【兰溪市给水工程初步设计12000字（论文）】

兰溪市给水工程初步设计目录引言··································································6第一章绪论···························································71.1设计原始资料···············································71.1.1工业用水情况·········································71.1.2自然概况·············································71.1.3水文情况·············································71.1.4水质情况·············································71.2方案确定···················································7第二章设计水量计算···················································82.1用水量计算·················································82.1.1综合生活用水·········································82.1.2工业企业生活生产用水·································82.1.3城市绿化和浇洒道路用水·······························82.1.4未预见水量和管网漏失量·······························92.1.5消防用水量···········································92.1.6最高日用水量·········································92.2设计水量···················································92.2.1最高日设计水量·······································92.2.2最高日最高时设计水量·································9第三章取水构筑物····················································103.1自流管的设计··············································103.2取水构筑物头部设计········································103.3格网设计··················································11第四章一级泵站······················································124.1设计流量的计算············································124.2扬程的计算················································124.2.1泵所需静扬程Hst······································124.2.2输水干管中的水头损失∑h·····························134.3初选泵和电动机············································134.3.1选泵················································134.3.2基础尺寸的确定······································134.4吸水管和压水管的计算······································134.4.1吸水管路水头损失∑hs·································134.4.2压水管路水头损失∑hd·································144.5泵房筒体高度··············································144.6附属设备··················································154.6.1起重设备············································154.6.2引水设备············································154.6.3排水设备············································154.6.4通风设备············································154.6.5计量设备············································