《給水管網(wǎng)的設(shè)計(jì)案例綜述》5500字

（1）集中流量：節(jié)點(diǎn)編號(hào)用戶(hù)名稱(chēng)用水量（m3/d）用水量（L/s）11印染業(yè)123019.966皮革廠(chǎng)83013.479食品廠(chǎng)136522.157汽車(chē)站502.58.15總和3927.563.73（4）初始分配流量(5)管徑的確定根據(jù)工程設(shè)計(jì)方案要求及上述各個(gè)物流管段的管網(wǎng)流量初估和分配計(jì)算結(jié)果,并在工程設(shè)計(jì)時(shí)通過(guò)結(jié)合這些綜合因素考慮物流管網(wǎng)的人工造價(jià)及管網(wǎng)運(yùn)行維護(hù)管理等技術(shù)成本,選擇合適的管網(wǎng)經(jīng)濟(jì)利用流速,根據(jù)公式城區(qū)管網(wǎng)布置見(jiàn)圖5-1；根據(jù)已經(jīng)計(jì)算的節(jié)點(diǎn)流量和總設(shè)計(jì)供水流量進(jìn)行流量初分配見(jiàn)表5-5。（1）集中流量：節(jié)點(diǎn)編號(hào)用戶(hù)名稱(chēng)用水量（m3/d）用水量（L/s）10印染業(yè)123019.966皮革廠(chǎng)83013.478食品廠(chǎng)136522.157汽車(chē)站502.58.15總和3927.563.73（3）沿線(xiàn)流量：（4）初始分配流量（5）管徑的確定根據(jù)設(shè)計(jì)要求及上述管段流量初分配的結(jié)果，并結(jié)合考慮管網(wǎng)造價(jià)和經(jīng)營(yíng)管理等費(fèi)用，選定合適的經(jīng)濟(jì)流速，根據(jù)公式城區(qū)管網(wǎng)布置見(jiàn)圖5-2；根據(jù)已經(jīng)計(jì)算的節(jié)點(diǎn)流量和總設(shè)計(jì)供水流量進(jìn)行流量初分配見(jiàn)表5-9。計(jì)算壓降時(shí)采用海森威廉公式：（m=4.87，n=1.852，C=110）根據(jù)上述管段流量初次分配以及管徑確定結(jié)果，采用哈代-克羅斯法進(jìn)行管網(wǎng)平差。環(huán)號(hào)管段編號(hào)s流量初分配第1次平差第2次平差第18次平差q(L/s)h(m)s|q|^0.852q(L/s)h(m)s|q|^0.852q(L/s)h(m)s|q|^0.853q(L/s)h(m)s|q|^0.8521110.80370.561.724.63378.341.784.72378.661.794.72378.661.794.725250.3081.002.6030.6493.043.0833.0992.343.0432.8893.813.1333.33-436.06-260.00-2.9811.45-252.22-2.8111.15-251.90-2.8111.14-251.90-2.8111.14-8161.09-102.03-2.3523.04-91.81-2.0921.84-96.46-2.1221.96-96.18-2.1121.91-1.0169.76-0.0470.80-0.1070.710.0071.10△q=7.78△q=0.32△q=0.77△q=0.0028161.09102.032.3523.0491.812.0921.8496.462.1221.9696.182.1121.9113184.8581.001.9222.6389.282.1123.6091.152.1924.0291.652.2124.13-12184.08-91.00-2.3524.78-93.45-2.2824.43-92.48-2.2424.21-92.76-2.2524.28-16660.15-46.67-2.2648.49-41.12-2.1347.11-44.15-2.0446.25-44.43-2.0746.50-0.34118.94-0.21116.980.03116.450.00116.82△q=1.55△q=0.97△q=-0.12△q=0.003256.10238.003.9316.51237.743.9216.50238.753.9516.56237.283.9116.476169.06131.004.1430.70137.194.2731.12131.954.2030.88131.134.1530.72102043.8728.642.8499.0217.211.1064.1821.611.6877.9220.121.4773.30-95029.00-31.03-8.10260.90-28.56-6.94243.13-26.64-6.11229.14-27.34-6.40234.23-5250.30-81.00-2.6030.64-93.04-3.0833.09-92.34-3.0432.88-93.81-3.1333.330.21437.77-0.73388.020.69387.380.00388.05△q=-0.26△q=1.01△q=-0.97△q=-0.01495029.0031.038.10260.9028.566.94243.1326.646.11229.1427.346.40234.23142344.1833.324.31129.2119.431.5981.6121