60000m3d城市生活污水处理厂A2O工艺设计（全套含CAD图纸）
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下载后文件包含有 CAD 图纸和说明书,咨询 Q 197216396 或 119709851摘要本设计的主要目的是设计一处理能力达到 6 万 m3/d,而且出水水质能够达到污水综合排放二级标准的工艺流程。在认真分析国内外多种污水处理的理论技术和工程实践的基础上，针对葫芦岛市新城区生活污水现状和该地区的水文、气候等条件，仔细比较了普通活性污泥法、氧化沟、AB 法等处理工艺的优缺点，最终确定了 A2/O 污水处理工艺。本设计工艺注重除磷脱氮工艺流程，其中详细的阐述了该流程中各个环节的设计以及处理效果。A2/O 污水处理工艺的计算过程中，充分考虑了厌氧池、缺氧池、好氧池三个池子的合理性，在设备选型上即考虑实用性又要考虑经济性，以尽量节约资金。A 2/O 工艺处理后的污水出水基本上达到了预计标准，而且完成具有能够处理葫芦岛市新城区生活污水的能力。通过本城市污水处理厂的设计，对本地区的环境、社会、经济方面都带来了效益。关键词：脱氮；除磷；A 2/O 工艺；污水下载后文件包含有 CAD 图纸和说明书,咨询 Q 197216396 或 119709852AbstractThe main aim of this design is designing one handle capability attaining 6 thousand m3/d but also appears above water that the water quality attain the sewage synthesis and place in proper order two steps of criterion technological processes . In earnestly analyzes the domestic and foreign many kinds of sewage treatment the theory technology and in the project practice foundation, in view of Huludao city new city sanitary sewage condition and so on present situation and this local hydrology, climate, has carefully compared ordinary active processing craft the and so on sludge law, oxidation ditch, AB law good and bad points, finally has determined the A2/O sewage treatment craft. This design craft attention except phosphorus technical process, in detailed elaboration this flow each link design as well as processing effect. In the A2/O sewage treatment craft computation process, had fully considered tires of the oxygen pond, the oxygen deficit pond, the good oxygen pond three pools rationalities, is the consideration usability must consider the efficiency on the equipment shaping, to saves the fund as far as possible. After the A2/O craft processing sewage water leakage basically reached higher authorities the estimate standard, moreover completed has can process the Huludao city new city sanitary sewage the ability. Through this city sewage treatment plant design, to this local environment, the society, the economical aspect has all brought the benefit.Keywords：Nitrogen ；Except for Phosphorus ；A 2/O s technology ；Sewage 下载后文件包含有 CAD 图纸和说明书,咨询 Q 197216396 或 119709853目录引言11 概述21.1 设计任务和依据21.2 设计要求21.3 设计参数31.4 环境概况31.5 污水的主要来源41.6 污水处理厂厂址41.7 污水处理工艺方案的选择52 污水处理系统72.1 中格栅72.2 提升泵102.3 细格栅102.4 沉砂池122.5 初次沉淀池152.6 A2/O 生化反应池182.7 二沉池252.8 接触消毒池292.9 配水井313 污泥处理系统333.1 污泥水分去除的意义和方法33下载后文件包含有 CAD 图纸和说明书,咨询 Q 197216396 或 1197098543.2 污泥浓缩池333.3 污泥脱水系统353.4 污泥提升泵的选择363.5 污泥回流泵的选择364 污水处理厂总体布置374.1 平面布置374.2 高程布置385 供配电系统设计415.1 电源415.2 配电系统415.3 用电功率统计表416 仪表控制系统设计426.1 设计原则426.2 设计内容427 经济概预算437.1 范围估算437.2 项目总投资437.3 运行费用448 消防、安全、土建工程和劳动定员468.1 消防468.2 安全468.3 土建工程468.4 劳动定员469 效益分析479.1 环境效益479.2 社会效益47下载后文件包含有 CAD 图纸和说明书,咨询 Q 197216396 或 1197098559.3 经济效益4710 环境保护4810.1 施工过程中对环境影响及对策4810.2 项目建成后的环境影响及对策4910.3 污水处理厂工程环境保护设计标准5111 结论51致谢52参考文献53附录 A 译文54附录 B 外文文献62下载后文件包含有 CAD 图纸和说明书,咨询 Q 197216396 或 119709856引言水是人类的生命之源，它孕育和滋养了地球上的一切生物，并从各个方面为人类服务。但是，水环境中的淡水资源却很少，仅占总量的 2.53%，而目前能供人类直接取用的淡水资源仅占 0.22%。加之自然水源的季节变化和地区差异，以及自然水体遭到的普遍污染，致使可能直接取用的优质水量日益短缺，难以满足人们生活和工农业生产日益增长的需求，因此保护和珍惜水资源，是整个社会的共同职责。所以说水资源是基础性自然资源、战略性经济资源，水资源安全属于资源和经济安全。80 年代以来，废水生物处理新工艺的研究、开发和应用，已在全世界范围内得到了长足的进展，并出现了许多新型的废水生物处理技术。这些新工艺有的已在国内外实际工程中得到了良好的应用，有的已显示出其良好的应用发展前景、得到广大的研究者和工程技术人员的关注并正在得到不断深入的研究，他们的共同特点是高效、稳定、节能，并具有对污染物去除的多功能性，大多具有脱氮除磷等深度处理的良好效能，并正朝自动化控制的方向发展。近年来，随着葫芦岛市新城区的不断扩大，人口和工业产值也随之增加，生活用水和工业用水的需求也急剧扩大，如此必然引起污水量的增加，一系列水环境问题将日益突出。如不及时对新城区的污水进行治理，那么新城区的水环境污染将严重下去，整个城区的生活环境和生态平衡都将受到更为严重的破坏，而这一切的恢复将是十分缓慢的，要为之付出的代价也十分昂贵。因此，必须在该区建立一座生活污水处理厂。