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REVIEWED BLD2024-1687+Structural_Calculations+12.29.2024_6.33.20_PM+4689274BLD2024-1687 RECEIVED Dec 31 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED BY CITY OF EDMONDS Westley Addition Project Number: 22-077 1010 Spruce St. Edmonds, WA 98020 Structural Calculations (Lateral Only) Calculations................................................S1 — S33 12/27/24 Reviewed by: Nabil Kausal-Hayes, PE 206-601-9728 www.nkhengineering.com Prepared By: Allen Rishel, EIT December 27th, 2024 27 Dec 2024 12:02:18 - 01_Summary _ Design Criteria NEW.sm PROJECT: Westley Addition NKH DESIGNER: NKH and AKR DATE: December 27th, 2024 ENGINEERING JOB #: 22 - 077 PROJECT SUMMARY AND DESIGN CRITERIA Background Project Summary: This is an addition on an existing two story, wood framed house for the Westley Family in Edmonds, WA. The structure consists of wood roof & floor trusses/joists 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 2021 International Building Code along with the codes listed below and corresponding state and 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. Resources: - American Wood Council (AWC). (2018). "National Design Specifications for Wood Construction (NDS)." - American Wood Council (AWC). (2021). "Special Design Provisions for Wind and Seismic (SDWS)." - American Concrete Institute (ACI). (2019). "Building Code Requirements for Structural Concrete (ACI 318-19)." - American Institute of Steel Construction (AISC). (2016). "Steel Construction Manual." 15th Ed. - American Society of Civil Engineers (ASCE). (2022). "Minimum Design Loads for Buildings and Other Structures." - State of Washington (2021). "International Building Code (IBC)." - American Society of Civil Engineering (ASCE). "ASCE Hazard Tool"https://asce7hazardtool.online/ Material Properties Soil: -Soil Bearing Pressure (min per IBC1806.2) -Frost Depth - Active and 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 and Tension Yield Strength Wood: -Solid Sawn Joists, Beams, Headers, and Studs -Glulam Beams pbrg := 1500 psf FD:=18 in qa := 35 • pcf qp := 250 • pcf f'c := 2500 psi Yconc := 150 • pcf Yconc Lw := 115 • pcf f := 60 ksi yr E := 29000 ksi c Fnv := 24 ks F t := 45 ksi DF-L #1 6x and Larger, DF-L #2 All Other (UNO) 24F-V4 (Simple Span), 24F-V8 (Cont/Cantilever) NKH Engineering S1/33 27 Dec 2024 12:02:18 - 01_Summary _ Design Criteria NEW.sm Gravity Loading Roof Dead Load Roofing R := 1. 5 psf Insulation I := 2 . 0 psf Ceiling C := 2 psf Sheathing t := 0.5 in 3.25 psf SH :- t j = 1. 625 psf 1 in Structural Members S := 2.5 psf Lights L := 1 psf Mechanical M:=1.5 psf Misc. MISC := 2. 9 psf DLrf:=R +I +C+SH+S +L +M+MISC Seismic Roof Dead Load SDLrf:=DLrf.—MISC+DLP,-(75 0)=12.1psf Floor Dead Load Flooring F:=1.5 psf Insulation I := 2. 0 psf Ceiling C := 0 psf DLrf = 15 psf DLpv := 0 psf SDLrf = 12 psf t := 0.75 in 3.25 psf Sheathing SH :- t • = 2 .4375 psf 1 in Structural Members S := 3.4 psf Lights L := 1 psf Mechanical M:=1.5 psf Misc. MISC := 3.2 psf DLr,-:—F+I +C+SH+S+L+M+MISC DLflr-15psf Seismic Floor Dead Load SDLflr := DLfir — 719. 9994 Pa SDLflr = 15 psf Wall Dead Loads Exterior Wood pext W `= 10 psf Interior Wood pint = 9 psf Live Loads Roof LLr f := 20 psf Roof Snow Load SL := 25 psf Floor Live Load LLfir `= 40 psf Deck Live Load LLdeck `— 1. 