1.School of Civil Engineering, Chongqing Three Gorges College, Chongqing 404100, China;
2.School of Civil Engineering, Xi’an University of Architecture and Technology, Xi’an 710055, China;
3.Service Center of Housing and Urban-Rural Development of Wanzhou, Chongqing 404199, China
Abstract：Compared with the traditional frame structures, the novel frame structure with replaceable links can realize the rapid recovery of building occupancy after seismic input, so they are capable of reducing structural damage and ensuring continued use of the structure. In order to study the seismic performance of the replaceable links, a total of four test specimens were designed. Then a low-cycle reversed loading test was carried out to focus on the failure characteristics, hysteretic performance and skeleton curves. ABAQUS was used for establishing the refined analysis model of the replaceable links to evaluate the change rule of seismic performance of the links by the link short length ratios and analyse the reliability of numerical simulation analysis method. The results indicated that the failure modes of specimens included two types of shear failure and bending-shear failure, those of which included web-to-stiffener weld tear, web buckling and flange-to-end plate weld tear. All tested specimens presented very stable seismic performance and replaceability. The numerical analysis results agreed well with the experimental results and the simulation method is feasible. Along with an increase of the link short length ratios, the bearing capacity, deformation and energy dissipation capacity of the specimens weaken, respectively; at the same time, the shear contribution of flanges for the link models developed beyond 10% of the plastic shear strength. The shear failure mode of the specimens changed to bending-shear behavior reached approximately 1.4, lower than a value of 1.6 recommended by Popov et al. The calculation formula of shear capacity of the replaceable links after earthquake is put forward, which can be used for design evaluation of engineering.
熊礼全1，潘星月1，程龙飞1，门进杰2，陈大刚3，向征宇3. 短型长度系数对耗能梁抗震性能的影响试验及有限元研究[J]. 振动与冲击, 2023, 42(10): 31-42.
XIONG Liquan1，PAN Xingyue1，CHENG Longfei1，MEN Jinjie2，CHEN Dagang3，XIANG Zhengyu3. Experimental and finite element research on seismic performance of replaceable links considering the short length ratios. JOURNAL OF VIBRATION AND SHOCK, 2023, 42(10): 31-42.
[1]PEER. Report of the seventh joint planning meeting of NEES / E-defense collaborative research on earthquake engineering[R]. Berkeley, CA: University of California at Berkeley, 2010: A-VI-2.
[2]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(7) : 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(7) : 51 -58. ( in Chinese) )
[3]吕西林, 武大洋, 周颖. 可恢复功能防震结构研究进展[J]. 建筑结构学报, 2019, 40(2): 1-15. (LU Xilin, WU Dayang, ZHOU Ying. State-of-the-art of earthquake resilient structures[J]. Journal of Building Structures, 2019, 40(2): 1-15. ( in Chinese) )
[4]AZAD K S, TOPKAYA C. A review of research on steel eccentrically braced frames. Journal of Constructional Steel Research, 2017, 128: 53-73.
[5]纪晓东, 王彦栋, 马琦峰, 等. 可更换钢连梁抗震性能试验研究 [J]. 建筑结构学报, 2015, 36(10): 1-10.(JI Xiaodong, WANG Yandong, MA Qifeng, et al. Experimental study on seismic behavior of replaceable steel coupling beams[J]. Journal of Building Structures, 2015, 36(10): 1-10. (in Chinese))
[6]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.
[7]MEN J J, XIONG L Q,WANG J C, et al. An experimental study on the seismic behavior and replaceability of the replaceable steel shear links[J]. Structures, 2021, 33: 2334-2348.
[8]MALLEY J O, POPOV E P. Shear links in eccentrically braced frames[J]. Journal of Structural Engineering, 1984, 110(9): 2275- 2295.
[9]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))
[10]门进杰, 王欢欢, 兰涛, 等. 混合框架可更换梁的抗震性能及设计方法[J]. 振动与冲击, 2021, 40(22):82-91. (MEN Jinjie, WANG Huanhuan, LAN Tao, et al. Seismic performance and design method for hybrid frame replaceable beams[J]. Journal of vibration and shock, 2021, 40(22):82-91. (in Chinese))
[11]STEPHENS M, DUSICKA P. Continuously stiffened composite web shear links: tests and numerical model validation [J]. Journal of Structural Engineering, 2014, 140(7): 04014040
[12]ZHANG H, SU M Z, LIAN M, et al. Experimental and numerical study on the seismic behavior of high-strength steel framed-tube structures with end-plate-connected replaceable shear links[J]. Engineering Structures, 2020, 223: 111172.
[13]HJELMSTAD K D, POPOV E P. Cyclic behaviour and design of link beams [J]. Journal of Structural Engineering, 1983, 109(10): 2387–2403.
[14]ANSI/AISC 341-16. Seismic provisions for structural steel buildings[S]. Chicago: American Institute of Steel Construction, 2016.
[15]GB50011-2010. 建筑抗震设计规范[S]. 北京: 中国建筑工业出版社, 2016. (GB 50011-2010, Code for seismic design of building[S]. Beijing: China Ministry of Construction, 2016.)
