给水管网课程设计说明书.

-1-给水管网课程设计说明书姓名：李悦学号：20070130211专业班级：给排水工程二班-2-目录Ⅰ.给水管网课程设计任务书·········································3一、设计项目·····················································3二、设计任务·····················································3三、设计资料·····················································3Ⅱ.给水管网设计计算说明书·········································5一、输配水系统布置···············································5二、设计用水量及调节构筑物相关计算······························51设计用水量计算············································52设计用水量变化规律的确定··································73清水池、水塔调节容积的计算·································7三、经济管径确定················································111沿线流量及节点流量·······································112初始分配流量·············································133管径的确定···············································13四、管网水力计算···············································151初步分配流量·············································152管网平差··················································153控制点与各节点水压的确定·································154泵扬程与水塔高度的计算···································17五、泵的选择····················································191最高时工况初选泵·········································192最大转输工况校核·········································193消防工况校核·············································214泵的调度··················································24六、成果图绘制··················································-参考文献··································································25-3-Ⅰ.给水管网课程设计任务书一、设计项目某市给水管网课程设计二、设计任务根据所给资料，应完成下列任务：1、进行输配水系统布置，包括确定输水管、干管网、调节水池（如果设置的话）的位置和管网主要附件布置；2、求管网、输水管、二级泵站的设计用水量与调节水池的容积；3、计算确定输水管和管网各管段管径；4、进行管网水力计算；5、确定二级泵站的设计扬程，如果有水塔，确定水塔的设计高度；6、确定二级泵站内水泵的型号与台数（包括备用泵）,并说明泵站在各种用水情况下的调度情况；7、画出管网内4～6个节点详图。三、设计资料1、某市规划平面图一张。2、某市规划资料。某市位于湖南的东部，濒临湘江。近期规划年限为6年，人口数为12万，城区大部分房屋建筑控制在6层。全市内只有两家用水量较大的工业企业，其用水量及其他情况详见表1。表1工业企业近期规划资料企业项目121.企业用水量（米3/日）24003600工业用水对水质要求同生活饮用水同生活饮用水工业用水对水要求不小于24米不小于24米2.工厂房屋耐火等级二三工程生产品危险等级丙乙-4-工厂房屋最大体积（m2）10000（厂房）5000（库房）工厂面积（公顷）24203、补充说明1)管网管径原则上按简化公式m11nijij)fq(D计算确定，式中，经济因素f=0.92，管线造价中的指数α=1.8。2)工业企业每小时耗用生产用水量相同。铁路车站每天用水量为2000吨，按均匀用水考虑。3)不论设计年限内最高日用水量是多少，均嘉定其用水量变化如表2所示。4)城市生活污水和工业废水经适当处理后排入水体下游。河流水量充足，能做给水水源，水厂位置如平面图所示。5)冰冻深度0.2米，地下水离地面3米。6)其他资料见平面图。表2最高日内小时用水量变化时间0~11~22~33~44~55~66~77~88~99~1010~1111~12占日用水量比例（%）1.601.471.432.362.364.155.145.966.15.895.075.35时间12~1313~1414~1515~1616~1717~1818~1919~2020~2121~2222~2323~24占日用水量比例（%）5.355.355.275.525.756.035.725.003.192.692.581.87-5-Ⅱ.