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[Display omitted] • Presents a cost-effective method for improving the behaviour and mechanical properties of stone masonry set in mud mortar. • Presents mechanical properties of stone masonry set in mud mortar and contained by steel wire mesh. • Presents cycle performance of stone masonry set in mud mortar and contained by steel wire mesh. • Compares the performance of unreinforced stone masonry with stone masonry contained in steel wire mesh. • Fills in current data gap on stone masonry construction. The mechanical properties of semi-dressed stone masonry set in mud mortar and contained within steel wire mesh are reported. Two-wythe thick masonry was laid in a semi-layered configuration as is typically found in the earthquake-affected areas of the 2015 Gorkha (Nepal) earthquake. An experimental testing program was undertaken that included direct compression, diagonal tension (shear), and in-plane quasi-static cyclic shear tests of masonry wallettes that were both uncontained (without containment mesh) and contained (with containment mesh). The results of the experimental testing indicated that the provision of containment enhanced the strength, deformability, and energy dissipation capacity of the masonry. Findings from the experimental testing are presented, including a comparison of the performance of stone masonry set in mud mortar when either uncontained or contained. [ABSTRACT FROM AUTHOR]

• Efficacy of a low-cost strengthening method embedded in the bed and bed-head joint mortar of a low-strength masonry assemblage. • Unreinforced and reinforced specimens were tested under axial compression load. • Bed joint and bed-head joint embedding play a vital role in the performance of the strengthened masonry. • Bed-head joint embedding outperforming bed joint and URM masonry. Masonry buildings are the most common building type in Northeast India. For the last 4–5 years, low strength Autoclaved Aerated Concrete (AAC) blocks have been widely used in most new construction. Masonry buildings are fragile and sustain significant damage when subjected to seismic excitation due to their low tensile strength and lack of earthquake-resistant features. Steel wire mesh is a low-cost, readily available material that is commonly adopted to strengthened unreinforced masonry by wrapping the entire surface of the wall. However, it is very un-economical in large scale construction. Embedding steel wire mesh to the bed and bed-head joint mortar of low-strength masonry units, such as AAC, has received little attention and possibly act as an earthquake-resistant feature in masonry buildings. The present study attempts to investigate the compression behaviour of AAC masonry walls when embedding three different types of steel wire mesh. The steel wire mesh was embedded using two methods, i.e., embedding steel wire into the masonry bed joint and the masonry bed-head joint. Three strengthening configurations were adopted for both the method and all three types of steel wire mesh, i.e., (−) straight configuration, L configuration, and Z configuration. The test result indicated that the inclusion of steel wire mesh in the masonry bed joint and bed-head joint enhanced the failure patterns, axial load-carrying capacity, stiffness, ductility, and energy dissipation for both strengthening methods, with bed-head joint specimens outperforming bed-joint and URM masonry. [ABSTRACT FROM AUTHOR]

Highlights • Tack-welding largely eases handling and positioning of electro-welded wire meshes. • No critical damage is induced by tack-welds if appropriately designed and executed. • Tack-welds are able to resist higher fatigue loads than electro-welds. Abstract The research provides experimental data and assesses the effect of tack welding on the fatigue life of a high-strength electro-welded wire reinforcement (WWR) mesh used as reinforcement of precast concrete girders for bridge construction. The experiments were performed on samples obtained from one girder dismantled when ready for service. Tack welding is a controversial construction technique that entails structural risks for the WWR meshes consisting of substantial loss of strength, local embrittlement and fatigue life shortening. Hence, fatigue tests of specimens containing two types of cruciform joints, respectively obtained by electro-welding and by tack welding, were carried out and interrupted in case of surpassing the endurance limit. The experiments were followed by tensile tests of the survival specimens in order to detect the damage effects from the tensile failure of the main mesh reinforcement. Micro fractographic analysis revealed the physical mechanisms of fatigue damage induced by tack welding. Fatigue testing and fractography showed that adequate designed and executed tack welds can bear fatigue loads higher than the fatigue resistance of WWR specified by technical codes, since the type of damage that might be generated does not affect the fatigue life nor the tensile loading capacity of the WWR. [ABSTRACT FROM AUTHOR]

