11水文水力計算課程設(shè)計

1、桂林理工大學(xué)GUILIN UNIVERSITY OF TECHNOLOGY水文水利計算課程設(shè)計學(xué)院：環(huán)境科學(xué)與工程專業(yè):水文與水資源工程班級：11級01班學(xué) 生：楊 才 興學(xué)號：3110205116指導(dǎo)教師:范 玉 潔2015年1月目錄 TOC o 1-5 h z HYPERLINK l bookmark20 o Current Document 一、實驗?zāi)繕?biāo)3 HYPERLINK l bookmark31 o Current Document 二、基本資料3 HYPERLINK l bookmark39 o Current Document 三、設(shè)計任務(wù)4 HYPERLINK l bookm

2、ark45 o Current Document 四、設(shè)計內(nèi)容4 HYPERLINK l bookmark48 o Current Document 1、WTp及Qmp的計算4 HYPERLINK l bookmark58 o Current Document 2、 采用同頻率放大法推求設(shè)計洪水過程線Q pt，并進行誤差分析。11 HYPERLINK l bookmark61 o Current Document 3、繪制水庫庫容曲線14 HYPERLINK l bookmark68 o Current Document 4、計算并繪制單輔助工作曲線16 HYPERLINK l bookmar

3、k84 o Current Document 五、設(shè)計小結(jié)18 HYPERLINK l bookmark87 o Current Document 六、附表19一、實驗?zāi)繕?biāo)1、了解計算設(shè)計洪水的目的及方法途徑。2、掌握特大洪水的處理。3、能用同頻率放大法進行設(shè)計洪水過程線的計算與修勻。4、掌握蓄泄曲線qV的繪制5、掌握單輔助曲線q（V/At+q/2）法原理及繪制。6、掌握單輔助曲線法進行調(diào)洪計算推求設(shè)計洪水位及相應(yīng)庫容。7、熟練運用Word、Excel等進行專業(yè)計算及文件處理。二、基本資料1、水庫壩址站19531985年最大洪峰流量及最大1天、3天、7天 洪水總量資料（見附表1）2、調(diào)查年的最

4、大洪峰流量（調(diào)查無遺漏）：1877 年：Qm=2790m3/s;1922 年：Qm=2630m3/s;1914 年:Qm=2130m3/s;3、水庫壩址水文站典型水洪過程摘錄表（見附表2 ）4、水庫特征資料:根據(jù)水庫大壩的設(shè)計分析,決定擬建泄洪建筑物為 無閘門溢洪道，根據(jù)試驗得q=MBh3/2其中M=1.17，通過技術(shù)經(jīng)濟對 比分析，溢洪道寬度為B=90m。下游無防護要求，水庫特征曲線見附 表3。三、設(shè)計任務(wù)1、推求水庫P=1%的設(shè)計洪水過程線。2、通過調(diào)洪計算確定水庫設(shè)計洪水位、校核洪水位及相應(yīng)庫容。 （注：Z死=70m Z堰頂=90m Z正=90m）。四、設(shè)計內(nèi)容1、WTp及Qmp的計算利

5、用WTQm相關(guān)關(guān)系插補展延調(diào)查年相應(yīng)時段的洪量（利用相 關(guān)分析法，見表5）。利用附表1實測資料點繪相關(guān)圖，相關(guān)關(guān)系良 好，可計算相關(guān)方程，調(diào)查年的1877年、1922年、1914年的洪峰和 最大1天、3天、7天的洪水總量可由方程求出。Q對歷史洪水進行排位分析，確定最大重現(xiàn)期N= （ 1985-1877 ） +1=109 （年）Q通過頻率計算適線法推求WTp及Qmp根據(jù)已知資料分析，1969年與調(diào)查調(diào)查年的洪水屬同一量級，可從 實測系列中抽出作特大值處理，故L=1。經(jīng)驗頻率計算采用分開處理 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計算該系列的均值Qm和變差系數(shù)C v ,W Q -成n - Li mi=L+1計算結(jié)果如下：表1： Qm頻率計算表年份序號按大小排 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年份序號按大小排列的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年份序號按大小排 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年份序號按大小排 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頻率曲線4,3004,6004,4004,2004,0000.01 0.050.5 1 251020 30 40 50 6Q 70 8090 95 98 W 99.999.99頻率(%)圖1： Qm頻率曲線W1頻率曲線0.01 0.050.5 1 251020 30 40 50

24、 60 70 809。95 瞭 9999.599.999.99頻率的圖2： W1頻率曲線圖3： W3頻率曲線圖町頻率曲線w”經(jīng)驗頻率y匠.J.理論城室.、 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頻率制圖4： W7頻率曲線圖項日均值CvC/ CP=1%Qm917.3 ma/s0.5542.282477W1d0.41 億 ma0.502.611.01W2d0.754 億 ma0.4221.981.73W7d1.116 億 ma0.4571.72.612、采用同頻率放大法推求設(shè)計洪水過程線Qpt,并進行誤差分析。繪制典型洪水過程和洪水過程經(jīng)過對流域?qū)崪y資料分析選

