洪水調(diào)節(jié)教學(xué)規(guī)劃計(jì)算書詳細(xì)三大

1、洪水調(diào)節(jié)課程設(shè)計(jì)洪水調(diào)節(jié)課程設(shè)計(jì)任務(wù)書一、設(shè)計(jì)目的1、洪水調(diào)節(jié)目的：定量地找出入庫(kù)洪水、下泄洪水、攔蓄洪水的庫(kù)容、水庫(kù)水位的變化、泄洪建筑物型式和尺寸間的關(guān)系，為確定水庫(kù)的有關(guān)參數(shù)和泄洪建筑型式選擇、尺寸確定提供依據(jù)；2、掌握列表試算法和平圖解法的基本原理、方法、步驟及各自的特點(diǎn)；3、了解工程設(shè)計(jì)所需洪水調(diào)節(jié)計(jì)算要解決的課題；4、培養(yǎng)學(xué)生分析問(wèn)題、解決問(wèn)題的能力。二、設(shè)計(jì)基本資料某水利樞紐工程以發(fā)電為主，兼有防洪、供水、養(yǎng)殖等綜合效益，電站裝機(jī)為5000KW ,年發(fā)電量1372 X104 kw h,水庫(kù)庫(kù)容0.55億m3。擋水建筑物為 混凝土面板壩，最大壩高84.80m。溢洪道堰頂高程519.

2、00m ,采用2孔8mx 6m （寬X高）的弧形門控制。水庫(kù)正常蓄水位 525.00m。電站發(fā)電引用流量為 10m 3/s。本工程采用2孔溢洪道泄洪。在洪水期間洪水來(lái)臨時(shí)，先用閘門控制下泄流 量q并使其等于洪水來(lái)水量 Q,使水庫(kù)水位保持在防洪限制水位不變；當(dāng)洪水 來(lái)水量Q繼續(xù)增大時(shí)，閘門逐漸打開；當(dāng)閘門達(dá)到全開后，就不再用閘門控制， 下泄流量q隨水庫(kù)水位z的升高而增大，流態(tài)為自由流態(tài)，情況與無(wú)閘門控制 一樣。上游防洪限制水位Xm （注：X=524.5+學(xué)號(hào)最后1位/10 ,即 524.5m-525.4m ）,下游無(wú)防汛要求。三、設(shè)計(jì)任務(wù)及步驟分別對(duì)設(shè)計(jì)洪水標(biāo)準(zhǔn)、校核洪水標(biāo)準(zhǔn)，按照上述擬定的泄洪

3、建筑物的類型、尺寸和水庫(kù)運(yùn)用方式，分別采用列表試算法和半圖解法推求水庫(kù)下泄流量過(guò)程，以及相應(yīng)的庫(kù)容、水位變化過(guò)程。具體步驟：1、根據(jù)工程規(guī)模和建筑物的等級(jí)，確定相應(yīng)的洪水標(biāo)準(zhǔn)；2、用列表試算法進(jìn)行調(diào)洪演算：a）根據(jù)已知水庫(kù)水位容積關(guān)系曲線 VZ和泄洪建筑物方案，用水力學(xué)公 式求出下泄流量與庫(kù)容關(guān)系曲線 qZ,并將VZ, qZ繪制在圖上;b）決定開始計(jì)算時(shí)刻和此時(shí)的qi、Vi,然后列表試算，試算過(guò)程中，對(duì)每 一時(shí)段的q2、V2進(jìn)行試算；c）將計(jì)算結(jié)果繪成曲線：Qt、qt在一張圖上，Zt曲線繪制在下方。3、用半圖解法進(jìn)行調(diào)洪計(jì)算：a） 繪制三條曲線：V/ Zt-q/2=f i（z）、V/ Zt+q

