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Page 12 of 29 <br /> 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:16 JUN 2022,11:21AM <br /> Beam on Elastic Foundation File=C:\Users\Ryan\Desktop\ROSSEN-1\2200122027 Howard Homes Lot 1_LCI1CALCS122027.ec6 <br /> ENERCALC,INC.1983-2014,Build:6.14.3.31,Ver.6.14.3.31 <br /> Lic.#:KW-06009956 Licensee:Ross Engineering Design <br /> Description: GRID 1 FOOTING <br /> CODE REFERENCES <br /> Calculations perACl 318-11, IBC 2018,ASCE 7-16 Load <br /> Combinations Used :ASCE 7-16 <br /> Material Properties <br /> fc = 2.50 ksi Phi Values Flexure: 0.90 , <br /> fr= fc1/2 7.50 = 375.0 psi Shear: 0.750 <br /> yr Density = 145.0 pcf (; = 0.850 <br /> Lt Wt Factor = 1.0 <br /> Elastic Modulus = 3,122.0 ksi <br /> Soil Subgrade Modulus = 250.0 psi I(inch deflection) <br /> Load Combination ASCE 7-10 <br /> fy-Main Rebar = 60.0 ksi Fy-Stirrups = 40.0 ksi <br /> E-Main Rebar = 3,000.0 ksi E-Stirrups =29,000.0 ksi <br /> Stirrup Bar Size# = # 3 <br /> Number of Resisting Legs Per Stirrup 2 <br /> Beam is supported on an elastic foundation. <br /> W(6).:;0) 4 )W(-6.83)E(-4.6) D(0.5)S(0.5) IW(6A?(36.163b.EX-4.6) <br /> 1.- ► 1 r <br /> 16"wx12"h <br /> Span=21.0 ft <br /> Cross Section&Reinforcing Details <br /> Rectangular Section, Width=16.0 in, Height=12.0 in <br /> Span#1 Reinforcing.... <br /> 3#4 at 3.0 in from Bottom,from 0.0 to 21.0 ft in this span 3-#4 at 2.0 in from Top,from 0.0 to 21.0 ft in this span <br /> Applied Loads Service loads entered.Load Factors will be applied for calculations. <br /> Point Load: W=6.830, E=4.60 k @ 0.50 ft <br /> Point Load: D=0.50, S=0.50, W=-6.830, E=-4.60 k @ 2.50 ft <br /> Point Load: D=0.50, S=0.50, W=6.830, E=4.60 k @ 18.50 ft <br /> Point Load: W=-6.830, E=-4.60 k @ 20.50 ft <br /> DESIGN SUMMARY Design OK <br /> Maximum Bending Stress Ratio = 0.476: 1 Maximum Deflection <br /> Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in <br /> Mu:Applied 11.199 k-ft Max Upward L+Lr+S Deflection 0.000 in <br /> Mn*Phi:Allowable 23.533 k-ft Max Downward Total Deflection 0.062 in <br /> Load Combination +1.20D+0.50L+0.50S+W+1.6 Max Upward Total Deflection -0.803 in <br /> Location of maximum on span 18.529 ft <br /> Span#where maximum occurs Span#1 <br /> Allowable=2000 psf x 1.33 <br /> Maximum Soil Pressure = 2.230 ksf at 0.00 ft =2667 psf OK <br /> Cross Section Strength&Inertia <br /> Phi*Mn (k-ft) Moment of Inertia (in^4) <br /> Cross Section Bar Layout Description Btm Tension Top Tension I gross Icr-Btm Tension Icr-Top Tension <br /> Section 1 3-#4 @ d=9",3-#4 @ d=2", 23.53 28.40 2,304.00 314.64 397.65 <br /> Shear Stirrup Requirements <br /> Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in <br />