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BLD2020-0904+Structural_Calculations+8.24.2020_8.40.33_AM
RECEIVED Sep 01 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Marzano Residence Project Number: 20-108 BLD2020-0904 510 Homeland Dr. Edmonds, WA 98020 Structural Calculations (Lateral Only) Calculations................................................S1 — S53 to Reviewed by: Nabil Kausal-Hayes, PE 206-601-9728 www.nkhenciineerinci.com Prepared By: Allen Rishel, EIT August 7th, 2020 NKH Background PROJECT: Marzano Residence DESIGNER: NKH &AKR DATE: August 7th, 2020 JOB #: 20-108 PROJECT SUMMARY & DESIGN CRITERIA Project Summary: This is a two story addifron on an existing single story, wood framed house for the Marzano Family in Edmonds, WA. The structure consists of wood roof & floor trussesljoists bearing on wood framed walls, posts, & beams. The house is supported by existing & new concrete stem walls & shallow spread footings. This project is designed in accordance with the 2015 International Building Code along with the codes listed below and corresponding state & city/county amendments. Notes: All input variables are highlighted in yellow, resources bolded, and links to resources bolded and underlined. Areas highlighted in blue are code/design checks and green - unity checks. mesourues: -American Wood Council (AWC). (2015). "National Design Specifications for Wood Construction (NDS)." -American Wood Council (AWC). (2015). "Special Design Provisions for Wind and Seismic (SDWS)." -American Concrete Institute (ACI). (2014). 'Building Code Requirements for Structural Concrete (ACI 318-14)." -American Institute of Steel Construction (AISC). (2011). "Steel Construction Manual." 14th Ed. -American Society of Civil Engineers (ASCE). (2010). "Minimum Design Loads for Buildings and Other Structures." -StateofWashngton (2015)."International Building Code (IBC)." -Applied Technology Council (ATC). (2018). "Hazards by Location" https:Hhazards.atcouncil.org Material Properties Soil: -Soil Bearing Pressure (min per IBC1806.2) -Frost Depth -Active & Passive Soil Pressure Concrete: -Compressive Strength -Density, Normal Weight -Density, Light Weight -Reinforcing Steel, ASTM A615 Steel: - Modulus of Elasticity -Anchor Rods/Bolts, ASTM A307 Shear & Tension Yield Strength Wood: -Solid Sawn Joists, Beams, Headers, & Studs -Glulam Beams pbrg:= 1500psf FD:= 18in qa:= 35•pcf qp:= 250•pcf fc:= 2500psi -yconc 150pcf -yconc LW 115pcf fyr:= 60ksi Ec:= 29000ksi Fnv:= 24ksi Fnt:= 45ksi DF-L #1 6x & Larger, DF-L#2 All Other (UNO) 24F-V4 (Simple Span), 24F-V8 (Cont/Cantilever) 01_Summary Design Criteria.xmcd S1 Gravity Loading Roof Dead Load Roofing Insulation Ceiling Sheathing t:= 0.5in Structural Members Lights Mechanical Misc. R:= 1.5•psf I:= 2.0•psf C := 2• psf SH:= t 10.4psf = 1.6•psf 125in J S:= 2.5•psf L:= 1-psf M:= 1.5•psf MISC := 2.9• psf DLrf:= R + I+ C + SH+ S + L + M + MISC Seismic Roof Dead Load SDLr f : = DLr f — MISC = 12.1 psf Floor Dead Load Flooring F:= 1.5•psf Insulation I:= 2.4psf Ceiling C:= 0-psf Sheathing t:= 0.75in SH:=(. t 1.0.4psf =2.4•psf 125in J Structural Members S:= 3.4psf Lights L:= 1-psf Mechanical M:= 1.5•psf Misc. MISC:= 3.2•psf DLtlr:= R + I + C + SH + S + L + M + MISC Seismic Roof Dead Load SDLflr:= DLflr= 15psf Wall Dead Loads Exterior Wood pext w 1 Opsf Interior Wood pint= 9psf Live Loads Roof LLr f : = 20• psf Floor Live Load LLflr:= 40psf Deck Live Load LLdeck 1.5• LL flr = 60 psf Dpflection Criteria L L L L 'Arf TL:= 2'Arf LL:= 360 'Aflr TL'= 3Aflr LL'= 480 01_Summary _ Design Criteria.xmcd DLr f = 15• psf SDLr f = 12 psf DL flr = 15• psf SDLflr= 15•psf Roof Snow Load DLpv:= Opsf SL:= 25psf S2 NKH ENGINEERING Q References 0 Lateral Summary General Risk Cat.: IV (ref. 1.5-1) L:= 54.5ft B := 37.25ft hr f := 16ft hp := Oft hwall loft PROJECT: Marzano Residence DESIGNER: NKH &AKR DATE: August 7th, 2020 JOB #: 20-108 Lateral Analysis LRFD Building Length SDLrf = 12•psf Seismic Roof Dead Load Building Width SDLflr = 15• psf Seismic Floor Dead Load Avg Roof Height pext w = 10 psf Exterior Stud Wall Load Parapet Height pint = 9• psf Interior Stud Wall Load Wall Height a:= min 10%• B, 0.4hrf� = 3.73 ft Width of Pressure Coefficient Zone MWFRS (per ASCE 7-10. Chapter 26 & 27 6 : = atan tin — 9.5• deg Roof Slope 12in Design Velocity Pressure - Enclosed/Partially Enlosed Buildings Vim,:= 110 mph Basic Wind Speed (ref. figure 26.5-1A) Kd := 0.85 Directionality Factor (ref. section 26.6) exp := licit Exposure Category (ref. section 26.7) KZt:= 1.0 Topographic Factor (City of Seattle Speed Up Maps) KZ = 0.9 Velocity Pressure Exposure Coefficient (ref. table 27.3-1) qz := 0.00256• Kz Kzt Kd• VW2• (psf) Velocity pressure (eq 27.3-1) qZ = 23.7• psf 02—Lateral Analysis.xmcd S3 Design Wind Pressure pw min 16psf Ge:= 0.85 Walls Gc :_ (-0.85 1 pi0.85 J Minimum Design Pressure Gust Effect Factor (ref. section 26.9) Internal Pressure Coefficient (ref. table 26.11-1) Veolcity Pressure Evaluated at Mean Roof Height, h qh := qz = 23.7•psf External Pressure Coefficients for Walls (ref. figure 27.4-1) L = 1.46 cpww:= 0.8 Windward Wall Cplw = —0.3 Leeward Wall B Design MWFRS Wind Pressures (eq 27.4-1) per,:= max[pw mi.,max[gh'[Ge (Cpww+ Cplw) — GCpiT] = 30.2•psf Parapet (ref. section 27.4.5) GCpnw:= 1.5 Windward Combined Net Pressure Coefficient GCpnL := —1.0 Leeward Combined Net Pressure Coefficient PP := if[hp <— 0, Opsf, gz.(GCpnw — GCpnL)l Combined Net Pressure on Parapet per, = 30.2• psf PP = 0• psf 02—Lateral Analysis.xmcd S4 Design Wind Pressure (cont'd) Roof ( fig. 27.4-1) GC _ (-0.85 1 pi 0.85 hrf — = 0.29 L Internal pressure coefficient (ref. table 26.11-1) External pressure coefficients for roofs (ref. figure 27.4-1) hrf = 0.29 Cprf 0.71 L —0.3 J Veolcity pressure evaluated at mean roof height, h qh := qz = 23.7•psf Design MWFRS wind pressure (ref. eq 27.4-1) 6 1 prfl := gh•(Ge mm(Cprf) — GCpi) = (-34 . 2 ) psf Windward & leeward coefficients prf2 : = qh• ( Ge max(Cpr f —14.1 — GCpi� jpsf (-26.2 prf := max( IM+rfl)i I I ma4prf2)1 = 34.24•psf prf horiz:= prf'sin(9) = 5.6•psf pW up := 0.6DLrf + 0.6• (min(prfl, prf2)) Net uplift pressure (ASD) pW up = —11.5• psf Roof Overhangs Cpoh := —0.8 External pressure coefficients for roof overhangs (ref. 27.4.4) poh := qz' (Ge• Cpoh) + min(prfl, prf2) OHnet : = 0.6DLr f + 0.6• poh Net uplift pressure (ASD) Overhang pressure poh — — 50.4 psf OHnet =—21•psf 02—Lateral Analysis.xmcd S5 C&C (per ASCE 7-10, Chapter 30) Walls (ref. eq. 30.4-1 & figure 30.4-1) r 1 r GCp`,�,4 1.0 I\ exterior pressure coefficients GCpwS 1.0 1 I\ exterior pressure coefficients (corner zone) pcc_w4pos:= gh•(max(GCpw4) —GCpi) _ ( I` 43.81 3.6 J psf pcc_w4neg:= gh'(mi4GCPW4) — GCpi)= (-5.9 1 psf pcc_w5pos:= gh•(max(GCpw5) —GCpi) _ (3.6 43.81 Jpsf pcc_w5pos:= gh'(mi4GCpw5) — GCpi) 13 1 1 3 psf Roofs (ref. eq. 30.4-1 & figure 30.4-213) Positive design wind pressure (ref. eq. 30.4-1) Negative design wind pressure Corner zone positive design wind pressure Corner zone negative design wind pressure Negative design wind pressure GCprl := —0.9 GCpr2:= —1.7 GCpr3:= —2.6 1 pcc rl gh'(GCprl — GCpi) 41.21.5 J psf —41.5 ) pcc_r3 gh'(GCpr3 — GCpi)= (-81.8 J psf 20.1 ) pcc_r2:= qh (GCpr2 —GCpi) _ —60.4 J psf Positive design wind pressure GCpr—pos 0.5 (-8.3) pccrpos