Graphical abstract Highlights • Efficacy of strengthening using welded wire mesh (WWM) is established. • Effect of the orientation, shear span, and reinforcement ratio is studied. • Generalized parameters to compare results of different studies are proposed. • Simple beam theory shown to predict the moment capacity accurately. • Various failure modes of strengthened masonry are explained. Abstract This paper presents an experimental study on unreinforced masonry (URM) wallettes strengthened using welded wire mesh (WWM) reinforcement. A total of 8 URM and 28 strengthened wallettes along with their constituent materials are tested in two orthogonal directions, under two-point out-of-plane loading. The variables examined are loading direction, reinforcement ratio and effect of shear span. To compare the results of the present study with the past studies, six non-dimensional parameters are defined and examined for their suitability in identifying the generalized behaviour of the wallettes. The variation of non-dimensional parameters based on the geometric and material properties of the tested wallettes, in different studies is discussed. The strengthening technique enhances the flexural strength of the wallettes up to 9.4 times, deformability up to 61 times, and energy absorption capacity up to 1024 times, as compared to the URM wallettes. A comparison with analytical results shows that the ordinary beam theory predicts the flexural strength with reasonable accuracy. [ABSTRACT FROM AUTHOR]

• The lateral impact performance of wire ropes is investigated. • When the dimensionless lateral peak displacement ω m reaches 0.089, the wire rope breaks. • The theoretical formula of lateral limit displacement of wire rope under pre-tension is derived. • The limit value for four damage grades of the wire rope is given. • A limit state function is proposed to evaluate or design wire ropes. Wire ropes are often used in flexible barriers or road engineering to resist lateral impact because of their good reliability, high economy, and construction convenience. However, their application under lateral impact lacks a systematic design approach. In this paper, to ensure the safe use of the structure, the lateral impact test of single wire ropes and wire rope nets is carried out, and the strain, displacement, and acceleration response are analyzed. In addition, the tensile mechanical properties of wire rope strands are determined through static tensile mechanical properties tests, which provide reasonable parameters for the constitutive model used in numerical simulations. Furthermore, considering the influence of wire rope pre-tension ratio, span ratio, and mass ratio, empirical formulas for longitudinal peak tensile force and lateral peak displacement are given. The results show that the wire rope mainly occurs local abrasion at the impact point, fracture, and end connection failure. It is worth noting that when the dimensionless lateral peak displacement (ω m) reaches 0.089, the wire rope breaks. Moreover, according to Lagrange Green's strain theory, a theoretical calculation formula for the mid-span lateral limit displacement of wire rope under pre-tension is derived and compared with the simulated values of test members. Consequently, according to the damage degree of wire ropes, the damage limit value is determined. Finally, considering the tensile capacity of wire ropes and their displacement responses, a limit state function is proposed to evaluate the damage of existing components or to design new components. [ABSTRACT FROM AUTHOR]

About one third of the world population lives in unreinforced masonry (URM) structures, URM is certified as the most vulnerable building during earthquake. Hence there is a necessity to find a suitable economic solution to strengthen the URM structures so that they can resist earthquake load. The present experimental study aims at investigating the behaviour of URM and URM strengthened with welded wire mesh (WWM) as reinforcing material and 1:3 cement : coarse sand mortar. A series of 6 unreinforced masonry (URM) panels and 18 reinforced panels were constructed using two different types of mortar and were subjected to diagonal axial compression tests. Three types of WWM which are locally available in market have been used in this study. Test results show significant increase in strength, ductility, with useful suggestions for practical utilization of this technique. [ABSTRACT FROM AUTHOR]

