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• <br /> Page 15 of 28 <br /> • Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Concrete Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.5.31 <br /> Lic.#:KW-06011993 L120 Engineering and Design <br /> DESCRIPTIO 8ft+ 3ft cantilever Concrete Beam -Max Uniform Load (2-story) <br /> CODE REFERENCES <br /> Calculations per ACI 318-14, IBC 2015,CBC 2016,ASCE 7-10 <br /> Load Combination Set:ASCE 7-10 <br /> Material Properties <br /> fc 112 2.50 ksi Phi Values Flexure : 0.90 <br /> fr= fc 7.50 = 375.0 psi Shear: 0.750 <br /> y!Density = 145.0 pcf R 1 = 0.850 <br /> A, LtWt Facto = 1.0 <br /> Elastic Modulus 3,122.0 ksi Fy-Stirrups 40.0 ksi <br /> fy-Main Reba= 40.0 ksi E Stirrups 29,000.0 ksi <br /> E-Main Reba= 29,000.0 ksi Stirrup Bar Size# 3 <br /> Number of Resisting Legs Per Stirrup= 2 <br /> L 1.4 S 1) D(1.4)L(1.4)S(1) <br /> Loading is conservative and 1 <br /> therefore has not been reduced <br /> for loads calculated on previous <br /> page. <br /> 3.Oft 8.0 ft <br /> 8"wx26"h 8"wx26" h <br /> Cross Section & Reinforcing Details <br /> Inverted Tee Section, Stem Width=8.0 in, Total Height=26.0 in,Top Flange Width= 12.0 in, Flange Thickness=8.0 in <br /> Span#1 Reinforcing.... <br /> 2-#4 at 3.0 in from Bottom,from 0.0 to 3.0 ft in this span 1-#4 at 11.0 in from Bottom,from 0.0 to 3.0 ft in this spi <br /> 1-#4 at 3.0 in from Top,from 0.0 to 3.0 ft in this span <br /> Span#2 Reinforcing.... <br /> 2-#4 at 3.0 in from Bottom,from 0.0 to 8.0 ft in this span 1-#4 at 11.0 in from Bottom,from 0.0 to 8.0 ft in this spi <br /> 1-#4 at 3.0 in from Top,from 0.0 to 8.0 ft in this span <br /> Beam self weight calculated and added to loads <br /> Load for Span Number 1 <br /> Uniform Load : D= 1.40, L= 1.40, S= 1.0 k/ft, Tributary Width= 1.0 ft, (Loading from above(2-story)-Uniform load (Max)) <br /> Load for Span Number 2 <br /> Uniform Load : D= 1.40, L= 1.40, S= 1.0 k/ft, Tributary Width= 1.0 ft, (Loading from above(2-story)-Uniform load) <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.942 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.002 in Ratio= 49345>=361 <br /> Mu :Applied -21.195 k-ft Max Upward Transient Deflection 0.000 in Ratio= 0<360. <br /> Mn"Phi:Allowable 22.494 k-ft Max Downward Total Deflection 0.005 in Ratio= 20072>=241 <br /> Max Upward Total Deflection -0.002 in Ratio= 29886>=241 <br /> Location of maximum on span 0.000 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 26.028 11.831 <br /> Overall MINimum 7.449 3.386 <br /> +D+H 12.415 5.643 <br /> +D+L+H 23.003 10.456 <br />