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REVIEWED BLD2023-1308+Structural_Calculations+10.20.2023_10.50.01_AM+3852167RECEIVED BLD2023-1308 Oct 20 CITY OF E MONDS DEVELOPMEN SERVICES REVI WED Y CITY OF DMOND ALBERT H. COHEN DESIGN COMPANY, P.S. 330 Dayton Street Suite 6 Edmonds, Washington 98020 425-776-7373 GRAVITY LOAD DESIGN ANALYSIS FOR Patneaude — Lee Residence 10111-241st Place S.W. Edmonds, WA 98020 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 1 REGISTERED ARC ITECT 2 ALB T H. COHEN I STATE OF WASHINGTON PREPARED 10/13/2023 Albert H Cohen Design Company 330 Dayotn St Suite 6 Edmonds WA 98020 425-776-7373 BeamChek v2023 licensed to: Albert H Cohen Design Company Reg # 9229-69900 PATNEAUDE-LEE RESIDENCE REAR SGD HEADER - NEW ROOF BEAM A Prepared by: AHC Date: 10/10/23 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.9 in2 R2= 2.9 in (1.5) DL Defl= 0.05 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 6.13 ft Reaction 1 LL 1168 # Reaction 2 LL 1168 # Beam Wt per ft 6.17 # Reaction 1 TL 1794 # Reaction 2 TL 1794 # Bm Wt Included 38 # Maximum V 1794 # Max Moment 2746'# Max V (Reduced) 1440 # TL Max Defl L / 240 TL Actual Defl L / 601 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in 2) TL Defl (in) LL Defl 30.66 25.38 0.12 0.07 24.49 10.43 0.31 0.20 OK OK OK OK 80% 41 % 40% 33% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 900 180 1.6 625 Ad'usted Values 1346 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 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 Urntorm LL: 381 Uniform TL: 580 = A Uniform Load A R1 = 1794 R2 = 1794 SPAN = 6.125 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayotn St Suite 6 Edmonds WA 98020 425-776-7373 BeamChek v2023 licensed to: Albert H Cohen Design Company Reg # 9229-69900 PATNEAUDE-LEE RESIDENCE NEW GARAGE DOOR HEADER BEAM B Prepared by: AHC Date: 10/10/23 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Data Attributes Actual Critical Status Ratio Values Adiustments Loads Min Bearing Area K1= 1.0 in` R2= 1.0 in- (1.5) DL Defl= 0.18 in Beam Span 12.5 ft Reaction 1 LL 391 # Reaction 2 LL 391 # Beam Wt per ft 6.17 # Reaction 1 TL 632 # Reaction 2 TL 632 # Bm Wt Included 77 # Maximum V 632 # Max Moment 1976'# Max V (Reduced) 571 # TL Max Defl L / 240 TL Actual Defl L / 404 LL Max Defl L / 360 LL Actual Defl L / 778 Section (in') Shear (in 2) TL Defl (in) LL Defl 30.66 25.38 0.37 0.19 17.62 4.14 0.63 0.42 OK OK OK OK 57% 16% 59% 46% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 900 180 1.6 625 Ad'usted Values 1346 207 1.6 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 Cr Repetitive 1.00 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 Unitorm LL: 63 Uniform TL 95 = A Uniform Load A R1 = 632 R2 = 632 SPAN = 12.5 FT Uniform and partial uniform loads are lbs per lineal ft. Albert H Cohen Design Company 330 Dayotn St Suite 6 Edmonds WA 98020 425-776-7373 BeamChek v2023 licensed to: Albert H Cohen Design Company Reg # 9229-69900 PATNEAUDE-LEE RESIDENCE VAULTED RAFTERS AT FAM RM BEAM C Prepared by: AHC Date: 10/10/23 Selection 2x 8 DF-L #2 @ 16 in oc Lu = 0.0 Ft Conditions NDS 2018, Repetitive Use Data Attributes Actual Critical Status Ratio Values Adiustments Loads Min Bearing /Area Kl= U.b in- K2= U.b in- (1.5) UL Detl= 0.27 in Beam Span 13.75 ft Reaction 1 LL 229 # Reaction 2 LL 229 # Beam Wt per ft 0 # Reaction 1 TL 348 # Reaction 2 TL 348 # Bm Wt Included 0 # Maximum V 348 # Max Moment 1197'# Max V (Reduced) 318 # TL Max Defl L / 240 TL Actual Defl L / 264 LL Max Defl L / 360 LL Actual DO L / 470 Section (in') Shear (in 2) TL Defl (in) LL DO 13.14 10.88 0.63 0.35 10.06 2.30 0.69 0.46 OK OK OK OK 77% 21% 91% 77% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 900 180 1.6 625 Ad'usted Values 1428 207 1.6 625 CF Size Factor 1.200 Cd Duration 1.15 1.15 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 Uniform LL: 33 Uniform TL: 51 = A Uniform Load A R 1 = 348 R2 = 348 SPAN = 13.75 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayotn St Suite 6 Edmonds WA 98020 425-776-7373 BeamChek v2023 licensed to: Albert H Cohen Design Company Reg # 9229-69900 PATNEAUDE-LEE RESIDENCE RIDGE BEAM AT VAULT BEAM D Prepared by: AHC Date: 10/10/23 Selection 4x 12 DF-L #1 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 3.2 in' R2= 3.2 in (1.5) DL Defl= 0.14 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 12.75 ft Reaction 1 LL 1275 # Reaction 2 LL 1275 # Beam Wt per ft 9.57 # Reaction 1 TL 1999 # Reaction 2 TL 1999 # Bm Wt Included 122 # Maximum V 1999 # Max Moment 6372 W Max V (Reduced) 1705 # TL Max Deft L / 240 TL Actual Defl L / 491 LL Max Defl L / 360 LL Actual DO L / 910 Section (w) Shear (in 2) TL Defl (in) LL Defl 73.83 39.38 0.31 0.17 60.44 12.36 0.64 0.43 OK OK OK OK 82% 31% 49% 40% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 1000 180 1.7 625 Adiusted Values 1265 207 1.7 625 CF Size Factor 1.100 Cd Duration 1.15 1.15 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: 200 Uniform TL: 304 = A Uniform Load A R1 = 1999 R2 = 1999 SPAN = 12.75 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayotn St Suite 6 Edmonds WA 98020 425-776-7373 BeamChek v2023 licensed to: Albert H Cohen Design Company Reg # 9229-69900 PATNEAUDE - LEE RESIDENCE' KITCHEN -DINING BEAM BEAM E Prepared by: AHC Date: 10/10/23 Selection 4x 8 DF-L #1 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.2 in' R2= 2.2 in (1.5) DL DO= 0.17 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 10.0 ft Reaction 1 LL 875 # Reaction 2 LL 875 # Beam Wt per ft 6.17 # Reaction 1 TL 1361 # Reaction 2 TL 1361 # Bm Wt Included 62 # Maximum V 1361 # Max Moment 3402 '# Max V (Reduced) 1196 # TL Max DO L / 240 TL Actual Defl L / 315 LL Max Defl L / 360 LL Actual Defl L / 577 Section (in') Shear (in 2) TL Defl (in) LL Defl 30.66 25.38 0.38 0.21 27.31 8.67 0.50 0.33 OK OK OK OK 89% 34% 76% 62% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 1000 180 1.7 625 Ad'usted Values 1495 207 1.7 625 CF Size Factor 1.300 Cd Duration 1.15 1.15 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 Unitorm LL: 175 Uniform TL: 266 = A Uniform Load A R1 = 1361 R2 = 1361 SPAN = 10 FT Uniform and partial uniform loads are Ibs per lineal ft.