横山粘土心墙坝施工组织设计正文

长春工程学院毕业设计（论文）长春工程学院毕业设计（论文）所以可得：Hu1250.310.51251.8mHd1250.30.70.51251.5m1.2 二期围堰堰顶高程计算.由资料可知，二期导流时段以春汛期洪水为标准，在截流时原河床已经截流，洪水只能通过上游引水隧洞下泄。引水隧洞位于坝址上游 6.5KW处，隧洞全长2589.68,隧洞断面尺寸为2X2米（宽萍0,城门洞形隧洞进口底高程1256.00米，出口底高程1252.10米。需要根据调洪演算计算出堰顶高程。导流设计流量取为 32.1m3/s,下游水位为1249.3m,当水位Hu超过1256.00米时，隧洞开始导流。全段围堰法截流后水库蓄水 0.7X04m3,水位为1250.0m,没有达到隧洞进口底高程1256.0m,隧洞不进行导流，而先进行蓄水的过程7.8038.132108008.6022103m38.138.612108009.0396103m38.619.587.8038.132108008.6022103m38.138.612108009.0396103m38.619.582108009.8226103m39.5814.2021080013.0032103m314.5020.202108003 318.73810m此时水库蓄水为59.9066X104m3大于59.5104m3,此时隧洞开始导流，进行调洪演算。当上游水位低于1258.5m,属无压流。查魏璇主编《水利水电工程组织设计指南》上册qAC.RiC1R1/6nn=0.0151256.001252.10i可由隧洞进口底高程和隧洞出口底高程与隧洞长度求得1256.001252.10 =0.0015=1.52589.682 1256.001252.102具体数据见表二HhAxRCq1256.50.5130.3359.481.331257.01.0240.5063.633.481257.51.5350.6065.695.901258.02.0460.6766.768.44当水位达到1258.5m时为有压流自由出流。查魏璇主编《水利水电工程组织设计指南》qA.2g（Hhp）112gL

C24RA一隧洞出口过水断面积H一上游水头（上游水位与隧洞出口高程 1252.1米之差）hp一出口断面的水流平均的势能hpD0.5~0.85TOC\o"1-5"\h\z若出口水流直接入大气则 0.5一从进口到出口局部损失系数之和，可查有关《水力计算手册》_ _ 2A=220.834.83mx232.328.32mRA/x4.83/8.320.58mC-R1/6 -^—0.581/6 60.88n0.015 0.3859.812589.6810.6 60.88 40.581 ――HH 1252.10q0.3854.83 29.81H1.258.24H1.25具体数据见表三水位与库容、流量关系表三库水位m1258.51259.01259.51260.01260.51261.01261.51262.0水位差m6.46.97.47.98.48.99.49.9

泄量m3/s18.018.919.720.521.322.022.723.4库水位m1262.51263.01263.51264.01264.51265.01265.51266.0水位差m10.410.911.411.912.412.913.413.9泄量m/s24.024.725.325.926.527.127.728.3库水位m1266.51267.01267.51268.01268.51269.0水位差m14.414.915.415.916.416.9泄量m/s28.829.429.930.430.931.4根据横山水库曲线表5绘制曲线如图（一）可查得各水位对应库容具体数据如表四曲线fi亿尸V/At+q/2和f2亿尸V/At-q/2的计算（At=3h=3X3600=10800s）库水位库容（万m3）下泄流量q/2v/tv/t-q/2v/t+q/2时段为125659.50055.0955.0955.0901256.572.731.060.5367.3466.8167.873125785.953.021.5179.5878.0781.0961257.599.185.542.7791.8389.0694.6091258112.48.524.26104.0799.81108.33121258.5131.083618121.37103.37139.37151259149.7537.818.9138.66119.76157.56181259.5168.4339.419.7155.95136.25175.65211260187.14120.5173.24152.74193.7424126