沁制水庫大壩安全安全鑒定-4水文復(fù)核

1、PAGE16沁制水庫大壩安全鑒定4水文復(fù)核44防洪復(fù)核報告4.11概述4.11.1工程概況沁制水庫位于湖南省進東縣營際湖區(qū)煙頂鎮(zhèn)軍信村，地處進東縣西南部，長江中游南岸，長江流域營際湖水系營際湖支流，水庫控制流域面積22.7km2，總庫容791萬m3，是一座以防洪灌溉為主，兼顧水產(chǎn)養(yǎng)殖、綜合開發(fā)利用的小型水利樞紐工程，本工程于1959年11月動工興建，1966年6月竣工。沁制水庫樞紐工程包括主壩、溢洪道和輸水涵管,主壩為均質(zhì)土壩，溢洪道位于主壩左端，溢流堰為開敞式寬頂堰。根據(jù)防洪標準（GB50201-94）的有關(guān)規(guī)定，沁制水庫樞紐工程為等工程，大壩、溢洪道控制段、輸水涵管等主要建筑物為4級建筑物

2、，大壩防洪標準為3050年一遇洪水設(shè)計，3001000年一遇洪水校核。4.21.2流域特性由于沁制水庫整編資料中的流域特征指標不全，本次結(jié)合湖南省測繪局1979年調(diào)繪的1/10000地形圖中的參數(shù)進行計算。表4-1-1流域特性表指標水庫承雨面積F主河道長L主河道坡降J數(shù)量22.7km23.2km20.15流域多年平均降雨量為1348.7mm，最大年降雨量為2011.0mm（1989年），最小降雨量為784.3mm（1968年）。根據(jù)氣象部門提供的資料，水庫汛期多年平均最大風速15.0m/s。4.22洪水復(fù)核4.12.1洪水標準及基本資料一、洪水標準確定沁制水庫原設(shè)計洪水標準為：50年一遇洪水設(shè)

3、計，500年一遇洪水校核。根據(jù)防洪標準（GB50201-94），沁制水庫設(shè)計洪水標準為3050年（重現(xiàn)期），校核洪水標準為3001000年（重現(xiàn)期）。沁制水庫地處進東縣營際湖煙頂鎮(zhèn)，是當?shù)刂匾乃麡屑~工程，庫容接近小（一）型水庫上限，因此，本次安全鑒定防洪標準設(shè)計洪水、校核洪水均采用上限值，即為50年一遇洪水設(shè)計，1000年一遇洪水校核。二、基本資料沁制水庫沒有短歷時暴雨的實測資料，本階段洪水復(fù)核采用直接查算湖南省暴雨徑流查算圖表和湖南省可能最大暴雨圖集（以下簡稱圖表和圖集）的方法進行。4.22.2設(shè)計暴雨一、點雨量查圖表和圖集，沁制水庫位于水文氣象分區(qū)第區(qū)，根據(jù)所在流域中心位置查暴雨等值線

4、圖，并考慮鄰近暴雨中心A站，取值如表4-2-1。表4-2-1點雨量參數(shù)表H1均=42mmCV=0.42CS=3.50CVH6均=70mmCV=0.51CS=3.50CVH24均=120mmCV=0.54CS=3.50CV根據(jù)皮爾遜頻率曲線模比系數(shù)表，各種頻率不同時段KP值見表4-2-2，點雨量計算見表4-2-3。表4-2-2KP值成果表P（%）KP1KP6KP2451.822.012.0722.152.452.550.13.183.874.11表4-2-3點雨量計算成果表P(%)H1點H6點H24點576.4140.7248.4290.3171.5306.00.1133.6270.9493.2

5、二、面雨量計算1、不考慮遞減系數(shù)時面雨量計算由于沁制水庫控制流域面積F=22.7km2100km2，因此面雨量計算時不作形狀改正，查圖集表5并插值計算得點面換算系數(shù)如下，成果見表4-2-4。1=0.9786=0.98424=0.989表4-2-4不考慮遞減系數(shù)時面雨量計算成果表P(%)H1面H6面H24面574.8138.5245.8288.3168.8302.80.1130.7266.7488.02、考慮遞減系數(shù)后面雨量計算面雨量遞減系數(shù)計算公式16hn1=1+0.558ln1624hn2=1+0.721ln2式中1=H1面/H6面2=H6面/H24面面雨量計算公式：1t6Ht面=H1面t1

6、-n16t24Ht面=H24面24n2-1t1-n2計算成果見表4-2-5。表4-2-5考慮遞減系數(shù)時面雨量計算成果表P(%)H1面H3面H64面574.8109.1138.5288.3131.4168.90.1130.7202.4266.8三、設(shè)計凈雨過程1、計算時段：t=0.5h，tC=6h（圖表P16）雨型分布見下表4-2-6。表4-2-6t=0.5h，tc=6h雨型分布表時段123456789101112占H1%3862占（H3-H1）%21.735.526.616.2占(H6-H3)%1617182015142、初損計算：由于流域面積小于20km2，根據(jù)圖表規(guī)定，凈雨過程采用最大六小

7、時雨量不扣初損則Rtc=H6面3、穩(wěn)損計算：fc=0.0615Rtc0.61，穩(wěn)損計算成果見表4-2-7。表4-2-7穩(wěn)損計算成果表P(%)1020.1Fc1.21.42.14、凈雨過程計算：凈雨過程計算見表4-2-8表4-2-10。表4-2-8設(shè)計凈雨過程計算表（P=5%）Th設(shè)RiIIiTh設(shè)RiIIi00.00.00.0728.428.427.814.74.74.1846.446.445.725.05.04.499.19.18.535.35.34.7105.65.64.945.95.95.3114.44.43.857.57.56.8124.14.13.5612.212.211.6表4-2

8、-9設(shè)計凈雨過程線（p=2%）Th設(shè)RiIIiTh設(shè)RiIIi06.06.05.3733.633.632.916.46.45.7854.854.854.126.76.76.0911.511.510.837.57.56.8107.07.06.349.39.38.6115.65.64.9515.315.314.6125.25.24.5612.212.211.6表4-2-10設(shè)計凈雨過程線（p=0.1%）Th設(shè)RiIIiTh設(shè)RiIIi00.00.00.0749.749.748.7110.310.39.4881.081.080.1210.910.910.0919.119.118.1311.611.6

9、10.71011.611.610.7412.912.912.0119.79.78.7515.615.614.6129.09.08.1625.425.424.5443.2.3設(shè)計洪水一、時段單位線及地表徑流過程線按圖表中的瞬時單位線法計算。1、地區(qū)綜合參數(shù)根據(jù)水文分區(qū)，流域面積F=22.7km2，主河道長L=3.2km和坡降J=20.15瞬時單位參數(shù)采用如下：m1=1.38F0.27L0.216J-0.185n=0.34F0.35J0.1計算可得m1=2.02n=1.112、參數(shù)的非線性改正參數(shù)的非線性改正同樣采用查算圖表法求得。J=20.1515f=F/L2=1.23，屬山區(qū)扇形，即造峰歷時：

10、tR=0.49F0.52=1.30h，tR歷時的面雨量：HtR=H1面tR1-n1造峰雨強ip=HtR/tR非線性改正公式：mli=m10.2入1（50/ip）入J=J1/3/F1/4=1.45時段單位線公式：K=mIi/n因iP均大于50mm/h，m隨雨強改變的趨勢不甚明顯，采用=2，通過計算J查圖表表12、表13，得1=0.64、均為0.30。其計算成果如表4-2-11。表4-2-11iP、mIi、K成果表P(%)iPmIiK562.82.021.81274.50.640.570.11000.580.53h毫米凈雨時段單位線為:q(tt)=Fhu(tt)/(3.6t)u(tt)=S(t)-

11、S(t-t)S(t)為參數(shù)n、k的函數(shù)，查S(t)曲線表值，可得相應(yīng)u(tt)值，然后按照t=0.5h，凈雨h=1mm計算時段單位線及地表徑流過程線。二、洪水過程計算1、地表徑流計算計算過程見表4-2-122-2-142、地下徑流計算退水指數(shù)=0.133F-0.28=0.065地面徑流過程線底寬T=TC+D-t式中:D時段單位線底寬當tT時，Qt=Q0+（QgQ0）t/TtT時，Qt=Qge-(t-T)式中Qt地下徑流t時段流量Q0=0.021fc1.14FQg=fcTcF/3.6-(T/2-1/)Q0/(T/2+1/)計算到Qt=Q0即可。地下徑流過程計算成果見表4-2-15。表4-2-12

12、沁制水庫設(shè)計地表徑流過程計算表(0.10%)Tt/kS(t)Q(t,t)9.410.010.712.014.624.548.780.118.110.78.78.1Q00.000.0000.0000.000.000.50.9520.5653.94336.970.0036.9711.9040.8241.80716.9439.510.0056.461.52.8570.9300.7386.9218.1042.050.0067.0723.8090.9720.2912.737.3919.2747.130.0076.522.54.7610.9890.1211.132.927.8721.6057.670.00

13、91.1935.7130.9940.0350.331.213.118.8226.4296.680.00136.563.56.6660.9970.0220.200.351.293.4810.7944.30192.150.00252.5547.6180.9990.0140.130.220.371.444.2618.0888.04315.820.00428.364.58.5701.0000.0070.070.140.230.421.777.1435.94144.7071.520.00261.9259.5221.0000.0010.010.070.150.260.512.9614.2059.0732.

14、7742.130.00152.125.510.4751.0000.0000.000.010.070.170.320.865.8823.3313.3819.3034.440.0097.75611.4271.0000.000.010.080.200.531.709.675.287.8815.7831.9073.036.50.000.010.100.341.052.792.193.116.4414.6130.6670.000.010.170.681.730.631.292.545.9713.037.50.000.020.341.120.390.371.052.365.6580.000.030.560

15、.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沁制水庫設(shè)計地表徑流過程計算表(2.0%)Tt/kS(t)q(t,t)5.35.76.06.88.614.632.954.110.86.34.94.5Q凈00.0000.0000.0000.000.000.50.8720.5313.70819.630.0019.6311.7440.7941.8369.

16、7221.010.0030.731.52.6160.9110.8134.3010.4122.400.0037.1123.4880.9620.3551.884.6111.0925.180.0042.762.54.3600.9840.1530.812.014.9112.4732.040.0052.2435.2310.9930.0620.330.872.145.5215.8654.070.0078.793.56.1030.9970.0300.160.350.932.417.0226.77121.880.00159.5246.9750.9990.0140.070.170.371.043.0711.85

17、60.35200.500.00277.424.57.8471.0000.0070.040.080.180.421.335.1826.7199.2839.860.00173.0658.7191.0000.0010.000.040.080.200.532.2411.6743.9419.7423.260.00101.705.59.5911.0000.0000.000.000.040.090.260.905.0419.198.7411.5218.240.0064.0260.000.000.050.120.432.038.303.825.109.0316.8545.726.50.000.000.060.

18、200.983.341.652.234.008.3420.8070.000.010.100.461.600.660.961.753.699.237.50.000.010.230.750.320.390.751.614.0780.000.020.380.150.190.300.701.748.50.000.040.080.090.150.280.6390.000.010.040.070.130.259.50.000.000.030.060.10100.000.000.030.0410.50.000.000.00110.000.00表4-2-14沁制水庫設(shè)計地表徑流過程計算表(5%)Tt/ks（t

19、）q(t,t)4.14.44.75.36.811.627.845.78.54.93.83.5Q00.0000.0000.0000.000.000.50.2760.1981.3785.630.005.6310.5520.3721.2204.986.040.0011.021.50.8280.5120.9753.985.346.440.0015.7721.1040.6230.7763.174.275.707.250.0020.402.51.3810.7100.6062.473.404.566.429.410.0026.2631.6570.7770.4661.912.653.635.138.3315.

20、940.0037.583.51.9330.8290.3621.482.042.834.096.6614.1038.310.0069.5142.2090.8690.2801.141.582.183.195.3011.2833.9063.040.00121.624.52.4850.8890.2100.861.231.692.454.138.9827.1055.7911.730.00113.9752.7610.9230.1670.680.921.311.903.187.0021.5844.6010.386.810.0098.375.53.3070.9390.1130.460.730.981.472.

