Section bending resistance of new Hybrid Double-I-Box Beams

2018 ◽  
Vol 21 (11) ◽  
pp. 1676-1695 ◽  
Author(s):  
MS Deepak ◽  
VM Shanthi
Keyword(s):  
Numerical Models ◽  
Torsional Rigidity ◽  
Local Buckling ◽  
Steel Structures ◽  
Test Results ◽  
Design Standards ◽  
Element Analysis ◽  
Box Beam ◽  
Bending Resistance ◽  
Moment Of Resistance

This article contains original works of testing and numerical validation on section bending resistance of new innovative built-up thin-walled metal Hybrid Double-I-Box Beam sections when subjected to local buckling. The cross section of Hybrid Double-I-Box Beam section is distinctive, which has advantages of both an ‘I’ section and a closed-box section. A total of 24 sections in three series that includes 8 homogeneous sections and 16 hybrid sections were tested under four-point bending. The varying parameters considered in the test specimens were as follows: first, hybrid parameter ratio, that is, yield strengths of flange steel to web steel (Φh = fyf/fyw); second, the ratio of breadth to the overall depth (B/D) of the section; and third, the flange thickness (tf). The moment-resisting capacity of these built-up sections are high due to the presence of more material at the flanges. The closed box-web portion provides higher torsional rigidity. From the test results, it was found that the hybrid sections have higher bending resistance capacity than the homogeneous sections, so technically gains more strength to weight. The increase in B/D ratio gained the increase in both major and minor axis bending resistance. The intermediate flange stiffener which alters the flange plate slenderness (λpf) had a significant effect on the local buckling resistance of the flange plate. Verification of numerical models followed by a parametric study was undertaken using ABAQUS finite element analysis software. The test results obtained were compared with the predicted design moment of resistance (Mc,Rd) as per Eurocode design standards EN 1993-1-3: 2006-Design of Steel Structures for Cold-Formed Steel Members and Sheeting and the adequacy is confirmed.

Study on the Local Buckling Behavior of Steel Equal Angle Members under Axial Compression with the Steel Strength Variation

2011 ◽  
Vol 374-377 ◽  
pp. 2430-2436
Author(s):  
Gang Shi ◽  
Zhao Liu ◽  
Yong Zhang ◽  
Yong Jiu Shi ◽  
Yuan Qing Wang
Keyword(s):  
Finite Element ◽  
Axial Compression ◽  
High Strength Steel ◽  
Local Buckling ◽  
Steel Structures ◽  
High Strength ◽  
Element Analysis ◽  
Equal Angle ◽  
Buckling Behavior ◽  
Steel Strength

High strength steel sections have been increasingly used in buildings and bridges, and steel angles have also been widely used in many steel structures, especially in transmission towers and long span trusses. However, high strength steel exhibits mechanical properties that are quite different from ordinary strength steel, and hence, the local buckling behavior of steel equal angle members under axial compression varies with the steel strength. However, there is a lack of research on the relationship of the local buckling behavior of steel equal angle members under axial compression with the steel strength. A finite element model is developed in this paper to analyze the local buckling behavior of steel equal angle members under axial compression, and study its relationship with the steel strength and the width-to-thickness ratio of the angle leg. The finite element analysis (FEA) results are compared with the corresponding design method in the American code AISC 360-05, which provides a reference for the related design.

scholarly journals Utilizing a Simple Numerical Model in Discrete Element Analysis to Simulate Flow Time and Number Tests of Asphalt Mixes

2014 ◽  
Vol 11 (2) ◽  
pp. 39
Author(s):  
A.M.A. Abdo
Keyword(s):  
Numerical Models ◽  
Discrete Element ◽  
Flow Time ◽  
Two Dimensions ◽  
Particle Flow Code ◽  
Test Results ◽  
Element Analysis ◽  
Asphalt Mixes ◽  
User Friendly ◽  
Simple Numerical Model

During the past decades, many numerical models have been used to predict responses of asphalt mixes under different types of loading. Some of these models were simple due to practicality but overestimated the response of asphalt mixes. On the other hand, sophisticated but effective numerical models have been developed to address the shortcomings of the simpler models, and were used mostly in finite element analysis (FEA). However, these models were complicated and not user friendly. Recently, the approach of the discrete element method (DEM) was adopted. Unlike traditional FEA, DEM can simulate crack propagation by allowing the separation of elements in the simulated models. Understanding these challenges, this study was initiated to investigate the utilization of a simple visco-elasto-plastic model that had been used successfully in predicting deformation in asphalt mixes using the DEM embedded in Particle Flow Code in Two Dimensions (PFC2D) software simulations. Simulation results, when compared to flow time (FT) and number (FN) test results, showed that this model could simulate actual tests, thus predicting deformation of asphalt mixes using the DEM on a larger scale. 