5 • LLflr = 60 psf Deflection Criteria _ L _ In TL 24O arf LL 36O fir TL 36O fir LL 480 NKH Eggipeering S2/33 NKH ENGINEERING ❑► References 0 Lateral Summary General Risk Cat.: II (ref. 1.5-1) L := 33ft B := 23ft hrf := 11.2511 hp := Oft hwall 8 ft Lateral Analysis PROJECT: WestleyAddition DESIGNER: NKH &AKR DATE: December 27th, 2024 JOB #: 22-077 LRFD Building Length SDLrf := 12•psf Seismic Roof Dead Load Building Width SDLf1r:= 15• psf Seismic Floor Dead Load Avg Roof Height pext_w:= 10• psf Exterior Stud Wall Load Parapet Height pint 9• psf Interior Stud Wal Load Wall Height a := min(10%• B, 0.4hrf) = 2.3 ft Width of Pressure Coefficient Zone MWFRS (perASCE 7-22, Chapter 26 & 27) 0 := atan 5in1= 22.6• deg Roof Slope 12in Design Velocity Pressure - Enclosed/Partially Enlosed Buildings Vim,:= 110 mph Basic Wind Speed (per figure 26.5-1 A& city/county design criteria) Kd := 0.85 Directionality Factor (ref. section 26.6 & table 26.6-1) exp :_ " C', Exposure Category (ref. section 26.7) KZt:= 1.0 Topographic Factor (ref. section 26.8) KZ = 0.85 Velocity Pressure Exposure Coefficient (ref. table 26.10-1) qZ := 0.00256• KZ KZt Kd• Vw2• (psf) Velocity pressure (eq 27.3-1) qZ = 22.4• psf 02_Lateral Analysis.xmcd NKH Engineering S3/33 Design Wind Pressure pw min 16psf Ge := 0.85 Walls Gc .:_ - 0.85 ) pl 0.85 ) 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 = 22.38• psf External Pressure Coefficients for Walls (ref. figure 27.4-1) L = 1.43 CPWW:— 0.8 Windward Wall Cptw = —0.3 Leeward Wall B Design MWFRS Wind Pressures (eq 27.4-1) per,:= ma fpw_min, ma�gh•rGe-(Cpww + Cplw) — GCpij = 28.5•psf Parapet (ref. section 27.4.5) GCpnw:= 1.5 Windward Combined Net Pressure Coefficient GCpnL:= —1.0 Leeward Combined Net Pressure Coefficient PP := iThp <— 0, Opsf, qz (GCpnw — GCpnL)l Combined Net Pressure on Parapet per, = 28.5• psf PP = 0• psf 02—Lateral Analysis.xmcd NKH Engineering S4/33 Design Wind Pressure (cont'd) Roof ( fig. 27.4-1) GC i _ (-0.85 1 pi 0.85 J hrf L Internal pressure coefficient (ref. table 26.11-1) External pressure coefficients for roofs (ref. figure 27.4-1) hrf — 0.34 C 0.31 Windward & leeward coefficients L p C-0.6 Veolcity pressure evaluated at mean roof height, h qh := qz = 22.4• psf Design MWFRS wind pressure (ref. eq 27.4-1) 7.6 13.3 prfl := gh'(Ge mm(Cprf� — GCpi) _(_30.4 psf prf2:= qh (Ge ma Cprf� — GCpi� _ (-24.7 psf prf := max( min(prfl) ma#rf2) = 30.44•psf prf horiz:= prf'sin(9) = 11.7•psf per, up:=0.6DLrf+O.fr(min(prfl>prf2)) Net uplift pressure (ASD) pW up=-9.3•psf Roof Overhangs Cpoh := —0.8 External pressure coefficients for roof overhangs (ref. 27.5.3) poh:= gz'(Ge'Cpoh) + min(prfl,prf2) Overhang pressure poh=-45.7•psf OHnet := 0.6DLrf + "poh Net uplift pressure (ASD) OHnet = —18• psf 02—Lateral Analysis.xmcd NKH Engineering S5/33 C&C (per ASCE 7-16, Chapter 30) Walls (ref. eq. 30.4-1 & figure 30.4-1) 1.0 C.0 � GCpw4:= exterior pressure coefficients GCpw5 := exterior pressure coefficients (corner zone) (—I.I IA) pcc_w4pos:= gh'(ma4 pw4) — GC — C41.4 3.4 )psf pcc_w4neg:= gh' (min pw4) — GCpi) = 5.6 1 _43.6) psf pcc_w5pos:= gh'(ma4 pw5) — GC — C41.4 3.4 )psf pcc_w5pos'= gh'(mi4 pw5) — GCpi) = —12.3 _50.4) 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 1.1 pcc rl := gh'(GC rl — 1 GC i) = psf 39.2 _ p p —39.2 J pcc_r3 '= gh' (GCpr3 — GC _(-77.2) psf 19 1 pcc—r2 gh' (GC pr2 — GCpi) _-57.1 psf Positive design wind pressure GCpr—pos 0.5 — C7.8 0.2pcc—rpos gh'�GCpr�os —GCpi) J psf Wind Base Shear 2 `wallL 292ft Aroof L 158ft 2 Vwu L pw Awall L + Aroof Lprf horiz Vwu T pw Awall T + Aroof Tprf horiz `wallT 2 208ft Aroof T 120ft 2 Vwu L = 10.2• kip Longitudinal diaphragm shear Vwu T= 7.3•kip Transverse dia phrag m shear 02—Lateral Analysis.xmcd NKH Engineering S6/33 �►SGE WERICAN SOCIETY OF CIVIL ENGINEERS Address: 1010 Spruce St Edmonds, Washington 98020 ...row Ik II St a G It �fld5 Win SI rr•rn:r. E ArWron QWlun, Urwr hlrrk M < Awar St a ^_ Ciddr St Sp. g a Labe I St MI ,.rwtl i a a 1rt SI m a n Se J� FIm S1 !. t a m f W E' G ASCE Hazards