给水工程毕业设计

1、築龍網築龍網zhulong.cornTOC o 1-5 h z目录1中文摘要2英文摘要3 HYPERLINK l bookmark2 o Current Document 1绪论3 HYPERLINK l bookmark4 o Current Document 2概述4 HYPERLINK l bookmark6 o Current Document 2.1毕业设计的主要内容与基本要求4 HYPERLINK l bookmark8 o Current Document 2.2毕业设计成果4 HYPERLINK l bookmark10 o Current Document 2.3设计缘由5

2、HYPERLINK l bookmark12 o Current Document 2.4设计要求5 HYPERLINK l bookmark24 o Current Document 3取水工程9 HYPERLINK l bookmark26 o Current Document 3.1设计用水量的确定9 HYPERLINK l bookmark56 o Current Document 3.2取水装置设计113.3取水泵房14 HYPERLINK l bookmark68 o Current Document 4净水厂的设计与计算18 HYPERLINK l bookmark70 o Cu

3、rrent Document 4.1概述18 HYPERLINK l bookmark72 o Current Document 4.2水厂平面布置18 HYPERLINK l bookmark74 o Current Document 4.3混凝剂的选择、溶解和投加19 HYPERLINK l bookmark88 o Current Document 4.4混合22 HYPERLINK l bookmark92 o Current Document 4.5絮凝23 HYPERLINK l bookmark236 o Current Document 4.6沉淀32 HYPERLINK l

4、bookmark282 o Current Document 4.7滤池选用及适用条件35 HYPERLINK l bookmark364 o Current Document 4.8消毒方法的选择43 HYPERLINK l bookmark374 o Current Document 4.9清水池一水量调节设备计算45 HYPERLINK l bookmark376 o Current Document 5水厂系统布置图46 HYPERLINK l bookmark378 o Current Document 5.1净水厂系统区域地形图设计46 HYPERLINK l bookmark38

5、0 o Current Document 5.2净水厂总平面布置46 HYPERLINK l bookmark382 o Current Document 5.3净水厂高程布置48 HYPERLINK l bookmark384 o Current Document 6配水管网设计50 HYPERLINK l bookmark386 o Current Document 6.1管网定线50 HYPERLINK l bookmark388 o Current Document 6.2管网流量计算50 HYPERLINK l bookmark398 o Current Document 结论75

6、HYPERLINK l bookmark400 o Current Document 致谢76 HYPERLINK l bookmark402 o Current Document 参考文献77築龍網zhulong.corn築龍網zhulong.corn築龍網zhulong.corn築龍網zhulong.corn 水厂排水管线用以排除雨水、生产废水(沉淀池排泥，滤池冲洗废水等)和生活污水。生活污水系统可单独设置，并经处理后排放，其余废水在另一系统中排除。但考虑到水厂排泥水对环境的淤积影响，排泥水应能单独排入污泥脱水处理系统。表5.1给水厂主要构筑物及附属建筑物数量及平面尺寸一览表编号建、构筑物

7、名称平面尺寸数量一级泵房16.48mx5.8m1座折板絮凝池7.0mx5.0m2座斜板沉淀池10.3mx5.0m2座普通快滤池5.2mx3.5m2座配水井D3.5m1座清水池32.0mx25.0m2座a综合楼15.0mx10.0m1间b车库22.0mx2.0m1间c传达室6.0mx3.0m1间d配电室6.0mx6.0m1间e控制室10.0mx4.0m1间f机修间10.0mx8.0m1间g仓库10.0mx5.0m1间h加药间、药库12.0mx6.0m1间j食堂6.0mx4.1m1间加药管线：加矶和加氯管线往往做成浅沟敷设，上做盖板，加药管线的管材采用塑料管，以防腐蚀。臭氧用管线采用不锈钢管；电缆

8、沟：本设计水厂采用集中电缆沟方式敷设电缆，电缆沟上做盖板，深度不少于0.8m，宽度不小于0.7m，沟底做成底坡，以力排除积水；自用水管线：水厂自用水均单独成为管系，自二级泵房出水管接出，厂用水关口径应满足消防要求。5.2.3水厂绿化、道路和其他道路须能到达主要构筑物和建筑物。连接厂外道路的主车道宽度，一般为4.06.0m,厂区内主要构筑物和建筑物之间,用以输送物资的车道的车行道路宽常采用4.0m，并布置成环状以便回撤。厂内人员交通和搬运物品的人行道宽度一般为1.52.0m。行使载重汽车的道路转弯半径以10m为宜，但不小于6.0m。车行道路面一般采用混凝土、沥青混凝土等，人行道采用水泥路面、混凝

