给排水管网专业课程设计

《给水排水管网系统》课程设计计算阐明书题目：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：孔庆培学号：指引教师：谭水成完毕时间：12月30日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，设计内容重要是给水管道定线、水力计算及某些区域污水、雨水设计，并作出平面图和纵剖面图。设计过程中，先大体理解衡阳市地形分布后，决定通过度区供水满足整个都市用水需求。定线，给水水力计算，拟定管径，校核等等，把定下管径标图并整顿报告。考虑都市初步规划，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解决厂，经解决后再排入水体。雨水是通过雨水排水系统直接排入水体。课程设计让咱们结合所学知识，运用CAD制图，画出衡阳市给水排水管道总平面分布图，某些污水干管剖面图,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33461设计任务 1278771.1设计原始资料 1136551.2课程设计内容 1269252一区给水管网设计与计算 359782.1供水方式选取 372192.2基本数据拟定 3230992.3设计用水量计算 326502.3.1居民综合生活用水 329532.3.2.工业用水量 489012.3.3市政用水量 4241672.3.4管网漏失水量 5292952.3.5都市未预见水量 5165722.3.6最高日用水量 5228042.3.7最高日最高时用水量 5243222.4清水池调节容积 557042.5管段设计流量计算 6131692.5.1集中流量计算 6308392.5.2给水管网平差1 6254942.5.3给水管网平差2 911782.5.4给水管网平差3 1119452.5.6二级泵站扬程 14258333二区给水管网设计与计算 1542893.1居民综合生活用水 1576383.2市政用水量 15289113.3管网漏失水量 16174203.4都市未预见水量 16294853.5最高日用水量 168483.6最高日最高时用水量 16300873.7清水池调节容积 1613903.8给水管网平差1 17304013.9给水管网平差2 184163.10给水管网平差3 18160423.11二级泵站扬程 19163954污水管道设计 21240894.1排水体制拟定 21313044.2设计规定 21276174.3污水计算书表 2123245雨水管道计算 2305.1雨水管网定线 2342485.2设计参数 2372485.3雨水计算书 23102236设计总结 2417005参照文献 251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）都市总平面图1张，比例为1：10000。（2）都市各区人口密度、平均楼层和居住区房屋卫生设备状况：分区人口密度（人/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）都市中有下列工业公司，其详细位置见平面图：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%；普通车间使用淋浴者占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%；普通车间使用淋浴者占%。火车站用水量为8L/s。（4）都市土质种类为粘土，地下水位深度为7米。（5）都市河流水位：最高水位：59米，最低水位：50米，常水位：55米。(6）都市地面覆盖状况：地面种类面积（%）屋面50混凝土路面20草地301.2课程设计内容都市给水管网扩初设计都市给水管网定线（涉及方案定性比较）；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）都市排水管网扩初设计。排水体制选取都市排水管网定线；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）2一区给水管网设计与计算2.1供水方式选取该都市地势相对比较平坦，没有太大起伏变化。都市中心有一条自北向东转向西南流河流，有天然划分，故采用分区供水；市中各工业公司对水质无特殊规定，故不进行分质供水。综上所述，因而采用分区给水系统。2.2基本数据拟定

由原始资料该都市位于衡阳,1区1479公顷，2区200公顷人口数为1479×320+200×350=54.32万依照《给水排水管网系统》附录2附表2可知该都市位于一区，为大都市。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普通车间每人每班25L，高温车间每人每班35L计算，淋浴用水按普通车间每人每班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；都市未预见水量和管网漏失水量按最高日用水量20%合并计算。2.3设计用水量计算都市设计用水量按最高日用水量计算,涉及:居民综合生活用水、工业公司职工生活用水、淋雨用水和生产用水、浇洒道路和绿化用水等市政用水及都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/公顷）面积（公顷）人口数（人）Ⅰ3201479473200Ⅱ35020070000参照教材，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―—都市最高日综合生活用水，q――都市最高日综合用水量定额，Ｌ/（人.d）；Ｎ――都市设计年限内筹划用水人口数；f――都市自来水普及率，采用f=90%Q1=qNf/1000=300×473200×0.9/1000+8×24×3600/1000=128455.22.3.2.工业用水量工厂职工生活用水量采用普通车间每人每班25L，高温车间每人每班35L计算.淋浴用水按普通车间每人每班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）。工业公司职工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―—都市浇洒道路用水量定额L/(㎡·次)；q3b―—都市大面积绿化用水量定量L/(㎡·d)；N3a―—都市最高日浇洒道路面积（㎡）；N3b―—都市最高日大面积绿化面积（㎡）；n―—都市最高日浇洒道路次数。依照《给排水迅速设计手册》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)，因此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按最高日用水量10%计算Q4=（Q1+Q2+Q3）×10%=17559.92(m3/d)2.3.5都市未预见水量Q5按最高日用水量10%计算。Q5＝（Q1+Q2+Q3+Q4）×10%＝19315.912(m3/d)2.3.6最高日用水量QdQd＝Q1+Q2+Q3+Q4+Q5=212475.032(m3/d)2.3.7最高日最高时用水量QhQh=KhQd/86.4=2951.1(L/S)2.4清水池调节容积由教材可知，取清水池调节容积为15%。