Laserfiche WebLink
Structural Phil Project Title: FUNKO <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 <br /> Steel B 1a1 ? Filet C;vUsersvPhil1DOCUME-11ENERCA-1vFUNKO1funko.ec( <br /> , ENERCALC,INC.1983-2017,Build:10.17.7.24,Ver.10.17.7.2. <br /> Lic.#:KW-06009465 Licensee STRUCTURAL PHIL <br /> Description: RECTANGULAR ALUMINUM 4x2"BEAM" <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: 42.0 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 /> 0 b D b 5) <br /> ) b b <br /> b 0 D)0.03)S(0 075) 0 b <br /> HSS4x2x1/4 <br /> Span=6.50 ftli{II <br /> Applied LoadsService loads entered.Load Factors will be applied for calculations <br /> Beam self weight calculated and added to loading <br /> Uniform Load: D=0.010, S=0.0250 ksf, Tributary Width=3.0 ft,(SNOW AND DECK PLATE) <br /> Uniform Load: D=0.150 k/ft,Extent=1.0->>5.0 ft, Tributary Width=1.0 ft,(BATMAN STATUE LEFT DOWNWARD GRAV) <br /> Moment: W=16.0 k-ft,Loc=3.0 ft in span,(BATMAN OVERTURNING FROM WIND(CO) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.979: 1 Maximum Shear Stress Ratio= 0.081 : 1 <br /> Section used for this span HSS4x2x1/4 Section used for this span HSS4x2x1/4 <br /> Ma:Applied 6.030 k-ft Va:Applied 1.880 k <br /> Mn/Omega:Allowable 6.162 k-ft Vn/Omega:Allowable 23.212 k <br /> Load Combination +D+0.60W+H Load Combination +D+0.60W+H <br /> Location of maximum on span 3.009ft Location of maximum on span 6.500 ft <br /> Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 <br /> Maximum Deflection <br /> Max Downward Transient Deflection 0.124 in Ratio= 627>=360 <br /> Max Upward Transient Deflection -0.027 in Ratio= 2,856 >=360 <br /> Max Downward Total Deflection 0.120 in Ratio= 650>=180 <br /> Max Upward Total Deflection -0.001 in Ratio= 54562 >=180 <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+H <br /> Dsgn.L= 6.50 ft 1 0.142 0.019 0.88 0.88 10.29 6.16 1.00 1.00 0.45 38.76 23.21. <br /> +D+L+H <br /> Dsgn.L= 6.50 ft 1 0.142 0.019 0.88 0.88 10.29 6.16 1.00 1.00 0.45 38.76 23.21 <br /> +D+Lr+H <br /> Dsgn.L= 6.50 ft 1 0.142 0.019 0.88 0.88 10.29 6.16 1.00 1.00 0.45 38.76 23.21 <br /> +D+S+H <br /> Dsgn.L= 6.50 ft 1 0.206 0.030 1.27 1.27 10.29 6.16 1.00 1.00 0.69 38.76 23.21 <br /> +D+0.750Lr+0.750L+H <br /> Dsgn.L= 6.50 ft 1 0.142 0.019 0.88 0.88 10.29 6.16 1.00 1.00 0.45 38.76 23.21 <br /> +D+0.750L+0.750S+H <br /> Dsgn.L= 6.50 ft 1 0.190 0.027 1.17 1.17 10.29 6.16 1.00 1.00 0.63 38.76 23.21 <br /> +D+0.60W+H <br /> Dsgn.L= 6.50 ft 1 0.979 0.081 6.03 -3.54 6.03 10.29 6.16 1.00 1.00 1.88 38.76 23.21 <br /> +D+0.70E+H <br /> Dsgn.L= 6.50 ft 1 0.142 0.019 0.88 0.88 10.29 6.16 1.00 1.00 0.45 38.76 23.21 <br /> +D+0.750 Lr+0.750 L+0.450 W+H <br /> Dsgn.L= 6.50 ft 1 0.769 0.065 4.74 -2.44 4.74 10.29 6.16 1.00 1.00 1.51 38.76 23.21 <br /> +0+0.750L+0.7505+0.450W+H <br /> Dsgn.L= 6.50 ft 1 0.817 0.073 5.04 -2.14 5.04 10.29 6.16 1.00 1.00 1.69 38.76 23.21 <br /> +D+0.750L+0.750S+0.5250E+H <br /> Dsgn.L= 6.50 ft 1 0.190 0.027 1.17 1.17 10.29 6.16 1.00 1.00 0.63 38.76 23.21 <br /> +0.60D+0.60W+0.60H <br />