3PC-450 DIADESIGN OF 3-PILE CAPPILE CAP ID:PC-1DATAGrade of concretefck=30N/mm2Grade of Steelfy=415N/mm2Safe load Carrying Capacity of450mm dia pile=200kNAxial load from analysisP=585kNMoment at column Base (about x-x axis)Mx=2kNmMoment at column Base (about z-z axis)Mz=2kNmHorizontal shear at X-X axisFx=2kNHorizontal shear at Z-Z axisFz=2kNNo. of piles=3NosDia of pilehp=450mmColumn sizeBc=300mmDc=450mmClear cover=75mmProjection from the Piletp=150mm750areaIxx1425000375534375000mm5750001083.3333333333622916666.666667ZiXi75000012509375000001750100027500002094791666.66667Dc761.7424242424Bc75011501900mmPILE CAP SIZE:2.5depth of soilMinimum Spacing of pile required(2.5*hp)L=1125mm18unit wt of soilSpacing of pile providedL=1150mm1350Depth of pile capD=550mmClear cover=75mmEffective depth of pile cap d=469mmBase length of the pile cap=1900mmVertical Spacing between pilesLv=L3/2=1000mm1450Height of the pile cap=1750mmPlan area=2.75m2Self weight of pile capP1=38kNsoil weight above the pile capP2=45kNLOADS ON PILE CAPLoad on each each pileW=1/3(P+P1+P2)W=222.60kNLOAD CALCULATION ABOUT X-XMoment at the bottom of pile cap about XX directionMx=2kNmHorizontal shear at pile cap levelFz=2kNMoment at the bottom of pile cap due to horizontal shearMx=1.1kNmTotal moment at the bottom of pile cap=3.1kNmVertical reaction on each pile due to Mx =Mx/SzP3x=2.70kNLOAD CALCULATION ABOUT Z-ZMoment at the bottom of pile cap about ZZ directionMz=2kNmHorizontal shear at pile cap levelFx=2kNMoment at the bottom of pile cap due to horizontal shearMz=1.1kNmTotal moment at the bottom of pile cap=3.10kNmVertical reaction on each pile due to Mz =Mx/SxP3z=3.10kNTotal load on each pile due to moments(P3x+P3Z)P4=5.80kNCHECK FOR COMPRESSION CAPACITYUnfact max Compression load on each pile Wc=WWc=228.400kNCompression load capacity of pile=200kNFactored maximum load on each pileWfac=342.600kNHenceunsafein compressionDESIGN OF PILE CAPFactored LoadWu=1.5x(W+P4)Wu=342.60kNBending moment in ZZ Muz =Wu x(2/3)xLv-Dc/2Muz=151.31kNEffective depth requireddreq=161.722mmEffective depth Provideddpro=469Hence Depth providedokAST CALCULATION ABOUT X-X DIRECTION:Muz/bd2=0.47Percentage of steel required=0.141%Minimum percentage of steel0.12%=816.06mm2Area of steel required=958.8705mm2Dia of bar=12mmSpacing required=171mmProvided Spacing=100mmPercentage of steel provided=0.24%Hence area of steel Provided=1639.08mmProvide12mm diabars at100mm C/C along bottom in ZZAST CALCULATION ABOUT Z-Z DIRECTION:Bending moment in XX Mu=Wu X L/2=197kNMuz/bd2=0.62Percentage of steel required=0.18%Area of steel required=1224.09mm2Dia of bar=12mmSpacing required=134mmProvided Spacing=100mmPercentage of steel provided=0.24%Hence area of steel Provided=1639.1mm2Provide12mm diabars at100mm C/C along bottom in XXTOP STEEL IN BOTH DIRECTIONS:Ast required (Minimum 0.12%)=816.06mm2Dia of bars provided=12mmSpacing of reinforcement required=201mmSpacing of reinforcement Provided=150mmPercentage of steel provided=0.16%Hence area of steel Provided=565.2mm2Provide12mm diabars at150mm spacing -Top Both directionHORIZONTAL STEEL:Ast required(20% of max ast provided)=327.82mm2Dia of bars provided=12mmSpacing of reinforcement required=500mmSpacing of reinforcement Provided=175mmProvide12mm diabars at175mm spacing as horizontal reinforcementCHECK FOR PUNCHING SHEARColumn loadVuc=585kNPerimeter length=3376mmshear area=Perimeter*depth=1.583344m2ks1.1666666667Punching shear stress due to column load Lv=1.5*Vuc/shear area=0.554N/mm20.6666666667Permissible shear stress ks.cz1.369N/mm21.1666666667HencesafeCHECK FOR ONE WAY SHEAR -CL 34.2.4 1a-IS456-2000One way shear to be checked at distance d from face of the column11.43781094531.4790199458Effective depth of the footing d183.5664335664i)Distance from centre of column to centre pileii)Column sizebc=Dc=14Sum of effective depth 'd' and 0.5times column size2814The shear section falls beyond the pile centre0.0024723247284550

