Cover PageNOTES :SUBMISSION / APPROVAL STAMPS2Revised in line with EOT crane requirementVRPCVRRACG19-Sep-131Revised as per PEPL Comments vide letter no.3137 dated 06.09.2012VRPCVRRACG15-Sep-120Submitted for review / approval.VRPCVRRACG13-Aug-12REV.DESCRIPTIONPRPD.CHKD.APPD.DATECLIENT :RAJASTHAN RAJYA VIDYUT UTPADAN NIGAM LIMITEDCLIENT'S CONSULTANT :POWERTEC ENGINEERING PVT. LTD.BOP CONTRACTOR:SPML INFRA LTD. (FORMELY SUBHASH PROJECTS AND MARKETING LTD.)CONTRACTOR'S CONSULTANT FOR CWPH :VRP CONSULTANTSV.R.RAVINDRAN. M.E., M.I.E., 5/3, AZIZ NAGAR FIRST STREET, KODAMBAKKAM, CHENNAI -600024PROJECT :160 MW CCPP, STAGE III, RAMGARHTITLE :DESIGN CALCULATIONS FOR BASE RAFT AND RC WALL FOR RAW WATER SUMP (BELOW RWPH-3) (SUB STRUCTURE)DOCUMENT NO. :SPML-S10IRJ01-DD-CE-C03ISSUE :R1Standard drawing numbering system : SPML-S10IRJ01-XX-YY-NNN e.g. SPML/PCS-S10IRJ01-DG-CE-003Where,COOLING WATER PUMP HOUSE XX refers type of documentDG-drawingDD-Design Document YY- refers Engineering DisciplineME-Mechanical EngineeringEE-Electrical EngineeringC&I-Control & Instrumentation EngineeringCE- Civil EngineeringSE- Structural EngineeringAR- Architectural EngineeringPM-Project Management NNN- refers Number

ContentRAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRPCDESIGN NOTE OF RWPH-3-SUB STRUCTUREPROJECT NAME: 1x160 MW CCPP ,RRVUNL , RAMGARH RAJASTHANPACKAGE/SYSTEM:SPML-S10IRJ01-DD-CE-C03CONTENTS:PAGE NO.SUB STRUCTURE1INTRODUCTION12RC WALL DESIGN23BASE RAFT DESIGN634BASE RAFT DESIGN FOR UPLIFT CASE76ANNEXURE - 12A - RW SUMP WITH RC WALLSSUMP STAAD MODEL2B - RW SUMP WITH RC WALLS FOR UPLIFT2C - RW SUMP WITH RC WALLS FOR UPLIFT DESIGN3A - RW BASE RAFTBASE RAFT STAAD MODEL3B - RW BASE RAFT FOR UPLIFT3C - RW BASE RAFT FOR UPLIFT DESIGN4 - PUMP FLOOR MODELRC WALL STAAD MODELANNEXURE - 2SPML-S10IRJ01-DG-CE-C03 (2 SHEETS)GA - LAYOUT OF BASE SLAB & SUMP(2 SHEETS)ANNEXURE - 3SPML-S10IRJ01-DG-CE-C04 (SHEET 1 OF 1)RC DETAILS FOR BASE SLAB & SUMP

Des methodologyRAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRPCDESIGN NOTE OF RWPH-3-SUPER STRUCTUREPROJECT NAME: 1x160 MW CCPP ,RRVUNL , RAMGARH RAJASTHANPACKAGE/SYSTEM:SPML-S10IRJ01-DD-CE-C03GENERALIntroductionThis document presents the calculation for RW sump below pump house-3 for 1x160 MW CCPP, RRVUNL , RAMGARH RAJASTHAN.The design is performed as per the requirements of Design Basis Report and this design document consists of design methodology, criteria and the design aspects followed for the RW sump. The RC wall design and Base raft design calculations are furnished in this document for RW sump.Units of MeasurementAll the units used in the analysis and design are in SI system unless noted otherwise.REFERENCESProject / Input DocumentsSPML / TRENT-S10IRJ01-DG-ME-016EQUIPMENT LAYOUT FOR RAWWATER PUMP HOUSE-3 - REV 5, SHT 1SPML-S10IRJ01-DG-CE-C01RAW WATER PUMP HOUSE-3- ARCHITECTURAL DETAILS SHT 1 OF 1 (R3)RVUNL's technical specifications Section - VCivil, structural and architectural works(124 pages)Design Standards & CodesDesign is prepared in accordance with Indian Standards and codes of practices.Various codes of practice being referred to are listed below:IS:3370 - 2009 part - 2Concrete structures for storage of liquids-code of practicepart-2 - Reinforced concrete structures.IS:1893-2002 part-ICriteria for Earthquake resistant design of structurtespart-I - General provisions and BuildingsANALYSIS AND DESIGN METHODOLOGYThe Sump for RWPH-3 is designed as per the guidance provided in the DBR and technical specifications.The staad model is made for the pump floor slab and beam, RC wall and base raft (Staad model for sump - (ie) sub structutre) (from EL (+) 165.30.m to EL (+) 160.075m top of base raft slab) (second staad model)The support reactions from the building columns at EL (+) 165.30m (from staad model for super structure) is applied on staad model for substructure and analysed.Another staad model (third staad model) is made for the base raft alone - on this raft model the support reactionsobtained from the bottom of the RC wall and building columns (ie- second staad model) are applied - in order tosimplify the analysis by staad for the raft.A fourth staad model for the pump floor only is made to find out the loadings from the pump floor on the RC wall belowThe RC wall is supporting the pump floor slab which is supporting the pumps.The RC wall has to be designed for the vertical load from pump floor and bending moment/shear due to earth, waterpressure and surcharge.In order to get the loading from the pump floor - this fourth staad model is made by providing hinges at thejunction of floor beam and Rc wall - this loading from pump floor is considered for design of Rc wall.

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RC WALL grid locationsRAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL , RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03PUMP FLOOR & SCREEN BAY FLOOR AT EL (+) 165.30m

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PUMP FLOOR LAYOUTRAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL , RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03PUMP FLOOR LAYOUT AT EL + 165.25 (TOC)

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PUMP FLOOR REACTIONSRAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL , RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03Reactions obtained from STAAD - fourth staad model - for the pump floor - the reactions from the pump floor are listed belowHorizontalVerticalHorizontalMomentNodeL/CFx kNFy kNFz kNMx kNmMy kNmMz kNm13076.2740.00700023027.6380.47900033076.266-0.00700043041.049-0.512000930.00146.083-1.842000103-0.00148.8151.8820002130-4.06100002330-4.0610000273-2.39648.252-5.226000283-1.57442.6641.84000293-2.25137.2126.582000343-1.50738.438-3.203000433026.8960000443010.1040000453026.8960000463010.1040000Total Reaction for each grid:GRIDSTOTAL (FY) KNLENGTH (m)FY/LENGTH (KN/m)FX (kN)FZ (kN)RC walls2231.403.97558-4.65-0.0113243.173.97561-3.080.002A'68.694.5150.00-0.033-53.794.5120.000.004-20.212.290.000.005-37.001.0125370.000.006-37.001.0125370.000.007-22.841.26180.000.008-22.841.26180.000.009

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RC WALL - 1(full ht)RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL,RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF RC WALL - 1 at its base (for full height)Case 1Earth pressure acting outside + no water insideAnalysisThe rc wall - 1 - Exterior wall designed as a two - way slabGrade of Concrete=M25Height of the water column=4.425mUnit weight of water=10.0kN/cu.mUnit weight of soil=10.0kN/cu.mSurcharge=20.0kN/sq.mTop of wall=165.3m lvlMax. water level=164.5m lvlTop of base raft=160.1m lvlFloor slab thickness=700mm=0.70mTotal height of wall=165.3-0.7/2-160.075(from base slab to centre=4.875mof slab)aa2.232.23b4.875ma/b ratio=2.225/4.875=0.46~0.5Earth pressure=0.5x4.425x10=22.125kN/m per m lengthWater pressure=4.425x10=44.25kN/m per m lengthSurcharge=0.5x20=10kN/m per m lengthHorizontal moment calculationReferring to Moody's chart for a/b ratio = 0.5For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (Mx)=coefficient x22.125x4.875^2Moment (Mx)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0.4MxVxx/aCoefficient for y/b = 0.4MxVx00.026914.14-0.0400.026928.29-0.040.20.00854.47-0.040.20.00858.94-0.040.4-0.0023-1.210.020.4-0.0023-2.420.020.6-0.0081-4.260.050.6-0.0081-8.520.050.8-0.011-5.780.070.8-0.011-11.570.071-0.0119-6.260.081-0.0119-12.510.08For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x10x4.875^2x/aCoefficient for y/b = 0.4MxVx00.050812.07-0.090.20.01734.11-0.010.4-0.0033-0.780.160.6-0.0152-3.610.030.8-0.0212-5.040.301-0.023-5.470.32Load from Floor slab :Reaction=58kN/mSelf weight of wall=0.45x1x4.875x25=55kN/mTotal load=58+55=113kN/mTotal horizontal moment ==14.14+28.29+12.07=54.5kNmf=1.8N/sq.mm(Refer Table- 1 of IS:3370 (Part 2)-2009)Moment=fZZ=1000 x D2 / 6M/f=I/y=(bd3/12) /(d/2)Z=bd2/6M=fZ54.5x10^6=1.8x(1000xD^2/6)D=SQRT(54.5x10^6x6/1.8x1000)D=426.2478303647mmD~450mmD=0.450mcc=6N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)Actual stress incompression=P / A=113x10^3/1000x450=0.251Actual stress inbending=M/Z=(54.5x10^6x6)/(1000x450^2)=1.6149974479Interaction ratio=(0.251/6)+(1.61/1.8)=0.939< 1 SafeVertical moment calculationReferring to Moody's chart for a/b ratio = 0.5For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (My)=coefficient x22.125x4.875^2Moment (My)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0MyVyx/aCoefficient for y/b = 0MyVy000.00-0.00000.00-0.000.20.00683.580.080.20.00687.150.080.40.01678.780.200.40.016717.560.200.60.02513.150.270.60.02526.290.270.80.030215.880.310.80.030231.760.3110.03216.830.3210.03233.650.32For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x10x4.875^2x/aCoefficient for y/b = 0MyVy000.00-0.030.20.00942.230.060.40.02485.890.240.60.03889.220.360.80.04811.410.4310.051212.170.45Total vertical moment ==16.83+33.65+12.17=62.6kNmDesign for Horizontal momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=16mmd=450-25-16/2=417mmAst=M/stjd=54.5x10^6/(130x0.86x417)=1168sq.mmArea of bar=201sq.mmSpacing=201x1000/1168=172mmSpacing provided=150mmArea provided=1340.4128655316sq.mmPROVIDEY16AT150mmc/chorizontallyCheck for Shear:Max. Shear force=0.47kNNominal shear stressv=V/bd=0.47x1000/1000x417=0.001N/sq.mm% of steel=0.321%Allowable shear stressc - BY INTERPOLATIONin concrete,c=0.253N/sq.mm(From table-3 of IS:3370-2009-part 2)0.250.50.321Hence safe0.230.310.253Design for vertical momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=16mmd=450-25-16-16/2=401mmAst=M/stjd=62.6x10^6/(130x0.86x401)=1396sq.mmArea of bar=201sq.mmSpacing=201x1000/1396=144.0034746628mmSpacing provided=125mmArea provided=1608.495438638sq.mmPROVIDEY16AT125mmc/cverticallyCheck for Shear:Max. Shear force=1.10kNNominal shear stressv=V/bd=1.1x1000/1000x401=0.003N/sq.mmc - BY INTERPOLATION% of steel=0.401%0.250.50.401Allowable shear stress0.230.310.278in concrete,c=0.278N/sq.mm(From table-3 of IS:3370-2009-part 2)Hence safeMinimum Reinforcement:Ast (min.)=(450/2x1000/100)x0.35=787.5sq.mmDia of bar=12mmArea of bar=113sq.mmSpacing required=113x1000/788=143.6156641641mmSpacing provided=125mmPROVIDEY12AT125mmc/cverticallyCase 2Water inside + no soil outsideWater pressure=4.425x10=44.25kN/m per m lengthHorizontal moment for water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0Mx00.026928.290.20.00858.940.4-0.0023-2.420.6-0.0081-8.520.8-0.011-11.571-0.0119-12.51Horizontal moment=28.29kNmless than case 1Case 1 GovernsVertical moment for water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0.4My000.000.20.00687.150.40.016717.560.60.02526.290.80.030231.7610.03233.65Vertical moment=33.65kNmless than case 1Case 1 GovernsCheck for combined stress due to axial load and bending:P/A + M/Z < 1Length of wall=3.975mVertical load frompump floor (Total)=231.40kN(From Staad - reaction from pump floor model)(for 3.975m long wall)Horizontal load frompump floor , Fx(Total)=-5kN(From Staad - reaction from pump floor model)(for 3.975m long wall)Moment due tohorizontal load, Mx=-5x4.425=-20.55855kNmSelf weight of wall=55x3.975=218.00390625kNTotal Vertical Load=231.4+218=449.40kNActual stress incompression=P / A=(449x1000)/(450x3.975x1000)=0.25N/sq.mm< 6N/sq.mmActual stress inbending=M/Z=(20.6x10^6x6)/(450x3.975x1000x3.975x1000)=0.02N/sq.mm< 8.5N/sq.mmMoment due to earth pressure + Water pressure + Surcharge=(54.5X 10^6x6x3.975)/(3.975x1000x450^2)=1.61N/sq.mm=Actual stress in bending tension or compressionInteraction ratio=(1.61/8.5)+(0.25/6)+(0.02/8.5)=0.23< 1 Safe

