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REVIEWED BLD2023-0126+Calculations+1.30.2023_11.10.04_AM+3340321C � ENGINEERING 250 41h Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning THESE STRUCTURAL CALULATIONS SHOULD BE ATTACHED TO THE APPROVED ARCHITECTURAL ' PLANS --------------� RECEIVED Jan 31 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2023-0126 ,.,.,.,.,., REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT: STRUCTURAL CALCULATIONS Wong Residence Deck & Patio Cover 2171885"PIW Edmonds, WA 98026 GUlt of RYA o• ae S jONAL CG Project No.: 22242.10 Project Description This project involves the replacement of an existing deck with a larger deck at an existing single- family residence. The deck will have footprint of approximately 15'x39' and will consist of pressure treated lumber and wood decking. The deck will attach to a ledger at the main floor of the house on one end and will be supported by a post and beamline with conventional spread footings on the other end. A new 15'x16'-4" roof will cover a portion of the deck. The roof will consist of wood rafters supported by beams and columns. Since the new covered roof will increase the win and seismic loads to the existing house and there are new window openings at the existing exterior wall, a lateral review of the exterior wall at the main level is required. Upgrades to the existing lateral force resisting system are required. Scope of Work We will provide stamped structural calculations in accordance with the current building code. Basis of Design Roof Dead 15 psf Live 25 psf (snow) Floor Dead 15 psf Live 40 psf Deck Dead 10 psf Live 60 psf Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category B Importance Factor, IW 1 (Non -Essential Facility) Mean Height 27 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 1.025 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date BTJ 8/9/2022 Project Summary Checked Date ENGINEERING scale NTS sheet No. 250 4th Ave South project Job No. Suite 200 Wong Residence Deck 22242.10 Edmonds, WA 98020 1 Gravity Design Loads Roof DL Roofing Material 2.5 psf 3/4 Sheathing 2.3 psf Finishes 3.0 psf Joists @ 24" OC 2.2 psf M/E 1.0 psf Misc 1.5 psf 12.5 psf USE 15.0 psf Floor DL Flooring Material 2.0 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Joists @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.4 psf USE 15.0 psf DECKS USE 10.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16" OC 1.7 psf Misc 1.0 psf 10.0 psf USE 10.0 psf Roof ILL (Snow) 25.0 psf Floor ILL 40.0 psf Deck ILL 60.0 psf C Description Gravity Design Loads By BTJ Date 08/09/22 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 2 project Wong Residence Deck Job No. 22242.10 — �= 0- Q Qo 0 co O LO "tf'MN co + + -pb COMPANY PROJECT WoodWorks® , F7WARE FOR WOOD DESIGN Aug.23,202210:37 BM-R1.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 15.00(8.001) psf Load2 Snow Full Area Yes 25.00(8.00') psf Self -weight Dead Full UDL No 8.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 16.096' 15' 16' Unfactored: Dead Snow Factored: 972 1516 1098 1707 Total 2488 2804 Bearing: Capacity Beam 2488 2804 Support 3387 3268 Des ratio Beam 1.00 1.00 Support 0.73 0.86 Load comb #3 #2 Length 2.31 2.23 Min req'd 2.31 2.23 Cb 1.00 1.17 Cb min 1.00 1.17 Cb support 1.12 1.12 Fcp sup 625 625 Glulam-Unbalan., West Species, 24F-1.8E WS, 3-1/8"x12" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 16.13'; Clear span: 14.813', 0.938` Volume = 4.2 cu.ft.; 8 laminations, 3-1/8" maximum width, Wet service; Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis value Design value Unit Anal sis/Desi n Shear fv = 85 Fv' = 267 psi fv/Fv' = 0.32 Bending(+) fb = 1470 Fb' = 2208 psi fb/Fb' = 0.67 Bending(-) fb = 26 Fb' = 1261 psi fb/Fb' = 0.02 Deflection: Interior Live 0.34 = L/535 0.75 = L/240 in 0.45 Total 0.55 = L/326 1.00 = L/180 in 0.55 Cantil. Live -0.07 = L/168 0.10 = L/120 in 0.71 Total -0.12 = L/102 0.13 = L/90 in 0.88 Additional Data: FACTORS: F/E(psi) CD CM Ct CL Cv Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 0.80 1.00 1.000 1.000 - - 1.00 1.00 - 3 Fb'- 1450 1.15 0.80 1.00 0.945 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #3 = D + S (pattern: Ss) Bending(-): LC #2 = D + S Deflection: LC #3 = D + S (pattern: Ss) (live) LC #3 = D + S (pattern: Ss) (total) Bearing : Support 1 - LC #3 = D + S (pattern: Ss) Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: v max = 2476, v design = 2116 lbs; M(+) = 9186 lbs-ft; M(-) = 164 lbs-ft EIy = 809.99 lb-in^2 -Live- deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + 'live - Lateral Stability(-): Lu = 15.00' Le = 24.63' RE = 19.0; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. Grades with equal bending capacity in the top and bottom edges of the beam cross-section are recommended for continuous beams. 5. GLULAM: bxd = actual breadth x actual depth. 6. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6 7. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). Woodworks® COMPANY PROJECT �F7WARE FOR WOOD DESIGN Aug.23,202217:24 BM-R2.