9、土制板块等；（3）新建水厂绿化面积宜大于水厂总面积的20%。绿化包多绿地、花坛和绿带。水厂地下管道错综复杂，绿化时可选用根浅四季常青的树种，沿围墙的管道较少，可种植高大树种。清水池面积较大，池顶覆土较浅，可铺植草皮。厂前区和建筑物门前可设大小不同的花坛，按季节种植不同草木类为主的花卉。水厂平面布置图见附图2。5.3净水厂高程布置给水厂高程布置主要是通过对净水厂构筑物和构筑物之间的管道进行水头损失计算，确定各处理构筑物的高程。辅助建筑物以及生活设施则可根据具体场地条件作灵活布置，但应保持总体的协调。水头损失计算：（1）配水井到折板絮凝池的管道采用钢管，每根管流量为0.15ms,根据要求允许流速为

10、1.0-1.5m/s，管长6m。水头损失：1dh=1dh=h+h=Eil+Es上=4.6&103x6+1.0=0.m2g2x9.8(5.1)（根据给排水设计手册-第一册，系数可查到）（2）絮凝池采用折板式絮凝池，水头损失为0.48m（3）斜管沉淀池，根据给排水工程快速设计手册，由于体积小，考虑一定的安全水头，设计中直接按规范取水头损失为1.0m（4）普通快滤池按规范取水损失为2.4m（5）沉淀池到普通快滤池，管道采用钢筋混凝土管，满流，n=0.013,每根流量为0.15m3/s，根据要求允许流速为0.6-1.0m/s，管长3m。水头损失：V2h=h+h二工il+Es=0.021m(5.2)61

11、22g(5.2)根据给排水设计手册-第一册，系数可以查到。(6)滤池到请水池，管长10m,水头损失为0.4m综上所述从配水井到吸水池，总的水头损失为4.4m。水厂高程布置图见附图3。6配水管网设计6.1管网定线6.1.1线路选择与布置要求1、输配水管渠的线路应尽量做到线路短、起伏小，土石方工程量少，造价经济，少占农田和不占良田。2、输配水管渠走向和位置应符合城市和工业企业的规划要求，并尽可能沿现有的道路或规划路铺设，以利于施工和维护。口3、输配水管渠应尽量避免穿越河谷、山脊、沼泽、重要铁路和泄洪地区，并注意避开滑坡、塌方以及易发生泥石流和高侵蚀性土壤地区。4、输水管线应尽量充分利用水位高差，当

12、条件许可时，优先考虑重力流输水。5、应尽量考虑近远期结合和分期实施的可能。6.1.2配水管网布置1、管网定线与布置：配水管网应根据用水要求合理分布于全供水区，尽可能缩短配水管线的总长度，一般布置成环状网。配水管网的布置应使干管尽可能以最短距离到达主要用水地区。干管的位置，应尽可能布置在两侧均有较大用户的道路上。配水干管之间应在适当间距处设连接管以形成环网。用以配水至用户和消火栓的配水支管，一般采用管径为150-200mm，负担消防任务的配水支管不得小于150毫米。城市生活饮用水管网严禁与非生活饮用水管网连接，并严禁与各单位自备的生活饮用水直接连接。6.2管网流量计算此管网没有水塔或高位水池的等

13、调节构筑物，仅依靠二泵房的分级供水来达到用户的用水需要，供水水源为地表水。管网计算工况有最高用水时、最高用水时+消防及事故时三种最高时平差计算根据计算的城市最高日最高时用水量，以及管网布置图，通过下面公式计算出比流量最高日最高时用水量根据资料计算得Q为516.611/s。(6.1)Q管网总用水量l/s亏大用户集中用水量总和l/sq込干管总长度m比流量计算为qs=(516.61-260.24)/37115.80=0.00690732表6.1最高时节点流量计算表管短编号管长节点编号节点流量1-273414.6723782.2212.123341174.436.76344274.7423.76454

