给排水管网课程设计

He tian University of Urban Construction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：给排水科学与工程学号：指导老师：完成时间：2015年12月30日-LX.1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。PrefaceThe design of water supply and drainage pipeline engineering of Hengyang city , the total population of the city is 543，200 around,there are a factory “A” and a train station in the city. The total time of the design for 2 weeks, the content of the design is mainly about the water supply pipeline alignment, hydraulic calculation and the sewage of part of area, rainwater design, and make the plane figure and profile.In the design process, first understand topographic distribution of Hengyang city roughly, decide to meet the whole city water demand by the district water supply. Fixed line, calculation, to determine the water hydraulic diameter, checking and so on, to set the diameter of plotting and finishing the report. Considering the preliminary planning of the city, and the problem of capital investment, using completely separate drainage system. Domestic sewage and industrial wastewater is sent to the sewage treatment plant through the sewage system, and then discharged into the water body after the theatment. The rain water is directly discharged into the water body through rainwater drainage system.Curriculum design allows us to combine the knowledge which we have learned, the use of CAD drawing, drawing a distribution map of general layout of water supply and drainage pipeline in Hengyang City, part of the sewage trunk pipe profile, learn to use knowledge flexibly.目录1 设计任务11.1 设计原始资料 11.2 课程设计内容 12 一区给水管网设计与计算32.1 供水方式的选择 32.2 基本数据的确定 32.3 设计用水量计算 32.3.1居民综合生活用水 32.3.2.工业用水量42.3.3市政用水量 42.3.4 管网漏失水量 52.3.5城市的未预见水量 52.3.6最高日用水量 52.3.7最高日最高时用水量 52.4 清水池调节容积 52.5 管段设计流量计算 62.5.1集中流量的计算 62.5.2给水管网平差 162.5.3给水管网平差 292.5.4给水管网平差 3112.5.6 二级泵站扬程 143 二区给水管网设计与计算 153.1居民综合生活用水 153.2市政用水量 153.3 管网漏失水量 163.4城市的未预见水量 163.5最高日用水量 163.6最高日最高时用水量163.7 清水池调节容积163.8给水管网平差1 173.9给水管网平差2 183.10给水管网平差3 183.11 二级泵站扬程 194 污水管道设计 214.1排水体制的确定214.2 设计要求214.3 污水计算书表215 雨水管道计算235.1 雨水管网的定线235.2设计参数235.3 雨水计算书236 设计总结错误!未定义书签。参考文献错误!未定义书签。1 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:1）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_%;般车间使用淋浴者占20%。2）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_人，热车间占%，使用淋浴者占 %；一般车间使用淋浴者占。3）火车站用水量为 8L/so（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1）城市给水管网定线（包括方案定性比较）2）用水量计算，管网水力计算；3）清水池、水塔容积计算、水泵扬程计算4）管网校核；5）绘图（平面图） 城市排水管网扩初设计。1）排水体制选择2）城市排水管网定线；3）任选 1 条污水和雨水管路进行水力计算4）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1479X 320+200X350=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300 L/（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/公顷）面积（公顷）人口数（人）I3201479473200II35020070000参考教材，取综合生活用水定额为300 L/（人d）。用水普及率为90%。最高日综合生活用水量Q1 :Qi=qNf/1000+8 X24X 3600/1000Q1城市最高日综合生活用水，m3/dq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=300X473200X0.9/1000+8X24X3600/1000=128455.2m3/d 2.3.2.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3000X30%=900 （人）使用淋浴 人数900X80%=720 （人）。普通车间人数3000X70%=2100 （人）使用淋浴人 数 2100X20%=420 （人）。工业企业职工的生活用水和淋浴用水量qaQ =（900X35+2100X25+720X60+420X40）/1000=144（m3/d）A工业生产用水量Q :BQ =8000（m3/d）B工业生产用水量Q2Q2= Q + Q =144+8000=8144（m3/d）2 A B2.3.3 市政用水量 Q3：Q q 3aN 3a + q3bN 3b3 1000q 城市浇洒道路用水量定额L/（m? 