《給水方案的確定和管網(wǎng)的定線以及各種計算的案例綜述》3600字

給水方案的確定和管網(wǎng)的定線以及各種計算的案例綜述目錄TOC\o"1-2"\h\u22645給水方案的確定和管網(wǎng)的定線以及各種計算的案例綜述 1212801.1給水方案的確定 1106991.2管網(wǎng)定線 1218761.3配水干管的有效長度計算 1308311.4比流量計算 2160741.5最高時管段沿線流量分配 2149171.6節(jié)點設計流量計算 417621.7環(huán)狀管網(wǎng)流量分配和初擬管徑 591671.8管網(wǎng)平差計算 717648最高日最高時平差結(jié)果 7146571.9管網(wǎng)平差結(jié)果的校核 9222404.9.1消防校核 10187504.9.2事故校核 13給水方案的確定水源定在河流上游，水質(zhì)較好；凈水廠設置在河流上游，方便取水.管網(wǎng)定線管網(wǎng)定線取決于城市平面布置，供水區(qū)地形，水源和調(diào)節(jié)水池位置，街區(qū)和大工業(yè)集中用水等?？紤]城市近，遠期發(fā)展，管網(wǎng)布置成環(huán)狀網(wǎng)。為滿足用戶供水要求，其定線滿足：干管的間距一般采用500-800m，兩干管的連接間距為800-1000m，現(xiàn)有的道路規(guī)劃，盡可能減少穿過鐵路和高級路面以及其他重要建筑物。允許有個別管段不符合上敘規(guī)則。其管網(wǎng)布置圖如下。干管均勻分配，故按長度流量法來計算沿線流量和節(jié)點流量。配水干管的有效長度計算按照以上的定線方法，確定主要的供水方向，列表統(tǒng)計各管段的實際長度和有效長度，計算機中流量、比流量、沿線流量、節(jié)點流量。當管段分為單側(cè)供水或是雙側(cè)供水時，其有效長度為：單側(cè)供水部分按照實際距離的一半計算，雙側(cè)部分供水按照實際距離計算。表

6各管段長度和配水長度管道編號管長(m)有效管長（m）管道編號管長(m)有效管長（m）JS1-JS2145.1370.000JS11-JS20584.550584.550JS2-JS3683.992341.996JS12-JS13790.433395.217JS2-JS16617.713308.857JS12-JS21590.658590.658JS3-JS4903.995451.998JS13-JS14517.065258.533JS3-JS17437.838437.838JS13-JS22490.366490.366JS4-JS5732.073366.037JS14-JS15499.008249.504JS4-JS18319.170319.170JS15-JS16558.593279.297JS5-JS6269.777134.889JS15-JS22556.501556.501JS5-JS8605.657605.657JS16-JS17596.319596.319JS5-JS19278.868278.868JS17-JS18875.968875.968JS6-JS7660.156330.078JS17-JS22564.330564.330JS7-JS8389.328194.664JS18-JS19708.859708.859JS8-JS9484.377242.189JS18-JS21415.169415.169JS9-JS10561.184280.592JS19-JS20352.266352.266JS9-JS20582.520582.520JS20-JS21682.095682.095JS10-JS11594.576297.288JS21-JS22845.160845.160JS11-JS12632.260316.130比流量計算最高時管段沿線流量分配管段i~j的沿線流量為:qi~j=qsli~j各管段的沿線流量計算如下表:表7沿線流量分配管道編號管長

(m)有效管長

（m）比流量沿線流量

（L/S）JS1-JS2145.1370.0000.0610.000JS2-JS3683.992341.9960.06120.862JS2-JS16617.713308.8570.06118.840JS3-JS4903.995451.9980.06127.572JS3-JS17437.838437.8380.06126.708JS4-JS5732.073366.0370.06122.328JS4-JS18319.170319.1700.06119.469JS5-JS6269.777134.8890.0618.228JS5-JS8605.657605.6570.06136.945JS5-JS19278.868278.8680.06117.011JS6-JS7660.156330.0780.06120.135JS7-JS8389.328194.6640.06111.875JS8-JS9484.377242.1890.06114.773JS9-JS10561.184280.5920.06117.116JS9-JS20582.520582.5200.06135.534JS10-JS11594.576297.2880.06118.135JS11-JS12632.260316.1300.06119.284JS11-JS20584.550584.5500.06135.658JS12-JS13790.433395.2170.06124.108JS12-JS21590.658590.6580.06136.030JS13-JS14517.065258.5330.06115.770JS13-JS22490.366490.3660.06129.912JS14-JS15499.008249.5040.06115.220JS15-JS16558.593279.2970.06117.037JS15-JS22556.501556.5010.06133.947JS16-JS17596.319596.3190.06136.375JS17-JS18875.968875.9680.06153.434JS17-JS22564.330564.3300.06134.424JS18