DesignDESIGN OF RCC PIER1.0DATAC/C distance between piersL1=1800mCarriageway widthw1=9750mOverall width of deckw2=12500mWidth of crash barrierw3=0.50mHeight of crash barriera1=1.05mNumber of bearingsNB=4.00Depth of girderd1=1.55mDepth of deck slabd2=0.25mHeight of pedestalH1=0.25mHeight of bearingH2=0.078mBreadth of pedestalB1=0.80mWidth of pedestalB2=0.62mSize of pedestals=B1 x B2 x H1=0.80 x 0.62 x 0.25 mSize of bearings=B3 x B4 x H2=0.50 x 0.32 x 0.078 mDistance between girdersB5=2.65mLength of footingB6=5.50mRL at pier cap topRL1=529.377mHigh flood levelRL2=527.390mExisting ground levelRL3=523.417mRL at footing topRL4=521.620mRL at footing bottomRL5=520.420mFormation level=RL1+d1+d2+H1+H2=531.505mWidth of footingB7=9.50mStraight depth of footingH3=0.60mVarying depth of footingH4=0.60mPCC projection under footing on either sideB8=0.15mGrade of concrete=M25Grade of steel=Fe415Permissible flexural stress=8.33N/sq.mmStraight depth of pier capH5=0.60mVarying depth of pier capH6=0.60mH7=6.56mLongitudinal width of pier at baseB9=1.00mTransverse width of pier at baseB10=6.00mLongitudinal width of pier at topB11=1.90mTransverse width of pier at topB12=6.00mPier cap width in longitudinal directionB13=1.75mPier cap width in transverse directionB14=10.00mOverall height of substructure=H5 + H6 + H7=7.76mB15=1.025mB162.500mTotal support reaction on the pier=DL + SIDL + LLW1=4705.4kNPedestals volume=B1 x B2 x H1=0.124cumTotal volume of pedestals=NR x NP x 0.124=0.992cumUnit weight of concreterc=24.000kN/cumTotal weight of pedestalsW2=23.81kNTotal volume of pier cap bed block=((B14*(H5+H6)-(B16*H6*2/2))*B13=18.375cumTotal weight of pier cap bed blockW3=441.00kNTotal volume of pier=(((B9*B10)+(B11*B12))/2)*H7=57.072cumTotal weight of pierW4=1369.73kNTotal volume of footing=(((B6*B7*H4)+(B6*B7+B11*B12))/2)*H3=28.500cumTotal weight of footingW5=684.00kNTotal vertical load at top of footing=W1+W2+W3+W4=6539.94kNTotal vertical load at bottom of footing=W1+W2+W3+W4+W5=7909.66kNMoment at supports in longitudinal directionMx1=962.6kN-mMoment at supports in transverse directionMz1=1404.8kN-m

BREAKING FORCETotal vehicle load=1000kNBreaking force 20%Fh=200kNTemparature & Shrinkage force on bearingsVr=2.50kN/mmItc=4.21mmForce at each bearing=(Fh/2) + (Vr * Itc)=110.525kNTotal force for four bearings=442.1kNHeight from top of footing to top of bearingHF1=H1+H2+H5+H6+H7=8.09mHeight from bottom of footing to top of bearingHF2=H1+H2+H3+H4+H5+H6+H7=9.29mMoment at top of footingM1=3575.7048kN-mMoment at bottom of footingM2=4106.2248kN-mAt Top of Footing,Total moment in longitudinal directionMx=Mx1+M1=4538.3048kN-mTotal moment in transverse directionMz=Mz1+M1=4980.5048kN-mAt Bottom of Footing,Total moment in longitudinal directionMx=Mx1+M2=5068.8248kN-mTotal moment in transverse directionMz=Mz1+M2=6385.3048kN-mSTEEL REINFORCEMENTSStandard minimum reinforcementp1=0.80%Design trial reinforcementp2=1.50%Reinforcement coverd'=40mmConcrete grade=M25fck=25N/sq.mmSteel grade=Fe415fy=415N/sq.mmWidth of pier in transverse directionD=6000mmWidth of pier in longitudinal directionb=1000mmFrom design loads we havePu=5918kNMux=5068.8248kN-mMuy=6385.3048kN-mReinforcement percentagep=p1 * p2=1.20%p/fck=0.048Uniaxial moment capacity of the section x_x axisd'/D=0.0067From interaction diagram chart for Fe415, and for d'/D, refer for d'/D is to be used.Pu/(fck x b x D)=0.0395Mux1/fckbD2

Sheet1

Sheet2