學士某市給排水管網(wǎng)課程設計

設計說明說給水管網(wǎng)的設計計與計算1、用水量的計計算：用水量變變化曲線如圖圖：通過所給給定的地形圖圖，用水量指指標，根據(jù)地地均法：(1)最高日日供水量：Qd=∑qiAi=1209220.4444m3/dKh=24×55.92/1100=1..42(2)最高時時供水量：Qh=Qd·1.422/86.44=19877.35L//S(3)供水泵泵站的流量為為：Qd×4.977%×10000÷36000=16669.3744L/s水塔的的供水流量為為：Qd×(5.992%-4..97%)××1000÷÷3600==319.0096L/ss(4)清水池、水水塔的調(diào)節(jié)容容積計算：清水池與水塔調(diào)調(diào)節(jié)容積計算算表小時給水處理供水量(%)供水泵站供水量量（%）清水池調(diào)節(jié)容積積計計算（%）水塔調(diào)節(jié)容積計計算算（%）設置水塔不設水塔設置水塔不設水塔（1）（2）（3）（4）（2）-（3）∑（2）-（4）∑（3）-（4）∑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100100100調(diào)節(jié)容積=133..63調(diào)節(jié)容積=144..46調(diào)節(jié)容積=4..221清水池的調(diào)節(jié)容容積：W1=13.663%·Qd=164881.4577m3W2=25×22×36000÷10000=180mm3W3=6.5%%·Qd=78599.829mm3W4=5%·QQd=60466.002mm3清水池設計有效效容積：W=W1+W22+W3+W4=305667.3088m3水塔的調(diào)節(jié)容積積：W1=4.211%·Qd=50900.751mm3WW2=15×110×60÷÷1000==9m3水塔設計有效容容積：W=W11+W2=50999.751mm32、管道定線：：根據(jù)所給給某市B區(qū)城市總體體規(guī)劃圖進行行管道定線，沿沿人行道，綠綠地和慢車道道布置管道，盡盡量避免快車車道，管道布布置成環(huán)狀，在在離水廠較遠遠處設水塔。3、計算Qj比流量：ql==(Qh-∑qni)/∑Ai=0.000034L//s·㎡最高時管段段沿線流量分分配與節(jié)點設設計流量計算算節(jié)點編號集中流量(L//SS)供水流量L/ss沿線流量節(jié)點流量L/ss10-1669.337740-1669.33774190.32524.81325.138270.00038.9938.990797.51336.339133.852280.000-319.099660-319.099661169.10837.586107.7244200.23569.14269.3773069.31527.0296.3356104.750038.122142.87221284.58933.664119.26331968.71751.832120.54993147.14131.93879.0795121.219948.556169.77551384.96432.311117.275518101.514424.322125.8366281.67114.08495.755365.12115.84781.971472.36637.205109.57111494.18725.728119.91551781.81420.636102.4500280.0008.2898.289260.00016.75316.75390.00012.23412.234100.00010.06810.068220.00016.43716.437210.00021.39121.391230.00014.64314.643240.0004.3054.305250.0005.2395.239320.0001.0811.081330.0003.9513.951340.0006.0796.079150.0006.1486.148160.0006.1486.148合計0.0224、管段流量處處分配qi:(1)管管段的設計流流量分配：如如圖38.9938.99(2)管管段直徑的設設計：某城市B區(qū)管網(wǎng)設計計數(shù)據(jù)管段編號設計流量L/ss經(jīng)濟流速m/ss計算管徑mm設計管徑mm11669.377442.5922.3000800×22960.412.4713.9833423874.48882.37685.59557004378.13441.2633.57447005215.40220.86564.8600600614.4430.3247.64773007319.09660.97647.3511600×2812.2340.3227.9233200910.0680.2253.23442501016.0820.35241.93663001170.2230.5422.980045012122.31990.7471.8066450136.1480.2197.8877200146.1480.2197.88772001518.4850.4242.63002501638.5670.4350.4644350176.4940.2203.37992501821.3910.3301.38443001916.4370.3264.19002502014.6430.3249.3566250214.3050.2165.5911200225.2310.211787530.34250.5377250248.2890.27197.75882002570.710.5424.44444502614.9670.3252.099930027202.42110.82560.772260028100.71110.7428.109940029104.