Response Modification Factor of Steel Frames with and Without Dampers

2020 ◽  
Vol 9 (6) ◽  
pp. 950-953
Keyword(s):  
Static Analysis ◽  
Seismic Design ◽  
Numerical Models ◽  
Steel Structures ◽  
Design Stage ◽  
Design Parameters ◽  
Element Analysis ◽  
Response Modification Factor ◽  
Numerical Studies ◽  
Modification Factor

Response modification factor (R) performs as one of the main seismic design parameters of new structures during earthquake and is considered as significant parameter of nonlinear equivalent static analysis which is a widely used method to evaluate the seismic response of a structure. A review of the literature illustrates that although various numerical studies have investigated the effect of viscous dampers on the response modification factor (R), lack of experimental study has been conducted to verify the numerical models. This study evaluates the response modification factor of steel frame with and without viscous damper. Experimental and numerical analysis have been conducted in the present research. It is found that results from finite element analysis agree well with the experimental results. Besides, the use of damper increases significantly the response modification factors of steel structures, e.g., the factor of structures with dampers are approximate 32% higher than the structures without dampers. The determined response modification factors for the different structures used in this study can be applied to conduct equivalent static analysis of buildings as an initial design stage.

Experimental Research and Finite Element Analysis of Concrete-Filled Steel Box Columns with Longitudinal Stiffeners

2011 ◽  
Vol 287-290 ◽  
pp. 1037-1042 ◽  
Author(s):  
Jun Guang Zhang ◽  
Yong Jian Liu ◽  
Jian Yang ◽  
Kai Lei Xu
Keyword(s):  
Finite Element ◽  
Failure Modes ◽  
Local Buckling ◽  
Steel Tube ◽  
Steel Plates ◽  
Thin Wall ◽  
Test Results ◽  
Element Analysis ◽  
Longitudinal Stiffeners ◽  
Box Columns

For further study of mechanical properties of concrete-filled steel box columns (CFSBCs) with longitudinal stiffeners, axially loading tests of CFSBCs with longitudinal stiffeners was conducted to obtain their ultimate bearing capacity and failure modes. The test results were compared with those of hollow steel box columns with longitudinal stiffeners. Cross section of the test specimen was scaled from a chord member of Dongjiang Bridge. The experimental results show that failure mode of CFSBCs with longitudinal stiffeners is local buckling of steel plates, which is different from that of concrete-filled thin wall steel tube columns with longitudinal stiffeners. Although longitudinal stiffeners can prevent global buckling of steel plates, the effect is less obvious than that of concrete-filled thin wall steel tube columns. Meanwhile, three-dimensional finite element models (FEM) of the specimens were modeled using computer program ANSYS to obtain bearing capacities and load-strain curves. The FEM results coincide quite well with the test results. Further, influence of width to thickness ratio on mechanical behavior of CFSBCs was analyzed using FEM.

Fatigue strength of a groove weld on steel backing

1984 ◽  
Vol 11 (4) ◽  
pp. 692-700 ◽  
Author(s):  
K. A. Baker ◽  
G. L. Kulak
Keyword(s):  
Finite Element Analysis ◽  
Fatigue Strength ◽  
Fatigue Cracks ◽  
Steel Structures ◽  
Fatigue Loading ◽  
Test Results ◽  
Fabrication Technique ◽  
Element Analysis ◽  
Fillet Weld ◽  
Local Stresses

Groove welding made from one side is a common fabrication technique for joints in steel structures. If a steel backing bar is used, current (1983) North American specifications require that it be removed after welding and the weld ground flush if the detail is to be located transversely to the direction of stress and fatigue loaded. This is an expensive, and in some cases impractical, procedure. In the investigation reported herein, data concerning the fatigue strength of a groove weld with steel backing bar detail have been obtained experimentally. The backing bar was attached with intermittent fillet welds. A finite element analysis has been used to assist in interpretation of the test results.The analysis showed that high local stresses are present at the toe of the fillet weld. However, high stresses also exist at the flush-ground face of the groove weld, and the test results indicated that all fatigue cracks started at this side of the detail. When this detail is present in a structure and subjected to a fatigue loading, category C of the AASHTO or CSA specifications will provide a suitable basis for design. Key words: failure, fatigue, steel, welding.

