宣化某毛纺厂废水处理工程工艺设计 - secret

宣化某毛纺厂废水处理工程工艺设计 摘 要 本设计题目为“宣化某毛纺厂废水处理工程工艺设计”，该工程所处理的污水主要是由染色废水和洗线、洗毯、刺绣车间废水组成。经建设方确认，本设计规模按日最大处理水量：2500 m3/d（包括处理站自用水排水量）。污水主要污染物CODcr、SS、BOD5、S2-、色度等，其污水水质如下：染色废水：CODcr=1495mg/L，BOD5=340mg/L，SS=540mg/L，S2-=1.35-2.16mg/L，PH=3.7-8.62，色度=300倍；洗线、洗毯、刺绣车间废水：CODcr=480mg/L，BOD5=300mg/L，SS=200mg/L，S2-=1.2mg/L，PH=3.7-8.62，色度=50倍。冬季平均温度-14.9℃ ，夏季平均温度为29.2℃，年平均降水量427.1mm，冬季主导风向为西北，夏季主导风向为东南。处理站处理水质为：BOD5≦20mg/l，CODcr≦100mg/l，SS≦70mg/l，PH=6-9，色度≤50倍，出水水质符合国家的二级排放标准。

本设计采用水解酸化加生物接触氧化处理废水。处理构筑物主要有调节池、水解酸化池、生物接触氧化池、竖流式沉淀池、浓缩池、泵房、脱水机房和鼓风机房等。其主要构筑物生物接触氧化池采用传统的一段式接触氧化，总共采用两座，每座分为八格，处理效果明显。预处理的调节池和水解酸化池有效的降低了污水的各项指标，为生物接触氧化池的进水，提供了最佳进水指标，同时还有效的降低了污水的色度，再加上后面的竖流式沉淀池的絮凝沉淀作用，色度指标大大降低，基本上可以满足出水的要求。

关键词：印染废水 废水处理 生物接触氧化

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宣化某毛纺厂废水处理工程工艺设计 ABSTRACT The design entitled \a woolen mill wastewater treatment process design,\The works are mainly treated sewage effluent from dyeing and washing lines, washing blankets, embroidery workshop wastewater components. Confirmed by the construction side, the design of handling the largest-scale water daily : 2500 cubic meters per day (including water discharge from the station). Sewage major pollutants CODcr, SS, BOD5, S2-, color, the effluent quality are as follows : dyeing wastewater : CODcr=1495mg/L, BOD5=340mg/L, SS=540mg/L. S2-=1.35-2.16mg/L, pH=3.7-8.62, color 300 times; washing line, washing blankets, embroidery workshop wastewater：CODcr=480mg/L, BOD5=300mg/L. SS=200mg/L, S2-=1.2mg/L, PH=3.7-8.62. color 50 times. The average winter temperature -14.9 ℃, average summer temperature of 29.2 ℃, with the average rainfall 427.1mm. Winter winds led to the northwest, the summer winds led to the southeast. Water Disposal Station : BOD5 ≦ 20mg/l, CODcr ≦ 100mg/l, SS ≦ 70mg/l, PH=6-9, color ≦ 50, the effluent quality in the state's two emission standards.

The design acid hydrolysis Biological oxidation wastewater treatment. Dealing with the main structures regulation pool, pool acid hydrolysis, biological oxidation pond, the vertical flow sedimentation tank, concentrated pool, pumping stations, Dehydration room and the other blower. The main structures of biological oxidation pond used for the traditional contact-oxidation, using a total of two, each divided into eight blocks. significant treatment effect. Pretreatment Regulation pools and pool acid hydrolysis effectively reduce the sewage indicators of biological oxidation pond inundated. Intake provides the best indicator, but also effectively reduce sewage color, plus behind the vertical flow sedimentation tank of flocculation and sedimentation, color indicators greatly reduced. Basically meet water requirements.