gh'(GCpr_pos —GCpi) 32 1 psf Wind Base Shear Awall L 836ft2 Aroof L Oft 2 Vwu L pw Awall L + Aroof L prf horiz Vwu T pw Awall T + Aroof Tprf horiz Awall T 630ft2 Aroof T Oft2 VwuL = 25.3•kip Longitudinal diaphragm shear VwuT = 19• kip Transverse d is p h rag m shear 02_Lateral Analysis.xmcd S6 7/29/2020 ATC Hazards by Location L1TC Hazards by Location Search Information Lynn Address: 510 Homeland Dr, Edmonds, WA 98020, USA 103 ft Coordinates: 47.8053195,-122.3771273 4 Edilds Elevation: 103 ft 104 Ti mestam p: 2020-07-30TO5:36:51.289Z Woodway Esperance � Hazard Type: Seismic iO4 N Reference ASCE7-10 Go le g ^ s Map data ©2020 Google Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.20 0.80 1.00 0.60 0.80 0.60 0.40 0.40 .20 0 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description SS 1.267 MCER ground motion (period=0.2s) St 0.496 MCER ground motion (period=1.Os) SMS 1.267 Site -modified spectral acceleration value SM1 0.746 Site -modified spectral acceleration value SDg 0.845 Numeric seismic design value at 0.2s SA SDt 0.498 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.504 Site amplification factor at 1.0s S7 https://hazards.atcouncil.org/#/seismic?lat=47.8053195&ing=-122.3771273&address=510 Homeland Dr%2C Edmonds%2C WA 98020%2C USA 1/2 7/29/2020 ATC Hazards by Location CRS 0.987 Coefficient of risk (0.2s) CR1 0.952 Coefficient of risk (1.0s) PGA 0.513 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.513 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.267 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.284 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value (0.2s) S1 RT 0.496 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.522 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.6 Factored deterministic acceleration value (1.0s) PGAd 0.556 Factored deterministic acceleration value (PGA) The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. S8 https://hazards.atcouncil.org/#/seismic?lat=47.8053195&ing=-122.3771273&address=510 Homeland Dr%2C Edmonds%2C WA 98020%2C USA 2/2 Seismic Main Floor - Roof (per ASCE 7-10, 12.0 Basic Parameters • Equivalent Lateral Force Procedure (ELFP) • Site class: D • Seismic design category: D • Light Framed Wood Walls Sheathed w/ Wood Panels Is:= 1.0 SDS:= 0.845 R:= 6.5 QO := 2.5 Cd:= 3.25 p:= 1.0 SDS Cs:= = 0.13 R) IS) SDI := 0.498 hn:= hrf = 16ft CC= 0.02 Seismic importance factor (ref. table 1.5-2) Design spectral acceleration parameter (ref. ATC summary report) Response modification factor - (ref. table 12.2-1) System overstrength factor (ref. table 12.2-1) Deflection amp. factor (ref. table 12.2-1) Redundancy factor (ref section 12.3.4) Seismic response coefficient SI := 0.496 < 0.6g therefore 12.8-6 does not apply Highest level of structure x:= 0.75 Table 12.8-2 h x Ta Ct ft J — 0.16 EQ 12.8-7 SDI Csmax Csmax = 0.48 Ta(R)— IS) Cs := max minl(CS, Csmax, 0.01) Cs = 0.13 0.5• SDI Cs min = 0.04 R1 IS) Cs wood= p' Cs EQ 12.8-6 Cs wood = 0.13 hwa11= loft Wal height s� 02—Lateral Analysis.xmcd S9 Seismic Base Shear Building Weights Contributing to Seismic Forces Diaphragms Wdiaphragm 1881ft2• SDLrf + (660ft2)• SDLfIr Wals Wwalls_T (pext w + pint)Awall_T' 2 Wwalls_L (pext w + pint)Awall_L' 2 Shear Loads Vsu T:= Cs_wood'(Wdiaphragm + Wwalls_T) Vsu L Cs wood' (Wdiaphragm + Wwalls L) Lateral Summary (ASD) SeismicMind Shearwall Capacity Factor C sw_cap' 435sf 310psf _ 0.71 (ref. NDS Shearwall Capacities) p Wind Seismic Wdiaphragm = 33• kip Wwalls_T = 24• kip Wwalls_L = 32• kip Vsu_T = 7.36• kip Vsu_L = 8.38• kip Transverse Vw_T := 0.6Vwu_T Csw cap = 8.139• kip Vs_T 0.7Vsu_T = 5.15• kip VT:= if(Vw T > Vs T, "WIND CONTROLS", "SEISMIC CONTROLS") _ "WIND CONTROLS" Longitudinal Vw_L := 0.6VWU L' Csw cap = 10.8• kip Vs_L := 0.7Vsu L = 5.86• kip VL:= if(Vw L > Vs L, "WIND CONTROLS", "SEISMIC CONTROLS") _ "WIND CONTROLS" 02_Lateral Analysis.xmcd S10 Lateral Forces - UDDer Roof/Deck hwa11= loft Average Wall Height hrf proj Oft Roof Projection Above Wall per, = 30.2.psf Design Wall Wind Pressure (ref. Wind Loading) prf horiz = 5.6. psf Design Roof Wind Pressure (ref. Wind Loading) Longitudinal Wall Line Reactions (Ref. Shear Wall Diagram) Reaction 1 tribl := 22.5ft = 11.25 ft 2 RLrf 1 := [P,,(hwall ) + prf horiz' hrf�roj ' trib 1 RLrf 1 = 1.7 kip J J Transverse Wall Line Reactions (Ref. Shear Wall Diagram) Reaction A tribA := 29ft = 14.5 ft 2 RTrf A.= PN Ch all I+ prf horiz'hrf�roi '�bA RTrf A= 2.19 kip J J 02_Lateral Analysis.xmcd S11 Lateral Forces - Upper Floor/Lower Roof hwa11= loft Average Wall Height PW = 30.2•psf Design Wall Wind Pressure (ref. Wind Loading) Longitudinal Wall Line Reactions (Ref. Shear Wall Diagram) Reaction 1 tribl := 22ft = 11 ft 2 RLup_l Fpw(hwall)]•tribl Reaction 2 trib2 := 18ft = 9 ft 2 hwall I] RLup_2 := pw 2 III (trib2) + RLup_1 + RLrf 1 Transverse Wall Line Reactions (Ref. Shear Wall Diagram) Reaction A tribA := 29ft = 14.5 ft 2 RTup_A Fpw (hwall)]. tribA + RTrf A 0 Lateral Summary RLup_l = 3.32• kip RLup_2 = 6.38• kip RTup_A = 6.57• kip 02_Lateral Analysis.xmcd S12 0 Diaphragm Check Diaphragm Check (ref. ANSI/AF&PA SDPWS-2015�_ Aspect Ratio LT:= 29ft LL:= 22ft Length &width of diaphragm 1 checkD:= if L LL > 4, "NG", "OK" I ratio:— = 0.76 LT J LT Diaphragm Shear Shear capacities for 15/32"APA Rated OSB/Plywood Sheathing - Un-Blocked (ref. table 4.2A): SAD:= 2.0 ASD reduction factor vw6 ub 600plf - QD = 300. plf Allowable Wind Shear Capacity- 10d's @ 6" oc Diaphragm LT = 29 ft Diaphragm length in transverse direction udiaphT := RTup_A' 0.6 = 3.9• kip LL = 22 ft udiaphL : = RLup_2' 0.6 = 3.8• kip Transverse Shear Diaphragm shear transverse direction Diaphragm length in transverse direction Diaphragm shear transverse direction checkD = "OK" udi aphT vT := Diaphragm shear LL 6" Nailing v:= vT = 179.plf Check:= if(v _< vw6ub "OK" "NG!!") Check = "OK" Use 6" nailing everywhere Longitudinal Shear vT: udiaphL Diaphragm shear LT 6" Nailing v:= vT = 132•plf Check:= if(v _< vw6ub, "OK" "NG!!") Check = "OK" Use 6" nailing everywhere Use 15/32 APA Shtg w/ 10d nails @ 6"o.c. @ panel edges, 12" o.c. @ interior supports. 0 Diaphragm Check 02_Lateral Analysis.xmcd S13 I --- swA ----SH T5G x(o DFs� 5' VANITY ' IS 5ATH i R&5 OEM � � N i i iFx(o DF#Z I-' ILl c(N i (Z) 2-0 i I � o LOFT X I } � =dN I ST N F- t(N Z I o swc ` ) -0 5GD - T5G swc a I o I UP TYP, @ STAIR x(o Z API Fc- ) —j UARD, TYP. (o'Ox '0 PIG 7 OOF DECKGAGO OR 5IM. PROJECT: Marzano Residence DESCRIPTION: Upper Floor Shearwall Keyplan BY: AKR DATE: 8/7/2020 S14 0 Upper Floor Shear Walls Shear Wall Check - Upper Floor to Roof (ref. ANSI/AF&PA SDPWS-2015) SW 1 IN - PLANE SHEAR S ht:= 8.5.ft Wal height Ls := 3.75ft + 14ft DLrf = 15•psf R : = RLrf 1 = 1.70• kip lift Wrf := 2 pext w = 10• psf Total shear wall length Dead load of roof Reaction at wall line Tributary width of roof on wall Dead load of exterior walls w := 3.75ft Shear wall length s Aspect Ratio (Blocked Shear Wall) ht = 2.27 checkratio = if ht > 3.5, "NG" , "OK" ma's ma's (WSP) := if ht < 2.0, 1.0,1.25 — 0.125• ht 1 Aspect ratio factor ws ws / Overturning Forces ws Vrf := R. 0.6 Shear load at top of wall (ASD) LS ) Mot Vrf' ht Overturning moment (ASD) Resisting Forces Prf DLrf' wrf' (` S) Roof load Pw pext w (ht)' (ws) Wal load w Mres Prf + Pw)' lI' 0.6 Resisting moment (ASD) 2J Vrf P checkratio = "OK" (WSP) = 1.0 Vrf = 0.22•kip Mot = 1.8• kip. ft Prf = 0.31 • kip Pw = 0.32• kip Mres = 0.71• kip. ft 02—Lateral Analysis.xmcd S15 checkratio = "OK" (WSP) = 1.0 Vrf = 0.22•kip Mot = 1.8• kip. ft Prf = 0.31 • kip Pw = 0.32• kip Mres = 0.71• kip. ft 02—Lateral Analysis.xmcd S15 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides wv:= Vrf = 57•plf ma's (WSP)• vw6. n wv Fall : = = 420.5• plf checkw : = if — > 1.0, "NG" , "OK" Qs Fall checkwv = "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size Z11:= vri CD = 0.