Seismic Performance Parameter Analysis and Restoring Force Modelling of UHPC-Connected Assembled Hybrid Reinforced Columns

YANG Fan; WANG Tan; LIU Jinling; WANG Shanshan; WANG Kaiqi; ZHANG Xiuxuan; BAI Yu

doi:10.12454/j.jsuese.202500618

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Seismic Performance Parameter Analysis and Restoring Force Modelling of UHPC-Connected Assembled Hybrid Reinforced Columns

更新时间：2025-10-21

- Seismic Performance Parameter Analysis and Restoring Force Modelling of UHPC-Connected Assembled Hybrid Reinforced Columns
- Advanced Engineering Sciences Pages: 1-12(2025)
- 作者机构：
  
  1.长春工程学院土木工程学院，吉林长春 130012
  2.吉林省寒区低碳建造工程技术创新中心，吉林长春 1300122
  3.中国建筑第八工程局有限公司，上海，200000
- 作者简介：
- 基金信息：
- DOI：10.12454/j.jsuese.202500618
  CLC： TU375.4
- Received：12 August 2025，
  
  Revised：2025-10-17，
  
  Published Online：21 October 2025，
- 稿件说明：
移动端阅览
杨帆,王坦,刘金玲等.UHPC连接装配式混合配筋柱抗震性能参数分析及恢复力模型研究[J].工程科学与技术,

YANG Fan,WANG Tan,LIU Jinling,et al.Seismic Performance Parameter Analysis and Restoring Force Modelling of UHPC-Connected Assembled Hybrid Reinforced Columns[J].Advanced Engineering Sciences,
杨帆,王坦,刘金玲等.UHPC连接装配式混合配筋柱抗震性能参数分析及恢复力模型研究[J].工程科学与技术, DOI：10.12454/j.jsuese.202500618.

YANG Fan,WANG Tan,LIU Jinling,et al.Seismic Performance Parameter Analysis and Restoring Force Modelling of UHPC-Connected Assembled Hybrid Reinforced Columns[J].Advanced Engineering Sciences, DOI：10.12454/j.jsuese.202500618

摘要

为提高装配式构件的耐久性能和抗震性能，提出一种采用超高性能混凝土（UHPC）连接、内置螺旋箍筋芯柱的装配式GFRP-钢筋混合配筋柱。通过建立经试验验证的有限元模型，进行装配式GFRP-钢筋混合配筋柱的抗震性能参数化拓展分析。结果表明：芯柱纵筋根数和混凝土强度对装配柱的屈服和极限荷载影响较为显著，而芯柱直径和螺旋箍筋间距主要影响装配柱的延性性能，通过合理的构造设计，可有效提高试件的承载能力和延性；通过进一步的抗震性能理论分析，提出现浇和装配式GFRP-钢筋混合配筋柱骨架曲线特征值的计算方法，各特征点（屈服、峰值和极限）计算结果与有限元结果的比值均在0.85~1.15之间，吻合良好；基于特征点和卸载刚度的计算式，分别给出现浇和装配式混合配筋柱的恢复力模型，模型与试验的滞回曲线吻合良好，可用于此种新型混合配筋柱的弹塑性分析。

Abstract

Objective

In order to improve the durability and seismic performance of the assembled members

an assembled GFRP-steel hybrid reinforced column with post-cast UHPC and built-in spiral stirrup core column is proposed. The parametric expansion analysis of seismic performance for assembled GFRP-steel hybrid reinforced columns was conducted. A restoring force model calculation method for cast-in-place and assembled hybrid reinforced columns was proposed

which can be used for the elastic-plastic analysis of hybrid column type.

