給水管網課程設計說明書姓名：李悅學號：2007701302211專業班級：給排排水工程二班班目錄Ⅰ.給水管網網課程設計任任務書·················································3設計項目································································3設計任務································································3設計資料································································3Ⅱ.給水管網網設計計算說說明書·················································5輸配水系統布置置························································5設計用水量及調調節構筑物相相關計算····································51設計用用水量計算·····················································52設計用水水量變化規律律的確定········································773清水池、水水塔調節容積積的計算·······································7經濟管徑確定··························································111沿線流流量及節點流流量··············································1112初始分配配流量······················································133管徑的的確定························································13管網水力計算·························································151初步分分配流量······················································152管網平差差····························································153控制點點與各節點水水壓的確定·······································1554泵揚程程與水塔高度度的計算··········································17泵的選擇······························································1191最高時時工況初選泵泵·················································192最大轉輸工工況校核·················································1193消防工況校校核······················································214泵的調度度····························································24成果圖繪制····························································-參考文獻···············································································255Ⅰ.給水管網課課程設計任務務書設計項目某市給水管網課課程設計設計任務根據所給資料，應應完成下列任任務：1、進行輸配水水系統布置，包包括確定輸水水管、干管網網、調節水池池（如果設置置的話）的位位置和管網主主要附件布置置；2、求管網、輸輸水管、二級級泵站的設計計用水量與調調節水池的容容積；3、計算確定輸輸水管和管網網各管段管徑徑；4、進行管網水水力計算；5、確定二級泵泵站的設計揚揚程，如果有有水塔，確定定水塔的設計計高度；6、確定二級泵泵站內水泵的的型號與臺數數（包括備用用泵）,并說明泵站站在各種用水水情況下的調調度情況；7、畫出管網內內4～6個節點詳圖圖。設計資料1、某市規劃平平面圖一張。2、某市規劃資資料。某市位于湖南的的東部，瀕臨臨湘江。近期期規劃年限為為6年，人口數數為12萬，城區大大部分房屋建建筑控制在6層。全市內內只有兩家用用水量較大的的工業企業，其其用水量及其其他情況詳見見表1。表1工業企業近近期規劃資料料企業項目121.企業用水量量（米/日）24003600工業用水對水質質要求同生活飲用水同生活飲用水工業用水對水要要求不小于24米不小于24米2.工廠房屋耐耐火等級二三工程生產品危險險等級丙乙工廠房屋最大體體積（m2）10000（廠廠房）5000（庫房房）工廠面積（公頃頃）24203、補充說明管網管徑原則上上按簡化公式式計算確定，式式中，經濟因因素f=00.92，管線造價價中的指數α=1..8。工業企業每小時時耗用生產用用水量相同。鐵鐵路車站每天天用水量為2000噸，按均勻勻用水考慮。不論設計年限內內最高日用水水量是多少，均均嘉定其用水水量變化如表表2所示。城市生活污水和和工業廢水經經適當處理后后排入水體下下游。