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REVIEWED BLD2024-0353+Structural_Calculations+3.13.2024_4.11.29_PM+4129062BLD2024-0353 RECEIVED Mar 14 2024 ALBERT H. COHEN DESIGN COMPANY, P.S. 330 Dayton Street Suite 6 Edmonds, Washington 98020 425-776-7373 REVIEWED BY CITY OF EDM ND GRAVITY LOAD DESIGN ANALYSIS FOR Schuler Residence 735 Caspers Street 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 � I REGISTERED ALBERT H. COHEN STATE OF WASHINGTON PREPARED 3/10/2024 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 SCHULER RESIDENCE EAST PORCH BEAM BEAM A Prepared by: AHC Date: 3/05/24 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Data Attributes Actual Critical Status Ratio Values Adiustments Loads ivnn bearing wea K i= i.o in- Kz= i.e in- t i.5l uL uen= u.-is in Beam Span 10.0 ft Reaction 1 LL 625 # Reaction 2 LL 625 # Beam Wt per ft 6.17 # Reaction 1 TL 981 # Reaction 2 TL 981 # Bm Wt Included 62 # Maximum V 981 # Max Moment 2452'# Max V (Reduced) 862 # TL Max Defl L / 240 TL Actual Defl L / 410 LL Max Defl L / 360 LL Actual Defl L / 760 Section (in3) Shear (in 2) TL Defl (in) LL Defl 30.66 25.38 0.29 0.16 21.87 6.25 0.50 0.33 OK OK OK OK 71% 25% 59% 47% 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 - i Uniform LL: 125 Uniform TL: 190 = A Uniform Load A R1 = 981 R2 = 981 SPAN = 10 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 SCHULER RESIDENCE LIVING ROOM BEAM South BEAM B Prepared by: AHC Date: 3/11/24 Selection 5-1/2x 11-1/4 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 6.6 inz R2= 7.1 inz (1.5) DL Defl= 0.28 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 15.0 ft Reaction 1 LL 2965 # Reaction 2 LL 3185 # Beam Wt per ft 15.04 # Reaction 1 TL 4311 # Reaction 2 TL 4604 # Bm Wt Included 226 # Maximum V 4604 # Max Moment 17069'# Max V (Reduced) 4022 # TL Max Defl L / 240 TL Actual Defl L / 259 LL Max Defl L / 360 LL Actual Defl L / 432 Section (in') Shear (inz) TL Defl (in) LL Defl 116.02 61.88 0.69 0.42 85.35 22.77 0.75 0.50 OK OK OK OK 74% 37% 93% 83% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 2400 265 1.8 650 Adiusted 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: 175 Uniform TL: 266 = A Par Unif LL Par Unif TL Start End 180 H = 240 0 4.0 255 1 = 340 4.0 15.0 I H Uniform Load A 0 R1 = 4311 R2 = 4604 SPAN = 15 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A= Roof Load H = Bedroom Floor load near closet I = Bedroom Floor Load 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 SCHULER RESIDENCE LIVING ROOM BEAM North BEAM C Prepared by: AHC Date: 3/11/24 Selection 5-1/2x 11-1/4 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft Conditions NDS 2018 Data Attributes Actual Critical Status Ratio Values Adiustments Min gearing Area R1= 6.7 in` R2= 6.7 in` (1.5) DL Defl= 0.27 in Beam Span 15.0 ft Reaction 1 LL 3000 # Reaction 2 LL 3000 # Beam Wt per ft 15.04 # Reaction 1 TL 4358 # Reaction 2 TL 4358 # Bm Wt Included 226 # Maximum V 4358 # Max Moment 16342'# Max V (Reduced) 3813 # TL Max Defl L / 240 TL Actual Defl L / 269 LL Max Defl L / 360 