scholarly journals Comparison of Design Guidelines for Hot-Rolled I-Shaped Steel Compression Members according to AISC 360-16 and EC3

2020 ◽  
Vol 2020 ◽  
pp. 1-20
Author(s):  
S. Pinarbasi ◽  
T. Genc ◽  
E. Akpinar ◽  
F. Okay
Keyword(s):  
Axial Compression ◽  
Cross Section ◽  
Steel Structures ◽  
Design Guidelines ◽  
Design Specification ◽  
Steel Members ◽  
Compression Members ◽  
Steel Grades ◽  
Hot Rolled ◽  
Steel Design

Thirty-six years after its publication, Turkish Building Code for Steel Structures was replaced with a more rational specification, Specification of Design and Construction of Steel Structures (SDCSS), which was prepared almost entirely based on the current American steel design specification (AISC 360-16). European steel design specification (EC3) is also widely used in Turkey for the design of steel structures constructed with the collaboration of Turkish and European companies. It is essential for a steel designer using both SDCSS and EC3 to comprehend the basic differences between these specifications. This study aims to compare the design guidelines defined in AISC 360-16 (so in SDCSS) and EC3 for rolled I-shaped steel members subjected to axial compression thoroughly. For various steel grades, member lengths, and 153 different European I/H sections, design buckling resistances and design compressive strengths are computed and compared. It is shown that there are at most 3% difference between the effective areas computed using both specifications. It is highly recommended that the change of cross section class be allowed while calculating design buckling resistances. For the studied sections and steel grades, the resistance-to-strength ratios are found to be as high as 1.24 but not smaller than 0.907.

scholarly journals Study on Strength and Behaviour of Cold-Formed Steel Built-up Columns

2021 ◽  
Keyword(s):  
Steel Structures ◽  
Strength Prediction ◽  
Ultimate Capacity ◽  
Specific Design ◽  
Design Strength ◽  
Heavy Load ◽  
Compression Members ◽  
Cold Formed Steel ◽  
Hot Rolled ◽  
Hot Rolled Steel

Abstract. Cold-formed Steel (CFS), a sort of steel weighing lesser, suits to be a wise choice of material in the construction of steel structures. It has more benefits that indeed make CFS get famous. Effortless installation can be accomplished with the CFS. It also renders a factor that only a few materials show, that is, longevity. Corrosion does not affect the CFS. Employing under moderate loads, CFS finds to be economically feasible when compared with hot-rolled steel. It can be used as compression members comprising single or built-up members. Since a single member cannot sustain the heavy load, the built-up members can be utilized. Open and closed sections are the two sorts of built-up profiles and these profiles show diverse buckling characteristics. This paper lays out a clear outline of the research works done on providing design recommendations to the codes by employing diverse built-up sections. It is reviewed by categorizing the investigated research works based on the kind of CFS sections chosen by each researcher. It was evident from the study that after validation, many researchers have done parametric study on CFS built-up columns to assess the accuracy of the design strength prediction by code specifications. Many codes failed to estimate the section’s ultimate capacity accurately as there are no specific design equations.

Slenderness ratio of main members between interconnectors of built-up compression members

1996 ◽  
Vol 23 (6) ◽  
pp. 1295-1304 ◽  
Author(s):  
Murray C. Temple ◽  
Ghada M. Elmahdy
Keyword(s):  
Slenderness Ratio ◽  
Steel Structures ◽  
Imperfection Sensitivity ◽  
Design Standards ◽  
Limit States ◽  
Compression Members ◽  
Equivalent Slenderness Ratio ◽  
The Individual ◽  
Compressive Resistance ◽  
Steel Design

Many steel design standards, including CAN/CSA-S16.1-M89 "Limit states design of steel structures," specify maximum slenderness ratios for the individual main members between the interconnectors of built-up compression members. Previous research on which these requirements are based is reviewed. It is shown that the imperfection sensitivity due to coupled instabilities is measured from bifurcation critical loads. However, steel standards are based on a compressive resistance determined for a member with an initial out-of-straightness and a suitable residual stress pattern. It is shown that the use of an equivalent slenderness ratio equation is sufficient to predict the compressive resistance of these built-up members. Further restrictions on the slenderness ratio of built-up members between interconnectors are not warranted. Thus, the elimination of these requirements from S16.1-94 is justified. Key words: built-up members, codes, compressive resistance, coupled instabilities, equivalent slenderness ratio, interconnectors.

scholarly journals Numerical Analysis of Single-Angle Steel Member Under Tension Force with Different End Deformations

2020 ◽  
Vol 6 (8) ◽  
pp. 1520-1533
Author(s):  
Ahmed M. Sayed
Keyword(s):  
Stress Distribution ◽  
Cross Section ◽  
Ultimate Load ◽  
Load Capacity ◽  
Steel Structures ◽  
Ultimate Load Capacity ◽  
Axis Direction ◽  
Steel Members ◽  
The Mean ◽  
Experimental Findings

