【《辽宁省A市给水工程设计》12000字（论文）】

第1章绪论1.1城市概况热电厂和化肥厂位于Ⅰ区，公园和油脂厂位于Ⅱ区。其中热电厂的生产用水水质要求较低，沉淀池出水即可满足要求。3．气温资料表1.1气温等资料项目数据年平均气温(℃)8.4年最低气温(℃)-25年最高气温(℃)30降雨量(mm/a)700常年主导风向：夏季东南风，冬季东北风。4．地质资料表1.2地质资料类型土壤性质冰冻深度m地下水位m承载力kPa 亚粘土-1.5-8—表1.3水源水质分析结果续表1.37．城市用水量逐时变化表1.4城市用水量逐时变化2.2供水方案的选择根据提供的设计材料，我们可以得知A市的南部有一条由西向东流淌的河流，该河流的水量相对来说比较充沛，水质状况良好，并且河床的地质条件比较稳定，水面较为宽广，不会因为建设一级泵站的取水头部而降低河流的通航能力，因此选择该河流作为A市的饮用水水源。观察A市的地形图，我们可以得知A市的地势相对来说比较平坦，从南较均匀的坡向北。因此选择将给水厂建设在A市的西南方向，距离河流上游比较接近的水源地。该城市工厂分散，工业用水量在总用水量中所占的比例相对来说比较低并且该城市的地形相对来说比较平坦，故本设计考虑选择单一水压、水质以统一供水的形式进行供水，水质按生活饮用水标准处理。A市3个工厂用水大户中，热电厂用水量较大，多为冷却用水且对水质要求较低，故可采用分质供水。分质给水系统中，由于热电厂靠近河流上游，设一个水厂，两套供水管网。管网1供热电厂生产冷却用水。其他水均由管网2供给，水质只需要满足生活饮用水的标准。热电厂主要为冷却用水，因此其水质可以低于生活饮用水的标准，因而水厂的给水处理工程更为经济，但需要建设两个水厂，基建费用较高。两种方案都有各自的优缺点，因此还需要进行经济技术对比，然后选择最为合适的方案。原始资料显示A市地处辽宁省，属于二区，为I型小城市，且Ⅰ区、Ⅱ区均有给排水设备和淋浴设备，根据居住综合用水量标准，最高日综合用水量定额取180L/(人·d)。则居民区生活用水量分别为：Ⅰ区：QⅠ=qⅠNⅠf=20×104×180×10-3×100%=36000m3/dⅡ区：QⅡ=qⅡNⅡf=25×104×180×10-3×100%=45000m3/d则最高日用水量总和为：Q1=∑Qi=QⅠ+QⅡ=36000+45000=81000m3/d则：Q2=∑Qi=10000+1200+900=12100m3/d3．工厂职工生活及淋浴用水量Q3根据原始资料可知：热电厂一般车间252人，热车间168人，淋浴使用者244人，其中热车间90人；油脂厂一般车间48人，热车间72人，淋浴使用者90人，其中热车间54人；化肥厂一般车间210人，热车间140人，淋浴使用者125人，其中热车间65人。(1)职工生活用水量根据生活用水量标准为：一般车间取30L/(人·班)，高温车间取35L/(人·班)；热电厂：168×0.035+252×0.030=13.44m3/d油脂厂：72×0.035+48×0.030=3.96m3/d化肥厂：140×0.035+210×0.030=11.20m3/d职工生活总用水量：13.44+3.96+11.2=28.60m3/d(2)职工淋浴用水量淋浴用水量标准为：一般车间40L/(人·班)，高温车间60L/(人·班)；热电厂：90×0.06+244×0.04=15.16m3/d油脂厂：54×0.06+90×0.04=6.84m3/d化肥厂：65×0.06+125×0.04=8.9m3/d职工淋浴总用水量：15.16+6.84+8.9=30.9m3/d总计：Q3=∑Qi=28.6+30.9=59.5m3/d4．公共建筑用水量Q4车站用水量：Q4=1000m3/d5．浇洒市政道路、广场和绿地用水量Q5A市浇洒道路的面积为:5662500m2；A市公园位于I区，绿地总面积为：331400m2；Q5=5662500×0.0015×2+331400×0.0020=17650.3m3/d6．未预见水量及管网漏失水量本设计中，未预见水量及管网漏失水量取最高日用水量的20%。7．A市统一供水方案最高日设计用水量QdQd=1.2(Q1+Q2+Q3+Q4+Q5)=1.2×(81000+12100+178.5+1000+17650.3）=134314.56m3/dA市统一供水方案最高日设计用水量取140000m3/d。2.3.2全市最高日逐时用水量原始资料中给出每小时用水量占全天用水量的百分比，各小时百分比的总和为100%。平均时用水量按24h计算，则每小时的用水量占总水量的百分数应为：100%/24=4.17%。在表中，用水量最多的时候是上午7~8时(占一天总用水量的6.80%)。根据定义可求出时变化系数Kh=6.80/4.17=1.63。根据城市用水逐时变化，可绘制城市最高日用水量变化曲线，见下图2.1。最高日最高时用水量Qh计算结果见附表1。图2.1最高日用水量逐时变化曲线设计中α取1.05：Q=1.05×140000/24=6125m3/h=1.70m3/s由附表2可知，有水塔时对清水池调节容积影响不大，因此本设计中选择不在管网中放置水塔，不在管网中放置水塔可以降低设计成本和造价。但是因为在管网中没有放置水塔，所以水厂的输水管和管网应该按照二级泵站的最大供水量也就是最高日最高时用水量计算。最高日最高时用水量Qh:Qh=KhQd/24=1.63×140000/24=9508.3m3/h=2641.2L/s式中Kh——时变化系数。最高日最高时用水量计算结果见附录1。由附表2可知，不设水塔时清水池的调节容积为：W1=18.48m3②消防贮备水量原始资料给出，A市人口为45万人，查《给水工程》（第四版）可得，在同一个时间里发生火灾的次数为3次，消防灭火时一次所使用的水量为75L/s，火灾持续时间为2h。W2=3×75×2×3600/1000=1620m3W3=Qd×10%=140000×0.1=14000m3清水池的安全储量W4按以上三部分容积和的10%计算，因此清水池的有效容积为:W=(1+10%)(W1+W2+W3)=(1+10%)(18.48+1620+14000)=17202.33m3图2.2统一供水方案管网定线

2.3.6管网水力计算1．管段设计流量计算(1)沿线流量的计算将管网各管段按节点进行编号。沿线流量一般按管段长度分配计算，因此先计算比流量即：qs=（2641.2-152.32）/38100=0.0653根据比流量qs和各管段的计算长度，可算出各管段的沿线流量q。q（2.6）式中L——各管段计算长度，m。Q（2.7）各个工厂的集中用水量分别为:热电厂q1=10000+13.44+15.16=10028.6m3/d=116.1L/s油脂厂q2=1200+3.96+6.84=1210.8m3/d=14L/s化肥厂q3=900+11.20+8.9=920.1m3/d=10.65L/s车站q4=1000m3/d=11.57L/s起点起点地面标高/m终点终点地面标高/m水头损失/m服务水头/m所需扬程/m2172.73316820.993652.292172.717171.114.343244.742172.710173.23.963236.46图2.4分质供水方案管网定线原始资料显示A市地处辽宁省，属于二区，为I型小城市，且Ⅰ区、Ⅱ区均有给排水设备和淋浴设备，根据居住综合用水量标准，最高日综合用水量定额取180L/(人·d)。则居民区生活用水量分别为：Ⅰ区：QⅠ=qⅠNⅠf=20×104×180×10-3×100%=36000m3/dⅡ区：QⅡ=qⅡNⅡf=25×104×180×10-3×100%=45000m3/d则最高日用水量总和为：Q1=∑Qi=QⅠ+QⅡ=36000+45000=81000m3/d(2)分质供给工厂生产用水量Q2由于热电厂生产用水量单独供给，所以工业企业生产用水量只计油脂厂和化肥厂的生产用水，即:Q2=1200+900=2100m3/d

