EXPERIMENTAL ANALYSIS OF SEQUENCING BATCH REACTOR DESIGN AND OPERATIONAL CONSIDERATION OF SWERAGE TR

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EXPERIMENTAL ANALYSIS OF SEQUENCING BATCH REACTOR DESIGN AND OPERATIONAL CONSIDERATION OF SWERAGE TREATMENT PLANT

1

Abstract As per the appointment as Consultants for the preparation of Detailed Project Report for the Sewerage project of Sehore city we are presenting this document. The project has been prepared for the future population of 2047 which is estimated as 1,73,100.It is presumed that at the time of commissioning of project, water supply shall be available @ 135 lpcd and accordingly the rate of sewage flow has been taken as (80% of water supply) 108 lpcd. Ground water infiltration @250 liters per manhole has been considered. As far as possible the design has been carried out for gravity flow in the sewer. For sewer lines having velocity of flow less than the minimum velocity (self cleansing velocity 0.6 m/s) suitable remedial measures shall be adopted at the time of operation and maintenance. Looking to the ground topography the entire town has been bifurcated in Three Zones and accordingly separate STP have been provided on Sequencing Batch Reactors (SBR) technology for achieving the effluent parameter as per MOEF guidelines to be disposed on land or water sources. Under the proposed project laterals / Manholes for house connection have also been provided. As far as possible the project has been prepared considering the existing scenario of sewerage system which is mainly through open drains. The data regarding possible sites of STPs, Rate of water supply & flow of sewage has been collected from Municipal Council, Sehore. Any discrepancy may kindly be brought to our knowledge immediately. The designs in this project report has been prepared as per relevant clauses of CPHEEO Manual on Sewerage and Sewage treatment. The design of sewer network has been done on SEWER CAD. This is a draft report for the approval of Municipal Council, Sehore and the State Government. The contents should not be used for construction purpose or the items of estimate should not be used as items to call the tenders without the prior approval of the competent authority.

***

Words AMURT1, BOD2, COD3 LPCD4, MLD5, SBR6, DWF7, HDPE8

1. INTRODUCTION

Sehore is located on latitude 22*05’ North and longitude 76*40' East. The general level is about 502 meters above M.S.L. (1500.00 ft. to 2000.00 ft.) Sehore is located 39 Kilometres away from state capital Bhopal towards south

andonBhopal IndoreHighway.Itisalsoconnectedbyrail From Bhopal to Ratlam. The total Municipal area is approximately 16.01 Sq kms. The population as per 2011 census is 109118. The average rainfall of the District is 942.10mm.Maximumaveragetemperaturesinsummeris 31.50C&minimumaveragetemperatureinwinteris19.10C. Sehore is well connected with major urban nodes like Icchawar,Shyampur,andAshta.Townisalsowellconnected withsurroundingvillageslikeBijora,Avantipura,Gopalpura, Shahpur kodia, Mungispura, Alahda Khedi, Vadia Khedi, Chanderi, Tokopur, Thoorna Khurd, and Semli Khurd etc withinthedistrict.Sehoretownissituatedonthebanksof RiverSeewanandisdevelopedoveranalmostflatlandform. RiverSeewanisaperennialriveranditdividesthetowninto twohalves.LotiyaNallahalsoflowsthroughthecentreofthe TownbeforemergingintoRiverSeewan.Thenaturalslope ofthetoenisintheNorthWesterndirection.TheCityFalls intheChambalRiverBasinandtheSeewanRivercollectsthe entirestormwatertoParbhatiRiverwhichultimatelygoes ontomeetChambal.Inadditiontothevariousofficesofthe sehore District administration, several educational institutionsarelocatedhere.AGovernmentDegreeCollage, Collage of Agriculture, an Engineering collage and various other schools are located here. Sehore mainly has Agro based Industries in the town. This is mainly due to the abundant availability of raw materials required for the functionality of these types of industries. Agro Based industriesmainlyincludeSugarMill,PaperMill,OilMilland industries based on vegetable produce. There are other industries related to manufacturing of Bronze and Brass Utensils,furniture,AraMillandBoneFactory.Theindustries are mainly located on Narsingh Road. Brick Kilns and EarthenWaremanufacturingindustriescurrentlylocatedon the bank of Seewan River near Badiakhedi Botanical Garden.ThebusinessandeconomyofSehoreismainlybased onAgriculture.ThereareseveraloldIrrigationtanksinthe area.SeewanRiveralsoflowsnearby.Wheat,Jowar,Dhaletc. arethemaincropsoftheareaalongwithSugarcane.Asugar factory has been set up because of good sugarcane crop. Agrobasedindustriesarethere.

