20000吨每天城市污水处理厂设计计算_secret
城市污水厂设计 某区2万m3d 污水处理厂设计24页
前言 (3)设计任务书 (3)一．设计任务 (3)二．任务的提出及目的要求 (3)（一）任务的提出及目的： (3)（二）要求 (3)三．设计基础资料 (4)（一）水质 (4)（二）水量 (4)（三）设计需要使用的有关法规、标准、设计规范和资料 (4)第一章环境条件 (5)一、厂区地形 (5)第二章设计资料的确定及污水、污泥处理工艺的选择 (5)2.1 设计流量的确定 (5)2.1 污水的水质及其处理要示 (5)2.3 工艺流程的比较选择 (6)2.4 污泥处理工艺方案 (7)第三章污水处理厂工艺设计及计算 (9)第一节格栅及集水池 (9)3.1.1 粗格栅 (9)3.1.2集水池计算： (10)第二节细格栅 (11)第三节曝气气沉砂池 (12)第四节倒置A2/O (13)第五节二沉池 (16)第六节集泥井 (17)第七节加氯消毒池 (17)第四章高程计算 (19)第五章恶臭气体的控制与治理 (21)第一节恶臭气体的组成 (21)第二节恶臭气体主要产生源 (21)第三节恶臭气体的主要控制技术 (21)第四节恶臭气体的治理 (22)主要参考资料 (33)前言设计任务书一．设计任务某区2万m3/d 污水处理厂设计二．任务的提出及目的要求（一）任务的提出及目的：随着经济飞速发展，人民生活水平的提高，对生态环境的要求日益提高，要求越来越多的污水处理后达标排放。
在全国乃至世界范围内，正在兴建及待建的污水厂也日益增多。
根据日处理污水量将污水处理厂分为大、中、小三种规模：日处理量大于10 万m3 为大型处理厂，1-10m3 万为中型污水处理厂，小于1 万m3 的为小型污水处理厂。
通过城市大型污水处理厂工艺的选择、设计，培养环境工程专业学生利用所学到的水污染控制理论，系统的掌握污水处理方案比较、优化，各主要构筑物结构设计与参数计算，主要设备造型包括格栅、提升泵、鼓风机、污泥脱水机、砂水分离器、刮泥机、搅拌器、加药设备、消毒设备等，以及平面布置和高程计算。
城市污水厂设计 某区2万m3d 污水处理厂设计
城市污水厂设计某区2万m3d 污水处理厂设计前言 (3)设计任务书 (3)一．设计任务 (3)二．任务的提出及目的要求 (3)（一）任务的提出及目的： (3)（二）要求 (3)三．设计基础资料 (4)（一）水质 (4)（二）水量 (4)（三）设计需要使用的有关法规、标准、设计规范和资料 (4)第一章环境条件 (5)一、厂区地形 (5)第二章设计资料的确定及污水、污泥处理工艺的选择 (5)2.1 设计流量的确定 (5)2.1 污水的水质及其处理要示 (5)2.3 工艺流程的比较选择 (6)2.4 污泥处理工艺方案 (7)第三章污水处理厂工艺设计及计算 (9)第一节格栅及集水池 (9)3.1.1 粗格栅 (9)3.1.2集水池计算： (11)第二节细格栅 (12)第三节曝气气沉砂池 (14)第四节倒置A2/O (16)第五节二沉池 (20)第六节集泥井 (22)第七节加氯消毒池 (23)第四章高程计算 (25)第五章恶臭气体的控制与治理 (27)第一节恶臭气体的组成 (27)第二节恶臭气体主要产生源 (27)第三节恶臭气体的主要控制技术 (27)第四节恶臭气体的治理 (28)主要参考资料 (33)前言设计任务书一．设计任务某区2万m3/d 污水处理厂设计二．任务的提出及目的要求（一）任务的提出及目的：随着经济飞速发展，人民生活水平的提高，对生态环境的要求日益提高，要求越来越多的污水处理后达标排放。
在全国乃至世界范围内，正在兴建及待建的污水厂也日益增多。
根据日处理污水量将污水处理厂分为大、中、小三种规模：日处理量大于10 万m3 为大型处理厂，1-10m3 万为中型污水处理厂，小于1 万m3 的为小型污水处理厂。
通过城市大型污水处理厂工艺的选择、设计，培养环境工程专业学生利用所学到的水污染控制理论，系统的掌握污水处理方案比较、优化，各主要构筑物结构设计与参数计算，主要设备造型包括格栅、提升泵、鼓风机、污泥脱水机、砂水分离器、刮泥机、搅拌器、加药设备、消毒设备等，以及平面布置和高程计算。
20000m3d城市污水处理厂综合设计(含11个CAD作图图纸)--优秀毕业设计
本设计污水处理厂综合设计包括15个图纸，十分全面，具体详见报告后附图。
本报告附图全面详细。
图纸内容如下：A2O池，初沉池，幅流式二沉池，隔栅，工艺简单图，工艺流程图（高程图），回转耙式格栅除污机图，平面布置图，污泥浓缩池，厌氧消化池，钟式沉砂池等。
全为CAD制图。
下载后复制放大或打印可看清！题目20000m3/d城市污水处理厂综合设计专业: 环境工程年级: 2005级学号: 3105001286姓名: 莫笑伟指导教师:2008年12 月摘要我国水体污染主要来自两方面，一是工业发展超标排放工业废水，二是城市化中由于城市污水排放和集中处理设施严重缺乏，大量生活污水未经处理直接进入水体造成环境污染。
工业废水近年来经过治理虽有所减少，但城市生活污水有增无减，占水质污染的51%以上。
我国水体污染主要来自两方面，一是工业发展超标排放工业废水，二是城市化中由于城市污水排放和集中处理设施严重缺乏，大量生活污水未经处理直接进入水体造成环境污染。
工业废水近年来经过治理虽有所减少，但城市生活污水有增无减，占水质污染的51%以上。
本设计要求处理水量为20000m3/d的城市生活污水，设计方案针对已运行稳定有效的A2/O活性污泥法工艺处理城市生活污水。
A2O工艺由于不同环境条件，不同功能的微）能生物群落的有机配合，加之厌氧、缺氧条件下，部分不可生物降解的有机物（CODNB被开环或断链，使得N、P、有机碳被同时去除，并提高对COD的去除效果。
它可以同NB－－时完成有机物的去除，硝化脱氮、磷的过量摄取而被去除等功能，脱氮的前提是NH3N应完全硝化，好氧池能完成这一功能，缺氧池则完成脱氮功能。
厌氧池和好氧池联合完成除磷功能。
关键词：城市生活污水，活性污泥，A2/O目录摘要 (III)目录 (IV)第一章设计概述 ······································································- 7 -1设计任务 ······································································- 7 - 2设计原则 ······································································- 7 - 3设计依据 ······································································- 8 - 第二章工艺流程及说明 ·····························································- 8 -1工艺方案分析 ································································- 8 - 2工艺流程 ······································································- 9 - 3流程各结构介绍 ·····························································- 9 -3.1格栅······························································································· - 9 -3.2沉砂池··························································································- 10 -3.3初沉池··························································································- 10 -3.4生物化反应池··············································································- 10 -3.5二沉池··························································································- 12 -3.6浓缩池··························································································- 12 - 第三章构筑物设计计算 ··························································· - 12 -1格栅 ·········································································· - 12 -1.1设计说明······················································································- 12 -1.2设计计算······················································································- 13 -2沉砂池 ······································································· - 16 -2.1设计说明······················································································- 16 - 3初沉池 ······································································· - 17 -3.1设计说明······················································································- 17 -3.2设计计算······················································································- 17 - 4生化池 ······································································· - 19 -4.1设计说明······················································································- 19 -4.2设计计算······················································································- 19 - 5二沉池 ······································································· - 26 -5.1设计说明······················································································- 26 -5.2设计计算······················································································- 26 - 6液氯消毒 ···································································· - 29 -6.1设计说明······················································································- 29 -6.2设计计算······················································································- 29 - 7污泥浓缩池 ································································· - 30 -7.1设计说明······················································································- 30 -7.2设计计算······················································································- 30 -8 污泥消化池 ································································· - 31 -8.1设计说明······················································································- 31 -8.2设计计算······················································································- 32 - 9浓缩污泥提升泵房 ························································ - 38 -9.1设计选型······················································································- 38 -9.2提升泵房······················································································- 38 -9.3污泥回流泵站··············································································- 38 -10污泥脱水间 ······························································· - 39 -10.1设计说明······················································································- 39 -11鼓风机房 ·································································· - 39 - 12恶臭处理系统 ···························································· - 39 -12.1设计说明······················································································- 39 -12.2设计计算······················································································- 39 -12.3风机选型······················································································- 40 - 第四章污水处理厂总体布置 ····················································· - 