Seismic Performance of Storage Steel Tanks during the May 2012 Emilia, Italy, Earthquakes

Brunesi, Emanuele; Nascimbene, Roberto; Pagani, Marco; Beilic, Dumitru

doi:10.1061/(asce)cf.1943-5509.0000628

Cited by 133 publications

(52 citation statements)

References 21 publications

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“…Whereas different scale and peculiar responses of mechanical and physical idealizations are involved in façade-structure interaction, both detailed brick-and fiber-based FE models were assumed. On one hand, brick-based FE models give more knowledge on complex phenomena than equivalent mechanical representation [11,12], being able to reproduce their local response in terms of time-dependent stress/strain concentration. On the other hand, the insight on the well-known physical phenomena allows their easy calibration into classical fiber-based FE models, saving significant computational time.…”

Section: Nonlinear Dynamic Analysesmentioning

confidence: 99%

“…Prospective buckling mechanisms in both braces and gusset plates were considered applying an out-of-plane imperfection equal to 0.1% of the length at its midspan. Similarly, according to [12,14,15,16,18,39,40,42], the Tstub bolted joint mechanical idealization was assumed to reproduce the hysteresis behavior, as a partially restrained connection. Accordingly to the Grant and Priestley paradigm [41], when considering the tangent stiffness-proportional Rayleigh damping, the stiffness-proportional matrix multiplying coefficient used to perform nonlinear dynamic analyses was correlated to the damping ratio associated to the fundamental period of the structure [38,41,42,43].…”

Section: Fibre-based Modelling Approach For Mrf Structurementioning

confidence: 99%

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Dissipating Effect of Glazed Curtain Wall Stick System Installed on High-Rise Mega-Braced Frame-Core Buildings Under Nonlinear Seismic Excitation

Casagrande¹,

Bonati²,

Auricchio³

et al. 2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Abstract. The results derived from the investigation on the dynamic behavior of glazed curtain wall non-structural stick systems installed in modern high-rise mega-frame prototypes is herein summarized. The supporting steel structures, designed in accordance with European rules, consisted of planar frames extracted from reference three-dimensional steel Moment Resisting Frame (MRF), respectively having thirty-and sixty-storey height. To limit interstorey drift and second order effects, outriggers trusses were placed every fifteen stories, whilst a CBF system was chosen as internal core. The characterization of non-structural façade elements was performed through experimental full-scale crescendo-tests on aluminium/glass curtain wall units. Deriving experimental force-displacement curves, it was possible to calibrate threedimensional inelastic FE models, capable to simulate the interaction between glass panels and aluminium frame. Subsequently, equivalent nonlinear links were calibrated to reproduce the dynamic behaviour of tested glazed unit, and implemented in the thirty-and sixty-storey structural planar frames FE models. Nonlinear time history analyses (NLTHAs) were performed to quantify local and global performance, investigating the enhanced combination of stiffness and strength generated through the implementation of glazed curtain wall on the numerical FE models. Results will be shown in terms of inter-storey drift profiles and displacement peaks, axial force curves and percentage peak variation, showing the sensitivity to the structure height. Trends were discussed to show that, if accurately designed, omitting non-structural elements from the seismic assessment of high-rise prototypes conduct to a sensible underestimation of dynamic dissipation capacity of the building.

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Section: Nonlinear Dynamic Analysesmentioning

confidence: 99%

Section: Fibre-based Modelling Approach For Mrf Structurementioning

confidence: 99%

Dissipating Effect of Glazed Curtain Wall Stick System Installed on High-Rise Mega-Braced Frame-Core Buildings Under Nonlinear Seismic Excitation

Casagrande¹,

Bonati²,

Auricchio³

et al. 2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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“…The major existing codes, regulations, guidelines, and recommendations-such as API (650, 620), AWWA (D100, D103, D110, D115), Eurocode 8 Part 4 (and Eurocode 3), UNI EN 14015, Covenin, IITK, ACI (350.3, 371.R), NZSEE, AIJ-for the seismic design of tanks are widely used, although, in some cases, the codes were not correctly applied or there are imperfections in the code requirements. These structures have shown poor performance and failure modes during strong earthquakes-such as overturning, buckling, roof damage, sliding, uplift, different settlement, etc., which may also cause liquid leakage and fire after an earthquake-as described, for example, in [1][2][3][4].…”

