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77 <br /> 1=1 N kCALC 40, <br /> C�IIirrt tee! Bealrr>t <br /> LIC#:KW-06015335,Build:20.23.04.05 D.S.ENGINEERING PC (C)ENERCALC INC 1983-2023 <br /> DESCRIPTION: Under replacement unit"AC-2" <br /> CODE REFERENCES <br /> Calculations per AISC 360-16, IBC 2018, CBC 2019,ASCE 7-16 <br /> Load Combination Set: IBC 2018 <br /> Material Properties <br /> Analysis Method: Allowable Stress Design yft <br /> Beam Bracing: Beam is Fully Braced against lateral-torsional buc <br /> Load Combination IBC 2018 ei° fi <br /> W , <br /> Fy:Steel Yield: 50.0 ksi E:Modulus: 29,000.0 ksi <br /> Composite Beam Section Data Beam is ONSHORE..for Concrete Placement <br /> .._........... <br /> Total Slab Thickness 4.50 in Concrete fc 3.0 ksi Stud Diameter 3/4 in <br /> Effective Width 10.0 ft Concrete Density 145.0 pcf Qn:Stud Capacity 11.0 k <br /> Metal Deck. . . Rib Height 2.0 in Top Width 5.0 in <br /> Ribs: Perpendicular Rib Spacing 18.0 in Btm Width 5.0 in <br /> i <br /> Dfo.2 W{0.09)E(0.07) <br /> W1Ox12 <br /> i <br /> 1 I <br /> X'o.oft <br /> - -- <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> I b se f w i ht caicul to d added t I s <br /> a or pan um er <br /> Uniform Load : D=0.180, Lr=0.20, S=0.250 ks , Tributary Width= 1.0 ft, Post Composite Only <br /> Uniform Load : D=0.20, W=0.090, E=0.070 ksf, Extent=5.50-->> 12.5Q_ft, Tributary Width= 1.0 ft, Post Composite Only <br /> DESIGN SUMMARY -J Lj�C�61VI f r " <br /> MAX Bending Ratio= 0.684 : 1 MAX Shear Ratio—' 0.23 1 DEFLECTIONS <br /> Steel section W10x12 Vu :Applied 8.762 k FINAL Composite <br /> Composite Vn/Omega :Allow 37.506 k Max Downward 1.261 in <br /> Location of maximum 0.0 ft Max Upward 0.000 in <br /> %Composite Action 60 % Load Combination Defl Ratio 190 <br /> Mu :Applied 45.64.4 k-ft 3 It +D+S +D+S <br /> Mn/Omega:Allow 66.759 k-ft Transient Composite <br /> Location of maximum 9.867 ft Max Downward 0.187 in <br /> Load Combination Max Upward 0.000 in <br /> +D+S Defl Ratio 1282 <br /> l <br /> Pre-Composite1 + M`�G S Only <br /> Mu :Applied 18.461 [1,3-ft o � r <br /> Mn*Phi :Allowable 31.437 k-ft NonComposite <br /> Max Downward 0.861 in <br /> Max Upward 0.000 in <br /> Defl Ratio 278 <br /> PreCompDL+PreCompLL <br /> Shear Stud Requirements <br /> From Support 0 to 9.87 ft use 10 studs. <br /> From 9.87 ft to Support 1 use 10 studs. <br /> Maximum Forces &Stresses for Load Combir <br /> Load Comb&Design Length Max Stress Ratios Bending Summary �Shear Summary <br /> Span# M V Mu-Applied IInTr!Omega Vn/Omega <br /> Pre Composite:D+Const L <br />