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STRUCTJRAL DESIGN ASSOCAITES Project Title: <br /> Engineer: <br /> Project ID: SDA#8855 <br /> Project Descr: <br /> Printed: 2 DEC 2010.10:50AM <br /> Steel Beam Fih=C.1UsersisdapglONEDRI-1\NETWOR--ltPROJEC-1t8000-8-118855-S-1 SEEr8855ec6 <br /> Software Co. t ENERCALC.INC 1983-2019,Build 12 19.8 31 <br /> Lic.#:KW-06011301 STRUCTURAL DESIGN ASSOCIATES <br /> DESCRIPTION: LB3 <br /> CODE REFERENCES <br /> Calculations per AISC 360-10, IBC 2015, CBC 2016,ASCE 7-10 <br /> Load Combination Set:ASCE 7-16 <br /> Material Properties <br /> Analysis Method:Allowable 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(0.1281 SLo. _.- <br /> pro.084)140.28j <br /> r �+c <br /> W'1 2x22 <br /> RR Span=24 0 ft <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight NOT internally calculated and added <br /> Uniform Load: D=0.0120, L=0.040 ksf, Tributary Width=7.0 ft,(FLOOR) <br /> Uniform Load: D=0.0160, S=0.0250 ksf, Tributary Width=8.0 ft,(ROOF) <br /> DESIGN SUMMARY Desi•n OK <br /> Maximum Bending Stress Ratio = 0.563: 1 Maximum Shear Stress Ratio= 0.107 : 1 <br /> Section used for this span W12x22 Section used for this span W12x22 <br /> Ma:Applied 41.184 k-ft Va:Applied 6.864 k <br /> Mn/Omega:Allowable 73.104 k-ft Vn/Omega:Allowable 63.960 k <br /> Load Combination +D+0.750L+0.7505 Load Combination +D+0.753L+0.7505 <br /> Location of maximum on span 12.000ft 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 0.464 in Ratio= 620>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0 <360 <br /> Max Downward Total Deflection 0.948 in Ratio= 304 >=240. <br /> Max Upward Total Deflection 0.000 in Ratio= 0<240.0 <br /> Maximum Forces&Stresses for Load Combinations <br /> Load Combination Max Stress Rafio� Summary of Moment Values Summary of Shear Values <br /> Segment Length Span# M Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega <br /> D Only <br /> Dsgn.L= 24 00 ft 1 0209 0.040 15.26 15.26 122 08 7310 1 00 1.00 254 95.94 63.96 <br /> +D+L <br /> Dsgn.L= 24.00 ft 1 0 485 0 092 35.42 35 42 122 08 7310 1 00 1.00 5 90 95.94 63.96 <br /> +D+S <br /> Dsgn.L= 24.00 ft 1 0.406 0.077 29.66 29.66 122-08 7310 1 00 1.00 4 94 95 94 63.96 <br /> +D+0.750L <br /> Dsgn.L= 24 00 It 1 0.416 0.079 30 38 30 38 122.08 73.10 1.00 1.00 5.06 95-94 63.96 <br /> +D+0.750L+0.750S <br /> Dsgn L= 24.00 ft 1 0 563 0.107 41 18 41.18 122.08 73.10 1.00 1.00 6.86 95.94 63.96 <br /> +0 60D <br /> Dsgn L= 24 00 ft 1 0 125 0.024 916 9.16 122_38 7310 1.00 1.00 1.53 95.94 63.96 <br /> Overall Maximum Deflections <br /> Load Combination Span Max.""Deft Location in Span Load Combination Max "+"Den Location in Span <br /> +0+0.750L+0 7503 1 0.9482 12 069 0 C000 0 OCO <br /> Vertical Reactions Support notation Far left is#1 Values in KIPS <br /> Load Conbination Support I Support 2 <br /> Overall MAXimum 6.864 6 864 <br />