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.029• kip Shear load to each anchor V Checka : = if( Vsp > Zll, "NG" , "OK") ratioa : = sp = 0.13 Zll Use 16d Nail at 6"o.c. Staggered spa := 6in Fastener spacing Checka = "OK" Holdown Mot — Mres T : _ = 0.3• kip checkT : = if (T > 1501bf, , "HD REQU' , "NOT REQ'D") checkT = "HD REQ'D" `" s Tall MSTC28 = 1.155• kip Allowable tension load (Simpson MSTC28) checkHD : = if T > 1.0, "NG" , "OK" ratio : = T = 0.26 Tall Tall checkHD = "OK" Jse Simpson MST37 w/ (12)16d Nails into (2) 2x min Post Stitch Nailed or MSTC48B3 w/ (14) 10d to face of beam, (4)10d to bottom of beam, & (38) into (2) 2x min post stitch nailed 02_Lateral Analysis.xmcd S16 SW2 IN - PLANE SHEAR ht:= 8.5•ft Wal height Ls := 3.75ft + 14ft Total shear wall length DLr f = 15• psf Dead load of roof R:= RLrf 1 = 1.70•kip Reaction at wall line Wrf := lift Trio utary width of roof on wa pext w — 10• psf Dead load of exterior walls ws:= 14ft Shear wall length Aspect Ratio (Blocked Shear Wall) S Vrf W T t t I = 0.61 checkratio : = if > 3.5, "NG" , "OK" checkratio = "OK" ws w s J ht \ ht I (WSP) := if < 2.0, 1.0, 1.25 — 0.125• Aspect ratio factor (WSP) = 1.0 ws ws J Overturning Forces w Vrf := R. S 0.6 Shear load at top of wall (ASD) Vrf = 0.8•kip LS i Mot := Vrf' ht Overturning moment (ASD) Mot = 6.8• kip. ft Resisting Forces Prf:= DLrf-wrf'(ma's) Roof load Prf = 1.16•kip Pw'= pext—w'(ht)-(ws) Wal load PW= 1.19•kip w Mres'= (Prf + Pw). l I.0 6 2J Resisting moment (ASD) Mres = 9.85• kip. ft 02_Lateral Analysis.xmcd S17 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides wv:= Vrf = 57•plf ma's (WSP)• vw6. n wv Fall = 435•plf checkw := if — > 1.0, "NG", "OK" Qs Fall checkwv = "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.029• kip Shear load to each anchor V Checka : = if( Vsp > Zll, "NG" , "OK") ratioa : = sp = 0.13 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown l — of res = —0.22• kip checkT : = if (T > 1501bf, , "HD REQU' , "NOT REQ'D") checkT = "NOT REQU' ma's 02—Lateral Analysis.xmcd S18 SW3 IN - PLANE SHEAR ht:= 8.5•ft Wal height Ls := 16.5ft Total shear wall length DLr f = 15• psf Dead load of roof R:= RLrf 1 = 1.70•kip Reaction at wall line Wrf := lift Trio utary width of roof on wa pext w — 10• psf Dead load of exterior walls ws:= 16.5ft Shear wall length Aspect Ratio (Blocked Shear Wall) S Vrf P T t t I = 0.52 checkratio : = if > 3.5, "NG" , "OK" checkratio = "OK" ws w s J ht \ ht I (WSP) := if < 2.0, 1.0, 1.25 — 0.125• Aspect ratio factor (WSP) = 1.0 ws ws J Overturning Forces w Vrf := R. S 0.6 Shear load at top ofwall (ASD) Vrf = 1.02•kip LS i Mot := Vrf' ht Overturning moment (ASD) Mot = 8.7• kip. ft Resisting Forces Prf:= DLrf•wrf-(WS) Roof load Prf = 1.36•kip Pw'= pext—w'(ht)-(ws) Wal load PW= 1.4kip w Mres'= (Prf + Pw). l I.0 6 2J Resisting moment (ASD) Mres = 13.68• kip. ft 02_Lateral Analysis.xmcd S19 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides wv : = Vrf = 62• plf `S (WSP)• vw6- n wv Fall = 435•plf checkw := if — > 1.0, "NG", "OK" Qs Fall checkwv = "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.03 ].kip Shear load to each anchor V Checka : = if( Vsp > Zll, "NG" , "OK") ratioa : = sp = 0.14 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown Mot — Mres T : _ _ —0.3• kip checkT : = if (T > 1501bf, , "HD REQU' , "NOT REQ'D") checkT = "NOT REQ'D" ma's 02—Lateral Analysis.xmcd S20 SWA IN - PLANE SHEAR ht:= 8.5•ft Wal height Ls := 4.5ft + 12.75ft Total shear wall length DLr f = 15• psf Dead load of roof R : = RTrf A = 2.19• kip Reaction at wall line ``'rf := 22t Tributary width of roof on wal pext w — 10• psf Dead load of exterior walls ws:= 4.5ft Shear wall length Aspect Ratio (Blocked Shear Wall) S Vrf W T t t I = 1.89 checkratio : = if > 3.5, "NG" , "OK" checkratio = "OK" ws w s J ht \ ht I (WSP) := if < 2.0, 1.0, 1.25 — 0.125• Aspect ratio factor (WSP) = 1.0 ws ws J Overturning Forces w Vrf := R. S 0.6 Shear load at top of wall (ASD) Vrf = 0.34• kip LS i Mot := Vrf' ht Overturning moment (ASD) Mot = 2.9• kip. ft Resisting Forces Prf := DLrf-wrf'(ma's) Roof load Prf = 0.07•kip Pw'=pext—w'(ht)-(ws) Wal load Pam,=0.38.kip w Mres'= (Prf + Pw). l I.0 6 2J Resisting moment (ASD) Mres = 0.61• kip. ft 02_Lateral Analysis.xmcd S21 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides wv:= Vrf = 76•plf ma's (WSP)• vw6. n wv Fall = 435•plf checkw := if — > 1.0, "NG", "OK" Qs Fall checkwv = "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.038• kip Shear load to each anchor V Checka : = if( Vsp > Zll, "NG" , "OK") ratioa : = sp = 0.17 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown l — of res — 0.51 • kip checkT : = if (T > 1501bf, , "HD REQU' , "NOT REQ'D") checkT = "HD REQ'D" `" s Tall MSTC28 = 1.155• kip Allowable tension load (Simpson MSTC28) checkHD : = if > 1.0, "NG" , "OK" ratio : = T = 0.44 checkHD = "OK" Tall Tall Jse Simpson MST37 w/ (12)16d Nails into (2) 2x min Post Stitch Nailed or MSTC48B3 w/ (14) 10d to face of beam, (4)10d to bottom of beam, & (38) into (2) 2x min post stitch nailed 02—Lateral Analysis.xmcd S22 SWB IN - PLANE SHEAR ht:= 8.5•ft Wal height Ls := 4.5ft + 12.75ft Total shear wall length DLr f = 15• psf Dead load of roof R : = RTrf A = 2.19• kip Reaction at wall line ``'rf := 22t Tributary width of roof on wal pext w — 10• psf Dead load of exterior walls ws:= 12.75ft Shear wall length Aspect Ratio (Blocked Shear Wall) S Vrf W T t t I = 0.67 checkratio : = if > 3.5, "NG" , "OK" checkratio = "OK" ws w s J ht \ ht I (WSP) := if < 2.0, 1.0, 1.25 — 0.125• Aspect ratio factor (WSP) = 1.0 ws ws J Overturning Forces w Vrf := R. S 0.6 Shear load at top of wall (ASD) Vrf = 0.97•kip LS i Mot := Vrf' ht Overturning moment (ASD) Mot = 8.3• kip. ft Resisting Forces Prf := DLrf-wrf'(ma's) Roof load Prf = 0.19•kip Pw'= pext—w'(ht)-(ws) Wal load PW= 1.08•kip w Mres'= (Prf + Pw). l I.0 6 2J Resisting moment (ASD) Mres = 4.88• kip. ft 02_Lateral Analysis.xmcd S23 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides wv:= Vrf = 76•plf ma's (WSP)• vw6. n wv Fall = 435•plf checkw := if — > 1.0, "NG", "OK" Qs Fall checkwv = "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.038• kip Shear load to each anchor V Checka : = if( Vsp > Zll, "NG" , "OK") ratioa : = sp = 0.17 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown l — of res — 0.27• kip checkT : = if (T > 1501bf, , "HD REQU' , "NOT REQ'D") checkT = "HD REQ'D" `" s Tall MSTC28 = 1.155• kip Allowable tension load (Simpson MSTC28) T 1 checkHD : = if — > 1.0, "NG" , "OK" ratio : = T — = 0.23 checkHD = "OK" Tall Tall Jse Simpson MST37 w/ (12)16d Nails into (2) 2x min Post Stitch Nailed or MSTC48B3 w/ (14) 10d to face of beam, (4)10d to bottom of beam, & (38) into (2) 2x min post stitch nailed 02—Lateral Analysis.xmcd S24 SWC IN - PLANE SHEAR ht: = 8.5.ft Wal height Ls := 3ft + 2.5f . 