水文学课程设计.docx

1、水文学课程设计水文学课程设计资料拟在某河上修建储水工程，坝址断面内有1960-2006年洪水流量测资料，历史洪水流量调查资料如下：1878年为Qm=14720m3/s,1901年为Qm=22100m3/s,为1901年以来最大的洪峰流量，1942年为8400m3/s。1878-1900其它洪水未能查清楚，分析选择供水过程线如表2所示。表1 实际历年洪水资料统计表年份洪峰流量最大1d洪峰流量最大3d洪峰流量196092001103001872301961850010002018360019627512901101529901963652413048139820196421002520045360

2、196563257621613862019665412583401168001967548665600118490196824002856051840196932413900068950197062457423013562019719801026421152197216001825035310197332453793270005197463281235013642019753261399507042019762369274505112419771620184303482019782458278565285219791540175803324019801200134202586019815412

3、645201165831982321438500684901984981211584021157019853248388307014819868421978101786501987326438650700241988567168500403261989542165420115980199064877684014002019919120105420189683199288451031101910201993612473450132180199424562940052850199532103792068936199684511012201825401997624374102133980199885

4、15102150183682199962787530013580020003164368906784220012489289605416020021189142602564020036120723401298062004483258010103740200510061204221560200632163948068654表2 典型洪水过程线日时流量日时流量日时流量日时流量70124018398014489094489041652203420155634845608243024314616657210423512288084265317631012398013383283130186150143

5、674144430103582205648183325164100124200245260243000设计任务根据以上资料推求百年一遇的设计洪水的洪水流量和洪水过程线。1.先求百年一遇的洪水流量。1.1 解题步骤及思路：（1）根据题意此题采用适线法。（2）将实测系列Qi由大到小排列，计算各项经验频率Pi，一变量的取值为横坐标，在频率纸上点绘经验频率点距Xi-Pi。（3）选定水文频率分布线型（皮尔逊3型）。( 4)用矩法求的参数Q,Cv,Cs的初始值，Cs一般根据经验假定Cs/Cv来估计。（5）根据Q,Cv,Cs的初始值，由不同的频率查Kp值表，计算得Xpi 。将 对应值（理论频率点）点绘在同一

6、张频率纸上，通过群点的中心画光滑的理论频率曲线。根据与经验频率点的配合情况，调整统计参数，从尔得到几条理论频率曲线。适线时主要调整Cv和Cs。(6)选择一条与经验频率点配合较好的曲线作为采用曲线。（7）求制定频率的水文变量设计值。1.1.1表 洪峰流量频率计算表年份洪峰流量m3/s序号由大到小排序模比系数Ki(Ki-1)2经验频率(1)(2)(3)(4)(5)(6)(7)19609200198122.0540 1.1109 2.1 19618500292001.9259 0.8572 4.3 19627512391201.9091 0.8265 6.4 19636524488451.8516

7、0.7251 8.5 19642100585151.7825 0.6123 10.6 19656325685001.7793 0.6074 12.8 19665412784511.7691 0.5915 14.9 19675486884211.7627 0.5818 17.0 19682400975121.5725 0.3278 19.1 196932411065241.3657 0.1337 21.3 197062451164871.3579 0.1281 23.4 19719801263281.3247 0.1054 25.5 197216001363251.3240 0.1050 27.

8、7 197332451462781.3142 0.0987 29.8 197463281562451.3073 0.0944 31.9 197532611662431.3069 0.0942 34.0 197623691761241.2820 0.0795 36.2 197716201861201.2811 0.0790 38.3 197824581956711.1871 0.0350 40.4 197915402054861.1484 0.0220 42.6 198012002154211.1348 0.0182 44.7 198154122254121.1329 0.0177 46.8 1