Steel members with a single-angle cross-section are widely used, but some of their behaviours under loads are not considered by design codes, necessitating related research. This study is carried out on fifty steel single-angle members focused on the stress distribution behaviour and the ultimate axial load capacities under different end deformations through 3-dimensional Finite Element (FE) simulations and comparison with previous experimental findings. FE modeling is capable of modeling steel structures with high accuracy. Based on the results, the length of the angle affects neither the shape of the stress distribution nor the ultimate load capacity of the element. The end deformations affect the stress distribution on the member angle cross-section, including the ultimate load capacity. The end deformations which restricted deformations in the two directions perpendicular to the load axis are found to be optimal, with an average increase in load capacity by a factor of 1.96 for an equal angle and 2.21 for an unequal angle compared with the capacities calculated for single angles with deformations allowed in all directions. The appearance of a compression zone on the unconnected angle leg reduces the ultimate load capacity. The current design code (ANSI/AISC-360) can be adopted to calculate the ultimate load in the case of no deformation in the y-axis direction and no deformations in the x- and y-axis directions where the mean ratios of PNum/Pcode are 1.24 and 1.34 respectively. However, the code does not agree with the end deformations of free deformations and no deformation in the x-axis direction for either equal or unequal angles where the mean ratios of PNum/Pcode are 0.64 and 0.79 respectively, which is unsafe.

Torsional – flexural buckling strength of steel angles

1996 ◽  
Vol 23 (1) ◽  
pp. 260-271 ◽  
Author(s):  
Seshu M. R. Adluri ◽  
Murty K. S. Madugula
Keyword(s):  
Local Buckling ◽  
Rolled Steel ◽  
Design Strength ◽  
Flexural Buckling ◽  
Plate Buckling ◽  
Steel Members ◽  
Steel Angles ◽  
Hot Rolled ◽  
Hot Rolled Steel ◽  
Steel Design

Although structural steel angles have a wide variety of applications, they have not received attention comparable to that given to heavy shapes such as wide-flange sections. Because steel angles are singly symmetric or asymmetric, torsional-flexural buckling is an important mode of failure. The Canadian steel design practice for hot-rolled steel members (as given by CAN/CSA-S16.1-94) does not give a detailed procedure applicable to all sizes of steel angles. Some of the world codes applicable for steel angles specify torsional–flexural buckling check and plate buckling check to be considered simultaneously wherever applicable. The paper presents the results of an experimental investigation consisting of 34 hot-rolled steel angles under concentric compression (slenderness ratios between 50 and 150) failing in torsional?flexural buckling. The width to thickness ratios of test specimens ranged from 13 to 20. The results give a continuous spread of compressive strengths for practical ranges of slenderness parameters. The results show that torsional–flexural buckling and plate buckling need not be considered simultaneously even for unequal angles if they are designed according to CAN/CSA-S16.1-94. Key words: angle, buckling, codes and standards, compression, design strength, flexural buckling, local buckling, specifications, steel, torsional–flexural buckling.

Case Study of Supplemental Steel Structures

2021 ◽  
Author(s):  
Phillip Wiseman ◽  
Raju Subedi
Keyword(s):  
Steel Structures ◽  
Steel Buildings ◽  
Ambient Conditions ◽  
Steel Members ◽  
Processing Plants ◽  
Factor Design ◽  
Engineering Mechanics ◽  
Load And Resistance Factor ◽  
Steel Design

Abstract Supplementary steel provides essential connections between building steel or ground to pipe supports and component supports of power and processing plants. This type of structure is usually with steel members less than 10 feet in length and sustains temperature within the range of the ambient conditions and the pipe or component. Being a connection, the standards and Codes provide an array of stress and geometrical checks that share that of a building and of a pressure boundary. Therefore, the applied engineering mechanics utilized in the analysis of supplemental steel configurations, including but not limited to beams, columns, and frames along with their welded or bolted connections, stretches across multiple engineering disciplines. A study of load cases and load case combinations is performed across multiple configurations of assemblies with industry assumptions incorporated. With the mitigation of sag of pipe systems, study of analytical stress and geometrical checks are evaluated to find any correlations of governing criteria. Additionally, the utilization of two types of structural steel design fundamentals and provisions, Allowable Strength Design (ASD) and Load and Resistance Factor Design (LRFD), are investigated with supplemental steel structures which stem from design considerations of steel buildings. This case study in the analysis of supplemental steel structures provides segue to highlighting how Codes and Standards utilized within the field that overlap other fields.