Keywords : dyeing wastewater wastewater treatment biological oxidation

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宣化某毛纺厂废水处理工程工艺设计

目 录

第1章 概述 ·········································································································································· 6

1.1设计依据及设计任务 ························································································································ 6 1.1.1设计题目 ··········································································································································· 6 1.1.2设计依据 ··········································································································································· 6 1.2设计水量 ················································································································································ 8 1.3处理程度 ················································································································································ 8 1.4去除率····················································································································································· 8

第2章 污水处理站方案的确定 ································································································ 9

2.1确定污水处理方案的原则 ·············································································································· 9 2.2 污水处理方案的确定 ······················································································································· 9 2.2.1处理标准的确定 ····························································································································· 9 2.2.2污水处理路线选择 ························································································································ 9 2.3 污水处理工艺流程方案介绍 ······································································································ 11 2.3.1 传统活性污泥法 ························································································································· 11 2.3.2氧化沟工艺 ··································································································································· 12 2.3.3生物接触氧化工艺 ····················································································································· 13 2.4工艺流程的确定 ······························································································································ 14 2.5 主要构筑物的选择 ························································································································· 14 2.5.1 格栅 ················································································································································· 14 2.5.2 进水闸井 ······································································································································· 14 2.5.3调节池 ············································································································································· 15 2.5.4 污水泵房 ······································································································································· 15 2.5.5水解酸化池 ··································································································································· 16 2.5.6生物接触氧化池 ·························································································································· 19 2.5.7沉淀池 ············································································································································· 21 2.5.8 浓缩池 ············································································································································ 22 2.5.9 污泥脱水 ······································································································································· 23

第3章 污水处理系统的设计计算 ····················································································· 23

3.1进水格栅间的设计 ·························································································································· 23 3.1.1粗格栅 ············································································································································· 23 3.1.2细格栅 ············································································································································· 24

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宣化某毛纺厂废水处理工程工艺设计 3.2调节池的设计 ··································································································································· 26 3.2.1调节池的设计计算 ····················································································································· 26 3.3集水井与污水提升泵的设计 ······································································································· 27 3.4水解酸化池的设计 ·························································································································· 28 3.4.1水解酸化池的设计计算 ··········································································································· 28 3.5配水井的设计 ··································································································································· 29 3.5.1配水井的设计计算 ····················································································································· 29 3.6生物接触氧化池的设计 ················································································································ 30 3.6.1生物接触氧化池的设计计算 ·································································································· 30 3.7沉淀池的设计 ··································································································································· 32 3.7.1竖流沉淀池的设计计算 ··········································································································· 32

第4章 污泥处理系统设计计算 ·························································································· 34

4.1污泥浓缩脱水 ··································································································································· 34 4.1.1污泥浓缩池的设计参数 ··········································································································· 34 4.1.2污泥浓缩池的设计计算 ··········································································································· 34 4.2污泥脱水 ············································································································································· 35

第5章 其他构筑物设计计算 ································································································ 36

5.1鼓风机房 ············································································································································· 36 5.2脱水机房 ············································································································································· 36 5.3泵房 ······················································································································································· 37 5.4综合办公楼 ········································································································································ 37 5.5计量设施 ············································································································································· 37

第6章 高程设计计算 ················································································································· 37 第7章 处理站的整体布置 ········································································································ 40

7.1 平面布置及总平面图 ···················································································································· 40 7.1.1 平面布置的一般原则 ··············································································································· 40 7.1.2 站区平面布置形式 ·················································································································· 41 7.1.3 污水站平面布置的具体内容 ································································································· 41 7.2 污水站的高程布置 ························································································································· 41 7.2.1 污水处理站高程布置应考虑事项 ························································································ 41 7.2.2污水站的高程布置 ····················································································································· 42 7.2.3污水站的高程计算 ····················································································································· 42

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宣化某毛纺厂废水处理工程工艺设计

第8章 供电仪表与辅助设施设计 ····················································································· 42

8.1变配电系统 ········································································································································ 42 8.2监测仪表的设计 ······························································································································ 42 8.2.1 设计原则 ······································································································································· 42 8.2.2 检测内容 ······································································································································· 42 8.3辅助设施和相关专业工程设计 ·································································································· 43 8.4工程施工 ············································································································································· 43