河流水水量充足，能能做給水水源源，水廠位置置如平面圖所所示。冰凍深度0.22米，地下水水離地面3米。其他資料見平面面圖。表2最高日內小小時用水量變變化時間0~11~22~33~44~55~66~77~88~99~1010~1111~12占日用水量比例例（%）1.601.471.432.362.364.155.145.966.15.895.075.35時間12~1313~1414~1515~1616~1717~1818~1919~2020~2121~2222~2323~24占日用水量比例例（%）5.355.355.275.525.756.035.725.003.192.692.581.87Ⅱ.給水管網網設計計算說說明輸配水系統布置置根據所給資料，結結合城鎮規劃劃并考慮經濟濟性和供水可可靠性的要求求，決定了采采用城區環狀狀給水、郊區區及河邊樹狀狀給水的布置置形式，在高高地布置水塔塔，水塔自工工業企業No.1接入管網，水水廠至管網雙雙管輸水。第二節設計用用水量及其調調節構筑物相相關計算1設計用用水量計算：：基本數據：由原始資料該該城市位于湖湖南,在設計年限限內人口數12萬,查《室外排排水設計規范范》可知該城城市位于一分分區，為中小小城市。城市的未預見水水量和管網漏漏失水量按最最高日用水量量的20%計算；1．1．1居居民最高日生生活用水量Q1：Q1=qNfQ1―—城市最最高綜合生活活用水，m３／d；q――城市最高高綜合用水量量定額，Ｌ／／（cap.d）；Ｎ――城市設計計年限內計劃劃用水人口數數；f――城市自來來水普及率，采采用f=1000%所以：Q1.1＝230×112×1044×100%%/10000＝276000m３/d1．1．2鐵鐵路車站每天天用水量Q1.22=20000m33/d。得QQ1=Q11.1+QQ1.2==296000m33/d。1．2工業區區的用水量計計算由所給資料得知知，工廠No.1企業總用水水量為2400m3/d,,工廠No.2的企業總用用水量為3600mm3/d。總計，Q2=24000+36000=66000mm3/d。1．3澆灑道道路用水量計計算按城市澆灑道路路用水量標準準q=1L/（㎡.次），每天天兩次，用水量公式：=qNn/10000(n代表次數，N代表澆灑道道路面積)，=1*14344721.1162*2//1000=2870mm3。1．4綠化用用水量計算按城市大面積綠綠化用水量定定額q=1.55L/（㎡.次），每天天兩次，用水水量公式=qNn/10000(n代表次數，N代表綠化用用水面積)，==1.5*44543566.52066*2/10000=1360mm3。1．5未預見見用水量的計計算按最高日用水量量的20%算。而最高高日的用水量量包括居民的的綜合生活用用水量；工業業區用水量；；澆灑道路和和綠化用水量量。相應的未未預見用水總總量。1．6最高日日設計流量Qd：Qd＝1..2×（Q1+Q22+Q3+QQ4）＝1.2××（296000+60000+2870+11360）＝47796m３/d最高日最高時用用水量QhQh＝Kh×Ｑd/86..4＝1.46×477996/866.4＝807.666L／s（時變化系數由由原始資料知知Kh＝1.46）1．7消防用用水量：城鎮、居住區室室外的消防用用水量：火火災次數：2一一次滅火用水水量：45L/ss城鎮消防用水量量為900L/s工廠消防用水量量：No.1火災次數：1一次滅火用水量量25LL/sNo.2火災次數：1一次滅火用用水量：30LL/s2設計用水水量變化規律律的確定根據所給資料，繪繪制出日用水水量曲線，綜綜合實際情況況，決定采用用分級供水：：20~次日5時共9小時，泵站站供水量為2.78%%Qd，用戶為用用水量輸送至至水塔；5~20點共15小時，泵站站供水量為5.00%%Qd，不足水量量用水塔供給給。3清水池、水水塔調節容積積的計算由用水量變化曲曲線與分級供供水線求得清清水池與水塔塔的調劑容積積，如下表：：清水池與水塔調調節容積計算算時間用水量（%）二級泵站供水量量（%）一級泵站供水量量（%）清水池調節容積積（%）清水池調節容積積(m3）水塔調節容積((%)水塔調節容積((m3)0-11.62.784.17-1.39-664.366-1.18-563.9991–21.472.784.17-1.39-664.366-1.31-626.1332–31.432.784.16-1.38-659.588-1.35-645.2553–41.432.784.17-1.39-664.366-1.35-645.2554–52.362.774.17-1.40-669.144-0.41-195.9665–64.155.004.160.84401.49-0.85-406.2776–75.145.004.170.83396.710.1466.917–85.695.004.170.83396.710.69329.798–96.15.004.160.84401.491.10525.769–105.895.004.170.83396.710.89425.3810–115.075.004.170.83396.710.0733.4611–125.355.004.160.84401.490.35167.2912–135.355.004.170.83396.710.35167.2913-145.355.004.170.83396.710.35167.2914-155.275.004.160.84401.490.27129.0515-165.525.004.170.83396.710.52248.5416-175.755.004.170.83396.710.75358.4717-186.035.004.160.84401.491.03492.3018-195.725.004.170.83396.710.72344.1319-205.005.004.170.83396.710.000.0020-213.192.774.16-1.39-664.3660.42200.7421-222.692.784.17-1.39-664.366-0.09-43.0222-232.582.784.17-1.39-664.366-0.20-95.5923-241.872.784.16-1.38-659.588-0.91-434.944合計100.00100.00100.0012.505974.5007.653656.3993.1清清水池所需有有效容積計算算清水池調節容積積為=12.50%%*477996=59774.5m33水廠自用水量調調節容積按最最高日用水設設計用水量的的5%計算，則=5%*477796=22389.88m3.