摘要
采用MBBR-A2O/MBR(又称BCO-MBR)工艺,对水质特征呈现低碳源高氮磷、水质波动大和日变化系数大等特点的农村生活污水进行研究。对比MBBR-A2O/MBR工艺在5种不同水力停留时间下的(0.42 d、0.50 d、0.75 d、1.25 d、1.50 d)运行状况,挑选出最佳的水力停留时间,并利用Lawrence-McCarty模型构建该工艺的污染物降解动力学方程。结果表明,随着水力停留时间(HRT)的延长,MBBR-A2O/MBR工艺对污染物的去除效果逐渐提升。当HRT为1.25d,CODCr、NH3H、TN、TP平均进水质量浓度分别280.67mg/L、36.88 mg/L、50.59 mg/L、2.51 mg/L时,平均出水质量浓度分别为34.33 mg/L、3.19 mg/L、5.13 mg/L、0.63 mg/L,平均去除率分别可达87.86%、89.92%、89.85%、74.95%。CODCr、NH3H、TN出水质量浓度在城镇污水排放标准一级A限值以下,TP出水质量浓度达到一级B标准,因此确定最佳的HRT为1.25 d。污染物降解动力学计算所得模拟值与实际出水质量浓度测量值拟合度良好,其中CODCr模拟值与平均测量值一致性最高,相对误差在0.02~0.14,NH3H与TN的相对误差分别在0.19~0.60和0.1~0.33。这表明污染物降解动力学方程可以较好地模拟工艺出水的污染物质量浓度。CODCr降解动力学方程常数为Vmax=0.19 d-1,KS=82.97 mg/L;NH3H降解动力学方程常数为Vmax=0.02d-1,KS=8.49 mg/L;TN降解动力学方程常数为Vmax=0.024 d-1,KS=8.10 mg/L。研究的动力学常数与传统活性污泥法动力学常数相比,KS较高,而Vmax较低,导致Vmax较低的主要原因可能是测定的污泥质量浓度高于实际有效的质量浓度。研究对利用MBBR-A2O/MBR工艺处理农村生活污水和传统活性污泥工艺提标改造具有一定的应用参考价值。
This paper intends to introduce the MBBR-A2O/MBR(also known as BCO-MBR) process for its practical adoption to the domestic sewage removal in the rural areas.The reason for our introduction can be stated as follows:low carbon source,high nitrogen and phosphorus,high fluctuation of the water quality and greater daily variation coefficient are all favorable for the domestic sewage removal.For instance,as compared with the operational conditions of MBBR-A2O/MBR process under the 5 different hydraulic residence hours (0.42 d,0.50 d,0.75 d,1.25 d,1.50 d),the best hours for the hydraulic residence can be chosen in accordance with the kinetic equation of the pollutant degradation of MBBR-A2O/MBR process based on the LawrenceMc Carty model.The results of our testing practice show that with the extension of HRT,the removal processing effect on the pollutants can be improved gradually.Say,when HRT was 1.25 d,the average influential concentration rate of CODCr,NH3-H,TNand TP can be illustrated as 280.67 mg/L,36.88 mg/L,50.59mg/L and 2.51 mg/L,correspondingly and respectively.And,the average effluent concentration rates can be shown as 34.33mg/L,3.19 mg/L,5.13 mg/L and 0.63 mg/L,with the average removal rates being 87.86%,89.92%,89.85% and 74.95%,respectively.As to the effluent concentration rates of CODCr,the methods of NH3-H and TN have been found below the limit of Class A of urban sewage discharge standard with the effluent concentration rates of TP noticed by Class B,that is,the best HRT being determined for 1.25 d.And,in comparison,the simulated duties calculated by the pollutant degradation kinetics prove to be well fit for the measured ones of the actual effluent concentration,of which the CODCrsimulation results prove to be highly consistent with the average measurement ones,while the relative errors prove to be between 0.02-0.14,with the NH3-H and TN being between 0.19-0.60 and 0.1-0.33,correspondingly.And,furthermore,the kinetic equation of the pollutant degradation can better simulate the pollutant concentration r
作者
张文艺
赵斌成
毛林强
彭明国
侯君霞
许明宸
ZHANG Wen-yi;ZHAO Bin-cheng;MAO Lin-qiang;PENG Ming-guo;HOU Jun-xia;XU Ming-chen(School of Environmental&Safety Engineering,Changzhou Uni-versity,Changzhou 213164,Jiang su,China)
出处
《安全与环境学报》
CAS
CSCD
北大核心
2021年第1期351-359,共9页
Journal of Safety and Environment
基金
水体污染控制与治理科技重大专项(2017ZX07202003)
江苏省研究生科研与实践创新计划项目(SJCX200942)。
