Journal articles: 'Seismic Behaviour of Walls'

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Coccia, Simona, Fabio Di Carlo, and Stefania Imperatore. "Masonry Walls Retrofitted with Vertical FRP Rebars." Buildings 10, no. 4 (April 3, 2020): 72. http://dx.doi.org/10.3390/buildings10040072.

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The out-of-plane behaviour of the walls as a consequence of an earthquake is the main vulnerability of existing masonry structures. In the case of rigid in compression not tensile resistant material, incremental dynamic analyses may be employed to evaluate the effective strength of a rocking element. When the seismic capacity of the wall is inadequate, retrofit interventions are required to assure an acceptable safety level. Conventional seismic retrofitting techniques on masonry walls influence the seismic performance of the element, which typically is modified in an out-of-plane bending behaviour. In this paper, analytical investigations are presented to investigate the possibility of a seismic retrofitting intervention able to increase the seismic strength of the wall without modifying its seismic behaviour. The analysed retrofitting technique consists in the application of composite vertical bars either in the middle section of the wall or at its external surfaces. The seismic behaviour of the retrofitted masonry wall is analytically evaluated by means of a parametric incremental dynamic analysis, carried out with an ad hoc in-house software. The effectiveness of the intervention is analysed in terms of level of seismic improvement, defined as the ratio between the seismic capacity of the reinforced and unreinforced walls.

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Priestley, M. J. N. "Seismic behaviour of unreinforced masonry walls." Bulletin of the New Zealand Society for Earthquake Engineering 18, no. 2 (June 30, 1985): 191–205. http://dx.doi.org/10.5459/bnzsee.18.2.191-205.

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The behaviour of unreinforced masonry walls under seismic loading is considered, with particular emphasis being given to face-load response. It is shown that traditional methods of assessing seismic performance based on elastic stress calculations result in excessively conservative results when compared with more realistic methods of assessment. In particular, an assessment procedure based on energy considerations is developed at some length, and is illustrated by a worked sample.

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Robinson, L. M., and M. J. N. Priestley. "Seismic behaviour of unreinforced masonry walls." Bulletin of the New Zealand Society for Earthquake Engineering 19, no. 1 (March 31, 1986): 65–75. http://dx.doi.org/10.5459/bnzsee.19.1.65-75.

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Tomaževič, Miha, and Iztok Klemenc. "Seismic behaviour of confined masonry walls." Earthquake Engineering & Structural Dynamics 26, no. 10 (October 1997): 1059–71. http://dx.doi.org/10.1002/(sici)1096-9845(199710)26:10<1059::aid-eqe694>3.0.co;2-m.

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Benoy, Sneha, and Asha Joseph. "Seismic behaviour of post-tensioned concrete shear wall: a review." Sustainability, Agri, Food and Environmental Research 10, no. 1 (April 21, 2021): 1–11. http://dx.doi.org/10.7770/safer-v10n1-art2515.

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Shear walls are specifically meant to withstand lateral forces exerted by either wind or earthquake loads on a structure. Due to their superior strength and stiffness, shear walls have been an integral feature of mid-rise and high- rise structures over the past two decades. Various studies have been performed in this field. Usage of post-tensioned tendons in the traditional shear wall is one of the major advancements in recent times so as to increase the stiffness and reduce the damage incurred by destructive earthquakes. The key advantage of post-tensioned shear walls is the potential to re-centre after a devastating earthquake which is lacking in conventional reinforced concrete (RC) shear walls that rely on yielding creating large deformations. Moreover, compared with conventional shear wall construction, post-tensioned shear walls can reduce the use of vertical mild steel reinforcement. This results in materials being used more effectively and eliminates congestion. This paper seeks to review and analyze the research studies based on post- tensioned shear wall focusing on works published within the last decade. Firstly, the benefits of using post-tensioned shear walls in seismically active areas are illustrated. The behaviour and parameters controlling the performance of post-tensioned shear walls are then studied. A critical study of the factors responsible for the performance of post- tensioned shear wall is the primary objective of this review. Keywords- Shear Wall, Post-Tensioning, Energy-Dissipation, Self-Centering

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Elmenshawi, Abdelsamie, Mohamed Sorour, Aftab Mufti, Leslie G. Jaeger, and Nigel Shrive. "In-plane seismic behaviour of historic stone masonry." Canadian Journal of Civil Engineering 37, no. 3 (March 2010): 465–76. http://dx.doi.org/10.1139/l09-166.

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Since the advent of the latest National building code of Canada, the level of intervention required to meet seismic requirements for the rehabilitation of heritage buildings has increased significantly. An example of this type of project is the rehabilitation of the West Block on Parliament Hill in Ottawa. Eight walls representative of the stone masonry in the West Block building were constructed, some with different rehabilitation schemes, and tested to investigate their in-plane seismic behaviour. The walls were double wythes of sandstone and limestone connected by a rubble core. The walls were 2750 mm high by 2000 mm wide by 540 mm thick. The rehabilitation schemes represented different ways of tying the stone wythes together, since the outer sandstone wythe has separated from the rubble core in some locations in the existing structure. The results reveal that the suggested strengthening schemes neither benefit nor degrade the in-plane seismic behaviour compared to that of a plain wall.

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Poletti, Elisa, and Graca Vasconcelos. "Seismic Behaviour and Retrofitting of Timber Frame Walls." Advanced Materials Research 778 (September 2013): 706–13. http://dx.doi.org/10.4028/www.scientific.net/amr.778.706.

