Seismic Assessment of a Full-Scale Double-Storey Residential House using Fragility Curve

Hamid, Nor Hayati Abdul; Mohamad, Nor Mayuze

doi:10.1016/j.proeng.2013.03.019

Cited by 10 publications

(8 citation statements)

References 9 publications

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“…Prior PHSA studies concluded that the peak of ground acceleration (PGA) values across Peninsular Malaysia probably fell between 0.02 and 0.10 g with an approximation of a 475/500-year return period [32,33]. On the contrary, the PGA values at East Malaysia was around 0.07 g (Sarawak) and 0.12 g (Sabah) with a 500-year return period [34], [35]. Fig.…”

Section: Fig 1 -Sumatran Fault Lines and Subduction Zone Of The Indimentioning

confidence: 99%

A Case Study on Structural Failure of Reinforced Concrete Beam-Column Joint After the First Significant Earthquake Impact in Malaysia

Ganasan

Tan

Ibrahim

et al. 2020

IJIE

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This paper presents a case study regarding failures of structural buildings which occurred in Malaysia after the first significant earthquake event dated on June 5, 2015. Ranau is a locality situated in Sabah, Malaysia on the island of Borneo. The seismic activity was triggered when an earthquake with a magnitude of 5.9 afflicted Ranau, including seven other districts that also felt the tremors. Even though the impact of magnitude was undisputedly not high, the severity level of damages was found to be absolute (irreparable) in the structural RC beam-column joints and soft-storey buildings. Most of the buildings in Malaysia were built without the consideration of seismic design, and thus a major factor in structural failure. The earthquake has directed the seismic demand, while the total displacement was concentrated at the weakest floor that caused more damage to the building. This paper shows the causes of beam-column joint damages and explains the proposed (to-date) strengthening methods. Future studies related to seismic activities are in need to analyse the performance of the existing design of structural RC members and propose seismic design in Malaysia.

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Section: Fig 1 -Sumatran Fault Lines and Subduction Zone Of The Indimentioning

confidence: 99%

A Case Study on Structural Failure of Reinforced Concrete Beam-Column Joint After the First Significant Earthquake Impact in Malaysia

Ganasan

Tan

Ibrahim

et al. 2020

IJIE

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“…While, β U is the uncertainty associated with the strength reduction factor and the global modeling process which ranging from 0.2 to 0.4 [4]. The value of β C/D is recommended to be 0.6 [11].…”

Section: The Development Of Fragility Curvementioning

confidence: 99%

“…The damage limit states vary depending upon the type of structure, structural behaviour and failure modes observed during a seismic event. It can also be used as a seismic assessment for many types of structural members or elements in reinforced concrete buildings [3,4].…”

Section: Introductionmentioning

confidence: 99%

Assessment of precast beam-column exterior joint subject to Design Basis Earthquake (DBE) and Maximum Considered Earthquake (MCE) using fragility curve

Ghani

Tukiar

Hamid

et al. 2016

AIP Conference Proceedings

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“…The loss estimation is based on the damage states of the structures. There are several models which can be used to quantify the damages, characterization of damage state and estimation of losses after the earthquakes [11]. Fragility analysis is one of the key components in seismic risk assessment and more specifically in regional seismic risk assessment [12].…”

Section: Earthquake Hazard For Turkeymentioning

confidence: 99%

Seismic Fragility Curves for 1 and 2 Stories R/C Buildings

TEKİN¹,

GURBUZ²

2015

International Journal of Engineering Technologies IJET

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Abstract-In this study, the fragility curves were formed for 1 and 2 stories reinforced concrete (RC) residential buildings. The information regarding the structures was taken from projects of the buildings. Nonlinear pushover (NP) analyze was performed to 84 RC buildings which were divided to 2 groups. The buildings built 1998 and later were called Group-A. The building built before 1998 was called Group B. As for nonlinear analysis, a 3D computer model was drawn for each building and nonlinear analyses were applied to these models. Each building was analysed for 2 dimensions (X and Y). Totally 168 NP analysis were performed for each building. 4 damage limits (slight, moderate, heavy and complete) and 5 damage zones (undamaged, slight, medium, extensive and collapse) were determined according to maximum interstorey drift ratio. Fragility curve parameters were obtained at the result of the NP analysis. Probability density functions were calculated with the help of lognormal mean and lognormal standard deviation values of limit states. The fragility curves were generalized for the buildings in Group A and Group B. At the conclusion of this work; 8 fragility curves obtained for 1 and 2 stories reinforced concrete buildings in. Using these 8 curves; damage possibility can be estimated for RC buildings which have same features.

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Seismic Assessment of a Full-Scale Double-Storey Residential House using Fragility Curve

Cited by 10 publications

References 9 publications

A Case Study on Structural Failure of Reinforced Concrete Beam-Column Joint After the First Significant Earthquake Impact in Malaysia

A Case Study on Structural Failure of Reinforced Concrete Beam-Column Joint After the First Significant Earthquake Impact in Malaysia

Assessment of precast beam-column exterior joint subject to Design Basis Earthquake (DBE) and Maximum Considered Earthquake (MCE) using fragility curve

Seismic Fragility Curves for 1 and 2 Stories R/C Buildings

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