CoverDESIGN OF STRUCTUREConstruction of Farmer Training & Extention centre T.P.GudemEst.Cost.Rs.60.00 lakhs

Support ReactionsSUPPORT REACTIONS FROM STAAD ANALYSISJOINTLOADFORCE-XFORCE-YFORCE-ZMOM-XMOM-YMOM-Z14-0.33629.856.822.711.120.1250.36161.95-47.09-156.46-10.62-0.3624-1.521523.7818.7649.880.20.955-1.531043.42-29.14-264.69-0.290.9634-2.261504.2317.5450.280.421.435-1.961046.41-21-250.63-2.521.24440.531479.6817.5748.75-0.58-0.3550.331023.13-27.12-257.694.56-0.22541.141278.843.42.21-0.17-0.7450.71821.49137.0973.92-0.47640.341339.433.331.940-0.2250.2834.29133.2373.180.02-0.1374-1.431278.163.412.20.170.935-1.02820.48136.9773.82-2.020.66840.391534.8919.0451.720.32-0.2350.231067.41-31.12-261.68-2.91-0.14941.051531.7718.3551.86-0.02-0.6550.961069.2-23.27-252.540.01-0.61041.591459.8117.3646.85-0.2-0.9951.49991.99-25.65-260.060.21-0.931140.68616.176.822.71-1.04-0.355-0.22153.38-45.82-154.3811.280.271243.951313.94-9.53-5.810.56-2.4552.99985.83119.771.215.15-1.681340.19859.75-1.74-6.320.07-0.150.33764.26-4.19-81.780.52-0.161440.471022.580.750.250.01-0.350.37960.8103.0757.12-0.22-0.24154-0.72852.71-2.02-7.02-0.110.455-0.76756.71-5.38-83.62-0.920.43164-3.81305.04-9.47-5.77-0.62.355-2.9978.48119.6871.19-5.21.62174-0.93907.70.45-0.73-1.080.495-0.67791.24-76.65-173.67-10.240.36184-2.141866.89-16.59-48.64-0.181.335-1.391561.01-60.87-353.13-0.590.86194-2.971816.25-15.46-48.81-0.431.875-2.011511.58-50.67-339.75-3.281.27204-0.271749.88-15.73-47.780.50.1450.251465.7-57.06-344.825.49-0.17214-1.841452.99-4.19-2.430.121.25-1.531230.33132.5171.60.2112244.08698.02-6.12-4.130.02-2.6753.91790.03-34.35-96.844.63-2.56234-4.08698.04-6.13-4.14-0.022.675-3.89790.12-34.29-96.77-4.642.552441.861450.99-4.18-2.43-0.12-1.2251.61228.69132.4171.55-0.19-1.052541.311817.51-17.09-50.42-0.23-0.850.671519.02-63.48-353.53-3.36-0.412641.581850.38-16.2-50.170.03-0.9850.951538.26-54.26-344.120.05-0.592742.191782.4-15.28-45.820.18-1.3651.511494.2-55.06-343.560.5-0.932841.33887.330.46-0.711.03-0.7551.07774.36-75.17-171.4710.71-0.612945.8494.58-5.31-3.610.03-3.6454.27674.6-32.87-43.390.98-2.53304-0.98678.71-0.11-0.14-0.020.755-1.2654.72-9.23-31.770.250.97314-1.4618.670.01-0.120.031.015-1.29593.77-8.64-31.8401324-1.35607.460.15-0.280.030.995-1.25583.83-8.71-31.79-0.150.9633426.971733.739.826.02-0.01-17.42521.521442.77-14.1-33.36-0.15-13.87344-27.051732.799.836.030.0117.495-21.61441.77-14.08-33.320.1413.953542.15631.180.16-0.25-0.03-1.551.87603.41-8.71-31.740.15-1.333640.22631.650.03-0.09-0.03-0.2450.32604.12-8.62-31.74-0.01-0.343740.97653.56-0.12-0.150.02-0.7351.18634.15-9.19-31.6-0.27-0.93384-5.32483.94-5.3-3.61-0.033.355-3.88664.39-32.45-42.89-1.042.3139440.911419.71-11.14-7.53-0.01-26.32532.761230.81-30.91-44.240.01-21.05404-40.921419.81-11.14-7.520.0126.345-32.811230.89-30.88-44.2-0.0221.1532143.13350.343.472.220-2.0452.538.42-15.88-20.47-0.39-1.633224-3.13350.713.472.2102.055-2.5138.83-15.87-20.460.391.643394-0.5184.434.670005-2.7560.67-299.400034040.66110.918.400058.43125.02-361.7400034340.5484.354.5500052.7760.61-299.50003444-0.74110.668.310005-8.53124.79-361.5600038143.91765.14-1.23-2.071.33-10.150.47611.09-83.34-178.992.54-5.0838243.92795.67-0.62-1.53-1.31-10.1655.47634.49-81.23-177.350.06-10.983834-3.73773.05-0.62-1.531.259.685-5.43615.93-79.85-175.26-0.1910.743844-3.71753.31-1.24-2.07-1.279.625-0.17602.17-81.94-176.88-2.584.4943946.7270.392.7700058.6353.54-46.1500044042.8673.547.6200052.5757.2-47.3300044141.9471.4110.0100051.7254.98-60.8500044240.6273.594.0100050.6956.76-27.5700044340.1577.960.0800050.3260.27-4.490004444-0.279.040.080005-0.2361.28-4.220004454-0.0177.89-9.1100050.2261.89-421.480004464-0.8673.524.080005-0.6456.74-26.890004474-1.9272.838.590005-1.4656.51-50.380004484-2.8272.58.180005-2.3856.2-51.370004494-6.9168.972.930005-8.6452.12-50.8400045048.5173.75-3.3600055.9959.68-52.9100045144.4576.7-7.6100052.861.95-61.0300045244.0375.34-10.0200052.1461.07-78.9300045340.9176.97-3.960005-0.0462.52-35.920004544-1.2839.19-0.150005-0.3834.12-29.1400045541.2839.23-0.1500050.2534.17-29.310004564-1.377.01-4.010005-0.3862.54-35.350004574-3.8676.18-8.550005-2.2161.58-65.810004584-4.375.88-8.170005-2.8161.35-66.090004594-8.7372.55-3.590005-6.3758.79-58.13000

