Sheet1DESIGN OF BASE PLATEPMhL=60T4019.79kg/cm2kh=31.1720.21kg/cm2Axal LoadP25000kgBending MomentM750000kg-cmWidth of Memberw28.5cmWidth of Memberp40kg/cm2Pernissible bending stress1890kg/cm2Let the Size of base PlateLengthL60cmWidthB50cmEdge Distance( From bolt to Edge of Plate)e17.5cmDistance of Center of Plate/ Member to center of bolte222.5cmProjection from Plate to edge of platee315.75cmDistance from Edge Plate to Center of bolth52.5cmTaking Moment about the Anchor Bolt1/2 * p* kh * B*( h-kh/3) = P*e2+Mk^2 ( ph^2B/6) - k ( ph^2B/2) + (P*e2+M) = 0(ax2 + bx+ c = 0)( ph^2B/6)918750( ph^2B/2)-2756250P*e2+M1312500abc1.00-3.001.43k =0.59kh31.17Tension in the RodsT6167.8342233143kgStess in Rodsfs492.7887914562kg/cm2Area of Steel Required1251.6182044418mm2Provide 2 Bolts of25mmDiaThickness of Base PlateBendnig Moment at Section x1 - x150885kg-cmBendnig Moment at Section x2 - x2206278kg-cmTherfore Maximum Bending Moment206278kg-cmThickness of Base Plate required36.19mmProvide Thickness of Base Plate36.00mm

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P3DESIGN OF BASE PLATEPMhL=100T4033.49kg/cm2kh=76.786.51kg/cm2Axal LoadP114200kgBending MomentM5470000kg-cmWidth of Memberw75cmAllowable Pressure Concretep40kg/cm2Pernissible bending stress1890kg/cm2Let the Size of base PlateLengthL100cmWidthB100cmEdge Distance( From bolt to Edge of Plate)e16.25cmDistance of Center of Plate/ Member to center of bolte243.75cmProjection from Plate to edge of platee312.5cmDistance from Edge Plate to Center of bolth93.75cmTaking Moment about the Anchor Bolt1/2 * p* kh * B*( h-kh/3) = P*e2+Mk^2 ( ph^2B/6) - k ( ph^2B/2) + (P*e2+M) = 0(ax2 + bx+ c = 0)( ph^2B/6)5859375( ph^2B/2)-17578125P*e2+M10466250abc1.00-3.001.79k =0.82kh76.78Tension in the RodsT39362.6376652725kgStess in Rodsfs159.1200910098kg/cm2But Stess in Rod Limited1000kg/cm2Therfore Actual Stress Rod159.1200910098kg/cm2Area of Steel Required24737.6917744768mm2Provide 5 Bolts of32mmDiaThickness of Base PlateBendnig Moment at Section x1 - x1246016kg-cmBendnig Moment at Section x2 - x2295542kg-cmTherfore Maximum Bending Moment295542kg-cmThickness of Base Plate required30.63mmProvide Thickness of Base Plate with Stiffeners32.00mm

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P2DESIGN OF BASE PLATE - P2PMhL=150T4019.83kg/cm2kh=49.5720.17kg/cm2Axal LoadP65500kgBending MomentM9100000kg-cmWidth of Memberw100cmWidth of Memberp40kg/cm2Pernissible bending stress1890kg/cm2Let the Size of base PlateLengthL150cmWidthB110cmEdge Distance( From bolt to Edge of Plate)e112.5cmDistance of Center of Plate/ Member to center of bolte262.5cmProjection from Plate to edge of platee325cmDistance from Edge Plate to Center of bolth137.5cmTaking Moment about the Anchor Bolt1/2 * p* kh * B*( h-kh/3) = P*e2+Mk^2 ( ph^2B/6) - k ( ph^2B/2) + (P*e2+M) = 0(ax2 + bx+ c = 0)( ph^2B/6)13864583.3333333( ph^2B/2)-41593750P*e2+M13193750abc1.00-3.000.95k =0.36kh49.57Tension in the RodsT43561.2817337939kgStess in Rodsfs1277.0423649671kg/cm2But Stess in Rod Limited1000kg/cm2Therfore Actual Stress Rod1000kg/cm2Area of Steel Required4356.1281733794mm2Provide 4 Bolts of32mmDiaThickness of Base PlateBendnig Moment at Section x1 - x1544516kg-cmBendnig Moment at Section x2 - x21143861kg-cmMaximum Bending Moment1143861kg-cm330000Thickness of Base Plate required57.46mm30.8606699924Provide Thickness of Base Plate with Stiffeners32.00mm32.00DESIGN OF BASE PLATEPMhL=110T404.11kg/cm2kh=27.8635.89kg/cm2Axal LoadP62200kgBending MomentM4730000kg-cmWidth