charles r. real: california geological survey anthony f. shakal: california geological survey brian...
TRANSCRIPT
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Charles R. Real: Charles R. Real: California Geological SurveyCalifornia Geological Survey
Anthony F. Shakal:Anthony F. Shakal: California Geological SurveyCalifornia Geological Survey
Brian E. Tucker:Brian E. Tucker: Geohazards InternationalGeohazards International
TURKEY FLAT, U.S.A. SITE EFFECTS TURKEY FLAT, U.S.A. SITE EFFECTS TEST AREA: ANATOMY OF A TEST AREA: ANATOMY OF A BLINDBLIND GROUND-MOTION PREDICTION TESTGROUND-MOTION PREDICTION TEST
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Need to Validate Ground Motion Prediction Models
Theory
Data
Observation
Supposition Hypothesis
Measurement
Toward Knowledge
Experimentation
Model
ValidationSpecific Case
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Background
• 1985 IASPEI/IAEE Resolution to:– Promote establishment of test sites around
world to validate methods of predicting “effects of surface geology on seismic motion”
– Form Joint Working Group to provide guidance for establishing test sites
• 1986 CGS/CSMIP established test site at Turkey Flat near Parkfield, CA
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OverviewOverview
Rationale Site Selection/ Characterization Blind Tests Lessons Learned
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Primary Goals of Turkey Flat Test
• Help evaluate state-of-practice in site response analysis
• Create observational database to facilitate site-response research
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Objectives
• Validate current ground-motion models for shallow stiff-soil site
• Understand relative contributions to uncertainty: aleatory/epistemic….ground-motion model and site model
• Investigate potential non-linear behavior
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Approach
• Conduct high-quality field and laboratory tests to characterize the geotechnical properties of the site
• Collect high-quality measurements of ground response in sediment basin and bordering rock
• Conduct test that emulates a typical engineering site response application
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Design Rationale
• Emulate a common engineering application:– A typical construction site– A forward modeling approach (“blind” test)
• Simple site / abundant information– Geologically simple– Surface rock records
• Must have industry participation– Anonymity/confidentiality
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-Dynamic Soil Properties
-Velocity Structure-Site Response =
-computational model
-Medium model
Uncertainty
A
A – surface rock to basement rock to surfaceB
B – basement rock through soil to surface
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Understand Uncertainty• Statistics: Multiple teams
– Site characterization– Site response prediction
• Isolate two principal modeling steps:– Part A – uncertainty in predicting basement response
and how it affects estimated surface response– Part B – uncertainty in predicting soil response given
actual basement response
• Isolate variability due to computational & medium models– Compare results from “preferred” soil models against a
control model (“standard”)
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MULTIPLE INVESTIGATION TEAMS
SITE CHARACTERIZATION•Field Surveys/Borehole logging•Laboratory Testing
SITE SELECTION•SSR Survey Profile•Seismic Refraction
WEAK-MOTION BLIND TEST•10 Countries•28 Teams
PART 1•29 “standard” model predictions•6 “preferred” model predictions
PART 2•20 “standard” model predictions•6 “preferred” model predictions
ARRAY INSTALLATION•Weak-motion (velocity sensors)•Strong-motion (accelerometers)