21、475.3916.8335.518.306.025.220.0083.4063.3130.9550.1080.440.500.781.111.914.1912.9627.716.614.824.624.8270.456.53.5900.9660.0790.320.470.530.881.433.2410.0621.335.153.833.704.2755.2273.8660.9730.0530.220.340.510.601.142.437.7916.653.972.992.943.4142.897.54.1420.9790.0410.170.230.370.570.771.935.8412.

22、823.082.302.302.7133.0984.4180.9850.0380.150.180.250.410.741.314.639.612.381.791.772.1225.348.54.6940.9880.0230.100.160.190.280.541.253.157.621.791.381.371.6319.4794.9700.9910.0170.070.100.180.220.360.913.015.181.421.041.061.2714.819.55.2460.9930.0150.060.080.110.200.280.612.194.950.960.820.800.9812

23、.04105.5220.9950.0150.060.070.080.120.260.481.473.600.920.560.630.738.98續(xù)表4-2-14沁制水庫設(shè)計地表徑流過程計算表(5%)Tt/ks（t）q(t,t)4.14.44.75.36.811.627.845.78.54.93.83.5Q10.55.7980.9960.0080.030.060.070.090.160.431.152.420.670.530.430.586.64116.0750.9970.0070.030.040.070.080.120.271.041.890.450.390.410.405.1811.56.3

24、510.9980.0040.020.030.040.080.100.200.651.720.350.260.300.384.13126.6270.9980.0040.020.020.030.040.100.170.481.070.320.200.200.272.9312.56.9030.9990.0040.020.020.020.040.060.170.410.790.200.190.160.182.24137.1790.9990.0030.010.020.020.020.050.090.410.680.150.120.140.141.8513.57.4550.9990.0020.010.01

25、0.020.020.030.080.220.680.130.090.090.131.50147.7311.0000.0020.010.010.010.020.030.040.190.370.130.070.070.081.0314.58.0071.0000.0020.010.010.010.010.030.040.110.320.070.070.060.060.79158.2841.0000.0010.000.010.010.010.020.040.110.180.060.040.060.050.5815.58.5601.0000.0000.000.000.010.010.010.030.11

26、0.180.030.030.030.050.50160.000.000.010.010.020.070.180.030.020.030.030.4016.50.000.000.010.020.050.120.030.020.010.020.30170.000.000.020.050.090.020.020.010.010.2417.50.000.010.050.090.020.010.010.010.21180.000.020.090.020.010.010.010.1518.50.000.030.020.010.010.010.07190.000.010.010.010.010.0319.5

27、0.000.000.010.010.02200.000.000.010.0120.50.000.000.00210.000.0012表4-2-15沁制水庫地下徑流計算成果表p(%)520.1D(h)15.05.05.0Tc666T20.510.510.5Fc1.251.411.86Q00.340.390.530.0650.0650.065Qg1.091.622.16時段Qt0.00.340.390.530.50.360.450.611.00.380.510.691.50.390.570.772.00.410.620.842.50.430.680.923.00.450.741.003.50.47

28、0.801.074.00.480.861.154.50.500.921.235.00.520.981.315.50.541.041.386.00.561.091.466.50.581.151.547.00.591.211.617.50.611.271.698.00.631.331.778.50.651.391.859.00.671.451.929.50.691.512.0010.00.701.562.0810.50.721.622.1611.00.741.682.2311.51.961.522.0212.01.901.471.953、設(shè)計洪水13將各時段的地表徑流加上相應(yīng)時段的地下徑流，即為洪

29、水過程，其地表徑流、地下徑流和洪水過程成果見表4-2-16表4-2-18。表4-2-16P=5%設(shè)計洪水過程線時段地表徑流地下徑流設(shè)計洪水時段地表徑流地下徑流設(shè)計洪水0.00.000.340.346.555.220.5855.790.55.630.365.997.042.890.5943.481.011.020.3811.397.533.090.6133.701.515.770.3916.168.025.340.6325.972.020.400.4120.818.519.470.6520.122.526.260.4326.699.014.810.6715.483.037.580.4538.03

