Seismic design of non-structural components mounted on irregular reinforced concrete buildings

Aldeka, Ayad B.; Tziavos, Nikolaos I.; Gkantou, Michaela; Dirar, Samir; Chan, Andrew

doi:10.1016/j.jobe.2021.103783

Cited by 6 publications

(3 citation statements)

References 26 publications

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“…It is worth mentioning that, even though the components were in the resonance range, the mean PSA/PGA for elastic components was found to reach approximately 2.5, aligning with the NBC-specified value of 2.5, which is associated with an R p of 1. These findings are consistent with the results reported by Aldeka (2015) and Anajafi et al(2019), which observed that the maximum PSA/PGA is generally below 2.5.…”

Section: Component Response Modification Factor (Rp)supporting

confidence: 93%

Proposed Reliable Peak Component Factors for Ductile Light NSCs Subjected to Horizontal Ground Motions

Mehrjoo,

Assi

2024

Preprint

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This paper aims to propose reliable factors that accurately capture the effect of target ductility of non-structural components (NSCs) on floor acceleration, velocity, and displacement demands at both the ground level and the upper building floors. A linear time history analysis (THA) was performed on four moment-resisting archetype buildings using historical and synthetic ground motions matched to the Montreal Site Class C uniform hazard spectrum (UHS) through frequency domain matching. The NSCs’ seismic demands and ductility-based modification factors were determined using the uncoupled analysis approach, in which the equations of motion were solved using the Iterative Newmark Integration approach implemented in MATLAB. The seismic floor acceleration, displacement, and velocity demand amplitudes were reduced with increased NSC ductility, especially inside the resonance period range. The effect of ductility on the seismic acceleration demands was found to be significant near the resonance condition for the first three primary periods of the supporting structure. Conversely, the displacement and velocity demand were predominantly affected by the first primary mode. Specifically, for NSCs with moderate to high ductility levels, a 40%-60% decrease in demand was observed as compared to NSCs exhibiting elastic behavior in the resonance condition. On the other hand, the effect of ductility was minimal for out-of-resonance conditions. Also, it was found that the ductility had a minor impact on ground-level seismic demands. It is concluded that while ductility minimizes the impact of the resonance condition on NSCs, a trade-off between the benefits of ductility and an acceptable damage level must be considered.

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Section: Component Response Modification Factor (Rp)supporting

confidence: 93%

Proposed Reliable Peak Component Factors for Ductile Light NSCs Subjected to Horizontal Ground Motions

Mehrjoo,

Assi

2024

Preprint

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“…The infrastructure of existing urban areas is primarily made up of irregular structures [4][5]. Since earthquakes create inertia forces that are proportional to the mass of the building, the mass of the structure being built determines the structure's stiffness and seismic design [6]. Buildings designed to respond elastically to earthquakes without damage make the project economical [7].…”

Section: Introductionmentioning

confidence: 99%

“…As a result, the conventional idea of earthquakeresistant design recommends that regular buildings should be strong enough to withstand: (1) Small shaking that causes no harm to the structure's components, (ii) Moderate shaking with minor structural damage to components, and (i) Severe shaking with structural components damaged but no collapse. Buildings are, therefore, only built to withstand between 8-14 % of the force they would have to encounter if they were constructed to remain elastic throughout the probable future intense ground shaking, allowing damage [6][7][8][9]. However, it is necessary to ensure sufficient initial stiffness to prevent structural damage during small shaking.…”

Section: Introductionmentioning

confidence: 99%

Comparative Study of Regular and Irregular RC Structure in Different Seismic Zones and Soil Types

2022

EESRR

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The resistivity of lateral forces (Wind and Seismic loading) by any structure is very much challenging. It is also one of the reasons for the failure of the reinforced concrete (RC) structure due to its asymmetric distribution of mass, strength, stiffness, and non-uniform geometrical configurations. Knowing the effect of various soils in the construction of RC structures is essential to determine the structural performance in the presence of seismic load ahead of construction. This research aims to compare regular and irregular RC structures in different seismic zones, and soil types with the provisions suggested in IS code 1893(part1):2016 and IS 875(part3):2015 using STAAD Pro V8i. Research work calculated the critical design loading for multi-story buildings put through basic wind speeds of 50 m/s and seismic zones (II, III, IV, V). The response of a G+20 storeyed RC framed building to seismic loads is examined using Indian Standard code IS 1893(part1):2016 and wind loads using Indian Standard code IS 875(part3):2015.

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The influence of torsion on acceleration demands in low-rise RC buildings

Ruggieri,

Vukobratović

2024

Bull Earthquake Eng

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This paper presents a study of acceleration demands in low-rise reinforced concrete (RC) buildings with torsion, evaluated by quantifying peak floor accelerations (PFAs) and floor response (acceleration) spectra (FRS). The study was performed with the aim to provide simple empirical formulas to quantify the amplification effects due to torsion, which can occur in most of the existing and new RC buildings. With this goal in mind, a set of eight archetype buildings was selected, characterized by an increasing floor eccentricity obtained by moving the centre of rigidity (CR) away from the centre of mass (CM). Numerical models of the proposed set of archetype RC buildings were considered in both linear elastic and nonlinear configurations. For the latter, the properties of models were widely varied, by systematically modifying parameters of plastic hinges, in order to obtain a sample of 1000 models. Non-structural components (NSCs) were considered linear elastic in all cases. To investigate acceleration demands, a set of forty Eurocode 8 spectrum-compatible ground motion records were used as input. For linear elastic building models, it was observed that the change of demands depends on the position of the NSC (in-plan and in-height), and on the distance between CR and CM. On the other hand, for nonlinear models, additional parameters must be considered, such as the building ductility (μ) and yielding force (Vy). New regression models were proposed for quantifying the observed differences in PFAs and FRS when torsion occurs. The efficiency of the proposed models was assessed by testing the new formulas on an existing case study building, as well as on the well-known SPEAR building.

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Seismic design of non-structural components mounted on irregular reinforced concrete buildings

Cited by 6 publications

References 26 publications

Proposed Reliable Peak Component Factors for Ductile Light NSCs Subjected to Horizontal Ground Motions

Proposed Reliable Peak Component Factors for Ductile Light NSCs Subjected to Horizontal Ground Motions

Comparative Study of Regular and Irregular RC Structure in Different Seismic Zones and Soil Types

The influence of torsion on acceleration demands in low-rise RC buildings

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