F7DESIGN OF RECTANGULAR FOOTINGS(321,322)Design Parametres:-Footing designation =F7Concrete mixM25SteelFe415Cover to Reinforcement50mmSafe Bearing Capacity(From soil Report)=122.50KN/sqmUnit weight of RCC =25.0KN/cumWidth of Column b =0.45mDepth of Column d =0.45mCharacteristic compressive strength of concrete =25.00N/sqmmYield strength of steel =415.00N/sqmmLoad calculations:-Factored Load on the column from analysis =350.17KN350.17KNAdd self weight of the footing&Weight35.017KNof back fill (10%)Total Load =385.19KNUltimate Bearing Capacity of the soil qu = 1.5xSBC =183.75KN/sqmSize of the footing required:-Area of the footing required =2.10SqmProvide rectangular footing of size 2.00mx1.1m,the area comes to2.20SqmWidth =1.10mDepth =2.00mThe net ultimate bearing pressure acting on the footing due to direct load =175.09KN/sqmDesign moment =3.470KN-mSection Modulus for the above section =(1/6)xbd2 =0.73cumSoil pressure due to moment = M/Z =4.75KN/sqmMax.Soil pressure =pu + mu =179.84KN/sqm0Hence O.KHence,the design soil pressure =179.84KN/sqmThe maximum bending moment at the face of the column wrt the section along width ML =54.01KN-m(Considering 1m width of footing)The maximum bending moment at the face of the column wrt the section along length MB =9.50KN-m(Considering 1m width of footing)Depth of the footing required:-i)Bending moment criteria:-The critical section for bending is at the face of the column.Hence,theMaximum factored bending moment = ML =54.01KN-m(Considering 1m width of footing)Adopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5= 125.12mmOver all depth required assuming 12mm dia bars == 181.12mmHowever assume 350mm overall depth,then the effective depth comes to294.00mmLongitudinal direction:-Calculation of reinforcement :-The actual depth of neutral axis =21.04mmArea of steel required =524.58sqmmAssuming 12mm dia bars,the spacing comes to215mmProvide 12mm bars at a spacing of150mmalong widthThen the area of reinforcement provided =753.60SqmPercentage of reinforcement provided =0.256Check for one way 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 =86.50KNNominal shear stress Tv =0.294N/sqmm0.294Hence,no shear reinforcement is required.Transverse direction:-Maximum factored bending moment = MB =9.50KN-m(Considering 1m width of footing)Over all depth provided =350.00mmEffective depth assuming 12mm dia bars294.00mmCalculation of reinforcement :-The actual depth of neutral axis =3.61mmArea of steel required =89.96sqmmReinforcement in central band=0.71Total reinforcementReinforcement to be provided in central band =63.84sqmmReinforcement to be provided in each edge band =13.06sqmmHowever provide 12mm dia bars at a spacing of175mmalong lengthThen the area of reinforcement provided =645.94SqmPercentage of reinforcement provided =0.22Check for one way 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 =5.58KNNominal shear stress Tv =0.019N/sqmm0.019Hence,no shear reinforcement is required.iii)Two way shear criteria:-The critical section for two-way shear is along the perphery of the square at adistance d/2 from the face of the columnHence perimetre of the preriphery b0 =2976mmHence,the factored shear force VFd = qu(B2-AB2)=296.11KNNominal shear stress Tv = VFd/b0d =0.34 N/sqmmPermissible shear stress in concrete for two-way shear for M20 grade concreteTc' =ks . Tcks = (0.5+l/b)> 1Hence ks =1Tc = 0.25(fck)1/2 =1.25 N/sqmmHence,Tc' =1.25 N/sqmm1.12>0.340Hence,the section provided is safe from two-way shear point of viewiv)Check for transfer of bearing stress:-Pu =385.19KNCompressive bearing resistance = 0.45 fck(A1/A2)1/2.For the column face A1/A2 = 1 and for the other face A1/A2 > 2 but should be taken as 2.In any case, the column face governs.Force transferred to the base through columnat the interface =2278.13KN>385.19KNHence O.KThere is no need to design separate dowel bars to tranfer the load to the base of the footing

