锚固结构界面失效机制及其界面模型研究进展

张玉伟; 节金浦; 宋战平; 孙引浩; 成涛

doi:10.3973/j.issn.2096-4498.2024.S2.004

隧道建设 >

2024 , Vol. 44 >Issue S2: 36 - 50

DOI: https://doi.org/10.3973/j.issn.2096-4498.2024.S2.004

综述

锚固结构界面失效机制及其界面模型研究进展

张玉伟 ,
节金浦 ,
宋战平 ,
孙引浩 ,
成涛

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（1. 西安建筑科技大学土木工程学院, 陕西西安 710055； 2. 陕西省岩土与地下空间工程重点实验室, 西安 710055；3. 西安建筑科技大学基础设施智能建造研究院, 陕西西安 710055； 4. 中铁二十局集团第一工程有限公司, 江苏苏州 215000； 5. 中铁北京工程局集团第一工程有限公司, 陕西西安 710100）

张玉伟(1989—)，男，山东淄博人，2017年毕业于长安大学，桥梁与隧道工程专业，博士，副教授，研究方向为岩土与隧道工程。 E-mail: zhangyuwei@xauat.edu.cn。*通信作者：宋战平， E-mail： songzhpyt@xauat.edu.cn。

网络出版日期: 2024-12-20

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Research Progress on Interface Failure Mechanism and Constitutive Model of Anchorage Structure

ZHANG Yuwei ,
JIE Jinpu ,
SONG Zhanping ,
SUN Yinhao ,
CHENG Tao

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(1. School of Civil Engineering, Xi′an University of Architecture and Technology, Xi′an 710055, Shaanxi, China; 2. Shaanxi Key Laboratory of Geotechnical and Underground Space Engineering, Xi′an 710055, Shaanxi, China; 3. Institute of Tunnel and Underground Structural Engineering, Xi′an University of Architecture and Technology, Xi′an 710055, Shaanxi, China; 4. China Railway 20th Bureau Group First Engineering Co., Ltd., Suzhou 215000, Jiangsu, China; 5. China Railway Beijing Engineering Bureau Group First Engineering Co., Ltd., Xi′an 710100, Shaanxi, China)

Online published: 2024-12-20

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摘要

在对国内外大量文献综合分析的基础上，根据锚固理论发展历程将其分为2个阶段，总结岩体锚固理论及4种失效方式，表明锚固结构主要以锚杆-锚固剂界面滑脱失效为主，并针对锚固结构失效方式破坏特征提出相应的防治措施；指出锚固界面荷载传递机制中构建的锚固界面模型主要为剪切滑移模型和剪滞模型，认为非线性剪切滑移模型为分析锚固界面荷载传递机制的主流模型，并剖析界面模型的影响参数，从而明确锚固界面应力分布规律为界面剪应力沿锚固长度呈非线性分布；梳理锚固结构数值模拟方法及其适用性，发现基于连续-离散耦合方法探究锚固界面力学，考虑锚固结构材料多样性，具有较大优势和发展，并对多监测系统锚固结构室内和现场拉拔试验方面提出建议；最后对锚固界面力学方面的理论推导、数值分析及拉拔试验等探究方式进行讨论和展望。

关键词： 锚固理论; 失效方式; 荷载传递机制; 剪切滑移模型; 数值模拟

本文引用格式

张玉伟 , 节金浦 , 宋战平 , 孙引浩 , 成涛 . 锚固结构界面失效机制及其界面模型研究进展[J]. 隧道建设, 2024 , 44(S2) : 36 -50 . DOI: 10.3973/j.issn.2096-4498.2024.S2.004

Abstract

Based on comprehensive analysis of a large number of literatures in China and abroad, the authors divide the development of anchorage theory into two stages, and summarize the anchorage theory of rock mass and four failure modes. The primary failure of the anchorage structure is slip failure of bolt-anchorage agent interface. According to the failure characteristics of anchorage structure failure mode, corresponding prevention and control measures are put forward. It is pointed out that the anchorage interface model constructed in the load transfer mechanism of anchorage interface is mainly shear slip model and shear lag model. The nonlinear shear slip model is considered as the mainstream model for the load transfer mechanism of anchorage interface. The influence parameters of interface model are analyzed, determining that the stress distribution pattern of the anchorage interface is that the interface shear stress is nonlinearly distributed along the anchorage length. The numerical simulation method and its applicability of the anchorage structure are sorted out. It is found that the anchorage interface mechanics explored based on the continuous-discrete coupling method while considering the diversity of the anchorage structure materials has great advantages and is worth popularizing. Suggestions on the indoor and on-site pull-out test of the anchorage structure of the multi-monitoring system are proposed. Finally, discussions and prospects are made on the theoretical derivation, numerical analysis, and pull-out test of the anchorage interface mechanics.

Key words： anchorage theory; failure mode; load transfer mechanism; shear slip model; numerical simulation

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