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REVIEWED BLD2022-0913+Structural_Calculations+7.11.2022_3.37.31_PM+2981961RECEIVED Jul 12 2022 BLD2022-0913 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT .,.,.,.,.,.,REVIEWLON .,.,., BY CITY OF EDS ALBERT H. COHEN DESIGN COMPANY, P.S. BUILDING DEPARTMENT!330 Dayton Street Suite 6 Edmonds, Washington 98020 425-776-7373 GRAVITY LOAD DESIGN ANALYSES FOR Gifford Residence 9403 232°d St. 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 REGISTERED ARC CT QJ ALBERT .COHEN I STATE OF WASHINGTON PREPARED 6/ 1 /2022 Albert H Cohen Design Company 330 Dayton St Suite 6 Edmonds WA 98020 425-776-7373 BeamChek v2021 licensed to. Albert H Cohen Reg # 8080-69302 Gifford Residence 2nd Floor Header Beam A Prepared by: AHC Date: 5/20/22 Selection 2x 6 HF #2 LL. = 0.0 Ft Conditions NDS 2018 Min Bearinq Area R1= 0.5 in2 R2= 0.5 in2 (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 2.5 ft Reaction 1 LL 125 # Reaction 2 LL 125 # Beam Wt per ft 2.0 # Reaction 1 TL 193 # Reaction 2 TL 193 # Bm Wt Included 5 # Maximum V 193 # Max Moment 120'# Max V (Reduced) 122 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Detl 7.56 8.25 0.01 <0.01 1.14 1.06 0.13 0.08 OK OK OK OK 15% 13% 5% 4% Fb(psi) Fv. (psi) E(psi x mil Fc! (psi) Reference Values 850 150 1.3 405 Adjusted Values 1271 173 1.3 405 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 Uniform LL: 100 Uniform TL: 152 = A Uniform Load A ] 0 R 1 = 193 R2 193 SPAN = 2.5 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 BeamChek v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence 2nd Floor Header Beam B Prepared by: AHC Date: 5/20/22 Selection (3) 2x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.3 in2 R2= 2.8 in (1.5) DL Defl= 0.05 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL 938 # Reaction 2 LL 1169 # Beam Wt per ft 7.93 # Reaction 1 TL 1431 # Reaction 2 TL 1776 # Bm Wt Included 48 # Maximum V 1776 # Max Moment 3701 W Max V (Reduced) 1771 # TL Max Defl L / 240 TL Actual Defl L / 676 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in 2) TL Defl (in) LL Detl 39.42 32.63 0.11 0.06 35.76 12.84 0.30 0.20 OK OK OK OK 91% 39% 35% 30% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 CF Size Factor 1.200 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 Loads Point LL Point TL Distance 300 B = 450 1.25 1425 C = 2138 3.25 382 D = 572 5.25 Pt loads: © © 0 R1 = 1431 R2 = 1776 SPAN = 6 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 v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence 2nd Floor Header Beam C Prepared by: AHC Date: 13/20/22 Selection (2) 2x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearina Area R1= 2.8 in2 R2= 2.8 in2 (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 6.0 ft Reaction 1 LL 1144 # Reaction 2 LL 1144 # Beam Wt per ft 6.74 # Reaction 1 TL 1759 # Reaction 2 TL 1759 # Bm Wt Included 40 # Maximum V 1759 # Max Moment 2638 '# Max V (Reduced) 1307 # 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 Uetl 42.78 27.75 0.06 0.04 27.81 9.47 0.30 0.20 OK OK OK OK 65% 34% 21% 18% Fb (psi) Fv (psi) E (psi x mil) Fc i(psi) Reference Values 900 180 1.6 625 Adjusted Values 1139 207 1.6 625 CIF 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: 381 Uniform TL: 580 = A Uniform Load A R1 = 1759 R2 = 1759 SPAN = 6 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 v2021 licensed to. Albert H Cohen Reg # 8080-69302 Gifford Residence 2nd Floor Header Beam D Prepared by: AHC Date: 15/20/22 Selection (3) 2x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearinq Area R1= 2.8 in2 R2= 1.9 in (1.5) DL Defl= 0.04 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 6.0 ft Reaction 1 LL 1130 # Reaction 2 LL 795 # Beam Wt per ft 7.93 # Reaction 1 TL 1719 # Reaction 2 TL 1216 # Bm Wt Included 48 # Maximum V 1719 # Max Moment 2994'# Max V (Reduced) 1715 # TL Max Defl L / 240 TL Actual Defl L / 805 LL Max Defl L / 360 LLActual Defl L / >1000 Section (in3) Shear (in2) TL Defl (in) LL Defl 39.42 32.63 0.09 0.05 28.93 12.43 0.30 0.20 OK OK OK OK 73% 38% 30% 25% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 900 180 1.6 625 Ad'usted Values 1242 207 1.6 625 CIF Size Factor 1.200 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 Loads Point LL Point TL Distance 1425 B = 2138 1.75 300 C = 450 3.75 200 D = 300 5.75 Pt loads: F © © IN I Z\ R1=1719 R2=1216 SPAN = 6 FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St Suite 6 Edmonds WA 98020 425-776-72,73 BeamChek v2021 licensed to: Albert H Cohen Reg # 8080--69302 Gifford Residence 2nd Floor Header Beam E Prepared by: AHC Date: 5/20/22 Selection L2x 6 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min RParina Area R1= 0.4 inZ R2= 0.4 in2 (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 2.0 ft Reaction 1 LL 100 # Reaction 2 LL 100 # Beam Wt per ft 2.0 # Reaction 1 TL 152 # Reaction 2 TL 152 # Bm Wt Included 4 # Maximum V 152 # Max Moment 76 '# Max V (Reduced) 82 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (W) Shear (in 2) TL Defl (in) LL Ueti 7.56 8.25 0.00 <0.01 0.72 0.72 0.10 0.07 OK OK OK OK 9% 9% 2% 2% Fb (psi) Fv (psi) E(psi x mil Fc(psi) Reference Values 850 150 1.3 405 Adjusted Values 1271 173 1.3 405 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 Uniform LL: 100 Uniform TL: 150 = A Uniform Load A R 1 = 152 R2 52 SPAN = 2 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 v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence 2nd Floor Header Beam F Prepared by: AHC Date: 5/20/22 Selection 2x 6 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 0.6 in R2= 0.6 in (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 2.0 ft Reaction 1 LL 150 # Reaction 2 LL 150 # Beam Wt per ft 2.0 # Reaction 1 TL 227 # Reaction 2 TL 227 # Bm Wt Included 4 # Maximum V 227 # Max Moment 114'# Max V (Reduced) 123 # TL Max Defl L / 240 TLActual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in 2) TL Defl (in) LL Detl 7.56 8.25 0.00 <0.01 1.07 1.07 0.10 0.07 OK OK OK OK 14% 13% 4% 3% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 850 150 1.3 405 Adjusted Values 1271 173 1.3 405 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 Uniform LL: 150 Uniform TL: 225 = A Uniform Load A R1 = 227 R2 == 227 SPAN =2FT 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 v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence 2nd Floor Header Beam G Prepared by: AHC Date: 5/20/22 Selection (2) 2x 6 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearinq Area R1= 1.4 in2 R2= 1.4 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 5.0 ft Reaction 1 LL 375 # Reaction 2 LL 375 # Beam Wt per ft 4.01 # Reaction 1 TL 573 # Reaction 2 TL 573 # Bm Wt Included 20 # Maximum V 573 # Max Moment 716'# Max V (Reduced) 468 # TL Max Defl L / 240 TL Actual Defl L / 861 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Uetl 15.13 16.50 0.07 0.04 6.76 4.07 0.25 0.17 OK OK OK OK 45% 25% 28% 23% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 850 150 1.3 405 Adjusted Values 1271 173 1.3 405 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 Uniform LL: 150 Uniform TL: 225 = A Uniform Load A Z\ R1 = 573 R2 =: 573 SPAN = 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 Beam Chek v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence 2nd Floor Header Beam H Prepared by: AHC Date: 15/20/22 Selection (2) 2x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.9 inz R2= 0.9 in' (1.5) DL Defl= 0.02 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 5.0 