阜新市城市污水生物接触氧化法-深度处理工艺设计.doc

中文题目：阜新市城市污水生物接触氧化法+深度
处理工艺设计
外文题目：Fuxin City Sewage Biological Contact Oxidation + Advanced Treatment Process Design

毕业设计（论文）共69页（其中外文文献共15页） 图纸共5张
完成日期：2015年6月5日 答辩日期：2015年6月18日

摘要
当今，随着人民生活水平的提高，环境污染日益严重，加强城市生活污水的治理迫在眉睫。现拟建一座阜新市生活污水处理厂，处理规模为60000m3/d。为达到规定的污水排放标准，对比多种工艺后，本设计选用了生物接触氧化法与深度处理相结合的工艺来处理城市污水。该法是现今生活污水处理厂常用的一种工艺。该法流程简单，操作简便，脱氮除磷效果好，省去了污泥回流过程，产泥量少，不易发生污泥膨胀，动力消耗也不高，而且该法对池子的利用率高，节省了基建投资和运行费用。
关键词：城市污水；生物接触氧化；深度处理；污泥处理

I

ABSTRACT
Today, with the improvement of people's living standards,environmental pollution increased,wastewater governance should be strengthened in imminent municipal. Now proposing a sewage treatment plant in Fuxin city, deal with the scale of 60000m3/d.To achieve the required effluent standards,compared to a variety of techniques,Based on the present design，using biological contact oxidation process combined with the depth of processes to deal with municipal sewage.The method is a modern sewage treatment plant processes commonly be used. The method is simple, easy operation,removaling nitrogen and phosphorus well,eliminating sludge return process,producing less sludge,less prone to sludge bulking,and power consumption is not high,and the utilization of the method of the pond is high, saving construction investment and operating costs.
Key words: municipal wastewater; biological contact oxidation; depth of treatment; sludge treatment

目录
前言····························································································1
1 设计概论···················································································2
1.1 设计任务·················································································2
1.2 设计原则·················································································2
1.3 设计依据·················································································2
1.4 阜新市概况及自然条件·······························································3
1.4.1 阜新市概况············································································3
1.4.2 阜新市自然条件······································································3
1.5 设计水量与水质········································································4
1.5.1 设计水量···············································································4
1.5.2 污水水质和净化要求································································4
2 工艺方案的比较和确定·································································5
2.1 污水处理工艺的比较··································································5
2.1.1 A2/O脱氮除磷工艺···································································5
2.1.2 SBR法···················································································5
2.1.3 生物接触氧化法+深度处理························································6
2.2 工艺方案的确定········································································6
3 主要构筑物设计计算····································································8
3.1 格栅·······················································································8
3.1.1 设计说明···············································································8
3.1.2 中格栅 ················································································8
3.1.3 细格栅················································································11
3.2 沉砂池··················································································13
3.2.1 设计说明·············································································13
3.2.2 设计计算·············································································14
3.3 生物接触氧化池······································································17
3.3.1 设计说明·············································································17
3.3.2 设计计算·············································································17
3.4 沉淀池··················································································20
3.4.1 设计说明·············································································20
3.4.2 设计计算·············································································20
3.5 普通快滤池·············································································24
3.5.1 设计说明·············································································24
3.5.2 设计计算·············································································24
3.6 消毒池···················································································30
3.6.1 设计说明·············································································30
3.6.2 消毒剂的投加·······································································31
3.7 污泥浓缩池············································································33
3.7.1 设计说明·············································································33
3.7.2 设计计算·············································································33
3.8 污泥脱水················································································36
3.8.1 设计说明·············································································36
3.8.2 设计计算·············································································36
3.9 集、配水井··············································································37
3.9.1 设计说明·············································································37
3.9.2 设计计算·············································································37
3.10 泵房····················································································38
3.10.1 污水提升泵房······································································38
3.10.2 污泥提升泵房······································································38
4 平面布置··················································································39
4.1 污水处理厂平面布置的原则························································39
4.1.1 处理单元构筑物的平面布置原则···············································39
4.1.2 厂内管线的平面布置原则························································39
4.1.3 辅助建筑物平面布置原则························································40
4.1.4 处理厂内的道路布置和绿化布置原则·········································40
4.2 本设计污水处理厂的平面布置·····················································40
5 高程布置··················································································42
5.1 污水处理厂高程布置原则···························································42
5.2 本污水处理厂高程计算······························································42
6 作业制度和劳动定员···································································46
7 投资估算··················································································47
7.1 估算范围················································································47
7.2 编制依据················································································47
7.3 材料价格················································································47
7.4 项目总投资·············································································47
7.4.1 工程部分总费用····································································47
7.4.2 污水处理成本·······································································49
7.4.3 污水处理厂总预算·································································50
8 施工要求及安全措施···································································51
9 结论························································································52
致谢···························································································53
参考文献·····················································································54
附录A························································································55
附录B························································································63