给水管网设计计算说明第一节输配水系统布置根据所给资料，结合城镇规划并考虑经济性和供水可靠性的要求，决定了采用城区环状给水、郊区及河边树状给水的布置形式，在高地布置水塔，水塔自工业企业No.1接入管网，水厂至管网双管输水。第二节设计用水量及其调节构筑物相关计算1设计用水量计算：基本数据：由原始资料该城市位于湖南,在设计年限内人口数12万,查《室外排水设计规范》可知该城市位于一分区，为中小城市。城市的未预见水量和管网漏失水量按最高日用水量的20%计算；1．1．1居民最高日生活用水量Q1：Q1=qNfQ1―—城市最高综合生活用水，m３／d；q――城市最高综合用水量定额，Ｌ／（cap.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=100%所以：Q1.1＝230×12×104×100%/1000＝27600m３/d1．1．2铁路车站每天用水量Q1.2=2000m3/d。得Q1=Q1.1+Q1.2=29600m3/d。1．2工业区的用水量计算由所给资料得知，工厂No.1企业总用水量为2400m3/d,工厂No.2的企业总用水量为3600m3/d。总计，Q2=2400+3600=6000m3/d。-6-1．3浇洒道路用水量计算按城市浇洒道路用水量标准q=1L/（㎡.次），每天两次，用水量公式：3Q=qNn/1000(n代表次数，N代表浇洒道路面积)，=1*1434721.162*2/1000=2870m3。1．4绿化用水量计算按城市大面积绿化用水量定额q=1.5L/（㎡.次），每天两次，用水量公式4Q=qNn/1000(n代表次数，N代表绿化用水面积)，=1.5*454356.5206*2/1000=1360m3。1．5未预见用水量的计算按最高日用水量的20%算。而最高日的用水量包括居民的综合生活用水量；工业区用水量；浇洒道路和绿化用水量。相应的未预见用水总量。1．6最高日设计流量Qd：Qd＝1.2×（Q1+Q2+Q3+Q4）＝1.2×（29600+6000+2870+1360）＝47796m３/d最高日最高时用水量QhQh＝Kh×Ｑd/86.4＝1.46×47796/86.4＝807.66L／s（时变化系数由原始资料知Kh＝1.46）1．7消防用水量：城镇、居住区室外的消防用水量：火灾次数：2一次灭火用水量：45L/s-7-城镇消防用水量为90L/s工厂消防用水量：No.1火灾次数：1一次灭火用水量25L/sNo.2火灾次数：1一次灭火用水量：30L/s`2设计用水量变化规律的确定根据所给资料，绘制出日用水量曲线，综合实际情况，决定采用分级供水：20~次日5时共9小时，泵站供水量为2.78%Qd，用户为用水量输送至水塔；5~20点共15小时，泵站供水量为5.00%Qd，不足水量用水塔供给。3清水池、水塔调节容积的计算由用水量变化曲线与分级供水线求得清水池与水塔的调剂容积，如下表：0.00%1.00%2.00%3.00%4.00%5.00%6.00%7.00%0-11-22-33-44-55-66-77-88-99-1010-1111-1212-1313-1414-1515-1616-1717-1818-1919-2020-2121-2222-2323-24占日用水量比例5.00%2.78%2.78%-8-清水池与水塔调节容积计算时间用水量（%）二级泵站供水量（%）一级泵站供水量（%）清水池调节容积（%）清水池调节容积(m3）水塔调节容积(%)水塔调节容积(m3)0-11.62.784.17-1.39-664.36-1.18-563.991–21.472.784.17-1.39-664.36-1.31-626.132–31.432.784.16-1.38-659.58-1.35-645.253–41.432.784.17-1.39-664.36-1.35-645.254–52.362.774.17-1.40-669.14-0.41-195.965–64.155.004.160.84401.49-0.85-406.276–75.145.004.170.83396.710.1466.917–85.695.004.170.83396.710.69329.798–96.15.004.160.84401.491.10525.769–105.895.004.170.83396.710.89425.3810–115.075.004.170.83396.710.0733.4611–125.355.004.160.84401.490.35167.2912–135.355.004.170.83396.710.35167.2913-145.355.004.170.83396.710.35167.2914-155.275.004.160.84401.490.27129.0515-165.525.004.170.83396.710.52248.5416-175.755.004.170.83396.710.75358.4717-186.035.004.160.84401.491.03492.3018-195.725.004.170.83396.710.72344.1319-205.005.004.170.83396.710.000.0020-213.192.774.16-1.39-664.360.42200.7421-222.692.784.17-1.39-664.36-0.09-43.0222-232.582.784.17-1.39-664.36-0.20-95.5923-241.872.784.16-1.38-659.58-0.91-434.94合计100.00100.00100.0012.505974.507.653656.393.1清水池所需有效容积计算清水池调节容积为d11QkW=12.50%*47796=5974.5m3水厂自用水量调节容积按最高日用水设计用水量的5%计算，则dQ%5W2=5%*47796=2389.8m3.-9-该城镇人口数12万人，则确定同一时间内的火灾次数为2次，一次灭火