F8DESIGN OF RECTANGULAR FOOTINGS(33,34)Design Parametres:-Footing designation =F8Concrete mixM25SteelFe415Cover to Reinforcement50mmSafe Bearing Capacity(From soil Report)=122.50KN/sqmUnit weight of RCC =25.0KN/cumWidth of Column b =0.45mDepth of Column d =0.75mCharacteristic compressive strength of concrete =25.00N/sqmmYield strength of steel =415.00N/sqmmLoad calculations:-Factored Load on the column from analysis =1733.73KN1733.73KNAdd self weight of the footing&Weight173.373KNof back fill (10%)Total Load =1907.10KNUltimate Bearing Capacity of the soil qu = 1.5xSBC =183.75KN/sqmSize of the footing required:-Area of the footing required =10.38SqmProvide rectangular footing of size 2.40mx4.40m,the area comes to10.56SqmWidth =2.40mDepth =4.40mThe net ultimate bearing pressure acting on the footing due to direct load =180.60KN/sqmDesign moment =9.820KN-mSection Modulus for the above section =(1/6)xbd2 =7.74cumSoil pressure due to moment = M/Z =1.27KN/sqmMax.Soil pressure =pu + mu =181.87KN/sqm0Hence O.KHence,the design soil pressure =181.87KN/sqmThe maximum bending moment at the face of the column wrt the section along width ML =302.87KN-m(Considering 1m width of footing)The maximum bending moment at the face of the column wrt the section along length MB =86.44KN-m(Considering 1m width of footing)Depth of the footing required:-i)Bending moment criteria:-The critical section for bending is at the face of the column.Hence,theMaximum factored bending moment = ML =302.87KN-m(Considering 1m width of footing)Adopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5= 296.29mmOver all depth required assuming 12mm dia bars == 352.29mmHowever assume 650mm overall depth,then the effective depth comes to594.00mmLongitudinal direction:-Calculation of reinforcement :-The actual depth of neutral axis =59.13mmArea of steel required =1473.84sqmmAssuming 16mm dia bars,the spacing comes to136mmProvide 16mm bars at a spacing of100mmalong widthThen the area of reinforcement provided =2009.60SqmPercentage of reinforcement provided =0.338Check for one way 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 =223.88KNNominal shear stress Tv =0.377N/sqmm0.377Hence,no shear reinforcement is required.Transverse direction:-Maximum factored bending moment = MB =86.44KN-m(Considering 1m width of footing)Over all depth provided =650.00mmEffective depth assuming 12mm dia bars594.00mmCalculation of reinforcement :-The actual depth of neutral axis =16.36mmArea of steel required =407.77sqmmReinforcement in central band=0.71Total reinforcementReinforcement to be provided in central band =287.84sqmmReinforcement to be provided in each edge band =59.97sqmm6252946.42857142862812316810203142.8571428571However provide 12mm dia bars at a spacing of175mmalong lengthThen the area of reinforcement provided =645.94SqmPercentage of reinforcement provided =0.109Check for one way 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 =69.29KNNominal shear stress Tv =0.117N/sqmm0.117Hence,no shear reinforcement is required.iii)Two way shear criteria:-The critical section for two-way shear is along the perphery of the square at adistance d/2 from the face of the columnHence perimetre of the preriphery b0 =4776mmHence,the factored shear force VFd = qu(B2-AB2)=1665.35KNNominal shear stress Tv = VFd/b0d =0.59 N/sqmmPermissible shear stress in concrete for two-way shear for M20 grade concreteTc' =ks . Tcks = (0.5+l/b)> 1Hence ks =1Tc = 0.25(fck)1/2 =1.25 N/sqmmHence,Tc' =1.25 N/sqmm1.12>0.590Hence,the section provided is safe from two-way shear point of viewiv)Check for transfer of bearing stress:-Pu =1907.10KNCompressive bearing resistance = 0.45 fck(A1/A2)1/2.For the column face A1/A2 = 1 and for the other face A1/A2 > 2 but should be taken as 2.In any case, the column face governs.Force transferred to the base through columnat the interface =3796.88KN>1907.10KNHence O.KThere is no need to design separate dowel bars to tranfer the load to the base of the footing

F6DESIGN OF RECTANGULAR FOOTINGS(1,11,29,30,31,32,35,36,37,38)Design Parametres:-Footing designation =F6Concrete mixM25SteelFe415Cover to Reinforcement50mmSafe Bearing Capacity(From soil Report)=122.50KN/sqmUnit weight of RCC =25.0KN/cumWidth of Column b =0.45mDepth of Column d =0.75mCharacteristic compressive strength of concrete =25.00N/sqmmYield strength of steel =415.00N/sqmmLoad calculations:-Factored Load on the column from analysis =654.72KN654.72KNAdd self weight of the footing&Weight65.472KNof back fill (10%)Total Load =720.19KNUltimate Bearing Capacity of the soil qu = 1.5xSBC =183.75KN/sqmSize of the footing required:-Area of the footing required =3.92SqmProvide rectangular footing of size 2.40mx3.6m,the area comes to4.56SqmWidth =1.90mDepth =2.40mThe net ultimate bearing pressure acting on the footing due to direct load =157.94KN/sqmDesign moment =42.890KN-mSection Modulus for the above section =(1/6)xbd2 =1.82cumSoil