设计用水量计算1 73页

'设计用水量计算一、设计任务陕西省周至县给水管网工程初步设计二、设计要求1）、设计方案合理，安全可靠，运行管理方便。2）、计算说明书完整，计算正确，条理清楚，编排合理，语言规范，书写工整，装订整齐。3）、图纸应能准确表达设计图意，图面布置合理，图面整洁，规范，线条清晰，复合制图标准，并用工程字注文。4）、独立思考，遵纪守律，按时作息，独立完成。三、设计原始资料3.1城市地理资料该城市位于陕西省西部地区，距西安市区68公里，是关中平原著名的大县，域内西南高东北低，山区占76.4%的地区，沙河从城中穿过将城市氛围河东和河西两个部分。河东区：规划人口数5万人，房屋平均层数为4层；河西区：规划人口数30万人，房屋平均层数为5层；3.2自然资料（1）地质：该城市土壤种类为黏质土，地下水位线高程为426米。（2）降水：年平均降水量为816.5mm。 （3）气温：年平均19.2℃，最热月平均33.5℃，最冷月平均5.8℃。（4）常年主导风向：西北风。（5）地震烈度：6级。（6）水文资料：在沙河上游1km处设有一座水文站，历史最高洪水位高程430.2米；98%保证率的枯水位高程426.24米，常水位高程427.43米。3.3工程资料（1）工业企业：具体位置见城市总规划图，用水量情况见下表：表1工业企业用水情况汇总表序号名称用水量（m³/s)用水时间备注1机械厂3200全天均匀使用水质为生活饮用水，水压无特殊要求2化工厂2500全天均匀使用同上3车辆厂22008~24h均匀使用同上4制药厂26008~16h均匀使用同上5针织厂10008~16h均匀使用同上6啤酒厂2000全天均匀使用同上7食品厂14008~24h均匀使用同上8肉联厂6808~16h均匀使用同上9火车站750全天均匀使用同上（2）最高日城市综合生活用水每小时用水量占最高日用水量的百分比情况如下表所示：表二城市综合生活用水情况表 时间小时用水量占最高日用水量%时间小时用水量占最高日用水量%时间小时用水量占最高日用水量%0~11.828~95.9216~175.571~21.629~105.4717~185.632~31.6510~115.4018~195.283~42.4511~125.6619~205.144~52.8712~135.0820~214.115~63.9513~144.8121~223.656~74.1114~154.9222~232.837~84.8115~165.2423~242.01（3）用水量标准最高日综合生活用水量定额为166L/人·d,用水普及率为95%。浇洒道路和大面积绿化用水量取总用水量（生活+工业）的3.5%，用水时间为每天8~10时和15~17时。未预见和管网漏失水量取总用水量（生活+工业+绿化）的20%。消防用水量按照相关设计规范计算。（4）考虑在城市河南区东郊高地上建设一座高位调节水池。（5）控制点自由水头为28米。 四、设计方案和管道定线出于城市供水安全考虑，本设计采用单水源环状管网给水系统，在管网中设置一座供水泵站和一座高位调节水池，以满足城市供水要求。城市管网定线是指在地形平面图上确定管线的走向和位置。管网定线取决于城市的平面布置，供水区的地形，水源和调节构筑物位置，街区和用户特别是大用户的分布，河流、铁路、桥梁等的位置等。定线时，干管延伸方向应和二级泵站输水到水池、水塔、大用户的水流方向基本一致，循水流方向以最短距离布置一条或数条干管，干管位置应从用水量较大的街区通过。干管的间距，可根据街区情况，采用500~800m。4.1设计用水量计算：(1)城市最高日综合生活用水量：Q1=∑q1ini1000×95%Q1=166×35×100001000×95%=55195（m3d）(2)工业企业生产用水量：Q2=∑q2in2iQ2=16330（m3d）(3)浇洒道路和大面积绿化用水： Q3=（Q1+Q2）×3.5%Q3=（55195+16330）×3.5%=2503.38（m3d）(4)未预见水量和管网漏失水量：Q4=（Q1+Q2+Q3）×20%Q4=（55195+16330+2503.38）×20%=14805.67（m3d）(5)消防用水量：城市规划总人口数为35万，查附表3可知消防用水定额为65（LS）,同时火灾次数为2次，则消防用水量为：Q5=q5f5Q5=2×65=130（LS）(6)最高日设计用水量：Qd=Q1+Q2+Q3+Q4Qd=55195+16330+2503.38+14805.67=88834.05（m3d）4.2水利调节的计算：城市综合用水量情况表时间综合生活用水量（m^3h）工业企业用水量（m^3h）绿化用水量（m^3h）未预见和漏失水量（m^3h）城市每小时用水量（m^3h）％0~1894.16352.090.00616.901863.152.10 1~2894.16352.090.00616.901863.152.102~3910.72352.090.00616.901879.712.11时间综合生活用水量（m^3h）工业企业用水量（m^3h）绿化用水量（m^3h）未预见和漏失水量（m^3h）城市每小时用水量（m^3h）％3~41462.66352.090.00616.902431.652.744~51584.09352.090.00616.902553.082.875~62180.20352.090.00616.903149.193.556`72268.51352.090.00616.903237.53.647~82654.88352.090.00616.903623.874.088~93267.541112.08625.85616.905622.376.339~103239.951112.08625.85616.905594.786.3010~112759.751112.080.00616.904488.735.0511~123124.041112.080.00616.904853.025.4612~132759.751112.080.00616.904488.735.0513~142699.031112.080.00616.904428.014.9814~152715.591112.080.00616.904444.575.0015~162892.221112.08625.84616.905247.045.9116~173074.36577.08625.84616.904894.185.5117~183107.48577.080.00616.914301.474.8418~192914.30577.080.00616.914108.294.6219~202892.22577.080.00616.914086.214.6020~212213.32577.080.00616.913407.313.8421~222014.64577.080.00616.913208.633.6122~231562.01577.080.00616.9127563.1023~241109.42577.080.00616.912303.412.59∑55195.0016330.002503.3814805.6788834.05100.00 城市最高日用水量变化曲线如坐标图所示，可知二级泵站分两级供水，从前一日22点到清晨5点为一级，从5点到22点为另一级，第一级供水量为2.66%，第二级供水量为4.79%。最高日用水量在8~9时：Qh=Qd×6.33%Qh=88834.05×6.33%=5623.20m3h=1562(L/S)管网中设置水塔或高位水池，供水泵站设计水量为：88834.05×4.79%×1000÷3600=1181.98(L/S) 水塔或高位水池的设计流量为：88834.05×(6.33%-4.79%)×1000÷3600=380(L/S)水塔或高位水池的最大进水流量（5~6点，即最高转输时）为:88834.05×（4.79%-3.55%）×1000÷3600=305.98(L/S)清水池与水塔调节容积计算表小时给水处理供水量（%）给水泵站供水量（%）清水池调节容积的计算（%）水塔调节容积的计算设置水塔不设置水塔设水塔不设水塔（1）（2）(3)(4)(2)-(3)∑(2)-(4)∑(3)-(4)∑0~14.172.662.101.511.512.072.070.560.561~24.172.662.101.513.022.074.140.561.122~34.162.662.111.54.522.056.190.551.673~44.172.662.741.516.031.437.62-0.081.594~54.172.662.871.517.541.308.92-0.211.385~64.164.793.55-0.636.910.619.531.242.626~74.174.793.64-0.626.290.5310.061.153.777~84.174.784.08-0.615.680.0910.150.704.478~94.164.796.33-0.635.05-2.177.98-1.542.939~104.174.796.30-0.624.43-2.135.85-1.511.4210~114.174.785.05-0.613.82-0.884.97-0.271.1511~124.164.795.46-0.633.19-1.303.67-0.670.4812~134.174.795.05-0.622.57-0.882.78-0.260.2113~144.174.784.98-0.611.96-0.811.97-0.200.0114~154.164.795.00-0.631.33-0.841.13-0.21-0.2015~164.174.795.91-0.620.71-1.74-0.61-1.12-1.3216~174.174.785.51-0.610.1-1.34-1.95-0.73-2.0517~184.164.794.84-0.63-0.53-0.68-2.63-0.05-2.10 