Journal articles: 'Masonry panel subjected to in-plane loading'

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Komaraneni, S., Durgesh C. Rai, and Vaibhav Singhal. "Seismic Behavior of Framed Masonry Panels with Prior Damage When Subjected to Out-of-Plane Loading." Earthquake Spectra 27, no. 4 (November 2011): 1077–103. http://dx.doi.org/10.1193/1.3651624.

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Framed masonry panels are subjected to both in-plane and out-of-plane loading during earthquakes and their load-carrying capacity in the out-of-plane direction after being damaged is crucial for overall stability and safety. To assess the effect of in-plane damage on their out-of-plane behavior, three half-scaled clay brick framed masonry panels were subjected to a sequence of slow cyclic in-plane drifts and shake table-generated out-of-plane ground motions. The framed panels maintained structural integrity and out-of-plane stability even when severely damaged. Also, failure of specimens was primarily due to excessive out-of-plane deflection, rather than amplified inertia forces. Weaker interior grid elements divided masonry in smaller subpanels, and helped delay failure by controlling out-of-plane deflection and significantly enhancing the in-plane response. This subpaneling also greatly improved the in-plane response and energy dissipation potential, and consequently, the out-of-plane failure of the masonry was delayed and large in-plane drifts of up to 2.2% could be safely sustained.

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Barnaure, Mircea, and Daniel Nicolae Stoica. "Analysis Of Masonry Infilled RC Frame Structures Under Lateral Loading." Mathematical Modelling in Civil Engineering 11, no. 1 (March 1, 2015): 29–39. http://dx.doi.org/10.1515/mmce-2015-0004.

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Abstract Partition walls are often made of masonry in Romania. Although they are usually considered non-structural elements in the case of reinforced concrete framed structures, the infill panels contribute significantly to the seismic behaviour of the building. Their impact is difficult to assess, mainly because the interaction between the bounding frame and the infill is an intricate issue. This paper analyses the structural behaviour of a masonry infilled reinforced concrete frame system subjected to in - plane loading. Three numerical models are proposed and their results are compared in terms of stiffness and strength of the structure. The role of the openings in the infill panel on the behaviour is analysed and discussed. The effect of gaps between the frame and the infill on the structural behaviour is also investigated. Comparisons are made with the in-force Romanian and European regulations provisions.

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Iuorio, Ornella, and Jamiu A. Dauda. "Retrofitting Masonry Walls against Out-Of-Plane Loading with Timber Based Panels." Applied Sciences 11, no. 12 (June 11, 2021): 5443. http://dx.doi.org/10.3390/app11125443.

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Unreinforced masonry walls are prone to failure when subjected to out-of-plane loading. This is due to their low performance in bending, and often the lack of appropriate connection to returning walls and floors. This paper investigates the possibility to use oriented strand boards (OSB) panels to improve the out-of-plane performance of brick masonry walls. The proposed technique considers securing OSB type-3 panels behind masonry walls with chemical and mechanical connections. The work presents finite element models to predict their behaviour. The models have been calibrated and validated through a three-phase experimental campaign, aimed at (a) characterizing the main structural components, (b) studying the out-of-plane behaviour of small-scale masonry prisms and (c) studying the behaviour of 1115 × 1115 × 215 mm masonry walls. The finite element models developed are based on a micromodel technique developed in ABAQUS and demonstrated to adequately capture the behaviour of both plain and retrofitted models to the ultimate load. The models also show an excellent correlation of the compressive damage and tensile damage with the experimental failure pattern. Generally, the model predicted the peak load and the corresponding failure and toughness to within less than 10% of the average test results.

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Huang, Yanxia, Qunyi Huang, Liang Cui, Keyue Zhang, and Ming Zhang. "A method for predicting failure load of masonry wall panel based on structural stress state." Engineering review 40, no. 2 (April 1, 2020): 1–9. http://dx.doi.org/10.30765/er.40.2.01.

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This paper proposed a method for predicting failure loads of masonry wall panels subject to uniformly distributed lateral loading based on a concept of structural stress state. Firstly, the characteristics of the structural stress state of masonry wall panels subjected to uniform distributed lateral loading were investigated through experimental results. Then, a new parameter was proposed to characterize the structural stress state. Next, the relation of the failure loads between a specified base wall panels and other wall panel was established using the proposed parameter. In this way, a method (called a ST method) based on a structural stress state parameter to predict the failure load of masonry wall panel from the base wall panel was established. The following case studies validated the ST method by comparing the predicted failure load with the experimental results, as well as those predicted from the existing yield line theory (YLT), the FEA method and the GSED-based cellular automata (CA) method. The ST method provided an innovative way of structural analysis on the basis of structural stress state.

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Sarhosis, Vasilis, Tamas Forgacs, and Jose Lemos. "Stochastic strength prediction of masonry structures: a methodological approach or a way forward?" RILEM Technical Letters 4 (February 3, 2020): 122–29. http://dx.doi.org/10.21809/rilemtechlett.2019.100.

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Today, there are several computational models to predict the mechanical behaviour of masonry structures subjected to external loading. Such models require the input of material parameters to describe the mechanical behaviour and strength of masonry constructions. Although such masonry material parameters are characterised by stochastic-probabilistic nature, engineers are assigning the same material properties throughout the structure to be analysed. The aim of this paper is to propose a methodology which considers material spatial variability and stochastic strength prediction for masonry structures. The methodology is illustrated on a case study covering the in-plane behaviour of a low bond strength masonry wall panel containing an opening. A 2D non-linear computational model based on the Discrete Element Method (DEM) is used. The computational results are compared against those obtained from the experimental findings in terms of failure mode and structural capacity. It is shown that computational models which consider the spatial variability of masonry material properties better predict the load carrying capacity, stiffness and failure mode of the masonry structures. These observations provide new insights into structural behaviour of masonry constructions and lead to suggestions for improving assessment techniques for masonry structures.

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Karlos, Kyriakos, Aristomenis Tsantilis, and Thanasis Triantafillou. "Integrated Seismic and Energy Retrofitting System for Masonry Walls Using Textile-Reinforced Mortars Combined with Thermal Insulation: Experimental, Analytical, and Numerical Study." Journal of Composites Science 4, no. 4 (December 16, 2020): 189. http://dx.doi.org/10.3390/jcs4040189.

