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APPROVED BLD-RESUB 1-Structural_Analysis_or_Calculationsc' 5920 100th Street, Suite 25, Lakewood, WA 98499 (253) 984-2900 beylerconsulting.com Date: 5/11/21 B E Y L E R Plan. Design. Manage. Design by: JEB CONSULTING Project & Location: Client: Structural Engineer: Project Number: Code: Loads: Structural calculations for vertical and lateral design Structural Calculations for Graham 9022 202nd Pl. SW Edmonds, WA 98026 Edmonds Renewal by Anderson Beyler Consulting, LLC. 5920 100t' Street SW, Suite 25 Lakewood, WA 98499 Jordan Henke, S.E. het nkekbeylerconsulting com 21.00116 2018 IBC I. Vertical Loads: Roof (Snow) 25 PSF Dead 15 PSF SIGNED 5/13/2021 LOADS ONLY Distributed load for the beam i` 0 BEYLER CONSULTING I � 4 4 Er W,= L = 10.67 ft R, = DL 0.74 Rz = 0.74 SL 1.23 ( 1.23 7 1.96 k 1.96 k Roof PSF Tributary SDL(25�(9.209.20 )+ Page: Roof Tributary DL[ 0 ) + DL,PSF 0 1� 0.001 = Wall SL 0 J 0.00 J PLF DL[ 138 1 SL 230 J 7 368 3 1 790 BEYLER ..NSULTING Project Title: 10' 8" Header Engineer: Project ID: 21.00116 Project Descr: Printed: 11 MAY 2021, 7:30AM rIue: Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2020, Buid:12.20.8.24 Description : 8 ft. header. Wood Beam Design : 10' 8" Header Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 3.5x7.0, Parallam PSL, Fully Unbraced Using Allowable Stress Design with IBC 2018 Load Combinations, Major Axis Bending Wood Species : il-evel Truss Joist Wood Grade: Parallam PSL 2.0E Fib - Tension 2,900.0 psi Fc - Prll 2,900.0 psi Fv 290.0 psi Ebend- xx 2,000.0 ksi Density 45.070 pcf Fib - Compr 2,900.0 psi Fc - Perp 750.0 psi Ft 2,025.0 psi Eminbend - xx 1,016.54 ksi Applied Loads Unif Load: D = 0.1380, S = 0.230 k/ft, Trib= 1.0 ft Design Summary Max fb/Fb Ratio = 0.678. 1 D 0.1380 S 0-230 fb : Actual : 2,198.64 psi at 5.335 ft in Span # 1 Fb : Allowable: 3,244.51 psi 3.5x7.0 Load Comb: +D+S+H Max fv/FvRatio = 0.322 : 1 10.670 ft fv : Actual : 107.38 psi at 10.101 ft in Span # 1 Fv : Allowable: 333.50 psi Load Comb: +D+S+H Max Deflections Max Reactions (k) D L L-r S w E hi Transient Downward 0.337 in Total Downward 0.539 in Left Support 0.74 1.23 Ratio 379 Ratio 237 Right Support 0.74 1.23 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Project: 21.00116 ' 5920 100th Street, Suite 25, Lakewood, WA 98499 B E Y L E R (253) 984-2900 DESIGNED: JEB beylerconsulting.com CONSULTING Plan. Design. Manage. PROJECT: Graham STUD WALL DESIGN Opening jamb_(3)2x6 2018 NDS/20181BC C of Wall P = 90# e = 0.50 in 8 DESIGN VALUES Hem Fir Fb (psi) = 675 Fv (psi) = 150 stud Grade Bending X-X was Fc (psi) = 800 405 Fcl (psi) = 405 E (psi) = 1.20E+06 Incised, No Emin (psi) = 4.40E+05 wet use, No ft Cr = 1 Repetiw, No W=94 PLF LATERAL LOADS W L. (in) = 48 Full Bracing, Yes E=30 PLF W (PSF) = 15.60 C = 0.8 (Sawn Lumber) E (PSF) = 5.00 Ke = 1 (Appendix G) TRIB. (IN) = 72 Cb = 1.00 (Bearing Area Factor) Bearing wall Fire rated ? No Use: (4) 2" X 4" @ 72" O.C. OK Fire Retardant FirePRO? No W Header Bearing Area (in`) = 21 405 = Fu (psi QUANITY 4 A = 21.00 in` b = 1.5 in S = 12.25 in' I d = 3.5 in I = 21.44 in Eq.16-9 Eq.16-10 Eq.16-11 Eq.16-12 Eq.16-13 LOAD CASES DL+LL DL+SL DL+0.75(LL+SL) DL+W L+0.75(LL+SL+1 Lu (ft) = 8 8 8 8 8 Vapplied (#) = 0 0 0 375 281 Mapplled (ft-#) = 1 2 2 750 565 Papplied (#) = 34 90 76 34 76 CD= 1 1.15 1.15 1.6 1.6 BENDING STESS CALCS FbE (psi)= 27462 CbF = 1.1 Fb* (psi)= 743 854 854 1188 1188 CL= 1 1 1 1 1 Fb (psi)= 743 854 854 1188 1188 AXIAL STESS CALCS FcE = 481 CcF = 1.05 La/d = 27.43 27.43 27.43 27.43 27.43 Fc* (psi)= 840 966 966 1344 1344 Cp = 0.482400721 0.431969563 0.431969563 0.326132236 0.326132236 Fc (psi )= 405 417 417 438 438 ALLOWABLES DL+LL DL+SL DL+0.75(LL+SL) DL+W L+0.75(LL+SL+1 Vallow (#) = 2100 2415 2415 3360 3360 Mallow (ft - #) = 758 872 872 1213 1213 Pa11ow(#)= 34038 35052 35052 36819 36819 (fo/F�)2+fb/(Fb0-(fo/FoE)= 0.00 0.00 0.00 0.62 0.47 (f,&A +(fb/FbEf = 0.00 0.01 0.01 0.00 0.01 Pclallow on PL (#) = 8505 8505 8505 8505 8505 Pclallcw on Beam (#) = 8505 8505 8505 8505 8505 Deflection U NA NA NA U286 L/382 240 0.00 0.00 0.00 0.34 0.25 CHECKS DL + LL DL + SL DL+0.75(LL+SL) DL + W L+0.75(LL+SL+1 " applied"' allow V.V io V.V -/o V.V io i i. i io 0.170 MOMENT M OK OK OK OK OK Mapplied/Mallow 0.1% 0.2% 0.2% 61.9% 46.6% AXIAL P OK OK OK OK OK Papplied' Pallow 0.1% 0.3% 0.2% 0.1% 0.2% (fdl`�)2+fb/(Fb0-(fdFoE) OK OK OK OK OK (fjl`�)2+fb/(Fb(1-(fdl`oE) 0.1% 0.2% 0.2% 62.1% 46.9% (fJF,)+(fb/FbE)2 OK OK OK OK OK (I` JFoE) +( fb/FbE)Z 0.3% 0.9% 0.8% 0.3% 0.8% AXIAL P. on PL OK OK OK OK OK P&applied/Pclallow, 0.4% 1.1 % 0.9% 0.4% 0.9% AXIAL P, on Beam OK OK OK OK OK DEFLECTION OK OK OK OK OK Dactoal/Dallowed 0.0% 0.0% 0.0% 83.8% 62.9% Overall Check OK OK OK OK OK Ible 4a Bending) (Eq 3.7-1) (Eq 3.7-1) (Table 4.3.1) Ible 4a Compression) (3.7.1.4) <50 (Eq 3.7-1) (Eq 3.7-1) (Table 4.3.1) Le = (Ke)L Bello,,,=A* F„* Co/ 1.5 1Ae1low = S*Fb*CD*CI-CL*Cr 'allow = A * Fe * CD * CF * CP :Eq 3.9-3) :Eq 3.9-4) 'C19—=A * Fc * Cb 'C19—=A * Fc -/(I * E / 15 * LI *Mavuilea) (1.0).w I Table 1604.3(f) Actual n, Project: 21.00116 ' 5920 100th Street, Suite 25, Lakewood, WA 98499 B E Y L E R (253) 984-2900 DESIGNED: JEB beylerconsulting.com CONSULTING Plan. Design. Manage. PROJECT: Graham STUD WALL DESIGN 3-1/5 PSL_Header_(1)Bearing Stud 2018 NDS/20181BC C of Wall P = 1970# e = 0.50 in 8 DESIGN VALUES Hem Fir Fb (psi) = 675 Fv (psi) = 150 stud Grade Bending X-X was Fc (psi) = 800 405 Fcl (psi) = 405 E (psi) = 1.20E+06 Incised, No Emin (psi) = 4.40E+05 wet use, No ft Cr = 1 Repetiw, No W=5 PLF LATERAL LOADS W L. (in) = 48 Full Bracing, Yes E=5 PLF W (PSF) = 5.00 C = 0.8 (Sawn Lumber) E (PSF) = 5.00 Ke = 1 (Appendix G) TRIB. (IN) = 12 