新城区污水通过治理可以缓解和减轻水环境污染，缓解水资源的供需矛盾，为城区的经济文化的发展创造有利条件。工程的兴建，一方面为人们提供优质的生活污水，提高人们的生活质量和健康水平；另一方面是工业用水水质得到保障。本设计是针对葫芦岛市新城区的实际情况而设计的。由于该城区生活用水的流量较大、SS 含量高、氮磷等也都需要有一定的去除。A 2/O 工艺在同时脱氮除磷去除有机物的的工艺中，该工艺流程最为简单，总水力停留时间也少于同类其他工艺，在厌氧缺氧好氧交替运行下，丝菌不会大量繁殖，SVI 一般小于 100，不会发生污泥膨胀等优点。 下载后文件包含有 CAD 图纸和说明书,咨询 Q 197216396 或 119709857下载后文件包含有 CAD 图纸和说明书,咨询 Q 197216396 或 1197098581 概述下载后文件包含有 CAD 图纸和说明书,咨询 Q 197216396 或 1197098591.1 设计任务和依据1.1.1 设计任务本设计方案的编制范围是葫芦岛市新城区 60000m3/d 生活污水处理工艺设计，编制内容包括处理工艺的确定，各构筑物的设计计算，设备选型，管道铺设，平面布置，高程计算，技术经济分析，以及完成污水处理厂工艺总平面图，污水处理厂污水和污泥高程图和主体构筑物平剖面图。1.1.2 设计依据 11） 中华人民共和国环境保护法和水污染防治法2） 污水综合排放标准 GB897819963） 城市污水处理及污染防治技术政策4） 室外排水设计规范（1997 年版） GBJ14-875） 地表水环境质量标准GHZB1-19996） 污水排入城市下水道水质标准CJ3082-19997） 城市污水处理工程项目建设标准建标200177 号8） 污水综合排放标准DB8978-19969） 城市给水工程规划规范GB50282-9810） 城市污水处理厂污水污泥排放标准CJ3025-9311） 城镇污水处理厂附属建筑和附属设备设计标准CJJ31-891.2 设计要求1.2.1 污水处理厂设计原则 21）污水厂的设计应符合适用的要求，首先必须确保污水厂处理后达到排放要求。考虑现实的经济和技术条件，以及当地的具体情况（如施工条件） 。在可能的基础上，选择的处理工艺流程、构（建）筑物型式、主要设备设计标准和数据等。2）处理厂采用的各项设计参数必须可靠。设计时必须充分掌握和认真研究各项自然条件，如水质水量资料、同类工程资料。按照工程的处理要求，全面地分析各种因素，选择好各项设计数据，在设计中一定要遵守现行的设计规范，保证必要的安全系数。对新工艺、新技术、新结构和新材料的采用积极慎重的态度。3）处理厂（站）设计必须符合经济的要求。污水处理工程方案设计完成后，总体布置、单体设计及药剂选用等尽可能采用合理措施降低工程造价和运行管理费用。下载后文件包含有 CAD 图纸和说明书,咨询 Q 197216396 或 11970985104）水厂设计应当力求技术合理。在经济合理的原则下，必须根据需要，尽可能采用先进的工艺、机械和自控技术，但要确保安全可靠。5）污水厂设计必须注意近远期的结合，不宜分期建设的部分，如泵房、加药间等，其土建部分应一次建成；在无远期规划的情况下，设计时应为今后发展留有挖掘和扩建的条件。6）污水厂设计必须考虑安全运行的条件，如适当设置分流设施等。7）污水厂的设计在经济条件允许情况下，场内布局、构（建）筑物外观、环境及卫生等可以适当注意美观和绿化。1.2.2 污水处理工程运行过程中应遵循的原则在保证污水处理效果同时，正确处理城市、工业、农业等各方面的用水关系，合理安排水资源的综合利用，节约用地，节约劳动力，考虑污水处理厂的发展前景，尽量采用处理效果好的先进工艺，同时合理设计、合理布局，作到技术可行、经济合理。1.3 设计参数设计水量：60000m 3/d进水水质：BOD5=400mg/l CODcr=240mg/l SS=280mg/l TN=54mg/l TP=7mg/l 出水水质：BOD530mg/l CODcr100mg/l SS30mg/l TN30mg/l TP3mg/l 1.4 环境概况 41.4.1 自然地理概况 葫芦岛市位于东经 119124712102，北纬 39594112之间，中心地理方位是东经 12038，北纬 4056。南北垂直最大跨度约 133 公里，东西垂直最大跨度约 150 公里。境内有京哈公路、京沈高速公路、京哈铁路和秦沈电气化铁路4 条交通大动脉，海上运输主要有葫芦岛港和绥中港。1.4.2 气象水文1）气象气候本地区属于温带大陆性季风气候，四季分明。年平均气温为 8.69.7，年平均最高中文题目：葫芦岛市新区 60000m3/d 城市生活污水处理厂 A2O 工艺设计外文题目：THE NEW CITY OF HULUDAO 60000m 3/d SEWAGE TREATMENT PLANT A2O TECHNOLOGICAL DESIGN毕业设计（论文）共 71 页（其中：外文文献及译文 18页） 图纸共 3张 完成日期 2007 年 6月 答辩日期 2007 年 7月 本科毕业设计（论文）开题报告 题 目 葫芦岛市新区 60000m3/d 城市生活 污水处理厂 A2/O 工艺设计 指 导 教 师 院（系、部）专 业 班 级 学 号 姓 名 日 期 教务处印制1一、选题的目的、意义和研究现状1.1 选题的目的与意义：由于现在世界经济的发展日益加快，各种污染随之严重，生活污水对生物和植物以及城市环境等都有着巨大的危害，对人类的生产生活上也带来了不必要的影响，因此对污染的水体进行有效的处理是必不可少的问题，由于全世界上的大多数国家由于水资源的匮乏而苦恼，所以对这方面所应该处理的水资源也是一种缓解水资源利用的有效途径，而且对生态的平衡起到很重要的作用。选题对我们有十分深远的意义。首先，选题确定了我们做毕业设计的根本出发点，通过对题目的选题明确了基本设计思路；其次，通过选题也明确了我们的设计方向，对于我们查找和准备资料指名方向；第三，选题在某种意义上是对我们兴趣爱好的表现，对比之后我们选择了这个题目，觉得还是这个方面适合自己，也通过这个明确了我们以后的工作方向，可以做一个基本参考；最后，对我们来说最终要的是它使我们所学的东西得以融会贯通，以达到学以致用的目的。我相信通过毕业设计对我们每个人来说，无论在哪个方面都会有一定的收获。1.2 研究现状：在我国，随着城市人口的增加和工农业生产的发展，污水排放量也日益增加，水体污染相当严重，而且几乎遍及全国各地。到 2000 年底，全国设市的 663 个城市中有 310个建有污水处理设施，建设污水处理厂 427 座，年污水处理量 113.6 亿立方米，污水处理率只有 34.23%。城市内河道大都已成为污水退路，有的已成为污水沟渠，城市地下水也受到不同程度的污染。严重的水污染破坏生态环境，直接威胁人民的生活和身体健康，影响工农业生产，已成为不亚于洪灾、旱灾，甚至更为严重的灾害。同时，也使城市十分紧张的水资源短缺状况更为严重，使可以再利用的水资源不能进入再利用的良性循环。因此，加快我国城市污水处理发展，改善城市水环境质量，缓解城市水资源供求矛盾，已迫在眉睫。本次设计选用的是 A2/O 工艺处理生活污水，本项目在国内外研究的现状及其主要工艺。生物脱氮除磷技术由于具有同时脱除 C、N、P 且处理成本低等优点而得到广泛应用。各国学者根据厌氧、缺氧、好氧等池子的大小、排列、数量增减以及混合液循环和回流方式的变化，开发出了一系列生物除磷工艺和技术，其中有很多工艺是由 A2/O 工艺改进而来，如 VIP 工艺、UCT 工艺以及 JHB 等。另外，还有通过对曝气供氧的控制在空间和2时间上形成厌氧与缺氧环境的氧化沟工艺和 SBR 工艺。在这些生物除磷脱氮工艺中，目前发展并应用于工程实践的有：Bardenpho 工艺、 A/O 工艺、MUCT 工艺、SBR 工艺、Phoredox 工艺和氧化沟工艺等，各种工艺都是尽可能将除磷和脱氮过程分开以排除相互干扰。虽然有些工艺几乎完全解决了两者之间的主要矛盾，但工艺变得复杂了，增加了构筑物以及处理成本。 随着近代生物学的发展以及人们对生物技术的掌握，脱氮除磷技术由以单纯工艺改革向着以生物学特性研究、促进工艺改革的方向发展，以达到高效低耗。3二、研究方案及预期结果2.1 本工艺设计选择的依据生物除磷脱氮工艺中，发展并应用于工程实践的有：Bardenpho 工艺、A/O 工艺、SBR 工艺、氧化沟工艺等，但是这些工艺复杂，增加了构筑物以及处理成本。