南水北调济平干渠李山头节制闸初步设计

毕业设计目录摘要AbstractTOC\o"1-3"\h\u8243第1章工程概况 表1-1节制闸设计指标表项目李山头节制闸桩号设计24+630测量24+720流量(m3/s)设计50校核60闸前水位（m）设计36.76校核37.06闸后水位（m）设计36.66校核36.96闸底板（m）33.76渠道要素渠底高程（上游/下游）33.76/33.66渠底宽度（上游/下游）10/10左堤高程（上游/下游）42.0/42.0左堤宽度8防洪堤高程/防洪堤宽度/输水渠戗台高程（上游/下游）37/36.9输水渠戗台宽度2右堤高程（上游/下游）42/42右堤宽度8输水渠戗台以上内边坡系数2.6输水渠戗台以下内边坡系数2.1输水渠外边坡系数2.6附表一消力池池深池长计算表开启孔数n开启高度e(m)挖池前收缩水深hc(m)泄流量Q(m3/s)单宽流量q[m3/(s*m)]挖池前后水深hc＂(m)下游水深hs(m)消力池尺寸备注池深dm(m)池长Lsj(m)水跃长Lj(m)设计情况30.50.27823.632.181.7341.610.24512.33510.04610.55244.8314.152.2622.290.13113.65111.8021.50.82163.6025.892.5552.75-0.01713.77211.96221.08679.9457.42.7113.11-0.2113.20711.20910.50.2787.8772.1881.7410.851.01312.3710.09310.55214.9444.1512.2631.231.19113.65511.8061.50.82121.2015.8892.5541.511.22313.76911.959用21.08626.6487.4022.7111.721.18113.21211.216校核情况30.50.29424.8992.3051.7791.650.25412.48710.2510.58947.4824.3972.312.360.11213.70711.8761.50.88567.7496.2732.6022.85-0.06613.68711.84921.1985.77.9352.7453.23-0.29312.84510.72610.50.2948.32.3051.7790.891.01412.48710.2510.58915.8274.3972.311.271.20213.70711.8761.50.88522.5836.2732.6021.571.21413.68711.849用21.1928.5677.9352.7451.791.14712.84510.726附表二海漫长度计算表参数Qb末qs△H’KsLp设计情况23.6322.61.0461.391112.2131.11044.83122.61.9840.711114.2211.29363.60222.62.8140.251113.0481.18679.94522.63.537-0.1111--7.87722.60.3492.15117.8640.71514.94422.60.6611.771110.3170.93821.20122.60.9381.491111.7711.07026.64822.61.1791.281112.7051.155校核情况24.89923.861.0441.351112.1121.10147.48223.861.9900.641113.8791.26267.74923.862.8390.151111.5351.04985.723.863.592-0.2311--8.323.860.3482.11117.8190.71115.82723.860.6631.731110.2750.93422.58323.860.9461.431111.7031.06428.56723.861.1971.211112.6241.148附表三各典型段渗压水头损失计表段号段别S（m）S1S2T（m）L（m）hi备注1进口段0.5——8—0.4640.334各典型段阻尼系数计算公式：①进、出口段②内部水平段③内部垂直段2内部水平段—01.57.5121.4601.0513内部垂直段1.5——7.5—0.2040.1474内部水平段—0060.60.1000.0725内部垂直段1——7—0.1450.1