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REVIEWED BLD BLD2021-0113+Calculations+1.27.2021_12.22.17_PM+2013449RECEIVED C � ENGINEERING civil & structural engineering & planning Jan 29 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT REVIEWED BY CITY OF EDMONDS STRUCTURAL CALCULATIONS Cano Residence Deck 20030 88T" Ave W Edmonds, WA 98026 1212112020 250 41" Ave S Ste 200 CG Project No.: 20451.10 Edmonds, WA9802o Phone: (425) 778-8500 Fax: (425) 778-5536 Protect Location 20030 88th Ave W Edmonds, WA 98026 Protect Description This project is a new 660sf 2nd floor deck that will be connected to an existing single-family residence. The deck extends along the full length of the house on the west side and will be constructed with decking, wood joists, beams, and columns. The lateral system will utilize cantilevered columns connected with fixed base connections to conventional spread footings. Handrails will be aluminum and will be designed by the manufacturer. We will design the deck for loads imposed by the handrails. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Deck Loads Dead 9 psf Live 60 psf Snow 25 psf Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B IW = 1.0 (Non -Essential Facility) Mean Height = 150' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = .885/(6.5/1) = Cs*Wp Sds = .885 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date ZSH 12/17/2020 Checked Date Project Summary ENGINEERING Seale sheet No. NTS 250 4th Ave South Project Job No.. Suite 200 Edmonds, WA 98020 Cano Residence Deck 20451.10 Gravity Design Loads Deck DL Composite Decking 3.3 psf 2x12 @ 12" OC 4.4 psf Misc 1.0 psf 8.7 psf USE 9.0 psf Roof LL (Snow) 25.0 psf Floor LL 60.0 psf Description By ZSH Date 12/17/20 Gravity Design Loads Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South project Job No. Suite 200 Cano Residence Deck 2 Edmonds, WA 98020 20451.10 W KEY PLAN P�s L w D:y { 4 (05� nJ = ( ' � +- (.o GCSeF F'--r �� 5 D L 5 u;c pT K4;, �Lx i;L o,C , P we�w�r� s Vl� - -q o + Description By� r Hate CM y ` Checked �j bate I 4.0 ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020 Rp u 4 425.778.8500 , www.cgengineering.com r• _?7 1'7 COMPANY PROJECT WoodWorks Dec. 17, 2020 16:59 1 Deck Joist1 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 9.00(12.011) psf Load2 Live Full Area Yes 60.00(12.011) psf Load3 Snow Full Area Yes 25.00(12.011) psf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) i, 18'-0.82" 0' 14'-8" 18' Unfactored• Dead Live Snow Factored: 63 444 180 99 663 276 Total 531 804 Bearing: Capacity Joist 531 804 Support 1282 1643 Des ratio Joist 1.00 1.00 Support 0.41 0.49 Load comb #11 #3 Length 1.63 2.09 Min req'd 1.63 2.09 Cb 1.00 1.18 Cb min 1.00 1.18 Cb support 1.25 1.25 Fcp sup 625 625 13,11 Lumber -soft, Hem -Fir, No.1, 2x12 (1-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 12.0" c/c; Total length: 18'-0.82"; Clear span: 14'-6.14", T-2.95"; Volume = 2.1 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. 01 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Deck Joist1 WoodWorks® Sizer 2019 (Update 1) Analysis vs. Allowable Stress and Deflection using NDS 2018: Page 2 Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 41 Fv' = 116 psi fv/Fv' = 0.35 Bending(+) fb = 694 Fb' = 897 psi fb/Fb' = 0.77 Bending(-) fb = 153 Fb' = 324 psi £b/Fb' = 0.47 Deflection: Interior Live 0.29 = L/616 0.49 = L/360 in 0.58 Total 0.34 = L/518 0.73 = L/240 in 0.46 Cantil. Live -0.20 = L/196 0.22 = L/180 in 0.92 Total -0.24 = L/166 1 0.33 = L/120 in 0.71 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 975 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 0.80 - 5 Fb'- 975 1.15 1.00 1.00 0.314 1.000 - 1.15 1.00 0.80 - 3 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.5 million 0.90 1.00 - - - - 1.00 0.95 - 11 Emin' 0.55 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+.75(L+S) Deflection: LC #11 = (live) LC #11 = (total) Bearing : Support 1 - LC #11 = D+.75(L+S) (pattern: Xs) Support 2 - LC #3 = D+.75(L+S) D=dead L=live S=Snow W=wind I=impact Lr=roof live Lc=Concentrated E=earthquake All LC's are listed in the Analysis output Load 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 1605.3.2 CALCULATIONS: V max = 532, V design = 462 ibs; M(+) = 1830 lbs-ft; M(-) = 404 ibs-ft EI = 266.96e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Lateral stability(-): Lu = 14-8.00" Le = 231-11.19" RB = 37.9; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design 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. COMPANY PROJECT WoodWorks Dec. 17, 2020 16:59 1 Deck Joist2 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 9.00(16.011) ps£ Load2 Live Full Area 60.00(16.011) psi Load3 Snow Full Area 25.00(16.011) psi Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 0' 6-10.96" Unfactored• Dead Live Snow 42 280 117 42 280 117 Factored: Total 339 340 Bearing: Capacity Joist 339 340 Support 819 819 Des ratio Joist 1.00 1.00 Support 0.41 0.41 Load comb #3 #3 Length 1.04 1.04 Min req'd 1.04 1.04 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 625 625 DJ2 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: 7'; Clear span: 6-9.91"; Volume = 0.8 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. �� ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Deck Jo[st2 WoodWorks® Sizer 2019 (Update 1) Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 20 Fv' = 116 psi fv/Fv' = 0.17 Bending(+) fb = 208 Fb' = 782 psi I fb/Fb' = 0.27 Live Defl'n 0.02 = < L/999 0.23 = L/360 in 0.10 Total Defl'n 0.03 = < L/999 0.35 = L/240 in 0.08 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 3 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Bearing : Support 1 - LC #3 = D+.75(L+S) Support 2 - LC #3 = D+.75(L+S) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load 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 