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APPROVED BLD-BLD2020-1359+Structural_Calculations+12.11.2020_8.36.19_AMFlores Residence Project Number: 20-168 19804 81 st Place West Edmonds, WA 98026 Structural Calculations RECEIVED Dec 14 2020 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT (Lateral Only) Calculations................................................S1 — S33 ,�,�•USA1._Ir � WASfrlf✓����t' • N. 1lr11 76�0FGIST SSION ALti �13�v Reviewed by: Nabil Kausal-Hayes, PE 206-601-9728 www.nkhengineering.com Prepared By: Allen Rishel, EIT December 3rd, 2020 NKH ENGINEERING Background PROJECT: Flores Residence DESIGNER: NKH &AKR DATE: December 4th, 2020 JOB #: 20-168 PROJECT SUMMARY & DESIGN CRITERIA Project Summary: This is an addition on an existing single story, wood framed house for the Flores Family in Kenmore, WA. The structure consists of wood roof & floor trusses/joists bearing on wood framed walls, posts, & beams. The house is supported by existing 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. Resources: -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." -StateofWashington (2015)."International Building Code (IBC)." -Applied Technology Council (ATC). (2018). "Hazards by Location" https:#hazards.atcouncil.org Material Properties -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:= 12in qa := 35• pcf qp := 250• pcf fc:= 2500psi _Yconc:= 150pcf 'yconc LW 115pcf r:= 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 o v 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 ).0.4•psf = 1.6•psf 125in S:= 2.5•psf L:= I•psf M:= 1.5•psf MISC:= 2.9•psf DLr f := R + I + C + SH + S + L + M + MISC DLr f = 15• psf Seismic Roof Dead Load SDLrf := DLrf — MISC = 12.1 psf SDLrf = 12psf Floor Dead Load Flooring F := 1.5• psf Insulation I:= 2.0•psf Ceiling C := 0• psf Sheathing t:= 0.75in SH:= t 1.0.4•psf =2.4•psf 125in Structural Members S:= 3.4•psf Lights L:= 1-psf Mechanical M := 1.5• psf Misc. MISC := 3.2• psf DL flr := R + I + C + SH + S + L + M + MISC DL flr = 15• psf Seismic Roof Dead Load SDLflr:= DLflr = 15 psf SDLflr = 15•psf Wall Dead Loads Exterior Wood pext w:= 1Opsf Interior Wood pint := 9psf Live Loads Roof LLr f : = 20• psf Roof Snow Load Floor Live Load LLflr:= 40psf Deflection Criteria L L Arf TL:= Arf LL:= L Aflr TL:= Aflr LL'= L 240 360 360 480 DLpV:= Opsf SL:= 25psf 01_Summary _ Design Criteria.xmcd S2 NKH ENGINEERING ❑► References E] Lateral Summary General Risk Cat.: IV (ref. 1.5-1) L:= 6111 B := 48.511 hrf := 1611 hp:= Oft hwall 8 ft PROJECT: Flores Residence DESIGNER: NKH &AKR DATE: December 4th, 2020 JOB #: 20-168 Lateral Analysis 0 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) = 4.85 ft Width of Pressure Coefficient Zone MWFRS (per ASCE 7-10, Chapter 26 & 27) 0 := atan� 3m = 14• deg Roof Slope 12in J Design Velocity Pressure - Enclosed/Partially Enlosed Buildings VW := 110 mph Basic Wind Speed (ref. figure 26.5-1A) Kd := 0.85 Directionality Factor (ref. section 26.6) exp :_ 'B" Exposure Category (ref. section 26.7) KZt:= 1.0 Topographic Factor KZ = 0.62 Velocity Pressure Exposure Coefficient (ref. table 27.3-1) qz := 0.00256• Kz Kzt Kd• Vw2• (psf) Velocity pressure (eq 27.3-1) qz = 16.3• psf 02_Lateral Analysis.xmcd S3 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 = 16.32• psf External Pressure Coefficients for Walls (ref. figure 27.4-1) L = 1.26 CPWW:— 