单级曝气生物滤池处理生活污水的动力学特性邱立平

38　220062　　　　　　　　　JOURNALOFHARBININSTITUTEOFTECHNOLOGY　Vol.38No.2Feb.2006　　　　　　邱立平1,3,杜茂安2,马　军2,张立昕3(1.,150001,E-mail:[e-mail];2.,150090;3.,250022)　:推导了单级曝气生物滤池处理生活污水的有机物和氨氮去除动力学模型.在水温20～22.5℃,HRT1.25h的运行条件下求得UBAF-A、UBAF-B、UBAF-C的有机物去除动力学常数K1值分别为1.5214,1.7422和1.6372.动力学常数解析结果表明,填料性质对曝气生物滤池的有机物降解去除有一定影响,碎石填料在有机物去除方面要优于陶粒填料,而小粒径填料的性能要好于大粒径填料.分析了曝气生物滤池同步去除氨氮的动力学特性,发现氨氮去除速率的沿程变化主要与亚硝化细菌的活性质量浓度分布有关,而后者主要受局部空间的底物质量浓度、溶解氧质量浓度和pH值条件有关,溶解氧质量浓度又受曝气量、反应器特性和有机物质量浓度控制.单级曝气生物滤池在有机物存在条件下的氨氮去除反应可以分为3个不同的动力学限速区域,具有不同的底物去除速率变化特征.:单级曝气生物滤池;动力学模型;有机物去除;氨氮去除:TU375:A:0367-6234(2006)02-0203-05Kineticcharacteristicofsinglebiologicalaeratedfilter(BAF)fordomesticwastewatertreatmentQIULi-ping1,3,DUMao-an2,MAJun2,ZHANGLi-xin3(1.PostdoctoralProgrammeEnvironmentalEngineeringandTechnologyCorp,HarbinInstituteofTechnology,Harbin150001,ChinaE-mail:[e-mail];2.SchoolofMunicipalandEnvironmentalEngineering,HarbinInstituteofTechnology,Harbin150090,China;3.SchoolofCivilEngineering,JinanUniversity,Jinan250022,China)Abstract:Thekineticmodelsoforganicsandammoniaremovalinabiologicalaeratedfilter(BAF)fordo-mesticwastewatertreatmentwereestablished.Thekineticconstantsk1ofreactorUBAF-A,UBAF-BandUBAF-Cwere15214,17422and16372respectivelyundertheoperationalconditionsoftemperature20～225℃andHRT125h.Theresultsshowedthatorganicremovalefficiencywasaffectedbythefiltermedia.Thegravelmediafilterhasabetterperformancethanthatofceramicmedia,andthesmallsizemediafilterhasabetterperformancethanthelargeone.ThekineticcharacteristicsofammoniaremovalinBAFwereana-lyzed.Theresultsdemonstratedthattheammoniaremovalratechangedwiththeactivitydistributionofammo-niaoxidizerinasingleBAF,whichwasaffectedbystratumconcentration,DOandpHvalue.Thethreepa-rameterschangedalongthewaterflowandthenitrificationratetoremoveorganicsandammoniachangedinthreedifferentkineticregionsinthereactordimension,thatisDO,doublematricesandsubstratumcontro.lThereweredifferentcharacteristicsofnitrificationrateinthethreekineticregions.Keywords:singlebiologicalaeratedfilter;kineticmodel;organicremoval;ammoniaremoval:2004-06-09.:(59825106);(Y0417).:(1968-),,,,;　(1962-),,,,.　　,、,,[4].,,.,[2,3],,COD,,.1　试验材料及方法3,UBAF-A、UBAF-B、UBAF-C,2500mm,100mm,,(1),1600mm,150mm,10～15mm,.20cm.,.、.、、、NH4Cl、KH2PO4、CaCl2H2O、Mg-SO47H2O、NaCl、FeSO47H2O、.1　/mm/(gcm-3)UBAF-A5～81.19UBAF-B3～52.56UBAF-C3～51.152　曝气生物滤池COD去除动力学分析　　[2,4],,.、[2,3],.2.1　,,r=dsdt=-ks.(1):r;st;k.,,,,1.1　　　1,H,Q,S0,Se,A,,.dv:--=.(2):dv,Qds,mg/d;dv,,dsdtAdv+dsdtSdv,mg/d;dvdsdtdv,mg/d.dvQds-dsdtAdv-dsdtSdv=dsdtdv,(3)dv=Adh.