1605.3.2 CALCULATIONS: V max = 318, V design = 228 lbs; M(+) = 550 lbs-£t EI = 231.37e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Page 2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks Dec. 17, 2020 17:00 1 Deck Joist3 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 9.00(12.011) ps£ Load2 Live Full Area 60.00(12.011) psi Load3 Snow Full Area 25.00(12.011) psi Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 14'-6" 0' 14'-4.38" Unfactored• Dead Live Snow Factored: 65 435 181 65 435 181 Total 527 527 Bearing: Capacity Joist 527 527 Support 1272 1272 Des ratio Joist 1.00 1.00 Support 0.41 0.41 Load comb #3 #3 Length 1.62 1.62 Min req'd 1.62 1.62 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 1 6251 1 625 DJ3 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 12.0" c/c; Total length: 14'-6.0"; Clear span: 14'-2.76"; 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 using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 38 Fv' = 116 psi fv/Fv' = 0.33 Bending(+) fb = 675 Fb' = 782 psi fb/Fb' = 0.86 Live De£1'n 0.31 = L/558 0.48 = L/360 in 0.64 Total Defl'n 0.40 = L/435 0.72 = L/240 in 0.55 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Deck Joist3 WoodWorks® Sizer 2019 (Update 1) Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.000 - 1.15 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 3 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Bearing : Support 1 - LC #3 = D+.75(L+S) Support 2 - LC #3 = D+.75(L+S) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load 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 1605.3.2 CALCULATIONS: V max = 496, V design = 426 lbs; M(+) = 1780 lbs-ft EI = 231.37e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Page 2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks Dec. 17, 2020 17:00 1 Deck Joist4 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 9.00(16.011) ps£ Load2 Live Full Area 60.00(16.011) psi Load3 Snow Full Area 25.00(16.011) psi Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 3'-10" 0' T-9.5" Unfactored• Dead Live Snow Factored: 23 153 64 23 153 64 Total 186 186 Bearing: Capacity Joist 243 243 Support 586 586 Des ratio Joist 0.77 0.77 Support 0.32 0.32 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 1.25 1.25 Fcp sup 1 6251 1 625 Minimum bearing length setting used: 1/2" for end supports DJ4 Lumber -soft, Hem -Fir, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" c/c; Total length: 3'-10.0"; Clear span: 3'-9.0"; Volume = 0.2 cu.ft. Incised; Lateral support: top = continuous, bottom = at supports; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Deck Joist4 WoodWorks® Sizer 2019 (Update 1) Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 24 Fv' = 120 psi fv/Fv' = 0.20 Bending(+) fb = 262 Fb' = 1017 psi I fb/Fb' = 0.26 Live Defl'n 0.02 = < L/999 0.13 = L/360 in 0.12 Total Defl'n 0.02 = < L/999 0.19 = L/240 in 0.10 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 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 - 1.15 1.00 0.80 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Bearing : Support 1 - LC #3 = D+.75(L+S) Support 2 - LC #3 = D+.75(L+S) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load 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 1605.3.2 CALCULATIONS: V max = 174, V design = 130 lbs; M(+) = 165 lbs-£t EI = 27.04e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Page 2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3NV � L 5 1 '4- M3 ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425,778.8500 www.cgengirieering.com W +�,o 5) �5�' � '� "a �4-3r4'"[ f -- D 5 �t5e- P7 F * ;L A la W��rus 'D /r- 5 w ^ (ct + (� Q + RL-s� V L s ).A) r ( 4 � -�- �Lq 0 + l l �� l TPA � � 5 Description By Date c Checked Date Scale sheet No. Project fA4% 7 i� e5 Job No. 11 e��ce h >i' o 9 c� COMPANY PROJECT WoodWorks Dec. 17, 2020 17:01 1 Beam1 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area No 9.00(10.671) psf Load2 Live Full Area Yes 60.00(10.671) psf Load3 Snow Full Area Yes 25.00(10.67') psf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 10'-2.14" 0' 7' 10, Unfactored• Dead Live Snow Factored: 285 1930 798 691 4610 1921 1 920 193 Uplift -881 Total 2330 5589 921 Bearing: Capacity Beam 2330 5589 921 Support 4977 11936 1967 Des ratio Beam 1.00 1.00 1.00 Support 0.47 0.47 0.47 Load comb #11 #3 #6 Length 3.07 7.36 1.21 Min req'd 3.07 7.36 1.21 Cb 1.00 1.00 1.00 Cb min 1.00 1.00 1.00 Cb support 1.11 1.11 1.11 Fcp sup 625 625 625 BM1 Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-2.14", Clear span: 6-6.79", 2'-7.72"; Volume = 2.8 cu.ft. Wet service; Incised; Lateral support: top = 12 bottom = at end supports; (in); This section PASSES the design code check. ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beaml WoodWorks® Sizer 2019 (Update 1) Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 83 Fv' = 116 psi fv/Fv' = 0.71 Bending(+) fb = 497 Fb' = 746 psi fb/Fb' = 0.67 Bending(-) fb = 553 Fb' = 726 psi fb/Fb' = 0.76 Live Defl'n 0.05 = < L/999 0.23 = L/360 in 0.20 Total Defl'n 0.06 = < L/999 0.35 = I./240 in 0.17 Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.998 1.100 - 1.00 1.00 0.80 - 5 Fb'- 850 1.00 1.00 1.00 0.971 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 - 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 #2 = D+L Deflection: LC #11 = (live) LC #11 = (total) Bearing : Support 1 - LC #11 = D+.75(L+S) (pattern: Xs) Support 2 - LC #3 = D+.75(L+S) Support 3 - LC #6 = D+L (pattern: _L) Support 3 - LC #5 = D+L (pattern: L_) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load 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 1605.3.2 CALCULATIONS: V max = 3062, V design = 2168 lbs; M(+) = 3055 lbs-ft; M(-) = 3404 lbs-ft EI = 539.86e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Lateral stability(+): Lu = 1' Le = 2'-0.75" RB = 4.8 Lateral stability(-): Lu = 10' Le = 19'-1.38" RB = 14.5; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design 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. COMPANY PROJECT WoodWorks Dec. 17, 2020 17:02 1 Beam2 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 9.00(4.671) psf Load4 Live Full Area 60.00(4.671) psf Load5 Snow Full Area 25.00(4.671) psf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 0' V-10.44" Unfactored• Dead Live Snow 147 980 408 147 980 408 Factored: Total 1188 1188 Bearing: Capacity Beam 1188 1188 Support 2538 2538 Des ratio Beam 1.00 1.00 Support 0.47 0.47 Load comb #3 #3 Length 1.56 1.56 Min req'd 1.56 1.56 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 1 6251 1 625 BM2 Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7'; Clear span: V-8.87"; Volume = 1.9 cu.ft. Wet service; Incised; Lateral support: top = 12 bottom = at supports; (in); 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 = 30 Fv' = 116 psi fv/Fv' = 0.26 Bending(+) fb = 309 Fb' = 746 psi fb/Fb' = 0.41 Live Defl'n 0.03 = < L/999 0.23 = L/360 in 0.14 Total Defl'n 0.04 = < L/999 0.34 = L/240 in 0.12 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam2 WoodWorks® Sizer 2019 (Update 1) Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.998 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+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Bearing : Support 1 - LC #3 = D+.75(L+S) Support 2 - LC #3 = D+.75(L+S) D=dead L-live S=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1106, V design = 783 lbs; M(+) = 1899 lbs-ft EI = 539.86e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Lateral stability(+): Lu = 1' Le = 2'-0.75" RB = 4.8 Page 2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks Dec. 17, 2020 17:02 1 Beam3 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 9.00(3.50') psf Load2 Live Full Area 60.00(3.501) psf Load3 Snow Full Area 25.00(3.501) psi Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) , 11' 0' 10'-10.16" Unfactored• Dead Live Snow 173 1155 481 173 1155 481 Factored: Total 1400 1400 Bearing: Capacity Beam 1400 1400 Support 2991 2991 Des ratio Beam 1.00 1.00 Support 0.47 0.47 Load comb #3 #3 Length 1.84 1.84 Min req'd 1.84 1.84 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fcp sup 1 6251 1 625 BM3 Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 11'; Clear span: 10'-8.31"; Volume = 3.0 cu.ft. Wet service; Incised; Lateral support: top = 16 bottom = at supports; (in); 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 = 41 Fv' = 116 psi fv/Fv' = 0.35 Bending(+) fb = 577 Fb' = 746 psi fb/Fb' = 0.77 Live De£1'n 0.15 = L/864 0.36 = L/360 in 0.42 Total De£1'n 0.19 = L/674 0.54 = L/240 in 0.36 N ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam3 WoodWorks® Sizer 2019 (Update 1) Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.997 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+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Bearing : Support 1 - LC #3 = D+.75(L+S) Support 2 - LC #3 = D+.75(L+S) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 1310, V design = 1065 lbs; M(+) = 3551 lbs-ft EI = 539.86e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Lateral stability(+): Lu = 1-4.00" Le = 2'-8.94" RB = 5.5 Page 2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Fm - s � s WC4 w o r TIC �r use, PT- PF�� Vt P�� �2 F D L 5 �= (' Lit%';LOC�) D L 6 Ar Description By ` � Date Checked Date ENGINEERING �' Scale Sheet No. 250 4th Ave. S"th Suite 200 Project e 5 ilG� Job No. Edmonds, WA 98020 �'� 13 425.778.8500�� d www.cgengineering.corn COMPANY PROJECT WoodWorks Dec. 17, 2020 17:03 1 Beam4 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- tern Location [ft] Start End Magnitude Start End Unit Loadl Dead Full Area No 9.00(7.25') psf Load2 Live Full Area Yes 60.00(7.251) psf Load3 Snow Full Area Yes 25.00(7.251) psf Loads Dead Partial Area No 3.25 10.00 15.00(3.00') psf Load6 Snow Partial Area Yes 3.25 10.00 25.00(3.001) psf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) k 10, )' V-5" 8'-7" 10, Unfactored• Dead Live Snow Factored: 409 2236 1063 547 2236 1287 Total 2883 3189 Bearing: Capacity Beam 2883 3189 Support 5549 6202 Des ratio Beam 1.00 1.00 Support 0.52 0.51 Load comb #21 #24 Length 3.42 3.82 Min req'd 3.42 3.82 Cb 1.11 1.10 Cb min 1.11 1.10 Cb support 1.11 1.11 Fcp sup 625 625 BM4 Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10`, Clear span: T-3.29", 6-10.38", V-3.09"; Volume = 2.7 cu.ft. Wet service; Incised; Lateral support: top = 16 bottom = at supports; (in); This section PASSES the design code check. ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam4 WoodWorks® Sizer 2019 (Update 1) Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 54 Fv' = 116 psi fv/Fv' = 0.46 Bending(+) fb = 549 Fb' = 746 psi fb/Fb' = 0.74 Bending(-) fb = 89 Fb' = 735 psi £b/Fb' = 0.12 Deflection: Interior Live 0.06 = < L/999 0.24 = L/360 in 0.27 Total 0.09 = < L/999 0.36 = L/240 in 0.24 Cantil. Live -0.04 = L/427 0.09 = L/180 in 0.42 Total -0.05 = L/322 0.14 = L/120 in 0.37 Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 10 Fb'+ 850 1.00 1.00 1.00 0.997 1.100 - 1.00 1.00 0.80 - 6 Fb'- 850 1.00 1.00 1.00 0.983 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 - 20 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 20 CRITICAL LOAD COMBINATIONS: Shear : LC #10 = D+L (pattern: _LL) Bending(+): LC #6 = D+L (pattern: _L_) Bending(-): LC #2 = D+L Deflection: LC #20 = (live) LC #20 = (total) Bearing : Support 1 - LC #21 = D+.75(L+S) (pattern: XXs) Support 2 - LC #24 = D+.75(L+S) (pattern: sXX) D=dead L=live S=Snow W=wind I=impact Lr=roof live Lc=Concentrated E=earthquake All LC's are listed in the Analysis output Load 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 1605.3.2 CALCULATIONS: V max = 2010, V