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REVIEWED BLD2020-0992+Calculations+9.25.2020_3.45.15_PMBLD2020-0992 RECEIVED .............................................. REVIEWED BY CITY OF EDMONDS Sep 28 2020 CITY OF EDMONDS DEVELOPMENT SERVICES nPPARTMFNT ALBERT H. COHEN DESIGN COMPANY, P.S. 330 Dayton Street Suite 6 Edmonds, Washington 98020 425-776-7373 GRAVITY LOAD DESIGN ANALYSIS FOR Williams Deck 7725 - 1681h PLACE SW Edmonds WA 98026 DESIGN LOADS Roof Live 25 PSF (SNOW), Dead 13 PSF, Total 38 PSF Floor Live 40 PSF, Dead 10 PSF, Total 50 PSF Sleeping Areas Live 30 PSF, Dead 10 PSF, Total 40 PSF Deck and Balcony Live 60 PSF, Dead 10 PSF, Total 70 PSF 5496 REGISTERED fHCOHEN T O ALBESTATE OON PREPARED 9/24/2020 Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68875 WILLIAMS DECK DECK BEAM BEAM A Prepared by: AHC Date: 9/23/20 Selection 16x 10 DF-L #1 Lu = 0.0 Ft j Conditions NDS 2015 Min Bearing Area R1= 4.4 in R2= 4.4 in (1.5) DL Defl= 0.06 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 11.0 ft Reaction 1 LL 2310 # Reaction 2 LL 2310 # j Beam Wt per ft 12.7 # Reaction 1 TL 2765 # Reaction 2 TL 2765 # i Bm Wt Included 140 # Maximum V 2765 # Max Moment 7603'# Max V (Reduced) 2367 # TL Max Defl L / 240 TL Actual Defl L / 464 LL Max Defl L / 360 LL Actual Defl L / 601 Section (in') Shear (in 2) TL Defl (in) LL Defl 82.73 52.25 0.28 0.22 67.58 20.88 0.55 0.37 OK OK OK OK j 82% 40% 52% 60% j ro kpsi) r-v 1psl) x mu) rc!..(psl) Reference Values 1350 170 -._c.(psi 1.6 _ 625 j �Adjusted Values 1350 170 1.6 625 CF Size Factor 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 420 Uniform TL: 490 =A Uniform Load A I Z R 1 = 2765 R2 = 2765 SPAN = 11 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68875 WILLIAMS DECK EXISTING WINDOW HEADER BEAM B Prepared by: AHC Date: 9/21/20 Selection j 6x 8 DF-L #1 Lu = 0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 3.9 in R2= 3.9 in (1.5) DL Defl= 0.05 in Data Beam Span 8.0 ft Reaction 1 LL 2000 # Reaction 2 LL 2000 # Beam Wt per ft 10.02 # Reaction 1 TL 2460 # Reaction 2 TL 2460 # Bm Wt Included 80 # Maximum V 2460 # Max Moment 4920'# Max V (Reduced) 2076 # TL Max Defl L / 240 TL Actual Defl L / 454 LL Max Defl .__.____...._.— --- .....____._. L / 360 LL Actual Defl L / 610 Attributes Section (in3) _ Shear (in 2) _ TL Defl (in) LL Defl Actual i 51.56 41.25 0.21 0.16 Critical 49.20 18.32 0.40 0.27 Status OK OK OK OK I Ratio 95% 44% 53% 59% Values Adiustments Fb (psi) Fv(psi) E (psi x mil) Fc I (psi) Reference Values 1200 170 1.6 625 Adjusted Values 1200 170 1.6 625 CF Size Factor 1.000 Cd Duration 1.00 1.00 I Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft I Par Unif LL Par Unif TL Start End 260 H = 325 0 8.0 240 1 = 280 0 8.0 I H 0 0 R1 = 2460 R2 = 2460 SPAN =8FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v202O licensed to: Albert H Cohen Design Company Reg # 3145-68875 WILLIAMS DECK DECK JOISTS BEAM C Prepared by: AHC Date: 9/23/20 Selection 2x 10 HF #2 @ 16 in oc Lu = 0.0 Ft Lu @OH = 0.0 Ft i Conditions NDS 2015, Overhang, Repetitive Use Min Bearing Area R1= 0.8 in R2= 1.7 in' (1.5) DL Defl= <0.01 in. Data I Beam pan 8.0 ft Reaction 1 LL 275 # Reaction 2 LL 605 # I Beam Wt per ft 0 # Reaction 1 TL 321 # Reaction 2 TL 706 # Bm Wt Included 0 # Maximum V 426 # Overhang Length 3.0 ft Max Moment 551 '# Max V (Reduced) 354 # Total Beam Length 11.0 ft TL Max Defl L / 240 TL Actual Defl L / >1000 OH TL Actual Defl L / < -1000 LL Max Defl L / 360 LL Actual Defl L / >1000 OH LL Actual Defl L / < -1000 J Attributes Section (in3) Shear (in2)TL Defl (in) LL Defl OH TL Defl OH LL Defl Actual 21.39 13.88 0.05 0.04 -0.05 -0.04 Critical 6.15 3.54 0.40 0.27 0.30 0.20 Status OK OK OK OK OK OK Ratio 29% 26% 12% 14% 17% 20% Values Adjustments Fb (psi) Fv(psi) E (psi x mil) Fc L (psi) Reference Values 850 150 1.3 405 Adjusted Values 1075 150 1.3 405 CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 ! Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0,00 Ft Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft i Loads Uniform LL: 80 Uniform TL: 93 = A Uniform Ld on Backs an Par Unif LL Par Unif TL Start End 80 K = 93 (OH) 0 3.0 I Uniform Load A I K I R1 = 321 R2 = 706 BACKSPAN = 8 FT OH = 3 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68875 WILLIAMS DECK DECK JOISTS BEAM C Prepared by: AHC Date: 9/23/20 Selection 2x 10 HF #2 @ 16 in oc Lu = 0.0 Ft Lu Conditions NDS 2015, Overhang, Repetitive Use, Unbalanced Backspan LL411- Min Bearing Area R1= 0.0 in R2= 1.0 in (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 8.0 ft Reaction 1 LL -45 # Reaction 2 LL 285 # Beam Wt per ft 0 # Reaction 1 TL 1 # Reaction 2 TL 386 # j Bm Wt Included 0 # Maximum V 280 # Overhang Length 3.0 ft j Max Moment 420'# Max V (Reduced) 208 # Total Beam Length 11.0 ft i TL Max Defl L / 240 TL Actual Defl L / < -1000 OH TL Actual Defl L / >1000 II LL Max Defl L / 360 LL Actual Defl L / < -1000 OH LL Actual Defl L / >1000 Section (in') Shear (in 2) TL Defl (in) LL Defl OH TL Defl OH LL Defl 21.39 13.88 -0.01 -0.02 0.02 0.03 4.69 2.08 0.40 0.27 0.30 0.20 OK OK OK OK OK OK 22% 15% 3% 7% 6% 15% Fb (psi) Fv (psi) E (psi x mil) Fc ! (psi) 1 Reference Values 850 150 1.3 405 Adjusted Values 1075 150 1.3 405 CIF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00_ _ CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform TL: 13 = A (Uniform Ld on Backs an _ Par Unif LL Par Unif TL Start End 80 K = 93 (OH) 0 3.0 Uniform Load A K R1 = 1 R2 = 386 BACKSPAN = 8 FT OH = 3 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. Albert H Cohen Design Company 330 Dayton St. Suite 6 Edmonds, WA 98020 425-776-7373 BeamChek v202O licensed to: Albert H Cohen Design Company Reg # 3145-68875 WILLIAMS DECK DECK JOISTS BEAM C Prepared by: AHC Date: 9/23/20 Selection 2x 10 HF #2 @ 16 in oc Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2015, Overhang, Repetitive Use, Unbalanced OH LL -a Min Bearing Area R1= 0.9 in R2= 1.0 in' (1.5) DL Defl= <0.01 in. Data Beam Span 8.0 ft Reaction 1 LL 320 # Reaction 2 LL 320 # Beam Wt per ft 0 # Reaction 1 TL 366 # Reaction 2 TL 421 # Bm Wt Included 0 # Maximum V 381 # Overhang Length 3.0 ft Max Moment 717'# Max V (Reduced) 309 # Total Beam Length 11.0 ft TL Max Defl L / 240 TL Actual Defl L / >1000 OH TL Actual Defl L / 914 LL Max Defl L / 360 LL Actual Defl L / >1000 OH LL Actual Defl L / < -1000 Attributes Section (in3) Shear (in2) TL Defl (in) LL Defl OH TL Defl OH LL Defl Actual 21.39 13.88 0.07 0.06 -0.08 -0.07 Critical 8.00 3.09 0.40 0.27 0.30 0.20 Status I OK OK OK OK OK OK Ratio I 37% 22% 17% 21 % 26% 34% Values Adjustments r-D (psi) ry (psi) t (psi x mu) rc! (psi) Reference Values 850 150 _- 1.3 405 -� Adjusted Values 1075 150 1.3 405 CIF Size Factor 1.100 _ Cd Duration 1.00 1.00 Cr Repetitive 1.15 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft J Loads Uniform LL: 80 Uniform TL: 93 = A Uniform Ld on Backs an Par Unif TL Start End K = 13 (OH) 0 3.0 Uniform Load A K 0 0 R1 = 366 R2 = 421 BACKSPAN = 8 FT OH = 3 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2.