污水处理站泵房设计
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{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）。
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）。
自来水厂污水处理二泵房成套cad设计图
污水泵站设计
污水泵站课程设计说明书专业：环境工程技术班级：2班姓名：曾经文学号：1135238236指导老师：王昱目录一.水泵的选择...............................................二.工艺设计.......................................................三.泵站内部平面布置及泵房平面尺寸...................................................四.扬程校核...................................................五.污水泵站的其它辅助设备...................................................六 .总结的结束语...................................................水泵与风机专题设计任务书1.污水泵站设计资料污水泵站纳污区服务人口（10、12、15）万人，生活污水量定额为150 L/(人·d)，总变化系数K=1.5。
进水管管底高程为393.00米，管径（800、1000、1200）毫米。
泵站设格栅、集水池、吸水管、泵机组、出水管。
出水管提升后的水面高程为（404.00、406.00、408.00）米，经（380、400、450）米管长至处理构筑物。
泵站选定位置不受附近河道洪水的淹没和冲刷，泵站地坪高程为400.00米。
地质条件为粘砂土，地下水位最高高程为397.50米，最低为396.20米，地下水无侵蚀性，土壤冰冻深度为0.7米。
2.设计内容估算扬程、选择水泵、设计格栅间、设计集水池、设计吸水管和压水管、扬程校核；泵站平面布置和剖面布置（包括机组布置及辅助设施布置）。
3.成果要求成果包括：设计说明书、计算书一份；泵站平面草图（含构筑物尺寸）一张，泵站剖面草图（含构筑物高程）一张。
污水处理构筑物设计计算
污水厂设计计算书第一章 污水处理构筑物设计计算一、泵前中格栅1．设计参数：设计流量Q=5×104m3/d=578.7L/s栅前流速v1=0.7m/s，过栅流速v2=0.9m/s栅条宽度s=0.01m，格栅间隙e=20mm栅前部分长度0.5m，格栅倾角α=60°单位栅渣量ω1=0.05m3栅渣/103m3污水2．设计计算（1）确定格栅前水深，根据最优水力断面公式计算得:栅前槽宽，则栅前水深（2）栅条间隙数(取n=48)（3）栅槽有效宽度B=s（n-1）+en=0.01（48-1）+0.02×48=1.43m （4）进水渠道渐宽部分长度（其中α1为进水渠展开角）（5）栅槽与出水渠道连接处的渐窄部分长度（6）过栅水头损失（h1）因栅条边为矩形截面，取k=3，则其中ε=β（s/e）4/3h0：计算水头损失k：系数，格栅受污物堵塞后，水头损失增加倍数，取k=3ε：阻力系数，与栅条断面形状有关，当为矩形断面时β=2.42（7）栅后槽总高度（H）取栅前渠道超高h2=0.3m，则栅前槽总高度H1=h+h2=0.64+0.3=0.94m栅后槽总高度H=h+h1+h2=0.64+0.103+0.3=1.04（8）格栅总长度L=L1+L2+0.5+1.0+0.77/tanα=0.206+0.103+0.5+1.0+0.77/tan60°=2.35m（9）每日栅渣量ω=Q平均日ω1==1.79m3/d>0.2m3/d所以宜采用机械格栅清渣（10）计算草图如下：▲二、污水提升泵房1.设计参数设计流量：Q=578.7L/s，泵房工程结构按远期流量设计2.泵房设计计算采用氧化沟工艺方案，污水处理系统简单，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。