.911.9890.4221.111.8587.60-183186.83-32.11-1.47170.22-21.23-3.50138.61-26.97-3.96146.72-26.74-3.90141.66-17172.44-89.14-1.9621.98-91.86-2.0722.55-92.77-2.1122.74-93.54-2.1422.90-13184.85-81.00-1.9222.63-89.28-2.1123.60-91.15-2.1924.02-91.65-2.2124.133.05604.940.85509.49-0.17513.040.00514.52△q=-2.72△q=-0.91△q=0.18△q=0.0053986.8051.674.6984.2353.224.3181.0751.484.6683.9954.814.5683.1374051.8924.444.19171.5422.003.45156.8124.254.13170.3923.593.93166.42-6169.06-131.00-4.1430.70-137.19-4.2731.12-131.95-4.2030.88-131.13-4.1530.72-11971.60-41.00-3.1369.47-58.61-1.1087.01-52.97-4.2379.82-53.65-4.3380.701.61351.94-1.60356.010.37361.080.00360.97△q=-2.44△q=2.25△q=-0.50△q=0.00611971.6041.003.1369.4758.611.1087.0152.974.2379.8253.654.3380.7015591.0826.530.7126.8337.691.3636.1934.301.1533.4034.331.1533.42-197059.43-30.20-10.81357.88-9.43-1.25132.77-13.66-2.49182.01-12.63-2.15170.27-142344.18-33.32-4.31129.21-19.43-1.5981.61-21.91-1.9890.42-21.11-1.8587.60-102043.87-28.64-2.8499.02-17.21-1.1064.18-21.61-1.6877.92-20.12-1.4773.30-14.11682.422.52401.77-0.78463.570.00441.29△q=11.16△q=-3.39△q=0.91△q=0.007197059.4330.2010.81357.889.431.25132.7713.662.49182.0112.632.15170.272113827.8411.536.18397.841.931.04171.126.771.33191.971.760.98170.85-207149.07-14.00-2.64188.26-23.60-6.93293.79-22.77-6.49284.89-23.77-7.03291.58183186.8332.111.47170.2221.233.50138.6126.973.96146.7226.743.90141.6619.821114.19-1.15740.291.28809.590.00782.36△q=-9.60△q=0.84△q=-0.86△q=0.0018次平差后，得到各環(huán)的閉合差數(shù)值大小都小于0.01，符合條件，再進(jìn)行大環(huán)核算，大環(huán)的閉合差為0.01，符合條件。然后再進(jìn)行水力分析，最終確定控制點(diǎn)。管段或節(jié)點(diǎn)編號(hào)設(shè)計(jì)流量(L/s)管段壓降(m)地面標(biāo)高(m)流速(m/s)節(jié)點(diǎn)水頭(m)自由水頭(m)0661.300.411.401.0351.7246.321378.661.791.500.9851.3141.812237.283.916.001.2149.5243.52354.814.566.900.7841.6138.714251.902.816.700.8941.0634.36593.813.131.600.7548.4942.896131.134.156.601.0846.3839.78723.593.938.300.7539.9831.68896.182.118.300.7741.4633.16927.346.406.600.8737.1330.531020.121.471.500.6446.2440.741153.654.331.900.7644.1738.271292.762.257.400.7438.1330.731391.652.211.500.7331.9830.481421.111.856.100.6742.0331.931534.331.151.000.4931.0030.001644.432.070.631793.542.140.741826.743.900.851912.632.150.402023.777.030.76211.760.980.33該城區(qū)最低供水壓力為30，工廠(chǎng)要求水壓印染業(yè)28m，皮革廠(chǎng)24m，食品廠(chǎng)23m，汽車(chē)站26m，所以沒(méi)有工廠(chǎng)的節(jié)點(diǎn)的要求水壓為30m，有工廠(chǎng)的為工廠(chǎng)的要求水壓。