3防洪标准复核报告.docx

1、3防洪标准复核报告1工程概况某水库位于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376104m3，溢洪道为开敞式宽顶堰，堰顶高程259.70m，净宽68.5m。1988年防洪复核标准为：30年一遇洪水设计，设计洪水位为260.37m，相应溢流流量为106.0m3/s；500年一遇洪水校核，校核洪水位为260.75m，相应校核溢流流量为211.6m3/s。大坝为粘土心墙代料坝。根据水利水电枢纽工程等级划分及设计标准确定某水库工程属IV等，主要建筑物为四级，次要建筑物为五级，设计洪水标准为30年一遇，校核洪水标

2、准为500年一遇。水库承雨面积为11.3km2，主河道长7.5km，河道比降89，流域形状系数C=0.2，属山区长形。根据水库大坝安全评价导则（SL2582000），对某水库大坝进行洪水复核，从而为该水库进一步除险加固工作提供科学依据。本报告即为其中的洪水复核专题报告。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(水位、流量)，故无法通过流量途径对洪水进行复核。只有通过暴雨途径进行洪水复核。2.1流域地理参数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，流域形状系数C=0.2，属山区长形。2.2设计暴雨2.2.1点暴

3、雨系列某水库洪水复核采用的实测雨量资料，从地理位置上来看应采用龙泉站的资料较为合理。但由于龙泉站缺乏完整连续的定时段1、6、24小时的年最大降雨资料，因此采用晓溪塔的实测降雨资料。某水库与晓溪塔站之间的直线距离约18km，其间无高山阻隔，属于同一气候区，降雨无明显的差别，故采用晓溪塔的实测降雨资料是可行的。晓溪塔H1h、H6h、H24h的实测点暴雨系列如表21所列。晓溪塔H1h、H6h、H24h时段最大降雨量表表21 单位：mm年 份H1hH6hH24h198050.464.2112.0198123.336.550.8198231.177.589.1198345.988.8127.619844

4、2.947.863.1198565.91055.4119.2198644.476.055.9198760.3117.0130.9198895.0169.5176.5198981.6217.4217.5199036.743.758.1199138.241.446.0199245.056.963.0199319.926.936.8199439.942.461.2199549.784.7104.0199687.3104.7109.0199735.981.185.0199881.3183.4184.8199928.144.064.9200067.682.283.3平均50.985.898.62.2.2

5、设计点暴雨量设计点暴雨量可由下列两种方法计算。其一为按晓溪塔实测定时点暴雨量计算；其二为按图表查算，现分述于下：1、按晓溪塔实测定时点雨量计算对H1h、H6h、H24h雨量进行理论频率三点适线法计算，得结果如表22。晓溪塔实测定时点暴雨量各频率计算成果表表22 单位：mm时段X(mm)CVP1=0.2%P1=3.33%H1h50.950.452.31146.23101.39H6h83.250.622.60330.50203.96H24h100.740.5823.15393.89238.352、按图表查算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23所示。查表法点暴雨量各频率计算成果

6、表表23 单位：mm时段X(mm)CVP=0.2%P=3.33%P=5%H1h480.463.5154.08100.3291.2H6h880.533.5295.2184.8164.0H24h1100.553.5421.3260.7231.0由表22和表23所列结果比较，以H24h为例，查图表成果大于实测降雨成果，为安全计采用查图表成果。2.2.3面雨量某水库位于某省水文分区八区，流域面积11.3km2，查图集中暴雨面深系数表，由025 km2内插得a1=0.98,a6=0.986,a24=0.991。某面雨量表24 单位：mm时段面深系数P=0.2%P=3.33 %P=5 %点雨量面雨量点雨量

7、面雨量点雨量面雨量H1h0.98154.08151.08100.3298.3191.2089.38H6h0.986295.20291.10184.80182.20164.0167.70H24h0.991421.30417.50260.70258.40231.00228.92其它历时面雨量按下式计算1ht6h Ht面= H1面t1n16ht24h Ht面=t H24面24n21 t1n2式中：n1=1+0.558Ln(H1面/H6面)n2=1+0.721Ln(H6面/H24面)不同频率的n1、n2计算表表25项目频率n1n20.2%0.6340.743.33%0.6560.755%0.6660.