A 2/O 在污水生物二级处理过程中，可达到同时去除 CODcr、BOD 5、N 及 P 的目的。二级处理出水不但 CODcr、 BOD5 及 SS 等指标超过常规活性污泥法处理水平，而且氮、磷的去除率也很高；选择 A2/O 工艺是达到欲求处理效果与 A2/O 工艺的独特优势决定的。2.1.1 设计要求设计水量：Q=60000m 3/d设计水质：进水水质：BOD 5 400mg/l CODcr 510mg/l SS 280mg/l TN 54mg/l TP 7mg/l出水水质：BOD 530mg/l CODcr100mg/l SS30mg/l TN30mg/l TP3mg/l去除率 ：BOD 592.50 CODcr 80.39 SS 89.29 TN 44.44 TP 57.142.1.2 A2/O 工艺的优点1）在污水生物二级处理过程中，可达到同时去除 CODcr、BOD 5、N 及 P 的目的。二级处理出水不但 CODcr、BOD 5 及 SS 等指标超过常规活性污泥法处理水平，而且氮、磷的去除率也很高；2）为提高进入 A2/O 系统的碳氮比及碳磷比，视原污水来水的收集体制及污水悬浮物性质，A 2O 工艺流程可不设初沉池；3）根据污水性质和处理排放目标要求，通过控制污泥负荷、污泥龄、回流方式及回流率，分别可达到高除磷率的 A2/O 工艺及高脱氮率的 A2/O 工艺；4）与 A/O 生物脱氮工艺及 A/O 生物除磷工艺一样，易于将常规活性污泥工艺改为A2/O 工艺。2.2 原理及主要工艺流程2.2.1 原理厌氧过程：原水经预处理和一级处理后进入厌氧池。A 2/O 工艺流程中的厌氧过程可4分为水解阶段、酸化阶段和产甲烷阶段，一般而言，在水解和酸化阶段废水中的 BOD5或 CODcr 值变化不大。仅在气化阶段，由于构成 BOD5 或 CODcr 的有机碳多以 CO2 和CH4 的形式逸出，才使废水中的 BOD5 或 CODcr 值开始有明显下降。缺氧过程：经厌氧处理后，BOD 5 与 CODcr 值已明显下降。再经缺氧处理使磷释放出来。好氧过程：在好氧池内磷被过量吸收，使之进入污泥中除去。2.2.2 工艺流程图 出 水 接 触 池 二 沉 池 A /O池初 沉 池沉 砂 池 格 栅原 水 2图 2-1 处理工艺流程图2.3 仪器设备1）粗格栅一道 2 台，间隙 60 毫米，配置自动除渣设备。2）污水提升泵房按远期规模设计，进水泵房最大处理量 60000m3/d 。3）细格栅用于去除污水中较细小的飘浮物质，保证后续处理工艺正常运行。格栅与污水提升泵合建，共三台。4）厌氧池厌氧池必须严格控制厌氧条件，使其既无分子态氧，也无硝酸根等化合态氧。厌氧段水力停留间为 1-个小时。5）搅拌器一般竖直轴多于完全混合式反应器中。设计时搅拌功率一般为 10KW。6）水下推流器水下电机通过减速机传动，带动螺旋桨转动，产生大面积的推流作用，提高池内的水流速度，加强搅拌混合作用，防止污泥沉积。7）缺氧池5污水在缺氧池内的停留时间不能太长，当计算出缺氧池容积后，以不大于 2 小时，一般为 1-1.5 个小时。8）好氧池好氧段结构式与普通活性污泥法相同，且要保证溶解氧不低于 2 毫克每升，水力停留时间为 2-4 个小时。9）二沉池采用中心进水，周边出水辐流式沉淀池。2.4 本课题需要解决的问题及拟采用的研究手段1）本课题要研究的问题就是根据当地的环境背景，地理条件等基础资料，设计一种投资与占地少， 能耗低，工艺简单，可以高效率处理生活污水，出水水质好的处理工艺，使出水水质达到深度处理，满足当地人们日常生活的健康需要。2）本课题拟采用的研究手段是以学过的水污染控制工程 、 大气污染控制工程 、固体废物处理与处置等课程的基础上，通过参观学习、实地考察，听取技术人员的报告和讲座以及参与生产实践等方式获得基础资料，然后通过查阅相关文献进行设计计算，编写设计说明书，画设计图等。2.5 论文框架论文的主要内容应该包括引言部分，葫芦岛市的自然、水文、地址情况的概述，污水处理系统设计计算和污泥处理系统设计计算，辅助构筑物规划，污水厂平面布置和高程布置，工程概预算和工程环境，社会，经济效益分析，最后要有结论，致谢，参考文献以及译文和外文文献。2.6 预期结果完成设计计算书。绘图包括平面图一张、高程图一张、主要构筑物剖面图 1 张。6三、研究进度第 5 周：收集、整理资料，提出可行性方案；第 6 周：进行方案对比，选择适合的工艺，编写开题报告书；第 7-10 周：设计污水处理系统，对主要处理构筑物进行水力计算与工艺设计；第 11 周：设计污泥处理系统，对污泥处理系统进行计算与工艺设计；第 12 周：初步完成设计计算书；规划附属建筑、构筑物，完善配套设施；第 13-14 周：绘制高程图、平面布置图、主体构筑物的平剖面图；第 15 周：校正图纸，修正错误；第 16 周：综合性整理；修改说明书格式、文字错误，定稿；四、主要参考文献1高俊发，王社平.污水处理厂工艺设计手册.化学工业出版社2中国市政工程西南设计院.给水排水工程快速设计手册 .中国建筑工业出版社3于尔捷，张杰.给水排水工程快速设计手册.中国建筑工业出版社4李田，胡汉明.给水排水工程快速设计手册.中国建筑工业出版社5上海市政工程设计研究院.给水排水工程快速设计手册 .中国建筑工业出版社6沈耀良，王宝贞.废水生物处理新技术理论与应用.化学工业出版社7廖应祺.水污染控制工程.东南大学出版社8崔玉川，刘振江，张绍怡.城市污水厂处理设施设计计算 .化学工业出版社9闪金光.环境保护设备选用手册水处理设备.化学工业出版社10曾科,卜秋生,陆少鸣.污水处理厂设计与运行.化学工业出版社11D.Schroeder：Water and Wastewater TreatmentJ.1977.五、指导教师意见7指导教师签字：I摘要本设计的主要目的是设计一处理能力达到 6 万 m3/d,而且出水水质能够达到污水综合排放二级标准的工艺流程。在认真分析国内外多种污水处理的理论技术和工程实践的基础上，针对葫芦岛市新城区生活污水现状和该地区的水文、气候等条件，仔细比较了普通活性污泥法、氧化沟、AB 法等处理工艺的优缺点，最终确定了 A2/O 污水处理工艺。本设计工艺注重除磷脱氮工艺流程，其中详细的阐述了该流程中各个环节的设计以及处理效果。A2/O 污水处理工艺的计算过程中，充分考虑了厌氧池、缺氧池、好氧池三个池子的合理性，在设备选型上即考虑实用性又要考虑经济性，以尽量节约资金。A 2/O 工艺处理后的污水出水基本上达到了预计标准，而且完成具有能够处理葫芦岛市新城区生活污水的能力。通过本城市污水处理厂的设计，对本地区的环境、社会、经济方面都带来了效益。关键词：脱氮；除磷；A 2/O 工艺；污水IIAbstractThe main aim of this design is designing one handle capability attaining 6 thousand m3/d but also appears above water that the water quality attain the sewage synthesis and place in proper order two steps of criterion technological processes . In earnestly analyzes the domestic and foreign many kinds of sewage treatment the theory technology and in the project practice foundation, in view of Huludao city new city sanitary sewage condition and so on present situation and this local hydrology, climate, has carefully compared ordinary active processing craft the and so on sludge law, oxidation ditch, AB law good and bad points, finally has determined the A2/O sewage