给水管网设计说明.doc

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1、设计说明说一、给水管网的设计与计算1、用水量的计算：用水量变化曲线如图：通过所给定的地形图，用水量指标，根据地均法：(1)最高日供水量：Qd=∑qiAi=.444m³/dKh=24×5.92/100=1.42(2)最高时供水量：Qh=Qd·1.42/86.4=1987.35L/S(3)供水泵站的流量为：Qd×4.97%×1000÷3600=1669.374L/s水塔的供水流量为：Qd×(5.92%-4.97%)×1000÷3600=319.096L/s(4)清水池、水塔的调节容积计算：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

2、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（1）（2）（3）（4）（2）-（3）∑（2）-（4）∑（3）-（4）∑0~14.172.221.921.951.952.252.250.300.301~24.172.221.701.953.902.474.720.520.822~34.162.221.771.945.842.397.110.451.273~44.172.222.451.957.791.728.83-0.231.044~54.172.222.871.959.741.3010.13-0.650.395~64.164.973.95

3、-0.818.930.2110.341.021.416~74.174.974.11-0.808.130.0610.400.862.277~84.174.974.81-0.807.33-0.649.760.162.438~94.164.975.92-0.816.52-1.768.00-0.951.489~104.174.965.47-0.795.73-1.306.70-0.510.9710~114.174.975.40-0.804.93-1.235.47-0.430.5411~124.164.975.66-0.814.12-1.503.97-0.69-0.1512

4、~134.174.975.08-0.803.32-0.913.06-0.11-0.2613~144.174.974.81-0.802.52-0.642.420.16-0.1014~154.164.964.62-0.801.72-0.461.960.340.2415~164.174.975.24-0.800.92-1.070.89-0.27-0.0316~174.174.975.57-0.800.12-1.40-0.51-0.60-0.6317~184.164.975.63-0.81-0.69-1.47-1.98-0.66-1.2918~194.174.965.2

5、8-0.79-1.48-1.11-3.09-0.32-1.6119~204.174.975.14-0.80-2.28-0.97-4.06-0.17-1.7820~214.164.974.11-0.81-3.090.05-4.010.86-0.9221~224.174.973.65-0.80-3.890.52-3.491.320.4022~234.172.222.831.95-1.941.34-2.15-0.61-0.2123~244.162.222.011.940.002.150.000.210.00累计100100100调节容积=13.63调节容积=14.46

6、调节容积=4.21清水池的调节容积：W1=13.63%·Qd=16481.457m³W2=25×2×3600÷1000=180m³W3=6.5%·Qd=7859.829m³W4=5%·Qd=6046.002m³清水池设计有效容积：W=W1+W2+W3+W4=30567.308m³水塔的调节容积：W1=4.21%·Qd=5090.751m³W2=15×10×60÷1000=9m³水塔设计有效容积：W=W1+W2=5099.751m³2、管道定线：根据所给某市B区城市总体规划图进行管道定线，沿人行道，绿地和慢车道布置管道，尽量避免快车道，管道布置成环状，在离水厂较远

7、处设水塔。3、计算Qj比流量：ql=(Qh-∑qni)/∑Ai=0.00034L/s·㎡最高时管段沿线流量分配与节点设计流量计算节点编号集中流量(L/S)供水流量L/s沿线流量节点流量L/s10-1669.3740-1669.374190.32524.81325.138270.00038.9938.990797.51336.339133.85280.000-319.0960-319.0961169.10837.586107.724200.23569.14269.3773069.31527.0296.3356104.75038.122142.8721284.589

8、33.664119.26