titlePROJECTFILTRATION PLANT & ASSOCIATED FACILITIESOF SPRAY COOLING CIRCUITCLIENTTHE TATA IRON & STEEL CO. LTD.CONTRACTORTHERMAX LTD.WATER & WASTE SOLUTIONSPUNE.DOCUMENT NO. :WWS/7330/FWTNO. OF PAGES :12Rev. :0Date. :24/12/2003

Design1DESIGN OF EFFLUENT PITPROJECT :- D.M.PLANT FOR SOLVENT DEWAXING / DEOILING UNITCLIENT:- INDIAN OIL CORPORATION LTD., DIGBOICONSULTANT :- E.I.L., NEW DELHIGRADE OF CONCRETE :- M20GRADE OF REINFORCEMENT :- Fe415Permissible Stresses :Concrete -Direct compressive stress =5N/mm2Bending stress=7N/mm2For Water - retaining structures -Direct Tension=1.2N/mm2Bending Tension=1.7N/mm2Reinforcement steel -Tensile stress=230N/mm2Compressive stress in column =190N/mm2For Water - retaining structures -Tensile stress on water face =150N/mm2Tensile stress on face away from waterFor members < 225mm thk. =150N/mm2For members > 225mm thk. =190N/mm2Tensile stress in shear =175N/mm2References :IS codes -IS 456 - 1978.IS 875 - 1987.IS 1893 - 1984.IS 3370 - 1967.Books -Plain and Reinforced Concrete by Jain and Jaikrishna.(Volume - I and II)DESIGN OF EFFLUENT PITDATA :FFL=26.10Bottom Level (IL)=22.00TWL=24.50REF. HPP (EL)=25.80Ground water level=25.80Width (inside clear)=9.00mLength (inside clear)=12.00mHeight of Soil=3.80mUnit Wt. of Soil (gsat)=18kN/m3DESIGN OF COVER SLAB : (CS)Loadings -Assume Cover slab150mm thickLoads :Self wt. of slab =0.15 x 25=3.75kN/m2Live load ==3.00kN/m2Total load (w1)=6.75kN/m2Cover slab is designed as Two Way slabShort Span of slab (lx)=2.197mLong Span of slab (ly)=3.112mRatio =ly=1.42lxCover slab is designed as Two Way slabBending Moments -(Refer IS 456, Appendix C, Case 1)Along Short span :-ve BM at support =0.0478 x w1 x lx2=1.56kNm+ve BM at midspan =0.0366 x w1 x lx2=1.19kNmAlong Long span :-ve BM at support =0.032 x w1 x lx2=1.04kNm+ve BM at midspan =0.024 x w1 x lx2=0.78kNmDesign BM =Mmax=1.56kNmThk. reqd. for=Mmax x 106=71.19mmUncracked sectionQ x 103T'fore OK( Q =0.3078N/mm2)Effective depth provided = d =121mmReinforcement -Along Short span :Ast reqd. for -ve BM=1.56 x 106=95.50mm2(at bottom)150 x 0.9 x 121Ast reqd. for +ve BM=1.19 x 106=72.85mm2(at top)150 x 0.9 x 121Along Long span :Ast reqd. for -ve BM=1.04 x 106=63.67mm2(at bottom)150 x 0.9 x 121Ast reqd. for +ve BM=0.78 x 106=47.75mm2(at top)150 x 0.9 x 113Minimum steel reqd. as per IS 3370 in each direction% Steel=0.228%Ast min=0.171 x 150 x 1000=342mm2100Ast min provided on each face and in each direction=171.00mm2Provide 8F @ 230 c/c (= 217.4 mm2) bothways at top and bottomDESIGN OF COVER BEAMS : (B1,B2,B3,B4 & B5)Analysis of Grid :The Grid supporting platform at FFL 26.1 is analysed by STAAD IIIRefer Page to of AnalysisLoading on Members -CASE 1 :FOR ANALYSIS OF GRID and TO WORK COMPRESSIVE REACTIONON PILEMembers 1,2 -Udl from Cover slab (CS) =6.75 x 1.685 =5.69kN/m2Members 11,12 -Udl from Cover slab (CS) =6.75 x 1.484 =5.01kN/m2Members 3,5 -Udl from Cover slab (CS) =6.75 x 0.53 =1.79kN/m2Members 3, 5 -Equi. Udl from Cover slab (CS) =6.75 x 2.197 1 - 1 =6.19kN/m2 3 x 1.422Members 18 -Eqi. Udl from Cover slab (CS) =6.75 x 2.197 =4.94kN/m3Members 5,7 -Udl from Cover slab (CS) =6.75 x 1.32 =4.63kN/m2Members 7,9 -Udl from Cover slab (CS) =6.75 x 1.102 =3.72kN/m2Members 9,11 -Udl from Cover slab (CS) =6.75 x 1.131 =3.82kN/m2Members 1 to 27-Floor load (within mem 2,12, 14 to 19 & 22 to 26)=6.75kN/m2Member 1,3 -Pt. Load due to PC=3.5kN(2 Nos on Each member)Member 2,4 -Pt. Load due to PC=3.5kN(1 Nos on Each member)Node 2,5 -Pt. Load due to PC=3.5kN(1 Nos on Each Node)Members 5,6,7,8 -Working wt. of Pump=8kNDynamic factor=1.25Load intensity due=1.25 x 8=7.62kN/m2to Pump0.82 x 1.6Load intensity due=0.5 x 25=12.50kN/m2to Pump foundnPartial udl from Pump =(7.62 + 12.5 ) x 1.37/2=13.78kN/mand its foundnMembers 9,11 -Working wt. of MHL-N=40.03kNPlan area of foundn = A=(p/4) x 1.82=2.54m2Load intensity due=40.03=15.73kN/m2to MHL-NALoad intensity due=0.5 x 25=12.50kN/m2to Pump foundnPartial udl from Pump =(18.29 + 12.5 ) x 1.131/2=15.96kN/mand its foundnCASE 2 :FOR ANALYSIS OF GRID and TO WORK TENSILE REACTIONON PILE DUE TO BUOYANCYMembers 1,2 -Udl from Cover slab (CS) =3.75 x 1.685 =3.16kN/m2Members 11,12 -Udl from Cover slab (CS) =3.75 x 1.484 =2.78kN/m2Members 3,5 -Udl from Cover slab (CS) =3.75 x 0.53 =0.99kN/m2Members 3, 5 -Equi. Udl from Cover slab (CS) =3.75 x 2.197 1 - 1 =3.44kN/m2 3 x 1.422Members 18 -Eqi. Udl from Cover slab (CS) =3.75 x 2.197 =2.74kN/m3Members 5,7 -Udl from Cover slab (CS) =3.75 x 1.32 =2.47kN/m2Members 7,9 -Udl from Cover slab (CS) =3.75 x 1.102 =2.07kN/m2Members 9,11 -Udl from Cover slab (CS) =3.75 x 1.131 =2.12kN/m2Members 1 to 27-Floor load (within mem 2,12, 14 to 19 & 22 to 26)=3.75kN/m2Member 1,3 -Pt. Load due to PC=0.75kN(2 Nos on Each member)Member 2,4 -Pt. Load due to PC=0.75kN(1 Nos on Each member)Node 2,5 -Pt. Load due to PC=0.75kN(1 Nos on Each Node)Members 5,6,7,8 -Working wt. of Pump=8kNLoad intensity due=8=6.09kN/m2to Pump0.82 x 1.6Load intensity due=0.5 x 25=12.50kN/m2to Pump foundnPartial udl from Pump =(7.62 + 12.5 ) x 1.37/2=12.73kN/mand its foundnMembers 9,11 -Working wt. of MHL-N=2kNPlan area of foundn = A=(p/4) x 1.82=2.54m2Load intensity due=40.03=0.79kN/m2to MHL-NALoad intensity due=0.5 x 25=12.50kN/m2to Pump foundnPartial udl from Pump =(18.29 + 12.5 ) x 1.131/2=7.51kN/mand its foundnBeam (B1): (Supporting Priming Chamber)Mem No. - 1,2,3,4Width of Beam = b =230mmDepth of Beam = D =400mmREFER PAGE OF ANALYSIS FOR RESULTS GIVEN BELOWMax Hogging BM at Support (Mhog)=14.61kNm(Mem no. 3)Max Sagging BM at midspan (Msag)=10.23kNm(Mem no. 3)Max Shear Forec(SF)=23.24kN(Mem no. 3)Effective depth reqd. -Beam is designed as Cracked section at support :Effective depth reqd.