UG tank.xls
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DESIGN OF REACTANGULAR UNDER GROUND WATER TANK ame of work :- pkn 0.26 10.00 m 1 Tank size 10.00 x 4.00 x 3.00 m 2 Tank capacity 120000 ltr 0.16 m 3 Angle of repose 30 Degree rated soil unit wt 17.00 4 Conrete M 20 unit weight 25000 10 12 220 7 m 13 170 mm c/c 12 110 mm 5 Steel fy 415 Tensile stress 150 0.16 6 Nominal Cover 35 mm Water unit wt 9.81 7 Thickness Walls 260 mm 0.26 m 16 4.00 m Top roof 200 mm 20 cm 0.20 m 90 mm c/c 16 170 mm Bottom slab 300 mm 0.30 m 8 140 mm 7 Reinforcement Wall 0.60 16 90 mm Long out side ver 16 100 mm c/c 0.85 m height Out side vertical 16 200 mm c/c upto top 0.30 in side vertical 16 130 mm c/c 0.85 m height in side vertical 16 260 mm c/c upto top Bottom slab steel detail Distribut 8 150 mm c/c on each face Short out side ver 12 170 mm c/c 0.85 m height 0.26 12 170 mm c/c Out side vertical 12 340 mm c/c upto top 8 150 mm c/c in side vertical 12 170 mm c/c 1.00 m height 16 200 mm c/c in side vertical 12 340 mm c/c upto top 2.00 m 12 170 mm c/c ut side Horizontal 12 90 mm c/c 0.85 m height 12 340 mm c/c ut side Horizontal 12 170 mm c/c upto top 16 260 mm c/c In side Horizontal 12 100 mm c/c 0.85 m height 12 340 mm c/c In side Horizontal 12 170 mm c/c upto top 12 170 mm c/c 8 Roof 12 mm f bars 100 mm c/c Main 12 110 mm c/c 1.00 m 16 mm f bars 130 mm c/c Distribut 10 170 mm c/c 12 90 mm c/c 9 Base Main 16 90 mm c/c at the Bottom face 16 100 mm c/c Main 16 170 mm c/c at the top face 12 170 mm c/c Distribut 8 140 mm c/c 0.30 long wall steel deail Short wal kN/m 3 N/m 3 mm f bars mm f bars scbc N/mm 2 mm f bars N/mm 2 kN/m 3 mm f bars mm f bars mm f bars mm f bars mm F mm F mm F mm F mm F mm F mm f bars mm F mm f bars mm F mm f bars mm F mm f bars mm F mm f bars mm F mm f bars mm F mm f bars mm F mm f Bars mm F mm F mm f bars mm F mm f bars mm F mm f bars mm F
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Transcript of UG tank.xls
Water tank
Data sheetBased on RCC design B.C. punmia example 24.1DESIGN OF REACTANGULAR UNDER GROUND WATER TANKName of work :-pkn0.2610.00m0.261Tank size10.00x4.00x3.00m2Tank capacity120000ltr0.16m3Angle of repose30DegreeSaturated soil unit wt17.00kN/m34ConreteM20unit weight25000N/m310mm f bars12mm f bars220mmscbc7N/mm2m13170mm c/c12mm f bars110mm5Steelfy415Tensile stress150N/mm20.16short span top roof6Nominal Cover35mmWater unit wt9.81kN/m37ThicknessWalls260mm0.26m16mm f bars4.00mTop roof200mm20cm0.20m90mm c/c16mm f bars170mmBottom slab300mm0.30m8mm f bars140mm7Reinforcement Wall0.6016mm f bars90mm0.60Long out side vertical16mm F100mm c/c0.85m heightOut side vertical16mm F200mm c/cupto top0.30in side vertical16mm F130mm c/c0.85m heightin side vertical16mm F260mm c/cupto topBottom slab steel detailDistribution8mm F150mm c/con each faceShort out side vertical12mm F170mm c/c0.85m height0.2612mm f bars170mm c/c0.26Out side vertical12mm F340mm c/cupto top8mm f bars150mm c/cin side vertical12mm F170mm c/c1.00m height16mm f bars200mm c/cin side vertical12mm F340mm c/cupto top2.00m12mm f bars170mm c/cOut side Horizontal12mm F90mm c/c0.85m height12mm f bars340mm c/cOut side Horizontal12mm F170mm c/cupto top16mm f bars260mm c/cIn side Horizontal12mm F100mm c/c0.85m height12mm f bars340mm c/cIn side Horizontal12mm F170mm c/cupto top12mm f Bars170mm c/c8Roof12mm f bars100mm c/cMain12mm F110mm c/c1.00m16mm f bars130mm c/cDistribution10mm F170mm c/c12mm f bars90mm c/c9BaseMain16mm F90mm c/c at the Bottom face16mm f bars100mm c/cMain16mm F170mm c/c at the top face12mm f bars170mm c/cDistribution8mm F140mm c/c0.30long wall steel deailShort wall steel [email protected] not to the scale