15Years
TURKEY FLAT SITE EFFECTSTEST AREA
STRONG-MOTION BLIND TEST•4 Countries•15 Teams
PART 1•25 “Standard” model predictions•20 “preferred” model predictions
PART 2•25 “standard” model predictions•22 “preferred” model predictions
MULTIPLEINVESTIGATION TEAMS
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Experiment Timeline
Activity When
1. Site selection & characterization 1986
2. Accelerograph Installation 1987
3. Weak-motion data collection 1988-89
4. Weak-motion prediction test 1990
5. Strong-motion data collection ?
6. Strong-motion prediction test ?
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Site Selection Criteria
• A geologically simple site
• Common site for construction
• A measurable site effect
• Strong-motion expected soon
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1901
2004
1966
19341922
1881
1857
1800
1850
1900
1950
2000
2050
1 2 3 4 5 6 7
Parkfield Earthquake Series
Ye
ar
1985 Parkfield Earthquake Prediction Experiment
(M~6 by 1993)
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Parkfield
San Francisco
ParkfieldParkfield
Parkfield
Turkey Flat
~2 km
D
½W= 1:40
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View North
View South
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Verification of Site EffectVerification of Site EffectSpectral RatioSpectral Ratio
Dashed: baseline site
Solid: 10m offset
Dotted: 20m offset
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FieldTests
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Lab Tests
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Seismic Reflection
& RefractionSurveys
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Cross-sections Through Test Area
R1, D1
V1, D2, D3
V2R2
B
B’
A
A’
C C’
Next slide shows profiles
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Standard Model
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
0.0001 0.001 0.01 0.1 1
Shear Strain (%)
G/G
max
Standard Model
0
2
4
6
8
10
12
14
0.0001 0.001 0.01 0.1 1
Shear Strain (%)
Dam
ping
(%)
Standard Velocity Model
0
5
10
15
20
25
30
0 200 400 600 800 1000 1200 1400 1600
Vs (m/sec)
Dep
th (
m)
Valley Center
Rock South
Rock North
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Experiment Timeline
Activity When
1. Geotechnical site characterization 1986
2. Accelerograph Installation 1987
3. Weak-motion data collection 1988-89
4. Weak-motion prediction test 1990
5. Strong-motion data collection ?
6. Strong-motion prediction test ?
Accelerographs Installed
Weak-motion Data Collection
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Weak-Motion TestWeak-Motion Test
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30km
M2.0
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Weak-Motion Test EventWeak-Motion Test Event
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Weak Motion Test
Country Standard PreferredCanada 1 1China 2Czechoslovakia 2France 3 1Germany 1Italy 1 1Japan 7 2Mexico 1New Zealand 1USA 6 1
Totals 25 6
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Weak-Motion Response SpectrumWeak-Motion Response SpectrumPredictions v.s. Observations
Solid: Test event
Dashed: Prediction Quartiles
(Cramer & Real, 1990)
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Weak-Motion Spectral RatioWeak-Motion Spectral RatioPredictions v.s. Observations
Solid: Test event
Dashed: Prediction quartiles
Dot-dash: weak-motion events mean
Dotted: 1 of mean
(Cramer & Real, 1990)
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Variability of Velocity StructureVariability of Velocity Structure
Solid: standard model
Dashed: Mean
Dotted: 2 intervals
Dash-dot: 2 of means
Bold: median used in simulations
(Field & Jacob, 1993)
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Results of Sensitivity StudyResults of Sensitivity StudyMonte-Carlo Simulations
Solid: simulation median
Dashed: simulation inter-quartile range
Dotted: 90% simulation range
Dot-dash: standard model response
Bold: median of parameters
(Field & Jacob, 1993)
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Insights From Weak-Motion Test
• Predictions tended to group…generally a success….
• Observations fall within range of expected uncertainties from modeling the site data
• Tendency to over-estimate amplitude… damping too low, velocity of surface layer
• Participants tended to underestimate uncertainty
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Strong-Motion Test Timeline
Activity When
1. Geotechnical site characterization 1986
2. Accelerograph Installation 1987
3. Weak-motion data collection 1988-89
4. Weak-motion prediction test 1990
5. M6.0 Parkfield Earthquake 9/28/2004
6. Strong-motion prediction test 2005
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M6.0