LL Actual Defl L / 450 Section (in3) Shear (in') TL Defl (in) LL Defl 116.02 61.88 0.67 0.40 81.71 21.58 0.75 0.50 OK OK OK OK 70% 35% 89% 80% 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: 175 Uniform TL: 266 = A Par Unif LL Par Unif TL Start End 225 H = 300 0 15.0 H Uniform Load A R1 = 4358 R2 = 4358 SPAN = 15 FT Uniform and partial uniform loads are Ibs per lineal ft. Notes A= Roof Load H = Bedroom Floor load 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 SCHULER RESIDENCE EAST DECK BEAM BEAM F Prepared by: AHC Date: 3/05/24 Selection PT 4x 12 HF #2 Lu = 0.0 Ft Conditions NDS 2018, Wet Use, Incised Min Bearing Area R1= 5.3 in2 R2= 5.3 in2 (2.0) DL Defl= 0.05 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 10.0 ft Reaction 1 LL 1200 # Reaction 2 LL 1200 # Beam Wt per ft 9.57 # Reaction 1 TL 1448 # Reaction 2 TL 1448 # Bm Wt Included 96 # Maximum V 1448 # Max Moment 3620'# Max V (Reduced) 1176 # TL Max DO L / 240 TL Actual DO L / 727 LL Max Defl L / 360 LL Actual DO L / >1000 Section (in3) Shear (in 2) TL Defl (in) LL Defl 73.83 39.38 0.17 0.12 58.07 15.16 0.50 0.33 OK OK OK OK 79% 39% 33% 35% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 850 150 1.3 405 Ad'usted Values 748 116 1.1 271 CF Size Factor 1.100 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 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Uniform LL: 240 Uniform TL: 280 = A Uniform Load A R1 = 1448 R2 = 1448 SPAN = 10 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 SCHULER RESIDENCE FIRST FLOOR BEAMS AT EX FP BEAM G Prepared by: AHC Date: 3/05/24 Selection 4x 8 DF-L #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 2.4 in2 R2= 2.4 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 6.5 ft Reaction 1 LL 1170 # Reaction 2 LL 1170 # Beam Wt per ft 6.17 # Reaction 1 TL 1483 # Reaction 2 TL 1483 # Bm Wt Included 40 # Maximum V 1483 # Max Moment 2409'# Max V (Reduced) 1207 # TL Max Defl L / 240 TL Actual Defl L / 686 LL Max Defl L / 360 LL Actual Defl L / 961 Section in' Shear W TL Defl in LL Defl 30.66 25.38 0.11 0.08 24.71 10.06 0.33 0.22 OK OK OK OK 81% 40% 35% 37% Fb(psi) Fv(psi) E(psi x mil Fc I(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: 360 Uniform TL: 450 = A Uniform Load A R1 = 1483 R2 = 1483 SPAN = 6.5 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 SCHULER RESIDENCE EAST DORMER FLOOR BEAM BEAM K Prepared by: AHC Date: 3/08/24 Selection (2) 2x 6 HF #2 Lu = 0.0 Ft Conditions NDS 2018 Min Bearing Area R1= 1.5 in2 R2= 1.5 in (1.5) DL Defl= 0.03 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 4.0 ft Reaction 1 LL 310 # Reaction 2 LL 310 # Beam Wt per ft 4.01 # Reaction 1 TL 624 # Reaction 2 TL 624 # Bm Wt Included 16 # Maximum V 624 # Max Moment 624 '# Max V (Reduced) 481 # 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 15.13 16.50 0.04 0.02 6.78 4.81 0.20 0.13 OK OK OK OK 45% 29% 21% 13% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 850 150 1.3 405 Ad'usted Values 1105 150 1.3 405 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 Loads Uniform LL: 125 Uniform TL: 190 = A Par Unif LL Par Unif TL Start End 30 H = 38 0 4.0 1 = 80 0 4.0 I H Uniform Load A R1 = 624 R2 = 624 SPAN = 4 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 SCHULER RESIDENCE FOYER HEADER BEAM L Prepared by: AHC Date: 3/08/24 Selection 3-1/2x 7-1/2 1.8E RB Rosboro X-Beam GLB Lu = 0.0 Ft Conditions NDS 2018 Data Attributes Actual Critical Status Ratio Values Adiustments Min Bearing Area K1= z. t in, KZ= 2.2 In` (1.5) UL Uefl= 0.16 In Beam Span 10.0 ft Reaction 1 LL 1104 # Reaction 2 LL 1086 # Beam Wt per ft 6.38 # Reaction 1 TL 1750 # Reaction 2 TL 1460 # Bm Wt Included 64 # Maximum V 1750 # Max Moment 4424 '# Max V (Reduced) 1633 # TL Max Defl L / 240 TL Actual Defl L / 291 LL Max Defl L / 360 LL Actual Defl L / 470 Section (in3) Shear (in 2) TL Defl (in) LL Defl 32.81 26.25 0.41 0.26 22.12 9.25 0.50 0.33 OK OK OK OK 67% 35% 83% 77% 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: 80 Uniform TL: 100 = A Point LL Point TL Distance Par Unif TL Start End 310 B=624 2.0 H=80 0 2.0 600 C = 756 4.0 480 D = 606 8.0 0 Uniform Load A Pt loads: © © �D R1 = 1750 R2 = 1460 SPAN =10FT 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 SCHULER RESIDENCE 2nd FL JOIST at NEW ADDITION BEAM M Prepared by: AHC Date: 3/08/24 Selection (4) 1-3/4x 5-1/2 2.0E RFP RigidLam LVL Lu = 0.0 Ft Conditions NDS 2018 Data Attributes Actual Critical Status Ratio Values Adiustments Loads IVlln bearing Area K1= Z.Z In` KZ= 2.2 In` (1.b) UL Uetl= U.23 In Beam Span 10.0 ft Reaction 1 LL 1000 # Reaction 2 LL 1000 # Beam Wt per ft 9.89 # Reaction 1 TL 1649 # Reaction 2 TL 1649 # Bm Wt Included 99 # Maximum V 1649 # Max Moment 4124'# Max V (Reduced) 1498 # TL Max Defl L / 240 TL Actual Defl L / 263 LL Max Defl L / 360 LL Actual Defl L / 518 Section (in3) Shear (in') TL Defl (in) LL Defl 35.29 38.50 0.46 0.23 12.59 6.74 0.50 0.33 OK OK OK OK 36% 18% 91 % 69% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 3100 290 2.0 750 Ad'usted Values 3930 334 2.0 750 CF Size Factor 1.102 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: 320 = A Uniform Load A R1 = 1649 R2 = 1649 SPAN = 10 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 SCHULER RESIDENCE BOLTED DBL BEAM (HALF LOAD) BEAM S Prepared by: AHC Date: 3/08/24 Selection C 5x 9 50 ksi Steel Channel Lateral Support: Lu = 4 ft max. Conditions Actual Size is 1-7/8 x 5 in. Data Attributes Actual Critical Status Ratio Values Adiustments rim tseanng Lengin K-1= u.0 in. Kz= u.0 in. t1.ul uL uen= u.z3 In Beam Span 14.75 ft Reaction 1 LL 826 # Reaction 2 LL 782 # Beam Wt per ft 9.0 # Reaction 1 TL 1216 # Reaction 2 TL 1153 # Bm Wt Included 133 # Maximum V 1216 # Max Moment 4383'# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 249 LL Max Defl L / 360 LL Actual Defl L / 366 Section (in3) Shear (in 2) TL Defl (in) LL Defl 3.56 1.63 0.71 0.48 1.75 0.06 0.74 0.49 OK OK OK OK 49% 4% 96% 98% Fb(psi) Fv(psi) E(psi x mil Ref. Value Fy Ad'usted Values 50000 30000 50000 29.0 20000 29.0 YP Factor, Lu At Point Loads: B = 0.8 0.60 0.40 Provide these minimum bearing lengths in inches or provide web