第9章 人员编制与运行管理 ··································································································· 43

9.1生产组织 ············································································································································· 43 9.2劳动定员 ············································································································································· 43 9.3安全与卫生 ········································································································································ 43 9.3.1安全生产管理 ······························································································································ 43 9.3.2 安全生产制度 ······························································································································ 43 9.3.3 绿化、卫生管理 ························································································································· 43

参考文献 ·················································································································································· 45 致 谢 ······················································································································································· 46

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宣化某毛纺厂废水处理工程工艺设计 致 谢

此次毕业设计是我们从大学毕业生走向未来工程师重要的一步。从最初的选题，开题到计算、绘图直到完成设计。其间，查找资料，老师指导，与同学交流，反复修改图纸，每一个过程都是对自己能力的一次检验和充实。

通过这次实践，我了解了纺织印染工艺的原理，熟悉了纺织印染废水处理的设计步骤，锻炼了工程设计实践能力，培养了自己独立设计能力。此次毕业设计是对我专业知识和专业基础知识一次实际检验和巩固，同时也是走向工作岗位前的一次热身。 毕业设计收获很多，比如学会了查找相关资料相关标准，分析数据，提高了自己的绘图能力，懂得了许多经验公式的获得是前人不懈努力的结果。同时，仍有很多课题需要后辈去努力去完善。 但是毕业设计也暴露出自己专业基础的很多不足之处。比如缺乏综合应用专业知识的能力，对材料的不了解，等等。这次实践是对自己大学四年所学的一次大检阅，使我明白自己知识还很浅薄，虽然马上要毕业了，但是自己的求学之路还很长，以后更应该在工作中学习，努力使自己 成为一个对社会有所贡献的人，为中国环保事业贡献自己的微薄之力。

在此毕业设计开题时，曾进行了大量的资料收集、和老师进行过深入的探讨，希望经过严密的论证，能做出一个独到的毕业设计，但到目前为止，实际与目标还是有一定差距。但通过对这个课题的设计，在此过程中，拓宽了知识面、提高了设计的方法、锻炼了独立思考问题的能力、同时也对即将工作的岗位有了更深的理解。

在此设计即将完成之际，我衷心感谢何延青副教授对我的悉心指导和亲切关怀。她严谨求实的治学态度，宽厚待人的高尚品德，以及对教学科研事业兢兢业业，孜孜不倦的工作热情都使我铭记在心，将使我终生受益。在我的毕业设计过程中无不倾注了她大量的心血，给予了我许多的启发和帮助。

感谢代学民老师、郝桂珍老师和其他老师在设计期间对我的指导和帮助。 再次向所有关心、支持、帮助我的老师、同学表示深深的谢意！

46

宣化某毛纺厂废水处理工程工艺设计 c、汽水比：D30?15m/m3 2、生物接触氧化池计算：

①有效容积（填料容积）：

V?Q(La?Lt)M?2500?(230?20)1600?328m3

②氧化池总面积：设H=3m，分三层，每层高1m F?V328H?3?109m2

③每格氧化池面积：分2座，每座8格 F'?F?109?54.5m222

f?F'n?54.58?6.8m2?25m2

每个氧化池尺寸：L?B?2.6m?2.6m ④校核有效接触时间：

t?nfHQ?8?6.8?352?3.1h?3h ⑤氧化池总高度：

H?3m,h1?0.6m,h2?0.5m,h3?0.3m,h4?1.5m,m?3 H0?H?h1?h2?(m?1)h3?h4?3?0.6?0.5?(3?1)?0.3?1.5 ?6.2m⑥污水在池内的实际停留时间：