3 Total shear wall length DLrf = 15. psf Dead load of roof R : = RTrf A = 2.19. kip Reaction at wall line Wrf := 22t Tributary width of roof on wall pext w = 10. psf Dead load of exterior walls ws := 2.5ft Shear wall length Aspect Ratio (Blocked Shear Wall) S Vrf W T ht ht 1 = 3.4 checkratio : = if > 3.5, "NG" , "OK" checkratio = "OK" ws ws / ht ht 1 (WSP) := if < 2.0, 1.0,1.25 — 0.125• Aspect ratio factor (WSP) = 0.8 ws ws / Overturning Forces ws Vrf := R. 0.6 Shear load at top of wall (ASD) Vrf = 0.3].kip LS ) Mot := Vrf - ht Overturning moment (ASD) Mot = 2.7. kip. ft Resisting Forces Prf := DLrf' Wrf- (Ws) Roof load Prf = 0.04- kip Pw:= pext-w (ht). (ws) Wal load Pam, = 0.21. kip w Mres :_ Prf + Pw). lJ. 0.6 2 Resisting moment (ASD) Mres = 0.19. kip. ft 02—Lateral Analysis.xmcd S25 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides wv.— Vrf = 125•plf `S (WSP)• vw6. n wv Fall = 358.9•plf checkw := if — > 1.0, "NG", "OK" Qs Fall checkwv = "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing CD:= 1.6 tsp := 1.5in Bottom plate thickness diaa := 16d Fastener Type/Size spa := 6in Fastener spacing Z11:= vri CD = 0.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.063• kip Shear load to each anchor V Checka : = if( Vsp > Zll, "NG" , "OK") ratioa : = sp = 0.28 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown l — of res — 0.99• kip checkT : = if (T > 1501bf, , "HD REQU' , "NOT REQ'D") checkT = "HD REQ'D" `" s Tall MSTC28 = 1.155• kip Allowable tension load (Simpson MSTC28) T 1 checkHD : = if — > 1.0, "NG" , "OK" ratio : = T — = 0.86 checkHD = "OK" Tall Tall Jse Simpson MST37 w/ (12)16d Nails into (2) 2x min Post Stitch Nailed or MSTC48B3 w/ (14) 10d to face of beam, (4)10d to bottom of beam, & (38) into (2) 2x min post stitch nailed 02—Lateral Analysis.xmcd S26 MSTC48B3/MSTC66B3Z Pre -Bent Straps The MSTC48B3 and MSTC66133Z are pre -bent straps designed to transfer tension load from an upper -story shearwall to a beam on the story below. Material: 14 gauge Finish: Galvanized; contact Simpson Strong -Tie Codes: See p.12 for Code Reference Key Chart - These products are available with additional corrosion protection. For more information, see p.15. Min. Wood Fasteners (in.) Beam Allowable Dimension Tension Loads Model No. (in.) Beam Code Studs/ Ref. Width Depth DF/SP SPF/HF Post (min.) (min.) Face Bottom (160) (160) MSTC48B3 3 91/4 () O.148x 3 3,975 3,900 IBC, (4) 0.148 x 3 (38) 0.148 x 3 L, LA (14) MSTC66B3Z 31/2 111/4 0.1x 3 4,490 4,490 1. Using fewer than 38 nails in the studs/post will reduce the allowable load of the connection. To calculate a reduced allowable load, use 199 Ib. per nail for DF/SP or 172 Ib. per nail for HF/SPF. Minimum length of extent of reduced nails may not be less than 21 " as is shown in graphic. 2. Nails in studs/post shall be installed symmetrically. Nails may be installed over the entire length of the strap in the studs/post. 3. The minimum X-wide beam may be made up of two 2x members. 4. MSTC48133 and MSTC66133Z installed over wood structural panel sheathing up to 1/2" thick achieve 0.85 of table loads. 5. PSL beam may be used in lieu of a standard -dimension lumber beam with no load reductions. 6. Multiply allowable loads by 1.85 to attain an allowable load for installations where two straps have been installed with a 11/2" clear space between straps. 7. Structural composite lumber columns have sides that show either the wide face or the edges of the lumber strands/veneers known as the narrow face. Values in the tables reflect installation into the wide face. See technical bulletin T-C-SCLCLM at strongtie.com for load reductions resulting from narrow -face installations. 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. Min. (2) 2x or 4x 51/2" mm.1 A Outside face of wood _ structural panel aligns with outside face of beam Factory -built 38 studs/post structure nails req'd Start nails each MSTC 11/2" (min.) up from end of stud No nails = required i 14 beam face nails req'd each MSTC Beam No wood structural panel on beam MSTC66133Z A 4 beam bottom nails req'd each MSTC (2) MSTC66B3Z Section A -A Installation T .m m 44'/s' 627A" for MSTC66B3Z Pilot hole :0. typ. MSTC48B3 Strong -Tie Min. (2) 2x or 4x 38 nails Min. Start nails length 21" 11/2' up from end of stud � [&No nails req'd Face nails Beam 21/e" pre -bent Bottom nails MSTC48B3 Installation with No Rim Board Min. (2) 2x or 4x 38 nails Min. length 21" Start nails 2%" up from end of stud No nails req'd Rim i joist Face nails Beam MSTC66133Z Installation with Rim Board UPDATED 06/01/19 S27 269 HRS/ST/HTP/LSTA/LSTI/MST/MSTA/MSTC/MSTI Strap Ties Straps are designed to transfer tension loads in a wide variety of applications. HRS — Heavy strap designed for installation on the edge of 2x members. The HRS416Z installs with Strong -Drive® SIDS Heavy -Duty Connector screws. HTP — Heavy tie plate designed for installation on the side of 2x4 or larger members. LSTA and VISTA — Designed for use on the edge of 2x members, with a nailing pattern that reduces the potential for splitting. LSTI and MSTI — Light and medium straps that are suitable where pneumatic -nailing is necessary through diaphragm decking and wood chord open -web trusses. MST — High -capacity strap that can be installed with either nails or bolts. Suitable for double 2x member connections or greater. MSTC — High -capacity strap that utilizes a staggered nail pattern to help minimize wood splitting. Nail slots have been countersunk to provide a lower nail head profile. Cn d H c (n Q M N MSTI 262 G td MST LSTI T 3" i LSTA and MSTA (pilot holes not shown) cal MSTI illation hangershow similar MSTC StrongTie Finish: Galvanized. Some products are available in stainless steel, ZMAX® coating or black powder coat (add PC to sku); contact Simpson Strong Tie. See Corrosion Information, pp.13-15. Installation: Use all specified fasteners; see General Notes Options: Special sizes can be made to order; contact Simpson Strong -Tie Codes: See p.12 for Code Reference Key Chart MSTC and RPS meet code requirements for reinforcing cut members (16 gauge) at top plate and RPS at sill plate. International Residential Code® — 2012/2015/2018 R602.6.1 International Building Code® — 2012/2015/2018 2308.9.8 (For RPS, refer to p. 303.) Vl t d o ST62, ST21, ST22, ST29 0 0 o O O O O O o O 0 0 3" 0 0 O O O O HTP37Z ST9, ST12, ST18, ST22 0 O 0 �_W L ST2115 O 0 O O O 0 O O —3Y4"—I 6" HRS HRS416Z 0 0 O O o �o 0 o o = Typical ® HRS Installation S28 MST/MSTA/MSTC Strap Ties (cont.) Codes: See p.12 for Code Reference Key Chart - These products are available with additional corrosion protection. For more information, see p.15. Floor to Floor Span Table MMany of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Model No. Clear Span (in.) Fasteners (Total) (in.) Allowable Tension Loads (DF/SP) Allowable Tension Loads (SPF/HF) (160) (160) 18 (26) 0.148 x 21/z 2,020 2,020 MSTA49 16 (26) 0.148 x 21/z 2,020 2,020 18 (12) 0.148 x 31/4 1,150 995 MSTC28 16 (16) 0.148 x 31/4 1,535 1,330 24 (20) 0.148 x 31/4 1,920 1,660 MSTC40 18 (28) 0.148 x 31/4 2,690 2,325 16 (32) 0.148 x 31/4 3,070 2,655 24 (36) 0.148 x 31/4 3,455 2,990 MSTC52 18 (44) 0.148 x 31/4 4,225 