混凝土面板堆石壩工程中溢洪道水力設計計算書

混凝土面板堆石壩工程中溢洪道水力設計計算書 21.1計算目的與要求 21.2計算基本依據(jù) 21.3計算原理與假定 22泄流曲線計算 2.1泄流曲線計算公式 32.2計算參數(shù)選取 2.3泄流曲線計算 43溢洪道體型擬定 43.1堰頂上下游曲線設計 53.2反弧段設計 3.3泄槽拋物線設計 73.4挑流鼻坎設計 4溢洪道水面線計算 4.1設計洪水位條件下的水面線計算 4.2校核洪水位條件下的水面線計算 4.3泄漕摻氣水深計算及邊墻超高計算 5挑流消能計算 205.1設計工況 205.2校核工況 21本計算書通過對某水電站預可行性研究階段上壩址混凝土面板堆石壩方案進行采用開敞式，溢流堰采用WES曲線型低實用堰，放空洞下泄流量作為大壩泄流能力安全儲備，2泄流曲線計算本方案采用岸邊開敞式溢洪道泄洪，其泄流曲Q=cmε（2-1）ε=1-0.2（2-2）ε—側收縮系數(shù)；ζ0—中墩形狀系數(shù)；ζK—邊墩形狀系數(shù)；σs—淹沒系數(shù)。流量系數(shù)由溢流堰上游堰高P1與定型設計水頭Hd的比值及堰上總水頭H0與定型設計水頭Hd的比值查DL/T5166-2002《溢洪道設計規(guī)范》表A.3而得，比值不為取定型設計水頭Hd=11.0(m)，P1=2876.0-2871.0=5.0m。計算側收縮系數(shù)時，若H0/b>1.0，取H0/b=1.0進行計算。表1-1水位～下泄流量關系曲線(堰頂高程：2876m)庫水位2876287728782879288028812882流量系數(shù)m0.3510.3700.3920.4090.4250.4370.449側收縮系數(shù)ε0.9880.9770.9650.9530.9420.930下泄流量Q(m3/s)0.057.5244.6326.0庫水位2883288428852886288728882889流量系數(shù)m0.4590.4670.4760.4820.4870.4920.495側收縮系數(shù)ε0.9180.9070.8950.8830.8720.8600.860下泄流量Q(m3/s)414.9509.5611.4715.5823.8934.71061.53溢洪道體型擬定堰型采用WES實用堰型，堰體結構見圖3.1。 a（12.0566，6.5171）△2861.50R200 R200 xn=kHdn-1y（3-1）式中：Hd—為堰上設計水頭，堰頂高程2876.0m，最大水頭Hmax=2887.64-y=0.065131x1.85表3-1堰面曲線函數(shù)表X012345678912.0566Y0.0000.0650.2350.4970.8462.3843.0513.7944.6115.5006.4616.5171R1=0.5HdR2=0.2HdR3=0.04Hdb=0.276Hd反弧末端高程為：▽=2876.0-6.517-20×(cosθ-cosα)=2863.724(m)H0—計算斷面渠底以上總水頭，H0=2887.64-2863.724=23.916(m)；φ—計算斷面流速系數(shù)，取0.95。泄槽底坡由i=0.1下接一段拋物線漸變至i=0.4，該漸變段起始點高程為通過試算得漸變段起始點水深為：h=3.272(m)2y=xtanθ+（3-3）H0=h+（3-4）y=0.1x+0.006x2v=φ2gH0-h1=0.95×·2×9.81×(2887.64-2815.0)=35.864(m/s)4溢洪道水面線計算表4.1-1與反弧切點以上部分水面線計算表X/H-2.4-2.2-2.0-1.8-1.6-1.4-1.2-1.0-0.8-0.6Y/H0.9890.9860.9840.9800.9750.9690.9610.9510.9380.921X/H-0.4-0.20.00.10.20.30.400.50.60.7Y/H0.8980.8700.8310.8070.7790.7470.7100.6680.6210.568X/H0.80.9Y/H0.5090.3730.2950.2100.1180.019-0.088-0.203-0.326表4.1-2堰頂水面線計算成果表X（m）03.1024X/Hmax-0.900-0.800-0.700-0.600-0.500-0.400-0.300-0.200-0.1000.0000.3100.400Y/Hmax0.9450.9380.9300.9210.9100.8980.8840.8700.8510.8310.7410.7109.4459.3809.2959.2109.0958.9808.8408.7008.5058.3107.4107.100X（m）5678915.159X/Hmax0.5000.6000.7000.8000.900Y/Hmax0.6660.6210.5650.5090.4410.3730.2920.2100.1150.019-0.092-0.1106.6556.2105.6505.0904.4103.7302.9152.1000.190-0.920-1.096Hmax－堰上最大水頭m）設計洪水位(P=1%)2886.00R200aR200a（12.0566，6.5171） 式中：q—計算斷面單寬流量=59.083φ—計算斷面流速系數(shù)，取0.95；H0—計算斷面渠底以上總水頭，H0=2886.00-2863.724=22.276(m)；θ—泄槽底坡坡角，θ=arctg0.1=5.711。。通過試算，h1=3.215(m)，參氣水深為：v=q/h1=59.083/3.2ζ—修正系數(shù)，取ζ=1.4。α1、α2—流速分布不均勻系數(shù)，取1.05；J—分段內(nèi)平均摩阻坡降；v—分段平均流速，m/s；R—分段平均水力半徑。