Unreinforced masonry (URM) is the oldest construction technique. URM being brittle cannot withstand the lateral loads during earthquake, hence it is necessary to find a suitable cost effective technique to strengthen masonry buildings in order to resist earthquake loads without causing any damage to life. In this paper, an attempt has been made to strengthen the URM samples of high strength mortar (1 cement : 4 sand) and low strength mortar (1 cement : 6 sand) which are commonly used in Indian construction practice, using mortar (1 cement : 3 coarse sand) and welded wire mesh (WWM) of various spacing (25 mm, 38 mm, 50 mm) which are locally available in market. A series of 6 URM panels and 18 reinforced masonry panels have been tested under three-point loading method as per ASTM E518-10 recommendations to study the out-of-plane behaviour of both URM and WWM mortar reinforced masonry. The mode of failure and behaviour of masonry have been investigated in terms of strength, stiffness and ductility. The results show that strengthening of masonry using WWM enhanced the flexural strength and ductility of masonry. [ABSTRACT FROM AUTHOR]

• Experimental study was performed on the flexural behavior of RC beams strengthened withthe HSSSWR meshes reinforced ECC. • Effects of various parameters on the behavior of the strengthened beams were revealed. • The calculation models were proposed to predict the flexural capacity and stiffness for the strengthened beams. In this study, the flexural behavior of reinforced concrete (RC) beams strengthened with high-strength stainless steel wire rope (HSSSWR) meshes reinforced Engineered Cementitious Composite (ECC) was investigated. In total, six strengthened beams and one control beam were manufactured and tested taking into account of test variables including the reinforcement ratio of longitudinal HSSSWR, nominal diameter of HSSSWR, and formula of ECC. The test results showed that the flexural capacity, ductility, stiffness, and toughness of the strengthened beams were sufficiently improved, and the development of crack including maximum width and spacing was delayed by using the strengthening system of HSSSWR meshes reinforced ECC, and the failure mode of the strengthened beams was concrete crushing, which was followed by the local debonding along the interface and rupture of reinforcement layer except for the beam with the relatively high reinforcement ratio of longitudinal HSSSWRs. The calculation models with high accuracy were proposed to predict the flexural capacity and stiffness for the RC beams strengthened by the HSSSWR meshes reinforced ECC, which were verified by test results in this study and existing study. [ABSTRACT FROM AUTHOR]

An experimental investigation is presented in this paper for evaluation of axial strength of M15, M20, and M25 grade plain cement concrete (PCC) circular columns strengthened with locally available stainless steel wire mesh (SSWM). Column specimens of 200 mm diameter with various heights 400 mm, 800 mm and 1200 mm are used in the study. Specimens are strengthened with one and two wraps of SSWM and their performance under axial load is compared with control specimens. Ultimate tensile strength of SSWM and bond strength of SSWM with concrete are studied to check the feasibility of SSWM for strengthening. From study of 54 columns specimens, it is found that axial compressive strength is increased up to 61% and 86% when columns are strengthened with one and two wraps of SSWM respectively. Axial load carrying capacity of columns obtained from experimental study is compared with that specified by ACI 440.2R-08 and CNR DT 200/2004. It is observed that experimental results closely match with specification CNR DT 200/2004. Based on present study, it is concluded that SSWM can be used for strengthening of concrete columns economically as compared to carbon fiber or glass fiber polymer. [ABSTRACT FROM AUTHOR]

