學(xué)士某市給排水管網(wǎng)課程設(shè)計(jì)

設(shè)計(jì)說(shuō)明說(shuō)給水管網(wǎng)的設(shè)計(jì)與計(jì)算1、用水量的計(jì)算：用水量變化曲線如圖：通過(guò)所給定的地形圖，用水量指標(biāo)，根據(jù)地均法：(1)最高日供水量：Qd=∑qiAi=120920.444m3/dKh=24×5.92/100=1.42(2)最高時(shí)供水量：Qh=Qd·1.42/86.4=1987.35L/S(3)供水泵站的流量為：Qd×4.97%×1000÷3600=1669.374L/s水塔的供水流量為：Qd×(5.92%-4.97%)×1000÷3600=319.096L/s(4)清水池、水塔的調(diào)節(jié)容積計(jì)算：清水池與水塔調(diào)節(jié)容積計(jì)算表小時(shí)給水處理供水量(%))供水泵站供水水量（%）清水池調(diào)節(jié)容容積計(jì)算（%）水塔調(diào)節(jié)容積積計(jì)算（%%）設(shè)置水塔不設(shè)水塔設(shè)置水塔不設(shè)水塔（1）（2）（3）（4）（2）-（33）∑（2）-（44）∑（3）-（44）∑0~14.172.221.921.951.952.252.250.300.301~24.172.221.701.953.902.474.720.520.822~34.162.221.771.945.842.397.110.451.273~44.172.222.451.957.791.728.83-0.231.044~54.172.222.871.959.741.3010.13-0.650.395~64.164.973.95-0.818.930.2110.341.021.416~74.174.974.11-0.808.130.0610.400.862.277~84.174.974.81-0.807.33-0.649.760.162.438~94.164.975.92-0.816.52-1.768.00-0.951.489~104.174.965.47-0.795.73-1.306.70-0.510.9710~114.174.975.40-0.804.93-1.235.47-0.430.5411~124.164.975.66-0.814.12-1.503.97-0.69-0.1512~134.174.975.08-0.803.32-0.913.06-0.11-0.2613~144.174.974.81-0.802.52-0.642.420.16-0.1014~154.164.964.62-0.801.72-0.461.960.340.2415~164.174.975.24-0.800.92-1.070.89-0.27-0.0316~174.174.975.57-0.800.12-1.40-0.51-0.60-0.6317~184.164.975.63-0.81-0.69-1.47-1.98-0.66-1.2918~194.174.965.28-0.79-1.48-1.11-3.09-0.32-1.6119~204.174.975.14-0.80-2.28-0.97-4.06-0.17-1.7820~214.164.974.11-0.81-3.090.05-4.010.86-0.9221~224.174.973.65-0.80-3.890.52-3.491.320.4022~234.172.222.831.95-1.941.34-2.15-0.61-0.2123~244.162.222.011.940.002.150.000.210.00累計(jì)100100100調(diào)節(jié)容積=113.63調(diào)節(jié)容積=114.466調(diào)節(jié)容積=44.21清水池的調(diào)節(jié)容積：W1=13.63%·Qd=16481.457m3W2=25×2×3600÷1000=180m3W3=6.5%·Qd=7859.829m3W4=5%·Qd=6046.002m3清水池設(shè)計(jì)有效容積：W=W1+W2+W3+W4=30567.308m3水塔的調(diào)節(jié)容積：W1=4.21%·Qd=5090.751m3W2=15×10×60÷1000=9m3水塔設(shè)計(jì)有效容積：W=W1+W2=5099.751m32、管道定線：根據(jù)所給某市B區(qū)城市總體規(guī)劃圖進(jìn)行管道定線，沿人行道，綠地和慢車(chē)道布置管道，盡量避免快車(chē)道，管道布置成環(huán)狀，在離水廠較遠(yuǎn)處設(shè)水塔。3、計(jì)算Qj比流量：ql=(Qh-∑qni)/∑Ai=0.00034L/s·㎡最高時(shí)管段沿線流量分配與節(jié)點(diǎn)設(shè)計(jì)流量計(jì)算節(jié)點(diǎn)編號(hào)集中流量(LL/S)供水流量L//s沿線流量節(jié)點(diǎn)流量L//s10-1669..3740-1669..374190.32524.813325.1388270.00038.9938.9900797.513336.3399133.855280.000-319.00960-319.00961169.108837.5866107.7224200.23569.142269.37773069.315527.0296.33556104.755038.1222142.87721284.589933.6644119.26631968.717751.8322120.54493147.141131.938879.07995121.211948.5566169.77751384.