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某城市污水处理厂毕业设计完整版含图纸

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设计说明书环境条件见设计任务书的设计资料一栏二、处理工艺的选择该城镇污水处理厂主要是用于处理城区生活污水和部分工业废水，且对氮磷的去除有一定要求。

按《城市污水处理和污染防治技术政策》要求推荐，对脱磷脱氮有要求的城市，应采用二级强化处理，如A2 IO工艺，A/0工艺，SBR及其改良工艺，氧化沟工艺，以及水解好氧工艺，生物滤池工艺等。

故该设计应选取二级强化处理。

鉴于SBR 工艺具有以下特点：(1) 工艺流程简单、管理方便、造价低。

S B R 工艺只有一个反应器，不需要二沉池，不需要污泥回流设备，一般情况下也不需要调节池，因此要比传统活性污泥工艺节省基建投资30%以上，而且布置紧凑，节省用地。

由于科技进步，目前自动控制已相当成熟、配套。

这就使得运行管理变得十分方便、灵活，很适合小城市采用。

(2) 处理效果好。

SBR 工艺反应过程是不连续的，是典型的非稳态过程，但在曝气阶段其底物和微生物浓度变化是连续的(尽管是处于完全混合状态中)，随时间的延续而逐渐降低。

反应器内活性污泥处于一种交替的吸附、吸收及生物降解和活化的变化过程之中，因此处理效果好。

(3) 有较好的除磷脱氮效果。

SBR工艺可以很容易地交替实现好氧、缺氧、厌氧的环境，并可以通过改变曝气量、反应时间等方面来创造条件提咼除磷脱氮效率。

(4) 污泥沉降性能好。

SBR工艺具有的特殊运行环境抑制了污泥中丝状菌的生长，减少了污泥膨胀的可能。

同时由于SBR工艺的沉淀阶段是在静止的状态下进行的，因此沉淀效果更好。

(5) SBR工艺独特的运行工况决定了它能很好的适应进水水量、水质波动。

均适用于本设计，故选取SBR工艺作为本设计的水处理工艺。

三、污水厂的主要工艺流程四、设计说明1、格栅和提升泵房设置方式：粗格栅T泵房T细格栅格栅的主要作用是将污水中的大块污物拦截，以免其对后续处理单元的机泵或工艺管线造成损害。

由于直棒式格栅运行可靠，布局简洁，易于安装维护，本工艺选用选择Gf型回转格栅。

粗格栅运行参数：栅前流速0.5m/s ,过栅流速0.8m/s，栅条宽度0.02m,格栅间隙数27,水头损失0.07m,每日栅渣量0.823m3/d ;细格栅运行参数：栅前流速0.5m/s，过栅流速0.8m/s，栅条宽度0.01m，栅前渠道水深0.4m，格栅倾角60°，栅间隙数66,水头损失0.2m ，每日栅渣量31.18m/d 。

对于新建污水处理厂, 工艺管线可以充分优化, 故污水只考虑一次提升。

污水经提升后入曝气沉砂池。

然后自流进入各工艺池,提升泵房采用2 台（1 用1 备）型号为YC300LXL-780-11 的水泵,其主要性能参数为：流量545-900m3/h,扬程9-12m，转速980r/min，效率78%。

配套电机及功率为Y250M-37，叶轮名义直径335mm。

其中细格栅计算草图如下:栅条工作平台2、沉砂池沉砂池主要用于去除污水中粒径大于0.2mn，密度2.65t/m3的砂粒，以保护管道、阀门等设施免受磨损和阻塞。

平流式沉砂池具有构造简单、处理效果好的优点。

故本设计采用平流式沉砂池。

污水经立式污水污物泵提升后经细格栅，进入钟式沉砂池，共两组对称与提升泵房中轴线布置，每组分为两格。

设计参数为：沉砂池长度9m池总宽1.2m,有效水深0.96m,贮砂斗容积0.178m3（每个沉砂斗），斗壁与水平面倾角为600,斗高0.68m，斗部上口宽1.23m。

草图如下:3、SBR反应池本设计中为进水时间1 h ;曝气时间h ;有效反应时间4 h ; 沉淀时间1 h ;滗水时间0.5 h ;除磷厌氧时间0.5 h，一个周期T N=6h，经过预处理的污水由配水井连续不断地进入反应池，反应区内安照“进水、闲置、曝气、沉淀、滗水”程序运行。