30、9.512.040.6912.723.569.510.4769.9710.08.980.709.684.0121.620.48122.1010.56.640.727.364.5113.970.50114.4711.05.180.745.925.098.370.5298.8911.54.131.966.095.583.400.5483.9412.02.931.904.836.070.450.5671.01表4-2-17P=2%設(shè)計洪水過程線時段地表徑流地下徑流設(shè)計洪水時段地表徑流地下徑流設(shè)計洪水0.00.000.390.396.520.801.1521.950.519.630.4520.077.

31、09.231.2110.451.030.730.5131.247.54.071.275.341.537.110.5737.688.01.741.333.072.042.760.6243.388.50.631.392.012.552.240.6852.929.00.251.451.703.078.790.7479.539.50.101.511.613.5159.520.80160.3210.00.041.561.604.0277.420.86278.2810.50.001.621.634.5173.060.92173.9811.00.001.681.685.0101.700.98102.6811

32、.50.001.521.525.564.021.0465.0612.00.001.471.476.045.721.0946.81表4-2-18P=0.1%設(shè)計洪水過程線時段地表徑流地下徑流設(shè)計洪水時段地表徑流地下徑流設(shè)計洪水140.00.000.530.536.530.661.5432.190.536.970.6137.597.013.031.6114.641.056.460.6957.147.55.651.697.341.567.070.7767.848.02.361.774.132.076.520.8477.378.50.801.852.652.591.190.9292.119.00.38

33、1.922.313.0136.561.00137.569.50.182.002.183.5252.551.07253.6310.00.062.082.144.0428.361.15429.5110.50.012.162.164.5261.921.23263.1511.00.002.232.235.0152.121.31153.4211.50.002.022.025.597.751.3899.1312.00.001.951.956.073.031.4674.494.42.4推理公式法設(shè)計面雨量和前面介紹的瞬時單位線法相同。一、洪峰流量Qm=FKSFmkKk4132)()(？=4/13/1278.

34、0QmJL式中：Qm：洪峰流量K1、k2、k3、k4:暴雨遞減指數(shù)n的函數(shù)，可查表取值S：雨力，與暴雨遞減指數(shù)n和匯流歷時有關(guān)：與流域長度和比降有關(guān)=3/1JL=11.76二、暴雨遞減指數(shù)n和雨力S的計算面遞減指數(shù)按照下式計算：1t6hn1=1+0.558ln16t24hn2=1+0.721ln2式中1=H1面/H6面2=H6面/H24面雨力S按照下式計算：151t6h采用n1,S=S1=H1面6t24h采用n2,S=S2=H6面6n2-1三、匯流參數(shù)m的計算根據(jù)圖表P29表4-1，選用m=0.500.21=0.839四、損失參數(shù)u的計算u=0.0384R240.756將參數(shù)代入公式，經(jīng)計算，

35、洪峰流量成果見表4-2-19。表4-2-19Qm計算結(jié)果表項目P0.1%2%1t351.78216.421t一、設(shè)計洪水的合理性分析為了驗證入庫洪水的合理性，本次采用推理公式計算的壩址洪水，列于下表與瞬時單位線法進行比較。表4-2-20洪峰流量計算成果比較計算方法P=0.1%P=2%P=5%瞬時單位線法429.51278.28122.10推理公式法515.76413.88通過上表兩種計算方法,瞬時單位線法計算設(shè)計洪水成果較小,但是其計算比接近實際，采用瞬時單位線法計算成果較為合理。4.33調(diào)洪演算4.13.1防洪調(diào)度方式一、調(diào)度方式16根據(jù)水庫大壩安全評價導(dǎo)則，沁制水庫溢洪道開敞式寬頂堰，以堰