3PC-500DIADESIGN OF 3-PILE CAPPILE CAP ID:PC-1DATAGrade of concretefck=30N/mm2Grade of Steelfy=415N/mm2Safe load Carrying Capacity of500mm dia pile=250kNAxial load from analysisP=740kNMoment at column Base (about x-x axis)Mx=2kNmMoment at column Base (about z-z axis)Mz=2kNmHorizontal shear at X-X axisFx=2kNHorizontal shear at Z-Z axisFz=2kNNo. of piles=3NosDia of pilehp=500mmColumn sizeBc=300mmDc=450mmClear cover=60mmProjection from the Piletp=150mm800areaIxx1600000400640000000mm6240001146.6666666667715520000ZiXi832000132010982400001840104030560002453760000Dc802.9319371728Bc80012002000mmPILE CAP SIZE:2.5depth of soilMinimum Spacing of pile required(2.5*hp)L=1250mm18unit wt of soilSpacing of pile providedL=1200mm1500Depth of pile capD=550mmClear cover=60mmEffective depth of pile cap d=484mmBase length of the pile cap=2000mmVertical Spacing between pilesLv=L3/2=1040mm1540Height of the pile cap=1840mmPlan area=3.06m2Self weight of pile capP1=42kNsoil weight above the pile capP2=45kNLOADS ON PILE CAPLoad on each each pileW=1/3(P+P1+P2)W=275.67kNLOAD CALCULATION ABOUT X-XMoment at the bottom of pile cap about XX directionMx=2kNmHorizontal shear at pile cap levelFz=2kNMoment at the bottom of pile cap due to horizontal shearMx=1.1kNmTotal moment at the bottom of pile cap=3.1kNmVertical reaction on each pile due to Mx =Mx/SzP3x=2.58kNLOAD CALCULATION ABOUT Z-ZMoment at the bottom of pile cap about ZZ directionMz=2kNmHorizontal shear at pile cap levelFx=2kNMoment at the bottom of pile cap due to horizontal shearMz=1.1kNmTotal moment at the bottom of pile cap=3.10kNmVertical reaction on each pile due to Mz =Mx/SxP3z=2.98kNTotal load on each pile due to moments(P3x+P3Z)P4=5.56kNCHECK FOR COMPRESSION CAPACITYUnfact max Compression load on each pile Wc=WWc=281.237kNCompression load capacity of pile=250kNFactored maximum load on each pileWfac=421.856kNHenceunsafein compressionDESIGN OF PILE CAPFactored LoadWu=1.5x(W+P4)Wu=421.86kNBending moment in ZZ Muz =Wu x(2/3)xLv-Dc/2Muz=197.57kNEffective depth requireddreq=179.313mmEffective depth Provideddpro=484Hence Depth providedokAST CALCULATION ABOUT X-X DIRECTION:Muz/bd2=0.55Percentage of steel required=0.161%Minimum percentage of steel0.12%=894.432mm2Area of steel required=1200.0296mm2Dia of bar=12mmSpacing required=145mmProvided Spacing=100mmPercentage of steel provided=0.23%Hence area of steel Provided=1740.816mmProvide12mm diabars at100mm C/C along bottom in ZZAST CALCULATION ABOUT Z-Z DIRECTION:Bending moment in XX Mu=Wu X L/2=253kNMuz/bd2=0.70Percentage of steel required=0.2%Area of steel required=1490.72mm2Dia of bar=12mmSpacing required=117mmProvided Spacing=100mmPercentage of steel provided=0.23%Hence area of steel Provided=1740.8mm2Provide12mm diabars at100mm C/C along bottom in XXTOP STEEL IN BOTH DIRECTIONS:Ast required (Minimum 0.12%)=894.432mm2Dia of bars provided=12mmSpacing of reinforcement required=195mmSpacing of reinforcement Provided=150mmPercentage of steel provided=0.16%Hence area of steel Provided=602.88mm2Provide12mm diabars at150mm spacing -Top Both directionHORIZONTAL STEEL:Ast required(20% of max ast provided)=348.16mm2Dia of bars provided=10mmSpacing of reinforcement required=347mmSpacing of reinforcement Provided=150mmProvide10mm diabars at150mm spacing as horizontal reinforcementCHECK FOR PUNCHING SHEARColumn loadVuc=740kNPerimeter length=3436mmshear area=Perimeter*depth=1.663024m2ks1.1666666667Punching shear stress due to column load Lv=1.5*Vuc/shear area=0.667N/mm20.6666666667Permissible shear stress ks.cz1.369N/mm21.1666666667HencesafeCHECK FOR ONE WAY SHEAR -CL 34.2.4 1a-IS456-2000One way shear to be checked at distance d from face of the column11.43781094531.4790199458Effective depth of the footing d183.5664335664i)Distance from centre of column to centre pileii)Column sizebc=Dc=14Sum of effective depth 'd' and 0.5times column size2814The shear section falls beyond the pile centre0.0024723247284550