1.2 Need for this project:

ThetotalinstalledcapacityofSehorewatersupplysystemat presentis 23.50 MLD.The wateris beingsupplied mainly

International Research Journal of Engineering and Technology (IRJET) e ISSN: 2395 0056

from ParvatiRiver,Jamunia Tank andBhagwanpura Tank whichshall enableto fulfill the water @135lpcdshall be suppliedtothetown.Themaincomponentsofthescheme areasbelow,

Table 1 : LocationInformationof Project

Source ParvatiRiver,Jamuniaand BhagwanpuraTank Intake 15mHeightand6mdiametereach RawWaterPumps 3Nos.Verticalturbinepumpseach

RawWaterRising main 300 350mmCI/DIpipe10500m long

Treatmentplant 8.10MLD,8.00and6.75MLD Servicereservoir 10no.Totalcumulativecapacityof 5.70ML Distributionsystem GI/CI/PVC/AC15000m

1.3 Salient Features of Designs:

SewernetworkfortheSehoretownisdesignedonBentley Sewer Cad Software. The diameters of the sewer line are beingcalculatedasperthedesignsfromsoftware.Minimum diameterisbeingtakenas150mm.Thediameteradopted fordesign&estimateisasbelow,

Table

2: SilentfeaturesofDesign

DWC

Table 3: DesignParameters

S.No. Particulars Minimum Maximum 1 Dia.ofPipe(mm) 150 700 2 Velocity(m/s) 0.60 3.00 3 Slope(m/m) 1/2000 1/100 4 Cover 0.60 3.00

The design has been carried out to achieve minimum velocityof0.60m/sfortheultimatedesignflow.However looking to small town and less population density the velocity in initial lengths are very less. It is therefore suggestedtohaveflushinginthesepipes,bysewerflushing machineatadesiredfrequency.Alsotheslopeofthesewer lines has been restricted to the extent possible so as to restrictthetrenchdepthforreducingexcavationcostandfor easeinoperationinmaintenanceafterthecommissioningof theproject.

1.5 Objective of the study

Anaverageflowof80%ofwatersupply@135lpcd i.e.108lpcdhasbeenadopted.

Thehydraulicdesignloadvariesfromcomponentto componentofthetreatment plant.Henceforth,all appurtenances, conduits, channels etc. has been designedforthemaximumflowi.e.2.25timesthe averageflow.

Sedimentation tanks have been designed on the basisofaverageflow,whileconsiderationofboth maximum and minimum flow has been given importance for designing of screens and grit chambers.

Thevelocityshallrangewithin0.6mpsto2.1mps.

Sewersshallbeatnopointoftimerunmorethan 80%full.Basedonthisvaluesofv/V,q/Qandd/D has been adopted as illustrated for Manning’s FormulainManual.

2. LITREATURE REVIEW

1.4 Design Parameters

The sewer network has been designed for gravity flow. However, where gravity flow is not possible pumping has been proposed. The design has been carried out with the help of Bentley Sewer CAD. The input parameters are as follows

Muchresearchhasbeencarriedouttounderstandthe beneficial effects of using fibbers as reinforcement in soil. Introduction of natural fibber makes the soil a composite material with improved strength and stiffnessascomparedtounreinforcedsoil.

[1]. Gray, D.H., and Ohashi, H.,(1983), concludedfrom their experiments that the peak shear strength of soil

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increasesonreinforcementwithnatural,syntheticand metallicfibbers.

[2].Ranjan, G., Vasan, R.M. and Charan, H.D., (1996), carriedoutaxialcompressiontestoncohesionlesssoils reinforced with discrete ,randomly distributed fibres, bothsyntheticandnaturalandshowedthatincreasein strengthisa functionoffibberweightfraction,aspect ratioandsoilgrainsize.

[3]. Singh and Bagra (2013), showedthatCBRvalueof soilincreasesonintroducingjutefibre.Theeffectofcoir fibre waste on Kaolinite clay sub grade has been studied and it showed significant amount of improvement in the dry density and CBR values ofkaoliniteclayonadditionof2%fibbers.

