设计计算说明书

1、第四章设计计算4.1 设计水量计算4.1.1 城市设计水量(1)综合生活用水量Qi近期该城市四个行政区共35万人口，远期人口40万人，属中小城市，取最高日终合生活用水定额q=290L/cap.d,自来水普及率f=100%,则近期Q1q1Nf=29010335104100%101500m3,d远期Q1q1Nf=29010340104100%116000m3.d4.1.2 企业生产用水量Q2近期规划工业总产值60亿元，万元产值用水量76m3/d，重复利用率40%,远期工业总产值增加20%,重复利用率为30%,则近期Q2q2B(1n)=7660104(140%)/36574959m3d远期Q2q2B

2、(1n)=7660104(120%)(130%)/365104942m3d4.1.3 用水量Q3根据建筑设计防火规范，该城市人口为35万，在最不利情况下有2处火灾,每处的水量为65L/s,则Q3q3N3=6521301.s4.1.4 道路和绿地用水量Q4浇洒道路和绿地用水量占Q和Q2的3%5%,取3%则近期Q43%(Q1Q2)5293.77m3,d远期Q43%(QQ2)6628.26m3d(5)未预见和管网漏失水量Q5未预见和管网漏失水量占Q、Q2、Q4的15%20%,取20%,则近期Q520%(Q1Q2Q4)20%(101500749595293.77)36350.554m3d远期Q520%

3、(Q1Q2Q4)20%(1160001049426628.26)45514.052m3d因火灾属偶然事件，故消防用水，不计入设计用水量中，储存在清水池中。故总的用水量为：近期QdQ1Q2Q4Q5101500749595292.7736350.55421810.324m3d远期QdQ1Q2Q4Q51160001049426628.2645514.052273084.312m3d因水厂供水量为整数，故近期供水量取Qd=220000m3/d。4.1.5 最高时用水量计算表4-1-1城市逐时用水量计算表（单位：m3/h）时间综合生活用3水重m/h工厂用水量m3/h火车站用水量m3h浇洒道路和绿地用水量

4、m3/h未预见和管网漏失水量32.m/h综合用水量m/hI%每小时A厂B厂C厂D厂其他%每小时0-12.12131.5270.8315001502435.7941.6701514.613.0767541-21.91928.5270.8315001502435.7941.6701514.612.9865562-31.71725.5270.8315001502435.7941.6701514.612.8863363-41.81827270.8315001502435.7941.6701514.612.9364464-544060270.8315001502435.7941.6701514.613.

5、968712564.84872270.8315001502435.7941.67661.721514.614.6210164676.36394.5270.8315001502435.7941.67661.721514.615.3211704785.55582.5270.8315001502435.7941.6701514.614.6610252894.64669270.831502251502435.7941.6701514.614.3495489103.93958.5270.831502251502435.7941.67661.721514.614.3946010113.33349.5270

6、.831502251502435.7941.67661.721514.614.03886611123.63654270.831502251502435.7941.6701514.613.87851412134.84872270.831502251502435.7941.6701514.614.43974613144.14161.5270.831502251502435.7941.67661.721514.614.4968014153.63654270.831502251502435.7941.67661.721514.614.16915215163.93958.5270.83150225150

7、2435.7941.670.001514.614.01882216175.15176.5270.8315001502435.7941.670.001514.614.479834171866090270.8315001502435.7941.67661.721514.615.181139618196.97003.5270.8315001502435.7941.67661.721514.615.61232019205.95988.5270.8315001502435.7941.6701514.614.841064820215.25278270.8315001502435.7941.6701514.