Cb = 1.00 (Bearing Area Factor) Use: (2) 2" X 4" @ 12" O.C. OK QUANITY 2 b= 1.5in d= 3.5in I A = S= I- Eq.16-9 Eq.16-10 Eq.16-11 LOAD CASES DL+LL DL+SL DL+0.75(LL+SL) Lu (ft) = Vapplied (#) = Mapplled (ft-#) = Papplied (#) = CD= 8 4 15 740 1 8 10 41 1970 1.15 8 9 35 1663 1.15 BENDING STESS CALCS Fur (psi)= 27462 Fb* (psi)= Ct= Fb (psi)= 743 1 743 854 1 854 854 1 854 AXIAL STESS CALCS FcE = 481 La/d = Fc* (psi)= Cp = Fc (psi )= 27.43 840 0.482400721 405 27.43 966 0.431969563 417 27.43 966 0.431969563 417 ALLOWABLES DL+LL DL+SL DL+0.75(LL+SL) Vallow (#) = 1050 1208 1208 Mallow (ft - #) = 379 436 436 Pallow (#) = 8510 8763 8763 (f./F�)2+fb/(Fb(1-(fc/F�E)= 0.06 0.20 0.15 (f,&A +( fb/FbEf = 0.15 0.39 0.33 Pclallow on PIL (#) = 4253 4253 4253 Pclallcw on Beam (#) = 7031 7031 7031 Deflection U NA NA NA Bearing wall Fire rated ? No Fire Retardant FirePRO? No W Header Bearing Area (in`) = 9.375 750 = Fu (psi 10.50 in` 6.13 in' 10.72 in° DL + W or E +0.75(LL+SI 8 8 24 24 58 68 740 1663 1.6 1.6 CbF 1188 1188 1 1 1188 1188 CcF = 1.05 27.43 27.43 1344 1344 0.326132236 0.326132236 438 438 DL + W or E +0.75(LL+SL+WorE) 1680 1680 Ve„w,=A*F *CD/1.5 606 606 Meluw=S*Fb*CD*CI-CL*Cr 9205 9205 Panow = A * Fe * CD * CF * CP 0.12 0.20 (Eq 3.9-3) 0.15 0.33 (Eq 3.9-4) 4253 4253 Pcie =A * Fc * Cb 7031 7031 P,.,,- =A * Fc U2680 I L/3573 IL/( I * E / 15 * L �*Meppli.d) ft.of.worE I Table 1604.3(f) CHECKS I DL + LL I DL + SL I DL+0.75(LL+SL) I DL + W or E " applied"' allow V-70 V.070 V.r io 1.470 i.yio MOMENT M OK OK OK OK OK Mapplied/Mallow, 4.1% 9.4% 7.9% 9.5% 11.3% AXIAL P OK OK OK OK OK Papplied'Pallow 8.7% 22.5% 19.0% 8.0% 18.1% (fdl`�')2+fb/(Fb0-(fdF�E) OK OK OK OK OK (fjl`�')2+fb/(Fb(1-(fdl`�E) 5.5% 20.5% 15.4% 11.8% 20.1% (fJF,)+(fb/FbE)2 OK OK OK OK OK (I`JFcE)+(fb/FbE)2 14.7% 39.0% 32.9% 14.7% 32.9% AXIAL P. on PL OK OK OK OK OK P&applied/Pclallow 17.4% 46.3% 39.1 % 17.4% 39.1 % AXIAL P, on Beam OK OK OK OK OK DEFLECTION OK OK OK OK OK Dactoal/Dallowed 0.0% 0.0% 0.0% 9.0% 6.7% Overall Check OK OK OK OK OK ible 4a Bending) (Eq 3.7-1) (Eq 3.7-1) (Table 4.3.1) ,ble 4a Compression) (3.7.1.4) <50 (Eq 3.7-1) (Eq 3.7-1) (Table 4.3.1) Actual n, Le = (Ke)L 5920 100th Street, Suite 25, Lakewood, WA 98499 (253) 984-2900 Job # 21.00116 B E Y L E R Designed: JEB CONSULTING Date: 5/11/21 Project. Graham WIND ANALYSIS: IBC 2018 / ASCE 7-16 Risk Category 11 I, 11, III or IV Figure 26.5-1 B W= 1.00 (ASCE Table 1.5-2) 100 Typical Basic Wind Speed, V= 100 mph Section 26.5.1 Exposure Category: B Section 26.7.2 Mean Roof Height, h= 13.00 feet Alpha = 7 Parapet Height above roof, p= - feet Zg = 1200 Building Width, B= 50.00 feet Building Length, L= 48.00 feet Enclosed Building n Ground Elevation factor: 374 Elev. (ft) Section 26.9 GCpi =+/- 0.18 Table 26.13-1 G = 0.8500 gust effect factor defined in section 26.11.1 K, = 2.01 (Z/zg) 2/alpha (ASCE 7-16 