水利工程大作業(yè)

1、西昌學(xué)院工程技術(shù)學(xué)院實訓(xùn)報告課程名稱：水程水文案例分析專業(yè)班級：10水本2班姓名：XX學(xué)號：10150300XX指導(dǎo)教師：陳艷霞2012年11月25日4-1、大呦站年平均流量系列如下表所示，用配線法推求設(shè)計保證率P=10%勺豐水年、P=50%勺中水年和 P=90%勺枯水年的設(shè)計年徑流（大呦站年平均流量表）年份年平均流量年份年平均流量(m3 /s )(m3 /s )1965 J35.8P1980 158.9 196643198156.2196732.8198247.11968 1641983 110.2 打1969 144.4198446.7197040.8198540.9197143.9198

2、643.2197237.4198756.41973 181.5198849.21974 148.6198949.1197584.8199040197646199118.91977 134.2199267.41978 137.71993r69.9 n197954199462.8解：（1） Excel計算如下:年份年平均流量Q由大到小K 1(K 1)m/s19619661967535.84332.8X、m/s110.251.53 2.1385600621.138560062.296319015.22580645203P 專JO0%84.851.53 1.6456433150.64564331D41

3、685526.45161219681.551.53 1.58160295 0.58160295.338261999.67741935569.951.53 1.3564913640.356491360.1270860932.903225811961971971972197944.4040.8143.93黑9567867.451.53 1.3079759360.307975930.0948491776.129032267151.53 1.2187075490.218707540.0478329922.5806451651.53 1.1430234810.143023480.0204557165.8

4、064516151.53 1.0945080540.094508050.0089317729.032258066451.53 1.2419949540.241994950.0585615589.3548362.58.56.197448.61056.251.53 1.0906268190.0906268190.008213232.258064525451.53 1.0479332430.047933240.0022975965.483870971249.251.53 0.9547836210.045216370.0020445238.709677421975 84.8111976 461977

5、34.21349.151.53 0.9528430040.047156990.0022237841.935483871978 37.71448.6 51.530.9431399180.056860080.0032330695.161290321979 541547.11980 58.91646.7 51.530.9062681930.093731800.0087856551.612903231981 56.211982 47.11983 110.251.53 0.9140306620.085969330.0073907278.38709677554.838709681844.451.530.8

6、61634-0.138366 0.019145158.064516134651.53 0.8926831943.951.53 0.8519309140.148069080.0219244541.290322581984 46.7201985 40.9211986 43.21987 56.41988 49.243.251.53 0.8383465940.161653400.0261318264.516129034351.53 0.83446536-0.16553464).0274017177.7419354822 40.951.53 0.7937124010.206287590.04255457

7、40.9677419423 40.851.53 0.7917717830.2082282170.043358974.19354839244051.53 0.7762468460.223753150.0500654747.419354841989 49.11990 4025 37.751.53 0.7316126530.268387340.0720317680.6451612926 37.451.53 0.7257908010.274209190.0751906853.870967741991 18.92735.851.53 0.6947409280.305259070.0931831087.0

8、96774191992 67.428199369.92934.251.53 0.6636910540.336308940.1131037070.3225806532.851.53 0.6365224140.3634775805483871199462.8總計3018.951.53 0.3667766350.633223368.400971896.774193551545.8總計1545.8 1545.929.998059380.001940613.572038151其中:Q - Qj=*1545.8=51.53m3/sn 30Cv3.572038151V 30-1又因

9、為:0.35說明計算無誤K n 30(K1) 0(2) 、選配理論頻率曲線由Q 51.35m3/s , Cv 0.35,并假定Cs 2.65,查附表1 ,得出相應(yīng)于不同頻率P的p值，按KP Cv P 1計算心值，按QP KPQ計算Qp值，計算結(jié)果如下表所示 現(xiàn)在進行第一次配線頻率()pKpQ p 匚112.962.03604.548651.861.65184.77885101.341.469 二P 75.43315200.771.269565.188825250.571.199561.594325300.41.1458.539400.111.038553.32697550-0.150.9475

10、48.65412560-0.380.86744.5204570-0.610.786540.38677575-0.730.744538.23007580-0.850.702536.07337585-0.990.653533.55722590-1.150.597530.68162595-1.350.527527.08712599-1.660.41921.51565第一次配線如下圖所示：(Q 51.35m3/sCv 0.35 Cs 2.6Cv )從上圖可以看出，需要增大Cs以及Q值，第二次假定Q 53m3 / s ,Cv =0.35 , Cs 2.9Cv現(xiàn)在進行第二次配線13.022.057109.

