BOIJUS FOOM I I I I I .I BATH k4BATH k5 as I j e I am 0 it — I I i i, I I ard>HyA.�+k I 3 �---- L ----- -- ------ --------- ---J L/i� L--1-----1--- t4W LL o __ I - I - I 0 II � r I BEDROOM #2 BEDROOM #5 a I 0 I II I O mrwt4W•4WLL Qj ®✓r aea-i+/r.�WLL GflGGGGGGG.(_GF000FGGG G�FFF®GGG�iGGGGGGGGG 3'-7Y' 3-7Y' 2-1' 3'-lY' 3'-1k' LL-W 230 IY-]1j' 1U'-y'PFN eul IT-2)r e umu mou 10'-T S-8' Jam' LIVING ROOM I I I I I I I I I I I I I I I I I I I I I I I I I - I I I I I I I I I I I I I I I I I I I I I I I I I I I I I INN R DMI I I ' I I I I I I I I I I I I •I I I I I I I I I I 1 ' I I I II --------- -- --- -- ----- ---1 I �` I C I I I I I I j `III (, I I I I I I 5,10 V $ O I Irp11 I I I I I m KITCHEN S I a I I k b _ I BEDROOM Al I 0Y I I I S � "aTM n I I I I I I PORCH PANELIZED GARAGE 231 ENDWALL NO UPLIFT (ADDED TO "A" SW#2) 972 Ibs UPLIFT 1201 Ibs DOWNWARD 2834 Ibs DOWNWARD —1360 Ibs SHEAR— PANELIZED GARAGE N C/) c=i) N N 0 1 580 plf SHEAR — 979 Ibs UPLIFT 191 Ibs UPLIFT 2137 Ibs DOWNWARD 13'-2y2" 2836 Ibs DOWNWARD GARAGE ENDWALL (PORTAL FRAME) 232 SIDEWALL #1 1791 Ibs UPLIFT 1791 Ibs UPLIFT 5696 Ibs DOWNWARD —440 p1f SHEAR— 5696 Ibs DOWNWARD 'eSS BEDROOM #3 u�ui��t■uu�■u COLLECTOR 1-3 2� R 1 eaTM as $ O °d J m If6 J Z Z W W $� BEDROOM #22 COLLECTOR 2-3 uuuuuuuuu 2� NO UPLIFT —115 plf SHEAR— NO UPLIFT 3431 Ibs DOWNWARD SIDEWALL #2 3431 Ibs DOWNWARD 2nd FLOOR "A—E" SECTION SIDEWALL #1 ,r-a>f• 2872 Ibs UPLIFT nSlEAR- 2 Ibs UPLIFT 10024 Ibs DOWNWARD — D4 Ibs DOWNWARD I b§ LLECTOR 1-1 IN FLOOR BELOW1 I ■ I ■ ■ I ■ I .r1 i i .I r I ■ j S'.i�■ ■ a 0 J � ■ Q e KITCHEN Q W W 1 1 I unuTv NO UPLIFT 1570 lb.DOWNWARDBATH*1 ■ COR 2-2 C6LLE_ CTE - N FLO Olt■ _ h g 2510 Ibs UPLIFT �256 plf SHEAR— 4352 lb.UPIJ T 4226 Ibs DOWNWARD SIDEWALL #2 11504 Ibs DOWNWARD 1 st FLOOR 233 "A—E" SECTION SIDEWALL #1 1212 Ibs UPLIFr (MODULE W PORTAL FRAME) 1212 Ibs UPLIFT 2513 Ibs DOWNWARD —299 PIt SHEAR 2513 Ibs DOWNWARD f -----------------------------I r----------------------------I I � I I I I I I BONUS ROOM , I I I I I I I I I I ` I I N J O °d' L _____________________________J 5 J O 1.1 J 0 0 � �eeee:eseeee � � o Z w a a LLJ o m zo o wo BEDROOM i!6 LAM11 1745 Ibs UPLIFT —333 PIT 9iE — 1745 Ibs UPLIFT 1866 Ibs DOWNWARD SIDEWALL #2 1866 Ibs DOWNWARD (MODULE "G° PORTAL FRAME) 2nd FLOOR CENTER SECTION "G—H" MODULES M'-5'PM.ALL SIDEWALL.#1 8225 Ibs UPUFT (MODULE V PORTAL FRAME) 8225 Ibs UPLIFT 13353 Ibs DOWNWARD —478 PH SMEAR— 13353 Ibs DOWNWARD INCLUDING 2nd FLOOR INCLUDING 2nd FLOOR r_________- r_________- r___ _____- II li it II II II II II II II II 11 II II II II I 1 _________ r___ _____- I � I I I I DINING I ROOMI y 1 1 I II II �Y l 11 II II II � I II II II I I I I I O J O 1 1 FF7 I i L I I I J O ---------- w J ---------- -- zo c i F. wo wv / I I I I I y y 4 I I I I FOYER -v I I I I I I I 2226 Ibs UPLIFT 217 PH SHEAR— 2226 Ibs UPLIFT 5250 Ibs DOWNWARD SIDEWALL #2 5250 Ibs DOWNWARD I (MODULE V PORTAL FRAME) ----------------egacd-------------- 1 st FLOOR CENTER SECTION 234 "C—D" MODULES SIDEWALL #1 A:x 1791 Ibs UPLIFT 1791 Ibs UPLIFT 5696 Ibs DOWNWARD —440 pit SHEAR— 5696 Ibs DOWNWARD BEDROOM!! s1a � ee COLLECTOR 1-3 od I a i a yI I I Z Z w w BBDRCIMLffi COLLECTOR 2-3 NO UPLIFT —115 pit SHEAR— NO UPLIFT 3431 Ibs DOWNWARD SIDEWALL #2 3431 Ibs DOWNWARD 2nd FLOOR "B—F" SECTION SIDEWALL #1 5703 Ibs UPLIFT 2872 Ibs UPLIFT 12855 Ibs DOWNWARD —440 pit SHEAR— 10024 Ibs DOWNWARD t � >aq 6BmSi-� ° COLLECTOR 1-2 o COLLECTOR 1-1 IN FLOOR BELOW 0 0 m m m m 10 m ua m m x n m 3c IoJ 0 I � J om ®®® g®® I o Z Z w w m m m °m m � i COLLECTOR 2-2 COLLECTOR 2-1 IN FLDOR BELOW 13� � 5a9a�ta2»��e®_a�maa —115 p1I SHEAR— NO UPLIFT 5701 Ibs UPLIFT SIDEWALL #2 4037 @s DOWNWARD 12M Ibs DOWNWARD 1st FLOOR "B—F" SECTION 235 i THE VENT PIPE FROM A FIXTURE DRAIN, EXCEPT WATER CLOSETS AND SIMILAR SIPHONIC FIXTURES, STATE/TPIA APPROVAL STAMP R.A. OR P.k"°„:=,) "� ••.=fey NOT A TRAP ARM SHALL NOT CONNECT BELOW THE TOP WEIR OF THE TRAP. THE VENT PIPE MAY BE CONNECTED AT A Syr': ! LOWER ELEVATION IF THE F0ILLOWING ARE MET: ,-M r `; 4;:i1 WYE WITH 1/8 BEND 1. THE VERTICAL SECTION OF THE DRAIN PIPE SHALL BE AT LEAST ONE PIPE SIZE LARGER THAN THE �'��' - O 1/8 BEND TRAP INLET SIZE. y�1 Q oo O 1/4 BEND (LONG SWEEP OR 2. THE HORIZONTAL PIPE (CONNECTED TO THE TRAP OUTLET SHALL BE AT LEAST TWO PIPE ,c f i' _ �� (� c� � � N U DIAMETERS LONG. i',`'. :''. 1 ua N P SHORT SWEEP SEE NOTES 1 "; � 1!t O LONG TURN ) 3. THE DEVELOPED LENGTH OF THE TRAP ARM SHALL NOT EXCEED THE VALUES STATED IN THE f s�; ' 1- I U DOUBLE WYE 2" FUTURE VENT REQUIRED TEE WYE APPLICABLE PLUMBING CODES. WITH 1 8 BEND IF PLUMBING FIXTURES ARE / "A" - TRAP SIZE PER ALL APPLICABLE PLUMBING CODESl C�7(;7,) +m INSTALLED IN LOWER LEVEL ON-SITE "B" - TRAP ARM LENGTiHS: fi�3 1 1/4" TRAP - 5'-0„ wCl j: ►`'+ 5/02/22 w WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS °"'" '"" O TEE TEE TEE TEE TEE 1/4 BEND 1 1/2" TRAP - F O-0" EDUCATION LAW FOR ANY PERSON TO ALTER ANY TO 3" VENT �/ THRU ROOF 2" TRAP - 8'-0" DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL w Z O 3' TRAP - 12'-C) ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE r`hJ, AN AIR ADMITTANCE VALVE MAY DIRECTION OFA LICENSED PROFESSIONALENGINEER 4" TRAP - 16'-C)" TEE "C" - SIZE IS ONE SIZE LARGE THAN TRAP SIZE BE USED IF THE FIXTURE DOES C/) "D" - DISTANCE FROM CROWN WEIR AND VENT CONNECTION NOT DRAIN INTO A VENTED LINE TABLE P-220671 H w WASHER SAN-TEE (OFFSET KITCHEN SINK ACCORDING TO MIAX. DISTANCE OF VENT FROM MAXIMUM LENGTH OF TRAP ARM "A.. BOX SAN-TEES WITH FIXTURE TRAPDIA N a STANDPIPE BACK-TO- BACK LAVATORY (FIXTURE CONTINUOUS SAN-TEE (INCHES) LENGTH A B CHEs) (FEET) I INSTAL- LATION ON HEIGHT AND FIXTURES) 1-1/4 3'-6" 3" VENT THRU ROOF < Q TRAP SIZE � 1-1/2 5' VENT STACK) SAN TEE N WASTE LAVATORY LAVATORY TAIL PIECE FOR OVER P-TRAP 3 10' 3 DROP TO 1ST FLR I c (BACK-TO-BACK FLOW AND WASTE r 5-`? ns WET VENT THRU SAN TEE— INSTALLATION) NLETRSZE 4 14 0 ONE D.F.U. ONLY lk--p-TRAP ` ' TUB/SHOWER _ �II_ WATER 5 ?°,�v OR WHIRLPOOL C" VERTICAL LEG U P-TRAP CLOSET P-TRAP —4 P-TRAP OPTION � 401 * �.4 ALLOWABLE FALL IN TRAP ARM: THE TOTAL FALL IN TRAP ARM DUE TO PIPE SLOPE SHALL NOT EXCEED ONE PIPE DIAMETER, U►1 FINISH FLOOR NOR SHALL THE VENT OF THE TRAP PIPE CONNECTION TO A FIXTURE DRAIN, EXCEPT FOR WATER CLOSETS AND SIMILAR FIXTURES, BE BELOW CONNECTION VENTED LINE THE WEIR SAN-TEE SAN-TEE 1/4 BEND TO VENT D VERTICAL LEG FOR WASTE FIXTURE DRAINS: A VERTICAL LEG W LONG TURN ( "B" IN DIAGRAM) MAY BE INSTALLED IN THE TRAP ARM OF A P-TRAP LONG SWEEP WASTE-FIXTURE DRAIN IN LIEU OF THE USUAL TRAP ARM TO VENT CONNECTION TYPICAL INSTALLATIONS INCLUDE ISLAND TEE WYE FUTURE VENT 1/4 BEND P-TRAP 1/4 BEND SINKS AND FIXTURES NOT ADJACENT TO A WALL. VERTICAL LEG TRAP ARM INSTALLATIONS SHALL MEET THE I CLOSET FLANGE CAPPED IN LONG SWEEP LONG SWEEP FOLLOWING CRITERIA. UD & 1/4 BEND TO GAS SUPPLY IF BRANCH BASEMENT CONNECTS 10 APPLIANCE OR TO APPLIANCE IF BRANCH 1 MINIMUM TRAP DIAMETER SHALL MEET CODES CONNECTS TO GAS SUPPLY 2. THE DIAMETER OF SECTION "A" SHALL BE EQUAL TO THE DIAMETER OF THE TRAP 1/4 BEND 3 THE LENGTH OF SECTION "A" SHALL BE NOT LESS THAN 8" AND IN ACCORDANCE WITH TABLE P-22067.1. M DOUBLE LONG TURN \ 4. THE DIAMETER OF SECTION "B" SHALL BE ONE PIPE SIZE LARGER THAN THE DIAMETER OF SECTION .A". SEE NOTE 10 I WYE WITH LONG TURN II TEE 1/4 BEND 1/8 BEND TEE WYE 5 THE LENGTH OF SECTION "B" SHALL BE NOT MORE THAN 36 INCHES NIPPLE OF 6. THE DIAMETER Of SECTION "C" SHALL BE ONE PIPE SIZE LARGER THAN THE DIAMETER OF SECTION "B ANY LIENGTH 7. THEIR IS NO RESTRICTION ON THE LENGTH OF SECTION "C". 1/4 BEND CAP SEDIMENII TRAP 8. BENDS SHALL BE THE DIAMETER OF THE LARGEST CONNECTED SECTION. LONG TURN INSTALLATION METhOD z —I O Q 3" VENT FROM NOTE: Un O 1 1/2" VENT 1. IF THE DRYER MAKE & MODEL IS KNOWN, THE 4" 90° ELBOW (COUNTS > � TUB OVERFLOW VENT DRAIN 1ST FLOOR 1 1 2" VENT MANUFACTURERS INSTALLATION INSTRUCTIONS MUST BE AS 5 LF OF PIPE) LiJ � PROVIDED FOR VERIFICATION THAT THE MAXIMUM LENGTH <C p a- DRAIN-\ STANDPIPE--- ., ;\```,y THRU ROOF 2„ `/EIIT I/ OF THE EXHAUST DUCT INCLUDING TRANSITION DUCT IS IN 4" 45° ELBOW COUNT 18" MIN. 1" �. 1 1 2" SHOWER (COUNTS 1 1/2" 42" MAX. 2„ � ;:. " LONG TURN / I, VANITY ACCORDANCE WITH THE INSTALLATION INSTRUCTIONS. � AS 2.5 LF OF PIPE) �\` 1 1/2" 2. DRYER VENT IS TO TERMINATE ON THE OUTSIDE OF LONG TURN �� -1 8 BEND DRAIN-BASED LIC:I`>;' FI FLOOR I (18"-30" ME) �=SAN. TEE / I DRAIN THE BUILDING PER THE MANUFACTURERS INSTRUCTIONS. ON 5.7 GPM LINE I �� SA(!. TEF � BACKDRAFT DAMPER TUB DRAIN �`, 2' TRAP— FINISHED DRAINS TO FLOW OR LESS T ` -- i ( I FLOOR -1�� NON-HAZARDOUS �;;; I FINISHED FLOOR �J FINISHED FLOOR LINE LOCATION 1/2" LINE '� TRAP - / WASHER/WATER HEATER PAN FINISHED '� � �1 1/,i" SF7':;'i=� 1' 1/2" TRAP FLOOR LINE 1 1/2" - 2"' TRAP DRAT 1. WASHER PAN REQUIRED ONLY WHEN WASHER IS LOCATED ON 2ND STORY 2 WHERE A STORAGE TYPE WATER HEATER OR HOT WATER STORAGE TANK IN INSTALLED IN A PENDING BATHROOM VANITY o CLOTHES WASHER LOCATION REQUIRED PERRSEC SECT LEAKAGE FROM THE ION 8U16 OF THE 2020TANK WILL CAUSE RES1 RESIDENTIAL CODE OFAGE, A PAN IS NEW YORK STATE SHOWERHEAD GPM SHOWEF TUB SHOWER DRYER VENT DETAIL 3/4" DISHWASHER DRAIN— LOOPED HIGH AND THREADED THRU HOLE IN CABINET SIDE OR ----1 1/2" VENT 3" MAIN VENT SECURELY FASTENED TO COUNTER 6' & W.C. VENT OR WALL OR AIR GAP BRANCH VENTS GARBAGE 180VEROOF 1 CLOTHES WASHER DBL. \\ �I- REQUIRED o SINK DRAINS V�1T EXTENSION DRYER 4° RIDGID DUCT FACTORY INSTALLED. SAN. DISPOSAL ❑ BAACKDRAFT CALCULATHE T ED BPERLE L SECTION ENGTH S M 10502E4.5 m TEE \ AIR GAP 2 VENT FOR / 1PE INCREASER OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE DISH- SAN. TE% w o FUTURE BASE- WASHER DISHWASHERLDUCER (OCCURS 4" 90 ELBOW , RIGID METAL DUCT THE SAN MENT FIXTURES � DRAIN LINE ----+ IN 12" BELOW ROOF ALLOWAHLE LENGTH ISTDaE TEE. 1 1/2 ' P-TRAP AIR GAP FINISHED L LOTHES U CALCULATED PER SECTION M15024,5 4" 90' ELBOW DRYER w � FITTING FLOOR 1 1/2" DF THE 2C20 RESIDENTIAL CODE OF \ �- CD w NEW YORK STATE FINISHED MA - 2 �` DBL CEILING PERIMETER—,,, FLOOR WYE WYE-BRANCH LINE �1 1/2" TRAP RIGID DUCT SEALED �i%. LEI n WITH CAULK / LINE FITTING MA - 2" EXHAUST FAN BOX FACTORY INSTALLED � KITCHEN SINK DISHWASHER_ DISPOSAL KITCHEN SINK/DISHWASHER DETAIL - ', �\ \ CD WATER CLOSET AND MAIN VENT VENT TO EXTERIOR FROST CLOSURE \ �_ \\ DRYER VENT DETAIL I— Q �! C-) o o FLEX PIPE INSTALLED ON SITE BY OTHERS ��`� �\' NOTE: -- �lJ - ATTIC ACCESS PANEL SHALL BE FULLY INSULATED TO THE SAME J Ul LENGTH AND SIZE REQUIRED PER M1504.2 J \� � r � L�J Q RANGE HOOD VENT DETAIL �\ INSULATION REQUIREMENT OF THE CEILING IT PENETRATES. ACCESS � \�\ \ HALL BE WEATHERSTRIPPED AROUND ALL EDGES. IF LOOSE INSULATION w CEILING JOISTS \ CEILING FINISH IS USED, THEN EITHER A BAFFLE, RETAINER OR BLOCKING IS REQUIRED ? c--) u TO PREVENT INSULATION FROM SPILLING INTO LIVING AREA AND TO BACKDRAFT MAINTAIN THE REQUIRED R-VALUE. PER MANUFACTURERS INSTRUCTIONS INSTALLATION AND WEATHERPROOFING (DAMPER J cn CEILING INSULATION INSULATIONDAM =:�c::) O 3" VENT VENT To ROOF MECHANICAL VENTILATION DETAIL w m O 18" ABOVE ROOF OR 6" MINIMUM ABOVE THE INSTALLED ON SITE BY OTHERS o I� THE ANTICIPATED SNOW ACCUMALTION, WHICH H Ln w Li- cL =� CD EVER IS GREATER (P3103.1.1 OF 2020 RCNYS) 100 CFM RANGE HOOD CEILING FINISH L,J c_o L-J HL Lj-- SITE INSTALLED CEILING INSULATION TRIM w Q� r� == o C w \ EXHAUST FAN BOX GLUED TO PANEL AIR SEAL GASKET _ W oI 7 F--C`) =) w — �O SEALED RIGID DUCT FACTORY INSTALLED\. ¢ C-) v CD w 1/2" DRYWALL VENT THRU ROOF DETAIL \ \ `�\ CEILING ACCESS PANEL DETAIL CLIMBING/MECHANICAL VENT DETAIL COl"IPLETED ON-SITE (NOT PROVIDED Bl ICON) FLEX PIPE INSTALLED ON SITE BY OTHERS �V' SCALE: 1/4' = T-0° { IT LENGTH AND SIZE REQUIRED PER M1504.2 i SERIAL #/ORDER # PAGE # CEILING JOISTS) ,\ - —CEILING FINISH 0 10477 PL31 '��i' THIRD PARTY INSPECTION AGENCY STATEiTPIA APPROVAL STAMPR A 0�°'' .51;'�'r; USE GROUP: SINGLE FAMILY DWELLING PFS CORPORATION C 1115 OLD BERWICK ROAD �� t, '�~ Q o O HEFT DESCRIPTION OCCUPANCY CLASS. SINGLE FAMILY DWELLING. .. 0 to oo BLOOMSBURG PA 17815 �� N N U SHEET CONSTRUCTION TYPE: VB WOOD FRAME UNPROTECTED ' ids O M � CV COVER ( ) (570) 784-8396 ��` - rT:., ' U CI SITE PLAN STRUCTURE SQ. FT.. 3,611 (1,700 1ST FLOOR/1,700 2ND FLOOR) M i a� - INCLUDES 211 SQ. FT. OF GARAGE ' ?� a's 5/02/22 ~' W o W GIN GENERAL NOTES (INCLUDES ) _ _ '" x r o DEMON LOADS WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS EDUCATION LAW FOR ANY PERSON TO ALTER ANY BARLOW ENGINEERING,PC Q w EV1 FRONT ELEVATION rr-,DOCUMENT THAT BEARS THE SEAL C A PROFESSIONAL THE L JAMES J.BARLOW V ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER CLIMATE ZONE: 4 5572 HDD 191EIQUAILRIDGNC 9RD.RAL cn EV2 REAR ELEVATION ( )EV3 LEFT ELEVATION NUMBER OF STORIES: 2 ox EV4 RIGHT ELEVATION ROOF LIVE LOAD: 40 PSF N W a FP1 1ST STORY FLOOR PLAN ROOF DEAD LOAD: 10 PSF FP2 2ND STORY FLOOR PLAN CEILING DEAD LOAD: 10 PSF * 246 SAND HILL ROAD W SW1 1ST STORY BRACE WALLS CEILING LIVE LOAD: N/A i SELINSGROVE, PA 17870 ° SW2 2ND STORY BRACE WALLS FLOOR LIVE LOAD: 40 PSF IN COMMON AREAS _ PHONE: (570) 374-3280 U -ju 30 PSF IN BEDROOMS — FAX: 570 374-1122 � oa SW3 SIDEWALL PORTAL FRAME DETAILS FLOOR DEAD LOAD: 10 PSF est9 LEGACY zoos s SW4 GARAGE PORTAL FRAME DETAIL CUSTOM MODULAR HOMES WWW.ICONLEGACY.COM W o HORIZONTAL WIND LOAD: 136 VULT per ASCE 7-16 L L C BM1 1ST STORY BEAMS I q, u EXPOSURE: D BM2 2ND STORY BEAMS SITE ELEVATION: 10 FT ABOVE SEA LEVEL EL1 1ST STORY ELECTRICAL PLAN GROUND SNOW LOAD: 20 PSF V AV EL2 2ND STORY ELECTRICAL PLAN - m SEISMIC CATEGORY: B 10 7 kk A,. c ELC ELECT. LOAD CALC/CIRCUIT SCHED. �- WINDBORNE REGION: YES ELN ELECTRICAL NOTES 4 FLOOD ZONE: X _ ' E h' RE ROAI� END FOUNDATION PLAN AMUMBLE CODES SE1 7112 TWO STORY CROSS SECTION � � NY II� . p '� �S MSE2 7 12 TRANSVERSE CROSS SECTION 2020 NEW YORK STATE UNIFORM FIRE PREVENTION AND P g = " O BUILDING CODE which incorporates b reference): 1 � "u� cn O ® LEI SE3 7/12 SINGLE WIDE CROSS SECTION 2020 RESIDENTIAL CODE OF NYS � ' f L� IK- � �� I ikSE4CODE 2020 ENERGY CONSERVATION CONSTRUCTION CODE OF NYS 5/12 GARAGE CROSS SECTION x LI 2017 NATIONAL ELECTRICAL C JDE SE5 A & E SECTION FASTENING SE6 B & F SECTION FASTENING �1 ;1 O011OjI__iJiIOOi i IIII II Bill lW0>�11 W01 I]IMSULA"HON MALUES uaH u0 ul O 000u100>uwuLO�u�00i00 000�1 WO�IuI I II I I L N SE7 CENTER SECTION FASTENING ROOF TO EXTERIOR: R-51 BEHIND KNEE WALLS �-'`;`l.' L' 'I II �!I� II II 1L� � 11 � I�llulO 01ll�0 lll UOO�WO' 11 �� ) 1111a;1 IOOIOJ I I 11010111 I I _III III L �] Fu I III I j LLI LJT Lit_1_ 1 LJ I I I l ]_WL l 101L11 SE8 GARAGE SECTION FASTENING R-32 BETWEEN KNEE WALLS ,i1'!�i L �1�_LWl �u0i lll I�u1A-JIJU_lIII �LIlOO�I011�i10� 1ll010�L f`- 1L11lii,J A 1a1J1L Il I I �LI IU I L 1 111EJ 1 0 i�O J I I I �J U l I L I I I OJOO I LI EXTERIOR WALL TO EXTERIOR: R-21 !IL1LL.1Ll 1! l' 1.1.111 '`'yIL1ll111, II II ILJJ II II II II II II ILIIJ111.1LLL1L1LL1J1Jll1�1 ll II II II II II L uu111110ll "�'u� W�120ll 11 1ll11Lll1L> ..it I i_{U I III LW L1L001L1L001ll01L11�LiL1�I I LLI �I J1011, !l,l_l1li1 U ''" ' J I1 ll JLI II ICI I�II_I ICI III III ILI 1 mil t TR1 31'-6" WIDE 7/12 RAFTER FLOOR TO BASEMENT: R-19 ON SITE I L.. ( ) loll !LAI LO I I I I I W111110LL101 U I u TR2 7/12 RAFTER CONNECTIONS ILLL ,uLIL �J� I ,I " " 'LllJ�WJ_W-L111L1L11J11LU_ILl I I I Ll l l l 1001101 1� ! �. I TR3 13'-2 1/2" WIDE 7/12 RAFTER & CONNECTIONS SEER INSULATION REQUIREMENTS ESCHECK FOR ADDITIONAL INSULA ON EQ TR 4 13'-2 1/2" WIDE 5/12 MONO TRUSS & CONNECTIONS WHOLE HOUSE VENTILATION PER M1505.4/N1103.6 ACHEIVED WITH 110 CFM BATH TR5 5'-0" WIDE 5 12 PORCH RAFTER & CONNECTIONS FAN SEE PAGE ELC FOR CALCULATION + EL1/EL2 (BATH#1/#6) FOR LOC'IJ U n / If] � o> / L�1 �J EE1 1ST STORY FLOOR FRAMING ON-E E WORK °ly (07HERS MANDATORY ENVELOPE AIR SEALING/TESTING AND JJ_ _-- - _ rl FE2 2ND STORY FLOOR FRAMING BLOWER DOOR TESTING ON-SITE AT THE COMPLETION 5�. ,� 1 II II III II II II II II II II II II II II II II II II II II II II II II II II II II II II II II II CE1 1ST STORY CEILING FRAMING OF THE MODULAR ENVELOP SET-UP ,; �_ h II II II II II II u r u II II II it II II II a II II II II II II II u u u II II u CE2 2ND STORY CEILING FRAMING CONNECTION OF MODULE TO FOUNDATION I FOUNDATION m CONNECTION OF MODULE TO MODULE ACCESS TO GRADE, I I I ] Q O STA STAIR DETAIL HVAC SYSTEM APPLIANCES o U— DWS DOOR AND WINDOW SCHEDULE INSTALLATION OF SHINGLES CABINETS/COUNTERTOPS IN KITCHEN UD �o w SUPPLY/INSTALL OF SIDING CABINETS/COUNTERTOP IN LIVING RM ❑ I I I w �z Cl) N FS1 FASTENING SCHEDULE ®0 0 SUPPLY/INSTALL OF SOFFIT/FASCIA KITCHEN SINK '& FAUCET cn ®©� I I i l FS2 FASTENING SCHEDULE CONT. WATER HEATER BAR SINK &:FAUCET — 1J LL____ __ z PL1 PLUMBING SCHEMATIC BASEMENT STAIRS WINDOW GUARDS' ®�0 rm � Q PL2 PLUMBING NOTES PLUMBING CONN. BETWEEN MODULES RADON PUMP U o PANELIZED PORCH OVERHANG SPOT LIGHTS & EXTERIOR LIGHTS FRONT ELEVATION Q PL3 PLUMBING/MECHANICAL VENT DETAILS PANELIZED ROOF VALLEYS RANGE HOOD INDEPENDENT BUILDER'S SITE CONTRACTOR TO PROVIDE ACCESS TO GRADE LJ� INDEPENDENT BUILDER'S SITE CONTRACTOR IS RESPONSIBLE �- W 1 R-11 R RES CHECK TILED SHOWERS IN ALL BATHROOMS BATH FAN EXHAUST VENTS FOR DESIGN AND INSTALLATION OF FOUNDATION Lh O O WATER CLOSETS IN ALL BATHROOMS FLOORING - THROUGHOUT U 1-235 WIND CALCULATIONS J VANITY CABINETS IN ALL BATHROOMS DECKS, POSTS, AND RAILING RCl-RC42 RAFTER AND BEAM CALCULATIONS ATTIC ACCESS INTERIOR RAILING & GUARDS THIS HOUSE IS REPLACING AN EXISTING HOUSE O o w TJ1 TRUSS UTILIZATION FORM VANITY SINKS/FAUCETS IN ALL BATHROOMS E X _'T N G HOUSE TO B E TORN DOWN v) �EO w L� z Q O J C/� L-i� W —I� a d- PANELIZED WALLS, TRUSSES, ELECTRICAL, & FIRE RATING FOR GARAGE �Q o z o o w TOTAL PAGES 333, w o cD o Cr) J O Q c� U O HEATING SYSTEM PROHIBIT THE CUTTING/NOTCHING/BORING OF FRAMING MEMBERS BY ON-SITE INSTALLERS OF M/E/P/FP SYSTEMS HOOK UP PLUMBING TO MAIN THEY MUST HAVE APPROVAL OF MANUF. AND/OR ENGINEER. COVER PAGE RAFTEIR CALCS PE SHEAR WALL DESIGN PE ENERGY TESTING AND RATING DONE BY SCALE: 1/4' = T-0° TRUSS SIGNAGE ON-SITE BY OTHERS GO GREEN ENERGY LLC (RON LIOLIA) 1916 Q I RIDGE JAMES I RIDGE SERIAL #/ORDER # PAGE #: PO BOX 800 1916 QUAIL RIDGE ROAD 11916 QUAIL RIDGE_ ROAD LABEL LOCATIONS: STATE LABEL & DATA PLATE @ KIT SINK RALEIGH, NC 27609 RALEIGH, NC 27609 �®�� PFS LABEL LOCATIONS: A C & D ' @ FOYER CLO, B ' @ LIN CLO, REMSENBURG, NY 11960 NY LIC #0►78757 NY LIC #078757 (D V "E" @ BED 2 CO, "F" & "H" @ BED 4 WIC, "G" @ HALL CLO PHONE : 877-394-6436 (919) 845-.1600 (919) 845-1600 I i SUR"E'r OF PROF=` E., RTY'v LOT 55 & PART OF LOT 56 m AMENDED MAP i1Ai1 OF c o PECONIG BAY ESTATES roe rTi z 50.01 WIDE RESIDENCE - PUBLIC WATER FILED: MAY 19, 1933 - MAP NO. 1 124 In m PUBLIC LOT 54 I � RIGHT OF WAY ' SITUATE 175.00 TO M.H.W. AS PER FILED MAP m I N66009'00"EPRO RESPDENCE 145.38 TO CURRENT M.H.W. ARSHAMOMAQUE (GREENPORT) 9� �h I BULKHEAD � UTIL. k x°�� RETURN NAIL TOWN OF S O UTH O LD 'l?' 1x �,� POLE MON.FND. -' (n �`� 1 3 x ET 9 %0 (B�10 � G O N � O ,gyp. 5.5 �� e.01140 jp � SUFFOLK COUNTY, N.Y. O D - o z4.3 A. Ct M U1 ASPHALT'DRIVEWAY - G n ..N EUN! ,, m I N T m g WITH CONCRETE CURB z G.FL.=In 1 .96 , D W -0 _ (� Ul TAX MAP NO.: 1000-053.00-06.00-007.000 I O 35.0' N p pN I I 25.0' R.Y:SB, z N _ n LOT AREA TO M.H.W: 10,888.24 S.F. (0.250 ACRES) 0 ) 35.0' F.Y.sB. (o oo LOT155 = W 1 ITI 9� ) WATER D 53. 1 .� O 0 n z METER m r " N O - I y c m o DATE SURVEYED: JAN. 27, 2021 n W W � w � " o r � co O N ADDED FLOOD ZONE: JAN. 29, 2021 m 1NATI PL. a N p r > z N 0 w -SERVIC '` -� Utpa� = O k m D I 'U my ) O 20.0 m"I In = k1 •.Ix g2, r _ Rl �--� C G) �cu , y.� = 1 STORY � 1 : o 1 o - ELEVATIONS REFER TO NAVD88. r .12 h1x p� -u ) SANITARY w, � FRAME ; a r � � 0 Gj D ) CONCRETE w : x < C 0 - NO WELLS WITHIN 1 50 OF SUBJECT PROPERTY. n 9 I < Coil ) COVERS�� RESIDENC 10.0 J m r O -6 3� 6� `� I m•I 071 ` ll s _—SS o 44.3 9�� C r 0 0 Feet p .� o✓..� o�o� k •• N �, �L .. jjPAUT OF rzCOW0 ) �¢� '� rs UENTRANCE ILOT 56 N m O 00 SCALE: 1 INCH = 30 FEET p Mtn L. P. 0 g ��/ _pot O TANK x91 :pep ( PIPE FND. J o D (n xg• k kp. x 44 1k _ .�._ t 9� PILLAR STAKE BULKHEAD NAIL w HEDGE ROW ON LINE STAKE m0 0.2'S > o�' FND. FND. RETURN FND. > S661 09 00„W z / 175.00 TO M.H.W. AS PER FILED MAP m UTIL. 145.00 TO CURRENT M.H.W. 3 U) POLE PART OF m � LOT 56 a.1 s" f In RESIDENCE - PUBLIC WATER o o w z Cr0� m iz m CERTIFIED TO: n JAMES AND VICKY VAVAS FIRST AMERICAN TITLE INSURANCE COMPANY a D WELLS FARGO BANK, N.A. ISAOA rn m LEGAL NOTES: m C� 1.COPYRIGHT 2019 AJC LAND SURVEYING PLLC.ALL RIGHTS RESERVED. 2.UNAUTHORIZED ALTERATION OR ADDITION TOTHIS SURVEY MAP BEARING A LICENSED LAND SURVEYOR'S SEAL IS A VIOLATION OF SECTION 7209,SUB-DIVISION 2,OF NEW YORK STATE EDUCATION 0 LAW. I r� 3.ONLY BOUNDARY SURVEY MAPS WITH THE SURVEYOR'S EMBOSSED SEALARE GENUINE TRUE AND CORRECT COPIES OF THE SURVEYOR'S ORIGINAL WORK AND OPINION. U 4.CERTIFICATIONS ON THIS BOUNDARY SURVEY MAP SIGNIFY THAT THE MAP WAS PREPARED IN ACCORDANCE WITH THE CURRENT EXISTING CODE OF PRACTICE FOR LAND SURVEYS ADOPTED BY THE Q NEW YORK STATE ASSOCIATION OF PROFESSIONAL LAND SURVEYORS,INC.THE CERTIFICATION IS C LAND SURVEYING PLLC THE G LIMITED TO PERSONS FOR WHOM THE BOUNDARY SURVEY MAP IS PREPARED,TO THE TITLE COMPANY,TO >_ GOVERNMENTAL AGENCY,AND TO THE LENDING INSTITUTION LISTED ON THIS BOUNDARY SURVEY •L.,�,..-.# ..,,..,. ,. . . . 1 � MAP � � 5.THE CERTIFICATIONS HEREIN ARE NOT TRANSFERABLE. 6AN D- SURVEYING � LyrANNIN�... 1J AND OFTEN MUST BE ESTIMATED. IF ANY UNDERGROUND IMPROVEMENTS OR ENCROACHMENT S EXIST ORTHE LOCATION OF UNDERGROUND MPROVEMENTS OR ENCROACHMENTS ARE NOT ALWAYARE SHOWN,THE IMPROVEMENTS ORIENCROACHMENTS ARE NOT COVERED BY THIS SURVEY K NOWNL. 77 S. GOLEMAItii ROAD GEI`ITEREAGH 1`IY ' �'Ip7 !O Y 7.THEO ECIFICFSETS(ORDIMENSIONS)S NDTOWN HEREON TINTS DEDTOCTURES TUIDETHO THE PROPERTYEON OF RE FOR A SPECIFIC PURPOSE AND USE AND THEREFORE ARE NOT INTENDED TO GUIDE THE ERECTION OF FENCES,RETAINING WALLS,POOLS,PATIOS PLANTING AREAS,ADDITIONS TO BUILDINGS,AND ANY OTHER 3 � s TYPE OF CONSTRUCTION. [� �i Q QQaa PHOI�t •V��.✓ti/� a= J "'�w` ER THAN ' ""' ""' "' --``" '' '" "' l`y S.ONLY SURVEYS BEARING t. . EMBOSSED-SEAL COPIES MAY CONTAIN UNAUTHORIZED AND UNDETECTABLE MODIFICATIONS, L�"T" ( EMAIL: AJC2�6@ OPTONLINE.NE i DELETIONS,PROPERTY to 9.PROPERTY CORNER MONUMENTS WERE NOT SET AS PART OF THIS SURVEY UNLESS OTHERWISE NOTED. 10.ALL MEASUREMENTS REFER TO U.S.SURVEY FOOT. C1 i STATE/TPIA APPROVAL STAMP R.A. OR P E. STAVR_,,,, GENERAL NOTES: °`V ,Vsi'14/ 1. MODULE "A" IS 13'-2 1/2" IN WIDTH AND 40'-0" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) cr;' "'VVV))) +++ (x- 00 00 to NNU MODULE "B" IS 13'-2 1/2" IN WIDTH AND 40'-0" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) min M MODULE "C" IS 15'-9" IN WIDTH AND 20'-5" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) Zr a d MODULE I" IS 15-9" IN WIDTH AND 20'-5" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) MODULE "E" IS 13'-2 1/2" IN WIDTH AND 40'-0" IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) $' tJ7Et7rs� a W �cn ��'' � 5/02/22 x 0 o W EDUCATION IS A LAWVFOR ANY OF PERSON CLE 145 OF TOALTER ANY NYS MODULE F IS 13'-2 1/2' IN WIDTH AND 40'-0 IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) DOCUMENT THAT BEARS THE A PROFESSI MODULE 'G' IS 15-9' IN WIDTH AND 20'-5 IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) ENGINEER,UNL ESSTHEP RSONISLAOCTNGUNNDERTHEAL O MODULE H ' IS 15-9 IN WIDTH AND 20'-5 IN LENGTH, (SEE INDIVIDUAL FLOOR PLAN) DIRECTION OF A LICENSED PROFESSIONAL ENGINEER 0 23. SAFETY GLAZING (TEMPERED GLASS) REQUIRED IN THE FOLLOWING LOCATIONS PER R308.4 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE: v� 2. EIGHT MODULES IN A DWELLING UNIT 23.A. GLAZING IN FIXED AND OPERABLE PANELS OF SWINGING, SLIDING, AND BIFOLD DOORS. 