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Structural Calculations - Leasing Office BuildingMc McClendon Engineering Inc TAHOMA TERRA STORAGE OFFICE BUILDING Yelm, Washington FINAL STRUCTURAL CALCULATIONS June 30, 2023 Prepared for: Keimig Associates 307 D Street SE Auburn, Washington 98002 EXPIRES; 23 F, Prepared by: McClendon Engineering Inc 1412 West Idaho Street, Suite 240 Boise, ID 83702 Project No.: 1028.23 DE M TAHOMA TERRA STORAGE McClendon OFFICE BUILDING Engineering Inc YELM, WASHINGTON 1028.23 TABLE OF CONTENTS GENERAL: Table of Contents ........................ Design Loads ............................... Materials and References ............ Deferred SubmittaIs..................... Special Inspection ....................... Project Description ...................... Page Number ....................................................................................... ....................................................................I............I..... ................................................................................. I 2 3 ....................................................................................... ....................................................................................... ........................................................................................ _ 3 "3 GRAVITY DESIGN: s RoofFraming.............................................................................................................................. Trusses Joists Beams ' 3 FloorFraming.............................................................................................................................. Joists Beams HeaderDesign....................................................................................................................... i CS FoundationDesign..................................................................................................................... 7-1 Wall Footings Column Footings Misc. Architectural...................................................................................................................... Stairs LATERAL DESIGN: ZS LateralAnalysis........................................................................................................................... Wind Base Shear Seismic Base Shear Diaphragm/Chord Analysis.........................................--...................................................... 30 ShearWall Design................................................................................ • nnr, 1►rr%rv. ShearWall Schedule.................................................................................................................. Y3 HoldDown Schedule.................................................................................................................. S( - 7�1 Mc McClendon Engineering Inc GRAVITY DESIGN LOADS: Roof Dead Loads Roofing: 2 psf — asphalt shingles Decking: 2 psf — %" plywood Framing: 4 psf — roof trusses Insulation: 3 psf— batt insulation Ceiling: 3 psf—gyp. board M & E Collateral:2psf — assumed residential Miscellaneous: 2 psf - rounding E Roof DL: 18 psf Roof Live Loads Snow Load: 25 psf Roof LL: 20 psf Floor Dead Loads Flooring: 2 psf — carpetlother floorin Decking: 2 psf — V plywood Framing: 3 psf — floor joists Insulation: 3 psf — batt insulation Ceiling: 2 psf — gyp board M & E Collateral:2 Miscellaneous: E Floor DL: psf— assumed residential 1 psf - rounding 15 psf Floor Live Loads Occupancy/Use: Office Floor LL:50 psf Occupancy/Use: Residential Floor LLAQ psf TAHOMA TERRA STORAGE Wall Loads Interior Stud Wall DL: 10 psf Exterior Stud Wall DL: 15 psf LATERAL DESIGN LOADS: Wind Loads Seismic Loads Wind: H5 mph Site Class: D- Default Exposure: C Seismic Design Category: D MWFRS:� Simple.. Risk Category: II Diaphragm Importance Factor: 1.0 LOAD COMBINATIONS: Desien Method Strength Design: Basic Load Combinations ❑ Allowable Stress Design: Basic Load Combinations ❑ Alternative Basic Load Combinations IR OFFICE BUILDING YELM, WASHINGTON 1028.23 R:6.5 0:3.0 p: 1.0 SDS: 1.03 Sol: - MSFRS: Wood Sheathed Shear Walls Mc McClendon Engineering Inc MATERIALS: Steel Shapes Fy= Plates/Angles/Channel: Fy— Hollow Structural Shapes: Fy = Pipe: Fy = - Bolts: Anchor Bolts: A307 REFERENCES: Soils Bearing Pressure = 1500 psf Source of Information: assumed Frost Depth = 18" DEFERRED SUBMITTALS: Steel: Steel member layout ❑ Joist/Joist Girders Layout ❑ Metal deck layout ❑ Wood: Engineered Truss Layout 91 Cold Formed Steel: Steel member layout ❑ SPECIAL INSPECTIONS: Fabricators ❑ Steel Construction ❑ Concrete Construction ❑ Masonry- Level 1 ❑ Masonry- Level 2 ❑ Wood Construction ❑ Soils ❑ Deep Foundations ❑ Special Cases Seismic Resistance ❑ Other: n Wood Sawn Lumber: DFL #2 GluLam: Eng. Product:see calcs Light Gauze Steel Fy: - Codes Used 20I8 IBC TAHOMA TERRA STORAGE OFFICE BUILDING YELM, WASHINGTON 1028.23 Concrete f,,,= 2500 psi fy = 60 ksi Masonry fm- fy = Software Used Forteweb Concrete- Mix Design Reinforcement Layout Masonry: Mix Design ❑ Reinforcement Layout ❑ Other: ❑ M C TAHOMA TERRA STORAGE D McClendon OFFICE BUILDING Engineering Inc YELM, WASHINGTON 1028.23 PROJECT DESCRIPTION: The Structural scope of work for this project consists of. • The design of a two-story office building. • The gravity system for the building consists of wood roof trusses supported on wood framed walls and a shallow concrete foundation. The lateral system for the building consists of a simple diaphragm, supported by wood shear walls. 4 Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK 0, W, Mc Project: d FICL- No: Mgt ZS Page: McClendon Scope:�?ZyC CCN Date: Checked by: Engineering Inc Item: By:a r rr P i i I ml D _ Project:..17 OFFICE -N o: 1QZ .Z3 Page: .7 McClendon Scope: Date: Checked by: Engineering Inc Item: By:fb�l l fwl T)' Pab d l pe� II 2x S 'D' L #- 1 'Paw loe- i 16`► T31 3�0 I igiFORTEWEB MEMBER REPORT PASSED Level, Roof: Joist- RJ1 1 piece(s) 2 x 8 OF No,2 @ 16" OC 0 r 6 r 12' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Resutt LDF Load: Combination (Pattern) Member Reaction (lbs) 379 @ 2 1/2" 3281 (3.50") Passed (12%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 328 @ 10" 1501 Passed (22%) 1.15 1.0 D + 1.0 5 (All Spans) Moment (Ft -lbs) 1113 @ 6' 3 1/2" 1564 Passed (71%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.270 @ 6'3 1/2" 0.680 Passed (1-/606) -- 1.0 D + 1.0 S (AII Spans) Total Load Defl.(in) 0.487 @ 6' 3 1/2" 0.907 Passed (L/336) -- 1.0 D + 1.0 S (All Spans) • Lreriemon rnrena: LL (L/zau) and I L (LIOU). • Allowed moment dors not reflect the adjustment for the beam stability factor. • A 1504 increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. gearing Length Loads to Supports (lbs) supports Total Available Required Dead SnowFactored Accessories - Beveled Plate - DF 3.50" 3.50" 1.50" 169 210 379 Blocking - Beveled Plate - DF 3.50" 3.56" 1.50" 164 210 379 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed ateral Bracing grating Intervals Comments )p Edge (Lu) B' 7" o/c Atom Edge (Lu) 14' t" o/c -maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 12' 7" 16" 1 18.0 25.0 Roof 4ember Notes oof Joist RJI Member Length : 14'4 7116" system: Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : ASO Member Pitch : 6/12 Veyerhaeuser Notes reyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties dated to the software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having prisdiction. The designer of record, builder or framer is sponsible to assure that this calculation is compatible with the overall project. Accessories (Aim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at reyerhaeuser facilities are third -party cert'eried to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -r5 under evaluation reports ESR -1153 and ESR -138 td/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to ww.weye rhaeuser. com/woodprod ucts/docu ment-I ibrary. ie product application, input design loads, dimensions and support informatfon have been provided by SM FOrteWE$ Software Operator 6/30/2023 5:31:46 PM UTC ForteWE6 v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: 1028.23 Tahoma Terra Page 1 / 1 Job Notes Sarah McClendon Tahoma Terra McClendon Engineering (208) 342-2919 Sarah@mcdenddnengineering.com 2FORTEWEB 0 12 6 MEMBER REPORT Level, Roof: Joist- RJ2 1 piece(s) 16" T3I0 360 @ 24" OC r r r 14' L All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 9 Location Allowed Result LRF Load: Combination (Pattern) Member Reaction (lbs) 658 @ 2 1/2" 1242 (1.75") Passed (53%) 1.15 1.0 D + 1.0 S (All Spans) Shear (lbs) 632 @ 3 1/2" 2519 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Pt -lbs) 2264 @ 7' 3 1/2" 9666 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Live Load M. (in) 0.085 @ 73 1/2" 0.528 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.153 @ 7' 3 1/2" 1 0.792 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to supports (lbs) ;upports Total Available Required Dead Snow Factored Accessories - Beveled Plate - DF 3.50" 3.50" 1.75" 293 365 658 Blocking - Beveled Plate - DF 3.50" 3.50" 1.75" 293 365 658 Blocking Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ateral Bracing Bracing Intervals Comments op Edge (Lu) 7' 6" o/c atom Edge (Lu) 16'4" o/c -TA joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.40) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 14' 7" 24" 18.0 25.0 Roof 4ember Notes oof joist R)2 PASSED Member Length : 16' 115/8" System : Roof Member Type : Ioist Building Use : Residential Building Code: IBC 2018 Design Methodology: ASD Member Pitch : 6/12 Veyerhaeuser Notes reyerhaeuser warrants that the sizing of its products will bre in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties dated to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is .sponsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at reyerhaeuser facilities are third -parry certified to sustainable for" standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR-138- id/or tested In accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product kterature and installation details refer to ww.weyerhaeuser.com/woodproduds/dowmerit-libTafy. he product application, input design loads, dimensions and support information have been provided by SM PorieWER Software Operator 6/30/2023 5:34:44 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: 1028.23 Tahoma Terra Page 1 / 1 Job Notes Sarah McClendon Tahoma Terra McClendon Engineering (208)14 Sarah@mcctemodendonengineering.ean a WE Mc Project: =_FFJ Q -L No: OZK- Z3 Page: 10 McClendon Scope: 6T9RCr_ 1 J6«'1h� Date: Checked by: Engineering Inc Item: By: iffnil ws� 1 DL Z 13/ " X fiXO N 9.06: LVL r�r �►� 2 FO RTE W E B MEMBER REPORT PASSED Level, Roof: Beam RBI 1 piece(s) 4 x 8 OF No.2 r � r T All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed ResuR EDF Load: Combination (Pattern) Member Reaction (lbs) 1166 @ 2" 7656 (3.50") Passed (15%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 890 @ 10 314" 3502 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 2020 @ 3' 9 112" 3438 Passed (59%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.061 @ 3' 9 1/2" 0.242 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.107 @ 3' 9 1/2" 0.363 Passed (L1810) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1./360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Bearing Length gads to Supports (lbs) Supports Total I Available Required Dead snow Factored ACCe59aries 1 - Stud wall - DF 3.50" 1 3.50" 1.50" 502 66q 1 1166 Blocking 2 - Column - DF 3.50" 1 3.50" 1.50" 502 664 1 1166 1 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 7'7" o/c Bottom Edge (Lu) 7' 7" old -Maximum allowable bracing intervals based on applied load. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) comments 0 - Self Weight (PLF) 0 to 7'7" N/A fi.4 — 1 - Uniform (PSF) 0 to 7' 7" (Top) 7' 18.0 25.0 Roof Member Notes Roof Beam RBI 0 System : Roof Member Type : Drop Beam Building Use : Residential Building Code: IBC 2018 Design Methodology : ASP Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having junsdretion. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -FS under evaluation reports ESR -1153 and ESR -1387 andlor tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.00m/woodproduM/document-1fibra ry. The product application, input design loads, dimensions and support information have been provided by SM ForteWEB Software operator 6/30/2023 5:42:14 PM UTC ForteWEB v3.6, Engine: V8.3,0.43, Data: V8.1.4.1 Weyerhaeuser File Name: 1028.23 Tahoma Terra Page 1 / 1 Job Notes Sarah McClendon Tahoma Terra McClendon Engineering 342-2919lend Sarah@mcclendonengineering.com sarah 1Z 1FORTE E MEMBER REPORT Level, Roof: Beam RB2 2 plece(s) 13/4" x 117/8" 2.0E Microllam0 LVL Overall Length: 6 7" 0 6' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual ! Location Allowed Resuft LDF Load: combination (pattern) Member Reaction (Ibs) 1842 @ 3 1/2" 3938 (1.50") Passed (47%) 1.0 D + 1.0 S (All Spans) Shear (lbs) 1235 @ 1' 3 318" 9081 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 2764 @ 3' 3 1/2" 20525 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Dell. (in) 0.015 @ 3' 3 112" 0.200 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.026 @ 3' 3 1/2" 0.300 Passed (L1999+) — 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (1-1249). • Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Snow Factored Accessories 1 - Hanger on 117/8" OF beam 3.50" Hangerr 1.58" 866 1152 2018 See note 2- Hanger on 117/8" OF Ledger 3.50" HangeO 1.58" 866 1 1152 2018 See note • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • t See Connector grid below far additional information and/or requirements. Lateral Bracing Bracing intervals comments Top Edge (Lu) 6' a/c Bottom Edge (Lu) 6' a/c -Maximum allowable bracing intervals based on applied load. PASSED System : Roof Member Type: Drop Beam Building Use: Residential Building Code : IBC 2018 Design Methodology: ASD Member Pitch :0112 Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger LUS410 2.00" N/A 8-16d 6-166 2 - Face Mount Hanger HUS412 2.00" N/A 10-10dx1,5 10-16d • reefer to manufacturer notes ano instrumons for proper msmnation aria use or an connectors. Dead Snow Vertical Loads Location (Side) Tributary Width (0.90) (1.15) Comments 0 - Self Weight (PLF) 3 1/2" to 6' 3 1/2" N/A 12.1 -- 1 - Uniform (PLF) 0 to 6'7" (Top) N/A 252.0 359.0 Roof Member Notes Roof Beam R62 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not Intended to circumvent the need for a design professional as detem*ed by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation #s compatible riRh the overall project. Accessories ([Um Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woDdproducts/document-library. The product application, input design loads, dimensions and support information have been provided by SM ForteWEB Software Operator 7/3/2023 2:59:51 PM UTC ForteWEB 0.