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RC WALL - 1(mid ht)RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL,RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF RC WALL - 1 at its mid height (half the height)Case 1Earth pressure acting outside + no water insideAnalysisThe rc wall - 1 - Exterior wall designed as a two - way slabGrade of Concrete=M25Height of the water column=4.425m(for full height)Unit weight of water=10.0kN/cu.mUnit weight of soil=10.0kN/cu.mSurcharge=20.0kN/sq.mTop of wall=165.3m lvlMax. water level=164.5m lvlTop of base raft=160.1m lvlFloor slab thickness=700mm=0.70mTotal height of wall=165.3-0.7/2-160.075(from base slab to centre=4.875mof slab)Consider half the ht of wall=2.4mHeight of the water column=2.0maa2.232.23b2.4ma/b ratio=2.225/2.438=0.91~1.0Earth pressure=0.5x2x10=10kN/m per m lengthWater pressure=2x10=20kN/m per m lengthSurcharge=0.5x2=1.0kN/m per m lengthHorizontal moment calculationReferring to Moody's chart for a/b ratio = 1For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (Mx)=coefficient x10x2.438^2Moment (Mx)=coefficient x20x2.438^2x/aCoefficient for y/b = 0.6MxVxx/aCoefficient for y/b = 0.6MxVx00.02891.71-0.0800.02893.41-0.080.20.00190.110.000.20.00190.220.000.4-0.0074-0.440.070.4-0.0074-0.870.070.6-0.0097-0.570.990.6-0.0097-1.150.990.8-0.0098-0.580.110.8-0.0098-1.160.111-0.0096-0.570.111-0.0096-1.130.11For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x1x2.438^2x/aCoefficient for y/b = 0.6MxVx00.6643.92-0.160.20.00370.020.130.4-0.0174-0.100.310.6-0.0225-0.130.370.8-0.0227-0.130.391-0.0224-0.130.40Load from Floor slab :Reaction=58kN/mSelf weight of wall=0.45x1x4.875x25=55kN/mTotal load=58+55=113kN/mTotal horizontal moment ==1.71+3.41+3.92=9.0kNmf=1.8N/sq.mm(Refer Table- 1 of IS:3370 (Part 2)-2009)Moment=fZZ=1000 x D2 / 6M/f=I/y=(bd3/12) /(d/2)Z=bd2/6M=fZ9x10^6=1.8x(1000xD^2/6)D=SQRT(9x10^6x6/1.8x1000)D=173.5841883899mmD~450mmD=0.450mcc=6N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)Actual stress incompression=P / A=113x10^3/1000x450=0.251Actual stress inbending=M/Z=(9x10^6x6)/(1000x450^2)=0.267835293Interaction ratio=(0.251/6)+(0.27/1.8)=0.191< 1 SafeVertical moment calculationReferring to Moody's chart for a/b ratio = 1For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (My)=coefficient x10x2.438^2Moment (My)=coefficient x20x2.438^2x/aCoefficient for y/b = 0MyVyx/aCoefficient for y/b = 0MyVy000.00-0.00000.00-0.000.20.02111.250.080.20.02112.490.080.40.04032.380.200.40.04034.760.200.60.05193.060.270.60.05196.130.270.80.05763.400.310.80.05766.800.3110.05933.500.3210.05937.000.32For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x1x2.438^2x/aCoefficient for y/b = 0MyVy000.00-0.030.20.03340.200.060.40.06970.410.240.60.09340.550.360.80.10560.620.4310.10930.650.45Total vertical moment ==3.5+7+0.65=11.1kNmDesign for Horizontal momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=12mmd=450-25-12/2=419mmAst=M/stjd=9x10^6/(130x0.86x419)=193sq.mmArea of bar=113sq.mmSpacing=113x1000/193=587mmSpacing provided=125mmArea provided=904.7786842339sq.mmPROVIDEY12AT125mmc/chorizontallyCheck for Shear:Max. Shear force=0.62kNNominal shear stressv=V/bd=0.62x1000/1000x419=0.001N/sq.mm% of steel=0.216%Allowable shear stressc - BY INTERPOLATIONin concrete,c=0.219N/sq.mm(From table-3 of IS:3370-2009-part 2)0.250.50.216Hence safe0.230.310.219Design for vertical momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=12mmd=450-25-12-12/2=407mmAst=M/stjd=11.1x10^6/(130x0.86x407)=245sq.mmArea of bar=113sq.mmSpacing=113x1000/245=461.9583241239mmSpacing provided=125mmArea provided=904.7786842339sq.mmPROVIDEY12AT125mmc/cverticallyCheck for Shear:Max. Shear force=1.10kNNominal shear stressv=V/bd=1.1x1000/1000x407=0.003N/sq.mmc - BY INTERPOLATION% of steel=0.222%0.250.50.222Allowable shear stress0.230.310.221in concrete,c=0.221N/sq.mm(From table-3 of IS:3370-2009-part 2)Hence safe

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RC WALL - 2 (full ht)RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL,RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF RC WALL - 2 at its base (for full height)Case 1Earth pressure acting outside + no water insideAnalysisThe rc wall - 2 - Exterior wall designed as a two - way slabGrade of Concrete=M25Height of the water column=4.425mUnit weight of water=10.0kN/cu.mUnit weight of soil=10.0kN/cu.mSurcharge=20.0kN/cu.mTop of wall=165.3m lvlMax. water level=164.5m lvlTop of base raft=160.1m lvlFloor slab thickness=700mm=0.70mTotal height of wall=165.3-0.7/2-160.075(from base slab to centre=4.875mof slab)aa2.232.23b4.875ma/b ratio=2.225/4.875=0.46~0.5Earth pressure=0.5x4.425x10=22.125kN/m per m lengthWater pressure=4.425x10=44.25kN/m per m lengthSurcharge=0.5x20=10kN/m per m lengthHorizontal moment calculationReferring to Moody's chart for a/b ratio = 0.5For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (Mx)=coefficient x22.125x4.875^2Moment (Mx)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0.4MxVxx/aCoefficient for y/b = 0.4MxVx00.026914.14-0.0400.026928.29-0.040.20.00854.47-0.040.20.00858.94-0.040.4-0.0023-1.210.020.4-0.0023-2.420.020.6-0.0081-4.260.050.6-0.0081-8.520.050.8-0.011-5.780.070.8-0.011-11.570.071-0.0119-6.260.081-0.0119-12.510.08For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x10x4.875^2x/aCoefficient for y/b = 0.4MxVx00.050812.07-0.090.20.01734.11-0.010.4-0.0033-0.780.160.6-0.0152-3.610.030.8-0.0212-5.040.301-0.023-5.470.32Load from Floor slab :Reaction=61kN/mSelf weight of wall=0.45x1x4.875x25=55kN/mTotal load=61+55=116kN/mTotal horizontal moment ==14.14+28.29+12.07=54.5kNmf=1.8N/sq.mm(Refer Table- 1 of IS:3370 (Part 2)-2009)Moment=fZZ=1000 x D2 / 6M/f=I/y=(bd3/12) /(d/2)Z=bd2/6M=fZ54.5x10^6=1.8x(1000xD^2/6)D=SQRT(54.5x10^6x6/1.8x1000)D=426.2478303647mmD~450mmD=0.450mcc=6N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)Actual stress incompression=P / A=116x10^3/1000x450=0.258Actual stress inbending=M/Z=(54.5x10^6x6)/(1000x450^2)=1.6149974479Interaction ratio=(0.258/6)+(1.61/1.8)=0.940< 1 SafeVertical moment calculationReferring to Moody's chart for a/b ratio = 0.5For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (My)=coefficient x22.125x4.875^2Moment (My)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0MyVxx/aCoefficient for y/b = 0MyVx000.00-0.00000.00-0.000.20.00683.580.080.20.00687.150.080.40.01678.780.200.40.016717.560.200.60.02513.150.270.60.02526.290.270.80.030215.880.310.80.030231.760.3110.03216.830.3210.03233.650.32For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x10x4.875^2x/aCoefficient for y/b = 0MyVx000.00-0.030.20.00942.230.060.40.02485.890.240.60.03889.220.360.80.04811.410.4310.051212.170.45Total vertical moment ==16.83+33.65+12.17=62.6kNmDesign for Horizontal momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=16mmd=450-25-16/2=417mmAst=M/stjd=54.5x10^6/(130x0.86x417)=1168sq.mmArea of bar=201sq.mmSpacing=201x1000/1168=172mmSpacing provided=150mmArea provided=1340.4128655316sq.mmPROVIDEY16AT150mmc/chorizontallyCheck for Shear:Max. Shear force=0.47kNNominal shear stressv=V/bd=0.47x1000/1000x417=0.001N/sq.mm% of steel=0.321%Allowable shear stressc - BY INTERPOLATIONin concrete,c=0.253N/sq.mm(From table-3 of IS:3370-2009-part 2)0.250.50.321Hence safe0.230.310.253Design for vertical momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=16mmd=450-25-16-16/2=401mmAst=M/stjd=62.6x10^6/(130x0.86x401)=1396sq.mmArea of bar=201sq.mmSpacing=201x1000/1396=144.0034746628mmSpacing provided=125mmArea provided=1608.495438638sq.mmPROVIDEY16AT125mmc/cverticallyCheck for Shear:Max. Shear force=1.10kNNominal shear stressv=V/bd=1.1x1000/1000x401=0.003N/sq.mmc - BY INTERPOLATION% of steel=0.401%0.250.50.401Allowable shear stress0.230.310.278in concrete,c=0.278N/sq.mm(From table-3 of IS:3370-2009-part 2)Hence safeMinimum Reinforcement:Ast (min.)=(450/2x1000/100)x0.35=787.5sq.mmDia of bar=12mmArea of bar=113sq.mmSpacing required=113x1000/788=143.6156641641mmSpacing provided=125mmPROVIDEY12AT125mmc/cverticallyCase 2Water inside + no soil outsideWater pressure=4.425x10=44.25kN/m per m lengthHorizontal moment for water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0.4Mx00.026928.290.20.00858.940.4-0.0023-2.420.6-0.0081-8.520.8-0.011-11.571-0.0119-12.51Horizontal moment=28.29kNmless than case 1Case 1 GovernsVertical moment for water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0My000.000.20.00687.150.40.016717.560.60.02526.290.80.030231.7610.03233.65Vertical moment=33.65kNmless than case 1Case 1 GovernsCheck for combined stress due to axial load and bending:P/A + M/Z < 1Length of wall=3.975mVertical load frompump floor (Total)=243.17kN(From Staad - reaction from pump floor model)(for 3.975m long wall)Horizontal load frompump floor , Fx(Total)=-3kN(From Staad - reaction from pump floor model)(for 3.975m long wall)Moment due tohorizontal load, Mx=-3x4.425=-13.63785kNmSelf weight of wall=55x3.975=218.00390625kNTotal Vertical Load=243.17+218=461.17kNActual stress incompression=P / A=(461x1000)/(450x3.975x1000)=0.26N/sq.mm< 6N/sq.mmActual stress inbending=M/Z=(13.6x10^6x6)/(450x3.975x1000x3.975x1000)=0.01N/sq.mm< 8.5N/sq.mmMoment due to earth pressure + Water pressure + Surcharge=(54.5X 10^6x6x3.975)/(3.975x1000x450^2)=1.61N/sq.mm=Actual stress in bending tension or compressionInteraction ratio=(1.61/8.5)+(0.26/6)+(0.01/8.5)=0.23< 1 Safe

