Study on Buckling of Two Kinds of Thin-Walled Steel Members with Imperfection

2015 ◽  
Vol 744-746 ◽  
pp. 309-314
Author(s):  
Peng Niu ◽  
Hai Tao Wang ◽  
Chun Fu Jin ◽  
Ying Guo
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Bearing Capacity ◽  
Compressive Load ◽  
Bending Moment ◽  
Steel Tube ◽  
Ultimate Bearing Capacity ◽  
Axial Compressive Load ◽  
Steel Members ◽  
Square Steel Tube

Based on Ježek method of computing the elastic-plastic buckling of the members 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 an H-shaped member and 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 H-shaped steel member and 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 two kinds of steel members to a great extent. It is also found that the influence of the initial geometric imperfection on the ultimate bearing capacity of members is smaller when the bending moment increases.

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.

Study on Buckling of an H-Shaped Steel Member with Initial Geometric Imperfection

2012 ◽  
Vol 204-208 ◽  
pp. 3226-3229
Author(s):  
Peng Niu ◽  
Gang Yang ◽  
Chun Fu Jin
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Bearing Capacity ◽  
Compressive Load ◽  
Bending Moment ◽  
Ultimate Bearing Capacity ◽  
Geometric Imperfection ◽  
Elastic Plastic ◽  
Axial Compressive Load ◽  
Initial Geometric Imperfection

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 an H-shaped member are derived. Using the elastic-plastic finite element method and the theory of nonlinear buckling, the impact by initial geometric imperfections on the H-shaped steel 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 bending moment increases.

Influence of the Initial Imperfection on the Buckling of Steel Member Wrapped by Carbon Fibre

2012 ◽  
Vol 166-169 ◽  
pp. 738-742 ◽  
Author(s):  
Peng Niu ◽  
Gang Yang ◽  
Chun Fu Jin ◽  
Xinxiang Li
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Carbon Fibre ◽  
Bearing Capacity ◽  
Compressive Load ◽  
Bending Moment ◽  
Ultimate Bearing Capacity ◽  
Geometric Imperfection ◽  
Axial Compressive Load ◽  
Initial Geometric Imperfection

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 geometric imperfection, the analytical expressions of calculating the ultimate load of buckling about the neutral axis with the maximum moment of inertia for an H-shaped member with flange outsides wrapped by carbon fibre are derived. Using the elastic-plastic finite element method and the theory of nonlinear buckling, the impact of the initial geometric imperfection on the H-shaped steel member wrapped by carbon fibre 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. Compared the reinforced effect of the carbon fibrer to the perfection member with the defect member, we find that the former is higher than the latter. The results of the example also show that the presence of initial geometric imperfection reduces the ultimate bearing capacity of the steel member to a great extent. The influence of defect member gradually decreases when the given moment rises.

Theory Analysis on Buckling of a Square Steel Tube Member Strengthened by CFRP with the Initial Imperfection

2013 ◽  
Vol 351-352 ◽  
pp. 241-245
Author(s):  
Chun Fu Jin ◽  
Peng Niu ◽  
Yong Sheng Zhao
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Carbon Fibre ◽  
Bearing Capacity ◽  
Compressive Load ◽  
Bending Moment ◽  
Steel Tube ◽  
Geometric Imperfection ◽  
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 geometric 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 with flange outsides wrapped by carbon fibre are derived. Using the elastic-plastic finite element method and the theory of nonlinear buckling, the impact of the initial geometric imperfection on the square steel tube steel member wrapped by carbon fibre 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. Compared the reinforced effect of the carbon fibrer to the perfection member with the defect member, we find that the former is higher than the latter. The results of the example also show that the presence of initial geometric imperfection reduces the ultimate bearing capacity of the steel member to a great extent. The influence of defect member gradually decreases when the given moment rises.

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.

Node Additional Bending Moment's Influence on Plane K Shape Steel Tube Tubular Joint Ultimate Bearing Capacity

2014 ◽  
Vol 578-579 ◽  
pp. 732-735
Author(s):  
Xian Liao ◽  
Jun Yong ◽  
Zhong Qing Wang
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
Plastic Material ◽  
Bending Moment ◽  
Steel Tube ◽  
Ultimate Bearing Capacity ◽  
Structure Design ◽  
Plastic Shell ◽  
Elastic Plastic ◽  
Tubular Joint

The study of the existing data and steel structure design specification on node ultimate bearing capacity is limited to simply analyze its axial bearing capacity, but the study on the ultimate bearing capacity of the additional bending moment with nodes is very deficient. This article first briefly analyzed the size of the steel tube 's influence on the node additional bending moment from the aspects of node rigidity, and showed that basis and necessity of considering node additional bending moment in steel tube structure ,and then used three-dimensional four nodes elastic-plastic shell unit shell 181 and ideal elastic-plastic material to establish finite element model of K shape round steel tube tubular joint in the ANSYS finite element program, under the consideration of the geometric nonlinearity and material nonlinearity, respectively got the ultimate bearing capacity of K shape round steel tube tubular joint under the action of additional bending moment of different nodes ,analyzed the changes of mechanical property of the nodes after bearing of the additional bending moment, and showed that additional bending moment's influence rule on K shape round steel tube tubular joint ultimate bearing capacity.

