《某港口经济区的净水厂建设工程布局设计》21000字【论文】

某港口经济区的净水厂建设工程布局设计摘要：根据毕业设计过程中的进度安排，本设计的阶段和完成的内容分别有：一、搜集A县可门港经济区的拟定供水现状资料和供水条件后，再根据《福建城市用水量标准》、《室外给水设计标准》和《城市给水工程规划规范》等文献，撰写文献综述和开题报告。二、通过规划区内总平面图确定供水的体制，对管材的选择进行方案比选。用鸿业软件对配水管网进行绘制并进行平差计算、消防校核及事故校核。三、对净水工艺流程和设备等进行比选论证，确定主体为折板絮凝池、平流沉淀池和V型滤池。用CAD软件进行给水厂主要构筑物的绘制。福州可门港经济区距A县城约40公里，距福州市区约85公里，位于罗源湾的南部。可门港经济区背靠高山，港口交通便利。本次设计的规划范围从北茭开始至马透平原，北部为罗源湾，南面定海湾、黄岐湾，总用地约340平方公里，建设用地规模达79.5平方公里，其中中心区用地65平方公里。随着可门港经济区的不断发展与开发，各方企业投资的力度加大，各类工业项目的建设，不仅人口在增多，且需水量也在逐步增加，客观上要求供水设施应优先建设。结合可门港经济区的开发建设速度和经济发展要求，兴建现代化的净水厂是十分必要和迫切。根据用水量预测，本设计净水厂采用近期（2015年）4.0万m3/d的规模设计。关键词：给水厂，需水量，工艺流程目录9480摘要 ⅠTOC\o"1-3"\h\u30921第1章绪论 II第1章绪论工程设计期限设计期限：近期至2015年，中期至2020年，远期至2030年。工程服务范围A县可门港经济区，包括马鼻、透堡、官坂、筱埕、黄岐、苔菉、坑园、安凯、下宫等9个乡镇。用水量预测预测方法趋势外推法、回归分析法和指标分析法是城市需水量预测的常用的几种方法。随着社会的经济发展和居民生活水平的提高，万元用水量逐步下降，居民的生活用水量增长趋于缓慢，同时由于缺少各类用户的长期用水量数据等，考虑到各村镇总体规划的主要内容是规划期内人口、产业和城市设施的管理指标，因此本设计采用指标分析法中的单位人口综合用水量指标预测法、单位建设用地综合用水量指标预测法、分类用水指标法三种方法进行需水量预测。。预测指标福建省城乡规划设计研究院和福建省城市建设协会在对福建省进行大量的资料搜集及调查后，编制了《福建城市用水量标准》DBJ/T13-127-2010，该标准于2010年11月1日开始实施。该标准适用于福建省县级以上城市（含县城）的给水排水工程规划及市政设计中的用水量预测。该标准主要水量指标如下：表1-1最高日人均居民生活用水量指标（L/p/d）设区市县级市、县城最高日平均日最高日平均日180~280140~220160~260120~200表1-2人均综合用水量指标（L/p/d）设区市县级市、县城最高日平均日最高日平均日280~450220~360160~260120~200表1-3最高日单位居住用地用水量指标（m³/（h㎡.d））设区市县级市、县城80~15070~130表1-4最高日单位工业用地用水量指标（m³/（h㎡.d））类别用水量指标主要适用工业类别低用水量15~30通讯设备、计算机和其他电子设备制造、运输设备、农业和食品加工、纺织工业（最终纺织品、针织品、纺织品及其制品等的制造）、皮革、毛皮及其制品工业（皮革制品的制造）、毛皮鞣制和产品加工)；木工及木、竹、藤、棕、草制品行业；医药制造（卫生材料及药品、中成药、化学品）；金属制造（搪瓷制品制造、金属工具制造、结构金属制品制造、不锈钢制造及类似的日用金属制品制造）；特种装备制造（印刷、医药、日化制造、特种装备制造、农林牧渔、特种工程）等。中用水量30~70食品生产、化工原料和化工生产（农用化学品生产、日用化学品生产、油漆、油墨、颜料等生产）、医药生产（生物和生化产品生产）、非金属矿产品工业；通用设备制造（锅炉/驱动机械制造、金属加工机械制造、金属铸造、锻造）等。高用水量70~120纺织业（棉花、合成纺织品及印染剂、羊毛纤维及染整剂等）；毛皮及其制品工业（皮革鞣制和加工）；人造纤维的制造；钢铁和金属加工业；有色金属精加工和压延行业；饮料生产（酒精，酒制造，软饮料生产）等表1-5城市日变化系数设区市县级市、县城1.1~1.31.3~1.6考虑到《福建省城市用水量标准》较贴合福建省的实际情况，本设计主要按照《福建省城市用水量标准》结合其他相关规范和标准进行水量预测。远期需水量预测分类用水量指标法《福州可门港经济区总体规划修编方案初稿》只对规划中心区进行远期（2030年）的用地平衡分析，未对城乡统筹区及可门港近期、中期进行用地平衡分析，近期、中期可门港的工业用地、道路面积、绿化面积等指标数据无法选取，故只能对可门港中心规划区远期的用水量进行分类估算。根据《城市给水工程规划规范》以及《福建省城市用水量标准》，可门港中心规划区分类估算法预测远期用水量如下：居民生活综合用水量居民生活用水量根据最高日居民生活用水指标法进行计算。表1-6最高日居民生活用水量预测远期规划人口（万人）指标取值（L/p/d）居民生活用水量（万m³/d）37.52509.375工业企业用水综合考虑《城市给水工程规划规范》GB50282-2016和《福建城市用水量标准》DBJ/T13-127-2010，工业企业用水量如下：表1-8工业企业用水量预测工业用地（ha）指标（m³/hm2.d）工业企业用水量（万m³/d）2095.6504.20道路浇洒和绿地用水量表1-9近期道路浇洒和绿地用水量道路和绿化面积（ha）指标（L/m2.d）道路浇洒和绿化用水量（万m³/d）2093.791.53.14管网漏损水量和未预见水量根据《城市给水工程规划规范》GB50282-2016和《福建城市用水量标准》DBJ/T13-127-2010，管网漏损水量和未预见水量按（1）~（3）款水量之和的10%~25%取值，本设计取20%。表1-10管网漏损和未预见水量预测居民生活用水量（万m³/d）工业企业用水量（万m³/d）道路浇洒和绿化用水量（万m³/d）系数管网漏损水量和未预见水量（万m³/d）9.3754.203.1420%3.343（6）总用水量

表1-11总用水量预测（单位：万m³/d）居民生活用水量工业企业用水量道路浇洒和绿化用水量管网漏损水量和未预见水量总用水量9.3754.203.143.34320.06单位建设用地综合用水量指标预测法根据《福州可门港经济区总体规划修编方案初稿》，仅对可门港远期规划建设用地进行预测，但未对近期和中期建设用地进行详细规划。因此，采用单位建设用地用水量指标法预测用水量，只能根据远期的建设规模进行预测。可门港用地定位以港口物流、铁路物流、生态居住、综合服务、生态旅游社区、旅游度假、产业制造为主，因此本工程远期的单位建设用地综合用水量指标取福建省县城平均值，即0.30万m3/km2·d。表1-12单位建设用地综合用水量指标法预测表规划建设用地面积（hm2）单位建设用地综合用水量指标（万m³/km2.d）用水量（万m³/d）79.50.3023.851.5近期用水量预测由于《福州可门港经济区总体规划修编方案初稿》未对可门港经济区近期、中期发展进行详细规划，故只能采用经验法来确定可门港经济区近期需水量规模。预测近期（2015年）可门港经济区人口约为21.98万人。