污水经提升后入旋流沉砂池，然后自流通过厌氧池、氧化沟、二沉池、砂滤池及接触池，最后由出水管道排入神仙沟。
各构筑物的水面标高和池底埋深见高程计算。
(完整版)污水处理厂设计计算书
式中一一格栅槽宽度（m）;
S――每跟格栅条的宽度（m）。
设计中取S=0.01m。
3.进水渠道渐宽部分的长度
式中——进水渠道渐宽部分的长度（m）;
进水明渠宽度（m；
渐宽处角度（°），一般采用10°〜30
设计中=1.27m,=20°，此时进水渠道内的流速为0.67m/s，介于0.4〜0.9m/s之间。
1.格栅间隙数
式中一一格栅栅条间隙数（个）；
3
Q――最大设计流量（m /s）;
――格栅倾角（°）;
b――栅条净间距（m）；
h——栅前水深（m）;
v――过栅流速（m/s）,宜采用0.6〜1.0m/s。
栅前水深：根据水力最优断面公式计算得，0.57=X0.7/2,=1.28m ,/2=0.64m
设计中取=0.64m,0.9m/s,0.02m,60°。
4.出水渠道渐窄部分的长度
式中一一出水渠道渐窄部分的长度（m；
——渐窄处角度（°）,。
设计中=1.27m,=20°。
5.通过格栅的水头损失
式中——水头损失（m；
――格栅条的阻力系数；
――格栅受污染物堵塞时的水头损失增大系数，一般采用=3。
因栅条为矩形截面，取=2.41o
6.栅后明渠总高度
式中 一一栅后明渠总高度（m）;
（三）平面布置67
十七、污水处理厂高程布置68
（一）主要任务68
（二）高程布置的原则68
（三）污水处理构筑物的高程布置68
参考文献72
第一部分污水处理
一、
格栅按照远期规划进行设计。
3
Q=8.16万m/d=944.4L/s
总变化系数=1.2,Qmax=944.4X1.2=1133.28 L/s
有关水泵房设计规范
1.GB50013-2006《室外给水设计规范》6 泵房一般规定工作水泵的型号及台数应根据逐时、逐日和逐季水量变化、水压要求、水质情况、调节水池大小、机组的效率和功率因素等，综合考虑确定。
当供水量变化大且水泵台数较少时，应考虑大小规格搭配，但型号不宜过多，电机的电压宜一致。
水泵的选择应符合节能要求。
当供水水量和水压变化较大时，经过技术经济比较，可采用机组调速、更换叶轮、调节叶片角度等措施。
泵房一般宜设1～2台备用水泵。
备用水泵型号宜与工作水泵中的大泵一致。
不得间断供水的泵房，应设两个外部独立电源。
如不能满足时，应设备用动力设备，其能力应能满足发生事故时的用水要求。
要求起动快的大型水泵，宜采用自灌充水。
非自灌充水水泵的引水时间，不宜超过5min。
泵房应根据具体情况采用相应的采暖、通风和排水设施。
泵房的噪声控制应符合现行的《城市区域环境噪声标准》GB3096和《工业企业噪声控制设计规范》GBJ87的规定。
泵房设计宜进行停泵水锤计算，当停泵水锤压力值超过管道试验压力值时，必须采取消除水锤的措施。
使用潜水泵时，应遵循下列规定：1水泵应常年运行在高效率区；2在最高与最低水位时，水泵应能安全、稳定运行；3所配用电机电压等级宜为低压；4应有防止电缆碰撞、磨擦的措施；5潜水泵不宜直接设置于过滤后的清水中。
参与自动控制的阀门应采用电动、气动或液压驱动。
直径300mm及300mm以上的其它阀门，且启动频繁，宜采用电动、气动或液压驱动。
地下或半地下式泵房应设排水设施，并有备用。
水泵吸水条件水泵吸水井、进水流道及安装高度等应根据泵型、机组台数和当地自然条件等因素综合确定。
根据使用条件和维修要求，吸水井宜采用分格。
非自灌充水水泵应分别设置吸水管。
设有3台或3台以上的自灌充水水泵，如采用合并吸水管，其数量不宜少于两条，当一条吸水管发生事故时，其余吸水管仍能通过设计水量。
吸水管布置应避免形成气囊，吸水口的淹没深度应满足水泵运行的要求。