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RC WALL - 2(mid ht)RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL,RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF RC WALL - 2 at its mid height (half the height)Case 1Earth pressure acting outside + no water insideAnalysisThe rc wall - 2 - Exterior wall designed as a two - way slabGrade of Concrete=M25Height of the water column=4.425m(for full height)Unit weight of water=10.0kN/cu.mUnit weight of soil=10.0kN/cu.mSurcharge=20.0kN/sq.mTop of wall=165.3m lvlMax. water level=164.5m lvlTop of base raft=160.1m lvlFloor slab thickness=700mm=0.70mTotal height of wall=165.3-0.7/2-160.075(from base slab to centre=4.875mof slab)Consider half the ht of wall=2.4mHeight of the water column=2.0maa2.232.23b2.4ma/b ratio=2.225/2.438=0.91~1.0Earth pressure=0.5x2x10=10kN/m per m lengthWater pressure=2x10=20kN/m per m lengthSurcharge=0.5x2=1.0kN/m per m lengthHorizontal moment calculationReferring to Moody's chart for a/b ratio = 1For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (Mx)=coefficient x10x2.438^2Moment (Mx)=coefficient x20x2.438^2x/aCoefficient for y/b = 0.6MxVxx/aCoefficient for y/b = 0.6MxVx00.02891.71-0.0800.02893.41-0.080.20.00190.110.000.20.00190.220.000.4-0.0074-0.440.070.4-0.0074-0.870.070.6-0.0097-0.570.990.6-0.0097-1.150.990.8-0.0098-0.580.110.8-0.0098-1.160.111-0.0096-0.570.111-0.0096-1.130.11For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x1x2.438^2x/aCoefficient for y/b = 0.6MxVx00.6643.92-0.160.20.00370.020.130.4-0.0174-0.100.310.6-0.0225-0.130.370.8-0.0227-0.130.391-0.0224-0.130.40Load from Floor slab :Reaction=61kN/mSelf weight of wall=0.45x1x4.875x25=55kN/mTotal load=61+55=116kN/mTotal horizontal moment ==1.71+3.41+3.92=9.0kNmf=1.8N/sq.mm(Refer Table- 1 of IS:3370 (Part 2)-2009)Moment=fZZ=1000 x D2 / 6M/f=I/y=(bd3/12) /(d/2)Z=bd2/6M=fZ9x10^6=1.8x(1000xD^2/6)D=SQRT(9x10^6x6/1.8x1000)D=173.5841883899mmD~450mmD=0.450mcc=6N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)Actual stress incompression=P / A=116x10^3/1000x450=0.258Actual stress inbending=M/Z=(9x10^6x6)/(1000x450^2)=0.267835293Interaction ratio=(0.258/6)+(0.27/1.8)=0.192< 1 SafeVertical moment calculationReferring to Moody's chart for a/b ratio = 1For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (My)=coefficient x10x2.438^2Moment (My)=coefficient x20x2.438^2x/aCoefficient for y/b = 0MyVyx/aCoefficient for y/b = 0MyVy000.00-0.00000.00-0.000.20.02111.250.080.20.02112.490.080.40.04032.380.200.40.04034.760.200.60.05193.060.270.60.05196.130.270.80.05763.400.310.80.05766.800.3110.05933.500.3210.05937.000.32For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x1x2.438^2x/aCoefficient for y/b = 0MyVy000.00-0.030.20.03340.200.060.40.06970.410.240.60.09340.550.360.80.10560.620.4310.10930.650.45Total vertical moment ==3.5+7+0.65=11.1kNmDesign for Horizontal momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=12mmd=450-25-12/2=419mmAst=M/stjd=9x10^6/(130x0.86x419)=193sq.mmArea of bar=113sq.mmSpacing=113x1000/193=587mmSpacing provided=125mmArea provided=904.7786842339sq.mmPROVIDEY12AT125mmc/chorizontallyCheck for Shear:Max. Shear force=0.62kNNominal shear stressv=V/bd=0.62x1000/1000x419=0.001N/sq.mm% of steel=0.216%Allowable shear stressc - BY INTERPOLATIONin concrete,c=0.219N/sq.mm(From table-3 of IS:3370-2009-part 2)0.250.50.216Hence safe0.230.310.219Design for vertical momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=12mmd=450-25-12-12/2=407mmAst=M/stjd=11.1x10^6/(130x0.86x407)=245sq.mmArea of bar=113sq.mmSpacing=113x1000/245=461.9583241239mmSpacing provided=125mmArea provided=904.7786842339sq.mmPROVIDEY12AT125mmc/cverticallyCheck for Shear:Max. Shear force=1.10kNNominal shear stressv=V/bd=1.1x1000/1000x407=0.003N/sq.mmc - BY INTERPOLATION% of steel=0.222%0.250.50.222Allowable shear stress0.230.310.221in concrete,c=0.221N/sq.mm(From table-3 of IS:3370-2009-part 2)Hence safe

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RC WALL - 3 (full ht)RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL,RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF RC WALL - 3 at its base (full height)Case 1Earth pressure acting outside + no water insideAnalysisThe rc wall - 3 - Exterior wall designed as a two - way slabGrade of Concrete=M25Height of the water column=4.425mUnit weight of water=10.0kN/cu.mUnit weight of soil=10.0kN/cu.mSurcharge=20.0kN/cu.mTop of wall=165.3m lvlMax. water level=164.5m lvlTop of base raft=160.1m lvlFloor slab thickness=700mm=0.70mTotal height of wall=165.3-0.7/2-160.075(from base slab to centre=4.875mof slab)aa2.252.25b4.875ma/b ratio=2.25/4.875=0.46~0.5Earth pressure=0.5x4.425x10=22.125kN/m per m lengthWater pressure=4.425x10=44.25kN/m per m lengthSurcharge=0.5x20=10kN/m per m lengthHorizontal moment calculationReferring to Moody's chart for a/b ratio = 0.5For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (Mx)=coefficient x22.125x4.875^2Moment (Mx)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0.4MxVxx/aCoefficient for y/b = 0.4MxVx00.026914.14-0.0400.026928.29-0.040.20.00854.47-0.040.20.00858.94-0.040.4-0.0023-1.210.020.4-0.0023-2.420.020.6-0.0081-4.260.050.6-0.0081-8.520.050.8-0.011-5.780.070.8-0.011-11.570.071-0.0119-6.260.081-0.0119-12.510.08For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x10x4.875^2x/aCoefficient for y/b = 0.4MxVx00.050812.07-0.090.20.01734.11-0.010.4-0.0033-0.780.160.6-0.0152-3.610.030.8-0.0212-5.040.301-0.023-5.470.32Load from Floor slab :Reaction=15kN/mSelf weight of wall=0.45x1x4.875x25=55kN/mTotal load=15+55=70kN/mTotal horizontal moment ==14.14+28.29+12.07=54.5kNmf=1.8N/sq.mm(Refer Table- 1 of IS:3370 (Part 2)-2009)Moment=fZZ=1000 x D2 / 6M/f=I/y=(bd3/12) /(d/2)Z=bd2/6M=fZ54.5x10^6=1.8x(1000xD^2/6)D=SQRT(54.5x10^6x6/1.8x1000)D=426.2478303647mmD~450mmD=0.450mcc=6N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)Actual stress incompression=P / A=70x10^3/1000x450=0.156Actual stress inbending=M/Z=(54.5x10^6x6)/(1000x450^2)=1.6149974479Interaction ratio=(0.156/6)+(1.61/1.8)=0.923< 1 SafeVertical moment calculationReferring to Moody's chart for a/b ratio = 0.5For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (My)=coefficient x22.125x4.875^2Moment (My)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0MyVxx/aCoefficient for y/b = 0MyVx000.00-0.00000.00-0.000.20.00683.580.080.20.00687.150.080.40.01678.780.200.40.016717.560.200.60.02513.150.270.60.02526.290.270.80.030215.880.310.80.030231.760.3110.03216.830.3210.03233.650.32For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x10x4.875^2x/aCoefficient for y/b = 0MyVx000.00-0.030.20.00942.230.060.40.02485.890.240.60.03889.220.360.80.04811.410.4310.051212.170.45Total vertical moment ==16.83+33.65+12.17=62.6kNmDesign for Horizontal momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=16mmd=450-25-16/2=417mmAst=M/stjd=54.5x10^6/(130x0.86x417)=1168sq.mmArea of bar=201sq.mmSpacing=201x1000/1168=172mmSpacing provided=150mmArea provided=1340.4128655316sq.mmPROVIDEY16AT150mmc/chorizontallyCheck for Shear:Max. Shear force=0.47kNNominal shear stressv=V/bd=0.47x1000/1000x417=0.001N/sq.mm% of steel=0.321%Allowable shear stressc - BY INTERPOLATIONin concrete,c=0.253N/sq.mm(From table-3 of IS:3370-2009-part 2)0.250.50.321Hence safe0.230.310.253Design for vertical momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=16mmd=450-25-16-16/2=401mmAst=M/stjd=62.6x10^6/(130x0.86x401)=1396sq.mmArea of bar=201sq.mmSpacing=201x1000/1396=144.0034746628mmSpacing provided=125mmArea provided=1608.495438638sq.mmPROVIDEY16AT125mmc/cverticallyCheck for Shear:Max. Shear force=1.10kNNominal shear stressv=V/bd=1.1x1000/1000x401=0.003N/sq.mmc - BY INTERPOLATION% of steel=0.401%0.250.50.401Allowable shear stress0.230.310.278in concrete,c=0.278N/sq.mm(From table-3 of IS:3370-2009-part 2)Hence safeMinimum Reinforcement:Ast (min.)=(450/2x1000/100)x0.35=787.5sq.mmDia of bar=12mmArea of bar=113sq.mmSpacing required=113x1000/788=143.6156641641mmSpacing provided=125mmPROVIDEY12AT125mmc/cverticallyCase 2Water inside + no soil outsideWater pressure=4.425x10=44.25kN/m per m lengthHorizontal moment for water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0.4Mx00.026928.290.20.00858.940.4-0.0023-2.420.6-0.0081-8.520.8-0.011-11.571-0.0119-12.51Horizontal moment=28.29kNmless than case 1Case 1 GovernsVertical moment for water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x44.25x4.875^2x/aCoefficient for y/b = 0My000.000.20.00687.150.40.016717.560.60.02526.290.80.030231.7610.03233.65Vertical moment=33.65kNmless than case 1Case 1 GovernsCheck for combined stress due to axial load and bending:P/A + M/Z < 1Length of wall=4.5mVertical load frompump floor (Total)=68.69kN(From Staad - reaction from pump floor model)(for 4.5m long wall)Horizontal load frompump floor , Fz(Total)=-0kN(From Staad - reaction from pump floor model)(for 4.5m long wall)Moment due tohorizontal load, Mz=0x4.425=-0.146025kNmSelf weight of wall=55x4.5=246.796875kNTotal Vertical Load=68.69+246.8=315.48kNActual stress incompression=P / A=(315x1000)/(450x4.5x1000)=0.16N/sq.mm< 6N/sq.mmActual stress inbending=M/Z=(0.1x10^6x6)/(450x4.5x1000x4.5x1000)=0.0001N/sq.mm< 8.5N/sq.mmMoment due to earth pressure + Water pressure + Surcharge=(54.5X 10^6x6x4.5)/(4.5x1000x450^2)=1.61N/sq.mm=Actual stress in bending tension or compressionInteraction ratio=(1.61/8.5)+(0.16/6)+(0/8.5)=0.22< 1 Safe

