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REVIEWED BLD BLD2021-0459+Structural_Analysis_or_Calculations+3.31.2021_2.52.53_PM+2121242RECEIVED BLD2021-0459 31 CITY OF SERVI 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 # 3145-68876 SCHROEDER RESIDENCE KITCHEN CEILING BEAM BEAM A Prepared by: AHC Date: 3/24/21 Selection 5-1/8x 9 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 3.4 in R2= 3.4 in (1.5) DL Defl= 0.17 in Recom Camber= 0.25 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 12.0 ft Reaction 1 LL 1425 # Reaction 2 LL 1425 # Beam Wt per ft 11.21 # Reaction 1 TL 2233 # Reaction 2 TL 2233 # Bm Wt Included 135 # Maximum V 2233 # Max Moment 6700'# Max V (Reduced) 1954 # TL Max Defl L / 240 TL Actual Defl L / 394 LL Max Defl L / 360 LL Actual Defl L / 729 Section in3 Shear (in 2) TL Defl (in) LL Defl 69.19 46.13 0.37 0.20 29.13 10.62 0.60 0.40 OK OK OK OK 42% 23% 61% 49% rD (p; Reference Values 2400 Adjusted Values 2760 Cv Volume 1.000 Cd Duration 1.15 Cr Repetitive 1.00 Ch Shear Stress Cm Wet Use 1.00 Cl Stability 1.0000 t-v (psi) L (psi x mu) t-c! 240 1.8 650 276 1.8 650 1.15 N/A 1.00 1.00 1 Rb=0.00 Le=0.00Ft Uniform LL: 238 Uniform TL: 361 = A Uniform Load A Z 0 R1 = 2233 R2 = 2233 SPAN = 12 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 # 3145-68876 SCHROEDER RESIDENCE KITCHEN CEILING CROSS BEAM BEAM B Prepared by: AHC Date: 3/24/21 Selection 6-3/4x 13-1/2 GLB 24F-V4 DF/DF Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 4.8 in2 R2= 3.2 in2 (1.5) DL Defl= 0.30 in Recom Camber= 0.45 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 20.5 ft Reaction 1 LL 1987 # Reaction 2 LL 1238 # Beam Wt per ft 22.14 # Reaction 1 TL 3113 # Reaction 2 TL 2094 # Bm Wt Included 454 # Maximum V 3113 # Max Moment 17962 '# Max V (Reduced) 3088 # TL Max Defl L / 240 TL Actual Defl L / 387 LL Max Defl L / 360 LL Actual Defl L / 730 Section (in') Shear (in 2) TL Defl (in) LL Defl 205.03 91.13 0.64 0.34 81.03 16.78 1.03 0.68 OK OK OK OK 40% 18% 62% 49% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 2400 240 1.8 650 Adjusted Values 2660 276 1.8 650 Cv Volume 0.964 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 Loads Point LL Point TL Distance 1425 B = 2233 11.5 1800 C = 2520 5.0 Pt loads: Z R1 = 3113 R2 = 2094 SPAN = 20.5 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 Project SCHROEDER RESIDENCE Date 3/24/21 Description BEAM B TAPERED AT ROOF Location WEST END SHEARCHEKTm FOR NOTCHED WOOD MEMBERS BeamChekTM" Software BeamChek v2020 licensed to: Albert H Cohen Design Company Reg # 3145-68876 Member Attributes 6.75 x 12 GLB 24F-v4 DF/DF Net Size Glu-Lam, Rectangular NDS Edition = 2018 Load V in lbs. = 3113 Fv Reference Value in psi = 240 Wet Use Factor Cm = 1.0 Shear Factor Ch = n/a Duration of load Cd = 1.15 Report V �e t I 12 d do i Qrp rd Tapered Notch Area @ dn, An = 27.47 sq. in. Minimum Span = 5.95 ft Rafter Depth rd = 2.75 in. Tapered Angle = 18.43 degrees Wall Thickness t = 3.5 in. Rafter Pitch rp = 4 :12 pitch Adjusted Fv' value = 276.0 psi Notch Length e = 23.8 in. Critical Minimum fv = 5055 psi Depth Remaining at Notch do = 4.07 in. Ratio fv / Fv' = 61.58 % Proposed Actual Notch Depth = 7.93 in. Notch Status OK Fv ratio less than 100% 1/3d = Minimum do = 4.01 in. 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 # 3145-68876 SCHROEDER RESIDENCE STAIR SIDE BEAM BEAM C Prepared by: AHC Date: 3/24/21 Selection 2x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 1.2 in R2= 1.2 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 7.75 ft Reaction 1 LL 388 # Reaction 2 LL 388 # Beam Wt per ft 3.37 # Reaction 1 TL 497 # Reaction 2 TL 497 # Bm Wt Included 26 # Maximum V 497 # Max Moment 964'# Max V (Reduced) 398 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in 2) TL Defl (in) LL Defl 21.39 13.88 0.09 0.06 12.37 3.98 0.39 0.26 OK OK OK OK 58% 29% 23% 24% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 CF Size Factor 1.100 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: 100 Uniform TL: 125 = A Uniform Load A 0 R1 = 497 R2 = 497 SPAN = 7.75 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 # 3145-68876 SCHROEDER RESIDENCE BEAM D Prepared by: AHC Date: 3/24/21 (2)2x10 HF#2 Lu=0.OFt NDS 2018 Min Bearing Area R1= 1.1 in R2= 1.3 in (1.5) DL Defl= 0.02 in Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments STAIR HEADER BEAM Beam Span 8.0 ft Reaction 1 LL 330 # Reaction 2 LL 378 # Beam Wt per ft 6.74 # Reaction 1 TL 444 # Reaction 2 TL 507 # Bm Wt Included 54 # Maximum V 507 # Max Moment 1422 '# Max V (Reduced) 463 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in 2) TL Defl (in) LL Defl 42.78 27.75 0.06 0.04 18.25 4.63 0.40 0.27 OK OK OK OK 43% 17% 15% 16% Fb (psi) Fv (psi) E (psi x mil) Fc(psi) Reference Values 850 150 1.3 405 Adjusted Values 935 150 1.3 405 CF Size Factor 1.100 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 Loads Uniform LL: 40 Uniform TL: 50 = A Point LL Point TL Distance 388 B = 497 4.5 Uniform Load A Pt loads: 0 0 R1 = 444 R2 = 507 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft.