Abstract:

In recent literature, one of the ways to investigate the vulnerability of existing buildings is to use fracture curves, which can have many applications before and after earthquakes. These curves are used to assess seismic hazard, prioritize structural rehabilitation, crisis management planning, and multi-risk approaches for different natural hazardous zones to estimate the amount of post-earthquake damage. This paper investigates the practices and methodologies for assessing seismic vulnerability of the existing structures, in areas of moderate to high seismicity. The study involves an extensive collection and review of analytical, empirical, expert-based and hybrid models for assessing fragility curves available in the technical literature and their evaluation according to a set of qualitative criteria in order to select the most appropriate ones for each type of structure. This paper also reveals of the most recent the fragility curves, introduces their advantages and describes the relationship between the intensity of the earth’s earthquake and the probable seismic hazard level to accurately determine the correct choice for specialists and engineers for specific performance level.

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1. Introduction

Recent earthquakes have shown that the economic loss and urban resilience are closely relative to the seismic performance of existing structures, designed without considering seismic design or were built by old seismic codes, that showed an unsatisfactory behavior (Kappos and Dimitrakopoulos, 2008; Yamin et al., 2017). Thus, in order to increase the reliance of urban areas by reducing the seismic risk, strategies should be developed. In seismic risk mitigation methods, with regard to the most common types of existing such as bridges, buildings, etc., the quantitative fragility models play the key role. There are different approaches for the construction of fragility models: (a)analytical approaches, (b)empirical approaches, (c) expert opinion based approaches and (d)hybrid approaches. In this paper, all of the mentioned methods have been considered. Due to the importance of the topic, a significant number of studies were developed and published in the last years(Lee and Moon, 2014; Muntasir Billah and Shahria Alam, 2015). Assessing seismic vulnerability of the existing structures, in areas exposed to high seismicity. The study involves an extensive collection and review of analytical, empirical, expert-based and hybrid models for assessing fragility curves available in the recent technical literature and their evaluation according to a set of qualitative criteria in order to select the most appropriate ones for each type of structure. This paper also reveals of the most recent the fragility curves, introduces their advantages and describes the relationship between the intensity of the earth’s earthquake and the probable seismic hazard level to accurately determine the correct choice for specialists and engineers for specific performance levels.

Structure damages can be related to structure displacement or drift. Drift is normally used as parameter to estimate the performance level of a building structure(Hou et al., 2018). Drift can be considered performance-based seismic design (PBSD), which is an approach to earthquake-resistant seismic design. Drift can be described by considering the maximum allowable damage state in identifying the performance level (Hokmabadi, Fatahi and Samali, 2012). It can also be expressed as the maximum desired extent of damage to a structure under a specific earthquake design level.

The drift performance level varies depending on the guidelines that result from intensive research. For example, FEMA-273(FEMA 273, 1997) classifies the performance level into four categories, namely operational phase (OP) with 0.5% drift, immediate occupancy (IO) with 1.0% drift, life safety (LS) with less than 2.5%drift, and collapse prevention (CP)with more than 2.5% drift. The PBSD is incorporated with incremental dynamic analysis (IDA) to determine the structure drift and develop the structure fragility curve. The fragility curve is a log-normal function that expresses the probability of reaching or exceeding a specific damage state. The fragility curve is a highly useful method in predicting the extent of probable damage. It can describe the probability of a structure being damaged beyond a specific state when subjected to different levels of ground shaking (Ibrahim and El-Shami, 2011; Silva et al., 2014a).

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The fragility curve was introduced to provide accurate predictions of damage to structures and non-structures. This method is unique because every developed curve depends on ground motions. Numerous researchers have developed fragility curves for different structure types (Bakhshi and Asadi, 2013; Farsangi et al., 2014; Hancilar et al., 2014; Manafpour and Moghaddam, 2014; Moharrami and Amini, 2014; Negulescu et al., 2014; Siqueira et al., 2014).

1.1 HistoricalBackground

Many previous studies, such as those of (Kiremidjian A.S., 1992; Akkar, Sucuoǧlu and Yakut, 2005; Kumitani and Takada, 2009; Frankie, Gencturk and Elnashai, 2012; Bakhshi and Asadi, 2013; Modica and Stafford, 2014; Silva et al., 2014a; Pragalath, DAVIS and SARKAR, 2015; Cutfield, Ryan and Ma, 2016; Joy and Thampsan, 2016) present a brief historical background of  fragility curve. Fragility curves are defined as the probability of reaching or exceeding a specific damage state under earthquake excitation.

The general equation to develop fragility or conditional probability is expressed by (Muntasir Billah and Shahria Alam, 2015)

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where,

(1)

LS is the limit

state or damage state (DS),

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IM is the intensity measure (ground motion), and

Y is the realized condition of ground motion IM.

Various equations were derived from previous research (Table 1). However, all the equations are based on Eq. (1), which is a general equation for generating a fragility curve.

Although most of these studies used different equations to generate their versions of the seismic fragility curves (Table 1), most researchers such as (Serdar Kirçil and Polat, 2006), and (Ibrahim and El-Shami, 2011) used Eq. (2) in their studies. This equation is the simplest one in the group. Yamaguchi and Yamazaki (2000) tested Eq. (2) for different types of structures and found it to be suitable for use in all structural types. This equation is given below:

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