某城给水管网初步设计.doc

水土学院2011级给排水专业课程设计 山东省某城给水管网初步设计 山东农业大学课 程 设 计题目： 山东省某城给水管网初步设计 院 部 水利土木工程学院 专业班级 给水排水2011级2班 学生姓名 杨慧 学 号 20116876 指导教师 赵星明 二O一三年十二月五日目录1.设计项目52.设计任务53.工程资料63.1该市规划平面图63.2基本资料64 给水管网设计计算74.1 设计用水量计算74.2 供水系统方案的选择和管网布线84.3绘制城市最高日用水量变化曲线84.4泵站供水流量确定94.5调节容积的计算94.6管段配水长度114.7最高时集中用水流量的计算124.8比流量的计算134.9节点流量的计算135流量分配及管径初选155.1管网简图155.2流量分配155.3初选管径156管网平差176.1初分配流量下的平差176.2调整管径后的平差206.3控制点的确定236.4水泵扬程与水塔高度的确定247.给水管网校核计算247.1消防工况校核计算247.2转输工况校核277.3事故工况校核298管段附件及构筑物308.1阀类308.2消火栓318.3管道配件319设计总结319.1设计思路319.2学习总结31参考文献32附表33 山东省某城市给水管网设计工程设计内容简介：本设计根据山东省某城市的设计资料，进行管网布置和计算校核。先计算用水量，确定最高日用水量和最高时用水量以及消防用水。然后布置水源和净水厂的位置和选择供水方案。之后管网定线，绘制城市最高日用水量变化曲线，计算清水池和水塔的容积。然后进行管段设计流量计算，包括比流量、节点流量，初分配流量和拟定管径。之后进行水力计算，平差校核最终确定管径，满足设计规范等多方面要求。最后完成总体布置，绘制管网平面图和部分管段剖面图。关键词：管网，用水量，布置，水塔，水泵，清水池，平差，校核，管径，平面图，剖面图1.设计项目山东省某城市的给水管网初步设计2.设计任务（1）城市给水工程规划（2）城市输水管与给水管网设计 二级泵站设计（3）绘制等水压线图、管网平面图和纵剖面图3.工程资料3.1该市规划平面图规划平面图3.2基本资料 该城市位于山东西南地区，A 河的中下游。城市分为、两个行政区，规划人口13.0 万人。A河流将该城市分成两部分，每一部分都有一个工业区，其中工业区I总人数为3000人，高温车间人数为 1000人，工业区总人数为 4500人，高温车间人数为1200人。绿地面积 60 ha，道路面积 86ha。房屋平均层数6层。3.2.1城市居住房中的卫生设备情况 区：室内卫生设备情况（有给水、排水、淋浴） 区：室内卫生设备情况（有给水、排水、淋浴、热水供应）3.2.2城市中房屋的平均层数区6层，区7层工业用水情况：城市中有下列工业企业，其位置在城市平面图；工业区生产用水量6000m3d。工人总数3000人，分两班工作，热车间占33.3第一班1500人，使用淋浴者1500人；其中热车间500人第二班1500 人，使用淋浴者1500 人；其中热车间500人工业区生产用水量8000 m3d。工人总数4500人，分两班工作，热车间占26.7第一班2250人，使用淋浴者2250人；其中热车间 600人第二班2250人，使用淋浴者2250人；其中热车间 600人给水水源：A河城市综合用水变化曲线及时变化系数时间01122334455667788991010111112用水量（%）2.822.792.933.063.133.784.935.135.114.814.924.9时间121313141415151616171718181919202021212222232324用水量（%）4.714.294.043.423.024.644.524.494.454.454.555.114 给水管网设计计算4.1 设计用水量计算城市设计用水量按最高日用水量计算,包括:综合生活用水、工业企业生产用水和工作人员生活用水、浇洒道路和绿化用水、城市未预见水量和管网漏失水量。4.1.1居民最高日生活用水量 Q1=240*130000/1000=31200 m3/d4.1.2工厂生产用水量及职工用水量工厂生产用水量： Q2=6000+8000=14000 m3/d工人生活用水量： 25*（3000-1000+4500-1200）+35*(1000+1200)/1000=209.5 m3/d 工人淋浴用水量： 40*（3000-1000+4500-1200）+60*(1000+1200)/1000=344 m3/d工厂生产用水量及职工用水量： Q3=209.5+344=553.5 m3/d 4.1.3浇洒道路用水量和绿化用水量 Q4=860000*1.5*3+3*600000/1000=5670 m3/d 4.1.4未预见水量和管网漏失水量Q5=0.2*【Q1+Q2+Q3+Q4】=9150.7 m3/d4.1.5最高日设计用水量Qd= Q1+Q2+Q3+Q4+Q5=54904.2 m3/d4.1.6最高日最高时用水量时变化系数由原始资料知Kh=24*5.13/100=1.23 Qh=Kh*Qd/86.4=1.23*54904.2/86.4=781.6 l/s4.1.7消防用水量：根据建筑设计防火规范该城市消防用水量定额为45L/s，同时火灾次数为2次。城市消防用水量为： Q6=q6*f6=2*45=90 l/s4.2 供水系统方案的选择和管网布线该城市采用单水源供水管网系统，对水质无特殊要求，所以采用统一供水方案。管网定线及输水管定线见附图【1】4.3绘制城市最高日用水量变化曲线最高日用水量变化曲线4.4泵站供水流量确定由于采用单水源给水系统且城市最高日用水量变化较大，因此需要在管网中设置水塔，供水泵站采用二级供水，0-6点为一级，其余为二级。