18~194.174.794.62-0.62-1.15-0.45-3.090.17-1.9419~204.174.784.60-0.61-1.76-0.43-3.520.18-1.7620~214.164.793.84-0.63-2.390.32-3.190.95-0.8021~224.174.793.61-0.62-3.010.56-2.631.180.3822~234.172.663.101.51-1.51.07-1.57-0.44-0.0723~244.162.662.591.501.570.000.070.00∑100.00100.00100.00调节容积=10.55调节容积=13.67调节容积=6.574.3设计流量计算：布线图如蓝图所示，可得各管段长度和配水长度如下表：各管段与配水长度表管段编号12345678910管长（m）100600900750600950600600750750配水长度（m）0300450375600475600600375750管段编号11121314151617181920管长（m）7507507507506001000950700600600配水长度（m）750750750750600650950700600450管段编号21222324252627282930管长（m）9009009009009001000950700600500配水长度（m）450900675675700070003000最高时集中用水量表集中用户名机械厂化工厂车辆厂制药厂针织厂啤酒厂食品厂肉联厂火车站水量（L/S）37.0428.9438.1990.2734.7223.1524.3023.618.68节点号（20）(17)(21)(19)（17）(18)(2)(2)(8) 按管段配水长度进行沿线流量分配，先计算比流量[L/（s·m）]:ql=Qh-∑qni∑lmiql=1562-28.94+38.19+90.27+34.72+23.15+24.30+23.61+8.6815875=0.0789(L/S)从坐标图所示泵站供水曲线，得泵站设计供水流量为：qs1=1562×4.79%6.33%=1181.98(L/S)水塔设计供水流量为：qs5=1562-1181.98=380.02(L/S)各管段沿线流量分配与各节点设计流量计算见下表：最高时管段沿线流量分配与节点设计流量计算管段或节点编号管段配水长度（m）管段沿线流量（L/S）节点设计流量（L/S)集中流量沿线流量供水流量节点流量100.0001181.98-1181.98230023.6847.9129.6077.51345035.5229.6029.60437529.6056.2456.24560047.3638.4838.48 647537.4938.4838.48760047.3648.3548.35860047.368.6848.3557.03937529.6053.2853.281075059.2076.9676.961175059.2053.2853.281275059.2081.9081.901375059.20128.27128.271475059.20121.36121.361560047.36107.55107.551665051.3198.6798.671795074.9963.6647.36111.021870055.2523.1563.1586.301960047.3690.2754.27144.542045035.5237.0438.4875.522145035.5238.1939.4777.662290071.040.00380.02-380.02管段或节点编号管段配水长度（m）管段沿线流量（L/S）节点设计流量（L/S)集中流量沿线流量供水流量节点流量2367553.28————2467553.28————2570055.25————2600.00————2770055.25————2800.00————2930023.68————3000.00————合计158751253.10308.91253.101562.000.004.4管段设计管径计算：根据管段设计流量初分配结果进行管段设计管径计算，为了提高供水可靠性，管段[1]采用并行双管，根据经济流速计算出管径后，按邻近原则选取标准管径，计算结果见下表： 管段设计管径计算表管段编号设计流量（L/S)经济流速（m/s)计算管径（mm)设计管径（mm)11181.981.201119.87800*2285.340.90347.46400355.740.80297.85300420.000.80178.41200518.480.80171.50200627.130.70222.14250728.250.80212.04200830.200.80219.24200956.960.80301.093001075.480.90326.783501129.900.80218.152501225.030.80199.5920013135.410.90437.68250管段编号设计流量（L/S)经济流速（m/s)计算管径（mm)设计管径（mm)1423.080.80191.662001520.500.80180.6320016416.391.10694.2470017248.241.00562.2060018132.580.90433.085001935.600.70254.4725020134.100.90435.5645021575.751.10816.359002235.600.70254.473002335.600.70254.473002435.600.70254.4730025332.581.00650.7365026443.381.10716.3970027321.481.00639.7865028141.340.90447.164502930.220.70234.4525030380.021.40831.40800*2管段直径设计公式为：D=4qПv(m) 式中D—管段直径，(m);q—管段设计流量，(m3/s);v—设计流速，（m/s）4.5设计工况水力分析：为了满足水力分析前提条件，将管段[1]暂时删除，同时假定节点（17）为控制点，其节点水头等于服务水头，即H=457.12m。采用哈代克洛斯法进行平差，允许闭合差为0.1m,使用海曾―威廉公式计算水头损失，CW=110,计算过程见附表。设计节点数据及设计工况水力分析结果见下表：节点数据计算节点编号地面标高（m)要求自由水压（m)服务水头（m）1428.69//2428.1020.00448.103429.0020.00449.004429.1020.00449.105424.3220.00444.326424.4020.00444.407423.5524.00447.558422.3524.00446.359423.8924.00447.8910422.9624.00446.9611422.4324.00446.4312428.4020.00448.40 13427.0024.00451.0014430.2224.00454.2215433.1924.00457.1916433.4624.00457.4617433.1224.00457.1218431.0924.00455.0919432.0324.00456.0320433.9724.00457.9721436.2924.00460.2922437.00//设计工况水力分析结果管段或节点编号管段流量（L/S)管内流速（m/s)管段压降（m)节点水头（m）地面标高（m)自由水压（m)11181.981.20.21/428.69/282.290.650.90469.74428.1041.64352.690.752.40468.84429.0039.84418.450.592.07466.44429.1037.34520.030.641.92464.37424.3240.05626.280.541.70466.29424.4041.89747.770.681.34464.80423.5541.24814.480.461.06463.09422.3540.74958.510.832.43462.37423.8938.491074.630.781.80461.04422.9638.081130.750.631.80459.98422.4337.551244.550.631.47468.72428.4040.3213100.170.801.62466.60427.0039.601438.800.551.14464.89430.2234.671522.000.702.29463.84433.1930.6516432.201.122.12462.66433.4629.2017263.140.931.71461.12433.1228.0018147.630.751.05467.66431.0936.571927.700.561.18466.11432.0334.0820149.820.941.54464.80433.9730.8321594.610.931.01464.24436.2927.952233.840.481.06464.36437.0027.362336.600.521.222432.170.460.9625320.960.971.5826427.571.112.08 27307.430.931.5428126.290.791.312918.600.380.5730380.021.400.124.6确定控制点：在水力分析时，假定节点（17）为控制点，只经过水力分析后，比较节点水头与服务水头，所有节点的用水压力要求均满足要求，所以，节点（17）就是真正的控制点。