11水文水力计算课程设计

1、桂林理工大学GUILIN UNIVERSITY OF TECHNOLOGY水文水利计算课程设计学院：环境科学与工程专业:水文与水资源工程班级：11级01班学 生：杨 才 兴学号：3110205116指导教师:范 玉 洁2015年1月目录 TOC o 1-5 h z HYPERLINK l bookmark20 o Current Document 一、实验目标3 HYPERLINK l bookmark31 o Current Document 二、基本资料3 HYPERLINK l bookmark39 o Current Document 三、设计任务4 HYPERLINK l bookm

2、ark45 o Current Document 四、设计内容4 HYPERLINK l bookmark48 o Current Document 1、WTp及Qmp的计算4 HYPERLINK l bookmark58 o Current Document 2、 采用同频率放大法推求设计洪水过程线Q pt，并进行误差分析。11 HYPERLINK l bookmark61 o Current Document 3、绘制水库库容曲线14 HYPERLINK l bookmark68 o Current Document 4、计算并绘制单辅助工作曲线16 HYPERLINK l bookmar

3、k84 o Current Document 五、设计小结18 HYPERLINK l bookmark87 o Current Document 六、附表19一、实验目标1、了解计算设计洪水的目的及方法途径。2、掌握特大洪水的处理。3、能用同频率放大法进行设计洪水过程线的计算与修匀。4、掌握蓄泄曲线qV的绘制5、掌握单辅助曲线q（V/At+q/2）法原理及绘制。6、掌握单辅助曲线法进行调洪计算推求设计洪水位及相应库容。7、熟练运用Word、Excel等进行专业计算及文件处理。二、基本资料1、水库坝址站19531985年最大洪峰流量及最大1天、3天、7天 洪水总量资料（见附表1）2、调查年的最

4、大洪峰流量（调查无遗漏）：1877 年：Qm=2790m3/s;1922 年：Qm=2630m3/s;1914 年:Qm=2130m3/s;3、水库坝址水文站典型水洪过程摘录表（见附表2 ）4、水库特征资料:根据水库大坝的设计分析,决定拟建泄洪建筑物为 无闸门溢洪道，根据试验得q=MBh3/2其中M=1.17，通过技术经济对 比分析，溢洪道宽度为B=90m。下游无防护要求，水库特征曲线见附 表3。三、设计任务1、推求水库P=1%的设计洪水过程线。2、通过调洪计算确定水库设计洪水位、校核洪水位及相应库容。 （注：Z死=70m Z堰顶=90m Z正=90m）。四、设计内容1、WTp及Qmp的计算利

5、用WTQm相关关系插补展延调查年相应时段的洪量（利用相 关分析法，见表5）。利用附表1实测资料点绘相关图，相关关系良 好，可计算相关方程，调查年的1877年、1922年、1914年的洪峰和 最大1天、3天、7天的洪水总量可由方程求出。Q对历史洪水进行排位分析，确定最大重现期N= （ 1985-1877 ） +1=109 （年）Q通过频率计算适线法推求WTp及Qmp根据已知资料分析，1969年与调查调查年的洪水属同一量级，可从 实测系列中抽出作特大值处理，故L=1。经验频率计算采用分开处理 法，有Pm=巳 X100%P= _E1_ X100%由 Q = 1 （ q +N -a q ）（ N=10

6、9，a=4，n=33， L=1 ）N j _-L ij=1i=L+1r_ 1 1C .v Q N -1计算该系列的均值Qm和变差系数C v ,W Q -成n - Li mi=L+1计算结果如下：表1： Qm频率计算表年份序号按大小排 列的QmKiKi-1(K1-1) 2P1M/(N+1)P2m/(n+1)MP1%mP2%1877一27903.04142.04144.167310.9091922二26302.8671.8673.485621.8181969三21802.37641.37641.894532.7271914四21302.32191.32191.747543.636197321750

7、1.90770.90770.823925.8821960317201.8750.8750.765638.8241957417101.86410.86410.7466411.7651983514801.61340.61340.3762514.7061977613101.4280.4280.1832617.6471954712901.40620.40620.165720.5881953812501.36260.36260.1315823.5291970912201.32990.32990.1089926.47119841011251.22640.22640.05121029.41219711111

8、201.22090.22090.04881132.3531961129651.05190.05190.00271235.2941980138600.9375-0.06250.00391338.2351981148550.932-0.0680.00461441.1761975158100.883-0.1170.01371544.1181962167760.8459-0.15410.02371647.0591967177730.8426-0.15740.024817501982187500.8176-0.18240.03331852.9411964197180.7827-0.21730.04721

9、955.8821976207180.7827-0.21730.04722058.8241985216400.6977-0.30230.09142161.7651966226120.6671-0.33290.11082264.7061959235540.6039-0.39610.15692367.6471974245450.5941-0.40590.16482470.5881958255340.5821-0.41790.17462573.5291955265270.5745-0.42550.18112676.4711965275240.5712-0.42880.18392779.41219562