該城鎮人人口數12萬人，則確確定同一時間間內的火災次次數為2次，一次滅滅火用水量為為45L/s。火災延續續時間按2h計，故火災災延續時間內內所需總用水水量為=2*45LL/s*33.6*2hh=648m３.另需一部分安全全儲量，則清清水池的有效效容積可按以以上三部分容容積和取整，得得：W清=++++=90122.3+mm3=110000m3如采用兩座鋼筋筋混凝土水池池，每座池子子有效容積為為5000m3。3.2水水塔有效容積積計算水塔調節容積為為=7.65%**477966=3656.339m３故水塔的有效容容積為Wt=+==36566.39++6=36665.399m3。其中——水水塔調節容積積，m3；——室內消防貯貯備水量，m3，按10L/s計。最高日設計用水水量為：47766（m3／d），管網中中設置對置水水塔最高用水時（88~9點）水塔的設計計供水流量為為：47796×（6.10%－5.00%）×1000／3600＝146.004（L／s）；最大傳輸時（33~4點）水塔的最大大進水流量為為：47796×（2.78%－1.43%）×1000／3600＝179.224（L／s）。第三節經濟管徑徑確定1沿線流流量及節點流流量從整個城鎮管網網分布情況來來看，干管的的分配比較均均勻，故按長長度流量法計計算。1.1配水干管計計算長度：二級泵站-1為為輸水管，不不參與配水，其其計算長度為為零。管段1-2，2-3，16-17，17-18，為單側配配水，其計算算長度按實際際長度的一半半計入。其余余均為雙側配配水管段，均均按實際長度度計入。則：：=20339..4m2配水干管管比流量：最高時總用水量量可從用水量量計算表中查查得為807.666L/s..大用戶集中中用水量包括括工業區1：Q11==24000m3/d=227.78LL/s工業區2：Q22=36000m3/d==41.677L/s車站Q3=20000m33/d=233.15L//s則由公式有=[807.666-（27.788+41.667+23..15）]/203339.4=0.03511564LL/(s·mm)。1.3沿線流量量：各管段的沿線流流量計算見下下表：各管段的沿線流流量計算管段編號管段長度/m管段計算長度//m比流量/L/（s.m）沿線流量/L//s1-2656.9328.450.0351556411.5472-371635812.5863-41066.31066.337.4874-571671625.1722-51066.91066.937.5085-6644.5644.522.6581-6985.9985.934.6616-91078.11078.137.9029-10644.3644.322.65110-1171671625.1724-111078.11078.137.9025-101078.11078.137.90211-121037.31037.336.46813-14644.1644.122.6449-141037.31037.336.46812-1371671625.17210-131037.31037.336.46812-18912.8912.832.09116-17643.9321.9511.31913-17912.8912.832.09117-1871635812.58614-16912.8912.832.0916-7611.5611.521.4988-9613.9613.921.58314-15610.5610.521.46312-19852.5852.529.971合計20339.44715.06001.4節點流流量計算：工業區1由節點點18集中供水，其其集中流量為為27.788L/s，工業區2由節點點16供水，則其其集中流量為為41.677L/s，車站由節點111供水，則其其集中流量為為23.155L/s。各節點的節點流流量計算表如如下：各管段節點流量量計算節點連接管段節點流量L/ss集中流量L/ss節點總流量L//s11-2,1-6623.10423.10421-2,2-55,2-330.82130.82133-4,2-3325.03725.03743-4,4-111,4-5550.28150.28155-6,2-55,5-100,4-561.62061.62065-6,1-66,6-9,,6-758.36058.36076-710.74910.74988-910.79110.79196-9,9-114,9-110,8-9959.30259.3021010-11,55-10,110-13,,9-1061.09761.0971111-12,44-11,111-1049.77123.15072.9211212-19,112-13,,12-188,12-11161.85161.8511313-10,113-17,,13-122,13-11458.18758.1871414-15,114-13,,9-14,,14-16656