INDEXCONTENTSSr. No.DescriptionPage No.1Input / Output Document42Introduction53Reference Documents54Design Philosophy5 to 65Pilecap Design For 45PC17 & 86Pilecap Design For 45PC29 & 107Pilecap Design For 45PC311 to 148Pilecap Design For 45PC415 to 179Pilecap Design For 45PC518 to 2010Pilecap Design For 45PC621 to 2311Pilecap Design For 45PC824 to 2612Pilecap Design For 50PC127 & 2813Pilecap Design For 50PC229 & 3014Pilecap Design For 50PC331 to 3415Pilecap Design For 50PC435 to 3716Pilecap Design For 50PC538 to 4017Pilecap Design For 50PC641 to 4318Pilecap Design For 50PC844 to 46Annexure-I Standard Pilecap Details for 450 Dia. Pile47Annexure-I Standard Pilecap Details for 500 Dia. Pile481DESIGN OF STANDARD PILECAP FOR PILE DIA. 450 & 500 mmInput Documents :Document No.1)Design Basis -Pile10118-PEIN02-000-6101-X0122)Grade Of Concrete M25IS456: 2000Output Documents :Document No.1)Standard Pilecap Details450 Dia. Pile10118-PEIN02-000-6102-L0532)Standard Pilecaps Layout and Detail500 Dia. Pile10118-PEIN02-000-6102-L054

Indian Oil Corporation Ltd, HaldiaMSQ UpgradationDesign Calculation forStandard Pilecaps10118RBS10118-PEIN02-000-6102-A01111/ 03/04..VDB.19/ 03/04.Indian Oil Corporation Ltd, HaldiaMSQ UpgradationDesign Calculation forStandard Pilecaps10118RBS10118-PEIN02-000-6102-A01111/ 03/04.VDB.19/ 03/04.Kvaerner PowergasCLIENT:PROJECT:SUBJECT:JOB NOREV3210PREPD. BYCALCULATION NUMBERDATECHKD BYDATEEQPT. NO.SHOFC940001 R11 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50Kvaerner PowergasCLIENT:PROJECT:SUBJECT:JOB NOREV3210PREPD. BYCALCULATION NUMBERDATECHKD BYDATEEQPT. NO.SHOFC940001 R11 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

General1Introduction :This document covers R.C. design of Standard Pile-caps for 1 pile, 2 piles, 3 piles,4 piles, 5 Piles & 6 PilesThe R.C. design conforms to IS456-2000. Some Clauses from BS8110 are referred and used whereverIS clauses are not too clear.2Reference Documents :1)IS 456-2000:Plain and Reinforced Concrete Code of Practice ( Limit State Method)2)SP 16:Design Aids for Reinforced Concrete to IS 4563)IS 1786-1985:Specification for High Strength Deformed Steel Bars and Wires for ConcreteReinforcement4)BS8110:Structural Use of Concrete, Part 1: Code of Practice for design and construction.Part 1: 19973Design Philosophy :Refer sketches furnished at the end of respective calculations for dimensional details of standard pile-caps.For description of symbols refer "Design Parameters" furnished at the start of each calculation.The Standard pile-caps are designed for the full Compression,Tension and Shear capacities of pile.Following three checks are carried out in design of pile-caps.A.Check for Punching Shear:( For Factored Load)This check is carried out for pile caps having more than 2 piles where 2 way action of pilecap exists.The critical section for punching shear shall be at a distance of Dteff/2 from the face ofClause 31.6 .IS456pedestal (while considering punching of pedestal into pilecap)Actual Shear stress = Tv =Shear force at that section / (Dteff*Shear perimeter)Actual Shear stress shall not exceed Permissible shear stress ( ks x Tc )WhereTc = 0.25 x Sqrt( fck)Clause 31.6.3 .IS456ks = (0.5 + bc) but not greater than 1bc = ratio of short side to long side of the pedestal.If Tv < ks x Tc. No shear reinforcement is required for punching shear..The pilecap depth is to be adjusted such that Tv is always less than ksTc.B.Check for Bending:( For Factored Load)The critical section for bending shall be at the face of