13770.7435.330045030110.15440.72441.468845031168.24110.8517.590050032103.11990.7433.197745033310.62661629.048870034221.32330.86572.571160035215.40220.86564.860055036150.22330.78495.320050037612.12881.7677.270070038380.361.2635.436665039132.32220.8459.0255450401.0810.282.978150413.9510.2158.6377150426.0790.2196.7733200(3)設計工工況水力分析析：為了滿足足水力分析前前提條件，將將管段[1]暫時刪除，其其管段流量并并到節(jié)點（2）上得Q2=-16669.3774+95..755=--1573..619L//s，同時，假假定節(jié)點（20）為控制點點，其節(jié)點水水頭等于服務務水頭，即H20=31..00m，用哈代-克羅斯平差差；哈代-克羅斯平差差平差次數(shù)：111管道粗糙系系數(shù)：0.0144水損閉合差差：0.01小數(shù)位數(shù)：3管段號管長m管徑mm流量L/s小環(huán)號大環(huán)號摩阻系數(shù)水頭損失m流速M/SS1Q1值2489700-837.50044-706.603-4.631-2.1765.533656700-751.58822-708.858-5.004-1.9536.6574941700-264.54466-7812.706-0.889-0.6873.3615842600-183.577-4525.856-0.871-0.6494.7466759300-18.9555-12937.5266-0.337-0.26817.771108053002.896-23994.34660.0080.0412.8811837450-72.9744-56119.0977-0.634-0.4598.69112936450-117.18899-89133.1844-1.829-0.73715.60815933250-14.2977-903045.50066-0.623-0.29143.54116823350-34.9366-60447.0088-0.546-0.36315.61717873250-13.0777-302849.65533-0.487-0.26637.2652557720016.172106187.055551.6180.515100.05662663845078.5931090.7810.5610.4947.13527805600214.81662024.721.1410.765.312859840094.12830159.41111.4120.74915.00529709450112.0210100.88441.2660.70411.301301199450-134.98833-14170.6066-3.109-0.84923.02931748500-156.72266-2560.7-1.491-0.7989.51332502450-113.33333-3671.43-0.917-0.7138.09533789700343.33884010.6541.2560.8923.658341174600-311.51177-4736.051-3.499-1.10211.23135707550-223.844-5834.521-1.73-0.9427.72736512500-155.911-6841.549-1.01-0.7946.47837963700735.03447013.0037.0251.919.55838654650-371.04422-8013.108-1.805-1.1184.86439517450-128.13344-9073.564-1.208-0.8069.426各環(huán)的信息如下下：環(huán)號 水損閉合合差 S|Q|的和 本環(huán)校正流流量[L/S]]第1環(huán)：-0..001 159.2292 0.0022第2環(huán)：-0..005 35.4774 0.0711第3環(huán)：-0..001 63.2445 0.0066第4環(huán)：-0..005 42.6664 0.0633第6環(huán)：-0..004 38.8881 0.05第7環(huán)：0 36.3337 0.0055第8環(huán)：-0..005 38.0338 0.0644第9環(huán)：-0..001 68.5775 0.0099設計工況水力分分析結(jié)果管段或節(jié)點編號號管內(nèi)流量L/ss管內(nèi)流速m/ss管段壓降m節(jié)點水頭m地面標高m自由水壓m2960.40552.1764.63145.279342.2793874.48331.9535.00440.648337.6484378.19330.6870.88935.644332.6445215.36550.6490.87134.755331.755614.5120.2680.33733.889330.8897319.09660.860.40633.553330.553812.2340.30.12833.959330.959910.0680.20.03633.425330.4251016.0170.0410.00832.376329.3761170.2470.4590.63432.412329.41212122.26440.7371.82931.376328.376136.1480.20.07532.01329.01146.1480.20.09233.839330.8391518.4760.2910.62333.764330.7641