Design151152045334418402041204018401634163426DESIGN OF REACTANGULAR UNDER GROUND WATER TANKName of work :-pknTank size10.00x4.00x3.00mTank capacity1200120000mmAngle of repose30DegreeSaturated soil unit wt=17.00kN/m317000ConreteM20unit weight=25000N/m3Steelfy415N/mm2Tensile stess=150N/mm2scbc7N/mm2m=13Nominal cover35mmunit wt. of water=9.81N/mm398101Solution, general:-There are four components of design.(I)Design of long wall(II)Design of short wall(III)Design of roof slab(IV)Design of base slabThe design of walls will be done under two condition.(a)Tank full with water, with no earth fill out side.(b)Tank empty, with full earth pressure due to saturated earth fill.The base slab will be designed for uplift pressure and the hole tank is to be tasted against floatation. As the L/B ratio is greater than 2 the long wall will be designed as cantilever. The bottom one metre ( >H /4) of short walls will be designed as cantilever while the top portion will designed as slab supported by long walls .2Design Constants:-For HYSD BarsCocrete M=20sst=150N/mm2wt. of concrete=25000N/mm2scbc=7N/mm2m=13k=m*c=13x7=0.378m*c+sst13x7+150j=1-k/3=1-0.378/3=0.874R=1/2xc x j x k=0.5x7x0.874x0.378=1.1553Design of Long wall :-(a) Tank empty with pressure satureted soil from outside.Pa=KaY'H +YwHHere, Ka=1 - sin30=1-0.5=0.5=1=0.3331 + sin301+0.51.53Y'=17.00-9.81=7.19kN/m3=7190N/m3Yw=9.81kN/m3 =9810N/m3\ Pa=0.333x7190x3.00+9810x3.00=36620N/m2Maximum B.M. at the base of wall =36620x3.00x3.00=54930N-mor54930000N-mm23Required depth=54930000=218mm1.155x1000Provide total depth =218+35=260mmso that available d =225mmAst=54930000=1862mm2150x0.874x225using16mm barsA=3.14xdia2=3.14x16x16=201mm24 x1004x100Spacing of Bars =1000x201/1862=108say=100mmHence Provided16mm F bar, @100mm c/c on out side face, at bottom of long wallCutailment of reinfocrement.Since B.M. is proportional to h3, we have:Asth=h3=From which h=HxAsth1/[email protected] Asth =1/2. Ast(i.e.half the bars being curtailed). H=H(1/2)'1/3=3.00x(0.5)1/3=2.3800015296m\ Height from the base =3.00-2.3800015296=0.62mHowever as per code requirement,the bars are to be continued further for distance of 12 F =12x16=192mm or d =225mm,whichever is more, beyond this point. Hence curtail half the bars at0.62+0.225=0.85m from base.Similarly, depth where only 0.25% reinforcement is requiredd ish=H(0.25)1/3=3.00x(0.25)1/3=1.89\ Height from the base =3.00-1.89=1.11mHowever as per code requirement,the bars are to be continued further for distance of 12 F =12x16=192mm or d =225mm,whichever is more, beyond this point. Hence curtail half the bars at1.11+0.225=1.35m from base.Minimum, % Reinforcement =0.3-0.1x260-100=0.2542857143%450-100Min=0.2542857143x260x1000=661mm2100This is>Than 0.25 % of Ast at bottom .Hence above curtalment is not permissibleHence the reinforcement will be provid as under,(I)At base :16mm f bars @100mm c/c(II)At0.85m above base , up to top :16mm f bars @200mm c/cDistribution steel :-% of distribution steel=0.3-0.1x260-100=0.254%450-100Astd=0.254x260x1000=661mm2, Area of each face=330.5mm2100using8mm barsA=3.14xdia2=3.14x8x8=50.2mm24 x1004x100Spacing of Bars =1000x50.2/331=152say=150mmHence Provided8mm F bar, @150mm c/c on Each face,having, Ast =2x1000x50.2=670mm2150Direct compression in long walls:-The earth pressure acting on short walls will cause compressionin long walls, because top portion of shorts walls act as slab supported on long wallsAt h=3.00/4=0.75or1.00mabove the base of walls .Pa=KaY' (H-h) + Yw (H-h)=0.333x7190x(3.00-1.00)+9810x2.00=24413This direct compression devloped on long walls and wall section.N/m2PLC =Pa.x B/224413x4.00=48827N2This will