供水泵站供水流量为： 54904.2 *4.527%*1000/3600=690.4 l/s水塔设计供水流量为： 54904.2 *（5.13%-4.527%）*1000/3600=92.0 l/s水塔最大进水流量为： 54904.2*（4.527%-3.02%）*1000/3600=230.0 l/s4.5调节容积的计算清水池与水塔调节容积计算表小时给水处理供水量供水泵站供水量（%）清水池调节容积计算(%)水塔调节容积计算（%）设置水塔不设水塔设置水塔不设水塔123423s24s34s014.173.0852.821.0851.0851.351.350.2650.265124.173.0852.791.0852.171.382.730.2950.56234.163.0852.931.0753.2451.233.960.1550.715344.173.0863.061.0844.3291.115.070.0260.741454.173.0853.131.0855.4141.046.11-0.0450.696564.163.0853.781.0756.4890.386.49-0.6950.001674.174.5274.93-0.3576.132-0.765.73-0.403-0.402784.174.5275.13-0.3575.775-0.964.77-0.603-1.005894.164.5285.11-0.3685.407-0.953.82-0.582-1.5879104.174.5274.81-0.3575.05-0.643.18-0.283-1.8710114.174.5274.92-0.3574.693-0.752.43-0.393-2.26311124.164.5284.9-0.3684.325-0.741.69-0.372-2.63512134.174.5274.71-0.3573.968-0.541.15-0.183-2.81813144.174.5274.29-0.3573.611-0.121.030.237-2.58114154.164.5274.04-0.3673.2440.121.150.487-2.09415164.174.5273.42-0.3572.8870.751.91.107-0.98716174.174.5273.02-0.3572.531.153.051.5070.5217184.164.5274.64-0.3672.163-0.482.57-0.1130.40718194.174.5274.52-0.3571.806-0.352.220.0070.41419204.174.5284.49-0.3581.448-0.321.90.0380.45220214.164.5274.45-0.3671.081-0.291.610.0770.52921224.174.5274.45-0.3570.724-0.281.330.0770.60622234.174.5274.55-0.3570.367-0.380.95-0.0230.58323244.164.5275.11-0.3670-0.950-0.5838.88E-16累计100100100调节容积=6.122调节容积=5.54调节容积=3.559因此清水池调节容积按最高日用水量的6.12%计算清水池中除了储存调节用水外还存放消防用水,则清水池有效容积W为W=W1+W2+W3+W4W清水池总容积m3；W1调节容积；m3；W2消防储水量m3，按2小时火灾延续时间计算；W3水厂冲洗滤池和沉淀池排泥等生产用水，取最高日用水量的10%计算；W4安全贮量按W1+W2+W3取整后计算W1+W2+W354904.26.12%+0.0923600+54904.210%=9498.56 m3 故W4取9498.56-9000=498.56 m3因此：清水池总容积 W9498.56+498.56=9997.12 m3取整为10000 m3清水池应设计成体积相同的两个，如仅有一个，则应分格或采取适当措施，以便清洗或检修时不间断供水。水塔设计有效容积 W=W1+W2W1水塔调节容积；m3；W2室内消防储备水量m3，按10分钟室内消防用水量计算；W=54904.25.54%+150=3191.69 l/s4.6管段配水长度各管段长度和配水长度管段编号管段长度（m）配水长度（m5240.753748.4374.24663.7331.855764.2382.16720.6360.377927928731.8731.89783.8783.81081781711862.7431.3512728.3364.1513429.7214.8514684.5342.2515675.8337.916810.5405.2517345.3172.651833633619422.8211.420349.1174.5521725.1362.5522472.5236.2523720.2360.124942.8471.425342.1171.052639439427371.2371.228372.3372.329380.2190.130740.7740.731784.9784.932715.8715.833917.7917.734711.2355.635692.3692.336661.7661.737621.5621.538567.6283.839588.8294.440868.5434.2541778.6389.342829414.543164.3044237.2045418.604.7最高时集中用水流量的计算最高时集中用水流量：工厂I：6000+(25*2000+35*1000+40*2000+60*1000)/1000=6225 m3/d Qn1=Kh*Qd/86.4=1.23*6225/86.4=88.62 l/s 