Numerical modelling of the cyclic behaviour of RC elements built with plain reinforcing bars

Effects of joint flexibility on lateral response of reinforced concrete frames

“…In RC moment-resisting frames, the overall earthquake resistance is significantly affected by the behaviour of beam-column joints. According to previous experimental [8][9][10][11][12] and analytical [13][14][15][16][17][18][19][20][21][22] research studies, the nonlinear behaviour of RC beam-column joints is significantly affected by bond-slip of the beam longitudinal reinforcements and diagonal shear cracking in the joint region that cause to degradation of strength, unloading/ reloading stiffness, and energy dissipation of beam-column joint sub-assemblages, which should be addressed in the nonlinear analysis of RC structures. Thus, it is necessary that inelastic behaviour of the joint panel is explicitly simulated in predicting the response of RC structures when subjected to earthquake loading [7].…”

Dissipative Homogenised Reinforced Concrete (DHRC) constitutive model dedicated to reinforced concrete plates under seismic loading

“…Unlike proposed in many previous works, such as Chaboche (2003), Melo et al (2011) andNedjar (2001), our modelling assumptions lead to a definition of an elastic strain different from the usual difference between strain tensor and ''plastic strain'' tensor, using a damage dependent operator applied to the ''plastic strain'' tensor, as shown in our previous paper by Combescure et al (2013), justified by a closed form, which has been established in one dimension.…”

“…Bond-slip mechanism is recognised as a major effect controlling the response of reinforced concrete structures under cyclic loading, including damage evolution of concrete, for both plain or ribbed bars (Fernandes et al, 2013;Melo et al, 2011;Murcia-Delso et al, 2011). This mechanism is responsible for the ''tension stiffening effect'', i.e.…”

Influence of Modelling Parameters on the Fragility Assessment of Pre-1970 Italian Rc Structures

“…However, [31] noted that this expression for plastic hinge length was developed based on testing of well detailed ductile members that can distribute plasticity along member ends, whereas testing on members with plain bars and poor core confinement has shown that these plain bar members tend to concentrate the inelasticity in the member ends. However, of the available test information of older RC members, none of the test campaigns appear to report an observed plastic hinge length with the exception of [32], where comparing the observed plastic hinge length of an RC beam with plain bars with the Park and Priestley expression is quite good and is therefore used here. However, experimental evidence suggests that this may not always be the case and is hence recommended for future work.…”