design = 1418 lbs; M(+) = 3375 lbs-ft; M(-) = 547 lbs-ft EI = 539.86e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Lateral stability(+): Lu = 1-4.00" Le = 2'-5.94" RB = 5.2 Lateral stability(-): Lu = 7-2.00" Le = 13-1.56" RB = 12.0; Lu based on full span Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design 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. COMPANY PROJECT WoodWorks Dec. 17, 2020 17:03 1 Beam5 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 9.00(1.921) psf Load2 Live Full Area 60.00(1.921) psf Load3 Snow Full Area 25.00(1.921) psf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 0' 64.61" Unfactored• Dead Live Snow Factored: 60 403 168 60 402 168 Total 488 488 Bearing: Capacity Beam 4179 4179 Support 12175 12175 Des ratio Beam 0.11 0.11 Support 0.04 0.04 Load comb #3 #3 Length 5.50 5.50 Min req'd 0.61 0.61 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support - - Fc sup 1 5751 1 575 BM5 Lumber -soft, Hem -Fir, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Column, Hem -Fir No.2 Total length: 7; Clear span: 6-1.0", Volume = 1.2 cu.ft. Wet service; Incised; Lateral support: top = 24 bottom = at supports; (in); 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 = 19 Fv' = 116 psi fv/Fv' = 0.16 Bending(+) fb 243 Fb' = 881 psi fb/Fb' = 0.28 Live Defl'n 0.03 = < L/999 0.20 = L/360 in 0.15 Total Defl'n 0.04 = < L/999 0.31 = L/240 in 0.13 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Beam5 WoodWorks® Sizer 2019 (Update 1) Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.997 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+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Bearing : Support 1 - LC #3 = D+.75(L+S) Support 2 - LC #3 = D+.75(L+S) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 406, V design = 322 lbs; M(+) = 622 lbs-ft EI = 144.49e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Lateral stability(+): Lu = 2' Le = 4'-1.44" RB = 5.4 Page 2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks Dec. 17, 2020 17:04 1 Columnl Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 1.21") 716 lbs Load2 Live Axial (Ecc. = 1.2111) 4887 lbs Load3 Snow Axial (Ecc. = 1.2111) 2013 lbs Reactions (lbs): 00 Unfactored: 0' 8'-1" Lateral: Dead Live Snow Axial: Dead 716 716 Live 4887 4887 Snow 2013 2013 Factored: L->R Load comb 1 01 #1 C1 Timber -soft, Hem -Fir, No.1, 6x8 (5-1/2"x7-1/4") Support: Non -wood Total length: V-1.0"; Volume = 2.2 cu.ft.; Post or timber Fixed base; Free top; Load face = width(b); Wet service; Incised; Ke x Lb: 2.1 x 8.08 = 16.98 ft; Ke x Ld: 2.1 x 8.08 = 16.98 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 Bending(+) fb = 141 Fb' = 780 psi fb/Fb' = 0.18 Axial fc = 148 Fc' = 208 psi £c/Fc' = 0.71 Combined (axial + eccentric moment) Eq.15.4-3 = 0.79 Axial Bearing fc = 148 Fc* = 712 psi fc/Fc* = 0.21 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Columnl WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fb'+ 975 1.00 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 2 Fc' 850 1.15 0.91 1.00 0.292 1.000 - - 1.00 0.80 3 E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 0 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 0 Fc* 850 1.15 0.91 1.00 - 1.000 - - 1.00 0.80 3 CRITICAL LOAD COMBINATIONS: Bending(+): LC #2 = D+L Axial LC #3 = D+.75(L+S) Combined LC #3 = D+.75(L+S) Fb'= 897 FcE= 392 Pxe/S=fc(6xe/d)= 148 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 M(+) = 564 lbs-ft Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. C� P D L 5 use S D L 5 w :: ( a t (d � as) 7�'� ( I � '/a� fD L 5 IAJ= L 1r�' t `dam f 3 3) T�'C lt�D ro;I'Ie T Description By Date I n l Checked Date ENGINEERING L� Seale Sheet Na. 250 4th Ave- South Suite 200 Project Job No. Edmonds, WA 98020 17 425.778,8500 www.cgengineering.corn COMPANY PROJECT WoodWorks Dec. 17, 2020 17:05 1 Column2 Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.58") 60 lbs Load2 Live Axial (Ecc. = 0.5811) 403 lbs Load3 Snow Axial (Ecc. = 0.5811) 168 lbs Reactions (lbs): 3'-9" m 0' T-9„ Unfactored• Lateral: Dead 1 -1 Live 5 -5 Snow 2 -2 Axial: Dead 60 60 Live 403 403 Snow 168 168 Factored: R->L -6 Load comb #3 L->R 6 Load combl #3 #1 C2 Lumber Post, Hem -Fir, No.2, 4x4 (3-1/2"x3-1/2") Support: Non -wood Total length: 3'-9.0"; Volume = 0.3 cu.ft. Pinned base; Load face = width(b); Wet service; Incised; Ke x Lb: 1.0 x 3.75 = 3.75 ft; Ke x Ld: 1.0 x 3.75 = 3.75 ft; This section PASSES the design code check. Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis value Design value Unit Analysis/Design Shear fv = 1 Fv' = 116 psi fv/Fv' = 0.01 Bending(+) fb = 38 Fb' = 867 psi £b/Fb' = 0.04 Axial fc = 38 Fc' = 808 psi fc/Fc' = 0.05 Combined (axial + eccentr c moment) Eq.15.4-3 = 0.05 Axial Bearing fc = 38 Fc* = 957 psi £c/Fc* = 0.04 Live Defl'n 0.00 = < L/999 0.25 = L/180 in 0.01 Total Defl'n 0.00 = < L/999 0.25 = L/180 in 0.01 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Column2 WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 2 Fb'+ 850 1.00 0.85 1.00 1.000 1.500 - 1.00 1.00 0.80 2 Fc' 1300 1.00 0.80 1.00 0.844 1.150 - - 1.00 0.80 2 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 Fc* 1300 1.00 0.80 1.00 - 1.150 - - 1.00 0.80 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Axial LC #2 = D+L Combined LC #2 = D+L Fb'= 867 FcE= 1683 Pxe/S=fc(6xe/d)= 38 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V = 6 lbs; M(+) = 23 lbs-ft; P = 463 lbs EI = 16.26e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. COMPANY PROJECT ® WoodWorks® Dec. 21, 2020 08:21 1 Stair Stringer Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 9.00(16.011) psf Load2 Live Full Area 60.00(16.011) psf Load3 Snow Full Area 25.00(16.011) psf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) T-5.11" 0, T-4„ Unfactored• Dead Live Snow Factored: 45 297 124 45 297 124 Total 