Pilecap Design
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KUMPULAN JURUTERA PERUNDING Project title: INTANA RIA 3 Sheet No: 239 A-C Jalan Bandar 13, Melawati Metro Job No. Ulu Klang 53100 Kuala Lumpur Part of structurPILECAP Designed by Date: PILECAP MARKING 2 P Design data Column loading (Ns) = 500 kN Ultimate column load (Nu = 1.5 x N = 750 kN Pile size (square or circular) = 150 mm Column dimension A = 225 mm Column dimension B = 225 mm Size of pile cap X = 910 mm Size of pile cap Y = 600 mm Depth of pilecap = 525 mm Concrete cover = 150 mm Concrete grade (fcu) = 25 Steel grade (fy) = 460 Unfactored load per pile (S.L.) = 250 kN Factored load per pile (U.L) = 375 kN No of piles in group = 2 nos. Spacing x from c.g. = 225 mm Spacing y from c.g. = 0 mm S of distance from column face x-x = 0.11 m S of distance from column face y-y = 0 m Nos of piles along axis X-X = 1 Nos of piles along axis Y-Y = 0 Checking Bending Moment Moment Mxx = 41.25 kNm d = D - c - f/2 = 365 mm k = M/bd2fcu = 0.0206 < 0.156 z = lever arm = 346.75 mm Ast = M / 0.87 fy z = 297 Nominal steel 0.13%bh = 410 Ast required = 410 Use 4 T 12 Ast provided 452 mm2 spacing = 163 mm c/c Moment Myy = 0.00 kNm d = D - c - f - f/2 = 345 mm k = M/bd2fcu = 0.0000 < 0.156 z = lever arm = 327.75 mm Ast = M / 0.87 fy z = 0 Nominal steel 0.13%bh = 621 Ast required = 621 Use 6 T 12 N/mm 2 N/mm 3 mm 2 mm 2 mm 2 mm 2 mm 2 mm 2
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Transcript of Pilecap Design
Sheet1KUMPULAN JURUTERA PERUNDINGProject title:INTANA RIA 3Sheet No:239 A-C Jalan Bandar 13, Melawati MetroJob No.Ulu Klang 53100 Kuala LumpurPart of structure :PILECAPDesigned byKongDate:PILECAP MARKING2PDesign dataColumn loading (Ns)=500kNUltimate column load (Nu = 1.5 x Ns)=750kNPile size (square or circular)=150mmColumn dimension A=225mmColumn dimension B=225mmSize of pile cap X=910mmSize of pile cap Y=600mmDepth of pilecap=525mmConcrete cover=150mmConcrete grade (fcu)=25N/mm2Steel grade (fy)=460N/mm3Unfactored load per pile (S.L.)=250kNFactored load per pile (U.L)=375kNNo of piles in group=2nos.Spacing x from c.g.=225mmSpacing y from c.g.=0mmS of distance from column face x-x=0.11mS of distance from column face y-y=0mNos of piles along axis X-X=1Nos of piles along axis Y-Y=0Checking Bending MomentMoment Mxx=41.25kNmd = D - c - f/2=365mmk = M/bd2fcu=0.0206< 0.156z = lever arm=346.75mmAst = M / 0.87 fy z=297mm2Nominal steel 0.13%bh=410mm2Ast required=410mm2Use4T12Ast provided =452mm2spacing =163mm c/cMoment Myy=0.00kNmd = D - c - f - f/2=345mmk = M/bd2fcu=0.0000< 0.156z = lever arm=327.75mmAst = M / 0.87 fy z=0mm2Nominal steel 0.13%bh=621mm2Ast required=621mm2Use6T12Ast provided =679mm2spacing =160mm c/cChecking normal shearAssume critical section occur at distance "av"measured at face of column (Axis x-x and y-y)Axis x-xAxis y-y100 Asprov / bd=0.210.22vc = 0.79(100As/bd)1/3(400/d)1/4/1.25=0.380.39N/mm2v = V/bd=1.710.00N/mm2av=67.501.00mmEnchanced shear = 2d x vc / av=4.13287.31Shear is ok.Shear is ok.Checking punching shearCritical perimeter (from face of col)=900mmCritical punching shear area=328,500mm2Punching shear stress = force/area=2.28
