5. REFERENCES Bathurst, R.J., Blatz, J.A., Burger, M.H.,
2003.
Performanceof instrumented large-scale unreinforced and
reinforced embankments loaded by a strip footing to failure,
Canadian Geotechnical Journal
Bathurst, R.J., Allen, T., Walters, D., 2004. Reinforcement
loads in geosynthetic walls and the case for new working stress
design method, Proc. Of the 3rd European Geosynthetics Conference,
Munich, Germany
Bussert, F., 2006. Verformungsverhalten geokunststoffbewehrter
Erdstützkörper– Einflussgrößen zur Ermittlung der
Gebrauchstauglichkeit, Schriftenreihe Geotechnik und
Markscheidewesen, TU Clausthal, Heft 13/2006, Clausthal,
Germany
Göbel, C., Großmann, S., 2006. Geokunststoffbewehrte Erde unter
dynamischer Belastung- Weiterentwicklung des Systems, 7.
Sächsisches Bautextilien-Symposium Bautex 2006, Chemnitz,
Germany
Hubal, H., 2000. Geotextilien im Eisenbahnbau-Einsatzbereiche,
Erfahrungen und Entwicklungen, Eisenbahningenieur (51) 4/2000
Rankilor, P., 2004. Soil Reinforcement Theory-We may have been
wrong for Forty Years, Int. Conference on the Use of Geosynthteics
in Soil Reinforcement and Dynamics, 5.-8. September 2004, Schloss
Pilnitz, Dresden, Germany
Ril 836, 1999. Erdbauwerke planen, bauen und instand halten,
Deutsche Bahn AG, Munich, Germany
Saathoff, F., Werth, K., Klompmaker, J., Wittemöller, J.,
Vollmert, L., 2004. Stabilisation of new Real Estate in Marbella /
Spain with geogrid reinforced soil structures, Proc. Of the 3rd
European Geosynthetics Conference, Munich, Germany
Soon, T.-Y, Koerner, R.M., 1999. Geosynthetic reinforced and
geocomposite drained retaining walls utilising low permeability
backfill soils, GRI Report #24, Geosynthetic Research Institute,
Drexel University, USA
Sea to Sky Geotechnique 2006
401
Pages1-108.pdf4-Paper 247.pdf4-Paper
247.pdfINTRODUCTIONSTRATIGRAPHYPILE LOAD TEST PROGRAMPhase 1 –
Static Load testsPhase 2 – Osterberg Cell and StatnamicO-Cell
SetupStatnamic SetupStatic Creep Test
PILE LOAD TEST
RESULTSDISCUSSIONCONCLUSIONACKNOWLEDGEMENTSREFERENCES
6-Paper 270.pdfINTRODUCTIONSCOPE OF WORKTEST SETUPTesting
ProcedureResidual StressesResidual Stresses in Model Piles Due to
InstallationEstimating the Residual StressesInterpretation of
Uplift Test Data
TESTING RESULTSCONCLUSIONSACKNOWLEDGEMENTS
7-Paper 522.pdfINTRODUCTIONIN-SITU
TESTING2.1PiezoconeResistivity Piezocone2.3BAT Discrete-Depth Water
Sampling System2.5Piezocone Hydraulic Conductivity and Gradient
Measuring System
3.RESISTIVITY PIEZOCONE (RCPTU) FOR GEOENVIRONMENTAL SITE
CHARACTERIZATION3.1Factors Affecting Bulk Resistivity of Soils
Pore fluid chemistryDegree of fluid saturationPorosity/density
of soil matrixTemperatureShape of pore spaceClay
contentMineralogyDielectric properties may be important.4.MINE
TAILINGS: CASE HISTORY6.CONCLUSIONSReferences
8-Paper 491.pdfINTRODUCTIONBACKGROUNDTESTING PROGRAM AND TEST
SITESTesting Equipment and ProceduresTest Sites
TESTING RESULTSEffects of correctionsComparisons of qnet and
derivation of N factorsUndrained Shear Strength ProfilesPost Peak
and Remoulded Strengths
DISCUSSION AND CONCLUSIONACKNOWLEDGEMENTS
9-Paper 454.pdfINTRODUCTIONSPT ENERGY THEORYROD LENGTH AND SHORT
ROD CORRECTIONSTOTAL TRANSFERRED ENERGYFUTURE USE OF SHORT ROD
CORRECTIONSSUMMARY AND RECOMMENDATIONSACKNOWLEDGEMENTS
Pages109-218.pdfPaper 370.pdfINTRODUCTIONHistorical
SettingGeological SettingHydrogeological Setting
FIELD AND LABORATORY INVESTIGATIONField InvestigationLaboratory
InvestigationMoisture ContentHygroscopicyGrainsize Distribution/
Capillary AbilityScanning Electron Microscope
A scanning electron microscopy was used to identify the
elemental components of soil, stone and degraded stone samples.
