Reliability-Based Design for Internal Stability of Mechanically Stabilized Earth Walls

Chalermyanont, Tanit; Benson, Craig H.

doi:10.1061/(asce)1090-0241(2004)130:2(163)

Cited by 73 publications

(17 citation statements)

References 23 publications

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“…veneer and waste slope stability) using limit equilibrium methods. However, the Monte Carlo simulation approach (Chalermyanont and Benson 2004;El-Ramly et al 2005) is the only versatile reliability technique that can account for implicit functions such as those associated with finite different or finite element methods, and is the approach used in this study. Numerical analysis using a Monte Carlo simulation can solve a problem by generating suitable random parameter values from a postulated input probability distribution (e.g.…”

Section: Reliability-based Designmentioning

confidence: 99%

Numerical modelling of landfill lining system–waste interaction: implications of parameter variability

Sia

Dixon

2012

Geosynthetics International

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Numerical modelling techniques can be used to examine the serviceability limit states of landfill side-slope lining systems in response to waste placement. A study has been conducted in which the variability of significant model input parameters have been investigated within a probabilistic framework using Monte Carlo simulation. Key model parameters are treated as random variables, and the statistical information required to describe their distributions has been derived from a laboratory repeatability testing programme, a literature survey and an expert consultation process. Model outputs include relative shear displacements between lining components, and tensile strains in the geosynthetic layers that occur in response to staged placement of waste against the side slope. It was found that analyses including input parameter variability were able to identify mechanisms influencing liner performance and their probability of occurrence. These mechanisms include large (i.e. )100 mm) relative displacements at interfaces that can generate post-peak strengths, and mobilised tensile strains in the geomembrane and geotextile layers. Additionally, it was found that relative displacements at the controlling (i.e. weakest) liner interface are greater for landfills with a steep side slope, for stiffer waste and thicker waste lifts, while tensile strains in the geosynthetic elements are greater for steep side slopes, more compressible waste and thinner waste lifts. Outputs from probabilistic analyses such as that used in this study can guide engineers regarding geometries and materials that could produce waste-settlement-generated serviceability limit state failures, and hence can be used to support more reliable designs.

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Section: Reliability-based Designmentioning

confidence: 99%

Numerical modelling of landfill lining system–waste interaction: implications of parameter variability

Sia

Dixon

2012

Geosynthetics International

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“…From a review of the literature, there does not appear to be any single probability distribution function that has been used to describe shaftsoil interface variability. Since the shaft-soil interface properties are non-negative, the use of non-Gaussian probability distribution function, such as lognormal, gamma, chi-square and beta is necessary (see for example Chalermyanont and Benson, 2004;Griffiths and Fenton, 2004). In this paper, the shaft-soil interface properties, s u and K, are assumed to be random variables and are described statistically by the lognormal probability distribution function.…”

Section: Axial Service Limit State Analysismentioning

confidence: 99%

Axial service limit state analysis of drilled shafts using probabilistic approach

Misra

Roberts

2006

Geotech Geol Eng

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Abstract. Drilled shafts are, typically, designed by considering the axial ultimate limit state. In this design methodology, the axial displacement requirements are verified once the design is completed. As an alternative, drilled shafts may be designed by considering the axial service limit state. Service limit state foundation design is more efficient when done using the load and resistance factor design (LRFD) approach. Furthermore, reliability may be rationally incorporated into the design process that utilizes the LRFD method. In this paper, we develop probabilistic approaches for axial service limit state analysis of drilled shafts. The variability of shaft-soil interface properties is modeled by lognormal probability distribution functions. The probability distributions are combined with a closed-form analytical relationship of axial loaddisplacement curves for drilled shafts. The closed-form analytical relationship is derived based upon the ''t-z'' approach. This analytical relationship is used with the Monte Carlo simulation method to obtain probabilistic load-displacement curves, which are analyzed to develop methods for determining the probability of drilled shaft failure at the service limit state. The developed method may be utilized to obtain resistance factors that can be applied to LRFD based service limit state design.Key words. drilled shaft, failure probability, load-displacement relation, serviceability.Notation: D: drilled shaft diameter, mm; dP/du: drilled shaft initial stiffness, kN/m; E s : soil elastic modulus, kN/m 2 ; K: shear modulus of shaft-soil interface, kN/m 2 ; K c : axial stiffness of debond zone, MN; K m : drilled shaft axial stiffness, MN; K t : drilled shaft tip soil stiffness, kN/m; L b : shaft interaction zone length, m; L d : shaft noninteraction length, m; P: drilled shaft load, kN; P t : drilled shaft tip resistance force, kN; P u : drilled shaft ultimate pullout capacity, kN; q: shear force per unit length, kN/m; q o : yield strength of shaft-soil interface, kN/m; u: displacement, mm; u o : interface displacement at yield, mm; u t : tip displacement, mm; " u: deformation at top of drilled shaft, mm; U: non-dimensional displacement; " u: non-dimensional displacement at top of interaction zone; x: location along the drilled shaft length; a: normalizing factor, cm; j: non-dimensional factor; k: scaling factor; l s : tip soil Poisson's ratio; s u : ultimate shear strength of shaft-soil interface, kN/m 2 ; n: nondimensional length; n o : location of transition point.

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“…In static condition, Basma et al (2003) and Chalermyanont and Benson (2004) performed reliability study for internal stability of mechanically stabilized earth walls with the help of limit equilibrium method; whereas the study to predict the seismic reliability in relation to internal and external modes failure of RSS under seismic condition is reported by Sayed et al (2008) using the pseudo-static analysis. Recently, the seismic reliability assessment of external stability of RSS using pseudo-dynamic and pseudo-static methods reported by Babu (2009, 2010a) respectively.…”

Section: Studies Pertaining To Reliability Assessmentmentioning

confidence: 99%

Reliability Based Earthquake Resistant Design for Internal Stability of Reinforced Soil Structures

Basha

Babu

2011

Geotech Geol Eng

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This paper presents a method to evaluate reliability for internal stability of reinforced soil structures using reliability based design optimization. Using limit equilibrium method and assuming the failure surface to be logarithmic spiral, analysis is conducted to maintain internal stability against both tensile and pullout failure of the reinforcements. Properties of backfill soil and strength of the geosynthetic reinforcement are considered as random variables. For the seismic conditions, reliability indices of all the geosynthetic layers in relation to tension and pullout failure modes are determined for different magnitudes of seismic accelerations both in the horizontal and vertical directions, surcharge load and design strength of the reinforcement. The efforts have been made to obtain the number of layers, pullout length and total length of the reinforcement at each level for the desired target reliability index values against tension and pullout modes of failure. The influence of horizontal and vertical earthquake acceleration, surcharge load, design strength of the reinforcement, coefficient of variation of soil friction angle and design strength of the reinforcement on number of layers, pullout length and total length of the reinforcement needed for the stability at each level is discussed.

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Reliability-Based Design for Internal Stability of Mechanically Stabilized Earth Walls

Cited by 73 publications

References 23 publications

Numerical modelling of landfill lining system–waste interaction: implications of parameter variability

Numerical modelling of landfill lining system–waste interaction: implications of parameter variability

Axial service limit state analysis of drilled shafts using probabilistic approach

Reliability Based Earthquake Resistant Design for Internal Stability of Reinforced Soil Structures

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