(3)工厂职工生活及淋浴用水量Q3根据原始资料可知：热电厂一般车间252人，热车间168人，淋浴使用者244人，其中热车间90人；油脂厂一般车间48人，热车间72人，淋浴使用者90人，其中热车间54人；化肥厂一般车间210人，热车间140人，淋浴使用者125人，其中热车间65人。热电厂：168×0.035+252×0.030=13.44m3/d油脂厂：72×0.035+48×0.030=3.96m3/d化肥厂：140×0.035+210×0.030=11.20m3/d职工生活总用水量：13.44+3.96+11.2=28.60m3/d热电厂：90×0.06+244×0.04=15.16m3/d油脂厂：54×0.06+90×0.04=6.84m3/d化肥厂：65×0.06+125×0.04=8.9m3/d职工淋浴总用水量：15.16+6.84+8.9=30.9m3/d总计：Q3=∑Qi=28.6+30.9=59.5m3/d(4)公共建筑用水量Q4车站用水量：Q4=1000m3/d(5)浇洒市政道路、广场和绿地用水量Q5A市浇洒道路的面积为:5662500m2；A市公园位于I区，绿地总面积为：331400m2；Q5=5662500×0.0015×2+331400×0.0020=17650.3m3/d(6)未预见水量及管网漏失水量本设计中，未预见水量及管网漏失水量取最高日用水量的20%。(7)A市分质供水方案最高日设计用水量QdQd=1.20×(Q1+Q2+Q3+Q4+Q5)=1.20×(81000+2100+59.5+1000+17650.3)=122171.76m3/dA市分质供水方案最高日设计用水量取130000m3/d。

表3.1统一供水方案管网造价计算表管道性质管径/mm管长/m百米建筑安装工程费/元小计/元一般配水管线150155022935153802110250245029851125821965300950364582663256903501450470901409403704001170057722203123718450140074452174292132500368091182681038358600556010865846733805870015001261541460863328001600154984365607256900378019221723104483410002400230756484587600输水管线90080019221714377831611001200219879153577858穿越铁路管线50020173316634663320600402233568934240900202735465470920总计36.3亿表3.2分质供水方案管网造价计算表管道性质管径/mm管长/m百米建筑安装工程费/元小计/元一般配水管线150155022935153802110250245029851125821965300950364582663256903501450470901409403704001170057722203123718450200074452194292132500400091182701038358600556010865846733805870015001261541460863328002000154984395607256900378019221723104483410002400230756484587600输水管线90080019221714377831611002400219879153577858穿越铁路管线50020173316634663320600402233568934240900202735465470920总计40.1亿3.3供水方案选择由上述经济比较可以看出，统一供水方案最为经济，且城市用水以生活用水为主，其他用水量较少，且对水质无特殊要求。因此本设计选择以统一供水的方式供水。起点起点地面标高/m终点终点地面标高/m水头损失/m服务水头/m所需扬程/m2172.73316823.141028.442172.721171.119.031027.432172.710173.27.851018.35表3.4事故时泵站所需扬程辅助计算表起点起点地面标高/m终点终点地面标高/m水头损失/m1—5段水头损失/m服务水头/m所需扬程/m5173.43316822.293.403656.295173.410173.22.843.403238.44

图4.1高程示意图Lj/mm=B+L2+L3+(400~500)=560+887+580+473=2500基础宽度Bj/mm=B3+(400~500)=800+500=1300基础之间的最小距离则H/m=(3×3892)/(2.5×1.3×2070)=1.74(取1.75m)3．泵房布置水泵布置成一行。泵房布置如图4.2所示。1500mm1750mm图4.2取水泵站布置草图1500mm1750mm泵房长度L=24.80m泵房宽度B=11.30m设止回阀。名称管径dDN/mm数量/个局部阻力系数ξ流速/（m·s-1）局部阻力/m闸阀80010.051.180.003三通600×80011.81.180.128三通800×90011.61.340.146总计1.391Σh/m=Σhs+Σhd+Σhc=0.74+1.423+0.522=2.694．扬程校核水泵实际扬程为HP'/m=Hst+Σh=9.95+2.69=12.64＜22选择的水泵满足本设计的要求。则H1/m=0.824+0.55+0.85×1.46+1.27+1.9+0.2=5.98（取6.00m）H2/m=泵房外地面标高-泵房内地面标高=174.50-168.00=6.5则H/m=H1+H2=6.00+6.50=12.50图4.3泵房垂直布置草图口与出口管径为DN25。设计中取Q=6125m3/h，参照各地经验投量，取a=1.5mg/LT=设计中取v=3.0m/s，D0=2mn5.4.3搅拌器角速度ω=5.4.4轴功率设计中取c=0.4，Z=4，B=1层，R0=1.0mN5.4.5所需轴功率设计中取G=650s-1NN1≈N2，满足设计要求。反应池分为两个大类别，一类是机械反应池，另一是水力反应池，在本设计中选择了水力折板絮凝池，这种形式的絮凝具有反应效果比较好，反应时间相对短，对原水水量和水质变化的适应性较强等特点。(1)絮凝时间采用12min。絮凝池一般分为前段、中段和后段，各段停留时间相接近，约各占1/3左右。(2)每段分格数视流量和池的大小而定。折板之间的距离设置为0.4m。各段折板的长、宽分别为2.0m×0.6m、1.50m×0.6m以及1.50m×0.6m。