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REVIEWED BLD2021-0481+Structural_Calculations+4.5.2021_11.51.40_AM+2127494REVIEWED BY CITY OF EDMONDS RECEIVED Apr 06 2021 CITY OF EDMONDS DEVELOPMENTSERVICES DEP-ENT Elm Way Garage Project Number: 20-171 539 Elm Way Edmonds, WA 98020 Structural Calculations Calculations................................................S1 — S37 *00�AU SAS wLn AsO, �Q ��O O 46136 3/17/21 Reviewed by: Nabil Kausal-Hayes, PE 206-601-9728 www.nkhengineering.com Prepared By: Allen Rishel, EIT March 17th, 2021 NKH Background PROJECT: Elm Way Remodel DESIGNER: NKH &AKR DATE: March 17th, 2021 JOB #: 20-171 PROJECT SUMMARY & DESIGN CRITERIA Project Summary: This is a remodel on an existing two story, wood framed duplex for Mike Cerney in Edmonds, WA. The structure consists of wood roof & floor trussesljoists 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 2018 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). (2018). "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). (2016). "Steel Construction Manual." 14th Ed. -American Society of Civil Engineers (ASCE). (2016). "Minimum Design Loads for Buildings and Other Structures." -StateofWashngton (2018)."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 Loadin Roof Dead Load Roofing R:= 1.5•psf Insulation I:= 2.0•psf Ceiling C := 2• psf Sheathing t:= 0.5in \ SH:= t I0.4psf = 125in J 1.6•psf Structural Members S:= 2.5•psf Lights L:= 1-psf Mechanical M:= 1.5•psf Misc. MISC:= 2.9•psf DLr f : = R + I + C + SH + S + L + M + MISC DLr f = 15• psf Seismic Roof Dead Load SDLr f : = DLr f — MISC = 12.1 psf SDLr f = 12 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 =2.4psf 125in J Structural Members S:= 3.4psf Lights L:= 1-psf Mechanical M:= 1.5•psf Misc. MISC:= 3.2•psf DLflr:= R + I + C + SH + S + L + M + MISC DLflr = 15•psf Seismic Roof Dead Load SDLflr:= DLflr= 15psf SDLflr= 15•psf Wall Dead Loads Exterior Wood pext w:= 1Opsf Interior Wood pint= 9psf Live Loads Roof LLrf:= 20•psf Roof Snow Load Floor Live Load LLflr:= 40psf Deflection Criteria L L Arf TL : = Arf LL : = L Aflr TL : = 480 Aflr LL ' L = 240 360 600 DLpv:= Opsf SL:= 25psf 01_Summary _ Design Criteria.xmcd S2 NKH ENGINEERING Q References 0 Lateral Summary General Risk Cat.: IV (ref. 1.5-1) L:= 83ft B := 52.5ft hrf := 15ft hp := Oft hwall loft PROJECT: Elm Way Garage DESIGNER: NKH &AKR DATE: March 17th, 2021 JOB #: 20-171 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 Wal Load Parapet Height pint = 9• psf Interior Stud Wall Load Wal Height a: = min(10%• B, 0.4hrf� = 5.25 ft Width of Pressure Coefficient Zone MWFRS (per ASCE 7-10. Chapter 26 & 27 1 6 : = atan Oin — 0• deg Roof Slope 12in Design Velocity Pressure - Enclosed/Partially Enlosed Buildings Vim,:= 110 mph Basic Wind Speed (per figure 26.5-1A& city/county design criteria) Kd := 0.85 Directionality Factor (ref. section 26.6 & table 26.6-1) exp :_ "B" Exposure Category (ref. section 26.7) KZt:= 1.0 Topographic Factor (ref. section 26.8) KZ = 0.62 Velocity Pressure Exposure Coefficient (ref. table 26.10-1) 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 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 = 16.32• psf External Pressure Coefficients for Walls (ref. figure 27.4-1) L = 1.58 Cpww:= 0.8 Windward Wall Cp1W = —0.3 Leeward Wall B Design MWFRS Wind Pressures (eq 27.4-1) per,:= max[pw mimmax[gh-[Ge-(Cpww+ Cplw) — GCpiT] = 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 := if[hp <— 0, Opsf, gz.(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 hrf — = 0.18 L Internal pressure coefficient (ref. table 26.11-1) External pressure coefficients for roofs (ref. figure 27.4-1) hrf C 0.9 1 Windward & leeward coefficients — 0.18 L prf ' _ —0.18 Veolcity pressure evaluated at mean roof height, h qh qz = 16.3•psf Design MWFRS wind pressure (ref. eq 27.4-1) � 1 L4 prfl := gh'(G,.mm�Cprf) — GCpi1.4 � _ (-26.41.4psf prf2:= gh'(Ge'ma4Cprf) — GCpi) =(-16.4)psf prf max( IM+rfl)i I I ma4prf2)1 = 26.36•psf prf horiz prf'sin(9) = 0-psf pW up := 0.6DLrf + 0.6• (min(prfl, prf2)) Net uplift pressure (ASD) pW up = —6.8• 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 =— 37.5 psf OHnet =—13•psf 02—Lateral Analysis.xmcd S5 C&C (per ASCE 7-10, Chapter 30) Walls (ref. eq. 30.4-1 & figure 30.4-1) 1.0 1.0 ) GCpw4:= exterior pressure coefficients GCpw5 :_ exterior pressure coefficients (corner zone) (-1.1 (-1.4) pcc w4pos= gh'�max�GCp��4) — —GCpi) (30.2 2.4J psf pcc_w4neg:= gh'(min GCpw4) — GCpi)_ 4.1 psf (-31.8) pcc— w5pos:= gh'(max�GCp��S)—GCpi) — (30.2 24 Jpsf pcc_w5pos:= gh•(min(GCpw5) — GCpi) _ —9 1 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 pcc rl gh'(GCprl — GCpi) _ —2 0.8 .8 1 psf —28.6 pcc_r3 gh'(GCpr3 — GCpi)_ (-56.3) psf —13.91 pcc_r2 gh'(GCpr2 — GCpi)_ —41.6 J psf Positive design wind pressure GCpr—pos 0.5 pcc_rpos := gh' (GCpr_pos —GCpi) — 22 psf (-5.7) Wind Base Shear (Addition Only) 2 Awall L 534ft roof L Of 2 Vwu L pw Awall L + Aroof Lprf horiz Vwu T:= pw Awall T + Aroof Tprf horiz 2 Awall T 454ft roof T Oft 2 Vwu L = 11.1- kip Longitudinal diaphragm shear Vwu T=9.4.kip Transverse diaphragm shear 02—Lateral Analysis.xmcd S6 Seismic Main Floor - Roof (per ASCE 7-10, 12.0 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:= 1.025 R:= 6.5 QO := 3 Cd:= 4 p:= 1.0 SDS Cs:= = 0.16 R) IS) SDI := 0.45 hn:= hrf = 15ft 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 (EQ. 12.8-2) SI := 0.45 < 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 = 0.15 EQ 12.8-7 SDI Csmax Csmax = 0.45 Ta(R)— IS) Cs := M4minl(CS, Csmax, 0.01) Cs = 0.158 hwa11= loft Wal height 0.5• SDI 1 Cs min if SI > 0.6, — I , 0.044• SD9I = 0.045 EQ 12.8-5 & 12.8-6 RI IS) ij Cs wood= p' Cs Cs wood = 0.158 s� 02_Lateral Analysis.xmcd S7 Seismic Base Shear Building Weights Contributing to Seismic Forces Diaphragms Wdiaphragm_rf 1229ft2• SDLrf Wdiaphragm_flr Oft2• SDLflr Wdiaphragm Wdiaphragm_rf + Wdiaphragm_flr Wals Wwalls_T (pext w + 0.5pint)Awall_T' 2 Wwalls_L (pext w + 0.5pint)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' _ 435 310psfsf _ 0.71 (ref. NDS Shearwall Capacities) p Wind Seismic Wdiaphragm = 15• kip Wwalls_T = I I. kip Wwalls_L = 15• kip Vsu_T = 4.42• kip Vsu_L = 4.79• kip Transverse Vw_T := 0.6Vwu_T Csw_cap = 4.04• kip Vs_T := 0.7Vsu_T = 3.09• kip VT:= if(Vw T > Vs T, "WIND CONTROLS", "SEISMIC CONTROLS") _ "WIND CONTROLS" Longitudinal Vw_L:= 0.6VWU L'Csw cap=4.75•kip Vs_L:= 0.7Vsu L=3.35•kip VL:= if(Vw L > Vs L, "WIND CONTROLS", "SEISMIC CONTROLS") _ "WIND CONTROLS" 02_Lateral Analysis.xmcd S8 Lateral Forces - Roof hwa11= loft Average Wall Height hrf_proj := Oft Roof Projection Above Wall Pw = 20.8•psf Design Wall Whd Pressure (ref. Wind Loading) Prf horiz = 0•psf Design Roof Wind Pressure (ref. Wind Loading) Longitudinal Wall Line Reactions (Ref. Shear Wall Diagram) Reaction 1 tribl := 25.5ft+ 28ft_ 26.75ft 2 RLrf 1 := [P, h wall I + prf horiz' hrf�rol I• tribl RLrf 1 = 2.78' kip J J Reaction 2 trib2:= 28ft = 14ft 2 RLrf 2 := [P, h wall I + prf horiz' hrf�rol I' (Rib2) RLrf 2 = 1.46• kip J J Transverse Wall Line Reactions (Ref. Shear Wall Diagram) Reaction A tribA := 28ft = 14 ft 2 RTrf A:= P)W h all I + prf horiz' hrf�rol I'tribA RTrf A = 1.46 kip J J Reaction B tribB := 28ft + 8.25ft = 18.13 ft 2 RTrf B : = [P,1 h wall 1 + prf horiz' hrf�ro 1' (tribB) RTrf B = 1.89• kip J J 0 Lateral Summary 02_Lateral Analysis.xmcd S9 0 Diaphragm Check Diaphragm Check (ref. ANSI/AF&PA SDPWS-2015�_ Aspect Ratio LT:= 27.25ft LL:= 28ft Length &width of diaphragm 1 chec: = if L LL > 4, "NG" , "OK" ratio:— — k = 1.03 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 = 27.25 ft Diaphragm length in transverse direction udiaphT RTrf B' 0.6 = L I- kip LL=28ft udiaphL : = RLrf 1. 0.6 = 1.7• kip Transverse Shear Diaphragm shear transverse direction Diaphragm length in transverse direction Diaphragm shear transverse direction check = "OK" udi aphT vT := Diaphragm shear LL 6" Nailing v:= vT = 40•plf Check:= if(v _< vw6ub "OK" "NG!!") Check = "OK" Use 6" nailing everywhere Longitudinal Shear vT: udiaphL Diaphragm shear LT 6" Nailing v:= vT = 61.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 S10 a W (n) 2'-6" SQ x 8"D FTG w (3)-#4 EA WA 7 SIMPSON SIMPSON I [LTT19] SWA [LTT19] ------------- —.—g- —: 7. --- a d a a A pa d da < a d aI� 9 }. 2 I I i ----- b,I + I i SIMPSON II Ili i I I [LTT19] (n) 4" SLAB ON GRADE w/ #3 @ j I I 24" O.C. EA WAY: I (e) SLAB ON GRXDE I 2 j (e) TURNED DOWN SLAB EDGE� d a I_____ _____ SIMPSON SSW SIMPSON SIMPSON SWB SIMPSON SIMPSON SWB [LTT19] [LTT19] [LTT19] [LTT19] [LTT19] (n) TURNED DOWN 1 SLAB EDGE OVER S3.0 I'-4"Wx8"D FTG LAB NEW SLAB PROJECT: Elm Way Garage DESCRIPTION: Shearwall Keyplan p (n) 8" STEM WALL OVER 1'-4"W x 8" d FTG [LTT19] BY: AKR DATE: 3/17/2021 JOB #: 20-171 S11 0 Main Floor Shear Walls Shear Wall Check - Main to Upper Floor (ref. ANSI/AF&PA SDPWS-2015) SW i IN - PLANE SHEAR ht:= 9•ft Wall height VVS Ls:= 10.5ft DLrf = 15•psf R : = RLrf 1 = 2.78• kip 14ft Wrf := 2 pext w = 10• psf Total shear wall length Dead load of roof Reaction at wall line Trbutary width offraming on wall Dead load of exterior walls w := 10.5ft Shear wall length s Aspect Ratio (Blocked Shear Wall) t = 0.86 checkratio if t > 3.5, "NG' , "OK" w s ws (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 J Mot Vrf.ht Overturning moment (ASD) Resisting Forces Prf (DLrf)• Wrf' (` S) Roof load Pw pext—w• (ht)• (Ws) Wall load w Mres (Prf + Pw)• lL 0.6 Resisting moment (ASD) 2] Vrf IPP checkratio = "OK" (WSP) = 1.0 Vrf = 1.67•kip Mot = 15• kip. ft Prf = 1.1. kip Pam, = 0.95• kip Mres = 6.45• kip. ft 02—Lateral Analysis.xmcd S12 checkratio = "OK" (WSP) = 1.0 Vrf = 1.67•kip Mot = 15• kip. ft