生活用水量Q1=0.2×21.98=4.4万m³/d工业用水量Q2≈1.7万m³/d其他用水量Q3=（4.4+1.7）×0.5=3.05万m³/d近期总用水量Q=Q1+Q2+Q3=4.4+1.7+3.05=9.15万m³/d1.6工程规模确定根据需水量预测及供水平衡分析，确定可门港经济区近期设计可门港第一水厂按4.0万m3/d规模建设，中远期供水规模扩建4.0万m3/d，总规模为8.0万m³/d。第二章配水管网设计2.1管网定线目前常用的管网定线形式有枝状管网和环状管网。枝状管网的优点是造价较低，施工方便。但供水安全性较差，一旦出现管网中途漏损，将会严重影响不利点的供水。环状管网的供水安全性较高，供水水压相对稳定，但造价相对较高，施工过程复杂。考虑到可门港经济区的主要用地类型为居住和制造业，根据可门港经济区的地形情况，结合可门港地区其余水厂的用水量平衡分析，本设计定线采用环状管网配水的形式。2.2管材选择由于本设计规划的范围较大，管线长度较长，因此设计的管径较大。因此需要进行管材的方案比选，采取既经济，水头损失又小的方案。目前常见的管材有很多，考虑到造价和地形因素，本设计仅对钢管、PE管和球墨铸铁管进行比较。表2-1管材比选表管材名称优缺点适用流速备注钢管优点：1.机械强度高，使用寿命较长2.内衬图层后抗腐蚀性强缺点：1.施工不方便，重量大2.焊接的强度要求比较严格0.8m/s~3.0m/sPE管优点：1.现状应用比较广泛耐腐蚀性强，可以适应各种腐蚀性的条件重量轻，水头损失比较小缺点：适合用于温度较低的条件0.8m/s~3.0m/s球墨铸铁管优点：1.耐腐蚀性的能力强2.建造成本低，安装方便3.机械性能好缺点：壁厚较大，内衬涂层防腐效果一般0.6m/s~1.4m/s推荐管材综合考虑，虽然管径过小或过大的情况会导致球墨铸铁管的造价比较高，但球墨铸铁管的机械性能和技术性能较好，且耐腐蚀性强，结合造价概算的情况考虑，本设计配水管网决定采用球墨铸铁管。第三章配水管网计算3.1流量计算配水管网设计流量按最高日最高时流量计算，参考《GB50013-2018室外给水设计标准》4.0.9：Q=1.6×40000=64000m³/d=740.74L/s3.2配水干管的有效长度计算根据上述的定线原则，确定供水方向，同时进行经济比选，并列表统计各管段的实际和有效长度，用设计软件计算流量、比流量、沿线流量和节点流量。表3-1各管段长度和配水长度管道编号管长（m）有效管长（m）管道编号管长（m）有效管长（m）JS1-JS2799799JS35-JS36503503JS2-JS3360360JS36-JS26518518JS3-JS4907907JS32-JS38689689JS4-JS5507507JS38-JS3912041204JS5-JS6502502JS39-JS40474474JS6-JS7488488JS40-JS41384384JS7-JS8502502JS41-JS42288288JS8-JS9431431JS42-JS43972972JS9-JS10418418JS43-JS44975975JS10-JS11431431JS44-JS4510071007JS11-JS12535535JS45-JS4616301630JS12-JS13503503JS46-JS4711031103JS13-JS14499499JS47-JS4818881888JS14-JS15495495JS48-JS49602602JS15-JS16232232JS49-JS50694694JS16-JS17500500JS50-JS51581581JS17-JS18608608JS51-JS52752752JS18-JS26867867JS52-JS53656656JS26-JS3714790JS53-JS6916761676JS37-JS45443443JS47-JS54568568JS2-JS19885885JS54-JS55548548JS19-JS20343343JS55-JS5611081108JS20-JS21567567JS56-JS57978978JS21-JS22493493JS57-JS58655655JS22-JS23499499JS58-JS69521521JS23-JS24501501JS46-JS59678339JS24-JS25795795JS59-JS60336168JS25-JS26488488JS60-JS61559279.5JS19-JS27638638JS61-JS6211591159JS27-JS28341341JS62-JS6310481048JS28-JS29498498JS63-JS64505505JS29-JS30656656JS64-JS65651651JS30-JS31211211JS65-JS66489489JS31-JS3210371037JS66-JS67686686JS32-JS33339339JS67-JS68929929JS33-JS34354354JS68-JS69608608JS34-JS354124123.3比流量计算qcb=式中，qcb——长度比流量，L/（s.m）Q——管网总用水量，L/s∑Qi——工业企业及其他大用户的集中流量之和，L/s∑L——管网配水干管总计算长度，m。一侧配水的管段（例如只有一侧配水的管道）计入实际长度的一半。对于两侧配水的管段，计算长度与实际长度相对应；两边没有配水的管道的长度不计算在内（即不穿越广场、公园等无建筑物地区的管线长度）。q各管段的沿线流量计算如下表：表3-2沿线流量分配管道编号管长（m）有效管长（m）比流量沿线流量（L/s）JS1-JS27997990.01612.784JS2-JS33603600.0165.760JS3-JS49079070.01614.512JS4-JS55075070.0168.112JS5-JS65025020.0168.032JS6-JS74884880.0167.808JS7-JS85025020.0168.032JS8-JS94314310.0166.896JS9-JS104184180.0166.688JS10-JS114314310.0166.896JS11-JS125355350.0168.560JS12-JS135035030.0168.048JS13-JS144994990.0167.984JS14-JS154954950.0167.920JS15-JS162322320.0163.712JS16-JS175005000.0168.000JS17-JS186086080.0169.728JS18-JS268678670.01613.872JS26-JS37147900.0160JS37-JS454434430.0167.088JS2-JS198858850.01614.16JS19-JS203433430.0165.488JS20-JS215675670.0169.072JS21-JS224934930.0167.888JS22-JS234994990.0167.984JS23-JS245015010.0168.016JS24-JS257957950.01612.72JS25-JS264884