.33356.3331515-1410.73110.7311616-14,116-1721.70541.67063.3751716-17,117-13,,17-18827.99827.9981817-18,112-1822.33827.78050.1181919-1214.98514.985總計715.0600807.6600最高時總用水量量L/s大用戶集中用水水量L/s管網總長m比流量L/(ss.m)807.660092.60020339.440.0352初始分配配流量根據節點流量連連續性方程和和供水的經濟濟型與可靠性性，初始分配流量如如下表：管段編號初始分配流量LL/s管徑確定公式算得管徑（mm）對應標準管徑（mm）處理后（連接管管、分界線處處放大）1-2320606.66006002-3150438.64504503-4124.96405.74004004-519181.22003002-5139.18424.84504505-635235.42503501-6318.61605.46006006-9214.5511.26006009-1026207.220030010-1119181.22002504-1193.68358.63503505-1093.5635835035011-1239.76248.5525035013-1418.98181.142002509-14118.41396.4340040012-1318.55179.420025010-1339.46247.7425035012-1818.53179.320040016-1731223.4525030013-1718.3178.3420035017-1877329.7735040014-1632.37227.622503506-710.751421501508-910.79142.315015014-1510.73141.915015012-1914.99163.72002003管徑的確定定根據設計資料中中的要求，經經濟管徑原則則上按簡化公公式計算確定定（f=0.992，α=1.8），計算時時采用海森威威廉公式（），取m=44.87，n=11.852。而由于最最高時采用多多水源供水，管管網中存在供供水分界線，分分界線上的節節點流量一般般由兩個水源源共同供給，因因此應適當放放大供水分界界線附近管段段。另外，考考慮到事故時時需要，連接接管也應適當當放大一至二二級。管徑確定結果見見上表。管網水力計算1初步分配配流量根據用水情況，擬擬定各管段的的流向，按照照最短路線供供水原則，并并考慮可靠性性的要求進行行流量分配，如如下表：最高時流量初步步分配管段號管段直徑初步流量管段長度備注1600319.91656.91-22600318.61985.91-6335035644.55-64450139.091066.92-554501507162-36400124.961066.33-47300197164-5835093.681078.14-1192501971610-111035093.471078.15-101130026644.39-1012600214.51078.16-913400118.411037.39-141425018.98644.113-141535039.371037.310-131635039.761037.311-121725018.5571612-131840018.53912.812-181940077.3971617-182035018.39912.813-172130031643.916-172235032.37912.814-1623500146.04803.618-T24600661.62658P-12管網平差差利用自制exccel表格進行平平差，具體過過程及平差及及水力計算結結果示意圖見見附錄。（，）3控制點與各各節點水壓的的確定平差結果滿足及及連續性方程程，計算各節節點水壓，各各管路水頭損損失等信息，其其計算結果如如下：節點數據：節點自由水壓m標高m位置水頭m節點總流量L//s136.24134.11170.3523.104234.57134.99169.5630.821333.18135.66168.8425.037430.63136.95167.5850.281532.50135.81168.3161.620633.96134.70168.6558.360734.23133.00167.2410.749832.64133.70166.3410.791932.68135.10167.7859.3021030.09136.41166.5061.0971128.06137.72165.7872.9211227.81137.62165.4361.8511328.00137.84165.8458.1871430.59135.62166.2156.3331530.65134.15164.8010.7311629.76136.13165.8963.3751728.24137.59165.8327.9981828.77137.31166.0850.1181928.92135.61164.5314.985管段數據：管段編號管段長度L(mm)上次平差后管段段流量Q0(l//s)選定管徑下的流流速Vt(m//s)選定管徑D(mmm)水頭損失(m))起點-終點1656.9288.084491.06000.7851-22985.9350.435511.26001.6941-63644.547.249440.53500.3746-541066.9133.796690.84501.2512-55716.0123.468800.84500.7232-361066.398.428000.84001.2563-47716.035.606550.53000