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V <br /> Structural Phil Project Title: PUNIC <br /> Phil Van Heyningen Engineer: Phil Project ID: 222PV16 <br /> 7675 Nahahum Canyon Road Project Descr: TENANT IMPROVEMENT <br /> Cashmere,WA 98815 <br /> structuralphil@gmail.com <br /> (509)881-0824 Printed:7 JUL 2017,10:27AM <br /> Steel Beam File==sere\PhttOneDrive\FUNK0lfunko.ec6 <br /> ENERCALC,INC.1983-2017,Build:6.17.4.30,Ver..6.17.6.30 <br /> Lic.#: KW-06009465 Licensee:STRUCTURAL,PHIL <br /> Description: HSS ALUMINUM BEAMS FOR PLATFORM SUPPORT <br /> CODE REFERENCES <br /> Calculations per AISC 360-10, IBC 2012,ASCE 7-10 <br /> Load Combination Set: IBC 2015 <br /> Material Properties <br /> Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 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 /> I <br /> 1 <br /> D(0,0155(0.075) <br /> 'V 'r D(0.2) 'V D(02) . '+ <br /> X Span Q 23.50 ft •ZZ <br /> HSSSx4x1/4 <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loading <br /> Uniform Load: D=0.0050, S=0.0250 ksf, Tributary Width=3.0 ft,(SNOW AND SELF) <br /> Point Load: D=0.20 k @ 10.0 ft,(CHARACTER LEFT) <br /> Point Load: D=0.20 k @ 14.0 ft,(CHARACTER RIGHT) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.603:1 Maximum Shear Stress Ratio= 0.045: 1 <br /> Section used for this span HSS6x4x1/4 Section used for this span HSS6x4x1/4 <br /> Ma:Applied 9.241 k-ft Va:Applied 1.445 k <br /> Mn/Omega:Allowable 15.323 k-ft VnlOmega:Allowable 31.951 k <br /> Load Combination +D+S+H Load Combination +D+S+H <br /> Location of maximum on span 11.683ft Location of maximum on span 23.500 ft <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.852 in Ratio= 330>=240. <br /> Max Upward Transient Deflection 0.000 in Ratio= 0 <240.0 <br /> Max Downward Total Deflection 1.498 in Ratio= 188>=180 <br /> Max Upward Total Deflection 0.000 in Ratio= 0 <180 <br /> Overall Maximum Deflections <br /> Load Combination Span Max."-"Deli Location in Span Load Combination Max."+"Deli Location in Span <br /> +D+S+H 1 1.4981 11.817 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 1.437 1.445 <br /> Overall MINimum 0.333 0.338 <br /> +D+H 0.556 0.564 <br /> +D4L+H 0.556 0.564 <br /> +D+Lr+H 0.556 0.564 <br /> +D+S+H 1.437 1.445 <br /> +040.750Lr+0.750L4H 0.556 0.564 <br /> +D+0.750L+0.750S+H 1.216 1.225 <br /> +D+0.60W+H 0.556 0.564 O,V AN 11t <br /> +p+0.70E+}I 0.556 0.564 \,), OF WAS 1.,,' <br /> , 4:_, -7 <br /> +D+0.750Lr+0.750L+0.450W+H 0.556 0.564 z 4, �„ <br /> +D+0.750L+0.750S+0.450W+H 1.216 1.225 a I-. ' ° / <br /> +0+0.750L+0.7505+0.5250E4l 1.216 1.225 I " 0 1 <br /> +0.60D'+0.60W+0.60H 0.333 0.338 ,IA, , • <br /> 2655 iik. <br /> +0.60D+0.70E+0.60H 0.333 0.338 P Al2 �FGBSTERF', c"' <br /> D Only 0.556 0.564 AFS/ONAL ENG\ <br /> Lr Only <br /> L Only <br /> S Only 0.881 0.881 <br />