[16]呼辉峰, 刘界鹏, 李 江, 程国忠. 新型防屈曲高强钢腹板可更换钢连梁抗震性能研究[J], 土木工程学报，2022（网络首发论文）（HU Huifeng, LIU Jiepeng , LI Jiang, CHENG Guozhong. Seismic behavior of new buckling-resistant high-strength steel webs with replaceable steel coupling beam[J]. China Civil Engineering Journal, 2022(in Chinese)）
[17]胡淑军, 王雪飞, 熊进刚,等. 剪切型消能梁段超强系数的影响因素及规律分析[J]. 建筑结构, 2020, 50(21):89-96.(HU Shujun, WANG Xuefei, XIONG Jingang, ZENG Sizhi, et al. Analysis on influence factors and change rules of overstrength coefficient for shear links[J]. Building Structure, 2020, 50(21):89-96.(in Chinese))
[18]门进杰, 霍文武, 兰涛, 等.带可更换构件的RCS混合框架结构受力特性及抗震设计方法[J].土木工程学报, 2020, 53(6): 42-52. (MEN Jinjie, HUO Wenwu, LAN Tao, et al. Mechanical behavior and seismic design method of RCS hybrid frame structure with replaceable components[J]. China Civil Engineering Journal, 2020, 53(6): 42-52. (in Chinese))
[19]SHOEIBI S, KAFIi M A, GHOLHAKI M. Performance-based seismic design and parametric assessment of linked column frame system [J]. Periodica Polytechnica Civil Engineering, 2018, 63(3):1-15.
[20]LEWIS G. Replaceable shear and flexural links for the linked column frame system[D]. In MS Thesis, Portland State University, Portland, Oregon, USA, 2010.
[21]KASAI K, PPOPV E P. Cyclic web buckling control for shear link beams [J]. Journal of Structural Engineering, 1986, 112(3): 505-523.
[22]RICHARDS P, UANG C M. Development of testing protocol for short links in eccentrically braced frames[R]. Rep No. SSRP-2003 /08. la Jlla, CA: University of California at San Diego, 2003.
[23]BASLER K. Welded plate girders[J]. Transactions of American Society of Civil Engineers, 1963, 128(2): 653-734.
[24]王彦栋. 带RC楼板的可更换钢连梁抗震性能及设计方法研究[D]. 北京:清华大学, 2016. (WANG Yandong. Study on seismic behavior and design of replaceable steel coupling beams with RC slabs[D]. Beijing: Tsinghua University,2016.(in Chinese))
[25]MEN J J, DENG D P, LAN T, et al. Replaceability evaluation method of shear link for RCS hybrid frame[J]. Structures, 2021, 33: 2085-2098.
[26]门进杰, 范栋鑫, 邓德平, 等.三段式可更换耗能梁抗震性能及可更换性能分析[J], 建筑结构学报，2022（网络首发论文）（MEN Jinjie, FAN Dongxin, DENG Deping1, et al. Analysis on seismic performance and replaceable performance of three-section energy dissipation beam[J]. Journal of Building Structures, 2022(in Chinese)）
[27]石永久, 王萌, 王元清. 循环荷载作用下结构钢材本构关系试验研究[J]. 建筑材料学报, 2012, 15(3): 293- 300. (SHI Yongjiu, WANG Meng, WANG Yuanqing. Experimental study of structural steel constitutive relationship under cyclic loading[J]. Journal of building materials, 2012, 15(3): 293-300.(in Chinese))
[28] 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.
[29]VARGAS R, BRUNEAU M. Experimental response of buildings designed with metallic structural fuses. II [J]. Journal of Structural Engineering, 2009, 135(4): 394-403.
[30]WAMG T, GUO X, HE X K, et al. Experimental study on replaceable hybrid coupling beams [J]. Applied Mechanics and Materials, 2012, 166-169: 1779-1784.
[31]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.
[32]RICHARDS P W. Cyclic stability and capacity design of steel eccentrically braced frames[D]. University of California, San Diego, 2004.
[33]DELLA C G, D'ANIELLO M, MAZZOLANI F M. Plastic shear overstrength of short links with axial restraints. Proceedings of STESSA 2009 conference-steel structures in seismic areas. Philadelphia, USA, 16-20 August; 2009.
[34]European Committee for Standardization (CEN). Eurocode 8 - design of structures for earthquake resistance - part 1.1: general rules, seismic actions and rules for buildings. EN 1998-1-1, Bruxelles; 2005.
[35]CORTE G D, D'ANIELLO M, LANDOLFO R. Analytical and numerical study of plastic overstrength of shear links [J]. Journal of Constructional Steel Research, 2013, 82:19–32.
[36]LIU X G, FAN J S, LIU Y F, et al. Experimental research of replaceable Q345GJ steel links considering cyclic buckling and plastic overstrength[J]. Journal of constructional steel research, 2017, 134: 160-179.
[37]段留省. 高强钢组合偏心支撑钢框架抗震性能与震后修复研究[D].西安：西安建筑科技大学, 2014.(DUAN Liusheng. Seismic behavior and retrofitting study of high strength steel composite eccentrically braced frames[D]. Xi’an: Xi’an University of Architecture and Technology, 2014. (in Chinese))
[38]BOZKURT M. B, Topkay C. Replaceable links with gusseted brace joints for eccentrically braced frames [J]. Soil Dynamics and Earthquake Engineering, 2018,115: 305-318.
[39]STEPHENS M, DUSICKA P, LEWIS G, End web stiffeners for connecting ductile replaceable links[J]. Journal of Constructional Steel Research, 2018, 150: 405–414
[40]VOLYNKIN D, DUSICKA P, CLIFTON G C. Intermediate Web Stiffener Spacing Evaluation for Shear Links[J]. Journal of Structural Engineering, 2019, 145(2): 04018257(1-12).