本设计米用SB反应池4座，并联运行，运行周期为6h。

单座尺寸为55m*15m*5.5m反应池内最小水深2.9m,滗水高度1.1m,内设微孔曝气头。

采用膜片式微孔曝气器，每个服务面积A f=0.5m2，曝气头个数为1000个；滗水高度1.56m,滗水速度为0.694 m3/s4、污泥泵房污泥泵选三台（两用一备），单泵流量Q>2Q2 = 13.07m3/h。

选用1PN污泥泵Q 7.2 —16nVh , H: 14-12m,功率为3kW4、污泥浓缩池污泥浓缩的目的是使污泥初步脱水、缩小污泥体积。

为后续处理创造条件。

浓缩脱水方法有重力沉降浓缩、上浮浓缩以及其他浓缩方法。

这里使用重力浓缩—辅流式污泥浓缩池。

浓缩后的污泥采用带式压滤机处理污泥，最后产生的干泥运往垃圾焚烧厂处理。

设计参数：设计流量：每座1344.4kg/d ，采用2 座，进泥浓度10g/L，污泥浓缩时间13h，进泥含水率99.0%,出泥含水率96.0%, 池底坡度0.08，坡降0.28m,贮泥时间4h,上部直径9.5m，浓缩池总高4.68m,泥斗容积5.86m3。

5、贮泥池设贮泥池1座，贮泥时间12h，选用1PN污泥泵两台，一用一备，单台流量Q7.2〜16m3/h，扬程H14〜12mH2O，功率3kW。

五、处理构筑物平面布置处理构筑物是污水处理厂的主体建筑物, 应根据各构筑物的功能和水力要求结合当地地形地质条件,确定它们在厂区内的平面布置。

污水处理厂的辅助建筑物有泵房,鼓风机房,办公室等,其建筑面积按具体情况而定,在污水厂内主干道应尽量成环,方便运输,保证30%以上的绿化。

为保证污水处理厂二期扩建工程的实施, 在厂区留有一定面积的扩建空间。

六、高程计算为了降低运行费用和使维护管理，污水在处理构筑物之间的流动以按重力流考虑为宜，厂内高程布置的主要特点是先确定最大构筑物的地面标高，然后根据水头损失，通过水力计算，递推出前后构筑物的各项控制标高。

根据SBR反应池的设计水面标高，推求各污水处理构筑物的水面标高，根据和处理构筑物结构稳定性，确定处理构筑物的设计地面标七、参考资料《水污染控制工程实践教程》彭党聪主编化学工业出版社；《水污染控制工程》下册高廷耀、顾国维主编高等教育出版社；《给水排水工程专业工艺设计》南国英张志刚主编化学工业出版社《环保设备设计与应用》罗辉主编高等教育出版社《给水排水设计手册（第九册）专用机械》第三版上海市政工程设计研究院主编中国建筑工业出版社设计计算书设计流量生活污水量：近期30000*200*10 -3*1.7 =10200 （m3/d ）；远期60000*200*10 -3*1.7=20400 （m3/d ）工业污水量：近期5000*1.3 =7500 （m3/d ）；远期10000*1.3 =13000 （m3/d ）总污水量：近期17700 （m3/d ）；远期33400 （m3/d ）取设计污水量Q =20000 （m3/d ）粗格栅1、主要设计参数栅条宽度：S = 10 mm栅条间隙宽度：b = 20 mm过栅流速：v 二0.8 m/s栅前渠道流速：0.5 m/s栅前渠道水深：h = 0.5 m格栅倾角：a = 60 °数量：1座单位栅渣量：W i =0.07m 3/103m 32、 工艺尺寸（1） 格栅尺寸过栅流量：Q= Q = 20000 m 3/d = 0.2314 m 3/s 栅条间隙数：n Q sin 竺14•空亜26.02 取n=27 bhv 0.02 0.5 0.8有效栅宽：B= S （ n+1）+ bn = 0.01*（27+1）+ 0.02*27 = 0.8 m 进水渠道宽度B 1：要求 B 1*h*v > Qmax取 B 1= 0.6 m（2） 格栅选择选择GH 型回转格栅；* i Q sin 0.2314 sin 60 30.77 m/s 头际过流速度：v bhn 0.02 0.5 27(3) 栅渠尺寸栅渠过水断面S : S Q 0.2314 0463m 2 v 0.5栅槽总长度：H i = h +h 2= 0.5+0.3 = 0.8 ma i 指进水渐宽部分的展开角，一般取20°3、 水头损失格栅断面为锐边矩形断面(B =2.42 )格栅水头损失：2 2,,S 、0.75 V … ，0.01、0.75 0.77. “ c cr hi ( ) sin k 2.42 ( ) sin60 3 0.07m b 2g 0.02 2 9.8 栅后槽总高度：H= h+ m+ h 2 =0.5+0.07+0.3 = 0.87 mh 2 —栅前渠超高，一般取0.3 m4、 栅渣量对于栅条间距b=20.0mm 的中格栅，城市污水中取每单位体积污水拦截污物为W i =0.07m 3/i03m 3,每日栅渣量为 86400 0.23i4 0.07i000 i.7 K z —生活污水流量的总变化系数l i l 2 1.0 1.5 H itg 0.0577 0.029 1.0 0.5 0.8tg20 3.78m其中l i B B i 2 tg 0.8 0.6 2 tg60 0.0577mli 2 0.0577 2 0.029m86400QW i拦截污物量大于0.3m3/d，宜采用机械清栅。

