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DESIGN OF CANTILEVER RETAINING WALL PER ACI318-05
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MaterialConcrete gradeSteel gradeMaterial factorConrete densitySoil densityAngle of repose for soilCoefficient of active earth pressure ka =Coefficient of passive earth pressure ka =Safe Bearing CapacityCoeff of friction for SlidingLoadingSurcharge pressureF.S against OverturningF.S against SlidingMax. bearing pressureWall Main reinforcementHeel Top Main reinforcementToe bottom main reinforcementDesign OutputStability CalculationCheck for OverturningCheck for SlidingTotal Horizontal forceRestoring force =Factor SafetyCheck for Bearing pressureC.g of LoadeccentricityfbmaxfbminStructural DesignDesign of Stem (vertical reinforcement - inner face-(1))Thickness at bottom of the stemDiametre of the bar usedClear cover to the main barEffective depthMoment at root of the stem =Design moment Mu = 1.6.MRmzCheck for shearTotal shear at rootDesign shear stressAll. shear stressWall vertical reinforcement - Outer face (2)Diametre of the bar usedAverage eff depthMin % steelArea of steel reqdSpacing of 16 dia barDesign of Heel Slab( Top reinforcement-(3))Thickness at base slabDiametre of the bar usedClear cover to the main barEffective depthCalculation of net pressure in the heel slabCheck for shearTotal shear at face of wallDesign shear stressAll. shear stressc) Design of Toe Slab( Bottom reinforcement (4))Thickness at base slabDiametre of the bar usedClear cover to the main barEffective depthCalculation of net pressure in the toe slabCheck for shearShear at d from face of wallDesign shear stressAll. shear stresshorizontal reinforcementWall(5)Average thickness of WallMin % steel required for shrinkage & temperatureAst reqd for whole section =Above steel shall be distributed in both the facesDia of bars usedSpacing of barsBase Slab(6)Average thickness of WallMin % steel required for shrinkage & temperatureAst reqd for whole section =Above steel shall be distributed in both the facesDia of bars usedSpacing of barsd) Design of Shear KeyConsidering a factor of safety against sliding 1.5.Horizontal force reqd. to resist slidingRestoring force availableForce to be resisted by the keyAssumptioni) Shear key is exactly placed below the stem/wallii) 2/3rd of SBC on the soil to resist the shearAllowable passive pressureHence depth of the keyMoment @ the bott. Face of slabThickness of the shear key assumedDiametre of the bar usedClear cover to the maib barEffective depthDesign moment = 1.6.MStructural Details of Retaining Wall
- Submitted By:
- imaduddin (khaja)
- Submitted On:
- 25 Nov 2017
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- 264.00 Kb
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