638.5170.3630.54632.539329.539176.4880.2660.48732.631329.6311821.3910.30.08632.008329.0081916.4370.30.09331.462328.4622014.6430.30.096531328214.3050.20.029730.914327.914225.2310.210.040130.907327.9072316.7530.340.093931.36555328.36555248.2890.270.07331.97833328.978332570.7120.5151.61832.59099329.590992614.9690.4940.56134.02011331.0201127202.49220.761.14134.114331.11428100.71770.7491.41235.659332.65929104.13990.7041.26635.732332.73230110.21550.8493.10936.998333.99831168.19660.7981.49138.254335.25432103.16330.7130.91745.26522342.2652233310.68990.8921.25640.479337.47934221.26551.1023.49935.56933332.5693335215.440.9421.73-3-36150.23770.7941.01-3-37612.13331.917.025-3-38380.29661.1181.805-3-39132.31330.8061.208-3-401.0810.20.0138-3-413.9510.20.169-3-426.0790.20.0747-3-（4）確定控制制點在水力力分析時，假假定節(jié)點（20）為控制點點，經(jīng)過水力力分析后，比比較節(jié)點水頭頭和服務水頭頭，節(jié)點（20）是真正的的控制點，不不需要調(diào)整節(jié)節(jié)點水頭，過過程見表：節(jié)點編號節(jié)點水頭m服務水頭m供壓差額m自由水壓m245.27931-14.279945.279340.64831-9.64840.648435.64431-4.64435.644534.75531-3.75534.755633.88931-2.88933.889733.553--30.553833.95931-2.95933.9591132.41231-1.41229.4121231.37631-0.37628.3761332.0131-1.0129.011433.83931-2.83930.8391821.839319.16121.839198.8393122.1618.8392031310312734.11431-3.11434.1142935.73231-4.73235.7323036.99831-5.99836.9983138.25431-7.25438.2545、供水泵站揚揚程，水塔高高度的計算及及選泵；①泵站揚程：hhp1=(H1-Z1)+10..67×(qq1/2)1.8852l1/CW1.8522D14.87=((44.2669-3)++10.677×(1.6693774/2)11.852LL1/1101..8520..84.877=442.807m為了選泵泵，估計泵站站內(nèi)部水頭損損失，一般水水泵吸壓水管管道設計流速速為1.2～2.0m//s，局部阻力力系數(shù)按5.0～8.0考慮，沿程程水頭損失較較小，可忽略略不計，則泵泵站內(nèi)部水頭頭損失約為：：hp1=8.0×22.02/2/9..81=1..63m則泵站的揚程應應為：hp=42.8807+1..63=444.437mm按兩臺泵并聯(lián)工工作考慮，單單臺泵流量為為：Qp=16699.374÷2=8334.6877L/s=33004.1109（t/h）取3000（t/h）查水泵樣本，選選取28SAA-10B型水泵三臺臺，2臺工作，一一臺備用②水塔高度Ht8=H88-Z8=33.9559m-3mm=30.9599m結(jié)果標于圖中：：38.9938.996、消防工況校校核：本管網(wǎng)消防按同同時一處火災災考慮，認為為火災發(fā)生在在控制點處，在在控制點（20）節(jié)點流量量加上15L/S，確定節(jié)點（29）加上10L/s，消防流量從從水廠流出，經(jīng)經(jīng)管段[1]、[2]、[3]、[38]、[39]、[15]、[16]、[17]流到節(jié)點（20），每個管段段流量加上15L/ss,經(jīng)管段[37]、[33]、[29]，每個管段段流量加上15L/s，流量分配如如圖：38.9938.99消防流量分分配圖進行工況水力分分析，結(jié)果如如下：設計工況水力分分析計算結(jié)果果管段號管長[M]管徑[MM]流量[L/S]]小號側(cè)大號側(cè)摩阻系數(shù)水頭損失[M]]流速[M/S]]S|Q|值2489700-848.84422-706.603-4.758-2.2065.6053656700-762.922-708.858-5.156-1.9826.7584941700-272.36688-7812.706-0.943-0.7083.4615842600-189.93366-4525.856-0.933-0.6724.9116759300-21.6644-12937.5266-0.44-0.30620.3110805300-5.54-23994.3466-0.031-0.0785.50911837450-77.6955-56119.0977-0.719-0.4899.25312936450-119.90066-89133.1844-1.915-0.75415.96915933250-15