964432.3111117.277518101.511424.3222125.8336281.671114.084495.7555365.121115.847781.9711472.366637.2055109.57711494.187725.7288119.91151781.814420.6366102.4550280.0008.2898.289260.00016.753316.753390.00012.234412.2344100.00010.068810.0688220.00016.437716.4377210.00021.391121.3911230.00014.643314.6433240.0004.3054.305250.0005.2395.239320.0001.0811.081330.0003.9513.951340.0006.0796.079150.0006.1486.148160.0006.1486.148合計(jì)0.0224、管段流量處分配qi:(1)管段的設(shè)計(jì)流量分配：如圖38.9938.99(2)管段直徑的設(shè)計(jì)：某城市B區(qū)管網(wǎng)設(shè)計(jì)數(shù)據(jù)管段編號(hào)設(shè)計(jì)流量L//s經(jīng)濟(jì)流速m//s計(jì)算管徑mmm設(shè)計(jì)管徑mmm11669.33742.5922.3000800×22960.4112.4713.9883423874.48882.37685.59957004378.13341.2633.57747005215.40020.86564.8660600614.44330.3247.64473007319.09960.97647.3551600×2812.23440.3227.9223200910.06880.2253.23342501016.08220.35241.93363001170.22330.5422.988045012122.31190.7471.8006450136.1480.2197.8887200146.1480.2197.88872001518.48550.4242.63302501638.56770.4350.4664350176.4940.2203.37792501821.39110.3301.38843001916.43770.3264.19902502014.64330.3249.3556250214.3050.2165.5991200225.2310.2117875330.34250.5337250248.2890.27197.75582002570.710.5424.44444502614.96770.3252.099930027202.42210.82560.777260028100.71110.7428.100940029104.13370.7435.333045030110.15540.72441.466845031168.24410.8517.599050032103.11190.7433.199745033310.62261629.044870034221.32230.86572.577160035215.40020.86564.866055036150.22230.78495.322050037612.12281.7677.277070038380.3661.2635.433665039132.32220.8459.0225450401.0810.282.9788150413.9510.2158.6337150426.0790.2196.7773200(3)設(shè)計(jì)工況水力分析：為了滿足水力分析前提條件，將管段[1]暫時(shí)刪除，其管段流量并到節(jié)點(diǎn)（2）上得Q2=-1669.374+95.755=-1573.619L/s，同時(shí)，假定節(jié)點(diǎn)（20）為控制點(diǎn)，其節(jié)點(diǎn)水頭等于服務(wù)水頭，即H20=31.00m，用哈代-克羅斯平差；哈代-克羅斯平差平差次數(shù)：11管道粗糙系數(shù)：0.014水損閉合差：0.01小數(shù)位數(shù)：3管段號(hào)管長(zhǎng)m管徑mm流量L/s小環(huán)號(hào)大環(huán)號(hào)摩阻系數(shù)水頭損失m流速M(fèi)/SS1Q1值2489700-837.5504-706.603-4.6311-2.17665.533656700-751.5582-708.858-5.0044-1.95336.6574941700-264.5546-7812.7066-0.8899-0.68773.3615842600-183.557-4525.8566-0.8711-0.64994.7466759300-18.9555-12937.5226-0.3377-0.268817.7711108053002.896-23994.34460.0080.0412.8811837450-72.9774-56119.0997-0.6344-0.45998.69112936450-117.1189-89133.1884-1.8299-0.737715.608815933250-14.2997-903045.5506-0.6233-0.291143.541116823350-34.9336-60447.0008-0.5466-0.363315.617717873250-13.0777-302849.6653-0.4877-0.266637.26552557720016.1722106187.00551.6180.515100.05562663845078.59331090.78110.5610.4947.