表4.1-3泄槽水面線溢0+24.209～溢0+111.000計算表斷面底(m)段長△l(m)水深h(m)修正系數(shù)ζ摻氣水深h’面積A(m2)流速v(m/s)av2/2g(m)濕周χ(m)水力半徑R(m)謝才系數(shù)C(m0.5/s)平均流速v (m/s) R(m) C(m0.5/s)J i-JEs△E13.2154.04238.57618.37918.07818.4292.09380.78721.27723.1323.95937.58818.86219.04118.2652.05880.55918.6212.07680.6730.0260.07422.1580.881315.0753.0403.86736.47419.43820.22118.0792.01780.29219.1502.03880.4250.0280.07223.24615.075415.0752.9583.78535.49319.97621.35417.91680.04919.70780.1710.0300.07024.29815.075515.0752.8853.71234.62220.47822.44317.77079.82720.22779.9380.0330.06725.31415.075615.0752.8203.64733.84220.95023.48917.64079.62220.71479.7240.0350.06526.2950.98115.075715.0752.7623.58921.39324.49317.52479.43221.17279.5270.0370.06327.2410.94715.075表4.1-4泄槽水面線溢0+111.000～溢0+136.000計算表斷面底(m)段長△l(m)水深h(m)修正系數(shù)ζ摻氣水深h’面積A(m2)流速v(m/s)av2/2g(m)濕周χ(m)水力半徑R(m)謝才系數(shù)C(m0.5/s)平均流速v (m/s) R(m) C(m0.5/s)J i-JEs△E12.7623.58921.39324.49317.52479.43227.25523.0002.7483.57532.97221.50324.74617.49579.38621.44879.4090.0390.07927.4930.2383.00033.0002.7283.55532.73221.66125.11017.45579.31921.58279.3530.0390.11527.8370.3443.00043.0002.7023.52932.42721.86425.58417.40579.23421.76379.2770.0400.15028.2860.4493.00053.0002.6723.49932.06326.16817.34479.13121.98879.1830.0420.18428.8400.5533.00063.0002.6373.46431.64822.40326.85917.27579.01222.25879.0720.0430.21929.4960.6573.00073.0002.5993.42631.18822.73327.65717.19878.87822.56878.9450.0450.25330.2560.7603.00083.0002.5583.38530.69123.10128.56078.73122.91778.8040.0470.28731.1170.8613.00093.0002.5143.34130.16523.50429.56617.02778.57123.30378.6510.0490.32132.0800.9623.0002.4863.31329.82723.77130.23916.97178.46723.63778.5190.0510.34832.7250.645表4.1-5泄槽水面線溢0+136.000～溢0+216.000計算表斷面底(m)段長△l(m)水深h(m)修正系數(shù)ζ摻氣水深h’面積A(m2)流速v(m/s)av2/2g(m)濕周χ(m)水力半徑R(m)謝才系數(shù)C(m0.5/s)平均流速v (m/s) R(m) C(m0.5/s)J i-JEs△E12.4863.31329.82723.77130.23916.97178.46732.71225.3852.4103.23728.91624.51932.17416.81978.18024.14578.3230.0550.34534.5725.385316.1552.2243.05126.68526.56937.77916.44777.42825.54477.8040.0650.33539.9925.42016.155416.1552.0822.90924.98728.37543.08816.16476.80627.47277.1170.0800.32045.1605.16816.155516.1552.79823.64729.98315.94176.28129.17976.5430.0960.30450.0724.91216.155616.1552.70722.56031.42752.85715.76075.82930.70576.0550.28854.7274.65516.155716.1552.63221.66232.73057.33215.61075.43732.07975.6330.1280.27259.1284.40016.155表4.1-6反弧段水面線計算表斷面底(m)段長△l(m)水深h(m)修正系數(shù)ζ摻氣水深h’面積A(m2)流速v(m/s)av2/2g(m)濕周χ(m)水力半徑R(m)謝才系數(shù)C(m0.5/s)平均流速v (m/s) R(m) C(m0.5/s)J