Dewey Dam Seismic Assessment · • Remediation of Dewey Dam unwarranted at this time. • Further...
Transcript of Dewey Dam Seismic Assessment · • Remediation of Dewey Dam unwarranted at this time. • Further...
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Dewey DamSeismic Assessment
2005 Tri-Service Infrastructure SystemsConference
St. Louis, MO
Huntington DistrictHuntington District
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Site Location
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Project Description• Homogeneous Earth Dam• 118' Tall; 913' Long• On John's Creek• Completed in 1949
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Typical Embankment Section
Station 3+50
Clay
Sands and Silts
Rock Toe
Filter Blanket
Elev. 718’
Seasonal Pool Elev. 650’
Project Description
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Profile Along Dam Centerline
ClayEmbankment
Foundation Sands
720
690
660
630
600
570
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00
ApproximateTop of Rock
Existing Groundline Cut-Off TrenchExcavation
Project Description
350'
50'
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Seismic Assessment
� Intermediate SeismicAssessment 1995
�Feature DesignMemorandum 1997
�SPT & CPT Tests 1996-98
�Seismic AssessmentReport 1998
View of Downstream Area
Seismic Assessment
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1998 Seismic Analysis Report
Conclusions• Remediation Cost � $13 MillionRecommendations• Site Specific Seismic Study
(2000)• Additional Field Work (1999)• Hydro-fracture Potential (1999)• Specific Design Criteria
(pending)
Seismic Assessment
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TARA – FLAC Comparison
• Incorporated the TARA model into FLAC• Obtained Parameters used by Dr. Finn• Completed 1998 TARA Analysis using
FLAC• Dr. Finn Reviewed & Concurred with
Results
TARA – FLAC Comparison
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TARA – FLAC Comparison
TARAStatic
Analysisw/ Gravity
SeismicAnalysis
w/o Gravity
DeformationAnalysis
w/ Gravity
FLAC
All Combinedw/ Gravity
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EX_ 5 Values-2.000E+00-1.000E+000.000E+001.000E+002.000E+003.000E+004.000E+005.000E+006.000E+007.000E+00
Sand BlanketRock Toe DrainEmbankmentFoundation # 1Foundation # 2Foundation # 3Foundation # 4Foundation # 5Foundation # 6
Idealized Cross-SectionTARA – FLAC Comparison
RegionUnit
WeightsUndrainedStrength
DrainedStrength
CleanSand
ResidualStrength
ShearModulus
PWP1
Modelγm
(pcf)γsat
(pcf)φ
(deg)c
(ksf)φ'
(deg)c'
(ksf)(N1)60 cresidual
(ksf)K2max Kr
Embankment 127 130 18 2.0 29.0 0.0 -- -- 60-80 --Filter Blanket -- 130 16 1.8 34.0 0.0 -- -- 60 --Toe Drain 110 110 -- -- 38.0 0.0 -- -- 61 --Foundation #1 -- 133 16 1.8 34.0 0.0 16 0.7 27 0.0366-0.0389Foundation #2 -- 133 16 1.8 34.0 0.0 15 0.6 27 0.0316-0.0323Foundation #3 -- 133 16 1.8 34.0 0.0 14 0.5 27 0.0279-0.0287Foundation #4 -- 128 21 0.6 30.0 0.0 13 0.4 27 0.0043-0.0087Foundation #5 -- 128 21 0.6 30.0 0.0 11 0.3 27 0.0035-0.0071Foundation #6 -- 128 21 0.6 30.0 0.0 9 0.2 27 0.0034-0.0081Foundation #7 -- 128 21 0.6 30.0 0.0 5 0.1 27 0.0027-0.00781C1= 0.76; C2 = 0.53
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A CBD
E
F
G H
TARA
FLAC
A CBD
EF
TARA – FLAC Comparison
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FLAC PWP Calibration
• FLAC Modeling Calibrated with TimeHistory and ENC.
• Results for both analyses shown forcomparison.
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TARA
FLACTime History
FLACENC
TARA – FLAC Comparison
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Max. shear strain increment0.00E+004.00E-018.00E-011.20E+001.60E+002.00E+002.40E+002.80E+00
Contour interval= 2.00E-01
Time History
ENC
Shear StrainContours
TARA – FLAC Comparison
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Excess PWP RatioContours
TARA – FLAC Comparison
Time History
ENC
0.00E+001.00E-012.00E-013.00E-014.00E-015.00E-016.00E-017.00E-018.00E-019.00E-01
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Existing Condition Analyses
• New Design Earthquake, Mw = 5.5,PGA=0.17
• Three Time Histories• Improved Characterization of Foundation• Undrained Strengths in Embankment• Review and Concurrence by Dr. Finn
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-0.25
-0.20
-0.15
-0.10
-0.05
0.00
0.05
0.10
0.15
0.20
0.25
0 2 4 6 8 10Time (sec)
Acc
eler
atio
n (g
)
SyntheticMiramichiNahanni
Design Time HistoriesExisting Condition Analyses
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Maximum Displacement 0.25 feet
Existing Condition Analyses
Deformations
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Max. shear strain increment0.00E+005.00E-041.00E-031.50E-032.00E-032.50E-033.00E-03
Contour interval= 5.00E-04
Existing Condition Analyses
Shear Strain
Excess PWP Ratio_
0.00E+001.00E-012.00E-013.00E-014.00E-015.00E-016.00E-017.00E-018.00E-019.00E-01
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Max. shear strain increment0.00E+002.50E-035.00E-037.50E-031.00E-021.25E-021.50E-021.75E-022.00E-022.25E-02
Contour interval= 2.50E-03
Post Earthquake SF = 1.6
Existing Condition Analyses
Limit Equilibrium
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• OBE Mw = 5.0 w/ PGA=0.09g• New Design MCE Mw = 5.5 w/ PGA =
0.17g• TARA OBE used Mw = 5.5 w/ PGA =
0.09g– System Stable w/ Excess PWP < 13%
• FLAC New MCE– System Stable w/ Excess PWP < 25%
1998 TARA Analyses for OBE
SHAKE/TARA Analyses
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Distance and Magnitude
(USBR)
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Summary• TARA model incorporated into FLAC• FLAC analyses compare well with TARA• New existing condition analyses indicate a
stable dam because:– Reduced earthquake magnitude– Use of undrained strengths in embankment– Improved foundation characterization
• Dr. Finn reviewed and concurred with results.
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Recommendations
• Remediation of Dewey Dam unwarrantedat this time.
• Further assessment warranted only uponadvancement of the state-of-the-art.
• Prepare a comprehensive seismic analysisreport incorporating the present study.
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EE NN GG NN EEII EE RR SS
FullerMossbargerScott &May
FullerMossbargerScott &May
Teaming to Provide Practical Solutions to Complex Problems
Huntington District