This X-Ray DiffractionThin Section
The majority of stone samples were found to be composed of
silica sand based sandstone, often with some rock lithic fragments
Ion Chromatography
The water sample collected from an open water source near the
Habu temple was found to be of fresh water quality. Chloride coThe
groundwater sample collected from damp soil in the shallow
subsurface near the Karnak temple is the most definitive
confirSummary of Findings and Conclusions
FUTURE REASEARCHACKNOWLEDGEMENTS
Paper 120.pdfSITE INVESTIGATION CLAUSESCases where site
investigation clauses given full effectCases where site
investigation clauses interpreted narrowlyAlternative Claim:
Negligent misrepresentationSite Investigation Clauses:
SummaryImportance of NoticeMaterial DifferencesSite adjustment
clauses typically allow for adjustment to the contract price or the
time for completion where the encountered
Paper 96.pdf1. INTRODUCTION2.1.1 Sand
Paper 200.pdfINTRODUCTIONDYNAMIC NUMERICAL MODELLINGModel
verificationGrid, Boundary condition and loadingSeismic Soil
modelReinforcement modelStructural componentsInterface element
model
ANALYSIS RESULTSEffect of reinforcement stiffness (J)Effect of
reinforcement length (L0/H)Effect of reinforcement spacing (Sv)
SUMMARY AND CONCLUSIONSREFERENCES
Paper 301.pdfINTRODUCTIONEXPERIMENTAL SHAKING TABLE TESTS AT
RMCNUMERICAL SIMULATIONSMaterial PropertiesBackfill soilEPS
geofoam
Interface PropertiesNumerical construction and dynamic
excitation
NUMERICAL RESULTSCONCLUSIONS
Paper 329.pdfINTRODUCTIONEXPERIMENTAL APPROACHTest
FacilityGeneral Arrangement of Wall
ModelsMaterialsBackfillReinforcement
Toe ConditionInstrumentationWall Construction
TEST RESULTSCONCLUSIONSACKNOWLEDGEMENTS
Paper 432.pdfBACKGROUNDSITE DESCRIPTIONMONITORING SYSTEM DESIGN
AND DESCRIPTION4.1Climate Conditions4.2In Situ
Monitoring4.2.1Thermal Conductivity and Automated Soil
Moisture/Salinity Sensors4.2.2Portable Soil Moisture
Probe4.2.3Field Saturated Hydraulic Conductivity4.3Gas Sampling
Ports
4.4Additional Field Monitoring
DISCUSSION5.1In situ Water Content
SUMMARY
Paper 330.pdfABSTRACT
Paper 328.pdfINTRODUCTIONGEOTECHNICAL PROPERTIES OF SILT3.BERM
CONSTRUCTION4.SETTLEMENT AND PORE PRESSURES5.STABILITY OF BERM
Paper 341.pdfINTRODUCTIONESSAIS EN LABORATOIREClassification
granulométriqueEssais triaxiauxEssais de consolidation et de
perméabilité
ESSAIS EN CHANTIEREssais au piézocône (CPT).