t'?nf(H0?h1)8Q??6.8?(6.2?0.6)52?5.8h ⑦选用Φ25mm蜂窝型玻璃钢填料，所需填料容积：

V'?2nfH?2?8?6.8?3?328m3

⑧采用多孔管鼓风曝气供氧，所需气量：

D?D0Q?15?2500?37500m3/d?26.04m3/min 每座所需空气量：D'?D?13.02m32/min ⑨每格氧化池所需空气量：

D1131?nD'?8?13.02?1.627m/min

曝气系统的计算见下表格。

31

宣化某毛纺厂废水处理工程工艺设计

L

图10：生物接触氧化池计算示意图

3.7沉淀池的设计

竖流沉淀池适用于水量较小，用地紧张的小型污水处理厂、处理站等。由于本设计的水量较小，用地较为紧张，符合竖流沉淀池的适用条件，所以采用竖流式沉淀池。

3.7.1竖流沉淀池的设计计算

1、中心管面积：设v0=0.03m/s，采用一个竖流式沉淀池，最大设计流量：

qmax?Qmax?0.0289m3/s

f?qmax0.0289??0.96m2 v00.032、中心管直径：

d0?4f??4?0.96?1.11m 3.14取d0=1m。

3、中心管喇叭口与反射板之间的缝隙高度： 设v1=0.02m/s，d1?1.35 d0?1.35?1?1.35m

h3?qmax0.0289??0.34m v1?d10.02?3.14?1.35取h3=0.35m

4、沉淀部分有效断面积： 设表面负荷q'?1.5m3/(m2?h)，则

32

HB宣化某毛纺厂废水处理工程工艺设计 v?1.5?1000?4mm/s3600

qmax0.0289F???43.8mkzv1.65?0.00045、沉淀池直径：

D?4(F?f)??4?(43.8?0.96)?7.6m

3.14采用D=8m。

6、沉淀池部分有效水深：设t=2h

h2?vt?3600?0.0004?2?3600?2.9m,取h2?3m 3h2?3?3?9m?8m(D)符合要求。7、校核集水槽出水堰负荷，集水槽每米出水堰负荷为：

qmax28.9??1.15l/(s?m)?2.9l/(s?m)，符合要求。 ?D3.14?88、污泥区计算：

W?24?3.6?0.0289?(230?70)?100?11.49m3/d

1000?(100?95)9、圆截锥部分容积：设圆截锥体下底直径0.4m，则

h5?(R?r)tan55??(4?0.2)tan55??5.43m

V1??h5(R2?Rr?r2)3?3.14?5.43?(42?4?0.2?0.20.2)?95.65m3?11.49m3/d 310、沉淀池总高度：设超高及缓冲层各为0.3m

H?h1?h2?h3?h4?h5?0.3?3?0.3?0.3?5.4 ?9.33m

33

宣化某毛纺厂废水处理工程工艺设计

B500出水渠

DN300排泥管

DN300出水管DN300进水管

D

图11：竖流沉淀池计算示意图

第4章 污泥处理系统设计计算

4.1污泥浓缩脱水

本设计采用间歇式重力浓缩池一座。 4.1.1污泥浓缩池的设计参数

本设计采用重力浓缩池。 水解酸化池产泥：2.43m3/d 沉淀池产泥：11.49 m3/d 污泥总产量：13.91 m3/d

污泥固体负荷采用：25～80kg/(m2?d) 浓缩后的污泥含水率：97％ 污泥停留时间：10h 有效水深：4m

污泥室容积和排泥时间：8h 4.1.2污泥浓缩池的设计计算

1、污泥池的总面积：

A?QC?13.91?10?5.6m2M25

2、浓缩池直径：

D?4A??4?5.63.14?2.67m 取D=3m。

34

H宣化某毛纺厂废水处理工程工艺设计

3、浓缩池工作部分的高度：

7Q10?13.91h1???1.03，采用1m。

24A24?5.64、浓缩池总高度：超高，缓冲均为0.3m

H?h1?h2?h3?1?0.3?0.3?1.6m 污泥浓缩池采用?3m?1.6m。 5、浓缩后污泥体积：

V2?Q(1?P13.91?(1?99%)1)??4.64m3 1?P21?97%

DN150进泥管DN100出泥管DN100溢流管DN100溢流管

D图12：重力浓缩池计算示意图

4.2污泥脱水

采用BAJZ15A/800-50型板框压滤机进行脱水，每天运行1—2次。该压滤机的相关参数见下表：

表二： 过型号 滤面积（m2） BAJZ15A/800－50

15 框内尺寸(mm) 800×800 滤框厚度（mm） 50 滤板数(片) 13 滤框数装料容积最大滤饼厚度(mm) 20 （片） （m3） 12 0.3 35

