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REVIEWED BLD BLD2022-0015+Structural_Calculations+1.6.2022_8.29.10_AM+2605985ENGINEERING civil & structural engineering & planning RECEIVED Jan 07 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2022-0015 STRUCTURAL CALCULATIONS REVIEWED BY CITY OF EDMONDS 250 4th Ave 5 Ste 200 Edmonds, WA 98020 Phone. (425) 778-8500 Pax; (425) 778-5536 Norton Garage 812 Cary Rd. Edmonds, WA 98020 CG Project No.: 21339.10 Project Description A new detached garage with guest suite will be constructed on a lot with a single-family home. The building will be approximately 1600 sf and will be a single story. It will have a sloped roof with TJI rafters. Loft storage will be located above the guest suite. The floor will be a slab on grade and retaining walls will be located at the rear of the building. Scope of Work We will provide stamped structural calculations and construction drawings suitable for permit and construction. Basis of Design Roof Dead 15 psf Snow 25 psf Floor Dead 15 psf Live 125 psf (storage) Wind Parameters Wind Speed, 3-Sec Gust 97 MPH Exposure Category C Importance Factor, l,, 1 (Non -Essential Facility) Mean Height 16.8 (FT Above Grade Elevation) Seismic Parameters V = Wp*[Sds/(R/le)] = Sds/(6.5/1) = Cs*Wp Sds 0.861 Importance Factor, le 1 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date ERH 9/28/2021 Project Summary Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Norton Garage 21339.10 Edmonds, WA 98020 1 Gravity Design Loads Roof DL Roofing Material 2.5 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 16" TJI @ 24" OC 3.0 psf M/E 1.0 psf Misc 1.5 psf 14.1 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 2x10 @ 16" OC 2.8 psf M/E 1.0 psf Misc 1.5 psf 13.4 psf USE 15.0 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 (Storage) 125.0 psf Description Gravity Design Loads By ERH Date 09/28/21 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Norton Garage Job No. Edmonds, WA 98020 21339.10 2 GRAVITY KEY PLAN - ROOF 07 n 7 T 11194 co ti co N 08 630 lb. (D) 1030 lb. (S) ROOF JOISTS 09 0 ROOF JOISTS N u- J U) 02� COL1 (FULL HEIGHT) 294 lb. (D) 367 lb. (S) (FROM CANOPY LOAD) I� I� 588 lb. (D) ' 771 lb. (S) (FROM CANOPY J i LOAD) J COL1 (FULL HEIGHT) �I I� I� I� I� I� I� I� JI � J COL1 (FULL HEIGHT) K GRAVITY KEY PLAN - LOFT LEVEL 220 lb. (D) 1680 lb (L) . (D) . (S) ,ANOPY 80 lb. (D) 00 lb. (S) COL1 (FULL HEIGHT) 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 - - - - 4x6 HF #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 ERH Date 09/28/21 Wood Column Capacity Table checked Date p ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 pi -a cct Norton Garage Job No. 21339.10 0 Izoor- V-A F T -s WJ t Loov- AMM w (0 74 D = (SApSF C 11:IS' ) ~' v?('�7 PL.F Ws = 2S P5F I,wn _ IS PSF ML i-op---t I(v" -Tj1 3 U 0 2 24" O.C. M ` `boa/ V = q r� L/31-7 error L// 9 9 b = IS PS F L = 12S PSF (si-oizt\ 6 ) pCK'- Wt7up�vo�N�S F2-x12`UFl M = l I °/o `v = 3 ()°% O 3 1 0/J VpP( R a 2?))u O 23tU' Cs� Description By E �H Date j q-2`a-2 ENGINEERING 250 4th Ave. South GmV 11 --� o L S I & r') Checked Date Scale N S Sheet No. Suite 200 Edmonds, WA 98020 project N b V`[-b 6 n P' /A G � Job No. 425.778.8500 www.cgengineering.com I F 0 R T E" CM MEMBER REPORT PASSED Level, Roof: Joist 1 piece(s) 16" TJI@ 360 @ 24" OC 12 0.751 ' 1' (( 29' 6" 3' ❑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) 1456 @ 30' 11 1/4" 2835 (3.50") Passed (51%) 1.15 1.0 D + 1.0 S (Adj Spans) Shear (Ibs) 1137 @ 30' 9 1/2" 2519 Passed (45%) 1.15 1.0 D + 1.0 S (Adj Spans) Moment (Ft-Ibs) 8728 @ 15' 11 5/16" 9666 Passed (90%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 1.130 @ 16' 3/16" 1.492 Passed (L/317) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 1.799 @ 16' 1/8" 1 1.990 1 Passed (L/199) 1 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (L/240) and TL (L/180). • Overhang deflection criteria: LL (2L/240) and TL (2L/180). Upward deflection on left and right cantilevers exceeds overhang deflection criteria. • Allowed moment does not reflect the adjustment for the beam stability factor. • Upward deflection on right cantilever exceeds 0.4". • Permanent bracing at third points In the back span or a direct applied ceiling over the entire back span length is required at the Right end of the member. See literature detail (PB1) For clarification. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Beveled Plate - SPF 3.50" 3.50" 3.50" 478 799 1277 Blocking 2 - Beveled Plate - SPF 3.50" 3.50" 1 3.50" 547 910 1457 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Lateral Bracing Bracing Intervals Comments Top Edge (Lu) TV o/c Bottom Edge (Lu) 9' 7" o/c •TJI joists are only analyzed using Maximum Allowable bracing solutions. -Maximum allowable bracing intervals based on applied load. Vertical Load Location Spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 34' 1" 24" 15.0 25.0 Default Load Member Length : 34' 2 13/16" System : Roof Member Type : Joist Building Use : Residential Building Code : IBC 2018 Design Methodology : Aso Member Pitch : 0.75/12 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -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 Emma H CG (425) 778-8500 emmah@cgengineering.com 9/28/2021 5:41:45 PM UTC ForteWEB v3.2, Engine: V8.2.0.17, Data: V8.1.0.16 Weyerhaeuser File Name: Orton Garage Page 1 / 1 COMPANY CG Engineering PROJECT 4th Ave 200 Wood250Works Edmonds, WAA 9808020 Sep. 28, 2021 14:04 vwAkf rorr wood nr , ei % Floor Joist Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 3) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00(12.0") psf Load2 Live Full Area 125.00(12.0") psf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 10.566' .5' Unfactored: Dead Live Factored: 79 660 79 660 Total 740 740 Bearing: Capacity Joist 740 740 Support 925 925 Des ratio Joist 1.00 1.00 Support 0.80 0.80 Load comb #2 #2 Length 0.79 0.79 Min req'd 0.79 0.79 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 6251 625 Lumber -soft, D.Fir-L, No.2, 2x12 (1-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floorjoist spaced at 12.0" c/c•, Total length: 10.56; Clear span: 10.438'; Volume = 1.2 cu.ft. 