| 节理峰值后归一化位移软化模型 |
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| 引用本文： | 唐志成,夏才初,黄继辉,宋英龙.节理峰值后归一化位移软化模型[J].岩土力学,2011,32(7):2013-2016. |
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| 作者姓名： | 唐志成 夏才初 黄继辉 宋英龙 |
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| 作者单位： | 同济大学 岩土及地下工程教育部重点实验室 岩石力学与工程研究中心,上海 200092;同济大学 地下建筑与工程系,上海 200092 |
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| 基金项目： | 国家自然科学基金资助项目 |
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| 摘 要： | 切向荷载作用下贯通节理岩体峰值强度后的剪切应力、位移变形规律一般呈双曲线形式发展,即峰值后强度衰减速率逐步变小而趋于0,到达残余强度。直剪试验表明,非贯通节理岩体峰值后剪切应力、位移呈"S"型趋势发展,即强度衰减速率先是逐步增大,到达一定程度后逐步减少,最后趋于稳定达到残余强度值。贯通节理岩体峰值强度后的本构关系并不适合于描述该特征。提出一个新的非线性归一化位移软化本构模型,通过归一化剪切应力R与归一化剪切位移D的指数函数关系体现峰值后剪切应力、位移的发展趋势,即模型采用无量纲表达式。归一化剪切应力R是峰值后强度降τp-τ与峰值强度、残余强度差值τp-τr的比值;归一化位移D是峰值后剪切位移、峰值位移差值δ-δp与残余位移、峰值位移差值δr-δp的比值。对含不同起伏角的非贯通节理岩体在常法向荷载条件下的直剪试验数据进行拟合分析,模型预测结果与实测值具有相当高的吻合度,验证了模型的正确性。
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| 关 键 词： | 岩石力学 非贯通节理 峰值后归一化位移软化模型 归一化剪切应力 归一化位移 |
| 收稿时间： | 2010-11-03 |
Post-peak normalized displacement softening model for discontinuous rock joint |
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| TANG Zhi-cheng,XIA Cai-chu,HUANG Ji-hui,SONG Ying-long.Post-peak normalized displacement softening model for discontinuous rock joint[J].Rock and Soil Mechanics,2011,32(7):2013-2016. |
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| Authors: | TANG Zhi-cheng XIA Cai-chu HUANG Ji-hui SONG Ying-long |
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| Institution: | 1. Rock Mechanics and Engineering Research Center, Key Laboratory of Geotechnical and Underground Engineering of Ministry of Education, Tongji University, Shanghai 200092, China; 2. Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China |
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| Abstract: | Usually,a negative slope of the stress-displacement curve characterizes the post-peak behavior,where the shear strength of a joint falls to a constant value that corresponds to the residual friction resistance of the joint;it means that the decay rate decreases until to ultimate strength.But for discontinuous joint,the curve follows a S shape;it means that strength decay rate increases at the initial stage,then decreases to zero;it means residual strength arrived.So,the constitutive model used by joints is ... |
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| Keywords: | rock mechanics discontinuous joints post-peak normalized displacement softening model normalized shear strength normalized shear displacement |
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