4、/2=f 2（z）、q=f（z）;b）進(jìn)行圖解計(jì)算，將結(jié)果列成表格。4、比較分析試算法和平圖解法調(diào)洪計(jì)算的成果四、時(shí)間安排和要求1、設(shè)計(jì)時(shí)間為1周；2、成果要求：設(shè)計(jì)說(shuō)明書編寫要求條理清楚、附圖繪制標(biāo)準(zhǔn)。列表試算法要求采用手工計(jì)算，熟悉過(guò)程后可編程計(jì)算，如采用編程計(jì)算需提供程序清單及相應(yīng)說(shuō)明。設(shè)計(jì)成果請(qǐng)獨(dú)立完成，如有雷同則二者皆取消成績(jī)，另提交成果時(shí)抽查 質(zhì)詢。五、參考書：1、水利水電工程等級(jí)劃分及洪水標(biāo)準(zhǔn) (SL252-2000)2、水利水能規(guī)劃附錄：一、堰頂溢流公式：q nb m 2gH03/2式中：q通過(guò)溢流孔口的下泄流量，m 3/s ;n 溢流孔孔口數(shù)；b溢流孔單孔凈寬，m ；g重力加

5、速度，9.81m/s 2；e閘墩側(cè)收縮系數(shù)，與墩頭形式有關(guān)，初步計(jì)算可假設(shè)為0.92;m 流量系數(shù)，與堰頂形式有關(guān)，可查表，本工程取0.48;Ho頂水頭，m o二、設(shè)計(jì)洪水過(guò)程時(shí)刻(h)Q 實(shí)測(cè)(m 3/s )各頻率Q (M3/S)0.1%1%2%5%03.325035292011362961961621212312680524432357334913007276025244960200012201040739516702300139011308066129021001290109077579191750119010106988543118085370654194028956475053871

6、032481748340032711294709437362270122646063983262431323454934828921614204477294251195151914402832301761617741426321916217164385245204151181503512241871391913732020417012520123286183152113211102571711421062210224015412796239722614411989249021213511183三、水位一庫(kù)容曲線高程（m ）450460470480490500505庫(kù)容（104m3）018113

7、.5359.3837.21573.2043.62高程（m ）510515520525530535540庫(kù)容（104m3）2583.3201.3895.4683.5593.66707842.337896四、工程分等分級(jí)規(guī)范和洪水標(biāo)準(zhǔn)表2. L1 永利水電工程分等指除工程等別工程規(guī)模水庫(kù)總 庫(kù)容Cl（jEm3）防洪灌砥供球發(fā)電保護(hù)城翻及 工礦企叱的 重要性保護(hù)表出市）涉積市 泊面 一 a建溉面租小畝）供水對(duì)象 重要性裝機(jī)C104kW1大門）型510知鬼重要&00:20凸分150特別重要L201大2）型LOb 0英矍5 g7GC150-50重要120 - 303中型1 .。Q中等1OO3d60755

8、05中等305W小m蟲1 口匚1”般2息獸5 5艇51V?。?）型0* 01 - 0. 001V53。,51表山區(qū)、丘陡區(qū)水利水電工程永久性水工建筑物洪水標(biāo)準(zhǔn)重現(xiàn)期1年兄項(xiàng) 目水工建筑物級(jí)別12345設(shè)計(jì)10(X1-51)000-4001QU-5。50-39JO-20 i校 核土石域可能易人洪水 （PMF）或 CT）0（15C00-2O00 L 2D00100。_J100070。300200在凝土收、 漿砌石壩6000-2(1 DC20001000。（川5。0的。20U2W 10。洪水調(diào)節(jié)課程設(shè)計(jì)說(shuō)明書、設(shè)計(jì)說(shuō)明由洪水調(diào)節(jié)課程設(shè)計(jì)任務(wù)書中提供的材料可知，該水利樞紐工程電站裝機(jī)50000KW ,