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Half-timbered buildings are well known as one of the most efficient seismic resistant structure in the world, but their popularity is not only due to their seismic performance, but also to their low cost and the strength they offer. These structures generally consist of exterior masonry walls with timber elements embedded which tie the walls together and internal walls which have a timber frame with masonry infill and act as shear walls. Generally, different types of infill could be applied to half-timbered walls depending on the country, namely brick masonry, rubble masonry, hay, mud, etc. The focus of this paper is to study the seismic behaviour of the walls when no infill is present, i.e. considering only the timber frame, and then compare the results with those of the infill walls. Static cyclic tests have been performed on unreinforced timber frame walls and appropriate strengthening solutions have been applied in order to test the walls in a retrofitted condition, namely (1) steel plates with different configurations and (2) steel flat bars inserted with the NSM technique.

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Wibowo, Ari, Indradi Wijatmiko, and Christin R. Nainggolan. "Cyclic Behaviour of Expanded Polystyrene (EPS) Sandwich Reinforced Concrete Walls." Advances in Materials Science and Engineering 2018 (December 26, 2018): 1–9. http://dx.doi.org/10.1155/2018/7214236.

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Precast concrete walls become increasingly utilized due to the rapid needs of inexpensive fabricated house especially as traditional construction cost continues to climb, and also, particularly at damaged area due to natural disasters when the requirement of a lot of fast-constructed and cost-efficient houses are paramount. However, the performance of precast walls under lateral load such as earthquake or strong wind is still not comprehensively understood due to various types of reinforcements and connections. Additionally, the massive and solid wall elements also enlarge the building total weight and hence increase the impact of earthquake significantly. Therefore, the precast polystyrene-reinforced concrete walls which offer light weight and easy installment became the focus of this investigation. The laboratory test on two reinforced concrete wall specimens using EPS (expanded polystyrene) panel and wire mesh reinforcement has been conducted. Quasi-static load in the form of displacement controlled cyclic tests were undertaken until reaching peak load. At each discrete loading step, lateral load-deflection behaviour, crack propagation, and collapse mechanism were measured which then were compared with theoretical analysis. The findings showed that precast polystyrene-reinforced concrete walls gave considerable seismic performance for the low-to-moderate seismic region reaching up to 1% drift at 20% drop of peak load. However, it might not be sufficient for high seismic regions, at which double-panel wall type can be more suitable.

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Baetu, Sergiu Andrei, Alex H. Barbat, Ioan Petru Ciongradi, and Georgeta Baetu. "Seismic damage evaluation of reinforced concrete buildings with slit walls." Engineering Computations 32, no. 6 (August 3, 2015): 1661–90. http://dx.doi.org/10.1108/ec-09-2014-0197.

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Purpose – The purpose of this paper is to investigate a reinforced concrete multi-storey building with dissipative structural walls. These walls can improve the behaviour of a tall multi-storey building. The authors’ main objective is to evaluate the damage of a building with dissipative walls in comparison with that of a building with solid walls. Design/methodology/approach – In this paper, a comparative nonlinear dynamic analysis between a building with slit walls and then the same building with solid walls is performed by means of SAP2000 software and using a layer model. The solution to increase the seismic performance of a building with structural walls is to create slit zones with short connections in to the walls. The short connections are introduced as a link element with multi-linear pivot hysteretic plasticity behaviour. The hysteretic rules and parameters of these short connections were proposed by the authors and used in this analysis. In this study, the authors propose to evaluate the damage of a building with reinforced concrete slit walls with short connections using seismic analysis. Findings – Using the computational model created by the authors for the slit wall, a seismic analysis of a multi-storey building with slit walls was done. From the results obtained, the advantages of the proposed model are observed. Originality/value – Using a simple computational model, created by the authors, that consume low processing resources and reduces processing time, a nonlinear dynamic analysis on high-rise buildings was done. Unlike other studies on slit walls with short connections, which are focused mostly on the nonlinear dynamic behaviour of the short connections, in this paper the authors take into consideration the whole structural system, wall, connections and frames.

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Busselli, Matteo, Davide Cassol, Alessandro Prada, and Ivan Giongo. "Timber Based Integrated Techniques to Improve Energy Efficiency and Seismic Behaviour of Existing Masonry Buildings." Sustainability 13, no. 18 (September 17, 2021): 10379. http://dx.doi.org/10.3390/su131810379.

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The retrofit solutions studied herein aim to improve the seismic and energetic behaviours of existing masonry buildings to guarantee safety and the preservation of the building heritage. The retrofit consists of timber-based products (panels and strong-backs) fixed to the masonry walls using mechanical point-to-point connections; the durability and the hygrothermal performance of the solutions are guaranteed by insulation layers and membranes. The thermophysical properties of the retrofitted walls were evaluated by means of analytical and numerical analyses, considering the heat transmission in both steady and unsteady state conditions and the thermal bridge in correspondence with the corner of the wall. The in-plane seismic behaviour of the retrofitted walls was numerically investigated through nonlinear analyses. The influence of various parameters (such as masonry and insulation properties) on the performance of the retrofit solutions was analysed via parametric simulations.

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Wijanto, Sugeng, Takim Andriono, and Jovita Augusta Tanudjaja. "Seismic Behaviour of Strengthened Unreinforced Masonry Walls using Kevlar-FRP." Civil Engineering Dimension 23, no. 1 (April 20, 2021): 44–53. http://dx.doi.org/10.9744/ced.23.1.44-53.

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Unreinforced masonry walls (URM) in old buildings are vulnerable to collapse upon receiving high lateral inertia force due to earthquakes. However, a high strength fiber material such as Kevlar fiber has been identified as able to improve the URM-Wall performance, especially in shear strength enhancement. In this research, the seismic performance of an URM-Wall was analysed using SAP2000 by modeling the wall with three dimensional solid elements. Solids and springs as link connectors were assigned to represent the masonry behavior. The aim of this research is to compare between results obtained from the computer analyses and the previously conducted laboratory experiments. The effectiveness of Kevlar material installed in the diagonal directions of both wall surfaces was investigated. It was found that the failure mechanism shown by the SAP2000 model is similar to the laboratory test results.