9、98232142354121.1329 0.0177 48.9 198498122448321.0115 0.0001 51.1 198532482532640.6833 0.1003 53.2 198684212632610.6826 0.1007 55.3 198732642732480.6799 0.1025 57.4 198856712832450.6793 0.1029 59.6 198954212932410.6785 0.1034 61.7 199064873032160.6732 0.1068 63.8 199191203132140.6728 0.1071 66.0 1992

10、88453232100.6720 0.1076 68.1 199361243331640.6623 0.1140 70.2 199424563424890.5210 0.2294 72.3 199532103524580.5145 0.2357 74.5 199684513624560.5141 0.2361 76.6 199762433724000.5024 0.2476 78.7 199885153823690.4959 0.2541 80.9 199962783921000.4396 0.3140 83.0 200031644016200.3391 0.4368 85.1 2001248

11、94116000.3349 0.4423 87.2 200211894215400.3224 0.4592 89.4 200361204312000.2512 0.5607 91.5 200448324411890.2489 0.5642 93.6 200510064510060.2106 0.6232 95.7 20063216469800.2051 0.6318 97.9 总计2197542197541.2 对于上题的具体解题思路。（1）将原始数据由大到小排列，列入上表中第（4）栏。用式P=计算经验频率，列入表第（7）栏中，并将（4）（7）栏对应数值点绘到频率格纸上。（2）计算年洪峰流量的

12、平均值Q。Q= = =4777.26087（m3/s）。（3）计算变差系数。Cv= = =0.54669(4)选定Q=4777.26087m3/s,Cv=0.54669，并假设Cs=3Cv,查Kp值表，得到相应不同频率值填入1.1.2表（2）栏，Kp乘以Q平均值的相应的Qp值，列如1.1.2第（3）栏.频率第一次配线第二次配线Q=4777.26087 Cv=0.54669 Cs=3Cv=1.64007Q=4777.26087 Cv=0.54669 Cs=2Cv=1.09338KpQpKpQp（1）（2）（3）（4）（5）12.8613662.972.6812803.0652.079888.93

13、2.039697.84101.738264.661.738264.66201.366497.071.4056712.05500.854060.670.94299.53750.6052890.240.5952842.47900.4652221.430.4051934.79950.411958.680.3051457.06990.361719.810.165788.25（5）改变参数，根据第一次配线，选定Q=4777.26087m3/s,Cv=0.54669，并假设Cs=2Cv，在次查Kp表。计算Qp值。将Kp,Qp,列入表1.1.2中的（4）栏和（5）栏。（6）将(1)(3)两栏的对应数值点绘在

14、频率格纸上。（7）将(1)(5)两栏的对应数值点绘在频率格纸上。（8）经验频率曲线与两次理论频率曲线对比，发现第二次理论频率曲线与经验频率曲线点配合较好。即作为最后采用的理论频率曲线。1.1.2表 洪峰流量的理论频率曲线适配表（9）在采用的理论频率曲线上，读出频率等于1%的流量。此流量为百年一遇设计洪水的洪峰流量。（10）从此图中可读出百年一遇设计洪峰流量Q=12803.06m3/s。2.然后求洪水过程线。步骤及解题思路：2.1首先要解出P=1%时的最大一天（1d）和最大三天（3d）的设计值。（1）解P=1%时的最大一天（1d）的设计值。可根据上面解设计洪峰流量的解题过程（过程完全一样）。（2

15、）解P=1%时的最大三天（3d）的设计值。（同上）（3）最后选出与经验频率配合最好的曲线作为最后采用的理论频率曲线。然后，从理论频率曲线上读出最大一天(1d)和最大三天（3d）设计值填入表2.2.1 表典型及洪峰，洪量统计表中。2.1.1最大1d洪量数据表年份最大1d洪量序号由大到小排序模比系数Ki(Ki-1)2经验频率(%)196011030011158402.1546 1.3332 2.1 196110002021103002.0516 1.1059 4.3 19629011031054201.9608 0.9232 6.4 19631304841031101.9179 0.8425 8.