Report Standard: ASCE/SE17-22 Latitude: 47.805032 Risk Category: II Longitude:-122.363772 Soil Class: Default Elevation: 350.53714862532485 ft (NAVD 88) linth SI SA v � 1 L - �Vi hftps:Hascehazardtool.org/ H qe 1gof 4 Fri Dec 27 2024 NK Engineering S7/33 ASCE® AMERICAN SOCIM OF CIVIL ENGINEERS Seismic Site Soil Class: Default Results: PGA M : 0.56 TL 6 SMs : 1.59 Ss : 1.45 SM, 1.1 S, 0.52 SIDS 1.06 VS30 260 Soy 0.73 Seismic Design Category: D 18 Multi -Period MCER Spectrum 12 Multi -Period Design Spectrum 1.6 1.0 1.4 1.2 0.8 1.0 0.6 0.8 0.6 0.4 0.4 0.2 0.2 0 2 4 6 8 10 0 2 1 6 8 10 Sa(g) vs T(s) Sa(g) vs T(s) 16 Two -Period MCERSpectrum 1.4 1.2 1.0 0.8 0.6 0.4 0.2 0 0 1 Sa(9) vs T(s) 5 1.2 1.0 0.8 0.6 0.4 0.2 0 0 Two -Period Design Spectrum 1 4 Sa(9) vs T(s) F MCER Vertical Response Spectrum Design Vertical Response Spectrum Vertical ground motion data has not yet been made Vertical ground motion data has not yet been made available by USGS. available by USGS. https://ascehazardtool.org/ H NKt g f 4 Fri Dec 27 2024 n Ineering S8/33 Seismic Main Floor - Roof (per ASCE 7-22,12.8) Basic Parameters • Equivalent Lateral Force Procedure (ELFP) • Site class: C • Seismic design category: D • Light Framed Wood Walls Sheathed w/ Wood Panels Is:= 1.0 SDS:= 1.06 R:= 6.5 QO:= 3 Cd := 4 p:= 1.0 SDS Cs:= = 0.16 R1 IS) SDI := 0.73 LRFD 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 (EQ. 12.8-2) SI := 0.52 < 0.6g therefore 12.8-6 does not apply hn := hrf = 11.25 ft Highest level of structure Ct := 0.02 x:= 0.75 Table 12.8-2 hn x Ta := Ct = 0.12 EQ 12.8-7 ft Seismic Response Coefficient SDI Csmax:= Ta (R) Csmax = 0.91 IS) Cs := ma4min( CS, Csmax), 0.01) Cs = 0.163 hwa11= 8 ft Wall height 0.5• SDI Cs min : = if S I > 0.6, —1 , 0.044 SDS I� = 0.047 EQ 12.8-5 & 12.8-6 CR Cs wood= p• Cs Cs wood = 0.163 02_Lateral Analysis.xmcd NKH Engineering S9/33 Seismic Base Shear Building Weights Contributing to Seismic Forces Diaphragms 2 Awa11 T = 208 ft2 Wdiaphragm_rf 740ft • SDLrf Wdiaphragm Wdiaphragm_rf Wdiaphragm = 9' kip Wals Wwalls_T (pext w + pint)Awall_T' 2 Wwalls_T = 8' kip Wwalls_L (pext w + pint)Awall_L' 2 Wwalls_L = 1"kip ShearLoads Vsu T Cs wood' (Wdiaphragm + Wwalls_T) Vsu T = 2.74' kip Vsu L Cs_wood' (Wdiaphragm + Wwalls_L) Vsu L = 3.26• kip Lateral Summary (ASD) Seismic/Wind Shearwall Capacity Factor Csw_cap 310psf = 0.71 (ref. NDS Shearwall Capacities) 435psf Wind Seismic Transverse Vw_T := 0.6Vwu_T Csw_cap = 3.138• kip Vs_T := 0.7Vsu_T = 1.92• kip VT := if(Vw T > Vs T, "WIND CONTROLS", "SEISMIC CONTROLS") _ "WIND CONTROLS" Longitudinal Vw L := 0.6Vwu L. Csw_cap = 4.35• kip Vs_L := 0.7Vsu L = 2.28' kip VL := if(Vw L > Vs L, "WIND CONTROLS", "SEISMIC CONTROLS") _ "WIND CONTROLS" 02_Lateral Analysis.xmcd NKH Engineering S10/33 Wall Line Wind Force Reactions - Upper Floor/Low Roof hwa11= 8 ft Average Wall Height per, = 28.5•psf Design Wall Wind Pressure (ref. Wind Loading) Longitudinal Wall Line Reactions (Ref. Shear Wall Diagram) Reaction 1 tribl := 20.25ft = 10.13 ft 2 RhLup_1 = Lpw C tall l + prf horiz hrf pro J' trib 1 RLup_1 = 1.87• kip Reaction 2 trib2:= 12.75ft = 6.38ft 2 RLupCpwCall ) hf'tribl + trib2R_= kip +prf horiz r�Lup2 _� Reaction 3 trib3 := 23ft = 11.5 ft 2 RLup_3 = [pw.