be well taken by distribution steel and wall section(b)Tank full with water and no earth fill out side.P = Y x wh =9810x3.00=29430N/m2M = p xH x H=29430x3.00x3.00=44145N-m or44145000N-mm2 x 32x3Ast=44145000=1496mm2150x0.874x225using16mm barsA=3.14xdia2=3.14x16x16=201mm24 x1004x100Spacing of Bars =1000x201/1496=134say=130mmHence Provided16mm F bar, @130mm c/c at the in side face.Curtailement of reinforcement:-Asth=h3=From which h=HxAsth1/3AstH3AstIf Asth =1/2. Ast(i.e.half the bars being curtailed). H=H(1/2)'1/3=3.00x(0.5)1/3=2.3800015296m\ Height from the base =3.00-2.3800015296=0.62mHowever as per code requirement,the bars are to be continued further for distance of 12 F =12x16=192mm or d =225mm,[email protected] is more, beyond this point. Hence curtail half the bars at0.62+0.225=0.85m from base.Similarly, depth where only 0.25% reinforcement is requiredd ish=H(0.25)1/3=3.00x(0.25)1/3=1.89\ Height from the base =3.00-1.89=1.11mHowever as per code requirement,the bars are to be continued further for distance of 12 F =12x16=192mm or d =225mm,whichever is more, beyond this point. Hence curtail half the bars at1.11+0.225=1.35m from base.Minimum, % Reinforcement =0.3-0.1x260-100=0.2542857143%450-100Min=0.2542857143x260x1000=661mm2100This is>Than 0.25 % of Ast at bottom .Hence above curtalment is not permissibleHence the reinforcement will be provid as under,(I)At base :16mm f bars @130mm c/c(II)At0.85m above base , up to top :16mm f bars @260mm c/cDirect tensio on long wall:-Since the top portion of short wall act as slab supported on long walls,the water pressure acting on short walls will cause in long walls.PL= P xBWhere p=9810x4.00=19620N/m2 at1.00m height22\ PL=19620x4.00=39240N, As required =39240/150=262mm22Area of distribution steel provided in horizontal direction =670mm2Hece distribution steel will take direct tension.4Design of short walls :-(a)Tank empty, with pressure of satureted soil from outside.(I)Top Portion .The bottom1.00m act as cantilever, while the remaining2.00mact as slab supported on long walls.Pa = KaY' (H-h) + Yw (H-h)=0.33x7190x2.00+9810x2.00=4793+19620=24413N/m2Mf (at supports )=PaL2=24413x4.002=32551N-m (causing tension out side )1212M ( at centre )=PaL2- Mf =PaL2=24413x4.002=16275N-m (causing tension in side )82424d=260- (35+16) =209mmAt Supports, Ast=32551000=1188mm2150x0.874x209using12mm barsA=3.14xdia2=3.14x12x12=113mm24 x1004x100Spacing of Bars =1000x113/1188=95say=90mmHence Provided12mm F bar, @90mm c/c at the out side face at2.00m below the topAt mid span, Ast=1188x0.5=594mm2minimum Ast =661mm2using12mm barsA=3.14xdia2=3.14x12x12=113mm24 x1004x100Spacing of Bars =1000x113/661=171say=170mmHence Provided12mm F bar, @170mm c/c at inner side face(III)Bottom portionThe bottom1.00m will bend as cantilever.Intensity of earth pressure at bottom =36620N/m2\ M=1x36620x1x1=6103N-m(with tension at out side face)[email protected]\ Ast=6103x1000=207mm2150x0.874x225Minimum steel @0.254%"=661mm2using12mm barsA=3.14xdia2=3.14x12x12=113mm24 x1004x100Spacing of Bars =1000x113/661=171say=170mmHence Provided12mm F bar, @170mm c/c at out side face, in vertical direction forbottom1.00m height. The spacing can be doubled for upper portion.(III)Direct compression in short walls:-Though the long walls bend as cantilever, it is observed that end1.00metrewidth of long wall contributes to push in short walla, due to earth pressure, and its magnitude is given byPBC=Pa x1=24413x1=24413NThis is quite small, and hence its effect has not been considered.(b)Tank full with water , and no earth fill out side.