8、614.52994421224.14161.5270.8315001502435.7941.6701514.614880022233.93958.5270.8315001502435.7941.6701514.613.918602232433045270.8315001502435.7941.6701514.613.527744累计10010150065003600180036005845910005293.7736350.55100220000图4-1城市用水柱状图1357911131517192123由以上图表可知，最高日最高时用水发生在18-19时，用水量为12320m3/h,占最高日用

9、水量的5.6%4.1.6 调节构筑物调节容积计算表4-1-2调节构筑物调节容积计算时间用水量(%)二级泵站供水量(%)一级泵站供水量(%)清水池调节容积(%)水塔调节容积(%)无水塔时有水塔时013.073.214.17-1.1-0.96-0.14122.983.214.17-1.19-0.96-0.23232.883.214.16-1.28-0.95-0.33342.933.214.17-1.24-0.96-0.28453.963.214.17-0.21-0.960.75564.624.744.160.460.58-0.12675.324.744.171.150.570.58784.664.

10、744.170.490.57-0.08894.344.744.160.180.58-0.49104.34.744.170.130.57-0.4410114.034.744.17-0.140.57-0.7111123.874.744.16-0.290.58-0.8712134.434.744.170.260.57-0.3113144.44.744.170.230.57-0.3414154.164.744.1600.58-0.5815164.014.744.17-0.160.57-0.7316174.474.744.170.30.57-0.2717185.184.744.161.020.580.4

11、418195.64.744.171.430.570.8619204.844.744.170.670.570.120214.523.214.160.36-0.951.31212243.214.17-0.17-0.960.7922233.913.214.17-0.26-0.960.723243.523.214.16-0.64-0.950.31累计100.00100.001006.098.614.73由上表可得:水塔的容积：WWiW2=4.73%220000+1303.62=11342m3式中皿一调节容量，m3;W2消防储量清水池容积：WWiW2W3W4式中：W1调节容量，m3;W2一消防储量，按2

12、h火灾延续时间计算；W3水厂冲洗滤池和沉淀池排泥等生产用水，m3等于最高日用水量的5%10%，取5%;W4一安全储量，m3。则有水塔时清水池容积：WT7K塔=8.61%220000+13023.6+5%220000+0.557.6152.33=32385m3选12000m3的清水池3个，形状为矩形。底面尺寸为57.61m52.33m。无水塔时清水池容积:_1,12-W无水塔=6.09%220000+13023.6+5%220000+51,520.5=26375m口43选13000m3的清水池2个，形状为圆，尺寸为D=51.5m。4.1.7 设计流量确定（一）取水构筑物、一级泵站、原水输水管、水

13、处理构筑物设计流量Q1Qd2200003Q11.059625mhT24（二）二级泵站设计流量Q2Q24.74%22000010428m3h（三）配水管网设计流量Q3Q35.6%22000012320m3,h3422.1691.s（四）消防时设计流量Q4Q4Q3Qx3422.1691303552.1691s（五）事故时设计流量QsQ570%Qd70%3422.1692395.5181s4.2 输配水工艺计算4.2.1 管网水力计算Qhq比流量计算qsp式中qs比流量，L/（s.m）q各大用户集中用水量，4个工厂共232.634l/s；l配水总长度，m,不包括穿越广场，公园等无建筑物地区的管线；只

14、有一侧配水的管线，长度按一半计算3422.169232.634J则比qs=0.098551/(ms)32365'表4-2-1管段沿线流量计算表管段管段长度(m)折算长度(m)沿线流量0-132417116.852051-214421032101.70362-958658657.75032-3687.4522.151.4529553-4682.4495.548.8315254-1041941941.292454-51252970.595.6427755-673273272.13865-1283083081.79655-793693692.24287-882782781.500857-13

15、1451.51451.5143.0453251-914721472145.06569-161038.178377.164659-1085985984.6544510-1165865864.845911-17969.668067.01411-1256556555.6807512-131004100498.944213-181188.592491.060214-1580947646.909815-1619011901187.3435516-2071371370.2661516-1719161916188.821817-2279679678.445817-1813641364134.422218-2

16、610701070105.448515-1915721572154.920619-2346646645.924323-2440140139.5185519-2034434433.901220-2187687686.329821-2552352351.5416521-2260560559.6227522-2674074072.92723-2512611261124.2715525-2614231423140.23665共计34703.532364.63189.53133表4-2-2节点流量计算表节点节点流量事故时节点流量08.4265.8981131.81192.2682180.684126.4