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Taking into consideration the seismic vulnerability of older buildings and the increasing need for reducing their carbon footprint and energy consumption, the application of an innovative system is investigated; the system is based on the use of textile-reinforced mortar (TRM) and thermal insulation as a means of combined seismic and energy retrofitting of existing masonry walls. Medium-scale tests were carried out on masonry walls subjected to out-of-plane cyclic loading. The following parameters were investigated experimentally: placement of the TRM in a sandwich form (over and under the insulation) or outside the insulation, one-sided or two-sided TRM jacketing and/or insulation, and the displacement amplitude of the loading cycles. A simple analytical method is developed and found in good agreement with the test results. Additionally, numerical modeling is carried out and also found in good agreement with the test results. From the results obtained in this study, the authors believe that TRM jacketing may be combined effectively with thermal insulation, increasing the overall strength and energy efficiency of the masonry panels in buildings.

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El-Ouali, Taoufik, Jules Houde, and René Tinawi. "Comportement d'un cadre rempli soumis à un chargement cyclique: modélisation pour une analyse dynamique non linéaire." Canadian Journal of Civil Engineering 18, no. 6 (December 1, 1991): 1013–23. http://dx.doi.org/10.1139/l91-124.

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This paper presents the results of an experimental program investigating the behavior of a steel frame with masonry infill panels subjected to cyclic loadings. Three types of masonry frequently used were tested. Loads were high enough to crack the infill panels without yielding the steel frame. The effects of the infill panels on the stiffness and the energy dissipation of the structure were evaluated. From the experimental results obtained on the three types of masonry, models are proposed to evaluate the behavior of a structure with infill panels. These models could be used in nonlinear dynamic analysis. Key words: masonry infills, masonry, seismic behavior, cyclic loading, modelling, frames.

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Yi, Junyi, and Nigel G. Shrive. "Design rules for hollow concrete masonry walls subjected to concentrated loads." Canadian Journal of Civil Engineering 30, no. 1 (February 1, 2003): 203–11. http://dx.doi.org/10.1139/l02-104.

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Design rules are proposed for assessing the bearing strengths of hollow concrete masonry walls subjected to in-plane concentrated loads. These are derived from numerical and experimental studies of this problem. Two possible zones of failure are considered: the solidgrouted masonry directly beneath the concentrated loads, and the hollow masonry beneath the grouted portion. The important factors influencing the bearing strength are taken into account: loading eccentricity across the wall width, effective loading area, loading plate length, and loading location along the wall. An angle of 22° or slope (vertical to horizontal) of 2.5:1 is chosen for a safe estimate of the dispersion of concentrated load through the solidgrouted masonry. For partial grouting patterns, at least two courses downward should be grouted to a length compatible with the loading plate. When compared with the available numerical and experimental results, conservative estimates of ultimate strength are obtained in all cases.Key words: design rules, hollow concrete masonry wall, in-plane concentrated load, out-of-plane eccentricities, loading plate length, loading locations, dispersion angle.

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Mojsilović, Nebojša. "Strength of masonry subjected to in-plane loading: A contribution." International Journal of Solids and Structures 48, no. 6 (March 2011): 865–73. http://dx.doi.org/10.1016/j.ijsolstr.2010.11.019.

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Safiee, N. A., M. S. Jaafar, and Jamal Noorzaei. "Behavior of Mortarless Wall Subjected to In-Plane Combine Loading." Advanced Materials Research 264-265 (June 2011): 1746–51. http://dx.doi.org/10.4028/www.scientific.net/amr.264-265.1746.

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The ability of mortarless wall to restrain/sustain lateral load become important aspect to be consider in the design of wall. Therefore, this paper presents analyses of mortarless wall subjected to in-plane combined loading using finite element programs. The developed 2D finite element program is used in this research. The finite element models are developed based on micro modelling approach where each constituent of masonry (block and dry joint) connected each other by joints at their actual position. Eight nodded isoparametric plane element and six nodded zero thickness isoparametric interface element are used to represent block unit and dry joint respectively. The developed models are analysed under nonlinear environment. The most relevant results concern the strength response of the dry joint masonry walls subjected to in-plane combined compressive and shear loading. The results of finite element analysis compared with corresponding experimental results and its show good agreement. Parametric study also performed to consider the important parameters that effect the design of wall under combined loading. Significant features of the structural behaviour, ultimate capacity and observed failure mechanisms are addressed and discussed.

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Glushakova, Iuliia, Qihan Liu, Yu Zhang, and Guangchun Zhou. "Conjugate Cellular Automata and Neural Network Approach: Failure Load Prediction of Masonry Panels." Advances in Civil Engineering 2020 (July 11, 2020): 1–12. http://dx.doi.org/10.1155/2020/9032857.

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The intricate interplay between the microscopic constituents and their macroscopic properties for masonry structures complicates their failure analysis modelling. A composite strategy incorporating neural network (NN) and cellular automata (CA) is developed to predict the failure load for masonry panels with and without openings subjected to lateral loadings. The discretized panels are modelled by the CA methodology using nine neighbour cells, which derive their state values from geometric parameters and opening location placement for the panels. An identification coefficient dictated by these geometric parameters and experimental data is fed together as the input training data for the NN. The NN uses a backpropagation algorithm and two hidden layers with sigmoid activation functions to predict failure loads. This method achieves greater accuracy in prediction when compared with the yield line and finite elemental analysis (FEA) methods. The results attained elucidate the feasibility of the current methodology to complement conventional approaches such as FEA to provide additional insight into the failure mechanism of masonry panels under varied loading conditions.

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Lourenço, Paulo B., Daniel V. Oliveira, Pere Roca, and Agustín Orduña. "Dry Joint Stone Masonry Walls Subjected to In-Plane Combined Loading." Journal of Structural Engineering 131, no. 11 (November 2005): 1665–73. http://dx.doi.org/10.1061/(asce)0733-9445(2005)131:11(1665).

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YUEN, Y. P., and J. S. KUANG. "MASONRY-INFILLED RC FRAMES SUBJECTED TO COMBINED IN-PLANE AND OUT-OF-PLANE LOADING." International Journal of Structural Stability and Dynamics 14, no. 02 (January 5, 2014): 1350066. http://dx.doi.org/10.1142/s0219455413500661.