(I)Top Portion .The bottom1.00m act as cantilever, while the remaining2.00mact as slab supported on long walls.p=w (H-h)=9810x(3.00-1.00)=19620N/m2Mf (at supports )=PB2=19620x4.002=26160N-mcausing tension at1212the insideMc (At centre)=PB2=19620x4.002=13080N-mcausing tension at2424the outsideDirect tension in short wall:-Due to water pressure on the end1.00metre width of long wall ispB =w (H-h) x1=9810x(3.00-1.00)x1.0=19620N/m2Effective d, for horizontal steel=209mm\ Distance=(x - d ) x T / 2=209-260/2=79mmHence net B.M. = M - PB. x\ Ast1=Mf - PB.xAst2=PBsst,j.dssAt inside face (end of short walls)Ast1=Mf - PB.x=26160x1000-19620x79=898mm2sst,j.d150x0.874x209Ast2=PB=19620=131mm2 \ total Ast =898+131=1029mm2ss150using12mm barsA=3.14xdia2=3.14x12x12=113mm24 x1004x100Spacing of Bars =1000x113/1029=110say=100mmHence Provided12mm F bar, @100mm c/c at the inner face,At the out side face (middle of short walls)Ast1=Mc - PB.x=13080x1000-19620x79=421mm2sst , j . d150x0.874x209Ast2=PB=19620=131mm2 \ total Ast =421+131=552mm2ss150Minimum reinforcement required=661mm2using12mm barsA=3.14xdia2=3.14x12x12=113mm24 x1004x100Spacing of Bars =1000x113/661=171say=170mmHence Provided12mm F bar, @170mm c/c at the outside face,[email protected](III)Bottom portionThe bottom1.00m will bend as cantilever.P (at bottom)=29430N/m2(stap 3)\ M=1x29430x1x1=4905N-mwith tension at in side face23\ Ast=4905x1000=166mm2150x0.874x225Minimum steel @0.254%=661mm2using12mm barsA=3.14xdia2=3.14x12x12=113mm24 x1004x100Spacing of Bars =1000x113/661=171say=170mmHence Provided12mm F bar, @170mm c/c at out side face, in vertical direction forbottom1.00m height. The spacing can be doubled for upper portion.( C) Summary of reinforcement in short walls.(I) Horizontal reifocement at inner face:For lateral earth pressure, horizontal reinfocement require is12mm f @170mm c/c in the mid spanFor water pressure, horizontal reinforcement required is12mm f @100mm c/c at the ends.Hence provided greater one of two reinforcement.Hence Provided12mm F bar, @100mm c/c at inner face at,2.00m from top.At top1m height, the pressure will be reduced to half the value ;Hence Provided12mm F bar, @170mm c/c at for the top1.00m height.(II)Horizontal reinfocement for outer face;For lateral earth pressure, horizontal reinfocement require is12mm f @90mm c/c in the mid spanFor water pressure, horizontal reinforcement required is12mm f @170mm c/c at the ends.Hence provided greater one of two reinforcement.Hence Provided12mm F bar, @90mm c/c at inner face at,0.00m from top.At top1m height, the pressure will be reduced to half the value ;Hence Provided12mm F bar, @170mm c/c at for the top1.00m height.(III)Vertical reinforcement at inner face;provide12mm F bar, @170mm c/c at the inner face, for bottom1.00m heightthe spacing can be double for upper portion.(IV)Vertical reinforcement at outer face;provide12mm F bar, @170mm c/c at the Outer face, for bottom1.00m heightthe spacing can be double for upper portion.5Design of top slab:-L / B=10.00/4.00=2.5Hence top slab will be design as one way slab.Let the live load of slab =2000N/m2Assuming a thickness of20cm including finishing etc.self weight=0.20x1x1x25000=5000N/m2Total weight=2000+5000=7000N/m2M=w . B2=7000x(4.00+0.26)2=15879N-mor15879000N-mm88Required depth=15879000=117mm1.155x1000Provide total depth =117+35=160mm so that available d=125mmAst=15879000=969mm2150x0.874x125using12mm barsA=3.14xdia2=3.14x12x12=113mm24 [email protected] of Bars =1000x113/969=117say=110mmHence Provided12mm F bar, @110mm c/cDistribution steel :-% of distribution steel=0.3-0.1x160-100=0.283%450-100Astd=0.283x160x1000=453mm2,100using10mm barsA=3.14xdia2=3.14x10x10=78.5mm24 x1004x100Spacing of Bars =1000x78.5/453=173say=170mmHence