《给水排水管网系统》课程设计计算说明书

《给水排水管网系统》课程设计计算说明书题目：衡阳市给水排水管网工程学院：市政与环境工程学院专业：给排水科学与工程姓名：学号：指导老师：完成时间：前言衡阳市给水排水管道工程设计，其市总人口54.32万左右，有一工厂A和火车站。总设计时间为2周，设计内容主要是给水管道的定线、水力计算及部分区域的污水、雨水设计，并作出平面图和纵剖面图。设计过程中，先大致了解衡阳市地形分布后，决定通过分区供水满足整个城市的用水需求。定线，给水水力计算，确定管径，校核等等，把定下的管径标图并整理报告。考虑城市初步规划，以及资金投资问题，采用完全分流制排水系统。生活污水和工业废水通过污水排水系统送至污水处理厂，经处理后再排入水体。雨水是通过雨水排水系统直接排入水体。课程设计让我们结合所学知识，运用CAD制图，画出衡阳市给水排水管道总平面分布图，部分污水干管剖面图,学会灵活运用知识。PrefaceThedesignofwatersupplyanddrainagepipelineengineeringofHengyangcity,thetotalpopulationofthecityis543，200around,thereareafactory“A”andatrainstationinthecity.Thetotaltimeofthedesignfor2weeks,thecontentofthedesignismainlyaboutthewatersupplypipelinealignment,hydrauliccalculationandthesewageofpartofarea,rainwaterdesign,andmaketheplanefigureandprofile.Inthedesignprocess,firstunderstandtopographicdistributionofHengyangcityroughly,decidetomeetthewholecitywaterdemandbythedistrictwatersupply.Fixedline,calculation,todeterminethewaterhydraulicdiameter,checkingandsoon,tosetthediameterofplottingandfinishingthereport.Consideringthepreliminaryplanningofthecity,andtheproblemofcapitalinvestment,usingcompletelyseparatedrainagesystem.Domesticsewageandindustrialwastewaterissenttothesewagetreatmentplantthroughthesewagesystem,andthendischargedintothewaterbodyafterthetheatment.Therainwaterisdirectlydischargedintothewaterbodythroughrainwaterdrainagesystem.Curriculumdesignallowsustocombinetheknowledgewhichwehavelearned,theuseofCADdrawing,drawingadistributionmapofgenerallayoutofwatersupplyanddrainagepipelineinHengyangCity,partofthesewagetrunkpipeprofile,learntouseknowledgeflexibly.目录HYPERLINK\l_Toc33461设计任务 设计任务1.1设计原始资料1.设计题目：衡阳市给水排水管道工程设计。2.原始资料（1）城市总平面图1张，比例为1：10000。（2）城市各区人口密度、平均楼层和居住区房屋卫生设备情况：分区人口密度（人/公公顷）平均楼层给排水设备淋浴设备集中热水供应Ⅰ3206+++Ⅱ3508+++Ⅲ（3）城市中有下列工业企业，其具体位置见平面图：A工厂，日用水量8000吨/天，最大班用水量：3000吨/班，工人总数3000人，分三班工作，最大班1200人，其中热车间占30%，使用淋浴者占80%；一般车间使用淋浴者占20%。B工厂，日用水量————吨/天，最大班用水量：————吨/班，工人总数————人，分三班工作，最大班————人，热车间占%，使用淋浴者占%；一般车间使用淋浴者占%。火车站用水量为8L/s。（4）城市土质种类为粘土，地下水位深度为7米。（5）城市河流水位：最高水位：59米，最低水位：50米，常水位：55米。(6）城市地面覆盖情况：地面种类面积（%）屋面50混凝土路面20草地301.2课程设计内容城市给水管网扩初设计城市给水管网定线（包括方案定性比较）；用水量计算，管网水力计算；清水池、水塔容积计算、水泵扬程计算管网校核；绘图（平面图）城市排水管网扩初设计。排水体制选择城市排水管网定线；任选1条污水和雨水管路进行水力计算；绘图（平面图、纵剖面图）河南城建学院水资源给水排水管网课程设计第二章一区给水管网设计与计算2一区给水管网设计与计算2.1供水方式的选择该城市的地势相对比较平坦，没有太大的起伏变化。城市的中心有一条自北向东转向西南流的河流，有天然划分，故采用分区供水；市中各工业企业对水质无特殊要求，故不进行分质供水。综上所述，因而采用分区的给水系统。2.2基本数据的确定由原始资料该城市位于衡阳,1区1479公顷，2区200公顷人口数为1479×320+200×350=54.32万根据《给水排水管网系统》附录2附表2可知该城市位于一区，为大城市。从设计规范查出：综合生活用水定额采用300L/(人·d)；工厂职工生活用水量采用一般车间每人每班25L，高温车间每人每班35L计算，淋浴用水按一般车间每人每班40L，高温车间每人每班60L计算；浇洒道路用水量按每平方路面每次1.5L，每日2次；绿化用水量按3L/d.m2计算；城市的未预见水量和管网漏失水量按最高日用水量的20%合并计算。2.3设计用水量计算城市设计用水量按最高日用水量计算,包括:居民综合生活用水、工业企业职工生活用水、淋雨用水和生产用水、浇洒道路和绿化用水等市政用水及城市未预见水量和管网漏失水量。2.3.1.居民综合生活用水分区人口密度（人/公公顷）面积（公顷）人口数（人）Ⅰ3201479473200Ⅱ35020070000参考教材，取综合生活用水定额为300L/(人·d)。