给水课程设计计算说明书

给水设计计算说明书学院：环境科学学与工程学院院专业：给水排水水工程专业级别:2000级指导教师：姓名：：学号：：时间：：200年6月10日目录Ⅰ.给水管道道工程课程设设计任务书··············································2一.基本资料料·······························································2二.给水管网设设计任务·····················································3Ⅱ.给水管道设设计计算说明明···················································5一.设计用水量量及其调节计计算··············································55（1）设计用水水量计算·······················································55（2）设计用水水量变化规律律的确定·············································6（3）计算清水水池、水塔调调节容积·············································7二.设计流量分分配与管径设设计··············································99（1）管网布置置定线··························································9（2）平差前管管网设计数据据···················································9三.水泵扬程与与水塔高度设设计·············································111（1）最不利点点的确定······················································111（2）水泵的选选用···························································14（3）水塔高度度设计························································116四.管网设计校校核·························································166（1）消防工况况校核························································116（2）最大转输输工况校核····················································18（3）事故工况况校核························································220五.成果图绘制制····························································21Ⅲ.给水设计计小结·····························································211给水管道工程课课程设计任务务书一基本资料（一）自然条件件1ZQ镇规划划面积平面图图1张。2地理位置及及地形特点：：ZQ镇位于浙江江省宁波市境境内，规划杭杭州湾高速公公路的东侧，329国道贯穿南南北。规划用用地面积2.16km2。全镇地势北高南低，西高东东低，海拔在4.5~66.5m之间。3规划中该镇镇由329国道分为南南北两区，南南面为居民生生活区，北面面为工业区。居居民区人口密密度为200人/hm2，建筑多为2~3层，最高为6层；规划工工业区主要为为电器、精密密机械制造业业，在计算用用水量时，可可折合人口密密度为100人/hm2，按照居民民区的计算方方式进行，最最低服务水头头要求为20m。3气温：ZQQ镇位于北亚热热带南缘，属属季风型气候候。冬夏稍长长，春秋略短短。温暖湿润润，气温变幅幅小。年平均均气温16.1℃，1月平均气温温最低，历年年平均4.0℃，7月平均气温温最高，历年年平均28.2℃，极端最低低气温-9.3℃，极端最高高气温39.1℃。冰冻线深度0.6m。4降雨：年平平均降水量(含雨、雪、冰冰雹)12599.6mm，年降水量量少于1000mmm的少水年占15%，大于1500mmm的丰水年占17.6%。平均10年中有大旱旱、大涝各一一年。降水量量年内分配不不均匀，春雨雨、梅雨、秋秋雨与伏旱、秋秋冬旱交替，降降水最高峰在在9月，平均172.44mm，占全年的14%，最高曾达468.33mm。梅雨期间间多连阴雨。5风：冬季盛盛行西北到北北风，夏季盛盛行东到东南南风，春季转转夏季稍早，秋秋季转冬季较较迟。全年以以东风为主。年年平均风速3m/s，各月差异异不大。年有有较明显影响响台风1~2次。6湿度：本区区年相对湿度度是78~833%，属比较湿湿润。夏季因因受副高压影影响，气温较较高，虽有充充沛水汽，但但相对湿度不不是很大，一一般情况最大大相对湿度在在6月，达84%，冬季相对对湿度最低，春春季介于冬夏夏之间。7河流由西南南流至东北方方向，常水位位4.00m；地下水位位埋深平均为为2.0m；土壤为沙沙质黏土；主主要马路均为为沥青铺设；；地震烈度7度。