36、頂實際高程（即正常高水位）60.95m為起調(diào)水位。本次復(fù)核采用以下調(diào)度方式：庫區(qū)降雨洪水入庫，庫水位超過60.95m時溢洪道開始泄洪，按泄洪能力泄洪。二、庫水位下泄流量關(guān)系曲線沁制水庫庫容水位關(guān)系，本次初步設(shè)計調(diào)洪采用沁制水庫整編的資料中的數(shù)據(jù)，在水庫水位出庫流量采用標準寬頂堰泄流公式推算庫水位與泄流量關(guān)系。本次調(diào)洪采用標準寬頂堰泄流公式推算庫水位與泄流量關(guān)系，根據(jù)溢洪道設(shè)計規(guī)范，寬頂堰泄流能力計算公式為：Q=mB（2g）0.5H03/2。式中：閘墩側(cè)收縮系數(shù)，=1.00m流量系數(shù)，m=0.366B堰頂凈寬，B=20.9mH0計入流速水頭的堰上水頭，庫水位溢洪道下泄流量庫容關(guān)系曲線結(jié)果見表4-

37、3-1及曲線圖表4-3-2庫水位溢洪道下泄流量庫容關(guān)系曲線表水位（m）下泄流量(m3/s)庫容（104m3）60.950.00649.361.305.00671.361.8018.93706.262.3037.89740.062.8060.78777.563.3087.02813.563.80116.22852.564.30148.11896.417獅子口水庫水位-庫容曲線606264666860070080090010001100水位(m)庫容(m3)獅子口水庫水位-泄量曲線6062646668050100150200250300庫容(m3)水位(m)4.23.2調(diào)洪演算按照計算的洪水過程線

38、，根據(jù)沁制水庫的水位庫容關(guān)系曲線、庫水位溢洪道下泄流量關(guān)系曲線，對P=0.1%、P=2%、P=5%的洪水按溢洪道自由溢洪進行調(diào)洪演算，成果見表4-3-22-3-4，調(diào)洪演算成果匯總見表4-3-5。表4-3-2調(diào)洪演算成果表(P=0.1%)時段Qi(m3/s)qi(m3/s)V(104m3)V(104m3)H(m)0.00.530.000.00649.3060.95180.537.590.303.40652.7061.001.057.141.958.32661.0361.141.567.845.1210.61671.6461.312.077.379.6411.74683.3861.492.592

39、.1114.4713.08696.4661.663.0137.5622.6817.33713.7961.913.5253.6340.0029.57743.3662.354.0429.5176.3751.01794.3663.104.5263.15108.9945.66840.0263.685.0153.42119.6716.91856.9363.865.599.13120.541.1179163.876.074.49116.12-5.67852.3763.806.532.19108.03-10.57841.8063.667.014.6497.43-14.28827.5263.48表4-3-3調(diào)

40、洪演算成果表(P=2%）時段Qi(m3/s)qi(m3/s)V(104m3)V(104m3)H(m)0.00.390.000.00649.3060.950.520.070.121.83651.1360.981.031.240.784.54655.6761.051.537.682.095.94661.6161.152.043.384.036.74668.3661.252.552.926.717.70676.0661.383.079.5310.3110.39686.4561.523.5160.3218.5618.99705.4361.79194.0278.2837.1634.46739.8962.

41、284.5173.9859.4032.01771.9062.775.0102.6866.1213.60785.5162.915.565.0668.562.97788.4862.956.046.8167.02-2.13786.3562.926.521.9563.10-5.52780.8262.857.010.4557.60-7.95772.8862.737.55.3448.43-8.12764.7562.62表4-3-4調(diào)洪演算成果表(P=5%)時段Qi(m3/s)qi(m3/s)V(104m3)V(104m3)H(m)0.00.340.00.00649.3060.950.55.990.020.