External confinement using jackets can suitably increase the strength and ductility of the reinforced concrete cylindrical columns. This paper encompasses an experimental investigation for studying the effectiveness and suitability of self compacting concrete (SCC) mixes as a retrofitting material and its use as jacket for cylindrical columns. The experimental programme included development of SCC mix and its use in retrofitting of cylindrical column specimens which were either intact or distressed earlier to certain level. The experimental programme consisted of testing 6 control specimens, and 36 primary specimens initially distressed to 80–85% of theoretical stress level, repairing, and retrofitting prior to testing. The control specimens were of diameter 160 mm and height 600 mm, cast in M20 conventionally vibrated concrete, reinforced longitudinally with six bars of 12 mm diameter and five lateral ties of 8 mm diameter as transverse reinforcement. Two different SCC mixes, were used for jacketing around the columns. The jacket was reinforced with mild steel welded wire mesh (WWM) 25 mm × 25 mm made of 3 mm diameter wire. The retrofitted specimens were tested after 28 days, 56 days and 90 days of curing. The test results revealed the effective use of SCC as retrofitting material. The SCC jacket with WWM as reinforcement increases the ultimate load carrying capacity of column specimen. The ductility factor is also calculated after the retrofitting with SCC mixes. [ABSTRACT FROM AUTHOR]

In this research work, the flexural behaviour of reinforced concrete (RC) beams strengthened with a new type of strengthening material, namely wire mesh-epoxy composite, was investigated. The flexural behaviour of RC beams strengthened using this new material was compared with RC beams strengthened with carbon fibre reinforced polymer (CFRP) sheet. In addition, the structural performance of a beam strengthened using a hybrid of wire mesh-epoxy and CFRP sheet was investigated. The results showed that the use of wire mesh-epoxy composite provides considerable enhancement in the performance of strengthened beams. Compared to CFRP, the wire mesh-epoxy strengthened beams showed more improvement in the first crack load, stiffness and yield strength. In addition, the use of hybrid wire mesh-epoxy-carbon fibre composite indicated better post-yield behaviour and prevented the debonding of the CFRP sheet. [ABSTRACT FROM AUTHOR]

This paper presents an experimental study on the axial behavior of ferrocement confined cylindrical concrete specimens. The present study also intends to investigate the effect of specimen size on the confinement action of ferrocement jacket. Three types of 27 concrete cylinders with diameters of 150, 100, and 75 mm are cast and tested under axial compression. Each type of specimens is confined with single layer and double layer welded wire mesh ferrocement jacket having a constant thickness of the jacket. The experimental results demonstrate the effectiveness of ferrocement confinement in enhancing the strength, ductility and energy absorption capacity of concrete specimens. The confinement action is found more effective in case of smaller specimens. A post-peak descending branch in the axial stress–strain curve is observed in all the confined specimens. The stress–strain behavior and the failure pattern indicate that single layer mesh ferrocement jacket cannot provide significant confinement; at-least two layer mesh is required for substantial confinement. A new analytical model for the strength of ferrocement confined circular concrete specimen is proposed based on the test results of this work and verified with the recent experimental data obtained from the literature. [ABSTRACT FROM AUTHOR]

• Adding wire mesh in ECC substantially enhanced strength and crack control. • The average crack spacing decreased with a smaller wire and larger mesh content. • The use of a larger wire diameter led to more pronounced tension stiffening effect. • The flexural models reasonably predicted the flexural strength of ECC ferrocement. • Sensitivity of ECC compressive strain on accuracy of flexural models was studied. Ferrocement is a type of thin walls constructed of hydraulic cement mortar reinforced with closely spaced layers of wire mesh. Although the applications of ferrocement have been common, there has been a limited number of studies on the development of new ferrocement composites. Particularly, premature failure could occur to ferrocement due to the vulnerability of spalling and delamination. Engineered cementitious composite (ECC) is characterized by its ductile strain-hardening behavior and crack width control under direct tension. To enhance the mechanical properties and crack width control of ferrocement, the potential for using ECC to replace cement mortar in conventional ferrocement, termed ECC ferrocement, was explored. The influences of the volume fraction, wire size, and wire spacing of the steel mesh on the mechanical properties of ECC ferrocement under tension and flexure were studied. It was found that while ECC ferrocement had substantially enhanced strength and crack width control compared to pure ECC and conventional ferrocement, there was a relatively limited improvement in the deformation capacity. The test results also showed that the interaction between the embedded steel mesh and the surrounding ECC led to a pronounced tension stiffening effect, which significantly enhanced the uniaxial and flexural strengths of ECC ferrocement. In addition to the experimental study, three flexural models, including a rigorous implicit model and two simplified explicit models, were proposed to evaluate the flexural strength of ECC ferrocement. The comparisons between the experimental results and predicted strengths demonstrated that the proposed three models can reasonably predict the flexural strength of ECC ferrocement with an average error of less than 6% when the tension stiffening of ECC was accounted for. The results of parametric studies indicated that a variation in the ultimate ECC compressive strain ranging between 0.003 and 0.005 for the flexural models led to a negligible influence on the predicted flexural strength. [ABSTRACT FROM AUTHOR]