辽宁工程技术大学毕业设计（论文）
前言
随着我国人民生活水平的提高，因居民用水而产生的生活污水总量也在增加，除此之外，生活污水中所含的污染物质的质和量也在发生变化。生活污水含有大量有机物、病原菌、寄生虫卵和各种无机盐类，其总的特点是含氮、含硫和含磷较高。若是含有这些有害物质的污水直接排放到水体中，不仅会由于氮、磷过量而引起水体富营养化，影响水中鱼类生物的生长和繁殖，也导致藻类和其他微生物出现异常增殖现象，除此之外，还容易危害生态环境，损害人类的身体健康，使人染上各种疾病。
为了减少甚至避免生活污水直接排入水体产生的有害影响，需要在污水排放前进行处理，以去除水中的一部分或所有的污染物质。污水处理厂就是起到这样一个作用，它将城市管网收集的城市污水作为处理厂的进水，然后对进水进行物理的、化学的和生物的处理，去除城市污水中的BOD、COD、氮、磷等有害物质，以达到规定的排放标准[1]。
本设计是在综合考虑阜新市的地理位置和水质条件后，选择合适的位置建造污水处理厂，确定合适的污水处理工艺，并对该污水处理厂进行总体的布置规划，以使该市的城市污水达到规定的排放标准。

