The compressible inclusion function of EPS geofoam

Horvath, John S.

doi:10.1016/s0266-1144(97)00008-3

Cited by 168 publications

(55 citation statements)

References 25 publications

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“…The density appears to be a useful index parameter for EPS geofoam that correlates with most of its mechanical properties such as compression strength, shear strength, tension strength, ‰exural strength, stiŠness and creep deformation. Therefore, there are well-balanced recommended choices of the density regarding the stiŠness, strength and durability (Horvath, 1998).…”

Section: Eps Geofoam Specimenmentioning

confidence: 99%

Small-Strain Stress-Strain Properties of Expanded Polystyrene Geofoam

Abdelrahman

Kawabe

Tsukamoto

et al. 2008

Soils and Foundations

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The small-strain stress-strain properties of expanded polystyrene (EPS) geofoam with densities of about 20 kg/m 3 and 30 kg/m 3 were evaluated by laboratory unconˆned compression tests on specimens of 75 mm in diameter and 150 mm in height. Two series of tests were conducted, which were continuous monotonic loading (ML) tests and ML tests intervened by sustained creep loading and minute cycles of unload and reload. Relatively small vertical and horizontal strains were locally measured by means of a pair of local deformation transducers (LDTs) and a set of three clip gauges, respectively. The paramount importance of measuring local strains in compression tests on EPS to reliably evaluate its stress-strain properties, in particular those at relatively small strains, is demonstrated. The initial modulus, E0, and Poisson's ratio, n0, were evaluated from initial stress-strain relations at small strains obtained by these ML tests. The tangent parameters, Etan and ntan, were also evaluated from the ML stress-strain behaviour. The equivalent parameters, Eeq and neq, were evaluated from the stress-strain behaviour during minute cycles of unload and reload. The stress-strain behaviour is essentially linear only at small strains, and it becomes highly non-linear and a signiˆcant drop of stiŠness occurs as observed in the overall stress-strain behaviour. The Poisson's ratio for inelastic deformation is found to be negative.

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Section: Eps Geofoam Specimenmentioning

confidence: 99%

Small-Strain Stress-Strain Properties of Expanded Polystyrene Geofoam

Abdelrahman

Kawabe

Tsukamoto

et al. 2008

Soils and Foundations

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“…The replacements with geofoam were able to mitigate the vertical stresses imposed onto underlying (difficult) soils (Horvath 1994(Horvath , 1997(Horvath , 2008Doskov 1997;Snow and Nickerson 2004) or flexible utilities pipelines, as well as to reduce the lateral stresses loaded onto the side-way earth structures (Hazarika and Okuzono 2004;Horvath 2004). In practice, geofoam also demonstrated favorable performances in buffering mechanical impacts, e.g., swelling of expansive soil (Aytekin 1997;Ikizler et al 2008) and seismic vibrations (Riad and Horvath 2004;Zarnani et al 2009), as well as in mitigating thermal distresses in permafrost regions (Wen et al 2008).…”

Section: Introductionmentioning

confidence: 99%

“…Geofoam can be either prefabricated expanded polystyrene (EPS) block (Horvath 1994(Horvath , 1997(Horvath , 2008Doskov 1997), or the mixture of soils and EPS pre-puff beads (Liu et al 2006;Zhu et al 2008). Both need to be investigated with respect to measuring and modeling their stress-strain characteristics so as to evaluate the field design and construction.…”

Section: Introductionmentioning

confidence: 99%

Measuring and Modeling Proportion-Dependent Stress-Strain Behavior of EPS-SandMixture

Deng

Xiao

2010

Int. J. Geomech.