13527805600214.81162024.721.1410.765.312859840094.128830159.41111.4120.74915.005529709450112.02210100.88841.2660.70411.3011301199450-134.9983-14170.6006-3.1099-0.849923.029931748500-156.7726-2560.7-1.4911-0.79889.51332502450-113.3333-3671.43-0.9177-0.71338.09533789700343.33384010.65441.2560.8923.658341174600-311.5517-4736.0511-3.4999-1.102211.231135707550-223.884-5834.5211-1.73-0.94227.72736512500-155.991-6841.5499-1.01-0.79446.47837963700735.03347013.00337.0251.919.55838654650-371.0042-8013.1088-1.8055-1.11884.86439517450-128.1134-9073.5644-1.2088-0.80669.426各環(huán)的信息如下：環(huán)號(hào) 水損閉合差 S|Q|的和 本環(huán)校正流量[L/S]第1環(huán)：-0.001 159.292 0.002第2環(huán)：-0.005 35.474 0.071第3環(huán)：-0.001 63.245 0.006第4環(huán)：-0.005 42.664 0.063第6環(huán)：-0.004 38.881 0.05第7環(huán)：0 36.337 0.005第8環(huán)：-0.005 38.038 0.064第9環(huán)：-0.001 68.575 0.009設(shè)計(jì)工況水力分析結(jié)果管段或節(jié)點(diǎn)編編號(hào)管內(nèi)流量L//s管內(nèi)流速m//s管段壓降m節(jié)點(diǎn)水頭m地面標(biāo)高m自由水壓m2960.40052.1764.63145.2799342.27993874.48831.9535.00440.6488337.64884378.19930.6870.88935.6444332.64445215.36650.6490.87134.7555331.7555614.51220.2680.33733.8899330.88997319.09960.860.40633.5533330.5533812.23440.30.12833.9599330.9599910.06880.20.03633.4255330.42551016.01770.0410.00832.3766329.37661170.24770.4590.63432.4122329.412212122.26640.7371.82931.3766328.3766136.1480.20.07532.01329.01146.1480.20.09233.8399330.83991518.47660.2910.62333.7644330.76441638.51770.3630.54632.5399329.5399176.4880.2660.48732.6311329.63111821.39110.30.08632.0088329.00881916.43770.30.09331.4622328.46222014.64330.30.0965531328214.3050.20.0297730.9144327.9144225.2310.210.0401130.9077327.90772316.75330.340.0939931.36555328.36555248.2890.270.07331.97883328.978832570.71220.5151.61832.59009329.590092614.96990.4940.56134.02001331.0200127202.49920.761.14134.1144331.114428100.71170.7491.41235.6599332.659929104.13390.7041.26635.7322332.732230110.21150.8493.10936.9988333.998831168.19960.7981.49138.2544335.254432103.16630.7130.91745.26552342.2655233310.68890.8921.25640.4799337.479934221.26651.1023.49935.56993332.5699335215.4440.9421.73-3-36150.23370.7941.01-3-37612.13331.917.025-3-38380.29961.1181.805-3-39132.31130.8061.208-3-401.0810.20.01388-3-413.9510.20.169-3-426.0790.20.07477-3-（4）確定控制點(diǎn)在水力分析時(shí)，假定節(jié)點(diǎn)（20）為控制點(diǎn)，經(jīng)過(guò)水力分析后，比較節(jié)點(diǎn)水頭和服務(wù)水頭，節(jié)點(diǎn)（20）是真正的控制點(diǎn)，不需要調(diào)整節(jié)點(diǎn)水頭，過(guò)程見(jiàn)表：節(jié)點(diǎn)編號(hào)節(jié)點(diǎn)水頭m服務(wù)水頭m供壓差額m自由水壓m245.279931-14.277945.2