microzonation with respect to earthquake ...the seismic microzonation maps indicate the distribution...
TRANSCRIPT
08.07.2015
1
Özyeğin University Department of Civil Engineering, Istanbul
MICROZONATION WITH RESPECT TO
EARTHQUAKE HAZARDS
Prof. Dr. Atilla Ansal
For Urban planning, and urban rehabilitation actions,
To improve disaster preparedness,
For risk reduction and hazard mitigation decisions.
The seismic microzonation maps indicate thedistribution of site response with respect to ground
shaking intensity, liquefaction and landslide
susceptibility at an urban scale.
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1. To specify building and population densities,
2. To evaluate functional layouts,3. For selection of locations for
important buildings and lifelines.
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0
20
40
60
80
100
120
140
0 40 80 120 160
Fines content (%), uncorrected NSPT(bpm)D
ep
th (
m)
Fines contentSPT blow counts
NSPT > 50
NSPT > 50
FC = 50 %
hard gravelly sandy CLAY
LIMESTONE with CLAY interlayers
SANDSTONE
hard sandy CLAY
dense clayey SAND
hard sandy CLAY
dense clayey SAND
0
20
40
60
80
100
120
140
160
0 300 600 900 1200 1500
De
pth
(m)
Shear Wave Velocity (m/s)
SPT-N
PS
Vs MODEL
GWT
5
0
0.005
0.01
0.015
0.02
0.025
0.03
0.01 0.1 1
Sp
ectr
al
Acc
eler
atio
n
(g)
Period (s)
0m
50m
70m
140m
-6
-4
-2
0
2
4
6
0 5 10 15 20 25 30
Acc
eler
atio
n (
mg
)
PGA=5.22 mg
GROUND SURFACE
-6
-4
-2
0
2
4
6
0 5 10 15 20 25 30
Acc
eler
atio
n (
mg
)
PGA=3.76 mg
50 m Depth
-6
-4
-2
0
2
4
6
0 5 10 15 20 25 30
Acc
eler
atio
n (
mg
)
PGA=2.26 mg
75 m Depth
-6
-4
-2
0
2
4
6
0 5 10 15 20 25 30
Acc
eler
atio
n (
mg
)
PGA=2.03 mg
140 m Depth
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‐0.010
‐0.006
‐0.002
0.002
0.006
0.010
0 10 20 30 40 50 60
Acceleration (g)
PGA= 0.002gDepth = 288 m
‐0.020
‐0.016
‐0.012
‐0.008
‐0.004
0.000
0.004
0.008
0.012
0.016
0.020
0 10 20 30 40 50 60
Acceleration (g)
PGA= 0.009gDepth = 57 m
‐0.020
‐0.016
‐0.012
‐0.008
‐0.004
0.000
0.004
0.008
0.012
0.016
0.020
0 10 20 30 40 50 60
Acceleration (g)
TIME (sec)
PGA= 0.011gDepth = 30 m‐0.020
‐0.016
‐0.012
‐0.008
‐0.004
0.000
0.004
0.008
0.012
0.016
0.020
0 10 20 30 40 50 60
Acceleration (g)
TIME (sec)
PGA= 0.016gOn the ground surface
0.00
0.02
0.04
0.06
0.01 0.1 1 10
SP
EP
CT
RA
L A
CC
EL
ER
AT
ION
(g)
PERIOD (sec)
Surface
30m
57m
288m
