Research Papers: Seismic Engineering

Piping Fragility Evaluation: Interaction With High-Rise Building Performance

[+] Author and Article Information
Bu Seog Ju

Department of Civil Engineering,
North Carolina State University,
Raleigh, NC 27695
e-mail: bju2@ncsu.edu

Abhinav Gupta

Department of Civil Engineering,
North Carolina State University,
Raleigh, NC 27695
e-mail: agupta1@ncsu.edu

Yong Hee Ryu

Department of Civil Engineering,
North Carolina State University,
Raleigh, NC 27695
e-mail: yryu@ncsu.edu

1Corresponding author.

Contributed by the Pressure Vessel and Piping Division of ASME for publication in the JOURNAL OF PRESSURE VESSEL TECHNOLOGY. Manuscript received January 24, 2016; final manuscript received July 18, 2016; published online November 24, 2016. Assoc. Editor: Akira Maekawa.

J. Pressure Vessel Technol 139(3), 031801 (Nov 24, 2016) (10 pages) Paper No: PVT-16-1014; doi: 10.1115/1.4034406 History: Received January 24, 2016; Revised July 18, 2016

Many recent studies have emphasized the need for improving seismic performance of nonstructural systems in critical facilities in order to reduce the damage as well as to maintain continued operation of the facility after an earthquake. This paper is focused on evaluating system-level seismic fragility of the piping in a representative high-rise building. Piping fragilities are evaluated by incorporating the nonlinear finite-element model of a threaded Tee-joint that is validated using experimental results. The emphasis in this study is on evaluating the effects of building performance on the piping fragility. The differences in piping fragility due to the nonlinearities in building are evaluated by comparing the fragility curves for linear frame and nonlinear fiber models. It is observed that as nonlinearity in the building increases with increasing value of peak ground acceleration, the floor accelerations exhibit a reduction due to degradation/softening. Consequently, the probabilities of failure increase at a slower rate relative to that in a linear frame. It is also observed that a piping located at higher floor does not necessarily exhibits high fragilities, i.e., the fundamental building mode is not always the governing mode. Higher order building modes with frequencies closest to critical piping modes of interest contribute more significantly to the piping fragility. Within a particular building mode of interest, a good indicator of the amplification at different floor levels can be obtained by the product of mode shape ordinate and modal participation factor. Piping fragilities are likely to be higher at floor levels at which this product has a higher value.

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Fig. 4

Plastic hinge element in opensees [16]

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Fig. 3

Nonlinear steel model (Steel02) in opensees [16]

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Fig. 2

Nonlinear concrete model (Concrete02) in opensees [16]. The various terms are explained in Table 2.

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Fig. 1

Moment frame building configurations: 20-story

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Fig. 5

Piping system layout [10]

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Fig. 6

Mode shapes of piping system

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Fig. 7

Model of the Tee-joint for 2-in. black iron pipe [10]

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Fig. 8

Validation of model for the threaded Tee-joint for cyclic test [10]

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Fig. 9

Limit states at first leakage in cyclic tests of 50 mm (2 in.) Tee-joint [10]

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Fig. 10

Response spectra for the input ground motions: (a) individual response spectra for 22 earthquake records and (b) response spectra

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Fig. 14

Seismic fragility of piping system in 20-story nonlinear building model

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Fig. 15

Seismic fragilities of piping system in 20-story linear building model

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Fig. 11

Mean spectra in 20-story nonlinear building model, PGA normalized to 1.0 g

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Fig. 12

Mean spectra in 20-story linear building model, PGA normalized to 1.0 g

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Fig. 13

Interstory drift ratio in 20-story nonlinear building model

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Fig. 16

Seismic fragilities of piping in 20-story linear and nonlinear building models: (a) 20th floor; (b) 15th floor; (c) 10th floor; and (d) 5th floor



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