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 NDS 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 53 Fv' = 180 psi fv/Fv' = 0.30 Bending(+) fb = 732 Fb' = 1035 psi fb/Fb' = 0.71 Live Defl'n 0.12 = < L/999 0.35 = L/360 in 0.34 Total Defl'n 0.13 = L/937 0.52 = L/240 in 0.26 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 900 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 735, V design = 599 lbs; M(+) = 1929 lbs-ft EIy = 284.76 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. _ COMPANY CG Engineering PROJECT 250. Ave S.:58 200 WoodWorks"' qj) Edmonds, WA 98020 Nov. 2, 2021 14:58 2, 7 WAkf rorr waora r,, ,". s Beam1 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 267.0 plf Load2 Snow Full UDL 994.0 plf Self -weight Dead Full UDL 15.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.404' Unfact ored: Dead Snow 1465 2310 1465 2310 Factored: Total 3775 3775 Bearing: Capacity Beam 9844 9844 Support 14490 14490 Des ratio Beam 0.38 0.38 Support 0.26 0.26 Load comb #2 #2 Length 3.00 3.00 Min req'd 1.15 1.15 Cb 1.00 1.00 Cb in 1.00 1.00 Cb support - - Fc su 800 800 BM1 PSL, 2.0E, 2.0E, 5-1/4"x9-1/4" Supports: All - Lumber n-ply Column, Hem -Fir Stud Total length: 10.38'; Clear span: 9.875; Volume = 3.5 cu.ft. 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 = 94 Fv' = 334 psi fv/Fv' = 0.28 Bending(+) fb = 1455 Fb' = 3432 psi fb/Fb' = 0.42 Live Defl'n 0.14 = L/831 0.33 = L/360 in 0.43 Total Defl'n 0.24 = L/508 0.50 = L/240 in 0.47 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 1.000 1.029 - 1.00 1.00 - - 2 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 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: CALCULATIONS: V max = 3631, V design = 3036 lbs; M(+) = 9077 lbs-ft EIy = 692.52 lb -in A2 Apparent E approximates the effect of shear deflection. "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. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. n tiJ 250 4th Ave. South N ! � Suite 200 project Job No. Edmonds, WA 98020 425.778.8500 2 9 3 ) <1 . # www.cgengineering.com COMPANY CG Engineering PROJECT 250. Ave S.:16 200 WoodWorks"' qj) Edmonds, WA 98020 Nov. 2, 2021 15:16 2, . ; 7WAkf i07f Woon r,: ,". s Beam2 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 237.0 plf Load2 Snow Full UDL 394.0 plf Self -weight Dead Full UDL 5.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5.194' Unfact ored: Dead Snow 629 1023 629 1023 Factored: Total 1652 1652 Bearing: Capacity Beam 1652 1652 Support 2823 2823 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 1.17 1.17 Min req'd 1.17 1.17 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc up625 625 BM2 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: 5.19'; Clear span: 5.0'; Volume = 0.9 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection „sing Nos 2018: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv = 71 Fv' = 172 psi fv/Fv' = 0.41 Bendng(+) fb = 809 Fb' = 1259 psi fb/Fb' = 0.64 Live Defl'r. 0.04 = < L/999 0.17 = L/360 in 0.24 Total Defl'r 0.07 = L/914 0.25 = L/240 in 0.26 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Fv' 150 1.15 1.00 1.00 - - - Fb'+ 850 1.15 1.00 1.00 0.991 1.300 - Fcp' 405 - 1.00 1.00 - - - E' 1.3 million 1.00 1.00 - - - Emin' 0.47 million 1.00 1.00 - - - 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: CALCULATIONS: V max = 1622, V design = 1206 lbs; M(+) = 2066 lbs-ft EIy = 144.49 lb-in^2 "Live" deflection is due to all non -dead loads (live, Total deflection = 1.0 dead + "live" Cr Cfrt Ci Cn LC# - 1.00 1.00 1.00 2 1.00 1.00 1.00 - 2 - 1.00 1.00 - - - 1.00 1.00 - 2 - 1.00 1.00 - 2 wind, snow...) Lateral stability(+): Lu = 5.13' Le = 10.13' RB = 8.5 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. 11 COMPANY CG Engineering PROJECT 250. Ave S.:24 200 WoodWorks"' qj) Edmonds, WA 98020 Nov. 2, 2021 16:24 2, 7 WAkf rorr waora r,, ,". s Beam3 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Point 5.19 463 lbs Load2 Snow Point 5.37 771 lbs Load3 Dead Full UDL 346.0 plf Load4 Snow Full UDL 444.0 plf Self -weight Dead Full UDL 15.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.378' Unfact ored: Dead Snow 2103 2676 2103 2703 Factored: Total 4779 4806 Bearing: Capacity Beam 9844 9844 Support 14490 14490 Des ratio Beam 0.49 0.49 Support 0.33 0.33 Load comb #2 #2 Length 3.00 3.00 Min req'd 1.46 1.46 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc su 8001 1 800 BM3 PSL, 2.OE, 2.OE, 5-1/4"x9-1/4" Supports: All - Lumber n-ply Column, Hem -Fir Stud Total length: 10.38'; Clear span: 9.875; Volume = 3.5 cu.ft. Lateral support: top = at supports, bottom = at supports; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection „sing Nos 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 123 Fv' = 334 psi fv/Fv' = 0.37 Bending(+) fb = 2099 Fb' = 3388 psi fb/Fb' = 0.62 Live Defl'n 0.18 = L/651 0.33 = L/360 in 0.55 Total Defl'n 0.33 = L/368 0.50 = L/240 in 0.65 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.15 - 1.00 0.987 1.029 - 1.00 1.00 - - 2 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 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: CALCULATIONS: V max = 3992, V design = 3992 lbs; M(+) = 13092 lbs-ft EIy = 692.52 lb -in A2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral Stability(+): Lu = 10.00' Le = 18.63' RE = 8.7 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. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. 12 COMPANY CG Engineering PROJECT 4 Ave S.:21 200 WoodWorks"' qj) Edmonds, WA 98020 Oct. 4, 2021 08:21 Oct , . ; 7WAkf foAr Wool? r,: ,". s Beam4 Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full UDL 79.0 plf Load2 Live Full UDL 656.0 plf Self -weight Dead Full UDL 5.2 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5.111' Unfact ored: Dead Live 215 1677 215 1677 Factored: Total 1892 1892 Bearing: Capacity Beam 1892 1892 Support 3232 3232 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 1.33 1.33 Min req'd 1.33 1.33 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc up625 625 BM4 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: 5.13'; Clear span: 4.875'; Volume = 0.9 cu.ft. 