Pedestal. Bending momentClause34.2.3.2 ..IS456(Mxx and Mzz) is calculated at the face of pedestal. For calculating the bottomreinforcement, bending moment due to the full Compression (for Conservative results)capacity of piles is calculated about the pedestal face in each direction and Bending momentdue to the selfweight of pilecap is deducted from it. (Soil Wt. & Surcharge pressure ignoredwhile calculating the bending moment for Conservative results.)B.Check for Bending:continuedThe calculated bottom reinforcement is compared with Ast min and the greater of them isClause 26.3.3 Table 15 ..IS456provided. The horizontal distance between main bars shall not be more than 180mm.Ast min = 0.2% B x Dteff (Minimum Beam reinforcement ...for pilecaps with 2 pile and 3 piles as these pilecaps predominintaly behave as beams.)Clause26.5.1.1 ....IS456Ast min = 0.12% B x Dt (Minimum slab reinforcement.for pilecaps with 4 pile and above as these pilecaps predominantly behave like flat slab)Clause26.5.2.1 ....IS456For calculating the top reinforcement, bending moment due to the full tension capacity ofpiles, the selfweight of pilecap, soil weight and Surcharge weight is calculated about thepedestal face in each direction .The calculated top reinforcement is compared with 50% of Ast min and the greater of themis provided. (The minimum steel at Top is meant only for temperature and shrinkage crackcontrol. For temperature and shrinkage control Astmin is the total minimum reinforcementfor that section and hence only 50% Astmin is considered for top steel.)Ast min =0.5 x 0.2% B x Dteff (Minimum Beam reinforcement ...for pilecaps with 2 pile and 3 piles as these pilecaps predominintaly behave as beams.)Ast min = 0.5 x 0.12% B x Dt (Minimum slab reinforcement.for pilecaps with 4 pile and above as these pilecaps predominantly behave like flat slab)C.Check for One way shear:( For Facotred Load)The critical section for one-way shear shall be at a distance of Dteff from the face ofClause 34.2.4.1 .IS456the pedestal for maximum Compression load condition.The critical section for shear is at face of pedestal for maximum tension load condition.Design Shear strength of concrete 'Tc' shall be calculated based on %tension steel.Table 19IS456Actual Shear stress =Tv=Shear force at that section / (Dteff*Pilecap Width)The enhancement of shear strength shall be taken into account in the design of sectionsClause 40.5 .IS456near support by increasing design shear strength of concrete to 2Dteff x Tc / avav is the distance from the face of pedestal to the critical section = Dteff / 2(The Clause for "Enhanced shear strength of sections close to support" is a new additionClause 3.11.4.4 BS8110to IS456..2000. It has been based on and is in conformance to BS8110. The clause inBritish code( cl no 3.11.4.3 to 3.11.4.5) is referred here as it clearly defines "av" to beconsidered for Pile-caps.)Minimum shear reinforcement is not required in pile caps where Tv < TcClause 3.11.4.4 BS8110(enhanced if appropriate)D.Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Clause 3.12.5.4 BS8110Width of pilecap prone to shrinkage & temperature cracks assumed=500 mm

RILKG-D6Design Calculation forWarehouse no 1 & 2 pilecap2090/1419SPKNCIC-8002-0028/08/06.AVD.28/08/06.RILKG-D6Design Calculation forWarehouse no 1 & 2 pilecap2090/1419SPKNCIC-8002-0028/08/06.AVD.28/08/06.Aker Kvaerner PowergasCLIENT:PROJECT:SUBJECT:JOB NOREV3210PREPD. BYCALCULATION NUMBERDATECHKD BYDATEEQPT. NO.SHOFC940001 R31 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50Aker Kvaerner PowergasCLIENT:PROJECT:SUBJECT:JOB NOREV3210PREPD. BYCALCULATION NUMBERDATECHKD BYDATEEQPT. NO.SHOFC940001 R31 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50