HDN100出泥管

宣化某毛纺厂废水处理工程工艺设计

表三： 最大过型号 BAJZ15A/800－50

滤压力（MPa） 滤布规格（L×B）m 36×0.93 主电机功率（KW） 7.5 外形尺寸（L×B×H）mm 4945×1380×1715 自重（t） 7.5 ?0.6 第5章 其他构筑物设计计算

5.1鼓风机房

鼓风机房主要提供调节池和生物接触氧化池曝气所需的空气。鼓风机房的设计计算是根据空气量和空气压力确定鼓风机的大小，然后据鼓风机的大小确定鼓风机房的大小，同时也得考虑防噪声的影响。

调节池所需空气量为：Q1?364m3/h?0.101m3/s

生物接触氧化池所需空气量为：Q2?37500m3/d?26.04m3/min?0.434m3/s 所需总的空气量为：Q?Q1?Q2?0.101?0.434?0.535m3/s?46224m3/d 调节池水深：5m 生物接触氧化池水深3m 管道压力损失：60Pa

根据以上设计参数，选定3台SSR150型罗茨鼓风机，两台工作，一台备用。该风机的主要参数为：

压力＝53.9KPa

Qs=16.69m3/min（风量） La=22.4KW（所需轴功率） P0=30KW（所需电机功率） 口径＝150Amm 转速＝1180min/r

该风机的安装尺寸为：L×B×H＝1180×750×1730mm 根据风机的安装要求和设计规范，鼓风机房的设计尺寸为： L×B×H＝7200×5100×4500mm。

5.2脱水机房

脱水机房中除了安装主要的设备BAJZ15A/800-50型板框压滤机外，还有药剂混合、投加设备等，要有药剂和污泥的堆放场所。所以根据需要和设计规范，脱水机房的尺寸为：L×B×H＝11850×5700×4500mm。

36

宣化某毛纺厂废水处理工程工艺设计 5.3泵房 由于泵房采用的是半地下式，且污水提升泵为潜水污物泵，所以泵房的尺寸为： L×B×H＝11010×5762×4500mm。

5.4综合办公楼

综合办公楼是集办公、化验等功能于一体的的现代化楼宇，其设计符合建筑设计规范要求。

综合办公楼设为三层，其尺寸为：L×B×H＝9000×4500×6000mm。 5.5计量设施

计量设备设在竖流式沉淀池之后，采用电子计量设备。

第6章 高程设计计算

废水处理站位于厂区西南角，南北长40m，东西长60m，地面标高0.000m。进厂污水管DN=300mm，标高-2.000m，出厂污水管DN=300mm，标高-3.000。以上两管标高均为管底标高。

各构筑物内水头损失： 格栅：0.1～0.25m 竖流沉淀池：0.4～0.5m 接触池：0.1～0.3m 调节池：0.2m 水解酸化池：0.3m

全厂采用2种管径参数如下：

DN?300,v?0.4m/s,i?10/00DN?150,v?0.85m/s,i?9.93/001、污水管网→沉淀池：l=5m

0

沿程损失：hi?il?10/00?5?0.005m

v20.42局部损失：沉淀池出口：hf?0.5?0.5??0.004m

2g2?9.8总损失：h?hi?hf?0.005?0.004?0.009m 2、沉淀池：

水面高程：?3.000?0.009??2.991m 池顶高程：?2.991?0.300??2.691m 池底高程：?2.691?9.330??12.021m

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宣化某毛纺厂废水处理工程工艺设计 3、沉淀池→集水井：l=20m 沿程损失：hi?il?10/00?20?0.02m

v20.42局部损失：沉淀池进口：hf1?1?1??0.008m

2g2?9.8v20.42集水井出口：hf2?0.5?0.5??0.004m

2g2?9.8总损失：h?hi?hf1?hf2?0.032m 4、集水井：

沉淀池内部损失：0.4m

水面高程：?2.991?0.032?0.400??2.559m 池顶高程：?2.559?0.500??2.059m 池底高程：?2.059?2.000??4.059m 5、集水井→氧化池：l=4.3m 集水井内部损失：0.1m

