A simplified 3 D.O.F. model of A FEM model for seismic analysis of a silo containing elastic material accounting for soil–structure interaction

Durmuş, Ahmet; Livaoğlu, Ramazan

doi:10.1016/j.soildyn.2015.04.015

Cited by 24 publications

(7 citation statements)

References 26 publications

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“…For this purpose natural damping ratio of equivalent replacement oscillator is defined by Eqs. (24), (25) and (26).…”

Section: Methods Of Analysismentioning

confidence: 99%

“…1) The difference between stiffness of the foundation and the surrounding soil induces the FEMA-440 [7] regulation. But researches conducted by Madani et al [25], Durmuş et al [26], Galvin et al [27] and Medina et al [28] are as examples of recent researches that express the considerable effects of SSI on elastic and inelastic demands of structures. Consequently, it seems necessary to assess the accuracy of proposed NSPs of FEMA-440 [7] to consider both Inertial and Kinematic effects of SSI.…”

Section: Introductionmentioning

confidence: 99%

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Investigation the accuracy of FEMA-440 procedure to analyze soil-structure systems

Khanmohammadi¹,

Amiri²,

Davoodi³

2017

J. vibroeng.

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A common analysis method of soil-structure systems in seismic design procedures such as FEMA-440 is to replace the entire soil-structure system by a fixed-base oscillator with an equivalent fundamental period and damping ratio to consider inertial effect of soil-structure interaction. It is generally believed by researchers that ignoring kinematic effect of soil-structure interaction is conservative to determine response of structures and FEMA-440 supports this idea by defining a reduction factor applying to elastic response spectra. Also, the improvements of nonlinear static procedures in FEMA-440 are achieved for fixed-base structures and the soil effects are not perfectly obtained in coefficients and relations of these procedures. Thus, it seems necessary to assess the accuracy of proposed procedures of FEMA-440 to include soil-structure interaction. In this paper, the accuracy of equivalent replacement oscillator and nonlinear static Procedures of Equivalent Linearization and Coefficient methods, defined in FEMA-440, to analyze soil-structure systems with surface and embedded foundations are evaluated. Both kinematic and inertial effects of soil-structure interaction are investigated by conducting a parametric study using 20 ground motions recorded on soft soil site E, on which the more SSI effects are probable. 4339 difference between the motion experienced by the essentially rigid foundation (the foundation input motion (FIM)) and the free-field motion (FFM). This effect is called the kinematic interaction (KI) effect and happens even if the foundation has no mass. In other words, the FIM is the result of geometric averaging of the seismic input motion in the free field (Meek and Wolf [8]).2) The flexibility of soil affects the response of the structure subjected to FIM. In fact, the soil-structure system behaves as a new system with different dynamic properties (longer natural period and usually higher damping). This effect is called inertial interaction (II) effect.Numerous researches on the effects of SSI have been carried out over the past few decades, but generally excluded the nonlinear behavior of structures. Replacing the entire soil-structure system with a fixed-base oscillator to consider II effect is a common analysis method in seismic design procedures. Current SSI-related regulations in seismic codes, such as ATC3-06 [9] and NEHRP [10] are based only on the knowledge of the II effect on elastic response of structures while the KI effect is traditionally ignored. The variations of the equivalent natural period and damping ratio of equivalent replacement oscillator have been studied by other researchers such as Veletsos and Meek [11], Veletsos and Nair [12], Wolf [13] and Aviles and Perez-Rocha [14].However, the yielding behavior of structures has recently been given more attention by some researchers. Bielak [15] first studied this matter by investigating the harmonic response of a bilinear structure supported on a visco-elastic half-space and found that the resonant structural deformation could...

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“…For this purpose natural damping ratio of equivalent replacement oscillator is defined by Eqs. (24), (25) and (26).…”

Section: Methods Of Analysismentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Investigation the accuracy of FEMA-440 procedure to analyze soil-structure systems

Khanmohammadi¹,

Amiri²,

Davoodi³

2017

J. vibroeng.

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“…For shallow filled silo systems (commonly classified as "squat"), the model predicts a noticeably smaller activated portion of the material than the entire mass. Durmuş and Livaoglu (2015) presented analytical formulae to estimate the fundamental period of vibration of a filled silo system. The formulae are derived assuming an equivalent Single-Degree-Of-Freedom (SDOF) model as an inverted pendulum fixed at the bottom with a top lumped mass, corresponding to a cantilever beam with flexural response.…”

Section: Analytical Modelsmentioning

confidence: 99%

Comprehensive Review on the Dynamic and Seismic Behavior of Flat-Bottom Cylindrical Silos Filled With Granular Material

Mansour

Pieraccini

Palermo

et al. 2022

Front. Built Environ.