（二）给水规划划资料1ZQ镇供水水来自师桥水水厂，接管点点在环镇西路路的西南角，来来水水压为10m水头，接管管处管道按照照全天均匀供供水考虑。2该镇生活用用水量最高日日时变化系数数见表1；工厂生产产用水变化系系数Kd=1,Kh=1..10。表1居民生活活用水逐时变变化系数时段0~11~22~33~44~55~66~77~8用水量系数(%%)1.100.700.901.101.303.916.615.84时段8~99~1010~1111~1212~1313~1414~1515~16用水量系数(%%)7.046.697.177.316.625.233.594.76时段16~1717~1818~1919~2020~2121~2222~2323~24用水量系数(%%)4.245.996.975.663.052.011.420.79表2工业用水水逐时变化系系数时间段0-11-22-33-44-55-66-77-8用水量系数(%%)3.443.443.443.654.084.324.324.42时间段8-99-1010-1111-1212-1313-1414-1515-16用水量系数(%%)4.344.364.364.594.54.454.434.43时间段16-1717-1818-1919-2020-2121-2222-2323-24用水量系数(%%)4.454.364.344.344.354.293.653.653生活区和工工业区占地面面积分配见表表2。表2占地面积积分配情况区域建筑用地道路和车场绿地居民区25%25%50%工业区28%25%47%二给水管网设设计任务（一）设计计算算1计算最高日日用水量，并并分别计算各各种用水量，编编制城镇24h逐时用水量量图表。2进行管网定定线布置，确确定调节构筑筑物形式及位位置。3进行管网水水力计算，确确定各管段管管径。4确定水塔高高度和二级泵泵站扬程，拟拟定水泵工作作制度。5计算管网个个节点的自由由水头及最高高时供水水压压线。（二）编制计算算说明书一份份1设设计任务2基基本资料、设设计依据及参参考资料3设设计说明（1）管管网定线说明明及简图（2）Qd考虑了哪些些用水量；设设计工况和校校核工况，每每一工况设计计流量；24h变化曲线，根根据该曲线，你你可以得出哪哪些设计信息息。（3）管管网水力计算算成果。环网平平差依据及成成果，最不利利点选择。设计工工况（Qhamx）及及校核工况（消消防、最大转转输）成果图图。（4）泵泵型选择（主主要参数）及及运行方式（二二级）。所选泵泵型扬程是否否满足校核工工况要求。（5）管管网上附属构构筑物说明：：清水池、水水塔容积计算算成果及其尺尺寸、水位、保保证消防水量量不被动用的的措施等。4设设计小结（三）绘制图纸纸1在在所绘的城镇镇地形图上绘绘制给水管网网平面布置图图。2最最高时流量工工况及给水管管网等水压线线图。3最最不利管线水水力坡度线图图。4绘绘制一个环路路的节点详图图及其材料表表。给水管道设计计计算说明一、设计用水量量及其调节计计算（1）设计用水水量计算城市最高日用水水量包括综合合生活用水量量、工业企业业生产用水、浇浇洒道路和大大面积绿化用用水、未预见见水量和管网网漏失水量。消消防用水不累累计到设计总总用水量，仅仅作为设计校校核使用。ZQ镇规划用地地面积2.16km2，其中居民民区面积1.38km2，工业区0.78kkm2。该镇居民民区人口为27600人，工业区区人口为7800人，总人口口为35400人。参考《室室外给水设计计规范》，浙浙江省分区处处于一区，ZQ镇为人口小于50万的中小城市。查查规范得该镇镇综合生活用用水定额为220~3370L//（cap·d），由于规规划工业区主主要为电器、精精密仪器制造造业等用水量量较大的产业业，所以本设设计取用水定定额为300LL/（cap·d）。城市最高日综合合生活用水量量最高日综合合生活用水量量：2、工业用水量量（用居民区区的方法计算算）3、浇洒道路和和大面积绿化化用水量区域面积km2道路和车场面积km2绿地面积km2居民区1.3825%0.34550%0.69工业区0.7825%0.19547%0.37总2.160.541.06由表可知，该镇镇浇洒道路面面积为0.54kmm2，用水量定定额采用2.5Ｌ／（m2·d），每天浇洒洒一次，大面面积绿化面积积1.06km2，用水量定定额采用2.0Ｌ／（m2·d）。4、未预见水量量和管网漏失失水量取上述三类用水水量总和的220%计算。5、最高日设计计用水量取：（2）设计用水水量变化规律律的确定城镇24h逐时时用水变化系系数时段Kh（生活）生活区总用水Kh（工业）工业区总用水每小时总用水占最高日用水量量百分数Kh（总）%m3／h%m3／hm3／h%%0~11.10138.903.44147.27286.161.690.411~20.7088.393.44147.27235.661.390.332~30.90113.643.44147.27260.911.540.373~41.10138.903.65156.26295.151.750.424~51.30164.154.08174.66338.822.000.485~63.91493.724.32184.94678.654.010.966~76.61834.644.32184.941019.5886.031.457~85.84737.424.42189.22926.645.481.328~97.04888.944.34185.801074.7446.361.539~106