By Ray Ruichong ZHANG Colorado School of Mines, Colorado, USA HHT-based Characterization of Soil...
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Transcript of By Ray Ruichong ZHANG Colorado School of Mines, Colorado, USA HHT-based Characterization of Soil...
By
Ray Ruichong ZHANG
Colorado School of Mines, Colorado, USA
HHT-based Characterization HHT-based Characterization of Soil Nonlinearity and of Soil Nonlinearity and
Liquefaction Liquefaction in Earthquake Recordingsin Earthquake Recordings
US-Taiwan Workshop on Soil Liquefaction
National Chiao Tung University, Hsin-Chu, Taiwan, November 3-5, 2003
2
Site NonlinearitySite Nonlinearity
Terminology
Site Nonlinearity = Soil Nonlinearity and/or Liquefaction
Importance
A major factor in mapping seismic hazard and design codes
Issues
Distorted estimation of the extent of site nonlinearity resulted in underestimation of the level of site amplification and liquefaction
3
Site NonlinearitySite Nonlinearity
Terminology
Site Nonlinearity = Soil Nonlinearity and/or Liquefaction
Importance
A major factor in mapping seismic hazard and design codes
Issues
Distorted estimation of the extent of site nonlinearity resulted in underestimation of the level of site amplification and liquefaction
4
Nonlinearity CharacterizationNonlinearity Characterization
Symptom of Nonlinearity (vs. Linearity) Reduced Soil Strength Increased Soil Damping Deformed Waveform
The nonlinear symptom is observable only in a portion
of recording and in a certain frequency band
Measure in Recordings
Frequency Downshift Seismic Wave Amplitude Downshift Abnormal Cusped, High-Frequency Spikes
5
Hilbert-Huang Transform (HHT)Hilbert-Huang Transform (HHT)
Empirical Mode Decomposition (EMD)
Any data is decomposed into a few, different simple intrinsic mode functions (IMF) on the basis of local characteristic time scale of the data
Hilbert Spectral Analysis (HSA)
Hilbert transform of IMF components leads to
(1) Instantaneous frequency and damping(2) temporal-frequency amplitude/damping
spectra
6
HHT (top) vs. Fourier (bottom)HHT (top) vs. Fourier (bottom)
')'(
1
)()(dtti
n
jj
jetatX
tiN
jj
jeAtX
1
)(
Fourier Amplitude Spectrum
Hilbert Amplitude Spectrum
Instantaneous vs. constant
Marginal spectrum w/ integration of Hilbert amplitude spectrum over t
j: IMF/Fourier Component
7
')'(')'(
1
)(dttidtt
n
jj
jjet
Hilbert Amplitude and Damping SpectraHilbert Amplitude and Damping Spectra
')'(
1
)()(dtti
n
jj
jetatX
Hilbert Damping Spectrum, a part of Hilbert Amplitude Spectrum
Hilbert Amplitude Spectrum
Damping vs. Frequency
Marginal spectrum w/ integration of Hilbert amplitude spectrum over t
8
HHT: IMF ComponentsHHT: IMF Components
0 1 2 3 4 5 6 7 8 9 10 -1.5
-1
-0.5
0
0.5
1
1.5
Time(sec)
Am
plit
ude
-0.5
0
0.5
c1
-0.5 0
0.5
c2
-0.02
0
0.02
c3
-0.02
0
0.02
c4
0 1 2 3 4 5 6 7 8 9 10
0 5
10 x 10 -3
c5
Time (sec)
Time (s) Time (s)
IMF Components
1st IMF=noise 2nd IMF=waves
3rd, 4th and 5th IMFs=numerical errors w/ small amplitudes
Recording=Nonlinear waves + noiseNonlinear waves + noise
at frequency [1+0.5cos(2at frequency [1+0.5cos(2t)] + 15 Hzt)] + 15 Hz
i.e., at freq. 0.5 to 1.5 Hz + 15 Hzi.e., at freq. 0.5 to 1.5 Hz + 15 Hz
Am
plit
ude
9
HHT: Hilbert and Marginal SpectraHHT: Hilbert and Marginal Spectra
Time (s) Freq. (Hz)
Fre
q. (
Hz)
Hilbert Amplitude Spectrum Marginal Hilbert Amplitude Spectrum vs. Fourier Amplitude Spectrum
Noise at 15 Hz
Waves at 0.5-1.5 Hz
1) No physical meaning, making up for nonlinear waveform,
2) Overestimates high-freq.