0.8 Windward Wall Cp1w = —0•3 Leeward Wall B Design MWFRS Wind Pressures (eq 27.4-1) pw : = maf pw_min, max qh' FGe' (Cpww + Cplw) — GCpij = 20.8• 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, = 20.8• 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 J hrf L Internal pressure coefficient (ref. table 26.11-1) External pressure coefficients for roofs (ref. figure 27.4-1) hrf — 0.26 C 0.5) L p (-0.5 J Veolcity pressure evaluated at mean roof height, h qh:= qz= 16.3•psf Design MWFRS wind pressure (ref. eq 27.4-1) 1 prfl := gh•(Ge m'n Cprf6.9 psf ) — GCpj _(-20.86.9J prf := max mi� prfl) I , Ima� prf2) ) = 20.81•psf Windward & leeward coefficients 6.9 ) prf2 := qh• (Ge ma4Cprf� — GCpi) _ (-20.8)psf prf horiz:= prf'sin(9) = 5•psf per, up := 0.6DLrf + 0-6(M*rfl, prf2)) Net uplift pressure (ASD) pW up =—3.5•psf Roof Overhangs Cpoh := —0•8 External pressure coefficients for roof overhangs (ref. 27.4.4) poh : = qz' (Ge- Cpoh) + m'#rfl, prf2) OHnet:= 0.6DLrf + o.Erpoh Net uplift pressure (ASD) Overhang pressure poh =— 31.9 psf OHnet = —10• psf 02—Lateral Analysis.xmcd S5 C&C (per ASCE 7-10, Chapter 30) Walls (ref. eq. 30.4-1 & figure 30.4-1) GCpw4 —(—I. 1.01 .—�1.01 exterior pressure coefficients GCpwS exterior pressure coefficients (corner zone) 1 I A ) — C pcc_w4pos gh'(max(GCpw4) —GCpi) 30.2) 4 J psf 1 pcc_w4neg gh'(min(GCp�,4) — GCpi) = —4.1 4.1 ) psf C pcc_w5pos gh'(max(GCpw 5) —GCpi) — 30.2) 2.4 J psf —9 1 pcc_w5pos gh' (min(GCpw5) —GC pi) _(-36.7) 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 0.8 1 pcc rl := gh•(GC rl — GC i) = psf 28.6 _ p p� —28.6) pcc_r3 '= gh'(GCpr3 — GCpi) _(-56.3 J psf 13.9 1 pcc_r2 gh'(GCpr2 —GC = (-41.6) psf Positive design wind pressure GCpr—pos 0.5 — 22 1 pcc_rpos := gh' (GCpr�os —GCpi) (-5.7) psf Wind Base Shear (Addition 2 Awall L 388ft Aroof L 121 ft2 Vwu L pw Awall L + Aroof Lprf horiz Vwu T pw Awall T + Aroof Tprf horiz Awall T (35ft + 19.5ft)• 7ft VwuL = 8.7• kip VwuT = 8.5• kip Aroof T:= 38ft•3ft Longitudinal diaphragm shear Transverse diaphragm shear 02_Lateral Analysis.xmcd S6 12/2/2020 ATC Hazards by Location L1TC Hazards by Location Search Information lountlake Terrace Brier Address: 19320 67th Ave NE, Kenmore, WA 98028, USA 164 ft Coordinates: 47.76843400000001,-122.2497721 If O toa Elevation: 164 ft Ti mestam p: 2020-12-02T16:08:17.619Z Lake Bothell Forest Park Kenmore Hazard Type: Seismic Reference ASCE7-10 Go le g s22 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 0 .20 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 1.263 MCER ground motion (period=0.2s) St 0.49 MCER ground motion (period=1.Os) Sms 1.263 Site -modified spectral acceleration value SMt 0.74 Site -modified spectral acceleration value SDg 0.842 Numeric seismic design value at 0.2s SA SD1 0.493 Numeric seismic design value at 1.Os SA -Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.51 Site amplification factor at 1.0s S7 https://hazards.atcouncil.org/#/seismic?lat=47.76843400000001&ing=-l22.2497721&address=19320 67th Ave NE%2C Kenmore%2C WA 98028%2C... 1/2 12/2/2020 ATC Hazards by Location CRg 0.981 Coefficient of risk (0.2s) CRt 0.948 Coefficient of risk (1.0s) PGA 0.511 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.511 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.263 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.288 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 