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: 1028.23 Tahoma Terra Page 1/1 Job Notes Sarah McClendon Tahoma Terra McClendon Engineering (208) 342-2919 sarah@mcclendonengineering.mm 13 DMC_ z Project: —off) C L No: �u• 3 Page: McClendon scop"-: n'ml .m nate: Checked by: Engineering Inc Item: By: IWA F� I Spm = 2 �'-o•• P, 18'� 1 a]FORTEWE6 � 5 MEMBER REPORT PASSED 0 Level, Floor: Joist 1 piece(s) IS" Tim 360 0 16" OC Overall Length, 24' 11" 24' All locations are measured from the outside face of left support (or left cantilever end), All dimensions are horizontal. Design Results Actual Q Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 914 @ 11/2" 1505 (3.50") Passed (61%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 880 @ 5'1/2" 2425 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 5354 @ 12' 5 1/2" 9465 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.371 @ IT 5 1/2" 0.604 Passed (L/782) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.510 @ 12' 5 1/2" 1 1.208 Passed (L/569) 1.0 D + 1.0 L (All Spans) TJ-ProT" Rating 40 40 Passed • Deflection criteria: LL (LJ480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite aVon with a single layer of 23132" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ -Pro- Rabng include: None. Bearing Length Loads to Supports (Ibs) Supports Total Available Required Dead Floor Live Factored Accessories I - Stud wall - DF 5,58" 5.50" 1.75" 249 664 914 Blocking 2 - Stud wall - DF 5.50" 5.50" 1.75" 249 664 914 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 1" o/c Bottom Edge (Lu) 24' 11" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied bad. Vertical Load Location spacltrg Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 24' 11" 16" 15.0 40.0 Floor Member Notes Floor Joist- FJ1 System : Floor Member Type : loist Building Use: Residential Building Code : IBC 2010 Design Methodology: ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance wrth Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software, Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Neyerhaeuser facilities are third -parry cevtifted to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports FSR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to nnvw.weyerhaeu ser.c(>mlwoodproductsldocun)ent-li bra ry. The product application, input design loads, dimensions and support information have been provided by SM ForteWEB software operator 6/30/2023 5:21:21 PM UTC ForteWEB 0.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: 1028.23 Tahoma Terra Page 1 / 1 Job Notes Sarah McClendon Tahoma Terra McClendon Engineering (208) 342-2915 Sarah@mcdendonengineering.com w D'! Project: No: 0 Pager McClendon Scope: Ml tkCT 1DI-ZUa Date: Z Checked by: Engineering Inc ,tem: By: Spm_ P P, 13/,y o X 181` ,2,Dc,- LUL rmm DtA�w - WORTEWEB 0 MEMBER REPORT Level, Floor: Beam FBI 2 pieces) 1 3/4" x 18" 2.0E Microllam0 LVL 5' ro All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF load: Combination (Pattern) Member Reaction (lbs) 3318 @ 2" 7656 (3.50") Passed (43%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1364 @ 1' 9 1/2" 11970 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 4508 @ 3' 1/2" 38753 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.012 @ 3' 1/2" 0.144 Passed (L/999+) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.016 @ 3' 1/2" 0.287 Passed (L/999+) 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1-1480) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Factored Aacessorles I - Stud wall - OF ISO" 3.S0" 1.52" 946 2373 3318 Blocking 2 - Stud wall - DF 3.50" 3.50" 1.52" 946 2373 3318 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 1" o/c Bottom Edge (Lu) 6' 1" o/c -Maximum allowable bracing intervals based op applied load, Vertical Loads Location (Side) Tributary Width Dead Floor Live (0.40) (1.00) Comments 0 - Self Weight (PLF) a to 6' 1" N/A 18.4 -- t - Uniform (PSF) 0 to 6' 1" (Front) 1916, 15.0 40.0 Floor Member Notes Floor Beam FB1 17 PASSED } 0 System : Floor Member Type : Flush Beam Building Use : Residential Building We : IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panes and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.comjwoo.dproducts/document-library. The product application, input design loads, dimensions and support information have been provided by SM Fortei Software Operator Job Notes Sarah McClendon Tahoma Terra McClendon Engineering (208)342-2919 sarah@mcciendoriengineering.com 6/30/2023 6:02:52 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: 1028.23 Tahoma Terra Page 1 / 1 M DE Project: TG h Oma Te" fft ^49 L No: (D Z a. 2 3 Page:�� McClendon Scope: � �� � ' 9'' Date: 0612--3 Checked by: Engineering Inc Item: By:G ,Hi Span �Z f l�prf k I�, s' 4 Zo�p1 bo PV SL= Roo , 5 ' — 84,V1 jr j i = ALL= F166,m k Q• S' = 3B0,0e� i ��. L'!I � 7 i,q rr. 2 a FLV1' iA1 -hrlW'AX Cr'S.� jQ i '0 / e ' R �f 0- Z'` it's( JF1 d or i l €; b, 14 ,/Z — q. S 1 Y11 a�C� 7,' r- R wo-, _ Vic] 7�r3 3 E W ?t f7 P 5L: R00i = 2-69 p� ' 3 r, f ! LV I ; � : 14 x � � /��7_0 E . � W Z) ZjMri+�r0+�i" l j � .IFORTE WEB MEMBER REPORT PASSED Level, H1 2 piece(s) 13/4" x 7 1/4" 2.0E Microllam® LVL 0 C 5' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Reauk LDF Load: Commination (Pattern) Member Reaction (lbs) 2724 @ 0 3938 (1.50"} Passed (69%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 1738 @ 8 3/4" 4821 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-ili 3159 @ 2' 7 1/2" 7115 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dei (in) 0.046 @ 2'7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Tota( Load Defl. (in) 0.096 @ 2'7 1/2" 0.262 Passed (L/656) - 1.0 D + 0.75 L + 035 5 (All Spans) • Deflection criteria: LL (L/369) and TL (V240). • Allowed moment does not reflect the adjustment for the beam stability factor. Rearing Length Loads to Supports (lbs) upports Total Available Required Dead Floor Live Snow Factored Accessones - Trimmer - DF 1.59" 1.50" 1.50" 1409 998 755 2724 None - Trimmer - DF 1.50" 1.50" 1 1.50" 1409 998 755 2724 None ateral Bracing Bracing Intervals Comments )p Edge (Lu) 5' 3" o/c )ttom Edge (Lu) 5'3" o/c *Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Floor Live Snow (1.00) (1.15) comments 0 - Setf Weight (PLF) 0 to 5' 31 N/A 7.4 -- -- 1 - Uniform (PSF) 0 to 5' 3" il' 6" 18.0 - 25.0 Roof 2 - Uniform (PSF) 0 to 5' 3" 9' 6" 15.0 40.0 - Floor 3 - Uniform (PS9 0 to 5' 3' 12' 15.0 - - Wail + 0 System : Wali Member Type: Header Building Use : Residential Building Code: IBC 2018 Design Methodology : ASD Neyerhaeuser Notes reyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warrantfes dated to the Software. Use of this software is not intended to circumvent the need fair a design professional as determined by the authai ity having jurisdiction. The designer of record, builder or framer is sponsible to assure that this calculation is compatible with the overall project. Acoessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at reyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -138 id/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to ww. weyerhaeuser.com/wood p roducts/docu ment-I i brary. lie product application, input design loads, dimensions and support information have been provided by SM ForteWEB Software Operator 6/30/2023 8:48:01 PM (ITC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name: 1028.23 Tahoma Terra Page 1 / 1 Sob Notes Brayden Godfrey Tahoma Terra McClendon Engineering (208) 342-2919 braydenamcclendonengineering.cnm :f FORTEWEB + 0 MEMBER REPORT Level, H2 2 piece(s) 13/4" x 111/4" 2.0E Microllarn® LVL Overall Length: 10'6" J le' All locations are measured from the outside face of left support (or left cantilever end). All dimenslons are horizontal. Design Resutts Actual O Locotfars Allowed Rawlt LOF Load: Combination (Pattern) Member Reaction (lbs) 5468 @ 11/211 7875 (3.00") Passed (69%) — 1.0 D + 0,75 L + 0.75 S (All Spans) Shear (lbs) 3741 @ 1' 2 1/4" 7481 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 12095 @ 5' 3" 16137 Passed (75%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.169 @ 5' 3" 0.342 Passed (1-1728) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl.(in) 0.351 @ TY 0.512 Passed (L/350) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflect€on criteria: LL (L/360) and TL (U240). • Allowed moment does not reflect the adjustment for the beam stability factor. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Factored Accessories L- Trimmer- DF 3.00" 3.00" 2.08" 2840 1995 1509 5468 None 2 - Trimmer - DF 3.00" 3.00" 2.08" 2840 1995 1509 5468 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 8' 11" o1c Bottom Edge (Lu) 10' 6' o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location Tributary Width Dead (0.90) Floor Live Snow (1.00) (1.15) Comments 0 - Self Weight (PLF) 0 to 10` 6" N/A 11.5 -- -- 1 - Uniform (PSF) 0 to 10' 6" 11.6.. 18.0 - 25.0 Roof 2 - Uniform (PSF) 0 to 10` 6" 9' 6" 15.0 40.0 - Floor 3 - Uniform (PSF) 0 to 10' 6" 12' 15.0 - - Wall PASSED 0 System : Wall Member Type : Header Building Use : Residential Building Code: IBC 2018 Design Methodology : ASD Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Paners and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and FSR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weverhaeuser.comlwoodproducts/dDcument-library. The product application, input design loads, dimensions and support information have been provided by SM Fortei Software Operator Job Notes Brayden Godfrey Tahoma Terra McClendon Engineering (208)342-2919 brayden @mcclendanengi neeri ng.com 6/30/2023 8:51:33 PM UTC ForteWEB v3.6, Engine: V8.3.0.43, Data: V8.1.4.1 Weyerhaeuser File Name; 1028.23 Tahoma Terra Page 1 / 1 20 --_s 4 r---` rJ Lam- I�J � l--�^ I � I Kgy Mc _ 2� Project:- I 7 0 L- IC No: Page: McClendon Scope: srnuC°f IG Date: Checked by: Engineering Inc Item: By: �oc�r•�rn a•� 'Q�sR �N ROOF) = (B f ZP5F)(25671 PLS FLoo2, (IS+ q6 ?5F)� BIZ ►il.edo = )8117- ter- SDO p6F MC 0n, 23Page: 23 McClendon Scope: 6maer OEB46r4 Date: 23 Checked by: Engineering Inc Item: By: I 77-7 P-rL- Faom Fel Pn- = 338 - 2,2 x /,!51 4pe; �Z `-O" sQ X JZ'`��F�kv7 2 Posy Fiz-7 PrL Fp_ = 0.8' Z� TIMBERSTRAND® LSL STAIR STRINGERS Two Stringer Option Three Stringer Option 1 -PLY TIM BERSTRANDD LSL STRINGERS IRC Maximum Stringer Run —40 psf Live Load/12 psf Dead Load{1) 44" Tread Width Thickness Material 2 Stringers 36" Tread Width 3 STrm ers a amngers 48" Tread Width a au nrgci b O 041 Is g, 0 Grade Depth(2) Without With Without With Wlthaut With Without With Without With With Reinforcement Without Reinforcement Reinforcement Reinforcement Reinforcement Reinforcement Relniercemenf Reinforcement Reinforcement Reinforcement Reinforcement Relnforcement 4'-7" $'-3" 9. 2„ 5i4- 9'-2" 11.4.10.1„ 5'-6" 9'-2" 9K" 5'-0" 5'-10" 5'-10" 7`-6" 5' -EO" 6`-8" 5' ]0" 6'-B" 5'4" 6'-8" 1%"1.3E TimberStrand■ 117/8" 8'-4" 10'4" 10'4" 10'-10" 9'-2" 10'-]0" 9' 2" 10'-0" 9'-2" 10'-0" LSL 14" 11'-8" 11'-8" 13'-4" 13'4" 12'-6" 12'-6" 12' 6" 12'-6" 11'4" 00- 9�2' 5'-10" 6-a.. 6' 8" 7.4. 6'-8" 7--6,- 5'-10" 7'-6' ;1 5'-10" 7'-6" 1S4"1.5E TlmherStrand■ 117/8" 9'-2" 10'-l0" 10'-10" 12'-6" 10' LSL 14" 13'4" 13'-4" 15'-0" 15'-0" 14'-2" 14'-2" 14'-2" 14'-2" 914' 5'40" 1' 6" 6'4" 8'4" 6'4" 7'-6" 1.55E Timberstrand® 117/8" 10'-0" 10'-10" 111-8" 12'-6" 10'-10" 11'4" 10'-10" 11'4" LSL- 14' 14'_2" 14,_2„ 15'-0" 15,4" 15'-0" 15'4„ 15'-0" 151_01, 14,_2" 14,_2„ (1) Tables are based on IRC requirments: maximum riser height of 734" and a minimum tread depth of 10", with a max story height of 151'. (2) Minimum throat depths are as follows: Ne" min. at N' rim board, 5y° min. at 117/8" rim board, Ple" min. at 14' rim board iRc MaYimililm Strinver Run — 100 os# Live Load/12 usf Dead Load(') it) Tables are based on IN requirments: maximum riser height of 7" and a minimum tread depth of 11, with a max story height of 144". t2l Minimum throat depths are as follows: 35/s" min. at 9W rim board, G" min. at 117/8" rim board, 81/8" min. at 14" rim board. General Dotes ■ Maximum stringer runs shown are more restrictive of simple or continuous span and based on Allowable Stress Design. ■ Deflection criteria of 1-1360 live load and 1-1240 total load. in For 2 -ply stringers, attach together with 2 rows of 0.131" x N" at 12" on center. Use 0.131" x 3" nails for 134" stringers. ■ Use subfloor adhesive to improve stair performance and minimize squeaks. See adhesive recommendations on page 2. ■ Keep materials dry. Add a vapor barrier at the bottom of the stair stringer if it is in contact with concrete. ■ The attachment details shown are suggestions only; alternate details are possible. Responsibility remains with the design professional at record. ■ For assistance with loading conditions and stair configurations not shown, contact your Weyerhaeuser representative. General Guidelines for Calculating Step Rise and Run ■ The rise times the run should equal approximately 75". ■ Two times the rise plus one run should equal approximately 25". ■ Rise plus run should be 17" to 18". TimherStrandm LSL Stair Stringers and SturdiSteps Stair Treads Specifier's Guide 9010 1 June 2021 4 36" Tread Width 42" Tread Width 44" Tread Width 48" Tread Width Thickness Material 2 Stringers 3 Strin ers 3 Stringers 3 Stringers 3 Stringers Grade Depth12 Without Relnforcement With Reinforcement Without Reinforcement With Reinforcement Without Reinforcement With Without Reinforcement Reinforcement With Reinforcement Without Reinforcement With Reinforcement 1i4" 1.3E TimberStrand® LSL 9yi" 3'-8 6'-5" 9'-2" 4.7,1 l'-4" 10'-l" 4'-7" 8'-3" 11'-0" 4'-7" 7'-4" 9'-2" 5'-6" 8' 3" 1. 5'-6" e'-3" 4'-7" 7'-4" k0' 1„ 5'-6" 8'-3" 11'-11" 5'-6" 9'-2" 5'-6" 8'-3" 10, 1„ 6'-5" 9'-2" 11' 11" 6'-5" 10'-l" W-7" P-4" 10i �„ 4'-7" 8'-3" !1`-0" 5'4" 8'4" 4'-7" 8'-3" i0 i 5'-6" 9'-2" ll' 0" 6' 5" 9'-2„ T-7" T-4" 9._2., q,_7„ 8'-3" ll' -0" 5'-6" 8'-3" 4'-7" $'-3" 9. 