3PC-600DIADESIGN OF 3-PILE CAPPILE CAP ID:PC-1DATAGrade of concretefck=30N/mm2Grade of Steelfy=415N/mm2Safe load Carrying Capacity of600mm dia pile=300kNAxial load from analysisP=880kNMoment at column Base (about x-x axis)Mx=2kNmMoment at column Base (about z-z axis)Mz=2kNmHorizontal shear at X-X axisFx=2kNHorizontal shear at Z-Z axisFz=2kNNo. of piles=3NosDia of pilehp=600mmColumn sizeBc=300mmDc=450mmClear cover=75mmProjection from the Piletp=150mm900areaIxx2160000450972000000mm9750001333.33333333331300000000ZiXi1170000155018135000002200130043050004085500000Dc949.012775842Bc90015002400mmPILE CAP SIZE:2.5depth of soilMinimum Spacing of pile required(2.5*hp)L=1500mm18unit wt of soilSpacing of pile providedL=1500mm1800Depth of pile capD=600mmClear cover=75mmEffective depth of pile cap d=517mmBase length of the pile cap=2400mmVertical Spacing between pilesLv=L3/2=1300mm1900Height of the pile cap=2200mmPlan area=4.31m2Self weight of pile capP1=65kNsoil weight above the pile capP2=45kNLOADS ON PILE CAPLoad on each each pileW=1/3(P+P1+P2)W=329.86kNLOAD CALCULATION ABOUT X-XMoment at the bottom of pile cap about XX directionMx=2kNmHorizontal shear at pile cap levelFz=2kNMoment at the bottom of pile cap due to horizontal shearMx=1.2kNmTotal moment at the bottom of pile cap=3.2kNmVertical reaction on each pile due to Mx =Mx/SzP3x=2.13kNLOAD CALCULATION ABOUT Z-ZMoment at the bottom of pile cap about ZZ directionMz=2kNmHorizontal shear at pile cap levelFx=2kNMoment at the bottom of pile cap due to horizontal shearMz=1.2kNmTotal moment at the bottom of pile cap=3.20kNmVertical reaction on each pile due to Mz =Mx/SxP3z=2.46kNTotal load on each pile due to moments(P3x+P3Z)P4=4.59kNCHECK FOR COMPRESSION CAPACITYUnfact max Compression load on each pile Wc=WWc=334.453kNCompression load capacity of pile=300kNFactored maximum load on each pileWfac=501.680kNHenceunsafein compressionDESIGN OF PILE CAPFactored LoadWu=1.5x(W+P4)Wu=501.68kNBending moment in ZZ Muz =Wu x(2/3)xLv-Dc/2Muz=321.91kNEffective depth requireddreq=206.065mmEffective depth Provideddpro=517Hence Depth providedokAST CALCULATION ABOUT X-X DIRECTION:Muz/bd2=0.63Percentage of steel required=0.175%Minimum percentage of steel0.12%=1178.76mm2Area of steel required=1719.025mm2Dia of bar=16mmSpacing required=222mmProvided Spacing=150mmPercentage of steel provided=0.26%Hence area of steel Provided=2545.4933333333mmProvide16mm diabars at150mm C/C along bottom in ZZAST CALCULATION ABOUT Z-Z DIRECTION:Bending moment in XX Mu=Wu X L/2=376kNMuz/bd2=0.74Percentage of steel required=0.214%Area of steel required=2102.122mm2Dia of bar=16mmSpacing required=182mmProvided Spacing=150mmPercentage of steel provided=0.26%Hence area of steel Provided=2545.5mm2Provide16mm diabars at150mm C/C along bottom in XXTOP STEEL IN BOTH DIRECTIONS:Ast required (Minimum 0.12%)=1178.76mm2Dia of bars provided=16mmSpacing of reinforcement required=324mmSpacing of reinforcement Provided=175mmPercentage of steel provided=0.22%Hence area of steel Provided=1033.5085714286mm2Provide16mm diabars at175mm spacing -Top Both directionHORIZONTAL STEEL:Ast required(20% of max ast provided)=509.10mm2Dia of bars provided=12mmSpacing of reinforcement required=422mmSpacing of reinforcement Provided=175mmProvide12mm diabars at175mm spacing as horizontal reinforcementCHECK FOR PUNCHING SHEARColumn loadVuc=880kNPerimeter length=3568mmshear area=Perimeter*depth=1.844656m2ks1.1666666667Punching shear stress due to column load Lv=1.5*Vuc/shear area=0.716N/mm20.6666666667Permissible shear stress ks.cz1.369N/mm21.1666666667HencesafeCHECK FOR ONE WAY SHEAR -CL 34.2.4 1a-IS456-2000One way shear to be checked at distance d from face of the column11.43781094531.4790199458Effective depth of the footing d183.5664335664i)Distance from centre of column to centre pileii)Column sizebc=Dc=14Sum of effective depth 'd' and 0.5times column size2814The shear section falls beyond the pile centre0.0024723247284550