inputDESIGN OF PCC ABUTMENT - OPEN FOUNDATIONFor "T beam cum slab " super structure with four beams& with footpath on both sidesName of Work: Reconstruction of BridgeALL CELLS IN RED COLOUR ARE MEANT FOR DATA INPUTExpansion gap40mmThickness of Wearing Coat75mmApproach slabRoad levelRL102.450395mmDepth of Super Structure @ Centre =Thumb ruled =22.502166mm2166mmBase width = 0.5H to 0.7H (H= road level to fdn level)q =900Depth of Super Structure @ Edges =Toe length = 0.3 x base width2030mmIn this case,96mmBase width =4225to5915mm200mmToe length =1620mm300mmBOBRL99.619Front batter may be provided If necessary30032038050Start of BatterRL99.61910003519d =22.50105.54134697361211MFLRL99.000q =99.680ka2 =0.3201000276.04433077581552Ground levelRL98.0001900Heel sideToe side50060010001200500top of fdnRL96.100280050070021001400500600700700700RL94.0001000600220016005400Pressure Developed in kN/m2MinimumMaximumno tension58.29Normal Case184.012Hence safe.Factor of safety against overturning with seismic(I) With seismic (with live load)=447.2+75.637+2.9769480519+1969.4844994+0618.1+0.000+78.94+301.3831653981=2.4993281148>1.5Hence safe.(II) With seismic (without live load)=447.2+0.000+0+1969.4844994+0618.1+104.498+0.00+281.61978125=2.4066139415>1.5Hence safe.Check for Sliding without seismic(without liveload)Total horizontal force=Act.ear.pressure+Llsurcharge+Long.force=174.15+49.47+4.380=228.0kNTotal resisting force=0.5x (DL + Self weight )=0.5x(140.625+561)=350.946kNFactor of safety against sliding=350.946227.997=1.54>1.5Hence safe.Check for Sliding with seismic(without liveload)Total horizontal force=Act.ear.pressure+Llsurcharge+Long.force+Seismic force=174.15+24.73315+4.380+50.0=253.2kNTotal resisting force=0.5x (DL + LL + Self weight )=0.5x(140.625+0+561=350.946kNFactor of safety against sliding=350.946253.221Hence safe.The section is safe against sliding=1.39>1.250Check for Stability in Span Dislodged ConditionCheck for OverturningResisting MomentDead load moment=0.00kNmLive load moment=0.00kNmVertical moment=0.00kNmSelfweight moment=1969.484kNmPassive earth pressure moment=0.00kNmTotal restraining moment=1969.484kNmOverturning momentActive earth pressure=618.062kNmLive load surcharge=0.000kNmLongitudinal moment=0.00kNmSeismic moment=0.00kNmTotal overturning moment=618.062kNmFactor of safety against overturning=1969.484kNm618.062The section is safe against overturning=3.19>1.5Check for SlidingTotal horizontal force=Act.ear.pressure+Llsurcharge+Long.forceSeismic force=174.15+0+0.00+0.00=174.2kNTotal horizontal resisting force=0.50x (DL + LL + Self weight )=0.5x(0.00+0.00+561)=280.633kNFactor of safety against sliding=280.633174.151The section is safe against sliding=1.61>1.25

&F&A&RPage &Pdesigns:Effective spandesigns:0.42 + 0.025 (25 mm projection in Bed block)