2„ 5i4- 9'-2" 11.4.10.1„ 5'-6" 9'-2" 3'-8" 7'-4" 9,_2i 4'-7i T-4" 5'-6" 8i-3" 41-7" 7`-4" 91.2 , 5 6„ 8'-3" 10'-1" 5'-6" 9'-2„ 117/6 14„ 1f4"1,5E Timbei-Strand® LSL 9%" 117/a" 14" t14"t.55E TimberStrand■ LSL 97/'" 117/8" 14' it) Tables are based on IN requirments: maximum riser height of 7" and a minimum tread depth of 11, with a max story height of 144". t2l Minimum throat depths are as follows: 35/s" min. at 9W rim board, G" min. at 117/8" rim board, 81/8" min. at 14" rim board. General Dotes ■ Maximum stringer runs shown are more restrictive of simple or continuous span and based on Allowable Stress Design. ■ Deflection criteria of 1-1360 live load and 1-1240 total load. in For 2 -ply stringers, attach together with 2 rows of 0.131" x N" at 12" on center. Use 0.131" x 3" nails for 134" stringers. ■ Use subfloor adhesive to improve stair performance and minimize squeaks. See adhesive recommendations on page 2. ■ Keep materials dry. Add a vapor barrier at the bottom of the stair stringer if it is in contact with concrete. ■ The attachment details shown are suggestions only; alternate details are possible. Responsibility remains with the design professional at record. ■ For assistance with loading conditions and stair configurations not shown, contact your Weyerhaeuser representative. General Guidelines for Calculating Step Rise and Run ■ The rise times the run should equal approximately 75". ■ Two times the rise plus one run should equal approximately 25". ■ Rise plus run should be 17" to 18". TimherStrandm LSL Stair Stringers and SturdiSteps Stair Treads Specifier's Guide 9010 1 June 2021 4 Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK DE M -1 zs Project::17r N�: Page: McClendon Scope: STi KUr ODIC -10 Date: Checked by: Engineering Inc Item: By: 111 Nfl .5-f11SP �+ )4otz z�TA_L_ �c �surz Q WA N ._ 2-6's F5F (1,01). = 37.1P5r- © 1� : 11, 1 P6F (r, 41) = Z6, 7 JSF C� QDoF 126FE rJ D 2ON a s �� 0, oat mrN = 3,Or DMC d e oz z3 Page: S �r��ect: N�: , McClendon Scope:�'T 'flSrC-,,til Date: Checked by: Engineering Inc Item: By: IJ! I j r o rj l W4,6!114 o { 37, ?5iZ(26� 9 Z9 �O .2. I , 6) Z3, z0,sr C�w -C>,z_er_nN C �) 3 (1AJ N O n CAsr) Cy#V l� tti1D C�ou�s =� '�TH 'Ql �tt�not3S 6122123, 3:46 AM U.S. Seismic Design Maps rf 7 Tahoma Terra Yelm, WA, USA Latitude, Longitude: 46.9420431, -122.6059582 OSHPD 1st Street Nail Ba dq� S�eL Ma and Pa's Family Diner �2 Yelm-Tenino Trail 510 fi Tahoma Valle Golf Course Goode t Date Design Code Reference Document Risk Category i Site Class Type Value Ss 1.288 SI 0.465 VThe Shiplap Shop T & Coffee House ;, South Puget Sound Habitat for... 41 �a Map data 02©23 J 4 612212023, 3:47:15 AM ASCE7-16 11 D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) NICER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEC peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion, (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration, Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration 113 SMs 1.545 SM1 null -See Section 11.4.8 SDS 1.03 SDI null -See Section 11.4.8 Type ^ Value A _ SDC null -See Section 11.4.8 Fa 1.2 F,, null -See Section 11.4.8 PGA 0.509 FPGA 1.2 PGAM 0.611 TL 16 SsRT 1.288 SsUH 1.418 SsD 1.5 S 1 RT 0.465 S1UH 0.522 S 1 D 0.625 PGAd 0.509 PGAUy 0.552 hftps://www.seismicmaps.org VThe Shiplap Shop T & Coffee House ;, South Puget Sound Habitat for... 41 �a Map data 02©23 J 4 612212023, 3:47:15 AM ASCE7-16 11 D - Default (See Section 11.4.3) Description MCER ground motion. (for 0.2 second period) NICER ground motion. (for 1.0s period) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2 second SA Numeric seismic design value at 1.0 second SA Description Seismic design category Site amplification factor at 0.2 second Site amplification factor at 1.0 second MCEC peak ground acceleration Site amplification factor at PGA Site modified peak ground acceleration Long -period transition period in seconds Probabilistic risk -targeted ground motion, (0.2 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration Factored deterministic acceleration value. (0.2 second) Probabilistic risk -targeted ground motion. (1.0 second) Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration, Factored deterministic acceleration value. (1.0 second) Factored deterministic acceleration value. (Peak Ground Acceleration) Uniform -hazard (2% probability of exceedance in 50 years) Peak Ground Acceleration 113 6122123, 3:46 AM U.S. Seismic Design Maps y Type Value Description CRS 0.908 Mapped value of the risk coefficient at short periods CR1 0.891 Mapped value of the risk coefficient at a period of 1 s Cv 1.358 Vertical coefficient https://www.seismicmaps.org 213 Mc D Project:. 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E M >'j N ca• o^ N o 2. d GA T M "dy T2 v '.1 .�. y A (] j A •G a� •Q 09 a G1."O A A tj 0- 0 O .� y U y E (1tl7 n`di II 0 0 m N '-pT• E" a'd m �� o•� �° y ye> L3t-gbe 0 �'' m i6 i6 u v ern .. w d> E w iC 0 310 C C C C o_.O N N *' b C A 7 d 9 7 f° W y O C i7 `-• ++ in c7 > > A b N iu a w C C N CV •� °�y �- A Q �� N Vl py E�3 [J' L � E.E cqa b N b C N N V (S. O N 20 'v Ww H cu.ii �w ad E :n a>'. 3.5 N M V Copyright Q American Wood Council Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL r 7 $ 0. U ;o {i 9-0 9 •mD ° ' 1 � � •� �a tYtt peot fttw• �t U fl, w 9.fp7 0r.cp' � 0 g yrY 8 •5 5 S 1_ SP T s U w a a �• o a" is 7 U EA � O a7 �P% as N O C Y C$ B-4, O Q O C ...' U 9. A E b C as w E W eW7 y4'4'v o A µby a o v C m C 0 0 b f/7 70 C/l Q b. N V M L" G 5 m v Q,Y3—+� o ( ¢� O.o v or! E M >'j N ca• o^ N o 2. d GA T M "dy T2 v '.1 .�. y A (] j A •G a� •Q 09 a G1."O A A tj 0- 0 O .� y U y E (1tl7 n`di II 0 0 m N '-pT• E" a'd m �� o•� �° y ye> L3t-gbe 0 �'' m i6 i6 u v ern .. w d> E w iC 0 310 C C C C o_.O N N *' b C A 7 d 9 7 f° W y O C i7 `-• ++ in c7 > > A b N iu a w C C N CV •� °�y �- A Q �� N Vl py E�3 [J' L � E.E cqa b N b C N N V (S. O N 20 'v Ww H cu.ii �w ad E :n a>'. 3.5 N M V Copyright Q American Wood Council Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL m _ 35 Project: © Fier No: 1©Zd, 23 Page: McClendon Scope: 5TP-tAC'r V0516PA Date: Z checked by: Engineering Inc Item: By: Cftq 0 ' De51,41�1 Ww1 Nfl = 17 7pi-r- 7-w C-= 1180 S U C COPE M IN s ©K tills '��12t-CTtiona + �2oV ► p�— ;_ 1 'STZZ 1'S'� 57?�� � ��'+.c.ow = ` /� 75� E ?fty rte; ' �� l�r� N*+L5 Construction Connectors Simpson .. ... HRS/ST/HTP/LSTA/LSTI/MST/MSTA/MSTC/MSTI Strap Ties (cont.) Codes: See p, 11 for Code Reference Key Chart - These products are available with additional corrosion ® For stainless-steel Many of these products are apbroved for installation protection. For more information, see p, 14. fasteners, see p. 21, M with Strong -Drive SD Connector screws. See pp. 348-352 for more information. 55 SS SS ss n 0 Model No. Ga Dimensions (in.) yy L Fasteners (Total) (in) Allowable Tension Loads (DF/SP) (160) Allowable Tension Loads (SPFIHF) (160) Code Aef, ST2115 Y. 16%(10) 0.162 x 2112 660 660 LSTA9 11/, 9 (8) 0.148 x 2112 740 635 LSTA12 11/4 12 (10) 0.148 x 21h 925 795 11/4 15 (12) 0.148 x 2Y2 1,110 955 114 18 (14) 0.148 x 21h 1,235 1,115 ELSTA1520 11/4 21 (16) 0.148 x 21h 1,235 1,235 11/4 24 (18) 0.148 x 21h 1,235 1,235 LSTA30 11/4 30 (22) 0.148 x 21h 1,640 1,640 LSTA36 11/4 36 (24) 0.148 x 21h 1,640 1,640 MSTA9 11/4 9 (8) 0.148 x 21/2 750 650 MSTA12 11/4 12 (10) 0.148 x 21h 940 810 MSTA15 18 11/4 15 (12) 0.148 x 21h 1,130 970 MSTA18 11/4 18 (14) 0,148 x 2% 1,315 1,135 MSTA21 11/4 21 (16) 0.148 x 21A 1,505 1,295 MSTA24 11/4 24 (18) 0.148 x 21/2 1,640 1,460 11/4 30 (22) 0.148 x 21/2 2,050 1,825 1 % 36 (26) 0.148 x 21h 2,050 2,050 rST12 11/4 49 (26) 0.148 x 21/2 2,020 2,020 16 11/4 9 (8) 0.162 x 21/2 885 765 11/4 11% (10) 0362 x 21/2 1,105 955 ST18 11/4 173/4 (14) 0.162 x 21h 1,420 1,335 IBC, ST22 11/4 21% (18) 0.162 x 21h 1,420 1,420 FL, LA HRS6 i ale 6 (6) 0.148 x 21h 605 530 HRS8 12 1 % 8 (10) 0.148 x 21h 1,010 880 HRS12 12/8 12 (1 4) 0.148 x 212 1,415 1,230 ST292 2Via 94i. (12)0,162x21/2 1,260 1,120 ST2122 20 215. 121�i. (16)0.162x2% 1,530 1,510 ST22t5 2Y+. 164/16 (20) 0.162 x 21/21,875 1,875 ST6215 21A. 1665. (20) 0.162 x 21h 2,090 1,910 ST6224 16 2Y1. 235/1e (28) 0.182 x 21h 2,535 2,535 ST6236 14 2Y1. 33145. (401 0.162 x 21/2 3,845 3,845 MST126 2 M 26 (26) 0.148 x 11/2 2,745 2,380 MST136 21fe 36 (36) 0.148 x 11h 3,800 3,295 MST148 12 21fe 48 (48) 0.148 x 11h 5,070 4,390 MSTi60 21/e 60 (60) 0.148 x 11h 5,070 5,070 MST172 2Y1e 72 (72) 0.148 x 11h 5,070 5,070 HTP37Z 3 7 (20) 0.148 x 1112 900 690 MSTC28 3 281/4 (36) 0.148 x 31/4 3,460 2,990 MSTC40 16 3 4014 (52) 0.148 x 314 4,735 4,315 MSTC52 3 521/4 (62) 0.148 x 31/4 4,735 4,735 MSTC66 3 652/4 (76) 0.148 x 31/4 5,850 5,850 MSTC78 14 3 773/4 (76) 0.148 x 31/4 5,850 5,850 HRS416Z 12 31/4 1 16 (16)1/4 x 1'A SDS 2,835 2,305 — LSTi49 3% 49 (32) 0,148 x 11h 2,970 2,560 IBC, LSTI73 18 3�. 73 (48) 0,148 x 1112 4,205 3,840 FL, LA 1. See pp. 266-267 for Straps and Ties General Notes. 2. Fasteners: Nail dimensions are listed diameter by length. SDS screws are Simpson Strong -Tie® Strong -Drive SDS Heavy -Duty Connector screws. See pp. 21-22 for fastener information. 2Ys' end distance Typical LSTA Installation (hanger not shown) Bend strap one time only, max. 12/12 joist pitch. Typical LSTA18 Installation Typical MSTA15 Installation 36 269 V.:� Cl e lav PLAN: 5h)CA(L WALLIS WPM k/gy PL.A,4-. 'SHVt2 W*LLS 1.a 3m JZJ Mc D � 3� Project:. OFFieg No: /0Z.d,2_Page: McClendon Scope: STatar Date: Z3 Checked by: Engineering Inc Item: By: SJ Pt rZ 1JPO L OL -51C N L- _ 11 HOL-fl pO W N - / k:lt 5F(I�I`)+ ? --z E(E585-po;w-XIO-) - (Z6 tr-)(q- `�� )] ,V .P Wf�L!_ L1NC ZaWL '(1owr, �iaL I a,&7[i5 5FO V) t 5�5r-6 01 ZO PtF of PL i RO -NF l � E j i I i mi a z �o Project: No: Page: McClendon Scope: �JT�L L�lE��1 Date: Checked by: Engineering Inc Item: By: _5w a WA -u- 44N e ® upParz r;11-�# NT= IQ' 573 7z � ZS Ab a&t Pr /11 a 11s i -D f6wt.1 wA-u_ Lnic ,z- 01 ?s� olo2�#/q,51 r p� o, G715 T= ` 677 - Lower,- �—, _15(LO r 0 5' phm PLF r MDE +, 1 Project: C No:, D Z- Page: McClendon Scape: 57R'u-C'r C)CC''SS)Clt'i Date: Checked by: Engineering Inc Item: By: S I+T = Y0' �12oy i p� � 5W TyPL Q7 H -0L0 VOW to �S-PSFOO'l 13 7 pa - T T -x 0 No uPLi "- d POL.0 ov� r-� �= 27i5 t 3780 = '76- sr 54011 6 Mc �zProject: 1 No: 8,2--s Page: McClendon Scope: 0G:1ICIt,3 Date: Checked by: Engineering Inc Item: By: 5141 WALL L11SC [� U1�P�"rt_ fz = lis 7 'tr' . SOB pl-r ?aDV i 5w TYFF 4V LD Vow" - 'I 3.s' p►� TYPE,I� a low WL i fir= 11 II 5�` 71.. . t��fl �rr a - .3' MC McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK 0MC Project: Tahoma Terra No: 1028.23 Page: 3 McClendon Scope: Standard Calcs- IBC 2018 Date:06/21 Checked by: Engineering Inc Item: First Story- Shear Walls By: SM Shear Wall Schedule First Story Walls 0-1 1K SHEAR WALL SCHEDULE: INDIVIDUAL FULL HEIGH WALL SEGMENTS Mark Panel Edge Panel Field Panel Edge APA Rated Foundation Sill Plate Blocking Allow Shear Allow Shear Nailing Nailing Framing SHTG Fasteners Clip (Seismic) (Wind) 17 8d @ 8d @ 2x 316" 518" o x 7" Embed A.B. 'A35' @ 260 PLF 365 PLF 6" O.C. 12" O.C. (1) SIDE @ 48" O.C. 24" O.C. 8d @ 8d @ 2x 318" 5/8'a x 7" Embed A.B. 'A35'@ 380 PLF 532 PLF 4" O.C. 12" O.C. (1) SIDE @ 48" O.C. 16" O.C. 8d @ 8d @ 2x 31S" 518" a x 7" Embed A.B. 'A35'@ 490 PLF 685 PLF 3'0.C. 12" O.C. (1) SIDE @ 48" O.C. 16" O.C. q�8d @ 8d @ 2x 318" 5/8"a x 7" Embed A.B. 'A35'@ 640 PLF 695 PLF 2 " O.C. 12" O.C. (1) SIDE @ 48" O.C. 12" O.C. T8d @ 8d @ 2x 318" 5/8" tR x 7" Embed A.B. 'A35'@ 520 PLF 730 PLF 6" O.C. 12° O.C. (2} SIDES @ 48" O.C- 12" O.C. 8d @ 8d @ 2x 318" 518" e x 7" Embed A.B. 'A35'@ 780 PLF 1Q65 PLF 4" O.C. 12" O.C. (2) SIDES @ 32" O.C. S" O.C. 8d @ 8d @ 2x 318" 518" o x 7" Embed A.B. 'A35'@ 980 PLF 1370 PLF 3" O.C. 12" O.C. (2) SIDES @ 24" O.C. 8" O.C. g�8d @ 8d @ 2x 318" 518" a x 7" Embed A.B. 'A35'@ 1280 PLF 1790 PLF 2 " O.C. 12" O.C. (2) SIDES @ 24" O.C. 6" 0. C. (a) (b) (b) (b) (b) (C) (d) (b) (b) Foot Notes: (a) Shear wall mark as used in structural calculations and drawings See "Shear Wall Design" (b) Refererice: SDPWS 2015- Table 4.3A (c) See "Anchors in Concrete" in structural calculations (d) Reference Simpson Strong Tie catalog and see "Blocking Clip" in structural calculations R fC K 3 L iV L6 1 O 3 Z ea CL /(a V d N C Z M w� W 8 w U o a _0 3 y � N y 0 y EE a. N - V y � �3x v � O 'o a v E � � U � 03 a u w ¢ O y O C w Q._ a � � Q . j O 3 � � b U W � R Q p � lC � a G 4C) y s M 0 V C O a L = pp 3= 0 � � N � N L 3�� ° o Y V Op Q R V a m FGJ N � r n � � G L � C � L M 'n 4 C � o a. w V ro O E � v y 7 O �s b � 3 0 U ro A y r CL 0 (d N N L y E N O ay Y m v 3 v 27 y Ob U D C L y L a o c °c y E E a E to3 C -F > V E T a C L V _ C a C T 00 VJ ly L 00 E V O Ma V L m E L y R Ln 2;Z Eo F— V L 0 N E C O chi ca •a E M E �L'� pv m n, Ec � fl p V i _� C i ° y r C G O _ 6J ° 'a-' cm o M 13 0 {� .'�.. O -t v 0 3 E. = 04 L OU O p v O C V VCL— CLE `p E y q* .. E2 C c: m Rao n= O C > GT m N n •p 2 y p o Aj a to w E ,r N Ul W w L A a ° E T 2 E o too "aEw to C U V.M .E R E m G p E o E a cb 0 v m c aw U G V V C^ E R''-• N M �t h �0 r -- Copyright Copyright O American Wood Council. Downloadedlpnnf d pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL Lj H (F A O 47 K]N d 0 4] O b YS N O d 0 0 0 0 'O O O N 4 M V r n V n m 0 M a w n N a' m V m� (2 � n V] Ct m m rn N N a n N a N N N N Q� m C k 0 rnin 4 lia 0 a 4 m d oM10ID Co d P 4 0 o D as N n our r -o O m v N Q ti b Q .r d .- N li) r � W � O � � �D a0 .- � r- bo U3 w �- r lao 0 d mZ o a> a O W O In N o Or N 0 V m O w mN W O o O N V M O N 0 o N rOr �% 2 to N 7 yN fna 4d'1 4M'] r c R a 3o N lif lit O N O iD 0 0 0 0 0 0 N N O O O G ii m n n rn N n m a M M i[ m ID w ami n ofO-, lNl] J N N N N ry M n N N C a 1-4 N N �'} � N N ry ry ry N N yj liy m N o N w V V O N O O O N o C' O a O o O N to n o OCCNo O O o O d N N o O d o M O O O N V O N o N Y] n n w lD �D n rn 0 N In nom n 1c,41 aMrNrn ao c a C tl N rn M N N N C M a Y N M O n a [D n O W N n M 40'J l O N M N N M N N M N N M M M V N1 C' } 00 m 0 o N d a M 00000o O m N O m o O M 00 N N 0 lD 0000 w a N rn o to 0 fD N Q NR J ren m 7R, N N�NMnm LL c a a v v 6 W Y y m m H N m Q m N o N N N C M a w O. O O O O d N rn N O d 0 a O d dd V o cD P N N N O d d N M N d la O 0 m 0 0 O O �D n n W r N Ip m n n r Q M t•J V m m M t'] c a a air N �2 m N m ao N N �[ y Mrn m v N rn�nu;MN rn O N — N r H w a o O 0 0 0 co f0 o m a o L6 O 0 w 0 a m N o a N W o o W N a a o a [O m 0 0 n 0 a V l0 l0 to M a a a N [O fD N M N N N M a rn 0 a' T m 0 N c •W goy a o� O O O O O X �� y N r C a c� (C HE N 'C E N �W O N U x O m p�O o m m O r f�O (�U O 'C CO a' Q as ttl d 4. Q C R A Y V. 1p _ p O ~ 2� Z� "a � 2 �mY Z a' � x rn x x C O C O C O1 �• C R U M C N W E LL r r E R N _ 3 C QI 0 — G .ems 'D N •C E u v n li] li1 ID M n lA In O1 115 C] !'l t7 r r l�fi oa N gZ R1 C —a a O O 'O .t+ m l�'� N acW 1. ano2W? N=NQ ° am m in U} (L U) CD ii rn 8 w U o a _0 3 y � N y 0 y EE a. N - V y � �3x v � O 'o a v E � � U � 03 a u w ¢ O y O C w Q._ a � � Q . j O 3 � � b U W � R Q p � lC � a G 4C) y s M 0 V C O a L = pp 3= 0 � � N � N L 3�� ° o Y V Op Q R V a m FGJ N � r n � � G L � C � L M 'n 4 C � o a. w V ro O E � v y 7 O �s b � 3 0 U ro A y r CL 0 (d N N L y E N O ay Y m v 3 v 27 y Ob U D C L y L a o c °c y E E a E to3 C -F > V E T a C L V _ C a C T 00 VJ ly L 00 E V O Ma V L m E L y R Ln 2;Z Eo F— V L 0 N E C O chi ca •a E M E �L'� pv m n, Ec � fl p V i _� C i ° y r C G O _ 6J ° 'a-' cm o M 13 0 {� .'