水利水電工程施工課程設(shè)計(jì)

1、學(xué)生:指導(dǎo)老師:時(shí)間：2014-01-15水利工程施工課程設(shè)計(jì)計(jì)算說(shuō)明書(shū)一、基本資料大渡河上某水電工程采用單俄立堵進(jìn)占，河床的剖面圖見(jiàn)圖1。俄堤處水位流量關(guān)系見(jiàn)表1和圖2。俄堤端部邊坡系數(shù)n=1,截流俄堤兩側(cè)的邊坡為1:1.5。截流材料采用當(dāng)?shù)氐闹辛：谠贫L(zhǎng)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(jiàn)表2和圖3。水利工程施工課程設(shè)計(jì)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壩址處天然水位-流量關(guān)系9561i

2、il一一/一水-流量955955.5954.5954953.5953952.59522003004005006007008009001000流量m3/s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)01503004108001400上游水位（m)953.00955.40957.03958.00960.66964.12作圖如下P位水游上圖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(wú)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Q=（300+2父學(xué)號(hào)的最后兩位）m3/s,計(jì)算時(shí)不考慮俄堤滲透流量和上游槽蓄流量。截

3、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(guò)程比較復(fù)雜，目前我國(guó)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(jiàn)水利工程施工P3942）,以下對(duì)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H下、俄堤高度Hb、俄堤水深H03.由Qo=300+2M8=316m

4、/s,根據(jù)俄堤處水位流量關(guān)系曲線，由內(nèi)插法可知，H下=953.28m；安全超高1.0m由Q0=Q,H上=957.79m,Hb=H上+1.0mH底=8m；H0=Z+H下一H底=2.28m+Z.2、根據(jù)已知的泄流量Qd與上游水位H上關(guān)系繪制QdZ曲線泄流量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作圖如下圖4：龍口泄水曲線QZ由龍口泄水能力計(jì)算按照寬頂堰公式計(jì)算：式中Q=mBMH；.5m流量系數(shù)Z1當(dāng)<-,為淹沒(méi)流,Ho

5、3,Z1當(dāng)>-,為非淹沒(méi)流，m=0.385Ho3B龍口平均過(guò)水寬度梯形斷面：B=B-2nHBnH0三角形斷面：B=nH0Ho龍口上游水頭梯形斷面：Ho=Z±z底三角形斷面：Ho=Z上Z底(nHB0.5B/n其中Z龍口上下游水位差Hb俄堤高度n俄堤端部邊坡系數(shù)，取n=1.0Z上一一龍口上游水位Z底一一河道底板高程Q由連續(xù)方程可得龍口流速計(jì)算公式為：u=Q-Bh淹沒(méi)流時(shí)：h=hs式中hs龍口底板以上的下游水深非淹沒(méi)流時(shí)：h=hc式中hc龍口斷面的臨界水深I(lǐng)即淹沒(méi)出流時(shí):對(duì)于梯形斷面:以下以假設(shè)俄堤頂部B為下列數(shù)值時(shí)為例，演算 B Q Z曲線的過(guò)程，河床底部無(wú)對(duì)于梯形斷面:對(duì)三角形斷

6、面:II非淹沒(méi)出流時(shí)：h=hsnHB-0.5Bh-hsBnh=hcc護(hù)底。B=40m流量落差計(jì)算表B(m)Z(m)H0(m)Z/HomB3Q(m/s)400.52.780.180.34826.78191.3413.280.300.38327.28274.921.53.780.400.38527.78348.1624.280.470.38528.28427.032.54.780.520.38528.78512.9135.280.570.38529.28605.803.55.780.610.38529.78705.7146.280.640.38530.28812.654.56.780.660.38

7、530.78926.6757.280.690.38531.281047.795.57.780.710.38531.781176.0768.280.720.38532.281311.566.58.780.740.38532.781454.32B=35m流量落差計(jì)算表B(m)Z(m)Ho(m)Z/HomBQ(m3/s)350.52.780.180.3521.78155.6313.280.300.3822.28225.151.53.780.400.3922.78285.6624.280.470.3923.28351.712.54.780.520.3923.78424.0035.280.570.392

