2333 SEAWAY BLVD 2025-02-03 - Laserfiche WebLink

�e1f17 E'roiebi File ENERCALC_2.0 LIC#:KW-06015335,Build.20.24.04.09 D.S.ENGINEERING PC (c)ENERCALC INC 1983-2023 DESCRIPTION: (E) beam CODE REFERENCES O 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 D(0.880)S(0.20)W(0.0550)E(O.060) i 7 j W18x65 Span- 113�- ...... ......... 0O3ft _ _ _ _ _ __ _ _ Applied Loa Service loads entered oa Factors w II be applied for calculations. Beam self weight lated and added to loading �Z. Uniform Load : D=0.880, S=0.20, ,W=0.0550, E=0.06 k/ft, Tributary Width = 1.0 ft DESIGN SUMMARY __.............._. oe 5 l lJ2�3 ........._.. ..... Maximum Bending Stress Ratio 0.613: 1 Maximum Shear Stress Ratio= 0.154`. 1 Section used for this span W18x65 Section used for this span W18x65 Ma:Applied 146.560 k-ft Va:Applied 18.320 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 s Maximum Deflection Max Downward Transient Deflection 0.153 in Ratio= 2,513 >=360 Span: 1 :S Only Max Upward Transient Deflection bin Ratio= 0 <360 n/a Max Downward Total Deflection 0.875 in Ratio= 439 >=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 z5ummary of MomentValues 5ummary 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 0.506 0.127 120.96 120.96 399.00 238.92 1.00 1.00 15.12 178.85 119.23 +D+L Dsgn.L= 32.00 ft 1 0.506 0.127 120.96 120.96 399.00 238.92 1.00 1.00 15.12 178.85 119.23 +D+S Dsgn. L= 32.00 ft 1 0.613 0.154 146.56 146.56 399.00 238.92 1.00 1.00 18.32 178.85 119.23 +D+0.750L Dsgn.L= 32.00 ft 1 0.506 0.127 120.96 120.96 399.00 238.92 1.00 1.00 15.12 178.85 119.23 +D+0.750L+0.750S Dsgn.L= 32.00 ft 1 0.587 0.147 140.16 140.16 399.00 238.92 1.00 1.00 17.52 178.85 119.23 +D+0.60W Dsgn.L= 32.00 ft 1 0.524 0.131 125.18 125.18 399.00 238.92 1.00 1.00 15.65 178.85 119.23 +D+0.70E Dsgn.L= 32.00 ft 1 0.529 0.132 126.34 126.34 399.00 238.92 1..00 1.00 15.79 178.85 119.23 +D+0.750L+0.450W Dsgn.L= 32.00 ft 1 0.520 0.130 124.13 124.13 399.00 238.92 1.00 1.00 15.52 178.85 119.23 +D+0.750L+0.750S+0.450W Dsgn. L= 32.00 ft 1 0.600 0.150 143.33 143.33 399.00 238.92 1.00 1.00 17.92 178.85 119.23 +D+0.750L+0.750S+0.5250E Dsgn.L= 32.00 ft 1 0.604 0.151 144.19 144.19 399.00 238.92 1.00 1.00 18.02 178.85 +0.60D+0.60W Dsgn. L= 32.00 ft 1 0.321 0.081 76.80 76.80 399.00 238.92 1.00 1.00 9.60 178.85