2021年版水库灌区灌溉渠系设计项目说明指导书

一、基础资料××水库是以浇灌为主综合利用工程，总库容1.25亿m3。电站为浇灌期发电季节性电站，整个灌区利用发电后尾水进行浇灌。尾水渠渠底高程576.5m。1．灌区范围及水资源概况××水库灌区在××以东，大桥河以西，大金河以南黑峪岭北坡，地形南高北低，海拔500～600m，地面坡降1/250～7/1000，因为起源于黑峪岭北麓七条大金河支流（包含××，发新河，李家河，西沙河，东沙河，木桥河）切割作用，使得该区从东到西，川原相间，起伏不平。灌区土地面积约39.5万亩，其中包含河谷滩地面积。土地利用系数0.74。灌区内地表水资源因为地形，时间和空间限制，难于全部利用，只能经过可能工程方法来利用一小部分。依据水文地质条件，灌区分为河谷阶地和山前洪积扇两种地貌类型；河漫滩潜水埋深10m左右，含水层为砂、砂砾石厚3～30m，山前洪积扇潜水埋深20～30m，含水层为含泥沙砂砾石层，厚10～20m，地下水质良好，矿化度为0.2～0.5g/L，pH值为6.5～8,适于浇灌和人畜用水。2．灌区土壤地质概况在洪积扇上，地表岩性为冲积，洪积次生黄土和亚黄土，土层厚度随地形而异，通常为5～15m，河滩地冲积土层厚度1m。以下为砂石层。沿山坡地带土壤为沙壤土，洪积扇中部为中壤土，河谷川地为重壤土，土壤物理性质见下表：​Sheet1灌区土壤物理性质土壤类别田间持水量（占土体%）容重（g/cm3）沙壤土17～251.5～1.55中壤土23～321.37～1.49重壤土30～421.35～1.38​沿山坡地带，表面沙土覆盖，厚5m左右，以下有2m多砂石层，再下就是较为坚固基岩，在李家河左岸及西沙河右岸全部有岩石出露，东沙河西支流端头也有岩石出露，东沙河之间为原土。沙土覆盖约4m，其它地方土层顺山坡逐步增加。3．水文气象概况××王庄站实测多年平均流量9.09m3/s，最枯流量0.7m3/s；年平均含沙量35.2kg/m3。大金河多年平均径流量31.9亿m3。扣除上游魏家原、罗川等多个灌区15.7万亩浇灌用水，在浇灌季节，下游金辉县境内河川地灌水也很困难，需要从××水库供水，××水库库容较大，但它一部分水量要调到××以西灌区。灌区多年平均降雨量608mm，65%集中在八、九、十月，年平均气温17℃，最高为37℃，最低零下17℃，通常年份最大冻土深度45～65cm，时间在十二月中旬到一月下旬。4．浇灌灌区内关键种植冬小麦，夏玉米，棉花等作物，复种指数160%，渠系水有效利用系数0.60，浇灌确保率P=75%，多种作物浇灌制度及灌区设计灌水率为0.25m3/s·万亩。二、工程部署1．灌区骨干渠系计划部署渠首水源是利用电站尾水进行浇灌，故水质含沙量很小，渠系为清水渠。灌区地形南高北低，西高东低，故干渠大致东西走向，沿南面黑峪岭北坡坡底部署。渠道采取混凝土护面，大致沿地面坡降由南向北部署5条，支渠垂直等高线，支Ⅰ又依据地形分为分支1和分支2（详见灌区浇灌计划部署图）。2．干、支渠系建筑物支渠进水口设进水闸；斗渠进水口设分水闸；在支渠进水口下游设节制闸，用来在干渠出现最小流量时抬高最小水位，满足支渠引取最小流量；并在轮灌组分界处设节制闸，如斗、农渠；修建两处跌水（东沙河、上峪河），并下设消力池，以减小水流能量；在西沙河和东沙河之间山脊开一隧洞；在李家河和渠尾上峪河处设置渡槽。为使干渠尽可能直线部署以降低水头损失和降低工程量，东沙河上游右岸沿山脚地带无法自流式浇灌，可设一小型泵站抽水浇灌。3．经典支渠选择及部署选择支Ⅱ为经典支渠进行斗、农渠部署。斗渠长度通常为3～5km，间距800m；农渠垂直斗渠部署，长度800m，间距为400m（详见经典支渠田间工程计划部署图）。三、渠系流量计算1．量测、估算每一条支渠控制面积​Sheet1支渠支Ⅰ支Ⅱ支Ⅲ支Ⅳ支Ⅴ控制面积（万亩）14.767.702.506.887.66灌溉面积Ai(i=1～5)10.92245.6981.855.09125.6684​2．经典支渠（支Ⅱ）设计流量及渠系水利用系数经典支渠浇灌面积约为A2=5.698万亩。浇灌制度为干、支渠续灌，下设21条斗渠，分三组轮灌，则同时工作有7条；某一斗渠下设8条农渠，分2组轮灌，则同时工作有4条。（详见经典支渠田间工程计划部署图）1）计算农渠设计流量取田间水利用系数=0.90，则农渠净流量为：灌区土壤大致为中壤土，查表得对应土壤透水性参数：A=1.9，m=0.4，故每千米农渠输水损失系数为：渠道采取混凝土护面，查表取渗水量折减系数β=0.1，由图取得农渠平均工作长度=0.4km。故农渠设计毛流量为：进位后2）计算斗渠设计流量取=2.4km，则斗渠每千米输水损失系数为：斗渠设计毛流量为：进位后3）计算支渠设计流量斗渠分3组轮灌，由图取得支渠平均工作长度=7.0km，则支渠每千米输水损失系数为：支渠设计毛流量为：进位后4）经典支渠浇灌水利用系数：3．计算其它支渠设计流量以经典支渠浇灌水利用系数作为扩大指标，计算其它支渠设计流量，计算公式为：计算结果汇总表：​Sheet1支渠支Ⅰ支Ⅱ支Ⅲ支Ⅳ支Ⅴ控制面积（万亩）14.767.702.506.887.66灌溉面积Ai(i=1～5)10.92245.6981.855.09125.6684灌溉水利用系数0.700.790.850.810.79设计灌水率(m3/s·万亩)0.250.250.250.250.25设计流量Q毛（m3/s）3.9011.8030.5441.5711.794进位值Q毛（m3/s）3.91.80.551.61.8​4．计算干渠各段设计流量干渠各段设计流量由下游往上游推算，在平面图上为7-8、3-7、2-3、1-2段。7-8段：侧得进位取同理可计算其它支渠设计流量，其中则计算汇总表以下：​Sheet1渠段1-2段2-3段3-7段7-8段渠长L（km）1.57.98.255.35Q净（m3/s）9.85.853.451.8σ0.7630.9371.1581.502Q毛（m3/s）9.815.893.4831.814进位值Qd（m3/s）9.95.93.51.85​5．加大流量及最小流量计算计算汇总表：​Sheet1典支1-2段2-3段3-7段7-8段Qd(m3/s)1.89.95.93.51.85J1.291.21.241.271.29Qj(m3/s)2.32211.887.3164.4452.3865Qmin(m3/s)0.723.962.361.40.74​四、横断面设计依据干渠各段设计流量，由梯形渠道经济实用断面计算公式推算各渠道横断面设计。