of Memberw60cmWidth of Memberp40kg/cm2Pernissible bending stress1890kg/cm2Let the Size of base PlateLengthL110cmWidthB150cmEdge Distance( From bolt to Edge of Plate)e112.5cmDistance of Center of Plate/ Member to center of bolte242.5cmProjection from Plate to edge of platee325cmDistance from Edge Plate to Center of bolth97.5cmTaking Moment about the Anchor Bolt1/2 * p* kh * B*( h-kh/3) = P*e2+Mk^2 ( ph^2B/6) - k ( ph^2B/2) + (P*e2+M) = 0(ax2 + bx+ c = 0)( ph^2B/6)9506250( ph^2B/2)-28518750P*e2+M7373500abc1.00-3.000.78k =0.29kh27.86Tension in the RodsT21387.9771146695kgStess in Rodsfs1799.5010965643kg/cm2But Stess in Rod Limited975kg/cm2Therfore Actual Stress Rod975kg/cm2Area of Steel Required2193.6386784276mm2Provide 4 Bolts of32mmDiaThickness of Base PlateBendnig Moment at Section x1 - x1267350kg-cmBendnig Moment at Section x2 - x21314214kg-cmTherfore Maximum Bending Moment1314214kg-cmThickness of Base Plate required52.74mmProvide Thickness of Base Plate with Stiffeners32.00mm

e1e2e3x1x1x21x2e1e2e3x1x21x2e1e2e3x1x1x21x2

P1DESIGN OF BASE PLATE -P1PMhL=900T30-6739.01kg/cm2kh=1.776769.01kg/cm21.2925Axal LoadP20599kgBending MomentM1600955kg-cmWidth of Memberw100cmWidth of Memberp30kg/cm22.941Pernissible bending stress1890kg/cm2185.345Let the Size of base PlateLengthL900cmWidthB450cmEdge Distance( From bolt to Edge of Plate)e112.5cmDistance of Center of Plate/ Member to center of bolte2437.5cmProjection from Plate to edge of platee3400cmDistance from Edge Plate to Center of bolth887.5cmTaking Moment about the Anchor Bolt1/2 * p* kh * B*( h-kh/3) = P*e2+Mk^2 ( ph^2 *B/6) - k ( ph^2*B/2) + (P*e^2+M) = 0(ax^2 + bx+ c = 0)( ph^2*B/6)1772226562.5( ph^2*B/2)-5316679688P*e^2+M10613017.5abc1.00-3.000.01k =0.00kh1.77Tension in the RodsT-8632.7028472231kgStess in Rodsfs269797.38663671kg/cm295.332But Stess in Rod Limited269797.38663671kg/cm295.332Therfore Actual Stress Rod269797.38663671kg/cm295.332Area of Steel Required-3.1996984681mm2Provide 4 Bolts of32mmDiaThickness of Base PlateBendnig Moment at Section x1 - x1-3345172kg-cmBendnig Moment at Section x2 - x2-80148134952kg-cmMaximum Bending Moment-3345172kg-cm439453.125Thickness of Base Plate required0.00mm17.6073803068Provide Thickness of Base Plate with Stiffeners32.00mm40 mm

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Sheet2DESIGN OF COLUMN BASEAxial LoadP=500KNMoment about 'z' axisM=45KN.MLoad FactorL.F=1Factored Axial LoadPf=500KNFactored Moment about 'z' axisMf=45KN.MWidth of columnD=250mmColumn SizeISHB 250Characteristic Compressive strength of concretefck=25N/mm2Grade of steelfe 410Yield stress of steelfy=250N/mm2Partial safety factorymo=1.11) Size of base plate:eccentricitye=Mf/Pf90mmIf the base plate is made 6e in length, there will be compressive pressure over the whole of the base.Length of the base plate assumedL=6e540mmBreadth of plate limiting to the bearing pressure to 0.4fckB=2Pf/(LX0.45fck)164.61mmHence, provide a base plate of sizeL540mmB400mmArea of base plate providedA=216000mm2Section ModulusZ=BL2/619440000mm3Maximum Pressurepmax=Pf/A +M/Z4.6296296296N/mm2Minimum Pressurepmin=Pf/A -M/Z0N/mm22) Thickness of Base plateConsider 1 mm wide strip of base plate parallel to the width and this acts as a cantilever from the face of the column with loading caused by the pressure on the base. This method gives a conservative design for the thickness of base plate since the plate action due to bending in two directions at right angles is not considered.Max Base pressure at extreme