Most figures show that the total earth pressure distribution in
the clay core is influenced by the arching phenomenon. This appears
from the fact that builds up of earth pressure at the lowest level
of the core ends at a certain embankment height when the
construction is still under progress. Also the excess pore water
pressure starts to dissipate before the completion of the
embankment. In other words, since the total stress is measured to
be constant at a certain construction stage, no more construction
pore pressure is developed and the consolidation process causes the
reduction of pore water pressure. References
CIGB-ICOLD, 1989, Dam Monitoring General Consideration, BULLETIN
60.
Mahab Ghods Consulting Eng, 1992, The report of design body of
Tabarak-Abad Embankment Dam, Technical report, Tehran-Iran.
Mahab Ghods Consulting Eng, 1993, The report of materials
construction of Tabarak-Abad Embankment Dam, Technical report,
Tehran-Iran.
Mahab Ghods Consulting Eng, 2003, Evaluation of Stability
Condition of Maroon Dam, Technical report, Tehran-Iran.
Niroomand, H, 2000, The evaluation of Karkheh behavior during
construction according to instrumentation records, MSc. thesis
submitted in the Faculty of Engineering, University of Tehran.
1212
Sea to Sky Geotechnique 2006
Pages892-996.pdfPaper 95.pdf1. INTRODUCTION4.
CONCLUSIONSREFERENCES
Paper 502.pdfPOLYETHYLENE GEOMEMBRANES SURFACE
TEXTURESHEAR-STRENGTH PROPERTIESDefinitionsDesigning with shear
strength properties - OverviewSpecification of interface shear
strength properties
EXPERIMENTAL PROGRAMGeomembrane – geotextile
interfacesGeomembrane –soils interfacesGeomembrane – sand
interfaceGeomembrane – clay interface
DISCUSSIONFactors influencing the shear resistancePeak versus
residual shear strength
CONCLUSIONSRECOMMENDATIONSREFERENCES
Paper 288.pdf5. REFERENCES
Paper 536.pdfINTRODUCTIONMETHODOLOGYRESULTS AND
DISCUSSIONPreliminary filtration tests
5. ACKNOWLEDGEMENTS
Paper 347.pdfINTRODUCTIONMETHODOLOGYMSW Characterization for
Elastic Properties and ProportionsFinite Element “Unit
Cell”Stochastic Modelling using the Monte Carlo
MethodInterpretation of Results
RESULTS AND DISCUSSIONCONCLUSIONS
Paper 452.pdfINTRODUCTIONREMEDIAL ACTION PLANPrevious Use of
PermanganatePermanganate Injection ConfigurationPermanganate
Demand
OPERATIONAL RESULTSOperational Results - 2004Operations
ModificationsOperational Results – 2005
CONCLUSIONSACKNOWLEDGEMENTS
Paper 399.pdfINTRODUCTIONVIBRATION IMPACT ASSESSMENT
CRITERIAFIELD MEASUREMENTSSite ConditionsMeasuring
Equipment/ProceduresPre-Construction MeasurementsConstruction
Measurements
DISCUSSIONACKNOWLEDGEMENTS
Paper 292.pdfINTRODUCTIONTHEORETICAL BACKGROUNDDIELECTRIC BASED
PROBESMATERIALS USED AND TESTING METHODSTEST RESULTSCalibration for
CS616 probesCalibration for ML2x and SM200 probesComparison between
measured and predicted water contentSoil density effectTemperature
effectElectrical conductivity
FIELD APPLICATIONSCONCLUSIONSACKNOWLEDGEMENTS
Paper 296.pdfABSTRACTINTRODUCTIONMETHODOLGYBONE CREEK
