Testing of Masonry Structures for Seismic Assessment

1996 ◽  
Vol 12 (1) ◽  
pp. 145-162 ◽  
Author(s):  
G. Michele Calvi ◽  
Gregory R. Kingsley ◽  
Guido Magenes
Keyword(s):  
Energy Dissipation ◽  
Experimental Evaluation ◽  
Unreinforced Masonry ◽  
Seismic Assessment ◽  
Experimental Techniques ◽  
Masonry Buildings ◽  
Masonry Structures ◽  
Seismic Loadings ◽  
Energy Dissipation Capacity ◽  
Reduced Scale

The experimental evaluation of strength, deformability, and energy dissipation capacity of unreinforced masonry buildings subjected to seismic loadings presents unique and complex problems, both for laboratory and field evaluations. The paper addresses these problems, focusing on the relative merits and roles of several experimental techniques, including quasistatic, dynamic, and pseudodynamic loadings at full and reduced scale.

Methodology for practical seismic assessment of unreinforced masonry buildings with historical value

2017 ◽  
Vol 46 (15) ◽  
pp. 2793-2810 ◽  
Author(s):  
Stylianos I. Pardalopoulos ◽  
Stavroula J. Pantazopoulou
Keyword(s):  
Unreinforced Masonry ◽  
Seismic Assessment ◽  
Masonry Buildings

scholarly journals Simplified Seismic Assessment of Unreinforced Masonry Residential Buildings in the Balkans: The Case of Serbia

Buildings ◽  
2021 ◽  
Vol 11 (9) ◽  
pp. 392
Author(s):  
Predrag Blagojević ◽  
Svetlana Brzev ◽  
Radovan Cvetković
Keyword(s):  
Seismic Design ◽  
Residential Buildings ◽  
Unreinforced Masonry ◽  
Seismic Assessment ◽  
Eurocode 8 ◽  
Masonry Buildings ◽  
Seismic Evaluation ◽  
Wall Area ◽  
The Balkans ◽  
Minimum Requirements

The paper presents a study on the existing low-rise unreinforced masonry (URM) buildings constructed in the period from 1945 to 1980 in Serbia and neighbouring countries in the Balkans. Buildings of this typology experienced damage in a few earthquakes in the region, including the 2010 Kraljevo, Serbia earthquake and the 2020 Petrinja, Croatia earthquake. The focus of the study is a seismic design approach for Simple masonry buildings according to Eurocode 8, Part 1, which is based on the minimum requirements for the total wall area relative to the floor plan area, which is referred to as Wall Index (WI) in this paper. Although the intention of Eurocode 8 is to use WI for design of new buildings, the authors believe that it could be also used for seismic assessment of existing masonry buildings in pre- and post-earthquake situations. A study on 23 URM buildings damaged in the 2010 Kraljevo, Serbia earthquake has been presented to examine a relationship between the WI and the extent of earthquake damage. Seismic evaluation of a typical 3-storey URM building damaged in the 2010 earthquake was performed according to the requirements of seismic design codes from the former Yugoslavia and Eurocode 8.

scholarly journals Mechanical behaviour of precast prestressed reinforced concrete beam–column joints in elevated station platforms subjected to vertical cyclic loading

2021 ◽  
Vol 60 (1) ◽  
pp. 818-838
Author(s):  
Haiou Shi ◽  
Jinxia Zhao ◽  
Fangmu Chen ◽  
Junjin Lin ◽  
Jianhe Xie
Keyword(s):  
Reinforced Concrete ◽  
Energy Dissipation ◽  
Mechanical Performance ◽  
Reinforced Concrete Beam ◽  
Lessons Learned ◽  
Urban Rail Transit ◽  
Rc Structures ◽  
Seismic Loadings ◽  
Column Joint ◽  
Energy Dissipation Capacity

Abstract Precast-reinforced concrete (RC) structures in urban rail transit projects can provide many advantages over their cast-in-place counterparts. However, lessons learned from past earthquakes show that beam-column joints may be a critical point of these structures and can overestimate the mechanical performance under vertical seismic loadings if not properly understood. This paper presents unbonded and bonded prestressed precast RC beam-column joints for elevated station platforms. Prestressed steel strands are used to provide joints with self-centring capacity. The performance of the proposed joints under vertical cyclic loadings is experimentally investigated and compared to that of monolithic joints in this study. The obtained results demonstrate the good properties of the proposed precast joints in terms of bearing capacity, energy dissipation capacity and ductility control. A comparison with a conventional monolithic beam-column joint indicates the better performance against earthquakes of the proposed precast prestressed joints, and the precast joint with symmetric prestressed steel strands in the top and bottom of the beam exhibits better flexural stiffness and energy dissipation capacity.

Seismic assessment and improvement of unreinforced stone masonry buildings

2016 ◽  
Vol 49 (2) ◽  
pp. 148-174 ◽  
Author(s):  
Marta Giaretton ◽  
Dmytro Dizhur ◽  
Francesca Da Porto ◽  
Jason M. Ingham
Keyword(s):  
New Zealand ◽  
Seismic Vulnerability ◽  
Unreinforced Masonry ◽  
Seismic Assessment ◽  
Stone Masonry ◽  
Minor Amount ◽  
Assessment Procedure ◽  
Masonry Buildings ◽  
Building Stock ◽  
A Minor

