水文计算设计报告书1418020119..docx

1、水文计算设计说明书学生：钟采邑学号： 1418020119指导老师： 徐义萍时间：2016.04北塔水库设计洪水与防洪调节计算1.流域资料1.1 流域概况北塔水库坝址位于重庆市永川区境内的长江支流临江河上，集水面积 F=992km2。流域地处四川盆地东缘，植被良好。流域多年平均降水量为 1120mm，多年平均径流深为 640mm，多年平均水面蒸发量为950mm。主河道长 94km，河道平均比降为 3.85 ，流域平均高程 378m。1.2 基本资料1 .2.1 北塔站 19531985 年最大洪峰流量及最大一、三、七天洪水总量资料（见附表 1）。1.2.2调查年洪峰流量（调查期无遗漏）1877

2、 年： =2790m3/s1914 年 ： =2130m2/s1922 年： =2630m2/s1.2.3北塔站典型流量过摘录表（见附表2）。1.2.4水库特征资料：根据水库大坝的分析，决定拟建泄洪建筑物为无闸门溢洪道，根据实验得：，其中，通过技术经济对比分析，溢洪道宽度为。下游无防护要求，水库特性曲线。1.3 以下是计算设计成果的整理表 1-1北塔站年洪峰流量与年洪水总量相关计算年份W1-1-1195312500.451.3891.1000.3890.1000.1520.0100.039195412900.5691.4341.3910.4340.3910.1880.1530.17019555

3、270.2440.5860.596-0.414-0.4040.1720.1630.16719565160.3320.5740.812-0.426-0.1880.1820.0360.080195717100.7651.9011.8700.9010.8700.8110.7570.78419585340.3430.5940.838-0.406-0.1620.1650.0260.06619595540.2320.6160.567-0.384-0.4330.1480.1870.166196017200.7391.9121.8060.9120.8060.8320.6500.73519619650.6071

4、.0731.4840.0730.4840.0050.2340.03519627760.3210.8630.785-0.137-0.2150.0190.0460.03019634270.3180.4750.777-0.525-0.2230.2760.0500.11719647180.3460.7980.846-0.202-0.1540.0410.0240.03119655240.2390.5820.584-0.418-0.4160.1740.17303790.6800.926-0.320-0.0740.1020.0050.02419677730.370.8590.904

5、-0.141-0.0960.0200.0090.01319683760.2230.4180.545-0.582-0.4550.3390.2070.265196921801.012.4232.4691.4231.4692.0262.1582.091197012200.6751.3561.6500.3560.6500.1270.4230.231197111200.5651.2451.3810.2450.3810.0600.1450.09319724150.210.4610.513-0.539-0.4870.2900.2370.262197317500.6371.9451.5570.9450.557

6、0.8930.3100.52719745450.3030.6060.741-0.394-0.2590.1550.0670.10219758100.3240.9000.792-0.100-0.2080.0100.0430.02119767180.1860.7980.455-0.202-0.5450.0410.2970.110197713100.5361.4561.3100.4560.3100.2080.09600980.2410.240-0.759-0.7600.5760.5780.57719794210.2060.4680.504-0.532-0.4960.2830.

7、2460.26419808600.340.9560.831-0.044-0.1690.0020.0290.00719818550.3460.9500.846-0.050-0.1540.0020.0240.00819827500.3840.8340.939-0.166-0.0610.0280.0040.010198314800.4541.6451.1100.6450.1100.4160.0120.071198411250.4491.2511.0980.2510.0980.0630.0100.02419856400.30.7110.733-0.289-0.2670.0830.0710.077296

8、8813.50033.00033.0000.0000.0008.8887.4807.513平均899.6360.4091. 相关分析计算均值X =899.693m3/sY =0.409m3均方差nKXi -1 2XXi 1nn -1=474m3/syyi 1Kyi -1 2n-1=0.198m3相关系数nKXi - 1KYi -1ri 1n22KXi -1KYi - 1i 1=0.921.回归系数R yYrX =0.00038.y 倚 x 的回归方程xyyR y x x - x =0.00038x+0.06332表 1-2相关分析计算成果系列相关方程年份187719141922洪峰流量 Q(m