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Test Site
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Strong Motion Test EventStrong Motion Test Event
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Strong-Motion TestStrong-Motion Test
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Changes in Blind Test
• Require predictions based on “preferred” soil model
• Still have predictions based on “standard” soil model
• Request more time histories• Have two levels of participation:
– Volunteer– Funded
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Required Strong-Motion Required Strong-Motion PredictionsPredictions
• Fourier Amplitude Spectral Ratios:– 1) Xi/R1 given R1 (where Xi means D1, D2, D3, V1,V2, R2)– 2) V1/D3, D2/D3 given D3
D3
D2
D1
R1V1 V2
R2
Two-step process: R1 predictions then D3 predictions
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Required Strong-Motion Required Strong-Motion PredictionsPredictions
• Acceleration Time Histories:– (1) V1, D2, D3 given R1– (2) V1, D2 given D3
D3
D2
D1
R1V1 V2
R2
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Required Strong-Motion Required Strong-Motion PredictionsPredictions
• Psuedovelocity Response Spectra (5% damped) & peak values displ, vel, accel:
– 1) Xi given R1 (where Xi means D1, D2, D3, V1,V2, R2)
– 2) V1, D2 given D3
D3
D2
D1
R1V1 V2
R2
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Strong-Motion Prediction Teams
Italy 1Japan 4Republic of Czechoslovakia 1United States 9
Total Participants 15
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82
SectorPart 1 Part 2
Total
Preferred Standard Preferred Standard
Industry 5 4 5 4 18
Academia 15 11 17 11 54
Government 5 0 5 0 10
Strong-Motion Prediction SetsStrong-Motion Prediction Sets
Industry 18
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1-D Methods1-D MethodsMethod/Code
No. Sets
CategoryNo. Predictions1
Part 1 Part 2
SHAKE04 2 Equivalent Linear 0 4
SHAKE96B 4 Equivalent Linear 12 4
SHAKE91 8 Equivalent Linear 24 11
SHAKE72 4 Equivalent Linear 12 10
TremorKA 2 Equivalent Linear 6 2
TremorN2 2 Equivalent Linear 6 2
DeepSoil 12 Equivalent Linear/Nonlinear 24 12
FDM 4 Equivalent Linear 12 6
DMOD-2 6 Nonlinear Finite Element 4 10
RASCAL 4 Equivalent Linear 12 4
TESS 4 Nonlinear Finite Difference 7 4
PEXT 2 Linear Full Wave Propagation 6 6
Freq/Wavenmbr 1 Equivalent Linear 6 0
DYNEQ 4 Equivalent Linear 9 4
Subtotal (59) Subtotal (140) (79)
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2-D/3-D Methods2-D/3-D Methods
Method/CodeNo. Sets
CategoryNo. Predictions
Part 1 Part 2
2-D
NOAHW 2 Nonlinear Finite Difference 6 2
BESOIL 2 Equivalent Linear 6 2
SuperFLUSH 2 Equivalent-Linear Finite Element 6 2
Subtotal (6) Subtotal (18) (6)
3-D
FLAC 5 Nonlinear Finite Difference 4 6
OpenSees 4 Nonlinear Finite Element 5 4
SUMDES 4 Nonlinear Finite Element 4 4
Subtotal (13) Subtotal (13) (14)
EmpiricalSSR 2 Empirical 6 5
Subtotal (2) Subtotal (6) (5)
Total 1,2 &3-D 802 Total 177 104
2Two additional prediction sets from averaging several codes
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Workshop Timeline
Where When
1. Vancouver, B.C. 1987
2. Tokyo, Japan 1992
3. San Francisco, CASeptember 21,
2006
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Turkey Flat WorkshopTurkey Flat Workshop(September 21, 2006)(September 21, 2006)
• Release observations at workshop
• Overview of observations/predictions– Predictions identified by team number only
• Expert panels:– Equivalent-linear methods– Nonlinear methods– Site Characterization
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Lessons Learned
• More redundancy in site characterization
• Increase participation
• Require “standard” & “preferred” models
• Flexible submission formats
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Potential Issues
• Considering proximity of Turkey Flat array to source rupture could observed motions be affected by finite source effects?
• Circa 1990 State-of-practice in site characterization?
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Turkey Flat Working Group
www.quake.ca.gov/turkeyflat.htm
Individuals
Carl Stepp
C.Y. Chang
Neville Donovan
James Gates
I.M. Idriss
Fumio Kaneko
Marshall Lew
Saturo Ohya
Maurice Power
Bruce Redpath
Wolfgang Roth
J.P. Singh
John Vrymoed
William Joyner
Bill Iwan
Kazuyoshi Kudo
P.Y. Bard
Jon Stewart
Brian Chiou
Chris Cramer
Abbas Abghari
Ben Tsai
Steve Kramer
Ahmad Elgamal
Youssef Hashash
Geoff Martin
Yousef Borgzonia
Companies
Dames and Moore
Harding Lawson and Associates
Kajima Corporation
Lawrence Livermore National Laboratory
LeRoy Crandall and Associates
OYO Corporation
Pitcher Drilling
Qest Consultants
Woodward-Clyde Consultants
Land Owners – Donald and Nila McCornack