3,650 16 (48) 0.148 x 31/4 4,610 3,985 30 (48) 0.148 x 31/4 4,775 4,130 24 (54) 0.148 x 31/4 5,375 4,645 MSTC66 18 (64) 0.148 x 31/4 5,850 5,505 16 (68) 0.148 x 31/4 5,850 5,850 30 (64) 0.148 x 31/4 5,850 5,505 MSTC78 24 (72) 0.148 x 31/4 5,850 5,850 18 (76) 0.148 x 31/4 5,850 5,850 24 (14) 0.162 x 21/z 1,720 1,500 MST37 18 (20) 0.162 x 21/z 2,460 2,140 16 (22) 0.162 x 21/z 2,705 2,355 24 (26) 0.162 x 21/z 3,210 2,780 MST48 18 (32) 0.162 x 21/z 3,950 3,425 16 (34) 0.162 x 21/z 4,200 3,640 30 (34) 0.162 x 21/z 4,605 3,995 MST60 24 (40) 0.162 x 21/z 5,240 4,700 18 (46) 0.162 x 21/z 6,235 5,405 30 (48) 0.162 x 21/z 6,505 5,640 MST72 24 (54) 0.162 x 21/z 6,730 6,345 18 1 (62) 0.162 x 21/z 1 6,730 1 6,475 See footnotes below. Stitch nailing of double studs by others Nails are not required in the rim board area When nailing the strap over wood structural panel sheathing, use 21/2" long nail, minimum. Floor -to -Floor Tie Installation Showing a Clear Span StrongTie Typical Detail with Strap Installed over Wood Structural Panel Sheathing Dimensions Fasteners Allowable Tension Loads Allowable Tension Loads Model (in.) (Total) (DF/SP) (SPF/HF) Code No. �a' Bolts Nails Bolts Nails Bolts Ref. W L Nails (in.) tlty. Dia. (160) (160) (160) (160) MST27 21/6 27 (30) 0.162 x 21/2 4 1/2 3,700 2,165 3,210 2,000 MST37 12 21/6 371/z (42) 0.162 x 21/z 6 1/2 5,070 3,030 4,495 2,800 MST48 21/6 48 (50) 0.162 x 21/2 8 1/2 5,310 3,675 5,190 3,395 IBC, FL, LA MST60 21/6 60 (68) 0.162 x 21/2 10 1/z 6,730 4,490 6,475 4,150 MST72 10 21/s 72 (68) 0.162 x 21/2 10 1/2 6,730 4,490 6,475 4,150 1. See pp. 260-261 for Straps and Ties General Notes. 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 minimum member thickness: MST - 21/z". 4. Splitting may be a problem with installations on lumber smaller than 31/z"; either fill every nail hole with 0.148" x 11/z" nails or fill every other hole with 0.162" x 21/z" nails. Reduce the allowable load based on the size and quantity of fasteners used. 5. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information. STHD shown 264 S29 HEAT PUMP FOR DUGTLE55 5PLIT 5Y5TEM mw a- TANKLE55 W NTER HEATER (V.T. .) EF=O•'JI MIN. FLOOR LINE ABOVE 3 - — — — — — — — — — H J � XOX s, � 4x(o DF#Z �+3� '✓-I/8x� GL zy `� DRYER BOX T. g+6 A AT FLDOR \� c 2 vTO R LAUNDRY 8y 0 WHF E WASHER IGRAWL �� 0 EX. LAGGES� T O Z'� 3' (o' w 15AT 4X& DFs�2 10 EX, TUB 1 � 1 1 EX. GARAGE _ GONG. 5LAB PER 5HEET I N IRS �I SEE NOTE OZ FOR GWB `k ' �v wI' REQUIREMENTS @ GARAGE `} 1 EX. I-3/8SOLID � � � REFR. GORE SELF- GL051 NG DOOR _ 1 ?I U) III ry1N+� %'-1yg8" L PARTIALLY DROPPED BEAM - _ SEE 5HT• 4 FO_R_51_ZE FLOOR LINE ABOVE F-- F— T— I I I I I I I I 1(,,'Ox7'O OHD T-4" L 0-1/P>xlZ GLB I& -0 PROJECT: Marzano Residence DESCRIPTION: Main Floor Shearwall Keyplan „ EX. ELEG. MFTF=P BY: AKR DATE: 8/7/2020 S30 0 Upper Floor Shear Walls 0 Main Floor Shear Walls Shear Wall Check - Main to Upper Floor (ref. ANSI/AF&PA SDPWS-2015) SW 1 IN - PLANE SHEAR ht:= 8.5.ft Wall height VVS Ls:= 27ft DLrf = 15•psf R := RLup_1 = 3.32• kip lift+ lift Wrf := 2 pext w — 10• psf Total shear wall length Dead load of roof Reaction at wall line Trig utary wid th of fra ming o n wall Dead load of exterior walls w := 27ft Shear wall length s Aspect Ratio (Blocked Shear Wall) ht = 0.31 checkratio = if ht > 3.5, "NG" , "OK" ma's ma's (WSP) := if ht < 2.0, 1.0, 1.25 — 0.125• ht II Aspect ratio factor ws ws / Overturning Forces w Vrf := R. S 0.6 Shear load at top of wall (ASD) LS i Mot Vrf'ht Overturning moment (ASD) Resisting Forces Prf (DLrf)' Wrf' (` S) Roof load Pw:= pext w (hf2)'(ws) Wall load w Mres Prf + Pw)' lI' 0.6 Resisting moment (ASD) 2J Vrf P checkratio = "OK" (WSP) = 1.0 Vrf = 1.99.kip Mot = 16.9• kip. ft Prf = 4.46• kip Pw = 4.59• kip Mres = 73.26• kip. ft 02—Lateral Analysis.xmcd S31 checkratio = "OK" (WSP) = 1.0 Vrf = 1.99.kip Mot = 16.9• kip. ft Prf = 4.46• kip Pw = 4.59• kip Mres = 73.26• kip. ft 02—Lateral Analysis.xmcd S31 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides wv : = Vrf = 74• plf `S (WSP)• vw6. n wv Fall = 435•plf checkw := if — > 1.0, "NG", "OK" Qs `Fall � checkwv = "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Bottom Plate Nailing cD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 16d Nail Size spa := 6in Nail spacing Zll := vri CD = 0.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.037. kip Shear load to each nail V Checka : = if( Vsp > Zll, "NG" , "OK") rati oa : = sp = 0.16 Checka = "OK" Z11 Use 16d Nail at 6"o.c. Staggered Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.5in Anchor Diameter spa := 42in Anchor spacing Zll vA.S 2x' CD = 1.04. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.258. kip Shear load to each anchor V Checka : = if( Vsp > Zll, "NG" , "OK" ratioa : = sp = 0.25 Checka = "OK" Z11 Use 1 /2" Dia. Anchor at 42"o.c. (T min. embed) Holdown 1 — of res = —2 09• kip checkT : = if (T > 1501bf, , "HD REQU', "NOT REQU') checkT = "NOT REQU' ma's 02—Lateral Analysis.xmcd S32 SW2 IN - PLANE SHEAR ht:= 8.5•ft Ls := 14ft + 5.75ft DLrf = 15•psf R := RLup-2 = 6.38• kip 11ft+ 11ft+ 2ft Wrf := 2 pext w — 10• psf Wal height Total shear wall length Dead load of roof Reaction at wall line Trio utary wid th of fra ming o n wall Dead load of exterior walls Vrf PF S ws:= 5.7511 Shear wall length Aspect Ratio (Blocked Shear Wall) ht = 1.48 checkratio if ht > 3.5, "NG" , "OK" 1 ws WS / (WSP) := if ht < 2.0, 1.0,1.25 — 0.125• ht Aspect ratio factor wS wS J Overturning Forces ws Vrf := R. 0.6 Shear load at top of wall (ASD) LS ) Mot Vrf' ht Overturning moment (ASD) Resisting Forces Prf (DLrf)' Wrf' (` S) Roof load Pw:= pext—w'(ht, 2)'(ws) Wal load w Mres Prf + Pw). slJ. 0.6 Resisting moment (ASD) 2 checkratio = "OK" (WSP) = 1.0 Vrf = 1.H-kip Mot = 9.5• kip. ft Prf = 1.04• kip Pam, = 0.98• kip Mres = 3.47• kip. ft 02—Lateral Analysis.xmcd S33 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides wv.— Vrf = 194•plf `S (WSP)• vw6. n wv Fall = 435•plf checkw := if — > 1.0, "NG", "OK" Qs `Fall � checkwv = "OK" in le Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) Bottom Plate Nailing cD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 16d Nail Size spa := 6in Nail spacing Zll := vri CD = 0.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.097. kip Shear load to each nail V Checka : = if( Vsp > Zll, "NG" , "OK") rati oa := Sp = 0.43 Checka = "OK" Z11 Use 16d Nail at 6"o.c. Staggered Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.5in Anchor Diameter spa := 42in Anchor spacing Zll vA.S 2x' CD = 1.04. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.679. kip Shear load to each anchor V Checka : = if( Vsp > Zll, "NG" , "OK" ratioa : = Sp = 0.65 Checka = "OK" Z11 Use 1 /2" Dia. Anchor at 42"o.c. (T min. embed) 02_Lateral Analysis.xmcd S34 Holdown T . _ of res = 1.04• kip checkT : = if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" ma's Tall LTT19 = 1.31•kip Allowable tension load (Simpson LTT19) checkHD : = if T > 1.0, "NG" , "OK" I ratio : = T = 0.8 checkHD = "OK" Tall Tall Anchor Mot 0.9 — Mres' TLRFD . _ 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 1.84• kip `S Use Simpson LTT19 w/ 1 /2" Dia. Anchor, 8" min. embed (Ref. Anchor Output) Footing Uplift Lftg:= ` S + 5ft = 10.75 ft Length of footing tslab:= Oin Slab thickness Wftg:= 1.33ft Width of footing tribslab:= loft Slab tributary tftg:= loin Thickness of footing tstem:= 6in Stem wall thick tribflr•� = 4ft Floor/deck tributary htstem:= 18in Stem wall height Wtresist Rwftg'tftg+ tslab'tribslab + tstem'htstem).150pcf + tribflr DLflr]• 2 _ 1.82. kip Weight resisting uplift 2 check ftg : = if(wtresist > T, "OK" , "NG") ratio := T = 0.57 check ftg = "OK" Wtresist Existing footing OK, therefore no upgrades are required 02_Lateral Analysis.xmcd S35 SW3 IN - PLANE SHEAR ht:= 8.5•ft Ls := 14ft + 5.75ft DLrf = 15•psf R := RLup-2 = 6.38• kip 11ft+ 11ft+ 2ft Wrf := 2 pext w — 10• psf Wal height Total shear wall length Dead load of roof Reaction at wall line Trio utary wid th of fra ming o n wall Dead load of exterior walls Vrf PF S ws := 14ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht = 0.61 checkratio if ht > 3.5, "NG" , "OK" 1 ws WS / (WSP) := if ht < 2.0, 1.0,1.25 — 0.125• ht Aspect ratio factor wS wS J Overturning Forces ws Vrf := R. 0.6 Shear load at top of wall (ASD) LS ) Mot Vrf' ht Overturning moment (ASD) Resisting Forces Prf (DLrf)' Wrf' (` S) Roof load Pw:= pext—w'(ht, 2)'(ws) Wal load w Mres Prf + Pw). slJ. 0.6 Resisting moment (ASD) 2 checkratio = "OK" (WSP) =1.0 Vrf = 2.71 • kip Mot = 23.1• kip. ft Prf = 2.52- kip Pam, = 2.38• kip Mres = 20.58• kip. ft 02—Lateral Analysis.xmcd S36 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides wv.— Vrf = 194•plf `S (WSP)• vw6. n wv Fall = 435•plf checkw := if — > 1.0, "NG", "OK" Qs `Fall � checkwv = "OK" in le Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) Bottom Plate Nailing cD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 16d Nail Size spa := 6in Nail spacing Zll := vri CD = 0.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.097. kip Shear load to each nail V Checka : = if( Vsp > Zll, "NG" , "OK") rati oa := Sp = 0.43 Checka = "OK" Z11 Use 16d Nail at 6"o.c. Staggered Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.5in Anchor Diameter spa := 42in Anchor spacing Zll vA.S 2x' CD = 1.04. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.679. kip Shear load to each anchor V Checka : = if( Vsp > Zll, "NG" , "OK" ratioa : = Sp = 0.65 Checka = "OK" Z11 Use 1 /2" Dia. Anchor at 42"o.c. (T min. embed) 02_Lateral Analysis.xmcd S37 Holdown T . _ of res — 0.18• kip checkT : = if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" ma's Tall LTT19 = 1.31•kip Allowable tension load (Simpson LTT19) checkHD : = if T > 1.0, "NG" , "OK" I ratio : = T = 0.14 checkHD = "OK" Tall Tall Anchor Mot 0.9 — Mres' TLRFD . _ 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 0.54• kip `S Use Simpson LTT19 w/ 1 /2" Dia. Anchor, 8" min. embed (Ref. Anchor Output) Footing Uplift Lftg:= ` S + 5ft = 19 ft Length of footing tslab:= Oin Slab thickness Wftg:= 1.33ft Width of footing tribslab:= loft Slab tributary tftg:= loin Thickness of footing tstem:= 6in Stem wall thick tribflr•� = 4ft Floor/deck tributary htstem:= 18in Stem wall height Wtresist Rwftg'tftg+ tslab'tribslab + tstem'htstem).150pcf + tribflr DLflr]• 2 = 3.22•kip Weight resisting uplift 2 check ftg : = if (wtresist > T, "OK" , "NG") ratio : = T = 0.06 check ftg = "OK" Wtresist Existing footing OK, therefore no upgrades are required 02_Lateral Analysis.xmcd S38 SWA IN - PLANE SHEAR ht:= 8-ft Ls:= 5.5ft DLrf = 15•psf R : = RTup_A = 6.57• kip wrf 22t + 4.25ft pext w = 10• psf Wal height Total shear wall length Dead load of roof Reaction at wall line Trio utary wid th of fra ming o n wall Dead load of exterior walls Vrf PF S ws := 5.511 Shear wall length Aspect Ratio (Blocked Shear Wall) ht = 1.45 checkratio if ht > 3.5, "NG" , "OK" 1 ws WS / (WSP) := if ht < 2.0, 1.0,1.25 — 0.125• ht Aspect ratio factor wS wS J Overturning Forces ws Vrf := R. 0.6 Shear load at top of wall (ASD) LS ) Mot Vrf' ht Overturning moment (ASD) Resisting Forces Prf (DLrf)' Wrf' (` S + 4ft) Roof load Pw:= pext_w'(ht, 2)'(ws) Wal load w Mres (Prf + Pw). slJ. 0.6 Resisting moment (ASD) 2 checkratio = "OK" (WSP) = 1.0 Vrf = 3.94•kip Mot = 31.5. kip. ft Prf = 0.75• kip Pam, = 0.88• kip Mres = 2.69. kip. ft 02—Lateral Analysis.xmcd S39 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides wv:= Vrf = 717•plf ma's (WSP)• vw3. n wv Fall : _ = 840• plf checkw : = if — > 1.0, "NG" , "OK" Qs `Fall � checkwv = "OK" in le Sided 15/32" sheathing w/ 10d @ 3" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) Bottom Plate Nailing cD:= 1.6 tsp := 2.5in Sill plate thickness diaa:= 16d Nail Size spa := 3in Nail spacing Zll := vri CD = 0.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.179. kip Shear load to each nail V Checka : = if( Vsp > Zll, "NG" , "OK") rati oa := Sp = 0.79 Checka = "OK" Z11 Use 16d Nail at Yo.c. Staggered Sill Plate Anchorage CD:= 1.6 tsp := 2.5in Sill plate thickness diaa := 0.5in Anchor Diameter spa := 20in Anchor spacing Zll vA.S 3x' CD = 1.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 1.195. kip Shear load to each anchor V Checka:= if(Vsp > Zll, "NG", "OK") rati0a:= Sp = 0.97 Checka = "OK" Z11 Use 1 /2" Dia. Anchor at 20"o.c. (7" min. embed) 02_Lateral Analysis.xmcd S40 Holdown T . _ of res _ 5.25• kip checkT : = if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" ma's Tall HDU8 = 6.765• kip Allowable tension load (Simpson HDU8) checkHD : = if T > 1.0, "NG" , "OK" I ratio : = T = 0.78 checkHD = "OK" Tall Tall Anchor Mot 0.9 — Mres' TLRFD . _ 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 8.83• kip `S Use Simpson HDU8 w/ 7/8" Dia. Anchor, 14" min. embed (Ref. Anchor Out Footing Uplift Lftg:= ` S + IOft = 15.5 ft Length of footing tslab:= 4in Slab thickness Wftg:= 1.33ft Width of footing tribslab:= 'Oft Slab tributary tftg:= loin Thickness of footing tstem:= 6in Stem wall thick tribflr•� = Oft Floor/deck tributary htstem:= 18in Stem wall height Wtresist Rwftg'tftg+ tslab'tribslab + tstem'htstem).150pcf + tribflr DLflr]• 2 = 6.04•kip Weight resisting uplift 2 check ftg : = if(wtresist > T, "OK" , "NG") ratio := T = 0.87 check ftg = "OK" Wtresist Use 1'-4"W x 10"D footing w/ (2) #4 Long., #4 @ 10" o.c. Trans 02_Lateral Analysis.xmcd S41 SWB IN - PLANE SHEAR ht:= 8-ft Wal height Ls:= 4.7ft DLrf = 15•psf R : = RTup—A = 6.57• kip 2ft + 2ft Wrf := 2 pext w — 10•psf Total shear wall length Dead load of roof Reaction at wall line Tributary width of fra ming on wall Dead load of exterior walls Vrf PF S ws:= 4.67ft Shear wall length Aspect Ratio (Blocked Shear Wall) t t 1 = 1.71 checkratio : = if > 3.5, "NG" , "OK" ws ws J ht \ ht I (WSP) := if < 2.0, 1.0, 1.25 — 0.125• Aspect ratio factor wS wS J Overturning Forces w Vrf := R. S 0.6 Shear load at top of wall (ASD) Ls Mot := Vrf' ht Overturning moment (ASD) Resisting Forces Prf := (DLrf ). wrf - (ws) Roof load Pw'= pext—w'(hf 2).(ws) Wal load w Mres'= (Prf + Pam,)• slL 0.6 2J Resisting moment (ASD) checkratio = "OK" (WSP) = 1.0 Vrf = 3.92• kip Mot = 31.3• kip. ft Pr f = 0.14• kip Pam, = 0.75• kip Mres = 1.24• kip. ft 02_Lateral Analysis.xmcd S42 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides wv.— Vrf = 839•plf `S (WSP)• vw3. n wv Fall : _ = 840• plf checkw : = if — > 1.0, "NG" , "OK" Qs `Fall � checkwv = "OK" in le Sided 15/32" sheathing w/ 10d @ 3" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) Bottom Plate Nailing cD:= 1.6 tsp := 2.5in Sill plate thickness diaa:= 16d Nail Size spa := 3in Nail spacing Zll := vri CD = 0.