-JS19708.859708.8590.06143.240JS18-JS21415.169415.1690.06125.325JS19-JS20352.266352.2660.06121.488JS20-JS21682.095682.0950.06141.608JS21-JS22845.160845.1600.06151.555節(jié)點設計流量計算各節(jié)點的節(jié)點流量計算表如下表8節(jié)點設計流量計算節(jié)點編號節(jié)點總流量JS1-810.190JS234.811JS344.297JS442.754JS541.248JS620.334JS722.948JS832.348JS935.600JS1025.272JS1139.608JS1244.025JS1339.313JS1422.218JS1535.295JS1638.761JS1754.107JS1850.712JS1929.301JS2048.137JS2155.389JS2253.712環(huán)狀管網(wǎng)流量分配和初擬管徑該城市配水管網(wǎng)布置成環(huán)狀，方法中設置了12個環(huán)；控制點為管網(wǎng)中供水的最不利點，通常認為在作平差的時候，滿足控制點的水壓要求，則整個管網(wǎng)的水壓可以以滿足。本設計方案中，初定選取節(jié)點14作為控制點，因為該點離二級泵站最遠。按規(guī)范，故該點的服務水頭為28m。流量分配的目的是用以初步確定的管網(wǎng)各管段的流量，據(jù)此確定管徑，進而進行管網(wǎng)平差。環(huán)狀網(wǎng)流量分配的步驟如下：按照管網(wǎng)的主要供水方向，初步擬定各管段的水流方向，并選定整個管網(wǎng)的控制點。控制點是管網(wǎng)正常工作時和事故時必須保證所需要的水壓的點，一般會選擇在給水區(qū)離二級泵站最遠或者是地形較高處。為了可靠供水，從二級泵站到控制點之間的幾條干管盡可能均與分配流量，并且滿足節(jié)點流量的平衡條件。和干管垂直的連接管，平時流量一般只有在干管損壞時才傳輸較大的流量，因此連接管中可分配較少的流量。根據(jù)初分的流量，查界限流量表確定經(jīng)濟管徑。統(tǒng)一給水方案中，定節(jié)點14為控制點。初分流量初擬管徑表如下表所示：表9初分流量初擬管徑表管道編號管徑(mm)管長(m)流量(L/s)JS1-JS21000145.137810.190JS2-JS3700683.992374.717JS2-JS16700617.713400.662JS3-JS4600903.995241.262JS3-JS17400437.83889.158JS4-JS5500732.073179.970JS4-JS18200319.17018.538JS5-JS6250269.77732.656JS5-JS8300605.65768.099JS5-JS19250278.86837.967JS6-JS7150660.15612.322JS7-JS8150389.32810.626JS8-JS9200484.37725.125JS9-JS10300561.18413.456JS9-JS20200582.52023.932JS10-JS11300594.57611.816JS11-JS12250632.26040.140JS11-JS20150584.55011.284JS12-JS13350790.43376.252JS12-JS21150590.6587.912JS13-JS14300517.06553.298JS13-JS22300490.36662.267JS14-JS15350499.00875.516JS15-JS16500558.593150.225JS15-JS22300556.50139.414JS16-JS17600596.319211.676JS17-JS18400875.96888.260JS17-JS22500564.330158.467JS18-JS19250708.85931.519JS18-JS21200415.16924.567JS19-JS20250352.26640.185JS20-JS21300682.09543.168JS21-JS22350845.16081.902管網(wǎng)平差計算最高日最高時平差結(jié)果平差計算節(jié)點參數(shù)節(jié)點編號流量(L/s)地面標高(m)節(jié)點水壓(m)自由水頭(m)JS1-810.19079.843111.04031.197JS234.81179.981110.85030.869JS344.29777.916109.64731.731JS442.75475.216108.17632.960JS541.24872.904106.52233.618JS620.33472.436105.80233.366JS722.94870.026102.40832.382JS832.34870.703103.93033.227JS935.60070.679101.62430.945JS1025.27271.137101.50530.368JS1139.60873.218101.60428.386JS1244.02575.375104.07628.701JS1339.31377.997106.07328.076JS1422.21879.479107.47928.000JS1535.29579.874108.71728.843JS1638.76179.702109.62029.918JS1754.10777.999108.85930.860JS1850.71275.113107.31032.197JS1929.30172.588105.53832.950JS2048.13772.841104.15831.317JS2155.38975.141105.41430.273JS2253.71278.064107.85129.787平差計算管道參數(shù)管道編號管徑(mm)管長(m)流量(L/s)流速(m/s)千米損失(m)管道損失(m)JS1-JS21000145.137810.1900.9901.3090.190