《水利水电工程施工课程设计.docx》由会员分享，可在线阅读，更多相关《水利水电工程施工课程设计.docx（13页珍藏版）》请在三一办公上搜索。
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 n =1 ,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坝址处天然水位-流量关系卩位水图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
2、量关系泄流流量（m3/s）01503004108001400上游水位（m）953.00955.40957.03958.00960.66964.12作图如下上游水位导流隧洞泄流量关系卩位水游上图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 Q = （3002学号的最后两位）m3/s，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
3、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 H下、戗堤咼度H B、戗堤水深H03由Qo =300 2 8=316m/s ,根据戗堤处水位流量关系曲线，由内插法可知，H 下二953.28m ;安全超高1.0m由 Q。二 Q,H 上二 957.79m，Hb =H 上 1.0m H 底二 8m
4、；H0 =Z H 下一 H 底=2.28m Z .2、根据已知的泄流量 Qd与上游水位H上关系绘制Qd Z曲线泄流量Qd(m3/s)150.00300.00410.00800.001400.00上游水位H上(m)955.40957.03958.00960.66964.12上下游落差Z(m)2.123.754.727.3810.84作图如下上下游落差-泄流量图4：龙口泄水曲线Q Z由龙口泄水能力计算按照宽顶堰公式计算:Q=m 百 72gH0.5式中m流量系数Zm = 1 -HoZ 1当，为淹没流,Ho 3Z 1当-3，为非淹没流，m385B 龙口平均过水宽度梯形断面：B = B -2nHB nH
5、0三角形断面：B = nH0Ho龙口上游水头梯形断面：Ho二Z_Z底三角形断面：H。=Z上-Z底- nHb - 0.5Bn其中Z龙口上下游水位差Hb 戗堤高度n 戗堤端部边坡系数，取 n -1.0Z上一一龙口上游水位Z底一一河道底板高程Q由连续方程可得龙口流速计算公式为：一Bh淹没流时：h = hs式中h s龙口底板以上的下游水深非淹没流时：h = hc式中he龙口断面的临界水深I即淹没出流时:对于梯形断面：h =hs对三角形断面：n HB 0.5B h = hsBnII非淹没出流时:对于梯形断面：h = he对三角形断面：he = 5 2Q ； q n g以下以假设戗堤顶部 B为下列数值时为
6、例，演算 BQZ曲线的过程，河床底部无 护底。B=40m流量落差计算表B(m)Z(m)Ho(m)Z/ H0mB3Q(m / s)400.52.780.180.34826.78191.3413.280.300.38327.28274.921.53.780.400.38527.78348.1624.280.470.38528.28427.032.54.780.520.38528.78512.9135.280.570.38529.28605.803.55.780.610.38529.78705.7146.280.640.38530.28812.654.56.780.660.38530.78926.6
7、757.280.690.38531.281047.795.57.780.710.38531.781176.0768.280.720.38532.281311.566.58.780.740.38532.781454.32B=35m流量落差计算表B(m)Z(m)H(m)Z/ H0mBQ(m3 / s)350.52.780.180.3521.78155.6313.280.300.3822.28225.151.53.780.400.3922.78285.6624.280.470.3923.28351.712.54.780.520.3923.78424.0035.280.570.3924.28502.5
8、63.55.780.610.3924.78587.4546.280.640.3925.28678.714.56.780.660.3925.78776.4057.280.690.3926.28880.585.57.780.710.3926.78991.3368.280.720.3927.281108.726.58.780.740.3927.781232.82B=30m流量落差计算表B(m)Z(m)H0(m)Z/ H。mB3Q(m / s)300.52.780.180.3516.78119.9113.280.300.3817.28174.621.53.780.400.3917.78222.9624
9、.280.470.3918.28276.172.54.780.520.3918.78334.8535.280.570.3919.28399.083.55.780.610.3919.78468.9246.280.640.3920.28544.484.56.780.660.3920.78625.8257.280.690.3921.28713.055.57.780.710.3921.78806.2568.280.720.3922.28905.526.58.780.740.3922.781010.94B=25m流量落差计算表B(m)Z(m)H(m)Z/H0mBQ(m3 / s)250.52.780.1
