The mechanical behavior of replaceable beam with end-plate-bolt connections in hybrid frame structure under low cycle reversed loading was analyzed with the finite element software ABAQUS. The effects of length ratio on the failure process, failure mode, hysteretic performance, shear bearing capacity and plastic rotation capability of the replaceable beam were studied. Based on the shear yielding replaceable beam, the influence of the stiffener spacing on the seismic performance is analyzed. The results show that the length factor can be used as a control parameter for the failure mode of replaceable beams. When the length ratio e is less than 1.45, the shear failure of replaceable beams occurs. When the length ratio e is more than 1.45, the bending and shear failure of replaceable beams occurs. The length ratio has a great influence on the shear bearing capacity of specimens, but the stiffener spacing has little effect on the shear bearing capacity. After a comprehensive analysis, the length ratio of shear yielding replaceable beams is recommended to be designed from 0.9 to 1.2. The results also show that shear yielding replaceable beam has good bearing capacity and deformation capacity, and its overstrength factors are higher than the recommended value of overstrength factors given by AISC341-10 provisions. In addition, reducing the stiffener spacing can effectively prevent the buckling of web of replaceable beams, thus ensuring the energy dissipation capacity and plastic rotation of replaceable beams. Therefore, it is not recommended to set the stiffener spacing of shear yielding replaceable beams too large And based on the analysis results of parameters, the design method of replaceable beams is given from four aspects: section size, bearing capacity calculation, structural measures and connection design, and it is tested by experiment to provide a reference for similar structural design.
Key words
the hybrid frame /
the replaceable beam /
the link length ratio /
the stiffener spacing /
the design method
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References
[1] 蒋欢军,刘其舟.可恢复功能剪力墙结构研究进展[J].振动与冲击,2015,34(07):51-58.
Jiang Huanjun, Liu Qizhou. State-of-the-art of the research advances on resilient shear walls[J]. Journal of Vibration and Shock, 2015, 34(07): 51-58.
[2] 周颖, 顾安琪. 自复位剪力墙结构四水准抗震设防下基于位移抗震设计方法[J]. 建筑结构学报, 2019, 40(3): 118-126.
ZHOU Ying, GU Anqi. Displacement-based seismic design of self-centering shear walls under four-level seismic fortifications. Journal of Building Structures, 2019, 40(3): 118-126.
[3] 吕西林, 陈聪. 带有可更换构件的结构体系研究进展[J]. 地震工程与工程振动, 2014, 034(001):27-36.
Lü Xilin, Chen Cong. Research progress in structural systems with replaceable members [J]. Earthquake Engineering and Engineering Dynamics, 2014, 34(1): 27-36.
[4] 陈云,吕西林,蒋欢军.带可更换连梁的超高层结构抗震性能研究[J].振动与冲击,2015,34(09):1-8.
Chen Yun, Lu Xilin, Jiang Huanjun. Seismic performance of a super tall structure with replaceable coupling beams [J]. Journal of Vibration and Shock, 2015, 34(09): 1-8.
[5] 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.
[6] Lopes A, Dusicka P, Berman J. Linked column framing system analyses toward experimental validation [C]//Structures Congress2012, ASCE, 2012: 1598－1609.
[7] 纪晓东,马琦峰,王彦栋,钱稼茹.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(06):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.
[8] 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(08):144-153.
HU Shujun, XIONG Jingang, WANG Zhan. Study of mechanical properties and its influence factors for short shear links [J]. Engineering Mechanics, 2018, 35(8): 144-153.
[9] ANSI/AISC 341-10. Seismic provisions for structural steel buildings[S]. Chicago: American Institute of Steel Construction, 2010.
[10] 建筑抗震设计规范：GB 50011-2010［S］. 北京：中国建筑工业出版社, 2010.
[11] 门进杰. 钢-混凝土混合框架可更换结构体系[P]. 中国专利. 201720807170.X, 2018-01-23.
[12] 顾强.钢结构滞回性能及抗震设计[M]. 北京：中国建筑工业出版社，2009:241-242.
[13] 董全利. 防屈曲钢板剪力墙结构性能与设计方法研究[D]. 北京: 清华大学, 2007.
[14] Max T. Stephens, Peter Dusicka, Gregory Lewis. End web stiffeners for connecting ductile replaceable links [J]. Journal of Constructional Steel Research, 2018, 150(8): 405-414.
[15] Okazaki T, Engelhardt M D. Cyclic loading behavior of EBF links constructed of ASTM A992 steel[J]. Journal of constructional steel Research, 2007, 63(6): 751-765.
[16] 建筑抗震试验方法规程:JGJ 101-1996. [S]. 北京:中国建筑工业出版社, 1997.
[17] Hjelmstad K D, Popov E P. Seismic behavior of active beam link in eccentrically braced frames [R]. Rep. No. UCB/EERC-83/15. Berkeley, CA: Earthquake Engineering Research Center, University of California at Berkeley, 1983.
[18] Malley J O, Popov E P. Shear links in eccentrically braced frames [J]. Journal of Structural Division, ASCE, 1984, 110 (9) :2275-2295.
[19] Kasai K, Popov E P. A study of seismically resistant eccentrically braced frames [R]. Rep. No. UCB/EERC-86/01. Berkeley, CA: Earthquake Engineering Research Center, University of California at Berkeley, 1986.
[20] Ricles J M, Popov E P. Experiments on eccentrically braced frames with composite floors [R]. Rep.No.UCB/EERC-87/06. Berkeley, CA: Earthquake Engineering Research Center, University of California at Berkeley, 1986.
[21] Engelhardt M D, Popov E P. Behavior of long links in eccentrically braced frames [R]. Rep. No. UCB/EERC-89/01. Berkeley, CA: Earthquake Engineering Research Center, University of California at Berkeley,1989.
[22] McDaniel C C, Uang C M, Seible F. Cyclic testing of built-up steel shear links for the new bay bridge [J]. Journal of Structural Engineering, 2003, 129(6): 801-809.
[23] Okazaki T, Engelhardt M D, Drolias A, et al. Experimental investigation of link-to-column connections in eccentrically braced frames [J]. Journal of Constructional Steel Research, 2009, 65(7): 1401-1412.
[24] Dusicka P, Itani A M, Buckle I G. Cyclic behavior of shear links of various grades of plate steel [J]. Journal of Structural Engineering, 2010, 136(4): 370-378.
[25] Ramadan T, Ghobarah A. Behavior of bolted link: column joints in eccentrically braced frames[J]. Canadian Journal of Civil Engineering 1995，22(4):745-754.
[26] 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.
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