水利工程大作业

西昌学院工程技术学院实训报告课程名称:水程水文案例分析 专业班级:10水本2班 姓名:XX学号：10150300XX 指导教师:陈艳霞2012年11月25日年份年平均流量.8.844.440.843.9.481.548.684.8.2.7年份年平均流量.9.247.146.740.943.2.449.249.167.469.962.8iiKiiXP=*100%P=*100%123456712345678984.881.569.967.451.530.861634-0.1383660.019145158.06451613196643196732.196732.8196864196944.4197040.8197143.9197237.4197381.5197448.6197584.8197646197734.2197837.7197954198058.9198156.2198247.11983110.2198446.7198540.9198643.2198756.4198849.2198949.1199040199267.4199369.9199462.862.894249.249.148.647.146.744.443.943.240.940.87482811ni30(K一1)23.572038151C=i==0.35i(2)、选配理论频率曲线VSV同频率P的值,按K=C+1计算K值，按Q=KQ计算Q值,计pPVPPPPP算结果如下表所示.频频率(%)5Q 84.77885 75.4331565.18882561.59432558.53953.32697548.654125 44.5204540.38677538.23007536.07337533.55722530.68162527.08712521.515652.036 0.9475 0.8670.78650.74450.70250.65350.59750.52750.419.961.861.340.770.5740.11-0.15-0.38-0.61-0.73-0.85-0.99-1.15-1.35-1.66KpVSV15150110100908070605040302099.59.899.999.955060799.9870.50.050.1000199.99140130120408090982030022531从上图可以看出，需要增大C以及Q值,第二次假定Q=53m3/s，SVSV11022.057587.87477.8570.7667.0980.5563.20250.3860.0490.0954.6695-0.160.94450.032-0.390.863545.7655-0.620.78341.499-0.730.744539.4585-0.850.702537.2325-0.980.65734.821-1.130.604532.0385-1.320.53828.514-1.590.443523.5055第二次配线如下图所示:(Q=53m3/s，C=0.35，C=2.9C)VSVQmsC=0.35,C=1.4VS频频率(%)1p5p113.658588.98777.671566.170562.089558.7505 53.371 48.919 44.838 41.12839.458537.603535.7485 33.70831.296528.5142.1445 1.46551.24851.17151.1085 0.923 0.846 0.7760.74450.70950.6745 0.6360.59050.53827 0.71 0.49 0.31 0.02-0.22-0.44-0.64-0.73-0.83-0.93-1.04-1.17-1.32KpQmsCC)VS15014013012011010090807060504030200000010.050.10.51125022030340506070480909899.59.899.999.9599.98799.99Q=Q(C+1)=KQ计算保证率P=10％的设计年径流量Q,得PVPPP=10%Q＝77。67m3/s;P=50%的设计年径年径流量Q,P=10%P=50%Q=48.92m3/s；流量P=90%的设计年径Q，Q=33。71P=50%P=90%P=90%和邻近流域资料比较，分1965.5-1966.41966.5-1967.41967.5-1968.41968.5-1969.41969.5-1970.41970.5-1971.41971.5-1972.41972.5-1973.41973.5-1974.41974.5-1975.41975.5-1976.41976.5-1977.41977.5-1978.41978.5-1979.41979.5-1980.41980.5-1981.41981.5-1982.4青口55104303446440043流量(459438462解:(1)、由于题目所给资料不足,需要对资料进行展延,即利用相关(2)、相关关系的建立y=1Yi=499.5n=y=72.541yn-1著性检验：在=0.01时，据n=12查表的r=0．7079。因为r＞r，aaR=ryR=ry=0.982*==0.846xa=ybx=yryx=499.50.846*543.33=39.84x44ikiikii.5-1966.41966.5.5-1966.41966.5-1967.41967.5-1968.41968.5-1969.41969.5-1970.41970.5-1971.41971.5-1972.41972.5-1973.41973.5-1974.41974.5-1975.41975.5-1976.41976.5-1977.41977.5-1978.41978.5-1979.41979.5-1980.41980.5-1981.41981.5-1982.4674536.4705882497536.4705882628536.4705882725536.4705882396536.4705882596536.4705882459536.4705882577536.4705882560536.4705882514536.4705882438536.4705882377536.4705882462536.4705882508536.4705882564536.4705882543536.470588291209120(4)、设计年径流量计算ni17C=i=VnVSVSVpp=95%VP(5)、典型年的选择(飞口站枯水期逐月平均流量表)时时间567891011121234年平均(6)、设计年径流年内分配采用同倍比放大法计算径流年内分配,其放大倍比为:Q393K=p=95%==0.9924典将典型年各月平均流量乘以K值，即得设计年各月径流量，如下表Q所示:(7)、成果的合理性分析多年平均径流多年平均径流深1670多年平均流量s3536流域面积2010100离势系数C.180.220.21 