Provided10mm F bar, @170mm c/c the other direction.6Design of bottom slab:-If ther is no sub-soil water nominal reinforcement would required .However, because of saturated sub-soil, there will uplift pressure on the bottom slab, of the magnitude given by.pu = wH1=9810x3.30=32373N/m2(assuming base slab thickness=300mm)Chech against flotation.;The hole tank must be check against flotation when the tank is empty.Total upward flotation force. = Pu = pu x B x LPu=32373x4.00x10.00=1294920NTotal down ward force consists of weight of tank.Base slab thickness=300mmWeight of walls=0.26x2.00x(4.00+10.00)x3.00x25000=546000NWeight of roof slab and finishing=0.2x4.00x10.00x25000=200000NWeight of base slab=0.3x4.00x10x25000=300000NTotal weightW=1046000N1294920>1046000upward force is more than dpown ward forcehence provide projection in slab, beyond the face of vertical walls, by an amount x m alround, so that weight of soil column supported by projection will provide additional down war force. It is assumed that if the tank is floted, the earth would rupture on vrtical planes shown by dotted lines. (fig ) .Most soil would tend torupture on an inclined planes, thus tendind to increase the effective down ward load from the earth but this might be small in waterlogged non-cohesive ground.Weigt of soil supported by projection:x = 2(L+B)x H.Ysat=2x(4.52+10.52)x3.00x17000=1534080x NWeight of roof slab and finishing=0.2x4.00x10.00x25000=200000NWeight of walls=0.26x2.00x(4.00+10.00)x3.00x25000=546000NTotal"=746000NWeight of base slab=(4.00+ 2 x0.26+2x)Quardic equation solver(10.00+2x0.26+2x)0.3x25000Put value in cell=(4.52+2x)(10.52+2x)7500=A =1.00Assuming that S.F. =1.10is needed becauseB =7.90(I) concrete may weight less than25000N/m3C =4.39(II)Earth may weight les than17000N/m3Root1 =7.30(III) Ground water may turn saline weight more than9810N/m3Root2 =0.60Total up lift force=1.10x29430x(4.52+2x)(10.52+2x)Equating total upward force to the total down ward force, we get4.52+2x) (10.52+2x)=1534080x +746000)/248734x2+30.08x +47.5504)=61.6765167049x +29.994x231.5965167049x +17.56=01x27.90x +4.39=0hence x [email protected] : width B1=4.52+(2x0.60)=5.72m4.520.26Length=10.52+(2x0.60)=11.72m\ Weight of soil suppoted on projection: x = 2 x( L1 +B1)x Hysat4.26x=2x(11.72+5.72)x0.60x3x17000=1067328NThe Bottom slab will be design as one way slab. Cosidered one metre length0.604.000.600.6010.000.60Upward water pressure Pu =32373N/m2Self weight of slab :1x1x0.3x25000=7500N/m2\ Net upward pressure, p =32373-7500=24873N/m2Weight of wall per m. run=0.26x3.00x1x25000=19500N/m5.7211.72weight of roof slab, transferred to each wall, per m run=0.20x(2+0.26)x1x25000=11300NWeight of earth projection=17000x3x1x0.60=51000x1x0.60=30600N/m\ Net unbalanced force/m run =32373(5.72x1) -2x(19500+30600+11300=62373.56N\ Reaction on each wall=62373.56/2=31186.78NPa '= Ka yH +wH=36620N/m2\ pa=36620x3/2=54930N/mActing at=3/3+0.3=1.3m above the bottom of base slabB.M. at the edge of cantilever portion '=24873x0.602+54930x1.3-51000x0.60222.00=66706N-m or66706000N-mmCausing tension at bottom faceB.M. At center of span =24873x5.722+54930x1.3-(19500+306002x2+11300)x4.26-51000x0.60x(5.72-0.30)'=22=101726+71409"-130782-78336=-35983N-mor-35983000N-mmCausing tension at top faceRequired depth=66706000=240mm1.155x1000Provide total depth =240+50=290mm so that available d=240mmAst=66706000=2120mm2150x0.874x240using16mm barsA=3.14xdia2=3.14x16x16=201mm24 x1004x100Spacing of Bars =1000x201/2120=95say=90mmHence Provided16mm F bar, @90mm c/c at bottom FaceFor top face,Ast=35983000=1143mm2150x0.874x240using16mm barsA=3.14xdia2=3.14x16x16=201mm24 x1004x100Spacing of Bars =1000x201/1143=176say=170mmHence Provided16mm F bar, @170mm c/cDisrtibution reinforcement in longitudinal direction=0.30-0.1x290-100=0.25%450-100Area of steel=0.25x1000x290=713mm2On each [email protected] barsA=3.14xdia2=3.14x8x8=50.2mm24 x1004x100Spacing of hoop Bars =1000x50.2/357=141say=140mmHence Provided8mm F bar, @140mm c/c. on each face7Detail of reinforcement:-Shown in [email protected]