41 -1总平面布置 ································································· - 41 -1.1总平面布置原则··········································································- 41 -1.2总平面布置结果··········································································- 41 -2高程布置································································································- 42 -2.1高程布置原则··············································································- 42 - 第五章参考文献 ···································································· - 42 -第一章设计概述1设计任务本次课程设计的主要任务是完成某城市污水厂的A2/O工艺设计处理生活污水，处理水量为20000m3/d，按近期规划人口10万人计算（自定）。
城市污水处理厂工艺设计及计算
第三章污水处理厂工艺设计及计算第一节格栅进水中格栅是污水处理厂第一道预处理设施，可往除大尺寸的漂移物或悬浮物，以保卫进水泵的正常运转，并尽量往掉那些不利于后续处理过程的杂物。
拟用回转式固液不离机。
回转式固液不离机运转效果好，该设备由动力装置，机架，清洗机构及电控箱组成，动力装置采纳悬挂式涡轮减速机，结构紧凑，调整维修方便，适用于生活污水预处理。
1.1设计讲明栅条的断面要紧依据过栅流速确定，过栅流速一般为～1.0m/s ，槽内流速/s 左右。
假如流速过大，不仅过栅水头损失增加，还可能将已截留在栅上的栅渣冲过格栅，假如流速过小，栅槽内将发生沉淀。
此外，在选择格栅断面尺寸时，应注重设计过流能力只为格栅生产厂商提供的最大过流能力的80%，以留有余地。
格栅栅条间隙拟定为。
1.2设计流量：Q d =45000m 3/d ≈1875m 3/h=m 3/s=520L/sK zb.最大日流量Q max =K z ·Q d =×1875m 3/h=2625m 3/h=m 3/s设计参数：栅条净间隙为b =栅前流速ν1=/s过栅流速/s 栅前局部长度：格栅倾角δ=60°单位栅渣量：ω1=3栅渣/103m 3污水设计计算：.1确定栅前水深 依据最优水力断面公式221νB Q =计算得： 因此栅前槽宽约。
栅前水深h ≈.2格栅计算讲明：Q max —最大设计流量，m 3/s ；α—格栅倾角，度〔°〕；h —栅前水深，m ；ν—污水的过栅流速，m/s 。
栅条间隙数〔n 〕为ehv Q n αsin max ==)(306.03.0025.060sin 153.0条=⨯⨯︒⨯ 栅槽有效宽度〔B 〕设计采纳ø10圆钢为栅条，即S =。
30025.0)130(01.0)1(⨯+-⨯=+-=bn n S B =1.04(m )通过格栅的水头损失h 2h 0—计算水头损失；g —重力加速度；K —格栅受污物堵塞使水头损失增大的倍数，一般取3；ξ—阻力系数，其数值与格栅栅条的断面几何外形有关，关于圆形断面，3479.1⎪⎭⎫ ⎝⎛⨯=b s ξ因此：栅后槽总高度HH=h+h 1+h 2=0.33+0.3+0.025=(m)〔h 1—栅前渠超高，一般取〕栅槽总长度LL 1—进水渠长，m ；L 2—栅槽与出水渠连接处渐窄局部长度，m ；B 1—进水渠宽，；α1—进水渐宽局部的展开角，一般取20°。
20000m3d城市污水处理厂综合设计(含11个CAD作图图纸)--优秀毕业设计
本设计污水处理厂综合设计包括15个图纸，十分全面，具体详见报告后附图。
本报告附图全面详细。
图纸内容如下：A2O池，初沉池，幅流式二沉池，隔栅，工艺简单图，工艺流程图（高程图），回转耙式格栅除污机图，平面布置图，污泥浓缩池，厌氧消化池，钟式沉砂池等。
全为CAD制图。
下载后复制放大或打印可看清！题目20000m3/d城市污水处理厂综合设计专业: 环境工程年级: 2005级学号: 3105001286姓名: 莫笑伟指导教师:2008年12 月摘要我国水体污染主要来自两方面，一是工业发展超标排放工业废水，二是城市化中由于城市污水排放和集中处理设施严重缺乏，大量生活污水未经处理直接进入水体造成环境污染。
工业废水近年来经过治理虽有所减少，但城市生活污水有增无减，占水质污染的51%以上。
我国水体污染主要来自两方面，一是工业发展超标排放工业废水，二是城市化中由于城市污水排放和集中处理设施严重缺乏，大量生活污水未经处理直接进入水体造成环境污染。
工业废水近年来经过治理虽有所减少，但城市生活污水有增无减，占水质污染的51%以上。
本设计要求处理水量为20000m3/d的城市生活污水，设计方案针对已运行稳定有效的A2/O活性污泥法工艺处理城市生活污水。
A2O工艺由于不同环境条件，不同功能的微）能生物群落的有机配合，加之厌氧、缺氧条件下，部分不可生物降解的有机物（CODNB被开环或断链，使得N、P、有机碳被同时去除，并提高对COD的去除效果。
它可以同NB－－时完成有机物的去除，硝化脱氮、磷的过量摄取而被去除等功能，脱氮的前提是NH3N应完全硝化，好氧池能完成这一功能，缺氧池则完成脱氮功能。
厌氧池和好氧池联合完成除磷功能。
关键词：城市生活污水，活性污泥，A2/O目录摘要 (III)目录 (IV)第一章设计概述 ······································································- 7 -1设计任务 ······································································- 7 - 2设计原则 ······································································- 7 - 3设计依据 ······································································- 8 - 第二章工艺流程及说明 ·····························································- 8 -1工艺方案分析 ································································- 8 - 2工艺流程 ······································································- 9 - 3流程各结构介绍 ·····························································- 9 -3.1格栅······························································································· - 9 -3.2沉砂池··························································································- 10 -3.3初沉池··························································································- 10 -3.4生物化反应池··············································································- 10 -3.5二沉池··························································································- 