DISCUSSION DES RÉSULTATSCONCLUSIONREMERCIEMENT
Paper 348.pdfINTRODUCTIONPROJECT PLANNINGScheduling &
Staging of Project
DESIGN OF RAIL STRUCTUREStructural DesignGeotechnical Evaluation
& DesignMSE Wall DesignGeneralSpecifics
CONSTRUCTIONMSE Wall ConstructionGeotechnical Monitoring
SUMMATION
Paper 479.pdfINTRODUCTIONDOUBLE-POROSITY
MODELOverviewFormulation of the Model
OVERSTRESS VISCOPLASTIC MODELThe Hinchberger and Rowe
ModelConceptual Behaviour of the ModelFigure 3 illustrates the
conceptual behaviour of the Hinchberger and Rowe (1998) model
during a typical oedometer increment wh
COMPARISON OF RESULTSDISCUSSION AND CONCLUSIONS
Paper 158.pdfGEOMECHANICAL BEHAVIOR OF A MCMURRAY SAND FORMATION
USING LOCAL STRAIN MEASUREMENTSABSTRACT5. ACKNOWLEDGMENT
Paper 344.pdfINTRODUCTIONK�NEAREST NEIGHBOR METHODDATACompiling
Database from the LiteratureChoosing Model Inputs
IMPLEMENTATIONRESULTS AND
DISCUSSIONCONCLUSIONSACKNOWLEDGEMENTS
Pages219-334.pdfPaper 311.pdfINTRODUCTIONBACKGROUNDEQUIPMENT
DETAILS AND METHODOLOGYGeneralDetails of equipment
MATERIAL DESCRIPTION AND PROPERTIESTEST PROCEDUREGeneralTests
under fully saturated conditionTests under unsaturated
conditions
Bearing capacity tests
DETERMINATION OF THE SOIL WATER RETENT- ION CURVE
(SWRC)DISCUSSIONS OF TEST RESULTSSUMMARY AND
CONCLUSIONSACKNOWLEDGMENTS
Paper 193.pdfINTRODUCTIONLITERATURE REVIEWBackgroundMajor
influencing factorsCorrelation between Mr and CBR or other soil
properties
MATERIALS AND TESTING PROGRAMMEMaterials and physical
propertiesResilient modulus testing apparatusSample preparation and
test procedure
RESILIENT MODULIUS TEST RESULTSSensitivity of resilient modulus
to stressSensitivity of resilient modulus to water
contentComparison of Mr values from other studies
FINDINGS AND OBSERVATIONSACKNOWLEDGEMENTS
Paper 194.pdfINTRODUCTIONTESTING PROGRAMTEST RESULTS AND
DISCUSSIONSStress-strain and volume change responses at different
confining pressuresStress-dilatancy plotLimiting envelopes in p’ –
q spaceContribution to shear resistance of granular
materialsImplementation of the results
CONCLUSIONSACKNOWLEDGEMENTSREFERENCES
Paper 382.pdfINTRODUCTIONLABORATORY TESTING DETAILSTEST RESULTS
AND DISCUSSIONConstant-volume Monotonic DSS Loading
ResponseConstant-volume Cyclic DSS Loading Response
CONCLUSION
Paper 318.pdfINTRODUCTIONEXPERIMENTAL ASPECTSTEST RESULTS AND
DISCUSSIONUndrained monotonic behaviourUndrained cyclic behaviourK
Correction Factor
SUMMARY AND CONCLUSIONSACKNOWLEDGEMENTSREFERENCES
Paper 389.pdfINTRODUCTIONDefinition of the Critical
StateStress-Dilatancy Definitions
CRITICAL STATE FRICTION RATIO DETERMINATIONEnd of Test (ET)
MethodMaximum Contraction (MC) MethodBishop Method
(BM)Stress-Dilatancy (SD) Method
OBTAINING THE CRITICAL STATE STRESS RATIO OF TICINO SANDTicino
Data ProcessingDiscussion of Results for Ticino SandThe strength
from the end of test method, (Mtc)ET =1.445 appears to overestimate
Mtc for the dense specimen used here; the sam
OBTAINING THE CRITICAL STATE STRESS RATIO OF ERKSAK SANDErksak
Data ProcessingDiscussion of Results for Erksak Sand
CONCLUSIONACKNOWLEDGEMENTS
Paper 324.pdfINTRODUCTIONCOMMENTARY ON JAKY’S ANALYSISTERZAGHI’S
VS. JAKY’S RELATIONSHIPSCONCLUSIONSREFERENCES
Paper 455.pdfINTRODUCTION
Paper 461.pdfINTRODUCTIONMETHODOLOGYFluid calibration,
unmodified transducerSoil calibrationTransducer
modificationModified transducer calibration
RESULTSAir (fluid) calibrationSoil CalibrationDetermination of
CAFEstimating soil moduli
Derived parameters
DISCUSSION AND CONCLUSIONSACKNOWLEDGEMENTS
Paper 496.pdfINTRODUCTIONBACKGROUNDEXPERIMENTAL
METHODOLOGYTriaxial validation testPhotogrammetric
considerationsCalculation of axial, radial, and volumetric
strain
RESULTSCONCLUSIONSACKNOWLEDGEMENTS
