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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)