26、擇1969年7月的一次洪水過程線作為 典型洪水過程線，其洪峰流量及各時段洪量由洪水過程線上摘錄而得 （見表6）。表6洪峰流量及各時段洪量項日洪峰流量（ma/s ）時段洪量（億ma）1天a天7天典型洪水過程21801.211.472.0aQ計算放大倍比，其中設(shè)計洪水的放大倍比為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為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過程線的修勻。將經(jīng)放大后流量過程線與典型洪水過程線，采用同 一坐標(biāo)點繪的坐標(biāo)紙上。如圖5所示，修勻的原則是將不連續(xù)部分按 洪水過程線的漲落特征徒手連城光滑的曲線，并要求將各時段洪量進 行演算，使修勻后的流量過程線中各時段流量與設(shè)計流量相等或?qū)⑵?誤差控制在一定范圍內(nèi)。放大計算過程見表7，修勻后的過程線各 時段洪量與設(shè)計值的誤差見表8。圖5設(shè)計洪水過程線表7:同頻放大計算過程表日時 分流

28、量 (m3/s)設(shè)計洪水過1程校核洪水過1程放大倍比放大流量修勻流量放大倍比放大流量修勻流量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設(shè)計洪水過程修勻前后洪量誤差統(tǒng)計表洪量P=1%的設(shè)計洪水過程修勻前修勻后相對誤差（%）1天洪量1.031.040.973天洪量1.731.740.587天洪量2.612.900.383、繪制水庫庫容曲線Q繪制庫容曲線ZV,按照表9所給數(shù)據(jù)，即可繪制ZV曲線。列表計算qV。如表10所示在堰頂高程9

34、0m以上假設(shè)不同的水庫 水位7,列于表中第欄，將其減去90m,得第欄所示的堰頂水頭 卜帶入堰流公式q 溢二MBh 32=1.17X90h 駐=105.3h 32從而計算出各h下溢洪道泄流能力，得Z值相應(yīng)的水庫泄流能力q列 于第欄。再由第欄值查ZV曲線，得Z相應(yīng)的庫容V,見表第 欄。表10 R水庫qV關(guān)系計算表庫水位Z(m)9092949698100堰頂水位H(m)0246810泄流能力(m3/s)0271767141021703033庫容V (萬m3)758799111123135繪制該水庫的蓄泄曲線qV,由表10中第、欄對應(yīng)值，即可繪出qV曲線。泄流能力30002000繪圖區(qū)1000500圖

35、7qV曲線4、計算并繪制單輔助工作曲線水庫水量平衡方程為Q + Q12一 , 一2 A t+ qi +q2 A t=V -V221水庫蓄泄方程活蓄泄曲線為q=f （v）或qV曲線采用單輔助曲線法求得：單輔助曲線法的基本原理仍然是逐時段連續(xù)求解水庫的水量平 衡方程和蓄泄方程，但公式水量平衡方程作了變換。分離已知項和未 知項后，可改變?yōu)殒?+ q22 = Q1 2 Q2 -q 1 + （卜 + %）為與之相照應(yīng)，將蓄泄方程改為q=f（ 土 + 號）列表繪出qL +1輔助曲線。At 2接著進行調(diào)洪演算。對于第一時段，將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。對于其他時段，計算方法完全一樣，計算結(jié)果列于表11中。表11 R水庫設(shè)計洪水調(diào)洪計算表（單輔助曲線法， t=6h）時間t (h)Q(m 3/s)哄(m3/s)2q(m 3/s)+ q (m3/s)At206262006626610621269753011818811636016324245860240163301470182843026636218015721300886429637231530229448483395153024865430627769016796024723039011446621321130088

37、17220920524072178200185240632841681852255979020127121054296190304240502102268239250563108209182260627114155138215616120120113180538126106100150461132948912039413884861203441448788903131508882902791567690277162616990269按表11中第、欄的數(shù)據(jù)繪出Qt線和（qt線見圖8）,由qt線得出峰值q了按趨勢繪于Qt線的退水段上，并量得q皿 =1530m 3/s,由此可求得V總二 110.69

38、X 106m3； V設(shè)=35.69X 106m3； Z設(shè)=95.9m由Qt和qt的交點求q （設(shè)計）。同理，可用同樣的方法計算出校核洪水q =1980m3/s,則有V =117.21X10 6 m 3 V =42.21X 10 6 m 3 Z =97.0m 總核核五、設(shè)計小結(jié)通過此次課程設(shè)計，使我更加扎實的掌握了有關(guān)水文水利計算 的知識，在設(shè)計過程中雖然遇到了一些問題，但經(jīng)過一次又一次的思 考，一遍又一遍的檢查終于找出了原因所在，也暴露出了前期我在這 方面的知識欠缺和經(jīng)驗不足。實踐出真知，通過親自動手制作，使我 們掌握的知識不再是紙上談兵。此次設(shè)計也讓我明白了思路即出路，有什么不懂不明白的地方要 及時請教或上網(wǎng)查詢，只要認真鉆研，動腦思考，動手實踐，就