OPENSEES Soil-Pile Interaction Study under Lateral Spread Loading

Lam, Ignatius Po; Arduino, Pedro; Mackenzie‐Helnwein, Peter

doi:10.1061/41022(336)27

Cited by 12 publications

(3 citation statements)

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“…The applied displacement profile was developed based on post-shaking ground displacements extracted from the 2D FE model simulations (discussed below). With the applied displacement (Figure 4), the resulting kinematic pile loading is similar to that which could occur during a lateral spread scenario (Lam et al 2009). …”

Section: Figure 4 Deformed 2d and 3d Model Pile-soil Mesh (Exaggeratmentioning

confidence: 77%

Seismic Evaluation of a Pile Foundation in Sloping Silt River Bank

Wilson¹,

Law²

2012

GeoCongress 2012

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This paper presents a case study of the evaluation of seismic soil-pile performance in a sloping river embankment containing soft, saturated low-plasticity fine-grained soil. Topics addressed include: i) liquefaction susceptibility of the site soils according to SPT-and CPT-based analysis procedures; ii) cyclic simple shear tests performed in order to assess the fine-grained soil response under earthquake conditions; iii) conducted non-linear numerical time history analyses of the embankment-foundation response to design ground motions; iv) comparison of 3D and 2D model results of ground-pile response in order to determine useful scaling factors for incorporating 3D effects (e.g., soil arching) in 2D models; and v) evaluation of driven timber and reinforced concrete piles for ground improvement as well as stiffening the drilled shaft foundations as strategies for helping the bridge meet the performance-based design criteria under lateral spreading conditions.

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Section: Figure 4 Deformed 2d and 3d Model Pile-soil Mesh (Exaggeratmentioning

confidence: 77%

Seismic Evaluation of a Pile Foundation in Sloping Silt River Bank

Wilson¹,

Law²

2012

GeoCongress 2012

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“…The centers of the upper and lower plastic hinges are located at −2.7 m and −11.0 m (relative to ground surface), respectively. The formation of two hinges on the pile during lateral spread of unfrozen crust was observed in previous studies that assumed equal stiffness for the upper and lower nonliquefied layers (41). However, the results of Lam et al would not be applicable for the more complex case involving a much stiffer upper frozen ground crust (41).…”

Section: Pile Responsementioning

confidence: 87%

Impact of Ground Freezing on Seismic Performance of Bridge Pile Foundations Subject to Liquefaction-Induced Lateral Spread

Yang

Zhang²

2017

Transportation Research Record: Journal of the Transportation R

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Lessons were learned from two major earthquakes in Alaska: the freezing of ground crust had a great influence on bridge pile foundation behavior during lateral spread. Based on a typical bridge from the Alaska Department of Transportation and Public Facilities bridge inventory, supported on commonly used pile foundations that penetrate a liquefiable sand layer, finite element (FE) modeling was used to study seismic performance of bridge foundations subject to liquefaction-induced lateral spread in two scenarios: the frozen case, in which a frozen ground crust represented typical winter conditions, and the unfrozen case, in which an unfrozen ground crust represented summer conditions. Soil reactions and pile responses were analyzed with solid–fluid coupled FE modeling. Results for both cases illustrate the key characteristics of pile performance. In addition, the effectiveness of the p-y approach for predicting the pile response under such a complex loading combination was confirmed by a comparison of the results from LPILE with those from coupled FE modeling, and this approach is recommended for practice. Guidelines are proposed for design practitioners to assess the freezing ground impact on pile foundations with the p-y approach.

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“…Interface elements simulate interaction between the soil and structural elements, which includes behavior such as stick or no slip mode, slip or sliding mode, and separation or debonding mode (Muqtadir and Desai 1986;Elgamal et al 2003;Yang and Jeremic 2003;Petek 2006;Lam et al 2009). The pile-soil interface (usually a thin layer in size)…”

Section: Finite Element Methods Of Analysismentioning

confidence: 99%