9、水庫(kù)總?cè)莘e為 0.55億 m3 ,由水利水電工程等級(jí)劃分及洪水標(biāo)準(zhǔn)（SL252-2000 ）知，該水利樞紐工程等級(jí)為出級(jí)， 工程規(guī)模為中型，故采用100年一遇（1%） 進(jìn)行洪水設(shè)計(jì)，1000年一遇（0.1%）進(jìn)行洪水校核。溢洪道堰頂高程為519.00m ,采用2孔8m X6m （寬X高）的弧形門控制。水 庫(kù)正常蓄水位 525.00m,上游防洪限制水位為 525.0m。電站發(fā)電引用流量為 10m 3Zso在洪水期間洪水來(lái)臨時(shí)，先用閘門控制下泄流量q并使其等于洪水來(lái)水量Q,使水庫(kù)水位保持在防洪限制水位不變；當(dāng)洪水來(lái)水量Q繼續(xù)增大時(shí)，閘門逐漸打開；當(dāng)閘門達(dá)到全開后，就不再用閘門控制，下泄流量 q隨水

10、庫(kù)水 位z的升高而增大，流態(tài)為自由流態(tài)，情況與無(wú)閘門控制一樣。、計(jì)算過(guò)程根據(jù)該水利樞紐工程水庫(kù)一一庫(kù)容曲線表（表一）繪出 ZV曲線（圖一）如下:根L：水位庫(kù)容曲線庫(kù)水位Z （m）庫(kù)容V （萬(wàn)m3）4500.004559.0046018.0046565.75470113.50475236.40480359.30485598.25490837.204951205.405001573.605052043.205102583.305153201.305193756.825203895.705254683.805305593.905356670.005407842.605459015.20（一）、設(shè)計(jì)洪

11、水的計(jì)算A、列表試算法進(jìn)行調(diào)洪演算:.列表計(jì)算q-Z曲線關(guān)系，計(jì)算并繪制q-V曲線閘門全開條件下，根據(jù)堰頂溢流公式：q nb mT2gHo3/2 式中：n 2;b 8m;0.92 ;m 0.48; g 9.81m/s2; H0 Z 519m;表二：該水利樞納下泄流量q 水位Z關(guān)系曲線庫(kù)水位Z(m)堰頂水頭 H(m)溢洪道卜泄流量q溢(m3/s)發(fā)電站引用流量q電(m3/s)總泄流量q(m 3/s)庫(kù)容V(m3)525.56.5518.6410528.644774.815267579.6210589.624865.82526.57.5642.8210652.824956.835278708.16

12、10718.165047.84527.58.5775.5810785.585138.855289845.0110855.015229.86528.59.5916.4010926.405320.8752910989.6910999.695411.88529.510.51064.84101074.845502.89530111141.79101151.795593.90530.511.51220.52101230.525701.51531121300.98101310.985809.12531.512.51383.13101393.135916.73532131466.94101476.94602

13、4.34* *532.513.51552.38101562.386131.95533141639.42101649.426239.56533.514.51728.03101738.03634717101828.176454.78534.515.51909.84101919.846562.39535162002.99102012.996670.00535.516.52097.61102107.616787.26536172193.67102203.676904.52536.517.52291.16102301.167021.78537182390.05102400.05

14、7139.04537.518.52490.33102500.337256.30538192591.96102601.967373.56538.519.52694.95102704.957490.82539202799.26102809.267608.08539.520.52904.89102914.897725.34540213011.81103021.817842.60由上表可得該水利樞紐的 q Z關(guān)系曲線:圖二:某水利柜鈿Q一工關(guān)系曲線545圖二:某水利柜鈿Q一工關(guān)系曲線545520erm 8 08 000園 nrreo9m CIO口而 8oogCJ 006昌 OCT099I oa -OO

15、I 86區(qū) 口, 口 OOI 8 .OQffi OF gm UU Ullb不坦濠望q(支方米/秒)圖三二某水利抵細(xì)美系曲或4500.05000.05500.06000.0圖三二某水利抵細(xì)美系曲或4500.05000.05500.06000.06500.07000.07500.08000.0庫(kù)備(米)制、莉丹以JB-悝旗K.調(diào)洪計(jì)算求q-t過(guò)程和Z-t過(guò)程(1)確定調(diào)洪起始條件。由于水庫(kù)溢洪道由閘門控制，起調(diào)水位為防洪限制水位。初始時(shí)刻洪水來(lái)臨時(shí)，在0至1時(shí)段，由閘門控制下泄流量 q,使其等于洪水來(lái)水量 Q, 水庫(kù)水位保持在防洪限制水位525m不變。第2時(shí)段開始，洪水來(lái)水量 Q繼續(xù)增大，溢洪洞閘