10、85160.5625-0.43750.19142882.3531963294270.4655-0.53450.28572985.2941979304210.4589-0.54110.29283088.2351972314150.4524-0.54760.29993191.1761968323760.4099-0.59010.34823294.1181978332170.2366-0.76340.58293397.059E372389730 /2750811.31/6.67Cv0.554181均值962.4552年份序号按大小排列的W1KiKi-1(K1-1) 2P1=M/(N+1)P2=m/(

11、n+1)MP1%mP2%1877一1.17932.84371.84373.399310.9091922二1.11532.68941.68942.85421.8181969三1.012.43551.43552.060632.7271914四0.91532.20711.20711.457143.636195720.7651.84470.84470.713525.882196030.7391.7820.7820.611538.824197040.6751.62770.62770.394411.765197350.6371.5360.5360.2873514.706196160.6071.46370.

12、46370.215617.647195470.5691.37210.37210.1384720.588197180.5651.36240.36240.1313823.529197790.5361.29250.29250.0855926.4711983100.4541.09480.09480.0091029.4121953110.451.08510.08510.00721132.3531984120.4491.08270.08270.00681235.2941982130.3840.926-0.0740.00551338.2351966140.3790.9139-0.08610.00741441

13、.1761967150.370.8922-0.10780.01161544.1181981160.3460.8343-0.16570.02741647.0591964170.3460.8343-0.16570.027417501958180.3430.8271-0.17290.02991852.9411980190.340.8199-0.18010.03241955.8821956200.3320.8006-0.19940.03982058.8241975210.3240.7813-0.21870.04782161.7651962220.3210.774-0.2260.05112264.706

14、1963230.3180.7668-0.23320.05442367.6471974240.3030.7306-0.26940.07262470.5881985250.30.7234-0.27660.07652573.5291955260.2440.5884-0.41160.16942676.4711965270.2390.5763-0.42370.17952779.4121959280.2320.5594-0.44060.19412882.3531968290.2230.5377-0.46230.21372985.2941972300.210.5064-0.49360.24373088.23

15、51979310.2060.4967-0.50330.25333191.1761976320.1860.4485-0.55150.30413294.1181978330.0980.2363-0.76370.58323397.059云16.7094.219/12.4909.741/5.220Cv0.469205均值 |0.464704年份序号按大小排 列的W3KiKi-1(Ki-1) 2P=m/n+1195411.471.94950.94950.90162.941196121.41.85670.85670.73395.882196931.341.77710.77710.60398.8241983

16、41.341.77710.77710.603911.765196351.221.6180.6180.381914.706195761.041.37930.37930.143817.6471970711.32620.32620.106420.588197380.9671.28240.28240.079823.529195390.951.25990.25990.067526.4711971100.8661.14850.14850.022129.4121980110.8571.13660.13660.018632.3531960120.7350.9748-0.02520.000635.2941977

17、130.730.9681-0.03190.00138.2351968140.6940.9204-0.07960.006341.1761964150.6890.9138-0.08620.007444.1181981160.6870.9111-0.08890.007947.0591984170.6850.9085-0.09150.0084501958180.6830.9058-0.09420.008952.9411966190.6410.8501-0.14990.022555.8821955200.6290.8342-0.16580.027558.8241956210.6190.8209-0.17

18、910.032161.7651974220.6160.8169-0.18310.033564.7061967230.5950.7891-0.21090.044567.6471982240.5210.691-0.3090.095570.5881985250.5180.687-0.3130.09873.5291975260.5120.679-0.3210.10376.4711979270.5070.6724-0.32760.107379.4121959280.4620.6127-0.38730.1582.3531972290.4410.5849-0.41510.172385.2941962300.

19、440.5835-0.41650.173488.2351976310.4140.549-0.4510.203491.1761965320.3880.5146-0.48540.235694.1181978ZCv330.460.22724.88317250.301均值-0.6990.770.48855.69240397.059年份序号按大小排 列的W7KiKi-1(Ki-1) 2P=m/n+1196912.032.08751.08751.18262.941195721.681.91730.91730.84135.882195432.331.81870.81870.67038.824197041.5

20、51.66640.66640.444111.765197351.541.5320.5320.28314.706195361.521.50510.50510.255217.647196071.211.38870.38870.151120.588198381.861.37970.37970.144223.529196192.141.36180.36180.130926.4711971101.431.28120.28120.07929.4121977111.21.14680.14680.021532.3531980121.281.08410.08410.007135.2941984130.9431.