三、细格栅污水由进水泵房提升至细格栅沉砂池，细格栅用于进一步去除污水中较小的颗粒悬浮、漂浮物。

1、主要设计参数3Q= 20000 m/s ，S= 10 mm，b= 10 mm过栅速率：v= 0.8 m/s栅前渠道流速：0.5 m/s栅前渠道水深：0.4 m倾角：a = 60 °数量：1座单位栅渣量：W1 =0.07m3/103m32、工艺尺寸(1) 格栅尺寸栅条间隙数：n Q sin空耳並辽65.04 取n=66 bhv 0.01 0.4 0.8有效栅宽：B= S (n+1) + bn = 0.01* (66+1) + 0.01*66 = 1.31m要求B1*h*v > Qmax取B1= 0.8 m(2) 格栅选择选择GH 型回转格栅;(3) 栅渠尺寸栅槽总长度:H i = h +h 2= 0.4+0.3 = 0.7 ma i —进水渐宽部分的展开角，一般取3、水头损失格栅断面为锐边矩形断面（B =2.42 ） 格栅水头损失：2 2h （S）0'75— sin k 2.42（㈣严 sin 60 3 0.2mb 2g 0.01 2 9.8栅后槽总高度： H= h+ m+ h 2 =0.4+0.2+0.3 = 0.9 mh 2—为栅前渠超高，一般取0.3 m对于栅条间距b=10.0mm 的中格栅，城市污水中取每单位体实际过流速度：vQ sin bhn0.2314 .si n60 0.01 0.4 660.79 m/s栅渠过水断面 S :讐0463m 2L l 1 l 21.0 1.5H i tg0.14 0.07 1.0 0.5073.63mtg20其中l iB i旦空0.14m2 tg 2 tg 6020°积污水拦截污物为W i =0.01m 3/103m 3,每日栅渣量为86400 023141.18 m 3/d 1000 1.7污物的排出采用机械装置：？300螺旋输送机，选用长度I =6.0m 的一台四、平流式沉砂池1、设计参数污水在池内的流速：v 二0.3 m/s ；最大流量时，污水在池内的停留时间t= 45 s ； 有效水深：0.25-1.0 m ，池宽＞0.6 m ； 池底坡度：0.022、计算公式(1) 长度：L= vt= 0.2*45 =9 m (2) 水流断面面积：A Q 0.2314 1.157m 2v 0.2(3) 池总宽B :设格数n= 2,每格宽0.6 m ,贝S B= 1.2 m(4) 有效水深：h 2 - 1157 0.96m B 1.2(5) 贮砂斗所需容积86400QW i 1000K z86400 QXT K z 10686400 0.2314 30 2630.71m 3水）；T —排砂时间间隔，这里T= 2 d ;设每一个有两个沉砂斗:(6) 贮砂斗各部分尺寸b 2为b 2 b 1 J 050.5 1.23m tg 60tg 60贮砂斗的容积V i 为1 _______________ 1M - h 3(S S 2 . S S 2) - 0.5 (0.25 1.51 0.78) 0.42m 2 3 3S 1、S 2 —分别为贮砂斗上口和下口的面积(7) 贮砂室的高度h 3：设采用重力排砂，池底坡度i= 6%，坡向砂斗，则I*h 3 h 30.06 I 2h 30.06 ---------------29 2 1.23 0.50.5 0.06 0.68m2(8) 池总高hh= h 1+h 2+h 3 = 0.3+0.96+0.68 =1.94 m (9) 核算最小流速V min0.2314 303Q A 0.2314 1.157 n20.134m 3/s3、沉砂量V 071 40.178m 3设斗的截面为正方形，取贮砂斗高h3‘ = 0.5 m ，底宽 b i = 0.5 m ，斗壁与水平面的倾角为60°，则贮砂斗上口宽Q W K z 106五、SBR 反应池1、硝化所需要的最低好氧污泥龄0 S,N (d)S,N 丄 1.013(15 T) f s- 2.0 4.26d 0.47卩一 硝化细菌比生长速率(d-1),t 二15 C 时,尸0.47 d-1f s —安全系数，取f s = 2.0。