.5215-481078.183.754550.93501.8054-119716.024.200770.52500.61910-11101078.183.819880.93501.8085-1011644.351.430770.73000.9269-10121078.1234.075570.86000.8776-9131037.3112.555500.94001.5679-1414644.19.39520.22500.09714-13151037.349.949880.53500.66710-13161037.335.035220.43500.34611-1217716.02.69210.12500.01112-1318912.844.496990.44000.24718-1219716.051.423110.44000.25418-1720912.83.84710.043500.00513-1721643.927.270220.43000.28617-1622912.836.099880.43500.32214-16從計算結果可知知，除控制點點13外的其他節節點的自由水水頭都大于28m，滿足水壓壓要求。大部部分管段的流流速都在經濟濟流速范圍內內，滿足流速速要求（個別別管段因位于于供水分界線線附近，流速速偏小）。4泵揚程與與水塔高度的計計算從泵站到管網的的輸水管計兩兩條，每條流流量為L//s，選定管管徑600mm。選定13點為控制點點，損失計算算如下表：管段管長m流量L/s管徑mm流速m/s水頭損失m1-2656.9288.08556001.0190.7852-51066.9133.79774500.8421.2515-101078.183.8203500.8721.80810-131037.349.9503500.5190.667管段1-5-113∑h總計4.5111-6985.9350.43556001.2401.6946-91078.1234.07666000.8280.8779-141037.3112.55554000.8961.56714-13644.19.3952500.1910.097管段1-9-113∑h總計4.235管段1-13∑∑h均值4.373輸水管×2658.0330.81006001.1711.016水塔到18803.6146.04005000.7440.663從節點數據表中中可知，控制制點13的位置水頭頭為165.8836m，已知清水水池的地面標標高為128.00m，二泵站內﹑吸﹑壓水管路的的水頭損失總總共取2.0m，另外取安安全水頭2.0m。因此水泵總需揚揚程為：Hp=△Z+∑∑h+H安全=1655.836-1288.0+4..276+11.016++2+2=447.2255水塔出水管連接接到節點18，因此水塔塔高度為：Ht=HH18+ZZ18+hht-18––Zt==166.0084+0.6633–160=6.7747m第五節泵的選選擇1最高時時工況初選泵泵根據第四節得出出的最高用水水時的工況點點（2389..8m3//h，47.2225m）選泵，得得到以下選型型組合能夠滿滿足要求：名稱型號配套電動機流量m3/h揚程m最高時理論Q最高時理論Hpp最高時實際H**最高時實際Q**最高時工作數量量S系列單級雙吸吸式離心泵200S63AAY250M-2218054.4251.421147.22549.073235.11132437.5S系列單級雙吸吸式離心泵300S58AAY315LI--452955767.731147.22549.072718.23389342因此，二級泵站站選擇200S663A一臺，300S558A四臺（其中中一臺為備用用泵）。2最大傳輸輸時的校核具體平差過程省省略，只列出出水力計算結結果。平差及及水力計算結結果示意圖見見附錄。節點數據：節點自由水壓m標高m水壓標高m節點總流量/（L/s)137.117118134.11171.227723.142235.942882134.9911170.933384.192335.076663135.6577170.733363.405433.194551136.9533170.147756.839534.61399135.81170.423398.381635.87188134.6955170.566687.938737.52977133.0022170.531171.462836.302133.7170.00221.468934.937668135.1170.037778.0661032.711886136.4088169.119998.3101130.558669137.7211168.2799729.9191228.890448137.62166.510058.4121329.613887137.8366167.449997.9141432.673997135.61667168.290077.6621534.105664134.15168.255561.4601630.732884136.12555166.8588344.6221728.678117137.5933166.271123.8081828137.31165.3130.8181930.878008135.61166.488812.038管段數據：管段編號管段長度L(mm)環路校正流量ΔΔq(L/ss)選定管徑下的流流速Vt(m//s)水頭損失h(mm)選定管徑D(mmm)起點-終點1656.9155.498810.60.2516001-22985.9210.451190.70.6596001-63644.522.878330.20.0983506-541066.982.719880.50.5134502-55716.068.588330.40.2444502