=Mhog x 106=264.20mmQ x bT'fore OK( Q =0.91N/mm2)Effective depth provided = d=367mmTotal depth reqd. -Beam is designed as Non cracked section at midspan :Total depth reqd.=Msag x 106=380.14mmQ x bT'fore OK( Q =0.3078N/mm2)Effective depth provided = d=367mmReinforcement -Ast reqd. for Mhog=14.61 x 106=232.80mm2at support at top190 x 0.9 x 367Ast reqd. for Msag=10.23 x 106=206.48mm2at midspan at bottom150 x 0.9 x 367Ast min=0.87 x b x d=176.96mm2fyProvide 10F - 2 Nos (= 156 mm2) straight bars at bottomProvide 8F - 2 Nos (= 100 mm2) as Anchor bars at topProvide 10F - 1 Nos (= 78.5 mm2) curtailed bars at midspan at bottomProvide 12F - 2 Nos (= 226 mm2) as Extra bars at support bars at topCheck for Shear -Max Shear Force = SF=23.24kNReinf. provided at support = Ast=326mm2Refer SP 16, Table 80100Ast=0.386bdRefer SP16, Table 80 -Perm. shear stress in concrete =tc=0.266N/mm2Nominal shear stress = tv =SF=0.28N/mm2b x dDesign Shear in stirrups = Vs =(tv - tc) x b x d=786.94NUse 8F bars as stirrups, ssv = 175 N/mm2Spacing reqd. =ssv x Asv x d=8161mmVsProvide 8F two legged stirrups @ 200 c/c throughoutBeam (B2): (Supporting Pumps)Mem No. - 5,6,7,8Width of Beam = b =230mmDepth of Beam = D =600mmREFER PAGE OF ANALYSIS FOR RESULTS GIVEN BELOWMax Hogging BM at Support (Mhog)=35.89kNm(Mem no. 8)Max Sagging BM at midspan (Msag)=16.16kNm(Mem no. 5)Max Shear Forec(SF)=36.42kN(Mem no. 5)Effective depth reqd. -Beam is designed as Cracked section at support :Effective depth reqd.=Mhog x 106=414.10mmQ x bT'fore OK( Q =0.91N/mm2)Effective depth provided = d=567mmTotal depth reqd. -Beam is designed as Non cracked section at midspan :Total depth reqd.=Msag x 106=477.77mmQ x bT'fore OK( Q =0.3078N/mm2)Effective depth provided = d=567mmReinforcement -Ast reqd. for Mhog=35.98 x 106=370.16mm2at support at top190 x 0.9 x 567Ast reqd. for Msag=16.16 x 106=211.12mm2at midspan at bottom150 x 0.9 x 567Ast min=0.87 x b x d=273.39mm2fyProvide 12F - 2 Nos (= 226 mm2) straight bars at bottomProvide 10F - 2 Nos (= 156 mm2) as Anchor bars at topProvide 10F - 1 Nos (= 78.5 mm2) curtailed bars at midspan at bottomProvide 12F - 2 Nos (= 226 mm2) as Extra bars at support bars at topCheck for Shear -Max Shear Force = SF=36.42kNReinf. provided at support = Ast=382mm2Refer SP 16, Table 80100Ast=0.293bdRefer SP16, Table 80 -Perm. shear stress in concrete =tc=0.237N/mm2Nominal shear stress = tv =SF=0.28N/mm2b x dDesign Shear in stirrups = Vs =(tv - tc) x b x d=5512.83NUse 8F bars as stirrups, ssv = 175 N/mm2Spacing reqd. =ssv x Asv x d=1800mmVsProvide 8F two legged stirrups @ 200 c/c throughoutBeam (B3): (Supporting MHL-N Tank)Mem No. - 9,10,11,12Width of Beam = b =230mmDepth of Beam = D =400mmSpan = l =3.112mREFER PAGE OF ANALYSIS FOR RESULTS GIVEN BELOWMax Hogging BM at Support (Mhog)=19.6kNm(Mem no. 9)Max Sagging BM at midspan (Msag)=14.2kNm(Mem no. 11)Max Shear Forec(SF)=41.87kN(Mem no. 11)Effective depth reqd. -Beam is designed as Cracked section at support :Effective depth reqd.