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Title lock 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:9 JUN 2017,5:21PM <br /> Cantilevered RetainingWall <br /> File=c:\Users\Owner\DesktopIProjects\2017\new\ret-wall.ec6 <br /> ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 <br /> Lic.#:KW-06003603 Licensee:REED&ASSOCIATES <br /> Description: 3'-6' <br /> Criteria Soil Data Calculations per ACI 318-14, ACI 530.11,IBC 2015, <br /> Retained Height = 3.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2016,ASCE 7.10 <br /> Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method <br /> Slope Behind Wall = 0.00:1 Heel Active Pressure = 35.0 psf/ft <br /> Height of Soil over Toe = 0.00 in Toe Active Pressure = 30.0 psf/ft <br /> Water height over heel = 0.0'ft Passive Pressure = 200.0 psf/ft <br /> Vertical component of active Soil Density,Heel = 110.00 pcf <br /> Lateral soil pressure options: Soil Density,Toe = 110.00 pcf <br /> NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 <br /> NOT USED for Sliding Resistance. <br /> NOT USED for Overturning Resistance. Soil height to ignore <br /> for passive pressure = <br /> 12.00 in <br /> Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load <br /> Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 0.0 lbs <br /> Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft <br /> Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in <br /> Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft <br /> Axial Load Applied to Stem Footing Type Line Load <br /> Axial Dead Load = 400.0 lbs BaseatBack of Wall <br /> l ll Soil = 0.0 ft <br /> Axial Live Load = 650.0 lbs Wind on Exposed Stem = 0.0 psf at of Wall <br /> Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 <br /> Design Summary Stem Construction Top Stem 2nd 3rd <br /> Stem OK Stem OK Stem OK <br /> Wall Stability Ratios Design Height Above Ftg ft= 5.33 3.33 0.00 <br /> Overturning = 2.16 OK Wall Material Above"Ht" = Concrete Concrete Concrete <br /> Sliding = 1.28 OK Thickness in= 8.00 8.00 8.00 <br /> Slab Resists All Sliding! Rebar Size = # 5 # 5 # 4 <br /> Total Bearing Load = 1,747 lbs Rebar Spacing in= 32.00 16.00 18.00 <br /> ...resultant ecc. = 1.72 in Rebar Placed at = Edge Edge Edge <br /> Design Data <br /> Soil Pressure @ Toe = 1,831 psf OK fb/FB+fa/Fa 0.000 0.000 0.163 <br /> Soil Pressure @ Heel = 498 psf OK Total Force @ Section lbs= 0.0 0.8 343.0 <br /> Allowable = 2,000 psf Moment....Actual ft-I= 0.0 0.0 400.2 <br /> Soil Pressure Less Than Allowable <br /> ACI Factored @ Toe = 2,470 psf Moment Allowable ft-I= 3,147.1 6,114.9 2,458.0 <br /> ACI Factored @ Heel = 672 psf Shear Actual psi= 0.0 0.0 4.6 <br /> Footing Shear @ Toe = 1.5 psi OK Shear Allowable psi= 67.1 67.1 75.0 <br /> Footing Shear @ Heel = 2.6 psi OK Wall Weight psf= 100.0 100.0 100.0 <br /> Allowable = 75.0 psi Rebar Depth 'd' in= 6.19 6.19 6.25 <br /> Sliding Calcs Slab Resists All Sliding! Lap splice if above in= 12.00 12.00 12.00 <br /> Lateral Sliding Force 307.7 lbs Lap splice if below in= 12.00 12.00 6.00 <br /> Hook embed into footing in= 12.00 12.00 6.00 <br /> Concrete Data <br /> f'c psi= 2,000.0 2,000.0 2,500.0 <br /> Fy psi= 60,000.0 60,000.0 40,000.0 <br /> Load Factors <br /> Dead Load 1.200 <br /> Live Load 1.600 <br /> Earth,H 1.600 <br /> Wind,W 1.600 <br /> Seismic,E 1.000 <br /> r' <br /> 1 <br />