i-JEs△E12.63221.66232.73057.33215.61075.43759.137222.62521.57832.85757.77615.59675.40032.79475.4190.1360.21859.5740.4372.000322.62121.53032.93258.03815.58875.37832.89475.3890.1380.12959.8320.2592.000422.62021.51332.95758.12815.58575.37132.94475.3740.1380.04459.9210.0892.000522.62121.52732.93658.05315.58875.37732.94675.3740.138-0.03759.846-0.0752.000622.62521.57132.86857.81415.59575.39732.90275.3870.138-0.11759.612-0.2352.000722.63121.64632.75457.41515.60875.43032.81175.4130.137-0.19659.219-0.3932.000822.64021.75232.59456.85515.62575.47832.67475.4540.135-0.27658.668-0.5512.000922.65221.89232.38656.13115.64975.53932.49075.5080.133-0.35657.956-0.7122.00022.66622.06832.12755.23915.67875.61732.25775.5780.130-0.43957.078-0.8782.0002.4212.68922.33731.74153.91915.72375.73331.93475.6750.126-0.53655.781-1.2972.421表4.2-1與反弧切點以上部分水面線計算表X/H-2.4-2.2-2.0-1.8-1.6-1.4-1.2-1.0-0.8-0.6Y/H0.9890.9860.9840.9800.9750.9690.9610.9510.9380.921X/H-0.4-0.20.00.10.20.30.40.50.60.7Y/H0.8980.8700.8310.8070.7790.7470.7100.6680.6210.568X/H0.80.9Y/H0.5090.3730.2950.2100.1180.019-0.088-0.203-0.326表4.2-2堰頂水面線計算成果表X（m）03.1024X/Hmax-0.773-0.687-0.601-0.515-0.430-0.344-0.258-0.172-0.0860.0000.2660.344Y/Hmax0.9360.9280.9210.9110.9010.8900.8780.8650.8480.8310.7560.72910.89210.80710.72210.60710.49210.36110.22110.0639.8689.6738.8018.491X（m）5678915.159X/Hmax0.4300.5150.6010.6870.7730.8590.945Y/Hmax0.6970.6590.6200.5720.5240.4690.4100.3480.2780.2070.1257.6667.2196.6596.0995.4574.7774.0483.2332.414 校核洪水位(P=0.05%)v2887.64aa2876.002876.00 2871.00 2871.00 v2868.502863.7242861.50其中，計算斷面單寬流量，q==74.583[m3/(s.m)通過試算，h1=3.966(m)，參氣水深采用公式（4-2）計算，v=q/h1=74.583/3.966=18.804(m/s)ζ—修正系數(shù)，取ζ=1.4。則：h=(1+)×3.966=5.010(m)槽水面計算采用分段求和法，采用公式（4-3）表4.2-3泄槽水面線溢0+24.209～溢0+111.000計算表斷面底(m)段長△l(m)水深h(m)修正系數(shù)ζ摻氣水深h’面積A(m2)流速v(m/s)av2/2g(m)濕周χ(m)水力半徑R(m)謝才系數(shù)C(m0.5/s)平均流速v (m/s) R(m) C(m0.5/s)J i-JEs△E13.9665.01047.59618.80418.92419.9332.38882.58022.87023.8644.90846.36219.30519.94419.7272.35082.36119.0542.36982.4700.0230.07723.7880.918315.0753.7474.79244.96919.90321.19919.4952.30782.10519.6042.32882.2330.0240.07624.92815.075415.0753.6454.68943.73820.46322.40919.2902.26781.87020.1832.28781.9880.0260.07426.03615.075515.0753.5534.59842.64120.98923.57719.1072.23281.65420.7262.25081.7620.0290.07127.11315.075615.0753.4714.51641.65621.48524.70518.9432.19981.45421.2372.21581.5540.0310.06928.15915.075715.0753.3974.44140.76721.95425.79418.7952.16981.26821.7202.18481.3610.0330.06729.17415.075表4.2-4泄槽水面線溢0+111.000～溢0+136.000計算表斷面底(m)段長△l(m)水深h(m)修正系數(shù)ζ摻氣水深h’面積A(m2)流速v(m/s)av2/2g(m)濕周χ(m)水力半徑R(m)謝才系數(shù)C(m0.5/s)平均流速v (m/s) R(m) C(m0.5/s)J i-JEs△E13.3974.44140.76721.95425.79418.7952.16981.26829.19123.0003.3804.42440.55522.06926.06418.7592.16281.22322.0112.16581.2450.0340.08429.4430.2523.00033.0003.3554.39940.26122.23026.44718.7102.15281.16022.1492.15781.1910.0350.11929.8020.3583.00043.0003.3244.36839.88922.43726.94218.6482.13981.07922.3342.14581.1190.0350.15530.2660.4643.00053.0003.2874.33239.44822.68827.54718.57580.98222.5632.13181.0310.0360.19030.8350.5693.00063.0003.2464.29038.94622.98028.26218.4912.10680.87022.8342.11580.9260.0380.22431.5080.6733.00073.0003.1994.24338.38423.31729.09618.3972.08680.74323.1492.09680.8070.0390.26232.2950.7873.00083.0003.1484.19237.77923.69130.03618.2962.06580.60323.5042.07680.6730.0410.29733.1840.8903.00093.0003.0954.13937.13824.09931.08118.1902.04280.45223.8952.05380.5280.0430.33134.1760.9923.0003.0614.10536.72824.36831.7792.02780.35424.2342.03480.4030.0450.35834.8400.664表4.2-5泄槽水面線溢0+136.000～溢0+216.000計算表斷面底(m)段長△l(m)水深h(m)修正系數(shù)ζ摻氣水深h’面積A(m2)流速v(m/s)av2/2g(m)濕周χ(m)水力半徑R(m)謝才系數(shù)C(m0.5/s)平均流速v (m/s) R(m) C(m0.5/s)J i-JEs△E13.0614.10536.72824.36831.7792.02780.35434.82525.3852.9694.01335.62925.12033.76917.93880.08424.7442.00780.2190.0470.35336.7245.385316.1552.7433.78732.92027.18739.55717.48779.37126.15479.7270.0560.34442.2875.56316.155416.1552.5703.61430.83629.02445.08417.13978.77428.10679.0730.0690.33147.6405.35316.155516.1552.4313.47529.17630.67650.36016.86378.26329.85078.5180.0820.31852.7805.13916.155616.1552.3183.36227.81832.17355.39516.63677.81931.42478.0410.0950.30557.7024.92216.155716.1552.2243.26826.68633.53860.19416.44877.42932.85577.6240.1090.29162.4074.70516.155表4.2-6反弧段水面線計算表斷面底(m)段長△l(m)水深h(m)修正系數(shù)ζ摻氣水深h’面積A(m2)流速v(m/s)av2/2g(m)濕周χ(m)水力半徑R(m)謝才系數(shù)C(m0.5/s)平均流速v (m/s) R(m) C(m0.5/s)J i-JEs△E12.2243.26826.68633.53860.19416.44877.42962.418222.2153.25926.57933.67360.68016.43077.39133.60577.4100.1160.23962.8950.4772.000322.2093.25426.51333.75760.98516.41977.36733.71577.3790.1170.15063.1950.2992.000422.2073.25126.48433.79461.11716.41477.35733.77577.3620.1180.06563.3240.1292.000522.2083.25226.49233.78461.08216.41577.36033.78977.3590.118-0.01763.290-0.0342.000622.2113.25526.53533.72960.88416.42277.37533.75777.3680.118-0.09763.095-0.1952.000722.2183.26226.61433.62960.52416.43677.40333.67977.3890.117-0.17762.741-0.3532.000822.2273.27226.72933.48460.00116.45577.44433.55677.4240.116-0.25662.228-0.5132.000922.2403.28426.88433.29159.31316.48177.49833.38777.471-0.33861.553-0.6752.00022.2573.30127.08133.04958.45416.51377.56733.17077.532-0.42160.71