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REVIEWED BLD-RESUB1 BLD2021-1327+Structural_Calculations+11.30.2021_9.29.33_AM+2543069C � ENGINEERING REVIEWED BY CITY OF EDMONDS € BUILDING DEPARTMENT 250 41" Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning BLD2021-1327 RESUB 1156=111MIYAl CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT STRUCTURAL CALCULATIONS Killgore Residence Garage and Walkway Addition 21420 95" PI W. Seattle, WA 98020 lS M • ?'1 O� WA 64 > 9z 459011 jfllVAL `fi014017raI CG Project No.: 21080.10 Protect Location 21420 95th PI W. Edmonds, WA 98020 Project Description This project involves analyis and design of new garage next to a single family home. The garage will be single story. The roof will be a waterproof deck which is level with the 2nd story of the house. The garage will be 21'x24' and will have an elevated walk way connecting to garage on the south side. The garage will be framed with TJI joists spanning from exterior wall to exterior wall. The walk way will be framed with dimensional lumber, supported by posts and beams. The lateral system will be constructed urine tvnical my wood shear walls. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Garage Roof Dead 20 psf Elevated Walkway Dead 20 psf Exterior Wall Dead 10 psf Snow 25 psf Live 60 psf Wind Parameters 97 MPH Wind Speed, 3-Sec Gust Exposure Category B IN, = 1.0 Mean Height = 150' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = 1.026/(6.5/1.0) = Cs*Wp Sds = 1.026 le = 1.0 Wp = Seismic Dead Weight of Stucture Description By BEL Date 3/ 18/ 2021 Checked Date Project Summary ENGINEERING Scale Sheet No. NTS 250 4th Ave South Project Job No.. Suite 200 Edmonds, WA 98020 Killgore Garage 21118.10 1 rt lqk M I+ • M Or L. DF- -wto uLmL(z) 4.5 pwz:,Vr I,r,> i>sv �`1EMTS��T� jD PSF Tk] ti7L %ASz❑ l,Q PSF 11.01 psi a ?,VO DL' ZO p-sT-- I,aoF LL.. CQ PSF Sv-lcw.1 SL 2.S, FSv DP-GI'C, �>L - 10 PSF DEcK LL ¢ (POPsF Q iA u- Dt- 10 fsF DU'rt DL D"%.tJk7 4WVJO-LA L 2.ocR (& V` oc. MIE USG is s fttz Lt- PSF 1,5Psr� _ 1.0�s� � PSF �ogsr t W L_ Szn %.tj1. L, 0 PSF �1Zy SKE�AT�1� ntt� 1,5 �'S� sjg" U�p Z e PSF IV C) C_ 1,-7 PSF 1��sc 1 '0 s'p It7.ofsT CMDescription �S ey bLL Date Checked Date ENGINEERING scale Sheet No. 250 4th Ave. South Suite 20D Edmonds, WA 98020 project 0 Job No, 425.778.8500 www.cgengineering.com 5wx ZLt,-A)V swx _ 1 `NP ❑EE.K Fz t fl rA ❑i... LL 5L awn p 14$1 �1t (2yi 14o j 5°►} V► ,�Y G97�6 y 4 „►� O XC -BEAVA (S: t7OYLAV- AtiNtM I L--" \Jfto,,. . ri 7 AD t IT = a.�►x 6/ASH) R'. USE 5 1/8"x11 7/8" GLB Cnw ►ate] G : -TW DF-L%< CvW !v%1,3 ❑L LL. 5L 1% ;1m -+ 4ig011 Description By Elate Checked Date ENGINEERING Scale Sheet No. 2504th Ave. South Suite 200 Edmonds, WA 98020 project � r upofLe Job No. 425.778.8500 www.cgeng[neering.com COMPANY WoodWorks rwAkf rorr woof] r„ , r�. s Mar. 17, 2021 13:47 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution eat- Location [ft] Magnitude Unit tern Start End Start End Dead Dead Full UDL 24.0 plf Live Live Full UDL 140.0 plf Snow Snow Full UDL 59.0 plf Self -weight Dead Full UDL 6.7 Plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.585' PROJECT 21017.10 Burhart Beam A 8.5' Unfact ored: Dead Live Snow 131 601 253 131 601 253 Factored: Total 772 772 Bearing: Capacity Beam 772 772 Des ratio Beam 1.00 1.00 Load comb #3 #3 Length 1.02 1.02 Min req'd 1.02 1.02 Cb 1.00 1.00 Cb in 1.00 1.00 Beam A Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Hanger