Determination the Response Modification Factors of Buckling Restrained Braced Frames

Mahmoudi, Mussa; Zaree, Mahdi

doi:10.1016/j.proeng.2013.03.020

Cited by 30 publications

(20 citation statements)

References 9 publications

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“…The authors developed relationships for the determination of ductility factor by relating the R µ and μ parameters. In this study, the most used relationships [11,29] developed by Fajfar [28] are used to calculate the R µ -factor. Thus, Where T is the vibration fundamental period of the structure and T c is the characteristic period of ground motion.…”

Section: Methodology For Computation Of Behaviour Factormentioning

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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Section: Methodology For Computation Of Behaviour Factormentioning

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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“…As observed after strong earthquakes, It seems that the buildings structures are able to resist forces greater than those for which they were calculated. The presence of significant reserve of strength that was not accounted in design, explains this phenomenon [7]. In this approach, it assumed that the actual strength of structure is higher than the design strength and the structure is able to dissipate energy through yielding.…”

Section: Role Of Factor Q (Or R) In Designmentioning

confidence: 99%

“…According to many researches [6][7][8][9][10][11], the presence of behaviour factor, R, implies the existence of three different factors R µ , R ρ , and R Ω :…”

Section: Relation Between R Ductility and Overstrengthmentioning

confidence: 99%

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Estimating of Overstrength Factor of Concentrically X-Braced Steel Frames

Branci¹,

Yahmi²

2015

Proceedings of the 5th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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The inelastic deformation of structural elements is generally permitted in the case of the design of structures subjected to earthquakes. In this context, the resistance of such structures increases when plastic hinges are formed in their structural elements. The resistance that occurs during the formation of plastic hinges is none other than the overstrength that plays a significant role in the seismic design of structures. As a result, their overstrength and the influence of X-braces on this overstrength are not well understood. This present study tries to evaluate the overstrength factor obtained from inelastic pushover analyses of concentrically X-braced steel frames. The effects of some parameters influencing the value of overstrength factor, including the number of stories, are investigated. The results show that overstrength factor depends closely on this parameter. Finally, based on the findings presented in the study, tentative of overstrength factors are proposed for X-braced steel frames.

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“…Mollaioli et al [19] studied the displacement damping modification factors for pulse-like and ordinary records. Records from 110 near-fault pulse-like ground motions and 224 ordinary ground motions were used to calculate elastic displacements and DMF spectra corresponding to different values of the damping ratio ranging from 2% to 50%.According to the study of Mahmudi and Zaree [20], the response modification factors for BRBFs have high values, and the number of bracing bays and the height of buildings have a significant effect on response modification factors.…”

Section: Introductionmentioning

confidence: 99%

Response Modification Factors for Reinforced Concrete Structures Equipped with Viscous Damper Devices

Abdi

Hejazi

Jaafar

et al. 2017

Period. Polytech. Civil Eng.

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The response modification factor is one of the seismic design parameters that determine the nonlinear performance of building structures during strong earthquakes. Most IntroductionThe response modification factor is one of the main parameters in seismic construction design. Equivalent static analysis is the technique for evaluating the seismic response of structures. This technique can be implemented by determining the response modification factor. Current structural design codes focus on complete safety and sturdiness even during earthquakes. However, such endeavor is impossible to achieve. Nevertheless, certain structural and nonstructural damages can be studied to economically achieve a high level of life safety in structural design by applying an inelastic energy dissipation system. The designed lateral strength of structures must be kept within the elastic range according to seismic codes. Hence, the designed lateral strength is usually lower than the required lateral strength. Maintaining the inelastic range of a structure means that all the structural and nonstructural members of this structure that are subjected to lateral motion are assured to return to their initial state without permanent deformations and damages. Preserving this state is far from being feasible and rational in many cases. On the contrary, going beyond the elastic frontier in an earthquake event may lead to the yielding and cracking of structural members, which can lead to catastrophic results unless these inelastic actions are limited to a certain degree. Thus, inelastic behavior definitely decreases overall construction costs by reducing member sizes and thus reducing materials and construction time. It also facilitates operability and construction.According to the International Building Code [1], a response modification coefficient (R), including the effect of inelastic deformations, must be applied to evaluate the design of the seismic forces of structures that have been reduced and to evaluate the deflection amplification factor (Cd) for converting elastic lateral displacements to total lateral displacements. The values of the R factor and Cdset in the IBC [1] are based on observations of the performance of different structural systems in previous strong earthquakes, on technical justification, and on tradition [2]. The R coefficient is proposed to explain ductility, over strength, and energy dissipation through the soil foundation system [2].

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Determination the Response Modification Factors of Buckling Restrained Braced Frames

Cited by 30 publications

References 9 publications

Evaluating the Behaviour Factor of Medium Ductile SMRF Structures

Evaluating the Behaviour Factor of Medium Ductile SMRF Structures

Estimating of Overstrength Factor of Concentrically X-Braced Steel Frames

Response Modification Factors for Reinforced Concrete Structures Equipped with Viscous Damper Devices

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