Numerical Modelling of Infilled Clay Brick Masonry under Blast Loading

Abstract

Numerical modeling and simulation of clay brick masonry infilled in a reinforced concrete frame (RC frame) subjected to blast loading has been presented in this paper. The pressure loading generated in blast shock has been applied on the masonry and the reinforced concrete frame and time history analysis has been made using ABAQUS finite element software package. The slip and separation at the joints of RC frame and masonry occurring during blast loading due to large difference in their stiffness has been modeled using contact algorithm. The study of the infilled brick masonry has been carried out with elasto-plastic strain hardening model using Mohr-Coulomb yield and failure criterion and contact algorithm for modeling contact behaviour at the interface of masonry wall and RC frame. The non-linearity in RC beam/column has been modelled using concrete damaged plasticity model. The parameters for non-linear finite element modeling of masonry have been experimentally determined. In order to gain confidence in the analysis, the proposed constitutive models have been validated with available experimental results on infilled masonry walls. The parametric study has been made for surface blast of 100 kg TNT at a detonation distance 20, 30 and 40 m for 340 mm and 235 mm thick masonry walls with three grades of mortar infilled in a RC frame. The effect of variation of contact friction between mortar and RC elements on the behaviour of masonry walls has also been studied.

Finite-element analysis of post-tensioned SG-laminated glass beams with mechanically anchored tendons

“…The 'CDP' mechanical model, originally implemented for reinforced concrete components, well applies in fact to materials with quasi-brittle behaviour such as glass or masonry. Recent FE examples of application of this damage model to masonry structural systems can be found in (Pandey and Bisht 2014;Xiong et al 2014;Gattesco et al 2015 etc.). In the CDP model, the yield surface function takes the form of an extended Drucker-Prager classical model and is based on the proposal of Lubliner et al (1989), successively modified in accordance with (Lee and Fenves 1998) to take into account different evolution of strength under tensile and compressive stresses.…”

Blast Vulnerability of Multi-Storey Masonry Infill Reinforced Concrete Frames

“…The static compressive strength (in MPa)/peak strain for masonry [23] and concrete [11] were taken as 3.58/0.0018 and 50.5/.0015 respectively whereas, tensile strength has been considered as 0.21MPa and 2.65MPa respectively. The developed dynamic curves for masonry and concrete are shown in Table 3 wherein; Dynamic Increase Factor (DIF) equal to 1.2 [16] and 1.19 [31] has been assumed for strength of masonry and concrete respectively in both tension and compression.…”

“…The value of ψ for concrete has been adopted from literature [23]. The other CDP parameters like; eccentricity; f b0 /f c0, K and viscosity have been assumed to take the default values [1].The contact between the masonry surface and RC frame has been modelled using penalty contact mechanism having coefficient of friction μ=0.8 [23]. The Reinforcement steel has been considered to be 'embedded' in the concrete material.…”

“…The blast response of frame G+0 investigated previously in literature [23] for 100kg TNT at R= 20m, 30m and 40m respectively has been compared with the present numerical model (CDP). The peak displacement values have been found to be fairly comparable with extremely minor discrepancy due to difference in the adopted numerical approaches.…”

Fragmentation and hazard analysis of brittle materials under far-field blast loading

“…Using material properties that reflect the actual behavior of in situ materials is critical. Numerical analyses of clay and concrete masonry walls have observed significant structural behavior variation due to small changes in material properties (Dennis et al, 2002; Eamon, 2007; Eamon et al, 2004; Wei and Stewart, 2010; Pandey and Bisht, 2014; Rafsanjani et al, 2015). Significant variation of material properties inside a single structural member is common for CMU walls (Melander and Conway, 1993; Melander et al, 1993).…”