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Journal articles on the topic 'Concrete walls. Strength of materials. Shear (Mechanics) Masonry'

Author: Grafiati

Published: 4 June 2021

Last updated: 7 February 2022

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1

Shahzada, Khan, Tetsuro Goto, Akhtar Naeem Khan, Amjad Naseer, and M. Fahad. "Improvement of Mechanical Properties and Lateral Resistance of Brick Masonry Walls by Using Indigenous Materials." Advanced Materials Research 255-260 (May 2011): 684–88. http://dx.doi.org/10.4028/www.scientific.net/amr.255-260.684.

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In this paper, improvement of mechanical properties of unreinforced masonry walls based on the laboratory test results is discussed. Various masonry specimens have been tested by Portable Structural Testing Equipment (PSTE). Masonry prisms have been reinforced with indigenous materials (wire mesh and bamboo) and confined with reinforced concrete elements. The tensile strength, shear strength and lateral resistance of masonry walls increases up to 5.4, 2.73 and 5.65 times respectively by using plaster, wire mesh, bamboo and confinement. The Indigenous materials used in this research work are cheap and easily available as compared to FRP and other materials. Analysis for lateral resistance of masonry walls has been made by using different relationships.

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2

Bae, B. I., B. K. Park, Hyun Ki Choi, and Chang Sik Choi. "Retrofitting Effect of Unreinforced Masonry Walls Using FRPs." Key Engineering Materials 452-453 (November 2010): 765–68. http://dx.doi.org/10.4028/www.scientific.net/kem.452-453.765.

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Unreinforced masonry buildings have significant portion of existing and historical buildings around the world. Recent earthquakes have shown the needs of seismic retrofitting for these types of buildings. There are many types of retrofitting materials for URM(unreinforced masonry buildings) such as shotcrete, ECC and FRPs. Many engineers use many types of fiber reinforced polymers because these types of material enhance the shear strength of wall without expansion of wall sectional area and additional weight of total structure. However, the complexity of mechanical behavior of masonry shear wall and the lack of experimental data of masonry wall which was retrofitted by FRPs may cause the problem that engineers hard to determine the retrofitting level. Determining and providing the information for retrofitting effect of FRPs for masonry shear wall, this paper investigate in-plane shear behavior of URM and retrofitted masonry shear walls using two types of different FRP materials. Specimens were designed to idealize the wall of low rise apartment which was built in 1970s Korea with no seismic reinforcements and have 1 aspect ratio. Retrofitting materials were carbon FRP and Hybrid sheet which have different elastic modulus and ultimate strain. Consequently, this study will evaluate the structural capacity of masonry shear wall and retrofitting effect of FRP sheet for in plane shear behavior comparing with evaluation method for reinforced concrete beam which was retrofitted by FRPs.

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3

Voon, K. C., and J. M. Ingham. "Experimental In-Plane Shear Strength Investigation of Reinforced Concrete Masonry Walls." Journal of Structural Engineering 132, no. 3 (March 2006): 400–408. http://dx.doi.org/10.1061/(asce)0733-9445(2006)132:3(400).

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4

Li, Fenglan, Gonglian Chen, Yunyun Zhang, Yongchang Hao, and Zhengkai Si. "Fundamental Properties and Thermal Transferability of Masonry Built by Autoclaved Aerated Concrete Self-Insulation Blocks." Materials 13, no. 7 (April 3, 2020): 1680. http://dx.doi.org/10.3390/ma13071680.

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This paper performed a detailed study on the fundamental properties and thermal conductivity of autoclaved aerated concrete (AAC) self-insulation block, and the mechanical properties and heat transfer resistance of the AAC self-insulation block masonry. Different kinds of joints and the plastering surface were used to build the masonry specimens. The distinctive feature of the blocks and mortars is the lower thermal conductivity with expected strength. Compared to those with larger thickness of insulation mortar joints, the masonry with thin-layer mortar joints had better compressive performance and lower shear strength. The compressive strength of masonry was related with the block and mortar strengths, the shear strength of masonry along mortar joints was related with the mortar strength. The stress–strain relationship of masonry in compression could be predicted by the similar expression of conventional block masonry. The tested heat transfer coefficient of AAC self-insulation block masonry with thickness of 250 mm without plastering surfaces was (0.558 ± 0.003) W/(m2·K). With the plastering surfaces, the heat transfer coefficient reduced by 4.4% to 8.9%. Good agreements in values of heat transfer coefficient existed by using the test, theoretical computation and ANSYS (ANSYS Inc. Canonsburg, PA, USA) analytical methods. Based on the extensibility analyses, the heat transfer coefficients of AAC self-insultation block masonry with different thickness are proposed. The best thickness is proposed for the outer walls of residential buildings in different cold zone to meet the design requirement of energy conservation.

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5

Raposo, Patricia, André Furtado, António Arêde, Humberto Varum, and Hugo Rodrigues. "Mechanical characterization of concrete block used on infill masonry panels." International Journal of Structural Integrity 9, no. 3 (June 11, 2018): 281–95. http://dx.doi.org/10.1108/ijsi-05-2017-0030.

