水利水電工程施工課程設(shè)計(jì)

1、水利工程施工課程設(shè)計(jì)計(jì)算說明書一、基本資料大渡河上某水電工程采用單戧立堵進(jìn)占，河床的剖面圖見圖1。戧堤處水位流量關(guān)系見表1和圖2。戧堤端部邊坡系數(shù)，截流戧堤兩側(cè)的邊坡為1:1.5。截流材料采用當(dāng)?shù)氐闹辛：谠贫L花崗巖，容重為26KN/m3。該工程采用左右岸各布置一條導(dǎo)流洞導(dǎo)流，左、右導(dǎo)流隧洞聯(lián)合泄流的上游水位和泄流流量關(guān)系見表2和圖3。圖1：河床剖面圖表1 壩址處天然水位流量關(guān)系流 量（m3/s）2503174105001000水位（m）952.15952.71953.48954.00955.87圖2：壩址處天然水位流量關(guān)系曲線表2 上游水位導(dǎo)流隧洞泄流量關(guān)系泄流流量（m3/s）0150300

2、4108001400上游水位（m）953.00955.40957.03958.00960.66964.12作圖如下 圖3：上游水位導(dǎo)流隧洞泄流量關(guān)系曲線 每位同學(xué)按不同的設(shè)計(jì)流量進(jìn)行無護(hù)底情況下截流水力計(jì)算，并確定相應(yīng)的截流設(shè)計(jì)方案。按以下公式確定截流設(shè)計(jì)流量，計(jì)算時(shí)不考慮戧堤滲透流量和上游槽蓄流量。截流設(shè)計(jì)是施工導(dǎo)流設(shè)計(jì)重要組成部分，其設(shè)計(jì)過程比較復(fù)雜，目前我國水利水電工程截流多采用立堵截流，本次設(shè)計(jì)按立堵截流設(shè)計(jì)，有多種設(shè)計(jì)方法。其設(shè)計(jì)分為：截流水力計(jì)算、截流水力分區(qū)和備料量設(shè)計(jì)。截流設(shè)計(jì)流量的確定，通常按頻率法確定，也即根據(jù)已選定的截流時(shí)段，采用該時(shí)段內(nèi)一定頻率的某種特征流量值作為設(shè)計(jì)流

3、量。一般地，多采用截流時(shí)段5%10的月平均或者旬平均流量作為設(shè)計(jì)標(biāo)準(zhǔn)。截流的水力計(jì)算中龍口流速的確定一般采用圖解法（詳細(xì)見水利工程施工P3942），以下對于圖解法及圖解法的量化法，三曲線法做如下介紹。二、截流的水力計(jì)算1、 計(jì)算下游水位、戧堤高度、戧堤水深由，根據(jù)戧堤處水位流量關(guān)系曲線，由內(nèi)插法可知，;安全超高1.0m由, ，；.2、 根據(jù)已知的泄流量與上游水位關(guān)系繪制曲線150.00300.00410.00800.001400.00955.40957.03958.00960.66964.122.123.754.727.3810.84作圖如下圖4：龍口泄水曲線由龍口泄水能力計(jì)算按照寬頂堰公式計(jì)

4、算：式中 流量系數(shù)當(dāng)，為淹沒流，當(dāng)，為非淹沒流，龍口平均過水寬度梯形斷面：三角形斷面：龍口上游水頭梯形斷面：三角形斷面：其中龍口上下游水位差戧堤高度戧堤端部邊坡系數(shù)，取龍口上游水位河道底板高程由連續(xù)方程可得龍口流速計(jì)算公式為 ： -淹沒流時(shí)：式中龍口底板以上的下游水深非淹沒流時(shí)：式中龍口斷面的臨界水深I(lǐng)即淹沒出流時(shí)： 對于梯形斷面： 對三角形斷面：。II非淹沒出流時(shí)： 對于梯形斷面：對三角形斷面：；以下以假設(shè)戧堤頂部B為下列數(shù)值時(shí)為例，演算曲線的過程，河床底部無護(hù)底。B=40m流量落差計(jì)算表400.52.780.18 0.34826.78191.34 13.280.30 0.38327.282

5、74.92 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流量落差計(jì)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流量落差計(jì)算表300.52.780.180.3516.78119.9113.280.300.3817.28174.621.53.780.400.3917.78222.9624.280.470.3918.28276.172.54.780.520.3918.78334.8535.280.570.3919.28399.083.55.780.610.3919.78468.9246.280.640.3920.28544.484.56.780.660.3920.78625.8

8、257.280.690.3921.28713.055.57.780.710.3921.78806.2568.280.720.3922.28905.526.58.780.740.3922.781010.94B=25m流量落差計(jì)算表250.52.780.180.3511.7884.1813.280.300.3812.28124.101.53.780.400.3912.78160.2724.280.470.3913.28200.642.54.780.520.3913.78245.7135.280.570.3914.28295.593.55.780.610.3914.78350.4046.280.64

9、0.3915.28410.254.56.780.660.3915.78475.2557.280.690.3916.28545.525.57.780.710.3916.78621.1768.280.720.3917.28702.320.52.780.180.3511.7884.18B=20m流量落差計(jì)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.

10、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流量落差計(jì)算表160.52.78 0.18 0.35 2.78 19.87 13.28 0.30 0.38 3.28 3

11、3.16 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

12、0.74 0.39 8.78 389.68 B=10m流量落差計(jì)算表1010.283.560.390.280.071.50.781.920.390.780.9221.281.560.391.283.172.51.781.400.391.787.2232.281.320.392.2813.403.52.781.260.392.7822.0043.281.220.393.2833.264.53.781.190.393.7847.4154.281.170.394.2864.685.54.781.150.394.7885.2565.281.140.395.28109.316.55.781.120.39

13、5.78137.05B=5m流量落差計(jì)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 曲線如下圖5：曲線4、繪制曲線如下圖6：曲線5、由CAD圖，可知交點(diǎn)處相應(yīng)的Q、Z，并判斷流態(tài)和求水深h、流速v，并作、圖，列表如下： 40296.831.1527

14、.432.294.73梯形非淹沒流35278.411.4422.722.484.93梯形非淹沒流30255.541.8118.092.735.17梯形非淹沒流25223.542.2513.543.035.45梯形非淹沒流20179.902.739.013.445.81梯形非淹沒流16129.963.275.553.826.12三角形非淹沒流1040.314.156.433.191.96三角形非淹沒流53.694.476.761.230.45三角形非淹沒流作圖如下圖7：曲線圖6：曲線6、由，確定塊體粒徑d；式中V石塊的極限抗沖流速；d石塊化引為球形時(shí)的粒徑；K綜合穩(wěn)定系數(shù)，取0.9；水容重，取10.石塊容重，取26.具體計(jì)算如下表：401.154.730.84351.444.930.92301.815.171.01252.255.451.122