1、4防洪复核报告4.1概述4.1.1工程概况沁制水库位于湖南省进东县营际湖区烟顶镇军信村，地处进东县西南部，长江中游南岸，长江流域营际湖水系营际湖支流，水库控制流域面积22.7km2，总库容791万m3，是一座以防洪灌溉为主，兼顾水产养殖、综合开发利用的小型水利枢纽工程，本工程于1959年11月动工兴建，1966年6月竣工。沁制水库枢纽工程包括主坝、溢洪道和输水涵管,主坝为均质土坝，溢洪道位于主坝左端，溢流堰为开敞式宽顶堰。根据防洪标准（GB50201-94）的有关规定，沁制水库枢纽工程为等工程，大坝、溢洪道控制段、输水涵管等主要建筑物为4级建筑物，大坝防洪标准为3050年一遇洪水设计，3001
2、000年一遇洪水校核。4.1.2流域特性由于沁制水库整编资料中的流域特征指标不全，本次结合湖南省测绘局1979年调绘的1/10000地形图中的参数进行计算。表4-1-1 流域特性表指标水库承雨面积F主河道长L主河道坡降J数量22.7km23.2km20.15流域多年平均降雨量为1348.7mm，最大年降雨量为2011.0mm（1989年），最小降雨量为784.3mm（1968年）。根据气象部门提供的资料，水库汛期多年平均最大风速15.0m/s。4.2洪水复核4.2.1洪水标准及基本资料一、洪水标准确定沁制水库原设计洪水标准为：50年一遇洪水设计，500年一遇洪水校核。根据防洪标准（GB5020
3、1-94），沁制水库设计洪水标准为3050年（重现期），校核洪水标准为3001000年（重现期）。沁制水库地处进东县营际湖烟顶镇，是当地重要的水利枢纽工程，库容接近小（一）型水库上限，因此，本次安全鉴定防洪标准设计洪水、校核洪水均采用上限值，即为50年一遇洪水设计，1000年一遇洪水校核。二、基本资料沁制水库没有短历时暴雨的实测资料，本阶段洪水复核采用直接查算湖南省暴雨径流查算图表和湖南省可能最大暴雨图集（以下简称图表和图集）的方法进行。4.2.2设计暴雨一、点雨量查图表和图集，沁制水库位于水文气象分区第区，根据所在流域中心位置查暴雨等值线图，并考虑邻近暴雨中心A站，取值如表4-2-1。表4-
4、2-1 点雨量参数表H1均=42mmCV=0.42CS=3.50CVH6均=70mmCV=0.51CS=3.50CVH24均=120mmCV=0.54CS=3.50CV根据皮尔逊频率曲线模比系数表，各种频率不同时段KP值见表4-2-2，点雨量计算见表4-2-3。表4-2-2 KP值成果表P（%）KP1KP6KP2451.822.012.0722.152.452.550.13.183.874.11表4-2-3 点雨量计算成果表P(%)H1点H6点H24点576.4140.7248.4290.3171.5306.00.1133.6270.9493.2二、面雨量计算1、不考虑递减系数时面雨量计算由于
5、沁制水库控制流域面积F=22.7km2100km2，因此面雨量计算时不作形状改正，查图集表5并插值计算得点面换算系数如下，成果见表4-2-4。1=0.978 6=0.984 24=0.989表4-2-4 不考虑递减系数时面雨量计算成果表P(%)H1面H6面H24面574.8138.5245.8288.3168.8302.80.1130.7266.7488.02、考虑递减系数后面雨量计算面雨量递减系数 计算公式 16h n1=1+0.558ln1 624h n2=1+0.721ln2 式中 1=H1面/H6面 2= H6面/H24面面雨量计算公式：1t6 Ht面= H1面t1-n1 6t24 H
6、t面=H24面24n2-1t1-n2计算成果见表4-2-5。表4-2-5 考虑递减系数时面雨量计算成果表P(%)H1面H3面H64面574.8109.1138.5288.3131.4168.90.1130.7202.4266.8三、设计净雨过程1、计算时段：t=0 .5h，tC=6h（图表P16）雨型分布见下表4-2-6。表4-2-6 t=0.5h，tc=6h雨型分布表时 段123456789101112占H1%3862占（H3-H1）%21.735.526.616.2占 (H6-H3) %1617182015142、初损计算：由于流域面积小于20km2，根据图表规定，净雨过程采用最大六小时雨
7、量不扣初损则Rtc=H6面3、稳损计算：fc=0.0615Rtc0.61，稳损计算成果见表4-2-7。表4-2-7 稳损计算成果表P(%)1020.1Fc1.21.42.14、净雨过程计算：净雨过程计算见表4-2-8表4-2-10。表4-2-8 设计净雨过程计算表（P=5%）Th设RiIiTh设RiIi00.00.00.0 728.428.427.8 14.74.74.1 846.446.445.7 25.05.04.4 99.19.18.5 35.35.34.7 105.65.64.9 45.95.95.3 114.44.43.8 57.57.56.8 124.14.13.5 612.212
8、.211.6 表4-2-9 设计净雨过程线（p=2%）Th设RiIiTh设RiIi06.06.05.3 733.633.632.9 16.46.45.7 854.854.854.1 26.76.76.0 911.511.510.8 37.57.56.8 107.07.06.3 49.39.38.6 115.65.64.9 515.315.314.6 125.25.24.5 612.212.211.6 表4-2-10设计净雨过程线（p=0.1%）Th设RiIiTh设RiIi00.00.00.0749.749.748.7 110.310.39.4 881.081.080.1 210.910.910