ft Reaction 1 LL 1190 # Reaction 2 LL 360 # Beam Wt per ft 5.29 # Reaction 1 TL 1799 # Reaction 2 TL 554 # Bm Wt Included 26 # Maximum V 1799 # Max Moment 1802 '# Max V (Reduced) 1796 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in) LL Defl 26.28 21.75 0.05 0.03 17.41 13.01 0.25 0.17 OK OK OK OK 66% 60% 21% 18% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 CF Size Factor 1.200 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 Loads Point LL Point TL Distance 1425 B = 2138 1.0 125 C = 188 3.0 Pt loads: Z R1 = 1799 R2 =: 554 SPAN = 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 BeamChek v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence 2nd Floor Header Beam I Prepared by: AHC Date: 5/20/22 Selection (2) 2x 6 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearino Area R1= 1.8 in R2= 1.8 in (1.5) DL Defl= <0.01 in. Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 2.5 ft Reaction 1 LL 477 # Reaction 2 LL 477 # Beam Wt per ft 4.01 # Reaction 1 TL 729 # Reaction 2 TL 729 # Bm Wt Included 10 # Maximum V 729 # Max Moment 456'# Max V (Reduced) 462 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in3) Shear (in2) TL Defl (in) LL Uetl 15.13 16.50 0.01 <0.01 4.30 4.02 0.13 0.08 OK OK OK OK 28% 24% 9% 7% Fb (psi) Fv(psi) E (psi x mil) Fc(psi) Reference Values 850 150 1.3 405 Adjusted Values 1271 173 1.3 405 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 Uniform LL: 381 Uniform TL: 580 = A Uniform Load A ] LN R1 = 729 R2 = 729 SPAN =2.5FT Uniform and partial uniform loads are Ibs per lineal ft. Gifford Residence Albert H Cohen Design Company 330 Dayton St Suite 6 Edmonds WA 98020 425-776-7373 BeamChek v2021 licensed to: Albert H Cohen Reg # 8080-69302 2nd Floor Header Beam J Prepared by: AHC Date: 5/20/22 Selection (2) 2x 6 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Roarinn Aria;; R1= 9 2 in R2= 2.2 in (1.5) DL Defl= 0.01 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 3.0 it Reaction 1 LL 572 # Reaction 2 LL 572 # Beam Wt per ft 4.01 # Reaction 1 TL 875 # Reaction 2 TL 875 # Bm Wt Included 12 # Maximum V 875 # Max Moment 656'# Max V (Reduced) 608 # 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 Uell 15.13 16.50 0.02 0.01 6.20 5.29 0.15 0.10 OK OK OK OK 41% 32% 15% 13% Fb (psi) Fv (psi) E (psi x mil) Fc(psi) Reference Values 850 150 1.3 405 Adjusted Values 1271 173 1.3 405 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 Uniform LL: 381 Uniform I L: 58u = H Uniform Load A R1 = 875 R2 875 SPAN =3FT 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 v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence 2nd Floor Header Beam K Prepared by: AHC Date: 5/20/22 Selection (2) 2x 8 DF-L #2 Lu = 0.0 Ft —� Conditions NDS 2018 Min Bearina Area R1= 1.2 in2 R2= 3.5 in (1.5) DL Defl= 0.02 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 5.0 ft Reaction 1 LL 473 # Reaction 2 LL 1453 # Beam Wt per ft 5.29 # Reaction 1 TL 722 # Reaction 2 TL 2192 # Bm Wt Included 26 # Maximum V 2192 # Max Moment 1189 '# Max V (Reduced) 1821 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in') TL Defl (in) LL ueti 26.28 21.75 0.05 0.03 11.48 13.19 0.25 0.17 OK OK OK OK 44% 61% 18% 16% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 900 180 1.6 625 Adjusted Values 1242 207 1.6 625 CF Size Factor 1.200 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 Loads Point LL Point TL Distance 200 B = 300 0.5 300 C = 450 2.5 1425 D = 2138 4.5 Pt loads: © © 0 L\ R11 = 7722 R2 = 2192 SPAN =5FT Uniform and partial uniform loads are Ibs per lineal ft. Albert H Cohen Design Company 330 Dayton St Suite 6 Edmonds "A 98020 425-776-7373 BeamChek v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence Abv Office Front Window Header BEAM L Prepared by: AHC