ZYT 24.05.2014 M=6.5 NS
7
8
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5
0
2
4
6
8
10
12
ATA
IO
ZYTA
L
SENKY
ZYTD
K
KRTTP
GUNGR
FATBL
EMNMR
EMNKU
ISKIF
BAHBL
ITFM
E
FATZA
BAUIO
ESNBB
ZYKOI
YHSTI
ZOTM
L
ZYAIO
BAVIO
AKUKO
ZAVKO
BAEIO
ATKVA
Peak Ground Acceleration (mg)
NS EW
9
0
100
200
300
400
500
600
AT
AIO
ZY
TA
L
SE
NK
Y
ZY
TD
K
KR
TT
P
GU
NG
R
FA
TB
L
EM
NM
R
EM
NK
U
ISK
IF
BA
HB
L
ITF
ME
FA
TZ
A
BA
UIO
ES
NB
B
ZY
KO
I
YH
ST
I
ZO
TM
L
ZY
AIO
BA
VIO
AK
UK
O
ZA
VK
O
BA
EIO
AT
KV
A
Av
era
ge
Sh
ea
r W
av
e V
elo
cit
y (
m/s
ec
)
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0
50
100
150
200
250
300
350
AG
PIO
AK
KIO
AK
UK
OA
TAIO
AV
CE
MB
AE
IOB
AG
YT
BA
HB
LB
AU
IOB
AV
IOE
MN
MR
EM
NK
UE
SN
BB
FA
TBL
FA
TZA
GU
NG
RH
AV
AV
ISK
IFIS
KIK
ITF
ME
KA
KM
LK
RTT
PS
EN
KY
YE
SIO
YH
GM
LY
HS
TIZ
AV
KO
ZO
TML
ZY
AIO
ZY
KO
IZ
YTA
LZ
YTD
K
De
pth
of
En
gin
ee
rin
g B
ed
roc
k (
m)
11
Sa = [(760 / Vs30 ) ma ]*SS
where SS is the spectral acceleration at T=0.2s onthe rock outcrop, Vs30 is the average shear wavevelocity, and the power coefficient ma = 0.35 whenusing the lower bound
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0
2
4
6
8
10
12
AT
AIO
ZY
TA
L
SE
NK
Y
ZY
TD
K
KR
TT
P
GU
NG
R
FA
TB
L
EM
NM
R
EM
NK
U
ISK
IF
BA
HB
L
ITF
ME
FA
TZ
A
BA
UIO
ES
NB
B
ZY
KO
I
YH
ST
I
ZO
TM
L
ZY
AIO
BA
VIO
AK
UK
O
ZA
VK
O
BA
EIO
AT
KV
APe
ak
Gro
un
d A
cc
ele
rati
on
(mg
)
RECORDED CALCULATEDNS
13
0
2
4
6
8
10
12
AT
AIO
ZY
TA
L
SE
NK
Y
ZY
TD
K
KR
TT
P
GU
NG
R
FA
TB
L
EM
NM
R
EM
NK
U
ISK
IF
BA
HB
L
ITF
ME
FA
TZ
A
BA
UIO
ES
NB
B
ZY
KO
I
YH
ST
I
ZO
TM
L
ZY
AIO
BA
VIO
AK
UK
O
ZA
VK
O
BA
EIO
AT
KV
APe
ak
Gro
un
d A
cc
ele
rati
on
(mg
)
RECORDED CALCULATEDNS
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To estimate variation of the selected parametersfor land use and urban planning for the mitigationof earthquake risk to man-made environment
15
Seismic Macrozonation National Seismic Zoning Maps in small scales such as 1:1,000,000 or less and mostly based on
seismic source zones defined in similar scales Independent of site conditions Used in the earthquake codes for seismic design
• zonation with respect to ground motion characteristics taking into account source and site conditions
• major purpose is to estimate the variation of the earthquake ground motion characteristics at a scale of 1:5,000
Seismic Microzonation