17、79391.80964.266492.88365.0185170.91119.637698.56968.9987158.394110.876840.7528.5259193.891135.7241095.39666.7771193.7765.63912118.21182.74813166.525116.5681423.45516.41915194.587136.21116261.798183.25917234.352164.04618207.132144.99219117.37382.1612095.24966.6742198.74769.12322105.573.85023104.85773

18、.4002419.75913.83125158.025110.61826159.306111.514合计3422.1692395.518(一)方案一：无水塔(1)管网布置213061494515107111191220231724132118222511126(2)最高时管网校核初分流量表4-3-1无水塔最高时初始分配流量表管段编号管段长度m管径mm管段流量l/s0132414001991.5741214421100100029586600501914721000859.76323687900796.31634682900677.50741041950040910859800565.87245

19、1252800544.624512830300401011658800510.4761112565500286.7065673240098.56957936600235.1457882740040.75713145230036.00112131004400208.4599161038400150111797060013016171916500368.2021318118830077.97117181364500163.850141580913001398.71415161901700600162071330012015191572900604.1271920344600200172279640

20、01002021876500224.75121-2260530046.00418-26107030034.68922-2674030040.50421-255233008019-23466600286.75423-2440120019.75923-251261500162.13825-26142330083.113管网平差注：本设计中管网平差采用哈尔滨工业大学管网平差软件进行平差表4-3-2最高时管网平差结果迭代次数=13环号=1闭合差=.036（米）（毫米）（米/秒）（升/秒）（米）1144211001.091032.091.131.63.00162147210001.05-827.671.

21、21-1.78.00223586600.3599.49.32.19.0019sqtotal=.047dq=.38环号=2=.026管段号管长管径流速流量1000I水头损失sq（米）（毫米）（米/秒）（升/秒）（米）16879001.18751.911.721.18.001626829001.04660.101.35.92.00143586600.35-99.49.32-.19.001948598001.35-680.612.23-1.92.00285419500.1224.19.06.03.0011sqtotal=.079dq=.16环号=3=.073管段号管长管径流速流量1000I水头损失s

22、q（米）（毫米）（米/秒）（升/秒）（米）1419500.12-24.19.06-.03.0011212528001.08543.031.702.12.003936588001.21-609.401.79-1.18.001945655001.09-213.453.16-1.79.00845830300.4330.561.13.94.0308sqtotal=.079dq=.47环号=4=.097管段号管长管径流速流量1000I水头损失sq（米）（毫米）（米/秒）（升/秒）（米）1830300.43-30.561.13-.94.03082936600.86242.991.611.51.006231

23、0044001.00-125.763.62-3.64.028941452300.6243.852.183.17.0722sqtotal=.063dq=.77-环号=5闭合差=.191管段号管长管径流速沅里1000I水头损失sq（米）(<<)（米/秒）（升/秒）（米）11038400.42-52.67.74-.77.014528598001.35680.612.231.92.002836588001.21609.401.791.18.001941916500.92-181.592.34-4.49.024759706001.07302.182.422.34.0078sqtotal=.0

24、79dq=1.21管段号管长管径流速流量1000I 水头损失sq环号=6闭合差=.110管段号管长管径流速沅里1000I水头损失sq（米）(<<)（米/秒）（升/秒）（米）19706001.07-302.182.42-2.34.007825655001.09213.453.161.79.0084310044001.00125.763.623.64.028941364500.89-175.402.20-2.99.017151188300.043.12.02.03.0080sqtotal=.079dq=.70环号=7闭合差=.039（米）（毫米）（米/秒）（升/秒）（米）1190170

25、01.03396.941.853.52.0089215729001.27-807.191.68-2.65.003333446001.10-312.232.57-.88.00284713300.096.22.07.05.0079sqtotal=.063dq=.31环号=8=.350管段号管长管径流速流量1000I水头损失sq（米）（毫米）（米/秒）（升/秒）（米）1713300.09-6.22.07-.05.007921916500.92181.592.344.49.024738765001.14-223.203.44-3.01.01354605300.81-57.373.57-2.16.037