清水池中除了储存调节用水外还存储消防用水,则清水池有效容积W为W=W1+W2+W3+W4W－清水池总容积（m）；W1－清水池调节容积（m）；W2－消防储水量（m），按2小时火灾延续时间计算；W3－水厂冲洗滤池和沉淀池排泥等生产用水，取最高日用水量8%计算；W4－安全储水量清水池调节容积W1=Qd×15%=31871.25m该都市1区人口为47.32万人，拟定同一时间内火灾次数为3次，一次用水量为75L/s，火灾持续时间为2.0h故W2＝3×75×2×3600/1000＝1620m水厂自用水按最高日用水量8%计：W3=Qd×8%=16998m清水池安全储量W4按以上三某些容积和10%计算。因而清水池有效容积为：W=（1+10%）（W1+W2+W3）=（1+10%）(31871.25+1620+16998)=50489.25m管段设计流量计算2.5.1集中流量计算A工厂最高时集中流量为8000×1000/8×3600+（25×3000×70%+3000×30%×35）/24×3600+（3000×30%×80%×60）/3600+（3000×70%×20%×40）/3600=295.42L／s。火车站用水量为8L/S。2.5.2给水管网平差1：给水管网平差一、平差基本数据1、平差类型：反算水源压力。2、计算公式：柯尔－勃洛克公式I=λ*V^2/(2.0*g*D)1.0/λ^0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*λ^0.5)]Re=V*D/ν计算温度：10，ν=0.0000013、局部损失系数：1.50二、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)1-2289.55059.580101.65742.077248.15859.314101.33342.0193-2289.55059.855101.83041.975479.56160.047100.40840.361593.22260.61699.59538.979638.12061.03698.88837.8527138.18261.21598.68537.4708214.37561.56098.07136.5119166.43062.69992.13029.43110126.27162.52894.29031.7621174.05062.06896.16034.09212120.16662.18895.35633.16813126.86461.98095.56833.58814120.02161.81094.10332.2931588.65562.00994.75832.7491623.57962.02995.17733.14817106.66161.94496.67434.7301838.64161.43896.60535.16719325.70061.39296.74635.35420125.82762.24990.24928.00021163.46461.14194.21333.07222152.62459.93898.24738.30923132.97459.90398.93539.0322492.51159.258100.74441.4862572.35559.528100.32940.80126132.10359.86599.58839.7232739.64060.15299.07738.92528108.81460.43998.61038.17129153.81260.78198.77337.99230114.94861.37097.78136.41131112.41361.57897.20635.62832192.48961.30593.54432.23933252.69461.82095.19533.37534118.32062.46893.22030.7523563.48562.06990.77528.70636183.69361.59597.21435.61937244.85260.77497.74636.97238193.42660.35597.19536.840三、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)2-416001075.92440.8491.1700.8600.9252-31600654.92289.5501.0970.7600.4972-11600427.02289.5501.0970.7600.3244-25500592.543.4640.2090.1330.0795-416001045.22317.8241.1110.7780.8136-51200979.21052.4280.8940.7210.7067-323501982.282.9610.8062.5935.1417-61200302.51014.3080.8620.6720.2038-71000586.4793.1640.9691.0470.6149-34350344.492.0190.8943.1651941.7740.5501.5075.94110-93002285.332.6370.4300.9452.16010-343001059.133.8120.4451.0101.07011-31700880.6333.3580.8281.1871.04611-10500843.6192.7200.9292.2171.87012-11350472.366.5880.6471.7030.80412-363001099.544.3680.5841.6901.85813-143001148.938.2560.5041.2761.46613-123002322.39.2100.1210.0910.21214-373001309.757.6140.7582.7823.64415-143001219.124.1500.3180.5370.65516-15300427.733.2600.4380.9790.41917-235001293.7170.3280.8211.7482.26217-16300552.156.8390.7482.7111.49718-173001292.76.8280.0900.0530.06919-229001412.8606.5350.9141.0631.50219-215001210.1187.0260.9012.0932.53219-18300156.531.8130.4190.9010.14120-193002029.061.9960.8163.2026.49721-203001170.763.8310.8403.3863.96422-213002869.440.2690.5301.4064.03423-221000647.2799.4280.9761.0630.68824-2312002291.01102.7300.9370.7891.80824-21600925.32090.0931.0020.6370.58925-241000314.0894.8521.0931.3220.41525-261000596.8865.9611.0581.2400.74026-27800397.4493.4390.9391.2880.51227-28800426.3453.7990.8641.0960.46728-378001122.7377.3410.7180.7690.86328-29400711.932.3560.2430.2300.16429-51200924.71172.1750.9960.8880.82130-2912001559.2986.0060.8380.6360.99230-36700411.7360.0690.8941.3770.56731-30800417.5510.9900.9721.3770.57532-313001037.665.2190.8593.5293.66233-88001896.7537.0151.0221.5162.87633-32300979.644.3090.5831.6861.65134-335001054.9176.5270.8511.8731.97535-333001319.063.4850.8363.3514.42036-13500900.3174.3300.8401.8281.64636-374001405.242.3220.3170.3790.53237-383501249.832.5520.3160.4410.55138-153501018.679.5450.7732.3932.43738-266001750.5240.4190.8091.3672.393四、管网平差成果特性参数水源点1：节点流量(L/s):-2289.550节点压力(m):101.66水源点3：节点流量(L/s):-2289.550节点压力(m):101.83最大管径(mm):1600.00最小管径(mm):300.00最大流速(m/s):1.170最小流速(m/s):0.090水压最低点20，压力(m):90.25自由水头最低20，自由水头(m):28.002.5.3给水管网平差2：给水管网平差一、平差基本数据1、平差类型：事故校核。