Prf = 1.1. kip Pam, = 0.95• kip Mres = 6.45• kip. ft 02—Lateral Analysis.xmcd S12 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides v Sf = 159•plf ma's (WSP)• °w6' n WV wall:= — 435•plf checkwv:= if — > 1.0, "NG", "OK" Qs wall J check,, , _ "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.5in Anchor Diameter spa:= 42in Anchor spacing Zll °A.5 2x' CD = 1.04• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := WV spa = 0.557• kip Shear load to each anchor V Checks:= if(Vsp > Zll, "NG", "OK") ratios:= Sp = 0.54 Checka = "OK" Zll Use 1 /2" Dia. Anchor at 42"o.c. (7" min. embed) Holdnwn Mot — Mres T : _ = 0.82• kip checkT : = if (T > 1501bf , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" `S Tall LTT19 = 1.31•kip Allowable tension load (Simpson LTT19) checkHD : = if T > 1.0, "NG" , "OK" I ratio := T = 0.62 checkHD = "OK" Tall Tall Anchor Mot 0.9 Mres' TLRFD .— 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 1.46• kip ma's Use Simpson LTT19 w/ 1 /2" Dia. Anchor, 8" min. embed (Ref. Anchor Output) Footing Uplift Lftg:= ` S + 5ft = 15.5 ft Length of footing tslab 4in Slab thickness Wftg:= 1.33ft Width of footing tr'bslab:= 4ft Slab tributary tftg:= 8in Thickness of footing tstem Oin Stem wall thick tribflr•� = Oft Floor/deck tributary htstem 18in Stem wall height Wtresist g' Rwfttftg + tslab'trlbslab + tstem' htstem)' 150pcf + trib fir DL flr]• L ftg — 2 2 58• kip Weight resisting uplift checkftg:= if(wtresist > T, "OK" , "NG") ratio := T = 0.32 checkftg = "OK" resist Use 1'-4"W x 6"D footing w/ (2) #4 Long., #4 @ 10" o.c. Trans 02—Lateral Analysis.xmcd S13 SW2 IN - PLANE SHEAR ht:= 9-ft Ls := 19.75ft + 4.25ft DLrf = 15•psf R : = RLrf 2 = 1.46• kip 14ft Wrf := 2 pext w = 10• psf Wal height Total shear wall length Dead load of roof Reaction at wall line Tributary width offraming on wall Dead load of exterior walls Vrf PF S ws:= 4.2511 Shear wall length Aspect Ratio (Blocked Shear Wall) ht = 2.12 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 (h0' (` S) Wal load w Mres Prf + Pw). slJ. 0.6 Resisting moment (ASD) 2 checkratio = "OK" (WSP) =1.0 Vrf = 0.15•kip Mot = 1.4• kip. ft Prf = 0.45• kip Pam, = 0.38• kip Mres = 1.06• kip. ft 02—Lateral Analysis.xmcd S14 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides v Sf = 36•plf ma's (WSP)• °w6' n WV Fall := = 428.6. plf checkwv := if — > 1.0, "NG" , "OK" Qs wall J checkv,,v = "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.5in Anchor Diameter spa:= 42in Anchor spacing Zll °A.5 2x' CD = 1.04• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := WV spa = 0.127• kip Shear load to each anchor V Checks:= if(Vsp > Zll, "NG", "OK") ratios:= Sp = 0.12 Checka = "OK" Zll Use 1 /2" Dia. Anchor at 42"o.c. (7" min. embed) Holdnwn Mot — Mres T : _ = 0.08• kip checkT : = if (T > 1501bf , "HD REQ'D" , "NOT REQ'D") checkT = "NOT REQ'D" `S 02_Lateral Analysis.xmcd S15 SWA IN - PLANE SHEAR ht:= 9•ft Wal height Ls := 9ft Total shear wall length DLr f = 15• psf Dead load of roof R : = RTrf A = 1.46• kip Reaction at wall line Wrf 22t Tributary width of fra ming on wall pext w = 10• psf Dead load of exterior walls ws:= 9ft Shear wall length Aspect Ratio (Blocked Shear Wall) S Vrf W T t t I = 1 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 = 0.87•kip LS i Mot := Vrf' ht Overturning moment (ASD) Mot = 7.9• kip. ft Resisting Forces Prf := (DLrf).wrf-(ma's) Roof load Prf = 0.14•kip Pw'= pext—w'(ht)'(WS) Wal load PW=0.81•kip w Mres'= (Prf + Pw). l I.0 6 2J Resisting moment (ASD) Mres = 2.55• kip. ft 02_Lateral Analysis.xmcd S16 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides v Sf = 97•plf ma's (WSP)• °w6' n WV wall:= — 435•plf checkwv:= if — > 1.0, "NG", "OK" Qs wall J check,, , _ "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.5in Anchor Diameter spa:= 42in Anchor spacing Zll °A.5 2x' CD = 1.04• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := WV spa = 0.34• kip Shear load to each anchor V Checks:= if(Vsp > Zll, "NG", "OK") ratios:= Sp = 0.33 Checka = "OK" Zll Use 1 /2" Dia. Anchor at 42"o.c. (7" min. embed) Holdnwn Mot — Mres T : _ = 0.59• kip checkT : = if (T > 1501bf , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" `S Tall LTT19 = 1.31•kip Allowable tension load (Simpson LTT19) checkHD := if T > 1.0, "NG" , "OK" I ratio := T = 0.45 checkHD = "OK" Tall Tall Anchor Mot 0.9 Mres' TLRFD .