This paper presents results of three tests carried out to study the mechanical behavior of foot joints
used in the tower boiler steel frame. Each foot joint consists of a box column and a box brace. These three
specimens have different connection types or different details of stiffeners. The tests are carried out by using
the large multi-function structural experiment system WAW-1000J. The load-displacement curves and the strain
distribution are measured during the tests. The mechanical behavior of foot joints under adverse load cases is
analyzed. The safety of these three specimens under design load is assessed. The strength and deformation of
different joints are compared. The results indicate that connection types or details of inner stiffeners have effects
on strength and failure mode and that the specimen with end-plate connection can optimize the strain distribution
along the height of brace web and can change the force transfer mechanism between column and brace. In addition,
a finite element model of the specimen is conducted and numerical results generally agree well with the test results.
The work in this paper provides a base for further analysis on the performance of joint used in the tower boiler
steel frames.
WANG Zhao-qiang (王兆强), ZHAO Jin-cheng (赵金城), GONG Jing-hai (龚景海)
. Experimental Study on Mechanical Behavior of Box-Brace to Box-Column Foot Joints[J]. Journal of Shanghai Jiaotong University(Science), 2012
, 17(4)
: 385
-390
.
DOI: 10.1007/s12204-012-1296-7
[1] Satish Kumar S R, Prasada Rao D V. RHS beamto-column connection with web opening: Experimental
study and finite element modelling [J]. Journal of Constructional Steel Research, 2006, 62(8): 739-746.
[2] Shanmugam N E, Richard Liew J Y, Lee S L. Ultimate strength design of biaxially loaded steel
box beam-columns [J]. Journal of Constructional Steel Research, 1993, 26(2-3): 99-123.
[3] Zhao X L, Hancock G J. Square and rectangular hollow sections under transverse end-bearing force [J].
Journal of Structural Engineering, 1995, 121(9): 1323-1329.
[4] Yoo C H, Choi B H, Ford E M. Stiffness requirements for longitudinally stiffened box-girder flanges
[J]. Journal of Structural Engineering, 2001, 127(6): 705-711.
[5] Kim K, Yoo C H. Ultimate strengths of steel rectangular box beams subjected to combined action of
bending and torsion [J]. Engineering Structures, 2010,30(6): 1677-1687.
[6] Gross J L. A connection model for the seismic analysis of welded steel moment frames [J]. Engineering
Structures, 1998, 20(4): 390-397.
[7] Shi G, Shi Y J, Wang Y Q. Behaviour of end-plate moment connections under earthquake loading [J]. Engineering
Structures, 2007, 29(5): 703-716.
[8] Shanmugam N E, Ting L C, Lee S L. Non-linear analysis of I-beam to box-column connections [J].
Journal of Constructional Steel Research, 1994, 28(3):257-278.
[9] Shanmugam N E, Ting L C. Welded interior boxcolumn to I-beam connections [J]. Journal of Structural
Engineering, 1995, 121(5): 824-830.
[10] Chen C, Lin C, Tsai C. Evaluation of reinforced connections between steel beams and box columns [J]. Engineering
Structures, 2004, 26(13): 1889-1904.
[11] Mirghaderi S R, Torabian S, Keshavarzi F. Ibeam to box-column connnection by a vertical plate
passing through the column [J]. Engineering Structures, 2010, 32(8): 2034-2048.
[12] Wheeler A T, Clarke M J, Hancock G J, et al.Design model for bolted moment end plate connections
joining rectangular hollow sections [J]. Journal of Structural Engineering, 1998, 124(2): 167-173.
[13] Wheeler A T, Clarke M J, Hancock G J. FE modeling of four-bolt, tubular moment end-plate connections
[J]. Journal of Structural Engineering, 2000, 126(7): 816-822.