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Purpose The infill masonry walls in recent worldwide earthquakes have shown that it is necessary to conduct further studies to characterize the behavior of existing buildings and, in particular, of infill masonry walls under seismic activity. The lack of characterization studies of infill walls made by concrete blocks justifies the investigation reported herein, which includes experimental tests on sample sets to evaluate the mechanical properties of masonry components (units and mortar) and assemblages (wallets) made with masonry units from Faial. For the later, normal compressive, diagonal tensile/shear and out-of-plane flexural strengths were obtained according to standard procedures, the results of which are presented in the manuscript. The paper aims to discuss these issues. Design/methodology/approach One experimental campaign was conducted with the aim to mechanically characterize concrete blocks masonry samples. Several experimental tests were carried out in full-scale masonry concrete wallets according to the constructive methodology used. Findings Based on the data obtained from the mechanical characterization tests of the concrete masonry blocks, it can be seen that under simple compression, the masonry specimens’ average resistance is about 6 times superior than the average resistance to diagonal shear/tension, while the stiffness is almost doubled. In simple compression tests, it was observed that the masonry specimens cracked in areas of higher drilling of the blocks. In the tensile tests by diagonal compression, it was found that the test specimens were mainly fissured by the block/mortar joint interfaces, following the delineation of settlement and top joints. Originality/value There are no experimental results available in the literature for this type of bricks that can contribute to the development of numerical studies.

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6

Kałuża, Marta, Iwona Galman, Jan Kubica, and Chiara Agneloni. "Diagonal Tensile Strength of AAC Blocks Masonry with Thin Joints Superficially Strengthened by Reinforced Using GFRP Net Plastering." Key Engineering Materials 624 (September 2014): 363–70. http://dx.doi.org/10.4028/www.scientific.net/kem.624.363.

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In recent years, the autoclaved aerated concrete has become as one of the most popular material used in erecting of small housings as well as multi-apartment residential buildings. Recommended construction technology involves the use of the ACC blocks arranged on thin bed joints, with the head joints left unfilled. Practice has shown that this type of construction is characterised by low crack resistance, which was also confirmed during experimental investigation [1]. One of the solutions to this problem, proposed by the staff of the Silesian University of Technology, was the superficial strengthening of such type of masonry walls. Strengthening materials tested so far (glass and carbon fibre mesh used in FRP system solutions) gave very promising results but a relatively high cost of the material itself constituted the main drawback. This prompted a further search for new and relatively inexpensive materials that would allow improving the use of the existing structures made of AAC blocks. The goal of the laboratory test results presented in this paper was to determine the influence of wall surface strengthening made of not expensive GRFP mesh (dedicated as reinforcement of thin external plastering in thermal insulation systems) on the behaviour and mechanical properties of masonry wallettes made of AAC blocks with thin joints. Three series of masonry specimens were tested: not strengthened wallettes (as reference members), walls with superficial strengthening only on one side and walls with both sides strengthened. A total of 18 specimens subjected to diagonally compressive loading were tested (6 in each series). The results turned out to be highly promising. Increasing of shear capacity of both types of superficially strengthened masonry in comparison with reference members was observed. The tests also allowed determining a positive effect of external reinforcement on the type of cracking and failure mode of such walls.

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7

Yuan, Hanquan, Lihua Zhu, Yixuan Wang, and Fengjian Zhang. "Mechanical and Thermal Properties of RCB Masonry Containing Three Rows of Holes." Advances in Materials Science and Engineering 2021 (July 15, 2021): 1–13. http://dx.doi.org/10.1155/2021/5553406.

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In order to promote and apply the structures of the recycled concrete block (RCB) masonry, the thermal and mechanical properties of the recycled concrete specimens were tested in this study. The RCB can meet load-bearing and seismic requirements and was prepared through experiments. Concurrently, the mechanical property experiment was conducted on the RCB masonry, and then its failure process and mode were discussed. In addition, a thermal property test was completed on the RCB wall, and the difference in the thermal properties of single-row hole, three-row hole, and solid blocks was analyzed by theoretical calculations. The results indicated that the mechanical properties of the RCB masonry were basically the same as those of the natural concrete block masonry, and they have good compressive stability. The calculation formulas of the compressive and shear strengths of the natural concrete block masonry are applicable to the RCB masonry. The RCB masonry containing three rows of holes owns more outstanding thermal property than natural concrete block masonry and satisfies the requirements for related codes.

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8

Shing, P. B., J. L. Noland, E. Klamerus, and H. Spaeh. "Inelastic Behavior of Concrete Masonry Shear Walls." Journal of Structural Engineering 115, no. 9 (September 1989): 2204–25. http://dx.doi.org/10.1061/(asce)0733-9445(1989)115:9(2204).

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9

Calderón, Sebastián, Laura Vargas, Cristián Sandoval, and Gerardo Araya-Letelier. "Behavior of Partially Grouted Concrete Masonry Walls under Quasi-Static Cyclic Lateral Loading." Materials 13, no. 10 (May 25, 2020): 2424. http://dx.doi.org/10.3390/ma13102424.

