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26 of 35 <br /> Project Title: <br /> Engineer: <br /> Project ID: <br /> Project Descr: <br /> Concrete Beam Software copyright ENERCALC,INC.1983-2020,Build:12.20.8.24 <br /> Lic.#:KW-06011993 L120 Engineering and Design <br /> DESCRIPTIO 8ft+3ft cantilever Concrete Beam w/Channel- Max Uniform Load <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 1/2 2.50 ksi 6 Phi Values Flexure : 0.90 8' <br /> fr= fc 7.50 = 375.0 psi Shear: 0.750 C6x8.2 <br /> W Density = 145.0 pcf 131 = 0.850 <br /> LtWt Facto = 1.0 5/8"0x4"Titen HD <br /> Elastic Modulo= 3,122.0 ksi Fy-Stirrups 36.0 ksi Screw Anchor@ 18"oc <br /> fy-Main Reba= 36.0 ksi E-Stirrups = 29,000.0 ksi 26" <br /> E-Main Reba= 2•,000.0 ksi Stirrup Bar Size# 3 STEEL AREA EQUIV. V 'max <br /> (1)#14=2.25in' 111 <br /> Nut ber of Resisting Legs Per Stirrup= 2 C6x8.2=2.39in' <br /> f.EQUIV. . <br /> C6x8.2=36ks1 <br /> • 12• • <br /> D(3)L 3 S(2 a D(3)Li3)S(1) e a <br /> Loading is conservative and <br /> therefore has not been reduced <br /> for loads calculated on previous <br /> page. <br /> 3.0ft. 8O <br /> 8"wx26" h 8"wx2ft6"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 /> 1-#14 at 13.0 in from Bottom,from 0.0 to 3.0 ft in this span <br /> Span#2 Reinforcing.... <br /> 1-#14 at 13.0 in from Bottom,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= 3.0, L=3.0, S=2.0 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=3.0, L= 3.0, S= 1.0 k/ft, Tributary Width = 1.0 ft, (Loading from above(2-story)-Uniform load) <br /> DESIGN SUMMARY Desi•n OK <br /> Maximum Bending Stress Ratio = 0.827 : 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward Transient Deflection 0.004 in Ratio= 23027>=361 <br /> Mu:Applied 53.333 k-ft Max Upward Transient Deflection -0.002 in Ratio= 34286>=361 <br /> Mn*Phi:Allowable 64.502 k-ft Max Downward Total Deflection 0.012 in Ratio= 8059>=241 <br /> Max Upward Total Deflection -0.007 in Ratio= 10554>=241 <br /> Location of maximum on span 4.604 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 49.874 21.456 <br /> Overall MINimum 11.125 2.875 <br /> +D+H 24.515 11.143 <br /> +D+L+H 47.203 21.456 <br /> +D+Lr+H 24.515 11.143 <br /> +D+S+H 35.640 14.018 <br />