12 -3.6浓缩池··························································································- 12 - 第三章构筑物设计计算 ··························································· - 12 -1格栅 ·········································································· - 12 -1.1设计说明······················································································- 12 -1.2设计计算······················································································- 13 -2沉砂池 ······································································· - 16 -2.1设计说明······················································································- 16 - 3初沉池 ······································································· - 17 -3.1设计说明······················································································- 17 -3.2设计计算······················································································- 17 - 4生化池 ······································································· - 19 -4.1设计说明······················································································- 19 -4.2设计计算······················································································- 19 - 5二沉池 ······································································· - 26 -5.1设计说明······················································································- 26 -5.2设计计算······················································································- 26 - 6液氯消毒 ···································································· - 29 -6.1设计说明······················································································- 29 -6.2设计计算······················································································- 29 - 7污泥浓缩池 ································································· - 30 -7.1设计说明······················································································- 30 -7.2设计计算······················································································- 30 -8 污泥消化池 ································································· - 31 -8.1设计说明······················································································- 31 -8.2设计计算······················································································- 32 - 9浓缩污泥提升泵房 ························································ - 38 -9.1设计选型······················································································- 38 -9.2提升泵房······················································································- 38 -9.3污泥回流泵站··············································································- 38 -10污泥脱水间 ······························································· - 39 -10.1设计说明······················································································- 39 -11鼓风机房 ·································································· - 39 - 12恶臭处理系统 ···························································· - 39 -12.1设计说明······················································································- 39 -12.2设计计算······················································································- 39 -12.3风机选型······················································································- 40 - 第四章污水处理厂总体布置 ····················································· - 41 -1总平面布置 ································································· - 41 -1.1总平面布置原则··········································································- 41 -1.2总平面布置结果··········································································- 41 -2高程布置································································································- 42 -2.1高程布置原则··············································································- 42 - 第五章参考文献 ···································································· - 42 -第一章设计概述1设计任务本次课程设计的主要任务是完成某城市污水厂的A2/O工艺设计处理生活污水，处理水量为20000m3/d，按近期规划人口10万人计算（自定）。
