Soil Earthquake
Last Updated:26/9/2009
StructureEarthquake
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SHALLOW FOUNDATIONS
DEEP FOUNDATIONS
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Dr. Ferhat Özçep
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For Coarse Grained Soils
Pile DataD Pile Radius 0.65 mL Pile Length 20.00 m
Soil Data
f 0
Cohesion 5.00 #DIV/0!
Unit Weigth 1.85
Nq Coefficient 1.0Nc Coefficient 9.0
Coefficient 0.0
Ap Area of pile point 0.33
As Surface area of pile shaft 40.82a Adhesion Coeficient 0.9
fsi Skin Friction Resistance 4.5 4.50
Qp Pile Tip / Base Resistance 14.92 ton
Qs Pile Skin Friction Resistance 183.69 ton
Ultimate Pile Load 198.61 ton
FS Safety Factor 2.5
Allowable Pile Capacity 79.45 ton
Building of Structural Load per Pile 75 ton
Safety
Bearing Capacity for Pile Foundations
Angle of Shearing Resistance ( f )
cu ton/m2
Soil ( g ) ton/m3
Ng
m2
m2
ton/m2
Qult
Qallow
QB
If Angle of Shearing Resitance (f) is equal to 0, then Nq is equal to
1
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Load carried by pile point
Load carried by pile shaft
Parameter Estimation
Cohesion 5.00a Adhesion Coeficient 0.90 0.90
SPT Blow Count 30
fsi Skin Friction resistance 4.91
fsi Skin Friction resistance 2.45
cu ton/m2
ton/m2
ton/m2
Figure. Undrained shear strength (cu) and adhesion cofficient ( a) relationships (Tomlinson, 1980)
Düşük Yerdeğiştirmeli Kazıklar
Yüksek Yerdeğiştirmeli Kazıklar
For Fine Grained Soils
Pile DataD Pile Radius 0.65 mL Pile Length 20.00 m
Soil Data
Cohesion 5
Nc Coefficient 9
a Adhesion Coeficient 0.9
fsi Friction resistance 4.5 4.50
Ap Area of pile point 0.33
As Surface area of pile shaft 40.82
Qp Pile Tip / base resistance 14.92 tonQs Pile Skin Friction Resistance 183.69 ton
Ultimate Pile Load 198.61 tonFS Safety Factor 2.5
Allowable Pile Capacity 79.45 ton
Building of Structural Load per Pile 75 ton
Safety
Bearing Capacity for Pile Foundations
cu ton/m2
ton/m2
m2
m2
Qult
Qallow
QB
If internal firction angel (f) is equal 0, then Nq is equal 1
Load carried by pile point
Load carried by pile point
Load carried by pile shaft
Figure. For Piled foundations, Angle of Shearing Resistance (f) and Nq relationships.
Düşük Yerdeğiştirmeli Kazıklar
Yüksek Yerdeğiştirmeli Kazıklar
If internal firction angel (f) is equal 0, then Nq is equal 1
Load carried by pile point
) and Nq relationships.
Dis
tan
ce (
m)
2 Layer State 0 02 6.5 118 364 13.6 109.5 346 19 101 328 20.5 92.5 30
10 22 84 2812 24 75.5 2614 26 67 2416 28 58.5 2218 30 50 20.520 32 41.5 1922 34 28.5 13.624 36 13.5 6.50 0 0
Profile 1. Layer 2. Layer t1 (msn)
VP normal (m/sn) 282 1000 12.7VP revers (m/sn) 282 1000 12.7VS (m/sn) 133 235 16
282 1000
Shot Offset 2 10 10
Geophone Space (m) 2 1.87 1.87
Number of Geophone 12
TICKNESS (VP normal) 1.87 m 1.87
TICKNESS (VP revers) 1.87 m
SEISMIC REFRACTION STUDIES
P n
orm
al (
trav
el t
ime)
, msn
S R
ever
s (t
rave
l tim
e), m
sn
P R
ever
s (t
rave
l tim
e), m
sn
h1
h'1
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click cell!
obtain from graph !
Last h 10 10 Last h'h4 h4'h3 h3'h2 h2'h1 1.9 1.9 h1'
10 10
0.0 0.00.0 0.00.0 0.0
1.9 1.9
Dep
t
Surface
Seismic Line Serim
Geophysical Soil Section
S R
ever
s (t
rave
l tim
e), m
sn
P r
ever
s (t
rave
l tim
e), m
sn
0 0
3 Layer State 2 6.5 91 454 15 87 446 24 83 438 28 79 42
10 32 75 4112 36 71 4014 40 67 3616 41 58.5 3218 42 50 2820 43 41.5 2422 44 28.5 1524 45 13.5 6.50 0 0
Profile 1. Layer 2. Layer 3. layer t2 (msn) t3 (msn)
VP normal (m/sn) 235 500 2000 12 33VP revers (m/sn) 235 500 2000 12 33VS (m/sn) 150 275 500Average Vp (m/sn) 235 500 2000
Shot Offset 2Geophone Space (m) 2Number of Geophone 12
TICKNESS (VP normal) 1.6 m h2 1.2 m
TICKNESS (VP revers) 1.6 m h'2 1.2 m
h1 ort. 1.6 mh2 ort. 1.2 m
S R
ever
s (t
rave
l tim
e), m
sn
P R
ever
s (t
rave
l tim
e), m
sn
h1
h'1
obtain from graph !