[email protected][email protected][email protected][email protected][email protected][email protected][email protected][email protected]
Drawing DESIGN OF REACTANGULAR UNDER GROUND WATER TANKName of work :-pkn16mm f @100mm c/c8mm f @150mm c/c0.260.264.000.260.1616mm f @130mm c/c8mm f @150mm c/cmm f @mm c/cmm f @mm c/c4.002.0016mm f @2003.0012mm f @mm c/c16mm f @260mm f @mm c/cmm f @mm c/c1.0016mm f @10012mm f @90mm c/c0.6016mm f @1300.600.260.30mm f @mm c/c0.2610.00m0.2612mm f @220mm c/c10mm f @170mm c/c12mm f @110mm c/c0.1612mm f @340mm c/c12mm f @340mm c/cmm f @mm c/c2.00m3.00mm f @mm c/c12mm f @100mm c/c12mm f @170mm c/c12mm f @90mm c/c1.00m0.6012mm f @170mm c/c0.600.3Reinforcement detail for short [email protected]
IS-TableVALUES OF DESIGN CONSTANTSPermissible Bond stress Table tbd in concrete (IS : 456-2000)Grade of concreteM-15M-20M-25M-30M-35M-40Grade of concreteM-10M-15M-20M-25M-30M-35M-40M-45M-50Modular Ratio18.6713.3310.989.338.117.18tbd (N / mm2)--0.60.80.911.11.21.31.4scbc N/mm2578.51011.513m scbc93.3393.3393.3393.3393.3393.33(a) sst = 140 N/mm2 (Fe 250)kc0.40.40.40.40.40.4Development Length in tensionjc0.8670.8670.8670.8670.8670.867Rc0.8671.2141.4741.7341.9942.254Grade of concretePlain M.S. BarsH.Y.S.D. BarsPc (%)0.71411.2141.4291.6431.857tbd (N / mm2)kd = Ld Ftbd (N / mm2)kd = Ld F(b) sst = 190 N/mm2kc0.3290.3290.3290.3290.3290.329M 150.6580.9660jc0.890.890.890.890.890.89M 200.8441.2845Rc0.7321.0251.2441.4641.6841.903M 250.9391.4440Pc (%)0.4330.6060.7360.8660.9971.127M 301351.636(c ) sst = 230 N/mm2 (Fe 415)kc0.2890.2890.2890.2890.2890.289M 351.1321.7633jc0.9040.9040.9040.9040.9040.904M 401.2291.9230Rc0.6530.9141.111.3061.5021.698M 451.3272.0828Pc (%)0.3140.440.5340.6280.7220.816M 501.4252.2426(d) sst = 275 N/mm2 (Fe 500)kc0.2530.2530.2530.2530.2530.253jc0.9160.9160.9160.9140.9160.916Rc0.5790.8110.9851.1591.3321.506Pc (%)0.230.3220.3910.460.530.599Permissible shear stress Table tv in concrete (IS : 456-2000)100AsPermissible shear stress in concrete tv N/mm2Permissible stress in concrete (IS : 456-2000)bdM-15M-20M-25M-30M-35M-40Grade of concretePermission stress in compression (N/mm2)Permissible stress in bond (Average) for plain bars in tention (N/mm2)< 0.150.180.180.190.20.20.2Bending acbcDirect (acc)0.250.220.220.230.230.230.23(N/mm2)Kg/m2(N/mm2)Kg/m2(N/mm2)in kg/m20.500.290.300.310.310.310.32M 103.03002.5250----0.750.340.350.360.370.370.38M 155.05004.04000.6601.000.370.390.400.410.420.42M 207.07005.05000.8801.250.400.420.440.450.450.46M 258.58506.06000.9901.500.420.450.460.480.490.49M 3010.010008.08001.01001.750.440.470.490.500.520.52M 3511.511509.09001.11102.000.440.490.510.530.540.55M 4013.0130010.010001.21202.250.440.510.530.550.560.57M 4514.5145011.011001.31302.500.440.510.550.570.580.60M 5016.0160012.012001.41402.750.440.510.560.580.600.623.00 and above0.440.510.570.60.620.63Maximum shear stress tc.max in concrete (IS : 456-2000)Permissible direct tensile stress in concrete (IS : 456-2000)Grade of concreteM-15M-20M-25M-30M-35M-40Grade of concreteM-10M-15M-20M-25M-30M-35M-40tc.max1.61.81.92.22.32.5sct.max1.22.02.83.23.64.04.4Shear stress tcReiforcement %100AsM-20M-20100AsValue of