污水处理构筑物设计计算
[ ] μn
=
0.47e0.098(T −15)
×
⎡ ⎢⎣
N
+
N 10 0.05T
−1.158
⎤ ⎥⎦
×
⎡ ⎢ ⎢⎣
K
O2 + O2
O2
⎤ ⎥ ⎥⎦
[ ] =
0.47e 0.098(15−15)
×
⎡ ⎢⎣
2
+
10
2
0.05×15−1.158
⎤ ⎥⎦
×
⎡2 ⎢⎣1.3 +
2
⎤ ⎥⎦
=0.204 d-1
= 0.26m3
（每格沉砂池设两个沉砂斗，两格共有四个沉砂斗）
其中X1：城市污水沉砂量 3m3/105m3， K：污水流量总变化系数 1.5
（6）沉砂斗各部分尺寸及容积：
设计斗底宽a1=0.5m，斗壁与水平面的倾角为 60°，斗高hd=0.5m， 则沉砂斗上口宽：
a
=
2hd tan 60°
+
a1
=
2 × 0.5 tan 60°
2）采用污泥龄 20d，则日产泥量为：
aQSr = 0.6 ×10000 × (190 − 6.4) = 550.8 kg/d 1 + btm 1000 × (1 + 0.05 × 20)
设其中有 12.4％为氮，近似等于 TKN 中用于合成部分为： 0.124× 550.8=68.30 kg/d
即：TKN 中有 68.30 ×1000 = 6.83 mg/L 用于合成。 10000
=0.88+0.44+0.5+1.0+0.77/tan60°=3.26m
（9）每日栅渣量ω=Q平均日ω1= 2.6 ×104 ×103 × 0.1 1.5
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污水泵站课程设计说明书班级：11环境1班姓名：学号：27指导老师：***目录一.水泵的选择 (4)二.工艺设计 (5)三.泵站内部平面布置及泵房平 (10)四.扬程校核 (11)五.污水泵站的其它辅助设备 (12)六.参考资料 (13)1.污水泵站设计资料污水泵站纳污区服务人口15（25、30）万人，生活污水量定额为150 L/(人·d)变化系数1.5。
进水管管底高程为393.00米，管径（任选一种）（800、1000、1200）毫米，充满度0.7。
泵站设格栅、集水池、吸水管、泵机组、出水管。
出水管提升后的水面高程为408.00米，经（任选一种）（380、400、450）米管长至处理构筑物。
泵站选定位置不受附近河道洪水的淹没和冲刷，泵站地坪高程为400.00米。
2.设计内容估算扬程、选择水泵、设计格栅间、设计集水池、设计吸水管和压水管、扬程校核；泵站平面布置和剖面布置（包括机组布置及辅助设施布置）。
Hf=il hj=ev2/2g3.成果要求成果包括：设计说明书、计算书一份；泵站平面草图（含构筑物尺寸）一张，泵站剖面草图（含构筑物高程）一张。
说明书（A4）要求内容完整，文理通顺，简明扼要，计算公式表达清楚、参数选用正确、计算准确。
作业为方案性设计，图纸应较好地表达设计方案意图，布局合理、正确清晰，符合有关规范规定。
4、时间安排查阅资料、工艺设计及平剖面图绘制共计时间1.5周。
5、参考资料（1）.手册给水排水设计手册第1册常用资料. 中国建筑工业出版社，2000给水排水设计手册第5册城镇排水. 中国建筑工业出版社，2000给水排水设计手册第11册常用设备. 中国建筑工业出版社，2000给水排水设计手册第12册器材与装备. 中国建筑工业出版社，2000 （2）.规范《室外排水设计规范》GB50014—2006（3）.其他自选材料编写教师：王昱2012.12．5指导书一、泵站设计计算1.根据设计资料，计算选择格栅，设计格栅间。
2.确定集水井尺寸。
3.选择水泵机组，包括泵的型号及台数。
4.水泵基础设计、管道布置与计算。
5.核算水泵扬程。
6.附属设备确定。
7.泵站平面与高程设计。
二、绘图要求绘制泵站平面图与剖面图各一张（A4），图中注明图名及比例，图例表示符合有关规定和标准，图纸应清晰、有层次。
三、说明书内容要求说明书（A4）内容包括：1.封面，目录及设计文本主体。