Analysis of Uniaxial Dynamic Performance of Concrete-Filled Square Steel Tube Composite Column

2011 ◽  
Vol 94-96 ◽  
pp. 220-224 ◽  
Author(s):  
Xi Guang Cui ◽  
Hai Dong Xu
Keyword(s):  
Strain Rate ◽  
Bearing Capacity ◽  
Dynamic Performance ◽  
Concrete Strength ◽  
Steel Tube ◽  
Ultimate Bearing Capacity ◽  
Element Analysis ◽  
Compression Performance ◽  
Calculation Results ◽  
Square Steel Tube

Considering the strain rate then puts forward the modified uniaxial dynamic constitutive model related to strain rate in concrete-filled square steel tube and the modified calculation results match well with the experimental results. Based on the above conclusion, uniaxial compression performance finite element analysis with different strain rate among 10-5/s–10-3/s is completed, the results showed that strain rate can obviously change the dynamic performance of the concrete-filled square steel tube. Through the analysis of the influencing factors of the core concrete compressive strength, it is showed that with the increasing of the strain rate and the improving of concrete strength, the ultimate bearing capacity of concrete-filled square steel tube is higher and the ductility is reduced. With the increasing of stirrup ratio, ultimate bearing capacity is greater and the ductility is enhanced. With the sectional dimensions increasing, the ultimate bearing capacity is greater and the ductility is enhanced.

Experimental Study on Circular Hybrid SCCC Columns under Axial Compressive Load

2011 ◽  
Vol 368-373 ◽  
pp. 369-372
Author(s):  
Zhu Yan Li ◽  
Yong Jun Liu ◽  
Dong Wang
Keyword(s):  
Bearing Capacity ◽  
Test Specimen ◽  
Compressive Load ◽  
Strain Curve ◽  
Steel Tube ◽  
Ultimate Bearing Capacity ◽  
Displacement Curve ◽  
Compressive Performance ◽  
Core Concrete

The tests are order to investigate the axial compressive performance of the new circular hybrid Steel-Concrete- CFRP-Concrete column (simply called SCCC column).SCCC column is composed of steel tube, annular concrete, CFRP tube and core concrete. Axial ultimate bearing capacity test was performed on 3 SCCC columns, from which we gains the law of affecting SCCC columns, the load-strain curve and load-displacement curve of SCCC columns, and compare the test results of the test specimen with different annular concrete thicknesses, from which we finds that after the relationship curve of test specimen with small annular concrete thickness reaches yield load, the bearing capacity starts to decline, and then continues to rise till the ultimate load is reached and the test specimen is damaged. The result shows that the smaller the annular concrete thickness is, the greater the axial ultimate bearing capacity of SCCC column is, and also indicates that CFRP tube plays a role of binding and constraining to the core concrete in later period of loading the test specimens.

Study on the Axial Ultimate Bearing Capacity of Concrete-Filled Square Steel Tubular Stub Columns

2013 ◽  
Vol 690-693 ◽  
pp. 742-746
Author(s):  
Peng Wu ◽  
Jian Feng Xu ◽  
Jun Hai Zhao ◽  
Qian Zhu ◽  
Su Wang
Keyword(s):  
Experimental Data ◽  
Bearing Capacity ◽  
Steel Tube ◽  
Ultimate Bearing Capacity ◽  
Strength Theory ◽  
Constraint Effect ◽  
Unified Strength Theory ◽  
Square Steel Tube ◽  
Core Concrete ◽  
Stub Columns

Based on unified strength theory, the mechanical behavior of core-concrete of concrete-filled square steel tubular stub columns was analyzed. Through controlling the constraint effect between square steel tube and core-concrete by width-thickness ratio, the ultimate bearing capacity formula for concrete-filled square steel tubular stub columns under axial compression was proposed, and the influencing factors of which was also discussed. The rationality of proposed formula was proved from the comparison of the analytical results obtained in this paper and experimental data.

Sign in / Sign up

Export Citation Format

Share Document