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Regional earthquake hazard Site characterisation 1D site response analyses Selection of input ground motion Microzonation for ground shaking intensity Microzonation for liquefaction susceptibility Microzonation for landslide hazard
17
FAULT SEGMENTATION MODEL (ERDIK ET AL., 2005)
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SA (T=0.2sec) Contour Mapat NEHRP B/C Boundary
for 475 Years Return Period
19
Assigning partly hypothetical boreholes at the centre of each cell1. to utilise all available data in each cell to have more
comprehensive and reliable data for the soil profile;2. to eliminate the effects of distance among boreholes or site
investigation points during the GIS mapping G H I J K L M N O P Q R S T U V W
4 SK21 SK23 SK26 SK26 4
5 SK15 SK21 SK23 SK26 S16 5
6 SK4 SK4 SK6 SK15 SK15 SK22 S18 S18 S16 6
7 SK3 SK3 S7 SK5 SK11 SK11 SK13 SK18 SK18 SK24 SK27 SK27 7
8 SK2 SK2 S8 S9 SK10 SK10 SK13 SK17 SK16 SK25 SK25 S14 SK29 8
9 S10 S10 SK2 SK2 SK7 S6 SK9 SK12 SK14 SK17 SK20 SK25 SK28 SK28 SK29 SK29 9
10 SK1 SK1 SK1 SK2 SK7 SK7 SK9 SK12 SK14 S5 SK20 SK20 SK30 SK30 S12 SK29 10
11 SK7 SK7 SK7 SK9 S11 S11 SK30 SK31 SK31 SK31 11
12 SK7 SK7 S11 SK32 SK32 SK32 12
13 SK32 SK32 SK33 SK33 13
14 SK32 SK33 SK33 SK33 14
15 SK34 SK34 SK34 15
16 SK34 SK34 16
G H I J K L M N O P Q R S T U V W
BANDIRMA 20
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11
Properties and thickness of soil layers Dinamic shear modulus Dinamic shear modulus reduction
Depth of engineering bedrock and shear wave velocity
Earthquake hazard compatible acceleration input records
One dimensional total stress analysis
0
10
20
30
40
50
60
70
80
90
0 250 500 750 1000
Dep
th (m
)
Shear Wave Velocity (m/s)
GWT
990315
ML-CL
CL-CH
CL-ML
ML-CL
CL- ML
GM-GC
CLAYSTONE
0
20
40
60
80
100
120
0 250 500 750 1000
Shear Wave Velocity (m/s)
CL-ML
CL-CH
SM-ML
CL-CH
SM-SC
CH-CL
CL-CH
CH-CL
CL-CH
SANDSTONE
GROVAKE
CH-CL
GWT
1000321
0
20
40
60
80
100
120
140
160
180
0 250 500 750 1000
Shear Wave Velocity (m/s)
GWT GW-SW
CL-CH
950313CLAYSTONE
CL-ML
CL-CH
CL-ML
SC- CL
CL-SC
GC-SC
SC-CL
SILSTONE
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12
-6 -4 -2 0 2 4 6-2 0 2-150
-100
-50
0
50
100
150
-2 0 2
Düş
ey G
erilm
e F
arkı
(kP
a)
İZMİT ( Depth: 13.5-14.0 m )
0
10
20
30
40
50
0.001 0.01 0.1 1 10 100
SHEAR STRAIN, (%)
0
5
10
15
20
25D
AM