880.0167.808JS19-JS276386380.01610.208JS27-JS283413410.0165.456JS28-JS294984980.0167.968JS29-JS306566560.01610.496JS30-JS312112110.0163.376JS31-JS32103710370.01616.592JS32-JS333393390.0165.424JS33-JS343543540.0165.664JS34-JS354124120.0166.592JS35-JS365035030.0168.048JS36-JS265185180.0168.288JS32-JS386896890.01611.024JS38-JS39120412040.01619.264JS39-JS404744740.0167.584JS40-JS413843840.0166.144JS41-JS422882880.0164.608JS42-JS439729720.01615.552JS43-JS449759750.01615.600JS44-JS45100710070.01616.112JS45-JS46163016300.01626.080JS46-JS47110311030.01617.648JS47-JS48188818880.01630.208JS48-JS496026020.0169.632JS49-JS506946940.01611.104JS50-JS515815810.0169.296JS51-JS527527520.01612.032JS52-JS536566560.01610.496JS53-JS69167616760.01626.816JS47-JS545685680.0169.088JS54-JS555485480.0168.768JS55-JS56110811080.01617.728JS56-JS579789780.01615.647JS57-JS586556550.01610.480JS58-JS695215210.0168.336JS46-JS596783390.0165.424JS59-JS603361680.0162.688JS60-JS61559279.50.0164.472JS61-JS62115911590.01618.544JS62-JS63104810480.01616.768JS63-JS645055050.0168.080JS64-JS656516510.01610.416JS65-JS664894890.0167.824JS66-JS676866860.01610.976JS67-JS689299290.01614.864JS68-JS696086080.0169.7283.4节点设计流量计算干管布置及节点分布如下图所示：各节点的节点流量计算表如下：表3-3节点设计流量计算节点编号节点总流量（L/s）JS16.392JS216.352JS310.136JS411.312JS58.072JS67.920JS77.920JS87.464JS96.792JS106.792JS117.728JS128.304JS138.016JS147.952JS155.816JS165.856JS178.864JS1811.800JS1914.928JS207.280JS218.480JS227.936JS238.000JS2410.368JS2520.528JS2614.984JS277.832JS286.712JS299.232JS306.936JS319.984JS3216.525JS335.544JS346.128JS357.320JS368.168JS373.544JS3815.144JS3913.424JS406.864JS415.376JS4210.080JS4315.576JS4415.856JS4524.640JS4624.576JS4728.472JS4819.920JS4910.368JS5010.200JS5110.664JS5211.264JS5318.656JS548.928JS5513.248JS5616.688JS5713.064JS589.408JS594.056JS603.580JS6111.508JS6217.656JS6312.424JS649.248JS659.120JS669.400JS6712.920JS6812.296JS6922.4403.5管网平差计算3.5.1闭合环的选定绘画管网平差简图，按沿着主干管进行主要分配，并规定闭合环，进行如下表分配：平差计算依据和结果1、平差类型反算水源压力2、计算公式海曾威廉公式V=0.44*C*(Re/C)^0.075*(g*D*I)^0.5Re=V*D/ν计算温度：13℃ν=0.0000013、局部损失系数：1.104、水源点水泵参数:无参数5、管网平差结果特征参数水源点编号节点流量(L/s)节点压力(m)72-754.651157.51最大管径(mm):900.00最小管径(mm):200.00最大流速(m/s):3.889最小流速(m/s):0.010水压最低点53压力(m):59.66自由水头最低点49自由水头(m):28.00平差计算节点参数节点编号流量(L/s)地面标高(m)节点水压(m)自由水头(m)16.39228.600153.157124.557216.35236.760151.795115.035310.13636.730151.353114.62348.07237.870150.347112.47758.07237.640149.821112.18167.46336.700149.282112.58277.46335.710148.770113.06087.46334.980148.278113.29896.79235.010141.360106.350106.79235.310134.81799.507118.01635.440127.98792.547128.01635.560119.69984.139138.01635.670112.04576.375145.81635.840104.96769.127155.81636.27098.12361.853165.85636.30094.84458.544178.86336.76088.22951.4691811.80036.19080.13343.9431914.92739.33068.95529.625207.28037.85068.95431.104218.48038.01068.95530.945227.93637.15068.95731.807238.00037.06068.97431.9142410.36837.00069.00632.0062520.52836.91069.10032.1902614.98436.87069.22332.353277.82238.45068.72230.272286.71238.87068.61529.745299.23238.19068.47630.286306.93638.19068.31230.122319.98437.00068.26831.2683216.52533.77068