3) Distorts freq-related damping
Am
plit
ude
10
Example of HHT AnalysisExample of HHT Analysis
High-frequency MotionLow-frequency Motion
Time (s) Time (s)F
req.
(H
z)
1964 Niigata Earthquake Record
High-frequency Spike
Hilbert Amplitude Spectrum
Am
plit
ude
Am
plit
ude
11
Marginal Hilbert vs. Fourier SpectraMarginal Hilbert vs. Fourier Spectra
Freq. (Hz)
Fourier Amplitude Spectrum
Marginal Hilbert Amplitude Spectrum
Freq. (Hz)
Fourier Spectrum overestimates high frequency and thus underestimate low frequency of nonlinear motionA
mpl
itud
e
12
Site Amplification = Marginal (Fourier) Spectral Ratio
=Marginal (Fourier) Amplitude Spectrum of Motion at Soil
Marginal (Fourier) Amplitude Spectrum of Motion at Rock
Alternative HHT-based ApproachAlternative HHT-based Approach
IMFs, Hilbert and Marginal Spectra for Detection and Quantification of Site Nonlinearity
Site Damping = Marginal Spectral Difference
= Marginal Hilbert Damping Spectrum of Motion at Soil
Marginal Hilbert Damping Spectrum of Motion at Rock
13
Nonlinearity Detection w/ IMF Nonlinearity Detection w/ IMF
Time (s)
Acc
(g)
Symptom of Nonlinear site in S-coda waves
1st IMF singles out abnormal high-frequency spikes
2001 Nisqually Mainshock: NS-Acc. Record
1st IMF
Acc
(g)
Record
14
Time (s)
Acc
(g)
Acc
(g)
1st IMF
Not clear on abnormal high-frequency spikes
1st IMF singles out abnormal high-frequency spikes
Nonlinearity Detection w/ IMFNonlinearity Detection w/ IMF
2001 Nisqually Mainshock: EW-Acc. Record
Record
15
Nonlinearity Detection w/ IMFNonlinearity Detection w/ IMF
2001 Nisqually Aftershock: NS-Acc. RecordA
cc (
g)A
cc (
g)
Time (s)
1st IMF
No abnormal high-frequency spikes in S-coda waves
Record
16
Nonlinearity Detection w/ Hilbert SpectraNonlinearity Detection w/ Hilbert Spectra
Time (s)
Abnormal high-frequency spikes can be identified from Hilbert Spectra
Hilbert Spectra
RecordA
cc (
g)F
req.
(H
z)
Hilbert Amplitude Spectrum
Time (s)
Am
plit
ude
17
Nonlinearity Quantification at Soft SoilNonlinearity Quantification at Soft Soil
Freq. (Hz)
Mainshock
Aftershock
Sit
e A
mpl
ific
atio
n (H
HT
)
Frequency Downshift Amplitude
Downshift
18
Nonlinearity Quantification at Stiff SoilNonlinearity Quantification at Stiff Soil
AftershockMainshock
Frequency Downshift
Amplitude Downshift
Freq. (Hz)
Sit
e A
mpl
ific
atio
n (H
HT
)
19
Marginal vs. Fourier Ratio at Soft SoilMarginal vs. Fourier Ratio at Soft Soil
Freq. (Hz)
Marginal Spectral Ratio Fourier Spectral Ratio
Difference
For Marginal Ratio w/ Fourier ratio as reference 1) Large Ratio, i.e., Large Site Amplification 2) Large Freq. Downshift (decreased strength) 3) Large Ampl. Downshift (increased damping) 4) No change at High Frequencies
Sit
e A
mpl
ific
atio
n
20
Marginal vs. Fourier Ratio at Stiff SoilMarginal vs. Fourier Ratio at Stiff Soil
Marginal Spectral Ratio Fourier Spectral Ratio
Similar at stiff soil site in terms of 1) ratio (i.e., site amplification), 2) frequency down-shift, 3) amplitude down/up-shift
Freq. (Hz)
Sit
e A
mpl
ific
atio
n
21
Frequency Downshift of Mainshock Frequency Downshift of Mainshock from Aftershockfrom Aftershock
Sites
Soft Soil NS EW HHT FourierBOE 0.19 0.19 0.33 0.15HAR 0.22 0.19 0.34 0.24KDK 0.19 0.15 0.33 0.13SDS 0.29 0.22 0.36 0.21AVERAGE 0.22 0.19 0.34 0.18
Stiff Soil NS EW HHT FourierBHD 0.15 0.17 0.19 0.25LAP 0.10 0.09 0.16 0.15SEU 0.10 0.10 0.12 0.10THO 0.09 0.12 0.18 0.15AVERAGE 0.11 0.12 0.16 0.16