8、75各历时面雨量两两相减得t=1.0h的面雨量，见表27，表28，表29。2.2.4设计净雨设计净雨按扣除初损和稳损的方法推求。初损值I0=22.5mm，稳损按下式计算：fc=0.0615R总0.61 ；式中R总为24小时的总径流深。设计雨型采用图表推荐的雨型(t=1.0h)，如表26设计暴雨雨型表表26时序四时段雨型时雨量雨型（1）（2）（3）（4）（5）（6）1（三）（4）（3）（5）（6）（2）（1）2（二）（5）（6）（4）（3）（1）（2）3（一）（5）（4）（2）（1）（3）（6）4（四）（2）（3）（4）（1）（5）（6）净雨过程计算如表27,表28，表29。净雨过程计算表（P5

9、%）fc=1.59表27（1）（2）（3）（4）（5）（6）THt面h1h设RiIi000000191.291.23.34002114.9623.763.51003131.6316.673.19004144.913.283.05005156.1211.213.71006163.347.223.93007169.766.424.482.71.18175.525.764.184.182.589180.775.254.824.823.2310185.594.825.255.253.6511190.074.486.426.424.8212194.254.185.765.764.1613198.173.

10、9311.2111.219.6114201.883.7113.2813.2811.6815205.393.5123.7623.7622.1616208.733.3491.291.289.617211.923.1916.6716.6715.0718214.973.057.227.225.6319217.92.932.812.811.2120220.712.812.712.711.1121223.422.712.612.611.0222226.032.612.932.931.3323228.562.532.532.530.93242312.442.442.440.85净雨过程计算表（P0.2%）f

11、c=2.36表28（1）（2）（3）（4）（5）（6）THt面h1h设RiIi00000011511516.25002194.643.66.57003225.7431.135.97004250.825.065.71205272.1421.346.936.934.576291.1519.017.337.334.977303.0611.918.348.345.988313.7710.717.87.85.449323.529.768.998.996.6310332.518.999.769.767.411340.858.3411.9111.919.5512348.657.810.7110.718.35

12、13355.987.3321.3421.3418.9814362.916.9325.0625.0622.715369.486.5743.643.641.2416375.736.25151151148.6417381.75.9731.1331.1328.7718387.415.7119.0119.0116.6519392.95.485.275.272.9120398.175.275.085.082.7221403.255.084.914.912.5522408.164.915.485.483.1223412.914.744.744.742.3824417.54.594.594.592.23净雨过

13、程计算表（P3.33%）fc=1.72表29(1)(2)(3)(4)(5)(6)THt面h1h设RiIi000000198.3198.313.74002124.7826.473.93003143.4618.683.57004158.3814.923.41005171.0212.644.15006182.7211.74.390.6907189.97.185.015.013.298196.346.454.684.682.969202.215.875.45.43.6810207.615.45.875.874.1511212.615.017.187.185.4612217.294.686.456.45

14、4.7313221.684.3912.6412.6410.9214225.824.1514.9214.9213.215229.753.9326.4726.4724.7516233.493.7498.3198.3196.5917237.063.5718.6818.6816.9618240.473.4111.711.79.9819243.743.273.153.151.4320246.893.153.033.031.3121249.923.032.922.921.222252.842.923.273.271.5523255.672.832.832.831.1124258.42.732.732.73

15、1.012.3瞬时单位线法推求设计洪水2.3.1地表径流某水库位于某省水文分区八区，其地表径流过程按瞬时单位线法进行汇流计算，计算公式如下：m1=1.64F0.231L0.131j0.08n=0.259 F0.25j0.20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年一遇洪水不加改正，而对500年一遇洪水参数作非线性改正，改正公式如下：m1(j)= m1(10)0.21(50/ip)ip=HtR/tR tR=0.425F0.52(山区长形流域)由瞬时单位线参数n、k求得时段单位线，配合设计净雨过程，即可