IPC11R.C. Design of Pile Cap IPC11) Pile and Pilecap Data:2) Design Parameters:Diameter/size of Pile = d =350mmAssumed Pedestal Length = ' l2 ' =500mmCapacity of Pile :Assumed Pedestal Width = ' b2 ' =500mmAxial Compression = C =1040kNDepth of pilecap top = h=(FGL- TOC ) =1.2mAxial Tension = T =350kNDensity of Soil = gd =18kN/m3Shear = S =68kNGrade of Concrete = fck =35N/mm2Thickness of Pile cap = Dt =800mmGrade of Steel = fy =415N/mm2Spacing of Piles in Group = nd =5.71428x ' d'Surcharge intensity = sr =10kN/m2c/c distance between piles =1.999998mClear Cover to Pilecap ReinforcementDist. bet edge of pile & pilecap = E =250mmBottom Cover d'b =75mmLength of Pile Cap = L =1.0mTop Cover d't =50mmBreadth of Pile Cap = B =1.0mSide Cover d's =50mm3) Check for Punching Shear :This check is not applicable for Pilecap with 1 pile as the pedestal and pile are concentric and co-axial.4) Check For Bending :Pile cap for single pile does not undergo bending as the pedestal and pile is concentric.The pilecap needs to be checked for axial compression and axial tension. The magnitude of compressionand tension equal to the Pile capacities.a) Check for Axial compresssion :Maximum Compressive force =1560kNArea of cross-section of pilecap = A = L x B =1000x1000=1000000mm2Area of concrete Ac = A - Asc =997587mm2Axial load carrying capacity of concrete (ignore reinforcement) Pu = 0.4 fck Ac =13966kN>1560kNSafeAs the Concrete strength without any longitudinal reinforcement is more than the maximum compressive force provide nominal longitudinal reinforcement not less than 0.15 of cross-sectional area..... Clause 26.5.3.1 h ...IS456.Astmin required =1500mm2ProvideT16@6Nos. top & bottom both waysAst provided =2412.7488mm2b) Check for Axial tension :Maximum Tensile force =525kNTension carrying capacity of reinforcement alone = 0.87 fy Ast =871kN>525kNProvided reinforcement Sufficient5) Check for One Way Shear :This check is not applicable for Pilecap with 1 pile as the pedestal and pile is concentric.6) Side Face Reinforcement:0Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each facea. Parallel to X axis Ast on E/F =350.5mm2Provide4Nos - T12226.5c/cb. Parallel to Z axis Ast on E/F =350.5mm2Provide4Nos - T12226.5c/cAstprovi. on E/F=452.3904mm2 Tv SafeTc enhanced > Tv ... Hence Provide nominal shear reinforcementVus=0.00kNAsvreq=0.00mm2Asvmin required=221.58mm2Shear reinforcement Provided T122legged stirrups @200c/cAst(prov) =226.08mm2O.Kb) For Maximum Tensile loadThe critical section for Shear (Parallel to X axis) is at the face of pedestalShear Force=603.5kN% Steel =0.18Tc =0.318N/mm2Tv =0.660N/mm2Tcmax > Tv SafeVus=312.90kNAsvreq=189.43mm2Asvmin provided =221.58mm2Provided Shear Reinforcement OKProvide T122legged stirrups @200c/cAst(prov) =226.08mm2OK6) Side Face Reinforcement:0Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each facea. Parallel to X axis Ast on E/F =457.5mm2Provide5Nos - T12215.5c/cb. Parallel to Z axis Ast on E/F =457.5mm2Provide5Nos - T12215.5c/cAstprovi. on E/F=565.488mm2 Tv SafeTv =1.975N/mm2As Tc enhanced > Tv ,Vus =0.0kNAsvreq =0.00mm2Asvmin =144.02mm2Shear reinforcement is not requiredProvide T102legged stirrups @200c/cii) Shear Section Parallel to X axisshear plane location0.956m from centre ,Shear Force(1)=1560.0kNav =0.45625m from pedestal faceShear Force(2)=0.00kN% Steel =0.443Tc =0.478N/mm2Enhanced Shear stress =2*Dteff * Tc /av =1.910N/mm2Tv =2.011N/mm2As Tc enhanced < Tv ,Vus=78.19kNAsvreq=47.47mm2Asvreq=144.02mm2Shear reinforcementProvide T102legged stirrups @200c/cb) For Maximum Tensile loadBeff. Rev.