Geosynthetics International: Vol. 5, Nos. 1&2, 1998

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Foreword by T.S. Ingold and R.J. Bathurst

SPECIAL ISSUE ON GEOSYNTHETICS IN EARTHQUAKE ENGINEERING

The 1998 volume of Geosynthetics International begins with this special double issue
devoted to geosynthetics in earthquake engineering. The idea to produce this special
issuewas inspired by the realization that geosynthetics have become an important component
of geotechnical and geoenvironmental structures that are required to perform
satisfactorily in seismically active areas. Nevertheless, papers with the common themes
of geosynthetics and earthquake engineering have often been spread across technical
publications that can be missed by specialists with a primary interest in only one of these
two disciplines. This special issue provides our subscribers with 10 excellent technical
papers on a range of topics including: geosynthetic interface properties under dynamic
loading; seismic performance, design, and analysis of geosynthetic-reinforced soil retaining
walls; and seismic design and performance of landfills that are constructed with
geosynthetic materials.
The first step to produce this special issuewas taken in late 1996 when we approached
well known international experts in the field of earthquake engineering and invited them
to submit abstracts of possible papers with a geosynthetics theme. An additional call
for papers was placed in this Journal, in IGS News (the newsletter of the International
Geosynthetics Society), and on the web sites of the IGS and Geosynthetics International.
The result was 14 abstracts of which 10 were ultimately accepted for publication in
this special issue after rigorous peer review by independent assessors. The authors of
the accepted papers reflect the international mandate of the Journal with contributions
from experts in Japan, Turkey, Italy, Canada, the United Kingdom, and the United
States.
The papers in this special issue can be grouped into common themes:
S Two papers focus on the interface behaviour of geosynthetics under dynamic loading.
Yegian and Kadakal used shaking table tests to determine interface properties
and to propose a constitutive model for geosynthetic-geosynthetic interfaces that
can be used in analyses of landfill liner systems. De and Zimmie used a cyclic direct
shear box, a conventional shaking table apparatus, and a shaking table mounted on
a 100 g-ton geotechnical centrifuge to estimate the dynamic interfacial properties of
geosynthetics.
S Six papers deal with geosynthetic-reinforced soil walls. Ismeik and Guler present a
limit-equilibrium analysis method that includes the effect of the facing on wall stability
under seismic loading. Ramakrishnan, Budhu, and Britto carried out shaking table
tests on reinforced soil wall models constructed with wrap-faced and discrete, concrete
block (segmental) facings. Koseki, Munaf, Tatsuoka, Tateyama, Kojima, and
Sato report the results of a series of shaking table and tilt table tests on reduced-scale
models of three different types of conventional retaining wall systems and compared
the response of these systems to a comparable geosynthetic-reinforced soil wall. Matsuo,
Tsutsumi, Yokoyama, and Saito also performed shaking table tests on six different geosynthetic-reinforced model walls. The results of these tests were used to examine
the accuracy of current seismic design methods in Japan and pseudostatic sliding
blockmethods. Bathurst and Hatami present the results of a series of parametric analyses
on an idealized 6 m high geosynthetic-reinforced soil wall that were carried out
using a dynamic finite difference modeling technique. Finally, Carotti and Rimoldi
present details of a nonlinear numerical model that can be used to solve the dynamic
response of geogrid-reinforced soil walls in both the time and frequency domains.
S Two papers deal with geosynthetics in landfill applications. The paper by Bray,
Rathje, Augello, and Merry provides an excellent overview of the performance of
landfills during two recent earthquakes in California and, based on this review, the
authors propose a simplified seismic design procedure for geosynthetic-lined, solidwaste
landfills. The paper by Matasovic, Kavazanjian, and Giroud investigates the
use of conventional Newmark methods for deformation analysis of geosynthetic cover
systems and discusses the implications to design of the choice of a constant yield
or degrading yield acceleration assumption.
This special double issue of Geosynthetics International would not have been possible
without the patience and dedication of the contributing authors. The Editor and
Co-Editor would also like to acknowledge the contribution of the many assessors who
took the time to ensure that each paper met the high technical standards of Geosynthetics
International.
Geosynthetics engineering has long been recognized as a multidisciplinary applied
science, and this special collection of papers demonstrates that themarriage of geosynthetics
and earthquake engineering principles is yet another example. We believe that
this third in a series of special issues published since 1995† will be an important reference
for engineers and researchers interested in the seismic performance, design, and
analysis of geosynthetic-reinforced soil wall structures, and landfills constructed with
geosynthetics.