16、推出地表径流过程。2.3.2地下径流地下径流过程按下式计算tT时，QtQt+( Qg Q0) tT时，Q0Qg e(tT) 式中：Q00.021fc1.14F =0.133F0.28；Q0起涨流量；Qg退水拐点之流量(m3/s)；T地面径流过程线底宽(h)；D时段单位线底宽(h)；t计算时段(h) t=1.0h；tc净雨历时(h)；2.3.3设计洪水过程线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，洪水过程见表210。某水库单位线法各频率洪水过程线表210单位：m3/s时段P0.2%P3.33%P5%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0

17、0.000.630.630.000.440.440.000.410.4110.000.680.680.000.480.480.000.500.5020.000.720.720.000.520.520.000.590.5930.000.760.760.000.560.560.000.690.6940.000.810.810.000.590.590.000.780.78510.590.8511.440.000.630.630.000.880.88614.940.8915.830.000.670.670.000.970.97717.890.9418.821.500.712.210.501.071.5

18、7817.450.9818.424.240.754.992.141.163.30919.871.0220.896.710.787.494.551.265.811022.511.0723.588.900.829.726.941.358.291128.151.1129.2611.210.8612.079.341.4410.781227.041.1628.2013.170.9014.0711.291.5412.831350.911.252.1116.930.9417.8714.771.6316.401467.441.2468.6823.820.9824.8020.941.7322.6715113.8

19、81.29115.1735.871.0136.8831.761.8233.5816376.941.33378.2783.451.0584.5075.901.9277.8217181.001.37182.37121.791.09122.87111.592.01113.601870.211.4271.63109.061.13110.1998.272.10100.371922.021.4623.4878.601.1779.7768.812.2071.012010.201.5111.7150.211.251.4143.232.2945.52218.381.559.9330.561.2431.8026.

20、112.3928.50229.351.5910.9417.111.2818.3914.432.4816.91238.041.649.6810.271.3211.598.572.5811.15247.171.688.857.141.238.376.032.678.70251.851.723.574.731.155.884.002.776.77260.161.611.772.761.083.842.312.865.17270.011.511.521.641.012.651.382.964.34280.730.941.670.613.053.66290.360.881.240.303.143.443

21、00.160.820.980.132.943.07310.070.770.840.062.752.81320.040.720.760.032.572.60330.020.670.690.012.402.41340.00.630.640.012.242.25350.000.590.590.002.102.102.4推理公式法推求设计洪水2.4.1计算公式式中：SP雨力，它与暴雨递减指数n和汇流历时有关；流域汇流参数；与流域特性有关的参数；损失；K1、K2、K3、K4为暴雨递减指数的函数；2.4.2参数定量1、暴雨递减指数n及雨力SP；因本水库以上流域，汇流历时t6.0小时，因此n值采用n1，计算

22、方法同瞬时单位线的设计值之计算方法。即：n1=1+0.558Ln(H1面/H6面)雨力：SP= H1面2、汇流参数m及损失的计算；m=0.450.21 ；=L/j1/3 ；损失参数按下式计算:=0.0384R240.756R24= H24面22.53、设计净雨总量h及地面径流历时T；h=Rtctc上式中tc为设计净雨历时，某水库水库承雨面积11.3km2，根据流域面积取tc=10小时。Rtc为产流历时的总径流深，它等于tc历时的面雨量。即：Rtc = H10面T0.46F0.535tc4、洪水形状系数Cr；推理公式法只算出洪峰流量，当需要洪水过程线时，引进洪水形状系数Cr ，；某水库推理公式法

23、各参数值表211Pn1SpmR24hTk1k2k3k4QmQ0Cr0.20.634151.00.8143.53395.0297.211.70.5730.7541.1880.334387.987.930.203.330.65698.30.8142.39235.9183.711.70.590.7851.1960.337229.805.540.21 50.66689.380.8142.16206.42162.3211.70.5980.7981.1990.338203.615.050.212.4.3设计洪水根据洪水形状系数Cr，查图表中推理公式中洪水过程线计算表，得地面径流过程，再计入基流Q0=0.220.92F，即得出不同频率设计洪水过程线。推理公式法求得设计洪水成果如表212。某水库推理公式法洪水过程表212