.09534.325335.54434.84068.21333.373346.12735.39068.36932.979357.32034.90068.57633.676368.16736.36068.87132.511373.54332.17065.82533.6553815.14433.32067.35534.0353913.42433.02066.30933.289406.86433.81066.06932.259415.37633.59065.84432.2544210.08030.43065.69835.2684315.57529.91065.28335.3734415.85632.29065.00432.7144524.64031.97064.84432.8744624.57630.66062.88332.2234728.47130.63060.61329.9834819.92028.99059.92930.9394910.36831.81059.81028.0005010.20029.05059.73630.6865110.64427.78059.68531.9055211.26427.60059.65932.0595318.65627.60059.65532.055548.92729.26060.34431.0845513.24829.23060.13830.9085616.68828.33059.85431.5245713.06428.74059.75031.010589.40828.85059.69130.841594.05630.27062.25031.980603.58030.24061.96231.7226111.50829.88061.51431.6346217.65628.87060.73131.8616312.42428.76060.25231.492649.24828.04060.08232.042659.12027.76059.91632.156669.40027.52059.82832.3086712.92027.90059.74131.8416812.29627.77059.68631.9166922.44027.63059.67432.04472-754.65128.600157.515128.915平差计算管道参数管道编号管径(mm)管长(m)流量(L/s)流速(m/s)千米损失(m)管道损失(m)1-2900789.300748.2591.1281.7261.3631-729002484.800754.6511.1381.7544.3583-2900385.500599.7590.9041.1470.4424-3900905.600589.6230.8891.1111500581.5510.8771.0830.5266-5900510.900573.4790.8651.0550.5397-6900496.600566.0160.8531.0300.5128-7900489.200558.5530.8421.0050.4929-8500421.400551.0902.65616.4176.91810-9500407.800544.2982.62316.0456.54311-12500543.600529.4902.55215.2468.28811-10500435.700537.5062.59015.6766.83012-13500516.400521.4742.51314.8227.65413-14500491.400513.4582.47514.4037.07814-15500485.300507.6422.44614.1036.84415-16500237.500501.8262.41813.8063.27916-17500489.700495.9702.39013.5096.61517-18500619.600487.1072.34813.0668.09618-26500873.800475.3072.29112.48610.91119-2200880.400132.1483.88994.09482.84020-19600345.3004.1800.0140.0010.00021-20600581.2003.1000.0100.0000.00022-21600481.30011.5800.0390.0050.00323-22500499.30019.5160.0940.0340.01724-23500498.20027.5160.1330.0640.03225-24500813.10037.8840.1830.1160.09426-36500514.40098.9040.4770.6840.35226-25500473.80058.4120.2820.2580.12227-28600335.200105.2190.3540.3210.10827-19600632.900113.0410.3810.3670.23228-29600487.80098.5070.3320.2840.13930-29600689.80089.2750.3010.2370.16431-30600218.80082.3390.2770.2040.04532-316001070.90072.3550.2440.1610.17233-32500311.60071.7460.3460.3780.11834-33500358.70077.2900.3720.4340.15635-34500415.00083.4170.4020.4990.20736-35500505.60090.7370.4370.5830.29537-266001494.000303.0071.0202.2743.39838-32500675.800127.5760.6151.0960.74039-385001206.300112.4320.5420.8671.04640-39500350.10099.0080.4770.6860.24041-40500375.00092.1440.4440.6000.22542-41500270.50086.7680.4180.5370.14543-42500971.30076.6880.3700.4270.41544-43500996.20061.1130.2950.2810.28045-37600440.900299.4641.0082.2250.98145-44500991.50045.2570.2180.1610.16046-457001628.500320.0810.7951.2041.96147-465001106.500179.0660.8632.0522.27047-54500579.30080.2880.3870.4650.26948-475001880.90070.3060.3390.3640.68449-48500603.60050.3860.2430.1960.11949-50500576.40040.0180.1930.1280.07450-51500692.30029.8180.1440.0740.05252-51500761.30019.1740.0920.0330