10、80.3511.7884.1813.280.300.3812.28124.101.53.780.400.3912.78160.2724.280.470.3913.28200.642.54.780.520.3913.78245.7135.280.570.3914.28295.593.55.780.610.3914.78350.4046.280.640.3915.28410.254.56.780.660.3915.78475.2557.280.690.3916.28545.525.57.780.710.3916.78621.1768.280.720.3917.28702.320.52.780.18
11、0.3511.7884.18B=20m流量落差计算表B(m)Z(m)Ho(m)Z/H。mBQ(m3 / s)200.52.780.180.356.7848.4513.280.300.387.2873.581.53.780.400.397.7897.5724.280.470.398.28125.102.54.780.520.398.78156.5635.280.570.399.28192.103.55.780.610.399.78231.8746.280.640.3910.28276.014.56.780.660.3910.78324.6857.280.690.3911.28377.995.57
12、.780.710.3911.78436.0968.280.720.3912.28499.126.58.780.740.3912.78567.18B=16m流量落差计算表B(m)Z(m)H(m)Z/H0mB3Q(m / s)160.52.780.180.352.7819.8713.280.300.383.2833.161.53.780.400.393.7847.4124.280.470.394.2864.682.54.780.520.394.7885.2535.280.570.395.28109.313.55.780.610.395.78137.0546.280.640.396.28168.63
13、4.56.780.660.396.78204.2257.280.690.397.28243.975.57.780.710.397.78288.0368.280.720.398.28336.556.58.780.740.398.78389.68B=10m流量落差计算表B(m)Z(m)H(m)Z/ H0mBQ(m3 / s)10.283.560.390.280.07101.50.781.920.390.780.9221.281.560.391.283.172.51.781.400.391.787.2232.281.320.392.2813.403.52.781.260.392.7822.0043.
14、281.220.393.2833.264.53.781.190.393.7847.4154.281.170.394.2864.685.54.781.150.394.7885.2565.281.140.395.28109.316.55.781.120.395.78137.05作Q Z曲线如下B=5m流量落差计算表B(m)Z(m)H0(m)Z/ H。mB3Q(m / s)53.50.2812.440.390.280.0740.785.120.390.780.924.51.283.510.391.283.1751.782.810.391.787.225.52.282.410.392.2813.406
15、2.782.160.392.7822.006.53.281.980.393.2833.26图5: Q Z曲线4、绘制B Q Qd曲线如下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Z V、BV图，列表如下:B(m)Q(m3 / s)Z(m)B(m)h(m)V (m/ s)流态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20179.902.739.013.44
16、5.81梯形非淹没流16129.963.275.553.826.12三角形非淹没流11040.314.156.433.191.96三角形非淹没流53.694.476.761.230.45三角形非淹没流作图如下戗堤顶部宽度-泄流量m量 流 泄图7： BV曲线图6： Z V曲线6、由 V = kd，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.戗堤顶部宽度-块体粒径1015202530戗堤顶部宽度(m)3540501.5径粒体块具体计算如下表:B(m)Z(m)V (m / s)d(m)401.154.730.84351.444.930.92301.815.171.01252.255.451.12202.735.811.27163.276.121.41104.151.960.1454.470.450.01作图如下图6: Z d曲线7、选择截流材料当B25m时，选用5t重大块石、大石串或钢筋石笼，为I区；当16mB25m时，选用12-15t重混凝土四面体，为 II区；当B16m时，选用 0.8m 6m装石竹笼，为III区。8、截流设计方案图。见附图。9、截流戗堤宽度为满足可使3辆自卸汽车同时工作，自卸汽车宽度为3.5m左右，安全间距1m，所以取戗堤宽度为15m。