.69844.754.36186.651031.4006.101.4610~117.17905.364.36186.651092.0116.461.5511~127.31923.034.59196.501119.5336.621.5912~136.62835.914.5192.651028.5556.081.4613~145.23660.394.45190.50850.905.031.2114~153.59453.314.43189.65642.963.800.9115~164.76601.054.43189.65790.694.681.1216~174.24535.384.45190.50725.894.291.0317~185.99756.364.36186.65943.015.581.3418~196.97880.104.34185.801065.9006.301.5119~205.66714.694.34185.80900.485.331.2820~213.05385.124.35186.22571.353.380.8121~222.01253.804.29183.65437.462.590.6222~231.42179.303.65156.26335.561.980.4823~240.7999.753.65156.26256.011.510.36总100100100总用水量m3／／d12627428116908Kh＝24×6.62/100＝1.595.35%1.80%4.17%Kh＝24×6.62/100＝1.595.35%1.80%4.17%由上图，最高时时是上午11~12时，最高时时用水量百分分数为6.62%，时变化系系数为1.59，最高日用用水量为。则最高时用水量量为：（3）计算清水水池、水塔调调节容积。泵站供水曲线，分分为两级，第第一级为6点到21点，供水量量为5.35%，第二级为为从22点到5点，供水量量为1.80%，最高日泵泵站总供水量量为：5.35%%×16＋1.80%%×8＝100%清水池与水塔调调节容积计算算见下表：小时给水处理供水量量（%）供水泵站供水量量（%）清水池调节容积积计算（%）水塔调节容积计计算（%）设置水塔不设水塔设置水塔(1)(2)(3)(4)（2）-（3）∑（3）-（4）∑0~14.171.81.692.372.370.110.111~24.171.81.392.374.740.410.522~34.161.81.542.367.100.260.773~44.171.81.752.379.470.050.834~54.171.82.002.3711.84-0.200.625~64.165.354.01-1.1910.651.341.966~74.175.356.03-1.189.47-0.681.287~84.175.355.48-1.188.29-0.131.158~94.165.356.36-1.197.10-1.010.149~104.175.356.10-1.185.92-0.75-0.6110~114.175.356.46-1.184.74-1.11-1.7211~124.165.356.62-1.193.55-1.27-2.9912~134.175.356.08-1.182.37-0.73-3.7213~144.175.355.03-1.181.190.32-3.4014~154.165.353.80-1.190.001.55-1.8615~164.175.354.68-1.18-1.180.67-1.1816~174.175.354.29-1.18-2.361.06-0.1317~184.165.355.58-1.19-3.55-0.23-0.3518~194.175.356.30-1.18-4.73-0.95-1.3119~204.175.355.33-1.18-5.910.02-1.2820~214.165.353.38-1.19-7.101.970.6921~224.171.82.592.37-4.73-0.79-0.1022~234.171.81.982.37-2.36-0.18-0.2823~244.161.81.512.360.000.290.00累计100100.00100.00调节容积=188.94调节容积=5..68清水池调节容积积为：11..84－（－7.10）＝18.94（%）水塔调节容积为为：1.96－（－3.72）＝5.68（%）清水池设计有效效容积；W1——清水池池调节容积，m3；W2——消防贮贮备水量，m3，按2h室外消防防用水量计算算；W3——给水处处理系统生产产自用水量，m3，一般取最高日用水量的5%~10%，本计算不考虑；W4——安全贮贮备水量，m3。2、水塔设计有有效容积；W1——水塔调调节容积，m3；W2——室内消消防贮备水量量，m3，按最高日用用水量的2%%~3%计算算。最高日设计用水水量为：17000（m3／d），管网中中设置水塔供水泵站设计供供水流量为：：17000×55.35%××1000／3600＝253（L／s）；水塔的设计供水水流量为：17000×（6.62%－5.35%）×1000／3600＝60（L／s）；水塔的最大进水水流量（20~21点，称为最最高转输时）为为：17000×（5.35%－3.38%）×1000／3600＝94（L／s）。二、设计流量分分配与管径设设计（1）管网布置置定线管网布置如设计计图所示。