Seismic assessment of existing RC shear walls non-compliant with current code provisions

2013 ◽  
Vol 65 (17) ◽  
pp. 1059-1072 ◽  
Author(s):  
Konstantinos Christidis ◽  
Emmanouil Vougioukas ◽  
Konstantinos G. Trezos
Keyword(s):  
Shear Walls ◽  
Seismic Assessment ◽  
Current Code ◽  
Code Provisions

Retrofitting of School Building Located in Southern Italy

2020 ◽  
pp. 71-94
Author(s):  
Enzo Martinelli ◽  
Ciro Faella ◽  
Emidio Nigro ◽  
Carmine Lima
Keyword(s):  
Wide Class ◽  
Structural Organization ◽  
Seismic Analysis ◽  
Shear Walls ◽  
Shear Wall ◽  
Seismic Assessment ◽  
Seismic Retrofitting ◽  
School Building ◽  
Materials Properties ◽  
Wall System

<p>This paper summarizes the main features of the seismic retrofitting project of a school building located in Montella (AV), Italy. Specifically, it describes the as-built status in terms of structural organization, member detailing, and existing materials properties. Then, it outlines the main assumptions and results obtained from seismic analysis, of both as-built and retrofitted structure. Comments about the construction stage are also reported by describing the main operations put in place with the aim to realize the shear wall system, which is the main retrofitting intervention, and some local strengthening measures consisting in steel plating and jacketing of some underdesigned RC members. Some emphasis is placed on the realization of micro-piles and extra foundations of the aforementioned shear walls. Besides its specific interest, the reported project may be intended as representative of a wide class of seismic assessment and retrofitting projects that have been realized in Italy in the last decade.</p>

Strength Demand Issues Relevant for the Seismic Design of Moment-Resisting Frames

2005 ◽  
Vol 21 (2) ◽  
pp. 415-439 ◽  
Author(s):  
Ricardo A. Medina ◽  
Helmut Krawinkler
Keyword(s):  
Seismic Design ◽  
Brittle Failure ◽  
Failure Modes ◽  
Shear Forces ◽  
Moment Resisting Frames ◽  
Weak Beam ◽  
Moment Resisting ◽  
Nonlinear Static ◽  
Current Code ◽  
Code Provisions

This paper deals with the evaluation of strength demands relevant for the seismic design of columns that are part of moment-resisting frames. Regular frames with fundamental periods from 0.3 sec. to 3.6 sec. and number of stories from 3 to 18 are investigated. An evaluation of the relationships between strength demands (e.g., story shear forces, story overturning moments, and moments in columns), ground motion intensity, fundamental period, and number of stories is the focus of this paper. The results from this study demonstrate that the magnitude and distribution over the height of maximum axial and shear forces in columns exposed to severe earthquakes often are not adequately estimated by current seismic design and analysis procedures (e.g., the nonlinear static pushover). Moreover, the potential of plastic hinging in columns is high for regular frames designed according to the strong-column/weak-beam requirements of current code provisions, and more stringent strong-column/weak-beam criteria appear to be called for. The presented results are intended to provide guidance for improvement of seismic design provisions to avoid brittle failure modes in columns of moment-resisting frames.

Seismic demand of moderately ductile reinforced concrete shear walls subjected to high-frequency ground motions

2014 ◽  
Vol 41 (2) ◽  
pp. 125-135 ◽  
Author(s):  
Hieu Luu ◽  
Pierre Léger ◽  
Robert Tremblay
Keyword(s):  
Reinforced Concrete ◽  
High Frequency ◽  
Shear Force ◽  
Shaking Table Test ◽  
Numerical Models ◽  
Response Spectrum ◽  
Shear Walls ◽  
Shaking Table ◽  
Seismic Force ◽  
Code Provisions

A parametric study was performed to examine the seismic behaviour of moderately ductile (MD) reinforced concrete shear walls designed according to Canadian code provisions, including National Building Code of Canada (NBCC) 2010 and Canadian Standards Association (CSA) 23.3-04, when subjected to typical high-frequency eastern North America earthquakes. The numerical models were experimentally validated based on large specimens shaking table test results. The results obtained following the code response spectrum procedure were compared with the results from inelastic response history analyses to investigate the effect of higher modes on seismic force demands. The results indicate that current code provisions for MD shear walls need to be modified. A new base shear factor and shear force design envelop are proposed to evaluate the seismic shear force demand more realistically. This study also recommends that the current CSA 23.3-04 requirements for ductile shear walls for bending moments could be applied to constrain the location of inelastic flexural deformations at the base of MD shear walls.

Seismic Assessment of a Historical Masonry Building

2010 ◽  
Vol 168-170 ◽  
pp. 814-817
Author(s):  
Chao Hsun Huang ◽  
Shih Hsun Yin ◽  
Shun Chou
Keyword(s):  
Three Dimensional ◽  
Shear Walls ◽  
Seismic Assessment ◽  
Structural Safety ◽  
Masonry Building ◽  
Seismic Capacity ◽  
Element Analysis ◽  
Historical Building ◽  
Dimensional Finite Element ◽  
Three Dimensional Finite Element

To revitalize a historical building, the Taipei Camphor Factory, a major renovation is being coordinated by National Taiwan Museum. As part of the project, a seismic assessment was conducted to ensure the structural safety of the building. A three-dimensional finite-element analysis was carried out based on material data collected from the field, and it was found out that both the as-is building and the current retrofit plan would not provide adequate seismic capacity. To resolve this problem, an shear walls scheme was configured and seemed to yield a much better performance.

