《配水管網(wǎng)的設計計算案例綜述》3100字

配水管網(wǎng)的設計計算案例綜述目錄TOC\o"1-2"\h\u9341.1線路選擇與布置要求 116641.2配水管網(wǎng)布置 1232791.3管網(wǎng)水力計算 186681.1.1比流量計算 1119941.1.2沿線流量計算 259511.1.3節(jié)點流量計算 3209631.1.4初分流量 483721.4管網(wǎng)平差 5269981.4.1目的 569701.4.2軟件平差 578711.4.3管網(wǎng)水力分析 5212321.5輸水管水力計算 678261.5.1管渠信息統(tǒng)計 6219481.5.2水力計算 6107471.6校核 6102971.6.1消防時校核 6174051.6.2事故時校核 91.1線路選擇與布置要求布置地區(qū)要注意其地質(zhì)條件，避免土地地質(zhì)的影響，且盡量避免拆遷建設，農(nóng)田、綠地等區(qū)域。管線務必沿著道路路邊布置，避免布置在建筑物下，影響日后檢修工作。盡量避免將管線布置在地質(zhì)情況變動較大的地區(qū)，減少自然現(xiàn)象對管線的不利影響。注意管線的高低布置，可通過高差所產(chǎn)生的重力流而減少整體的數(shù)總成本。輸水管網(wǎng)中應考慮到事故，至少要配置兩條輸水主干管。1.2配水管網(wǎng)布置管網(wǎng)定線與布置：本設計配水管網(wǎng)布置為環(huán)狀管網(wǎng)。1.3管網(wǎng)水力計算1.1.1比流量計算比流量為1.1.2沿線流量計算沿線流量為 沿線流量見表3-1表3-1Ⅰ區(qū)、Ⅱ區(qū)沿線流量表沿線流量計算管段編號管段長度（m）供水形式有效長度（m）沿線流量(L/s)1-21351.94不供水0.000.002-321087.75單側供水541.8835.953-431484.06雙側供水1484.0698.104-2441087.49雙側供水1087.4971.8824-251481.31雙側供水1481.3198.054-561308.42雙側供水1308.4286.495-2371087.67雙側供水1087.6771.8923-2481308.65雙側供水1308.6586.505-691021.72雙側供水1021.7267.546-22101087.84雙側供水1087.8471.9122-23111022.24雙側供水1022.2467.576-7121286.72雙側供水1286.728567單側供水541.8435.958-914542.49單側供水271.2517.939-2215744.29雙側供水744.2949.201-216342.66不供水0.00048單側供水448.2429.6321-20181484.50單側供水742.254933雙側供水897.3359.3120-19201045.20單側供水522.6034.5419-1321480.34單側供水240.1715.8813-23221534.38雙側供水1534.38101.4213-12231005.63單側供水502.8231.2412-1124484.13雙側供水484.133215雙側供水1267.1581.7611-1026741.72單側供水371.8624.5810-9271261.60單側供水631.8041.7613-1428640.33不供水0.00025單側供水604.1339.9315-16301201.59雙側供水1201.5979.4316-17311256.39雙側供水1256.398179雙側供水722.7947.7818-14341517.38單側供水758.6950.151.1.3節(jié)點流量計算節(jié)點流量為節(jié)點流量見表3-2。表3-2Ⅰ區(qū)、Ⅱ區(qū)節(jié)點流量表節(jié)點流量計算節(jié)點編號所屬管段沿線流量（L/s）集中流量（L/s）節(jié)點流量（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：節(jié)點流量Q=0.5×Σqij1.1.4初分流量初分流量為Ⅰ區(qū)、Ⅱ區(qū)初分流量見表3-3。表3-3Ⅰ區(qū)、Ⅱ區(qū)初分流量表沿線流量初分配計算編號有效長度（m）初分配(L/s)管徑(mm)設計流速(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續(xù)表3-3301201.59260.406000.9211.835311256.39180.975000.9252.32932722.7997.924000.7792.28634758.6950.153000.7122.7861.4管網(wǎng)平差1.4.1目的確定各管段的流量及管徑、節(jié)點的水壓。1.4.2軟件平差進行軟件平差，得出最大用水時管路水頭損失，以確定二泵站揚程。1.4.3管網(wǎng)水力分析最不利點自由水壓取為28m，初分流量平差水力分析見表3-4。