基于耐震时程法的耗能自复位铰节点RC框架抗震性能

doi:10.13229/j.cnki.jdxbgxb.20240812

摘要/Abstract

摘要：

设置耗能自复位铰节点（EDSC-HJ）的钢筋混凝土框架结构是一种新型韧性结构体系。首先，介绍了EDSC-HJ框架结构的基本构造和有限元建模方法；其次，介绍了耐震时程法的基本原理，采用耐震时程法对EDSC-HJ框架结构和常规钢筋混凝土框架结构（RCF）的抗震性能进行了数值模拟对比研究。研究结果表明：节点相对转动刚度比在［0.2， 0.5］范围内，不同节点刚度的EDSC-HJ框架结构地震作用下的动力响应变化明显，过大的节点刚度将导致EDSC-HJ框架结构的性能趋近于RCF结构；罕遇地震下，EDSC-HJ框架结构通过弱化节点约束，最大基底剪力响应和最大加速度响应相比于RCF结构分别降低了68%和76%，最大层间位移响应上升了19%，但仅为设计限值1/20的31.5%；相比于RCF结构，EDSC-HJ框架结构强震下的可修复性能显著提高。

关键词: 耗能自复位铰节点, 有限元分析, 耐震时程法, 抗震性能, 地震易损性

Abstract:

The reinforced concrete frame with energy dissipating self-centering hinge joint （EDSC-HJ） is a new type of resilient structure. Firstly， the basic construction and the modeling method of finite element model for EDSC-HJ frame are introduced. Secondly， the fundamental principle of the endurance time method is presented. The seismic performance of the EDSC-HJ frame and the conventional reinforced concrete frame （RCF） are compared through the utilization of the seismic time-history method. The results show that the dynamic responses of EDSC-HJ frame with different joint stiffness changes significantly under earthquake action when the relative rotational stiffness ratio of nodes is within the range of ［0.2， 0.5］， and excessive node stiffness will lead to the seismic performance of EDSC-HJ frame approaching that of RCF structures. Under rare earthquakes， the maximum base shear responses and the maximum acceleration responses of the EDSC-HJ frame decrease by 68% and 76%， respectively， compared to the RCF structure. The maximum inter story displacement responses of the EDSC-HJ frame increases by 19%， which is merely 31.5% of the design limit of 1/20. Compared with the RCF， the repairability of the EDSC-HJ frame under high intensity is significantly improved.

Key words: energy dissipating self-centering hinge joint, finite element analysis, endurance time method, seismic performance, seismic vulnerability

中图分类号:

TU351

鲁亮,颜浩天. 基于耐震时程法的耗能自复位铰节点RC框架抗震性能[J]. 吉林大学学报(工学版), 2026, 56(3): 700-710.

Liang LU,Hao-tian YAN. Seismic behavior of reinforced concrete frame with energy dissipation self-centering hinge joints based on endurance time method[J]. Journal of Jilin University(Engineering and Technology Edition), 2026, 56(3): 700-710.

图/表 17

图1

图2

图3

图4

表1

图5

图6

图7

图8

图9

表2

图10

图11

图12

表3

不同抗震性能水准下的结构损伤极限状态"

最大层间位移角对应的极限状态			残余层间位移角对应的损伤极限状态
最大层间位移角对应的极限状态			立即入住 $R D 1$ $0 ≤ θ r ≤ 0.2 %$	可修复 $R D 2$ $0.2 % ≤ θ r ≤ 0.4 %$	不可修复 $R D 3$ $0.4 % ≤ θ r ≤ 0.6 %$	生命安全 $R D 4$ $0.6 % ≤ θ r ≤ 1.0 %$
立即入住	$M D 1$	$0 ≤ θ m a x ≤ 0.5 %$	$P L (1,1)$	$P L (1,2)$	$P L (1,3)$	$P L (1,4)$
立即入住	$M D 2$	$0.5 % ≤ θ m a x ≤ 1.0 %$	$P L (2,1)$	$P L (2,2)$	$P L (2,3)$	$P L (2,4)$
生命安全	$M D 3$	$1.0 % ≤ θ m a x ≤ 2.0 %$	$P L (3,1)$	$P L (3,2)$	$P L (3,3)$	$P L (3,4)$
避免倒塌	$M D 4$	$2.0 % ≤ θ m a x ≤ 5.0 %$	$P L (4,1)$	$P L (4,2)$	$P L (4,3)$	$P L (4,4)$

表3

图13

表4

不同地震烈度下有控结构和RCF结构的失效概率"

工况		失效概率 $P E$
		$S a (T 1) =$	$S a (T 1) =$	$S a (T 1) =$	$S a (T 1) =$	$S a (T 1) =$	$S a (T 1) =$	$S a (T 1) =$	$S a (T 1) =$
		$0.0 g$	$0.2 g$	$0.4 g$	$0.6 g$	$0.8 g$	$1.0 g$	$1.2 g$	$1.4 g$
有控	PL（1，2）	0.0000	0.0000	0.4035	0.9233	0.9856	0.9901	0.9950	0.9975
RCF	PL（1，2）	0.0000	0.0068	0.9698	0.9794	0.9998	0.9999	1.0000	1.0000
有控	PL（2，2）	0.0000	0.0000	0.0010	0.1678	0.6012	0.8001	0.8897	0.9350
RCF	PL（2，2）	0.0000	0.0068	0.0356	0.7596	0.9498	0.9822	0.9915	0.9965
有控	PL（3，2）	0.0000	0.0000	0.0000	0.0055	0.2655	0.3344	0.4559	0.6156
RCF	PL（3，2）	0.0000	0.0068	0.0003	0.1049	0.6232	0.7586	0.8695	0.9369
有控	PL（4，2）	0.0000	0.0000	0.0000	0.0052	0.2153	0.3060	0.4798	0.5448
RCF	PL（4，2）	0.0000	0.0068	0.0003	0.1049	0.6335	0.7433	0.8342	0.9324

表4

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阶次	无控结构			有控结构
阶次	试验	模拟	误差/%	试验	模拟	误差/%
f₁/Hz	0.922	0.960	4.12	1.086	1.036	4.60
f₂/Hz	0.942	0.980	4.04	1.195	1.129	5.85
f₃/Hz	14.632	14.058	3.92	15.550	15.166	2.46

地震烈度	耐震时间/s	结构类型	最大基底剪力/kN	最大加速度/（m·s^-2）	最大层间位移角/%
多遇地震	4.0	RCF	711	1.59	0.12
多遇地震	4.0	EDSC-HJ	312	0.68	0.13
设防地震	10.7	RCF	1 750	3.80	0.55
设防地震	10.7	EDSC-HJ	630	1.17	0.64
罕遇地震	21.4	RCF	2 880	7.58	1.36
罕遇地震	21.4	EDSC-HJ	922	1.70	1.62