沿程损失：hi?il?9.930/00?4.3?0.043m

v20.852局部损失：集水井进口：hf1?1?1??0.037m

2g2?9.8v20.852氧化池出口：hf2?0.5?0.5??0.018m

2g2?9.8总损失：h?hi?hf1?hf2?0.1?0.198m 6、氧化池：

水面高程：?2.559?0.198??2.361m 池顶高程：?2.361?0.300??2.061m 池底高程：?2.061?6.200??8.261m 7、氧化池→配水井：l=3.8m 氧化池内部损失：0.3m

沿程损失：hi?il?9.930/00?3.8?0.038m

v20.852局部损失：氧化池进口：hf1?1?1??0.037m

2g2?9.8 38

宣化某毛纺厂废水处理工程工艺设计 v20.852配水井出口：hf2?0.5?0.5??0.018m

2g2?9.8总损失：h?hi?hf1?hf2?0.3?0.393m 8、配水井：

水面高程：?2.361?0.393??1.968m 池顶高程：?1.968?0.500??1.468m 池底高程：?1.468?2.000??3.468m 9、配水井→水解酸化池：l=2.5m 配水井内部损失：0.1m

沿程损失：hi?il?9.930/00?2.5?0.003m

v2局部损失：配水井进口：hf1?1?0.004m

2gv2水解池出口：hf2?0.50.008m 2g总损失：h?hi?hf1?hf2?0.1?0.115m 10、水解酸化池：

水面高程：?1.968?0.115??1.853m 池顶高程：?1.853?0.500??1.353m 池底高程：?1.468?5.000??6.353m 11、水解酸化池→细格栅：l=2.24m 水解池内部损失：0.3m

沿程损失：hi?il?10/00?2.24?0.002m

v2局部损失：水解池进口：hf1?1?0.004m

2gv2细格栅出口：hf2?0.50.008m

2g总损失：h?hi?hf1?hf2?0.3?0.314m 12、细格栅：

水面高程：?1.853?0.314??1.539m 池顶高程：?1.539?0.300??1.293m

39

宣化某毛纺厂废水处理工程工艺设计 池底高程：?1.293?0.693??1.986m 13、细格栅栅前水面高程：

?1.539?0.243??1.299m

池顶高程：?1.299?.3??0.999m 池底高程：?1.299?0.15??1.449m 14、进厂管→中格栅： 进厂管：-2m 格栅上游水位：-2m

池底高程：?2.000?0.150??2.150m 池顶高程：?2.000?0.300??1.700m 栅后水面高程：?2.000?0.028??2.028m 池底高程：?2.028?0.150??2.178m 15、调节池： 接口处水头损失：0.2m

水面高程：?2.028?0.200??2.228m 池顶高程：?2.228?0.600??1.628m 池底高程：?1.628?5.600??7.228m 16、泵房集水池： 水面高：-2.228m

提升到细格栅前水面高：-1.299m 二者高差：0.929m≈1m 17、关于水泵的提升高度：

由于后续处理构筑物大部分均在地下，修建及维修都较为不方便，从经济上讲也不是很合理，故将泵房以后的处理构筑物均提高7米，所以水泵的提升高度不低于8米。

第7章 处理站的整体布置

7.1 平面布置及总平面图

污水处理站的平面布置包括：处理构筑物的布置；办公、化验及其它辅助建筑物的布置以及以 及各种管道、道路、绿化等的布置。根据本处理站的规模采用1：100的比例绘制总平面图。 7.1.1 平面布置的一般原则

a.处理构筑物的布置应紧凑，节约土地并便于管理；

b.处理构筑物的布置应尽可能按流程顺序布置，以避免管线迂回，同时应充分利用地形以减少土方量；

40

宣化某毛纺厂废水处理工程工艺设计 弹性填料是近年来发展起来的一种新型填料，它由弹性丝和中心绳组成。弹性丝由聚丙烯和助剂制成，具有强度高、耐腐蚀、耐老化和寿命长等优点。由弹性丝组成的弹性填料分柱状型和平板串型两种，该填料具有比表面积大、孔隙率高、充氧性能好、价格较低等特点。目前国内接触氧化他采用较多。