treatment craft. This design craft attention except phosphorus technical process, in detailed elaboration this flow each link design as well as processing effect. In the A2/O sewage treatment craft computation process, had fully considered tires of the oxygen pond, the oxygen deficit pond, the good oxygen pond three pools rationalities, is the consideration usability must consider the efficiency on the equipment shaping, to saves the fund as far as possible. After the A2/O craft processing sewage water leakage basically reached higher authorities the estimate standard, moreover completed has can process the Huludao city new city sanitary sewage the ability. Through this city sewage treatment plant design, to this local environment, the society, the economical aspect has all brought the benefit.Keywords：Nitrogen ；Except for Phosphorus ；A 2/O s technology ；Sewage III目录引言11 概述21.1 设计任务和依据21.2 设计要求21.3 设计参数31.4 环境概况31.5 污水的主要来源41.6 污水处理厂厂址41.7 污水处理工艺方案的选择52 污水处理系统72.1 中格栅72.2 提升泵102.3 细格栅102.4 沉砂池122.5 初次沉淀池152.6 A2/O 生化反应池182.7 二沉池252.8 接触消毒池292.9 配水井313 污泥处理系统333.1 污泥水分去除的意义和方法333.2 污泥浓缩池333.3 污泥脱水系统353.4 污泥提升泵的选择363.5 污泥回流泵的选择364 污水处理厂总体布置374.1 平面布置374.2 高程布置385 供配电系统设计415.1 电源415.2 配电系统415.3 用电功率统计表416 仪表控制系统设计426.1 设计原则426.2 设计内容427 经济概预算437.1 范围估算437.2 项目总投资437.3 运行费用448 消防、安全、土建工程和劳动定员468.1 消防468.2 安全468.3 土建工程468.4 劳动定员469 效益分析479.1 环境效益479.2 社会效益479.3 经济效益4710 环境保护4810.1 施工过程中对环境影响及对策4810.2 项目建成后的环境影响及对策4910.3 污水处理厂工程环境保护设计标准5111 结论51致谢52参考文献53附录 A 译文54附录 B 外文文献62 85AbstractThe biochemical characteristics of short time retention in anaerobic zone and sequence reversing of anaerobic and anoxic zones on phosphorus release and up take were studied in bench scale experiments The results showed that:(1) the effective phosphorus release, fully or not, is not the sufficient and necessary condition deciding the ability of excess Pup take To a certain extent, a relatively longer HRT and a more sufficient anaerobic environment produce a stronger potential of excess Pup take in the following aerobic condition(2) a much better effect of N-P removal can be obtained in biological nutrient removal process by reversing the position of anaerobic and anoxic zones and turning in tore versed A2/O process Its phosphorus and nitrogen removal rates are markedly higher than that of conventional A2/O process, whereas the COD removal rates are about equalKeywords: wastewater; treatment; nitrogen removal; phosphorus removal; reversed A2/O processPrinciple and Characteristics of Reversed A2/O ProcessConventional biological nitrogen and phosphorus removal process is anaerobic (A1) / hypoxia (A2) / aerobic (O) layout. The layout of the theory based on an understanding that : Poly effective microbial phosphorus levels of phosphorus release, fully or not, to improve the phosphorus removal capacity is of the utmost importance, anaerobic zone so that the former can microbial polymer and carbon priority full phosphorus release. However, the existence of inner loop, Conventional technology systems emit residual sludge actually only a small part of a complete experience phosphorus release, the uptake process, the rest were basically anaerobic state without direct access from anoxic and aerobic zone, which is detrimental to the phosphorusBecause of the lack of oxygen is located in the central system, denitrification carbon allocation in an unfavorable position, It will affect the nitrogen removal system; As anaerobic residents, Sludge back to the anaerobic zone nitrate have a negative impact on In order to