21、07510.07510.005638.2351974140.7591.02130.02130.000541.1761981150.9780.8798-0.12020.014544.1181964160.9820.8762-0.12380.015347.0591966170.9020.8448-0.15520.0241501956180.8510.8126-0.18740.035152.9411967190.7370.8081-0.19190.036855.8821982200.7240.7714-0.22860.052358.8241963211.710.7624-0.23760.056461

22、.7651958220.9070.68-0.320.102464.7061985230.7230.6603-0.33970.115467.6471962240.6250.6486-0.35140.123570.5881955250.8610.6477-0.35230.124173.5291968261.140.6271-0.37290.13976.4711975270.70.6262-0.37380.139779.4121959280.6870.6155-0.38450.147882.3531972290.680.6092-0.39080.152785.2941965300.5320.5599

23、-0.44010.193688.2351979310.6990.5483-0.45170.20491.1761976320.6120.4766-0.52340.273994.1181978330.3120.2795-0.72050.519197.059Z36.8346.6862Cv0.507103均值1.136182Qm频率曲线4,3004,6004,4004,2004,0000.01 0.050.5 1 251020 30 40 50 6Q 70 8090 95 98 W 99.999.99频率(%)图1： Qm频率曲线W1频率曲线0.01 0.050.5 1 251020 30 40 50

24、 60 70 809。95 瞭 9999.599.999.99频率的图2： W1频率曲线图3： W3频率曲线图町频率曲线w”经验频率y匠.J.理论城室.、 i i i : i : i n i i i : i wq=.成:Xi11i11111:ji1: ： : : : :：；： : : :oVT-,U-I7:F! V ! 1 ! I ! II U ! 1 ICs= 1.31i!i Y i i i i i i i i Mi iI.X1.I.1.1.1.1.1.I.I.I.I.i.ii i i : 1 : : i i i i :X ：:：:1 1 jj j j j1! ! ! 1 !i 1 1 M

25、! 1 !jjj:jjj!:.i.i.:.i.i.i.ii.I.i.i.i:.1i.i.ISL.J.:.:.i.f0.01 0.050.5 1 251020 30 40 50 60 70 SO 90 9598 9999.999.99频率制图4： W7频率曲线图项日均值CvC/ CP=1%Qm917.3 ma/s0.5542.282477W1d0.41 亿 ma0.502.611.01W2d0.754 亿 ma0.4221.981.73W7d1.116 亿 ma0.4571.72.612、采用同频率放大法推求设计洪水过程线Qpt,并进行误差分析。绘制典型洪水过程和洪水过程经过对流域实测资料分析选

26、择1969年7月的一次洪水过程线作为 典型洪水过程线，其洪峰流量及各时段洪量由洪水过程线上摘录而得 （见表6）。表6洪峰流量及各时段洪量项日洪峰流量（ma/s ）时段洪量（亿ma）1天a天7天典型洪水过程21801.211.472.0aQ计算放大倍比，其中设计洪水的放大倍比为K =Q一Q- mpQmd- 2477 =1.142180K 二1W =1. 21W1P1. 01一1.19K_w一 3 P-W1p= 1.73 T.03 =1.521-3W3d-W1d1.47-1.01KW一 7p-W3p一 2.61T73 =1.577-3W-W2.03-1.477d 3d同理，校核洪水的放大倍比为Kq

27、=3284/2180=1.51K =1.34/1.01=1.33K =( 2.14-1.34 )/( 1.47-1.01 ) =1.74K = ( 3.34-2.14 )/( 2.03-1.47 ) =2.14Q过程线的修匀。将经放大后流量过程线与典型洪水过程线，采用同 一坐标点绘的坐标纸上。如图5所示，修匀的原则是将不连续部分按 洪水过程线的涨落特征徒手连城光滑的曲线，并要求将各时段洪量进 行演算，使修匀后的流量过程线中各时段流量与设计流量相等或将其 误差控制在一定范围内。放大计算过程见表7，修匀后的过程线各 时段洪量与设计值的误差见表8。图5设计洪水过程线表7:同频放大计算过程表日时 分流

28、量 (m3/s)设计洪水过1程校核洪水过1程放大倍比放大流量修匀流量放大倍比放大流量修匀流量41:0062.31.5294.69694.6961.74164.771164.77111:3062.31.5294.69694.6961.74164.771164.77120:0076.51.52116.28116.281.74202.3272202.327223:0085.51.52129.96129.961.74226.1304226.130454:002631.2315.6315.61.33419.748356.78586:006281.2753.6753.61.331002.288851.94

29、489:0013401.2160816081.332138.641817.84412:0017801.2213621361.332840.882414.74813:3021501.2258025801.333431.42916.6915:3021801.2261626161.513950.163752.65215:4821601.2259225921.333447.36325016:3020801.2249624961.333319.68300018:5414901.2178817881.332378.042021.33421:309631.21155.61155.61.331536.9481

30、60023:307401.28888881.331181.04130063:005151.52782.88001.741362.07212503:304831.52734.167101.741277.43811506:004001.526086081.741057.921057.928:003341.52507.68507.681.74883.3632883.363211:002781.52422.56422.561.74735.254480020:202141.52325.283501.74565.987270075:242081.57326.56326.562.14698.8384698.

