生活废水处理（sbr工艺）毕业论文 37页

第1章绪论1.1引言我国淡水资源量人均约2300m3,相当于世界人均水平的1/4，居世界第110位。1997年中国环境状况公报称：长江32%的河段已成为超Ⅲ类水域，淮河52%的河段已成为超Ⅴ类水域。据估计，1999年全国近80%的生活污水未经处理直排江河湖海，年排污量达400亿m3，造成全国1/3以上的水域受到污染。在全国684个城市中，仅有200余座在建和建成的污水处理厂，且集中在七八十个大中城市里，全国污水处理率仅为20%左右。而美国的污水治理率为71%，英国已达87%[1]。随着工业的高速发展和人口的膨胀，水环境污染问题越来越严重地威胁着人类的生存环境，制约着社会和经济的进一步发展。生活污水是经济发展中的产物，随着城市化和工业化进程的加快，其产生量不断增大，污染日益严重。生活污水产量近似于用量，来源多，分布广，其粪尿污水中含有多种有机物、肠道致病菌、病毒和寄生虫卵等。我国目前污水处理率低，可以说生活污水是一个较大的水体污染源。由于水体污染引起的传染病暴发和生态平衡破坏引起的危害并不少见。如1998年初上海市29万多人甲型肝炎大流行就是由于贝壳水生动物养殖区内水体受污染，人们吃了生的或者半生不熟毛蚶所致。又如每年进入太湖水体的污水总量约40×108m3，生活污水占50%，其中COD40×104m3,总氮9.6×104m3，总磷0.86×104m3，以至于无锡北端境内几十平方公里的袋状湖湾水体稀释能力和自净能力下降，水体富营养化，水质达Ⅴ级以下，太湖流域每年因水污染所造成的经济损失达50多亿[2]。因此，治理废水，保护世界上水资源免受污染已成为全球瞩目的问题。1.2选题意义37n随着我国经济的高速发展和城市人口的不断增加，生活用水和排水量越来越大，相应的污水处理厂跟不上发展的需要，致使大量的污水未得到完全处理就排入水体，水体水质恶化及富营养化现象日益严重。因此我国迫切需要经济、高效、节能、技术先进可靠的污水处理工艺，来解决城镇生活污水碳、氮、磷的达标排放问题[3]。生活污水中的主要污染物有动植物油、悬浮物、碳水化合物、蛋白质、表面活性剂、氮和磷的化合物、微生物和无机盐等。生活污水中的有机污染物一般都比较容易生物降解，而且污水的BOD/COD值达到0.5～0.6。污水中含有氮、磷等营养物质[4]，因此，典型的生活污水的可生化性较好。生物化学处理法是一类最常用的污水处理方法，其主要功能是利用微生物的代谢作用，使污水中呈溶解和胶体状态的有机污染物转化为稳定的无害物质。它的优点是有机物去除率高、运行成本低，不仅去除了有机物、病原体、有毒物质，还能去除臭味、提高透明度、降低色度等[5]。在城市污水和可生物降解的工业废水处理中尚没有与之相媲美的方法。SBR工艺是好氧活性污泥法的一个变形，其污染物去除机理和传统的活性污泥法基本相同，都是依靠在曝气池内呈悬浮、流动状态的微生物群体的凝聚、吸附、氧化分解等作用来去除污水中的有机物[6]，仅运行操作不一样。传统活性污泥法是从空间上进行这一过程的，污水首先进入反应池（曝气池），然后进入沉淀池对混合液进行沉淀，与微生物分离后的上清液外排。而SBR工艺则是通过时间上的交替实现这一过程，它在流程上只设一个池子，将曝气池和二沉池的功能集中在该池子上，兼行水质水量调节、微生物降解有机物和固液分离等功能[7]。与传统的活性污泥法相比，SBR工艺具有以下优点：流程短、装置结构简单；不需污泥回流，运行费用低；生化反应推力大、效率高；运行方式灵活、脱氮除磷效果好；能充分防止污泥膨胀；耐冲击负荷强等。因此，成为近年来引起国内外广泛重视、研究和应用日趋增多的好氧生化处理工艺之一。本次毕业设计主要研究在适当的条件下，SBR工艺中好氧曝气时间及厌氧搅拌时间对处理效果的影响，找到COD去除规律，从而确定最佳运行程序。37n第2章文献综述2.1生活废水的性质和成分水是人类生活和生产活动中不可缺少的物质资源。水资源在使用过程中由于丧失了使用价值而被废弃外排，并以各种形式使受纳水体受到影响，这种水就成为废水。根据来源不同，废水可分为生活污水和工业废水两大类。生活污水是人们日常生活过程中排出的污水。它是从住户、公共设施（饭店、宾馆、影剧院、体育场、机关、学校、商店等）和工厂的厨房、卫生间、浴室及洗衣房等生活设施中排出的水[8]。2.1.1生活废水的感官特征生活污水呈现出一定的颜色、气味，已丧失使用价值，也使人在感官上产生不愉快的感觉。温度升高也是水体污染的一种形式，会使水中溶解氧含量降低，所含毒物的毒性加强，破坏鱼类正常生活环境。生活污水的卫生指标十分恶劣，一般含有大量细菌、病毒、致病菌和虫卵。水温。由于生活污水下水道一般都埋设在地下，所以污水的水温具有相对稳定的特征，一般在10～20℃。颜色。生活污水由于无氧分解，有机物中的硫元素被转化为硫化氢，和某些金属元素结合成硫化物，因此污水大都为灰褐色。气味。一般生活污水具有霉臭味，而大面积管网系统的污水会有臭鸡蛋味，这表明污水在下水道中已经厌氧发酵，产生硫化氢和其他产物。2.1.2生活废水的污染指标污水的污染物可分为无机性和有机性两大类。无机性的污染物有矿粒、酸、碱、无机盐类、氮磷营养物及氰化物、砷化物和重金属离子等。有机性的污染物有碳水化合物、蛋白质、脂肪及农药、芳香族化合物、高分子聚合物等。污水的污染指标是用来衡量水在使用过程中被污染的程度，也称污水的水质指标。37n生化需氧量（BOD）。生化需氧量（BOD）是一个反映水中可生物降解的含碳有机物的含量及排到水体后所产生的耗氧影响的指标。污水中可降解有机物的转化与温度、时间有关。为便于比较，一般以20℃时经过5天时间，有机物分解前后水中溶解氧的差值称为5天20℃的生化需氧量，即BOD5，单位通常为mg/l。BOD越高，表示污水中可生物降解的有机物越多。生活污水的BOD5一般在70～250mg/l之间。化学需氧量（COD）。BOD只能表示水中可生物降解的有机物，并易受水质的影响，所以，为表示一定条件下化学方法所能氧化有机物的量，采用化学需氧量（COD）——即高温、有催化剂及强酸环境下，强氧化剂氧化有机物所消耗的氧量，单位为mg/l。对于同类污水，化学需氧量一般高于生化需氧量。生活污水的COD一般大于BOD5，两者的差值可反映废水中存在难以被微生物降解的有机物。在生活污水处理分析中，常用BOD5/COD的比值来分析污水的可生化性。可生化性好的污水BOD5/COD≥0.3；小于此值的污水应考虑采用生物技术以外的污水处理技术。悬浮固体（SS）。悬浮固体是水中未溶解的非胶态的固体物质，在条件适宜时可以沉淀。悬浮固体可分为有机性和无机性两类，反映污水汇入水体后将发生的淤积情况，其含量的单位为mg/l。因悬浮固体在污水中肉眼可见，能使水浑浊，属于感官性指标。pH值。酸度和碱度是污水的重要污染指标，用pH值来表示。它对保护环境、污水处理及水工构筑物都有影响，一般生活污水呈中性或弱碱性。氮和磷。氮和磷是植物性营养物质，会导致湖泊、海湾、水库等缓流水体富营养化，而使水体加速老化。生活污水中含有丰富的氮、磷。有毒化合物和重金属。这类物质对人体和污水处理中的生物都有一定的毒害作用，属于这一类污染物质的主要有非重金属的氰化物和砷化物，重金属中的汞、镉、铬、铅等，即国际上公认的六大毒性物质。2.2生活废水处理方法所谓污水处理就是采用各种方法将污水中所含有的污染物分离出来，或将其转化为无害和稳定的物质，从而使污水得到净化。37n现代的污水处理技术，按其作用原理，大致可分为物理法、化学法和生物法等几类。物理法主要用于去除水中悬浮物质；化学法主要用于去除溶解性及胶体状态的物质；生物法主要用于去除溶解性有机物[9]。污水的物理处理法，就是利用物理作用分离污水中主要呈悬浮状态的污染物质，在处理过程中不改变其化学性质。属于物理法的处理技术有以下几种：沉淀（重力分离）、气浮、筛滤（截留）、蒸发浓缩、离心分离、萃取、超滤和反渗透等。污水的化学处理法，就是通过投加化学物质，利用化学反应作用来分离、回收污水中的污染物，或使其转化为无害的物质。属于化学处理法的有以下几种：中和法、混凝法、氧化还原法、电解法、汽提法、吹脱法、吸附法、离子交换法和电渗析法等。污水的生物处理法，就是利用微生物的新陈代谢功能，使污水中呈溶解和胶体状态的有机污染物被降解并转化为无害的物质，使污水得以净化。从微生物需氧程度看，生物处理法可分为好氧法（O法）与厌氧法（A法）两大类。从工艺过程又可分为悬浮生长系统（活性污泥法，简称泥法）和附着生长系统（生物膜法，简称膜法）。下面重点介绍一下活性污泥法。活性污泥法是利用悬浮生长的微生物絮体处理有机废水的一种好氧生物处理方法。这是目前使用很广泛的一种生物处理法。其基本流程是这样的：流程中的主体构筑物是曝气池，废水经过适当预处理（如初沉）后，进入曝气池与池内活性污泥混合成混合液，并在池内充分曝气，一方面使活性污泥处于悬浮状态，废水与活性污泥充分接触；另一方面，通过曝气，向活性污泥供氧，保持好氧条件，保证微生物的正常生长与繁殖。废水中有机物在曝气池内被活性污泥吸附、吸收和氧化分解后，混合液进入二沉池，进行固液分离，净化的废水排出。大部分二沉池的沉淀污泥回流入曝气池进口，与进入曝气池的废水混合。污泥回流的目的是使曝气池内保持足够数量的活性污泥。活性污泥法自出现以来，经过80多年演变，出现了各种活性污泥的变法，但其原理和工艺过程没有根本性的改变。37n普通曝气法。这种曝气池是活性污泥法的原始工业形式，故亦称为传统曝气法。废水与回流污泥从长方形池的一段进入，另一端流出，全池呈推流型。在曝气池内，废水有机物浓度和需氧量沿池长逐步下降，而供氧量沿池长均匀分布，可能出现前段供氧不足，后段供氧过剩的现象。这种活性污泥法的优点是因曝气时间长而处理效率高，此法适于处理要求高、水质较稳定的污水，但对负荷的变动适应性较弱。后来在此基础上产生了一些改良形式。阶段曝气法。这种方式是针对普通曝气法进口负荷过大而改进的。废水沿池长分多点进入（一般进口为3～4个），以均衡池内有机负荷，克服池前段供氧不足，后段供氧过剩的缺点，单位池容积的处理能力提高。吸附再生（接触稳定）法。使接触槽内活化的活性污泥吸附污染物质，污泥与水分离后，在再曝气槽内把吸附的污染物质进行氧化。吸附再生法的主要优点是可以大大节省基建投资，最适于处理含悬浮物和胶体物质较多的废水，但由于吸附时间较短，处理效率不及传统法的高。延时曝气法。延长曝气时间，有利于完全氧化，污泥产量少，始于小型污水处理厂。氧化沟法。氧化沟是延时曝气法的一种特殊形式。氧化沟为连续环形曝气池，其池体较长，深度较浅。与普通曝气法相比，氧化沟具有基建投资省，维护管理容易，处理效果稳定，出水水质好，污泥产量少，适应负荷冲击能力强等优点。AB法。该法是吸附降解工艺的简称，属超高负荷活性污泥法，它是两个活性污泥系统的串联系统，两者各有独立的二次沉淀池。该法抗冲击负荷能力强，有利于除磷脱氮，特别适于处理浓度较高、水质水量变化大的污水[10]。厌氧-好氧活性污泥法。为了在去除有机物质（BOD）的同时有效地去除氮、磷等营养物质，人们把厌氧状况组合到活性污泥法中，使厌氧和好氧状况在反应池内同时存在或反复周期地实现，形成了厌氧-好氧活性污泥法（A/O）法，甚至绝氧-厌氧-好氧活性污泥（A2/O）法。间歇式活性污泥法。间歇活性污泥法也称序批式活性污泥法（SequencingBatchReactor—SBR），污水不是顺次流经各处理单元，而是放流到单一反应池中，按时间通过程序控制各过程。在反应池的一个工作周期内，运行程序依次为进水、反应、沉淀、排水和闲置。该法适于中小水量和出水要求较高的场合，有利于自动化控制，通过对运行的调整，该池可进行除磷脱氮及化学处理，有利污水回用。近年来，SBR工艺发展很快，尤其随着仪表、自动控制技术与装备的发展，间歇式活性污泥法新工艺不断涌现，如CAST工艺、IDEA工艺、MSBR工艺、UNITANK工艺等。37n2.3序批式活性污泥法（SBR工艺）简介2.3.1SBR发展概况序批式活性污泥法，英文简称SBR（SequencingBatchReactor）工艺，是从Fill&Draw（充排式）反应器发展而来的，其工作过程是：在较短的时间内把污水加入到反应器中，并在反应器充满水后开始曝气，污水中的有机物通过生物降解达到排放要求后停止曝气，沉淀一定时间将上清液排出。上述过程可概括为：短时间进水→曝气反应→沉淀→短时间排水→进入下一个工作周期。从SBR工艺的发展过程来看，作为该工艺的最初形式，Fill&Draw（充排式）反应器比连续流活性污泥法产生的还早，主要用于间歇排放的工厂或农村的污水处理，它具有工艺简单、运行稳定等优点。