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The seismic design of industrial flat-bottom ground-supported silos filled with granular material still presents several challenges to be addressed. They are related to the main aspects which differentiate silo structures containing granular material from other civil structural typologies: 1) the relatively low silo structure mass as compared to the ensiled content mass; 2) the granular nature of the ensiled material. Indeed, the internal actions in the structural members are governed by the complex dynamic interactions along the interfaces between granular content and silo wall or base, or even the internal interaction between particles. More in detail, even though the scientific interest in such complex interactions dates back to the middle of the 19th century, several issues are still unclear such as the dependency of the fundamental dynamic properties (period of vibration and damping ratio) on the characteristics of the dynamic excitation (intensity, frequency content, duration) or the amount of ensiled material mass activated during a seismic excitation and provoking extra pressures on the wall (effective mass). Therefore, most of current seismic code provisions for silos are grounded on rather approximate and simplified assumptions leading to often over-conservative evaluations. The present paper intends to provide a comprehensive summary of the mainly acknowledged experimental and theoretical advances in the dynamic and seismic behavior of silos, supporting the potential researcher in the field to understand the real differences between the code assumptions and recommendations and the actual conditions, as well as illustrating the open issues to be still further investigated.

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“…Additionally, the changes in the fixed base natural frequencies that may occur produce significant changes in the system response. If the natural frequency of the tank is close enough to the predominant frequency of the soil site, amplification in the response may occur [5][6][7]. Hence, during the design phase, assuming a rigid support condition does not always guarantee conservative results [8].…”

Section: Introductionmentioning

confidence: 99%

Impact of Seismic Uplift and Soil Support on the Acceleration Distribution of a Liquid Storage Tank

Hernandez‐Hernandez¹,

Larkin²,

Chouw³

2019

Proceedings of the 7th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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A rigid base is assumed in most seismic studies of liquid storage tanks. Additionally, recent studies have shown that permitting uplift can significantly reduce the damage to tanks. Uplift is the transient partial separation of the tank base from the supporting foundation. However, uplift of storage tanks is still not well studied and a rigid base is assumed in numerical studies. In this work, the simultaneous effect of uplift and a soil foundation are utilised to evaluate experimentally the effect of these two factors on the acceleration in the tank wall. A low-density polyethylene tank and a shake table were employed. Stochastically generated seismic excitation is employed based on the New Zealand design standard, NZS 1170.5, for medium soil, classification B. Three base conditions were considered: 1) fixed-base tank on a rigid support, 2) freebase tank on a rigid support and 3) free-base tank on a flexible support. To simulate the rigid support condition, the tank is resting on a steel plate rigidly attached to the shake table. A laminar box infilled with sand is utilised to represent a flexible soil condition. Results revealed that the highest acceleration at the tank top occurred when the tank is resting freely on a rigid supporting base. Furthermore, for this case the maximum uplift occurred at the same time as the maximum acceleration. However, for the case of a flexible support, the maximum acceleration occurred at the tank base and did not coincide with the time of maximum uplift. The maximum uplift occurred for a flexible supporting base and is not related to the maximum acceleration at the tank top. Thus, the distribution of the maximum acceleration, and hence uplift, depends significantly on the support condition.

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A simplified 3 D.O.F. model of A FEM model for seismic analysis of a silo containing elastic material accounting for soil–structure interaction

Cited by 24 publications

References 26 publications

Investigation the accuracy of FEMA-440 procedure to analyze soil-structure systems

Investigation the accuracy of FEMA-440 procedure to analyze soil-structure systems

Comprehensive Review on the Dynamic and Seismic Behavior of Flat-Bottom Cylindrical Silos Filled With Granular Material

Impact of Seismic Uplift and Soil Support on the Acceleration Distribution of a Liquid Storage Tank

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