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1、农村集中供水工程配水工程设计方案1.1 配水管网设计原则供水系统总体上采用统一给水系统，不进行分质、分压供水，即用同一系统供应生活、生产和消防等各种用水。在局部压力较大的地方建议采用减压阀以保证供水安全。管道尽量沿道路进行铺设，车行道下覆土厚度不得低于1.0m，并加设套管，其余地方不得低于0.7m。在管道凸起点，应设自动进（排）气阀；长距离无凸起点的管段，每隔一定距离亦应设自动进（排）气阀。在管道低凹处，应设排空阀。树枝状管网的末稍，应设泄水阀。干管上应分段或分区设检修阀。考虑时变化系数2，设计规模为4000m3/d。1.2 管网水力计算水厂全天运行，并对用户进行24小时供水。1.2.1 水力
2、计算方法单位长度管道沿程水力计算采用海曾-威廉公式式中管段长度，m；管径，m；流量，m3/s；系数，塑料管取150，新铸铁管取130，钢管取120。局部水头损失按沿程水头损失的10计，即hj=0.1hy，计算管段总水头损失为供水工程管网敷设节点编号示意图，见图6-1。图6-1管网敷设节点编号示意图供水工程供水管道水力要素表6-1。表6-1 供水工程供水管道水力要素表管道编号管径(mm)管长(m)流量(L/s)流速(m/s)千米损失(m)管道损失(m)1-3500313.192.250.4450.6010.1882-51251233.83.740.3731.5881.9593-5500710.6
3、91.870.4430.5970.424续表5-10500598.988.130.4250.5530.3316-7100212.50.370.0480.0420.0097-4100844.60.230.0300.0170.0158-13100388.20.340.0440.0360.0149-10100398.40.310.0400.0300.01210-225001240.787.820.4230.5490.68111-7100898.70.600.0780.1020.09212-161001532.30.180.0230.0110.01713-11100716.31.020.1330.27
4、30.19514-23100714.40.450.0580.0600.04315-20100405.70.330.0430.0340.01416-19100956.30.340.0440.0360.03417-131001025.81.360.1770.4640.47618-19100455.50.220.0290.0160.00719-26100675.30.830.1080.1860.12620-17125985.81.810.1800.4150.40921-20150220.62.140.1310.1740.03822-21150452.72.480.1520.2290.10423-25
5、125782.12.230.2220.6100.47724-21100279.10.340.0440.0360.01025-22500263.485.340.4110.5210.13726-31100832.40.830.1080.1860.15527-28100261.60.250.0320.0200.00528-231001332.71.780.2310.7641.01829-25400557.883.110.6611.9961.11330-311001639.30.590.0770.0990.16231-281001014.01.530.1990.5770.58532-291001322
6、.91.170.1520.3510.46533-294001851.381.940.6151.4122.61534-331001339.71.200.1560.3680.49335-431002508.13.420.4442.5566.41136-371002423.21.600.2080.6271.519续表37-333501980.079.610.7742.5084.96538-37350581.878.010.7582.4151.40539-411001304.81.520.1970.5700.74440-38100828.30.350.0450.0380.03141-42100487.