4.7泵站扬程设计：在完成设计工况水利分析后，泵站扬程可以直接根据其所在管段的水力特性确定。设泵站位于管段i,该管段起端节点水头为HFi,终端节点水头为HTi,该管段管道沿程水头损失为hfi,管道局部损失为hmi,则泵站扬程由两部分组成，一部分用于提升水头，即HTi-HFi,另一部分用于克服管道水头损失，即hfi+hmi,所以泵站扬程可以用下式计算：Hpi=(HTi-HF)+(hfi+hmi)(m)管道沿程水头损失可以根据管段设计流量（即泵站设计流量）和管径等计算，局部水头损失一般可以忽略不计，则上式可以写成：=（-）+kqinDimli考虑到泵站内部连接管的水头损失，选择水泵的扬程一般略高于泵站的设计扬程。根据本设计数据和计算结果，根据式有： =（469.74-428.69）+0.21=41.26（m）为了选泵，估计泵站内部水头损失。一般水泵吸压水管道设计流速为1.2~2.0m/s，局部阻力系数可按5.0~8.0考虑，沿程水头损失较小，可以忽略不计，则泵站内部水头损失约为：（m）则水泵站扬程应为：Hp=41.26+1.63=42.89，取46m；按两台泵并联工作考虑，但台水泵流量为：1181.98÷2=590.99（L/s）=2127.56(t/h),取2130（t/h）。4.8水塔高度设计：在完成设计工况水力分析后，水塔高度也就随之确定了。设水塔所在节点水头为Hj，地面高程为Zj，即水塔高度为：Hj=464.36+10.67q1.852Cw1.852D4.87l=464.36+10.67×(380.021000)1.8521101.8521.2974.87×500=464.48(m)HTj=Hj-Zj=464.48-437.00=27.48(m)4.9管网设计校核： 4.9.1消防工况校核给水管网的设计流量未计入消防流量，当火灾发生在最高日最高时时，由于消防流量比较大，一般用户的用水量肯定不能满足。但消防时工况下，管网以保证灭火用水为主，其他用户的用水可以不必考虑，但其他用户的用水会影响消防用水。所以，为了安全起见，要按最不利的情况——即最高时用水量加上消防流量的工况进行消防校核，但节点水头只要求满足火灾处节点的灭火服务水头，而不必满足正常用水的服务水头。考虑两处或两处以上同时火灾时，消防流量一处加在控制点上，即节点（17），另一处加在节点（8），已知消防流量为65（L/s）。对于未发生火灾的节点，其节点流量与最高时相同。灭火节点服务水头按低压消防考虑，即10m的自由水压。消防工况校核一般采用水头校核法，即先按上述方法确定各节点流量，通过水力分析，得到各节点水头，判断各节点水头是否满足消防服务水头。水力平差过程见附表，消防工况水力分析计算结果见下表：消防工况水力分析计算结果管段或节点编号管段流量（m/S)管内流速（m/s)管段压降（m)节点水头（m）地面标高（m)自由水压（m)11.31191.2000000.21/428.69/20.08330.6631990.92457.44428.1029.3430.05370.7602652.49456.52429.0027.5240.01880.5968312.13454.03429.1024.9350.01970.6280251.87451.90424.3227.5860.05511.1230996.70453.77424.4029.3770.06350.8986242.27450.01423.5526.4680.02170.6894592.22443.31422.3520.9690.05820.8235032.41446.83423.8922.94100.10351.0755503.30444.57422.9621.61 110.06691.3628767.57442.34422.4319.91120.06030.8530712.57456.18428.4027.78130.09160.7288501.37453.31427.0026.31140.03160.4473320.78450.88430.2220.66150.02130.6767272.15449.40433.1916.21160.50871.3217272.87445.94433.4612.48170.31851.1263932.43443.12433.1210.00180.17780.9054771.48454.86431.0923.77190.04951.0077953.46452.87432.0320.84200.20761.3055582.82450.81433.9716.84210.67001.0532051.27447.78436.2911.49220.04160.5880951.55447.90437.00/230.04760.6729781.99管段或节点编号管段流量（m/S)管内流速（m/s)管段压降（m)节点水头（m）地面标高（m)自由水压（m)240.03950.5592351.41250.34841.0500531.84260.48111.2501392.59270.35321.0645191.99280.16111.0131212.06290.04610.9387343.04根据水力分析结果知，H1=428.69m，水泵扬程为46m；457.44-428.69=28.75m<46m。因此，满足消防工况。4.9.2水塔转输工况校核在最高用水时，由泵站和水塔同时向管网供水，但在一天内泵站供水量大于用水量的一段时间里，多余的水经管网送入水塔内贮存，这种情况成为水塔转输工况。 转输校核工况各节点流量按最大转输时用水量求出，一般假定各节点流量随管网总用水量的变化成比例地增减，所以最大转输工况各节点流量可以按下式计算：本设计中：计算结果见下表：最大转输工况各节点流量计算表节点编号节点流量（L/S)最大转输工况各节点流量（L/S)1-1181.98-1181.98277.5143.47329.6016.60456.2431.54538.4821.58638.4821.58748.3527.11857.0331.98953.2829.881076.9643.161153.2829.881281.9045.9313128.2771.9414121.3668.0615107.5560.321698.6755.3417111.0262.261886.3048.4019144.5481.062075.5242.352177.6643.5522-380.02305.98∑0.000.00 本设计采用水头校核法进行最大转输流量工况校核，平差过程见附表，水利分析结果见下表：最大转输工况水力分析计算结果管段或节点编号管段流量（L/S)管内流速（m/s)管段压降（m）节点水头（m)地面标高（m)自由水压（m)11181.9800001.200.21/428.69/283.3400000.660.92474.04428.1045.94353.7400000.762.49473.12429.0044.12418.7500000.602.13470.63429.1041.53519.7300000.631.87468.50424.3244.18655.1300001.126.70466.63424.4042.23763.5200000.902.27469.14423.5545.59821.6600000.692.22462.44422.3540.09958.2100000.822.41465.96423.8942.0710103.4800001.083.30463.70422.9640.741166.9000001.367.57461.47422.4339.041260.3000000.852.57475.31428.4046.911391.5900000.731.37472.44427.0045.441431.6200000.450.78470.01430.2239.791521.2600000.682.15468.53433.1935.3416508.6600001.322.87465.07433.4631.6117318.4800001.132.43462.25433.1229.1318177.7900000.911.48471.45431.0940.361949.4700001.013.46469.46432.0337.4320207.6400001.312.82467.40433.9733.4321670.0200001.051.27464.36436.2928.072241.5700000.591.55464.48437.00/2347.5700000.671.99 2439.5300000.561.4125348.4400001.051.8426481.1100001.252.5927353.2400001.061.9928161.1300001.012.062946.0800000.943.0430380.0200001.400.12根据水力分析结果知：H1=428.69m，水泵扬程为46m；474.04-428.69=45.35m46m。因此，满足转输工况。4.9.3事故工况校核管网主要管线损坏时必须及时检修，在检修期间和恢复供水前，该管段停止输水，整个管网的输水特性必然改变，供水能力降低。