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The structural responses of infilled frames subjected to combined in-plane and out-of-plane loadings are usually analyzed by separately applying in-plane and out-of-plane loads. The interaction effect of in-plane and out-of-plane loads on the structural behavior of the frames is ignored; thus errors in predicting the actual force-transfer mechanisms and modes of failure of the structures can be incurred. To solve the problem, this paper presents a discrete finite element modeling technique, which employs a damage-based cohesive crack representation of fracture behavior of masonry infills, followed by a study on the force-transfer mechanisms and failure modes of the anchored and unanchored infilled reinforced concrete (RC) frames subjected to interactive in-plane and out-of-plane loads. The analysis indicates that under out-of-plane loading the diagonal compressive thrust of masonry-infill walls, which is induced by in-plane lateral loading and acts on the walls, may reduce the in-plane load capacity of the RC frame by up to 50% and cause buckling of infill walls. On the other hand, the anchorage can effectively prevent the separation of infill walls from the bounding frame and provide stabilizing forces to the walls against buckling.

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Zhang, Yannian, and Moncef L. Nehdi. "Experimental Study on Cast-In-Situ Masonry Cavity Walls Subjected to In-Plane Cyclic Loading." Infrastructures 5, no. 1 (January 15, 2020): 8. http://dx.doi.org/10.3390/infrastructures5010008.

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This study investigates the behavior of cast-in-situ masonry cavity walls subjected to in-plane quasi-static loading. Thirteen cast-in-situ masonry cavity walls and one solid wall were tested under combined axial and quasi-static lateral loads. Test parameters included the tie shape, tie layout, thickness of the insulating layer, and the level of axial compression. The problems related to shear capacity and failure mechanisms of cast-in-situ masonry cavity walls were analyzed. Experimental results indicate that failure of most wall specimens occurred via crushing at corners, accompanied by flexural and diagonal cracks in the inner leaves. The shape and layout of the ties had a limited effect on the shear strength of cast-in-situ masonry cavity walls, while axial compression had a positive influence on shear strength. The relative displacement between the inner and outer leaves was nearly zero before walls cracked and reached less than 2 mm at the ultimate load. The shape and layout of the ties had a slight influence on the coordination of inner and outer leaves, while the insulating layer thickness and axial compression had a negative effect. Hysteretic loops under quasi-static loading were spindle-like, and wall specimens exhibited large nonlinear deformation capacity, indicating adequate aseismic capability. A new formula for calculating the shear capacity of the cast-in-situ cavity masonry walls was proposed and was demonstrated to be accurate.

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Dawe, J. L., and C. K. Seah. "Behaviour of masonry infilled steel frames." Canadian Journal of Civil Engineering 16, no. 6 (December 1, 1989): 865–76. http://dx.doi.org/10.1139/l89-129.

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Masonry shear panels used as infilling in steel frames are investigated experimentally. Twenty-eight large-scale specimens were tested to ultimate panel strength under in-plane, horizontal loading applied at roof level. Of the parameters varied in the test series, interface conditions between panel edges and frame were found to significantly affect the strength and behaviour. Column-to-panel ties were found to be ineffective in increasing ultimate strength while initial stiffness was only marginally increased. A 20 mm gap between the upper edge of a panel and roof beam was particularly detrimental to the system shear capacity. While panel openings reduced initial major crack load, the same was not necessarily true for their effect on ultimate strength. Reinforced bond beams at one third and two thirds of the panel height forced initial major cracking to occur quite close to ultimate, which itself was only marginally increased. The lowest initial major cracking and ultimate loads were recorded for those specimens consisting of a panel in a hinge frame with a 20 mm gap between the upper edge of the panel and roof beam. Key words: masonry, infilled panel, steel frame, experimental, in-plane, behaviour, strength.

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Michiels, Tim, and Sigrid Adriaenssens. "Form-finding algorithm for masonry arches subjected to in-plane earthquake loading." Computers & Structures 195 (January 2018): 85–98. http://dx.doi.org/10.1016/j.compstruc.2017.10.001.

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Dawe, J. L., and G. G. Aridru. "Prestressed concrete masonry walls subjected to uniform out-of-plane loading." Canadian Journal of Civil Engineering 20, no. 6 (December 1, 1993): 969–79. http://dx.doi.org/10.1139/l93-128.

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Two series of post-tensioned concrete masonry walls subjected to uniform lateral loading were tested to investigate their flexural strength behaviour. Each series of walls consisted of four full-scale prestressed specimens, with varying levels of prestressing force, and one reinforced specimen. Of particular interest were the load–deflection curves, initial cracking loads, wall stiffness, crack patterns, and ultimate failure loads. An air bag test apparatus was used for applying lateral uniform pressures to the specimens. Results of this experimental investigation showed that, for a given wall thickness, increased prestressing force increases the cracking load, initial wall stiffness, and ultimate failure load. The results have established a linear relationship between increased prestressing force and initial cracking load, initial wall stiffness, and ultimate failure load. The proposed model, which takes into account changes in wall stiffness after initial cracking of the wall, accurately predicts wall behaviour. Key words: masonry, prestressed, walls, strength, behaviour, uniform, pressure, experimental, analytical.

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Stockdale, Gabriel, Gabriele Milani, and Vasilis Sarhosis. "Increase in Seismic Resistance for a Full-Scale Dry Stack Masonry Arch Subjected to Hinge Control." Key Engineering Materials 817 (August 2019): 221–28. http://dx.doi.org/10.4028/www.scientific.net/kem.817.221.

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The seismic vulnerability and resulting damages to vaulted masonry is continuously observed with each new earthquake. The understanding of these systems is quite strong, and reinforcement strategies and techniques are continually advancing. Unfortunately, the application of reinforcement is typically applied in a way that the failure transforms directly from one of stability to strength. This direct transformation overlooks the potential behaviors of the system that exist between the two limits. To investigate and better understand the intermittent behavior of masonry arches, an in-scale dry joint masonry arch subjected to hinge control and a tilting plane loading condition was experimentally tested. The result of that experimentation revealed that the capacity can be increased and the failure defined, but the non-ideal conditions of slip and base deformations were observed as well. This work presents the second experimental campaign of a full-scale dry stack masonry arch subjected to hinge control and a tilting plane loading condition. In this campaign, the issue of slip is addressed in the arch construction, and the results show that the capacity of the full-scale arch can be increased and the failure defined.

