改良型外循环厌氧反应器处理黑水特性研究赵丙良

、、、、。51%COD、91%、78%、、[1-2]。40%。7.5%90%、[3]。。2003Kujawa-RoeleveldUASB25℃、20℃[4-5]LuostarinenUASB20℃[2,6]2008VoorthuizenUASB[7]2009UASB[8]。、。UASB、[9]。UASB。UASB、SS、。11.1。2010225723pH7.3～8.6COD255～1170mg·L-1NH3-N、SS18～130、121～846mg·L-1。1.21。170mm、100mm1000mm300mm15L。34±2℃。。1.3CODSSpHpHS-3CpH[10][11]。710055UASB、SS。UASBCOD0.15～0.36kg·kg-1·d-11.15～1.27m·h-1COD、SS73%、78%HRT10h87.4%。X799.3A1000-3770(2011)[e-mail][e-mail].3712201112TECHNOLOGYOFWATERTREATMENTVol.37No.12Dec.,201186DOI:10.16796/j.cnki.1000-3770.2011.12.021JSM-6510LV。2.5%4h→3→→→→[12]。1.4UASB。3HRT10hHRT8hCODSLRHRT6～3h。1。22.1VSSSS0.36VSS11.7g·L-14L。、[13]。34℃pH7.3。4d1.0m·h-1。30d。10%75%。pH、、2d1CODSS、。pH7.5SS80%CODR/2。2。CODCOD。45SVI16mL·g-10.6～0.9mm49.7%ρ(VSS)/ρ(SS)0.45。。2CODFig.2ChangesofCODandgasproductionduringreactorstartperiodR/LLd
t/dCOD/mgL1Fig.1SchematicdiagramofexperimentsystempH/dSLR/kg·kg-1·d-1ρ(VSS)/g·L-17.2～7.67.0～7.57.1～7.66.9～7.56.9～7.47.57.57.98.29.31.0～1.51.51.51.51.51.08～1.161.14～1.161.19～1.201.23～1.241.37～1.390.09～0.310.15～0.300.12～0.480.15～0.230.14～0.333.3～6.87.68.89.09.640182115127.2～7.57.1～7.67.3~7.57.0~7.47.27.88.17.01.91.91.92.4~51.14～1.151.23～1.241.28～1.321.20～1.220.17～0.340.16～0.380.22～0.400.27～0.4610.010.410.610.61011815qV/L·h-11Tab.1Operatingparametersofthesystem872.2HRT10、8h。2.2.1CODSSHRTCOD、SS、R34。34HRT10h1.27m·h-1COD、SS75%、83%。HRT8h1.23m·h-1。。[14]。。1.15～1.27m·h-1。2.2.2HRT、、。。UASB[15]。5000r·min-15min、=。100mLMPN、52。5MPN11×106～280×1061.1×106～79×106HRT10、8h87.4%、82.6%。HRT。250%～70%30%～50%HRT10、8h/%/%/%/%10860.258.739.841.382.178.017.922.051.149.337.538.8/%2Tab.2DistributionandremovalefficiencyofthefecalcoliforminBlackwaterHRT/h5HRTFig.5EffectofHRTonfecalcoliformremovalefficiencyMPN/10
t/d
/%3CODFig.3CODremovalwithdifferentupflowvelocity
/%
t/dCOD/mgL4SSFig.4SSremovalandRwithdifferentupflowvelocityR/LLd
t/dSS
/%371288HRT。。2.3SLR。SLRCOD。1.20m·h-1。CODSLR6。6SLR0.15～0.36kg·kg-1·d-1COD70%SLR＞0.36kg·kg-1·d-1COD。COD。SLR＜0.1kg·kg-1·d-1。[16]。3UASB5SS、pHpHUASB。UASB。。35℃SLR0.15～0.36kg·kg-1·d-11.16～1.27m·h-1COD73%。UASBHRT。[1],.[J].,2001,17(1):64-653.[2]LuostarinenS,SandersW,Kujawa-RoeleveldK,etal.EffectoftemperatureonanaerobictreatmentofblackwaterinUASB-septictanksystems[J].BioresTechnol.,2006,98:980-986.[3],,,.[J].,2005,31(5):88-91.[4]Kujawa-RoeleveldK,ElmitwalliT,GaillardA,etal.Co-digestionofconcentratedblackwaterandkitchenrefuseinanaccumulationsystemwithintheDESAR(decentralisedsanitationandreuse)concept[J].WatSciTechnol.,2003,48(4):121-128.[5]Kujawa-RoeleveldK,FernandesT,WiryawanY,etal.PerformanceofUASBseptictankfortreatmentofconcentratedblackwaterwithinDESARconcept[J].WatSciTechnol.,2005,52(1/2):307-313.[6]LuostarinenS,RintalaJ.Anaerobicon-sitetreatmentofblackwateranddairyparlourwastewaterinUASB-septictanksatlowtemperatures[J].WatRes.,2005,39:436-448.[7]VoorthuizenE,ZwijnenburgA,MeerW,etal.Biologicalblackwatertreatmentcombinedwithmembraneseparation[J].WaterRes.,2008,42:4334-4340.[8],,.[J].,2009,32(4):129-132.[9],.UASB[J].,2004,22(2):17-19.[10]《》.[M].4.:,2002.[11]HJ/T347－2007[S].[12]BeunJJ,HendriksA,VanLoosdrecht,etal.Aerobicgranulationinasequencingbatchreactor[J].WaterRes,1999,33:2283-2290.[13].[M].:,1996.[14],,,.[J].,2005,23(2):3-7.[15],.[J].,2007,1(2):139-144.[16].[M].:,1998.6SLRCODFig.6CODremovalefficiencywithdifferentSLR0.00.10.20.30.40.50.6020406080100COD
/%SLR/kgkgd9389TREATMENTOFBLACKWATERWITHMODIFIEDUASBREACTORZhaoBingliang,YuanLinjiang,ZhangNa,ChaiLu(SchoolofEnvironmentalandMunicipalEngineering,Xi'anUniversityofArchitecture&Technology,Xi'an710055,China)Abstract:ModifiedmothodofUASB(externalcirculationanaerobicreactor)wasusedfortheblackwatertreatmentat35℃.TheresultsindicatedthatusingmodifiedUASBreactortreatingBlackwatercanaccelaratethereactorstart,andpromotegranulationofsludgeflocs.Settingsludgeloadingrate(SLR)at0.15～0.36kg·kg-1·d-1andtheupflowvelocityat1.15～1.27m·h-1,theremovalefficiencyofCODandSSwerehigherthan73%and78%,respectively.WhentheHydraulicretentiontime(HRT)was10h,theaverageremovalefficiencyoffecalcoliformswas87.4%.Keywords:externallycircular-UASBreactor;backwater;granularsludge;fecalcoliforms。SVI106。ORPORPy=-49.712x+101.9A2/O2。v=4.762S9.86+S60～120mg·L-1。[1]GRuiz,DJeison,ORubilar,etal.Nitrification-denitrifcationvianitriteaccumulationfornitrogenremovalfromwastewaters[J].BioresourceTechnology,2006,97:330-335.[2]RuizG,JeisonD,etal.Nitrificationwithhighnitriteaccumulationforthetreatmentofwastewaterwithhighammoniaconcentration[J].WatRes.,2003,37:1371-1377.[3]KuailP,VersraeteW.Ammoniumremovalbytheoxyge