(h all ) + prf horiz hrf j1 l' (trib2 + trib3) RLup_3 = 3.3• kip 02_Lateral Analysis.xmcd NKH Engineering S11/33 Wall Line Wind Force Reactions - Upper Floor/Low Roof (cont'd) Transverse Wall Line Reactions (Ref. Shear Wall Diagram) Reaction C tribC:= loft = 5 ft 2 RTup_C'= [pw (hwall)]' (tribC + tribB) Reaction D tribD 15.25ft _ 63 ft 2 RTup_D'= [pw (hwall)]' (tribC + tribD) + RTrf D Reaction E tribE:= tribD = 7.63 ft htribE p I (hwall —p RTu _E = pw 2 I I + prf horiz rf ro� I' Lateral Summa RTup_C = 2.51• kip RTup_D = 5.06• kip RTup_E = 1.41•kip 02_Lateral Analysis.xmcd NKH Engineering S12/33 0 Diaphragm Check Diaphragm Check (ref. ANSI/AF&PA SDPWS-2015) LT := 49ft LL := 59ft Length & width of diaphragm LL LL check := if — > 4, "NG" , "OK" ratio := LT � LT Diaphragm Shear Shear capacities for 7/16" APA Rated OSB/Plywood Sheathing - Un-Blocked (ref. table 4.2A): QD:= 2.0 ASD reduction factor vw6 ub 475plf - QD = 238• plf Allowable Wind Shear Capacity- 8d's @ 6" oc Diaphragm LT = 49 ft Diaphragm length in transverse direction VdiaphT RTup_B' 0.6 = 5.4• kip Diaphragm shear transverse direction LL = 59 ft Diaphragm length in longitudinal direction VdiaphL RLup_4' 0.6 = 4• kip Diaphragm shear longitudinal direction Trans\(erse Shear Va:--T -r VT:— LL Diaphragm shear LL 6" Nailing v:= VT = 91•plf Check:= if v <_ vw6ub "OK", "NG!!" Check = "OK" Longitudinal Shear VA:--t. T vT : _ 0 Diaphragm Check Diaphragm shear check = "OK" Use 6" nailing everywhere LT 6" Nailing v:= VT = 81•plf Check:= if(v <_ vw6ub "OK", "NGT' Check = "OK" Use 6" nailing everywhere Use 7/16" APA Shtg w/ 8d nails @ 6"o.c. @ panel edges, 12" o.c. @ interior supports. 02_Lateral Analysis.xmcd NKH Engineering S13/33 PROJECT: Westley Addition DESCRIPTION: Shearwall Keyplan BY: AKR/NKKH EnginEP iT4: 12/27/2024 JOB #: 22-077 S14/33 0 Main Floor Shear Walls Shear Wall Check - Main to Upper Floor (ref. ANSI/AF&PA SDPWS-2015) SW1 IN - PLANE SHEAR ht:= 9•ft Ls:= 23ft DLr f = 15• psf R := RLup_1 = 1.87• kip 2ft wrf = 2 + 1.5ft pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Trb utary width of taming on wall Dead load of exterior walls ws := 23ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht — = 0.39 checkratio if — > 3.5, "NG" , "OK" Ws ma's (WSP) := if ht ht Aspect ratio factor Ws ma's Overturning Forces ws Vr f : = R• 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'(ht)'(Ws) Wall load w Mres Prf + Pw)• lL 0.6 Resisting moment (ASD) 2] r rf VVS f4 checkratio = "OK" (WSP) = 1.0 Vr f = 1.12• kip Mot = 10.1 • kip• ft Prf = 0.86• kip Pam, = 2.07• kip Mres = 20.23• kip. ft 02_Lateral Analysis.xmcd NKH Engineering S15/33 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides Vrf wv:= — = 49•plf ma's (WSP)• °w6' n wv Fall — 335•plf checkw := if > 1.0, "NG", "OK" Qs Fall checker v = "OK" in le Sided 7/16" sheathing w/ 8d @ 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 Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.024- kip Shear load to each nail Checka := if(Vsp > Zll, "NG" , "OK" ratioa := Vsp = 0.11 Checka = "OK" Zil 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 := 36in Anchor spacing Zll vA.S 2x' CD = 1.04• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.146• kip Shear load to each anchor Checka := if(Vsp > Zll, "NG" , "OK") ratioa := Vsp = 0.14 Checka = "OK" Zll Use 1 /2" Dia. Anchor at 36"o.c. (7" min. embed) Holdown M T of res — _0.44• kip checkT := if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQ'D" ma's 02—Lateral Analysis.xmcd NKH Engineering S16/33 SW2 IN - PLANE SHEAR ht:= 9•ft Ls:= 6.17ft+ 4.33ft DLr f = 15• psf R : = RLup_2 = 3.04• kip 2ft• 2 Wrf : = 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Trb utary width of taming on wall Dead load of exterior walls ws := 4.33ft Shear wall length Aspect Ratio (Blocked Shear Wall) ti rrt 'Y 1 T 1 C ht ht — = 2.08 checkratio:= if — > 3.5, "NG" , "OK" checkratio = "OK" ws wS J ht ht (WSP) := if < 2.0, 1.0, 1.25 — 0.125 Aspect ratio factor (WSP) = 1.0 ma's ma's J Overturning Forces ws Vrf : = R• 0.6 Shear load at top of wall (ASD) Vrf = 0.75• kip LS ) Mot := Vrf• ht Overturning moment (ASD) Mot = 6.8• kip. ft Resisting Forces Prf:= (DLrf).Wrf.