=850mmi). Shear Section Parallel to Z axisDteff. =942mmThe critical section for Shear (Parallel to Z axis) is at the face of pedestal( dt'=50)Shear Force=525.0kN% Steel =0.18Tc =0.318N/mm2Tv =0.656N/mm2Tcmax > Tv SafeVus=270.7kNAsvreq=164.32mm2Asvmin =144.02mm2Shear reinforcementReqiured T122legged stirrups @200c/cProvided T122legged stirrups @200c/cii). Shear Section Parallel to X axisThe critical section for Shear (Parallel to X axis) is at the face of pedestalShear Force 1 =525.0kNShear Force 2 =1050.0kNNote-Refer in attached Figure Pedestal resting Partialy on along X direction Beam thereforeignore Shear Force 2% Steel =0.18Tc =0.322N/mm2Tv =1.354N/mm2Tcmax > Tv SafeVus=278.6kNAsvreq=169.15mm2Asvmin =144.02mm2`Shear reinforcementRequired T122legged stirrups @200c/cProvided T122legged stirrups @200c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F =0.1% of ( beff x Overall depth)=500mm2RequiredT12226.1952c / cProvide5T12(218.75c/c)Ast provided on E/F=565mm2 Tv SafeTv =1.171N/mm2As Tc enhanced > Tv ,Vus =0.0kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cb. Shear Section Parallel to X axisshear plane location0.958m from centre ,Shear Force=1938.8kNav =0.4575m from pedestal face% Steel =0.241Tc =0.366N/mm2Enhanced Shear stress =2*Dteff * Tc /av =1.464N/mm2Tv =0.743N/mm2As Tc enhanced > Tv ,Vus=0.0kNAsvreq=0.00mm2Asvreq=0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cb) For Maximum Tensile loadi). Shear Section Parallel to X or Z axisThe critical section for Shear (Parallel to X or Z axis) is at the face of pedestalThis pile cap is designed for 70% of pile tension capacity as net tensile force of 600kn is not anticipated.Dteff = Dt - d't -0.5*bar dia. =942mm(considered only for shear check for Tension Face)Shear Force=735.0kN(160x1.5x2x0.8)% Steel =0.15Tc =0.308N/mm2Tv =0.274N/mm2Tcmax > Tv SafeVus=0.0kNAsvreq=0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide T00legged stirrups @0c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F = 0.1% of ( beff x Overall depth) =500mm2(Clause 26.5.1.3...IS456)RequiredT12226.1952c / cProvide5T12(218.75c/c)Ast provided on E/F=565mm2 Tv SafeTv =0.647N/mm2As Tc enhanced > Tv ,Vus =0.0kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide Y0legged stirrups @c/cJOB NO:CALCULATION NO.EQPT. NO.2090-1419CIC-8002-00RILKG-D6Design calculations forWarehouse no 1 & 2 pilecap0SPKN28.08.06AVD28.08.06SH OFb. Shear Section Parallel to X axisshear plane location0.833m from centre ,Shear Force=2160.0kNav =0.4575m from pedestal face% Steel =0.207Tc =0.342N/mm2Enhanced Shear stress =2*Dteff * Tc /av =1.368N/mm2Tv =0.647N/mm2As Tc enhanced > Tv ,Vus=0.0kNAsvreq=0.00mm2Asvreq=0.00mm2Shear reinforcement is not requiredProvide Y0legged stirrups @c/cb) For Maximum Tensile loadi). Shear Section Parallel to X or Z axisThe critical section for Shear (Parallel to X or Z axis) is at the face of pedestalDteff = Dt - d't -0.5*bar dia. =944mm(considered only for shear check for Tension Face)Shear Force=700.0kN(350x2)% Steel =0.08Tc =0.2192N/mm2Tv =0.2032N/mm2Tcmax > Tv SafeVus=0.0kNAsvreq=0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide Y0.00legged stirrups @c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each face(Width assumed based on Clause 3.12.5.4 BS8110)Ast on E/F = 0.1% of ( beff