裂隙封护土遗址压力型锚固系统界面应力传递与承载性能解析方法 -

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裂隙封护土遗址压力型锚固系统界面应力传递与承载性能解析方法

doi:10.6052/0459-1879-23-340

芦苇^{*, †,},
孙浩朗^†,
李东波^{*, †},
闫笑琦^†,
王奕妃^†

*.
西部绿色建筑国家重点实验室/西安建筑科技大学, 陕西西安710055
†.
西安建筑科技大学理学院, 陕西西安710055

基金项目:国家自然科学基金项目(No. 52378195, 52008332, 51878547), 中国博士后基金地区专项支持计划项目(No. 2021M693877), 西部绿色建筑国家重点实验室自主研究课题基金(No. LSZZ202225), 西安建筑科技大学前沿交叉领域培育专项(No. X20220074)

详细信息

通讯作者:
芦苇, 男, 博士, 副教授, 主要研究方向为古建筑古遗址加固保护. E-mail: luwei @xauat.edu.cn

中图分类号:O34
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- 被引次数:0
出版历程
- 网络出版日期:2023-10-31

ANALYTICAL METHOD OF INTERFACIAL STRESS TRANSFER AND BEARING CAPACITY OF PRESSURE-TYPE ANCHORAGE SYSTEM AT EARTHEN SITE WITH CRACK SEALED BY GROUTING

Lu Wei^{*, †,},
Sun Haolang^†,
Li Dongbo^{*, †},
Yan Xiaoqi^†,
Wang Yifei^†

*.
State Key Laboratory of Green Building in Western China, Xian University of Architecture & Technology, Xi’an 710055, China
†.
College of Science, Xi'an University of Architecture & Technology, Xi’an 710055, China

摘要

摘要:土遗址锚固工程中, 压力型锚杆相比于全长粘结拉力型锚杆而言具有高承载力和耐易溶盐侵蚀的优势, 但由于此类锚固系统传力机理尚不明确, 导致其在实际工程中的应用受到严重制约. 本文将遗址稳定体内锚固段分为弹性压缩段和粘结−滑移段两部分, 分别基于线性弹簧和浆体/土体界面粘结−滑移强化型本构建立简化力学模型, 对界面粘结−滑移全过程, 即弹性阶段、弹性−强化阶段和强化阶段进行理论解析, 推导了各阶段对应的位移、应变以及剪应力分布等计算公式, 给出了压力型锚杆极限抗拔承载力解析解. 结果表明, 峰值荷载前荷载−位移曲线理论值与试验值吻合较好; 弹性压缩段占比与锚固长度对荷载−位移关系的影响主要体现在弹性-强化阶段. 参数敏感度分析表明, 忽略弹性压缩段影响时, 锚固长度与极限承载力线性相关; 浆体弹性模量主要影响界面应力随荷载增加时的传递进程, 对承载力影响有限; 粘结−滑移模型的剪应力峰值对承载力有显著影响. 该解析方法对土遗址压力型锚杆锚固系统传力过程分析具有良好适用性.
- 压力型锚杆/
- 浆体/土体界面/
- 粘结−滑移模型/
- 承载力/
- 土遗址锚固
Abstract:In the anchorage engineering of earthen site, the pressure-type anchor compared with full-range grouted tension-type anchor possesses better bearing capacity and corrosion resistance. However, the application and development of pressure-type anchor in practical anchorage engineering of earthen site are seriously restricted, because the stress transmission mechanism of this type of anchorage system is not clear. Anchorage section in stable soil of earthen site is divided into two parts including elastic compression section and bond-slip section. The mechanical model of elastic compression section is simplified based on linear spring, while the mechanical model of bond-slip section is simplified based on hardened constituent of bond-slip at grout-soil interface. The whole process of bond-slip at the interface under the reinforcement model, which can be divided into elastic stage, elastic-hardened stage and hardened stage, was analyzed. The displacement of pressure plate, strain of grout, distribution of shear stress of grout-soil interface at each stage are derived, while the analytical solution of ultimate pull-out capacity of pressure-type anchor is given. The results show that the values which were calculated with theory of this paper of the load-displacement curve before peak load are in line with the values which were obtained from experiment. The influences of the ratio of elastic compression section is mainly reflected in elastic-hardened stage. From the parametric analysis, anchorage length is linearly related to ultimate bearing capacity, with the neglect of elastic compression section. The elastic modulus of grout mainly has influence on the stress transmission progress at interface, and has a limited impact on bearing capacity. Compared with the elastic modulus of grout, the peak value of shear stress of bond-slip model has a much greater influence on bearing capacity. This analytical method has good applicability to the analysis of the stress transmission process of pressure-type anchor used in earthen site.
- pressure-type anchor/
- grout/soil interface/
- bond-slip model/
- bearing capacity/
- earthen site anchorage

HTML全文

图 1含纵向裂隙土遗址压力型锚杆锚固示意

Figure 1.Schematic of earthen site with longitudinal crack reinforced with pressure-type anchors

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图 2土遗址加固工程中压力型锚杆计算模型简化示意

Figure 2.Simplification of calculation model of pressure-type anchor in anchorage engineering of earthen site

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图 3压力型锚杆浆体/土体界面微段受力平衡关系

Figure 3.Stress balance between grout/soil interface of pressure-type anchor

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图 4浆体/土体界面应变强化型粘结−滑移模型

Figure 4.Strain hardening bond-slip model of grout-soil interface

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图 5压力型锚杆拉拔过程界面传力的3个阶段

Figure 5.Three states of force transfer in pull-out process of pressure-type anchor

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图 6锚固系统粘结−滑移全过程荷载-位移关系以及界面剪应力分布变化

Figure 6.Load-slip relationship and variation in distribution of shear stress of feature point during bond-slip process

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图 7浆体/土体界面在粘结−滑移过程中强化段长度与荷载的变化关系以及锚固长度和弹性压缩段占比对荷载−位移关系的影响 (续)

Figure 7.Variations of hardened lengths and influences of proportion of elastic compression section and anchorage length on load-slip relationship during bond-slip process of grout-soil interface (continued)

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图 8荷载−位移曲线理论值与试验值对比

Figure 8.Comparison between the analytical solution and experimental data of the load-displacement curve

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图 9压力型锚杆拉拔试验与破坏模式示意图

Figure 9.Schematic of pull-out test and destruction mode of pressure-type anchor

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图 10压力型锚杆拉拔试验荷载−位移曲线理论值与试验值对比

Figure 10.Comparison between the analytical solution and experimental data of the load-displacement curve of pressure-type anchor pull-out test

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图 11锚固长度对界面力学性能的影响

Figure 11.Influence of anchorage length on mechanical properties of interface

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图 12弹性模量对界面力学性能的影响

Figure 12.Influence of elastic modulus on mechanical properties of interface

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图 13粘结−滑移模型

Figure 13.bond-slip model

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图 14粘结−滑移模型对荷载-位移曲线与强化段长度随荷载变化关系的影响

Figure 14.Influence of bond-slip model on load-slip curve and relationship between load and hardened length

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表 1粘结−滑移模型及相关参数取值

Table 1.Values needed to define the bond-slip model

Bond-slip model	${\tau _e}$ (MPa)	${s_e}$ (mm)	${E_J}$ (MPa)	${\alpha _1}$( × 10⁻²mm⁻¹)
#1	0.4	5	300	0.422
			200	0.516
			100	0.730

#2	0.4	10	300	0.298
			200	0.365
			100	0.516

#3	0.2	10	300	0.211
			200	0.258
			100	0.365

下载: 导出CSV

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