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Lei, Zhen, Yong Wang, and Jun Tong Qu. "In-Plane Behavior of BFRP Sheets Bonded to Damaged RC-Brick Masonry Walls with Opening." Applied Mechanics and Materials 684 (October 2014): 195–201. http://dx.doi.org/10.4028/www.scientific.net/amm.684.195.

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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.

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Haach, Vladimir G., Graça Vasconcelos, and Paulo B. Lourenço. "Proposal of a Design Model for Masonry Walls Subjected to In-Plane Loading." Journal of Structural Engineering 139, no. 4 (April 2013): 537–47. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000636.

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Qu, Zhe, Xiang Fu, Shoichi Kishiki, and Yao Cui. "Behavior of masonry infilled Chuandou timber frames subjected to in-plane cyclic loading." Engineering Structures 211 (May 2020): 110449. http://dx.doi.org/10.1016/j.engstruct.2020.110449.

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Haach, Vladimir G., Graça Vasconcelos, and Paulo B. Lourenço. "Parametrical study of masonry walls subjected to in-plane loading through numerical modeling." Engineering Structures 33, no. 4 (April 2011): 1377–89. http://dx.doi.org/10.1016/j.engstruct.2011.01.015.

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Roosta, Soraya, and Yi Liu. "Behavior of concrete masonry infills bounded by masonry frames subjected to in-plane lateral loading – Experimental study." Engineering Structures 247 (November 2021): 113153. http://dx.doi.org/10.1016/j.engstruct.2021.113153.

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Manos, George C., Lazaros Melidis, Konstantinos Katakalos, Lambros Kotoulas, Anthimos Anastasiadis, and Christos Chatziastrou. "Out-of-Plane Flexure of Masonry Panels with External Thermal Insulation." Buildings 11, no. 8 (August 3, 2021): 335. http://dx.doi.org/10.3390/buildings11080335.

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The combined seismic and energy retrofit of existing aged buildings represents a topic of importance for the building stock. The current study investigates the out-of-plane performance of a specific type of thermo-insulation scheme with panels attached on the external facades of multistory buildings. The investigation was carried out through flexure tests of prototype masonry specimens. From the comparison of their flexural performance, with or without thermo-insulating attachments, the influence of thermal insulation on the out-of-plane behavior of clay brick masonry is demonstrated. It was found that when the thermo-insulating attachment is in tension from such out-of-plane flexure of the masonry facade it performs in a satisfactory way and gives an increased flexural capacity for the assembly. The thermal insulating panels, although partially debonded from the masonry substrate at a limit-state, do not collapse, even when the masonry panel develops large flexural cracks. This is due to the presence of the used plastic anchors. When the thermo-insulating panel is subjected to compression during such an out-of-plane flexure the resulting increase in the out-of-plane load bearing capacity is relatively small. Based on these observations it can be concluded that such thermo-insulating panels may also lead to a less vulnerable seismic performance than that of the same masonry panel without this type of thermo-insulating attachment. This was also confirmed when the in-plane behavior was considered from a separate investigation already published. The employed numerical modeling was successful in simulating the most important aspects of the out-of-plane response of the tested masonry wallets with or without thermo-insulating attachments. The good agreement with observed performance as well as the general nature of this numerical simulation confirms its validity for further use.

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Varela-Rivera, Jorge, Luis Fernandez-Baqueiro, Jose Gamboa-Villegas, Adda Prieto-Coyoc, and Joel Moreno-Herrera. "Flexural Behavior of Confined Masonry Walls Subjected to In-Plane Lateral Loads." Earthquake Spectra 35, no. 1 (February 2019): 405–22. http://dx.doi.org/10.1193/112017eqs239m.

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Results of a study on the flexural behavior of confined masonry walls are presented. Six walls were tested in a laboratory under reverse cyclic loads. The variables studied were the wall aspect ratio and wall axial compressive stress. The behavior of walls was characterized by yielding of the longitudinal steel reinforcement of vertical confining elements followed by vertical and diagonal cracks on the masonry panel. The failure of walls was associated with crushing concrete of vertical confining elements. Flexural strength increased as the wall aspect ratio decreased or the wall axial compressive stress increased. The flexural strength of walls was validated using flexural theory. A displacement ductility capacity of 6 and a drift ratio capacity of 1% were proposed for the walls. A hysteretic model based on four parameters was calibrated. This model represented well the flexural behavior of the studied walls.

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Hadden, David, Roger Cleave, and Kai Fischer. "BlastWall: An Integrated Wall and Window Retrofit System." Applied Mechanics and Materials 82 (July 2011): 473–78. http://dx.doi.org/10.4028/www.scientific.net/amm.82.473.

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Exterior wall infill panels of non-loadbearing masonry, often with window openings, are commonly used in buildings around the world. While the structural frame may possess a good level of resistance to explosion loading the masonry wall panels are often relatively weak and liable to sudden, brittle failure when subjected to blast loads with the result that hazardous debris is thrown into the interior of the building. Blast resistant windows can be set into openings in the masonry wall panels; however failure of the wall may occur at a lower load than that against which the window would survive if it was adequately supported. The BlastWall research project was carried out by a consortium of industry partners and research institutions with the aim of developing a practical integrated wall and window retrofit system to mitigate the hazards to building occupants and critical equipment from the failure of masonry wall infill panels under external blast loading. Utilising elements of Tecdur® technology, the BlastWall system proved successful under loading at EXV15, with since-proven potential for even higher performance. The system is supported by a software tool that allows its components to be tailored to suit a wide range of existing materials, dimensions and loading conditions. This paper describes the project objectives, the BlastWall system and its components, including the software tool, and the trials carried during system development resulting in overall proof of concept.

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Filippou, Christiana A., Nicholas C. Kyriakides, and Christis Z. Chrysostomou. "Numerical Modeling of Masonry-infilled RC Frame." Open Construction & Building Technology Journal 13, no. 1 (June 30, 2019): 135–48. http://dx.doi.org/10.2174/1874836801913010135.