先假定一個(gè)控制點(diǎn)，再根據(jù)表水力分析結(jié)果得到控制點(diǎn)為節(jié)點(diǎn)15，次控制點(diǎn)為節(jié)點(diǎn)13，具體結(jié)果見(jiàn)上表；計(jì)算壓降時(shí)采用海森威廉公式：（m=4.87，n=1.852，C=110）根據(jù)上述管段流量初次分配以及管徑確定結(jié)果，采用哈代-克羅斯法進(jìn)行管網(wǎng)平差。環(huán)號(hào)管段編號(hào)s流量初分配第1次平差第2次平差第19次平差q(L/s)h(m)s|q|^0.852q(L/s)h(m)s|q|^0.852q(L/s)h(m)s|q|^0.853406.652.041.021110.80398.031.964.93401.912.031.01399.771.984.94116.724.6940.155250.30110.004.2038.17128.631.6143.61111.824.6239.88-221.38-1.3724.25-487.64-230.00-1.7621.05-222.13-1.4024.32-228.27-1.6824.89-71.60-1.3617.95-8162.01-84.82-1.6819.80-71.26-1.2217.07-78.77-1.4618.59-0.00187.36-1.2887.951.0290.01-0.5588.31△q=0.003△q=7.87△q=-6.14△q=3.3771.601.3617.9528162.0184.821.6819.8071.261.2217.0778.771.4618.5922.084.63209.86125401.5130.008.17272.4922.474.78212.9723.241.09219.22-62.80-3.7559.68-15630.90-62.20-3.6859.19-67.89-4.3363.77-66.52-4.1762.68-92.60-2.2424.24-11184.08-92.00-2.2224.11-97.68-2.4821.37-96.32-2.4121.07-0.002311.733.95371.59-0.81319.18-0.03321.56△q=0.004△q=-1.68△q=1.37△q=0.04238.913.9616.573256.10237.013.9016.45226.253.5811.81232.923.7816.2141.532.6864.506970.0060.001.3088.2639.942.4962.4043.142.8866.64-89.34-1.9521.85-9171.06-83.92-1.7420.71-96.53-2.2523.34-90.45-2.0022.08-116.72-4.6940.15-5250.30-110.00-4.2038.17-128.63-1.6143.61-111.82-4.6239.88-0.002143.063.26163.60-1.79141.160.03144.81△q=0.006△q=-10.75△q=6.67△q=-0.1389.341.9521.8549171.0683.921.7420.7196.532.2523.3490.452.0022.0821.656.25243.75135526.5333.009.97302.1527.987.34262.5221.196.05240.03-19.92-3.57179.33-165042.45-27.24-6.38234.12-21.39-1.60220.50-24.80-1.36216.13-22.08-4.63209.86-125401.51-30.00-8.17272.49-22.47-4.78212.97-23.24-1.09219.22-0.003654.78-2.84829.48-0.79719.33-2.41697.47△q=0.002△q=1.85△q=0.59△q=1.87140.486.4141.6653243.10120.104.8039.95129.411.5142.58132.871.7943.54101.102.9529.177201.5480.721.9424.0890.032.3826.4393.492.5527.29-23.30-6.69286.97-107059.43-29.01-10.03341.82-26.57-8.53320.93-26.49-8.48320.09-41.53-2.6864.50-6970.00-60.00-1.3088.26-39.94-2.4962.40-43.14-2.8866.64-0.003426.30-8.59498.11-3.13452.33-3.02457.56△q=0.003△q=9.31△q=3.46△q=3.3023.306.69286.976107059.4329.0110.03341.8226.578.53320.9326.498.48320.0946.052.6357.0214781.2131.381.2941.1238.251.8648.6841.632.1852.32-7.13-3.07430.17-1729020.27-21.81-24.311114.68-14.93-12.06807.40-11.55-7.50648.82-21.65-6.25243.75-135526.53-33.00-9.97302.15-27.98-7.34262.52-21.19-6.05240.03-0.0061017.90-22.951803.78-9.011439.53-2.881261.27△q=0.003△q=6.87△q=3.38△q=1.23406.652.041.02經(jīng)過(guò)19次平差后，各環(huán)的閉合差均小于0.01，滿(mǎn)足要求，再進(jìn)行大環(huán)核算，大環(huán)的閉合差為0.01，所以滿(mǎn)足要求。