Structural redundancy of 3D RC frames under seismic excitations

Massumi, Ali; Mohammadi, Reza Karami

doi:10.12989/sem.2016.59.1.015

Cited by 6 publications

(4 citation statements)

References 10 publications

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“…The ductile detailing is essential to ensure that the components of these systems achieve a desirable behavior. Some previous studies highlighted the significance of redundancy in the structure to the seismic design response factors [11][12][13][14]. Figure 2 illustrates a typical lateral force-deformation relationship defining the components of seismic response factors, including the response modification factor (R), ductility reduction factor (R µ ), deflection amplification factor (C d ), and structural overstrength factor (Ω o ), as recommended in various building codes [1,2].…”

Section: Overview Of Seismic Design Response Factorsmentioning

confidence: 99%

Developments in Quantifying the Response Factors Required for Linear Analytical and Seismic Design Procedures

Hussain,

Alam,

Mwafy

2024

Buildings

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Despite the recent initiatives and developments in building design provisions using performance-based design, practicing engineers frequently adopt force-based design approaches, irrespective of the structural system or building irregularity. Modern seismic building codes adopt the concept of simplifying the complex nonlinear response of a structure under seismic loading to an equivalent linear response through elastic analytical procedures using seismic design response factors. Nevertheless, code-recommended seismic design response factors may not result in a cost-effective design with a uniform margin of safety for different structural systems. Previous studies also adopted different methodologies for quantifying the seismic response factors. Hence, there is a pressing need for a comprehensive review covering the developments in quantifying these vital design factors. This paper presents a systematic review of the response factors used with linear analytical procedures recommended by modern building design provisions and the techniques employed in previous studies to evaluate these factors using SDOF and MDOF systems covering analytical, experimental and hybrid assessment approaches. Limitations and gaps identified from the previous studies indicated that most investigations focused on 2D analysis and regular low-rise buildings, while limited studies were directed to shear wall structures, considering mostly unidirectional seismic loading. This comparative review provides insights into previous studies’ methodologies and constraints and identifies the need for future research to calibrate seismic response factors to achieve more economical designs with consistent safety margins for different structural systems.

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Section: Overview Of Seismic Design Response Factorsmentioning

confidence: 99%

Developments in Quantifying the Response Factors Required for Linear Analytical and Seismic Design Procedures

Hussain,

Alam,

Mwafy

2024

Buildings

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“…The nonlinear behavior of columns and beams for dynamic analyses were assigned based on FEMA356 (Massumi and Mohammadi 2016) and is depicted in Fig. 6.…”

Section: Multi Degree Of Freedom Modelsmentioning

confidence: 99%

Required time gap between mainshock and aftershock for dynamic analysis of structures

Pirooz

Habashi

Massumi

2021

Bull Earthquake Eng

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Despite the various studies carried out to evaluate the effects of seismic sequences on structures, the matter of the time gap required to be considered between the mainshock and its corresponding aftershocks in dynamic analyses has never been focused on directly. This subtle but in the meantime effective subject, influences on the amount of accumulated damage caused by earthquake sequences. In the present study, 244 near fault ground motion components from 122 earthquakes were applied to a wide variety of single degree of freedom systems having vibrating period of 0.05 to 7 seconds with linear and nonlinear behavior. Furthermore, 2 planar steel moment-resisting frames, having 3 and 12 stories, were subjected to a set of 30 ground motion components. The purpose of this investigation was to estimate the required time for the structures to cease the free vibration at the end of the mainshock. The main purpose is to generate an estimation that is function of structural system's parameters and the strong motion duration. Excellent correlations were obtained between the rest time and the following parameters: the combination of natural period of single degree of freedom systems, as well as the strong motion duration of earthquake sequences. In consequence, a formula is proposed which estimates the required optimized rest-time of a structure based on natural vibration period, as well as the duration of strong motion. Additionally, results obtained from the dynamic analysis of the steel frames validate the rest-time values achieved from the proposed formula.

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“…In many investigations, several values for the ID are considered as the primary global failure mode. Balendra and Huang [16], Massumi and Mohammadi [35], Louzai and Abed [11] used upper limits of ID equal to 2%, 2.5% and 3% of the inter-storey height (hs), respectively. The EC8 does not specify drift criteria or plastic rotation capacity to define the failure mode or the ultimate limit state corresponding to which the values of q-factor are recommended.…”

Section: Structural Performance Limitsmentioning

confidence: 99%

Evaluating the Behaviour Factor of Medium Ductile SMRF Structures

Yahmi

Branci

Bouchaïr

et al. 2017

Period. Polytech. Civil Eng.

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In seismic codes, the capacity of structures is calculated using capacity design procedure based on the concept of base shear. The critical parameter in this procedure is the behaviour factor (q-factor), which allows designing the structures at the ultimate limit state accounting for their ductility and reserve strength. In this paper, the q-factor is evaluated for medium ductile steel moment-resisting frames (SMRF) using pushover analysis. The influence of specific parameters, such as the stories number, the "Column/Beam" capacity and the local response of structural members, is studied. The results show that the most important parameter that affects the q-factor is the local response of first-storey columns, while the "Column/ Beam" capacity has a less effect on this factor. Furthermore, it is observed that the q-factor value assigned to the studied frames in Eurocode-8 is systematically underestimated for low-rise frame, while the use of this value for high-rise frame is potentially unsafe.

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Structural redundancy of 3D RC frames under seismic excitations

Cited by 6 publications

References 10 publications

Developments in Quantifying the Response Factors Required for Linear Analytical and Seismic Design Procedures

Developments in Quantifying the Response Factors Required for Linear Analytical and Seismic Design Procedures

Required time gap between mainshock and aftershock for dynamic analysis of structures

Evaluating the Behaviour Factor of Medium Ductile SMRF Structures

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