11、02151.881.65887.874101.341.46977.857200.761.26667.098250.551.192563.2025300.381.13360.049400.091.031554.669550-0.160.94450.03260-0.390.863545.765570-0.620.78341.49975-0.730.744539.458580-0.850.702537.232585-0.980.65734.82190-1.130.604532.038595-1.320.53828.51499-1.590.443523.5055第二次配線如下圖所示：(Q 53m3/s

12、, Cv =0.35 , Cs 2.9Cv )第二次仍有小量偏差，第三次配線假定Q 53m3/s , Cv =0.35 , Cs 1.4現(xiàn)在第三次配線：頻率() pK pQ13.27匚 2.1445113.6585 H51.941.67988.987 _1101.331.465577.6715 200.71匚 1.248566.17051250.491.171562.0895300.31匚 1.108558.7505 I400.021.00753.37150-0.220.92348.91960-0.440.84644.83870-0.64匚 0.77641.128 H75-0.730.7445

13、39.458580-0.830.709537.603585-0.93匚 0.674535.7485 J90-1.040.63633.70895-1.170.590531.296599-1.320.53828.514第三次配線如下圖所示：(Q 53m3/s，Cv=0.35，Cs 1.4 )從上圖可知，第三次配線較滿足，依據(jù)配線選定參數(shù)按Qp Q( Cv P 1) =KpQ計算保證率P=10%勺設(shè)計年徑流量Qpio%,得Qp 10%=77.67 m3/s ; P=50%勺設(shè)計年徑年徑流量Qp 5o% ,Qp 50% =48.92 m3/s ;流量 P=90%勺設(shè)計年徑 Qp 9o% , Qp 90

14、% =33.71 m3/s。5-1、飛口水利樞紐位于青河中游，流域面積為10100km2，實測流量資料如下表所示，試根據(jù)題目所給條件。推求該站設(shè)計頻率為95%的年徑流及分配過程，并與本流域上下游站和鄰近流域資料比較，分析成果的合理性。時間飛口青口年月流量（m3/s )1965.5-1966.46651966.5-1967.4750 11967.5-1968.4540 J1968.5-1969.46951969.5-1970.4810 J1970.5-1971.4396430 11971.5-1972.4596643 11972.5-1973.44595161973.5-1974.4577664

15、1974.5-1975.45605941975.5-1976.45145591976.5-1977.44384641977.5-1978.43774001978.5-1979.4462505 J1979.5-1980.45085281980.5-1981.4564614 J1981.5-1982.4543603 1解：（1）、由于題目所給資料不足，需要對資料進行展延，即利用相關(guān)分析法，建立相關(guān)關(guān)系A(chǔ)BCDEF飛口 （y）青口 2平均卩平均KyKx3S643049玄5543. 330. 7827927930. 791415898596643499.5543-331.1931931931.1834

16、42843459516499,5543. 330. 9189189190. 949699078577664499.5543. 33L 155155155L 222093387560594499.5543. 331.1211211211. 093258241514559499.5543-331. 0290290291.028840668433464499.5543. 338 8768768770. 353992969377400499.5543. 330. 7547547550. 735200S3&4625Q5499.5543. 330. 9249249250. 9294535555035284

17、99.5543. 331. 0170170170 971785103我4614499 5543-331.1291212$1. 13006S2S3543603499.5543-331. 0870870871.10982276求和59946520.001212.00007362HIJKLKy-1Kx-1(Ky-1 )2(Kz-1T2(Ky-1) (ki-1)-0. 207207207-0.2085841020.0429348270. 0435073270.0432201290.1931931930.1334428430.037323610. 033651277CL 035439909-0.0810

18、81081-0. 0503009220.0065741420. 0025301830.0040784530.1551551550.2220933870.0240731220. 0493254730.0344589340.12112112104932582410. 0146703260. 008697099Cl 0112955430. 0290290290. 0288406680.0003426850. 0008317840.000837217-0.123123123-0.1460070310.0151593030. 0213180530.017976842.-0.245245245-0,263