0 2 4 6 8 10 12 14 16 18 20 22 24 0
0
20
40
60
80
100
120
140
0
20
40
60
80
100
120
140
Tim
e (
ms
)
Distance (m)
P revers Atış
P normal Atış
S revers Atış
ell
SEISMIC TIME- DISTANCE GRAPH (2 LAYER MODEL)
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0 2 4 6 8 10 12 14 16 18 20 22 24 0
0
20
40
60
80
100
120
140
0
20
40
60
80
100
120
140
P revers P normal
S revers
SEISMIC TIME- DISTANCE GRAPH (3 LAYER MODEL)
Dr. Ferhat Özçep
AB/2 Apparent Resistivity Evaluation Results3 25.2 Layers Ticknes True Resistivity 4 20 h1 10 25
5 16 h2 10 8
7 12 h3 15 7
10 9.9 h4 20 100
15 8.5 h5
20 6.8 h6
25 6.1 h7
30 6.6 h8
35 5.95 h9 20 6
40 6.28
50 6.7
60 6.45
70 6.7
80 6.43
90 6.38
100 5.3
120 5.5
Presentation and Evaluation of Electrical (Resitivity) Data
1 10 100 10001
10
100
Electrod Space (AB/2)
Re
sis
tiv
ity
(o
hm
.m)
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Dr. Ferhat Özçep
TREE LAYERS RESISTIVITY MODELLING
Model Parameters
Resistivity (ohm-m) Ticknes of Layers (m)
Rho1 25 d1 2.5Rho2 8 d2 9Rho3 6 d3 infinite
1
10
100
Model Curve Field Data
Electrod Space
Ap
pre
nt
Res
isti
vity
Steven D. Sheriff Approach
Point 1 Point 2h1 10 10h2 10 10h3 15 15h4 20 20
h5 0 0
h6 0 0
h7 0 0
h8 0 0
h9 20 20
20 20
0 00 00 00 0
20 20
15 15
10 10
10 10
Dep
t
SurfaceElectric Array
GeophysicalSoil Section
GWL
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Three layer resistivity example. Depth and distance are
in meters, resistivity is in ohm-meters. Apparent
resistivity is for the Schlumberger electrode arrangement.
Layer resistivities and thickness, from top to bottom:
seed: 2.556757 includes phase shift for O'Neill's coefficients
Xinc: -0.166667 to get 6 samples per integer power of ten
n L Ld2>230?tanh(Ld2)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 ### ### ###
Dr. Ferhat Özçep
29 ### ### ###30 ### ### ###31 ### ### ###32 ### ### ###33 ### ### ###34 ### ### ###35 ### ### ###36 ### ### ###37 ### ### ###38 ### ### ###
Three layer resistivity example. Depth and distance are
in meters, resistivity is in ohm-meters. Apparent
resistivity is for the Schlumberger electrode arrangement.
Layer resistivities and thickness, from top to bottom:
includes phase shift for O'Neill's coefficients
to get 6 samples per integer power of ten
T2 Ld1>230?tanh(Ld1) T1 b O'Neill convolve x = 1/L### ### ### ###### ### ### ###### ### ### ###### ### ### ###### ### ### ###### ### ### ###### ### ### ###### ### ### ###### ### ### ###### ### ### ###### ### ### ###### ### ### ###### ### ### ###### ### ### ###### ### ### ### 14 -0.0003 ### 1.000000 98
### ### ### ### 13 0.00207 ### 1.467799
### ### ### ### 12 -0.005 ### 2.154434
### ### ### ### 11 0.01125 ### 3.162277 102
### ### ### ### 10 -0.0252 ### 4.641587
### ### ### ### 9 0.05812 ### 6.812919
### ### ### ### 8 -0.1436 ### 9.999997 83
### ### ### ### 7 0.393 8.408953 ###
### ### ### ### 6 -1.1324 7.468465 ###
### ### ### ### 5 2.7044 6.825966 ### 34
### ### ### ### 4 -3.4507 6.413380 ###
### ### ### ### 3 0.4248 6.194637 ### 30
### ### ### ### 2 1.1817 6.091567 ### 51
### ### ### ### 1 0.6194 6.044524 ###
### ### ### ### 0 0.2374 6.022995 ### 89
### ### ### ### -1 0.08688 6.012963 ### 140
### ### ### ### -2 0.0235 6.007991 ### 175
### ### ### ### -3 0.01284 6.005229 ###
### ### ### ### -4 -0.0012 6.003545 ###
### ### ### ### -5 0.00304### ### ### ###### ### ### ###### ### ### ###### ### ### ###
BOREHOLE BOREHOLE METHOD BORING NO:1LOGAND
Department of Geophysics SPTTEST
BOREHOLE DEPT:18 m BX..................m HX..................mBOREHOLE SITE: İSTANBUL (Avcılar) external radiusInternal Radi external r Internal R external r Internal RadiusGROUND WATER LEVEL (GWL) : 3m DATE: 3-4 MAY 2004 73 mm 65.0mm 88.9mm 80.9mm 114.3mm 104.7mm
SPT TESTENGINEER: Ferhat Özçep FORMATION PROPERTIES Blow count
DE
PT
(m
)
CA
RO
TE
%
RQ
D %
SA
MP
LE T
YP
E a
nd N
O
SO
IL P
RO
FIL
E
0-15
cm
15-3
0cm
30-4
5cm
SP
T(N
) 30
\10 \20 \30 \40 \50 FIE
LD R
EC
OR
DS
1 m
SPT1 8 7 7 14
2 m
3 m SPT2 5 8 7 15
4 m
SPT3 10 21 18 39
5 m
6 m SPT4 3 4 7 11
7 m
SPT5 8 12 11 23
8 m
9 m SPT6 8 20 20 40
10 m
SPT7 6 10 12 22
11 m
12 m SPT8 15 15 16 31
13 m
SPT9 6 6 13 19
14 m
15 m SPT10 5 9 12 21
16 m
SPT11 19 22 23 45
17 m
18 m SPT13 17 17 30 47
Istanbul University
(Definition, Color, Density,
Texture, Ground waater situation
etc.) 0 10 20 30 40 50
SPT (N) & Depth Graph
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To draw SPT (N) & Depth graph, erase the blow table "No Data or UD" !
0 10 20 30 40 50
Table 1.
SPT (N)Peck (1974) Meyerhof (1956)
< 4 <29 <30(4 - 10) 29-30 30-35(10 -30) 30-36 35-40
Internal Radius (30-50) 36-41 40-45>50 >41 >45
Table for Depth and SPT (N) Graph Derinlik (m) SPT (N)
14 -1.5 1415 -3 1539 -4.5 3911 -6 1123 -7.5 2340 -9 4022 -10.5 2231 -12 3119 -13.5 1921 -15 2145 -16.5 4547 -18 47
Table 2
SPT (N)2 0.254 0.58 1
15 230 4
Estimation of Boring Depth for Site Investigation
Store Number 3 mBoring Depth (Db) 6.5 mBoring Depth (Db) 12.9 m
Angle of Shearing Resistance (f)
qu, kg/cm2
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Dr. Ferhat Özçep
(Sowers ve Sowers, 1970)
(Sowers ve Sowers, 1970)
SPT CORRECTIONS
GWL (m) 1
70AD SPT (Field) CN CB CS CR SPT(correc N55 N1(60) N (X)
1.8 15 1.8 1,7 1.0 1.0 0.80 #VALUE! ### ### #VALUE!