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Eight partially grouted (PG-RM) concrete masonry walls were tested to study the influence of the strength and width of blocks, the wall aspect ratio, the horizontal and vertical reinforcement ratio, and the presence of edge elements (flanges). The results were analyzed in terms of the failure mode, damage progression, shear strength, lateral stiffness degradation, equivalent viscous damping ratio, and displacement ductility. Additionally, the performances of some existing shear expressions were analyzed by comparing the measured and predicted lateral load capacity of the tested walls. Based on the results, a slight increment in the lateral stiffness was achieved when employing stronger blocks, while the shear strength remained constant. Besides, increasing the width of concrete blocks did not have a significant effect on the shear strength nor in the initial tangential stiffness, but it generated a softer post-peak strength degradation. Increasing the wall aspect ratio reduced the brittleness of the response and the shear strength. Reducing the amount of vertical reinforcement lowered the resulting shear strength, although it also slowed down the post-peak resistance degradation. Transversal edge elements provided integrity to the wall response, generated softer resistance degradation, and improved the symmetry of the response, but they did not raise the lateral resistance.

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10

Pyatikrestovsky, Konstantin P. "Criteria of strength of walls from large masonry blocks." Structural Mechanics of Engineering Constructions and Buildings 15, no. 4 (December 15, 2019): 271–77. http://dx.doi.org/10.22363/1815-5235-2019-15-4-271-277.

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Aims of research. The task is to apply modern strength criteria of anisotropic materials for the calculation of multilayer walls made of cellular concrete and silicate large masonry materials, which differ in exact dimensions and allow for thin-seam masonry with adhesive seams. Proposals for the inclusion in the design standards of guidance that takes into account the work of wall materials in complex stress states will be presented in a series of publications. Methods. The strength criteria of G.A. Geniev in a rather simplified form are used. The volumetric stress state of walls made of orthotropic materials is considered. The basis for the construction of strength criteria are three possible different mechanisms of destruction - separation, compression and shear. For modern thin-walled masonry is characterized by a combination of compressive (vertical) and shear (horizontal) loads. Of particular interest is the work of the masonry shift, since the plane stress state is not sufficiently studied. The article is devoted to the construction of the criterion of masonry shear strength. The peculiarity of the proposed calculations is the comparative simplicity of the strength criteria due to the accepted hypotheses. Results. The final expression of the shear strength criterion and the sequence of the shear strength verification in the case of simple loading are presented. The article is preliminary for a series of calculations and results of experimental studies of the walls under different operating conditions and different loads.

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11

Tomaževič, Miha. "Shear resistance of masonry walls and Eurocode 6: shear versus tensile strength of masonry." Materials and Structures 42, no. 7 (September 23, 2008): 889–907. http://dx.doi.org/10.1617/s11527-008-9430-6.

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12

Liu, Yun, Gonglian Chen, Zhipeng Wang, Zhen Chen, Yujia Gao, and Fenglan Li. "On the Seismic Performance of Autoclaved Aerated Concrete Self-Insulation Block Walls." Materials 13, no. 13 (June 30, 2020): 2942. http://dx.doi.org/10.3390/ma13132942.

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Autoclaved aerated concrete (AAC) self-insulation block masonry is often used for the infill walls in steel and concrete frame structures. To work together with the frame under earthquake action, it is essential to understand the seismic behavior of AAC self-insulation block masonry walls. In this paper, six AAC self-insulation block masonry walls were experimentally studied under the pseudo static test. The load-displacement hysteretic curves were drawn with the test data. The failure characteristics, loading capacity, stiffness degeneration, energy dissipation capacity and hysteretic behavior are analyzed. The results indicate that the blocks underwent internal failure due to the lower strength with a larger size, but the walls had good energy dissipation capacity with a rational bearing capacity. Accompanied by the influence of vertical compressive stress on the top surface of the walls, the cracking resistance, ultimate bearing capacity, deformability and energy dissipation capacity of the walls were affected by the masonry mortar joints. Comparatively, the walls with thin-layer mortar joints had better seismic performance than those with insulation mortar joints or with vertical joints filled by mineral wool plates. Finally, the shear capacity of the walls under seismic load is evaluated referring to the formulas of current design codes for masonry walls.

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13

Ahmadi, Farhad, Jaime Hernandez, Jacob Sherman, Christina Kapoi, Richard E. Klingner, and David I. McLean. "Seismic Performance of Cantilever-Reinforced Concrete Masonry Shear Walls." Journal of Structural Engineering 140, no. 9 (September 2014): 04014051. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000941.

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14

Huang, Liang, Sheng Yun Chen, Chu Xian Shi, and Xiang Gao. "Modeling Testing of Reinforced Concrete Block Masonry Structures." Key Engineering Materials 400-402 (October 2008): 911–16. http://dx.doi.org/10.4028/www.scientific.net/kem.400-402.911.