20世纪20年代末，随着工业化的迅猛发展和城市化进程的加快，生活污水和工业废水排放量剧增，采用Fill&Draw污水处理系统常需要多个反应池交替运行，当时的自动化技术和设备还比较落后，进水、曝气、沉淀、排水等操作都依靠人工完成，运行操作十分繁琐，使得序批式活性污泥法逐渐被连续式活性污泥法所代替。因此，SBR工艺在一段时间内未能得到推广应用。为了解决连续流式活性污泥法（ContinuousFlowSystemActivatedSludgeProcess，简称CFS）所固有的一些问题，美国NatreDame大学的RobertIrvine教授首先发起，对序批式活性污泥法重新进行了研究和评价，并于1979年发表了第一篇关于采用SBR工艺进行污水处理的论著。其后日本、澳大利亚等国都对该工艺进行了应用研究。随着研究的不断深入，人们对该工艺的机理和优越性有了全新的认识。37n此后出现了不易堵塞的曝气器和浮动式出水堰（滗水器、撇水器），监控技术的自动化程度也大幅度提高，使SBR工艺的优势得到充分发挥，并迅速应用于工程实践。1980年在美国国家环保局的资助下，印第安纳州Culver城投建了世界上第一个SBR工艺的污水处理厂。1984年美国国家环保局通过了SBR技术评价，此后，由于联邦政府的资助，SBR工艺成为美国中小型污水处理厂的首选工艺。1985年日本下水道理事会公布对序批式活性污泥法的技术评价报告书，充分肯定了该工艺的优点。至今，日本采用SBR工艺的小型污水处理厂数量仍保持着世界第一的纪录。在澳大利亚，公用事业部引入SBR工艺用于城市污水处理，SBR法已成为城市污水处理的主导工艺，近10年来已建成SBR污水处理厂近600座。我国自1985年在上海建成首座处理肉类加工污水的SBR系统后，陆续在城市污水及工业废水处理领域得以推广应用，同时，在全国也掀起了研究SBR的热潮[11]。2.3.2工作原理SBR法作为废水的生化处理方法，属于活性污泥法的范畴，经典的CFS的反应原理、污染物去除机理、BOD负荷等参数均适合于SBR。但是，SBR与传统的CFS又有明显的区别，直观地表现为设备的设置及运行方式有很大的不同。SBR的运行是在一个水池内按时间顺序的不同完成CFS中多个反应装置所进行的过程。SBR的运行工况以间歇式操作为主要特征，所谓序列间歇有两种含义：一是运行操作在空间上是按序排列、间歇进行，由于污水是连续按序列进入每个反应器，它们运行时的相对关系是序列、间歇的；二是每个SBR的运行操作在时间上也是按序排列、间歇进行，一般按运行机理及次序分为五个阶段，即进水、反应、沉淀、排水和闲置（或缺），这五个阶段组成一个周期，这样SBR就把单一反应池在时间上进行分割，各部分独立完成连续稳定的处理过程。进水阶段。进水阶段是污水进入反应池的过程，紧接上一周期的排水或闲置状态，反应池内留有活性污泥，且池内水位很低。进水阶段所用时间需根据实际排水情况和设备条件所确定。在进水阶段，由于排水关闭，水位不断上升，反应池一直接纳污水，因此，池内可能发生厌氧反应及好氧反应。为控制反应，可将池子设置为曝气、搅拌及静置三种状态，以充分利用SBR装置固定、稳定、能自由改变运行管理的优点。反应阶段。反应阶段是SBR37n最主要的阶段，污染物在此阶段通过微生物的降解作用得以去除。反应的目的是在反应器内最大水量的情况下完成进水期已开始的反应。根据反应的目的决定进行曝气或搅拌，即进行好氧反应或厌氧反应，此时其机理及规律完全遵从好氧活性污泥法。在反应阶段通过改变反应条件，不仅可以达到有机物降解的目的，而且可以取得脱氮、除磷的效果。例如为达到脱氮的目的，通过好氧反应（曝气）进行氧化、硝化，然后通过厌氧反应（搅拌）而脱氮。有的为了沉淀工序效果效果好，在最后工序短时间内进行曝气，去除附着污泥上的氮气。沉淀阶段。沉淀的目的是固液分离，本工序相当于二沉池，停止曝气和搅拌，污泥絮体和上清液分离。由于在沉淀时反应器内是完全静止的，在SBR系统中这个过程比在CFS法中效率更高。沉淀过程一般是有时间控制的，沉淀时间在0.5～1.0h之间，甚至可能达到2h，以便于下一个排水工序。排水阶段。排水的目的是从反应器中排除污泥的澄清液，一直恢复到循环开始时的最低水位，该水位离污泥层还要有一定的保护高度。反应器底部沉降下来的污泥大部分作为下一个周期的回流污泥，过剩的污泥可在排水阶段排除，也可在闲置阶段排除。闲置阶段。沉淀之后到下一个周期开始的期间称为闲置工序。可视污水的性质选择设置，并可根据需要进行搅拌或曝气。闲置不是一个必需的步骤，可以去掉。闲置期的长短由原水流量决定。2.3.3SBR技术的特点与连续流活性污泥法相比，SBR法有如下优势。1工艺简单，节省费用原则上SBR法的主体设备只有一个SBR反应池，与普通活性污泥法相比不需要二沉池、污泥回流及其设备，一般情况下不必设置调节池，多数情况下可省去初沉池。有统计结果表明，在美国及澳大利亚，利用SBR法处理小城镇污水，要比普通活性污泥法节省基建投资30%多。此外，采用简洁的SBR工艺的污水处理系统还有布置紧凑、节省占地面积的优点。2理想的推流过程使生化反应推力大、效率高在不同的周期中，SBR法反应器中的底物（BOD）和微生物（MLSS）浓度是变化的，而且不连续，因此，它的运行是典型的非稳定状态，并且在其连续曝气的反应阶段也属于非稳定状态，但在同一周期中，其底物和微生物的变化却是连续的。这期间，虽然反应器内的混合液呈完全混合状态，但是其底物与微生物浓度的变化在时间上是一个推流（Plugflow）过程，并且呈现出理想的推流状态。根据活性污泥法反应动力学，在理想的推流式曝气池中，污泥与回流污泥形成的混合液从池首段进入，呈推流状态沿曝气池流动，至池末端流出，此间在曝气池的各断面上只有横向混合，不存在纵向的“返混”37n。作为生化反应推动力底物浓度，从进水的最高逐渐降解至出水时的最低，整个反应过程底物浓度没有被稀释，尽可能地保持了最大的推动力。3运行方式灵活、脱氮除磷效果好SBR法为了不同的净化目的，可以通过不同的控制手段灵活地运行。由于在时间上的灵活控制，为其实现脱氮除磷提供了极有利的条件。它不仅很容易实现好氧、缺氧（DO≈0，NOx=0）与厌氧（DO≈0，NOx≈0）状态交替的环境条件，而且很容易在好氧条件下增大曝气量、反应时间与污泥龄，来强化硝化反应与脱磷菌过量摄取磷过程的顺利完成；也可以在缺氧条件下方便地投加原污水或提高污泥浓度，以提供有机碳源作为电子供体使反硝化过程更快地完成；还可以在进水阶段通过搅拌维持厌氧状态，促进脱磷菌充分地释放磷[12]。