scholarly journals Analytical Benchmark Solutions for Steel Frame Structures Subject to Local Buckling Effects

2000 ◽  
Vol 3 (3) ◽  
pp. 215-229 ◽  
Author(s):  
Philip Avery ◽  
Mahen Mahendran
Keyword(s):  
Finite Element ◽  
Steel Frames ◽  
Local Buckling ◽  
Element Model ◽  
Steel Frame ◽  
Frame Structures ◽  
Steel Frame Structures ◽  
Advanced Analysis ◽  
Shell Finite Element ◽  
Benchmark Solutions

Application of “advanced analysis” methods suitable for non-linear analysis and design of steel frame structures permits direct and accurate determination of ultimate system strengths, without resort to simplified elastic methods of analysis and semi-empirical specification equations. However, the application of advanced analysis methods has previously been restricted to steel frames comprising only compact sections that are not influenced by the effects of local buckling. A research project has been conducted with the aim of developing concentrated plasticity methods suitable for practical advanced analysis of steel frame structures comprising non-compact sections. This paper contains a comprehensive set of analytical benchmark solutions for steel frames comprising non-compact sections, which can be used to verify the accuracy of simplified concentrated plasticity methods of advanced analysis. The analytical benchmark solutions were obtained using a distributed plasticity shell finite element model that explicitly accounts for the effects of gradual cross-sectional yielding, longitudinal spread of plasticity, initial geometric imperfections, residual stresses, and local buckling. A brief description and verification of the shell finite element model is provided in this paper.

Advanced Analysis of Steel Frame Structures Comprising Non-Compact Sections

2011 ◽  
Vol 94-96 ◽  
pp. 205-209
Author(s):  
Lian Kun Wang
Keyword(s):  
Finite Element ◽  
Flexural Strength ◽  
Local Buckling ◽  
Element Model ◽  
Steel Frame ◽  
Frame Structures ◽  
Accuracy And Precision ◽  
Steel Frame Structures ◽  
Advanced Analysis ◽  
The Finite Element Model

The conventional advanced analyses assume the sections to be compact, and do not account for the degradation of the flexural strength caused by local buckling. Since the sections of real structures are not always compact, the analysis should be improved to consider local buckling. Based on the finite element model, using flexural tangent and axial tangent modulus to consider the effect of local buckling, a concentrated plasticity method suitable for practical advanced analysis of planer steel frame structures comprising non-compact sections is presented in the paper. The accuracy and precision of the method is established by comparison with steel frame tests.

Investigating the effect of infill walls on steel frame structures

2018 ◽  
Vol 4 (1) ◽  
pp. 27
Author(s):  
Osman Fatih Bayrak ◽  
Seda Yedek ◽  
Muhammet Musab Erdem ◽  
Murat Bikce
Keyword(s):  
Steel Frames ◽  
Steel Frame ◽  
Frame Structure ◽  
Frame Structures ◽  
Infill Walls ◽  
Soft Story ◽  
Deformation Properties ◽  
Steel Frame Structures ◽  
Aerated Concrete ◽  
Steel Frame Structure

Infill walls consisting of materials such as hollow concrete, hollow clay and autoclaved aerated concrete bricks are not only preferred in reinforced concrete buildings but also in steel frame structures. It is a well-known fact that infill walls limit the displacement of frames under horizontal loads. However, they may also bring about certain problems due to being placed randomly in horizontal and discontinuously in vertical directions for some architectural reasons. Moreover, cracks in frame-wall joints are observed in steel frame structures in which ductile behaving steel and brittle behaving infill walls are used together. In this study, the effect of infill walls on steel frames has been investigated. In the steel frame structure chosen for the study, four different situations consisting of different combinations of infill walls have been modeled by using ETABS Software. Later, the pushover analyses have been performed for all the models and their results have been compared. As a result of the analyses done by using the equivalent diagonal strut model, it has been found out that infill walls limit the displacement of steel frames and increase the performance of a structure. However, it has been also determined that in the steel frame structure in which the infill walls have been placed discontinuously in vertical and asymmetrically in horizontal, infill walls may lead to torsional and soft story irregularities. As a result, it is possible to observe cracks in the joints of infill walls and steel frame, the deformation properties of which differ, unless necessary precautions are taken.

Simulating Responses of Buried Steel Pipe Crossing Reverse Fault

2011 ◽  
Vol 90-93 ◽  
pp. 825-828
Author(s):  
Lei Zhao ◽  
Jian Zhong Yang ◽  
Jin Xin Zhao
Keyword(s):  
Finite Element ◽  
Finite Element Model ◽  
Failure Modes ◽  
Local Buckling ◽  
Element Model ◽  
Pipe Diameter ◽  
Reverse Fault ◽  
Shell Finite Element ◽  
Dip Angle ◽  
The Finite Element Model

The responses of the buried pipeline due to reverse fault dislocating are studied by a 3-dimension shell finite element model with equivalent boundary spring in ANSYS program. The calculating length of the model is determined by dip angle of the reverse fault: The length is 150 times pipe diameter when the angle is equal to or bigger than 45°; but the length is 240 times pipe diameter when the angle is less than 45°. The finite element model is fit for computing that dip angle is less than 80°. Results show: Failure modes of the pipes are determined by dip angle and dislocation value of the fault. When the angle is gentle and the dislocation is small, either local buckling(wrinkling) or beam buckling can be happened. The angle is equal to or bigger than 75°, local buckling and beam buckling can be happened at same time.