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某城镇污水处理厂毕业答辩

某城镇污水处理厂毕业答辩


工艺 普通活性污泥法
氧化沟
优点
缺点
推广年限长，具有成熟的 运行经验，处理效果可靠， 如设计合理，运行得当， 出水BOD5可10~20mg/L
工艺路线长，工艺构筑物 及设备多而复杂，运行管 理困难，运行费用高。
采用低负荷延时曝气方式，
曝气效果好，处理效果好， 不但可以达到95%以上的 BOD去除率，还可以达到 部分脱氮除磷的目的
贮泥池
L5×B3×H5.3
2座
污泥消化池（一级） DN19×H17.5
污泥消化池（二级）
DN19
贮气柜
DN12.4×H8.27
2座 一座 2座
污泥脱水
5台
事故干化场
主要设备 竖流式浓缩池 矩形贮泥池 固定盖式消化池 固定盖式消化池
低压浮盖式贮气柜 带式压滤机
5 泵站设计
采用自灌式泵房，采用集水池与机器间合建，泵房运用半地 下式。
7 污水处理厂高程布置
污水处理厂污水处理高程布置的主要任务是：确定各构 筑物和泵房的标高，确定处理构筑物之间连接管(渠)的尺 寸及其标高，保证污水处理厂的正常运行。污水高程计
编号算表
名称
上游水面标高 下游水面标高 构筑物水面标高
1
出水口至计量堰
2
计量堰
3
计量堰到消毒池
4
消毒接触池
140.5 140.9 141.004 141.3
上游水面标高 142.260 141.860 141.145 142.490 142.400 141.200 141.096
146.031 144.831 144.571 143.371 142.851 142.900 142.500
下游水面标高 141.860 141.145 142.490 142.400 142.200 141.096 141.031
某城市污水处理厂工艺设计(6万m3)

某城市污水处理厂工艺设计(6万m3)