stiffeners. Loads Uniform LL: 20 Uniform TL: 27 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 313 B = 438 12.0 75 H = 105 4.0 12.0 100 1 = 140 0 4.0 x�-CSxq 50 K51 60AIIJ 0 Ei�f.4a `vIDE I H Uniform Load A Pt loads: z� R1=1216 R2=1153 SPAN = 14.75 FT Uniform and partial uniform loads are Ibs per lineal ft. =��YiIGY/t�' tw(d- -ry 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 SCHULER RESIDENCE 2nd FL JOIST AT ROOF BEARING BEAM N Prepared by: AHC Date: 3/08/24 Selection (4) 1-3/4x 5-1/2 2.0E RFP RigidLam LVL Lu = 0.0 Ft Conditions NDS 2018 Data Attributes Actual Critical Status Ratio Values Adiustments min t5eann9 Area Kl= u.t In- KL= u.y In` (-I.*) UL UeTI= u.zts In Beam Span 15.5 ft Reaction 1 LL 352 # Reaction 2 LL 456 # Beam Wt per ft 9.89 # Reaction 1 TL 547 # Reaction 2 TL 691 # Bm Wt Included 153 # Maximum V 691 # Max Moment 2382 '# Max V (Reduced) 662 # TL Max Defl L / 240 TL Actual Defl L / 290 LL Max Defl L / 360 LL Actual Defl L / 521 Section (in3) Shear (in 2) TL Defl (in) LL Defl 35.29 38.50 0.64 0.36 8.36 3.43 0.78 0.52 OK OK OK OK 24% 9% 83% 69% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 3100 290 2.0 750 Ad'usted Values 3418 290 2.0 750 CF Size Factor 1.102 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: 53 = A Point LL Point TL Distance 188 B = 263 12.0 Uniform Load A Pt loads: R1 = 547 R2 = 691 SPAN = 15.5 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 SCHULER RESIDENCE BOLTED DBL BEAM (HALF LOAD) BEAM 0 Prepared by: AHC Date: 3/07/24 Selection C 5x 9 50 ksi Steel Channel Lateral Support: Lu = 4 ft max. Conditions Actual Size is 1-7/8 x 5 in. Data Attributes Actual Critical Status Ratio Values Adiustments ✓un Dealing uengin M i= u.0 in. Kz= u.0 in. t-i.ul uu ueri= u.iy in rtecom uamoer= u.zu in Beam Span 15.5 ft Reaction 1 LL 716 # Reaction 2 LL 401 # Beam Wt per ft 9.0 # Reaction 1 TL 1065 # Reaction 2 TL 623 # Bm Wt Included 140 # Maximum V 1065 # Max Moment 3508 '# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 329 LL Max Defl L / 360 LL Actual Defl L / 496 Section (in3) Shear (in 2) TL Defl (in) LL Defl 3.56 1.63 0.56 0.37 1.40 0.05 0.78 0.52 OK OK OK OK 39% 3% 73% 73% Fb(psi) Fv(psi) E(psi x mil Ref. Value Fy Adjusted Values 50000 30000 50000 29.0 20000 29.0 YP Factor, Lu 0.60 0.40 At Point Loads: Provide these minimum bearing lengths in inches or provide web stiffeners. B=0.8 C=0.8 Loads Uniform LL: 20 Uniform TL: 27 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 313 B = 438 6.0 100 H = 140 0 4.0 94 C = 132 12.0 H Uniform Load A Pt loads: R1 = 1065 R2 = 623 SPAN = 15.5 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 SCHULER RESIDENCE ` j) BOLTED DBL BEAM (HALF LOAD) BEAM P pe>0eA__ G G44iWd6L_ Prepared by: AHC Date: 3/08/24 Selection C 5x 9 50 ksi Steel Channel Lateral Support: Lu = 4 ft max. Conditions Actual Size is 1-7/8 x 5 in. Data Attributes Actual Critical Status Ratio Values Adiustments ✓nn bearing uengin K-1= U.0 in. KZ= U.0 in. (1.U) uu uev= U.1b in Beam Span 15.5 ft Reaction 1 LL 318 # Reaction 2 LL 430 # Beam Wt per ft 9.0 # Reaction 1 TL 