工厂II：8000+(25*3300+35*1200+40*3300+60*1200)/1000=8328.5 m3/d Qn2=Kh*Qd/86.4=1.23*8328.5/86.5=118.57 l/s 集中用水流量为 Q=88.62+118.57=207.19 l/s4.8比流量的计算 q=（Qh-Qni）/li=（781.6-207.19）/18420.55=0.031 l/s4.9节点流量的计算泵站供水流量为781.6*4.527%/5.13%=689.73 l/s水塔供水流量为781.6-689.73=91.87 l/s最高时管段沿线流量分配与节点设计流量计算管段编号管段配水长度m管段沿线流量l/s节点设计流量计算l/s集中流量沿线流量供水流量节点流量138111.881323611.558563211.56 2240.757.5076867722.043597422.04 3374.211.669268520.998914121.00 4331.8510.348601723.230170623.23 5382.111.915626659.282725723.871013683.15 6360.311.235802912.683546812.68 779224.698184513.987841713.98 8731.822.82087321.377027121.38 9783.824.44247125.335909125.34 1081725.477798922.826330322.83 11431.3513.45146759.282725724.326308483.60 12364.1511.355863516.34071816.34 13214.856.700006248.080703368.08 14342.2510.672921314.517979514.52 15337.910.537268414.57567114.58 16405.2512.637549615.086318415.09 17172.655.3840171129.539930618.769996548.31 1833610.478017713.610508413.61 19211.46.5924194519.760886419.76 20174.555.4432678140.725497540.73 21362.5511.305968239.504621439.50 22236.257.3673561729.539930640.965618870.51 23360.111.22956621.698228321.70 24471.414.700409310.134987310.13 25171.055.3341217922.155861922.16 2639412.286723123.15844623.16 27371.211.575714829.539930622.223688451.76 28372.311.610017810.888094810.89 29190.15.928187970689.747391-689.75 30740.723.0984157091.874901-91.87 31784.924.476774#N/A32715.822.3219198#N/A33917.728.6180858#N/A34355.611.0892354#N/A35692.321.5890822#N/A36661.720.6348342#N/A37621.519.3812142#N/A38283.88.85018278#N/A39294.49.18073929#N/A40434.2513.5419023#N/A41389.312.1401556#N/A42414.512.9260069#N/A4300#N/A4400#N/A4500#N/A合计18420.55574.437049207.185243574.437049781.6222920.00 5流量分配及管径初选5.1管网简图管道及节点简图5.2流量分配根据节点流量进行管段的流量分配分配步骤：按照管网的主要供水方向，初步拟定各管段的水流方向，并选定整个管网的控制点。为了可靠供水，从二级泵站到控制点之间选定几条主要的平行干管线，这些平行干管中尽可能均匀地分配流量，并且符合水流连续性即满足节点流量平衡的条件。与干管线垂直的连接管，其作用主要是沟通平行干管之间的流量，有时起一些输水作用，有时只是就近供水到用户，平时流量一般不大，只有在干损坏时才转输较大的流量，因此连接管中可以分配较少的流量。5.3初选管径管段编号管段设计流量（l/s）经济流速(m/s)计算管径(m)初设管径（m）初设管径153.380.80.2914740.3300281.970.90.3405350.4400394.290.90.365230.44004108.770.90.3922730.44005151.5910.4393290.55006-42.020.60.2986120.33007-6.350.30.1641650.220088.680.30.1919350.220098.750.30.1927070.22001040.330.60.2925460.330011164.2710.4573350.550012-6.340.30.1640360.2200138.690.30.1920460.2200148.750.30.1927070.22001540.330.60.2925460.330016164.2610.4573210.550017-2.170.20.1175360.22001833.960.50.2940720.330019344.871.40.560040.660020-7.640.30.180070.22002133.960.50.2940720