Unreinforced and TRM-reinforced masonry building subjected to pseudo-dynamic excitations: numerical and experimental insights

[EN] This paper contains a numerical study based on tests carried out at the Universitat Politècnica de València (Spain) on a U-shaped unreinforced and TRM-reinforced masonry building structure subjected to horizontal loads. The masonry was composed of clay bricks with 10 mm thick mortar joints arranged in an English bond manner. The prototype was tested by applying pseudo-dynamic displacement-driven cycles and varying cyclic amplitudes and frequencies in two different stages: (i) on the as-built structure and (ii) after the repair and the application of Textile Reinforced Mortar (TRM) material. A series of non-linear numerical simulations were performed adopting the ABAQUS/Explicit FE software. The FE calibration was carried out using the results obtained during ambient vibration tests. Simulations were then used to evaluate the effectiveness of the proposed TRM technique to increasing the strength of low-rise old masonry building structures.The authors would like to express their gratitude to the Spanish Ministry of Economy, Industry and Competitiveness for the funding provided (BIA 2014-59036-R-AR), and also to the Grupo Mapei and Grupo Puma for their invaluable assistance during the experimental tests.Giordano, E.; Bertolesi, E.; Clementi, F.; Buitrago, M.; Adam, JM.; Ivorra Chorro, S. (2021). Unreinforced and TRM-reinforced masonry building subjected to pseudo-dynamic excitations: numerical and experimental insights. Journal of Engineering Mechanics. 147(12):04021107-1-04021107-15. https://doi.org/10.1061/(ASCE)EM.1943-7889.0002017S04021107-104021107-151471

Masonry bell towers. Dynamic considerations

[EN] The building of masonry bell towers was customary in Europe until the beginning of the twentieth century. At the present time, most of the work carried out on these structures involves either conservation or rehabilitation, owing to their considerable historical value. One of the forces that can have an influence on the behaviour of a bell tower is that caused by the turning/oscillation of the bells themselves. This is a dynamic force and may interact with the tower's natural frequencies. This paper describes the effect of bell-ringing on masonry towers. The towers are classified and a series of data are offered to characterise their behaviour. Finally, a procedure is described that permits an assessment to be made of this type of structure.Pallarés Rubio, FJ.; Ivorra Chorro, S.; Adam Martínez, JM. (2011). Masonry bell towers. Dynamic considerations. Proceedings of the ICE - Structures and Buildings. 164(1):3-12. doi:10.1680/stbu.9.00030S312164

A comparison of different failure criteria in a numerical seismic assessment of an industrial brickwork chimney