154.6.6水质监测设备········································154.7泵站建筑高度的计算········································154.8泵房平面尺寸的确定········································16第五章净水厂························································175.1选址原则··················································175.2工艺流程的确定············································175.2.1设计规模············································175.2.2工艺流程············································175.2.3工艺流程图··········································175.3混合······················································185.3.1混凝剂的选择········································185.3.2混凝剂的配置········································185.3.3搅拌设备的选择······································185.3.4加药间的设置········································185.3.5药库的布置··········································185.3.6混合工艺的计算······································195.4絮凝池····················································195.5沉淀池····················································215.5.1主池计算············································215.5.2进出水系统计算······································215.5.3出水口的设置········································235.6普通快滤池················································245.6.1滤池面积及尺寸······································245.6.2滤池高度···········································245.6.3配水系统（每个滤池）··································245.6.4复算配水系统（每个滤池）······························265.6.5滤池各种管渠计算····································275.6.6冲洗水箱（或水泵）····································275.7消毒······················································285.7.1加氯量··············································285.7.2加氯间··············································285.7.3氯库················································29第六章二级泵站·····················································306.1最不利点的确定···········································306.2扬程计算··················································306.3基础尺寸的确定············································306.4吸水管和压水管的计算······································306.5泵房高度·················································316.6吸水井的设计·············································31第七章管网的布置与平差··············································337.1一般规定··················································