Torsional provisions in building codes

1982 ◽  
Vol 9 (1) ◽  
pp. 38-46 ◽  
Author(s):  
W. K. Tso ◽  
V. Meng
Keyword(s):  
Response Spectrum ◽  
Building Codes ◽  
Irregular Structures ◽  
Uniform Frame ◽  
Reliable Procedure ◽  
Lateral Resonance ◽  
Story Building ◽  
Current Code ◽  
Code Provisions ◽  
Computed Torque

A study is made of the accuracy of the static code provisions on torsional effects, with special reference to the National Building Code of Canada of 1977. A uniform frame type monosymmetric 12-story building is used as an example. The static story torque is compared with the dynamic torque computed using the response spectrum technique as outlined in Commentary K of the Code. It has been found that for a building with uniform eccentricity, the static code torque estimate is good if the effect of sympathetic coupled torsional–lateral resonance is small. At the sympathetic coupled resonance, the static code torsional provision underestimates the story torque by a factor of approximately two. Also, it is shown that for buildings with large eccentricities, sympathetic resonance is unlikely to occur and the current Code requirement of doubling the computed torque for design is a very conservative requirement.In addition, the eccentricity expression given in the 1980 Code is used to estimate the story torques for eccentrically set-back buildings and its accuracy is checked with a response spectrum technique. It is concluded that for irregular structures, such as eccentrically set-back buildings, a dynamic analysis is the only reliable procedure for the estimation of the torque loading on the building.

Seismic behaviour and design code provisions for predicting the capacity of ductile slender reinforced masonry shear walls

2020 ◽  
Vol 222 ◽  
pp. 110992
Author(s):  
B.R. Robazza ◽  
S. Brzev ◽  
T.Y. Yang ◽  
K.J. Elwood ◽  
D.L. Anderson ◽  
...  
Keyword(s):  
Shear Walls ◽  
Design Code ◽  
Seismic Behaviour ◽  
Reinforced Masonry ◽  
Code Provisions

scholarly journals Design of shear walls for seismic resistance

1977 ◽  
Vol 10 (1) ◽  
pp. 17-36
Author(s):  
I. C. Armstrong
Keyword(s):  
New Zealand ◽  
Shear Walls ◽  
Shear Wall ◽  
Seismic Resistance ◽  
Design Criteria ◽  
Load Factor ◽  
Capacity Design ◽  
Basic Shear ◽  
Code Provisions

Ductile coupled shear walls, ductile cantilever shear walls, and less ductile "category 6" shear walls comprise three basic shear wall types included in categories 3, 4, 5 and 6 of Table 5 of the earthquake provisions of the New Zealand Loadings Code. Seismic resistance of these shear wall types, when fully cracked with reinforcement at or near yield where applicable, is discussed relative to code provisions. Reinforcement requirements are outlined, using capacity design criteria for ductile walls, and load-factor methods for "category 6" shear walls requiring distributed vertical and horizontal reinforcement to control cracking.

A Critical Review of the Seismic Design Provisions for Ductile Shear Walls of the Canadian Code and Commentary

1975 ◽  
Vol 2 (4) ◽  
pp. 592-601 ◽  
Author(s):  
T. Paulay ◽  
S. M. Uzumeri
Keyword(s):  
Shear Stress ◽  
Seismic Design ◽  
Seismic Risk ◽  
Plastic Hinge ◽  
Shear Walls ◽  
Shear Wall ◽  
Risk Areas ◽  
The Relationship ◽  
Code Provisions

The 1975 Canadian Building Code for the design of reinforced concrete shear wall buildings in high seismic risk areas includes provisions that are new and significant. This paper critically examines some of these provisions, especially as they apply to cantilever shear walls. Clarifications in the definitions of curvature, member, and system ductilities are attempted. The relationship between curvature and system ductility is examined. Code provisions on allowable shear stress in the wall in the plastic hinge region and the provisions for the classification of the walls are discussed. Attention of the designer is drawn to some aspects of the code and the commentary that may result in structures of doubtful safety.

scholarly journals Performance of RC Cast-in-Place Buildings During The November 26, 2019 Albania Earthquake

2021 ◽  
Author(s):  
Marko Marinković ◽  
Markel Baballëku ◽  
Brisid Isufi ◽  
Nikola Blagojević ◽  
Ivan Milićević ◽  
...  
Keyword(s):  
Structural Damage ◽  
Shear Walls ◽  
Seismic Assessment ◽  
Rc Buildings ◽  
Physical Damage ◽  
Seismic Behaviour ◽  
Infill Walls ◽  
Masonry Infill ◽  
Masonry Infill Walls

Abstract This paper documents performance of cast-in-place reinforced concrete (RC) buildings in the Durrës during Albania earthquake of 26th of November 2019 (MW 6.4). Both mid- and high-rise RC buildings were affected by the earthquake, experiencing structural and/or non-structural damage and even collapse in some cases. The authors performed a reconnaissance study after the earthquake and were involved in seismic assessment of buildings in the affected area. Besides the observations related to physical damage related to RC buildings, the paper also presents results of a statistical analysis of damaged RC buildings in the Durrës city. The discussion in the paper is focused on damage patterns and failure mechanisms that are relevant for the seismic response of RC structures. Most common damage pattern is related to masonry infill walls, which experienced damage and failure in some cases, and affected the performance of adjacent RC columns due to the infill/frame interaction. Taller RC framed buildings (10 storeys and higher) were expected to have RC shear walls; however, these walls were reportedly absent in the damaged buildings of this type. In some cases, masonry infill walls (instead of RC shear walls) were used in the elevator shaft areas, which resulted in inadequate seismic performance. Two case study buildings were presented in detail to illustrate seismic behaviour of cast-in-place RC buildings. The case study is based on field observations after the earthquake and a detailed seismic assessment study. Finally, relevant lessons and recommendations are presented in light of the observed performance of RC buildings.

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