Section: Introductionmentioning

confidence: 99%

Evaluation of Soil-Structure Interaction on the Seismic Response of Liquid Storage Tanks under Earthquake Ground Motions

2017

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Soil-structure interaction (SSI) could affect the seismic response of structures. Since liquid storage tanks are vital structures and must continue their operation under severe earthquakes, their seismic behavior should be studied. Accordingly, the seismic response of two types of steel liquid storage tanks (namely, broad and slender, with aspect ratios of height to radius equal to 0.6 and 1.85) founded on half-space soil is scrutinized under different earthquake ground motions. For a better comparison, the six considered ground motions are classified, based on their pulse-like characteristics, into two groups, named far and near fault ground motions. To model the liquid storage tanks, the simplified mass-spring model is used and the liquid is modeled as two lumped masses known as sloshing and impulsive, and the interaction of fluid and structure is considered using two coupled springs and dashpots. The SSI effect, also, is considered using a coupled spring and dashpot. Additionally, four types of soils are used to consider a wide variety of soil properties. To this end, after deriving the equations of motion, MATLAB programming is employed to obtain the time history responses. Results show that although the SSI effect leads to a decrease in the impulsive displacement, overturning moment, and normalized base shear, the sloshing (or convective) displacement is not affected by such effects due to its long period.

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“…Damage and failure of silos in different regions of the world are presented and discussed in their research. Emanuele Brunesi et al [13] investigated the dynamic response of cylindrical storage tanks, in light of field observations collected in the aftermath of the May 2012 earthquakes in Northern, Italy. They observed that the vast majority of the cylindrical tanks were damaged excessively.…”

Section: Introductionmentioning

confidence: 99%

Seismic Vulnerability of Cylindrical Steel Liquid Storage Tanks for an Oil Industry Plant

Yazdanian

Mashal²,

Razavi³

2017

ANADOLU UNIVERSITY JOURNAL OF SCIENCE AND TECHNOLOGY a - Applied Sciences and Engineering

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Liquid storage tanks have a pivotal role in supplying of different type of liquids. In addition, they are widely used in disparate industrial plants. Failure of these structures has dire consequences and detrimental impacts on economy of countries. Hence, in this study, the seismic behavior of these structures with an emphasis on their seismic vulnerability under different conditions is analyzed. For this purpose, an oil industry plant in the south of Iran is considered and five different tanks with different dimension are chosen. Three significant vulnerability parameters which are usually taken into account for evaluation of tanks are investigated. These criterions include: 1) Sliding, 2) Elasto-Plastic buckling (Elephant foot buckling), 3) Tank roof damage. Four integral analyses including static, modal, response spectrum and time history is utilized. In time history analyses, multiple records are selected to conduct a comprehensive evaluation of system. Finally, the results show that tanks are safe under Elephant foot buckling fragility parameter. However, this is not always the case for tank's roof vulnerability and sliding. In addition to this, tanks with higher diameter have witnessed higher wave height and are possible to be in danger for tank's roof vulnerability, while these tanks have shown an appropriate behavior against sliding.

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Seismic Performance of Storage Steel Tanks during the May 2012 Emilia, Italy, Earthquakes

Cited by 133 publications

References 21 publications

Dissipating Effect of Glazed Curtain Wall Stick System Installed on High-Rise Mega-Braced Frame-Core Buildings Under Nonlinear Seismic Excitation

Dissipating Effect of Glazed Curtain Wall Stick System Installed on High-Rise Mega-Braced Frame-Core Buildings Under Nonlinear Seismic Excitation

Evaluation of Soil-Structure Interaction on the Seismic Response of Liquid Storage Tanks under Earthquake Ground Motions

Seismic Vulnerability of Cylindrical Steel Liquid Storage Tanks for an Oil Industry Plant

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