16、門逐漸打開直至全開，下泄流量 q 隨水庫(kù)水位Z的升高而增大。(2)從第2小時(shí)開始調(diào)洪，取t=1h=3600s 。根據(jù)水量平衡方程 TOC o 1-5 h z 11（Q q）t 1（QiQ2）t 1（qiq?）t Y2M V 22第（3）欄時(shí)段入庫(kù)平均流量 Q=（Qi+Q2）/2;第（4）欄時(shí)段入庫(kù)水量為 Q =Q *3600s=0.36 Q （萬(wàn)m3）;第（5）欄由起始已知時(shí)段qi、Vi以及入庫(kù)流量Qi、Q2 ,假設(shè)時(shí)段末下泄流量q2 , 由式即可求出AV,而V2 Vi V;由表二q-V關(guān)系曲線由V2線性插值得出q2。 若與假設(shè)值相同，則q2即為所求；否則重新假設(shè)試算。上一時(shí)段末的 q2、V2

17、為 下一時(shí)段初的qi、Vi,逐時(shí)段求出q-t線；第（6）欄時(shí)段下泄流量q qi q2 /2 ;第（7）欄時(shí)段下泄水量q t 0.36q （萬(wàn)m3/s）;第（8）欄時(shí)段水量變化 V Q t q t;第（9）欄水庫(kù)存水量V2 ViV;第（i0）欄水庫(kù)水位Z由q-v曲線線性插值求得。當(dāng)下泄過(guò)程中水位回降到防洪限制水位時(shí)，如下表中的 i6時(shí)，啟用閘門控 制下泄流量，使水位保持在防洪限制水位 525m不變。結(jié)合水庫(kù)q=f（V）關(guān)系曲線線性插值逐時(shí)段對(duì)設(shè)計(jì)洪水進(jìn)行試算，計(jì)算結(jié)果 如表三所示：表三：水庫(kù)設(shè)計(jì)洪水（i%）調(diào)洪演算時(shí)問(wèn)實(shí)測(cè)入庫(kù)洪水時(shí)段平均入庫(kù)8M:時(shí)段入庫(kù)水量下泄8M:時(shí)段平均下泄時(shí)段下泄水量時(shí)

18、段水量變化水庫(kù)存水量水庫(kù)水位* *流量t(h)Q(m3/s)Q(m 3s)(萬(wàn)m3)q(m 3/s)q(m3/s)q_At(萬(wàn)m 3)N(萬(wàn)m3)V(萬(wàn) m3)Z(m)(1)(2)(3)(4)(5)(6)(7)(8)(9)(10)03535.04683.8525.0115.541.6115.541.60.01196196.04683.8525.0360.0129.6335.8120.98.72524475.64692.5525.0625.5225.2491.2176.848.33727506.84740.9525.3973.5350.5556.6200.4150.141220606.54890

19、.9526.11305.0469.8686.6247.2222.651390766.85113.6527.41340.0482.4836.4301.1181.361290906.05294.8528.41240.0446.4948.0341.3105.171190990.05400.0528.91021.5367.7994.0357.89.9* *8853998.15409.9529.0750.0270.0966.5347.9-77.99647935.05331.9528.6565.0203.4889.4320.2-116.810483843.85215.1527.9460.0165.6797

20、.9287.2-121.611437752.05093.5527.3417.5150.3713.3256.8-106.512398674.54987.0526.7373.0134.3640.7230.7-96.413348606.94890.6526.1321.0115.6575.9207.3-91.714294544.84798.9525.6288.5103.9517.9186.4-82.615283490.94716.3525.2273.098.3363.4130.8-32.516263235.84683.8525.0254.091.4240.486.54.917245245.04683.

