asce 7asce 7-10 seismic provisions10 seismic · pdf fileasce 7asce 7-10 seismic provisions10...
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ASCE 7ASCE 7 10 Seismic Provisions10 Seismic ProvisionsASCE 7ASCE 7--10 Seismic Provisions10 Seismic Provisions
TimeTime--History Scaling for 3History Scaling for 3--D Dynamic AnalysisD Dynamic AnalysisLiquefaction ProvisionsLiquefaction Provisions
SiteSite--Response Analysis for LiquefactionResponse Analysis for Liquefaction
Model CalibrationModel CalibrationArray Data & ResultsArray Data & Results
C. B. CrouseC. B. CrouseURS CorporationURS CorporationURS CorporationURS Corporation
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2008 USGS S2008 USGS S and Sand S Maps in ASCE 7Maps in ASCE 7 10 will be10 will be2008 USGS S2008 USGS SSS and Sand SII Maps in ASCE 7Maps in ASCE 7--10 will be10 will be
H2
n( g
)
Max Sa
a H1
t 1 d f
Acc
.in
Hdi
r ect
ion
a H2
t 1 d.o.f.
H1Acc. in H1direction (g)
at
H1
H2
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2002 USGS S and S Ground Motion Maps in ASCE 7 05 are2002 USGS SS and SI Ground Motion Maps in ASCE 7-05 are
S * S ( t i )Sa1 * Sa2 (geometric mean)
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Geometric Mean = SaGeometric Mean = Sa * Sa* SaGeometric Mean = SaGeometric Mean = Sa11 * Sa* Sa22
AccelerogramHorizontal Components
Response Spectra
a H1
t
H1Sa
Sa1
a H2
t
H2SaTi
T
at Sa2
TT
Ti
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Geomean Sa vs Max SaGeomean Sa vs Max SaGeomean Sa vs Max SaGeomean Sa vs Max Sa
Bedrock Response Spectra
x 1.1
Based on:
Sa x 1.3 Max Sa
Geomean Sa
1.0T (sec)
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TimeTime--History Scaling for H1 and H2 components History Scaling for H1 and H2 components ––y g py g p3D Analysis3D Analysis
ASCE 7-05 ASCE 7-10
ave. SRSS Sa of scaleda(t) records
ave. SRSS Sa of scaleda(t) records - R 5 km
orave. Sa of scaled FN comp.of a(t) records R < 5 km
>
Sa1.3 x Target Sa
Target
of a(t) records - R < 5 km
1.5 TPeriod (sec)
Target(geomean Sa)
0.2 T 1.5 TPeriod (sec)
Target(max Sa)
0.2 T( )
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GroundGround Motion RecordsMotion RecordsGroundGround--Motion RecordsMotion Records
Design Ground Motion Libraryg y
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Transform FN & FP a(t) into X & Y a(t)Transform FN & FP a(t) into X & Y a(t)Transform FN & FP a(t) into X & Y a(t)Transform FN & FP a(t) into X & Y a(t)
Fault
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Liquefaction AssessmentLiquefaction AssessmentLiquefaction AssessmentLiquefaction Assessment
ASCE StandardASCE Standard77--0505
GroundGround--Motion ParameterMotion ParameterSSSS / 2.5/ 2.5
77--1010 PGA (geomean)PGA (geomean)ffforfor
Site ClassSite Class
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MCE Geometric Mean PGA, %g, Site Class BMCE Geometric Mean PGA, %g, Site Class B
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Site Coefficients FSite Coefficients F
Mapped Ma im m ConsideredSite
Site Coefficients FSite Coefficients FPGAPGA
Mapped Maximum Considered Geometric Mean Peak
Ground Acceleration, PGA
SiteClass
A 0 8 0 8 0 8 0 8 0 8
PGA 0.1
< PGA =0.2
PGA =0.3
PGA =0.4
PGA >0.5
ABC
0.81.01.2
0.81.01.2
0.81.01.1
0.81.01.0
0.81.01.0C
DE
1.21.62.5
1.21.41.7
1.11.21.2
1.01.10.9
1.01.00.9
F See Section 11.4.7Note: Use straight-line interpolation for intermediate values of PGA.