x Overall depth)=500mm2RequiredY12226.1952c / cProvide5Y12218.75c/c Tv SafeTv =0.294N/mm2As Tc enhanced > Tv ,Vus =0.0kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide Y0legged stirrups @c/cJOB NO:CALCULATION NO.EQPT. NO.2090-1419CIC-8002-00RIL-KG-D6Design calculations forWarehouse no 1 & 2 pilecap0SPKN28.08.06AVD28.08.06SH OFb. Shear Section Parallel to Z axisshear plane location1.058m from centre ,Shear Force=2160.0kNav =0.5575m from pedestal face% Steel =0.217Tc =0.350N/mm2Enhanced Shear stress =2*Dteff * Tc /av =1.399N/mm2Tv =0.680N/mm2As Tc enhanced > Tv ,Vus=0.0kNAsvreq=0.00mm2Asvreq=0.00mm2Shear reinforcement is not requiredProvide Y0legged stirrups @c/cb) For Maximum Tensile loadi). Shear Section Parallel to X or Z axisThe critical section for Shear (Parallel to X or Z axis) is at the face of pedestalDteff = Dt - d't -0.5*bar dia. =1144mm(considered only for shear check for Tension Face)Shear Force=1050.0kN(350x3)% Steel =0.14Tc =0.282N/mm2Tv =0.322N/mm2Tcmax > Tv SafeVus=129.9kNAsvreq=62.91mm2Asvmin =631.49mm2Shear reinforcementProvide Y126legged stirrups @200c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F = 0.1% of ( beff x Overall depth) =600mm2(Clause 26.5.1.3...IS456)RequiredY12188.496c / cProvide6Y12(215c/c)Ast provided on E/F=679mm2 Tv SafeTv =0.415N/mm2As Tc enhanced > Tv ,Vus =0.0kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide Y0legged stirrups @c/cJOB NO:CALCULATION NO.EQPT. NO.2090-1419CIC-8002-00RIL-KG-D6Design calculations forWarehouse no 1 & 2 pilecap0SPKN28.08.06AVD28.08.06SH OFb. Shear Section Parallel to Z axisshear plane location1.058m from centre ,Shear Force=2160.0kNav =0.5575m from pedestal face% Steel =0.217Tc =0.350N/mm2Enhanced Shear stress =2*Dteff * Tc /av =1.399N/mm2Tv =0.680N/mm2As Tc enhanced > Tv ,Vus=0.0kNAsvreq=0.00mm2Asvreq=0.00mm2Shear reinforcement is not requiredProvide Y0legged stirrups @c/cb) For Maximum Tensile loadi). Shear Section Parallel to X or Z axisThe critical section for Shear (Parallel to X or Z axis) is at the face of pedestalDteff = Dt - d't -0.5*bar dia. =1144mm(considered only for shear check for Tension Face)Shear Force=1050.0kN(350x3)% Steel =0.14Tc =0.282N/mm2Tv =0.322N/mm2Tcmax > Tv SafeVus=129.9kNAsvreq=62.91mm2Asvmin =631.49mm2Shear reinforcementProvide Y126legged stirrups @200c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F = 0.1% of ( beff x Overall depth) =600mm2(Clause 26.5.1.3...IS456)RequiredY12188.496c / cProvide6Y12(215c/c)Ast provided on E/F=679mm2 Tv SafeTv =1.318N/mm2As Tc enhanced < Tv ,Vus =89.8kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcementProvide T0legged stirrups @c/cb. Shear Section Parallel to X axisshear plane location0.670m from centre ,Shear Force=3120.0kNav =0.445m from pedestal face% Steel =0.186Tc =0.320N/mm2Enhanced Shear stress =2*Dteff * Tc /av =1.280N/mm2Tv =1.318N/mm2As Tc enhanced < Tv ,Vus=89.8kNAsvreq=0.00mm2Asvreq=0.00mm2Shear reinforcementProvide T0legged stirrups @c/cb) For Maximum Tensile loadi). Shear Section Parallel to X or Z axisThe critical section for Shear (Parallel to X or Z axis) is at the face of pedestalThis pile cap is designed for 80% of pile tension capacity as net tensile force of 480kn is not anticipated.Dteff = Dt - d't -0.5*bar dia. =919mm(considered shear check only for Tension Face)Shear Force=840.0kN(160x1.5x2x0.8)% Steel =0.07Tc =0.207N/mm2Tv =0.344N/mm2Tcmax > Tv SafeVus=349.0kNAsvreq=0.00mm2Asvmin =0.00mm2Shear reinforcementProvide T0.00legged stirrups @c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F = 0.1% of ( beff x Overall depth) =500mm2(Clause 26.5.1.3...IS456)RequiredT12226.1952c / cProvide6T12(165c/c)Ast provided on E/F=679mm2 Tv SafeTv =0.435N/mm2As Tc enhanced > Tv ,Vus =0.0kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cb. Shear Section Parallel to X axisshear plane location1.167m from centre ,Shear Force=2828.8kNav =0.942m from pedestal face% Steel =0.422Tc =0.456N/mm2Enhanced Shear stress =2*Dteff * Tc /av =0.911N/mm2Tv =1.430N/mm2As Tc enhanced < Tv ,Vus=1026.0kNAsvreq=0.00mm2Asvreq=0.00mm2Shear reinforcementProvide T0legged stirrups @c/cb) For Maximum Tensile loadi). Shear Section Parallel to X or Z axisThe critical section for Shear (Parallel to X or Z axis) is at the face of pedestalThis pile cap is designed for 80% of pile tension capacity as net tensile force of 720kn is not anticipated.Dteff = Dt - d't -0.5*bar dia. =969mm(considered shear check only for Tension Face)Shear Force=1260.0kN(160x1.5x3x0.8)% Steel =0.14Tc =0.284N/mm2Tv =0.619N/mm2Tcmax > Tv SafeVus=698.1kNAsvreq=0.00mm2Asvmin =0.00mm2Shear reinforcementProvide T0.00legged stirrups @c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F = 0.1% of ( beff x Overall depth) =525mm2(Clause 26.5.1.3...IS456)RequiredT12215.424c / cProvide6T12(175c/c)Ast provided on E/F=679mm2 Tv SafeEnhanced Shear stress =2*Dteff * Tc /av =0.781N/mm2Tv =1.247N/mm2As Tc enhanced < Tv ,Vus =1751.4kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcementProvide T0legged stirrups @c/cb) For Maximum Tensile loadShear Section Parallel to X or Z axisThe critical section for Shear (Parallel to X or Z axis) is at the face of pedestalThis pile cap is designed for 80% of pile tension capacity as net tensile force of 900kn is not anticipated.Dteff = Dt - d't -0.5*bar dia. =1117mm(considered only for shear check for Tension Face)Shear Force=1260kN(200x1.5x3x0.8)% Steel =0.09Tc =0.225N/mm2Tv =0.327N/mm2Tcmax > Tv SafeVus=414.2113574173kNAsvreq=0mm2Asvmin =0mm2Shear reinforcementProvide T0legged stirrups @c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F =0.1% of ( beff x Overall depth)=600mm2(Clause 26.5.1.3...IS456)RequiredT12188.496c / cProvide6T12(146.4285714286c/c)Ast provided on E/F=679mm2 1ks =1Tc =1.250N/mm2Tc > Tv Safe4) Check For Bending :a) Bottom Steel :Bending Moment :X1 = 0.577nd-l2/2 =0.641m (Dist of pile from Pedestal face in -ve Z dir)X2 = 0.288nd-l2/2 =0.209m (Dist of pile from Pedestal face in +ve Z dir)Mzzmax=1.5{C(.5nd-b2/2)-Dt*25(d+.4)*((B-b2)/2)2*.5 }=617.01kN-mbeff=800mmMxxmax=1.5{C*X1-Dt*(d+0.4)*25*(X1+d/2+0.2)^2/2 } =750.54kN-mbeff=800mmor 1.5{2*C*X2-Dt*B*25*(X2+d/2+0.2)^2/2 }Dteff(req) (for Mzz) = Sqrt(Mzz/(0.138*fck*beff)) =472.81mmDteff(req) (for Mxx) = Sqrt(Mxx/(0.138*fck*beff)) =521.47mmDteff(prov) = Dt - d'b -0.5*bar dia. =787.50mmSafeAst (req) (for Mzz) =2312.0mm2( Parallel to X axis )Ast (req) (for Mxx) =2855.9mm2( Parallel to Z axis )Ast (min) (for Mzz) =1260.0mm2Ast (min) (for Mxx) =1260.0mm2i) Parallel to X axis in strip of width (d+2E)/2 on either side of the 2 lower piles (Beam in X direction).Required4.71Nos - T25Provide5Nos - T25Ast(prov) =2453.125mm2ii) Parallel to Z axis in strip of width (d+2E)/2 on either side of the 3rd top pile (beam in Z direction)Required5.821Nos - T25Provide6Nos - T25Ast(prov) =2943.75mm2iii) Parallel to X and Z axis in balance portion (portion other than beams)50% of Ast(min)=787.50mm2(Calculated per meter width)RequiredT12@143.616mm c/cProvideT12@150mm c/cAst(prov) =753.984mm2b) Top Steel :Mzzmax=1.5{T(.5nd-b2/2)+(Dt*25+gd*h+sr)*(d+.4)*((B-b2)/2)2/2)} =188.05kN-mMxxmax=1.5{T*X1+(Dt*25+gd*h+sr)*(d+.4)*(X1+d/2+0.2)2/2 ) =234.60kN-mor 1.5{2*T*X2+(Dt*25+gd*h+sr)*(d+.4)*(X2+d/2+0.2)^2/2 }Ast(req) (for Mzz) =673.66mm2Ast(req) (for Mxx) =844.32mm2Ast(min) (for Mzz) =50% of (0.2/100)*B*Dteff =630.00mm2Ast(min) (for Mxx) =50% of (0.2/100)*B*Dteff =630.00mm2i) Parallel to X axis in strip of width (d+2E)/2 on either side of the 2 lower piles (Beam in X direction).Required3.352Nos - T16Provide5Nos - T16Ast(prov) =1004.8mm2ii) Parallel to Z axis in strip of width (d+2E)/2 on either side of the 3rd top pile (beam in Z direction)Required4.201Nos - T16Provide5Nos- T16Ast(prov) =1004.8mm2iii) Parallel to X and Z axis in balance portion (portion other than beams)50% of Ast(min)=787.50mm2(Calculated per meter width)RequiredT12@143.616mm c/cProvideT12@150mm c/cAst(prov) =753.984mm25) Check for One Way Shear :a) For Maximum Compressive loadi). Shear Section Parallel to Z axisshear plane location0.619m from centre ,Shear Force =915.0kNav =0.39375m from pedestal face% Steel =0.389Tc =0.441N/mm2Tcmax =3.10N/mm2Enhanced Shear stress =2*Dteff * Tc /av =1.763N/mm2Tcmax > Tv SafeTv =1.452N/mm2As Tc enhanced > Tv ,Vus =0.0kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cii) Shear Section Parallel to X axisshear plane location0.619m from centre ,Shear Force(1)=1192.2kNav =0.39375m from pedestal faceShear Force(2)=310.80kN% Steel =0.467Tc =0.475N/mm2Enhanced Shear stress =2*Dteff * Tc /av =1.902N/mm2Tv =1.892N/mm2As Tc enhanced > Tv ,Vus=0.00kNAsvreq=0.00mm2Asvreq=0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cb) For Maximum Tensile loadi). Shear Section Parallel to Z axisThe critical section for Shear (Parallel to Z axis) is at the face of pedestalShear Force=300.0kN% Steel =0.16Tc =0.299N/mm2Tv =0.476N/mm2Tcmax > Tv SafeVus=111.6kNAsvreq=117.73mm2Asvmin =265.89mm2Shear reinforcementReqiured T104legged stirrups @300c/cProvided T104legged stirrups @250c/cii). Shear Section Parallel to X axisThe critical section for Shear (Parallel to X axis) is at the face of pedestalShear Force 1 =300.0kNShear Force 2 =600.0kNNote-Refer in attached Figure Pedestal resting Partialy on along X direction Beam thereforeignore Shear Force 2% Steel =0.16Tc =0.299N/mm2Tv =0.952N/mm2Tcmax > Tv SafeVus=111.6kNAsvreq=98.11mm2Asvmin =221.58mm2`Shear reinforcementRequired T103legged stirrups @250c/cProvided T104legged stirrups @250c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F =0.1% of ( beff x Overall depth)=450mm2RequiredT12251.328c / cProvide5T12(181.25c/c)Ast provided on E/F=565mm2 Tv SafeTv =1.004N/mm2As Tc enhanced > Tv ,Vus =0.0kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cb. Shear Section Parallel to X axisshear plane location0.620m from centre ,Shear Force=1824.0kNav =0.395m from pedestal face% Steel =0.259Tc =0.371N/mm2Enhanced Shear stress =2*Dteff * Tc /av =1.482N/mm2Tv =1.004N/mm2As Tc enhanced > Tv ,Vus=0.0kNAsvreq=0.00mm2Asvreq=0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cb) For Maximum Tensile loadi). Shear Section Parallel to X or Z axisThe critical section for Shear (Parallel to X or Z axis) is at the face of pedestalThis pile cap is designed for 80% of pile tension capacity as net tensile force of 600kn is not anticipated.Dteff = Dt - d't -0.5*bar dia. =817mm(considered only for shear check for Tension Face)Shear Force=480.0kN(160x1.5x2x0.8)% Steel =0.11Tc =0.265N/mm2Tv =0.255N/mm2Tcmax > Tv SafeVus=0.0kNAsvreq=0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide Y0legged stirrups @c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F = 0.1% of ( beff x Overall depth) =450mm2(Clause 26.5.1.3...IS456)RequiredT12251.328c / cProvide6T12(145c/c)Ast provided on E/F=679mm2 Tv SafeTv =0.830N/mm2As Tc enhanced > Tv ,Vus =0.0kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cb. Shear Section Parallel to X axisshear plane location0.720m from centre ,Shear Force=2400.0kNav =0.495m from pedestal face% Steel =0.195Tc =0.327N/mm2Enhanced Shear stress =2*Dteff * Tc /av =1.310N/mm2Tv =0.830N/mm2As Tc enhanced > Tv ,Vus=0.0kNAsvreq=0.00mm2Asvreq=0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cb) For Maximum Tensile loadi). Shear Section Parallel to X or Z axisThe critical section for Shear (Parallel to X or Z axis) is at the face of pedestalThis pile cap is designed for 80% of pile tension capacity as net tensile force of 480kn is not anticipated.Dteff = Dt - d't -0.5*bar dia. =1019mm(considered shear check only for Tension Face)Shear Force=480.0kN(160x1.5x2x0.8)% Steel =0.07Tc =0.206N/mm2Tv =0.161N/mm2Tcmax > Tv SafeVus=0.0kNAsvreq=0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide T0.00legged stirrups @c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F = 0.1% of ( beff x Overall depth) =550mm2(Clause 26.5.1.3...IS456)RequiredT12205.632c / cProvide6T12(185c/c)Ast provided on E/F=679mm2 Tv SafeTv =0.265N/mm2As Tc enhanced > Tv ,Vus =0.0kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cb. Shear Section Parallel to X axisshear plane location1.317m from centre ,Shear Force=2078.4kNav =1.092m from pedestal face% Steel =0.352Tc =0.422N/mm2Enhanced Shear stress =2*Dteff * Tc /av =0.845N/mm2Tv =0.828N/mm2As Tc enhanced > Tv ,Vus=0.0kNAsvreq=0.00mm2Asvreq=0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cb) For Maximum Tensile loadi). Shear Section Parallel to X or Z axisThe critical section for Shear (Parallel to X or Z axis) is at the face of pedestalThis pile cap is designed for 80% of pile tension capacity as net tensile force of 900kn is not anticipated.Dteff = Dt - d't -0.5*bar dia. =1119mm(considered shear check only for Tension Face)Shear Force=720.0kN(200x1.5x3x0.8)% Steel =0.14Tc =0.286N/mm2Tv =0.280N/mm2Tcmax > Tv SafeVus=0.0kNAsvreq=0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide T0.00legged stirrups @c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F = 0.1% of ( beff x Overall depth) =600mm2(Clause 26.5.1.3...IS456)RequiredT12188.496c / cProvide6T12(205c/c)Ast provided on E/F=679mm2 Tv SafeEnhanced Shear stress =2*Dteff * Tc /av =0.798N/mm2Tv =0.798N/mm2As Tc enhanced > Tv ,Vus =0.0kNAsvreq =0.00mm2Asvmin =0.00mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/cb) For Maximum Tensile loadShear Section Parallel to X or Z axisThe critical section for Shear (Parallel to X or Z axis) is at the face of pedestalThis pile cap is designed for 80% of pile tension capacity as net tensile force of 900kn is not anticipated.Dteff = Dt - d't -0.5*bar dia. =1217mm(considered only for shear check for Tension Face)Shear Force=720kN(200x1.5x3x0.8)% Steel =0.09Tc =0.235N/mm2Tv =0.156N/mm2Tcmax > Tv SafeVus=0kNAsvreq=0mm2Asvmin =0mm2Shear reinforcement is not requiredProvide T0legged stirrups @c/c6) Side Face Reinforcement:Side face reinforcement is provided to control temperature and shrinkage cracks.Width of pilecap prone to shrinkage & temperature cracks =500mm from each faceAst on E/F =0.1% of ( beff x Overall depth)=650mm2(Clause 26.5.1.3...IS456)RequiredT12173.9963076923c / cProvide6T12(160.7142857143c/c)Ast provided on E/F=679mm2