施工計(jì)算實(shí)例.doc

計(jì)算實(shí)例一、水文計(jì)算1、設(shè)計(jì)徑流分析計(jì)算，求豐、平、枯三種典型年的年經(jīng)流連計(jì)算1）首先對(duì)實(shí)測(cè)樣本系列進(jìn)行可靠性、一致性和代表性分析。2）根據(jù)審查后的實(shí)測(cè)資料進(jìn)行平率計(jì)算（適線、求統(tǒng)計(jì)參數(shù)、繪制頻率曲線），推求（豐、平、枯）P=10%、P=50%、P=90%三個(gè)設(shè)計(jì)代表年的設(shè)計(jì)值。（1）頻率計(jì)算，根據(jù)實(shí)測(cè)資料進(jìn)行頻率計(jì)算，見表1年徑流頻率計(jì)算表m安達(dá)下排序ki=Qi/Q均ki-1(ki-1)2P=m/(n+1)*1001153.792 1.968 0.968 0.938 3.6 2151.575 1.940 0.940 0.884 7.1 3130.208 1.667 0.667 0.444 10.7 4108.967 1.395 0.395 0.156 14.3 5102.717 1.315 0.315 0.099 17.9 696.642 1.237 0.237 0.056 21.4 796.100 1.230 0.230 0.053 25.0 895.983 1.229 0.229 0.052 28.6 986.725 1.110 0.110 0.012 32.1 1083.942 1.074 0.074 0.006 35.7 1182.608 1.057 0.057 0.003 39.3 1276.175 0.975 -0.025 0.001 42.9 1375.433 0.966 -0.034 0.001 46.4 1473.375 0.939 -0.061 0.004 50.0 1571.700 0.918 -0.082 0.007 53.6 1670.450 0.902 -0.098 0.010 57.1 1769.992 0.896 -0.104 0.011 60.7 1867.433 0.863 -0.137 0.019 64.3 1960.650 0.776 -0.224 0.050 67.9 2052.333 0.670 -0.330 0.109 71.4 2151.667 0.661 -0.339 0.115 75.0 2247.750 0.611 -0.389 0.151 78.6 2346.075 0.590 -0.410 0.168 82.1 2445.942 0.588 -0.412 0.170 85.7 2540.750 0.522 -0.478 0.229 89.3 2639.492 0.505 -0.495 0.245 92.9 2730.971 0.396 -0.604 0.364 96.4 平均78.128 27.000 0.000 4.355 （2）參數(shù)分析，即多年平均流量、年徑流變差系數(shù)、偏態(tài)系數(shù)。多年平均流量計(jì)算年徑流變差系經(jīng)適線，選（3）推求（豐、平、枯）P=10%、P=50%、P=90%三個(gè)設(shè)計(jì)代表年的設(shè)計(jì)值。Cv0.40 放大比2Cv0.8186 Q10%120.32 1.54Q50%74.22 0.95Q90%41.41 0.53（4）同倍比放大發(fā)推求的設(shè)計(jì)代表年徑流量的年內(nèi)分配表徑流年內(nèi)分配計(jì)算表合計(jì)校核Q10%1974典型66.979.98527326414664.934.82121.335.259.81151.80 1773.8 設(shè)計(jì)103.0 123.0 130.9 420.4 406.6 224.8 99.9 53.6 32.3 32.8 54.2 92.1 1773.8 Q50%1979典型50.643.615327212972.250.421.620.924.341.834.7914.1868.4 設(shè)計(jì)48.0741.42145.35258.4122.5568.5947.8820.5219.86 23.09 39.7132.97 868.4 Q90%1994典型6624.421.323.295.312460.225.418.120.229.943.3551.30 292.2 設(shè)計(jì)34.9812.93 11.29 12.30 50.51 65.7231.91 13.46 9.59 10.71 15.85 22.95 292.2 2、設(shè)計(jì)洪水及過(guò)程線的推求1）洪峰資料的分析與處理洪水資料的審查（略）；洪水資料的選擇，考慮歷史洪水分別為1881年、1915年、1986年分別計(jì)算特大洪水和一般洪水的頻率。