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Site Response AnalysisSite Response Analysis Liquefiable SoilsLiquefiable SoilsSite Response Analysis Site Response Analysis –– Liquefiable SoilsLiquefiable Soils
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1964 M7.5 Niigata, Japan, Earthquake Damage from 1964 M7.5 Niigata, Japan, Earthquake Damage from g , p , q gg , p , q gLiquefactionLiquefaction
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1964 M 7.51964 M 7.5NiigataNiigata
Onset
Niigata Niigata EarthquakeEarthquake
Liquefaction Onset~ 8-10 sec afterstart of strongstart of strongshaking
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2003 M 8 3 Tokachi2003 M 8 3 Tokachi oki Japan Earthquakeoki Japan Earthquake2003 M 8.3 Tokachi2003 M 8.3 Tokachi--oki, Japan, Earthquakeoki, Japan, Earthquake
HKD 086
FaultRupture
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2003 M 8.3 Tokachi2003 M 8.3 Tokachi--oki Earthquakeoki EarthquakeHKD 086 NS CompHKD 086 NS CompHKD 086 NS Comp.HKD 086 NS Comp.
0.4
0.6
liquefaction onset –upper 10m fine sand
-0.2
0.0
0.2
a-g
-0.8
-0.6
-0.4
25 30 35 40 45 50 55 6025 30 35 40 45 50 55 60t - sec
2.5
3.0
3.5
2.9 g @ T = 0.36 sec
ξ = 5%
1.0
1.5
2.0
Sa-g
0.0
0.5
1.0
0 0.5 1 1.5 2 2.5 3 3.5 4T - sec
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Acceleration Response to HKD 086 NS CompAcceleration Response to HKD 086 NS CompAcceleration Response to HKD 086 NS Comp.Acceleration Response to HKD 086 NS Comp.
3
4
2 9g
1
0
1
2
3
a-g
2.9g
-4
-3
-2
-1
25 30 35 40 45 50 55 60
-2.9g
T = 0.36st - sec
0.2
0.4
0.6ξ = 5%
-0.4
-0.2
0.0a-g
-0.8
-0.6
25 30 35 40 45 50 55 60t - sec
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Soil PropertiesSoil Properties Liquefied LayerLiquefied LayerSoil Properties Soil Properties –– Liquefied LayerLiquefied Layer
or G (or Vs), d –or G (or Vs), d constants
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GroundGround--Motion DataMotion DataSiteSite--Response CalibrationResponse Calibration
Port Island, Japan. 1995 Kobe M 6.9Port Island, Japan. 1995 Kobe M 6.9Wildlife Array, CA. 1987 Superstition Hills M 6.6Wildlife Array, CA. 1987 Superstition Hills M 6.6
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Port Island, JapanPort Island, Japan, p, pVertical Accelerometer ArrayVertical Accelerometer Array
-10
-20
-30
-40
(m)
-50
-60Dep
th
-70
-80
0 20 40 600 200 400SPT N values V (m/s)SRef: Elgamal et al. (1996)
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Port Island Array EW RecordsPort Island Array EW Recordsyy1995 M 6.9 Kobe Earthquake1995 M 6.9 Kobe Earthquake
Ref.: Davis & Berrill (1998)
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Port Island Port Island –– 1995 Kobe Earthquake1995 Kobe EarthquakeqqVVSS versus Timeversus Time
Depthp
0 mm
)
16 m
spla
cem
ent (
m
32 m
Dis
Ref.: Davis & Berrill (1998)
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Port Island Port Island –– 1995 Kobe Earthquake1995 Kobe EarthquakeqqVVSS versus Timeversus Time
400
300
m/s
ec)
100
200
V(m
S
0
100
0 10 20 30 400 10 20 30 40Time (sec)
Ref: Elgamal et al. (1996)
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Location Map of Wildlife ArrayLocation Map of Wildlife ArrayLocation Map of Wildlife ArrayLocation Map of Wildlife Array
Ref.: Holzer & Youd (2007)