(3)折板布置：前段选择了峰对峰的形式，即相对折板，以此来增加水头损失以及流速梯度值（G）；中段采用两峰相齐的平行折板，其板距等于相对折板的峰距；末段不放折板而用平行直板，使G值从大到小。形式采用单通道，即水流绕一格中的相邻折板之间迂回流动。L=6.0+0.15×4+0.3×2=7.2ml2=1.36m，f2=1.36m2，v2=0.099m/sl3=0.71m，f3=1.42m2，v3=0.100m/s图5.1絮凝池布置图∑h=40（0.00136+0.00082）+10（0.00848+0.014）=0.312m∑h=24×0.00084+8（0.00378+0.0042）=0.084m(3)平行直板h=式中h——转弯水头损失，m；v——平均流速，m/s。设计中取v=0.101m/s。h=3×∑h=n∙h=7×0.00156=0.011mGG1T1=38×3.55×60=8094中段和末段G值和GT值分别为G2=19.1s-1，G2T2=4389.2G3=7.4s-1，G3T3=1478.5(2)折板絮凝池总G值和GT值G=GT=25.1×60×10.71=16129.3在絮凝池每格隔墙底部及过渡段设穿孔排泥管，管径DN200。3．排泥渠排泥渠是用来接受各个排泥管所排出的冲洗排泥水的，在进行设计时要将沉淀池的排泥渠一直延伸到过渡段，排泥渠的具体构造尺寸见沉淀池工艺图。B(5.19)式中B1——集水槽的宽度，m；k——池体的过载系数，本设计中取1.2；q——每条集水槽的水量，m3/s。q=B1各个集水槽的宽度设置为0.3m，各集水槽之间的距离为2.0m，沉淀池中一共设有10条集水槽，集水槽两侧都设有孔口，各条集水槽一侧的开孔数是45，各个孔口之间的距离是48cm。(2)穿孔集水槽深度H1=B1式中H1——穿孔集水槽内水深，m；B1——集水槽的宽度，m。已知B1=0.3m，则H1/m=B1=0.30图5.2沉淀池平面设计示意图图5.2沉淀池平面设计示意图PAGEPAGE113图5.3V型滤池设计草图4．校核强制滤速每组滤池设计流量Q1/(m3∙h-1)=Q0/2=3062.5每座滤池设计流量Q2/(m3∙h-1）=Q1/4=765.625正常过滤时实际滤速v/(m∙一座冲洗时其他滤池的流量Q强/（m3∙h-1）=Q1/3=1020.83此时的滤速v在设计中取进水渠的宽度B1=1.0m，高度H1=1.0m，最后考虑与滤池整体高度相配合，高度实际为1.37m。进水总渠水面比正常运行的滤池水面高0.041+0.091=0.132m。(3)V型槽位置以及尺寸参照《给水排水设计手册(第三版》，滤池冲洗时，V型槽内水位低于斜壁顶0.05~0.10m，取0.05m；V型槽垂直高度取0.50m，倾角45°，壁厚0.10m，V型槽内的水位高度大于槽内底高度0.45m。出水堰的底板和滤池的底板相互持平，则水封井水深：H水封=H1＋H2＋H3=0.88+0.12+0.1=1.1m水封井出水堰堰高：H堰高=H水封–h水封=1.1-0.18=0.92mΔ61214.5145030.2805.56107901231.1839001033.174表5.2配套电机性能参数电机型号额定功率/kw电压/V转速/(r/min)重量（kg）Y255S-4373801480294表5.4水泵安装尺寸电动机尺寸ELL2L1HhBAn-ψd82022553056036812-22-1834635(2)水泵基础计算由水泵安装时使用的尺寸和其配套电机的尺寸表可以确定水泵所安装的基础如下：基础长度Lj=B+L1+=560+600+500+440=2100mm基础宽度Bj=B=550+450=1000mm基础之间最小的距离参照水泵的放置规则，基础间距取1.75m，水泵距墙>0.8m。5.8.2加氯量的计算过滤以后进行消毒，消毒时的加氯点设置在清水池的前面，投氯量的最大值为1.0mg/L。加氯量为q=bQ(5.53)图5.4加氯间与氯库的平面布置图3．通气管为了能够把清水池池内水面上聚集起来的气体发散出去，在清水池的顶部设置了通气管，通气管的管径DN300，气孔上设防护罩。通气管伸出地面的高度高低错落，便于空气流通。图5.5清水池平面布置图5.10水厂平面与高程布置图5.6水厂平面布置草图图5.6水厂平面布置草图g——重力加速度，m/s。则Hj/m=2.5×6347/(3.4×1.2×2400)=1.62(取1.70m)则Hp'/m=Zc+Hc+Σh+hc+hn+h'=4.2+36+16.79+1.79+0.477-0.5=58.757＜61.62则H1/m=0.894+0.84+0.85×1.64+1.3+1.9+0.2=6.53H2/m=泵房外地面标高-泵房内地面标高=172.7-169.7=3.0则H/m=H1+H2=6.53+3.0=9.53(取9.6m)附录附表1最高日最高时用水量计算表附表时间居民用水变化系数居民用水量热电厂油脂厂化肥厂火车站公共设施用水未预见水量小时用水量占总量百分数车间生活用水淋浴用水生产用水车间生活用水淋浴用水生产用水车间生活用水淋浴用水生产用水道路绿地m3/d变化系数用水量变化系数用水量变化系数用水量m3m3m3m3m3m3m3m3m3m3m3％0～11.15931.504.170.5615.16417.004.170.176.8450.044.170.478.937.5341.67932.742442.571.821～21.31053.004.170.56417.004.170.1750.044.170.4737.5341.67932.742533.171.892～31.381117.804.160.56416.004.160.1649.924.160.4737.4441.67932.742596.761.933～41.421150.204.170.56417.004.170.1750.044.170.4737.5341.66932.742630.361.964～51.641328.404.170.56417.004.170.1750.044.170.4737.5341.67932.742808.572.095～64.333507.304.160.56416.004.160.1649.924.160.4737.4441.678493.80932.7413480.0610.046～76.695418.904.170.56417.004.170.1750.044.170.4737.5341.66932.746899.065.147～86.85508.004.170.56417.004.170.1750.044.170.4737.5341.67932.746988.175.218～96.355143.504.160.5615.16416.004.160.166.8449.924.160.478.937.4441.67932.746653.364.969～106.14941.004.170.56417.004.170.1750.044.170.4737.5341.66932.746421.164.7810～115.654576.504.170.56417.004.170.1750.044.170.4737.5341.67932.746056.674.5111～125.684600