anglebdbdDegreesinDegreecostancot0.150.180.180.1510.01711.0000.01757.2950.160.180.190.181.50.0261.51.0000.26256.3000.170.180.20.2120.03520.9990.03528.6440.180.190.210.242.50.0442.50.9990.04422.9130.190.190.220.2730.05230.9990.05219.0830.20.190.230.33.50.0613.50.9980.06116.3620.210.20.240.3240.07040.9980.07014.3110.220.20.250.354.50.0784.50.9970.07912.7070.230.20.260.3850.08750.9960.08711.4370.240.210.270.415.50.0965.50.9950.09610.3850.250.210.280.4460.10460.9950.1059.5630.260.210.290.476.50.1136.50.9940.1148.7770.270.220.300.570.12270.9930.1238.1490.280.220.310.557.50.1317.50.9910.1327.5970.290.220.320.680.13980.9900.1407.1190.30.230.330.658.50.1488.50.9890.1496.6910.310.230.340.790.15690.9880.1586.3150.320.240.350.759.50.1659.50.9860.1685.9630.330.240.360.82100.174100.9850.1765.6730.340.240.370.8810.50.18210.50.9830.1855.3960.350.250.380.94110.191110.9810.1945.1420.360.250.391.0011.50.19911.50.9800.2034.9150.370.250.41.08120.208120.9780.2134.7040.380.260.411.1612.50.81912.50.9760.8391.1920.390.260.421.25130.225130.9740.2314.3320.40.260.431.3313.50.23313.50.9720.2404.1660.410.270.441.41140.242140.9700.2494.0110.420.270.451.5014.50.25014.50.9680.2593.8670.430.270.461.63150.259150.9660.2683.7320.440.280.461.6415.50.25915.50.9640.2693.7230.450.280.471.75160.276160.9610.2873.4880.460.280.481.8816.50.28416.50.9590.2963.3760.470.290.492.00170.292170.9560.3063.2720.480.290.502.1317.50.30117.50.9540.3153.1720.490.290.512.25180.309180.9510.3253.0780.50.3018.50.31718.50.9480.3352.9890.510.30190.326190.9460.3442.9050.520.3019.50.33419.50.9430.3542.8240.530.30200.342200.9400.3642.7470.540.3020.50.35020.50.9370.3742.6740.550.31210.358210.9340.3842.6050.560.3121.50.36721.50.9300.3942.5390.570.31220.375220.9270.4042.4750.580.3122.50.38322.50.9240.4142.4140.590.31230.391230.9210.4242.3560.60.3223.50.39923.50.9170.4352.3000.610.32240.407240.9240.4402.2710.620.3224.50.41524.50.9100.4562.1940.630.32250.422250.9060.4662.1480.640.3225.50.43125.50.9050.4762.1030.650.33260.438260.8980.4882.0490.660.3326.50.44626.50.8950.4992.0060.670.33270.454270.8910.5101.9630.680.3327.50.46227.50.8870.5211.9210.690.33280.469280.8830.5321.8810.70.3428.50.47728.50.8790.5431.8420.710.34290.485290.8750.5541.8040.720.3429.50.49229.50.8700.5661.7670.730.34300.500300.8660.5771.7320.740.3430.50.50830.50.8620.5891.6980.750.35310.515310.8570.6011.6640.760.3531.50.52231.50.8530.6131.6320.770.35320.530320.8480.6251.6000.780.3532.50.53732.50.8430.6371.5700.790.35330.545330.8390.6491.5400.80.3533.50.55233.50.8340.6621.5110.810.35340.559340.8290.6751.4830.820.3634.50.56634.50.8340.6791.4730.830.36350.573350.8190.7001.4290.840.3635.50.58135.50.8140.7131.4020.850.36360.588360.8090.7261.3770.860.3636.50.59536.50.8040.7401.3510.870.36370.602370.7990.7541.3270.880.3737.50.60937.50.7930.7671.3030.890.37380.616380.7880.7811.2800.90.3738.50.62338.50.7830.7951.2570.910.37390.629390.7770.8101.2350.920.3739.50.63639.50.7720.8241.2130.930.37400.643400.7660.8391.1910.940.3840.50.64940.50.7600.8541.1710.950.38410.656410.7550.8691.1500.960.3841.50.66341.50.7490.8851.1300.970.38420.669420.7430.9001.1110.980.3842.50.67642.50.7370.9161.0910.990.38430.682430.7310.9331.0721.000.3943.50.68843.50.7250.9491.0541.010.39440.695440.7190.9661.0361.020.3944.50.70144.50.7130.9831.0181.030.39450.707450.7071.0001.0001.040.3945.50.71345.50.7011.0180.9831.050.39460.719460.6951.0360.9661.060.3946.50.72546.50.6881.0540.9491.070.39470.731470.6821.0720.9331.080.447.50.73747.50.6761.0910.9161.090.4480.742480.6691.1090.9021.100.448.50.74948.50.6631.1300.8851.110.4490.755490.6561.1500.8691.120.449.50.76049.50.6491.1710.8541.130.4500.766500.6431.1920.8391.140.450.50.77250.50.6361.2130.8241.150.4510.777510.6291.2350.8101.160.4151.50.78651.50.6231.2620.7921.170.