23.B. IGLAZING IN STORM DOORS 3. HABITABLE ROOM SIZES SHALL BE A MINIMUM FLOOR AREA OF 70 SQ. FT. WITH A MINIMUM HORIZONTAL DIMENSION OF 7 FEET PER 23.C. (GLAZING IN WALLS, ENCLOSURES, OR FENCES CONTAINING OR FACING z §'' W HOT TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOM, 2 R304 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE (BATHTUBS, SHOWERS, AND INDOOR OR OUTDOOR POOLS UNLESS THE BOTTOM EDGE OF THE GLAZING IS MORE THAN 60" (1524mm) o 4. SPACES MEETING MIN. HABITABLE SPACE REQUIREMENTS SHALL COMPLY WITH HABITABLE SPACE REQUIREMENTS NOT LESS THAN 8% OF (MEASURED VERTICALLY ABOVE THE STANDING OR WALKING SURFACE OR THE GLAZING IS MORE THAN 60" (1524mm), MEASURED u (HORIZONTALLY AND IN A STRAIGHT LINE FROM THE WATER'S EDGE. J u THE 2020 RESIDENTIAL CODE OF NEW PORK STATE FLOOR AREA OF SUCH ROOMS, MINIMUM OPERABLE AREA TO OUTDOORS SHALL BE 4% OF FLOOR AREA VENTED PER R303.1 OF THE 23.D. (GLAZING WITHIN A 24" RADIUS OF A DOOR PANEL EDGE AND LESS THAN 60" (1524mm) ABOVE THE WALKING SURFACE (EXCEPT _ rr�hh o°a 'WHEN ADJACENT TO A FIXED PANEL OF PATIO DOOR OR DOOR IS TO A CLOSET LESS THAN 3' (914mm) IN DEPTH). V 5. THE MAIN EGRESS DOOR MUST BE A MIN. OF 3 -0 x 6'-8 (WITH A CLEAR OPENING OF 32 x 78 ) AND SHALL BE SIDE HINGED PER 23.E. (GLAZING ADJACENT TO STAIRS AND RAMPS WITHIN 36" (914mm) ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF ° SECTION R311.2 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS, AND RAMPS EXCEPT WHERE A RAIL IS INSTALLED ON THE ACCESSIBLE SIDE t ! 6. EXTERIOR DOORS SHALL NOT SWING OVER STAIRS WHEN A LANDING IS NOT AVAILABLE PER R311.3.1 OF THE 2020 RESIDENTIAL CODE OF 'SIDE 34"-38" (864-965rrim) & CAN WITHSTAND A FORCE OF 50 LBS/F (730 N/m) OR IS MEASURED 36" (914mm) OR GREATER NEW YORK STATE. EXCEPTION: STORM-SCREEN DOORS ARE PERMITTED TO SWING OVER STEPS PER R311.3.3 OF THE 2020 RESIDENTIAL (HORIZONTALLY FROM THE WALKING SURFACE. CODE OF NEW YORK STATE. 231. (LAZING ADJACENT TO TOP & BOTTOM STAIR LANDING WITHIN 36" (914mm) ABOVE THE LANDING AND WITHIN A 60" (1524mm) HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING. � 7. ALL NOTES PERTAINING TO "IN FIELD OR ON SITE" ARE BUILDER/CONTRACTOR RESPONSIBILITIES. 23.G. (GLAZING IN SKYLIGHTS 8. KITCHEN AND/OR BATH CABINETS AND FIXTURES MAY BE SHIPPED LOOSE AND INSTALLED ON SITE AFTER PAINTING AND/OR FASTENING IS 23.11. (GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL (MUST MEET ALL THE FOLLOWING): COMPLETED. KITCHEN AND/OR BATH CABINETS ARE TO BE INSTALLED PER APPROVED PRINTS, INCLUDING ELECTRICAL & PLUMBING. 23.H.1. INDIVIDUAL PANE GREATER THEN 9 SQ.FT (0.236 SO. M). 23.H.2. BOTTOM EDGE OF GLAZING LESS THEN 12" (457mm) ABOVE FLOOR ; 9. KITCHEN AND/OR BATH CABINETS AND FIXTURES MAY BE FURNISHED AND INSTALLED ON-SITE BY OTHERS. 23.H.3. TOP EDGE GREATER THEN 36" (914mm) ABOVE FLOOR. 10. INSULATED ATTIC ACCESS TO BE 22%30" CLOSABLE, WEATHER-STRIPPED AND INSULATED PER N1102.2.4 OF THE 2020 RESIDENTIAL CODE 23.H.4. ONE OR MORE WALKING SURFACES WITHIN 36" (914mm) HORIZONTALLY AND IN A STRAIGHT LINE, OF THE GLAZING. z Q OF NEV YORK STATE. OPENING SHALL BE LOCATED IN A HALLWAY OR OTHER LOCATION WITH READY ACCESS PER R807 OF THE 2020 24. ALL OPERABLE WINDOWS WHICH ARE LOCATED 72" OR MORE ABOVE FINISHED GRADE OR SURFACE BELOW, WITH THE BOTTOM OF THE Un o RESIDENTIAL CODE OF NEW YORK STATE. CLEAR( OPENING LESS THAN 24" ABOVE FINISHED FLOOR SHALL BE PROVIDED WITH WINDOW FALL PROTECTION THAT SHALL NOT ALLOW w ALLONV THE PASSAGE OF A 4" SPHERE THROUGH THE OPENING. WINDOW FALL PROTECTION DEVICES MAY BEFACTORY INSTALLED OR Q 11. A SMOKE DETECTOR SHALL BE INSTALLED IN EACH SLEEPING ROOM, OUTSIDE IN THE IMMEDIATE VICINITY OF THE BEDROOMS, AND ON EACH ON-SATE BY OTHERS PER R312.2 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. ADDITIONAL STORY OF THE DWELLING INCLUDING BASEMENTS PER R314.3 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE. A CARBON 25. ANY 'STRUCTURAL GLUED LAMINATED TIMBERS THAT ARE EXPOSED MUST BE PRESSURE TREATED PER R317.1.5 OF THE 2020 MONOXIDE DETECTOR IS REQUIRED ON ANY LIVING LEVEL THAT INCLUDES SLEEPING AREAS AND OR A CARBON MONOXIDE SOURCE PER RE-1,,-_NTIAL CODE OF NEW YORK STATE. R915 OF THE FIRE CODE OF NEW YORK STATE 12. CARBON MONOXIDE DETECTORS SHALL BE INSTALLED IN ALL DWELLING UNITS, OUTSIDE IN THE IMMEDIATE VICINITY OF THE BEDROOMS, AND 26. Wi-ER'E LEDGER')' ARE REQUIRED, A MIN. 2X2 LEDGER MUST BE USED, OR A JOIST HANGER IN PLACE OF LEDGER. ON EACH ADDITIONAL STORY OF THE DWELLING INCLUDING BASEMENTS PER R314.3 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE. A 27. SPACIING OF INTERMEDIATE GUARDRAILS AT STAIRWAYS SHALL BE SUCH THAT A 4" (102mm) IN DIAMETER SPHERE CANNOT PASS CARBON MONOXIDE DETECTOR IS REQUIRED ON ANY LIVING LEVEL THAT INCLUDES SLEEPING AREAS AND OR A CARBON MONOXIDE SOURCE THROUGH PER R312.1.3 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE, N_ PER R915 OF THE FIRE CODE OF NEW YORK STATE 28. ANY (OPEN-SIDED WALKING SURFACES REACHING A HEIGHT GREATER THAN 30" (762mm) MEASURED VERTICALLY TO THE FLOOR OR C) 13. WASHING MACHINE AND CLOTHES DRYER SUPPLIED AND INSTALLED ON SITE BY OTHERS IN ACCORDANCE WITH MANUFACTURER GRADE BELOW AT ANY POINT WITHIN 36" (914mm) HORIZONTALLY TO THE EDGE OF THE OPEN SIDE REQUIRE GUARDS PER R312 OF THE MANUFACTURER INSTRUCTIONS, AND ALL STATE AND LOCAL CODES (SEE FP1 FOR SPECIAL INSTRUCTION, IF REQUIRED). 2020 RESIDENTIAL CODE OF NEW YORK STATE. _ 14. WATER HEATERS EQUIPMENT IN ENCLOSED SPACES SHALL BE INSTALLED IN COMPLIANCE WITH THE LISTED MANUFACTURER INSTRUCTIONS, 29. CAULKING AND SEALANTS IN THE EXTERIOR ENVELOPE MUST BE IN COMPLIANCE WITH ENERGY CONSERVATION CONSTRUCTION CODE. ALL o AND ALL STATE AND LOCAL CODES (WATER HEATER SUPPLIED AND INSTALLED ON-SITE IN BASEMENT BY OTHERS). JOINTSS, CONNECTIONS, AND PENETRATIONS BETWEEN CONDITIONED SPACE AND UNCONDITIONED OR OUTSIDE SPACE MUST BE SEALED. w� 15. HOLES, OPENINGS, AND ACCESS PROVISIONS FOR COMPLETION OR INSTALLATION OF EQUIPMENT MAY BE COMPLETED IN FIELD, IF DONE IN 30, ONLY CEMENT, FIBER-CEMENT AND GLASS MAT GYPSUM BACKERS SHALL BE USED AS BACKER ON TILED TUB AND SHOWER WALL PER 6' o cl- SUCH A MANNER AS NOT TO AFFECT THE INTEGRITY OF THE STRUCTURE. R702.42 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. NO GREEN BOARD GYPSUM BOARD SHALL BE PERMITTED. 16. ALL PIPING (R403.4) AND DUCTWORK (R403.3.1) IN UNHEATED SPACES IS TO BE INSULATED IN COMPLIANCE WITH 2O20 ENERGY 31. MIN. FLAME SPREAD CLASSIFICATION OF ALL FINISH MATERIALS SHALL HAVE A RATING OF LESS THAN 200 PER R302.9.1 OF THE CONSERVATION CONSTRUCTION CODE OF NEW YORK AND THE NATIONAL ELECTRICAL CODE, 2017 EDITION. 2020 RESIDENTIAL CODE OF NEW YORK STATE. m VERTICAL EGRESS MUST BE PROVIDED FOR HABITABLE ATTICS AND BASEMENTS PER R311.4 OF THE 2020 RESIDENTIAL CODE OF o 17. ROOF COVERINGS SHALL BE LISTED AS CLASS C OR BETTER PER SECTION R902.1 OT THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. 32. Q O NEW WORK STATE. U CD f- 18. ATTIC VENTILATING AREA SHALL BE 1/150 OF THE AREA OF THE SPACE VENTILATED. EXCEPTION: THE AREA MAY BE REDUCED TO 1/300 32. TESTIfNG PER 2020 ECC OF NEW YORK STATE R402.4.1.2 FOR CLIMATE ZONES 3 TO 8. THE BUILDING OR DWELLING UNIT SHALL BE �� CL z z c� r c� WHERE AT LEAST 40% AND NO MORE THAN 50% OF THE VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE NOT EXCEEDING THREE AIR CHANGES PER HOUR, TESTING SHALL BE LLJ OF THE ATTIC OR RAFTER SPACE. UPPER VENTILATORS SHALL BE LOCATED NOT MORE THAN 3 FEET (914 mm) BELOW THE RIDGE OR CONDUCTED IN ACCORDANCE WITH ASTM E 779 OR ASTM E 1827 AND REPORTED AT A PRESSURE OF 0.2 INCH W.G. (50 PASCALS). 771 HIGHEST POINT OF THE SPACE, MEASURED VERTICALLY, WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY LAVE OR CORNICE WHERE REQUIRED BY THE CODE OFFICIAL, TESTING SHALL BE CONDUCTED BY AN APPROVED THIRD PARTY. A WRITTEN REPORT OF THE VENTS PER R806.2 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. TESTING SHALL Q BE PERFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS OF THE BUILDING THERMAL ENVELOPE, DWELLING UNITS FAILING O o 19. ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS THE TEST WILL BE REPAIRED AND RE-TESTED, UNTIL SUCH TIME THAT THE DWELLING UNIT MEETS THE REQUIRED MAXIMUM AIR LEAKAGE. ::D ° m SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATION OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR 33. CUTS, NOTCHES, AND HOLES IN SOLID LUMBER JOISTS, RAFTERS, BLOCKING, AND BEAMS SHALL COMPLY WITH THE PROVISIONS OF ci w SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSION OF 1/16" (1.6mm) MINIMUM AND 1/4" (6.4mm) MAXIMUM. VENTILATION R502.8.1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE; EXCEPT THAT CANTILEVERED PORTIONS OF RAFTERS SHALL BE ? O f OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4" (6.4mm) SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE CLOTH PERMITTED IN ACCORDANCE WITH SECTION R802.7.1.1 RESIDENTIAL CODE OF NEW YORK STATE. L cz SCREENING, HARDWARE CLOTH, OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/16" (1.6mm) MINIMUM AND J m 1/4" (6.4mm) MAXIMUM PER R806 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 34. WHOLE HOUSE VENTILATION SYSTEM SHALL BE PROVIDED BY A CONTINUOUSLY RUNNING EXHAUST FAN IN COMPLIANCE WITH R1505.4.3 �z Q O AND TABLES M1505.4.3(1) AND M1505.4.3(2) OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. LOCATION SHALL BE IDENTIFIED ON zw m I w 20. UNVENTED ATTIC SPACES SHALL BE INSTALLED IN ACCORDANCE WITH R806.5 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE INDIVIDUAL PLAN SETS. A CALCULATION TO DETERMINE THE REQUIREMENT FOR THE VENTILATION SHALL BE INCLUDED IN PLAN SET FOR z cnLn w Q APPROVAL (PAGE ELC) �Q z C 21. GUTTERS, LEADERS, AND SPLASH BLOCKS FURNISHED AND INSTALLED BY OTHERS ON SITE. c_D o C/� Dof J O 22. APPROVED WATER RESISTIVE BARRIER REQUIRED UNDER ALL SIDING TYPES PER SECTION R703.2 OF THE 2C20 RESIDENTIAL CODE OF NEW YORK STATE. BARRIER SHALL BE INSTALLED HORIZONTALLY WITH 2 INCH MINIMUM UPPER LAYER OVERLAP OVER LOWER LAYER GENERAL NOTES SCALE 3/8° = 1'-0" SERIAL #/ORDER N PAGE �. 0 10477 C-,;` N I 1700 SQ. FT. / 150 = 11.33 SQ. FT, OF VENT REQUIRED NO PLUMBING BENTS PENETRATIONS TI R'U RODE STATE/TPIAAPPRDVAL STAMP R.A. GR¢t, Tk"t '°;: 67 LN. FT, RIDGE VENT = 8.37 SQ. FT. OF VENT PROVIDED COMPLETION ON — SITE BY OTHERS 78 AFT. VENTED SOFFIT 4.87 SQ, FT. OF VENT PROVIDED NOT PROVIDED BY ICON la ,, 3s NN EGRESS WINDOWS jj}� �� ={: t; l{ o M � �t ll ;'ti i 1 ��"fig• a�� •-1 a � � as..s M Yil. t .►��`� 5/02/22 x o WARNING;IT IS A VIOLATION OF ARTICLE 145 OF THE NYS e •''"-�'" ^ O in EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL O ENGINEER,OF A LICENSED THE PERSON IS ACTING UNDER ENGINEER THE DIRECTION OF A LICENSED PROFESSIONAL ENGWEER C) NWaw � LLJ z � 0 U = V Q � * C).1 V 0a L) Wo I� 0 RIDGE VENT (S/L) �I «; U CERTIANTEED LANDMARK DESIGNER ARCHITECTURAL ASPHALT SHINGLES ILILLLLL 121 112 7 LE 0 LLJ Q ON-SITE SOFFIT & FASCIA ON-SITE VINYL SIDING c� < cl- D = C 1 I oI CD o Q LLJCL CD \ CD N PANELIZED ROOF TRUSSES SUPPLIED BY ICON LEGACY. _ =� J O INSTALLED ON-SITE BY BUILDER AND SUBJECT TO _ INSPECTION BY LOCAL BUILDING OFFICIAL 12 II II II II II II II II it II II II II II II II it II II II II II II II II II II II II II i o 5 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I !i I I I I �, _ I II II II II II II it II II II II II II II II II II II II II II II II II II II II II II II II o _ I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I CD `s+, J Q o z w I II I I cl II 11 I it II II D I I I �D rnCD n II II II _ m r II II IILLJCD II II ° II II W o CD PANELIZED GARAGE WALLS BUILT BY ICON LEGACY. momI I I I I I I I U � � INSTALLED ON-SITE BY BUILDER AND SUBJECT TO I I I I Q o� INSPECTION BY LOCAL BUILDING OFFICIAL � � � I I I I I I I I — ————— �- - — _______-I coU ---- -- I U' I-- L 71 GARAGE DOOR & LIGHTS TO BE SUPPLIED AND INSTALLED _O ON-SITE BY OTHERS PER STATE AND LOCAL CODES. INSTALLATION SUBJECT TO REVIEW/APPROVAL BY LOCAL AHJ DECK, POSTS, RAILING & GUARDS ON-SITE BY OTHERS. U O COMPONENTS SHALL BE DESIGNED BY A LICENSED PROFESSIONAL AND SHALL BE PORCH ROOF OVERHANG BUILT BY ICON LEGACY. FRONT ELEVATION STRUCTURALLY INDEPENDENT OF THE MODULES, DESIGN SHALL BE REVIEWED AND J INSTALLED ON-SITE BY BUILDER AND SUBJECT TO INSTALLATION SHALL BE INSPECTED BY LOCAL BUILDING CODE OFFICIAL. W Q INSPECTION BY LOCAL BUILDING OFFICIAL INDEPENDENT BUILDER'S SITE CONTRACTOR TO PROVIDE ACCESS TO GRADE _ O � INDEPENDENT BUILDER'S SITE CONTRACTOR IS RESPONSIBLE _ FOR DESIGN AND INSTALLATION OF FOUNDATION o U 0 r EL zW m w O of� w � I-- un LC) LW LL- z I-� s C— w w I-J L_ d c U w CD Lt� _C� �-- FRONT ELEVATION SCALE: 1/4' = T-01 SERIAL #/ORDER # PAGE 0 10477 I i STATE/TPIA APPROVAL STAMP R.A. OR P. :E'iI yA NO PLUMBING VENTS PENETRATIONS THRU ROOF , ii COMPLETION ON - SITE BY OTHERSr ' ' Y�, .( � p NOT PROVIDED BY ICON ;r �� . , �,' � N N u EGRESS WINDOWS U 5/02/22 WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS r'1 O in O �J EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL O ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE w DIRECTION OF A LICENSED PROFESSIONAL ENGINEER cn �f7-1 o N W 0.1 V) W Z I O U = Q �V + p a W � o RIDGE VENT U ll CERTIANTEED LANDMARK IIII I II I ' II II II � � II II II II I � � II m DESIGNER ARCHITECTURAL L� �I� I I L L ASPHALT SHINGLES I�III_ I II LI II II II II 12 LjLjLLLLj _lLLLLffliLLLuLtn ULM 17 L1 I I L�I I I I I I I III LI \ o Q \yl cf) o Q ON-SITE SOFFIT & FASCIA 1 � c� w N I cD W N J � � � Q N d- ON-SITE VINYL SIDING � o a � L=-D EF Fm_=] w�w C� w co = I c� z m J m UEL W o 0 LLJ U Cn c) LLJ LL-1 C!) o � I— Q o 0 o REAR ELEVATION cr, a INDEPENDENT BUILDER'S SITE CONTRACTOR TO PROVIDE ACCESS TO GRADE � O INDEPENDENT BUILDER'S SITE CONTRACTOR IS RESPONSIBLE 0 _ FOR DESIGN AND INSTALLATION OF FOUNDATION o U U-) CD I� LLJ r n w = C-j o �� Ln W �� zl� Qo w(/� L,J W LL- Q z L LJ o wG C/D � � J Q O o REAR ELEVATION SCALE; 1/4' = 1`0' SERIAL /ORDER R PAGE w: 0 10477 EV2 I STATE/TPIA APPROVAL STAMP R.A. OR P L. STAQA"� NO PLUMBING VENTS PENETRATIONS THRU ROOF COMPLETION ON — SITE BY OTHERS NOT PROVIDED BY ICON lu EGRESS WINDOWS ho % N u 5/02---] WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS /22 C)0 in EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON 13 ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER 0 u w � ►� Fo- cf) PANELIZED ROOF VALLEY SUPPLIED BY ICON LEGACY. PANELIZED ROOF VALLEY SUPPLIED BY ICON LEGACY. INSTALLED ON-SITE BY BUILDER AND SUBJECT TO INSTALLED ON-SITE BY BUILDER AND SUBJECT TO INSPECTION BY LOCAL BUILDING OFFICIAL INSPECTION BY LOCAL BUILDING OFFICIAL 12 RIDGE VENT (S/L) 7 RIDGE VENT (S/L) Lj '�_ CERTIANTEED LANDMARK CERTIANTEED LANDMARK DESIGNER ARCHITECTURAL DESIGNER ARCHITECTURAL ASPHALT SHINGLES I ILUiLLIL H H ASPHALT SHINGLES 0 u� CD CL ON-SITE SOFFIT & FASCIA ON-SITE VINYL SIDING PANELIZED ROOF TRUSSES SUPPLIED BY ICON LEGACY. INSTALLED ON-SITE BY BUILDER AND SUBJECT TO cal INSPECTION BY LOCAL BUILDING OFFICIAL RIDGE VENT (S/L) CERTIANTEED LANDMARK DESIGNER ARCHITECTURAL ASPHALT SHINGLES o 1 11 Milk 111111 111111 111 LLJ LLJ LLJ a, iLLJ m Ui LLJ cj L-Li 0 Ej CD C-) LLJ) __j cn 0 c',I z U7) cD PANELIZED GARAGE WALLS BUILT BY ICON LEGACY. INSTALLED ON-SITE BY BUILDER AND SUBJECT TO =D LEFT ELEVATION INSPECTION BY LOCAL BUILDING OFFICIAL INDEPENDENT BUILDER'S SITE CONTRACTOR TO PROVIDE ACCESS TOI GRADE U-) cy- L�j INDEPENDENT BUILDER'S SITE CONTRACTOR IS RESPONSIBLE C) U-) FOR DESIGN AND INSTALLATION OF FOUNDATION 0 LLJ M _'j 0 '::d- C/-) CD Ln u C/�)L,-f QCD I I Lw w 'zt- n- ui t 'If— t=CD Q 7DC� r--) __j L'i (D Ll� C-) CD 0 LEFT ELEVATION SCALE: 1/4' = 1'-0' SERIAL #/ORDER # PAGE III: 0*10_,477 E V vr.-11 I STATE/TPIA APPROVAL STAMP R.A. OR P E STAMP NO PLUMBING VENTS PENETRATIONS THRU ROOF . ' COMPLETION ON — SITE BY OTHEIRS NOT PROVIDED BY ICON r-o- ONON EGRESS WINDOWS5/02/221 WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NY3 ''`mow,,,,, �,,,,�;•,_ /, O in EDUCATION LAW FOR ANY PERSON TO ALTER ANY O DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL r-I ENGINEER,UNLESS THE PERSON 13 ACTING UNDER THE M�-I DIRECTION OF A LICENSED PROFESSIONAL ENGINEER vnZO � N Ala In W � Va Q C).� 0a w � U PANELIZED ROOF VALLEY SUPPLIED BY ICON LEGACY. PANELIZED ROOF VALLEY SUPPLIED BY ICON LEGACY. INSTALLED ON-SITE BY BUILDER AND SUBJECT TO INSTALLED ON-SITE BY BUILDER AND SUBJECT TO >-- INSPECTION BY LOCAL BUILDING OFFICIAL INSPECTION BY LOCAL BUILDING OFFICIAL m 12 RIDGE VENT (S/L) 7 RIDGE VENT(S/L) \\ CERTIANTEED LANDMARK \ f CERTIANTEED LANDMARK DESIGNER ARCHITECTURAL \V DESIGNER ARCHITECTURAL ASPHALT SHINGLESIII ASPHALT SHINGLES �11III II II III � I II III o Q wj�� \ �1II m tdl I I I I I I I L L_I o Q ON-SITE SOFFIT & FASCIA 1771= ON-SITE VINYL SIDING —" IDING <D PANELIZED ROOF TRUSSES SUPPLIED BY ICON LEGACY. = N INSTALLED ON-SITE BY BUILDER AND SUBJECT TO I CD c\I INSPECTION BY LOCAL BUILDING OFFICIAL cO Fw-- LLj u Q CN RIDGE VENT(S/L) CERTIANTEED LANDMARK O DESIGNER ARCHITECTURAL , PORCH ROOF OVERHANG BUILT BY ICON LEGACY. ASPHALT SHINGLES 12 INSTALLED ON-SITE BY BUILDER AND SUBJECT TO 11 INSPECTION BY LOCAL BUILDING OFFICIAL 1 = y 0 W> LLJ � n- / 0_U II j o I o = Q' '�' v I I 6, z cif U m 11 w Q II U o o ICD LLJ o I C� -j Lai 11 �II n cn - CL LiJ 0 C/� co \\ z GARAGE DOOR & LIGHTS TO BE SUPPLIED ICON LEGACY C7 INSTALLED ON-SITE BY OTHERS PER STATE AND LOCAL CODES. DECK, POSTS, RAILING GUARDS ON-SITE BY OTHERS. INSTALLATION SUBJECT TO REVIEW/APPROVAL BY LOCAL AHJ COMPONENTS SHALL BE DESIGNED BY A LICENSED PROFESSIONAL AND SHALL BE C o STRUCTURALLY INDEPENDENT OF THE MODULES. DESIGN SHALL BE REVIEWED AND RIGHT ELEVATION INSTALLATION SHALL BE INSPECTED BY LOCAL BUILDING CODE OFFICIAL. PANELIZED GARAGE WALLS BUILT BY ICON LEGACY. INDEPENDENTI BUILDER'S SITE CONTRACTOR TO PROVIDE ACCESS TO GRADE UD � w INSTALLED ON-SITE BY BUILDER AND SUBJECT TO INDEPENDENT BUILDER'S SITE CONTRACTOR IS RESPONSIBLE Z O U' INSPECTION BY LOCAL BUILDING OFFICIAL FOR DESIGN AND INSTALLATION OF FOUNDATION OMIT SUNG, SOFFIT 8c FASG A W m 7� LnLLJ WALL �W o� �C) oU) �� JO Q E3 1 10 1 L- RIGHT ELEVATION SCALE: 1/4' = 1'-0" SERIAL ORDER k PAGE #: 0 10477 E V a I I STATE/TPIA APPROVAL STAMP R.A. OR P E. STAMP Ay O A LL INTERIOR DOORS TO BE 7 TA SO D CORE ` !r c' Q' (� NNU C ; .• , . d o I +� 13'-2/ 1" P. 20'-5" PORTAL FRAME WALL 1" P. 13'-2Y" 'A'MODULE B'MODULE ft7 'W 6'-7Y" 6 7Y" 6'-7Y4„ 6'-7Y" ��` !_( +;�+1 ITI O O W WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS '�^�x sw *wr' 5��2�22 HDR @ 102 3/4' AFF HDR @ 102 3/4" AFF EDUCATION LAW FOR ANY PERSON TO ALTER ANY O �E (2) 3056 (2) 3056 �F7-� r►`.'/1 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE r ` `® n DIRECTION OF A LICENSED PROFESSIONAL ENGINEER 12-2Y4 12-2Y M � 0 � BREAKFAST Q = WINDOW GUARDS TO BE ON-SITE BY OTHERS N W a w NOOK 4 0 `r' �� IN ACCORDANCE WITH R312.2 OF 2020 o RESIDE_ � �M o _� NTIAL CODE OF NEW YORK STATE 7 o 7 93.93 SOFT. OF ROOM w 7.51 LIGHT REQ'D = o Q o HDR @ HDR @ HDR @ o a z Z 3 76 VENT REQ'D n 102 3/4" AFF 102 3/4" AFF 102 3/4" AFF �1 37.32 LIGHT PROVID o Q ESAWN2616-2 ESAWN2616-2 ESAWN2616-2 Q �� LIVING ROOM DRYER TO BE VENTED TO EXTERIOR IN ACCORDANCE 19.14 VENT PROV'D w 5'_1° TEMPERED 10'_2�" TEMPERED 15'-4" TEMPERED w SUFFICIENT LIGHT AND VENT PROV'D WITH M1502 OF 2020 RESIDENTIAL CODE OF NEW YORK 6 ' 2X6 FLAT 2X6 FLAT 2X6 FLAT 164 02 SOFT. OF ROOM p m� 5060P 5060P 5060P 1312 LIGHT REQ'D STATE. DUCT RUN IN FACTORY AND TERMINATION I = 3" DRAIN FROM TEMPERED TEMPERED TEMPERED 9.76 VENT REO'D COMPLETED ON-SITE B Y OTHERS U 3 2'-3 2nd STORY w/ 49.76 LIGHT PROV'D F (2) 3/4" SUPPLIES 25.52 VENT PROV'D g 2x6 4'-11" oo SUFFICIENT LIGHT AND VENT PROV'D U --- ---- - - ---21 -7Y"-- - - -- -- - - RANGE HOOD TO BE VENTED TO EXTERIOR IN 1) 0a — oII 3'-6" 1'-5" I I I I ACCORDANCE WITH M1503 OF 2020 RESIDENTIAL CODE - oa oil o PANEL BACKER I I I I I I OF NEW YORK STATE. DUCT RUN IN FACTORY AND W „ a a> I- �-- T�T- -1 I I I I I I I I I I o N I I I I COFFERED CEILING I I I I TERMINATION COMPLETED ON BY OTHERS oI� 3" DRAIN FROM I I I I I I I / I � 2nd STORY w U v, (2) 3/4" SUPPLIES BATH FANS TO BE VENTED TO EXTERIOR IN ACCORDANCE a I wIM I m I LL I I L___—__---J L____ J L_ _ --- -_ —J I 48" A.F.F. 3' RADON VENT WITH M1501 .1 OF 2020 RESIDENTIAL CODE OF NEW YORK ———— TO BOTTOM 2" FUTURE VENT N m ! I z I r-- --- ---------, I STATE 6" DUCT RUN IN CEILING BY ICON LEGACY. J_ I 3'-3' 3 w a I I I DINING ROOM o a I > I O I 321 81 SO FT OF ROOM Ul I I 2x6 �� ,2x,2 N COMPLETED NOT BY ICON LEGACY AND INSPECTED BY C ( 25.74 LIGHT REO'D o I I \ 5'-1" o —H �qo 12.87VENTREQ'D I I I I \\ ALcovE � I o� LOCAL BUILDING OFFICIAL. °� �- o I° r�NI I ( I I 63.02 LIGHT PROV'D I I 17 3'-2 o J OMIT m I 50.80 VENT PROV'D _p I N 7. I'I a ( FIX. (��TWIN m_ m I I I I SUFFICIENT LIGHT AND VENT PROW I I I o o —�J``J __� L_____ __J L—___—_—__J L_ _ _J I x .I I5088J ALL BATHROOM FIXTURE CLEARANCES MEET SECTION 8'-9" __ -- i / `�' ��Iwm= R307 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE / F----- I I I IBD18-3DIm I I r———COUNTERTOP NGT r—— ————— —1 r 3' 02 PROVIDED BY ICON I I I I I I o m BEP I I SPACE FOR SPACE FOR I I I Ico �; > % ALL WINDOWS AND DOORS TO BE INSTALLED AND 24"/27" SOFFIT M UNDERCAB UNDERCAB I I I I I I I I I I JI �-� � W M REFER ICE MAKER BATH #2 KITCHEN Iw I ROUGH PLUMB I _ 9'-8Y4" I I ou =F----- FLASHED PER THE FENESTRATION MANUFACTURERS o Q o COUNTERTOP NOT O —— M �I - o PROVIDED BY ICON 2 -� ��SB36�� 2 -� I BWBTIB I 1G 4•, NO COS PRESSION i J ocl� M �I R600.1 OF 2020 RESIDENTIAL � o WRITTEN INSTRUCTIONS PER a' ------ 3 " " m ' CODE OF NEW YORK STATE w CUT OUT ON SITE N o m PREP FOR ON-SITE INSTALLED WALL CABINETS & I _ �— —_I —_ _ —_—— —J L— _——— _ I 3'-2" 2'-0' 6-2/ x BY OTHERS z RANGE HOOD - 2x6 BLOCKING INSTALLED FOR 42" W2742 W4242 4 FOR ON SITE RANGEHOOD HIGH WALL CABINETS, DUCTWORK FOR RANGE HOOD ICE ——————— - —— E ,, 2/6 0 2/6 - - N I. INSTALLED AT 69" A.F.F. PREP FOR ON-SITE S/C I N INSTALLED BASE CABINETS, COUNTERTOPS, SINK & 3 I PFS LABEL N m 9'-0/ / T-11 N �2" DRAIN FROM FAUCET - 2xI BLOCKING INSTALLED STANDARD ELECTRICAL AND LIGHT TO REMAIN ' 2nd STORY TEP m LANDING N I 3" DRAIN FROM CIDI 2nd STORY 3'-2 / Nn EGRESS WINDOW C 1 mcn _ WINDOW TESTING AND LABELING IS SUPPLIED w !� BY STICKER ON EACH INSTALLED WINDOW Q N 2/6 2x6 s/ I O ¢ f c N I l m I w `m o, a l J zo I' BEDROOM #1 V= o UTILITY f `� THIS HOUSE S REPLACING o I 6 C, g 197 29 SOFT.FT. OF ROOM .If FOYER I 15 78 LIGHT REQ'D N III sG z I 7.89VGHTREO'DcD AN EXISTING HOUSE EXISTING 26.02 LIGHT PROV'D II �.�I Iam ,368VENTPkGV'D HOUSE TO BE TORN DOWN BULL NOSE TREAD \ SUFFICIENT LIGHT AND VENT PROV'D �— II o � w� I ( c > o W I � cn cn BATH #1 cDU _ I OPEN TO J N� b I ABOVE DATA PLATE, STATE LABEL v`YV L(! Ln I v TEMP CLG FRAM NG I2 & PFS LABELS FOR 'v 1 '^ e OMIT R_OUG_H-P_LUM_B I 17'-4" 2_,0 MODULES "A"/%," FIX. ) I I o IVB30FH) 0 12-2/q o o o J �}- L____- - m / lk 0 3050 ESCATR3010 3050 `t W _ - — I TEMPERED 3068 U-) C) 3068 FIRL - 4'-9%" 10'-2 15'-7 20'-5" 2 W CD F- ------ O 3050 J / CD 5/8" WALL GYPSUM L——— ——— CJ w V MECHANICALLY FASTENED STEPS TO GARAGE SLAB r, PORCH CD PORCH -7i4 6 7 4 Q N (� ON-SITE BY OTHERS NOT PROV'D BY ICON PORCH ROOF BY ICON � cn � ~ POST, RAILING AND SLAB () ———_—— NOT PROVIDED BY ICON o---------©-- -----------d z 20'-7" C� PANELIZED GARAGE �� ~ `t FIRE SEPARATION FOR GARAGE E E G E 4 L L NOT PROVIDED OR a MODULE C Q J INSTALLED BY ICON � B A M A 1� I D a) T L J F �7 A L L O_ U T W �i i TO BE INSPECTED & APPROVED BY � Z � u� `D "' LOCAL BUILDING OFFICIAL �o �U Qo w - _= J W J� 1. 2x6 EXTERIOR WALLS @ 16" O.C. W m n \` 2. MARRIAGE WALLS: w � o r\ � o S/L Cn W Imo—LL — DBL 2x4 @ 16 O,C. w C):� .7j-- - 2x4/2x6 @ 16" O.C. j�W �r� �� :D o0Lu 3. CEILING HEIGHTS: — CD 12 2Y — 9'-6" CEILING HEIGHT 1ST FLOOR I N — 8'-6" CEILING HEIGHT 2ND FLOOR 9 X 7 0 H.D. 4. MARVIN ESSENTIAL SERIES ALL ULTREX DOUBLE HUNG & CASEMENT WINDOWS 1ST STORY FLOOR PLAN 6'-7Y" 6'-7Y4" 5. HEATING SYSTEM NOT PROVIDED BY ICON SCALE: 1/4n = 1'-0" 6. 