.804.160.56416.004.160.1649.924.160.4737.4441.67932.746079.764.5312～135.444406.404.170.56417.004.170.1750.044.170.4737.5341.66932.745886.564.3813～145.264260.604.170.56417.004.170.1750.044.170.4737.5341.67662.80932.746403.574.7714～154.053280.504.160.56416.004.160.1649.924.160.4737.4441.67932.744759.463.5515～164.153361.504.170.56417.004.170.1750.044.170.4737.5341.66932.744841.663.6116～174.843920.404.170.5615.16417.004.170.176.8450.044.170.478.937.5341.67932.745431.474.0517～185.784681.804.160.56416.004.160.1649.924.160.4737.4441.67932.746160.764.5918～195.694608.904.170.56417.004.170.1750.044.170.4737.5341.668493.70932.7414582.7610.8619～203.652956.504.170.56417.004.170.1750.044.170.4737.5341.67932.744436.673.3020～213.973215.704.160.56416.004.160.1649.924.160.4737.4441.66932.744694.653.5021～223.612924.104.170.56417.004.170.1750.044.170.4737.5341.67932.744404.273.2822～232.962397.604.170.56417.004.170.1750.044.170.4737.5341.66932.743877.762.8923～242.111709.104.160.56416.004.160.1649.924.160.4737.4441.67932.743188.062.37累计81000.00100.0013.4445.4810000.00100.003.9620.521200.00100.0011.2026.70900.001000.0016987.50662.8022385.76134314.56100.00附表2统一供水方案清水池调节容积计算小时给水处理供水量（%）供水泵站供水量（%）清水池调节容积（%）设置水塔不设水塔设置水塔不设水塔(1)(2)(3)(4)(2)-(3)∑(2)-(4)∑0～14.172.221.821.951.952.352.351～24.172.221.891.953.902.284.632～34.162.221.931.945.842.236.863～44.172.221.961.957.792.219.074～54.172.222.091.959.742.0811.155～64.164.9710.04-0.818.93-5.885.276～74.174.975.14-0.808.13-0.974.307～84.174.975.21-0.807.33-1.043.268～94.164.974.96-0.816.52-0.802.479～104.174.974.78-0.805.72-0.611.8610～114.174.974.51-0.804.92-0.341.5111～124.164.974.53-0.814.11-0.371.1512～134.174.974.38-0.803.31-0.210.9313～144.174.974.77-0.802.51-0.600.3314～154.164.963.55-0.801.710.610.9515～164.174.973.61-0.800.910.561.5116～174.174.974.05-0.800.110.121.6417～184.164.964.59-0.80-0.69-0.431.2118～194.174.9710.86-0.80-1.49-6.69-5.4919～204.174.973.30-0.80-2.290.87-4.6220～214.164.963.50-0.80-3.090.66-3.9621～224.174.973.28-0.80-3.890.89-3.0722～234.172.222.891.95-1.941.28-1.7923～244.162.222.371.940.001.790.00累计100.00100.00100.00调节容积=13.63调节容积=18.48附表3统一供水方案沿线流量计算表管道编号管段长度/m配水长度/m比流量/(L·s-1·m-1)管段沿线流量/(L·s-1)160000.06530.0002100010000.065365.3237007000.065345.7347007000.065345.735100010000.065365.3266006000.065339.1979009000.065358.7986506500.065342.4697507500.065348.9910100010000.065365.32112502500.065316.33126006000.065339.19133503500.065322.86147007000.065345.73续附表3管道编号管段长度/m配水长度/m比流量/(L·s-1·m-1)管段沿线流量/(L·s-1)157007000.065345.7316100010000.065365.32175005000.065332.66184004000.065326065348.99207007000.065345.73219509500.065362.06229009000.065358.79235005000.065332.66245005000.065332.66255005000.065332.6626115011500.065375.1227140014000.065391.4528110011000.065371.86294004000.065326065348.99317507500.065348.99327507500.065348.99339509500.065362.0634110011000.065371.8635115011500.065375.1236140014000.065391.45376506500.065342.46385505500.065335.9339100010000.065365.32409009000.065358.79419009000.065358.79429009000.065358.79435505500.065335.93445505500.065335.9345115011500.065375.1246140014000.065391.45478508500.065