PIN
G R
AT
IO (%
)
SHEAR MODULUS
DAMPING RATIO
DY
NA
MIC
SH
EA
R M
OD
UL
US
(MP
a)
Elastic Threshold Plastic Threshold
Material No Soil Type Reference
1 Clay (CH) PI=60% Vucetic ve Dobry (1991)
2 Clay (CL) PI=45% Vucetic ve Dobry (1991)
3 Clay (CH) PI=30% Vucetic ve Dobry (1991)
4 Clay (CL) PI=15% Vucetic ve Dobry (1991)
5 Silt Darendeli (2001)
6 Sand (SC-SM) Darendeli (2001)
7 Sand Seed and Idriss
8 Gravel Seed
9 Gravel Menq
10 Rock 0-6 m EPRI
11 Rock 6-16 m EPRI
12 Rock 16-37 m EPRI
13 Rock 37-76 m EPRI
0
5
10
15
20
25
30
35
0.0
0.2
0.4
0.6
0.8
1.0
1.2
0.0001 0.001 0.01 0.1 1
Material D
amp
ing
Ratio
(%)
Dyn
amic
Sh
ear
Mo
du
lus
Rat
io G
/Gm
ax
Shear Strain (%)
Material No.1Material No.2Material No.3Material No.4Material No.5Material No.6Material No.7Material No.8Material No.9Material No.10Material No.11Material No.12Material No.13
0
5
10
15
20
25
30
35
0 250 500 750 1000
De
pth
(m
)
Shear Wave Velocity (m/s)
GWTSandy Silty CLAYClayey SAND (CL, SP)
CLAY Stiff to very stiff(CL)
SandyGRAVEL ‐Cobbles ‐Boulders (GP)
SandyGRAVEL‐Cobbles ‐Boulders (GP)
Clayey SAND (CL‐ML)
GRAVEL ‐ Cobbles(GP)
SAND , Gravelly SAND (SM)
CLAY (CL)
GRAVEL ‐ Cobbles(GP)
MARL
24
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13
0
5
10
15
20
25
0
0.2
0.4
0.6
0.8
1
0.0001 0.001 0.01 0.1 1 10
D, %
G/G
max
Shearing Strain, g, %
1 2 3
4 5 6
7 8 9
10 11 12
13 14 15
16 17 18
19 20 21
22 23 24
25 26 27
28 29 30
31 32 33
34 35 36
37 38 39
40 41 42
43 44 45
46 47 48
49 50 D1
D2 D3 D4
D5 D6 D7
D8 D9 D10
D11 D12 D13
D14 D15 D16
D17 D18 D19
D20 D21 D22
D23 D24 D25
D26 D27 D28
D29 D30 D31
D32 D33 D34
D35 D36 D37
D38 D39 D40
D41 D42 D43
D44 D45 D46
D47 D48 D49
D50
DINAMIK KAYMA MODÜLÜ VE SÖNÜM ORANI
Effective strain is expressed as a function with respectto frequency by
where F(ω ) is Fourier spectrum of strain, and Fmax isits peak value as proposed by Sugito, M., Goda, H.and Masuda, T. (1994)
26
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14
0.05g
0.07g
0.12 g0.17g
0.19g
0.09g
0.04g
0.13g
27
0
0.1
0.2
0.3
0.4
0.5
0.6
0.01 0.1 1 10
Sp
ec
tra
l Ac
ele
rati
on
(g)
Period (sec)
RECORDEDEW
0
0.05
0.1
0.15
0.2
0.25
0.3
0.01 0.1 1 10
Sp
ec
tra
l Ac
ce
lera
tio
n (g
)
Period (sec)
NS
0
0.1
0.2
0.3
0.4
0.5
0.6
0.01 0.1 1 10
Sp
ec
tra
l Ac
ele
rati
on
(g)
Period (sec)
RECORDED
NSTR
EW
0
0.05
0.1
0.15
0.2
0.25
0.3
0.01 0.1 1 10
Sp
ec
tra
l Ac
ce
lera
tio
n (g