508 # Reaction 2 TL 663 # Bm Wt Included 140 # Maximum V 663 # Max Moment 2251 '# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 457 LL Max Defl L / 360 LL Actual Defl L / 709 Section (in3) Shear (in 2) TL Defl (in) LL Defl 3.56 1.63 0.41 0.26 0.90 0.03 0.78 0.52 OK OK OK OK 25% 2% 53% 51% Fb(psi) Fv(psi) E(psi x mil Ref. Value Fy Ad'usted Values 50000 30000 50000 29.0 20000 29.0 YP Factor, Lu At Point Loads: B=0.8 0.60 0.40 Provide these minimum bearing lengths in inches or provide web stiffeners. C=0.8 Loads Uniform LL: 20 Uniform TL: 27 = A Point LL Point TL Distance 125 B = 175 4.0 313 C = 438 12.0 Uniform Load A Pt loads: © C R1 = 508 R2 = 663 SPAN = 15.5 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 SCHULER RESIDENCE BEAM Q Prepared by: AHC Date: 3/08/24 (4) 1-3/4x 5-1/2 2.0E RFP RigidLam LVL Lu = 0.0 Ft NDS 2018 Min Bearing Area R1= 1.0 in2 R2= 0.8 in (1.5) DL Defl= 0.31 in Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments 2nd FL JOIST at ROOF BEARING Beam Span 15.5 ft Reaction 1 LL 495 # Reaction 2 LL 375 # Beam Wt per ft 9.89 # Reaction 1 TL 747 # Reaction 2 TL 578 # Bm Wt Included 153 # Maximum V 747 # Max Moment 2666 '# Max V (Reduced) 718 # TL Max Defl L / 240 TL Actual Defl L / 263 LL Max Defl L / 360 LL Actual Defl L / 467 Section (in') Shear (in 2) TL Defl (in) LL Defl 35.29 38.50 0.71 0.40 9.36 3.72 0.78 0.52 OK OK OK OK 27% 10% 91% 77% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 3100 290 2.0 750 Adjusted Values 3418 290 2.0 750 CF Size Factor 1.102 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: 53 = A Point LL Point TL Distance 250 B = 350 4.0 Uniform Load A Pt loads: LRB R1 = 747 R2 = 578 SPAN = 15.5 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 'o: Albert H Cohen Design Company Reg # 9229-69900 SCHULER RESIDENCE 2nd FL JOIST at ROOF BEARING BEAM R Prepared by: AHC Date: 3/08/24 Selection (4) 1-3/4x 5-1/2 2.0E RFP RigidLam LVL Lu = 0.0 Ft Conditions NDS 2018 Data Attributes Actual Critical Status Ratio Values Adiustments Min Bearing Area K1= 1.1 in, KZ= Q.8 in, (1.5) UL Uetl= 0.32 in Beam Span 15.5 ft Reaction 1 LL 566 # Reaction 2 LL 387 # Beam Wt per ft 9.89 # Reaction 1 TL 846 # Reaction 2 TL 595 # Bm Wt Included 153 # Maximum V 846 # Max Moment 2828 '# Max V (Reduced) 817 # TL Max Defl L / 240 TL Actual Defl L / 248 LL Max Defl L / 3E.0 LL Actual Defl L / 436 Section (in3) Shear :in 2) TL Defl (in) LL Defl 35.29 38.50 0.75 0.43 9.93 4.23 0.78 0.52 OK OK OK OK 28% 11% 97% 82% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 3100 290 2.0 750 Ad'usted Values 3418 290 2.0 750 CF Size Factor 1.102 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: 53 = A Point LL Point TL Distance 250 B = 350 4.0 25 C = 35 1.33 58 D = 81 2.66 Uniform Load A Pt loads: © ❑DnB R1 = 846 R2 = 595 SPAN = 15.5 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 SCHULER RESIDENCE BOLTED DBL BEAM (HALF LOAD) BEAM S Prepared by: AHC Date: 3/08/24 Selection C 5x 9 50 ksi Steel Channel Lateral Support: Lu = 4 ft max. Conditions Actual Size is 1-7/8 x 5 in. Data Attributes Actual