经历弱震损伤的混凝土框架结构抗火性能试验研究

刘才玮; 张玉稳; 王俊富

doi:10.11835/j.issn.1674-4764.2011.06.012

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经历弱震损伤的混凝土框架结构抗火性能试验研究

更新时间：2023-11-28

- 经历弱震损伤的混凝土框架结构抗火性能试验研究
- Experimental Analysis of Fire Resistant Performance of Concrete Frame with Damage Caused by Weak Earthquake
- 土木与环境工程学报（中英文） 2011年33卷第6期页码：64-69
- 作者机构：
  
  1. 北京工业大学空间结构研究中心,北京,100124
  2. 山东农业大学水利土木工程学院,山东,泰安,271018
  3. 青岛理工大学通信与电子工程学院,山东,青岛,266000
- 作者简介：
- 基金信息：
- DOI：10.11835/j.issn.1674-4764.2011.06.012
  中图分类号：
- 纸质出版：2011
- 稿件说明：
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刘才玮, 张玉稳, 王俊富. 经历弱震损伤的混凝土框架结构抗火性能试验研究[J]. 土木与环境工程学报（中英文）, 2011,33(6):64-69.

LIU Cai wei, ZHANG Yu wen, WANG Jun fu. Experimental Analysis of Fire Resistant Performance of Concrete Frame with Damage Caused by Weak Earthquake[J]. Journal of Civil and Environmental Engineering, 2011, 33(6): 64-69.
刘才玮, 张玉稳, 王俊富. 经历弱震损伤的混凝土框架结构抗火性能试验研究[J]. 土木与环境工程学报（中英文）, 2011,33(6):64-69. DOI： 10.11835/j.issn.1674-4764.2011.06.012.

LIU Cai wei, ZHANG Yu wen, WANG Jun fu. Experimental Analysis of Fire Resistant Performance of Concrete Frame with Damage Caused by Weak Earthquake[J]. Journal of Civil and Environmental Engineering, 2011, 33(6): 64-69. DOI： 10.11835/j.issn.1674-4764.2011.06.012.

摘要

设计了2榀配筋相同的足尺寸单层单跨混凝土框架KJ1、KJ2

对KJ1先进行模拟经历弱震损伤的低周反复荷载试验

接着进行了固定轴压比下的火灾反应试验

包括升温和降温过程;对KJ2直接进行固定轴压比下的火灾反应试验。研究了混凝土框架在火灾中的温度及变形反应

对KJ1、KJ2在试验后的表观现象、温度曲线、承载力变化等方面进行了对比分析

同时根据简化的温度场初步计算了框架柱的高温极限承载力。通过试验和理论分析比较表明

计算结果与最终试验现象从定性上分析是相符的。

Abstract

Two monolayer concrete frames with the same reinforcement

KJ1 and KJ2

were designed. KJ1 was designed to simulate low cyclic reversed loading test under weak earthquake. Besides

the fire response test

including temperature rising and lowing

was made by fixing the axial compression ratio of the column. For KJ2

the fire response test at the fixed axial compression ratio was made. The deformation response of the concrete frames in fire was studied. Comparative analysis of the apparent phenomenon

temperature curves

bearing capacity change of the frames were made based on the test results of KJ1 and KJ2. According to the simplified temperature distribution

the ultimate bearing capacity of the column under the high temperature was preliminarily determined. It is illustrated that the calculation results and finally test phenomenon are consistent according to the simplified section.

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