摘要城市污水处理厂是现代城市发展和水资源保护不可缺少的组成部分。

本课题是设计一座日处理量为 6万m3的城市生活污水处理厂。

其核心处理工艺选用的是卡鲁塞尔氧化沟工艺流程。

污水在氧化沟中经曝气设备的搅动与活性污泥充分接触后，大部分的污染物被除去。

最后出水达到国家的有关排放标准。

本文设计介绍了该工艺的特点，并有相关的城市污水处理厂的工艺设计过程。

关键词：污水处理厂工艺设计氧化沟工艺污泥处理AbstractThe city sewage treatment plant is essential constituent of the modern urban development and the water resources conservation. This topic designs a city life sewage treatment plant which can treat 60,000 m3 sewage one day. Its core processing craft selects the Carrousel oxidation ditch technicalprocess. Sewage in oxidation ditch after aerator mixing and active sludgefull contact, most of pollutants of which are removed. Last, the water leakage achieved the country related discharges standard. This article introduceds the characteristic of this craft and supplies the correlated process of the city sewage treatment plant.Key words:Sewage treatment plant Technological design Oxidation ditch craft Sludge processing目录第一章设计概述............................................. - 4 -1.1城市生活污水处理现状及发展.................................................................... - 4 -1.1.1 目前存在的问题................................................................................ - 4 -1.1.2 今后的发展趋势................................................................................ - 5 -1.2 毕业设计任务的主要内容（含主要技术参）..................... - 5 -1.2.1 污水处理厂服务范围及建设规模.................................................. - 5 -1.2.2 污水处理厂进水水质...................................................................... - 5 -1.2.3 污水处理厂出水水质...................................................................... - 6 -1.2.4 污水处理厂厂区概况...................................................................... - 6 -1.3 毕业设计应完成的工作（含图纸数量）................................................. - 7 -1.3.1 毕业设计最终成果.......................................................................... - 7 -1.3.2 要求.................................................................................................. - 7 -1.3 设计目的..................................................................................................... - 7 -第二章工艺流程确定............................................ - 9 -2.1 设计原则....................................................................................................... - 9 -2.1.1 设计原则............................................................................................ - 9 -2.1.2 设计依据............................................................................................ - 9 -2.2 适合中小型污水处理厂的脱氮除磷工艺............................................... - 10 -2.2.1 处理工艺大方案的比选................................................................ - 10 -2.2.2 处理工艺小方案的比选................................................................ - 16 -2.2.3 处理工艺流程................................................................................ - 19 -第三章处理系统构筑物计算..................................... - 25 -3.1 进水井....................................................................................................... - 25 -3.2 粗格栅....................................................................................................... - 25 -3.3 提升泵房................................................................................................... - 29 -3.4 细格栅....................................................................................................... - 30 -3.5 曝气沉砂池............................................................................................... - 34 -3.6 厌氧池......................................................................................................... - 38 -3.7 卡鲁塞尔氧化沟......................................................................................... - 39 -3.8 二沉池....................................................................................................... - 49 -3.9 接触池....................................................................................................... - 56 -3.10 计量槽..................................................................................................... - 58 -3.11 污泥泵房................................................................................................... - 58 -3.12 污泥浓缩池............................................................................................. - 60 -3.13 储泥池..................................................................................................... - 62 -3.14 污泥脱水间............................................................................................. - 63 -第四章水头损失确定........................................... - 65 -4.1 废水处理水的高程布置计算..................................................................... - 65 -4.1.1 管段选择及沿程损失的计算.......................................................... - 65 -4.1.2 污水管的弯头处局部损失的计算.................................................. - 67 -4.1.3 流过构筑物时水头损失的确定...................................................... - 68 -4.1.4 总水头损失...................................................................................... - 68 -4.2 污泥高程的计算......................................................................................... - 68 -第五章污水处理厂总体布置...................................... - 69 -5.1 污水厂厂址选择......................................................................................... - 69 -5.1.1 遵循原则.......................................................................................... - 69 -5.2 污水厂平面布置......................................................................................... - 70 -5.2.1 污水处理厂平面布置原则.............................................................. - 70 -5.3 污水厂的高程布置..................................................................................... - 71 -第六章劳动定员............................................... - 72 -6.1 生产组织..................................................................................................... - 72 -6.2 劳动定员..................................................................................................... - 72 -6.3 人员培训..................................................................................................... - 72 -第七章工程技术经济分析........................................ - 73 -7.1 土建费用及主要设备材料费用................................................................. - 73 -7.1.1 土建费用造价列表.......................................................................... - 73 -7.1.2 主要设备清单.................................................................................. - 73 -7.1.3 直接投资费用.................................................................................. - 74 -7.2 运行费用计算............................................................................................. - 74 -7.2.1 成本估算.......................................................................................... - 74 -7.2.2 运行费用.......................................................................................... - 75 -7.2.3 工资福利开支.................................................................................. - 75 -7.2.4 生产用水水费开支.......................................................................... - 75 -7.2.5 运费.................................................................................................. - 76 -7.2.6 维护维修费...................................................................................... - 76 -7.2.7 管理费用.......................................................................................... - 76 -7.2.8 运行成本核算.................................................................................. - 76 -第八章环境保护、建筑防火和职业安全防护....................... - 77 -8.1 环境保护..................................................................................................... - 77 -8.1. 污水............................................................................................................ - 77 -8.2 厂区绿化..................................................................................................... - 77 -8.3 建筑防火..................................................................................................... - 77 -8.4 职业安全防护............................................................................................. - 78 -参考文献（References）......................................... - 78 -致谢- 80 -第一章设计概述1.1城市生活污水处理现状及发展世界任何国家的经济发展，都会推进社会进步、促进工农业生产能力得到提高，使人民生活得到进一步改善，但是也随之带来不同程序的环境污染。