依据渠道纵断面地形图暂定渠道比降i=1/40001/2500；渠道采取混泥土护面，取糙率系数n=0.012，渠床地质条件大部分为中壤土，故取渠道内边坡系数m=1.25。梯形渠道水力最好断面参数计算公式以下：水深：，单位m，（其中）；底宽：，单位m；过水断面：，单位m2；流速：，单位m/s。混泥土衬砌渠道不冲流速取2.5m/s，不淤流速。加大水深迭代公式：。安全超高：，单位m。堤顶宽度：，单位m。堤顶高度：，单位m。则渠道各段横断面设计计算结果以下：1．经典支渠：​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVAQd(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000331.80.990.691.900.951.010.8231.6620.811.350.941.9222.3221.29262304681.370.820.820.43010541831.221.350.0121.253.20156211870.000331.80.990.691.900.951.020.7612.1890.751.640.931.9411.29262304681.370.820.940.0121.253.20156211870.000331.80.990.691.900.951.030.7172.6580.711.880.921.9601.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.92​​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQd(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000331.80.990.691.900.951.010.8231.6620.811.350.941.9220.40.542.3221.29262304681.370.820.820.43010541831.221.350.0121.253.20156211870.000331.80.990.691.900.951.020.7612.1890.751.640.931.9411.29262304681.370.820.940.0121.253.20156211870.000331.80.990.691.900.951.030.7172.6580.711.880.921.9601.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.92​故,满足流速设计要求。​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVAQj(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000331.80.990.691.900.951.010.8231.6620.811.350.941.9222.3221.29262304681.370.820.820.43010541831.221.350.0121.253.20156211870.000331.80.990.691.900.951.020.7612.1890.751.640.931.9411.29262304681.370.820.940.0121.253.20156211870.000331.80.990.691.900.951.030.7172.6580.711.880.921.9601.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.921.29262304681.370.820.92​2．干渠渠首：​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQd(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000259.91.971.387.581.311.010.8231.6621.622.701.297.6590.20.6311.8803.74124896252.71.621.60.64484315552.082.420.0121.253.20156211870.000259.91.971.387.581.311.020.7612.1891.503.281.287.7353.74124896252.71.621.810.0121.253.20156211870.000259.91.971.387.581.311.030.7172.6581.413.761.277.8113.74124896252.71.621.773.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.78​​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQd(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000259.91.971.387.581.311.010.8231.6621.622.701.297.6590.20.6311.8803.74124896252.71.621.60.64484315552.082.420.0121.253.20156211870.000259.91.971.387.581.311.020.7612.1891.503.281.287.7353.74124896252.71.621.810.0121.253.20156211870.000259.91.971.387.581.311.030.7172.6581.413.761.277.8113.74124896252.71.621.773.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.78​故,满足流速设计要求。