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GD-Wido Consulting Group <br />9706 4th Ave. NE Suite 300 <br />Seattle, WA 98115 <br />Title Ravenswood Trash Enclosure Page: (1D-13 <br />Job #: Dsgnr: JR Date: 23 SEP 2019 <br />Description.... <br />8' CMU WALL <br />This Wall in File: p:\clients-structural\heartland construction (devco)\ravenswood apts\trash enclos <br />RetainPro (c) 1987-2018, Build 11.18.06.30 <br />License: KW-06056266 <br />Cantilevered Retaining Wall <br />Code: IBC 2015,ACI 318-14,AC1 530-13 <br />License To: DAVIDO CONSULTING GROUP <br />Footing Dimensions & Strengths <br />Toe Width = <br />0.67 ft <br />fc <br />= 2,500 psi <br />Heel Width = <br />1.33 <br />Fy <br />= 40,000 psi <br />Total Footing Width = <br />2.00 ft <br />Footing Concrete Density = 150.00 pcf <br />Footing Thickness = <br />12.00 in <br />Min. As % <br />= 0.0018 <br />Key Width = <br />0.00 in <br />Rebar Cover <br />@ Top = 2.00 in <br />Key Depth = <br />0.00 in <br />@ Bottom = 3.00 in <br />Key Distance from Toe = <br />0.00 ft <br />Footing Design Results <br />Toe <br />Heel <br />Factored Pressure = <br />663 <br />630 psf <br />Mu': Upward = <br />147 <br />0 ft-# <br />Mu': Downward = <br />82 <br />60 ft-# <br />Mu: Design = <br />65 <br />60 ft-# <br />Actual 1-Way Shear = <br />2.17 <br />1.00 psi <br />Allow 1-Way Shear = <br />40.00 <br />40.00 psi <br />Toe Reinforcing = <br /># 4 @ 12.00 in <br />Heel Reinforcing = <br /># 4 @ 12.00 in <br />Key Reinforcing = <br />None Spec'd <br />Other Acceptable Sizes & Spacings <br />Toe: Not req'd: Mu < phi*5"lambda*sgrt(fc)*Sm <br />Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm <br />Key: No key defined <br />Min footing T&S reinf Area 0.52 in2 <br />Min footing T&S reinf Area per fc 0.26 in2 /ft <br />If one layer of horizontal bars: If two layers of horizontal bars: <br />#4@ 9.26 in #4@ 18.52 in <br />#5@ 14.35 in #5@ 28.70 in <br />#6@ 20.37 in #6@ 40.74 in <br />Tilt <br />Horizontal Deflection at Top of Wall due to settlement of soil <br />(Deflection due to wall bending not considered) <br />Soil Spring Reaction Modulus 250.0 pci <br />Horizontal Defl @ Top of Wall (approximate only) 0.053 in <br />The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, <br />because the wall would then tend to rotate into the retained soil. <br />DCG <br />