21、8525.0234.584.4234.584.40.018224224.04683.8525.0214.077.0214.077.00.0* *19204204.04683.8525.0193.569.7193.569.70.020183183.04683.8525.0177.063.7177.063.70.021171171.04683.8525.0162.558.5162.558.50.022154154.04683.8525.0149.053.6149.053.60.023144144.04683.8525.0139.550.2139.550.20.024135135.04683.852

22、5.0Q-t、q-t曲線相交點(diǎn)可能不是最大值，對(duì)洪峰附近處加密，結(jié)果如下:表四：水庫(kù)設(shè)計(jì)洪水（1%）調(diào)洪演算洪峰附近時(shí)段加密時(shí)間實(shí)測(cè)入庫(kù)洪水時(shí)段平均入庫(kù)時(shí)段入庫(kù)水量下泄時(shí)段平均下泄時(shí)段下泄水量時(shí)段水量變化水庫(kù)存水量水庫(kù)水位TQQQZtQQq （萬(wàn)N（萬(wàn)V（Z* *(h)(m 3s)(m 3/s)(萬(wàn)m3)(m 3/s)(m 3/s)m 3)m3)萬(wàn)m 3)(m)71190990.05400.528.91105.398.11005.0361.836.307.51021.581020.5436.529.1937.3337.401009.1363.3-25.838853998.15409.529.0

23、801.5288.5973.2350.4-61.898.5750948.35348.528.7698.5251.5941.7339.0-87.519647935.05331.528.69由表三繪制 Qt、q-t以及Z-t曲線:時(shí)邕t小時(shí)）閨五二某水利隹翅的八關(guān)系曲班由上表查得設(shè)計(jì)洪水最大下泄流量qm=1020.0m 3/s,水庫(kù)最高水位為 Zm=529.1mB.半圖解法進(jìn)行調(diào)洪演算：1.計(jì)算并繪制單輔助線計(jì)算中V取溢洪道堰頂以上庫(kù)容，計(jì)算時(shí)段取 t=1h。計(jì)算過(guò)程如下:第（3）欄 V=V 總一V519=V 總一3756.82 （m3）;第（4）欄V-（萬(wàn)m3/s）;t 0.36第（5）欄由表二

24、q-Z關(guān)系曲線查得；第（6）欄為第（5）欄的一半；第（7）欄=第（4）欄+第（6）欄；計(jì)算結(jié)果見表五：q表五：某水利樞紐的f(r)輔助曲線計(jì)算表（P=1% ）水庫(kù)水位 Z（m）總庫(kù)容V（萬(wàn) m3）堰頂以上庫(kù)容v（萬(wàn)V/A (m3/s)q(m 3/s)q/2 q(m 3/s)、）* *m3)(m 3s)(1)(2)(3)(4)(5)(6)(7)5254683.8927.02575.0470.0235.02810.0525.54774.81018.02827.8528.6264.33092.15264865.81109.03080.6589.6294.83375.4526.54956.81200.

25、03333.3652.8326.43659.75275047.81291.03586.1718.2359.13945.2527.55138.91382.13839.2785.6392.84232.05285229.91473.14091.9855.0427.54519.4528.55320.91564.14344.7926.4463.24807.95295411.91655.14597.5999.7499.85097.3529.55502.91746.14850.31074.8537.45387.75305593.91837.15103.11151.8575.95679.0530.55701.

26、51944.75401.91230.5615.36017.25315809.12052.35700.81311.0655.56356.3531.55916.72159.95999.71393.1696.66696.35326024.32267.56298.61476.9738.57037.1532.56132.02375.26597.81562.4781.27379.05336239.62482.86896.71649.4824.77721.4533.56347.22590.47195.61738.0869.08064.65346454.82698.07494.41828.2914.18408

27、.5* *534.56562.42805.67793.31919.8959.98753.35356670.02913.28092.22013.01006.59098.7535.56787.33030.58418.12107.61053.89471.95366904.53147.78743.62203.71101.89845.4536.57021.83265.09069.42301.21150.610220.05377139.03382.29395.02400.11200.010595.0537.57256.33499.59720.82500.31250.210971.05387373.6361