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 = 81 Fv' = 150 psi fv/Fv' = 0.54 Bendng(+) fb = 905 Fb' = 1105 psi fb/Fb' = 0.82 Live Defl'r. 0.06 = L/939 0.17 = L/360 in 0.38 Total Defl'r 0.07 = L/832 0.25 = L/240 in 0.29 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 - 1.00 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 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + L Bending(+): LC #2 = D + L Deflection: LC #2 = D + L (live) LC #2 = D + L (total) Bearing : Support 1 - LC #2 = D + L Support 2 - LC #2 = D + L D=dead L=live All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 1851, V design = 1362 lbs; M(+) = 2313 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. 13 T'i �& Ptaoi 5'-0" C � ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425,778,8500 www.cgengineering.com P -- (do i -� 2'�� I'SF ) 0") ID") -- 131 g * Description Project "012-`f-DN (.,1)V-n-0G B y EX- Date iI I3/t-I Checked Date Scale (vO Sheet No. Job No. 2133q,10 Project Title: Engineer: Project ID: Project Descr: Steel Beam Project File: Norton.ec6 LIC# : KW-06015244, Build:20.21.10.4 CG ENGINEERING (c) ENERCALC INC 1983-2021 DESCRIPTION: CB #1 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method Allowable Strength Design Fy : Steel Yield : 35.0 ksi Beam Bracing: Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending is 0.0630 C8x11.5 Span = 5.830 ft lied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load : D = 0.050, S = 0.0630 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Overall MAXimum Overall MINimum D Only +D+S +D+0.750S +0.60D S Only 0.033 : 1 Maximum Shear Stress Ratio = C8x11.5 Section used for this span 0.529 k-ft Va : Applied 15.901 k-ft Vn/Omega : Allowable +D+S Load Combination 2.915ft Location of maximum on span Span # 1 Span # where maximum occurs 0.002 in Ratio = 40,082 —360 0.000 in Ratio = 0 <360 Span: 1 : S Only 0.003 in Ratio = 20283 —180 Span: 1 : +D+S 0.000 in Ratio = 0 <180 Support 1 Support 2 -0.108 -0.108 0.179 0.179 0.363 0.363 0.317 0.317 0.108 0.108 0.184 0.184 Support notation : Far left is #' Values in KIPS 0.016 : 1 C8x11.5 0.3629 k 22.132 k +D+S 0.000 ft Span # 1 15 Description By F-- 9- 1-f Date 11 � / L i Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South ivy Suite 200 Edmonds, WA 98020 project ` - N D i2-D N (� 1) V-n- 0 Job No. 425,778,8500 z 3) Jw www.cgengineering.com _ DEsI&N WmD PKCSs �tp—s PINV1 ► (C7(-p-1)J I6/fi- (As`t i- IkP a'D:� a� (Asc tG z(o.io 1) V r91 rnply 11 b GGpi D. ENGINEERING 250 4th Ave. 5outh Description By C g 1-t Date 10_1 _ 2_1 OUT O F PL IAN C Checked Date Scale Nrs Sheet No. 5uite 200 Edmonds, WA 98020 project Job No. 425.778.8500 www.cgengineering.com NORTO N (2F}P-fft (7E 2 ► 3 39 • 10 Ot,Ii"-OF t'1. AN 0C P01'K)(-, bivt 3 a`7 LowC F (attF'. tad �t7�� vq = a Z .1 PSG v fir' t f- V-`,) V\A M 0 V-1 2, 0 WTI t co ran � • -GtYNO �y ) _10. ._ P-2.0PSF(s�-;b)(II-q 'L;SIVI Cis`) .y p %�� /per EJ I�S4 t Ok� RNG Y$} CASCiS - �c t �C..`..... C 0:.0ri(�; 12Ub(4v� l2ilU(f tH -2°/0 VO COL I — CA W ID V'4 F Oa T( F t, UU L- H L C c F 4 _h p, lob �Cbi 12.0 W(�) _ d0 ?SF (W-9„) ! 2--1 Fx1 C 63°!'/ y-2-0# �2 3 Vx, Fx2 S r 10 y �l � s 2 5 RA\sE SCCAl Vvflt4 FX z FKOM DOA 3 (Xn) ' D , _ Soo T T �ajfJ 4(0 400#(0) Description fay LV—)J Date ! 1 ! 3% 2 { � � I� checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South r--I-S Suite 200 project Job No. Edmonds, WA 98020 h-1-0 N 425.778.8S00 2— 13 3 c• l-0 www.cgengineering.com COMPANY CG Engineering PROJECT Ave 200 WoodWorks"' qj) Ed on4th A 802TE Edmonds, WA 98020 Nov. 3, 2621 14:31 7 WAkf rorr WOOD r„ ,r,. s Beam3 -Out of Plane Design Check Calculation Sheet Wood Works Sizer 2019 (Update 3) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Wind Full UDL 239.0 plf Load2 Dead Point 5.04 839 lbs Load3 Snow Point 5.04 1049 lbs Self -weight Dead Full UDL 15.2 Plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10.042' Unfactored: Dead Snow Wind 494 522 1200 497 527 1200 Factored: Total 1426 1432 Bearing: Capacity Beam 2197 2197 Support 2891 2891 Des ratio Beam 0.65 0.65 Support 0.49 0.50 Load comb #3 #3 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc su 625 625 *Minimum bearing length setting used: 1/2" for end supports BM3 PSL, 2.OE, 2.0E, 5-1/4"x9-1/4" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10.06'; Clear span: 9.938` Volume = 3.4 cu.ft. Lateral support: top = at supports, bottom = at supports; Oblique angle: 90.0 deg; 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 x-x fv = 0 Fv' = 334 psi fv/Fv' = 0.00 y-y fv = 31 Fv' = 242 psi fv/Fv' = 0.13 Bending(+) x-x fb = 0 Fb' = 3388 psi fb/Fb' = 0.00 y-y fb = 1387 Fb' = 3307 lbs-ft fb/Fb' = 0.42 Live Defl'n 0.24 = L/509 0.33 = L/360 in 0.71 Total Defl'n 0.39 = L/310 0.50 = L/240 in 0.77 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fvy' 210 1.15 - 1.00 - - - - 1.00 - - 2 Fby' 2800 1.15 - 1.00 0.998 1.03 - 1.00 1.00 - - 2 Fcp' 475 - - 1.00 - - - - 1.00 - - - Ey' 2.0 million - 1.00 - - - - 1.00 - - 3 Emin' 1.04 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(+): LC #2 = D + S Deflection: LC #3 = D + 0.75(S + 0.6W) (live) LC #3 = D + 0.75(S + 0.6W) (total) Bearing : Support 1 - LC #3 = D + 0.75(S + 0.6W) Support 2 - LC #3 = D + 0.75(S + 0.6w) D=dead S=snow W=wind All LC's are listed in the Analysis output Load combinations: CALCULATIONS: V max = 1017, V design = 1017 lbs; M(+) = 4910 lbs-ft EIy = 223.08 lb-inA2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + ^live^ Lateral stability(+): Lu = 10.00' Le = 18.38' RB = 3.7 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. