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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 2017,2:55Pld <br /> Concrete Beam s Projects\17015 Camp&Associates1200 Verizon1270 SEA DT Everett\_StruclurallEngineering\penthouse roof.ec6 <br /> ENERCALC,INC.1983-2017,Build:10.17.8.29,Ver:10.17.8.29 <br /> Lic.#: KW-06005155 Licensee:CG ENGINEERING <br /> Description: exist beam <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 d) Phi Values Flexure: 0.90 <br /> fr= fc112 * 7.50 = 474.342 psi Shear: 0.750 <br /> yf Density = 150.0 pcf 131 = 0.850 <br /> ?� 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 /> • . . <br /> 0> D(0.915) <br /> D 0 6880 S 0.290 <br /> • <br /> •i \ <br /> 0> 12-250 ft 21.420 ft <br /> l4"-w-x2O.,..ti - - --- --14"w c20"h <br /> I <br /> Cross Section & Reinforcing Details _ <br /> Rectangular Section, Width=14.0 in, Height=20.0 in <br /> Span#1 Reinforcing.... <br /> 345 at 3.0 in from Bottom,from 0.0 to 12.250 ft in this span <br /> Span#2 Reinforcing.... <br /> 345 at 3.0 in from Bottom,from 0.0 to 21.420 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 /> Loads on all spans... <br /> D=0.6880, S=0.2290 <br /> Uniform Load on ALL spans: D=0.6880, S=0.2290 k/ft <br /> Load for Span Number 1 <br /> Uniform Load: D=0.0760 k/ft,Extent=2.250-->>12.250 ft, Tributary Width=1.0 ft <br /> Load for Span Number 2 <br /> Uniform Load: D=0.0760 k/ft,Extent=0.0--»2.0 ft, Tributary Width=1.0 ft <br /> Point Load: D=0.9150 k aA 18.0 ft <br /> DESIGN SUMMARY Design N.G. <br /> Maximum Bending Stress Ratio = 0.490 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.009 in Ratio= 27629>=36 <br /> Mu:Applied 33.629 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360 <br /> Mn`Phi:Allowable 68.692 k-ft Max Downward Total Deflection 0.061 in Ratio= 4237>=18 <br /> Max Upward Total Deflection -0.005 in Ratio= 30741>=18 <br /> Location of maximum on span 10.142 ft <br /> Span#where maximum occurs Span#2 <br /> Vertical Reactions Support notation:Far left is#1 <br /> Load Combination Support 1 Support 2 Support 3 <br /> Overall MAXimum 4.866 23.744 13.913 <br /> Overall MINimum 0.944 4.164 2.603 <br /> +0+H 4.289 18.661 11.863 <br /> +D+L+H 4.289 18.661 11.863 <br /> +D+Lr+H 4.289 18.661 11.863 �� <br />