Floor Spectra Estimates for an Industrial Special Concentrically Braced Frame Structure

[+] Author and Article Information
Roberto Javier Merino Vela

IUSS Pavia,
Institute for Advanced Studies,
Palazzo del Broletto,
Piazza della Vittoria n.15,
Pavia 27100, Italy
e-mail: robertojavier.merinovela@iusspavia.it

Emanuele Brunesi

European Centre for Training and
Research in Earthquake Engineering,
Via Ferrata 1,
Pavia 27100, Italy
e-mail: emanuele.brunesi@eucentre.it

Roberto Nascimbene

European Centre for Training and
Research in Earthquake Engineering,
Via Ferrata 1,
Pavia 27100, Italy
e-mail: roberto.nascimbene@eucentre.it

1Corresponding author.

Contributed by the Pressure Vessel and Piping Division of ASME for publication in the JOURNAL OF PRESSURE VESSEL TECHNOLOGY. Manuscript received January 19, 2018; final manuscript received August 22, 2018; published online December 14, 2018. Assoc. Editor: Tomoyo Taniguchi.

J. Pressure Vessel Technol 141(1), 010909 (Dec 14, 2018) (9 pages) Paper No: PVT-18-1019; doi: 10.1115/1.4041285 History: Received January 19, 2018; Revised August 22, 2018

Nonstructural components play an important role in the correct functioning of industrial facilities, which may suffer greatly from earthquake-induced actions, as demonstrated by past seismic events. Therefore, the correct evaluation of seismic demands acting upon them is of utmost importance when assessing or designing an industrial complex exposed to seismic hazard. Among others, nonlinear time history analyses (NLTHA) of structural systems including nonstructural elements and floor response spectra are well-known methods for computing these actions, the former being more accurate and the latter being less onerous. This work focuses on deriving floor spectra for a steel special concentrically braced frame (SCBF), which is a common type of lateral-load resisting system for industrial frames. The results are used to compute the seismic actions on a small liquid storage tank mounted on the case study frame. Additionally, the results are compared to those obtained by modeling the structure and the tank together, that is, by modeling the tank explicitly and incorporating it within the model of the support structure. To this end, a simple model, consisting of two uncoupled single degree-of-freedom systems, is used for the tank. The floor spectra resulting from both approaches are compared to establish differences in the behavior of the structure and nonstructural element/component. Finally, the seismic demand on the tank—obtained by direct and indirect analyses—is compared to that obtained by applying ASCE 7-10 and Eurocode 8 prescriptions.

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Fig. 1

Geometric dimensions and steel profiles for the case study SCBF system

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Fig. 2

Scheme for fiber modeling of the HSS braces

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Fig. 3

Experimental validation of the proposed modeling approach

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Fig. 4

Sensitivity analysis to (a) the number of model elements per brace and (b) the initial camber at midspan of the brace

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Fig. 5

Assumed scaling method for the suite of ground motions at the design intensity level—Sa(T1,5%) = 0.75 g

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Fig. 6

Median floor acceleration spectra for different seismic intensities: (a) 0.5% damping (convective component) and (b) 2.0% damping (impulsive component)—frame without the tank

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Fig. 7

Median floor acceleration spectra for different seismic intensities: (a) 0.5% damping (convective component) and (b) 2.0% damping (impulsive component)—frame with the tank

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Fig. 8

Dynamic coupling between frame and tank for different intensities—Median, 16th percentile and 84th percentile

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Fig. 9

Median floor spectra at the design intensity level. Comparison between numerical and code-compliant approaches.

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Fig. 10

Ratio between median floor spectra estimates and predictions using direct analysis (NLTHAs of the frame-tank system)



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