scholarly journals RESTORING FORCE CHARACTERISTIC MODEL ON BENDING MOMENT-ROTATION ANGLE RELATIONSHIP OF CONCRETE-FILLED SQUARE STEEL TUBE BEAM-COLUMNS

2021 ◽  
Vol 86 (782) ◽  
pp. 651-662
Author(s):  
Toshiyuki FUKUMOTO ◽  
Koji MORITA
Keyword(s):  
Rotation Angle ◽  
Bending Moment ◽  
Steel Tube ◽  
Force Characteristic ◽  
Restoring Force ◽  
Characteristic Model ◽  
Beam Columns ◽  
Relationship Of ◽  
Square Steel Tube

EFFECT OF STRAIN-STRESS RELATIONSHIP OF STEEL TUBE ON THE INITIAL STIFFNESS OF SQUARE CFT COLUMNS

2017 ◽  
Vol 4 (1) ◽  
Author(s):  
Ryo Handa ◽  
Masae Kido ◽  
Mao Liu ◽  
Keigo Tsuda
Keyword(s):  
Yield Strength ◽  
Cross Section ◽  
Bending Moment ◽  
Steel Tube ◽  
Force Characteristic ◽  
Initial Stiffness ◽  
Short Term ◽  
Restoring Force ◽  
Strain Stress ◽  
Cft Column

The restoring force characteristic of a concrete filled steel tubular (CFT) column is modeled with three straight lines which show the relation of M-R. The initial stiffness is calculated by assuming that the steel and concrete portions are fully effective and materials are elastic. The first break point is the yield bending moment of the CFT column. The yield bending moment is defined by the bending moment when a part of the cross-section yield or the allowable strength for short-term loading obtained by the superposed strength method. It is supposed that the theoretical initial stiffness obtained by assuming that the whole cross section is effective is different from the real one. This study aims to clarify effects of strain-stress relation on the yield strength and allowable strength for short-term loading and the initial stiffness. Three types of stress-strain relations for steel are used, elastic-perfectly plastic model, Menegotto-Pinto's model and Morino's model. According to the analytical results, the difference between allowable strength and yield strength becomes larger as the axial load ratio, indexes Rh and k which are used in Menegotto-Pinto's model and Morino's model increase.

Experimental studies on thread-fixed one-side bolted connection of beam to hollow square steel tube under static bending moment

2020 ◽  
Vol 214 ◽  
pp. 110655
Author(s):  
Peijun Wang ◽  
Lele Sun ◽  
Mei Liu ◽  
Boxun Zhang ◽  
Xianfeng Hu ◽  
...  
Keyword(s):  
Experimental Studies ◽  
Bending Moment ◽  
Steel Tube ◽  
Bolted Connection ◽  
Square Steel Tube

Analytical Solution of Elastic-Plastic Buckling of a Square Steel Tube Column under Axial Compressive Load and Bending Moment

2010 ◽  
Vol 452-453 ◽  
pp. 485-488 ◽  
Author(s):  
Peng Niu ◽  
Gang Yang ◽  
Chun Fu Jin ◽  
Yi Xiong Wu
Keyword(s):  
Compressive Load ◽  
Bending Moment ◽  
Steel Tube ◽  
Plastic Buckling ◽  
Element Analysis ◽  
Elastic Plastic ◽  
Axial Compressive Load ◽  
The Moment ◽  
Square Steel Tube ◽  
Analytical Expressions

Based on Ježek method of computing the elastic-plastic buckling of the member under the axial compressive load and the bending moment, the analytical expressions of calculating the ultimate load of buckling about the neutral axis with the moment of inertia for a square steel tube column are derived. By degenerated into the analytical expressions of the rectangular column and compared with the values of the finite element analysis (FEA) method, it shows that the analytical method in this paper is valid, which provides a new method of theoretical study for the elastic-plastic buckling of the member.

EVALUATION METHOD FOR ALLOWABLE SHORT-TERM FLEXURAL STRENGTH AND YIELD STRENGTH OF CONCRETE-FILLED STEEL TUBULAR BEAM-COLUMNS

2021 ◽  
Vol 8 (1) ◽  
Author(s):  
Takashi Fujinaga ◽  
Tomoya Kawabata
Keyword(s):  
Flexural Strength ◽  
Yield Strength ◽  
Evaluation Method ◽  
Steel Tube ◽  
Superposition Method ◽  
Short Term ◽  
Restoring Force ◽  
Beam Columns ◽  
Slope Factor ◽  
The Moment

According to the Recommendations for Design and Construction of Concrete Filled Steel Tubular Structures from Architectural Institute of Japan, the allowable short-term flexural strength (ASFS) can be used as the yield strength for the restoring force characteristics model of concrete-filled steel tube (CFST) members. Therefore, it is necessary to examine whether the ASFS can be appropriate as an alternative for the yield strength. Furthermore, as the ASFS is typically calculated using the superposition method, the value of the deformation at the superposed strength cannot be evaluated. To address these issues, in this study, numerical analysis was conducted on the moment-curvature relation of CFST column sections using the finite fiber method. The characteristics of the point of ASFS and evaluation method for flexural yield strength in a broad sense were examined using the slope factor and strength satisfaction factor methods. The corresponding slope factor is larger than the value (1/3) that is generally used for the yield strength definition. Therefore, using the ASFS is as the yield strength of the CFST section is reasonable. Additionally, the formula for the curvature at the ASFS was also proposed.

Buckling Analysis Method and Application of a Square Steel Tube Member with Initial Geometric Imperfection under Axial Compressive Load and Bending Moment

2013 ◽  
Vol 351-352 ◽  
pp. 237-240 ◽  
Author(s):  
Peng Niu ◽  
Xiao Chu Wang ◽  
Chun Fu Jin ◽  
Yong Qi Zhang
Keyword(s):  
Finite Element Method ◽  
Bearing Capacity ◽  
Compressive Load ◽  
Bending Moment ◽  
Steel Tube ◽  
Ultimate Bearing Capacity ◽  
Geometric Imperfection ◽  
Axial Compressive Load ◽  
Initial Geometric Imperfection ◽  
Square Steel Tube

Based on Ježek method of computing the elastic-plastic buckling of the member under the axial compressive load and the bending moment, considering the initial imperfection, the analytical expressions of calculating the ultimate load of buckling about the neutral axis with the maximum moment of inertia for a square steel tube member are derived. Using the elastic-plastic finite element method and the theory of nonlinear buckling, the impact by initial geometric imperfections on the square steel tube member under the axial compressive load and the bending moment are analyzed and the numerical solutions of ultimate bearing capacity are obtained. By compared with the values of the finite element method (FEM), it shows that the analytical method in this paper is valid. The results of the example show that the presence of initial imperfections reduces the ultimate bearing capacity of the steel member to a great extent. It is also found that the influence of the initial geometric imperfection on the ultimate bearing capacity of member is smaller when the M increases.

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