Table 27.3-1) Section 26.10.1 Kn = (1 + Ki Kz K3)2 = 1.39 (ASCE 7-16 Eq. 26.8-1) Section 26.8.2 Ka = 0.99 (ASCE 7-16 Table 26.9-1) Section 26.9 Kd = 0.85 (ASCE 7-16 Table 26-1) Section 26.6 1 = 1.00 (ASCE 7-16 Table 1.5-2) Windward: P = gGCp - gi(GCpi) (ASCE 7-16) (Eq. 27.3-1) Cp = 0.8 (windward) Figure 27.3-1 Table 27.3-1 Eq. 27.3-1 Eq. 27.4-1 a Eq. 27.4-1 b Eq. 27.4-1 Eq. 27.4-1 Totals h See.27.3.1 Sec.27.3.2 External Internal Total Total Windward + Leeward h feet Kz qz (psf) gGGCp - gi(GCpi) q G Cp + gi(G(q G Cp - gi(GCpi) Along B Along L feet 15 0.57 17.15 11.66 2.96 14.62 8.70 18.7 (11.2) 18.5 (11.1) 15 13 0.55 11.84 8.05 2.96 11.02 5.09 15.1 (9.0) 14.9 (9.0) 13 13 q=qh=qi= 16.46 11.19 2.96 14.62 8.23 18.2 (10.9) 18.1 (10.8) 13 0 q=qP 0.00 - - - Parapet 0.0 (0.0) 0.0 (0.0) Parapet ( ) values are ASD = ULT x 0.6 Leeward: P = gGCp - gi(GCpi) (ASCE 7-16) (Eq.27.3-1) Figure 27.3-1 External Internal Total Total Cp =-0.491667 (Leeward along L) qh (psf) gGGCp - gi(GCpi) q G Cp - gi(GC q G Cp + g1(GCp1) Cp = -0.50 (Leeward along B) 16.46 -6.88 2.96 -3.92 -9.84 Along L 16.46 -7.00 2.96 -4.03 -9.96 Along B Parapet: Pp = qp GCpn (ASCE 7-16) (Eq. 27.3-3) Section 27.3.4 Windward Leeward GC, = 1.5 (Windward Parapet) gp(psf) gpGCpn gpGCpn GCpn = -1.0 (Leeward Parapet) 0.00 0.00 0.00 Walls: P = qh [(GCp)-(GCpi)] (ASCE 7-16) (Eq. 30.3-1) h < 60 ft Table 26.13-1 Area (ft2) GCp(4&5) Windward GCp(4) Leeward GCp(5) Leeward GCpi = 0.18 (Windward) 10 1.00 19.4 (11.7) -1.10 -21.1 (-12.6) -1.40 -26.0 (-15.6) GCpi = -0.18 (Leeward) 25 0.93 18.3 (11.0) -1.03 -19.9 (-11.9) -1.26 -23.7 (-14.2) gh(pSf) = 16.46 50 0.88 17.4 (10.4) -0.98 -19.0 (-11.4) -1.15 -21.9 (-13.2) 200 0.77 15.6 (9.4) -0.87 -17.3 (-10.4) -0.94 -18.4 (-11.1) 26.8 TOPOGRAPHIC EFFECTS KZT Exposure Category: B n Hill Shape: 2D Escarpment n z Speed•vp x(Upwind) Ili, (Downw(nd) ESCARPMENT EL top = 383.9 ft EL Bot = 0 ft H = 383.9 ft H/2 = 191.95 ft Lh = 1584 ft H/Lh = 0.2424 2-D RIDGE OR 3-1) AXISYMMETRICAL HILL Elevation at crest of 2D Escarpment Elevation at base of 2D Escarpment K1 = 0.75H/Lh 0.181771 K1/(H/Lh) = 0.75 K2 = (1-( thh) = 1 x = 0 ft downwind (Figure 26.8-1) 6336 distance KZT no long affects wind speed a = 4 (Figure 26.8-1) Lh = 1584 ft K3 = e-rZ/Lh = 0.976604 z = 15 ft height above ground surface at site y = 2.5 (Figure 26.8-1) Lh = 1584 ft 2 KzT = (1+Ki K2 K3) = 1.39 (Eq. 26.8-1) KZT 3 1.39 Topo USA® 6.0 Norma.Beach PicnimPointtNorth Lynnwood 3 f ' ul h I I > a _ a, W p W = a 4 m Z G— �` Broi ms Bay R1J3D P. �r IzS.Wy y !; W IL Q 0 / x ID 99 HOLY TIC VIEW%DR ;o ty Perrinvi < 4�'`' �� .m I t7 m UGFT pR Lq' Alilerwood Manor ood 0. N47° 48.916' _ D 181 7/Lyn W122021.258' < CA P_ERS-ST Moj4 I Cedar 611ey ST Edmonds Sound Pin P k seattla.Heights 181A 1 3 V) tLU f 2 vH SW x 1 I 1 BOWD IN WAY < p < pi m,Z m Edwards Poin 4Q d179 Ln m O��O 1/� xl w l 220T ST SW c