（2）平差前管管网设计数据据先进行流量分配配，得出计算算管径；把计计算管径标准准化之后，略略作调整，得得到下表数据：管段或者节点编编号管长m管段配水长度mm管段沿线流量L／s节点设计流量计计算L／s供水流量节点流量123600.00252.83-252.833269834912.4422.3834292157.6414.64440140114.2910.97516400.0010.4461851856.5960.02-60.0271241244.425.5181831836.525.47964064022.8119.261054254219.3132.301142042014.9723.291237637613.4014.181342542515.1414.271457157120.3523.89152582589.1915.451633633611.978.641734534512.2914.151829529510.5123.71192322328.2715.89202532539.0217.092154154119.2821.332253753719.14／2335535512.65／2460460421.52／2534034012.12／262532539.02／合计97438780312.85312.850.00注明：1、按管段配水水长度分配沿沿线流量的比比流量计算：：，，2、管段流量初初分配时，节节点（2）处将水塔塔和泵站提供供的总水量平平均分配；管管段【18】为提供工工业区用水量量的输水管，采采用单管且流流量平均分配配；对于垂直直于主要供水水方向的管段段【2】、【9】、【10】和【14】处于安全全考虑，其上上仍承担一些些水量；对于于供水方向和和供水重要性性基本相同的的管段，分配配相近水量。3、为了平差的的需要，粗略略确定管径时时经济流速为为0.9m//s；4、水厂出水输输水管【1】为两条DN500mmm管道并行铺铺设；5、水塔最大进进水流量为，故故水塔输水管管【5】和27】为管径为两条DN4000mm管道并行铺铺设。三、水泵扬程与与水塔高度设设计（1）最不利点点的确定首先考虑不设泵泵站的情况，对对管网进行平平差，以确定定最不利点。以管网起点【1】作为定压节点进行平差，其水头为4.95＋28.00＝32.95m。结果如下：1.1节点点数据编号地面标高已知水压节点流量节点水压自由水头mmLPSmm14.9532.95-252.81132.952825.1722.3832.6927.523614.6432.626.646.6110.9732.6626.0556.5510.4432.7726.2266.78-60.0532.8126.0376.35.5132.3826.0886.275.4732.3626.0996.0219.2632.3626.34105.1332.332.1827.0511523.2932.0427.04125.6514.1831.5125.86135.6514.2732.0726.4214523.8932.227.2155.1715.4531.926.73165.678.6431.6926.02175.6614.1531.5825.92184.523.7131.3926.89195.5615.8930.825.24205.617.0930.8925.29214.521.3331.5271.2管段段数据编号长度管径流量流速单位水头损失mmmLPSm/sm/km1236500126.40.641.12269840021.720.170670.180640.270.295164400-30.030.240.23618520015.970.512.11712430010.460.150.1381833004.990.070.03964030015.480.220.2810542300-14.980.210.261142020012.050.381.25123761002.130.271.481342530016.40.230.311457140060.650.480.851525830029.750.420.9316336500148.050.751.51734530020.370.290.4618295500116.260.590.961923230028.830.410.872025330020.190.290.45215412006.040.190.35225371001.810.231.092335530014.080.20.232460430031.170.441.012534040071.980.571.172625330019.480.280.422716440030.030.240.2328236500126.40.641.12由此可以看出，最最不利点为节节点（19），考虑最不不利的情况，即即六层楼在此此点上的情况况，则节点（19）的自由水头头至少为288.00m。