SEISMICCALCULATION OF SEISMIC FORCESah=Horizontal seismic coefficient=(z/2) (Sa/g)(R/I)z=Zone factorfor zone2=0.1I=Importance factor=1.2R=Response reduction factor=1Sa/g=Average response acceleration coefficient=2.5=(0.1/2)x2.5=0.15(1/1.2)av=Vertical seismic coefficient=0 for zone2 & 3AT SILL LEVEL1. Self weightNo.L x B x unit weightWt/mLeverMoment About Heelarm10.3x2.537x2519.05.0996.80221.03x0.30x257.73.6728.20530.5x0.28x1.619x224.92.4411.99440.3x1.62x2210.72.7128.95250.7x1.62x2224.92.7167.55560.5x0.55x1.619x229.82.4423.98370.50x0.28x1.619184.02.9811.98480.28x2.83x1814.13.3246.63890.82x4.45x1866.04.13272.245Total161588.400Horizontal force=161.2x0.15=24.18KnHorizontal moment=588.4x0.15=88.26KnmStress at Toe=+67.546kN/m2Stress at Heel=-67.546kN/m22.DeadloadTotal Dead load from Superstructure=4950.000kNSeismic coefficientah=0.150Seismic force F'=4950x0.15=742.5KNF1=742.5/2=371.25kNSeismic force perRM=371.25/14.4=25.781KN/mEccentricity of the above force e=2.166+0.0752=1.1205mfrom top of bearing.Moment due to seismic force F'=831.97125KN-mat bearing levelChange in vertical reaction=831.97125/21=39.62kNat one supportChange in reaction per RM=39.62/14.4=2.75KN/MMoment at sill level=25.781x4.109=105.93515625KN-mStress at Toe=+81.073kN/m2Stress at Heel=-81.073kN/m2b) Change in vertical reaction of DeadloadChange in reaction per RM=2.7513888889kNe=0.18M=0.49525KN-mStress=P/A + or - M/Z=2.7513888889+0.495252.801.3066666667Stress at heel=1.361656746kN/m2Stress at toe=0.6036210317kN/m23.Stress due to live loadMaximum Live load coming over the span=1000.000KNSeismic force F' per span=1000x0.15=150.0kNSeismic force F' per support=150/2=75.000KNlever arm for seismic force from bearing level=2.166+0.075+1.2=1.7205m2Moment due to seismic force( at bearing level)=129.038KN-mSeismic force at bearing level=75.000kNMoment due to seismic force( at sill level)=308.175KN-mMoment due to seismic at sill level/RM=308.175000000001/14.4=21.401KN-mStress at Toe=+16.378kN/m2Stress at Heel=-16.378kN/m2With live load on spanTotal stress=67.546+81.073+1.362+0.5x16.378=158.169656746kN/m2Without live load on spanTotal stress=67.546+81.073+1.362=149.980656746kN/m2AT FOUNDATION LEVEL1. Self weightNo.L x B x unit weightWt/mLeverMom. About B.O.Farm10.3x2.537x2519.07.19136.76021.03x0.30x257.75.76944.34930.5x0.28x1.619x224.94.8123.66240.3x1.619x2210.74.8151.39150.7x1.62x2224.94.81119.91360.5x0.55x1.619x229.84.5444.62870.5x0.28x1.619184.05.0820.43080.3x2.83x1814.14.9469.54190.82x4.451866.04.54299.613Total161810.290Horizontal force=161.167x0.15=24.17505KnHorizontal moment=810.29x0.15=121.544KnmStress at Toe=+121.544/4.86=25.009kN/m2Stress at Heel=-=25.009kN/m22.DeadloadTotal Dead load from Superstructure=4950.000Seismic coefficientah=0.150Seismic force F'=4950x0.15=742.5kNF1=742.5/2=371.25kNper supportSeismic force perRM=371.25/14.4=25.781kN/mEccentricity of the above force e=2.166+0.0752=1.1205mfrom top of bearing.Moment due to seismic force F'=831.97125kN-mChange in reaction=831.97125/21=39.62kNChange in reaction per RM=39.62/14.4=2.7513888889kN/mMoment at foundation level=25.78x (6.209 )=160.08kN-mStress at Toe=+32.94kN/m2Stress at Heel=-32.94kN/m2b) Change in vertical reaction of DeadloadChange in reaction per RM=2.751kNe=1.3066666667mM=3.595kN-mStress=P/A + or - M/Z=2.7513888889+3.59514814815.404.86Stress at heel=1.2492588782kN/m2Stress at toe=-0.2302259564kN/m23.Stress due to live loadMaximum Live load coming over the span=1000.000kNSeismic force per span=150.000kNSeismic force F'=1000x0.15/ 2 x 14.4=5.2kN/mper supportMoment due to seismic at foundation level=5.208x(4.109+2.09999999999999)=32.336KN-mStress at Toe=+6.654kN/m2Stress at Heel=-6.654kN/m2With live load conditionTotal seismic moment=121.544+160.076+3.595+0.5x32.336=301.3831653981KN-MTotal horizontal force=24.175+25.781++0.5x5.208=52.5603KNWithout live load conditionTotal seismic moment=121.544+160.076+3.595=281.62kN-mTotal horizontal force=24.175+25.781=49.956kN-mWith live loadTotal stress=25.009+32.937+0.5x6.654=61.04kN/m2Without live loadTotal stress=25.009+32.937=57.946kN/m2

&F&A&RPage &PRefer Cl 219.5.1.1/ IRC -6_2010shirley: for PCC as per table 8- IRC 6_2010shirley: as per table 6-IRC 6-2010Refer Cl 219.5 IRC 6_2010