分离式减震榫的阻尼力模型研究—基于Ramberg-Osgood模型

魏标; 闵浩峥; 汪伟浩; 李姗姗

doi:10.6052/j.issn.1000-4750.2022.01.0097

分离式减震榫的阻尼力模型研究—基于Ramberg-Osgood模型

doi: 10.6052/j.issn.1000-4750.2022.01.0097

魏标^1,,
闵浩峥^1, ,,
汪伟浩^{1, 2,},
李姗姗^1,

1.
中南大学土木工程系，湖南，长沙 410075
2.
广东省交通规划设计研究院集团股份有限公司，广东，广州 510440

基金项目: 国家自然科学基金项目(51778635，U1934207，51978667)；湖南创新型省份建设专项项目(2019RS3009)；中南大学创新驱动项目(20200017050004)

详细信息

作者简介:
魏　标(1982−)，男，江苏人，教授，博士，博导，主要从事桥梁抗震与减隔震方面的研究(E-mail: weibiao@csu.edu.cn)

汪伟浩(1997−)，男，湖南人，硕士生，主要从事桥梁设计与桥梁结构抗震方面的研究(E-mail: wangweihao@ghdi.cn)

李姗姗(1983−)，女，江苏人，博士生，主要从事结构抗震理论方面的研究(E-mail: shanshanli@csu.edu.cn)

通讯作者:
闵浩峥 (1998−)，男，湖南人，硕士生，主要从事有限元仿真与金属阻尼器理论方面的研究(E-mail: 1289108320@qq.com)

中图分类号: TU352.1
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出版历程
- 收稿日期: 2022-01-20
- 修回日期: 2022-04-09
- 网络出版日期: 2022-04-23
- 刊出日期: 2023-11-25

RESEARCH ON DAMPING FORCE MODEL OF SEPARATED SHOCK ABSORBER BASED ON RAMBERG-OSGOOD MODEL

WEI Biao^1
,,
MIN Hao-zheng^{1
, ,},
WANG Wei-hao^{1, 2
,},
LI Shan-shan^1
,

1.
Department of Civil Engineering, Central South University, Changsha, Hu’nan 410075, China
2.
Guangdong Communication Planning & Design Institute Group Co., Ltd, Guangzhou, Guangdong 510440, China

摘要

摘要: 如何更好地模拟分离式减震榫在地震过程中的滞回性能，是分离式减震榫减震设计中的重要组成部分。针对从材料层次描述分离式减震榫在往复荷载作用下力学性能的理论研究相对不足的问题，提出一种基于Ramberg-Osgood模型推导分离式减震榫骨架曲线的计算方法，并基于该方法提出一种适用于工程计算的双线性本构的简化算法。通过ABAQUS有限元软件对比Ramberg-Osgood模型，Chaboche本构和理想弹塑性本构下分离式减震榫骨架曲线的差异，并以一座通用的两跨32 m双线铁路预应力混凝土简支梁桥为背景，分析双线性本构简化算法在桥梁抗震设计中的适用性。结果表明：基于Ramberg-Osgood模型推导的分离式减震榫的骨架曲线，能够较好拟合Chaboche本构下的骨架曲线；在近断层脉冲地震动作用下通过双线性本构计算得到的支座位移峰值和墩底弯矩峰值，与Chaboche本构下得到的计算结果的平均误差分别为−2.67%和6.56%。该文提出的双线性模型的简化方法用于桥梁工程抗震设计是安全且合理的。
- 分离式减震榫 /
- Ramberg-Osgood模型 /
- Chaboche本构 /
- 双线性本构 /
- 有限元分析 /
- 简支梁桥
Abstract: How to better simulate the hysteretic performance of separated shock absorber under earthquake is an important part of the seismic design of separated shock absorber. Because theoretical research on describing the mechanical properties of separated shock absorber from material level is relatively insufficient, a calculation method based on the Ramberg-Osgood model to derive the skeleton curve of separated shock absorber is proposed. Based on this method, a simplified algorithm for deriving bilinear model is also proposed. The difference in skeleton curve of separated shock absorber under the bilinear model, Chaboche model and ideal elastoplastic constitutive model is compared using ABAQUS. The applicability of the simplified algorithm in seismic design of bridge engineering is analyzed using an example of a 32 m railway simply-supported beam bridge. The results show that the skeleton curve of separated shock absorber derived based on the Ramberg-Osgood model can better fit that of the Chaboche model. Under near-fault earthquake with velocity-impulse effect, the average errors of bearing displacement and pier bottom bending moment calculated with the bilinear model and Chaboche model are −3.6% and 6.5%, respectively. The proposed simplified algorithm of bilinear model is safe and reasonable for the seismic design in bridge engineering.
- separated shock absorber /
- Ramberg-Osgood model /
- Chaboche model /
- bilinear model /
- finite element analysis /
- simply-supported beam bridge