SITERegional GeologySurficial Geology and TerrainGroundwater
Conditions
CENTENNIAL SITERegional GeologySurficial Geology and
TerrainGroundwater Conditions
FOUNDATION CONDITIONSCONCLUSIONSACKNOWLEDGEMENTS
Paper 245.pdfINTRODUCTIONSURFICIAL GEOLOGYClearwater Formation
(Clay Shale)McMurray Formation (Oil Sand)
TEST FILLIntroductionConfigurationInstrumentationConstruction
and Monitoring Program
FOUNDATION PERFORMANCESlope
inclinometersPiezometersSurveyPerformance Summary
ACKNOWLEDGEMENTSREFERENCES
Paper 320.pdfINTRODUCTIONSITE DESCRIPTIONSite Location and
HistoryNew Silo Layout and Loading ConditionsSoil Conditions
SETTLEMENT OF EXISTING STRUCTURESSurvey DataEvaluation of
Settlement Data
SETTLEMENT ANALYSIS METHODOLOGY FOR PROPOSED NEW CEMENT AND FLY
ASH SILOSSettlements due to Elastic CompressionSettlements due to
Primary ConsolidationSecondary Consolidation Settlement
ANALYSIS RESULTS FOR PROPOSED CEMENT AND FLY ASH
SILOSCONSTRUCTIONCONCLUSION
Paper 395.pdfINTRODUCTIONBEARING CAPACITY EQUATIONS FOR CRAWLER
CRANESBasic DimensionsSimplificationsProposed Bearing Capacity
Equations
CASE STUDYSubsoil ConditionsCrane and Mats LayoutField
ObservationCrane Track Pressure DeterminationComputer
ModellingBearing Capacity Calculation
CONCLUSIONACKNOWLEDGEMENTS
Pages997-1111.pdfPaper 463.pdfPaper 463.pdfINTRODUCTIONHistory
of Development and Natural Hazard ImpactsSite Conditions Prior to
1987
EVOLUTION OF AVALANCHE /DEBRIS FLOW EVENTSIncrease In Events
That Impacted the RailwayAvalanche and Debris Flow Path in 1984
Prior to Defence WorksFlow Path Modification Prior to 1984 Due to
Frozen Cap Wasting
AVALANCHE HAZARD CHARACTERIZATIONObserved Avalanches and Impact
on the RailwayThe Design Avalanche
DEBRIS FLOW HAZARD CHARACTERIZATIONDesign Flow EventsDesign
Debris Flow
AVALANCHE AND DEBRIS FLOW DEFENCE WORKSDesign
RequirementsSelected Design of ChannelConstruction
PERFORMANCE OF THE DEFENCE WORKSINFLUENCE OF CLIMATE
CHANGECONCLUSIONSACKNOWLEDGEMENTS
Paper 256.pdfINTRODUCTIONSLOPE STABILTY MANAGEMENT MODELSLOPE
STABIILITY ANALYSESTopography and surface geometryStratigraphy or
layers of different materialsEngineering properties of materials
for each layerHydraulic conditions in the layers (porewater
pressure)Sensitivity Analysis
INSTRUMENTATIONRISK MANAGEMENT SYSTEMFUTURE PLANNINGSUMMARY
Paper 552.pdfINTRODUCTIONDESCRIPTION OF DECANT SYSTEMINFLOW
EVENTMECHANISM FOR INFLOWNATURAL PLUGGING OF CRACKSWATER QUALITY
MONITORINGDECISIONSCONCLUSION
Paper 376.pdfINTRODUCTIONTHERMAL PROPERTIESThermal
ConductivityHeat Capacity
AIR BUFFEREMBANKMENTEffect of Air PermeabilityEffect of Thermal
ConductivityEffect of Air Boundary Conditions
CONCLUSIONSACKNOWLEDGEMENTS
Paper 383.pdfINTRODUCTIONTEST METHOD AND MATERIALSALINITY
REDISTRIBUTIONSTRENGTH AND SALINITY
DISTRIBUTIONCONCLUSIONACKOWLEDGEMENTS
Paper 546.pdfINTRODUCTIONObjectives
ARD GENERATION AND MITIGATIONARD GenerationCommon ARD mitigation
measures
CASE STUDIESCharacteristics of Polymers and Polyethylene (PE)
and Polypropylene (PP) GeosyntheticsCharacteristics Geosynthetic