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 15.00(5.001) psf Unfactored: Dead Snow 621 943 704 1067 Factored: Total 1564 1771 Bearing: Capacity Beam 1564 1771 Support 2129 1862 Des ratio Beam 1.00 1.00 Support 0.73 0.95 Load comb #3 #2 Length 1.45 1.27 Min reg'd 1.45 1.27 Cb 1.00 1.30 Cb min 1.00 1.30 Cb support 1.12 1.12 Fc sup 625 625 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 63 Fv' = 267 psi fv/Fv' = 0.24 Bending(+) fb = 1212 Fb' = 2208 psi fb/Fb' = 0.55 Bending(-) fb = 22 Fb' = 1277 psi fb/Fb' = 0.02 Deflection: 0.31 = L/574 0.75 = L/240 in 0.42 Interior Live Total 0.52 = L/346 1.00 = L/180 in 0.52 Cantil. Live -0.07 = L/180 0.10 = L/120 in 0.67 Total -0.11 = L/108 0.13 = L/90 in 0.83 COMPANY PROJECT WoodWorks® , F7WARE FOR WOOD DESIGN Aug.24,202212:13 BM-R3.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full UDL 343.0 plf Load2 Live Full UDL 300.0 plf Load3 Snow Full UDL 250.0 plf Load4 Dead Point 6.37 1000 lbs Load5 Snow Point 6.37 1500 lbs Self -weight Dead Full UDL 9.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : t 12.744' Unfact ored: Dead Live Snow Factored: 2746 1912 2343 2746 1912 2343 Total 5937 5937 Bearing: Capacity Beam 5937 5937 Support 6394 6394 Des ratio Beam 1.00 1.00 Support 0.93 0.93 Load comb #3 #3 Length 2.92 2.92 Min req'd 2.92 2.92 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 Fcp sup 625 625 Glulam-Unbalan., West Species, 24F-1.8E WS, 3-1/8"x13-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12.75% Clear span: 12.25`, Volume = 3.7 cu.ft.; 9 laminations, 3-1/8" maximum width, 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 = 174 Fv' = 305 psi fv/Fv' = 0.57 Bending(+) fb = 2729 Ph' = 2760 psi fb/Fb' = 0.99 Live Defl'n 0.27 = L/565 0.42 = L/360 in 0.64 Total Defl'n 0.49 = L/303 0.63 = L/240 in 0.79 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 - - 1.00 1.00 - 3 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #3 = D + 0.75(L + S) Bending(+): LC #3 = D + 0.75(L + S) Deflection: LC #3 = D + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 5845, V design = 4891 lbs; M(+) = 21586 lbs-ft EIy = 1153.28 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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 lenqth based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT WoodWorks® , F7WARE FOR WOOD DESIGN Aug. 24, 2022 09:26 BM-R4.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Point 8.06 1100 lbs Load2 Snow Point 8.06 1700 lbs Self -weight Dead Full UDL 8.6 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : JI 16.114' Unfactored: Dead Snow 619 850 619 850 Factored: Total 1469 1469 Bearing: Capacity Beam 1469 1469 Support 2000 2000 Des ratio Beam 1.00 1.00 Support 0.73 0.73 Load comb #2 #2 Length 1.36 1.36 Min req'd 1.36 1.36 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 Fcp sup 625 625 Glulam-Unbalan., West Species, 24F-1.8E WS, 3-1/8"x12" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 16.13'; Clear span: 15.875'; Volume = 4.2 cu.ft.; 8 laminations, 3-1/8" maximum width, Wet service; Lateral support: top = continuous, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 58 Fv' = 267 psi fv/Fv' = 0.22 Bending(+) fb = 1836 Fb' = 2208 psi fb/Fb' = 0.83 Live Defl'n 0.37 = L/516 0.80 = L/240 in 0.46 Total Defl'n 0.89 = L/215 1.07 = L/180 I in 0.83 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Notes Cvr LC# Fv' 265 1.15 0.88 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 0.80 1.00 1.000 1.000 - - 1.00 1.00 - 2 Fcp' 650 - 0.53 1.00 - - - - 1.00 - - - E' 1.8 million 0.83 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 0.83 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #2 = D + S (live) LC #2 = D + S (total) Bearing : Support 1 - LC #2 = D + S Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1460, V design = 1460 lbs; M(+) = 11476 lbs-ft EIy = 809.99 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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). 10 WoodWorks® , F7WARE FOR WOOD DESIGN COMPANY PROJECT Aug. 23, 2022 17:45 BM-M1.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(8.001) psf Load2 Live Full Area 60.00(8.00') psf Load3 Snow Full Area 25.00 (8.00') psf Self -weight Dead Full UDL 6.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7.07' Unfact ored: Dead Live Snow 306 1697 707 306 1697 707 Factored: Total 2109 2109 Bearing: Capacity Beam 2109 2109 Support 3603 3603 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #3 #3 Length 2.22 2.22 Min req'd 2.22 2.22 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 625 Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7.06` Clear span: 6.688'; Volume = 1.6 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 NDS 2018: Criterion Analysis Value Design Value unit Anal sis/Desi n Shear fv = 68 Fv' = 116 psi fv/Fv' = 0.58 Bending(+) fb = 807 Ph' = 816 psi fb/Fb' = 0.99 Live Defl'n 0.10 = L/822 0.23 = L/360 in 0.44 Total Defl'n 0.12 = L/702 0.34 = L/240 in 0.34 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 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 - 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 + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 1951, V design = 1462 lbs; M(+) = 3358 lbs-ft EIy = 300.09 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 12 WoodWorks® , F7WARE FOR WOOD DESIGN COMPANY PROJECT Aug. 23, 2022 17:52 BM-M2.