Shear strengthening of wall panels through jacketing with cement mortar reinforced by GFRP grids

Corradi, Marco; Borri, Antonio; Castori, Giulio; Sisti, Romina

doi:10.1016/j.compositesb.2014.03.022

Cited by 117 publications

(51 citation statements)

References 15 publications

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“…For all the wall panels, the experimental curve was approximately linear prior to crack initiation, followed by a nonlinear portion of the curve up to the maximum strength. This similar behavior was also observed in other studies [38,[47][48][49]. The curves are plotted to a scale of a maximum strain, ε max , 0.005 which corresponds to a drift of 0.5% (which is the allowable drift limit for design of masonry structures, considered to be an optimum value where the comparisons of all the experiments may be presented.…”

Section: Resultsmentioning

confidence: 60%

“…The panel shear strength was determined before and after reinforcement by means of diagonal compression test and shear-compression tests. It was observed that the panels reinforced with GFRP exhibited a significant improvement in lateral load-carrying capacity up to 1060% when compared with control panels [38].…”

Section: Introductionmentioning

confidence: 91%

“…During the last decades, the feasibility of usage of GFRP reinforcement techniques as a good method to improve shear resistance of URM walls has been studied by many researchers [32][33][34][35][36][37][38][39][40].…”

Section: Introductionmentioning

confidence: 99%

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In-plane Shear Strengthening of Unreinforced Masonry Walls Using GFRP Jacketing

Mustafaraj¹,

Yardım²

2017

Period. Polytech. Civil Eng.

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In this paper, it is presented the experimental results of a campaign on diagonal compression tests, as of ASTM E519- IntroductionUnreinforced masonry (URM) buildings are one of the most used construction type in Europe, around the Mediterranean basin and Balkan peninsula. These regions are characterized with medium-to-high levels of seismic hazard. A vast number of URM buildings in these regions are vulnerable against earthquakes which are acknowledged to be one of the major cause of their damage, often even for their collapse. In such event, the load bearing walls are subjected to a combination of lateral seismic forces, that are in the form of out-of-plane or in-plane loading depending on the orientation of the building with seismic loading direction.Masonry structures, under such type of loading condition, manifest a brittle behavior, a relatively poor performance and are susceptible to high degrees of structural damage. Since the out-of-plane failure could be avoided by additional structural elements, the overall seismic performance of URM buildings depends on the capacity of in-plane walls to safely transfer the lateral loads to foundations, providing the post-earthquake stability necessary to avoid collapse of the entire structure [1].Moreover, during their lifespan, many of those buildings have suffered from the combined effects of inadequate construction techniques, seismic and wind loads, foundation settlements and deterioration of construction materials [2].To increase low parameters of masonry such as tensile and shear strength, as well as to improve the poor structural performance of URM structures under seismic actions, various strengthening techniques have been developed and applied throughout history of construction. The earliest techniques, the so-called traditional, consist of applying the reinforcement in form of: (i) filling cracks and voids by grouting; ii) stitching of large cracks and weak areas with metallic or brick elements; iii) external or internal post-tensioning with steel ties; iv) shotcrete jacketing; v) ferrocement and vi) center core etc. [3,4].Some successful examples of ferrocement jacketing have been observed in concrete structures [5][6][7][8] as well as in masonry structures where ferrocement provided a considerable increase in ductility, improvement of crack resistance [9,10], and increased stiffness and load carrying capacity as well as increase of in-plane resistance [11][12][13][14][15].

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Section: Resultsmentioning

confidence: 60%

Section: Introductionmentioning

confidence: 91%

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In-plane Shear Strengthening of Unreinforced Masonry Walls Using GFRP Jacketing

Mustafaraj¹,

Yardım²

2017

Period. Polytech. Civil Eng.