.02553-52500657.3007.9100.0380.0060.00454-55500550.10071.3610.3440.3740.20655-565001110.10058.1130.2800.2560.28456-57500757.60041.4250.2000.1370.10457-58500876.30028.3610.1370.0680.05959-46500684.000116.4390.5610.9250.63359-60500333.000112.3830.5420.8670.28961-60500548.100108.8030.5240.8160.44762-635001045.70079.6390.3840.4580.47962-615001180.40097.2950.4690.6640.78364-63500506.40067.2150.3240.3350.17065-64500653.10057.9670.2790.2550.16666-65500474.20048.8470.2350.1860.08867-66500690.40039.4480.1900.1250.08667-68500932.60026.5280.1280.0600.05668-69500600.50014.2320.0690.0190.01169-58500513.80018.9530.0910.0320.01769-535001676.60010.7460.0520.0110.0193.5消防与事故校核3.5.1消防校核利用鸿业软件进行消防校核，设定自由水压为10m，在最不利点增加20L/s的消防用水情况下进行计算。平差计算依据和结果1、平差类型消防校核2、计算公式海曾威廉公式V=0.44*C*(Re/C)^0.075*(g*D*I)^0.5Re=V*D/ν计算温度：13℃ν=0.0000013、局部损失系数：1.104、水源点水泵参数:无参数5、管网平差结果特征参数水源点编号节点流量(L/s)节点压力(m)72-774.651163.80最大管径(mm):900.00最小管径(mm):200.00最大流速(m/s):4.009最小流速(m/s):0.008水压最低点52压力(m):59.74自由水头最低点49自由水头(m):28.00平差计算节点参数节点编号流量(L/s)地面标高(m)节点水压(m)自由水头(m)16.39228.600159.228130.628216.35236.760157.797121.037310.13636.730157.333120.60348.07237.870156.276118.40658.07237.640155.723118.08367.46336.700155.156118.45677.46335.710154.618118.90887.46334.980154.100119.12096.79235.010146.807111.797106.79235.310139.905104.595118.01635.440132.69697.256128.01635.560123.94188.381138.01635.670115.84980.179145.81635.840108.35972.519155.81636.270101.11264.842165.85636.30097.63861.338178.86336.76090.62453.8641811.80036.19082.03245.8421914.92739.33070.17730.847207.28037.85070.17632.326218.48038.01070.17732.167227.93637.15070.17933.029238.00037.06070.19533.1352410.36837.00070.22533.2252520.52836.91070.31633.4062614.98436.87070.43533.565277.82238.45069.93231.482286.71238.87069.81830.948299.23238.19069.67031.480306.93638.19069.49531.305319.98437.00069.44732.4473216.52533.77069.26035.490335.54434.84069.38434.544346.12735.39069.54734.157357.32034.90069.76334.863368.16736.36070.07033.710373.54332.17066.72634.5563815.14433.32068.46235.1423913.42433.02067.32234.302406.86433.81067.05833.248415.37633.59066.80833.2184210.08030.43066.64636.2164315.57529.91066.17736.2674415.85632.29065.85033.5604524.64031.97065.65433.6844624.57630.66063.46132.8014728.47130.63060.85530.2254819.92028.99059.97730.9874930.36831.81059.81028.0005010.20029.05059.76630.7165110.64427.78059.74231.9625211.26427.60059.73532.1355318.65627.60059.73532.135548.92729.26060.56231.3025513.24829.23060.33631.1065616.68828.33060.01731.6875713.06428.74059.89631.156589.40828.85059.82130.971594.05630.27062.76532.495603.58030.24062.44732.2076111.50829.88061.95132.0716217.65628.87061.07432.2046312.42428.76060.52431.764649.24828.04060.32532.285659.12027.76060.12532.365669.40027.52060.01532.4956712.92027.90059.90332.0036812.29627.77059.82032.0506922.44027.63059.79832.16872-774.65128.600163.801135.201平差计算管道参数管道编号管径(mm)管长(m)流量(L/s)流速(m/s)千米损失(m)管道损失(m)1-2900789.300768.2601.1581.8131.4311-729002484.800774.6521.1681.8414.5743-2900385.500615.6910.9281.2030.4644-3900905.600605.5550.9131.1671500597.4830.9011.1380.5536-5900510.900589.4110