Analysis of the in-plane shear behaviour of FRP reinforced hollow brick masonry walls

2005 ◽  
Vol 19 (3) ◽  
pp. 237-260 ◽  
Author(s):  
A. Gabor ◽  
E. Ferrier ◽  
E. Jacquelin ◽  
P. Hamelin
Keyword(s):  
Brick Masonry ◽  
Shear Behaviour ◽  
Masonry Walls ◽  
Plane Shear ◽  
Hollow Brick

Analysis and modelling of the in-plane shear behaviour of hollow brick masonry panels

2006 ◽  
Vol 20 (5) ◽  
pp. 308-321 ◽  
Author(s):  
A. Gabor ◽  
E. Ferrier ◽  
E. Jacquelin ◽  
P. Hamelin
Keyword(s):  
Brick Masonry ◽  
Shear Behaviour ◽  
Plane Shear ◽  
Hollow Brick

scholarly journals Experimental Investigation on the Performance of Historical Squat Masonry Walls Strengthened by UHPC and Reinforced Polymer Mortar Layers

2019 ◽  
Vol 9 (10) ◽  
pp. 2096 ◽  
Author(s):  
Bin Peng ◽  
Sandong Wei ◽  
Libo Long ◽  
Qizhen Zheng ◽  
Yueqiang Ma ◽  
...  
Keyword(s):  
High Performance Concrete ◽  
Brick Masonry ◽  
Masonry Walls ◽  
Strengthening Effect ◽  
Plane Shear ◽  
Historical Building ◽  
Reinforced Polymer ◽  
Polymer Mortar ◽  
Historical Masonry ◽  
Squat Walls

Strengthening historical brick masonry walls is important because these walls are major load-bearing members in many architectural heritages. However, historical brick masonry has low elastic modulus and low strength, historical masonry walls are prone to surface treatment or other structural intervention, and some of the walls lack integrity. These characteristics make effective strengthening of historical masonry walls difficult. To address the issue, strengthening layers made up of ultra-high performance concrete (UHPC) are potentially useful. To investigate the strengthening effect of the UHPC layers, the authors constructed three squat walls using historical bricks and mortar collected from the rehabilitation site of a historical building, and strengthened two of the walls with a UHPC layer and a reinforced polymer mortar layer respectively. The three walls were broken down by horizontal cyclic force along with constant vertical compression, and then the unstrengthened one was strengthened in-situ by a UHPC layer and was tested again. The experimental results indicate that the UHPC layers significantly improved the in-plane shear resistance and cracking load of the squat walls, without decreasing the walls’ ultimate deformation. They effectively strengthened both moderately and severely damaged historical masonry walls, because the UHPC filled the existing damages and improved the integrity of the masonry substrate. In addition, the UHPC layers intervened the historical walls less than the reinforced polymer mortar layer. Therefore, the UHPC layers are efficient in strengthening historical squat masonry walls.

In-Plane Behavior of BFRP Sheets Bonded to Damaged RC-Brick Masonry Walls with Opening

2014 ◽  
Vol 684 ◽  
pp. 195-201
Author(s):  
Zhen Lei ◽  
Yong Wang ◽  
Jun Tong Qu
Keyword(s):  
Energy Dissipation ◽  
Masonry Wall ◽  
Shear Loading ◽  
Brick Masonry ◽  
Masonry Walls ◽  
Deformation Capacity ◽  
Plane Shear ◽  
Lateral Strength ◽  
Strength And Deformation ◽  
Energy Dissipation Capacity

FRP strength technique can increase the lateral strength of masonry walls, but the effect of the presence of pre-damage in the walls before retrofitted has not been studied. In this study, the experimental results from two half-scale RC-brick masonry walls with opening retrofitted with BFRP composite strips are presented. One wall was initially damaged in shear loading up to its maximum strength, and then repaired with BFRP sheets; another one was directly strengthened with BFRP sheets in the same strengthening configuration. All the walls were subjected to cyclic in-plane shear loading up to failure. Compared to the strengthened walls, the repaired masonry wall has almost the same failure mode and FRP strain rule, and slightly lower lateral strength and deformation capacity as well as energy dissipation capacity.

scholarly journals Strength Enhancement of Interlocking Hollow Brick Masonry Walls with Low-Cost Mortar and Wire Mesh

2021 ◽  
Vol 6 (12) ◽  
pp. 166
Author(s):  
Panuwat Joyklad ◽  
Nazam Ali ◽  
Muhammad Usman Rashid ◽  
Qudeer Hussain ◽  
Hassan M. Magbool ◽  
...  
Keyword(s):  
Failure Modes ◽  
Ultimate Load ◽  
Cement Mortar ◽  
Low Cost ◽  
Brick Masonry ◽  
Wire Mesh ◽  
Masonry Walls ◽  
Structural Behaviour ◽  
Hollow Brick ◽  
Strength And Ductility

Cement–clay Interlocking Hollow Brick Masonry (CCIHBM) walls are characterized by poor mechanical properties of bricks and mortar. Their performance is observed to be unsatisfactory under both gravity and seismic loads. There is an urgent need to develop sustainable, environmentally friendly, and low-cost strengthening materials to alter the structural behaviour of brick masonry walls in terms of strength and ductility. The results of an experimental investigation conducted on the diagonal compressive response of CCIHBM walls are presented in this study. In this experimental study, a total of six CCIHBM walls were constructed using cement–clay interlocking hollow bricks. One was tested as a control or reference wall, whereas the remaining walls were strengthened using cement mortar. In some walls, the cement mortar was also combined with the wire mesh. The research parameters included the type of Ordinary Portland Cement (OPC) (Type 1 and Type 2), thickness of cement mortar (10 mm and 20 mm), and layers of wire mesh (one and three layers). The experimental results indicate that control or unstrengthened CCIHBM walls failed in a very brittle manner at a very low ultimate load and deformation. The control CCIHBM wall, i.e., W-CON, failed at an ultimate load of 247 kN, and corresponding deflection was 1.8 mm. The strength and ductility of cement mortar and wire mesh-strengthened walls were found to be higher than the reference CCIHBM wall. For example, the ultimate load and deformation of cement-mortar-strengthened wall were found to be 143% and 233% higher than the control wall, respectively. Additionally, the ultimate failure modes of cement mortar and wire mesh strengthened were observed as ductile as compared to the brittle failure of reference wall or unstrengthened CCIHBM wall, which increased by 66% and 150% as compared with the control wall.

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