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“…Tinazzi et al (2000) and Tumialan et al (2001) used FRP bars to reinforce the horizontal joints of masonry walls. Recently, several researches have concentrated their attention on the investigation of new techniques to retrofit and strengthen masonry buildings using Glass Fibre Reinforced Polymers (GFRP) grids (Borri et al, 2014a;Borri et al, 2014b;Corradi et al, 2014;Gattesco et al, 2014). Alternative innovative composite materials have also being developed.…”

Section: Introductionmentioning

confidence: 99%

Durability of GFRP grids for masonry structures

Righetti

Corradi

Borri

et al. 2016

IJFE

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This document may differ from the final, published version of the research and has been made available online in accordance with publisher policies. To read and/or cite from the published version of the research, please visit the publisher's website (a subscription may be required.) L. Righetti et al.210 days of storage in deionised water and NaCl solution. A degradation in tensile strength up to 30.2% and 10.8% was recorded for the specimens subjected to treatment in aqueous solution and to high cycle fatigue testing, respectively. This degradation indicated that extended storage in a wet environment may cause significant decreases of mechanical properties.

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“…At present, some research lines focus on the reinforcement of these constructions, generally of historical character, for different types of loads, being able to find a variety of reinforcements from bars or steels meshes to laminated materials of diverse nature Ref. [2][3][4][5][6].…”

Section: Introductionmentioning

confidence: 99%

TRM reinforcement of masonry specimens for seismic areas

Ivorra¹,

Bru²,

Mendoza-Galván³

et al. 2017

Int. J. SAFE

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This document analyses the resistant behaviour to diagonal compression and direct compression of brick masonry specimens, reinforced with textile reinforced mortars (TRM) and without them. The numerical models have been calibrated with experimental results in order to have a suitable technique to reinforce masonry historic constructions where extraordinary tension stresses could occur in seismic situations. For the numerical modelling, FEM models have been developed using non-linear layered bi-dimensional shell elements. Moreover, a comparative analysis has been developed between the numerical models and the experimental ones. There are two different types of reinforced specimens: two layers to reinforce both surfaces (i), and one layer for only one surface (ii). The point of this (ii) is to respect the Italian legislation indications for the protection of historic constructions. Keywords: reinforced masonry TRM walls FEM INTRODUCTIONMany residential areas in the historical centres of European Seismic areas have a very high vulnerability due to of their structural system based in masonry or brick masonry walls. These structures have a very low capacity to resist tension or shear stresses. The use of textile reinforced mortar (TRM) as a reinforcing element can provide an additional capacity to solve these structural problems. Mortar cementitious materials as matrix of these reinforcement systems are more compatible with masonry than other polymeric matrices where its use in historical constructions is not permitted by the authorities in charge of protecting these constructions.Brick masonry walls are building systems made up of brick elements joined by mortar with a specific disposition. Due to its configuration, with elements of different properties, their simulation by finite element method becomes a complicated task. Brick and mortar have different strength capacities, and the very different strength behaviour in tension and in compression generates an anisotropic behaviour. Another important factor is the influence of the elastic modulus of both materials. By having different elastic modulus, their strain, for a given stress, will be different and the compatibility equations should solve this interaction. For these reasons, the ultimate load behaviour of brick masonry specimens are very dependent on the direction of the applied load and the plane on which the loads act.Some studies, such as those carried out at the Polytechnic University of Catalonia [1], analyse the out-of-plane behaviour, although the present paper will only focus on the loads acting on the plane of the wall. Masonry structures are especially weak against lateral cyclic loads such as those caused by earthquakes and this work analyses them. The difference of elastic modulus and the differences between the maximum stresses in tension and compression for brick and mortar are the cause of the specimen fault in the weakest areas of the wall. It is necessary to understand that the weakest areas will be the joints between the bricks: the m...

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Shear strengthening of wall panels through jacketing with cement mortar reinforced by GFRP grids

Cited by 117 publications

References 15 publications

In-plane Shear Strengthening of Unreinforced Masonry Walls Using GFRP Jacketing

In-plane Shear Strengthening of Unreinforced Masonry Walls Using GFRP Jacketing

Durability of GFRP grids for masonry structures

TRM reinforcement of masonry specimens for seismic areas

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