表3-4初分流量平差水力分析節(jié)點平差計算節(jié)點編號節(jié)點流量（L/s）地面標高（m）自由水頭（m）節(jié)點水頭（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續(xù)表3-42071.466.13938.01644.1552139.356.20739.42345.63022136.226.03935.15241.19123161.696.08335.64641.72924157.876.14137.01041.1511.5輸水管水力計算1.5.1管渠信息統(tǒng)計分區(qū)供水方案輸水管信息見表3-5。表3-5供水方案輸水管信息表分區(qū)管道材質(zhì)管徑/（mm）管長/（m）流量/（L/s）條數(shù)Ⅰ鑄鐵管1000351.94876.1951Ⅱ鑄鐵管1000342.66866.99911.5.2水力計算Ⅰ區(qū)輸水管的流量QI=876.195L/s，Ⅱ區(qū)輸水管的流量QII=866.669L/s，采用兩條輸水干管并聯(lián)輸水。1.6校核1.6.1消防時校核1.6.1.1消防時流量設計中選根據(jù)水最難輸送的點，確定節(jié)點17和節(jié)點18為著火時的最不利點。通過規(guī)范查詢，本次設計人口為22萬人左右，所以每個著火點著火時的流量取為45L/s，計算時將該流量作為節(jié)點加至兩個最不利點處。最高時消防節(jié)點流量見表3-6。表3-6消防節(jié)點流量表消防流量計算（節(jié)點）節(jié)點編號沿線流量（L/s）集中流量（L/s）節(jié)點流量（L/s）1281.8181.81367.0267.024128.23128.235112.96112.966112.25112.25760.5060.508171.62144.68316.30續(xù)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消防時輸水管和管網(wǎng)水力計算對最高時消防流量進行重新進行分配，具體分配結果見表3-7。表3-7Ⅰ區(qū)、Ⅱ區(qū)消防校核流量初分配表消防流量計算（管段）管段編號管段流量（L/s）管徑（mm）110002896.64110003829.6211000490.219500595.1274006611.173900791.022500868.1234009405.1918001062.0385001146.51340012230.90370013170.403600141.2181001528.165300續(xù)表3-716100017931.762100018894.4129001940.64735020782.30590021757.0959002249.05840023230.86660024198.2466002555.8345002672.2434002727.4933002870029182.63060030122.9504003141.7102003268.70030034162.660300利用軟件對消防時的管網(wǎng)內(nèi)部分配進行平差校核，其中最不利點（17點和18點）的服務水頭應為10m。消防校核流量平差水力分析見表3-8。表3-8消防校核流量平差水力分析消防校核節(jié)點編號流量（L/s）地面標高（m）自由水頭（m）節(jié)點水頭（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續(xù)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最不利點水頭損失計算結果見表3-9。表3-9消防校核時泵站所需揚程輔助計算表始端始端地面標高/m末端末端地面標高/m管網(wǎng)水頭損失/m服務水頭/m共計/m16.22176.12712.0971016.12716.22186.13910.3861019.880由表2-7可知，節(jié)點17和18為控制點。對于節(jié)點17，總水頭損失為29.033m；對于節(jié)點18，總水頭損失為25.280m。1.6.1.3消防時揚程校核節(jié)點17消防所需揚程為16.127m＜34.127m；節(jié)點18消防所需揚程為19.880m＜35.838m。由計算結果比較可知，揚程在合理范圍內(nèi)，不需要設消防泵。1.6.2事故時校核1.6.2.1事故時流量事故時流量按最高時流量的70%確定，即將各節(jié)點的節(jié)點流量按照原流量的70%計算，流量變?yōu)?284.87L/s。Ⅰ區(qū)、Ⅱ區(qū)最高時消防節(jié)點流量見表3-10。表3-10Ⅰ區(qū)、Ⅱ區(qū)最高時事故節(jié)點流量表節(jié)點編號沿線流量（L/s）集中流量（L/s）節(jié)點流量（L/s）1281.8157.269367.0246.916續(xù)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事故時輸水管和管網(wǎng)水力計算對最高時事故流量重新進行分配，分配結果見表3-11。表3-11Ⅰ區(qū)、Ⅱ區(qū)事故校核流量初分配表事故校核（管段）管段編號管段流量（L/s）管徑（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續(xù)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