)
Period (sec)
NS
0
0.1
0.2
0.3
0.4
0.5
0.6
0.01 0.1 1 10
Sp
ec
tra
l Ac
ele
rati
on
(g)
Period (sec)
RECORDED
NSTR
STR
EW
0
0.05
0.1
0.15
0.2
0.25
0.3
0.01 0.1 1 10
Sp
ec
tra
l Ac
ce
lera
tio
n (g
)
Period (sec)
NS
0
0.1
0.2
0.3
0.4
0.5
0.6
0.01 0.1 1 10
Sp
ec
tra
l Ac
ele
rati
on
(g)
Period (sec)
RECORDED
NSTR
STR
STR & FRQ
EW
0
0.05
0.1
0.15
0.2
0.25
0.3
0.01 0.1 1 10
Sp
ec
tra
l Ac
ce
lera
tio
n (g
)
Period (sec)
NS
Ataköy28
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‐0.2
‐0.15
‐0.1
‐0.05
0
0.05
0.1
0.15
0 5 10 15 20 25 30 35 40
Acc
eler
atio
n (g
)
‐0.2
‐0.15
‐0.1
‐0.05
0
0.05
0.1
0.15
0.2
0 5 10 15 20 25 30 35 40
Acc
eler
atio
n (g
)
‐0.2
‐0.15
‐0.1
‐0.05
0
0.05
0.1
0.15
0.2
0 5 10 15 20 25 30 35 40
Acc
eler
atio
n (g
)
29
Simulated
Hazard compatibility with respect to calculated
acceleration spectra on rock outcrop
Real Acceleration RecordsCompatibility with probable fault type, fault distance, and
magnitude
Scaled with respect to calculated peak ground acceleration
on rock outcrop30
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16
NEHRP UNIFORM HAZARD SPECTRUMRESPONSE SPECTRUM COMPATIBLE RANDOM
HORIZONTAL GROUND MOTION
ACCELERATION TIME HISTORY ON THE GROUND
SURFACE CALCULATED BY ONE DIMENSIONAL
SITE RESPONSE ANALYSIS
-0.6
-0.4
-0.2
0
0.2
0.4
0.6
0 10 20 30TIME (second)
AC
CE
LE
RA
TIO
N (
g)
06A
PGA=0.481 g
-0,8
-0,6
-0,4
-0,2
0
0,2
0,4
0,6
0 5 10 15 20 25 30
TIME (seconds)
AC
CE
LE
RA
TIO
NS
(g
)PGA=0.649 g
Acceleration Response Spectra Compatible: Tarscths, Rascal
31
Rascal
0
0.2
0.4
0.6
0.8
1
0.01 0.1 1 10
PERIOD
U30
SP
EC
TR
AL
AC
CE
LE
RA
TIO
N (
g)
Tarscths
0
0.2
0.4
0.6
0.8
1
0.01 0.1 1 10
PERIOD
0
0.2
0.4
0.6
0.8
1
0.01 0.1 1 10
PERIOD
PGA Scaling
0
0.2
0.4
0.6
0.8
1
0.01 0.1 1 10
PERIOD
V29
SP
EC
TR
AL
AC
CE
LE
RA
TIO
N (
g)
0
0.2
0.4
0.6
0.8
1
0.01 0.1 1 10
PERIOD
0
0.2
0.4
0.6
0.8
1
0.01 0.1 1 10
PERIOD
32
08.07.2015
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-0.6
-0.4
-0.2
0
0.2
0.4
0.6
0 5 10 15 20 25 30 35
AC
CE
LE
RA
TIO
N (
g) 375-EW
-0.6
-0.4
-0.2
0
0.2
0.4
0.6
0 5 10 15 20 25 30
AC
CE
LE
RA
TIO
N (
g) SKR90
-0.6
-0.4
-0.2
0
0.2
0.4
0.6
0 5 10 15 20 25 30 35 40 45
TIME (sec)
AC
CE
LE
RA
TIO
N (
g)
LCN275
0
0.4
0.8
1.2
1.6
0.01 0.1 1 10
SP
EC
TR
AL
AC
C.
(g)
0
0.4
0.8
1.2
1.6
0.01 0.1 1 10
PERIOD (sec)
SP
EC
TR
AL
AC
C.
(g)
0
0.4
0.8
1.2
1.6
0.01 0.1 1 10
SP
EC
TR
AL
AC
C.