A theoretical analysis using three wellknown masonry analysis constitutive models is performed on a masonry structure to simulate the response of the structure to specific seismic forces. The results of the three numerical approaches are compared and a discussion is presented, mainly intended for professionals, concerning the suitability of the three models and the limitations of each numerical approach. The aim of the study is to evaluate the relative accuracy of the three different models and their suitability for determining the failure mode of the masonry chimney. The models studied are: a linear elastic constitutive model, an elastic-plastic Drucker-Prager’s type model and a model including cracking and/or crushing in the material using Willam-Warnke’s criterion. A macromodelling approach is used because of the great number of elements forming the structure and the computational demand. Seismic actions are synthetically generated and scaled until chimney failure, in accordance with the present regulations on seismic-proof constructions in Europe and Spain. Conclusions for researchers and professionals are obtained to determine the suitability of each model according to the results required and the available calculation capacity.Pallarés Rubio, FJ.; Aguero Ramón Llin, A.; Ivorra Chorro, S. (2009). A comparison of different failure criteria in a numerical seismic assessment of an industrial brickwork chimney. Materials and Structures. 42:213-226. doi:10.1617/s11527-008-9379-5S21322642Riva G, Zorgno AM (1995) Old brickwork chimneys: structural features and restoration problems. In: 4th International Conference on Structural Studies, Repairs and Maintenance of Historical Buildings, STREMAH ‘95, Comp Mech Publications, Southampton, Boston, vol 2, Dynamics, Repairs &Restoration, 1995, pp 317–327Pistone G, Riva G, Zorgno AM (1995) Structural behaviour of ancient chimneys. In: 5th Internal Conference on Structural Studies, Repairs and Maintenance of Historical Buildings, STREMAH ‘95, Comp Mech Publications, Southampton, Boston, vol 3, Advances in Architecture Series, 1995, pp 331–341Pallarés FJ, Agüero A, Martín M (2006) Seismic behaviour of industrial masonry chimneys. Int J Solids Struct 43(7–8):2076–2090Aoki T, Sabia D (2006) Structural characterization of a brick chimney by experimental tests and numerical model updating. Masonry Int 19(2):41–52Pallarés FJ (2005) Contribución al análisis sísmico de chimeneas industriales de obra de fábrica mediante el método de los elementos finitos. PhD Thesis (in Spanish). Universidad Politécnica de ValenciaGhobarah A, Baumber T (1992) Seismic response and retrofit of industrial brick masonry chimneys. Can J Civil Eng 19:117–128Eurocode 8: Design provisions for earthquake resistance of structures. Part 1-1: general rules. Seismic actions and general requirements for structuresNorma de Construcción Sismorresistente: Parte General y Edificación (NCSE-02) (2002) Ministerio de Fomento, (Spanish Standard)Zienkiewicz OC, Taylor RL (1991) The finite element method, 4th edn. McGraw-Hill, LondonLourenço PB, Rots JG (1997) Multisurface interface model for analysis of masonry structures. J Eng Mech 123(7):660–668Lotfi HR, Shing PB (1991) An appraisal of smeared crack models for masonry shear wall analysis. Comput Struct 41(3):413–425Middleton J, Pande GN, Liang JX, Kralj B (1991) Some recent advances in computer methods in structural masonry. Computer methods in structural masonry. In: Middleton J, Pande GN (eds) Books and Journals International, Swansea, UK, pp 1–21Genna F, Di Pasqua M, Veroli M, Ronca P (1998) Numerical analysis of old masonry buildings: a comparison among constitutive models. Eng Struct 20(1–2):37–53Costa A, Arêde A (2006) Strengthening of structures damaged by the Azores earthquake of 1998. Construct Build Mater 20:252–268Oliveira DV, Lourenço PB (2004) Implementation and validation of a constitutive model for the cyclic behaviour of interface elements. Comput Struct 82:1451–1461De Castro DV (2002) Experimental and numerical analysis of Blocky masonry structures under cyclic loading. Thesis, Escola de Engenharia, Universidade do MinhoGouilly A (1876) Théorie sur la Stabilité des Hautes Cheminées en Maçonnerie. J Dejey & Cia ImprimeursEsselborn C (1952) Tratado General de Construcción: Parte 1, Construcción de Edificios. Gustavo Gili (ed), Buenos Aires, ArgentinaPallarés FJ, Martín M (2001) Industrial chimneys in Valencia City. Structural response model (in Spanish). VI International Seminar Forum UNESCO, 2001Gasparini DA, Vanmarcke EH (1976) Simulated earthquake motions compatible with prescribed response spectra. Massachusetts Institute of Technology, Cambridge, MassachusettsÁlvarez A (1904) Manual del Ingeniero. Adrián Romo (ed), Madrid, SpainMazzocchi L (1965) Memorial Técnico. Dossat (ed) (in Spanish)Naraine K, Shina S (1991) Model for cyclic compressive behavior of brick masonry. ACI Struct J 88(5):603–609Addessi D, Marfia S, Sacco E (2002) A plastic local nondamage model. Comput Methods Appl Mech Eng 191:1291–310Cerioni R, Brighenti R, Donida G (1995) Use of incompatible displacement modes in a finite element model to analyze the dynamic behavior of unreinforced masonry panels. Comput Struct 57(1):47–57Kappos AJ, Penelis GG, Drakopoulos CG (2002) Evaluation of simplified models for lateral load analysis of unreinforced masonry buildings. J Struct Eng 128(7):890–897Dhanasekar M, Page AW, Kleeman PW (1985) The failure of brick masonry under biaxial stresses. Proc ICE (part 2) 79:295–313Litewka A, Szojda L (2006) Damage, plasticity and failure of ceramics and cementitious composites subjected to multi-axial state of stress. Int J Plast 22:2048–2065Drucker DC, Prager W (1952) Soil mechanics and plastic analysis or limit design. Q Appl Math 10:157–165Willam KJ, Warncke ED (1975) Constitutive model for the triaxial behaviour of concrete. Proceedings of the International Association for Bridge and Structural Engineering, 1975, 19. ISMES. Bergamo, ItalyChen WF, Saleeb AF (1982) Constitutive equations for engineering materials, vol 1. Elasticity and Modeling. John Wiley and Son

PRELIMINARY RESULTS OF A SHAKING TABLE TESTS ON A 3-STOREY BUILDING REALIZED WITH CAST IN PLACE SANDWICH SQUAT CONCRETE WALLS

Structural systems composed of cast in place sandwich squat concrete walls, which make use of a lightweight material (for example polystyrene) as a support for the concrete, are widely used for construction in non seismic areas or in areas of low seismicity, and appreciated for their limited constructions costs, limited installation times, great constructions flexibility and high energy and acoustic efficiency. If these cast-in-place squat concrete walls are assembled with appropriate connections, a cellular/box behavior of the structural system is obtained which leads to high strength resources (which allows not to use the post-elastic behavior and the ductility resources) and high torsional stiffness. In recent years, from an exhaustive experimental campaign it has been possible to obtain the structural performances of single panels composed of cast-in-place sandwich squat concrete walls. A series of shaking table tests have been carried out at the EUCENTRE in Pavia. The structural specimen which has been tested is a full-scale 3- storey structural system composed of cast-in-place squat sandwich concrete walls characterized by 5.50 7 4.10 meters in plan and 8.25meters in height. Shaking table tests have been developed to validate the theoretically and partially-experimentally anticipated (through cyclic tests under horizontal loads) good seismic behavior of cellular structures composed of cast in place squat sandwich concrete walls

