|Table of Contents|

Research on hysteretic behavior of prefabricated special truss moment frame fabricated with high-strength steel(PDF)

《建筑科学与工程学报》[ISSN:1673-2049/CN:61-1442/TU]

Issue:
2024年05期
Page:
23-32
Research Field:
建筑结构
Publishing date:

Info

Title:
Research on hysteretic behavior of prefabricated special truss moment frame fabricated with high-strength steel
Author(s):
WANG Feng1;  CHEN Shuli2;  YUAN Menghao1;  LI Ning3;  WANG Shanshan4
(1. School of Civil Engineering, Lanzhou University of Technology, Lanzhou 730050, Gansu, China; 2. School of Architecture and Information Engineering, Shandong Vocational College of Industry, Zibo 256414, Shandong, China; 3. Beijing CITIC Bohai Aluminum Curtain Wall Decoration Engineering Co. Ltd., Beijing 101200, China; 4. Department of Materials and Architectural Engineering, Hebei Institute of Mechanical and Electrical technology, Xingtai 054002, Hebei, China)
Keywords:
prefabricated special truss moment frame fabricated with high-strength steel;  bearing capacity;  hysteresis performance;  length of energy dissipation section
PACS:
TU392
DOI:
10.19815/j.jace.2022.10093
Abstract:
In order to study the seismic performance of prefabricated special truss moment frame fabricated with high-strength steel(HSS-PSTMF)and expand its engineering applications, the HSS-PSTMF models were established using ABAQUS finite element software for different energy dissipation section lengths and number of internodes. The numerical analysis was conducted on the hysteresis performance of prefabricated special truss moment frame fabricated with high-strength steel. The influences of the length of energy dissipation section, the number of internodes, and the length-to-depth ratio on the structural bearing capacity, stiffness, ductility, and energy dissipation capacity were studied. The results show that in special truss moment frame(STMF)system, seismic energy is mainly dissipated through energy dissipation sections. Changing the length of energy dissipation section has a significant impact on the bearing capacity, ductility, stiffness, and energy dissipation capacity of structure. When the length of energy dissipation section is constant, changing the number of internodes has a relatively small impact on the structural bearing capacity, ductility, and energy dissipation capacity. The seismic performance of structure is better when the length of the energy dissipation section is between 0.2L-0.4L(L is span)and the length-to-depth ratio of any internodes of energy dissipation section is between 0.67-1.5. When the length of energy dissipation section ranges from 0.4L to 0.5L, the length-to-depth ratio of structure can be increased to 3 while meeting the safety requirements of structure.

References:

[1] GOEL S C,ITANI A M.Seismic behavior of open-web truss-moment frames[J].Journal of Structural Engineering,1994,120(6):1763-1780.
[2]BASHA H S,GOEL S C.Special truss moment frames with Vierendeel middle panel[J].Engineering Structures,1995,17(5):352-358.
[3]王 凤,苏明周,李 慎,等.多层高强钢组合Y形偏心支撑钢框架抗震性能试验研究[J].土木工程学报,2016,49(3):64-71,97.
WANG Feng,SU Mingzhou,LI Shen,et al.Experimental study on seismic behavior of multi-storey high strength steel composite Y-eccentrically braced steel frame[J].China Civil Engineering Journal,2016,49(3):64-71,97.
[4]Seismic provisions for structural steel buildings:ANSI/AISC 341-16[S].Chicago:American Institute of Steel Construction,2016.
[5]PARRA-MONTESINOS G J,GOEL S C,KIM K Y.Behavior of steel double-channel built-up chords of special truss moment frames under reversed cyclic bending[J].Journal of Structural Engineering,2006,132(9):1343-1351.
[6]SIMASATHIEN S,JIANSINLAPADAMRONG C,CHAO S H.Seismic behavior of special truss moment frame with double hollow structural sections as chord members[J].Engineering Structures,2017,131:14-27.
[7]JIANSINLAPADAMRONG C,PRICE B,CHAO S H.Cyclic behavior of steel double-channel built-up components with a new lateral-torsional-buckling prevention detail[J].Journal of Structural Engineering,2018,144(8):04018127.1-04018127.15.
[8]JIANSINLAPADAMRONG C,PARK K,HOOPER J,et al.Seismic design and performance evaluation of long-span special truss moment frames[J].Journal of Structural Engineering,2019,145(7):04019053.1-04019053.16.
[9]郭 兵,王金涛,刘川川,等.X形弱腹杆式延性桁框结构探讨[J].建筑结构学报,2013,34(8):119-125.
GUO Bing,WANG Jintao,LIU Chuanchuan,et al.Study on special truss moment frames with weak X-diagonals[J].Journal of Building Structures,2013,34(8):119-125.
[10]郭 兵,张 帅,刘川川,等.空腹式延性桁框结构探讨[J].建筑钢结构进展,2013,15(1):1-7.
GUO Bing,ZHANG Shuai,LIU Chuanchuan,et al.Study on special truss moment frames with vierendeel web members[J].Progress in Steel Building Structures,2013,15(1):1-7.
[11]郭 兵,鲍 镇,刘川川,等.屈曲约束支撑式延性桁框结构探讨[J].土木工程学报,2013,46(6):76-81.
GUO Bing,BAO Zhen,LIU Chuanchuan,et al.Study on special truss moment frames with buckling restrained braces[J].China Civil Engineering Journal,2013,46(6):76-81.
[12]李 澈,张永丰,薛彦涛.特殊桁框(STMF)结构特点及工程应用[J].建筑科学,2019,35(1):124-129.
LI Che,ZHANG Yongfeng,XUE Yantao.Characteristics and application of special truss moment frame(STMF)[J].Building Science,2019,35(1):124-129.
[13]CHAO S H,JIANSINLAPADAMRONG C,SIMASATHIEN S,et al.Full-scale testing and design of special truss moment frames for high-seismic areas[J].Journal of Structural Engineering,2020,146(3):04019229.1-04019229.15.
[14]钢结构设计标准:GB 50017—2017[S].北京:中国建筑工业出版社,2017.
Standard for design of steel structures:GB 50017—2017[S].Beijing:China Architecture & Building Press,2017.
[15]矩形钢管混凝土结构技术规程:CECS 159—2004[S].北京:中国计划出版社,2004.
Technical specification for structures with concrete-filled rectangular steel tube members:CECS 159—2004[S].Beijing:China Planning Press,2004.
[16]仇 杰.装配式交错桁架与方钢管混凝土柱外环板-端板节点抗震性能试验研究[D].西安:西安建筑科技大学,2017.
QIU Jie.Experimental study on seismic performance of assembled joints of steel staggered truss to concrete-filled square steel tube column with external diaphragm and end-plate connections[D].Xi'an:Xi'an University of Architecture and Technology,2017.
[17]ZHENG L,WANG W D.Multi-scale numerical simulation analysis of CFST column-composite beam frame under a column-loss scenario[J].Journal of Constructional Steel Research,2022,190:107151.
[18]韩林海.钢管混凝土结构:理论与实践[M].2版.北京:科学出版社,2007.
HAN Linhai.Concrete-filled steel tubular structure:theory and practice[M].2nd ed.Beijing:Science Press,2007.
[19]建筑抗震试验方法规程:JGJ/T 101—2015[S].北京:中国建筑工业出版社,2015.
Specification for seismic test of buildings:JGJ/T 101—2015[S].Beijing:China Architecture & Building Press,2015.
[20]ELLINGWOOD B R.Earthquake risk assessment of building structures[J].Reliability Engineering & System Safety,2001,74(3):251-262.
[21]郭靳时,金菊顺,庄新玲.钢筋混凝土结构设计[M].武汉:武汉大学出版社,2013.
GUO Jinshi,JIN Jushun,ZHUANG Xinling.Reinforced concrete structure design[M].Wuhan:Wuhan University Press,2013.
[22]建筑抗震设计规范:GB 50011—2010[S].北京:中国建筑工业出版社,2016.
Code for seismic design of buildings:GB 50011—2010[S].Beijing:China Architecture & Building Press,2016.

Memo

Memo:
-
Last Update: 2024-09-30