Experimental Study on Hysteretic Behavior for Plate-Reinforced Connections

Abstract:

Article Preview

8 plate-reinforced connections are manufactured at 1/2 scale and then tested under low-cyclic loadings to study their hysteretic behavior, and numerical simultation with ANSYS are applied based on the experimental results. Failure patterns, energy dissipation, hysteretic behavior and skeleton curves are comparatively studied by changing the dimensions of the reinforced plates. Results show:(1)the plastic hinge be formed 1/3-1/4 beam depth from the end of reinforced plate and is obvious, there are serious local buckling in the flange and web, and there is no fracture in the beam-to-column welding;(2)The geometric parameters of reinforced plate have important effect to the bearing capacity and ductility of connections. With the increase of length and thickness of reinforced plate, the bearing capacity increases and hysteretic behavior and ductility factor decreases;(3)When the length of reinforced plate is bigger than the design requirements, there is brittle failure in the panel zone, which lead to decrease of capacity of energy dissipation and equivalent viscous damp coefficient;(4)Recommended parameter scope: the recommended length of reinforced plate(flange-plate and cover-plate) is defined as 0.5-0.8 times beam depth, the recommended thickness of flange-plate is 1.2-1.4 times flange and the recommended thickness of cover-plate is 0.7-1.2 times flange.

Info:

Periodical:

Advanced Materials Research (Volumes 163-167)

Edited by:

Lijuan Li

Pages:

778-789

DOI:

10.4028/www.scientific.net/AMR.163-167.778

Citation:

Y. Wang et al., "Experimental Study on Hysteretic Behavior for Plate-Reinforced Connections", Advanced Materials Research, Vols. 163-167, pp. 778-789, 2011

Online since:

December 2010

Export:

Price:

$38.00

[1] FEMA350 Recommened Seismic design criteria for new Steel Structural Buildings[S]. (2000).

[2] FEMA-351 Recommended seismic Evaluation and Upgrade Criteria for Existing Welded Steel Moment-Frame Bulidings. [S]. (2000).

[3] T. Kim,A. S. Whittaker, A. S. J. Gilani, et al. Experimental Evaluation of Plate-Reinforced Steel Moment-Resisting Connections[J], Journal of structural engineering 128: 4 (483), (2002).

DOI: 10.1061/(asce)0733-9445(2002)128:4(483)

[4] T. Kim, A. S. Whittaker, A. S. J. Gilani, et al. Cover-plate and flange-plate steel moment-resisting onnections[J], Journal of Structural engineering , 2002, 128(4): 474-482.

DOI: 10.1061/(asce)0733-9445(2002)128:4(474)

[5] Stephen P. Schneider, and Itthinun Teeraparbwong Inelastic Behavior of Bolted Flange Plate Connections[J], Journal of Structural engineering 128(4): , (2002).

DOI: 10.1061/(asce)0733-9445(2002)128:4(492)

[6] S. Willibald; J. A. Packer; and R. S. Puthli , Cover-plate and flange-plate steel moment-resisting Connections[J], Journal of Structural engineering , 2002, 128(3): 328-336.

DOI: 10.1061/(asce)0733-9445(2002)128:3(328)

[7] Farzard Naeim, Kan Patel and Kai-Chen Tu, et al. A New Rigid Connection for Heavy Beam and Column in steel Moment Resisting Frames [R], Proceedings of the 2001 Convention of the Structural Engineers Association of California, (2001).

[8] Experimental study on steel moment resistant frame connections with welded flange plates[J]Journal of Building Structures,2007, 28(3). In Chinese.

[9] JGJ 99-98 Technical specification for steel structure of tall buildings[S]Beijing, China architecture &building press. In Chinese.

[10] GB 50011-2001 Code for seismic design of buildings, China architecture &building press, 2001. In Chinese.

[11] ANSI/AISC 341-05 Recommened Provisions for Structural Steel Buildings[S]. American Institute of Steel Construction, INC. (2005).

In order to see related information, you need to Login.