pressure due to moment = M/Z =23.57KN/sqmMax.Soil pressure =pu + mu =181.51KN/sqm0Hence O.KHence,the design soil pressure =181.51KN/sqmThe maximum bending moment at the face of the column wrt the section along width ML =61.77KN-m(Considering 1m width of footing)The maximum bending moment at the face of the column wrt the section along length MB =47.70KN-m(Considering 1m width of footing)Depth of the footing required:-i)Bending moment criteria:-The critical section for bending is at the face of the column.Hence,theMaximum factored bending moment = ML =61.77KN-m(Considering 1m width of footing)Adopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5= 133.81mmOver all depth required assuming 12mm dia bars == 189.81mmHowever assume 400mm overall depth,then the effective depth comes to344.00mmLongitudinal direction:-Calculation of reinforcement :-The actual depth of neutral axis =20.46mmArea of steel required =510.08sqmmAssuming 12mm dia bars,the spacing comes to222mmProvide 12mm bars at a spacing of150mmalong widthThen the area of reinforcement provided =753.60SqmPercentage of reinforcement provided =0.219Check for one way 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 =87.30KNNominal shear stress Tv =0.254N/sqmm0.254Hence,no shear reinforcement is required.Transverse direction:-Maximum factored bending moment = MB =47.70KN-m(Considering 1m width of footing)Over all depth provided =400.00mmEffective depth assuming 12mm dia bars344.00mmCalculation of reinforcement :-The actual depth of neutral axis =15.71mmArea of steel required =391.56sqmmReinforcement in central band=0.88Total reinforcementReinforcement to be provided in central band =346.03sqmmReinforcement to be provided in each edge band =22.77sqmmHowever provide 12mm dia bars at a spacing of175mmalong lengthThen the area of reinforcement provided =645.94SqmPercentage of reinforcement provided =0.188Check for one way 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 =69.15KNNominal shear stress Tv =0.201N/sqmm0.201Hence,no shear reinforcement is required.iii)Two way shear criteria:-The critical section for two-way shear is along the perphery of the square at adistance d/2 from the face of the columnHence perimetre of the preriphery b0 =3776mmHence,the factored shear force VFd = qu(B2-AB2)=670.00KNNominal shear stress Tv = VFd/b0d =0.52 N/sqmmPermissible shear stress in concrete for two-way shear for M20 grade concreteTc' =ks . Tcks = (0.5+l/b)> 1Hence ks =1Tc = 0.25(fck)1/2 =1.25 N/sqmmHence,Tc' =1.25 N/sqmm1.12>0.520Hence,the section provided is safe from two-way shear point of viewiv)Check for transfer of bearing stress:-Pu =720.19KNCompressive bearing resistance = 0.45 fck(A1/A2)1/2.For the column face A1/A2 = 1 and for the other face A1/A2 > 2 but should be taken as 2.In any case, the column face governs.Force transferred to the base through columnat the interface =3796.88KN>720.19KNHence O.KThere is no need to design separate dowel bars to tranfer the load to the base of the footing

F5DESIGN OF RECTANGULAR FOOTINGS(381,382,383,384,22,23)Design Parametres:-Footing designation =F5Concrete mixM25SteelFe415Cover to Reinforcement50mmSafe Bearing Capacity(From soil Report)=122.50KN/sqmUnit weight of RCC =25.0KN/cumWidth of Column b =0.45mDepth of Column d =0.75mCharacteristic compressive strength of concrete =25.00N/sqmmYield strength of steel =415.00N/sqmmLoad calculations:-Factored Load on the column from analysis =634.49KN634.49KNAdd self weight of the footing&Weight63.449KNof back fill (10%)Total Load =697.94KNUltimate Bearing Capacity of the soil qu = 1.5xSBC =183.75KN/sqmSize of the footing required:-Area of the footing required =3.80SqmProvide rectangular footing of size 2.40mx3.6m,the area comes to6.00SqmWidth =2.00mDepth =3.00mThe net ultimate bearing pressure acting on the footing due to direct load =116.32KN/sqmDesign moment =179.000KN-mSection Modulus for the above section =(1/6)xbd2 =3.00cumSoil pressure due to moment = M/Z =59.67KN/sqmMax.Soil pressure =pu + mu =175.99KN/sqm0Hence O.KHence,the design soil pressure =175.99KN/sqmThe maximum bending moment at the face of the column wrt the section along width ML =111.37KN-m(Considering 1m width of footing)The maximum bending moment at the face of the column wrt the section along length MB =52.85KN-m(Considering 1m width of footing)Depth