3.3 15 1.8 1.67 1.0 1.0 0.80 20.1 16.4 15.1 12.9
4.8 15 1.8 1.45 1.0 1.0 0.80 17.4 14.2 13.1 11.20
6.3 15 1.8 1.30 1.0 1.0 0.80 15.6 12.8 11.7 10.0
7.8 15 1.8 1.19 1.0 1.0 0.80 14.2 11.7 10.7 9.2
9.3 15 1.8 1.10 1.0 1.0 0.80 13.2 10.8 9.9 8.5
10.8 15 1.8 1.05 1.0 1.0 0.80 12.6 10.3 9.5 8.1
12.3 15 1.8 0.97 1.0 1.0 0.80 11.6 9.5 8.7 7.5
13.8 15 1.8 0.92 1.0 1.0 0.80 11.0 9.0 8.3 7.1
15.3 15 1.8 0.89 1.0 1.0 0.80 10.7 8.8 8.0 6.9
16.8 15 1.8 0.84 1.0 1.0 0.80 10.1 8.2 7.6 6.5
18.3 15 1.8 0.81 1.0 1.0 0.80 9.7 7.9 7.3 6.219.8 15 1.8 0.78 1.0 1.0 0.80 9.3 7.6 7.0 6.021.3 15 1.8 0.75 1.0 1.0 0.80 9.0 7.4 6.8 5.8
SPT(corr.)
15.6
14.2 Estimation of Aveage SPT Value13.2
Data Number = 3SPT (Average) = 14.3
g (gr/cm3)
Energy Level
Dr. Ferhat Özçep
CS sampling = 1 CB Bore radius correction. If bore radius is betwen 65 and 115 mm, then CB is 1
If it has 150 mm radius, then CB is 1,05, and if it has 200 mm radius, then CB is 1,15.
CN for SPT(N), effective overburden presure correction factor
örtü gerile efektf örtü geril suiçeren tabaka kaslınlCN katsatyıtabak aklınlığı
31.8 23.9 0.80 0.80 2.0440 1.8
58.3 35.7 2.30 2.30 1.6735 1.5
84.8 47.5 3.80 3.80 1.4513 1.5
111.2 59.3 5.30 5.30 1.2991 1.5
137.7 71.0 6.80 6.80 1.1866 1.5
164.2 82.8 8.30 8.30 1.0990 1.5
186.3 90.2 9.80 9.80 1.0532 1.5
217.2 106.3 11.30 11.30 0.9697 1.5
243.7 118.1 12.80 12.80 0.9201 1.5
265.8 125.5 14.30 14.30 0.8928 1.5
296.7 141.7 15.80 15.80 0.8402 1.5323.1 153.4 17.30 17.30 0.8073 1.5349.6 165.2 18.80 18.80 0.7780 1.5376.1 177.0 20.30 20.30 0.7517 1.5
Energy Level
Measured Geophysical Parameters SYMBOL UNITE 1.LAYER 2.LAYER
P WAVE VELOCITY m/s 282 1000
S WAVE VELOCITY m/s 133 235
DEPTH OF LAYER h m 1.87 ?
RESISTIVITY VALUES r ohm-m 5 22
Derived Geotechnical Parameters SYMBOL UNITE 1.LAYER 2.LAYER
For 30m, Avarage S (SHEAR) WAVE VELOCITY m/sn 224
DENSITY (Gardner at al., 1974) g 1.27 1.74
MAX SHEAR MODULUS (Kramer, 1996) 224.4 961.2
YOUNG MODULUS (Bowles, 1988) E 608.9 2827.5
POISSON RATIO (Bowles, 1988) n - 0.36 0.47
BULK MODULUS (Bowles, 1988) K 709.5 16124.2
SOIL FUNDAMENTAL PERIOD (Kanai, 1983) sn 0.9
qa (Uchiyama et al. 1984) 0.98 3.55
SOIL AMPLIFICATION (Midorikawa (1987) Relative 2.6
SPT (N) VALUE (Imai and Yoshimura, 1977) Blow Count 5 31
WATER CONTENT (Ozcep et al, 2009) w % 45 3445 34
ESTIMATION OF GEOTECHNICAL PARAMETERS FROM GEOPHYSICAL DATA ( For 2 Layers)
Vp
Vs
Vs (30)
gr/cm3
Gmax kg/cm2
kg/cm2
kg/cm2
To
qu kg/cm2
ZB
SPT(30)
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Dr. Ferhat Özçep
If you dont have a value, please sign " - " ( dash) !
Measured Geophysical Parameters SYMBOL UNITE 1.LAYER 2.LAYER 3.LAYER
P WAVE VELOCITY m/s 235 500 1500
S WAVE VELOCITY m/s 150 275 500
DEPTH OF LAYER h m 1.6 1.2 ?
RESISTIVITY VALUES r ohm-m - - -
Derived Geotechnical Parameters SYMBOL UNITE 1.LAYER 2.LAYER 3.LAYER
For 30m, Avarage S (SHEAR) WAVE VELOCITY m/sn 433
DENSITY (Gardner at al., 1974) g gr/cm3 1.21 1.46 1.93
MAX SHEAR MODULUS (Kramer, 1996) kg/cm2 272.7 1106.9 4815.7
YOUNG MODULUS (Bowles, 1988) E kg/cm2 630.5 2840.6 13845.1
POISSON RATIO (Bowles, 1988) n - 0.16 0.28 0.44
BULK MODULUS (Bowles, 1988) K kg/cm2 305.7 2183.3 36920.3
SOIL FUNDAMENTAL PERIOD (Kanai, 1983) sn 0.4
qa (Uchiyama et al. 1984) kg/cm2 1.29 5.07 19.54
SOIL AMPLIFICATION (Midorikawa (1987) Relative 1.8
SPT (N) VALUE (Imai and Yoshimura, 1977) Blow Count 8 49 REFÜ
WATER CONTENT (Ozcep et al., 2009) w % - - -#VALUE! #VALUE! #VALUE!