337.2管网水力计算··············································337.2.1管网流量分配········································337.2.2管径与水头损失的确定································337.3管网平差··················································337.3.1事故校核············································337.3.2消防校核············································337.4清水池设计················································337.4.1清水池进出水管的计算································347.4.2溢流管·············································347.4.3排水管·············································347.4.4通风管·············································347.4.5检修孔··············································34第八章投资估算·····················································358.1取水构筑物················································358.2一级泵站··················································358.3净水厂··················································358.4二级泵站··················································368.5管网··················································368.6其他费用··················································36结论·································································37参考文献···························································38附录································································40引言金华市兰溪市的发展建设飞速前进，人口不断增多，居民的用水量也在呈上升趋势，因此增加新的水源地，净水厂，供水管网也是所必需的。干净的水对于城市来说就是血液，泵站就像是心脏，管网就像血管，它们各司其职将水送至城市的各个角落，城市给水是整座城市运行过程中不可缺少的一部分，合理的给水工程设计将会促进城市各方面的发展，对每一个人来说都是有益的。给水工程的建设推动了城市的发展，也带动了城市第二产业及其周边产业的发展，例如各种机械设备，管道材料等的大量输出，也积极推动了各行各业各种人才的流动与学习，对城镇的工业发展具有非常大的帮助。由于一些小城镇的取水方法、丰富程度具有较大的差异和不同。在一些偏远山区或者施工难度较大的地方人们依然是使用山泉水或者井水的，对人们的生活造成较大的困扰，对于提高城市与农村的居民生活品质有着非同寻常的意义。同时我国有些城市水质情况不容乐观亟待解决，主要是管网陈旧，管道破损等问题所造成的，已经有许多城市已经开始管网的修复与重建工作了，因此给水工程的建设已经是大势所趋了。第一章绪论设计原始资料设计条件图1：5000的兰溪市城市规划平面图。1：5000的局部地形图工业用水情况在兰江下游有一个600人的三班制工厂，最高日的生产的用水量的定额是200m3/万元，工业产值60.6万元/d。1.1.3自然概况兰溪市季节变化明显，梅雨和伏旱天气较为明显。七到九月容易易受太平洋的台风影响。1.1.4水文情况水源地最高水位标高32.040m，常水位24.36m，枯水位为21.57m。1.1.5水质情况市内饮用水水源地符合国家要求且状况良好，芝堰等三地的各项指标判断水为Ⅱ类水。方案确定该城市有多条河流经过，根据环境质量报告选择兰江为水源地取水点，并且在兰江上游建造取水构筑物和净水厂，取水构筑物头部设在河流上游的比较平直的河道中，因为该点水深且水质状况良好，周边没有污染源以及大型码头渡口等，比较便于取水，航运影响的问题不是很大，并且该地距离城市市区较近，输水成本较低，减少了工程造价，并且根据城市人口以及人口密度等情况采取统一给水。综上所述，该区域采用加压式的统一给水方式，并且使用双管供水，不选择水塔等调蓄构筑物，并且将取水口设置在兰江上游的毕家村附近。设计水量计算2.1用水量计算2.1.1综合生活用水由规范可知金华市兰溪市属于Ⅰ区中小城市，220~370L/（cap·d）是最高日的综合生活用水定额范围，按照实际情况选择300L/（cap·d），100%是自来水的普及率。