進(jìn)行水力分析，確定控制點(diǎn)。管段或節(jié)點(diǎn)編號(hào)設(shè)計(jì)流量(L/s)管段壓降(m)地面標(biāo)高(m)流速(m/s)節(jié)點(diǎn)水頭(m)自由水頭(m)0661.300.411.41.0353.4048.001406.652.041.51.0652.9947.492238.913.9661.2250.9544.953140.486.416.91.1246.9940.094221.381.376.71.1340.5733.875116.724.691.60.9347.6242.02641.532.686.60.5946.2739.677101.102.958.30.8044.3136.01871.601.366.30.6037.6331.33989.341.951.50.7141.3939.891023.306.691.90.7441.6431.741192.602.246.10.7438.0731.971222.084.6350.7031.0031.331321.656.250.821446.052.630.651562.803.750.891619.923.570.63177.133.070.40該城區(qū)最低供水壓力為30，工廠(chǎng)要求水壓皮革廠(chǎng)24m，印染業(yè)28m，食品廠(chǎng)23m，汽車(chē)站26m，所以沒(méi)有工廠(chǎng)的節(jié)點(diǎn)的要求水壓為30m，有工廠(chǎng)的為工廠(chǎng)的要求水壓。先假定一個(gè)控制點(diǎn)，再根據(jù)表水力分析結(jié)果得到控制點(diǎn)為節(jié)點(diǎn)12，次控制點(diǎn)為節(jié)點(diǎn)11，具體結(jié)果見(jiàn)上表；通過(guò)比較、管長(zhǎng)流速等技術(shù)經(jīng)濟(jì)因素，管網(wǎng)選定方案二。所以，節(jié)點(diǎn)1節(jié)點(diǎn)水頭為52.99m。則水泵揚(yáng)程為，水泵揚(yáng)程取54m。消防時(shí)的管網(wǎng)校準(zhǔn),是以最高用水量所確定的管徑作為依據(jù),按照最高用水量時(shí)另行增設(shè)消防裝置時(shí)的流量來(lái)進(jìn)行對(duì)其流量的分配10.0＜N≤20.0（萬(wàn)人）的城鎮(zhèn)和農(nóng)村生活地區(qū)同一個(gè)月時(shí)間內(nèi)的滅火起數(shù)大約為2起,一次滅火用水量為45L/s。所以我們要在每個(gè)節(jié)點(diǎn)12(最不利點(diǎn))中再加上45l/s的消防用水量,求出每一個(gè)管段消防時(shí)的水流量和其他水頭的損失,再在每一個(gè)節(jié)點(diǎn)11(次不利點(diǎn))中再加上45L/s的消防用水量,求出每一個(gè)管段消防時(shí)的水流量和其他水頭的損失。發(fā)生火災(zāi)時(shí)管段流量分配見(jiàn)表5-15管段或節(jié)點(diǎn)流量編號(hào)正常節(jié)點(diǎn)流量(L/s)正常管段流量(L/s)火災(zāi)節(jié)點(diǎn)流量(L/s)火災(zāi)管段流量(L/s)0-661.30661.30-751.30751.30137.27406.6537.27488.03251.03238.9151.03327.01356.91140.4856.91190.10439.38221.3839.38230.00553.18116.7253.18110.00680.9041.5380.9080.00781.91101.1081.91150.72878.3671.6078.3684.82929.8089.3429.8083.921064.9623.3064.9612.011153.1892.6098.1892.001238.4422.0883.4430.001321.6570.001446.0584.381562.8062.201619.9227.24177.1313.81根據(jù)上表進(jìn)行消防平差。