Highlights: [•] Efficacy of a commonly used strengthening method for masonry buildings examined. [•] Review of earlier studies on in-plane behavior of strengthened masonry presented. [•] The presented technique is attractive, due to its low cost and ease in application. [•] Increase up to 7 times in shear strength, and up to 24 times in ductility of URM. [Copyright &y& Elsevier]

• A seawater and sea sand concrete filled FRP-steel wire mesh composite tube (SFWCT) was proposed. • The combination of FRP tube and steel mesh makes it possible to use seawater and sea sand concrete. • The mix of the steel wire mesh significantly improves the ductility after failure. • Increasing the number of steel mesh layer can reduce the damage degree of the column. A new structural type of seawater and sea sand concrete (SWSSC)-filled fibre-reinforced polymer (FRP) and steel wire mesh composite tube (SFWCT) was proposed. The steel wire mesh, working as an intermediate layer, was embedded in two layers of FRP. Due to the high corrosion resistance of FRP, the steel wire mesh could maintain a long-term stable working state while the core concrete was effectively confined. Three series of specimens were tested under compressive loading. The test parameters mainly included the number of layers of steel wire mesh, the FRP type and the FRP thickness. The results show that the time to failure was significantly reduced with the new design, as the steel wire mesh could effectively decrease the degree of damage in the specimens and prevent the specimens from immediately losing their bearing capability due to the sudden fracture of the FRP. The accuracies of relevant models were evaluated with the test data, and the model with the best performance was suggested. Moreover, the full stress–strain curves of SFWCTs under compression were simulated, and the calculated results were satisfactory. [ABSTRACT FROM AUTHOR]

Abstract: Conventional square ferrocement jacketing (square jacketing with single or multiple layers wire mesh) cannot provide lateral confinement effectively in restrengthening of square RC column due to stresses concentration at the column corners. Therefore, improvement of conventional square ferrocement jacketing technique is focused in this study. Three new square ferrocement jacketing techniques such as square jacketing with single layer wire mesh and rounded column corners (RSL); square jacketing using single layer wire mesh with shear keys at the center of each face of column (SKSL) and square jacketing with single layer wire mesh and two extra layers mesh at each corner (SLTL) are considered for this purpose. Entire study was carried out experimentally. A total number of 41 scaled down non-jacketed and ferrocement jacketed column specimens were tested under both concentric and eccentric modes of loading. Test results and the crack patterns of tested specimens show that all three improved square ferrocement jacketing techniques are effective to overcome the stress concentration problem of conventional square ferrocement jacketing. Among all jacketing techniques considered in this study SLTL type jacketing shows the best performance in carrying concentric loading, however, in case of eccentric loading, best performance is found in RSL type ferrocement jacketing. [Copyright &y& Elsevier]

Abstract: Experimental and analytical investigations for the modulus of elasticity of thin cement composite composed of mesh and mortar are demonstrated. Based on the analyses and experimental data, new equations for the modulus of elasticity of thin cement composite are proposed. It is observed that the flexural modulus of elasticity of thin cement composite depends on the elastic modulus of mortar and some factor of the difference of elastic modulus of mesh and mortar. Results obtained by using the proposed equations are compared to those of the available equations. It has been found that the newly developed equations give relatively conservative results as compared to the typically used ones. A comparison between the analytical and experimental findings further indicates that there is a good agreement between the analytical and experimental results. [Copyright &y& Elsevier]