Paper 190.pdfINTRODUCTIONMATERIALS AND EXPERIMENTAL
METHODRheological MeasurementsStandpipe Measurements
RESULTS AND DISCUSSIONRheological dataSedimentation data
BI-VISCOUS MODEL ANALYSISCONCLUSIONACKNOWLEDGEMENTS
Paper 338.pdfINTRODUCTIONROOT DETERIORATION AND ROOT
COHESIONSHEAR DISPLACEMENT MODELSROOT ARCHITECTURE AND
MORPHOLOGYCOMPUTER MODELING AND ANALYSISROOT-GROUNDWATER-SOIL
INTERACTIONCONCLUSIONSACKNOWLEDGEMENTSREFERENCES
Pages335-439.pdfPaper 403.pdfINTRODUCTIONNATURE AND ORIGIN OF
THE EVENTUBCDFLOW MODEL OF TRAVEL DISTANCESENSITIVITY ANALYSIS OF
TRAVEL DISTANCEInitial failure volumeWidth of the event
CONCLUSIONS
Paper 312.pdfINTRODUCTIONFIELD STUDY AREASRESULTSLandslide
VolumesRunout DistanceHydrology and HydrogeologySlope
LocationHeadscarp StratigraphyContributing Factors
DYNAMIC MODELLINGCONCLUSIONSACKNOWLEDGEMENTSREFERENCES
Paper 300.pdfINTRODUCTIONFIELD INVESTIGATION AND
INSTRUMENTATIONINSTRUMENTATION OVERVIEWIntroductionIn-Place
InclinometersVibrating Wire PiezometersOther InstrumentationData
LoggerARGUS Monitoring Software
INSTRUMENTATION RESULTSDISCUSSIONCONCLUSION
Paper 264.pdfINTRODUCTIONMETHODMETHODA simple ellipsoidal
failure surface.A compound slip surface
4. RESULTS AND CONCLUSIONSACKNOWLEDGEMENTS
Paper 195.pdfINTRODUCTIONDIFFERENCES BETWEEN LIMIT EQUILIBRIUM
AND FINITE ELEMENT REINFORCEMENT LOADSMETHODOLOGY FOR COMPARING
LIMIT EQUILIBRIUM AND SSR RESULTS FOR THE ANALYSIS OF REINFORCED
SLOPESRESULTSExample 1Example 2
CONCLUDING REMARKS
Paper 271.pdfINTRODUCTIONCENTRIFUGE MODELLINGModelling of
Construction Machinery LoadGround Model PreparationCharacteristics
of Ground ModelsTest ConditionsTest Procedures
EXPERIMENTAL RESULTSFailure Mechanism of Sand GroundFailure
Mechanism of Kanto Loam Ground
CONCLUSIONS
Paper 464.pdfINTRODUCTION
Paper 216.pdfINTRODUCTIONSITE INVESTIGATIONSubsurface
ConditionDetermination of Undrained Shear Strength
SLOPE STABILITY ANALYSISBack Analysis of Slope
FailureProbabilistic Slope Stability AnalysisEffect of Excavated
Materials
CENTRIFUGE MODELLINGModel PreparationExperimental Results
CONCLUSIONS
Paper 225.pdfSeveral investigations concerning the load-carrying
capacity of geosynthetic reinforced soil structures have come to
the conclLaboratory Model test – Deformation under static
loadsLaboratory Model test – Deformation under dynamic
loadsCONCLUSIONREFERENCES
Paper 287.pdfINTRODUCTIONTHE CE (COMMUNAUTE
EUROPEENNE)-CONCEPTCONTENT OF THE GUIDELINE (ETAG)Test site
geometryTest-setupNet-fence assemblyThe test block
Testing procedureTest parameters and
documentationParametersPrecision and tolerances
Classification of net fencesEnergy classesResidual height
classification
Allowance of variations between tested and sold productsWorking
life of the productQuality management
PRODUCT CERTIFICATION OF ROCK-FALL PROTECTION FENCES IN
TIMEFRAME FOR GUIDELINE TO BECOME EFFECTIVERELEVANCE OF THE
CE-MARKING FOR THE END-USERTHE AUSTRIAN TESTSITECable carTest
platformMonitoring equipment
Paper 358.pdfINTRODUCTIONFIELD INVESTIGATION AND
ANALYSISEMERGENCY STABILIZATIONPost Stabilization Analysis
SUMMARYACKNOWLEDGEMENTSREFERENCES
Paper 557.pdfINTRODUCTIONSTATEMENT OF THE PROBLEMLABORATORY
RESULTSNUMERICAL ANALYSIS AND DESIGNEVALUATION OF RIVERBANK
STABILITYCONCLUSIONSACKNOWLEDGEMENT
Paper 360.pdf1. INTRODUCTION2. PROBLEM3. RESULTS4. SOLUTION6.
INSTALLATIONReferences
Paper 481.pdfINTRODUCTIONGENERALIZED INTEGRATED RISK ASSESS�MENT
FRAMEWORK (GIRAF)Data CollectionHazard AssessmentHazard Zonation
for Regional StudiesHazard Assessment for Specific Slopes
Vulnerability AssessmentElements at riskVulnerability
Risk AssessmentIndividual RiskSocietal Risk
RISK ASSESSMENT IN PRACTICEExampleGIRAFBenefits and
limitations
CONCLUSIONSREFERENCES