Date: 5/26/22 Selection 3-1/2x 9 1.8E RB Rosboro X-Beam GLIB Lu = 0.0 Ft Conditions NDS 2018 Min gearina Area R1= 4.3 in2 R2= 6.0 in (1.5) DL Defl= 0.10 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 8.34 ft Reaction 1 LL 1948 # Reaction 2 LL 2688 # Beam Wt per ft 7.66 # Reaction 1 TL 2801 # Reaction 2 TL 3913 # Bm Wt Included 64 # Maximum V 3913 # Max Moment 6188'# Max V (Reduced) 3571 # TL Max Defl L / 240 TL Actual Defl L / 389 LL Max Defl L / 360 LL Actual Defl L / 651 Section (in3) Shear (in2) TL Defl (in) LL Defl 47.25 31.50 0.26 0.15 30.94 20.21 0.42 0.28 OK OK OK OK 65% 64% 62% 55% Fb (psi) Fv (psi) E (psi x mil) Fc i(psi) Reference Values 2400 265 1.8 650 Adjusted Values 2400 265 1.8 650 Cv Volume 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 Loads Uniform LL: 300 Uniform TL: 400 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 473 B = 722 2.0 25 H = 38 0 8.34 1453 C = 2192 7.0 1 = 10 0 8.34 I H Uniform Load A Pt loads: Utfj R1 = 2801 R2 = 913 SPAN = 8.34 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 v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence Ceiling of Office Mid -Beams BEAM M Prepared by: AHC Date: 5/26/22 Selection 4x 12 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 "i Raorinn Aran R1 = .'A .ri in2 R2= 3.5 in2 (1.5) DL Defl= 0.06 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 10.25 ft Reaction 1 LL 1614 # Reaction 2 LL 1614 # Beam Wt per ft 9.57 # Reaction 1 TL 2202 # Reaction 2 TL 2202 # Bm Wt Included 98 # Maximum V 2202 # Max Moment 5641 '# Max V (Reduced) 1799 # TL Max Defl L / 240 TL Actual Defl L / 677 LL Max Defl L / 360 LL Actual Defl L / > 1000 Section (in3) Shear (in 2) TL Defl (in) LL Detl 73.83 39.38 0.18 0.12 68.38 14.99 0.51 0.34 OK OK OK OK 93% 38% 35% 34% Fb (psi) Fv (psi) E(psi x mil) Fc L (psi) Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 CIF 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: 315 Uniform I L: 4LU = H Uniform Load A _ l R1 = 2202 R2 ;2202 SPAN = 10.25 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 v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence Rim Above SGD BEAM N Prepared by: AHC Date: 5/26/22 Selection 3-1/2x 9 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft Conditions NDS 2018 Min Bearina Area R1= 3.8 in2 R2= 3.8 in2 (1.5) DL Defl= 0.10 in Data Attributes Actual Critical Status Ratio Values Adjustments an ta�mWt 8.25 ft Reaction 1 LL 1722 # Reaction 2 LL 1718 # per ft 7.66 # Reaction 1 TL 2500 # Reaction 2 TL 2499 # Bm Wt Included 63 # Maximum V 2500 # Max Moment 6658 W Max V (Reduced) 2291 # TL Max Defl L / 240 TLActual Defl L / 428 LL Max Defl L / 360 LL Actual Defl L / 728 Section (in') Shear (in2) TL Defl (in) LL Defl 47.25 31.50 0.23 0.14 33.29 12.97 0.41 0.28 OK OK OK OK 70% 41% 56% 49% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 2400 265 1.8 650 Ad'usted Values 2400 265 1.8 650 Cv Volume 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 Loads Uniform LL: 203 Uniform TL: 270 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1144 B = 1759 5.0 125 H = 190 0 5.0 H Uniform Load A Pt loads: R1 = 2500 R2 = 2499 SPAN = 8.25 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 v2021 licensed to: Albert H Cohen Reg # 8080-693U2 Gifford Residence Rim Above Dining Window BEAM O Prepared by: AHC Date: 5/26/22 Selection 4x 10 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Ain Raarinn ArPa R1= 3.1 in R2= 3.1 in (1.5) DL Defl= 0.06 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 8.25 ft Reaction 1 LL 1351 # Reaction 2 LL 1351 # Beam Wt per ft 7.87 # Reaction 1 TL 1930 # Reaction 2 TL 1930 # Bm Wt Included 65 # Maximum V 1930 # Max Moment 3981 '# Max V (Reduced) 1569 # TL Max Defl L / 240 TL Actual Defl L / 638 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Detl 49.91 32.38 0.16 0.09 44.23 13.08 0.41 0.28 OK OK OK OK 89% 40% 38% 34% Fb (psi) Fv (psi) E (psi x mil) Fc!