1.755 Factored deterministic acceleration value (0.2s) S1 RT 0.49 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.517 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.709 Factored deterministic acceleration value (1.0s) PGAd 0.674 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=47.76843400000001&Ing=-122.2497721&address=19320 67th Ave NE%2C Kenmore%2C WA 98028%2C... 2/2 Seismic Main Floor - Roof (per ASCE 7-10, 12.8) 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:= 0.842 R:= 6.5 QO := 2.5 Cd := 3.25 p:= 1.0 SD Cs:= = 0.13 RI IS) SDI := 0.493 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 SI := 0.49 < 0.6g therefore 12.8-6 does not apply hn := hrf = 16 ft Highest level of structure Ct := 0.02 x:= 0.75 Table 12.8-2 h x Ta . = Ct ( = 0.16 EQ 12.8-7 ft ST l Csmax: Csmax = 0.47 Ta \ n IS ) Cs:= max(mi4CS, Csmax)° 0.01) Cs = 0.13 0.5• SDI Cs min 1 — 0.04 EQ 12.8-6 R IS) Cs wood p' Cs Cs wood = 0.13 hwa11= 8 ft Wall height 02—Lateral Analysis.xmcd S9 Seismic Base Shear Building Weights Contributing to Seismic Forces Diaphragms Wdiaphragm 1360ft2• SDLrf + 440ft2• SDLftr Wals Wwalls_T (pext w + pint)Awall_T' 2 Wwalls_L (pext w + pint)Awall_L-2 ShearLoads Vsu T Cs wood* (Wdiaphragm + Wwalls_T) Vsu L Cs_wood'(Wdiaphragm + Wwalls_L) Lateral Summary (ASD) SeismidWind Shearwall Capacity Factor Csw_cap 310psf = 0.71 (ref. NDS Shearwall Capacities) 435psf Wind Seismic Wdiaphragm = 23• kip Wwalls_T = 14• kip Wwalls_L = 15• kip Vsu_T = 4.86• kip Vsu_L = 4.9• kip Transverse Vw_T 0.6Vwu_T, Csw_cap = 3.641• kip Vs_T 0.7Vsu_T = 3.41• kip VT:= if(Vw T > Vs T, "WIND CONTROLS", "SEISMIC CONTROLS") _ "WIND CONTROLS" Longitudinal Vw L:= 0.6Vwu L.Csw_cap = 3.71•kip Vs_L 0.7Vsu L = 3.43•kip VL:= if(Vw L > Vs L, "WIND CONTROLS", "SEISMIC CONTROLS") _ "WIND CONTROLS" 02_Lateral Analysis.xmcd S10 Lateral Forces - Roof hwa11= 8 ft Average Wall Height hrf proj Oft Roof Projection Above Wall per, = 20.8•psf Design Wall Wind Pressure (ref. Wind Loading) prf horiz = 5• psf Design Roof Wind Pressure (ref. Wind Loading) Longitudinal Wall Line Reactions (Ref. Shear Wall Diagram) Reaction 1 tribl := 14ft _ 7 ft 2 RLrf 1 _ [Pw h wall + prf horiz' hrf�r0 trib I RLrf 1 = 0.72 kip Reaction 2 trib2 := 18ft = 9ft 2 RLrf 2 _ [P"� h tall +prf horiz' hrf_proj�' (mb1 + trib2) RLrf 2 = 1.66• kip Transverse Wall Line Reactions (Ref. Shear Wall Diagram) Reaction A tribA := 24.5ft + 6.33ft = 15.41 ft 2 RTrf A = Cpw h 2a111 +prf horiz' hrf_pro� J' tribA RTrf A = 1.59• kip Reaction 8 tribB := 6.33ft _ 3.17 ft 2 RTrf B Cpv C h tall +prf horiz' hrf_pro� l' (mbB) RTrf B = 0.31 kip 02_Lateral Analysis.xmcd S11 Lateral Forces - Upper Floor/Garage Roof hwa11= 8 ft Average Wall Height per, = 20.8•psf Design Wall Wind Pressure (ref. Wind Loading) Longitudinal Wall Line Reactions (Ref. Shear Wall Diagram) Reaction 1 tribl:= 14ft =7ft 2 RLup_l [pw (hwall)l' Ribl + RLrf 1 RLup_l = 1.89• kip Reaction 2 trib2 := 14ft = 7 ft 2 RLup_2 [pw (hwall)l' trib2 + RLrf 2 RLup_2 = 2.82• kip Transverse Wall Line Reactions (Ref. Shear Wall Diagram) Reaction A tribA := 24.5ft + 24ft _ 24.25 ft 2 RTup_A [pw(hwall)l'tribA + RTrf A+ RTrf B' 2 RTup_A = 5.85•kip 24ft Reaction 8 tribB :_ = 12 ft 2 RTup_B [pw(hwall)l'(tribB) + RTrf B' 3 RTup_B = 2.11•kip 0 Lateral Summary 02_Lateral Analysis.xmcd S12 E] Diaphragm Check Diaphragm Check (ref. ANSI/AF&PA SDPWS-20151 Aspect