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Han, S. W., Y. H. Oh, and L. H. Lee. "Seismic behaviour of structural walls with specific details." Magazine of Concrete Research 54, no. 5 (October 2002): 333–45. http://dx.doi.org/10.1680/macr.2002.54.5.333.

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Smilović, M., J. Radnić, and A. Harapin. "Shear effect on seismic behaviour of masonry walls." Materialwissenschaft und Werkstofftechnik 50, no. 5 (May 2019): 565–79. http://dx.doi.org/10.1002/mawe.201800185.

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Elmenshawi, Abdelsamie, Mohamed Sorour, Don Duchesne, Jocelyn Paquette, Aftab Mufti, Leslie Jaeger, and Nigel Shrive. "On the Dynamic Behaviour of Strengthened Stone Masonry Walls." Advanced Materials Research 133-134 (October 2010): 671–76. http://dx.doi.org/10.4028/www.scientific.net/amr.133-134.671.

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Unreinforced stone masonry is common in heritage structures worldwide. Unfortunately, these structures are susceptible to failure or severe damage when subject to dynamic or seismic loading. Conservation of historic structures is a challenge as the heritage and cultural values need to be preserved while the advent of new seismic codes may require major strengthening to be implemented. The new seismic codes demand high seismic strength and ductility for such structures, whereas neither the strength nor the ductility of an existing stone masonry building can be quantified easily. The Parliament buildings of Canada fall into this category. Therefore, an extensive experimental program was carried out to investigate the dynamic and seismic behaviours of stone walls representative of Canada’s Parliament buildings. The walls were constructed of double stone wythes with the cavity between being filled with weak mortar, shards and small stones, constituting a rubble core of the walls. The experimental program included in-plane quasi-static, free vibration and high frequency loadings, together with out-of-plane shake table tests. The tests were aimed at investigating the integrity, strength, damping, stiffness degradation, and ductility of the walls. Different potential strengthening methods were assessed, methods that would minimize structural intervention and preserve the heritage values of the building. The methods involved different metallic anchors and traditional stone interlocking to tie the two outer wythes together. Fortunately, the stone walls exhibited satisfactory performance in all cases. In addition, the test results suggested that plain un-strengthened stone walls had strength and other characteristics similar to those of the rehabilitated walls, in the range of the imposed load scenarios.

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Towhata, Ikuo, Md Jahangir Alam, Tsuyoshi Honda, and Satoshi Tamate. "Model tests on behaviour of gravity-type quay walls subjected to strong shaking." Bulletin of the New Zealand Society for Earthquake Engineering 42, no. 1 (March 31, 2009): 47–56. http://dx.doi.org/10.5459/bnzsee.42.1.47-56.

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Seismic stability of gravity-type quay walls and prevention of their large distortion are of major concern from a disaster prevention view point as well as in the sense of successful restoration after strong seismic events. There are, however, many existing walls which are of limited seismic resistance and would not be safe under increasing magnitude of design earthquakes. The present study conducted shaking model tests in both 1-g and 50-g centrifugal fields in order to demonstrate the efficiency of available mitigation technologies. Test results suggest that soil improvement in the loose foundation sand can reduce the quay wall damage to a certain extent when the intensity of shaking is around 0.30g. In contrast, under stronger shaking, the centrifugal tests manifested that those measures are not promising because of the increased effects of seismic inertia force.

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Kusunoki, Koichi, Chikashi Nishikura, and Akira Tasai. "Experimental study on the seismic behaviour of RC beams with standing and hanging walls." Bulletin of the New Zealand Society for Earthquake Engineering 50, no. 4 (December 31, 2017): 537–46. http://dx.doi.org/10.5459/bnzsee.50.4.537-546.

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Recently, earthquake damage to non-structural walls has become one of the important issues in Japan. Some buildings were demolished after the 2011 Tohoku Earthquake due to damage of non-structural walls without any significant damage in structural members. After that, several projects were launched to develop a new method to take into account the effect of non-structural walls (hanging, standing, and wing walls). In this paper, experimental test results for beam-column joints with non-structural walls are presented. The objectives of the tests were to investigate the equivalent length and hinge location of beams with hanging and standing walls. The results showed that the yield hinge located at the surface of the wing walls and beam-column joint should be modelled as rigid to estimate the deformation of the beams, regardless of the thickness and height of the wall. A tri-linear modelling method for beams with hanging and standing walls was also proposed, and its applicability was confirmed with the test results.

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Sun, Zhijuan, Jiliang Liu, and Mingjin Chu. "Experimental Study on Behaviors of Adaptive-slit Shear Walls." Open Civil Engineering Journal 7, no. 1 (October 31, 2013): 189–95. http://dx.doi.org/10.2174/1874149501307010189.

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In order to meet the needs of performance-based seismic design, a new type of adaptive-slit shear wall that is easy to construct and behaves well under cyclic loading is introduced to improve the seismic performance of conventional shear wall structures. The seismic damage of an adaptive-slit shear wall develops gradually and it transforms from integral wall into slit wall. The mechanical characteristics of adaptive-slit shear walls suggest that such walls are adaptive to various seismic requirements under earthquakes of different intensities. Compared with conventional shear walls, the new wall is highly ductile and is advantageous in controlling the seismic damage process.

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Paulay, T. "Seismic response of structural walls: recent developments." Canadian Journal of Civil Engineering 28, no. 6 (December 1, 2001): 922–37. http://dx.doi.org/10.1139/l01-054.

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It is postulated that for purposes of seismic design, the ductile behaviour of lateral force-resisting wall components, elements, and indeed the entire system can be satisfactorily simulated by bilinear forcedisplacement modeling. This enables displacement relationships between the system and its constituent components at a particular limit state to be readily established. To this end, some widely used fallacies, relevant to the transition from the elastic to the plastic domain of behaviour, are exposed. A redefinition of stiffness and yield displacement allows more realistic predictions of the important feature of seismic response, component displacements, to be made. The concepts are rational, yet very simple. Their applications are interwoven with the designer's intentions. Contrary to current design practice, whereby a specific global displacement ductility capacity is prescribed for a particular structural class, the designer can determine the acceptable displacement demand to be imposed on the system. This should protect critical components against excessive displacements. Specific intended displacement demands and capacities of systems comprising reinforced concrete cantilever and coupled walls can be estimated.Key words: ductility, displacements, reinforced concrete, seismic design, stiffness, structural walls.

