墙板内置无黏结支撑钢框架滞回性能数值模拟
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摘要
为深入研究梁柱节点形式、加强方式等对墙板内置无黏结支撑钢框架结构滞回性能的影响,对3个结构试验进行了数值模拟。基于墙板内置支撑构件滞回性能的试验研究,确定出了体现往复作用下支撑钢材强化特性的参数取值.总体上,数值分析得到的结构滞回曲线、构件的屈服或局部屈曲机制等均与试验结果较一致,试验和模拟中支撑分别在层间侧移角约1/463~1/350和1/416~1/305范围内发生屈服,框架在1/50层间侧移角之前塑性发展较少,结构的延性和耗能能力良好,实现了结构1/50侧移角内主要利用支撑屈服耗能的设计意图.1/30侧移角内,框架承载力出现退化前,梁柱刚接结构的骨架曲线呈三折线,可分别由支撑和框架的两折线骨架曲线叠加得到;梁柱铰接的结构在破坏前骨架曲线呈双折线,框架塑性发展甚少.梁端补贴钢板加强后梁端塑性区外移,确保了梁柱刚接节点的强度和框架稳定耗能.人字形支撑铰接框架中一根支撑较早局部破坏后被撑梁大幅弯曲屈服,整个结构的抗侧承载力未出现退化.给出了采用梁、杆单元简化模拟墙板内置支撑钢框架结构滞回性能的方法.
Numerical simulations were performed to further investigate the effects of beam-to-column connections,reinforced ways,etc. on the hysteretic behavior of three tested steel frames with unbonded steel plate brace encased in panel( referred to as panel BRB),which is termed as steel frame with panel BRB( panel BRBF) hereafter. The values of the parameters used to reflect the hardening behavior of panel BRBs were determined based on cyclic tests of panel BRBs. In general,hysteretic curves of panel BRBFs and mechanism on yielding or buckling of steel members acquired from simulations agreed with those from tests. Yielding of panel BRBs occurred at inter-story drifts of 1/463 ~ 1/350 in tests and 1/416 ~ 1/305 in simulations,and plastic deformations of steel frames were not obvious prior to the drift of1/50. Ductility and energy dissipation capacity of panel BRBFs were good and the design aim that yielding of panel BRBFs is mainly concentrated on panel BRBs was realized. Within the drift of 1/30 and prior to deterioration of load carrying capacity of steel frames,the panel BRBFs with moment-resisting beam-to-column connections and the panel BRBF with non-moment-resisting beam-to-column connections,in which steel frames nearly remained elastic,showed trilinear and bilinear skeleton curves,respectively. The trilinear curve of each panel BRBF can be acquired by putting the bilinear skeleton curves of both panel BRB and steel frame together. The reinforced ways of adding steel plates at the ends of steel beams near moment-resisting beam-to-column connections let yielding of beams occur far away from the beam-to-column connections and ensured both enough strength of the connections and stable energy dissipation capacity of steel frames. The beam in the panel BRBF with non-moment-resisting beam-to-column connections had large flexural yielding when one brace in a chevron panel BRB failed locally,and the overall lateral resistance of structure was not deteriorated. Besides,simplified methods by employing beam and truss elements to simulate hysteretic behavior of panel BRBFs were proposed.
Numerical simulations were performed to further investigate the effects of beam-to-column connections,reinforced ways,etc. on the hysteretic behavior of three tested steel frames with unbonded steel plate brace encased in panel( referred to as panel BRB),which is termed as steel frame with panel BRB( panel BRBF) hereafter. The values of the parameters used to reflect the hardening behavior of panel BRBs were determined based on cyclic tests of panel BRBs. In general,hysteretic curves of panel BRBFs and mechanism on yielding or buckling of steel members acquired from simulations agreed with those from tests. Yielding of panel BRBs occurred at inter-story drifts of 1/463 ~ 1/350 in tests and 1/416 ~ 1/305 in simulations,and plastic deformations of steel frames were not obvious prior to the drift of1/50. Ductility and energy dissipation capacity of panel BRBFs were good and the design aim that yielding of panel BRBFs is mainly concentrated on panel BRBs was realized. Within the drift of 1/30 and prior to deterioration of load carrying capacity of steel frames,the panel BRBFs with moment-resisting beam-to-column connections and the panel BRBF with non-moment-resisting beam-to-column connections,in which steel frames nearly remained elastic,showed trilinear and bilinear skeleton curves,respectively. The trilinear curve of each panel BRBF can be acquired by putting the bilinear skeleton curves of both panel BRB and steel frame together. The reinforced ways of adding steel plates at the ends of steel beams near moment-resisting beam-to-column connections let yielding of beams occur far away from the beam-to-column connections and ensured both enough strength of the connections and stable energy dissipation capacity of steel frames. The beam in the panel BRBF with non-moment-resisting beam-to-column connections had large flexural yielding when one brace in a chevron panel BRB failed locally,and the overall lateral resistance of structure was not deteriorated. Besides,simplified methods by employing beam and truss elements to simulate hysteretic behavior of panel BRBFs were proposed.
