Slenderness limit of Class 3 I cross-sections made of high strength steel

Net cross-section design resistance and local ductility of elements made of high strength steel

“…In spite of the low f u / f y ratio, local ductility is quite comparable to mild steels. An indication of the local ductility of connections and members of HSS was also presented in [3][4][5][6][7][8][9][10][11][12][13]. Specimens with eccentric holes failed in two different ways.…”

“…The recommended values are f u / f y ≥ 1.05, elongation at failure ε f r ≥ 10% and ε u ≥ 15ε y . The very typical steel S690 has a relative fracture elongation ε fr more than 14% and a uniform strain ε u that corresponds to a tensile strength f u around 5% [3][4][5][6][7][8][9][10][11]. In addition, modern HSSs are micro alloyed fine-grained steels made by the thermomechanical process or by quenching and tempering -both resulting in a very high fracture toughness, larger than for mild steel grades.…”

Flexural behaviour of composite beams with high strength steel

“…In most of the HS steel column test programs, the residual stress within the welded section was also measured, with Ban et al [12,16,17] having studied the characteristics of the residual stress distribution in HS steel sections and proposing models for their calculation. Beg and Hladnik [18] studied the buckling behaviour of ten I-section beams made from S690 HS steel, and a slenderness limit for buckling was suggested. For a HS steel connection, Girão Coelho and Bijlaard [19,20] applied S690 HS steel to the web shear panel and end-plate connection in steel frames and tested their mechanical performance, while Puthli and Fleischer [21], Dusicka and Lewis [22], Može et al [23][24][25] and Cruz et al [26] investigated the mechanical performance of connections with HS steel, and design approaches for the bearing strength of bolt holes, slip factors and local ductility were suggested.…”

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

“…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].…”