含可更换剪切型耗能梁段-高强钢组合框筒结构静力弹塑性数值分析
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摘要
提出了一种震后功能可快速恢复的新型结构体系—含可更换剪切型耗能梁段-高强钢组合框筒结构(简称HSS-SFTS)。为研究和比较HSS-SFTS与传统钢框筒结构(简称FTS)的抗震性能,给出了HSS-SFTS的初步设计方法,采用SAP2000各建立一个40层的HSS-SFTS和FTS算例结构,对有限元模型进行静力弹塑性分析。结果表明:HSS-SFTS在罕遇地震性能点处的层间侧移角小于FTS的相应值,结构延性得到有效提升。结构层间侧移角达到抗震规范弹塑性转角限值1/50时,HSS-SFTS中耗能梁段塑性铰处于LS状态,可以满足抗震规范中"大震不倒"的设计理念。承载力极限状态时,HSS-SFTS的层间侧移角沿结构高度方向分布均匀,没有出现明显的薄弱层,且其塑性变形与损伤主要集中于耗能梁段处,具有理想的整体破坏模式。新型结构体系有效改善了传统框筒结构的抗震性能,降低了水平地震作用,使得除耗能梁段外的非耗能构件受损程度减轻,此种新型高层钢结构更易于震后修复与功能的快速恢复。
A high strength steel fabricated framed-tube structure with replaceable shear links(HSS-SFTS) was proposed in this paper. A preliminary design method of HSS-SFTS was presented. The finite element models(FEMs) of one 40-story framed tube structure(FTS) and one 40-story HSS-SFTS were established in SAP2000.Static elastoplastic analyses were performed to assess their seismic performance. The analysis results indicate that the inter-story drift of the HSS-SFTS at rare earthquake performance point was less than the corresponding value of the FTS. The inter-story drift angles of the HSS-SFTS could satisfy the requirements of the inter-story deformation limit during frequent earthquakes and the requirement for collapse prevention in the seismic design code. The plastic hinges of the HSS-SFTS at the shear links occurred in the life safety state. When the ultimate strength and the inter-story drift angle distribution of the HSS-SFTS along height was relatively uniform, its plastic deformation and damage were mainly concentrated in the shear link, and it exhibits an ideal overall failure mode. The HSS-SFTS could reduce the effects of earthquakes and the damage to non-dissipative components. The HSS-SFTS could be more prone to functional recovery after earthquakes.
A high strength steel fabricated framed-tube structure with replaceable shear links(HSS-SFTS) was proposed in this paper. A preliminary design method of HSS-SFTS was presented. The finite element models(FEMs) of one 40-story framed tube structure(FTS) and one 40-story HSS-SFTS were established in SAP2000.Static elastoplastic analyses were performed to assess their seismic performance. The analysis results indicate that the inter-story drift of the HSS-SFTS at rare earthquake performance point was less than the corresponding value of the FTS. The inter-story drift angles of the HSS-SFTS could satisfy the requirements of the inter-story deformation limit during frequent earthquakes and the requirement for collapse prevention in the seismic design code. The plastic hinges of the HSS-SFTS at the shear links occurred in the life safety state. When the ultimate strength and the inter-story drift angle distribution of the HSS-SFTS along height was relatively uniform, its plastic deformation and damage were mainly concentrated in the shear link, and it exhibits an ideal overall failure mode. The HSS-SFTS could reduce the effects of earthquakes and the damage to non-dissipative components. The HSS-SFTS could be more prone to functional recovery after earthquakes.
引文
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[8]Roeder C W,Popov E P.Eccentrically braced steel frames for earthquakes[J].Journal of the Structural Division,1978,104(11):391-412.