Clay Liners (GCLs)Case Studies of Field Installations of
Geosynthetics to Mitigate ARDLLDPE Capping of ARD waste rockHDPE
Cover System over TailingsUse of PE in Heap LeachingGCL Cover on
Apache TailingsGCL Cover on Zortman Landusky Suprise Pit (Olsta and
Friedman 2002)
Case Studies regarding the Performance Evaluation of
Geosynthetics to Mitigate ARDEffects of synthetic ARD on Polymer
Properties (Gulec et al. 2004, 2005)Performance of a Soil Cover
Systems containing GCLs in a temperate climate (Melchoir
2002)Performance of a soil cover systems containing a GCL in a
humid climate (Renken 2006)GCL desiccation below a geomembrane
(Southen 2005)Metal Migration in GCLs (Lange et al. 2004)
DISCUSSIONSUMMARY
Paper 197.pdfINTRODUCTIONMATERIALS TESTEDLARGE SCALE DRYING
TESTSTest SetupResultsGold TailingsSilicate Tailings
SMALL SCALE DRYING TESTSTest SetupTest ResultsGold
TailingsSilicate 1Silicate 2
SHRINKAGE TESTINGTest ProceduresResults
INTERPRETATION OF RESULTSCONCLUSIONS
Pages1112-1220.pdfPaper 534.pdfINTRODUCTIONSITE LOCATIONSTESTS
AND MEASUREMENTSRESULTS AND DISCUSSIONCONCLUDING REMARKS
Paper 539.pdfINTRODUCTIONDESCRIPTION OF THE SAMPLERDESCRIPTION
OF THE FLUMEFlow characteristics in the flumeDescription of the
sample holderDescription of sampling sitesSediment deposit samples
were collected at two locations in Hamilton Harbour (Figure
6).Testing of sediment cores in the flumeThe sediment cores were
tested in the flume for erosional stability and erodibility. To
begin the test, a sediment core samplFigure 8. Concentration of
eroded sediment as a function of time for different shear stress
steps- core from Site 1.Figure 9 Concentration of eroded sediment
as a function of time for different shear stress steps-core from
Site 2.
RESULTS AND DISCUSSIONCritical shear stress and average erosion
ratesThe data shown in Figures 8 and 9 are useful for determining
the critical shear stress for erosion of the top layer of the
sed(1)Dry density profiles and depths of erosionTo examine the
variability in the density profiles of the sediment deposits,
density measurements were made for the two cores Figure 11. Dry
density profiles for the two sediment deposit samples.The density
in the top 5 mm of the deposit was not measured because of the
limitation of the instrument and hence it has to beTable 1: Summary
of computed results for Site 1Shear
stressDura-tionAmo-untDen-sityDepthCum0.21302.210.390.00020.00020.275010.40.400.00080.00100.33506.620.410.00050.00150.395010.40.420.00090.00240.46706.200.430.00050.0029Table
2: Summary of computed results for Site 2Shear
stress(Pa)Dura-tion(min)Amo-unt(gm)Den-sity(g/cc)Depth(mm)Cum(mm)0.21303.900.390.00030.00030.27503.000.400.00020.00050.33500.470.400.00000.00050.39508.000.400.00070.00120.46801190.430.00970.0109From
these two tables we can see that the computed depth of erosion
values are only a fraction of a millimetre and are signifi
SUMMARY AND CONCLUSIONSA new sampling device to collect
undisturbed sediment cores in a water body was deployed in Hamilton
Harbour, Ontario, Canada.