软性翻科由化学纤维，如维纶、睛纶、涤纶和锦纶纤维与中心绳制作面成。纤维丝在水中处于自由漂动状态。具有不易堵塞和价格低廉的优点。但此种填料容易产生断丝和结球而形响处理效果。

综上所述采用两座一段式生物接触氧化法，每座分为八格，单格生物池内分三层，每层一米的高度，曝气采用鼓风曝气的方式，填料采用蜂窝型玻璃钢填料。 2.5.7沉淀池（二沉池）

由于本设计主要构筑物采用接触氧化池，可不设初沉池。 二沉池设在生物处理构筑物的后面，用于沉淀去除活性污泥或腐殖污泥（指生物膜法脱落的生物膜）。 a.平流沉淀池

优点：

(1)沉淀效果好；

(2)耐冲击负荷和温度的变化适应性强； (3)施工容易，造价低。 缺点：

(1)池子配水不均匀；

(2)采用多斗排泥时，每个泥斗需要单设排泥管各自排泥，操作量大。 适用条件:适用于大、中、小型污水处理厂； 适用于地下水位较高和地质条件较差的地区。 b.辐流沉淀池

优点：

(1)多为机械排泥，运行较好，管理较简单； (2)排泥设备已趋定型。 缺点：

(1)池内水速不稳定，沉淀效果较差； (2)机械排泥设备复杂，对施工质量要求高。 适用条件：适用于大、中型污水处理厂； 适用于地下水位较高的地区。 c.竖流沉淀池

优点：

(1)排泥方便，管理简单；

21

宣化某毛纺厂废水处理工程工艺设计 (2)占地面积较小。 缺点：

(1)池子深度大，施工困难；

(2)对冲击负荷和温度变化的适应性能力较差； (3)造价较高；

(4)池径不宜过大，否则布水不均匀。

适用条件：适用于处理水量不大的小型污水处理厂。 d.斜板（管）沉淀池

优点：

(1)沉淀效率高，停留时间短； (2)占地面积小。

缺点：用于二沉池时，当固体负荷较大时其处理效果不太稳定，耐冲击负荷的能力较差。

综上所述，四种沉淀池的优缺点比较，并结合本设计的具体资料可知，本工程二沉池采用竖流沉淀池。 2.5.8 浓缩池

污泥处理系统产生的污泥，含水率很高，体积很大，输送、处理或处置都不方便。污泥浓缩可使污泥初步减容，使其体积减小为原来的几分之一，从而为后续处理或处置带来方便。首先，经浓缩之后，可使污泥管的管径减小输送泵的容最减小。浓缩之后采用消化工艺时，可减小消化池容积，并降低加热量；浓缩之后直接脱水，可减少脱水机台数，并降低污泥调质所需的絮凝剂投加量。

污泥浓缩使体积减小的原因，是浓缩将污泥颗粒中的一部分水从污泥中分离出来。从微观看，污泥中所含的水分包括空隙水、毛细水、吸附水和结合水四部分。空隙水系指存在于污泥颗粒之间的一部分游离水，占污泥中总含水量的65% -85%之间；污泥浓缩可将绝大部分空隙水从污泥中分离出来。毛细水系指污泥颗粒之间的毛细管水，约占污泥中总含水量的15%一25%之间浓缩作用不能将毛细水分离，必须采用自然干化或机械脱水进行分离。吸附水系指吸附在污泥颗粒之上的一部分水分，由于污泥段粒小，具有较强的表面吸附能力，因而浓缩或脱水方法均难以使吸附水与污泥颗粒分离。结合水是颗粒内部的化学结合水，只有改变颗粒的内部结构才可能将结合水分离。吸附水和结合水一般占污泥总含水量的10％左右，只有通过高温加热或焚烧等方法，才能将这两部分水分离出来。