JS2-JS3700683.992374.7170.9311.7581.202JS2-JS16700617.713400.6620.9951.9901.229JS3-JS4600903.995241.2620.8121.6281.471JS3-JS17400437.83889.1580.6691.8010.789JS4-JS5500732.073179.9700.8672.2591.654JS4-JS18200319.17018.5380.5462.7120.866JS5-JS6250269.77732.6560.6202.6690.720JS5-JS8300605.65768.0990.8964.2802.592JS5-JS19250278.86837.9670.7213.5270.984JS6-JS7150660.15612.3220.6455.1413.394JS7-JS8150389.32810.6260.5563.9101.522JS8-JS9200484.37725.1250.7394.7602.305JS9-JS10300561.18413.4560.1770.2130.120JS9-JS20200582.52023.9320.7044.3502.534JS10-JS11300594.57611.8160.1560.1680.100JS11-JS12250632.26040.1400.7623.9092.472JS11-JS20150584.55011.2840.5904.3692.554JS12-JS13350790.43376.2520.7412.5261.997JS12-JS21150590.6587.9120.4142.2661.338JS13-JS14300517.06553.2980.7022.7201.406JS13-JS22300490.36662.2670.8203.6261.778JS14-JS15350499.00875.5160.7342.4811.238JS15-JS16500558.593150.2250.7241.6170.903JS15-JS22300556.50139.4140.5191.5560.866JS16-JS17600596.319211.6760.7131.2780.762JS17-JS18400875.96888.2600.6621.7681.548JS17-JS22500564.330158.4670.7641.7851.007JS18-JS19250708.85931.5190.5982.4991.772JS18-JS21200415.16924.5670.7234.5661.896JS19-JS20250352.26640.1850.7633.9171.380JS20-JS21300682.09543.1680.5681.8411.256JS21-JS22350845.16081.9020.7962.8832.437由平差結(jié)果可看出，經(jīng)過流量的校正，每個管段的管徑都滿足最小流速和經(jīng)濟流速。管網(wǎng)平差結(jié)果的校核管網(wǎng)平差的目的在于求出水源節(jié)點（二級泵站或水塔）的供水量、各管段中的流量和管徑以及全部節(jié)點的水壓。管網(wǎng)的管徑和水泵揚程，按設計年限內(nèi)最高日最高時的用水量和水壓要求決定。但是用水量也是經(jīng)常變化的，為了核算所定的管徑和水泵能否滿足不同工作情況下的要求，就必須進行其他用水條件下的計算，已確保經(jīng)濟合理的供水。由于不設置水塔，因此進行事故和消防時管網(wǎng)核算。在定線時假設了節(jié)點14為控制點，然后進行水力計算，由平差算出來的各管段的水頭損失（見上平差結(jié)果），推算出其他各個節(jié)點的水壓標高，再算出每個節(jié)點的自由水頭，比較每個節(jié)點的自由水頭與要求的最小服務水頭（不小于28m），比較自由水頭是否滿足最小服務水頭。從計算結(jié)果可知，除控制點外的其他節(jié)點的自由水頭都大于28m，滿足水壓要求?？傻贸龉?jié)點14就為控制點。以上得出就為各個節(jié)點的自由水頭和節(jié)點水壓。4.9.1消防校核因為在計算設計用水量的時候我們并沒有計入消防流量，所以現(xiàn)校核當火災發(fā)生在最高用水時時管網(wǎng)的工作情況。由于消防流量比較大，一般的用戶用水量以及水壓肯定不能夠滿足。但是在消防時，管網(wǎng)應以保證滅火為主，因此不考慮其他用戶的用水要求。室外消防用水量貯存在清水池中，因此室外消防用水量由二級泵站供水，同時發(fā)生火災次數(shù)為兩次，單次滅火用水量為45L/s，持續(xù)時間為2h。本設計中設定節(jié)10和節(jié)點14為著火點，相比之下，兩節(jié)點較其他節(jié)點比較具有最不利性，因此取這兩點為火災控制點。滅火處節(jié)點的服務水頭根據(jù)《建筑防火設計規(guī)范》中規(guī)定，管道的壓力應保證滅火時最不利點消火栓的水壓不小于10m水柱（從地面算起）。經(jīng)過各管段的流量分配與調(diào)整，管網(wǎng)水力計算如下：平差計算節(jié)點參數(shù)節(jié)點編號流量(L/s)地面標高(m)節(jié)點水壓(m)自由水頭(m)JS1-900.19079.84397.17517.332JS234.81179.98196.94416.963JS344.29777.91695.53017.614JS442.75475.21693.82118.605JS541.24872.90491.84318.939JS620.33472.43691.07718.641JS722.94870.02687.10817.082JS832.34870.70388.35417.651JS935.60070.67983.37812.699JS1070.27271.13782.57111.434JS1139.60873.21883.21810.000JS1244.02575.37587.68212.307JS1339.31377.99790.28112.284JS1467.21879.47991.37211