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full Area 10.00(8.00') psf Load2 Live Full Area 60.00(8.00') psf Load3 Snow Full Area 25.00(8.001) psf Load4 Dead Partial Area 0.24 4.99 10.00(2.60') psf Load5 Live Partial Area 0.24 4.99 60.00(2.60') psf Load6 Snow Partial Area 0.24 4.99 25.00(2.60') psf Self -weight Dead Full UDL 8.1 jDlf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : JI 7.155' Unfact ored: Dead Live Snow Factored: 394 2194 914 358 1981 826 Total 2725 2464 Bearing: Capacity Beam 2725 2464 Support 4656 4209 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #3 #3 Length 2.87 2.59 Min req'd 2.87 2.59 Cb 1.00 1.00 Cb in 1.00 1.00 Cb support 1.11 1.11 Fc up625 625 Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-114") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7.13'; Clear span: 6.688'; Volume = 2.0 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 NDS 2018: Criterion Analysis Value Design Value unit Anal sis/Desi n Shear fv = 67 Fv' = 116 psi fv/Fv' = 0.58 Bending(+) fb = 700 Fb' = 748 psi fb/Fb' = 0.94 Live Defl'n 0.07 = < L/999 0.23 = L/360 in 0.31 Total Defl'n 0.08 = L/985 0.35 = L/240 in 0.24 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.100 - 1.00 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 + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 2521, V design = 1765 lbs; M(+) = 4309 lbs-ft EIy = 539.86 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 13 WoodWorks® , F7WARE FOR WOOD DESIGN COMPANY PROJECT Aug. 23, 2022 17:55 BM-M3.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00(2.601) psf Load2 Live Full Area 60.00(2.60') psf Load3 Snow Full Area 25.00 (2.60') psf Self -weight Dead Full UDL 5.2 pif Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8.406' Unfact ored: Dead Live Snow 131 656 273 131 656 273 Factored: Total 828 828 Bearing: Capacity Beam 828 828 Support 1414 1414 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #3 #3 Length 0.87 0.87 Min req'd 0.87 0.87 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 625 1 625 Lumber -soft, Hem -Fir, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8.38'; Clear span: 8.25'; Volume = 1.5 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 NDS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 39 Fv' = 116 psi fv/Fv' = 0.34 Bending(+) fb = 636 Fb' = 884 psi fb/Fb' = 0.72 Live Defl'n 0.15 = L/686 0.28 = L/360 in 0.52 Total Defl'n 0.17 = L/577 0.42 = L/240 I in 0.42 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 - 1.00 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 + 0.75(L + S) (live) LC #3 = D + 0.75(L + S) (total) Bearing : Support 1 - LC #3 = D + 0.75(L + S) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 780, V design = 660 lbs; M(+) = 1625 lbs-ft EIy = 144.49 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS 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. 14 � * Irk r--F--i--T-- COMPANY PROJECT WoodWorks° Aug. 24, 202210:49 RA.wwb 'f7WARF FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load I Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 15.00 (24.0") psf Load2 Snow Full Area Yes 25.00(24.0") psf Self-wei ht Dead Full UDL No 1.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 9.609, Unfactored: Dead Snow Factored: 132 200 169 253 Total 332 422 Bearing: F'thsta 438 438 Capacity Joist 332 575 Support 112 586 Des ratio Joist 1.00 0.73 Support 0.56 0.72 Load comb #3 #2 Length 0.51 0.50; Min req'd 0.51 0.3 Cb 1.00 1.75 Cb m 1.00 1.75 Cb support 1.25 1.25 Fc 625 625 Minimum bearing length setting used: 1/2" for interior supports Lumber -soft, Hem -Fir, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 24.0" c/o; Total length: 9.69'; Clear span(horz): 1.0', 7.938'; Volume = 0.6 cu.ft.; Pitch: -4112 Lateral support: top = continuous, 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 Anal s s Value Design -� Value Unit Anal is Shear fv = 52 Fv' 172 psi fv/Fv' = 0.30 Bending(+) fb = 1036 Fb' = 1461 psi fb/Fb' = 0.71 Bending(-) fb = 66 Fb' = 1178 psi fb/Fb' = 0.06 Deflection: 0.19 = L/544 0.42 = L/240 0.44 Interior Live Total 0.31 = L/328 0.56 = L/180 0.55 Cantil. Live -0.07 = L/172 0.11 = 1/120 0.69 Total -0.12 = L/105 0.14 = 1/90 0.86 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.15 1.01 1.00 - - - - 1.00 1.00 2 Fb•+ 850 1.15 1.00 1.00 1.000 1.300 - 1.15 1.00 1'00 3 Fb'- 850 1.15 1.00 1.00 0.806 1.300 - 1.15 1.00 1.00 2 Fcp' 405 - 1.00 1.00 - - - - 1,00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3 Emin• 0.47 million 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #3 = D + S (pattern: Ss) Bending(-): LC #2 = D + S Deflection: LC #3 = D + S (pattern: Ss) (live) LC #3 = D + S (pattern: Ss) (total) Bearing : Support 1 - LC #3 = D + S (pattern: Ss) Support 2 - LC #2 = D + S D=dead S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, o pattern load in this span Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 321, V design = 285 Its; M(+) = 653 lbs-ft; M(-) = 42 lbs-ft EIy = 27.04 lb-in^2 "Live" Deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Bearing: Allowable bearing at an angle F•theta calculated for each support s per NOS 3.10.3 Lateral stability(-): Lu = 8.44' Le = 13.50RB = 19.9; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5. SLOPED BEAMS: level bearing is required for all sloped beams. 16 WoodWorks® , F7WARE FOR WOOD DESIGN COMPANY PROJECT Aug. 24, 2022 10:48 FJ1.wwb Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 10.00(16.0") psf Load2 Live Full Area Yes 60.00(16.0") psf Load3 Snow Full Area Yes 25.00 (16.0") psf Self -weight Dead Full UDL No 3.