=Mhog x 106=306.02mmQ x bT'fore OK( Q =0.91N/mm2)Effective depth provided = d=367mmTotal Depth required -Beam is designed as Non cracked section at midspan :1131.000(bf)150250230lo = 0.7 x l=2178.4mbf = (lo/6) + bw + 6Df=1493.07mmbf (available)=1131.00mmArea of crossection of 'T' beam=227150mm2Location of C.G of section from top = yt=125.63mmLocation of C.G of section from bottom = yb=274.37mmMoment of Inertia @ Axis through C.G. = I=9525000000mm4Modulus of Section = zb = I / yb=34715894.5948901mm3Msag=14200000Nmm(tension at top)sbt = Msag=0.409N/mm2zb< 1.7N/mm2Hence SAFEReinforcement -Ast reqd. for Mhog=19.6 x 106=312.32mm2at support at top190 x 0.9 x 367Ast reqd. for Msag=14.2 x 106=286.61mm2at midspan at bottom150 x 0.9 x 367Ast min=0.87 x b x d=176.96mm2fyProvide 12F - 2 Nos (= 226 mm2) straight bars at bottomProvide 8F - 2 Nos (= 100 mm2) as Anchor bars at topProvide 10F - 1 Nos (= 78.5 mm2) curtailed bars at midspan at bottomProvide 12F - 2 Nos (= 226 mm2) as Extra bars at support bars at topCheck for Shear -Max Shear Force = SF=41.87kNReinf. provided at support = Ast=326mm2Refer SP 16, Table 80100Ast=0.386bdRefer SP16, Table 80 -Perm. shear stress in concrete =tc=0.266N/mm2Nominal shear stress = tv =SF=0.50N/mm2b x dDesign Shear in stirrups = Vs =(tv - tc) x b x d=19416.94NUse 8F bars as stirrups, ssv = 175 N/mm2Spacing reqd. =ssv x Asv x d=331mmVsProvide 8F two legged stirrups @ 200 c/c throughoutBeam (B4):Mem No. - 13 to 20 & 28Width of Beam = b =300mmDepth of Beam = D =750mmSpan = l =3.167mREFER PAGE OF ANALYSIS FOR RESULTS GIVEN BELOWMax Hogging BM at Support (Mhog)=75.09kNm(Mem no. 17)Max Sagging BM at midspan (Msag)=49.27kNm(Mem no. 14)Max Shear Forec(SF)=96.85kN(Mem no. 28)Effective depth reqd. -Beam is designed as Cracked section at support :Effective depth reqd.=Mhog x 106=524.46mmQ x bT'fore OK( Q =0.91N/mm2)Effective depth provided = d=717mmTotal Depth required -Beam is designed as Non cracked section at midspan :1569.483(bf)150600300lo = 0.7 x l=2216.9mbf = (lo/6) + bw + 6Df=1569.48mmbf (available)=1998.00mmArea of crossection of 'T' beam=415422.5mm2Location of C.G of section from top = yt=237.49mmLocation of C.G of section from bottom = yb=512.51mmMoment of Inertia @ Axis through C.G. = I=20200000000mm4Modulus of Section = zb = I / yb=39413865.0953152mm3Msag=49270000Nmm(tension at top)sbt = Msag=1.250N/mm2zb< 1.7N/mm2Hence SAFEReinforcement -Ast reqd. for Mhog=75.09 x 106=612.44mm2at support at top190 x 0.9 x 717Ast reqd. for Msag=49.27 x 106=509.01mm2at midspan at bottom150 x 0.9 x 717Ast min=0.87 