26、75796400.5974.021.371.09.0147sqtotal=.079dq=2.22环号=9=.207管段号管长管径流速流量1000I水头损失sq（米）（毫米）（米/秒）（升/秒）（米）1796400.59-74.021.37-1.09.014721364500.89175.402.202.99.01713740300.37-25.89.84-.62.024141070300.40-28.611.01-1.08.0377sqtotal=.063dq=1.64环号=10=.222管段号管长管径流速流量1000I水头损失sq（米）（毫米）（米/秒）（升/秒）（米）13446001.10

27、312.232.57.88.002828765001.14223.203.443.01.013534666001.34-377.583.16-1.47.0039412615001.29-252.973.73-4.70.01865523300.9567.094.772.50.0372sqtotal=.079dq=1.41环号二11闭合差=.386管段号管长管径流速流量1000I水头损失sq（米）（毫米）（米/秒）（升/秒）（米）1523300.95-67.094.77-2.50.03722605300.8157.373.572.16.03773740300.3725.89.84.62.02414

28、1423300.096.20.07.10.0158sqtotal=.063dq=3.06最高时水压计算表4-3-3节点水压计算表节点编号地面标图m服务水头m节点水压m03.550.505414.848.7553.5527.844.1251.92311.838.9438.94415.034.8249.82512.73547.7616.03046712.733.4946.19829.81645.896.345.2551.55109.540.1349.63119.239.2548.451215.031.6646.661312.430.6243.02144.949.8254.72153.650.395

29、3.99166.044.4750.47178.537.4845.98189.533.4942.99194.546.2450.74205.044.8649.86217.938.9546.85229.335.3944.69235.043.6748.67246.741.7648.46257.636.3743.972612.731.3744.07注：最不利点为8点;图中01、56、78、1415、2324为枝状网，查水力计算表结果分别如下：h01=1.4/1000324=0.45mh56=2.33/100732=1.70mh78=0.471/1000827=0.39mhu15=0.9/1000809=

30、0.73mh2324=0.531/1000401=0.21m以8点为控制点，各节点的自由水压都大于服务水头16m,故符合要求。二泵扬程Hp乙hHc式中：Zc：管网控制点和清水池最低水位的高程差，m；Hc：控制点所需最小服务水头，m；注：输水管和管网中水头损失，经计算HD=29.8-3.5+0.45+1.63+1.18+0.92+2.12+1.51+0.39+16=50.5mp(3)消防时管网校核本设计考虑两处同时发生火灾，根据相城区现有人口，每处每处消防用水量取65L/S。选择管网最不利点8与节点18作为失火点。消防校核时，比流量不变，只有节点8与18的节点流量发生变化，重新初分管段流量并进行

31、平差计算。初分流量4-4-1无水塔消防时初始分配流量表管段编号管段长度m管径mm管段流量1/s0132414002191.57412144211001300295866001001914721000759.769236879001019.31634682900927.507410419500100910859800515.878451252800734.6245128303001001011658800520.4821112565500276.7125673240098.56957936600365.14578827400105.757131452300101.0011213100440025

32、8.5019161038400150111797060015016171916500388.20213181188300192.97717181364500203.85141580913001328.71415161901700600162071330010015191572900534.1271920344600216.75417227964001002021876500221.505212260530072.75818261070300124.695222674030067.258212552330050192346660020023-2440120019.75923-2512615007

33、5.38426-25142330032.647管网平差4-4-2消防时管网平差结果迭代次数=12环号=1闭合差=.005管段号管长管径流速流里1000I水头损失sq（米）(<<)（米/秒）（升/秒）（米）1144211001.231172.891.231.77.00152147210001.13-886.881.38-2.03.00233586600.43121.25.45.27.0022sqtotal=.303dq=.01环号=2=.017管段号管长（米）管径（毫米）流速（米/秒）流量（升/秒）1000I水头损失（米）sq16879001.37870.95-1.961.35.00