(ma's) Roof load Prf = 0.13•kip Pw:= pext_w (ht)' (` S) Wall load Pw = 0.39• kip w Mres :_ (Prf + Pw)• lL 0.6 2] Resisting moment (ASD) Mres = 0.67• kip. ft 02_Lateral Analysis.xmcd NKH Engineering S17/33 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS:= 2.0 (ref. section 4.3.3) Vrf wv = 174• plf ma's (WSP)• °w6' n wv Fall:_ = 331.7•plf checkv := if > 1.0, "NG", "OK" Qs Fall ingle Sided 7/16" sheathing w/ 8d @ 6" O.C. Panel Edges @ 12" O.C. terior Supports (ref. table 4.3A) Bottom Plate Nailing cD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 16d Nail Size Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.087• kip Shear load to each nail Checka := if(Vsp > Zll, "NG" , "OK" ratioa := Vsp = 0.39 Zil 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 Zll vA.S 2x' CD = 1.04• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.522• kip Shear load to each anchor Checka := if(Vsp > Zll, "NG" , "OK" ratioa := Vsp = 0.5 Zll Use 1 /2" Dia. Anchor at 36"o.c. (7" min. embed) n := 1 sides check,v = "OK" spa:= 6in Nail spacing Checka = "OK" spa := 36in Anchor spacing Checka = "OK" 02_Lateral Analysis.xmcd NKH Engineering S18/33 Holdown T of res = 1.41• kip checkT := if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" Ws Tall DTT2Z = 2.145• kip Allowable tension load (Simpson DTT2Z) checkHD : = if T > 1.0, "NG" , "OK" ratio : _ = 0.66 checkHD = "OK" C Tall Tall Anchor Mot 0.9 — Mres' TLRFD 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 2.37• kip Ws Use Simpson DTT2Z w/ 1 /2" Dia. Anchor, 10" min. embed (Ref. Anchor Out Footing Uplift Lftg:_ ` S + 8ft = 12.33 ft Length of footing tslab:= Oin Slab thickness Wftg:= 1.33ft Width of footing tribslab:= loft Slab tributary t ftg:= 8m Thickness of footing tstem:= 6in Stem wall thick tribflr:= Oft Floor/deck tributary htstem:= 18in Stem wall height Lft W tresist Wftg tftg + tslab* tribslab + tsteni htstem�.150pcf + trib flr DL f r]. 2 = 1.88• kip Weight resisting uplift 2 > T, "OK" , "NG"� ratio:= T = 0.75 checkftg = "OK" checkftg:= if(wtresist Wtresist Use l'-4'W x 8"D footing w/ (2) #4 Long., #4 @ 10" o.c. Trans 02—Lateral Analysis.xmcd NKH Engineering S19/33 SW3 IN - PLANE SHEAR ht:= 9-ft Ls:= lift DLr f = 15• psf R : = RLup_3 = 3.3 0• kip 1 �'rf :_2.75ft + 1.5ft 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Trb utary width of taming on wall Dead load of exterior walls ws:= 11ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht ht = 0.82 checkratio if ht - 3.5, "NG" , "OK" ma's ma's (WSP) := if ht < 2.0, 1.0, 1.25 — 0.125 ht Aspect ratio factor ma's ma's 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.(Ws) Roof load Pw:= pext_w'(ht)'(` S) Wall load w Mres :_ Prf + Pw)• lJ• 0.6 Resisting moment (ASD) 2 Vrf f4 checkratio = "OK" (WSP) = 1.0 Vrf = 1.98• kip Mot = 17.8• kip. ft Prf = 1.3• kip Pw = 0.99• kip Mres = 7.55• kip. ft 02_Lateral Analysis.xmcd NKH Engineering S20/33 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides Vrf wv :_ — = 180• plf ma's (WSP)• °w6' n wv Fall = 335•plf checkw := if > 1.0, "NG", "OK" Qs Fall checker v = "OK" in le Sided 7/16" sheathing w/ 8d @ 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 Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.09• kip Shear load to each nail Checka := if(Vsp > Zll, "NG" , "OK" ratioa := Vsp = 0.4 Zil 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 Zll vA.S 2x' CD = 1.04• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.539• kip Shear load to each anchor Checka := if(Vsp > Zll, "NG" , "OK" ratioa := Vsp = 0.52 Zll Use 1 /2" Dia. Anchor at 36"o.c. (7" min. embed) spa:= 6in Nail spacing Checka = "OK" spa := 36in Anchor spacing Checka = "OK" 