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Integrated simple and complete model similarity theory of this structure are set up in this paper. Selection about model reinforced concrete block masonry materials is presented when simple similar model is adopted in testing. Correlations between model and prototype results in basic strength characteristics of masonry prism are reported based on theory analysis. This includes axial compression, joint shear for ungrouted prisms and grouted prisms. The model testing indicated that the structure adopting simple similarity model can accord with the prototype masonry prisms results. The monotonic shear testing of two-story model reinforced masonry shear wall in different compressive forces was performed. The testing results showed that the model structure can accord with the prototype masonry walls results. The shear bearing capacity of model structure is 0.94 times than that of prototype structure without axial compressive force. The shear bearing capacity of model wall is 1.08 times larger than that of prototype wall when the axial stress equal to 1.5 .Model testing and theory foundation adopting simple similar model is erected to carry out reinforced masonry structure.

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15

Fortes, Ernesto S., Guilherme A. Parsekian, Fernando S. Fonseca, and Jefferson S. Camacho. "High-Strength Concrete Masonry Walls under Concentric and Eccentric Loadings." Journal of Structural Engineering 144, no. 6 (June 2018): 04018055. http://dx.doi.org/10.1061/(asce)st.1943-541x.0001978.

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16

Teguh, Mochamad, Novi Rahmayanti, and Zakki Rizal. "Mechanical Properties of Various Models of Interlocking Concrete Blocks under In-Plane and Out-of-Plane Loads." Key Engineering Materials 881 (April 2021): 149–56. http://dx.doi.org/10.4028/www.scientific.net/kem.881.149.

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Building material innovations in various interlocking concrete block masonry from local materials to withstand lateral earthquake forces is an exciting issue in masonry wall research. The block hook has an advantage in the interlocking system's invention to withstand loads in the in-plane and out-of-plane orientations commonly required by the masonry walls against earthquake forces. Reviews of the investigation of in-plane and out-of-plane masonry walls have rarely been found in previous studies. In this paper, the results of a series of experimental tests with different interlocking models in resisting the simultaneous in-plane shear and out-of-plane bending actions on concrete blocks are presented. This paper presents a research investigation of various interlocking concrete blocks' mechanical properties with different hook thicknesses. Discussion of the trends mentioned above and their implications towards interlocking concrete block mechanical properties is provided.

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17

D'Antino, Tommaso, Francesca Giulia Carozzi, and Carlo Poggi. "Diagonal Compression of Masonry Walls Strengthened with Composite Reinforced Mortar." Key Engineering Materials 817 (August 2019): 528–35. http://dx.doi.org/10.4028/www.scientific.net/kem.817.528.

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The use of inorganic matrix composites to strengthen and retrofit existing masonry and concrete structures has been gaining increasing interest in the last years. Among them, composite reinforced mortar (CRM) systems are a promising solution to increase the shear and flexural capacity of masonry panels. CRMs are comprised of a relatively thin inorganic matrix layer reinforced with a bi-dimensional grid made with high-strength fibers impregnated with an organic matrix. They are compatible with the substrate due to the use of inorganic matrix, have good durability and high-strength-to weight ratio due to the use of reinforcing composite materials. CRM systems are still in their infancy and limited research is available in the literature. In this paper, masonry walls constructed with historical bricks typical of the north of Italy were strengthened with a CRM system including a glass composite grid and a lime-based mortar and were subjected to diagonal compression. Three walls were strengthened with the CRM and one was used as a control specimen. The results obtained showed that the CRM system significantly increased the shear strength of the masonry panels subjected to diagonal compression.

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18

Korkmaz, H. H., S. Z. Korkmaz, and M. S. Donduren. "Earthquake hazard and damage on traditional rural structures in Turkey." Natural Hazards and Earth System Sciences 10, no. 3 (March 31, 2010): 605–22. http://dx.doi.org/10.5194/nhess-10-605-2010.

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Abstract. During the last earthquakes in Turkey, reinforced concrete structures in the cities and masonry structures in the rural part were exposed to damage and failure. Masonry houses such as earthen, brick and stone structures are composed of building blocks with weak inter-binding action which have low tension capacity. Bending and shear forces generate tensile stresses which cannot be well tolerated. In this paper, the performance of masonry structures during recent earthquakes in Turkey is discussed with illustrative photographs taken after earthquakes. The followings are the main weakness in the materials and unreinforced masonry constructions and other reasons for the extensive damage of masonry buildings. Very low tensile and shear strength particularly with poor mortar, brittle behaviour in tension as well as compression, stress concentration at corners of windows and doors, overall unsymmetry in plan and elevation of building, unsymmetry due to imbalance in the sizes and positions of walls and openings in the walls, defects in construction such as use of substandard materials, unfilled joints between bricks, not-plump walls, improper bonding between walls at right angles etc.

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19

Minaie, E., M. Mota, F. L. Moon, and A. A. Hamid. "In-Plane Behavior of Partially Grouted Reinforced Concrete Masonry Shear Walls." Journal of Structural Engineering 136, no. 9 (September 2010): 1089–97. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000206.