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Wildlife Array InstrumentationWildlife Array InstrumentationWildlife Array InstrumentationWildlife Array Instrumentation
99
V (m/sec)S
116116-141
168
Ref: Bennett et al. (1984)Holzer & Youd (2007)
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Wildlife NS AccelerogramsWildlife NS Accelerogramsgg1987 M 6.6 Superstition Hills EQ1987 M 6.6 Superstition Hills EQ
200
Surface 0
m/s
ec/s
ec
-200200
cm
Downhole 0
cele
ratio
n
-200
Acc
10 20 30 40 50 60 70 80 90Ti ( )
Ref.: Zeghal & Elgamal (1994)
Time (sec)
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Wildlife Wildlife –– 1987 Superstition Hills EQ1987 Superstition Hills EQppVVSS versus Timeversus Time
(m/s
ec)
V
S
Ref.: Zeghal & Elgamal (1994)
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Estimation of Material Damping Ratio (ξ) Estimation of Material Damping Ratio (ξ) p g (ξ)p g (ξ)Liquefied SoilLiquefied Soil
a(t) recordsfrom
Port Is. & Wildlife
ξ ~ 20%ξ
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Wildlife SiteWildlife SiteSurface Accelerograph StationSurface Accelerograph Station
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USGS El Centro Station 6USGS El Centro Station 6USGS El Centro Station 6USGS El Centro Station 6
0
Y
1.22 m
0.51 m
2
4
6
-m
1.14 m
8
10
12
Dept
h-
X
Z recorded a(t)free field14
0 100 200 300 400
V – m/secS
X
0.100.15
( )ee e da (t)
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Experimental Transfer Function (low strain)Experimental Transfer Function (low strain)Experimental Transfer Function (low strain)Experimental Transfer Function (low strain)
2
Station 6
1Recorded
Free Field
010 20 30 40 50 60
f - HzRef. Crouse & Hushmand (1989)
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Approximate Transfer Function (liquefaction)Approximate Transfer Function (liquefaction)pp ( q )pp ( q )VVSS
liqliq = V= VSSlow strainlow strain, Pad Thickness = 6”, Pad Thickness = 6”1
10
2
Station 6
1Recorded
Free Field
01 2 3 4 5 6
f - Hz
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Approximate Transfer Function (liquefaction)Approximate Transfer Function (liquefaction)pp ( q )pp ( q )VVSS
liqliq = V= VSSlow strainlow strain, Pad Thickness = 12”, Pad Thickness = 12”1
10
2
Station 6
1Recorded
1Free Field
0 1 2 3 4 5 6f - Hz
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Site Response Analysis Site Response Analysis p yp y(liquefaction & non(liquefaction & non--liquefaction cases)liquefaction cases)
Saoa
T Ratio, Sao Sa
i
i1
non-liquef.
Sai
T
Tliquef.
T
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SummarySummarySummarySummary
New Seismic Provisions in ASCE 7New Seismic Provisions in ASCE 7--1010
1. 3-D Dynamic Analysis – Accelerogram Scaling
Scale SRSS to Target Sa (not 1.3 X Target Sa)
2. Ground-Motion Parameter for Liquefaction
Geomean PGA (not S / 2 5 or S / 2 5)Geomean PGA (not SDS / 2.5 or SS / 2.5)
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Summary (con’t )Summary (con’t )Summary (con’t.)Summary (con’t.)
Liquefied Soil Parameters for Equivalent Linear Liquefied Soil Parameters for Equivalent Linear SiteSite--Response AnalysisResponse Analysis
Use Vertical Accelerometer Array Data
V = 15 30 m/sVS = 15 – 30 m/s
ξ ~ 20% w/o Port Island &Wildlife
soil-pad interaction