19、799164 0,060145230. 069529999CL 064695491-0.075075075-0.0705464450.0056362670. 004976E010.005296280.017017017-0. 0282148970.0002895790.00079608-0.0004801330.1291291290,1300682830.016674332Q. 0169177580,0167956040. 0870870370.1098227&0.0075341610. 0120610390.009564144000.2319075830. 2642028730. 24317

20、3411(2)、相關(guān)關(guān)系的建立由表的計算結(jié)果，可進一步計算出下列各值均值_ 1x Xi 543.33 n_ 1y Yi 499.5n均方差:-( Kx-1)A2x in-184.172y 彳(勺-1)2 72.541li n-1相關(guān)系數(shù):(Kx-1)(Ky-1)(Kx-1)A2 (Ky-1)A20.982推斷總體是相關(guān)的，且r0.8，可以認為相關(guān)是密切相關(guān)系數(shù)的顯著性檢驗：在 0.01時，據(jù)n=12查表的ra =0.7079。因為ra，由此可以認為相關(guān)是密切的回歸系數(shù)：Ry/xr0.982* 72.5410.846x84.172a y bxy y r x 499.5 0.846*543.33

21、39.84通過回歸方程推導(dǎo)出1965年到1970年期間飛口站的年平均流量如下表所示：單位：m3/s時間站名青口飛口1965.5: 1966.4665602.431966.5： 1967.4750674.341967.5: 1968.4540496.681968.5： 1969.4695627.811969.5: 1970.4810725.1(3)、excel計算結(jié)果時間流量平均流量1KK 1(k 1、839 )27149408212537J31669135434444216823J645692887773721ni/sr11965.5-1966.4602536.4705882 72!51.35

22、1425&*30.351425&*39123499(1966.5-1967.46741536.4705882 67,4 1.256359640.256359640.06572(1967.5-1968.4497 536.4705882 6281.仃0614030.仃06140350291091968.5-1969.46283536.4705882 6021.122149-120.122149-123014920-1969.5-1970.4725536.4705882 5961.110964!)12).110964!)12012313：1970.5-1971.4396 536.4705882 57

23、7 1.07554824.07554824B005707!1971.5-1972.4596 536.4705882 5641.051315780.051315780.00263-1972.5-1973.4459)536.4705882 5601.043859640.043859649001923(1973.5-1974.4577536.4705882 5431.01217105S.01217105B0001481974.5-1975.4560536.4705882 5140.958114030.041885()3500仃 54,1975.5-1976.4514536.4705882 5080.

24、946929820.053070175002816,1976.5-1977.4438536.4705882 497 0.926425&13-0.073574(5001005413：1977.5-1978.4377536.4705882 462 0.861184：? 1-0.138815-789019269(1978.5-1979.4462536.4705882 4590.855592-100.144407(395).0208531979.5-1980.4508536.4705882 4380.816447：368.183552632033691!1980.5-1981.45641536.470

25、5882 3960.738157(390.261842,105068561：1981.5-1982.454-J 536.4705882 3770.702741：220.297258-772088362*總計9120912017了 -5.55112E-160.496698(4) 、設(shè)計年徑流量計算0.18Q 1 Qi =丄 *9120=536.47 m3/s n從上面可知，Q 536.47m3 /s，Cv 0.18，Cs=2.8 Cv。按Cs =2.8 Cv =2.8*0.18=0.5,和設(shè)計保證率為95%查附表一得p=-1.49，則設(shè)計年徑流量為:Qp95% Q(Cv p 1) 536.47*

26、( 1.49*0.18 1) 392.59m3/s設(shè)計年徑流量為392.59 m3/s，約為393m3/s。(5) 、典型年的選擇(飛口站枯水期逐月平均流量表)時間 年月5678911 12 1 234年平均1970.5- 1974.83 893 733 621 41971.5- 1976.04 681 7824 360 259 329 103 106 129 321 396710 637 449 279 188 141 138 257 389 4381972.5-1974.50 504 851 520 739 442 231 183 124 109 172 200 377根據(jù)上表平均流量資料

27、可以看出，1970.5-1971.4年與設(shè)計年徑流比較接近，且5-8月來流量較大，年內(nèi)分配較為不利。因此，選擇該年度為典型年。(6) 、設(shè)計年徑流年內(nèi)分配采用同倍比放大法計算徑流年內(nèi)分配，其放大倍比為:Kq _=竺=0.9924Q典396將典型年各月平均流量乘以Kq值，即得設(shè)計年各月徑流量，如下表所示：單位:m / s（7）、成果的合理性分析根據(jù)題目提供的下表能夠進行成果的合理性分析。（青河及鄰近流域各測站年徑流量統(tǒng)計參數(shù)）站名流域面積多年平均流量多年平均徑流深離勢系數(shù)F （ km2）Q （ m3 / s）R （mmCv青口11800583156010.18高林852043316000.22江

