1、0.150.022529.031969345.710760.532.2619701343.911714.61.080.080.006435.48197112659.80.99-0.010.000138.7119727601365400.98-0.020.000441.941973558140.97-0.030.000945.161974150.0348.391975111516637.50.960.040.001651.61197617632.20.950.050.002554.841977498.1185760.870.130.016958.061978190.8561.291979200.
2、8464.521980215010.750.250.062567.741981294.52270.971982230.730.270.072974.191983375.9240.720.280.078477.42198425411.10.620.380.144480.651985260.570.430.184983.87198627362.70.550.450.202581.7198728354.30.530.470.220990.321988290.50.480.230493.551989300.440.560.313696.77合计1924.14.2494降水适线计算表表1-2频率P第一次
3、适线第二次适线第三次适线%KpXp2.11394.62.161434.52.211467.71.711291.741155.51.751162.21.511002.81022.71.3863.31.3187050630.90.94624.375478.20.7464.90.71471.590365.335295312.1298.8990.33219.20.3199.2239.1注:Kp=1+Cvp,Xp= Kp2、年径流深尽管该地区没有实测年径流深资料,但由于崂山乌衣巷地区的地质、地形情况与周家夼流域的相似,因此,可以利用乌衣巷地区的降水-径流相关关系图线(见图1-2),结合周家夼水库流域的降
4、水资料,推算出该区域的年径流深资料。按年径流深由大到小的顺序排列入表1-3中,并由以下公式计算频率P,多年平均径流深和变差系数Cv:a=0.72式中各符号的意义同前。将年径流频率点绘点在对数纸上,按P-型曲线进行适线,如图1-3,表1-4.适线的结果:号线为选用值:Cv=0.75 Cs=2.0Cv从而得到周家夼水库流域不同频率的年径流深:P50%=302.6mm P75%=166.1mm P90%=84.9mmP95%=55.4mm周家夼水库流域年径流深计算表表1-3Ki=Ri/36011002.981.983.923.18038562.321.321.7426.32702.181.181.3
5、929.46707251.960.92212.51.820.820.67215.61756301.710.50418.83655551.521.91804901.330.109344850.310.09628.14780.0931.34301.170.170.02934.43721.010.0137.526440.60.0243.846.9350-0.050.0031973400.92-0.080.00653.12800.76-0.240.05856.3-0.270.07359.4-0.280.07862.5204-0.450.20365.6200-0.460.21268.865-0.470.
6、22171.90.49-0.510.2-0.530.28178.1103-0.720.51881.30.18-0.8284.4400.14-0.860.7487.50.11-0.890.79290.61990-0.910.82893.8199131-0.970.94196.91144115.612年径流深适线计算表表1-43.371243.73.661350.83.51291.72.4885.72.499192.46907.9723.4730.7738.1553.61.47542.51.525616.83306.30.78287.9302.6173.50.46169.8166.196114.4
7、0.2384.95955.418.50.2177.53、最大24小时暴雨从“山东省多年平均年最大24小时降水量等值线图(图6-1)”查得,该区域的多年平均年最大24小时降水量24=110mm从“山东省年最大24小时降水量变差系数(Cv)等值线图(图6-2)”查得,该区域的Cv=0.50,Cs=3.5 Cv由皮尔逊型曲线的模比系数Kp值表(附表6)查得当Cv=0.5 P=2%时,Kp=2.42当Cv=0.5 P=0.33%时,Kp=3.24不同频率的24小时暴雨:P=2%(50年一遇): H24=Kp24=2.42110=266.2mmP=0.33%(300年一遇): H24=Kp24=3.24
8、110=256.4mm4、蒸发:统计周家夼水库流域自1960-1989年共计30年实测水面蒸发资料,如表1-5,并求得周家夼水库多年平均水面蒸发量H=932.7mm(已换成E601值),陆地蒸发为实测降水量减去径流深而得。周家夼水库逐年逐月水面蒸发量(E601)mm表1-5年月一二三四五六七八九十十一十二全年28.0 50.1 58.0 125.4 151.5 90.5 86.4 104.9 91.1 74.1 41.9 42.2 944.1 6140.9 45.1 81.3 123.5 124.6 97.2 88.4 105.5 88.1 47.4 33.2 956.5 6241.5 48.
9、2 191.7 195.2 120.5 84.4 103.8 76.0 61.1 42.1 27.1 1096.5 6348.7 54.4 82.0 78.8 79.5 106.1 76.6 81.8 91.3 98.3 49.6 33.7 880.8 6426.5 30.3 74.5 51.5 101.9 107.5 99.1 86.7 66.1 46.4 48.9 31.5 770.9 38.4 37.9 96.1 152.1 136.2 81.7 91.9 103.2 91.4 50.8 41.4 1023.0 6637.8 63.4 95.4 121.3 114.9 92.5 110.
