A more rational selection of the behaviour factor for seismic design according to Eurocode 8

Macedo, Luís; Silva, A.; Castro, José Miguel

doi:10.1016/j.engstruct.2019.03.007

Cited by 22 publications

(21 citation statements)

References 26 publications

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“…Moment frame systems are simply defined as assemblages of rigidly connected columns and beams [23][24][25][26], with its lateral strength mainly being achieved by the creation of bending moments and shear forces in the members and joints [27][28][29][30]. Owing to their pulse-like properties, near-field earthquakes result in a fast transmission of energy from the ground to the structure.…”

Section: Ground Motionmentioning

confidence: 99%

Seismic Response of Steel Moment Frames (SMFs) Considering Simultaneous Excitations of Vertical and Horizontal Components, Including Fling-Step Ground Motions

Shahbazi¹,

Karami

et al. 2019

Applied Sciences

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Near-field (NF) earthquakes have drawn considerable attention from earthquake and structural engineers. In the field of earthquake engineering, numerous studies have identified the devastating nature of such earthquakes, and examined the characteristics related to the response of engineering structures to these types of earthquakes. Herein, special steel moment frames (SMFs) of three-, five-, and eight-story buildings have been examined via a nonlinear time history analysis in OpenSees software. The behavioral seismic differences of these frames have been evaluated in two states: (1) under the simultaneous excitation of the horizontal and vertical constituents of near-field earthquakes that have Fling-steps in their records; and (2) under simultaneous excitation of the horizontal and vertical constituents of far-field (FF) earthquakes. In addition, during modeling, the effects of panel zones have been considered. Considering that the simultaneous effects of the horizontal and vertical constituents of near-field earthquakes were subjected to a fling-step resulting in an increased inter-story drift ratio, the horizontal displacement of stories, an axial force of columns, created the moment in columns, base shearing of the structure, and velocity and acceleration of the stories.

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Section: Ground Motionmentioning

confidence: 99%

Seismic Response of Steel Moment Frames (SMFs) Considering Simultaneous Excitations of Vertical and Horizontal Components, Including Fling-Step Ground Motions

Shahbazi¹,

Karami

et al. 2019

Applied Sciences

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“…As discussed in the Introduction, the aim of this research study is to assess the accuracy of existing procedures for the estimation of earthquake-induced floor acceleration demands in steel MRFs. To this end, a comprehensive population of steel building archetypes were obtained from existing literature (Macedo et al, 2019), being representative of the current building stock in Portugal, a country facing different levels of seismic intensity. A total of six different building configurations were evaluated with different number of bays and span lengths (see Table 1).…”

Section: Archetype Populationmentioning

confidence: 99%

“…For this study, only the internal longitudinal frames were analyzed. The steel (Macedo et al, 2019).…”

Section: Archetype Populationmentioning

confidence: 99%

“…Gravity loads were assumed to be transferred to the beams of the MRFs via point loads at the position of the primary and secondary transversal beams (see Table 1) and seismic masses were computed based on the combination of the full dead load and 30% of the live load adopted, using the relevant tributary areas. The seismic design of the structures was mostly controlled by stiffness requirements related with the control of P-Delta effects, as denoted by Macedo et al (2019).…”

Section: Plan Layout Elevation Layoutmentioning

confidence: 99%

“…In the context of this study, the α u /α 1 parameters associated with each of the archetypes, illustrated in Figure 3, were estimated based on non-linear static pushover analyses employing the numerical models detailed previously, in line with methodologies used by Macedo et al (2019). Considering the aforementioned aspects, it is possible to estimate the required shear demand to induce inelastic structural response.…”

Section: Target Ductility Demands and Comparison Metricsmentioning

confidence: 99%

See 2 more Smart Citations

Critical Assessment of Estimation Procedures for Floor Acceleration Demands in Steel Moment-Resisting Frames

González

Silva

Macedo

et al. 2019

Front. Built Environ.

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Performance-based earthquake engineering has created the need for practical ways to assess the response of non-structural components (NSCs), which may be affected by deformation and/or acceleration demands of the superstructure. In the research study detailed in this paper, peak floor accelerations (PFAs) and floor response spectra (FRS) are computed using non-linear time history analysis (NTHA) for a comprehensive suite of 30 steel moment-resisting frame (MRF) archetypes, designed in accordance to Eurocode 8, considering different levels of non-linear seismic demand. The mean trends observed were compared with the most recent approaches proposed in the literature for prediction of acceleration demands. It was found that for PFAs, the available methods provide accurate predictions of the actual structural response under elastic and inelastic demands. However, the estimation procedures for the FRS yielded relevant differences in comparison to the observed elastic and inelastic responses, which entails the need for further development of such methods. It was also concluded that the existing PFA and FRS estimation methodologies present in several guidelines for seismic design and/or assessment do not provide reliable estimates of the acceleration demands incurred by the building. This highlights the very important need for an improvement of these codified procedures for a more reliable prediction of the seismic structural response.

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Proposed nonlinear macro‐model for seismic risk assessment of composite‐steel moment resisting frames

Jisr

Kohrangi²,

Lignos

2022

Earthq Engng Struct Dyn

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This paper proposes a macro‐model for simulating the hysteretic behavior of composite‐steel beams as part of fully restrained beam‐to‐column connections in composite‐steel moment‐resisting frames (MRFs). Comparisons with experimental data suggest that the proposed model captures the asymmetric hysteretic response of composite‐steel beams including the cyclic deterioration in strength and stiffness. Moreover, the proposed model captures the primary slab‐column force transfer mechanisms and predicts the slip demands in beam‐slab connections under inelastic cyclic loading. The modeling approach is employed in a system‐level study to benchmark the seismic collapse risk of composite‐steel MRF buildings across Europe. Moreover, the beam‐slab slip demands are quantified through the development of beam‐slab slip hazard curves. The simulation studies suggest that the examined composite‐steel MRFs exhibit a system overstrength of about 4. This is attributed to the drift requirements in the current European seismic provisions.1 The annualized probability of collapse of the prototype buildings is well below 1% over a 50‐year building life expectancy regardless of the design site and the degree of composite action. Beam‐slab connections with a partial degree of composite action experience minimal damage for frequently occurring seismic events (i.e., 50% probability of exceedance over 50 years); and light cracking in the slab for a design basis earthquake. The above are important from a seismic repairability standpoint. Accordingly, it is recommended that the 25% reduction in the shear resistance of stud connectors is not imperative for seismic designs that feature steel beams with depths less than 500 mm.

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A more rational selection of the behaviour factor for seismic design according to Eurocode 8

Cited by 22 publications

References 26 publications

Seismic Response of Steel Moment Frames (SMFs) Considering Simultaneous Excitations of Vertical and Horizontal Components, Including Fling-Step Ground Motions

Seismic Response of Steel Moment Frames (SMFs) Considering Simultaneous Excitations of Vertical and Horizontal Components, Including Fling-Step Ground Motions

Critical Assessment of Estimation Procedures for Floor Acceleration Demands in Steel Moment-Resisting Frames

Proposed nonlinear macro‐model for seismic risk assessment of composite‐steel moment resisting frames

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