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20

Kozłowski, Marcin, Iwona Galman, and Radosław Jasiński. "Finite Element Study on the Shear Capacity of Traditional Joints between Walls Made of AAC Masonry Units." Materials 13, no. 18 (September 11, 2020): 4035. http://dx.doi.org/10.3390/ma13184035.

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This paper presents the development of a numerical model aimed at the simulation of nonlinear behaviour of traditional joints between walls made of autoclaved aerated concrete (AAC) masonry units. Nonlinear behaviour and cracking of AAC and mortar were simulated using the concrete damaged plasticity (CDP) model available in the ABAQUS finite element software. The paper also presents and discusses the results of an experimental campaign involving testing six T-shaped, monosymmetric samples with traditional joints between walls loaded in shear. The results were used to validate the numerical model. The validation confirmed that the model is capable of producing accurate results and predicting the structural behaviour with a reasonably good accuracy in elastic and post-elastic stages. Furthermore, a sensitivity study was conducted, in which the variation of elastic modulus, Poisson’s ratio, tensile strength, compression strength and fracture energy of AAC was investigated. Results showed that the variation of elastic modulus, tensile strength and fracture energy is most critical to the structural behaviour of the model, while variation of the remaining parameters has a negligible effect on the results.

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21

Yin, Shiping, Shuaian Cheng, Lei Jing, and Zhenhua Huang. "Shear Behavior of Brick Masonry Walls Strengthened with Textile-Reinforced Concrete." Journal of Composites for Construction 25, no. 3 (June 2021): 04021017. http://dx.doi.org/10.1061/(asce)cc.1943-5614.0001123.

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22

Ma, Jiaxing, Chao-Lie Ning, and Bing Li. "Peak Shear Strength of Flanged Reinforced Concrete Squat Walls." Journal of Structural Engineering 146, no. 4 (April 2020): 04020037. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002575.

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23

Jasiński. "Research on the Influence of Bed Joint Reinforcement on Strength and Deformability of Masonry Shear Walls." Materials 12, no. 16 (August 9, 2019): 2543. http://dx.doi.org/10.3390/ma12162543.

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The areas of Central and Eastern Europe and, thus, Poland are not exposed to the effects of seismic actions. Any possible tremors can be caused by coal or copper mining. Wind, rheological effects, the impact of other objects, or a nonuniform substrate are the predominant types of loading included in the calculations for stiffening walls. The majority of buildings in Poland, as in most other European countries, are low, medium-high brick buildings. Some traditional materials, like solid brick (> 10% of construction materials market) are still used, but autoclaved aerated concrete (AAC) and cement-sand calcium-silicate (Ca-Si) elements with thin joints are prevailing (> 70% of the market) on the Polish market. Adding reinforcement only to bed joints in a wall is a satisfactory solution (in addition to confining) for seismic actions occurring in Poland that improves ULS (ultimate limit state) and SLS (serviceability limit state). This paper presents results from our own tests on testing horizontal shear walls without reinforcement and with different types of reinforcement. This discussion includes 51 walls made of solid brick (CB) reinforced with steel bars and steel trusses and results from tests on 15 walls made of calcium-silicate (Ca-Si) and AAC masonry units reinforced with steel trusses and plastic meshes. Taking into account our own tests and those conducted by other authors, empirical relationships were determined on the basis of more than 90 walls. They are applicable to the design and construction phases to determine the likely effect of reinforcements on cracking stress that damage shear deformation and wall stiffness.

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24

El-Dakhakhni, Wael W., Bennett R. Banting, and Shawn C. Miller. "Seismic Performance Parameter Quantification of Shear-Critical Reinforced Concrete Masonry Squat Walls." Journal of Structural Engineering 139, no. 6 (June 2013): 957–73. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000713.

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25

Bui, L., N. Reboul, A. Si Larbi, and E. Ferrier. "Mechanical in-plane behaviour of masonry walls reinforced by composite materials: Experimental and analytical approaches." Journal of Composite Materials 51, no. 30 (March 27, 2017): 4231–49. http://dx.doi.org/10.1177/0021998317701555.

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Masonry is a traditional building system in most countries of the world, including France. However, in recent decades, earthquakes have caused significant damage to masonry structures. The possibility of using textile-reinforced concrete or fibre-reinforced polymers to strengthen masonry structures has been recently assessed. This article addresses the effectiveness of externally bonded composite materials, particularly those based on newly developed cementitious matrices, to strengthen masonry structures. Experimental tests were performed in a previous study on six masonry walls, five of which were strengthened on both sides with either textile-reinforced concrete or fibre-reinforced polymers. This experimental campaign has been supplemented to determine the mechanical properties of the materials involved in design models, and it is used to check the potential of analytical models to predict lateral strength. This study identifies the interests and the restrictions governing the use of traditional empirical design approaches (employed for fibre-reinforced polymer-strengthened walls) when next-generation textile-reinforced concrete composites are used as strengthening materials. Adjustments taking into account the specificities of textile-reinforced concrete behaviour have been introduced, and their impact on the relevance of the models has been quantified.