endpmax=4.6296296296N/mm2Distance from the Max. base pressure to face of columnd145mmBase pressure at the face of the column at a distance of xxpd=3.3864883402N/mm2For the trepezoidal pressure loading on the cantilever strip, the moment at 'd' from the face of the column is equal toMd==pd*d2/2+(pmax-pd)*d/2*(2/3)*d44312.8072130773N.mmMoment Capacity of the plate=1.2fy.Ze/ymoZe=t2/6Thickness of platet=Sqrt(6*ymo*Md/1.2fy)31.2230965583mmHence, use a thickness of base plate ast=32mmDESIGN OF COLUMN BASEAxial LoadP=202KNMoment about 'z' axisM=157KN.MLoad FactorL.F=1Factored Axial LoadPf=202KNFactored Moment about 'z' axisMf=157KN.MWidth of columnD=315mmColumn SizeISMC 300 & ISMB 300Characteristic Compressive strength of concretefck=25N/mm2Grade of steelfe 410Yield stress of steelfy=250N/mm2Partial safety factorymo=1.11) Size of base plate:eccentricitye=Mf/Pf777.2277227723mmIf the base plate is made 6e in length, there will be compressive pressure over the whole of the base.L=6e4663.3663366337mmBreadth of plate limiting to the bearing pressure to 0.4fckB=2Pf/(LX0.45fck)7.70mmHence, provide a base plate of sizeL900mmB450mmArea of base plate providedA=405000mm2Section ModulusZ=BL2/660750000mm3Maximum Pressurepmax=Pf/A +M/Z3.083127572N/mm2Minimum Pressurepmin=Pf/A -M/Z-2.0855967078N/mm22) Thickness of Base plateConsider 1 mm wide strip of base plate parallel to the width and this acts as a cantilever from the face of the column with loading caused by the pressure on the base. This method gives a conservative design for the thickness of base plate since the plate action due to bending in two directions at right angles is not considered.Max Base pressure at extreme endpmax=3.083127572N/mm2Distance from the Max. base pressure to face of columnd292.5mmBase pressure at the face of the column at a distance of xxpd=2.0811111111N/mm2For the trepezoidal pressure loading on the cantilever strip, the moment at 'd' from the face of the column is equal toMd==pd*d2/2+(pmax-pd)*d/2*(2/3)*d117602.288194444N.mmMoment Capacity of the plate=1.2fy.Ze/ymoZe=t2/6Thickness of platet=Sqrt(6*ymo*Md/1.2fy)50.8650207931mmHence, use a thickness of base plate ast=32mmDESIGN OF COLUMN BASE ANCHOR RODSAxial LoadP=450KNMoment about 'z' axisM=85KN.MLoad FactorL.F=1Factored Axial LoadPf=450KNFactored Moment about 'z' axisMf=85KN.MWidth of columnD=323mmColumn Sizew 310 x 310 x 143Characteristic Compressive strength of concretefck=30N/mm2Grade of steelfe 410Yield stress of steelfy=250N/mm2Partial safety factorymo=1.1eccentricitye=Mf/Pf188.8888888889mmProvide the length of the base plateL=520mmBreadth of the Base plateB=520mmSince, the length of the plate is 900 mm which is lesthan 6e . Hence, there will be tension in holding down the bolts.L=6e1133.3333333333mmEdge distance between edge of plate and centre of boltd=50mmcentre to centre distance between the outside bolt & centre of columna=(L-H-d)/2210.00mmy=L/2+a-{(L/2+a)2-[2(M+Na)/(0.45fck.B)]}0.5=57.980098951Fb=0.45fckyB-N-42.9797053637KNTensile strength of 20 mm dia bolts of grade 4.6 with length of 100 mmBt=66.6KNNumber of boltsn=2mm3Tensile strength of 20 mm dia bolts of grade 4.6 with length of 100 mm133.2KNMinimum Pressure>42.9797053637KNEmbedment length of anchor bolthef=100mmk=for post installed anchors13.5=for cast in situ bolts15.5Tensile Capacity based on concrete breakdown failureNd=k.SQRT(fck.hef1.5)84.8969964133KN>42.9797053637KN2) Thickness of Base plateMaximum Bending MomentMax Base pressure at extreme