含可更换耗能梁段的钢框筒结构滞回性能研究

郭艳; 连鸣

doi:10.13204/j.gyjzG20031809

含可更换耗能梁段的钢框筒结构滞回性能研究

doi: 10.13204/j.gyjzG20031809

郭艳¹,
连鸣²

1. 陕西交通职业技术学院建筑与测绘工程学院, 西安 710018;
2. 西安建筑科技大学土木工程学院, 西安 710055

基金项目:

陕西省教育厅专项科研计划项目（20JK0523）；陕西省自然科学基础研究计划项目（2018JQ5074）。

详细信息

作者简介:
郭艳,女,1989年出生,博士。电子信箱:newmanguoyan@126.com

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- 被引次数: 0
出版历程
- 收稿日期: 2020-12-20
- 网络出版日期: 2021-09-16
- 刊出日期: 2021-09-16

RESEARCH ON HYSTERETIC BEHAVIOR OF STEEL FRAMED-TUBE STRUCTURES WITH REPLACEABLE SHEAR LINKS

GUO Yan¹,
LIAN Ming²

1. School of Civil and Geodesy Engineering, Shaanxi College of Communication Technology, Xi'an 710018, China;
2. School of Civil Engineering, Xi'an University of Architecture and Technology, Xi'an 710055, China

摘要

摘要: 传统钢框筒结构（SFTSs）的裙梁跨深比较小，梁端往往先于柱端形成塑性铰，使得结构的延性和耗能能力较差。针对这一问题，提出在裙梁跨中设置易于更换的剪切型耗能梁段，即含可更换耗能梁段的钢框筒结构（SFTS-RSLs）。设计了30层的SFTS和SFTS-RSL算例结构，从中选取子结构进行精细化有限元分析，研究结构的滞回性能，并对整体算例结构进行非线性静力和动力分析，研究结构的整体抗震性能。分析结果表明：SFTS和SFTS-RSL具有相同的初始弹性刚度；相较于SFTS，SFTS-RSL具有较低的屈服荷载和极限荷载，较高的延性和耗能能力；设置耗能梁段可以减小结构的层间侧移，且不会加剧结构的剪力滞后效应；SFTS-RSL的损伤主要集中于耗能梁段，其余构件始终保持弹性状态。研究结果表明SFTS-RSLs是一种性能优良的双重抗侧力结构体系，可以通过更换耗能梁段实现震后结构功能的可快速恢复。
- 钢框筒 /
- 可更换耗能梁段 /
- 滞回性能 /
- 动力性能 /
- 有限元分析
Abstract: In steel frame-tube structures (SFTSs), the plastic hinges usually form at column-ends before beam-ends due to the low span-to-height ratio of deep beams, which can lead to lower ductility and energy dissipation capacity of the SFTSs. To address this problem, a replaceable shear link, acting as a ductile fuse at the midspan of deep beams, was proposed. In order to evaluate this proposal, buildings were designed to compare the seismic performance of SFTS-RSLs and SFTSs. Several sub-structures were selected from the design buildings, and finite element models (FEMs) were established to study their hysteretic behaviors. The nonlinear static pushover analysis and dynamic analysis were undertaken in comparing the seismic performance of the FEMs for each building. The results indicated that the SFTS-RSL and SFTS had similar initial elastic stiffness. Compared with the SFTS, the SFTS-RSL had lower yield strength and maximum strength, but higher ductility and energy dissipation capacity. The SFTS-RSL had lower interstory drift compared with the SFTS. Placing a shear link at the beam mid-span did not increase shear lag effects for the structure. The SFTS-RSL concentrated plasticity on the shear links. Other structural components remained elastic during the seismic loading. It could be expected that the SFTS-RSL would be a reliable dual resistant system, which could offer the benefit of being able to repair the structure rapidly by replacing the damaged shear links after earthquakes.
- steel frame-tube structure (SFTS) /
- replaceable shear link /
- hysteretic behavior /
- dynamic behavior /
- finite element analysis

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参考文献(20)

[1]	郁有升, 王燕.钢框架梁翼缘削弱型节点力学性能的试验研究[J]. 工程力学, 2009, 26(2):168-175.
[2]	陶长发, 孙国华, 何若全, 等.盖板加强型节点钢框架子结构抗震性能试验研究[J]. 建筑结构学报, 2015, 36(6):19-28.
[3]	张爱林, 王琦, 姜子钦, 等.一种可恢复功能的装配式钢结构梁柱节点受力机理研究[J]. 工业建筑, 2018, 48(5):18-23.
[4]	AISC. Prequalified Connections for Special and Intermediate Steel Moment Frames for Seismic Applications:AISC 358-10[S]. Chicago:AISC, 2016.
[5]	傅学怡.实用高层建筑结构设计[M].北京:中国建筑工业出版社, 2010.
[6]	TARANATH B S. Structural Analysis and Design of Tall Buildings:Steel and Composite Construction[M]. Boca Roton:CRC Press, 2011.
[7]	张爱林, 赵玉龙, 刘学春, 等.带跨层预应力斜支撑的高层钢框筒结构静力性能研究[J]. 钢结构, 2014, 29(6):1-5.
[8]	RAHGOZAR P. A Continuous-Discrete Approach for Evaluation of Natural Frequencies and Mode Shapes of High-Rise Buildings[J]. International Journal of Advanced Structural Engineering, 2016, 8(3):269-280.
[9]	胡淑军, 熊进刚, 王湛.短剪切型消能梁段的力学性能及其影响因素研究[J]. 工程力学, 2018, 35(8):144-153.
[10]	MANSOUR N, CHRISTOPOULOS C, TREMBLAY R. Experimental Validation of Replaceable Shear Links for Eccentrically Braced Steel Frames[J]. Journal of Structural Engineering, 2011, 137(10):1141-1152.
[11]	NIKOUKALAM M T, DOLATSHAHI K M. Development of Structural Shear Fuse in Moment Resisting Frames[J]. Journal of Constructional Steel Research, 2015, 114:349-361.
[12]	MAHMOUDI F, DOLATSHAHI K M, MAHSULI M, et al. Experimental Study of Steel Moment Resisting Frames with Shear Link[J]. Journal of Constructional Steel Research, 2019, 154:197-208.
[13]	中华人民共和国住房和城乡建设部.建筑抗震设计规范:GB 50011-2010[S].北京:中国建筑工业出版社, 2010.
[14]	AISC. Seismic Provisions for Structural Steel Buildings:ANSI/AISC 341-16[S]. Chicago:AISC, 2016.
[15]	中华人民共和国住房和城乡建设部.钢结构高强度螺栓连接技术规程:JGJ 82-2011[S].北京:中国建筑工业出版社, 2011.
[16]	中华人民共和国住房和城乡建设部.高层民用建筑钢结构技术规程:JGJ 99-2015[S].北京:中国建筑工业出版社, 2015.
[17]	郭秉山, 庄晓勇. K型偏心支撑钢框架耗能梁段长度探讨[J]. 工业建筑, 2007, 37(3):81-85.
[18]	FEMA. State of the Art Report on Connection Performance:FEMA-355D[S]. Washington D C:FEMA, 2000.
[19]	FEMA. NEHRP Commentary on the Guidelines for the Seismic Rehabilitation of Buildings:FEMA-274[S]. Washington D C:FEMA, 1997.
[20]	MCCORMICK D, ABURANO H, IKENAGA M, et al. Permissible Residual Deformation Level for Building Structures Considering Both Safety and Human Elements[C]//Proc., 14th World Conf. on Earthquake Engineering. Beijing:2008.