16、5 19642520051021501.9000 0.8100 10.6 19657621661012201.8827 0.7792 12.8 19665834071000201.8604 0.7403 14.9 1967656008978101.8193 0.6712 17.0 1968285609901101.6761 0.4571 19.1 19693900010768401.4292 0.1842 21.3 19707423011762161.4176 0.1744 23.4 19711026412753001.4006 0.1605 25.5 19721825013742301.38

17、07 0.1449 27.7 19733793214741021.3783 0.1431 29.8 19741235015734501.3662 0.1341 31.9 19753995016723401.3455 0.1194 34.0 19762745017685001.2741 0.0751 36.2 19771843018656001.2202 0.0485 38.3 19782785619654201.2168 0.0470 40.4 19791758020645201.2001 0.0400 42.6 19801342021583401.0851 0.0072 44.7 19816

18、452022580101.0790 0.0062 46.8 19823850023399500.7431 0.0660 48.9 198411584024394800.7343 0.0706 51.1 19853883025390000.7254 0.0754 53.2 19869781026388300.7222 0.0771 55.3 19873865027386500.7189 0.0790 57.4 19886850028385000.7161 0.0806 59.6 19896542029379320.7055 0.0867 61.7 19907684030379200.7053 0

19、.0868 63.8 199110542031368900.6862 0.0985 66.0 199210311032294000.5468 0.2054 68.1 19937345033289600.5387 0.2128 70.2 19942940034285600.5312 0.2198 72.3 19953792035278560.5181 0.2322 74.5 199610122036274500.5106 0.2395 76.6 19977410237252000.4687 0.2823 78.7 199810215038184300.3428 0.4319 80.9 19997

20、530039182500.3395 0.4363 83.0 20003689040175800.3270 0.4529 85.1 20012896041142600.2652 0.5399 87.2 20021426042134200.2496 0.5631 89.4 20037234043130480.2427 0.5735 91.5 20045801044123500.2297 0.5933 93.6 20051204245120420.2240 0.6022 95.7 20063948046102640.1909 0.6546 97.9 2.1.2最大一天的理论频率曲线适配表频率第一次配

21、线第二次配线Q=53762.3913 Cv=0.59457 Cs=3Cv=1.7837Q=53762.3913 Cv=0.59457 Cs=2Cv=1.18913.075165319.35322.86153760.439152.17116664.38912.13114513.8935101.78696019.630861.7895697.05651201.3874192.099991.4376880.21956500.83244730.309560.89348009.81543750.57330805.850210.5730644.56304900.44323816.739350.361935

22、4.46087950.39321128.619780.2714515.845652.1.3最大3d洪量数据表年份最大3d洪量序号由大到小排序模比系数Ki(Ki-1)2经验频率(%)196018723012115702.1045 1.2200 2.1 196118360021910201.9001 0.8102 4.3 196215299031896831.8868 0.7865 6.4 196313982041872301.8624 0.7438 8.5 19644536051836821.8271 0.6841 10.6 196513862061836001.8263 0.6828 12.8

23、 196611680071825401.8158 0.6655 14.9 196711849081786501.7771 0.6039 17.0 19685184091529901.5218 0.2723 19.1 196968950101400201.3928 0.1543 21.3 1970135620111398201.3908 0.1527 23.4 197121152121386201.3789 0.1436 25.5 197235310131364201.3570 0.1275 27.7 197370005141358001.3508 0.1231 29.8 19741364201

24、51356201.3490 0.1218 31.9 197570420161339801.3327 0.1107 34.0 197651124171321801.3148 0.0991 36.2 197734820181298061.2912 0.0848 38.3 197852852191184901.1787 0.0319 40.4 197933240201168001.1618 0.0262 42.6 198025860211165831.1597 0.0255 44.7 1981116583221159801.1537 0.0236 46.8 198268490231037401.0319 0.0010 48.9 198421157024704200.7005 0.0897 51.1 19857014825701480.6978 0.0913 53.2 198617865026700240.6965 0.0921 55.3