i220T`H ST SW c M ill f Icy oodway J- 'o o L^ , Esperance 179 D < m � 2 WACHU 1ST ST SW � Mountlake Terrace ,= Z I a 236TH ST SW— 03 u oin ells rn 9a m �z - �1ke Ballingei 17T �9 99 i W .............................................................................. NW�205TH-ST 104 LAKE.BAL'LINGER WAY 1 24g1H 51-5II _. NNW 195TH ST m _ Z 7 Cn z 177 a j Lake'Forest.Par mond Beach z Rich -IRese oir Da 447.7 ft 383.9' H=383.9' 400 ft Lh=1584' 300 ft H/Lh=0.24 200 ft 100 ft 1.7mi 0 ft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 367.6 ft Avg Grade: 3 Climb Elev: 598.8 ft Desc Elev: 231.2 ft Max. Elev: 447.7 ft Min. Elev: -0.4 ft Climb Dist: 2.2 mi Desc Dist: 1.1 mi Data use subject to license. TN Scale 1 : 62,500 V.© 2006 DeLorme. Topo USA® 6.0. MN(15.0-E) 0 % h 1 114z www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 5/11 /2021 LNTC Hazards by Location ATC Hazards by Location Search Information Address: 9022 202nd PI SW, Edmonds, WA 98026, USA Coordinates: 47.81526760000001,-122.3543067 Elevation: 374 ft Timestamp: 2021-05-11 T14:08:50.001 Z Hazard Type: Seismic Reference ASCE7-16 Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.29 MCER ground motion (period=0.2s) S1 0.455 MCER ground motion (period=1.Os) SMS 1.548 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value SDS 1.032 Numeric seismic design value at 0.2s SA SD1 * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 Additional Information Marysville D W" '374 ft o ett 1G1 v Ly wood 0 Redmond CD Seattle ° 0 Map data ©2021 Google Name Value Description SDC * null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.909 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.55 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.66 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?lat=47.81526760000001&ing=-122.3543067&address=9022 202nd PI SW%2C Edmonds%2C WA 98026%2C ... 1/2 5/11/2021 ATC Hazards by Location TL 6 Long -period transition period (s) SsRT 1.29 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.419 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.346 Factored deterministic acceleration value (0.2s) S1 RT 0.455 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.508 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.967 Factored deterministic acceleration value (1.0s) PGAd 0.826 Factored deterministic acceleration value (PGA) * See Section 11.4.8 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. 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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. https://hazards.atcouncil.org/#/seismic?lat=47.81526760000001&ing=-122.3543067&address=9022 202nd PI SW%2C Edmonds%2C WA 98026%2C ... 