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.

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.

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.

Shakedown Analysis of Offshore Platform Under Varied Combined Loading

2011 ◽  
Author(s):  
Qiyi Zhang ◽  
Sheng Dong
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Bearing Capacity ◽  
Ultimate Bearing Capacity ◽  
Offshore Platform ◽  
Static Equilibrium ◽  
Combined Loading ◽  
Shakedown Analysis ◽  
Elastic Plastic ◽  
Element Method

Based on static Melan shakedown theorem, an elastic-plastic finite element method is presented to analyze the shakedown of saturated undrained foundation due to varied combined loadings, and the shakedown loadings under different patterns of loading combination are compared. At the same time, a comparison is given between the shakedown failure envelop under varied combined loading and the failure envelop of ultimate bearing capacity under static equilibrium, and it is found that the shakedown loading under varied combined loading is less than the ultimate bearing capacity under combined loading.

Nonlinear Finite Element Analysis of Stiffened T-Shaped Thin-Walled Concrete-Filled Steel Tube Composite Columns

2012 ◽  
Vol 193-194 ◽  
pp. 1461-1464
Author(s):  
Bai Shou Li ◽  
Ai Hua Jin
Keyword(s):  
Finite Element Analysis ◽  
Finite Element ◽  
Bearing Capacity ◽  
Steel Tube ◽  
Ultimate Bearing Capacity ◽  
Element Analysis ◽  
Concrete Filled Steel Tube ◽  
Composite Columns ◽  
Short Columns ◽  
Thin Walled

Based on the characteristics of the special-shaped concrete-filled steel tubes and consideration of material nonlinearity of constitutive relation, stimulation of 6 T-shaped thin-walled ribbed and un-ribbed concrete-filled steel tube short columns is implemented, as well as comparable analysis of stress, strain, displacement and bearing capacity, through the finite element analysis software ANSYS. The result indicates that the rib can effectively improve the ductility, delaying the buckling occurs, which enhances the core concrete confinement effect, so as the stimulated ultimate bearing capacity which is greater than nominal ultimate bearing capacity.

Analysis of Influence of Design Parameters on Ultimate Bearing Capacity of the Steel Spatial Tubular Joint

2011 ◽  
Vol 243-249 ◽  
pp. 294-297
Author(s):  
Rui Tao Zhu
Keyword(s):  
Mechanical Properties ◽  
Finite Element ◽  
Bearing Capacity ◽  
Plate Thickness ◽  
Ultimate Bearing Capacity ◽  
Design Parameters ◽  
Finite Element Software ◽  
Computing Model ◽  
Tubular Joint ◽  
The Impact

Utilizing general finite element software ANSYS, the finite element computing model of the steel spatial tubular joint is built, which is used to analyze the mechanical properties under dead loads through changing its design parameters. According to the obtained and compared consequences, the different design parameters including stiffening ring thickness, cross-shaped ribbed plate thickness and stiffening ring length exert different influence on ultimate bearing capacity of the steel spatial tubular joint. Specifically, the ultimate bearing capacity under dead loads is affected by setting stiffening ring and changing cross-shaped ribbed plate thickness significantly. In contrast, if the thickness and length of stiffening ring are changed, the impact is insignificant. The results and conclusion can provide reference which is useful to optimize the design of steel spatial tubular joint in such category.

scholarly journals Bearing Capacity of Concrete Filled Steel Tube Circular Arch under the Six-Point Uniformly Distributed Loading and Its Engineering Application

2021 ◽  
Vol 2021 ◽  
pp. 1-13
Author(s):  
Keming Liu ◽  
Xizhen Sun
Keyword(s):  
Bearing Capacity ◽  
Steel Tube ◽  
Ultimate Bearing Capacity ◽  
Steel Pipe ◽  
Concrete Filled Steel Tube ◽  
Yield Load ◽  
Elastic Plastic ◽  
Circular Arch ◽  
Plastic Stage ◽  
Simulation Results