0.230.250.18名青口高林江岩三庙平山石阳飞口近流域各测站年径流量统计参数进行比较,飞V1888年的历史洪水的洪峰流量为6100m3/s，是1888年至规划时 p=0.1%的设计洪峰流量(按统一样本法计算经验频率,按矩法初估统年份年份年最大流量年份年最大流量年份年最大流量193186019414001950900193255319422880195122001933670194391195238019341400194460019533400193549001945105195419301936210019461230195512101937920194713401956255193815601948360195750019391650194932219582801940512(某水文站洪峰流量经验频率计算表)mMMPPmmMMPPmPm洪峰流量400(%)54.862142858.334285761.806428565.278571468.750714272.2228571 75.69579.167142882.639285786.111428589.583571493.055714296.527857123456234567896.2521428579.72428571413.1964285716.6685714320.1407142923.6128571427.08530.5571428634.0292857137.5014285740.9735714344.4457142947.9178571451.39288022002100000(2)、根据题给条件,N＝71，n＝28,a=2，l＝1，根据公式Njnli1l+1C=11{a(xx)2+Nan(xx)2}VxN1jnljl+1计算年最大洪峰流量的变差系数C，得C=0.946VVVSVSppVP算各p的洪峰流量Q。计算结果如下表所示。pVSKK2.901462.144661.435161.217581.05676 0.81080.640520.517540.422940.394560.366180.347260.335908 0.328340.324556Q3437.5632540.9291700.3351442.5521252.018960.6115758.8689613.1659501.0866467.4629433.8391411.4232397.9737389.0074384.5242p3.972.01 0.46 0.23 0.06 -0.2-0.38-0.51-0.61-0.64-0.67-0.69-0.702 -0.71-0.714频率15VS620062005700420037003200270022001700120070020099.56.0899.999.95506047.0008099.987.0002.0000.51.000303.000400.050.199.9947005200909820251-300从第一次配线可知，应该增大Q,减小C,第二次配线假定:S SV数据如下表所示:QQp63491.42602.2 8.6 493.2447.6.28.04.34p3.89 -0.17-0.37-0.51-0.62-0.66 -0.7-0.73-0.748-0.764-0.769K2.90952.1685 1.25651.08550.83850.64850.5155 .411 .373 .3350.30650.28940.27420.2694515SV62062005700420037003200270022001700120070020099.56.0899.999.9599.987.00002.0000.51.00047.000800.050.199.993.0004700520040909860203050251-300SSV频率15p3.81.010.540.310.13-0.15-0.35-0.51-0.63-0.68-0.72-0.77-0.795-0.82-0.831K2.90952.1970.85750.66750.51550.40150.3540.3160.26850.244750.2210.21055Q3782.352856.1867.75670.15521.95460.2410.8349.05318.175287.3273.715SV662005700420037003200270022001700120070020099.56.0899.999.9599.987.0002.0000.51.0000.050.199.993.0004700520040909860203050251-300VC=2.4)计算设计洪水。S洪水为典型。如下表所示,试按同频率放大法球该站p=1％的设计洪(某站1969年7月一次典型洪水过程)洪峰流量洪峰流量洪峰流量4.0.006.00.007.20.004.12.006.4.00708.0.005.0.006.8.008.4.005.4.006.11.008.11.005.12.006.20.009.0.005.14.30507.0.009.5.005.15.30807.5.009.13.0099.35.16.30807.16.005.21.007.19.0088.1 Q-T关系图Q-T关系图250020000000003000000000000000根据QT关系图可知:W=(Q0+Q+Q++Q+Qn)×Δt212n-12i量p(m³／分(亿m³)时(亿m³)2。55(1)、计算各时段的放大倍比：Q(2)、把放大倍比按其控制时间相应的填入下表(某水文站p=1％设计洪水过程线计算(h(h)放大倍比放大流量修匀流量(m³/s)1.61128.8128.8128.81.61112.7112.7112.71.61/1.88193.2225.61941.88/1.13488.8293.82941.132020.442020.442020.441.132429.52429.52429.51.13/1.282463.42790.427901.132350.42350.423501.131186.51186.51186.51.137917917911.13/1.88531.1883.67071.88627.92627.926101.88522.64522.645101.88402.32402.32402.321.88432.4432.4432.41.884704704701.88306.44306.44306.441.88298.92298.92298.921.88306.44306.4430