�.. O -t v 0 3 E. = 04 L OU O p v O C V VCL— CLE `p E y q* .. E2 C c: m Rao n= O C > GT m N n •p 2 y p o Aj a to w E ,r N Ul W w L A a ° E T 2 E o too "aEw to C U V.M .E R E m G p E o E a cb 0 v m c aw U G V V C^ E R''-• N M �t h �0 r -- Copyright Copyright O American Wood Council. Downloadedlpnnf d pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL Lj H Mc Project: Tahoma Terra No:1028.23 Page: L,(S McClendon Scope: Standard Calcs- IBC 2018 Date: 01121 Checked by: Engineering inc Item: First Story- Shear Walls By: SM SDPWS- 2015 Table 4.3A allowable shears: ASD + ASD F.S. = 2.0 Seismic: 1 520 pif/2 = 260 pif 9 = 760 plf/2 = 380 pif = 980 plf/2 = 490 pif • = 1280 plf/2 = 640 plf p= _ (2) 520 plf/2 = 520 plf (2) 760 plf/2 = 760 plf 1 _ (2) 980 plf/2 = 980 pif T_ _ (2) 1280 pif/2 =1280 pif 1 ' = 730 plf/2 = 365 pif 9 = 1065 plf/2 = 532 pif = 1370 plf/2 = 685 pif = 1790 pif/2 = 895 Of p= (2) 730 plf/2 = 730 pif (2) 1065 pIfI2 = 1065 pif 1 (2) 1370 plf/2 = 1370 plf T_ (2) 1790 pIfI2 = 1790 pif I 4b 4.3.6.3 Fasteners: Sheathing shall be attached to framing members usigg nails or other approved fas- teners. Nails shall be driven with the head of the nail flush with the surface'of the sheathing. Other approved fasteners shall be driven as required for proper instal- lation of that fastener. See Appendix A for common, box, and sinker nail dimensions. 4.3.6.3.1 Adhesives: Adhesive attachment of shear wall sheathing shall not be.used alone, or in combina- tion with mechanical fasteners. Exception: Approved adhesive attachment systems shall be permitted for wind and seismic design in Seismic Design Categories A, B, and C where R = 1.5 and 00 — 2.5, un- less other values aic approved. 4.3.6.4 Shear Wall Anchorage and Load Path De- sign of shear wall anchorage and load path shall con- form to the requirements of this section, or shall be calculated using principles of mechanics. 4.3.6.4.1 Anchorage for in -plane Shear: Connec- tions shall be provided to transfer the induced unit shear force, v, into and out'of each shear wall. 4.3.6.4.1.1 In -plane Shear Anchorage for Perforat- ed Shear Walls: The maximum induced unit shear force, v., transmitted into the top of a perforated shear wall, out of the base of the perforated shear wall at full height sheathing, and into collectors connecting shear wall segments, shall be calculated in accordance with the following: V Vmaz = Ca I L, (4.3-9) 4.3.6.4.2 Uplift Anchorage at Shear Wall Ends: Where the dead load stabilizing moment is not suffi- cient to prevent uplift due to overturning moments on the wall (from 4.3.6.1.2 or 4.3.6.1.3), an anchoring device shall be provided at the end of each shear wall. 4.3.6.4.2.1 Uplift Anchorage for Perforated Shear Walls: In addition to the requirements of 4.3.6.4.2, perforated shear wall bottom plates at full height sheathing shall be anchored for a uniform uplift force, t, equal to the unit shear; force, v,"ax, determined in 4.3.6.4.1.1, or calculated by rational analysis. 4.3.6.4.3 Anchor Bolts: Foundation anchor bolts shall have a steel platd washer under each nut not less than 0.229"x3"x3" in size. The hole in the plate wash- er shall be permitted to be diagonally slotted with a width of up to 3116" larger than the bolt diameter and a slot length not to exceed 1-314", provided a standard cut washer (see Appendix A) is placed between the plate washer and the nut. The plate washer shall ex- tend to within 112" of the edge of the bottom plate on the side(s) with sheathing or other material with nomi- nal unit shear capacity greater than 400 plf for wind or seismic. Exception: Standard cut washers shall be permitted to be used where anchor bolts are designed to resist shear only and the follow- ing requirements are met: a. The shear wall is designed in accordance with provisions of 4.3.5.1 with required uplift an- chorage at shear wall ends sized to resist over- turning neglecting dead load stabilizing mo- ment. b. Shear wall aspect ratio, h:b, does not exceed 2:1. c. The nominal unit shear capacity of the shear wall does not exceed 980 plf for seismic or 1370 plf for wind. 4.3.6.4.4 Load Path: A load path to the foundation shall be provided for uplift, shear, and compression forces. Elements resisting shear wall forces contribut- ed by multiple stories shall be designed for the sum of forces contributed by each story. 4.3.7 Shear Wall Systems 4.3.7.1 Wood Structural Panel Shear Walls: Shear walls sheathed with wood structural panel sheathing shall be permitted to be used to resist seismic and wind forces. The size and spacing of fasteners at shear wall boundaries and panel edges shall be as provided in Table 4.3A. The shear wall shall be constructed as fol- lows: 1. Panels shall not be less than 4' x 8', except at boundaries and changes in framing. All edges of all panels shall be supported by and fas- tened to framing members or blocking. Exception: Horizontal blocking shall be permitted to be omitted, provided that the shear wall is designed in accordance with all of the following: a. The deflection of the unblocked wood structural panel shear wall shall be permit - Copyright © American Wood Council. Downloadediprinted pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL Mi Project:Tahoma Terra No: 1028.23 Page: McClendon Scope; Standard Calcs- IBC 2018 Date: 01/21 Checked by: Engineering Inc Item: First Story- Shear Walls By: SM Anchors in Concrete: • 518° Diameter anchor bolt: Hooked Bolt A307, 6" wide concrete stem Steel capacity: anchor in shear (ACI 318-14, S.6.1.2) Vsa = n0.6 Ase,v futa n = Bolt Asex = 0.3068 int luta = 1.9fya = 1.9 (36 ksi) = 68,400 psi < 125,000 psi Vsa '= (1) (0.6) (0.3068in2) (68,400 psi) Vsa = 12,591#11.4 (ASD Value) Vsa= 8,994# Concrete Breakout Strength Shear// to Concrete Edge (ACI 318-14, D.6.2.1) Vcb = (Avc/Avco) sped, v Lpc, v Lph, v Vb (2) S Avc =- 1.5 Ca, (Ca2 + Ca2) For 6" STEM: Ca2= 6°12 = 3° For A.B. No less than 4" from corner/edge Ca, = 4" Avc = 1.5 (4") (3" + 3") = 36in2 Avco = 4.5 ca, 2 = 4.5 (4")2 = 72in2 Avc/Avco = 36in2172in2 = 0.50 Ca2 < 1.5 Ca, (3° < 6") LVed,v = 0.7 + 0.3 [Ca21(1.5Cal] = 0.7 + 0.3 [3"/6"] 4Ped,v = 0.85 LNcv.= 1.2 Cracked Concrete with #4 Bar Mcg McClendon Engineering Inc Project: Tahoma Terra No:1028.23 Page: � 6 Scope: Standard Calcs- IBC 2018 Date:01121 Checked by: Item: First Story- Shear Walls By: SM Anchors in Concrete- continued: Vb= 7(le/da)0.2 doIf-7c- (cal)1-5 I e=hef=7" do=518"=0.625" f'c = 2500 psi Vb = "7 (7" 10.625)°'2 0.625" 2500psi (4")1.5 Vb = 3588# Vcb = (0.50) (0.85) (1.2) (3588#) (2) Vcb = 3660# 11.4 Vcb = 2614# I Bolt � Governs For 518" Diameter A.B. with 7" Embed �)AMOW = 2614# Spacing at 48" o.c.: 'MALLOW = 2614# (12148) = 653 plf Spacing at 32" O.C.: OALLOW = 980 plf Spacing at 24" o.c.: 'OALLOW = 1307 plf Spacing,at 16" o.c.: OALLOW = 1960 plf Spacing at 12" o.c.: i)ALLOW= 2614 plf 0 (ASD Value) and McClendon Engineering Inc Project: Tahoma Terra No: 1028.23 Page: 4 q Scope: Standard Calcs- IBC 2018 Date: 01/21 Checked by: Item: First Story- Shear Walls By: SM Blocktg Clip: Load Path Transfer From: Blocking/Rim Joist To: Double top Plate • For `A35' Clip 0ALLOW = 695# L = 4 112" (Minimum spacing = 6" o.c.) Spacing at 24" o.c.: -0ALLOW = 675# (12124) = 347# Spacing at 16" o.c.: 'OALLOW = 521# Spacing at 12" o.c.: OALLOW = 695# Spaling at 8" o.c.: I) ALLOW = 1042# Spa6ing at 6" o.c.: MALLOW = 1390# For `LTP4' Clip'0ALLOW = 670# L = 4 114" (Minimum Spacing = 6" oc.) Spacing at 24" o.c.: 0ALLOW = 670# (12/24) = 335# Spacing at 16" o.c.: 0ALLOW= 502# Spacing at 12" o.c.: OALLOW = 670# Spacing at 8" o.c.: OALLOW = 1005# Spacing at 6" o.c.: 0ALLOW = 1340# .s Simpson Strong-TieWood Construction Connectors LTP4/LTP5/A34/A35 IP1 AA Framing Angles and Plates The larger LTP5 spans subfloor at the top of the blocking or rim board. The embossments enhance performance. a ° The LTP4 Lateral Tie Plate ttl shear forces for top LTP4 0 4'n plate -to -rim board or blocking connections. Nail holes m f are spaced to prevent wood splitting for single and o m 4 =' double top plate applications. May be installed over , „e e o I I o plywood sheathing. ° ; I 0 The A35 angle's exclusive bending slot allows instant, accurate field bends for all two- and three-way ties. ® B I z I < r ` Balanced, completely reversible design permits the - o I m ihsilif� A35 to secure a great variety of connections. LTP4 m iz 0 Material: LTP4/LTP5 — 20 gauge; all others — 18 gauge o Finish: Galvanized. Some pfoducts available in stainless steel or 7MAX01 coating; see Corrosion Information, LTP5 pp. 15-18. 0 0 Installation: e •Use all specified fasteners, see General Notes a • A35 Bend one time only @ a A e m Codes: See p.14 for Code Reference Key Chart A34 y A35 Joists to Plate with A Leg Inside d tFi C N F2 N F1] A34 /z minimum 2410 Al wood structural panel sheathing 330 F5 A35 Studs to Plate with B Leg Outside A3a SPAX #6 x °h° screws into subiloor and framing Joists to Beams N P] A35 lop Plates to ©LTP4 Installed Rim Board over Wood Structural Panel Sheathing LTP5 Installed over Wood Structural Panel Sheathing So LTP4/LTP5/A34/A35 Framing Angles and Plates (cont.) - These products are available with additional corrosionI' These products are approved for installation with the Strang -i protection. For moreJnformallon, see p. 18. SID Connector screw. See pp. 39-40 for more information. SS a Strong -Tie 1. Allowable loads are for one angle. When angles are installed on each side of the joist, the minimum joist thickness is 3". 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. 1 can be installed over 1/'8' wood structural panel sheathing with 8d x 1'h° nails and achieve 0.72 of the listed load, or over 1h" and achieve 0.64 of the listed load. 8d commons will achieve 100°/% load. 4. 1 satisfies the IRC continuously sheathed portal frame (CS -PF) framing anchor requirements when installed over raised wood floor framing per Figure R602.10.6.4, 5. The LTP5 may be installed over wood structural panel sheathing up to W thick using 8d x 1'h" nails with no reduction in Load. 6. Connectors are required on both sides to achieve F2 loads in both directions. 7. A34 and A35 installed with 8d x 11h" nails onto 1'/." LSL material will achieve 0.90 of the listed F1 and F2 toads. 8. Fasteners: 8d x 1112" = 0.131 " dia. x 11h" long; SPAX #6 x 1h" = 0.138' dia. x'4" long. See pp. 26--27 for other nail sizes and information. A34 upint Installation 51 331 UPDATED 02/12/18 DFlSP SPF/HF Model No, Type of connection Fasteners Direction Allowable Loads Allowable Loads Code Ref. of Load Floor Roof floor Roof (100) (125) (160} (100) (125) (169) 1❑ (8) 8d x 1'/2" F1 395 485 515 340 415 445 IP1, L5, 1 FL F2° 395 455 455 340 390 390 A34 F1 640 640 640 550 550 550 [� '(8) #9 x 116" SD 127, 11 F2 495 495 495 425 425 425 Uplift 240 240 240 170 170 170170 02 (9) 8d A1,E 295 365 395 255 315 340 C1 210 210 210 180 180 180 A2 295 365 380 255 315 325 A35L18, ❑Q (12) 8d x 1'h" IP1, L5, FL C2 295 365 370 255 315 320 D 230 230 230 200 200 200 F1 595 695 695 510 600 600 F26 595 1 670 670 510 575 575 0 (12) #6 x'k" SPAX F1 .420 420 420 360 360 360 170 LTP4 © fl 2) 8d x 1'/z" G 580 670 670 500 570 575 11111, L5, L18, FL H 580 coo 600 500 515 515 LTP5 7❑ (12} Bd x 1'/z" G 580 620 620 500 535 535 1P1, L18, FL H 545 545 545 470 470 470 1. Allowable loads are for one angle. When angles are installed on each side of the joist, the minimum joist thickness is 3". 2. Some illustrations show connections that could cause cross -grain tension or bending of the wood during loading if not reinforced sufficiently. In this case, mechanical reinforcement should be considered. 3. 1 can be installed over 1/'8' wood structural panel sheathing with 8d x 1'h° nails and achieve 0.72 of the listed load, or over 1h" and achieve 0.64 of the listed load. 8d commons will achieve 100°/% load. 4. 1 satisfies the IRC continuously sheathed portal frame (CS -PF) framing anchor requirements when installed over raised wood floor framing per Figure R602.10.6.4, 5. The LTP5 may be installed over wood structural panel sheathing up to W thick using 8d x 1'h" nails with no reduction in Load. 6. Connectors are required on both sides to achieve F2 loads in both directions. 7. A34 and A35 installed with 8d x 11h" nails onto 1'/." LSL material will achieve 0.90 of the listed F1 and F2 toads. 8. Fasteners: 8d x 1112" = 0.131 " dia. x 11h" long; SPAX #6 x 1h" = 0.138' dia. x'4" long. See pp. 26--27 for other nail sizes and information. A34 upint Installation 51 331 UPDATED 02/12/18 Mcg Project: Tahoma Terra No: 1028.23 Page: �Z McClendon Scope: Standard Calcs- IBC 2018 Date:01121 Checked by: Engineering Inc : Item: Multi -Story - Shear Walls By: SM Shear Walfschedule • Mu4-Story = Upper Floor Walls 4a.7 Shear Wall Schedule: Individual Full Height Wail Segments Panel Panel Panel APA Rated Foundation Sill Plate Fasteners Blocking Allow Allow Maris Edge Field Edge SHTG ClipShear Shear ? . Nailing Nailing Framing Foundation Upper Floor (Seismic) (Wind) ed @ ed @ 2x 31a" 518" e x 7" Embed 16d @ 6" o.c. 'A35' @ 260 PLF 365 PLF TO .C. 12' O.C. (1) SIDE A.B. @ 48" o.c. 24" O.C. ed @ ad @ 2x 318" 518" e x 7" Embed 16d @ 4" o.o. 'A35'@ 380 PLF 532 PLF 4" O.C. 12' O.C. (1) SIDE A.B. @ 48" o.c. 16" O.C. 8d @ 8d @ 2x 318" 518" a x 7" Embed 16d @ 3" o.c. 'A35' @ 490 PLF 685 PLF 3" O.C. 12" O.C. (1) SIDE A.B. @ 48" o.c. 16" O.C. �4 ad @ad @ 2x 318" 518" I x 7" Embed 114"o x 6" LAG 'A35'@ 640 PLF 895 PLF "O.C. 2'0.0 . 2"O.G. 12'0.0 . (1) SIDE A.B. @ 48" o.c. Screw @ 4" o.c. 12" O.C. ed @ ed @ 2x 318" 5/8'm x 7" Embed16d @ 3" e.c. A35 @ 520 PLF 730 PLF 6" O.C. 12" O.C. (2) SIDES A.B. @ 48" o.c. 12" O.C. 8d @ 8d @2x 318' 518" m x 7" Embed 16d @ 2" o.c. 'A35'@ 760 PLF 1065 PLF 4" O.C- 12" O.C. (2) SIDES A.B. @ 32" o.c. 8" O.C. 8d @ 8d @ 31a" 518'm x 7" Embed 114"o x 6" LAG 'A35' @ 3" O.C. 12" O.C. 2x (2) SIDES A.B. @ 24" o.c. Screw @ 2" o.c. 8" O.C. 980 PLF 1370 PLF ad @ ad @ 2x 318" 5/8'D x 7" Embed 1/4"n x 6" LAG 'A35'@ 1280 PLF 1790 PLF TO G. 12" O.C. (2) SIDES A.B. @ 24" o.c. Screw @ 4" o.c. 6" O.C. (a) (b) (b) (b) (b) (C) N Foot Notes.: (a) Reference First Story Walls (b) Reference First Story Walls (c) Reference First Story Walls f (d) Reference First Story Walls (e) See "Still Fasteners' in Structural Calculations (e) (d) (b) (b) MCS Project: Tahoma Terra No: 1028.23 Page: 53 McClendon Scope: Standard Calcs- IBC 2018 Date: 01121 Checked by: Engineering Inc Item: Multi -Story - Shear Walls By: SM Sill Fasteners Load Path Transfer From: Upper Shear Wall Sill Plate To: Lower Shear Wall Blocking • For 16d Nail, t = 3'/" Sill Plate = 2x (1 112") Floor Sheathing = 314" Totar Penetration in Blocking = 3 112" — 1 112" — 314" = 1.25 Min Penetration Allowed = 10D = 10(0.135") = 1.35" 6D = 6(0.135") = 0.81" Reduction: 6D s p s 10D P110D= 1.2511.35=0.93 1J ALLOW = 103# (1.6) (0.93) = 153# Spacing @ 8" o.c.: 1}ALLOW = 153# (1218") = 230 plf Spacing @ 6" o.c.: 1)ALLOW = 306 plf Spacing @`4" o.c.: JALLOW = 459 plf Spacing @ 3" o.c.: 'OALLOW = 612 pif Spacing @ 2" o.c.: OALLOW = 918 plf • For 114" a Lag Screw, f = 6" Sill Pate = (2) 2x = 3" = Worst Case Floor Sheathing = 314" Total Penetration into Blocking = 6" — 3" — 314" = 2.25" Min Penetration Allowed = 8D = 8 (0.25") = 2" 1JALLOW = 150# (1.6) = 240# Spacing @ 6" o.c.: 1JALLOW = 240# (1216") = 480 pif Spacing Q4" o.c.: 1)ALLOW = 720 plf Spacing @ 3'-o.c.: 1JALLOW = 960 plf Spacing @ 2" o.c.: OALLOW = 1440 plf Co = 1.6 (Wind/Seismic) OK Table 12N COMMON, BOX, or SINKER STEEL WIRE NAILS: Reference Lateral Design Valu%% Z; for Single Shear (two member) Connectionss,2,3 LJ for sawn lumber or SCL with both members of identical specific gravity (tabulated lateral design values are ca61ated based on an assumed length of nail penetration, p, into the main member equal to 10D) L Tabulated lateral design values, Z, shall be multiplied by all applicable adjustment factors (see Table 11.3.1). 