Technical Paper by M.K. Yegian and U. Kadakal

GEOSYNTHETIC INTERFACE BEHAVIOR UNDER DYNAMIC LOADING

ABSTRACT: The seismic stability of earth slopes, embankments, and landfills that incorporate geosynthetics has been receiving increased attention in geotechnical engineering practice. In the analysis of such structures, the dynamic interface shear properties play important role. The authors have been conducting research to understand the dynamic response of various geosynthetic-geosynthetic and geosynthetic-soil interfaces. This paper presents an overview of the research including: a description of the shaking table facility and the experimental setup developed; typical test results and discussions; and a description of a constitutive model for a geosynthetic-geosynthetic interface that can be used in wave propagation analysis of soil and landfill liner systems that incorporate geosynthetics.

KEYWORDS: Slip deformation, Geosynthetic liner, Shaking table test, Geomembrane, Geotextile, Instrumentation, Seismic response, Landfill.

AUTHORS: Yegian, M.K., Professor and Chair, Department of Civil Engineering, Northeastern University, 420 Snell Engineering Center, Boston, Massachusetts 02115, USA, Telephone: 1/617-373-2445, Telefax: 1/617-373-4419, E-mail: myegian@coe.neu.edu; and U. Kadakal, Department of Civil Engineering, Northeastern University, 420 Snell Engineering Center, Boston, Massachusetts 02115, USA, Telephone: 1/617-373-3997, Telefax: 1/617-373-4419, E-mail: kadakal@coe.neu.edu.

REFERENCE: Yegian, M.K. and Kadakal, U., 1998, "Geosynthetic Interface Behavior Under Dynamic Loading", Geosynthetics International, Vol. 5, Nos. 1-2, pp. 1-16.

Technical Paper by A. De and T.F. Zimmie

ESTIMATION OF DYNAMIC INTERFACIAL PROPERTIES OF GEOSYNTHETICS

ABSTRACT: The dynamic frictional properties of different geosynthetic interfaces play an important role in the stability analyses of various geotechnical structures that incorporate geosynthetics. The paper presents and discusses laboratory test results on eight different interfaces, formed through various combinations of three geosynthetics (a geotextile, a smooth geomembrane, and a geonet). The dynamic frictional properties were estimated using cyclic direct shear tests, shaking table tests conducted at a normal g-level of 1g as well as at high g-levels, and on a 100 g-ton geotechnical centrifuge. The centrifuge simulated high normal stress levels, commonly encountered by geosynthetics comprising base liners of landfills or base isolators for large structures. The tests revealed various important characteristics regarding the dynamic frictional properties of the geosynthetic interfaces, including a dependence of some of the interfaces on the level of normal stress and the excitation f requency. It is felt that these differences should be considered when selecting proper test methods in relation to the application for which the geosynthetic is considered. It was concluded that proper simulation of field conditions in laboratory experiments is important to obtain suitable friction angle values to be used in design.

KEYWORDS: Landfill liner, Geotextile, Geomembrane, Geonet, Dynamic friction angle, Cyclic shear test, Shaking table, Geotechnical centrifuge.

AUTHORS: A. De, Senior Staff Engineer, GeoSyntec Consultants, 1500 Newell Avenue, Suite 800, Walnut Creek, California 94596, USA, Telephone: 1/925-943-3034, Telefax: 1/925-943-2366, E-mail: anirbande@geosyntec.com; and T.F. Zimmie, Professor, Department of Civil Engineering, Rensselaer Polytechnic Institute, Troy, New York 12180, USA, Telephone: 1/518-276-6939, Telefax: 1/518-276-4833, E-mail: zimmit@rpi.edu.

REFERENCE: De, A. and Zimmie, T.F., 1998, "Estimation of Dynamic Interfacial Properties of Geosynthetics", Geosynthetics International, Vol. 5, Nos. 1-2, pp. 17-39.

Technical Paper by M. Ismeik and E. Guler

EFFECT OF WALL FACING ON THE SEISMIC STABILITY OF GEOSYNTHETIC-REINFORCED RETAINING WALLS

ABSTRACT: This study examines the results of a seismic stability analysis of geosynthetic-reinforced retaining walls subjected to different seismic loading conditions. The effect of wall facing thickness on stability is investigated for a full-height concrete facing by using the two-wedge failure mechanism. An analytical method is developed to correlate the effect of facing thickness with the amount of geosynthetic reinforcement required, using the limit equilibrium analysis in relation to the seismic forces. The results are presented in chart form.