avoid the impact of the development of some new technology (such as Application of UCT Well, etc.) tends to complicate; actual operating experience shows that According to anaerobic-aerobic two denitrification process design system is also often a good phosphorus removal capacity. Therefore, the conventional biological nitrogen and phosphorus removal process (A1/A2/O) layout reasonable worth further exploration1 Materials and Methods Activated Sludge from sewage biological nitrogen and phosphorus removal small-scale test system, the sewage from the actual city sewage. The table of Sewage sludge and the nature Table 1 sewage sludge and the natureSewage SludgeCOD (mg/L) 400-800 MLSS (g/L) 3.0-4.0BOD5 (mg/L) 50-450 VSS/SS 0.60-0.64TN (mg/L) 45-65 N (mgN/gVSS) 110-130TP (mg/L) 2.5-10.0 P (mgN/gVSS) 48-60VFA (mg/L) 25-173 SVI 180-2302 Test results and discussion852.1Short-termanaerobicenvironment and its phosphate accumulating bacteria to the impact Short-term anaerobic environment in the biological nitrogen and phosphorus removal system plays a key role The purpose of testing is to investigate the short-term anaerobic environment and biochemical characteristics of phosphate accumulating bacteria explained that the uptake behavior.1）A trial of two identical plexiglass column, 30 were effective size L (see figure 1). - With a central axis together with the rotation of three-dimensional elastic filler, not two-packing, mixing impeller. Motor speed for 15-20 min, the column are provided to cover. Column for a link membrane operation, HRT=2030 h, the temperature of 24 29 . To separate study of urban sewage in short-term anaerobic environment sewage VFA changes, The introduction of small pilot did not test the activated sludge system. Column exclusively for anaerobic microbial environment from sewage natural growth up vaccination or facultative anaerobic bacteria. Clearly, anaerobic than general nitrogen and phosphorus removal system more fully anaerobic zone. Column 2 as a contrast, the absence of any treatment. A formal test of the two-instantaneous left empty, and fresh sewage, then start the motor, sampling every 2 hours, Analysis of sewage VFA with the changes of time, In the experimental conditions, short-term anaerobic environment and not increase the sewage capacity VFA, Anaerobic placed in the district will fill the area VFA increased consumption.Under anaerobic digestion theory, Sewage of organic macromolecules into VFA requires hydrolysis and acid (hydrogen production) 2 process. While earlier studies have considered in this process and bacteria belonging to dominant species, But on the life of sewage sludge digestion of that fact, the opposite is true. the anaerobic bacteria and bacteria than over 100 times. Generally speaking, the most important hydrolysis and fermentation reactions are through the anaerobic bacteria. Moreover, due to the anaerobic bacteria biochemical inefficient, the process takes longer hydraulic retention time. Andrews and Pearson (1965) have made use of soluble organic and inorganic synthesis sewage on the anaerobic VFA fermentation process dynamics have been studied, the results indicate that When HRT 2.5 d reactor at the highest concentration of VFA. The test used by the HRT =23 h (with anaerobic biological phosphorus removal process similar to the HRT). only 500mg/L COD sewage around. In such conditions, column is in fact very difficult to create a similar kind of sludge digestion anaerobic environment and cultivating a large tertiary anaerobes, Microbial