用水普及率为90%。最高日综合生活用水量Q1：Q1=qNf/1000+8×24×3600/1000Q1―—城市最高日综合生活用水，q――城市最高日综合用水量定额，Ｌ/（人.d）；Ｎ――城市设计年限内计划用水人口数；f――城市自来水普及率，采用f=90%Q1=qNf/1000=300×473200×0.9/1000+8×24×3600/1000=1284.工业用水量工厂职工生活用水量采用一般车间每人每班25L，高温车间每人每班35L计算.淋浴用水按一般车间每人每班40L，高温车间每人每班60L计算.A工厂：工人总数3000人，热车间人数3000×30%=900（人），使用淋浴人数900×80%=720（人）。普通车间人数3000×70%=2100（人），使用淋浴人数2100×20%=420（人）。工业企业职工的生活用水和淋浴用水量QQ=（900×35+2100×25+720×60+420×40）/1000=144(m3/d)A工业生产用水量Q：Q=8000(m3/d)工业生产用水量Q2Q2=Q+Q=144+8000=8144(m3/d)2.3.3市政用水量Q3：q3a―—城市浇洒道路用水量定额L/(㎡·次)；q3b―—城市大面积绿化用水量定量L/(㎡·d)；N3a―—城市最高日浇洒道路面积（㎡）；N3b―—城市最高日大面积绿化面积（㎡）；n―—城市最高日浇洒道路次数。根据《给排水快速设计手册》浇洒道路用水量按每平方米路面每次1.5L计算，每天浇洒2次，绿化用水量采用3.0L/(㎡·d)，所以浇洒道路和绿地等市政用水量为：=39000m³／d2.3.4管网漏失水量Q4按最高日用用水量的10%计算Q4=（Q1+Q2+Q3）×10%==175599.92(mm3/d)2.3.5城市的的未预见水量量Q5按最高日用水量的的10%计算。Q5＝（Q1+Q22+Q3+Q4）×10%＝193155.912(m3/d)2.3.6最高日日用水量QdQd＝Q1+Q2+Q33+Q4+Q5=2124775.032(m3/d)2.3.7最高日日最高时用水水量QhQh=KhQd/86..4=29551.1((L/S)2.4清水池池调节容积由教材可知，取清清水池调节容容积为15%。清水池中中除了储存调调节用水外还还存放消防用用水,则清水池有有效容积W为W=W1+WW2+W3+W4W－清水池总容积（m）；W1－清水池调节容积积（m）；W2－消防储水量（mm），按2小时火灾延延续时间计算算；W3－水厂冲洗滤池和和沉淀池排泥泥等生产用水水，取最高日日用水量的8%计算；W4－安全储水量清水池调节容积WW1=Qd×15%==318711.25mm该城市1区人口为为47.322万人，确定定同一时间内内的火灾次数数为3次，一次用用水量为755L/s，火灾持续续时间为2.0h故W2＝3×75×2×36000/10000＝1620mm水厂自用水按最高高日用水量的的8%计：W3=Qd×8%=166998m清水池的安全储量量W4按以上三部部分容积和的的10%计算。因此此清水池的有有效容积为：：W=（1+10%）（WW1+W2+W3）=（1+10%）(318711.25+1620+169988)=504889.25mm管段设计流量计算算2.5.1集中中流量的计算算A工厂最高时集中流流量为8000××1000//8×36000+（25×30000×700%+30000×30%%×35）/24×33600+（3000××30%×880%×600）/36000+（3000××70%×220%×400）/36000=295..42L／s。火车站用水量为88L/S。2.5.2给水管管网平差1：给水管网平平差一、平差差基本数据1、平差类型型：反算水源源压力。2、计算公式式：柯尔－勃洛洛克公式I==λ*V^2//(2.0**g*D)1..0/λ^0.5==-2.0**lg[k//(3.7**D)+2..5/(Ree*λ^0.5))]Ree=V*D//ν计算温度：10，ν=0.00000013、局部损失失系数：1.50二、节点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)1-22899.55059.55801101.655742..077248.155859.33141101.333342..0193-22899.55059.88551101.833041..975479.566160.00471100.400840..361593.222260.6616999.595538..979638.122061.0036998.888837..8527138.118261.2215998.685537..4708214.337561.5560998.071136..5119166.443062.6699992.130029..43110126.227162.5528994.290031..7621174.055062.0068996.160034..09212120.116662.1188995.356633..16813126.886461.9980995.568833..58814120.002161.8810994.103332..2931588.655562.0009994.758832..7491623.577962.0029995.177733..14817106.666161.9944996.674434..7301838.644161.4438996.605535..16719325.770061.3392996.746635..35420125.882762.2249990.249928..00021163.446461.1141994.213333..07222152.662459.9938998.247738..30923132.997459.9903998.935539..0322492.511159.22581100.744441..4862572.355559.55281100.322940..80126132.110359.8865999.588839..7232739.644060.1152999.077738..92528108.881460.4439998.610038..17129153.881260.7781998.773337..99230114.994861.3370997.781136..41131112.441361.5578997.206635..62832192.448961.3305993.544432..23933252.669461.8820995.195533