799340.648831-9.648840.6488435.644431-4.644435.6444534.755531-3.755534.7555633.889931-2.889933.8899733.5533--30.5533833.959931-2.959933.95991132.412231-1.412229.41221231.376631-0.376628.37661332.0131-1.0129.011433.839931-2.839930.83991821.8399319.16121.8399198.8393122.16118.8392031310312734.114431-3.114434.11442935.732231-4.732235.73223036.998831-5.998836.99883138.254431-7.254438.25445、供水泵站揚(yáng)程，水塔高度的計(jì)算及選泵；①泵站揚(yáng)程：hp1=(H1-Z1)+10.67×(q1/2)1.852l1/CW1.852D14.87=(44.269-3)+10.67×(1.669374/2)1.852L1/1101.8520.84.87=42.807m為了選泵，估計(jì)泵站內(nèi)部水頭損失，一般水泵吸壓水管道設(shè)計(jì)流速為1.2～2.0m/s，局部阻力系數(shù)按5.0～8.0考慮，沿程水頭損失較小，可忽略不計(jì)，則泵站內(nèi)部水頭損失約為：hp1=8.0×2.02/2/9.81=1.63m則泵站的揚(yáng)程應(yīng)為：hp=42.807+1.63=44.437m按兩臺(tái)泵并聯(lián)工作考慮，單臺(tái)泵流量為：Qp=1669.374÷2=834.687L/s=3004.109（t/h）取3000（t/h）查水泵樣本，選取28SA-10B型水泵三臺(tái)，2臺(tái)工作，一臺(tái)備用②水塔高度Ht8=H8-Z8=33.959m-3m=30.959m結(jié)果標(biāo)于圖中：38.9938.996、消防工況校核：本管網(wǎng)消防按同時(shí)一處火災(zāi)考慮，認(rèn)為火災(zāi)發(fā)生在控制點(diǎn)處，在控制點(diǎn)（20）節(jié)點(diǎn)流量加上15L/S，確定節(jié)點(diǎn)（29）加上10L/s，消防流量從水廠流出，經(jīng)管段[1]、[2]、[3]、[38]、[39]、[15]、[16]、[17]流到節(jié)點(diǎn)（20），每個(gè)管段流量加上15L/s,經(jīng)管段[37]、[33]、[29]，每個(gè)管段流量加上15L/s，流量分配如圖：38.9938.99消防流量分配圖進(jìn)行工況水力分析，結(jié)果如下：設(shè)計(jì)工況水力分析計(jì)算結(jié)果管段號(hào)管長(zhǎng)[M]管徑[MM]]流量[L/SS]小號(hào)側(cè)大號(hào)側(cè)摩阻系數(shù)水頭損失[MM]流速[M/SS]S|Q|值2489700-848.8842-706.603-4.7588-2.20665.6053656700-762.992-708.858-5.1566-1.98226.7584941700-272.3368-7812.7066-0.9433-0.70883.4615842600-189.9936-4525.8566-0.9333-0.67224.9116759300-21.6664-12937.5226-0.44-0.306620.3110805300-5.54-23994.3446-0.0311-0.07885.50911837450-77.6995-56119.0997-0.7199-0.48999.25312936450-119.9906-89133.1884-1.9155-0.754415.969915933250-15.0997-903045.5506-0.6944-0.308845.977716823350-38.177-60447.0008-0.6511-0.397717.062217873250-17.2999-302849.6653-0.8533-0.352249.29772557720015.8055106187.00551.5450.50397.78552663845078.22661090.78110.5560.4927.10127805600217.15572024.721.1660.7685.36828598400104.900630159.41111.7540.83516.723329709450121.655310100.88841.4930.76512.2733301199450-136.0029-14170.6006-3.1577-0.855523.207731748500-161.4429-2560.7-1.5822-0.82229.79932502450-114.3321-3671.43-0.9344-0.71998.16633789700354.01174010.65441.3350.923.772341174600-314.55-4736.0511-3.5666-1.112211.338835707550-228.2279-5834.5211-1.7999-0.96117.8836512500-155.6628-6841.5499-1.0066-0.79336.46637963700748.69967013.00337.2891.9459.73538654650-374.5558-8013.1088-1.8399-1.12994.9139517450-128.9934-9073.5644-1.2