2万吨污水处理厂工程总概算说明
3万吨污水处理厂工程概预算说明2020年4月目录一、编制说明 (2)1、工程概况 (2)2、编制说明 (2)3、材料价格 (3)4、投资概算的组成 (3)5、工程总投资 (3)6、资金来源及使用 (4)二、成本计算 (4)1、污水处理成本计算 (4)附表：县污水处理厂二期工程概算书一、编制说明1、工程概况1、县污水处理厂二期工程的工程规模为污水厂二期工程建设规模为3.0万m3/d，配套污水管网长度40.525Km。
2、编制依据1、《全国市政工程投资估算指标》HGZ47－20072、《市政工程可行性研究投资估算编制办法》建标[2007]164号3、《建设工程监理收费标准》发改价格[2007]670号4、《建设项目前期工作咨询收费暂行规定》计价格[1999]1283号5、《工程勘察设计收费标准》2002年修订本6、《建设工程环境影响咨询收费标准》计价格[2002]125号7、《招标代理服务收费标准》计价格[2002]1980号8、《建设项目经济评价方法与参数》发改投资[2006]1325号9、《山东省建筑工程消耗量定额》（2003）10、《山东省安装工程消耗量定额》（2003）11、《山东省市政工程消耗量定额》（2003）12、山东省发展和改革委员会关于《县污水处理厂二期工程可行性研究报告的批复》。
13、本工程初步设计文本、图纸和相关的技术资料14、建设单位提供的有关资料15、本院类似工程技术经济指标2、编制说明主要建构筑物按有关图纸和设计说明进行计算，次要构筑物根据山东省建筑工程估算指标以及同类相似工程的指标估算。
建筑工程费用：根据《市政公用工程设计文件编制深度规定》概算书编制深度要求3.3.4条的规定，本工程附属建筑物：V型滤池建筑、变配电室、加氯加药间、鼓风机房、脱水机房等采用类似指标进行估算。
安装工程费：根据《市政公用工程设计文件编制深度规定》概算书编制深度要求3.3.5条的规定，安装工程费参照同类相似工程的指标进行计算；设备价格：设备价格均以询价、厂家报价及同类工程投标价为依据，增加了5%的运杂费。
污水处理厂污水量计算
污水处理厂污水量计算
1.根据人口数量计算
污水处理厂通常根据所服务地区的人口数量来计算污水量。
为了准确计算，需要考虑到人口的日常生活用水和生产活动中产生的废水。
一般来说，每个人每天的用水量在100-200升之间，根据人口数量乘以平均每人每天的用水量即可计算出每天的污水量。
2.根据工业活动计算
如果污水处理厂还要处理工业废水，那么需要根据工业活动来计算污水量。
工业废水的产生量与生产过程中使用的水量以及废水中含有的污染物浓度有关。
因此，需要考虑工业活动的种类和规模，并结合每个工业活动产生的废水特征来确定污水量。
3.直接测量法
对于已经运行的污水处理厂，可以通过直接测量流量来计算污水量。
常见的流量测量方法包括流量计和流速计。
一般来说，流量计适用于较小的流量范围，而流速计适用于较大的流量范围。
测量的过程中需要考虑到流量的波动性，尽可能进行多点采样，然后取平均值。
4.基于水质监测的估算法
根据水质监测数据可以推测出废水量。
通过水质监测数据，可以了解到废水中的各种污染物的浓度。
根据监测数据和流量的关系，可以推测出废水的总量。
这种方法的优点是不需要实时监测流量，但需要较为准确的监测数据，并且只能估算出废水总量，无法估算流量的波动情况。
总结起来，污水处理厂污水量的计算方法有很多种，如根据人口数量、根据工业活动、直接测量法和基于水质监测的估算法。
选择何种计算方法
取决于具体情况，需要考虑到数据的可用性和处理厂的特点。
通过准确计
算污水量，可以为污水处理厂的设计和运行提供重要的依据，确保处理效
果达到预期目标。
城市污水处理厂工艺设计及计算
污水处理厂工艺设计及计算第一节 格栅进水中格栅是污水处理厂第一道预处理设施，可去除大尺寸的漂浮物或悬浮物，以保护进水泵的正常运转，并尽量去掉那些不利于后续处理过程的杂物。
拟用回转式固液分离机。
回转式固液分离机运转效果好，该设备由动力装置，机架，清洗机构及电控箱组成，动力装置采用悬挂式涡轮减速机，结构紧凑，调整维修方便，适用于生活污水预处理。
1.1 设计说明栅条的断面主要根据过栅流速确定，过栅流速一般为0.6～1.0m/s ，槽内流速0.5m/s 左右。
如果流速过大，不仅过栅水头损失增加，还可能将已截留在栅上的栅渣冲过格栅，如果流速过小，栅槽内将发生沉淀。
此外，在选择格栅断面尺寸时，应注意设计过流能力只为格栅生产厂商提供的最大过流能力的80%，以留有余地。
格栅栅条间隙拟定为25.00mm 。
1.2 设计流量：a.日平均流量Q d =45000m 3/d ≈1875m 3/h=0.52m 3/s=520L/sK z 取1.4b. 最大日流量Q max =K z ·Q d =1.4×1875m 3/h=2625m 3/h=0.73m 3/s1.3 设计参数：栅条净间隙为b =25.0mm 栅前流速ν1=0.7m/s过栅流速0.6m/s 栅前部分长度：0.5m格栅倾角δ=60° 单位栅渣量：ω1=0.05m 3栅渣/103m 3污水1.4 设计计算：1.4.1 确定栅前水深 根据最优水力断面公式221νB Q =计算得： m QB 66.07.0153.0221=⨯==ν m B h 33.021== 所以栅前槽宽约0.66m 。
栅前水深h ≈0.33m1.4.2 格栅计算说明： Q max —最大设计流量，m 3/s ； α—格栅倾角，度（°）；h —栅前水深，m ； ν—污水的过栅流速，m/s 。
栅条间隙数（n ）为 ehv Q n αsin max ==)(306.03.0025.060sin 153.0条=⨯⨯︒⨯ 栅槽有效宽度（B ）设计采用ø10圆钢为栅条，即S =0.01m 。
污水处理设计计算
污水处理设计计算一、引言污水处理是指将生活污水、工业废水等经过一系列物理、化学、生物等处理工艺，使其达到排放标准或者可再利用的水质要求的过程。
本文将详细介绍污水处理设计计算的标准格式，包括设计依据、设计参数、设计计算方法等。
二、设计依据1. 国家相关法规和标准：根据《中华人民共和国水污染防治法》、《城镇污水处理厂污染物排放标准》等相关法规和标准进行设计。
2. 工程需求：根据所处地区的人口规模、污水产生量、水质要求等确定设计依据。
三、设计参数1. 污水流量：根据所处地区的人口规模、日均水量、污水产生量等确定污水流量。
2. 污水水质：根据国家相关法规和标准确定污水水质要求，例如化学需氧量（COD）、生化需氧量（BOD）、总氮、总磷等指标。
3. 处理工艺：根据污水水质和处理要求选择合适的处理工艺，如活性污泥法、厌氧消化法、生物膜法等。
四、设计计算方法1. 污水流量计算：根据人口规模、日均水量和污水产生量计算污水流量。
例如，污水流量（Q）= 人口规模（N）×日均水量（D）×污水系数（K）。
2. 污水水质计算：根据污水水质要求，进行化验分析，得到污水中各指标的浓度。
3. 处理工艺选择：根据污水水质和处理要求，选择合适的处理工艺。
4. 设备尺寸计算：根据污水流量和处理工艺，计算各处理单元的设备尺寸，如曝气池容积、沉淀池面积等。