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Dean, J. A., W. G. Stewart, and A. J. Carr. "The seismic behaviour of plywood sheathed shearwalls." Bulletin of the New Zealand Society for Earthquake Engineering 19, no. 1 (March 31, 1986): 48–63. http://dx.doi.org/10.5459/bnzsee.19.1.48-63.

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Plywood sheathed timber shearwalls are commonly incorporated in timber structures to resist wind and earthquake induced lateral, forces. Such shearwalls are classified in the NZS 4203:1984 earthquake loading provisions as being ductile and are currently designed to earthquake load levels of 25% of the smoothed elastic response spectrum force, i.e. corresponding to SM = 1 in terms of NZS 4203:1984 notation. However, a case study is examined which illustrates that compliance with the NZS 3603:1981 permissible wind-seismic connection load and stress levels does not ensure ductility. Recommendations are made for a capacity design procedure in which the sheathing nailing acts as the ductile load limiting element. Even when this is achieved, cyclic loading of the walls at seismic design load levels causes progressive degrading of strength and stiffness properties resulting in a pinched hysteretic loop. The displacement demands on walls in which this occurs when subjected to a design intensity earthquake ground motion are compared in the paper with the corresponding displacement demands on elastic plastic structures. Selected test results are presented of eleven full scale shearwalls subjected to cyclic static and shaketable loading. The performance of the sheathing nailing, framing connections and foundation connections is reported in detail. Based on the test observations and an analysis of the force distribution within the framing, particular details are recommended to ensure ductile response. A theoretical time history single degree of freedom dynamic idealisation is described which represents the observed wall behaviour, and which is suitable for incorporation into multistorey analyses.

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Poletti, Elisa, and Graça Vasconcelos. "Seismic behaviour of traditional timber frame walls: experimental results on unreinforced walls." Bulletin of Earthquake Engineering 13, no. 3 (July 2, 2014): 885–916. http://dx.doi.org/10.1007/s10518-014-9650-9.

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Zamiran, Siavash, Hadi Ghojavand, and Hamidreza Saba. "Numerical Analysis of Soil Nail Walls under Seismic Condition in 3D Form Excavations." Applied Mechanics and Materials 204-208 (October 2012): 2671–76. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.2671.

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Typically, temporary soil nailing systems are not required to provide for design level earthquake occurrences consistent with the building or structure being constructed inside the excavation. However, the seismic response of the permanent soil nail walls during the earthquakes should be evaluated. On the other hand, evaluation of 3D response of soil nailing walls have some strange manners that should be considered in the numerical analysis. In this paper, numerical simulations of soil nail walls under vibrational input have been carried out, and the results are compared with the function of soil nail walls under ordinary statistical loading. The behaviour of geometry of nails are mentioned under static and seismic analysis. After that some investigations are carried out to find respond of soil nailing walls in some 3D excavation forms. The analysis is performed with finite difference software called FLAC3D. The results are prepared as lateral displacement of the walls and normalized maximum tensile forces for nails. These results can demonstrate the behavior of external and internal resistance of soil nail walls under seismic and static analysis. The deformation of wall under the static and dynamic manner varies in a wide range. On the other hand, tensile loads that are produced in nails under the static manner are namely 50% less than the dynamic manner.

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Coccia, Simona, Fabio di Carlo, and Stefania Imperatore. "Seismic Behaviour of Rocking Elements Reinforced with Composite Materials." Key Engineering Materials 747 (July 2017): 604–11. http://dx.doi.org/10.4028/www.scientific.net/kem.747.604.

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Seismic behaviour and vulnerability of existing masonry structures are typically characterized by out-of-plane response of vertical walls. The dynamic response of such elements can be analytically assessed considering the dynamic equation of rigid bodies not resistant to tensile stresses. Many studies available in literature have highlighted the vulnerability of this type of structures against out-of-plane movements. In order to withstand horizontal seismic actions, appropriate and effective retrofitting interventions have to be properly designed. In this paper, the rocking response of a masonry wall retrofitted with elastic GFRP bars is investigated. A parametric survey is also carried out, to evaluate the increase in strength of the masonry wall, due to the presence of the composite material.

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Bhowmick, Anjan K., Gilbert Y. Grondin, and Robert G. Driver. "Performance of Type D and Type LD steel plate walls." Canadian Journal of Civil Engineering 37, no. 1 (January 2010): 88–98. http://dx.doi.org/10.1139/l09-126.

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A finite element model is developed to study the behaviour of unstiffened steel plate walls. The model includes both material and geometric nonlinearities and strain rate effects. The model is first validated using the results from quasistatic and dynamic experimental programs. The validated finite element model is then used to study the performance of four storey and eight storey steel plate walls with moment-resisting beam-to-column connections under spectrum compatible seismic records for Vancouver and Montreal. Two different steel plate wall types defined in the current Canadian standard CAN/CSA-S16–01 are considered, namely, Type D (ductile) and Type LD (limited-ductility) plate walls. All the Type D walls, designed according to the capacity design provisions, exhibit better inelastic seismic responses than the Type LD plate walls. The analyses of eight storey steel plate walls show that in high seismic regions, such as Vancouver, medium- to high-rise Type LD plate walls may exhibit yielding in columns in intermediate floors. The study also shows that in more moderate seismic regions, like Montreal, Type LD plate walls behave in a stable and ductile manner and can be used for low- to medium-rise buildings.