biofilm on the main consumption remains the VFA and bacteria, and had one of the VFA-volume did not increase, Instead consumption soon. Column 2 exclusively for sewage and its small number of microorganisms, their VFA in a very long time remained essentially constant. Only after a certain period of time, with the proliferation of microorganisms, VFA decline only noticeable decline. This test shows that urban sewage of general terms, short-term anaerobic sewage district will not increase the amount of VFA.2）Of a column, column 2 left empty, and small test system from the end of aerobic District 3 L mixture, 3 L with a mixture of sewage into two separately to a packed column, column 2, then start the motor; Anaerobic two-run 2-3 h after removal fillers and impellers. Aeration and at the same time into the state every 30 h sampling analysis two-phosphorus release. Up take characteristics at different times using the actual sewage four group repeatability test. As the actual changes in sewage water, the sewage concentration of the VFA were dropped.Show : under anaerobic conditions influent VFA higher, column 1, column 2 of the greater amount of phosphorus release, and the understanding of the past is the same. - A biofilm existence and nature, a result of anaerobic environment-two more than the full. When the VFA more, the ORP low-level prompted a phosphate accumulating bacteria at a faster rate to absorb VFA PHB, Meanwhile release phosphate. The figure shows that an early-phosphorus release rate was significantly greater than 2 column. Figure 3 (d) influent VFA minimum, a column phosphorus release curve has been in the top-two until the end of the anaerobic, Post-2 and P-curve before an intersection. But a facultative - biofilm while consumption VFA, when the reactor VFA insufficient, facultative biofilm and phosphate accumulating bacteria to VFA competition on the surface, make-a rapid rate of phosphate release attenuation. Column 2 is basically non-existent competition, Therefore phosphate accumulating bacteria can long maintain a higher rate of phosphorus and eventually release the total amount of phosphorus over a column. In addition Figure 3 (d), adding a column filler total phosphorus than-two small, VFA and the higher the influent more obvious difference, see Figure 3 (a, b). In the follow-up aerobic conditions, a poly-phosphate uptake from excessive capacity than-2, When anaerobic lasted 3 hours reduced by two hours of this difference increases markedly,The phenomenon is worthy of special attention, and it shows phosphate accumulating bacteria anaerobic effective phosphorus release, fully or not, is not to determine their aerobic capacity excessive uptake of necessary and sufficient conditions. This popular phosphate accumulating bacteria on the anaerobic effective phosphorus release, the higher their excessive uptake of the more awareness is basically contradictory. From the above analysis of the phenomenon to promote aerobic bacteria Poly excessive phosphorus uptake more dynamic 85nature can be drawn from the judgment, to a certain extent, phosphate accumulating bacteria in the anaerobic environment lasted longer and the environment ORP lower promote aerobic uptake greater impetus. And the effects of phosphorus, phosphorus release may not belong to a fully equipped in the face of necessity. Aerobic uptake of energy from the cells can be stored carbon (PHB), can be obtained from other sources. When this difference by anaerobic lasted 3 hours reduced to 2 hours