5. 设备数量计算：根据污水流量和处理工艺，计算各处理单元的设备数量，如曝气池数目、沉淀池数目等。
6. 设备运行参数计算：根据处理工艺和设备尺寸，计算各处理单元的运行参数，如曝气池曝气量、曝气池曝气时间等。
五、设计结果根据以上设计计算方法，得到污水处理设计的结果，包括各处理单元的设备尺寸、设备数量和运行参数等。
设计结果应满足国家相关法规和标准的要求，确保污水处理达到排放标准或者可再利用的水质要求。
六、设计注意事项1. 设计过程中应充分考虑工程实际情况，如土地利用、地形地貌、气候条件等。
20000m3d城市污水处理厂综合设计(含11个CAD作图图纸)--优秀毕业设计{修}
本设计污水处理厂综合设计包括15个图纸，十分全面，具体详见报告后附图。
本报告附图全面详细。
图纸内容如下：A2O池，初沉池，幅流式二沉池，隔栅，工艺简单图，工艺流程图（高程图），回转耙式格栅除污机图，平面布置图，污泥浓缩池，厌氧消化池，钟式沉砂池等。
全为CAD制图。
下载后复制放大或打印可看清！题目20000m3/d城市污水处理厂综合设计专业: 环境工程年级: 2005级学号: 3105001286姓名: 莫笑伟指导教师:2008年12 月摘要我国水体污染主要来自两方面，一是工业发展超标排放工业废水，二是城市化中由于城市污水排放和集中处理设施严重缺乏，大量生活污水未经处理直接进入水体造成环境污染。
工业废水近年来经过治理虽有所减少，但城市生活污水有增无减，占水质污染的51%以上。
我国水体污染主要来自两方面，一是工业发展超标排放工业废水，二是城市化中由于城市污水排放和集中处理设施严重缺乏，大量生活污水未经处理直接进入水体造成环境污染。
工业废水近年来经过治理虽有所减少，但城市生活污水有增无减，占水质污染的51%以上。
本设计要求处理水量为20000m3/d的城市生活污水，设计方案针对已运行稳定有效的A2/O活性污泥法工艺处理城市生活污水。
A2O工艺由于不同环境条件，不同功能的微）能生物群落的有机配合，加之厌氧、缺氧条件下，部分不可生物降解的有机物（CODNB被开环或断链，使得N、P、有机碳被同时去除，并提高对COD的去除效果。
它可以同NB－－时完成有机物的去除，硝化脱氮、磷的过量摄取而被去除等功能，脱氮的前提是NH3N应完全硝化，好氧池能完成这一功能，缺氧池则完成脱氮功能。
厌氧池和好氧池联合完成除磷功能。
关键词：城市生活污水，活性污泥，A2/O目录摘要 (III)目录 (IV)第一章设计概述 ······································································- 7 -1设计任务 ······································································- 7 - 2设计原则 ······································································- 7 - 3设计依据 ······································································- 8 - 第二章工艺流程及说明 ·····························································- 8 -1工艺方案分析 ································································- 8 - 2工艺流程 ······································································- 9 - 3流程各结构介绍 ·····························································- 9 -3.1格栅······························································································· - 9 -3.2沉砂池··························································································- 10 -3.3初沉池··························································································- 10 -3.4生物化反应池··············································································- 10 -3.5二沉池··························································································- 12 -3.6浓缩池··························································································- 12 - 第三章构筑物设计计算 ··························································· - 12 -1格栅 ·········································································· - 12 -1.1设计说明······················································································- 12 -1.2设计计算······················································································- 13 -2沉砂池 ······································································· - 16 -2.1设计说明······················································································- 16 - 3初沉池 ······································································· - 17 -3.1设计说明······················································································- 17 -3.2设计计算······················································································- 17 - 4生化池 ······································································· - 19 -4.1设计说明······················································································- 19 -4.2设计计算······················································································- 19 - 5二沉池 ······································································· - 26 -5.1设计说明······················································································- 