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 14.817' 12.75' 14.75' Unfact ored: Dead Live Snow 105 515 212 143 683 284 Factored: Total 651 869 Bearing: Capacity Joist 651 869 Support 1256 1381 Des ratio Joist 1.00 1.00 Support 0.52 0.63 Load comb #11 #3 Length 1.60 1.76 Min req'd 1.60 1.76 Cb 1.00 1.21 Cb min 1.00 1.21 Cb support 1.25 1.25 Fc sup625 625 Lumber -soft, Hem -Fir, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 14.81'; Clear span: 12.625', 1.938'; Volume = 1.7 cu.ft. Wet service; Incised; Lateral support: top = continuous, 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 „sing NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 48 Fv' = 116 psi fv/Fv' = 0.41 Bending(+) fb = 740 Fb' = 782 psi fb/Fb' = 0.95 Bending(-) fb = 77 Fb' = 311 psi fb/Fb' = 0.25 Deflection: 0.25 = L/604 0.43 = L/360 in 0.60 Interior Live Total 0.30 = L/508 0.64 = L/240 in 0.47 Cantil. Live -0.13 = L/190 0.13 = L/180 in 0.95 Total -0.15 = L/161 0.20 = L/120 in 0.74 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 0.80 5 Fb'- 850 1.15 1.00 1.00 0.346 1.000 - 1.15 1.00 0.80 3 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 11 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 11 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #5 = D + L (pattern: L_) Bending(-): LC #3 = D + 0.75(L + S) Deflection: LC #11 = D + 0.75(L + S) (pattern: Xs) (live) LC #11 = D + 0.75(L + S) (pattern: Xs) (total) Bearing : Support 1 - LC #11 = D + 0.75(L + S) (pattern: Xs) Support 2 - LC #3 = D + 0.75(L + S) D=dead L=live S=snow All LC's are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _=no pattern load in this span Load combinations: ASO Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V max = 632, V design = 535 lbs; M(+) = 1951 lbs-ft; M(-) = 204 lbs-ft EIy = 231.37 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability(-): Lu = 12.75' Le = 21.19' RB = 35.6; Lu based on full span Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 1 HF Column & HF Sill Plate Capacity TABLE IBC 2018, NDS 2018 Date modified 10-2-14 6 7 8 9 10 11 12 13 14 15 16 (2) 2x4 HF Stud 5,149 4,121 3,311 2,693 2,224 1,862 1,579 1,355 1,175 1,028 906 PSILL 4,784 - - - - - - - - - - (3) 2x4 HF Stud 9,220 7,723 6,382 5,281 4,406 3,715 3,166 2,726 2,369 2,076 1,834 PsILL 6,910 6,910 - - - - - - - - - (4) 2x4 HF Stud 12,294 10,298 8,510 7,041 5,875 4,953 4,221 3,635 3,159 2,769 2,445 PSILL 8,505 8,505 8,505 - - - - - - - - (2) 3x4 HF Stud 10,245 8,581 7,091 5,868 4,896 4,128 3,518 3,029 2,632 2,307 2,038 PSILL 7,619 7,619 - - - - - - - - - (3) 3x4 HF Stud 15,367 12,872 10,637 8,802 7,343 6,191 5,277 4,543 3,948 3,461 3,057 PsILL 10,631 10,631 10,631 - - - - - - - - (2) 2x6 HF Stud 7,951 6,405 5,164 4,210 3,481 2,917 2,476 2,125 1,843 1,613 1,423 PsILL 7,518 - - - - - - - - - - (3) 2x6 HF Stud 16,730 15,297 13,636 11,927 10,333 8,934 7,746 6,750 5,918 5,221 4,634 PSILL 10,859 10,859 10,859 10,859 - - - - - - - (4) 2x6 HF Stud 23,902 22,755 21,314 19,614 17,764 15,903 14,146 12,558 11,158 9,942 8,891 PsILL 13,365 13,365 13,365 13,365 13,365 13,365 13,365 - - - - 4x6HF#2 14,409 11,327 9,009 7,286 5,993 5,006 4,239 3,633 3,147 2,751 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF #2 18,744 14,808 11,809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3,193 PSILL 10,277 10,277 10,277 - - - - - - - - 4x10 HF #2 23,562 18,717 14,972 12,150 10,015 8,377 7,101 6,090 5,277 4,615 4,069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF #2 19,595 18,889 17,995 16,908 15,659 14,315 12,960 11,665 10,475 9,407 8,463 PsILL 13,087 13,087 13,087 13,087 13,087 13,087 - - - - - 6x8 DF #2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 13,808 12,400 11,156 PSILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 - - - - 6x10 DF #2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 15,285 13,835 PSILL 20,604 20,604 20,604 20,604 20,604 20,604 - - - - - Description By BTJ Date 08/25/22 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 Ave. South Su Suite 200 Project Won Residence Deck Job No. 22242.10 18 ... ..... (JAI I � . . f s d. k-. ........ .... 9t 2 ..... y r zr FAG w -............... ...... .. ........... (� a ........... ......_ .......... ....... .. ..,.....,.. ........ .. .... ...... .... .. ...,.... ..... ...... ....... to 0 USA or io�� � G P6 [All ...._ a w nor ��' q1V ............ ;W r �pl�rd�$,�?, jo z _ ppv✓f�i 1}I Nf•{r : �•,,� ro dfG! F91V oNroOff< i I Description v , 14 r (" �Lp��/ A % N �1 �/7 t7/ v Byft, Date ttp� ENGINEERING Checked Date Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA98020 project II -- // W�� Job No. 19 425.778.8500 .� ! www.cgengineering.com Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Wong.ec6 LIC# : KW-06015244, Build:20.22.7.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Fdn2 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties Soil Design Values fc : Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.50 ksf fy : Rebar Yield = 60.0 ksi Soil Density = 120.0 pcf Ec : Concrete Elastic Modulus = 3,122.0 ksi Increase Bearing By Footing Weight = No Concrete Density = 150.0 pcf Soil Passive Resistance (for Sliding) = 300.0 pcf N Values Flexure = 0.90 Soil/Concrete Friction Coeff. = 0.350 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 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 Min. Sliding 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 = 2.750 ft Length parallel to Z-Z Axis = 2.750 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 - 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) ih Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads Z X X N i m i Z o a� rn 2,-9" w d- ±EdRarc X-X Section Looking to +Z 4-#4Bars o co Z-Z Section Looking to +X D Lr L S W E H P : Column Load = 1.30 2.0 k OB : Overburden = ksf M-xx = k-ft M-zz = 1.80 k-ft V-x = 0.170 k V-z - 20k Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Wong.ec6 LIC# : KW-06015244, Build:20.22.7.