次）；3aq 城市大面积绿化用水量定量L/（m?d）；3bN 城市最高日浇洒道路面积（mJ；3aN 城市最高日大面积绿化面积（mJ；3bn 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/(m?小，所以浇洒道路和绿地等市政用水量为：1.5 x 2 x 2600 x 10000 x 20% + 3 x 2600 x 10000 x 30%=39000m3/d15002.3.4 管网漏失水量 Q4按最高日用水量的 10%计算Q4= (Q1 +Q2+Q3)X10%=17559.92(m3/d)2.3.5 城市的未预见水量 Q5按最高日用水量的 10%计算。Q5=(Q1 +Q2+Q3+Q4)X10% = 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 放消防用水,则清水池有效容积 W 为W= W1+ W2+ W3+ W4W清水池总容积(m3 )；W清水池调节容积(m3 )；W2 消防储水量( m 3 ) ，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，取最高日用水量的8%计算； w4安全储水量清水池调节容积 W1= QdX 15%=31871.25 m3该城市 1 区人口为47.32万人，确定同一时间内的火灾次数为3 次，一次用水量为75L/s，火灾持续时间为2.0h故W2=3X75X2X3600/1000 = 1620 m3水厂自用水按最高日用水量的8%计：W3= QdX8%=16998m3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%)(31871.25+1620+16998)=50489.25m32.5 管段设计流量计算2.5.1 集中流量的计算A 工厂最高时集中流量为 8000 X 1000/8 X 3600+ (25 X 3000 X 70%+3000 X 30% X 35) /24 X 3600+ (3000X 30%X80%X60) /3600+ (3000X 70%X20%X40) /3600=295.42 Ls。火车站用水量为8 L/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二入* 厂2/(2.0 *g*D)1.0/ 入八0.5=-2.0*lgk/(3.7*D)+2.5/(Re*入八0.5) Re=V*D/v计算温度：10 , v=0.0000013、局部损失系数：1.50节点编号流量(L/s)地面标咼(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)2-416001075.92440.8491.1700.8600.9252-31600654.92289.5501.0970.7600.4972-11600427.02289.5501.0970.7600.3244-25500592.543.4640.2090.1330.0795-416001045.22317.8241.1110.7780.8136-51200979.21052.4280.8940.7210.7067-323501982.282.9610.8062.5935.1417-61200302.51014.3080.8620.6720.2038-71000586.4793.1640.9691.0470.6149-34350344.492.0190.8943.1651.0909-83003941.941.7740.5501.5075.94110-93002285.332.6370.4300.9452.16010-343001059.133.8120.4451.0101.07011-31700880.6333.3580.8281.1871.04611-10500843.6192.7200.9292.2171.87012-11350472.366.5880.6471.7030.80412-363001099.544.3680.5841.6901.85813-143001148.938.2560.5041.2761.46613-123002322.39.2100.1210.0910.21214-373001309.757.6140.7582.7823.64415-143001219.124.1500.3180.5370.65516-15300427.733.2600.4380.9790.41917-235001293.7170.3280.8211.7482.26217-16300552.156.8390.7482.7111.49718-173001292.76.8280.0900.0530.06919-229001412.8606.5350.9141.0631.50219-215001210.1187.0260.9012.0932.53219-18300156.531.8130.4190.9010.14120-193002029.061.9960.8163.2026.49721-203001170.763.8310.8403.3863.96422-213002869.440.2690.5301.4064.03423-221000647.2799.4280.9761.0630.68824-2312002291.01102.7300.9370.7891.80824-21600925.32090.0931.0020.6370.58925-241000314.0894.8521.0931.3220.41525-261000596.8865.9611.0581.2400.74026-27800397.4493.4390.9391.2880.51227-28800426.3453.7990.8641.0960.46728-378001122.7377.3410.7180.7690.86328-29400711.932.3560.2430.2300.16429-51200924.71172.1750.9960.8880.82130-2912001559.2986.0060.8380.6360.99230-36700411.7360.0690.8941.3770.56731-30800417.5510.9900.9721.3770.57532-313001037.665.2190.8593.5293.66233-88001896.7537.0151.0221.5162.87633-32300979.644.3090.5831.6861.65134-335001054.9176.5270.8511.8731.97535-333001319.063.4850.8363.3514.42036-13500900.3174.3300.8401.8281.64636-374001405.242.3220.3170.3790.53237-383501249.832.5520.3160.4410.55138-153501018.679.5450.7732.3932.43738-266001750.5240.4190.8091.3672.393四、管网平差结果特征参数水源点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最小管径(mm):300.00最小流速(m/s):0.090 自由水头最低 20, 自由水头最大管径(mm):1600.00最大流速(m/s):1.170水压最低点20,压力(m):90.25 (m):28.002.5.3 给水管网平差2：给水管网平差、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二入* 厂2/(2.0 *g*D)1.0/ 入八0.5=-2.0*lgk/(3.7*D)+2.5/(Re*入飞.5) Re=V*D/v计算温度：10 ,v=0.0000013、局部损失系数：1.50节点编号流量(L/s)地面标咼(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、管网平差结果特征参数节点压力(m):95.99节点压力(m):96.16最小管径(mm):300.00最小流速(m/s):0.062 自由水头最低 20, 自由水头水源点1:节点流量(L/s)：-1602.685 水源点3:节点流量(L/s)：-1602.685 最大管径(mm):1600.00最大流速(m/s):0.848水压最低点20,压力(m):90.25(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二入* 厂2/(2.0 *g*D)1.0/ 入八0.5=-2.0*lgk/(3.7*D)+2.5/(Re*入飞.5) Re=V*D/v计算温度：10 ,v=0.0000013、局部损失系数：1.50二、节点参数节点编号流量(L/s)地面标咼(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)2-416001075.92592.5131.2420.9671.0402-31600654.92398.6121.1490.8310.5442-11600427.02465.4881.1820.8770.3744-25500592.520.2210.0970.0330.0205-416001045.22492.7311.1950.8960.9366-51200979.21144.6030.9730.8480.8317-323501982.282.4410.8012.5625.0797-61200302.51106.4830.9400.7950.2408-71000586.4790.8600.9661.0410.6109-34350344.491.7070.8913.1441.0839-83003941.941.5440.5471.4915.87910-93002285.333.1800.4370.9752.22810-343001059.135.0530.4611.0811.14511-31700880.6334.6030.8311.1961.05311-10500843.6194.5040.9372.2571.90412-11350472.366.0500.6421.6770.79212-363001099.544.4920.5861.6991.86813-143001148.937.4160.4931.2231.40513-123002322.39.6240.1270.0990.23014-373001309.757.6350.7592.7843.64615-143001219.124.9710.3290.5720.69716-15300427.734.1140.4491.0270.43917-235001293.7170.8040.8231.7582.27417-16300552.157.6930.7592.7891.54018-173001292.76.4510.0850.0480.06219-229001412.8606.9040.9151.0641.50419-215001210.1187.0180.9012.0922.53219-18300156.532.1900.4240.9210.14420-193002029.061.9950.8163.2026.49621-203001170.763.8320.8403.3863.96422-213002869.440.2780.5301.4064.03623-221000647.2799.8050.9771.0640.68824-2312002291.01103.5840.9380.7911.81124-21600925.32128.4291.0200.6600.61025-241000314.0932.3341.1391.4310.44925-261000596.8880.2001.0751.2800.76426-27800397.4506.5000.9641.3540.53827-28800426.3466.8600.8881.1570.49328-378001122.7379.0640.7210.7760.87128-29400711.921.0170.1580.1040.07429-51200924.71159.9060.9860.8700.80530-2912001559.2985.0770.8370.6350.99030-36700411.7356.8530.8861.3540.55731-30800417.5513.2750.9771.3890.58032-313001037.666.2590.8723.6383.77533-88001896.7534.9411.0181.5052.85433-32300979.643.7890.5761.6481.61534-335001054.9174.9740.8431.8411.94235-333001319.063.4850.8363.3514.42036-13500900.3173.9040.8381.8191.63836-374001405.245.2360.3390.4290.60337-383501249.831.3410.3050.4110.51438-153501018.679.5120.7732.3912.43538-266001750.5241.5970.8131.3802.416四、管网平差结果特征参数节点压力(m):83.73节点压力(m):83.90最小管径(mm):300.00最小流速(m/s):0.085 自由水头最低 20, 自由水头水源点1:节点流量(L/s)：-2432.050 水源点3:节点流量(L/s)：-2432.050 最大管径(mm):1600.00最大流速(m/s):1.242水压最低点20,压力(m):72.25(m):10.002.5.6 二级泵站扬程一区清水池地面标高59.58m。从水厂向管网两条输水管长为655m和427m, 管径都选用1600mm,沿程水头损失为0.5m和0.3m,局部水头损失按沿程水头 损失的10%计算，故压水管水头损失为(0.5+0.3)X1.1= 0.88m。20点为最不利 点，其地面标高为62.25m，该点需要的服务水头为六层楼为28m。水泵安全扬 程为2m,吸水管长度取20m,其水头损失计算得：沿程水头损失为0.05m，局 部水头损失为0.160m,故吸水管水头损失为0.05+0.160=0.210m。取最不利管 20-19-18-17-23-24-2-1管网水头损失为6.5+0.14+0.07+2.3+1.8+0.6+0.3=11.71。最大时水泵扬程 H1 = 28+11.71+0.21+2+2.67=44.59m。3 二区给水管网设计与计算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）I3201479473200II35020070000参考教材，取综合生活用水定额为300 L/（人d）。用水普及率为90%。最高日综合生活用水量 Q