1 设计概论
1.1 设计任务
本次毕业设计的主要任务是完成阜新市城市污水生物接触氧化法与深度处理工艺设计。工程设计内容包括：
1. 通过收集资料和工艺比较，确定阜新市污水处理厂的污水处理工艺方案；
2. 进行污水处理厂各构筑物的工艺计算：包括初步设计和设备的选型等，完成一些主要构筑物的平、剖面图；
3. 进行污水处理厂的平面布置、高程设计、污水管道布置、厂区道路及绿化设计，完成污水处理厂的平面设计图纸及高程设计图纸；
4. 进行辅助构筑物(包括泵房、鼓风机房、污泥脱水机房、加药间等)的设计：包括尺寸和层数的确定。
本次设计要求处理生活污水水量60000m3/d，，利用生物接触氧化与深度处理相结合工艺处理该污水处理厂的污水。设计水质：BOD5 290 mg/L，COD 430 mg/L，SS 400 mg/L，TN 60 mg/L，TP 6 mg/L。出水执行GB18918－2002《城镇污水处理厂污染物排放标准》一级标准B。
1.2 设计原则
毕业设计需要依据一定的原则进行，本次毕业设计的原则包括以下几个方面：
1）选择国内外处理城市生活污水技术中先进、成熟、稳定的工艺进行对比和设计；
2）尽量使用较少的土地面积，设备、设施尽量采用埋地式；
3）需要选型的主要设备应采用性能优良的合格产品，配件应选用优质国产标准件；
4）系统尽量实现全自动化管理，运行费用尽量要控制在经济合理的范围内；
5）设计过程中要防止二次污染，而且确保污水处理厂建成后，无异味，无噪音，处理后的水应达到GB18918－2002《城镇污水处理厂污染物排放标准》一级标准B[2]。
1.3 设计依据
《中华人民共和国环境保护法》
《城镇污水处理厂污染物排放标准》 GB18918－2002
《地面水环境质量标准》 GB3838－2002
《室外排水设计规范》 GB50014－2006
《生物接触氧化法设计规程》 CECS128-2001
《污水再生利用工程设计规范》 GB50335－2002
《建筑中水设计规范》 GB503366－2002
《城镇污水处理厂附属建筑和附属设计标准》CJJ31－89
《供配电系统设计规范》 GB50053－94
《建筑设计防火标准》 GBJ16－87
1.4 阜新市概况及自然条件
1.4.1 阜新市概况
阜新市位于辽宁省西部，是沈阳经济区的重要城市之一。它位于东北辽河平原和内蒙古高原的中间过渡区，中轴线交于北纬42°10′和东经122°00′的交点上。阜新市总面积10445平方千米，东西长170千米，南北宽84千米。阜新市全区呈长矩形形状，地势东南低，西北高；东北低，西南高。阜新市辖新邱、海州、太平、细河、清河门五个市辖区与阜新蒙古族自治县、彰武县两个县。
阜新市是土地资源较富庶的地区。土地总面积为15532477.8亩。其中，市辖城区(海州、太平、新邱、清河门区)共224329.9亩，细河区(市郊区)510437亩，彰武县5461661.9亩，阜新蒙古族自治县9336049.2亩。全市人均占有土地8.56亩，居辽宁省之首；人均耕地3.37亩，居全省第二位。阜新市矿藏储量也很丰富，初步探明有38种矿藏，矿产地228处。其中煤的储量较大，资源储量达10亿多吨。石灰石、珍珠岩、膨润土、花岗岩的储量也十分丰富，萤石、硅砂、沸石的储量居辽宁之首，黄金储量尤其可观。
1.4.2 阜新市自然条件
阜新市地处中温带，属亚湿润大陆性季风气候。其主要气候特征是：春季干燥，多大风，有浮尘和风沙；夏季炎热，多降水、多低云、多雷暴；秋季，多晴天；冬季，寒冷多烟，有降雪。历年极端最低气温-27.1℃，极端最高40.9℃。全年中，夏季多云雨，而其它季节以晴天少云为主。
由于“风洞”的地形作用，大风是阜新地区的最显著的天气特点，全年平均有12米/秒以上的大风日数11.6天，最多风向是西南，其次是北、西北。大风主要发生于春季，西南大风平均最大风速出现过30米/秒。
阜新市的年平均降水日数是89.0天(大于0.1毫米或大于2小时)，其中，降雨日大约75.8天，降雪日大约13.2天，平均降水量为484.2毫米，但年际差别较大，多的年份可有803.8毫米，而少的年份只有273.4毫米。
1.5 设计水量与水质
1.5.1 设计水量
本设计主要处理水量为60000m3/d的阜新市城市污水。
即流量Q=6×104m3/d=694.4L/s。
总变化系数=1.31。
最大处理量Qmax=KZQ=7.86×104m3/d=0.91m3/s。
最小处理量Qmin==4.58×104m3/d=0.53m3/s。
1.5.2 污水水质和净化要求
本设计中污水处理厂所处理的污水为阜新市城市污水，主要包括居民用水中的洗浴用水、厨房排水、冲厕排水、以及生活服务设施的排水等。其中洗浴排水和生活服务设施的排水直接送入该污水处理厂，而厨房排水和冲厕排水经过化粪池后再送入该污水处理厂。
该污水处理厂的出水达到标准后直接排放到附近的水体中。
该污水处理厂的进水水质和出水水质见表1-1：
表1-1 污水厂的进水水质和出水水质
Table 1-1 Water quality and water quality wastewater treatment plant
指标
COD
BOD5
SS
TN
TP
pH
进水水质（mg/L）
430
290
400
60
6
6~10
出水水质（mg/L）
≤60
≤20
≤20
≤20
≤1.5