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RC WALL - 3(mid ht)RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL,RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF RC WALL - 3 at its mid height (half the height)Case 1Earth pressure acting outside + no water insideAnalysisThe rc wall - 3 - Exterior wall designed as a two - way slabGrade of Concrete=M25Height of the water column=4.425m(for full height)Unit weight of water=10.0kN/cu.mUnit weight of soil=10.0kN/cu.mSurcharge=20.0kN/sq.mTop of wall=165.3m lvlMax. water level=164.5m lvlTop of base raft=160.1m lvlFloor slab thickness=700mm=0.70mTotal height of wall=165.3-0.7/2-160.075(from base slab to centre=4.875mof slab)Consider half the ht of wall=2.4mHeight of the water column=2.0maa2.252.25b2.4ma/b ratio=2.25/2.438=0.92~1.0Earth pressure=0.5x2x10=10kN/m per m lengthWater pressure=2x10=20kN/m per m lengthSurcharge=0.5x2=1.0kN/m per m lengthHorizontal moment calculationReferring to Moody's chart for a/b ratio = 1For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (Mx)=coefficient x10x2.438^2Moment (Mx)=coefficient x20x2.438^2x/aCoefficient for y/b = 0.6MxVxx/aCoefficient for y/b = 0.6MxVx00.02891.71-0.0800.02893.41-0.080.20.00190.110.000.20.00190.220.000.4-0.0074-0.440.070.4-0.0074-0.870.070.6-0.0097-0.570.990.6-0.0097-1.150.990.8-0.0098-0.580.110.8-0.0098-1.160.111-0.0096-0.570.111-0.0096-1.130.11For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x1x2.438^2x/aCoefficient for y/b = 0.6MxVx00.6643.92-0.160.20.00370.020.130.4-0.0174-0.100.310.6-0.0225-0.130.370.8-0.0227-0.130.391-0.0224-0.130.40Load from Floor slab :Reaction=15kN/mSelf weight of wall=0.45x1x4.875x25=55kN/mTotal load=15+55=70kN/mTotal horizontal moment ==1.71+3.41+3.92=9.0kNmf=1.8N/sq.mm(Refer Table- 1 of IS:3370 (Part 2)-2009)Moment=fZZ=1000 x D2 / 6M/f=I/y=(bd3/12) /(d/2)Z=bd2/6M=fZ9x10^6=1.8x(1000xD^2/6)D=SQRT(9x10^6x6/1.8x1000)D=173.5841883899mmD~450mmD=0.450mcc=6N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)Actual stress incompression=P / A=70x10^3/1000x450=0.156Actual stress inbending=M/Z=(9x10^6x6)/(1000x450^2)=0.267835293Interaction ratio=(0.156/6)+(0.27/1.8)=0.175< 1 SafeVertical moment calculationReferring to Moody's chart for a/b ratio = 1For Earth pressureFor water pressurefrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (My)=coefficient x10x2.438^2Moment (My)=coefficient x20x2.438^2x/aCoefficient for y/b = 0MyVyx/aCoefficient for y/b = 0MyVy000.00-0.00000.00-0.000.20.02111.250.080.20.02112.490.080.40.04032.380.200.40.04034.760.200.60.05193.060.270.60.05196.130.270.80.05763.400.310.80.05766.800.3110.05933.500.3210.05937.000.32For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x1x2.438^2x/aCoefficient for y/b = 0MyVy000.00-0.030.20.03340.200.060.40.06970.410.240.60.09340.550.360.80.10560.620.4310.10930.650.45Total vertical moment ==3.5+7+0.65=11.1kNmDesign for Horizontal momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=12mmd=450-25-12/2=419mmAst=M/stjd=9x10^6/(130x0.86x419)=193sq.mmArea of bar=113sq.mmSpacing=113x1000/193=587mmSpacing provided=125mmArea provided=904.7786842339sq.mmPROVIDEY12AT125mmc/chorizontallyCheck for Shear:Max. Shear force=0.62kNNominal shear stressv=V/bd=0.62x1000/1000x419=0.001N/sq.mm% of steel=0.216%Allowable shear stressc - BY INTERPOLATIONin concrete,c=0.219N/sq.mm(From table-3 of IS:3370-2009-part 2)0.250.50.216Hence safe0.230.310.219Design for vertical momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=12mmd=450-25-12-12/2=407mmAst=M/stjd=11.1x10^6/(130x0.86x407)=245sq.mmArea of bar=113sq.mmSpacing=113x1000/245=461.9583241239mmSpacing provided=125mmArea provided=904.7786842339sq.mmPROVIDEY12AT125mmc/cverticallyCheck for Shear:Max. Shear force=1.10kNNominal shear stressv=V/bd=1.1x1000/1000x407=0.003N/sq.mmc - BY INTERPOLATION% of steel=0.222%0.250.50.222Allowable shear stress0.230.310.221in concrete,c=0.221N/sq.mm(From table-3 of IS:3370-2009-part 2)Hence safe

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RC WALL - 4RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL,RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF RC WALL - 4Water pressure acting on one side of wallAnalysisThe rc wall - 4 - Exterior wall designed as a two - way slabGrade of Concrete=M25Height of the water column=4.425mUnit weight of water=10.0kN/cu.mUnit weight of soil=10.0kN/cu.mSurcharge=20.0kN/cu.mTop of wall=165.3m lvlMax. water level=164.5m lvlTop of base raft=160.1m lvlFloor slab thickness=150mm=0.15mTotal height of wall=165.3-0.15/2-160.075(from base slab to centre=5.150mof slab)aa1.101.10b5.150ma/b ratio=1.1/5.15=0.21~0.250Earth pressure=0.5x4.42500000000001x10=22.125kN/m per m lengthWater pressure=4.425x10=44.25kN/m per m lengthSurcharge=0.5x20=10kN/m per m lengthHorizontal moment calculationReferring to Moody's chart for a/b ratio = 0.25For water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x44.25x5.15^2x/aCoefficient for y/b = 0.4MxVx00.011413.38-0.020.20.00495.75-0.030.400.000.010.6-0.0032-3.760.030.8-0.0051-5.990.051-0.0057-6.690.05For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x10x5.15^2Reaction (Vx)=coefficient x10x5.15x/aCoefficient for y/b = 0MxVx000.000.000.20.00942.490.480.40.02486.581.280.60.038810.292.000.80.04812.732.4710.051213.582.64Load from Floor slab :Reaction=12kN/mSelf weight of wall=0.25x1x5.15x25=32kN/mTotal load=12+32=44kN/mTotal horizontal moment ==13.38=13.38kNmf=1.8N/sq.mm(Refer Table- 1 of IS:3370 (Part 2)-2009)Moment=fZZ=1000 x D2 / 6M/f=I/y=(bd3/12) /(d/2)Z=bd2/6M=fZ13.4x10^6=1.8x(1000xD^2/6)D=SQRT(13.4x10^6x6/1.8x1000)D=211.1814001043mmD~250mmD=0.250mcc=6N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)Actual stress incompression=P / A=44x10^3/1000x250=0.177Actual stress inbending=M/Z=(13.4x10^6x6)/(1000x250^2)=1.284410412Interaction ratio=(0.177/6)+(1.28/1.8)=0.743< 1 SafeVertical moment calculationReferring to Moody's chart for a/b ratio = 0.25For water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x44.25x5.15^2x/aCoefficient for y/b = 0MyVx000.000.010.20.0022.350.050.40.00526.100.150.60.00819.510.220.80.0111.740.2510.010712.560.26For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x10x5.15^2Reaction (Vy)=coefficient x10x5.15x/aCoefficient for y/b = 0.4MyVx00.050813.472.620.20.01734.590.890.4-0.0033-0.88-0.170.6-0.0152-4.03-0.780.8-0.0212-5.62-1.091-0.023-6.10-1.18Total vertical moment ==12.56=12.56kNmDesign for Horizontal momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=12mmd=250-25-12/2=219mmAst=M/stjd=13.4x10^6/(130x0.86x219)=546sq.mmArea of bar=113sq.mmSpacing=113x1000/546=207mmSpacing provided=200mmArea provided=565.4866776462sq.mmPROVIDEY12AT200mmc/chorizontallyCheck for Shear:Max. Shear force=0.05kNNominal shear stressv=V/bd=0.05x1000/1000x219=0.000N/sq.mm% of steel=0.258%Allowable shear stressc - BY INTERPOLATIONin concrete,c=0.233N/sq.mm(From table-3 of IS:3370-2009-part 2)0.250.50.258Hence safe0.230.310.233Design for vertical momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=12mmd=250-25-12-12/2=207mmAst=M/stjd=12.6x10^6/(130x0.86x207)=542sq.mmArea of bar=113sq.mmSpacing=113x1000/542=208.5953419359mmSpacing provided=200mmArea provided=565.4866776462sq.mmPROVIDEY12AT200mmc/cverticallyCheck for Shear:Max. Shear force=0.26kNNominal shear stressv=V/bd=0.26x1000/1000x207=0.001N/sq.mmc - BY INTERPOLATION% of steel=0.273%0.250.50.273Allowable shear stress0.230.310.237in concrete,c=0.237N/sq.mm(From table-3 of IS:3370-2009-part 2)Hence safeMinimum Reinforcement:Ast (min.)=(250/2x1000/100)x0.35=437.5sq.mmDia of bar=12mmArea of bar=113sq.mmSpacing required=113x1000/438=258.5081954954mmSpacing provided=250mmPROVIDEY12AT250mmc/cverticallyCase 2Water inside + no soil outsideWater pressure=4.42500000000001x10=44.25kN/m per m lengthHorizontal moment for water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x44.2500000000001x5.15^2x/aCoefficient for y/b = 0Mx00.011413.380.20.00495.750.400.000.6-0.0032-3.760.8-0.0051-5.991-0.0057-6.69Horizontal moment=-6.69kNmless than case 1Case 1 GovernsVertical moment for water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x44.2500000000001x5.15^2x/aCoefficient for y/b = 0.4My000.000.200.000.400.000.600.000.800.00100.00Vertical moment=0.00kNmless than case 1Case 1 GovernsTherfore, Provide Y16 @ 100mm c/c bothways and both faces

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RC WALL - 5RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL,RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF RC WALL - 5Water pressure acting on one side of wallAnalysisThe rc wall - 5 - Exterior wall designed as a two - way slabGrade of Concrete=M25Height of the water column=4.425mUnit weight of water=10.0kN/cu.mUnit weight of soil=10.0kN/cu.mSurcharge=20.0kN/cu.mTop of wall=165.3m lvlMax. water level=164.5m lvlTop of base raft=160.1m lvlFloor slab thickness=150mm=0.15mTotal height of wall=165.3-0.15/2-160.075(from base slab to centre=5.150mof slab)aa1.101.10b5.150ma/b ratio=1.1/5.15=0.21Earth pressure=0.5x4.42500000000001x10=22.125kN/m per m lengthWater pressure=4.425x10=44.25kN/m per m lengthSurcharge=0.5x20=10kN/m per m lengthHorizontal moment calculationReferring to Moody's chart for a/b ratio = 0.25For water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x44.25x5.15^2x/aCoefficient for y/b = 0.4MxVx00.011413.38-0.010.20.00495.75-0.010.400.000.010.6-0.0032-3.760.020.8-0.0051-5.990.021-0.0057-6.690.03For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (Mx)=coefficient x10x5.15^2Reaction (Vx)=coefficient x10x5.15x/aCoefficient for y/b = 0MxVx000.000.000.20.00240.640.120.40.00631.670.320.60.01012.680.520.80.01263.340.6510.01353.580.70Load from Floor slab :Reaction=9kN/mSelf weight of wall=0.25x1x5.15x25=32kN/mTotal load=9+32=41kN/mTotal horizontal moment ==13.38=13.4kNmf=1.8N/sq.mm(Refer Table- 1 of IS:3370 (Part 2)-2009)Moment=fZZ=1000 x D2 / 6M/f=I/y=(bd3/12) /(d/2)Z=bd2/6M=fZ13.4x10^6=1.8x(1000xD^2/6)D=SQRT(13.4x10^6x6/1.8x1000)D=211.1814001043mmD~250mmD=0.250mcc=6N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)Actual stress incompression=P / A=41x10^3/1000x250=0.165Actual stress inbending=M/Z=(13.4x10^6x6)/(1000x250^2)=1.284410412Interaction ratio=(0.165/6)+(1.28/1.8)=0.741< 1 SafeVertical moment calculationReferring to Moody's chart for a/b ratio = 0.25For water pressurefrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x44.25x5.15^2x/aCoefficient for y/b = 0MyVx000.000.030.20.0022.350.030.40.00526.100.110.60.00819.510.160.80.0111.740.1910.010712.560.20For Surchargefrom Fig.10 of Moody's chartMoment = Coefficient x p x b2Moment (My)=coefficient x10x5.15^2Reaction (Vy)=coefficient x10x5.15x/aCoefficient for y/b = 0.4MyVx00.01965.201.010.20.00852.250.440.40.00020.050.010.6-0.0055-1.46-0.280.8-0.0088-2.33-0.451-0.0099-2.63-0.51Total vertical moment ==12.56=12.6kNmDesign for Horizontal momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=12mmd=250-25-12/2=219mmAst=M/stjd=13.4x10^6/(130x0.86x219)=546sq.mmArea of bar=113sq.mmSpacing=113x1000/546=207mmSpacing provided=200mmArea provided=565.4866776462sq.mmPROVIDEY12AT200mmc/chorizontallyCheck for Shear:Max. Shear force=0.03kNNominal shear stressv=V/bd=0.03x1000/1000x219=0.000N/sq.mm% of steel=0.258%Allowable shear stressc - BY INTERPOLATIONin concrete,c=0.233N/sq.mm(From table-3 of IS:3370-2009-part 2)0.250.50.258Hence safe0.230.310.233Design for vertical momentst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.4179104478j=1-k/3=1-(0.42/3)=0.8606965174Cover=25mmDia of bar=12mmd=250-25-12-12/2=207mmAst=M/stjd=12.6x10^6/(130x0.86x207)=542sq.mmArea of bar=113sq.mmSpacing=113x1000/542=208.5953419359mmSpacing provided=200mmArea provided=565.4866776462sq.mmPROVIDEY12AT200mmc/cverticallyCheck for Shear:Max. Shear force=0.20kNNominal shear stressv=V/bd=0.2x1000/1000x207=0.001N/sq.mmc - BY INTERPOLATION% of steel=0.273%0.250.50.273Allowable shear stress0.230.310.237in concrete,c=0.237N/sq.mm(From table-3 of IS:3370-2009-part 2)Hence safeMinimum Reinforcement:Ast (min.)=(250/2x1000/100)x0.35=437.5sq.mmDia of bar=12mmArea of bar=113sq.mmSpacing required=113x1000/438=258.5081954954mmSpacing provided=250mmPROVIDEY12AT250mmc/cvertically