7、72.330.3031.2570.61342-383501203.277.660.7552.3952.88243-501002461.33.420.4442.5566.29144-391001520.71.100.1430.3130.47745-48100798.54.060.5273.5112.80346-552004803.631.930.9674.66922.42747-50100446.94.590.5964.4051.96948-46200295.326.390.8003.2820.96949-482001161.322.330.6772.4092.79850-492001051.6
8、18.910.5731.7711.86351-423003184.275.331.1334.17813.30352-53100957.33.420.4442.5562.44753-501001591.06.650.8648.74613.91655-56250773.331.930.6303.0772.37956-57250377.536.210.7032.0060.75757-513001178.869.771.0493.6254.27458-60100404.32.570.3341.5070.60959-561003698.84.280.5563.87114.31760-57250474.4
9、33.560.6521.7430.82761-631002601.82.140.2781.0742.79462-661002708.81.330.1730.4451.20663-511002490.95.560.7226.28115.64464-602001460.530.990.9394.4186.45265-63100356.93.420.4442.5560.91266-681003226.82.340.3041.2674.08767-70100772.84.200.5463.7382.88968-691002613.52.940.3821.9325.05069-701503554.014
10、.530.8926.03421.443续表70-642004158.925.860.7833.16113.14671-70100901.97.130.9269.9508.97472-711002145.02.190.2851.1212.404考虑到消防的需要，供水管道最小管径取DN100。供水工程供水管道节点水力要素表，见下表6-2。表6-2供水工程供水管道节点水力要素表节点编号流量(L/s)地面标高(m)节点水压(m)自由水头(m)1-92.25920.000920.0000.00023.74900.000917.42817.42830.38900.500919.81219.31240.23
11、901.000917.04616.04650.00890.000919.38829.38860.37900.000917.05217.05270.00900.000917.06117.06180.34895.800917.33421.53490.31901.500919.04517.545100.00885.000919.05734.057110.42895.300917.15321.853120.18880.500915.82635.326130.00895.000917.34822.348140.45901.500917.71816.218150.33895.500918.21922.71
12、9160.16853.500915.84362.343170.45890.500917.82427.324180.22852.500915.87063.370190.27843.000915.87772.877200.00885.000918.23333.233210.00880.000918.27138.271220.00878.000918.37540.375230.00875.000917.76142.761240.34869.500918.26248.762250.00868.000918.23850.238续表260.00828.000916.00388.003270.25850.7
13、00916.73866.038280.00858.000916.74358.743290.00879.000917.12538.125300.59861.200915.99654.796310.11835.500916.15880.658321.17892.900916.66023.760331.13857.200914.51057.310341.20884.500914.01729.517353.42655.900843.789187.889361.60890.500908.02617.526370.00845.000909.54564.545380.00838.000908.14070.1
14、40390.42823.500903.90280.402400.35796.000908.109112.109410.81856.500904.64648.146420.00820.000905.25885.258430.00672.000850.199178.199441.10799.500903.425103.925454.059688.200858.349170.149465.54689.500862.120172.620474.59660.500854.522194.022480.00680.000861.151181.151493.42675.500858.353182.853504
15、.25662.500856.491193.991510.00750.000891.956141.956523.42641.500840.128198.628533.23656.500842.575186.075550.00720.000884.546164.546560.00745.000886.925141.925570.00748.000887.682139.682582.57743.700886.246142.546续表594.28710.000872.608162.608600.00735.000886.855151.855612.14710.300873.518163.218621.
16、33694.100835.471141.371630.00722.000876.311154.311645.13729.900880.403150.503653.42719.500875.399155.899661.01698.500836.677138.177674.20699.100864.369165.269680.60708.500840.765132.2656911.59749.800845.81596.015700.00695.000867.258172.258714.94689.300858.284168.984722.19678.900855.880176.980节点1为水厂，
17、水厂地面标高为917.00m，清水池出水水位为920.00m。水厂自由水头只有3m，因而水厂自用水需要单独加压。从表6-2中节点水压情况分析，管网系统中多个节点水压已超过控制水压，按照室外给水设计规范和村镇供水工程技术规范要求，应根据管道水压情况进行逐级减压，确保节点压力满足规范要求。1.2.2 计算结果（一） 控制点的选择结合供水管网通过的各镇实际地面高程，通过比较确定管道敷设的最不利点分别为J-4。考虑到本次供水工程主要解决农村饮水问题，农村住宅许多没有超过三层，故本次设计将供水区自由水头确定至少满足16.0m，并保证多数供水点水压达到28.0m，以实现对项目区内6层建筑的直接供水。通过管道水力计算，管网最不利点J-4需要水压为16.046m，满足16.0m自由水头要求。（二） 经济流速的确定供水管网的经济流速需根据其工程管网布置、地形高差、最小服务水头，以及供水站提供的压力水头确定。（三） 管道计算特征参数管公称直径最大为DN500mm，最小为DN100mm，最大流速1.133m/s ，最小流速0.023m/s。