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Project Title: <br /> Engineer: Project ID: <br /> Project Descr: <br /> Pi wiled:6 DEC 2016, 636PM <br /> Steel Beam <br /> Lic.#:KW-06011349 Licensee:SSF,KW-06011349: <br /> Description : Typical Girder(W18x50)-Uniform Load <br /> CODE REFERENCES <br /> Calculations per AISC 360-10, IBC 2012,ASCE 7-10 <br /> Load Combination Set :ASCE 7-10 <br /> _Material properties _ <br /> Analysis MethorAllowable Strength Design Fy:Steel Yield 50.0 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 /> D(d.i L(9) D(16.86)L(33.75) D(16.86))1(33.75) D(4.6)L(9) <br /> " ht M,'�4�'a�s' - 1 N 11 `•' �1 �� A�1 at . .\ u 1 i c.....,'1 21`RY i 'h�11t_u'F.."�.1�4t.V ��� t� v�_�P) t 1 - .1 a i - ✓'� 1`Fw ti� 11;s))ti. t1�nw:31 ��at s ti)S�iC"i�\�l,sal.?�laiz tN....ks����` St the�y, -:i {: <br /> 1�,. lU�'��.s.l,,..a n��..�ull ,�j3_....h,,�11.,.'--:,Tli, .1eY�,n;.�.5...n Nu� ,4--:,.un.�t lc n� s.,l ^� 'F6 15.011, }�1•; ,... ��1rt.,,\3 I�r�.� tdY�3C)�.�+1�.�'4�.�t <br /> `Span 4.0/1 y� Span.15.0/1 SpanSpan-4.011 <br /> W18,50 !is! <br /> W18x60 -W1en50 W18x50 <br /> APP.,if.d I-oads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> Load(s)for Span Number 1 <br /> Point Load : D=4.50, L=9.Ok@0.Oft <br /> Load(s)for Span Number 2 <br /> Point Load: D=16.880, L=33.750 k @ 7.50 ft <br /> Load(s)for Span Number 3 <br /> Point Load: D=16.880, L=33.750 k @ 7.50 ft <br /> Load(s)for Span Number 4 <br /> Point Load : D=4.50, L=9.0 k @ 4.0 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.567: 1 Maximum Shear Stress Ratio= 0.262 : 1 <br /> Section used for this span W18x50 Section used for this span W18x50 <br /> Ma:Applied 142.998 k-ft Va:Applied 33.437 k <br /> Mn/Omega:Allowable 251.996 k-ft Vn/Omega:Allowable 127.80 k <br /> Load Combination +D+L+H, LL Comb Run (L*L*) Load Combination +D+L+H, LL Comb Run (*LL*) <br /> Location of maximum on span 7.500ft Location of maximum on span 15.000 ft <br /> Span#where maximum occurs Span#3 Span#where maximum occurs Span#2 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.097 in Ratio= 993>=360 <br /> Max Upward Transient Deflection -0.113 in Ratio= 851 >=360 <br /> Max Downward Total Deflection 0.168 in Ratio= 1068>=240. <br /> Max Upward Total Deflection -0.121 in Ratio= 791 >=240. <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-"Defy Location in Span Load Combination Max."+"Dell Location In Span <br /> 1 0.0000 0.000 +D+L+H -0.1213 0.000 <br /> +D+L+H 2 0.1685 7.300 0.0000 0.000 <br /> +D+L+H 3 0.1679 7.800 0.0000 0.000 <br /> 4 0.0000 7.800 +D+L+H -0.1214 4.000 <br /> Steel Section Properties : W18x50 <br /> Depth w = 18.000 in I xx E 800.00 in"4 J = 1.240 in^4 <br /> Web Thick = 0.355 in S xx 88.90 in^3 Cw = 3,040.00 in"6 <br /> Flange Width = 7.500 in R xx = 7.380 in <br /> Flange Thick = 0.570 in Zx = 101.000 inA3 <br /> Area = 14.700 in"2 I yy = 40.100 in"4 <br /> Weight = 50.000 plf S yy = 10.700 in"3 Wno = 32.700 inA2 <br /> Kdesign = 0.972 in R yy = 1.650 in Sw = 34.900 in"4 <br /> K1 = 0.813 In Zy = 16.600 in^3 Qf = 17.700 in"3 <br /> its = 1.980 in rT = 0.000 in Qw =. 49.900 in"3 <br /> Ycg = 9.000 in <br />