— 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 1.03• kip ma's Use Simpson LTT19 w/ 1 /2" Dia. Anchor, 8" min. embed (Ref. Anchor Output) Footing Uplift Lftg:= ` S + 5ft = 14ft Length of footing tslab 4in Slab thickness Wftg:= 1.33ft Width of footing tr'bslab:= 4ft Slab tributary tftg:= 8in Thickness of footing tstem Oin Stem wall thick tribflr•� = Oft Floor/deck tributary htstem 18in Stem wall height Wtresist g' Rwfttftg + tslab'trlbslab + tstem' htstem)' 150pcf + trib fir DL flr]• L ftg — 2 2 31 kip Weight resisting uplift check ftg : = if (wtresist > T, "OK" , "NG") ratio : = T = 0.25 check ftg = "OK" resist Use 1'-4"W x 6"D footing w/ (2) #4 Long., #4 @ 10" o.c. Trans 02—Lateral Analysis.xmcd S17 SWB IN - PLANE SHEAR ht:= 9•ft Wal height Ls := 2.67ft• 3 Total shear wall length DLr f = 15• psf Dead load of roof R : = RTrf B = 1.89• kip Reaction at wall line 2ft Wrf 2 Tributarywidthofframingonwall pext w — 10• psf Dead load of exterior walls ws:= 2.67ft Shear wall length Aspect Ratio (Blocked Shear Wall) S Vrf W T t t I = 3.37 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) = 0.8 ws ws J Overturning Forces w Vrf := R. S 0.6 Shear load at top of wall (ASD) Vrf = 0.38•kip LS i Mot := Vrf' ht Overturning moment (ASD) Mot = 3.4 kip. ft Resisting Forces Prf := (DLrf).wrf-(ma's) Roof load Prf = 0.04•kip Pw'= pext—w'(ht)'(WS) Wal load Pam, = 0.24•kip w Mres'= (Prf + Pw). l I.0 6 2J Resisting moment (ASD) Mres = 0.22• kip. ft 02_Lateral Analysis.xmcd S18 Plywood Shear ( ref. ANSI/AF&PA SDPWS) QS := 2.0 (ref. section 4.3.3) n := 1 sides v Sf = 141•plf ma's (WSP)• °w6' n WV Fall : _ = 360.5• plf checkwv : = if — > 1.0, "NG" , "OK" Qs wall J checkv,,v _ "OK" ingle Sided 15/32" sheathing w/ 10d @ 6" O.C. Panel Edges @ 12" O.C. iterior Supports (ref. table 4.3A) Sill Plate Anchorage CD:= 1.6 tsp := 1.5in Sill plate thickness diaa := 0.5in Anchor Diameter spa:= 42in Anchor spacing Zll °A.5 2x' CD = 1.04• kip Allowable load parallel to grain (ref. NDS table 12) Vsp := WV spa = 0.495• kip Shear load to each anchor V Checks:= if(Vsp > Zll, "NG", "OK") ratios:= Sp = 0.48 Checka = "OK" Zll Use 1 /2" Dia. Anchor at 42"o.c. (7" min. embed) Holdnwn Mot — Mres T : _ = 1.19• kip checkT : = if (T > 1501bf , "HD REQ'D" , "NOT REQ'D") checkT = "HD REQ'D" `S Tall LTT19 = 1.31•kip Allowable tension load (Simpson LTT19) checkHD : = if T > 1.0, "NG" , "OK" I ratio := T = 0.91 checkHD = "OK" Tall Tall Anchor Mot 0.9 Mres' TLRFD . _ 0.6 0.6 Tension in anchor bolt (LRFD) TLRFD = 1.99• kip ma's Use Simpson LTT19 w/ 1 /2" Dia. Anchor, 8" min. embed (Ref. Anchor Output) Footing Uplift Lftg:= ` S + 5ft = 7.67 ft Length of footing tslab 4in Slab thickness Wftg:= 1.33ft Width of footing tr'bslab:= 4ft Slab tributary tftg:= 8in Thickness of footing tstem Oin Stem wall thick tribflr •= Oft Floor/deck tributary htstem 18in Stem wall height Wtresist : _ Rwftg'tftg + tslab'trlbslab + tstem' htstem)' 150pcf + trib fir DL flr]• L ftg = 2 1.28• kip Weight resisting uplift check ftg : = if (wtresist > T, "OK" , "NG") ratio : = T = 0.93 check ftg = "OK" resist Use 1'-4"W x 6"D footing w/ (2) #4 Long., #4 @ 10" o.c. Trans 02_Lateral Analysis.xmcd S19 LTT/HTT Tension Ties = Tension ties offer a solution for resisting tension loads that are 4) fastened with nails. The HTT4 and HTT5 tension ties feature an = H optimized nailing pattern which results in better performance with less deflection. 5.2 N 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 Vertical HTTE Installation (HT7-4 similar) 1ys'. 1/6" 6 Load ° transfer ° plate 1 washer not 1 required 62 i—,i 23/4" LTTI31 Horizontal LTT131 Installation I 6" ---I 31le LTT20B (LTT19 similar) StrongTie 13/4n HTT5 (HTT4 similar) Horizontal LTT19 Installation (LTT20B similar) Hanger not shown <-- for clarity .po - — ---- -- �--- ® ® ®®®®®®® ® oZo oo° Q: Horizontal HTT Installation 54 S20 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 19% 1 % '/16 1/2, % or 3/4 (8) 0.148 x 11/z 11/z x 31/2 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 1 '/16 716 % (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 '/1s %6 % (26) SD #10 x 21/2 3 x 31/2 5,445 5,360 0.103 — HTT5-3/4 11 21/z 16 1 '/16 716 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 E-7i►��i�-Z•�c■ Anchor DesignerT"' Software Version 2.9.7376.0 1.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): 0.500 Effective Embedment depth, he (inch): 8.000 Code report: IAPMO LIES ER-263 Anchor category: - Anchor ductility: Yes hmin (Inch): 9.25 cap (inch): 13.84 Cmin (Inch): 1.75 Smin (Inch): 3.00 Recommended Anchor Anchor Name: AT-XPV - AT-XP w/ 1/2" O F1554 Gr. 36 Code Report: IAPMO LIES ER-263 }} 3 -.1er Company: NKH Engineering Date: 3/17/2021 Engineer: A.Rishel Page: 1/5 Project: Elm Way Garage Address: Phone: E-mail: Project description: LTT19 Anchor 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 S22 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]: 1990 Vuax [lb]: 0 Vuay [lb]: 0 <Figure 1> Company: NKH Engineering Date: 3/17/2021 Engineer: A.Rishel Page: 2/5 Project: Elm Way Garage Address: Phone: E-mail: Z 1990 lb A ., 0 lb i 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 S23 E-7i►��i�-z•�►■ Anchor Designer"' Software Version 2.9.7376.0 <Figure 2> Company: NKH Engineering Date: 3/17/2021 Engineer: A.Rishel Page: 3/5 Project: Elm Way Garage 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 S24 E-7i►��i�-Z•�e■ Anchor DesignerT"' Software Version 2.9.7376.0 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) 1 1990.0 Company: NKH Engineering Date: 3/17/2021 Engineer: A.Rishel Page: 4/5 Project: Elm Way Garage 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 1990.0 0.0 0.0 0.