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. ■ r J COMPANY CG Engineering ■ �► '� 250 4th Ave 200 ■V/■V, Wood Edmonds, WAA 98028020 rks® Nov. 5, 2021 10:23 7 WAkf rorr woof] r„ , n. s Design Check Calculation Sheet Wood Works Sizer 2019 (Update 4) Loads: Load Type Distribution Location [ft] Start End Magnitude Start End Unit Loadl Dead Axial (Scc. = 0.00") 294 lbs Load2 Snow Axial (Ecc. = 0.00") 367 lbs Load3 Dead Point 10.25 420 lbs Load4 Snow Point 10.25 525 lbs Loads Dead Point 6.50 -920 lbs Load6 Snow Point 6.50 -1055 lbs Load7 Wind Point 6.50 -1200 lbs Self-wei ht Dead Axial 106 lbs Reactions (lbs): 12.25' ao m N fD 0' PROJECT COL1 Canopy Column 12.25' 0 Unfactored: Lateral: Dead -363 -137 Snow -409 -121 Wind -563 -637 Axial: Dead 400 400 Snow 367 367 Factored: R->L -924 -519 Load comb #3 #5 L->R Load comb #1 #1 CANOPY COLUMN PSL, PSL, 1.8E, 5-1/4"x5-1/4" Support: Non -wood Total length: 12.25'; Volume = 2.3 cu.ft. Pinned base; Load face = depth(d); Ke x Lb: 1.0 x 12.25 = 12.25 ft; Ke x Ld: 1.0 x 12.25 = 12.25 ft; 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 = 65 Fv' = 219 psi fv/Fv' = 0.30 Bending(-) fb = 2499 Fb' = 3001 psi fb/Fb' = 0.83 Axial fc = 28 Fc' = 933 psi fc/Fc' = 0.03 Axial Bearing fc = 28 Fc* = 2875 psi fc/Fc* = 0.01 Combined (axial compressi n + side load be ding) Eq.3.9-3 = 0.86 Live Defl'n -0.66 = L/222 1.23 = L/120 in 0.54 Total Defl'n -1.08 = L/136 1.23 = L/120 in 0.88 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CV Cfu Cr Cfrt CF LC# Fvy' 230 1.15 - 1.00 - - - - 1.00 - 2 Fby'- 2400 1.15 - 1.00 0.992 1.096 - 1.00 1.00 - 2 Fc' 2500 1.15 - 1.00 0.325 - - - 1.00 - 2 Ey' 1.8 million - 1.00 - - - - 1.00 - 3 Emin' 0.93 million - 1.00 - - - - 1.00 - 3 Eminy' 0.93 million - 1.00 - - - - 1.00 - 3 Fc* 2500 1.15 - 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D + S Bending(-): LC #2 = D + S Deflection: LC #3 = D + 0.75(S + 0.6W) (live) LC #3 = D + 0.75(S + 0.6W) (total) Axial LC #2 = D + S Combined LC #2 = D + S; D=dead S=snow W=wind 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 = 1202 lbs; M(-) = 5023 lbs-ft; P = 767 lbs, (1 - fc/FCE) = 0.97 EIy = 113.95 lb-in^2 Apparent E approximates the effect of shear deflection. "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.0 dead + "live" Lateral stability: Lu = 12.25' Le = 22.56' RB = 7.2 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. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 4. SCL: Structural composite lumber design has assumed: - dry service conditions - no preservative or fire -retardant treatment - no notches 5. SCL: Deflection is calculated using an apparent modulus of elasticity E that incorporates the effect of shear deflection. RU w' 25 .1 Psir 2- 11 8 P L PAR VvO'')PVvrDP-v-_S (St X lP: DIFL-* 1 I (o S 0/� (0 loa/U 5IA4D ( spaced A4, 1v" O.G. ) w � 28.1 psi CHID + " b 5;(v H —r� t AYi A t i,&V1ui—ej 'b 1 V0 4M Description By E-P N Date of _ 2 2 OT -OF — P LA H-U L t N U I� 0 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South N`F" Suite 200 project Job No. Edmonds, WA 98020 tJ 0 V T 0 N G / C- A & 425.778.8500 2 i -3 3 .! Q www.cgengineering.com COMPANY CG Engineering PROJECT 4th Ave 200 Wood250Works Edmonds, WAA 9808020 Oct. 4, 2021 09:35 v wti4r rok waor� r,r , n..t Column Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 3) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Wind Full UDL 178.0 plf Self -weight Dead Axial 108 lbs Unfactored: Lateral: Wind 1335 1335 Axial: Dead 108 108 Factored: L->R 801 801 Load comb #2 #2 Shear fv = 90 Fv' = 272 psi fv/Fv' = 0.15 Bending(+) fb = 1300 Fb' = 1920 psi fb/Fb' = 0.68 Axial fc = 4 Fc' = 900 psi fc/Fc' = 0.00 Axial Bearing fc = 4 Fc* = 900 psi fc/Fc* = 0.00 Combined (axial compression + side load be ding) Eq.3.9-3 = 0.65 Live Defl'n 1.00 = L/180 1.50 = L/120 in 0.66 Total Defl'n 1.00 = L/180 1.50 = L/120 in 0.66 22 COMPANY CG Engineering PROJECT 4th Ave 200 Wood250Works Edmonds, WAA 9808020 Oct. 4, 2021 11:35 v wti4r rok waar� r,r , ri ..t Stud Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 3) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Wind Full Area 28.10(16.0") psf Self -weight Dead Axial UDL 20 plf Unfactored: Lateral: Wind 290 290 Axial: Dead 26 26 Factored: L->R 174 179 Load comb #2 #2 Shear fv = 32 Fv' = 240 psi fv/Fv' = 0.13 Bending(+) fb = 1071 Fb' = 1242 psi fb/Fb' = 0.86 Axial fc = 3 Fc' = 280 psi fc/Fc' = 0.01 Axial Bearing fc = 3 Fc* = 720 psi fc/Fc* = 0.00 Combined (axial compression + side load be ding) Eq.3.9-3 = 0.87 Live Defl'n 1.17 = L/158 1.55 = L/120 in 0.75 Total Defl'n 1.17 = L/158 1.55 = L/120 in 0.75 23 Cori N EC-- 6 (D S POST b ME (r-ULL. H L I G H T GO -) Lei Wal 661s b RA r) a 0 asp' 9Q q LIVED W + 0 S-S i ]_ JT',�bli i G6?�?1 �C� SST ,fill(+,(`( 41€Ft i'1 �0-1Ge aim✓ CA15 cF-HL L -rod F y ri 910 4 (0 + a -f C� Description By � Date Checked Date ENGINEERING Scale wff Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project K `t2T01� Job No. 425.778.8500 t g� , IQ www.cgengineering.com _ Anchor DesignerT'" Software Version 3.0.7947.0 m 1 Project Information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: F1554 Grade 36 Diameter (inch): 0.625 Effective Embedment depth, h.r (inch): 7.000 Anchor category: - Anchor ductility: Yes hmm (inch): 8.38 Cmm (inch): 0.81 Smm (inch): 2.50 Recommended Anchor Anchor Name: J- or L-Bolt - 5/8" G J- or L-Bolt, F1554 Gr. 36 Company: Dale: 11/3/2021 Engineer: Page: 1/5 Project: Address: Phone: E-mail: Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 16.00 State: Cracked Compressive strength, f. (psi): 2500 W.,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: Not applicable Reinforcement provided at corners: Yes Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore Edo requirement: Yes Build-up grout pad: No Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.a47.3871 www.strongtie.com ®' Anchor DesignerT"' Software Version 3.0.7947.0 e Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: No Strength level loads N.. [lb]: 0 Vu.,, [lb]: -1220 Vu [lb]:0 <Figure 1> x Company: Date: 11/3/2021 Engineer: Page: 2/5 Project: Address: Phone: E-mail: _ W Z Y 0 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.947.3871 www.strongtie.com 25 Anchor DesignerTM Company: Dale: 11/3/2021 Software Engineer: Page: 3/5 r Project: Version 3.0.7947.0 Address: m Phone: E-mail: <Figure 2> M Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871—strongtie.com ®' Anchor DesignerTM Software Version 3.0.7947.0 m Company: Date: 11/3/2021 Engineer: Page: 4/5 Project: Address: Phone: E-mail: Attu Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N,. (lb) W. (lb) V.,y (lb) 4(V..)1+(Va,y)' (lb) 1 0.0-1220.0 0.0 1220.0 Sum 0.0-1220.0 0.0 1220.0 Maximum concrete compression strain (%.): 0.00 Maximum concrete compression stress (psi): 0 Resultant tension force (Ib): 0 Resultant compression force (Ib): 0 Eccentricity of resultant tension forces in x-axis, e'n. (inch): 0.00 Eccentricity of resultant tension forces in y-axis, a'rvy (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'v. (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 8. Steel Strenath of Anchor in Shear (Sec. 17.5.1) V. (Ib) 0-- 0 0­'OvO , 7865 1.0 0.65 5112 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.21 Shear perpendicular to edge in x-direction: Vb. = minJ7(1,/d.)