計算防洪、發(fā)電、攔沙、養(yǎng)殖等綜合利用的水利工程。天福廟水庫于1974年冬開工20年，系列太短，也缺乏大洪水的資料。本次課程設(shè)計的任務(wù)，是在延長基本資料的基礎(chǔ)上，按現(xiàn)行規(guī)要求對水庫的防洪標(biāo)準(zhǔn)進(jìn)行復(fù)核，其具體任務(wù)是：2.歷史洪水調(diào)查分析及洪量插補(bǔ)。3.設(shè)計洪水和校核洪水的計算。二.流域自然地理概況，流域水文氣象特性校核(P=0.2%)洪水位409.28m，(二)水文氣象資料果表12345年份(3)1083108310831083330.43340.31860.41350.16860.315740.2880.539320014710.19130.2986準(zhǔn)選擇要田(萬500~100~30~5大(1)型大(2)型小(1)型小(2)型總庫容10~積(萬60~1515~3要站30~55~1 50~55~一二三四五筑物筑物44455455551232]或或10000~50005000~20002000~10001000~300300~2002000~1000~500~200200~100500~100~5050~3030~201000~300300~1001000~5050~20100~5050~2020~10程等級為三級,天福廟水庫位于省遠(yuǎn)安縣黃柏河?xùn)|支的天賦廟村,屬于丘陵區(qū)水庫,設(shè)計防洪標(biāo)準(zhǔn)為50~100年,p=1%~2%，而實(shí)際設(shè)計防洪標(biāo)p=2%在此圍，說明符合設(shè)計標(biāo)準(zhǔn)。校核防洪標(biāo)準(zhǔn)為500~1000年,p=0.1%~1959~1977年峰、量系列根據(jù)分鄉(xiāng)站資料換算得到，洪2.天福廟水庫壩址1978~2001年峰、量系列直接采用天福廟入庫洪水系列3.分析分鄉(xiāng)站歷史洪水，并換算至天福廟水庫壩址。根據(jù)天福廟水庫壩址1978~2001年峰、量系列建立峰、量相關(guān)關(guān)系；根據(jù)此峰、量關(guān)系計算歷史洪分析解答過程如下。首先根據(jù)天福廟水庫壩址1978~2001年峰、量系列建((kx-1)*(ky-1)0303356(ky-1)210833/ky-1-0.160.05-0.540.660.08-0.37-0.34kx-1-0.770.20-0.780.60-0.19-0.59yy (1)均值x=x0.310.480.90 0.31 0.87x1=0.22-0.340.69-0.35-0.52-0.46-0.10-0.240.40-0.69-0.601.160.130.161.05-0.130.0524.000.000.00===542.922430.04720.47940.26960.01060.00000.63050.47180.01670.017516.3094=y=4.36440.1821083=0290000710838412225399828238193217(kx-1) .022 .137-0.0150.44610.0051-0.017 .3820.43410.20960.00630.23370.0070-0.0660.03200.06270.08340.19410.1931-0.0470.00020.31490.2957(ky-1)20.00250.67480.08610.33740.00510.00783.52270.31200.12260.00110.15640.00590.15640.00440.01220.14740.07860.13820.21510.00580.15730.18540.20180.02810.00270.58970.00520.038111.5620.60390.35820.03730.34940.00820.02810.23130.32200.04720.47940.26960.01060.00000.63050.47183ky-1-0.05 0.82-0.29-0.58 0.07 0.09 -0.56-0.35-0.03-0.40 0.08-0.40 0.07 0.11-0.38-0.28-0.37 0.46 0.080.40-0.43kx-1-0.45 7 5-0.77 7-0.20 -0.78-0.60-0.19-0.59 9 7 8 7-0.22-0.69-0.52-0.10 09-0.691.171.050.231.070.804.400.220.400.810.411.091.171.481.570.780.310.480.901.001.7917R=ry=R=ry=0.927x3230.070.01670.0044.008607-0.130.010.01750.0001-0.001計00.006.33978.9212(2)均方差=xx一12=542.9216.3094=457.184xn一1237.0628y=yy=0.182(3)相關(guān)系數(shù)r=(K一1)(K一1)(3)相關(guān)系數(shù)r=xy(4)回歸系數(shù)(5)代入數(shù)據(jù)得0.101108y/x0.101108x=20479.1(6)s=1一r2=0.101108yy=3.788106m3/s(1)均值3(1)均值3n24=0.29611083n(2)均方差=xx一12n==457.1843=yyy(3)