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (lb): 1990 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 (Ib) 0 ON- (Ib) 8235 0.75 6176 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kcaal fchef .b (Eq. 17.4.2.2a) kc Aa fc (psi) hef (In) Nb (Ib) 17.0 1.00 3500 8.000 22757 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 :ep,N Nb (Ib) 0 ONO (Ib) 144.00 576.00 3.00 0.775 1.00 1.000 22757 0.65 2866 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) 1035 1.00 1.00 1035 Nba = A aTcrndahef (Eq. 17.4.5.2) A a Tcr (psi) da (In) hef (in) Nba (lb) 1.00 1035 0.50 8.000 13006 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 �Na (Ib) 72.14 144.55 6.01 3.00 0.850 1.000 13006 0.55 3033 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 S25 E-7i►��i�-Z•�c■ Anchor Designer TM Software Version 2.9.7376.0 Company: NKH Engineering Date: 3/17/2021 Engineer: A.Rishel Page: 5/5 Project: Elm Way Garage 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 1990 6176 0.32 Pass Concrete breakout 1990 2866 0.69 Pass (Governs) Adhesive 1990 3033 0.66 Pass AT-XP w/ 1/2" 0 F1554 Gr. 36 with hef = 8.000 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 S26 + ' O R T E' C JOB SUMMARY REPORT 1 20-171 Elm Way Remodel Garage Roof Member Name Results Current Solution Comments Roof: Joist Passed 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 @ 16" OC Roof: Drop Beam Passed 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam Wall: Garage Header Passed 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Wall: Typ Header Passed 2 piece(s) 2 x 8 Douglas Fir -Larch No. 2 ForteWEB Software Operator Job Notes Allen Rishel NKH Engineering (206) 641-1733 allen@nkhengineering.com A Weyerhaeuser 3/17/2021 6:53:14 PM UTC ForteWEB v3.1 File Name: 20-171 Elm Way Remodel S27 Page 1 / 5 a FORTE"M3 MEMBER REPORT Garage Roof, Roof: Joist 1 piece(s) 2 x 8 Douglas Fir -Larch No. 2 @ 16" OC PASSED 0 Sloped Lengih: 14' 7 1/8' 14' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. 0 Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 389 @ 2 1/2" 3281 (3.50") Passed (12%) 1.0 D + 1.0 S (All Spans) Shear(lbs) 341 @ 10 3/4" 1501 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1338 @ 7' 3 1/2" 1564 Passed (86%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.397 @ 73 1/2" 0.709 Passed (L/429) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.635 @ 73 1/2" 0.945 Passed (L/268) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • A 15% increase in the moment capacity has been added to account for repetitive member usage. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Beveled Plate - DF 3.50" 3.50" 1.50" 146 194 243 583 Blocking 2 - Beveled Plate - DF 3.50" 3.50" 1 1.50" 146 194 243 583 Blocking • rsiocKmg raneis are assumea to carry no ioaas appnea aireary aoove mem ano me run ioaa is appuea to me memoer Deing aesignea. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 10" o/c Bottom Edge (Lu) 14' 7" o/c -Maximum allowable bracing intervals based on applied load. Vertical Load Location (Side) Spacing Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 14' 7" 16" 15.0 20.0 25.0 Default Load Member Length : 14' 7 7/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : Aso Member Pitch : 0.5/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -parry certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Allen Rishel NKH Engineering (206) 641-1733 allen@nkhengineering.com 3/17/2021 6:53:14 PM UTC ForteWEB 0.1, Engine: V8.1.6.2, Data: V88.00.1t.0 S Weyerhaeuser File Name: 20-171 Elm Way ; el Paget/5 a" O R T CM MEMBER REPORT PASSED Garage Roof, Roof: Drop Beam 1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam Overall Length: 13 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3911 @ 2" 7963 (3.50") Passed (49%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 3248 @ P 2" 7466 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 12801 @ 6' 10 1/2" 14792 Passed (87%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.420 @ 6' 10 1/2" 0.671 Passed (L/383) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.682 @ 6' 10 1/2" 1 0.894 1 Passed (L/236) 1 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Allowed moment does not reflect the adjustment for the beam stability factor. • Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 13' 5". • The effects of positive or negative camber have not been accounted for when calculating deflection. • The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. • Applicable calculations are based on NDS. Supports IV Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Column - DF 3.50" 3.50" 1.72" 1505 1925 2406 5836 Blocking 2 - Column - DF 3.50" 3.50" 1.72" 1505 1925 2406 5836 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 13' 9" o/c Bottom Edge (Lu) 13' 9" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 13' 9" N/A 8.9 1 - Uniform (PSF) 0 to 13' 9" (Top) 14' 15.0 20.0 25.0 Default Load System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Member Pitch : 0/12 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Allen Rishel NKH Engineering (206) 641-1733 allen@nkhengineering.com 3/17/2021 6:53:14 PM UTC ForteWEB 0. 