Strengthening Layout Using FRP in Industrial Masonry Chimneys under Earthquake Load

Industrial masonry chimneys usually are considered as historical heritage since they remind the industrial revolution that took placed by the XIX century, shaping a particular landscape in many cities, what led many Town Halls to protect them as cultural heritage. In this work an assessment of the seismic vulnerability is performed to check the structural integrity according to a return period of 500 years. Detailed geometrical investigations took place and dynamic tests performed with the goal to obtain natural frequencies and structural damping using four seismic accelerometers at different heights and orientations. From the experimental results a numerical model has been calibrated adjusting numerical frequencies to match those experimentally obtained. Artificial accelerograms were generated specialized for the city of Valencia and the crack pattern was obtained corresponding to a return period of 500 years. After these analyses the model of the chimney was strengthened using strips of FRP and the calculations repeated to obtain the reinforced achieved regarding seismic vulnerability. Conclusions related to these calculations are outlined.Pallarés Rubio, FJ.; Ivorra Chorro, S.; Pallarés Rubio, L.; Adam Martínez, JM. (2010). Strengthening Layout Using FRP in Industrial Masonry Chimneys under Earthquake Load. Advanced Materials Research. 133-134:855-859. doi:10.4028/www.scientific.net/AMR.133-134.855S855859133-134Esselborn, C (1952) General Construction Treatise. Building construction., Argentina, Buenos Aires. Gustavo Gili ed. (in Spanish).Gasparini, D A, Vanmarcke, E H (1976). Simulated Earthquake Motions Compatible with Prescribed Response Spectra, Department of Civil Engineering, Massachusetts Institute of Technology, Cambridge, Massachusetts. Rep 76-4.Ministerio de F (2002). Normativa de Construcción Sismorresistente: Parte General y Edificación., (NCSE-2002).Willam, K J, Warncke, E D (1975). Constitutive model for the triaxial behaviour of concrete, in Proceedings of the International Association for Bridge and Structural Engineering, 19. ISMES. Bergamo, Italy

State of the art of industrial masonry chimneys: A review from construction to strengthening

This paper presents a review of the present state of research into industrial masonry chimneys and a detailed description of their characteristics. The first part is thus devoted to the history of these chimneys, how and why they were built, their dimensions, and the pathologies or causes that could lead to the need for their repair or strengthening. The second part reviews the different studies on industrial chimneys that can be found in the literature. These include aspects such as modelling and resistance to natural phenomena such as earthquakes. The work ends with the presentation of a proposed numerical model for the study of strengthening chimneys with Fibre Reinforced Polymer (FRP). © 2011 Elsevier Ltd. All rights reserved.Pallarés Rubio, FJ.; Ivorra Chorro, S.; Pallarés Rubio, L.; Adam Martínez, JM. (2011). State of the art of industrial masonry chimneys: A review from construction to strengthening. Construction and Building Materials. 25(12):4351-4361. doi:10.1016/j.conbuildmat.2011.02.004S43514361251

Shake Table Response of a Full-Scale 3-Storey Building Composed of Thin Reinforced Concrete Sandwich walls

This paper describes the results from a series of shacking table tests conducted on a fullscale reinforced concrete building. The specimen was a 3-storey structural system composed of squat cast-in-situ sandwich concrete walls with 5.50 m length, 4.10 m width and 8.25 m height. Shaking table tests were performed to validate the theoretical formulations which had been already developed by the authors in order to predict the seismic capacity of the tested structural systems. Both white noise and seismic tests were performed increasing the seismic intensity between 0.05 to 1.2 g. At the end of the experimental campaign, the building was essentially undamaged. From the white noise tests, a slight increase in the fundamental period was found, indicating some degradation. Although a meaningful interpretation of the test results in still under development, the structural system showed an impressive seismic capacity

5th International Congress on Mechanical Models in Structural Engineering (CMMoST 2019)

CMMoST2019is a scientific event organized by the Department of Civil Engineering of the University of Alicante in cooperation with the University of Seville and the University of Granada, Spain. The CMMoST conference series are devoted to fostering the continued involvement of the research community in all the areas of Structural Engineering, from identifying innovative applications and novel solution techniques to developing new mathematical procedures or addressing educational issues in technical degrees. Former and successful conferences were held in Granada (2011 and 2013), Seville (2015) and Madrid (2017).The present volume is a collection of edited papers that were accepted for oral presentation at CMMoST2019after peer-review. We warmly thank all the contributors, authors, plenary speakers and sponsors that have made possible this event, and whish this conference will offer you fruitful scientific discussions and a pleasant time in Alicante