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Project Title:
<br /> Engineer: Project ID:
<br /> Project Descr:
<br /> Printed: 6 DEC 2016, 6:30PM
<br /> Composite Steel Beam
<br /> Lia.#:KW-06011349 Licensee:SSF,:KW-06011349
<br /> Description: Typ Beam(W18x35)-Final
<br /> CODE REFERENCES
<br /> Calculations per AISC 360-10, IBC 2012,CBC 2013,ASCE 7-10
<br /> Load Combination Set:ASCE 7-10
<br /> Material Properties_�_..._.___
<br /> Analysis MethorAllowable Stress Design i - -__...__...._____ 7.50 8 --I
<br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling k
<br /> ...
<br /> Load CambinatiQSCE 7-10
<br /> Fy:Steel,Yield 50.0 ksi E:Modulus : 29,000.0 ksi
<br /> {
<br /> W18x35
<br /> Composite Beam Section Data Beam is UNSHORED for Concrete Placement
<br /> Total Slab Thickness 8.0 in Concrete f'c 3.0 ksi Stud Diameter 3/4"in
<br /> Effective Width 7.50 ft Concrete Density 145.0 pcf On:Stud Capacity 1 5.91 0 k
<br /> Metal Deck._.Verco, PLW2 Formlok Rib Height 2.0 in Top Width 7.0 in
<br /> Ribs : Perpendicular Rib Spacing 12.0 in Btm Width 5.0in
<br /> D(0.11�2,5) L(3)
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<br /> •
<br /> W 18x35
<br /> •
<br /> 18.0 ft ��
<br /> Applied Loads Service loads entered.Load Factors will be applied for calculations.
<br /> Beam+Slab self weight calculated and added to loads
<br /> Load for Span Number 1
<br /> Uniform Load: D=0.0150, L=0.40 ksf, Tributary Width-.7.50 ft, Post Composite Only
<br /> DESIGN SUMMARY Design OK
<br /> Maximum Bending Stress Ratio = 0.591: 1 Maximum Shear Stress Ratio= T 0.320:1
<br /> Section used for this span W18x35 Section used for this span W18x35
<br /> Percent Composite Action 25% Vu :Applied 34.037 k
<br /> Pre-Composite Composite Vn/Omega:Allowable 106.20 k
<br /> Mu :Applied 27.110 153.166k-ft Load Combination span 1
<br /> Mn/Omega:Allowable 165.918 258.970k-ft Location of maximum on span 0.0ft
<br /> Load Combination Post Composite :+D+H Span#where maximum occurs Span#1
<br /> Location of maximum on span 9.0ft
<br /> Span#where maximum occurs Span#1
<br /> Maximum Deflection
<br /> Max Downward Pre-Composite 0.108in Max Downward Composite Deflection 0.346in
<br /> Max Upward Pre-Composite 0.000in Max Upward Composite Deflection 0.000 in
<br /> Pre-Composite Deflection Ratio 1999 Composite Deflection Ratio 623
<br /> Shear Stud Requirements
<br /> From Support 1 to 9.00 ft use 9 studs.
<br /> From 9.00 ft to Support 2 use 9 studs.
<br /> Maximum Forces &Stresses for Load Cornt
<br /> Load Comb&Design Length Max Stress Ratios Bending Summary _ Shear Summary
<br /> Span# M V Mu-Applied AnTr/Omega Va Vn/Omega
<br /> Pre Composite:D+Const L
<br /> Span L=18 ft 1 0.163 0.057 27.11 165.92 6.02 106.20
<br /> Span L=18 ft 1 0.163 0.057 27.11 165.92 6.02 106.20
<br /> Span L=18 ft 1 0.163 0.057 27.11 165.92 6.02 106.20
<br /> Span L=18 ft 1 0.163 0.057 27.11 165.92 6.02 106.20
<br /> Span L=18 ft 1 0.163 0.057 27.11 165.92 6.02 106.20
<br /> Span L=18 ft 1 0.163 0.057 27.11 165.92 6.02 106.20
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