2、计算公式：柯尔－勃洛克公式I=λ*V^2/(2.0*g*D)1.0/λ^0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*λ^0.5)]Re=V*D/ν计算温度：10，ν=0.0000013、局部损失系数：1.50二、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)1-1602.68559.58095.99136.411233.71159.31495.85836.5443-1602.68559.85596.16136.306455.69360.04795.40835.361565.25560.61694.99734.381626.68461.03694.64133.605796.72761.21594.53833.3238150.06361.56094.22932.6699116.50162.69991.22128.5221088.39062.52892.31829.7901151.83562.06893.25931.1911284.11662.18892.84730.6591388.80561.98092.95530.9751484.01561.81092.19530.3851562.05862.00992.52630.5171616.50562.02992.74130.7121774.66361.94493.49831.5541827.04961.43893.46332.02519227.99061.39293.53632.1442088.07962.24990.24928.00021114.42561.14192.25531.11422106.83759.93894.29434.3562393.08259.90394.64034.7372464.75859.25895.55236.2942550.64859.52895.32635.7982692.47259.86594.95835.0932727.74860.15294.70634.5542876.17060.43994.47534.03629107.66860.78194.58033.7993080.46461.37094.07732.7073178.68961.57893.78732.20932134.74261.30591.93730.63233176.88661.82092.77830.9583482.82462.46891.77529.3073544.44062.06990.54228.47336128.58561.59593.78832.19337171.39660.77494.04133.26738135.39860.35593.75333.398三、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)2-416001075.91682.3530.8060.4190.4512-31600654.91768.6410.8480.4610.3022-11600427.01436.7290.6890.3090.1325-416001045.21626.6600.7800.3930.4116-51200979.2736.9260.6260.3640.3567-323501982.258.0700.5641.3122.6017-61200302.5710.2420.6040.3390.1038-71000586.4555.4440.6780.5280.3099-34350344.464.6400.6281.6090.5549-83003941.929.1250.3830.7633.00810-93002285.322.7370.2990.4801.09810-343001059.123.5570.3100.5130.54311-31700880.6233.3330.5800.6000.52811-10500843.6134.6840.6491.1150.94112-11350472.346.8140.4550.8730.41212-363001099.530.9650.4080.8560.94113-143001148.926.9850.3550.6610.76013-123002322.36.3370.0830.0470.10814-373001309.740.3250.5311.4101.84615-143001219.116.7050.2200.2710.33116-15300427.723.2610.3060.5010.21417-235001293.7119.1360.5740.8831.14217-16300552.139.7660.5231.3730.75818-173001292.74.7080.0620.0270.03519-229001412.8424.7930.6400.5370.75819-215001210.1131.0710.6321.0591.28119-18300156.522.3410.2940.4650.07320-193002029.043.3910.5711.6203.28721-203001170.744.6880.5881.7132.00622-213002869.428.0410.3690.7112.03923-221000647.2559.6710.6840.5350.34724-2312002291.0771.8900.6560.3980.91124-21600925.31489.3070.7140.3320.30725-241000314.0652.6600.7970.7190.22625-261000596.8602.0110.7350.6160.36726-27800397.4341.6010.6500.6360.25327-28800426.3313.8530.5970.5410.23028-378001122.7263.0490.5010.3860.43428-29400711.925.3660.1900.1470.10429-51200924.7824.4790.7010.4510.41730-2912001559.2691.4450.5880.3220.50330-36700411.7253.3120.6290.7020.28931-30800417.5357.6690.6810.6940.29032-313001037.645.6470.6011.7841.85133-88001896.7376.2570.7160.7651.45033-32300979