（1 重庆交通大学土木建筑学院， 重庆 400074；

2 招商局重庆交通科研设计院有限公司， 重庆 400067）

［摘要］为研究后植大直径锚栓系统的锚固性能，采用非线性数值分析和试验对比的方法，对其传力机理、破坏模式、粘结剪应力和承载能力等问题进行研究。结果表明：后植大直径锚栓的破坏模式表现为浅层锥体（或双锥体）和深部粘结破坏的混合模式；其粘结剪应力在承受较小轴向荷载时符合基于弹性理论的双曲函数分布，在接近极限荷载时趋于均匀分布，但粘结剪应力明显随锚栓直径的增大而减小。采用CCD修正公式来估算的后植大直径锚栓的承载能力与试验结果吻合较好。

［关键词］粘结剪应力； 后植大直径锚栓； 破坏模式； 承载能力

中图分类号：TU4769      文献标识码：A     文章编号：1002-848X(2015)02-0036-05

Nonlinear numerical analysis and experiment comparison of postinstalled largediameter anchor

Zhao Ningyu1, Chen Zhuo2

（1 School of Civil Engineering & Architecture, Chongqing Jiaotong University, Chongqing 400074, China;

2 China Merchants Chongqing Communications Research & Design Institute Co., Ltd., Chongqing 400067, China）

Abstract:To study the anchorage performance of postinstalled largediameter anchor system, the comparison method of nonlinear numerical analysis and experiment were adopted to study force transfer mechanism, failure mode, bond shear stress and bearing capacity. The results show that the failure form of postinstalled largediameter anchor is a mixed form of shallow cone (or double cone) and deep bond failure. The bond shear stress distribution accords with hyperbolic function based on the elasticity theory under the small axial load. The bond shear stress distributes more evenly when ultimate load is closely reached, but significantly decreases with the increase of the anchor diameter. The bearing capacity of postinstalled largediameter anchor estimated with the CCD modified formula is in good agreement with that of experimental result.

Keywords:bond shear stress;  post\|installed largediameter anchor; failure mode; bearing capacity

*国家自然科学基金项目（5117849），重庆市自然科学基金（cstc2013jcyjA30019）。

作者简介：赵宁雨，博士，讲师，Email：zny2008@163.com。

参考文献

［1］JGJ 145—2013 混凝土结构后锚固技术规程［S］.北京：中国建筑工业出版社，2013.

［2］ELIGEHAUSEN R,

BALOGH T. Behavior of fasteners loaded in tension in craked reinforced concrete［J］. Structural Journal,  ACI, 1995, 92(3):365\|379.

［3］DOERR G T. Adhension anchors: behavior and spacing requirements［R］. Austin，1989.

［4］郭战胜，邹超英. 化学粘结栓的弹性分析及设计建议［J］.哈尔滨建筑大学学报:自然科学版, 2002, 4(3):3639.

［5］COOK R A. Behavior of chemically bonded anchors［J］.  Structural Engineering, ASCE, 1993, 119(9):2744262.

［6］ELIGEHAUSEN R, COOK R A, APPL J. Behavior and design adhesive bonded anchors［J］.  Structural Journal, ACI, 2006， 103(6):822831.

［7］ACI31805 Building code requirements for structural concrete and commentary［S］. Farmington Hills: American Concrete Institute, 2005.

［8］MACVAY MICHAEL, COOK RONALD A. Pullout simulation of postinstalled chemically bonded anchors［J］. Structural Engineering， ASCE, 1996,122(9):10161024.

［9］Dassault Systèmes Simulia Corp. ABAQUS scripting reference manual version 68 ［M］.Pawtucket: ABAQUS Inc.， 2008.

［10］张劲，王庆扬，胡守营，等.ABAQUS混凝土损伤塑性模型参数验证［J］.建筑结

［11］ZAVLIARIS K D. An experimental study of adhesively bonded anchorages in concrete［J］. Magazine of Concrete Research, 1996, 175 (48):7993.

［12］YANG KEUNHYEOK, ASHRAF F, ASHOUR. Mechanism analysis for concrete breakout capacity of single anchors in tension［J］. Structural Journal,  ACI, 2008,105(5):609616.

［13］FUCHS W, ELIGEHAUSEN R, BREEN J E. Concrete capacity design (CCD) approach for