of the footing required:-i)Bending moment criteria:-The critical section for bending is at the face of the column.Hence,theMaximum factored bending moment = ML =111.37KN-m(Considering 1m width of footing)Adopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5= 179.67mmOver all depth required assuming 12mm dia bars == 235.67mmHowever assume 500mm overall depth,then the effective depth comes to444.00mmLongitudinal direction:-Calculation of reinforcement :-The actual depth of neutral axis =28.65mmArea of steel required =714.09sqmmAssuming 12mm dia bars,the spacing comes to158mmProvide 12mm bars at a spacing of100mmalong widthThen the area of reinforcement provided =1130.40SqmPercentage of reinforcement provided =0.255Check for one way 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 =119.85KNNominal shear stress Tv =0.270N/sqmm0.270Hence,no shear reinforcement is required.Transverse direction:-Maximum factored bending moment = MB =52.85KN-m(Considering 1m width of footing)Over all depth provided =500.00mmEffective depth assuming 12mm dia bars444.00mmCalculation of reinforcement :-The actual depth of neutral axis =13.40mmArea of steel required =333.91sqmmReinforcement in central band=0.80Total reinforcementReinforcement to be provided in central band =267.13sqmmReinforcement to be provided in each edge band =33.39sqmmHowever provide 12mm dia bars at a spacing of175mmalong lengthThen the area of reinforcement provided =645.94SqmPercentage of reinforcement provided =0.145Check for one way 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 =58.25KNNominal shear stress Tv =0.131N/sqmm0.131Hence,no shear reinforcement is required.iii)Two way shear criteria:-The critical section for two-way shear is along the perphery of the square at adistance d/2 from the face of the columnHence perimetre of the preriphery b0 =4176mmHence,the factored shear force VFd = qu(B2-AB2)=868.07KNNominal shear stress Tv = VFd/b0d =0.47 N/sqmmPermissible shear stress in concrete for two-way shear for M20 grade concreteTc' =ks . Tcks = (0.5+l/b)> 1Hence ks =1Tc = 0.25(fck)1/2 =1.25 N/sqmmHence,Tc' =1.25 N/sqmm1.12>0.470Hence,the section provided is safe from two-way shear point of viewiv)Check for transfer of bearing stress:-Pu =697.94KNCompressive bearing resistance = 0.45 fck(A1/A2)1/2.For the column face A1/A2 = 1 and for the other face A1/A2 > 2 but should be taken as 2.In any case, the column face governs.Force transferred to the base through columnat the interface =3796.88KN>697.94KNHence O.KThere is no need to design separate dowel bars to tranfer the load to the base of the footing

F4DESIGN OF RECTANGULAR FOOTINGS(13,14,15,17,28)Design Parametres:-Footing designation =F4Concrete mixM25SteelFe415Cover to Reinforcement50mmSafe Bearing Capacity(From soil Report)=122.50KN/sqmUnit weight of RCC =25.0KN/cumWidth of Column b =0.45mDepth of Column d =0.75mCharacteristic compressive strength of concrete =25.00N/sqmmYield strength of steel =415.00N/sqmmLoad calculations:-Factored Load on the column from analysis =960.80KN960.80KNAdd self weight of the footing&Weight96.080KNof back fill (10%)Total Load =1056.88KNUltimate Bearing Capacity of the soil qu = 1.5xSBC =183.75KN/sqmSize of the footing required:-Area of the footing required =5.75SqmProvide rectangular footing of size 2.60mx2.7m,the area comes to7.02SqmWidth =2.60mDepth =2.70mThe net ultimate bearing pressure acting on the footing due to direct load =150.55KN/sqmDesign moment =103.070KN-mSection Modulus for the above section =(1/6)xbd2 =3.16cumSoil pressure due to moment = M/Z =32.62KN/sqmMax.Soil pressure =pu + mu =183.17KN/sqm0Hence O.KHence,the design soil pressure =183.17KN/sqmThe maximum bending moment at the face of the column wrt the section along width ML =87.06KN-m(Considering 1m width of footing)The maximum bending moment at the face of the column wrt the section along length MB =105.84KN-m(Considering 1m width of footing)Depth of the footing required:-i)Bending moment criteria:-The critical section for bending is at the face of the column.Hence,theMaximum factored bending moment = ML =87.06KN-m(Considering 1m width of footing)Adopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5= 158.85mmOver all depth required assuming 12mm dia bars == 214.85mmHowever assume 400mm overall depth,then the effective depth comes