ESTIMATION OF GEOTECHNICAL PARAMETERS FROM GEOPHYSICAL DATA ( For 3 Layers)
Vp
Vs
Vs (30)
Gmax
To
qu
ZB
SPT(30)
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stp1 spt2
5 31
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Dr. Ferhat Özçep
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stp1 spt2 spt38 49 301
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Im
ai
an
d Y
os
him
ura
(1
97
7)
Oh
ba
an
dT
ori
um
i (1
97
0)
Ohta and Goto (1978)
İyis
an
(1
99
4)
Ok
am
oto
a
t a
l. (
19
89
)
Imai (1978) Lee (1990)
Sy
ko
ra a
nd
Sto
ko
e (
19
83
)
Kik
u a
t a
l. (
20
01
)
Ath
an
as
op
ou
los
(1
99
5)
Ath
an
as
op
ou
los
(1
99
5)
All
So
ils
All
So
ils
Pleistocene Halocene
All
So
ils
Pli
es
toc
en
e
HalocenePleistocene
Sa
nd
Sil
t
Cla
y
All
So
ils
All
So
ils
Cla
y
All
So
ils
Cla
y
Fin
e S
an
d
Mid
dle
Sa
nd
Co
ars
e S
an
d
Gra
ve
lly
Sa
nd
Gra
ve
l
Cla
y
Fin
e S
an
d
Mid
dle
Sa
nd
Co
ars
e S
an
d
Gra
ve
lly
Sa
nd
Gra
ve
l
Sa
nd
Cla
y
Sa
nd
Cla
y
Sa
nd
De
pth
(m
)
SP
T (
N)
Vs (m/s)
1.8 8 151 160 134 147 144 153 155 195 103 112 110 118 119 150 151 233 186 161 208 189 159 206 218 184 125 193 227
3.3 8 151 160 152 165 162 173 174 220 116 127 125 133 134 169 151 233 186 161 208 189 159 206 218 184 125 193 227
4.8 8 151 160 164 178 175 186 188 237 126 137 134 143 144 182 151 233 186 161 208 189 159 206 218 184 125 193 227
6.3 8 151 160 173 188 185 197 199 250 133 144 142 151 152 192 151 233 186 161 208 189 159 206 218 184 125 193 227
7.8 8 151 160 180 196 193 205 207 261 138 151 148 158 159 201 151 233 186 161 208 189 159 206 218 184 125 193 227
9.3 8 151 160 187 203 200 213 215 271 143 156 153 163 165 208 151 233 186 161 208 189 159 206 218 184 125 193 227
10.8 8 151 160 192 210 206 219 221 279 148 161 158 168 170 214 151 233 186 161 208 189 159 206 218 184 125 193 227
12.3 8 151 160 197 215 211 225 227 286 152 165 162 173 174 220 151 233 186 161 208 189 159 206 218 184 125 193 227
13.8 8 151 160 202 220 216 230 232 293 155 169 166 177 178 225 151 233 186 161 208 189 159 206 218 184 125 193 227
SPT (N) - Vs Velocity Relationships
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Dr. Ferhat Özçep
15.3 8 151 160 206 225 221 235 237 299 158 173 169 180 182 229 151 233 186 161 208 189 159 206 218 184 125 193 227
16.8 8 151 160 210 229 225 240 242 305 161 176 173 184 185 234 151 233 186 161 208 189 159 206 218 184 125 193 227
18.3 8 151 160 214 233 229 244 246 310 164 179 176 187 189 238 151 233 186 161 208 189 159 206 218 184 125 193 227
19.8 8 151 160 217 237 232 248 250 315 167 182 178 190 192 242 151 233 186 161 208 189 159 206 218 184 125 193 227
21.3 8 151 160 220 240 236 251 253 319 169 184 181 193 194 245 151 233 186 161 208 189 159 206 218 184 125 193 227
22.8 8 151 160 223 243 239 255 257 324 171 187 183 195 197 249 151 233 186 161 208 189 159 206 218 184 125 193 227
24.3 8 151 160 226 247 242 258 260 328 174 189 186 198 200 252 151 233 186 161 208 189 159 206 218 184 125 193 227
25.8 8 151 160 229 250 245 261 263 332 176 192 188 200 202 255 151 233 186 161 208 189 159 206 218 184 125 193 227
27.3 8 151 160 232 252 248 264 266 336 178 194 190 203 204 258 151 233 186 161 208 189 159 206 218 184 125 193 227
28.8 8 151 160 234 255 250 267 269 339 180 196 192 205 207 260 151 233 186 161 208 189 159 206 218 184 125 193 227
30.3 8 151 160 236 258 253 270 272 343 181 198 194 207 209 263 151 233 186 161 208 189 159 206 218 184 125 193 227
Im
ai
an
d Y
os
him
ura
(1
97
7)
Oh
ba
an
dT
ori
um
i (1
97
0)
Ohta and Goto (1978)
İyis
an
(1
99