.8891.1100.5677-6900496.600581.9480.8771.0840.5388-7900489.200574.4850.8661.0590.5189-8500421.400567.0222.73317.3067.29310-9500407.800560.2302.70016.9246.90211-12500543.600545.4222.62916.1068.75511-10500435.700553.4382.66716.5477.20912-13500516.400537.4062.59015.6718.09213-14500491.400529.3902.55115.2417.48914-15500485.300523.5742.52314.9337.24715-16500237.500517.7582.49514.6273.47416-17500489.700511.9022.46714.3237.01417-18500619.600503.0392.42413.8678.59218-26500873.800491.2392.36713.27211.59719-2200880.400136.2174.00999.52387.62020-19600345.3004.9320.0170.0010.00021-20600581.2002.3480.0080.0000.00022-21600481.30010.8280.0360.0050.00223-22500499.30018.7640.0900.0320.01624-23500498.20026.7640.1290.0610.03025-24500813.10037.1320.1790.1120.09126-36500514.400100.8880.4860.7100.36526-25500473.80057.6600.2780.2520.11927-28600335.200108.5370.3650.3400.11427-19600632.900116.3590.3920.3870.24528-29600487.800101.8250.3430.3020.14830-29600689.80092.5930.3120.2540.17531-30600218.80085.6570.2880.2200.04832-316001070.90075.6730.2550.1750.18733-32500311.60073.7300.3550.3970.12434-33500358.70079.2740.3820.4540.16335-34500415.00085.4010.4120.5210.21636-35500505.60092.7210.4470.6070.30737-266001494.000317.7071.0702.4833.70938-32500675.800132.8770.6401.1810.79839-385001206.300117.7330.5670.9441.13940-39500350.100104.3090.5030.7550.26441-40500375.00097.4450.4700.6660.25042-41500270.50092.0690.4440.5990.16243-42500971.30081.9890.3950.4840.47044-43500996.20066.4140.3200.3280.32645-37600440.900314.1641.0582.4321.07245-44500991.50050.5580.2440.1980.19646-457001628.500340.0820.8451.3472.19347-465001106.500192.9320.9302.3552.60647-54500579.30084.0040.4050.5060.29348-475001880.90080.4570.3880.4670.87849-48500603.60060.5370.2920.2760.16749-50500576.40030.1690.1450.0760.04450-51500692.30019.9690.0960.0350.02552-51500761.3009.3250.0450.0090.00753-52500657.3001.9390.0090.0000.00054-55500550.10075.0770.3620.4110.22655-565001110.10061.8290.2980.2870.31856-57500757.60045.1410.2180.1600.12157-58500876.30032.0770.1550.0850.07559-46500684.000122.5740.5911.0180.69659-60500333.000118.5180.5710.9560.31861-60500548.100114.9380.5540.9030.49562-635001045.70085.7740.4130.5260.55062-615001180.400103.4300.4980.7430.87764-63500506.40073.3500.3530.3940.19965-64500653.10064.1020.3090.3070.20066-65500474.20054.9820.2650.2310.10967-66500690.40045.5820.2200.1630.11367-68500932.60032.6620.1570.0880.08268-69500600.50020.3660.0980.0370.02269-58500513.80022.6690.1090.0450.02369-535001676.60020.5950.0990.0380.0633.5.2事故校核鸿利软件进行事校核，将管段19-2设为事故管段进行校核。平差计算依据和结果1、平差类型事故校核2、计算公式海曾威廉公式V=0.44*C*(Re/C)^0.075*(g*D*I)^0.5Re=V*D/ν计算温度：13℃ν=0.0000013、局部损失系数：1.104、水源点水泵参数:无参数5、管网平差结果特征参数水源点编号节点流量(L/s)节点压力(m)72-528.256136.58最大管径(mm):900.00最小管径(mm):500.00最大流速(m/s):2.305最小流速(m/s):0.027水压最低点53压力(m):63.33自由水头最低点19自由水头(m):28.00平差计算节点参数节点编号流量(L/s)地面标高(m)节点水压(m)自由水头(m)14.47428.600134.326105.726211.44636.760133.62296.86237.09536.730133.29196.56145.65037.870132.53594.66555.65037.640132.13894.49865.22436.700131.72995.02975.22435.710131.34095.63085.22434.980130.96395.98394.75435.010125.64190