.0977-903045.50066-0.694-0.30845.97716823350-38.17-60447.0088-0.651-0.39717.06217873250-17.2999-302849.65533-0.853-0.35249.2972557720015.805106187.055551.5450.50397.7852663845078.2261090.7810.5560.4927.10127805600217.15772024.721.1660.7685.36828598400104.906630159.41111.7540.83516.72329709450121.653310100.88441.4930.76512.273301199450-136.02299-14170.6066-3.157-0.85523.20731748500-161.42299-2560.7-1.582-0.8229.79932502450-114.32211-3671.43-0.934-0.7198.16633789700354.01774010.6541.3350.923.772341174600-314.5-4736.051-3.566-1.11211.33835707550-228.27799-5834.521-1.799-0.9617.8836512500-155.62288-6841.549-1.006-0.7936.46637963700748.69667013.0037.2891.9459.73538654650-374.55588-8013.108-1.839-1.1294.9139517450-128.93344-9073.564-1.223-0.8119.485滅火火處節(jié)點服務務水頭按低壓壓消防考慮，即10m的自由水壓，通過平差后的管段壓降，可以從水廠的節(jié)點水頭，得到控制點的節(jié)點水頭為42.447m，減去地面標高3m，結(jié)果為39.447m，大于10m，節(jié)點（29）的節(jié)點水頭為47.289m，減去地面標高3m，結(jié)果為44.289m，大于10m，滿足要求；消防校核結(jié)果結(jié)結(jié)果如圖：38.9938.997、事故工況校校核：（1）把事故管管段從管網(wǎng)中中刪除，調(diào)低低節(jié)點流量，即即：事故工況各節(jié)點點流量＝事故故工況供水比比例（我國規(guī)規(guī)定70％）×最高時工況況各節(jié)點流量量（2）重新分配配管段流量（3）平差結(jié)果果及節(jié)點水頭頭比較：管段號管長[M]管徑[MM]流量[L/S]]小號側(cè)大號側(cè)摩阻系數(shù)水頭損失[M]]節(jié)點水頭m2489700-798.81144-706.6034.21347.8483656700-738.66699-708.8584.83343.6354941700-367.87744-7812.7061.7238.8025842600-3.542-4525.856037.0826759300-20.1544-12937.52660.38137.08210805300-6.148-23994.34660.03836.00611837450-47.6755-56119.09770.27136.20612936450-105.61144-89133.18441.48636.24415933250-16.2966-903045.500660.80937.40116823350-29.3622-60447.00880.38536.93417873250-10.2577-302849.655330.337.0252557720038.851106187.055552.33937.0126638450-0.1691090.781032.00627805600141.09332024.720.49232.1772859840064.78730159.41110.66934.2372970945062.2510100.88440.39134.516301199450-234.11111-14170.60669.35134.90731748500-117.48877-2560.70.83836.31732502450-75.5299-3671.430.40745.24533789700363.79444010.6541.4141.986341174600-546.45522-4736.0510.76538.48735707550-128.31188-5834.5210.56836512500-84.1744-6841.5490.29438654650-289.59988-8013.1081.09939517450-95.9822-9073.5640.678通過平差以及計計算后的不在在環(huán)內(nèi)管段的的壓降，可計計算出每個節(jié)節(jié)點的水頭損損失都大于服服務水頭31m，滿足要求求；結(jié)果標于圖中中：8、轉(zhuǎn)輸工況校校核：（1）最大轉(zhuǎn)輸輸時各節(jié)點流流量Q轉(zhuǎn)j=Qj×3.65//5.92（2）將第一次次平差后的管管段流量也同同樣乘以3.65除以5.92（3）將最大轉(zhuǎn)轉(zhuǎn)輸量加到水水廠到水塔的的一條干管上上，Q輸=泵站供水水量-用戶用水量量=Qd×4.997%-Qdd×3.655%=4443.3755L/s路線為[1],,[2],[3],[4],[5],[6],,[7],進行平差平差結(jié)果為：管段號管長m管徑mm流量L/s小環(huán)號大環(huán)號摩阻系數(shù)水頭損失m流速M/SS1Q1值2489700-634.52299-706.603-2.659-1.6494.193656700-569.43377-708