Mainshock PGA (g) Freq. Downshift (Hz)
22
0.1
1
10
100
0.1 1 10
Frequency (Hz)
Sit
e A
mp
lific
ati
on
Mainshock on Stiff Soil
Aftershock on Stiff Soil
Mainshock on Soft Soil
Aftershock on Soft Soil
Average HHT-based Site Amplification of Average HHT-based Site Amplification of Mainshock and AftershockMainshock and Aftershock
Freq. (Hz)
Sit
e A
mpl
ific
atio
n
Mainshock on Soft Soil
Aftershock on Soft Soil
Mainshock on Stiff Soil Aftershock
on Stiff Soil
23
0.1
1
10
100
0.1 1 10
Frequency (Hz)
Sit
e A
mp
lifi
ca
tio
n
Mainshock on Stiff Soil
Aftershock on Stiff Soil
Mainshock on Soft Soil
Aftershock on Soft Soil
Average Fourier-based Site Amplification of Average Fourier-based Site Amplification of Mainshock and AftershockMainshock and Aftershock
Freq. (Hz)
Sit
e A
mpl
ific
atio
n
Mainshock on Soft Soil
Aftershock on Soft Soil
Mainshock on Stiff Soil
Aftershock on Stiff Soil
24
0 2 4 6 8 10 12 14 16 18 2010
-3
10-2
10-1
100
Diff
eren
ce M
argi
nal D
ampi
ng S
pect
ra
Frequency (Hz)
Nisqually Earthquake, Difference of Marginal Damping Spectra (LAP-SEW)
AftershockMainshock
0 2 4 6 8 10 12 14 16 18 2010
-3
10-2
10-1
100
Diff
eren
ce M
argi
nal D
ampi
ng S
pect
ra
Frequency (Hz)
Nisqually Earthquake - Difference of Damping Factor (SDS-SEW)
AftershockMainshock
Damping at Soft vs. Stiff SoilDamping at Soft vs. Stiff Soil
Site Damping at Soft Soil Site Damping at Stiff Soil
1) Increased damping at soft soil for nonlinear mainshock from linear aftershock
2) No Change in stiff rock
Mainshock
Aftershock
MainshockAftershock
Dam
ping
Freq. (Hz)
25
Concluding RemarksConcluding Remarks
An Alternative Approach for Characterizing Site Nonlinearity• Nonlinearity Detection
IMFs and Hilbert amplitude spectrum• Site Indices
Site Amplification = Marginal amplitude spectral Ratio
Site Damping = Marginal damping spectral Difference • Nonlinearity Quantification
Frequency and amplitude downshiftIncreased damping
For nonlinear sites, Fourier-based Approach underestimates site amplification distorts physics at high frequenciesTwists damping
26
AcknowledgmentsAcknowledgments
Data and Fourier Analyses were provided by
Arthur Frankel and Stephen Hartzell
U.S. Geological Survey (USGS)
Research was supported by
National Science Foundation (NSF)
Multidisciplinary Centre for Earthquake Engineering
Research (MCEER)
On-going Liquefaction Research is in 4 slides
27
Layout of Seismic Instrumentation at Wildlife Site Layout of Seismic Instrumentation at Wildlife Site of 1989 of 1989 Superstition HillsSuperstition Hills (Bennett et al., (Bennett et al., 1984)1984) Instrument house
SM2 Recorder
P5
P4
SM1
P1P3
P2
P6
SM: Strong motion seismometer P: Piezometer
0
5
10
15
Depth
(m
)
Silty Sand
Silt
Silty Clay
Silt
(liquefiable layer)
28
Excessive Pore Water Pressure Ratio at P5 Excessive Pore Water Pressure Ratio at P5 E
xces
sive
Por
e P
ress
ure
Time
29
Excessive Pore Pressure vs. Instantaneous Excessive Pore Pressure vs. Instantaneous Frequency of Surface NS Acceleration Recording Frequency of Surface NS Acceleration Recording
Time
Exc
essi
ve P
ore
Pre
ssur
e I
nsta
ntan
eous
F
requ
ency
30
Instantaneous Frequencies of Surface and Instantaneous Frequencies of Surface and Downhole UD Acceleration Recordings Downhole UD Acceleration Recordings
Instantaneous Frequency at Surface
Instantaneous Frequency at Downhole
Time