34、1526829001.22779.141.571.07.00143586600.43-121.25.45-.27.002248598001.48-741.462.65-2.28.00315419500.3263.33.35.14.0023sqtotal=.506dq=.02环号=3=.077管段号管长管径流速流量1000I水头损失sq（米）（毫米）（米/秒）（升/秒）（米）1419500.32-63.33.35-.14.0023212528001.24622.931.872.34.003836588001.41-709.402.43-1.60.002345655001.18-232.283.7

35、0-2.09.00905830300.5740.541.891.57.0387sqtotal=.506dq=.08环号=4闭合差=.133管段号管长管径流速沅里1000I水头损失sq（米）(<<)（米/秒）（升/秒）（米）1830300.57-40.54-1.89-1.57.038729366001.11312.912.582.41.0077310044001.23-154.614.54-4.56.029541452300.6948.762.653.85.0789sqtotal=.404dq=.16环号=5闭合差=.132管段号管长管径流速流量1000I水头损失sq（米 ）（米）（

36、毫米）（米/秒）（升/秒）11038400.58-72.781.32-1.37.018928598001.48741.462.652.28.003136588001.41709.402.431.60.0023419165001.03-203.142.88-5.52.027259706001.36383.353.253.16.0082sqtotal=.506dq=.13环号=6=.147管段号管长管径流速流量1000I水头损失sq（米）（毫米）（米/秒）（升/秒）（米）19706001.36-383.35-3.25-3.16.008225655001.18232.283.702.09.00903

37、10044001.23154.614.544.56.0295413645001.31-256.803.84-5.24.020451188300.5236.851.591.89.0512sqtotal=.506dq=.14-环号=7闭合差=.020管段号管长管径流速沅里1000I水头损失sq（米）(<<)（米/秒）（升/秒）（米）119017001.03395.131.843.49.0088215729001.16-739.001.67-2.62.003533446001.09-308.132.51-.86.00284713300.042.98.02.01.0047sqtotal=.

38、404dq=.02环号=8闭合差=.313管段号管长管径流速沅里1000I水头损失sq（米）(<<)（米/秒）（升/秒）（米）1713300.04-2.98-.02-.01.0047219165001.03203.142.885.52.027238765001.10-215.863.23-2.83.013146053001.15-80.956.77-4.10.05065796400.7695.332.171.73.0181sqtotal=.506dq=.31环号=9闭合差=.256管段号管长管径流速沅里1000I水头损失sq（米）(<<)（米/秒）（升/秒）（米）179

39、6400.76-95.332.17-1.73.0181213645001.31256.803.845.24.020437403001.00-70.785.27-3.90.055141070300.3021.52.61.65.0301sqtotal=.404dq=.32环号=10闭合差=.113管段号管长（米）管径(<<)流速（米/秒）流里（升/秒）1000I水头损失（米）sq13446001.09308.132.51.86.002828765001.10215.863.232.83.013134666001.11-313.492.59-1.21.003841261500.96-18

40、8.882.52-3.18.01685523300.5136.161.54.80.0222sqtotal=.506dq=.11环号*=11闭合差=.419管段号管长管径流速流里1000I水头损失sq（米）(<<)（米/秒）（升/秒）（米）1523300.51-36.161.54-.80.022226053001.1580.956.774.10.050637403001.0070.785.273.90.055141423300.95-67.014.76-6.77.1011sqtotal=.404dq=.52消防时水压计算表4-4-3下点水压计算表节点编号地面标图m服务水头m节点水压m

41、03.547.8751.3714.846.1250.9227.841.3549.15311.83647.8415.031.7346.73512.731.6944.39616.026.6942.69712.729.2841.98829.81039.896.342.3648.66109.536.8846.38119.235.5844.781215.027.6942.691312.425.7338.13144.946.2451.14153.646.8950.49166.04147178.532.9841.48189.526.7436.24194.544.7549.25205.041.4246.42217.935.6943.59229.330.1939.49235.040.5445.54246.737.2543.95257.634.7642.362612.722.8935.59注：最不利点