​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQj(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000259.91.971.387.581.311.010.8231.6621.622.701.297.6590.20.6311.8803.74124896252.71.621.60.64484315552.082.420.0121.253.20156211870.000259.91.971.387.581.311.020.7612.1891.503.281.287.7353.74124896252.71.621.810.0121.253.20156211870.000259.91.971.387.581.311.030.7172.6581.413.761.277.8113.74124896252.71.621.773.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.783.74124896252.71.621.78​3．干渠渠尾：​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQj(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.00041.850.960.681.811.021.010.8231.6620.791.321.011.8250.40.542.3861.24035960331.320.80.80.42514241011.201.330.0121.253.20156211870.00041.850.960.681.811.021.020.7612.1890.731.601.001.8431.24035960331.320.80.920.0121.253.20156211870.00041.850.960.681.811.021.030.7172.6580.691.830.991.8611.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.90​​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQj(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.00041.850.960.681.811.021.010.8231.6620.791.321.011.8250.40.542.3861.24035960331.320.80.80.42514241011.201.330.0121.253.20156211870.00041.850.960.681.811.021.020.7612.1890.731.601.001.8431.24035960331.320.80.920.0121.253.20156211870.00041.850.960.681.811.021.030.7172.6580.691.830.991.8611.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.90​故,满足流速设计要求。​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQj(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.00041.850.960.681.811.021.010.8231.6620.791.321.011.8250.40.542.3861.24035960331.320.80.80.42514241011.201.330.0121.253.20156211870.00041.850.960.681.811.021.020.7612.1890.731.601.001.8431.24035960331.320.80.920.0121.253.20156211870.00041.850.960.681.811.021.030.7172.6580.691.830.991.8611.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.901.24035960331.320.80.90​4．干渠23段：​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQj(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000295.91.581.114.871.211.010.8231.6621.302.161.204.9140.40.977.3162.67518343362.161.31.30.56244720921.752.010.0121.253.20156211870.000295.91.581.114.871.211.020.7612.1891.202.631.194.9622.67518343362.161.31.480.0121.253.20156211870.000295.91.581.114.871.211.030.7172.6581.133.011.185.0112.67518343362.161.31.442.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.45​​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQj(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000295.91.581.114.871.211.010.8231.6621.302.161.204.9140.40.977.3162.67518343362.161.31.30.56244720921.752.010.0121.253.20156211870.000295.91.581.114.871.211.020.7612.1891.202.631.194.9622.67518343362.161.31.480.0121.253.20156211870.000295.91.581.114.871.211.030.7172.6581.133.011.185.0112.67518343362.161.31.442.