KEYWORDS: Geosynthetic reinforcement, Retaining wall, Two-Wedge failure mechanism, Facing thickness, Seismic analysis.

AUTHORS: M. Ismeik, Postdoctoral Research Associate, Department of Civil Engineering, Montana State University, Bozeman, Montana 59717, USA, Telephone: 1/406-994-6522, Telefax: 1/406-994-6105, E-mail: ismeik@ce.montana.edu; and E. Guler, Professor, Department of Civil Engineering, Bogazici University, 80815 Bebek, Istanbul, Turkey, Telephone: 90/212-263-1500, Telefax: 90/212-287-2463, E-mail: eguler@boun.edu.tr.

REFERENCE: Ismeik, M. and Guler, E., 1998, "Effect of Wall Facing on the Seismic Stability of Geosynthetic-Reinforced Retaining Walls", Geosynthetics International, Vol. 5, Nos. 1-2, pp. 41-53.

Technical Paper by S. Ramakrishnan, M. Budhu and A. Britto

LABORATORY SEISMIC TESTS ON GEOTEXTILE WRAP-FACED AND
GEOTEXTILE-REINFORCED SEGMENTAL RETAINING WALLS

ABSTRACT: This paper presents shaking table test results of model geotextile wrap-faced and geotextile-reinforced segmental retaining walls that are 0.95 m wide   2.05 m long   0.81 m high. The model walls were subjected to horizontal base accelerations and were monitored. The model walls sustained appreciable accelerations before lateral movement occurred first at the top layer. The wrap-faced walls moved laterally after horizontal accelerations of 0.25g, while the segmental walls moved laterally after an acceleration of 0.45g. Based on the observations made during the current tests and those of other researchers, an analytical method is developed to compute the critical acceleration (i.e. the acceleration before lateral wall movement is initiated).

KEYWORDS: Shaking table test, Sliding block analysis, Earthquake, Geotextile-Reinforced wall, Geosynthetic.

AUTHORS: S. Ramakrishnan, Adjunct Lecturer, Department of Civil Engineering and Engineering Mechanics, University of Arizona, Tucson, Arizona 85721, USA, Telephone: 1\520-621-2459, Telefax: 1\520-621-2550, E-mail: ramak@u.arizona.edu; M. Budhu, Professor, Department of Civil Engineering and Engineering Mechanics, University of Arizona, Tucson, Arizona 85721, USA, Telephone: 1/520-621-2145, Telefax: 1/520-621-2550, E-mail: budhu@u.arizona.edu; and A. Britto, Computer Officer, University Engineering Department, University of Cambridge, Trumpington Street, Cambridge CB2 1PZ, United Kingdom, Telephone: 44/1223-330265, Telefax: 44/1223-332662, E-Mail: amb2@eng.cam.ac.uk.

REFERENCE: Ramakrishnan, K., Budhu, M. and Britto, A., 1998, "Laboratory Seismic Tests on Geotextile Wrap-Faced and Geotextile-Reinforced Segmental Retaining Walls", Geosynthetics International, Vol. 5, Nos. 1-2, pp. 55-71.

Technical Paper by J. Koseki, Y. Munaf, F. Tatsuoka, M. Tateyama, K. Kojima and T. Sato

SHAKING AND TILT TABLE TESTS OF GEOSYNTHETIC-REINFORCED SOIL AND CONVENTIONAL-TYPE RETAINING WALLS

ABSTRACT: A series of shaking table tests was performed on relatively small-scale models of a geosynthetic-reinforced soil retaining wall with a full-height rigid facing and conventional type (gravity-type, leaning-type, and cantilever-type) retaining walls. Tilt table tests were also conducted on the geosynthetic-reinforced soil retaining wall and the leaning-type model walls. The seismic stability of these different types of walls are evaluated by both shaking and tilt table test methods and compared with each other. The observed critical seismic acceleration coefficients are compared with the values predicted by the conventional pseudo-static approach. Similarly, the observed failure plane angles in the backfill are compared with the predicted values. The effects of simple shear deformation of the reinforced backfill for the reinforced-type walls and the effects of post-peak reduction of shear resistance along the failure plane are also discussed.

KEYWORDS: Retaining wall, Model test, Shaking table, Tilt table, Pseudo-Static analysis, Limit equilibrium analysis, Geosynthetic, Earthquake load.