-361066.365.178330.50.5864003-47716.027.251880.40.3173005-481078.185.590220.91.8793504-119716.028.914000.60.86125010-11101078.169.966330.71.2943505-1011644.349.535000.70.8643009-10121078.1178.173350.60.5296006-9131037.3119.098860.91.7404009-1414644.128.735330.60.76625014-13151037.382.277220.91.68035010-13161037.384.584220.91.76935011-1217716.030.515220.60.95125013-1218912.8104.649940.81.20540012-1819716.0105.400060.80.95840017-1820912.872.587330.81.17335013-1721643.936.623330.50.49430016-1722912.881.243330.81.44535014-16得此工況下的管管網中的最不不利點為18，則計算輸輸水經18至水塔的損損失如下：管段管長m流量L/s管徑mm流速m/s水頭損失m1-2656.9155.227766000.5490.2502-3716.068.619004500.4320.2443-41066.365.209004000.5190.5864-111078.185.313553500.8871.86811-121037.384.595113500.8801.76912-18912.8104.443334000.8321.200管段1-4-118∑h總計5.921-6985.9210.722246000.7460.6606-91078.1178.148806000.6300.5299-141037.3119.365554000.9501.74714-16912.880.871333500.8411.43216-17643.936.623443000.5180.49417-18716.0105.606674000.8410.961管段1-14--18∑h總計5.82管段均∑h5.870輸水管×2658.0184.54556000.6530.345水塔803.6179.23005000.9130.969計入4m的水塔塔水深，2m的泵站內損損失，1m的安全水頭頭，得到此時時的水泵揚程程為：Hp=△Z+∑∑h+H安全=166.7748+4-1128.0+5.8870+0.3455+0..097++2+1=52.9332此時，二級泵站站處在低級供供水線，供水水量2.78%%Qd=22.78%××477966=13328.733m3/h..關掉一臺泵泵，可以滿足足（1328..73m3//h,552.9322m），各泵的的工作情況如如下：名稱型號最大傳輸時理論論Q(m3//h)最大傳輸時理論論Hp最大傳輸時實際際H*最大傳輸時實際際Q*(m33/h)最大傳輸時工作作數量S系列單級雙吸吸式離心泵200S63AA196.7352.9353.84186.601S系列單級雙吸吸式離心泵300S58AA601.8052.9353.84571.0723消防時的核核算具體平差過程省省略，只列出出水力計算結結果。平差及及水力計算結結果示意圖見見附錄。節點數據：節點自由水壓m標高m位置水頭m節點總流量/（L/s)125.467134.11159.577723.10223.284134.9911158.275530.82321.463135.6577157.120025.04417.945136.9533154.898850.28520.097135.81155.907761.62621.660134.6955156.355558.36721.937133.0022154.939910.75819.164133.7152.864410.79919.196135.1154.296659.301015.301136.4088151.709961.101112.834137.7211150.555572.921210.534137.62148.154461.851310.291137.8366148.1277103.191413.704135.61667149.321156.331513.762134.1500147.912210.731611.049136.12555147.1755108.371710137.5933147.593328.001810.029137.31147.339950.121911.644135.61147.254414.99管段數據：管段編號管段長度L(mm)環路校正流量ΔΔq(L/ss)選定管徑下的流流速Vt(m//s)環路各管段水頭頭損失h(m)起點-終點1656.9378.623341.31.3031-22985.9495.936661.83.2231-63644.555.796110.60.5096-541066.9188.855581.22.3682-55716.0158.947751.01.1552-361066.3133.907751.12.2223-47716.050.929110.71.0115-481078.1134.556661.44.3434-119716.038.101550.81.43510-11101078.1132.102281.44.1985-1011644.390.904991.32.6609-10121078.1371.030061.323210.035561.74.9759-1414644.1