of the OII Superfund Site 11th th Ralph B Peck Lecture by Edward Kavazanjian Jr PhD PE Arizona State University for WasteMINZ New Zealand 15 October 2009 Ralph B Peck 19122008 ID: 180404
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Slide1
Pre-Design Geotechnical Evaluationof the OII Superfund Site
11th
th
Ralph B. Peck Lecture
by
Edward Kavazanjian, Jr. Ph.D., P.E.
Arizona State University
for
WasteMINZ New Zealand
15 October 2009Slide2
Ralph B. Peck (1912-2008)Slide3
The Operating Industries, Inc. Landfill“A unique urban hazard”Slide4
A Unique Urban Hazard
Hazardous Waste
Steep North Slope
60 m-tall, 1.5H:1V
Adjacent to SR-60 (Pomona Freeway)
Proximity to Homes to the South
MSE Toe Buttress
Seismic ExposureSlide5
Steep North Slope, Freeway Proximity
1.5H:1V average, 1.3H:1V maximum slope, rising 60 m above gradeSlide6
South Slope Toe Buttress (1987)
Slide7
1987 Whittier M 5.9 Narrows Earthquake
The “Big Bend
”Slide8
Earthquake-Induced Cracks on BenchesSlide9
Pre-Design Scope of Work
Review / Synthesize Available Information
Field Investigation
Laboratory Test Program
Limit Equilibrium Stability Analysis
Seismic Hazard Analysis
Seismic Response and Deformation Analysis
Static Deformation Analysis
Toe Buttress Investigation
Findings / Recommendations for Closure DesignSlide10
Review / Synthesis of Available Information
Bottom Contours of Quarry
East End Interim Cover
Southwest Corner Liquid Co-Disposal
Toe Buttress Construction
Inclinometer Data
Previous Geotechnical Studies
Strong Motion Records
1992 Cover FailureSlide11
MSW Properties: Shear StrengthSlide12
Field Investigation
SASW Survey
3 x 34-inch (840-mm) Diameter Borings to 155 ft (47 m)
Waste Characterization
In Situ Unit Weight Tests
Video Logging
20-ft (6-m) Deep Test Trench
Toe Buttress Condition SurveyCover Soil InvestigationSlide13
Field Exploration PlanSlide14
Vibroseis for SASW TestingSlide15
Sampling and Testing IntervalsSlide16
Large Diameter Bucket Auger BoringsSlide17
Field Classification SchemeSlide18
Field LoggingSlide19
Waste DegradationSlide20
Waste TemperatureSlide21
In Situ Unit Weight Testing
1. Auger and collect waste
3. Place tremie pipe in borehole
2. Weigh waste
4. Fill with gravel of known unit weightSlide22
In Situ Unit Weight ResultsSlide23
Downhole Video LoggingSlide24
Downhole Video LoggingSlide25
Downhole Video LoggingSlide26
On-Site Laboratory
Reconstituted 18-inch (454-mm) Diameter Specimens
Consolidometer, Direct Shear, Cyclic Simple Shear
Less than1 yr for Design and FabricationSlide27
Cyclic Simple Shear DeviceSlide28
Lab Sample Characterization
Bulk Sample Sorted SampleSlide29
Consolidation Test ResultsSlide30
Direct Shear ResultsSlide31
Cyclic Simple Shear TestsSlide32
Cyclic Simple Shear Test ResultsSlide33
Strong Motion InstrumentationSlide34
Quad-4M Seismic Response ModelSlide35
13 October 2004
Wastecon 2004
35
Back Analysis of Seismic ResponseSlide36
MSW Modulus Reduction and Damping
Slide37
Limit Equilibrium Analysis
Static Analysis
Horizontal Planes of Weakness
Perched Water Levels
Cover Veneer Failures
Pseudo-Static Analysis
Yield AccelerationSlide38
Cover Veneer StabilitySlide39
Seismic Response Analysis
Slide40
Seismic Deformation Curves
Typical range of waste mass seismic
displacementsSlide41
Static Deformation Analysis
30-yr Performance of Final Cover
Drainage
Cracking
30-yr Performance of Toe Buttress
Static (followed by seismic)Slide42
Vertical and Lateral DisplacmentsSlide43
Toe Buttress Analysis
Global Stability
Limit Equilibrium FS = 2.6
Internal Stability
Finite Element Analysis (GeoFEAP)
Static: Imposed Deformations
Pseudo-Static: Seismic CoefficientSlide44
Toe Buttress Displacements
Measured ProjectedSlide45
Toe Buttress Performance AnalysisSlide46
Toe Buttress Analysis ResultsSlide47
Findings / Recommendations
The Waste Mass Meets Stability Criteria
Static and Seismic
Large Static Deformations are Expected
Continuous Maintenance
Toe Buttress Should Maintain Its Integrity
Long Term Settlement plus Seismic Loading
Cover Stability is a Major Concern
Particularly the Steep North SlopeSlide48
LESSONS LEARNED
MSW is Pretty Strong Stuff
Stronger than Often Assumed in Practice
MSW can be Pretty Heavy
Unit Weight Greater than Typically Assumed
Unit Weight can be Very High if Saturated
MSW Cyclic Degradation is Slow
Potential for Significant Seismic Amplification
MSW is Anisotropic
Preferred Horizontal Orientation
MSW Deformation is Non-HomogeneousSlide49
CONTRIBUTIONS TO PRACTICE
In Situ Unit Weight Test Method
Field Classification System for Waste
Data on Waste Composition
MSW Shear Strength Envelope
Compositional Effects on Strength, Compressibility
MSW Shear Wave Velocity Measurements
MSW Modulus Reduction and DampingSlide50
AcknowledgementsSlide51
THANK YOU!Slide52
References
Matasovic,and Kavazanjian, (1998), “Cyclic Characterization of OII Landfill Solid Waste,”
JGGE
Zornberg and Kavazanjian,
(2001). "Prediction of the Performance of a Geogrid-Reinforced Slope Founded on Solid Waste."
Soils and Foundations
,
Kavazanjian, Matasovic, and Bachus, (1999), “Large-Diameter Static and Cyclic Laboratory Testing of Municipal Solid Waste,”
Sardinia ‘99
.
Avsar, Bouazza, Kavazanjian, Öztürk (2003) “Interpolation of Solid Waste Shear Wave Velocity Using Geostatistics,” XIII
th
ECSMGE
Kavazanjian, Matasovic, and Caldwell (1998), “Damage Criteria for Solid Waste Landfills,” Proc.
6th U.S. NCEE
OII data is included in 17 additional Journal and Conference papers, 1 CDMG special report, and 1 additional Journal paper submitted for publication.