26 -5.2设计计算······················································································- 26 - 6液氯消毒 ···································································· - 29 -6.1设计说明······················································································- 29 -6.2设计计算······················································································- 29 - 7污泥浓缩池 ································································· - 30 -7.1设计说明······················································································- 30 -7.2设计计算······················································································- 30 -8 污泥消化池 ································································· - 31 -8.1设计说明······················································································- 31 -8.2设计计算······················································································- 32 - 9浓缩污泥提升泵房 ························································ - 38 -9.1设计选型······················································································- 38 -9.2提升泵房······················································································- 38 -9.3污泥回流泵站··············································································- 38 -10污泥脱水间 ······························································· - 39 -10.1设计说明······················································································- 39 -11鼓风机房 ·································································· - 39 - 12恶臭处理系统 ···························································· - 39 -12.1设计说明······················································································- 39 -12.2设计计算······················································································- 39 -12.3风机选型······················································································- 40 - 第四章污水处理厂总体布置 ····················································· - 41 -1总平面布置 ································································· - 41 -1.1总平面布置原则··········································································- 41 -1.2总平面布置结果··········································································- 41 -2高程布置································································································- 42 -2.1高程布置原则··············································································- 42 - 第五章参考文献 ···································································· - 42 -第一章设计概述1设计任务本次课程设计的主要任务是完成某城市污水厂的A2/O工艺设计处理生活污水，处理水量为20000m3/d，按近期规划人口10万人计算（自定）。
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污水厂设计计算书第一章 污水处理构筑物设计计算一、粗格栅1.设计流量Q=20000m 3/d ，选取流量系数K z =1.5则： 最大流量Q max ＝1.5×20000m 3/d=30000m 3/d ＝0.347m 3/s2.栅条的间隙数（n ）设:栅前水深h=0.4m,过栅流速v=0.9m/s,格栅条间隙宽度b=0.02m,格栅倾角α=60°则：栅条间隙数85.449.04.002.060sin 347.0sin 21=⨯⨯︒==bhvQ n α(取n=45)3.栅槽宽度(B)设：栅条宽度s=0.01m则：B=s （n-1）+bn=0.01×（45-1）+0.02×45=1.34m 4.进水渠道渐宽部分长度设：进水渠宽B 1=0.90m,其渐宽部分展开角α1=20°（进水渠道前的流速为0.6m/s ） 则：mB B L 60.020tan 290.034.1tan 2111=︒-=-=α5.栅槽与出水渠道连接处的渐窄部分长度(L 2)mL L 30.0260.0212===6.过格栅的水头损失（h 1）设：栅条断面为矩形断面，所以k 取3 则：mgv k kh h 102.060sin 81.929.0)02.001.0(4.23sin 2234201=︒⨯⨯⨯⨯===αε其中ε=β（s/b ）4/3k —格栅受污物堵塞时水头损失增大倍数，一般为3 h 0--计算水头损失，mε--阻力系数，与栅条断面形状有关，当为矩形断面时形状系数β=2.4将β值代入β与ε关系式即可得到阻力系数ε的值7.栅后槽总高度(H)设：栅前渠道超高h 2=0.3m则：栅前槽总高度H 1=h+h 2=0.4+0.3=0.7m栅后槽总高度H=h+h 1+h 2=0.4+0.102+0.3=0.802m 8.格栅总长度(L)L=L 1+L 2+0.5+1.0+ H 1/tan α=0.6+0.3+0.5+1.0+0.7/tan60°=2.8 9. 每日栅渣量(W)设：单位栅渣量W 1=0.05m 3栅渣/103m 3污水 则：W=Q W 1=05.0105.130000100031max ⨯⨯=⨯⨯-ZKW Q =1.0m 3/d因为W>0.2 m 3/d,所以宜采用机械格栅清渣 10.计算草图：图1-1 粗格栅计算草图二、集水池设计集水池的有效水深为6m,根据设计规范，集水池的容积应大于污水泵5min 的出水量,即:V ＞0.347m 3/s ×5×60=104.1m 3,可将其设计为矩形，其尺寸为3m ×5m ，池高为7m ，则池容为105m 3。
