Size Limitations for Piles in Seismic Regions

Laora, Raffaele Di; Mylonakis, George; Mandolini, Alessandro

doi:10.1193/032116eqs045m

Cited by 17 publications

(18 citation statements)

References 31 publications

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“…the kinematic interaction with the soil during wave propagation, which can induce significant bending along the whole pile length, depending also on the constraint imposed to the pile head, and the inertial interaction with the superstructure, whose effects are typically confined close to a certain depth below the pile head [41]. In order to isolate kinematic from inertial effects, Figure 16 shows the envelope of the maximum bending moment along the piles, computed again during the earthquake EQ7.…”

Section: Dynamic Response Of Pilesmentioning

confidence: 99%

Assessment of dynamic soil-structure interaction effects for tall buildings: A 3D numerical approach

Scarfone

Morigi

Conti

2020

Soil Dynamics and Earthquake Engineering

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Soil-structure interaction (SSI) phenomena are typically studied in the frequency-domain using the substructure approach, involving several simplifications. In this study, SSI effects for a 20-storey building are studied numerically performing time-domain 3D non-linear dynamic analyses, using an elastoplastic nonlinear constitutive model for the soil. Three foundation systems-a relatively shallow, a deeply embedded and a pile foundation-and two soil profiles are investigated and compared. Specifically, relative merits of site amplification, kinematic interaction and inertial interaction are isolated, and the role of foundation deformability and local stratigraphy is highlighted. To isolate such features, the results of the complete 3D models are compared with those provided by 3D numerical analyses of the sole building, of the foundation-soil systems and of the free-field soil deposit. Numerical results show that, for tall buildings, an increase in foundation deformability leads to a decrease of the maximum base shear force (seismic demand), to a higher rigid rotation of the foundation, but not to appreciably higher displacements of the structure. Moreover, possible situations where a (decoupled) substructure approach can lead to a misinterpretation of SSI phenomena are highlighted, as in the case of deep foundations crossing very soft soil layers. In addition, the use of embedded pile elements was proven to be an effective strategy in reducing the computational cost when performing complex 3D simulations of dynamic SSI problems.

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Section: Dynamic Response Of Pilesmentioning

confidence: 99%

Assessment of dynamic soil-structure interaction effects for tall buildings: A 3D numerical approach

Scarfone

Morigi

Conti

2020

Soil Dynamics and Earthquake Engineering

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“…In [11,16,17] the existence of a range of admissible pile diameters able to resist to combined inertial and kinematic bending at the pile-head was demonstrated. One of the main findings in these works was the fact that the design limitation related to a maximum allowable pile diameter is achieved only in case of homogeneous and very soft inhomogeneous soils.…”

Section: Literature Overviewmentioning

confidence: 99%

“…One of the main findings in these works was the fact that the design limitation related to a maximum allowable pile diameter is achieved only in case of homogeneous and very soft inhomogeneous soils. The range of admissible pile diameters can be estimated once defined the pile section capacity and the pile-head inertial bending as shown in [11,16,18]. These findings have been obtained neglecting both the soil and pile nonlinearities.…”

Section: Literature Overviewmentioning

confidence: 99%

Pile-Head Kinematic Bending of Fixed-Head Long Piles in Homogeneous and Layered Soils Considering Pile and Soil Material Nonlinearities in Case of Moderate to Strong Earthquake Motions

Stacul¹,

Franceschi²,

Squeglia³

2019

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

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The knowledge of fixed-head long piles response mechanism under harmonic excitations and earthquakes significantly increased in the last decades. Most of seismic codes suggest considering kinematic interaction for specific structures, in layered soil with high stiffness contrast and in case of high seismic input. More recently has been shown the importance of kinematic interaction in the design of concrete piles, especially when embedded in soft soil. Above all, the existence of a maximum allowable diameter ruled by kinematic interaction, affecting detrimentally the design in seismic conditions, has been identified. These findings are based on the main assumption that the soil is a linear viscoelastic material and the concrete remain in the uncracked stage. Here a recently developed BEM based code, called KIN SP, is used to provide new insights on pile-soil interaction during earthquakes. KIN SP models the nonlinear soil behavior with the Ramberg-Osgood law and the influence of concrete cracking is accounted, allowing to consider the cyclic variation of the pile flexural rigidity. The influence of pile and soil material nonlinearities in the assessment of pile-head kinematic bending both in homogenous and in layered soils will be discussed in case of moderate to strong earthquake motions. KIN SP results will be compared with commonly used simplified formulations available in literature. The results obtained show that material nonlinearities are relevant in the assessment of pile-head kinematic bending. The use of simplified solutions may lead to overestimate or underestimate pile-head bending moment.

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“…The studies on kinematic internal forces have ranged from simple engineering solutions 4–10 to numerical FE‐based methods 11–13 and to rigorous elastodynamics solutions 14–17 . A few studies have separately considered the effect of pile diameter on the kinematic interaction forces 18 . More recently, advanced constitutive models 19–22 have been used for response of different types of piles in liquefiable soil 23,24 …”

Section: Introductionmentioning

confidence: 99%

“…[14][15][16][17] A few studies have separately considered the effect of pile diameter on the kinematic interaction forces. 18 More recently, advanced constitutive models [19][20][21][22] have been used for response of different types of piles in liquefiable soil. 23,24 Interest in renewable energy in the past decade has motivated a remarkable research on offshore wind energy.…”

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confidence: 99%

Effect of kinematic interaction on seismic response of offshore wind turbines on monopiles

Kaynia

2020

Earthq Engng Struct Dyn

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Interest in renewable energy over the past decade has motivated a remarkable research on offshore wind energy. Due to the environmental loading conditions in the early developments of offshore wind farms, the focus of the research and engineering has been on aerodynamic and hydrodynamic subjects. However, earthquake has turned out to be a major design concern in seismic areas such as East Asia, Southern Europe, and United States. The topics include, among others, nonlinear response of foundations, soil liquefaction, and their impacts on foundation performance. An important topic in seismic soil‐structure interaction (SSI) analysis is the kinematic seismic response of foundations. This information is crucial for analyses based on the substructuring approach where both kinematic response and foundation impedances are key parameters. While considerable research has been spent on the latter topic, very little has been reported on the kinematic interaction. Large monopoles with low aspect ratios tend to rotate much more than regular piles in pile group foundations due to seismic waves. The rotation leads to additional load on the tower and the turbine. This article uses a rigorous numerical model for monopole‐soil interaction in layered soil and computes both rotational and horizontal responses at the pile head (seabed) as functions of frequency. A suite of generic homogeneous and heterogeneous soil profiles with shear moduli representative of clay (generally linear) and sand (generally parabolic) are considered in these analyses. Through representative analyses, both in frequency domain and time domain, it is illustrated how the kinematic interaction influences the earthquake loads imparted to an offshore wind turbine (OWT).

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Size Limitations for Piles in Seismic Regions

Cited by 17 publications

References 31 publications

Assessment of dynamic soil-structure interaction effects for tall buildings: A 3D numerical approach

Assessment of dynamic soil-structure interaction effects for tall buildings: A 3D numerical approach

Pile-Head Kinematic Bending of Fixed-Head Long Piles in Homogeneous and Layered Soils Considering Pile and Soil Material Nonlinearities in Case of Moderate to Strong Earthquake Motions

Effect of kinematic interaction on seismic response of offshore wind turbines on monopiles

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