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

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）。

污水处理厂毕业设计(包含CAD大图)

污水处理厂毕业设计(包含CAD大图)

目录引言................................................. 错误!未定义书签。

1 设计任务及概况 (6)1.1设计任务及依据 (6)1.1.1 设计任务 (6)1.1.2 设计依据及原则 (6)1.1.3设计围 (7)1.2设计水量及水质 (7)1.2.1设计水量 (7)1.2.2设计水质 (7)1.3.3设计人口 (7)2 工艺设计方案的确定 (8)2.1方案确定的原则 (8)2.2污水处理工艺流程的确定 (8)2.2.1厂址及地形资料 (8)2.2.2气象及水文资料 (9)2.2.3可行性方案的确定 (9)2.2.4工艺流程方案的确定 (10)2.2.5污泥处理工艺流程 (12)2.3主要构筑物的选择 (12)2.3.1格栅 (12)2.3.2泵房 (13)2.3.3沉砂池 (13)2.3.4初沉池、二沉池 (14)2.3.5曝气池 (14)2.3.6接触池 (15)2.3.7计量槽 (16)2.3.8浓缩池 (16)2.3.9消化池 (16)2.3.10污泥脱水 (17)3污水处理系统工艺设计 (17)3.1格栅的计算 (17)3.1.1粗格栅 (17)3.1.2格栅的计算 (18)3.1.3选型 (21)3.2泵房 (21)3.2.1泵房的选择 (21)3.2.2泵的选择及集水池的计算 (21)3.2.3扬程估算 (22)3.3细格栅 (22)3.3.1细格栅的计算： (22)3.3.2格栅的计算 (23)3.3.3选型 (25)3.4沉砂池的计算 (26)3.4.1池体计算 (26)3.4.2沉砂室尺寸计算 (27)3.4.3排砂 (29)3.4.4出水水质 (30)3.5初沉池 (30)3.5.1池体尺寸计算 (30)3.5.2中心管计算 (33)3.5.3出水堰的计算 (34)3.5.4集配水井计算 (35)3.5.5出水水质 (35)3.5.6选型 (36)3.6曝气池 (36)3.6.1池体计算 (36)3.6.2曝气系统设计与计算 (39)3.6.3供气量 (40)3.6.4空气管道系统计算 (43)3.6.5空压机的选择 (46)3.6.6污泥回流系统 (46)3.7二沉池 (47)3.7.1池体尺寸计算 (47)3.7.2中心管计算 (50)3.7.3出水堰的计算 (51)3.7.4集配水井计算 (51)3.7.5出水水质 (53)3.7.6选型 (53)3.8接触池 (53)3.8.1接触池尺寸计算 (53)3.8.2加氯间 (54)3.9计量槽 (55)4 污泥的处理与处置 (55)4.1污泥浓缩池 (55)4.2污泥消化池 (59)4.2.1 一级消化池池体部分计算 (59)4.2.2 一级消化池池体各部分表面积计算 (61)4.2.3二级消化池 (62)4.3贮气柜 (62)4.4污泥控制室 (63)4.4.1污泥投配泵的选择 (63)4.4.2污泥循环泵 (64)4.4.3污泥控制室布局 (65)4.5脱水机房 (65)4.5.1采用带式压滤机除水 (65)4.5.2选型 (66)4.6事故干化场 (66)4.7压缩机房 (67)5 污水处理厂总体布置 (67)5.1平面布置 (67)5.1.1平面布置的一般原则 (67)5.1.2 平面布置 (67)5.2污水处理厂高程布置 (68)5.2.1高程布置原则 (68)5.2.2污水污泥处理系统高程布置 (69)总结 (70)参考文献 (72)致 ................................................... 错误!未定义书签。