233-0.81119.485滅火處節(jié)點(diǎn)服務(wù)水頭按低壓消防考慮，即10m的自由水壓，通過(guò)平差后的管段壓降，可以從水廠的節(jié)點(diǎn)水頭，得到控制點(diǎn)的節(jié)點(diǎn)水頭為42.447m，減去地面標(biāo)高3m，結(jié)果為39.447m，大于10m，節(jié)點(diǎn)（29）的節(jié)點(diǎn)水頭為47.289m，減去地面標(biāo)高3m，結(jié)果為44.289m，大于10m，滿足要求；消防校核結(jié)果結(jié)果如圖：38.9938.997、事故工況校核：（1）把事故管段從管網(wǎng)中刪除，調(diào)低節(jié)點(diǎn)流量，即：事故工況各節(jié)點(diǎn)流量＝事故工況供水比例（我國(guó)規(guī)定70％）×最高時(shí)工況各節(jié)點(diǎn)流量（2）重新分配管段流量（3）平差結(jié)果及節(jié)點(diǎn)水頭比較：管段號(hào)管長(zhǎng)[M]管徑[MM]]流量[L/SS]小號(hào)側(cè)大號(hào)側(cè)摩阻系數(shù)水頭損失[MM]節(jié)點(diǎn)水頭m2489700-798.8814-706.6034.21347.84883656700-738.6669-708.8584.83343.63554941700-367.8874-7812.70661.7238.80225842600-3.5422-4525.8566037.08226759300-20.1554-12937.52260.38137.082210805300-6.1488-23994.34460.03836.006611837450-47.6775-56119.09970.27136.206612936450-105.6614-89133.18841.48636.244415933250-16.2996-903045.55060.80937.401116823350-29.3662-60447.00080.38536.934417873250-10.2557-302849.66530.337.02552557720038.8511106187.00552.33937.0126638450-0.16991090.7811032.006627805600141.09932024.720.49232.17772859840064.787730159.41110.66934.23772970945062.2510100.88840.39134.5166301199450-234.1111-14170.60069.35134.907731748500-117.4487-2560.70.83836.317732502450-75.5229-3671.430.40745.245533789700363.79944010.65441.4141.9866341174600-546.4452-4736.05110.76538.487735707550-128.3318-5834.52110.56836512500-84.1774-6841.54990.29438654650-289.5598-8013.10881.09939517450-95.9882-9073.56440.678通過(guò)平差以及計(jì)算后的不在環(huán)內(nèi)管段的壓降，可計(jì)算出每個(gè)節(jié)點(diǎn)的水頭損失都大于服務(wù)水頭31m，滿足要求；結(jié)果標(biāo)于圖中：8、轉(zhuǎn)輸工況校核：（1）最大轉(zhuǎn)輸時(shí)各節(jié)點(diǎn)流量Q轉(zhuǎn)j=Qj×3.65/5.92（2）將第一次平差后的管段流量也同樣乘以3.65除以5.92（3）將最大轉(zhuǎn)輸量加到水廠到水塔的一條干管上，Q輸=泵站供水量-用戶用水量=Qd×4.97%-Qd×3.65%=443.375L/s路線為[1],[2],[3],[4],[5],[6],[7],進(jìn)行平差平差結(jié)果為：：管段號(hào)管長(zhǎng)m管徑mm流量L/s小環(huán)號(hào)大環(huán)號(hào)摩阻系數(shù)水頭損失m流速M(fèi)/SS1Q1值2489700-634.5529-706.603-2.6599-1.64994.193656700-569.4437-708.858-2.8722-1.485.0444941700-200.3311-7812.7066-0.51-0.522.5455842600-139.0044-4525.8566-0.5-0.49223.5956759300-14.2336-12937.5226-0.19-0.201113.3466108053002.063-23994.34460.0040.0292.05211837450-55.3115-56119.0997-0.3644-0.34886.58812936450-88.8996-89133.1884-1.0522-0.559911.839915933250-10.8775-903045.5506-0.36-0.222233.1216823350-26.5997-60447.0008-0.3166-0.276611.889917873250-9.9366-302849.6653-0.2811-0.202228.31332557720012.2177106187.00550.9230.38975.58882663845059.50551090.78110.3210.3745.40227805600162.5882024.720.6530.5754.0192859840