同时为减少滞流和涡流可将集水池的四角设置成内圆角。
并应设置相应的冲洗或清泥设施。
三、细格栅1.设计流量Q=20000m 3/d ，选取流量系数K z =1.5则： 最大流量Q max ＝1.5×20000m 3/d=30000m 3/d ＝0.347m 3/s2.栅条的间隙数（n ）设:栅前水深h=0.4m,过栅流速v=0.9m/s,格栅条间隙宽度b=0.01m,格栅倾角α=60°则：栅条间隙数7.899.04.001.060sin 347.0sin 21=⨯⨯︒==bhvQ nα(取n=90)设计两组格栅，每组格栅间隙数n=90条 3.栅槽宽度(B) 设：栅条宽度s=0.01m则：B 2=s （n-1）+bn=0.01×（45-1）+0.01×45=0.89m 所以总槽宽为0.89×2+0.2＝1.98m （考虑中间隔墙厚0.2m ） 4.进水渠道渐宽部分长度设：进水渠宽B 1=0.90m,其渐宽部分展开角α1=20°（进水渠道前的流速为0.6m/s ） 则：mB L 48.120tan 290.098.1tan 2B 121=︒-=-=α5.栅槽与出水渠道连接处的渐窄部分长度(L 2)mL L 74.0248.1212===6.过格栅的水头损失（h 1）设：栅条断面为矩形断面,所以k 取3 则：mgv k kh h 26.060sin 81.929.0)01.001.0(42.23sin 2234201=︒⨯⨯⨯⨯===αε其中ε=β（s/b ）4/3k —格栅受污物堵塞时水头损失增大倍数，一般为3 h 0--计算水头损失，mε--阻力系数（与栅条断面形状有关，当为矩形断面时形状系数β=2.42），将β值代入β与ε关系式即可得到阻力系数ε的值。
7.栅后槽总高度(H) 设：栅前渠道超高h 2=0.3m则：栅前槽总高度H 1=h+h 2=0.4+0.3=0.7m栅后槽总高度H=h+h 1+h 2=0.4+0.26+0.3=0.96m 8.格栅总长度(L)L=L 1+L 2+0.5+1.0+ H 1/tan α=1.48+0.47+0.5+1.0+0.7/tan60°=3.85m 9.每日栅渣量(W)设：单位栅渣量W 1=0.10m 3栅渣/103m 3污水 则：W=Q W 1=1.0105.130000100031max ⨯⨯=⨯⨯-ZKW Q =2.0m3/d因为W>0.2 m 3/d,所以宜采用机械格栅清渣 10.计算草图如下：图3 细格栅计算草图进水四、沉砂池采用平流式沉砂池 1.沉砂池长度(L) 设：流速v=0.25m/s水力停留时间：t=30s 则：L=vt=0.25×30=7.5m 2.水流断面积(A)设：最大流量Q max =0.347m 3/s （设计1组，分为2格）则：A=Q max /v=0.347/0.25=1.388m 2 3.池总宽度(B)设：n=2格，每格宽取b=1m 则：池总宽B=nb=2×1=2m 4有效水深(h 2)：h 2=A/B=1.388/2=0.69m （介于0.25～1.0m 之间,符合要求） 5.贮砂斗所需容积V 1 设：T=2d 则：35511112.1105.186400230347.01086400mK TXQ V z =⨯⨯⨯⨯=⨯=其中X 1--城市污水沉砂量，一般采用30m 3/106m 3，K z --污水流量总变化系数,取1.56.每个污泥沉砂斗容积（V 0） 设：每一分格有2个沉砂斗 则： V 0= V 1/(2*2)=1.2/4=0.3 m 37.沉砂斗各部分尺寸及容积(V)设：沉砂斗底宽b 1=0.5m ，斗高h d =0.45m ，斗壁与水平面的倾角为55° 则：沉砂斗上口宽：mb h b d 13.15.055tan 45.0260tan 212=+︒⨯=+︒=沉砂斗容积：32221122231.0)5.025.013.1213.12(645.0)222(6mb b b b h V d =⨯+⨯⨯+⨯=++=（略大于V 1=0.3m 3，符合要求） 8.沉砂池高度(H) 采用重力排砂 设：池底坡度为.06 则：坡向沉砂斗长度为：mb L L 26.2213.125.72222=⨯-=-=则：沉泥区高度为h 3=h d +0.06L 2 =0.45+0.06×2.26=0.59m则：池总高度H设：超高h1=0.3m则：H=h 1+h 2+h 3=0.3+0.45+0.59=1.34m 9.验算最小流量时的流速：在最小流量时只用一格工作，即n=1,最小流量即平均流量Q=20000m 3/d=0.232m 3/s则：v min =Q/A=0.232/1.388=0.17m/s沉砂池要求的设计流量在0.15 m/s —0.30 m/s 之间， 符合要求 10.计算草图如下：进水图4 平流式沉砂池计算草图出水五、A/O 池1.有效容积(V)设：日平均时流量为Q=20000m3/d=232L/sBOD 污泥负荷Ns=0.15KgBOD5/(kgMLSS·d) 污泥指数：SVI=150回流污泥浓度：X r =10^6/SVI*r(r=1)=6667mg/L 污泥回流比为：R=100%曝气池内混合污泥浓度：Xr=R/(1+R)×X r =111+×6667=3333.5mg/L则：V=XN QLs 0=197995.333315.05.1)20350(20000=⨯⨯-⨯2.缺氧池与好氧池的体积设：缺氧池与好氧池的体积比为1:3,分两组 则：缺氧池的体积为2475M 3好氧池的体积为7425m 3 设：有效水深为6m 则：缺氧池面积413m 2 好氧池面积1238m 2缺氧池的宽为10m ，每格为5m ，长为42m好氧池的宽为20m ，每格为10m ，长为62m 好氧池长宽比为62/10=6.2，在5-10之间,符合要求 宽深比为10/6=1.7在1-2之间，符合要求3污水停留时间t=QV =19799×24/20000/1.5=15.8A 段停留时间是3.95h ，O 段停留时间是11.85h ，符合要求。
4．剩余污泥量W=aQ 平L r -bVXr+0.5Q 平S r （1）降解BOD 5生成的污泥量W 1=aQ 平L r =0.6×20000(0.35-0.02)=3960kg/d（2）内源呼吸分解泥量Xr=0.75×3333.5=2500mg/L ，（f x =0.75） W 2=bVXr=0.05×19799×2.5=2475kg/d （3）不可生物降解和悬浮物的量W 3=0.5Q 平Sr=0.5×20000×(0.35-0.02)=3300kg/d （4）剩余污泥量为W=W 1-W 2+W 3=3960-2475+3300=4785kg/d5．湿污泥的体积污泥含水率为P=99.2%Q S =)1(1000P W -=)992.01(10004785-=600m 3/d6．污泥龄为θc=XwVXr =14855.219799⨯=33.3>10d(符合要求)7．计算需氧量查得：每去除1kgBOD 5需氧1.0-1.3kg,取1.2kg,去除1kgN 需氧4.6kg 则：碳氧化硝化需氧量1.2×20000×(0.35-0.02)+4.6×0.04×20000=11600kg反硝化1gN 需2.9克BOD 5由于利用污水BOD 作为碳源反硝化会消耗掉一部分的BOD,这一部分需氧为2.9×(0.04－0.01)×20000=1740kg 则：实际需氧量为11600-1740=9860kg/d考虑到安全系数为1.5,利用率为0.09,空气密度为1.201kg/m 3,空气含氧量为23.2%,则理论需氧量为：6009.0232.0201.15.19860⨯⨯⨯⨯⨯=409m 3/min曝气方式采用机械曝气六、二沉池该沉淀池采用中心进水，周边出水的辐流式沉淀池，采用刮泥机进行刮泥。