4能充分防止污泥膨胀⑴底物浓度梯度大（也是F/M梯度），是控制膨胀的重要因素，SBR法反应阶段在时间上的理想推流状态，使F/M梯度也达到理想的最大，因此，它比普通推流式还不易膨胀。研究进一步证实，缩短SBR法的进水时间，反应前底物浓度更高，其后的梯度更大，SVI值更低，更不易膨胀。⑵缺氧好氧状态并存。绝大多数丝状菌，如球衣菌属等都是专性好氧菌，而活性污泥中的细菌有半数以上是兼性菌。与普通活性污泥法不同的是，SBR法中进水与反应阶段的缺氧（或厌氧）与好氧状态的交替，能抑制专性好氧丝状菌的过量繁殖，而对多数微生物不会产生不利影响。正因为如此，SBR法中限制曝气比非限制曝气更不易膨胀。⑶反应器中底物浓度较大，丝状菌比絮凝团的比表面积更大，摄取低浓度底物的能力强，所以，在低底物浓度的环境中（如完全混合式曝气池）往往占优势。在SBR法的整个反应阶段，不仅底物浓度高，梯度也大，而且，只有在反应进入沉淀阶段前夕，其底物浓度才与完全混合式曝气池的相同。因此，可以说SBR法没有利于丝状菌竞争的环境。⑷泥龄短，比增长速率大。一般丝状菌的增长速率比其他细菌小，在稳定状态下，污泥龄的倒数值等于污泥比增长速率，故污泥龄长的完全混合法易于繁殖丝状菌。由于SBR法具有理想推流状态与快速降解有机物的特点，使它在污泥龄短的条件下，就能满足出水质量要求，而污泥龄短又使剩余污泥的排放速率大于丝状菌的增长速率，丝状菌无法大量繁殖[13]。5耐冲击负荷，处理能力强37n完全混合式曝气池比推流式曝气池的耐冲击负荷及处理能力要强。SBR法虽然对于时间来说是一个理想的推流过程，但是，就反应器本身的混合状态仍属典型的完全混合式，因此，具有耐冲击负荷和反应推动力大的优点。而且，由于SBR法在沉淀阶段属于静止沉淀，加之污泥沉淀性能好和不需要污泥回流，进而使反应器中维持较高的MLSS浓度。在同样条件下，较高的MLSS浓度能降低F/M值，显然，具有更强的耐冲击负荷和处理有毒或高浓度有机废水的能力。2.3.4SBR法的应用在国外，SBR法自1971年广泛地应用于生活污水、城市污水、医院污水、肉类加工、食品、化工和纺织等工业废水的处理中[14]。我国于20世纪80年代中期开始对SBR进行系统研究与应用。1985年虞寿枢等为上海市吴凇肉联厂设计并投产了我国第一座SBR废水处理设施。目前，SBR工艺在我国工业废水处理领域应用比较广泛，已经建立的SBR工艺处理的污水包括：屠宰废水、苯胺废水、剿丝废水、含酚废水、啤酒废水、化工废水、淀粉废水等。北京、上海、广州无锡、扬州、山西、福州、昆明等地已有多座SBR处理设施投入运行。可以看出，SBR是一种高效、经济、管理方便，适用于中、小水量污水处理的工艺，具有广阔的应用前景。2.3.5几种新型SBR工艺传统或经典的SBR工艺形式在工程中存在一定的局限性。譬如，若进水流量大，则需调节反应系统，从而增大投资；而对出水水质有特殊要求，如脱氮除磷等，则还需对工艺进行适当改进。因而在工程应用实践中，SBR传统工艺逐渐产生了各种新的变型，以下分别介绍几种主要的形式。2.3.5.1ICEAS工艺ICEAS（IntermittentCyclicExtendedAerationSystem）工艺的全称为间歇循环延时曝气活性污泥工艺。它于20世纪80年代初在澳大利亚兴起，是变形的SBR工艺。37nICEAS与传统的SBR相比，最大的特点是：在反应器的进水端增加了一个预反应区，运行方式为连续进水（沉淀期和排水期仍保持进水），间歇排水，没有明显的反应阶段和闲置阶段。这种系统在处理市政污水和工业废水方面比传统的SBR系统费用更省、管理更方便。但是由于进水贯穿于整个运行周期的每个阶段，沉淀期进水在主反应区底部造成水力紊动而影响泥水分离时间，因而，进水量受到了一定限制。通常水力停留时间较长。2.3.5.2CASS（CAST,CASP）工艺CASS（CyclicActiavatedSludgeSystem）或CAST（—Technology）或CASP（—Process）工艺是一种循环式活性污泥法。该工艺的前身为ICEAS工艺，由Goronszy开发并在美国和加拿大获得专利。与ICEAS工艺相比，预反应区容积较小，是设计更加优化合理的生物反应器。该工艺将主反应区中部分剩余污泥回流至选择器中，在运作方式上沉淀阶段不进水，使排水的稳定性得到保障。CASS工艺适用于含有较多工业废水的城市污水及要求脱氮除磷的处理。2.3.5.3IDEA工艺间歇排水延时曝气工艺（IDEA）基本保持了CAST工艺的优点，运行方式采用连续进水、间歇曝气、周期排水的形式。与CAST相比，预反应区（生物选择器）改为与SBR主体构筑物分立的预混合池，部分剩余污泥回流入预混合池，且采用反应器中部进水。预混合池的设立可以使污水在高絮体负荷下有较长的停留时间，保证高絮凝性细菌的选择。2.3.5.4DAT-IAT工艺DAT-IAT工艺是利用单一SBR池实现连续运行的新型工艺，介于传统活性污泥法与典型的SBR工艺之间，既有传统活性污泥法的连续性和高效性，又具有SBR法的灵活性，适用于水质水量大的情况。DAT-IAT工艺主体构筑物由需氧池（DAT）和间歇曝气池（IAT）组成，一般情况下DAT连续进水，连续曝气，其出水进入IAT，在此可完成曝气、沉淀、滗水和排出剩余污泥工序，是SBR的又一变型。2.3.5.5UNITANK工艺典型的UNITANK系统，其主体为三格池结构，三池之间为连通形式，每池设有曝气系统，既可采用鼓风曝气，也可采用机械表面曝气，并配有搅拌，外侧两池设出水堰以及污泥排放装置，两池交替作为曝气和沉淀池，污水可进入三池中的任何一个。在一个周期内，原水连续不断进入反应器，通过时间和空间的控制，形成好氧、厌氧或缺氧的状态。UNITANK系统除保持原有的自控以外，还具有滗水、池子结构简单，出水稳定，不需回流等特点，而通过进水点的变化可达到回流和脱氮、磷等目的[15]。37n2.3.6小结SBR工艺是一种理想的间歇式活性污泥处理工艺，它具有工艺流程简单、处理效果稳定、占地面积小、耐冲击负荷强及具有脱氮除磷能力等优点，是目前正在深入研究之中的一项污水生物处理新技术。