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Background: The behavior of masonry-infilled Reinforced Concrete (RC) frame structures during an earthquake, has attracted the attention of structural engineers since the 1950s. Experimental and numerical studies have been carried out to investigate the behavior of masonry-infilled RC frame under in-plane loading. Objective: This paper presents a numerical model of the behavior existing masonry-infilled RC frame that was studied experimentally at the University of Patra. The objective of the present study is to identify suitable numerical constitutive models for each component of the structural system in order to create a numerical tool to model the masonry infilled RC frames in-plane behavior by accounting the frame-infill separation. Methods: A 2D masonry-infilled RC frame was developed in DIANA Finite Element Analysis (FEA) software and an eigenvalue and nonlinear structural cyclic analyses were performed. It is a 2:3 scale three-story structure with non-seismic design and detailing, subjected to in-plane cyclic loading through displacement control analysis. Results: There is a good agreement between the numerical model and experimental results through a nonlinear cyclic analysis. It was found that the numerical model has the capability to predict the initial stiffness, the ultimate stiffness, the maximum shear-force capacity, cracking- patterns and the possible failure mode of masonry-infilled RC frame. Conclusion: Therefore, this model is a reliable model of the behavior of masonry-infilled RC frame under cyclic loading including the frame-infill separation (gap opening).

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Bruggi, Matteo, Gabriele Milani, and Alberto Taliercio. "Optimal FRP Reinforcement of Masonry Walls under In- and Out-of-Plane Loads." Key Engineering Materials 624 (September 2014): 429–36. http://dx.doi.org/10.4028/www.scientific.net/kem.624.429.

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The problem of finding the optimal layout of FRP strips to effectively retrofit masonry walls undergoing transverse loads is dealt with, taking the presence of permanent vertical loads into account. An innovative topology optimization approach is proposed to define the minimum amount of reinforcement that keeps the stress within a given strength domain throughout the wall. The macroscopic strength properties of masonry are defined by means of a simplified limit analysis approach based on homogenization theory. The capabilities of the proposed procedure are illustrated through applications on a windowed panel subjected to out-of-plane actions and vertical loads.

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Pourfalah, Saeed, and Demetrios M. Cotsovos. "Enhancing the out-of-plane behaviour of unreinforced masonry walls under impact loading through the use of partially bonded layers of engineered cementitious composite." International Journal of Protective Structures 11, no. 2 (August 4, 2019): 209–34. http://dx.doi.org/10.1177/2041419619866457.

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Published experimental work reveals that the out-of-plane behaviour of unreinforced masonry walls under impact loading can be significantly enhanced through the use of engineered cementitious composite layers fully bonded to the surface of the masonry. The disadvantage of this method is associated with the localised cracking exhibited by the engineered cementitious composite layer close to the joints forming between bricks. This cracking is associated with the bond developing between the masonry and the engineered cementitious composite layer and does not allow the latter layer to achieve its full potential, thus resulting in its premature failure. In an attempt to address this problem, a series of drop-weight tests were carried on masonry prismatic specimens strengthened with a layer of engineered cementitious composite partially bonded to the surface of the masonry acting in tension. The latter prismatic specimens consist of a stack of bricks connected with mortar joints. The specimens are considered to provide a simplistic representation of a vertical strip of a masonry wall subjected to out-of-plane actions associated with impact or blast loading. Analysis of the test data reveals that under impact loading, the specimens retrofitted with partially bonded engineered cementitious composite layers can exhibit a more ductile performance compared to that exhibited by the same specimens when strengthened with fully bonded layers of engineered cementitious composite. This is attributed to the fact that along its unbonded length, the engineered cementitious composite layer is subjected to purely uniaxial tension (free from any interaction with the surface of the masonry), allowing for the development of multiple uniformly distributed fine cracks.

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Grande, Ernesto, Maura Imbimbo, Alessandro Rasulo, and Elio Sacco. "A Frame Element Model for the Nonlinear Analysis of FRP-Strengthened Masonry Panels Subjected to In-Plane Loads." Advances in Materials Science and Engineering 2013 (2013): 1–12. http://dx.doi.org/10.1155/2013/754162.

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A frame element model for evaluating the nonlinear response of unstrengthened and FRP-strengthened masonry panels subjected to in-plane vertical and lateral loads is presented. The proposed model, based on some assumptions concerning the constitutive behaviour of masonry and FRP material, considers the panel discretized in frame elements with geometrical and mechanical properties derived on the basis of the different states characterizing the sectional behaviour. The reliability of the proposed model is assessed by considering some experimental cases deduced from the literature.

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Page, A. W., and N. G. Shrive. "Concentrated loads on hollow clay masonry." Canadian Journal of Civil Engineering 17, no. 3 (June 1, 1990): 431–39. http://dx.doi.org/10.1139/l90-047.

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The strength of solid masonry beneath a concentrated load is enhanced by the strengthening effect of the more lightly stressed surrounding material. Masonry design codes do not differentiate between solid and hollow masonry in this respect, but enhancement with face-shell bedded hollow masonry is open to question, since failure occurs by splitting of the webs, a totally different failure to that of solid masonry. In the investigation described here, wallettes of face-shell bedded hollow clay masonry were subjected to in-plane concentrated loads to failure. Thirty-four wallettes, some plain and others with bond beams, were subjected to either concentric or eccentric concentrated loads through various sized loading plates. The wallettes failed by local web splitting like face-shell bedded hollow masonry subjected to uniaxial compression. The testing program is described together with the mechanisms of failure, the dispersion of load through bond beams, and the influence of bond beam grout strength. It is shown that strength is enhanced on the basis of loaded length rather than loaded area ratio. Key words: masonry, failure, concentrated loads, hollow, clay, face-shell bedding.

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Medić, Senad, and Mustafa Hrasnica. "In-Plane Seismic Response of Unreinforced and Jacketed Masonry Walls." Buildings 11, no. 10 (October 13, 2021): 472. http://dx.doi.org/10.3390/buildings11100472.

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Low-rise residential and public masonry structures constitute a large portion of the building patrimony, yet they were erected during the massive reconstruction of Southeast Europe after World War II before any design rules existed in the engineering praxis. Unreinforced unconfined masonry buildings (URM) were proven rather vulnerable during stronger earthquake motions in the recent past. To determine lateral strength, stiffness, and capacity of energy dissipation of the URM walls, in-plane tests were performed at the University of Sarajevo. Two full-scale plain walls (233 × 241 × 25 cm) built with solid clay brick and lime-cement mortar and two walls strengthened with RC jacketing on both sides were subjected to cyclic lateral loading under constant vertical precompression. Plain walls failed in shear with a typical cross-diagonal crack pattern. Jacketed walls exhibited rocking with characteristic S-shaped hysteretic curves and significantly larger ductility compared with plain walls. Wallets were tested for modulus of elasticity and compressive strength of masonry and the results showed considerable variations.