14、72.7518.52561070.46-348.8547603.378.4178632.887.7589831.4913.849101333.41018.311114458.21124.851610674.81211.7811780135.0410111116.31438.0311121154.81530.891213102.91613.38131411601764.891415546.61811.721516437.31919.0516171786.1208.971718917.12116.61618974.92226.1618191500.82313.319201336.1247.6320

15、21403.52511.2712319.426-144.292122774.1279.982022857.52824.092223715.62910.3623151124.93010.72421445.1317.792413197.1324.1124251566.5333.552526380.334526271108.52719332.227281447.92829802.72930587.43025415.53033180.8333284830311913.53132341.625788016618.8表6-2最咼时初分流量结果i=1j=2qij=60.70i=1j=6qij=-65.37-

16、4.670.002i=2j=1qij=-60.70i=2j=3qij=48.58-12.120.003i=3j=2qij=-48.58i=3j=34qij=41.82-6.76-0.003i=4j=5qij=-117.38i=4j=7qij=130.43i=4j=34qij=-36.82-23.76-0.008i=5j=4qij=117.38i=5j=6qij=-135.90i=6j=1qij=65.37-18.520.004i=6j=5qij=135.90i=6j=32qij=147.58i=7j=4qij=-130.43(-348.85)-0.002i=7j=8qij=77.77i=7j=

17、12qij=71.23i=7j=25qij=-26.98i=8j=7qij=-77.77-8.410.002i=8j=9qij=36.48i=8j=11qij=33.53i=9j=8qij=-36.48-7.75-0.009i=9j=10qij=22.64i=10j=9qij=-22.64-13.840.002i=10j=11qij=-25.59i=10j=16qij=29.91i=llj=8qij=-33.53-18.31-0.006i=llj=10qij=25.59i=11j=12qij=-40.07i=11j=14qij=23.17i=12j=7qij=-71.23-24.850.011

18、i=12j=11qij=40.07i=12j=13qij=19.47i=13j=12qij=-19.47-11.70.007i=13j=14qij=43.77i=13j=24qij=-29.35i=14j=11qij=-23.17-5.04-0.008i=14j=13qij=-43.77i=14j=15qij=28.91i=15j=14qij=-28.91-38.030.002i=15j=16qij=3.42i=15j=23qij=-5.41i=16j=10qij=-29.91-30.89-0.006i=16j=15qij=-3.42i=16j=17qij=28.28i=16j=18qij=-

19、8.32i=17j=16qij=-28.28-13.380.006i=17j=18qij=-36.61i=18j=16qij=8.32-64.890.001i=18j=17qij=36.61i=18j=19qij=-56.65i=19j=18qij=56.65-11.72-0.002i=19j=20qij=19.09i=19j=27qij=-94.79i=20j=19qij=-19.09-19.05-0.003i=20j=21qij=-8.21i=20j=22qij=18.33i=21j=20qij=8.21-8.970i=21j=22qij=26.54i=21j=24qij=-51.35i=

20、22j=20qij=-18.33-16.6-0.001i=22j=21qij=-26.54i=22j=23qij=18.71i=23j=15qij=5.41-26.160.002i=23j=22qij=-18.71i=24j=13qij=29.35-13.30.001i=24j=21qij=51.35i=24j=25qij=-88.33i=25j=7qij=26.98-7.63-0.002i=25j=24qij=88.33i=25j=26qij=-55.14i=25j=30qij=-71.37i=26j=25qij=55.14-11.2-0.002i=26j=27qij=89.15i=27j=

21、19qij=94.79(-144.29)0.003i=27j=26qij=-89.15i=27j=28qij=-15.61i=28j=27qij=15.61-9.980.006i=28j=29qij=-39.71i=29j=28qij=39.71-24.09-0.008i=29j=30qij=-50.06i=30j=25qij=71.37-10.360.007i=30j=29qij=50.06i=30j=31qij=-65.00i=30j=33qij=-67.12i=31j=30qij=65.00-10.70.006i=31j=32qij=-72.79i=32j=6qij=-147.58-7.

22、79-0.002i=32j=31qij=72.79i=32j=33qij=70.67i=33j=30qij=67.12-4.11-0.011i=33j=32qij=-70.67i=34j=3qij=-41.82-3.550.003i=34j=4qij=36.820.005最高时管网平差结果ijl(m)d(mm)q(l/s)v(m/s)ih(m)1100-379.0300177.121200137.5800-172.881376045033.650.2100.1414415500-94.750.480.001-0.3151913400-73.30.580.001-2.5716341400-81.

