工程水文与水利计算课程设计汇本-天福庙水库防洪复核计算

计算防洪、发电、拦沙、养殖等综合利用的水利工程。天福庙水库于1974年冬开工20年，系列太短，也缺乏大洪水的资料。本次课程设计的任务，是在延长基本资料的基础上，按现行规要求对水库的防洪标准进行复核，其具体任务是：2.历史洪水调查分析及洪量插补。3.设计洪水和校核洪水的计算。二.流域自然地理概况，流域水文气象特性校核(P=0.2%)洪水位409.28m，(二)水文气象资料果表12345年份(3)1083108310831083330.43340.31860.41350.16860.315740.2880.539320014710.19130.2986准选择要田(万500~100~30~5大(1)型大(2)型小(1)型小(2)型总库容10~积(万60~1515~3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程等级为三级,天福庙水库位于省远安县黄柏河东支的天赋庙村,属于丘陵区水库,设计防洪标准为50~100年,p=1%~2%，而实际设计防洪标p=2%在此围，说明符合设计标准。校核防洪标准为500~1000年,p=0.1%~1959~1977年峰、量系列根据分乡站资料换算得到，洪2.天福庙水库坝址1978~2001年峰、量系列直接采用天福庙入库洪水系列3.分析分乡站历史洪水，并换算至天福庙水库坝址。根据天福庙水库坝址1978~2001年峰、量系列建立峰、量相关关系；根据此峰、量关系计算历史洪分析解答过程如下。首先根据天福庙水库坝址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计00.006.33978.9212(2)均方差=xx一12=542.9216.3094=457.184xn一1237.0628y=yy=0.182(3)相关系数r=(K一1)(K一1)(3)相关系数r=xy(4)回归系数(5)代入数据得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)相关系数r=(K一1)(K一1)(3)相关系数r=xyR=R=ry=0.877根=29733.1(4)回归系数(5)代入数据得x装y-y=ry(x-x)装x(6)s=装1-r2=0.155根108根1-0.8772=7.45根106m3/syy果表(3/)12345y331)对洪峰流量频率计算类型份1(m322857857(m3)3序号412345pM50.5649722.2598872.824859序号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.根据上步初估参数成果，取=5103VSC3，查表频率pV的p的值，由pPVPVP。因此，需要调整参数，适当增加CV作为推求的该处年最大洪峰流量理论频率曲线。=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)对一天洪量进行频率计算序序号pM%序号10.56497221.12994431.69491542.25988752.8248593456789从大到小排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需要调整参数，适当增大CS VSCVSC=3.5，C=2.14进行第二次配线，如附图2所示，总体上配合良好，可以作S第第一次配线1083CV=0.61CS=3.5CV=2.14kp7744第二次配线根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%序号pM序号pm10.56497212994491542.259887份108m3从大到小排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按统一样本法计算经验频率，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查表频率p的p的值，由=pC+1计算各p的1天洪量，进行第一pPPV1dP SVSV整参数，适当增加C再次配线。取=0.275根1083、CSVSV第第二次配线3=0.28根1083CV=0.6CS=3.5CV=2.1k(5)178第一次配线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第一次配线第二次配线根据理论频率曲线得到的设计洪峰和校核洪峰流量分别为1928m3/s、型洪水过程线表KS1-3典型洪水过程线(1984.7.26-28)时段时段洪量时段洪量时段洪量()(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.按同频率放大法计算设计洪水和校核洪水过程线1天洪量=0.715810831天洪量=0.77801083p=2%的设计洪峰、洪量p=0.2%的设计洪峰、洪量典型洪水过程线的洪峰、洪量时段(1h)洪峰(3/)70660666610-720750-24(1)设计洪峰、洪量各时段放大比：=13161/15247=0.863=(21066-13161)/(23661-15247)=0.9413 (2)校核洪峰、洪量各时段放大比：=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匀修匀间01234567893/.62138.7494.39421.27872.56.3.5.560.98.56.35.23/91/832062/192890/98量间量4.23.51.7量量3/p程线与典型洪水过程线放大倍放大倍比放大流量3/3153/3225量3/修匀流量3/3/4.23.51.7量3/.6修匀流量时间012345678960.98.56.35.2p计洪水过程线与典型洪水过程线水调洪计算(m3/)0(m3/)0(m3/)0库容104m3库水位00410004325045454775506596065核洪水流量为Q=3223/s，大于调洪起调水位下的泄流量q=2943/s量限。限绘出库容曲线Z~V和蓄泄曲线q~V，如图所示45004500400035003000250020005000300041241040840640440240039870005000V(×)10^6m^340006000(3)推求下泄流量过程线q~t。整个下泄流量过程的计算如下表所示；已知第一时段的1=2760m3=3000m3由式得，=31892mm3V1,现在要求出第一时段末的V和q；求法是：假定q222V=tt+V2221=36003000=360030003600+604500002222222