2, Tabulated lateral design values, Z, are for common, box, or sinker steel wire nails (see Appendix Table L4) inserted in side grain with nail axis perpendicular to wood fibers; nail penetration, p, into the main member equal to I DD; and nail bending yield strengths, F,", of 100,000 psi for 0.099" 5 D < 0.142", 90,000 psi for 0.142" < D <0. 177", S0,000 psi for 0,177" < D a 0.236", and 70,000 psi for 0.236" < D < 0-273"- ;k3- Where the nail Dr spike penetration, p, is less than IOD but not less than 6D, tabulated lateral design values, Z, shall be multiplied by p/lOD or lateral design values shall be calculated using the provisions of 12.3 for the reduced penetration. 4. Nail length is insufficient to provide 1013 penetration. Tabulated lateral design values, Z, shall be adjusted per footnote 3. Copyright © American Wood Council. Downloadedlprinted pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 54 Z r (n v M r M a M Z M M In 2 `i L' � �En Op� N N m m m m IL 3 ll_ '� '� E u�i E c -1p• n0. iL ti �y 0 - Z vo l ao ` vE mm MEjE 11 o II II o d f II m d II n o v II d m 2Z5 '^ II N W o r II mF� Z U m rn (`Jar U' �Eon L70 0 170= U' 2 0rn p 0M W d 0W U) p 0Z t, D in. in. I Pennyweight lbs. lbs. lbs. lbs. Vbs. lbs. lbs. lbs. lbs. lbs. 314 0.099 6d 7d 73 61 55 54 51 48 47 39 38 36 0.113 6d 8d Sd 94 79 72 71 65 58 57 47 46 44 0.120 iod 107 89 80 77 71 64 62 52 50 48 0.128 10d 121 101 87 84 76 70 68 57 56 54 0.131 8d 127 104 90 87 80 73 70 60 58 56 0.135 16d 12d 135 108 94 91 84 76 74 63 61 58 0.148 10d 20d 16d 154 121 105 102 94 85 83 70 69 66 0.162 16d 40d 183 138 121 117 108 99 96 82 80 77 0.177 20d 200 153 134 130 121 111 107 92 90 87 0.192 20d 30d 206 157 138 134 - 125 114 111 96 93 90 0-207 30d 40d 216 166 147 143 133 122 119 103 101 97 0.225 40d 229 178 158 154 144 132 129 112 110 106 0.244 50d 60d 1 234 182 1 162 158 147 1 136 132 115 113 109 1 0.099 6d 7d 73 61 55 54 51 48 47 42 41 40 0.113 6d' 8d 8d 94 79 72 71 67 63 61 55 54 51 0.120 10d 107 89 81 80 76 71 69 60 59 56 0.128 1od 121 101 93 91 86 80 79 66 64 61 0.131 8d 127 106 97 95 90 84 82 68 66 63 0,135 16d 12d 135 113 103 101 95 89 86 71 69 66 0-148 10d 2Dd 16d 154 128 118 115 109 99 96 80 77 74 0.162 16d 40d 184 154 141 137 125 113 109 91 89 85 0.177 20d 213 178 155 150 138 125 121 102 99 95 0.192 20d 30d 222 183 159 154 142 128 124 105 102 98 0.207 30d 40d 243 192 167 162 149 135 131 111 109 104 0.225 40d 1 268 202 177 171 159 144 140 120 117 112 0.244 50d 60d 274 207 181 175 162 1 148 143 123 1 120 115 1-114 0.099 6d4 7d' 73 61 55 54 51 48 1 47 42 41 40 0.113 6d' Bd 8d" 94 79 72 71 67 63 61 55 54 52 0.120 10d 107 89 81 80 76 71 69 62 60 59 0.128 10d 121 101 93 91 85 80 79 70 69 67 0.131 8d' 127 106 97 95 90 84 82 73 72 70 0.135 16d 124 135 113 103 101 95 89 Be 78 76 74 0.148 10d 20d IN 154 128 118 115 109 102 100 89 87 84 0.162 16d 40d 184 154 141 138 131 122 120 103 IDD 95 0.177 20d 213 178 263 159 151 141 135 113 110 105 0-192 20d 306 222 185 170 166 157 145 140 116 113 108 0.207 30d 40d 243 203 1 S 182 169 152 147 123 119 114 0.225 40d 26a 224 200 193 177 150 155 139 127 121 0.2441 5W 60d x176 1 230 204 197 1 181 163 158 133 129 1 124 1-112 0.099 7d' 73 61 55 54 51 48 47 42 41 40 0.113 Sd' 8d' ';94 79 72 71 67 63 61 55 54 52 0-120 10d 107 89 81 80 7e 71 69 62 60 59 0.128 10d 121 101 93 91 86 80 79 70 69 67 0-131 0.135 80' 16d 12d 727 135 10695 113 103 101 90 96 84 a9 82 88 73 78 72 76 70 74 0.146 10d 20d 16d 154 128 118 115 109 102 100 89 87 84 0.162 16d 40d 184 154 141 138 131 122 120 106 104 101 0.177 20d 213 178 163 159 151 141 136 123 121 117 0.192 20d 30d 222 185 170 166 157 147 144 128 126 120 0-207 30d 40d 243 203 186 182 172 161 158 135 131 125 0.225 40d 268 224 205 201 190 178 172 143 138 132 0.244 50d 60d 276 230 211 206 196 181 175 146 141 135 1-314 0.113 ed' 94 79 72 71 67 63 61 55 54 52 0.120 10d' 107 89 81 80 76 71 69 62 60 59 0 128 1Od' 121 101 93 91 86 80 79 70 69 67 0.135 16d 12d 135 113 103 101 96 89 88 78 76 74 0.148 10d' 20d 16d 154 128 118 115 109 102 100 89 87 84 0.162 i6d 40d 184 154 141 138 131 122 120 106 104 101 _ 0.177 20d 213 178 163 159 151 141 138 123 121 117 0.192 20d 30d 222 185 170 166 157 147 144 128 126 122 0207 30d 404 243 203 ISO 182 172 151 158 140 137 133 0.225 40d 268 224, -205 201 190 178 174 155 151 144 0.244 6W 60d 276 230 211 206 196 183 179 159 154 147 L Tabulated lateral design values, Z, shall be multiplied by all applicable adjustment factors (see Table 11.3.1). 2, Tabulated lateral design values, Z, are for common, box, or sinker steel wire nails (see Appendix Table L4) inserted in side grain with nail axis perpendicular to wood fibers; nail penetration, p, into the main member equal to I DD; and nail bending yield strengths, F,", of 100,000 psi for 0.099" 5 D < 0.142", 90,000 psi for 0.142" < D <0. 177", S0,000 psi for 0,177" < D a 0.236", and 70,000 psi for 0.236" < D < 0-273"- ;k3- Where the nail Dr spike penetration, p, is less than IOD but not less than 6D, tabulated lateral design values, Z, shall be multiplied by p/lOD or lateral design values shall be calculated using the provisions of 12.3 for the reduced penetration. 4. Nail length is insufficient to provide 1013 penetration. Tabulated lateral design values, Z, shall be adjusted per footnote 3. Copyright © American Wood Council. Downloadedlprinted pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL 54 Z r (n v M r M a M Z M M In 0 4C mi Table 12J LAG SCREWS: Reference Lateral Design Values, Z, for Single Shear (two member) Connections 1,2,3,4 for sawn lumber or SCL with both members of identical specific gravity (tabulated lateral design values are calculated based on an assumed length of lag screw penetration, p, into the main member equal to 81)) m a 3 v G=0.55 G=0.46 v 0 o, G=0.67 Mixed Maple G=0.50 G=0.49 Douglas Fir(S) FO iF 'C1 Red Oak Southem Pine Douglas Fir -Larch Douglas Fir-Larch(N) Hem-Fi N is D Z11 Zai '• Z,,,l • Zl Al Zai Z.l Zl Al Zai Z,,,l Zl Al Zai Z,,,l Zl 41 Zai ZM1 Zi in. in. lbs. lbs. lbs. lbs. lbs. ibs. lbs. lbs. lbs. lbs, lbs. lbs. lbs. lbs. lbs. lbs. lb& lbs. lbs. lbs. 112 114 150 110 110 110 130 90 100 90 120 90 90 80 120 90 90 80 110 80 90 80 5116 170 130 130 120 150 110 120 100 150 100 110 100 144 100 110 90 140 100 100 90 318 180 130 130 120 160 110 110 100 150 100 110 90 150 90 110 90 140 90 100 90 518 114 160 120 130 120 140 100 110 100 130 90 100 90 130 90 100 90 120 90 90 80 5116 190 140 140 130 160 110 120 110 150 110 110 100 150 100 110 100 150 100 110 90 318 190 130 140 120 170 110 120 100 160 100 110 100 160 100 110 90 150 100 110 90 314 114 180 140 140 130 150 110 120 110 140 100 110 100 140 100 110 90 130 90 100 90 5/16 210 150 160 140 180 120 130 120 170 110 120 100 160 110 120 100 160 100 110 100 318 210 140 160 130 180 120 130 110 170 110 120 100 170 110 120 100 160 100 110 90 1 114 180 140 140 140 160 120 120 120 150 120 120 110 150 110 110 110 150 110 110 100 5116 230 170 170 160 210 140 150 130 190 130 140 120 190 120 140 120 180 120 130 110 318 230 160 170 160 210 130 150 120 200 120 140 110 190 120 140 110 180 110 130 100 1-114 114 180 140 140 140 150 120 120 120 150 120 120 110 150 110 110 110 150 110 110 100 5116 230 170 170 160 210 150 150 140 200 140 140 130 200 140 140 130 190 130 140 120 318 230 170 170 160 210 150 150 140 200 140 140 130 200 130 140 120 190 120 140 120 1-112 114 180 140 140 140 160 120 120 120 150 120 120 110 150 110 110 110 150 110 110 100 5116 230 170 170 160 210 150 150 140 200 140 140 130 200 140 140 130 190 140 140 130 318 230 170 170 160 210 150 150 140 200 140 140 130 200 140 140 130 190 140 140 120 7116 360 260 260 240 320 220 230 200 310 200 210 180 310 190 210 180 300 180 200 160 112 460 310 320 280 410 250 290 230 390 220 270 200 390 220 260 200 370 210 250 190 518 700 410 500 370 600 340 420 310 580 310 380 280 550 310 380 270 5.34 290 360 260 314 950 550 660 490 830 470 560 410 770 440 510 380 760 430 510 370 730 400 480 360 718 1240 720 830 630 1080 560 710 540 1020 490 660 490 1010 470 650 470 970 430 610 430 1 1550 800 1010 780 1360 600 B70 600 1290 530 810 530 1280 500 790 500 1230 470 760 470 1-314 114 180 140 140 140 160 120 120 120 150 120 120 110 150 110 110 110 150 110 110 100 5116 230 170 170 160 210 150 150 140 200 140 140 130 200 140 140 130 190 140 140 130 316 230 170 170 160 210 150 150 140 200 140 140 130 200 140 140 130 190 140 140 120 7116 360 260 260 240 320 230 230 210 310 210 210 190 310 210 210 190 300 200 200 180 112 460 320 320 290 410 270 290 250 390 240 270 220 390 240 260 220 380 220 250 200 516 740 440 500 400 660 360 440 320 610 330 420 290 600 320 410 290 570 300 390 270 314 1030 580 720 520 890 480 600 430 830 450 550 390 820 440 540 3B0 780 420 510 360 718 1320 740 890 650 1150 630 750 550 1070 570 700 510 1060 550 680 490 1010 500 650 470 1 1630 910 1070 790 1420 700 910 670 1340 610 850 610 1320 590 830 590 1270 550 790 550 2-11 114 180 140 140 140 160 120 120 120 50 120 120 110 150 110 110 110 150 110 110 100 5 6 230 170 170 160 210 150 150 140 200 140 140 130 200 140 140 130 190 140 140 130 318 230 170 170 160 210 150 150 140 200 140 140 130 200 140 140 130 190 140 140 120 7116 360 260 260• 240 320 230 230 210 310 210 210 190 310 210 210 190 300 200 200 180 112 460 320 320 290 410 290 290 250 390 270 270 240 390 260 260 230 380 250 250 220 518 740 500 500 450 670 430 440 390 640 390 420 350 630 380 410 340 610 360 390 320 314 1110 680 740 610 1010 550 650 490 960 500 610 450 950 490 600 430 920 460 580 410 718 1550 B30 1000 740 1370 690 880 600 1280 630 830 550 1260 620 810 530 1190 580 770 500 1 1 1940 980 1270 860 1660 830 1080 720 1550 770 990 660 1520 750 970 640 1450 720 920 620 3-V2 114 180 140 140 140 160 120 120 120 150 120 120 110 150 110 110 110 150 110 110 100 5116 230 170 170 160 210 150 150 140 200 140 140 130 200 140 140 130 190 140 140 130 318 230 170 . 170 160 210 150 150 140 200 140 140 130 200 140 140 130 190 140 140 120 7116 360 260 260 240 320 230 230 210 310 210 210 190 310 210 210 190 300 200 200 180 112 460 320 320 290 410 290 290 250 390 270 270 240 390 260 260 230 380 250 250 220 518 740 500 500 450 670 440 440 390 640 420 420 360 630 410 410 360 610 390 390 340 314 1110 740 740 650 1010 650 650 560 960 600 610 520 950 580 600 510 920 550 580 490 718 1550 990 1000 860 1400 800 880 710 1340 720 830 640 1320 700 810 620 1280 660 780 570 1 1 2020 1140 1270 1010 1830 930 1120 810 1740 850 1060 740 1730 830 1040 720 1670 790 1000 680 1. Tabulated lateral design values, Z, shall be multiplied by all applicable adjustment factors (see Table 11.3.1). 2. Tabulated lateral design values, Z, are for "reduced body diameter" lag screws (see Appendix Table 1-2) inserted in side grain with screw axis perpendicular to wood fibers; screw penetration, pl into the main member equal to 8D; screw bending yield strengths, F,,,of 70,000 psi for D = 114", 60,000 psi for D = 5116", and 45,000 psi for D >3/8". . �^ 3. Where the lag screw penetration, p, is less than 8D but not less than 413, tabulated lateral design values, Z. shall be multiplied by p/81D or lateral design values shall be calculated using the provisions of 12.3 for the reduced penetration. 4. The length of lag screw penetration, p, not including the length of the tapered tip, E (see Appendix Table L2), of the lag screw into the main member shall not be less than 4D. See 12A A 6 for minimum length of penetration, p,„;,,. Copyright O American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL SS Mcg McClendon Engineering Inc Project: Tahoma Terra Scope: Standard Calcs- IBC 2018 Item: Hold Down Schedule- Foundation Hold Down Schedule • Foundation Embed No: 1028.23 Date: 06121 By: SM Page: S C Checked by: TABLE 1: Hold Down (HD) Schedule (First Floor Wood Shear Wall To Concrete Foundation) Option 1: Embed Strap HD Option 2: Screw HD Min. Strap Stud EMBED Screw Stud 1 Mark Stem HD Nails LENGTH HD Stud Screws Anchor Bolt Post T.11— Wall Size Size AF 6" STHD10 (24) 16d 10 HDU2- (6) SDS 518"o'SSTB24' W1 (2) 2x 2640# SD32.5 114"x21!2" 21" Embed BF 6" 5THD14 (28) 16d 14 HDU4- (6) SDS 518"@'SB518x24' W! (2) 2x 3fi95# SDS2.5 114"x2112" 18" Embed CF 6" NIA HDU4- (10) SDS 518a SB518x24' W! (2) 2x 4565# SDS2.5 114"x2112" 18" Embed DF F 6" NIA HDU5- (14) SDS 518"m'SB518x24' WI (2) 2x 5645# SDS2.5 1/4"x2112" 18" Embed EF 6" NIA HDU8- (20) SDS 718'VPAB7' W! 4x 5970# SDS2.5 114"x21!2" 6" FTG. Embed FF 6" NIA HDU11- (30) SDS 1'VPAB8' WI fix 9335# SDS2.5 1I4"x2112" 8" FTG. Embed GF 6" NIA HDU14- (36) SDS 1"@'PABS' WI 6x6 14,445# SDS2.5 1I4"x2112" 11" FTG. Embed Mc McClendon Engineering Inc Project: Tahoma Terra No: 1028.23 Page: 5 i Scope: Standard Calcs- IBC 2018 Date: 01121 Checked by: Item: Hold Down Schedule- Foundation By: SM Hold Down Schedule- Foundation HD: AF STHD10 w16" Stem, 10" Embed TALLOW = 2640# � Governs HDUZ wl (2)2x Post, 518" Diameter A.B. TALLOW = 3075# SSTB24 X16"Stem, 518" Diameter A.B., 21" Embed TALLOW = 3325# HD: BF STHD14 WI 6" Stem, 14" Embed Luc) = 3695# <3zz:= Governs HDLj4 wl (2)2x Post, 518" Diameter A.B. TALLOW = 4565# SB 518 X 24 w16"Stem, 518" Diameter A.B., 18° Embed TALLOW = 5730# HD: [CF] HDU4 wl (2)2x Post, 5I8" Diameter A.B. TALLOW = 4565# � Governs SB 518 X 24 w16"Stem, 518° Diameter A.B., 18" Embed TALLOW = 5730# HD: FDF] HDUS wl (2)2x Post, 518" Diameter A.B. TALLOW = 5645# � Governs SB 5I8 X 24 wI 6"Stem, 518" Diameter A.B., 18" Embed TALLOW = 5730# HD: EF HDU8 W/ 4X Post, 718" Diameter A.B. T =�ti70# � Governs SB 718 X 24 w18" Stem, 718" Diameter A.B., 18" Embed TALLOW = 7855# PAB7 W16" Stem, 718" Diameter A.B., 6" Footing Embed TALLOW = 7720# (Optional) OMJ McClendon Engineering Inc Project: Tahoma Terra I No: 1028.23 Page: 5 $ Scope: Standard Calcs- IBC 2018 Date: 01121 Checked by: Item: Hold Down Schedule- Foundation By: SM Hold Down Schedule- Foundation- Continued HD: [FF] HDU11 w16x Post, 1" Diameter A.B. TAE I nW = 9335# G:� Governs PAB8 W16" Stem 1" Diameter A.B., 8" Footing Embed TALLOW := 11,405# HD: GF HDU14 w16 x 6 Post, 1" Diameter A.B. TALLOW - 14,445# � Governs PAB8 W16" Stem, 1" Diameter A.B., 10.5" Footing Embed TALLOW = 17,080# Simpson Strong-TieWood Construction Connectors Strap Tie Holdowns (cont.) e� a a e a a • Min rebw length is u . 