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Yi, Junyi, and Nigel G. Shrive. "Behaviour of hollow concrete masonry walls with one-course bond beams subjected to concentric and eccentric concentrated loading." Canadian Journal of Civil Engineering 30, no. 1 (February 1, 2003): 181–90. http://dx.doi.org/10.1139/l02-102.

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Three-dimensional finite element models of unreinforced hollow concrete masonry walls with one-course bond beams subjected to concentrated loading have been analyzed. The walls were modelled with different loading plate sizes, different loading locations along the wall (at the midpoint of the wall, at the end of the wall, and between these points), and different out-of-plane eccentricities (e = 0, t/6, and t/3). The hollow block units, mortar, grout, and bond beam blocks in the walls were modelled separately. Both smeared and discrete cracking methods have been utilized for predicting cracking under load. Geometric and material nonlinearities and damage due to progressive cracking were taken into account in the analyses. The predicted failure modes and ultimate capacities of the walls with the concentric concentrated load applied at the midpoint or at the end of the wall compared very well with the experimental results. When the load was between the midpoint and the end of the wall, the predicted ultimate capacity was between those for the load at the midpoint and at the end. The strength of the walls decreases with increasing out-of-plane eccentricities.Key words: finite element models, hollow masonry, smeared and discrete cracking models, concentrated load, loading locations, out-of-plane eccentricities.

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Nasiri, Ehsan, and Yi Liu. "Study of arching behaviour and strength of concrete masonry infills under out-of-plane loading." Canadian Journal of Civil Engineering 46, no. 10 (October 2019): 896–908. http://dx.doi.org/10.1139/cjce-2018-0662.

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A numerical study using a three-dimensional finite element model was conducted to investigate the arching behaviour and strength of concrete masonry infills bounded by reinforced concrete frames subjected to out-of-plane loading. Physical specimens were concurrently tested to provide results for validation of the model as well as evidence of directional characteristics of arching behaviour of masonry infills. A subsequent parametric study using the model included a wide range of infilled frame geometric properties. The results showed in detail the difference in one-way and two-way arching in terms of both strength and failure mechanism, and the contributing factors to this difference. Evaluation of the two main design equations for out-of-plane strength of masonry infills led to proposal of modifications to provide a more rational consideration of directional behaviour of concrete masonry infills. A comparison study using the available test results showed a marked improvement of strength prediction based on the proposed modification.

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Haach, Vladimir G., Graça Vasconcelos, and Paulo B. Lourenço. "Experimental Analysis of Reinforced Concrete Block Masonry Walls Subjected to In-Plane Cyclic Loading." Journal of Structural Engineering 136, no. 4 (April 2010): 452–62. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000125.

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Petry, S., and K. Beyer. "Limit states of modern unreinforced clay brick masonry walls subjected to in-plane loading." Bulletin of Earthquake Engineering 13, no. 4 (October 31, 2014): 1073–95. http://dx.doi.org/10.1007/s10518-014-9695-9.

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Shrestha, Kshitij C., Takuya Nagae, and Yoshikazu Araki. "Finite Element Modeling of Cyclic Out-of-Plane Response of Masonry Walls Retrofitted by Inserting Inclined Stainless Steel Bars." Journal of Disaster Research 6, no. 1 (February 1, 2011): 36–43. http://dx.doi.org/10.20965/jdr.2011.p0036.

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This paper focuses on finite element (FE) modeling of the out-of-plane response of retrofitted masonry walls subjected to quasistatic cyclic loading. Retrofitting involves inserting inclined stainless steel bars on the plane perpendicular to the wall face, already practiced in several historical masonry structures in Japan. The FE model for masonry walls, in which continuum elements represent brick units, interface elements the brick unit/mortar interface, and truss elements reinforcing bars, is demonstrated in comparisons with experimental results. A simplified FE model we also propose represents reinforcing bars by an equivalent vertical bar to facilitate convergence and reduce the computational burden. A study evaluating numerical result sensitivity to modeling parameters demonstrates both modeling stability and retrofitting robustness.

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Azimikor, Nazli, Svetlana Brzev, Kenneth J. Elwood, Donald L. Anderson, and William McEwen. "Out-of-plane instability of reinforced masonry uniaxial specimens under reversed cyclic axial loading." Canadian Journal of Civil Engineering 44, no. 5 (May 2017): 367–76. http://dx.doi.org/10.1139/cjce-2016-0006.

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Results of a study performed on the out-of-plane instability of reinforced masonry shear walls (RMSW) under seismic loading are presented. The study was conducted to gain understanding of the out-of-plane instability mechanism and the key factors influencing its development through the testing of five reinforced masonry uniaxial specimens under reversed cyclic tension and compression. The specimens represented the end zone of a RMSW. The design parameters considered in the study included longitudinal reinforcement ratio and height-to-thickness ratio for the test specimens. It was found that onset of out-of-plane instability is strongly influenced by the level of tensile strains developed in the specimens, the reinforcement ratio, and the bar size. In this case, out-of-plane instability occurred when out-of-plane displacements exceeded the critical value equal to half the wall thickness. A study on full-scale RMSW specimens subjected to reversed cyclic loading, also undertaken under this research program, is expected to verify the findings of this study and contribute towards development of design criteria for out-of-plane stability of RMSW.

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Kim, Chungman, Eunjong Yu, and Minjae Kim. "Finite Element Analysis of Reinforced Concrete Masonry Infilled Frames with Different Masonry Wall Thickness Subjected to In-plane Loading." Journal of the Computational Structural Engineering Institute of Korea 29, no. 1 (February 28, 2016): 85–93. http://dx.doi.org/10.7734/coseik.2016.29.1.85.

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GANAPATHI, S. CHITRA, A. RAMA CHANDRA MURTHY, NAGESH R. IYER, N. LAKSHMANAN, and N. G. BHAGAVAN. "EXPERIMENTAL AND NUMERICAL STUDY ON IN-PLANE BEHAVIOR OF BRICK MASONRY WALL PANELS." International Journal of Structural Stability and Dynamics 11, no. 03 (June 2011): 431–50. http://dx.doi.org/10.1142/s0219455411004208.