..37534118.332062.4468993.220030..7523563.488562.0069990.775528..70636183.669361.5595997.214435..61937244.885260.7774997.746636..97238193.442660.3355997.195536..840三、管道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)2-41600010775.924400.8491.11700..8600.92252-3160006544.922899.5501.00970..7600.49972-1160004277.022899.5501.00970..7600.32244-2550005922.543.44640.22090..1330.07795-41600010445.223177.8241.11110..7780.81136-5120009799.210522.4280.88940..7210.70067-32350019882.282.99610.88062..5935.14417-6120003022.510144.3080.88620..6720.20038-7100005866.4793..1640.99691..0470.61149-3435003444.492.00190.88943..1651.09909-8300039441.941.77740.55501..5075.944110-9300022885.332.66370.44300..9452.166010-34300010559.133.88120.44451..0101.077011-3170008800.6333..3580.88281..1871.044611-1050008433.6192..7200.99292..2171.877012-1135004722.366.55880.66471..7030.800412-36300010999.544.33680.55841..6901.855813938.22560.55041..2761.466613-12300023222.39.21100.11210..0910.211214-37300013009.757.66140.77582..7823.644415124.11500.33180..5370.655516-1530004277.733.22600.44380..9790.411917-23500012993.7170..3280.88211..7482.266217-1630005522.156.88390.77482..7111.49971876.82280.00900..0530.066919-22900014112.8606..5350.99141..0631.500219-21500012110.1187..0260.99012..0932.533219-1830001566.531.88130.44190..9010.144120-19300020229.061.99960.88163..2026.499721-20300011770.763.88310.88403..3863.966422-21300028669.440.22690.55301..4064.033423-22100006477.2799..4280.99761..0630.688824-231200022991.011022.7300.99370..7891.800824-2160009255.320900.0931.00020..6370.588925-24100003144.0894..8521.00931..3220.411525-26100005966.8865..9611.00581..2400.744026-2780003977.4493..4390.99391..2880.511227-2880004266.3453..7990.88641..0960.466728-37800011222.7377..3410.77180..7690.866328-2940007111.932.33560.22430..2300.166429-5120009244.711722.1750.99960..8880.822130-291200015559.2986..0060.88380..6360.999230-3670004111.7360..0690.88941..3770.566731-3080004177.5510..9900.99721..3770.577532-31300010337.665.22190.88593..5293.666233-8800018996.7537..0151.00221..5162.877633-3230009799.644.33090.55831..6861.655134-33500010554.9176..5270.88511..8731.977535-33300013119.063.44850.88363..3514.422036-1350009000.3174..3300.88401..8281.644636-37400014005.242.33220.33170..3790.533237-38350012449.832.55520.33160..4410.555138679.55450.77732..3932.433738-26600017550.5240..4190.88091..3672.3993四、管网网平差结果特特征参数水源点1:节点流量(L/s)):-22889.5500节点压力(m):1001.66水源点3:节点流量(L/s)):-22889.5500节点压力(m):1001.83最大管径(mm)::1600..00最小管径(mm):3300.000最大流速(m/s)):1.1770最小流速(m/s)::0.0900水压最低点20,压力(m):990.25自由水头最最低20,自由水头(m):288.002.5.3给水管管网平差2：给水管网平平差一、平差差基本数据1、平差类型型：事故校核核。