.631104.75435.310120.58485.274115.61135.440115.28279.842125.61135.560108.81273.252135.61135.670102.80367.133144.07135.84097.21461.374154.07136.27091.78655.516164.09936.30089.17452.874176.20436.76083.88047.120188.26036.19077.35641.1661910.44939.33067.33028.000205.09637.85067.35829.508215.93638.01067.41329.403225.55537.15067.46930.319235.60037.06067.63130.571247.25837.00067.81930.8192514.37036.91068.18531.2752610.48936.87068.47631.606275.47538.45067.29728.847284.69838.87067.28428.414296.46238.19067.27029.080304.85538.19067.25729.067316.98937.00067.25530.2553211.56733.77067.25033.480333.88134.84067.39532.555344.28935.39067.57732.187355.12434.90067.80932.909365.71736.36068.12131.761372.48032.17066.56534.3953810.60133.32066.94233.622399.39733.02066.52133.501404.80533.81066.42832.618413.76333.59066.34332.753427.05630.43066.28935.8594310.90329.91066.14236.2324411.09932.29066.05333.7634517.24831.97066.01234.0424617.20330.66064.99834.3384719.93030.63063.82533.1954813.94428.99063.47134.481497.25831.81063.41031.600507.14029.05063.37234.322517.45127.78063.34535.565527.88527.60063.33235.7325313.05927.60063.33035.730546.24929.26063.68634.426559.27429.23063.57934.3495611.68228.33063.43235.102579.14528.74063.37934.639586.58628.85063.34834.498592.83930.27064.67134.401602.50630.24064.52234.282618.05629.88064.29134.4116212.35928.87063.88635.016638.69728.76063.63834.878646.47428.04063.55035.510656.38427.76063.46435.704666.58027.52063.41935.899679.04427.90063.37435.474688.60727.77063.34635.5766915.70827.63063.34035.71072-528.25628.600136.579107.979平差计算管道参数管道编号管径(mm)管长(m)流量(L/s)流速(m/s)千米损失(m)管道损失(m)1-2900789.300523.7820.7900.8920.7041-729002484.800528.2560.7960.9072.2533-2900385.500512.3360.7720.8570.3304-3900905.600505.2400.7620.8350.7565-4900485.500499.5900.7530.8180.3976-5900510.900493.9400.7450.8010.4097-6900496.600488.7150.7370.7850.3908-7900489.200483.4910.7290.7700.3769-8500421.400478.2672.30512.6315.32310-9500407.800473.5132.28212.3995.05611-12500543.600463.1472.23211.9026.47011-10500435.700468.7582.25912.1705.30212-13500516.400457.5362.20511.6366.00913-14500491.400451.9252.17811.3745.58914-15500485.300447.8542.15811.1855.42815-16500237.500443.7822.13910.9982.61216-17500489.700439.6832.11910.8105.29417-18500619.600433.4792.08910.5306.52418-26500873.800425.2192.04910.1628.87920-19600345.30049.5030.1670.0800.02821-20600581.20054.5990.1840.0950.05522-21600481.30060.5350.2040.1160.05623-22500499.30066.0900.3190.3250.16224-23500498.20071.6900.3450.3770.18825-24500813.10078.9480.3800.4510.36726-36500514.40099.3620.4790.6900.35526-25500473.80093.3170.4500.6140.29127-28600335.20033.5790.1130.0390.01327-19600632.90039.0540.1310.0510.03328-29600487.80028.8800.0970.0290.01430-29600689.80022.4180.0750.0180.01331-30600218.80017.5630.0590.0120.00332-316001070.90010.5740.0360.0050.00533-32500311.60080.3520.3870.4660.14534-33500358.70084.2320.4060.5080.18235-34500415.00088.5210.4270.5570.23136-35500505.60093.6450.4510.6180.31337-266001494.000222.0510.7481.2801.91238-32500675.80079.3580.3820.4550.30839-385001206.30068.7570.3310.3490.42140-39