.893JS1535.29579.87494.01214.138JS1638.76179.70295.38115.679JS1754.10777.99994.49716.498JS1850.71275.11392.76717.654JS1929.30172.58890.58818.000JS2048.13772.84188.57915.738JS2155.38975.14190.29215.151JS2253.71278.06493.15815.094平差計算管道參數(shù)管道編號管徑(mm)管長(m)流量(L/s)流速(m/s)千米損失(m)管道損失(m)JS1-JS21000145.137900.1901.0991.5910.231JS2-JS3700683.992409.0951.0162.0681.414JS2-JS16700617.713456.2841.1332.5311.563JS3-JS4600903.995261.6240.8811.8911.709JS3-JS17400437.838103.1740.7742.3601.033JS4-JS5500732.073198.2520.9552.7021.978JS4-JS18200319.17020.6180.6073.3021.054JS5-JS6250269.77733.7450.6412.8360.765JS5-JS8300605.65779.9641.0535.7603.489JS5-JS19250278.86843.2950.8224.4971.254JS6-JS7150660.15613.4110.7026.0143.970JS7-JS8150389.3289.5370.4993.2011.246JS8-JS9200484.37738.0791.12110.2724.975JS9-JS10300561.18437.7790.4971.4390.807JS9-JS20200582.52035.3001.0398.9285.201JS10-JS11300594.57632.4930.4281.0890.647JS11-JS12250632.26055.2541.0497.0614.464JS11-JS20150584.55016.8470.8819.1715.361JS12-JS13350790.43387.9260.8543.2882.599JS12-JS21150590.65811.3520.5944.4182.610JS13-JS14300517.06546.4770.6122.1111.092JS13-JS22300490.36680.7631.0635.8672.877JS14-JS15350499.008113.6951.1055.2892.639JS15-JS16500558.593188.0970.9062.4511.369JS15-JS22300556.50139.1080.5151.5340.854JS16-JS17600596.319229.4250.7721.4830.884JS17-JS18400875.96893.7110.7031.9751.730JS17-JS22500564.330184.7810.8912.3721.339JS18-JS19250708.85935.2420.6693.0732.178JS18-JS21200415.16928.3750.8355.9612.475JS19-JS20250352.26649.2360.9355.7042.009JS20-JS21300682.09551.0480.6722.5111.713JS21-JS22350845.16089.4150.8693.3912.866大環(huán)經(jīng)計算閉合差小于1m，滿足要求。從表格中可以看出，管網(wǎng)各節(jié)點的實際自由水頭都滿足H>10m，符合消防要求。4.9.2事故校核取JS2-JS3為事故管段。發(fā)生事故時供水流量為最高時的70%。經(jīng)過各管段的流量分配與調(diào)整，管網(wǎng)水力計算如下：平差計算節(jié)點參數(shù)節(jié)點編號流量(L/s)地面標高(m)節(jié)點水壓(m)自由水頭(m)JS1-567.13379.843112.29032.447JS224.36879.981112.19132.210JS331.00877.916105.91628.000JS429.92875.216105.53430.318JS528.87472.904104.94532.041JS614.23472.436104.58732.151JS716.06470.026103.00332.977JS822.64470.703103.88333.180JS924.92070.679103.34132.662JS1017.69071.137103.33432.197JS1127.72673.218103.48430.266JS1230.81775.375105.43330.058JS1327.51977.997106.82428.827JS1415.55379.479108.16128.682JS1524.70679.874109.16529.291JS1627.13379.702110.03630.334JS1737.87577.999107.91329.914JS1835.49875.113106.24231.129JS1920.51172.588104.86632.278JS2033.69672.841104.59431.753JS2138.77275.141105.71230.571JS2237.59878.064107.55129.487平差計算管道參數(shù)管道編號管徑(mm)管長(m)流量(L/s)流速(m/s)千米損失(m)管道損失(m)JS1-JS21000145.137567.1330.6930.6770.098JS2-JS16700617.713542.7651.3483.4892.155JS3-JS4600903.995116.3270.3920.4220.382JS3-JS17400437.838147.3351.1054.5611.997JS4