8、4.28502.563.55.780.610.3924.78587.4546.280.640.3925.28678.714.56.780.660.3925.78776.4057.280.690.3926.28880.585.57.780.710.3926.78991.3368.280.720.3927.281108.726.58.780.740.3927.781232.82B=30m流量落差計(jì)算表B(m)Z(m)H0(m)Z/H0mB3,、Q(m/s)300.52.780.180.3516.78119.9113.280.300.3817.28174.621.53.780.400.3917.78

9、222.9624.280.470.3918.28276.172.54.780.520.3918.78334.8535.280.570.3919.28399.083.55.780.610.3919.78468.9246.280.640.3920.28544.484.56.780.660.3920.78625.8257.280.690.3921.28713.055.57.780.710.3921.78806.2568.280.720.3922.28905.526.58.780.740.3922.781010.94B=25m流量落差計(jì)算表B(m)Z(m)H0(m)Z/H0mBQ(m3/s)250.5

10、2.780.180.3511.7884.1813.280.300.3812.28124.101.53.780.400.3912.78160.2724.280.470.3913.28200.642.54.780.520.3913.78245.7135.280.570.3914.28295.593.55.780.610.3914.78350.4046.280.640.3915.28410.254.56.780.660.3915.78475.2557.280.690.3916.28545.525.57.780.710.3916.78621.1768.280.720.3917.28702.320.52

11、.780.180.3511.7884.18B=20m流量落差計(jì)算表B(m)Z(m)Ho(m)Z/HomBQ(m3/s)200.52.780.180.356.7848.4513.280.300.387.2873.581.53.780.400.397.7897.5724.280.470.398.28125.102.54.780.520.398.78156.5635.280.570.399.28192.103.55.780.610.399.78231.8746.280.640.3910.28276.014.56.780.660.3910.78324.6857.280.690.3911.28377.9

12、95.57.780.710.3911.78436.0968.280.720.3912.28499.126.58.780.740.3912.78567.18B=16m流量落差計(jì)算表B(m)Z(m)H0(m)Z/H0mB3Q(m/s)160.52.780.180.352.7819.8713.280.300.383.2833.161.53.780.400.393.7847.4124.280.470.394.2864.682.54.780.520.394.7885.2535.280.570.395.28109.313.55.780.610.395.78137.0546.280.640.396.2816

13、8.634.56.780.660.396.78204.2257.280.690.397.28243.975.57.780.710.397.78288.0368.280.720.398.28336.556.58.780.740.398.78389.68B=10m流量落差計(jì)算表B(m)Z(m)H0(m)Z/H0mBQ(m3/s)1010.283.560.390.280.071.50.781.920.390.780.9221.281.560.391.283.172.51.781.400.391.787.2232.281.320.392.2813.403.52.781.260.392.7822.004

14、3.281.220.393.2833.264.53.781.190.393.7847.4154.281.170.394.2864.685.54.781.150.394.7885.2565.281.140.395.28109.316.55.781.120.395.78137.05上下游落差-泄流量m量 流 流 泄上下游落差（m）605040302010B=5m流量落差計(jì)算表B(m)Z(m)H0(m)Z/H0mB3,、Q(m/s)53.50.2812.440.390.280.0740.785.120.390.780.924.51.283.510.391.283.1751.782.810.391.7

15、87.225.52.282.410.392.2813.4062.782.160.392.7822.006.53.281.980.393.2833.26作QZ曲線如下圖5:QZ曲線4、繪制BQQd曲線如下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ZV、BV圖，列表如下：B(m)Q(m3/s)Z(m)B(m)h(m)V(m/s)流態(tài)40296.831.1527.432.294.73梯形非淹沒(méi)流35278.411.4422.722.484.93梯形非淹沒(méi)流30255.541.8118.092.735.17梯形非淹沒(méi)流125223.542.2513.543.035.45

16、梯形非淹沒(méi)流20179.902.739.013.445.81梯形非淹沒(méi)流16129.963.275.553.826.12三角形非淹沒(méi)流11040.314.156.433.191.96三角形非淹沒(méi)流一53.694.476.761.230.45三角形非淹沒(méi)流作圖如下圖6：ZV曲線6、由V二kg（d,確定塊體粒徑d;510,51,5 1 O徑粒體塊式中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.s石塊容重，取26.具體計(jì)算如下表:B(m)Z(m)V(m/s)d(m)401.154.730.84351.444.930.92301.815.171.01252.255.451.12202.735.811.2716