.858-2.872-1.485.0444941700-200.31111-7812.706-0.51-0.522.5455842600-139.04444-4525.856-0.5-0.4923.5956759300-14.2366-12937.5266-0.19-0.20113.346108053002.063-23994.34660.0040.0292.05211837450-55.3155-56119.0977-0.364-0.3486.58812936450-88.8966-89133.1844-1.052-0.55911.83915933250-10.8755-903045.50066-0.36-0.22233.1216823350-26.5977-60447.0088-0.316-0.27611.88917873250-9.936-302849.65533-0.281-0.20228.3132557720012.217106187.055550.9230.38975.5882663845059.5051090.7810.3210.3745.40227805600162.582024.720.6530.5754.0192859840071.2830159.41110.810.56711.3632970945084.82910100.88440.7260.5338.558301199450-102.15566-14170.6066-1.78-0.64217.42831748500-118.72288-2560.7-0.856-0.6057.20732502450-85.7566-3671.43-0.525-0.5396.12633789700259.96664010.6540.720.6762.77341174600-236.088-4736.051-2.009-0.8358.51135707550-169.57799-5834.521-0.993-0.7145.85436512500-118.08844-6841.549-0.579-0.6014.90637963700556.78777013.0034.0311.4477.2438654650-281.25522-8013.108-1.037-0.8483.68739517450-97.1155-9073.564-0.694-0.6117.144水廠的節(jié)點水頭頭為H1=48.9924mH7=41.1177mH8=H7--地面標高-水塔高度=41.1177-3-300.959==7.1588m由hi=AlQQ2A=3.14××D2/4=0..041Q2=hi/AA·L=518.2259L/ss>443..375L//s，滿足要求。二、污水管網(wǎng)的的設計與計算算：污水管段設計流流量計算管段編號居民生活污水日日平平均流量分分配配管段設計流量計計算算本段流量（L//SS）轉(zhuǎn)輸流量（L//ss）合計流量（L//ss）總變化系數(shù)沿線流量（L//ss)集中流量（L//ss）設計流量（LL/ss）本段轉(zhuǎn)輸1234567891～214.862-14.8632.00629.822--29.8227～8------124.4124.48～9------126.5311126.53119～10------143.17143.1710～2------218.1044218.10442～314.69314.86229.5551.86054.983218.1044273.087711～12------63.13463.13412～13------72.03872.03813～14------135.3666135.366614～15------143.7155143.715515～16------249.6577249.657716～3------340.8488340.84883～4-29.55529.5551.86054.98324.381558.9522638.31664～511.06729.55540.6221.79672.9731.312583.3333657.618817～18------52.89152.89118～19------120.01120.0119～20------141.7288141.728820～21------291.5377291.537721～22------312.3155312.315522～23------383.69383.6923～5------417.7511417.75115～630.04229.55559.5971.722102.63991001.088441103.72233污水管網(wǎng)主干管管水力計算表表管段編號管段長度L（mm）設計流量（L//ss）管徑管段坡度I管內(nèi)流速v（mm//s)充滿度降落量I·L((mm)h/Dh(m)1234567891～250029.8223000.00240.740.550.1651.27～8355124.46000.0010.670.610.3660.3558～9593126.53116000.0010.680.610.3660.5939～10815143.176000.0010.70.660.3960.81510～2735218.10447000.0010.780.670.4690.7352～3602273.08778000.00080.760.660.5280.481611～1233963.1345000.00150.670.680.340.508512～1360172.0385000.00150.710.530.2650.901513～14435135.36666000.0010.690.640.3840.43514～15408143.71556000.0010.70.660.3960.40815～16311249.65778000.00080