综合生活用水量Q1（2-1）2.1.2工业企业生活生产用水工业企业生产用水Q2（2-2）工业企业职工的生活用水和淋浴用水量Q3职工生活用水量定额：一般车间25L/（人.班），高温车间35L/（人.班）职工淋浴用水量定额：一般车间40L/（人.班），污染车间60L/（人.班）总共生产班制三班，每班200人，一般车间每班淋浴人数100人，无高温车间和污染车间（2-3）2.1.3城市绿化和浇洒道路用水城市道路面积需浇洒3521000m2,用水量定额选择2L/（m2·次），每天选择浇洒一次，大面积绿化面积5310000m2。（2-4）2.1.4未预见水量和管网漏失量按照最高日用水量的20%来计算。（2-5）2.1.5消防用水量消防用水量定额为65L/s,同时火灾次数为2，则消防用水量为（2-6）2.1.6最高日用水量（2-7）2.2设计水量2.2.1最高日设计水量取13万吨每天（2-8）2.2.2最高日最高时设计水量Qh按照规范取值，最高时系数可取Kh=1.5（2-9）本设计中的管网部分及二级泵站均按本设计水量进行设计。取水构筑物3.1自流管的设计设计水量为Q=130000m3/d=1504.63L/s设置两根流入取水构筑物的自流管，则得出每根管的设计流量为：另一根自流管通过最大设计流量的75%：自流管根据相关规范选择DN800的钢管，V=1.51m/s,1000i=3.273.2取水构筑物头部设计根据地形和水文情况本次设计打算使用岸边式取水构筑物，取水头部为长圆形，设置6个格栅，栅条形状为圆形。格栅面积： （3-1）（3-2）式中b——栅条间净距，一般范围是30-120毫米之间，该处可取40毫米；每个格栅的面积则为查相关规范拟采用S321-1型的11号格栅，尺寸大小是1500x900mm,实际有效面积0.94m2，进行校核过栅流速（3-3）符合要求通过对比选择，准备采用耙头式除污机3.3格网设计本次设计采用平板格网，算出平板格网面积F1（3-4）式中V1——这里取0.35m/s；K1——网丝引起的面积减小系数（3-5）式中b——9x9mm；d——3mm；将上述数据代入式子中可得（3-6）设置10个网格则每个网格的平均大小为选择C12型网格，实际面积2.42m2一级泵站4.1设计流量的计算按照绪论中Q=130000m3/d=1504.63L/s4.2扬程的计算4.2.1泵所需静扬程HST由之前绪论可知取水点的三种情况下的水位标高，设计配水井的水面标高为53.40m.取水口头部到泵房之间的距离约为40m.泵站标高20.65m。计算出的沿程水头损失为：（4-1）局部水头损失计算：格栅水头损失：一般为0.05m~0.10m,这里取0.1m进水口：（4-2）弯头：（4-3）出水口：（4-4）则总水头损失为0.518+0.131=0.849m则泵站三种情况下所需静扬程HST如下所示：洪水位时，常水位时，枯水位时，4.2.2输水干管中的水头损失∑h输水干管为两条DN800的钢管：（4-5）泵站内管路中的水头损失hp=3m,安全水头=2m故泵设计扬程：洪水位:（4-6）常水位:（4-7）枯水位:（4-8）4.3初选泵和电动机4.3.1选泵根据流量和扬程的计算，可采用型号为SLQS125-480B的离心泵并联工作，7用1备，配套电动机型号为Y250M-4。4.3.2基础尺寸的确定基础长度L=1135+930=2065mm基础宽度B＝1000mm机组总重量W=530kg+583kg=11130N基础深度H： （4-9）4.4吸水管和压水管的计算总设计流量为5416.667m3/h,那么计算得出每一台泵的设计流量是1083.333m3/h，由水力计算表和规范可知，吸水管：DN500焊接钢管；压水管：DN400焊接钢管。4.4.1吸水管路水头损失∑hs（4-10）（4-11）（4-12）4.4.2压水管路水头损失∑hd（4-13）（4-14）（4-15）该泵在泵站内管路水头损失为故泵实际扬程为：洪水位时，常水位时，枯水位时，水泵并联供水复核，调整后的实际扬程大于设计扬程，故选择的泵组合适。4.5泵房筒体高度21.33m从水文情况已知是泵站吸水间的最低的水位标高，当吸水管口部水平放置的时侯，吸入口的最小淹没水深取1.5m，19.83m为吸水管中心标高，1.1m是吸水管下边缘距离吸水间底部的最小距离，那么泵房中吸水间底部标高计算为18.73m。洪水位标高位32.04m，考虑到0.5m的浪高和安全高度。那么泵房操作平台的标高计算得出33.04m。故泵房筒体高度为：4.6附属设备4.6.1起重设备最大起重量为583kg,由公式计算得出泵房的起吊高度是13.27+3=16.27m，3m是泵房操作平台上所安全的高度。起重机：LSX-Ⅳ型手动单梁悬挂式，其起重量为1T，跨度5m。4.6.2引水设备水泵的工作方式是属于自灌式的，无需添加新设备将水引进至泵房。4.6.3排水设备因为泵房设计的建造位置相对较深，水自行通过重力的方式排出难以实现，所以应该使用电动水泵将水抽出的方式，可以利用重力的方式在泵房的外围设置多条排水沟，再使用水泵将其排空。本次取水泵房的排水量为30m3/h较为合适，同时查规范规范将25m作为排水泵扬程，拟采用80WQ50-20潜污泵进行排水，一用一备。4.6.4通风设备考虑每四小时进行一次换气，查规范与规范可将T35-11型的轴流型通风机设置为主要通风设备，机号选择为3-15。