2、计算公式式：柯尔－勃洛洛克公式I==λ*V^2//(2.0**g*D)1..0/λ^0.5==-2.0**lg[k//(3.7**D)+2..5/(Ree*λ^0.5))]Ree=V*D//ν计算温度：10，ν=0.00000013、局部损失失系数：1.50二、节点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)1-16022.68559.5580995.991136..411233.711159.3314995.858836..5443-16022.68559.8855996.161136..306455.699360.0047995.408835..361565.255560.6616994.997734..381626.688461.0036994.641133..605796.722761.2215994.538833..3238150.006361.5560994.229932..6699116.550162.6699991.221128..5221088.399062.5528992.318829..7901151.833562.0068993.259931..1911284.111662.1188992.847730..6591388.800561.9980992.955530..9751484.011561.8810992.195530..3851562.055862.0009992.526630..5171616.500562.0029992.741130..7121774.666361.9944993.498831..5541827.044961.4438993.463332..02519227.999061.3392993.536632..1442088.077962.2249990.249928..00021114.442561.1141992.255531..11422106.883759.9938994.294434..3562393.088259.9903994.640034..7372464.755859.2258995.552236..2942550.644859.5528995.326635..7982692.477259.8865994.958835..0932727.744860.1152994.706634..5542876.177060.4439994.475534..03629107.666860.7781994.580033..7993080.466461.3370994.077732..7073178.688961.5578993.787732..20932134.774261.3305991.937730..63233176.888661.8820992.778830..9583482.822462.4468991.775529..3073544.444062.0069990.542228..47336128.558561.5595993.788832..19337171.339660.7774994.041133..26738135.339860.3355993.753333..398三、管道道参数管道编号管径径(mm)管长(m)流量(L/s))流速(m/s))千米损失(m)管道损失(m)2-41600010775.916822.3530.88060..4190.45512-3160006544.917688.6410.88480..4610.30022-1160004277.014366.7290.66890..3090.13325-41600010445.216266.6600.77800..3930.41116-5120009799.2736..9260.66260..3640.35567-32350019882.258.00700.55641..3122.60017-6120003022.5710..2420.66040..3390.10038-7100005866.4555..4440.66780..5280.30099-3435003444.464.66400.66281..6090.55549-8300039441.929.11250.33830..7633.000810-9300022885.322.77370.22990..4801.099810-34300010559.123.55570.33100..5130.544311-3170008800.6233..3330.55800..6000.522811-1050008433.6134..6840.66491..1150.944112-1135004722.346.88140.44550..8730.411212-36300010999.530.99650.44080..8560.944113926.99850.33550..6610.766013-12300023222.36.33370.00830..0470.100814-37300013009.740.33250.55311..4101.844615116.77050.22200..2710.333116-1530004277.723.22610.33060..5010.211417-23500012993.7119..1360.55740..8831.144217-1630005522.139.77660.55231..3730.75581874.70080.00620..0270.033519-22900014112.8424..7930.66400..5370.755819-21500012110.1131..0710.66321..0591.288119-1830001566.522.33410.22940..4650.077320-19300020229.043.33910.55711..6203.288721-20300011770.744.66880.55881..7132.000622-21300028669.428.00410.33690..7112.033923-22100006477.2559..6710.66840..5350.344724-231200022991.0771..8900.66560..3980.911124-2160009255.314899.3070.77140..3320.300725-24100003144.0652..6600.77970..7190.222625-26100005966.8602..0110.77350..6160.366726-2780003977.4341..6010.66500..6360.255327-2880004266.3313..8530.55970..5410.233028-37800011222.7263..0490.55010..3860.433428-2940007