10、4 79.2 56.0 32.6 940.5 6732.2 33.3 61.6 93.1 113.5 87.8 81.2 89.7 75.4 76.3 54.9 836.9 6841.0 49.7 81.0 111.2 108.7 122.4 92.8 89.0 77.8 66.9 30.8 909.2 6932.8 21.2 49.4 103.9 113.1 109.6 79.0 90.6 68.1 79.6 65.8 46.6 859.7 35.5 45.0 65.3 97.9 80.7 79.9 77.5 72.8 72.7 31.0 799.4 7138.3 37.4 69.4 100
11、.0 143.8 87.0 104.8 99.0 83.9 72.9 55.9 49.2 941.6 7225.7 30.7 71.8 121.0 139.3 154.8 98.7 95.8 51.3 50.5 1026.4 7334.7 97.0 102.6 110.1 104.5 91.0 120.3 92.0 75.8 71.7 52.8 997.6 7440.6 82.3 131.8 136.3 109.1 52.4 23.8 989.6 23.6 39.4 93.3 100.4 129.6 117.4 94.2 99.3 69.2 46.5 37.1 940.57648.5 38.0
12、 74.9 97.5 133.0 86.8 92.6 86.9 57.6 43.5 965.57759.0 94.7 96.0 85.3 101.7 101.1 102.2 90.2 61.7 36.5 969.27844.6 47.7 161.4 144.8 165.1 113.0 111.0 84.2 40.7 11317943.0 40.2 134.8 85.1 131.3 94.9 107.3 69.3 1002.735.8 77.1 97.4 127.0 92.9 83.1 93.9 108.5 60.1 929.58141.2 72.3 124.1 189.4 16.5 116.3
13、 110.7 103.5 57.2 37.7 1030.68236.3 41.6 75.2 124.4 184.4 128.4 108.1 116.8 75.1 42.7 1074.28325.4 55.2 104.0 156.1 138.2 95.3 68.3 62.9 41.8 1001.58433.6 113.3 99.4 88.8 103.3 84.7 49.1 909.18527.3 28.5 68.0 115.8 91.5 101.8 90.0 35.0 856.88635.6 66.7 116.0 161.0 119.7 112.3 104.2 104.3 89.3 55.0 3
14、4.5 1031.88729.8 75.5 109.3 115.3 72.0 50.7 910.78836.1 45.6 66.5 116.4 122.9 132.1 100.9 117.9 100.6 84.9 39.7 1039.18925.8 43.8 79.4 107.6 136.1 96.7 87.2 112.5 105.0 42.8 35.2 970.428735.3 5、由实测1:1000库区地形图求得周家夼水库水位库容、水位水面积关系曲线(图1-4)。6、由1:2000地形图量算周家夼水库流域面积F=7.85Km2二、兴利调节计算1、死库容的确定:周家夼水库为工业用水水库,死库
15、容按泥沙淤积情况确定。泥沙淤积体积:V淤=MFN/r式中M流域多年平均侵蚀模数,查山东省水文图集得M=500t/Km2F流域面积,从地形图量得F=7.85Km2N水库使用年限,小型水库N=2030年,这里取N=30年r=泥沙浮容重,r=1.47t/m3代入式中得,V淤=5007.8530/1.47=8.01104m3,相应高程为65.8m取死水位G死=66.0m,相应死库容V死=8.30104m32、兴利库容的确定:兴利库容按R75%频率确定。径流深R75%=166.1mm则正常蓄水库容:V正=0.4F(R75%+0.451.1)=0.1(166.1+0.45369.06)=273.8(104
16、m3)取兴利库容V兴=270(104m3)相应兴利水位G兴=94.2m3、洪水量计算周家夼水库供水保证率为95,根据30年的径流蒸发资料,以三个不同的日供水量逐年逐月进行兴利调节计算(见附表1-6)。通过调节计算得出不同供水量的供水保证率,列入表1-7,并绘保证率供水量曲线,如图1-5。由曲线查得,95%的供水量保证率,日供水量为3150m3。保证率供水量关系表表1-7供水量(吨/日)300040005000保证率(%)96.4389.29三、调洪演算1、基本数据及洪水标准水库流域面积F=7.85Km2河道干流长度 L=5.12KM河道干流坡度 J=0.005流域内多年平均最大24小时暴雨 2
17、4max=110mm,变差系数Cv=0.50,离差系数Cs=3.5Cv根据水利水电枢纽工程等级划分及设计标准(SDJ12-78),水库为小(一)型,按五十年一遇(P=2%)洪水设计,三百年一遇(P=0.33%)洪水校核。相应最大24小时暴雨:五十年一遇 H24max=266.2mm三百年一遇 H24max=356.4mm演算方法,采用山东省小型水库洪水核算方法2、洪水过程线推求:最大洪峰流量Qm=0.680F0.782J0.316Ht0.462Rt0.669(1)从“山东省短历时暴雨指数N2等值线图”图(6-5),查得该流域中心处N2=0.73。(2)以F=7.85KM2,N2=0.73,查“
18、山东省山丘地区设计流域平均降水量Ht查算系数表”表(7-4),查算出系数K=0.59,故其推求洪峰流量的设计流域平均降水量:五十年一遇:Ht=KH24max=0.59266.2=157.1mm三百年一遇:Ht= KH24max=0.59356.4=210.3mm(3)根据“山东省暴雨径流关系表”表(7-2)第1号线,以Ht+Pa=157.1+40=197.1 Rt=135mm,求得Ht产生的净雨深Ht+Pa=210.3+40=250.3 Rt=183mm(4)由洪峰流量公式Qm=0.68 F0.782J0.316Ht0.462Rt0.669得:Qm=0.687.850.7320.0050.315157.10.4621350.669=159.4m3/s0.0050.
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