­d.%.df.col'; 9%,df.c,''I (Eq. 17.5.2.2a & Eq. 17.5.2.2b) i. (in) da (in) f� (psi) car (in) V. (Ib) 5.00 0.625 1.00 2500 5.00 4689 OV.br-0(Avg/Avg,)W ,,vT v'7'nWbr(Sec. 17.3.1 & Eq. 17.5.2.1a) Av.(in2) A—(in2) 'Pd.v 9'..v Rv Vb.(lb) 4 OVw(lb) 112.50 112.50 1.000 1.000 1.000 4689 0.70 3282 10. Concrete Pryout Strenath of Anchor in Shear (Sec. 17.5.3) OVo. = Ok^p = Ok..(Arm/AN..)'P.4N T N'Yro,NNb (Sec. 17.3.1 & Eq. 17.5.3.1a) k.. AN.(ins) A— (W) 'Yd,N 'Y,N Ym,N Nb(lb) 0 OV..(lb) 2.0 168.00 441.00 0.786 1.000 1.000 22224 0.70 9313 11. Results 11. Interaction of Tensile and Shear Forces (Sec. D.71? Shear Factored Load, W. (Ib) Design Strength, oW (lb) Ratio Status Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.947.3871—strongtie.com 26 Anchor DesignerT'" Company: Dale: 11/3/2021 Software Engineer: Page: 5/5 t Project: Version 3.0.7947.0 Address: m Phone: E-mail: Steel 1220 5112 0.24 Pass T Concrete breakout x- 1220 3282 0.37 Pass (Governs) Pryout 1220 9313 0.13 Pass 5/8"0 J- or L-Bolt, F1554 Gr. 36 with hef = 7.000 inch meets the selected design criteria. 12. Warninas - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in -place anchor is waived per designer option. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com 27 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 = 1.291 Lat. = 47.819 Short & 1-Sec Period Mapped St = 0.455 Long. _-122.374 Aceleration Parameters (MCE) SMs = FaSs = 1.29 Fa = 1.000 ASCE 7-16 (Eq. 11.4-1) SM, = F St = 0.84 F = 1.845 ASCE 7-16 (Eq. 11.4-2) SpS = (2/3)SMs = 0.861 ASCE 7-16 (Eq. 11.4-3) Spt = (2/3)SM, = 0.560 ASCE 7-16 (Eq. 11.4-4) Ta = Cthnx = 0.16 Ct = 0.02 ASCE 7-16 (Table 12.8-2) hn = 16 x = 0.75 ASCE 7-16 (Table 12.8-2) R Factor = 6.5 (Wood shear walls) ASCE 7-16 (Table 12.2-1) IF Factor = 1.0 (Non -Essential Facility) ASCE 7-16 (Table 1.5-2) Seismic Base Shear V = 0.044SpSl = 0.038 W (Minimum Force) ASCE 7-16 (Eq. 12.8-5) V = (SpSIW)/R = 0.132 W (Governing Force) ASCE 7-16 (Eq. 12.8-2) V = (SD11W)/RTa = 0.538 W (Maximum Force) ASCE 7-16 (Eq. 12.8-3) Description Seismic Base Shear By ERH Date 09/28/21 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South project Job No. Suite 200 Norton Garage Edmonds, WA 98020 21339.10 Me! OTCHazards by Location Search Information Address: 812 Cary Rd, Edmonds, WA 98020, USA 34 ft Grace Lutheran Church Coordinates: 47.8191058,-122.3741773 .`NI MlndleY Ln S Elevation: 34 ft a'%kninn nr� z Ti mestamp: 2021-09-23T19:51:01.574Z Hazard Type: Seismic Gaspers StQEdrnonds Food Bar Reference Document: ASCE7-16 Go. gle RMa data©2021 Q. u..»• THE BOWL p Risk Category: II Site Class: D Basic Parameters Name Value SS 1.291 St 0.455 SMS 1.291 SM1 * null SIDS 0.86 Sol * null * See Section 11.4.8 Description MCER ground motion (period=0.2s) MCER ground motion (period=1.0s) Site -modified spectral acceleration value Site -modified spectral acceleration value Numeric seismic design value at 0.2s SA Numeric seismic design value at 1.0s SA 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.Os CRS 0.909 Coefficient of risk (0.2s) CR1 0.895 Coefficient of risk (1.0s) PGA 0.55 MCER peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAM 0.605 Site modified peak ground acceleration Tt 6 Long -period transition period (s) SsRT 1.291 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.419 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.259 Factored deterministic acceleration value (0.2s) S1 RT 0.455 Probabilistic risk -targeted ground motion (1.0s) S1UH 0.508 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.926 Factored deterministic acceleration value (1.0s) PGAd 0.797 Factored deterministic acceleration value (PGA) * See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services While the information presented on this website is believed to be correct, ATC and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. 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. F01A Seismic Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.8.3 k = 1.0 Sum Diaphragm DL Area wpL Story wI . h;k w,(. hxk Shear Level (psf) (ft) (kips) Elev. (h) (k-ft) Ew;.hik Fx Fx Roof Framing 20 1902 38.0 16.8 639 0.92 3.8 3.8 2nd Framing 25 245 6.1 9.2 56 0.08 0.3 4.2 E = 44.165 - 695 1.00 4.2 - LOAD FROM STORAGE LOFT X-DIR. WALLS: DIVIDED Base Shear (ULT) 5.8 kips EVENLY BETWEEN LINES B Base Shear (ASD) 4.2 kips * note that all table forces are ASD AND C Y-DIR. WALL: LINE 1 TAKES FULL LOAD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-16 Section 12.3.4.2 Diaphragm Rho Shear Sum Level p Fx Fx Roof Framing 1.0 3.8 3.8 2nd Framing 1.0 0.3 4.2 E = 4.2 - Diaphraam Forces - Vertical Distribution Refer to ASCE 7-16 Section 12.10.1.1 Diaphragm wI E w; FI E F; E FI . wPx Fpx (Min) FPx (Max) FPx Level (kips) (kips) (kips) (kips) E wI 0.2SDSIWPx 0.4SDSIWPx Govern Roof Framing 38.0 38.0 3.8 3.8 3.8 4.7 9.4 4.7 2nd Framing 6.1 44.2 0.3 4.2 0.6 0.8 1.5 0.8 CMChecked By Date Seismic &Diaphragm Force Distribution ERH 09/28/21 Checked Date ENGINEERING scale NTS Sheet No. 250 4th Ave. South Project Job No. Suite 200 Norton Garage Edmonds, WA 98020 21339.10 31 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2018 IBC ASCE 7-16 Building Exposure Exp.