計算防洪、發電、攔沙、養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。本次課程設計的任務，是在延長基本資料的基礎上，按現行規要求對水庫的防洪標準進行復核，其具體任務是：2.歷史洪水調查分析及洪量插補。3.設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安縣黃柏河東支的天賦廟村,屬于丘陵區水庫,設計防洪標準為50~100年,p=1%~2%，而實際設計防洪標p=2%在此圍，說明符合設計標準。校核防洪標準為500~1000年,p=0.1%~1959~1977年峰、量系列根據分鄉站資料換算得到，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.分析分鄉站歷史洪水，并換算至天福廟水庫壩址。根據天福廟水庫壩址1978~2001年峰、量系列建立峰、量相關關系；根據此峰、量關系計算歷史洪分析解答過程如下。首先根據天福廟水庫壩址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)相關系數r=(K一1)(K一1)(3)相關系數r=xy(4)回歸系數(5)代入數據得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)相關系數r=(K一1)(K一1)(3)相關系數r=xyR=R=ry=0.877根=29733.1(4)回歸系數(5)代入數據得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.根據上步初估參數成果，取=5103VSC3，查表頻率pV的p的值，由pPVPVP。因此，需要調整參數，適當增加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需要調整參數，適當增大CS VSCVSC=3.5，C=2.14進行第二次配線，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按統一樣本法計算經驗頻率，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，進行第一pPPV1dP SVSV整參數，適當增加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理論頻率曲線得到的設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%的設計洪峰、洪量p=0.2%的設計洪峰、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，大于調洪起調水位下的泄流量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,現在要求出第一時段末的V和q；求法是：假定q222V=tt+V2221=36003000=360030003600+604500002222222