Seismic Performance Assessment of a Conventional Multi-storey Building

International Journal of Disaster Risk Science, Aug 2017

Recent earthquakes have revealed that conventional seismic design philosophy allows for large levels of nonstructural damage. Nonstructural earthquake damage results in extensive repair costs and lengthy functional disruptions, as nonstructural systems comprise the majority of building investment and are essential to building operations. A better understanding of the expected overall seismic performance of code-compliant buildings is needed. This study investigates the seismic performance of a conventional building. A 16-storey steel office building was designed using a modern seismic structural code (Eurocode 8). This study is the first to assess in detail the substantial earthquake repair costs expected in a modern Eurocode concentric braced frame structure, considering nonstructural systems with the FEMA P-58 procedure. The breakdown of total repair costs by engineering demand parameter and by fragility group is novel. The seismic performance assessment indicated that substantial earthquake repair costs are expected. Limitations of the Eurocode nonstructural damage methodology were revealed in a novel manner using FEMA P-58, as the prescribed drift limits did not minimize nonstructural repair costs. These findings demonstrate the need for design procedures that improve nonstructural seismic performance. The study results provide a benchmark on which to evaluate retrofit alternatives for existing buildings and design options for new structures.

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Seismic Performance Assessment of a Conventional Multi-storey Building

Seismic Performance Assessment of a Conventional Multi-storey Building Giuseppe Marcantonio Del Gobbo 0 1 Martin S. Williams 0 1 Anthony Blakeborough 0 1 0 Department of Engineering Science, University of Oxford , Oxford OX1 3PJ , UK 1 & Giuseppe Marcantonio Del Gobbo Recent earthquakes have revealed that conventional seismic design philosophy allows for large levels of nonstructural damage. Nonstructural earthquake damage results in extensive repair costs and lengthy functional disruptions, as nonstructural systems comprise the majority of building investment and are essential to building operations. A better understanding of the expected overall seismic performance of code-compliant buildings is needed. This study investigates the seismic performance of a conventional building. A 16-storey steel office building was designed using a modern seismic structural code (Eurocode 8). This study is the first to assess in detail the substantial earthquake repair costs expected in a modern Eurocode concentric braced frame structure, considering nonstructural systems with the FEMA P-58 procedure. The breakdown of total repair costs by engineering demand parameter and by fragility group is novel. The seismic performance assessment indicated that substantial earthquake repair costs are expected. Limitations of the Eurocode nonstructural damage methodology were revealed in a novel manner using FEMA P-58, as the prescribed drift limits did not minimize nonstructural repair costs. These findings demonstrate the need for design procedures that improve nonstructural seismic performance. The study results provide a benchmark on which to evaluate retrofit alternatives for existing buildings and design options for new structures. Eurocode 8; FEMA P-58; Nonstructural systems; Seismic performance assessment 1 Introduction Recent earthquakes such as the 2010 Canterbury earthquake and the 2010 Chile earthquake have demonstrated that buildings that incur minimal structural damage frequently experience extensive nonstructural damage (Dhakal 2010; Miranda et al. 2012) . Nonstructural systems refer to building contents, architectural components, and mechanical, electrical and plumbing systems. These systems are essential to building functions and comprise the majority of building investment (Fig. 1). Nonstructural damage results in lengthy functional disruptions and accounted for several billion dollars of losses in 2010 alone (Fierro et al. 2011). Attaining a target level of seismic performance mandates the harmonization of structural and nonstructural performance levels. An improved understanding of the expected structural and nonstructural seismic performance of conventional code-compliant buildings is therefore needed. This study assesses the seismic performance of a structural design that is representative of conventional buildings constructed in seismic regions. The results of the performance assessment provide a benchmark on which to evaluate retrofit alternatives for existing buildings or design options for new structures. A case study building was designed to represent conventional structures in seismic regions. A finite element model of the design was created in OpenSees (PEER 2015) to determine the nonlinear response of the structure. Two suites of ground motion records were compiled to represent the earthquake intensities of interest. A FEMA P-58 (ATC 2012) building performance model was produced to convert the structural analysis results into probable seismic performance. Nonlinear time history analyses of the finite element model were conducted using the ground motion suites. The results of the seismic performance assessment were calculated and analyzed. 2 Design of the Case Study Building A Eurocode-compliant (CEN 2010) building design was created to represent structures designed in a conventional manner. By evaluating the seismic performance of the case study building, conclusions can be inferred about the seismic performance of conventional structures with similar designs. It is useful for an example of possible structural and nonstructural damage distributions to be determined in detail. The case study structure is a 16-storey steel office building. The lateral load resisting system consists of concentric braced frames (CBFs) located around the perimeter of the structure. Seismic design forces were obtained through modal response spectrum analysis of the structure in SAP2000 (CSI 2013) . A peak ground acceleration (PGA) of 0.31 g was used for the design, representing a location with significant earthquakes. This PGA is bounded by the two strongest seismic zones in Greece and in Turkey (Solomos et al. 2008) . Medium sand (ground class C) was assumed (CEN 2013) . The first period of the building (T1) is 2.34 s. An elevation and a plan view are shown in Fig. 2. The building sections are shown in Table 1. 3 Model of the Case Study Building A 2D model of the structure was created in the finite e (...truncated)


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Giuseppe Marcantonio Del Gobbo, Martin S. Williams, Anthony Blakeborough. Seismic Performance Assessment of a Conventional Multi-storey Building, International Journal of Disaster Risk Science, 2017, pp. 1-9, DOI: 10.1007/s13753-017-0134-9