28、巖581026014100.21三廟544026615400.2平山334014413600.23石陽290014015200.25飛口10100536 |1670 |0.18將計算結(jié)果與青河及鄰近流域各測站年徑流量統(tǒng)計參數(shù)進行比較，飛口與青口的流域面積相差不大，那么每個站的多年平均流量也應(yīng)該相 差不大，離勢系數(shù)Cv兩者相等且較小，符合預(yù)期，說明計算成果合理。7-1、某水文站實測的及延長后的年最大流量如圖示。又調(diào)查1888年的歷史洪水的洪峰流量為6100m3/s，是1888年至規(guī)劃時（1958） 期間的首大洪水，1935年實測流量4909m3/s。試推求p=0.1%的設(shè)計 洪峰流量（按統(tǒng)一樣本

29、法計算經(jīng)驗頻率，按矩法初估統(tǒng)計參數(shù)）。N=71, n=28, a =2, l =1,根據(jù)公式單位：n3/s年份年最大流量年份年最大流量年份|年最大流量|193186019414001950900193255319422880195122001933670194391195238019341400194460019533400193549001945105195419301936210019461230195512101937920194713401956255193815601948360195750019391650194932219582801940512解：（1）、按統(tǒng)一樣本法計算經(jīng)驗頻

30、率，如下表所示序號洪峰流量Pm | Pm序號洪峰流量Pm87-542958754291Mmm/s (%(%Mmm3/s(%I6100 1.3888888(391n4909 2.7777777-78234006.2521428!5716)67()54.862142328809.7242857141760058.3342854:220013.196428!571855361.806428,5210016.668571431951265.2785716r 193020.140714：292050068.750714：7165023.612857142140072.2228578二 156027.08

31、!52238075.69!9140030.557142862336079.16714210二 134034.0292857124L32282.63928511123037.501428572528086.111428,12121040.9735714326)25589.5835711392044.4457142927105593.055714：14r 90047.91785714289196.52785715C 86051.39（某水文站洪峰流量經(jīng)驗頻率計算表）（2）根據(jù)題給條件，XjXi)得 Q=1184.77m3/s，進一步按Cvx)2(Xjx)2I 1計算年最大洪峰流量的變差系數(shù)Cv ，

32、得Cv0.946(3)、根據(jù)上部初估參數(shù)成果，取Q=1184.77m3/s、5 0.946、C$/Cv 3, Cs 2.8,查附表1,得出相應(yīng)于不同頻率P的p值，由Qp Q(Cv p 1)計 算各p的洪峰流量Qp。計算結(jié)果如下表所示。數(shù)據(jù)如下表所示： Q=1184.77m3/s, 5 0.946, Cs 2.8頻率pKpQp13.974.755625634.31652.012.901463437.563101.212.144662540.929200.461.435161700.335250.231.217581442.552300.061.056761252.01840-0.20.81089

33、60.611550-0.380.64052758.868960-0.510.51754613.165970-0.610.42294501.086675-0.640.39456467.462980-0.670.36618433.839185-0.690.34726411.423290-0.7020.335908397.973795-0.710.32834389.007499-0.7140.324556384.5242第一次配線如下圖所示：(Q=1184.77m3/s, 5 0.946, C$ 2.8)從第一次配線可知，應(yīng)該增大Q，減小Cs,第二次配線假定:Q=1200m3/s , Cs 2.6

34、, C 0.95數(shù)據(jù)如下表所示:頻率pKpQ13.894.69555634.652.012.9095 J3491.4 J101.232.16852602.2200.51.4751770250.271.2565 11507.8300.091.08551302.640-0.170.83851006.250-0.370.6485778.260-0.510.5155618.670-0.620.411493.275-0.660.373447.680-0.70.33540285-0.730.3065367.8 J90-0.7480.2894347.2895-0.7640.2742329.04 199-0.