7/12 STORAGE RAFTER @ 16 ' O.C. 13'-2Y2" 7, 7 3/4" RISERS(MAX.) x 10" TREADS(MIN.) — BUILDER REQUESTED STAIR GEOMETRY SERIAL /ORDER # PAGE �: — SEE PAGE STA OF THIS SET FOR ACTUAL SIZES 8. HAND)RAIL MUST COMPLY WITH R311.7.8 OF THE 2020 RESIDENTIAL CODE OF NEW YORI( STATE 0*10,_477 FP1 9. TEMPERATURE CONTROL VALVES TO BE INSTALLED TO ALL TUB AND SHOWERS STATE/TPIA APPROVAL STAMP R.A. OR P E. STAMP,,,.,,, 0 SIN U 4 47'-0" er f u 13'-2Y2" I"Sp. 20'-5" 1"Sp. 13'-2Y2" 'E'MODULE 'F'MODULE 6'-7,Y4" 6'-7Y4 6'-7Y4 6'-7Y4 5/02/22 0 WARNING NG IT 0 A VIOLATION OF ARTICLE 145 OF THE NYS 0VI EDUCATION LAW FOR ANY PERSON TO ALTER ANY (2)*3050 DOCUMENT THAT SEARS THE SEAL OF A PROFESSIONAL 04 (2) 3050 1! Eg� ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE 0 0 ALL ROOF PENETRATIONS DIRECTION OF A LICENSED PROFESSIONAL ENGINEER r 12'-2Y4 IN REAR OF HOUSE 12'-2Y4 I Nwaw c/) BEDROOM #3 BEDROOM #4 165 04 SOFT. OF ROOM 165 04 SO FT. OF ROOM 1320 LIGHT REQ'D 1120 LIGHT REQ'D �2 6.60 VENT REQ'D C-11)/2" 13'-5Y2" 20'-5" 6 60 VENT REO'D Li 368 VENT PROV'D 13.68 VENT PROV'D :5 0 SUFFICIENT LIGHT AND VENT PROV'D (2) 3056 SUFFICIENT LIGHT AND VENT PROV'D (2) 3056 I 2602 LIGHT PROV'D 26.02 LIGHT PROV'D 4 TRAY CEILING - 8'-0" jq'-8�/4" - ----------- ----------- ---- 0.� TRAY CEILING - 8'-3" C) F------------------ - ----- TRAY CEILING - 8*-6" cl- 7 o sM NO ZI: Nv) PFS LABEL FOR MODULE "F"/"H" BONUS ROOM 2//C6 2/0 2/0 2 A A 1 3'-2 Y4to A 29388 SO.FT. OF ROOM s A i3 c) 23.51 LIGHT REQ'D 3'-2)/2" CD 11 76 VENT REO'D CD m 7 49 76 LIGHT PRO VID < BATH #4 25 52 VENT PROV'D u ( 0 2 S//C6 BATH #5 W.I.C. SUFFICIENT LIGHT AND VENT PROV'DW.I.C. ROUGH PLUMB ROUGH UGH PLUMB OMIT (F OIX --- FIX. C,z c) 10 1 FIX ----------------------- VB36 �\� : I < FH ----------------------- < 0 VB36F g M DOUBLE SHELVES ",_ -" I IL J, DOUBLE SHELVES I - i ( I Z= m C) 2x6 20 'V Q<C CL 8'-1 O�8 2x6 1 11'-1 O�/8" B30FH\'��' L- ------------t---------------- z 0 �JE L —————————— MIT > u� < X.2 -------- 7'-6 6 A 1' 3R" FIX L - - -- --- Cli �U ROUGH PL13via 'z LL A NO COMPRESSION L 2" FUTURE VENT _j CD BATH #3 EL 0 + OMIT CEILING 3" RADON VENT Gyp S-11" BATH #6 c I D CID "cn LANDING L c-4 ti B-omy P R)R ON-SITE Til D C REP w/l/2" CEMENT CD -------------------------- BOARD FLQqR I TO-CEILIIN G -127,6 2/6 5'-2 3'-7" 11'3 r Vc 3'-3y4 - - 4 DBL 2/0 cl-� _77 3-2 216 2x. 8'-7Y4" 3'-2 0 8'-7)/2" DO I c�I SWING?'�,U) Lu-A I I a 1 CD :< z BEDROOM #2 Tr) BEDROOM #6 BEDROOM #5 139 78 SQfT OF ROOM 101.59 SOFT. OF ROOM 2/6 138 38 SO FT. OF ROOM 11.18 LIGHT REO'D 8.13 LIGHT REQ'D s c 11.07 LIGHT REQ'D 5.59 VENT REQ'D 4.06 VENT RFQ'D 2" PVC CHASE 5.54 VENT REO'D AT 2602 LIGHT PROV'D 22.34 LIGHT PROV'D 26.02 LIGHT PROVO I Ln 13 68 VENT PROV'D 11.40 VENT PROV'D 1368 VENT PROV'D 2 S�C E P FOR 0 N -V�SHOWER w / H WER 1 2 BOARD L� T( LBA R OR F 4 SUFFICIENT LIGHT AND VENT PROV'D OPEN TO LAUNDRY SUFFICIENT LIGHT AND VENT PROV'D SUFFICIENT LIGHT AND VENT PROV'D C) BELOW NOT PROVIDED BY ICOP C)) --------------- TEMP FLR FRAMING i Ln III W D 931 5'-6 4'-5 Y4 8'-1 a y4" z �/4 I t-------------- 12'-2Y4' . . ... ... .. ...... 12'-2Y4" o E-7 m R2020 ESAWN2020 CD ESCAT 3050 't (2)* XT , I E u� 2)/2. 17'-4" EXT. JAMB < (2) 3050 1��-4' 20'-V' (2) 3050 LL 7 6'-7Y4" 6'-7Y4 VENT DRYER OUT 6'-7)/4 6'-7Y4 L'j i��:(=) LLJ u� ROOF EAVE (PER BLDR) Lh LiJ U-) Cn WINDOW GUARDS TO BE ON—SITE BY OTHERS IN ACCORDANCE WITH R312.2 OF 2020 0 RESIDENTIAL CODE OF NEW YORK STATE C) DRYER TO BE VENTED TO EXTERIOR IN ACCORDANCE ALL INTERIOR DOORS TO BE 7 ' TALL SOLID CORE < cr- WITH V1502 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE. DUCT RUN IN FACTORY AND TERMINATION ALL WALLS TO HAVE 5 /8 DRYWALL REPLACING 112 DRYWALL 0 C) COMPLETED ON—SITE BY OTHERS BATH FANS TO BE VENTED TO EXTERIOR IN ACCORDANCE C) WITH M1501.1 OF 2020 RESIDENTIAL CODE OF NEW YORK EGRESS WINDOW m C) or-- L'i't STATE 6" DUCT RUN IN CEILING BY ICON LEGACY. WINDOW TESTING AND LABELING IS SUPPLIED Cn Ln LL- ;�'r-- ':�� U-) < LLJ :�-- — COMPLETED NOT BY ICON LEGACY AND INSPECTED BY BY STICKER ON EACH INSTALLED WINDOW 2LL-i L,-J L�j LOCAL BUILDING OFFICIAL. CD (-D CD cf� a-� C) ALL BATHROOM FIXTURE CLEARANCES MEET SECTION R307 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE 5— EE �� E 5M2 FC) F-,, ALL 2ND STORY FLOOR PLAN ALL WINDOWS AND DOORS TO BE INSTALLED AND B AM AND ST UD CALLCLIT5 SCALE: 1/4' = l'-O' FLASHED PER THE FENESTRATION MANUFACTURERS SERIAL ORDER # PACE # j WRITTEN INSTRUCTIONS PER R609.1 OF 2020 RESIDENTIAL 0*10,d77 CODE OF NEW YORK STATE STATE/TPIA APPROVAL STAMP R.A. OR P E. STAMP C C) MODULE A 00 CENTER UNITS MODULE B 00 u SIDEWALL *1 SIDEWALL #1 u 3'-7Y4" 3'-7,Y4" 7 3'-7 4 -7Y4 3'-7Y4 WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS }yrj102/22 <4> <4> EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON 13 ACTING UNDER THE -c 1 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER 0--q >1 MODULE D I 06 04 1ST LEVEL ENDWALL GARAGE - PORTAL FRAME) 4 SIDEWALL #1 55" 16 '/16"0.S.B.SHEATHING -5" PORTAL FRAME 2- 20' 2 X 6(SPF#1/#2)WALL 7" EXTERIOR INTERIOR LIVING ROOM cn "j COLLECTOR 1-2(CEILING) COLLECTOR 1-2(CEILING) 7/16"0.S.B.EXTERIOR(BLOCKED).FASTEN 0.S.B.WITH ii I COLLECTOR 1-1(FLOOR) <D I D1 COLLECTOR 1-1(FLOOR) 8d NAILS @ 3"O.C. EDGE/12"O.C.FIELD I 0 SEE COLLECTOR NOTES SEE COLLECTOR NOTES 26 DBL.CEILING III rF 5>- ------- F------ F- ----- --FLOOR JOIST IN THIS AREA DBL.CEILING I FLOOR JOIST IN THIS AREA 1 ST LEVEL SIDEWALL#1 #2 (GARAGE) u - - ----1 - - - 16 0 0 7/16"0.S.B.SHEATHING- R 2 X 6(SPF#11#2)WALL EXTERIOR INTERIOR 7/16"0.S.B. EXTERIOR(BLOCKED).FASTEN 0.S.B.WITH -8d NAILS @ 6"0.C.EDGE OR 16 GA.STAPLES @ 3"0.C. L-----------J L----------J L----------- IIII oW PER ESR-1539(JULY 2020)/12"0.C.FIELD. L -1 1 1 1 Ill I F - r- ----- -----I r--------- wo DINING ROOM 2x6 0 1 II UJ 0 1 ST LEVEL ENDWALL#1 (A MODULE) u-LU 0 LU 1ST LEVEL SIDEWALL #2 (A MODULE) _j ol I io 11 V oc, 1ST LEVEL ENDWALL#1 (B MODULE) ou"pi ill I U, 1ST LEVEL SIDEWALL #2 (B MODULE) L; U-1 _j x --j 0 UJ L- -J L---------J L-----------i I i 1 0 I / 6 23-2"' 0-i I III I 1 11 1 z "0 Lu F------ 4t C-) _j F- -1 F-----------I F----------- MIN. 19/32"O.S.B.SHEATHING--- _j Lu m m 2 X 6(SPF#1/#2)WALL--'_ uj I I I I I /s"DRYWALL cn Li Li z v EXTERIOR ERIOR INTERIOR 0 w 111 I I z I I I I z I IIIII BATH #2 03 -19/32"0.S.B.EXTERIOR(BLOCKED)w/5/8"GYPSUM INTERIOR.FASTEN ------ 0.S.B.WITH 8d NAILS @ 6"0.C.EDGE/12"0.C.FIELD III RT-T -0 7 7 -1-IF 1 I LD FASTEN GYPSUM W1 5d NAILS @ 7"O.C.EDGE/T'0.C.FIELD 0 u //3 co -j I01 1ST LEVEL ENDWALL#2 (A MODULE)L7-L,J-d 1 L- - 1 E=-J L-- k------ -A L---- CL z -o. KITCHEN -LL . I 1ST LEVEL SIDEWALL#1 �A MODULE)I ----------- L -0� < L 0 1 ICE 1 0 u ----------- 1ST LEVEL SIDEWALL#1 (B MODULE) 11% _j _j J II < < z 6231, Q II 32 z w MIN.19/32"O.S.B.SHEATHING--_ 0 0 --5/8"DRYWALL N III 2 X 6(SPF#1/#2)WALL EXTERIOR INTERIOR C) 3z I III 0 w 19/32"0.S.B.EXTERIOR(BLOCKED)w/5/8"GYPSUM INTERIOR.FASTEN LLJ III O 0.S.B.WITH 8d NAILS @ 3"0.C.EDGE/12"0.C.FIELD C'\l Li FASTEN GYPSUM W/5d NAILS @ 7"O.C.EDGE 7"0.C.FIELD Lj i J� 2x6 0 I III 1 41 1 C'\A T I w 0 IIITI BEDROOM #1 UTILITY < 1 ST LEVEL SIDEWALL#1 (CENTER UNIT) ----------------- 0 71 16 FOYERII II MIN. 15/32"O.S.B.SHEATHING-- MIN. 15/32"O.S.B.SHEATHING Lu =j 1 • 2 X 6(SPF#1/#2)WALL DRYWALL j 0 0 ul - -------------- EXTERIOR O INTERIOR o o 6 ., 0 W0�' c� 0 15/32"0.S.B.EXTERIOR(BLOCKED)w/15/32"0.S.B.INTERIOR. Lu--j u- FASTEN 0.S.B.WITH 8d NAILS @ 2"0.C.EDGE.FASTEN 0 (un, 'zz�- (-�- GYPSUM W/5d NAILS @ T'O.C.EDGE/7"O.C.FIELD U�( 0, _0 BATH #1 1 ILL 1 11 0 1 wo o 1ST LEVEL ENDWALL#2 (MODULE B) t3'c-)jt� -j COLLECTOR 2-2(CEILING) Lu�q C3 cmn -j ujI II COLLECTOR 2-1(FLOOR) 1ST LEVEL SIDEWALL#2 (CENTER UNIT) C)0 u-I SEE COLLECTOR NOTES -5 0 cn --------- 23" 7 632 11 DBL.CEILING FLOOR JOIST IN THIS AREA 111,2 [C6 m ------------ --- -- --- /8'DRYWALL �=== >- L----j 2 X 6(SPF#1/#2)WALL El 6 EXTERIOR INTERIOR u� - -- --- E16 LL-1 cj 1-- �1 19/32"0.S.B.EXTERIOR(BLOCKED)w/5/8"GYPSUM INTERIOR. 3 SIDEWALL #2 --- --- y H1 3 06 - C) u� G1 FASTEN 0.S.B.WITH 10d NAILS @ 2"0.C.EDGE.FASTEN LLj L LLj 9'-ly2" B1 2'-31YI6" 3'Y,6" 3 -3 2 3'-7Y4" 4 GYPSUM W/5d NAILS @ T'O.C.EDGE 7"0.C.FIELD cn Cn F-- LLI SIDEWALL #2 20'-5" PORTAL FRAME SIDEWALL #2 ------ ----2o PANELIZED GARAGE MODULE C Al BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS F1 BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS >979 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] >2510 LBS.[SUGGESTED SIMPSON STHD10RJ OR EQUAL] oz J MIN.(2)2 X 6 WALL STUDS,FASTEN TOGETHER W/ MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ _j (2)ROWS OF 16d COMMON NAILS @ 16"0.C. (2)ROWS OF 16d COMMON NAILS @ 16"0.C. I-- I I I < cn [2L E HORIZONTAL CONNECTION NOTES LLJ u� j 02 B.USE 16d NAILS FACENAILED @ 16"0.C.OR BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS C) (:D USE 3/8"DIA.LAG SCREWS @ 16"0.C. >972 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] >4352 LBS.[SUGGESTED SIMPSON HD713 OR EQUAL] w MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ MIN.(3)2 X 6 WALL STUDS.FASTEN TOGETHER W/ j U-) Q (2)ROWS OF 16d COMMON NAILS @ 16"0.C. (2)ROWS OF 16d COMMON NAILS @ 10"0.C. L---,) I-- j COLLECTOR NOTES: BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS CD 1�� Lu 1.COLLECTOR 1-2(CEILING):FASTEN EACH END OF EACH PLY'COLLECTOR >2872 LBS.(SUGGESTED SIMPSON STHD14RJ OR EQUAL) >5703 LBS.[SUGGESTED SIMPSON HD7B OR EQUAL] M W/20 GA.GALV.STRAP W/(2)8d NAILS EACH END OF EACH STRAP < < 2.COLLECTOR 1-1(FLOOR):FASTEN EACH END OF EACH PLY(COLLECTOR MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ MIN.(3)2 X 6 WALL STUDS.FASTEN TOGETHER W/ j CD F-- L�j-z::J- cf) (2)ROWS OF 16d COMMON NAILS @ 15"O.C. (2)ROWS OF 16d COMMON NAILS @ 8"O.C. I-- cn Ln ill L- [-- ='(=) W/20 GA.GALV.STRAP W/(3)8d NAILS EACH END OF EACH STRAP v) u� < j L�j Q0 L-Li I-,- = - 3.COLLECTOR 2-2(CEILING):FASTEN EACH END OF EACH PLY COLLECTOR :L �< cj- zz4 W/20 GA.GALV.STRAP W/(2)8d NAILS EACH END OF EACH STRAP BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS j C11 L�j C) L�j r-� >8225 LBS.[SUGGESTED SIMPSON HD913 OR EQUAL] CD U-) a� , --j 0 4.COLLECTOR 2-1(FLOOR):FASTEN EACH END OF EACH PLY(COLLECTOR < c) 0 W/20 GA.GALV.STRAP W/(2)8d NAILS EACH END OF EACH STRAP MIN.(3)2 X 6 WALL STUDS.FASTEN TOGETHER W/ 5.MODULE A If B ENDWALL#2 COLLECTOR:FASTEN EACH END,OF EACH PLY COLLECTOR (2)ROWS OF 16d COMMON NAILS @ 6"0.C. W/SIMPSON CMSTC16 STRAP W/(50)0.148"X 3,25"NAILS EACH END OF STRAP NOTE:MIN.CORNER STUD CONNECTION:(2)ROWS OF 16d COMMON J, BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS NAILS @ 16"0.C.OR(2)ROWS OF 3/8"DIA.LAG SCREWS @ 32"0.C. 1ST STORY BRACE WALLS Al >2226 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL) UNLESS OTHERWISE SPECIFIED IN THE CALCULATIONS < A l MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ SCALE 1/4' = 1'-0' 1'-1 (2)ROWS OF 16d COMMON NAILS @ 16"0.C. : Y41 SERIAL #/ORDER # PAGE #: 13'-2Y2" PORTAL FRAME ENDWALL #1 0#10477 w 1 STATE/TPIA APPROVAL STAMP R.A. OR P.E. STAVE-,',_,,' MODULE E 00 00 u CENTER UNITS MODULE F rq a <r SIDEWALL #1 C SIDEWALL #1 04 41-wpq � 4 u 7Y4" 7Y4 S-7Y4" 3'-7Y4" P 7 ti 7 > r- c) WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS 0 F 7 EDUCATION LAW FOR ANY PERSON TO ALTER ANY 0 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONALfsi A2 ENGINEER UNLESS THE PERSON IS ACTING UNDER THE 3 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER u 2ND LEVEL ENDWALL#1 #2 (E MODULE) MODULE H 0 2ND LEVEL SIDEWALL#1 #2 (E MODULE SIDEWALL #1 CN E) 2ND LEVEL ENDWALL#1 #2ff MODULE) "'20 -5 PORTAL FRAME 0 0 2ND LEVEL SIDEWALL#1 #2 (F MODULE) BEDROOM #3 7 BEDROOM #4 6L3" 32 y2" 3'-11 Y2 MIN. 19/32"O.S.B.SHEATHING- 07 1 //7 B2 2 X 6(SPF#1/#2)WALL —5/8"DRYWALL //<� COLLECTOR 1-3(CEILING) B2 \ EXTERIOR INTERIOR0 SEE COLLECTOR NOTES COLLECTOR 1-3(CEILING) 19/32"0.S.B.EXTERIOR(BLOCKED)wl 5/8"GYPSUM INTERIOR.FASTEN SEE COLLECTOR NOTES DBL.CEILING/FLOOR JOIST IN THIS AREA < 7> 0.S.B.WITH 8d NAILS @ 6"0.C.EDGE/12"0.C.FIELD DBL.CEILING I FLOOR JOIST IN THIS AREA FASTEN GYPSUM W/5d NAILS @ 7"O.C.EDGE/T'0.C.FIELD < _j u - - --------- ----------------- - 0 F- -- ----------------------- -- 2ND LEVEL SIDEWALL - CENTER UNIT) o 632 MIN. 15/32"O.S.B.SHEATHING- f f I D 2 X 6(SPF#1/#2)WALL 5/8"DRYWALL EXTERIOR INTERIOR BONUS ROOM I cD 15/32"0.S.B.EXTERIOR(BLOCKED)wl 5/8"GYPSUM INTERIOR.FASTEN I A < $> 0.S.B.WITH 8d NAILS @ 4"0.C.EDGE.FASTEN GYPSUM W/5d NAILS @ 7"D.C.EDGE/T'0.C.FIELD BATH #4A m W.I.C. N 1 i 1 W.I.C. BATH #51 1 2ND LEVEL SIDEWALL#2 (PORTAL FRAME - CENTER UNIT) II 515" ----------------------- < < -------------- 7/16"O.S.B.SHEATHING- - - _Lj w2 X 6(SPF#1/#2 WALL I I-- I-- 7 - 2 <07 2x6 _j 0 0 2x6 _j I 2x4 F__ z I EXTERIOR INTERIOR < _j _j < 1 7/16"0.S.B.EXTERIOR(BLOCKED).FASTEN 0,S.B. -------------------- _j < CD 0 0 1 ?;: rl) 3: O -WITH 8d NAILS @ 4"0.C.EDGE.FASTEN GYPSUM — :�> --------- z U_ I- I W1 5d NAILS @ T'D.C.EDGE T'0.C.FIELD 10 LF - ------------------------C-) -1 Q� 1 10 LLJ :_7 IL-1 L z w = 103 wl LL-J W. < _j _j BATH #6 Q zm;I z o 0 N w —--------------------------- ----------------- 0 0 4- -0- (D "j- LLJ C'\d Ld I I LLJ c_l_j c/D C\j I C\l 6_ #I- Nv I T L _j _j _j < < wz BATH#6_O� C\I� 2. _j < C-) BEDROOM #2 Q BEDROOM #6 3: BEDROOM #5 z z w W LAU IDRIY uj� ------------- - COLLECTOR 2-3(CEILING) ------- COLLECTOR 2-3(CEILING) SEE COLLECTOR NOTES ------- ---------------- SEE COLLECTOR NOTES --------- ----- D DBL.CEILING/FLOOR JOIST IN THIS AREA • DBL.CEILING FLOOR JOIST IN THIS AREA IL CEILING/FLOOR JOIST IN THIS AREA n -m m 9 7 C 42� <C2 CD C2 C2) L�j _j cn - >- �:CD 3 -7Y4" 3'-7Y4" 2'-1 y2" 3'-IY2" 7Y < C a- 3' 2'-1 3 4 3'-7Y4" L_Lj U) 25 u� 20'-5" PORTAL FRAME SIDEWALL #2 SIDEWALL #2 SIDEWALL #2 MODULE G C:) _j U-) L11 HORIZONTAL CONNECTION NOTES C/-) A.USE 16d NAILS FACENAILED @ 16"0.C.OR MIN.(2)20 GA.GALV.STRAP W/(4)8d NAILS EACH END C) USE 3/8"DIA.LAG SCREWS @ 16"0.C. OF EACH STRAP(OR EQUAL CONN.OF 1,791 LBS.) __h: MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ (2)ROWS OF 16d COMMON NAILS @ 16"O.C. _j COLLECTOR NOTES: m CD 1.COLLECTOR 1-3(CEILING):FASTEN EACH END OF EACH PLY COLLECTOR MIN.(2)20 GA.GALV.STRAP W/(3)8d NAILS EACH END M EL W/20 GA.GALV.STRAP W/(2)8d NAILS EACIH END OF STRAP < 62> OF EACH STRAP(OR EQUAL CONN.OF 1,212 LBS.) 2.COLLECTOR 2-3(CEILING):FASTEN EACH END OF EACH PLY COLLECTOR MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ I L�j Cn LL_ W1 20 GA.GALV.STRAP W/(2)8d NAILS EACIH END OF STRAP (2)ROWS OF 16d COMMON NAILS @ 16"0.C. ci U-)(Ln L-i-J _j L, _C) t L CL MIN.(2)20 GA.GALV.STRAP W/(4)8d NAILS EACH END LLJ - t� �� >_[:�� - = '-,6 ��LL c) t:(-D ED U� -, — < (�>2 OF EACH STRAP(OR EQUAL CONN.OF 1,745 LBS.) ,<c MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ (2)ROWS OF 16d COMMON NAILS @ 16"0.C. NOTE:MIN.CORNER STUD CONNECTION:(2)ROWS OF 16d COMMON NAILS @ 16"0.C.OR(2)ROWS OF 3/8"DIA.LAG SCREWS @ 32"0.C. 2ND STORY SHEAR WALLS UNLESS OTHERWISE SPECIFIED IN THE CALCULATIONS SCALE: 114' = l'-O' SERIAL #/ORDER # PAGE 0*10477 oW2 I STATE/TPIA APPROVAL STAMP R A. OR P L. STAMJI--° + �+� Q 0000 ! _ 0 tt t� N ji u O ,� M N M WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NY9 f�3�?r t° ��02/�� /'� O O H I--1 FFF---111 EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE F-1 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER cn IN In ff I O U = Q �V V O h] W � O F- U C2 C2 C2 C2 B2 B2 >- m 2'-1" 3'-1y2" 3'-1Y2„ 2,_1>, 3'-11Y2" 3'-11Y2„ 20'-5" PORTAL FRAME 20'-5" PORTAL FRAME SIDEWALL #2 SIDEWALL #1 O E1 E1 :l/ D1 2" 2' 31Ys" 2'-313�s" 3'-3Y2" 7" 2'-�„ Lw - Q 20'-5" PORTAL FRAME _ 20'-5" PORTAL FRAME SIDEWALL #2 SIDEWALL #1 20 GA,GALV.STRAP W/(4)8d NAILS EACH END OF STRAP(OR /-20 GA.GALV.STRAP W/(3)8d - - NAILS EACH END OF STRAP(OR EQUAL CONN.OF 873 LBS) f EQUAL CONN.OF 722 LBS) I - N N W1 \_ I— Q N i* N N 2 N N = = N N N N C4 = N I N = 2 N 2 a * * # I * LL * * U a * I 0 0 a a LL a a LL LL a a D- a (L a co LL (L a LL u- a LL cn U) a cn cn a a U) (n 0 cn co U) a U) U) Q. a cn a X (o (D co (o (D U) U) co co co co co co X to co CD U) V) U) N X X (o X X (D co X X X X X X N to I X (D X X co N N X N N X X N N N N IN N X N N X X N X N N N N N v N N N N N N = N N N N N v N d C 2 C2 B2 B2 fi C2 C2 B2 \62 SIMPSON CMST14 STRAP W/(51)16d NAILS EACH n END OF STRAP(OR EQUAL m �- CONN.OF 4945 LBS) SIMPSON CS14 STRAP W/ u� ic a (28)8d NAILS EACH LL W o r— a a N N N N a a END OF STRAP(OR EQUAL a = a a U Ln ,�- a a a a CONN.OF 2300 LBS) LL O w o a a o cn a s cn (n a cn o a a p o a a o �a o a oz c\I c l (D cD (o (O CD U) M co t9 (o co (o cn (n — cD cD CD cD cD cD m CD co co CD W X >< X X X X X >� X X X N X X N N X X N N X N N X X N N X X N N N N N N N N N N N N N N N N N N N N N M \ M M M 11 Jill I \ O 0 Q CD - � �' z � w � W � Q D1 D1 D1 D1 C O E1 E1 E1 E1 MIN.(2)20 GA.GALV.STRAP W/(3)8d NAILS EACH END O _ MIN.(2)20 GA.GALV.STRAP W/(4)8d NAILS EACH END 62 OF EACH STRAP(OR EQUAL CONN.OF 1,212 LBS.) U f- (;2 OF EACH STRAP(OR EQUAL CONN.OF 1,745 LBS.) MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ �- MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ (2)ROWS OF 16d COMMON NAILS @ 16"O.C. Q O � F-- (2)ROWS OF 16d COMMON NAILS @ 16"0.C. z W m D1 BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS C) o\ w� BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS >8225 LBS.[SUGGESTED SIMPSON HD9B OR EQUAL] z I— cn W LL <�j E1 >2226 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] MIN.(3)2 X 6 WALL STUDS.FASTEN TOGETHER W/ �Cn w(O W W Q MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ (2)ROWS OF 16d COMMON NAILS @ 6"O.C. w Q (2)ROWS OF 16d COMMON NAILS @ 16"O.C. CD c O w �IW o� �C� o(/� � � Ljj SIDEWALL PORTAL FRAME DETAILS SCALE: 1/4" = 1'-OT SERIAL #/ORDER d PAGE #: 010�77 , �: , I i STATE/TPIA APPROVAL STAMP R.A. OR P t� t00 00N `J a' In 5/02/221 > W WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS /'1 O O EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL Zj 0 ENGINEER,UNLESS THE PERSON 13 ACTING UNDER THE rr 11 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER C-0 Iv-1 o N w � w 1 0 U � Q JU * O� V � FASTEN TOP PLATE TO HEADER �1 Al w � ZI: WITH TWO ROWS OF 16D SINKER 1 '-11 Y4" 1 '- 11 %4" NAILS AT 3" O.C. TYP. FASTEN 13'-2%" PORTAL FRAME KING STUD TO HEADER WITH C° 6-16D SINKERS EN®WALL 1 o FASTEN SHEATHING TO HEADER WITH 8D w a- COMMON OR GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN 2-2x12 SPF#2 HEADER N LiJ \ TENSION STRAP PER o �\ DETAIL A (ON OPPOSITE SIDE OF SHEATHING) o� 't- w> w 0-� cf�uo TENSION STRAP PER DETAIL C (ON OPPOSITE m SIDE OF SHEATHING) < O Lw of 1 cn zO QN W � N ~ C� .O. .O O � Q U O o Al Al � w z O O = o U cn -D0 mz W m O w� F- cn Ln LLJ Li z r- z O w� W �Li art z— m z w �LLJ o� BCD o(U) Q� JO Al BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS GARAGE PORTAL FRAME DETAIL > 979 LBS. [SUGGESTED SIMPSON LSTHD8 OR EQUAL] SCALE: 1/2' = 1=-o° MIN. (2) 2 X 6 WALL STUDS. FASTEN TOGETHER W/ SERIAL #/ORDER # PAGE #: (2) ROWS OF 16d COMMON NAILS @ 16110. C. C'!W A 010477 I I N N STATE/TPIA APPROVAL STAMP R.A. OR P.E. STAMP N lS3 O Lo 4 4 }�>ss rL! Vas FLI �--1 a N WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS E - O a EDUCATION LAW FOR ANY PERSON TO ALTER ANY NO STRUCTURAL HEADER REQUIRED va NO STRUCTURAL HEADER REQUIRED DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL Ind �.J ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE O DIRECTION OF A LICENSED PROFESSIONAL ENGINEER UPLIFT UPLIFT ] k U -2737 -2436# D Q 2335 L.L. �T 1858# L.L. a o N O N �2022 D L. 1610# D.L. J c J = V 00 �m0 c 16L.L.1UPLDL IFT w w -2737# IIIII i co w �� I i'7 w N a In N 5'-0" 5-0" 5'-0" "26 SEE RC 26 SEE RC 26 SEE RC 26885# L.L. 3)2x6 (3) 2x10 (3) 2x10 (3) 2xIO F a 766# D.L.SPF 2 SPF#2 HEADER SPF#2 HEADER SPf 2 HEADERa UPLIFT )wM -301# �/ ll -i 2x6 •: N III) __ 3)2x6_-__- 1)2x6 1)2x6 _ 3)2x6 _ FLOOR & CLG LOAD ONLY0 D U __ I I r SPF#2 SS F#2r---- 1SPFf2 SPF#2 1 I IIIII FLOOR 40xl3'-3"-530/2=265 L.L. PLF *va IIIII I I I I I I IIIII FLOOR) 1Ox13'-3"=133/2=67 D L PLF IIIII I I I I IIIII (CEILING) 5x13'-3"=67/2=34 D.L. PLF + (WALL) 8x8=64 D.L. PLF 265 ILL+165 D L.=430 T.L. PLF N a I I I I IIIII I I I I I I I I IIIII �� II I I I IIIII [ I I I IIIII ,q,, u I I I I IIIII I I I I I I I I IIIII 17 21# L.L. -� --- J J �1721# L.L. FLDOR & CLG LOADONIY 1433# D.L. I I I I IIIII I L————----- J L--- ---J L----- -J I IIIII �- 1433# D.L. ((WALL) 8.5xl2=102 D.L. PLF UPLIFT I -_J I I �_ Hill II I _ I [III I \ N UPLIFTF(FLOOR) FLOOR & CLG LOAD ONLY FLOOR) 40x13'-3"=530/2=265 L.L. PLF -2499# � r 1 f—--------� r-- ------ -1 (( )) I I I IIIII I IIIII FLOOR IOxl3'-3"=133/2=67 DL, PLF - I �, •: 2x6 • n -2499# (WALL1 8 Sx12=102 D.L. PLF I I x IIIII I IIIIIM x 13-3'=530/2=265 ILL. PLF + (CEILING) 5x13'-3"=67 2=34 D L PLF/ - I I I I I I �. x13'-3"=133/2=67 D.L. F'LF265 L.L.+203 DL=468 TL. PLF ^ I IIIIIM5x13'-3"=67/2=34 D.L. PLFm UI M IIIII I 1 - 1 as L.L.+111 D L=376 T.L. PLF CN Wv la II I I w M IIIII I IIIII0M \ / ' 'xN= J-JI I I I w a IIIII I I I I I IIIII�< \ / I ( '� N wM -- -__ - I IIIII I I I I I IIIII W x II L--- ------J L---------J L----- -� IIIII I IIIII / \ I - �N I / \ I ---- I I I I I � IIIII I r --r r UPLIFT ® IIIII I I I I IIIII -627#1092# L . IIIII I I I I I IIIII \'-' u922# F----- Q 420# D.L FLOOR & CLG I CAD ONLY IIIII I I I I I I I I IIIII _ CD 1604# L.L. (FLOOR) 40xl3'-3"=530/2=265 L.L. PLF IIIII SIT F�-- T -1 - I 8'-11" I I IIIII j / �613# D L. (/� w N (FLOOR) lOx13'-3"=133/2=67 D L. PLF a I I-I-- `� _ I -- SSE RC 20 IIIII _ O (CEILING) 5x13'-3"=67/2=34 D L PLF a L-- I --- J L-- 12) 1 L/2yc 9 v4 L.V.L. CLG �EA IIIII !I - - 1- -- -( -_�+ (WALL) 8x8=64 D.L. PLFI ICE PER MODULE 1 v 265 L.L.+155 D.L.=430 T.L. PLF _ _ =' •� M a --------- - 3)2x4 3)2x4 SPF#2 SPF#2 ! 2116# L L 7 806# D.L. �� 1 I �1604# L L UPLIFT 613# D.L -1217 UPLIFT 2)2x4 SPF#2 I w ^N LLJ 2x6 • I I �No a FLOOR & CLG LOAD ONLY ~ II (WALLI) 8 5xl2=102 D L PLF N I (FLOOR) 40xl3'-3'=530/2=265 L.L. PLF (FLOOR) 1Ox13'-3"=133/2=67 D.L. PLF II I O w (CEILIfJG) Sx13'-3"=67/2=34 D.L. PLF + ;,---------;-----; �4 o x 265 L.L.+203 D.L.=468 T.L. PLF • 1_, c N x • Ql W r7 N I • !n = li I I x� FLOOR & CLG LOAD ONLY n (WALL) 8 5x12=102 D.L. PLF w� �FLOOR 40x13'-3"=530/2=265 L L. PLF _ FLOOR� 10x13'-3"=133/2=67 D.L PLF a I II I N o N �� + (CEILING) 5xl3'-3"=67/2=34 D.L. PLF 265 L.L.+203 D.L.