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26

Hrasnica, Mustafa, Fadil Biberkic, and Senad Medic. "In-Plane Behavior of Plain and Strengthened Solid Brick Masonry Walls." Key Engineering Materials 747 (July 2017): 694–701. http://dx.doi.org/10.4028/www.scientific.net/kem.747.694.

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Unreinforced masonry structures are generally vulnerable to earthquake actions. Brittle masonry walls are very stiff and attract considerable seismic forces which cannot be sustained without cracking. In order to enhance ductility and load bearing capacity, certain strengthening techniques need to be applied. An experimental program concerning in-plane behavior of solid clay brick masonry walls was performed at the Institute for Materials and Structures, Faculty of Civil Engineering University of Sarajevo, in cooperation with Institute for Lightweight Structures and Conceptual Design, University of Stuttgart. The physical models include two unconfined unreinforced full scale masonry walls L/H/D=233/237/25cm and two strengthened full scale walls jacketed on both sides with 5cm thick concrete and reinforced with Q196 steel mesh. Twelve reduced scale walls L/H/D = 100/100/25cm were additionally constructed in order to test different strengthening methods which include one-or two-sided jacketing and CFK 150 strips. Specimens were exposed to cyclic shear as well as to monotonic push over loading program for different vertical stress levels with the aim to quantify shear strength, stiffness and energy dissipation. For lower vertical loads the tested walls exhibit rigid body rotation in each displacement cycle. For higher precompression mixed flexural and shear failure mode was registered, characterized by toe crushing and diagonal cracking. No separation of jacketing from the masonry was detected. Numerical models of tested wall panels were developed using finite element programs.

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27

Obaidat, Ala’ T., Ahmed Ashour, and Khaled Galal. "Stress-Strain Behavior of C-Shaped Confined Concrete Masonry Boundary Elements of Reinforced Masonry Shear Walls." Journal of Structural Engineering 144, no. 8 (August 2018): 04018119. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002120.

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28

Calabrese, Angelo Savio, Pierluigi Colombi, and Tommaso D'Antino. "A Bending Test Set-Up for the Investigation of the Bond Properties of FRCM Strengthenings Applied to Masonry Substrates." Key Engineering Materials 817 (August 2019): 149–57. http://dx.doi.org/10.4028/www.scientific.net/kem.817.149.

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Existing masonry and reinforced concrete structures are characterized by a wide use of structural and non-structural masonry members such as structural walls, infill walls, arches, vaults etc. All these members are characterized by high vulnerability when subjected to seismic events, since unreinforced masonry has a negligible tensile strength. The use of fiber reinforced polymers (FRP) composites has become a common practice and it represents a light-weight, easy, fast, and non-invasive solution for rehabilitation of existing masonry structures. Fabric reinforced cementitious matrix (FRCM) are relatively newly developed composite materials, representing a valid alternative to FRP in strengthening and retrofitting of existing reinforced concrete and masonry structures. Despite of the numerous advantages guaranteed by the inorganic matrix, the bond-behavior between the fibers and the embedding matrix is still under investigation. Different set-ups have been proposed in the literature to study the bond behavior of FRCM composites. Among them, single-and double-lap shear tests are the most commonly used. In this paper, the bond behavior of a polyparaphenylene benzobisoxazole (PBO) FRCM composite applied to masonry elements is studied using a bending and a single-lap shear test set-up. The bond capacities obtained by the two set-ups are analyzed and discussed.

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29

Liu, Kang, Yu-Fei Wu, and Xin-Liang Jiang. "Shear strength of concrete filled glass fiber reinforced gypsum walls." Materials and Structures 41, no. 4 (July 20, 2007): 649–62. http://dx.doi.org/10.1617/s11527-007-9271-8.

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Voon, K. C., and J. M. Ingham. "Experimental In-Plane Strength Investigation of Reinforced Concrete Masonry Walls with Openings." Journal of Structural Engineering 134, no. 5 (May 2008): 758–68. http://dx.doi.org/10.1061/(asce)0733-9445(2008)134:5(758).

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31

Rivera, Jonathan P., and Andrew S. Whittaker. "Damage and Peak Shear Strength of Low-Aspect-Ratio Reinforced Concrete Shear Walls." Journal of Structural Engineering 145, no. 11 (November 2019): 04019141. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002364.

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32

Banting, Bennett R., and Wael W. El-Dakhakhni. "Normal Strain-Adjusted Shear Strength Expression for Fully Grouted Reinforced Masonry Structural Walls." Journal of Structural Engineering 140, no. 3 (March 2014): 04013075. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000842.

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33

Elmapruk, Jamal, Mohamed A. ElGawady, and Reza Hassanli. "Experimental and Analytical Study on the Shear-Strength of Partially Grouted Masonry Walls." Journal of Structural Engineering 146, no. 8 (August 2020): 04020147. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002704.

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34

Voon, K. C., and J. M. Ingham. "Design Expression for the In-Plane Shear Strength of Reinforced Concrete Masonry." Journal of Structural Engineering 133, no. 5 (May 2007): 706–13. http://dx.doi.org/10.1061/(asce)0733-9445(2007)133:5(706).

