混凝土面板堆石坝工程中溢洪道水力设计计算书

混凝土面板堆石坝工程中溢洪道水力设计计算书 21.1计算目的与要求 21.2计算基本依据 21.3计算原理与假定 22泄流曲线计算 2.1泄流曲线计算公式 32.2计算参数选取 2.3泄流曲线计算 43溢洪道体型拟定 43.1堰顶上下游曲线设计 53.2反弧段设计 3.3泄槽抛物线设计 73.4挑流鼻坎设计 4溢洪道水面线计算 4.1设计洪水位条件下的水面线计算 4.2校核洪水位条件下的水面线计算 4.3泄漕掺气水深计算及边墙超高计算 5挑流消能计算 205.1设计工况 205.2校核工况 21本计算书通过对某水电站预可行性研究阶段上坝址混凝土面板堆石坝方案进行采用开敞式，溢流堰采用WES曲线型低实用堰，放空洞下泄流量作为大坝泄流能力安全储备，2泄流曲线计算本方案采用岸边开敞式溢洪道泄洪，其泄流曲Q=cmε（2-1）ε=1-0.2（2-2）ε—侧收缩系数；ζ0—中墩形状系数；ζK—边墩形状系数；σs—淹没系数。流量系数由溢流堰上游堰高P1与定型设计水头Hd的比值及堰上总水头H0与定型设计水头Hd的比值查DL/T5166-2002《溢洪道设计规范》表A.3而得，比值不为取定型设计水头Hd=11.0(m)，P1=2876.0-2871.0=5.0m。计算侧收缩系数时，若H0/b>1.0，取H0/b=1.0进行计算。表1-1水位～下泄流量关系曲线(堰顶高程：2876m)库水位2876287728782879288028812882流量系数m0.3510.3700.3920.4090.4250.4370.449侧收缩系数ε0.9880.9770.9650.9530.9420.930下泄流量Q(m3/s)0.057.5244.6326.0库水位2883288428852886288728882889流量系数m0.4590.4670.4760.4820.4870.4920.495侧收缩系数ε0.9180.9070.8950.8830.8720.8600.860下泄流量Q(m3/s)414.9509.5611.4715.5823.8934.71061.53溢洪道体型拟定堰型采用WES实用堰型，堰体结构见图3.1。 a（12.0566，6.5171）△2861.50R200 R200 xn=kHdn-1y（3-1）式中：Hd—为堰上设计水头，堰顶高程2876.0m，最大水头Hmax=2887.64-y=0.065131x1.85表3-1堰面曲线函数表X012345678912.0566Y0.0000.0650.2350.4970.8462.3843.0513.7944.6115.5006.4616.5171R1=0.5HdR2=0.2HdR3=0.04Hdb=0.276Hd反弧末端高程为：▽=2876.0-6.517-20×(cosθ-cosα)=2863.724(m)H0—计算断面渠底以上总水头，H0=2887.64-2863.724=23.916(m)；φ—计算断面流速系数，取0.95。泄槽底坡由i=0.1下接一段抛物线渐变至i=0.4，该渐变段起始点高程为通过试算得渐变段起始点水深为：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溢洪道水面线计算表4.1-1与反弧切点以上部分水面线计算表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堰顶水面线计算成果表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－堰上最大水头m）设计洪水位(P=1%)2886.00R200aR200a（12.0566，6.5171） 式中：q—计算断面单宽流量=59.083φ—计算断面流速系数，取0.95；H0—计算断面渠底以上总水头，H0=2886.00-2863.724=22.276(m)；θ—泄槽底坡坡角，θ=arctg0.1=5.711。。通过试算，h1=3.215(m)，参气水深为：v=q/h1=59.083/3.2ζ—修正系数，取ζ=1.4。α1、α2—流速分布不均匀系数，取1.05；J—分段内平均摩阻坡降；v—分段平均流速，m/s；R—分段平均水力半径。表4.1-3泄槽水面线溢0+24.209～溢0+111.000计算表断面底(m)段长△l(m)水深h(m)修正系数ζ掺气水深h’面积A(m2)流速v(m/s)av2/2g(m)湿周χ(m)水力半径R(m)谢才系数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泄槽水面线溢0+111.000～溢0+136.000计算表断面底(m)段长△l(m)水深h(m)修正系数ζ掺气水深h’面积A(m2)流速v(m/s)av2/2g(m)湿周χ(m)水力半径R(m)谢才系数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泄槽水面线溢0+136.000～溢0+216.000计算表断面底(m)段长△l(m)水深h(m)修正系数ζ掺气水深h’面积A(m2)流速v(m/s)av2/2g(m)湿周χ(m)水力半径R(m)谢才系数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反弧段水面线计算表断面底(m)段长△l(m)水深h(m)修正系数ζ掺气水深h’面积A(m2)流速v(m/s)av2/2g(m)湿周χ(m)水力半径R(m)谢才系数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与反弧切点以上部分水面线计算表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堰顶水面线计算成果表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，计算断面单宽流量，q==74.583[m3/(s.m)通过试算，h1=3.966(m)，参气水深采用公式（4-2）计算，v=q/h1=74.583/3.966=18.804(m/s)ζ—修正系数，取ζ=1.4。则：h=(1+)×3.966=5.010(m)槽水面计算采用分段求和法，采用公式（4-3）表4.2-3泄槽水面线溢0+24.209～溢0+111.000计算表断面底(m)段长△l(m)水深h(m)修正系数ζ掺气水深h’面积A(m2)流速v(m/s)av2/2g(m)湿周χ(m)水力半径R(m)谢才系数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泄槽水面线溢0+111.000～溢0+136.000计算表断面底(m)段长△l(m)水深h(m)修正系数ζ掺气水深h’面积A(m2)流速v(m/s)av2/2g(m)湿周χ(m)水力半径R(m)谢才系数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泄槽水面线溢0+136.000～溢0+216.000计算表断面底(m)段长△l(m)水深h(m)修正系数ζ掺气水深h’面积A(m2)流速v(m/s)av2/2g(m)湿周χ(m)水力半径R(m)谢才系数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反弧段水面线计算表断面底(m)段长△l(m)水深h(m)修正系数ζ掺气水深h’面积A(m2)流速v(m/s)av2/2g(m)湿周χ(m)水力半径R(m)谢才系数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