AUTHORS: J. Koseki, Associate Professor, Y. Munaf, Graduate Student, and T. Sato, Research Associate, Institute of Industrial Science, University of Tokyo, 7-22-1 Roppongi, Minato-ku, Tokyo 106-8556, Japan, Telephone: 81/3-3402-6231, Telefax: 81/3-3479-0261, E-mail; koseki@iis.u-tokyo.ac.jp; F. Tatsuoka, Professor, Department of Civil Engineering, University of Tokyo, 7-3-1 Hongo, Bunkyo-ku, Tokyo 113-8656, Japan, Telephone: 81/3-3812-2111, Telefax: 81/3-5689-7268, E-mail; tatsuok@hongo.ecc.u-tokyo.ac.jp; and M. Tateyama and K. Kojima, Railway Technical Research Institute, 2-8-38 Hikari-machi, Kokubunji-shi, Tokyo 185-8540, Japan, Telephone: 81/425-73-7261, Telefax: 81/425-73-7248, E-mail: tate@rtri.or.jp and kojima@soilf.rtri.or.jp.

REFERENCE: Koseki, J., Munaf, Y., Tatsuoka, F., Tateyama, M., Kojima, K. and Sato, T., 1998, "Shaking and Tilt Table Tests of Geosynthetic-Reinforced Soil and Conventional-Type Retaining Walls", Geosynthetics International, Vol. 5, Nos. 1-2, pp. 73-96.

Technical Paper by O. Matsuo, T. Tsutsumi, K. Yokoyama and Y.Saito

SHAKING TABLE TESTS AND ANALYSES OF GEOSYNTHETIC-REINFORCED SOIL RETAINING WALLS

ABSTRACT: Shaking table tests were performed on six geosynthetic-reinforced soil retaining wall (GRS-RWs) models. The geogrid reinforcement length, wall height, wall facing type, wall slope, and input acceleration waveform were varied in order to observe the behavior and the reinforcement mechanisms that occur in GRS-RWs. The test results were compared with the results of a pseudo-static seismic stability analysis that is adopted in the current design method in Japan. The analysis showed that this design method provides a margin of safety against the failure of reinforced soil walls. Permanent displacement computations based on the cumulative damage concept and the simplified sliding block method were performed for the tested model walls. The results showed that the sliding block method has the potential to estimate the permanent displacement of GRS-RWs.

KEYWORDS: Shaking table test, Pseudo-static seismic stability analysis, Cumulative damage concept, Newmark, Sliding block.

AUTHORS: O. Matsuo, Head, Soil Dynamics Division, Telephone: 81/298-64-2933, E-mail: matsuo@pwri.go.jp; T. Tsutsumi, Research Engineer, Soil Dynamics Division, Telephone: 81/298-64-4969, E-mail: tsutsumi@pwri.go.jp; K. Yokoyama, Director, Telephone: 81/298-64-2829, E-mail: yokoyama@pwri.go.jp; and Y. Saito, Assistant Research Engineer, Soil Dynamics Division, Telephone: 81/298-64-4969, E-mail: y-saito@pwri.go.jp, Telefax: 81/298-64-2576, Earthquake Disaster Prevention Research Center, Public Works Research Institute, Ministry of Construction, 1, Asahi, Tsukuba-shi, Ibaraki, 305, Japan.

REFERENCE: Matsuo, O., Tsutsumi, T., Yokoyama, K. and Saito, Y., 1998, "Shaking Table Tests and Analyses of Geosynthetic-Reinforced Soil Retaining Walls", Geosynthetics International, Vol. 5, Nos. 1-2, pp. 97-126.

Technical Paper by R.J. Bathurst and K. Hatami

SEISMIC RESPONSE ANALYSIS OF A GEOSYNTHETIC-REINFORCED SOIL RETAINING WALL

ABSTRACT: The paper reports results from numerical experiments that were carried out to investigate the influence of reinforcement stiffness, reinforcement length, and base boundary condition on the seismic response of an idealized 6 m high geosynthetic-reinforced soil retaining wall constructed with a very stiff continuous facing panel. The numerical models were excited at the foundation elevation by a variable-amplitude harmonic motion with a frequency close to the fundamental frequency of the reference structure. The two-dimensional, explicit dynamic finite difference program Fast Lagrangian Analysis of Continua (FLAC) was used to carry out the numerical experiments. Numerical results illustrate that the seismic response of the wall is very different when constructed with a base that allows the wall and soil to slide freely and when the wall is constrained to rotate only about the toe. Parametric analyses were also carried out to investigate the quant itative influence of the damping ratio magnitude used in numerical simulations and the effects of distance and type of far-end truncated boundary. The response of the same wall excited by a scaled earthquake record was demonstrated to preserve qualitative features of wall displacement and reinforcement load distribution as that generated using the reference harmonic ground motion applied at 3 Hz. The lessons learned in this study are of value to researchers using dynamic numerical modeling techniques to gain insight into the seismic response of reinforced wall structures.

