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1、某混凝土重力坝施工导流设计一、工程概况本水库是该流域水利水电建设规划中的主体工程之一。坝址位于某乡上游3km处，控制流域面积317km2,坝址处多年平均流量11.1m3/s,年径流总量3.5X108m。本工程是一座兼有防洪、灌溉、发电、水产养殖效益的综合开发的水利枢纽工程。工程总库容为1.6X108m,正常高水位130.0m,死水位112.0m,设计洪水位130.74m,校核洪水位132.4m,水库有效库容达1.0X108m,为年调节性水库。该工程拦河坝的坝型为砼重力坝，电站布置在河床右侧的非溢流坝段的后面，为坝后式布置，坝顶全长315m坝顶高程135m其中左非溢流坝坝段长度为100m溢流坝段
2、长度为48m右非溢流坝段长度167m溢流坝段布置在河床中部偏左岸,设有3孔6mX12m的弧形工作闸门，堰顶高程124m坝底最大宽度为54m消能方式为挑流消能，在坝后式厂房处，非溢流坝段的最大底度为46.6m,厂房最大宽度为13.7m,厂坝联结段为4m。电站装机容量为2X3200KW引水压力钢管设在非溢流坝段内，进水口底板高程为95.0m,管径1.75m,采用单机供水的布置方式。水轮机安装高程85.0m,设计工作水头36.0m,最大工作水头45.0m,最小工作水头27.0m。工程枢纽处地形及工程布置见图1。二、基本资料1. 工程水文资料该水库库容在1x108m以上,主坝工程为二级建筑物,坝址设计
3、洪水过程线,是根据上游3km处水文观测站实测某年最大一次洪水典型加以修正，以洪峰、洪量控制进行放大而得。现将各设计频率洪水过程线、施工设计洪水等水文资料列于表1表5。表1坝址设计洪水过程线单位：m3/s频率时间1%2%5%10%20%、频率时间1%2%5%10%20%0101010556013810710681596178152184146112668772615741126606004383682767250444230281811601340996723504783527261817249237806344743668425191512113048241534030924090201410
4、553667558852942334396101042342406308253208102748209276218175133洪量(亿m3)1.261.090.870.690.535421118016311888表2施工设计洪水成果单位：m3/s-频率(%)分期251020全年施工13409967325047月次年4月1150860r6004009月次年3月31623517511910月次年3月2631861338610月次年4月319252206157表3水文站实测历年月平均流量单位：m3/s123456789101112合计年平均1965.78.4220.211.43.3815.18.81
5、8.5716.47.513.092.97142.211.82851964.75.8718.811.61.8724.611.26.7612.312.519.48.02154.412.933819617.12.210.815.945.874.251.320.96.134.153.203.97266.022.24551963.04.198.4016.821.659.311.111.25.793.303.072.72150.412.55591962.93.7610.513.635.517.58.425.993.353.052.522.30107.48.956211964.35.627.2819.230
6、.810.38.1214.83.925.153.713.46114.69.557061963.14.208.6823.347.921.411.55.054.274.773.152.71140.011.78251963.016.36.917.5512.027.78.425.212.582.304.683.40100.28.34971975.03.118.4012.122.028.07.226.805.643.554.163.38109.39.110581973.39.0515.915.212.827.08.3210.816.04.986.264.30131.911.01671973.82.955
7、.2514.630.444.815.95.204.526.695.903.58143.312.02571972.72.622.684.2121.312.811.07.083.623.275.363.3380.026.67351976.36.777.6114.210.922.88.609.273.013.822.892.6296.888.07491972.23.264.3515.68.7913.38.116.916.425.785.846.3986.897.24541975.17.948.0526.613.525.132.77.453.134.363.453.07140.411.76381972
8、.54.7510.313.850.036.216.813.05.104.065.193.37165.013.87291972.83.029.0612.314.87.887.445.354.043.972.984.5078.156.51811976.9178.6906.7010.817.826.529.631.922.19.257.635.593.86314.91983.24.2013.518.529.726.436.611.119.68.857.717.99187.315.70491984.6115.7116.567.509.7121.938.28.597.624.603.342.352.33
9、99.651981.98.624.645.5615.217.77.5918.110.97.0613.66.98117.99.83283合95.130.200.299.523.579.309.209.150.110.114.85.22807.234.计01106538988542957090752812平均4.526.209.5214.324.9427.6114.749.597.175.245.444.06133.6811.14表4坝址水位一流量关系曲线水位（m）84.384.685.086.087.088.089.090.091.092.093.0流量(m/s)0550220500855128
10、01730237029903630表5水库容积曲线咼程（m）9095100105110115120125130135面积（km2）0.1460.9551.7682.6323.4404.3505.2816.2877.2068.088容积（万m3）027595620603574552279351083014200180202. 坝址地形地质条件（1）左岸：地形自然坡度为1:1.52.0,覆盖层23m，全风化带厚35m，强风化加弱风化带厚5m，微风化厚4m。（2）河床：岩面较平整。冲积沙砾层厚约01.5m,弱风化层厚1m左右，微风化层厚36m。河床纵剖面地形中，迎水面坝踵处岩面高程约在86m左右，背水面坝趾处岩面高程约在83.5m左右。距坝趾下游15m处有一深潭。高程约81m，整个河床皆为微、弱风化的花岗岩组成，致密坚硬，强度高，抗冲能力强。（3）左岸：地形自然坡度为1：2左右，覆盖层46m，全风化带厚68m，强风化带厚24m,弱风