1, Engine: V8.1.6.2, Data: V88.00.1.0 Weyerhaeuser File Name: 20-171 Elm Way 4el Page 3/5 a FORTE'M3 MEMBER REPORT Garage Roof, Wall: Garage Header 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 10' 6' L 10' L 1I ❑2 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 401 @ 1 1/2" 6563 (3.00") Passed (6%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 336 @ 10 1/4" 3502 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1004 @ 5' 3" 3438 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.035 @ 5' 3" 0.342 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 1 0.107 @ 5' 3" 0.313 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/5/16"). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 270 105 131 506 None 2 - Trimmer - DF 3.00" 3.00" 1 1.50" 270 105 131 506 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 10' 6" o/c Bottom Edge (Lu) 10' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 10' 6" N/A 6.4 1 - Uniform (PSF) 0 to 10' 6" 3' 10.0 - Wall 2 - Uniform (PSF) 0 to 10' 6" 1' 15.0 20.0 25.0 Roof System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Allen Rishel NKH Engineering (206) 641-1733 allen@nkhengineering.com 3/17/2021 6:53:14 PM UTC ForteWEB 0. 1, Engine: V8.1.6.2, Data: V88.00.f11.0 c Weyerhaeuser File Name: 20-171 Elm Way el Page 4 / 5 a FORTE'M3 MEMBER REPORT Garage Roof, Wall: Typ Header 2 piece(s) 2 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 3 6' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 318 @ 1 1/2" 5625 (3.00") Passed (6%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 172 @ 10 1/4" 2349 Passed (7%) 0.90 1.0 D (All Spans) Moment (Ft-Ibs) 312 @ 2' 9" 2129 Passed (15%) 0.90 1.0 D (All Spans) Live Load Defl. (in) 0.003 @ 2' 9" 0.175 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.013 @ 2' 9" 0.262 Passed (L/999+) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • Applicable calculations are based on NDS. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Roof Live Snow Total 1 - Trimmer - DF 3.00" 3.00" 1.50" 249 55 69 373 None 2 - Trimmer - DF 3.00" 3.00" 1 1.50" 249 55 69 373 None Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 5' 6" o/c Bottom Edge (Lu) 5' 6" o/c -Maximum allowable bracing intervals based on applied load. Vertical Loads Location (Side) Tributary Width Dead (0.90) Roof Live (non -snow: 1.25) Snow (1.15) Comments 0 - Self Weight (PLF) 0 to 5' 6" N/A 5.5 1 - Uniform (PSF) 0 to 5' 6" 7' 10.0 - Wall 2 - Uniform (PSF) 0 to 5' 6" 1' 15.0 20.0 25.0 Roof System : Wall Member Type : Header Building Use : Residential Building Code : IBC 2015 Design Methodology : ASO Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC-ES under evaluation reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Allen Rishel NKH Engineering (206) 641-1733 allen@nkhengineering.com 3/17/2021 6:53:14 PM UTC ForteWEB 0. 1, Engine: V8.1.6.2, Data: V88.00.��I1.0 Weyerhaeuser File Name: 20-171 Elm Way tlel Pages/5 NKH Engineering nkhengineering.com Project Title: Elm Way Garage Engineer: NKH Project ID: 20-171 Project Descr: Printed: 17 MAR 2021, 12:07PM General Footin File: Posts & Footings.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.17 DESCRIPTION: Footing - Garage Post Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density (p Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Soil Design Values = 2.50 ksi Allowable Soil Bearing = 1.50 ksf = 60.0 ksi Increase Bearing By Footing Weight = No = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 = 0.90 = 0.750 Increases based on footing Depth Footing base depth below soil surface = 1.0 ft = Allow press. increase per foot of depth = ksf = 0.00180 when footing base is below = ft = 1.0:1 = 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes = ksf No when max. length or width is greater than = ft No Width parallel to X-X Axis = 2.5 ft Length parallel to Z-Z Axis = 2.50 ft Footing Thickness = 10.