Ratio LT:= 32ft LL:= 14ft Length &width of diaphragm LL LL check : = if — > 4, "NG" , "OK" ratio : _ — = 0.44 check = "OK" LT J LT Diaphragm Shear Shear capacities for 15/32"APA Rated OSB/Plywood Sheathing - Un-Blocked (ref. table 4.2A): QD:= 2.0 ASD reduction factor vw6 ub 600plf - QD = 300• plf Allowable Wind Shear Capacity- 10d's @ 6" oc Diaphragm LT = 32 ft Diaphragm length in transverse direction VdiaphT RTup_A* 0.6 = 3.5• kip Diaphragm shear transverse direction LL = 14 ft Diaphragm length in transverse direction VdiaphL RLup_2' 0.6 = 1.7• kip Diaphragm shear transverse direction Trans\nerse Shear VdiaphT vT := Diaphragm shear LL 6" Nailing v:= vT = 251•plf Check:= if(v <_ vw6ub "OK", "NG!!") Check = "OK" Use 6" nailing everywhere Longitudinal Shear VdiaphL VT: -Diaphragm shear LT 6" Nailing v:= vT = 53•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 EX. E) M. SUITE 72" VANITY M. 15ATH o � lV 2"x 4 S.D. OO EX. G.O. 0 EX. 2-4 tft Z �a XO O SWA 7'-J'f PROJECT: Flores Residence DESCRIPTION: Upper Floor Shearwall Keyplan BY: AKR DATE: 12/4/2020 S14 E] Upper Floor Shear Walls Shear Wall Check - Upper Floor to Roof (ref. ANSI/AF&PA SDPWS-2015) SW 1 IN - PLANE SHEAR wS ht:= 8-ft Wall height 111 Ls:= 7.67ft+ 13ft DLr f = 15• psf R : = RLr f 1 = 0.72• kip 14ft 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 := 7.67ft Shear wall length Vrf 'Y s Aspect Ratio (Blocked Shear Wall) ht ht - = 1.04 checkratio if — > 3.5, "NG" , "OK" ws ws J (WSP) := if ht ht Aspect ratio factor Ws ma's J 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' ( ma's) Roof load PW:= pext_w'(ht)-(`°s) Wall load w Mres : _ Prf + Pw)• slJ• 0.6 Resisting moment (ASD) 2 checkratio = "OK" (WSP) = 1.0 Vr f = 0.16• kip Mot = 1.3• kip. ft Prf = 0.81•kip Pam, = 0.6 1• kip Mres = 3.27• 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 urf wv:= — = 21•plf ma's (WSP)• °w6' n wv `Fall:= — 435•plf checkwv:= if > 1.0, "NG", "OK" Qs Fall checker v = It 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 = 0.011•kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := usp = 0.05 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T : — of res _ _0.26• kip checkT : = if (T > 1501bf , "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQU' ma's 02—Lateral Analysis.xmcd S16 SW2 IN — PLANE SHEAR ws ht:= 8-ft Wallheight Ls := 7.67ft + 12.5ft + 9ft Total shear wall length DLrf = 15• psf Dead load of roof R := RLrf 2 = 1.66• kip Reaction at wall line h h wrf:= 14ft2 Trlbutary width of roof on wal pext w = 10• psf Dead load of exterior walls ws:= 7.67ft Shear wall length T C Aspect Ratio (Blocked Shear Wall) t \ t I = 1.04 checkratio:= if > 3.5, "NG", "OK" checkratio = "OK" ws w s ht ht 1 (WSP) := if < 2.0, 1.0, 1.25 — 0.125• Aspect ratio factor (WSP) = 1.0 ma's ma's Overturning Forces w s Vrf:= R• 0.6 Shear load at top of wall (ASD) Vrf = 0.26• kip Ls ) Mot := Vrf• ht Overturning moment (ASD) Mot = 2.1• kip. ft Resisting Forces Prf:= DLrf-wrf•(ws) Roof load Prf = 0.81•kip Pw:=pext w•(ht)•(Ws) Wall load Pw=0.61•kip wl Mres:= 0.6 (Prf + Pw)• sIL* 2 Resisting moment (ASD) Mres = 3.27• 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 urf wv:= — = 34•plf ma's (WSP)• °w6' n wv `Fall:= — 435•plf checkwv:= if > 1.0, "NG", "OK" Qs Fall checker v = It 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 = 0.017•kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := usp = 0.08 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T:— of res _ _0.15• kip checkT := if(T > 1501bf, "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQU' ma's 02—Lateral Analysis.xmcd S18 SWA IN - PLANE SHEAR ht:= 8-ft Ls : = 4ft + 6.5ft DLrf = 15• psf R := RTrf A = 1.59• kip w _ 25ft + 2ft + 2ft rf •— 2 pext w = 10• psf Wall height Total shear wall length Dead load of roof Reaction at wall line Trbutary width of roof on waI Dead load of exterior walls ws := 4ft Shear wall length Aspect Ratio (Blocked Shear Wall) l t = 2 checkratio := if t > 3.5, "NG" , "OK" ww s s (WSP) := if ht < 2.0, 1.0, 1.25 — 0.125• ht 1 Aspect ratio factor ma's ma's 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'(ht)•(Ws) Wall load w Mres (Prf + Pw)• lJ• 0.6 Resisting moment (ASD) 2 checkratio = "OK" (WSP) = 1.0 Vr f = 0.36• kip Mot = 2.9• kip. ft Prf = 0.93•kip Pw = 0.32• kip Mres = 1.5• 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 urf wv:= — = 91•plf ma's (WSP)• °w6' n wv `Fall:= - 435•plf checkwv:= if > 1.0, "NG", "OK" Qs Fall checker v = It 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 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 = 0.046kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := usp = 0.2 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T:- of res = 0.35• kip checkT := if(T > 1501bf, "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" -s Tall MSTC28 = 1.15• kip Allowable tension load (Simpson MSTC28) checkHD : = if T > 1.0, "NG" , "OK" ratio : = = 0.31 checkHD = "OK" Tall Tall Use Simpson MSTC28 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 S20 �ji H\ _D _:_ \ ta _ _o_ _:M Ws ht:= g•ft Wall height Ls:= 14ft Total shear wall length 'rr DLr f = 15• psf Dead load of roof R := RTrf B = 0.33• kip Reaction at wall line h h wrf := 2+ 2ft Trlbutary width of roof on wal pext w = 10• psf Dead load of exterior walls ws := 14ft Shear wall length T C Aspect Ratio (Blocked Shear Wall) t \ t I = 0.57 checkratio:= if > 3.5, "NG", "OK" checkratio = "OK" ws w s ht ht 1 (WSP) := if < 2.0, 1.0, 1.25 — 0.125• Aspect ratio factor (WSP) = 1.0 ma's ma's Overturning Forces w s Vrf := R• 0.6 Shear load at top of wall (ASD) Vrf = 0.2• kip Ls ) Mot := Vrf• ht Overturning moment (ASD) Mot = 1.6• kip. ft Resisting Forces Prf := DLrf• wrf• (ws) Roof load Prf = 0.63• kip Pw:= pext w• (ht)• (Ws) Wall load Pw = 1.12• kip wl Mres:= 0.6 (Prf + Pw)• SIL* 2 Resisting moment (ASD) Mres = 7.35• 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 urf wv:= — = 14•plf ma's (WSP)• °w6' n wv `Fall:= — 435•plf checkwv:= if > 1.0, "NG", "OK" Qs Fall checker v = It 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 = 7.016 x 10 3• kip Shear load to each anchor Checka := if(vsp > Zll, "NG" , "OK" ratioa := usp = 0.03 Checka = "OK" Zll Use 16d Nail at 6"o.c. Staggered Holdown T:— of res _ _0.41• kip checkT := if(T > 1501bf, "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQU' ma's 02—Lateral Analysis.xmcd S22 EXISTING 5HEARWALL TO REMAIN: Pjd NAILS Co 4" O.G. E12GE5 & 12" O.G. IN FIELD W/ G2/8" ANCHORS Ca 3'-!0" O.G. & HDUr2 HOLDOWN Co EA. END 4X� DF#2 �SW]A SWA w z cm U e EXISTING 51-IEARW --- REMAIN: gd NAILS FLOOR LINE ABV. WALK r2le" ANGIHORS Ca O� Q A S EX15T. GARAGE U z • TO �. b" O.G. ' :LD W/ 0" O.G. U j r-------------------- EXISTING 5HEARW N REMAIN: gd NAILS EDGE5 & 12" O.G. IN ANCHORS Ca