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RC WALL - 6 & 7RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL,RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF RC WALL - 6 & 7Earth pressure acting outside + no water insideAnalysisGrade of Concrete=M25Slab thickness for pumpfloor=150mmHeight of the wall=EL(+)165.3-EL(+)160.075-0.15/2=5.150mHeight of water column=EL(+)164.5-EL(+)160.075=4.425mSaturated unit weightof soil=20.0kN/cu.mUnit weight of water=10.0kN/cu.mSubmerged unit weight of soil=10.0kN/cu.mSurcharge=20.0kN/m2Coefficient of internalfriction at restK=0.5Earth pressure=0.5x4.425x10=22.125kN/mWater pressure=4.425x10=44.25kN/mSurcharge=0.5x20=10kN/mTotal load=22.125+44.25+10=76.375kN/mSpan of the wall=1.0125mVertical Load frompump floor , P=37kN/m(From Staad - reaction from pump floor model)Horizontal load, Fx=-29kN(From Staad - reaction from pump floor model)Fz=-0kN/m(Horizontal load from pump is acting along the length of wall 6.95m)Moment at the basedue to Fx=-29x5.15=-148.4kNmBending moment at thebase (support moment)=76.375x1.0125x1.0125/10BM=7.83kNmf=1.8N/sq.mm(Refer Table- 1 of IS:3370 (Part 2)-2009)Moment=fZZ=1000 x D2 / 6M/f=I/y=(bd3/12) /(d/2)Z=bd2/6M=fZ8x10^6=1.8x(1000xD^2/6)D=SQRT(7.83x10^6x6/1.8x1000)D=163.2993161855mmD~250mmD at bottom of wall=0.250mSelf weight of wall=0.25x1x5.15x25=32.2kN/mcc=6N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)Actual stress in(Allowable compressive stress in concrete (M25) = 6N/sq.mm)compression=P / A=((37+32.2)x1000)/(1000x250)=0.277Actual stress inbending compression=M/Z(or tension)=(8x10^6x6)/(1000x250^2)=0.75N/sq.mm< 8.5N/sq.mmAllowable compressivestress in bending (M25)=8.5N/sq.mmInteraction ratio=(0.277/6)+(0.75/8.5)=0.13< 1 SafeDesignst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009) (Allowable tensile stress in steel)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.42j=1-k/3=1-(0.42/3)=0.86Cover=25mmDia of bar=12mmd=250-25-12/2=219mmAst=M/stjd=7.83x10^6/(130x0.86x219)=320sq.mmArea of bar of 12 dia=113sq.mmSpacing=113x1000/320Spacing required=354mmSpacing provided=250mmAst provided=452sq.mmPROVIDEY12AT250mmc/cDistribution Reinforcement:Ast (min.)=(250/2x1000/100)x0.35(As per clause 8.1.1 & Fig.1 (page-5) of IS 3370-2009 (part 2))=437.5sq.mmDia of bar=12mmArea of bar of 12 dia=113sq.mmSpacing required=113x1000/438=259mmSpacing provided=250mmPROVIDEY12AT250mmc/cCheck for Shear:Max. Shear force=76.375x1.0125/2=38.66484375kNNominal shear stressd=250mmc - BY INTERPOLATIONv=V/bd=38.665x1000/1000x2500.250.50.181=0.155N/sq.mm0.230.310.208% of steel=0.181%Allowable shear stressin concrete,c=0.208N/sq.mm(From table-3 of IS:3370-2009-part 2)Hence safeCheck for combined stress due to axial load and bending:P/A + M/Z < 1Vertical load frompump floor (Total)=431.338kN(From Staad - reaction from pump floor model)(for 6.95m long wall)Horizontal load frompump floor , Fx(Total)=-29kN(From Staad - reaction from pump floor model)(for 6.95m long wall)Moment due tohorizontal load, Mx=-29x5.15=-148.3715kNmSelf weight of wall=32.2x6.95=223.703125kNTotal Vertical Load=431.34+223.7=655.041125kNActual stress incompression=P / A=(655.04x1000)/(250x6950)=0.377N/sq.mm< 6N/sq.mmActual stress inbending=M/Z=(148.4x10^6x6)/(250x6950x6950)=0.07N/sq.mm< 8.5N/sq.mmMoment due to earth pressure + Water pressure + Surcharge=(7.82963085937502X 10^6x6x6.95)/(6950x250^2)=0.75N/sq.mm=Actual stress in bending tension or compressionInteraction ratio=(0.75/8.5)+(0.38/6)+(0.07/8.5)=0.16< 1 Safe

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RC WALL - 8 & 9RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL,RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF RC WALL - 8 & 9Earth pressure acting outside + no water insideAnalysisGrade of Concrete=M25Slab thickness for pumpfloor=150mmHeight of the wall=EL(+)165.3-EL(+)160.075-0.15/2=5.150mHeight of water column=EL(+)164.5-EL(+)160.075=4.425mSaturated unit weightof soil=20.0kN/cu.mUnit weight of water=10.0kN/cu.mSubmerged unit weight of soil=10.0kN/cu.mSurcharge=20.0kN/m2Coefficient of internalfriction at restK=0.5Earth pressure=0.5x4.425x10=22.125kN/mWater pressure=4.425x10=44.25kN/mSurcharge=0.5x20=10kN/mTotal load=22.125+44.25+10=76.375kN/mSpan of the wall=1.26mVertical Load frompump floor , P=18kN/m(From Staad - reaction from pump floor model)Horizontal load, Fx=-29kN(From Staad - reaction from pump floor model)Fz=-0kN/m(Horizontal load from pump is acting along the length of wall 6.95m)Moment at the basedue to Fx=-29x5.15=-148.4kNmBending moment at thebase (support moment)=76.375x1.26x1.26/10BM=12.13kNmf=1.8N/sq.mm(Refer Table- 1 of IS:3370 (Part 2)-2009)Moment=fZZ=1000 x D2 / 6M/f=I/y=(bd3/12) /(d/2)Z=bd2/6M=fZ12x10^6=1.8x(1000xD^2/6)D=SQRT(12.13x10^6x6/1.8x1000)D=200mmD~250mmD at bottom of wall=0.250mSelf weight of wall=0.25x1x5.15x25=32.2kN/mcc=6N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)Actual stress in(Allowable compressive stress in concrete (M25) = 6N/sq.mm)compression=P / A=((18+32.2)x1000)/(1000x250)=0.201Actual stress inbending compression=M/Z(or tension)=(12x10^6x6)/(1000x250^2)=1.16N/sq.mm< 8.5N/sq.mmAllowable compressivestress in bending (M25)=8.5N/sq.mmInteraction ratio=(0.201/6)+(1.16/8.5)=0.17< 1 SafeDesignst=130N/sq.mm(Refer Table- 4 of IS:3370 (Part 2)-2009) (Allowable tensile stress in steel)Modular ratio (m)=280/3cbccbc=8.5N/sq.mm(Refer Table- 2 of IS:3370 (Part 2)-2009)m=(280/(3x8.5))=10.98k=1/1+[st/(mxcbc)]=1/1+(130/(10.98x8.5))=0.42j=1-k/3=1-(0.42/3)=0.86Cover=25mmDia of bar=12mmd=250-25-12/2=219mmAst=M/stjd=12.13x10^6/(130x0.86x219)=495sq.mmArea of bar of 12 dia=113sq.mmSpacing=113x1000/495Spacing required=229mmSpacing provided=200mmAst provided=565sq.mmPROVIDEY12AT200mmc/cDistribution Reinforcement:Ast (min.)=(250/2x1000/100)x0.35(As per clause 8.1.1 & Fig.1 (page-5) of IS 3370-2009 (part 2))=437.5sq.mmDia of bar=12mmArea of bar of 12 dia=113sq.mmSpacing required=113x1000/438=259mmSpacing provided=250mmPROVIDEY12AT250mmc/cCheck for Shear:Max. Shear force=76.375x1.26/2=48.11625kNNominal shear stressd=250mmc - BY INTERPOLATIONv=V/bd=48.116x1000/1000x2500.250.50.226=0.192N/sq.mm0.230.310.222% of steel=0.226%Allowable shear stressin concrete,c=0.222N/sq.mm(From table-3 of IS:3370-2009-part 2)Hence safeCheck for combined stress due to axial load and bending:P/A + M/Z < 1Vertical load frompump floor (Total)=431.338kN(From Staad - reaction from pump floor model)(for 6.95m long wall)Horizontal load frompump floor , Fx(Total)=-29kN(From Staad - reaction from pump floor model)(for 6.95m long wall)Moment due tohorizontal load, Mx=-29x5.15=-148.3715kNmSelf weight of wall=32.2x6.95=223.703125kNTotal Vertical Load=431.34+223.7=655.041125kNActual stress incompression=P / A=(655.04x1000)/(250x6950)=0.377N/sq.mm< 6N/sq.mmActual stress inbending=M/Z=(148.4x10^6x6)/(250x6950x6950)=0.07N/sq.mm< 8.5N/sq.mmMoment due to earth pressure + Water pressure + Surcharge=(12.125295X 10^6x6x6.95)/(6950x250^2)=1.16N/sq.mm=Actual stress in bending tension or compressionInteraction ratio=(1.16/8.5)+(0.38/6)+(0.07/8.5)=0.21< 1 Safe

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EQ load-rc wall 3RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL, RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03EARTHQUAKE LOAD CALCULATION ; RC WALL - 3CALCULATION OF DYNAMIC ACTIVE EARTH PRESSURERefer IS 1893-1984 (old revision) (Clause 8.1.1) Page (46-49)Since the Part-3 "Bridges and retaining walls" of the latest earthquake code IS:1893-2002 is still not out no procedure for earthquake dynamic pressure calculations for retaining walls is yet available in the latest code. Hence, the formula given in the older version of the code IS:1893-1984 has been used. This is as per the note on page 2 of the latest code.As per clause 8.2.1 on page 49 of IS 1893-1984Ws=20kN/m3(saturated soil)=(2000x1000)/100^3=(2x106)/106=2gm/cc=Angle of friction between wall & earthfill=20(Angle of internal friction of soil) (As per soil report)=20/2(As per IS 1893-1984 clause 8.2.2 (a) Pg-49)=10h=I(As per IS 1893-1984 clause 3.4.2.3 (a)-Page-16 )o=0.04(As per IS 1893-1984 (table2) - Page 16)I=1.75(As per IS 1893-1984 (Table 4) - page 19)=1(As per (table3) IS 1893-1984 - Page 19)h=1x1.75x0.04=0.07450 mmv=0.07/2(Vertical seismic coefficient)=0.045.225=20(As per soil report) = Angle of internal friction of soil4.2m=0.0mAs per formula given in clause 8.2.2 (b)(Saturated unit weight of soil as per cl.8.2.2 (b) page-49 of IS 1893-1984)=tan-1 Ws x hWs - 1 1vTwo values one considering + ve & another value considering - ve should be calculated for .=tan-1 2 x h2-1 1+v=tan-1 (2) x0.071+0.04=tan-10.135=7.69=tan-1 2 x h2-1 1-v=tan-1 (2) x0.071-0.04=tan-10.145=8.25(ie) =8.25(higher value)i=0(Slope of earth fill)2Ca=(1 v) cos2 (--)x1cos x cos2 x cos (++)1 +sin (+) x sin (-i-)1/2cos (-i) x cos (++)CONSIDER PLUS SIGN2Ca=(1 + v) cos2 (--)x1cos x cos2 x cos (++)1 +sin (+) x sin (-i-)1/2cos (-i) x cos (++)=(1+0.04) (20-8.25-0)COS2(20-8.25-0)XCOS 8.25 XCOS20 X COS(10+0+8.25)121 + SIN(20+10) X SIN(20-0-8.25)1/2COS(0-0) X COS(10+0+8.25)Where,(1 + v)=1.04sin (+)=0.5cos2 (--)=0.95853sin (-i-)=0.204cos =0.9897cos (-i)=1.00cos2 =1.000cos (++)=0.95cos (++)=0.95(1 - v)=0.97Ca=1.06x0.57=0.60CONSIDER NEGATIVE SIGN2Ca=(1 - v) cos2 (--)x1cos x cos2 x cos (++)1 +sin (+) x sin (-i-)1/2cos (-i) x cos (++)=(1-0.035) (20-8.25014911647771-0)COS2(20-8.25-0)XCOS 8.25 XCOS20 X COS(10+0+8.25)121 + SIN(20+10) X SIN(20-0-8.25)1/2COS(0-0) X COS(10+0+8.25)Ca=0.98x0.57=0.56Applicable Ca=0.60(higher value)Now, the dynamic active earth forcePa=1/2 x w x h2 x ca{w = Submerged unit weight of soil, (Buoyant unit weight) = 10 kN/cu.m (as per cl.8.2.2 (c) of pg-49 of IS-1893-1984)}For 4.425 m height wallHeight of earth fill in m=4.4m(5.225-0.8 = 4.425m)Pa=1/2 x w x h2 x ca=0.5x1x1000x4.425x4.425x0.6=5874.1875kG/m=58.7kN/m