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis = in Height - in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D P : Column Load = 3.0 OB : Overburden = M-xx = M-zz = V-x = V-z = Z E X-X Section Lcokin9 b +Z Lr L S W E H 3.860 4.80 k ksf k-ft k-ft k k S32 NKH Engineering nkhengineering.com Project Title: Elm Way Garage Engineer: NKH Project ID: 20-171 Project Descr: Printed: 17 MAR 2021, 12:07PM General Footing File: Posts & Footings.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.17 KW-06012717 DESCRIPTION: Footing - Garage Post DESIGN SUMMARY 0- • • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9247 Soil Bearing 1.387 ksf 1.50 ksf +D+S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1943 Z Flexure (+X) 1.410 k-ft/ft 7.255 k-ft/ft +1.20D+1.60S PASS 0.1943 Z Flexure (-X) 1.410 k-ft/ft 7.255 k-ft/ft +1.20D+1.60S PASS 0.1943 X Flexure (+Z) 1.410 k-ft/ft 7.255 k-ft/ft +1.20D+1.60S PASS 0.1943 X Flexure (-Z) 1.410 k-ft/ft 7.255 k-ft/ft +1.20D+1.60S PASS 0.1934 1-way Shear (+X) 14.503 psi 75.0 psi +1.20D+1.60S PASS 0.1934 1-way Shear (-X) 14.503 psi 75.0 psi +1.20D+1.60S PASS 0.1934 1-way Shear (+Z) 14.503 psi 75.0 psi +1.20D+1.60S PASS 0.1934 1-way Shear (-Z) 14.503 psi 75.0 psi +1.20D+1.60S PASS 0.3616 2-way Punching 54.236 psi 150.0 psi +1.20D+1.60S Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual 1 Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.6192 0.6192 n/a n/a 0.413 X-X, +D+Lr 1.50 n/a 0.0 1.237 1.237 n/a n/a 0.825 X-X, +D+S 1.50 n/a 0.0 1.387 1.387 n/a n/a 0.925 X-X, +D+0.750Lr 1.50 n/a 0.0 1.082 1.082 n/a n/a 0.721 X-X, +D+0.750S 1.50 n/a 0.0 1.195 1.195 n/a n/a 0.797 X-X, +0.60D 1.50 n/a 0.0 0.3715 0.3715 n/a n/a 0.248 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.6192 0.6192 0.413 Z-Z, +D+Lr 1.50 0.0 n/a n/a n/a 1.237 1.237 0.825 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 1.387 1.387 0,925 Z-Z, +D+0.750Lr 1.50 0.0 n/a n/a n/a 1.082 1.082 0.721 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 1.195 1.195 0,797 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.3715 0.3715 0.248 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in2 in2 in2 k-ft X-X, +1.40D 0.5250 +Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +1.40D 0.5250 -Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +1.20D+0.50Lr 0.6913 +Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +1.20D+0.50Lr 0.6913 -Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +1.20D+0.50S 0.750 +Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +1.20D+0.50S 0.750 -Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +1.20D+1.60Lr 1.222 +Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +1.20D+1.60Lr 1.222 -Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +1.20D+1.60S 1.410 +Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +1.20D+1.60S 1.410 -Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +0.90D 0.3375 +Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +0.90D 0.3375 -Z Bottom 0.2160 Min Temp % 0.240 7.255 OK S33 NKH Engineering nkhengineering.com Project Title: Elm Way Garage Engineer: NKH Project ID: 20-171 Project Descr: Printed: 17 MAR 2021, 12:07PI General Footin File: Posts & Footings.ec6 g Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.17 DESCRIPTION: Footing - Garage Post Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in^2 in^2 in"2 k-ft X-X, +1.20D+0.20S 0.570 +Z Bottom 0.2160 Min Temp % 0.240 7.255 OK X-X, +1.20D+0.20S 0.570 -Z Bottom 0,2160 Min Temp % 0.240 7.255 OK Z-Z, +1.40D 0.5250 -X Bottom 0.2160 Min Temp % 0.240 7.255 OK Z-Z, +1.40D 0.5250 +X Bottom 0,2160 Min Temp % 0.240 7.255 OK Z-Z, +1.20D+0.50Lr 0.6913 -X Bottom 0.2160 Min Temp % 0.240 7.255 OK Z-Z, +1.20D+0.50Lr 0.6913 +X Bottom 0,2160 Min Temp % 0.240 7.255 OK Z-Z, +1.20D+0.50S 0.750 -X Bottom 0.2160 Min Temp % 0.240 7.255 OK Z-Z, +1.20D+0.50S 0.750 +X Bottom 0,2160 Min Temp % 0.240 7.255 OK Z-Z, +1.20D+1.60Lr 1.222 -X Bottom 0.2160 Min Temp % 0.240 7.255 OK Z-Z, +1.20D+1.60Lr 1.222 +X Bottom 0,2160 Min Temp % 0.240 7.255 OK Z-Z, +1.20D+1.60S 1.410 -X Bottom 0.2160 Min Temp % 0.240 7.255 OK Z-Z, +1.20D+1.60S 1.410 +X Bottom 0,2160 Min Temp % 0.240 7.255 OK Z-Z, +0.90D 0.3375 -X Bottom 0.2160 Min Temp % 0.240 7.255 OK Z-Z, +0.90D 0.3375 +X Bottom 0,2160 Min Temp % 0.240 7.255 OK Z-Z, +1.20D+0.20S 0.570 -X Bottom 0.2160 Min Temp % 0.240 7.255 OK Z-Z, +1.20D+0.20S 0.570 +X Bottom 0,2160 Min Temp % 0.240 7.255 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.401) 5.40 psi 5.40 psi 5.40 psi 5.40 psi 5.40 psi 75.00 psi 0.07 OK +1.20D+0.50Lr 7.11 psi 7.11 psi 7.11 psi 7.11 psi 7.11 psi 75.00 psi 0.09 OK +1.20D+0.50S 7.71 psi 7.71 psi 7.71 psi 7.71 psi 7.71 psi 75.00 psi 0.10 OK +1.20D+1.60Lr 12.57 psi 12.57 psi 12.57 psi 12.57 psi 12.57 psi 75.00 psi 0.17 OK +1.20D+1.60S 14.50 psi 14.50 psi 14.50 psi 14.50 psi 14.50 psi 75.00 psi 0.19 OK +0.90D 3.47 psi 3.47 psi 3.47 psi 3.47 psi 3.47 psi 75.00 psi 0.05 OK +1.20D+0.20S 5.86 psi 5.86 psi 5.86 psi 5.86 psi 5.86 psi 75.00 psi 0.08 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 