KEYWORDS: Seismic analysis, Numerical modeling, Parametric analysis, Finite difference, FLAC, Retaining walls, Geosynthetic reinforcement, Metallic reinforcement.

AUTHORS: R.J. Bathurst, Professor, and K. Hatami, Research Associate, Department of Civil Engineering, Royal Military College of Canada, P.O. Box 17000, STN Forces, Kingston, Ontario, K7K 7B4, Canada, Telephone: 1/613-541-6000, Ext. 6479, Telefax: 1/613-545-8336, E-mail: bathurst@rmc.ca.

REFERENCE: Bathurst, R.J. and Hatami, K., 1998, "Seismic Response Analysis of a Geosynthetic-Reinforced Soil Retaining Wall", Geosynthetics International, Vol. 5, Nos. 1-2, pp. 127-166.

Technical Paper by A. Carotti and P. Rimoldi

A NONLINEAR MODEL FOR THE SEISMIC RESPONSE ANALYSIS OF
GEOSYNTHETIC-REINFORCED SOIL STRUCTURES

ABSTRACT: This paper proposes a mathematical model for the dynamic response of geogrid-reinforced soil under horizontal base excitation. First, a linear model of the soil without reinforcement is introduced, followed by a Newtonian nonlinear model for the dynamic response of soil with layers of geosynthetic reinforcement. The proposed model considers the following three effects of geogrid reinforcement on soil structures: (i) an increase of interlayer soil stiffness as a consequence of soil-geogrid interaction; (ii) an increase in the viscous damping as a consequence of the soil-geogrid interaction; and (iii) a further increase of the interlayer viscous damping, as a consequence of the geogrid-soil Coulomb friction. The proposed theory has been used to simulate the seismic response of two actual soil structures: a reduced-scale model of a soil retaining wall; and full-scale railway track retaining walls under a Kobe, Japan earthquake record. The results are encouraging and suggest directions for further refinement of the numerical model. Finally, a linearization of the Coulomb-type nonlinear model is proposed: an approximate viscous-equivalent model is presented, which provides a simple tool for performing a preliminary assessment of the order of magnitude of seismic effects.

KEYWORDS: Reinforced wall, Geogrid, Earthquake, Seismic behavior, Modal analysis, Nonlinear model, Acceleration amplification, Interlayer stiffness, Interlayer viscous damping, Frictional damping.

AUTHORS: A. Carotti, Professor, Politecnico di Milano (Technical University), Structural Engineering Department, Piazza Leonardo da Vinci, 32-20133 Milan, Italy, Telephone: 39/2-23994361, Telefax: 39/2-23994300, E-mail: carotti@giuditta.stru.polimi.it; and P. Rimoldi, Director, Geosynthetics Division, Tenax SpA, Via dellIndustria, 3-22060 Viganò, LC Italy, Telephone: 39/39-9219307, Telefax: 39/39-9219200, E-mail: tenaxgeo@tin.it.

REFERENCE: Carotti, A, and Rimoldi, P., 1998, "A Nonlinear Model for the Seismic Response of Geosynthetic-Reinforced Soil Structures", Geosynthetics International, Vol. 5, Nos. 1-2, pp. 167-201.

Technical Paper by J.D. Bray, E.M. Rathje, A.J. Augello and S.M. Merry

SIMPLIFIED SEISMIC DESIGN PROCEDURE FOR GEOSYNTHETIC-LINED, SOLID-WASTE LANDFILLS

ABSTRACT: This paper critically reviews seismic design practices in light of the observed performance of landfills during recent earthquakes. Developments in these areas are summarized as follows: earthquake ground motions, dynamic waste fill properties, dynamic responses of geomembranes and their interfaces, nonlinear dynamic response analysis, and seismic stability evaluation. A newly developed simplified seismic analysis procedure that requires the most critical factors be addressed during a seismic performance evaluation is presented. The underlying seismic analysis procedure has been validated against observed performance of landfills shaken by the 1989 Loma Prieta and 1994 Northridge, California earthquakes. The procedure is comprehensive in that it requires: (i) characterization of the design bedrock motions in terms of intensity, frequency content, and duration; (ii) estimation of the seismic loading at the base and cover of the landfill; (iii) e valuation of performance in terms of seismically induced permanent deformations; and (iv) appropriate engineering judgment.