35、7690.26945323.34第二次配線如下圖所示：（Q=1200m3/s，Cs 2.6，Cv 0.95）從第二次配線可知，還應(yīng)增大Q，減小Cs，第三次配線假定3Q=1300m/s，Cs 2.4，Cv 0.95頻率pKp Qp13.814.61956005.3552.012.90953782.35101.262.1972856.1200.541.5131966.9250.311.29451682.85300.131.12351460.5540-0.150.85751114.7550-0.350.6675867.7560-0.510.5155670.1570-0.630.4015521.957

36、5-0.680.354460.280-0.720.316410.885-0.770.2685349.0590-0.7950.24475318.17595-0.820.221287.399-0.8310.21055273.715 I第三次配線如下圖所示：(Q=1300m3/s , Cs 2.4 , Cv 0.95)由上部推求的理論頻率曲線(皮爾遜皿型、Q=1300m3/s、CV 0.95、Cs 2.4 )計算設(shè)計洪水。綜上所述，P=0.1%的設(shè)計洪峰流量為9229 m3/s7-2、已經(jīng)求的某水文站p=i%勺洪峰流量、一日洪量及七日洪量分 別為：Qm,i% 2790m3/s , Wd,i% 1.2

37、0億m3 , W,i% 1.97億m3 及W7d,i% 2.55億m3，并根據(jù)選擇典型洪水的原則，選該站1969年7月一 次洪水為典型。如下表所示，試按同頻率放大法球該站p=1%勺設(shè)計洪水過程線。（某站1969年7月一次典型洪水過程）時間洪峰流量時間洪峰流量時間洪峰流量4.0.00806.00.007007.20.001634.12.00706.4.004708.0.002705.0.00 二1206.8.003348.4.003305.4.002606.11.002788.11.002495.12.0017886.20.002149.0.001405.14.3021507.0.002309.

38、5.001105.15.3021807.5.002509.13.0099.35.16.30 020807.16.0016310.00.00835.21.0010507.19.0015910.10.0088.111.0.0062解：（1）、根據(jù)題目說給數(shù)據(jù)我們能夠繪制 Q： T圖，并計算出相應(yīng)時 間段的流量。4150356611 75 畀 811 913 110根據(jù)Q: T關(guān)系圖可知:W (Q Qi Q2Qn-1 Q) XAit選取最大的一日、三日洪量七月最大一日洪量時間為5日4時至6日4時，洪量為29417(m3/s)h七月最大三日洪量時間為5日0時至8日0時，洪量為40787(m3/s)h七

39、月最大七日洪量時間為4日0時至11日0時,洪量為50927(m3/s)h項目洪峰(m3/s )洪量(億 m3)洪量(億 m3)洪量(億 m3)一日三日七日p=1%勺設(shè)計洪峰、洪量27901.201.972.55典型洪水過程線的洪峰、洪量21801.061.471.83起止時間5日15時30分5日4時至6日4時5日0時至8日0時4日0時至11日0時(1)、 計算各時段的放大倍比Kq 2790/2180 1.28KW1 1.20/1.061.13Kw,3:1(1.97 1.20) /(1.47 1.06) 1.88Kw,7:3(2.55 1.97)/(1.83 1.47)1.61（2）、把放大倍比

40、按其控制時間相應(yīng)的填入下表（某水文站p=1滋計洪水過程線計算表）時間典型流量放大倍比放大流量I修勻流量（h）（mB/s）（m3/s）0801.61128.8128.8128.812701.61112.7112.7112.7241201.61/1.88193.2225.6194282601.88/1.13488.8293.82943617881.132020.442020.442020.4438.521501.132429.52429.52429.539.521801.13/1.282463.42790.4279040.520801.132350.42350.423504510501.13118

41、6.51186.51186.5487001.13791791791524701.13/1.88531.1883.6707563341.88627.92627.92610592781.88522.64522.64510682141.88402.32402.32402.32722301.88432.4432.4432.4772501.88470470470881631.88306.44306.44306.44911591.88298.92298.92298.92921631.88306.44306.44306.44962701.88/1.61507.6434.7434.71003301.61531.3531.3531.31072491.61400.89400.89400.891201401.61225.4225.4225.41251101.61177.1177.1177.113399.31.61159.873159.873159.873144831.61133.63133.63133.6315488.11.61141.841141.841141.841168621.6199.8299.8299.82某水文站 p=1%設(shè)計洪水過程線與典型洪水標(biāo)單位為時間，h,