Simple Wave Solution for Seismic Earth Pressures on Nonyielding Walls

Kloukinas, Panos; Langousis, Miltiadis; Mylonakis, George

doi:10.1061/(asce)gt.1943-5606.0000721

Cited by 35 publications

(46 citation statements)

References 11 publications

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“…In this paper, we formulate an approximate analytical solution for seismic earth pressure following the approach developed by Kloukinas et al [17], but for soil with vertically inhomogeneous shear modulus resting on a rigid base (Fig. 1).…”

Section: Vertical Variation Of Soil Shear Modulusmentioning

confidence: 99%

“…The purpose of this paper is to address the assumption of uniform shear modulus with depth. To this end, an approximate elasto-dynamic solution is developed for continuously inhomogeneous soil, defined as a soil layer with a smooth variation of shear modulus with depth (as opposed to layers with abrupt transitions in shear modulus), using simplifications similar to those employed by Kloukinas et al [17]. An expression for equivalent Winkler stiffness intensity is developed, and the solutions are compared with more rigorous numerical formulations from the literature.…”

Section: Introductionmentioning

confidence: 99%

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Approximate solution for seismic earth pressures on rigid walls retaining inhomogeneous elastic soil

Brandenberg

Mylonakis

Stewart

2017

Soil Dynamics and Earthquake Engineering

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An approximate elasto-dynamic solution is developed for computing seismic earth pressures acting on rigid walls retaining continuously inhomogeneous elastic material and excited by vertically propagating shear waves. The shear modulus of the soil is represented as a nonlinear function of depth, in a manner that is consistent with established analytical and empirical relationships, while mass density and Poisson's ratio are assumed constant. Solutions are presented for a single wall and for a pair of walls spaced at a finite distance. A shape function characterizing the vertical variation of horizontal displacement of the soil column in the free-field is assigned, and simplifying assumptions regarding the dynamic vertical stresses and the vertical-to-horizontal displacement gradient are made to facilitate closed-form expressions for horizontal displacement and stress fields. These solutions are used to compute the distribution of dynamic horizontal earth pressure acting on the wall. A Winkler stiffness intensity relationship is then derived such that the proposed method can be extended beyond the boundary conditions considered herein. These solutions agree well with exact analytical elasto-dynamic solutions for inhomogeneous soil that are considerably more complicated to implement. Causes of differences between the solutions are discussed.

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Section: Vertical Variation Of Soil Shear Modulusmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Approximate solution for seismic earth pressures on rigid walls retaining inhomogeneous elastic soil

Brandenberg

Mylonakis

Stewart

2017

Soil Dynamics and Earthquake Engineering

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“…Inertial effects associated with the soil are considered in the free-field site response and to the extent that ky i is frequency-dependent (e.g., Kloukinas et al 2012). Four boundary conditions at the two ends of the wall are specified to compute C1, C2, C3, and C4.…”

Section: Governing Differential Equationmentioning

confidence: 99%

“…The finite element solution lies between the two approximate analytical solutions, but is closer to the Younan and Veletsos solution. In these analyses the spring values ky i derived by Kloukinas et al (2012) for rigid walls were employed. Wall flexibility likely influences ky i , but this effect is beyond the scope of this paper.…”

Section: Comparison With Younan and Veletsos (2000)mentioning

confidence: 99%

“…Furthermore, the retained soil is taken as an elastic soil layer resting on a rigid base, and the soil layer thickness is the same as the wall height (i.e., the "bathtub" configuration). Notable examples of this method are Wood (1973), Arias et al (1981), Veletsos and Younan (1994), Younan and Veletsos (2000), Ostadan (2005), Papazafeiropoulos and Psarropoulos (2010), Kloukinas et al (2012) and Vrettos et al (2016). These methods tend to produce seismic earth pressures that are higher than M-O pressures because: (1) the wall is usually assumed to be rigid, (2) the soil layer is excited at its first-mode frequency, producing significant depth-variations in ground motions, which in turn produce large relative wall-soil displacements.…”

Section: Introductionmentioning

confidence: 99%

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Influence of Wall Flexibility on Seismic Earth Pressures in Vertically Homogeneous Soil

Brandenberg

Stewart²,

Mylonakis³

2017

Geo-Risk 2017

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Solutions are formulated for seismic earth pressures acting on vertical flexible walls with the top and bottom constrained by discrete elastic stiffness elements (top constraint representing a structural constraint, bottom constraint representing foundation stiffness). Solutions are formulated using the Winkler assumption and correspond to shear waves propagating vertically through homogeneous soil. Earth pressures decrease as wall flexibility increases. Rotational and translation constraints at the top and bottom of the wall also contribute to mobilization of seismic earth pressures. Current standard-of-practice procedures are based on limit analysis methods that do not consider the influence of frequency, wall flexibility, structural constraints, or soilstructure interaction (SSI) in general. The proposed approach is more robust because wave propagation effects are considered and seismic earth pressures result from the product of relative wall-soil displacements and stiffness at the wall-soil interface.

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Dynamischer Erddruck auf starre und flexible Wände mittels Wellenlösungen: Numerische Einzelvergleiche für homogene und geschichtete Bodenprofile

Vrettos

Feldbusch

2017

Geotechnik

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Im Rahmen einer Parameterstudie werden mithilfe eines gängigen Finite‐Elemente‐Programms Berechnungen des dynamischen Erddrucks, wie dieser typischerweise bei seismischen Anregungen auftritt, untersucht. Es wird die Methode der Wellenausbreitung herangezogen. Das betrachtete System besteht aus zwei Wänden, die linear elastischen Boden stützen. Für einen ausreichend großen Wandabstand kann mit diesem System das Verhalten einer Einzelwand approximiert werden. Die Wände weisen eine finite Biegesteifigkeit und eine Drehfeder am Wandfußauflager auf. Zunächst werden die Berechnungen für den Grenzfall einer verschwindend kleinen Frequenz (pseudostatischer Fall) durchgeführt. Es folgen Analysen des frequenzabhängigen Verhaltens bei zeitharmonischer Anregung der Schichtunterlage. Details zur Modellierung und zur Diskretisierung des Systems, zur Wahl der Parameter für die Dämpfung des Bodens sowie zur Aufarbeitung der Ergebnisse der Zeitbereichsberechnungen werden angegeben. Numerische Ergebnisse werden anhand von Angaben in der Literatur verifiziert. Der Einfluss der Bodenschichtung wird ebenfalls untersucht.

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Simple Wave Solution for Seismic Earth Pressures on Nonyielding Walls

Cited by 35 publications

References 11 publications

Approximate solution for seismic earth pressures on rigid walls retaining inhomogeneous elastic soil

Approximate solution for seismic earth pressures on rigid walls retaining inhomogeneous elastic soil

Influence of Wall Flexibility on Seismic Earth Pressures in Vertically Homogeneous Soil

Dynamischer Erddruck auf starre und flexible Wände mittels Wellenlösungen: Numerische Einzelvergleiche für homogene und geschichtete Bodenprofile

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