Sump Desgn1 Manguli Mvs

water tret plaWater Treatment PlantFor Multivillage Scheme - Adavisomanal & 30 Villages,Taluka -Muddebihal, District- BijapurThe work Involves Construction of 3600 Cum per Day Capacity Water Tretment Plant .The following items of Work,are proposed.a) Cascade type gravity aeratorb) Presettling tank.c) Raw water balancing Tank.d)Slow sand Fillter .e)Pure water storage tank.f)Pure water pumping system1Population Forecasta)As per Population forecast for the year 2021 for the Entire Project Villages= 51379b)Water demand considering Basic LPCD= 55= 2825845Lit/DayIWith 10% Losses For Distribution= 3108430Lit/DayiiWith 5% Losses For Transmition (Pure water only)= 3263860Lit/DayiiiWith 5% Losses in Water Treatment plant= 3427053Lit/DayivWith 5% Losses in Raw water Transmission= 3598406Lit/DayHence total water to be Treated if 5% of losses in raw water Transmission considered.(As this quantity of Water Likely to be lost in transit only)= 3427050Lit/DayBut to be on safer side and to give additional cushion let us adopt Quantity to be treated= 3598400Lit/DaySaySay= 3600000Lit/Dayor= 3.60MLDor= 3600.00Cum/DayCriteria and parameters for consideration for planning and designing based on guidelines given in Manual onWater supply and Treatment published by CPHEEO, Govt of india , Ministry of Urban Develepment New Delhi-May 1999 and other hand books on public health engineering.ACascade type Gravity aeratorThe aim of aeration in respect of surface source waterITo Remove odour caused by carbon dioxide , hydrogen sulphide and taste caused by volatile substancesspecially for deep water of impounded reservoir i.e. DamIITo add oxygen to give freshnessParameters1Height of Aeration Structure1.2 to 3.0mBut NEERI Nagpur found on experiment that 1 to 1.5mtr fall is advisible.IINos of steps or trays4 to 6IIIArea of areater0.015 to 0.045 sqm/cum/hrsIVCarbon dioxide removal25 to 50%VHydrogen sulphide removal20 to 35%Recommended for Adoption DesignHeight aeration cascade=1.5mNo of steps=5NoArea of aerator=0.015SqmBPlain - settling Tank (Sedimentation Tank)This treatment is to bring the turbidity of water upto 10 NTUParameter for designIDetention period=3 to 4 hoursIINo of units=2 or moreIIIDepth of tank (average)=3m(2 to 5 m)IVVelocity of flow=0.4m/sec(0.2 to 0.5 m/Sec)VSurface loading (horizontal flow)=36Cum/Sqm/DayVIExtra capacity for sludge=25%VIIWeir loading (average)=100 to 300Cum/m/DayVIIIFloor Slope(for mechanical plants)=1 in 12IXLength to width ratio=2 or moreXSlope for sludge removal=1.2 :1 to 2:1XIVelocity of Water in outlet conduit=Not more than 0.4m/secSince we are planning to provide slow sand filters operating 24 hrs, Raw water storage is requiredbetween pre-settling Tank and slow sand filter as pumping hours adopted is 20hrs for raw water pumping.Hence raw water storage tank also work as secondary sedimentation Tank to some extent. Considering thisaspect following parameters adopted for sedimentation Tank design.IDetention time=3hrsIINo of units=2noIIDepth of Tanka)Water Depth=3.6mb)Free board=0.3mIVVolocity of flow=0.4m/secVSurface loading=36Cum/Sqm/DayVIExtra capacity for sludge (depth)=0.5mVIIFloor slope=1 in 12VIIILength to width ratio=2IXSlope for sludge removal=1.2 to 1XVelocity of Water in outlet conduit=0.4m/SecCRaw water storage TankAs already brought