9、.0 919.119.118.1 311.611.610.7 1011.611.610.7 412.912.912.0 119.79.78.7 515.615.614.6 129.09.08.1 625.425.424.5 4.2.3设计洪水一、时段单位线及地表径流过程线按图表中的瞬时单位线法计算。1、地区综合参数根据水文分区，流域面积F=22.7km2，主河道长L=3.2km和坡降J=20.15瞬时单位参数采用如下：m1=1.38F0.27L0.216J- 0.185n=0.34F0.35J0.1计算可得m1=2.02 n=1.112、参数的非线性改正参数的非线性改正同样采用查算图表法求得。
10、J=20.1515 f=F/L2=1.23，属山区扇形，即造峰历时：tR=0.49F0.52=1.30h，tR历时的面雨量：HtR=H1面tR1-n1 造峰雨强ip=HtR/tR非线性改正公式：mli=m10.2入1（50/ip）入J=J1/3/F1/4=1.45时段单位线公式：K=mIi/n因iP均大于50mm/h，m随雨强改变的趋势不甚明显，采用=2，通过计算J查图表表12、表13，得1=0.64、均为0.30。其计算成果如表4-2-11。表4-2-11 iP、mIi、K成果表P(%)iPmIiK562.82.021.81274.50.640.570.11000.580.53h毫米净雨时段
11、单位线为:q(tt)=Fhu(tt)/(3.6t)u(tt)=S(t)-S(t-t)S(t)为参数n、k的函数，查S(t)曲线表值，可得相应u(tt)值，然后按照t=0.5h，净雨h=1mm计算时段单位线及地表径流过程线。二、洪水过程计算1、地表径流计算计算过程见表4-2-122-2-142、地下径流计算退水指数=0.133F-0.28=0.065地面径流过程线底宽T=TC+D-t 式中:D时段单位线底宽当tT时，Qt=Q0+（QgQ0）t/T tT时，Qt=Qge-(t-T)式中Qt地下径流t时段流量 Q0=0.021fc1.14FQg=fcTcF/3.6-(T/2-1/)Q0/(T/2+1
12、/)计算到Qt=Q0即可。地下径流过程计算成果见表4-2-15。10表4-2-12 沁制水库设计地表径流过程计算表(0.10%)Tt/kS(t)Q(t,t)9.410.010.712.014.624.548.780.118.110.78.78.1Q 00.000.0000.0000.000.000.50.9520.5653.94336.970.0036.9711.9040.8241.80716.9439.510.0056.461.52.8570.9300.7386.9218.1042.050.0067.0723.8090.9720.2912.737.3919.2747.130.0076.522
13、.54.7610.9890.1211.132.927.8721.6057.670.0091.1935.7130.9940.0350.331.213.118.8226.4296.680.00136.563.56.6660.9970.0220.200.351.293.4810.7944.30192.150.00252.5547.6180.9990.0140.130.220.371.444.2618.0888.04315.820.00428.364.58.5701.0000.0070.070.140.230.421.777.1435.94144.7071.520.00261.9259.5221.00
14、00.0010.010.070.150.260.512.9614.2059.0732.7742.130.00152.125.510.4751.0000.0000.000.010.070.170.320.865.8823.3313.3819.3034.440.0097.75611.4271.0000.000.010.080.200.531.709.675.287.8815.7831.9073.036.50.000.010.100.341.052.792.193.116.4414.6130.6670.000.010.170.681.730.631.292.545.9713.037.50.000.0
15、20.341.120.390.371.052.365.6580.000.030.560.250.230.300.982.368.50.000.060.130.150.190.280.8090.000.010.070.120.170.389.50.000.010.060.110.18100.000.010.060.0610.50.000.010.01110.000.00表4-2-13 沁制水库设计地表径流过程计算表(2.0%)Tt/kS(t)q(t,t)5.35.76.06.88.614.632.954.110.86.34.94.5Q净00.0000.0000.0000.000.000.50.8
16、720.5313.70819.630.0019.6311.7440.7941.8369.7221.010.0030.731.52.6160.9110.8134.3010.4122.400.0037.1123.4880.9620.3551.884.6111.0925.180.0042.762.54.3600.9840.1530.812.014.9112.4732.040.0052.2435.2310.9930.0620.330.872.145.5215.8654.070.0078.793.56.1030.9970.0300.160.350.932.417.0226.77121.880.00159