Local buckling of Class 2 beam-column flanges

1993 ◽  
Vol 20 (6) ◽  
pp. 931-939 ◽  
Author(s):  
J. L. Dawe ◽  
T. S. Lee
Keyword(s):  
Key Words ◽  
Axial Load ◽  
Analytical Study ◽  
Local Buckling ◽  
Steel Structures ◽  
Experimental Results ◽  
Test Results ◽  
Limit States ◽  
Column Buckling ◽  
Compact Class

Test results are presented and discussed for 18 beam-column specimens subjected to flange local buckling resulting from applied axial and flexural forces. Flanges classified as Class 2 by CAN3-S16.1-M84 “Steel structures for buildings (limit states design)” are investigated. Three different sizes of W shape with different height and web thickness ratios within the Class 2 range were used in this investigation. The flange width-to-thickness ratio was kept constant at the current Class 2 limit [Formula: see text]. Results of this investigation show that the conventional value of plastic moment reduced in the presence of axial load, as based on studies in the late 1950s, does not apply to Class 2 sections. This discrepancy had previously been predicted by an analytical study using an extended Rayleigh–Ritz technique and presented in 1980. Experimental results presented herein verify these predictions. Key words: axial, beam-column, buckling, compact, Class 2, interaction, slenderness.

scholarly journals Non-Destructive Tests for the Structural Assessment of a Historical Bridge over the Tua River

2013 ◽  
Vol 569-570 ◽  
pp. 390-397 ◽  
Author(s):  
Isabel Valente ◽  
Luís F. Ramos ◽  
Kevin Vasquez ◽  
Paulo Guimarães ◽  
Paulo B. Lourenço
Keyword(s):  
Failure Modes ◽  
Dynamic Testing ◽  
Numerical Models ◽  
Dynamic Properties ◽  
Dynamic Test ◽  
Truss Structures ◽  
Design Standards ◽  
Element Analysis ◽  
Modern Design ◽  
Structural Assessment

Paradela Bridge is a metallic bridge located along the bank of the Tua River in northern Portugal. While the bridge is not currently in service, its structure is representative of many metallic truss structures built across the continent between the XIX and the XX century. Tua Line belongs to the Douro area that UNESCO recently declared as world heritage. This study acquires its importance since it might serve as an insight for the study of many other similar structures all over the country. This paper comprises a historic investigation of archived documents, an on-site survey to evaluate its present conditions, a dynamic testing and the construction and calibration of numerical models in finite element analysis (FEA) software, structural assessment and capacity rating estimation. The purpose of constructing numerical models was to evaluate the suitability of the bridge under the original loading and in accordance to modern design standards. The historical research revealed that the truss bridge was designed as a simply supported element and that a series of hand calculations were carried out on individual structural elements (e.g. main trusses, stringers and floor beams). Furthermore, a dynamic test was conducted in order to identify the global dynamic properties of the structure and to calibrate numerical models that ensure reliability and representativeness. FE models served through the structural assessment of the bridge in accordance with modern design codes and to estimate the safety of the bridge. Likewise, a nonlinear failure analysis was also conducted in order to estimate the capacity rate of the bridge and the likely failure modes.

scholarly journals Experimental study and finite element analysis of energy dissipating outriggers

2016 ◽  
Vol 20 (8) ◽  
pp. 1196-1209 ◽  
Author(s):  
Qingshun Yang ◽  
Xinzheng Lu ◽  
Cheng Yu ◽  
Donglian Gu
Keyword(s):  
Finite Element ◽  
Energy Dissipation ◽  
Local Buckling ◽  
Tall Buildings ◽  
Initial Imperfection ◽  
High Strength ◽  
Test Results ◽  
Element Analysis ◽  
Global Buckling ◽  
Energy Dissipation Capacity