31、838410:301981.57310.863002.14665.240461016:301621.57254.34254.342.14544.2876544.287619:001591.57249.63249.632.14534.2082534.208220:001631.57255.91255.912.14547.6474547.647480:422811.57441.17441.172.14944.1038944.10383:303401.57533.8533.82.141142.3321142.3324:003381.57530.66530.662.141135.6121135.612

32、4:123371.57529.09529.092.141132.2531132.25311:002491.57390.93390.932.14836.5902836.590223:001421.57222.94222.942.14477.0916477.091695:301101.57172.7172.72.14369.578369.57813:0099.31.57155.901155.9012.14333.6281333.628120:0083.41.57130.938130.9382.14280.2073280.2073108:0089.31.57140.201140.2012.14300

33、.0301300.030110:0088.11.57138.317138.3172.14295.9984295.998420:0065.51.57102.835102.8352.14220.0669220.0669111:00491.5776.9376.932.14164.6302164.6302E表8设计洪水过程修匀前后洪量误差统计表洪量P=1%的设计洪水过程修匀前修匀后相对误差（%）1天洪量1.031.040.973天洪量1.731.740.587天洪量2.612.900.383、绘制水库库容曲线Q绘制库容曲线ZV,按照表9所给数据，即可绘制ZV曲线。列表计算qV。如表10所示在堰顶高程9

34、0m以上假设不同的水库 水位7,列于表中第栏，将其减去90m,得第栏所示的堰顶水头 卜带入堰流公式q 溢二MBh 32=1.17X90h 驻=105.3h 32从而计算出各h下溢洪道泄流能力，得Z值相应的水库泄流能力q列 于第栏。再由第栏值查ZV曲线，得Z相应的库容V,见表第 栏。表10 R水库qV关系计算表库水位Z(m)9092949698100堰顶水位H(m)0246810泄流能力(m3/s)0271767141021703033库容V (万m3)758799111123135绘制该水库的蓄泄曲线qV,由表10中第、栏对应值，即可绘出qV曲线。泄流能力30002000绘图区1000500图

35、7qV曲线4、计算并绘制单辅助工作曲线水库水量平衡方程为Q + Q12一 , 一2 A t+ qi +q2 A t=V -V221水库蓄泄方程活蓄泄曲线为q=f （v）或qV曲线采用单辅助曲线法求得：单辅助曲线法的基本原理仍然是逐时段连续求解水库的水量平 衡方程和蓄泄方程，但公式水量平衡方程作了变换。分离已知项和未 知项后，可改变为孑 + q22 = Q1 2 Q2 -q 1 + （卜 + %）为与之相照应，将蓄泄方程改为q=f（ 土 + 号）列表绘出qL +1辅助曲线。At 2接着进行调洪演算。对于第一时段，将Q62m3/s、Q2 =62m3/s、q =0、匕+ q =0代入水量平衡方程，得

36、匕+ q =62m3/s，以此查表得q1 At 2At 22=10m 3八。对于其他时段，计算方法完全一样，计算结果列于表11中。表11 R水库设计洪水调洪计算表（单辅助曲线法， t=6h）时间t (h)Q(m 3/s)哄(m3/s)2q(m 3/s)+ q (m3/s)At206262006626610621269753011818811636016324245860240163301470182843026636218015721300886429637231530229448483395153024865430627769016796024723039011446621321130088

37、17220920524072178200185240632841681852255979020127121054296190304240502102268239250563108209182260627114155138215616120120113180538126106100150461132948912039413884861203441448788903131508882902791567690277162616990269按表11中第、栏的数据绘出Qt线和（qt线见图8）,由qt线得出峰值q了按趋势绘于Qt线的退水段上，并量得q皿 =1530m 3/s,由此可求得V总二 110.69

38、X 106m3； V设=35.69X 106m3； Z设=95.9m由Qt和qt的交点求q （设计）。同理，可用同样的方法计算出校核洪水q =1980m3/s,则有V =117.21X10 6 m 3 V =42.21X 10 6 m 3 Z =97.0m 总核核五、设计小结通过此次课程设计，使我更加扎实的掌握了有关水文水利计算 的知识，在设计过程中虽然遇到了一些问题，但经过一次又一次的思 考，一遍又一遍的检查终于找出了原因所在，也暴露出了前期我在这 方面的知识欠缺和经验不足。实践出真知，通过亲自动手制作，使我 们掌握的知识不再是纸上谈兵。此次设计也让我明白了思路即出路，有什么不懂不明白的地方要 及时请教或上网查询，只要认真钻研，动脑思考，动手实践，就