[4]. R.R Singh and Er. Shelly Mittal showedthatCBR and UCS values of clayey soil coir fiber mix increases with increasing percentage of fibbers. Among all the naturalfibersjutecanwithstandrottingandheat;alsoit hasthehighesttensilestrength.Naturalfibersneedtobe coated with phenol or bitumen so as to improve its durability

[5]. Sivakumar Babu and Vasudevan 2008 Thisstudy isfocusesoninfluenceofjuteandcoirfiberontheCBR value of locally available soil. With the help previous resultsonnormalunreinforcedsoilandsoilreinforced withvaryingamountsofjuteandcoirfiber.

TheCBRvaluesofreinforcedsoilhavebeencompared withthatofunreinforcedsoilandthethicknessofthe flexiblepavementusingreinforcedsoilandunreinforced soilassubgradealsocompared.

3. METHODOLOGY

The design of process flow sheet involves selection of an appropriatecombinationofvariousunitoperationsandunit processes to achieve a desired degree of contaminant removal. The selection of unit operations and processes primarilydependsonthecharacteristicsofrawwastewater and the required levels of contaminants permitted in the processedeffluents.Thedesignofprocessflowsheetsisvery important step in the overall design of waste water treatment and requires a thorough understanding of the treatmentunitsandassociatedunitoperations/processes alongwiththemechanismsinvolvedandperformancelevels attainableundervariableconditions.Itcallsforoptimization of waste water treatment system coupled with stage wise optimaldesignofindividualoperation/processtoachievea minimal cost design. The main contaminants in domestic wastewatertoberemovedarebiodegradableorganics,as usuallymeasuredbyBOD,suspendedsolidsandpathogens withthefirsttwohavingbeentraditionallyconsideredasthe performance indicators for various treatment units. The

objectiveofdomesticwastewatertreatmentplantwillbeto produce treated effluents having BOD5 of 30 mg/l or less andsuspendedsolidsof50mg/lorlesssoastodisposalit into inland water bodies. The conventional process flow sheet of municipal wastewater treatment plant comprises theunitoperationsofscreening,gritremovalandprimary sedimentationfollowedbyunitprocessofaerobicbiological treatmentusuallyachievedbyactivatedsludgeprocessor trickling filter followed by secondary sedimentation. The sledgesremovedbyprimaryandsecondarysedimentation are digested an aerobically followed by drying of an aerobicallydigestedsludgeonsandsludgedryingbeds.The activated sludge process or trickling filter process are replaced by low cost treatment devices such as oxidation pond, aerated lagoon or waste stabilization ponds. Such treatmentdevicesobviatethenecessityofsomeoftheunit operations and processes like primary sedimentation and anaerobicdigestion.Alsotheyarelowincapitalaswellas O&M cost. With the better understanding of microbiology andbiochemistryofanaerobictreatment,itisnowfeasible to treat dilute organic wastewater such as domestic wastewateralsodirectlythroughanaerobictreatmentusing recently developed innovative devices such as Up flow Anaerobic Sludge Blanket Reactor (UASBR), Fluid Bed Submerged Media Anaerobic Reactor (FB SMAR) and Anaerobic Filter (AF) or Static Bed SMAR(SB SMAR) and AnaerobicRotatingBiologicalContractor(AnRBC).Though enough field data is to be generated as yet on their performance. It is generally reported that BOD5 removal efficiencies may range from 60 80%. Consequently cost treatment will generally be required to achieve the prescribedeffluentstandards.

3.1 Selections of suitable processes

Sewagetreatmentprocessesmaybegenerallyclassifiedas primary, secondary and tertiary. The general yardstick of evaluating the performance of sewage treatment plants is thedegreeofreductionofBOD,SSandTotalColiforms.The efficiencyofatreatmentplantdependsnotonlyonproper design and construction but also on good operation and maintenance. Expected efficiencies of various treatment unitsaregivenTable Table 4 :

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(i) Standard tricklingfilters 75 85 70 90 80 90

(ii) HighRate tricklingfilters

A.Singlestage 75 85 75 80 80 90

B.TwoStages 90 95 90 95 90 60

(iii) Activated sludgeplants 85 90 85 95 90 96

(iv)