to394.00mmLongitudinal direction:-Calculation of reinforcement :-The actual depth of neutral axis =25.23mmArea of steel required =628.92sqmmAssuming 12mm dia bars,the spacing comes to180mmProvide 12mm bars at a spacing of150mmalong widthThen the area of reinforcement provided =753.60SqmPercentage of reinforcement provided =0.191Check for one way 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 =106.42KNNominal shear stress Tv =0.270N/sqmm0.270Hence,no shear reinforcement is required.Transverse direction:-Maximum factored bending moment = MB =105.84KN-m(Considering 1m width of footing)Over all depth provided =400.00mmEffective depth assuming 12mm dia bars344.00mmCalculation of reinforcement :-The actual depth of neutral axis =35.75mmArea of steel required =891.06sqmmReinforcement in central band=0.98Total reinforcementReinforcement to be provided in central band =874.25sqmmReinforcement to be provided in each edge band =8.40sqmmHowever provide 12mm dia bars at a spacing of100mmalong lengthThen the area of reinforcement provided =1130.40SqmPercentage of reinforcement provided =0.329Check for one way 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 =133.90KNNominal shear stress Tv =0.389N/sqmm0.389Hence,no shear reinforcement is required.iii)Two way shear criteria:-The critical section for two-way shear is along the perphery of the square at adistance d/2 from the face of the columnHence perimetre of the preriphery b0 =3976mmHence,the factored shear force VFd = qu(B2-AB2)=1108.98KNNominal shear stress Tv = VFd/b0d =0.71 N/sqmmPermissible shear stress in concrete for two-way shear for M20 grade concreteTc' =ks . Tcks = (0.5+l/b)> 1Hence ks =1Tc = 0.25(fck)1/2 =1.25 N/sqmmHence,Tc' =1.25 N/sqmm1.12>0.710Hence,the section provided is safe from two-way shear point of viewiv)Check for transfer of bearing stress:-Pu =1056.88KNCompressive bearing resistance = 0.45 fck(A1/A2)1/2.For the column face A1/A2 = 1 and for the other face A1/A2 > 2 but should be taken as 2.In any case, the column face governs.Force transferred to the base through columnat the interface =3796.88KN>1056.88KNHence O.KThere is no need to design separate dowel bars to tranfer the load to the base of the footing

F3_12.5DESIGN OF RECTANGULAR FOOTINGS(5,6,7,12,16)Design Parametres:-Footing designation =F3Concrete mixM25SteelFe415Cover to Reinforcement50mmSafe Bearing Capacity(From soil Report)=122.50KN/sqmUnit weight of RCC =25.0KN/cumWidth of Column b =0.45mDepth of Column d =0.75mCharacteristic compressive strength of concrete =25.00N/sqmmYield strength of steel =415.00N/sqmmLoad calculations:-Factored Load on the column from analysis =1339.43KN1339.43KNAdd self weight of the footing&Weight133.943KNof back fill (10%)Total Load =1473.37KNUltimate Bearing Capacity of the soil qu = 1.5xSBC =183.75KN/sqmSize of the footing required:-Area of the footing required =8.02SqmProvide rectangular footing of size 2.40mx3.6m,the area comes to8.64SqmWidth =2.40mDepth =3.60mThe net ultimate bearing pressure acting on the footing due to direct load =170.53KN/sqmDesign moment =3.330KN-mSection Modulus for the above section =(1/6)xbd2 =5.18cumSoil pressure due to moment = M/Z =0.64KN/sqmMax.Soil pressure =pu + mu =171.17KN/sqm0Hence O.KHence,the design soil pressure =171.17KN/sqmThe maximum bending moment at the face of the column wrt the section along width ML =173.79KN-m(Considering 1m width of footing)The maximum bending moment at the face of the column wrt the section along length MB =81.36KN-m(Considering 1m width of footing)Depth of the footing required:-i)Bending moment criteria:-The critical section for bending is at the face of the column.Hence,theMaximum factored bending moment = ML =173.79KN-m(Considering 1m width of footing)Adopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5= 224.44mmOver all depth required assuming 12mm dia bars == 280.44mmHowever assume 550mm overall depth,then the effective depth comes to494.00mmLongitudinal direction:-Calculation of reinforcement :-The actual depth of neutral axis =40.48mmArea of steel required =1009.11sqmmAssuming 16mm dia bars,the spacing comes to199mmProvide 16mm bars at a spacing of110mmalong widthThen the area of reinforcement provided =1027.64SqmPercentage of reinforcement provided =0.208Check for one way 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 =159.36KNNominal shear stress Tv =0.323N/sqmm0.323Hence,no shear reinforcement is required.Transverse direction:-Maximum factored bending moment = MB =81.36KN-m(Considering 1m width of footing)Over all depth provided =550.00mmEffective depth assuming 12mm dia bars494.00mmCalculation of reinforcement :-The actual depth of neutral axis =18.59mmArea of steel required =463.48sqmmReinforcement in central band=0.80Total reinforcementReinforcement to be provided in central band =370.78sqmmReinforcement to be provided in each edge band =46.35sqmmHowever provide 12mm dia bars at a spacing of175mmalong lengthThen the area of reinforcement provided =645.94SqmPercentage of reinforcement provided =0.131Check for one way 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 =82.33KNNominal shear stress Tv =0.167N/sqmm0.167Hence,no shear reinforcement is required.iii)Two way shear criteria:-The critical section for two-way shear is along the perphery of the square at adistance d/2 from the face of the columnHence perimetre of the preriphery b0 =4376mmHence,the factored shear force VFd = qu(B2-AB2)=1277.92KNNominal shear stress Tv = VFd/b0d =0.59 N/sqmmPermissible shear stress in concrete for two-way shear for M20 grade concreteTc' =ks . Tcks = (0.5+l/b)> 1Hence ks =1Tc = 0.25(fck)1/2 =1.25 N/sqmmHence,Tc' =1.25 N/sqmm1.12>0.590Hence,the section provided is safe from two-way shear point of viewiv)Check for transfer of bearing stress:-Pu =1473.37KNCompressive bearing resistance = 0.45 fck(A1/A2)1/2.For the column face A1/A2 = 1 and for the other face A1/A2 > 2 but should be taken as 2.In any case, the column face governs.Force transferred to the base through columnat the interface =3796.88KN>1473.37KNHence O.KThere is no need to design separate dowel bars to tranfer the load to the base of the footing

F2_12.5DESIGN OF FOOTINGS(2,3,4,8,9,10,21,24,39,40)Design Parametres:-Footing designation =F2Concrete mixM25SteelFe415Cover to Reinforcement50mmSafe Bearing Capacity(From soil Report)=122.50KN/sqmUnit weight of RCC =25.0KN/cumWidth of Column b =0.60mDepth of Column d =0.75mCharacteristic compressive strength of concrete =25.00N/sqmmYield strength of steel =415.00N/sqmmLoad calculations:-Factored Load on the column from analysis =1534.89KN1534.89KNAdd self weight of the footing&Weight153.489KNof back fill (10%)Total Load =1688.38KNUltimate Bearing Capacity of the soil qu = 1.5xSBC =183.75KN/sqmSize of the footing required:-Area of the footing required =9.19SqmProvide square footing of size 3.2mx3.2m,the area comes to10.24SqmWidth =3.20mDepth =3.20mThe net ultimate bearing pressure acting on the footing due to direct load =164.88KN/sqmDesign moment =51.72KN-mSection Modulus for the above section =(1/6)xbd2 =5.46cumSoil pressure due to moment = M/Z =9.47KN/sqmMax.Soil pressure =pu + mu =174.35KN/sqm0Hence O.KHence,the design soil pressure =174.35KN/sqmDepth of the footing required:-i)Bending moment criteria:-The critical section for bending is at the face of the column.Hence,theMaximum factored bending moment = Mu =147.33KN-m(Considering 1m width of footing)Adopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5= 206.65mmOver all depth required assuming 12mm dia bars == 262.65mmHowever assume450mmoverall depth,then the effective depth comes to394.00mmThe actual depth of neutral axis =43.57mmArea of steel required =1086.13sqmmAssuming 16mm dia bars,the spacing comes to185mmProvide 16mm bars at a spacing of150mmThen the area of reinforcement provided =1339.73SqmPercentage of reinforcement provided =0.34ii)One way shear criteria:-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 =157.96KNNominal shear stress Tv =0.401N/sqmm0.401Hence,no shear reinforcement is required.iii)Two way shear criteria:-The critical section for two-way shear is along the perphery of the square at adistance d/2 from the face of the columnHence perimetre of the preriphery b0 =4276mmHence,the factored shear force VFd = qu(B2-AB2)=1587.11KNNominal shear stress Tv = VFd/b0d =0.94 N/sqmmPermissible shear stress in concrete for two-way shear for M20 grade concreteTc' =ks . Tcks = (0.5+l/b)> 1Hence ks =1Tc = 0.25(fck)1/2 =1.25 N/sqmmHence,Tc' =1.25 N/sqmm1.12>0.940Hence,the section provided is safe from two-way shear point of viewiv)Check for transfer of bearing stress:-Pu =1688.38KNCompressive bearing resistance = 0.45 fck(A1/A2)1/2.For the column face A1/A2 = 1 and for the other face A1/A2 > 2 but should be taken as 2.In any case, the column face governs.Force transferred to the base through columnat the interface =5062.50KN>1688.38KNHence O.KThere is no need to design separate dowel bars to tranfer the load to the base of the footing