28、6.810046.72602.01301.011347.6538.57490.83734.010372.22704.91352.511724.75397608.13851.310698.12809.31404.612102.7539.57725.33968.511023.62914.91457.412481.15407842.64085.811349.43021.81510.912860.3閨六；基/承版包的閨六；基/承版包的，尸rWArW為惆助用1級(jí)利用表五中第（5）、（7）兩欄相應(yīng)的數(shù)據(jù)繪制成單輔助線如圖六所示:於仁商)刪料利修2、調(diào)洪計(jì)算求qt過(guò)程和Zt過(guò)程調(diào)洪的起始條件與試算法相同，計(jì)

29、算過(guò)程如下: 第（1）、（2）欄由題目中給出;第（3）第（4）欄Q （Qi Q2）/2,逐時(shí)段求平均值，上一時(shí)段Q2為下一時(shí)段第（3）第（4）Vq Vq欄(72)2(X2)1Q。；第（5）欄由表五線性插值求得;第（第（5）欄由表五線性插值求得;第（6）欄由表二q-Z關(guān)系曲線插值得到;計(jì)算結(jié)果見表六:表六：某水利樞紐的設(shè)計(jì)洪水平圖解法計(jì)算表 （P=1%）時(shí)間t(h)入庫(kù)流量Q（m 3/s）平均入庫(kù)Q（m3/s）V/ d+q/2(m 3/s)q(m 3/s)Z(m)(1)(2)(3)(4)(5)(6)0352810.035.0525.0115.511962890.5196.0525.0360.02

30、5243054.5520.8525.4625.537273159.2543.1525.6973.5412203589.6637.2526.4* *1305.0513904257.4791.7527.51340.0612904805.6925.8528.51240.0711905119.81005.5529.01021.588535135.81009.6529.1750.096474876.2943.7528.6565.0104834497.5849.7528.0460.0114374107.8756.4527.3417.5123983768.9677.8526.7373.0133483464.

31、1609.3526.2321.0142943175.7546.7525.6288.5152832917.6492.3525.2* *273.0162632874.0263.0525.0254.0172452865.0245.0525.0234.5182242854.5224.0525.0214.0192042844.5204.0525.0193.5201832834.0183.0525.0177.0211712828.0171.0525.0162.5221542819.5154.0525.0149.0231442814.5144.0525.0139.5241352810.0135.0525.0

32、Q-t、q-t曲線相交點(diǎn)可能不是最大值，對(duì)洪峰附近處加密，結(jié)果如下:* *表七：半圖解法洪峰附近加密計(jì)算表(P=1% )時(shí)間t(h)入庫(kù)流量Q(m 3/s)平均入庫(kù)流量Q(m 3/s)V/At+q/2(m 3/s)q(m 3/s)Z(m)711905119.81005.5529.01105.87.51021.55220.11031.4529.2937.388535135.81009.6529.1由以上兩表繪制 Qt、qt以及Zt曲線:530.0 529.0|即。3 526.0525.054.0 C去這關(guān)系嗨k1002003004Q0500600TOQ800SOOWOO11COT遑q (立方米/

33、砂)由上表查得設(shè)計(jì)洪水最大下泄流量qm=1031.4m 3/s ,水庫(kù)最高水位為 Zm=529.2m（二）、校核洪水的計(jì)算A、試算法.qV, VZ和qZ曲線與設(shè)計(jì)洪水中的相同。.調(diào)洪計(jì)算求qt過(guò)程和Zt過(guò)程。起調(diào)水位為525m ,相應(yīng)庫(kù)容查表一為 4683.8萬(wàn)m3。用試算法對(duì)每一時(shí)段的q2、V2進(jìn)行調(diào)?計(jì)算，計(jì)算時(shí)段為1ho詳細(xì)過(guò)程同表三，計(jì)算結(jié)果見表八:表八：水庫(kù)校核洪水（0.1% ）調(diào)洪演算時(shí)間入庫(kù)洪水時(shí)段平均入庫(kù)時(shí)段入庫(kù)水量下泄流量時(shí)段平均下泄時(shí)段下泄水量時(shí)段水量變化水庫(kù)存水量水庫(kù)水位t (h)QQQ q(m 3q(m 3q/1兇VZ(m)* *（m3/s）（m 3s）（萬(wàn) m3）/s