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Cilingir, U., S. K. Haigh, S. P. G. Madabhushi, and X. Zeng. "Seismic behaviour of anchored quay walls with dry backfill." Geomechanics and Geoengineering 6, no. 3 (September 2011): 227–35. http://dx.doi.org/10.1080/17486025.2011.578670.

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Shawa, Omar Al, Gianmarco Felice, Alberto Mauro, and Luigi Sorrentino. "Out-of-plane seismic behaviour of rocking masonry walls." Earthquake Engineering & Structural Dynamics 41, no. 5 (September 23, 2011): 949–68. http://dx.doi.org/10.1002/eqe.1168.

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Sadegh Azar, Hamid, and Moritz Lönhoff. "Seismic out-of-plane behaviour of unreinforced AAC walls." International Journal of Masonry Research and Innovation 5, no. 2 (2020): 209. http://dx.doi.org/10.1504/ijmri.2020.10027478.

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Lönhoff, Moritz, and Hamid Sadegh Azar. "Seismic out-of-plane behaviour of unreinforced AAC walls." International Journal of Masonry Research and Innovation 5, no. 2 (2020): 209. http://dx.doi.org/10.1504/ijmri.2020.106304.

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Bariola, J., and M. A. Sozen. "Seismic Tests of Adobe Walls." Earthquake Spectra 6, no. 1 (February 1990): 37–56. http://dx.doi.org/10.1193/1.1585557.

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The object of this investigation was to study the stability of adobe walls during earthquakes. Nine earthquake simulation tests were made to investigate the influence of the following variables: (1) type of ground motion, (2) slenderness (thickness/height ratio), (3) wall thickness. Dimensions of specimen ranged from: 0.2 × 1.2 × 1.4 m through 0.4 × 1.2 × 2.80 m. Six specimens were tested with a soft-soil ground motion and other five to stiff-soil ground motion. Behavior of all specimens was characterized by cracking at the base followed by rocking motion. Failure occurred by overturning (short specimens) or by upper-level cracking (tall specimens). An analytical model was successful in calculating the susceptibility of the walls to overturning. Experimental and analytical results indicated that failure depends primarily on ground motion acceleration level and wall slenderness.

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Bucciero, Bianca, Tatiana Pali, Maria Teresa Terracciano, Vincenzo Macillo, Luigi Fiorino, and Raffaele Landolfo. "Shake Table Testing of Lightweight Steel Drywall Nonstructural Components." Key Engineering Materials 763 (February 2018): 423–31. http://dx.doi.org/10.4028/www.scientific.net/kem.763.423.

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Damages of non-structural components during a seismic event can involve risks for the human life, interruption of ordinary activities and significant economic losses. Therefore, the understanding of the seismic behaviour of non-structural components is a fundamental prerequisite for their use. In this context, a cooperation between the University of Naples "Federico II" and KnaufGips KG Company, aimed to the knowledge of seismic response of lightweight steel drywall non-structural components was carried forward. In this framework, shake table tests were carried out on protoypes composed by indoor partition walls, outdoor façade walls and suspended continuous ceilings. The influence on seismic response of basic and enhanced anti-seismic solutions, corresponding to the use of fixed or sliding connections at the walls and ceilings perimeter, was investigated. The seismic response in terms of damage occurrence was also evaluated by fragility curves, which show that enhanced solutions have a better seismic response than basic solutions and indoor partition walls have a higher seismic “fragility” than outdoor façade walls.

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Filiatrault, A. "Static and dynamic analysis of timber shear walls." Canadian Journal of Civil Engineering 17, no. 4 (August 1, 1990): 643–51. http://dx.doi.org/10.1139/l90-073.

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Light-frame wood structures have evolved in recent years to the point where their earthquake resistance is now questionable. Shear walls are commonly used to provide lateral stiffness and strength in wood buildings. Therefore, accurate predictions of the seismic behaviour of timber shear walls are necessary in order to evaluate the safety of existing timber buildings and improve design practice. This paper develops and validates a simple structural analysis model to predict the behaviour of timber shear walls under lateral static loads and earthquake excitations. The model is restricted to two-dimensional shear walls with arbitrary geometry. The nonlinear load –slip characteristics of the fasteners are used in a displacement-based energy formulation to yield the static and dynamic equilibrium equations. The model is embedded in a shear wall analysis program (SWAP) developed for microcomputer applications. The predictions of the model are compared with full-scale racking and shake table tests. The ability of the model to accurately predict the lateral stiffness, the ultimate lateral load capacity, and the complete earthquake response of timber shear walls is clearly demonstrated. Key words: dynamics, earthquakes, seismic response, timber construction, walls, wood.

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Tomić, Igor, Francesco Vanin, Ivana Božulić, and Katrin Beyer. "Numerical Simulation of Unreinforced Masonry Buildings with Timber Diaphragms." Buildings 11, no. 5 (May 14, 2021): 205. http://dx.doi.org/10.3390/buildings11050205.

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Though flexible diaphragms play a role in the seismic behaviour of unreinforced masonry buildings, the effect of the connections between floors and walls is rarely discussed or explicitly modelled when simulating the response of such buildings. These flexible diaphragms are most commonly timber floors made of planks and beams, which are supported on recesses in the masonry walls and can slide when the friction resistance is reached. Using equivalent frame models, we capture the effects of both the diaphragm stiffness and the finite strength of wall-to-diaphragm connections on the seismic behaviour of unreinforced masonry buildings. To do this, we use a newly developed macro-element able to simulate both in-plane and out-of-plane behaviour of the masonry walls and non-linear springs to simulate wall-to-wall and wall-to-diaphragm connections. As an unretrofitted case study, we model a building on a shake table, which developed large in-plane and out-of-plane displacements. We then simulate three retrofit interventions: Retrofitted diaphragms, connections, and diaphragms and connections. We show that strengthening the diaphragm alone is ineffective when the friction capacity of the wall-to-diaphragm connection is exceeded. This also means that modelling an unstrengthened wall-to-diaphragm connection as having infinite stiffness and strength leads to unrealistic box-type behaviour. This is particularly important if the equivalent frame model should capture both global in-plane and local out-of-plane failure modes.