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.21. kip Shear load to each nail V Checka : = if( Vsp > Zll, "NG" , "OK") rati oa := Sp = 0.93 Checka = "OK" Z11 Use 16d nails at 3" o.c. staggered Sill Plate Anchorage CD:= 1.6 tsp := 2.5in Sill plate thickness diaa:= 0.5in Anchor Diameter spa:= 14in Anchor spacing Zll vA.S 3x' CD = 1.23. kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.979. kip Shear load to each anchor V Checka : = if( Vsp > Zll, "NG" , "OK") rati oa := Sp = 0.79 Checka = "OK" Z11 Use 1 /2" Dia. Anchor at 14"o.c. (7" min. embed) 02_Lateral Analysis.xmcd S43 Holdown T . _ of res — 6.45• kip checkT : = if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" ma's Tall HDU8 = 6.765• kip Allowable tension load (Simpson HDU8) checkHD : = if T > 1.0, "NG" , "OK" I ratio : = T = 0.95 checkHD = "OK" Tall Tall Anchor Mot 0.9 — Mres' TLRFD . _ 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 10.79• kip `S Use Simpson HDU8 w/ 7/8" Dia. Anchor, 14" min. embed (Ref. Anchor Out Footing Uplift Lftg:_ ` S + 12ft = 16.67 ft Length of footing tslab:= 4in Slab thickness Wftg:= 1.33ft Width of footing tribslab:= loft Slab tributary tftg:= loin Thickness of footing tstem:= 6in Stem wall thick tribflr•� = 2ft Floor/deck tributary htstem:= 18in Stem wall height Wtresist Rwftg'tftg+ tslab'tribslab + tstem'htstem).150pcf + tribflr DLflr]• 2 = 6.74•kip Weight resisting uplift 2 check ftg : = if (wtresist > T, "OK" , "NG") ratio : = T = 0.96 check ftg = "OK" Wtresist Use 1'-4"W x 10"D footing w/ (2) #4 Long., #4 @ 10" o.c. Trans 02_Lateral Analysis.xmcd S44 = N 0 N �P 5.2 M _ 5 2H LTT/HTT Tension Ties Tension ties offer a solution for resisting tension loads that are fastened with nails. The HTT4 and HTT5 tension ties feature an optimized nailing pattern which results in better performance with less deflection. HTT5KT is sold as a kit with the holdown, bearing plate washer and Strong -Drive® SD Connector screws. The HTT5-3/4 is designed to use a 3/4 "-diameter anchor bolt. 3/4" post - installed anchor bolts are commonly used when retrofitting tension ties to horizontal wood members. The LTT19 light tension tie is designed for 2x joists or purlins and the LTT20B is for nail- or bolt -on applications. The 3" nail spacing makes the LTT20B suitable for wood 1-joists with 0.148" x 1 1/2". The LTT131 is designed for wood chord open -web truss attachments to concrete or masonry walls and may also be installed vertically on a minimum 2x6 stud. Material: See table Finish: Galvanized. May be ordered HDG; contact Simpson Strong -Tie. Installation: • See Holdown and Tension Tie General Notes on pp. 49-50. • A standard -cut washer is required for LTT19 and LTT20B when using 1/2" or W anchor bolts. No additional washer is required when using 3/" anchor bolt. • For information about marriage strap at panelized roof applications, see strongtie.com. • HTT5-KT requires BP 5/8-2 bearing plate and SD10212 Strong -Drive screws (included in kit). Codes: See p.12 for Code Reference Key Chart /1 Minimum ° °o ° wood °° ° ° member ° °° thickness °° (see General °° ° Preservative - Notes) °° treated ° barrier may be required o i LOGWE . Vertical HTTE Installation (HT7-4 similar) 1ys'. 1/8 6 Load ° transfer ° plate 1 washer not 1 required 62 i—,i 23/4" LTTI31 Horizontal LTT131 Installation ---I 31/$ LTT20B (LTT19 similar) StrongTie 13/4n HTT5 (HTT4 similar) Horizontal LTT19 Installation (LTT20B similar) Hanger not shown 677 for clarity po ® ® ®®®®®®® ® P. oo° Q: Horizontal HTT Installation 54 S45 LTT/HTT Tension Ties (cont.) - These products are available with additional corrosion protection. For more information, see p.15. Strong -Tie MMany of these products are approved for installation with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Model No. Ga. Dimensions (in.) Seat Thickness (in) Fasteners (in.) Minimum Wood Member Size (in) Allowable Tension Loads (160) Deflection at Highest Allowable Load Code Ref. W L CL Anchor Bolts Diameter Wood Fasteners DF/SP SPF/HF LTT19 16 13/4 191/8 1'/8 5/6 1/2, 5/8 or 3/4 (8)0.148x11/z 11/2x31/2 1,310 1,125 0.18 (8) 0.148 x 11/z 3 x 31/2 1,310 1,125 0.18 (8) 0.148 x 3 3 x 31/2 1,340 1,150 0.157 LTT20B 12 2 193/4 11/2 §5s 1/2, % or 3/4 (10) 0.148 x 11/z 3 x 31/2 1,355 1,165 0.195 IBC, FL, LA (10) 0.148 x 3 3 x 31/2 1,500 1,290 0.185 (2) 1/2 Bolt 3 x 31/2 1,625 1,400 0.183 LTT131 18 33/4 31 1 % 1/4 % (18) 0.148 x 11/z 3 x 31/2 1,350 1,160 0.193 HTT4 11 21/z 12% 1 '/16 716 % (18) 0.148 x 11/z 11/2 x 31/2 3,000 2,580 0.09 — (18) 0.148 x 11/z 3 x 31/2 3,610 3,105 0.086 IBC, FL, LA (18) 0.162 x 21/z 3 x 31/2 4,235 3,640 0.123 (18) SD #10 x 11/2 11/2 x 51/2 4,455 3,830 0.112 (18) SD #10 x 11/2 3 x 31/2 4,455 3,830 0.112 HTT5 11 21/2 16 15/6 716 % (26) 0.148 x 11/z 3 x 31/2 4,350 3,740 0.12 IBC, FL, LA (26) 0.148 x 3 3 x 31/2 4,670 4,015 0.116 (26) 0.162 x 21/z 3 x 31/2 5,0902 4,3752 0.135 (26) SD #10 x 11/2 11/z x 51/2 4,555 3,915 0.114 — HTT5KT 11 21/z 16 1 '/16 %6 % (26) SD #10 x 21/2 3 x 31/2 5,445 5,360 0.103 — HTT5-3/4 11 21/z 16 15/6 716 3/4 (26) 0.148 x 11/z 11/z x 51/2 4,065 3,495 0.103 IBC, FL (26) 0.162 x 21/z 3 x 31/2 5,090 4,375 0.121 (26) SD #10 x 11/2 11/2 x 71/4 4,830 4,155 0.1 1. LTTI31 installed flush with concrete or masonry has an allowable load of 2,285 lb. 2. Allowable load for HTT5 with a BP 5/8-2 bearing -plate washer installed in the seat of the holdown is 5,295 lb. for DF/SP and 4,555 lb. for SPF/HF. 3. Fasteners: Nail dimensions in the table are listed diameter by length. SD and SIDS screws are Strong -Drive® screws. See pp. 21-22 for fastener information. Table 1 — Anchorage Selection Guide for Holdowns Attached to DF/SP Lumber Holdown on Stemwell Windand Seismic Design Seismic Design Category FF Wind and Seismic Design Seismic Design Category C—F lummberber Width Category A8B CategoryA88 f^•) Midwall/Comar I End Well Midwall/Comer I End Wall Midwall/Comer I Garage Curb Midwall/Comer Garage Curb HDU2 6 SSTB16 SSTB24 SSTS16 SSTB16 SSTB20'(2,960) HDU4 6 SSTB24'(4,470) SB%x24 SSTB16 SST824'(4,470) SSTB20 SB%x24 HDUS 6 S8%X24 SB%x24 SST820 SB%x24 SSTB24 SB%x24 HDUS 8 4'(7 SSTB28 SSTB28'(7,615) SB:6x2,855) PAB7 SSTB28 SSTB28 HD08 8 SB%x24 PA PA87 PA87 SSTB28 SSTB28 PAB7 HDU11 Sea foonmes N Table 2 — Anchorage Selection Guide for Holdowns Attached to SPF/HF Lumber Stemwall Slab on Grade Holdown on SPF/HF Lumber Stemwall Width andSCategeis icD Wind and Seismic Design Seismic Design Categories C—F Wind and Selsmic Design Category ABB Seismic Design Categories C—F (in.) Mldwall/Comer End Wall Mltlwall/Comer End —Wall Mltlwall/Corner Garage Curb Mltlwall/Comer Garage Curb HDU2 6 SSTB16 SSTB16 SSTB16 SSTB16 HDU4 6 SSTB16 SSTB24 SSTB16 SSTB16 SSTB24 HDU5 6 SSTB20'(4,040) SB%x24 SSTB16 SSTB20'(4,040) W4N SB%x24 HDU8 8 SSTB28 SSTB28 SSTB28 SSTB28 SSTB28 HD08 8 SSTB28 SSTB28 SST828'(6,395) SSTB28 SSTB28 SSTB28 HDU11 8 SB1x30 PAB8 SB1x30 PADS S81x30 SB1x30 HHD011 8 SB1x30 PASS PA88 HDU14 11110014 — PASS PAB8 SB1x30 SB1x30 LTT19 6 SSTB16 BSTB16 SSTB16 SSTB16 LTT208 LT131 6 6 HTT4 NTT6 6 R SST816'(3,610) CCTR�d SB%x24 .AR-2A S1T816 SSTB16*(3,610) CRTRIF RSTR,d SSTB16 SB%x24 CRTR'NI SRSSred L We've made selecting the right anchor bolt for the holdown easier. Check out our Holdown Anchorage Solutions table on p. 44 or the Connector Anchor Selector online. 