ACKNOWLEDGEMENTS
Paper 537.pdfINTRODUCTIONWATERSHED INTEGRATED
APPROACHRESULTSDISCUSSION AND CONCLUSIONSACKNOWLEDGEMENTS
Paper 559.pdfINTRODUCTIONMATERIALS AND METHODSRESULTS AND
DISCUSSIONSAdsorption CharacteristicsAdsorption Capacity for Zn in
ARDAdsorption and Desorption Kinetics
pH Stability of CliniptilolitePerformance of Clinoptilolite in
Cyclic Desorption/ Adsorption with EDTA and NaClMorphology Study of
Clinoptilolite before and after Cyclic
Adsorption/DesorptionExploration of a Slurry Bubble Column for
Heavy Metal Capture and RegenerationAdsorption TestsDesorption
Tests
CONCLUSIONS AND RECOMMENDATIONSACKNOWLEDGEMENTS
Paper 172.pdfINTRODUCTIONLANDFILL CAPS AND CLOSURESDESIGN IN
LANDFILL CAPSThe bentonite ComponentThe geotextile componentsThe
geosynthetic Clay liner
HYDRAULIC PROPERTIESGas Permeability
SHEAR STRENGTHLONGTERMSUMMARYREFERENCES
Paper 268.pdfINTRODUCTIONINFILTRATION SPECIMENSMIP AND SEM
SPECIMEN PREPARATIONSEM AND MIP RESULTSSEM ResultsMIP Results
DISCUSSION AND INTERPRETATIONChange in Pore Size
DistributionEvidence for Decreasing Conductivity
CONCLUSIONSACKNOWLEDGEMENTSREFERENCES
Paper 284.pdfINTRODUCTIONINTERNAL INSTABILTY ASSESSMENT
METHODS2.1LUBOCHKOV (1965)2.2KEZDI (1969), LOWE (1975) &
SHERARD (1979)2.3DE MELLO METHOD (1975)2.4KENNY & LAU (1985,
1986)BURENKOVA (1993)COMPARISON OF THE DIFFERENT METHODSINTERNAL
INSTABILTY ANALYSIS OF SOME ALLUVIAL SEDIMENTSSUMMARY AND
CONCLUSIONREFRENCES
Paper 379.pdfINTRODUCTIONPROJECT OVERVIEWSITE SELECTION AND
APPROVALSRegulatory Approvals
FIELD PROJECT DESIGN CONSIDERATIONS AND CONSTRUCTION
DETAILSFUTURE WORK AND OPERATIONAL DETAILSLiner Sampling
SUMMARY AND CONCLUSIONSACKNOWLEDGEMENTSREFERENCES
Paper 526.pdfINTRODUCTIONStatement of the Issue at-handCase
History Involving a Preliminary Cover Design
NUMERICAL MODEL FOR PRELIMINARY COVER DESIGNModel
DescriptionModeling SoftwareModel Inputs
CLIMATIC INPUTS FOR THE NUMERICAL
MODELSPrecipitationEvaporation
MATERIAL PROPERTIES FOR THE NUMERICAL MODELSSoil Properties
RESULTS OF THE NUMERICAL MODEL SIMULATIONSIMPORTANCE OF THE
RELATIONSHIP BETWEEN ALL UNSATURATED SOIL PROPERTY
FUNCTIONSCHALLENGES OF THE PRELIMINARY MODELING EXERCISEDISCUSSION
OF THE RESULTS OF THE NUMERICAL MODELING EXERCISECONCLUSIONS OF THE
STUDY
Paper 371.pdfINTRODUCTIONCOMPARISON OF THE TWO METHODSThe Method
of KezdiThe Method of Kenney and LauSynthesis of the Methods
APPLICATION OF THE METHODSGap-graded SoilsWidely-graded
Soils
DISCUSSIONCONCLUSIONS
Paper 209.pdfINTRODUCTIONOVERVIEWThe multilaminate
conceptSampling planesSoil anisotropyBonding and destructuration
affect
MULTILAMINATE CONSITUTIVE MODELElastic behaviourSampling