071.2830159.41110.810.56711.36332970945084.829910100.88840.7260.5338.558301199450-102.1156-14170.6006-1.78-0.642217.428831748500-118.7728-2560.7-0.8566-0.60557.20732502450-85.7556-3671.43-0.5255-0.53996.12633789700259.96664010.65440.720.6762.77341174600-236.008-4736.0511-2.0099-0.83558.51135707550-169.5579-5834.5211-0.9933-0.71445.85436512500-118.0084-6841.5499-0.5799-0.60114.90637963700556.78877013.00334.0311.4477.2438654650-281.2252-8013.1088-1.0377-0.84883.68739517450-97.1115-9073.5644-0.6944-0.61117.144水廠的節(jié)點(diǎn)水水頭為H1=48..924mmH7=48..924mm-1.0076-22.6599-2.8872-00.51--0.5--0.199=41.1117mH8=H77-地面標(biāo)高-水塔高度度=41.1117-3--30.9959=77.1588m由hi=AllQ2A=3.144×D2/4=00.0411Q2=hii/A·LL=518..259LL/s>4443.3375L//s，滿足要求求。二、污水管網(wǎng)網(wǎng)的設(shè)計(jì)與與計(jì)算：污水管段設(shè)計(jì)計(jì)流量計(jì)算算管段編號(hào)居民生活污水水日平均流流量分配管段設(shè)計(jì)流量量計(jì)算本段流量（LL/S）轉(zhuǎn)輸流量（LL/s）合計(jì)流量（LL/s）總變化系數(shù)沿線流量（LL/s)集中流量（LL/s）設(shè)計(jì)流量（L/s）本段轉(zhuǎn)輸1234567891～214.8622-14.86332.00629.8222--29.82227～8------124.4124.48～9------126.5331126.53319～10------143.177143.17710～2------218.1004218.10042～314.693314.862229.55551.86054.9833218.1004273.088711～12------63.134463.134412～13------72.038872.038813～14------135.3666135.366614～15------143.7115143.711515～16------249.6557249.655716～3------340.8448340.84483～4-29.555529.55551.86054.983324.3811558.9552638.31164～511.067729.555540.62221.79672.97331.312583.3333657.611817～18------52.891152.891118～19------120.011120.01119～20------141.7228141.722820～21------291.5337291.533721～22------312.3115312.311522～23------383.699383.69923～5------417.7551417.75515～630.042229.555559.59771.722102.63391001.00841103.7723污水管網(wǎng)主干干管水力計(jì)計(jì)算表管段編號(hào)管段長(zhǎng)度L（m）設(shè)計(jì)流量（LL/s）管徑管段坡度I管內(nèi)流速v（m/s))充滿度降落量I·LL(m)h/Dh(m)1234567891～250029.82223000.002440.740.550.1651.27～8355124.46000.0010.670.610.3660.3558～9593126.53316000.0010.680.610.3660.5939～10815143.1776000.0010.70.660.3960.81510～2735218.10047000.0010.780.670.4690.7352～3602273.08878000.000880.760.660.5280.4816611～1233963.13445000.001550.670.680.340.5085512～1360172.03885000.001550.710.530.2650.9015513～14435135.36666000.0010.690.640.3840.43514～15408143.71156000.0010.70.660.3960.40815～16311249.65578000.000880.760.630.5040.2488816～3443340.84489000.000880.810.640.5760.354443～4784638.311611000.000660.840.750.8250.470444～5576657.611811000.000990.810.650.7150.5184417～1837352.89114000.001550.650.620.2480.5595518～19307120.0116000.0010.680.610.3660.30719～20626141.72286000.0010.70.660.3960.