4.6.5计量设备在泵房的两根出水管上各安装一个型号为XKD99Z的电磁流量计。4.6.6水质监测设备泵站内放置一台浊度仪、PH仪、温度计等，以便用来实时监测水质状况。4.7泵站建筑高度的计算（4-16）这里取8m，由前可知计算得泵站高度为20.65+8=28.65，取29m。4.8泵房平面尺寸的确定根据水泵、电机、吸水管、压水管、排水泵、通风泵等的布置情况，由给水排水设计规范和室外给水设计规范可计算得出泵站内径为25m。净水厂5.1选址原则合理布局给水系统，应选择受洪水灾害威胁性较小的地方，工程地质条件择优选取，有利于水厂的远期发展，尽量少占不占农田耕地，应选择交通运输供电条件较方便的地方，尽量靠近主要的用水区域，如果有特殊工艺等有特殊处理要求的净水厂，有条件时需要设在水源地附近较为合适。5.2工艺流程的确定5.2.1设计规模水厂自用系数取5%。所以，净水厂设计水量为：130000×(1+5%)=136500m3/d，取14万吨5.2.2工艺流程原水→投药、混合→絮凝→沉淀→过滤→消毒→清水池→管网→用户5.2.3工艺流程图图5-15.3混合5.3.1混凝剂的选择混凝剂的选择及其使用量应根据取水水源地的水质状况以及水厂的运行经验和多种产品进行对比得出，经综合比较确定。有条件的净水厂还可以将液体原料经过一定比例稀释后直接投加以便于提高投加效率。根据原水的水质情况这次设计采用液体硫酸铝。5.3.2混凝剂的配置1.溶液池容积的计算（5-1）将数据代入上式可得将溶液池分为两个，每个池子的尺寸可设计为。2.溶解池容积的计算 （5-2）这里设计系数取0.25，，每个池子尺寸为。5.3.3搅拌设备的选择本设次计采打算用机械搅拌，使用立式搅拌机。选择钢筋混凝土为池子材料可有效保护池子内壁被腐蚀。5.3.4加药间的设置各种管线应埋设在专门的管沟槽道中，不可暴露在地面上，为了方便冲洗池子水集中流到一起到外排水沟中，地面坡度可设置为i=0.005。设计尺寸：L×B×H=10×10×5=500m35.3.5药库的布置储存量为30天，则液体硫酸铝所占体积为（5-3）（5-4）查规范可得液体硫酸铝的相对密度为1.181，由于用桶盛装，取1.3则储存药体积：58.5/1.3=45m3药库堆放高度为1.5m,则占用面积为30m2则药库尺寸为5×6×1.5=45m35.3.6混合工艺的计算采用4组SK管式静态混合器，则每组的流量为（5-5）V取1m/s，设4节混合元件，混合器直径为取700mm（5-6）则设计混合器长度（5-7）混合时间：（5-8）水头损失为：（5-9）总长4000mm，管外径500mm，投药口的直径100mm。5.4絮凝池通过和折板、网格、机械絮凝池的对比，并且从经济角度出发，选择往复式隔板絮凝池并且和沉淀池合建。池内流速采用六档较为合适，v1=0.2m/s，v2=0.25m/s，v3=0.3m/s，v4=0.35m/s，v5=0.4m/s，v6=0.5m/sT=30min，H1=2.8m，H2=0.3m，n=4,总体积W为：（5-10）每池平面面积为（5-11）池子宽度B与沉淀池一样按25m计算池子长度（5-12）隔板间距按廊道内流速不同分成六档（5-13）取a1=0.7m，则实际流速v1=0.192m/s取a2=0.55m,则实际流速v2=0.244m/s用上述方法同样计算可得a3=0.50m，0.299m/sa4=0.40m，0.336m/sa5=0.35m，0.395m/sa6=0.30m，0.495m/s每一种间隔采取3条，则隔板净距离的长度为（5-14）每一条隔板厚度按照0.2m计算，则絮凝池总长为8.4+17×0.2=11.8m絮凝池内设计六档流速，分别对其进行水头损失计算，得出第一档流速的水力半径为（5-15）同时槽壁的粗糙系数n=0.013，流速系数（5-16）C1=63.3则第一段廊道长度为转弯处的过水断面面积为断面面积的1.3倍，则第一档转弯处的平均流速为 （5-17）按上述公式依次得出转弯处平均流速为v02=0.192m/s,v03=0.207m/s,v04=0.258m/s,v05=0.295m/s,v06=0.344m/s（5-18）第一段水流转弯次数为3次，则第一段絮凝池的水头损失为H2=0.022mH3=0.028mH4=0.044mH5=0.062mH6=0.064m所以总水头损失为0.233mGT值的计算（5-19）符合要求池底坡度（5-20)5.5沉淀池根据实际情况与多种沉淀池进行对比，采用4个沉淀池。5.5.1主池计算单独一座沉淀池设计流量（5-21）沉淀池的有效容积，T=2（5-22）沉淀池长度（5-23）式中T——2h，v=15mm/s。沉淀池有效水深=3m，超高0.5m，沉淀池宽度（5-24）一般沉淀池宽度设计与絮凝池宽度保持一致，并且可合建在一起，因此取25m。每座沉淀池中设置4道隔墙，每道隔墙的宽度设计为0.2m，则计算得出每格的宽度为（5-25）水力校核长宽比：108/25=4.32>4长深比：108/3=36>10弗劳德数（5-26）其中，水力半径R=（5-27）过水断面面积（5-28）湿周（5-29）（5-30）则（5-31）雷诺数满足3000-15000 （5-32）5.5.2进出水系统计算进水口的设计穿孔墙孔洞总面积为（5-33）v取0.1m/s，孔洞选择为圆形，直径为12cm孔口总数有（5-34）进水水头损失（5-35）5.5.3出水口的设置采用指型槽的设计，则其长度公式可按照（5-36）指型槽起端深度h按照下方公式计算：（5-37）B取1，将数据代入公式中可得0.58m出水管口的速度为（5-38）出水管的管径为（5-39）取0.9m，采用DN900的管排泥方式采用牵引式刮泥机，每个沉淀池一台，型号为SGJ型。