国家有关规定，城市给水管网在事故工况下，必须保证70%以上用水量。一般按最不利事故工况进行校核，即考虑靠近供水泵站的主干管在最高时损坏的情况。节点压力仍按设计时的服务水头要求（即满足用户最低自由水压要求），当事故抢修时间短，且断水造成损失小时，接点压力要求可适当降低。节点流量按下式计算：事故工况各节点流量=事故工况供水比例最高时工况各节点流量事故工况校核一般采用水头校核法，先从管网删除事故管段，调低节点流量，通过水力分析，得到各节点水头，将他们与节点服务水头比较，全部高于服务水头为满足要求。本设计中删除管段[21]，事故工况各节点流量见下表： 事故工况各节点流量计算表节点编号节点流量（L/S）事故工况点各节点流量（L/S）1-1181.98-827.39277.5154.26329.6020.72456.2439.37538.4826.94638.4826.94748.3533.84857.0339.92953.2837.301076.9653.871153.2837.301281.9057.33节点编号节点流量（L/S）事故工况点各节点流量（L/S）13128.2789.7914121.3684.9515107.5575.281698.6769.0717111.0277.711886.3060.4119144.54101.182075.5252.862177.6654.3622-380.02-266.01∑0.000.00事故工况水力分析计算结果管段或节点编号管段流量（L/S)管内流速（m/s)管段压降（m）节点水头（m)地面标高（m)自由水压（m)1827.390.70.21428.69283.290.470.92444.89428.1023.01353.690.572.49443.97429.0021.19418.740.412.13441.48429.1018.60519.740.441.87439.35424.3221.25655.050.936.69441.22424.4023.04763.150.712.24437.46423.5520.13821.610.502.22430.76422.3514.63958.220.632.41434.28423.8916.6110103.40.893.29432.02422.9615.281166.981.177.59429.79422.4313.58 1259.930.662.54443.63428.4021.451391.920.541.38440.76427.0019.981431.670.260.78438.33430.2214.331521.290.492.15436.85433.199.8816506.611.132.85433.39433.466.1517316.60.942.4430.57433.123.6718176.310.721.45442.31431.0917.441949.260.823.44440.32432.0314.5120207.691.122.82438.26433.9710.5121668.020.861.26435.23436.295.162241.660.401.56435.35437.004.572348.040.482.032440.440.371.4725349.020.861.8526483.161.062.61管段或节点编号管段流量（L/S)管内流速（m/s)管段压降（m）节点水头（m)地面标高（m)自由水压（m)27355.20.872.0128162.610.822.09 五、管材选用本设计管网系统过河管材选用钢铁管，其余棺材选用铸铁管，在适当位置设置铸铁阀门，管道转弯处设置弯头，管线交叉处设置三通或四通。六、其它问题设计过程中采用EXCEL软件进行各个工况的水利平差及水力分析计算，在整个过程中由于对EXCEL的使用不当造成了许多不必要的错误。在工况校核时，对于工况校核的目的及方法了解不够透彻，造成了校核的错误，导致对其进行多次改正，增加了设计量，在转输校核时，本设计未采用流量校核法，而是用水头校核法进行事故工况校核。 附表设计工况水力平差表————————————————初分配————————————————第1环编号流量损失hf"-2-85.34-0.9620.92-3-55.74-2.6788.621520.52.01181.5121575.750.963.08总h=-.6661总hf"=294.128△q=2.2645第2环编号流量损失hf"-15-20.5-2.01181.51-4-20-2.4222.16518.481.66166.15956.962.3175.23总h=-.4367总hf"=645.0505△q=.6769第3环编号流量损失hf"26443.382.239.32235.61.1660.48-16-416.39-1.988.82-21-575.75-0.963.08总h=.451总hf"=81.6793△q=-5.5217第4环编号流量损失hf" 27321.481.679.642335.61.1660.48-17-248.24-1.5311.42-22-35.6-1.1660.48总h=.1425总hf"=142.0298△q=-1.0033第5环编号流量损失hf"17248.241.5311.421129.91.7105.56-6-27.13-1.8123.08-10-75.48-1.8445.13总h=-.4074总hf"=285.2023△q=1.4285第6环编号流量损失hf"28141.341.6121.142435.61.1660.48-18-132.58-0.8611.98-23-35.6-1.1660.48总h=.7555总hf"=154.0941△q=-4.9029第7环编号流量损失hf"2930.221.3985.2225332.581.699.4-19-35.6-1.8897.99-24-35.6-1.1660.48总h=.0325总hf"=253.091△q=-.1285 第8环编号流量损失hf"1935.61.8897.9913135.412.8338.76-7-28.25-0.5133.11-12-25.03-0.537.33总h=3.7076总hf"=207.1893△q=-17.8945第9环编号流量损失hf"20134.11.2517.331423.080.4334.84-8-30.2-4.12252.49-13-135.41-2.8338.76总h=-5.2622总hf"=343.417△q=15.323——————————第1次平差——————————第1环编号流量损失hf"-2-83.08-0.9220.45-3-53.48-2.4785.551522.092.31193.4221583.540.983.11总h=-.1003总hf"=302.522△q=.3315第2环编号流量损失hf"-15-22.09-2.31193.42-4-19.32-2.25215.74519.161.77171.33 957.642.3675.99总h=-.4207总hf"=656.4699△q=.6408第3环编号流量损失hf"26437.862.189.22231.080.953.88-16-421.91-2.038.92-21-583.54-0.983.11总h=.0685总hf"=75.1103△q=-.9114第4环编号流量损失hf"27320.481.669.612339.51.4166.09-17-250.67-1.5611.52-22-31.08-0.953.88总h=.6102总hf"=141.0951△q=-4.3246第5环编号流量损失hf"17250.671.5611.521131.331.86109.85-6-25.7-1.63117.54-10-74.05-1.7844.41总h=.0102总hf"=283.3071△q=-.0359 第6环编号流量损失hf"28136.441.5120.512430.830.8953.5-18-137.48-0.9212.36-23-39.5-1.4166.09总h=.0747总hf"=152.4616△q=-.4902第7环编号流量损失hf"2930.091.3884.9125332.451.699.4-19-17.83-0.5254.37-24-30.83-0.8953.5总h=1.6525总hf"=202.1837△q=-8.1732第8环编号流量损失hf"1917.830.5254.3713102.191.6830.49-7-46.14-1.2550.3-12-42.92-1.3759.11总h=-.4171总hf"=194.2791△q=2.1471第9环 编号流量损失hf"20149.421.53191438.41.1153.77-8-14.88-1.11138.12-13-102.19-1.6830.49总h=-.1443总hf"=241.3816△q=.5977——————————第2次平差——————————第1环编号流量损失hf"-2-82.74-0.9120.38-3-53.14-2.4485.091521.782.25191.1121584.780.983.12总h=-.1208总hf"=299.6963△q=.4032第2环编号流量损失hf"-15-21.78-2.25191.11-4-18.68-2.11209.63519.81.88176.2958.282.4176.71总h=-.0646总hf"=653.6393△q=.0989第3环编号流量损失hf"26436.952.179.192234.491.158.88 -16-422.82-2.048.93-21-584.78-0.983.12总h=.2405总hf"=80.1177△q=-3.0022第4环编号流量损失hf"27316.151.629.52335.671.1760.58-17-254.96-1.6111.68-22-34.49-1.158.88总h=.0838总hf"=140.6473△q=-.5956第5环编号流量损失hf"17254.961.6111.681131.291.85109.74-6-25.74-1.64117.68-10-74.09-1.7844.42总h=.0502总hf"=283.5257△q=-.1769第6环编号流量损失hf"28135.951.520.452438.511.3464.67-18-137.97-0.9212.4-23-35.67-1.1760.58总h=.7557总hf"=158.0989 △q=-4.7798第7环编号流量损失hf"2921.920.7764.8225324.281.619.2-19-28.15-1.2280.23-24-38.51-1.3464.67总h=-.1863总hf"=218.9195△q=.851第8环编号流量损失hf"1928.151.2280.2313103.741.7330.89-7-44-1.1548.3-12-40.78-1.2556.59总h=.5566总hf"=215.9994△q=-2.5766第9环编号流量损失hf"20150.021.5419.0614391.1554.48-8-14.28-1.03133.38-13-103.74-1.7330.89总h=-.067总hf"=237.8097△q=.2816 ——————————第3次平差——————————第1环编号流量损失hf"-2-82.34-0.920.29-3-52.74-2.4184.541522.082.31193.3821588.180.993.13总h=-.0093总hf"=301.3494△q=.0309第2环编号流量损失hf"-15-22.08-2.31193.38-4-18.58-2.09208.68519.91.9176.95958.382.4276.82总h=-.0774总hf"=655.8266△q=.118第3环编号流量损失hf"26433.942.149.132232.090.9655.36-16-425.83-2.078.99-21-588.18-0.993.13总h=.038总hf"=76.6148△q=-.4961第4环编号流量损失hf"27315.561.629.492339.851.4366.58 -17-255.38-1.6111.7-22-32.09-0.9655.36总h=.4768总hf"=143.1347△q=-3.3309第5环编号流量损失hf"17255.381.6111.71131.121.83109.21-6-25.91-1.66118.37-10-74.26-1.7944.51总h=.0069总hf"=283.7924△q=-.0245第6环编号流量损失hf"28131.171.419.842432.88156.52-18-142.75-0.9812.76-23-39.85-1.4366.58总h=-.0081总hf"=155.7054△q=.0521第7环编号流量损失hf"2922.770.8266.9625325.131.629.22-19-24.73-0.9671.83-24-32.88-156.52总h=.4796总hf"= 204.5283△q=-2.3447第8环编号流量损失hf"1924.730.9671.8313100.881.6430.16-7-46.57-1.2750.7-12-43.35-1.459.62总h=-.0686总hf"=212.3041△q=.3231第9环编号流量损失hf"20150.31.5519.11439.281.1654.81-8-14-0.99131.14-13-100.88-1.6430.16总h=.0783总hf"=235.2045△q=-.3328消防工况水力分析计算结果————————————————初分配————————————————第1环编号流量损失hf"-2-82.29-0.920.28-3-52.69-2.484.4715222.29192.7621659.611.233.45总h=.2153总hf"=300.9742 △q=-.7154第2环编号流量损失hf"-15-22-2.29192.76-4-18.45-2.07207.41520.031.92177.96958.512.4376.97总h=.0002总hf"=655.093△q=-.0003第3环编号流量损失hf"26492.572.7110.172233.841.0657.93-16-497.2-2.7510.26-21-659.61-1.233.45总h=-.2188总hf"=81.8106△q=2.675第4环编号流量损失hf"27372.432.210.932336.61.2261.93-17-328.14-2.5714.49-22-33.84-1.0657.93总h=-.2038总hf"=145.2697△q=1.4032第5环编号流量损失hf"17328.142.5714.491195.7514.71284.56-6-26.28-1.7119.79-10-74.63-1.844.7 总h=13.7774总hf"=463.5353△q=-29.7224第6环编号流量损失hf"28191.292.8327.362432.170.9655.48-18-147.63-1.0513.13-23-36.6-1.2261.93总h=1.5188总hf"=157.9046△q=-9.6185第7环编号流量损失hf"2983.69.15202.7925385.962.2210.67-19-27.7-1.1879.13-24-32.17-0.9655.48总h=9.2308总hf"=348.0721△q=-26.5199第8环编号流量损失hf"1927.71.1879.1313100.171.6229.98-7-47.77-1.3451.8-12-44.55-1.4761.02总h=.001总hf"=221.9241△q=-.0044第9环 编号流量损失hf"20214.82325.891438.81.1454.24-8-14.48-1.06134.98-13-100.17-1.6229.98总h=1.4623总hf"=245.0798△q=-5.9665——————————第1次平差——————————第1环编号流量损失hf"-2-83.01-0.9220.43-3-53.41-2.4685.451521.282.15187.4121656.221.223.44总h=-.0076总hf"=296.7345△q=.0258第2环编号流量损失hf"-15-21.28-2.15187.41-4-18.45-2.07207.41520.031.92177.95958.512.4376.97总h=.136总hf"=649.7425△q=-.2093第3环编号流量损失hf"26495.252.7310.222235.111.1359.78-16-494.52-2.7310.21 -21-656.22-1.223.44总h=-.0777总hf"=83.6453△q=.9285第4环编号流量损失hf"27373.832.2110.962347.621.9977.5-17-297.01-2.1313.31-22-35.11-1.1359.78总h=.9382总hf"=161.5456△q=-5.8075第5环编号流量损失hf"17297.012.1313.311166.037.39207.32-6-56-6.9228.23-10-104.35-3.3559.48总h=-.7273总hf"=508.3383△q=1.4306第6环编号流量损失hf"28181.672.5726.182449.072.1179.51-18-157.25-1.1813.86-23-47.62-1.9977.5总h=1.5054总hf"=197.0465△q=-7.6398 第7环编号流量损失hf"2957.084.52146.5125359.441.9510.04-19-54.22-4.1140.22-24-49.07-2.1179.51总h=.2534总hf"=376.2722△q=-.6734第8环编号流量损失hf"1954.224.1140.2213106.131.831.49-7-47.77-1.3451.81-12-44.55-1.4761.02总h=3.105总hf"=284.5382△q=-10.9124第9环编号流量损失hf"20208.852.8525.271432.830.8347.05-8-20.45-2181.1-13-106.13-1.831.49总h=-.12总hf"=284.9161△q=.4211——————————第2次平差—————————— 