2xle M min. min. or 24' end distance 4. $Xis Typical STH D14 Corner Installation Strap style holdown le One #4 rebar required. Maybe foundation Concrete rebar or foundation post tension by others tendon. Single -Pour Rebar Installation `Maintain minimum rebar cover, per ACI -318 concrete code requirements. Strap style holdown Slab thickness SIMPSON Strang -Tie - :•* ! �'' F Min. rebar length is 2 x le 2x10 2x10 r length '' Min. end distance Min retia k Typical STH D14 Typical STHD14 Mid -Wall Installation End -Wall Installation Cold joint le Effective "to 5' embed. One #4 rebar required. May he Concrete foundation foundation rebar or by others post -tension tendon. Two -Pour Installation for Downturn Footings Spall Reduction System for STHD Holdown Features • Built -In tab • StrapMato® locator line • Additional diamond hole in RJ versions Benefits Built-in Tab: • Reduces spalling and costly retrofits • No additional labor to install • Holds STHD away from form board Strapi Locator Line: • Easy inspection to ensure proper Location • Allows adjustment without removing STHD Additional Diamond Hole: • One more fastener to help prevent the STHD RJ modeis from bowing out at the rim joist section Strap may be bent one full cycle which includes bending the strap straight and aiding for wall placement. For brick ledge, bend straight to be vertical to inside face of wall. 3' to 5' 3' to 5' #4 rebar 94 rebar ° required ° required , STHD14-RJ STHD14 bend straight install 4' from inside face of I --•II concrete wall, 8' min. 8' min. tYi Brick -Ledge Installation Brick -Ledge Installation with Step without Step 5h' max. structural sheathing Shearwall diaphragm .4-.-._ STHD M1 .S. Patent 796,099 Framing Install strap nails and anchor butts naiis starting as per code from the bottom i Sill piate bolt Required rebar and g ,a a 1 sill plate anchorage not shown for • clarity (typ.} STHD Over o� '° ° • Shearwall Diaphragm S9 T 85 86 Simpson Strong -Tie,. Wood Construction Connectors OFN0 StrongTie Strap -Tie Holdowns (cont.) Tension Loads for STHD Installations 1. Allowable loads are for wind or seismic loading. Nail quantities reflect an increase for duration of load with no further increase allowed. Reduce where other loads govern. 2. Concrete shall have a minimum concrete strength, Fc; of 2,500 psi. 3. 10d common {3' long x 0.148") or 10d x 21/z" (21/x' long x 0.148") nails may be used as a direct replacement for the required nails shown in the table with no load reduction when installed directly over framing or over 112' max. structural sheathing. 4. Use the specified number of nails listed in table or as specified. In many cases, not all nal holes will be filled. Nail strap tram the bottom Up. 5. Deflection at highest allowable loads for install over wood double studs are as follows: Installed on framing: LSTHDB = 0.089", STH D10 = 0.117" and STHD14 = 0.118". Installed over 112" maximum structural sheathing: LSTHL)8 = 0.114', STHD10 = 0.146' and STHD14 = 0.164". 6. To obtain LRFD values for STHD holdowns, multiply ASD seismic load values by 1.4 and wind load values by 1.6 (1.67 for 2015 IBC(. 7. Per 2009 and 2012 IBC Section 1613.1, detached one- and two-family dwellings fn Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. S. Minimum center -to -center spacing is three times the required embedment (Smin = 3 x Is) for STHD's acting in tension simultaneously. Midwail install is based on 1.5 x le end distance. 9. See technical builetin T-C-SCLCLM at strongtie.com for installation on structural composite lumber posts or columns. 10. For brick ledge applications, use full loads shown for STH D14 installed in 8' stemwali. 11. Nails: 16d sinker = 0.148" dia. x 31/,' long. Sea pp. 26-27 for other nail sizes and information. Wind and SDC A&B- Allowable Tension Loads for DFISPISPFIHF (160) Min, Stemwall (in.) Model No. Strap Length (L) le (in.) Required Nails Midwall Nan -Cracked Corner Endwall Midwall Cracked Corner Endwall Code Rei. Standard Rim Joist Standard Rim Joist (in.) (in.) LSTHDB LSTHDBRJ 18% 321/8 8 (20)16d sinkers 3,115 2,700 1,690 2,675 2,320 1,455 6 STH010 STHDIOHJ 24% 381/8 10 (24) 16dsinkers 3,820 3,820 2,050 3,140 3,140 1,705 STH014 STHD14RJ 261/8 39% 14 (30) 16d sinkers 5,150 5,150 3,200 5,150 5,150 3,200 125, LSTHDB LSTHDBRJ 18% 32'/8 8 (20)16d sinkers 3,115 2,700 2,230 2,675 2,320 1,915 FL 8 STH010 STHD16RJ 241A 38% 10 (28) 16d sinkers 4,755 4,120 3,145 4,195 3,500 2,585 STH014 STHD14BJ 261/8 39% 14 (30)16d sinkers 5,345 5,345 4,210 5,345 5,345 4,210 SDC C -F -Allowable Tension Loads for DFISPISPFIHF (160) Min. Stemwall (in.} Model Na. Strap Length (L) le (in.) Required Nails Midwall Non -Cracked Corner Endwall Midwall Cracked Corner Endwall Coda Ret Standard Rim Joist . Standard Rim Joist (in.) (in.) LSTHDB LSTHDBRJ 18% 321/8 8 (16) 16dsinkers 2,270 2,090 1,220 2,250 1,950 1,220 06 STHDIO STH610RJ 24% 381/8 10 (18) 16d sinkers 2,750 2,750 1,615 2,640 2,640 1,435 STHD14 STHD14RJ 261/8 39% 14 (22) 16d sinkers 3,695 3,695 2,685 3,6953,695 2,685 125 LSTHDB LSTHDBRJ 185/8 321/8 8 (16) 16dsinkers 2,615 2,125 1,635 2,250 1,950 1,610 FL B STHD10 STHDIORJ 24% 38'/8 10 {20) 16d sinkers 3,400 2,940 2,295 3,400 2,940 2,175 STHD14 STHD14RJ 261A 39% 14 (24)16d sinkers 3,815 1 3,815 3,500 3,815 3,815 3,500 1. Allowable loads are for wind or seismic loading. Nail quantities reflect an increase for duration of load with no further increase allowed. Reduce where other loads govern. 2. Concrete shall have a minimum concrete strength, Fc; of 2,500 psi. 3. 10d common {3' long x 0.148") or 10d x 21/z" (21/x' long x 0.148") nails may be used as a direct replacement for the required nails shown in the table with no load reduction when installed directly over framing or over 112' max. structural sheathing. 4. Use the specified number of nails listed in table or as specified. In many cases, not all nal holes will be filled. Nail strap tram the bottom Up. 5. Deflection at highest allowable loads for install over wood double studs are as follows: Installed on framing: LSTHDB = 0.089", STH D10 = 0.117" and STHD14 = 0.118". Installed over 112" maximum structural sheathing: LSTHL)8 = 0.114', STHD10 = 0.146' and STHD14 = 0.164". 6. To obtain LRFD values for STHD holdowns, multiply ASD seismic load values by 1.4 and wind load values by 1.6 (1.67 for 2015 IBC(. 7. Per 2009 and 2012 IBC Section 1613.1, detached one- and two-family dwellings fn Seismic Design Category (SDC) C may use "Wind and SDC A&B" allowable loads. S. Minimum center -to -center spacing is three times the required embedment (Smin = 3 x Is) for STHD's acting in tension simultaneously. Midwail install is based on 1.5 x le end distance. 9. See technical builetin T-C-SCLCLM at strongtie.com for installation on structural composite lumber posts or columns. 10. For brick ledge applications, use full loads shown for STH D14 installed in 8' stemwali. 11. Nails: 16d sinker = 0.148" dia. x 31/,' long. Sea pp. 26-27 for other nail sizes and information. Simpson Strong -Tie"' Wood Construction Connectors Holdowns EB �6 Ea� This product is preferable to similar connectors because w of a) easier installation, b) higher loads, c) lower installed W cost, or a combination of these features. HDU holdowns are pre -deflected during the manufacturing process, virtually eliminating deflection under load due to material stretch. They use Simpson Strong -Tie® Strong -Drive® SDS Heavy -Duty Connector screws which install easily, reduce fastener slip and provide a greater net section when compared to bolts. The DTT tension ties are designed for lighter -duty holdown applications on single 2x posts. The DTT1 Z is installed with nails or Simpson Strong -Tie Strong -Drive SD Connector screws and the DTT2Z installs easily with the Strong -Drive SDS Heavy -Duty Connector screws (included). The DTTiZ holdowns have been tested for use in designed shearwalls and prescriptive braced wall panels as well as prescriptive wood -deck applications (see p. 337 for deck applications). For more information on holdown options, contact Simpson Strong Tie. • HDU Special Features: • Holdown designs virtually eliminate deflection due to material stretch • Uses Strong -Drive SDS Heavy -Duty Connector screws which install easily, reduce fastener slip, and provide a greater net section area of the post compared to bolts • Strong -Drive SDS Heavy -Duty Connector screws are supplied wfth the holdowns to ensure proper fasteners are used • No stud bolts to countersink at openings Material: See table Finish: HDU — Galvanized; DTT1Z and DTT2Z ZMWI coating; DTT2SS — stainless steel Installation: • See General Notes on pp. 75-76 • The HDU requires no additional washer, the DTT requires a standard -cut washer (included with DTT2Z) be installed between the nut and the seat • Strong -Drive SDS Heavy -Duty Connector screws install best with a low -speed high-torque drill with a %" hex -head driver Codes: See p.14 for Code Reference Key Chart W—'1 m 0 0 Pilot holes for o manufacturing Purposes 0 (Fastener not required)Q} 0 0 78 UPDATED 02/12/18 SO 6HDU Minimum wood 4''r member thickness (see General Notes)oaPreservative- O treated barrier may be required SIMPSON StrongTie G's�e 'yam{8` DTT2Z U.S. Patent 8,555,580 °o e• °o° Vertical HDU Installation DTT1 Z U.S. Patent Pending u_____ e �o � Hanger not shown Horizontal HDU Offset Installation (plan view) See Holdown and Tension Tie General Nates. HDU/DTT Holdowns (cont.) . These products are available with additional corrosion protection. For more information, see p. 18. Modol Ga.Anchor DimensionsFasteners 1n Minimum Wood Member Thickness (in.) Allowable Tension Loads (160), Roede W H B Ct S0 Bolt Dia. (in.) woad Fasteners Deflection at DFISP SPFIHF Allowable Load (in.) DTTV 14 111 7A 1'As 3/4 Me 3/8 (6) SD #9 x 1'/z" 11/2 840 840 0.170 IP2, L19, FL (6) 1 C x 11/2" 910 640 0.167 (8) 10d x 1'/z' 910 850 0.167 DTT2Z 14 31/4 6"A6 1'A "As T4s 1/s (8) 1/4" x 1 V SDS 11/2 1,825 1,800 0.105 (8)1/1' x 1'1" SDS 3 2,145 1,835 0.128 DTT2Z-SDS2.5 (8)1/4° x 211" SDS 3 2,145 2,105 0.128 HDU2-SDS2.5 14 3 81t/s 31/4 1 5A 13/a SA (6)1/4" x 211" SDS 3 3,075 2,215 0.088 HDU4-SDS2.5 14 3 101Yis 31/4 1 -MG 13A s/B (10) 1/4" x 21/2" SDS 3 4,565 3,285 0.114 HDU5-SDS2.5 14 3 13Vis 31/4 1�Yis 1'A s1 (14)1/4" x2'/2" SDS 3 5,645 4,065 0.115 16, L8,FL HDU8-SDS2.5 10 3 165/s 31/2 13/6 11/2 2/s (20) %4" x 21/2" SDS 3 6,765 4,870 0.110 311 fi,970 5,020 0.116 411 7,870 5,665 0.113 HDU11-SD52.5 10 3 221/4 311 13/e 111 1 (30) 1/4" x 211" SOS 511 9,335 6,865 0.137 71/4 11,175 8,045 0.137 HDU14-SDS2.5 7 3 2511/s 3'1 1'is 1 yrs 1 (35)1/4" x 211' SDS 4x634 10,770 7,755 0.122 170 71/43 14,390 10,435 0.177 16, L8, FL 51/223 14,445 10,350 0.772 1. See pp. 75-76 for Holdown and Tension Tie General Notes. 2. Noted HDU14 allowable loads are based on a 51h" wide post (64 min.). 3. HDU 14 requires heavy -hex anchor nut to achieve tabulated loads (supplied with holdown). 4. Loads are applicable to installation on either narrow or wide face of post. Typical HDU Tie Between Floors 6z 0 79 UPDATED 02/12/18 0 56 SSTB° Anchor Bolt w0 This product is preferable to similar connectors because ofa) easier installation, 'w b) higher loads, c) lower installers cost, or a combination of these features. W _N I`�( LUL 1 "• • •' The SSTB anchor bolt is designed for maximum performance as an anchor bolt for Embedment line {tap of concrete) holdowns and Simpson Strong-TieO Strong -Wall® shearwalls. Extensive testing has been done to 1,/. when not using determine the design load capacity of the SSTB when installed in many common applications. �2x wood sill plate The Simpson Strong -Ties SSTB anchor botts are code listed by ICC -ES under the 2012 and 2015 5 18C� and IRC®. Embedment line (top of concrete) Features: when using 2x • identification on the bolt head showing embedment angle and model wood sill plate • Offset angle reduces side bursting, and provides more concrete cover le • Rolled thread for higher tensile capacity to • Stamped embedment line aids installation • Available in HDG for additional corrosion resistance SSTBI 6L Material: ASTM F-1554, Grade 36 (Other models Finish: None. May be ordered HDG; contact Simpson Strong -Tie similar) Installation: I • SSTB is suitable for monolithic and two -pour concrete applications. O !/ • Nuts and washers for holdown attachment are not supplied with the SSTB; install standard nuts, Identification on the couplers and/or washers as required. L1fi moment aanngle O • On HDG SSTB anchors, chase the threads to use standard nuts or couplers or use overlapped and model. products in accordance with ASTM A563, for example Simpson Strong -Tie NUT5/e-OST, 31N Embedment line NUT7/a-OST, CNW%-OST, CNW7/e-OST 1 (top of concrete) • Install SSTB before the concrete pour usingAnchorMates®. Install the SSTB per the Ian view detail. P P 1'� when not using 2x wood sill plate • Minimum concrete compressive strength is 2,500 psi. • When rebar is required it does not need to be tied to the SSTB. Embedment line • Order SSTBL Models (example: SSTBI 6L) for tenger thread length (16L = 5'/2", 20L = 61/2", t {top of concrete) when (ism 2x 24L = 6', 28L = 61/2"). SSTB and SSTBL load values are the same. SSTB34 and SSTB36 feature wood sill pate 41/2' and 61/2' of thread respectively and are not available in "L" versions. CMU • One horizontal #4 rebar in the second course. le • One vertical #4 rebar in Adjacent cell for %"-diameter SSTB. • One vertical #4 rebar in an adjacent cell and additional vertical #4 rebar(s) at 24' o.c. max. for i 8ST1316 7/a" -diameter SSTBs (2 total vertical rebars for end wall corner, 3 total vertical rebars for midwall). (Other models Codes: See p.14 for Code Reference Key Chart similar) 13/" Horizontal min' -edge projection tlistartce of SSTB bolt le dera e_lp e . o s" min. �B„� Embedment line 7/811 dia. SSTB (Top of concrete) 4" .. Slab 5 y #4 rebar le Effective embedment ty •'o it Cold joint O !/ Typical SST6 Installation in Concrete Foundation Maintain minimum rebar cover, per ACI -318 concrete code requirements • o•. Footing a r G o_ ' - . - ,. Two -Pour Installation (SSTB20, 24, 34 and 36) Corner Non -Corner Corner Installation Installation Installation (Install with arrow (Bolt may be (Install with arrow on top o1 the boll installed ® 451 to on top of the boll oriented as shown) 135° as shown) oriented as shown) 45° ° 1 35-/9Q-/45° ltip 45 45 m J' o° o` o° Outer edge Vlowcft(hp i Plan View of SSTB Placement in Concrete For two -pour (4" slab) installation loads: • When using the SSTB20, use the equivalent loads of the SSTB16. • When using the SSTB24, use the equ+valent loads of the SSTB20. • When using the SSTB34 or 36, use the equivalent loads of the SSTB28. 