CoverDESIGN OF STRUCTUREConstruction of C.D.P.O.Office at PedapaduEst.Cost.Rs.53.00 lakhs

Support ReactionsSUPPORT REACTIONSJOINTLOADFORCE-XFORCE-YFORCE-ZMOM-XMOM-YMOM Z147.39626.01-15.9-7.740.71-3.075-9.75377.19-14.07-6.735.0532.7124-0.041158.6338.0917.750.521.255-28.24955.1828.13133.5443.7934-0.451103.2935.3316.510.061.415-28.61857.3527.512.793.644.4944-7.131304.38-38.66-9.0108.625-48.981005.87-33.2-7.737.43155.18541.411385.7532.7585.860.4245-44.351142.824.4263.521155.4464-12.05614.1-9.23-4.281.1485-27.13621.56-5.12-2.387.2344.66744.41839.63-4.57-1.890.09-2.4524.63547.64-6.83-3.12-0.64-7.09841.16618.07-14.11-6.970.12-0.57516.26496.32-13.07-6.47-1.58-2.9794-1.45726.77-5.32-2.960.190.73560.61642.78-4.72-2.62-1.2-23.72104-5.21939.195.73.34-0.5612.845-12.8814.416.313.66-7.1480.48114-4.89768.6-15.67-7.840.342.84529.16487.95-14.06-6.931.49-16.641248.2650.18-12.01-5.720.01-4.85533.14519.87-11.68-5.570.25-18.53134-2.73823.63-3.56-1.90.211.32569.36720.07-3.16-1.690.98-34.57144-5.46900.14-6.46-3.770.9612.195-13.85784.87-4.71-2.787.4280.33154-4.08489.44-4.17-2.320.222.35528.45271.74-7.29-3.890.15-16.311649.62681.43-4.37-2.30.14-5.83527.41573.07-5.19-2.72-0.32-12.76174-1.02824.641.090.590.280.155.48628.690.170.1-2.26.76184-4.541328.04-2.02-3.372.32-1.2527.851026.141.52-1.98-1.5156.941942.441389.72-23.93-44.262.32-5.7259.451146.08-20-39.592.7582.46204-11.01586.725.42.36-0.075.275-16.06599.618.223.92-5.3330.5110141.859.9600005-168.1653.851.0200010243.5358.47-0.020005-74.6152.12-0.700010343.373.91.550005-156.9360.130.01000104415.9577.940.080005-349.9862.24-0.3200010540.0471.820.120005-0.4258.12-0.860001064-0.0361.6328.190005-3.951.9829.9300010740.191.6323.020005-0.3668.7628.8500010840.5359.58.160005-11.2947.568.0300010940.1342.12-16.240005-9.7333.23-19.590001104-1.0978.31-13.50005-26.3463.77-17.430001114-0.5779.8549.120005-18.961.9949.640001124-0.666.3-69.920005-18.7653.2-50.010001134-0.8365.14-76.290005-1852.48-59.330001144-0.6338.579.980005-16.3130.4368.730001154-2.2278.4421.050005-30.2164.298.14000144441290.41-21.27-42.051.13-7.055-1.531021.47-17.46-36.792.5696.0414542.031293.1527.5869.192.853.565-43.391021.5218.1841.191.68155.39

Pile DesignDESIGN OF PILESDesign Parametres:-Concrete mix:M20Steel:Fe415Cover to Reinforcement:40mmCharacteristic compressive strength of concrete =20N/sqmmYield strength of steel =415N/sqmmItemPiles(15)Max.Load 'P' in KN489.44Dia.of pile proposed in 'mm'450No.of Under Reams proposed2Dia.of under reamed in 'm'1.13Depth of the pile proposed in 'm'4.5Bearing capacity of the pile in KN573.3Main Reinforcement7-12mmStirrups8mm@300 c/cNote:-1)The above design is as per clauses 6.3, 6.3.1, 6.6 and 8.3.2.2 of IS 2911(PartIII)-1973 dulyreducing bearing resistance by 25% for submerged condition)2)Considering the moment to be resisted,in addition to the axial load,pile caps ofsize 0.91x0.91x0.30m size are proposed