A.Stabilization ponds(Single Cell) 80 90 90 95 90 95

B.Stabilization ponds(Two Cell) 90 95 95 97 95 98

Tertiary treatment is adopted when reuse of effluent for industrialpurposesiscontemplatedorwhencircumstances dictatetherequirementofhigher qualityeffluents.Costis the prime consideration in the selection of the treatment method.Itshouldincludethecostofinstallation,capitalized cost of maintenance and operation taking into account interestchargesandperiodofamortization.Analternative considering the annual cost covering amortization and interest charges for the loan obtained for the installation togetherwiththeannualoperatingandmaintenancecosts. Inourcasethereisacomponentofsubsidygrantedbythe Governmentfortheinstallationofthetreatmentworksand the maintenance cost is to be borne entirely by the local body. Other factors that are influencing are ease of construction and maintenance, benefits that accrues from betterenvironmentalsanitation,location,availabilityofland andtopographical conditions.WehavedesignedTrickling FilteraswellasWastestabilizationponds.Howeverlooking toalltheaboveparameterswefeelthatwastestabilization pond is better in terms of low O&M cost as no power is required, but Trickling filter is better in terms of less requirement of Land. Thus it is suggested to go for Stabilizationpond.

4. RESULTS

DesignofSewageTreatmentPlant(STP 1)forSehoreTown GopalpuraIndustrialarea

Table 5: DesignofSewageTreatmentPlant(STP 1)for SehoreTownGopalpuraIndustrialarea

DesignPopulation 18226

Sewageflow@108lpcd 1968Cum/day (80%ofwatersupply@

135lpcd)

Totaldesignflow 1968 Cum/day

TakingBODofrawwater150 mg/l

Becauseofdilutionofrawwater with

Groundwater.

RawBOD5 200mg/l

FinalBOD5 30mg/l

Averageambientair temperatureinwinter 19.10 C

Averageambientair temperatureinsummer 31.50 C Lagoonsize Assumedetentiontime 5days

Lagoonvolume 1968x5=9840 Cum

LetLagoondimensionsbe

145 x 17 x 4m3 9860Cum

Lagoonwintertemperature (DetentionTime/hr)=(Ti Tl)/F(TL Ta)

Ti=Temperatureofinfluentwastewater Ta=Temperatureofambientair TL=TemperatureinLagoon h=Depthoflagoon f=Heattransfercoefficient

5/4=(25 TL)/0.49(TL 19.1) 2.45 TL 46.80=100 4TL

6.45TL =146.80 TL =22.760C

EstimationofK AssumeKat200C =0.7perday Hence,Kat22.720C =0.7x(1.035)2.76 =0.770/day

D/ULEstimations

Keepinglagoongeometrysuchthatflowconditionsareplug flowtype(i.e.D/UL=0.2approx.).Thiswillpossibleifalong andnarrowlagoon(17mx145m)isprovidedorbafflesare

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provided withintherectangularlagoonof34m x73m to giveawindingflowwiththesameeffect.

BOD5RemovalEfficiency(inwinter)

Kxdetentiontime = 0.770x5 = 3.85

Table 6 : Calculation Table

December,1993forKxdetentiontime=3.85&D/UL=0.2

SolubleBODremovalefficiency=92.5%

NamelysolubleBODineffluent =15mg/l

Suspendedsolidslikelytoflowoutineffluent =42mg/l(say)

BODofVSS=0.77(0.6x42) = 19.40mg/l(20say)

HenceBODofeffluent=15+20 = 35mg/l

Overallefficiencyinwinter = (200 35)/200 = 0.825i.e,82.5%

Inothermonthsoftheyear,theefficiencywillbehigherand effluent BOD will be less than the above value. Adopting 82.5%forfurthercalculations

Table 7: PowerRequirementForProject PowerRequirement

Whenefficiency 82.5%andallBODis removed Aerobically

Powerrequirement/year 13x18226 236938kw/year

Powerrequirement/hour 236938/365/24 =27.048kw/h

Taking power requirement 13 kWh/person/year & oxygenationcapacityofaeratorsis2.0KgOxygen/kWhas permanual.