111.925.33660.11900..1470.100429-5120009244.7824..4790.77010..4510.411730-291200015559.2691..4450.55880..3220.500330-3670004111.7253..3120.66290..7020.288931-3080004177.5357..6690.66810..6940.299032-31300010337.645.66470.66011..7841.855133-8800018996.7376..2570.77160..7651.455033-3230009799.631.00250.44080..8590.844234-33500010554.9123..9060.55970..9511.000335-33300013119.044.44400.55851..6952.233636-1350009000.3122..1260.55890..9250.833336-37400014005.228.33650.22130..1800.255337-38350012449.822.99630.22230..2310.288938655.55030.55391..2041.222738-26600017550.5167..9380.55650..6891.2005四、管网网平差结果特特征参数水源点1:节点流量(L/s)):-16002.6855节点压力(m):955.99水源点3:节点流量(L/s)):-16002.6855节点压力(m):966.16最大管径(mm)::1600..00最小管径(mm):3300.000最大流速(m/s)):0.8448最小流速(m/s)::0.0622水压最低点20,压力(m):990.25自由水头最最低20,自由水头(m):288.002.5.4给水管管网平差3：给水管网平平差一、平差差基本数据1、平差类型型：消防校核核。2、计算公式式：柯尔－勃洛洛克公式I==λ*V^2//(2.0**g*D)1..0/λ^0.5==-2.0**lg[k//(3.7**D)+2..5/(Ree*λ^0.5))]Ree=V*D//ν计算温度：10，ν=0.00000013、局部损失失系数：1.50二、节点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)1-24322.05059.5580883.733324..1532143.115859.3314883.359924..0453-24322.05059.8855883.903324..048479.566160.0047882.319922..2725188.222260.6616881.382220..766638.122061.0036880.552219..5167233.118261.2215880.312219..0978214.337561.5560779.701118..1419166.443062.6699773.822211..12310126.227162.5528776.050013..5221174.055062.0068777.954415..88612120.116662.1188777.162214..97413126.886461.9980777.392215..41214120.002161.8810775.987714..1771588.655562.0009776.684414..6751623.577962.0029777.124415..09517106.666161.9944778.664416..7201838.644161.4438778.601117..16319325.770061.3392778.745517..35320125.882762.2249772.249910..00021163.446461.1141776.213315..07222152.662459.9938880.249920..31123132.997459.9903880.937721..0342492.511159.2258882.748823..4902572.355559.5528882.299922..77126132.110359.8865881.535521..6702739.644060.1152880.997720..84528108.881460.4439880.504420..06529153.881260.7781880.578819..79730114.994861.3370779.587718..21731112.441361.5578779.007717..42932192.448961.3305775.232213..92733252.669461.8820776.847715..02734118.332062.4468774.905512..4373563.488562.0069772.427710..35836183.669361.5595779.030017..43537244.885260.7774779.633318..85938193.442660.3355779.119918..764三、管道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)2-41600010775.925922.5131.22420..9671.04402-3160006544.923988.6121.11490..8310.54442-1160004277.024655.4881.11820..8770.37744-2550005922.520.22210.00970..0330.02205-41600010445.224922.7311.11950..8960.93366-5120009799.211444.6030.99730..8480.83317-32350019882.282.44410.88012..5625.07797-6120003022.511066.4830.99400..7950.24408-7100005866.4790..8600.99661..0410.61109-3435003444.491.77070.88913..1441.08839-8300039441.941.55440.55471..4915.877910-9300022885.333.11800.44370..9752.222810-34300010559.1