PC1DESIGN OF PILE CAPS----PC1(1,6,8,12,16,20)I) Design Parametres:-Concrete mix:M20Steel:Fe415Cover to Reinforcement:50mmUnit weight of RCC =25.0KN/cumUnit weight of Brick masonry =19.0KN/cumCharacteristic compressive strength of concrete =20.00N/sqmmYield strength of steel =415N/sqmmBredth of column =0.30mDepth of column = a =0.45mDia of pile =0.375mFactored load on column = P =768.60KNII) Proportioning of pile cap:-Factored load on the pile cap =650.18KNAdd for self weight of pile cap =65.02KNTotal load = Pu =715.20KNAs per Table 1 of IS:2911(Part III)-1980,safe load carrying capacity 375mm dia DUR piles in medium compactsandy soils or clayey soils of medium consistency is =360.00KNAs per clause 5.2.7.2 of IS:2911(Part III)-1980,the minimum spacing between the centre to centre of bored DURpiles should not be less than 1.5Du.Further as per clause 5.2.8.1,the load carrying capacity of each individual pile should be reduced by 10% due togroup action.As per Table 1 of IS:2911(Part III)-1980,safe load carrying capacity 375mm dia DUR piles for a depth of 3.75m1816.297.2in medium compact sandy soils or clayey soils of medium consistency is =360.00KNProviding two piles,the load carrying capacity of the pile cap will be720.00KNReducing 25% for probable water in bulb,the load carrying capacity540.00KNReducing 10% per each pile due to group action,the safe load carrying486.00KNcapacityHence,ultimate load carrying capacity of the pile cap =729.00KN> Total loadHence O.KAs per the above criteria,the proposed pile cap is as shown below:-As such,the dimensions of the pile cap of as given below:-The length of pile cap proposed =2.09mThe width of pile cap proposed =0.70mDistance between c/c of piles = L =1.41mShear span av =0.480mIII) Depth of pile cap:-a)For bending action:-The ultimate bending moment on the pile cap = Mu = (Pu/2)x[L/2-a/4] =211.88KN-mAdopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5331.16mmOver all depth required assuming 20mm dia bars == 391.16mmHowever assume 650mm overall depth,then the effective depth comes to590.00mmThe actual depth of neutral axis =75.29mmArea of steel required =1050.98sqmmNo.of 20mm dia bars required =3.35NosHence No.of 20mm dia bars to be provided within pile diametre =4NosThen the area of reinforcement provided =1256.00sqmmPercentage of reinforcement provided =0.304b)Check for shear:-The critical section of one way shear is at a distance of 'd' from the face of the columnHence,the factored design shear force VFd =357.60KNNominal shear stress Tv =0.866N/sqmm0.866Hence,no shear reinforcement is required.c) Check for Truss action:-The shear span to depth ratio = av/d =0.81>0.60Though,the truss action is not pre-dominant,the tensile reinforcement should be checked for horizontal tensile force ' H 'resulting from truss action,because av/d ratio is not more than 2.Hd=(Pu/2)[L/2-a/4]H = Pu/8d[2L-a] =359.11KNArea of steel required to resist the above above tensile force Ast =994.63sqmmThe tensile reinforcement provided is more than the above value.Hence O.Kd) Bursting steel:-Generally 0.2 times tensile steel will be provided as bursting steel.Hence,the bursting steel required =251.20sqmmAdopting 12mm rings,No.of rings required =2.22However,provide 4 Nos of 12mm dia rings as bursting steel.