.33002282.50.90.3416340.440023120.3810.39150.440024165.6310.4592240.550025-5.980.20.1951150.220026-27.080.40.2935960.330027-22.790.50.2409030.3300283.060.20.1395730.220029165.6410.4592380.550030-27.090.40.293650.330031-22.80.50.2409560.3300323.060.20.1395730.22003371.970.80.3384430.44003440.870.60.2944980.3300359.360.30.1993120.220036-9.150.30.1970630.2200374.660.20.172240.22003871.970.80.3384430.44003940.870.60.2944980.3300409.350.30.1992050.2200414.660.20.172240.22004261.080.70.3333160.44004391.870.90.3605130.440044689.751.40.7920210.880045000.44006管网平差6.1初分配流量下的平差初分配流量下的管段数据计算节点编号1234567地面标高（m）40.8341.2741.6742.2342.943.8641.14要求自由水压（m）28282828282828节点流量（l/s）11.5622.042123.2383.1512.6813.98服务水头（m）68.8369.2769.6770.2370.971.8669.14初始节点压力（m）68.8369.1369.3369.6369.9370.3369.03管段长度（m）762481.5748.4663.7764.2720.6792Si347.94954.163384.186674.658828.9978329.0452605.26H（m）68.884569.067169.243369.746470.418371.094368.8639h1压降(m)0.182610.176170.50310.671850.67607-0.0207-0.2242q(m3/s)0.016940.045360.0630.078590.1314-0.0054-0.0064q(m3/s)-0.0116-0.022-0.021-0.0232-0.0832-0.0127-0.014Q(m3/s)1.1E-06-6E-07-2E-06-3E-06-6E-06-7E-061.9E-06Ci0.050090.139040.067620.063160.104940.14070.01537Ci0.190790.20450.235370.144090.196540.190880.21177H(m)-6E-062.8E-066.8E-061.9E-053.1E-053.6E-05-9E-06Hi(m)68.884569.067169.243369.746470.418371.094468.8639节点编号891011121314地面标高（m）41.7242.2142.9943.844.6941.4542.05要求自由水压（m）28282828282828节点流量（l/s）21.3825.3422.8383.616.348.0814.52服务水头（m）69.7270.2170.9971.872.6969.4570.05初始节点压力（m）69.4369.5370.0370.2370.7369.7369.83管段长度（m）731.8783.8817862.7728.3429.7684.5Si2407.232578.28373.06432.73542395.721413.482251.64H(m)68.84369.306670.056670.994571.999669.107569.2509h1压降(m)0.063240.31020.576250.90528-0.02090.463590.75005q(m3/s)0.003360.007650.030350.14409-0.00190.013140.01325q(m3/s)-0.0214-0.0253-0.0228-0.0836-0.0164-0.0081-0.0145Q(m3/s)4.6E-075.9E-07-1E-06-5E-06-2E-052.3E-065E-05Ci0.028710.013310.028430.085940.04790.015310.00954Ci0.078580.12630.048030.138320.387650.075411.29135H(m)-6E-06-5E-062.4E-053.6E-054E-05-3E-05-4E-05Hi(m)68.84369.306670.056670.994571.999669.107569.2508节点编号15161718192021地面标高（m）42.3742.9443.8844.8141.8542.3443.05要求自由水压（m）28282828282828节点流量（l/s）14.5815.0948.3113.6119.7640.7339.5服务水头（m）70.3770.9471.8872.8169.8570.3471.05初始节点压力（m）70.1370.5370.9371.2370.4371.4371.53管段长度（m）675.8810.5345.3336422.8349.1725.1Si308.58830.75461135.85153.4266.602061148.35331.1H69.518869.851371.368272.791269.360869.251269.