500350.10059.3610.2860.2660.09341-40500375.00054.5560.2630.2280.08542-41500270.50050.7930.2450.1990.05443-42500971.30043.7370.2110.1510.14744-43500996.20032.8340.1580.0890.08945-37600440.900219.5710.7391.2530.55345-44500991.50021.7350.1050.0410.04146-457001628.500224.0570.5560.6221.01447-465001106.500125.3460.6041.0611.17447-54500579.30056.2020.2710.2400.13948-475001880.90049.2140.2370.1880.35449-48500603.60035.2700.1700.1020.06149-50500576.40028.0130.1350.0660.03850-51500692.30020.8730.1010.0380.02752-51500761.30013.4220.0650.0170.01353-52500657.3005.5370.0270.0030.00254-55500550.10049.9530.2410.1930.10655-565001110.10040.6800.1960.1320.14756-57500757.60028.9980.1400.0710.05457-58500876.30019.8530.0960.0350.03159-46500684.00081.5080.3930.4780.32759-60500333.00078.6690.3790.4480.14961-60500548.10076.1630.3670.4220.23162-635001045.70055.7480.2690.2370.24862-615001180.40068.1070.3280.3430.40564-63500506.40047.0510.2270.1730.08865-64500653.10040.5770.1960.1320.08666-65500474.20034.1930.1650.0960.04567-66500690.40027.6130.1330.0650.04567-68500932.60018.5690.0890.0310.02968-69500600.5009.9620.0480.0100.00669-58500513.80013.2680.0640.0170.00969-535001676.6007.5220.0360.0060.010第四章给水厂布置及工艺选择4.1水源论证工程地点附近的水源有：（1）鳌江（2）鳌江流域水库（3）莲花山水库（4）财溪水库（5）塘坂引水工程根据分析，鳌江流域是本工程地点附近最可靠水源，无论水质还是水量均可满足本工程的需求，而且考虑到塘坂水库下游存在许多污染，故本设计由塘坂水库取水。4.2厂址选择方案一：官岭村厂址方案。该方案净水厂厂区位于浦口镇官岭村文山隧道入口前疏港公路东侧，厂区占地约94.5亩，现状地面标高约为17~37m，净水厂水处理区及污水、污泥处理区设计地面标高约为26m。方案二：莺头村厂址方案。该方案净水厂厂区位于官坂镇莺头村现状201省道南侧，厂区占地约70.9亩，现状地面标高约为11~33m，净水厂水处理区设计地面标高约为19m，污水、污泥处理区设计地面标高约为11m。方案三：白鹤岭厂址方案。该方案净水厂厂区位于文山隧道出口西侧约1.60km处，白鹤岭西北面的山头上，厂区占地约130亩，现状地面标高约为30~65m，净水厂水处理区设计地面标高约为35m，污水、污泥处理区设计地面标高约为25m。经综合比较，方案三原水、配水干管线路较长，投资较高，仅规划为远期净水厂厂址。方案一、方案二原水管道和配水干管线路长度基本相同，与方案二相比，方案一的场地面积更大，投资更低，更能充分利用塘坂引水工程在文山隧道附近的水压，故选择方案一：官岭村厂址方案作为本设计的净水厂厂址方案。4.3给水处理方案及比选4.3.1净水工艺净水工艺的流程根据原水水质的不同而各异，下表对各种情况的水质所适合的常用工艺流程进行比较：表4-1净水工艺比选工艺流程适用条件成本备注在水源井处投加消毒剂比较浅层的地下水低设置高位水池，在水源井到高位水池中间投加消毒剂海拔位置较高处的水源较低沉淀+过滤后投加消毒剂，必要时设置水塔调蓄原水浊度小于50NTU的地表水较低推荐工艺过滤前投加混凝剂和消毒剂原水浊度小于100NTU的地表水较低在水源和泵站中间投加凝聚剂和消毒剂，采用接触过滤和综合净水器的处理工艺当原水浊度大于100NTU且小于500NTU中等由于引水水源是塘坂水库，水库的水质较好，浊度不高，结合厂址选地的实际情况，本设计决定选用沉淀加过滤后消毒的工艺流程。同时为了防止在远期的水质会有波动的情况，在水厂内预留空间以备远期再建设深度处理工艺，初步设计流程为臭氧加生物处理，净水厂的出水浊度控制目标在0.5NTU以内。4.3.2构筑物形式（1）混合混合的目的是使药物均匀快速地扩散到加入的水流中，使胶体不稳定。综合分析其他类型的混合方式：隔膜式混合对流量变化的适应性较差，而泵式混合一般在水量较小时使用，大部分化学物质都很容易使水泵腐蚀，所以本设计只比较管式静态混合和机械混合。表4-2混合工艺比较方式优缺点适用条件备注机械搅拌混合优点：1、单位功率产生的流量大2、剪切率小3、分布均匀缺点：1、投资较高2、管理不方便3、需要建混合池适用于各种规模的水厂推荐工艺管式静态混合器优点：1、流程比较简单2、结构相对紧凑3、管段截面各处浓度均匀缺点：1、水量影响混合效果水头损失比较大占地面积大适合水量变化幅度小的各种规模的水厂为适应原水水量的变化幅度，经过综合考虑分析后，本设计决定采用机械搅拌混合池。（2）絮凝絮凝与混合密切相关，分为水力搅拌和机械搅拌两种。其原理是在原水中投加无机盐等，使水中的悬浮物凝聚在一起，形成较为稳定的絮凝体。下表对常用的几种絮凝方式进行比较分析：表4-3絮凝工艺比较形式优缺点适用条件备注隔板絮凝池往复式优点：1、絮凝效果出色2、能耗可以控制在较低的水平缺点：1、运行的周期较长2、出水流量容易波动，不易控制1、不适合水量太小的水厂2、水量变化幅度不大回转式优点：1、絮凝效果出色2、能量的损失少3、管理、施工及维修方便，成本低缺点：出水流量容易波动，不易控制1、不适合水量太小的水厂2、水量变化幅度不大3、水厂的扩建和改造中较为常见折板絮凝池优点：1、设备运行的周期耗时较少2、絮凝效果出色缺点：1、工艺较为复杂，维修保养不方便2、运行效率受水质的影响水量变化幅度较小的水厂推荐工艺网格（栅条）絮凝池优点：1、设备运行的周期耗时较少2、絮凝效果出色3、管理、施工及维修方便，成本低缺点：水量变化影响絮凝效果水量变化幅度较小的水厂机械絮凝池优点：1、絮凝效果出色2、能耗低3、能较好地适应水质变化缺点：维修和保养不方便，成本较高水量变化幅度较小的水厂根据上表对比，结合其他同类型水厂的运行管理经验，考虑到后期的设备维护保养的投资，