x b x d=450.93mm2fyProvide 16F - 2 Nos (= 402 mm2) straight bars at bottomProvide 12F - 2 Nos (= 226 mm2) as Anchor bars at topProvide 16F - 1 Nos (= 201 mm2) curtailed bars at midspan at bottomProvide 16F - 2 Nos (= 402 mm2) as Extra bars at support bars at topCheck for Shear -Max Shear Force = SF=96.85kNReinf. provided at support = Ast=628mm2Refer SP 16, Table 80100Ast=0.292bdRefer SP16, Table 80 -Perm. shear stress in concrete =tc=0.237N/mm2Nominal shear stress = tv =SF=0.45N/mm2b x dDesign Shear in stirrups = Vs =(tv - tc) x b x d=45871.30NUse 8F bars as stirrups, ssv = 175 N/mm2Spacing reqd. =ssv x Asv x d=274mmVsProvide 8F two legged stirrups @ 200 c/c throughoutBeam (B5):Mem No. - 21 to 27Width of Beam = b =300mmDepth of Beam = D =750mmREFER PAGE OF ANALYSIS FOR RESULTS GIVEN BELOWMax Sagging BM at midspan (Msag)=29.18kNm(Mem no. 25)Max Shear Forec(SF)=21.12kN(Mem no. 21)Effective depth reqd. -Beam is designed as Cracked section at support :Effective depth reqd.=Msag x 106=562.14mmQ x bT'fore OK( Q =0.3078N/mm2)Effective depth provided = d=717mmReinforcement -Ast reqd. for Msag=29.18 x 106=301.46mm2at midspan at bottom150 x 0.9 x 717Ast min=0.87 x b x d=450.93mm2fyProvide 12F - 2 Nos (= 226 mm2) straight bars at bottomProvide 10F - 2 Nos (= 156 mm2) as Anchor bars at topProvide 10F - 2 Nos (= 156 mm2) curtailed bars at midspan at bottomProvide 10F - 2 Nos (= 156 mm2) as Extra bars at support bars at topCheck for Shear -Max Shear Force = SF=21.12kNReinf. provided at support = Ast=312mm2Refer SP 16, Table 80100Ast=0.145bdRefer SP16, Table 80 -Perm. shear stress in concrete =tc=0.2N/mm2Nominal shear stress = tv =SF=0.10N/mm2b x dDesign Shear in stirrups = Vs =(tv - tc) x b x d=-21900.00NUse 8F bars as stirrups, ssv = 175 N/mm2Spacing reqd. =ssv x Asv x d=MinmmVsProvide 8F two legged stirrups @ 200 c/c throughoutDESIGN OF COLUMNS : (C)For results of analysis of GRID the maximum Axial forceon Column = 187 kNDesign of Column - Refer Page no. 15 and 16

&R&8THERMAX12-07-2000&L&8D.M. PLANT FOR SOLVENT DEWAXING / DEOILING UNIT&C&PBS3

Design2DESIGN OF COLUMNS - (Working Stress Method)SR.D E S C R I P T I O NNOTA-UNITFORMULACOLUMNNO.-TION(C)IDESIGN DATAa) Axial load on ColumnPkN187.00b) Moment @ Major AxisMxkNm0c) Moment @ Minor AxisMykNm0d) Width of Columnbmm300.0Depth of ColumnDmm300.0e1) Dia of barFmm12.0f1) No. of barsno.8.0e1) Dia of barFmm0.0f1) No. of barsno.0.0g) Longi.reinf.in ColumnAscmm2905h) Unsupported length of Column@ Major Axislexmm3110.0@ Minor Axisleymm3110.0i) Grade of ConcretefckN/mm2M2020.0j) Grade of SteelfyN/mm2Fe415415.0k) Clear coverd'mm40.0l) Modular ratiom13.332.0a) Slenderness Ratio @Major AxisSRxlex/D10.37b) Slenderness Ratio @Minor AxisSRyley/b10.37c) As S.R.is > 12 @ Major Axis,therefore Column is...........SHORT COLd) As S.R.is > 12 @ Minor Axis,therefore Column is...........SHORT COL3Reduction factor for stress @ Major axisCrx1.25 -(lex/(48xD)1.00Reduction factor for stress @ Minor axisCry1.25 -(ley/(48xb)1.00Direct stress (Permissible)scc permN/mm25 or 5 x Cr5.004Bending stress(Permissible)scbc permN/mm27 or 7 x Cr7.00Compressive stress (Permissible)ssc permN/mm2190 or 190 x Cr175.005Load carrying capacity of columnPkNscc Ac + ssc Asc603.81SAFE6Properties of column sectiona) Equivalent AreaAemm2Ac+1.5mAsc1.07E+05b) Moment of Inertia @ Major AxisIxxmm4bD3/126.75E+08c) Moment of Inertia @ Minor AxisIyymm4Db3/126.75E+08d) Section Modulus @ Major axisZxxmm3Ixx/( D/2)4.50E+06e) Section Modulus @ Minor axisZyymm3Iyy/( b/2)4.50E+06SR.D E S C R I P T I O NNOTA-UNITFORMULACOLUMNNO.-TION(C)IICHECK FOR STRESSESDirect stressscc calN/mm2P/Ae1.74Bending stress @ Major Axisscbc calN/mm2Mx / Zxx0.00Bending stress @ Minor Axisscbc calN/mm2My / Zyy0.00scc cal scbcx cal scbcy cal0.35scc perm scbc perm scbc perm< 1 SAFETensile stress = scbcx cal + scbcy cal - scc calN/mm2-1.74no tension0.35 ( scc cal + scbcx cal + scbcy cal ) orN/mm20.610.25 ( scc cal + Max of ( scbcx cal or scbcy cal ))safe3/4 (Modulus of rupture at 7days)N/mm21.80IIICOLUMN SECTION TO BE PROVIDEDa) Provide Width of Column asbmm300.0Provide Depth of Column asDmm300.0b1) Provide Longi. Reinf. asdiamm12.0c1) Provide No. of bars asNos.8.0b1) Provide Longi. Reinf. asdiamm0.0c1) Provide No. of bars asNos.0.0IVCONFINING REINF. AS PER IS13920DkmmD - 2xd' + Fx2236.0bkmmb - 2xd' + Fx2236.0b) Gross areaAgmm2b x D70685.8c) Core areaAkmm2bk x Dk55696.0d) Diam. Of confining reinf.dcmm8e) Area of confining reinf.Ashmm2p/4 x dc250.3f) Spacing of confining reinf.smmAsh/(0.18x h x fck/fy182.5x (Ag/Ak - 1) )

&R&8THERMAX12-07-2000&L&8D.M. PLANT FOR SOLVENT DEWAXING / DEOILING UNIT&C&P

coverDESIGN OF FILTERED WATER STORAGE TANKDATA :FGL= EL(-) 0.5Bottom Level (IL)= EL(+) 1.10TWL=(+) 4.10Width (inside clear)=6.00mLength (inside clear)=3.00mUnit Wt. of Concrete=25.00kN/m3Unit Wt. of Soil (gsat)=18kN/m3DESIGN CALCULATIONS :1. DESIGN OF COVER SLAB : (CS)Loadings -Assume Cover slab180mm thickLoads :Self wt. of slab =0.15 x 25=4.50kN/m2Live load ==3.00kN/m2Floor finsh ==1.00Total load (w1)=8.50kN/m2Cover slab is designed as One Way slabShort Span of slab (lx)=3.400mBending Moments -Design as oneway slab -Mmax0.10 x w1 x lx2=9.83kNmThk. reqd. for=Mmax x 106=174.83mmUncracked sectionQ x 103T'fore OK( Q =0.3216N/mm2)Effective depth provided = d =151mmReinforcement -Ast reqd.=Ast=482.22mm2150 x 0.9 x dMinimum steel reqd. as per IS 3370 in each direction% Steel=0.1782857143%Ast min==320.9142857143mm2Ast min provided on each face and in each direction=160.46mm2Provide 8F @ 100 c/c (= 502 mm2) as main reinf. at top and bottomProvide 8F @ 230 c/c (= 218 mm2) as distribution reinf. at top and bottom