=458 T.L. PLF a a J �N= �N w II I I UPLIFT i� �� maw ^�� -ao32# N I I r------- II 2)2x6 I iv a 2495# L.L. SPF#2 J N M �2071# D.L. CO N 3'-� 3'-23 3'-0" i L - J J N CS 2 2x61 2x6 \-1 2x6 2 2x6i 2 2xn 2495# L.L. ) ) 3 ) ) ) 2071# D.L. -- --- ---- -- r v SPF#2 SPF#2 8 SPF#2 SPF#2'. SPF#2 C UPLIFT NO HEADER REQUIRED SEE RC 27 SEE RC 27 SEE RC 27 I °a NO STRUCTURAL HEADER REQUIRED W O -4032# D a ------ n a N (3) 2x6 (3) 2x6 (3) 2x6 a U J (f� O N$ L N SPF#2 HEADER SPF#2 HEADER SPF#2 HEADER w w- W � -365# -640# -640# -365# ¢ �C�1 N UPLIFT UPLIFT UPLIFT [UPLIFT I W 692# L.L. 1213#L.L. 213# L.L 692# L.L. I (� 263# D L. 461# D.L. 461# D.L. 263# D L 6,_934„ 5'-1Y2" �, 6' 94' O (2) 2x8 SPF#2 PORCH HEADER (2) 2x8 SPF#2 PORCH HEADER (2) 2x8 SPF#2 PORCH HEADER Q SEE RC 16 SEE RC 16 SEE RC 16 U C) � � O MODULE C N N (D V x w W W ') w' a V-) ^ � w U U-) I— W Z Q O F-- r- L1-J m J W z O 0 LLJ nLn W O L D LLJ LL- d z wN= wQ o LLJ WO N w^ LLJ c) ~ O(/� tY, -1 i� u) Q O O O IL N ----- ---------- 1ST STORY BEAMS I 2)2x6 3)2x6 3)2x6 2)2x6 SPF#2 SPF#2 13'-2Y2° SPF#2 SPF#z SCALE: 1/4' T-0' (2) 2x12 SPF#2 PORTAL FRAME HEADER SERIAL #/ORDER # PAGE #: SEE PORTAL FRAME DETAIL O 1 0 477 B m I STATE/TPIA APPROVAL STAMP R.A. OR P.E. STAMP O tr t � 00oONU I ,07W05�1 � � woM � W WARNING 5/02/22 O �IT IS A VIOLATION OF ARTICLE 145 OF THE NYS a'''n..w.,,.,.,,ce,e• EDUCATION LAW FOR ANY PERSON TO ALTER ANY O NO STRUCTURAL HEADER REQUIRED NO STRUCTURAL HEADER REQUIRED DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE 0 � . r DIRECTION OF A LICENSED PROFESSIONAL ENGINEER UPLIFT UPLIFT 7 -2737# -2737# �' O 1858# L.L. vww M 1858# LL 1610# D.L. J ^�1610# D.L. IIIII IIIII IIIII IIIII IIIII IIIII IIIII IIIII s' 12'-3Y° 6-0 6 -0 12'-3Y" w w IIII SEE RC 28 8 RC 29 SEE RC 23 SEE RC 23 All c� SEE RC 28 8 RC 29 c� �_ O oQ o III CEILING BEAM 3-1 1/2" x 9 1/4" M L 3)2x6 2)2x6 2)2x6 SPF(2)HEADER SPF(2)HEADER 2)2x6 2)2x6 3)2x6 CEILING BEAM 3-1 1/2 2x8 " x 9 1/4" M L. IIII oIr m o 41 ' a� wx -- ------------- ----_SPF2 SPF2 SPF2 # # SPF2 SPF2 SP2----=___--____---___ 4 w � v < NilN� ------ � E \� J a z IIII 2495# L.L 2495# L.L. �4)2x6 2495# L.L. 2495# L.L. IIII Lu u 2071# DL. 2071# D.L. — — -- ------SPF#2 -----------_ 2071# DL 2071# D.L -� O.1 UPLIFT UPLIFT � � UPLIFT UPLIFT IIIII "� � s IIIII -4032# -4032# I I -4032# -4032# IIIII I r----------------------------I I IIIII � � s IIIII I I I I IIII 1 U) I I I I IIIII 11----II I U 1721# L.L. I I �1721# L.L. 1433# D.L. N 1433# D L. UPLIFT -2499# M N i i M N -2499# (IIII # I I �o N, VA II i \ / a moo- ID 0 UPLIFT nn ---J I L--_J-627# 2x6 I I 2x6 • UPLIFT r---�1092# L.L. 2x4 1 i ,_�\ i t UPLIFT � -922#420 D.L. -922# \` ^a 160, L.L. O# I---------------- --------JUPLIF / J I - ( jtSLIF f ` 613##D L' / L— 8'-11' I 12'-3Y �---`--- - O -4# L. 16044)2x6 3)2x4 SEE RCIB 3)2x4 - 4 L.L. 1604# LIIII 4# D.L. 604SPF 2 SPF 2 /2 x 9 i/4 L.V.L. CLG BEAM SPF#2 I 604# D.L. 604#---- LERMODULE)__ _ -- _____———_ W - ---_ — _—_—_— —_— _—_—_--_ — ------- +— —_---- —_—_----------_ cwx 7 o IIII y—� C I ING BEAM 2-1 1/2" x 9 4" M,L 1604 L L �l 1604 L L. CEILING BEAM 2-1 1/2" x 9 1/4" M.L. / \ (PER SIDE) 604# D.L. ------ �604##D.L (PER SIDE) SEE RC 328RC 33 IIIII _ vw � SEE RC328R 3 4)2x6 2116# L.L� \ 3 UPLIFT i i SPF#2 UPLIFT ——————— 806# D.L. -922# i -922# —————— V1,6 # LL UPLIFT 1604# L.L. 1604# L.� D.L. 604 DL GiQLI�E 2T N -1217# o a f�___ 604#1 UPLIFT — � -922# -922# i N W I I lj 2x6 II i i U W 2 •I 2 2 K W V < +1 a Q w J LLJ L, H Q- V U �) �( ZD � r____- 0 12'-3Y,. 12'-3Y2„ o UPLIFT SEE RC 28 8 RC 29 UPLIFT i ° UPLIFT SEE RC 28 8 RC 29 PLIFT -4032# l'> -4032# 1 1 II -4032# U4032# '------------ '------ 2495# L.L. 2495# L L 2)2x6 ________-__- _______________ 2495# L.L. N 2495# L.L. �a CEILING BEAM 3-1 1/2" x 9 1/4" M L. SPF 2 ` ' • CEILING BEAM 3-1 1/2" x 9 1/4" M.L. ,^ 2071# D.L. v 2071# D L. # 2071# D L. M �2071# D.L. un ---------- --- --------- 1)2x6 2)2x6 2)2x6 2)2x6 2)zx6 �1)zx6 Q SPF#2 2-O. SPf#2 SPF#2 6-� SPF#2 SPF#2 2-O.. SPF#2 n I (O (D NO STRUCTURAL HEADER REQUIRED 3)2x6 SEE RC 22 SEE RC 23 SEE RC 22 3)2x6 NO STRUCTURAL HEADER REQUIRED W O SPF#2 (3) 2x4 (3) 2x8 (3) 2x4 2)2x6 SPF#2 O w J (O SPF#2 HEADER SPF#2 HEADER SPF#2 HEADER SPF#2 n w F— (O O 0 I— Q O O o n, J LLJ Q Z O un O = O uO h O O LLJ m J F-- CD ui �Ln W ALL- zF QO 'i(O wO L� ALL- � t z � L-i � C� LLJ LLJ oC0 rL � JO Q c� O O 2ND STORY BEAMS SCALE: 1/4' = 1'-0" SERIAL #/ORDER # PAGE #: 0*10477 3M2 I 1 1. 210.12(A) DWELLING UNITS. ALL 120-VOLT, SINGLE PHASE,15- AND 20-AMPER BRANCH SUPPLYING OUTLETS INSTALLED / \ STATE/TPIA APPROVAL STAMP R.A. OR V,'L,;,,„�,._ ,�.,, IN DWELLING UNITS KITCHENS, FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, HALLWAYS, LAUNDRY AREAS OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED ARC- // \ —GAS LINES SUPPLIED AND INSTALLED ��4,`^� �..r o FAULT CIRCUIT INTERRUPTER, COMBINATION-TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT. / \ ON-SITE BY OTHERSo O 2. ALL RECEPTACLES WILL BE TAMPER-RESISTANT. / \ A� �� ,,,;• 3. ALL EXTERIOR RECEPTACLE COVERS WILL BE (UV PROTECTED) / \ 'i I ' .;,� 1 w --+ N cV U —ALL CAS APPLIANCES ARE REQUIRED o 4. SEE ATTACHED ELECTRICAL LOAD CALC. // ' r--I 5. A MINIMUM OF 90% OF LIGHTING FIXTURES MUST HAVE HIGH EFFICACY LAMPS IN ACCORDANCE WITH N1104.1 OF THE 2020 RESIDENTIAL CODE/ OF NEW YORK \ TO MEET THE G2406 \ a fly t 12-2 // \ `,j�!�w°I(}►:t:.� \f� 5/02/22 x > :'i W K ,.r. gym. 0 / WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NY9 /� \ ADD'LWP 20A \ / \ ADD'LWP EDUCATION LAW FOR ANY PERSON TO ALTER ANY F•-I n/ `/ GFI 110V / z z GFI DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL Z F_`il O o / \\ o ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE / DIRECTION OF A LICENSED PROFESSIONAL ENGINEER Z m / \ m T%6OQUAD / \ / \ 60" �" � 0 ll r��-II o a' / \ a a i- A.F.F.'A.F.F. -BREAKFAST-- LED I CD / - - - � r I ---- -- N � a NOOK I 1 Z o // - \ o i /' LED LED 1 I w ! C L WIRE IN CLG FOR (3) AWNING 1 / I \(— -s I V��NDOW MOTOR NOT PROV'D BY ICON \ a�1 ——— — I I __ 1 1 I 1 DIMMER 1 r —— -14-2 L \ \ \ o I —— / 13J2 _ W 1 36 _--- — I 15a 5 \ LED LED I�' 15A \ I 110V 1 1 I O r I WP 1' 110V VNP I ,�' GFI / CFI LIVING ROOM I I v Ij/ i J - ------- - - - > - --f 1 I 12-2 I JBOX IN THE FLR I I L I / I I -__— —" — I �3 4 I1 I I O I FOR ON 1. -- 1 J 1 — O.l 2oA I I1� GFI RECEPTACLE 1 1 -- ®-1 �, --- --- 1-I-------- I_�----------� 0 110V CT I LED T f I I I 1\ LED ——— LED —— — —— LED I I I / i W O GFI Imo( I i ; —" I I I \• I I I I I I ; I/'' LED o LED 1 II CT , GFI• LED / I / Ix � P I I I L—L -- L ---------J L---- J . /I D mo3 OMIT -}----- -}----�.— 1�—_� f,� --- I FIX. I I I II \ �----- -- L — I ''I E" I ; 12- I I 1 r—�-- r ----- ---- P 13 I DI I - I U 1 1 �, 15A 3 I DINING ROOM 2oA I 13 Q I, I I I ', \ 110v •: 2x6 . • = Dw�� IADDi L I III I I I 110V I �11 OMIT 1 1 1 \ / m —J ALL CAUGHT TO BE I� �IJ I r-- 1 FIX. I F- - ON DIMMER SWITCHES I� II • I I I i I I I I I 1 �� J � I___ I P I I I I I l i l ''I I I I I I I I I ' I P I (BATH #2 EXCEPT FOR IN BATHROOMS I I I oMIT 1 I I I I I I I l j 1 j LSD —+I— DENOTES STACKED --I L —J L---------J L------- --J /' �' FIX. I I I r t-- I 1 I I_ I swlrcHEs LOCATION I CT �--I�- I Irk--�-- I /__ L---�I I cF_I GFI ,I 4„ I \ i I I I' F— r--------- I ------1T-F —� I; I LEDW �" J 1 L,z'— "—J —--1 1 12-2 I I / 1 11 1 ; / L \ JBOX IN THE FLR I / / m�. I 12 2 WIRE OPILY FOR LED I I FOR ON-SITE I 114 2 I I� I 20 �, I 14-2 o I Ii I/ EO IT / ON SITE RANGE 1 GFI RECEPTACLE 1 l 1' 34 LED _20A I; I LED ——— I——— LED 110V I I, 1 mil o w ' 18 I FTX. �, 20A z Q 1 1 11 " 1 1I0V_71;---�— 1 �—� , I I I I' I 1�, 11GV SIEENT ROCKER O � I O I LED LED I `�\1—1111V _ IF ( °I I 1 1\so co w 15A pMIT 12-2 GAS i 11' _' I \ / \ A� no '� li \,!Lid I c O 1 12 cFl,l I 1 i G RL€Z f 1 IY ----- ----- 1 _ \I JWTCH 20A O 1 Cr —� L —J L— —t I�) 1 I ; / 14 2 LJ GV KITCHEN wl GFI L�-_J >GFI GFI ————————— GFI J 11 Q \ ;I 4" I 14-2 - � E ------- � / oL J M — —— 15A J MNT TO BTM �I 110V rCGFT 15A L OF LANDING / I —— (———— ; a" —" , ELECT. STACK SWITCHES WHEN 3 OR M0RE 110V /," -__- { / I 1 I c I COIL WIREIITCLC-F4f�WNING _ �- \ 10MT 3� I I ——— I �1 I NDOW MOTOR NOT PROV'D BY ICON —I DROP EMERG �L�. LED LED `, LED I ED SWITCHES ARE GROUPED TOGETHER \ I LED———— ——7 — LED I SHUT-OFF/ $ 1 31 "-� �\ 1 6 II ' 12-2 1 = I 1 1 /I (3 SWITCHES MAX PER BOX) N CHIMES 1 / \AC/DC I I N LLJ DOOR JAMB I 20A I J-BOX IN FLR. I sW-TCH 110v n 1', 1 AGFI L �14-2 I 1 V I _— ———— FOR BSMNT SD I 12-2 15A 1 U 110V,- GFI I 1 / I eon 78� I 1 I / °Ixlr I'' I I,L_ _4FIX. MIT110V uGASF11 -- X 1 1 I 12-2 CT F- UTILITY I 1 I / • 1 15 I, 15 1 M of 1 I 5 I �- 10 14-2 I AE ` FOYER I 1 1 ►, BEDROOM #1 1 c - 110V 31 1 \----- 1 — 14-2 I I �/ 1 I I d w� BATH #1 15A i 1 I 1 % r——— -t— \TO 2ND FLR 110V SD/CO DETECTOR 15A 1 — ❑ J < ( LED — 1 ——————— --b�NMER/ I \ LE 4 J LED I I I (I —I—— � _. Ld � rx�ssca ceccx _ ��_.. LLJ FIMT �,�� L J Q LyJ � FIX l -DIhTF1vE CHIMES WP = J \ ADDTL GFI I �_ Q\J Q 12-2 GFI 12-2 DIMMER \' / / L_LJ CD \mow — 32 10 __FT_ —F 1------ / 14-2 I O J Z 20A 20A L--L 19 i w Q��C 110V 110V rt / 15A / H_ z�N N U 1 — — — 110V 1 cn cn LED I 1 j ELECTRIC SYMBOLS cnInoo � I ' �zQQ o - ------©-- ---©--- ---------- (P SINGLE RECEPTACLE BOX FOR LIGHT OR FAN w F= o - �'' - - / FLUORESCENT LIGHT o 0 w - N L�j (' — " HHH CLG — — DUPLEX RECEPTACLE � � LL I % M MNT / I ` — --_ _ \\ ® RANGE EXHAUST O _ �" �- W� WATERPROOF RECEP. w/GFI O o o I GFI / I ' ------- _ __---- "— CEILING SMOKE DETECTOR z cn>o � I GFI ---- — cFl GROUND—FAULT INTER. 0 0- o m GFI I I MODULE C V 220 VOLT RECEPTACLE L C) o� SMOKE DET CO DET COMBO H— W z o w °ETE T �'� 14-2 � TOP HOT & BOT. SWITCHED HEAT DETECTOR n oE, oQ = I i PAN_ELIZED GARAGE I 1'10V $ SINGLE POLE SWITCH JUNCTION Box _o U-) CD LL cv I _ 13 THREE WAY SWITCH ® AMP CONNECTS J � / ALL ELECTRICAL IN 2< FOUR WAY SWITCH CHIMES CHIMES BOX 0 Q i/ 1 PANELIZED GARAGE IS �j:' cP } INCANDESCENT LIGHT SPECIAL APPLIANCE TJ W m O w NOT PROVIDED Y ICON / 4" LED RECESSED LIGHT WIRE & BOX FOR SPOTLIGHT cn O LIGHT BOXES REOUIRED 5-B 5" WATER PROOF RECESSED LIGHT ~ ~ �� W �I� zI� QO I�'� WIRE COIL ``'� w �L`- _� ED —————— LED I 4" RECESSED EYEBALL LIGHT � ' `' 2017NATIONAL ELECTRICAL CODE <� TV JACK W Q� �C� oC/� o� �O Q PHONE JACK GFI III A MIN. OF 90% OF LAMPS IN PERMANTLY INSTALLED LIGHTING EXTERIOR LIGHT LIGHT BAR in FIXTURES TO BE HIGH-EFFICACY' LAMPS PER R404.1 OF THE -••-••- STRIP RECEPTACLES 1ST STORY ELECTRICAL PLAN ADD'L ----- - 2020 ENERGY CONSERVATION CODE OF NEW YORK STATE. ---- UNDER CABINET LIGHTS �___________ J SCALE: 1/4' = 1'-O' SERIAL b/ORDER k PAGE �: 0*10477Em L 1. 210.12(A) DWELLING UNITS. ALL 120—VOLT, SINGLE PHASE,15— AND 20—AMPER BRANCH SUPPLYING OUTLETS INSTALLED sTaTE/TPIA APPROVAL STAMP R A. OR P.L. s,Iv,..s=,14/ IN DWELLING UNITS KITCHENS, FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, —GAS LANES SUPPLIED AND INSTALLED ��'' �. % J , RECREATION ROOMS, CLOSETS, HALLWAYS, LAUNDRY AREAS OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED ARC— ) '� p FAULT CIRCUIT INTERRUPTER, COMBINATION—TYPE, INSTALLED TO PROVIDE PROTECTION OF THE BRANCH CIRCUIT. ON-SITE BY OTHERS `- l ' j Q oro � N OU 2. ALL RECEPTACLES WILL BE TAMPER RESISTANT. u N N 3. ALL EXTERIOR RECEPTACLE COVERS WILL BE (UV PROTECTED) —ALL GAS APPLIANCES ARE REQUIRED 4. SEE ATTACHED ELECTRICAL LOAD CALL 5. A MINIMUM OF 90% OF LIGHTING FIXTURES MUST HAVE HIGH EFFICACY LAMPS IN ACCORDANCE WITH N1104.1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK TO MEET THE G2406d- 711 'f�'rrr.r::;s��' 5/02/22 � � T=.:� :,�:� 2 WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS n EDUCATION LAW FOR ANY PERSON TO ALTER ANY 04 OF A LICENSED DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER, THE PERSON ACTING UNDER THE 'Q]{ DIRECTION OF A LICENSED PROFESSIONAL SSIONAL ENGINEER LED - --------- LED LED------ - ---- LED] \ 1 w BEDROOM #3 14-2 BEDROOM_ #4 14-2 I U 29 I 25 I Q 15A 15A U llov llov -- --------_-----�-- - - r� oa 1 AC/DC � N ------- ----------------- 1 cv I AC/DC / - - —� \ \ W v-J\- /------- ----------------�—I DMMER, I I �7 \ LED ---------\- LED `11 I I LED -I- -------- ED LED 14-2 I U \ \ / 14-2 y" / I 11 i i 15A 10V I nov � \ I I L- / I / DENOTES STACKED \ / I BONUS ROOM\ --- L I I // \ z I SWITCHES LOCATION m I I -/ I o co� — / D c � � DIMMER \ /ALL CANLIGHT TO BE \ / „I LIMMER 1 j� AC/DC AC/DC I " ON DIMMER SWITCHES / \ / 11 I B TH #4 \ r I I BATH #5 1 EXCEPT FOR IN BATHROOMS ( 1 �---� LED �' N �I I I ' I j LED Dlopereu`IE I'FiI ----I• ,-_ 132-82 I 1l D 12-2 --(-- — \ e-J L_i A o TV _ RJbDON 1P J L E T ROCKER 40 �R GF --- QMITI a A G 0M I FIR 110V LED 10V---- SWITCH 2x6 I 1 \ zxs . • 2x4 OMA \. I I I _ OMIT I14 71 Q I , X. Fn 12-2 L— ------------ ------�--J \ ',1 BATH �k6 —� �FI)Z>I Fi O 27 2DA T _� — \� �� ® STACK SWITCHES WHEN 3 OR MORE 110V THERMO- DIMMER L`� � W °Elio ,4-2 I'DIMP.1 4 3 �— 3 I -�SEE SWITCHES ARE GROUPED TOGETHER / \ ELiBPtihF➢ 4 ErV—IIiSYRLI / \ 110CFIr 28 \ IS , ------ Hsi,_— s 1w lore LED 3 "/M`R"" (3 SWITCHES MAX PER BOX) _BATH #_3111>0V ��I � ----�\Ir---I---- -, 24 HR PRbORAMABL \ I DIMMER DIMMER aE I TIMCR TO MEEK i 1 LED --- -- ED - - i ED �/w Li-__ _-— - - LED M1507 3 2 (SEE E1C) 1 I _ TO ATTIGLIGHTI O 1 T FL S3 i ( I 3 3 / 15D I — ---" I / I L 4 — "� CONTINUOUS WHOLE HOUSE FAN/BATH / I Ac/uc IMMER I, I \ I/�� j 2xs FAN TO PROVIDED MIN. 53 CFM (1/2 OF REQUIRED) w z., 14-2 WHOLE HOUSE VENTILATION (SEE ELC) AND MIN. Q N LED I N \l 22 I _ / - 20 CFM BATH VENTILATION (PER TABLE o i \ 2 LED LED �� I I 1 1a-z 11.\D - 1'1ov r - `\ M1505.4.3(1) OF 2020 RCNYS) o ' x LED 1 I ' 15A I 14-2llov \ \ 21 SD GF 1 A N \Ac DDc / i I i 1 = I I I I 1 1 j I BEDROOM #2 I BEDROOM #61 ,1 jl' 1 BEDROOM #5 I o I I I LAUNDRY d w� I LED LED LED 11 I o) LED ---------- LED 1 — / GAS jI C7-- I LED ---------- LED ---- -'-__.. ==GFI \ I ---- \ 12-2 12'-2 16 1 7 �/ W o 20A 2(OA U J (f-) 110v I llov w r 3:U w Q CD W cn u` r- u/ O � Q ELECTRIC SYMBOLS N� LL J :i P SINGLE RECEPTACLE ' ; BOX FOR LIGHT OR FAN u! L1j P DUPLEX RECEPTACLE FLUORESCENT LIGHT z o �wPI RANGE EXHAUST U WATERPROOF RECEP. w/GFI ® = U (� cFI GROUND—FAULT INTER. a ro� CEILING SMOKE DETECTOR �" H 9IP 220 VOLT RECEPTACLE SMOKE DET/CO DET COMBO 0 LIGHT BOXES REOUIREDC) W m CL W I� TOP HOT & BOT. SWITCHED oEr' HEAT DETECTOR 2017 NATIOINAL ELECTRICAL CODE � �� w� $ SINGLE POLE SWITCH JUNCTION BOX C) w W �� Q $, THREE WAY SWITCH ® AMP CONNECTS A MIN. OF 90% OF LAMPS IN PERMANTLY INSTALLED LIGHTING Q CI- - o o w $4 FOUR WAY SWITCH i;EFMEs CHIMES BOX FIXTURES TO BE HIGH-EFFICACY LAMPS PER R404.1 OF THE ILL-1H`f' o INCANDESCENT LIGHT SPECIAL APPLIANCE 2020 ENERGY CONSERVATION CODE OF NEW YORK STATE. 4" LED RECESSED LIGHT H WIRE & BOX FOR SPOTLIGHT 5 WP 5" WATER PROOF RECESSED LIGHTfrnl WIRE COIL 2ND STORY ELECTRICAL PLAN �® 4" RECESSED EYEBALL LIGHT F 71 CHIMES BUTTON SCALE: 1/4' = 1'-0° A PHONE JACK TV TV ,JACK SERIAL #/ORDER H PAGE #: EXTERIOR LIGHT LIGHT BAR ----••— STRIP RECEPTACLES 010477 E ilk -- UNDER CABINET LIGHTS 1 i STATE APPROVAL STAMP R.A. OR P.E. STAMP ,°BREAKER TYPE DESIGNATIONS PER 210.12(A) OF THE 2017 NEC 4 * - AFCI BREAKER ** - AFCl/GFI (COMBO) BREAKER ' K . Q r o p 0000 r ?. SQUARE D MODEL Q0, 42 SPACE - C RCU T SCHEDULE r 'E �` , ri ° WIRE WITH GROUND ALL CIRCUITS CRT BRK WIRE LOCATION VOLT CRT BRK WIRE LOCATION VOLT '�j'?r "1 �'�� 5/02/22 Q 0 0 1 20A 12-2 SMALL APPLIANCE ** 110 2 20A 12-2 SMALL APPLIANCE ** 110 O 3 20A 12-2 SMALL APPLIANCE ** 110 4 15A 14-2 GENERAL LIGHTING * 110 0 �"•' 5 15A 14-2 GENERAL LIGHTING * 110 6 20A 12-2 SMALL APPLIANCE ** 110 Nwa 7 20A 12-2 DINING ROOM * 110 8 15A 14-2 LIVING ROOM * 110 cn 9 20A 12-2 BATH #2 GFI 110 10 20A 12-2 BATH #1 GFI 110 11 15A 14-2 BEDROOM #1 * 110 12 20A 12-2 RANGE HOOD 110 �� R' W 13 20A 12-2 DISHWASHER GFI ** 110 14 20A 12-2 DRYER GFI 110 L U � 15 20A 12-2 WASHER GFI ** 110 16 20A 12-2 DRYER GFI 110 �.H �u 17 20A 12-2 WASHER GFI ** 110 18 15A 14-2 GENERAL LIGHTING * 110 a _ 0.) I � o 19 15A 14-2 FOYER * 110 20 15A 14-2 BEDROOM #6/SD * 110 T o w o 21 15A 14-2 GENERAL LIGHTING * 110 22 15A 14-2 BEDROOM #5 * 110OU x p _ o- - 23 20A 12-2 BATH #5/#6 GFI 110 24 15A 14-2 GENERAL LIGHTING * 110 ~`� p C cn�—N� o "no v� o (D u7 �, uLn ,O� c D N N M O u 7 in C 25 15A 14-2 BEDROOM #4 * 110 26 15A 14-2 BONUS ROOM * 110 7 7 O O o x � E � 27 20A 12-2 BEDROOM #2 * 110 28 15A 14-2 GENERAL LIGHTING * 110 c� o r o E o \ 29 15A 14-2 BEDROOM #3 * 110 30 15A 14-2 GENERAL LIGHTING * 110 _ > r w � o. � .Z c ova= 31 15A 14-2 GENERAL LIGHTING * 110 32 20A 12-2 GARAGE GFI ** 110 L.. U _ ` x �o =moo 33 15A 14-2 GENERAL LIGHTING �k 110 34 15A 14-2 GENERAL LIGHTING * 110 c 0 U.�'�'N c� ��¢ �S U. V l� 35 15A 14-2 AWNING MOTOR 110 36 15A 14-2 AWNING MOTOR 110 o Q 37 38 20A 12-2 BATH #3/#4 GFI 110 o 39 40 w a Q 41 42 a, O O U O r- r7 >O cJ V r rj Ln O � O Ln C Ili L` 4 ^ C V O W \ ELECTRICAL LOAD CALCULATION FOR ON #10477- NY Q N HOUSE SOFT: 3,611 o CD - - O ^ CD CD CD C) CD CDZ AIR CONDITIONING AND HEAT o o •� 'p c' I r Q) O N r7 AIR CONDITIONING: 0 WATTS 0 WATTS W CENTRAL ELECTRIC SPACING HEATING: 0 WATTS (X 0.65) 0 WATTS o Q LESS THAN FOUR SEPARATELY CONTROLLED 0 WATTS (X 0.65) 0 WATTS U ELECTRIC SPACE HEATING UNITS: G f C �> O o � CD � cn CD FOUR OR MORE SEPARATELY CONTROLLED 0 WATTS (X 0.45) 0 WATTS °' o L o o �_6' ELECTRIC SPACE HEATING UNITS: ,�.'y �r�^� M~ —`— Q� vl = E N p 3 f J r � o r O V C, N O O S C) S ¢ *NOTE: USE THE LARGER OF THE AIR CONDITIONING OR THE DIVERSIFIED DEMAND OF THE HEATING LOAD. 400 o _ o F- OTHER LOADS Ln ui W m > WATTS OR CIRCUIT WIRE ,� o � o CD VOLT—AMPS AMPACITY SIZE �..yy C � � (W) ~� iM O O U t. tD I� o, O N v w\ ^ V GENERAL LIGHTING- (3,611 x 3) 10,833 15A 14-2 w az =0j c , a_ SMALL APPLIANCES: (5 X 1 ,500) 7,500 20A 10-3 U o 0 0 0 " o E LLB L' LLJ 0 0 = n RANGE: 11 ,400 50A 8-3 U o 0 DISHWASHER: 1 ,200 20A 12-2 _ N rl O � V O GARBAGE DISPOSAL: 750 15A 14-2 M U �l U O O O O p C✓ C) WASHER: 3,000 20A 12-2 O O Q J N ; ^ N o o E DRYER: 3,000 20A 12-2 o w FURNACE: 0 N/A N/A Q � 0 I I 7�7_ O � WATER HEATER: 5,500 30A 10-3 0 ¢ C) o 0 0 �v 43183 _ �¢ � o o J a= o o Ja� u� c a> O z Q woo- v0000 n �W L1J M � Q J v o n o z - o r7 cD N W -? L LJ �I v ¢' n wU� wC0 W ALL �W o� B CD o n Ro =O FIRST 10kW OF OTHER LOADS @ 100%: = 10,000 — REMAINDER OF OTHER LOADS @ 40%: (33,183 x 0.40) = 13,273 AIR CONDITIONING OR HEAT FROM ABOVE: = 0 ELECT. LOAD CA C/0RCUIT sCHED. TOTAL CALCULATED LOAD: : = 23,273 SCALE: 1/4' = T-0° REQUIRED SERVICE SIZE: (23,273 / 240) = 97 AMPS SERIAL ORDER # PAGE q: INSTALLED PANEL SIZE: = 200 AMPS 0*10477 EL STATE/TPIA APPROVAL STAMP R.A i'rp[Af ELECTRICAL NO o ( Quo O 1 . RECEPTACLES SHALE BE ARRANGED SO THAT AT NO POINT ALONG THE WALL SHALE THE ` N DISTANCE TO A RECEPTACLE BE MORE THAN 6 — 0 EXCEPT AT KITCHEN COUNTERTOPS 4 U WHERE RECEPTACLES SHALL BE PLACED NO MORE THAN 4 APART. 5i02i22 >io^�w WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS O u O 2, AT LEAST ONE RECEPTACLE SHALL BE INSTALLED IN HALLWAYS OF 10'— C" OR MORE IN LENGTH . EDUCATION THAT BE ANY PERSONOAPROFEY ,.,/ FFF0 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL w '' ��./O ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE �•J U DIRECTION OF A LICENSED PROFESSIONAL ENGINEER 1--1 3. ANY WALL 2' IN LENGTH OR GREATER REQUIRES A RECEPTACLE (HABITABLE SPACE ONLY). ' 4 0 w 4. ALL COUNTERTOP RECEPTACLES AND SWITCHES TO MEASURE 44" TO BOTTOM OF BOX 15. C0�✓1BINATION SMOKE DETECTOR AND CARBON MONOXIDE DETECTORS MAY BE USED. FROM FINISHED FLOOR (BOX HEIGHTS ARE APPROXIMATE). 16. HEAT DETECTOR TO BE INSTALLED IN ALL ATTACHED GARAGES, W 5, WALL SWITCHES TO MEASURE 48" AND RECEPTACLES TO MEASURE 14" TO BOTTOM OF 17. HEAT AND SMOKE DETECTORS TO BE HARDWIRED AND INTERCONNECTED COMMERCIAL U i BOX FROM FINISHED FLOOR (BOX HEIGHTS ARE APPROXIMATE), POVNER IS PROVIDED, IF POWER IS SUPPLIED BY OWN MEANS (WIND, SOLAR, ETC. ) JUST < o� BATTERY POWER IS REQUIRED PER R314. 6 OF THE 2020 RESIDENTIAL CODE OF ° a 6. ALL RECEPTACLES TO BE GROUNDED TYPE, NEVV YORK STATE. �) o IUD 7. AN ARC—FAULT BREAKER IS REQUIRED FOR ALL 15 AMP AND 20 AMP CICUITS 18. BATH FANS MUST BE VENTED TO EXTERIOR, IF NATURAL VENTING IS NOT PROVIDED, SUPPLYING OUTLETS LOCATED WITHIN A DWELLING UNIT, INCLUDING THE SMOKE ALARMS 19. ADDITIONAL CIRCUITS MAY BE ADDED OR DELETED AS FLOOR PLAN OR SALES 8. A GFCI BREAKER OR LISTED TAMPER RESISTANT TYPE GFCI RECEPTACLE IS REQUIRED, BUT CONTRACT DICTATE. m NOT LIMITED T0, ALL CIRCUITS SERVING ALL COUNTERTOP OUTLETS (2017 NEC 210. 52) 20. CIRCUITS FOR LAUNDRY, FURNACE AND WATER HEATER INSTALLED IN PANEL BY 9, A GFCI BREAKER OR LISTED TAMPER RESISTANT TYPE GFCI RECEPTACLE IS REQUIRED, BUT MANUFACTURER WHEN CRAWL SPACE OPTION IS USED. CIRCUITS ARE INSTALLED BY NOT LIMITED TO, ALL CIRCUITS SERVING ALL BATHROOM OUTLETS (2017 NEC 210. 52) BUIILDER w/FULL BASEMENT. o 10. A LISTED TAMPER RESISTANT TYPE EXTERIOR WEATHER—PROOF GFCI OUTLET IS REQUIRED 21 . RECESSED LIGHTING FIXTURES WHEN INSTALLED IN THE BUILDING ENVELOPE MUST BE � CD TO BE LOCATED AT BOTH THE FRONT AND REAR OF ALL DWELLING UNITS (2017 NEC TYPE IC RATED, WITH NO PENETRATIONS BETWEEN INSIDE FIXTURE AND THE CEILING 210. 52E). OUTLET MUST BE AT GRADE LEVEL. CAVITY, AND GASKETED OR SEALED TO PREVENT LEAKAGE; OR, TYPE IC OR NON—IC RATED INSTALLED INSIDE A SEALED BOX, 11 , SMOKE DETECTORS ARE REQUIRED AT THE FOLLOWING LOCATIONS: 22. WA1I-ER HEATER IS IN THE BASEMENT (ON— SITE) 11 . 1 . IN EACH SLEEPING ROOM N 11 . 2. OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY N 11 . 3. STUDY 23, STE'EL PROTECTORS SHALL BE USED TO PROTECT CABLES LESS THAN 1 , 25" FROM THE Q N 11 . 4, EACH ADDITIONAL STORY OF THE DWELLING, INCLUDING BASEMENTS AND HABITABLE NEAREST EDGE IN ALL FRAMING MEMBERS. CDATTICS, BUT NOT INCLUDING CRAWL SPACES AND UNINHABITABLE ATTICS. 24. NON— METALLIC SHEATED CABLE SHALL BE TYPE NM—B W/GROUND. 12. SMOKE DETECTORS TO BE DIRECTLY CONNECTED TO LIGHTING CIRCUIT WITH NO INTERVENING WALL SWITCH. 25, CONDUCTORS AND ELECTRICAL EQUIPMENT SHALL BE LABELED OR LISTED BY A o NATIONALLY RECOGNIZED TESTING LABORATORY. THE EQUIPMENT SHALL BE SUITABLE u)> 13. SMOKE DETECTORS MOUNTED ON CEILING OR WALL PER CODES & LISTING, NFPA 72, AND FOR LOCATIONS AND USE IN COMPLIANCE WITH ITS LABEL AND LISTING, ARE TO BE INTERCONNECTED SO THAT IF ONE IS ACTIVATED ALL WILL BE ACTIVATED. 26, A 200 AMP PANEL BOX WILL BE USED, 14. CARBON MONOXIDE DETECTOR MOUNTED ON CEILING OR WALL PER CODES &. LISTING. m m � WHEN MORE THAN ONE CARBON MONOXIDE DETECTOR IS REQUIRED, THEY MUST BE 27. PANEL BOX LOCATION IS IN THE BASEMENT. � INTERCONNECTED SO THAT IF ONE IS ACTIVATED ALL OTHERS WILL BE ACTIVATED. 28, AN ENERGY EFFICIENCY CERTIFICATE SHALL BE POSTED ON INSIDE OF PANEL BOX, z � >-N L� z 0 0 � Q � O C' I— W Q U-) CL ft Lj z CD n C _ L u/ m� O -W m —J w O c) w� �I— cn� W LL z� � C) wCn w� W ALL � z -D w z� orb �c_5ED aOJO Q _ c-) O L� ELECTRICAL NOTES SCALE: 3/8' = T-0" SERIAL #/ORDER # PAGE #: ` LN 0*10477 rtz I I STATE/TPIA APPROVAL STAMP R.A. OR P.E. STAMP SIDEWALL#1 ANCHOR BOLTS (TYP.) SIDEWALL#1 ANCHOR BOLTS (TYP.) Q C) 1/2 @ 72 0. C. OR 5/8 @ 72 O.C. 1/2 @ 72 0. C. OR 5/8 @ 72 O.C. Q N N U (OR EQUAL SHEAR CONN. OF 4,440 LBS) (OR EQUAL SHEAR CONN. OF 4,440 LB ) 0 � m U 4r-o" Wa � 4 � 13'-2Y" M 2 20'-7" 13'-2Y" x � o �W 4/6" ENDWALL#2ANCHOR BOLTS (TYP.) 4Y6" WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS —— 1/2" @ 72" 0. C. OR 5/8" @ 72" 0. C. ——— — ———— — _ EDUCATION LAW FOR ANY PERSON TO ALTER ANY/AT I—i n/ •• F-1 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL r+-� • 2 SILL PLATE 239 T.L PLF � 1 (OR EQUAL SHEAR CON N. OF 1,434 LBS) -�� NGINEER,UNLESS THE PERSON IS ACTING UNDER THE r I"I 239 TL.PLF DIRECTION OF A LICENSED PROFESSIONAL ENGINEER (z� -- ---------------� I I r-------------- I �O I��- 0 I I I I ENDWALL#2 ANCHOR BOLTS (TYP.) I 1/2" @ 72" 0. C. OR 5/8" @ 72" 0. C. CONCRETE FO TING I - 41 1 (OR EQUAL SHEAR CONN. OF 1,432 LBS) I N 2'_2y' SIDEWALL#1 ANCHOR BOLTS (TYP.) cn 2'_2 4' o w II II II 11 1 rr W I 4" 1/2 @ 72 0. C. OR 5/8 @ 72 O.C. s 4 1 I 1 OR EQUAL SHEAR CONN. OF 2,391 LBS D1 I 1 \ ° I I 1 U = - --- --- --------------------- I 1799 TL.PLF I I o f Q I I Ju L—� ---- ------------ ------------- 00.1 I _ � z i INTEGRAL PILASTERS OR EQUAL REQUIRED @ 10'-0" FOUNDATION WALL , I I O.C. WHEN BACKFILL EXCEEDS 4'-0" IN HEIGHT(SEE 1 9 047# CODE AUTHORITY FOR LOCAL REQUIREMENTS) 9 047'# J o ONCRETE FLOOR �� I J 26 5# 26 # ; J 1 i mCIA C�j F�- I I I I I I I I I I 6 N 01 0 1339 PLF 474 PLF 1339 PLF ENDWALL#1 ANCHOR BOLTS (TYP.) ?Y o 8 ; '9'-7" 1l2" @ 72" 0. C. OR 5/8" @ 72" 0. C. /HOLD'01' 8HOLD DIM. - 0 M a C) ? Q o I a" O (OR EQUAL SHEAR CONN. OF 2,567 LBS) 3'-2" 3'-3" 3'-2" 4'-7Y" 4'-7Y" 1'-8" I o I I -----, ------, r------, --- --, ------------, 11,228# 8,592# ' 8,593# ' 14 I,147#i 114, / I ��\ W I I I I I I I I I _ _ i 1 I 1 I I , ®--�-; -� F ; -�--� � --e--; - , - , - -, ----F�' , G.F.I. R E C E P T.I I Q- �i--r---7 Ti-- TT/--F-1 I g N� ---r ---- I `- --I-� L--r---J ---- -- ---I-- BY OTHERS I o I LANDING I I / I 112.13 P PANEL 1 - o 1,200#� 1, 00 / I Tn m 1� o I i 4,901r --------J Ln 17-0" { ——-�1'-3'i" ° �° I ENDWALL#1 ANCHOR BOLTS (TYP.) Q N A IDf -- TO 1ST FLOOR 1 1 CEILING MOUNT SD/Co DETECTOR 1/2n @ 72" 0. C. OR 5/8II @ 7211 0. C. J SMOKE/CARBON DETECTOR INSTALLED BY OTHERS J I I (OR EQUAL SHEAR CONN. OF 2,567 LBS) CD a I I i I SIDEWALL#2 ANCHOR BOLTS (TYP.) 1/2" @ 72" 0. C. OR 5/8" @ 72" O.C. i I (OR EQUAL SHEAR CONN, OF 3,052 LBS) L---I---J SUPPORT COLUNIAN 1 & FOOTING i n SIDEWALL#2 ANCHOR BOLTS (TYP.) of II II II II 6,96 6, 69# 1 o 1/2 @ 72 0. C. OR 5/8 @ 72 O.C. — I r (OR EQUAL SHEAR CONN, OF 3,052 LBS) - - -- # 1 - - ---------------------------- U 4,514 / F1 I L----- -- - - 2101T.L.PLF L -- --- ---------- 1 m 239 T.L PLFEl 239 T.L.PLF E:1 -- ---- -----------� w o m 6 G 1 PORCH SLAB 4� U w Q � oC) CN LLJ Cn I k --- - -------------- ------------ O 20'-7" 13'-2Y" CD C o I UL GARAG SLAB Ir_ I � W J I LL BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS F Al >979 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] F1 >2510 LBS.