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Fdn2 DESIGN SUMMARY 1=• Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.5873 Soil Bearing 0.8809 ksf 1.50 ksf +0.60D+0.70E about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS 1.363 Overturning - Z-Z 1.359 k-ft 1.852 k-ft +0.60D+0.70E PASS 3.962 Sliding - X-X 0.1190 k 0.4715 k +0.60D+0.70E 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 0.06973 Z Flexure (+X) 0.6129 k-ft/ft 8.790 k-ft/ft +1.20D+0.20S+E PASS 0.06769 Z Flexure (-X) 0.5950 k-ft/ft 8.790 k-ft/ft +1.20D+1.60S PASS 0.06769 X Flexure (+Z) 0.5950 k-ft/ft 8.790 k-ft/ft +1.20D+1.60S PASS 0.06769 X Flexure (-Z) 0.5950 k-ft/ft 8.790 k-ft/ft +1.20D+1.60S PASS 0.07982 1-way Shear (+X) 6.558 psi 82.158 psi +0.90D+E PASS 0.07274 1-way Shear (-X) 5.976 psi 82.158 psi +1.20D+1.60S PASS 0.07274 1-way Shear (+Z) 5.976 psi 82.158 psi +1.20D+1.60S PASS 0.07274 1-way Shear (-Z) 5.976 psi 82.158 psi +1.20D+1.60S PASS 0.1406 2-way Punching 23.110 psi 164.317 psi +1.20D+1.60S 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 1.50 n/a 0.0 0.2969 0.2969 n/a n/a 0.198 X-X, +D+S 1.50 n/a 0.0 0.5614 0.5614 n/a n/a 0.374 X-X, +D+0.750S 1.50 n/a 0.0 0.4952 0.4952 n/a n/a 0.330 X-X, +0.60D 1.50 n/a 0.0 0.1781 0.1781 n/a n/a 0.119 X-X, +D+0.70E 1.50 n/a 0.0 0.2969 0.2969 n/a n/a 0.198 X-X, +D+0.750S+0.5250E 1.50 n/a 0.0 0.4952 0.4952 n/a n/a 0.330 X-X, +0.60D+0.70E 1.50 n/a 0.0 0.1781 0.1781 n/a n/a 0.119 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.2969 0.2969 0.198 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 0.5614 0.5614 0.374 Z-Z, +D+0.750S 1.50 0.0 n/a n/a n/a 0.4952 0.4952 0.330 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.1781 0.1781 0.119 Z-Z, +D+0.70E 1.50 7.264 n/a n/a n/a 0.0 0.7030 0.469 Z-Z, +D+0.750S+0.5250E 1.50 3.266 n/a n/a n/a 0.2041 0.7864 0.524 Z-Z, +0.60D+0.70E 1.50 12.107 n/a n/a n/a 0.0 0.8809 0.587 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+S None 0.0 k-ft Infinity OK X-X, +D+0.750S None 0.0 k-ft Infinity OK X-X, +0.60D None 0.0 k-ft Infinity OK X-X, +D+0.70E None 0.0 k-ft Infinity OK X-X, +D+0.750S+0.5250E None 0.0 k-ft Infinity OK X-X, +0.60D+0.70E None 0.0 k-ft Infinity OK Z-Z, D Only None 0.0 k-ft Infinity OK Z-Z, +D+S None 0.0 k-ft Infinity OK Z-Z, +D+0.750S None 0.0 k-ft Infinity OK Z-Z, +0.60D None 0.0 k-ft Infinity OK Z-Z, +D+0.70E 1.359 k-ft 3.087 k-ft 2.271 OK Z-Z, +D+0.750S+0.5250E 1.019 k-ft 5.150 k-ft 5.052 OK Z-Z, +0.60D+0.70E 1.359 k-ft 1.852 k-ft 1.363 OK Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only 0.0 k 0.7859 k No Sliding OK X-X, +D+S 0.0 k 1.486 k No Sliding OK X-X, +D+0.750S 0.0 k 1.311 k No Sliding 21 OK Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Wong.ec6 LIC# : KW-06015244, Build:20.22.7.25 CG ENGINEERING (c) ENERCALC INC 1983-2022 DESCRIPTION: Fdn2 Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, +0.60D 0.0 k 0.4715 k No Sliding OK X-X, +D+0.70E 0.1190 k 0.7859 k 6.604 OK X-X, +D+0.750S+0.5250E 0.08925 k 1.311 k 14.688 OK X-X, +0.60D+0.70E 0.1190 k 0.4715 k 3.962 OK Z-Z, D Only 0.0 k 0.7859 k No Sliding OK Z-Z, +D+S 0.0 k 1.486 k No Sliding OK Z-Z, +D+0.750S 0.0 k 1.311 k No Sliding OK Z-Z, +0.60D 0.0 k 0.4715 k No Sliding OK Z-Z, +D+0.70E 0.0 k 0.7859 k No Sliding OK Z-Z, +D+0.750S+0.5250E 0.0 k 1.311 k No Sliding OK Z-Z, +0.60D+0.70E 0.0 k 0.4715 k No Sliding OK Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface inA2 inA2 in12 k-ft X-X, +1.401D 0.2275 +Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +1.401D 0.2275 -Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +1.201D 0.1950 +Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +1.201D 0.1950 -Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +1.20D+0.50S 0.320 +Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +1.20D+0.50S 0.320 -Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +1.20D+1.60S 0.5950 +Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +1.20D+1.60S 0.5950 -Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +0.90D 0.1463 +Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +0.90D 0.1463 -Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +1.20D+0.20S+E 0.2450 +Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +1.20D+0.20S+E 0.2450 -Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +0.90D+E 0.1463 +Z Bottom 0.2160 AsMin 0.2909 8.790 OK X-X, +0.90D+E 0.1463 -Z Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +1.40D 0.2275 -X Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +1.40D 0.2275 +X Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +1.20D 0.1950 -X Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +1.20D 0.1950 +X Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +1.20D+0.50S 0.320 -X Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +1.20D+0.50S 0.320 +X Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +1.20D+1.60S 0.5950 -X Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +1.20D+1.60S 0.5950 +X Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +0.90D 0.1463 -X Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +0.90D 0.1463 +X Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +1.20D+0.20S+E 0.09310 -X Top 0.2160 AsMin 