在现有的自动控制技术水平下，SBR已能够稳定地运行，并且在各种污水处理中取得了良好的处理效果。从国外SBR投入运行的数量和速度来看，在常规的污水处理领域，SBR的普及使用将是必然的趋势。37n第3章实验原理及方法3.1实验基本原理SBR工艺是传统活性污泥法的一个变形，它的污染物去除机理和传统的活性污泥法基本相同，仅运行操作不一样。活性污泥法是废水好氧生物处理常用的方法之一，该法依靠在曝气池内呈悬浮、流动状态的微生物群体的凝聚、吸附、氧化分解等作用来去除污水中的有机物，一般包括下述三个主要过程。3.1.1吸附作用吸附作用是发生在微小粒子表面的一种物理化学的作用过程。微生物个体很小，并且细菌也具有胶体粒子所具有的许多特性，如细菌表面一般带有负电荷，而污水中有机物颗粒带正电荷，所以它们之间有很大的吸引作用。活性污泥表面附有的粘性物质对污水中的有机物颗粒、胶体物质有较强的吸附能力，而对溶解性有机物的吸附能力很小。对于悬浮固体和胶体含量较高的污水，吸附作用可使污水中的有机物含量减少70～80%左右。污水中的重金属离子，铁、铜、铬、镉、铅等也可被活性污泥吸附，污水中大约有30～90%的重金属离子可通过吸附作用去除。吸附作用是一种物理化学作用，所以它的总吸附量有一个极限，达到此极限后，吸附作用就基本结束。吸附的速度在初期最大，随着时间的推移，吸附速度越来越小。根据活性污泥法的运行经验，在充分混合曝气的条件下，大约经过20～40分钟，即可完成这个吸附过程。从污水处理的角度看，颗粒的和胶体的有机污染物一旦粘附于活性污泥，即可通过固液分离的方法，将这些污染物从废水中清除出去。3.1.2微生物的代谢37n微生物在生命活动中，不断从外界环境中摄取营养物质，并通过复杂的酶催化反应将其加以利用，提供能量并合成新的生物体，同时又不断向外界环境排泄废物。这种为了维持生命活动过程与繁殖下代而进行的各种化学变化称为微生物的新陈代谢，简称代谢。根据能量的释放和吸收，可将代谢分为分解代谢和合成代谢。①分解代谢。高能化合物分解为低能化合物，物质由繁到简并逐级释放能量的过程叫做分解代谢，或称异化作用。活性污泥法的好氧分解代谢是好氧微生物和兼性微生物参与，在有溶解氧的条件下，将有机物分解为CO2和H2O，并释放出能量的代谢过程。在有机物氧化过程中脱出的氢是以氧作为受氢体。如葡萄糖（C6H12O6）在有氧情况下完全氧化，如式所示：C6H12O6+6O2→6CO2+6H2O+2880kJ。②合成代谢。微生物从外界获得能量，将低能化合物合成生物体的过程叫合成代谢，或称同化作用。简言之，是微生物机体自身物质制造的过程。在此过程中，微生物体合成所需要的能量和物质可由分解代谢提供。在分解代谢过程中，结构复杂的大分子有机物或高能化合物分解成简单的低分子物质或低能化合物，逐级释放出其固有的自由能，微生物将这些能量转变为三磷酸腺苷（ATP），以结合能的形式储存起来。在合成代谢中，微生物把从外界环境中摄取的营养物质，通过一系列生化反应合成新的细胞物质，生物体合成所需的能量从ATP的磷酸盐键能中获得。在微生物的生命活动过程中，这两种代谢过程不是单独进行的，而是相互依赖，共同进行的，分解代谢为合成代谢提供物质基础和能量来源，通过合成代谢又使生物体不断增加，两者的密切配合推动了一切生物的生命活动。在活性污泥法处理废水的过程中，被活性污泥吸附的大分子有机物质在微生物胞外酶的作用下，水解为可溶性的有机小分子物质，然后透过细胞膜进入微生物细胞内。这些被吸收到细胞内的物质，作为微生物的营养物质，经过一系列生化反应途径，被氧化为无机物CO2和H2O等，并释放出能量；与此同时，微生物利用氧化过程中产生的一些中间产物和呼吸作用释放的能量，合成细胞物质。在此过程中微生物不断生长繁殖，有机物也就不断的被氧化分解。微生物对吸附的有机物氧化分解需要较长的时间，有的需要几小时甚至十几个小时才能完成。在微生物吸附有机物的同时，尽管氧化分解作用以相当高的速率进行着，但由于吸附时期较短，氧化分解掉的有机物仅占总吸附量的一小部分，大部分被吸附的有机物需要更长的时间才能全部氧化分解。37n3.1.3絮凝和沉淀絮凝体是活性污泥的基本结构，它能够防止微型动物对游离细菌的吞噬，并承受曝气等外界不利因素的影响，更有利于与处理水分离。水中能形成絮凝体的微生物很多，动胶菌属（Zoogloea）、埃希氏大肠杆菌（E.coli）、产碱杆菌属（Alcaligenes）、假单胞菌属（Pseudomonas）、芽孢杆菌属（Bacillus）、黄杆菌属（Flavobacterium）等，都具有凝聚性能，可形成大块菌胶团。凝聚的原因主要是：细菌体内积累的聚β-羟基丁酸释放到液相，促使细菌间相互凝聚，结成绒粒；微生物摄食过程释放的粘性物质促进凝聚；在不同的条件下，细菌内部的能量不同，当外界营养不足时，细菌内部能量降低，表面电荷减少，细菌颗粒间的结合力大于排斥力，形成绒粒；而当营养物充足(废水与活性污泥混合初期，F/M较大)时，细菌内部能量大，表面电荷增大，形成的绒粒重新分散。沉淀是混合液中固相活性污泥颗粒同废水分离的过程。固液分离的好坏，直接影响出水水质。活性污泥具有良好的沉降性能，使泥水分离，澄清水排走，污泥沉降至池底，这是污水生化处理必须经过的步骤，也是非常重要的步骤。若活性污泥与水不能分离，则生化处理技术就不能实现，若泥水不经分离或分离效果不好，由于活性污泥本身是有机体，进入自然水体后会造成二次污染。3.2实验仪器3.2.1关于SBR系统生产厂家：武汉科林公司设备型号：KL—1型SBR反应器系统组成：SBR反应器一台控制器一台个人计算机一台系统说明：本系统可由计算机控制并通过工艺模拟图显示设备各部的运行状态，也可人工手动操作。整套装置紧凑小巧，自动化程度高。性能参数：批处理污水量：24L～30L37n供电电压：220V交流总用电功率：<500W总占面积/体积：0.7m2/0.43m3反应器内活性污泥浓度（MLSS）：3000mg/l～5000mg/l污泥负荷率：0.06kgBOD5/(kgMLSS•d)水力停留时间：自行设定污泥龄：15～30d图3-1SBR实验装置图3.2.2化学耗氧量测定仪生产厂家：江苏江分电分析仪器有限公司设备型号：HH-6型化学耗氧量测定仪仪器组成：仪器主要由操作面板、比色计、加热炉和打印机等部分组成。