360 360 Bearing: Capacity Joist 360 360 Support 868 868 Des ratio Joist 1.00 1.00 Support 0.41 0.41 Load comb #3 #3 Length 1.11 1.11 Min req'd 1.11 1.11 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.25 1.25 Fcp sup 1 6251 1 625 Stair Stringer Lumber -soft, Hem -Fir, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floorjoist spaced at 16.0" c/c; Total length: T-5.11", Clear span: T-2.89"; Volume = 0.4 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 using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 53 Fv' = 116 psi fv/Fv' = 0.45 Bending(+) fb = 981 Fb' = 1017 psi fb/Fb' = 0.97 Live Defl'n 0.24 = L/367 0.24 = L/360 in 0.98 Total Defl'n 0.31 = L/286 0.37 = L/240 in 0.84 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Stair Stringer WoodWorks® Sizer 2019 (Update 1) Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 0.97 1.00 - - - - 1.00 0.80 1.00 2 Fb'+ 850 1.00 1.00 1.00 1.000 1.300 - 1.15 1.00 0.80 - 2 Fcp' 405 - 0.67 1.00 - - - - 1.00 1.00 - - E' 1.3 million 0.90 1.00 - - - - 1.00 0.95 - 3 Emin' 0.47 million 0.90 1.00 - - - - 1.00 0.95 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L Bending(+): LC #2 = D+L Deflection: LC #3 = D+.75(L+S) (live) LC #3 = D+.75(L+S) (total) Bearing : Support 1 - LC #3 = D+.75(L+S) Support 2 - LC #3 = D+.75(L+S) D=dead L-live S=snow W=wind I=impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load 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 1605.3.2 CALCULATIONS: V max = 337, V design = 291 lbs; M(+) = 618 lbs-ft EI = 27.04e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Page 2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Seismic Design Risk Category Seismic Importance Factor Site Class 0.2s Spectral Response 1.0s Spectral Response Site Coefficient (short period) Site Coefficient (1.0 second) SMs=Fa*Ss SM1=F,,*S1 SDs=2/3*SMs SD1=2/3*SM1 Seismic Design Category Lateral Resisting System Response Modification Coeff. System Overstrength Factor Deflection Amplification Factor Horizontal Irregularities Vertical Irregularities Analysis Procedure Equivalent Lateral Force Design Structure Type for Period Building Period Coefficient Building Period Coefficient Building Height Building Period, Ta=Cthn" Cs=SDs/(R/IE) Max Cs=SD1/(T*R/IE) Min. CS=0.044*SDs*IE Min. Cs=0.5*S1/(R/IE), SDC E&F Seismic Response Coeff., Cs 2015 IBC ASCE 7-10 Type II Table 1604.5 Table 1.5-1 IE= 1.00 Table 1.5-2 S.C.= D (Assumed) Section 1613.3.2 Table 20.3-1 Ss= 1.277 Figure 1613.3.1(1-6) Figure 22-1 S1= 0.5 Figure 1613.3.1(1-6) Figure 22-2 (Source: http://geohazards.usgs.govldesignmapsluslapplication.php) Fa= 1 Table 1613.3.3(1) Table 11.4-1 F,= 1.5 Table 1613.3.3(2) Table 11.4-2 SMs= 1.277 Section 1613.3.3 Section 11.4.3 SM1= 0.75 Section 1613.3.3 Section 11.4.3 Sps= 0.851 Section 1613.3.4 Section 11.4.4 SD1= 0.500 Section 1613.3.4 Section 11.4.4 SDC= D Table 1613.3.3(1-2) Section 11.6 Cantilevered Columns R= 1.50 Table 12.2-1 Oo= 1.5 Table 12.2-1 Cd= 1.5 Table 12.2-1 --- NA Table 12.3-1 --- NA Table 12.3-2 --- ELF Table 12.6-1 All Other Structural Systems Ct= 0.02 x= 0.75 hn= 10 Ta= 0.112 Cs= 0.568 Max Cs= 2.964 Min. Cs= 0.037 Min. Cs= N.A. Cs= 0.568 Section 12.8 Table 12.8-2 Table 12.8-2 Table 12.8-2 Section 12.8.2.1 Eqn. 12.8-2 Eqn. 12.8-3 Eqn. 12.8-5 Eqn. 12.8-6 Section 12.8.1.1 Description By Date ZSH 12 17 2020 Checked Date Seismic Summary ENGINEERING scale sheet No. 250 4th Ave South NTS Project Job No. Suite 200 20 Edmonds, WA 98020 Cano Residence Deck 20451.10 8TC Hazards by Location Search Information rt � s Address: 20030 88th Ave W, Edmonds, WA 98026, USA Ir1i1b4atIV8 Remodeling 2��]kl�St S4v Coordinates: 47.8169704,-122.3532688 Elevation: 347 ft 347 ft Timestamp: 2020-12-16T17:38:11.57OZ If Live in Langua 9 Hazard Type: Seismic Reference ASCE7-10 Go gie Steve Lang Consulting Map data ©2020 Google Document: Risk Category: II Site Class: D MCER Horizontal Response Spectrum Design Horizontal Response Spectrum Sa(g) Sa(g) 1.20 0.80 1.00 0.60 0.80 0.60 0.40 0.40 .20 0 0.20 0.00 0.00 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) 0.0 1.0 2.0 3.0 4.0 5.0 6.0 7.0 Period (s) Basic Parameters Name Value Description SS 1.277 MCER ground motion (period=0.2s) St 0.5 MCER ground motion (period=1.Os) SMS 1.277 Site -modified spectral acceleration value SM1 0.75 Site -modified spectral acceleration value SDg 0.851 Numeric seismic design value at 0.2s SA SDI 0.5 Numeric seismic design value at 1.0s SA Additional Information Name Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2s Fv 1.5 Site amplification factor at 1.0s 21 Topo North AmericaT" 10 Nor�h }4 Ll 48 TO STSW 1 �Ir _ Picnic Point-N[)rtF%Lynnwood Lunds � x F M_ eadowdale - I- m t j ch - 7 Br m I m nsBat `e r• 1-73RO PL-SW, LL 99 p I :> m ISO'. ST s W c Perrin e m C }� m N. M Alderwood Manor LynnwDUd�plderwcod Village pa wpt061 3 t. x ----AMC PC_ - 7 ' 181B m f� .< `p -fir A -- —FN 99 '� _ Cedar Valley _ -Wi , Page? - 104 Edmonds �N ST ' .+ Seattle Heights ( w W r..__ . a. 212TW S S I2 IN STSW v a ac, Fdwa-ds Pointcn '21iii W' �}V �I mil' I' •..li ood"y `tar ��0�'QS J I �. Esperanoa �•i'r 1 1.79 1 r•cr wACHUSETT D � 17 ST ST 5 W' - -- Mountlake 7arrace rn F1Male ------ -------------• -iw NWiZ05rH-Sf Y�Z44TH STESW q i Riahmond•Beach;f Echo Lake �r 447.3 ft Exp B. 400 ft K, = 0.24 K2 = 0.71 300 ft K, = 0.97 Krt = (1+K,K2K3)2 = 1.35 200 ft 100 ft 0 ft -100 ft 0 mi 2,640ft 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: 355.1 ft Avg Grade: 3 Climb Elev: 592.8 ft Desc Elev: 237.7 ft Max. Elev: 447.3 ft Min. Elev: -0.2 ft Climb Dist: 2.1 mi Desc Dist: 1.1 mi Data use subject to license. TN Scale 1 : 62,500 % © Del-orme. Topo North America TM 10. MN (15.1"E) o 1% 2 km www.delorme.com 1" = 5,208.3 ft Data Zoom 11-622 Topo North AmericaTM 10 Norma BeSch c (4- S7 SW Lands Gt;1ch �ionlc.P_oint-lorni.Lynnwaod I w —7 Meadowdale M y• i CBeverly Acres GT ! or 411 m m �`173RD PL SW, 99 0� �� w i a, zL apt ¢ A ISOTH ST SW m - - rn. rEnyl x Perrin e m n 5 rr k g � m t DR Aldenyood Manor L nnwood cAlderwoodVillae Y 8 � P � wp1Ci01 � - U =,.... ❑ '" CASPERS,ST w _ ¢ -. m 787B o Cedar Vail 7� Pt{peY S rr.rd 5j-; - as ' Edmonds � 1 I _ 1 � I IN-ST . � Seattle Heights N p � � A o F r 3 y B o� 2121 ST 5 y 1 HST SW al n b Edwards Point ) N m n �;z 0 _ - ' � I m w�i 3' - — m m 0% ` 1:79 a LL LU `- !L ST SW m .::220TH S t SW 'ti oodwa f 13 7Esperance t7s LU 14 ¢ 7� 5T SW =7 LO c HEountlaice Terrace WACHU5ETT D w F', .. �. ,� � .sue 99 L 'D�A, x m FlMale - - - - - - - - - - - ° ------- .. fJ41:2p5TH-ST •- v f244TH -- --- �...