Critical Status Ratio Values Adiustments rim tseanng Lengin K-1= u.0 in. Kz= u.0 in. t1.ul uL uen= u.z3 In Beam Span 14.75 ft Reaction 1 LL 826 # Reaction 2 LL 782 # Beam Wt per ft 9.0 # Reaction 1 TL 1216 # Reaction 2 TL 1153 # Bm Wt Included 133 # Maximum V 1216 # Max Moment 4383'# Max V (Reduced) N/A TL Max Defl L / 240 TL Actual Defl L / 249 LL Max Defl L / 360 LL Actual Defl L / 366 Section (in3) Shear (in 2) TL Defl (in) LL Defl 3.56 1.63 0.71 0.48 1.75 0.06 0.74 0.49 OK OK OK OK 49% 4% 96% 98% Fb(psi) Fv(psi) E(psi x mil Ref. Value Fy Ad'usted Values 50000 30000 50000 29.0 20000 29.0 YP Factor, Lu At Point Loads: B = 0.8 0.60 0.40 Provide these minimum bearing lengths in inches or provide web stiffeners. Loads Uniform LL: 20 Uniform TL: 27 = A Point LL Point TL Distance Par Unif LL Par Unif TL Start End 313 B = 438 12.0 75 H = 105 4.0 12.0 100 1 = 140 0 4.0 x�-CSxq 50 K51 60AIIJ 0 Ei�f.4a `vIDE I H Uniform Load A Pt loads: z� R1=1216 R2=1153 SPAN = 14.75 FT Uniform and partial uniform loads are Ibs per lineal ft. =��YiIGY/t�' tw(d- -ry 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 SCHULER RESIDENCE EAST PORCH HIP BEAM BEAM T Prepared by: AHC Date: 3/08/24 Selection (2) 2x 8 HF #2 Lu = 0.0 Ft Conditions NDS 2018, Increasing Load Min Bearing Area R1= 1.0 in' R2= 1.9 in' (1.5) DL Defl= 0.15 in Data Attributes Actual Critical Status Ratio Values Adiustments Loads Beam Span 11.31 ft Reaction 1 LL 267 # Reaction 2 LL 533 # Beam Wt per ft 5.29 # Reaction 1 TL 403 # Reaction 2 TL 777 # Bm Wt Included 60 # Maximum V 777 # Max Moment 1709'# Max V (Reduced) 657 # TL Max Defl L / 240 TL Actual Defl L / 369 LL Max Defl L / 360 LL Actual Defl L / 630 Section in' Shear (in 2) TL Defl in LL Defl 26.28 21.75 0.37 0.22 17.48 5.71 0.57 0.38 OK OK OK OK 67% 26% 65% 57% Fb(psi) Fv(psi) E(psi x mil Fc I(psi) Reference Values 850 150 1.3 405 Ad'usted Values 1173 173 1.3 405 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 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft R1 = 403 Increasing LL = 800 Increasing TL = 1120 R2 = 777 SPAN = 11.31 FT The Increasing load is total pounds on the beam. Beam weight and any uniform load is PLF. 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 SCHULER RESIDENCE EAST PORCH POST (WORST CASE) CENTER POST Prepared by: AHC Date: 3/08/24 Selection 4x 4 Hem -Fir #1 Solid Wood Column Conditions NDS 2018, Using values for 2x and 4x solid sawn, Dimension Lumber. Wet Use Incised Data Load 2800 # Column Area 12.25 in' Kf 1.00 Actual Height 8.0 ft le dl Effective Ht 96 in c 0.80 Unbraced L1 8.0 ft le d2 Effective Ht 96 in KcE 0.30 Unbraced L2 8.0 ft Ke Buckling Mode 1.0 FcE 512 Attributes and Values Controlling d is 3.5 inches le/d psi Area (in2) Actual 27 229 12.25 Critical 50 450 6.23 Status OK OK OK Ratio 54% 51 % 51 % Reference Values Adjusted Values CF Size Factor Cd Duration Cm Wet, Ci Incised Cp Stability rc 11 (psi) t kpsi x [fill) 1300 1.5 450 1.3 1.15 1.15 0.64 0.86 0.41 Note: A wood plate under this column must have an Fc value, perpendicular to the grain, greater than 229 psi.