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Multiple Simple Beam <br />LIC# : KW-06016886, Build:20.23.12.07 LEE & LEE STRUCTURAL ENGINEERING INC.(c) ENERCALC INC 1983-2023 <br />Project File: 201 W 19th St.ec6 <br />Project Title: <br />Engineer: <br />Project ID: <br />Project Descr: <br />Fy =50.0 ksi <br />STEEL Section :W16x67, Fully Braced <br />Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi <br />Steel Beam Design :BM4 <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Steel Section Data :Depth =16.300 in <br />Zy =35.500 in^3 <br />J =2.390 in^4 <br />Flange Width #.###inFlange Thick 0.665 in <br />Zx =in^3130.000 <br />Area =19.600 in^2 <br />Weight =67.000 plf <br />I xx =954.00 in^4 <br />Web Thick =0.395 in <br />I yy =119.000 in^4 Iz =0.000 in^4 <br />Applied Loads <br />Unif Load: D = 0.610, L = 0.830 k/ft, Trib= 1.0 ft <br />1Point: D = 2.590, L = 12.720 k @ 3.250 ft <br />. <br />Fy =50.0 ksi <br />STEEL Section :W16x67, Fully Braced <br />Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi <br />Steel Beam Design :BM4 <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Design Summary <br />Max fb/Fb Ratio =0.485 : 1 <br />Max Reactions (k)HEWSLrL <br />+D+LLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />12.240 inft <br />32.907 k <br />Mn / Omega : Allow 324.351 k-ft <br />Right Support <br />Vn / Omega : Allow <br />Span # 1 <br />Load Comb :+D+L <br />128.770 k <br />Mu : Applied <br />Max fv/FvRatio =0.256 : 1 <br />0.000 ft <br />157.278 k-ft at <br />atVu : Applied <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.478 in <br />Transient Upward 0.000 in <br />Total Downward 0.766 in <br />Total Upward 0.000 in <br />10.51 22.39 <br />8.55 12.74 422678Ratio <br />LC: L Only LC: +D+L <br />LC:LC: <br />Fy =50.0 ksi <br />STEEL Section :W16x31, Fully Braced <br />Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi <br />Steel Beam Design :BM5 <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Steel Section Data :Depth =15.900 in <br />Zy =7.030 in^3 <br />J =0.461 in^4 <br />Flange Width 5.530 inFlange Thick 0.440 in <br />Zx =in^354.000 <br />Area =9.130 in^2 <br />Weight =31.000 plf <br />I xx =375.00 in^4 <br />Web Thick =0.275 in <br />I yy =12.400 in^4 Iz =0.000 in^4 <br />Applied Loads <br />Unif Load: D = 0.020, L = 0.080 k/ft, Trib= 19.375 ft <br />.Design Summary <br />Max fb/Fb Ratio =0.666 : 1 <br />Max Reactions (k)HEWSLrL <br />+D+LLoad Comb : <br />Span # 1 <br />Left Support <br />D <br />in <br />9.625 inft <br />18.648 k <br />Mn / Omega : Allow 134.731 k-ft <br />Right Support <br />Vn / Omega : Allow <br />Span # 1 <br />Load Comb :+D+L <br />87.450 k <br />Mu : Applied <br />Max fv/FvRatio =0.213 : 1 <br />0.000 ft <br />89.746 k-ft at <br />atVu : Applied <br />Ratio 9999 Ratio 9999 <br />Max Deflections <br />Transient Downward 0.443 in <br />Transient Upward 0.000 in <br />Total Downward 0.553 in <br />Total Upward 0.000 in <br />3.73 14.92 <br />3.73 14.92 417521Ratio <br />LC: L Only LC: +D+L <br />LC:LC: <br />Fy =50.0 ksi <br />STEEL Section :W16x31, Fully Braced <br />Using Allowable Strength Design with IBC 2021 Load Combinations, Major Axis Bending E =29,000.0 ksi <br />Steel Beam Design :BM6 <br />Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 <br />Steel Section Data :Depth =15.900 in <br />Zy =7.030 in^3 <br />J =0.461 in^4 <br />Flange Width 5.530 inFlange Thick 0.440 in <br />Zx =in^354.000 <br />Area =9.130 in^2 <br />Weight =31.000 plf <br />I xx =375.00 in^4 <br />Web Thick =0.275 in <br />I yy =12.400 in^4 Iz =0.000 in^4 <br />Applied Loads <br />Unif Load: D = 0.020, L = 0.080 k/ft, Trib= 19.375 ft <br />. <br />22 of 81 <br />210 W 19th St <br />4/14/2025