Seismic Performance Evaluation of Modern Bare and Masonry‐Infilled RC SMRF Structures

Ahmad, Muhammad Shakeel; Ahmad, Naveed; Pervez, S.; Iqbal, Asif; Khan, Ali Mehmood; Rahim, M. E.; Hassan, Wael M.; Umer, K.; Khan, Kaleem Nawaz

doi:10.1155/2019/6572465

Cited by 5 publications

(3 citation statements)

References 28 publications

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“…T1 may likely be larger than T since T1 is based on the actual model properties of the structure while T is calculated using the empirical formula given in the code. This is confirmed by many experimental and numerical studies [44][45][46].…”

Section: Elasto-plastic Idealization Of Capacity Curvessupporting

confidence: 74%

Seismic collapse safety of reinforced concrete moment resisting frames with/without beam-column joint detailing

Ahmad

Rizwan

Ashraf

et al. 2021

BNZSEE

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FEMA-P695 procedure was applied for seismic collapse safety evaluation of reinforced concrete moment resisting frames with/without beam-column joint detailing common in Pakistan. The deficient frame lacks shear reinforcement in joints and uses concrete of low compressive strength. Shake-table tests were performed on 1:3 reduced scale two-story models, to understand the progressive inelastic response of chosen frames and calibrate the inelastic finite-element based models. The seismic design factors i.e. response modification coefficient, overstrength, ductility, and displacement amplification factors (R, W0, Rμ, Cd) were quantified. Response modification factor R = 7.05 was obtained for the frame with beam-column joint detailing while R = 5.30 was obtained for the deficient frame. The corresponding deflection amplification factor Cd/R was found equal to 0.82 and 1.03, respectively. A suite of design spectrum compatible accelerograms was obtained from PEER strong ground motions for incremental dynamic analysis of numerical models. Collapse fragility functions were developed using a probabilistic nonlinear dynamic reliability-based method. The collapse margin ratio (CMR) was calculated as the ratio of seismic intensity corresponding to the 50th percentile collapse probability to the seismic intensity corresponding to the MCE level ground motions. It was critically compared with the acceptable CMR (i.e. the CMR computed with reference to a seismic intensity corresponding to the 10% collapse probability instead of MCE level ground motions). Frame with shear reinforcement in beam-column joints has achieved CMR 11% higher than the acceptable thus passing the criterion. However, the deficient frame achieved CMR 29% less than the conforming frame. This confirms the efficacy of beam-column joint detailing in reducing collapse risk.

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Section: Elasto-plastic Idealization Of Capacity Curvessupporting

confidence: 74%

Seismic collapse safety of reinforced concrete moment resisting frames with/without beam-column joint detailing

Ahmad

Rizwan

Ashraf

et al. 2021

BNZSEE

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“…e percentage of exceedance (POE) of 3.00 is shown in Figure 7. In the concrete buildings (Figure 7(a)), the magnitude of the POE decreased with the increasing PGA as a result of the consequent increasing nonlinearity of the buildings [27,32,33,56,60,65]. For the same earthquake excitation level, the POE of the lowrise buildings (65%) was larger than that of the highrises (55%).…”

Section: Roof Acceleration Amplification (Raa)mentioning

confidence: 96%

Evaluation of the Floor Acceleration Amplification Demand of Instrumented Buildings

Huang

Liu

2021

Advances in Civil Engineering

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The floor acceleration amplification (FAA) factor is one of the most critical parameters in computing the equivalent seismic force of nonstructural component (NC). To evaluate the heightwise FAA distribution profile, the recorded acceleration response of the instrumented buildings was analyzed using the California Strong Motion Instrumentation Program (CSMIP) database. The FAA demands for three groups of buildings consisting of reinforced concrete, steel, and masonry buildings were analyzed. In each group, the buildings were classified into four subgroups according to their heights. Parabolic distribution profiles were suggested that could envelop most of the FAA data, as demonstrated by the processed results. An earthquake experience-based importance factor was suggested in terms of the percentage of the enveloped records. The obtained FAAs at the roof were generally larger than those in other levels. The percentile distributions of the roof acceleration amplification (RAA) were computed. The results showed that the roof FAA was underestimated in ASCE 7-16. The magnitudes of the FAA and the RAA correlated to the fundamental period of the building, which was considered by classifying the buildings according to the period ranges. The RAA profile against the period was obtained from a regression analysis. The developed FAA profile is expected to be useful in the seismic design of NCs, and it is expected to be adopted in future code provisions.

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“…Also, the irregular distribution of chained masonry walls in the 3 main directions, be it length, width or height can lead to random behavior of these buildings and can lead to overall twisting. Furthermore, partially infilled frames can adversely affect the strength and rigidity of these buildings, especially if the openings in these walls are in direct contact with the columns where a short column phenomenon can form, thus, forming a very local dangerous stress [3][4][5].…”

Section: Introductionmentioning

confidence: 99%

Influence of Chained Masonry on the Seismic Response of Reinforced Concrete Buildings

Nour

Benanane

Varum

2021

Walailak J Sci & Tech

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The influence of chained masonry walls, which represents a special case of masonry infill without gap, on the seismic response of reinforced concrete buildings is extremely important due to their wide use in this type of building. We can consider the period of building as the key parameter to study this influence. In this article, we had carried out a comparative study of several 2D models of a multi-storey reinforced concrete building with a brick chained masonry wall using the response spectrum method in the ETABS finite element software, following the prescriptions of the current Algerian seismic code. This study included the use of the number of spans, the span length, the number of storeys, the thickness of the chained masonry wall, the ground soft storey, the openings in the walls, and the short column for studying the influence of these to the walls. The values from the numerical simulation were compared with those from the formula of the period of building, provided by both the Algerian and European codes. Based on the results obtained, we were able to assess the influence of chained masonry walls on the seismic response on this type of buildings. Through this article, we have concluded that these walls have a great influence on the overall behavior of reinforced concrete buildings under seismic loading. HIGHLIGHTS Clarify the importance of numerical simulation of chained masonry walls in the design of reinforced concrete buildings Give recommendations to the current Algerian seismic code for properly design the infilled buildings with chained masonry Know the great danger marked in the current conceptions, which neglect these walls in the phase of conception Give to the infilled reinforced concrete buildings an adequate design in case of earthquake loadings GRAPHICAL ABSTRACT

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Seismic Performance Evaluation of Modern Bare and Masonry‐Infilled RC SMRF Structures

Cited by 5 publications

References 28 publications

Seismic collapse safety of reinforced concrete moment resisting frames with/without beam-column joint detailing

Seismic collapse safety of reinforced concrete moment resisting frames with/without beam-column joint detailing

Evaluation of the Floor Acceleration Amplification Demand of Instrumented Buildings

Influence of Chained Masonry on the Seismic Response of Reinforced Concrete Buildings

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