《配水管网的设计计算案例综述》3100字

配水管网的设计计算案例综述目录TOC\o"1-2"\h\u9341.1线路选择与布置要求 116641.2配水管网布置 1232791.3管网水力计算 186681.1.1比流量计算 1119941.1.2沿线流量计算 259511.1.3节点流量计算 3209631.1.4初分流量 483721.4管网平差 5269981.4.1目的 569701.4.2软件平差 578711.4.3管网水力分析 5212321.5输水管水力计算 678261.5.1管渠信息统计 6219481.5.2水力计算 6107471.6校核 6102971.6.1消防时校核 6174051.6.2事故时校核 91.1线路选择与布置要求布置地区要注意其地质条件，避免土地地质的影响，且尽量避免拆迁建设，农田、绿地等区域。管线务必沿着道路路边布置，避免布置在建筑物下，影响日后检修工作。尽量避免将管线布置在地质情况变动较大的地区，减少自然现象对管线的不利影响。注意管线的高低布置，可通过高差所产生的重力流而减少整体的数总成本。输水管网中应考虑到事故，至少要配置两条输水主干管。1.2配水管网布置管网定线与布置：本设计配水管网布置为环状管网。1.3管网水力计算1.1.1比流量计算比流量为1.1.2沿线流量计算沿线流量为 沿线流量见表3-1表3-1Ⅰ区、Ⅱ区沿线流量表沿线流量计算管段编号管段长度（m）供水形式有效长度（m）沿线流量(L/s)1-21351.94不供水0.000.002-321087.75单侧供水541.8835.953-431484.06双侧供水1484.0698.104-2441087.49双侧供水1087.4971.8824-251481.31双侧供水1481.3198.054-561308.42双侧供水1308.4286.495-2371087.67双侧供水1087.6771.8923-2481308.65双侧供水1308.6586.505-691021.72双侧供水1021.7267.546-22101087.84双侧供水1087.8471.9122-23111022.24双侧供水1022.2467.576-7121286.72双侧供水1286.728567单侧供水541.8435.958-914542.49单侧供水271.2517.939-2215744.29双侧供水744.2949.201-216342.66不供水0.00048单侧供水448.2429.6321-20181484.50单侧供水742.254933双侧供水897.3359.3120-19201045.20单侧供水522.6034.5419-1321480.34单侧供水240.1715.8813-23221534.38双侧供水1534.38101.4213-12231005.63单侧供水502.8231.2412-1124484.13双侧供水484.133215双侧供水1267.1581.7611-1026741.72单侧供水371.8624.5810-9271261.60单侧供水631.8041.7613-1428640.33不供水0.00025单侧供水604.1339.9315-16301201.59双侧供水1201.5979.4316-17311256.39双侧供水1256.398179双侧供水722.7947.7818-14341517.38单侧供水758.6950.151.1.3节点流量计算节点流量为节点流量见表3-2。表3-2Ⅰ区、Ⅱ区节点流量表节点流量计算节点编号所属管段沿线流量（L/s）集中流量（L/s）节点流量（L/s）121-2/2-3/24-2/2-2181.8181.8132-3/3-467.0267.0243-4/4-24/4-5128.23128.2354-5/5-23/5-6112.96112.9665-6/6-22/6-7112.25112.2576-7/7-860.5060.5087-8/8-926.94144.68171.6298-9/9-22/10-954.4454.441011-10/10-931.1711.5744.741111-10/11-22/12-1170.1770.171212-11/13-1232.6232.621313-12/13-23/19-13/13-1475.2775.271413-14/14-15/18-1445.0411.5756.611514-15/15-1659.6859.681615-16/16-1781.2481.241716-17/17-1865.4165.411817-18/18-1448.9648.961919-13/20-1925.2125.212020-19/21-20/20-2471.4671.462121-20/2-2139.3539.35226-22/22-23/9-22/11-22136.22136.22235-23/23-24/22-23/13-23161.69161.69244-24/24-2/23-24/20-24157.87157.87注：节点流量Q=0.5×Σqij1.1.4初分流量初分流量为Ⅰ区、Ⅱ区初分流量见表3-3。