endpmax=133.2KNDistance from the Max. base pressure to face of columnd-132.5099505245mmBase pressure at the face of the column at a distance of xxpd=437.62040854KNDistance from column edge to base plate edge98.5Lever arm=69.5099505245mmMaximum Bending Moment=28.2919605426KN.MMoment Capacity of the plate=1.2fy.Ze/ymo=(1.2*250)/1.1*Bt2/6Thickness of platet=Sqrt(6*ymo*Md/1.2fy*B)34.5972189839mmHence, use a thickness of base plate ast=36mmDESIGN OF COLUMN BASE ANCHOR RODS FOR TRASH RACK GATEAxial LoadP=202KNMoment about 'z' axisM=157KN.MLoad FactorL.F=1Factored Axial LoadPf=202KNFactored Moment about 'z' axisMf=157KN.MWidth of columnD=315mmColumn SizeISMB 300 & ISMC 300Characteristic Compressive strength of concretefck=20N/mm2Grade of steelfe 415Yield stress of steelfy=250N/mm2Partial safety factorymo=1.1eccentricitye=Mf/Pf777.2277227723mmProvide the length of the base plateL=900mmBreadth of the Base plateB=450mmSince, the length of the plate is 900 mm which is lesthan 6e . Hence, there will be tension in holding down the bolts.L=6e4663.3663366337mmEdge distance between edge of plate and centre of boltd=75mmcentre to centre distance between the outside bolt & centre of columna=(L-H-d)/2375.00mmy=L/2+a-{(L/2+a)2-[2(M+Na)/(0.45fck.B)]}0.5=72.8785148694Fb=0.45fckyB-N93.1579852211KNTensile strength of 20 mm dia bolts of grade 4.6 with length of 100 mmBt=56.7KNNumber of boltsn=8mm3Tensile strength of 20 mm dia bolts of grade 4.6 with length of 100 mm453.6KNMinimum Pressure>-93.1579852211KNEmbedment length of anchor bolthef=100mmk=for post installed anchors13.5=for cast in situ bolts15.5Tensile Capacity based on concrete breakdown failureNd=k.SQRT(fck.hef1.5)69.3181073025KN>-46.5789926105KN2) Thickness of Base plateMaximum Bending MomentDistance from column edge to base plate edge292.5Lever arm=256.0607425653mmMaximum Bending Moment=151.1567457396KN.MMoment Capacity of the plate=1.2fy.Ze/ymo=(1.2*250)/1.1*Bt2/6Thickness of platet=Sqrt(6*ymo*Md/1.2fy*B)85.9644423426mmHence, use a thickness of base plate ast=86mmDESIGN OF COLUMN BASE ANCHOR RODS (vazrani & ratwani)Axial LoadP=30000tMoment about 'z' axisM=900000t.cmLoad FactorL.F=1Factored Axial LoadPf=30000KNFactored Moment about 'z' axisMf=900000KN.MWidth of columnD=35cmCharacteristic Compressive strength of concretefck=153kg/cm2Grade of steelfe 415Yield stress of steelfy=2549.29kg/cm2Partial safety factorymo=1.1eccentricitye=Mf/Pf30000mmProvide the length of the base plateL=900mmBreadth of the Base plateB=450mmSince, the length of the plate is 900 mm which is lesthan 6e . Hence, there will be tension in holding down the bolts.L=6e180000mmEdge distance between edge of plate and centre of boltd=75mmcentre to centre distance between the outside bolt & centre of columna=(L-H-d)/2375.00mmy=L/2+a-{(L/2+a)2-[2(M+Na)/(0.45fck.B)]}0.5=0Fb=0.45fckyB-N0KNTensile strength of 20 mm dia bolts of grade 4.6 with length of 100 mmBt=56.7KNNumber of boltsn=8mm3Tensile strength of 20 mm dia bolts of grade 4.6 with length of 100 mm453.6KNMinimum Pressure>0KNEmbedment length of anchor bolthef=100mmk=for post installed anchors13.5=for cast in situ bolts15.5Tensile Capacity based on concrete breakdown failureNd=k.SQRT(fck.hef1.5)191.7244115912KN>0KN2) Thickness of Base plateMaximum Bending MomentDistance from column edge to base plate edge432.5Lever arm=0mmMaximum Bending Moment=0KN.MMoment Capacity of the plate=1.2fy.Ze/ymo=(1.2*250)/1.1*Bt2/6Thickness of platet=Sqrt(6*ymo*Md/1.2fy*B)0mmHence, use a thickness of base plate ast=86mm