02_Lateral Analysis.xmcd NKH Engineering S21/33 Holdown T of res — 0.93• kip checkT := if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" Ws Tall DTT2Z = 2.145• kip Allowable tension load (Simpson DTT2Z) checkHD : = if T > 1.0, "NG" , "OK" ratio : _ = 0.43 checkHD = "OK" C Tall Tall Anchor Mot 0.9 — Mres' TLRFD 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 1.67• kip Ws Use Simpson DTT2Z w/ 1 /2" Dia. Anchor, 10" min. embed (Ref. Anchor Out Footing Uplift Lftg:_ ` S + 8ft = 19 ft Length of footing tslab:= Oin Slab thickness Wftg:= 1.33ft Width of footing tribslab:= loft Slab tributary t ftg:= 8m Thickness of footing tstem:= 6in Stem wall thick tribflr:= Oft Floor/deck tributary htstem:= 18in Stem wall height Lft tresist Wftg tftg + tslab* tribslab + tsteni htstem�.150pcf + trib flr DL f r]. 2 = 2.9• kip Weight resisting uplift 2 > T, "OK" , "NG"� ratio:= T = 0.32 checkftg = "OK" checkftg:= if(wtresist Wtresist Use l'-4'W x 8"D footing w/ (2) #4 Long., #4 @ 10" o.c. Trans 02—Lateral Analysis.xmcd NKH Engineering S22/33 SWC IN - PLANE SHEAR ht:= 9-ft Ls := 3.5ft DLr f = 15• psf R : = RTup_C• 80% = 2.0 1• kip wrf := 23ft 2 + 1.5ft pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Trb utary width of taming on wall Dead load of exterior walls ws := 3.5ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht ht = 2.57 checkratio if ht - 3.5, "NG" , "OK" ma's ma's (WSP) := if ht < 2.0, 1.0, 1.25 — 0.125 ht Aspect ratio factor ma's ma's 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.(Ws) Roof load Pw:= pext_w'(ht)'(` S) Wall load w Mres :_ Prf + Pw)• lJ• 0.6 Resisting moment (ASD) 2 Vrf WS f4 checkratio = "OK" (WSP) = 0.9 Vrf = 1.21•kip Mot = 10.8• kip. ft Prf = 0.68• kip Pw = 0.32• kip Mres = 1.05• kip. ft 02_Lateral Analysis.xmcd NKH Engineering S23/33 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides Vrf wv:= — = 344•plf ma's (WSP)• °w4' n wv Fall = 455•plf checkw := if > 1.0, "NG", "OK" Qs Fall checker v = "OK" in le Sided 7/16" sheathing w/ 8d @ 4" 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 Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.115• kip Shear load to each nail Checka := if(Vsp > Zll, "NG" , "OK" ratioa := Vsp = 0.51 Zil Use 16d Nail at 4"o.c. Staggered Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.5in Anchor Diameter Zll vA.S 2x' CD = 1.04• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.689• kip Shear load to each anchor Checka := if(Vsp > Zll, "NG" , "OK" ratioa := Vsp = 0.66 Zll Use 1 /2" Dia. Anchor at 24"o.c. (7" min. embed) spa:= 4in Nail spacing Checka = "OK" spa := 24in Anchor spacing Checka = "OK" 02_Lateral Analysis.xmcd NKH Engineering S24/33 Holdown T of res — 2.8. kip checkT := if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" ma's Tall HDU4 = 4.565• kip Allowable tension load (Simpson HDU4) checkHD := if T > 1.0, "NG" , "OK" ratio := T = 0.61 checkHD = "OK" Tall Tall Anchor Mot 0.9 — Mres' TLRFD 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 4.72• kip Ws Use Simpson HDU4 w/ 5/8" Dia.Anchor, 12" min. embed (Ref. Anchor Out Footing Uplift Lftg:_ ` S + 1Oft = 13.5 ft Length of footing tslab:= 4in Slab thickness Wftg:= 1.33ft Width of footing tribslab:= 6ft Slab tributary t ftg:= 8m Thickness of footing tstem:= 6in Stem wall thick tribflr:= Oft Floor/deck tributary htstem:= 18in Stem wall height Lft tresist Wftg tftg + tslab* tribslab + tsteni htstem�.150pcf + trib flr DL f r]. 