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

Abstract

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

CLC Number:

TU351

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.

Figures/Tables 17

Fig.1

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Fig.3

Fig.4

Table 1

Fig.5

Fig.6

Fig.7

Fig.8

Fig.9

Table 2

Fig.10

Fig.11

Fig.12

Table 3

Limit states under different seismic performance levels"

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	$M D 4$	$2.0 % ≤ θ m a x ≤ 5.0 %$	$P L (4,1)$	$P L (4,2)$	$P L (4,3)$	$P L (4,4)$

Table 3

Fig.13

Table 4

The failure probability of RCF and EDSC-HJ frame under different seismic intensities"

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

Table 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

Seismic behavior of reinforced concrete frame with energy dissipation self-centering hinge joints based on endurance time method

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