主、次堆石区分界对面板坝应力变形影响研究
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摘要
为了更好地研究面板堆石坝主、次堆石区分界线位置对坝体、面板的应力及位移的影响,结合水布垭面板堆石坝的设计资料,通过拟定主、次堆石区分界线分别位于坝轴线上游、下游及坝轴线3种方案,在竣工期(坝体施工完毕)和蓄水期(水库蓄水到正常水位)不同工况条件下,利用ANSYS的二次开发功能进行三维非线性应力应变分析计算,得到了3种方案的坝体应力、面板应力、坝体位移、面板位移及面板垂直缝、周边缝三向位移成果,通过对3种方案的计算成果进行比较分析,确定了主、次堆石区分界线位于坝轴线下游较为合理。
In order to better investigate the effect of main,sub-rockfill zone boundary location of high concrete faced rockfill dam on stress and displacement of dam and slab,combining design data of Shuibuya Project,through drafting 3 schemes on the main,sub-rockfill zone boundaries which are located at upstream of dam axis,downstream of dam axis and dam axis respectively,and considering 2 working conditions,namely construction period(completion of dam construction) and the storage period(normal water level),we use ANSYS-APDL to conduct a 3-D non-linear stress-strain analysis for the Shuibuya Dam by Duncan E-B model.The analysis results of 3 schemes are obtained,including dam stress and displacement,slab stress and displacement,three direction displacements of slab vertical joints and peripheral joints,etc..Through comparison,we find the scheme that the boundaries are arranged at downstream of the dam axis is more reasonable.
In order to better investigate the effect of main,sub-rockfill zone boundary location of high concrete faced rockfill dam on stress and displacement of dam and slab,combining design data of Shuibuya Project,through drafting 3 schemes on the main,sub-rockfill zone boundaries which are located at upstream of dam axis,downstream of dam axis and dam axis respectively,and considering 2 working conditions,namely construction period(completion of dam construction) and the storage period(normal water level),we use ANSYS-APDL to conduct a 3-D non-linear stress-strain analysis for the Shuibuya Dam by Duncan E-B model.The analysis results of 3 schemes are obtained,including dam stress and displacement,slab stress and displacement,three direction displacements of slab vertical joints and peripheral joints,etc..Through comparison,we find the scheme that the boundaries are arranged at downstream of the dam axis is more reasonable.
引文
[1]蒋国澄.紫坪铺高混凝土面板堆石坝经受住强地震考验[N/OL].中国水利报,2008-5-20(006).
[2]马铁龙.世界高混凝土面板堆石坝的发展[G]//蒋国澄.中国混凝土面板堆石坝20年.北京:中国水利水电出版社,2005:19-27.
[3]徐泽平,邓刚.高面板堆石坝的技术进展及超高面板堆石坝关键技术问题探讨[J].水利学报,2008,39(10):1226-1234.
[4]Palmi J.Slab Performance on a FEWCFRDs and Suggested Im-provements Design Synopsis version[C]//Proceedings of Work-shop on High Dam Know how.Yichang,2007:287-300.
[5]郭诚谦,蒋剑.天生桥混凝土面板堆石坝的变形分析(上)-兼论高坝的设计[J].水利水电快报,2004,25(02):1-4,33.
[6]徐泽平.面板堆石坝应力变形特性研究[D].北京:中国水利水电科学研究院,2005.
[2]马铁龙.世界高混凝土面板堆石坝的发展[G]//蒋国澄.中国混凝土面板堆石坝20年.北京:中国水利水电出版社,2005:19-27.
[3]徐泽平,邓刚.高面板堆石坝的技术进展及超高面板堆石坝关键技术问题探讨[J].水利学报,2008,39(10):1226-1234.
[4]Palmi J.Slab Performance on a FEWCFRDs and Suggested Im-provements Design Synopsis version[C]//Proceedings of Work-shop on High Dam Know how.Yichang,2007:287-300.
[5]郭诚谦,蒋剑.天生桥混凝土面板堆石坝的变形分析(上)-兼论高坝的设计[J].水利水电快报,2004,25(02):1-4,33.
[6]徐泽平.面板堆石坝应力变形特性研究[D].北京:中国水利水电科学研究院,2005.
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