planesMicrostructure tensorYield surface and potential
functionHardening rule
IMPLEMENTATION INTO PLAXISCODE CALIBRATIONSpatial integration
frameworkEffect of model parameters
CONCLUSIONACKNOWLEDGEMENTS
Pages1221-1344.pdfPaper 189.pdfINTRODUCTIONMETHODOLOGYRESULTS
AND DISCUSSIONCONCLUSIONACKNOWLEDGEMENTSREFERENCES
Paper 204.pdf1. INTRODUCTION2. INHERENT ANISOTROPY4.1.Post
liquefaction �(� and �(� Relationships4.2. Comparison of
Post�liquefaction Correlations4.3.Pre liquefaction �(� and �(�
Relationships5.1. J-Pit5.2. Sullivan Mines
Paper 352.pdfINTRODUCTIONDETAILS OF THE CASE STUDYFINITE ELEMENT
BACK ANALYSISAssumptionsSimulation of Construction StagesDetails of
the Back Analyses
RESULTSAnalysis CAL-DAnalysis CAL-SAnalysis SIM-OAnalysis
SIM-MAnalysis SIM-NTAnalysis SIM-C
PARAMETRIC STUDYEffect of Change in Soil StiffnessEffect of
change in stiffness of retaining wall
CONCLUSIONSACKNOWLEDGEMENTSREFERENCES
Paper 409.pdfINTRODUCTIONNUMERICAL SIMULATIONUSED
PROGRAMDEFINITION OF SHEAR BAND STRUCTUREINTERPRETATION OF
CHARTS
EXPERIMENT DETAILSRESULTS AND DISCUSSIONSAMPLE GRADINGAVERAGE
GRAIN DIAMETERPARTICLE ECCENTRICITYPOROSITYLOADING RATECONFINING
PRESSURE
ConclusionReferences
Paper 490.pdf2.1Model Box CulvertCentrifuge Test
Procedure3.CENTRIFUGE TEST RESULTS4.DISCUSSIONCONCLUSIONS
Paper 565.pdf7.CONCLUSIONS8.ACKNOWLEDGEMENTS
Paper 500.pdf1 INTRODUCTION
Paper 362.pdfINTRODUCTIONMETHODOLOGYRESULTSAquifer
sensitivityAquifer vulnerability
CONCLUSIONS
Paper 331.pdfINTRODUCTIONWELL VULNERABILITYVULNERABILITY MAPS
FOR MULTIPLE WELLSVULNERABILITY MAPS FOR THE MANNHEIM WELL
FIELDCONCLUSIONSACKNOWLEDGEMENTS
Paper 135.pdfINTRODUCTIONOKANAGAN VALLEYAQUIFER
VULNERABILITYDRASTICDRASTIC CharacteristicsDepth to WaterNet
RechargeAquifer MediaSoil MediaTopographyImpact of Vadose
ZoneHydraulic ConductivityDRASTIC Vulnerability Rating
Discussion and Ongoing WorkValidation of Vulnerability
MapsAlternate Vulnerability Models - AVI
APPLICATION OF VULNERABILITY MAPS IN A SUSTAINABLE COMMUNITY
DESIGN PROCESSThe Smart Growth on the Ground ProcessLand Use
Allocation Model (LUAM)
ACKNOWLEDGEMENTSREFERENCES
Paper 342.pdfINTRODUCTIONBACKGROUNDGeographic setting
Figure 1. Geographic setting of the Toluca Basin with respect to
the State of Mexico and the Republic of
Mexico.ClimatePrecipitationTemperatureEvapotranspirationInfiltration
GeologyPopulation density
HYDROGEOLOGY AND GROUNDWATER EXPLOITATIONRegional
flowGroundwater extractionWater balance in the Toluca
ValleyRegional depletion of groundwater levels and reversal of
vertical hydraulic gradients
LAND SUBSIDENCEBackground of subsidence in the Toluca
ValleyTheoryOngoing work
CONCLUSIONSACKNOWLEDGEMENTSReferences