2.设计文本主体包括：设计任务书；原始资料；格栅设计；集水池设计；泵机组选择；泵基础设计；管路设计；水泵扬程核算；附属设备确定；平面布置；高程布置；参考文献。
3.设计说明书、计算书、图纸应装订成一册。
指导教师：王昱2012.12.08一.水泵的选择1-1、污水流量设计污水泵站纳污区服务人口（任选一种）30万人，生活污水量定额为150 L/(人·d)。
计算居民平均日生活污水量为：Qd=520.83L/S计算居民生活污水设计流量为：Qmax=781.245L/S1-2、泵站机组的选择城市的用水量是不均匀的，因而排入管道的污水流量也是不均匀的。
要正确的确定泵的出水量及其台数以及决定集水池的容积，必须知道排水量为最高日中每小时污水流量的变化情况。
而在设计排水泵站时，这中资料往往是不能得到的。
因此，排水泵站的设计流量一般均按最高日最高时污水流量决定。
一般小型排水泵站（最高日污水量在5000m3以下），设1～2套机组；大型排水泵站（最高日污水量超过15000m3）设3～4套机组。
二、工艺设计2-1.工艺流程如下图图1-1 污水泵站工艺流程图2-2.泵站构筑物设计1)格栅格栅是污水泵站中最主要的辅助设备。
格栅一般由一组平行的栅条组成，斜置于泵站集水池的进口处。
其倾斜度60°。
栅条的断面形状与尺寸1、设计参数① 粗格栅间隙50——100mm ，0.10-0.50m 3栅渣/103 m 3； ② 格栅不宜少于两台，如为一台时，应设人工清除格栅备用； ③ 过栅流速一般采用0.6-0.8m/s;④ 格栅前渠道内水流速度一般采用0.4-0.9 m/s;⑤ 格栅倾角一般采用45°—75°；通过格栅的水头损失一般采用0.08-0.17 m/s;⑥ 格栅间必须设置工作台，台面应高出栅前最高设计水位0.5m ，工作台设有安全和冲洗设施；⑦ 格栅间工作台两侧过道宽度不应小于0.7m,工作台正面过道宽度：人工清除，不小于1.2m,机械清除，不小于1.5m,⑧ 机械格栅的动力装置一般宜设在室内或采取其他保护设备的措施； ⑨ 设置格栅装置的构筑物必须考虑设有良好的检修、栅渣的日常清除。
2、粗格栅的设计计算 格栅计算草图见图3-1。
设过栅流速取V=0.75 m/s ，栅条间隙e=25mm ，格栅安装倾角α=60°。
栅前水深h=0.8m,设计渠道内流速V '=0.7m/s(0.6m —0.9m)。
进水渠宽：B 1=m v h Q 63.075.08.038.0'=⨯=⨯① 栅条间隙数 n=vh e Q ⋅⋅⋅αsin max B=s(n-1)+en5075.08.0025.060sin 38.060sin 0max =⨯⨯⨯==bhv Q n o 设栅条宽度S=0.01m ，栅条间隙宽度m b 025.0= m bn n s B 74.150025.0)150(01.0)1(=⨯+-⨯=+-=② 进水渠道渐宽部分的长度L 1=αtg B B ⨯-21设其渐宽部分展开角度α1=20°m tg B B L 54.136.0263.074.12111=⨯-=-=α③ 栅槽与出水渠道连接处的渐窄部分长度m L L 77.0254.1212===④ 通过格栅的水头损失h 1=k ×h 0 h 0=K sin 22⋅⋅⨯⋅αξgv设栅条断面为锐边矩形断面m kgv b s h 093.0360sin 8.921)025.001.0(42.2sin 2)(2342341=⨯︒⨯⨯⨯⨯==αβ⑤ 栅后槽总高度： 设栅前渠道超高h 2=0.3mm m h h h H 2.1193.13.0093.08.021≈=++=++=⑥ 栅槽总长度L ：L=L 1+L 2+0.5+1.0+H 1/tg α=0.7+0.35+0.5+1.0+5.8/tg75°=4.1m⑦ 每日栅渣量在格栅间隙为25mm 的情况下设栅渣量每年为1000m 3污水产0.05m 3dm K w Q w z /47.112.1100005.038.08640010008640031max =⨯⨯⨯==d m w /2.03>所以宜采用机械清渣 3、格栅除污机的选择本设计选用XWB-Ⅱ-2.5-3型机械格栅表3-2 XWB-Ⅱ-2.5-3型链条回转式多耙平面格栅除污机性能参数2)泵房设计1.一般规定（1）应根据远近期污水量，确定污水泵站的规模，泵站设计流量一般与进水管设计流量相同；（2）应明确泵站是一次建成还是分期建设，是永久性还是半永久性，以决定其标准和设施。