= C 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= 16.75 Mean Roof Height (feet) hmean= 16.1 Building Length (feet) L= 53 Building Width (feet) W= 32 End Zone Width, a (feet) a= 3.2 Figure 28.6-1 Roof Angle Angle= 3.6 Design Wind Pressure, ps3 ps30A= 14.9 Figure 28.6-1 Design Wind Pressure, Ps3 Ps30B= -7.7 Figure 28.6-1 Design Wind Pressure, Ps3 PAX= 9.9 Figure 28.6-1 Design Wind Pressure, ps3 PAO= -4.6 Figure 28.6-1 Height/Exposure Adjustm XmaX 1.23 Topo. Effect Coeff., K, KZt= 1.00 Vasd = Vint*d0.6 Section 1609.3.1 ULT ASD ps=A*Kzt*ps30 ps=X*Kzt*ps30*O.6 18.3 11.0 ps30A= PS30B -9.5 -5.7 ps30c= 12.2 7.3 ps30D= -5.6 -3.4 Description By ERH Date 9/ 28/ 2021 Wind Summary Checked Date ENGINEERING scale NTS sheet No. 250 4th Ave South project Job No. Suite 200 Norton Garage 21339.10 Edmonds, WA 98020 32 L%TIC Hazards by Location Search Information L Gaspers S1 _ 9 Edmonds Food Bank Address: 812 Cary Rd, Edmonds, WA 98020, USA 7 HE BOWL r• THE Coordinates: 47.8191058,-122.3741773 OF E D M O N D S Elevation: 34 ft b1Oh]k: LL'L1 OL'r — Timestamp: 2021-09-23T19:49:32.250Z Q,1a" sr n f Glri Si l;1ei i 51 z a" r- Hazard Type: Wind iboloy Sr �Af6Y`�1 EI�1�rald Hlils� iaF,vn�L �1 Go gle spreryLa.lr 31 u :. _kir a R,Map data ©2021 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 1 92 mph Risk Category 1 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category 111 104 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. 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. 33 Topo North AmericaTM 10 Li .Norma• dCh�"� H 1 Rds Gu1Ch f -j-IV16a wdale Q.res fl m � m 1•r m � [��' � Lr� 99 O I�Errinvnle y rk La N-IV 49.146' i' 11' 12a° 22 451' `n Lynnw d o . n JFFn-• ,; `�,�Ir !/ Cedar all onds r -1 1N=5T Seattle Heights 141A . _ a k- ¢' °S ark 212TH ST 5 W a Z12 H 57'S W • Ojh m _ +' ' ' Edwards Po i'is r W. Q '-Q.Y . 778• p s ' a r i - 0, 220TH STJ m 220T.H ST SW V;Ood" 4� W a Esperan 1.79 a 3 = Y , bq 23I57 ST•SW i N+ACHUSETT R❑ m Mountlake Terrace _ Po:r,eWelI �I •rf F . Frrdale -- i ` I �? NW 2. �244TH• � -. QSTM-ST qG. STrSW 1oa [ IL r i Rictimond•Hea... Echo Lake 2F 443.4 ft 300 ft Not on top half of 200 ft hill, Kzt = 1.0 100 ft Oft Cf) -100 ft 0 mi 2,640ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.02 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -430.7 ft Avg Grade: 2 Climb Elev: 96.7 ft Desc Elev: 527.4 ft Max. Elev: 443.4 ft Min. Elev: -0.4 ft Climb Dist: 3,259.9 ft Desc Dist: 1.6 mi Data use subject to license. TN Scale 1 : 62,500 © DeLorme. Topo North AmericaTM 10. MN (14.9=e) U 1 1 2 �m www.delorme.com 1" = 5,208.3 ft Data 34 11-6 Topo North America"' 10 Norma Beach ' �1dS"oh: • - �y fit ) i •,1 N i `, a Beverly vq- ❑ �+ m rr r p - V '� 3 G W iL eAPZL•• � 1" m , . n � i O L Perrinville i S rk 1 iFr r rr - _Ynitwo-t- Y m _-- TFFT —F n ' Cedar -Valle y P)r�f Qa ands M4I nST Seattle Heights jai -� �e a os ark -Ar .. - ; ¢• n L>- E 7 2i2TH ST SW Q B SIN A 2,I2TH Sl�sl,V C "� Edwards Point 'r �•O .1wA.Y 11t � 01 x 179 t220T.Ff i ` w' 230TH ST m ST 5 � + Woodw i Esparanoe 17, �• erAl- yQ v vn 2- Si ST-5 WACHUSETT RD '7' =�M untlake terrace 3{ i z 1 I P 7 Flydale ►--------------------------------- 031 _'m N. 2d5'rH-ST G 44TIi 5T5yy 104 ' ; = 99 Cf� kk ,'�i Rlclimond•aeaehy'Echo Cake (� 314.3 ft Not on top half of 200 ft hill, Kzt = 1.0 100 ft Oft w H 07 -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 314.3 ft Avg Grade: 1 Climb Elev: 360.9 ft Desc Elev: 46.6 ft Max. Elev: 314.3 ft Min. Elev: -0.3 ft Climb Dist: 1.7 mi Desc Dist: 2,689.9 ft Data use subject to license. TN Scale 1 : 62,500 o % % % © DeLorme. Topo North America TM 10. MN (14.9•E) U h 15 P km www.delorme.com 1" = 5,208.3It Data 35 11-6 Topo North AmericaT"' 10 r LU C), ti ° a - 1^ C� w TAL'$OT Rp ` A rn m . ICK FREDERL- 17�-ST SW o �r �w m L 179�!LSW sgflpLYMPI .DR.v w❑ 1815iPLSl-na rn=i +k J182N0PL:- ,e N J 185Tri �5Wrl o n rq h • C SOG 1t:`y`y'4' a� m a � ca P,errjn 'Ele � ti O+ Q+ m ,a n x ` ��o I 3 x `m " x � Y —r LU I�IaLm RtESJrDELL-aR \,17' 4i-146' %''� c 3 rn L 22-451' �'���4 m� � ��') � �=nQ-- 524jT - LAND WAY _w l a � _ - *EdmonCs -`' S�nsel E rN— O 0' mN CL .w7 x P P.m FFRRP :E ;;- - 50 Y n n 10 Y 0. w 2•. m m e a m o, a a' to z P m � P,r Snr� d4 Ed W A�F--N-ya�]•� 3 z on Seattle ¢ Y n n ^ a Seattle Heights a - z ¢! °N •;C m ! 2 OTH x m :° �I n 1 z< �u, '_ '`tv 21 Tik STISW 2;12TH ST �w M j ¢ cn m SW n z y F _ HSCC I ..13TK ST SW 213TH L S a r mtAl1R'E LN O 0 A h°Rtryfw `C_ z. Edsrards Poor., .a 01S: PEE S_T' 4 C rn N15TM5 5 w - N i P�I4E ST `° I ¢ p FIR PL 5 m n w 21 ST S n ss R 218T T W W Lr C •, nN m �1 o Qom j r i ❑ 1E5 00 U ,� 1 r� _� 22flN ST .1C,_ , L\ z _.'S ¢ a 1�� N ]aGWQQD .rq`nLL� OQpWaodway� G�y3 ry ,, x G v ` E� p� ram• �° = �Q � gLa m' �p _ g 227TH P Sw o Y '497TN� ,p J-Jr SW° ESW 4 C z rTCrL 3'15�'�5 _z32Sik- 1z x. �F .� 231STfS'W �s� NQlST $.Z 2 234 ST�C Y, 10 +i Y W �,C• 7 n a = PL S�% a na� 235T Z 36T�L SWf rn 38TI- ST 5W- g :9ti'; 291.4 ft 200 ft Not on top half of hill, Kzt = 1.0 100 ft Oft w H C/) -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.00 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -116.2 ft Avg Grade: 2 Climb Elev: 232.1 ft Desc Elev: 348.3 ft Max. Elev: 291.4 ft Min. Elev: -0.8 ft Climb Dist: 1.4 mi Desc Dist: 2.0 mi Data use subject to license. TN Scale 1 : 43,750 © Del-orme. Topo North America TN 10. MN (14.9-E) u h z im www.delorme.com 1" = 3,645.8It Data 12-2 Topo North AmericaT"' 10 iil-1 �( �.�{M � Q �n ✓ , C�JS a' .. TALI FREOERICK PL• 17bFH ST SW - Q` �J � m�x 1 79TH PL SW r� r 6LY PIC W,pRi180 �Syry• f 181511_PL 5W Cf ¢a r } J f mW 182ND PL- `W. Q, 'ry LI ;rn A=� 185TH 5 {` m r ' S y&y 0G o s P,e ;1'�I j kk *.CO Cv ORES)7 DELL rn V,47'.13-146' �`{ m a! Y C,ETLD � 14']22°j2.45i' �-�•-..1. sza -nCi IEWLANDWAY m �2 { 1 e --- '� Edmorrds Sr -. SunsL! B - � •a z am 1�'f•� � z 2 J Y LO C LP < ¢w W L1A N PTjl Ya �" Seattle Heights N-.N C ql� mr !C 7 96T}1 grII 210H ST SW •�_N �2.12T�H Edwards Point 1a 2�Lg _2- Y O W �'11 x 212•TiH ST�5Wi 5T SW �w a n t... SHEC� I 21 H SW } 2i3TH PL SW ¢ m y m N LAUR7�F4 �N m `'- PINE STT'01STH In y = w 21 ' 1- C 99 in p x �� PL rn Tz�n ; - 1 3 r A ELM 5 v n CO m mp n ¢ Z 18 W p ti 3 `" r 1? � w ,• �_ z 2OTLi5- a 1 iJ i70GW`❑Q D LN N x = D4N�Woadwayn� �'r.,�� l/ oa W �o N a rn r 9 Espelance4� Q LN = rS� �'I xCD m e �� 27TH P. SW x 229TH � ~ PI SW' � -•t ryp jw a3•.15T-ST 5W{ �J�T2915T� SW�I S�3 7 NOTP234TH STJS, -�INGHAM RD fi T � x 23ST��SW x 235i1i-PL � 0 TT 2367H'PL 5 F� 446.4 ft 400 ft 300 ft Not on top half of hill, Kzt = 1.0 200 ft 100 ft 0 ft ED H U) -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.00 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 397.1 ft Avg Grade: 2 Climb Elev: 471.4 ft Desc Elev: 74.3 ft Max. Elev: 446.4 ft Min. Elev: -0.0 ft Climb Dist: 1.8 mi Desc Dist: 2,516.5 ft Data use subject to license. TN Scale 1 : 43,750 © Del-orme. Topo North America TM 10. MN (14.9-E) ° 2 im www.delorme.com 