顺层边坡岩体结构的不稳定性态研究
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摘要
针对顺层边坡岩体结构的初始缺陷特性和非完善屈曲特征,应用初始后屈曲理论和突变理论探讨了缺陷结构的后屈曲性态,分别以载荷和位移的形式确定了边坡结构分岔点附近的邻域,建立了边坡结构溃屈破坏和剪切滑动的判据,并以雅砻江下游的霸王山边坡为例给出了工程实例。研究结果表明:位能增量泛函中表征结构初始缺陷的零阶余项与尖点突变模型中的剖分因子之间具有确定的关系;顺层边坡岩体结构在其分岔点处的载荷临界值是由其突变模型的分岔集确定的;只有考虑了岩体边坡的实际缺陷,才可得出其溃屈破坏和剪切滑动的极限值。
Considering the original defect and imperfection buckling characteristics for side slope with bedding rock mass,the post-buckling behavior of defect structure is studied by using the initial post-buckling theory and the cusp catastrophic model,which derives a region near the bifurcation point expressed by the load and displacement.The criteria for buckling failure and shearing slip of rock mass bedding slope are proposed,and an application example of Bawang Mountain slope located in the lower reaches of Yalu River is given.The results indicate that the zero order remainder expressing the original defect in the potential energy incremental function has determined the relation with the ripping factor in the cusp catastrophic model.The critical value at bifurcation point of the side slope with bedding rock mass is determined by its bifurcation set.The critical values of the real significant buckling failure and shearing slip can be obtained only if considering the actual defect for the side slope with bedding rock mass.
Considering the original defect and imperfection buckling characteristics for side slope with bedding rock mass,the post-buckling behavior of defect structure is studied by using the initial post-buckling theory and the cusp catastrophic model,which derives a region near the bifurcation point expressed by the load and displacement.The criteria for buckling failure and shearing slip of rock mass bedding slope are proposed,and an application example of Bawang Mountain slope located in the lower reaches of Yalu River is given.The results indicate that the zero order remainder expressing the original defect in the potential energy incremental function has determined the relation with the ripping factor in the cusp catastrophic model.The critical value at bifurcation point of the side slope with bedding rock mass is determined by its bifurcation set.The critical values of the real significant buckling failure and shearing slip can be obtained only if considering the actual defect for the side slope with bedding rock mass.
引文
[1]李云鹏,杨治林,王芝银.顺层边坡岩体结构稳定性位移理论[J].岩石力学与工程学报,2000,19(6):747–750.(LI Yun-peng,YANG Zhi-lin,WANG Zhi-yin.Displacement theory of structure stability for rock mass bedding slope[J].Chinese Journal of Rock Mechanics and Engineering,2000,19(6):747–750.(in Chinese))
[2]杨治林.顺层边坡岩体结构的模态幅值研究[J].岩土力学,2003,24(5):764–770.(YANG Zhi-lin.Research on mode amplitude for side slope with stratified rock msaa[J].Rock and Soil Mechanics,2003,24(5):764–770.(in Chinese))
[3]邓荣贵,周德培,李安洪,等.顺层岩质边坡不稳定岩层临界长度分析[J].岩土工程学报,2002,24(2):178–182.(DENG Rong-gui,ZHOU De-pei,LI An-hong,et al.On the critical length of unstable rock stratum on bedrock slope[J].Chinese Jounal of Geotechnical Engineering,2002,24(2):178–182.(in Chinese))
[4]朱晗迓,马美玲,尚岳全.顺倾向层状岩质边坡溃屈破坏分析[J].浙江大学学报(工学版),2004,38(9):1144–1149.(ZHU Han-ya,MA Mei-ling,SHANG Yue-quan.Analysis of buckling failure of consequent rock slope[J].Journal of Zhejiang University(Engineering Science),2004,38(9):1144–1149.(in Chinese))
[5]杨治林.层状边坡岩体结构的后屈曲[J].长安大学学报,2005,25(2):73–76.(YANG Zhi-lin.Post-buckling for side slop with stratified rock mass[J].Journal of Chang’an University,2005,25(2):73–76.(in Chinese))
[6]杨治林,韩江水.顺层边坡岩体初始后屈曲性态及其缺陷敏感性[J].西安科技大学学报,2006,26(4):576–579.(YANG Zhi-lin,HAN Jang-shui.Initial post-buckling behavior and imperfection sensitivity for side slope with bedding rock mass[J].Journal of Xi’an University of Science and Technology,2006,26(4):576–579.(in Chinese))
[7]ROSS C T F,SADLER J R.Inelastic shell instability of thin-walled circular cylinders under external hydrostatic pressure[J].Ocean Engineering,2000,27:765–774.
[8]ROSS C T F,JOHNS C T.Plastic axis-symmetric collapse of thin-walled circular cylinders and cones under uniform external pressure[J].Thin-Walled Structures,1998,30:35–54.
