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S#ee! Beam . . Protect Flie:ENERCALC_20 <br /> LIC#:KW-06015335,Build:20.24.04.09 D.S.ENGINEERING PC <br /> (c)ENERCALC,INC 1983-2023 <br /> DESCRIPTION: (E) beam <br /> CODE REFERENCES <br /> Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set: IBC 2021 <br /> Material Properties <br /> Analysis Method Allowable Strength Design Fy:Steel Yield: 36.0 ksi <br /> Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi <br /> Bending Axis: Major Axis Bending <br /> Vertical Leg Down <br /> D(11B(3XQ),qR(i32M)W(0.880)E(0.96CCp(6.0) (6.40) D(6.0) (6.40) <br /> I D 0.220 <br /> W 18x76 <br /> Span=32.0 ft <br /> .............................................................__...._.._...._._..._. _... ........__...__....__....__.........__......_._........ ..._..._...__._.........._......................................_.........._........._........ <br /> �j <br /> Applied Loads " ...is I s entered.Load Factors will be applied for calculations. <br /> ppoe <br /> Beam self weight calculated d addtylg <br /> Load for Span Number 1 (..Q�'' <br /> Uniform Load : D=0.220 k/ft, ExteR.0-->> 10.0 ft;, Tributary Width= 1.0 ft <br /> r� <br /> Point Load : D=3.0, S=3.20 k @ 8.0 ft, (from W16x26) <br /> ;.p <br /> Point Load : D= 16.770, S=3.20, W=0.880, E=0.960 k @ 10.0 ft, (from W + (=1800# + 1500#/2)) <br /> Point Load : D=6.0, S=&40 k @ 16.0 ft, (from (2)W16x26) <br /> Point Load : D=6.0, S=6.40 k @ 24.0 ft, (from (2)W16x26) �- <br /> DESIGN SUMMARY •' <br /> Maximum Bending Stress Ratio = 0.986: 1 Maximum Shear Stress Ratio- 0.276 : 1 <br /> Section used for this span W18x76 Section used for this span W18x76 <br /> Ma:Applied 288.678 k-ft Va:Applied 30.752 k <br /> Mn/Omega:Allowable 292.814 k-ft Vn/Omega:Allowable 111.384 k <br /> Load Combination +D+S Load Combination +D+S <br /> Location of maximum on span 0.000 ft <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.479 in Ratio= 800 >=360 Span: 1 :S Only <br /> Max Upward Transient Deflection 0 in Ratio= 0 <360 n/a <br /> Max Downward Total Deflection 1.352 in Ratio= 284 >=240. Span: 1 :+D+S <br /> Max Upward Total Deflection 0 in Ratio= 0 <240.0 n/a <br /> .......... ........................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................ <br /> ............. ................ . ...... .. .. . <br /> Maximum Forces&Stresses for Load Combinations <br /> Load Combination Max'Stress Katios bummary of MomentValues Summary of Shear Values <br /> Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega <br /> D Only <br /> Dsgn. L= 32.00 ft 1 0.658 0.192 192.64 192.64 489.00 292.81 1.00 1.00 21.35 167.08 111.38 <br /> +D+L <br /> Dsgn.L= 32.00 ft 1 0.658 0.192 192.64 192.64 489.00 292.81 1.00 1.00 21.35 167.08 111.38 <br /> +D+S <br /> Dsgn.L= 32.00 ft 1 0.986 0.276 288.68 288.68 489.00 292.81 1.00 1.00 30.75 167.08 111.38 <br /> +D+0.750L <br /> Dsgn.L= 32.00 ft 1 0.658 0.192 192.64 192.64 489.00 292.81 1.00 1.00 21.35 167.08 111.38 <br /> +D+0.750L S <br /> = 32. <br /> Dsgn.L= 32.00 ft 1 0.896 0.255 262.28 262.28 489.00 292.81 1.00 1.00 28.40 167.08 <br /> +D+0,60W aD <br />