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Dong, Hong Ying, Wan Lin Cao, and Jian Wei Zhang. "Application and Experimental Study on Seismic Behavior of Composite Core Walls with STRC Columns." Advanced Materials Research 446-449 (January 2012): 395–99. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.395.

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According to the structural design in a project in Dalian, experimental study on seismic behavior of composite core walls with steel tube-reinforced concrete (STRC) columns were carried out. Five 1/6 scale composite core wall specimens with different steel reinforced details in the walls and different openings on the walls were designed and tested under cyclic loading. Based on the experiment, hysteretic property, load-carrying capacity, ductility, energy dissipation capacity and damage characteristics of the five specimens were compared and analyzed. The results show that the core walls with STRC columns have good seismic behavior. And the seismic behavior can be greatly improved by setting concealed steel trusses in the walls.

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Xu, Ming, Yong Qin Yao, Liang Chen, and Zhong Fan Chen. "Experimental Study on Seismic Behavior of Cold-Formed Thin-Walled Steel R.C.Shear Wall." Advanced Materials Research 446-449 (January 2012): 708–13. http://dx.doi.org/10.4028/www.scientific.net/amr.446-449.708.

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CTSRC (cold-formed thin-walled steel reinforced concrete) shear walls system studied herein is made up of cold-formed steel and concrete. Five shear walls were tested quasi-statically under low cyclic lateral loads. The characteristics including failure modes, hysteretic characteristics, ductility and stiffness degradation are investigated. Analytical result indicates that, the CTSRC shear wall structure possess adequate bearing capacity, good seismic performance and high ductility. Stirrup ratio of the restrained side columns had no significant influence on wall’s bearing capacity, but walls with higher stirrup ratio show higher ductility.

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Chen, Liang, and Zhong Fan Chen. "Experimental Study on Seismic Behavior of Meshwork Cold-Formed Thin-Wall Steel RC Shear Wall." Advanced Materials Research 368-373 (October 2011): 1943–48. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.1943.

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CTSRC structure is a new composite structural system for residential buildings and it consists of walls and floors which are made of the prefabricated steel skeleton and the infill of concrete. Four pieces of CTSRC shear wall specimens and one piece of RC shear wall specimen are tested under low cyclic lateral loads to study the final failure modes and analyze its structural seismic performance. It shows that the CTSRC shear wall structure possess adequate bearing capacity, fine seismic performance and ductility. CTSRC shear walls are better than RC shear walls in the seismic behavior, and it could replace traditional shear walls structure applying to practical engineering. Inserting ring used for connecting profile steel can transfer stress well and it is recognized as a reasonable construction measure.

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Chen, Wei, Fang Bo Wu, Xu Hong Zhou, and Hai Lin Huang. "Experimental Investigation of Seismic Behavior of a New Type Masonry Walls." Advanced Materials Research 639-640 (January 2013): 732–39. http://dx.doi.org/10.4028/www.scientific.net/amr.639-640.732.

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Conventional concrete hollow blocks have vertical single or multiple holes and they have been extensively used in masonry structures and as infill walls in reinforced concrete frame structures. However, most masonry walls using conventional concrete hollow blocks have the shortcoming of poor seismic resistance. A new type concrete hollow block with horizontal-holes has been developed and it could significantly improve the seismic resistance of a masonry wall as well as simplify the construction processes. The new hollow blocks are very easy to build a wall in a construction site and, in particular, they enable a convenient construction of reinforced concrete (RC) horizontal strips in their horizontal cavities and such RC strips can be readily connected to the adjacent RC columns. This provides an innovative seismic resistant measure to enhance the seismic resistance of masonry walls. In order to evaluate the seismic behavior of the new type masonry walls, an experimental investigation was carried out and seven full scale wall specimens were tested under in-plane cyclic loading. The experimental parameters include the number of horizontal RC strips, strength of the hollow blocks, height/width ratio of a wall and, with or without a window opening in the wall. In this paper, the details of the experimental investigation and the main test results are presented and, the characteristics of the seismic behavior of these wall specimens are discussed in relation to the influence of the experimental parameters.

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Shahnewaz, Md, Shahria Alam, and Thomas Tannert. "In-Plane Strength and Stiffness of Cross-Laminated Timber Shear Walls." Buildings 8, no. 8 (August 3, 2018): 100. http://dx.doi.org/10.3390/buildings8080100.

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The research presented herein investigated the in-plane performance of cross-laminated timber (CLT) shear walls for platform-type buildings under lateral loading. Finite element models of CLT connections (i.e., brackets, hold-downs and self-tapping screws) were developed in OpenSees and calibrated against experimental tests to represent the connections’ hysteresis behaviour under cyclic tension and shear loading. The results were incorporated into models of CLT single and coupled shear walls. The results in terms of peak displacement, peak load and energy dissipation were in good agreement when compared to full-scale shear wall tests. Subsequently, a parametric study of 56 single and 40 coupled CLT shear walls was conducted with varying numbers and types of connectors (wall-to-floor and wall-to-wall) for evaluating their seismic performance. It was found that the strength, stiffness and energy dissipation of the single and coupled CLT shear walls increased with an increase in the number of connectors. Single shear walls with hold-downs and brackets performed better under seismic loading compared to walls with brackets only. Similarly, coupled shear walls with four hold-downs performed better compared to walls with two hold-downs. Finally, ductility of coupled shear walls was found to be 31% higher compared to that of single shear walls. The findings from this research are useful for engineers to efficiently design CLT shear walls in platform-type construction.