17、.5246.9750.9990.0140.070.170.371.043.0711.8560.35200.500.00277.424.57.8471.0000.0070.040.080.180.421.335.1826.7199.2839.860.00173.0658.7191.0000.0010.000.040.080.200.532.2411.6743.9419.7423.260.00101.705.59.5911.0000.0000.000.000.040.090.260.905.0419.198.7411.5218.240.0064.0260.000.000.050.120.432.0
18、38.303.825.109.0316.8545.726.50.000.000.060.200.983.341.652.234.008.3420.8070.000.010.100.461.600.660.961.753.699.237.50.000.010.230.750.320.390.751.614.0780.000.020.380.150.190.300.701.748.50.000.040.080.090.150.280.6390.000.010.040.070.130.259.50.000.000.030.060.10100.000.000.030.0410.50.000.000.0
19、0110.000.00表4-2-14 沁制水库设计地表径流过程计算表(5%)Tt/ks（t）q(t,t)4.14.44.75.36.811.627.845.78.54.93.83.5Q00.0000.0000.0000.000.000.50.2760.1981.3785.630.005.6310.5520.3721.2204.986.040.0011.021.50.8280.5120.9753.985.346.440.0015.7721.1040.6230.7763.174.275.707.250.0020.402.51.3810.7100.6062.473.404.566.429.410.0
20、026.2631.6570.7770.4661.912.653.635.138.3315.940.0037.583.51.9330.8290.3621.482.042.834.096.6614.1038.310.0069.5142.2090.8690.2801.141.582.183.195.3011.2833.9063.040.00121.624.52.4850.8890.2100.861.231.692.454.138.9827.1055.7911.730.00113.9752.7610.9230.1670.680.921.311.903.187.0021.5844.6010.386.81
21、0.0098.375.53.3070.9390.1130.460.730.981.472.475.3916.8335.518.306.025.220.0083.4063.3130.9550.1080.440.500.781.111.914.1912.9627.716.614.824.624.8270.456.53.5900.9660.0790.320.470.530.881.433.2410.0621.335.153.833.704.2755.2273.8660.9730.0530.220.340.510.601.142.437.7916.653.972.992.943.4142.897.54
22、.1420.9790.0410.170.230.370.570.771.935.8412.823.082.302.302.7133.0984.4180.9850.0380.150.180.250.410.741.314.639.612.381.791.772.1225.348.54.6940.9880.0230.100.160.190.280.541.253.157.621.791.381.371.6319.4794.9700.9910.0170.070.100.180.220.360.913.015.181.421.041.061.2714.819.55.2460.9930.0150.060
23、.080.110.200.280.612.194.950.960.820.800.9812.04105.5220.9950.0150.060.070.080.120.260.481.473.600.920.560.630.738.98续表4-2-14 沁制水库设计地表径流过程计算表(5%)Tt/ks（t）q(t,t)4.14.44.75.36.811.627.845.78.54.93.83.5Q10.55.7980.9960.0080.030.060.070.090.160.431.152.420.670.530.430.586.64116.0750.9970.0070.030.040.070
24、.080.120.271.041.890.450.390.410.405.1811.56.3510.9980.0040.020.030.040.080.100.200.651.720.350.260.300.384.13126.6270.9980.0040.020.020.030.040.100.170.481.070.320.200.200.272.9312.56.9030.9990.0040.020.020.020.040.060.170.410.790.200.190.160.182.24137.1790.9990.0030.010.020.020.020.050.090.410.680
25、.150.120.140.141.8513.57.4550.9990.0020.010.010.020.020.030.080.220.680.130.090.090.131.50147.7311.0000.0020.010.010.010.020.030.040.190.370.130.070.070.081.0314.58.0071.0000.0020.010.010.010.010.030.040.110.320.070.070.060.060.79158.2841.0000.0010.000.010.010.010.020.040.110.180.060.040.060.050.581
