Seismic Performance of a Six-Story Reinforced Concrete Masonry Building during the Canterbury Earthquake Sequence

2014 ◽  
Vol 30 (1) ◽  
pp. 363-381 ◽  
Author(s):  
Jose Centeno ◽  
Carlos E. Ventura ◽  
Jason M. Ingham
Keyword(s):  
Reinforced Concrete ◽  
Three Dimensional ◽  
Nonlinear Dynamic Analysis ◽  
Masonry Building ◽  
Mechanism Analysis ◽  
Concrete Masonry ◽  
Lateral Resistance ◽  
Lateral Strength ◽  
Canterbury Earthquake Sequence ◽  
Ductility Capacity

During the Christchurch earthquake of February 2011, several midrise reinforced concrete masonry (RCM) buildings showed performance levels that fall in the range of life safety to near collapse. A case study of one of these buildings, a six-story RCM building deemed to have reached the near collapse performance level, is presented in this paper. The RCM walls on the second floor failed due to toe crushing, reducing the building's lateral resistance in the east–west direction. A three-dimensional (3-D) nonlinear dynamic analysis was conducted to simulate the development of the governing failure mechanism. Analysis results showed that the walls that were damaged were subjected to large compression loads during the earthquake, which caused an increase in their in-plane lateral strength but reduced their ductility capacity. After toe crushing failure, axial instability of the model was prevented by a redistribution of gravity loads.

Study on Seismic Performance of Reinforced Concrete Masonry High-Rise Building

2012 ◽  
Vol 166-169 ◽  
pp. 2164-2170
Author(s):  
Xu Jie Sun ◽  
Hou Zhang ◽  
Da Gang Lu ◽  
Feng Lai Wang
Keyword(s):  
Reinforced Concrete ◽  
Response Spectrum ◽  
Pushover Analysis ◽  
Time History ◽  
Time History Analysis ◽  
Masonry Building ◽  
Analysis Method ◽  
Concrete Masonry ◽  
History Analysis ◽  
Earthquake Action

The design process of the 100 m high reinforced concrete masonry building in China was firstly presented, deformation check calculation under earthquake action by mode-superposition response spectrum method and time-history analysis method were detailed and deformation under wind load was also checked. Then elastic-plastic deformation under earthquake action was checked by time-history analysis method and pushover analysis method with both under uniform load and reverse triangle load. The conclusion is construct 100 m high office building built in Fortification intensity 6 by reinforced concrete masonry is feasible. Then the building was redesigned as built in fortification 7, the same check was performed as that have been done in fortification 6, it is feasible too.

Ground motion sensitivity of a Vancouver-style high rise

2004 ◽  
Vol 31 (2) ◽  
pp. 292-307 ◽  
Author(s):  
Timothy White ◽  
Carlos E Ventura
Keyword(s):  
Reinforced Concrete ◽  
Ground Motion ◽  
Nonlinear Dynamic ◽  
Dynamic Properties ◽  
Three Dimensional ◽  
Nonlinear Dynamic Analysis ◽  
Ground Shaking ◽  
Motion Sensitivity ◽  
High Rise ◽  
Ground Motion Records

The purpose of the study discussed in this paper is to evaluate the seismic response of a modern building, designed according to the current building code and to extreme earthquake earthquakes from two different source mechanisms. To this end, a three-dimensional nonlinear dynamic response of a reinforced concrete high-rise building, typical of the type built in Vancouver, British Columbia, is investigated. According to current design practice, the building has been designed to resist lateral loads with a coupled shearwall system. A comparison of the responses of the building to crustal and subduction type earthquakes of similar magnitudes is presented and discussed. The ground motion records selected for this study were derived from recorded crustal and subduction events, which are both considered to be extreme, and beyond the code-based design requirements of the building. A part of this study includes an evaluation of how the dynamic properties of the building change as the building is being damaged by severe ground shaking. The results of the study show that the crustal earthquake imposes large upper levels displacements, and much plastic hinging near the base because the response of the building is governed mainly by the first mode of the "undamaged" system. The subduction earthquake results in displacements smaller than those from the crustal event and causes plastic hinging at mid-height and near the base as well as large torsional rotations, because the behaviour of the building is greatly influenced by the second mode of the "damaged" system.Key words: nonlinear dynamic analysis, seismic, high rise, reinforced concrete, coupled shearwall.

Three-dimensional nonlinear response history analyses for earthquake damage assessment: A reinforced concrete wall building case study

2020 ◽  
pp. 875529302094418
Author(s):  
Jorge A Vásquez ◽  
Rosita Jünemann ◽  
Juan C de la Llera ◽  
Matías A Hube ◽  
Matías F Chacón
Keyword(s):  
Reinforced Concrete ◽  
Nonlinear Dynamic ◽  
Structural Damage ◽  
Dynamic Models ◽  
Residential Buildings ◽  
Three Dimensional ◽  
Nonlinear Dynamic Analysis ◽  
Shear Wall ◽  
Concrete Wall ◽  
Building Collapse

Nonlinear dynamic analysis techniques have made significant progress in the last 20 years, providing powerful tools for assessing structural damage and potential building collapse mechanisms. The fact that several reinforced concrete shear wall residential buildings underwent severe structural damage in walls at the lower building levels during the 2010 Maule earthquake (Chile) presents a scientific opportunity to assess the predictive quality of these techniques. The objective of this research is to compare building responses using two completely different three-dimensional nonlinear dynamic models and study in detail the observed damage pattern and wall collapse of one reinforced concrete shear wall building in Santiago, Chile. The first model is a mixed fiber-shell model developed in MATLAB, and the second is a shell finite element model developed in the software DIANA. Results of both models are consistent with the hypothesis that high axial loads trigger a limited ductility failure in critical walls at roof-to-base drift ratios less than 0.34% with little capacity of hysteretic energy dissipation, which contradicts the ductile design philosophy of current code provisions.