Abstract: Experimental tests conducted on 27 square cementitious slabs of 490×490mm simply supported on four edges and subjected to patch load are presented. The slabs had a clear span of 400×400mm and provided with a 445×445mm closed frame of 8mm diameter steel bar to hold the reinforcement in place and to act as a line support. The test variables were the wire mesh volume fraction: four expanded and two square types; slab thickness: 40, 45, 50 and 60mm; and the patch load pattern: square and rectangular. The test results showed that as the volume fraction increased the punching strength of the slabs was also increased. Adding a wire mesh to ordinary reinforcement increases significantly the punching resistance at column stub. Moreover, as the loaded area size increases both ductility and stiffness increases and the bridging effect due to the difference in the reinforcement ratio in orthogonal directions was clearly noticed. More research was needed to identify the volume fraction ratio at which the mode of failure alter from flexure to punching. [ABSTRACT FROM AUTHOR]

Abstract: In this study, the use of ferrocement as an external confinement to concrete specimens is investigated. The effectiveness of confinement is achieved by comparing the behavior of retrofitted specimens with that of conventional specimens. The primary test variable considered in this study is the concrete compressive strength. All the other parameters, such as size, shape, number of layers of wire mesh, and L/d ratio of the specimens, were kept constant. The sections chosen are circular cylinders with a size of 150mm×300mm and L/d ratio of 6:1. The test results showed that the confined concrete specimens can enhance the ultimate concrete compressive strengths and failure strains. [Copyright &y& Elsevier]

Abstract: This paper presents the results of experimental investigation undertaken for evaluating the cyclic response of concrete members which have already experienced structural damage and total loss of load resistance due to splitting bond failure of the tensile reinforcement, and then repaired for upgrading their bond strength and flexural capacity. The original (intact) specimens consisted of beams reinforced with identical top and bottom spliced reinforcement and subjected to inelastic cyclic load reversals until total bond degradation and complete loss of flexural strength. The repair procedure consisted of removing the deteriorated concrete within the damaged splice zone, adding concrete confinement and casting new concrete. Three types of concrete confinement were investigated, namely, internal confinement by steel ties or wire mesh reinforcement, and external confinement by FRP laminates. It was found that repairing the bond-damaged zone through concrete confinement leads to substantial regain of flexural stiffness and strength up to or exceeding those for the original specimens, reduces the structural damage, and results in considerable improvement of the energy absorption and dissipation capacity under cyclic loading. The experimental results were discussed, and comparison between the experimental data and analytical predictions is undertaken. [Copyright &y& Elsevier]

• Bond behavior of HSSS wire ropes in ECC was studied experimentally. • Influence laws of various parameters on bond behavior were revealed. • A bond-slip model was developed for HSSS wire ropes embedded in ECC. Engineered cementitious composites (ECC) feature high post-cracking resistance and ductility. The stainless steel wire rope meshes have been successfully used to restore or increase capacity of existing structures. By combining the advantages of these two materials, an innovate jacketing of ECC reinforced with high-strength stainless steel (HSSS) wire rope meshes are expected to significantly improve structural performance while used for repair or strengthening of existing structures. To understand the bond behavior of HSSS wire ropes embedded in ECC, experimental studies were conducted by using direct pull-out specimens. Test variables consisted of nominal diameter of HSSS wire rope, embedded length and strength of ECC. The failure mechanism and bond-slip characteristics of HSSS wire ropes in ECC were investigated. Based on analyses of test results, the effects of the test variables on the bond properties of HSSS wire ropes embedded in ECC were revealed. A bond-slip model and the expressions of the model parameters were developed for charactering the bond-slip relationship between HSSS wire ropes and ECC. [ABSTRACT FROM AUTHOR]

