Tests and numerical study of ultra-high strength steel columns with end restraints

Shi, Gang; Ban, Huiyong; Bijlaard, F.S.K.

doi:10.1016/j.jcsr.2011.10.027

Cited by 118 publications

(35 citation statements)

References 8 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…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

View full text Add to dashboard Cite

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.

show abstract

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

View full text Add to dashboard Cite

show abstract

“…In Figure 9, the results from the tensile coupon tests carried out in the present study on both the flat (F) and corner (C) material have been combined with those collated from the literature, reported in references [11][12][13][27][28][29][30][31][32][33][34][35][36], and used to assess the variation of the f u /f y ratio with yield stress f y . The observed trend of decreasing values of f u /f y with increasing yield stress f y is in line with previous findings [8,10,37], and reflects the fact that strengthening mechanisms used in the production of high strength steels bring about significant increases in the yield strength, but have less influence on the ultimate tensile strength [1].…”

Section: Assessments Of Materials Ductility Requirementsmentioning

confidence: 99%

“…The ductility requirement based on strain at fracture ε f for high strength steels is examined in Figure 10, where the measured strain at fracture from the tensile coupon tests conducted herein and those collected from the literature, given in references [27][28][29][30][31][32]35], is plotted against the yield strength f y . As anticipated, a general decreasing trend of ε f with f y exists.…”

Section: Assessments Of Materials Ductility Requirementsmentioning

confidence: 99%

Material properties and compressive local buckling response of high strength steel square and rectangular hollow sections

Wang

Afshan

Schillo

et al. 2017

Engineering Structures

114

View full text Add to dashboard Cite

An experimental investigation into the structural performance of compressed high strength steel (HSS) square and rectangular hollow sections is described in this paper. Both hot-rolled and cold-formed HSS sections were examined. In total six S460NH and five S690QH hot-rolled section sizes and three S500MC, two S700MC and four S960QC cold-formed section sizes were tested. The experimental programme comprised tensile coupon tests on flat and corner material, measurements of geometric imperfections, full cross-section tensile tests and stub column tests. The results of the experiments presented in this paper have been combined with other available test data on high strength steel sections, and used to assess the existing design guidelines for high strength steels given in Eurocode 3. The focus has been on the material ductility requirements, the Class 3 slenderness limit for internal elements in compression and the effective width formula for Class 4 internal elements in compression.Reliability assessments of the Class 3 slenderness limit (both the current value of 42 and a proposed value of 38) and the effective width formula for Class 4 internal elements in compression were carried out. The analysis indicated that, based on the assembled test data considered in this study, and the assumptions made regarding the statistical distributions of material and geometric properties, a partial safety factor greater than unity is required for HSS. Similar findings have also recently been presented for ordinary strength steels.

show abstract

“…However, most of this research has focused on the behaviour of bare steel structures, and only a few research findings are related to composite steel and concrete structures. Rasmussen and Hancock [6,7], Usami and Fukumoto [8], Nishino et al [9], McDermott [10] and Shi et al [11] investigated experimentally the buckling behaviour of 690 MPa HS steel columns under compression, Ban et al [12] and Wang et al [13] reported the overall buckling performance of 460 MPa HS steel pin-ended columns and proposed a design method on the basis of a number of parametric studies, while Ban et al [14] and Shi et al [15] investigated the overall and local buckling behaviour of 420 MPa steel angle columns, with design approaches being proposed. It was identified in this work that the buckling behaviour of HS steel columns is improved significantly due to the less-severe effects of residual stress in comparison to conventional mild steel columns.…”

Section: Introductionmentioning

confidence: 99%