355.5348120012000.065378.39合计38100381002488.88附表4统一供水方案节点流量计算表节点编号供水流量集中供水/(L·s-1)沿线流量/(L·s-1)节点流量/(L·s-1)1-2641.200.00-2641.20255.5355.53355.5355.53480.0280.02596.3596.35648.9948.99773.4973.49续附表4节点编号供水流量集中供水/(L·s-1)沿线流量/(L·s-1)节点流量/(L·s-1)862.0662.06950.6350.6310116.1060.43176.531134.3034.301211.5771.8683.431310.6596.35107.001429.4029.401563.6963.691666.9666.961760.4360.431878.3978.3919124.12124.1220122.48122.482114.0078.3992.392280.0280.022391.4591.4524137.18137.1825120.85120.852670.2270.222768.5968.592886.5686.562966.9666.9630112.69112.6931102.89102.893284.9284.923357.1657.16总计152.322488.880.00附表5统一供水方案最高时流量分配、初拟管径管段初分配流量(L/s)选取管径(mm)实际流速（m/s）管长（m）摩阻（s）12641.215001.496000.1121293.2310001.6510001.3031238.4910001.587000.9141293.2310001.657000.915314.356001.11100015.6267009001.106001.307651.78001.309003.468757.869001.196501.4199009001.417501.6310127.564001.021000112.4911824.249001.302500.5412274.336000.976009.37续附表5管段初分配流量(L/s)选取管径(mm)实际流速（m/s）管长（m）摩阻（s）13750.369001.183500.7614716.559001.137001.52155008000.997002.6916117.64000.941000112.4917328.526001.165007.8118299.516001.064006.25194007001.047505.532037.212500.76700776.7321270.746000.9695014.8322211.175001.0890034065007.81243006001.065007.81257009001.105001.0826221.125001.13115043.6427143.944500.91140088.7428119.984000.951100123.7429239.886000.854006.25304007001.047505.53312506000.8875011.71322005001.0275028.4633613000.86950433.79341004000.801100123.7435108.244000.861150129.36361004000.801400157.48371004000.8065073.123891.783500.95550118.553914.161500.80100013352.94402005001.0290034.1541118.184000.94900101.244277.653500.81900193.9943101500.575507344.124428.842500.59550610.2945132.384001.051150129.3646134.654001.071400157.4847107.664000.8685095.624830.732500.6312001331.54附表6统一供水方案最高时平差结果迭代次数=39环号1管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq1100010001.68-1321.792.58-2.580.002270010001.61-1267.052.37-1.660.0013370010001.611264.672.361.650.0013410006001.11313.442.592.590.0083sqtotal=0.462dq=0环号2管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq110006001.11-313.442.59-2.590.008327509001.37872.351.971.470.0017310004000.7594.62.142.140.022646509001.23-781.511.58-1.030.0013sqtotal=0.462dq=0环号3管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq16009001.11-7041.52-0.910.001329008001.3-655.72.07-1.870.002836509001.23781.511.581.030.001342509001.28814.931.720.430.000556006001.02287.912.211.330.0046sqtotal=0.578dq=0环号4管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq110004000.75-94.62.14-2.140.022622509001.28-814.931.72-0.430.000537008000.95-477.111.33-0.930.00245006001.07-301.62.41-1.20.00455009001.11705.311.530.760.0011611505001.13222.843.433.940.0177sqtotal=0.693dq=0环号5管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq16006001.02-287.912.21-1.330.004623509001.21-767.941.52-0.530.000737009001.15-734.131.65-1.150.001647008000.95477.111.330.930.002510004000.7493.112.082.080.0223sqtotal=0.578dq=0续附表6环号6管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq110004000.74-93.112.08-2.080.022327507001.04-399.261.87-1.40.003535006001.12-316.842.64-1.320.004245006001