EX15T. j SWB SWB EXISTING 5HEARWALL TO REMAIN: 9jJ NAILS aC 4" O.G. EDGE5 Br IZ" D.G. IN FIELD W/ ri/b" ANCHORS O.G. Pe STHDIO Ca EA, END DRIVE PROJECT: Flores Residence DESCRIPTION: Main Floor Shearwall Keyplan BY: AKR DATE: 12/4/2020 S23 Main Floor Shear Walls Shear Wall Check - Main to U SW 1 IN - PLANE SHEAR ht:= 8-ft Ls:= 24ft DLr f = 15• psf R:= RLup_1 = 1.89•kip 14ft wrf 2 + 2ft pext w = 10•psf Floor (ref. ANSI/AF&PA SDPWS-2o15 Wall height Total shear wall length Dead load of roof Reaction at wall line Trig utary width of framing on wall Dead load of exterior walls ws := 24ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht — = 0.33 checkratio if — > 3.5, "NG" , "OK" Ws ma's (WSP) := if ht ht Aspect ratio factor ws ws J 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)• lJ• 0.6 Resisting moment (ASD) 2 Vrf WS 'Y checkratio = "OK" (WSP) = 1.0 Vr f = 1.13• kip Mot = 9.1• kip. ft Prf = 3.24• kip Pw = 1.92• kip Mres = 37.15• kip. ft 02_Lateral Analysis.xmcd S24 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS:= 2.0 (ref. section 4.3.3) Vrf wv:= — = 47•plf ma's (WSP)• vs6_8d' n WV wall : _ = 240• plf check,`, : = if > 1.0, "NG" , "OK" Qs Fall J in le Sided 15/32" sheathing w/ 8d @ 6" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) OK Sill Plate Anchoraae CD:= 1.6 n:= 1 sides check,`, _ "OK" tsp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:— 60in Anchor spacing Zll °A.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.236• kip Shear load to each anchor Checka:= if(Vsp > Zll, "NG", "OK") ratioa:= VSp = 0.16 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 60"o.c. OK Holdown T • _ of res _ _ 1. IT kip checkl.: = if (T > 1501bf , "HD REQ'D" , "NOT REQ'D") checkl. _ "NOT REQ'D" ma's 02—Lateral Analysis.xmcd S25 SW2 IN — PLANE SHEAR ws ht:= 8-ft Wallheight Ls := 7.33ft + 7.67ft Total shear wall length r DLr f = 15• psf Dead load of roof R := RLup_2 = 2.82• kip Reaction at wall line hh ' t wrf:= 14ft2 +2ft Trid butarywthofframingonwall pext w = 10• psf Dead load of exterior walls ws := 7.33 ft Shear wall length T C Aspect Ratio (Blocked Shear Wall) t \ t I = 1.09 checkratio:= if > 3.5, "NG", "OK" checkratio = "OK" ws w s ht ht 1 (WSP) := if < 2.0, 1.0, 1.25 — 0.125• Aspect ratio factor (WSP) = 1.0 ma's ma's Overturning Forces w s Vrf := R• 0.6 Shear load at top of wall (ASD) Vrf = 0.83• kip Ls ) Mot := Vrf• ht Overturning moment (ASD) Mot = 6.6• kip. ft Resisting Forces Prf:= (DLrf)•wrf•(ws+ 5ft) Roof load Prf = 1.66•kip Pw'= pext w• (ht)• (` S) Wall load Pam, = 0.59• kip w Mres:= (Prf + Pw)• SlJ• 0.6 2 Resisting moment (ASD) Mres = 4.95• kip. ft 02_Lateral Analysis.xmcd S26 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) Vrf wv:= — = 113•plf ma's (WSP)• vs6_8d' n WV wall : _ = 240• plf check,`, : = if > 1.0, "NG" , "OK" Qs Fall J ingle Sided 15/32" sheathing w/ 8d @ 6" O.C. Panel Edges @ 12" O.C. terior Supports (ref. table 4.3A) OK Sill Plate Anchoraae CD:= 1.6 n:= 1 sides check,`, _ "OK" tsp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:— 60in Anchor spacing Zll °A.