(psi) Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 CF Size Factor 1.200 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: 203 Uniform TL: 270 =A Par Unif LL Par Unif TL Start End 1125 H = 190 0 8.25 H Uniform Load A R1 = 1930 R2 = 1930 SPAN = 8.25 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 v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence Central 2nd FL Beams BEAM P Prepared by: AHC Date: 5/26/22 Selection 5-1/2x 18 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft Conditions NDS 2018 Min Rearing Area R1= 8.2 in R2= 8.2 in (1.5) DL Defl= 0.22 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 23.0 ft Reaction 1 LL 4025 # Reaction 2 LL 4025 # Beam Wt per ft 24.06 # Reaction 1 TL 5308 # Reaction 2 TL 5308 # Bm Wt Included 553 # Maximum V 5308 # Max Moment 30521 '# Max V (Reduced) 4616 # TL Max Defl L / 240 TL Actual Defl L / 408 LL Max Defl L / 360 LL Actual Defl L / 604 Section (in3) Shear (in2) TL Defl (in) LL uetl 297.00 99.00 0.68 0.46 161.51 26.13 1.15 0.77 OK OK OK OK 54% 26% 59% 60% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Reference Values 2400 265 1.8 650 Adjusted Values 2268 265 1.8 650 Cv Volume 0.945 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: 350 Uniform I L: 436 = A Uniform Load A R1 = 5308 R2 = 308 SPAN = 23 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 v2021 licensed to: Albert H Cohen Reg # 8080.-69302 Gifford Residence Kitchen Ceiling beam BEAM Q Prepared by: AHC Date: 5/26/22 Selection 5-1/2x 18 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft Conditions NDS 2018 Min Bearinq Area R1= 13.3 in R2= 13.3 in (1.5) DL Defl= 0.22 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 17.67 ft Reaction 1 LL 5913 # Reaction 2 LL 5913 # Beam Wt per ft 24.06 # Reaction 1 TL 8663 # Reaction 2 TL 8663 # Bm Wt Included 425 # Maximum V 8663 # Max Moment 38270'# Max V (Reduced) 7192 # TL Max Defl L / 240 TL Actual Defl L / 401 LL Max Defl L / 360 LL Actual Defl L / 679 Section (in3) Shear (in') TL Defl (in) LL uetl 297.00 99.00 0.53 0.31 197.25 40.71 0.88 0.59 OK OK OK OK 66% 41% 60% 53% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 2400 265 1.8 650 Adjusted Values 2328 265 1.8 650 Cv Volume 0.970 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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 375 Uniform TL: 570 = A Par Unif LL Par Unif TL Start End 188 H = 225 0 17.67 106 1 = 162 0 17.67 H Uniform Load A R1 = 8663 R2 = 663 SPAN = 17.67 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 v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence Entry Door Hdr BEAM R Prepared) by: AHC Date: 5/26/22 Selection (2) 2x 6 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.5 in R2= 2.5 in (1.5) DL Defl= 0.02 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 3.25 ft Reaction 1 LL 1088 # Reaction 2 LL 1088 # Beam Wt per ft 4.01 # Reaction 1 TL 1561 # Reaction 2 TL 1561 # Bm Wt Included 13 # Maximum V 1561 # Max Moment 1268 '# Max V (Reduced) 1121 # TL Max Defl L / 240 TL Actual Defl L / 915 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (inz) TL Defl (in) LL ueti 15.13 16.50 0.04 0.03 13.01 9.34 0.16 0.11 OK OK OK OK 86% 57% 26% 24% Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 CF Size Factor 1.300 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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Loads Uniform LL: 375 Uniform TL: 570 = A Par Unif LL Par Unif TL Start End 188 H = 225 0 3.25 106 1 = 162 0 3.25 I H Uniform Load A R1 = 1561 R2 = 561 SPAN =3.25FT Uniform and partial uniform loads are Ibs per lineal ft. Gifford Residence Albert H Cohen