4)
Ok
am
oto
a
t a
l. (
19
89
)
Imai (1978) Lee (1990)
Sy
ko
ra a
nd
Sto
ko
e (
19
83
)
Kik
u a
t a
l. (
20
01
)
Ath
an
as
op
ou
los
(1
99
5)
Ath
an
as
op
ou
los
(1
99
5)
All
So
ils
All
So
ils
Pleistocene Halocene
All
So
ils
Pli
es
toc
en
e
HalocenePleistocene
Sa
nd
Sil
t
Cla
y
All
So
ils
All
So
ils
Cla
y
All
So
ils
Cla
y
Fin
e S
an
d
Mid
dle
Sa
nd
Co
ars
e S
an
d
Gra
ve
lly
Sa
nd
Gra
ve
l
Cla
y
Fin
e S
an
d
Mid
dle
Sa
nd
Co
ars
e S
an
d
Gra
ve
lly
Sa
nd
Gra
ve
l
Sa
nd
Cla
y
Sa
nd
Cla
y
Sa
nd
De
pth
(m
)
Vs
(m
/s)
SPT (N)
1.8 150 8 6 15 9 10 7 7 2 72 44 49 33 32 8 8 2 4 6 3 4 7 3 2 4 15 5 3
3.3 150 8 6 7 5 5 3 3 1 35 21 24 16 16 4 8 2 4 6 3 4 7 3 2 4 15 5 3
4.8 150 8 6 5 3 3 2 2 1 23 14 15 11 10 3 8 2 4 6 3 4 7 3 2 4 15 5 3
6.3 150 8 6 3 2 2 2 2 0 17 10 11 8 7 2 8 2 4 6 3 4 7 3 2 4 15 5 3
7.8 150 8 6 3 2 2 1 1 0 13 8 9 6 6 1 8 2 4 6 3 4 7 3 2 4 15 5 3
9.3 150 8 6 2 1 1 1 1 0 10 6 7 5 5 1 8 2 4 6 3 4 7 3 2 4 15 5 3
10.8 150 8 6 2 1 1 1 1 0 9 5 6 4 4 1 8 2 4 6 3 4 7 3 2 4 15 5 3
12.3 150 8 6 2 1 1 1 1 0 8 5 5 3 3 1 8 2 4 6 3 4 7 3 2 4 15 5 3
13.8 150 8 6 1 1 1 1 1 0 7 4 4 3 3 1 8 2 4 6 3 4 7 3 2 4 15 5 3
Vs Veleocity - SPT (N) Relationships
15.3 150 8 6 1 1 1 1 1 0 6 4 4 3 3 1 8 2 4 6 3 4 7 3 2 4 15 5 3
16.8 150 8 6 1 1 1 1 0 0 5 3 4 2 2 1 8 2 4 6 3 4 7 3 2 4 15 5 3
18.3 150 8 6 1 1 1 0 0 0 5 3 3 2 2 1 8 2 4 6 3 4 7 3 2 4 15 5 3
19.8 150 8 6 1 1 1 0 0 0 4 3 3 2 2 0 8 2 4 6 3 4 7 3 2 4 15 5 3
21.3 150 8 6 1 1 1 0 0 0 4 2 3 2 2 0 8 2 4 6 3 4 7 3 2 4 15 5 3
22.8 150 8 6 1 0 1 0 0 0 4 2 2 2 2 0 8 2 4 6 3 4 7 3 2 4 15 5 3
24.3 150 8 6 1 0 0 0 0 0 3 2 2 2 1 0 8 2 4 6 3 4 7 3 2 4 15 5 3
25.8 150 8 6 1 0 0 0 0 0 3 2 2 1 1 0 8 2 4 6 3 4 7 3 2 4 15 5 3
27.3 150 8 6 1 0 0 0 0 0 3 2 2 1 1 0 8 2 4 6 3 4 7 3 2 4 15 5 3
28.8 150 8 6 1 0 0 0 0 0 3 2 2 1 1 0 8 2 4 6 3 4 7 3 2 4 15 5 3
30.3 150 8 6 1 0 0 0 0 0 3 2 2 1 1 0 8 2 4 6 3 4 7 3 2 4 15 5 3
14 4 17 6 31
8 4 9 4 16
6 4 7 3 11
5 4 5 2 8
5 4 4 2 7
4 4 4 2 6
4 4 4 2 5
4 4 3 2 4
4 4 3 1 4
4 4 3 1 4
4 4 3 1 3
4 4 3 1 3
4 4 3 1 3
4 4 2 1 3
3 4 2 1 3
3 4 2 1 3
3 4 2 1 3
3 4 2 1 2
3 4 2 1 2
3 4 2 1 2
Sample 1 Sample 3
Liquit Limid (%) = 75 Liquid Limit (%) = 55Plastic Limit (%) = 60 Plastic Limit (%) = 20
Plastisity Index (%) = 15 Plastisity Index (%) = 35Sample 2 Sample 4
Liquid Limit (%) = 45 Liquid Limit (%) = 45Plastic Limit (%) = 30 Plastic Limit (%) = 20
UNIFIED SOIL CLASSIFICATION
To return " main options", click cell !
Plastisity Index (%) = 15 Plastisity Index (%) = 25
Figure 1. LL-PI curve
Figure 2. Granulometry Curve
0.001 0.01 0.1 1 10 1000
10
20
30
40
50
60
70
80
90
100
Sample A
Sample B
Sample C
Sample D
Sample E
Grain Size (mm)
Pe
rce
nta
ge
Fin
e (
%)
0 10 20 30 40 50 60 70 80 90 1000
10
20
30
40
50
60
Sample 1 Sample 2Sample 3 Sample 4Column U
Liquit Limid LL (%)
Pla
stis
ity In
de
x P
I (%
)
CL&ML ML & OL
CL
CH
MH & OH
A Line
Use Figure 2 !
D10 (mm) 0.9D30 (mm) 3D60 (mm) 7
Cu (uniformity coeficient) 7.78
Cz 1.43
Passed RetainedSieve No 200 45 55
COARSE GRAINED SOILS Use the Sieve 4 's Results !
Soil Type is such as: First and or Second letter GM,GC,SM,SC
G=GravelS=SandM=Silt COARSE GRAINED SOILSC=Clay
O=Organic Main SymbolPt=Peat
Second Letter Passed RetainedW= well graded Sieve No 4 40 60
P=poorly graded Type GRAVELM=Silt Main Symbol GC=Clay WELL
L= Low Plastisity Sub-Symbol (1) POORLYH= High Plastisity
Cz 1.43Grading POORLY
Sub-Symbol PSoil Symbol
G P
Sub-Symbol (2)
PI 8LL 25
Soil Sub-SymbolC
PI 3.5M C
PI KoşuluAlt Simge C
A Çizgisi KoşluAlt Simge C
Use Figure 2 !
Use Figure 2 !
Use Figure 2 !