5.6普通快滤池5.6.1滤池面积及尺寸（5-40）取688m2，使用9个滤池，每个滤池的面积（5-41）采用滤池长宽比为1.3：1，则采用滤池尺寸为长10.4m,宽8m校核强制滤速（5-42）5.6.2滤池高度支撑层高度0.45m滤料层高度0.7m砂面上水深1.7m保护高度0.3m滤池总高为3.15m5.6.3配水系统（每个滤池）干管流量：（5-43）管径:1000mm,v=1.2m/s支管支管中心间距采用0.25m每池支管数（5-44）每根支管入口流量（5-45）管径=100mm，v=1.8m/s孔眼布置K取0.25%，孔眼总面积（5-46）采用孔眼直径为dk=100mm,每个孔眼面积 （5-47）孔眼个数（5-48）每根支管孔眼数 （5-49）每根支管长度（5-50）每排孔眼中心距 （5-51）孔眼水头损失支管壁厚采用=5mm，流量系数=0.68水头损失（5-52）5.6.4复算配水系统支管长度与直径之比为：3.5/0.1=35<60孔眼总面积与支管总横截面积之比：干管横截面积与支管总横截面积之比：洗砂排水槽洗砂排水槽的中心距离采用2m，排水槽根数（5-53）排水槽长度l0=6m每槽排水量（5-54）v0=0.6m/s，槽断面尺寸（5-55）排水槽厚度取0.05m，砂层最大膨胀率取40%，砂层厚度H2=0.7m洗砂排水槽距砂面高度（5-56）洗砂排水槽总面积（5-57）复算：排水槽总平面面积与滤池面积之比5.6.5滤池各种管渠计算进水进水总流量：Q=1.504m3/s各个滤池进水流量：1.504/9=0.167m3/s采用进水管直径D=400mmV=1.30m/s冲洗水冲洗水总流量933.2L/s采用管径D=700mmV=2.44m/s清水清水总流量Q=1.504m3/s采用管径D=400mV=1.30m/s排水排水总流量933.2L/s采用管径D=700mmV=2.44m/s5.6.6冲洗水箱（或水泵）冲洗时间t=6min，冲洗水箱容积 （5-58）水箱底至滤池配水管间的沿途及局部损失之和取配水系统水头损失h2=hk=2.984m （5-59）承托层水头损失 （5-60）滤料层水头损失（5-61）安全富余水头采用冲洗水箱底应高出洗砂排水槽面（5-62）5.7消毒消毒工艺所涉及到的方面必须有水厂的处理水量、取水水源地的原水水质、国家规定的出水水质标准、消毒工艺产生的有毒副产物、水厂的净水工艺等。化学消毒、物理消毒以及化学与物理组合消毒是消毒工艺的三种基本工艺方式。本次设计采用液氯消毒，使用液氯较为经济，制水成本较低，且液氯消毒作用明显，操作简单，在管网末端依旧能够保持余氯。5.7.1加氯量滤后加氯量定为0.8mg/L，按30天的量进行计算较为合适。加氯量：（5-63）储存量：（5-64）氯瓶：重量500kg，外径600mm，高1800mm，本设计采用NXT3000真空加氯机。5.7.2加氯间1.设在靠近投加地点的地方较为合适。2.从安全的角度出发氯瓶和加氯机应该需要分隔开防止意外发生，例如氯气泄漏等。3.在加氯间的出口处，一定要放置工具箱、维修用品、药品等急救用品以及防毒面罩防止氯气泄漏等。4.由于氯气的安全问题，加氯间及氯库必须要安放排气通风设备以防止氯气浓度过高造成工作人员氯气中毒，并且将排气孔尽量设在低处。5.7.3氯库1.液氯库应做好遮阳准备，可考虑安装百叶窗或者其他遮蔽装置。2.氯库储存量要根据每天液氯的使用量、储存间的储存条件，例如湿度，温度等实际情况来确定，一般可以按照每天液氯最大使用量的15到30天内计算。3.氯库外应装有检查是否存在漏气情况的观察孔。4.为了保证氯库的空气流动性，防止库内氯气浓度过高，需要配套通风设备。二级泵站6.1最不利点的确定根据电脑平差可确定节点19为最不利点，设计自由水头28m，地面标高43.69m。6.2扬程计算（6-1）则水泵扬程为取48m （6-2）选用四座型号为SLQW800-980(I)-590的离心泵，3用1备。6.3基础尺寸基础长度L＝2700+500＝3200mm。基础宽度B＝2880+400＝3280mm。基础高度 （6-3）6.4吸水管和压水管的计算吸水管：DN700焊接钢管，压水管：DN500焊接钢管。吸水管管长取10m，则沿程水头损失为 （6-4）吸水管的局部水头损失 （6-5）吸水管路中的总水头损失为，取0.55m （6-6）水泵最大安装高度： （6-7）将数据带入公式中得吸水井的最低水位为14m,故泵的安装高度18.36m。6.5泵房高度起重机：SSQ-Ⅱ型手动双梁桥式，跨度10m，起重量10t，泵房地上部分高度： （6-8）综上，泵房高度7.5m6.6吸水井的设计水泵吸水管进口喇叭口大头直径D=1.3d，吸水管直径d＝700mm，D＝1.3d＝900mm喇叭口间距L2≥（1.5～2.0）D＝1.8×900＝1620mm取1.6m喇叭口距池底的距离为L3≥0.8D，则L3＝0.8×0.9＝0.72m（6-10）喇叭口距池壁L1≥（0.75～1.0）D，则L1＝0.9×0.9＝0.81m