Total length: 8.58'; Clear span: 8.415'; Volume = 1.9 cu.ft. Wet service; Incised; Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 27 Fv' = 116 psi fv/Fv' = 0.23 Bending(+) fb = 371 Ph' = 816 psi fb/Fb' = 0.45 Live Defl'n 0.07 = < L/999 0.28 = L/360 in 0.24 Total Defl'n 0.10 = < L/999 0.43 = L/240 in 0.23 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.200 - 1.00 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E1.3 million 0.90 1.00 - - - - 1.00 0.95 - 3 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Bearing : Support 1 - LC #3 = D+.75(L+S) Support 2 - LC #3 = D+.75(L+S) D=dead L=live S=Snow W=wind I=impact Lr=roof live Lc=Concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 725, V design = 587 lbs; M(+) = 1542 lbs-ft EI = 300.09e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 7 COMPANY PROJECT WoodWorks r WAkf rofr woof] r„ , r,. s Mar. 17, 2021 13:49 Beam B Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 18.583' 18.4' **Minimum bearing length governed by the required width of the supporting member. Beam B Glulam-Unbalan., West Species, 24F-V4 DF, 5-1/8"x11-7/8" Supports: All - Lumber Stud Wall, Hem -Fir No.2 Total length: 18.58; Clear span: 18`, Volume = 7.9 cu.ft.; 8 laminations, 5-1/8" maximum width, Wet service; Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cn*Cvr LC# Fv' 265 0.90 0.88 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 2400 0.90 0.80 1.00 0.973 1.000 - - 1.00 1.00 - 1 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 1 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only Bending(+): LC #1 = D only Deflection: LC #1 = D only (total) Bearing : Support 1 - LC #1 = D only Support 2 - LC #1 = D only D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 848, V design = 753 lbs; M(+) = 3828 lbs-ft SI = 1287.30e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Lateral stability(+): Lu = 18.06' Le = 33.19' RB = 13.4 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Load Type Distribution eat- Location [ft] Magnitude Unit tern Start End Start End Dead Dead Full UDL 80.0 plf Self-wei ht Dead Full UDL 14.0 plf Unfactored: Dead 870 870 Factored: Total 870 870 Bearing: Capacity Beam 6179 6179 Support 5223 5223 Des ratio Beam 0.14 0.14 Support 0.17 0.17 Load comb #1 #1 Length 3.50 3.50 Min req'd 0.58** 0.58** Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 405 405 Criterion Analysis Value Design Value Unit Anal sis/Design Shear fv = 19 Fv' = 209 psi fv/Fv' = 0.09 Bending(+) fb = 381 Fb' = 1681 psi fb/Fb' = 0.23 Live Defl'n negligible Total Defl'n 0.42 = L/517 0.90 = L/240 in 0.46 COMPANY PROJECT 21017.10 Burhart WoodWorks ® ColumnC s Mar. 17, 2021 13:50 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Dead Dead Axial (Ecc. = 0.58") 196 lbs Live Live Axial (Ecc. = 0.58") 1141 lbs Snow Snow Axial (Ecc. = 0.58") 481 lbs Self -weight Dead Axial 22 lbs Reactions (lbs): 8.8' co ID 0' 8.8' Unfactored: Lateral: Dead 1 -1 Live 6 -6 Snow 3 -3 Axial: Dead 218 218 Live 1141 1141 Snow 481 481 Factored: R->L -8 Load comb #3 L->R 8 Load comb #3 #1 Column C Lumber Post, Hem -Fir, No.2, 4x4 (3-1/2"x3-1/2") Support: Non -wood Total length: 8.8'; Volume = 0.7 cu.ft. Pinned base; Load face = width(b); Wet service; Incised; Ke x Lb: 1.0 x 8.8 = 8.8 ft; Ke x Ld: 1.0 x 8.8 = 8.8 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 1 Fv' = 116 psi fv/Fv' = 0.01 Bending(+) fb = 109 Fb' = 867 psi fb/Fb' = 0.13 Axial fc = 117 Fc' = 286 psi fc/Fc' = 0.41 Combined (axial + eccentric moment) Eq.15.4-3 = 0.37 Axial Bearing fc = 117 Fc* = 1100 psi fc/Fc* = 0.11 Live Defl'n 0.04 = < L/999 0.88 = L/120 in 0.04 Total Defl'n 0.05 = < L/999 0.88 = L/120 in 0.05 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Fv' 150 1.00 0.97 1.00 - - Fb'+ 850 1.00 0.85 1.00 1.000 1.500 Fc' 1300 1.15 0.80 1.00 0.260 1.150 E' 1.3 million 0.90 1.00 - - Emin' 0.47 million 0.90 1.00 - - Fc* 1300 1.15 0.80 1.00 - 1.150 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Axial LC #3 = D+.75(L+S) Combined LC #3 = D+.75(L+S) Fb'= 997 FcE= 306 Pxe/S=fc(6xe/d)= 116 D=dead L=live S=snow W=wind I=impact Lr=roof live All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / CALCULATIONS: V = 7 lbs; M(+) = 65 lbs-ft; P = 1435 lbs EI = 16.26e06 lb-in^2 Cfu Cr Cfrt Ci LC# - - 1.00 0.80 2 - 1.00 1.00 0.80 2 - - 1.00 0.80 3 - - 1.00 0.95 3 - - 1.00 0.95 3 - - 1.00 0.80 3 Lc=concentrated E=earthquake IBC 2018 1605.3.2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and ND sign Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. _ COMPANY PROJECT WoodWorks r WAkf rorr woof] r„ , r,. s Mar. 17, 2021 14:06 Beam D Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution eat- Location [ft] Magnitude Unit tern Start End Start End Dead Dead Full Area 10.00(16.0") psf Live Live Full Area 60.00(16.0") psf Snow Snow Full Area 25.00(16.0") psf Self -weight ht Dead Full UDL 2.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4.67' 4.147' Unfact ored: Dead Live Snow 36 187 78 36 187 78 Factored: Total 234 234 Bearing: Capacity Joist 1140 1140 Support 1781 1781 Des ratio Joist 0.21 0.21 Support 0.13 0.13 Load comb #3 #3 Length 3.50 3.50 Min req'd 0.72 0.72 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fc su 405 405 Beam D Lumber -soft, Hem -Fir, No.2, 2x8 (1-1/2"x7-1/4") Supports: All - Lumber -soft Beam, Hem -Fir No.3 Floor joist spaced at 16.0" c/c; Total length: 4.67`, Clear span: 4.087'; Volume = 0.4 cu.ft. Wet service; Incised; Lateral support: top = at supports, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 19 Fv' = 116 psi fv/Fv' = 0.16 Bending(+) fb = 188 Fb' = 845 psi fb/Fb' = 0.22 Live Defl'n 0.01 = < L/999 0.14 = L/360 in 0.08 Total Defl'n 0.01 = < L/999 0.21 = L/240 in 0.07 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.901 1.200 - 1.15 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 3 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Bearing : Support 1 - LC #3 = D+.75(L+S) Support 2 - LC #3 = D+.75(L+S) D=dead L=live S=Snow W=wind I=impact Lr=roof live Lc=Concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: Aso Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 198, V design = 138 lbs; M(+) = 205 lbs-ft EI = 61.92e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Lateral stability(+): Lu = 4.13' Le = 8.56' RB = 18.2 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 10 1 F O R T E" CM MEMBER REPORT PASSED -1or"I AI Level, Floor: Joist 1 piece(s) it 7/8" TJI@ 560 @ 12" OC Overall Length: 24' 11" 24' 4" I 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) 987 @ 2 1/2" 1331 (2.00") Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 973 @ 3 1/2" 2050 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 6284 @ 12' 5 1/2" 10925 Passed (58%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.808 @ 12' 5 1/2" 0.817 Passed (L/364) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 1.062 @ 12' 5 1/2" 1 1.225 1 Passed (L/277) 1 1.0 D + 0.75 L + 0.75 S (All Spans) TJ-ProTm Rating 38 1 Any I Passed I -- • Deflection criteria: LL (L/360) and TL (L/240). • Allowed moment does not reflect the adjustment for the beam stability factor. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge— Panel (24" Span Rating) that is glued and nailed down. • Additional considerations for the TJ-ProT" Rating include: 5/8" Gypsum ceiling. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - HF 3.50" 2.00" 1.75" 249 748 311 1308 1 1/2" Rim Board 2 - Stud wall - HF 3.50" 2.00" 1 1.75" 249 748 311 1308 1 1/2" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) 6' 11" o/c Bottom Edge (Lu) 24' 8" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PLF) 0 to 24' 11" N/A 20.0 60.0 25.0 Default Load Member Notes Garage Joist System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso 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 Brandon L CG Engineering (425) 778-8500 brandonl@cgengineering.com 3/15/2021 3:05:52 PM UTC ForteWEB v3.1, Engine: V8.1.6.2, Data: V8.0.1.0 Weyerhaeuser File Name! d1080 Kilgore Page 1 / 1 Project Title: Engineer: Project ID: Project Descr: GFile: Foundation.ec6 General Footing Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 i.ii DESCRIPTION: --None-- Code References Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 2.50 ksi Allowable Soil Bearing = 2.0 ksf fy : Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec : Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 (p Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 2.670 ft Min Steel % Bending Reinf. = Allow press. increase per foot of depth = ksf Min Allow % Temp Reinf. = 0.00180 when footing base is below = ft Min. Overturning Safety Factor = 1.0 : 1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability, moments & shears Yes = ksf Add Pedestal Wt for Soil Pressure No when max. length or width is greater than = ft Use Pedestal wt for stability, mom & shear No Dimensions Width parallel to X-X Axis = 2.0 ft Length parallel to Z-Z Axis = 2.0 ft Footing Thickness = 10.0 in Load location offset from footing center... ez : Prll to Z-Z Axis = 10.5 in = in Pedestal dimensions... px : parallel to X-X Axis = 4.0 in pz : parallel to Z-Z Axis = 4.0 in Height - 1.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars = Reinforcing Bar Size = Bars parallel to Z-Z Axis Number of Bars = Reinforcing Bar Size = Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load = 0.2180 OB : Overburden = M-xx = M-zz = V-x = V-z = 3 # 4 3 # 4 n/a n/a n/a�a-: D Lr L S x W E H 1.141 0.4810 k ksf k-ft k-ft 12 Project Title: Engineer: Project ID: Project Descr: General Footing ,. V411VP-I I.OiV ' Software copyright ENERCALC, INC. 1983-20Z20, BuiId:122 .0.8.24 DESCRIPTION: --None-- DESIGN SUMMARY 11111110141 • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.8245 Soil Bearing 1.649 ksf 2.0 ksf +D+0.750L+0.750S about X-X 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 Uplift 0.0 k 0.0 k No Uplift PASS 0.02226 Z Flexure (+X) 0.1997 k-ft/ft 8.974 k-ft/ft +1.20D+1.60L+0.50S PASS 0.02226 Z Flexure (-X) 0.1997 k-ft/ft 8.974 k-ft/ft +1.20D+1.60L+0.50S PASS 0.0 X Flexure (+Z) 0.0 k-ft/ft 0.0 k-ft/ft No Moment PASS 0.01133 X Flexure (-Z) 0.1016 k-ft/ft 8.974 k-ft/ft +1.20D+1.60L+0.50S PASS 0.02191 1-way Shear (+X) 1.643 psi 75.0 psi +1.20D+1.60L+0.50S PASS n/a 1-way Shear (-X) 1.643 psi 75.0 psi +1.20D+1.60L+0.50S PASS n/a 1-way Shear (+Z) 0.0 psi 75.0 psi n/a PASS 0.02353 1-way Shear (-Z) 1.765 psi 75.0 psi +1.20D+1.60L+0.50S PASS 0.0 2-way Punching 0.0 psi 0.0 psi n/a Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 2.0 n/a 1.381 0.2447 0.4988 n/a n/a 0.249 X-X, +D+L 2.0 n/a 5.340 0.0 1.569 n/a n/a 0.785 X-X, +D+S 2.0 n/a 3.610 0.05246 0.9316 n/a n/a 0.466 X-X, +D+0.750L 2.0 n/a 4.712 0.0 1.279 n/a n/a 0.640 X-X, +D+0.750L+0.750S 2.0 n/a 5.484 0.0 1.649 n/a n/a 0.825 X-X, +0.60D 2.0 n/a 1.381 0.1468 0.2993 n/a n/a 0.150 Z-Z, D Only 2.0 0.0 n/a n/a n/a 0.3718 0.3718 0.186 Z-Z, +D+L 2.0 0.0 n/a n/a n/a 0.6570 0.6570 0.329 Z-Z, +D+S 2.0 0.0 n/a n/a n/a 0.4920 0.4920 0.246 Z-Z, +D+0.750L 2.0 0.0 n/a n/a n/a 0.5857 0.5857 0.293 Z-Z, +D+0.750L+0.750S 2.0 0.0 n/a n/a n/a 0.6759 0.6759 0.338 Z-Z, +0.60D 2.0 0.0 n/a n/a n/a 0.2231 0.2231 0.112 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning 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 0.0 +Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.40D 0.0130 -Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+1.60L 0.0 +Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+1.60L 0.09254 -Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+1.60L+0.50S 0.0 +Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+1.60L+0.50S 0.1016 -Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+L 0.0 +Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+L 0.06453 -Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D 0.0 +Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D 0.01114 -Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+L+1.60S 0.0 +Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+L+1.60S 0.09579 -Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+1.60S 0.0 +Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+1.60S 0.04771 -Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+L+0.50S 0.0 +Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+L+0.50S 0.07478 -Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +0.90D 0.0 +Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +0.90D 0.008358 -Z Top 0.2160 Min Temp % 0.30 8.974 OK 13 Project Title: Engineer: Project ID: Project Descr: General Footing ViV ' Software copyright ENERCALC, INC. 1983-20Z'.20, B41uiId:121VP-2I .0.I.O8.24 DESCRIPTION: --None-- Footing Flexure Flexure Axis &Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 inA2 k-ft X-X, +1.20D+L+0.20S 0.0 +Z Top 0.2160 Min Temp % 0.30 8.974 OK X-X, +1.20D+L+0.20S 0.06868 -Z Top 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.40D 0.02376 -X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.40D 0.02376 +X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+1.60L 0.1788 -X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+1.60L 0.1788 +X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+1.60L+0.50S 0.1997 -X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+1.60L+0.50S 0.1997 +X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+L 0.1194 -X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+L 0.1194 +X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D 0.02037 -X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D 0.02037 +X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+L+1.60S 0.1862 -X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+L+1.60S 0.1862 +X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+1.60S 0.08717 -X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+1.60S 0.08717 +X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+L+0.50S 0.1403 -X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+L+0.50S 