�......�--- '9 any � Richmond Beach-' 446.4 ft 400 ft Site not on a hill 300 ft K,, = 1.0 200 ft 100 ft 0 ft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: 403.2 ft Avg Grade: 3 Climb Elev: 583.1 ft Desc Elev: 179.8 ft Max. Elev: 446.4 ft Min. Elev: -0.2 ft Climb Dist: 2.5 mi Desc Dist: 1.3 mi Data use subject to license. TN Scale 1 : 62,500 o i r % © DeLorme. Topo North America TM 10. MN(15.1"E) o + h : Z, www.delorme.com 1" = 5,208.3 ft Data Zoom 11 -6 23 A N W A O O O O O O O O O O O O c 3 7 O p 55'm m p y 3. Ts;rsx mm II II f II II -8 .. V A CDp O II W II N W A N O C2 O I I __ >7�,.�+++� CHINOOK RD �YI (O N co - A :V)l 20iZ�?�" m 4� 4ld dv� d �Q EDMONE; AY z. `p 2NDAVES ? 6 p i a�x L,v—S and 02E ^ lla HAVE W, -- ��F^ S 3Ad Hib a I0.7TH PL�w z FRIAR r' 6TH Tl le LN AVE N v L�CIltl H19GT .� S 3AV RL n . ` ��' V p w S 3AV. V. AV N `flt� ti � 5��] 5 y HRAVS I w 8PH AVE IN aw 5 31I H181 S 3AV H18 r p _ I I r l-9�TH�-A_VE lV,.v) 97fi qVE L §7 o iL II M 3nd FI1fiUi�r� ITS 3llpl T'��C I i �+7b% bt�C id-H186 ] Il � 17a'� 01 o in o M.3Ay HL66}-"l"!`�M f 51d�H1n'I IVk-ld H1L6-fw�;' M3Ad_H1C6.M /111_H1L6 OLYMP CAVE �z_ f ❑ `_:::.. M ld-H156 �4 yin- �❑ M Id H15fi � Ji y : FilGFI • sr f M 3nd,� jl Sb5 Lnr j M �d i y ^�< M -3W MS6rn-' �j, M:3A'd�NZ6 j,Q k Ik. Atlll-y,AS --I � M3nVONZ6�� .•f,. � � o, N--------------------- 3 -. ---- %'? ^r 'r.� r.� ,fig rn� M31dtlW M.311V1S.I6s 3 = o r'I ..M Id HJ-LS x 2.a, o { rt W n N ul n j l 85TH PL W 1q X m m < y N z ul N n ;L ._ Ira o M 3Rd H198 r7 x fin"n N rz A� ,d 1b8 N�3RV N1b8 m aun F rn❑ T i�ln M 1&W ES m M 3nV-GHEE w' n ode x I�4I� r 1 NI31tl Otl£8 SIN �. l fr m M 3Rd ONZB = ,N EiZB M 3 1 CJNZB�Id 1 n z r •,i. r �7. M 3ntl 15T8 -" 1-� n ntl 15I8 •1' cc.n ❑' cAn � O yC� 9TH-ST*SW r r!r �* N L m 78TH PL W S- H'PL W y` 7,STH�AV,E yy 7� JM:`3AF Hi N I M }d 8L �: ro �_.: .a M:..f . M nd HILLJ Man L i s __'==`�` �. d HFLL +n� —� a S i6TH1q 'yy co o 1-4 - Nl'-ld=H19L=JJ 1l _ J. M 3AV HILL i � r-r 74T i AVE"W= ... M 3nH H19'L 3 i 9 J �7¢TI{ _r L- N - nsL �� M 3Ad H1bL li 3 _ M 3n' H1bL pv,.N\ W y _ 72ND AVE w g 3nV QNZL AVE I TH. L M 3ntl QNZL nV ONZL o —Aye W BLUE'RIbGE D o M 3ntl = it Mlld Hi64 b1YM VIEW.'. R 6BTAVE W. `` 68TH AVE W,- _ o :... 67r•H.;gvE-w `H189 66TFi -AVE'W -3n �RL A Jul M 3nV Hi99 ` m ld.H199 �z ? �N Mir g9 M3nV H199 I g M Id H159 -r c i M 3Ad H149 Liz o� _ 541 AVE W-64rH AVE k�� _� D < o w o ra��'^ 2�yp 62ND PL W �� 63RD�VE W. �-f A�V,E�vv V m r Mild-Qa£9 � a AI c0 M3MVOUE9 I .� ONZ9 -5ST:9 M ld ASTF9 M p O m a - 3 M W. 1S�g M Ad 1 _ I.1� V by i':, •^• - 7 L-- _ �_ m ��� 1S' �' M 3nV Hl 9 y spry and H1U9- M 3}'i169 vAl- M 3ntl H16S o x� \ 5�.7 S I L I E w J Mld y 0 o ��. ry W: ,v r �� M 3nv �^ v o f ro1`ap ? �-^M ld,HibS >, g c u� 3 o 3 _ M 3Rb Hlbs ._ i n M 3ntl (lilES 311d_DaES �. L?D AVE�W M 9AV ❑NZS 3. V (I Z5��1 M 3AV GIN :- ..r M 3AV ONZS. i M 311tl aNZS �I ��M' 3Ad iST V�J 5IS ]Li 51'ST PL'4V' y 3 3 M^ld H105 M. q c I-. 50TH•PLM SOTH PL-W 1, 5•�ST AVE W, �] r1 7d �SiS }-, 515T AV. iW 52NP AVE_W, �' 52ND AVE W 52N0 A__VE W�f -52N0 AVE:W C52ND AVE W _ E m N Mr311H (IN ZS ^53RD AV W`��53Rp AVE N F E4TH AVE_ 4V v'l In - :c m r� 1 �1� S 55TFi 411E 4V a d' ❑ T 6 Q O Z a' + a ws 4. ` a M Hd HlP$r. W cf �' F 5g]ri_AVE _ Li a L M 3AV Ff175 �s � r �� r f �m d �. G y � . ' rw : . Jam' -� E, 7y rd� �w°r. r 3 �8 '� � S��zlr �' r m� n �,�'SSE f•1 lw'I�' -�5 l ..�� 'r" +a: 59TH AVE-W 1}.{ P5-W 60TFi, �w j �Lfi6TH AVELVJ� 1� _°;:.:J 6 TH AVE W pf Jy� �' ` ti_ LPL � m IR c' 0 61{5T W 615T PL W 61 ' 15TIPL W y I+ia r� s 6 2ND AV W .1' 1 ' I AVE:)N m 10, `7 o LO 0) W H 63RD ., .. m M ld gNZ9 63RT7'•PL W 2 sr� M�3AV QNz �'a• v� M 3AV Q'dE9 y a z' 3AV 7 65TH AVE7W:. ri Q += H.4t g_M 3Atl Hur N L a zfifi.T}I_AVE W 66TH �W 65TH PL W �..:. is 66TH',AVE 11 �TiH AVE W FZ'{ 68Z1i?, VE. 6�TiH AV lI M 311V N189 Q M3 �7O�9TH P �W N_'M.311d H189 i; J19 3nb 9y `+ v ry 1 3DOIZi.3Fll9 �. ' J M 3�1y al z 311tl.H10L 72ND AVE W '72ND AVE W 1 ., ! 72ND AVE W ' w M 311F1 OfJZ j 7r3RD Nf• iA al yyyjjj 7 RD AVEAVVE W 74TH AVE W PL �tj 74TH AVE 7Z�M r� 3AV 1!` S 7,6TH W �L o 0 76TFi-29, 76TH AVE W AVE: «[ = - _. PL: ls'}M 3Ab H14L ' + J =_emu '� 77�7H PLI 7TCH AVE W ��77TH AVE W. ml �� d' . r w � ~� -�-= Y= ='� L W f M �d H1L•L 79TH AVEI W r I +1. Z�78TH P.L W y� M ld"Hl8 - M ld-H�18` r M Id�HJ82Lo J a # IN M 3AV H18L j +� n 81 TAVEW �S15TAVEW� N ::.. C w 2NR VE VJ 82N❑ W F� 82NO�A o I� v W a an :: Y ;ter+o 83RS] AVf n m 83RI3 AVE W m 83RD'PL w' �x 3 A E �1L: x ca BATHS W 84TN li4 Y'N� 1 ��.- W1L:�. -F aL n �arvo79 TT PL14V ry I�+n 3I I tr `` . . - .Q1Q WM1.i P Mild'{ 8 fTN AVE S $ PL ,y .. U7 N H �~ HJ.58. N v +n g7Tki - W a r I : 7!*-'^ BeT}i AVf W va v:; =1w Y .y� N.• 1. 9Tii P�W ____________________ E fi H J U'.,• p,\JE t .., r.�, Q.;^^� m ql 7 M P N P x h91'SI AVE'W 8 q Y r Ind -�-• �MAP,LEw fib_ p�y. rn p L �L92No AVE W rr 9 E,.W M, 1 y[ mr �p n93RD AVE' M Id 15T6 q �0 � b� 7j3 M 3Atl CINZ6 6 ;94TH AVE W C �L � u`-: `JIH: W f r 95TH PL W I - t:-_ y +Q�p a 95TH PL `z� �-- 3AV dWdl❑ III III 94TH"41/E"W'97T}i Al1E•W ti4�1 �"� I Ilr ,i-97TH PL'W OTl PL s--99TVEjW" �99TH AVE W E O E O v V E c0 VE 5 1RaTH AVE tN_ J �, 1y N 31. H16 �- -'N 3AV H161 I P: ly- N 3AV Hlr 8 AVE5i.. 7TH" r 6. I r 8TF .4V 4. 