1" = 3,645.8 It Data12-2 STANDING SEAM METALROOF 5/4X8 WD FASCIA, TYP - - - - - - - - - - - - METAL CANOPY PER STRUCTURAL -� SiDiNG TYPE is HORIZONTAL CORRUGATED METAL SiDiNG OR SiM; T.B.S. EXISTING NORTH ELEVATION SCALE:1/4" = P-0" 15' HEIGHT LiMiT=104.4' - - - - - - - - - - 12 3/4 - - - - - - - - - - - - - - - - - - - - ELEV=103.8' - - - - (T.O. RIDGE) SiDiNG TYPE 2 76 sf - (BEYOND): O 8.49 sf - - o VERTICAL METAL N LOFT FLOOR EL =10'-2 1/8"+/- SIDING OR SiM; T.D.S. � ELEV = 97.2 - - - - - _ - T.O. SUBFLOOR - - 0 - - - - - - - - - - - MAiN FLOOR PLATE EL = 9'-2 1/8"+/- - ELEV = 96.2' (T.O. TOP PLATE - - - - - - - - - - - - - - 32'-0" EXiF3TiNG -_-_-.1-AVERAGE GRADE=89.4------- -- - - - - -- MAiN FLOOR EL = 0'-0"+/- - 6'-5" - - - - - - - ELEV = 87.0' (T.O. SLAB) Y-Direction Wind Force: Fw,y --- 11 PSF(53.6SF+34.8SF) +7.3PSF (128.5SF) =1.9K Check ASCE Min.: 16 PSF (ULT.) = 9.6 PSF (ASD) Fw,y = 9.6 PSF (53.6 SF + 34.8 SF + 128.5 SF) = 2.1 K > 1.9 K - ASCE MIN. CONTROLS 5/4X8 WD FASCIA, TYP 15' HEIGHT LiMiT=104.4'Z- -\ RIDGE EL = 16'-91/4"+/ -- - - - -- SiDiNG TYPE 2: ELEV=103.8' VERTICAL METAL (T.O. RIDGE) SiDiNG OR SiM; T.B.S. SIDING SiDiNG TYPE 3: 339.2 s HORiZONTALE i. CEDAR LAP SiDiNG; 44"f07 O CORRUGATED METAL T.B.S. O6 05 \ SiDiNG OR SiM; T.B.S. LOFT FLOOR EL =10'-2 1/8"+/- METAL CANOPY PER ' ELEV = 97.2' STRUCTURAL T.O. SUBFLOOR MAiN FLOOR PLATE EL = 9'-2 1/8"+/- - - - - - - - - - - - - - - - - - - - - - - - - - - - - EXISTING GRADE EAST ELEVATION SCALE:1/4" = 1'-0" tEM TRAM: 04 TEMPERED TEMP. �- ---- - ' - -- - - - - - 6'-5" 53'-0" 02 � TEMPERED METAL CANOPY PER STRUCTURAL 16'-5" X-Direction Wind Force: Fw,X=11 PSF (54.5 SF + 56.2 SF) + 7.3 PSF (339.2 SF) = 3.7 K ELEV = 96.2' co (T.O. TOP PLATE 00 I AVERAGE GRADE 89.4- - - - - Check ASCE Min.: 16 PSF (ULT.) = 9.6 PSF (ASD) Fw,y = 9.6 PSF (54.5 SF + 56.2 SF + 339.2 SF ) = 4.3 K > 3.7 K - ASCE MIN. CONTROLS GRADE MAiN FLOOR EL = 0'-0"+/- ELEV = 87.0' (T.O. SLAB) Lu U Z o W o Lu ry U 0 Z O N 0 z ° L.L LLI O Z H 2 D A R C H I T E CT U R E D E S I G N 23020 EDMONDS WAY, #113 EDMONDS, WA 98020 P.206.542.3734 www.h2darchitects.com DATE: 9/17/2021 PERMIT SET EXTERIOR ELEVATIONS A2,0 38 LATERAL KEY PLAN O 'Cl [C2] Fw,y = 2.1 k FEQ,y = 4.2 k OPEN -FRONT STRUCTURE. NO SHEAR WALL AT FRONT OF GARAGE Fw,X = 1.6 k FEQ,X = 1.4 k Fw,X = 2.2 k FEQ,X = 2.1 k Fw,X=0.6k FEQ,X = 0.7 k wt Upper Floor Shear Walls - Walls Below the Roof Framing A Fx (EQ) = 3.8 kips (Story Shear) Story HT =F - 16.5 Fx (wind) = 4.3 kips Story Shear Wall HT = - 12.6 Max h/w 3.5 Wx= 3838.6 PLF seismic Sos= 0.87 Wx= 4300.0 PLF wind X - Direction Walls B C1 C2 16.5 10.5 12.6 15.2 9.2 11.3 Fn I wing I Fn I wlnn I r-,...ernln. cIT� Wall Line Wall Mark SW Length Trib Width EQ, WL 2w/h EQ Shear Wind Shear SW Callout Reduced HD Length Gross Uplift Gross Uplift (0.6-0.14SDs(D 0.6 • DL Net Uplift Hold own Line Load Line Load DL Trib Endi Endj Endi Endj Endi Endj End! I Endj A 1 8.25 0.37 1 1.0 172 138 SW6 7.8 3.0 3.4 0.2 0.2 0.3 0.3 3.1 3.1 HDU4 HDU4 1.4 1.6 0.0 B 1 1.0 139 102 SW6 14.5 2.4 2.4 0.5 0.5 0.7 0.7 1.8 1.8 HDU2 HDU2 2.1 2.2 0.0 C 1 2 10 5 0.13j - 1.0 0.9 45 50 27 30 SW6 SW6 9.5 4.5 0.5 0.6 0.4 0.5 0.2 0.1 0.2 0.1 0.3 0.2 0.3 0.2 0.3 0.5 0.3 0.5 None None None None 0.7 - 0.6 - 0.0 0.0 E l.0 Shea -ails: 1/2" sheathing W HF studs Nil - 0 plf SW6 8d@6b.c. 242 plf SW4 8d@4"o 350 plf SW3 8d@3b.c. 455 plf SW2 8d@2"o 595 plf 2SW4 8d@4b.c. 706 plf 2SW3 8d@3b.c. 910 plf 2SW2 8d@7b.c. 1190 plf Re-Calc - 1200 plf Im 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 Norton 4.L 4.S in t Cell Input Cell w/ Formula ERH 11/03/21 cked Date e NTS Sheet No. No. 21339.10 40 Upper Floor Shear Walls - Walls Below the Roof Framing Y - Direction Walls Fy (EQ) = 4.2 kips (Story Shear) 0.3 Fy (wind) = 2.1 kips Story Shear 9 Lh1w 3.5Wy= 4200 PLF seismic .87 Wy= 2100 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ, WL Eq Wind SW Reduced Gross Gross (6.6-6.14sp,)o 0.6 • DL Net Uplift Hold-down Line Linehr, Line Mark Length Width 2w/h Shear Shear Callout HD Length Uplift Uplift End i Endj End i End j End i End j End i End j Load Load 1 A 5 1 1.0 140 50 SW6 4.5 1.6 0.8 0.4 0.4 0.5 0.5 1.2 1.2 HDU2 HDU2 4.2 2.1 15.8 B 7 - 1.0 140 50 SW6 6.5 1.5 0.8 0.5 0.5 0.7 0.7 1.0 1.0 HDU2 HDU2 - - 15.8 C 7 - 1.0 140 50 SW6 6.5 1.5 0.8 0.5 0.5 0.7 0.7 1.0 1.0 HDU2 HDU2 - - 15.8 D 4 - 0.9 157 56 SW6 3.5 1.6 0.8 0.3 0.3 0.4 0.4 1.3 1.3 HDU2 HDU2 - - 15.8 E 3.6 - 0.8 174 62 SW6 3.1 1.7 0.8 0.3 0.3 0.4 0.4 1.4 1.4 HDU2 HDU2 - - 15.8 F 3.5 - 0.8 179 64 SW6 3.0 1.7 0.8 0.3 0.3 0.3 0.3 1.4 1.4 HDU2 HDU2 - - 15.8 STRUCTURE DESIGNED AS 3-SIDED DIAPHRAGM BACK WALL (LINE 1) CARRIES FULL Y-DIR. BASE SHEAR E 1.0 4.2 2.1 Input Cell Input Cell w/ Formula Dcscription Upper Floor Shear Walls ERH Date 11/04/21 (`1 Y-Direction Checked Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 Project Norton Garage Job No. Edmonds, WA98020 21339.10 41 tA -sided o+A -ter v -� <_ Fx/2 T CONTI�dLS. Description By L'P rI Date HI 1 3 } 3 ( ENGINEERING 250 4th Ave. South '- R fit �A� Checked Sate Seale Sheet No. Suite 200 Edmonds, WA 98020 Project KrjiZ_rbt-) Job No. 425.778.8500 a k 33 to www.cgengineering.com R1--_T It 1 W M (7 Vv h LL_ UONW i�cTFtttdC 17 1AuoIfI I 3 j1Ci1VF- --3SPCF T RETA1O►N(7 Vvl\ Sc,t%Ly}ni t m nx 'tip i J W ,� e b,m " �, P� 4 Y a6k in ead PSO,NG OA5�= psi < d000 al Hearin a 2 2 1 t r� C'I� Description By �� � Date ENGINEERING Ltt1 C42A },t ,rf1l (q l ivrl LL' Checked Date 250 4th Ave. South Scale NTS Sheet No. Suite 200 Edmonds, WA 98020 project C; Job No. 425.778.8500 2 3 ci www.cgengineering.com _ Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Cantilevered Retaining Wall Criteria Retained Height = 4.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surchargge Over Heel - 0.0 psf Used To Resist Sliding &Overturning Surcharge Over Toe - 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 90.