.631.0250.4080.8590.84234-335001054.9123.9060.5970.9511.00335-333001319.044.4400.5851.6952.23636-13500900.3122.1260.5890.9250.83336-374001405.228.3650.2130.1800.25337-383501249.822.9630.2230.2310.28938-153501018.655.5030.5391.2041.22738-266001750.5167.9380.5650.6891.205四、管网平差成果特性参数水源点1：节点流量(L/s):-1602.685节点压力(m):95.99水源点3：节点流量(L/s):-1602.685节点压力(m):96.16最大管径(mm):1600.00最小管径(mm):300.00最大流速(m/s):0.848最小流速(m/s):0.062水压最低点20，压力(m):90.25自由水头最低20，自由水头(m):28.002.5.4给水管网平差3：给水管网平差一、平差基本数据1、平差类型：消防校核。2、计算公式：柯尔－勃洛克公式I=λ*V^2/(2.0*g*D)1.0/λ^0.5=-2.0*lg[k/(3.7*D)+2.5/(Re*λ^0.5)]Re=V*D/ν计算温度：10，ν=0.0000013、局部损失系数：1.50二、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)1-2432.05059.58083.73324.1532143.15859.31483.35924.0453-2432.05059.85583.90324.048479.56160.04782.31922.2725188.22260.61681.38220.766638.12061.03680.55219.5167233.18261.21580.31219.0978214.37561.56079.70118.1419166.43062.69973.82211.12310126.27162.52876.05013.5221174.05062.06877.95415.88612120.16662.18877.16214.97413126.86461.98077.39215.41214120.02161.81075.98714.1771588.65562.00976.68414.6751623.57962.02977.12415.09517106.66161.94478.66416.7201838.64161.43878.60117.16319325.70061.39278.74517.35320125.82762.24972.24910.00021163.46461.14176.21315.07222152.62459.93880.24920.31123132.97459.90380.93721.0342492.51159.25882.74823.4902572.35559.52882.29922.77126132.10359.86581.53521.6702739.64060.15280.99720.84528108.81460.43980.50420.06529153.81260.78180.57819.79730114.94861.37079.58718.21731112.41361.57879.00717.42932192.48961.30575.23213.92733252.69461.82076.84715.02734118.32062.46874.90512.4373563.48562.06972.42710.35836183.69361.59579.03017.43537244.85260.77479.63318.85938193.42660.35579.11918.764三、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)2-416001075.92592.5131.2420.967192398.6121.1490.8310.5442-11600427.02465.4881.1820.8770.3744-25500592.520.2210.0970.0330.0205-416001045.22492.7311.1950.8960.9366-51200979.21144.6030.9730.8480.8317-323501982.282.4410.8012.562551106.4830.9400.7950.2408-71000586.4790.8600.9661.0410.6109-34350344.491.7070.8913.1441941.5440.5471.4915.87910-93002285.333.1800.4370.9752.22810-343001059.135.0530.4611.0811.14511-31700880.6334.6030.8311.1961.05311-10500843.6194.5040.9372.2571.90412-11350472.366.0500.6421.6770.79212-363001099.544.4920.5861.6991.86813-143001148.937.4160.4931.2231.40513-123002322.39.6240.1270.0990.23014-373001309.757.6350.7592.7843.64615-143001219.124.9710.3290.5720.69716-15300427.734.1140.4491.0270.43917-235001293.7170.8040.8231.7582.27417-16300552.157.6930.7592.7891.54018-173001292.76.4510.0850.0480.06219-229001412.8606.9040.9151.0641.50419-215001210.1187.0180.9012.0922.53219-18300156.532.1900.4240.9210.14420-193002029.061.9950.8163.2026.49621-203001170.763.8320.8403.3863.96422-213002869.440.2780.5301.4064.03623-221000647.2799.8050.9771.0640.68824-2312002291.01103.5840.9380.7911.81124-21600925.32128.4291.0200.6600.61025-241000314.0932.3341.1391.4310.44925-261000596.8880.2001.0751.2800.76426-27800397.4506.5000.9641.3540.53827-28800426.3466.8600.8881.1570.49328-378001122.7379.0640.7210.7760.87128-29400711.921.0170.1580.1040.07429-51200924.71159.9060.9860.8700.80530-2912001559.2985.0770.8370.6350.99030-36700411.7356.8530.8861.3540.55731-30800417.5513.2750.9771.3890.58032-313001037.666.2590.8723.6383.77533-88001896.7534.9411.0181.5052.85433-32300