BEAM-COLUMN RESISTANCE OF STEEL MEMBERS: A COMPARATIVE STUDY OF AISC LRFD AND EC3 APPROACHES

2011 ◽  
Vol 11 (02) ◽  
pp. 345-361 ◽  
Author(s):  
DANNY J. YONG ◽  
AITZIBER LÓPEZ ◽  
MIGUEL A. SERNA
Keyword(s):  
Comparative Study ◽  
Axial Compression ◽  
Steel Structures ◽  
Building Structures ◽  
Structural Members ◽  
Beam Columns ◽  
Steel Members ◽  
Moment Distribution ◽  
European Code ◽  
The Comparative Study

The paper presents a comparative study of a well-established steelwork design standard, the American AISC LRFD, and the new European code for the design of steel structures, Eurocode 3. The study is focused on the resistance capacity of steel members subjected to one of the following load cases: axial compression, bending, and combined axial compression and bending. First, the paper compares the formulation of both codes in order to identify similarities and differences. Particular attention is given to the resistance of beam columns since many steel structural members in building structures fall into this category. In the case of pure bending and combined axial compression and bending, the paper considers two extreme cases of linear moment distribution: equal end moments and opposite end moments. The results are presented graphically in order to make possible their interpretation and to detect significant differences in resistance. The comparative study shows that the resistance capacities given by LRFD and EC3 can differ appreciably for some of the cases considered. Moreover, there are also significant differences between the two methods proposed by the Eurocode when slenderness is high and the beam is subjected to linear moment distribution with opposite end moments. Finally, the paper stresses those points where each standard offers a simpler approach.

Influence of Yield Strength Variability over Cross-Section to Steel Beam Load-Carrying Capacity

2005 ◽  
Vol 10 (2) ◽  
pp. 151-160 ◽  
Author(s):  
J. Kala ◽  
Z. Kala
Keyword(s):  
Yield Strength ◽  
Cross Section ◽  
Carrying Capacity ◽  
Bending Moment ◽  
Statistical Characteristics ◽  
Load Carrying Capacity ◽  
Load Carrying ◽  
Strength Variability ◽  
Hot Rolled ◽  
Hot Rolled Steel

Authors of article analysed influence of variability of yield strength over cross-section of hot rolled steel member to its load-carrying capacity. In calculation models, the yield strength is usually taken as constant. But yield strength of a steel hot-rolled beam is generally a random quantity. Not only the whole beam but also its parts have slightly different material characteristics. According to the results of more accurate measurements, the statistical characteristics of the material taken from various cross-section points (e.g. from a web and a flange) are, however, more or less different. This variation is described by one dimensional random field. The load-carrying capacity of the beam IPE300 under bending moment at its ends with the lateral buckling influence included is analysed, nondimensional slenderness according to EC3 is λ¯ = 0.6. For this relatively low slender beam the influence of the yield strength on the load-carrying capacity is large. Also the influence of all the other imperfections as accurately as possible, the load-carrying capacity was determined by geometrically and materially nonlinear solution of very accurate FEM model by the ANSYS programme.

DOMEX 550MC

Alloy Digest ◽  
2009 ◽  
Vol 58 (3) ◽  
Keyword(s):  
Physical Properties ◽  
Hsla Steel ◽  
Steel Structures ◽  
High Strength ◽  
Heat Treating ◽  
Bend Strength ◽  
Cold Forming ◽  
Wide Range ◽  
Hot Rolled ◽  
Earthmoving Machines

Abstract Domex 550MC is a hot-rolled, high-strength low-alloy (HSLA) steel for cold forming operations. It is available in thicknesses of 2.00-12.80 mm. The alloy meets or exceeds the requirements of S550MC in EN 10149-2. Applications include a wide range of fabricated components and steel structures, including truck chassis, crane booms, and earthmoving machines. This datasheet provides information on composition, physical properties, tensile properties, and bend strength as well as fatigue. It also includes information on forming, heat treating, and joining. Filing Code: SA-594. Producer or source: SSAB Swedish Steel Inc.

scholarly journals Confinement effects for rubberised concrete in tubular steel cross-sections under combined loading

2021 ◽  
Vol 21 (2) ◽  
Author(s):  
A. Mujdeci ◽  
D. V. Bompa ◽  
A. Y. Elghazouli
Keyword(s):  
Axial Compression ◽  
Cross Section ◽  
Cross Sections ◽  
Image Correlation ◽  
Combined Loading ◽  
Test Results ◽  
Compression Tests ◽  
Confinement Effects ◽  
Rubber Content ◽  
Dependent Modification

AbstractThis paper describes an experimental investigation into confinement effects provided by circular tubular sections to rubberised concrete materials under combined loading. The tests include specimens with 0%, 30% and 60% rubber replacement of mineral aggregates by volume. After describing the experimental arrangements and specimen details, the results of bending and eccentric compression tests are presented, together with complementary axial compression tests on stub-column samples. Tests on hollow steel specimens are also included for comparison purposes. Particular focus is given to assessing the confinement effects in the infill concrete as well as their influence on the axial–bending cross-section strength interaction. The results show that whilst the capacity is reduced with the increase in the rubber replacement ratio, an enhanced confinement action is obtained for high rubber content concrete compared with conventional materials. Test measurements by means of digital image correlation techniques show that the confinement in axial compression and the neutral axis position under combined loading depend on the rubber content. Analytical procedures for determining the capacity of rubberised concrete infilled cross-sections are also considered based on the test results as well as those from a collated database and then compared with available recommendations. Rubber content-dependent modification factors are proposed to provide more realistic representations of the axial and flexural cross-section capacities. The test results and observations are used, in conjunction with a number of analytical assessments, to highlight the main parameters influencing the behaviour and to propose simplified expressions for determining the cross-section strength under combined compression and bending.

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