become particularly evident show anaerobic environment for excessive microbial up take of utmost importance.2.2 Anaerobic, anoxic environment inversion of phosphate accumulating bacteria impact Using two identical geometry plexiglass column experiments, in the effective volume was 30 L, I have the bottom sampling. Its anaerobic, anoxic mode uses a figure (column 2) shown in the removable mixing impeller, Motor speed of 2.0 ning. Aerobic state by aeration aerated first began testing, test systems from small aerobic area from the end of the mixture of 3 L, 3 L with a mixture of sewage, a land divided into two columns were inserted into two. - A moment of the initial KNO3 add another appropriate solution, then start the motor respectively to the lack of oxygen, anaerobic state of agitation. After stirring for 2 h and then joined the two-KNO3 solution. 4 h after the end of the two-the same time, stirring impeller removed, and transferred to the state of aeration. Therefore, the column is based on an actual running A2/A1/O, column 2 A1/A2/O according to the conventional manner. Every 30 min sampling, analysis and comparison of two-and NO3 - N PO43-P changes in the law Results Figure 4. By Figure 4, we can see that a column from time to zero nitrate, the previous two hours, in fact, in a hypoxic state, denitrification, phosphorus release simultaneously. But compared to column 2, a column before the phosphorus release rate is low; To 30 min, phosphorus release almost completely stopped, 60 minutes after With the depletion of basic nitrate, phosphorus release rate increased rapidly; to 240 min, concentration-65 mg. A map of nitrate point rise was due to misoperation of interesting, a column of phosphorus release curves have emerged point A corresponding changes. Column 2 in 120 minutes to join nitrate, its former two hours for anaerobic and after 2 h of hypoxia basic. Column 22 h before the phosphorus release rate soon, to 120 min PO43-P as high as 7.3 mg. 120 min after the addition of nitrate due to gather phosphorus uptake from the beginning. However, the lack of oxygen under microbial ATP lower yields, thus, the stage of uptake rate is not high. To 180 min nitrate depleted, the uptake has basically stopped. After entering the aeration state, although the two-uptake restart, but ahead of the existence of hypoxia, causing its uptake rate is much lower than one column. Aeration began, a column of PO43-P concentrations as high as 6.5 mg, column 2 is only 5.3 mg. But to 480 minutes, a column of PO43-P concentration of 0.1 mg. and the two-PO43-P is 1.05 mg, a difference of 10 times. From the angle of nitrogen, both of the columns with all the denitrification of nitrate. However, a column of more than denitrification rate of 4.12 mgN/(hgVSS) Column 280 mgN/(hgVSS), a faster-in column 2.From the above discussion it can be seen that conventional biological nitrogen and phosphorus removal process of anaerobic, anoxic environment right. significantly improve the system of nitrogen and phosphorus removal effect. A2/A1/O in the inversion mode, the carbon problem still exists. And phosphate accumulating bacteria causing the phosphorus levels significantly lower than conventional A1/A2/O way. But in this way, because in front of nitrate hypoxic zone has been depleted, its anaerobic environment more fully, anaerobic microbial phosphorus directly into the biochemical more efficient aerobic environment. Anaerobic conditions in the gully formed under the impetus of phosphorus has been used more