• Out-of-plane bending of low-strength hollow concrete block masonry wall specimens strengthened with welded wire mesh (WWM). • Three different mortar grades for bonding the masonry units, were used to construct the masonry walls. • No marked effect of mortar strength on unstrengthened specimens. • Increase in flexural strength and ductility of strengthened specimens with increase of mortar strength. The present study aims to understand the effect of mortar grade for bonding the masonry units, on the out-of-plane flexural behaviour of low-strength hollow concrete block masonry walls strengthened with welded wire mesh (WWM). Static out-of-plane flexural tests were performed on unstrengthened and WWM-strengthened specimens constructed with three different mortar grades representing strong, medium and weak mortar. It is observed that mortar strength do not have any profound effect on the flexural strength of unstrengthened specimens. The increase in mortar strength increases the flexural strength and ductility of WWM-strengthened specimens. However, there is insignificant difference in ductility between medium and strong mortared WWM-strengthened specimens. The failure of WWM-strengthened specimens is restricted to the masonry walls only suggesting overstrength of WWM. The comparison of experimentally evaluated flexural strength is also compared with existing analytical formulations displaying good agreement between experimental and analytical formulations. [ABSTRACT FROM AUTHOR]

• Effectiveness of WRCM for strengthening of low-strength masonry assemblages. • Series of tests done to assess flexure and shear response of small-size specimens. • Properties of matrix play a vital role in the performance of strengthened masonry. • Study suggest to use suitable type of wire mesh and anchor for better performance. The wire reinforced cementitious matrix (WRCM) was used to improve the in-plane and out-of-plane performance of weak masonry assemblages. Six different types of WRCMs were used to strengthen small-size masonry assemblages and to understand the role of various parameters such as tensile strength of welded wire mesh, compressive strength of masonry and cementitious matrix in influencing the efficiency of the strengthening scheme. An experimental program consisting of diagonal compression and four-point bending test was conducted to evaluate the in-plane (shear) and out-of-plane (flexural) strength of strengthened masonry assemblages. Two types of low-strength mortar; 1:6 cement-sand, and mud mortar was used to prepare the masonry specimens. A total of 120 specimens with 40 specimens each for the diagonal compression test and flexure test with failure plane-parallel and perpendicular to the bed joint were prepared and tested under quasi-static displacement control loading. Test results showed that the WRCM strengthening scheme is effective and can significantly enhance the shear, and flexural strength and ductility of low-strength masonry assemblages. This study illustrates that the strength of cementitious matrix can also play an important role in contributing to the flexural and shear behavior of the WRCM strengthened masonry. Further, the experimental results were compared with theoretical predictions estimated using the available analytical models. [ABSTRACT FROM AUTHOR]

• Unreinforced masonry with horizontal hollow clay bricks was strengthened. • Specimens were tested under compression and diagonal compression loads. • Mortar overlay reinforced with welded-wire mesh improves the performance of panels. • Transverse connectors increase mechanical properties of strengthened panels. • Steel fibers added to mortar reduce crack width and increase ductility of panels. The performance of unreinforced Masonry (URM) and strengthened masonry panels built with horizontal hollow clay bricks is assessed in this article. The strengthening method consisted of an external mortar overlay reinforced with two different steel ratios of welded wire mesh (WWM), two configurations of transverse connectors, and steel fibers in one of the specimens. The URM and strengthened masonry panels were tested under axial compression, and under monotonic and cyclic diagonal compression. The experimental program includes the tests of 31 specimens: 10 URM specimens, and 21 strengthened specimens. Results evidenced that WWM and transverse connectors enhance the performance of strengthened masonry panels. Measured results also demonstrate that strengthening of URM panels increases compression and shear strength, ductility and energy dissipation capacity. The proposed strengthening layout can be used to retrofit URM houses. [ABSTRACT FROM AUTHOR]