0.2909 8.790 OK Z-Z, +1.20D+0.20S+E 0.6129 +X Bottom 0.2160 AsMin 0.2909 8.790 OK Z-Z, +0.90D+E 0.1063 -X Top 0.2160 AsMin 0.2909 8.790 OK Z-Z, +0.90D+E 0.5996 +X Bottom 0.2160 AsMin 0.2909 8.790 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu / Phi*Vn Status +1.40D 2.29 psi 2.29 psi 2.29 psi 2.29 psi 2.29 psi 82.16 psi 0.03 OK +1.20D 1.96 psi 1.96 psi 1.96 psi 1.96 psi 1.96 psi 82.16 psi 0.02 OK +1.20D+0.50S 3.21 psi 3.21 psi 3.21 psi 3.21 psi 3.21 psi 82.16 psi 0.04 OK +1.20D+1.60S 5.98 psi 5.98 psi 5.98 psi 5.98 psi 5.98 psi 82.16 psi 0.07 OK +0.90D 1.47 psi 1.47 psi 1.47 psi 1.47 psi 1.47 psi 82.16 psi 0.02 OK +1.20D+0.20S+E 1.20 psi 6.41 psi 2.46 psi 2.46 psi 6.41 psi 82.16 psi 0.08 OK +0.90D+E 1.07 psi 6.56 psi 1.47 psi 1.47 psi 6.56 psi 82.16 psi 0.08 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu / Phi*Vn Status +1.40D 8.84 psi 164.32psi 0.05378 OK +1.20D 7.57 psi 164.32psi 0.04609 OK +1.20D+0.50S 12.43 psi 164.32psi 0.07564 OK +1.20D+1.60S 23.11 psi 164.32psi 0.1406 OK +0.90D 5.68 psi 164.32psi 0.03457 OK +1.20D+0.20S+E 9.56 psi 164.32psi 0.05815 22 OK General Footing LIC# : KW-06015244, Build:20.22 DESCRIPTION: Fdn2 Two -Way "Punching" Shear Load Combination... +0.90D+E Vu Project Title: Engineer: Project ID: Project Descr: Phi*Vn Vu / Phi*Vn 6.14 psi 164.32psi 0.03735 Project File: Wong.ec6 ENERCALC INC 1983-202 All units k Status OK 23 7 Ory I- S7 A1�4 �X)' fir f, .......... �.10 ........ ... ..... . ...... . ... ..... ...... .... . . ...... ...... . ..... .... . .. ...... ..... .... ..... ..... ........ .............. Description By ?,T -S Date glotild'2— Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South I Suite 200 Project Job No. Edmonds, WA 98020 24 425.778.8500 www.cgengineering.com v ............... ... ..... .. ........ ..... ..... ..... ...... ....... - . . . .. ..... .... . .. . .... ..... .... ........... ............. ..... . ... . ..... ....... ..... .. ....... .... .... .... .... .... ..... .............. . ......... .......... .. ..... ...... ... .. .... .... ..... .... .... ... . ......... ..... .. . ....... .... ......... .... .. ..... . ... ..... . .. .... ..... .. .. ..... ... .... ... ..... ..... ..... .... ..... ... ..... .... .... . .. .... .... ... ....... ..... .......... .. . .... ..... ....... ..... - .... ..... ..... ..... .. ...... .. ... .. . ..... .... . . .... .... ..... . .... .... . . . ..... .... .... .... ... . .. . ..... .... 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Description BY -Date 1 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project t /0 Job No. 26 Edmonds, WA 98020 425.778.8500 www.cgengineering.com COMPANY I PROJECT WoodWorks(" SOFT WARE FOR WOOD DESIGN Aug. 24, 2022 16:03 1 Columnl.wwc Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.00") 1300 lbs Load2 Snow Axial (Ecc. = 0.00") 2000 lbs Load3 Earthquake Point 10.50 172 lbs Self -weight Dead Axial 66 lbs Reactions (lbs): Unfactored• Lateral: Dead Snow Earthquake 172 Axial: Dead 1366 1366 Snow 2000 2000 Factored: L->R 120 Load comb #4 #1 Timber -soft, Hem -Fir, No.2, 6x6 (5-1/2"x5-1/2") Support: Non -wood Total length: 10.5; Volume = 2.2 cu.ft.; Post or timber Fixed base; Free top; Load face = width(b); Wet service; Incised; Ke x Lb: 1.2 x 10.5 = 12.6 ft; Ke x Ld: 1.2 x 10.5 = 12.6 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 = 6 Fv' = 179 psi fv/Fv' = 0.03 Bending(-) fb = 547 Fb' = 736 psi fb/Fb' = 0.74 Axial fc = 111 Fc' = 275 psi fc/Fc' = 0.40 Axial Bearing fc = 111 Fc* = 481 psi fc/Fc* = 0.23 Combined (axial compressi n + side load be ding) Eq.3.9-3 = 0.88 Live Defl'n 1.01 = L/125 1.05 = L/120 in 0.96 Total Defl'n 1.01 = L/125 1.05 = L/120 in 0.96 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 140 1.60 1.00 1.00 - - - - 1.00 0.80 4 Fb'- 575 1.60 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 4 Fc' 575 1.15 0.91 1.00 0.571 1.000 - - 1.00 0.80 2 Fc'comb 575 1.60 - - 0.447 - - - - - 4 E' 1.1 million 1.00 1.00 - - - - 1.00 0.95 4 Emin' 0.40 million 1.00 1.00 - - - - 1.00 0.95 4 Fc* 575 1.15 0.91 1.00 - 1.000 - - 1.00 0.80 2 CRITICAL LOAD COMBINATIONS: Shear : LC #4 = D + 0.7E Bending(-): LC #4 = D + 0.7E Deflection: LC #4 = D + 0.7E (live) LC #4 = D + 0.7E (total) Axial LC #2 = D + S Combined LC #4 = D + 0.7E; D=dead S=snow E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1 CALCULATIONS: V = 120 lbs; M(-) = 1264 lbs-ft; P = 3366 lbs, (1 - fc/FcE) = 0.87 EIy = 83.88 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Design Notes: 1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 27 Seismic Analysis Design Per 2018 IBC & ASCE 7-16 Seismic Coefficients Soil Site Class Occupancy Category Seismic Design Category SS = St = SMS = FaSS = SMt=FSt= SDS = (2/3)SMS = SD1 = (2/3)SM, _ Ta = Cthnx = R Factor = IF Factor = 1.281 0.450 1.537 0.833 D (assumed / default) II (non -essential facility) D Lat. = 47.802 Long. _ -122.350 Fa = 1.200 F = 1.850 1.025 0.555 0.25 Ct = 0.02 h„ = 28.5 x = 0.75 6.5 (Wood shear walls) 1.0 Seismic Base Shear V = 0.044SDS1 = 0.045 W V = (SDSIW)/R = 0.158 W V = (SD11W)/RTa = 0.346 W (Minimum Force) (Governing Force) (Maximum Force) From Computer Program: Short & 1-Sec Period Mapped Acceleration Parameters (MCE) ASCE 7-16 (Eq. 11.4-1) ASCE 7-16 (Eq. 11.4-2) ASCE 7-16 (Eq. 11.4-3) ASCE 7-16 (Eq. 11.4-4) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.8-2) ASCE 7-16 (Table 12.2-1) ASCE 7-16 (Table 1.5-2) ASCE 7-16 (Eq. 12.8-5) ASCE 