above, raw water pumping is done for 20hrs with 10hrs of each shift with 2hrs break inbetween. Hence minimum 2hrs holding capcity is required. However considering any mechanical delay instarting 2nd pump, It is recommended to provide 3hrs storage requirement of filtration quantity per hour.DSlow sand filterTotal water Demand - 3600 Cum/ DayAs per report of research project carried out by NEERI Nagapur on slow sand filter, they could bring downthe turbidity of 30 NTU to 1 NTU at the rate of filtration ranging from 0.1 to 0.3m/hr giving very good result. Inthis regard a xerox copy of the extract of the report enclosed.Similarly slow sand filter have been Considered very economical in maintenance with capacity ranging up to2 MGD(9000Cum/Day or 9.0 MLD).In Columbia (xerox copy of extract of report attached)As per CPHEEO Manual on water supply, filter beds up to area of 2000 Sqm can be adopted.Considering these aspects in view adoption of slow sand filter has been considered in this case.As per CHPEEO-manual and other manual design cirterias are as underSl noWater quality parameterspurification effect of slow sand filter (parameters)1Design period10-15 year(10 year as per CPHEEO)2Period of operation24 hrs/day3Rate of filtration0.1 to 0.2 m/hrs as per NEERI up to 0.30 m/hrs4Initial height of filter bed1 m as per CPHEEO (but could be between 0.8 to 1.0 m)5Filter bed area10 to 200sqm per filter , as per CPHEEO manual.6No of filter beds650-1200 sqm--5 units1200-2000 sqm--6 units7Specification of filter mediaa) sandi) effective size0.2 to 0.3 mmii) uniformity co-efficient3 to 5b)gravel bed30 cmc)Under drainage20 cmd)free board21 cme)Effluent weir level above sand bed20-30 mmf)internal depth of filter bed (variable)Usuallyfree board - 30cmwater depth - 1.3mFilter media - 0.9mGravel support - 0.30mbrick drains - 0.2mTotal3.0mNow Recommended for adoption in designIDepth of supernatant water=1mIIPeriod of Operation=24hrsIIIRate of filtration=0.15 m/hAs raw water storage tank acts as a Secondary sedementation tank, rate of filtration has been adopted more than minimum of 0.1m/hrIVFree board=0.20 mvDepth of filter sand=1mVINo of filter beds(3600X1=1000 sqm)=5Nos240.15(Between 650 to 1200Sqm)VIIGravel=0.3mVIIIUnder drains=0.2mIXWater level above sand bed(minimum)=20-30 mmPure Water Storage TankSince it has been planned to pump pure water for 20 hours with shift, 10 hours pumping & 2 hours rest.Minimum storage capacity required is 2 hours storage for filtered water considering rate of filterationHowever considering other breackdown etc. 3 hours storage capacity recommendedHydraulic design of WTP componentsConsidering recommended parameters for adoption in designCascate (Gravity) Type areaterRaw water pumping rateQ=3600=180 Cum/hrconsidering total Demand 3600 cum/D & 20 hours of pumping20Area of aerator requeied at the rate of0.15sqm/Cum/hr=27SqmConsidering rise of each step if a step adopt=150=37.542If dia of inlet pipe is 450mm31.5mt2Dia of both stes (D-1,D-2)0.45D1=0.451=3.141XD-22-3.141XD-12=2.7Sqm440.85mt=3.141XD-22-3.141x0.452=2.744=3.141XD-22-0.257=2.74=D-2=(2.7+0.257)x43.141=1.9405359362mtSay2.00mtWidth of each step =2.00.45=0.19375mt8Say20CmDesign of collectwearAssume velacity of0.3m/SecQuantity of Water to be carride ==180=0.05Cum/Sec60.060Area of weir required to collect & convert=0.05=0.1666666667Sqm0.3Assume width of channal on=0.60mtDepth of of channal=0.1666666667=0.2777777778mt0.60Cosider Full of depth of 40 Cm if 0.75mt Width =0.22mtTotal depth of chanal=0.4+0.2777777778=0.678Say0.7mtif we provide 5 step for cascate instade of 4Than fall in each step=150=30Cm5Total deopth of channal in that case Will be=0.3+0.2777777778=0.58Say0.6mtFinnal collect channelWidth=0.75mtDepth=0.60mtWidth of each step=2.05-0.45=0.16mt10Outer dia of cascate if 12 cm thick wall adpoted for channel at the peripher.Outer dia of cascate=0.120.752.050.750.12=3.79mtPoviode outer Dia of=4mtSlope of channel leadin topre settling tankAdopted cross section of 75 CM wide X 60 Cm height(With free bord of 30 Cm)slope of channel should be such that it produces the flow 0.3 mt / Secfor open channalV=1X R2/3X S1/20.013Where, Velocity of flow =0.3mt/SecR=Hydrolic radius=area of channel (effective)Wetted perimetar=0.1660.750.280.28=0.1660.1267175573mt1.31S=Slope of gradientS=V2 X .0132R4/3=0.32X0.0132=0.12674/31.3333333333If pipe provioded ,let velocity V = 0.50 mt/SecDia of pipe =0.05X40.58.142=0.356mtSay37.5CmDiaSedimentation tank0.0636358945Total demand=3600Cum/DayWith 20 hrs pumping=180Cum/Day0.00001521Detention provide =3Hrs0.090.000169Capacity Sedementation Tank=3.0180540.0CumIf two units providedcapacity of each unit=540.0270.0Cum4183.819493895324.1838194939with average water depth in take as3.6mt=270.075.0Sqm3.6Each unit is Further sub divide as under ie 3 Components of 3.9 X 5.85 x 3.6= 82.1345.85mtUnit 13.9mt3.0mtUnit 2Each unit =5.85x3.93.068.445Sqm205.335For 2 Units =205.34SqmSurface looding =3600=17.531898315Cum/Sqm/Day0.2718Hence safe6Maximum pressure at toe=8295X(1.06X0.2718)=7811.36Kg/Sqm1.951.95Maximum pressure at heel=8295=(1.06X0.2718)=677.63Kg/Sqm1.951.95Minimum BM at toe =7811.36X(0.65)2=1650.14Kg m2Maximum BM at heel =677.63X(0.95)2=305.78Kg m2Thickness of base slab as per IS 3370=1650.14X6X100=24.13Cm17X100But provide 30cm thickness Hence safeAst for toe =1650x100=5.05Sqcm0.8730.05.01500Ast for heel =678x100=2.07Sqcm0.8730.05.01500Minimum steel 30 cm thick base slab = 5.80 sqcmon both faces = 2.90 sqcm.' .For toe at bottom 12 mm at 20 cm C/C both waysat top 10 mm at 25 cm C/CFor heel at bottom & top 10mm at 25 cm C/CFor central portion of slabProvide 20 cm thick slab and minimum reinforcement of 2.5 sqcm both wayi.e. 10 mm at 25 cm C/C on both face & both ways.Design for in let channel and out let channelRaw water channel from aerator to settling tankQ =180 cum/hr = 0.05 Cum / secV = 0.30 mt/secassume = Area =0.05=0.166Sqm0.3Provide channel size of 75 cm (wide)and depth of channel = 0.166=0.22Cm0.75Considering 20 cm free boardTotal depth of channel = 22+20 = 42 cmProvide channel size 0.75 m X 0.42 m (with free board of 0.2mt)42 CM100.75m20 CM FREE BOARDCM200.22mcm10 CM10 CM0.87Depth of water in the channel = 22 cmAssume thickness of cantilever slab = 15 cmAssume thickness of side wall = 12 cmDead load of slab = 0.15 X 0.97 X 2500=363.75kgPer running mDead load of vertical wall = 0.12 X 0.42 X 2500=126 kgBM at support point = 363.75 X0.97+126X(0.97-0.06)2=363.32KgmThickness of wall =363.32X6X100=11.32Cm17X100Steel reinforcement =363.32 X 1000.8712.05.01500=3.09sqcmMinimum reinforcement = 0.3 X 12 = 3.6 SqcmProvide 10 mm tor at 20 cm C/CDistribution 8mm tar at 20 cm