&C&8FWT TANK&R&"Arial,Bold"&8THERMAX LTD.&"Arial,Regular"&L&"Arial,Bold"&8TISCO_FILT PLANT-SLAB CASTER&C&P

Wall design1&22. DESIGN OF SIDE WALLS : WALL 1 & WALL 2Plan Size =6050x3050Case 1: Tank full, and there is no soil pressure from outside......a. Wall1 :lx =3.05mLiquid depth =3.575m( lz)lx=3.05=0.853lz3.575Refering Reynolds Handbook Chart No. - 53Condition - Wall Panel with Three Edges fixed and top edge freely supported.Bending Moments -Vert. mmt. (-ve) at base=0.028x35.75x3.5752=12.79KNmVert. mmt. at center (+ve)=0.009x35.75x3.5752=4.11KNmHorz. mmt. at support (-ve)=0.033x35.75x3.5752=15.08KNmHorz. mmt.at center (+ve)=0.016x35.75x3.5752=7.31KNmThickness -Thickness of wall required=15.08x1.00E+060.3216x1000=216.54mmProvide230mmthick wall.b. Wall2 :lx =6.05mLiquid depth =3.575m( lz)lx=6.05=1.692lz3.575Refering Reynolds Handbook Chart No. - 53Condition - Wall Panel with Three Edges fixed and top edge freely supported.Bending Moments -Vert. mmt. (-ve) at base=0.0670x35.75x3.5752=30.61KNmVert. mmt. at center (+ve)=0.023x35.75x3.5752=10.51KNmHorz. mmt. at support (-ve)=0.0125x35.75x3.5752=5.71KNmHorz. mmt.at center (+ve)=0.004x35.75x3.5752=1.83KNmThickness -Thickness of wall required=30.61x1.00E+060.3216x1000=308.51mmProvide330mmthick wall.Moment Distribution for the horizontal moments :( This distribution is done in the top portion of the wall.)Stiffness of short wall (I/L) =3989.1803278688Stiffness of long wall (I/L) =5940Distribution factor for wall1 =0.402Distribution factor for wall2 =0.598distribution table :0.4020.598wall 1wall 2midspansupp.supp.midspanmoments15.085.717.31-3.7655.611.833.76-5.61final mmts11.07-11.3211.32-3.78Reinforcement -a. Wall 1 :Ast1=12.79x1.00E+06( Vert. Steel on Water face )150x0.87x185=529.8mm2Ast2=4.11x1.00E+06( Vert. Steel on outer face )150x0.87x185=170.2mm2Ast31=11.32x1.00E+06( Hori. Steel on at supp. on water face )150x0.87x185=468.7mm2Ast41=11.075x1.00E+06( Hori. Steel at center on outer face)150x0.87x185=458.7mm2Astmin=0.095x230x1000(on each face)100=218.17mm2Provide vertical reinf. as below,8F @ 180 c/c throughtout for full height on inner face+ 8F @ 180 c/c extra on water face.Ast =558mm28F @ 230 c/c throughtout for full height on inner faceAst =219mm2Provide horizontal reinf. as below,10F @ 230 c/c throughtout for full width on both faces+ 8F @ 230 c/c throughout on water face.Ast =560mm2b. Wall2 :Ast1=30.61x1.00E+06( Vert. Steel on Water face )150x0.87x285=823.0mm2Ast2=10.51x1.00E+06( Vert. Steel on other face )150x0.87x285=282.6mm2Ast31=11.32x1.00E+06( Hori. Steel on at supp. on water face )150x0.87x285=304.2mm2Ast41=-3.78x1.00E+06( Hori. Steel at center on outer face)150x0.87x285=-101.5mm2Astmin=0.094x330x1000(on each face)100=309.26mm2Provide vertical reinf. as below,10F @ 180 c/c throughtout for full height on inner face+ 12F @ 180 c/c extra on water face.Ast =1064mm28F @ 160 c/c throughtout for full height on outer faceAst =314mm2Provide horizontal reinf. as below,10F @ 230 c/c throughtout for full width on both faces+ 8F @ 230 c/c extra at support on water face.Ast =560mm2