20.19 psi 150.00osi 0.1346 OK +1.20D+0.50Lr 26.59 psi 150.00psi 0.1773 OK +1.20D+0.50S 28.85 psi 150.00osi 0.1923 OK +1.20D+1.60Lr 47.01 psi 150.00psi 0.3134 OK +1.20D+1.60S 54.24 psi 150.00osi 0.3616 OK +0.90D 12.98 psi 150.00psi 0.08655 OK +1.20D+0.20S 21.93 psi 150.000si 0.1462 OK S34 NKH Engineering nkhengineering.com Project Title: Elm Way Garage Engineer: NKH Project ID: 20-171 Project Descr: Printed: 17 MAR 2021, 12:05PM Wood Column File: Posts & Footings.ec6 ` Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.1 i I KW-06012717 DESCRIPTION: Garage Beam Post Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Analysis Method : Allowable Stress Design Wood Section Name 4x4 End Fixities Top & Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 8 ft Wood Member Type Sawn ( Used for non -slender calculations) Exact Width 3.50 in Allow Stress Modification Factors Wood Species Douglas Fir -Larch Exact Depth 3.50 in Cf or Cv for Bending 1.50 Wood Grade No.2 Area 12.250 inA2 Cf or Cv for Compression 1.150 Fb + 900 psi Fv 180 psi Ix 12.505 inA4 Cf or Cv for Tension 1.50 Fb - 900 psi Ft 575 psi I y 12.505 in 4 Cm : Wet Use Factor 1.0 Fc - Prll 1350 psi Density 31.21 pcf Ct :Temperature Factor 1.0 Fc - Perp 625 psi Cfu : Flat Use Factor 1.0 E : Modulus of Elasticity ... x-x Bending y-y Bending Axial Kf : Built-up columns 1 ,0 NDS 15.3.2 Basic 1600 1600 1600 ksi Use Cr : Repetitive ? No Minimum 580 580 Brace condition for deflection (buckling) along columns : X-X (width) axis: Fully braced against buckling ABOUT Y-Y Axis Y-Y (depth) axis : Fully braced against buckling ABOUT X-X Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weiqht included : 21.240 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 8.0 ft, D = 3.0, Lr = 3.860, S = 4.80 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.3576 :1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+S+H Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along XA 0.0 k Bottom along XA 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections.. . At maximum location values are ... Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 7.821 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along XA 0.0 in at 0.0 ft above base Fc: Allowable 1,785.38 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bending Compression Tension Load Combination +0.60D+0.70E+H Location of max.above base 8.0 ft Applied Design Shear 0.0 psi Allowable Shear 288.0 psi Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +D+H 0.900 1.000 0.1765 PASS 0.0 ft 0.0 PASS 8.0 ft +D+L+H 1.000 1.000 0.1589 PASS 0.0 ft 0.0 PASS 8.0 ft +D+Lr+H 1.250 1.000 0.2895 PASS 0.0 ft 0.0 PASS 8.0 ft +D+S+H 1.150 1.000 0.3576 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+H 1.250 1.000 0.2489 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+H 1.150 1.000 0.3027 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.60W+H 1.600 1.000 0.09929 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750Lr+0.750L+0.450W+H 1.600 1.000 0.1944 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.450W+H 1.600 1.000 0.2176 PASS 0.0 ft 0.0 PASS 8.0 ft +0.60D+0.60W+0.60H 1.600 1.000 0.05957 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.70E+0.60H 1.600 1.000 0.09929 PASS 0.0 ft 0.0 PASS 8.0 ft +D+0.750L+0.750S+0.5250E+H 1.600 1.000 0.2176 PASS 0.0 ft 0.0 PASS 8.0 ft S35 NKH Engineering nkhengineering.com Project Title: Elm Way Garage Engineer: NKH Project ID: 20-171 Project Descr: Printed: 17 MAR 2021, 12:05PN Wood Column File: Posts &Footings.ec6 Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.17 DESCRIPTION: Garage Beam Post Load Combination Results Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination C D C P Stress Ratio Status Location Stress Ratio Status Location +0.60D+0.70E+H 1.600 1.000 0.05957 PASS O.Oft 0.0 PASS 8.0 ft Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+H 3.021 +D+L+H 3.021 +D+Lr+H 6.881 +D+S+H 7.821 +D+0.750Lr+0.750L+H 5.916 +D+0.750L+0.750S+H 6.621 +D+0.60W+H 3.021 +D+0.750Lr+0.750L+0.450W+H 5.916 +D+0.750L+0.750S+0.450W+H 6.621 +0.60D+0.60W+0.60H 1.813 +D+0.70E+0.60H 3.021 +D+0.750L+0.750S+0.5250E+H 6.621 +0.60D+0.70E+H 1.813 D Only 3.021 Lr Only 3.860 L Only S Only 4.800 W Only E Only H Only Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.70E+0.60H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft +0.60D+0.70E+H 0.0000 in 0.000 ft 0.0000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft E Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.0000 in 0.000 ft S36 NKH Engineering nkhengineering.com Project Title: Elm Way Garage Engineer: NKH Project ID: 20-171 Project Descr: Printed: 17 MAR 2021, 12:05PM Wood Column File: Posts & Footings.ec6 ill 1 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.17 r. DESCRIPTION: Garage Beam Post Sketches 3.50 in +X 11.660k 11.660k S37