Influence of Different Earthquake Excitations on Dynamic Stability of Single-Story Steel Frame

2013 ◽  
Vol 353-356 ◽  
pp. 2134-2137
Author(s):  
Ying Chun Liu ◽  
Wen Fu Zhang ◽  
Jing Ji ◽  
Juan Du ◽  
Ya Wen Ren
Keyword(s):  
Finite Element Method ◽  
Finite Element ◽  
Dynamic Stability ◽  
Phase Plane ◽  
Time History ◽  
Steel Frame ◽  
Frame Structures ◽  
The Finite Element Method ◽  
Restoring Force ◽  
Steel Frame Structures

Dynamic stability analysis of twelve single-story steel frame structures is analyzed based upon the finite element method. The influence of different earthquake excitations on dynamic stability of single-story frame is studied. Time history curves of displacement, hysteretic curves of restoring force, phase plane trajectory curves have been obtained. The results indicate that the ultimate displacements of frames when structures collapse are almost identical and ultimate displacements are independent of earthquake excitations.

scholarly journals The trends and practical look of advanced steel frame structures

2020 ◽  
Vol 16 (3) ◽  
pp. 203-208
Author(s):  
Nikolay I. Vatin ◽  
Tesfaldet Hadgembes Gebre ◽  
Shishay Berhane Gebreslassie
Keyword(s):  
Case Studies ◽  
Steel Frame ◽  
Second Order ◽  
Frame Structures ◽  
Analysis Method ◽  
First Order ◽  
Inelastic Analysis ◽  
Analysis Methods ◽  
Steel Frame Structures ◽  
Advanced Analysis

The aim of the work is to present the trend of the advancement of steel design code and practical approach of steel frame design from the current AISC-LFDR to the advanced analysis. As the trend of steel frame analysis method is from first-order elastic analysis to second-order inelastic analysis which is an advanced analysis. Methods. In this paper the comparison between the load - displacement curves of several structural analysis methods is presented. Case studies are considered to analyze by different methods and comparison of practical advanced analysis method with PROKON software. The case studies includes a two-story one bay steel frame and four bays of twelve-stories steel frame. The results of first-order elastic, elastic buckling, second-order and nonlinear analyses of an unbraced frame are compared and their difference is presents. The proposed software for advanced methods demonstrates the accuracy and the computational efficiency in predicting the nonlinear analysis response of steel frame structures.

scholarly journals Local buckling of universal beam flanges

1982 ◽  
Vol 15 (2) ◽  
pp. 96
Author(s):  
S. J. Thurston
Keyword(s):  
Local Buckling ◽  
Hysteresis Loops ◽  
Steel Frame ◽  
Frame Structures ◽  
Ductility Demand ◽  
Steel Frame Structures ◽  
Design Earthquake

To study fatigue of defective welds, beam-column joints were cyclically loaded at MWD Central Laboratories. However, local buckling occurred in the beam
flanges during the first few cycles at displacement ductilities 2.25-2.6. Despite the buckling, the peak resisted load had a maximum of 15% reduction after 10 cycles at these ductilities, and the hysteresis loops showed little change
in shape. Nevertheless, because steel frame structures can be expected to sustain a ductility demand of about 4/SM or 6, there is clearly some doubt as to whether the strength of a system already buckling at a DF < 3 would be maintained under
the design earthquake. The 310 UB 40 beam tested complied with the current NZ Steel Code, which required no stiffeners in this case.

Location of Semi-Rigid Connection Effect On The Seismic Performance of Steel Frame Structures

2021 ◽  
Author(s):  
Emad A. Elhout
Keyword(s):  
Axial Compression ◽  
Seismic Performance ◽  
Steel Frames ◽  
Steel Frame ◽  
Frame Structures ◽  
Compression Force ◽  
Drift Ratio ◽  
Dual Beam ◽  
Story Drift ◽  
Steel Frame Structures

Abstract In design steel frames, combining semi-rigid and rigid connections can result in better structural performance, particularly in seismic locations. In this study, the effects of semi-rigid beam-to-column connections located on the seismic performance of steel frame structures are investigated. The analysis uses six and twelve-story moment resisting steel frames (MRSF) with rigid, semi-rigid, and dual beam-column connections. These frames are designed according to the Egyptian design codes. Drain-2Dx computer program and seven earthquake ground motions are used in the non-linear dynamic analysis. The rotational stiffness of beam-to-column connections is indicated through the end fixity factors with a value equal to 0.6. The performances of these frames are evaluated through the roof drift ratio (RDR), the maximum story drift ratios (SDR), and the maximum column axial compression force (MACF). The results indicated that the quantities of fundamental periods, roof drift ratio, the story drift ratio, and the column axial compression force are related to stiffness, rigidity, and the number of semi-rigid connections in steel frames.

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