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图 1 分离式减震榫示意图

Figure 1. Diagram of separated shock absorber

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图 2 骨架曲线计算流程图

Figure 2. Flow chart of skeleton curve calculation

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图 3 理论滞回模型

Figure 3. Theoretical hysteretic model

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图 4 滞回模型简化流程图

Figure 4. Simplified flow chart of hysteresis model

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图 5 分离式减震榫有限元模型

Figure 5. Finite element model of separated shock absorber

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图 6 应力-应变曲线对比图

Figure 6. Comparison of stress-strain curves

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图 7 加载制度

Figure 7. Loading scheme

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图 8 骨架曲线对比图

Figure 8. Comparison of skeleton curves

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图 9 滞回曲线对比图

Figure 9. Comparison of hysteretic curves

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图 10 主梁横截面　/mm

Figure 10. Cross-section of main girder

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图 11 桥墩构造　/mm

Figure 11. Pier structure

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图 12 混凝土拉压损伤本构　/m

Figure 12. Damage constitutive relationship of concrete

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图 13 铁路简支梁桥有限元模型

Figure 13. Finite element model of simply-supported railway bridge

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图 14 所选地震记录动力放大系数曲线

Figure 14. Dynamic amplification factor curve of selected earthquake records

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图 15 支座位移时程对比

Figure 15. Comparison of bearing displacement time history

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图 16 分离式减震榫滞回曲线对比图

Figure 16. Comparison of hysteretic curves of separated shock absorber

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图 17 墩底弯矩时程曲线对比图

Figure 17. Comparison of pier bottom bending moment time history

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表 1 Chaboche本构参数标定表

Table 1. Parameters of Chaboche constitutive model

参数	$\sigma {{\text{}}_0}{\text{/MPa}}$	${Q_\infty }{\text{/MPa}}$	$b$	${C_1}{\text{/MPa}}$	${\gamma _1}$	${C_2}{\text{/MPa}}$	${\gamma _2}$	${C_3}{\text{/MPa}}$	${\gamma _3}$	${C_4}{\text{/MPa}}$	${\gamma _4}$
数值	165	53	5	62105	1611	4986	413	1978	95	701	3

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表 2 输入地震记录特征

Table 2. Characteristics of selected earthquake records

No.	地震事件	记录站台	PGA/g	震级	断层距/km
1	Chi-Chi_ Taiwan	TCU049	0.244	7.62	3.76
2	Loma Prieta	Gilroy - Gavilan Coll	0.359	6.93	9.19
3	Imperial Valley-06	El Centro Array #5	0.528	6.53	1.76
4	Imperial Valley-06	El Centro Array #6	0.447	6.53	0.00
5	Tabas_ Iran	Tabas	0.416	7.35	1.79
6	L'Aquila_ Italy	V. Aterno - Centro Valle	0.664	6.30	0.00
7	Kocaeli_ Turkey	Gebze	0.261	7.51	7.57

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表 3 P2支座位移时程最大值比较

Table 3. Comparison of peak displacement of P2 bearing

本构模型	1	2	3	4	5	6	7	平均值
Chaboche 本构/mm	138.20	45.40	74.70	153.50	84.50	64.20	116.90	—
双线性本构/mm	121.40	44.20	73.20	122.70	79.07	77.30	121.80	—
Difference1/(%)	−12.16	−2.64	−2.01	−20.07	−6.43	20.40	4.19	−2.67
理想弹塑性本构/mm	172.30	48.90	83.50	200.00	89.20	82.00	139.30	—
Difference2/(%)	24.67	7.71	11.78	30.29	5.56	27.73	19.16	18.13

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表 4 P2墩底弯矩峰值比较

Table 4. Comparison of peak bending moment at pier bottom of P2

本构模型	1	2	3	4	5	6	7	平均值
Chaboche 本构/(MN·m)	25.0	18.10	19.20	24.30	19.80	19.40	24.1	—
双线性本构/(MN·m)	26.8	21.30	22.90	25.30	21.80	20.00	24.2	—
Difference1/(%)	7.2	12.15	8.85	4.12	10.10	3.10	0.4	6.56
理想弹塑性本构/(MN·m)	23.2	16.50	18.30	23.90	18.10	17.50	21.2	—
Difference2/(%)	−7.2	−8.84	−4.69	−1.65	−8.59	−9.79	−12.0	−7.54

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