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This paper presents the details of studies conducted on brick masonry units and wall panels. The investigation includes, compressive strength of brick unit, prisms, flexural strength evaluation, and testing of reinforced brick wall panels with and without opening. Nonlinear finite element analysis (FEA) of brick wall panels with and without opening has been carried out by simulating the actual test conditions. Constant vertical load is applied on the top of the wall panel and lateral load is applied in an incremental manner. The in-plane deformation is recorded under each incremental lateral load. Displacement ductility factors and response-reduction factors have been evaluated based on experimental results. From the experimental study, it is observed that fully reinforced wall panel without opening performed well compared to other types of wall panels in lateral load resistance and displacement ductility. In all the wall panels, shear cracks originated at loading point and moved toward the compression toe of the wall. The force-reduction factors of a wall panel with opening are much less when compared with fully reinforced wall panel with no opening. The displacement values obtained by nonlinear FEA were found to be in good agreement with the corresponding experimental values. The difference in the computed and experimental values is attributed to the influence of mortar joint which was not considered in FEA. The derived response-reduction factors will be useful for adopting elastoplastic design procedures for lateral forces generated due to earthquakes.

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Willam, K. J., C. Citto, and P. B. Shing. "Recent Results on Masonry Infill Walls." Advanced Materials Research 133-134 (October 2010): 27–30. http://dx.doi.org/10.4028/www.scientific.net/amr.133-134.27.

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The paper summarizes the main research findings on masonry infill walls which were obtained within the framework of a comprehensive NSF-NEESR-SG project directed by Prof. Benson Shing at UC San Diego (Shing et al. 2009). The main focus of this contribution are experimental and computational observations on 2/3 scale unreinforced masonry panels bounded by a reinforced concrete frame which were subjected to cyclic push-over testing at CU Boulder under constant vertical pre-loading. This study included two-wythe masonry panels of 133in x75.5in size (3.378 x1.897m) with and without openings in form of eccentric windows and doors. The background experiments did include a suite of masonry prism tests on rectilinear and slanted masonry prisms providing important insight into the composite behavior of mortar and brick construction. The paper concludes with remarks on the experimental observations when the panels were integrated into infill walls of two-bay width and three-story height with and without retrofits of reinforced ECC layers (engineered cementitious composites) which were attached to one side for quasistatic testing at CU Boulder, and to both sides of the wall for dynamic shake table testing at UC San Diego.

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D'Antino, Tommaso, Angelo Savio Calabrese, Marco Andrea Pisani, and Carlo Poggi. "Design of FRCM Strengthened Masonry Walls Subjected to Out-of-Plane Loading According to CNR-DT 215: Discussion of the α Coefficient." Key Engineering Materials 916 (April 7, 2022): 289–96. http://dx.doi.org/10.4028/p-879af4.

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Fiber-reinforced cementitious matrix (FRCM) composites are largely employed in Italy to improve the mechanical behavior of masonry members. Many different matrices and fiber textiles are available on the market, which entails for a large number of available composites, each with peculiar mechanical and physical properties. Among the possible applications, FRCM are often externally bonded to masonry walls to increase the wall shear capacity or to prevent possible wall out-of-plane failure. Up to date, only two guidelines are available for the design of FRCM strengthened masonry members, namely the American ACI 549.6R and the Italian CNR-DT 215. In the Italian guideline, the bending strength of an FRCM strengthened masonry wall is associated with the performance of the composite - which is investigated by FRCM coupon tensile tests and FRCM-masonry joint bond tests - through a cross-sectional equilibrium that assumes perfect bond among each material.In this paper, a database comprising 90 experimental tests on FRCM-strengthened masonry walls subjected to out-of-plane loading is collated from the available literature. The experimental results are used to compute the composite effective strain, which is then compared with the corresponding composite maximum strain obtained by characterization tests according to the CNR-DT 215 procedure. The comparison sheds light on the role of coefficients employed in the analytical procedure and helps understanding the influence of the FRCM on the wall bending capacity.

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Pantò, B., L. Macorini, and B. A. Izzuddin. "A two-level macroscale continuum description with embedded discontinuities for nonlinear analysis of brick/block masonry." Computational Mechanics 69, no. 3 (January 3, 2022): 865–90. http://dx.doi.org/10.1007/s00466-021-02118-x.

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AbstractA great proportion of the existing architectural heritage, including historical and monumental constructions, is made of brick/block masonry. This material shows a strong anisotropic behaviour resulting from the specific arrangement of units and mortar joints, which renders the accurate simulation of the masonry response a complex task. In general, mesoscale modelling approaches provide realistic predictions due to the explicit representation of the masonry bond characteristics. However, these detailed models are very computationally demanding and mostly unsuitable for practical assessment of large structures. Macroscale models are more efficient, but they require complex calibration procedures to evaluate model material parameters. This paper presents an advanced continuum macroscale model based on a two-scale nonlinear description for masonry material which requires only simple calibration at structural scale. A continuum strain field is considered at the macroscale level, while a 3D distribution of embedded internal layers allows for the anisotropic mesoscale features at the local level. A damage-plasticity constitutive model is employed to mechanically characterise each internal layer using different material properties along the two main directions on the plane of the masonry panel and along its thickness. The accuracy of the proposed macroscale model is assessed considering the response of structural walls previously tested under in-plane and out-of-plane loading and modelled using the more refined mesoscale strategy. The results achieved confirm the significant potential and the ability of the proposed macroscale description for brick/block masonry to provide accurate and efficient response predictions under different monotonic and cyclic loading conditions.

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Ferretti, Elena, and Giovanni Pascale. "Some of the Latest Active Strengthening Techniques for Masonry Buildings: A Critical Analysis." Materials 12, no. 7 (April 9, 2019): 1151. http://dx.doi.org/10.3390/ma12071151.

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The present paper deals with the retrofitting of unreinforced masonry (URM) buildings, subjected to in-plane shear and out of-plane loading when struck by an earthquake. After an introductive comparison between some of the latest punctual and continuous active retrofitting methods, the authors focused on the two most effective active continuous techniques, the CAM (Active Confinement of Masonry) system and the Φ system, which also improve the box-type behavior of buildings. These two retrofitting systems allow increasing both the static and dynamic load-bearing capacity of masonry buildings. Nevertheless, information on how they actually modify the stress field in static conditions is lacking and sometimes questionable in the literature. Therefore, the authors performed a static analysis in the plane of Mohr/Coulomb, with the dual intent to clarify which of the two is preferable under static conditions and whether the models currently used to design the retrofitting systems are fully adequate.