34、）/s）（萬(wàn) m3）（萬(wàn)m3）（萬(wàn) m3）05050.04683.8525.0173.062.3173.062.30.01296296.04683.8525.0488.0175.7393.9141.833.92680491.84717.7525.2990.0356.4544.9196.2160.231300598.04877.9526.01650.594.0720.0259.2334.8420000841.95212.7527.92150.774.01007.362.8411.25230001173.785623.9530.12200.792.01296.466.6325.4621000141

35、8.515949.3531.71925.693.01481.533.3159.77175001544.246109.0532.41465.527.41534.552.3-24.98118001524.436084.1532.31037.373.51464.527.1-153.6989551403.925930.5531.6856.0308.21338.481.7-173.5* *108171272.005757.0530.8763.0274.71212.436.5-161.8117091152.845595.2530.0657.5236.71088.391.7-155.0126061023.1

36、05440.3529.2577.5207.9966.6348.0-140.113549910.25300.2528.4513.0184.7861.5310.1-125.514477812.95174.7527.7458.5165.1770.9277.5-112.415440728.85062.3527.1427.0153.7694.2249.9-96.216414659.54966.1526.6399.5143.8630.5227.0-83.217385601.54882.9526.1368.0132.5576.2207.4-74.918351550.94808.0525.7335.5120.

37、8528.1190.1-69.319320505.34738.6525.3303.0109.1455.3163.9-54.820286405.44683.8525.0271.597.7331.2119.2-21.5* *21257257.04683.8525.0248.589.5248.589.50.022240240.04683.8525.0233.083.9233.083.90.023226226.04683.8525.0219.078.8219.078.80.024212212.04683.8525.0Q-t、q-t曲線相交點(diǎn)可能不是最大值，對(duì)洪峰附近處加密，結(jié)果如下:表九：水庫(kù)校核洪水

38、（0.1% ）洪峰附近加密計(jì)算表時(shí)間入庫(kù)洪水時(shí)段平均入庫(kù)時(shí)段入庫(kù)水量下泄流量時(shí)段平均下泄時(shí)段下泄水量時(shí)段水量變化水庫(kù)存水量水庫(kù)水位t (h)Q(m3/s)Q(m 3/s)Q.A(萬(wàn) m3)Q(m 3/s)Q(m 3/s)qZl(萬(wàn)m3)兇(萬(wàn) m3)V(萬(wàn) m3)Z(m)621001418.55949.3531.72012.5724.51492.3537.2187.36.519251566.16136.532.5* *1837.661.51564.563.398.267175051563.276109.532.41607.578.71569.565.013.707.25160851575.46

39、148.532.1393.501.871570.565.4-63.7467.5146581565.666136.532.51322.476.11545.556.2-80.108118051524.406084.532.31由上表繪制 Qt、q-t以及Zt曲線:時(shí)刻（時(shí)）圖十：樟慌泮木工一寸詞看鰭由上表查得設(shè)計(jì)洪水最大下泄流量qm=1575.7m 3/s ,水庫(kù)最高水位為 Zm=532.6m 。B、半圖解法.由上述列表試算法得到的qV曲線計(jì)算并繪制 (f=V/及+q/2)Z 輔助曲線，見表六;.調(diào)洪計(jì)算求qt過(guò)程和Zt過(guò)程。詳細(xì)計(jì)算過(guò)程見表十：表十：某水利樞紐的半圖解法校核洪水計(jì)算表 (P=1%)時(shí)間t(h)入庫(kù)流量Q(m 3/s)平均入庫(kù)流量Q(m 3/s)V/ d+q/2(m 3/s)q(m 3/s)Z(m)050173.0488.02810.050.0525.012962933.0296.0525.0* *26803125.0535.7525.6990.0313003579.3634.9526.41650.0420004594.3873.5528.12150.0523005870.81196.4530.32200.0621006874.31436.9531.81925.0717507362.41558.2532.51465.081180