8TH AVE"5 vwt PL7T55 t m 3• `m > 0 n N N rv'a IV Atl H1G o AVAVEA. ~ 0 4. !Q 1�06TH AVE W N-3Atl 419 / Nl xJflA aVRIi w rId 19i 0i M 3AV 04 3iDAS_QCR my `}o 7E+f/ iN SNNG- rm R9 nCD o4LKN OOTKA-PD II Y - � N p a W N o � c a O a J E U .E U � 6 LWN I` o 0 0 v coN 0 v M w N v N 0 N m m ui ri u E J m � co 0 0 n C ttst 1 6:10 :7 3-571 A-D 11'15(�39 1611 14 " �,5e- Pt V; 01 �, x6 May = Vtl" Description B bate - �-�'4 `P�O�- � Checked Date ENGINEERING ' Scale Sheet No. 250 4th Ave. SouthSuite 200 Project % _ �� 5 �aQ L Job No. Edmonds, WA 98024 i�51,1 ❑ 26 425.778.8500 www.cgeng[neering.com COMPANY PROJECT WoodWorks Dec. 17, 2020 17:06 1 Column3 - Lateral Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.00") 359 lbs Load2 Live Axial (Ecc. = 0.0011) 2391 lbs Load3 Snow Axial (Ecc. = 0.0011) 996 lbs Load4 Earthquake Point 8.08 239 lbs Reactions (lbs): Unfactored• Lateral: Dead Live Snow Earthquak& 239 Axial: Dead 359 359 Live 2391 2391 Snow 996 996 Factored: L->R 167 Load comb #8 #1 C3 Timber -soft, Hem -Fir, No.1, 6x6 (5-1/2"x5-1/2") Support: Non -wood Total length: V-1.0"; Volume = 1.7 cu.ft.; Post or timber Fixed base; Free top; Load face = width(b); Wet service; Incised; Ke x Lb: 2.1 x 8.08 = 16.98 ft; Ke x Ld: 2.1 x 8.08 = 16.98 it; This section FAILS the design check WARNING: This section violates the following design criteria: Deflection Analysis vs. Allowable Stress and Deflection using NDS 2018: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 8 Fv' = 179 psi fv/Fv' = 0.05 Bending(-) fb = 585 Fb' = 1248 psi £b/Fb' = 0.47 Axial fc = 96 Fc' = 208 psi fc/Fc' = 0.46 Axial Bearing fc = 96 Fc* = 712 psi fc/FC* = 0.13 Combined (axial compression + side load be ding) Eq.3.9-3 = 0.81 Live Defl'n 0.54 = L/179 0.54 = L/180 in 1.0029 Total Defl'n 0.54 = L/179 0.54 = L/180 in 1.0029 N 4 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Column3 - Lateral WoodWorks® Sizer 2019 (Update 1) Page 2 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 8 Fb'- 975 1.60 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 8 Fc' 850 1.15 0.91 1.00 0.292 1.000 - - 1.00 0.80 3 Fc'comb 850 1.60 - - 0.216 - - - - - 5 E' 1.3 million 1.00 1.00 - - - - 1.00 0.95 8 Emin' 0.47 million 1.00 1.00 - - - - 1.00 0.95 8 Fc* 850 1.15 0.91 1.00 - 1.000 - - 1.00 0.80 3 CRITICAL LOAD COMBINATIONS: Shear : LC #8 = D+.7E Bending(-): LC #8 = D+.7E Deflection: LC #8 = D+.7E (live) LC #8 = D+.7E (total) Axial LC #3 = D+.75(L+S) Combined LC #5 = D+.75(L+S+.7E); D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V = 167 lbs; M(-) = 1352 lbs-ft; P = 2899 lbs, (1 - fc/FcE) = 0.57 EI = 99.13e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. OK -CG ENG. W'4 4 Gh - 0' oo �5� �� ��t 4A V a G C,u 16 w D•�7t C.a.-� ��G� y - l ! 3,`�-� `�5�� � l � �+ �+1 � a.` �� � ��LtJc�t� g �$ ,G02 qv*�Ie-o) � Z-w�/C-Of Description By 7 Date '• Cherked Date ENGINEERING W: Scale Sheet No, 250 4th Ave. South Suite 200 Project i Job No, Edmonds, WA 58020 �d� PJ�� ��� 28 425,778.8500 www.cgengineering.com D� ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengi neerirg.com D 5 F5c�( Ito W Q V 6C 47 w VOA r.�rarGG S 5 5 i Vq5OA M� 6 %t F Or mP B ("4'6 Description By Date L ttrGL Checked bate + Scale Sheet No. Project 6-41 5 i Job No. 29 COMPANY PROJECT WoodWorks Dec. 17, 2020 17:07 1 Column4 - Lateral Glulam option Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 1.00") 554 lbs Load2 Live Axial (Ecc. = 1.0011) 4172 lbs Load3 Snow Axial (Ecc. = 1.0011) 1639 lbs Load4 Earthquake Point 8.08 141 lbs Reactions (lbs): Unfactored• Lateral: Dead Live Snow Earthquak 141 Axial: Dead 554 554 Live 4172 4172 Snow 1639 1639 Factored: L->R 99 1 Load comb #8 #1 C4 - Option 1 Glulam-Axial, West Species, 3 (DF L2D), 5-1/8"xV Support: Non -wood Total length: 8'-1.0"; Volume = 1.7 cu.ft.; 4 laminations, 5-1/8" maximum width, Fixed base; Free top; Load face = width(b); Wet service; Ke x Lb: 2.1 x 8.08 = 16.98 ft; Ke x Ld: 2.1 x 8.08 = 16.98 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 = 5 Fv' = 371 psi fv/Fv' = 0.01 Bending(+) fb = 154 Fb' = 1595 psi fb/Fb' = 0.10 Bending(-) fb = 301 Fb' = 2547 psi fb/Fb' = 0.12 Axial fc = 160 Fc' = 422 psi fc/Fc' = 0.38 Combined (axial + eccentr c moment) Eq.15.4-3 = 0.27 Axial Bearing fc = 160 Fc* = 1931 psi £c/Fc* = 0.08 Live Defl'n 0.21 = L/471 0.54 = L/180 in 0.38 Total Defl'n 0.21 = L/471 0.54 = L/180 in 0.38 W 0 ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Column4 - Lateral Glulam option WoodWorks® Sizer 2019 (Update 1) Page 2 Additional Data: FACTORS: F/E(psi) CD CM Ct CL/CP CV Cfu Cr Cfrt Notes LC# Fv' 265 1.60 0.88 1.00 - - - - 1.00 1.00 8 Fb'+ 2000 1.00 0.80 1.00 0.997 1.000 - - 1.00 1.00 2 Fb'- 2000 1.60 0.80 1.00 0.995 1.000 - - 1.00 1.00 9 Fc' 2300 1.15 0.73 1.00 0.218 - - - 1.00 - 3 Fc'comb 2300 1.00 - - 0.250 - - - - - 2 E' 1.9 million 0.83 1.00 - - - - 1.00 - 8 Emin' 1.00 million 0.83 1.00 - - - - 1.00 - 8 Eminy' 1.00 million 0.83 1.00 - - - - 1.00 - 8 Fc* 2300 1.15 0.73 1.00 - - - - 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC #8 = D+.7E Bending(+): LC #2 = D+L Bending(-): LC #9 = .6D+.7E Deflection: LC #8 = D+.7E (live) LC #8 = D+.7E (total) Axial LC #3 = D+.75(L+S) Combined LC #2 = D+L Fb'= 1595 FcE= 594 Pxe/S=fc(6xe/d)= 154 D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V = 99 lbs; M(+) = 394 lbs-ft; M(-) = 770 lbs-ft; P = 4912 lbs EI = 175.27e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Lateral stability: Lu = 8'-1.00" Le = 13'-1.69" RB = 6.0 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI At 90.