Design Company 330 Dayton St Suite 6 Edmonds WA 98020 425-776-7373 BeamChek v2021 licensed to: Albert H Cohen Reg # 8080-69302 Front Window Hdr BEAM S Prepared by: AHC Date: 5/26/22 Selection (2) 2x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Raarinn Araa R1= 5.9 in2 R2= 4.7 in2 (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adiustments an 5.25 ft Reaction 1 LL 1645 # Reaction 2 LL 1280 # per ft 6.74 # Reaction 1 TL 2381 # Reaction 2 TL 1903 # cluded F 35 # Maximum V 2381 # ent 2944'# Max V (Reduced) 1639 # TL Max Defl L / 240 TL Actual Defl L / 963 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Detl 42.78 27.75 0.07 0.04 37.78 16.39 0.26 0.18 OK OK OK OK 88% 59% 25% 22% 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: 375 Uniform TL: 570 = A Par Unif LL Par Unif TL Start End 188 H = 225 0 3.25 106 1 = 162 0 3.25 I H Uniform Load A R1 = 2381 R2 == 903 SPAN = 5.25 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 v2021 licensed to: Albert H Cohen Reg # 8080-69302 Gifford Residence Bonus Room Center Ceiling Beam BEAM T Prepared by: AHC Date: 5/26/22 Selection 3-1/2x 12 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft Conditions NDS 2018 Min Bearino Area R1= 4.8 in R2= 4.8 in (1.5) DL Defl= 0.04 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 9.5 ft Reaction 1 LL 2470 # Reaction 2 LL 2470 # Beam Wt per ft 10.21 # Reaction 1 TL 3136 # Reaction 2 TL 3136 # Bm Wt Included 97 # Maximum V 3136 # Max Moment 7448'# Max V (Reduced) 2476 # TL Max Defl L / 240 TL Actual Defl L / 774 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in3) Shear (in 2) TL Detl (m) LLueti 84.00 42.00 0.15 0.10 37.24 14.01 0.48 0.32 OK OK OK OK 44% 33% 31% 33% Fb (psi) Fv (psi) E (psi x mil) Fc 1 (psi) Reference Values 2400 265 1.8 650 Adjusted Values 2400 265 1.8 650 Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 I.00 1.00 Cl Stability 1.0000 Rb = 0.00 Lei = 0.00 Ft Uniform LL: 520 Uniform I L.: 65u = A Uniform Load A R1 = 3136 R2 = 136 SPAN = 9.5 FT Uniform and partial uniform loads are Ibs Per lineal ft. Albert H Cohen Design Company 330 Dayton St Suite 6 Edmonds V 'A 98020 425-776-7373 Beam Chek v2021 licensed to: Albert H Cohen Reg # 808U-693U2 Gifford Residence Front Porch Roof Beams BEAM U Prepared by: AHC Date: 5/26/22 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearino Area R1= 1.6 in2 R2= 1.6 in2 (1.5) DL Defl= 0.08 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 8.25 ft Reaction 1 LL 645 # Reaction 2 LL 645 # Beam Wt per ft 6.17 # Reaction 1 TL 1005 # Reaction 2 TL 1005 # Bm Wt Included 51 # Maximum V 1005 # Max Moment 2073'# Max V (Reduced) 858 # TL Max Defl L / 240 TL Actual Defl L / 589 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in2) TL Defl (in) LL Uetl 30.66 25.38 0.17 0.09 18.49 6.22 0.41 0.28 OK OK OK OK 60% 24% 41% 33% Fb (psi) Fv (psi) E (psi x mil) Fc 1 (psi) Reference Values 900 180 1.6 625 Adjusted 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 Uniform LL: 156 Uniform TL: 238 = A Uniform Load A 0 R1 = 1005 R2 = 1005 SPAN = 8.25 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 v2021 licensed to: Albert H Cohen Reg # 606U-59:tu1 Gifford Residence Stair 2nd FL Side Beam BEAM V Prepared by: AHC Date: 5126/22 Selection (2) 2x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.0 in2 R2= 2.0 in2 (1.5) DL Defl= 0.01 in Data Attributes Actual Critical Status Ratio Values Adjustments Loads Beam Span 5.75 ft Reaction 1 LL 582 # Reaction 2 LL 582 # Beam Wt per ft 6.74 # Reaction 1 TL 796 # Reaction 2 TL 796 # Bm Wt Included 39 # Maximum V 796 # Max Moment 1144'# Max V (Reduced) 582 # TL Max Defl L / 240 TL Actual Defl L / >1000 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in') TL Defl (in) LL Detl 42.78 27.75 0.03 0.02 14.68 