仪器简介：本仪器是在江苏江分电分析仪器有限公司原有COD测定仪系列的基础上，以密封消解法为依托，采用先进的冷光源窄带干涉技术、单片机数字处理技术和全密封闭管专用技术研制而成，用于测定各种水样化学耗氧量的新一代智能仪器。37n工作原理：HH-6型化学耗氧量测定仪采用密封催化消解法测定COD值，在强酸性溶液中，加入一定量重铬酸钾作氧化剂，在专用复合催化剂存在下，于165℃恒温加热消解水样10min，重铬酸钾被水中有机物还原为三价格，在波长610nm处测定三价铬离子的量换算出消耗氧的质量浓度。此方法具有准、快、省、简等优点，作为通用分析方法被各级环境监测部门广泛使用。3.2.3实验药品及其它仪器3.2.3.1实验药品⑴浓硫酸：分析纯，H2SO4含量为95～98%⑵硫酸汞：分析纯⑶专用氧化剂：随化学耗氧量测定仪配备，由江苏江分电分析仪器有限公司提供⑷专用催化剂：随化学耗氧量测定仪配备，由江苏江分电分析仪器有限公司提供3.2.3.2玻璃器皿烧杯(500ml,250ml)；容量瓶（500ml,100ml）；移液管（1ml，2ml，5ml）；量筒（100ml）等。3.2.3.3其它⑴电子分析天平生产厂家：上海奥豪斯公司型号：AR1140∕C量程范围：110g可读性：0.1mg检定标尺分度值：0.001g⑵pH试纸：广泛试纸，天津塘沽化学试剂厂3.3实验方法37n本次设计主要考察在适宜条件下不同运行方式和曝气时间与处理效果的关系，从而确定SBR工艺处理生活污水的最佳运行方式。实验分两个阶段进行：第一阶段主要研究曝气时间与生活废水的COD去除规律，第二阶段主要研究厌氧搅拌对COD去除的影响[16]。3.3.1准备工作3.3.1.1污泥的驯化本实验所用污泥取自秦皇岛市北戴河东部污水处理厂，驯化的具体过程为：将取回的新鲜污泥（20L）放入SBR反应器中，加入生活污水2L，然后进行连续曝气1.5天，过后通过观察发现污泥外观呈黄褐色，污泥絮粒大，结构紧密，泥、水界面清晰，吸附及沉降性能良好，根据有关资料知道通过驯化污泥已经基本成熟，可进入正式实验阶段。3.3.1.2废水的预处理本实验所用原水取自燕山大学居民区生活废水。污水中常含有一些不溶性的固体悬浮物，因此本实验在进水之前对废水进行了简单的过滤，即用筛网滤去固体悬浮物，基本上去除了大的悬浮物。另外，由于活性污泥在中性条件下处理效果较好，我们还测定并调整了废水的pH值，使其在6～8范围内。在这之后，我们测定了废水的COD值。3.3.2曝气时间与COD去除规律的研究在这一阶段我们主要想考察曝气时间的长短对废水中的COD去除效果的影响。参考前人经验，设计其运行程序如下：进水→曝气→沉淀→排水→闲置。其实验过程如下：1打开电源。渐次将SBR控制器的总电源开关、主机电源开关、CPU电源开关打向“开”位置，此时各相应的指示灯亮，将手动─自动开关打到“手动”位置，将控制器前板面程序开关打到“开”位置。2瞬时进水。将已过滤好的生活废水（25L）加入已装好活性污泥的SBR反应器中。3曝气。瞬时进水完毕后，将控制器面板前的曝气开关打到“开”位置，对废水进行好氧曝气一段时间，并每隔一定时间用烧杯从SBR反应器中取得水样（约150ml泥水）。4测得水样的COD值。将取得的水样沉淀1小时后，取其上清液，测定并记录其COD值。从实验的整个过程看来，水样的COD测定过程是一个相对复杂、且又比较麻烦的过程。在这里，我简要叙述一下，其操作过程是这样的：1准备工作37n⑴专用氧化剂的配制。取随机配备的固体试剂，放入500ml烧杯（清洗干净），先加入200ml蒸馏水，再加入100ml浓硫酸（分析纯），冷却后置于500ml容量瓶中，以蒸馏水定容至标线，摇匀备用。（★三条工作曲线配有三种不同的氧化剂）⑵专用催化剂的配制。取随机配备的整瓶固体试剂，溶于500ml浓硫酸中，摇匀放置1～2天，使其完全溶解。取上述溶液100ml再加入400ml浓硫酸，摇匀备用。⑶掩蔽剂的配制。准确称取硫酸汞（分析纯）20g于100ml容量瓶中，加入约80ml蒸馏水，再加入浓硫酸10ml使其溶解，用蒸馏水定容至标线，摇匀备用。⑷清洗反应管（用洗涤液清洗后，用自来水冲净，用稀硫酸浸泡5～12小时取出，用蒸馏水清洗，烘干）。2水样的测定⑴接通电源。插上HH-6型化学耗氧量测定仪的电源，仪器在开机通电半小时后可连续使用。⑵加入水样。分别吸取3ml蒸馏水（作空白）或混合均匀的水样置于已清洗干净的反应管中（其中，一支装蒸馏水，其余三支装水样）。⑶加入掩蔽剂。向每支反应管加入掩蔽剂硫酸汞1ml。（为掩蔽氯离子）⑷加入氧化剂。向每支反应管加入专用氧化剂1ml。（估计待测样的COD值，决定采用哪条标准曲线，加入哪种氧化剂）⑸加入催化剂。向每支反应管加入专用催化剂5ml，具塞摇匀。（★盖子必须旋紧，不得漏气，否则，加热后试液会溢出，腐蚀仪器并造成危险）⑹消解。将反应管依次插入炉孔内，设置消解温度为165℃，消解时间为10分钟，待温度降至低于设定值后按[消解]，仪器自动定时消解，消解完毕蜂鸣报警。⑺冷却。取出反应管至试管架，自然冷却2分钟，再水冷至室温。（★冷却时仔细操作，防止冷却水进入反应管或沾污管口管塞，影响测定结果。）⑻37n加入蒸馏水。向每支反应管内加入相应蒸馏水，具塞摇匀，如有沉淀，应静置后取上层清液，待测。（使用5～100mg/l的标准曲线测样，消解后直接测量，不得加入蒸馏水；使用100～1200mg/l的标准曲线测样，消解后须向反应管内加入2ml的蒸馏水；使用1000～2000mg/l的标准曲线测样，消解后须向反应管内加入7ml的蒸馏水。）⑼选取标准曲线。依次按[功能]、[2]键，然后选取标准曲线，其中1为5～100mg/l工作曲线，2为100～1200mg/l工作曲线，3为1000～2000mg/l工作曲线，选择完标准曲线后，按[输入]键，仪器进入测量状态。⑽调零。加入消解好的空白水样，仪器测出其吸光度A值，待A值稳定后按[输入]键，调零结束。⑾测量。加入1#水样，仪器自动测量其吸光度A值，并根据所选的曲线计算出相应的COD值，待A值稳定后按[输入]键确认，打印机打印出该水样的吸光度和COD值。同时，仪器进入2#水样测试状态，重复上述操作，继续完成其余水样的测量。⑿结束测定。待所有水样均测量完后，按[·]键将结束测定，仪器返回到初始状态。⒀记录并计算实验数据。测得的这三个COD值的平均值即为所求。