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Title Block Line 1 Project Title: <br /> . - You can change this area Engineer: Project ID: <br /> using the"Settings"menu item Project Descr: <br /> and then using the"Printing& <br /> . Title Block"selection. <br /> Title Block Line 6 Printed:15NOV 2017,3:43PM <br /> Concrete Beam ;Projects11zon\ <br /> 7015 Camp&Associates1200 Veri270 SEA DT Everettl_Stmcturat\Engineeringlpenthouse roof.ec6 1 <br /> ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29 <br /> Lic.#: r-060r - ,.-._ Licensee,;CG 1G1 -_ ;Me <br /> Description: existing slab <br /> CODE REFERENCES <br /> Calculations per ACI 318-14, IBC 2015,ASCE 7-10 <br /> Load Combination Set: IBC 2015 <br /> Material Properties <br /> fc = 4.0 ksi 6 Phi Values Flexure: 0.90 <br /> fr= fc1/2 *7.50 = 474.342 psi Shear: 0.750 <br /> y7 Density = 150.0 pcf R 1 = 0.850 <br /> X LtWt Factor = 1.0 <br /> Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi <br /> fy-Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi <br /> E-Main Rebar = 29,000.0 ksi Stirrup Bar Size# 3 <br /> Number of Resisting Legs Per Stirrup= 2 <br /> s- l <br /> S(0.0330) 90.0261) .5-W0432641 ,y <br /> 1e" v-c-4"I i +-_ -_ --_ 18 8.830 ft• 8.830 ft <br /> Cross Section &Reinforcing Details <br /> Rectangular Section, Width=16.0 in, Height=4.0 in <br /> Span#1 Reinforcing.... <br /> 1-#4 at 1.80 in from Top,from 0.0 to 13.0 ft in this span <br /> Span#2 Reinforcing.... <br /> 144 at 1.80 in from Top,from 0.0 to 10.0 ft in this span <br /> Span#3 Reinforcing.... <br /> 1-#4 at 1.80 in from Top,from 0.0 to 10.0 ft in this span <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Beam self weight calculated and added to loads <br /> L <br /> Loads on all spans... <br /> S=0.0330 /A . . !; ., ♦ - f' <br /> Uniform Load on ALL spans: S=0.0330 k/ft <br /> Load for Span Number 2 n 1 'j. '" r`..i ••: 1 t <br /> Uniform Load: D=0.02510 k/ft,Extent=2.830->>8.830 ft, Tributary Width=1.0 ft <br /> Load for Span Number 3 <br /> Uniform Load: D=0.02510 k/ft,Extent=0.0-->>6.0 ft, Tributary Width=1.0 ft <br /> DESIGN SUMMARY Design N.G. i <br /> Maximum Bending Stress Ratio = 0.939 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.014 in Ratio= 10028>=36 <br /> Mu:Applied -1.765 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Mn*Phi:Allowable 1.881 k-ft Max Downward Total Deflection 0.042 in Ratio= 3434>=18 '. <br /> Max Upward Total Deflection -0.001 in Ratio= 72307>=18 <br /> Location of maximum on span 0.000 ft <br /> Span#where maximum occurs Span#1 <br /> Vertical Reactions Support notation:Far left is#1 <br /> Load Combination Support 1 Support 2 Support 3 Support 4 <br /> Overall MAXimum 0.629 1.100 1.040 0.498 <br /> Overall MINimum 0.210 0.350 0.271 0.151 <br /> +D+H 0.419 0.750 0.768 0.348 <br /> +D+L+H 0.419 0.750 0.768 0.348 71 <br />