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.45​故,满足流速设计要求。​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQj(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000295.91.581.114.871.211.010.8231.6621.302.161.204.9140.40.977.3162.67518343362.161.31.30.56244720921.752.010.0121.253.20156211870.000295.91.581.114.871.211.020.7612.1891.202.631.194.9622.67518343362.161.31.480.0121.253.20156211870.000295.91.581.114.871.211.030.7172.6581.133.011.185.0112.67518343362.161.31.442.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.452.67518343362.161.31.45​5．干渠37段：​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQj(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000333.51.270.893.131.121.010.8231.6621.041.731.113.1640.40.754.4451.90843610781.731.041.040.494600421.481.670.0121.253.20156211870.000333.51.270.893.131.121.020.7612.1890.962.111.103.1961.90843610781.731.041.200.0121.253.20156211870.000333.51.270.893.131.121.030.7172.6580.912.411.083.2271.90843610781.731.041.171.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.18​​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQj(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000333.51.270.893.131.121.010.8231.6621.041.731.113.1640.40.754.4451.90843610781.731.041.040.494600421.481.670.0121.253.20156211870.000333.51.270.893.131.121.020.7612.1890.962.111.103.1961.90843610781.731.041.200.0121.253.20156211870.000333.51.270.893.131.121.030.7172.6580.912.411.083.2271.90843610781.731.041.171.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.18​故,满足流速设计要求。​Sheet1水力最佳断面参数计算经济断面计算迭代计算nmm'iQd(m3/s)h。b。A。V。αh/h。b/hhbVACoVcdQj(m3/s)(nQj/i0.5)0.6b(m)h(m)hj(m)△h(m)D(m)h顶(m)0.0121.253.20156211870.000333.51.270.893.131.121.010.8231.6621.041.731.113.1640.40.754.4451.90843610781.731.041.040.494600421.481.670.0121.253.20156211870.000333.51.270.893.131.121.020.7612.1890.962.111.103.1961.90843610781.731.041.200.0121.253.20156211870.000333.51.270.893.131.121.030.7172.6580.912.411.083.2271.90843610781.731.041.171.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.181.90843610781.731.041.18​6．干渠各段横断面及经典支渠渠首横断面设计结果汇总表以下：(单位：ｍ)​Sheet1渠段底宽b设计水位hd最高水位hmax最低水位hmin堤顶高度堤顶宽度典支渠首1.370.820.920.581.351.22干渠12段2.701.621.781.142.432.08干渠23段2.161.301.450.912.011.75干渠37段1.731.041.180.731.681.48干渠78段1.320.800.900.561.331.20​五、各设计示意图见附：灌区浇灌计划部署图经典支渠田间工程计划部署图渠道纵横断面图六、结语经过这次课程设计，我知道了自己所学课程用处，知道干什么，知道该干什么。而且更关键是加深了我对知识了解、吸收。也为我走向工作岗位打了一定基础。以上设计是对我所学知识掌握和利用，因为时间仓促，本设计有很多不足之处，请指正。《浇灌排水工程学》课程设计水库灌区灌溉设计