7-16 (Eq. 12.8-2) ASCE 7-16 (Eq. 12.8-3) Description Seismic Base Shear By BTJ Date 08/09/22 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Wong Residence Edmonds, WA 98020 22242.10 28 A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. nTCHazards by Location Search Information Address: 21718 85th PI W, Edmonds, WA 98026, USA Coordinates: 47.8017858,-122.3495551 Elevation: 448 ft Ti mestam p: 2022-08-09T00:57:42.192Z Hazard Type: Seismic Reference Document: ASCE7-16 Risk Category: II Site Class: D-default Basic Parameters Name Value Description SS 1.281 MCER ground motion (period=0.2s) St 0.45 MCER ground motion (period=1.0s) SMS 1.537 Site -modified spectral acceleration value SMt * null Site -modified spectral acceleration value SIDS 1.024 Numeric seismic design value at 0.2s SA Sol * null Numeric seismic design value at 1.0s SA * See Section 11.4.8 walnut st 7'• �����V��HIgh SChoo� s BOndvla wa 448 fit 'ARK RHOOD 2xan St sw s Google Additional Information Name Value Description SDC * null Seismic design category Fe 1.2 Site amplification factor at 0.2s Fv * null Site amplification factor at 1.0s CRS 0.91 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.Os) PGA 0.545 MCEG peak ground acceleration FPGA 1.2 Site amplification factor at PGA PGAM 0.654 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.281 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.407 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) SsD 2.206 Factored deterministic acceleration value (0.2s) S1 RT 0.45 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.503 Factored uniform -hazard spectral acceleration (2 % probability of exceedance in 50 years) S1 D 0.893 Factored deterministic acceleration value (1.Os) PGAd 0.774 Factored deterministic acceleration value (PGA) * See Section 11.4.8 CarM2 ©Saved isd Edmori WInCo Foads40 I / a � z2an s ,Map data ©2022 Google Report a map error 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. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. 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 latitudellongitude location in the report. 29 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 IBC ASCE 7-16 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 97 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 28.5 Mean Roof Height (feet) hmean= 27 Building Length (feet) L= 50 Building Width (feet) W= 50 End Zone Width, a (feet) a= 5 Figure 28.6-1 Roof Angle Angle= 18.0 Design Wind Pressure, psi P,30A= 19.9 Figure 28.6-1 Design Wind Pressure, psi Ps30B= -5.8 Figure 28.6-1 Design Wind Pressure, psi PAX= 13.3 Figure 28.6-1 Design Wind Pressure, psi PAO= -3.2 Figure 28.6-1 Height/Exposure Adjustm XmaX 1.00 Topo. Effect Coeff., K, K,t= 1.00 Vasd = Vint*d0.6 Section 1609.3.1 ULT ASD ps=A*Kzt*p,30 p,=X*Kzt*ps30*O.6 19.9 11.9 PS30A= PS30B= -5.8 -3.5 PS30c= 13.3 8.0 PS30D= -3.2 -1.9 CM Description Wind Summary ENGINEERING 250 4th Ave South project Suite 200 Wong Residence Edmonds, WA 98020 By BTJ Date 8/9/2022 Checked Date Scale NTS Sheet No. Job No. 22242.10 M A This is a beta release of the new ATC Hazards by Location website. Please contact us with feedback. 6 The ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why. C f ` Hazards by Location Search Information Address: 21718 85th PI W, Edmonds, WA 98026, USA Coordinates: 47.8017858,-122.3495551 Elevation: 448 ft Timestamp: 2022-08-09T00:57:02.296Z Hazard Type: Wind Isn QSwedish Edmoi,ds Campus ■ WinCo Foods A 220M S1 SW 220th St sw 99 Ranch Marketq ! feGoogle Map data 02022 Google Report a map error ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year___________________________________ 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed _______________________ 85 mph MRI25-Year___________________________________ 73 mph MRI25-Year ________ 79 mph MRI50-Year___________________________________ 78 mph MRI50-Year __. 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category l________________________________ 92 mph Risk Category l _____ 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category III _____________________________ 104 mph Risk Category III -IV _ 115 mph Risk Category IV 108 mph 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. Please note that the ATC Hazards by Location website will not be updated to support ASCE 7-22. Find out why_ Disclaimer Hazard loads are interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions 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. 31 Topo North America"' 10 ■i �1►' fl���■l�rai�i - _ ', ■ Ill■ � Y■®t■ � .% � . ,� .�� �� � M • W b ®�� - - gal �i- ��• 1111 -� � • - mac, ��.�■■.r/o� - � ■ Nis NEVINW-A _ �� •Ill . /� �� � _III SIM • e . �� � ■ �. 1'CIIII� � ,• 5 0 .0 0.0 THEREFORE 00 .-0 . -130.0ft .. Data use subject to license. TN Scale 1 : 62,500 J/- 0 /. Y. %. 1 © DeLorme. Topo North America TM 10. MN (14.8`E) 0 1 1% 2 km www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 O Q H 48THfAVE WW 48TH AVE W r 48TH:AVE f86TH PL [9TH PL- I1 SOTH AVE�W a SOTH AV W M.ld 1STS �3 •52ND AVE W �1 M 3AV ONZS 358RD PL W a ��3 `` �• __i �� a�i �{ti, •� �L d a z> F M ld H l W M 3AV H1Lb 30TWAV NE 3: j-� 49TH AV W v SiST.AVE W - N r x S15T AVE W_ M ld H105 +- x - 52ND AVE W 52ND AVE W u+ m_53RD-AVE W N 53RD AVE W-7 53RD AVE W HI 54TH AVE y m N- 55TH AVE W S VE W 3\ N 0Q z po N m0 p a0 ch (V w O V _ �s R/ d x a o o 7y 3 v I� 56TH A x -�� ��7�!