The influence of rise-span ratio on the bearing performance of concrete filled steel tube (CFST) circular arch was studied in this paper, three groups of CFST circular arch specimens with different rise-span ratios (0.154, 0.207, and 0.26) were selected, the six-point uniformly distributed loading was performed, and bearing performance experiments on CFST circular arch specimens with fixed ends were carried out. In this study, the ultimate bearing capacity and deformation failure characteristics of CFST circular arch specimens were obtained. The comparative analysis shows that the deformation evolution of CFST circular arch specimens has experienced compaction stage, elastic stage, elastic-plastic stage, and plastic stage. In the elastic-plastic and plastic deformation stages, the circular arch shows good ductility and bearing capacity. The bearing capacity of the circular arch is significantly affected by the rise-span ratio. Compared with circular arch specimens with a rise-span ratio of 0.154, the yield load of specimens with a rise-span ratio of 0.207 and 0.26 is increased by 50.8% and 61.5%, and the ultimate bearing capacity is increased by 42.7% and 68.3%, respectively. The larger the rise-span ratio, the greater the yield load and ultimate bearing capacity of the specimen and the stronger the deformation resistance of circular arch. The numerical simulation on the bending resistance process of circular arch was performed by ABAQUS to present the compression failure process of steel tube and core concrete. The simulation results are in good agreement with the experimental results. The experimental and simulation results show that the circular arch first yields at the inner side of the arch foot, and the curvature of different positions of the specimen is no longer consistent. When the ultimate bearing capacity is reached, the steel pipe at the arch foot obviously heaves, and the hooping effect of the steel pipe on the concrete is invalid. Based on the above research results, a closed composite support scheme of “bolt mesh shotcrete + vertical elliptical CFST support + steel fiber concrete shotcrete layer + reinforced anchor cable” was proposed for the extremely soft rock roadway and successfully applied in the Qingshuiying coal mine.

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.

Research on Axial Behavior of Thin-Walled T-Shaped Steel Stub Columns Filled with Recycled Demolished Concrete Lump

2013 ◽  
Vol 690-693 ◽  
pp. 881-885 ◽  
Author(s):  
Ai Hua Jin ◽  
Bai Shou Li
Keyword(s):  
Finite Element ◽  
Bearing Capacity ◽  
Axial Compression ◽  
Steel Tube ◽  
Ultimate Bearing Capacity ◽  
Displacement Curve ◽  
Thin Wall ◽  
Structural Members ◽  
Short Columns ◽  
Element Simulation

An axial compression test has been done on 12 short columns, ribbed and spiral stirrup short column filled with recycled demolished concrete lump to study the axial compression variable characteristics and ultimate bearing capacity of thin-wall T-shaped steel tube column filled with recycled demolished concrete lump. The load displacement curve has been analyzed, ultimate bearing capacity of standard formula has been compared and the reliability of finite element numerical simulation and been discussed. The result shown that the form of steel tube embedded with structural members has more effectively increased the tensility, delayed bending occurrence, enhanced the effect of restraint of core concrete and increased the ultimate bearing capacity than that the form of plain section form. The ultimate bearing capacity of ribbed form has been increased by 16.76% than non-ribbed form，and the ultimate bearing capacity of spiral stirrup form has been increased by 11.98 % than non-spiral stirrup form. The finite element simulation and the test result was identical properly.

Simulation and Study on Ultimate Bearing Capacity of Stretcher Bracket for Aeromedical Evacuation

2013 ◽  
Vol 397-400 ◽  
pp. 559-563
Author(s):  
Jun Lin Wan ◽  
Kang Lv ◽  
Qin Jian Mao ◽  
Yuan Yuan Zhou ◽  
Shan Shan Yang
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Bearing Capacity ◽  
Limit Load ◽  
Ultimate Bearing Capacity ◽  
Structure Design ◽  
Civil Aviation ◽  
The Finite Element Method ◽  
Aeromedical Evacuation ◽  
Security And Reliability

As the important airborne equipment of casualty aeromedical evacuation, the structure design of aeromedical evacuations stretcher bracket not only has to meet the mounting interface in the civil aviation aircraft and meet the medical rescue requirements during the casualty evacuation, and also has the good bearing capacity of limit load. A structure design of frame-type aeromedical evacuations stretcher bracket is presented in this paper. Based on the finite element method (FEM), the ultimate bearing capacity of the bracket attachment of this structure is analyzed with nonlinear mechanics, and then the intensity and stiffness under the case combinations of limit load are simulated and analyzed to ensure the good security and reliability of the stretcher bracket during the casualty aeromedical evacuation.

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.

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