The outriggers are widely adopted in tall and super-tall buildings. Their energy dissipation capacity can significantly influence the nonlinear seismic responses of the entire building structure. Based on an actual tall building project, the structural responses and energy dissipation capacities of three different outriggers were studied through experiments and finite element analyses. The test results of conventional outrigger specimen showed a steep deterioration after peak strength and an unfavorable energy dissipation capacity due to the global buckling of the braces and the local buckling of the chords after flexural yielding. Using buckling-restrained braces and reduced beam sections in a new design of the outriggers, the energy dissipation capacity and the ductility of the outriggers were significantly improved. The yield and peak strengths were further improved with the use of high-strength steel in chords on a third specimen. The finite element simulation of the three specimens indicated that the initial imperfection of the specimens shall be considered, and the developed finite element models yielded good agreements with the test results. The outcome of this work can provide additional references for the application of the outriggers in tall buildings.

Local Buckling Analysis of Aluminum I Section Beams

2010 ◽  
Vol 168-170 ◽  
pp. 1921-1933
Author(s):  
Yuan Qing Wang ◽  
Huan Xin Yuan ◽  
Yong Jiu Shi ◽  
Ming Cheng
Keyword(s):  
Local Stability ◽  
Numerical Study ◽  
Design Method ◽  
Local Buckling ◽  
Initial Imperfection ◽  
Steel Structures ◽  
Thickness Ratio ◽  
Parameter Analysis ◽  
Element Analysis ◽  
Material Constitutive Relation

Low elastic modulus of aluminum alloy gives prominence to lateral and local buckling of members, especially when thin walled sections are adopted to save material usage. Under certain conditions of loads and constraint, local buckling would occur in aluminum beams. A numerical study to assess the local stability of aluminum I section beams is presented in this paper. The study focused on two aspects: the local buckling of aluminum flange plate under compression, the local buckling of aluminum web plate under bending and shear. An extensive parameter analysis including width-to-thickness ratio, initial imperfection, material constitutive relation and restriction effect from adjacent plates was carried out with the purpose of extracting several governing parameters and investigating their effects on the local buckling of aluminum plate. Based upon the results of finite element analysis (FEA), a new design method in connection with the local stability of aluminum I section beams has been developed. By virtue of the proposed design method, three key indicators that include the critical value of width-to-thickness ratio to prevent local buckling of aluminum flange plate under compression, the local stability of aluminum web plate under bending/shear and the bearing capacity of aluminum I section beams under the condition that the post buckling strength of web is taken into account, could be obtained to provide more rational and efficient designs. The proposed design method is different from the current Eurocode but acts in accordance with Chinese code for design of steel structures (Chinese steel code) in order to satisfy applicability.

Research and Simulation on Strengthening Steel Structure with Carbon Fiber Sheet

2012 ◽  
Vol 232 ◽  
pp. 82-85
Author(s):  
Yang Hou Chen
Keyword(s):  
Carbon Fiber ◽  
Concrete Structures ◽  
Steel Structure ◽  
Steel Structures ◽  
Test Results ◽  
Element Analysis ◽  
Cfrp Composite ◽  
Fiber Sheet ◽  
Strengthening Technique ◽  
Carbon Fiber Sheet

Carbon Fiber-Reinforced Polymer(CFRP) Composite Sheets Have Gained Popularity as a Viable Strengthening Technique for Fractured Concrete Structures. the Behavior of Carbon Fiber Sheet Materials to Cracked Steel Structures Is Quite Different from that of Concrete Structures. More and More Attention Are Paid to Research on Strengthening Steel Structure with Carbon Fiber Sheet. this Paper Presents the Study on the Steel Structure Bonded with Carbon Fiber Sheets. the Infinite Element Analysis Software ANSYS Is Used to Analyze the Effects of Strengthening a Steel Structure. and the Test Results of Crack Specimens Strengthened by Carbon Fiber Sheet Are Given. the Finite Element Results and Test Results Show that the Using of Carbon Fiber Sheet Can Improve Load Bearing of Structure and its Fatigue Life.

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