Technical NOTE.A Finite Element Model for the in-Plane Behaviour of Brickwork.

Hendry, A W; Samarasinghe, W.; Page, AW

doi:10.1680/iicep.1982.1878

Cited by 7 publications

(4 citation statements)

References 0 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…In preliminary research, [17][18][19][20][21][22][23][24][25][26] analyzed the behavior of this masonry for several stress orientations with regard to the bed joints. In [27,28], it was concluded that, for normal and perpendicular stress, the stress-strain behavior was similar. The arrangement of the leaves in the thin-tile masonry could allow considering it as a particular case of masonry loaded parallel to the bed joints.…”

Section: Introductionmentioning

confidence: 99%

Experimental Behavior of Thin-Tile Masonry under Uniaxial Compression. Multi-Leaf Case Study

et al. 2021

View full text Add to dashboard Cite

In this study, experimental analysis on the compressive strength of multi-leaf thin-tile masonry is presented. A compressive strength test was carried out on thin-tile, mortar and 48 specimens with two- and three-leaf thin-tile masonry. The results obtained were compared with literature on brick masonry loaded parallel to a bed joint. Based on the results of this study, the failure mode presented the first crack in the vertical interface; this crack grew until the leaf was detached. From this point until collapse, lateral buckling of the leaves was generally observed. Therefore, the detachment compressive strength value was considered relevant. Up to this point, both masonries exhibit similar stress–strain behavior. The experimental values of the detachment compressive strength were compared with the values calculated from the equation generally used in the literature to evaluate the compressive strength of brick masonry. From the results obtained, the following conclusion can be drawn: This equation is only suitable for tree-leaf thin-tile masonry but with more relevant influence on the compressive strength of the mortar. This study concluded that only three-leaf specimens behave similarly to brick masonry loaded parallel to a bed joint. Finally, whether the failure mode was due to shear or tensile stresses in the vertical thin-tile-mortar interface cannot be identified.

show abstract

Section: Introductionmentioning

confidence: 99%

Experimental Behavior of Thin-Tile Masonry under Uniaxial Compression. Multi-Leaf Case Study

et al. 2021

View full text Add to dashboard Cite

show abstract

“…In addition, behavioral models of masonry materials with homogeneous properties were developed, ignoring the effects of mortar bonds (while are able to model local failures) [3]. This process led to suggest a nonlinear finite element model for the behavior of masonry materials based on biaxial experiments on masonry assemblages [4]. This model is capable to consider nonlinear effects of materials and also progressive local failures [5].…”

Section: Introductionmentioning

confidence: 99%

Effects of Lateral Constraints and Geometrical Characteristics on Deformation Capacity of the Persian Historic Unreinforced Masonry Shear Walls under Uncertainty Conditions

Ghamari

Karimi

Amirshahkarami

2020

IJE

View full text Add to dashboard Cite

In the most structural codes, deformation capacity of the unreinforced masonry shear walls is estimated based on their structural behavior (failure mode) and aspect ratio. In this paper, deformation capacity was determined for the Persian historic brick masonry walls by considering the effects of various parameters such as lateral constraints, aspect ratio and thickness. Also, to take into account the uncertainties in material and geometry of the walls in their deformation capacity, partial factor γdu was proposed, somehow, deformation capacity of shaer wall is determined by multiplying this factor in the computed deformation. Accordingly, the in-plane behavior of 48 different specimens of masonry walls with four lateral constraint configurations (contribution of transverse walls and also top slab), four distinct aspect ratios (height to length) of 0.5, 0.75, 1.0 and 1.5, three traditional wall thicknesses of 0.20, 0.35 and 0.50 m, under pre-compression load of 0.10 MPa were computed using nonlinear pushover analyses. Then, the obtained force-deformation curves were idealized by bilinear curves (linear elasticperfectly plastic) to make them easier for comparison objectives as well as to be more adopted in practical purposes. The latter results indicated that deformation capacity of the shear walls decreases by stiffer lateral constraints, more thickening; and decrease in height-to-length aspect ratio. In addition, it was observed that the transverse walls (vertical constraints on two sides, and at two ends of the base shear walls) were more efficient in reducing deformation capacity than the top slab (horizontal constraint). As a result, according to the numerical calculations, the ultimate drift value for the Persian historic brick masonry walls determined between 1.3% and 2.7%. Eventually, the partial factor of γdu to consider uncertainty in modulus of elasticity and thickness assessment in deformation capacity of the Persian historic masonry shear walls achieved in the range of 1.3 to 1.7.

show abstract

“…The setback of such a level of detail is the large number of input parameters required [41] and the intense computational effort associated [42], thus limiting their application to small scale studies [43][44][45][46][47][48]. In contrast, macro-scale approaches [49][50][51][52][53][54] using continuum FE are associated with low computational effort as URM is represented by a homogenous material whose behaviour is specified by closed form laws. Yet, closed form solutions often need to be validated (or calibrated) with experimental data obtained either from in-situ or laboratory experimental investigations.…”

mentioning

confidence: 99%

Modelling the experimental seismic out-of-plane two-way bending response of unreinforced periodic masonry panels using a non-linear discrete homogenized strategy

Sharma

Silva

Graziotti

et al. 2021

Engineering Structures

View full text Add to dashboard Cite

Technical NOTE.A Finite Element Model for the in-Plane Behaviour of Brickwork.

Cited by 7 publications

References 0 publications

Experimental Behavior of Thin-Tile Masonry under Uniaxial Compression. Multi-Leaf Case Study

Experimental Behavior of Thin-Tile Masonry under Uniaxial Compression. Multi-Leaf Case Study

Effects of Lateral Constraints and Geometrical Characteristics on Deformation Capacity of the Persian Historic Unreinforced Masonry Shear Walls under Uncertainty Conditions

Modelling the experimental seismic out-of-plane two-way bending response of unreinforced periodic masonry panels using a non-linear discrete homogenized strategy

Contact Info

Product

Resources

About