2/2 i0111111, 891111111, BEYLER CONSULTING Job # 21.00116 Sheet: 5920 100th Street, Suite 25, Lakewood, WA 98499 (253) 984-2900 Designed: JEB Date: 5/11/21 Checked: Date: Project: Graham SEISMIC ANALYSIS: IBC 2018 / ASCE 7-16 Site Class Site Class: D Default (IBC 1613.3.2, ASCE Table 20.3-1) Site Location: Latitude: 47.815268 Longitude:-122.354307 Site Coefficients: (USGS Open -File Report 01-437) SS = 1.29 Fa = 1.20 S, = 0.455 Fv= 1.88 Sans= Fa * Ss = 1.548 (IBC Eq.16-37) SMt = FV * S, = 0.857 (IBC Eq.16-38) Spectral Response Parameters: SDs = 2/3 * SMs = 1.032 (IBC Eq.16-39) So, = 2/3 * SM, = 0.571 (IBC Eq.16-40) Structure Period: Ta = Ct * (hnr= 0.1369 (ASCE Eq. 12.8-7) hn = 13 Ft. Structural Height Section 11.2 Ct = 0.02 (ASCE Table 12.8-2) x = 0.75 (ASCE Table 12.8-2) All other structural system171 Cu = 1.4 (ASCE Table 12.8-1) T(MAx)= Cu * Ta = 0.1917 (ASCE 12.8.2) Seismic Use Group: Risk Category: I or II I or 11, III, IV (ASCE7 11.5.1) 1 = 1.00 (ASCE Table 1.5-2) Seismic Design Category: Seismic Design Category: D (IBC 1613.3.5, ASCE 11.6) Seismic Design Category(%s): D IBC Table 1613.3.5(1), ASCE Table 11.6-1 Short Period (,%s) Seismic Design Category(%,): D IBC Table 1613.3.5(2), ASCE Table 11.6-2 1 Second Period ($,) Seismic Response Coefficients Cs =SDs /(R/IE) = 0.159 (ASCE Eg 12.8-2) R = 6.5 (ASCE 7 Table 12.2-1) wood shear wall IE = 1.00 (ASCE Table 1.5-2) CS(Max) = 0.642 So, / ((R / IE) * Ta) = 0.642 (ASCE Eq 12.8-3) for T - TL OK TL= 4 SD1*TL / ((R / IE) * TaA2)= 18.747 (ASCE Eq 12.8-4) for T > TL OK ASCE Section 12.8 & 11.4.6 CS(Min) = 0.068 (ASCE fig. 22-14 thru 22-17) 0.044 SDs 1 >=.01 = 0.045 (ASCE Eq 12.8-5) Not Required S1<=0.6g (ASCE Eq 12.8-6) V = Cs * W = 0.1588 W (Ultimate Strength) V. = Cs/1.4 * W = 0.1134 W (Allowable Stress) Beyler Consulting 5920 100th Street, Suite 25, Lakewood, WA 98499 (253) 984-2900 a_ Job # 21.00117. Designed: JEB Date: 5M i2i B E Y L E FZeylerconsulting.com C O N S U L T I N G Plan. Design. Manage Checked: Dale: Project: Hearne Shear Wall Evaluation Wind pressure 9 psf FDN to Roof 8 ft R. Plate to ridge 8 ft Wind Linear Load 108 plf W*(2nd/2+Roof H) Seismic Va 0.1134 Width 37.8 ft Load 64.2978 plf va*w*15psf Load Vw (plf) Trib (ft) Vw Total( Category k) Wind 108 14.0 1512 1.51 Seismic 64 14.0 900 0.90 0.5 (ft) holdown dist from end Roof: Wind (ASD): 1.51 kips 98 #/ft 104 #/ft Seismic (ASD): 0.90 kips 58 #/ft 62 #/ft 7 7 7 8 ft 7.5 ft 5.25 ft 2.67 ft ft ft 15.42 Distribution L 7.5 ft 5.25 ft 1.782 ft 0 ft 0 ft 0 ft 0 ft 0 ft 0 ft 14.532 h/bs= DL w (plf) = 1.06667 207 1.524 207 2.996 207 IL M 0.6Ma (#-ft) = 3492 1711 443 0 0 0 0 0 0 PLF W E 104 62 W E 104 62 W E 69 41 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 W E 0 0 Mot (#-ft) = uplift F(#)= 6243 3717 393 1 32 4370 2602 560 1 187 1483 883 0 0 480 1 203 0 0 0 0 0 0 0 0 0 0 If the minimum shear wall capacity is greater than the linear load it feels than the walls that are left will meet the demands. Structural 6d w/ Vn 500 plf NDS/SDPW 2015 Vn/Ome. 250 plf Actual Distribution