472h1压降0.93791.00510.243630.212250.791570.143350.26795q0.043730.157680.010450.028590.318120.00780.0214q-0.0146-0.0151-0.0483-0.0137-0.0198-0.0407-0.0395Q2.8E-061.3E-06-3E-06-5E-054.5E-065.2E-053.5E-06Ci0.025180.084710.023160.072740.2170.029390.04313Ci0.220750.19920.129851.254990.111211.340320.18326H-1E-05-7E-062.5E-054.1E-05-4E-05-4E-05-2E-05Hi69.518869.851371.368272.791269.360869.251269.472节点编号22232425262728地面标高（m）44.1645.3542.1342.6843.3844.6745.86要求自由水压（m）28282828282828节点流量（l/s）70.5121.710.1322.1623.1651.7610.89服务水头（m）72.1673.3570.1370.6871.3872.6773.86初始节点压力（m）72.1372.7370.8371.6371.9372.2372.43管段长度（m）472.5720.2942.8342.1394371.2372.3Si53.150981.014435.77481125.33179.911169.51224.67H71.11372.172570.339869.702869.479971.024671.6256h1压降0.332451.516941.422980.253320.00038-0.3792-0.2552q0.064570.116730.175330.010730.00087-0.0371-0.0103q-0.0705-0.0217-0.0101-0.0222-0.0232-0.0518-0.0109Q-3E-06-1E-051.4E-052.5E-062E-06-3E-06-5E-06Ci0.104880.041550.066530.022861.218830.052770.02177Ci0.098150.277910.279750.059050.099860.092230.13451H3.1E-053.9E-05-5E-05-4E-05-2E-053.2E-053.7E-05Hi71.11372.172570.339769.702869.479971.024671.6256节点编号2930地面标高（m）45.2242.19要求自由水压（m）2828节点流量（l/s）-689.75-91.87服务水头（m）73.2270.19初始节点压力（m）73.0371.13管段长度（m）380.2740.7784.9715.8917.7711.2692.3Si14.4268338.223358.4062354.6103.231324.7532277.3H73.249870.5619h1压降0.618680.109580.220771.640971.059510.978930.4516q0.18260.013060.018470.019740.084370.043540.01002q0.689720.09188Q-3E-051.2E-05Ci0.159360.064340.045180.00650.0430.024020.01198Ci0.812090.22333H4.2E-05-5E-05Hi73.249870.5619节点编号地面标高（m）要求自由水压（m）节点流量（l/s）服务水头（m）初始节点压力（m）管段长度（m）661.7621.5567.6588.8868.5778.6829Si2176.642044.463.8486268.8622856.92561.1893.2532Hh1压降0.00793-0.08840.546890.636910.22291.544660.601q0.00116-0.00440.076520.038230.006050.018260.06562qQCi0.078810.026890.075550.032410.014660.006380.05896CiHHi节点编号地面标高（m）要求自由水压（m）节点流量（l/s）服务水头（m）初始节点压力（m）管段长度（m）164.3237.2418.6Si18.48190.912451E+31Hh1压降0.222150.458590.37369q0.091880.689721.1E-17qQCi0.223330.812091.6E-17CiHHi6.2调整管径后的平差节点编号1234567地面标高40.8341.2741.6742.2342.943.8641.14要求自由水压28282828282828节点流量11.5622.042123.2383.1512.6813.98服务水头68.8369.2769.6770.2370.971.8669.14初始节点压力68.8369.1369.3369.6369.9370.3369.03管段长度762481.5748.4663.7764.2720.6792Si73298.7534.281341.739143.05528.997869316.376184.5H68.825675.289876.088477.40478.454279.328572.7529h1压降6.464170.798611.315591.050170.874323.92731-0.3491q0.006470.029810.049690.07040.150970.00509-0.0013q-0.011