年份Qmm3/ski=Qi/Q均ki-1(ki-1)2P=m/(n+1)*1001188119651965I3.80 2.80 7.9 0.94 2191513401340II2.59 1.59 2.5 1.89 31270III2.46 1.46 2.1 2.83 119705517631.48 0.48 0.2 5.6 219714006861.33 0.33 0.1 11.1 319724966821.32 0.32 0.1 16.7 419731275971.16 0.16 0.0 22.2 519742255531.07 0.07 0.0 27.8 619754225511.07 0.07 0.0 33.3 719765495491.06 0.06 0.0 38.9 819776864960.96 -0.04 0.0 44.4 919785974680.91 -0.09 0.0 50.0 1019794604600.89 -0.11 0.0 55.6 1119806824220.82 -0.18 0.0 61.1 1219814684180.81 -0.19 0.0 66.7 1319824184000.77 -0.23 0.1 72.2 1419835532250.44 -0.56 0.3 77.8 1519841171270.25 -0.75 0.6 83.3 1619857631170.23 -0.77 0.6 88.9 171986127023.40 22.4 501.6 合計(jì)8784平均516.7 特大洪水的頻率一般洪水的頻率2）計(jì)算。采用矩法，徑分析N=100年，L=1，a=3，計(jì)算得式中：模比系數(shù)經(jīng)適線，選擇CS=3.5Cv3）設(shè)計(jì)洪峰流量、設(shè)計(jì)洪水總量的計(jì)算。分別根據(jù)洪峰流量、洪水總量得理論曲線得P=1%、P=0.1%洪峰流量、洪水總量。推算得Qp=1%=497m3/s。3、選擇典型洪水根據(jù)典型洪水的選擇原則，從實(shí)測(cè)資料中選擇合適的典型洪水，本例資料提供的典型洪水過(guò)程線作為典型洪水（表4）。日期 月 日時(shí)刻Qim3/s日期 月 日時(shí)刻Qim3/s8.9831.98.919:009918.9976.68.9207438.9102258.9216128.9114238.10 0:003628.9125948.10 5:302258.9137718.10 81978.9149568.10 101708.91511208.10 121448.91612708.10 20908.91712708.118:00618.917:1212708.1120498.917:3012408.118:00388.91811608.114、放大典型洪水過(guò)程線采用同倍比放大法，按相同頻率的設(shè)計(jì)洪峰及幾個(gè)時(shí)段洪量比值控制放大典型洪水，P=1%為例，見下表。項(xiàng)目設(shè)計(jì)洪水（P=1%）典型洪水縮放系數(shù)WpWpWmWmWp/Wm最大1日洪水(億m3)60.360.349.449.41.22最大3日洪水（億m3）9130.762.112.72.42日期 月 日時(shí)刻Qim3/s放大系數(shù)放大值修勻流量8.9831.92.4277 778.9976.62.42185 2008.9102252.42545 3258.9114231.22516 5038.9125941.22725 7248.9137711.22941 9418.9149561.221166 11708.91511201.221366 13708.91612701.221549 15408.91712701.221549 15408.917:1212701.221549 15408.917:3012401.221513 15108.91811601.221415 13208.919:009911.221209 12108.9207431.22906 9068.9216121.22747 7458.10 0:003621.22442 4608.10 5:302251.22275 2908.10 81971.22240 2708.10 101701.22207 2508.10 121442.42348 2108.10 20902.42218 2008.118:00612.42148 1808.1120492.42119 1748.118:00382.4292 1708.112.420 165二、興利調(diào)節(jié)計(jì)算已知的來(lái)用水過(guò)程進(jìn)行興利調(diào)節(jié)計(jì)算求興利庫(kù)容，確定正常高水位。繪制水位-庫(kù)容曲線；不計(jì)算水量損失時(shí)，求興利庫(kù)容，確定正常高水位。設(shè)計(jì)保證率為90%月份來(lái)水量用水量余水缺水v死=5棄水月末庫(kù)容560.722536 41 47.47622.44830-8 33 39.77719.59635-15 18 29.47821.34435-14 4 45.87987.6764048 53.3 59.9710114.084074 53.3 74 59.971155.3843520 53.3 20 59.971223.36835-11.6 41.7 48.47116.65235-18.3 23.3 30.17218.58435-16.4 6.9 13.87327.50835-7.5 0.0 6.47439.836355 4.8 11.47合計(jì)50941592 332.4 Z死=165m，V死=6.47m3/s月，V興=53.5m3/s月=53.530.4243600=1.4052億m3。