• It comprises relatively high strength steel, high strength steel wire mesh and MHSM. • This composite improves the load carrying capacity, ductility and post peak behavior. • Relationship of strength increment and effective confinement pressure is assessed. • A comparison between the proposed models and other models is presented. This paper presents an investigation on the axial compression behaviour of concrete strengthened with an innovative composite, which comprises relatively high strength steel rings, wire mesh and modified high strength mortar (MHSM). In total, 38 cylindrical specimens divided into three groups were tested. The parameters studied are the ring spacing and the number of mesh layers. The results show that this composite can effectively improve the load carrying capacity, deformation capacity, ductility and energy absorption of the strengthened concrete specimens. The axial compression behaviour is predominantly governed by steel rings. As a secondary confinement, wire mesh markedly enhances ductility. The results indicate that MHSM has significant influence on the ultimate load and concrete strengthened with sufficient amount of wire mesh is potentially comparable to that with a low steel volumetric ratio. It was observed that steel rings did not reach the yield stress at the second peak load. Different models for predicting the ultimate load are discussed. The proposed empirical models provide prediction with reasonable accuracy. [ABSTRACT FROM AUTHOR]

• Two innovative anchorage systems were developed for NSM FRP bar. • The feasibility of the anchorage systems to improve the bond of the NSM FRP bar was verified. • The bond enhancement of each proposed anchorage system was compared. Studies have shown that the near-surface mounted (NSM) FRP technique provides better bond performance than the externally bonded (EB) FRP method in strengthening applications. However, undesirable intermediate crack-induced debonding failures and end debonding failures are still frequently observed in NSM FRP reinforcements. In this study, the additional ribs (ARs) anchorage system and the wire mesh mortar protection layer (WML) anchorage system were proposed in an attempt to eliminate such premature debonding failures in NSM FRP strengthening system. The testing results of 20 direct pull-out specimens were used to verify the feasibility of the two proposed anchorage systems in improving the bond behaviour of NSM FRP bars. The individual use of the ARs anchorage system and WML anchorage system enhanced the bond strength of the NSM FRP bars up to 40.7% and 69.7%, respectively. The combined use of the two developed anchorage systems was found to be the most effective in increasing the bond performance of the NSM FRP bars, providing a maximum bond enhancement of 114.3%. [ABSTRACT FROM AUTHOR]

• Full-scale reversed cyclic out-of-plane testing of URM and retrofitted walls. • Two-way bending test under uniformly distributed load using airbags. • Crack patterns and failure modes are studied. • Cyclic degradation of stiffness and strength is estimated. • Strength, stiffness, and energy absorption capacities are compared. This article describes the findings of an experimental programme on reversed cyclic testing of unreinforced masonry (URM) walls retrofitted using three different composite materials, in two-way out-of-plane bending. Welded wire mesh (WWM), basalt fibre mesh (BFM), and basalt fibre reinforced polymer (BFRP) are used to retrofit the walls. An experimental setup using hydraulic jacks and airbags is developed to apply vertical pre-compression and uniform out-of-plane pressure. Significance of boundary condition in the behaviour of masonry walls is examined by considering H-shaped walls with different types (integral and non-integral) connections at the top. The results of the reversed cyclic tests are presented in terms of the cracking patterns and hysteretic behaviour. The tested walls are found to possess good post-peak strength and displacement capacity, as well as energy dissipation characteristics. Significant strength and stiffness degradation and non-symmetry of strength in the two loading directions are also observed. The performance of each strengthening system is estimated by considering the flexural capacity, stiffness, ductility and energy dissipation. All the retrofitted walls have developed a substantial increase (up to 73%) in their flexural capacity, up to 482% increase in stiffness, and up to 72% enhancement in the energy absorption capacity, as compared to the URM walls. [ABSTRACT FROM AUTHOR]