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.564 kip Shear load to each anchor Checka:= if(Vsp > Zll, "NG", "OK") ratioa:= VSp = 0.38 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 60"o.c. OK Holdown T •_ of res _ 0.23• kip checkl.:= if (T > 2501bf , "HD REQ'D" , "NOT REQ'D") checkl. _ "NOT REQ'D" `"s Tall LTT19 = 1.31•kip Allowable tension load (Simpson LM9) checkHD : = if T > 1.0, "NG" , "OK" ratio: = T = 0.17 checkHD = "OK" Tall J Tall Anchor Mot 0.9 — Mres TLRFD:= 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 0.49• kip ma's Use Simpson LTT19 w/ 1 /2" Dia. Anchor, 8" min. embed (Ref. Anchor Output) Footing Uplift L flg:= ws + 5ft = 12.33 ft Length of footing tslab Oin Slab thickness Wftg:= 1.33ft Width of footing tribslab:= loft Slab tributary t ftg:= 6in Thickness of footing tstem 6in Stem wall thick tribflr:= 4ft Floor/deck tributary btstem 18in Stem wall height resist I(Wflg tftg+ tslab' bslab + tstem'btstem)' 150pcf + tribflf DLfll]• Lftg = 1.68•kip Weight resisting uplift 2 checkftg:= if(wtresist > T, "OK" , "NG") ratio := T = 0.14 checkftg = "OK" resist Use l'-4"W x 6"D footing w/ (2) #4 Long., #4 @ 10" o.c. Trans 02—Lateral Analysis.xmcd S27 ht:= 8-ft Wall height ,r Ls := 5.25ft + 5.25ft Total shear wall length DLr f = 15• psf Dead load of roof R := RTup_A = 5.85• kip Reaction at wall line hh ' t 24.5ft + 2ft wrf := Trhutary width of framing on wall 2 pext w = 10• psf Dead load of exterior walls ws:= 5.25ft Shear wall length T C Aspect Ratio (Blocked Shear Wall) t \ t I = 1.52 checkratio:= if > 3.5, "NG", "OK" checkratio = "OK" ws w s ht ht 1 (WSP) := if < 2.0, 1.0, 1.25 — 0.125• Aspect ratio factor (WSP) = 1.0 ma's ma's Overturning Forces w s Vrf := R• 0.6 Shear load at top of wall (ASD) Vrf = 1.76• kip Ls ) Mot := Vrf• ht Overturning moment (ASD) Mot = 14• kip. ft Resisting Forces Prf:= (DLrf)•wrf•(ws+ 5ft) Roof load Prf=2.04•kip Pw'= pext_w• (ht)• (` S) Wall load Pam, = 0.42• kip w Mres:= (Prf + Pw)• SlJ• 0.6 2 Resisting moment (ASD) Mres = 3.87• kip. ft 02_Lateral Analysis.xmcd S28 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS:= 2.0 (ref. section 4.3.3) Vrf wv,- — = 334•plf ma's \ (WSP)• vs4 8d n WV I Wall - = 350• plf checkwv := if > 1.0, "NG" , "OK" '�s Fall J in le Sided 15/32" sheathing w/ 8d @ 4" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) OK Sill Plate Anchoraae CD:= 1.6 n:= 1 sides checkwv = "OK" tsp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:- 42in Anchor spacing Zll vA.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 1.17• kip Shear load to each anchor Checka:= if(Vsp > Zll, "NG", "OK") ratioa:= VSp = 0.79 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 42"o.c. OK Holdown T ._ of res - 1.94• kip checkl.:= if(T > 2501bf, , "HD REQ'D" , "NOT REQ'D") checkl. _ "HD REQ'D" -S Tall HDU5 = 5.645•kip Allowable tension load (Simpson HDU5) checkHD := if T > 1.0, "NG" , "OK" ratio := T = 0.34 Tall Tall Existing Simpson HDU5 OK checkHD = "OK" 02-Lateral Analysis.xmcd S29 SWB IN - PLANE SHEAR ht:= 8-ft Ls:= 3ft+ 3ft DLr f = 15• psf R : = RTup_B = 2.11 • kip 2ft + 2ft Wrf := 2 pext w = 10•psf Wall height Total shear wall length Dead load of roof Reaction at wall line Tributary width of framing on wall Dead load of exterior walls ws:= 3ft Shear wall length Aspect Ratio (Blocked Shear Wall) ht ht — = 2.67 checkratio if — > 3.5, "NG" , "OK" ma's ma's (WSP) := if ht ht Aspect ratio factor ma's ma's J 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 + 5ft) Roof load Pw:= pext_w'(ht)'(` S) Wall load w Mres :_ Prf + Pam,)• slJ• 0.6 Resisting moment (ASD) 2 Vrf f4 checkratio = "OK" (WSP) = 0.9 Vr f = 0.63 • kip Mot = 5.1• kip. ft Prf = 0.24• kip Pam, = 0.24• kip