efficiently. Conventional nitrogen and phosphorus removal process, the sludge back often than 0.5% Circulation within 2.0-3.0 than in between. All domestic and foreign participation in the cycle of sludge that typically only less than half the total return of sludge experienced a complete release of phosphorus, uptake process, and in fact most of the sludge anaerobic stage without directly access to hypoxic and aerobic environment. Accordingly, the remaining discharges of sewage sludge rich in phosphorus content of the sludge is in fact only a very small proportion, It will affect the phosphorus removal system. Unlike this, A2/A1/O way to allow the participation of all the sludge back all experienced complete phosphorus release, the uptake process, Therefore, the remainder of its emissions higher phosphorus sludge, the effect of phosphorus are better with a “group“ effect advantages. The way of A2/A1/O, lack of oxygen to be of priority carbon, nitrogen and therefore its capabilities. In the experimental conditions, denitrification rate and manner A1/A2/O more than 50%. From an engineering perspective, A2/A1/O will not only have better nitrogen and phosphorus removal capacity possibly more traditional nitrogen and phosphorus removal process more simple. Projects take certain measures to bring the sludge back and the inner loop back into a system it is entirely possible, for the development of this simple, efficient biological nitrogen and phosphorus removal process is very beneficial. 2.3 Inversion of the characteristics A2/OUsing two parallel systems were tested and a system to A2/O inversion running, System A2/O two conventional manner. The two systems are effective volume of 77.2 L, the proportion 85of all A2 (A1) : A1 (A2) : O=1 : 1:2, 2 residence time of water for 21h among the non-aeration impeller mixing.Initially, from the sewage plant production aeration activated sludge from the introduction of small pilot system, after a month of trial run, filter resistance to 2-3 L, COD dropped to below 50 mg, began an official trial. The test parameters and operating results are shown in table 2. Because reversed A2/O process with the abolition of the cycle, so their return only one system, total return than the conventional A2/O than a 20% reduction process. Test a small flow control more difficult and therefore a system of the actual water level in the system is slightly larger 2 This leads to the actual HRT slightly short in Table 2 of 8 h, corresponding to filter resistance than the 2 High. As a comparison test, the difference for a system slightly negative. From Table 2 we can see that the two systems is the ability to remove COD, and is as high as 90%, and COD is the highest water in the following 50 mg, form a system of COD System 2 is slightly higher than the actual water level caused by excessive. It can be said that the inversion process in A2/O COD removal capacity with conventional A2/O process quite satisfactory. It is noteworthy that the two systems function of removing nitrogen and phosphorus significantly different. System 1 (inverted A2/O Process) of the effluent TN is 8.9mg/L, the removal of 84.7%; System 2 (conventional A2/O Process) of the effluent TN is 14.9 mg, the removal rate of 74.4%. System TN removal of a system than two full 10% higher. It was also observed that the water system a mere 0.67 mg TP, TP than their removal system was up nearly 9% 2.2 effluent water system which shows significant differences in t
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