63 SSTB® � L Anchor Bolt (cont.) 0 a These products are available with additional corrosion protection. For more information, see p. 18. 0 y a 1. See p. 58 for notes to the Designer. 2, SSTB28, SST1334 pnd SSTB36 with 37A" end distance allowable loads are 6,605 Ib. (Wind and SDC A&B) and 5,5501b. (SDC C-Fb #4 Dimensions (in.) Allowable Tension Loads Dimensions (in.) Madel No. o Place SSTB arrow Allowable Tension Loads Min. Embed. (le) Wind and SDC A&B SDC C -F re6ar Model No. Stemwall• Width Diameter Length Min. Embed. (le) Midwall Wind and SOC A&B Corner End Wallx Midwall SDC C -F Corner End Wall' Code Ref. SSTB16 6 % 175A (16L = 19%) 12% 3,610 3,610 3,610 2,550 2,550 2,550 6,550 SSTB20 6 5% 21 % (20L = 24%) 16% 4,315 4,040 4,040 3,145 2,960 2,960 5,790 SSTB24 65/a SSTB28 25%(24L=28%) Q20 %D 5,025 4,470 4,470 3,740 3,325 3,325 IFL, SSTB28 8 7A 297A (28L = 32%) 247A 9,900 8,710 7,615 8,315 7,315 6,395 L20 SSTB34 8 7/9 347/a 287A 9,900 8,710 7,615 8,315 7,315 6,395 SSTB36 8 '% 367A 287% 9,900 8,710 1 7,615 i 8,315 7,315 6,395 r!• 1. See p. 58 for notes to the Designer. 2, SSTB28, SST1334 pnd SSTB36 with 37A" end distance allowable loads are 6,605 Ib. (Wind and SDC A&B) and 5,5501b. (SDC C-Fb #4 Dimensions (in.) Allowable Tension Loads m Madel No. o Place SSTB arrow Length Min. Embed. (le) Wind and SDC A&B SDC C -F re6ar Step -Down End Comer Step -Down End Corner x 8 % � diagonal 7,015 7,045 5,895 5,920 123, FL, L20 S/a 175/6 12% 5,355 5,355 Ni 3,780 in CCmer SSTB20 e - % 25% 165/8 6,550 6,550 4,785 4,785 application m `4 • 'a 5/a M min. 20 VA 6,675 s 5,790 ro x SSTB28 12. 7A 297/6 247/8 13,080 13,080 11,060 c 123, FL, L20 SSTB34 12 7/a appr� . 281/s m - 5 N 11,645 i6'min. n:Ium-�{ SSTB36 E ° 3fi7A to go, from wall 13,080 13,080 1 11,060 1 11,645 .a s o 5• s r!• : 1yi"min.- Iwmin. Midwall Corner End Wall Stemwall Plan Views SSTB Bolts at Stemwall; Garage Front Perspective View #4 rebar X-5' from top 1Y' . CoPjView leStemwall Perspective Garage Front SSTB Bolts at Slab on Grade; Edge 4' Plan View 4 Dimensions (in.) Allowable Tension Loads Madel No. Stemwall Width Diameter Length Min. Embed. (le) Wind and SDC A&B SDC C -F Code Ret Step -Down End Comer Step -Down End Corner SSTB28 8 % 29'A 247A 7,015 7,045 5,895 5,920 123, FL, L20 1Y' . CoPjView leStemwall Perspective Garage Front SSTB Bolts at Slab on Grade; Edge 4' Plan View 4 t1Yi max. 12" Slab Edge Perspective View r Stab nal shown for clarity 4' min. Plan View ■ Dimensions (in.) Allowable Tension Loads Model Footing Width Dia. Length Min. Embed. ye) Wind and SDC A&B Midwall Comer SDC C -F Midwall Corner Rede SSTB16 12' S/a 175/6 12% 5,355 5,355 3,780 3,780 SSTB20 12 % 25% 165/8 6,550 6,550 4,785 4,785 SSTB24 12 5/a 255/8 20 VA 6,675 6,675 5,790 5,790 SSTB28 12. 7A 297/6 247/8 13,080 13,080 11,060 11,645 123, FL, L20 SSTB34 12 7/a 347/6 281/s 13,080 13,080 1 11,060 1 11,645 SSTB36 12 7A 3fi7A 1 287/6 13,080 13,080 1 11,060 1 11,645 t1Yi max. 12" Slab Edge Perspective View r Stab nal shown for clarity 4' min. Plan View ■ ■ 64 SB Dimensions (in.) Anchor Bolt !4 rebar ER CS �pY This product is preferable to similar connectors because of a) easier installation, b) higher loads; c) lower installed cosi, or a combination of these features. (standard on all modals) — d� Stemwall The SB anchdr bolt offers an anchorage solution for our holdowns that call for a Min. Wind 5/a" -diameter, a ?A" -diameter and a 1" -diameter anchor. A&B f ,3 Q SB anchor bolts are code fisted by ICC -ES under the 2012/2015 IBC and IRC. L!_ Features: Width Dia • Identification on the bolt head showing embedment angle and model Embed. Embedment line • Sweep geometry to optimize position in form (Top of concreted • Rolled thread for higher tensile capacity d (le) • Hex nuts and plate washrrr fixed in position —' End Wall • Available in HDG for additional corrosion resistance le End Wall Material: ASTM F-1554, Grade 36 SB%x24 SB1 x30 Finish: None. May be ordered HDG; contact Simpson Strong -Tie 24 (Other models 6,675 6,675 similar) Installation: , 5,730 • SB is only for concrete applications poured monclithically except where noted. S8T/sx24 O • Top nuts and washers for hofdown attachment are not supplied with the SB; 24 18 install standard nuts, couplers and/or washers as required. 9,355 6,820 • On HDG SB anchors, chase the threads to use standard nuts or couplers 7,855 5,730 or use overtapped products in accordance with ASTM A563, for example Corner Non -Corner Corner Simpson Strong Tie® NUT% -OST, NUT7/a-OST and NUT1-OST, CNW%-OST, Installation Installation Installation CNW'/a-OST and CNW1-OST. (Install with arrow (8011 may be (Install with arrow on top of the bolt instatled Q 451 to an top of the bolt • Install SB before the concrete pour using AnchorMates®. Install the SB oriented as shown) 1350 as shown) oriented as shown) per the plan view detail. • Minimum concrete compressive strength is 2,500 psi. 451 135 */901/45° 135° • When rebar is required it does not need to be tied to the SB. OA hor bolt L 24 [bp1 45° v;P 45° fi• J' Codes: See p.14 for Code Reference Key Chart 01 0° Cr Cure, etge of oeecme (iyp-) Plan View of SB Placement in Concrete - These products are available with additional corrosion protectton. For more information, see p.1 S. SB Bolts at Stemwall See p. 55 for notes to the Designer. Dimensions (in.) !4 rebar Allowable Tension Loads — Model No. Stemwall Min. Wind and SDC A&B Typical SB Installation SDC C—F Code Ref. ° Width Dia Length Embed. to 9D° x (le) Midwall Corner End Wall Midwalt Corner End Wall SB%x24 6 $/a 24 16 6,675 6,675 6,675 6,6755,730 5,730 123, S8T/sx24 O '/e 24 18 10,470 9,355 6,820 8,795 7,855 5,730 FL, 5131x30 8 1 30 24 13,665 9,905 7,220 11,4711 8,315 6,065 L20 See p. 55 for notes to the Designer. Midwall - Place SB afrow diagonal in corner c application r E 16' min. return 41/4" min. (SB% and T/e) V min,(Se11 '_-_'-"-.---- +1' i' min. Corner Stemwall Plan Views t I s o. E 41/4"min. (Sa4%andTA6 5" min. ($01) ' +� iVe'min. End Wall 13/4' min. edge distanc� Embedment line (Top of concrete) �I� 3-to5' IV .€4 rebar !4 rebar (may be — foundation N rebar) IN' min, Typical SB Installation Locate ° approx 45° to 9D° x from wall o N o Midwall - Place SB afrow diagonal in corner c application r E 16' min. return 41/4" min. (SB% and T/e) V min,(Se11 '_-_'-"-.---- +1' i' min. Corner Stemwall Plan Views t I s o. E 41/4"min. (Sa4%andTA6 5" min. ($01) ' +� iVe'min. End Wall 13/4' min. edge distanc� Embedment line (Top of concrete) �I� 3-to5' IV .€4 rebar (may be foundation rebar) Footing wW Typical SB Installation Corner Midwall e- i, a Perspective View 04 rehar 3'-5' from top ■ 60 • . 7 Pre -Assembled Anchor Bolt The PAB anchor bolt is a versatile cast -in-place anchor bolt ideal for high -tension -load applications, such as rod systems and shearwalls. It features a plate washer at the embedded end sandwiched between two fixed hex nuts and a head stamp for easy identification after the pour. • Available in diameters from 1/z" to 11/4" in lengths from 12" to 36" (in 6' increments) • Available in standard and high-strength steel • Head stamp contains the No Equal sign, diameter designation and an "H" an high-strength rods Material: Standard Steel — ASTM F1554 Grade 36, A36 or A307; Fu = 58 ksi High -Strength Steel (up to 1" dia.) — ASTM A449; Fu = 120 ksi High -Strength Steel (1 Ye" and' 11/4" dia.) — ASTM Al 93 B7 or F1554 Grade 105; Fu = 125 ksi Finish: None. May be ordered in HDG; contact Simpson Strong -Tie. Installation: • On HDG PABs, chase the threads to use standard nuts or coup#ers or use overlapped products in accordance with ASTM A563; for example, Simpson Strong -Tie® NUT% -OST, NUTT/a-OST, CNW%-OST, CNWT/s-OST. Some OST couplers are typically oversized on one end of the coupler nut only and will be marked with an "O" on oversized side. Couplers may be oversized on both ends. Contact Simpson Strong -Tie. The Simpson Strong -Tie® Anchor Designer" Software analyzes and suggests anchor sofuticns using the ACI 318 strength -design methodology (or CAN/CSA A23.3 Annex D Limit States Design methodology). It provides cracked and untracked -concrete anchorage solutions for numerous Simpson Strong -Tie mechanical and adhesive anchors as well as the PAB anchor bolt. With its easy-to-use graphical user interface, the software makes it easy for the Designer to identify anchorage solutions without having to perform time-consuming calculations by hand. How to Specify and Order: When calling out PAB anchor bolts, substitute the desired length for the "XX" in the Root Model Number. For a %" x 18" anchor bolt, the model number would be PAB5-18 (or PAB5H-18 for high strength). PAB Anchor Bolt ' Standard Steel Diameter (in.) Plate Washer Size (in.) 11 (in.) Boat Model No. Lengths (in.) 1/z 3/a x 11h x 1112 11/8 PA84-XX 12" to 36" (in 6" increments) % 1hx1Y4xlY4. 1'A PA65-XX 3/4 1h x 21/4 x 21/4 11/2 PAB6-XX 1/a 1h x 21h x 21h 1 % PA67-XX 1 5/a x 3 x 23/4 1'A PA813AX 11h %x31hx FIA • 2 PAB9-XX 11/4 Y4x31hxTh 21/4 PABIOAX PAB Anchor Bolt — High -Strength Steel Diameter (fn.) Plate Washer Si?e (in.) 11 (in.) Root Model No. Lengths (in.) 1h 3/s X 1112 x l 1h 11/3 PAB4H-XX 12" to 36" (in 6" increments) % 1h x 13/4 x 1 Y4 13A PAB5H-XX Y4 1hX21/4x21/4 1112 PAB6H-XX Th 1h x 21h x 21/2 1 % PAB7Hd(X 1 3/e x 3 x 23/4 1'/e PABBH-XX 1% 516x31hx31A 2 PAB9H-XX 11/4 3/4x31kxTh 21/4 PABIQH-XX 1. Lengths longer than 36" available as a special order. 2. Plate washers are designed to develop the capac#ty of the bolt. 5L H _1 The diameter length code on the head is the "High Strength" same as that designation used for rebar. (blank on 4 ='h", 5 = W. standard -steel 6=V4;etc. models) 5A" diameter anchorrod f Plate washer I1 o Heavy hex nut PAB Naming Legend PAB5H-12 PAB J ABTT-- Length Anchor (12" 18" 24" Bolt Diameter* 30" or 36") and Grade *Units in 1/a" Increments (Ex: 9 = 9'e" or 1 %") I. 2F min. Design loads are calculated using a full shear cone. Coverage on each side of the bolt shall be a minimum of F or reductions must be taken. 6ll; Simpson Strong -Tie` Wood Construction Connectors SIMPSON Strong -Tie Pre -Assembled Anchor Bolt (cont,) PAB Anchor Bolt - Anchorage Solutions Design Criteria Diameter (in.) r Anchor Bolt 2,500 psi Concrete 3,000 psi Concrete Dimensions Tension Load Dimensions Tension Load (in.) (in.) de F ASD LRFD de F ASD LRFD 1/2 PA64 41/2 7 4,270 6,405 4 6 4,270 6,405 PA85 b 6 4,030 6,720 4 6 4,415 7,360 6 9 6,675 10,010 5112 81h 6,675 10,010 8/4 PARfi 51/2 8112 6,500 10,835 5 71h 6,175 10,290 71/2 111h 9,610 14,415 7 101/2 9,610 14,415 PAB7 6 9 7,405 12,345 5th 81h 7,120 11,870 9 131h 13,080 19,620 81/2 13 13,080 19,620 Wind PA137ii 9 131h 13,610 22,660 8112 13 13,680 22,805 14 21 27,060 40,590 131h 201/2 27,060 40,590 PABB a 12 11,405 19,005 7112 11112 11,340 18,900 16 17,080 25,565 10 15 17,080 25,560 1 0 PA88H 10'12 16 17,150 28,580 10 15 17,460 29,100 16'h 25 35,345 53,015 15th 231h 35,345 53,015 11/8 N139 9 131h 13,610 22,680 8 12 12,495 20,820 12112 19 21,620 32,430 12 18 21,620 32,430 11/4 PA1310 14 21 26,690 40,035 131h 201h 26,690 40,035 1h PA134 5 71h 4,270 6,405 41h 7 4,270 6,405 6A PAB5 6112 10 6,675 10,010 6 9 6,675 10,010 8/4 PA136 71h 111h 9,060 12,940 7 10112 8,945 12,780 8 12 9,610 14,415 71h 111h 9,610 14,415 PAB7 9 131h 11,905 17,010 81h 13 11,970 17,100 10 15 13,080 19,620 9'12 141/2 13,080 19,620 PAB7Fi 141/2 22 25,350 36,215 131h 201h 24,650 35,215 151h 231h 27,060 40,590 141/2 22 27,060 40,590 Seismic PAN 11 16'/2 15,996 22,650 101h 16 16,435 23,480 11'12 171h 17,080 25,625 11 161h 17,080 25,625 1 PAW 17 251h 33,045 47,205 15 24 32,720 46,740 18 27 35,345 53,015 17 251/2 35,345 53,015 11/8 PAB9 121/2 19 19,795 28,275 12 18 20,255 28,940 131/2 20'12 21,620 32,430 121h 19 21,620 32,430 11/4 `PA'$1a 141/2 22 25,350 36,215 14 21 1 26,190 37,415 15 1 221/2 26,690 40,035 141/2 22 26,690 40,035 1. Anchorage designs conform to ACI 318-14 and assume cracked concrete with no supplementary reinforcement. 2. Seismic indicates SaismicCesign Category C -F and designs comply with ACI 318-14 Section 17.2.3.4. Per Section 1613 of the IBE, detached one- and two-family dwellings in SDC G may use wind values. 3. Wind includes Sesmic Design Category A and B. 4. Foundation dimensions are for anchorage only. Foundation design (size and reinforcement) by Designer. The registered design pfofessional may specify alternate embedment, footing size, and anchor holt. 5. Where tension loads are gover;ed by anchor steel, the design provisions from AISC 360-10 are used to determine the tensile steel limit. LRFD vAldes are calculated by multiplying the nominal AISC steel capacity by a 0.75 phi factor and allowable values are calculated by dividing the AISC nominal capacity by a 2.0 omega factor. 6. Where tension loads are governed by an Appendix D concrete limit, the allowable Stress Design (ASD) values are obtained by muhtiplying Load Factor Resistance Design (LRFD) capacities by 0.7 for Seismic and 0.6 for Wind. 63 0 61 0Mcg �$ Project:Tahorna Terra No: 1028.23 Page: McClendon Scope: Standard Calcs- IBC 2018 Date: 01121 Checked by: Engineering Inc Item: Hold Down- Upper Floors By: SM Hold Down Schedule • Upper Floor to Lower Floor Table 2: Hold Down (HO) Schedule — Wood Shear Wail (Upper Floor to Lower Floor) OPTION 1: STRAP HD OPTION 2: THREADED ROD Mark Strap HD Size Stud Nails Screw HD Size Stud Screws Threaded Rod Stud 1 Post TALLOW Au MSTC28 (12) 16d HDU2-SDS2.5 (6) SDS 114"x21!2" 518" (2) 2x 1155# Bu MSTC40 (28) 16d HDU2-SDS2.5 (6) SDS 114"x21!2" 518" (2) 2x 2695# Cu MWC52 (44) 16d HDU4-SDS2.5 (10) SDS 114"x21!2" 518" (2) 2x 4235# Du MSTC66 (64) 160 HDU5-SDS2.5 (14) SDS 114"x2112" 51B" (2) 2x 5645# Eu N/A' HDU8-SDS2.5 (20) SDS 114"x2112" 718" 4x 6970# Fu NIA HOW 1-SDS2.5 (30) SDS 114"x2112" 1" 6x 9335# Gu NIA HDU14-SDS2.5 (36) SDS 114"x21!2" 1" 6x6 14,445# OMJ Project:Tahom T rr No: 1028.23 Page: ( 9 McClendon Scope: Standard Calcs- IBC 2018 Date: 01121 Checked by: Engineering Inc Item: Hold Down- UQper Floors By: SM Hold Down Schedule- Upper Floors HD: A� MSTC28 wl (12) 16d HDU5 wl (2) 2x T = 5645# � Governs HD: Eu HDU8 w/ 4x Tallow = 6970# � Governs Tallnw = 1155# � Governs HDU2 wl (2) 2x Ta11ov{ = 3075# HD: Bu MSTC40 wl {28} 16d T = 2695# � Governs HDU2 wl (2) 2x Ta„Qw = 3075# HD: Cu MSTC52 w/ (44) 16d Ta„�w = 4235# C� Governs HDU4 wl (2) 2x Tauow = 4565# HD: Du MSTQ66 wl (64) 16d Tal, HD: Fu HDU11 wl6x Tallow = 9335# <� Governs HD: Gu HDU14 w/ 6x6 T Governs ow = 5860# HD: Fu HDU11 wl6x Tallow = 9335# <� Governs HD: Gu HDU14 w/ 6x6 T Governs HST/MST/MSTC/MSTA Strap Ties Codes: See p.14 for Code Reference Key Chart - These products are available with additional corrosionPFThese products are approved for installation with the Strong -Drive's protection. For more information, see p. 18. SD Connector screw. See pp. 39-40 for more' information. Floor -to -Floor Clear Span Table 304 Model No. Clear Span (in.) Fastgners (Tgtal) Allowable Tension Loads(DF/S?) (160) Allowable Tension Leads(SPF/HF) (166) MSTA49 18 (2Q) 10d 2,020 2,020 16 (26) 10d 2,020 2,020 MSTC28 18 (12)16d sinkers C' .1 65D 995 Ga 16 (16)16d sinkers 1,540 1,325 Bolts 24 (20) 16dsinkers j 2,310 1,985 MSTC40 18 (28)16d sinkers C2,69D 2,320 16 (32) 16d sinkers 3,080 2,650 24 (36)16d sinkers 3,465 2,980 MSTC52 18 (44)16d sinkers 4,235 3,645 16 (48)16d sinkers 4,620 3,975 (30)16d 4 30 (48)16d sinkers 4,780 4,120 MSTC66 24 (54) 16d sinkers 5,380 4,640 371/2 18 (64)16d sinkers C5,860D 5,495 4,480 16 (68) 16sinkers 5,860 5,840 21'AG 30 (64)16d sinkers 5,860 5,495 MST078 24 (72)16d sinkers 5,860 5,860 10 18 (76)16d sinkers 5,860 5,860 6,730 24 (14) 16d 1,725 1,495 MST37 18 (26)16d 2,465 2,135 fh 16 (22)16d 2,710 2,345 L3, FL 24 (26}16d 3,215 2,780 MST48 18 (32 16d 3,960 _ 3,425 4,835 16 (34)16d 4,205 3,640 211/4 30 (34) 16d 4,605 3,995 MST60 24 (40) 16d 5,240 4,700 3 1B (46) 16d 6,235 5,405 7,680 30 (48) 15d 6,505 5,640 MST72 24 (54) 16d 6,730 6,345 - 18 (62) 16d 6,730 6,475 See footnotes below. Stitch nailing of double studs by others Nails are not required in the rim hoard area When nailing the strap over OSB/plywood, use a 21/2 long ninimum Floor -to -Floor Tie Installation Showing a Clear Span Typical Detail with Strap Installed Over Sheathing 1. Allowable loads have been increased for wind or seismic loading with no further increase allowed; reduce where other loads govern. 