23、090.650.002-0.5517500500-164.180.840.002-0.970.0012114472508.820.1800.44222217450-93.230.590.001-2.582376045033.650.2100.1424415500-94.750.480.001-0.32558730043.270.610.0021.252680230032.910.470.0011.0403166440092.080.730.0021.3532133620010.380.330.0011.5933403150-80.450.003-1.2234445300-54.550.770.

24、003-1.45351566400-84.10.670.002-2.736760450-33.650.210-0.1437221745093.230.590.0012.58041500500164.180.840.0020.9742169640078.970.630.0022.614336140075.420.60.0010.514441550094.750.480.0010.345176035033.10.340.0011.0946603500-131.230.670.001-0.7847945450-94.920.60.001-1113.440.710.002-3

25、.5605134140081.090.650.0020.5552191340073.30.580.0012.5753361400-75.420.60.001-0.51541696400-78.970.630.002-2.610612140450113.440.710.0023.566294545094.920.60.0011.1363274350-60.080.620.002-0.5641174400-65.080.520.001-1.2765782400-71.840.570.001-1.0166734400-83.960.670.002-1.2667618450-88.640.560.00

26、1-0.66071156640084.10.670.0022.77219725021.910.450.0020.373102200-29.590.940.008-0.8174319350-85.490.890.003-1.1751760350-33.10.340.001-1.09081115430044.210.630.0022.5682780250-29.850.610.003-2.08831265400-70.440.560.001-1.588431935085.490.890.0031.1091111625021.450.440.0011.64921333250-18.990.390.0

27、01-1.57931662300-32.830.460.001-2.159478025029.850.610.0032.08010154630036.190.510.0020.841024372005.20.170022.130.310.001-0.431041116250-21.450.440.001-1.6410545825027.760.570.0021.070111116030046.460.660.0022.81112458250-27.760.570.002-1.071131154300-44.210.630.002-2.5611410220029.590

28、.940.0080.81012177425029.950.610.0032.0812271525013.20.270.0010.441231124100-0.10.010-0.01124546300-36.190.510.002-0.841251160300-46.460.660.002-2.81126197250-21.910.450.002-0.312744530054.550.770.0031.4501318572009.410.30.0010.85132774250-29.950.610.003-2.0813340315080.450.0031.220141141300140062.6

29、5142974350-2.19143437200-5.214411241000.1145715250-13.2146857200-9.411471336200-10.38151183435053.121521786200-11.771539743502.19hq0=-0.00hq1=47.46hq2=hq4=43.43hq5=44.56hq6=hq8=41.07hq9=38.92hq10hq12=41.55hq13=40.73hq14hq16=36.93hq17=34.27hq18hq20=38.36hq21=39.58hq22hq24=41.03hq25=43.73hq26hq28=41.7

30、4hq29=42.78hq30hq32=47.15hq33=44.54hq340.50.0013.030.020-0.010.170-0.150.0100.010.270.001-0.440.30.001-0.850.330.001-1.5900.550.0012.650.370.001-2.650.0200.01=46.20hq3=45.19=48.12hq7=42.65=37.35hq11=38.99=37.92hq15=37.08=36.92hq19=39.95=37.51hq23=37.07=43.88hq27=41.30=44.03hq31=46.60L=43.92消防时平差计算表6

31、.3消防时节点流量计算表管短编号管长节点编号节点流量1-2734.014.6723782.2212.123341174.436.76344274.7423.7645472.7518.52561070.46-397.8547603.378.4178632.887.7589831.4913.849101333.41018.311114458.21124.851610674.81211.70811780.0135.0410111116.31438.0311121154.81530.8912-13102.91613.3813141160.01799.8914-15546.61846.7215-1643

32、7.31919.0516171786.1208.971718917.12116.6016-18974.92226.1618191500.82313.3019201336.1247.632021403.52511.20712319.426-165.2921-22774.1279.982022857.52824.0922-23715.62910.3623-151124.93010.7024-21445.1317.7924-13197.1324.1124-251566.5333.552526380.3345.0026-271108.52719332.227-281447.92829802.72930

