防洪标准复核报告

防洪标准复核报告某水库位于xx城区东北25km处的龙泉镇雷家畈村，拦截长江北岸柏临河的支流院子河。水库大坝坝顶高程262.00米，最大坝高29.6m，总库容376×1料坝。根据《水利水电枢纽工程等级划分及设2设计洪水复核某水库所在的柏临河支流某上无水文站，水库自运行以来无水库运行记录资料某水库原设计地理参数：流域面积：11.3km2，主河道长7.5km，河道比降89表2－1年份H1hH6hH24h50.464.223.336.550.831.177.589.145.988.842.947.863.165.91055.444.476.055.960.395.081.6217.4217.536.743.758.138.241.446.045.056.963.026.936.839.942.461.249.784.787.335.981.185.081.328.144.064.9200067.682.283.3平均50.985.898.6对H1h、H6h、H24h雨量进行理论频率三点适线法计算，得结果如表2表2－2X(mm)CVP1=0.2%P1=3.33%H1h50.950.452.31146.23101.39H6h83.250.622.60330.50203.96H24h100.740.5823.15393.89238.35按某水库所在位置流域中心，查《图表》计算各频率点暴雨量如表2－3所示。表2－3X(mm)CVP=0.2%P=3.33%P=5%H1h480.463.5154.08100.3291.2H6h0.533.5295.2H24h0.553.5421.3260.7231.0表2－4面深系数P=0.2%P=3.33%P=5%点雨量面雨量点雨量面雨量点雨量面雨量H1h0.98154.08151.08100.3298.3191.2089.38H6h0.986295.20291.10184.80182.20167.70H24h0.991421.30417.50260.70258.40231.00228.921h≤t＜6hHt面=H1面t1－n16h≤t≤24hHt面=tH24面24n2－1t1－n2项目频率n1n20.2%0.6340.743.33%0.6560.755%0.6660.75f四时段雨型1234THt面h1h设Ri000000191.291.23.34002114.9623.763.51003131.633.190043.050053.71006163.347.223.93007169.766.424.482.78175.525.764.184.182.589180.775.254.824.823.23185.594.825.255.253.65190.074.486.426.424.82194.254.185.765.764.16198.173.939.61201.883.71205.393.5123.7623.7622.16208.733.3491.291.289.6211.923.19214.973.057.227.225.63217.92.932.812.8120220.712.812.712.7121223.422.712.612.6122226.032.612.932.9323228.562.532.532.530.93242312.442.442.440.85THt面h1h设RiIi00000016.2500243.66.57003225.7431.135.97004250.825.065.7120521.346.936.934.576291.157.337.334.977303.068.348.345.988313.777.87.85.449323.529.768.998.996.63332.518.999.769.767.4340.858.349.55348.657.88.35355.987.3321.3421.34362.916.9325.0625.0622.7369.486.5743.643.641.24375.736.25148.64381.75.9731.1331.1328.77387.415.71392.95.485.275.272.9120398.175.275.085.082.7221403.255.084.914.912.5522408.164.915.485.4823412.914.744.744.742.3824417.54.594.594.592.23(1)(2)(3)(4)(5)(6)THt面h1h设RiIi000000198.3198.313.74002124.7826.473.93003143.463.57004158.383.41005171.024.15006182.724.390.69077.185.015.013.298196.346.454.684.682.969202.215.875.45.43.68207.615.45.875.874.15212.615.017.187.185.46217.294.686.456.454.73221.684.39225.824.15229.753.9326.4726.4724.75233.493.7498.3198.3196.59237.063.57240.473.419.98243.743.273.153.1520246.893.153.033.0321249.923.032.922.9222252.842.923.273.2723255.672.832.832.8324258.42.732.732.73m1=1.64F0.231L0.131j－0.08n=0.259F0.25j0.20大、中洪水参数的综合公式用于稀遇设计洪水，应作非线性改正。对于50年一遇以下的设计洪水不考虑线性改正。