相關(guān)系數(shù)r=(K一1)(K一1)(3)相關(guān)系數(shù)r=xyR=R=ry=0.877根=29733.1(4)回歸系數(shù)(5)代入數(shù)據(jù)得x裝y-y=ry(x-x)裝x(6)s=裝1-r2=0.155根108根1-0.8772=7.45根106m3/syy果表(3/)12345y331)對洪峰流量頻率計算類型份1(m322857857(m3)3序號412345pM50.5649722.2598872.824859序號63456789Pm%75.0847467.3446339.6045220.9039623.1638425.4237327.6836229.943532.2033934.4632836.7231638.9830541.2429443.5028345.7627148.022650.2824952.5423754.8022657.0621559.3220361.5819263.8418166.101768.3615870.6214772.8813675.1412477.4011379.6610281.920984.1807986.4406888.7005790.9604519991701264293.2203420006131214395.480232001471644497.74011CVxxx(-)2=N-ax-ll+1N(1=1(|N(1+x=191323x(-)2=27764643.根據(jù)上步初估參數(shù)成果，取=5103VSC3，查表頻率pV的p的值，由pPVPVP。因此，需要調(diào)整參數(shù)，適當(dāng)增加CV作為推求的該處年最大洪峰流量理論頻率曲線。=5093CV=0.8CS=3CV=2.4k(2)k(5)p(6)=5093(4)15(1)p(3)-0.74=+1=103.090.9+1=19283s=2%=+1=10.920.9+1=32273s=0.2%2)對一天洪量進(jìn)行頻率計算序序號pM%序號10.56497221.12994431.69491542.25988752.8248593456789從大到小排0.68350.62370.56230.54890.54180.3727.2880.28320.26350.23410.23340.22620.22330.22290.21270.21240.21130.19990.1913Pm%5.0847467.344633 9.6045211.8644114.1242916.3841818.6440720.9039623.1638425.4237327.68362 29.943532.2033934.46328份108m30.04340.09210.06640.19990.37270.13140.14520.08170.18760.28320.15140.22330.16810.03630.14570.08130.14830.09310.09150.1525.2880.17250.08410.21270.21240.06130.09790.16770.11540.22290.12090.23340.26350.11950.11770.09850.23410.13830.22620.07340.21130.19130.17250.16810.16770.15250.15140.14830.14570.14520.13830.13140.12090.11950.11770.11540.09850.09790.09310.09210.09150.08410.08170.08130.07340.06640.06130.04340.036336.7231638.9830541.2429443.5028345.7627148.022650.2824952.5423754.8022657.0621559.3220361.5819263.8418166.101768.3615870.6214772.8813675.1412477.4011379.6610281.920984.1807986.4406888.7005790.9604593.2203495.4802397.74011=+1l =1(133111(1(11 1685=1(|x+- (11-C=11-1(1=1(|x+- (11-C=11-1(1-=0.61VSVVSVpPVPV1dP需要調(diào)整參數(shù)，適當(dāng)增大CS VSCVSC=3.5，C=2.14進(jìn)行第二次配線，如附圖2所示，總體上配合良好，可以作S第第一次配線1083CV=0.61CS=3.5CV=2.14kp7744第二次配線根1083CV=0.61CS=3CV=1.83kp363845 4-0.28-0.72-0.94-1.02-1.09 -0.32-0.71-0.87-0.91-0.926 