Methods

First

a test-verified finite element model was developed for parametric analysis of the seismic performance of assembled GFRP- steel hybrid reinforced columns. The research parameters included core column diameter

number of longitudinal bars in the core column

concrete strength

and spiral stirrup spacing. Secondly

based on finite element parameterized expansion analysis

a theoretical analysis of the characteristic values (yield load

yield displacement

peak load

peak displacement

and ultimate displacement) of the GFRP-steel hybrid reinforced column skeleton curve was conducted. The formula for calculating the eigenvalues of trilinear skeleton curves is provided

and the calculated results for each characteristic point (yield

peak

and ultimate) were compared with finite element results. Finally

based on the skeletal curve calculation formula

a restoring force model calculation method for cast-in-place and assembled GFRP-steel hybrid reinforced columns was established by using the ideal trilinear model and nonlinear regression analysis.Results and Discussions　Comparing the damage strain contour plots and failure patterns of each specimen showed that the simulated and experimental failure processes were essentially identical. Furthermore

comparison between finite element simulations and experimental hysteresis curves showed that the shape and area of the hysteresis curve

unloading and loading trends

and skeleton curve characteristics indicated that the finite element model of the hybrid reinforced column closely matched the experimental results

accurately reproducing the test conditions. Based on the design parameters of the B-150 specimen

the parameter expansion analysis showed that as the number of longitudinal bars in the core increased from 2 to 10

the yield load and yield displacement of the specimen increased by 14.51%

the peak load increased by 13.11%

the peak displacement remained essentially unchanged

while the ductility coefficient decreased by 13.77%; As concrete strength increased

the yield load of the specimen improved by 6.5% to 13.7%

the peak load increased by 4.8% to 13.6%

and the displacement ductility coefficient decreased from 3.4 to 2.9; As the core column diameter increases (100 mm to 200 mm)

the yield load of the hybrid reinforced columns increases by 2.4% to 5.9%

and the peak load increases by 2.7% to 6.3%. The displacement ductility coefficient generally shows a trend of first increasing and then decreasing; When the spiral stirrup spacing of 40 mm

the hybrid-reinforced column exhibited the highest ductility coefficient (3.0). However

when the spiral stirrup spacing exceeded of 60 mm

the skeleton curves of the specimens nearly overlapped

with minimal differences in characteristic points

and the ductility coefficient ranged between 2.0 and 2.2. The theoretical analysis of characteristic values (yield load

yield displacement

peak load

peak displacement

and ultimate displacement) for the skeleton curve of UHPC-connected assembled GFRP-steel hybrid reinforced columns was conducted. The theoretical analysis of characteristic values (yield load

yield displacement

peak load

peak displacement

and ultimate displacement) for the skeleton curve of UHPC-connected assembled GFRP-steel hybrid reinforced columns was conducted. A calculation formula for the characteristic values of the trilinear skeleton curve was proposed. Finite element calculation values were substituted into the formula for verification. The results indicate that the ratio of calculated values of each characteristic point to finite element results are between 0.85 and 1.15

which are in good agreement. This demonstrates that the derived formula for calculating the characteristic values of the skeleton curve for hybrid reinforced columns has a certain degree of validity. Through nonlinear regression analysis of experimental data from cast-in-place and assembled hybrid reinforced columns

a formula for calculating unloading stiffness was developed. The proposed restoring force model calculation method was used to obtain hysteresis curves for cast-in-place and assembled GFRP-steel hybrid reinforced columns. By comparing the calculated and experimental hysteresis curves of specimens A-150 and B-150

it was found that the curves showed good agreement

effectively simulating the hysteretic behavior of cast-in-place and assembled hybrid reinforced columns.

Conclusions

The results showed that the number of longitudinal bars in the core column and the concrete strength have a more significant effect on the yield and ultimate load of the assembled column

while the core column diameter and the spiral stirrup spacing mainly affect the ductile performance of the assembled column

through reasonable structural design

the load carrying capacity and ductility of the specimen can be effectively improved; Through further theoretical analysis of seismic performance

the calculation method of the characteristic values of the skeleton curves of cast-in-place and assembled GFRP-steel hybrid reinforced columns is proposed

and the ratios of the calculated values of each characteristic point (yield

peak and ultimate) to the finite element simulation values are between 0.85 and 1.15

which are in good agreement with each other; Meanwhile

based on the calculation formulas of characteristic points and unloading stiffness

the restoring force model of cast-in-place and assembled GFRP-steel hybrid reinforced columns is proposed

and the models are in good agreement with the experimental results

which can be used for elastic-plastic analysis of hybrid reinforced columns.

关键词

Keywords

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Key Laboratory of Deep Earth Science and Engineering (Sichuan University), Ministry of Education

College of Architecture and Environment, Sichuan University

Qingdao Construction Engneering Management Service Center

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