表3-3Ⅰ区、Ⅱ区初分流量表沿线流量初分配计算编号有效长度（m）初分配(L/s)管径(mm)设计流速(m/s)1000i10.001088.6810001.3892.0552541.881088.6810001.3892.05531484.061052.7310001.3391.92541087.49169.935001.8702.07051481.3198.054000.7802.29061308.42784.709001.2351.86971087.67158.405000.8021.81881308.6586.504000.6871.81591021.72539.828001.0701.680101087.84139.485000.7071.440111022.2467.574000.5361.157121286.72332.817000.8601.33013541.84247.766000.8801.67014271.2567.134000.5311.14415744.2949.203000.6942.690160.00828.6610001.0571.21617448.24828.6610001.0571.21618742.25799.039001.2581.93519897.3359.313500.6131.76920522.60690.669001.0811.47321240.17656.119001.0321.334221534.38101.424000.8072.43423502.82226.926000.8001.41924484.13191.686000.6881.067251267.15161.685000.8271.89226371.8677.924000.6191.49727631.8041.763000.5881.998280.00311.907000.8131.18629604.13300.336001.0642.392续表3-3301201.59260.406000.9211.835311256.39180.975000.9252.32932722.7997.924000.7792.28634758.6950.153000.7122.7861.4管网平差1.4.1目的确定各管段的流量及管径、节点的水压。1.4.2软件平差进行软件平差，得出最大用水时管路水头损失，以确定二泵站扬程。1.4.3管网水力分析最不利点自由水压取为28m，初分流量平差水力分析见表3-4。表3-4初分流量平差水力分析节点平差计算节点编号节点流量（L/s）地面标高（m）自由水头（m）节点水头（m）1281.816.20840.01646.224367.026.21239.27245.4844128.236.14037.68541.8255112.966.08036.33842.4186112.256.04735.43041.477760.505.92034.79540.7158171.625.91934.31740.236954.446.01134.49540.5061044.746.00935.17441.1831170.176.04135.63041.6711232.626.03936.23642.2751375.276.08136.97541.0561456.616.07836.70642.7841559.686.05836.54942.6071681.246.12431.37839.5021765.416.12728.00034.1271848.966.13929.69935.8381925.216.09837.28241.380续表3-42071.466.13938.01644.1552139.356.20739.42345.63022136.226.03935.15241.19123161.696.08335.64641.72924157.876.14137.01041.1511.5输水管水力计算1.5.1管渠信息统计分区供水方案输水管信息见表3-5。表3-5供水方案输水管信息表分区管道材质管径/（mm）管长/（m）流量/（L/s）条数Ⅰ铸铁管1000351.94876.1951Ⅱ铸铁管1000342.66866.99911.5.2水力计算Ⅰ区输水管的流量QI=876.195L/s，Ⅱ区输水管的流量QII=866.669L/s，采用两条输水干管并联输水。1.6校核1.6.1消防时校核1.6.1.1消防时流量设计中选根据水最难输送的点，确定节点17和节点18为着火时的最不利点。通过规范查询，本次设计人口为22万人左右，所以每个着火点着火时的流量取为45L/s，计算时将该流量作为节点加至两个最不利点处。最高时消防节点流量见表3-6。表3-6消防节点流量表消防流量计算（节点）节点编号沿线流量（L/s）集中流量（L/s）节点流量（L/s）1281.8181.81367.0267.024128.23128.235112.96112.966112.25112.25760.5060.508171.62144.68316.30续表3-6954.4454.441044.7411.5756.311170.1770.171232.6232.621375.2775.271456.6111.5768.181559.6859.681681.2481.241765.4145.00110.411848.9645.0091.961925.2125.212071.4671.462139.3539.3522136.22136.2223161.69161.6924157.87157.871.6.1.2消防时输水管和管网水力计算对最高时消防流量进行重新进行分配，具体分配结果见表3-7。