Mres = 0.43• kip. ft 02_Lateral Analysis.xmcd S30 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS:= 2.0 (ref. section 4.3.3) Vrf wv,- — = 211•plf ma's \ (WSP)• vs4_8d n WV I Wall = 320.8• plf checkwv := if > 1.0, "NG" , "OK" '�s Fall J in le Sided 15/32" sheathing w/ 8d @ 4" O.C. Panel Edges @ 12" O.C. Interior Supports (ref. table 4.3A) OK Sill Plate Anchoraae CD:= 1.6 n:= 1 sides checkwv = "OK" tSp := 1.5in Sill plate thickness diaa := 0.625in Anchor Diameter spa:- 42in Anchor spacing Zll vA.625 2x' CD = 1.49• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := wV spa = 0.738• kip Shear load to each anchor Checka:= if(Vsp > Zll, "NG", "OK") ratioa:= VSp = 0.5 Checka = "OK" Zll Existing 5/8" Dia. Anchor at 42"o.c. OK Holdown T ._ of res - 1.54• kip checkl.:= if(T > 2501bf, , "HD REQ'D" , "NOT REQ'D") checkl. _ "HD REQ'D" -S Tall STHD10 = 2.75•kip Allowable tension load (Simpson STHD10) checkHD := if T > 1.0, "NG" , "OK" 1 ratio := T = 0.56 Tall Tall Existing Simpson STHD10 OK checkHD = "OK" 02-Lateral Analysis.xmcd S31 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 MSTA — 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. 1ye-� 2W 9/16�� o' •o o ro O 15 y N Y L L 75. 6. m > 0 0 _0' MSTI MST LSTI 3" 4 LSTA and MSTA (pilot holes not shown) cal MSTI allation hangershow similar 262 Strong -Tie 0 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.) o n y a O N $ N y y oQ o .n O 00 > L R > N y O O >T 00 o a � o � o :1' O �� MSTC ST62, ST21, ST22, ST29 O O O O 7 O O O O O O O 0 3" 0 0 0 0 0 0 HTP37Z d a Y N y __ OI C a ST9, ST12, ST18, ST22 �_W L ST2115 O 0 00 0 O 0 0 0 V16" HRS HRS416Z O O O O 0 sa 0 Typical o 0 HRS Installation 61M 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 ® M Many 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 21/2 2,020 2,020 MSTA49 16 (26) 0.148 x 21/2 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 3Y4 2,690 2,325 16 (32) 0.148 x 3Y4 3,070 2,655 24 (36) 0.148 x 3Y4 3,455 2,990 MSTC52 18 (44) 0.148 x 3Y4 4,225 3,650 16 (48) 0.148 x 31/4 4,610 3,985 30 (48) 0.148 x 3Y4 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 3Y4 5,850 5,850 24 (14) 0.162 x 21/2 1,720 1,500 MST37 18 (20) 0.162 x 21/2 2,460 2,140 16 (22) 0.162 x 21/2 2,705 2,355 24 (26) 0.162 x 21/2 3,210 2,780 MST48 18 (32) 0.162 x 2Y2 3,950 3,425 16 (34) 0.162 x 21/2 4,200 3,640 30 (34) 0.162 x 21/2 4,605 3,995 MST60 24 (40) 0.162 x 2Y2 5,240 4,700 18 (46) 0.162 x 21/2 6,235 5,405 30 (48) 0.162 x 21/2 6,505 5,640 MST72 24 (54) 0.162 x 21/2 6,730 6,345 18 (62) 0.162 x 21/2 6,730 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 0 STHD shown 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. Ga. Bolts Nails Bolts Nails Bolts Ref. W L Nails (in.) Qty. Dia. (160) (160) j (160) (160) MST27 21/a 27 (30) 0.162 x 21/2 4 1/2 3,700 2,165 3,210 2,000 MST37 12 21/a 371/2 (42) 0.162 x 21/2 6 1/2 5,070 3,030 4,495 2,800 MST48 21/s 48 1 (50) 0.162 x 21/2 8 1/2 5,310 3,675 5,190 3,395 IBC, FL, LA MST60 21/a 60 (68) 0.162 x 21/2 10 1/2 6,730 1 4,490 6,475 4,150 MST72 10 21/s 72 (68) 0.162 x 21/2 10 1/2 6,730 1 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 - 21/2". 4. Splitting may be a problem with installations on lumber smaller than 31/2"; either fill every nail hole with 0.148" x 11/2" nails or fill every other hole with 0.162" x 21/2" 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. 264 S33