2333 SEAWAY BLVD 2025-02-03 - Laserfiche WebLink

Steel Beam _ Pro)ed,F7e ENEf?CALC ZO.:. LIC#:KW-06015335,Build:20.24.04.09 D.S.ENGINEERING PC (c)ENERCALC INC 1983-2023 DESCRIPTION: (E) beam CODE REFERENCES 2 Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending ............................................................................................................................................._............................................................................................................................................................................................................................................................................... ......... Vertical Leg Down i 0(0.90)S(0.2250)W(0.0550)E(0.060) ' i I %v { "� 1 W 18x65 1 pan=3 c ____ __ ___ _ _ 5 - _ __ Applied L Sery ce I s entered. Load act s will be a lied for c u on Beam self weight calculat nd add loading2.t3 Uniform Load : D=0.9 , S=0.2250, W=0.0550, E=P�� 0.06 , Tributary Width= 1.0 DESIGN SUMMARY �I( •3' • Maximum Bending Stress Ratio = 0.638: 1 Maximum Shear Stress Ratio= 0.160 : 1 Section used for this span W18x65 Section used for this span W18x65 Ma:Applied 152.320 k-ft Va:Applied 19.040 k Mn/Omega:Allowable 238.922 k-ft Vn/Omega:Allowable 119.232 k Load Combination +D+S Load Combination +D+S Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.172 in Ratio= 2,234 >=360 Span: 1 :S Only Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a Max Downward Total Deflection 0.909 in Ratio= 422 >=240. Span: 1 :+D+S Max Upward Total Deflection 0 in Ratio= 0 <240.0 n/a .................................................................................................................. . . . .........................................................................................-..............................._......................................................................................................................................................................................_.................................................................................................................................... . Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios 6ummary of MomentValues Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L= 32.00 ft 1 0.517 0.129 123.52 123.52 399.00 238.92 1.00 1.00 15.44 178.85 119.23 +D+L Dsgn. L= 32.00 ft 1 0.517 0.129 123.52 123.52 399.00 238.92 1.00 1.00 15.44 178.85 119.23 +D+S Dsgn.L= 32.00 ft 1 0.638 0.160 152.32 152.32 399.00 238.92 1.00 1.00 19.04 178.85 119.23 +D+0.750L Dsgn.L= 32.00 ft 1 0.517 0.129 123.52 123.52 399.00 238.92 1.00 1.00 15.44 178.85 119.23 +D+0.750L+0.7503 Dsgn.L= 32.00 ft 1 0.607 0.152 145.12 145.12 399.00 238.92 1.00 1.00 18.14 178.85 119.23 +D+0.60W Dsgn. L= 32.00 ft 1 0.535 0.134 127.74 127.74 399.00 238.92 1,00 1.00 15.97 178.85 119.23 +D+0.70E Dsgn.L= 32.00 ft 1 0.539 0.135 128.90 128.90 399.00 238.92 1.00 1.00 16.11 178.85 119.23 +D+0.750L+0.450W Dsgn.L= 32.00 ft 1 0.530 0.133 126.69 126.69 399.00 238.92 1.00 1.00 15.84 178.85 119.23 +D+0.750L+0.750S+0.450W Dsgn. L= 32.00 ft 1 0.621 0.155 148.29 148.29 399.00 238.92 1.00 1.00 18.54 178.85 119.23 +D+0.750L+0.750S+0.5250E Dsgn. L= 32.00 ft 1 0.624 0.156 149.15 149.15 399.00 238.92 1.00 1.00 18.64 178.85 +1 .23 +0.60D+0.60W Dsgn.L= 32.00 ft 1 0.328 0.082 78.34 78.34 399.00 238.92 1.00 1.00 9.79 178.85