选此点为为定压节点进进行平差，确确定水泵所需需扬程：1.3节点点数据编号地面标高已知水压节点流量节点水压自由水头mmLPSmm14.95-252.81135.7130.7625.1722.3835.4530.283614.6435.3629.3646.6110.9735.4228.8156.5510.4435.5328.9866.78-60.0535.5728.7976.35.5135.1428.8486.275.4735.1228.8596.0219.2635.1229.1105.1332.334.9429.8111523.2934.829.8125.6514.1834.2728.62135.6514.2734.8329.1814523.8934.9629.96155.1715.4534.6629.49165.678.6434.4528.78175.6614.1534.3428.68184.523.7134.1529.65195.5628.0015.8933.5628205.617.0933.6528.05214.521.3334.2629.761.4管段段数据：编号长度管径流量流速单位水头损失mmmLPSm/sm/km1236500126.40.641.12269840021.720.170670.180640.270.295164400-30.030.240.23618520015.970.512.11712430010.460.150.1381833004.990.070.03964030015.480.220.2810542300-14.980.210.261142020012.050.381.25123761002.130.271.481342530016.40.230.311457140060.650.480.851525830029.750.420.9316336500148.050.751.51734530020.370.290.4618295500116.260.590.961923230028.830.410.872025330020.190.290.45215412006.040.190.35225371001.810.231.092335530014.080.20.232460430031.170.441.012534040071.980.571.172625330019.480.280.422716440030.030.240.2328236500126.40.641.12（2）水泵的选选用根据上面的平差差结果可得，水泵所在【1】节点自由水头需要30.76m，考虑水塔转输以及局部水头损失的影响，所选水泵的扬程也应适当增大，这里取其设计扬程为32.00m。参考《给水排水水设计手册》第11册《常用设备》，则选则三台250S39A型水泵，两用一备。水泵参数如下：型号：250SS39A主要性能参数：：流量Q（m3//h）扬程H（m）效率n(﹪)转速（r/miin）32435.574145046830.5795762577泵站设计完毕后后，再次平差差，则实际管管网平差结果果为：2.1节点数数据编号地面标高已知水压节点流量节点水压自由水头mmLPSmm14.95-252.8114.95025.1722.3835.6330.463614.6435.5529.5546.6110.9735.628.9956.5510.4435.7229.1766.78-60.0535.7628.9876.35.5135.3329.0386.275.4735.3129.0496.0219.2635.3129.29105.1332.335.133011523.2934.9929.99125.6514.1834.4628.81135.6514.2735.0229.3714523.8935.1530.15155.1715.4534.8529.68165.678.6434.6428.97175.6614.1534.5328.87184.523.7134.3429.84195.5615.8933.7528.19205.617.0933.8428.24214.521.3334.4529.952.2管段数数据编号长度管径流量流速单位水头损失mmmLPSm/sm/km1236500126.40.641.12269840021.720.170670.180640.270.295164400-30.030.240.23618520015.970.512.11712430010.460.150.1381833004.990.070.03964030015.480.220.2810542300-14.980.210.261142020012.050.381.25123761002.130.271.481342530016.40.230.311457140060.650.480.851525830029.750.420.9316336500148.050.751.51734530020.370.290.4618295500116.260.590.961923230028.830.410.872025330020.190.290.45215412006.040.190.35225371001.810.231.092335530014.080.20.232460430031.170.441.012534040071.980.571.172625330019.480.280.422716440030.030.240.2328236500126.40.641.12由上表结果可以以看出，节点（19）的自由水水头为28.199m，其他各点自自由水头自然然满足要求。（3）水塔高度度设计加入泵站平差后后，水塔所在在节点（6）节点水压为35.766m，高程为6..78m，水塔水柜柜设计有效水水深取为2.5m，则水塔高度度：。四、管网设计校校核（1）消防工况况校核该镇人口数不到到5.0万人，考虑两两处同时发生生火灾的可能能性，每处水水量为。在最最不利点节点点（19）和离水塔较较远的较不利利点节点（13）同时各加上上的消防流量量，消防总流流量由泵站提提供，其他节点流流量与最高时时相同。采用用水头校核法法。