KEYWORDS: Analysis, Case record, Design, Earthquake, Geomembrane, Municipal solid-waste landfill, Seismic response, Seismic performance, Waste containment system.

AUTHORS: J.D. Bray, Associate Professor, Department of Civil and Environmental Engineering, University of California, Berkeley, California 94720-1710, USA, Telephone: 1/510-642-9843, Telefax: 1/510-642-7476, E-mail: bray@ce.berkeley.edu; E.M. Rathje, Assistant Professor, Department of Civil Engineering, University of Texas, Austin, Texas 78712-1076, USA, Telephone: 1/512-471-4929, Telefax: 1/512-471-6548, E-mail: e.rathje@mail.utexas.edu; A.J. Augello, Staff Engineer, Haley & Aldrich, 465 Medford St., Suite 2200, Boston, Massachusetts 02129, USA, Telephone: 1/617-886-7400, Telefax: 1/617-886-7600, E-mail: AJA@haleyaldrich.com; and S.M. Merry, Assistant Professor, Department of Civil and Environmental Engineering, University of Utah, Salt Lake City, Utah 84112, USA, Telephone: 1/801-585-9726, Telefax: 1/801-585-5477, E-mail: merry@civil.utah.edu.

REFERENCE: Bray, J.D. Rathje, E.M., Augello, A.J. and Merry, S.M., 1998, "Simplified Seismic Design Procedure for Geosynthetic-Lined, Solid-Waste Landfills", Geosynthetics International, Vol. 5, Nos. 1-2, pp. 203-235.

Technical Paper by N. Matasovic, E. Kavazanjian, Jr. and J.P. Giroud

NEWMARK SEISMIC DEFORMATION ANALYSIS FOR GEOSYNTHETIC COVERS

ABSTRACT: This paper investigates the impact of the following five assumptions on the accuracy of Newmark seismic deformation analysis applied to geosynthetic cover systems: (i) the potential failure mass is noncompliant; (ii) the dynamic response of the potential failure mass is uncoupled from displacement (slip); (iii) permanent displacements accumulate in only one direction; (iv) vertical ground motions do not influence permanent displacement; and (v) the yield acceleration is constant. Information presented in the literature indicates the impact of the assumption of a noncompliant failure mass and the assumption of a seismic response uncoupled from displacement is insignificant for typical geosynthetic cover systems. The results of computer analyses indicate that the effects of two-way sliding and vertical ground motions can, in most practical cases, be neglected. However, the assumption of a constant yield acceleration, when based on residual (or la rge displacement) shear strength, may result in calculated displacements that are significantly larger than those calculated using a yield acceleration that degrades with accumulated displacement from a peak value to a residual, or large displacement, value. Overall, results of this investigation indicate that conventional Newmark analyses based upon residual shear strength yield conservative results when applied to geosynthetic cover systems.

KEYWORDS: Permanent displacements, Seismic deformation, Newmark method, Composite cover, Residual strength, Two-Way sliding, Vertical acceleration.

AUTHORS: N. Matasovic, Project Engineer, E. Kavazanjian, Jr., Principal, GeoSyntec Consultants, 2100 Main Street, Suite 150, Huntington Beach, California 92648, USA, Telephone: 1/714-969-0800, Telefax: 1/714-969-0820; and J.P. Giroud, Senior Principal, GeoSyntec Consultants, 621 N.W. 53rd Street, Suite 650, Boca Raton, Florida 33487, USA, Telephone: 1/561-995-0900, Telefax: 1/561-995-0925, E-mail: nevenm@geosyntec.com, edkavy@geosyntec.com, and jpgiroud@geosyntec.com, respectively.

REFERENCE: Matasovic, N., Kavazanjian, E., Jr. and Giroud, J.P., 1998, "Newmark Seismic Deformation Analysis for Geosynthetic Covers", Geosynthetics International, Vol. 5, Nos. 1-2, pp. 237-264.