Structural Design of Reinforced Concrete Masonry Building

2020 ◽  
Vol 58 (11) ◽  
pp. 892-897
Author(s):  
T. Kawai ◽  
N. Yanagisawa ◽  
K. Onuma ◽  
T. Yamada
Keyword(s):  
Reinforced Concrete ◽  
Structural Design ◽  
Masonry Building ◽  
Concrete Masonry

Study on Earthquake Response Analysis of Reinforced Concrete Masonry Structure

2011 ◽  
Vol 295-297 ◽  
pp. 244-248 ◽  
Author(s):  
Hai Xu Yang ◽  
Tong Shen ◽  
Jian Gang Yao
Keyword(s):  
Reinforced Concrete ◽  
Seismic Performance ◽  
Time History ◽  
Concrete Block ◽  
Nonlinear Time History Analysis ◽  
Response Analysis ◽  
Elastic Model ◽  
Masonry Building ◽  
Analysis Model ◽  
Concrete Masonry

According to the analysis of a six-story reinforced concrete masonry building model with the methods of nonlinear time history analysis, the seismic performance of structure has been studied in this paper. The interstory shear-deformation and stiffness of linear elastic model is established. The availability of the analysis model, hysteretic model and relevant parameters adopted and the computation program developed are verified. The longitudinal deformation of structure is bigger than the lateral deformation under different earthquake waves, from this it can be showed that longitudinal seismic performance is smaller than lateral wall; for seven-story concrete block building with core-and tie-columns, the requirement of the seismic fortification intensity can be met. The analysis of this paper provides a reference for reinforced concrete block buildings.

scholarly journals Seismic Response of Nonseismically Designed Reinforced Concrete Low Rise Buildings

2018 ◽  
Vol 24 (4) ◽  
pp. 112
Author(s):  
Thamir K. Mahmoud ◽  
Hayder A. Al-Baghdadi
Keyword(s):  
Reinforced Concrete ◽  
Numerical Model ◽  
Three Dimensional ◽  
Nonlinear Dynamic Analysis ◽  
Time History ◽  
Inelastic Behavior ◽  
Base Shear ◽  
Earthquake Excitation ◽  
Inelastic Responses ◽  
Concrete Damage

In this paper, the time-history responses of a square plan two-story reinforced concrete prototype building, considering the elastic and inelastic behavior of the materials, were studied numerically. ABAQUS software was used in three-dimensional (3D) nonlinear dynamic analysis to predict the inelastic response of the buildings. Concrete Damage Plasticity Model (CDPM) has been used to model the inelastic behavior of the reinforced concrete building under seismic excitation. The input data included geometric information, material properties, and the ground motion. The building structure was designed only for gravity load according to ACI 318 with non-seismically detailing requirements. The prototype building was subjected to El Centro 1940 NS earthquake at different amplitudes (PGA=0.05g, PGA=0.15g, and PGA=0.32g). The elastic and inelastic responses of the 3D numerical model of the same building were evaluated. The differences between the elastic and inelastic displacements and base shear forces were analyzed. It was found from the results that base shear responses are significantly more sensitive to the numerical model of analysis than displacement responses. The evaluation showed that the base shear force and displacement responses of a two-story R.C. building subjected to severe earthquake excitation are very sensitive to the numerical model used whether it is elastic or inelastic.  

Study on Reinforced Concrete Masonry High-Rise Building by Abaqus

2012 ◽  
Vol 204-208 ◽  
pp. 1135-1140
Author(s):  
Xu Jie Sun ◽  
Hou Zhang ◽  
Da Gang Lu ◽  
Feng Lai Wang
Keyword(s):  
Reinforced Concrete ◽  
Time History ◽  
Shell Element ◽  
Masonry Wall ◽  
Masonry Building ◽  
Static Tests ◽  
Check Calculation ◽  
Concrete Masonry ◽  
Story Drift ◽  
Calculation Results

Pseudo static tests of 10 specimen made of 290 mm thick reinforced concrete masonry wall were finished, then test results were simulated by ABAQUS which use shell element, pamameters of the materials were defined by the comparison between the calculation results and that of the test. A 100 m high reinforced concrete masonry building in China was analyzed, elastic-plastic deformation check calculation under earthquake action by time-history analysis method were detailed. The story drift of the building is 1/666 for fortification intensity 6 and 1/326 for intensity 7 under strong earthquake, it is feasible.

Mechanism Analysis and Experiment Study on RC Composite Core Walls

2011 ◽  
Vol 418-420 ◽  
pp. 1008-1011 ◽  
Author(s):  
Wei Dong Chang ◽  
Yu Chang ◽  
Lei Lu
Keyword(s):  
Reinforced Concrete ◽  
Three Dimensional ◽  
Bending Moment ◽  
Complex Loading ◽  
Mechanism Analysis ◽  
Three Dimensional Model ◽  
Concrete Core ◽  
Load Carrying ◽  
Steel Truss ◽  
Combined Action

Two 1/6 scale core walls specimens were designed，including a normal reinforced concrete core wall and a reinforced concrete composite core wall with steel truss. The experimental study on two core walls subjected to combined action of compression, bending moment, shear and torque, was carried out. Based on the rotating-angle softened truss model theory, this paper presents a three-dimensional model for analysis of reinforced concrete composite core walls with steel truss subjected to complex loading. Through the results of calculation coincided with the test well, this model can predict the ultimate strength of the load-carrying capacity of reinforced concrete composite core walls with steel truss, and provide a tool to obtain the entire load-deformation history.

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