41520.788520.6161.2800.7811.180.4152.50.79352.50.6091.3030.7671.190.41530.799530.6021.3270.7541.200.4153.50.80453.50.5951.3510.7401.210.41540.809540.5881.3760.7271.220.4154.50.81454.50.5811.4020.7131.230.41550.819550.5741.4280.7001.240.4155.50.82455.50.5661.4550.6871.250.42560.829560.5591.4830.6751.260.4256.50.83456.50.5521.5110.6621.270.42570.839570.5451.5400.6491.280.4257.50.84357.50.5371.5700.6371.290.42580.848580.5301.6000.6251.300.4258.50.85358.50.5221.6320.6131.310.42590.857590.5151.6640.6011.320.4259.50.86259.50.5081.6980.5891.330.43600.866600.5001.7320.5771.340.4360.50.87060.50.4921.7670.5661.350.43610.875610.4851.8040.5541.360.4361.50.87961.50.4771.8420.5431.370.43620.883620.4701.8800.5321.380.4362.50.88762.50.4621.9210.5211.390.43630.891630.4541.9630.5101.400.4363.50.89563.50.4462.0060.4981.410.44640.899640.4382.0510.4881.420.4464.50.90364.50.4312.0970.4771.430.44650.906650.4232.1450.4661.440.4465.50.91065.50.4152.1950.4561.450.44660.914660.4072.2460.4451.460.4466.50.91766.50.3992.3000.4351.470.44670.921670.3912.3560.4241.480.4467.50.92467.50.3832.4140.4141.490.44680.927680.3752.4750.4041.500.4568.50.93068.50.8191.1360.8801.510.45690.934690.3582.6050.3841.520.4569.50.93769.50.3502.6740.3741.530.45700.940700.3422.7470.3641.540.4570.50.94370.50.5561.6960.5901.550.45710.946710.3262.9040.3441.560.4571.50.94871.50.3172.9890.3351.570.45720.951720.3093.0780.3251.580.4572.50.95472.50.3013.1720.3151.590.45730.956730.2923.2710.3061.600.4573.50.95973.50.2843.3760.2961.610.45740.961740.2763.4880.2871.620.4574.50.96474.50.2673.6060.2771.630.46750.966750.2593.7320.2681.640.4675.50.96875.50.2503.8680.2591.650.46760.970760.2424.0110.2491.660.4676.50.98276.50.2334.2090.2381.670.46770.974770.2254.3320.2311.680.4677.50.97677.50.2164.5110.2221.690.46780.978780.2084.7050.2131.700.4678.50.98078.50.1994.9150.2031.710.46790.982790.1915.1450.1941.720.4679.50.98379.50.1825.3960.1851.730.46800.985800.1745.6730.1761.740.4680.50.98680.50.1655.9770.1671.750.47810.988810.1566.3150.1581.760.4781.50.98981.50.1486.6910.1491.770.47820.999820.1397.1780.1391.780.4782.50.99182.50.1317.5970.1321.790.47830.993830.1228.1450.1231.800.4783.50.99483.50.1138.7770.1141.810.47840.995840.1059.5170.1051.820.4784.50.99584.50.09610.3890.0961.830.47850.996850.08711.4310.0871.840.4785.50.99785.50.07812.7160.0791.850.47860.998860.07014.3020.0701.860.4786.50.99886.50.06116.3620.0611.870.47870.999870.05219.0830.0521.880.4887.50.99987.50.04422.9130.0441.890.48880.999880.03528.6370.0351.900.4888.51.00088.50.02638.2990.0261.910.48890.9998890.01757.2950.0171.920.4889.50.999989.50.009114.9310.0091.930.48901.000900.0001.0000.0001.940.481.950.481.960.481.970.481.980.481.990.482.000.492.010.492.020.492.030.492.040.492.050.492.060.492.070.492.080.492.090.492.100.492.110.492.120.492.130.502.140.502.150.502.160.502.170.502.180.502.190.502.200.502.210.502.220.502.230.502.240.502.250.512.260.512.270.512.280.512.290.512.300.512.310.512.320.512.330.512.340.512.350.512.360.512.370.512.380.512.390.512.400.512.410.512.420.512.430.512.440.512.450.512.460.512.470.512.480.512.490.512.500.512.510.512.520.512.530.512.540.512.550.512.560.512.570.512.580.512.590.512.600.512.610.512.620.512.630.512.640.512.650.512.660.512.670.512.680.512.690.512.700.512.710.512.720.512.730.512.740.512.750.512.760.512.770.512.780.512.790.512.800.512.810.512.820.512.830.512.840.512.850.512.860.512.870.512.880.512.890.512.900.512.910.512.920.512.930.512.940.512.950.512.960.512.970.512.980.512.990.513.000.513.010.513.020.513.030.513.040.513.050.513.060.513.070.513.080.513.090.513.100.513.110.513.120.513.130.513.140.513.150.51
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