2 = 3.6S. kip Weight resisting uplift 2 > T, "OK" , "NG"� ratio:= T = 0.76 checkftg = "OK" checkftg:= if(wtresist Wtresist Use l'-4'W x 8"D footing w/ (2) #4 Long., #4 @ 10" o.c. Trans 02—Lateral Analysis.xmcd NKH Engineering S25/33 SWD IN - PLANE SHEAR ht:= 9•ft Wall height Ls := 12.75ft + 50%• (4ft• 2 + 7.75ft• 2) Total shear wall length DLr f = 15• psf Dead load of roof R:= RTup_D + RTup_C• 10% = 5.32•kip Reaction at wall line 1 Oft + 2 ft Wrf Trh utary wd th of fra ming o n wall pext w = 10•psf Dead load of exterior walls ws := 12.75ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht ht = 0.71 checkratio if ht - 3.5, "NG" , "OK" ma's ma's (WSP) := if ht < 2.0, 1.0, 1.25 — 0.125 ht Aspect ratio factor ma's ma's 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' ( Ws) Roof load Pw:= pext_w'(ht)'(` S) Wall load w Mres :_ Prf + Pw)' lJ• 0.6 Resisting moment (ASD) 2 Vrf WS f4 checkratio = "OK" (WSP) = 1.0 Vrf = 1.66• kip Mot = 14.9• kip. ft Prf = 1.15•kip Pw = 1.15• kip Mres = 8.78• kip. ft 02_Lateral Analysis.xmcd NKH Engineering S26/33 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides Vrf wv:= — = 130•plf ma's (WSP)• °w6' n wv Fall = 335•plf checkw := if > 1.0, "NG", "OK" Qs Fall checker v = "OK" in le Sided 7/16" sheathing w/ 8d @ 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 Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.065• kip Shear load to each nail Checka := if(Vsp > Zll, "NG" , "OK" ratioa := Vsp = 0.29 Zil 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 Zll vA.S 2x' CD = 1.04• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.391• kip Shear load to each anchor Checka := if(Vsp > Zll, "NG" , "OK" ratioa := Vsp = 0.38 Zll Use 1 /2" Dia. Anchor at 36"o.c. (7" min. embed) spa:= 6in Nail spacing Checka = "OK" spa := 36in Anchor spacing Checka = "OK" 02_Lateral Analysis.xmcd NKH Engineering S27/33 Holdown T of res = 0.48• kip checkT := if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" Ws Tall DTT2Z = 2.145• kip Allowable tension load (Simpson DTT2Z) checkHD : = if T > 1.0, "NG" , "OK" ratio : _ = 0.23 checkHD = "OK" C Tall Tall Anchor Mot 0.9 — Mres' TLRFD 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 0.92• kip Ws Use Simpson DTT2Z w/ 1 /2" Dia. Anchor, 10" min. embed (Ref. Anchor Out Footing Uplift Lftg:_ ` S + 1Oft = 22.75 ft Length of footing tslab:= 4in Slab thickness Wftg:= 1.33ft Width of footing tribslab:= 6ft Slab tributary t ftg:= 8m Thickness of footing tstem:= 6in Stem wall thick tribflr:= Oft Floor/deck tributary htstem:= 18in Stem wall height Lft W tresist Wftg tftg + tslab* tribslab + tsteni htstem�.150pcf + trib flr DL f r]. 2 = 6.21• kip Weight resisting uplift 2 > T, "OK" , "NG"� ratio:= T = 0.08 checkftg = "OK" checkftg:= if(wtresist Wtresist Use l'-4'W x 8"D footing w/ (2) #4 Long., #4 @ 10" o.c. Trans 02—Lateral Analysis.xmcd NKH Engineering S28/33 SWE IN - PLANE SHEAR ht:= 8.5•ft Wall height Ls := 2.5ft• 2 Total shear wall length DLr f = 15• psf Dead load of roof R:= RTup_E = 1.41•kip Reaction at wall line wrf 2421 + 1.541 Trhutary width offraming on wall pext w = 10• psf Dead load of exterior walls rf ' WS ws := 2.5ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht \ ht = 3.4 checkratio := if > 3.5, "NG" , "OK" ma's ma's ht ht 1 (WSP) := if < 2.0, 1.0, 1.25 — 0.125• Aspect ratio factor ma's ma's Overturning Forces w s Vrf := R• 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' (ht)' (` S) Wall load w Mres:= [(Prf + Pw)• SJ• 0.6 2 Resisting moment (ASD) checkratio = "OK" (WSP) = 0.8 Vr f = 0.42• kip Mot = 3.6•kip. ft Prf = 0.09• kip Pw = 0.2 1• kip Mres = 0.23• kip. ft 02_Lateral Analysis.xmcd NKH Engineering S29/33 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS:= 2.0 (ref. section 4.3.3) Vrf wv = 169• plf ma's (WSP)• °w4' n wv Fall:_ = 404.2•plf checkv := if > 1.0, "NG", "OK" Qs Fall ingle Sided 7/16" sheathing w/ 8d @ 4" O.C. Panel Edges @ 12" O.C. terior Supports (ref. table 4.3A) Bottom Plate