污泥浓缩主要有重力浓缩，气浮浓缩和离心浓缩三种工艺形式。国内目前以重力浓缩为主，但随着氧化沟、A2/O等污水处理新工艺的不断增多，气浮浓缩和离心浓缩将会有较大的发展。事实上，这两种浓缩方法在国外早已有了非常成熟的运行实践经

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宣化某毛纺厂废水处理工程工艺设计 验。 a.浮选浓缩池：适用于浓缩活性污泥以及生物滤池等较轻的污泥，并且运行费用较高贮泥能力小。

b.重力浓缩池：用于浓缩初沉池污泥和二沉池的剩余污泥，只用于活性污泥的情况不多。

c.离心浓缩：适用于不适合重力浓缩的污泥，由于其靠离心力浓缩，且为封闭结构，故效果较好。但运行成本较高。

综上所述，本设计采用间歇式重力浓缩池。 2.5.9 污泥脱水

污泥脱水的方法有自然干化、机械脱水及污泥烧干、焚烧等方法。本设计采用机械脱水，采用板框式压滤机，脱水后的污泥运到垃圾填埋场进行卫生填埋。

第3章 污水处理系统的设计计算

3.1进水格栅间的设计

本设计采用中细两种格栅，一道中格栅、一道细格栅。 3.1.1粗格栅

设栅前水深h=0.15m，过栅流速为v?0.9m/s，栅条间隙为b=0.025m，格栅倾角

??45?。

Qmax?2500m3/d?0.0289m3/s 1、栅条间隙数n为：

n?Qmaxsin?0.0289?sin45???7.2个?8个

bhv0.025?0.15?0.92、格栅宽度：

采用栅条规格为10×50mm

s?0.01mB?s(n?1)?bn?0.01?(8?1)?0.025?8?0.27m3、进水渠道渐宽部分长度： 设进水渠宽B1?0.2m,?1?20?

L1?B?B10.27?0.2??0.1m

2tan?12?tan20?

4、出水渠道渐窄部分：

L2?0.5L1?0.05m

5、栅槽与出水渠道连接处的渐窄部分长如下：

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宣化某毛纺厂废水处理工程工艺设计 6、 5、水头损失： 取??1.82,k?3则

s0.0142?()4v21.82?()0.70.025h1?bsin??k??sin45??3?0.028m

(2g)(2?9.8)33 6、栅后槽中高度： 取h2?0.3m，则 H?h?h1?h2?0.15?0.028?0.3?0.478m 栅槽总长度：

L?L1?L2?1.0?0.5?H1/tan??2.1m 采用人工清渣。

图5：粗格栅计算示意图

3.1.2细格栅

设栅前水深h=0.15m，过栅流速为v?0.9m/s，栅条间隙为b=0.005m，格栅倾角

??45?。

Qmax?2500m3/d?0.0289m3/s 1、栅条间隙数n为：

n?Qmaxsin?0.0289?sin45???36个

bhv0.005?0.15?0.92、格栅宽度：

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宣化某毛纺厂废水处理工程工艺设计 采用栅条规格为10×50mm s?0.01mB?s(n?1)?bn?0.01?(36?1)?0.025?36?0.53m

3、进水渠道渐宽部分长度： 设进水渠宽B1?0.45m,?1?20?

L1?B?B10.53?0.45??0.11m ?2tan?12?tan204、出水渠道渐窄部分：

L2?0.5L1?0.055m 5、水头损失： 取??1.82,k?3则

s0.0142?()4v21.82?()0.7b0.005h1?sin??k??sin45??3?0.243m (2g)(2?9.8)336、栅后槽中高度： 取h2?0.3m，则

H?h?h1?h2?0.15?0.243?0.3?0.693m 栅槽总长度：

L?L1?L2?1.0?0.5?H1/tan??2.12m 采用人工清渣。

图6：细格栅计算示意图

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