PC2DESIGN OF PILE CAPS----PC2(7,9,10,11,13,14,17)I) Design Parametres:-Concrete mix:M20Steel:Fe415Cover to Reinforcement:50mmUnit weight of RCC =25.0KN/cumUnit weight of Brick masonry =19.0KN/cumCharacteristic compressive strength of concrete =20.00N/sqmmYield strength of steel =415N/sqmmBredth of column =0.30mDepth of column = a =0.45mDia of pile =0.450mFactored load on column = P =939.19KNII) Proportioning of pile cap:-Factored load on the pile cap =939.19KNAdd for self weight of pile cap =93.92KNTotal load = Pu =1033.11KNAs per Table 1 of IS:2911(Part III)-1980,safe load carrying capacity 450mm dia DUR piles in medium compactsandy soils or clayey soils of medium consistency for 4.50m depth is =360.00KNAs per clause 5.2.7.2 of IS:2911(Part III)-1980,the minimum spacing between the centre to centre of bored DURpiles should not be less than 1.5Du.Further as per clause 5.2.8.1,the load carrying capacity of each individual pile should be reduced by 10% due togroup action.As per Table 1 of IS:2911(Part III)-1980,safe load carrying capacity 450mm dia DUR piles in medium compactsandy soils or clayey soils of medium consistency is =525.00KNProviding two piles,the load carrying capacity of the pile cap will be1050.00KNReducing 25% for probable water in bulb,the load carrying capacity787.50KNReducing 10% per each pile due to group action,the net safe load carrying708.75KNcapacityHence,ultimate load carrying capacity of the pile cap =1063.13KN> Total loadHence O.KAs per the above criteria,the proposed pile cap is as shown below:-As such,the dimensions of the pile cap of as given below:-The length of pile cap proposed =2.44mThe width of pile cap proposed =0.75mDistance between c/c of piles = L =1.69mShear span av =0.620m0III) Depth of pile cap:-a)For bending action:-The ultimate bending moment on the pile cap = Mu = (Pu/2)x[L/2-a/4] =378.38KN-mAdopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5427.54mmOver all depth required assuming 20mm dia bars == 487.54mmHowever assume 750mm overall depth,then the effective depth comes to690.00mmThe actual depth of neutral axis =108.75mmArea of steel required =1626.51sqmmNo.of 25mm dia bars required =3.32NosHence No.of 25mm dia bars to be provided within pile diametre =5NosThen the area of reinforcement provided =2453.13sqmmPercentage of reinforcement provided =0.474b)Check for shear:-The critical section of one way shear is at a distance of 'd' from the face of the columnHence,the factored design shear force VFd =516.55KNNominal shear stress Tv =0.998N/sqmm0.998Hence,no shear reinforcement is required.c) Check for Truss action:-The shear span to depth ratio = av/d =0.9>0.60Though,the truss action is not pre-dominant,the tensile reinforcement should be checked for horizontal tensile force ' H 'resulting from truss action,because av/d ratio is not more than 2.Hd=(Pu/2)[L/2-a/4]H = Pu/8d[2L-a] =548.37KNArea of steel required to resist the above above tensile force Ast =1518.82sqmmThe tensile reinforcement provided is more than the above value.Hence O.Kd) Bursting steel:-Generally 0.2 times tensile steel will be provided as bursting steel.Hence,the bursting steel required =490.63sqmmAdopting 12mm rings,No.of rings required =4.34However,provide 5 Nos of 12mm dia rings as bursting steel.