55 HDU/DTT Holdowns � `�rsEREO f04 y aG This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower = H installed cost, or a combination of these features. 5.2 = HDU holdowns are pre -deflected during the manufacturing _ process, virtually eliminating deflection under load due to material stretch. They use Strong -Drive® SIDS 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 DTT1Z is installed with nails or Strong -Drive SD Connector screws and the DTT2Z installs easily with the Strong -Drive SIDS Heavy -Duty Connector screws (included). The DTT1Z holdowns have been tested for use in designed shearwalls and prescriptive braced wall panels as well as prescriptive wood -deck applications (see p. 289 for deck applications). For more information on holdown options, contact Simpson Strong Tie. HDU Features: • Uses Strong -Drive SIDS 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 SIDS 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 Holdown and Tension Tie General Notes on pp. 49-50. • 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 SIDS Heavy -Duty Connector screws install best with a low -speed high -torque drill with a W hex -head driver. • Fasteners and crescent washer are included with the holdowns. For replacements, order part no. SDS25212-HDU—. (Fill in the size needed, e.g. HDU2.) Codes: See p.12 for Code Reference Key Chart Pilot holes tot manufacturinc purposes (fastener not required) V nvv Minimum wood ® member thickness ® (see General ® Notes) ® ® preservative- ® treated barrier may be required Vertical HDU Installation StrongTie DTT2Z U.S. Patent 8,555,580 0 0 0 DTT1 Z U.S. Patent Pending n Hanger not shown IN Horizontal HDU Offset Installation (plan view) See Holdown and Tension Tie General Notes. 61s�6, 52 S47 HDU/DTT Holdowns (cont.) SSAI These products are available with For stainless - additional corrosion protection. ® steel fasteners, For more information, see p.15. see p. 21. Many of these products are approved for installation ®1 with Strong -Drive® SD Connector screws. See pp. 335-337 for more information. Strong -Tie Model No. Ga. Dimensions (in.) Fasteners (in.) Minimum Wood Member Size (in.) Allowable Tension Loads (160) Code Ref. W H B CL SO Anchor Bolt Dia. (in.) Wood Fasteners DF/SP SPF/HF Deflection at Allowable Load (in.) DTT1 Z 14 11/2 71/8 17/e 3/4 3A6 3/e (6) SD #9 x 11/2 11/2 x 51/2 840 840 0.17 (6) 0.148 x 11/2 910 640 0.167 (8) 0.148 x 11/2 910 850 0.167 DTT2Z 14 31/4 611/1a 1 % 13/a 3A6 1/2 (8) 1/4 x 11/2 S D S 11/2x31/2 1,825 1,800 0.105 (8)1/4 x 11/2 S D S 3 x 31/2 2,145 1,835 0.128 DTT2Z-SDS2.5 (8)1/4 x 21/2 S D S 3 x 31/2 2,145 2,105 0.128 HDU2-SDS2.5 14 3 811/e 31/4 1 '/1e 13/e % (6)1/4 x 21/2 S D S 3 x 31/2 3,075 2,215 0.088 IBC, HDU4-SDS2.5 14 3 1019/1a 31/4 1 9/1e 1 3/8 % (10)1/4 x 21/2 S D S 3 x 31/2 4,565 3,285 0.114 FL, LA HDU5-SDS2.5 14 3 13Y16 31/4 1 9/1e 13/8 % (14)1/4 x 21/2 SIDS 3 x 31/2 5,645 4,340 0.115 HDU8-SDS2.5 10 3 16% 31/2 1 % 1 'h 7/8 (20)1/4 x 21/2 SIDS 3 x 31/2 6,765 5,820 0.11 31/2 x 31/2 6,970 5,995 0.116 31/2x41/2 7,870 6,580 0.113 HDU11-SDS2.5 10 3 221/4 31/2 1 % 11/2 1 (30)1/4 x 21/2 S D S 31/2x51/2 9,335 8,030 0.137 31/2x71/4 11,175 9,610 0.137 HDU14-SDS2.5 7 3 2511A6 31/2 19/a 19/a 1 (36)1/4 x 21/2 SDS 31/2 x 51/2 10,770 9,260 0.122 — 31/2 x 71/4 14,390 12,375 0.177 IBC, FL, LA 51/2 x 51/2 14,445 12,425 0.172 1. HDU14 requires heavy -hex anchor nut to achieve tabulated loads (supplied with holdown). 2. HDU14 loads on 4x6 post are applicable to installation on either the narrow or the wide face of the post. Typical HDU Tie Between Floors S48 53 UPDATED 06/01/19 E-7i►��i�-Z•�c■ Anchor DesignerT"' Software Version 2.9.7376.0 1I.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: F1554 Grade 36 Diameter (inch): 0.875 Effective Embedment depth, he (inch): 14.000 Code report: IAPMO LIES ER-263 Anchor category: - Anchor ductility: Yes hmin (Inch): 15.75 cap (inch): 36.31 Cmin (Inch): 1.75 Smin (Inch): 3.00 Recommended Anchor Anchor Name: AT-XPV - AT-XP w/ 7/8" O F1554 Gr. 36 Code Report: IAPMO LIES ER-263 }} 3 -.1er Company: NKH Engineering Date: 8/6/2020 Engineer: A.Rishel Page: 1/5 Project: Marzano Residence Address: Phone: E-mail: Project description: LTT19 Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 18.00 State: Cracked Compressive strength, f'� (psi): 3500 Lp�,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Hole condition: Dry concrete Inspection: Periodic Temperature range, Short/Long: 150/110°F Ignore 6do requirement: Not applicable Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com S49 E-7[►��[�-Z•�c■ Anchor Designer TM Software Version 2.9.7376.0 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: No Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads: Nua [lb]: 10790 Vuax [lb]: 0 Vuay [lb]: 0 <Figure 1> 0 lb X, Company: NKH Engineering Date: 8/6/2020 Engineer: A.Rishel Page: 2/5 Project: Marzano Residence Address: Phone: E-mail: Z 10790 lb 0 lb Y Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com S50 E-7i►��i�-z•�►■ Anchor Designer"' Software Version 2.9.7376.0 <Figure 2> Company: NKH Engineering Date: 8/6/2020 Engineer: A.Rishel Page: 3/5 Project: Marzano Residence Address: Phone: E-mail: Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com S51 E-7i►��i�-Z•�e■ Anchor DesignerT"' Software Version 2.9.7376.0 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) 1 10790.0 Company: NKH Engineering Date: 8/6/2020 Engineer: A.Rishel Page: 4/5 Project: Marzano Residence Address: Phone: E-mail: Shear load x, Shear load y, Shear load combined, Vuax (lb) Vuay (lb) 1(Vuax)2+(Vuay)2 (lb) 0.0 0.0 0.0 Sum 10790.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 10790 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'N. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb) 0 ^N (lb) 26795 0.75 20096 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kcaal fchW.5 (Eq. 17.4.2.2a) kc Aa fc (psi) hef (In) Nb (Ib) 17.0 1.00 3500 14.000 52684 ONcb = 0 (ANCIANco)Yed,NTC,NYep,NNb (Sec. 17.3.1 & Eq. 17.4.2.1a) ANC (in2) ANco (in2) Ca,min (in) Ted,N TC,N Tcp,N Nb (Ib) 0 ONO (Ib) 1764.00 1764.00 - 1.000 1.00 1.000 52684 0.65 34244 6. Adhesive Strength of Anchor in Tension (Sec. 17.4.5) Tk,cr = Tk,crfshort-ter Ksat Tk,cr (psi) fshort-term Ksat Tk,cr (psi) 815 1.00 1.00 815 Nba = A aTcrndahef (Eq. 17.4.5.2) A a Tcr (psi) da (In) hef (In) Nba (lb) 1.00 815 0.88 14.000 31365 ONa = 0 (ANa/ANao)Ted,NaTcp,NaNbe (Sec. 17.3.1 & Eq. 17.4.5.1a) ANa (In2) ANao (In2) CNa (in) Ca,min (in) Ted, Na Tcp, Na Nba (lb) 0 ONa (lb) 487.22 487.22 11.04 1.000 1.000 31365 0.55 17251 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com S52 E-7i►��i�-Z•�c■ Anchor Designer TM Software Version 2.9.7376.0 Company: NKH Engineering Date: 8/6/2020 Engineer: A.Rishel Page: 5/5 Project: Marzano Residence Address: Phone: E-mail: 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.7)? Tension Factored Load, N.. (lb) Design Strength, oNn (lb) Ratio Status Steel 10790 20096 0.54 Pass Concrete breakout 10790 34244 0.32 Pass Adhesive 10790 17251 0.63 Pass (Governs) AT-XP w/ 7/8"0 F1554 Gr. 36 with hef = 14.000 inch meets the selected design criteria. 12. Warnings - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com S53