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Axial load eccentricity applied in direction of load face only. It is the designers responsibility to check for effect of eccentricity in the other direction. COMPANY PROJECT WoodWorks Dec. 17, 2020 17:07 1 Column4 - Lateral Lumber Option Design Check Calculation Sheet Wood Works Sizer 2019 (Update 1) Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End Loadl Dead Axial (Ecc. = 0.00") 554 lbs Load2 Live Axial (Ecc. = 0.0011) 4172 lbs Load3 Snow Axial (Ecc. = 0.0011) 1639 lbs Load4 Earthquake Point 8.08 141 lbs Reactions (lbs): 0 0 a Unfactored: 0' 8'-1" Lateral: Dead Live Snow Earthquake 141 Axial: Dead 554 554 Live 4172 4172 Snow 1639 1639 Factored: L->R 99 Load comb #8 #1 C4 - Option 2 Timber -soft, Hem -Fir, No.2, 8x8 (7-1/4"x7-1/4") Support: Non -wood Total length: V-1.0"; Volume = 3.0 cu.ft.; Post or timber Fixed base; Free top; Load face = width(b); Wet service; Incised; Ke x Lb: 2.1 x 8.08 = 16.98 ft; Ke x Ld: 2.1 x 8.08 = 16.98 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 3 Fv' = 179 psi fv/Fv' = 0.02 Bending(-) fb = 151 Fb' = 736 psi fb/Fb' = 0.20 Axial fc = 90 Fc' = 254 psi fc/Fc' = 0.35 Axial Bearing fc = 90 Fc* = 419 psi fc/Fc* = 0.21 Combined (axial compression + side load be ding) Eq.3.9-3 = 0.32 Live Defl'n 0.12 = L/777 0.54 = L/180 in 0.23 Total Defl'n 0.12 = L/777 0.54 = L/180 in 0.23 W ❑ I WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN Column4 - Lateral Lumber Option WoodWorks® Sizer 2019 (Update 1) 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 8 Fb'- 575 1.60 1.00 1.00 1.000 1.000 - 1.00 1.00 0.80 8 Fc' 575 1.00 0.91 1.00 0.608 1.000 - - 1.00 0.80 2 Fc'comb 575 1.60 - - 0.432 - - - - - 5 E' 1.1 million 1.00 1.00 - - - - 1.00 0.95 8 Emin' 0.40 million 1.00 1.00 - - - - 1.00 0.95 8 Fc* 575 1.00 0.91 1.00 - 1.000 - - 1.00 0.80 2 CRITICAL LOAD COMBINATIONS: Shear : LC #8 = D+.7E Bending(-): LC #8 = D+.7E Deflection: LC #8 = D+.7E (live) LC #8 = D+.7E (total) Axial LC #2 = D+L Combined LC #5 = D+.75(L+S+.7E); D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V = 99 lbs; M(-) = 798 lbs-ft; P = 4726 lbs, (1 - fc/FcE) = 0.72 EI = 253.25e06 lb-in^2 "Live" deflection is due to all non -dead loads (live, wind, snow...) Total deflection = 2.0 dead + "live" Page 2 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2018), the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. MPBZ Load Table ■ These products are available ,vitt, additional corrosion protection. Additioral oroducts or this page may also be available with this option, check with Simpson Strong -Tie fo.r detaft- Concrete Allowable Loads Wood Assembly Allowable Dimensions loads (OFlSP) Rotational Model Nominal Column (rn•1 Strong-Grive* Upi t lateral Ft moment Moment Mt Sbtfness No, Size V - s05 Screws -- - m -1b•1 - Download Download M (rn -th•> Ilwt ! R100) (160) ;tt. mod•) 1�2 D H � Uncracked franked tlncracked Cracked I Uncracked'Cracked I (160) 0) Non•Remforced Conc.rete moomwL—Ylfltld yW SM 1 ftP-p ign MPB44Z 44 3% 7Y. 71/4 (16) Y." x 2%' 4,900 1,350 945 1 6,240 1 6.410 1.540 MPB66Z 6x6 5% 7V. 7% R4) W x 2W 5.815 5,815 3.435 2.405 2,600 1.875 9,360 10,855 3,730 MPB887 I 8xH 7%s 7% 71/4 (361 Y4" x 3- 9.945 6.00 7.240 5.5W 4.160 2.910 15,120 ',,;:, 4,525 6,500,000 MPB44Z 4x4 3%. 714 7Y. (16) %- x 2%- 4785 3,350 1.535 1,075 1.180 830 6,240 6,410 1,540 1.245,1300 9.360 10.853 VM 2,405,000 15.12U 17,585 4,525 5,500,000 Reintorcr•d Concrete Wind and Saiaraic Dear Category A86 MPB44Z 40 3% 7114 7% (16) Ve x 2%" 4,900 1 3,820 1,750 1,225 1,540 1.540 6,240 6,410 1,540 1.24 =,000 MPSW GA 5% 7% 7% (24) W x 2W 6,816 6,815 3.435 2.405 3.730 3.190 9, W 10.N6 3,7W 2,405.000 MPBBSZ Bx8 7%6 7V4 no (36) V4" x 3- 9,945 6,960 7,200 5.560 4.525 4,525 15,120 17,585 4,525 1 5.500,000 W844Z 40 394. 711. V/. I (16) Y.` x 2%" 4,785 3,350 1.535 11.075 1.540 1.540 6,240 6,410 1.540 - l . i ' 9,360 10.855 3,730 ? !:'- 01 ri ~15.120 17.585 4,525 5.500,000 1 _ Loads mar rot be increased for duration of lDad - 2. Higher download can be achieved by solidly packing grout �n the 1 ` standoff area before install latibn a'the post. Allowable download shall be based or either the wood post design or the concrete design calculated per code- 3. Concrete shall have a minimum compressive strength of Fc r 2,500 psi. 4- Tabu;ated rotations# stiffness accounts for the rotation of the base assembly attributable to defection of the connecter fastener slip. and post deformation- Designer must account for additional deflection attributable to bending of the post- s. To obtain LRFD values, multiply ASD seismic load values by 1.4 and wind load values by 1.67 (1,6 for 2012 IBC), 6. In accordance with IBC. Section 1613.1, detached one- and two-family dwellings in Seismic Design Category (SDC) C may use 'Wind and SDC A&B' allowable loads. 7- Foundation dirriens ior*s are for archorage only- Foundation design (size and reinforcement) by Designer. 8. Allowable load shall be the lesser o` the wood assembly or corcrete allowable load. To achieve fuII wood assembly allowable momerrt loads, additional concrete design and reirforcement by Designer is required. 9- For loading simultare-ously in more Char ❑ne direction. the a}Iowable load must be evaluated using the following equation: Qesigr. Uplift / Allowable Uplift, or Design Download I Allowable ❑ownfosd) -* f0esign Moment,' Allowable Moment} + (Desigr. Lateral i Allowable Lateral) s 1_0- 10- To account for shrinkage up to 3 %, multiply rotational stiffness by 0.75- Reduction may be linearly irrterpalated for shrinkage less than 3 %. 32 ✓LG r�t� w e,'P't = 3, k 3' ) l a YI "�- Y- l ��x = k �e = `+ S L x �>S �c Description By _ Date 1^, ENGINEERING ts�/'- l Checked Date 250 4th Ave. South Scale Sheet No. Suite 200 project ` Job No. Edmonds, WA98020 _ ^ 425.778 * 8500 �3 1 `j ! l (� www.cgengineering.com �? - * 4- 11�1'�-# : (4-Ga 4 C7� : - 3/ fix= = 1 -� �� _ .55 to* �, �Ca.a�`� e Cuo Ta Description By GM 5� � Date ,�� I Checked Date ENGINEERING 1� 1 Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020 C�4^D liti�� 34 425.778.8500y�5t www.cgengineering.com