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Dr. Ferhat Özçep
FINE GRAINED SOIL
PI 32Main Symbol C C
LL 48Second Symbol L PI 19.6
M C
Soil Symbol0
C L C 0
Unified Soil Classification System
Sample A Sample B Sample C
37.500 95.00 37.500 85.00 37.500 92.0020.000 89.60 20.000 85.00 20.000 87.0014.000 86.40 14.000 75.00 14.000 84.0010.000 82.90 10.000 65.00 10.000 79.006.300 72.30 6.300 55.00 6.300 72.003.350 35.70 3.350 45.00 3.350 55.001.180 15.400 1.180 14.000 1.180 22.000
0.6 9.60 0.6 5.00 0.6 14.000.212 1.2 0.212 4 0.212 40.063 0.8 0.063 0.9 0.063 1
Grain Size (mm)
Percentage Fine (%)
Grain Size (mm)
Percentage Fine (%)
Grain Size (mm)
Percentage Fine (%)
Soil Type is such as: GM,GC,SM,SC
LL PI
0.0 4.0
25.5 4.0
30.0 7.3
1000.0 715.4
30.0 7.3
1000.0 892.8
50 0
50.0 1000.0
Unified Soil Classification System
Sample D Sample E
37.500 98.00 37.500 93.0020.000 88.00 20.000 88.0014.000 75.00 14.000 86.4010.000 74.00 10.000 81.006.300 72.30 6.300 73.003.350 46.00 3.350 31.001.180 19.000 1.180 21.000
0.6 9.00 0.6 13.000.212 6 0.212 30.063 1 0.063 0.9
Grain Size (mm)
Percentage Fine (%)
Grain Size (mm)
Percentage Fine (%)
Structural Data
Depth of Footing beneath ground surface, m Df 3
Footing Width, m B 4Footing Length, m L 5
Radius for Circular Foundation, m R 3
Laboratory Data and Coefficients
c 2.1
g1 1.8
g2 1.8
Angle of Shearing Resistance (o) f 30
Foundation Slope from vertical direction (0) q 0
Bearing Capacity Coefficients Nq 22.4
Bearing Capacity Coefficients Nq 18.3Bearing Capacity Coefficients Nc 37.0Bearing Capacity Coefficients Nc 30.0Bearing Capacity Coefficients 22.3
Bearing Capacity Coefficients 15.6
Bearing Capacity Coefficients 2.993 37.0
Shape Coefficients 1.479 30.0
Shape Coefficients 1.239Shape Coefficients 1.239
Depth Coefficients 1.259Depth Coefficients 1.130
Depth Coefficients 1.130
Slope Coefficients 1.000
Slope Coefficients 1.000Slope Coefficients 1.000
SOIL BEARING CAPACITY
(STATIC & DYNAMIC)
Cohesion, ton/m2
Unit Weigth of Backfill Soil, ton/m3
Unit Weigth of Soil beneath Footing, ton/m3 / Lower Layer from Foundations
NgNg
Kp
sc
sq
sg
dc
dq
dg
ic
iqig
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Vesic (1973)
Dr. Ferhat Özçep
Meyerhof (1963)
Terzaghi (1943)
Meyerhof (1963)
Meyerhof (1973)
Terzaghi (1948)
If foundation is below the groundwater level, please use the effective unite weigth !1.01.8
g 0.8
Unit Conversion
1
10
100 or kPa
Unit Conversion
10
1
100 or kPa
Unit Conversion
100 or kPa
10
1 3.01.478825
1.23941240852164 1SPT (N) Value 10 1.23941240852164 1
f 30 1.259489
Water Unit Weigth, ton/m3 gwSaturate Unit Weigth, ton/m3 gsEffective Unit Weigth, ton/m3
kg/cm2
ton/m2
kN/m2
ton/m2
kg/cm2
kN/m2
kN/m2
ton/m2
kg/cm2
Kanıt (2003)
From Laboratory Data
6.54 1.12974469150673 11.12974469150673 1
1 0
c, ton/m2
RESULTSSafety Factor
From Laboratory Data 3
Terzaghi (1943)'e GöreFondation Type
Strip Foundation 278.69 929Rectengular Foundation 284.50 948
Circular Foundation 257.86 860Square Foundation 285.95 953
Meyerhof (1963)
334.46 1115
From in Situ Tests
Avarage Value
from the Footing depth to 2B depth
SPT (corrected) 20
From SPT(N) Data
For Max 25 mm settlement
Bowles (1996) 295
Meyerhof (1956) 151
GWL (m) 1Df (m) 1.5B (m) 2
Cw (water corr. coefficient) 0.8
With Burland ve Burbridge (1985) ApprochSPT (N) (Uncorrected) 12
B (m) 2Ic 0.053
292
qult, ton/m2 qa , kPa
qult, ton/m2 qa , kPa
qa , kPa
qa , kPa
Dr. Ferhat Özçep
For qa obtained from SPT (N) data, grounwater effect correction coefficient. This (Cw) value must multyply with qa
value !
Craig (1992)
for Df ≤ B
Ground Water Level
Seismic Soil Bearing Capacity (Richards at al., 1993)
Horizontal Acceleration kh 0.3Vertical Acceleration kv 0.2Acceleration Coefficient q 20.57
Angle of Shearing Resistanc f 30d 0
KpE 2.238
Seismic Bearin Capacity Factors 22.0NqE 13.7NcE 22.0
17.0
Foundation TypeStrip Foundation 181.25
Circular Foundation 170.69Square Foundation 182.90
Safety Factor3
Strip Foundation 604Circular Foundation 569Square Foundation 610
For Sandy Soils
With Zeveaert (1983) Approch, variation of Angle of Shearing Resistance with Acceleration
30
Acceleration (g) 0.2
c (coeficient) 0.666666666666667
24
With Okamoto (1984) Approch, variation of Angle of Shearing Resistance with Acceleration
30Acceleration (g) 0.2
kh 0.1SPT(N) 10
26
NgE
qult , ton/m2
qa , kPa
f static
f dynamic
f static
f dynamic
From Laboratory Data
Values must be between 5-20
Values must be between 25-35
Laboratory and structural data must be entered in related section !
c*ivvme 0.133333333333333
2/3*sinfi 0.3331800684287351-2/2sinfi 0.666819931571265
0.199954031096750.80004596890325
0.399839055997978
Soil Bearing Capacity (qa)
With Geophysical (Vs velocity ) Data(Tezcan at al, 2006)
Avarage Valuefrom the Foundation depth to 2B depth
Vp 600 m/sn
Vs 400 m/sn
B 1.5 m
Soil Type 2
18
a 0.96
qa 169 kPa
qa 165 kN/m2
qa 175 kN/m2
qa 184 kN/m2
qa 204 kN/m2
birim hacim Tür 1 17.2 kN/m3
Tür 2 18.2 kN/m3Tür 3 19.2 kN/m3
Tür 4 21.2 kN/m3
qa 175vs>500 qa #NUM!
sv #NUM!