9、3/s）279021302630QW1y=0.00038x+0.06332洪量 W11.1240.8731.063QW3y=0.00057x+0.27545洪量 W31.8661.491.775QW7y=0.00074x+0.45333洪量 W72.5182.032.42. 频率计算表 1-3频率计算成果表CvCs/CVP=1%P=0.1%系列Q899.6360.711.830874245W10.4090.642.51.341.88W30.7840.602.82.483.47W72.1670.622.53.544.903. 设计洪水过程线表 1-4 典型洪水过程线的计算成果日时分流量3亿亿亿3

10、t （s） w(亿 m) W1(m3)（ m /s ）m3) W3(m3) W7(41： 0062.311:3062.320:0076.523:0085.55400263：5.004966:006289:00134012:00178013:30215015:30218015:48216016:30208018:54149021:3096323:307406330483：5.004338:0033411:00278620： 202147 5： 2420810:3019816:3016200.024378000.021297000.009108000.031180000.01636000.0993

11、6000.035108000.168108000.21254000.11772000.15610800.0231.13725200.0451.91580400.0991.58493600.08072000.044144000.059108000.038162000.050108000.027336000.071326400.066183600.033216000.03519:0015990000.01420:0016336000.00880： 42281169200.0533:30340100800.034：003397200.00244:1233725200.00711:0024924480

12、0.04823:00142432000.0549：30110234000.024513:0099.3270000.02520:0083.4252000.02210：0089.3396000.035810:0088.172000.00620:0065.5360000.02111：0049180000.0041表 1-5北塔河洪峰、洪量统计洪峰 Qm3项目洪量 W（m/s ） .h3（ m/s ）1d3d7dP=1%的设计值30871.342.483.54P=0.1%的设计值42451.883.474.90典型过程线的相应值21801.1061.5671.883同频率放大法1 p=1%QmpKQm

13、 = Qmd =1.42W1pK 1= W1d =1.21W 3pW1pK3-1= W3dW1d =2.48W 7 pW 3 pK7-3= W 7 pW 3 p =3.27同理2p=0.1%KQm =1.95K1=1.69K3-1=3.47K7-3=4.53表 1-6 P=0.1% 的设计洪水过程线时间 t （h)流量 Q放大倍比 K设计洪水过程修匀后的设计（ m3/s ）线洪水过程线41：0062.34.5328228211:3062.34.5328228220:0076.54.5334734723:0085.54.5338738754：002633.47/4.53913/119110525

14、4961.69/3.47838/172112806:006281.69106110619:0013401.692265226512:0017801.693008300813:3021501.693634363415:3021801.954251425115:4821601.693650365016:3020801.693515351518:5414901.692518251821:309631.691627162723:307401.691251125163：304831.6981681654331.69/3.47732/150211138:003343.471159115911:002783

15、.47965965620：202143.4774374375：242083.4772272210:301983.4768768716:301623.4756256219:001593.4755255220:001633.4756656680：422813.479759753:303403.47118011804： 003393.47/4.531176/153613564:123374.531527152711:002494.531128112823:001424.5364364395：301104.5349849813:0099.34.5345045020:0083.44.5337837810

16、8：0089.34.5340540510:0088.14.5339939920:0065.54.53297297111：00494.53222222表 1-7 P=1% 的设计洪水过程线时间 t （ h)流量 Q（ m3/s ）设计洪水过程线修匀后的设计洪水过程线放大倍比 K41： 0062.33.2720520511:3062.33.2720520520:0076.53.2725225223:0085.53.2728128154： 002632.48/3.27650/86575854961.21/2.48600/12259136:006281.217607609:0013401.211621

17、162112:0017801.212154215413:3021501.212602260215:3021801.423096309615:4821601.212614261416:3020801.212517251718:5414901.211803180321:309631.211165116523:307401.2189589563： 304831.215845845.004331.21/2.48524/10707978:003342.4882582511:002782.48687687620： 202142.4852952975： 242082.4851451410:301982.4848948916:301622.4840040019:001592.483933932