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35

Calderón, Sebastián, Cristián Sandoval, Gerardo Araya-Letelier, Ernesto Inzunza, and Gabriele Milani. "Quasi-static testing of concrete masonry shear walls with different horizontal reinforcement schemes." Journal of Building Engineering 38 (June 2021): 102201. http://dx.doi.org/10.1016/j.jobe.2021.102201.

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36

Shedid, Marwan T., Robert G. Drysdale, and Wael W. El-Dakhakhni. "Behavior of Fully Grouted Reinforced Concrete Masonry Shear Walls Failing in Flexure: Experimental Results." Journal of Structural Engineering 134, no. 11 (November 2008): 1754–67. http://dx.doi.org/10.1061/(asce)0733-9445(2008)134:11(1754).

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37

Hart, G. C., and R. D. Ewing. "The Whittier Narrows, California Earthquake of October 1, 1987—Response of a Tall Masonry Building." Earthquake Spectra 4, no. 2 (May 1988): 319–37. http://dx.doi.org/10.1193/1.1585477.

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The Hilton Hotel in Whittier, California is an eight story reinforced hollow unit concrete masonry building. It experienced a peak ground acceleration of approximately sixty percent gravity without visible structural damage. This paper performs an analysis of the building from two perspectives. The first is a structural engineering design perspective using the structural mechanics assumptions consistent with the new strength design criteria for hollow unit shear walls in the 1988 UBC and a response spectra analysis. The second perspective is based on a nonlinear lumped parameter time history model and a step-by-step time history analysis.

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Giuriani, E., N. Gattesco, and M. Del Piccolo. "Experimental tests on the shear behaviour of dowels connecting concrete slabs to stone masonry walls." Materials and Structures 26, no. 5 (June 1993): 293–301. http://dx.doi.org/10.1007/bf02472951.

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39

Shedid, Marwan T., Wael W. El-Dakhakhni, and Robert G. Drysdale. "Characteristics of Rectangular, Flanged, and End-Confined Reinforced Concrete Masonry Shear Walls for Seismic Design." Journal of Structural Engineering 136, no. 12 (December 2010): 1471–82. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000253.

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40

Mojiri, Saeid, Michael J. Tait, and Wael W. El-Dakhakhni. "Seismic Response Analysis of Lightly Reinforced Concrete Block Masonry Shear Walls Based on Shake Table Tests." Journal of Structural Engineering 140, no. 9 (September 2014): 04014057. http://dx.doi.org/10.1061/(asce)st.1943-541x.0000967.

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41

Zhang, Jianwei, Xiangyu Li, Cheng Yu, and Wanlin Cao. "Cyclic behavior of high-strength concrete shear walls with high-strength reinforcements and boundary CFST columns." Journal of Constructional Steel Research 182 (July 2021): 106692. http://dx.doi.org/10.1016/j.jcsr.2021.106692.

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42

Zheng, Zejun, Jun Yu, Fangfang Wei, and Jun Wu. "Numerical study of blast performance of concrete filled double-steel-plate composite walls." International Journal of Protective Structures 11, no. 1 (May 2, 2019): 23–40. http://dx.doi.org/10.1177/2041419619845010.

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Currently, terrorism attack is one of the main concerns in public safety, although the probability of such attack is fairly low. From the perspective of multi-hazard mitigation, it is expected that the structural members that are used to resist earthquakes or winds in buildings should also reduce the vulnerability to blast. Concrete filled double-steel-plate composite walls are one of the novel structural members which are used as shear walls, in which concrete is filled between two steel plates and connected to them through shear studs. In this article, finite-element-based analyses were carried out to investigate the dynamic behaviour of concrete filled double-steel-plate composite walls subjected to blast loading. A three-dimensional numerical model was developed and validated based on previously published experimental results. Then, the numerical models were employed to investigate the effects of axial compression ratio, concrete strength, wall thickness and shear connector spacing on the blast performance of concrete filled double-steel-plate composite walls under different blast intensities. The results show that axial compression has both positive and negative effects on the blast performance of concrete filled double-steel-plate composite walls. The positive effect prevails due to increased effective flexural stiffness when plastic deformation under zero axial compression and the same blast load is marginal, whereas the negative effect is more dominant due to P-delta effect when evident plastic deformation occurs under zero axial compression and the same blast load.

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Gondia, Ahmed, Mohamed Ezzeldin, and Wael El-Dakhakhni. "Mechanics-Guided Genetic Programming Expression for Shear-Strength Prediction of Squat Reinforced Concrete Walls with Boundary Elements." Journal of Structural Engineering 146, no. 11 (November 2020): 04020223. http://dx.doi.org/10.1061/(asce)st.1943-541x.0002734.

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Xu, Zhifeng, Zhongfan Chen, Bashir H. Osman, and Suhang Yang. "Seismic performance of high-strength lightweight foamed concrete-filled cold-formed steel shear walls." Journal of Constructional Steel Research 143 (April 2018): 148–61. http://dx.doi.org/10.1016/j.jcsr.2017.12.027.