(g)
Max.NEHRP
Min. NEHRPScaled to ave.PGA
33
Two sets of scaled real and one set of simulated acceleration records used for site response analyses for one cell
-0,6
-0,4
-0,2
0,0
0,2
0,4
0,6
0 10 20 30
1061NS
AC
CE
LE
RA
TIO
N (
g)
-0,6
-0,4
-0,2
0,0
0,2
0,4
0,6
0 10 20 30
531EW
AC
CE
LE
RA
TIO
N (
g)
-0,6
-0,4
-0,2
0
0,2
0,4
0,6
0 10 20 30
GBZ270
AC
CE
LE
RA
TIO
N (
g)
TIME (sec)
-0,6
-0,4
-0,2
0
0,2
0,4
0,6
0 10 20 30
1062EW
-0,6
-0,4
-0,2
0
0,2
0,4
0,6
0 10 20 30
GBZ000
-0,6
-0,4
-0,2
0
0,2
0,4
0,6
0 10 20 30
375EW
TIME (sec)
-0,6
-0,4
-0,2
0
0,2
0,4
0,6
0 10 20 30
SIMULATED
-0,6
-0,4
-0,2
0
0,2
0,4
0,6
0 10 20 30
SIMULATED
-0,6
-0,4
-0,2
0
0,2
0,4
0,6
0 10 20 30
SIMULATED
TIME (sec)
34
08.07.2015
18
PGA set2PGA set1
2.2-2.4g
1.6-1.8g
1.8-2.0g
2.0-2.2g
1.0-1.2g
0.8-1.0g
0.6-0.8g
1.2-1.4g
1.4-1.6g
SIMULATED
SHORT PERIODSPECTRALACCELERATIONS
35
H-CPE147
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 10 20 30 40
H-CPE237
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 10 20 30 40
IZT-090
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25 30
IZT-180
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25 30
1058-E
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25 30
İVM
E (
g)
1058-N
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25 30
1061-E
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25 30
İVM
E (
g)
1061-N
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25 30
B-SUP045
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25
B-SUP135
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25
KJM000
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25
KJM090
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25
ARC000
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25
İVM
E (
g)
ARC090
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25
GBZ270
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20
GBZ000
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20
LCN260
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 10 20 30 40
LCN345
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 10 20 30 40
C12050
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 10 20 30 40
İVM
E (
g)
C12320
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 10 20 30 40
CLS220
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25
CLS310
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20 25
G06000
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15
G06090
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15
GIL067
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20
SÜRE (san)
İVM
E (
g)
GIL337
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15 20
SÜRE (san)
TMB205
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15
SÜRE (san)
TMB295
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15
SÜRE (san)
BOLU000
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15
SÜRE (san)
BOLU090
-0.3
-0.2
-0.1
0
0.1
0.2
0.3
0 5 10 15
SÜRE (san)
36
08.07.2015
19
182 sqkm 2921 borings
37
E-F
A-B
ISTANBULNEHRP (2001) Site Classification
D
C
BMARMARA SEA
08.07.2015
20
E
D
C
B
NEHRP SITE CLASSIFICATION
0.7g <= PGA < 0.8g
0.6g <= PGA < 0.7g
PGA >0.8gPGA Calculated by Site response Analysis
0.5g <= PGA < 0.6g
0.4g <= PGA < 0.5g
0.3g <= PGA < 0.4g
PGA <0.3g
08.07.2015
21
• Peak ground acceleration (Grosso and Maugeri, 2009),
• Peak ground velocity (Singh et al., 2007),
• Peak ground displacement (Parvez et al., 2003),
• Spectral accelerations and amplification ratios (Papadimitriou et al., 2008),
• Arias Intensity (Alvarez et al., 2005),
• Normalized peak strain (Todorovska and Trifunac, 1996),
• Response spectra ratio (Alvarez et al., 2004),
• Spectral intensity (Pergalania et al., 1999).