2 工艺方案的比较和确定
2.1 污水处理工艺的比较
城市污水处理厂现用工艺多为活性污泥法、A2/O工艺、SBR工艺、生物接触氧化法与深度处理相结合工艺等。本次设计根据水质要求拟设如下三种方案。
2.1.1 A2/O脱氮除磷工艺
A2/O脱氮除磷工艺（即厌氧-缺氧-好氧活性污泥法，亦称A-A-O工艺），是在20世纪80年代初开创的工艺流程，是传统活性污泥工艺、生物硝化及反硝化工艺和生物除磷工艺的综合，该工艺同时具有脱氮除磷的功能。
生物池通过曝气装置、推进器(厌氧段和缺氧段)及回流渠道的布置分成厌氧段、缺氧段、好氧段。在该工艺流程内，BOD5、SS和以各种形式存在的氮和磷将一一被去除。A2/O生物脱氮除磷系统的活性污泥中，菌群主要由硝化菌和反硝化菌、聚磷菌组成。在好氧段，硝化细菌将入流中的氨氮及有机氮氨化成的氨氮，通过生物硝化作用，转化成硝酸盐；在缺氧段，反硝化细菌将内回流带入的硝酸盐通过生物反硝化作用，转化成氮气逸入到大气中，从而达到脱氮的目的；在厌氧段，聚磷菌释放磷，并吸收低级脂肪酸等易降解的有机物；而在好氧段，聚磷菌超量吸收磷，并通过剩余污泥的排放，将磷除去。
A2/O工艺适用于对氮、磷排放指标有严格要求的城镇污水，其主要特点如下：
1）工艺流程简单，节省基建投资；
2）该工艺在厌氧、缺氧、好氧环境下交替运行，有利于抑制丝状菌的膨胀，改善污泥性能；
3）由于溶氧量的控制不当，易发生污泥膨胀；
4）由于缺氧区位于系统中部，反硝化在碳源上居于不利地位，因而影响了该系统的脱氮效果；由于存在内循环，常规工艺系统所排放的剩余污泥中实际只有一少部分经历了完整的吸磷、释磷过程，其余则基本上未经过厌氧处理就直接由缺氧区进入好氧区，这影响了系统除磷；
5）由于厌氧区居前，回流污泥中的硝酸盐对厌氧区产生不利影响。
2.1.2 SBR法
SBR法是序批式间歇性活性污泥法的简称，此法运行周期分为5个阶段，依次为进水、反应、沉淀、排水和闲置，这些操作都在一个池子中完成，常由四个或三个池子构成一组，轮流运转，一池一池地间歇运行，是近年来在国内外引起广泛重视和研究应用的活性污泥法运行方式。该法主要特点如下：
1） 污泥易沉淀、浓缩和脱水，污泥含磷量高，可达6～10%，适宜于磷的有价回收；
2）占地面积小、造价低；
3）SBR反应器容积利用率较低。SBR反应器的整个运行周期中，除闲置期外，进水期和滗水期的部分池容没有充分利用，反应器的水位并不是始终处于最高水平，使SBR反应器的池容的利用率大大降低；
4）控制设备较复杂，运行维护要求高；
5）与后续处理工段协调困难。常规的三级处理工艺如混凝、过滤、吸附等基本都是连续运行的，这些工艺置于SBR之后，由序批到连续存在水量均衡问题。
6）SBR不宜大规模化。由于SBR单池面积不宜过大，池数量不宜过多，因此SBR不宜用于大型污水处理厂[2,3]。
2.1.3 生物接触氧化法+深度处理
生物接触氧化技术是介于活性污泥法和生物膜法之间的生物处理技术，在填料表面上培养微生物，形成生物膜，通过曝气向微生物供氧，水流过时与填料上的生物膜接触，通过微生物代谢作用降解水中污染物以达到净化的目的。该技术的主要特点包括：
1） 处理效率高。生物接触氧化法不仅兼有活性污泥的特点，而且其单位体积生物的数量比活性污泥法多，生物活性高，底物和产物的传质速度快，因此，处理效率较高，缩小了处理池容积和占地，节省了基建投资；
2） 工艺适用范围广泛。无论污染物的浓度高或浓度低，生物接触氧化法都能适用；
3） 没有污泥膨胀和污泥回流，操作管理简便；
4） 耐冲击，适应性强。由于在填料上生长着大量生物膜，对负荷的变化适应性较强，可保障有稳定的出水水质；
5） 由于填料的存在，增大了氧的传递系数，使动力消耗降低；
6） 污泥产量少[3]。
为了获得更好的出水水质，在生物接触氧化法后选用普通快滤池进行深度处理，以减少污水排入水体从而对水体造成的环境污染效应。
2.2 工艺方案的确定
综合考虑阜新市城市污水水质及污水处理厂运行操作条件，对比以上三种方案，发现生物接触氧化法较A2/O法和SBR法在处理效果上具有一定优势。与A2/O法相比，生物接触氧化法处理效率比A2/O法高，脱氮除磷效果也比A2/O法好，而且生物接触氧化法不易发生污泥膨胀。与SBR法相比，生物接触氧化法较易管理，操作简便，对池子利用率高，能够较好的与后续处理（深度处理）相协调，而且动力消耗也比SBR法低，污泥产量也少。故此，本次设计选用生物接触氧化法与深度处理相结合工艺作为该污水处理厂的工艺。