175
alfa1 1alfa2 0.965alfa3 0.815 0.71
0.82
alfa
gp kN/m3
For qa obtained from SPT (N) data, grounwater effect correction coefficient. This (Cw) value must multyply with qa
value !
for Df ≤ B
Select from Table 1
Vp Velocity
Vs Velocity
Unit Weigth from Vp
Soil Bearing Capacity
Foundation Width
Table 1.
If Vs>500 m/sn,
If B value is 1,2 ≤ B ≤ 3,0 m, then a = (1,13-0,11*B)
If B value is bigger then 12, then a = 0,71.
gp = go + 0.002 vp (kN/m3)
go = 16 for loose sandy, silty and clayey soils (Soil Type1)
go = 17 for dense sand and gravel (Soil Type2)
go = 18 for mudstone, limestone, claystone, conglomerate, etc. (Soil Type 3)
go = 20 for sandstone, tuff, graywacke, schist, etc. (Soil Type 4)
qa = 0.024 g vs a
qa = 0.024 g vs sv a ≥ 30.6 g
sv = 1 – 3 x 10 -6 ( vs- 500 ) 1.6
If B value is 0 ≤ B ≤ 1,2 m, then a = 1
If B value is 3,0 ≤ B ≤ 12 m , then a = (0,83 - 0,001*B)
Select from Table 1
Vp Velocity
Vs Velocity
(Soil Type 3)
sptden türeyen vs hızı
sptdüz üst #DIV/0!
#REF!
spt
0
yas0 0
0.00
0.00
294.8814
327.2727
196.0364151.4357
Structure Dataq 100
Depth of Footing, m Df 2Width of Footing , m B 3Footing Length, m L 2
g 1.8
Net Contact Presure 96.4
945.4
Analysis with Static LoadsSettlement (Immediate, Coarse Grained Soils)
Burland ve Burbrigde (1985) Approachq 100L 2 mB 3 mH 5 mt 10 yıl
10Df 2 m
1.8
Ic 7r 0.2
r3 0.3Z1 2.2 m
-0.7fs 0.8fı 1.0ft 1.4
96.40
945.4
Average (mm)
Si (Settlement 161.253.7
Settlemet (Consolidation) II 120000.3
0.00010000
mv 0.0001H 3 m
qnet 145
Sc (Settlement) 43.5 mm
SETTLEMENT ANALYSIS (Static& Dynamic)
Contact Presure, ton /m2
Unit Weigth, ton/m3
qnet ton/m2
kN/m2 yada kPa
ton/m2
SPT(N)Correct.
g ton/m3
qnet ton/m2
kN/m2
E (kN/m2)n (poison ratio)
mv (m2/kN)
m2/kN
kN/m2
Net Structure Load
Load
From Figure 1
Fom Table 1
Fom Table 1
Ticknes of Layer for Analysis
Duration (min 3 years)
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Average value for 2B depth
Dr. Ferhat Özçep
Francis (1964)
Settlement (Clayed Soils) III
g 20
m0 0.9 Sands (normallly Consalidated)
m1 0.55
q 240
B 3 m
L 6 m
Df 1.5 m
H 3.5 m
Ed 7
qnet 210
Si 44.55 mm
Figure 3. Impact factors for settlements
kN/m3
kN/m2
MN/m2
kN/m2
form Figure 3
form Figure 3
From SPT Value or from Tables
Settlement IV
q 240L 6 mB 3.5 mDf 2 m
g 20n 0.5
E 7
qnet 200Is 1.44 Fexible FoundationIs 1.11 Rigit Foundation
Settlement (Si)107.9 mm (Flexible Foundation)
83.2 mm (Rigit Foundation)
Simple Approaches (1)Settlemet (from qa obtained SPT value) V
qnet 240
qa 250
Settlement (Si)
24.0 mm
Simple Approaches (2)from SPT Value (Meyerhof Approach) VI
qnet 240 25.2SPT (N) 15 20.3
B 1.5 m
Settlement (Si)25.2 mm30.4 mm
Simple Approaches (3)form SPT values (Terzaghi and Peck Approach) VII
qnet 240SPT (N) 15
B 1.5 mDf 1.5 m
G.W.L. 3 mSettlement (Si)
kN/m2
kN/m3
MN/m2
kN/m2
kN/m2
kN/m2
kN/m2
kN/m2
from SPT Value of Tables
from Table 3
for Raft Foundations
34.6 mm
Simple Approaches (4)form SPT value (Bowles, 1977) VIII
SPT 15B 1.5 m 24
q 240 20.80971222.998982
Settlement (Si)23.0 mm
Simple Approaches (5)from SPT value (Meyerhof, 1974) IX
SPT 15B 1.5 m
q 240
Settlement (Si)for Silty Sand 32.7 mmfor Sand and Gravel 16.3 mm
Simple Approaches (6)form SPT value (Meyerhof 1965) X
SPT 15B 1.5 m 24
q 240 33.29553934.498474
Settlement (Si)34.5 mm
KN/m2
KN/m2
KN/m2
Analysis with Dynamic Loads (1)
Ishihara ve Yoshimine (1992) Approach
For this analysis, you must do soil liquefaction analysis and must find Safety factor (SF) !
SF 0.45N1(60) 6
Dr 40h (m) 1
N1 6.6 Settlement 4.24.2 cm
Analysis with Dynamic Loads (2)
Tokimatsu ve Seed (1984) Approach
For this analysis, you must do soil liquefaction analysis and must find CSR !
