试验研究 2025年 第卷 第11期

DOI: 10. 7672 / sgjs2025110129

GFRP岩石锚钉锚固特性模型试验研究

孟宪伟¹,刘 毅¹,孙 涛²,高雁丽²,杨法凯²,刘召亮³,康子谦²,杨俊杰⁴

作者简介：

孟宪伟,高级工程师,E⁃mail: mxw63929637@ 163. com

作者单位：

1. 青岛瑞源工程集团有限公司,山东 青岛 266555; 2. 山东科技大学,山东 青岛 266590;3. 青岛第一市政工程有限公司,山东 青岛 266001; 4. 中国海洋大学环境科学与工程学院,山东 青岛 266100

基金项目：

∗国家自然科学基金面上项目(51779235);山东省自然科学基金面上项目(ZR201808040034)

摘要：

以矿山岩质边坡的锚钉为研究对象,利用 C20 混凝土模拟岩质边坡环境,通过拉拔试验研究端部扩大型GFRP 锚杆的锚固破坏过程. 试验结果表明,端部扩大型锚杆的极限抗拔承载力为普通全长黏结型锚杆的 1. 1 ~1. 3 倍. 全长黏结型锚杆荷载⁃位移曲线分为弹性阶段、塑性滑移变形阶段、破坏阶段和失效滑移阶段,端部扩大型锚杆荷载⁃位移曲线在塑性滑移变形阶段和破坏阶段之间还存在端部承载阶段. 端部扩大型锚杆锚筋⁃灌浆体界面的极限黏结强度较全长黏结型锚杆可提高 10% ~ 30%,灌浆体⁃岩体界面的极限黏结强度较全长黏结型锚杆可提高5% ~ 25%. 直接击入式锚杆在荷载较小时会发生拔出破坏,其锚杆锚筋⁃岩体界面黏结强度为全长黏结型锚杆的0. 07~ 0. 13 倍,为端部扩大型锚杆的 0. 05~ 0. 11 倍.
岩石;锚钉;拉拔试验;锚固;力学性能

English：

Taking the anchor of mine rock slope as the research object, C20 concrete is used to simulatethe environment of rock slope, and the anchorage failure process of end⁃expanded GFRP anchor isstudied by pull⁃out test. The test results indicate that the ultimate uplift bearing capacity of the end⁃expanded anchor is 1. 1~1. 3 times that of the ordinary full⁃length bonded anchor. The load⁃displacementcurve of the full⁃length bonded anchor can be divided into elastic stage, plastic slip deformation stage,failure stage and failure slip stage. The load⁃displacement curve of the end⁃expanded anchor also has anend resistance stage between the plastic slip deformation stage and the failure stage. The ultimate bondstrength of the end⁃expanded anchor bar⁃grouting body interface can be increased by 10% ~ 30%compared with the full⁃length bonding anchor. And the ultimate bond strength of the grouting body⁃rockmass interface can be increased by 5% ~25% compared with the full⁃length bonding anchor. The pull⁃outfailure of the direct⁃impact anchor occurs when the load is small. The bond strength of the anchor⁃rockinterface is 0. 07~ 0. 13 times that of the full⁃length bonded anchor, and 0. 05 ~ 0. 11 times that of theend⁃expanded anchor.