[SUGGESTED SIMPSON STHD10RJ OR EQUAL] (� O SIDEWALL#1 ANCHOR BOLTS CD C I MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ TYP. _ ( ) I (2)ROWS OF 16d COMMON NAILS @ 16"0.C. (2)ROWS OF 16d COMMON NAILS @ 16"0.C. U 1l2" @ 72" 0. C. OR 5/8" @ 72" O.C. / J F— OR EQUAL SHEAR CONN. OF 1,626 LBS) BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS C)B1 >972 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] G 1 >4352 LBS.[SUGGESTED SIMPSON HD7B OR EQUAL] Z Q SIDEWALL#2 ANCHOR BOLTS (TYP.) MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ MIN.(3)2 X 6 WALL STUDS.FASTEN TOGETHER W/ LJ J CD (� I 1/2" @ 72" 0. C. OR 5/8" @ 72" O.C. (2)ROWS OF 16d COMMON NAILS @ 16"0.C. (2)ROWS OF 16d COMMON NAILS @ 10"0.C. ? O O \ w d (OR EQUAL SHEAR CONN. OF 1'626 LBS) C1 BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS H1 BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STD un S W z LL CL z O O >2872 LBS.[SUGGESTED SIMPSON STHD14RJ OR EQUAL] <\ >5703 LBS.[SUGGESTED SIMPSON HD7B OR EQUAL] �Q o E O o CDw MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ MIN.(3)2 X 6 WALL STUDS.FASTEN TOGETHER W/ w 7 ��O o LE j m (2)ROWS OF 16d COMMON NAILS @ 15"0.C. (2)ROWS OF 16d COMMON NAILS @ 8"0.C. I BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS 239 T.L.PLF HOLD LOWER 239 T.L PLF I D1 >8225 LBS.[SUGGESTED SIMPSON HD9B OR EQUAL] - FOUNDATION PLAN -- ————— ---------- MIN.(3)2X6 WALL STUDS.FASTEN TOGETHER W/ (2)ROWS OF 16d COMMON NAILS @ 6"0.C. SCALE 1/4° = 1'-0° 6'-7Y 6'-7Y BUILDER INSTALLED HOLD DOWN FROM FOUNDATION TO STDS SERIAL #/ORDER N PAGE N: ENDWALL ANCHOR BOLTS (TYP.) E1 >2226 LBS.[SUGGESTED SIMPSON LSTHD8 OR EQUAL] 13'-zY" MIN. (1) 5/8"ANCHOR BOLT EACH WALL SEGMENT MIN.(2)2 X 6 WALL STUDS.FASTEN TOGETHER W/ (OR EQUAL SHEAR CONN. OF 2,320 LBS) (2)ROWS OF 16d COMMON NAILS @ 16"0.C. 0 10477 FND I I STATE/TPIA APPROVAL STAMP R.A. OR FIRE BLOCKING INSTALLED IN CONCEALED SPACES OF WOOD FRAMING PER R302.11 AND WITH APPROVED ALL WALL AND CEILING FINISHES TO HAVE f MATERIALS PER R302.11.1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE A FLAME SPREAD INDEX OF 200 OR LESS ALL VAPOR RETARDERS TO BE INSTALLED PER MANUFACTURES INSTRUCTIONS. ALL SITE INSTALLED PENETRATIONS INTO BUILDING ENVELOP SHALL BE SEALED AS REQUIRED BY CHAPTER 11 (ENERGY EFFICIENCY) ; , . , �� Q 00 000 N O OF THE 20 0RESIDENTIAL CODE OF NEW YORK STATE AND SHALL BE INSPECTED ON-SITE BY LOCAL BUILDING OFFICIAL 1l a � RIDGE VENT & SHINGLE � ll� CAPS FIELD INSTALLED 2X4 RIDGE BOARD '�k'(7�a;,�� 5/02/22 O WARNING N L A VIOLATION OF ARTICLE LT OF THE NYS *0 N-SITE CONNECTION REQUIRED Q �;r EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL q ON-SITE C ONN C T I ONS ARE Z C7 �O *SEE RAFTER GALLS IN ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER FE QI_I I RE D T O SE VERIFIED B Y � 4 I--� SET FOR CONNECTIONS THE CONSTRUCTION SUPERVISOR O Q SEE PAGES RAFTER CALCS, SW1, SW2, TR2, EFER TO RAFTER CALCULATIONS ARCH ASPHALT SHINGLES SE5, AND FND FOR ON-SITE CONNECTIONS N a ARCH ASPHALT SHINGLES � „� FASTEN PER R905.2.5 OVER 15# FELT PAPER (MIN) OF THE 2020 RESIDENTIAL ON 3/4" OSB SHEATHING CODE OF NEW YORK STATE SEEu CALCS IN zr 1 0 REFERENCE PAGE TR1 & TR2 OF SET �P��o�S �, SET FORT ER CONNECTIONS I U FOR SPACING AND SPECIFICATIONS P�� L� * 0 o a 12 12 r� 0 .1 7 7 FLIPPED EAVE OVERHANG ro" ^1 o R-32 (R-38 INSULATION 2x10 SPF #2 CEILING PERIMETER I.- V) w/VAPOR BARRIER "' ICE SHIELD CONSISTING OF AT LEAST TWO COMPRESSED) �, LAYERS OF UNDERLAYMENT CEMENTED TOGETHER ON-SITE DRIP EDGE--,----_ II" OR A WATERPROOF MEMBRANE SHALL EXTEND FROM NOT PROVIDED BY ICON THE EAVE'S EDGE TO A POINT 24" INSIDE THE REFER TO RAFTER CALCULATIONS REFER TO RAFTER CALCULATIONS EXTERIOR WALL LINE. ON-SITE FASCIA NOT - - - - - - - p� PROVIDED BY ICON -COMP ESSION R-51 (R-30 INSULATION 2x2 LEDGER \-5/8" DRYWALL INSTALLED \�-DBL 2X6 TOP PLATE, STUD GRADE STRIP (CONT.) w/VAPOR BARRIER + R-21 OR JOIST HANGERS w/ADHESIVE ONLY (VORAMER ON-SITE SOFFIT INSULATION ABOVE) 2X10 MIN SPF #2 MB-3022/VORAMER ME-3044 R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER NOT PROVIDED BY ICON CEILING GIRDER or DBL 2X4 TOP PLATE, STUD GRADE ADHESIVE. CONTINOUS 3/8" BEAD 5/8" ZIP SHEATHING 1/8" STRUCTURAL SHEATHING 2X6 SPF STUD GRADE @ 16" O.C. ON-SITE VINYL SIDING NOT EXTERIOR FINISH OVER AIR INFILTRATION PROVIDED BY ICON 5/8" DR WALL BARRIER OVER MIN. OF 7/16" AGENCY RATED SHTG O I J PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE w a Q' a- 2X4 SPF #2 @ 16" OC 5/8" DRYWALL 2x6 SPF #2 BOTTOM PLATE 3/4" T & G O.S.B. 2X4 SPF#2 BOTTOM PLATE DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS (GLUED & NAILED) ' DBL. 2x10 SPF #2 FLOOR PERIMETER N 2X2 SPF#2 LEDGER w 2X10 SPF #2 @ 16" O.C. FLOOR JOIST 2X10 SPF #2 @ 16" O.C. FLOOR JOIST F— �- DBL. 2x10 SPF #2 CEILING PERIMETER Q c� c ------------------------------------------- -———————————————— i 2X6 SPF 2 @ 16" O.C. CEILING JOIST 2X6 SPF #2 @ 16" O.C. CEILING JOIST I COMPRESSION 2x2 LEDGERS '\ 5/8" DRYWALL INSTALLED \�DBL 2X6 TOP PLATE, STUD GRADE STRIP (CONT.) 2X2 SPF#2 OR JOIST HANGERS w/ADHESIVE ONLY (VORAMER R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER LEDGER DBL 2X4 TIOP PLATE, STUD GRADE MB-3022/VORAMER ME-3044 ch ADHESIVE. CONTINOUS 3/8" BEAD 5/8" ZIP SHEATHING o � op- 2X6 SPF STUD GRADE @ 16" O.C. w� ON-SITE VINYL SIDING NOT ow lzzd- 0- EXTERIOR FINISH OVER AIR INFILTRATION PROVIDED BY ICON 1/8" STRUCTURAL SHEATHING orb BARRIER OVER MIN. OF 7/16" AGENCY RATED SHTG � 5/8" DR)YWALL PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE �n �— 5/8" DRYWALL m >- 2X4 SPF #2 @ 16" OC 2x6 SPF #2 BOTTOM PLATE w Q CD GRADE TO SILL PER DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS L�j >_ �0 Lj CODE R317.1 ¢ ozN c�1 3/4" T & G O.S.B. SEE PAGE SE5 FOR FLOOR BAND TO SILL PLATE CONNECTIONS. u� cn F- W (GLUED & NAILED) 2X4 SPF#2 BOTTOM PLATE C/D 0 TOP OF SILL PLATE I z O o 5 2X10 SPF #2 @ 16" O.C. FLOOR JOIST 2X10 SPF #2 @ 16" O.C. FLOOR JOIST P=1 Q C_ - � O o Do =I El I R-19 INSULATION W/ VAPOR BARRIER 2X6 MIN SP#2 PRESSURE TREATED SILLS Ell _j w II=III—I'I=1 FIELD SUPPLIED AND INSTALLED)III—III_III ( 2x2 LEDGER Cn � =III �IIIIII OR JOIST HANGERS z O =,I (4) 2X10 SPF#2 FLOOR GIRDER (SEE PAGE SE5 ANCHOR BOLT OR MIN APPROVED FASTENER O Lj FOR GIRDER TO GIRDER CONNECTIONS) j 3/8"W'6" MIN ° STEEL PLATE W � 7�j ? O :t ��__ �Ln W �W z� QO C/D ,i� W W z STEEL SUPPORT COLUMN (SIZED BY OTHERS) °°. Q EL= z ``' o� r oC w SEE FOUNDATION PLAN FOR SPACING W Q CD o C/� o CD FOUNDATION WALL, FOOTINGS, DRAINAGE, ETC DESIGNED BY BUILDER PER LOCAL CODES AND LOCAL SOIL CONDITIONS CONCRETE FLOOR 47/12 TWO STORY CROSS SECTION SCALE: 3/8' = T-0" SERIAL #/ORDER # PAGE #: ° P . -� �-- LOLLY (COLUMN/FOOTING 01®4�7 . I STATE/TPIA APPROVAL STAMP R.A. OR P L. STAMP "„"•.:,j, „(4jy4y I`t4/ t f�••aw i 712 �. �R. Q mot- ';' U O V) O WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NY3 EDUCATION LAW FOR ANY PERSON TO ALTER ANY (r`•.17,J•1 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON 13 ACTING UNDER THE U DIRECTION OF A LICENSED PROFESSIONAL ENGINEER M�1 Nwax, �' RIDGE VENT & SHINGLE CAPS FIELD INSTALLED 2X4 RID(GE BOARD U) ARCH ASPHALT SHINGLES w OVER 15# FELT PAPER (MIN) *SEE RAFTER CALCS IN O ON 3/4" OSB SHEATHING / T SET FOR CONNECTIONS U = EFER TO RAFTER CALCULATIONS ARCH ASPHALT SHINGLES a FASTEN PER R905.2.5 U REFERENCE PAGE TR1 & TR2 OF SET z J FOR SPACING AND SPECIFICATIONS �OF THE 2020 RESIDENTIAL REFERENCE PAGE TR3 OF SET FOR CODE OF NEW YORK STATE O'4 SPACING AND SPECIFICATIONS , 'Z SEE RAFTER CALCS IN z 7 SET FOR CONNECTIONS 0 O cP C I U R-32 (R- INSULATION w/VA BARRIER BARRIER COMPRESSED) REFER TO RAFTER CALCULATIONS REFER TO RAFTER CALCULATIONS m - 2x2 LEDCGER 5/8" DRYWAIL INSTALLED �DBL 2X6 TOP PLATE, STUD GRADE COMP ESSION R-51 (R-30 INSULATION P STRIP SSION w/VAPOR BARRIER + R-21 2X4 SPF#2 OR JOISTf HANGERS w/ADHESIVE ONLY (VORAMER `R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER INSULATION ABOVE) TOP PLATE (2) 2X CEILING GIRDER MB-3022/VORAMER ME-3044 ADHESIVE, CONTINOUS 3/8" BEAD 5/8" ZIP SHEATHING 2X6 SPF STUD GRADE @ 16" 0 C. __�S/8" DRYWALL EXTERIOR FINISH OVER AIR INFILTRATION ON-SITE VINYL SIDING NOT BARRIER OVER MIN. OF 7/16"AGENCY RATED SHTG PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER° c PROVIDED BY ICON 2X4 SPF #2 �-PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE CD @ 16" OC 5/8', DRYWALL 2x6 SPF #2 BOTTOM PLATE LLJ 0- • DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT WALLS T 3/4" T & G O.S.B. 2X4 SPF2 (GLUED & NAILED) 2xIO SPF#'2 FLOOR JOIST @ 16" 0 C. BOTTOM PLAT DBL. 200 SPF #2 FLOOR PERIMETER w I DBL. 2x2 10SPFD#2kCEILING PERIMETER �ir--- --- -- -- -- -- --- ---- --- -- 2x6 SPF#3 CEILING '-5/8" DRYWALL INSTALLED DEL 2X6 TOP PLATE, STUD GRADE JOIST @ 16" O.C. w/ADHESIVE ONLY (VORAMER R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER N MB-3022/VORAMER ME-3044 N ADHESIVE, CONTINOUS 3/8" BEAD 5/8" ZIP SHEATHING W ��2X6 SPF STUD GRADE @ 16" O.C. Q N C / EXTERIOR FINISH OVER AIR INFILTRATION ON-SITE VINYL SIDING NOT PROVIDED BY ICON �/ BARRIER OVER MIN. OF 7/16" AGENCY RATED SHTG d' PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" C) �-PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE _�-5/8" DRYWALL _ 2x6 SPF #2 BOTTOM PLATE _ DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS GRADE TO SILL PER CODE R317.1 SEE PAGE SES FOR FLOOR BAND TO SILL PLATE CONNECTIONS. o 3/4" T & G O.S.B. 2x10 SPF2 FLOOR w (GLUED & NAILED) JOIST @ 16" 0 C. cn� � old TOP OF SILL PLATE < GRADE T � \ 2X6 MIN SP#2 PRESSURE TREATED SILL R-19 INSULATION W/ VAPOR BARRIER 'll—III—III- FI LD SUPPLIED AND INSTALLED) _III—III— il_�,•=, ANCHOR BOLT OR MIN APPROVED FASTENER m u C) L1J O - U J c � oO o • � Qz zN rN FOUNDATION WALL, FOOTINGS, DRAINAGE, ETC DESIGNED BY BUILDER PER LOCAL CODES AND LOCAL SOIL CONDITIONS 0 spi fm Q U C Q O v� o U cn �� Q n m F-- it O wzt E— n Ln W Liz =O C/) o� z T �d- z �� ocn �� JO Q u 10 1L FIRE BLOCKING INSTALLED IN CONCEALED SPACES OF WOOD FRAMING PER R302.11 AND WITH APPROVED 7/12 TRANSVERSE CROSS SECTION MATERIALS PER R302.11.1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE SCALE: 1/4' = T—on PAGE ALL VAPOR RETARDERS TO BE INSTALLED PER MANUFACTURES INSTRUCTIONS. ALL SITE INSTALLED SERIAL ORDER � " PENETRATIONS INTO BUILDING ENVELOP E 2 SHALL BE SEALED AS REQUIRED BY CHAPTER 11 (ENERGY EFFICIENCY) -�®�77 OF THE 20 20 RESIDENTIAL CODE OF NEW YORK STATE AND SHALL BE INSPECTED ON—SITE BY LOCAL BUILDING OFFICIAL . STATE/TPIA APPROVAL STAMP R.A. OR P +�Il'%PP ALL WALL AND CEILING FINISHES TO HAVE A FLAME SPREAD INDEX OF 200 OR LESS =�hl 11 ou Q; � NNU i j,;r-,at N rd RIDGE VENT & SHINGLES i, ; � 5/02/22 ,�, > 0 ,w GAPS FIELD INSTALLED WARNING IT IS A MOLATION OF ARTICLE 145 OF THE NYS ON—SITE IE CONNECTION REQUIRED �Crl �� EDUCATION LAW FOR ANY PERSON TO ALTER ANY *ON L V I V L 1 I\L V L V �4 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL 4 L L. ON-SITE CONNECTIONS ARE �,J ARCH ASPHALT SHINGLES 2X4 RIDGE BOARD ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE U DIRECTION OF A LICENSED PROFESSIONAL ENGINEER REQU I FE D TO 5E VE FIF I E D B�" I--; OVER 15# FELT PAPER (MIN)ON 3/4" osB SHEATHING * SEE RAFTER CALCS IN T+-IE CONSTRUCTION SUPERVISOR SET FOR CONNECTIONS SEE PAGES RAFTER CALCS S W1, SW2, TR2, REFERENCE PACE of SET FOR ARCH ASPHALT SHINGLES SE5, AND FND FOR ON-SITE CONNECTIONS N � a SPACING AND SPECIFICATIONS FASTEN PER R905.2.5 EFER TO RAFTE OF THE 2020 RESIDENTIAL FIXED EAVE OVERHANG 12 cF� CALCULATIONS 12 CODE OF NEW YORK STATE ri 7 2x10 SPF #2 CEILING PERIMETER s W ICE SHIELD CONSISTING OF AT LEAST TWO 41 ►�"{ o LAYERS of UNDERLAYMENT CEMENTED TOGETHER U ALUM. DRIP EDGE N N OR A WATERPROOF MEMBRANE SHALL EXTEND FROM ' THE EAVE'S EDGE TO A POINT 24" INSIDE THE * o a REFER TO RAFTER CALCULATIONS EXTERIOR WALL LINE. o a 1/2x6 SUB. W/ ALUM. FASCIA _ OR 1x6 CEDAR FASCIA R-51 R-30 INSULATION �/8" DRYWALL INSTALLED( DBL 2X6 TOP PLATE, STUD GRADE o VENTED SOFFIT ,' w/VAPOR BARRIER + R-21 w/ADHESIVE ONLY (VORAMER R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER INSULATION ABOVE) MB-3022/VORAMER, ME-3044 -�'� ' i U COMPRESSION ADHESIVE. CONTINOUS 3/8" BEAD 5/8" ZIP SHEATHING .� STRIP (CONT.) 2X6 SPF STUD GRADE @ 16" O.C. ON-SITE VINYL SIDING NOT /- EXTERIOR FINISH OVER AIR INFILTRATION PROVIDED BY ICON "_� BARRIER OVER MIN. OF 7/16" AGENCY RATED SHTG m PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" �— PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 5/8" DRYWALL 2x6 SPF #2 BOTTOM PLATE 3/4" T & G O.S.B. DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS Q (GLUED & NAILED) CD DBL. 2x10 SPF #2 FLOOR PERIMETER �— 2X2 SPF#2 LEDGER w 2X10 SPF #2 @ 16" O.C. FLOOR JOLT DBL. 2x10 SPF #2 CEILING PERIMETER l_ 2X6 SPF 2 @ 16= O.C. CEILING J01`,ST COMPRESSION x DBL 2X6 TOP PLATE, STUD GRADE STRIP (CONT.) R-21 HIGH DENSITY INSULATION W/VAPOR BARRIER N 5/8" ZIP SHEATHING 2X6 SPF STUD GRADE @ 16' O.C. Q c� ON-SITE VINYL SIDING NOT EXTERIOR FINISH OVER AIR INFILTRATION PROVIDED BY ICON BARRIER OVER MIN. OF 7/16AGENCYRATED SHTG CD 0 PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" Q, PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE _ 5/8" DRYWALL o � 2x6 SPF #2 BOTTOM PLATE w> GRADE TO SILL PER DBL. CAULKING BEAD ENTIRE PERIMETER OF EXT. WALLS o� CODE R317.1 3/4" T & G O.S.B. SEE PAGE SE5 FOR FLOOR BAND TO SILL PLATE CONNECTIONS. � (GLUED & NAILED) 0 TOP OF SILL PLATE Q m 2X10 SPF #2 @ 16" O.C. FLOOR JOIST �- (O 1 LL1 o f- 00 GRADE =117 11=II \—R-19 INSULATION W/ VAPOR BARRIER U } 50 , 11 III-III= FIELD SUPPLIED AND INSTALLED Q z cn N '11111111111111 ( ) LL-i 2X6 MIN SP#2 PRESSURE TREATED SILL ANCHOR BOLT OR MIN APPROVED FASTENER O 0 ° � Q 0 <O C) V / L�j z TO cf) Y O y FOUNDATION WALL, FOOTINGS, DRAINAGE, ETC �O I— DESIGNED BY BUILDER PER LOCAL CODES AND LOCAL SOIL CONDITIONS W m El- • a ° a ° O � w ol �- I— cn LO i W Lz o� w U/ Co LLJ ��L I z�t z r ,. �� o(n �� _jO 7/12 SINGLE WIDE CROSS SECTION SCALE: 3/8' = 1'-0" FIRE BLOCKING INSTALLED IN CONCEALED SPACES OF WOOD FRAMING PER R302.11 AND WITH APPROVED MATERIALS PER R302.11.1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE SERIAL ai ORDER # PAGE "; ALL VAPOR RETARDERS TO BE INSTALLED PER MANUFACTURES INSTRUCTIONS. ALL SITE INSTALLED -- '- PENETRATIONS INTO BUILDING ENVELOP SHALL BE SEALED AS REQUIRED BY CHAPTER 11 (ENERGY EFFICIENCY) 0 10477 �� OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE AND SHALL BE INSPECTED ON-SITE BY LOCAL BUILDING OFFICIAL I I STATE/TPIA APPROVAL STAMP R A, OR P.E. 5 `',"" •a;., ALL WALL AND CEILING FINISHES TO HAVE A FLAME SPREAD INDEX OF 200 OR LESS , ,... !ter_ 40 0 �� rc Viz.: h0 tt NU uj 111 M M , w WARNING 5/02/22 IT 19 A VIOLATION OF ARTICLE 145 OF THE NYS EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL r O ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE v rr '' DIRECTION OF A LICENSED PROFESSIONAL ENGINEER •• Iv—I 0 Nwaw W U = �+ RIDGE VENT & SHINGLE ' 0.4 ARCH ASPHALT SHINGLES CAPS FIELD INSTALLED _ oa OVER 15# FELT PAPER (MIN) ON 3/4" OSB SHEATHING ARCH ASPHALT SHINGLESI REFERENCE PAGE TR4 OF SET FOR FASTEN PER R905.2.5 OF THE 2020 RESIDENTIAL SPACING AND SPECIFICATIONS / CODE OF NEW YORK STATE FLIPPED EAVE OVERHANG m 12 12 5 5 ICE SHIELD CONSISTING OF AT LEAST TWO LAYERS OF UNDERLAYMENT CEMENTED TOGETHER ON-SITE DRIP EDGE ------.-__ OR A WATERPROOF MEMBRANE SHALL EXTEND FROM NOT PROVIDED BY ICON _ THE EAVE'S EDGE TO A POINT 24" INSIDE THE z Q ON-SITE FASCIA NOT EXTERIOR WALL LINE. o PROVIDED BY ICON „ 5/8 DRYWALL DBL 2X6 TOP PLATE, STUD GRADE CL EL MECHANICALLY FASTENED ON-SITE SOFFIT NOT PROVIDED BY ICON 5/8" ZIP SHEATHING 2X6 SPF STUD GRADE @ 16" O.C. ON-SITE VINYL SIDING NOT N PROVIDED BY ICON EXTERIOR FINISH OVER AIR INFILTRATION \ Q N BARRIER OVER MIN. OF 7/16" AGENCY RATED SHTG (n JQ 13)- 2,Y �_ PAPER ON EXTERIOR OF THE HOUSE "WATER RESISTIVE BARRIER" PER THE 2020 RESIDENTIAL CODE OF NEW YORK STATE �+ ol I o� 5/8" DRYWALL � C> o� 2x6 SPF #2 BOTTOM PLATE FOUNDATION WALL, FOOTINGS, DRAINAGE, ETC 2X6 MIN SP#2 PRESSURE TREATED SILL DESIGNED BY BUILDER PER LOCAL CODES AND LOCAL SOIL CONDITIONS CONCRETE FLOOR \� U-) m O w J �- U_ w `— � �C' w� Will !� Q Z zo Cal >_N —1 - -I I I- ° Rlr=FII=ll 1-11 _1 " ° ' z �I III-I�I-I�I-III-III-III-I I -III-III-III U I -I IEEE -Ill I -I I-1 11-I 1 1=11 1- -I I=I I I-I I I-III-III-I I-III-III-III-I I Q I-III-III-1 I I-III-I I-1 I I-I 11-I I I-1 I 1- -1 -11 I-III-III-III-1 I-I 1-III U O o =1 =1 I=III=1 1-I 11-1 11=1 11=1 I I- I 11-I�1=11 1=111=11 1=I I I 1 1 I I 1 I I l I I=I 11=1 11=1 11 III),, III-1 1-1 1-III-I L« I -I I-III=11 III-III-III= W Q I IEl II1 I� v-) a O `� O = U Cn F �Z Q � �W m O of� wd c,,Ln W >_ � z� 1E C/� w c� W -L� w d z �w o� C) �� Jo Q u FIRE BLOCKING INSTALLED IN CONCEALED SPACES OF WOOD FRAMING PER R302.11 AND WITH APPROVED 5/12 GARAGE CROSS SECTION MATERIALS PER R302.11.1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE SCALE: 1/2" = 1°-O° ALL VAPOR RETARDERS TO BE INSTALLED PER MANUFACTURES INSTRUCTIONS. ALL SITE INSTALLED SERIAL #/ORDER a PAGE �. PENETRATIONS INTO BUILDING ENVELOP SHALL BE SEALED AS REQUIRED BY CHIAPTER 11 (ENERGY EFFICIENCY) 0 10477 CS)Ed 60—t� OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE AND SHALL BE INSPECTED ON—SITE BY LOCAL BUILDING OFFICIAL STATE/TPIA APPROVAL STAMP R.A. OR P L :PA " '':ON `t MODULES A & E DETAILS f=;L.:�C'� 1 , NOTE:(6)NAILS PER SHINGLE t`�`� " ` t y� I O C) ROOF SHEATHING TO BE MIN.19/32"O.S.B.(UNBLOCKED) l7£;'(rj7 FASTENED W/8d(.1310)NAILS @ 6"EDGE/ �� ,µ. w M w 12"INTERMEDIATE.SEE CALCULATIONS FOR /02�22?(`( ('�, 5 rs-� �� O O SHEATHING SUCTION FASTENING AT APPROPRIATE ZONES. WARNING:IT ISA VIOLATION OF ARTICLE 145OF THE NYSQN-SITE CONNECTION REQUIRED FASTEN CEILING BAND TO EACH EDUCATION LAW FOR ANY PERSON TO ALTER ANY F--� a/ u TRUSS W/(4)16d(.1620)NAILS USE(1)8d(0.131"X2.5")TOENAIL EACH TRUSS DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ALL ONSITE CONNECTIONS ARE 04 O - � (OR EQUAL CONNECTION FOR 467#) TRUSS TO TOP PLATE ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE U DIRECTION OF A LICENSED PROFESSIONAL ENGINEER REQUIRED TO 5E VERIFIED 8�1' UPLIFT CONNECTION SE 8d(.1310)NAILS @ 16"0.C. THE CONSTRUCTION 5UPERVI5OR Z p ATTACH SHEATHING W/16 GA.STAPLES @ 2"0.C. THROUGH DBL.TOP PLATE I--I (OR EQUAL CONNECTION OF 468 LBS.) USE SE5, AND FND FOR ON-SITE CONNECTIONS (2)16d SEE PAGES RAFTER CALCS, SW1, SW2, TR6, N w a w STUD TO TOP PLATE UPLIFT CONNECTION USE MIN(15)16 GA.STAPLES THROUGH ENDNAILED PLATE T T NAILS O STUD DETAIL D FULL HEIGHT SHEATHING INTO WALL STUD DETAIL D (TRUSS CONNECTIONS) W TOP PLATE SPLICES SHALL BE MIN.1'-0" W/(2)ROWS OF 16d(0.162"X 3.5")NAILS ;41 U O FACE NAILED @ 4"0.C. 0 o' MIN.FLOOR DIAPHRAGM SHEATHING REQUIREMENTS 19/32"0.S.B.(UNBLOCKED)W/10d NAILS @ 6"0.C. USE 8d(.131 0)NAILS @ 10"O.C. USE 8d .131 0)NAILS 10"0.C. * .� THROUGH BOTTOM PLATE ( °� o EDGE/12"0.C.INTERMEDIATE THROUGH BOTTOM PLATE 0.4 USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STUD) USE(2)16d(.162 0)NAILS V ENDNAILED PLATE TO STUD 0 DETAIL E �JV� h ATTACH SHEATHING W/16 GA.STAPLES @ 2"'0.C. ATTACH SHEATHING W/16 GA.STAPLES @ 2"0.C. (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT DETAIL G CONNECTION SECOND FLOOR STUD TO FLOOR BAND CONNECTION SECOND FLOOR STUD TO FLOOR BAND I U USE MIN(15)16 GA.STAPLES THROUGH USE MIN(15)16 GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL STUD w FULL HEIGHT SHEATHING INTO WALL STUD �f 16d NAILS TOE NAILED @ 4"O.C. - �'�' 16d NAILS TOE NAILED @ 16"0.C. OR SIMPSON LTP4 @ 13"0. C. +` z OR SIMPSON LTP4 @ 60"0.C. - MIN.FLOOR DIAPHRAGM SHEATHING REQUIREMENTS SHEAR CONNECTION SHEAR CONNECTION 19/32"0.S.B.(UNBLOCKED)W/10d NAILS @ 6"0.C. DETAIL H ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. \ - k �@E ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. J EDGE/12"0.C.INTERMEDIATE (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION (` SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND y DETAIL F 6V ATTACH SHEATHING W/16 GA.STAPLIES _ \ ATTACH SHEATHING W/16 GA.STAPLES SE 8d(.131 0)NAILS @ 16"0.C.@ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) _ @ 3"O.C.(OR EQUAL CONNECTION OF 281 LBS.) %a fi 4 UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND THROUGH DBL.TOP PLATE UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND SE 8d(.131 0)NAILS @ 16"O.C. .... . _ USE(2)16d(.162 0)NAILS THROUGH DBL.TOP PLATE ENDNAILED PLATE TO STUD FULL HEIGHT SHEATHING INTO WALL STUD USE MIN(9)16 GA.STAPLES THROUGH USE MIN(9)16 GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL S-TUD DETAIL E DETAIL G USE(2)16d(.162 0)NAILS I ENDNAILED PLATE TO STUD (SECONID LEVEL SIDEWALL 1 CONNECTIONS I (SECOND LEVEL ENDWALL 1 CONNECTIONS) USE 8d(.131 0)NAILS @ 10"0..C. THROUGH BOTTOM PLATE USE 8d(.131 0)NAILS @ 10"O.C. USE(2)16d(.162 0)NAILS THROUGH BOTTOM PLATE USE(2)16d(.162 0)NAILS F,.°, ENDNAILED PLATE TO STUD) ENDNAILED PLATE TO STUD 47 ,. ATTACH SHEATHING W/16 GA.STAPLES @?"O.C. ATTACH SHEATHING W/16 GA.STAPLES @ 2"O.C. (OR EQUAL CONNECTION OF 468 LBS.)UPI LIFT (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT CONNECTION SECOND FLOOR STUD TO FL00)R BAND - CONNECTION SECOND FLOOR STUD TO FLOOR BAN USE MIN(15)16 GA.STAPLES THROUGH USE MIN(15)16 GA.STAPLES THROUGH SECTION DOWN SECTION DOWN FULL HEIGHT SHEATHING INTO WALL STIUD J FULL HEIGHT SHEATHING INTO WALL STUD SIDEWALL ENDWALL 16d NAILS TOE NAILED @ 15"f0.C. - 16d NAILS TOE NAILED @ 16"O.C. OR SIMPSON LTP4 @ 40"0. C. i. z OR SIMPSON LTP4 @ 60"0.C. o SHEAR CONNECTION C4 = z ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. _ -' SHEAR CONNECTION C., (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION # ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND _ (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION �\ SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND y ATTACH SHEATHING W/16 GA.STAPLIES SE 8d(.131 0)NAILS @ 16"O.C. ATTACH SHEATHING W/16 GA.STAPLES @ 3"O.C.