5.82 0.29 0.19 OK OK OK OK 34% 21% 10% 10% 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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 203 Uniform TL: 210 =A Uniform Load A R1 = 796 R2 =: 796 SPAN = 5.75 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 v2021 licensed to: Albert H Cohen Reg # 8060-59JU2 Gifford Residence Bonus Room Rear Window Hdr BEAM W Prepared by: AHC Date: 5/26/22 Selection 2x 10 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Raarinn ArPa R1= 2.2 in R2= 2.2 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.25 ft Reaction 1 LL 633 # Reaction 2 LL 633 # Beam Wt per ft 3.37 # Reaction 1 TL 886 # Reaction 2 TL 886 # Bm Wt Included 21 # Maximum V 886 # Max Moment 1384'# Max V (Reduced) 667 # TL Max Defl L / 240 TL Actual Defl L / 867 LL Max Defl L / 360 LL Actual Defl L / >1000 Section (in') Shear (in 2) TL Defl (in) LL Detl 21.39 13.88 0.09 0.05 17.76 6.67 0.31 0.21 OK OK OK OK 83% 48% 28% 26% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 850 150 1.3 405 Ad'usted 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: 203 Uniform TL: 270 = A Par Unif TL Start End H = 10 0 6.25 H Uniform Load A 0 Z\ R1 = 886 R2 886 SPAN = 6.25 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 v2021 licensed to. Albert H Cohen Reg # t3UdU-,5y3uZ GIFFORD RESIDENCE Crawlspace West Beam BEAM X Prepared by: AHC Date: 5.127/22 Selection 4x 6 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Raarino Area R1= 1.7 in' R2= 1.7 in (1.5) DL Defl= 0.04 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 6.0 ft Reaction 1 LL 840 # Reaction 2 LL 840 # Beam Wt per ft 4.68 # Reaction 1 TL 1064 # Reaction 2 TL 1064 # Bm Wt Included 28 # Maximum V 1064 # Max Moment 1596'# Max V (Reduced) 901 # TL Max Defl L / 240 TL Actual Defl L / 490 LL Max Defl L / 360 LL Actual Defl L / 686 Section (in') Shear (in2) TL Defl (in) LL ueri 17.65 19.25 0.15 0.10 16.37 7.51 0.30 0.20 OK OK OK OK 93% 39% 49% 52% Fb (psi) Fv(psi) E(psi x mil) Fc! (psi) Reference Values 900 180 1.6 625 Ad'usted Values 1170 180 1.6 625 CF Size Factor 1.300 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: 280 Uniform I L: 6OU = H Uniform Load A Z\ R1 = 1064 R2 = 1064 SPAN = 6 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 v2021 licensed to. Albert H Cohen Reg # 8080-69302 GIFFORD RESIDENCE Crawlspace West Beam BEAM X Prepared by: AHC Date: 5/27/22 Lu = 0.0 Ft Lu @OH = 0.0 Ft Selection 4x 6 DF-L #2 Conditions NDS 2018, Overhang --.- Min Bearing Area R1= 1.4 in R2= 3.4 in (1.5) DL Defl= 0.02 in. Data Beam Span 6.0 ft Reaction 1 LL 694 # Reaction 2 LL 1686 # Beam Wt per ft 4.68 # Reaction 1 TL 879 # Reaction 2 TL 2135 # Bm Wt Included 40 # Maximum V 1249 # Overhang Length 2.5 ft Max Moment 1108 '# Max V (Reduced) 1086 # Total Beam Length 8.5 ft TL Max Defl L / 240 TL Actual Defl L / 851 OH TL Actual Defl L / 736 LL Max Defl L / 360 LL Actual Defl L / >1000 OH LL Actual Defl L / < -1000 Attributes Section (in3) Shear (in 2) TL Defl (in) LL Defl OH TL Defl OH LL Defl Actual 17.65 1925 0.08 0.06 -0.08 -0.06 Critical 11.37 9.05 0.30 0.20 0.25 0.17 Status OK OK OK OK OK OK Ratio 64% 47% 28% 30% 33% 35% Values Adiustments Fb (psi) Fv (psi) E (psi x mil) Fc L (psi) Reference Values 900 180 1.6 625 Admusted Values 1170 180 1.6 625 CF Size Factor 1.300 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 Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 280 Uniform I L: 3bU = A Par Unif LL Par Unif TL 280 K = 350 (OH) niiorrn LU Un Ddl AJ Start End 0 2.5 Uniform Load A I K R1 = 879 R2 = 2135 BACKSPAN = 6 FT OH = 2.5 FT Uniform and partial uniform loads are Ibs per lineal ft. Overhanging load distances are from R2. MA-K Albert H Cohen Design Company 330 Dayton St Suite 6 Edmonds WA 98020 425-776-7373 BeamChek v2021 licensed to: Albert H Cohen Reg # 8080-59302 GIFFORD RESIDENCE Crawlspace West Beam BEAM X Prepared by: AHC Date: 5.127/22 Selection 4x 6 DF-L #2 Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2018, Overhang, Unbalanced Backspan LL •.