基于能量系数的分层装配柔性支撑钢结构体系抗震设计与评估方法

张瑞斌; 王伟

doi:10.6052/j.issn.1000-4750.2021.08.0651

基于能量系数的分层装配柔性支撑钢结构体系抗震设计与评估方法

doi: 10.6052/j.issn.1000-4750.2021.08.0651

张瑞斌^{1, 2,},
王伟^{1, 2, ,}

1.
同济大学土木工程防灾国家重点实验室，上海 200092
2.
同济大学建筑工程系，上海 200092

基金项目: 国家自然科学基金重点国际合作项目(51820105013)；国家自然科学基金项目(51778459)；同济大学土木工程I类高峰学科建设项目(2022-3-YB-18)

详细信息

作者简介:
张瑞斌(1994−)，男，山西太原人，博士生，主要从事钢结构抗震研究(E-mail: zhangruibin@tongji.edu.cn)

通讯作者:
王　伟(1977−)，男，江西南昌人，教授，博士，主要从事钢结构抗震研究(E-mail: weiwang@tongji.edu.cn)

中图分类号: TU391；TU352.1+1
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- 文章访问数: 257
- HTML全文浏览量: 103
- PDF下载量: 79
- 被引次数: 0
出版历程
- 收稿日期: 2021-08-22
- 修回日期: 2021-11-18
- 录用日期: 2021-12-10
- 网络出版日期: 2021-12-10
- 刊出日期: 2023-02-01

ENERGY FACTOR BASED SEISMIC DESIGN AND EVALUATION METHOD FOR TENSION-ONLY BRACED BEAM-THROUGH STEEL FRAMES

ZHANG Rui-bin^{1, 2
,},
WANG Wei^{1, 2
, ,}

1.
State Key Laboratory for Disaster Reduction in Civil Engineering, Tongji University, Shanghai 200092, China
2.
Department of Structural Engineering, Tongji University, Shanghai 200092, China

摘要

摘要: 对为了实现分层装配柔性支撑钢结构体系的损伤控制行为，在建立结构体系损伤控制阶段的能量系数抗震需求指标概率模型的基础上，提出了基于能量系数的考虑抗震需求参数概率模型的抗震设计方法与评估流程。选取了一个典型的三层分层装配柔性支撑钢结构体系对所提出的设计与评估流程进行演示说明，分析结果表明：通过该文提出的抗震设计与评估流程所设计的结构能够实现损伤控制的性能目标，即损伤集中在易于更换的柔性支撑中，主框架保持弹性，从而使结构震后没有明显的残余变形。并进一步通过弹塑性时程分析验证了该方法的合理性。
- 分层装配式结构 /
- 柔性支撑 /
- 能量系数 /
- 概率模型 /
- 抗震设计与评估
Abstract: In order to realize the damage-control behavior of tension-only concentrically braced beam-through steel structural systems, the energy factor seismic demand index probability model of the structural system in the damage control stage is firstly established, and then the seismic design and evaluation method is proposed based on the energy factor incorporating the probability model of the seismic demand. A typical three-story tension-only concentrically braced beam-through steel structural system is selected to demonstrate the proposed design and evaluation process. The analysis results show that the structure designed through the seismic design and evaluation process proposed in this paper can achieve damage-control performance, that is, the damage is concentrated in the tension-only braces which can be easily replaced and the main frame remains elastic, thus no obvious residual deformation after earthquakes. Furthermore, the rationality of the method is verified by time history analysis.
- beam-through frame /
- tension-only braces /
- energy factor /
- probabilistic model /
- seismic design and evaluation

HTML全文

图 1 分层装配柔性支撑钢结构体系试验研究

Figure 1. Experimental studies of tension-only beam-through steel frames

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图 2 结构拟静力试验

Figure 2. The quasi-static test of the structure

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图 3 滞回模型与验证

Figure 3. Hysteretic model and verification

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图 4 能量系数图示

Figure 4. The illustration of energy factor

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图 5 结构滞回特性对能量系数的影响

Figure 5. Effect of the hysteretic parameters on energy factor

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图 6 能量系数(γ)热点图

Figure 6. The heat map of energy factor

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图 7 结构滞回特性对能量系数的影响

Figure 7. The probabilistic model of energy factor

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图 8 拟合系数

Figure 8. The fitting coefficients

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图 9 名义耗能能力

Figure 9. Nominal energy dissipation capacity

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图 10 设计和评估流程

Figure 10. The process for design and evaluation

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图 11 原型结构　/mm

Figure 11. Prototype structure

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图 12 结构中框架与支撑比例

Figure 12. The proportion of frame and brace in the structure

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图 13 弹塑性位移谱

Figure 13. Inelastic design spectra

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图 14 Opensees模型示意图

Figure 14. Schematic of Opensees model

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图 15 推覆分析

Figure 15. Pushover analysis

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图 16 伪加速度谱

Figure 16. Pseudo-acceleration response spectra

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图 17 时程分析结果

Figure 17. Results of nonlinear real time history analysis

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表 1 支撑设计参数

Table 1. Design parameters of braces

楼层	1	2	3
支撑设计屈服剪力/kN	143.8	111.9	51.5
设计受拉支撑总面积/mm²	747	626	361
受拉支撑个数	4	4	2
支撑截面尺寸/mm	38×5	32×5	37×5
实际受拉支撑总面积/mm²	760	640	370
楼层支撑抗侧刚度/(N/mm)	10614	8938	5167
楼层抗侧刚度/(N/mm)	14152	11918	6890
楼层框架抗侧刚度/(N/mm)	3538	2979	1722

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表 2 支撑设计参数

Table 2. Design parameters of braces

楼层	柱	梁
1	□120×6	H300×150×4.5×6
2	□120×6	H300×150×4.5×6
3	□100×6	H300×150×4.5×6

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