[9]殷占忠,任亚歌,陈伟,等.可替换独立耗能梁段抗震性能分析[J].工程力学,2016,33(增刊1):207-213.Yin Zhanzhong,Ren Yage,Chen Wei.The seismic performance analysis of replaceable independent links[J].Engineering Mechanics,2016,33(Suppl 1):207-213.(in Chinese)
[10]石永久,熊俊,王元清,等.多层钢框架偏心支撑的抗震性能试验研究[J].建筑结构学报,2010,32(2):29-34.Shi Yongjiu,Xiong Jun,Wang Yuanqing.Experimental studies on seismic performance of multi-story steel frame with eccentric brace[J].Journal of Building Structures,2010,32(2):29-34.(in Chinese)
[11]张浩,连鸣,苏明周.含可更换剪切型耗能梁段-高强钢框筒结构抗震性能分析[J/OL].建筑钢结构进展.http://kns.cnki.net/kcms/detail/31.1893.TU.20181210.1100.003.html,2018-12-11.Zhang Hao,Lian Ming,Su Mingzhou.Analysis on the seismic performance of high strength steel fabricated framed-tube structure with replaceable shear link[J/OL].Progress in Steel Building Structures.http://kns.cnki.net/kcms/detail/31.1893.TU.20181210.1100.003.html,2018-12-11.(in Chinese)
[12]Nikoukalam M T,Dolatshahi K M.Finite element investigation of moment resisting frames with a new shear structural fuse[C].Istanbul,Turkey:Second European Conference on Earthquake Engineering and Seismology(2ECEES),2014:1-11.
[13]雷淑忠,沈祖炎,刘振华.超高层钢框筒结构体系截面尺寸的初步确定[J].建筑结构,2005,35(6):20-22.Lei Shuzhong,Shen Zuyan,Liu Zhenhua.Determination of section dimension for super-rise steel frame-tube structure in the preliminary design stage[J].Building Structure,2005,35(6):20-22.(in Chinese)
[14]JGJ 99-2015,高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,2015.JGJ 99-2015,Technical specification for steel structure of tall building[S].Beijing:China Architecture&Building Press,2015.(in Chinese)
[15]纪晓东,马琦峰,王彦栋,等.钢连梁可更换消能梁段抗震性能试验研究[J].建筑结构学报,2014,35(6):1-11.Ji Xiaodong,Ma Qifeng,Wang Yandong,et al.Cyclic tests of replaceable shear links in steel coupling beams[J].Journal of Building Structures,2014,35(6):1-11.(in Chinese)
[16]北京金土木软件技术有限公司,中国建筑标准设计研究院.SAP2000中文版使用指南[M].北京:人民交通出版社,2006:460-486.Beijing Jintuwu Software Technology Company,China Institute Building Standard Design&Research.Chinese use guide for SAP2000[M].Beijing:China Communications Press,2006:460-486.(in Chinese)
[17]杨文侠,李春燕,顾强.Y形偏心支撑钢框架SAP2000非线性分析模型,兰州理工大学学报[J].2010,36(5):111-114.Yang Wenxia,Li Chunyan,Gu Qiang.Nonlinear analysis model SAP2000 for eccentrically braced steel frames with Y-links[J].Journal of Lanzhou University of Technology,2010,36(5):111-114.(in Chinese)
[18]GB 50017-2017,钢结构设计标准[S].北京:中国建筑工业出版社,2017.GB 50017-2017,Standard for design of steel structures[S].Beijing:China Architecture Industry Press,2018.(in Chinese)
[19]GB 50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Code for seismic design of buildings[S].Beijing:China Architecture Industry Press,2010.(in Chinese)
[2]Moon K S.Stiffness-based design methodology for steel braced tube structures:A sustainable approach[J].Engineering Structures,2010,32(10):3163-3170.
[3]Nikoukalam M T,Dolatshahi K M.Development of structural shear fuse in moment resisting frames[J].Journal of Constructional Steel Research,2015,114(8):349-361.
[4]Mahmoudi F,Dolatshahi K M,Mahsuli M,et al.Experimental evaluation of steel moment resisting frames with a nonlinear shear fuse[C].Phoenix,Arizona:ASCE Geotechnical and Structural Engineering Congress,2016:624-634.
[5]吕西林,陈云,毛苑君.结构抗震设计的新概念-可恢复功能结构[J].同济大学学报(自然科学版),2011,39(7):941-948.Lyu Xilin,Chen Yun,Mao Yuanjun.New concept of structural seismic design:earthquake resilient structures[J].Journal of Tongji University(Natural Science),2011,39(7):941-948.(in Chinese)
[6]纪晓东,钱稼茹.震后功能可快速恢复联肢剪力墙研究[J].工程力学,2015,32(10):1-8.Ji Xiaodong,Qian Jiaru.Study of earthquake-resilient coupled shear walls[J].Engineering Mechanics,2015,32(10):1-8.(in Chinese)
[7]吕西林,周颖,陈聪.可恢复功能抗震结构新体系研究进展[J].地震工程与工程振动,2014,01(4):130-139.Lyu Xilin,Zhou Ying,Chen Cong.Research progress on innovative earthquake-resilient structural systems[J].Earthquake Engineering&Engineering Dynamics,2014,1(4):130-139.(in Chinese)
[8]Roeder C W,Popov E P.Eccentrically braced steel frames for earthquakes[J].Journal of the Structural Division,1978,104(11):391-412.