.760.630.5040.248816～3443340.84889000.00080.810.640.5760.35443～4784638.316611000.00060.840.750.8250.47044～5576657.618811000.00090.810.650.7150.518417～1837352.8914000.00150.650.620.2480.559518～19307120.016000.0010.680.610.3660.30719～20626141.72886000.0010.70.660.3960.62620～21409291.53778000.00080.770.670.5360.327221～22419312.31559000.00080.810.590.5310.335222～23358383.699000.00080.840.660.5940.286423～5530417.751110000.00060.770.670.670.3185～61751103.7223314000.00060.970.70.980.105標高（m）埋設深度地面水面管內(nèi)底（m）上端上端下端上端下端上端下端1011121314151617332.1650.96520.812.2332.3662.01121.64511.355332.0111.4181.6451.0521.3551.948331.4180.6031.0220.2071.9782.793330.576-0.1590.107-0.6282.8933.628330.8280.34640.3-0.181662.73.1816332.341.831521.491511.5085331.83150.931.56650.6651.43352.335330.9490.5140.5650.132.4352.87330.5140.1060.118-0.292.8823.29330.014-0.23488-0.49-0.738883.493.738833-0.26288-0.61722-0.83888-1.193223.83884.1932330.3434-0.127-0.48166-0.9523.48163.95233-0.127-0.64544-0.952-1.360443.8424.3604332.2481.688521.440511.5595331.60651.29951.24050.93351.75952.0665331.29950.67350.90350.27752.09652.7225330.61350.28630.0775-0.249772.92253.2497330.1813-0.15399-0.34977-0.684993.34973.684933-0.15399-0.44033-0.74799-1.034333.74794.034333-0.46433-0.78233-1.13433-1.452334.13434.452333-0.68044-0.78544-1.66044-1.765444.66044.7654三、雨水管網(wǎng)設設計與計算雨水的的暴雨強強度中的系數(shù)數(shù)按照南京的的算q=167A11(1+ClggP)/(tt1+mt2+b)n=167×116.9622×(1+111.9144lg1)//(100+2t2+13.2228)0..775=2832..65/(2t2+23.2228)0.7775雨水干管水力計計算表：設計管段編號管長L（m）匯水面積F（hhaa）管內(nèi)雨水流行時時間間（min）單位面積徑流量量qq0(L//ss·ha))設計流量Q（LL//s）管徑D(mm）坡度It2=∑L/VVL/v1234567891～259911.607.68148.491722.44413000.00142～363239.77.685.57100.193977.72216400.00124～57651609.17148.492375.77715000.00115～6603449.174.2694.584161.58815000.00116～736271.913.432.0681.855885.24416000.00198～9583708.83148.491039.40011000.00119～3581148.830.9595.801341.17711000.001910～1138235.102.45148.495211.85516000.003912～133057.505.08148.491113.64412000.000913～1442625.35.082.83112.092835.84412000.001114～1550548.27.913.1199.274784.84415000.001615～1641183.211.021.9688.547366.51116400.001717～1861328.305.13148.494202.15516400.002218～1920572.95.130.88111.838152.35516400.001620～212311702.67148.492524.26615000.001322～232249.403.78148.491395.77713500.000723～2441936.23.782.83119.364320.73315000.001124～2550070.96.612.36104.727424.36616400.001725～26362122.48.981.6295.2711661.554420000.002327～2862427.605.35148.494098.21116400.001728～2946281.85.352.16110.709055.55518000.002129～3682108.47.510.39100.8810935.007720000.002330～3