環(huán)號(hào)管段編號(hào)s流量初分配第1次平差第2次平差第20次平差q(L/s)h(m)s|q|^0.852q(L/s)h(m)s|q|^0.852q(L/s)h(m)s|q|^0.852q(L/s)h(m)s|q|^0.8521110.80488.032.861.86490.362.881.88476.542.741.74466.932.631.645250.30110.004.2038.17140.726.6347.08134.196.0741.21132.781.9544.81-487.64-230.00-1.7621.05-227.67-1.6524.84-241.50-6.3126.12-251.10-6.7827.00-8162.01-84.82-1.6819.80-76.81-1.4018.19-81.91-1.5719.22-88.16-1.8020.46-0.3888.882.4696.000.9296.290.00197.91△q=2.33△q=-13.83△q=-1.17△q=-0.00728162.0184.821.6819.8076.811.4018.1981.911.5719.2288.161.8020.46125401.5130.008.17272.4937.7212.49331.1921.251.94231.2427.877.13251.93-15630.90-62.20-3.6859.19-67.89-4.3363.77-76.61-1.4270.69-79.96-1.8673.32-11184.08-92.00-2.2224.11-97.68-2.4821.37-106.40-2.9027.29-109.76-3.0828.023.95371.597.08438.53-0.81352.44-0.001377.73△q=-1.68△q=-8.72△q=1.23△q=0.0023256.10327.017.0821.64298.621.9820.03291.331.7119.62283.121.4219.146970.0080.009.02112.7760.851.4389.3250.233.8171.8648.013.5072.99-9171.06-83.92-1.7420.71-98.91-2.3623.83-109.95-2.8726.08-112.17-2.9826.52-5250.30-110.00-4.2038.17-140.72-6.6347.08-134.19-6.0741.21-132.78-1.9544.8110.16193.302.44180.260.59166.76-0.001163.47△q=-28.39△q=-7.29△q=-1.91△q=0.00249171.0683.921.7420.7198.912.3623.83109.952.8726.08112.172.9826.52135526.5370.0040.14573.4242.8016.14377.1151.8523.02444.0146.6618.94401.90-165042.45-27.24-6.38234.12-40.64-13.38329.24-36.89-11.18303.16-42.87-14.77344.56-125401.51-30.00-8.17272.49-37.72-12.49331.19-21.25-1.94231.24-27.87-7.13251.9327.331100.75-7.381061.368.761008.490.0111032.91△q=-13.40△q=3.75△q=-4.69△q=-0.00653243.10190.1011.2359.08180.8710.2456.63184.1910.5957.51178.219.9751.927201.54150.726.1840.99141.491.5038.84144.811.7439.62138.831.3138.22-107059.43-12.01-1.96163.12-31.04-14.23406.17-26.42-8.44319.37-31.61-11.76372.05-6970.00-80.00-9.02112.77-60.85-1.4389.32-50.23-3.8171.86-48.01-3.5072.996.43371.97-3.93590.964.08492.360.007539.18△q=-9.23△q=3.32△q=-4.15△q=-0.0066107059.4312.011.96163.1231.0414.23406.1726.428.44319.3731.6111.76372.0514781.2184.388.0691.5398.1710.67108.6892.889.63103.6792.089.48102.91-1729020.27-13.81-10.42751.12-0.010.001.82-1.30-1.77334.19-6.10-2.30376.57-135526.53-70.00-40.14573.42-42.80-16.14377.11-51.85-23.02444.01-46.66-18.94401.90-40.551587.198.76893.77-6.731201.24-0.0031257.43△q=13.79△q=-1.29△q=3.02△q=0.00120次平差后，得到的各環(huán)的閉合差數(shù)值都小于0.01m，大環(huán)數(shù)值是-0.007m，符合條件。經(jīng)校核，所以自由水壓都大于消防要求水壓10m。節(jié)點(diǎn)1節(jié)點(diǎn)水頭大小為47.8m。經(jīng)過(guò)校核后列出消防水力分析表5-18。