41
SPECTRAL ACCELERATIONS ON THE GROUND SURFACE
Spectral accelerations (short period) based on average
shear wave velocity ( Borcherdt, 1994)
Average spectral accelerations (0.1-1s) calculated by site
response analysis
0
0.2
0.4
0.6
0.8
1
1.2
1.4
0.01 0.1 1 10PERIOD (s)
AC
CE
LE
RA
TIO
N (
g
ama vF 760
BY SUPERPOSITION OF
saa SFS 42
08.07.2015
22
0
0.03
0.06
0.09
0.12
0.37
5
0.42
5
0.47
5
0.52
5
0.57
5
0.62
5
0.67
5
0.72
5
0.77
5
0.82
5
0.87
5
0.92
5
Average Spectral Acceleration (g)
Fre
qu
enc
y D
istr
ibu
tio
n
0
0.2
0.4
0.6
0.8
1
Cu
mu
lativ
e Dis
tribu
tion
Frequency Distribution
Cumulative Distribution
C Upper 33% percentile
B Intermediate 34 % percentile
A Lower 33% percentile
ZONE A
ZONE C
ZONE B
NOTE: If the difference between 33% and 67% percentiles issmaller than 20%, the area is divided into two zones using 50% percentile (median).
43
AGS =
AB & AS + AB& BS + BB & AS
BGS =
BB & BS + CB & AS + AB & CS
CGS =
CB & CS + CB & BS + BB & CS
08.07.2015
23
ZONE C
ZONE B
ZONE A
MICROZONATION FOR GROUND SHAKING INTENSITY
42
kilometres
0
46
08.07.2015
24
TEKİRDAĞ MUNICIPALITY
47
Variation of PGA and spectral acceleration at 0.2s based on NEHRP
GEMLIK MUNICIPALITY
Variation of PGA and spectral acceleration at 0.2s by site
response analysis
48
08.07.2015
25
MICROZONATION WITH RESPECTTO AVERAGE SHEAR WAVE VELOCITY
450 m/s > Vseq => 500 m/s
200 m/s > Vseq => 250 m/s
250 m/s > Vseq => 300 m/s
300 m/s > Vseq => 350 m/s
350 m/s > Vseq => 400 m/s
400 m/s > Vseq => 450 m/s
MARMARA SEA0 0.75
kilometers
1.5
ZEYTINBURNU
49
Microzonation with respect to peak spectral
accelerations based on Borcherdt (1994) empirical
amplification relationships
Microzonation with respect to average spectral
accelerations calculated by site response site
response analyses
50
08.07.2015
26
51
0
0,5
1
1,5
2
2,5
3
3,5
4
4,5
0 0,5 1 1,5 2 2,5 3 3,5 4
Sp
ec
tra
l Ac
ce
lera
tio
n (g
)
Period (s)
Spectra from Site Response Analyses
Average Spectrum
Best-Fit NEHRP Envelope Spectrum
930314
0
0,5
1
1,5
2
2,5
0 0,5 1 1,5 2 2,5 3 3,5 4
Sp
ec
tra
l Ac
ce
lera
tio
n (g
)
Period (s)
Spectra from Site Response Analyses
Average Spectrum
Best-Fit NEHRP Envelope Spectrum
860314
52
08.07.2015
27
Ss
0.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
NEHRP
BE
ST
FIT
BAKIRKOY
BANDIRMA
GEMLIK
KORFEZ
TEKIRDAG
S1
0.0
0.5
1.0
1.5
2.0
0.0 0.5 1.0 1.5 2.0
NEHRP
BE
ST
FIT
BAKIRKOY
BANDIRMA
GEMLIK
KORFEZ
TEKIRDAG
0
0.5
1
1.5
2
2.5
3
0.01 0.1 1 10SP
EC
TR
AL
AC
CE
LE
RA
TIO
N (
g)
M14
0
0.2
0.4
0.6
0.8
1
1.2
1.4
1.6
0.01 0.1 1 10
SP
EC
TR
AL
AC
CL
ER
AT
ION
(g
)
G09
0
0.2
0.4
0.6
0.8
1
1.2
1.4
0.01 0.1 1 10SP
EC
TR
AL
AC
CE
LE
RA
TIO
N (
g)
E12