3.3.3厌氧搅拌时间与COD去除规律的研究这一阶段的实验过程大体上与第一阶段是很相似的，仅仅是在好氧曝气之前要先进行一段时间的厌氧搅拌。参考前人经验，我们设计运行程序如下：进水→搅拌→曝气→沉淀→排水→闲置。因为，我们想考察一下厌氧搅拌对COD的去除是否有影响，影响有多大。当然，在搅拌的过程中，我们也每隔一定时间就取得水样，也是将取得的水样先沉淀1小时后，取得上清液，测定并记录其COD值。其中，COD的测定过程如第一阶段所述，这里不再赘述。37n第4章实验结果与讨论4.1曝气时间对COD去除的影响4.1.1实验数据及处理这一实验阶段主要考察好氧曝气时间的长短对生活废水中的COD去除效果的影响。我们在不同的曝气时间下，测得废水的COD值，并列表如下：第一组数据：原水COD值为498.5mg/l，BOD值为231.0mg/l；出水COD值为64.3mg/l，BOD值为22.0mg/l表4-1不同曝气时间的COD值及COD去除率曝气时间(h)COD值（mg/l）测量值平均值COD去除率（%）原水490.6510.9494.0498.5------0.5330.9309.7333.8324.834.81.0290.1299.5270.2286.642.52.0215.6230.1196.0213.957.13.0164.3195.2192.8184.163.14.0150.9139.8155.4148.770.25.0114.3127.4105.1115.676.86.062.168.062.864.387.1注：前三个COD值为测量值，后一个值为前三个的平均值。37n37n第二组数据：原水COD值为447.2mg/l，BOD值为212.0mg/l；出水COD值为65.3mg/l，BOD值为20.0mg/l表4-2不同曝气时间的COD值及COD去除率曝气时间(h)COD值（mg/l）测量值平均值COD去除率（%）原水420.6461.5459.5447.2------0.5305.9285.6280.0290.531.41.0251.9280.1270.2267.440.22.0170.9207.6209.2195.956.23.0190.6160.1164.7171.861.64.0145.9118.8147.2137.369.35.0109.899.592.5100.677.56.069.050.876.165.385.4注：前三个COD值为测量值，后一个值为前三个的平均值。37n第三组数据：原水COD值为402.3mg/l，BOD值为202.0mg/l；出水COD值为56.3mg/l，BOD值为19.0mg/l表4-3不同曝气时间的COD值及COD去除率曝气时间(h)COD值（mg/l）测量值平均值COD去除率（%）原水420.6398.7387.6402.3------0.5241.8276.5267.4261.934.91.0187.6162.3182.3177.444.12.0180.2156.8172.4169.857.83.0162.1130.9127.0140.065.24.0126.2110.4126.7121.169.95.095.290.191.992.477.06.060.552.755.756.386.0注：前三个COD值为测量值，后一个值为前三个的平均值。37n4.1.2实验现象及解释37n由以上几组图表可以看出：COD值在曝气阶段初期，下降很快，去除率提升也很快。尤其是在最初30min之内，SBR反应器内的活性污泥能去除废水中大于30%的COD；在短短的2小时之内，活性污泥能去除废水中大于55%的COD。在以后的曝气过程中，COD降解比较缓慢，COD去除率提升得也较缓慢。联系活性污泥法净化废水的基本原理，便不难理解这一实验现象。活性污泥法净化废水包括下述三个主要过程：①吸附。废水与活性污泥微生物充分接触，形成悬浊混合液。废水中的悬浮固体和胶体物质等非溶解性有机物首先被微生物所吸附，再转化为可溶解性有机物，而后再被代谢和利用。初期吸附作用进行的十分迅速，在这一过程中，对于含悬浮状态和胶体状态有机物较多的废水，有机物的去除率是相当高的。②微生物的代谢。吸收进入细胞体内的污染物通过微生物的代谢反应而被降解，一部分经过一系列中间状态氧化为最终产物CO2和H2O等，另一部分则转化为新的有机体，使细胞增殖。一般说来，自然界中的有机物都可以被某些微生物所分解，多数合成有机物也可以被经过驯化的微生物分解。不同的微生物对不同的有机物其代谢途径各不相同，对同一种有机物也可能有几条代谢途径。活性污泥法是多底物多菌种的混合培养系统，其中存在错综复杂的代谢方式和途径，它们相互联系，相互影响。③絮凝和沉淀。絮凝体是活性污泥的基本结构，它能够防止微型动物对游离细菌的吞噬，并承受曝气等外界不利因素的影响，更有利于与处理水分离。沉淀是混合液中固相活性污泥颗粒同废水分离的过程。固液分离的好坏，直接影响出水水质。由以上原理可知，在SBR工艺处理生活废水的实验中，曝气阶段初期，COD降解速度很快，是由于SBR反应器中的微生物对废水中的悬浮固体和胶体物质的生物吸附作用。而且，由以上实验数据及图表可以看出，SBR工艺在短短的2小时之内，就可以去除废水中大于55%的COD，这说明SBR工艺能在较短的曝气时间内去除大量的有机物。4.2厌氧搅拌对COD去除的影响考虑到厌氧搅拌有利于释氮脱磷,将大分子的有机物分解,易于好氧降解，我们在好氧曝气之前进行了一段时间的厌氧搅拌过程，其运行程序如下：进水（瞬时）→搅拌→曝气→沉淀（1小时）→排水→闲置。通过几组实验，结合前人经验，我们发现，厌氧搅拌2小时，然后再曝气4小时时，效果最好。37n4.2.1实验数据及处理在实验过程中，我们每隔一定时间，取样，测得废水的COD值，记录如下：原水COD值为445.2mg/l，BOD值为218.0mg/l；出水COD值为45.2mg/l，BOD值为17.0mg/l表4-4不同曝气时间的COD值及COD去除率反应时间（h）COD值（mg/l）测量值平均值COD去除率（%）原水450.8430.9453.9445.2------0.5300.6286.2285.3290.734.71.0250.9261.8237.6250.143.82.0211.8230.1222.0221.350.33.0160.5179.6170.5170.261.84.0122.1135.4102.8120.173.05.085.276.670.777.582.66.049.540.345.845.289.8注：前三个COD值为测量值，后一个值为前三个的平均值。