水利水电工程施工课程设计报告

1、-. z.水利工程施工课程设计计算说明书一、根本资料大渡河上*水电工程采用单戗立堵进占，河床的剖面图见图1。戗堤处水位流量关系见表1和图2。戗堤端部边坡系数，截流戗堤两侧的边坡为1:1.5。截流材料采用当地的中粒黑云二长花岗岩，容重为26KN/m3。该工程采用左右岸各布置一条导流洞导流，左、右导流隧洞联合泄流的上游水位和泄流流量关系见表2和图3。图1：河床剖面图表1 坝址处天然水位流量关系流 量m3/s2503174105001000水位m952.15952.71953.48954.00955.87图2：坝址处天然水位流量关系曲线表2 上游水位导流隧洞泄流量关系泄流流量m3/s01503004

2、108001400上游水位m953.00955.40957.03958.00960.66964.12作图如下图3：上游水位导流隧洞泄流量关系曲线 每位同学按不同的设计流量进展无护底情况下截流水力计算，并确定相应的截流设计方案。按以下公式确定截流设计流量，计算时不考虑戗堤渗透流量和上游槽蓄流量。截流设计是施工导流设计重要组成局部，其设计过程比拟复杂，目前我国水利水电工程截流多采用立堵截流，本次设计按立堵截流设计，有多种设计方法。其设计分为：截流水力计算、截流水力分区和备料量设计。截流设计流量确实定，通常按频率法确定，也即根据已选定的截流时段，采用该时段内一定频率的*种特征流量值作为设计流量。一般

3、地，多采用截流时段5%10的月平均或者旬平均流量作为设计标准。截流的水力计算中龙口流速确实定一般采用图解法详细见水利工程施工P3942，以下对于图解法及图解法的量化法，三曲线法做如下介绍。二、截流的水力计算计算下游水位、戗堤高度、戗堤水深由，根据戗堤处水位流量关系曲线，由内插法可知，;平安超高1.0m由,，；.根据的泄流量与上游水位关系绘制曲线150.00300.00410.00800.001400.00955.40957.03958.00960.66964.122.123.754.727.3810.84作图如下图4：龙口泄水曲线由龙口泄水能力计算按照宽顶堰公式计算：式中 流量系数当，为淹没流

4、，当，为非淹没流，龙口平均过水宽度梯形断面：三角形断面：龙口上游水头梯形断面：三角形断面：其中龙口上下游水位差戗堤高度戗堤端部边坡系数，取龙口上游水位河道底板高程由连续方程可得龙口流速计算公式为 ： -淹没流时：式中龙口底板以上的下游水深非淹没流时：式中龙口断面的临界水深= 1 * ROMANI即淹没出流时： = 1 * GB3对于梯形断面： = 2 * GB3对三角形断面：。= 2 * ROMANII非淹没出流时：= 1 * GB3对于梯形断面：= 2 * GB3对三角形断面：；以下以假设戗堤顶部B为以下数值时为例，演算曲线的过程，河床底部无护底。B=40m流量落差计算表400.52.780

5、.18 0.34826.78191.34 13.280.30 0.38327.28274.92 1.53.780.40 0.38527.78348.16 24.280.47 0.38528.28427.03 2.54.780.52 0.38528.78512.91 35.280.57 0.38529.28605.80 3.55.780.61 0.38529.78705.71 46.280.64 0.38530.28812.65 4.56.780.66 0.38530.78926.67 57.280.69 0.38531.281047.79 5.57.780.71 0.38531.781176.

6、07 68.280.72 0.38532.281311.56 6.58.780.74 0.38532.781454.32 B=35m流量落差计算表350.52.780.180.3521.78155.6313.280.300.3822.28225.151.53.780.400.3922.78285.6624.280.470.3923.28351.712.54.780.520.3923.78424.0035.280.570.3924.28502.563.55.780.610.3924.78587.4546.280.640.3925.28678.714.56.780.660.3925.78776.4

7、057.280.690.3926.28880.585.57.780.710.3926.78991.3368.280.720.3927.281108.726.58.780.740.3927.781232.82B=30m流量落差计算表300.52.780.180.3516.78119.9113.280.300.3817.28174.621.53.780.400.3917.78222.9624.280.470.3918.28276.172.54.780.520.3918.78334.8535.280.570.3919.28399.083.55.780.610.3919.78468.9246.280.

