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1 5r 1 y Y l Project Title: <br /> Engineer: Project ID: <br /> CC=19-Dee- -t ' Project Descr: <br /> Printed: 6 DEC 2616, 6:35PM <br /> Composite Steel Beam <br /> Lic.#:KW-06011349 Licensee:SSF,•KW-06011349; <br /> Description : Typ Beam(W12x30)-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 r 7.50n 1 <br /> Beam Bracing Beam is Fully Braced against lateral-torsional buckling t <br /> Load Combinati4,SCE 7-10 -____----...-----_---..----._._._ - <br /> s <br /> Fy :Steel Yield 50.0 ksi E:Modulus : 29,000.0 ksi I°° ` - --- -- <br /> wiz ao <br /> Composite Beam Section Data Beam is UNSHORED for Concrete Placement <br /> -....._ _.__._._.._.- .__ __........ ............._ __..._...._...--- <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 pet On:Stud Capacity 15.910 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 5.0 in <br /> D(0.1125) L(3) <br /> tt ::.,.A a-}i;..4U.:sg" u4;-M�vw qtbS3 ;.Nt �Sj * y t i A6. <br /> R*r 05134 „ ai : ta4u- b � q @, AR ' � k T;, ,.h <br /> ,.v,„:4_.;.. .`,,L: 0, <gvw, ,; yw.to % ,\%, .`�I„1ch%., ‘....:,..m.4.,. ,.+ ' .a.44ss...; .. .„*„.,,;.,,2„..,,4„., . <br /> AIK W12x30 <br /> L J <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 = 0.839: 1 Maximum Shear Stress Ratio= 0.531 : 1 <br /> Section used for this span W12x30 Section used for this span W12x30 <br /> Percent Composite Action 30 % Vu:Applied 33.992 k <br /> Pre-Composite Composite Vn/Omega:Allowable 63.960 k <br /> Mu:Applied 26.907 152.963k-ft Load Combination span 1 <br /> Mn/Omega :Allowable 107.535 182.334k-ft Location of maximum on span 0.0 ft <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 0.230in Max Downward Composite Deflection 0.638in <br /> Max Upward Pre-Composite 0.000 in Max Upward Composite Deflection 0.000 in <br /> Pre-Composite Deflection Ratio 940 Composite Deflection Ratio 338 <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 Coral: <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 0.250 0.093 26.91 107.53 5.98 63.96 <br /> Span L=18 ft 1 0.250 0.093 26.91 107.53 5.98 63.96 <br /> Span L=18 ft 1 0250 0.093 26.91 107.53 5.98 63.96 <br /> Span L=18 ft 1 0.250 0.093 26.91 107.53 5.98 63.96 <br /> Span L=18 ft 1 0.250 0.093 26.91 107.53 5.98 63.96 <br /> Span L=18 ft 1 0.250 0.093 26.91 107.53 5.98 63.96 <br />