42、57649.8760.961.011.390.151.55651.4260.981.516.160.472.42653.8461.022.020.811.043.19657.0361.072.526.691.954.01661.0461.143.038.033.425.34666.3861.223.569.976.268.85675.2361.364.0122.1012.0915.64690.8661.584.5114.4720.4518.36709.2361.845.098.8929.2514.73723.9662.095.583.9434.9210.68734.6462.236.071.0

43、138.987.29741.9362.336.555.7941.374.18746.1162.38207.043.4842.191.41747.5362.407.533.7041.83-0.62746.9162.398.025.9740.65-2.05744.8662.368.520.1238.93-3.01741.8462.322-3-5調(diào)洪演算成果匯總表最高水位（m）庫容（104m3）入庫最大洪峰(m3/s)出庫最大泄量(m3/s)P=0.1%63.87791429.51120.54P=2%62.95788.48278.2868.56P=5%62.4747.53122.1042.19根據(jù)調(diào)

44、洪演算可知,沁制水庫設(shè)計洪水位為62.95m，設(shè)計總庫容788.48萬m3,校核洪水位為63.87m，校核總庫容791萬m3,溢洪道最大泄量為120.54m3/s。4.44壩高復(fù)核4.14.1基本參數(shù)一、水庫基本參數(shù)水庫控制流域面積F=22.7km，主壩心墻頂高程為131.42m，主壩壩頂高程為132.05m，上游坡比1:2.5，吹程1.35km。水庫汛期多年平均最大風速為15m/s。二、大壩安全超高根據(jù)水利水電樞紐工程等級劃分及設(shè)計標準（SDJ12-78）和碾壓式土石壩設(shè)計規(guī)范SDJ218-84第4.4.1條、第4.4.2條的規(guī)定，壩頂在水庫靜水位以上的超高由下式確定：y=R+e+A式中：y

45、壩頂超高，mR最大波浪在壩坡上的爬高，me最大風壅水面高度，m21A安全加高，m沁制水庫大壩安全加高A值根據(jù)規(guī)范按下表采用。表4-4-1大壩安全加高取值表運用情況設(shè)計工況校核工況安全加高0.5m0.3m三、心墻安全超高根據(jù)碾壓式土石壩設(shè)計規(guī)范SL2742001的規(guī)定，設(shè)計工況下，心墻頂部超高為0.30.6m,校核工況下,心墻頂部高程不低于校核洪水位。4.24.2壩高復(fù)核一、風浪爬高計算波浪爬高計算，根據(jù)碾壓式土石壩設(shè)計規(guī)范SL2742001，第A.1.5條的規(guī)定，波浪的平均波高周期宜采用莆田試驗站公式，公式如下:)(7.013.0)(0018.0)(7.013.07.0245.027.022W

46、gHthWgDthWgHthWghmmm？5.0438.4mmhT？式中:mh平均波高，mmT平均波周期，sW計算風速，m/s，W設(shè)=22.5m/s，W校=15m/s;D風區(qū)長度,mmH水域平均水深(m)g重力加速度,取9.81m/s2對于深水波,即當H0.5mL時,簡化公式為22mmgTL？式中：22mL平均波長,m;H壩迎水面前水深,m;正向來波在單坡上的平均波浪爬高可按下式計算：當m=1.55.0時mmWmLhmKRR21式中：mR平均波浪爬高，mm單坡的坡度系數(shù)，R斜坡的糙率滲透性系數(shù)，根據(jù)護面類型由表A.1.12-2查得；WK經(jīng)驗系數(shù)，按表A.1.12-2查得。設(shè)計波浪爬高值應(yīng)根據(jù)工

47、程等級確定，4級、5級壩采用累積頻率為5%的爬高值R5%。不同累積頻率下的波浪爬高RP可由平均波高與壩迎水面前水深的比值和相應(yīng)的累積頻率P（%）按表A.1.13規(guī)定的系數(shù)計算求得。二、風壅水面高度計算風沿水域吹過形成的水面升高稱為風雍高度,可按下式計算：E=KW2Dcos/（2gHm）式中：E風壅水面高度(m)；K綜合摩阻系數(shù)，K=3.610-6；風向與水域中線夾角Hm水域的平均水深（m）W計算風速(m/s)D從計算點作水域中線（或壩軸中線）的平行線與對岸的交點到計算點的距離（m）則設(shè)計工況:W=15m/sD=1350mTm=2.81mLm=12.29mRp=1.29me=0.003mA=0.5mYB=1.80m校核工況:W=22.5m/sD=1350mTm=2.25mLm=7.89mRP=0.77me=0.001mA=0.3mYB=1.27m23三、計算要求壩