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Static load-RC wall-3RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL , RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03CALCULATION OF STATIC ACTIVE PRESSURE: FOR RC WALL -3As per clause 8.2.1 on page 49 of IS 1893-1984Ws=20kN/m3(saturated soil)=(2000x1000)/100^3=(2x106)/106=2gm/cc=Angle of friction between wall & earthfill=20(Angle of internal friction of soil) (As per soil report)=20/2(As per IS 1893-1984 clause 8.2.2 (a) Pg-49)=10h=I(As per IS 1893-1984 clause 3.4.2.3 (a)-Page-16 )o=0.04(As per IS 1893-1984 (table2) - Page 16)I=1.75(As per IS 1893-1984 (Table 4) page - 19)=1(As per (table3) IS 1893-1984 - Page 19)h=0(As per clause 8.1.1.2 of IS 1893-1984-page 47 for450 mm=0calculating static active pressure)v=0(As per clause 8.1.1.2 of IS 1893-1984-page 47 for=0calculating static active pressure)5.225=20(As per soil report) = Angle of internal friction of soil4.4m=0.0m=0(As per Cl. 8.1.1.2 and as per cl.8.2.2(d) of IS 1893-1984 (page- 47 & 49)Static active pressure,2Ca=(1 v) cos2 (--)x1cos x cos2 x cos (++)1 +sin (+) x sin (-i-)1/2cos (-i) x cos (++)(1 + v) and v = 02Therefore,Ca=(1 + v) cos2 (--)x1cos x cos2 x cos (++)1 +sin (+) x sin (-i-)1/2cos (-i) x cos (++)=(1+0) (20-0-0)COS2(20-0-0)XCOS 0 XCOS20 X COS(10+0+0)121 + SIN(20+10) X SIN(20-0-0)1/2COS(0-0) X COS(10+0+0)Where,(1 + v)=1sin (+)=0.5cos2 (--)=0.88sin (-i-)=0.342cos =1cos (-i)=1.00cos2 =1.00cos (++)=0.98cos (++)=0.98(1 - v)=1.00Ca=0.90x0.4982386104=0.45Now, the static active earth forcePa=1/2 x w x h2 x ca{w = Submerged unit weight of soil, (Buoyant unit weight) = 10 kN/cu.m (as per cl.8.2.2 (c) of pg-49 of IS-1893-1984)}For 4.425 m height wallHeight of earth fill in m=4.4m(5.225-0.8 = 4.425m)Pa=1/2 x w x h2 x ca=0.5x1x1000x4.425x4.425x0.45=4373.7515356439kG/m=43.74kN/m

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Dynamic increment for RC w-3RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL , RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03Dynamic Increment for RC wall -3For 4.425m height Rc wallStatic Active Earth pressure=43.74kN/m(Refer Static load cal for rc wall -3- Work sheet)Active Earth pressure=58.74kN/m(Refer EQ load cal for rc wall -3 - Work sheet)Dynamic increment = Active earth pressure - Static active earth pressure(As per cl.8.1.2.2 of IS 1893-1984 - page-48)Dynamic Increment=58.74-43.74=15.0kN/mFor 5.1m height Rc wallStatic Active Earth pressure=50.8kN/m(Refer Static load cal for Fore bay - Work sheet)Active Earth pressure=87kN/m(Refer EQ load cal for Fore bay - Work sheet)Dynamic increment = Active earth pressure - Static active earth pressure(As per cl.8.1.2.2 of IS 1893-1984 - page-48)Dynamic Increment=87-50.8=36.2kN/mFor 2.1m height Rc wallStatic Active Earth pressure=6.1kN/m(Refer Static load cal for Fore bay - Work sheet)Active Earth pressure=15.78kN/m(Refer EQ load cal for Fore bay - Work sheet)Dynamic increment = Active earth pressure - Static active earth pressure(As per cl.8.1.2.2 of IS 1893-1984 - page-48)Dynamic Increment=15.78-6=9.6kN/m

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Vb cal due to self wt-Rc w- 3RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL , RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03For RC wall - 3Base Shear Calculation, Vb due to self weight of wallFor 4.425 m height RC wall,Thickness of wall=0.45m4.425Height of wall=4.425mmSelf weight of RC wallWeight of wall=0.45x25x1450 mm=11kN/mBase shear, Vb=hW(As per cl.4.2.1.1 - page 21 of IS 1893-1984)h=0.07Base shear for wall=0.07x110.8kN/mFor 5.1m height,Height of wall=5.1mThickness of wall at 5.1m height from top of wall=+(450-)/(4.425x1000)x(5.1x1000)300 mm=519mm=0.519mThickness of wall at top=0.00mHeight of wall=5.1m5.1Self weight of RC wallmWeight of rectangular portion=0=0kN/m1449 mmWeight of triangular portion=0=0kN/m1900 mmBase shear, Vb=hW(As per cl.4.2.1.1 - page 21 of IS 1893-1984)h=0.07Base shear for rectangular part of wall=00.0kN/mBase shear for triangular part of wall=0=0.0kN/mMoment due to shear for self weight of wall=0=0.0kNmTotal shear due to self weight of wall=0=0.0kN/mFor 2.1m height,Height of wall=2.1mThickness of wall at 4.6m height from top of wall=+(1449-)/(5.1x1000)x(2.1x1000)300 mm=597mm=0.597mThickness of wall at top=0.00m2.1Height of wall=2.1mmSelf weight of RC wall773 mmWeight of rectangular portion=0=0kN/mWeight of triangular portion=0=0kN/m1900 mmBase shear, Vb=hW(As per cl.4.2.1.1 - page 21 of IS 1893-1984)h=0.07Base shear for rectangular part of wall=00.0kN/mBase shear for triangular part of wall=0=0.0kN/mMoment due to shear for self weight of wall=0=0.0kNmTotal shear due to self weight of wall=0=0.0kN/m

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Load cal for rc wall-3RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL , RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03Load Calculation:For RC wall - 3For static active pressureP2=43.738kN/mh=4.43mP2=1/2 x b x hb=(P2 X 2) / h=(43.738X2)/4.425b=19.8kNFor Dynamic incrementP3=15.0kN/mh=4.43mP3=W x hW=P3 / h=15.004/4.425W=3.39kNFor Base shearh=4.425mBase shear for wall=0.8kN/mCG of wall=h/2=4.425/2=2.213mFor Water pressureSubmerged unit weight of water=10.0kN/cu.mWater Pressure=10x4.425=44.25kN/m

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Moment and Shear cal - rc 3RAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRP CONSULTANTSDESIGN OF RC WALLPROJECT NAME: 1x160 MW CCPP, RRVUNL , RAMGARH RAJASTHANPACKAGE / SYSTEM:SPML-S10IRJ01-DD-CE-C03For RC Wall -3Moment and Shear calculation for designFor 4.425 m height earth fillHorizontal moment calculationReferring to Moody's chart for a/b ratio = 0.5For static active pressureFor Dynamic incrementfrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (Mx)=coefficient x19.8x4.425^2Moment (Mx)=coefficient x3.39x4.425^2x/aCoefficient for y/b = 0.4MxVxx/aCoefficient for y/b = 0.4MxVx00.026910.41-0.0400.02691.79-0.040.20.00853.29-0.040.20.00850.56-0.040.4-0.0023-0.890.020.4-0.0023-0.150.020.6-0.0081-3.140.050.6-0.0081-0.540.050.8-0.011-4.260.070.8-0.011-0.730.071-0.0119-4.610.081-0.0119-0.790.08For Base shearFor Water pressurefrom Fig.10 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (Mx)=coefficient x0.8x2.213^2Moment (Mx)=coefficient x44.25x4.425^2x/aCoefficient for y/b = 0.4MxVxx/aCoefficient for y/b = 0.4MxVx00.05080.20-0.0900.026923.31-0.040.20.01730.07-0.010.20.00857.36-0.040.4-0.0033-0.010.160.4-0.0023-1.990.020.6-0.0152-0.060.030.6-0.0081-7.020.050.8-0.0212-0.080.300.8-0.011-9.530.071-0.023-0.090.321-0.0119-10.310.08Total horizontal moment =10.41+1.79+0.2+23.31=35.70kNmTotal horizontal shear =0.08+0.08+0.32+0.08=0.53kN(Allowable stresses can be increased by 33% when earthquake is considered. Otherwise load can be divided by 33%)Moment for design=35.7/1.33=27kNmMoment from non seismic case=55kNm(Refer RC wall-3)Governing moment for RC wall - 3=55kNmNon seismic case governsShear for design=0.53/1.33=0.40kNShear from non seismic case=0.47kNm(Refer RC wall-3)Governing shear for RC wall - 3=0.47kNmNon seismic case governsVertical moment calculationReferring to Moody's chart for a/b ratio = 0.5For static active pressureFor Dynamic incrementfrom Fig.13 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (Mx)=coefficient x19.8x4.425^2Moment (Mx)=coefficient x3.39x4.425^2x/aCoefficient for y/b = 0MxVxx/aCoefficient for y/b = 0MxVx000.00-0.00000.00-0.000.20.00682.630.080.20.00680.450.080.40.01676.460.200.40.01671.110.200.60.0259.680.270.60.0251.660.270.80.030211.690.310.80.03022.010.3110.03212.390.3210.0322.120.32For Base shearFor Water pressurefrom Fig.10 of Moody's chartfrom Fig.13 of Moody's chartMoment = Coefficient x p x b2Moment = Coefficient x p x b2Moment (Mx)=coefficient x0.8x2.213^2Moment (Mx)=coefficient x44.25x4.425^2x/aCoefficient for y/b = 0MxVxx/aCoefficient for y/b = 0MxVx000.00-0.03000.00-0.000.20.00940.040.060.20.00685.890.080.40.02480.100.240.40.016714.470.200.60.03880.150.360.60.02521.660.270.80.0480.190.430.80.030226.170.3110.05120.200.4510.03227.730.32Total vertical moment=12.39+2.12+0.2+27.73=42.43kNmTotal vertical shear=0.32+0.32+0.45+0.32=1.40kN(Allowable stresses can be increased by 33% when earthquake is considered. Otherwise load can be divided by 33%)Moment for design=42.43/1.33=32kNmMoment from non seismic case=63kNm(Refer RC wall-3)Governing moment for RC wall - 3=63kNmNon seismic case governsShear for design=1.4/1.33=1kNShear from non seismic case=1.10kNm(Refer RC wall-3)Governing shear for RC wall - 3=1.10kNmNon seismic case governs

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STAAD SUMMARYBASE RAFT FOUNDATION - STAAD OUTPUT SUMMARY:ShearMembraneBending MomentPlateL/CSQX (local) N/mm2SQY (local) N/mm2SX (local) N/mm2SY (local) N/mm2SXY (local) N/mm2Mx kNm/mMy kNm/mMxy kNm/mMax Qx838118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER0.020.000.000.000.000.04-0.01-0.22Min Qx841190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.080.000.000.000.00-1.20-0.010.82Max Qy784190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.000.030.000.000.00-0.13-1.351.72Min Qy490119 DL+LL+PL+CR1+TL-WLZ1+MR1+SOIL+WATER0.00-0.010.000.000.001.750.530.45Max Sx478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Min Sx478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Max Sy478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Min Sy478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Max Sxy478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Min Sxy478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Max Mx526118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER-0.000.000.000.000.004.123.730.21Min Mx832190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.070.000.000.000.00-1.89-0.020.77Max My526118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER-0.000.000.000.000.004.123.730.21Min My770188 DL+0.5LL+PL-EQX+TL+EQ-SOIL+WATER-0.000.020.000.000.00-0.21-2.411.30Max Mxy753190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.000.000.000.000.00-1.54-1.032.68Min Mxy493118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER-0.00-0.000.000.000.000.190.41-0.96