(OR EQUAL CONNECTION OF 281 LBS.) THROUGH DBL.TOP PLATE @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND SE 8d(.131 0)NAILS @ 16"0.C. USE MIN(9)16 GA.STAPLES THROUGH USE(2)16d(.162 0)NAILS USE MIN(9)16 GA.STAPLES THROUGH / THROUGH DBL.TOP PLATE _ FULL HEIGHT SHEATHING INTO WALL STUD- DETAIL E ENDNAILED PLATE TO STUD FULL HEIGHT SHEATHING INTO WALL STUD USE(2)16d(.162 0)NAILS = DETAIL G ENDNAILED PLATE TO STUD (SECOND LEVEL SIDEWALL 2 CONNECTIONS) (SECOND LEVEL ENDWALL 2 CONNECTIONS) o> LLJ USE 8d(.131 0)NAILS @ 10"0.C. USE 8d(.1310)NAILS @ 10"0.C. THROUGH BOTTOM PLATE THROUGH BOTTOM PLATE USE(2)16d(.162 0)NAILS USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STUD ENDNAILED PLATE TO STUD 'j ATTACH SHEATHING W/16 GA.STAPLES ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND = UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND m USE MIN(9)16 GA.STAPLES THROUGH - USE MIN(9)16 GA.STAPLES THROUGH J >_ FULL HEIGHT SHEATHING INTO WALL STU Eh� FULL HEIGHT SHEATHING INTO WALL STUD (� L1J C) C) C� ~ E 16d NAIL TOENAILED @ 3"0.C. 16d NAIL TOENAILED @ 16"0.C. LLJ OR SIMPSON LTP4 @ 12"0.C. / OR SIMPSON LTP4 @ 72"0.C. ¢ oz CAI N (ON SITE BY SET CREW) (ON SITE BY SET CREW)--- LiJ ~ E 1/2"ANCHOR BOLTS TO BE 72"0.C. �@E 1/2"ANCHOR BOLTS TO BE 72"0.C. OR 5/8"ANCHOR BOLTS TO BE 72"0.C. Z OR 5/8"ANCHOR BOLTS TO BE 72"0.C. (MAXIMUM 1'-0"FROM CORNERS) 0 (MAXIMUM 1'-0"FROM CORNERS) _DETAIL F DETAIL H F= Q (FIRST LEVEL SIDEWALL 1 CONNECTIONS) (FIRST LEVEL ENDWALL 1 CONNECTIONS) /�/ �_ LL w LLJ Q n- USE 8d(.131 0)NAILS @ 10"0.C. USE 8d(.1310)NAILS @ 10"0.C. Z �0 THROUGH BOTTOM PLATE THROUGH BOTTOM PLATE o C) USE(2)16d(.162 0)NAILS USE(2)16d(.162 0)NAILS U LiJ ENDNAILED PLATE TO STUD ENDNAILED PLATE TO STUD 0 ch� Z ATTACH SHEATHING W/16 GA.STAPLES ATTACH SHEATHING W/16 GA.STAPLES W CD C) @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND - z cn W C) C)F-_ � USE MIN(9)16 GA.STAPLES THROUGH USE MIN(9)16 GA.STAPLES THROUGH w(� w FULL HEIGHT SHEATHING INTO WALL STU FULL HEIGHT SHEATHING INTO WALL STUD Qk o > o O Iw ? L.Li n w CD CD C , __j Q E5 (-) O w 16d NAIL TOENAILED @ 7"0.C. 16d NAIL TOENAILED @ 3"0.C. OR SIMPSON LTP4 @ 24"0.C. OR SIMPSON LTP4 @ 10"0.C. (ON SITE BY SET CREW) (ON SITE BY SET CREW)-- A & E SECTION FASTENING �9E 1/2"ANCHOR BOLTS TO BE 72"0.C. 3@E 1/2"ANCHOR BOLTS TO BE 72"0.C. OR 5/8"ANCHOR BOLTS TO BE 72"0.C. SCALE: 1/4" = 1'-0n OR 5/8"ANCHOR BOLTS TO BE 72"0.C. (MAXIMUM 1'-0"FROM CORNERS) SERIAL p/ORDER H PAGE p: (MAXIMUM 1'-0"FROM CORNERS) DETAIL F DETAIL H (FIRST LEVEL SIDEWALL 2 CONNECTIONS) (FIRST LEVEL ENDWALL 2 CONNECTIONS) 010477 'I! I STATE/TPIA APPROVAL STAMP R.A. OR P.E. STAMP NOTE:(6)NAILS PER SHINGLE MODULES B & F DETAILS : vfi ` 00000 NO -ROOF SHEATHING TO BE MIN.19/32"O.S.B.(UNBLOCKED),. FASTENED W/8d(.1310)NAILS @ 6"EDGE 12"INTERMEDIATE.SEE CALCULATIONS FOR � SHEATHING SUCTION FASTENING AT APPROPRIATE ZONES. h x r, ^ WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS 5/02/22 O FASTEN CEILING BAND TO EACH O v> TRUSS W/ 4 16d 1620 NAILS USE(1)8d(0.131"X2.5" TOENAIL EACH TRUS DUCATION LAW FOR ANY PERSON TO ALTER ANY S ON-SI TE CON N E(;Tf��IV I f E wj HI a/ � ( ) (• ) ) OCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ,p,L ON-SITE CONNECTIONS ARE 04 ,, Vi O(OR EQUAL CONNECTION FOR 467#) TRUSS TO TOP PLATE ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE WW U DIRECTION OFA LICENSED PROFESSIONALENGBJEER REQUIRED TO BE VEF?IFIE� S'T C/) 7 til UPLIFT CONNECTION r SE 8d(.1310)NAILS @ 16"0.C. TINE CONSTRUCTION SUPERVISOR ATTACH SHEATHING W/16 GA.STAPLES @ 2"0.C.. THROUGH DBL.TOP PLATE SEE PAGES RAFTER CALCS, SW1, SW2, TR6, (OR EQUAL CONNECTION OF 468 LBS.) USE(2)16d(.162 0)NAILS AND FND FOR ON-SITE CONNECTIONS SE5, N w a STUD TO TOP PLATE UPLIFT CONNECTION ENDNAILED PLATE TO STUD � USE MIN(15)16 GA.STAPLES THROUGH DETAIL. D FULL HEIGHT SHEATHING INTO WALL STUD DETAIL D ('TRUSS CONNECTIONS) �� N Li PLATE SPLICES SHALL BE MIN. 1'-0" W/(2)ROWS OF 16d(0.162"X 3.5")NAILS I �•( ii U FACE NAILED @ 4"0.C. U FLOOR DIAPHRAGM SHEATHING REQUIREMENTS 19/32"0.S.B.(UNBLOCKED)W/10d NAILS @ 6"0.C. USE 8d(.131 0)NAILS @ 10"0,.C. Q THROUGH BOTTOM PLATE USE 8d(.131 0)NAILS 10"0.C. * U EDGE/12"O.C.INTERMEDIATE @ USE(2)16d(.162 0)NAILS THROUGH BOTTOM PLATE ENDNAILED PLATE TO STUD USE(2)16d(.162 0)NAILS v DETAIL E JIUIJIU ;6VI ENDNAILED PLATE TO STUD o ATTACH SHEATHING W/16 GA.STAPLES @ 2"'O.C. ATTACH SHEATHING W/16 GA.STAPLES @ 2"0.C. (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT I j DETAIL G CONNECTION SECOND FLOOR STUD TO FLOOR BAND USE MIN(15)16 GA.STAPLES THROUGH SECOND FLOOR STUD TO FLOOR BAND U - USE MIN(15)16 GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL STUD J FULL HEIGHT SHEATHING INTO WALL STUD 16d NAILS TOE NAILED @ 4"O.C. 16d NAILS TOE NAILED @ 16"0.C. J OR SIMPSON LTP4 @ 13"0. C. z OR SIMPSON LTP4 @ 60"O.C.- MIN.FLOOR DIAPHRAGM SHEATHING REQUIREMENTS SHEAR CONNECTION \_ 04 a 19/32"0.S.B.(UNBLOCKED)W/10d NAILS @ 6"0.C. DETAIL H ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. �� „ J�u SHEAR CONNECTION z EDGE/12"0.C.INTERMEDIATE (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND N (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION ^ boJU J J SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND DETAIL F Ico - ATTACH SHEATHING W/16 GA.STAPLES ATTACH SHEATHING W/16 GA.STAPLES '- @ 3"0.C.(OR EQUAL CONNECTION OF 2811 LBS.) SE 8d(.131 0)NAILS @ 16"0.C. @ 3"O.C.(OR EQUAL CONNECTION OF 281 LBS.) UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND THROUGH DBL.TOP PLATE UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND USE MIN(9)16 GA.STAPLES THROUGH USE(2)16d(.162 0)NAILS USE MIN(9)16 GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL STfUD DETAIL E ENDNAILED PLATE TO STUD FULL HEIGHT SHEATHING INTO WALL STUD DETAIL G USE(2)16d(.162 0)NAILS ' c ENDNAILED PLATE TO STUD (SECONID LEVEL SIDEWALL 1 CONNECTIONS SECOND LEVEL ENDWALL 1 CONNECTIONS) a� USE 8d(.131 0)NAILS @ 10"0. C. k THROUGH BOTTOM PLATE USE 8d(.1310)NAILS @ 10"0.C. T'. ' USE(2)16d(.162 0)NAILS THROUGH BOTTOM PLATE ENDNAILED PLATE TO -- USE 2 16d .162 0 NAILio STUD ( ) ( ) ENDNAILED PLATE TO STUD- "" ATTACH SHEATHING W/16 GA.STAPLES @ 2""O.\ ATTACH SHEATHING W/16 GA.STAPLES @ 2"O.C. (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT \ , (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT CONNECTION SECOND FLOOR STUD TO FLOOR PAN.) CONNECTION SECOND FLOOR STUD TO FLOOR BAN USE MIN(15)16 GA.STAPLES THROUGH'- SECTION DOWN SECTION DOWN FULL HEIGHT SHEATHING INTO WALL STUD �� USE MIN(15)16 GA.STAPLES THROUGH 16d NAILS TOE NAILED @ 15"C).C. FULL HEIGHT SHEATHING INTO WALL STUD 16d NAILS TOE NAILED 16"O.C. SIDEWALL ENDWALL OR SIMPSON LTP4 @40"0.IC• { Z OR SIMPSON AILED 016"0. SHEAR CONNECTIONTP4 o ATTACH SHEATHING W/16 GA.STAPLES @ 3"O.C. SHEAR CONNECTION N (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION E ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C. J SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND-_ (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION j SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND y ATTACH SHEATHING W/16 GA.STAPLES@ 3"O.C.(OR EQUAL CONNECTION OF 281 LBS.) - SE 8d(.131 0)NAILS @ 16"0.C. ATTACH SHEATHING W/16 GA.STAPLES UPLIFT CONNECTION FIRST FLOOR STUD TO CEIILING BAND - THROUGH DBL.TOP PLATE @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) USE MIN(9)16 GA.STAPLES THROUGH USE(2)16d(.162 0)NAILS UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND- FULL HEIGHT SHEATHING INTO WALL STUD ENDNAILED PLATE TO STUD USE MIN(9)16 GA.STAPLES THROUGH DETAIL E FULL HEIGHT SHEATHING INTO WALL STUD DETAIL G USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STUD (SECOND LEVEL SIDEWALL 2 CONNECTIONS) (SECOND LEVEL ENDWALL 2 CONNECTIONS) o USE 8d(.1310)NAILS @ 10"0.C. USE Sd(.131 0)NAILS @ 10"O.C. �> THROUGH BOTTOM PLATE THROUGH BOTTOM PLATE 0-) `nLo USE(2)16d(.162 0)NAILS USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STUD ENDNAILED PLATE TO STUD ATTACH SHEATHING W/16 GA.STAPLES @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) ATTACH SHEATHING W/16 GA.STAPLES UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) USE MIN(9)16 GA.STAPLES THROUGH - UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND m FULL HEIGHT SHEATHING INTO WALL STU USE MIN(9)16 GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL STUD W o O 16d NAIL TOENAILED @ 3"0.C. 16d NAIL TOENAILED @ 16"O.C. U w J OR SIMPSON LTP4 @ 12"O.C. F >- �0 w OR SIMPSON LTP4 @ 72"0.C. < 7 O CL (ON SITE BY SET CREW) (ON SITE BY SET CREW) LiJ cn cn -I--- 1/2"ANCHOR BOLTS TO BE 72"O.C. 1/2"ANCHOR BOLTS TO BE 72"0.C. OR 5/8"ANCHOR BOLTS TO BE 72"0.C. OR 5/8"ANCHOR BOLTS TO BE 72"O.C. (MAXIMUM 1'-0"FROM CORNERS) (MAXIMUM 1'-0"FROM CORNERS) DETAIL F DETAIL H C D FIRST LEVEL SIDEWALL 1 CONNECTIONS) (FIRST LEVEL ENDWALL 1 CONNECTIONS) � � o � W Q z O USE 8d 0)NAILS @ PLATE C. USE 8d(.1310)NAILS @ 10"O.C. u` THROUGH BOTTOM PLA THROUGH BOTTOM PLATE C) = U USE(2)16d(.162 0)NAILS USE(2)16d(.162 0)NAILS U U-) W ENDNAILED PLATE TO STUD ENDNAILED PLATE TO STUD Z ATTACH SHEATHING W/16 GA.STAPLES ATTACH SHEATHING W/16 GA.STAPLES Q O @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) LLJ m CL J UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND - UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND Z O O w d USE MIN(9)16 GA.STAPLES THROUGH USE MIN(9)16 GA.STAPLES THROUGH � FULL HEIGHT SHEATHING INTO WALL STU W � ! LLJ LL z I� <(DwC/� FULL HEIGHT SHEATHING INTO WALL STUD w Q Q o O w DLO W u� rr - O 16d NAIL TOENAILED @ 7"0.C. / 16d NAIL TOENAILED @ 3"0.C. OR SIMPSON LTP4 @ 24"O.C. OR SIMPSON LTP4 @ 10"0.C. (ON SITE BY SET CREW) (ON SITE BY SET CREW) B & F SECTION FASTENING 1/2"ANCHOR BOLTS TO BE 72"0.C. �9E 1/2"ANCHOR BOLTS TO BE 72"0.C. OR 5/8"ANCHOR BOLTS TO BE 72"O.C. SCALE: 1/4' = 1'-O" OR 5/8"ANCHOR BOLTS TO BE 72"O.C. (MAXIMUM 1'-0"FROM CORNERS) SERIAL #/ORDER # PACE #: (MAXIMUM 1'-0"FROM CORNERS) DETAIL F DETAIL H FIRST LEVEL SIDEWALL 2 CONNECTIONS) (FIRST LEVEL ENDWALL 2 CONNECTIONS) 010477 0t I STATE/TNA APPROVAL STAMP R.A. OR P.t tA;''=� NOTE:(6)NAILS PER SHINGLE r. Quo 00 00 N O / ROOF SHEATHING TO BE MIN 19/32"O.S.B.(UNBLOCKED) 'S FASTENED Wl8d(.1310)NAILS @ 6"EDGE 12"INTERMEDIATE.SEE CALCULATIONS FOR t 1`•, ti- r""I U SHEATHING SUCTION FASTENING AT APPROPRIATE ZONES. aid QI d. 5/02/22 WARNING IT A VI OLATION 'S IOLATION OF ARTICLE 145 OF THE NYS "`/C)EDUCATION LAW FOR ANY PERSON TO ALTER ANY ON-SITE CONNECTION REQUIRED DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ALL ON-SITE CONNECTIONS A P E ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE r 0"J{ I DIRECTION REQUIRED TO BE VERIFIED B?' C/1 '� DETAIL O TI4E CONSTRUCTION SUPERVISOR O TOP PLATE SPLICES SHALL BE MIN.T-0" SEE PAGES RAFTER CALCS, SW1, SW2, TR6, MIN.FLOOR DIAPHRAGM SHEATHING REQUIREMENTS W/(2)ROWS OF 16d(0.162"X 3.5")NAILS SE5, AND FND FOR ON-SITE CONNECTIONS 19/32"0.S.B.(UNBLOCKED)W/10d NAILS @ 6"0.C. DETAIL R FACE NAILED @ 4"0.C. FASTEN CEILING BAND TO EACH (n EDGE 112"O.C.INTERMEDIATE TRUSS W/(4)10d(.1310)NAILS USE(1)8d(0.131"x 2 5")TOENAIL EACH TRUSS (OR EQUAL CONNECTION FOR 467#) TRUSS TO TOP PLATE UPLIFT CONNECTION iEMU ATTACH SHEATHING W/16 GA.STAPLES @ 2"0 C. SE Bd(.131 0)NAILS @ 13"O.C. HI;- - ---- (OR EQUAL CONNECTION OF 468 LBS.) THROUGH DBL.TOP PLATE DETAIL P ]°°L VV STUD TO TOP PLATE UPLIFT CONNECTION USE(2)16d PLATE T NAILS U USE MIN(15)16 GA.STAPLES THROUGH ENDNAILED PLATE TO STUD z FULL HEIGHT SHEATHING INTO WALL STUD I O DETAIL O MIN.FLOOR DIAPHRAGM SHEATHING REQUIREMENTS USE 8d(.1310)NAILS @ 10"O C. ✓TRUSS CONNECTIONS) U a 19/32"0.S.B.(UNBLOCKED)W/10d NAILS @ 6"0.C. DETAIL S THROUGH BOTTOM PLATE - ---- EDGE/12"O.C.INTERMEDIATE USE(2)16d(.162 0)NAILS j U ENDNAILED PLATE TO STUD �` O.a ATTACH SHEATHING W/16 GA.STAPLES @ 2"O.C. (4)3/8"DIA.TOESCREWS (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT ALONG MATE WALL[62"O C.)(MIN. wU CONNECTION SECOND FLOOR STUD TO FLOOR BAND = 1"PENETRATION IN LAST BAND) DETAIL Q USE MIN(15)16 GA.STAPLES THROUGH l O s71 FULL HEIGHT SHEATHING INTO WALL STUD L 1 16d NAILS TOE NAILED @ 6-0.C. 11��11 BLOCKING:FOR BASIC WIND EEDS GREATER THAN 90 mph, OR SIMPSON LTP4 @ 20"0.C. z I A O BLOCKING AND CONNECTIONS SHALL BE PROVIDED,AT PANEL EDGES SHEAR CONNECTION �� Z � PERPENDICULAR TO FLOOR FRAMING MEMBERS IN THE FIRST TWO ATTACH SHEATHING W/16 GA STAPLES @ 3"O.C. BAYS OF FRAMING,AND SHALL BE SPACED AT A MAXIMUM OF 4 FEET 0.C. (OR EQUAL CONNECTION OF 281 LBS.)UPLIFT CONNECTION AS PER SECTION 2.3 5 FLOOR DIAPHRAM BRACING OF THE 2001 WFCM SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND FASTEN BLOCKING WITH(2)8d NAILS TOE NAILED EACH END OF BLOCKING AS PER TA LE 3.1 OF THE 2001 WFCM. ATTACH SHEATHING W/16 GA.STAPLES 5.:`• .. .. @ 3"0.C.(OR EQUAL CONNECTION OF 281 LBS.) E Bd(.131 0)NAILS @ 13"S O C THROUGH DBL.TOP PLATE UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BAND a ,<;,s y„.-' ,,, I., •,,{ USE MIN(9)16 GA.STAPLES THROUGH USE(2)18d(.162 0)NAILS ° .: ,• FULL HEIGHT SHEATHING INTO WALL STUD DETAIL P ENDNAILED PLATE TO STUD DETAIL R (SECOND LEVEL SIDEWALL 1 CONNECTIONS) (SECOND LEVEL MODULE TO MODULE SECTION DOWN CONNECTION ALONG MATEWALL) SIDEWALL USE 8d(.1310)NAILS @ 10"O.C. THROUGH BOTTOM PLATE USE(2)16d(.162NAILS ENDNAILED PLATE TO TO STUD ' ATTACH SHEATHING W/16 GA.STAPLES @ 2"D.C. (OR EQUAL CONNECTION OF 468 LBS.)UPLIFT CONNECTION SECOND FLOOR STUD TO FLOOR BAND USE MIN(15)16 GA.STAPLES THROUGH J[ FULL HEIGHT SHEATHING INTO WALL STUD �u 16d NAILS TOE NAILED @ 5"O C \�T OR SIMPSON LTP4 @ 17"O.C. z SHEAR CONNECTION ATTACH SHEATHING W/16 GA.STAPLES @ 2"O.C. (OR EQUAL CONNECTION OF 281 LBS)UPLIFT CONNECTION SECOND FLOOR BAND TO FIRST FLOOR CEILING BAND ATTACH SHEATHING W/16 GA.STAPLES @ 3"0 C.(OR EQUAL CONNECTION OF 281 LBS) SE 8d(131 0)NAILS @ 13"O.C. SIMPSON CS14 STRAP w/(24)8d J UPLIFT CONNECTION FIRST FLOOR STUD TO CEILING BANJO _ THROUGH DBL.TOP PLATE USE MIN(9)16 GA.STAPLES THROUGH USE(2)16d(.162 0)NAILS NAILS EACH END OF STRAP (OR EQUAL CONNECTION OF 1991#) FULL HEIGHT SHEATHING INTO WALL STUD-- DETAIL P ENDNAILED PLATE TO STUD (SECOND LEVEL SIDEWALL 2 CONNECTIONS) i SIMPSON CMSTC16 STRAP w/(36)10d NAILS EACH END OF STRAP (OR EQUAL CONNECTION OF 2900#) USE 8d(.1310)NAILS @ 10"0 C. THROUGH BOTTOM PLATE 1, USE(2)16d(.162 0)NAILS ENDNAILED PLATE TO STUD WS ATTACH SHEATHING W/16 GA STAPLES (G 3/8"DIA.WALL [48" C.] ENDWALL MODULE TO MODULE 03"0.C.(OR EQUAL CONNECTION OF 281 LBS.) ALONG MATE WALL[48"OC.](MIN. _ UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND 1"PENETRATION IN LAST BAND)- USE MIN(9)16 GA.STAPLES THROUGH I FULL HEIGHT SHEATHING INTO WALL STUD 0\\ W/ 16d NAIL TOENAILED @ 3"O C. (n(_0 OR SIMPSON LTP4 @ 13"O C. (ON SITE BY SET CREW) d Z 1/2"ANCHOR BOLTS TO BE 72"0.C. OR 5/8"ANCHOR BOLTS TO BE 72"0.C. DETAIL S (MAXIMUM V-0"FROM CORNERS) DETAIL Q (MODULE TO MODULE CONNECTION � (FIRST LEVELL SIDEWALL 1 CONNECTIONS) m FASTEN SHEATHING TO RIMBAND W/ ALONG MATE WALL (1)ROMOF 8d(.1310)NAILS @ 3"O.C. �- Q W CD USE 8d(.1310)NAILS @ 10"O.C. U J u/ THROUGH BOTTOM PLATE Fw}- 3:� L,L USE(2)16d(.162 0)NAILS ? O N a N ENDNAILED PLATE TO STUD (� ATTACH SHEATHING W/16 GA.STAPLES @ 3"0 C.(OR EQUAL CONNECTION OF 281 LBS) UPLIFT CONNECTION FIRST FLOOR STUD TO FLOOR BAND USE MIN(9)16 GA.STAPLES THROUGH FULL HEIGHT SHEATHING INTO WALL STUD O 0 Q 16d NAIL TOENAILED @ 8"0.C. / U O OR SIMPSON LTP4 @ 24"0.C. =D Z (ON SITE BY SET CREW) < 1/2"ANCHOR BOLTS TO BE 72"0.C. LLJ OR 5/8"ANCHOR BOLTS TO BE 72"O.C. Z I u� (MAXIMUM V-0"FROM CORNERS) DETAIL YI = U (FIRST LEVEL_SIDEWALL 2 CONNECTIONS) _U u� W FASTEN SHEATHING TO RIMBAND W/ _J (1)ROW OF 8d(.1310)NAILS @ 3"0.C. LD Q CD LLJ M n J CD n L J C) � W L�J LL CENTER SECTION FASTENING SCALE: 1/4" T-OA SERIAL #/ORDER # PAGE #: rt 0 10477 oE7 I STATE/TPIA APPROVAL STAMP R.A. OR �.-v"%TA' ... a '`• NOTE: (6) NAILS PER SHINGLE , �) i t{, Cl Q O�0 OO4 C) ROOF SHEATHING TO BE MIN. 7/16" O.S.B. (UNBLOCKED) d- FASTENED W/ 8d (.131QJ) NAILS @ 6 EDGE / ►` } �- �1" ;..� , U 12" INTERMEDIATE. SEE CALCULATIONS FOR !!0 SHEATHING SUCTION FASTENING AT APPROPRIATE ZONES. ��/''fir � � 5/02/22 �w 0 WARNING IT L A VIOLATION OF ARTICLE LT OF THE NYS *O n _SITE r O N n I C C II O^I D E Q I D C D /1 04 1 EDUCATION LAW FOR ANY PERSON TO ALTER ANY *ON—SITE I CONNECTION V L I V REQUIRED I\L U F-�1 \ DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL 'Z ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE ALL ON-SITE CONNECTIONS ARE 0 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER FEQUIF-El) TO SE VERIFIED B� on THE CONSTRUCTION SUPEPVISOR C) Q N w a w DETAIL A I ° _ TOP PLATE SPLICES SHALL BE MIN. 1'-0" U Q W/ (2) ROWS OF 16d (0.162" X 2.5") NAILS _ oa FACE (WAILED @ 4" O. C. U) DETAIL C DETAIL B o 00 o qo 0 0joc 0 0 SECTION DOWN . CD _ SIDEWALL U-) CL C) USE (1) 8d (0.131 X 2.5") TOENAIL EACH SECTION DOWN TRUSS TRUSS TO TOP PLATE EN DWALL SIMPSON H3 W/ (8) 0.131" x 1.5" NAILS EACH TRUSS USE 8d (.131 O) NAILS @ 16" O. C. USE 8d (.131 0) NAILS @ 10" O. C. (OR EQUAL CONNECTION FOR w �' THROUGH DBL. TOP PLATE THROUGH BOTTOM PLATE 187#) UPLIFT CONNECTION Q N o � SIMPSON H8 W/ (10) .148" X 1.5" NAILS o (OR EQUAL CONNECTION OF 187 LBS.) UPLIFT CONNECTION FIRST FLOOR STUD TO BOTTOM PLATE o� d- w> w USE (2) 16d (.162 0) NAILS END NAILED � �C-0 PLATE TO STUD DETAIL A 00JRUSS 0 0 CONNECTIONS) c; - -- m J U Q o MIN. (1) 5/8" ANCHOR BOLTS EACH U Lio USE 8d (.131 0) NAILS @ 10" O. C. USE 8d (.131 0) NAILS @ 10" O. C.—\ WALL SEGMENT � N z C) �N THROUGH BOTTOM PLATE THROUGH BOTTOM PLATE (MAXIMUM 1'-0" FROM CORNERS) LL DETAIL C SIMPSON H8 W/ (10) .148" X 1.5" NAILS (FIRST LEVEL ENDWALL CONNECTIONS) Q SIMPSON H8 W/ (10) .148" X 1.5" NAILS (OR EQUAL CONNECTION OF 187 LBS.) � o (OR EQUAL CONNECTION OF 187 LBS.) UPLIFT CONNECTION FIRST FLOOR w UPLIFT CONNECTION FIRST FLOOR STUD TO BOTTOM PLATE ` z CDN C)STUD TO BOTTOM PLATE = o 00 o :t zF— cnLn W LL � � �O _j Cn w(_c) LLJ LL m d- — Q_ Q o� �� a� w� JW o� BCD ocf) Q- — Jo 1/2" ANCHOR BOLTS TO BE 72" O. C. _ OR 5/8" ANCHOR BOLTS TO BE 72" O. C. 1/2" ANCHOR BOLTS TO BE 72" O. C. (MAXIMUM 1'-0" FROM CORNERS) OR 5/8" ANCHOR BOLTS TO BE 72" O. C. GARAGE SECTION FASTENING (MAXIMUM 1'-0" FROM CORNERS) DETAIL B DETAIL B 1 SERIAL #/ORDER # SCALE: 3/8' = l'-0° PAGE a: (FIRST LEVEL SIDEWALL 1 CONNECTIONS) FIRST LEVEL SIDEWALL 2 CONNECTIONS) 010477 S E I STATE APPROVAL STAMP R A. OR 8 ' - 6 " CEILING HEIGHT 0 SHIPLOOSE PIPES BUILDER TO RUN CONNECTIONS ON — STE 14Qo"o 12 513/16"0 5 13/16 �2 �2 SHIPLOOSE OVERHANG BLOCKS c u SHIPLOOSE EXTENSIONS ,0787 00 5/02/22 wo^w WARNING IT 13 A VIOLATION OF ARTICLE 145 OF THE NYS 11 1/2" —1 LOW PROFILE TIRES ( UNITS A , B ) C7 D 11 ) EDUCATION LAW FOR ANY PERSON TO ALTER ANY -*ON-SITE CONNECTION REQUIRED DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ALL ON-SITE CONNECTIONS ARE 10" OVERHANG BLOCK GUSSET PLATE ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER REQUIRED TO BE VERIFIED Bi THE CONSTRUCTION SUFEFRV15OR 0 CD LF) 9 1/4" 0 CHORD BLOCK z u _j u D o a 2 1 0 0 20 0 2x4 LLJ 2x6 2x6 SYP#2 6'-6 \ \ N CD DO 00 -4- 12 c"i 12 = zttz L�J: a_ CL 7 >- >- cf) 6'-0" 6'-0" 7 T 00-) x C�A orb l'-6 S/L SHEATHING 1'-6" S/1- SHEATHING J=j CD 2x10 SYP#2 MID SYP#2 u� L'j (D a_ = cn U) LIO- C/-) 31'-6" CD R- Irr LLJ CD U-) CD 7/12 3 11-6 " WIDE GOOD T #GSL 161, osce C) I--- C/-)Lf-) LLJ L i z r-- C D I�j Li CD �� D- CD C) TORAGE RAFTER L1J ALL �� 31'-6" WIDE 7/12 RAFTER SCALE: 1/2" = 1'-0' THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED SERIAL #/ORDER PAGE #: NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. 0*10477 TR-1 STATE APPROVAL STAMP R A. OR '.t�N1k AI Pfl CONNECTION : A- 2 CONNECT M : A- 1 0 00 oc) U tad tu 1 1 /2" X 26GA. STRAP @ 16" O.C. 0 USE 1 -16D NAIL INTO END 4 u \�W 2-10D NAILS EACH END GRAIN EACH END 0/117 OR AND - t'.J�q<01 5/02/22 W/2-16GA. STAPLES EACH END ------- USE 10D NAILS @ 24 O.C, WARNING NG:IT 13 A VIOLATION OF ARTICLE 145 OF THE NYS 0 -A. ON-SITE CONNECTION REQUIRED THROUGH PLATES EDUCATION LAW FOR ANY PERSON TO ALTER ANY 04 ALTERNATE DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL 41-1- ON-SITE CONNECTIONS AREz 0 ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE -) < 0 • .. r ) CONNECTION : B- 1 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER REOUIFEC) TO SE VEPIFIE1 B'T- C THE CONSTRUCTION SUPERVISOR c USE 2-81D NAIL EACH END OF IX4 USE 3-6D NAILS THROUGH SHEATHING OR 177- \\�' U S E 4-16GA. STAPLES THROUGH SHEATHING Li ---- \ �' 0 -CONNECT ON : B- 2 u < _j u USE 1 -16D NAILS TOENAILED EACH END 0a CONNECTION - C AND L * USE 10D NAILS (9 24" O.C. THROUGH PLATES ) CONNECTION : E USE 5-16D NAILS EACH END* owl USE 1 -3/8" BOLT PLUS AND USE (2) 0.131 " xJ" TOENAILS --\ USE 2-16D NAILS THROUGH CHORD BLOCK --------- - >- 3-15D NAILS PER GUSSET EACH SIDE FROM CHORD BLOCK TO PLATE m • OR 4-16GA. STAPLES PER GUSSET EACH SIDE CONNECTION : D CONNECTION: A-112 " 7-6D NAILS PER GUSSET EACH SIDE 1 1 /2 X 26GA. STRAP OR W/3-10D NAILS EACH END u� CD 8-16GA. STAPLES PER GUSSET EACH SIDE A\ OR L'J CONNECTION: B-112 W/4-16GA. STAPLES EACH END CONNECTION: C - CONNECT ON : F USE (2) 0.131 " x3" END GRAIN NAILS FROM PLATE TO STUD * USE 7-6D NAILS THROUGH DECKING EACH SIDE --- 1f N OR USE 1 1 /2" X 20GA. STRAP \ W/3-10D NAILS EACH END C) OR z USE (2) 0.131 " x3" TOENAILS W/7-16GA. STAPLES EACH END FROM BOTTOM CHORD TO PLATE >< LLJ 0 \ �� CONNECTION: E CONNECTION: F UPLIFT CONNECTION U-) �1- C) C-) P-- LLJ� U-) UPLIFT CONNECTION LLJ (n U) cn 0 u C) CD _j LL-j < u� rr- 11 Lj CD I� ---------- DUPS ET CONNECTIONS <c o �L I-- UPLIFT CONNECT 7/12 3 1 '-6 " E O 20#GSL 16 " O . Co �L-L-j M EL 1 112" X 26GA. STRAP C) C)I LLJ CD 1 1 /2" X 26GA. STRAP u'L' LLJ LL-i Lj- C W/3-10D NAILS EACH END 0:� -0 -10D NAILS EACH END W/2 C) Li-i CD 11� (-D o U-) a� 0 OR TORAGE RAFTER OR I< W/5-16GA. STAPLES EACH END W/2-16GA. STAPLES EACH END EACH SIDE OF MATE WALL 7/12 RAFTER CONNECTIONS SCALE: 1/2" = T-O" SERIAL #/ORDER # PAGE#: THIS TRUSS DESIGN MAY BE USED FOR LESSER SPANS PROVIDED 0*10477 TR2 , NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. I u STATE APPROVAL STAMP R A OR N 8 ' G " CEILING HEIGHT CONNECT ON : A- 2 - SH PEOOSE PIPES BUILDER TO RUN CONNECTIONS ON — SITE -"--- � � NN ° SB P �OOSE OVERHANG BLOCKS \ 1 1 /2" X 26GA, STRAP @ 16" O.C. ��,� '11 � � d �+ U (0.131x2.5 ) NAILS EACH END �� 7i1;r SH P OOSE EXTENS ONS �> �,-�W/2-81D\; OR �'�'c}� � .