[9]殷占忠,任亚歌,陈伟,等.可替换独立耗能梁段抗震性能分析[J].工程力学,2016,33(增刊1):207-213.Yin Zhanzhong,Ren Yage,Chen Wei.The seismic performance analysis of replaceable independent links[J].Engineering Mechanics,2016,33(Suppl 1):207-213.(in Chinese)
[10]石永久,熊俊,王元清,等.多层钢框架偏心支撑的抗震性能试验研究[J].建筑结构学报,2010,32(2):29-34.Shi Yongjiu,Xiong Jun,Wang Yuanqing.Experimental studies on seismic performance of multi-story steel frame with eccentric brace[J].Journal of Building Structures,2010,32(2):29-34.(in Chinese)
[11]张浩,连鸣,苏明周.含可更换剪切型耗能梁段-高强钢框筒结构抗震性能分析[J/OL].建筑钢结构进展.http://kns.cnki.net/kcms/detail/31.1893.TU.20181210.1100.003.html,2018-12-11.Zhang Hao,Lian Ming,Su Mingzhou.Analysis on the seismic performance of high strength steel fabricated framed-tube structure with replaceable shear link[J/OL].Progress in Steel Building Structures.http://kns.cnki.net/kcms/detail/31.1893.TU.20181210.1100.003.html,2018-12-11.(in Chinese)
[12]Nikoukalam M T,Dolatshahi K M.Finite element investigation of moment resisting frames with a new shear structural fuse[C].Istanbul,Turkey:Second European Conference on Earthquake Engineering and Seismology(2ECEES),2014:1-11.
[13]雷淑忠,沈祖炎,刘振华.超高层钢框筒结构体系截面尺寸的初步确定[J].建筑结构,2005,35(6):20-22.Lei Shuzhong,Shen Zuyan,Liu Zhenhua.Determination of section dimension for super-rise steel frame-tube structure in the preliminary design stage[J].Building Structure,2005,35(6):20-22.(in Chinese)
[14]JGJ 99-2015,高层民用建筑钢结构技术规程[S].北京:中国建筑工业出版社,2015.JGJ 99-2015,Technical specification for steel structure of tall building[S].Beijing:China Architecture&Building Press,2015.(in Chinese)
[15]纪晓东,马琦峰,王彦栋,等.钢连梁可更换消能梁段抗震性能试验研究[J].建筑结构学报,2014,35(6):1-11.Ji Xiaodong,Ma Qifeng,Wang Yandong,et al.Cyclic tests of replaceable shear links in steel coupling beams[J].Journal of Building Structures,2014,35(6):1-11.(in Chinese)
[16]北京金土木软件技术有限公司,中国建筑标准设计研究院.SAP2000中文版使用指南[M].北京:人民交通出版社,2006:460-486.Beijing Jintuwu Software Technology Company,China Institute Building Standard Design&Research.Chinese use guide for SAP2000[M].Beijing:China Communications Press,2006:460-486.(in Chinese)
[17]杨文侠,李春燕,顾强.Y形偏心支撑钢框架SAP2000非线性分析模型,兰州理工大学学报[J].2010,36(5):111-114.Yang Wenxia,Li Chunyan,Gu Qiang.Nonlinear analysis model SAP2000 for eccentrically braced steel frames with Y-links[J].Journal of Lanzhou University of Technology,2010,36(5):111-114.(in Chinese)
[18]GB 50017-2017,钢结构设计标准[S].北京:中国建筑工业出版社,2017.GB 50017-2017,Standard for design of steel structures[S].Beijing:China Architecture Industry Press,2018.(in Chinese)
[19]GB 50011-2010,建筑抗震设计规范[S].北京:中国建筑工业出版社,2010.GB 50011-2010,Code for seismic design of buildings[S].Beijing:China Architecture Industry Press,2010.(in Chinese)
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