C/CVertical wall minimum reinforcement = 10 X 100 X 0.3=3.0 sqcm100Provide 10 mm at 25 cm C/CDistribution 8mm at 20 cm C/CSimilarly for channel on inner faceLet 7.5 cm dia orifices at 17.5 cm C/C in vertical wall on inner side provided at height of 10 cm from floor levelin such way that top level of pipe matches with full storage level of settling tankAt in of 2 cantilever wall over vertical wall of settling tank provided a beam of 20cm X 30cmwith 6 bars of 12 mm dia and 8mm stirrups at 20cn C/CV=1XR3/2X51/20.013orS=V2X(0.013)2R3/2H=Hydroulic gradent=Area of the channel (effective)Wetted peremeterR=0.166=0.166=0.1430.6+0.28+0.281.160S=0.32X0.01320.1434/3=0.00020326670.143Design of channelcanti lever slab1.3333333333span =0.6+0.15=0.75MLoad self wegiht (assume thickness of slab - 15 cm)dead load=0.15X1X0.75X2500+0.48X0.15X2500=231.3+180=461.25kgWater load=0.6X0.28X1000=168.00kgto be safe=0.6X0.48X1000=288kgTotal load =461.25+288=749.3Say 750 kgMaximum BM =750X0.752=210.93Kg/m2As Is 3370Thickness of wall =210.93X6=8.62Cm17X100(Including Cover)Width additional cover = 2.5 cm=8.62+2.50=11.12Proviode =12.5CmThick slabSteel renforcement =m0.8712.55.01500=2.155sqcmIf 10 mm at 30 Cm C/CMinimum steel 0.20 % =12.5X100X0.2=2.5Sqcm100Ie 10mm at 35.6 mm C/C when as provioded 30 cm C/CDistribution bars 8 mm at 30 cm C/CBM =0.12X15X100X0.8=1.44Sqcm100=50=34.7222222222cm C/C1.44Proviode 8 mm at 30 cm C/CProvide same thickness and renforcement for vertical wall on both side of ChannelDrawing

&R&9Appendix - M&L&9Detailed Scheme Report Niketan Consultants

raw wt tankDesign of Raw Water TankCapacity of tank = 450 cum23 to 44A)With 3.6m Tank height ,Dia of Tank =12.75m0.3MFree boardWith 0.3m Free board3.6MDia =12.75m,12.75MWater depth =3.6mFree board =0.3mCircular TankMaterial proposedM-20 grade concrete and Tor steel Fe-415 N/SqmThickness of side wall1)Minimum =15 cm2)3cm per M depth + 5cm=3x3.9+5=16.7cmAdopt -20 cm thick wallThe tank wall is free at top and fixed at base as base slab and side wall are cast integral to each other.To give good bond between side wall and base slab , a haunch of 30 cm height and width also proposed.tD=12.75M3.9MHt=20cmH=3.9mtrwHW=1000kgBaseD=12.75mtrcircular wallFor3.92Ring Tension =H2==5.96Say6.0Dt12.75x.20Refer IS - 3370 - Para IV Table 9Table - 9Case ICritical condition When Tank is full & no soil out sideP = wh =1000x3.9=3900kg./sqmMaximum hoop tension = Co efficient x wH x D2For,H2=5.96DtMaximum Hoop Tension occurs at 0.6H as per table 9Co efficient = +0.514 (For0.6)Maximum Hoop tension=0.514 x 1000 x 3.9 x 12.752T=12779.325 kg.Ast = T=12779.325=8.519cm2sst1500Ast Min =0.30 -0.3 -0.2X0.1X0.8=0.2171%0.35Minimum steel required =20X100X0.2171=4.342cm2.100if provided on both faces2.172cm2Now Hoop tension at both faces of wall=8.519=4.260cm22Spacing of bars on both faces using 12 mm tor steel bar=1.131X100=26.56cm4.259Provide 12mm bar at 25cm c/c in (Ast provide 9.04sqcm)the form of horizontal rings up to 3.1m from top of wallHoop tension at 0.2H that is 0.78 from bottom=0.234X1000X3.9X 12.752=5818kg/Sqcmfrom table - 9\Ast=5818=3.88cm21500And bottom 0.8m provide 8mm at 20cm c/c on both the faces.Minimum Ast provided=5cm2>4.34cm2Check for tensile stress on concreteEquivalent - area=100X20+(13-1)X9.04=2000+108.48=2108.48cm2Tensile stress in concrete=12779=6.06Kg/cm2