因此在本次洪水复核过程中，对30年一遇洪水ip=HtR/tRtR=0.425F0.52(山区长形流域) Tt＞T时，Q0＝Qg T将地表径流过程线和地下径流过程线相叠加，即可得出设计洪水过程线，洪水过表2－10时段P＝0.2%P＝3.33%地表径流地下径流洪水过程地表径流地下径流洪水过程地表径流地下径流洪水过程00.000.630.630.000.440.440.000.410.4110.000.680.680.000.480.480.000.500.5020.000.720.720.000.520.520.000.590.5930.000.760.760.000.560.560.000.690.6940.000.810.810.000.590.590.000.780.7850.850.000.630.630.000.880.8860.890.000.670.670.000.970.9770.940.712.210.5080.984.240.754.993.30920.896.710.787.494.555.8122.5123.588.900.829.726.948.2928.1529.260.869.3427.0428.200.9050.910.9467.4468.6823.820.9824.8020.9422.67113.88115.1735.8736.8831.7633.58376.94378.2783.4584.5075.9077.82181.00182.37121.79122.87111.592.01113.6070.2171.63109.06110.1998.272.10100.3722.0223.4878.6079.7768.812.2071.012050.2151.4143.232.2945.52218.389.9330.5631.802.3928.50229.352.48238.049.688.572.58247.178.858.376.032.678.70253.574.735.884.002.776.77260.162.763.842.312.865.17270.012.652.964.34280.730.940.613.053.66290.360.880.303.44300.160.820.980.132.943.07310.070.770.840.062.752.81320.040.720.760.032.572.60330.020.670.690.012.402.41340.00.630.640.012.242.25350.000.590.590.002.102.10m—流域汇流参数；1/3；R24=H24面－22.53、设计净雨总量h及地面径流历时T；Pn1mμR24hTk1k2k3k4QmQ0Cr0.20.6340.8143.53395.0297.20.5730.7540.334387.987.930.203.330.65698.30.8142.39235.90.590.7850.337229.805.540.2150.66689.380.8142.16206.42162.320.5980.7980.338203.615.050.21径流过程，再计入基流Q0=0.22μ0.法求得设计洪水成果如表2－12。表2－12tiP＝0.2%P＝3.33%QiQ0Q(总）Q0Q(总）QiQ0Q(总）007.937.9305.545.5405.055.050.593.887.932.995.548.532.655.057.707.935.545.0558.207.9366.1341.365.5446.9036.655.0541.702.36256.077.93264.00156.265.54161.80138.455.05143.502.95387.987.93395.91229.805.54235.34203.615.05208.663.54271.597.93279.52165.465.54171.00146.605.05151.654.13182.357.93190.285.5499.775.05104.824.727.93124.3273.545.5479.0865.155.0570.215.3177.607.9385.5352.855.5458.3946.835.0551.885.9058.207.9366.1339.075.5444.6134.615.0539.666.4942.687.9350.6127.585.5424.435.0529.487.0831.047.9338.9720.685.5426.225.0523.377.677.9327.335.545.058.197.9323.459.195.545.058.267.936.895.545.058.857.767.936.895.545.059.447.767.934.605.544.075.053.887.932.305.547.842.045.057.093.887.932.305.547.842.045.057.070.007.937.930.005.545.540.005.055.05P瞬时单位线法推理公式法0.2%3.33%5%0.2%3.33%5%Q(m3/s)378.27122.87395.91235.34208.66W(104m3)403.10242.20227.6365.10230.80205.10积F较小，河长L较短时，n、k值极不稳定，洪水计算成果会产生较大的误差。推校核标准为100年一遇，此后经过几次项目资料来源3.33%0.2%Qm(m3/s)79年防洪复核20188年防洪复核229.2本次208.66235.34395.91水位（m）79年防洪复核260.32260.6788年防洪复核260.37260.75本次261.23261.87洪水总量W（104m3）79年防洪复核23638088年防洪复核305.4490本次205.1230.8365.1H24h（mm）79年防洪复核26041988年防洪复核273438本次231260.7421.33水库洪水调节利水电枢纽工程等级划分及洪水标准》（SL252－水位(m)234235236237238239240241242243244245246247248库容(104m3)00.442.4154.167.2824.4733.0942.9854.466.7579.8294.15水位(m)249250251252253254255256257258259260261262库容(104m3)109.98126.79153.42203.9225.7248.5272.45297.65324.4352.8384417.2mQ=mεb·H/2