Borings and site response analysis based on each
cell and PGA scaled 28 real acceleration time
histories
Limited number of borings and site response analysis based
on 3 simulated acceleration time histories (Ansal et al.,
2005)
Limited number of borings and site response analysis
based on PGA scaled 28 real acceleration time
histories (Ansal et al., 2007)
54
08.07.2015
28
55
56
08.07.2015
29
57
58
08.07.2015
30
59
60
08.07.2015
31
61
62
08.07.2015
32
63
• Seismic demand in terms of cyclic stress ratio, CSR
• Empirical approach (Seed & Idriss, 1971)
Stress Reduction Factor, rd
Youd et al., 2001
Cetin et al., 2004
• Site response analysis
• Capacity of the soil layers to resist liquefaction, expressed in terms of cyclic resistance ratio, CRR
dv
v rg
aCSR
max65.0
v
avCSR
08.07.2015
33
‐
‐F(z) = 1 FS, For FS >1.0 F(z)=0
w(z) = 10 0.5z
LIQUEFACTION POTENTIAL INDEX, PIIwasaki et al (1982)
PL>15
5 ≤ PL≤15PL<5
ZONE CL
ZONE BL
ZONE AL
08.07.2015
34
0
5
10
15
20
25
0 200 400 600Shear Wave Velocity (m/sn)
Dep
th (m
)
0 0.1 0.2 0.3
Q10 (ST4)
FILL
(CL)
(GC)
(CL)
(SC)
(SC)
(CL)
(CL)
0
5
10
15
20
25
0 200 400 600 800Shear Wave Velocity (m/sn)
0.2 0.3 0.4 0.5 0.6
N9 (ST20)
FILL
(CL)
(GM)
(SC)
0
5
10
15
20
250 200 400 600
Shear Wave Velocity (m/s)
0.2 0.3 0.4 0.5
G11 (SKE27)
FILL
SP, SM
0
5
10
15
20
25
0 100 200 300 400 500
Shear Wave Velocity (m/sn)
0 0.5 1 1.5 2
D13 (ST2)
(SC)
(SM)
(CL)
(SM)
(CH, CL)
SAFETY FACTOR, FS
0
5
10
15
20
25
0 100 200 300 400Shear Wave Velocity (m/sn)
De
pth
(m
)
0 0.5 1 1.5 2
T8 (ST38)
(SC)
(GC)
(CH, CL)
(GM)
(SM)
(SC)
(CL)
(CL)
SAFETY FACTOR, FS
0
5
10
15
20
25
0 100 200 300 400Shear Wave Velocity (m/sn)
0 0.5 1 1.5 2
Site response analyses
Youd et el., 2001
R7 (ST51)
(GM)
(CL)
(SM)
(CL)
(CH, CL)
SAFETY FACTOR, FS
08.07.2015
35
08.07.2015
36
TOPOGRAFİK HARİTA
BANDIRMA
08.07.2015
37
0
2
4
6
8
10
12
10 20 30 40 50 60
ŞEV AÇISI (derece)
ST
ABİLİT
E S
AY
ISI,
N
1
PGA=0
PGA=0.1 g
PGA=0.2 g
PGA=0.3 g
PGA=0.4 g
PGA=0.5 g
Fs = N1 tan
BANDIRMA
08.07.2015
38
CONCLUSIONS
Earthquake hazard determination based on regional scale with respect to intendedperformance levels,
Use of large number of hazard compatible real acceleration time histories for siteresponse analysis,
1D site response analyses appears to be sufficient to model the observed ground motioncharacteristics.
Microzonation with respect to average spectral accelerations by site response analysisand spectral acceleration based on equivalent shear wave velocity.
Microzonation with three relative levels of hazard (high, medium, low) with flexiblebaundaries.
Detailed site characterization plays an important role on site response analysis.
75
THE END
76