33、587.430-25415.530-33180.833-32848.030-311913.5341.6880.0618.8313225716表6.4消防初分流量结果i=1j=2qij=68.10i=1j=6qij=-72.78-4.67-0.01i=2j=1qij=-68.10i=2j=3qij=55.98-12.120i=3j=2qij=-55.98i=3j=34qij=49.22-6.760i=4j=5qij=-135.90i=4j=7qij=156.37i=4j=34qij=-44.22-23.760.01i=5j=4qij=135.90i=5j=6qij=-154.42-18.520i

34、=6j=1qij=72.78i=6j=5qij=154.42i=6j=32qij=170.64(-397.85)-0.01i=7j=4qij=-156.37i=7j=8qij=93.36i=7j=12qij=84.31i=7j=25qij=-29.72-8.41-0.01i=8j=7qij=-93.36i=8j=9qij=45.61i=8j=11qij=40.00-7.750i=9j=8qij=-45.61i=9j=10qij=31.77-13.840i=10j=9qij=-31.77i=10j=11qij=-37.37i=10j=16qij=50.83-18.310i=11j=8qij=-4

35、0.00i=11j=10qij=37.37i=11j=12qij=-49.05i=11j=14qij=26.84-24.850.01i=12j=7qij=-84.31i=12j=11qij=49.05i=12j=13qij=23.56-11.70i=13j=12qij=-23.56i=13j=14qij=52.33i=13j=24qij=-33.81-5.040i=14j=11qij=-26.84i=14j=13qij=-52.33i=14j=15qij=41.14-38.030i=15j=14qij=-41.14i=15j=16qij=20.22i=15j=23qij=-9.96-30.89

36、0.01i=16j=10qij=-50.83i=16j=15qij=-20.22i=16j=17qij=52.52i=16j=18qij=5.14-13.38-0.01i=17j=16qij=-52.52i=17j=18qij=-47.37-99.890i=18j=16qij=-5.14i=18j=17qij=47.37i=18j=19qij=-88.95-46.720i=19j=18qij=88.95i=19j=20qij=12.66i=19j=27qij=-120.66-19.050i=20j=19qij=-12.66i=20j=21qij=-14.02i=20j=22qij=17.70-

37、8.97-0.01i=21j=20qij=14.02i=21j=22qij=31.72i=21i=24qij=-62.34-16.60i=22j=20qij=-17.70i=22j=21qij=-31.72i=22j=23qij=23.26-26.160i=23j=15qij=9.96i=23j=22qij=-23.26-13.30i=24j=13qij=33.81i=24j=21qij=62.34i=24j=25qij=-103.78-7.630i=25j=7qij=29.72i=25j=24qij=103.78i=25j=26qij=-59.24i=25j=30qij=-85.46-11.

38、20i=26j=25qij=59.24i=26j=27qij=106.05(-165.29)0i=27j=19qij=120.66i=27j=26qij=-106.05i=27j=28qij=-24.58-9.980.01i=28j=27qij=24.58i=28j=29qij=-48.67-24.090i=29j=28qij=48.67i=29j=30qij=-59.03-10.360i=30j=25qij=85.46i=30j=29qij=59.03i=30j=31qij=-76.54i=30j=33qij=-78.66-10.7-0.01i=31j=30qij=76.54i=31j=32

39、qij=-84.33-7.790i=32j=6qij=-170.64i=32i=31qij=84.33i=32i=33qij=82.21-4.110.01i=33j=30qij=78.66i=33j=32qij=-82.21-3.550i=34j=3qij=-49.22i=34j=4qij=44.22-50消防时平差计算结果ijl(m)d(mm)q(l/s)v(m/s)ih(m)1100-412.8100176.41200173.800-171.541376045045.990.2900.2514415500-102.680.520.001-0.34151913400-79.940.640.0

40、02-3.0116341400-87.730.70.002-0.6417500500-177.770.910.002-1.130.00121144725014.490.30.0011.05222217450-117.120.740.002-3.912376045045.990.2900.2524415500-102.680.520.001-0.342558730048.940.690.0031.572680230038.580.550.0021.39031664400121.640.970.0032.263213362007.780.250.0010.9533403150-9.680.550.

