|Table of Contents|

Analysis of Influence Factors on Hysteretic Behavior of Weak-axis Square Tubular Web RBS Connection(PDF)

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

Issue:
2019年02期
Page:
64-76
Research Field:
Publishing date:

Info

Title:
Analysis of Influence Factors on Hysteretic Behavior of Weak-axis Square Tubular Web RBS Connection
Author(s):
LU Lin-feng1;  AI Long1;  HAO Zhen-fen2;  ZHANG Ting-qiang1;  CHEN Li-meng1
(1. School of Civil Engineering, Chang'an University, Xi'an 710061, Shaanxi, China; 2. Beijing Special Engineering Design and Research Institute, Beijing 100028, China)
Keywords:
joint region;  weak-axis connection;  square steel tube;  plastic hinge;  seismic behavior
PACS:
TU391
DOI:
-
Abstract:
Based on the basic form of box-strengthened joint region connection for the weak-axis of I-section column, a new type of steel frame beam-column weakening connection, named as STW-RBS was presented, which could weaken the beam's rigidity by using square steel tube to replace the beam web at the expected position of the plastic hinge. In order to study the seismic performance of the new-type connection, seven STW-RBS specimens were designed for finite element parametric(the side length and thickness of the square steel tube and the distance from the steel pipe center to the surface of the skin plate)analysis and one TW-RBS type weak-axis joint specimens for comparative analysis. The seismic behavior of the joints was analyzed mainly from the hysteretic curve, skeleton curve, stiffness degeneration curve, ductility coefficient and plastic rotation ability. The results show that the weakening parameter of STW-RBS type weak axis connection is l≤0.55 h, a≥0.6bf, s=tw(h is beam section height, bf is flange width and tw is beam web thickness). If the above parameters are reasonable, the ductility coefficient of the STW-RBS weak-axis connection can reach 6.0 and the plastic rotational capacity is not less than 0.06 rad; the plastic hinge appears in the square steel pipe place, and the steel column and nodal area are basically in the elastic state, satisfying the seismic design idea of the “strong column, weak beam and strong joint, weak component”. The seismic performance of STW-RBS type weak-axis connection node is basically same with AW-RBS type weak-axis connection node.

References:

References:
[1] GB 50011—2010,建筑抗震设计规范[S].
GB 50011—2010,Code for Seismic Design of Buildings [S].
[2]SAC Joint Venture.State of the Art Report on Past Performance of Steel Momeng-frame Buildings in Earthquakes[R].Sacramento:SAC Joint Venture,2000.
[3]ZHANG X F,RICLES M J.Experimental Evaluation of Reduced Beam Section Connections to Deep Columns[J].Journal of Structural Engineering,2006,132(3):346-357.
[4]PACHOUMIS D T,GALOUSSIS E G,KALFAS C N,et al.Reduced Beam Section Moment Connections Subjected to Cyclic Loading:Experimental Analysis and FEM Simulation[J].Engineering Structures,2009,31(1):216-223.
[5]KULKARNI S A,VESMAWALA G.Study of Steel Moment Connection with and Without Reduced Beam Section[J].Case Studies in Structural Engineering,2014,1:26-31.
[6]NAEIM F.The Seismic Design Handbook[M].2nd ed.Boston:Kluwer Academic Publishers,2001.
[7]MIRGHADERI S R,TORABIAN S,IMANPOUR A.Seismic Performance of the Accordion-web RBS Connection[J].Journal of Constructional Steel Research,2010,66(2):277-288.
[8]卢林枫,徐莹璐,周天华,等.H形梁-工形柱弱轴箱形节点域连接节点单调加载试验研究[J].建筑结构学报,2016,37(2):73-80.
LU Lin-feng,XU Ying-lu,ZHOU Tian-hua,et al.Experimental Research on Box Strengthened Joint Connection for Weak Axis of I-section Column-H-shaped Beam Under Monotonic Loading[J].Journal of Building Structures 2016,37(2):73-80.
[9] AISC/ANSI 341-16,Seismic Provisions for Structural Steel Buildings[S].
[10]LU L F,XU Y L,LIM J B P.Mechanical Performance of a New I-section Weak-axis Column Bending Connection[J].Steel Composite Structures,2018,26(1):31-44.
[11]DRIVER R G,ABBAS H H,SAUSE R.Shear Behavior of Corrugated Web Bridge Girders[J].Journal of Structural Engineering,2006,132(2):195-203.
[12]MOON J,YI J,CHOI B H,et al.Shear Strength and Design of Trapezoidally Corrugated Steel Webs[J].Journal of Constructional Steel Research,2009,65(5):1198-1205.
[13]ELGAALY M,SESHADRI A,HAMILTON R W.Bending Strength of Steel Beams with Corrugated Webs[J].Journal of Structural Engineering,1997,123(6):772-782.
[14]GB/T 3094—2012,冷拔异型钢管[S].
GB/T 3094—2012,Cold Drawn Shaped Steel Tubes[S].
[15]中国科学院工程力学研究所.地震工程研究报告集(第三卷)[M].北京:科学出版社,1977.
Institute of Engineering Mechanics,Chinese Academy of Sciences.Earthquake Engineering Research Report Set(Volume III)[M].Beijing:Science Press,1977.
[16]JGJ/T 101—2015,建筑抗震试验规程[S].
JGJ/T 101—2015,Specification for Seismic Test of Buildings[S].
[17]FEMA-267,Interim Guidelines:Evaluation,Repair,Modification and Design of Steel Moment Frames[S].

Memo

Memo:
-
Last Update: 2019-03-27