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.61 OK Sliding - 1.38 OK Slab Resists All Sliding 1 Total Bearing Load = 1,399 Ibs ...resultant eoc. = 8.17 in Soil Pressure @ Toe = 1,905 psi OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,287 psi ACI Factored @ Heel = 0 psi Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 6.2 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 565.51bs less 100 % Passive Force = - 222.21bs less 100 % Friction Force = - 559.E Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 66.6 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Project Title: Engineer: Project lD: Project Descr: Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 32.0 plf ...Height to Top = 4.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psi Printed: 5 NOV 2021, 2:28PM File: Norton.ec6 Software mavnaht ENERCALC. INC.1983-2020, Build:12.20.8.24 Calculations per ACI 318-14, TMS 402-16, IBC 2018, CBC 2019, ASCE 7.16 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OH Design Height Above Fta ft= 0.00 Wall Material Above "Ht" = Concrete Thickness in= 8.00 Reber Size = # 4 Reber Spacing in= 12.00 Reber Placed at = Center Design Data fb/FB+fa/Fa = 0.251 Total Force @ Section Ibs = 563.6 Moment.... Actual ft-1= 850.6 Moment..... Allowable ft-1= 3,387.6 Shear..... Actual psi= 11.7 Shear..... Allowable psi= 75.0 Wall Weight psf= 100.0 Rebar Depth'd' in= 4.00 Lap splice if above in = 18.72 Lap splice if below in = 8.40 Hook embed into footing in = 8.40 Concrete Data rc psi= 2,500.0 Fy psi = Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project lD: Project Descr: Title Block Line 6 Printed: 5 NOV 2021, 2:28PM Cantilevered Retaining Wall + File: Norto wov Software daht ENERCALC. INC. 1983-2020, BuiId:12.20.8.20.8.24 Footing Dimensions & Strengths Footing Design Results Toe Width = 0.67 ft Toe Heel Heel Width = 1.67 Factored Pressure = 2,287 0 psf Total Footing Width = 2.34 Mu': Upward = 435 0 ft-fib Footing Thickness = 12.00 in Mu': Downward = 60 356 ft-lb Mu: Design = 375 356ft-lb Key Width = 0.00 in Actual 1-Way Shear = 0.00 6.23 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = If 4 @ 18.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spedd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-Ib Heel Active Pressure = 437.5 1.67 729.2 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 128.0 3.00 384.0 Load @ Stem Above Soil = Total = 565.5 O.T.M. = 1,113.2 Resisting/Overturning Ratio = 1.61 Vertical Loads used for Soil Pressure = 1,398.6 Ibs Soil Over Heel = 441.5 1.84 811.6 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 90.0 1.00 90.3 Axial Live Load on Stem = Soil Over Toe = 49.1 0.34 16.5 Surcharge Over Toe = Stem Weight(s) = 467.0 1.00 468.6 Earth @ Stem Transitions = Footing Weight = 351.0 1.17 410.7 Key Weight = Vert. Component = Total = 1,398.6 Ibs R.M. 1,797.5 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Cantilevered Retaining Wall Criteria Retained Height = 6.00 ft Wall height above soil = 0.67 ft Slope Behind Wall = 0.00 :1 Height of Soil over Toe = 8.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surchargge Over Heel - 0.0 psf Used To Resist Sliding &Overturning Surcharge Over Toe - 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 80.0 Ibs Axial Live Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 1.51 OK Sliding - 1.01 OK Slab Resists All Sliding 1 Total Bearing Load = 2,344 Ibs ...resultant eoc. = 12.27 in Soil Pressure @ Toe = 2,272 psi OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,667 psi Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,726 psi ACI Factored @ Heel = 0 psi Footing Shear @ Toe = 11.0 psi OK Footing Shear @ Heel = 12.8 psi OK Allowable = 75.0 psi Sliding Calcs Slab Resists All Sliding! Lateral Sliding Force = 1,145.51bs less 100 % Passive Force = - 222.21bs less 100 % Friction Force = - 930.8 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5: 1 Stability = 558.5 Ibs NG Load Factors Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 Project Title: Engineer: Project lD: Project Descr: Soil Data Allow Soil Bearing = 2,667.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 48.0 plf ...Height to Top = 6.00 ft ...Height to Bottom = 0.00 ft Wind on Exposed Stem = 0.0 psi Printed: 5 NOV 2021, 2:17PM File: Norton.ec6 Software mavnaht ENERCALC. INC.1983-2020, Build:12.20.8.24 Calculations per ACI 318-14, TMS 402-16, IBC 2018, CBC 2019, ASCE 7.16 Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Stem Construction Top Stem Stem OH Design Height Above Fta ft= 0.00 Wall Material Above "Ht" = Concrete Thickness in= 8.00 Reber Size = # 4 Reber Spacing in= 12.00 Reber Placed at = Center Design Data fb/FB+fa/Fa = 0.849 Total Force @ Section Ibs = 1,283.6 Moment.... Actual ft-1= 2,877.2 Moment..... Allowable ft-1= 3,387.6 Shear..... Actual psi= 26.7 Shear..... Allowable psi= 75.0 Wall Weight psf= 100.0 Rebar Depth'd' in= 4.00 Lap splice if above in = 18.72 Lap splice if below in = 8.40 Hook embed into footing in = 8.40 Concrete Data rc psi= 2,500.0 Fy psi = Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project lD: Project Descr: Title Block Line 6 Printed: 5 NOV 2021, 2:17PM Cantilevered Retaining Wall + File: Norto wov Software daht ENERCALC. INC. 1983-2020, BuiId:12.20.8.20.8.24 Footing Dimensions & Strengths Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 2.17 Factored Pressure = 2,726 0 psf Total Footing Width = 3.42 Mu': Upward = 1,700 0 ft-fib Footing Thickness = 12.00 in Mu': Downward = 209 1,098 ft-lb Mu: Design = 1,491 1,098ft-lb Key Width Key Depth = 0.00 in = 0.00 in Actual 1-Way Shear = 11.00 12.82 psi Key Distance from Toe = 0.00 ft Allow 1-Way Shear = 75.00 Toe Reinforcing = If 4 @ 18.00 in 75.00 psi fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = # 4 @ 18.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spedd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-Ib Heel Active Pressure = 857.5 2.33 2,000.8 Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = 288.0 4.00 1,152.0 Load @ Stem Above Soil = Total = 1,145.5 O.T.M. = 3,152.8 Resisting/Overturning Ratio = 1.51 Vertical Loads used for Soil Pressure = 2,343.9 Ibs Soil Over Heel = 992.2 2.67 2,647.5 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 80.0 1.58 126.7 Axial Live Load on Stem = Soil Over Toe = 91.7 0.63 57.3 Surcharge Over Toe = Stem Weight(s) = 667.0 1.58 1,056.1 Earth @ Stem Transitions = Footing Weight = 513.0 1.71 877.2 Key Weight = Vert. Component = Total = 2,343.9 Ibs R.M. 4,764.8 Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 45