7PV=P=2%1=P=2%1PV=1PV=1PVP0.2%序號pM序號pm10.56497212994491542.259887份108m3從大到小排1.02340.99680.86830.85190.0664.1380.10230.29240.57250.222330.12530.28520.65940.22130.31030.28770.07970.22330.1589.248.1380.17950.28120.53930.20920.12410.31720.32230.13070.19240.2864.1790.3189.1790.31580.32880.18240.2131.1860.43340.31860.41350.16860.31570.29860.81850.65940.57250.53930.43340.41350.32880.32230.31890.31860.31720.31580.31570.31030.29860.29240.28770.28640.28520.2812.24830.22330.22230.22130.21310.20920.1924.1860.18240.1795.179.1790.16860.1589.138.1380.13070.12530.12410.10230.07970.066452.82485934567895.0847467.3446339.6045220.9039623.1638425.4237327.6836229.943532.2033934.4632836.7231638.9830541.2429443.5028345.7627148.022650.2824952.5423754.8022657.0621559.3220361.5819263.8418166.101768.3615870.6214772.8813675.1412477.4011379.6610281.920984.1807986.4406888.7005790.9604593.2203495.4802397.740113x(33x(31按統(tǒng)一樣本法計算經(jīng)驗(yàn)頻率，即P=PCVx3=x(3x3x3-3-333)1(176-5)1(176-5)+N-ax3N(13-l1「171]1「171]l=0.6VSC=3，C=1.8,VS查表頻率p的p的值，由=pC+1計算各p的1天洪量，進(jìn)行第一pPPV1dP SVSV整參數(shù)，適當(dāng)增加C再次配線。取=0.275根1083、CSVSV第第二次配線3=0.28根1083CV=0.6CS=3.5CV=2.1k(5)178第一次配線3=0.28根1083CV=0.6CS=3CV=1.8kp(4)(4)(4)3.503.100.871.982.190.611.321.790.500.641.380.39-0.280.830.23-0.720.570.16-0.940.440.1215(6)0.890.620.500.380.230.163(4)9-0.32-0.71-0.87-0.-0.91-0.92-1.02-1.0955339510 =2%3=0.2%3=+1=0.25102.930.+1=0.75=2%3=0.2%3=+1=0.25105.330.+1=1.1544103第一次配線第二次配線根據(jù)理論頻率曲線得到的設(shè)計洪峰和校核洪峰流量分別為1928m3/s、型洪水過程線表KS1-3典型洪水過程線(1984.7.26-28)時段時段洪量時段洪量時段洪量()(3/s)()(/s)()(3/s)096.624103.94928.71572.025108.45027.821085.02691.55127.231345.02783.55226.641568.02868.65326.051791.02953.35435.462090.03040.95524.877389.08138.70948.5846.3494.345.2.944.2421.243.5.741.7.840.0.732.516.33.3.按同頻率放大法計算設(shè)計洪水和校核洪水過程線1天洪量=0.715810831天洪量=0.77801083p=2%的設(shè)計洪峰、洪量p=0.2%的設(shè)計洪峰、洪量典型洪水過程線的洪峰、洪量時段(1h)洪峰(3/)70660666610-720750-24(1)設(shè)計洪峰、洪量各時段放大比：=13161/15247=0.863=(21066-13161)/(23661-15247)=0.9413 (2)校核洪峰、洪量各時段放大比：=3227/2389=1.348=20075/15247=1.32=(32066-20075)/(23661-15247)=1.4313放大流放大流量放大倍比放大倍比放大修勻修勻間01234567893/.62138.7494.39421.27872.56.3.5.560.98.56.35.23/91/832062/192890/98量間量4.23.51.7量量3/p程線與典型洪水過程線放大倍放大倍比放大流量3/3153/3225量3/修勻流量3/3/4.23.51.7量3/.6修勻流量時間012345678960.98.56.35.2p計洪水過程線與典型洪水過程線水調(diào)洪計算(m3/)0(m3/)0(m3/)0庫容104m3庫水位00410004325045454775506596065核洪水流量為Q=3223/s，大于調(diào)洪起調(diào)水位下的泄流量q=2943/s量限。限繪出庫容曲線Z~V和蓄泄曲線q~V，如圖所示45004500400035003000250020005000300041241040840640440240039870005000V(×)10^6m^340006000(3)推求下泄流量過程線q~t。整個下泄流量過程的計算如下表所示；已知第一時段的1=2760m3=3000m3由式得，=31892mm3V1,現(xiàn)在要求出第一時段末的V和q；求法是：假定q222V=tt+V2221=36003000=360030003600+604500002222222