引文
[1] XIE Qiang. State the art of buckling-restrained braces in Asia[J].Journal of Constructional Steel Research,2005,61:727
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[3]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,2015Technical specification for steel structure of tall building:JGJ 99—2015[S].Beijing:China Architecture and building Press,2015
[4] DING Yukun. Cyclic tests for unbonded steel plate brace encased in reinforced concrete panel or light-weight assembled steel panel[J].Journal of Constructional Steel Research,2014,94:91
[5] DING Yukun. Cyclic tests of unbonded steel plate brace encased in steel-concrete composite panel[J]. Journal of constructional steel research,2014,102:233
[6]郑睿.新型墙板内置无黏结支撑钢框架体系抗震性能研究[D].哈尔滨:哈尔滨工业大学,2014ZHENG Rui. Seismic behavior of steel frames with novel types of unbonded steel brace encased in panel[D]. Harbin:Harbin Institute of Technology,2014
[7]李文文.两种墙板内置无黏结钢板支撑的滞回性能与设计方法研究[D].哈尔滨:哈尔滨工业大学,2015LI Wenwen. Hysteretic behavior and design method on two types of wall panel encasing unbonded steel plate brace[D]. Harbin:Harbin Institute of Technology,2015
[8] WIGLE V R, FAHNESTOCK L A. Buckling-restrained braced frame connection performance[J]. Journal of Constructional Steel Research,2010,66(1):65
[9] PALMER K D. Seismic behavior,performance and design of steel concentrically braced frame systems[D]. Washington:University of Washington,2012
[10]LIN P C,TSAI K C, WU A C, et al. Seismic design and experiment of single and coupled corner gusset connections in a full-scale two-story buckling-restrained braced frame[J].Earthquake Engineering&Structural Dynamics,2015,44(13):2177
[11]丁玉坤,张耀春.无粘结内藏钢板支撑剪力墙滞回性能分析[J].哈尔滨工业大学学报,2008,40(4):521DING Yukun,ZHANG Yaochun. Numerical analysis on hysteretic behavior of unbonded steel plate brace encased in reinforced concrete panel[J]. Journal of Harbin Institute of Technology,2008,40(4):521
[12]Federal Emergency Management Agency. Improvement of nonlinear static seismic analysis procedures:FEMA-440[S]. Washington,D.C.:Federal Emergency Management Agency,2005
[2] CHEN C C,LU L W. Development and experimental investigation of a ductile CBF system[C]//Proceedings of the 4th National Conference on Earthquake Engineering. Palm Springs:Earthquake Engineering Research Institute(EERI),1990:575
[3]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,2015Technical specification for steel structure of tall building:JGJ 99—2015[S].Beijing:China Architecture and building Press,2015
[4] DING Yukun. Cyclic tests for unbonded steel plate brace encased in reinforced concrete panel or light-weight assembled steel panel[J].Journal of Constructional Steel Research,2014,94:91
[5] DING Yukun. Cyclic tests of unbonded steel plate brace encased in steel-concrete composite panel[J]. Journal of constructional steel research,2014,102:233
[6]郑睿.新型墙板内置无黏结支撑钢框架体系抗震性能研究[D].哈尔滨:哈尔滨工业大学,2014ZHENG Rui. Seismic behavior of steel frames with novel types of unbonded steel brace encased in panel[D]. Harbin:Harbin Institute of Technology,2014
[7]李文文.两种墙板内置无黏结钢板支撑的滞回性能与设计方法研究[D].哈尔滨:哈尔滨工业大学,2015LI Wenwen. Hysteretic behavior and design method on two types of wall panel encasing unbonded steel plate brace[D]. Harbin:Harbin Institute of Technology,2015
[8] WIGLE V R, FAHNESTOCK L A. Buckling-restrained braced frame connection performance[J]. Journal of Constructional Steel Research,2010,66(1):65
[9] PALMER K D. Seismic behavior,performance and design of steel concentrically braced frame systems[D]. Washington:University of Washington,2012
[10]LIN P C,TSAI K C, WU A C, et al. Seismic design and experiment of single and coupled corner gusset connections in a full-scale two-story buckling-restrained braced frame[J].Earthquake Engineering&Structural Dynamics,2015,44(13):2177
[11]丁玉坤,张耀春.无粘结内藏钢板支撑剪力墙滞回性能分析[J].哈尔滨工业大学学报,2008,40(4):521DING Yukun,ZHANG Yaochun. Numerical analysis on hysteretic behavior of unbonded steel plate brace encased in reinforced concrete panel[J]. Journal of Harbin Institute of Technology,2008,40(4):521
[12]Federal Emergency Management Agency. Improvement of nonlinear static seismic analysis procedures:FEMA-440[S]. Washington,D.C.:Federal Emergency Management Agency,2005