Table 8: AreaCalculation

O2requirement/day

0.825x13x18226/365x 2Kg/day 267.77kg/day 11.15kg/hr

Powerneeded 11.15/(0.825)(2Kg O2/KWh) 6.76kw

PowerlevelinLagoon 6.76kwx1000/9860 0.686W/cum(acceptable)

LandRequirement

Netlagoonarea 2465sqm(17mx145m)

slopes 3698Sqm Area/person 3698/18226 0.202sqm/person

Howeverlookingtothelandrequirementwehaveproposed extendedaeration(SBR)forthesewagetreatment.Thearea requiredforSBRshallbe1/5th oftheareadesignedabove (740 Sq.m) and the same is in possession of Municipal Council Sehore furthermore the effluent characteristics of SBR isasperMPPCB norms for waterto be discharged in inlandwaterways.

5. CONSLUSION ‘

1. Arithmetic Progression method has given the populationprojectiononthelowerside.Thismethodisnot suitableforthecitylikeSehore.Beingsituated onIndore Bhopalcorridorandproximitythetownhavefairprospects togrowinnearfuture.Theprobablepopulationworkedout in this method growth of 43% in 36 years (2011 2047) whichisalmost1.19%perannumor12%fordecade.The projectionofthefuturepopulationgiveninthesemethodsis lessthantheaveragegrowthrateofMadhyaPradesh.Hence thepopulationprojectionseemstobeonlowerside.

2. The probable population worked out in the GeometricProgressionmethodshowsagrowthof154%in 36 years (2011 2047) which almost 4.2 percentage per annum or 42% per decade. Hence looking to the future development aspects of Sehore the population projection givenbythismethodseemstobeverymuchonhigherside.

3. IncrementalIncreasemethodimprovesthefigures obtainedbyArithmeticmethodandshowsagrowthof59% in 36 years, which almost 1.64% per annum or 16% per decade.Theprojectionofthefuturepopulationgivenisin line with the average growth rate of Madhya Pradesh. Henceforth,givesaprojectionwhichisrealisticandcanbe adoptedfordesignpurpose

4. In case of Graphical Method the population projection figures are close to Geometric progression method and seem to be far from realistic Figures. The methodshowsagrowthof177%in36years(2011 2047) whichisalmost4.91%perannumor49%perdecade.This projection is far more than the average growth rate of Madhya Pradesh. Hence the population projection figures obtainedinthismethodandareonhighersideandcan’tbe acceptablefordesignpurposes.

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REFERENCES

[1]B.C.Punmia,AshokK.JainandArunK.Jain,16thedition, SoilMechanicsandFoundations,pp.115 124.

[2] Dr. Jean Paul Rodrigue and Dr. Theo Notteboom, The Geography of Transport Systems,3rded.

[3]Gray,D.H.,andOhashi,H.,“Mechanicsoffiberreinforcing insand”. Journal of GeotechnicalEngineering,1983;112(8), pp.335 353.

[4] Ranjan, G., Vasan, R.M. and Charan, H.D., (1996), “Probabilistic analysis of randomly distributed fiber reinforcedsoil”. Journal of Geotechnical Engineering,1996; 122(6),pp.419 426.

[5]H.P.SinghandM.Bagra,“ImprovementinCBRvalueof soil reinforced with jute fiber”. InternationalJournal of Innovative Research in Science, Engineering and Technology, 2(8),August2013,pp.3447 3452.

[6]R.R Singh and Er. Shelly Mittal, “Improvement of local subgradesoilforroadconstructionbytheuseofcoconutcoir fiber”. International Journal of Research in Engineering and Technology,3(5),May2014,pp.707 711.

[7] S.K. Khanna, C. E. G. Justo and A. Veeraragavan, 10th edition, Highway Engineering,pp.432 437.

[8] Sivakumar B., G.L., and Vasudevan, A.K., “Strength and StiffnessResponseofCoir ReinforcedTropicalSoil”. Journal of Materials in Civil Engineering, ASCE,September2008,pp. 571 578.

[9]TheIndianRoadsCongress,IRC 37 2001, Guidelines for the Design of Flexible Pavements,pp.5 37.

BIOGRAPHIES

Mrityunjaya Tiwari

PerusingMasterofEngineeringin Construction Technology & Management Engineering from Samrat Ashok Technological Institue,Vidisha(M.P.)Hereceived hisB.Tech.degreefromNITTrichy (Tamilnadu)in2013

Dr Pramod Sharma

Professor Civil EnggDepartment SATIVidisha,M.P.India

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