王强,胡兆杰,朱万旭,等.预应力CFRP布和高强灌浆料修复加固严重震损装配式柱地震损伤模型研究[J].河南理工大学学报(自然科学版)，doi:10.16186/j.cnki.1673-9787.（ 2024030049 ）..

WANG Q, HU Z J, ZHU W X, et al．Study on seismic damage model of prefabricated columns reinforced with prestressed CFRP subjected to severe earthquake damage[J]. Journal of Henan Polytechnic University( Natural Science) ， doi: 10.16186/j.cnki.1673-9787. （ 2024030049  ）..

预应力CFRP布和高强灌浆料修复加固严重震损装配式柱地震损伤模型研究(网络首发)

王强1,2，胡兆杰2，朱万旭1,2，卢春玲1,2

1.广西绿色建材与建筑工业化重点试验室, 广西 桂林 541004；2.桂林理工大学 土木工程学院, 广西 桂林 541004

摘要: 目的 为量化评估地震作用下严重震损的建筑在紧急修复后经历二次震损的损伤状态，方法以轴压比和纵筋直径为变量设计了4根装配式钢筋混凝土方柱，先进行循环往复荷载试验模拟达到严重震损状态，再对预损伤柱凿除表面混凝土后使用预应力碳纤维增强聚合物和高强灌浆料修复加固严重震损状态柱并进行拟静力试验。结果同时，结合现有模型理论与试验结果，采用对混凝土强度重构和箍筋弹性模量折减的方法，提出了一种适用于预应力CFRP布和高强灌浆料修复加固严重震损装配式柱的双参数地震损伤模型，并对试件的主要设计参数进行非线性回归分析，得出组合系数的表达式，并根据改进的模型和试件的损伤程度进行损伤量化分析。结论研究表明：在相同纵筋直径或轴压比下，另一参数的增大都会导致损伤指标减小；现有的损伤模型在计算修复柱破坏时的损伤指标普遍大于1或者小于0.8，且基本不满足损伤指标的变化规律，不符合严重震损的损伤指标界限值，而本文改进的损伤模型计算的损伤指标为0.8~1.0，能较好体现预应力CFRP布修复严重震损构件的损伤演化规律；根据改进的模型和试验结果，重新划定了5个损伤等级，并给定各个等级的损伤指标界限值。

关键词: 装配式柱；预应力CFRP布；震损修复；初始损伤；地震损伤模型

doi: 10.16186/j.cnki.1673-9787. （ 2024030049 ）..

基金项目:国家自然科学基金资助项目（52068014）；广西自然科学基金资助项目（2023GXNSFAA026337）

收稿日期：2023-12-22

修回日期：2024-01-20

网络首发日期：2026-06-05

Study on seismic damage model of prefabricated columns reinforced with prestressed CFRP subjected to severe earthquake damage (Online)

WANG Qiang1,2 , HU Zhaojie2, ZHU Wanxu1,2 , LU Chunling1,2

1.Guangxi Key Laboratory of Green Building Materials and Construction Industrialization, Guilin University of Technology, Guilin 541004, Guangxi, China；2. School of Civil Engineering, Guilin University of Technology, Guilin 541004, Guangxi, China

Abstract: Objectives To quantitatively assess the damage state of buildings experiencing secondary seismic damage after emergency repairs under seismic actions, Methods four prefabricated steel-reinforced concrete square columns were designed as variables based on the axial compression ratio and longitudinal bar diameter.Initially, cyclic reciprocating load tests were conducted to simulate reaching a severe seismic damage state. Subsequently, the pre-damaged columns were chiseled to remove surface concrete and were repaired and reinforced with prestressed carbon fiber-reinforced polymer (CFRP) and high-strength grout for severe seismic damage. Results By integrating existing theoretical models and experimental results, a dual-parameter seismic damage model suitable for prefabricated columns reinforced with prestressed CFRP and high-strength grouting under severe seismic damage conditions was proposed. Nonlinear regression analysis was carried out on the main design parameters of the specimens to derive the expression for combination coefficients, followed by damage quantification analysis based on the improved model and the extent of damage to the specimens. Conclusions The research indicates that an increase in one parameter under the same longitudinal bar diameter or axial compression ratio leads to a decrease in the damage index. Existing damage models generally yield damage indices greater than 1 or less than 0.8 when calculating the failure of repaired columns, failing to adequately capture the variations in damage indices, which do not meet the threshold values for severe seismic damage. In contrast, the revised damage model in this study calculates damage indices between 0.8 and 1.0, better reflecting the damage evolution of severely earthquake-damaged components repaired with prestressed CFRP. Based on the improved model and experimental results, five damage levels were redefined, each assigned with specific damage index threshold values.

Key words: prefabricated columns; prestressed CFRP fabric; seismic damage repair; initial damage; seismic damage model