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A geofoam was produced by blending expanded polystyrene (EPS) beads and sands in proportions. The formed mixtures, known as EPS-sands, were 32-66% lighter than general earthfills (e.g., sand). Consolidated-drained (CD) triaxial compression tests were conducted on EPS-sand mixture specimens to observe their stress-strain characteristics, specifically, the stress-strain responses in relation to the EPS contents (0.5%, 1.5% and 2.5% by weight) used in the mixtures and confining pressures

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“…Ancak ;Horvath, (1997) bu malzemelerin gerilme-birim deformasyon özelliklerinin belirgin olmaması ve çürümeye yatkın olmaları sebebiyle ara dolgu olarak kullanımlarının istenilen faydayı veremeyeceğini bildirmektedir. Yukarıda bahsedilen malzemelerden farklı olarak EPS sert köpük, çürümeye maruz kalmadan 50 yıldan fazla süreyle kullanılabilmektedir.…”

Section: şEkil 1 Ankastre Istinat Duvarlarında Eps Dolgu Kullanımı öunclassified

Influence of EPS Geofoam Buffers on the Static Behavior of Cantilever Earth-Retaining Walls

Ertuğrul¹,

Özkan²

2012

Pamukkale J Eng Sci

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ÖZETBu çalışmada, genleştirilmiş polistren (EPS) ara dolgu kullanımının, farklı duvar esnekliklerine sahip olan ankastre istinat duvarlarında oluşan yanal basınç ve duvar sehimleri üzerindeki etkileri araştırılmaktadır. Bu amaç doğrultusunda, 0.7 m yüksekliğinde ve çeşitli kalınlıklarda istinat duvarı modelleri hazırlanarak laboratuvar ortamında deneyler yapılmıştır. Birinci grup testlerde, duvar ile kohezyonsuz dolgu arasında herhangi bir ara dolgu yer almaması durumu incelenmiş, ikinci ve üçüncü test gruplarında ise duvar ile dolgu arasında iki farklı kalınlıkta EPS'den imal edilen ara dolgu bulunması durumu incelenmiştir. Dört farklı kalınlıkta duvar için deneyler tekrarlanarak elde edilen bulgular karşılaştırmalı olarak değerlendirilmiştir. Duvar esnekliği arttıkça ara dolgunun sağladığı yük azaltıcı etki azalmaktadır. Buna rağmen, esnek duvarlarda deforme olabilen ara dolgu kullanımı, yanal zemin itkisi ve duvar sehimlerinde önemli oranlarda düşüş sağlayarak daha ekonomik duvar tasarımlarına imkân verebilir. Model deneyler neticesinde elde edilen yanal zemin basıncı katsayıları, Coulomb yöntemi ile elde edilen aktif yanal basınç katsayılarıyla karşılaştırılmaktadır. Duvar esnekliği ve ara dolgu özelliklerinin çeşitli kombinasyonları için, statik yanal basınç katsayılarının tahmini amacıyla bir grafik sunulmaktadır. Anahtar Kelimeler: Ankastre istinat duvarı, Genleştirilmiş polistren (EPS), Ara dolgu, Duvar esnekliği. ABSTRACTIn this study, the effect of expanded polystyrene (EPS) buffers on lateral stresses and deflections of model retaining walls with various flexibility values were investigated. For this purpose, 0.7 m high model walls were instrumented and 1-g model tests were performed in laboratory environment. In the first group of tests, the wall models retain only granular cohesionless backfill whereas in the second and third group of tests, EPS deformable buffers of two different thicknesses were installed between the wall and granular backfill. Tests were repeated for four different wall thicknesses and results were discussed comparatively. As wall flexibility increases, there is a decrease in the load reduction pattern of the buffer. On the other hand, utilization of geofoam buffers with flexible cantilever walls still provides substantial decrease in wall thrust and deflections thus leading to more economical retaining structure design. The lateral earth pressure coefficients determined through model tests were compared to those calculated from Coulomb's theory for active lateral earth stresses. A graph is provided for the estimation of lateral earth pressure coefficients for various combinations of wall flexibilities and buffer characteristics.

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The compressible inclusion function of EPS geofoam

Cited by 168 publications

References 25 publications

Small-Strain Stress-Strain Properties of Expanded Polystyrene Geofoam

Small-Strain Stress-Strain Properties of Expanded Polystyrene Geofoam

Measuring and Modeling Proportion-Dependent Stress-Strain Behavior of EPS-SandMixture

Influence of EPS Geofoam Buffers on the Static Behavior of Cantilever Earth-Retaining Walls

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