0.1403 +X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +0.90D 0.01528 -X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +0.90D 0.01528 +X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+L+0.20S 0.1278 -X Bottom 0.2160 Min Temp % 0.30 8.974 OK Z-Z, +1.20D+L+0.20S 0.1278 +X Bottom 0.2160 Min Temp % 0.30 8.974 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) 0.20 psi 0.20 psi 0.14 psi 0.00 psi 0.20 psi 75.00 psi 0.00 OK +1.20D+1.60L 1.47 psi 1.47 psi 1.48 psi 0.00 psi 1.48 psi 75.00 psi 0.02 OK +1.20D+1.60L+0.50S 1.64 psi 1.64 psi 1.77 psi 0.00 psi 1.77 psi 75.00 psi 0.02 OK +1.20D+L 0.98 psi 0.98 psi 0.79 psi 0.00 psi 0.98 psi 75.00 psi 0.01 OK +1.20D 0.17 psi 0.17 psi 0.12 psi 0.00 psi 0.17 psi 75.00 psi 0.00 OK +1.20D+L+1.60S 1.53 psi 1.53 psi 1.58 psi 0.00 psi 1.58 psi 75.00 psi 0.02 OK +1.20D+1.60S 0.72 psi 0.72 psi 0.52 psi 0.00 psi 0.72 psi 75.00 psi 0.01 OK +1.20D+L+0.50S 1.15 psi 1.15 psi 1.01 psi 0.00 psi 1.15 psi 75.00 psi 0.02 OK +0.90D 0.13 psi 0.13 psi 0.09 psi 0.00 psi 0.13 psi 75.00 psi 0.00 OK +1.20D+L+0.20S 1.05 psi 1.05 psi 0.87 psi 0.00 psi 1.05 psi 75.00 psi 0.01 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 0.00 psi 150.00osi 0 OK +1.20D+1.60L 0.00 psi 150.00psi 0 OK +1.20D+1.60L+0.50S 0.00 psi 150.00psi 0 OK +1.20D+L 0.00 psi 150.00psi 0 OK +1.201) 0.00 psi 150.00psi 0 OK +1.20D+L+1.60S 0.00 psi 150.00psi 0 OK +1.20D+1.60S 0.00 psi 150.00psi 0 OK +1.20D+L+0.50S 0.00 psi 150.00psi 0 OK +0.90D 0.00 psi 150.00psi 0 OK +1.20D+L+0.20S 0.00 psi 150.00psi 0 OK 14 Simpson Strongg Systems Technical Guide Structural and General Fastening StrongsDriveo SDS HEAVY-DUTY CONNECTOR Screw, Heavy -Duty Simpson Strong -Tie° Connectors, Indoor/Outdoor Projects For more information, see p. 60, C-F-2019 Fastening Systems Catalog s3 q�:2 o .*--- 11/2" — 31/2" SDS — Allowable Shear Loads — Douglas Fir —Larch and Southern Pine Lumber Reference DFUSP Allowable Shear Loads (lb.) ModelSize Wood Side Plate Thickness (in.) 1 1/2 5/a 3/4 1 11/8 1,/4 1 yz 13/4 21/2 3 31/2 4 41/2 1/a x 2 SDS25200 145 — — — — — — — — — — — 1 1/a x 21/z SDS25212 l 165 165 170 165 — — L28'0)1 — — — — Ya x 3 _— SDS25300 165 165 170 185 195 205 — — —— — 1/a x 31/x SDS25312 165 165 170 185 195 205 3401 3401 — — — — — 1/4 x 41/2 -- SDS25412 165 165 170 185 195 205 3501 340' 230 200 — — — 1/a x 11 5 SIDS 255010 1 165 165 170 185 195 205 3501 3401 230 230 200 — — 1/4 x6 SDS25600 165 '.. 165 170 185 '.. 195 205 3501 3401 3401 3401 3401 230 200 1/a x 8 SDS25800 1 165 165 170 185 195 205 3501 3401 3401 3401 3401 230 230 SDS — Allowable Shear Loads — Spruce -Pine -Fir and Hem -Fir 1/4 x 2 1 SDS25200 105 — — — — — — _. 1/4 x Nth SD5252 "2 135 130 120 — 1351 — — — — -- - - 1/a x 3 SDS25300 130 140 140 150 150 145 2001 Ya x 31/z SDS25312 130 140 140 150 155 165 2451 2451 — — — - - - 1/a x 41/2 SDS25412 130 140 140 150 155 165 250' 245190 1610 — 1/a x 5 SDS25500 130 140 140 i 150 155 165 2501 245' 190 190 160 — — /a x 6 SDS25600 130 140 140 150 155 165 2501 245' 245' 245' 245' 190 160 1/a x 8 SDS25800 130 140 I 140 1 150 155 1652501 245' 245' 245' 2451 195 195 1. Noted loads are based on testing per ICC-ES AC233 and assume a minimum main member thickness of the screw length minus the side member thickness. All other allowable loads are based on the NDS and a minimum penetration of 6D = 1.45" into the main member. 