PC3DESIGN OF PILE CAPS----PC3(2,3,4,5,18,19,144,145 )I) Design Parametres:-Concrete mix:M20Steel:Fe415Cover to Reinforcement:75mmUnit weight of RCC =25.0KN/cumUnit weight of Brick masonry =19.0KN/cumCharacteristic compressive strength of concrete =20.00N/sqmmYield strength of steel =415N/sqmmBredth of column = b =0.45mDepth of column = a =0.60mDia of pile =0.375mFactored load on column = P =1389.72KNII) Proportioning of pile cap:-Factored load on the pile cap =1389.72KNAdd for self weight of pile cap =138.97KNTotal load = Pu =1528.69KNAs per Table 1 of IS:2911(Part III)-1980,safe load carrying capacity 375mm dia DUR piles in medium compactsandy soils or clayey soils of medium consistency is =360.00KNAs per clause 5.2.7.2 of IS:2911(Part III)-1980,the minimum spacing between the centre to centre of bored DURpiles should not be less than 1.5Du.Further as per clause 5.2.8.1,the load carrying capacity of each individual pile should be reduced by 10% due togroup action.As per Table 1 of IS:2911(Part III)-1980,safe load carrying capacity 300mm dia DUR piles in medium compactsandy soils or clayey soils of medium consistency is =360.00KNIncrease in load carrying capacity for increase in depth of 0.75m =45.00KNIncreased load carrying capacity in compression =405.00KNAssuming water table in the pile bulb,the safe load carrying capacity is to be reduced by 25% as per theclause B-1.6 of IS 2911(Part III)-1980.Hence,the load carrying capacity of the individual pile =303.75KNProviding four piles,the load carrying capacity of the pile cap will be1215.00KNReducing 10% per each pile due group action,the net safe load carrying1093.50KNcapacityHence,ultimate load carrying capacity of the pile cap =1640.25KN> Total loadHence O.KAs per the above criteria,the proposed pile cap is as shown below:-As such,the dimensions of the pile cap of as given below:-The length of pile cap proposed =2.680mThe width of pile cap proposed =2.680mDistance between c/c of piles = L =2.000mDepth of pile cap assumed = D =0.650mEffective depth = d =0.565mShear span av =0.700mIII) Depth of pile cap:-a)For bending action about Y--Y direction:-The ultimate bending moment on the pile cap = Mu = (Pu/4)x[L/2-a/4] =324.85KN-mAdopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5209.57mmOver all depth required assuming 20mm dia bars == 294.57mmHowever assume 650mm overall depth,then the effective depth comes to565.00mmThe actual depth of neutral axis =30.49mmArea of steel required =1629.38sqmmNo.of 20mm dia bars required =5.19NosHence No.of 20mm dia bars to be provided within pile diametre =6NosThen the area of reinforcement provided =1884.00sqmmPercentage of reinforcement provided =0.124b)For bending action about X--X direction:-The ultimate bending moment on the pile cap = Mu = (Pu/4)x[L/2-b/4] =339.18KN-mAdopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5214.14mmOver all depth required assuming 20mm dia bars == 224.14mmHowever assume 650mm overall depth,then the effective depth comes to565.00mmThe actual depth of neutral axis =31.87mmArea of steel required =1703.05sqmmNo.of 20mm dia bars required =5.42NosHence No.of 20mm dia bars to be provided within pile diametre =6NosThen the area of reinforcement provided =1884.00sqmmPercentage of reinforcement provided =0.124c)Check for shear:-The critical section of one way shear is at a distance of 'd' from the face of the columnHence,the factored design shear force VFd =382.17KNNominal shear stress Tv =0.252N/sqmm0.252Hence,no shear reinforcement is required.c) Check for Truss action:-The shear span to depth ratio = av/d =1.24>0.60Though,the truss action is not pre-dominant,the tensile reinforcement should be checked for horizontal tensile force ' H 'resulting from truss action,because av/d ratio is not more than 2.Hd=(Pu/4)[L/2-a/4]H = Pu/16d[2L-b] =600.32KNArea of steel required to resist the above above tensile force Ast =1662.71sqmmThe tensile reinforcement provided is more than the above value.Hence O.Kd) Bursting steel:-Generally 0.2 times tensile steel will be provided as bursting steel.Hence,the bursting steel required =376.80sqmmAdopting 12mm rings,No.of rings required =3.33However,provide 4 Nos of 12mm dia rings as bursting steel.

MBD0000F069.unknown

MBD0009BB87.unknown

MBD000185CE.unknown