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Hou, Hetao, Weiqi Fu, Canxing Qiu, Jirun Cheng, Zhe Qu, Wencan Zhu, and Tianxiang Ma. "Effect of axial compression ratio on concrete-filled steel tube composite shear wall." Advances in Structural Engineering 22, no. 3 (August 28, 2018): 656–69. http://dx.doi.org/10.1177/1369433218796407.

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This study proposes a new type of shear wall, namely, the concrete-filled steel tube composite shear wall, for high performance seismic force resisting structures. In order to study the seismic behavior of concrete-filled steel tube composite shear wall, cyclic loading tests were conducted on three full-scale specimens. One conventional reinforced concrete shear wall was included in the testing program for comparison purpose. Regarding the seismic performance of the shear walls, the failure mode, deformation capacity, bearing capacity, ductility, hysteretic characteristics, and energy dissipation are key parameters in the analysis procedure. The testing results indicated that the bearing capacity, the ductility, and the energy dissipation of the concrete-filled steel tube composite shear walls are greater than that of conventional reinforced concrete shear walls. In addition, the influence of axial compression ratio on the seismic behavior of concrete-filled steel tube composite shear wall is also investigated. It was found that higher axial compression ratio leads to an increase in the bearing capacity of concrete-filled steel tube composite shear walls while a reduction in the ductility capacity.

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Wu, Qin, Huagang Zhang, Hongniao Chen, Xin Zhang, YanHui Wei, Li Li, and Kejian Ma. "Seismic Behaviour of Cast-In-Situ Phosphogypsum-Reinforced Concrete Grid Frame Composite Walls." Advances in Civil Engineering 2019 (November 4, 2019): 1–17. http://dx.doi.org/10.1155/2019/1529137.

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This paper mainly studies the effect of cast-in-situ phosphogypsum on seismic behaviour of reinforced concrete grid frame. The mechanical behaviour of three reinforced concrete grid frames and four cast-in-situ phosphogypsum-reinforced concrete grid frame composite walls under low cycle alternating load was designed and tested. The test results show that the reinforced concrete grid frame has less bearing capacity and poor energy consumption. The addition of cast-in-situ phosphogypsum can effectively improve the seismic behaviour of the reinforced concrete grid frame. Compared with the reinforced concrete grid frame, the bearing capacity of the cast-in-situ phosphogypsum-reinforced concrete grid frame composite wall is increased by 2-3 times, the displacement ductility coefficient is increased by 0.95∼1.2 times, and the relative accumulative energy consumption is increased by 86%∼216%. This shows that the composite wall has better bearing capacity, ductility, and energy dissipation capacity.

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Yuan, Quan, Qian Feng Yao, and Ying Jie Jia. "Study on Hysteretic Model and Damage Model of Multi-Ribbed Composite Wall." Key Engineering Materials 302-303 (January 2006): 644–50. http://dx.doi.org/10.4028/www.scientific.net/kem.302-303.644.

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The use of composite materials in structural engineering is recent, and researchers need to investigate their behavior features. A new unit of multi-ribbed composite wall is introduced. A multi-ribbed composite wall is the main bearing-load member in multi-ribbed slab structures (MRSS). The bearing-load characteristics and seismic properties of the wall are different from those of other ordinary concrete members In order to study seismic behavior and durability of Multi-ribbed composite walls, experiments of 26 pieces of composite walls under cyclic loading were carried out, and then the hysteretic model of shear force–shear deformation is established. The hysteretic curves of typical composite walls are calculated. The calculated curves agree well with the experimental ones. The damage model is quantified. This study introduces a quantitative analysis means for evaluating seismic behavior aspects of damage and durability of multi-ribbed composite walls.

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Watkins, Jonathan, Sri Sritharan, Takuya Nagae, and Richard S. Henry. "Computational modelling of a four storey post-tensioned concrete building subjected to shake table testing." Bulletin of the New Zealand Society for Earthquake Engineering 50, no. 4 (December 31, 2017): 595–607. http://dx.doi.org/10.5459/bnzsee.50.4.595-607.

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Prior research into low-damage wall systems has predominately focused on the walls behaviour in isolation from other building components. Although the response of these isolated walls has been shown to perform well when subjected to both cyclic and dynamic loading, uncertainty exists when considering the effect of interactions between walls and other structural and non-structural components on the seismic response and performance of entire buildings. To help address this uncertainty a computational model was developed to simulate the response of a full-scale four-storey building with post-tensioned precast concrete walls that was subjected to tri-axial earthquake demands on the E-Defence shake table. The model accurately captured the buildings measured response by incorporating the in-plane and out-of-plane non-linear behaviour of both the wall and floor elements. The model was able to simulate the deformation demands imposed on the floor due to compatibility with the post-tensioned walls, closely matching the behaviour and damage observed during the test. Dynamic loading and wall-to-floor interaction were shown to significantly increase the over-strength actions that developed when compared to the wall system considered in isolation.

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Kong, Jing-Chang, Chang-Hai Zhai, and Chun-Hui Liu. "Two-way seismic behaviour of concrete frames with infill walls." Proceedings of the ICE - Structures and Buildings 168, no. 9 (September 1, 2015): 649–63. http://dx.doi.org/10.1680/stbu.14.00055.

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CONTI, R., G. S. P. MADABHUSHI, and G. M. B. VIGGIANI. "On the behaviour of flexible retaining walls under seismic actions." Géotechnique 62, no. 12 (December 2012): 1081–94. http://dx.doi.org/10.1680/geot.11.p.029.

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Lu, Xilin, and Yuguang Dong. "Experimental Study on Seismic Behaviour of Steel Reinforced Concrete Walls." IABSE Symposium Report 92, no. 3 (January 1, 2006): 18–25. http://dx.doi.org/10.2749/222137806796185607.

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Li, Bing, Zuanfeng Pan, and Yiwen Zhao. "Seismic behaviour of lightly reinforced concrete structural walls with openings." Magazine of Concrete Research 67, no. 15 (August 2015): 843–54. http://dx.doi.org/10.1680/macr.14.00428.