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Base Raft DesignRAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRPCDESIGN NOTE OF RWPH-3-SUB STRUCTUREPROJECT NAME: 1x160 MW CCPP, RRVUNL , RAMGARH RAJASTHANPACKAGE/SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF BASE RAFTSUMMARY OF FORCES FROM STAAD :Plate No.L/CShearMembraneBending MomentSQX N/mm2SQY N/mm2SX N/mm2SY N/mm2SXY N/mm2Mx kNm/mMy kNm/mMxy kNm/mMax Qx838118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER0.020.000.000.000.000.04-0.01-0.22Min Qx841190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.080.000.000.000.00-1.20-0.010.82Max Qy784190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.000.030.000.000.00-0.13-1.351.72Min Qy490119 DL+LL+PL+CR1+TL-WLZ1+MR1+SOIL+WATER0.00-0.010.000.000.001.750.530.45Max Sx478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Min Sx478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Max Sy478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Min Sy478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Max Sxy478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Min Sxy478101 DL+LL+PL+TL+SOIL+WATER0.00-0.000.000.000.00-0.60-0.592.11Max Mx526118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER-0.000.000.000.000.004.123.730.21Min Mx832190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.070.000.000.000.00-1.89-0.020.77Max My526118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER-0.000.000.000.000.004.123.730.21Min My770188 DL+0.5LL+PL-EQX+TL+EQ-SOIL+WATER-0.000.020.000.000.00-0.21-2.411.30Max Mxy753190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.000.000.000.000.00-1.54-1.032.68Min Mxy493118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER-0.00-0.000.000.000.000.190.41-0.96Datas Required for Design:Section Properties:Width of section considered for design, B=1000mmDepth of section considered for design, D=300mmDiameter of Bar considered=12mmClear cover=50mmEffective depth, d=244mmMaterial Properties:Characteristic compressive strength of concrete, fck=25N/mm2Yeild strength of Steel, fy=415N/mm2XDesign Parameters:Permissible bending compressive stress in concrete, scbc=8.5N/mm2Permissible stress in Steel, sst=130N/mm2Y=130N/mm2Modular ratio, m=(280 / 3scbc)=10.986.450mk=mscbc/(mscbc+sst)=0.418j=1- k / 3=0.861For X Direction6.93mDesign of Bottom (Main) Reinforcement:Design Bending Moments (Sagging) from STAADPlate element no.=526Load combination=118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATERMx=4.12kNmMxy=0.209kNmMt=T ( 1+ D / b )1.7=0.16kNmDesign bending moment (Sagging) for bottom Reinforcement, MDB=Mx + Mt=4.123 + 0.16=4.28kNmDesign bending moment (Sagging) for bottom Reinforcement, MDB=4.28Overall thickness of raft, Dreqd=SQRT(4.28x10^6x6/1.8x1000)=119.49mmD provided~300mmEffective thickness, d=244.00mmMoment capacity of section :The moment capacity of the section is calculated for the bottom reinforcement provided (assumed) for the section. The computed moment capacityis verified against the Maximum Design Bending moment (Sagging) in the Base raft.Reinforcement Provided:Area of tension reinforcement reqd per metre width=156.82mm2Diameter of Bar considered=12mmArea of bar=113mm2Spacing of bar reqd=721mmSpacing of bar provd=200mmArea of tension reinforcement provided per metre width=565mm2Percentage of reinforcement provided at bottom, pt=0.232%PROVIDE Y12 AT 200 C/CCheck for Minimum Reinforcement:Minimum Area of steel required per metre, Ast,min=(300/2*1000*0.35) /100=525mm2Percentage of reinforcement provided at bottom, pt=0.215%Reinforcement Provided:Diameter of Bar considered=12mmArea of bar=113mm2Spacing of bar reqd=215mmSpacing of bar provd=200mmPROVIDE Y12 AT 200 C/CDesign of Top (Main) Reinforcement:Design Bending Moments (From STAAD)Plate element no.=832Load combination=190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATERMx=1.89kNmMxy=0.773kNmMt=T ( 1+ D / b )1.7=0.59kNmDesign bending moment (Sagging) for bottom Reinforcement, MDB=Mx + Mt=1.888 + 0.59=2.48kNmDesign bending moment (Sagging) for bottom Reinforcement, MDB=1.86Overall thickness of raft, Dreqd=SQRT(1.86x10^6x6/1.8x1000)=78.81mmD provided~300mmEffective thickness, d=244.00mmMoment capacity of section :The moment capacity of the section is calculated for the bottom reinforcement provided (assumed) for the section. The computed moment capacityis verified against the Maximum Design Bending moment (Sagging) in the Base raft.Reinforcement Provided:Area of tension reinforcement reqd per metre width=68.22mm2Diameter of Bar considered=12mmArea of bar=113mm2Spacing of bar reqd=1658mmSpacing of bar provd=200mmArea of tension reinforcement provided per metre width=565mm2Percentage of reinforcement provided at bottom, pt=0.232%PROVIDE Y12 AT 200 C/CFor Y DirectionDesign of Bottom (Main) Reinforcement:Design Bending Moments (Sagging) from STAADPlate element no.=526Load combination=118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATERMy=3.73kNmMxy=0.21kNmMt=T ( 1+ D / b )1.7=0.16kNmDesign bending moment (Sagging) for bottom Reinforcement, MDB=Mx + Mt=3.734 + 0.16=3.89kNmDesign bending moment (Sagging) for bottom Reinforcement, MDB=3.89Design bending moment (Sagging) for bottom Reinforcement, MDB=3.89Moment capacity of section :The moment capacity of the section is calculated for the bottom reinforcement provided (assumed) for the section. The computed moment capacityis verified against the Maximum Design Bending moment (Sagging) in the Base raft.Overall thickness of raft, Dreqd=SQRT(3.89x10^6x6/1.8x1000)=113.93mmD provided~300mmEffective thickness, d=244.00mmDiameter of Bar considered=12mmArea of bar=113mm2Spacing of bar reqd=464mmSpacing of bar provd=200mmArea of tension reinforcement provided per metre width=565mm2Percentage of reinforcement provided at bottom, pt=0.232%PROVIDE Y12 AT 200 C/CDesign of Top (Main) Reinforcement:Design Bending Moments (From STAAD)Plate element no.=770Load combination=188 DL+0.5LL+PL-EQX+TL+EQ-SOIL+WATERMy=2.41kNmMxy=1.302kNmMt=T ( 1+ D / b )1.7=1Design bending moment (Hogging) for Top Reinforcement, MDT=Mx + Mxy=2.41 + 1Design moment for bottom Reinforcement, MDT=3.41kNmDesign bending moment (Sagging) for bottom Reinforcement, MDB=2.56Overall thickness of raft, Dreqd=SQRT(2.56x10^6x6/1.8x1000)=92.41mmD provided~300mmEffective thickness, d=244.00mmReinforcement Provided:Area of tension reinforcement reqd per metre width=93.80mm2Percentage of reinforcement reqd at top, pt=0.038%Diameter of Bar considered=12mmArea of bar=113mm2Spacing of bar reqd=1206mmSpacing of bar provd=200mmArea of tension reinforcement provided per metre width=565mm2Percentage of reinforcement provided at bottom, pt=0.232%PROVIDE Y12 AT 200 C/CCHECK FOR UPLIFTSelf weight of the sub & super structure=4104.42kN(From STAAD model - 3B-RW - Base raft for uplift)Pump self weight (1427 x 2) = 2854 kG = 28.54 kN=28.54kN(From SPML/TRENT-S101RJ01-DG-ME-016 (R5) (SHT 1 OF 2))Total weight=4104+28.54=4133kN90% of dead weight=0.9x4133=3719.66kNHeight of the ground water column=165-160.075+(300/1000)=5.225mUplift force=5.225x10x6.67x6.925=2413kNFOS=3719.66/2413=1.54125>1.2HENCE SAFECHECK FOR SOIL PRESSURE BELOW BASE RAFTSUMMARY OF BASE PRESSURE FROM STAAD :HorizontalVerticalHorizontalNodeL/CFx N/mm2Fy N/mm2Fz N/mm2Max Px3101 DL+LL+PL+TL+SOIL+WATER00.160Min Px3101 DL+LL+PL+TL+SOIL+WATER00.160Max Py754190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER00.1920Min Py764214 0.9DL-EQZ+EQ-SOIL+WATER00.0620Max Pz3101 DL+LL+PL+TL+SOIL+WATER00.160Min Pz3101 DL+LL+PL+TL+SOIL+WATER00.160Maximum base pressure=0.192N/mm2=192kN/m2SBC=500kN/m2Hence SafeCHECK FOR ONEWAY SHEARSUMMARY OF FORCES FROM STAAD :Plate No.L/CShearMembraneBending MomentSQX N/mm2SQY N/mm2SX N/mm2SY N/mm2SXY N/mm2Mx kNm/mMy kNm/mMxy kNm/mMax Qx838118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER0.020.000000.037-0.007-0.215Min Qx841190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.080000-1.204-0.0070.824Max Qy784190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.0030.032000-0.127-1.3531.721Min Qy490119 DL+LL+PL+CR1+TL-WLZ1+MR1+SOIL+WATER0.001-0.0140001.7540.5260.445Max Sx478101 DL+LL+PL+TL+SOIL+WATER0.002-0.003000-0.596-0.5862.112Min Sx478101 DL+LL+PL+TL+SOIL+WATER0.002-0.003000-0.596-0.5862.112Max Sy478101 DL+LL+PL+TL+SOIL+WATER0.002-0.003000-0.596-0.5862.112Min Sy478101 DL+LL+PL+TL+SOIL+WATER0.002-0.003000-0.596-0.5862.112Max Sxy478101 DL+LL+PL+TL+SOIL+WATER0.002-0.003000-0.596-0.5862.112Min Sxy478101 DL+LL+PL+TL+SOIL+WATER0.002-0.003000-0.596-0.5862.112Max Mx526118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER-0.0010.0020004.1233.7340.209Min Mx832190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.0650.001000-1.888-0.0240.773Max My526118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER-0.0010.0020004.1233.7340.209Min My770188 DL+0.5LL+PL-EQX+TL+EQ-SOIL+WATER-0.0030.02000-0.21-2.4071.302Max Mxy753190 DL+0.5LL+PL-EQZ+TL+EQ-SOIL+WATER-0.0020.003000-1.543-1.0292.679Min Mxy493118 DL+LL+PL+CR1+TL-WLX4+MR1+SOIL+WATER-0.004-0.0040000.1930.413-0.962For X Direction:Shear stress, tvtV=0.018N/mmPt=0.232%Permissible shear stress for Pttc=0.223N/mm(IS3370-part 2-2009 Table 3)tv < tc(Hence shear reinf. is not required)Dia of shear reinf . Considered=20mmtv - tc =-0.205Asv / Sv =Max[ (Tv-Tc), 0.4]*1000 / ssv3.08(Permissible stress in shear = 130 N/mm2)Spacing of shear links in Y dirSvy prov=300mmSpacing of shear links in X-dirSvx prov=300mmArea of shear reinforcementAsv reqd=277mmAsv prov=314mm>Asv Reqd, SafeProvided vertical shrinkage reinforcement,20 Tor @ 300 mm c/c satisfies the shear.PUNCHING SHEAR CHECKThis check is carried out for the corner columns, since the periphery of the critical shear section can be considered only on two faces. By review of the axial forces of thecolumns, it is noted that the maximum axial forces in the corner columns is on the Turbine side.For these columns, the max axial force is 3075.009kN (at node 461 for Load Case 372, i.e., for column C1A).250+1000+1293.75V,Punching shear=0kNd,Effective depth of raft=244mmbo,Perimeter of punching cone (b1+b2)=5587.50mm'550+1200+1293.75(See sketch-1)t,calV/bo*d=0.000N/mm2t,all0.16 fck=0.800N/mm2HENCE, SAFE.Punching shear check is also carried out with the max axial force from all the columns.Max axial force is for column C6 (Node No. 704), Load Case 255V,Punching shear=0kN550+1500+1293.75550+1500+1293.75d,Effective depth of raft=244mmbo,Perimeter of punching cone (b1+2b2)=10275mmt,calV/bo*d=0.000N/mm21293.75+1000+1293.75t,all0.16 fck=0.800N/mm2HENCE, SAFE.PtM250.150.190.250.230.50.310.750.3610.41.250.44{Between 0.25 to 0.5}II0.440.28952{Between 0.15 to 0.25}I0.13{Between 0.5 to 0.75}III0.5710.3242{Between 0.75 to 1.00}IV0.24{Between 1.00 to 1.25}V0.000.24For Y Direction:Shear stress, tvtV=0.032N/mmPt=0.232%Permissible shear stress for Pttc=0.223N/mm(IS3370-part 2-2009 Table 3)tv < tc(Hence shear reinf. is not required)