[9]肖远.用岩层梁代替岩层板分析顺层岩体边坡结构变形破坏的条件[C]//第二届全国工程地质力学青年学术讨论会论文集.北京:地震出版社,1992.(XIAO Yuan.Conditions replaced rock plate by rock beam for structural deformation and failure of bedding rock slope[C]//Proceedings of the 2nd National Youth Academic Conference on Engineering Geology Mechanics.Beijing:Earthquake Press,1992.(in Chinese))
[10]李云鹏,安晓宁,王芝银.考虑不同拉压特性边坡岩体结构稳定性位移判据[J].西安公路交通大学学报,1999,19(4):15–17.(LI Yun-peng,AN Xiao-ning,WANG Zhi-yin.Displacement criterion of structure stability for rock mass slope by considering different tensile-compressive behavior[J].Journal of Xi’an Highway University,1999,19(4):15–17.(in Chinese))
[11]范钦珊.初始后屈曲理论及其应用[C]//中国力学学会,等.材料和结构的不稳定性.北京:科学出社,1993.(FANQin-shan.Theory of initial post-buckling and its applications in engineering[C]//Chinese Society of Theoretical and Applied Mechanics,et al.Instability of Material and Structure.Beijing:Science Press,1993.(in Chinese))
[12]程谦恭,胡厚田,彭建兵,等.高边坡岩体渐近性破坏黏弹塑性有限元数值模拟[J].工程地质学报,2000,8(1):25–30.(CHENG Qian-gong,HU Hou-tian,PENG Jian-bing,et al.Visco-elastoplastic finite element simulation of progressive failure of high-sleep rock slope[J].Journal of Engineering Geology,2000,8(1):25–30.(in Chinese))
[13]孙广忠.岩体结构力学[M].北京:科学出版社,1988:356–369.(SUN Guang-zhong.Structure mechanics for rock mass[M].Beijing:Science Press,1988:356–369.(in Chinese))
[2]杨治林.顺层边坡岩体结构的模态幅值研究[J].岩土力学,2003,24(5):764–770.(YANG Zhi-lin.Research on mode amplitude for side slope with stratified rock msaa[J].Rock and Soil Mechanics,2003,24(5):764–770.(in Chinese))
[3]邓荣贵,周德培,李安洪,等.顺层岩质边坡不稳定岩层临界长度分析[J].岩土工程学报,2002,24(2):178–182.(DENG Rong-gui,ZHOU De-pei,LI An-hong,et al.On the critical length of unstable rock stratum on bedrock slope[J].Chinese Jounal of Geotechnical Engineering,2002,24(2):178–182.(in Chinese))
[4]朱晗迓,马美玲,尚岳全.顺倾向层状岩质边坡溃屈破坏分析[J].浙江大学学报(工学版),2004,38(9):1144–1149.(ZHU Han-ya,MA Mei-ling,SHANG Yue-quan.Analysis of buckling failure of consequent rock slope[J].Journal of Zhejiang University(Engineering Science),2004,38(9):1144–1149.(in Chinese))
[5]杨治林.层状边坡岩体结构的后屈曲[J].长安大学学报,2005,25(2):73–76.(YANG Zhi-lin.Post-buckling for side slop with stratified rock mass[J].Journal of Chang’an University,2005,25(2):73–76.(in Chinese))
[6]杨治林,韩江水.顺层边坡岩体初始后屈曲性态及其缺陷敏感性[J].西安科技大学学报,2006,26(4):576–579.(YANG Zhi-lin,HAN Jang-shui.Initial post-buckling behavior and imperfection sensitivity for side slope with bedding rock mass[J].Journal of Xi’an University of Science and Technology,2006,26(4):576–579.(in Chinese))
[7]ROSS C T F,SADLER J R.Inelastic shell instability of thin-walled circular cylinders under external hydrostatic pressure[J].Ocean Engineering,2000,27:765–774.
[8]ROSS C T F,JOHNS C T.Plastic axis-symmetric collapse of thin-walled circular cylinders and cones under uniform external pressure[J].Thin-Walled Structures,1998,30:35–54.
[9]肖远.用岩层梁代替岩层板分析顺层岩体边坡结构变形破坏的条件[C]//第二届全国工程地质力学青年学术讨论会论文集.北京:地震出版社,1992.(XIAO Yuan.Conditions replaced rock plate by rock beam for structural deformation and failure of bedding rock slope[C]//Proceedings of the 2nd National Youth Academic Conference on Engineering Geology Mechanics.Beijing:Earthquake Press,1992.(in Chinese))
[10]李云鹏,安晓宁,王芝银.考虑不同拉压特性边坡岩体结构稳定性位移判据[J].西安公路交通大学学报,1999,19(4):15–17.(LI Yun-peng,AN Xiao-ning,WANG Zhi-yin.Displacement criterion of structure stability for rock mass slope by considering different tensile-compressive behavior[J].Journal of Xi’an Highway University,1999,19(4):15–17.(in Chinese))
[11]范钦珊.初始后屈曲理论及其应用[C]//中国力学学会,等.材料和结构的不稳定性.北京:科学出社,1993.(FANQin-shan.Theory of initial post-buckling and its applications in engineering[C]//Chinese Society of Theoretical and Applied Mechanics,et al.Instability of Material and Structure.Beijing:Science Press,1993.(in Chinese))
[12]程谦恭,胡厚田,彭建兵,等.高边坡岩体渐近性破坏黏弹塑性有限元数值模拟[J].工程地质学报,2000,8(1):25–30.(CHENG Qian-gong,HU Hou-tian,PENG Jian-bing,et al.Visco-elastoplastic finite element simulation of progressive failure of high-sleep rock slope[J].Journal of Engineering Geology,2000,8(1):25–30.(in Chinese))
[13]孙广忠.岩体结构力学[M].北京:科学出版社,1988:356–369.(SUN Guang-zhong.Structure mechanics for rock mass[M].Beijing:Science Press,1988:356–369.(in Chinese))
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