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Kong, Jing-Chang, Chang-Hai Zhai, and Chun-Hui Liu. "Two-way seismic behaviour of concrete frames with infill walls." Proceedings of the Institution of Civil Engineers - Structures and Buildings 168, no. 9 (September 2015): 649–63. http://dx.doi.org/10.1680/jstbu.14.00055.

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46

Boita, Ioana-Emanuela, Daniel Dan, and Valeriu Stoian. "Seismic Behaviour of Composite Steel Fibre Reinforced Concrete Shear Walls." IOP Conference Series: Materials Science and Engineering 245 (October 2017): 022006. http://dx.doi.org/10.1088/1757-899x/245/2/022006.

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Chu, Ming Jin, Peng Feng, and Lie Ping Ye. "Study on Improvement for Seismic Behavior of Reinforced Concrete Shear Walls." Advanced Materials Research 368-373 (October 2011): 1396–401. http://dx.doi.org/10.4028/www.scientific.net/amr.368-373.1396.

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Shear walls are commonly used as structural elements to resist earthquake. The seismic performance of shear wall can be guaranteed under small earthquakes, but problems exist when it is subjected to large earthquakes. To improve the ductility and energy dissipation capacity of shear walls in large earthquakes, shear failure must be avoided and the performance of plastic hinge region must be improved. The adaptive-slit shear walls (ASSW) is proposed in this paper The mechanical characteristics of ASSW satisfy the requirements of structures under different seismic level. Therefore the damage process of ASSW can be controlled and the ductile shear failure can be realized, which obviously improve the seismic performance of shear wall structures.

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Eslami, Babak Jafarzad, and Andrea Del Grosso. "Retrofit of Masonry Buildings through Seismic Dampers." Key Engineering Materials 817 (August 2019): 293–300. http://dx.doi.org/10.4028/www.scientific.net/kem.817.293.

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After the recent earthquakes occurred in some cities in Iran, such as Bam and Kermanshah, the engineering community was forced to pay special attention to the seismic vulnerability of traditional structures. Unreinforced masonry walls exhibit poor seismic performance under moderate and high seismic demand, due to the rapid degradation of stiffness. The development of effective techniques for the strengthening of these walls is an urgent need. The Base Isolation System (BIS) provides solutions to mitigate seismic hazard [1]. In this work, the seismic vulnerability of heritage masonry walls is assessed by conducting extensive numerical studies on both unreinforced (fixed-base) and reinforced (Base Isolation System) masonry walls. In this manner, modeling and analysis are conducted using standard finite element software, ABAQUS 6.13, and results of fixed-base masonry wall and similar base-isolated walls retrofitted with laminated rubber bearings are compared. Nonlinear time history analyses (using the actual Bam earthquake), which enable description of the pre-peak and post-peak behavior of walls, have been used to describe the behavior of structures.Finally, comparison of the failure modes between unreinforced and reinforced masonry walls reveals efficiency of using the rubber bearing isolation (passive control vibration devices) for a reduction in acceleration and an increase in the structural resistance to earthquake excitations [2].

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Hube, Matías A., Hernán Santa María, Orlando Arroyo, Alvaro Vargas, Javier Almeida, and Mauricio López. "Seismic performance of squat thin reinforced concrete walls for low-rise constructions." Earthquake Spectra 36, no. 3 (March 11, 2020): 1074–95. http://dx.doi.org/10.1177/8755293020906841.

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Thin reinforced concrete (RC) walls with single layer reinforcement have been used for houses and buildings in several Latin American countries. Although some design codes include recommendations for squat thin walls in low-rise constructions, its seismic performance has not been validated adequately in past earthquakes. This article presents the results of an experimental campaign of nine full-scale specimens conducted to characterize the influence of the steel type, the reinforcement ratio, and the wall thickness on the seismic behavior of squat thin RC walls with single layer reinforcement. Both welded wire and deformed bars were used as web reinforcement. Experimental results are used to develop nonlinear models to assess the seismic behavior of a prototype two-story house with welded wire reinforcement and deformed bars by means of incremental dynamic analyses. The experimental results show that the type of steel has the largest influence on wall seismic performance. The numerical results suggest that RC walls with single layer reinforcement are suitable for housing applications up to two stories in high seismicity regions, particularly walls detailed with deformed bars.

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Deng, Hongyu, and Baitao Sun. "Finite Element Modeling and Mechanical Behavior of Masonry-Infilled RC Frame." Open Civil Engineering Journal 10, no. 1 (March 10, 2016): 76–92. http://dx.doi.org/10.2174/1874149501610010076.

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During the analysis of reinforced concrete structures, the infill wall is usually simplified as a diagonal inclined strut to facilitate finite element modeling calculations. However, the actual seismic damage and single frame-filled wall pushover experimental results show that when the earthquake shear force is huge, the top of the infill wall and the beam–column connections are usually, thus the path of the force transfer will be changed. Based on this actual failure phenomenon, a new calculation model which has different contact position between the equivalent bracing walls and the frame columns is generated. Thus, the force analysis is given based on this model, the formulae for calculating the equivalent width of bracing walls, the shear bearing capacity of the wall-filled frame, and the infill wall’s actual participation in the stiffness. A finite element simulation method by ABAQUS is used to determine an empirical formula for calculating the reasonable contact position between the equivalent bracing walls and the frame columns. The verification results show that the finite element model presented in this paper is more reasonable, and the stiffness and shear resistance of infill wall should not be neglected. The calculation formula of stiffness of infill wall presented in this paper is coincided with seismic code. But the calculation formula of shear resistance of infill wall presented in seismic code is higher than the actual value, so it is suggested that calculation formula presented in this paper should be accepted.

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Journal articles on the topic 'Seismic Behaviour of Walls'

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