第1环编号流量损失hf"-2-82.98-0.9220.43-3-53.38-2.4685.411521.522.2189.1721655.321.223.43总h=.0362总hf"=298.4518△q=-.1214第2环编号流量损失hf"-15-21.52-2.2189.17-4-18.66-2.11209.41519.821.89176.37958.32.4276.73总h=-.0051总hf"=651.687△q=.0078第3环编号流量损失hf"26496.172.7410.242241.851.5769.42-16-493.6-2.7210.19-21-655.32-1.223.43总h=.3797总hf"=93.2823△q=-4.0702第4环编号流量损失hf"27368.032.1510.822349.452.1480.03-17-304.25-2.2313.58-22-41.85-1.5769.42 总h=.4867总hf"=173.8507△q=-2.7994第5环编号流量损失hf"17304.252.2313.581167.467.69211.14-6-54.57-6.58223.25-10-102.92-3.2758.78总h=.077总hf"=506.7629△q=-.1519第6环编号流量损失hf"28174.032.3725.242442.111.5969.78-18-164.89-1.2814.43-23-49.45-2.1480.03总h=.5364总hf"=189.4872△q=-2.831第7环编号流量损失hf"2956.414.42145.0325358.771.9410.03-19-43.98-2.79117.32-24-42.11-1.5969.78总h=1.9876总hf"=342.1562△q=-5.8091 第8环编号流量损失hf"1943.982.79117.321394.81.4628.6-7-58.69-1.9661.73-12-55.47-2.273.54总h=.091总hf"=281.1937△q=-.3237第9环编号流量损失hf"20209.272.8625.321433.250.8547.56-8-20.03-1.92177.92-13-94.8-1.4628.6总h=.3268总hf"=279.4017△q=-1.1695最大转输工况水力分析计算结果————————————————初分配————————————————第1环编号流量损失hf"-2-82.29-0.920.28-3-52.69-2.484.4715222.29192.7621659.611.233.45总h=.2153总hf"=300.9742△q=-.7154 第2环编号流量损失hf"-15-22-2.29192.76-4-18.45-2.07207.41520.031.92177.96958.512.4376.97总h=.0002总hf"=655.093△q=-.0003第3环编号流量损失hf"26492.572.7110.172233.841.0657.93-16-497.2-2.7510.26-21-659.61-1.233.45总h=-.2188总hf"=81.8106△q=2.675第4环编号流量损失hf"27372.432.210.932336.61.2261.93-17-328.14-2.5714.49-22-33.84-1.0657.93总h=-.2038总hf"=145.2697△q=1.4032第5环编号流量损失hf"17328.142.5714.491195.7514.71284.56-6-26.28-1.7119.79-10-74.63-1.844.7总h=13.7774总hf"=463.5353 △q=-29.7224第6环编号流量损失hf"28191.292.8327.362432.170.9655.48-18-147.63-1.0513.13-23-36.6-1.2261.93总h=1.5188总hf"=157.9046△q=-9.6185第7环编号流量损失hf"2983.69.15202.7925385.962.2210.67-19-27.7-1.1879.13-24-32.17-0.9655.48总h=9.2308总hf"=348.0721△q=-26.5199第8环编号流量损失hf"1927.71.1879.1313100.171.6229.98-7-47.77-1.3451.8-12-44.55-1.4761.02总h=.001总hf"=221.9241△q=-.0044第9环编号流量损失hf"20214.82325.891438.81.1454.24 -8-14.48-1.06134.98-13-100.17-1.6229.98总h=1.4623总hf"=245.0798△q=-5.9665——————————第1次平差——————————第1环编号流量损失hf"-2-83.01-0.9220.43-3-53.41-2.4685.451521.282.15187.4121656.221.223.44总h=-.0076总hf"=296.7345△q=.0258第2环编号流量损失hf"-15-21.28-2.15187.41-4-18.45-2.07207.41520.031.92177.95958.512.4376.97总h=.136总hf"=649.7425△q=-.2093第3环编号流量损失hf"26495.252.7310.222235.111.1359.78-16-494.52-2.7310.21-21-656.22-1.223.44总h=-.0777总hf"=83.6453 △q=.9285第4环编号流量损失hf"27373.832.2110.962347.621.9977.5-17-297.01-2.1313.31-22-35.11-1.1359.78总h=.9382总hf"=161.5456△q=-5.8075第5环编号流量损失hf"17297.012.1313.311166.037.39207.32-6-56-6.9228.23-10-104.35-3.3559.48总h=-.7273总hf"=508.3383△q=1.4306第6环编号流量损失hf"28181.672.5726.182449.072.1179.51-18-157.25-1.1813.86-23-47.62-1.9977.5总h=1.5054总hf"=197.0465△q=-7.6398 第7环编号流量损失hf"2957.084.52146.5125359.441.9510.04-19-54.22-4.1140.22-24-49.07-2.1179.51总h=.2534总hf"=376.2722△q=-.6734第8环编号流量损失hf"1954.224.1140.2213106.131.831.49-7-47.77-1.3451.81-12-44.55-1.4761.02总h=3.105总hf"=284.5382△q=-10.9124第9环编号流量损失hf"20208.852.8525.271432.830.8347.05-8-20.45-2181.1-13-106.13-1.831.49总h=-.12总hf"=284.9161△q=.4211——————————第2次平差——————————第1环编号流量损失hf"-2-82.98-0.9220.43 -3-53.38-2.4685.411521.522.2189.1721655.321.223.43总h=.0362总hf"=298.4518△q=-.1214第2环编号流量损失hf"-15-21.52-2.2189.17-4-18.66-2.11209.41519.821.89176.37958.32.4276.73总h=-.0051总hf"=651.687△q=.0078第3环编号流量损失hf"26496.172.7410.242241.851.5769.42-16-493.6-2.7210.19-21-655.32-1.223.43总h=.3797总hf"=93.2823△q=-4.0702第4环编号流量损失hf"27368.032.1510.822349.452.1480.03-17-304.25-2.2313.58-22-41.85-1.5769.42总h=.4867总hf"=173.8507 △q=-2.7994第5环编号流量损失hf"17304.252.2313.581167.467.69211.14-6-54.57-6.58223.25-10-102.92-3.2758.78总h=.077总hf"=506.7629△q=-.1519第6环编号流量损失hf"28174.032.3725.242442.111.5969.78-18-164.89-1.2814.43-23-49.45-2.1480.03总h=.5364总hf"=189.4872△q=-2.831第7环编号流量损失hf"2956.414.42145.0325358.771.9410.03-19-43.98-2.79117.32-24-42.11-1.5969.78总h=1.9876总hf"=342.1562△q=-5.8091 第8环编号流量损失hf"1943.982.79117.321394.81.4628.6-7-58.69-1.9661.73-12-55.47-2.273.54总h=.091总hf"=281.1937△q=-.3237第9环编号流量损失hf"20209.272.8625.321433.250.8547.56-8-20.03-1.92177.92-13-94.8-1.4628.6总h=.3268总hf"=279.4017△q=-1.1695——————————第3次平差——————————第1环编号流量损失hf"-2-83.1-0.9220.45-3-53.5-2.4785.581521.392.17188.2121659.271.233.45总h=.0126总hf"=297.6925△q=-.0423第2环编号流量损失hf"-15-21.39-2.17188.21 -4-18.65-2.11209.34519.831.89176.43958.312.4276.74总h=.0229总hf"=650.7125△q=-.0352第3环编号流量损失hf"26492.12.710.172240.581.4867.62-16-497.67-2.7610.26-21-659.27-1.233.45总h=.1959总hf"=91.4998△q=-2.1405第4环编号流量损失hf"27365.232.1210.752349.492.1480.08-17-306.9-2.2713.68-22-40.58-1.4867.62总h=.51总hf"=172.1247△q=-2.963第5环编号流量损失hf"17306.92.2713.681167.317.66210.74-6-54.72-6.61223.78-10-103.07-3.2858.86总h=.0381总hf"= 507.0616△q=-.0752第6环编号流量损失hf"28171.22.324.892445.081.873.97-18-167.72-1.3314.64-23-49.49-2.1480.08总h=.6358总hf"=193.5751△q=-3.2848第7环编号流量损失hf"2950.63.61132.2125352.961.889.89-19-49.46-3.46129.67-24-45.08-1.873.97总h=.2328总hf"=345.7325△q=-.6735第8环编号流量损失hf"1949.463.46129.671395.641.4928.82-7-59.01-1.9862.02-12-55.79-2.2373.91总h=.7489总hf"=294.4242△q=-2.5437 第9环编号流量损失hf"20208.12.8325.21432.080.846.13-8-21.2-2.14186.74-13-95.64-1.4928.82总h=.0049总hf"=286.8854△q=-.0171——————————第4次平差——————————第1环编号流量损失hf"-2-83.14-0.9220.46-3-53.54-2.4885.641521.382.17188.1521661.361.243.46总h=.014总hf"=297.7151△q=-.0471第2环编号流量损失hf"-15-21.38-2.17188.15-4-18.69-2.12209.67519.791.88176.16958.272.4176.7总h=.008总hf"=650.6893△q=-.0122第3环编号流量损失hf" 26489.962.6810.132241.41.5468.78-16-499.81-2.7810.3-21-661.36-1.243.46总h=.201总hf"=92.6751△q=-2.1685第4环编号流量损失hf"27362.262.0910.672349.812.1780.52-17-309.79-2.3113.79-22-41.4-1.5468.78总h=.4083总hf"=173.7695△q=-2.3499第5环编号流量损失hf"17309.792.3113.791167.237.64210.54-6-54.8-6.63224.05-10-103.15-3.2858.89总h=.0407总hf"=507.2692△q=-.0802第6环编号流量损失hf"28167.922.2224.482442.471.6170.3-18-171-1.3714.89-23-49.81-2.1780.52 总h=.2921总hf"=190.189△q=-1.5356第7环编号流量损失hf"2949.923.52130.725352.281.889.87-19-47.59-3.22125.48-24-42.47-1.6170.3总h=.5646总hf"=336.3602△q=-1.6786第8环编号流量损失hf"1947.593.22125.481393.121.4228.17-7-61.55-2.1464.29-12-58.33-2.4276.77总h=.086总hf"=294.7172△q=-.2919第9环编号流量损失hf"20208.092.8325.191432.070.846.11-8-21.21-2.14186.87-13-93.12-1.4228.17总h=.0725总hf"=286.3411△q=-.2532 ——————————第5次平差——————————第1环编号流量损失hf"-2-83.19-0.9220.47-3-53.59-2.4885.71521.352.17187.8921663.491.243.47总h=.0098总hf"=297.5372△q=-.033第2环编号流量损失hf"-15-21.35-2.17187.89-4-18.7-2.12209.79519.781.88176.07958.262.4176.69总h=.0089总hf"=650.4384△q=-.0136第3环编号流量损失hf"26487.792.6610.092241.581.5569.04-16-501.98-2.810.34-21-663.49-1.243.47总h=.1618总hf"=92.9411△q=-1.741第4环编号流量损失hf"27359.912.0610.61 2348.992.179.4-17-312.06-2.3413.88-22-41.58-1.5569.04总h=.2743总hf"=172.9303△q=-1.5863第5环编号流量损失hf"17312.062.3413.881167.157.63210.32-6-54.88-6.65224.32-10-103.23-3.2858.93总h=.0325总hf"=507.4596△q=-.0641第6环编号流量损失hf"28166.382.1824.292442.611.6270.5-18-172.54-1.415-23-48.99-2.179.4总h=.3068总hf"=189.1906△q=-1.6218第7环编号流量损失hf"2948.253.31126.9525350.611.869.83-19-48.98-3.4128.59-24-42.61-1.6270.5 总h=.1456总hf"=335.8766△q=-.4335第8环编号流量损失hf"1948.983.4128.591393.081.4228.16-7-61.85-2.1664.55-12-58.63-2.4477.1总h=.2198总hf"=298.4027△q=-.7367第9环编号流量损失hf"20207.832.8225.171431.810.7945.8-8-21.47-2.19188.76-13-93.08-1.4228.16总h=.008总hf"=287.8931△q=-.0279事故工况水力分析表————————————————初分配————————————————第1环编号流量损失hf"-2-82.29-0.920.28-3-52.69-2.484.4715222.29192.7621659.611.233.45总h=.2153总hf"=300.9742 △q=-.7154第2环编号流量损失hf"-15-22-2.29192.76-4-18.45-2.07207.41520.031.92177.96958.512.4376.97总h=.0002总hf"=655.093△q=-.0003第3环编号流量损失hf"26492.572.7110.172233.841.0657.93-16-497.2-2.7510.26-21-659.61-1.233.45总h=-.2188总hf"=81.8106△q=2.675第4环编号流量损失hf"27372.432.210.932336.61.2261.93-17-328.14-2.5714.49-22-33.84-1.0657.93总h=-.2038总hf"=145.2697△q=1.4032第5环编号流量损失hf"17328.142.5714.491195.7514.71284.56-6-26.28-1.7119.79-10-74.63-1.844.7 总h=13.7774总hf"=463.5353△q=-29.7224第6环编号流量损失hf"28191.292.8327.362432.170.9655.48-18-147.63-1.0513.13-23-36.6-1.2261.93总h=1.5188总hf"=157.9046△q=-9.6185第7环编号流量损失hf"2983.69.15202.7925385.962.2210.67-19-27.7-1.1879.13-24-32.17-0.9655.48总h=9.2308总hf"=348.0721△q=-26.5199第8环编号流量损失hf"1927.71.1879.1313100.171.6229.98-7-47.77-1.3451.8-12-44.55-1.4761.02总h=.001总hf"=221.9241△q=-.0044第9环 