Following the 2010/2011 Canterbury earthquakes considerable effort was applied to the task of developing industry guidance for the seismic assessment, repair and strengthening of unreinforced masonry buildings. The recently updated “Section 10” of NZSEE 2006 is one of the primary outputs from these efforts, in which a minor amount of information is introduced regarding vintage stone unreinforced masonry (URM) buildings. Further information is presented herein to extend the resources readily available to New Zealand practitioners regarding load-bearing stone URM buildings via a literature review of the traditional European approach to this topic and its applicability to the New Zealand stone URM building stock. An informative background to typical stone URM construction is presented, including population, geometric, structural and material characteristics. The European seismic vulnerability assessment procedure is then reported, explaining each step in sequence of assessment by means of preliminary inspection (photographic, geometric, structural and crack pattern surveys) and investigation techniques, concluding with details of seismic improvement interventions. The challenge in selecting the appropriate intervention for each existing URM structure is associated with reconciling the differences between heritage conservation and engineering perspectives to reinstating the original structural strength. Traditional and modern techniques are discussed herein with the goal of preserving heritage values and ensuring occupant safety. A collection of Annexes are provided that summarise the presented information in terms of on-site testing, failure mechanisms and seismic improvement.

scholarly journals Hysteretic Behavior and Ultimate Energy Dissipation Capacity of Large Diameter Bars Made of Shape Memory Alloys under Seismic Loadings

Metals ◽  
2019 ◽  
Vol 9 (10) ◽  
pp. 1099
Author(s):  
González-Sanz ◽  
Galé-Lamuela ◽  
Escolano-Margarit ◽  
Benavent-Climent
Keyword(s):  
Energy Dissipation ◽  
Shape Memory Alloys ◽  
Shape Memory ◽  
High Cycle Fatigue ◽  
Large Diameter ◽  
Hysteretic Behavior ◽  
Cycle Fatigue ◽  
Seismic Loadings ◽  
Energy Dissipation Capacity ◽  
Energy Dissipation Devices

Shape memory alloys in the form of bars are increasingly used to control structures under seismic loadings. This study investigates the hysteretic behavior and the ultimate energy dissipation capacity of large-diameter NiTi bars subjected to low- and high-cycle fatigue. Several specimens are subjected to quasi-static and to dynamic cyclic loading at different frequencies. The influence of the rate of loading on the shape of the hysteresis loops is analysed in terms of the amount of dissipated energy, equivalent viscous damping, variations of the loading/unloading stresses, and residual deformations. It is found that the log-log scale shows a linear relationship between the number of cycles to failure and the normalized amount of energy dissipated in one cycle, both for low- and for high-cycle fatigue. Based on the experimental results, a numerical model is proposed that consists of two springs with different restoring force characteristics (flag-shape and elastic-perfectly plastic) connected in series. The model can be used to characterize the hysteretic behavior of NiTi bars used as energy dissipation devices in advanced earthquake resistant structures. The model is validated with shake table tests conducted on a reinforced concrete structure equipped with 12.7 mm diameter NiTi bars as energy dissipation devices.

Simple Seismic Assessment of Traditional Unreinforced Masonry Buildings

2016 ◽  
Vol 10 (8) ◽  
pp. 1055-1077 ◽  
Author(s):  
F. V. Karantoni ◽  
M. L. Papadopoulos ◽  
S. J. Pantazopoulou
Keyword(s):  
Unreinforced Masonry ◽  
Seismic Assessment ◽  
Masonry Buildings

Benchmarking the seismic assessment of unreinforced masonry buildings from a blind prediction test

Structures ◽  
2021 ◽  
Vol 31 ◽  
pp. 982-1005
Author(s):  
F. Parisse ◽  
S. Cattari ◽  
R. Marques ◽  
P.B. Lourenço ◽  
G. Magenes ◽  
...  
Keyword(s):  
Unreinforced Masonry ◽  
Seismic Assessment ◽  
Masonry Buildings ◽  
Blind Prediction ◽  
Prediction Test

scholarly journals Energy dissipation capacity for waffle-flat-plate structures subjected to bi-directional seismic loadings

2021 ◽  
Vol 248 ◽  
pp. 113220
Author(s):  
David Galé-Lamuela ◽  
Jesús Donaire-Ávila ◽  
Amadeo Benavent-Climent
Keyword(s):  
Energy Dissipation ◽  
Flat Plate ◽  
Plate Structures ◽  
Seismic Loadings ◽  
Energy Dissipation Capacity

Damage to masonry buildings caused by the 1995 Hyogo-ken Nanbu (Kobe, Japan) earthquake

1996 ◽  
Vol 23 (3) ◽  
pp. 797-807 ◽  
Author(s):  
Michel Bruneau ◽  
Koji Yoshimura
Keyword(s):  
Unreinforced Masonry ◽  
Masonry Buildings ◽  
Masonry Structures ◽  
Design Codes ◽  
Epicentral Area ◽  
The Past ◽  
Masonry Construction ◽  
Kobe Earthquake ◽  
Reinforced Masonry ◽  
A Minor

The seismic performance of the few masonry structures present in the Kobe area and subjected to the severe Hyogo-ken Nanbu earthquake is a minor concern when compared to the overwhelming damage suffered by other types of structures. However, in order to dispel the myth that masonry structures are nonexistent in Japan as well as a few other misconceptions, and for the sake of completeness within the concerted multipaper reporting effort on the Hyogo-ken Nanbu (Kobe) earthquake by the Canadian reconnaissance team which visited the epicentral area of this earthquake, a brief description of the past and present state of masonry construction in Japan is first presented, followed by a short description of the damage to unreinforced masonry buildings, masonry garden-walls, and nonstructural masonry elements, as observed by the authors during their visits to the Kobe area. Key words: earthquake, seismic, masonry, buildings, bearing walls, unreinforced masonry, reinforced masonry, failures, design codes.

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