管段或節(jié)點(diǎn)編號(hào)設(shè)計(jì)流量(L/s)管段壓降(m)節(jié)點(diǎn)水頭(m)地面標(biāo)高(m)流速(m/s)自由水頭(m)0751.300.5248.321.41.1742.921466.932.6347.801.51.2142.302283.121.4241.1761.4439.173178.219.9739.756.91.4232.854251.106.7829.786.71.2823.085132.781.9541.011.61.0631.41648.013.5039.216.60.6832.617138.831.3136.248.31.1127.94888.161.8024.486.30.7018.189112.172.9837.931.50.8932.431031.6111.7632.071.91.0126.1711109.763.0817.306.10.8711.201227.877.1311.0050.8910.001346.6618.941.491492.089.481.301579.961.861.131642.8714.771.37176.102.300.35城市供水系統(tǒng)的管網(wǎng)在出現(xiàn)事故情況下,必須能夠保證70%以上的使用水量,最不利的管段是8號(hào)輸水管段,即當(dāng)所有的輸水管道[8]出現(xiàn)了故障,輸水量以及各個(gè)管段的流量和出口水頭的損失都大概為原來(lái)70%,所以當(dāng)發(fā)生事故時(shí)輸水管的平均輸水量大約為461.71L/s。發(fā)生事故時(shí)管段流量分配，見(jiàn)表5-18管段或節(jié)點(diǎn)流量編號(hào)正常節(jié)點(diǎn)流量(L/s)正常管段流量(L/s)事故節(jié)點(diǎn)流量(L/s)事故管段流量(L/s)0-661.30661.30-461.71461.71137.27406.6526.09332.90251.03238.9131.72187.41356.91140.4839.83108.07439.38221.3827.56106.72553.18116.7227.27109.77680.9041.5346.6739.51781.91101.1057.3480.51878.3671.6054.85929.8089.3420.8654.641064.9623.3041.4716.281153.1892.6037.2379.451238.4422.0826.908.461321.6520.521446.0541.941562.8058.591619.9221.58177.134.87環(huán)號(hào)管段編號(hào)s流量初分配第1次平差第2次平差第19次平差q(L/s)h(m)s|q|^0.852q(L/s)h(m)s|q|^0.852q(L/s)h(m)s|q|^0.852q(L/s)h(m)s|q|^0.8541110.80339.621.464.30324.131.344.13326.751.364.16332.9041.4084.2305250.30160.008.4052.53127.721.5443.35118.054.7940.54109.7724.18338.103-487.64-100.00-1.2312.32-111.49-1.6113.93-112.88-1.5413.66-106.720-1.39013.024-15630.90-51.87-2.6350.71-67.36-4.2763.35-64.75-3.9761.25-58.589-3.29656.252-11184.08-72.73-1.449.39-88.22-2.0523.26-81.61-1.9422.67-79.448-1.69021.276125401.5121.001.83233.283.280.1441.2912.091.52121.658.4600.78492.67410.40362.53-0.92189.310.22267.94-0.001221.560△q=-11.49△q=2.61△q=-0.44△q=0.0033256.10143.901.5510.76160.691.9011.82172.982.1812.58187.4132.52413.4706970.0050.003.7871.5636.692.1358.0542.652.8161.9939.5052.44261.819-9171.06-88.33-1.9121.64-77.77-1.5119.41-59.28-0.9111.41-54.638-0.78514.371-5250.30-160.00-8.4052.53-127.72-1.5443.35-118.05-4.7940.54-109.772-4.18338.103-4.99160.48-3.02132.63-0.71134.51-0.001127.763△q=16.79△q=12.29△q=2.84△q=0.00549171.0688.331.9121.6477.771.5119.4159.280.9111.4154.6380.78514.371135526.5320.003.94197.2134.7510.97311.7519.403.73192.1420.5244.138201.607-165042.45-31.40-8.30264.23-21.16-1.51218.81-31.37-8.28264.02-21.576-4.142191.951-125401.51-21.00-1.83233.28-3.28-0.1441.29-12.09-1.52121.65-8.460-0.78492.674-8.27716.366.84591.2