水利水电工程施工课程设计

1、水利工程施工课程设计计算说明书一、基本资料大渡河上某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/s）2503174105001000水位（m）952.15952.71953.48954.00955.87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/s）0150300

2、4108001400上游水位（m）953.00955.40957.03958.00960.66964.12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行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部分，其设计过程比较复杂，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。截流设计流量的确定，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某种特征流量值作为设计流

3、量。一般地，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的确定一般采用图解法（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1、 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，;安全超高1.0m由,，；.2、 根据已知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

4、：式中 流量系数当，为淹没流，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I即淹没出流时： 对于梯形断面： 对三角形断面：。II非淹没出流时： 对于梯形断面：对三角形断面：；以下以假设戗堤顶部B为下列数值时为例，演算曲线的过程，河床底部无护底。B=40m流量落差计算表400.52.780.18 0.34826.78191.34 13.280.30 0.38327.2827

5、4.92 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 0.38531.781176.07 68.280.72 0.38532.281311.56 6.58.780.74

6、0.38532.781454.32 B=35m流量落差计算表350.52.780.180.3521.78155.6313.280.300.3822.28225.151.53.780.400.3922.78285.6624.280.470.3923.28351.712.54.780.520.3923.78424.0035.280.570.3924.28502.563.55.780.610.3924.78587.4546.280.640.3925.28678.714.56.780.660.3925.78776.4057.280.690.3926.28880.585.57.780.710.3926.

7、78991.3368.280.720.3927.281108.726.58.780.740.3927.781232.82B=30m流量落差计算表300.52.780.180.3516.78119.9113.280.300.3817.28174.621.53.780.400.3917.78222.9624.280.470.3918.28276.172.54.780.520.3918.78334.8535.280.570.3919.28399.083.55.780.610.3919.78468.9246.280.640.3920.28544.484.56.780.660.3920.78625.82

8、57.280.690.3921.28713.055.57.780.710.3921.78806.2568.280.720.3922.28905.526.58.780.740.3922.781010.94B=25m流量落差计算表250.52.780.180.3511.7884.1813.280.300.3812.28124.101.53.780.400.3912.78160.2724.280.470.3913.28200.642.54.780.520.3913.78245.7135.280.570.3914.28295.593.55.780.610.3914.78350.4046.280.640

9、.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 8.28 125.10 2.54.78 0.52 0.39 8.78 156.56 35.2

10、8 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 0.18 0.35 2.78 19.87 13.28 0.30 0.38 3.28 33

11、.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 7.78 288.03 68.28 0.72 0.39 8.28 336.55 6.58.78 0

12、.74 0.39 8.78 389.68 B=10m流量落差计算表1010.283.560.390.280.071.50.781.920.390.780.9221.281.560.391.283.172.51.781.400.391.787.2232.281.320.392.2813.403.52.781.260.392.7822.0043.281.220.393.2833.264.53.781.190.393.7847.4154.281.170.394.2864.685.54.781.150.394.7885.2565.281.140.395.28109.316.55.781.120.395

13、.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，并判断流态和求水深h、流速v，并作、图，列表如下： 40296.831.1527.

14、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：401.154.730.84351.444.930.92301.815.171.01252.255.451.12202.735.811.27163