3 主要构筑物设计计算
3.1 格栅
3.1.1 设计说明
格栅用于截流废水中较大的漂浮物或悬浮物，如纤维物质、碎皮、毛发、果皮、蔬菜、塑料制品等，一般倾斜安装在污水渠道上、泵房集水井的进口处或污水处理厂的顶端。
根据《污水处理厂工艺设计手册》，格栅设计参数及规定如下：
①污水处理厂前的格栅栅条间隙，应符合：（a）粗格栅25~40mm；（b）中格栅16~25mm；（c）细格栅5mm~10mm。
②栅渣量与污水流量、地区的特点、下水道系统的类型以及格栅间隙等因素有关。在无当地运行资料时，可采用：（a）格栅间隙16~25mm，栅渣量为0.10~0.05m3栅渣/103m3污水；（b）格栅间隙30~50mm，栅渣量为0.03~0.01m3栅渣/103m3污水。
③在大型污水处理厂或泵站前的大型格栅（每日栅渣量大于0.2m3），一般宜采用机械清渣。
④机械格栅不宜少于2台，如为1台时，应设人工清除格栅备用。
⑤过栅流速一般采用0.6~1.0m/s。
⑥格栅前渠道内水流速度一般采用0.4~0.9m/s。
⑦格栅倾角一般采用45°~75°。
⑧通过格栅的水头损失一般采用0.08~0.15m。
⑨格栅间应该设置工作台，而且台面应高于栅前的最高设计水位0.5m。工作台上应该有冲洗设施和安全设施。
⑩格栅间内工作台两侧的过道宽度不应小于0.7m。工作台正面的过道宽度：（a）人工清除不应小于0.2m；（b）机械清除不应小于1.5m[2]。
本设计选用中格栅和细格栅组合使用，每种格栅均是两用一备。
3.1.2 中格栅
1）格栅间隙数
（3-1）
式中：——格栅间隙数，个；
Qmax——最大设计流量，m3/s，本设计；
——格栅倾角，一般45°~75°，取=60°；
b ——格栅间隙，m，本设计为中格栅，；
h ——栅前水深，m，取；
——过栅流速，m/s，一般采用0.4~0.9m/s，取。
2） 栅槽宽度
（3-2）
式中：——栅槽宽度，m；
S ——栅条宽度，本设计采用S=10mm=0.01m的栅条；
0.2——栅槽宽度一般比格栅宽0.2~0.3m，取0.2m。
3）通过格栅的水头损失

联立得：
(3-3）

式中：h1——通过格栅的水头损失，m；
——阻力系数，其值与栅条断面形状有关，，本设计栅
条断面选锐边矩形，形状系数；
k——系数，格栅受污物堵塞时水头损失增大倍数，一般采用3；
g——重力加速度，9.81m/s2。
4）栅后槽总高度
（3-4）
式中：——栅后槽总高度，m；
——栅前水深，取0.4m；
——栅前渠道超高，一般采用0.3~0.5m，取0.3m。
5）栅槽总长度
①进水渠道渐宽部分长度
（3-5）
式中：——进水渠道渐宽部分长度，m；
——进水渠宽，取B1=1.4m；
——渐宽部分展开角，取α1=20°。
②栅槽与出水渠道连接处的渐窄部分长度
（3-6）
式中：——栅槽与出水渠道连接处的渐窄部分长度，m；
③栅槽总长度
（3-7）
式中：——栅槽总长度，m；
——栅前渠道深，。
6）每日栅渣量
（3-8）
故宜用机械清渣。
式中：——每日栅渣量，m3/d；
——栅渣量，与格栅间隙有关，格栅间隙16~25mm时，
=0.10~0.05m3/103m3污水；本设计取=0.05m3/103m3污水。
7）格栅选型
本设计选用XHG型回转式格栅[4]，其技术参数如下表3-1：
表3-1 XHG型格栅主要技术参数
Table 3-1 XHG grille main technical parameters
型号
安装角度(°)
栅条间隙(mm)
电机功率(kW)
过栅流速(m·s-1)
XHG-1800
60~85
25
1.1~2.2
1
3.1.3 细格栅
1）格栅间隙数
（3-9）
式中：——格栅间隙数，个；
Qmax——最大设计流量，m3/s，本设计；
——格栅倾角，一般45°~75°，取=6