scholarly journals STRENGTH OF BOLTED WIDE-FLANGE BEAM-TO-COLUMN CONNECTIONS ACCOMPANIED BY PANEL ZONE YIELDING

2002 ◽  
Vol 67 (559) ◽  
pp. 219-224 ◽  
Author(s):  
Keiichiro SUITA ◽  
Naoki KANOH ◽  
Kazuo INOUE
Keyword(s):  
Panel Zone ◽  
Flange Beam

Study on shear performance of the connection with external stiffening ring between square steel tubular column and unequal-depth steel beams

2020 ◽  
pp. 136943322098166
Author(s):  
Shuhao Yin ◽  
Bin Rong ◽  
Lei Wang ◽  
Yiliang Sun ◽  
Wuchen Zhang ◽  
...  
Keyword(s):  
Failure Modes ◽  
Plastic Hinge ◽  
Steel Tube ◽  
Nonlinear Finite Element ◽  
Steel Beams ◽  
Finite Element Models ◽  
Test Results ◽  
Panel Zone ◽  
Load Paths ◽  
Shear Performance

This paper studies the shear performance of the connection with the external stiffening ring between the square steel tubular column and unequal-depth steel beams. Two specimens of interior column connections were tested under low cyclic loading. The deformation characteristics and failure modes exhibited by the test phenomena can be summarized as: (1) two specimens all exhibited shear deformation in steel tube web of the panel zone and (2) weld fracture in the panel zone and plastic hinge failure at beam end were observed. Besides, load-displacement behaviors and strain distributions have been also discussed. The nonlinear finite element models were developed to verify the test results. Comparative analyses of the bearing capacity, failure mode, and load-paths between the equal-depth and unequal-depth beam models have been carried out.

scholarly journals RETROFIT EFFECTS FOR WELDED WIDE FLANGE BEAM-TO-COLUMN CONNECTIONS

2015 ◽  
Vol 80 (710) ◽  
pp. 681-691
Author(s):  
Hayato ASADA ◽  
Hiroaki MATOBA ◽  
Tsuyoshi TANAKA ◽  
Satoshi YAMADA
Keyword(s):  
Flange Beam

The Effect of Damping on Seismic Performance of Steel Frame

2014 ◽  
Vol 580-583 ◽  
pp. 1477-1480
Author(s):  
Xin Wu Wang ◽  
Chang Jiao Hu
Keyword(s):  
Seismic Performance ◽  
Frame Analysis ◽  
Dynamic Test ◽  
Steel Frame ◽  
Structural Damping ◽  
Panel Zone ◽  
Story Drift

To study the effect of damping on seismic performance of steel frame, using the pseudo dynamic test by inputting damping and no damping to analyze the seismic performance of semi-rigid steel frame. Analysis was focused on the effect of damping on the panel zone strain, story drift and interlayer force.The conclusion was that under the more severe earthquake, the structural damping had effects on the seismic performance of semi-rigid steel frame.

Experimental evaluation of the effect of vertical connecting plates on panel zone shear stability

2016 ◽  
Vol 99 ◽  
pp. 119-131 ◽  
Author(s):  
Lingli Pan ◽  
Yiyi Chen ◽  
Guanghong Chuan ◽  
Weifeng Jiao ◽  
Ting Xu
Keyword(s):  
Experimental Evaluation ◽  
Shear Stability ◽  
Panel Zone

Shear strength of panel zone in beam-to-column connections

2012 ◽  
Vol 71 ◽  
pp. 129-142 ◽  
Author(s):  
Giuseppe Brandonisio ◽  
Antonio De Luca ◽  
Elena Mele
Keyword(s):  
Shear Strength ◽  
Panel Zone

Numerical Study on Energy Dissipation and Hysteretic Behavior of Plate-Reinforced Connections

2011 ◽  
Vol 94-96 ◽  
pp. 668-673
Author(s):  
Yan Wang ◽  
Li Ya Zhang ◽  
Shuang Feng ◽  
Xiang Gao
Keyword(s):  
Energy Dissipation ◽  
Numerical Study ◽  
Plastic Hinge ◽  
Hysteretic Behavior ◽  
Cover Plate ◽  
Finite Element Software ◽  
Panel Zone ◽  
Beam Depth ◽  
Flange Thickness ◽  
Reinforced Plate

14 models of plate-reinforced connections are analyzed by finite element software ANSYS. Failure mode, hysteretic behavior, ductility and energy dissipation capacity are comparatively studied. Results show that plastic hinge formed at the end of the reinforced plate, hysteretic cruves are full and the connections have good ductility. With the increase in length and thickness of the reinforced plate, bearing capacity increases while hysteretic behavior and ductility factor decrease. If the reinforced plate is longer than the length that design requires, brittle failure occurs in the panel zone. The recommended length of the reinforced plate is defined as 0.5-0.8 times of beam depth, the thickness of flange-plate is 1.2-1.4 times of flange thickness and the thickness of cover-plate is 0.7-1.2 times of flange thickness.

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