��'� 5/02/22 o^w 9 9 " W/2-16 G A.x 2.5' x 7/1 6" STAPLES EACH END WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS 0 LOW PROFILE T R E S ( UNITS A B C D ---' EDUCATION LAW FOR ANY PERSON TO ALTER ANY ON-SITE CONNECTION REQUIRED Q ai 9 9 9 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ALL ON-51 TE CONNECT IONS ARE ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE RE OLa I RE D TO BE VER D IFIE 5T con CONNECTION : A— 1 I DIRECTION OF A LICENSED PROFESSIONAL ENGINEER T � Fv�l CONNECT \N : B _ 1 HE CONSTRUCTION SUPERVISOR Q USE 2-16D (0.162"x3.5") NAIL USE 5-8D (0.131 %2.5") NAILS THROUGH SHEATHING `n 1 INTO END GRAIN, EACH END OR \ AND US 8-16GA.x2.5%7/16" STAPLES THROUGH SHEATHING c, USE 10D (0.1 48 x3 ) NAILS W @ 16" O.C. THROUGH PLATES CONNECTION : B- 2 4, ° �' U � USE 2-16D (0.162"x3.5") NAILS THROUGH EACH �u CONNECT ON : E ---- RAFTER INTO FLIP PLATE, ENDGRAIN PLUS _ oa ;, L30 ANGLE w/(4) 0.14 x1 .5 NAILS w 1 \ AND ° USE 10D (0.148%3") NAILS @ 8" O.C., I Z, USE 1 -3/8" GR. 5 BOLT PLUS �� ' THROUGH RIDGE BEAM PLYS --- * 2-8D (0.131%2.5)") NAILS PER GUSSET EACH SIDE - • OR USE (2) 0.131 x3" TOENAILS A 3-160A.x2.5 x7/16 STAPLES PER GUSSET EACH SIDE FROM RAFTER TO PLATE m • CONNECT ON : D • 5-8D (0.131 "x2.5") NAILS PER GUSSET EACH SIDE 1 1 /2" X 26GA. STRAP 6 7/16" --- OR USE 2-16D NAILS-1 THROUGH CHORD BLOCK W/3-8D (0.131 x2.5„) NAILS, 7-16GA.x2.5"x7/16" STAPLES � � EACH END Q 2��srp#2 ,\ PER GUSSET EACH SIDE - OR 5 13/16 \ \ \� oR2x� s,8„ W/3-16GA.x2.5"x7/16" STAPLES, I , EACH END Q `? \�\ 6\ USE (2) 0.131 " x3" END GRAIN "---- 2' NAILS FROM PLATE TO STUD CIC�NN' CT ON : C --__ i 10" OVERHANG BLOCK GUSSET PLATE \yA#, 8s /46 USE 5-10D (0.148 x3 ) NAILS i N o 1 THROUGH TIE INTO RAFTER EACH END N � 2 6 W ,0) \ ^�� ° CONNECTION: A-1 /2 USE (2) 0.131 " x3" TOENAILSE 2x4 \ C\ \ FROM BOTTOM CHORD TO PLATE 2x4 '\(9,s� \� \C\' CONNECTION: B-1 /2 _ 76' gsi CONNECTION: C �;�\��\"-- ti 2x6 \ 2° OV 2x6 S P#2 \ Li 12 12 / - �\, \ v)� 1 � CO \ \ _00 cn _D I 7 o N c \ CO��NECTION: E N I � U UPLIFT CONNECTION \ \ i w o \ 2x10 SYP#2 Ol U Lj O� zON f- 6" S/L Ln (n SHEATHING 6" S/L SHEATHING W 10" 4'-1 1/4" 5_0" 4'-1 1/4" 10" UPE FT CONNECTIONS 13'-2 1/2° 1 1 /2" X 26GA. STRAP o 0 W/2-8d (0.131 "x2.5") NAILS EACH END CD_�-- OR W/2-16GA.x2.5"x7/16" STAPLES EACH END v \ ch o R-2 -" o = �U u/ 7/12 13 '-2 1/2" WIDE GOOD TO 20#GSL 16 " OOCO LLJ z — cn Ln LLJ LL_ I\ O v� ;c� LLw I-o LL_ --I- � w QLLJ c� \ z o�STORAGE RAFTER IS-2 1/2" WIDE 7/12 RAFTER SCALE: 1/2" = 1'-0' & CONNECTIONS THIS TRUSS DESIGN MAY RE USED FOR LESSER SPANS PROVIDED SERIAL #/ORDER N PAGE y:� p NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTION ARE AS SPECIFIED. C)-�10477 , r,_3 STATE APPROVAL STAMP R A ORN � } 4-. s? :f is:^Sg /� 05/02/22 WARNING 'T IS A VIOLATION OF ARTICLE 145 OF THE NYS O N-J I T E CONNECTION REQUIRED �1 0 O H EDUCATION LAW FOR ANY PERSON TO ALTER ANY I-1 FF-i DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ALL ON-SITE CONNECT IONS ARE ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PR P.E QU I PE D TO 8E VEP.I F I E D B1OFESSIONAL ENGINEER ] •• u THE CONSTFRUCTION SUf=EfRVI5OF, w SH P OOSE CLEAR SPAN GARAGE TRUSSES � ° U � _j u oD .1 (� 0.) TRJcJNS P2106401 J VERSAL I � U CONNECT ON : A m 12 12 *USE SIMPSON H2.5A TWIST STRAP w/5-0.131"x2 1 /2" NAILS, EACH END -/ \\ CONNECTION: A FROM TRUSS TO WALL PLATE \--- Y i CD � o H 2.5A H2.5A ___ Q 10" 13'-2 1/2" 10" N F-- N LLJ �\ w ~ w J o CD v- J cn Q w a \ j c7 6, I orn 0 W� W (3) c/)� L� 07 � J � W V ¢ � C) cf)� cn �N U-) 0 0 � Q U o 0 RCL J— 3 F— W Q U� cl� o "' O = LLjU (� 5/12 13 '-2 1/2" T # L - IDEGOOD �w w °� L o ol-- w� �� w � =I\ �o Ij w� W �L� cr� z PANELIZED GARAGE MONO TRUSS �� w� z Q 13'-2 112" WIDE 5/12 MONO TRUSS & CONNECTIONS SCALE: 1/2" = T-0" SERIAL #/ORDER # PAGE #. THIS TRUSS DESIGN MAY BE USED FOR LESSER BRAINS PROVIDE® 0*10477 TR4 , NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. I I �, ry,.,.n4.aa•.,.eEaa STATE APPROVAL STAMP R,A OR P 'ST(,l 0 1U 00 °O N U Y y AS ' 12 5/02/22 o M W •v:pasr. �„� WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS / / ^ O \ EDUCATION LAW FOR ANY PERSON TO ALTER ANY *O N—SITE CONNECTION REQUIRED M� l� o DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL 4L L ON-51 T E CONNECTIONS A{RE Or � ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE P.E Q U I P.E D TO B E V E f`F I E D B 1 C/1 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER Iv-I �C O N N E C T O N . /--� THE CONSTRUCTION SUPEF:vISOh? x � w NWp., USE 5-16GA. STAPLES THROUGH 10 GUSSETT EACH SIDE THROUGH TOP CHORD/KNEE WALL _ � sV) - \ U � i CONNECTION : B � W o \ / USE 4-1 6GA. STAPLES THROUGH / GUSSETT EACH SIDE THROUGH /" _ \ CONNECTION : C u / (3) 16d NAILS AT EACH STUD BOTTOM CHORD/KNEE WALL O / PER 2020 RCNYS TABLE R602.3(1) - - USE 4-16GA. STAPLES � / T PER GUSSETT EACH SIDE m 2x4 BLocKINc / / CONNECTION: A _ _ 1 / UPLIFT CONN. #3 - 12 I I 12 CDQ Zx6 SpF 5 USE H2.5A FASTENER \�� 5 _------------- 2 EACH JOIST TO HEADER USE 4-16GA. STAPLES w ----- 2x4 SPF#z PER GUSSETT EACH SIDE 2x6 2x4 SPF 2 SHIPLOOSE 2x2 ---- --_ 'CONNECTION: C \ 5'-0" 1 10" CONNECTION: B UPLIFT CONN. #1 (�} x8 SPF#2 I UPLIFT CONN. #2 BUILDER TO PROVIDE A STRAP W \ S/L HEADER TO WITHSTAND -368/-640 UPLIFT -------- 1 I SEE BM1 FOR LOADING LOCATIONS - UP FT CONN , # ~ I USE (3)16D NAILS (1)ON ONE SIDE AND 1 112 X 26GA. STRAP (2)ON OPPOSITE SIDE OF EACH RAFTER \ W/2-10D NAILS EACH END - \ PER 2020 RCNYS TABLE R602.3(1) OR v� I \ \ i W/2-16GA. STAPLES EACH ENDS N 1 < 1UPH FT CONN . #3 0 w 1 \ 1 1 /2" X 26GA. STRAP -_-- cn(-CD co W/2-10D NAILS EACH ENDCD -- -- �' INI OR G / W/2-16GA. STAPLES EACH END I I � 5-0" Q O --- " LW o I-__ 1 i w USE (3)16D NAILS OF EACH RAFTER =N �N PER 2020 RCNYS TABLE R602.3(1) UPLIFT CONN , #2 °- I I W ---------------- 1 1/2" X 26GA. STRAP -- W/2-10D NAILS EACH END o 0 1 I I OR I , L-� W/2-16GA. STAPLES EACH END i I I CIL, w ,_ Q U Cn F- 5/12 5 '-0" IDE - GOOD O 20#GSL 161, oec �z �. �W m CL G O oI� w� �I— nLn �O �L� �d ¢� PANELIZED GARAGE M TRUSS �� I-� w �w o� �� ocn �-� JO <5 Ll- 5-0" WIDE 5/12 PORCH RAFTER & CONNECTIONS SCALE: 1/2" = 1'-0" THIS TRUSS DESIGN MAY RE USED FOR LESSER SPANS PROVIDED SERIAL #/ORDER H PAGE p: e NO MEMBER HAS A GREATER LENGTH AND ALL CONNECTIONS ARE AS SPECIFIED. 010477 II , , I I STATE/TPIA APPROVAL STAMP R.A. OR P.E. STAMP„,,..> Quo pp cj k N N 13'-2%" 1" SPACE 20'-5" 1" SPACE 13'-2%" A'MODULE 'B'MODULE r on /02/22 �. WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NY3 5 EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ►+-� ENGWE LESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER 0-1 � � I O r�\ F+i Nwa 2x2 SPF#2 LEDGER 0.131"x3" NAILS @ 4" O.C. AND (5)0.131"x3" NAILS EACH JOIST 4, U � Q -j U V oa v � W0 o IPoo � � U U-) _a w o, m J n in ifl � in E O o � O 0 12'-7" 12'-7" o cz) CD (:D � o o��lli �ZC>, l u O m III HUC210-2 MMLU28-2 2x2 LEDGER = N Lei � N N _ Ili W o o U = N 2x8 LAY FLAT 6) orb z x N � i I I co O 3'-7Y" u - Q o o 9'-5$„ W U Cn }- �C) w 20'-5" Q o zN >-N L1J cn cn `— FLOOR RIM TO JOIST FLOOR RIM TO JOIST u' (5)0.131"x3" NAILS INTO ENDGRAIN (5)0.131"x3" NAILS INTO ENDGRAIN 0 0 O IJ_ J LiJ Q Q Z O un o = U U� f- -Dc=l > wL Q O r\ LLJ m o oI� wd zI— cnLn W IL o �cn w � W � � Qf -:t Q � �j o� �� 00 �, wW o� SCE oU� OR JO FLOOR FRAMING VG 1ST STORY FLOOR FRAMING 2X10 SYP#2 OR 2X10 SPF#2 JOISTS @ 16" O.C. (MODULE "A" & "Q") SCALE: 1/4' = T-0n 2X10 SYP#1 OR 2X10 SPF#2 JOISTS @ 16" O.C. (MODULE "C" & "D") SERIAL #/ORDER # PAGE ": IL— (UNLESS NOTED OTHERWISE) 0#10A77 STATE/TPIA APPROVAL STAMP R.A. OR p L. 00�A:'r'' N N U ' " tt i tr � Ny rO13'-2Y 20'-5" 13'-2% M 44 'E'MODULE F'MODULE t =f fart"" `�0 a a M vI 5/02/22 x O o w WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS in EDUCATION LAW FOR ANY PERSON TO ALTER ANY Q ra/ •/ O DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL FBI R3,UNLESS THE PERSON IS ACTING UNDER THE DIRECT! r DIRECT! N OF A LICENSED PROFESSIONAL ENGINEER Nwa cllj 2x2 SPF#2 LEDGER 0.131 x3 NAILS @ 4" O.C. o L N AND (5)0.131"x3" NAILS EACH JOIST N I o V) CDU ocn `/ N cD O J Q) X ry * U N Q YN - - - I - — o a -- — D c _- --_-- _--_- __ --____ -- - - ---- u, -- - ---- Tn 00 CD c"i N I w _ � O -- - - - � z o v> � -o v� - w 0 0 12'-8Y° l o 0 12'-8Y' I - - x I-- O o - -- N 12'-0 - - - cn v 8-5° o o Z _1 O 1-2x10 SPF#2 - PER MODULE 1-2x10 SPF#2 - PER MODUILE 0 O O w 7'-4° 13'-1" - = L x10 SPF#2 PER MODULE 1-2x1 SPF#2 - PER MODULE w EL w o QLn - `� all l II �'l Q0 - x III HUC210-2 MMLU28-2 I�I _ - - 2x2 LEDGER N —-- _- W \ Q N UA o J Q w c d w U7 I U Z� lf7 O O IZ I � c� o w N p r] z U N W C, O cn w .. d cn O co cv 0 co � I N I I m I 00 r7 �n m 4'-10 C/ o O 10'-6 4" U o O < FLOOR RIM TO JOIST FLOOR RIM TO JOIST (5)0.131"x3" NAILS INTO ENDGRAIN (5)0.131"x3" NAILS INTO ENDGRAIN O U O O w Q Li z O U' LLJU U-) F- Ln� Q O LW m a- — w ? O wfi f— cn Ln W L z(\ CD .-Li w C(D Li i L - ��wo C/D �� O /� � < u CD FLOOR FRAMING�1I 2ND STORY FLOOR FRAMING 2X10 SYP#2 OR 2X10 SPF#2 JOISTS @ 16" O.C. (MODULE "E" & "E") SCALE: 1/4' = l'-O' 2X10 SYP#1 OR 2X10 SPF#2 JOISTS @ 161) O.C. (MODULE )IG" & "H) SERIAL #ORDER # PAGE #: "F2 (UNLESS NOTED OTHERWISE) 0 10477 1111— t ,TATE/TPIA APPROVAL STAMP R.A. OR P.E. ST�MP 0 t-- C) 0 0-4 00 < r, ()o NU J, 0 (c uj r-.4 m 1" 0 13'-2Y2 1" SPACE 20'-5" 1" SPACE 13'-ZY2 'A'MODULE '5'MODULE 7 wl 0 > 5 0 2 2 WARNING IT IS A VIOLATION OF ARTICLE 145 OF THE NYS o EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT SEARS THE SEAL OF A PROFESSIONAL c ENGINEER UNLESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER IRE K�A co u') I CD 2x2 SPF*2 LEDGER -x �V C/)L� -lj a_ 0- co 0.131 "x3" NAILS @ 4" O.C. CD (D x AND (4)0.131 "x3" NAILS EACH JOIST -;- 4'- )/4 < _j u 0 0 > 531 'b C) CD X m (.0 (7) IT) T 9-5,V 2 CD 1-2x10 SPF#2 -1 1/2x9 1/4 LVL 1-2x10 SPF#2 7'-4 0 1-2x10 '3PF#2 1-1 1/ x /4 LVL zoo L I D C-1 III HUC21 -2 MMLU28-2� 2x2 LEDGER-\ Qua 12'-8J/2"12'-8oz� cal Y2" LL H o LL-i CD w prn c" c"I LU-) Ln CT) C/-)LL rL o LOCATED IN 2ND CD x 7 STORY CEILING cl� I I m CL 4'-10 8 12'-3,y4" 16' 3)/4" QCD O C/-) cn CEILING RIM TO JOIST / CEILING RIM TO JOIST (3)0.131 "x3" NAILS INTO ENDGRAIN (3)0.131 "x3" NAILS INTO ENDGRAIN �= < CD < CD u� CD C) o Cn Ln C-) U-) L'i U-) L-LJ L-L- =<— C:) LLJ [�:� -D u� 0 1ST STORY CEILING FRAMING SCALE: 1/4' l'-O' SERIAL #/ORDER # CEILING FRAMING PAGE #: 2XI0 SPF#2 PERIMETER 010A77 F 1 2X6 SPF#2 JOIST @ 16" O.C. * cr STATE/TPIA APPROVAL STAMP P.A. OR P.E. STAMP 0 CEILING RIM TO JOIST A, 00 U ,6 00 i (4)0.131 "x3" NAILS INTO ENDGRAIN 0 4 13'-ZY2 20'-5" 1 13'-2)/2 'E'MODULE F MODULE > s WARNING IT IS A'VIOLATION OF ARTICLE 145 OF THE NYS g 5/02/22 0 ir) EDUCATION LAW FOR ANY PERSON TO ALTER ANY 0 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER u � Ow N �� Nwa cn 2'-4Y4" 3,-8 7'-8 7'-9,4 r Li /Ir u u 3-1 1/2x9 1/4 LVL 3-1 1/2x9l/4 LVL 0 'x c, m Q0 '.0 C, 2 �-j E < � <0 2x2 SPF#2 LEDGER 13-2 8)/2 13'-2 m U7) 0 1 I/M 1/4 LVL 1-2x10 SPF - PER MODULE 1-1 1/2x9 1/4 LVL - PER MODULE 1 1/ - 0.131 "x3" NAILS @ 4" O.C. 2 4- 2x9 1 4 -Vl� J (.D AND (4 )0.131x3 L " L NAILS EACH JOIST 2 CL g, Ln Ln L'i (-o 2Y2" IL 3-1 1/2x9 1/4 LVL 3-1 1/2x9 114 LVL I I4 4- 17ri m 14'-10Y4" u� CD Q LL-1 13'-2,Y2" (/-) C (D .7:C"-� ll� cr) cn LLJ CEILING RIM TO JOIST U-) (4)0.131 "x3" NAILS INTO ENDGRAIN 0 CD Lj-� u� LLJ U-) -D n (:D C) o LLJ Ln L--LJ L- =F-- CD LLJ c0 Li-J LL- >-Ell = LLJ c) L�j:Z:4 =D c� un 0 2ND STORY CEILING FRAMING RAFTER FRAMING SERIAL #/ORDER # SCALE: 1/4' l'-O' PACE 2XI0 SYP#2 BOTTOM CHORD @ 16" O.C. "'ONF� 2 2X6 SPF#2 RAFTER @ 16" O, C. 0#10477 STATE APPROVAL STAMP R A. OR P EY ':i MP»,, Npr''r O 0000NU R A_ I .� `y i spa R,: tt '� U 0 78 7 61 $ w t 5/ G 02/22 x �j W \ `a\ WARN IN IT IS A VIOLATION OF ARTICLE 145 OF THE NYS o EDUCATION LAW FOR ANY PERSON TO ALTER ANY 2x6 SYP#2 OR 2x6 SPF#2 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL Zj rti QER THE r , / \ DIREENGCTION OF A LICENSED PROFESSIONAL ENNEER,UNLESS THE PERSON IS ACTING GINEER EER �\ v� c) acn N N \ 12 o o 12 7 7 I O ry N Q \ 0 JU * oa oa ---- two 2x10 SYP#2 OR 2x10 SPF#2 2x1C SYP#2 OR 2x10 SPF#2 2;x10 SYP#2 OR 2x10 SPF#2 2x10 SYP#2 OR 2x1O SPF#2 ul II I I � z � I i I Q FASTEN STRINGERS TO SUPPORTING C WALLS w/(1) SIVPSON SDWS2240ODB u� 0 SCREWS THRU STRINGER TO EACH S-7 1/8" INTERSECTING WALL STUD W 3'-2" \ 4'-5 3/4" ILsi ( \ \ 2WO SPI-#2 200 SPF#2 m __ I ----- ------ ------------ -------------- --- ------- ------------ 2x10 SPF#2 w/ 2x6 GILD JOIST 10'-6" ---------------------------------------- \ 200 SP F#2 w/ 2x6 CLG JOIST \ N 10 W \ 5'-7 S-2" \ \ \ 4'-0 9/16" 3" w a O 3'-7 7/8" wNa w U STAIR DATA W U� LANpIN1.0 O — FASTEN STRINGERS TO SUPPORTING I ANDING 9 RISER @ 7 WALLS w/(1) SIMPSOIN SDWS2240ODB 10 TREAA�S/ c,---o 2x10 \ SCREWS THRU STRINGER TO EACH 3 J v w INTERSECTING WALL STUD 2x10 1 1/8/NOSING 3'-6" \ STAIR DATA / � 10„ 9 RISER @ 7 3/8" / 6� o� \ 10" TREADSCl 1 1/8" NOSING / \ 3-778 in � m �— \ —� 9'-0 1/4" a \ U Q TS-2" \ � O \ S-2" -51/2" w 5' J � OCD w Qz zN � N — — \ 2x8 FLAT 2 x10 SPF#2 2x10 SPF#2 Cn ' W 3'-7 1� 7'-2 3/8� 4'-Il 1/2" 3'-7 1/8" 5'-10 1/4" I 9'-5 /8" / / � Q =�D STA — — o ^I W Q NOT POVIDED BY ICON INSTALLATIONIRS DONE ONRSITE BY OTHERS — — — BASEMENT STARS ON SITE � / � 0 � AND SUBJECT TO INSPECTION BY LOCAL �j / Z BUILDING OFFICIAL LANDING _ BY OTHERS — — LANDING � 2x10 \ 2x10 STAIRS NOT PROVIDED BY ICON �U — INSTALLATION DONE ON-SITE BY OTHERS J Q AND SUBJECT TO INSPECTION BY LOCAL 7D c::� BUILDING OFFICIAL m Z Q O F-- STAIR DETAIL SCALE: 3/8' = 1'-0" STAIR CONSTRUCTION MUST COMPLY WITH R311 .7 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE SERIAL #/ORDER # PAGE #: HANDRAILS (ON-SITE BY OTHERS) MUST COMPLY WITH R311 . 7.8 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 010477 'T GUARDS ON LANDING (ON-SITE BY OTHERS) MUST COMPLY WITH R312 OF THE 2020 RESIDENTIAL CODE CE NEW' YORK STATE # A I STATE'TP'A APPROVAL STAMP R.A. "� P� WINDOWS + DOORS REQUIRED TO MEET A DP +/-35 RATING (ZONE 5 - EDGE) WINDOWS + DOORS REQUIRED TO MEET A DP -I-/-28 RATING (ZONE 4 - FIELD) o Quo O E a0 N U - EGRESS WINDOW < `; ' ; ' 04M04 4 u WINDOW TESTING AND LABELING IN COMPLIANCE WITH AAMA/WDMA/CSA 101/I.S.2/A440 PER R609.3 OF 2020 RESIDENTIAL CODE OF NEW YORK STATE LOCATED ON EACH WINDOW WITH A STICKER/LABEL = . 5/02/22WARNIN o WINDOW ANCHORING TO BE IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS AND EDUCATION:IT LAIS FOR ITOALTCLE$45 0FTHENYS �/ EDUCATION LAW FOR ANY PERSON TO ALTER ANY N: �1 DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL 04 MEET THE REGUIRMENTS SET FORTH IN R609.7 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE ENGINEER, IONOFAUNLESS THE PERSON LICENSED O13ACINGFESSIONAL EN UNDER THE GINEER 0DIRECT •• U WINDOW MULLIONS IN ACCORDANCE WITH AAMA 450 PER R609.8 z � OF 2020 RESIDENTIAL CODE OF NEW YORK STATE LOCATED ON EACH WINDOW WITH A STICKER/LABEL w Nwa PROTECTION OF OPENINGS IN WIND BORNE DEBRIS REGIONS PER SECTION R301.2.1.2, NOT PROVIDED BY ICON W DOOR AND WINDOW SCHEDULE WINDOWS CLEAR OPENING CLEAR OPENING U Q DESCRIPTION ROUGH OPENING AREA LIGHT WIDTH EACH HEIGHT EACH VENT U-FACTOR SHGC QTY TOTAL AREA rr�h�y o a MARVIN ESSENTIAL COLLECTION AWNING ESAWN2020 24" X 24" 4.00 2.2 17.830 17.830 2.21 0.32 0.27 1 4.00 V o a MARVIN ESSENTIAL COLLECTION AWNING ESAWN3016 36" X 18" 4.50 3.7 26.670 12.313 2.28 0.32 0.27 6 27.00 w o MARVIN ESSENTIAL COLLECTION AWNING ESAWN3016-3 108" X 18" 13.50 3.7 26.670 12.313 2.28 0.32 0.27 5 67.50 cn MARVIN ESSENTIAL COLLECTION CASEMENT ESAWN2616-2 60" X 18" 7.50 6.7 50.670 12.313 4.33 0.32 0.27 3 22.50 MARVIN ESSENTIAL COLLECTION CASEMENT ESCATR3010 36" X 12" 3.00 2.2 0.000 0.000 0.00 0.31 0.29 1 3.00 3 MARVIN ESSENTIAL COLLECTION CASEMENT ESCA2640 30" X 48" 10.00 6.9 20.672 42.313 6.07 0.31 0.29 1 10.00 MARVIN ESSENTIAL COLLECTION CASEMENT ESCAP5060 60" X 72" 30.00 24.6 0.000 0.000 0.00 0.31 0.29 3 90,00 MARVIN ESSENTIAL COLLECTION CASEMENT ESCATP2020 24" X 24" 4.00 2.2 17.830 17,830 0.00 0.31 0.29 1 4.00 m ~ MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH2O30 24" X 36" 6.00 3.7 20.563 13.219 1.89 0.33 0.33 1 6.00 Ox MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH3050 36" X 60" 15.00 11.2 32.563 25.219 5.70 0.33 0.33 3 45.00 4 MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH3050-2 72" X 60" 30.00 22.3 32.563 25.219 11 .40 0.33 0.33 6 180.00 0 MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH3056 36" X 66" 16.50 12.4 32.563 28.219 6.38 0.33 0.33 1 16.50 Ox MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH3056-2 72" X 66" 33,6,J 24.9 32.563 28,219 12.76 0.33 0.33 4 132.00 z Q TOTAL AREA: 607.50 �n o > � I � a- EXTERIOR DOORS CLEAR OPENING CLEAR OPENING DESCRIPTION ROUGH OPENING AREA A LIGHT WIDTH EACH HEIGHT EACH VENT U-FACTOR SHGC QTY TOTAL AREA THERMA-TRU (FIRE DOORS) 3068 FIRE 37 1 /16" X 81 5/8" 21.01 0.0 33.313 79.250 18.34 0.17 0.01 1 21.01 THERMA-TRU (SINGLE DOOR) 3068 (<50% GLASS) 38 3/8" X 82 1/2" 21.99 5.5 33.313 79,250 18.34 0.25 0.17 1 21,99 THERMA-TRU (SINGLE DOOR) 3068 (>50% GLASS) 38 3/8" X 82 1/2" 21.99 9.8 33.313 79.250 18.34 0.29 0.27 2 43.98 TOTAL AREA: 86.98 N -- LEI I- THIS SCHEDULE IS FOR SHIPLOOSE WINDOWS AND DOORS THAT WILL BE PROVIDED BY ICON LEGACY o AND WILL NEED TO BE INSTALLED TO MANUFACTURES INSTRUCTION BY OTHERS AND INSPECTED BY LOCAL BUILDING OFFICIAL CD 0 SHIPLOOSE WINDOWS AND DOORS NOT INSTALLED BY ICON LEGACY DOOR AND WINDOW SCHEDULE WINDOWS CLEAR OPENING CLEAR OPENING DESCRIPTION ROUGH OPENING AREA LIGHT WIDTH EACH HEIGHT EACH VENT U-FACTOR SHGC QTY TOTAL AREA MARVIN ESSENTIAL COLLECTION DOUBLE HUNG ESDH3050 36" X 60" 15.00 11.2 32.563 25,219 5.70 0.33 0.33 1 15.00 TOTAL AREA: 15,00 EXTERIOR DOORS CLEAR OPENING CLEAR OPENING m DESCRIPTION ROUGH OPENING AREA LIGHT WIDTH EACH HEIGHT EACH VENT U-FACTOR SHGC QTY TOTAL AREA u� 0 THERMA-TRU (SINGLE DOOR) 3068 (>50% GLASS) 38 3/8" X 82 1/2" 21.99 9.8 33.313 79.250 18.34 0.29 0.27 1 21.99 � o TOTAL AREA: 21.99 _<> oo a r, _ T,O 0' � = z cal ,- cal W - u 6 4 O o REMOVE THIS SECTION / `- --- ------ DOOR FLASHING: I- Q / / U -- - -- - 6 1. INSTALL SELF-STICKING RUBBERIZED FLASHING OVER THE SUB-FRAME AT THE BOTTOM SILL OF �z KRAP INro.,- (�.kAP INTO,' DOOR - .OPENING _�, .,OPENINGS a... 4 W Q --- -- --- - NOTE: 2. INSTALL DOOR PER MANUFACTURERS INSTALLATION INSTRUCTIONS nw r SIDE & TOP SELF-STICK RUBBERIZED FLASHING O n STARTS IN DOOR NAILING FLANGE, THEN GOES rPAP"ro ' 3 3 OUT OVER SUB-FRAME, THEN WRAPS BACK To 3. RUN A STRIP OF SELF-STICKING RUBBERIZED FLASHING ON TOP OF THE NAILING FLANGE DOWN OW (1 °""'"` WALL SHEATHING PLANE AND EXTENDS OUT THE SIDES OF THE DOOR AND OVERLAPPING THE BOTTOM SILL FLASHING. UNDER SIDING (THE SILL FLASHING STARTS _ a 2 t UNDER THE NAILING FLANGE, THEN IS INSTALLED o 0 O r : 4. INSTALL TOP STRIP OF SELF STICKING RUBBERIZED FLASHING ON TOP OF THE NAMING FLANGECD THE SAME THE SIDE & TOP FLASHING) Q F 1 Y I. ACROSS THE TOP OF THE WINDOW OVERLAPPING THE SIDE FLASHING. W m W F- J. 5. INSTALL METAL CAP FLASHING OVER THE TOP FINISH TRIM BOARD I- n W _ z O (!� w Cfl W L c z WINDOW FLASHING: i 6. LAP THE TOP STRIP OF WATER RESISTIVE BARRIER DOWN OVER THE TOP STRIP OF RUBBERIZED 1 Q o (2 = c O L� WATER RESISTIVE BARRIER: 3 3 FLASHING AND THE VERTICAL LEG OF THE METAL CAP FLASHING. TAPE THE 45' SEAMS. LLJ o r� � o U7) � t- O Q C-) C) E 1. INSTALL SELF-STICKING RUBBERIZED FLASHING OVER THE SUB-FRAME AT THE SILL OF WINDOW 1. INSTALL WATER RESISTIVE BARRIER HORIZONTALLY IN A SHINGLE LIKE ( TT }. 7. THRESHOLD FLASHING FASHION, OVERLAPPING SUCCEEDING COURSE BY A MIN. OF 2". 2. INSTALL WINDOW PER MANUFACTURERS INSTALLATION INSTRUCTIONS , 7 CONTOUR DOOR & WINDOW SCHEDULE 3. RUN A STRIP OF SELF-STICKING RUBBERIZED FLASHING ON TOP OF THE NAILING FLANGE DOWN i,; FLASHING 2. CUT WATER RESISTIVE BARRIER AT WINDOW / DOOR R.O. AND WRAP THE SIDES OF THE WINDOW AND OVERLAPPING THE SILL FLASHING. '' O ' " R.O. WITH WATER RESISTIVE BARRIER. _ SCALE: 1/4' - T-DA 4. INSTALL TOP STRIP OF SELF-STICKING RUBBERIZED FLASHING ON TOP OF THE NAILING FLANGE + r,:`'. 1 SERIAL #/ORDER # PAGE #: 3. CUT AT A 45' ANGLE TEMP. TACK THIS FLAP UP OUT OF THE WAY ACROSS THE TOP OF THE WINDOW OVERLAPPING THE SIDE FLASHING. 5. LAP THE TOP STRIP OF WATER RESISTIVE BARRIER DOWN OVER THE TOP STRIP OF RUBBERIZED -'- FLASHING AND THE VERTICAL LEG OF THE METAL CAP FLASHING. TAPE THE 45° SEAMS. 010477 Dw' I I i (TABLE R602.3(1) TABLE R602.3 11) STATE/TPIA APPROVAL STAMP R A. OR P.L.,<Tsla' FASTENING SCHEDULE FASTENING SCHEDULE-continued NUMBER AND E TEM DESCRIPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER"' SPACING AND LOCATION [ ITEM DESCRPTION OF BUILDING ELEMENTS OF FASTENER` SPACING AND LOCATION O r� 3-16d box (3Y"' x 0.135"); or �. r y (� 24 2 subfloor to joist or girder p O 2-16d common i(3Y" x 0.162') Bind and face Hall tr y V, Q 00 0o N Roof �? t . .,. . 0 4-8d box (2Y" x 0.113") 0 3-16d box (3Y2"' x 0.135"); a ` rr i'�' - 1 ul �--I M .N� 3-&T common (2Y2" x 0.131"); a 25 2" planks (plank &beam - flora &roof) At each bearing, face nail i 1 Blocking between ceiling joists or rafter to top plate Toe nail 2-16d common i(3/2 x 0.162") 3-1Od box (3' x 0.128"); or <} �' U 3-16d common 1(3Y" x 0.162"); or e- it s 3-S' x 0.131" nails M 4-10 box (3" x 0.128"); or 4-8d box(2Y2" x 0.113") a 26 Band or rim joist to joist 4-S' x 0.131" nails; or End nail `4') 07137a1 4-3" x 14 go. staples, z/6" crown ,. �,} eat r�I10 ^w 3-8d corm a� (2Y2' x 0.131"); o Per joist, toe nail , t i i tip I'+ 2 Ceiling joists to top plate �.; -�, 5/OZ/22 Q O O a 3-10d box (3 X 0.128); a WARNING R IS A VIOLATION OF ARTICLE 145 OF THE NYS z 3-3 x 0.131 nails 20J com-an (4 x 0.192); a Nall eat layer as follows: 32 o.c. EDUCATION LAW FOR ANY PERSON TO ALTER ANY 04 at top and bottom and staggered. DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL O 4-1 Od box(3 x 0.128); a ENGINEER,UNLESS THE PERSON 13 ACTING UNDER THE W r Gelling Joist not attached to parallel rafter, laps over l0d box 3 x O.1128 ; or 24 o.c. face nail at t0 and bottom DIRECTION OF A LICENSED PROFESSIONAL ENGINEER Cn 3 partitions [see Section R802.5.2 and Table R802.5.21 3-S' common ails x 0.162'); o Face nail (, ) F C) 4-3' x 0.131' nails 27 Built-up girders and beams, 2-inch larrber 3" x 0.131' nails staggered on opposite sides � Z Q, layers �p r--I Ceiling joist attached to parallel rafter (heel joint) And �t w rr, w 4 Table R802.5.2 Face nail 2-20d cancan (4" x 0.192"); o N a [see Section R802.5.2 and Table R8025.2] Force nail at ends and at each splice 3-10d box (T x 0.128'); or 4-1Od box (S' x 0,128"); or 3-3" x 0.131" moils 5 Color tie to rafter, face noil or lY4 x 20 ga. ridge strap to 3-10d common (S' x 0.148"); or Face nail each rafter rafter 4_S, x 0.131" nails 4-16d box (3Y "x 0.135); or 28 Ledger strip supporting joists or rafters 3-16d cannon 1(3)/2" x 0162"); or At each joist or rafter, face nail 4-10d box (S' x( 0.128"); or s 3-16d box nails (3Yz" x 0135' ; o � � � 2 toe nails on one side and 1 toe nail 3-10d cannon nails (3" x 0.1 8"); 0 4-3" x 0.131" mails � 6 Rafter or roof truss to plate o polite side of each rafter or 4-10d box (3" x 0.128'); or o 4-S' x 0.131" nails truss 2-10d box (3" x( 0.128"); or 41 29 Bridging or blocking to joist 2-8d common (2)/2" x 0.131"); or Ea(h end, toe nail 4-16d(3Y2' x 0.135'); or 2-S' x 0.131" ncalls Q 3-10d cum-on (3' x 0.148'); or __J U 4-10d box (3" x 0.128"); orToe nail SPACING OF FASTENERS # o a Roof rafters to ridge, valley or hip rafters or roof rafter 4-S' x 0.131" nails ITEM DESCRIP11CN NNUMBER AND ab� ( )Edges Intermediate o a 7 to minimum 2" ridge beam OF BUILDING ELEMENTS TYPE CE FASTENER"' inches h supports 3-16d box 3Yz" x 0.135"); or [�] 2-16d common (3Y2" x 0.162"); or o End nail Wood structural anels, subfloor, roof and interior wall sheathing to framing and particleboard wall sheathing to framing 3-10d box (3' x 0.128"); o 9 9 P 9 9 3-S' x 0.131" nails [see Table R602.3(3) for wood structural pond exfoicr wall sheathing to wall froming] I `I Wall 6d con-man (2" x 0.11S') nail (subfloor, wall)' 16d carman (3Y" x 0.162") 24" o.c. face nail 30 8" - Y" 8d corrran (2YZ" x 0.131") nail (roof); or 6 12' 8 Stud to stud (not at braced wall panels) 10d box (3" x 0.128'); or RSRS-01 (2%" x 0.11Y) no] (roof)I S' x 0.131" nails 16" o.c. face nail Is „ 8d common (2YZ" x 0.131") nail (roof); or 31 /2 - 1" RSRS-01 (2Y"x 0.11S') nail (roof)1 6 12 9 Stud to stud and abutting studs at intersecting wall co 16d box (3Y" x 0.135"); ornes 12" o.c. face nail m -J 3 x 0131' nails 1[kJ carrrlon (3"' x 0148") nail; or(at br aced wall I panels) 32 1 Y8 - 1 4" 6 12 f 16d common (3Y2" x 0.162") 16" oc. face nail 8d (2Y" x 0.1311") defamed nail 10 Built-up header (2' to 2" header with Y2 „ spacer) 16d common (3Y2" x 0.162") 16" a.c. each edge face nail Other wall sheothing`9 , 16d box (312" x 0.135") 12' o.c. each edge face nail 11Y" galvanized roofing nail, %6" head 5-8d box (2Y2" x 0.113"); or 33 structural celulosic fiberboard sheathing diameter, or 9/4 long 16 go .staple 3 6 z , 11 Continuous header to stud 4-8d common (2Yz" x 0.131"); or Toe nail with /6' or 1" (crown 4-100 box (S' x 0.12Y') 16d camrn (3Y" x 0.162") 16" o.c. face nail 2' 1Y2 galvanized roofing naii, v/6' head 12 Top plate to top plate IOd box (3' x 0,128'); 0 34 /3 structural sheathing wittmei6 a 1Y2((To g 16 go .staple 3 6 Q larboard sheathin wn S' x 0,131" nails 12' o.c. face nail sum sheathin d 1Y2" galvanized roofing nail; staple galvanized, 8-16d co morn �3 ' x 0.162"; or 35 Y 9YP g 1Y" I " T 7 7 CL face nail on each side of end joint z long; 1/ screws, Type W a S W 13 Doublet late splice 12-16d box 3 2' x 0.135"); or minimlm 24' la splice length each EL � °f p f 12-1Od box �3" x 0.128') o ( side of endjoint) g 36 %8' gypsum sheathing 15„ galvanized iroofing nail; stable galvanized, 7 7 � 12-3" x 0.131" nails 1/8 long; 1/a screws, Type 1 or S Wood structural panels, combination subfloor underloyment to framing (continued) 6d deformed (2; x 0.12,T) nail; a 37 4" and less 8d common (2i'2 x 0.13 noi, 6 12 TABLE R602.3(1)-continued 38 z/" - 1" 8d common (2Yx 0.131 � Heil; o f 12 FASTENING SCHEDULE 8d deformed (2/1/z x 0.120') nail N ITEM DESCRPTION OF BUILDING ELEMENTS NUMBER AND TYPE OF FASTENER°,b,` SPAONG AND LOCATION I _ I ' 10d common (3" x 0.148") nail; o N 39 1/ 1/ - 8d defamed(2�Y° 6 12 W \ 16d common (3/2' x 0162') 16' o.c. face nail x 0.120") noil t- Bottom plate to joist, rim joist, band joist or For SI: 1 inch 25.4 mm, 1 foot 304.8 ram, 1 mile per hour 0.447 m/s; 1 ksi = 6,895 MPG. Q N 14 blocking (not at braced wall panels) 16d box (3Y2' x 0.135'); or 12" o.c. face nail 3" x 0.131" nails (confinued) Batton plate to joist, rim joist, band joist or 3-16d box (31112" x 0.135"); or 3 each 16" ac. face nail 15 blocking (at braced wall panel) 2-16d comrron (3Y" x 0.162"); or 2 each 16" o.c. face nail 4-3' x 0131" nails 4 each 16" o.c. face nail 4-8d box (2Y or x 0.11S� 3-16d box (3�2' x 0.135'); or 4-8d corn-non (2Y2" x 0.131"); or Toe nail 4-10d box (3' x 0.128); or c �D 16 Top or bottom plate to stud 4-3" x 0.131" nails 3-,6dbaX (3Y' x0.135°>; a 1 . Unless noted elsewhere in the permit set, calculations, manufactures installation instructions (n(_0 3-1Odbo(3n(0128');or o End nail or the code, fastening requirements shall be per Table R602. 