表3-7Ⅰ区、Ⅱ区消防校核流量初分配表消防流量计算（管段）管段编号管段流量（L/s）管径（mm）110002896.64110003829.6211000490.219500595.1274006611.173900791.022500868.1234009405.1918001062.0385001146.51340012230.90370013170.403600141.2181001528.165300续表3-716100017931.762100018894.4129001940.64735020782.30590021757.0959002249.05840023230.86660024198.2466002555.8345002672.2434002727.4933002870029182.63060030122.9504003141.7102003268.70030034162.660300利用软件对消防时的管网内部分配进行平差校核，其中最不利点（17点和18点）的服务水头应为10m。消防校核流量平差水力分析见表3-8。表3-8消防校核流量平差水力分析消防校核节点编号流量（L/s）地面标高（m）自由水头（m）节点水头（m）1281.816.20838.95245.160367.026.21238.17644.3884128.236.14036.50642.6465112.966.08035.08541.1656112.256.04734.13240.179760.505.92031.49539.4158316.305.91931.01338.932954.446.01131.05539.0661056.316.00931.67839.6871170.176.04134.11540.1561232.626.03934.66240.701续表3-81375.276.08135.33141.4121468.186.07834.87740.9551559.686.05834.78640.8441681.246.12430.33636.46017110.416.12710.00016.1271891.966.13911.74119.8801925.216.09835.70941.8072071.466.13936.60442.7432139.356.20738.27144.47822136.226.03931.76039.79923161.696.08334.29640.37924157.876.14135.77041.911最不利点水头损失计算结果见表3-9。表3-9消防校核时泵站所需扬程辅助计算表始端始端地面标高/m末端末端地面标高/m管网水头损失/m服务水头/m共计/m16.22176.12712.0971016.12716.22186.13910.3861019.880由表2-7可知，节点17和18为控制点。对于节点17，总水头损失为29.033m；对于节点18，总水头损失为25.280m。1.6.1.3消防时扬程校核节点17消防所需扬程为16.127m＜34.127m；节点18消防所需扬程为19.880m＜35.838m。由计算结果比较可知，扬程在合理范围内，不需要设消防泵。1.6.2事故时校核1.6.2.1事故时流量事故时流量按最高时流量的70%确定，即将各节点的节点流量按照原流量的70%计算，流量变为1284.87L/s。Ⅰ区、Ⅱ区最高时消防节点流量见表3-10。表3-10Ⅰ区、Ⅱ区最高时事故节点流量表节点编号沿线流量（L/s）集中流量（L/s）节点流量（L/s）1281.8157.269367.0246.916续表3-104128.2389.7635112.9679.0716112.2578.573760.5042.350826.94144.68120.133954.4438.1111031.1711.5731.3191170.1749.1191232.6222.8331375.2752.6871445.0411.5739.6281559.6841.7751681.2456.8651765.4145.7881848.9634.2741925.2117.6472071.4650.0222139.3527.54222136.2295.35123161.69114.58624157.87110.5501.6.2.2事故时输水管和管网水力计算对最高时事故流量重新进行分配，分配结果见表3-11。表3-11Ⅰ区、Ⅱ区事故校核流量初分配表事故校核（管段）管段编号管段流量（L/s）管径（mm）1-210002-3612.57310003-4565.65310004-2430.19650024-258.8394004-5445.6979005-2382.97150023-240.0004005-6281.6568006-2241.63850022-2317.1084006-7161.448700续表3-117-8119.0986008-91.0321009-2218.0133001-210002-21611.588100021-20586.04890020-2421.51535020-19514.48390019-13486.83390013-2348.72840013-12177.01660012-11154.18660011-2252.61750011-1052.44940010-921.12930013-1470014-15112.77460015-1670.99940016-1714.13420017-1831.65430018-1465.929300