Tests of high strength steel columns

Rasmussen, Kim J.R.; Hancock, Gregory J.

doi:10.1016/0143-974x(95)97296-a

Cited by 225 publications

(98 citation statements)

References 3 publications

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“…Observing a similar trend in the carbon steel data assembled herein, εu was also considered to depend on the ratio of yield stress fy to ultimate tensile stress fu. The experimental ultimate strains εu are plotted against the corresponding fy/fu ratios for the data from 537 hot-rolled and 272 cold-formed [41,43,45,[71][72][73][74][75][76][77][78][79][80][81][82][83][84][85][86][87] carbon steel tensile coupon tests, as shown in Fig. 5.…”

Section: Predictive Expressions For εU and εShmentioning

confidence: 99%

Stress-strain curves for hot-rolled steels

Yun

Gardner

2017

Journal of Constructional Steel Research

339

190

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The use of advanced analytical and numerical modelling in structural engineering has increased rapidly in recent years. A key feature of these models is an accurate description of the material stress-strain behaviour. Development of standardised constitutive equations for the full engineering stress-strain response of hot-rolled carbon steels is the subject of the present paper.The proposed models, which offer different options for the representation of the strain hardening region, feature an elastic response up to the yield point, followed by a yield plateau and strain hardening up to the ultimate tensile stress. The Young's modulus E, the yield stress fy and the ultimate stress fu are generally readily available to the engineer, but other key parameters, including the strains at the onset of strain hardening and at the ultimate stress, are not, and hence require predictive expressions. These expressions have been developed herein and calibrated against material stress-strain data collected from the literature. Unlike the widely used ECCS model, which has a constant length of yield plateau and constant strain hardening slope, the proposed models, reflecting the collected test data, have a yield plateau length and strain hardening characteristics which vary with the ratio of yield to ultimate stress (i.e. with material grade). The proposed models require three basic input parameters (E, fy and fu), are simple to implement in analytical or numerical models, and are shown herein to be more accurate than the widely employed ECCS model. The proposed models are based on and hence representative of modern hot-rolled steels from around the world.

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Section: Predictive Expressions For εU and εShmentioning

confidence: 99%

Stress-strain curves for hot-rolled steels

Yun

Gardner

2017

Journal of Constructional Steel Research

339

190

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“…Although the current specifications are able to predict the flexural strength of HSS beams, the existing compactness criteria cannot guarantee the required rotation capacity for HSS members. Previous researches on ultimate bearing capacity, local and overall buckling behavior of HSS columns [20][21][22][23][24] have shown that the effects of initial geometric imperfection and residual stress on the buckling behavior of HSS columns are less detrimental than those on normal strength steel columns. The current steel structure design standards are slightly conservative for HSS.…”

Section: Limits Of Current Researches On Hssmentioning

confidence: 99%

The Art of Application of High-Strength Steel Structures for Buildings in Seismic Zones

Li¹,

Wang²,

Chen³

2015

Volume 11 Number 4

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ABSTRACT:Since recent advances of technology in material science and increasing demand for high strength materials, high-strength steel (HSS) has been applied to several landmark buildings and major projects. However, the application of high-strength steel in seismic structures is limited by the relative worse ductility, which usually decreases with the increase in yield strength. In this paper, key issues associated with the application of HSS in seismic structures are pointed out and discussed. The current state of the art of behavior of HSS and recent research on the seismic behavior of HSS carried out at Tongji University are presented. The effect of reheating and cooling during fabrication process on the mechanical properties of HSS is evaluated. Through the revisit and reconsideration on the basic level of seismic design philosophy, two new design methodologies for application of HSS structures for buildings in seismic zones are proposed. Finally, future works related to the application of high strength steels are recommended.

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“…Usami et al [14] conducted stability experimental studies using six columns with box shaped cross-sections made of HT80 high-strength steel with a nominal yield strength of 690 MPa, and an empirical formula was proposed based on their experimental results. Rasumussen et al [15] implemented compression stability experimental studies using eleven columns with welded H-type or box-shaped cross-sections made of BISALLOY80 high-strength steel with a nominal yield strength of 690 MPa, and their research results demonstrated that the stability coefficient was apparently improved compared to common steel columns with identical normalized slenderness ratios. Yang et al [16][17][18] conducted numerous experiments using short and long columns made of G550 high-strength steel with a yield strength of 550 MPa to study their local and overall buckling properties, and numerical simulations were implemented using ABAQUS finite element software.…”

Section: Introductionmentioning

confidence: 99%

Experimental Study on Stability of High Strength Steel Long Columns With Box-Sections

2017

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ABSTRACT:Ten long columns made of high strength steel 18Mn2CrMoBA (nominal yield stress is 745 MPa) were employed in axial compression experiments to investigate their overall stability. The columns with thin-walled box-shaped cross-sections were first fabricated into channel shapes followed by welding. The initial geometrical imperfections of the specimens were measured, and the ratio of instability plane initial deflection to the member length was around 1/1000. The finite element model (FEM) which can introduce the influence of geometrical imperfection and residual stress was established. The results of numerical simulation were compared with the experimental results, and the results were in good agreement with the experimental results. Comparisons with Chinese GB50017-2003 specification indicated that the experimental values for the load bearing capacity were greater than that obtained from b-type column curves, but less than a-type column curves. The results were also close to b-type column curves, as defined in the European Eurocode3 steel structure design specification. However, the American ANSI/AISC 360-10 steel structure design specification overestimated the load capacity of this type of long column considered. Therefore, this paper recommends that the design of this type of long column employ the b-type curves specified by the GB50017-2003 or Eurocode3 specifications.

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Tests of high strength steel columns

Cited by 225 publications

References 3 publications

Stress-strain curves for hot-rolled steels

Stress-strain curves for hot-rolled steels

The Art of Application of High-Strength Steel Structures for Buildings in Seismic Zones

Experimental Study on Stability of High Strength Steel Long Columns With Box-Sections

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