3(1 ) of the 2020 Residential Code' 3-S' x 0.131 11nails 3-10d box (Tx0.128"); or of New York State 17 Top plates, lops at corners and intersections 2-16d cormrrlon (3)2" x 0.162"); or Face nail 3-S' x 0131' nails 3-8d box (2Y" x 0.113"); or 2-8d carryon (21 1 x 0.131 11 or18 1" brace to each stud and plate QL 2-10d box 3" x 0.128"; a Face nail C n o a. Nails, are smooth-connuon, box or deformed shanks except where otherwise stated. Nails used for framing and sheathing connections shall have nunimm�l Q C)2 staples 1 L_lJ CD 7-- average bending Field strengths as s1 oxvii: 80 ksi for shank diameter of 0,192 inch (20d common nail), 90 ksi for shank diameters larger than 0.142 inch but U 3-8d box (2Y2" x 0.113"); or C)O � 1g 1" x 6" sheathing to each bearing 2-&1 common (2Y2" x 0.131"); or not nail not larger than 6.177 inch. and 100 ksi for sl.lank diameters of 0.142 inch or less. � - � =N r N 2-10d box (3" x 0.128"); orW cn in - 2 staples, 1" crown, 16 go. 1Y4" long b. Staples are �� gage wire axial have a illiillllltrim js lilcll an diameter ci't]il°il 1tT1dt11. (J� 3-8d box (2Yz" x 0.113"); or c. Mails shall be spaced at not more than 6 inches on center at all supports where spans are 48 inches or greater. 3-8d common (2Y2' x 0.131"); or 3-10d box (3" x 0.128"); or d. Four-foot by 8-foot or 4-foot by Moot panels .shall be applied vertically. C:) 0 3 staples, 1' crown, 16 go, 13/" long � ? � Q e. Spacing of fasteners not included in this table shall be based on Table R60_.3(_). c� CD 1" x T and wider sheathing to each bearing Wder than 1 x 8 Face neilC o 4-8d box (2Y" x 0.113") or f. Where the ultimate design wind speed is 130 niph or less, nails for attaching vood structural panel roof sheathing to gable end wall framing shall be spaced 6 � J 3-8d carman (2Jz x 0.131"); or W Q 3-1Od box (S' x 0.128); or inches on center. -Where the ultimate design wind Speed is greater than 130 mpll, nails for attaching panel roof sheathing to intermediate supports shall be Cf QL 4 staples, 1" crown, 16 ga., 1Y4" long spaced 6 inches on center for minitnuin 48-inch distance front ridges, eaves and gable end walls-, and 4 inches on center to gable end it-all framing. z 0 0' Floor g Gypsum sheathing shall confoini to ASTM IC 1396 and shall lore installed in accordance with GA ?.53. Fiberboard sheathing shall conform to ASTVI C 203. �� c=i� 4-8d box (2Y" x 0.113"); or �- 21 Joist to sill, to plate or girder 3-8d common (2Yz" x 0.131"); or Toe nail h. Spacing of fasteners on floor sheathing panel ed es applies to panel edges supported by framing members and required blocking and at floor perimeters only. � � 3-1Od box (3" x 0.128"); or la ` 4. p pp p 1 p ` p 10- Q 0 3-T x 0..131 nails Spacing of fasteners on roof sheathing panel edges applies to panel edges supported by fi•almulg members and recltlired blocking. Blocking of roof or floor I_,_I m IZ J 8d box (2Y2' x 0.113") 4' o.c. toe nailf � Z o p I-- w-:1- sheathing panel edges perpendicular to the fi'arning members need clot be prof ided except its required by other provisions of this code. Floor perimeter shall be I _I L� -Z� �o 22 Rim joist, band joist a blocking to sill or top Rd box (2%" x 0.131"); or _,(/D w C W L� plate (roof applications also) 10d box (3 x 0.128'); a 6" o.c. toe nail Supported by framing members or solid blocking. � � z w 3" x0.131" nails �Qo� �� o� w 3-8d box (2Y2" x 0.113"); a i. Where a rafter is fastened to an adjacent parallel ceiling joist in accordance with this schedule, provide two toe flails on one side of the rafter and toe nails front z L�l o �c� o c� o� �o 23 1" x 6" subfloor a less to each joist 2-8d common (2Y" x 0.131"); or Face nail the ceilingp pl31 joist to to late in accordance its ith this schedule. The toe nail on the opposite side of the rafter shall not be required. 3-10d box 3" x 0.128); or2 staples, 1' crown, 16 go., 14" long FASTENING SCHEDULE (continued SCALE: 1/4' = 1'-0° SERIAL ORDER PAGE #: 0 104.77 F 3`1 i STATE/TPIA APPROVAL STAMP R.A. OR P E. STAMP„ a TABLE R602.3(2) ALTERNATE ATTACHMENTS TO TABLE R602.3(1) 0 c G R N U SPACING OF FASTENERS �, N NOMINAL MATERIAL THICKNESS DESCRI PTI CN"' OF FASTENER AND LENGTH � � inches inches Ede Intermediate supports t ;5- " ,�, (inches) ( ) 9 PP (inches) (inches) ` r- U Wood structural panels subbloor, roof9 and wall sheathing to framing and particlebaord wall sheathing to framingi�, �?r{t� � ?L tE11t 5/02/22 x o Staple 15 ga. 1 4 4 8 WARNING:IT IS A VIOLATION OF ARTICLE 145 OF THE NYS a K sr. ^ O l(� EDUCATION LAW FOR ANY PERSON TO ALTER ANY DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL (� ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE Up to �2 0.09 — 0.099 9 Nail 2�4 3 6 DIRECTION OF A LICENSED PROFESSIONAL ENGINEER U Staple 16 ga. 1 /4 3 6 Z 0.113 Nail 2 3 6 TABLE R702.3.5 N Z w 1%2 and 5/ Staple 15 and 16 go. 2 4 8 MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD AND GYPSUM PANEL PRODUCTS W a Cn 0.097 - 0,099 Nail 2%4 4 8 THICKNESS OF MAXIMUM SPACING OF ORIENTATION OF MAXIMUMGYPSUM FASTENERS (inches) Staple 14 ga. 2 4 8 BOARD OR GYPSUM BOARD OR SPACING OF SIZE OF NAILS FOR APPLICATION ' W Stopl e 15 ga. 1%4 3 6 GYPSUM PANEL APPLICATION GYPSUM PANEL FRAMING 2332 and %4 PRODUCTS TO MEMBERS b TO VvOOD FRAMINGG > o 0,097 - 0.099 Nail 21/ 4 8 PROD(inches') FRAMING (inches ac.) Nails Screws U Of Staple 16 ga. 2 4- 8 _j U Staple 14 ga. 24 4 g Application without adhesive rr�hh g 1 Ceilin ` Perpendicular 16 7 12 13 a e, 14 long, 1 64" head; 0.098" diarneter, V 2 0.113 Nail 2/4 3 6 g P ,� g � � � 1 Staple 15 ga. 24 4 8 � Wall Either direction 16 8 16 14 long, annular Singed, or 4dcoder nail, 0.080" diarneter, 1 /" long, /2" head 0,097 - 0.099 Nail 2%2 4 1 8 Ceiling Either direction 16 7 12 13 cage, 13/" long, 164" head; 0.098" diameter, SPAONGG OF FASTENERS 14' long, annual-rimed; 5d cooler nail, 0.086" NOMINAL MATERIAL THICKNESS DESCRIPTION" OF FASTENER AND LENGTH 1 Ceiling Perpendicular 24 7 12 9 5 15 inches inches Edge Bod(inches) of p nel diameter, 1 /8" long, 64 head; or gypsl_am i (inches) (inches) (inches) Wall Either direction 24 8 12 hoard nail, 0.086 diarneter, 16 long, %2 m Wall Either direction 16 8 16 head. r- Floor underlayment; plywood-hardboard-particleboard -fiber-cement 5 19 13 cage, 1/" long, /4" head; 0.098" diameter, Fiber-cement Ceiling Either direction 16 7 12 1% long, annular-ringed; 6d cooler nail, 0.092" 3d, corrosiion-resistant, ring shank nails diameter, 1�/8" long, %4" head; or sum board (finished flooring other than tile) 3 6 Ceiling Perpendicular 24 7 12 nail 0.0915" diameter, 1�/" long, /4" head. Staple 18 ga., % long, 4 crown Type X at Q 1 (finished floonn other than the 3 6 5 garage ceiling 1 /" Tong 6d coated nails or equivalent drywall o g ) /� g beeneath g Perpendicular 24 6 6 screws. Screws shall comply with Section Un o /4 1 R702.3.5.1 1/4 long x .121 shank x .375 head diameter corrosiion-resistant hd)itable rooms (galvanized or stainless steel) roofing nails (for tile finish) 8 8 13 age, 1 8" long, 164" head; 0.098" diameter, Wall Either direction 24 8 12 6d cooler nail, 0.092" 14 long, No. 8 x .375 head diameter, ribbed wafer-head screws 13/ long, annular ringed; (for tile finish) 8 8 diameter, 1 8" long, /4" head; or F/ sum board Plywood I Wall Either direction 16 8 16 nail, 0.0915" diameter, 1%" long, /4" head. y ---- with adhesive 1%4 ring or screw shank nail-minirrtamApplicationN %4 and %6 12% go. (0.099") shank diarnter 3 6 3/ r Ceiling Perpendicular 16 16 16 Some as above for 3/" gypsum board and gyp- w Staple 18 ga., %, 16 crown width 2 5 WalI Either direction 16 16 24 sum panel products. `71- 11 3 15 1 1Y4 ring or screw shank nail-minimum e Ceiling Either direction 16 16 16 1 5 o /2, /, /2, and / 12%2 ga. (0.099") shank diarnter 6 8 %2 or 5i8 Ceiling Perpendicular 24 12 16 Same as above for / and / gTsum board 1 Wall Either direction 24 16 24 and gypsurn panel produ ts, respectively 1/4 ring or screw shank nail-minimum 1%32, 6, 2 32 and %4 12% ga. (0.099") shank diamter 6 8 Two Ceiling Perpendicular 16 16 16 Base ply nailed as above for %" gypsurn board Staple 16 ga. 1% 6 8 % layers Wall Either direction 24 24 24 and gypsum panel products; face ply installed o j with adhesive. w Hardboardf 6 <o For 9: 1 inch = 25.4 rrm 1% long ring-grooved underlayment nail 6 6 a. For applicaition without adhesive, a pair of nails spaced not less than 2 inches apart or more than 2% inches apart shall be permitted to be sued with the pair of ?`- nails aced 12 inches on center. Q200 p 4d ceg., clongd(plasti nail ) 6 6 b. Screws be in accordance with Section R702.3.5.1. Screws for attaching gypsum board or gypsum pond products to structural insulated ponds shall Staple 18 a., / Ion lactic coated 3 6 penetrate the wood structural pond facing not less than %6 inch. Particleboard c. Mere call-formed steel frarring is used wth a clinchin design to receive nails by two edges of metal the nails shell be not less than % inch longer than the J gypsum board or gypsum pond product thickness and s rdl have ringed shanks. V��ere the cdd-forma steel framing has a nailing groove formed to receive V) o 1 4d ring-grooved underlayment nail 3 6 the nails, the ri shall have barbed si-ianks or be 5d, 13% gage, 1 6 inches long, 1 64-inch head for %-inch gypsum board or gypsum pond product; and 6d, Q � W o I— Staple I8 ga., �/ long, 16 crown 3 6 13 gage 1 6 inches long, 1% -inch head for 6-inch gypsum board or g sum pond Product, U �� w U� d. There--eighths-inch-thid< single-ply gypsum board or gypsum panel pi Ishall not be used on a ceiling where a water-based texture finish is to be applied or where �-' 6d ring-grooved underlayment nail 6 10 t � ¢ ��N >_N 6 1 3 it will be required to support insulation above a ceiling. O1 ceiling applications to receve a water-based exture material, either hand or spray applied, the gypsum board w � U Staple 16 ga., 1/ long, /8 crown 3 6 or gypsraml panel product stall be applied perpendicular to frornng. sere c�plyng a water-based texture mata�ial, the rrinimum gypsum board thickness shall be increased V) 6d ring-grooved underlayment nail 6 10 from % inch to % inch for 16-inch on center framing, and from % inch to 8 inch for 24-inch on center framing or %2 -inch sage-resistant gypsum ceiling board j2, 6 shall be used. o Staple 16 ga., 1 8 long, 6 crown 3 6 r= Q TABLE R602.3(2) � � ALTERNATE ATTACHMENTS TO TABLE R602.3(1)—continued °� w Q For SI: 1 111ch= 25.4 trill!. w a. fail is a general desciiption mid shall be permitted to be T-head. modified rotund Ilead or rtowid!lead. � � UD b. Snaples sliall hive a inininimn crown%vidth of 7:Winch oil di3tticter except as noted. U� � c. Nails or staples shall be spared at 11ot 111ore thall 6 inches ou centcr at all supports where spiiis are 4S inches or gn•e:tter. Nails or staples shalt be spaced at not o > iiiore thmi 11 iiiches ot1 comer at iiitenriedinte stipports for floors. Q CD CD � d. Fasteners shotU be placed bi it grid p�atter;i thromiboltt the body of the panel, �w m o o L�-1- e, For 5-ply piuiels, itltetmedinte hails sliall be spaced clot iilore than 1: iiichei oa center each way. t cf W� w �� c� �o f. Hardboard widerlaymetit shall coaforitl to CPA'.ANSI A 135.4 � � a� r� �� C:) w C) �W os �C� o(/� Wit— JO . Specified altertltte rittaclimetits for roof sheadiiii shall be peniiitted where the till' ate desiml iiiud speed is less thati 130 niph, Fasteners attachiiia wood strtictitral p�iiiel roof sheathing to garde till wall&111fi1 shall be iilstalIed list is the spaciii listed for panel edges, h, Fibcr-ceilieilt ttirdcrla),iiiciit sliall conform to ASTM C 1.18S or 150 6336. Category C. FASTENING SCNEDULE CONT. SCALE: 1/4' = 1'-0" SERIAL #/ORDER N PAGE #: 0#1®-477 l u t STATE/TPIA APPROVAL STAMP R.A. OR NOTE: 1. SEE ATTACHED SHEETS PL2 & PL3 FOR PLUMBING NOTES & DETAILS. TABLE P2903.2 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE 2. ALL PLUMBING MATERIAL & INSTALLATION IS TO BE DONE PER ALL MAXIMUM FLOW RATES AND CONSUMPTION FOR PLUMBING FIXTURES AND FIXTURE FITTINGS b NATIONAL, STATE, & LOCAL CODES. PLUMBING FIXTURE MAXIMUM FLOW RATE r C7 { 00 N N U 3. SYSTEM MAX. DEVELOPED LENGTH = 40 FT. OR FIXTURE FITTING OR QUANTITY E; "; 4. MIN. WATER PRESSURE - 30 PSI N LAVATORY FAUCET 1.5 qpm AT 60 psi 1 ,� ,�.:•* � G-I � 5. CROSS-LINKED POLYETHYLENE (PEX) TUBING FOR ALL DOMESTIC FEEDS TYPICAL. a 2.0 gpm AT 80 psi id " SHOWER HEAD d' QI S M 6. ALL FIRST STORY PLUMBING TO BE STUBBED THRU FLOOR ONLY FOR m 2 9P AT 60 psi p . SITE CONNECTION. SINK FAUCET 2 7. A TEMPERATURE LIMITING DEVICE CONFORMING TO ASSE 1070 15 WATER CLOSET 1.28 GALLONS PER FLUSHING CYCLE` «.r, �-, �f� 5/02/22 O O WARNING R IS A VIOLATION OF ARTICLE kl5 OF THE NY9 - � REQUIRED AT WHIRLPOOL TUBS AND BATH TUBS TO LIMIT WATER FOR SI: 1 gallon per minute = 3.785 L/m EDUCATION LAW FOR ANY PERSON TO ALTER ANY 1 pound per square inch = 6.895 kPA DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL u O TEMPERATURE TO 1207. ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE ' ` a. A handheld shower sprayer shall be considered to be a shower head. DIRECTION OF A LICENSED PROFESSIONAL ENGINEER Wy `f b. Consumption tolerances shall be determined from reference standards. ��j c. [NY] The flush volume for a dual—flush water closet is defined as the composite, average flush volume of two reduced flushes and one full flush. !� O WATER HEATER = ON-SITE BY OTHERS CEII ING CIO WATER HAMMER ARRESTER TO BE INSTALLED ON DISHWASHER, ICE MAKER, AND WASHER IN CONFORMANCE WITH ASSE 1010. to ,yo w � r I = UI 4 SHPLAV LAV �7SH WASH SH LAV SH LAV 0 _J U I wD y We 1 y y we we y AK a /2' 1/2„ _1/2.. 1 ,/z" 1/2„ ,/,., 1/2,. /2„ /2.. —1/2„ /2., 1/2" /z /z FLOOR 1/? �2 1/2—� 1/2"_ /� /Z,. /2„ — W o L-- ----- 1 ------ -I--- -------1 ---- --- � L -- ----- --- --- ---- � --- J v~ 1 2" 1/2" 3/4,. 3/4" 3/4" 3/4" 1 ) I 1/2" 1 2" 1/2"_ 3/4" 3/4„ 1 3/4" 7 2" 1/2,. 3/4„ 3/4,. 3/4,. 3/4,. 3/4� � �r �\, I/2— 3/4 3/4 3/� �\3/4„ 1/2.. YII U 1 I cEluNa ON—SITE 3/4 I ON—SITE 3/4' ON—SITE 3/4" ON—SITE 3/4" ON—SITE 3/4 ON—SITE 3/4" WATER CONN. I WATER CONN. WATER CONN. I WATER CONN. WATER CONN, I WATER CONN. I I I I I I I I I m � 3/4„ 3/4„ 3/4,. -3/q' 3/4.,_ �-3/4„ I I I I I I I I I I I I LAV WASH KINK DW I SINK KIT SH LAV LAV WC y y y ICE �7 I y ICE I �7 WC y y lY I � IY 1/2" 1/2.. 1/2" I 1/2" �w 1/2 1/2„ ¢I 1/2. II I 1/2, /2 1/2„ 1/2. —1/2 1 " _-1/2" I � FLOOR 1/2.� 1/2„- 1/2„_:L O 1------------------------1---------------------------------------i-- ------------------ ------------------[-------------- ----------------------------T-----------------------I----------------------- ------------- ----------------------------]-----------------------------------------------1-- -------------------------1--- ------------------------ --j U/ O ----------------------------------------------------------------------------------------------------------------------------------------------------------------------------------- - - w a I STUB TO BASEMENT FOR ON—SITE WATER HEATER WATER SUPPLY LAYOUT ' N N INDICATES COLD WATER SUPPLY W —— INDICATES HOT WATER SUPPLY H— Q N O NOTE: 1. SEE ATTACHED SHEETS PL2 & PL3 FOR PLUMBING NOTES & DETAILS. _ 2. ALL PIPES UNDER THE FLOOR SYSTEM ARE TO BE SITE INSTALLED. _ 3. ALL PLUMBING MATERIAL & INSTALLATION IS TO BE DONE PER ALL +- NATIONAL, STATE, & LOCAL CODES. I I 3„ VENT --r7 3" VENT --FJ 3" VENT fJ 3" VENT F �� 4. USE REMOVABLE TRAPS UNDER ALL SINKS TO PROVIDE CLEAN OUT ACCESS. THRU ROOF T THRu ROOF I THRU Ro.F I THRU ROOF LLJ 5. DWV LINO MIN. SLOPE 1/8" PER FOOT. I ON—SITE VENTS ON—SITE VENTS I I ON—SITE VENTS ON—SITE VENTS ——————— ----- —————————— — ——— — ——— CEILINr N S 2•. 2" 1 1/2" 1 1/2" 2" 1 11/2" 2" 2" 3" 2" 1 1/2" 2" Cn m 2" J W O C) i J LAV LAV LAV LAV S�CD W WASH �// ? =N N 2.. 1 1/2" 11 2" 2., 11 2„ 1 1/2' W (/-) v� I-- 2" 1 ,/2" 1 1/2" 1 '11/2" 2" S" 1 1/2" T / -) WC 2. DRAIN PAN lJ WC SH 2" SH 2.. SH 2,. WC WC SH 2" FLOOR 2" 3" 1 1/2" 1 1/2" 3" 2' 1' 2" 3" 3" 3" 2" 1 1/2" ON-SITE CONN. O ON—SITE 2"�'� CON—SITE 3" ON—SITE 3"—�ON—SITE 1 1/2'=� ON—SITE 2"—bON—SITE 1'=—(� ON—SITE 2"—d ��—ON—SITE 2" d—ON-51TE 3° C'�ON—SITE 2" � Q VENT CONN DRAIN CONN DRAIN CONN. DRAIN CONN VENT CONN I DRAIN CONN DRAIN CONN VENT CONN VENT CONN. O "- CEILING ^� CD O LL LL J LL.J Q U 2' t 3' 1 1/2" 3" 1 1/2" 2" 1" 2" 2•. 2" 3" 2" CD O O U U-) H- J n m HIT KIT f LAV WASH $I � NK SINK LAV LAV LJJ DW � O DW , 1/2" , ,n" 2.. �^ cn 2. 2" 3" 2" 3• 2" 2.. 1" 2' 2. 3" 2' �j v / I Q0 w I-� Q-� a � DRAIN Q 0 r- �"-/�I� Z��/� O w - WC PAN SH 2" wC W ~�/ O V,J / a- J FLOOR Q O U O 3.. 2.. 2" - 3 ------- 2. ---------- --3" -----. ------ 2.. 1., 2. 3.. 2.. 3.. 2.. 1 2 -- ----- - - ---- --P T- ----- -- - --- 1" TERMINATED TD TERMINATED To PLUMBING SCHEMATIC E%TERIOR ON-SITE EXTERIOR ON-SITE BY OTHERS BY OTHERS CAPPED FOR ** ON-SITE CLEANOUTS ON-SITE BY OTHERS FUTURE BATH DWV PLUMBING LAYOUT SCALE 1/4T = 1'-0" NOTES: DRAIN PAN MUST DRAIN TO A SERIAL p/ORDER N PAGE p: NON—HAZARDOUS LOCATION � 1. PIPING SUPPORT: DWV 4'-0" O.C. VER. / 3'-0" O.C. HOR. ** ON-SITE CLEANOUTS NOT BY ICON LEGACY d� /� 2. ALL TRAP SIZES ARE 1 1/2" DIA. EXCEPT SHOWER, WASHER AND CLEANOUTS TO BE COMPLETED PER P3005.2 0*10 "C77 FL KITCHEN SINK WHICH ARE 2" DIA. OF THE 2020 RCNYS AND INSPECTED BY LOCAL CODE OFFICIAL i i STATE/TPIA APPROVAL STAMP R.A. ON p t PLUMBING NOTES: .l • o o 1 .ALL PLUMBING CONSTRUCTION AND MATERIAL BELOW THE MODULAR FLOOR AND BETWEEN ` rt:r; ti N N �$ ,� `_ ,...�;o,u�I�� to Q ,_..� FLOORS IS THE RESPONSIBILITY OF THE BUILDER/CONSTRACTOR AND IS TO BE DONE IN x 4 u ACCORDANCE W/2020 RESIDENTIAL CODE OF NEW YORK STATE. �' M 2.CONCEALED PIPING IN UNHEATED AREAS, INCLUDING OUTSIDE WALLS, SHALL BE PROTECTED`'`'` -'" � 5�o2i22 o o w WARNINGS R IS A VIOLATION OF ARTICLE 145 OF THE NY9 AGAINST FREEZING IN PLANT. PIPING SHALL BE KEPT OUT OF UNHEATED AREAS WHERE EDUCATION LAW FOR ANY PERSON TOALTER ANY Z �.� Q DOCUMENT THAT BEARS THE SEAL OF A PROFESSIONAL ENGINEER,UNLESS THE PERSON IS ACTING UNDER THE H DIRECTION OF A LICENSED PROFESSIONAL ENGINEER POSSIBLE. t _ ,Q, 3.ALL WASTE AND VENT LINES IN MODULES ARE ABS OR PVC PIPE. ALL SUPPLY LINES IN N a MODULES ARE COPPER, PEX, OR CC. 4.PITCH ON HORIZONTAL WASTE LINES IS 1/8" PER FOOT FOR 3" DIAMETER PIPE AND LARGER, 25.TRAPS SHALL DE PLACED AS CLOSE AS POSSIBLE TO FIXTURE OUTLET. MAXIMUM VERTICAL 1/4" PER FOOT FOR LESS THAN 3" DIAMETER PIPE. DROP FROM FIXTURE. z W� 0 5.WASTE LINES: INSTALL WYE WITH CLEANOUT PRIOR TO EXITING WALL FOR CONNECTION TO U DISPOSAL SYSTEM. 4 MINIMUM WASTE LINE TO SEPTIC (BY BUILDER IN FIELD). 26.INACCESSIBLE TRAPS SHALL NOT HAVE UNIONS, CLEANOUTS OR SLIPJOINTS. ACCESSIBLE o a TRAPS SHALL BE REMOVABLE WITH UNION IN TRAP SEAL OR HAVE CLEANOUT OPENING SIZED °a &WASHER SHALL HAVE MINIMUM 2" TRAP. THE SAME AS THE TRAP. W o 7.REMOVABLE TRAPS UNDER ALL SINKS TO PROVIDE CLEANOUT ACCESS. 27.MAXIMUM DISTANCE OF FIXTURE TRAP WEIR TO VENT SHALL BE 18" -42" IN ACCORDANCE &GARBAGE DISPOSAL MUST HAVE SEPARATE TRAP. DISHWASHER CANNOT DISCHARGE INTO WITH 2O20 RESIDENTIAL CODE OF NEW YORK STATE. GARBAGE DISPOSAL. 28.PLASTIC PIPING SHALL BE PROTECTED WITH 1/16" STEEL PLATE WHEN PIPE PASSES m m 9.KITCHEN SINK SHALL HAVE 2" DRAIN WHEN A GARBAGE DISPOSAL OR DISHWASHER ARE THROUGH WOOD (MEMBERS LESS THAN 1 1/4" FROM EDGE OF MEMBER. CONNECTED 29.FIRST FLOOR FIXTURES SHALL CONNECT INTO HORIZONTAL BUILDING DRAIN MORE THAN 10 10.HORIZONTAL TO HORIZONTAL AND VERTICAL TO HORIZONTAL DRAIN CHANGES IN DIRECTION PIPE DIAMETERS DOWNSTREAM OF STACK BASE AND NOT CONNECT INTO SECOND FLOOR APPROVED L BE 450 00MBINATIONS SWEEP THESE OELBOWS, Q EQUIVALENT LONG S'UIIEEP H TTINOGS. SHORT SWEEPS H BENDS DRAIN STACK. z -I o � ARE PERMITTED IN SINGLE BRANCH HORIZONTAL TO VERTICAL CHANGES IN DIRECTION ON 3 PIPE AND LARGER. 30.POTABLE WATER SYSTEM SHALL BE DESIGNED AND INSTALLED AS TO PREVENTu CD CONTAMINATION FROM NON POTABLE LIQUIDS, SOLIDS OR GASES. GASES BEING INTRODUCED w 11 . ALL HORIZONTAL VENT BRANCH PIPING SHALL BE LOCATED A MINIMUM OF 6" ABOVE THE INTO THE POTABLE WATER SUPPLY PER P2902 OF THE 2020 RESIDENTIAL CODE OF NEW YORK cj Q FLOOD LEVEL OF THE HIGHEST FIXTURE IN THAT BRANCH. 31 .ISLAND FIXTURE VENTING SHALL NOT BE PERMITTED FOR FIXTURES OTHER THAN SINKS AND 12.PVC-DWV PIPE SUPPORTS: AT BRANCHES CHANGES IN DIRECTION AND AT THE BASE EACH LAVATORIES. (SEE ISLAND DETAILS). FLOOR AND MID STORY (VERTICAL) MAXIMUM EVERY 4'-0" AT THE ENDS OF BRANCHES, AND CHANGE OF DIRECTIONS OR ELEVATION. 32.ANT1 SYSTEMS "PROTECTION OF POTABLE WATER SUP_ PLY .SIPHONING DEVICE, VACUUM BREAKDERS AND AIR GAPS: FOR WATER DISTRIBUTION w " o 13.PIPE PENETRATING FIRE RATED ASSEMBLIES INCLUDING FLOOR/CEILING SHALL BE FIRE �- 0 STOPPED WHERE REQUIRED BY ALL CODES WITH MATERIAL EQUIVALENT TO CONSTRUCTION 32.1 .WATER HEATER LOCATED AT OR ON LIVING SPACE LEVEL MUST HAVE AN ANTI-SIPHONING THROUGH WHICH IT PENENTRATES AND BE SUITABLE TO PIPE MATERIAL, OR USE METAL PIPE DEVICE INSTALLED. FROM A MINIMUM OF ABOVE THE FIRE RATED ASSEMBLY = 14.FIRE STOPPING SHALL BE PROVIDED AND VERIFIED BEFORE IT IS COVERED OR CONCEALED 32.2.CLOTHES WASHER MUST HAVE AN ANTI-SIPHONING DEVICE INSTALLED. (IF NOT BUILT INTO � o> IN THE CONSTRUCTION PROCESS. THE APPLIANCE). LEFT IN A SAFE STRUCTURAL CSUBJECT ND T ON BHOLE BEINDRILLING RE NFO�RCEDTIRE�AOIR D OR REPLACED N 33.WATER HAMMER ARRESTORS SHALL BE INSTALLED WHERE QUICK CLOSING VALVES ARE ACCORDANCE WITH R602.6 AND R502.8 OF THE 2020 RESIDENTIAL. CODE OF VIEW YORK STATE. UTILIZED. (I.E. WASHING MACHINES AND DISHWASHERS). m 16.FIELD INSTALLED ON-SITE) PIPING SHALL BE APPROVED BY THE LOCAL BUILDING CODE 34. PLUMBING MATERIALS PER CHAPTER 29 AND 30 OF 2020 RESIDENTIAL CODE OF NEW W G o ENFORCEMENT OFFICER. PIPING SHALL BE FIELD TESTED FOR LEAKS. YORK STATE w J �� W c i � c� 17.BATH TUBS, INCLUDING GARDEN TUBS, HYDRO-MASSAGE, AND HOT TUBS SHALL HAVE A 35. ALL PLUMBING TESTING TO BE PER ICON LEGACY CUSTOM MODULAR HOMES QUALITY w 1 1/2" MIN OVERFLOW. ASSURANCE MANUEL z 0 0 18.JOINTS AROUND PLUMBING FIXTURES SHALL BE MADE WATERPROOF AT FLOORS, WALLS, 36. FLOOR JOIST NOTCHES MAY NOT EXCEED 1/6 OF JOIST NOTCH DEPTH AND MAY NOT OCCUR C) & COUNTERTOPS. IN MIDDLE 1/3 OF SPAN. HOLES MAY NOT EXCEED 1/3 DEPTH OF JOIST AND MUST OCCUR 2" IN o 19.EACH FIXTURE SHALL BE INDIVIDUALLY DIRECT OR WET VENTED. FROM EITHER EDGE IN ACCORDANCE WITH R502.8 OF THE 2020 RESIDENTIAL CODE OF L oCIL NEW YORK STATE,. o 20.EACH DWELLING UNIT SHALL HAVE ONE MAIN 3 STACK FROM BUILDING DRAIN. 37. ALL VENT EXTENSIONS SHALL NOT BE LESS THEN 3" IN DIAMETER WHERE THE 97.5% VALUE o 21 .ALL VENTS THROUGH ROOF TO BE 3" MIN DIAMETER AND SHALL TERMINATE NOT LESS THAN FOR OUTSIDE DESIGN TEMPERATURE IS 0°F (-18°C) OR LESS. VENT MUST TERMINATE NOT LESS ',-' m o o w 6 ABOVE THE ROOF OR 6 ABOVE ANTICIPATED SNOW ACCUMULATION WHICH IS GREATER IN THEN 1 -0 INSIDE THERMAL ENVELOP OF BUILDING. Ln w w z � o ACCORDANCE WITH P3103.1 .1 OF THE 2020 RESIDENTIAL CODE OF NEW YORK STATE. `f' w w LJ cn � � Jo Q U Q L_ 22.13ASEMENT MODELS SHALL BE PROVIDED IN FACTORY WITH A 2" VENT TO BASEMENT 3'TUBBED BELOW THE FIRST FLOOR, THEN CAPPED AND LABELED. PLUMBING NOTES 23.ALL TRAP ARMS MUST BE SUPPORTED WITH 3/4" MINIMUM BEARING. SCALE: 114' 6 l'-oT SERIAL #/ORDER # PAGE #: P2605 10F HIE 2020 RESIDENTIALCODE OF NEW YORK STATECCORDANCE WITH P2605/TABLE 0 �0�77 � L2