并根据污水经泵站抽升后，出口入河道、灌渠还是进处理厂处理来选择合适的泵站位置；（3）污水泵站的集水池与机器间在同一构筑物内时，集水池和机器间须用防水隔墙隔开，不允许渗漏，做法按结构设计规范要求；分建时，集水井和机器间要保持的施工距离，其中集水池多为圆形，机器间多为方型；（4）泵站构筑物不允许地下水渗入，应设有高出地下水位0.5米的防水措施。
2、选泵（1）污水泵站选泵应考虑因素1) 选泵机组泵的总抽升能力，应按进水管的最大时污水量计，并应满足最大充满度时的流量要求；2) 尽量选择类型相同和相同口径的水泵，以便维修，但还须满足低流量时的需求；3) 由于生活污水，对水泵有腐蚀作用，故污水泵站尽量采用污水泵，在大的污水泵站中，无大型污水泵时才选用清水泵。
（2）选泵具体计算泵站选用集水池与机器间合建式的圆形泵站。
1) 流量的确定Q泵的设计流量按最高日最高时流量781.245(l/s)。
采用集水池与机器间合建式的圆形泵站，考虑4台水泵（一台备用），每台泵的容积约是260.415（l/s）。
2) 集水池容积V集水池容积，采用相当于一台泵8min的容量V=260.415⨯60⨯8/1000= 125.0m3有效水深采用H=2m,则集水池面积为S=62.50m2。
S实际=68.39 m2符合3) 扬程的估算H设泵站内的总损失为2m,压水管路的总损失为3m,输水管总损失7m，安全水头为2m。
则可初步确定水泵的扬程:泵站扬程可按下式计算H=Hss + Hsd+∑hs+∑hd=408-393+2+3+2+6=28m式中 Hss——吸水管地形高度(m),为集水池内最低水位与水泵轴线之高差；Hsd——压水地形高度（m），为泵轴线与输水最高点（即压水管出口处）之高差；∑hs 和∑hd——污水通过吸水管路和压水管路中的水头损失（包括沿程损失局部损失）。
应该指出，由于污水泵站一般扬程较低，局部损失占总损失比重较大，所以不可忽略不计。
4) 选泵由Q=2812.482m3/h ，H=28 m，选用350QGW1000—28-132，其各项性能见下表（3台泵）泵站集水池内设超声波液位仪表，PLC 系统根据水位测量仪测得的水位值自动控制潜污泵的启停运行。
同时系统累计各个泵的运行时间，自动轮换泵，保证各泵累计运行时间基本相等，使其保持最佳运行状态。
泵型及运行方式三.泵吸水管与压水管的计算 1)压水管路取V ＝2m/s ，计算Ｄ＝ v /4Q =0.407m ， 取Ｄ＝400mm核算V ＝2.07m/s.经估算，符合要求水泵出口径为350mmV压水口=2.70m/s查手册1知：1000i=173-2 扬程校核2）压水管路损失压水管上有：D g400 350的渐放管一个，ξ1=0.05;D g400 的逆止阀一个，ξ2=3.5；D g350的闸阀一个，ξ3=0.07；D g350的90°标准弯头两个，ξ4=0.52；h局部=1.026m3）水泵扬程校核整个管道总损失H=H静+∑h+2.0+2.0=15+1.026+0.119+6.03+2.0+2.0=26.175m所选水泵扬程为28m，能够满足需求，故选泵合适。
3-3管材及管道敷设1)：管材使用焊接钢管2):管道敷设采用平铺式3-4管道的防腐措施所有明露钢管外壁均刷防锈漆两遍、面漆两遍；埋地钢管外壁采用一遍防锈漆、玻璃纤维布两布三油（沥青漆）防腐钢管内壁均采用涂两道防锈漆、两道面漆防腐。
四．集水池设计1.集水池形式：本设计集水池与机器间合建，用不透水的钢筋混凝土隔墙分开，各有单独的门进出。
2.集水池的通气设备集水池内设通气管，通向地外，并将管口做成弯头或加罩，以防止雨水及杂质入内。