Nailing cD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 16d Nail Size Z11:= vri CD = 0.23• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.056 kip Shear load to each nail Checka := if(Vsp > Zll, "NG" , "OK" ratioa := Vsp = 0.25 Zil Use 16d Nail at 4"o.c. Staggered Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.5in Anchor Diameter Zll vA.S 2x' CD = 1.04• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.337• kip Shear load to each anchor Checka := if(Vsp > Zll, "NG" , "OK" ratioa := Vsp = 0.32 Zll Use 1 /2" Dia. Anchor at 24"o.c. (7" min. embed) n := 1 sides check,v = "OK" spa:= 4in Nail spacing Checka = "OK" spa := 24in Anchor spacing Checka = "OK" 02_Lateral Analysis.xmcd NKH Engineering S30/33 Holdown T of res = 1.34• kip checkT := if (T > 1501bf, , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" Ws Tall HDU4 = 4.565• kip Allowable tension load (Simpson HDU4) checkHD : = if T > 1.0, "NG" , "OK" ratio : _ = 0.29 checkHD = "OK" Tall Tall Anchor Mot 0.9 — Mres' TLRFD 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 2.25• kip Ws Use Simpson HDU4 w/ 5/8" Dia.Anchor, 12" min. embed (Ref.Anchor Out Footing Uplift Lftg:_ ` S + 1Oft = 12.5 ft Length of footing tslab:= 4in Slab thickness Wftg:= 1.33ft Width of footing tribslab:= 6ft Slab tributary t ftg:= 8m Thickness of footing tstem:= 6in Stem wall thick tribflr:= Oft Floor/deck tributary htstem:= 18in Stem wall height Lft W tresist Wftg tftg + tslab* tribslab + tsteni htstem�.150pcf + trib flr DL f r]. 2 = 3.41• kip Weight resisting uplift 2 > T, "OK" , "NG"� ratio:= T = 0.39 checkftg = "OK" checkftg:= if(wtresist Wtresist Use l'-4'W x 8"D footing w/ (2) #4 Long., #4 @ 10" o.c. Trans 02—Lateral Analysis.xmcd NKH Engineering S31/33 ad HDU/DTT Holdowns `�@ERfp 2G This product is preferable to similar connectors because of (a) easier installation, (b) higher loads, (c) lower 7> installed 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 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 for manufacturmc purposes (fastener not required) StrongTie 0 6�s�6 MA' HDU 1y2 Minimum o wood ® member thickness (see General o ® Notes) o ® ® Preservative- ® treated barrier may be required Vertical HDU Installation DTT2Z U.S. Patent 8,555,580 DTT1Z U.S. Patent Pending Horizontal HDU Offset Installation (plan view) See Holdown and Tension Tie General Notes. 52 NKH Engineering S32/33 HDU/DTT Holdowns (cont.) SSIA 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 0 Model No. Ga. Dimensions (in.) Fasteners (in.) Minimum Wood Member (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.) DTT1Z 14 1'/2 7Ya 17/a 3/a 1/1a 3/a (6) SD #9 x 1'/2 11/2 x 5Y2 840 840 0.17 (6) 0.148 x 1'/2 910 640 0.167 (8) 0.148 x 11/2 910 850 0.167 DTT2Z 14 3Ya 6'1/1a 1 % 'a/ie 1/1a Y2 (8)'/a x 1'/2 SDS 11/2 x 3Y2 1,825 1,800 0.105 (8)'/a x 1'/2 SDS 3 x 3Y2 2,145 1,835 0.128 DTT2Z-SDS2.5 (8)'/a x 2'/2 SDS 3 x 3Y2 2,145 2,105 0.128 HDU2-SDS2.5 14 3 811/16 3Ya 1'A6 1 % % (6)'/a x 21/2 SDS 3 x 3Y2 3,075 2,215 0.088 IBC, HDU4-SDS2.5 14 3 10's/ia 3Ya 1'A6 1 % % (10)'/a x 21/2 SDS 3 x 3Y2 4.565 3,285 0.114 FL, LA HDU5-SDS2.5 14 3 13Y1a 3Ya 1 a/ia 1 % % (14)'/a x 2'/2 SDS 3 x 3Y2 5,645 4,340 0.115 HDU8-SDS2.5 10 3 16% 3Y2 1 % 1 Y2 7/a (20) Ya x 2Y2 SDS 3 x 3Y2 6.765 5,820 0.11 31/2 x 3Y2 6,970 5,995 0.116 31/2 x 4Y2 7,870 6,580 0.113 HDU11-SDS2.5 10 3 22Ya 3Y2 1 a/a 1 Y2 1 (30) Ya x 2Y2 SDS 31/2 x 5Y2 9,335 8,030 0.137 31/2 x 7Ya 11,175 9,610 0.137 HDU14-SDS2.5 7 3 2511/16 3Y2 1 9/16 1 9/16 1 (36) Ya x 21/2 SDS 31/2 x 5Y2 10,770 9,260 0.122 — 31/2 x 7Ya 14,390 12,375 0,177 IBC, FL, LA 51/2 x 5Y2 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 NKH Engineering S33/33 53 UPDATED 06/01/19