2. Install bolts or nails as specified by Designer. Bolt and nail values may not be combined. 3. Allowable bolt loads are based on parallel -to -grain loading and these minimum member thicknesses: MST - 21h'; HST2 and HST5 - 4'; HST3 and HST6 - 41h° 4. Splitting may be a problem with installations on lumber smaller than3'h'; either fill every nal hole with 1 Cd x 11h' nails or fill every -other hole with 16d common nails. Reduce the allowable load based upon the size and quantity of fasteners used. 5. Use half of the required nails in each member being connected to achieve the listed loads. 6. When installing strap over wood structural panel sheathing, use 216° long nail minimum. 7. Tension loads apply for uplift as well when installed vertically. 8. Nails: 16d - 0.162' dia. x 31h' long, 16d sinker = 0.148" dia. x 31/," long, 10d x 11h' = 0.148" dia, x 11h' long. See pp. 26-27 for other nail sizes and information, STHD Shown -7o Dimensions Fasteners Allowable Tension Loads Allowable Tension Loads Model (in.) (Total) (DFISP) (SPF/HF) Code No. Ga Bolts Nails Bolts Nails Bolts Ref. W L Nails Qty. Dia. (160) (160) (160) (160) MST27 2'Aa 27 (30)16d 4 112 3,700 2,165 3,200 2,000 MST37 12 21h6 371/2 (42)164 6 1/2 5,080 3,025 4,480 2,805 MST48 21'AG 48 (50) 16d 8 Y2 5,310 3,675 5,190 3,410 MST60 10 2'/16 60 (68) 1641 10 'h 6,730 4,485 6,475 4,175 MST72 21h6 72 (68)16d 10 fh 6,730 4,485 6,475 4,175 L3, FL HS12 7 2'h211/, - 6 �h - 5,220 - 4,835 HST5 5 211/4 - 12 sh - 10,650 - 9,870 HST3 3 3 251h - 6 V4 - 7,680 - 6,660 HST6 6 251h - 12 2', - 15,470 - 13,320 1. Allowable loads have been increased for wind or seismic loading with no further increase allowed; reduce where other loads govern. 2. Install bolts or nails as specified by Designer. Bolt and nail values may not be combined. 3. Allowable bolt loads are based on parallel -to -grain loading and these minimum member thicknesses: MST - 21h'; HST2 and HST5 - 4'; HST3 and HST6 - 41h° 4. Splitting may be a problem with installations on lumber smaller than3'h'; either fill every nal hole with 1 Cd x 11h' nails or fill every -other hole with 16d common nails. Reduce the allowable load based upon the size and quantity of fasteners used. 5. Use half of the required nails in each member being connected to achieve the listed loads. 6. When installing strap over wood structural panel sheathing, use 216° long nail minimum. 7. Tension loads apply for uplift as well when installed vertically. 8. Nails: 16d - 0.162' dia. x 31h' long, 16d sinker = 0.148" dia. x 31/," long, 10d x 11h' = 0.148" dia, x 11h' long. See pp. 26-27 for other nail sizes and information, STHD Shown -7o HDU/DTT Holdowns r� This product is preferable to similar connectors because w of a) easier installation, 6J higher leads, c) lower installed cost, or a combination of these features. c HDU holdowns are pre -deflected during the manufacturing a) process, virtually eliminating deflection under load due to H materiat stretch. They use Simpson Strong -Tie' Strong -Drive® 3 C SDS Heavy -Duty Connector screws which install easily, reduce 0 . 2 fastener slip and provide a greater net section when compared pc to bolts. _ ~ The DTT tension ties are designed for lighter -duty holdown applications on single 2x posts. The DTT1Z is installed with nails or Simpson Strong -Tie Strong -Drive SD Connector screws and the DTT2Z installs easily with the Strong -Drive SIDS Heavy -Duty Connector screws (included). The DTT1 Z holdowns have been tested for use in designed shearwalls and prescriptive braced wall panels as well as prescriptive wood -deck applications (see p. 337 for dock applications). For more information on holdown options, contact Simpson Strong Tie. ' HDU Special Features: • Holdown designs virtually eliminate deflection due to material stretch • Uses Strong -Drive SDS Heavy -Duty Connector screws which install easily, reduce fastener slip, and provide a greater net section area of the post compared to bolts • Strong -Drive SDS Heavy -Duty Connector screws are supplied with the holdowns to ensure proper fasteners are used • No stud bolts to countersink at openings Material: See table Finish: HDU Galvanized; DTT1Z and DTT2Z — ZMAX® coating; DTT2SS — stainless steel Installation: • See General Notes on pp. 75-76 • The HDU requires no additional washer, the DTT requires a standard -cut washer (included with DTT2Z) be installed between the nut and the seat • Strong -Drive SDS Heavy -Duty Connector screws install best with a low -speed high-torque drill with a ala" hex -head driver Codes: See p.14 for Code Reference Key Chart 78 StrongTie W �3 m m pilot holes for e m manufacturing Purposes Do, (FastenerF equiredl m� 1 �l Bib/15 , lye I Vj// � Minimum wood a member thickness (see General o Notes) � m® Preservative - treated barrier may be required Vertical HDU Installation DTT7 Z U.S. Patent Pending o Hanger not shown Horizontal HDU Offset Installation (plan view) See Holdown and Tension Tie General Notes. -7l SO � HDU DTT2Z U.S. Patent 8,555,580 Minimum wood a member thickness (see General o Notes) � m® Preservative - treated barrier may be required Vertical HDU Installation DTT7 Z U.S. Patent Pending o Hanger not shown Horizontal HDU Offset Installation (plan view) See Holdown and Tension Tie General Notes. -7l Simpson Strong -Tie' Wood Construction Connectors SIMPSON Strong -Tie Holdowns (cont.) These products are available with additional corrosion protection. For more information, see p.1 S. Model No. , v Anchor Dimensions (In.) Fasteners Minimum Wood Member Th cknessDeflection (in) Allowable Tension Loads (160) Code Ref. W H B (i SD Bolt Dia. (in.) Wood Fasteners at DFISP SPFIHF Allowable toad (in.) DTT17 94 11h 7'/s 1 Ms 3/+ 1;6 'A (6) SD #9 x 1'/z" 1112 840 840 0.170 1P2' L19, FL (6)10d x 1 ih" 910 640 0.167 (8) l Od x 1 l 910 850 0.167 DFT2Z 14 31/4 61�is 1 % 5416 'As 14 (8) 1/+" x 11h" SDS 11h 1,825 1,800 0.105 (8) 114" x 1'h" SDS 3 2,145 1,835 0.128 DTT2Z-SDS2.5 (8)1/+" x 21h" SDS 3 2,145 2,105 0.128 HDU2 SDS25 14 3 81%6 3'/4 15/6 1% sh (6('/." x2'h" SDS 33,075 2,215 0.088 HDU4-SDS2.5 T4 3 101Ii6 3'/a 1 1416 1 % s/a (10('A" x 2112" SDS 3 4,565 3,285 0.114 HDU5-SDS2.5 14 3 131'is 31/4 1 Vis I'/s s/e (14)1/4" x 21/2' SDS O 5,645 4,065 0,115 6, L8, FL HDU8-SDS2.5 10 3 16% 31h 1% 11/2 '/e (20)1/1' x 21N' SDS 3 6,765 4,870 0.110 31h 6,370 5,020 0.116 41h 7,870 5,665 0.113 HDUll-SDS2.5 LO 3 221/4 3'h 1-% 11/2 O (30) 1/1' x 2'N' SDS 5'h 9335 6,865 0.137 71/4 11,175 8,046 0.137 HDU14-SDS2.5 7 3 2511/s 31h 1 919s 19/1 s O (36)1/4' x 21h" SDS 4x634 10,770 7,755 0.122 170 71/43 14,390 10,435 0.177 16, L8, FL 51hs.3 14,445 30,350 0.172 1. See pp. 75-76 for Holdown and Tension Tie General Notes. 2. Noted HDU14 allowable loads are based on a 51/2" wide post (6x6 min.). 3. HDU14 requires heavy -hex anchor nut to achieve tabulated loads (supplied with holdown). 4. Loads are applicable to installation on either narrow or wide face of post. Typical HDU Tie Between Floors -7Z ■ 79 Mcg McClendon Engineering Inc Project: Tahoma Terra No: 1028,23 Page: ^7 3 Scope:Standard Calcs- IBC 2015 Date:01119 Checked by: Item: Hold Down- Upper Floors By: SM 134JOUT111111rem • - For DF "(and [Du] - Where Applies) Max Ta„ w = 5645# Post= (2) 2x4 (Min) Assume Min Post Height = 8'-0" For 10d Common Nail: L = 3" Z = 118# (1.6) = 188# 1 Nail Nails Required = 5645# 1 188# = 30 NAILS Spacing Required = 8'(12) / 30 Nails 12 Rows = 6.4" o.c. Provide: (2) Rows 10d Nails at 6" Stag Table 12N COMMON, BOX, or SINKER STEEL WIRE NAILS: Reference Lateral Design Valuers,•Z, for Single Shear (two member) Connections1,za for sawn lumber or SCL with both members of identical specific gravity (tabulated lateral design values are calculated based on an assumed length of nail penetration, p, into the main member equal to 10D) I Tabulated lateral design values, 7., shall be multiplied by all applicable adjustment factors (see Table 11.3.1). 2. Tabulated lateral design values, 7-, are for common, box, or sinker steel wire nails (see .Appendix Table L4) inserted in side grain with nail axis perpendicular to wood fibers; nail penetraucin, p, into the main Qhember equal to IOD; acrd nail bending yield strengths, F,,,, of 100,000 psi for 0.099" 5 D < 0.142", 90,000 psi for 0.142" < D c 0.177", 80,000 psi for 0.177" < D < 0.236", and 70,000 psi for 0.236" < D < 0.273"_ 3. Where the nail or spike penetration, p, is less than 10D but not less than 61J, tabulated lateral design values, Z, shall be multiplied by p11013 or lateral design values shall be calculated using the provisions ofJ2.3 for the reduced penetration. 4. Nail length is insufficient to provide l0D penetration. Tabulated lateral design values, Z, shall be adjusted per footrlote 3. Copyright e0 American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL -7y Z r (n Z •• o ' gL1 0 m W � v y S _ 'm N 'r m a" J iL � � N G OI y 0 p - in E `� �c o _ . E z w �O viniac u�`-° ii v� ii z a,LL z v� d vv r%h U3 a U a°iy �'d 0i Mm �m c, ._ - Eo�E C. � 11 Il of o? ci -oH2 4] W or N H 0 Z o 6 U m N y [�tK o C7 �U1 II 012 11 z 0O a o@ O= II N U' 2 11 n r, U) it y U' 4: II ro C7 hu U) II o CMZ t� D in, in. pennyweigpt Ibs, lbs. lbs. lb& lbs. lbs. lbs lbs_ lbs. lbs. 314 0,099 6d 7d 73 61 55 54 51 48 47 39 38 36 0,113 6d 8d 8d 94 79 72 71 65 58 57 47 46 44 0.120 10d 107 89 80 77 71 64 62 52 50 48 0,128 10d 121 101 87 84 78 70 68 57 56 54 DA31 8d 127 104 90 87 80 73 70 60 58 56 0,135 16d 12d '495 108 94 91 84 76 74 63 61 58 0,148 1 O 20d 16d 1P 121 105 102 94 85 83 10 69 66 D.162 16d 40d 183 138 121 117 108 99 96 82 80 77 0.177 20d 200 153 134 130 121 111 107 92 90 87 0.192 2Dd 30d 206 157 138 134 125 114 111 96 93 90 0.207 36d 400 216 166 147 143 133 122 119 103 101 97 0.225 40d 229 178 158 154 144 132 129 112 110 106 0244 50d 6Dd 234 ia2 162 158 147 136 132 115 113 109 1 a M9 6d 7d .73 61 55 54 51 48 47 42 41 40 0.113 6d' 8d 8d 94 79 72 71 67 63 61 55 54 51 0.120 lod 101 89 81 80 76 71 69 60 59 56 0.128 10d 121 101 93 91 a6 60 79 66 84 61 0.131 8d 1,27 105 97 95 90 64 82 68 66 63 0.135 16d 12tl 135 113 103 101 95 89 86 71 69 66 0.148 10d 20d 16d 1.54 128 118 115 109 99 96 80 77 74 0.162 16d 40d - y84 154 141 137 125 113 109 91 89 85 0.177 20d 213 178 155 150 138 125 121 102 99 95 0.192 20d 3dd 222 183 159 154 142 128 124 105 102 9�8 0.207 30d 4n 243 192 167 162 149 135 131 111 109 104 0.225 40d 268 202 171 171 159 144 140 120 117 112 0.244 50d 60tl 1 274 207 1 181 175 162 148 1 143 123 1 120 115 1-114 0.099 6d' 7d4 73 61 55 54 51 48 47 42 41 40 0.113 6d' ad ad' 94 79 72 71 67 63 61 55 54 52 0.120 10d 107 89 81 80 76 71 69 62 60 59 0.120 10d 121 101 93 91 86 80 79 70 69 67 0.131 8d' 127 106 97 95 90 84 82 73 72 70 0,135 16d 12d 135 113 103 101 96 89 88 78 76 74 0.148 too 20d 16d 154 128 118 115 109 102 100 89 87 84 0-162 16d 40d 184 154 141 138 131 122 120 103 100 95 0.177 204 213 178 163 159 151 141 138 113 110 105 0.192 20d 30d 222 185 170 165 157 145 140 116 113 108 0207, 30d 40d 243 203 185 182 169 152 147 123 119 114 0.225 40d 268 224 200 193 177 160 155 130 127 121 0.244 50d 50d 276 230 204 197 181 1 163 158 133 1 123 1 124 1-172 0.099 7d' 73 61 55 54 51 48 47 42 41 40 0.113 8d' ad'' 94 79 72 11 67 63 61 55 54 52 0.120 10d 107 89 81 8o 76 71 69 62 60 59 0.128 10d '121 101 93 91 06 80 79 70 69 67 0.131 6d' 127 106 97 95 90 84 82 73 72 70 0.135 16d 126 135 113 103 101 96 89 88 78 76 74 0.148 14d 20d 36d 154 128 <� 115 109 102 100 89 87 84 0.162 1 40d 184 154 141 138 131 122 12D 106 104 101 0.177 20d 213 178 163 159 151 141 138 123 121 117 0.192 20d 30d 222 185 170 166 157 147 144 128 126 120 0.207 30d 40d 243 203 186 182 172 161 158 135 131 125 0.225 40d 268 224 205 201 190 178 172 143 138 132 0.244 50d God 276 230 211 206 196 181 175 146 141 135 1-314 0.113 8d' 94 79 72 71 67 83 61 55 54 52 0.120 10d' 107 89 01 80 75 71 69 62 60 59 0.126 1Od' 421 101 93 91 86 so 79 70 69 67 0.135 16d 12d 135 113 iD3 101 96 89 88 78 76 74 0.148 1Od' 20d 16d 154 128 118 115 109 102 100 89 87 84 0.162 16d 40d 184 154 141 138 131 122 120 105 104 101 0.177 20d 213 178 163 159 151 141 138 123 121 117 0.19220d 306 222 185 170 166 157 147 144 128 126 122 0207, 30d 40d 243 203 196 182 172 161 158 140 137 133 0.225 40d 268 224 205 201 190 178 174 155 151 144 0.244 50d 60d 276 230 211 206 196 183 179 159 154 347 I Tabulated lateral design values, 7., shall be multiplied by all applicable adjustment factors (see Table 11.3.1). 2. Tabulated lateral design values, 7-, are for common, box, or sinker steel wire nails (see .Appendix Table L4) inserted in side grain with nail axis perpendicular to wood fibers; nail penetraucin, p, into the main Qhember equal to IOD; acrd nail bending yield strengths, F,,,, of 100,000 psi for 0.099" 5 D < 0.142", 90,000 psi for 0.142" < D c 0.177", 80,000 psi for 0.177" < D < 0.236", and 70,000 psi for 0.236" < D < 0.273"_ 3. Where the nail or spike penetration, p, is less than 10D but not less than 61J, tabulated lateral design values, Z, shall be multiplied by p11013 or lateral design values shall be calculated using the provisions ofJ2.3 for the reduced penetration. 4. Nail length is insufficient to provide l0D penetration. Tabulated lateral design values, Z, shall be adjusted per footrlote 3. Copyright e0 American Wood Council. Downloaded/printed pursuant to License Agreement. No reproduction or transfer authorized. AMERICAN WOOD COUNCIL -7y Z r (n Mc McClendon Engineering Inc THIS PAGE INTENTIONALLY LEFT BLANK