编号流量损失hf"20214.82325.891438.81.1454.24-8-14.48-1.06134.98-13-100.17-1.6229.98总h=1.4623总hf"=245.0798△q=-5.9665——————————第1次平差——————————第1环编号流量损失hf"-2-83.01-0.9220.43-3-53.41-2.4685.451521.282.15187.4121656.221.223.44总h=-.0076总hf"=296.7345△q=.0258第2环编号流量损失hf"-15-21.28-2.15187.41-4-18.45-2.07207.41520.031.92177.95958.512.4376.97总h=.136总hf"=649.7425△q=-.2093第3环编号流量损失hf"26495.252.7310.222235.111.1359.78-16-494.52-2.7310.21 -21-656.22-1.223.44总h=-.0777总hf"=83.6453△q=.9285第4环编号流量损失hf"27373.832.2110.962347.621.9977.5-17-297.01-2.1313.31-22-35.11-1.1359.78总h=.9382总hf"=161.5456△q=-5.8075第5环编号流量损失hf"17297.012.1313.311166.037.39207.32-6-56-6.9228.23-10-104.35-3.3559.48总h=-.7273总hf"=508.3383△q=1.4306第6环编号流量损失hf"28181.672.5726.182449.072.1179.51-18-157.25-1.1813.86-23-47.62-1.9977.5总h=1.5054总hf"=197.0465△q=-7.6398 第7环编号流量损失hf"2957.084.52146.5125359.441.9510.04-19-54.22-4.1140.22-24-49.07-2.1179.51总h=.2534总hf"=376.2722△q=-.6734第8环编号流量损失hf"1954.224.1140.2213106.131.831.49-7-47.77-1.3451.81-12-44.55-1.4761.02总h=3.105总hf"=284.5382△q=-10.9124第9环编号流量损失hf"20208.852.8525.271432.830.8347.05-8-20.45-2181.1-13-106.13-1.831.49总h=-.12总hf"=284.9161△q=.4211——————————第2次平差—————————— 第1环编号流量损失hf"-2-82.98-0.9220.43-3-53.38-2.4685.411521.522.2189.1721655.321.223.43总h=.0362总hf"=298.4518△q=-.1214第2环编号流量损失hf"-15-21.52-2.2189.17-4-18.66-2.11209.41519.821.89176.37958.32.4276.73总h=-.0051总hf"=651.687△q=.0078第3环编号流量损失hf"26496.172.7410.242241.851.5769.42-16-493.6-2.7210.19-21-655.32-1.223.43总h=.3797总hf"=93.2823△q=-4.0702第4环编号流量损失hf"27368.032.1510.822349.452.1480.03-17-304.25-2.2313.58-22-41.85-1.5769.42 总h=.4867总hf"=173.8507△q=-2.7994第5环编号流量损失hf"17304.252.2313.581167.467.69211.14-6-54.57-6.58223.25-10-102.92-3.2758.78总h=.077总hf"=506.7629△q=-.1519第6环编号流量损失hf"28174.032.3725.242442.111.5969.78-18-164.89-1.2814.43-23-49.45-2.1480.03总h=.5364总hf"=189.4872△q=-2.831第7环编号流量损失hf"2956.414.42145.0325358.771.9410.03-19-43.98-2.79117.32-24-42.11-1.5969.78总h=1.9876总hf"=342.1562△q=-5.8091 第8环编号流量损失hf"1943.982.79117.321394.81.4628.6-7-58.69-1.9661.73-12-55.47-2.273.54总h=.091总hf"=281.1937△q=-.3237第9环编号流量损失hf"20209.272.8625.321433.250.8547.56-8-20.03-1.92177.92-13-94.8-1.4628.6总h=.3268总hf"=279.4017△q=-1.1695——————————第3次平差——————————第1环编号流量损失hf"-2-83.1-0.9220.45-3-53.5-2.4785.581521.392.17188.2121659.271.233.45总h=.0126总hf"=297.6925△q=-.0423 第2环编号流量损失hf"-15-21.39-2.17188.21-4-18.65-2.11209.34519.831.89176.43958.312.4276.74总h=.0229总hf"=650.7125△q=-.0352第3环编号流量损失hf"26492.12.710.172240.581.4867.62-16-497.67-2.7610.26-21-659.27-1.233.45总h=.1959总hf"=91.4998△q=-2.1405第4环编号流量损失hf"27365.232.1210.752349.492.1480.08-17-306.9-2.2713.68-22-40.58-1.4867.62总h=.51总hf"=172.1247△q=-2.963第5环编号流量损失hf"17306.92.2713.681167.317.66210.74-6-54.72-6.61223.78 -10-103.07-3.2858.86总h=.0381总hf"=507.0616△q=-.0752第6环编号流量损失hf"28171.22.324.892445.081.873.97-18-167.72-1.3314.64-23-49.49-2.1480.08总h=.6358总hf"=193.5751△q=-3.2848第7环编号流量损失hf"2950.63.61132.2125352.961.889.89-19-49.46-3.46129.67-24-45.08-1.873.97总h=.2328总hf"=345.7325△q=-.6735第8环编号流量损失hf"1949.463.46129.671395.641.4928.82-7-59.01-1.9862.02-12-55.79-2.2373.91总h=.7489总hf"=294.4242 △q=-2.5437第9环编号流量损失hf"20208.12.8325.21432.080.846.13-8-21.2-2.14186.74-13-95.64-1.4928.82总h=.0049总hf"=286.8854△q=-.0171——————————第4次平差——————————第1环编号流量损失hf"-2-83.14-0.9220.46-3-53.54-2.4885.641521.382.17188.1521661.361.243.46总h=.014总hf"=297.7151△q=-.0471第2环编号流量损失hf"-15-21.38-2.17188.15-4-18.69-2.12209.67519.791.88176.16958.272.4176.7总h=.008总hf"=650.6893△q=-.0122 第3环编号流量损失hf"26489.962.6810.132241.41.5468.78-16-499.81-2.7810.3-21-661.36-1.243.46总h=.201总hf"=92.6751△q=-2.1685第4环编号流量损失hf"27362.262.0910.672349.812.1780.52-17-309.79-2.3113.79-22-41.4-1.5468.78总h=.4083总hf"=173.7695△q=-2.3499第5环编号流量损失hf"17309.792.3113.791167.237.64210.54-6-54.8-6.63224.05-10-103.15-3.2858.89总h=.0407总hf"=507.2692△q=-.0802第6环编号流量损失hf"28167.922.2224.482442.471.6170.3 -18-171-1.3714.89-23-49.81-2.1780.52总h=.2921总hf"=190.189△q=-1.5356第7环编号流量损失hf"2949.923.52130.725352.281.889.87-19-47.59-3.22125.48-24-42.47-1.6170.3总h=.5646总hf"=336.3602△q=-1.6786第8环编号流量损失hf"1947.593.22125.481393.121.4228.17-7-61.55-2.1464.29-12-58.33-2.4276.77总h=.086总hf"=294.7172△q=-.2919第9环编号流量损失hf"20208.092.8325.191432.070.846.11-8-21.21-2.14186.87-13-93.12-1.4228.17总h=.0725总hf"=286.3411 △q=-.2532'