(4):Q,L/d;dsdv,mg/L;dv,L;Adv,m2;dhdv,m;(ds/dt)Adv,mg/(Ld);dsdtSdv,mg/(Ld);dsdtdv,mg/(Ld).,,dsdtdv=0.,(3)204　　　　　　　　　　　　　　　　　　　　　38　Qds-dsdtAdv-dsdtSdv=0.(5),,(5)Qds=dsdtAdv.(6)　　,(1)、(4)(6),Adsdh=-kASQ.(7)　　,,Q、A、k,K1=kAQ,(8):K1、、,m-1.(8)(7),dsdh=-K1s.(9)(9)S=S0e-K1h,(10):ShCOD,mg/L;S0COD,mg/L.(10),.(10),Eckenfelder[5]:CeC0=exp{-KHav1+m[AQ]n}.(11)(11)CeC0=exp-K2HLn.(12):CehCOD,mg/L;C0COD,mg/L;Hh,m;A,m2;Q,m3/h;av,m2/m3;K、K2、m、n;L,m3/(m2/h).,(10)、(12),K1K2Ln,K1、、.2.2　K1、、、、.3、、,,,K13,K1.　　K1,(10)ln(S0/Si)=K1h.lnS0/SihK1.20～22.5℃,HRT1.25h,COD,(2),UBAF-A、UBAF-B、UBAF-CK1KA1=1.5214,KB1=1.7422,KC1=1.6372.2,3,lnS0/Sih,,(10)COD.UBAF-A、UBAF-BUBAF-C(3),,UBAF-BKB1UBAF-AUBAF-C,,UBAF-CKC1UBAF-AKA1,,.2　K13　曝气生物滤池氨氮去除动力学分析,.Monod,,,2052,:[6]:qN=μNYN=qN,maxNKN+N.(13):qN,g/(gVSSd);qN,max,g/(gVSSd);μN,d-1;YN,g/(gNH4-N);KN,mg/L;N,mg/L.,,1,H,Q,N0,Ne,A,dvdN,dv(2).(2)dv,QdN,mg/d;dv,,rAdv+rSdv,mg/d;dv(dN/dt)dv,mg/d.dvQdN-rAdv-rSdv=(dN/dt)dv.(14):dNdv,mg/L;rAdv,mg/(Ld);rSdv,mg/(Ld);(dN/dt)dv,mg/(Ld);.,,,(14)QdN=rAdv.(15)(4)(15),rA=QAdNdh.(16)　　hdvNh,Xa,(13)rA=qNXa=qN,maxNhXaKN+Nh.(16)dNdh=qN,maxAXaQNhKN+Nh.(17)(17),,Xa,(18)、,KNlnNhN+N-Nh=qN,maxAXahQ/.(18)　　vmax=qN,maxXa,mg/(Ld),(18)KNln(NhN/)+N-Nh=vmaxAhQ/.(19)[6]KN=10(0.051T-1.158),,KNLn(NhN/)+N-NhAhQ/,,vmax.-N、Nh、h,KNvmax.,,,,[7],,OUR“V”,,,(19).、pH[6],μN=μmaxNhKN+Nh×DOhKo+DOh×[1-0.833(7.2-pH)],、、pH.,Xa=K*μ,dNdh=qN,maxAμmaxK*QNhKN+Nh2×DOhKo+DOh[1-0.833(7.2-pH)].(20)(13),qN,max=μN,maxYN.(21)(21)(20),dNdh=μ2N,maxAK*YNQNhKN+Nh2×DOhKo+DOh[1-0.833(7.2-pH)].(22):K*、.(22),、、、、、pH206　　　　　　　　　　　　　　　　　　　　　38　.pH、,,(22).,.,,,,,,,[7];,,,,,.,.,.,(22).,,mg/L,KN0.6～3.6mg/L[7],NhKN,,NhKN+Nh≈NhNh=1,dNdh=μ2N,maxAK*YNQ×DOhKo+DOh×[1-0.833(7.2-pH)].,,,pH.,,DOh/(KDO+DOh),,pH,.,,,(22),Monod,pH,.,,,mg/L,KDO0.15～1.0mg/L[6],DOKDO,,DOh/(KDO+DOh)≈DOhD/Oh=1,dN/dh=μ2N,max(AK*Y/NQ)(Nh/(KN+Nh))×[1-0.833(7.2-pH)].,,pH.,,NhKN+Nh2,,pH,.,3,,(),3,.4　结　论1)S=S0e-Kh,K1.2)3,.参考文献:[1]　,.[J].,2002,20(3):7-11.[2]SINKOFFMD,PORGESR,MCDERMOTTJH.Meanresidencetimeofaliquidinatricklingfilter[J].JSanEngngDivAmSocCivilEngrs,1959,85(SA6):51-60.[3]LOGANBE,HERMANOVICZSW,PARKERDS.Engineeringimplicationsofanewtricklingfiltermodel[J].JofWaterPollutionControlFederation[J].1987a,59:1017-1028.[4]LOGANBE,HERMANOVICZSW,PARKERDS.Afundamentalmodelfortricklingfilterdesign[J].JofWaterPollutionControlFederation,1987b,59:1029-1042.[5]ECKENFELDERJWW,BARNHARTEE.Perform-anceofahighratetricklingfilterusingselectedmedia[J].JofWaterPollutionControlFederation,1963,35:1535-1551.[6],.