2. Values are valid for a connection involving only two members. Where the side and main members have different specific gravities, the lower specific gravity shall be used. 3. Allowable loads are also applicable to structural composite lumber (e.g., LVL, PSL, and LSL) having an equivalent specific gravity of 0.50 or greater. 4. Allowable loads are shown at the wood load duration factor of CD = 1.00. Loads may be increased for load duration by the building code up to a CD = 1.60. The Designer shall apply all adjustment factors required per NDS. 5. Loads are based on perpendicular installation into the side grain of the wood members. 6. Loads apply to corresponding stainless -steel models. 7. For in-service moisture greater than 19% use CM = 0.7. 44 lL Data use subject to license. TN Scale 1 : 62,500 © DeLorme. Topo North America TM 10. MN (15.0-E) o 1% : km www.delorme.com 1" = 5,208.3 ft Data Ztyy 11-6 o. LQ wp us Mo" A v L-N) I ko . 0 1j � N D : i�gM f oAi rah, W i mY] 1,Nt sso e-c VA L3 . K EN c_.lioSsc StitAR-L. >'A. Ley.] Ks"-L 16011L C> v t-1 b 4e= D (%N2rT R-00 0) Lo A o C v�sc 1 . fsr CG Cx Ck _ !�k hH-L= I, 1 1�=8- 116 Description 6y ��. Date I checked Date ENGINEERING scale Sheet No. 250 4th Ave. South Project Job No. 2.1 Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com 2/26/2021 ATC Hazards by Location ATC Hazards by Location Search Information Address: 21420 95th PI W, Edmonds, WA 98020, USA Coordinates: 47.8049926,-122.3611284 Elevation: 336 ft Timestamp: 2021-02-26T23:54:13.342Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D Basic Parameters Name Value Description Ss 1.283 MCER ground motion (period=0.2s) St 0.451 MCER ground motion (period=1.0s) SMS 1.283 Site -modified spectral acceleration value SM1 * null Site -modified spectral acceleration value Spg 0.855 Numeric seismic design value at 0.2s SA Sol * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 -Additional Information Name Value Description SDC * null Seismic design category Fa 1 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRs 0.91 Coefficient of risk (0.2s) CRt 0.896 Coefficient of risk (1.0s) PGA 0.546 MCEG peak ground acceleration FpGA 1.1 Site amplification factor at PGA PGAM 0.6 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.283 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.409 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.175 Factored deterministic acceleration value (0.2s) S1RT 0.451 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.504 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1D 0.881 Factored deterministic acceleration value (1.0s) PGAd 0.765 Factored deterministic acceleration value (PGA) * See Section 11.4.8 ,P Taxn 7 asuRll[i3? '�.r ?:q: iansvale s"e � Snohomish amble M!!i L'reek 336 ft Mona �ynnwood Map data ©2021 Google 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. 19 https:Hhazards.atcouncil.org/#/seismic?lat=47.8049926&ing=-122.3611284&address=21420 95th PI W%2C Edmonds%2C WA 98020%2C USA 1/1 Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class D (assumed) Occupancy Category II Seismic Design Category D From Computer Program: SS = 1.283 Lat. = 47.805 Short & 1-Sec Period Mapped St = 0.451 Long. _-122.361 Aceleration Parameters (MCE) Suns = FaSs = 1.54 Fa = 1.200 ASCE 7-16 (Eq. 11.4-1) SM1 = FvS1 = 0.83 Fv = 1.849 ASCE 7-16 (Eq. 11.4-2) SDS = (2/3)SMs = 1.026 ASCE 7-16 (Eq. 11.4-3) SD1 = (2/3)SM, = 0.556 ASCE 7-16 (Eq. 11.4-4) Ta = Cthn' = 0.10 Ct = 0.02 ASCE 7-16 (Table 12.8-2) hn = 8.78 x = 0.75 ASCE 7-16 (Table 12.8-2) R Factor = 6.5 (Wood shear walls) ASCE 7-16 (Table 12.2-1) IE Factor = 1.0 (Non -Essential Facility) ASCE 7-16 (Table 1.5-2) Seismic Base Shear V = 0.044SDS1 = 0.045 W (Minimum Force) ASCE 7-16 (Eq. 12.8-5) V = (SDSIW)/R = 0.158 W (Governing Force) ASCE 7-16 (Eq. 12.8-2) V = (SD1IW)/RTa = 0.838 W (Maximum Force) ASCE 7-16 (Eq. 12.8-3) Description Seismic Base Shear ENGINEERING 250 4th Ave. South project Suite 200 Kilgore Edmonds, WA 98020 By BEL Checked Scale NTS Job No. 21080.10 02/26/21 No. 20 E15M tr t�1 V-) A LYS t S W�'Qqzgor-71 L.O PSF ( -A 21,11) = �0.!'" w Nw�. " 4e]+ �.i4a' J ,� Z`13'��c �2. h1 l7 kL1 = fit•. 2 IA) qua fix�o.��L.t �► Wbi�x�r-�1.'. wxby�`` --'VI J = 2's' ir-z.3o'� E: ►,►� wr.3v►- E=��L ln] = q Oescriptinn L 5l5 1� By III i, Da Checked Date ENGINEERING Scale Sheet No, 250 4th Ave. South Project k Job No, Lt Y d Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering.com G NEW GROUND LEVEL FLOOR PLAN srue, vas=r-0- 22 Upper Floor Shear Walls - Walls Below the Roof Framing Fx (EQ) = 2.1 kips (Story Shear) Fx (wind) = 0.8 kips (StoryShear FSDS=fl Wx= 96.9 PLF seismic Wx= 35.1 PLF Wind X - Direction Walls Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.6-0.145os)o 0.6. DL Net U lift Hold-down Line Line DL End i Endj End i Endj End! Endj End! Endj Line Mark Length Width 2w/h Shear Shear Callout HD Length Uplift Uplift Load Load Trib A 1 3.17 10.84 0.7 226 59 SW6 2.7 1.7 0.6 0.1 0.1 0.1 0.1 1.6 1.6 HDU2 HDU2 1.1 0.4 0.0 2 3.17 - 0.7 226 59 SW6 2.7 1.7 0.6 0.1 0.1 0.1 0.1 1.6 1.6 HDU2 HDU2 - - 1.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 B 3 14.17 1.0 74 19 SW6 13.7 0.7 0.2 0.3 0.3 0.4 0.4 0.4 0.4 None None 1A 0.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E 21.1 Sheanaalls: 1/2" sheathing w/ HF studs Nil - 0 plf SW6 8d@6"o.c. 242 plf SW4 8d@4"o.c. 350 plf SW3 8d@3"o.c. 455 plf SW2 8d@2"o.c. 595 plf 2SW4 8d@4"o.c. 706 plf 2SW3 8d@3"o.c. 910 plf 2SW2 8d@2"a.c. 1190 plf Re-Calc 1200 plf G ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 Holdown Table Nil 0 kips None - 0.5 kips HDU2 (2)-2x HF 2.215 kips HDU4 (2)-2x HF 3.3 kips HDU5 (2)-2x HF 4.1 kips HDU8 4x DF#2 7.0 kips HDU11 6x6 DF#1 9.5 kips HDU14 6x6 DF#1 14.4 kips kips kips Re-Calc 14.5 kips Upper Floor Shear Walls X-Direction 2.1 U.6 - Input Cell Input Cell w/ Formula Date BEL cked Date le NTS Sheet No. No. 21080.10 03/12/21 23 Upper Floor Shear Walls - Walls Below the Roof FramiY - Direction Walls Fy (EQ) = 1.6 kips (Story Shear) Story HT = 8.67 Fy (wind) = 0.9 kips (StoryShear Wall HT = 8.67 Max h/w 3.5 Wy= 66 PLF seismic Sos= 1.03 Wy= 35 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.5-0.14So )D 0.6' DL Net Uplift H.ldl.wn Line Line DL Line Mark Length Width 2w/h Shear Shear Callout HD Len th Uplift Uplift End! Endj End! End End i Endj End i End' Load Load 7rib 1 A 8.67 12.17 1 1.0 59 22 SW6 8.2 0.5 0.3 0.2 0.2 0.2 0.2 0.4 0.4 None None 0.8 04 0.0 B 4.92 1.0 59 22 SW6 4.4 0.6 0.3 0.1 0.1 0.1 0.1 0.5 0.5 None None - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 C 4.92 12.17 1.0 59 22 SW6 4.4 0.6 0.3 0.1 0.1 0.1 0.1 0.5 0.5 None None 0.8 0.4 0.0 D 8.67 1.0 59 22 SW6 8.2 0.5 0.3 0.2 0.2 0.2 0.2 0.4 0.4 None None - - 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 E 24.3 1.6 0.9 - Input Cell Input Cell w/ Formula Description Upper Floor Shear Walls By BEL Date 03/12/21 Checked Date Y-Direction Scale NTS Sheet No. ENGINEERING Project Kilgore Job No. 250 4th Ave. South Suite200 ` Edmonds, WA 98020 21080.10 24