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Dhanasekar, Manicka, Tatheer Zahra, Ali Jelvehpour, Sarkar Noor-E-Khuda, and David P. Thambiratnam. "Modelling of Auxetic Foam Embedded Brittle Materials and Structures." Applied Mechanics and Materials 846 (July 2016): 151–56. http://dx.doi.org/10.4028/www.scientific.net/amm.846.151.

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Building structures use brittle materials extensively. Under impact or blast loads these structures perform poorly due to tensile strains caused by Poisson’s effect normal to the direction of such loadings. Auxetic materials exhibit negative Poisson’s ratio – a property which can be exploited to eliminate those tensile strains. In this study, Auxetic layers embedded masonry is modelled using a representative volume element (RVE) with periodic boundary conditions and an explicit finite element (EFE) modelling method for a boundary value problem of a masonry wall with an Auxetic foam rendered face is subject to out-of-plane load. The RVE is limited to in-plane loads only and hence subjected to in-plane shear and compression and the EFE was used to assess the performance under out-of-plane loading. The results show significant post-yield strain hardening under axial compression and in-plane shear and high increase in capacity for walls under out of plane flexure.

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Navarrete-Macias, Dante, Jorge Varela-Rivera, and Luis Fernandez-Baqueiro. "Out-Of-Plane Behavior of Confined Masonry Walls Subjected to Concentrated Loads (One-Way Bending)." Earthquake Spectra 32, no. 4 (November 2016): 2317–35. http://dx.doi.org/10.1193/061715eqs097m.

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This paper presents the results of a study on the out-of-plane seismic behavior of confined masonry walls. Five confined walls were tested under reverse cyclic loads. The variables studied were the axial stress and the wall aspect ratio. Analytical out-of-plane strength of walls was calculated considering the strengths of the wall panel and the concrete confining elements. The former was determined using the unidirectional strut method and the latter using a plastic analysis. It was observed that for walls with the same aspect ratio, as the axial stress increases, the out-of-plane strength increases. For walls with the same axial stress, as the aspect ratio increases, the strength decreases. Based on comparisons between analytical and experimental results, it was concluded that the models developed in this work predict accurately the out-of-plane strength of the walls.

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Popa, Viorel, Radu Pascu, and Andrei Papurcu. "In Plane Cyclic Behavior of Masonry Walls Jacketed with Fiber Reinforced Mortar and Fiber Grids." Mathematical Modelling in Civil Engineering 9, no. 3 (September 1, 2013): 32–39. http://dx.doi.org/10.2478/mmce-2013-0012.

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Abstract Masonry buildings represent the most vulnerable part of the building stock to seismic action in Romania. The main goal of this experimental research program is to investigate the efficiency of several retrofitting solutions using fiber reinforced polymers. Research focused on the lateral strength and displacement capacity of the retrofitted specimens. The masonry walls were built using solid bricks. Glass or carbon fiber reinforced polymers (GFRP or CFRP) embedded in a fiber reinforced mortar layer were used for jacketing. Seven specimens having essentially 25cm width, 1,75m height and 2,10m length were tested in the experimental research program. These specimens were subjected to a constant vertical compressive stress of 1,2MPa. A quasi-static load protocol was considered for the horizontal loading. This paper presents the layout of the experimental research program and some preliminary results.

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Murcia-Delso, Juan, and P. Benson Shing. "Fragility Analysis of Reinforced Masonry Shear Walls." Earthquake Spectra 28, no. 4 (November 2012): 1523–47. http://dx.doi.org/10.1193/1.4000075.

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Fragility functions have been developed to evaluate the damageability of fully grouted and partially grouted reinforced masonry shear walls subjected to in-plane seismic loading. Six damage states are considered, representing different levels of flexure, diagonal shear, and sliding shear damage. For each damage state, two classes of fragility functions have been developed. One has the story-drift ratio as the demand parameter. The other uses normalized demand parameters that account for the specific loading condition and design details of a wall component. All the fragility functions are derived from experimental data except for those developed for partially grouted walls and the sliding shear damage state. With both classes of fragility functions, the seismic damageability of flexure-dominated cantilever reinforced masonry shear walls in a four-story building has been assessed. It has been shown that the normalized flexural demand parameter provides a better correlation to the degree of damage developed in a wall than the story-drift ratio.

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Partene, Eva, Luminita Fekete-Nagy, and V. Stoian. "Evaluation Of Shear Capacity For Brick Masonry Walls." Journal of Applied Engineering Sciences 5, no. 1 (May 1, 2015): 69–74. http://dx.doi.org/10.1515/jaes-2015-0009.

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Abstract The papers presents the results of an experimental program and provides valuable information regarding the behaviour of structural masonry walls built up using ceramic blocks with hollows, which represents a very common system for low-rise residential buildings, up to 4 stories, depending on the seismic acceleration on site. A number of six masonry walls where tested in bear state being subjected to constant vertical loading and to cyclic in-plane horizontal loads. The main objective was to determine the shear capacity for unreinforced masonry walls and reinforced masonry walls. The experimental results were also useful to determine the contribution of the reinforcing of the masonry walls with concrete columns. The comparison between unreinforced masonry and reinforced masonry has a great importance due to the fact that the Romanian Seismic Standards have imposed the reinforcement in seismic areas for building with more than 1 storey. Further studies will be conducted on strengthening the masonry walls using FRP materials.

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Kelln, Roanne D., and Lisa R. Feldman. "Bar size factors for lap splices in block walls subjected to flexure." Canadian Journal of Civil Engineering 42, no. 8 (August 2015): 521–29. http://dx.doi.org/10.1139/cjce-2015-0024.

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An experimental investigation was conducted to evaluate bar size factors used for the calculation of required lap splice lengths according to US and Canadian codes for concrete block masonry walls subjected to out-of-plane loads. Wall splice specimens were constructed in running bond with all cells fully grouted, and were tested under monotonically increasing four-point loading. Specimens were longitudinally reinforced with either No. 15, 20, or 25 reinforcing bars with varying lap splice lengths that were sufficiently short to ensure that a bond failure would precede a failure in flexure. Modifications to the bar size factors included in both codes were derived from the resulting test data. The evaluation of the test data shows that decreases to lap splice lengths could be considered for walls subjected to out-of-plane loads, which would facilitate construction.

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Journal articles on the topic 'Masonry panel subjected to in-plane loading'

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