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23 of 32 <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 />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 Phi Values Flexure: 0.90 <br />fr = fc 7.50 = 375.0 psi Shear: 0.750 <br />Density = 145.0 pcf R 1 = 0.850 <br />LtWt Facto = 1.0 <br />Elastic Modulus 3,122.0 ksi Fy - Stirrups 36.0 ksi <br />fy - Main Reba= 36.0 ksi E - Stirrups 29,000.0 ksi <br />E - Main Reba= 2 ,000.0 ksi Stirrup Bar Size # 3 <br />Nu ber of Resisting Legs Per Stirrup = 2 <br />f, EQUIV. <br />C6x8.2 = 36ksi <br />g^ <br />C6x8.2 <br />5/8"Ox4" Titen HD <br />Screw Anchor @ 18"oc <br />26" T <br />STEEL AREA EQUIV. —6" max <br />(1) 414 = 2.25in <br />C6x8.2 = 2.2n- <br />lift <br />D(3) LW S(21 D(3) L(3) S(1) <br />Loading is conservative and <br />therefore has not been reduced <br />for loads calculated on previous <br />page. m <br />3.0_ft._ 8.0-ft---- <br />a" w x 26" 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 />1414 at 13.0 in from Bottom, from 0.0 to 3.0 ft in this span <br />Span #2 Reinforcing.... <br />1414 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 <br />Maximum Bending Stress Ratio = <br />Section used for this span <br />Mu : Applied <br />Mn ` Phi: Allowable <br />Location of maximum on span <br />Span # where maximum occurs <br />Vertical Reactions <br />Load Combination <br />Overall MAXimum <br />Overall MINimum <br />+D+H <br />+D+L+H <br />+D+Lr+H <br />+D+S+H <br />0.827 : 1 <br />Maximum Deflection <br />Typical Section <br />Max Downward Transient Deflection <br />53.333 k-ft <br />Max Upward Transient Deflection <br />64.502 k-ft <br />Max Downward Total Deflection <br />Max Upward Total Deflection <br />4.604 ft <br />Span # 2 <br />Support notation : Far left is #1 <br />Support 1 Support 2 Support 3 <br />49.874 <br />21.456 <br />11.125 <br />2.875 <br />24.515 <br />11.143 <br />47.203 <br />21.456 <br />24.515 <br />11.143 <br />35.640 <br />14.018 <br />0.004 in Ratio = 23027 —361 <br />-0.002 in Ratio = 34286 —361 <br />0.012 in Ratio = 8059>=241 <br />-0.007 in Ratio = 10554 —241 <br />