校核：全年總來(lái)水量-全年總用水量-總棄水量=0509-415-94=0計(jì)算無(wú)誤。W蒸=（E水-E陸）F/1000，W滲=1%V蓄考慮水量損失是的興利庫(kù)容，正常高水位（略）。三、防洪計(jì)算1、水庫(kù)調(diào)洪輔助曲線計(jì)算過(guò)程，根據(jù)水量平衡原理計(jì)算繪制水庫(kù)容積下泄流量關(guān)系曲線。1）下泄流量庫(kù)容曲線查下游水位流量關(guān)系曲線枯水位m庫(kù)容萬(wàn)m3堰頂水頭h（m）H3/2下泄量q（m3/s）12345171.2332.400017236.10.770.68 59.317340.41.772.35 20817445.62.774.61 40817550.83.777.32 64817656.74.7710.42 92017763.65.7713.86 123017870.96.7717.62 155817979.27.7721.66 1912180878.7725.97 230118198.89.7730.54 2699182107.910.7735.34 3124計(jì)算輔助曲線M=1.77,B=50枯水位m庫(kù)容萬(wàn)m3堰頂上庫(kù)容（萬(wàn)m3）V/t下泄量q（m3/s）q/2v/t-q/2v/t+q/212345678171.2332.400000017236.13.7513.9 59.329.65484.2 543.5 17340.481111.1 2081041007.1 1215.1 17445.613.21833.3 4082041629.3 2037.3 17550.818.42555.6 6483242231.6 2879.6 17656.724.33375.0 9204602915.0 3835.0 17763.631.24333.3 12306153718.3 4948.3 17870.938.55347.22 6126.2 17979.246.86500.0 19129565544.0 7456.0 1808754.67583.3 23011150.56432.8 8733.8 18198.866.49222.2 26991349.57872.7 10571.7 182107.975.510486.1 312415628924.1 12048.1 2）調(diào)洪演算，根據(jù)設(shè)計(jì)洪水過(guò)程線和水庫(kù)調(diào)洪輔助曲線進(jìn)行調(diào)洪演算，其調(diào)洪計(jì)算成果P=1%及入庫(kù)流量與下泄量過(guò)程線。時(shí)段t(h)平均入庫(kù)流量（m3/s）v/t-q/2v/t+q/2時(shí)段末泄量（m3/s）總庫(kù)容萬(wàn)m3水位m備注123456780000032.427171.23棄水12011842011733.11171.3925246107089836.12172.139471265155729242.03173.31413552046262057449.51174.72514802698352682855.43175.75611632930386193157.82176.31出現(xiàn)最大洪量77622810369388356.11175.82棄水85452570335578554.22175.6194202310299068051.91175.23103422077265257550.24174.98112941842237152947.02174.38122721679212244346.41174.1132533）求設(shè)計(jì)洪水位，校核洪水位、攔洪庫(kù)容、調(diào)洪庫(kù)容和最大下泄量qm。已知M=1.77，B=50m，經(jīng)調(diào)解計(jì)算最大下泄量qm=932m3/s。根據(jù)計(jì)算得設(shè)計(jì)洪水為Z設(shè)=176.31m，最大總庫(kù)容Vm=5782萬(wàn)m3。同時(shí)計(jì)算得設(shè)計(jì)調(diào)洪庫(kù)容V調(diào)=5782-3243=2539萬(wàn)m3。由壩頂高程Z壩=Z校+Z風(fēng)+Z安，可計(jì)算求得。P=1%洪水調(diào)洪計(jì)算（略）。四、水庫(kù)水能計(jì)算水能計(jì)算按補(bǔ)給水量損失、裝機(jī)容量未定情況，用等流量調(diào)節(jié)計(jì)算，見下表。保證出力保證電能多年平均發(fā)電量平水年P(guān)=50%，枯水年P(guān)=90%的水能計(jì)算（略）。P=90%,A=8時(shí)間Q天（m3/s）q電（m3/s）Q天（m3/s）q電（m3/s）V末（m3/s.月）V平均（m3/s.月）Z上（m）Z下（m）水頭H凈N（萬(wàn)kw）E(萬(wàn)kwh)1234567891011121356133.8227.1855.0630.8 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