图4-7COD降解曲线图37n图4-8反应时间对COD去除率的影响4.2.2实验现象及解释由以上数据及图表可以看出：在进水COD值在400～500mg/l之间,pH值为6～8时，好氧曝气之前先进行一段时间（2小时）的厌氧搅拌过程，反应时间为6小时的时候，COD去除率为89.8%；而前三个采用只曝气不搅拌的运行程序时，曝气时间为6小时的时候，COD去除率分别为87.1%、85.4%和86.0%。这说明适量的搅拌过程有助于大分子有机物的好氧降解，有利于有机物的去除，从而提高出水水质，提高处理效果。但搅拌时间也不宜过长，因为那样不仅会延长运行周期时间，而且时间太长也会抑制好氧生物的生长[17]。37n第5章结论与展望5.1结论本次毕业设计的题目是《SBR工艺处理生活废水的研究》，我们主要研究了pH值为6～8时，不同运行条件下COD的去除规律，通过在不同的曝气时间及搅拌时间下做实验，我们得出如下结论：1SBR工艺能有效去除生活废水中的有机物，当进水COD为400～500mg/L，pH值为6～8时，在适当运行条件下，通常可使COD去除率达到89.8%。2SBR工艺中，影响COD去除的因素主要为曝气时间、搅拌时间和沉淀时间。3SBR工艺中，通常是在最初较短的曝气时间内，COD降解较快，去除率提升的也快，在曝气半小时时，可去除废水中大于30%的COD，曝气2小时时，可去除废水中大于55%的COD。4本次实验得出SBR工艺处理生活废水的最佳运行参数为：进水（瞬时）→厌氧搅拌（2小时）→曝气（4小时）→沉淀（1小时）→出水（排泥），周期时间为7小时。总的说来，对于生活废水的处理来说，SBR法是一种很好的生物处理方法，值得我们进一步的研究和利用。鉴于本次毕业设计时间、本人能力及实验条件有限，实验结论的不足之处，敬请广大读者不吝赐教。5.2展望37n综上所述，SBR法具有许多优点，它适应了当代污水处理所要求的简易、高效、节能与多功能的发展趋势，是一种非常适合我国国情的污水处理工艺，可广泛用于中小城镇污水及有机工业废水处理中。近年来，在拓展SBR工艺应用范围方面已进行了大量的研究，出现了许多新工艺和新方法。PAV-SBR。PAV-SBR工艺，即向SBR系统中投加活性炭等介质，不仅可以增加污泥的密度，改善污沉降性能，而且可以增大污泥的比表面积，提高对基质的吸附作用，进一步改善出水水质。两段SBR法。两段SBR工艺是由两个相同的SBR串联构成的。彭永臻研究该工艺处理石油化工废水。两段SBR与传统的SBR相比，在两段SBR中能分别培养出适宜降解石油废水中的两种主要有机物的微生物群体，从而可以克服传统SBR法中产生的负效应，大大提高了处理效率。由此说明两段SBR兼有普通SBR法和AB法的优点。改良型SBR工艺（MSBR）。MSBR系统实质上是由A2/O工艺和SBR系统串联而成，具有生物除磷脱氮功能，可以连续进水，连续出水，与传统的SBR工艺有着很大的区别。MSBR工艺为各种微生物生长繁殖创造了最佳的环境条件和水力条件，使有机物的降解，氨氮的硝化、反硝化等生物过程一直处于高效反应状态，提高了降解效率。整个系统采用组合式连体结构，减少了占地面积，降低了运行费用，易于实现计算机控制[18]。相信在不久的将来，以SBR工艺为主体的污水生物处理方法会取得令人鼓舞的结果。37n致谢本次毕业设计是在黄超教授的悉心指导下完成的。从论文选题、课题研究到论文撰写无不凝聚着老师的心血和汗水，实验过程中得到了老师无尽的关怀、帮助和教诲，给我诸多启示，使实验得以顺利完成。同时，黄老师渊博的学识、严谨求实的治学态度，尤其是老师严于律己、宽以待人的崇高品质深深地感染了我，使我终身受益。藉此论文完成之际，谨对黄老师致以最衷心的感谢！在此，我也要向所有帮助和指导本人完成课题的老师和同学们一并致以诚挚的感谢！37n参考文献[1]顾润南．我国城市生活污水处理方法述评．环境保护，2001（9）：46～47[2]林玉娣，马玉林．我国城市污水综合处理及其评估指标．江苏预防医学，2001（2）：82～83[3]陈永祥，程晓如，邵青．SBR处理城市生活污水的试验研究．环境科学与技术，2001，98（6）：15～17[4]肖锦．城市污水处理及回用技术．北京：化学工业出版社，2002[5]邓洪权，杨平，潘永亮．废水生物处理技术研究进展．重庆环境科学，2000，（6）：46～49[6]唐受印，汪大翚等．废水处理工程．北京：化学工业出版社，1998[7]王凯军，贾立敏．城市污水生物处理新技术开发与应用．北京：化学工业出版社，2001[8]冯生华．城市中小型污水处理厂的建设与管理．北京：化学工业出版社，2001[9]张林生．环境工程专业毕业设计指南．北京：中国水利水电出版社，2002[10]高廷耀，顾国维．水污染控制工程（下册）．北京：高等教育出版社，1999[11]张统等．间歇式活性污泥法污水处理技术及工程实例．北京：化学工业出版社，2002[12]任立斌．一种新型水处理方法——SBR法．北京轻工业学院学报，1998（2）：11～15[13]桑连海，韩相奎，杨洁．SBR法特性研究及其发展趋势．吉林建筑工程学院学报，2002（1）：34～38[14]李颖．SBR法在水污染治理中的应用．北京建筑工程学院学报，2002（1）：8～12[15]杨云龙，陈启斌．SBR工艺的现状与发展．工业用水与废水，2002（2）：1～3[16]何佺，陈迎，郑艳．SBR法处理城市生活污水的工艺实验研究．医药工程设计杂志，2002，23（1）：43～45[17]魏晓安，汤克敏．SBR法新运行模式的研究．工程建设与设计，2000，162（4）：49～51[18]赵丽珍，缪应祺．SBR技术的研究及进展．江苏理工大学学报（自然科学版），2001（3）：58～6137n37n内部资料，请勿外传！9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmY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