Local Web Buckling Strength of Coped Steel I Beams

Experimental study of the strength and behaviour of reinforced coped beams

“…4d. This new arrangement of transverse stiffeners is used to control the failure mode of rigid body movement of the longitudinal stiffeners as observed from previous test results [9]. Tension coupons were cut from the webs and the flanges of the test beams and also from the stiffeners.…”

“…The shear capacity of the coped beam section (R vy ), the moment capacity of the coped beam section with or without longitudinal stiffeners (M pco ) and the plastic moment capacity of the full beam section (M p ) are also included in the table for comparison. To predict the local web buckling capacity (R wb ) of specimens A1 and B1, the design equations proposed by Yam et al [7] were used and the predicted values are shown in Table 4 as well. The web buckling equations for coped beams proposed by Yam et al [7] are as follows: where R wb = local web buckling capacity of coped beams; k s =shear buckling coefficient; E =elastic modulus; ν =Poisson's ratio; h o =height of web of T-section and other symbols have been defined above.…”

“…The local web buckling strength and behaviour of coped beams have been studied by Cheng et al [4], Cheng and Yura [5], Aalberg and Larsen [6], Yam et al [7] and others. In order to improve the strength of coped beams, Cheng et al [4] proposed the set of reinforcement details shown in Fig.…”

“…Local web buckling of the coped section does not need to be checked. Yam et al [9] conducted tests and made a numerical study of the strength of reinforced coped beams, but only two coped beam specimens reinforced by longitudinal stiffeners were tested in the study. Nevertheless, the test results show that even though the coped section of the beam specimens was reinforced by a pair of longitudinal stiffeners, the web between the top flange of the beam and the longitudinal stiffeners distorted with significant lateral displacement.…”

Effect of variation of component dimensions and weld profiles on the free vibration response of stiffened plates

“…Large displacement of elasto-plastic analysis of stiffened plate was carried by Webb and Dowling (1980) and Kim (2006). Experimental and numerical investigations of coped I-beams with stiffeners at the coped region were conducted by Yam et al (2007). They mentioned that both horizontal and vertical stiffeners were required in order to prevent local web buckling in the coped region when coped depth to beam depth ratio ≥0.3.…”