8、640.3920.28544.484.56.780.660.3920.78625.8257.280.690.3921.28713.055.57.780.710.3921.78806.2568.280.720.3922.28905.526.58.780.740.3922.781010.94B=25m流量落差计算表250.52.780.180.3511.7884.1813.280.300.3812.28124.101.53.780.400.3912.78160.2724.280.470.3913.28200.642.54.780.520.3913.78245.7135.280.570.3914.2

9、8295.593.55.780.610.3914.78350.4046.280.640.3915.28410.254.56.780.660.3915.78475.2557.280.690.3916.28545.525.57.780.710.3916.78621.1768.280.720.3917.28702.320.52.780.180.3511.7884.18B=20m流量落差计算表200.52.78 0.18 0.35 6.78 48.45 13.28 0.30 0.38 7.28 73.58 1.53.78 0.40 0.39 7.78 97.57 24.28 0.47 0.39 8.2

10、8 125.10 2.54.78 0.52 0.39 8.78 156.56 35.28 0.57 0.39 9.28 192.10 3.55.78 0.61 0.39 9.78 231.87 46.28 0.64 0.39 10.28 276.01 4.56.78 0.66 0.39 10.78 324.68 57.28 0.69 0.39 11.28 377.99 5.57.78 0.71 0.39 11.78 436.09 68.28 0.72 0.39 12.28 499.12 6.58.78 0.74 0.39 12.78 567.18 B=16m流量落差计算表160.52.78 0

11、.18 0.35 2.78 19.87 13.28 0.30 0.38 3.28 33.16 1.53.78 0.40 0.39 3.78 47.41 24.28 0.47 0.39 4.28 64.68 2.54.78 0.52 0.39 4.78 85.25 35.28 0.57 0.39 5.28 109.31 3.55.78 0.61 0.39 5.78 137.05 46.28 0.64 0.39 6.28 168.63 4.56.78 0.66 0.39 6.78 204.22 57.28 0.69 0.39 7.28 243.97 5.57.78 0.71 0.39 7.78 2

12、88.03 68.28 0.72 0.39 8.28 336.55 6.58.78 0.74 0.39 8.78 389.68 B=10m流量落差计算表1010.283.560.390.280.071.50.781.920.390.780.9221.281.560.391.283.172.51.781.400.391.787.2232.281.320.392.2813.403.52.781.260.392.7822.0043.281.220.393.2833.264.53.781.190.393.7847.4154.281.170.394.2864.685.54.781.150.394.788

13、5.2565.281.140.395.28109.316.55.781.120.395.78137.05B=5m流量落差计算表53.50.28 12.44 0.39 0.28 0.07 40.78 5.12 0.39 0.78 0.92 4.51.28 3.51 0.39 1.28 3.17 51.78 2.81 0.39 1.78 7.22 5.52.28 2.41 0.39 2.28 13.40 62.78 2.16 0.39 2.78 22.00 6.53.28 1.98 0.39 3.28 33.26 作曲线如下图5：曲线4、绘制曲线如下图6：曲线5、由CAD图，可知交点处相应的Q、Z

14、，并判断流态和求水深h、流速v，并作、图，列表如下：40296.831.1527.432.294.73梯形非淹没流35278.411.4422.722.484.93梯形非淹没流30255.541.8118.092.735.17梯形非淹没流25223.542.2513.543.035.45梯形非淹没流20179.902.739.013.445.81梯形非淹没流16129.963.275.553.826.12三角形非淹没流1040.314.156.433.191.96三角形非淹没流53.694.476.761.230.45三角形非淹没流作图如下图7：曲线图6：曲线6、由，确定块体粒径d；式中V石块的极限抗冲流速；d石块化引为球形时的粒径；K综合稳定系数，取0.9；水容重，取10.石块容重，取26.具体计算如下表：401.154.730.84351.444.930.92301.815.171.01252.2