41、004-1.7334445300-58.980.830.004-1.67351566400-96.450.770.002-3.4736760450-45.990.290-0.25372217450117.120.740.0023.91041500500177.770.910.0021.1342169640085.940.680.0023.044336140082.390.660.0020.644415500102.680.520.0010.3445176035041.010.430.0011.5946603500-151.420.770.002-1.0147945450-106.940.670

42、.001-1.41482140450-125.460.790.002-4.2805134140087.730.70.0020.6452191340079.940.640.0023.0153361400-82.390.660.002-0.6541696400-85.940.680.002-3.040612140450125.460.790.0024.2862945450106.940.670.0011.4163274350-68.230.710.002-0.63641174400-73.230.580.001-1.5765782400-79.990.640.002-1.2366734400-92

43、.110.730.002-1.567618450-96.790.610.001-0.77071156640096.450.770.0023.477219725029.840.610.0030.5373102200-32.541.040.01-0.9774319350-98.51.020.004-1.44751760350-41.010.430.001-1.59081115430054.260.770.0033.7282780250-35.840.730.004-2.91831265400-85.510.680.002-2.258431935098.51.020.0041.44091111625

44、033.210.680.0033.62921333250-28.080.570.002-341.920.590.002-3.349478025035.840.730.0042.91010154630051.360.730.0031.5910243720022.210.710.0052.05103674300-42.980.610.002-1.421041116250-33.210.680.003-3.6210545825032.050.650.0031.390111116030057.340.810.004432.050.650.003-1.

45、391131154300-54.260.770.003-3.7211410220032.541.040.010.97012177425032.70.670.0032.4412271525015.020.310.0010.5512311241001.720.220.0011.59124546300-51.360.730.003-1.591251160300-57.340.810.004-429.840.610.003-0.5312744530058.980.830.0041.6701318572008.480.270.0010.71132774250-32.70.670

46、.003-2.441334031509.680.550.0041.730141300140094.810.750.0026.45142974350-32.780.340.001-0.59143437200-22.210.710.005-2.051441124100-1.720.220.001-1.59145715250-15.020.310.001-0.55146857200-8.480.270.001-0.711471336200-7.780.250.001-0.950151183435080.870.840.0035.721521786200-19.020.610.004-6.311539

47、7435032.780.340.0010.59hq0=-0.00hq1=46.63hq2=45.13hq3=43.90hq4=41.70hq5=43.11hq6=47.40hq7=40.69hq8=38.44hq9=35.10hq10=31.92hqll=35.54hq12=39.26hq13=38.29hq14=34.15hq15=32.55hq16=30.50hq17=24.19hq18=29.91hq19=36.36hq20=35.41hq21=37.14hq22=34.70hq23=34.15hq24=38.81hq25=42.29hq26=42.54hq27=38.63hq28=39

48、.68hq29=41.06hq30=42.63hq31=45.64hq32=46.27hq33=43.23hq34=42.33事故时平差计算表6-5事故时节点流量计算原节点新节点管段编号管长节点流量比流量1112734.03.270.0071967832223782.28.480.00719678333341174.44.730.0071967834545274.73.50.0071967835无56603.329.600.0071967836667632.8-244.200.0071967837778831.45.890.00719678388891333.45.430.0071967839

49、9611319.49.090.00719678310107107805.890.00719678311119101116.35.430.007196783121210111154.89.690.00719678313131112102.912.820.00719678314141213116017.400.00719678315151314546.68.190.00719678316161415437.33.530.0071967831717159674.826.620.00719678318181310458.221.620.00719678319191517974.99.370.00719

50、6783202015161786.145.420.00719678321211617917.18.200.007196783222217181500.813.340.007196783232318191366.16.280.00719678324241826332.211.620.00719678325251921857.518.310.00719678326261920403.59.310.00719678327272021794.15.340.00719678328282122715.67.840.007196783292922141124.9-101.000.00719678330302

51、023445.16.990.00719678331312312197.116.860.007196783323223241566.57.250.00719678333332425380.37.490.0071967833425261108.55.450.00719678326271447.92.880.0071967832728802.72.490.0071967832829587.40.00719678329301913.50.0071967833031341.60.00719678331328480.0071967833229180.80.0071967832924415.50.0071967832468800.007196783313300.007196783331618.80.007196783表6-6事故时初分流量计算i=1j=2qij=87.22i=1j=6qij=-90.48-3.270.01i=2j=1qij=-87.2