�� Min Rearinn Area R1= 0.1 in2 R2= 2.1 in2 (1.5) DL Defl= 0.02 in. Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL -146 # Reaction 2 LL 846 # Beam Wt per ft 4.68 # Reaction 1 TL 39 # Reaction 2 TL 1295 # Bm Wt Included 40 # Maximum V 887 # Overhang Length 2.5 ft Max Moment 1108'# Max V (Reduced) 724 # Total Beam Length 8.5 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 / 740 Section (W) Shear (in2) TL Defl (in) LL Defl Uh i u uen Un LL ueii 17.65 19.25 -0.02 -0.04 0.06 0.08 11.37 6.03 0.30 0.20 0.25 0.17 OK OK OK OK OK OK 64% 31% 7% 22% 23% 49% Fb psi Fv (psi) E (psi x miq r-c! (psi) Reference Values 900 180 1.6 625 Ad'usted Values 1170 180 1.6 625 CF Size Factor 1.300 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 Cl Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform I L: 10 = A (unimrm La On DacR Par Unif LL Par Unif TL Start End 280 K = 350 (OH) 0 2.5 Uniform Load A K R1 = 39 R2 = 1295 BACKSPAN = 6 FT OH = 2.5 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 v2021 licensed to: Albert H Cohen Reg # 8080-69302 GIFFORD RESIDENCE Crawlspace West Beam BEAM X Prepared by: AHC Date: 5/27/22 Selection 4x 6 DF-L #2 Lu = 0.0 Ft Lu @OH = 0.0 Ft Conditions NDS 2018, Overhang, Unbalanced OH LL -4*•- Min Rearinn ArAa R1= 1.6 in' R2= 2.1 in (1.5) DL Defl= 0.02 in. Data Attributes Actual Critical Status Ratio Values Adjustments Beam Span 6.0 ft Reaction 1 LL 840 # Reaction 2 LL 840 # Beam Wt per ft 4.68 # Reaction 1 TL 1025 # Reaction 2 TL 1290 # Bm Wt Included 40 # Maximum V 1103 # Overhang Length 2.5 ft Max Moment 1487 '# Max V (Reduced) 940 # Total Beam Length 8.5 ft TL Max Defl L / 240 TL Actual Defl L / 557 OH TL Actual Defl L / 369 LL Max Defl L / 360 LL Actual Defl L / 686 OH LL Actual Defl L / 428 Section (in') Shear (in2) TL Defl (in) LL Defl UH I L uen Uri LL uen 17.65 19.25 0.13 0.10 -0.16 -0.14 15.25 7.84 0.30 0.20 0.25 0.17 OK OK OK OK OK OK 86% 41 % 43% 52% 65% 84% Fb (psi) Fv (psi) E (psi x mil) rc! tpsi/ Reference Values 900 180 1.6 625 Adjusted Values 1170 180 1.6 625 CF Size Factor 1.300 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 CI Stability @ OH 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 280 Uniform I L: 3bU = A (uniform ua on r,ac� _ Par Unif TL Start End K = 70 (OH) 0 2.5 Uniform Load A I K I R 1 = 1025 R2 = 1290 BACKSPAN = 6 FT OH = 2.5 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 425-776-73*73 BeamChek v2021 licensed to: Albert H Cohen Reg # 8080-69302 GIFFORD RESIDENCE Front Deck Beam BEAM Y Prepared by: AHC Date: 5127/22 Selection PT 4x 8 HF #2 Lu ;= 0.0 Ft Conditions NDS 2018, Wet Use, Incised nnin Qonrin Araa R1= 2 7 in2 R2= 2-7 in (2.0) DL Defl= 0.05 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 8.0 ft Reaction 1 LL 600 # Reaction 2 LL 600 # Beam Wt per ft 6.17 # Reaction 1 TL 725 # Reaction 2 TL 725 # Bm Wt Included 49 # Maximum V 725 # Max Moment 1449'# Max V (Reduced) 615 # TL Max Defl L / 240 TL Actual Defl L / 607 LL Max Defl L / 360 LL Actual Defl L / 859 Section (in') Shear (in 2) TL Defl (in) LL Detl 30.66 25.38 0.16 0.11 19.67 7.93 0.40 0.27 OK OK OK OK 64% 31% 40% 42% Fb (psi) Fv (psi) E (psi x mil) Fc! (psi) Reference Values 850 150 1.3 405 Ad'usted Values 884 116 1.1 271 CF Size Factor 1.300 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet+Ci Incised 0.80 0.776 0.855 0.67 CI Stability 1.0000 Rb = 0.00 Le' = 0.00 Ft Uniform LL: 150 Unitorm I L: 110 = A Uniform Load A Z R1 = 725 R2 725 SPAN = 8 FT Uniform and partial uniform loads are Ibs per lineal ft.