.07301.62.411.20.004514004500.9143.662.573.60.025sqtotal=0.578dq=0环号7管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq15006001.14-322.342.73-1.360.004224006001.04-293.332.29-0.910.003137507001.04399.261.871.40.003547002500.419.631.250.870.0445sqtotal=0.462dq=0环号8管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq17002500.4-19.631.25-0.870.044529506000.87-246.981.66-1.580.006439005000.95-187.412.48-2.230.011945006001.12316.842.641.320.0042511004000.91114.843.063.370.0293sqtotal=0.578dq=0环号9管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq111505001.13-222.843.43-3.940.017727507001.05403.591.911.430.003537506000.9-253.611.75-1.310.0052411504000.951203.323.820.0318sqtotal=0.462dq=0环号10管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq114004500.9-143.662.57-3.60.02527506000.9253.611.751.310.005237505001.13-221.693.39-2.550.0115414004000.98122.563.454.830.0394sqtotal=0.462dq=0环号11管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq111004000.91-114.843.06-3.370.029324006000.75-210.981.24-0.50.0024续附表6管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq37505001.13221.693.392.550.011549503000.42-29.941.09-1.040.034756504001125.783.622.360.0187sqtotal=0.578dq=0环号12管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq19503000.86-614-3.80.0623211004000.81-102.172.47-2.710.026535503500.986.53.531.940.0225410001500.5710.034.574.570.4554sqtotal=0.462dq=0环号13管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq111504000.95-1203.32-3.820.031829005000.98191.832.592.330.012239004000.88-110.992.87-2.590.0233411504000.99124.213.544.070.0328sqtotal=0.462dq=0环号14管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq114004000.8-1002.37-3.320.033229004000.88110.992.872.590.023339003501-96.124.3-3.870.0402414004000.95119.293.284.60.0385sqtotal=0.462dq=0环号15管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq16504001-125.783.62-2.360.018725503500.9-86.53.53-1.940.02253900350196.124.33.870.040245501500.5-8.853.64-20.226258504000.88110.772.862.430.022sqtotal=0.578dq=0环号16管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq110001500.57-10.034.57-4.570.455425501500.58.853.6420.226235502500.55-26.882.2-1.210.0451412002500.6732.693.153.780.1155sqtotal=0.462dq=0附表7统一供水方案消防时流量分配、初拟管径管段初分配流量(L/s)选取管径(mm)实际流速（m/s）管长（m）摩阻（s）12866.215001.626000.1121405.3311001.4810000.8231349.811001.427000.5741405.3411001.487000.575425.327001.1110007.376878.7710001.126000.787829.789001.309001.9588009001.266501.41990010001.157500.9710126.514001.011000112.4911864.4510001.102500.3212313.826001.116009.3713892.0710001.143500.4514857.7710001.097000.91155008000.997002.6916116.574000.931000112.4917367.347000.955003.6918337.946001.204006.25195007001.307505.5320136.314001.0870078.7421407.297001.069507.0022346.866001.2390014.05233006001.065007.81243006001.065007.81257009001.105001.0826221.615001.13115043.6427147.494500.93140088.742875.013500.781100237.1029254.486000.904006.25304007001.047505.53312506000.8875011.71322506000.8875011.713374.463500.77950204.76341004000.801100123.7435108.554000.861150129.36361004000.801400157.4837129.154001.0365073.1238133.394500.8455034.863934.82500.7110001109.62402005001.0290034.1541121.374000.97900101.24续附表7管段初分配流量(L/s)选取管径(mm)实际流速（m/s）管长（m）摩阻（s）421004000.80900101.2443302500.61550610.294448.243000.68550251.1445133.044500.84115072.8946141.724500.89140088.7447138.834500.8785053.884883.913500.871200258.65附表8统一供水方案消防时平差结果迭代次数39环号1管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq1100011001.53-1450.721.88-1.880.0013270011001.47-1395.191.74-1.210.0009370011001.431359.951.651.150.0008410007001.06406.71.941.940.0048sqtotal=0.199dq=0环号2管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq110007001.06-406.71.94-1.940.0048275010001.11873.231.3410.0012310004000.7290.351.971.970.021846509001.23-784.781.59-1.030.0013sqtotal=0.199dq=0环号3管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq160010001.17-920.761.48-0.890.00129009001.37-871.771.96-1.770.00236509001.23784.781.591.030.0013425010001.04813.061.170.290.000456006001.02288.12.211.330.0046sqtotal=0.248dq=0环号4管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq110004000.72-90.351.97-1.970.0218225010001.04-813.061.17-0.290.000437008000.94-474.331.32-0.920.001945006001.07-303.572.44-1.220.00455009001.12709.391.540.770.0011611505001.09213.183.153.630.017sqtotal=0.298dq=0续附表8环号5管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq16006001.02-288.12.21-1.330.0046235010001.16-908.351.44-0.50.0006370010001.11-874.051.34-0.940.001147008000.94474.331.320.920.0019510004000.6987.331.851.850.0211sqtotal=0.248dq=0环号6管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq110004000.69-87.331.85-1.850.021127507001.15-442.542.27-1.70.003835006001.14-322.342.73-1.360.004245006001.07303.572.441.220.004514004500.92145.672.643.690.0253sqtotal=0.248dq=0环号7管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq15007001.07-411.841.98-0.990.002424006001.35-382.443.24-1.30.003437507001.15442.542.271.70.003847004000.4556.510.840.590.0104sqtotal=0.199dq=0环号8管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq17004000.45-56.510.84-0.590.010429507000.97-371.991.64-1.560.004239006001.1-311.562.56-2.30.007445006001.14322.342.731.360.0042511003500.7976.342.83.080.0404sqtotal=0.248dq=0环号9管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq111505001.09-213.183.15-3.630.01727507001.09417.832.041.530.003737506000.87-246.961.66-1.250.005411504000.89111.742.913.350.0299sqtotal=0.199dq=0环号10管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq114004500.92-145.672.64-3.690.0253续附表8管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq27506000.87246.961.661.250.00537506000.95-269.191.95-1.460.0054414004000.87109.252.793.910.0358sqtotal=0.199dq=0环号11管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq111003500.79-76.342.8-3.080.040424006000.78-220.51.35-0.540.002437506000.95269.191.951.460.005449503500.48-45.931.11-1.050.022956504001.18148.574.953.210.0216sqtotal=0.248dq=0环号12管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq19503500.77-74.462.68-2.540.0342211004000.75-94.552.14-2.350.024935504500.78124.281.971.080.0087410002500.7436.33.813.810.1051sqtotal=0.199dq=0环号13管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq111504000.89-111.742.91-3.350.029929005001.09214.633.22.880.013439004000.89-112.272.93-2.640.0235411504500.93147.672.73.110.0211sqtotal=0.199dq=0环号14管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq114004000.87-109.252.79-3.910.035829004000.89112.272.932.640.023539004000.87-109.022.78-2.50.0229414004500.93147.252.693.770.0256sqtotal=0.199dq=0环号15管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq16504001.18-148.574.95-3.210.021625504500.78-124.281.97-1.080.008739004000.87109.022.782.50.022945502500.4-19.41.22-0.670.034758504500.96153.382.92.470.0161sqtotal=0.248dq=0续附表8环号16管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq110002500.74-36.33.81-3.810.105125502500.419.41.220.670.034735503000.63-44.292.22-1.220.0276412003500.9187.853.634.360.0496sqtotal=0.199dq=0附表9统一供水方案事故时流量分配、初拟管径管段初分配流量(L/s)选取管径(mm)实际流速（m/s）管长（m）摩阻（s）11848.8414001.206000.1521809.9714001.1810000.2531771.114001.157000.184000.007000.0057009001.1010002.1766008001.196002.317565.78001.139003.468403.657001.056504.799643.988001.287502.891092.544000.741000112.4911452.757001.182501.841267.313500.70600129.3213509.448001.013501.3514485.437001.267005.16153506001.2470010.931691.64000.731000112.4917202.135001.0350018.9718181.555000.92400150675011.712055.423500.58700150.8821190.15000.9795036.0522147.85000.75900340250018.97242005001.0250018.97255007001.305003.6926165.134501.04115072.8927128.254500.81140088.74281004000.801100123.7429183.135000.93400159975011.71311504500.9475047.54续附表9管段初分配流量(L/s)选取管径(mm)实际流速（m/s）管长（m）摩阻（s）32142.514500.9075047.543357.113000.81950433.7934703500.731100237.103585.983500.891150247.873669.953500.731400301.7637603000.85650296.813867.953000.96550251.1439101500.57100013352.94401304500.8290057.0541703500.73900193.994267.863500.71900193.99439.941500.565507344.124419.412000.625501809.214583.133500.861150247.874674.253500.771400301.764770.093500.73850183.214820.582000.6612003947.36附表10统一供水方案事故时平差结果迭代次数=38环号1管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq110009001.12-710.281.55-1.550.002227508001.26633.71.941.450.0023310004000.5772.111.31.30.018146507001.03-397.441.86-1.210.003sqtotal=1.083dq=0环号2管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq16008001.23-616.481.83-1.10.001829008001.16-582.181.93-1.740.00336507001.03397.441.861.210.00342507001.11426.122.110.530.001256003500.6360.681.841.10.0182sqtotal=1.354dq=0环号3管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq110004000.57-72.111.3-1.30.018122507001.11-426.122.11-0.530.001237006001.17-329.992.85-1.990.00645005001.01-198.452.76-1.380.00755007001.33510.152.551.270.0025611504501.05167.523.423.930.0235sqtotal=1.624dq=0续附表10环号4管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq16003500.63-60.681.84-1.10.018223508001.03-519.31.56-0.550.001137007001.29-495.292.4-1.680.003447006001.17329.992.851.990.006510004000.5873.141.341.340.0183sqtotal=1.354dq=0环号5管段号管长(米)管径(毫米)流速(米/秒)流量(升/秒)1000i水头损失(米)sq110004000.58-73.141.34-1.340.018327506001.03-292.042.27-1.70.005835005001.05-205.92.96-1.480.007245005001.01198.452.761.380.007514004500.84133.362.243.130.0235sqtotal=1.354dq=0环号6管段号管长(米