&C&8FWT TANK&R&"Arial,Bold"&8THERMAX LTD.&"Arial,Regular"&L&"Arial,Bold"&8TISCO_FILT PLANT-SLAB CASTER&C&P

base slab3. DESIGN OF BASE SLAB : (BS)Loadings -Assume Cover slab380mm thickLoads :Self wt. of slab =t x 25=9.50kN/m2water load ==35.50kN/m2Floor finsh ==1.00Total load (w1)=46.00kN/m2Cover slab is designed as One Way slabShort Span of slab (lx)=3.400mBending Moments -Design as oneway slab -Mmax0.083 x w1 x lx2=44.3kNmMsupp0.041 x w1 x lx2=22.15kNmThk. reqd. for=Mmax x 106=371.15mmUncracked sectionQ x 103T'fore OK( Q =0.3216N/mm2)Effective depth provided = d =351mmReinforcement -Ast reqd.=Ast=934.90mm2150 x 0.9 x dAst reqd.=Ast=467.45mm2150 x 0.9 x dMinimum steel reqd. as per IS 3370 in each direction% Steel=0.224%Ast min==851.2mm2Ast min provided on each face and in each direction=425.60mm2Provide main reinf. as below,10F @ 180 c/c throughtout for full width on top face+ 12F @ 180 c/c extra at wallsAst =1064mm210F @ 160 c/c throughtout for full width on bottom faceAst =491mm2Provide distribution reinf. as below,10F @ 185 c/c throughtout at top & bottomAst =425mm2

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wall as beam4. DESIGN WALL2 ACTING AS BEAM -Width of Beam = b =330mmDepth of Beam = D =4380mmSpan = l =6.28mHorizontal load on wall beam. -UDL on beam i.e. proped cantilever reaction from slab=128.785kN/mMax BM=423.26kNmMax Shear Forec(SF)=404.3849kNDepth reqd. -Beam is designed as non-cracked section at support :Overall depth reqd.=Mhog x 106=1997.04mmQ x bT'fore OK( Q =0.3216N/mm2)Effective depth provided = d=3008mmReinforcement -Ast reqd. for MmaxM x 106=1042.30mm2150 x 0.9 x dProvide 20F - 4 Nos (= 1256 mm2) straight bars at on both facesCheck for Shear -Max Shear Force = SF=404.38kNReinf. provided at support = Ast=1256mm2Refer SP 16, Table 80100Ast=0.13bdPerm. shear stress in concrete =tc=0.22N/mm2Nominal shear stress = tv =SF=0.4073832407N/mm2b x dDesign Shear in stirrups = Vs =(tv - tc) x b x d=268803.132546543NUse 8F bars as stirrups, ssv = 175 N/mm2Spacing reqd. =ssv x Asv x d=195.8310511537mmVsMin. spacing = 0.87fy x Asv/ 0.4B=273.52mmVertical reinf. provided in wall is sufficient.5. LOADING ON COLUMN -1. Load from pump house beams=206.13kN (factored load)( refer doc. No.WWS/7324/FFPH Rev0.)2. Reaction of wall beam= 404.38x1.5606.577kN3. Reaction of wall164.22kN4. Self weight of column16.54kNTotal =876.93kNEarthquake force on column=0.03 x 876.926.31kNMoment due to eq force= 26.3 x 3.6/247.35kN

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