水利水电工程施工课程设计

学生：秦双齐（2010101108）指导老师：郭红民时间：2014-01-15水利工程施工课程设计《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1n，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）952.15952.71953.48954.00955.872003004005006007008009001000952952.5953953.5954954.5955955.5956流量m3/s水位(m)坝址处天然水位-流量关系水位-流量图2：坝址处天然水位~流量关系曲线学生：秦双齐（2010101108）指导老师：郭红民时间：2014-01-15水利工程施工课程设计表2上游水位~导流隧洞泄流量关系泄流流量（m3/s）01503004108001400上游水位（m）953.00955.40957.03958.00960.66964.12作图如下0200400600800100012001400952954956958960962964966泄流流量m3/s上游水位(m)上游水位~导流隧洞泄流量关系水位-流量图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3(3002/)Qms学号的最后两位，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》P39~42），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、计算下游水位下H、戗堤高度BH、戗堤水深0H学生：秦双齐（2010101108）指导老师：郭红民时间：2014-01-15水利工程施工课程设计由3030028316/Qms，根据戗堤处水位~流量关系曲线，由内插法可知，953.28下Hm;安全超高1.0m由QQ0,957.79上Hm，1.08上底BHHmHm；02.28下底HZHmHZ.2、根据已知的泄流量dQ与上游水位上H关系绘制~dQZ曲线3(/)dmQs泄流量150.00300.00410.00800.001400.00()Hm上上游水位955.40957.03958.00960.66964.12()Zm上下游落差2.123.754.727.3810.84作图如下2345678910110200400600800100012001400上下游落差(m)泄流流量m3/s上下游落差-泄流量落差-流量图4：龙口泄水曲线ZQ~由龙口泄水能力计算按照宽顶堰公式计算：学生：秦双齐（2010101108）指导老师：郭红民时间：2014-01-15水利工程施工课程设计1.502QmBgH式中m——流量系数当013ZH，为淹没流，001ZZmHH当013ZH，为非淹没流，0.385mB——龙口平均过水宽度梯形断面：02BBBnHnH三角形断面：0BnH0H——龙口上游水头梯形断面：0HZZ上底三角形断面：00.5BHZZnHBn上底其中Z——龙口上下游水位差BH——戗堤高度n——戗堤端部边坡系数，取1.0nZ上——龙口上游水位Z底——河道底板高程由连续方程可得龙口流速计算公式为：QBh-淹没流时：shh式中sh——龙口底板以上的下游水深非淹没流时：chh式中ch——龙口断面的临界水深I即淹没出流时：学生：秦双齐（2010101108）指导老师：郭红民时间：2014-01-15水利工程施工课程设计①对于梯形断面：shh②对三角形断面：0.5BsnHBhhn。II非淹没出流时：①对于梯形断面：chh②对三角形断面：222cQhng５；以下以假设戗堤顶部B为下列数值时为例，演算ZQB~~曲线的过程，河床底部无护底。B=40m流量落差计算表()Bm()Zm0()Hm0/ZHmB3/()Qms400.52.780.180.34826.78191.3413.280.300.38327.28274.921.53.780.400.38527.78348.1624.280.470.38528.28427.032.54.780.520.38528.78512.9135.280.570.38529.28605.803.55.780.610.38529.78705.7146.280.640.38530.28812.654.56.780.660.38530.78926.6757.280.690.38531.281047.795.57.780.710.38531.781176.0768.280.720.38532.281311.566.58.780.740.38532.781454.32B=35m流量落差计算表()Bm()Zm0()Hm0/ZHmB3/()Qms350.52.780.180.3521.78155.6313.280.300.3822.28225.151.53.780.400.3922.78285.6624.280.470.3923.28351.712.54.780.520.3923.78424.0035.280.570.3924.28502.563.55.780.610.3924.78587.4546.280.640.3925.28678.714.56.780.660.3925.78776.40学生：秦双齐（2010101108）指导老师：郭红民时间：2014-01-15水利工程施工课程设计57.280.690.3926.28880.585.57.780.710.3926.78991.3368.280.720.3927.281108.726.58.780.740.3927.781232.82B=30m流量落差计算表()Bm()Zm0()Hm0/ZHmB3/()Qms300.52.780.180.3516.78119.9113.280.300.3817.28174.621.53.780.400.3917.78222.9624.280.470.3918.28276.172.54.780.520.3918.78334.8535.280.570.3919.28399.083.55.780.610.3919.78468.9246.280.640.3920.28544.484.56.780.660.3920.78625.8257.280.690.3921.28713.055.57.780.710.3921.78806.2568.280.720.3922.28905.526.58.780.740.3922.781010.94B=25m流量落差计算表()Bm()Zm0()Hm0/ZHmB3/()Qms250.52.780.180.3511.7884.1813.280.300.3812.28124.101.53.780.400.3912.78160.2724.280.470.3913.28200.642.54.780.520.3913.78245.7135.280.570.3914.28295.593.55.780.610.3914.78350.4046.280.640.3915.28410.254.56.780.660.3915.78475.2557.280.690.3916.28545.525.57.780.710.3916.78621.1768.280.720.3917.28702.320.52.780.180.3511.7884.18B=20m流量落差计算表学生：秦双齐（2010101108）指导老师：郭红民时间：2014-01-15水利工程施工课程设计()Bm()Zm0()Hm0/ZHmB3/()Qms200.52.780.180.356.7848.4513.280.300.387.2873.581.53.780.400.397.7897.5724.280.470.398.28125.102.54.780.520.398.78156.5635.280.570.399.28192.103.55.780.610.399.78231.8746.280.640.3910.28276.014.56.780.660.3910.78324.6857.280.690.3911.28377.995.57.780.710.3911.78436.0968.280.720.3912.28499.126.58.780.740.3912.78567.18B=16m流量落差计算表()Bm()Zm0()Hm0/ZHmB3/()Qms160.52.780.180.352.7819.8713.280.300.383.2833.161.53.780.400.393.7847.4124.280.470.394.2864.682.54.780.520.394.7885.2535.280.570.395.28109.313.55.780.610.395.78137.0546.280.640.396.28168.634.56.780.660.396.78204.2257.280.690.397.28243.975.57.780.710.397.78288.0368.280.720.398.28336.556.58.780.740.398.78389.68B=10m流量落差计算表()Bm()Zm0()Hm0/ZHmB3/()Qms1010.283.560.390.280.071.50.781.920.390.780.9221.281.560.391.283.172.51.781.400.391.787.22学生：秦双齐（2010101108）指导老师：郭红民时间：2014-01-15水利工程施工课程设计32.281.320.392.2813.403.52.781.260.392.7822.0043.281.220.393.2833.264.53.781.190.393.7847.4154.281.170.394.2864.685.54.781.150.394.7885.2565.281.140.395.28109.316.55.781.120.395.78137.05B=5m流量落差计算表()Bm()Zm0()Hm0/ZHmB3/()Qms53.50.2812.440.390.280.0740.785.120.390.780.924.51.283.510.391.283.1751.782.810.391.787.225.52.282.410.392.2813.4062.782.160.392.7822.006.53.281.980.393.2833.26作~QZ曲线如下012345678050010001500上下游落差(m)泄流流量m3/s上下游落差-泄流量102030405060B=40mB=35mB=30mB=25mB=20mB=16mB=10mB=5m学生：秦双齐（2010101108）指导老师：郭红民时间：2014-01-15水利工程施工课程设计图5：~QZ曲线4、绘制~~dBQQ曲线如下图6：~~dBQQ曲线5、由CAD图，可知交点处相应的