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' Dynamic Structures,PC Project Title: Downing Residence <br /> www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 <br /> Project Descr: Ridge beam and 1st floor joists <br /> Printed:6 JUN 2017,1:17PM <br /> Steel Beam File=C:IDSPCPR-11KLARDI-11209116-1.0031Calcslcalcs.ec6 <br /> ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 <br /> Lic.#:KW-06008989 Licensee:Dynamic Structures,PC <br /> Description: SW lower level lintel beam <br /> CODE REFERENCES <br /> Calculations per AISC 360-10, IBC 2012,ASCE 7-10 <br /> Load Combination Set: IBC 2012 <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 /> + + DM 15 Lf024) + + <br /> Df+V,51 <br /> + * <br /> + + <br /> i 0(0.3751 Lr(.3)5(0.5251 + + <br /> ;:, <br /> Span=8.250 ft <br /> w8z10 <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=0.0250, Lr=0.020, S=0.0350 ksf, Tributary Width=15.0 ft,(Roof) <br /> Uniform Load: D=0.150 k/fl, Tributary Width=1.0 ft,(2nd floor wall) <br /> Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=6.0 ft,(Main floor) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.486: 1 Maximum Shear Stress Ratio= 0.192 : 1 <br /> Section used for this span W8x10 Section used for this span W8x10 <br /> Ma:Applied 10.624 k-ft Va:Applied 5.151 k <br /> Mn/Omega:Allowable 21.870 k-ft Vn/Omega:Allowable 26.826 k <br /> Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S <br /> Location of maximum on span 4.125ft 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 0.062 in Ratio= 1,608>=360 <br /> Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Max Downward Total Deflection 0.146 in Ratio= 676>=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 Ratios Summary of Moment Values Summary of Shear Values <br /> Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega <br /> D Only <br /> Dsgn.L= 8.25 ft 1 0.263 0.104 5.74 5.74 36.52 21.87 1.00 1.00 2.78 40.24 26.83 <br /> +D+L <br /> Dsgn.L= 8.25 ft 1 0.356 0.141 7.78 7.78 36.52 21.87 1.00 1.00 3.77 40.24 26.83 <br /> +D+Lr <br /> Dsgn.L= 8.25 ft 1 0.379 0.150 8.30 8.30 36.52 21.87 1.00 1.00 4.02 40.24 26.83 <br /> +D+S <br /> Dsgn.L= 8.25 ft 1 0.467 0.185 10.21 10.21 36.52 21.87 1.00 1.00 4.95 40.24 26.83 <br /> +D+0.750Lr+0.750L <br /> Dsgn.L= 8.25 ft 1 0.420 0.166 9.19 9.19 36.52 21.87 1.00 1.00 4.46 40.24 26.83 <br /> +D+0.750L+0.750S <br /> Dsgn.L= 8.25 ft 1 0.486 0.192 10.62 10.62 36.52 21.87 1.00 1.00 5.15 40.24 26.83 <br /> +0.60D <br /> Dsgn.L= 8.25 ft 1 0.158 0.062 3.45 3.45 36.52 21.87 1.00 1.00 1.67 40.24 26.83 <br /> Overall Maximum Deflections <br /> Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Dell Location in Span <br /> +D+0.750L+0.750S 1 0.1464 4.149 0.0000 0.000 <br /> Vertical Reactions Support notation:Far left is#1 Values in KIPS <br /> Load Combination Support 1 Support 2 <br /> Overall MAXimum 5.151 5.151 7 of 17 <br /> Overall MINimum 0.990 0.990 <br />