| 含充填节理软硬互层岩体的动态力学性质和破坏特征分析 |
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| 引用本文：王镇森,荣传新,施鑫,苏晴晴,安刚建.2026.含充填节理软硬互层岩体的动态力学性质和破坏特征分析[J].地球学报,47(4):911-925. |
| DOI：10.3975/cagsb.2026.030211 |
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| 基金项目:本文由国家自然科学基金项目(编号: 51878005)资助。 |
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| 中文摘要:为保障西部山区隧道工程的安全施工和稳定维护, 对岩体中广泛存在的含充填节理软硬互层结构展开研究, 探究其力学性质与破坏模式。采用分离式霍普金森杆(SHPB)并结合图像相关技术(DIC)展开分析, 探究充填节理厚度及软硬岩厚度比对岩体动力学性质和破坏特征的影响。随着软硬岩厚度比与充填节理厚度的增大, 岩体的动态抗压强度递减, 同时, 其峰值应变呈递增趋势。随着软硬岩厚度比的增加, 岩体的吸收能密度先增大后减小; 而充填节理厚度与吸收能密度呈负相关。软硬岩厚度比为1:1时, 充填节理厚度控制试件的破坏顺序, 随着充填节理厚度增加, 试件由软岩层率先破坏(0 mm)转变为软硬岩层与充填节理同时起裂(2.5 mm、5 mm), 又转变为充填节理先破坏(10 mm)。破坏模式受充填节理厚度与软硬岩厚度比共同影响, 软硬岩厚度比为1:1时, 充填节理厚度为0~5 mm的试件发生拉伸破坏; 充填节理厚度为10 mm的试件以充填节理受压并产生凸起破坏为主; 软硬岩厚度比为2:1、3:1、4:1的试件破坏模式均为拉伸-剪切复合破坏。此外, 随着充填节理厚度的增加, 充填节理的破坏模式由受压转变为受拉; 而软岩占比的增加则显著抑制了充填节理的侧向拉伸变形。 |
| 中文关键词:岩石动力学 充填节理厚度 软硬岩厚度比 DIC分析 破坏模式 |
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| Study on the Dynamic Mechanical Properties and Failure Mechanism of Hard-soft Interbedded Rock Mass with Filled Joints |
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| Abstract:To ensure the safe construction and stable maintenance of tunnel projects in western mountainous regions, this study investigates the mechanical properties and failure modes of soft-hard interbedded rock structures containing filled joints, which are widely distributed in such rock masses. The Split Hopkinson Pressure Bar (SHPB) system combined with Digital Image Correlation (DIC) technology was employed to analyze the effects of filled joint thickness and the soft-hard rock thickness ratio on the dynamic mechanical properties and failure characteristics of the rock mass. The results indicate that as the soft-hard rock thickness ratio and filled joint thickness increase, the dynamic compressive strength of the rock mass decreases, while the peak strain shows an increasing trend. With an increasing soft-hard rock thickness ratio, the absorbed energy density initially increases and then decreases; conversely, the filled joint thickness is negatively correlated with the absorbed energy density. When the soft-hard rock thickness ratio is 1:1, the filled joint thickness controls the failure sequence: as the thickness increases, the failure sequence evolves from the initial failure of the soft rock layer (0 mm) to the simultaneous cracking of the soft-hard rock layers and the filled joint (2.5 mm and 5 mm), and finally to the prior failure of the filled joint (10 mm). The failure mode is jointly influenced by the filled joint thickness and the soft-hard rock thickness ratio. At a ratio of 1:1, specimens with joint thicknesses of 0–5 mm undergo tensile failure, while those with a thickness of 10 mm primarily exhibit compression of the filled joint accompanied by bulging. For specimens with ratios of 2:1, 3:1, and 4:1, the failure mode is a tensile-shear composite failure. Furthermore, with the increase in filled joint thickness, the failure mode of the filled joint transitions from compression to tension; whereas an increase in the proportion of soft rock significantly inhibits the lateral tensile deformation of the filled joint. |
| keywords:rock dynamics filled joint thickness soft-hard rock layer thickness ratio DIC failure mode |
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