��-��}1u-l-F w_ dC� N �P O 0 _cc U` a) M 1d41gg + \\ c -59TH' PL W�\� > 60TH AVE W -� �� tij 59TH P_L-W-. 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' y/� ^ _ �o- ry DAYTON AVE N o y AV 92ND AVErPMA 92ND AVE W ll�� r �MAPLEWO� N �' y � I �bM ' 4 � AVEW ►-Z II ' 3A Z 94TH VE•W_ - aa•4NtilH9I�H �� 11Hs1�� 3, My� N ld•NOL`lVd d 1ST N 3AV 400MN33 AE) 4NZ6 6_d j �T E_ 95 W - v I L rnN AV. LST Y J - p _ . - E ao -( � 95TH'PL w -3AV DIdWAIV 97TH I N pf TFi PL S `z - LL MN 3AV 4NZ VE W'97TH AV 1 N `97TH PL W a I —• J + 98TF'PL W TH AVEi 'O p 04 J 9TH AVE S OP�E�P MN 3Ad H15 �OOTiH AVE N/ Fly cl W p N 3AV H16 N 3AV H_ 1b� J 8TH AVE S 8TH AV -- y 101'ST PL W r S PLS S�Q �� M3AV Hl- OT I 3 ~ N m U N AV H18 B AV 7TH AVE S S+ 7TH O�ti M3AV ONZOI/ �IN I u' L--z M 6T ,+ O� x, MIN. 3. _LpT 1. AVE S 06TH AVE[W� o N-3AV 19 £ w p J MN lHl£ �� Nl 1IJD1.b N `r \ M ld '.. I I L� M Id z MNLId dillb. +n +^ M LO.I z w a m y a '3RD Aq - m. a �'O✓ A � �/ +3 3AV H180I ;� u \ i 18TH AVE NW t ,N��J 110TH PL I ` r��� u rn 'L 3 > TIMER N_ 1120T.H-AVE NW a16i 3 _ VMSNOW3` -1 Q�Pmoc z zo >0 AD �f E RDI,00h1 yNO- p 04C'iw M \ Oa 7' I+ 3AV H-L NIHD o 3AV H19Z z� w n 3 E E a 0 a z w p J V U a a rn p p N O LO LID V M p p M w U Topo North America"' 10 A � t ►� u /� I Ij i �■1 Y�E� � . W � W■�� �tl��. ON 0 '. ����9�YIIYYII■i �i ■1 s,� �. 1 ��E1=11 UI 1111►�► .. ill • � �:.��i '� � ■1 �- � '�-.1� - i+il �i� ill - ■■ - � 1 1• 1 THEREFORE H=267 Kzt=1.0 0.: ft .. Data use subject to license. TN Scale 1 : 62,500 J4 % © DeLorme. Topo North America TM 10. MN (14.8-E) o % ,h : km www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 O a H 48T.HI W 48TH AVE W 48I.:AVE W 30 AV NE ' i86TM PL C9`T`H P 50TH AVE W a 50TH AV u~i 4 )TH 50TH PL W (� i 1 `• ` •52ND AVEM W ld 15TS o � j b-!V 'AVW x /515T FlI I W Nv) 5.�F- N o 3AV (IN '53RD-AVE W' rv- 53RD AV W 53RD AVE W � y�� ` 54TH AVE p m z1 a = y6 54TH"PL-W-3 55TIH FIVE N% -- or �P w Cl) M o a a L AVE W w z 56TH v3i-= _ o N `f7 rn o � d• n1-1r 11�1-1r1� a z �ti� co p x U�I 1 1 W v� a. �• F-- �' n H 59TI9 P--L-W ^ �P v �i o �� g �'� S o _ 59TH AVE-Wz• < Mld CV m U rn N W H18S 60TH AVE WA � fi �N n 4 ~v 5 14TIi AVENE - Z �a Vc> C)1�e 61ST PLW o N N 1[� on s�� �, _s I 63RD AVE<W mom' - 63RD'PL W i YSf M 3AV 4NZ9 c� 4 z 65TH PLW « F W e 1 3. as 66TH_A E W aL Sn 3 n 66TH AVE NO L. 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MN 3AV H19Z N > v, p U 3 w E O_ o J E p a Lo 0 O O O O 6 O o 0 C O O W Er z E z U N D E J Co O 0 0 n -0" 13'-0" N I M _ O DP I o A 3T @Ii° 4R @7.5" REPLACE WINDOWS 2.12 @16' O.C. &1H NEW SGD I — �I &ADD NEW WINDOW BETWEEN SGDs I o EXISTING TO REMAIN B o Ai - r o 0 ' 13'-3/4" I HOSE o T RELOCATED 3T @11' HOSE BIB 4R ®1y x � o x lo7� I L- - - - - PROPOSED DECK FRAMING SCALE: 4' - 1'-0" 36 Upper Floor Shear Walls -Walls Below the Roof Framing Y - Direction Walls Fy (EQ) = 8.1 kips (Story Shear) Story HT = 8 F (wind) 3.2 kips(StoryShear Wa1I HT= 8 Max h/w 3.5 Wy = 162 PLF seismic S0s = 0.87 Wy= 64 PLF wind EQ Wind EQ Wind Governing EQ Wind _ Wall Wall SW Trib EQ, WL EQ Wind SW Reduced Gross Gross (0.6-0.14s�)DL 0.6'DL Net Uplift Hold-down Line Line DL Line Mark Length Width 2w/h Shear Shear Callout HD Length Uplift Uplllt End il End j End i End j End i End J End i End j Load Load Trib 1 A 4 25 1.0 148 42 SW6 3.5 14 0.5 0.1 0.1 0.1 0.1 1.3 1.3 MST37 MST37 4.1 1.6 0.0 B 10.5 - 1.0 148 42 SW6 10.0 1.2 0.5 0.2 0.2 0.3 0.3 1.0 1.0 MST37 MST37 - - 0.0 C 5.9 - 1.0 148 42 SW6 54 1.3 0.5 0.1 0.1 0.1 0.1 1.2 1.2 MST37 MST37 - - 0.0 D 7 - 1.0 148 42 SW6 6.5 1.3 0.5 0.1 0.1 0.2 0.2 1.1 1.1 MST37 MST37 - - 0.0 2 A 0.0 NA #VALUE! #VALUE! -0.5 #VALUE! #VALUE! 0.0 0.0 0.0 0.0 #### #### #VALUE! #VALUE! 0.0 0.0 0.0 3 A 25 0.0 NA #VALUE! #VALUE! -0.5 #VALUE! #VALUE! 0.0 0.0 0.0 0.0 #### #### #VALUE! #VALUE! 4.1 1.6 0-0 E 50.0 8.1 3.2 -Input Cell Input Cell wl Formula Description Upper Floor Shear Walls By BTJ Date 08/24/22 Checked Date 0 Y-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 37 Project Wong Residence Job No. Edmonds, WA98020 22242.10 Main Floor Shear Walls - Walls Below the Upper Floor Framing Y - Direction Walls Fy (EQ) = 5.4 kips (Story Shear) Story HT = 10 Fy (wind) = 4.6 kipsSto Shear Wall HT = 9 Max lVw 3.5 Wy = 109 PLF seismic S-S = 1.02 WY = 93 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ, WL EQ Wind SW Reduced Gross Gross (0.6-0.Mw)DL 0.6' DL From Above Net Uplift Hold-down Line Line DL Line Mark Length Width EQ Wind 2Wh Shear Shear Callout HD Length Uplift Uplift End 11 End j End 11 End j End i End j End 11 Endjj End i 1 End j Load Load Trib 1 A 3 13.75 4.1 1.6 0.7 556 206 SW2 2.5 4.4 2.3 0.1 0.1 0.1 0.1 1.3 1.3 5.7 5.7 HDUB HDU8 5.6 2.9 0.0 B 3.9 - - - 0.9 427 158 SW3 3.4 4.2 2.2 0.1 0.1 0.1 0.1 0.0 0.0 4.2 4.2 HDUB HDUB - - 0.0 C 3.9 - - - 0.9 427 158 SW3 3.4 4.2 2.2 0.1 0.1 0.1 0.1 0.0 0.0 4.2 4.2 HDUB HDU8 - - 0.0 D 4.2 - - - 0.9 397 147 SW3 3.7 4.2 2.2 0.1 0.1 0.1 0.1 1.1 1.1 5.3 5.3 HDU8 HDU8 - - 0.0 2 A 24.75 0.0 0.0 0.0 NA ## ### ####### -0.5 ##g#### ##g#### 0.0 0.0 0.0 0.0 ##### ###p# #### #### ####### 2.7 2.3 0.0 rr r rr rr 3 A 11 4.1 1.6 0.0 NA ###9#9# ###9#9# -0.5 ######t! #tom#### 0.0 0.0 0.0 0.0 #99## ##### #### #### ####### #99#### 5.3 2.6 0.0 rr E 49.5 8.1 3.2 13.5 7.8 Input Cell Input Cell w/ Formula Description Main Floor Shear Walls By BTJ Date 08/24/22 Y-Direction Checked Date ENGINEERING Scale NTS Sheet No. Project Wong Residence Job No. 250 4th Ave. South Suita200 Edmonds, WA 98020 22242.10