62620～21409291.53378000.000880.770.670.5360.3272221～22419312.31159000.000880.810.590.5310.3352222～23358383.6999000.000880.840.660.5940.2864423～5530417.755110000.000660.770.670.670.3185～61751103.772314000.000660.970.70.980.105標(biāo)高（m）埋設(shè)深度地面水面管內(nèi)底（m）上端上端下端上端下端上端下端1011121314151617332.1650.96520.812.2332.3662.01121.64511.355332.0111.4181.6451.0521.3551.948331.4180.6031.0220.2071.9782.793330.576-0.15990.107-0.62882.8933.628330.8280.346440.3-0.181162.73.18166332.341.8315521.4915511.50855331.831550.931.566550.6651.433552.335330.9490.5140.5650.132.4352.87330.5140.1060.118-0.292.8823.29330.014-0.23448-0.49-0.738883.493.7388833-0.26228-0.61772-0.83888-1.193323.838884.19322330.34344-0.1277-0.48116-0.95223.481663.95233-0.1277-0.64554-0.9522-1.360043.8424.36044332.2481.6885521.4405511.55955331.606551.299551.240550.933551.759552.06655331.299550.673550.903550.277552.096552.72255330.613550.286330.07755-0.249972.922553.24977330.18133-0.15339-0.34997-0.684493.349773.6849933-0.15339-0.44003-0.74779-1.034433.747994.0343333-0.46443-0.78223-1.13443-1.452234.134334.4523333-0.68004-0.78554-1.66004-1.765544.660444.76544三、雨水管網(wǎng)網(wǎng)設(shè)計(jì)與計(jì)計(jì)算雨水的的暴雨雨強(qiáng)度中的的系數(shù)按照照南京的算算q=167AA1(1+CllgP)//(t1+mt2+b)n=167××16.9962×((1+111.9144lg1))/(10+2tt2+13..228))0.7775=28322.65//(2tt2+23.2228)00.7755雨水干管水力力計(jì)算表：：設(shè)計(jì)管段編號(hào)號(hào)管長(zhǎng)L（m）匯水面積F（ha）管內(nèi)雨水流行行時(shí)間（min）單位面積徑流流量q0(LL/s·hha)設(shè)計(jì)流量Q（L/s）管徑D(mmm）坡度It2=∑L//VL/v1234567891～259911.607.68148.4991722.44413000.001442～363239.77.685.57100.1993977.77216400.001224～57651609.17148.4992375.77715000.001115～6603449.174.2694.584161.55815000.001116～736271.913.432.0681.855885.22416000.001998～9583708.83148.4991039.44011000.001119～3581148.830.9595.801341.11711000.0019910～1138235.102.45148.4995211.88516000.0039912～133057.505.08148.4991113.66412000.0009913～1442625.35.082.83112.0992835.88412000.0011114～1550548.27.913.1199.274784.88415000.0016615～1641183.211.021.9688.547366.55116400.0017717～1861328.305.13148.4994202.11516400.0022218～1920572.95.130.88111.8338152.33516400.0016620～212311702.67148.4992524.22615000.0013322～232249.403.78148.4991395.77713500.0007723～2441936.23.782.83119.3664320.77315000.0011124～2550070.96.612.36104.7227424.33616400.0017725～26362122.48.981.6295.2711661..5420000.0023327～2862427.605.35148.4994098.22116400.0017728～2946281.85.352.16110.7009055.55518000.0021129～3682108.47.510.39100.88810935..0720000.0023330～3122013.302.45148.4991974.88613000.0017731～3240934.52.4