F1_12.5DESIGN OF RECTANGULAR FOOTINGS(18,19,20,25,26,27)Design Parametres:-Footing designation =F1Concrete mixM25SteelFe415Cover to Reinforcement50mmSafe Bearing Capacity(From soil Report)=122.50KN/sqmUnit weight of RCC =25.0KN/cumWidth of Column b =0.60mDepth of Column d =0.90mCharacteristic compressive strength of concrete =25.00N/sqmmYield strength of steel =415.00N/sqmmLoad calculations:-Factored Load on the column from analysis =1561.01KN1561.01KNAdd self weight of the footing&Weight156.101KNof back fill (10%)Total Load =1717.11KNUltimate Bearing Capacity of the soil qu = 1.5xSBC =183.75KN/sqmSize of the footing required:-Area of the footing required =9.34SqmProvide rectangular footing of size 3.40mx3.8m,the area comes to12.92SqmWidth =3.40mDepth =3.80mThe net ultimate bearing pressure acting on the footing due to direct load =132.90KN/sqmDesign moment =353.130KN-mSection Modulus for the above section =(1/6)xbd2 =8.18cumSoil pressure due to moment = M/Z =43.17KN/sqmMax.Soil pressure =pu + mu =176.07KN/sqm0Hence O.KHence,the design soil pressure =176.07KN/sqmThe maximum bending moment at the face of the column wrt the section along width ML =185.09KN-m(Considering 1m width of footing)The maximum bending moment at the face of the column wrt the section along length MB =172.55KN-m(Considering 1m width of footing)Depth of the footing required:-i)Bending moment criteria:-The critical section for bending is at the face of the column.Hence,theMaximum factored bending moment = ML =185.09KN-m(Considering 1m width of footing)Adopting Limit state method of design Mu = 0.138 fckbd2The effective depth of footing required = d =[Mu/(0.138fckb)]0.5= 231.62mmOver all depth required assuming 12mm dia bars == 287.62mmHowever assume 500mm overall depth,then the effective depth comes to444.00mmLongitudinal direction:-Calculation of reinforcement :-The actual depth of neutral axis =48.55mmArea of steel required =1210.18sqmmAssuming 16mm dia bars,the spacing comes to166mmProvide 16mm bars at a spacing of125mmalong widthThen the area of reinforcement provided =1607.68SqmPercentage of reinforcement provided =0.362Check for one way 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 =177.13KNNominal shear stress Tv =0.399N/sqmm0.399Hence,no shear reinforcement is required.Transverse direction:-Maximum factored bending moment = MB =172.55KN-m(Considering 1m width of footing)Over all depth provided =500.00mmEffective depth assuming 16mm dia bars444.00mmCalculation of reinforcement :-The actual depth of neutral axis =45.11mmArea of steel required =1124.36sqmmReinforcement in central band=0.94Total reinforcementReinforcement to be provided in central band =1061.90sqmmReinforcement to be provided in each edge band =31.23sqmmHowever provide 16mm dia bars at a spacing of150mmalong lengthThen the area of reinforcement provided =1339.73SqmPercentage of reinforcement provided =0.302Check for one way 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 =168.32KNNominal shear stress Tv =0.379N/sqmm0.379Hence,no shear reinforcement is required.iii)Two way shear criteria:-The critical section for two-way shear is along the perphery of the square at adistance d/2 from the face of the columnHence perimetre of the preriphery b0 =4776mmHence,the factored shear force VFd = qu(B2-AB2)=2027.77KNNominal shear stress Tv = VFd/b0d =0.96 N/sqmmPermissible shear stress in concrete for two-way shear for M20 grade concreteTc' =ks . Tcks = (0.5+l/b)> 1Hence ks =1Tc = 0.25(fck)1/2 =1.25 N/sqmmHence,Tc' =1.25 N/sqmm1.12>0.960Hence,the section provided is safe from two-way shear point of viewiv)Check for transfer of bearing stress:-Pu =1717.11KNCompressive bearing resistance = 0.45 fck(A1/A2)1/2.For the column face A1/A2 = 1 and for the other face A1/A2 > 2 but should be taken as 2.In any case, the column face governs.Force transferred to the base through columnat the interface =6075.00KN>1717.11KNHence O.KThere is no need to design separate dowel bars to tranfer the load to the base of the footing