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Self wt calSELF WEIGHT OF SUB STRUCTURE AND SUPER STRUCTURE FROM STAAD MODELFOR BASE RAFT (UPLIFT CASE)(Please see STAAD model - 3B-RW-Base raft for uplift)NodeL/CFx kNFy kNFz kNMx kNmMy kNmMz kNm325 UPLIFT-3.10922.588-9.50-6.1210425 UPLIFT-1.29627.739-10.4100.130525 UPLIFT-10.96723.464-27.0480-1.7450825 UPLIFT-6.16924.426-24.78602.61601025 UPLIFT-2.79625.471-21.11906.05901225 UPLIFT-4.79526.582-15.7606.65606825 UPLIFT-5.06128.4787.0860-0.142016825 UPLIFT8.98427.633-4.9140-4.655016925 UPLIFT12.87627.55-7.1930-5.549017025 UPLIFT16.06727.502-5.7470-4.489017125 UPLIFT17.85727.498-2.820-2.448017225 UPLIFT18.41827.5450.600.012017325 UPLIFT17.86527.6474.07402.477017425 UPLIFT16.04227.7997.15504.529017525 UPLIFT12.68827.9968.73405.599017625 UPLIFT8.08128.2266.57604.696017725 UPLIFT-3.68523.3179.62306.156017825 UPLIFT-12.04824.20126.94701.76018125 UPLIFT-7.05625.16724.7040-2.582018325 UPLIFT-3.4726.21320.9130-6.012018525 UPLIFT-5.2827.32414.8240-6.54023225 UPLIFT-18.50320.18-34.200.909023325 UPLIFT11.23320.837-17.5660-4.74025425 UPLIFT-13.16720.85430.9770-0.657025525 UPLIFT11.40921.52416.61304.758047725 UPLIFT4.94317.091-9.79600.142047825 UPLIFT19.117.5492.8220-0.421048125 UPLIFT-26.15619.88-10.73701.227048325 UPLIFT7.75517.4477.3210-0.132048425 UPLIFT18.93317.913-3.22800.457048725 UPLIFT-26.77420.28812.6540-1.216049325 UPLIFT-14.26719.788-15.44202.444049425 UPLIFT-6.14119.754-33.39901.955049525 UPLIFT-6.19719.89134.3330-1.974049625 UPLIFT-14.57320.06116.580-2.481050125 UPLIFT1.64617.021.4860-0.477050225 UPLIFT-0.07416.999-4.4040-0.123050325 UPLIFT-0.22417.1185.3200.093050425 UPLIFT2.01617.259-0.30600.468050625 UPLIFT-8.96120.5578.4390-0.615050825 UPLIFT-9.53920.015-6.73400.616050925 UPLIFT022.391000051025 UPLIFT023.264000051125 UPLIFT024.235000051225 UPLIFT025.303000051325 UPLIFT026.446000051425 UPLIFT020.661000051525 UPLIFT022.219000051625 UPLIFT023.086000051725 UPLIFT024.066000051825 UPLIFT025.156000051925 UPLIFT026.331000052025 UPLIFT020.511000052125 UPLIFT022.095000052225 UPLIFT022.956000052325 UPLIFT023.942000052425 UPLIFT025.052000052525 UPLIFT026.254000052625 UPLIFT020.406000052725 UPLIFT022.04000052825 UPLIFT022.896000052925 UPLIFT023.887000053025 UPLIFT025.01000053125 UPLIFT026.231000053225 UPLIFT020.363000053325 UPLIFT022.069000053425 UPLIFT022.924000053525 UPLIFT023.916000053625 UPLIFT025.045000053725 UPLIFT026.272000053825 UPLIFT020.393000053925 UPLIFT022.187000054025 UPLIFT023.045000054125 UPLIFT024.036000054225 UPLIFT025.16000054325 UPLIFT026.381000054425 UPLIFT020.502000054525 UPLIFT022.39000054625 UPLIFT023.253000054725 UPLIFT024.241000054825 UPLIFT025.351000054925 UPLIFT026.553000055025 UPLIFT020.684000055125 UPLIFT022.66000055225 UPLIFT023.531000055325 UPLIFT024.513000055425 UPLIFT025.604000055525 UPLIFT026.778000055625 UPLIFT020.926000055725 UPLIFT022.977000055825 UPLIFT023.855000055925 UPLIFT024.83000056025 UPLIFT025.898000056125 UPLIFT027.04000056225 UPLIFT021.212000056325 UPLIFT017.475000056425 UPLIFT017.451000056525 UPLIFT017.572000056625 UPLIFT017.718000056725 UPLIFT025.773000056825 UPLIFT026.429000056925 UPLIFT025.702000057025 UPLIFT025.652000057125 UPLIFT025.629000057225 UPLIFT025.639000057325 UPLIFT025.687000057425 UPLIFT025.772000057525 UPLIFT025.893000057625 UPLIFT026.047000057725 UPLIFT026.228000057825 UPLIFT011.677000057925 UPLIFT011.964000058025 UPLIFT011.652000058125 UPLIFT011.637000058225 UPLIFT011.633000058325 UPLIFT011.641000058425 UPLIFT011.663000058525 UPLIFT011.699000058625 UPLIFT011.748000058725 UPLIFT011.81000058825 UPLIFT011.882000058925 UPLIFT019.787000059025 UPLIFT017.03000059125 UPLIFT017.482000059225 UPLIFT021.024000059325 UPLIFT020.36000059425 UPLIFT022.791000059525 UPLIFT023.668000059625 UPLIFT024.62000059725 UPLIFT025.643000059825 UPLIFT026.728000059925 UPLIFT027.857000060025 UPLIFT025.859000060125 UPLIFT011.709000060225 UPLIFT012.374000060325 UPLIFT011.983000060425 UPLIFT013.411000060525 UPLIFT013.922000060625 UPLIFT014.471000060725 UPLIFT015.057000060825 UPLIFT015.676000060925 UPLIFT016.321000061025 UPLIFT015.138000061125 UPLIFT06.852000061225 UPLIFT021.165000061325 UPLIFT021.845000061425 UPLIFT023.663000061525 UPLIFT024.549000061625 UPLIFT025.506000061725 UPLIFT026.531000061825 UPLIFT027.615000061925 UPLIFT028.741000062025 UPLIFT026.643000062125 UPLIFT012.052000062225 UPLIFT012.53000062325 UPLIFT012.931000062425 UPLIFT014.003000062525 UPLIFT014.52000062625 UPLIFT015.072000062725 UPLIFT015.66000062825 UPLIFT016.278000062925 UPLIFT016.921000063025 UPLIFT015.671000063125 UPLIFT07.085000069125 UPLIFT017.663000069225 UPLIFT017.805000069325 UPLIFT017.964000069625 UPLIFT010.575000069725 UPLIFT017.201000069825 UPLIFT017.341000069925 UPLIFT017.498000070225 UPLIFT010.303000070325 UPLIFT017.674000070425 UPLIFT018.146000070525 UPLIFT017.93000070625 UPLIFT018.406000070725 UPLIFT018.202000070825 UPLIFT018.682000070925 UPLIFT010.781000071025 UPLIFT011.062000071125 UPLIFT05.579000071225 UPLIFT015.096000071325 UPLIFT015.16000071425 UPLIFT05.603000071525 UPLIFT05.571000071625 UPLIFT015.076000071725 UPLIFT05.581000071825 UPLIFT015.105000071925 UPLIFT05.61000072025 UPLIFT015.183000072125 UPLIFT05.658000072225 UPLIFT015.309000072325 UPLIFT05.722000072425 UPLIFT015.479000072525 UPLIFT015.262000072625 UPLIFT015.39000072725 UPLIFT015.535000072825 UPLIFT09.15000072925 UPLIFT05.642000073025 UPLIFT05.691000073125 UPLIFT05.747000073225 UPLIFT03.386000073325 UPLIFT05.799000073425 UPLIFT015.685000073525 UPLIFT05.887000073625 UPLIFT015.917000073725 UPLIFT05.982000073825 UPLIFT016.166000073925 UPLIFT03.546000074025 UPLIFT09.579000074125 UPLIFT01.77000074225 UPLIFT01.714000074325 UPLIFT01.919000074425 UPLIFT01.991000074525 UPLIFT02.07000074625 UPLIFT02.153000074725 UPLIFT02.241000074825 UPLIFT02.333000074925 UPLIFT02.164000075025 UPLIFT00.979000075125 UPLIFT01.513000075225 UPLIFT01.474000075325 UPLIFT01.309000075425 UPLIFT00.49000075525 UPLIFT01.794000075625 UPLIFT01.852000075725 UPLIFT02.005000075825 UPLIFT02.079000075925 UPLIFT02.158000076025 UPLIFT02.241000076125 UPLIFT02.329000076225 UPLIFT02.421000076325 UPLIFT02.242000076425 UPLIFT01.013000076525 UPLIFT01.544000076625 UPLIFT01.584000076725 UPLIFT00.508000076825 UPLIFT01.37200004104.4218209kN

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STAAD SUMMARY FOR UPLIFT CASEBASE RAFT FOUNDATION DESIGN FOR UPLIFT CASE - STAAD OUTPUT SUMMARY:(Ref: 3C-RWPH-3 BASE RAFT FOR UPLIFT CASE - DESIGN - STAAD MODEL)ShearMembraneBending MomentPlateL/CSQX (local) N/mm2SQY (local) N/mm2SX (local) N/mm2SY (local) N/mm2SXY (local) N/mm2Mx kNm/mMy kNm/mMxy kNm/mMax Qx85025 UPLIFT0.020.000.000.000.001.590.000.25Min Qx51925 UPLIFT-0.02-0.000.000.000.003.134.45-0.23Max Qy55325 UPLIFT-0.000.020.000.000.003.892.430.27Min Qy49025 UPLIFT-0.00-0.010.000.000.003.972.50-0.30Max Sx47825 UPLIFT0.00-0.010.000.000.001.581.400.46Min Sx47825 UPLIFT0.00-0.010.000.000.001.581.400.46Max Sy47825 UPLIFT0.00-0.010.000.000.001.581.400.46Min Sy47825 UPLIFT0.00-0.010.000.000.001.581.400.46Max Sxy47825 UPLIFT0.00-0.010.000.000.001.581.400.46Min Sxy47825 UPLIFT0.00-0.010.000.000.001.581.400.46Max Mx51725 UPLIFT-0.00-0.000.000.000.005.595.79-0.06Min Mx77525 UPLIFT0.000.000.000.000.00-0.063.31-0.10Max My51725 UPLIFT-0.00-0.000.000.000.005.595.79-0.06Min My84025 UPLIFT0.000.000.000.000.000.22-0.00-0.05Max Mxy55625 UPLIFT-0.010.010.000.000.001.171.731.13Min Mxy49325 UPLIFT-0.01-0.010.000.000.001.211.78-1.12

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Base Raft Design FOR UPLIFT CASRAJASTHAN RAJYA VIDYUTUTPADAN NIGAM LIMITEDVRPCDESIGN NOTE OF RWPH-3-SUB STRUCTUREPROJECT NAME: 1x160 MW CCPP, RRVUNL , RAMGARH RAJASTHANPACKAGE/SYSTEM:SPML-S10IRJ01-DD-CE-C03DESIGN OF BASE RAFT FOR UPLIFT CASESUMMARY OF FORCES FROM STAAD :Plate No.L/CShearMembraneBending MomentSQX N/mm2SQY N/mm2SX N/mm2SY N/mm2SXY N/mm2Mx kNm/mMy kNm/mMxy kNm/mMax Qx85025 UPLIFT0.020.000.000.000.001.590.000.25Min Qx51925 UPLIFT-0.02-0.000.000.000.003.134.45-0.23Max Qy55325 UPLIFT-0.000.020.000.000.003.892.430.27Min Qy49025 UPLIFT-0.00-0.010.000.000.003.972.50-0.30Max Sx47825 UPLIFT0.00-0.010.000.000.001.581.400.46Min Sx47825 UPLIFT0.00-0.010.000.000.001.581.400.46Max Sy47825 UPLIFT0.00-0.010.000.000.001.581.400.46Min Sy47825 UPLIFT0.00-0.010.000.000.001.581.400.46Max Sxy47825 UPLIFT0.00-0.010.000.000.001.581.400.46Min Sxy47825 UPLIFT0.00-0.010.000.000.001.581.400.46Max Mx51725 UPLIFT-0.00-0.000.000.000.005.595.79-0.06Min Mx77525 UPLIFT0.000.000.000.000.00-0.063.31-0.10Max My51725 UPLIFT-0.00-0.000.000.000.005.595.79-0.06Min My84025 UPLIFT0.000.000.000.000.000.22-0.00-0.05Max Mxy55625 UPLIFT-0.010.010.000.000.001.171.731.13Min Mxy49325 UPLIFT-0.01-0.010.000.000.001.211.78-1.12Datas Required for Design:Section Properties:Width of section considered for design, B=1000mmDepth of section considered for design, D=300mmDiameter of Bar considered=12mmClear cover=50mmEffective depth, d=244mmMaterial Properties:Characteristic compressive strength of concrete, fck=25N/mm2Yeild strength of Steel, fy=415N/mm2XDesign Parameters:Permissible bending compressive stress in concrete, scbc=8.5N/mm2Permissible stress in Steel, sst=130N/mm2Y=130N/mm2Modular ratio, m=(280 / 3scbc)=10.986.450mk=mscbc/(mscbc+sst)=0.418j=1- k / 3=0.861For X Direction6.93mDesign of Bottom (Main) Reinforcement:Design Bending Moments (Sagging) from STAADPlate element no.=517Load combination=25 UPLIFTMx=5.59kNmMxy=0.064kNmMt=T ( 1+ D / b )1.7=0.05kNmDesign bending moment (Sagging) for bottom Reinforcement, MDB=Mx + Mt=5.593 + 0.05=5.64kNmDesign bending moment (Sagging) for bottom Reinforcement, MDB=5.64Overall thickness of raft, Dreqd=SQRT(5.64x10^6x6/1.8x1000)=137.15mmD provided~300mmEffective thickness, d=244.00mmMoment capacity of section :The moment capacity of the section is calculated for the bottom reinforcement provided (assumed) f