将19号点定为为定压节点，节节点水压按低低压消防考虑虑为，平差结果如如下：1.1节点点流量编号地面标高已知水压已知流量节点水压自由水头mmLPSmm14.95-302.8114.95025.1722.3831.1625.993614.6431.125.146.6110.9731.124.4956.5510.4431.1224.5766.78-60.0531.2724.4976.35.5130.9524.6586.275.4730.9324.6696.0219.2630.9224.9105.1332.330.525.3711523.2930.2425.24125.6514.1829.623.95135.6539.2729.6624.0114523.8930.3425.34155.1715.4530.124.93165.678.6429.8424.17175.6614.1529.6824.02184.523.7129.2224.72195.5615.5640.8928.1312.57205.617.0928.3822.78214.521.3329.4524.951.2管段段数据编号长度管径流量流速单位水头损失mmmLPSm/sm/km1236500151.40.771.57269850030.730.160.0834295009.490.050.01440150020.460.10.045164300-30.030.420.94618530029.150.410.89712440023.640.190170.140.09964030024.490.350.6510542300-20.830.290.481142020013.490.431.54123761000.690.090.181342530039.960.571.61457140079.80.641.421525830025.590.360.716336500169.890.871.941734530015.950.230.2918295500141.260.721.381923230032.60.461.12025330023.960.340.62215412009.810.310.862253720015.630.52.032335530025.260.360.692460430042.350.61.782534040093.210.741.892625330029.530.420.912716430030.030.420.9428236500151.40.771.57由平差结果，各各点自由水头头均大于10m，满足消防防要求，故不不需重新校核核。（2）最大转输输工况校核最大转输发生在在11-12时，此时用用水量为最高高日用水量的的6.62%%，水塔进水水量为最高日日用水量的55.35%--3.38%=1.97%%，即94（L／s）。水塔最高高转输时有效效水深取为11.5m。以水塔所在节点点（6）作为定压压节点，节点点水头＝35..76+1.5=37..26m，以节点（6）定压节点点进行平差，结结果如下：2.1节点点流量编号标高已知水压已知流量节点水压自由水头mmLPSmm14.95-253.5664.9530.925.1711.4135.5930.42367.4735.0429.0446.615.5934.8528.2456.555.3234.6928.1465.337.269434.3429.0476.32.8134.8528.5586.272.7934.8828.6196.029.8234.9328.91105.1316.4735.3330.211511.8835.3230.32125.657.2335.1729.52135.657.2835.3729.7214512.1835.4130.41155.177.8835.2530.08165.674.4135.1929.52175.667.2235.1629.5184.512.0935.130.6195.568.134.9329.37205.68.7234.9629.36214.510.8835.1330.632.2管段段流量编号长度管径流量流速单位水头损失mmmLPSm/sm/km1236500126.780.651.132698500103.870.530.783429500-76.840.390.454401500-71.240.360.395164300470.662.166185300-28.080.40.837124400-30.890.250.248183400-33.680.270.299640300-23.940.340.6210542300-3.220.050.02114202006.030.190.35123761001.20.150.52134253008.480.120.091457140035.350.280.311525830019.560.280.4316336500102.930.520.771734530014.680.210.251829550059.290.30.281923230014.70.210.252025330010.30.150080.10.1225371000.920.120.31233553007.180.10.072460430015.90.220.292534040036.710.290.34262533009.930.140.1227164300-470.662.1628236500-126.7880.651.13由平差结果可知知节点【1】（水泵所所在节点）水水压为35.855m＞32m，所选泵站站能满足供水水压力要