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Wang, Xiaoyan, Yisheng Su, and Liubin Yan. "Experimental and numerical study on steel reinforced high-strength concrete short-leg shear walls." Journal of Constructional Steel Research 101 (October 2014): 242–53. http://dx.doi.org/10.1016/j.jcsr.2014.05.015.

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46

Arafa, Ahmed, Ahmed Sabry Farghaly, and Brahim Benmokrane. "Prediction of Flexural and Shear Strength of Concrete Squat Walls Reinforced with GFRP Bars." Journal of Composites for Construction 22, no. 4 (August 2018): 06018001. http://dx.doi.org/10.1061/(asce)cc.1943-5614.0000854.

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47

Poluraju, P., and G. Appa Rao. "Performance of squat 3D sandwich walls with longitudinal reinforcement and boundary elements under lateral cyclic loading." Journal of Sandwich Structures & Materials 20, no. 8 (January 23, 2017): 946–73. http://dx.doi.org/10.1177/1099636216682546.

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Three-dimensional (3D) sandwich precast concrete walls are often used in building construction due to their superior performance, thermal efficiency, and speed of fabrication. When applied to low-rise buildings, this technology facilitates a cellular structure composed of squat sandwich walls sustaining gravity loads and performing as shear wall against lateral loads. Not much research information is available on squat 3D sandwich walls under in-plane lateral loading. This paper discusses experimental investigations on eight squat 3D sandwich walls were tested, in which four were without and four with boundary elements. In each group of four walls, two were provided with only weld mesh as reinforcement and remaining two were provided with additional longitudinal reinforcement. The shear span-to-width ratio of walls was 1.0 or 0.87 subjected to lateral quasi-static reversed loading cycles, while the vertical load was kept constant. The dimensions of unstiffened 3D sandwich walls are 1250 mm × 1250 mm, whereas the dimensions of the stiffened 3D sandwich walls are 1125 mm × 1250 mm (size of stiffening element: 370 mm × 1250 mm). The behavior of squat 3D sandwich walls has been investigated in terms of load–displacement response, crack pattern, mode of failure, ductility, stiffness degradation, and energy dissipation. Also, the present study attempts to validate the current design practices, both in Europe (Euro code 8) and in the United States (ACI 318) in relation with the experimental results. Also, other available design equations established for reinforced concrete walls to verify the applicability of these empirical formulae for sandwich walls have been examined. From the test results on 3D sandwich walls, it has been observed that the addition of longitudinal reinforcement and the boundary elements exhibited strong coupling action of shear due to the squat nature of the walls. The 3D sandwich walls with additional longitudinal reinforcement showed significant strength and stiffness.

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48

Ismail, N., T. El-Maaddawy, N. Khattak, and A. Najmal. "In-Plane Shear Strength Improvement of Hollow Concrete Masonry Panels Using a Fabric-Reinforced Cementitious Matrix." Journal of Composites for Construction 22, no. 2 (April 2018): 04018004. http://dx.doi.org/10.1061/(asce)cc.1943-5614.0000835.

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49

Zhang, Jianwei, Juan Liu, Xiangyu Li, and Wanlin Cao. "Seismic behavior of steel fiber-reinforced high-strength concrete mid-rise shear walls with high-strength steel rebar." Journal of Building Engineering 42 (October 2021): 102462. http://dx.doi.org/10.1016/j.jobe.2021.102462.

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50

Shendkar, Mangeshkumar R., Denise-Penelope N. Kontoni, Sasankasekhar Mandal, Pabitra Ranjan Maiti, and Omid Tavasoli. "Seismic Evaluation and Retrofit of Reinforced Concrete Buildings with Masonry Infills Based on Material Strain Limit Approach." Shock and Vibration 2021 (April 5, 2021): 1–15. http://dx.doi.org/10.1155/2021/5536409.

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The seismic evaluation and retrofit of reinforced concrete (RC) structures considering masonry infills is the correct methodology because the infill walls are an essential part of RC structures and increase the stiffness and strength of structures in seismically active areas. A three-dimensional four-storey building with masonry infills has been analyzed with nonlinear static adaptive pushover analysis by using the SeismoStruct software. Two models have been considered in this study: the first model is a full RC-infilled frame and the second model is an open ground storey RC-infilled frame. The infill walls have been modeled as a double strut nonlinear cyclic model. In this study, the “material strain limit approach” is first time used for the seismic evaluation of RC buildings with masonry infills. This method is based on the threshold strain limit of concrete and steel to identify the actual damage scenarios of the structural members of RC structures. The two models of the four-storey RC building have been retrofitted with local and global strengthening techniques (RC-jacketing method and incorporation of infills) as per the requirements of the structure to evaluate their effect on the response reduction factor (R) because the R-factor is an important design tool that shows the level of inelasticity in a structure. A significant increase in the response reduction factor (R) and structural plan density (SPD) has been observed in the case of the open ground storey RC-infilled frame after the retrofit. Thus, this paper aims to present a most effective way for the seismic evaluation and retrofit of any reinforced concrete structure through the material strain limit approach.

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