26、5.58.5601.0000.0000.000.000.010.010.010.030.110.180.030.030.030.050.50160.000.000.010.010.020.070.180.030.020.030.030.4016.50.000.000.010.020.050.120.030.020.010.020.30170.000.000.020.050.090.020.020.010.010.2417.50.000.010.050.090.020.010.010.010.21180.000.020.090.020.010.010.010.1518.50.000.030.02
27、0.010.010.010.07190.000.010.010.010.010.0319.50.000.000.010.010.02200.000.000.010.0120.50.000.000.00210.000.00表4-2-15 沁制水库地下径流计算成果表p(%)520.1D(h)15.0 5.0 5.0 Tc666T20.510.510.5Fc1.25 1.41 1.86 Q00.34 0.39 0.53 0.065 0.065 0.065 Qg1.09 1.62 2.16 时段Qt0.0 0.34 0.39 0.53 0.5 0.36 0.45 0.61 1.0 0.38 0.51
28、0.69 1.5 0.39 0.57 0.77 2.0 0.41 0.62 0.84 2.5 0.43 0.68 0.92 3.0 0.45 0.74 1.00 3.5 0.47 0.80 1.07 4.0 0.48 0.86 1.15 4.5 0.50 0.92 1.23 5.0 0.52 0.98 1.31 5.5 0.54 1.04 1.38 6.0 0.56 1.09 1.46 6.5 0.58 1.15 1.54 7.0 0.59 1.21 1.61 7.5 0.61 1.27 1.69 8.0 0.63 1.33 1.77 8.5 0.65 1.39 1.85 9.0 0.67 1
29、.45 1.92 9.5 0.69 1.51 2.00 10.0 0.70 1.56 2.08 10.5 0.72 1.62 2.16 11.0 0.74 1.68 2.23 11.5 1.96 1.52 2.02 12.0 1.90 1.47 1.95 3、设计洪水将各时段的地表径流加上相应时段的地下径流，即为洪水过程，其地表径流、地下径流和洪水过程成果见表4-2-16表4-2-18。表4-2-16 P=5%设计洪水过程线时段地表径流地下径流设计洪水时段地表径流地下径流设计洪水0.00.000.340.346.555.220.5855.790.55.630.365.997.042.890.5
30、943.481.011.020.3811.397.533.090.6133.701.515.770.3916.168.025.340.6325.972.020.400.4120.818.519.470.6520.122.526.260.4326.699.014.810.6715.483.037.580.4538.039.512.040.6912.723.569.510.4769.9710.08.980.709.684.0121.620.48122.1010.56.640.727.364.5113.970.50114.4711.05.180.745.925.098.370.5298.8911.5
31、4.131.966.095.583.400.5483.9412.02.931.904.836.070.450.5671.01表4-2-17 P=2%设计洪水过程线时段地表径流地下径流设计洪水时段地表径流地下径流设计洪水0.00.000.390.396.520.801.1521.950.519.630.4520.077.09.231.2110.451.030.730.5131.247.54.071.275.341.537.110.5737.688.01.741.333.072.042.760.6243.388.50.631.392.012.552.240.6852.929.00.251.451.
32、703.078.790.7479.539.50.101.511.613.5159.520.80160.3210.00.041.561.604.0277.420.86278.2810.50.001.621.634.5173.060.92173.9811.00.001.681.685.0101.700.98102.6811.50.001.521.525.564.021.0465.0612.00.001.471.476.045.721.0946.81表4-2-18 P=0.1%设计洪水过程线时段地表径流地下径流设计洪水时段地表径流地下径流设计洪水0.00.000.530.536.530.661.5432.190.536.970.6137.597.013.031.6114.641.056.460.6957.147.55.651.697.341.567.070.7767.848.02.361.774.132.076.520.8477.378.50.801.852.652.591.190.9292.119.00.381.922.313.0136.561.00137.569.50.182.002.183.5252.551.07253.63