CSR 0.4N1(60) 10h (m) 10
2.5Settlement 25
cm
Analysis with Dynamic Loads (2)For Dry SandsKrinitsky et al. (1993)
Acceleration 0.45N1(60) 9h (m) 10
0.35Settlement 3.5
cm
DH/H %
DH/H%
DH/H %
From Figure 5; by CSR and N1 (60) value
From Figure 4; by SF and N1 (or Dr)
value
From figure 6, by acceleration adn N1 (60) value
Dr. Ferhat Özçep
Safety factor for soil liquefaction
Corrected SPT60 value
Relative density of soils
tickness of liqeufable layer
Cylic Stress Ratio
Corrected SPT60 value
tickness of liqeufable layer
Acceleration of earthquake
Corrected SPT60 value
tickness of sand layer
1
Table 1r 0.2
r3 0.3
Duration (min 3 years)
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Francis (1964)
Estimation Elastisity Modulus form emprical relations
Estimation of Elastisity Modulus form SPT (N) Value for SandsSPT (N) Value 5
E
Sands (normallly Consalidated) 9545 kPa 10
21132 kPa 21
Sands (Saturate) 4773 kPa 5
Sands (Overconsolidated) 29250 kPa 29
Gravelly Sand and Gravel 12109 kPa 12
Clayed Sand 6109 kPa 6
Silty Sand 3027 kPa 3
Estimation of Elastisity Modulus form qu value for claysqu 98 kPa
E
Ip > 30 min 4900 kPa 4.9
max 24500 kPa 24.5
Ip < 30 or Stiff Clay min 24500 kPa 24.5
max 73500 kPa 73.5
Min Max
kPa kPaNormally Consollidated Sensitive Clay 9800 10 24500 25Normally Consolidated Sensitive and weak Consolidated Clay 36750 37 58800 59Strong Overconsolidated Clay 73500 74 98000 98
Table 2 . Elastisity modulus for different type of soils
Soil TypesSoft Clays 2 ila 5Stiff Clay 4 ila 8Firm Clay 7 ila 20Sandy Clays 30 ila 40Silty Clays 7 ila 20Loose Sand 10 ila 25Dense Sand 50 ila 90Dense Gravel-Sand 100 ila 200
Table 3. Poison ratio for different types of SoilsSoil TypeSatutated Clay 0,4-0,5Unsturated Clayor Sandy Clay 0,2-0,4
0,3-0,40,1-0,2
Silt 0,3-0,4
MN/m2
MN/m2
MN/m2
MN/m2
MN/m2
MN/m2
MN/m2
MN/m2
MN/m2
MN/m2
MN/m2
MN/m2 MN/m2
E Value (MN/m2)
n (poison Oranı)
Sand (f = 40)Sand (f = 20)
Bowles (1988)
Rock 0,1-0,4
(Flexible Foundation)
for Raft Foundations
Saf
ety
Fac
tor
(S
F)
Figure 4
From Figure 5; by CSR and N1 (60) value
From figure 6, by acceleration adn N1 (60) value
Figure 1. Estiamtion of Ic coefficient form SPT Values For sands and gravels(Burland ve Burbrigde (1985).
Estimation of elastisity modulus form SPT valueSPT value 5
E
Sand 9560 kPa 10
Clayed Sand 3187 kPa 3
Silt (with sand) 3237 kPa 4
Gravel (with sand) 2747 kPa 3
Sand(min) 23999 kPa 24
Sand (max) 34284 kPa 34
3630 2747
3237 12949
Estimation of elastisity modulus both SPT value and poison ratio
Poison Ratio
SPT value 5 0.3
E
Sand 3908 kPa 4
MN/m2
MN/m2
MN/m2
MN/m2
MN/m2
MN/m2
MN/m2
Bowles (1988)
Webb (1969)
Webb (1969)
Begeman (1974)
Begeman (1974)
Tromifenkov (1974)
Tromifenkov (1974)
Farrent (1963)
D H / H (%)
Figure 5
Figure 1. Estiamtion of Ic coefficient form SPT Values For sands and gravels
Webb (1969)
Webb (1969)
Begeman (1974)
Begeman (1974)
Tromifenkov (1974)
Tromifenkov (1974)
Farrent (1963)
Acceleration (g)
0.2 0.40.30.1 0.5
Figure 6
0
1. APPROACHSPT Data
Scot (1981)
SPT (N) Value 15
ks 2700
ks 27000
2. APPROACH
From Figure
qu 2.0SPT(N) 13
By using qu or SPT(N) values, Angle of Shearing Resistance or qu, please estimate the subgrade reaction coefficient from following Figure1 !
ESTIMATION OF SUBGRADE REACTION COEFFICIENT
ton/m3
kN/m3
kg/cm2
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Scott (1981)
Dr. Ferhat Özçep
Figure 1. Estimation od Subgrade Reaction coefficient ffrom SPT, qu and Angle of Shearing Resistance ( f ) (from Şekercioğlu, 2002)
3. APPROCH
Bowles (1988)
qa 110
SF (safety Factor) 4
ks 17600
4. APPROCH
Bowles (1988)
620
ks 24.000-48.000
5. APPROCH
By using the following Table , please select the subgrade reaction coefficient !
Table (Bowles, 1988)
Soil TypeLoose Sand 4.800 - 16.000Medium Dense Sand 9.600 – 80.000Dense Sand 64.000 - 128.000Silty Medium DenseSand 24.000 - 48.000Clayed Medium Dense Sand 32.000 - 80.000
12.000 - 24.000Clayed Soil (200 < qu ≤ 800 kPa) 24.000 - 48.000Clayed Soil (qu > 800 kPa) >48.000
kN/m2
kN/m3
qu kN/m2
kN/m3
(ks), kN/m3
Clayed Soil (qu ≤ 200 kPa)
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Bowles (1988) Yaklaşımı
For Clayed Soils
0
7. YAKLAŞIM
Bowles (1988)Yaklaşımı
S (Oturma) 30 mm
qnet 250
ks 8333
kN/m2
kN/m3
Bowles (1988) Yaklaşımı
Birim Dönüşümü
1
10
100 yada kPa
Birim Dönüşümü
10
1
100 yada kPa
Birim Dönüşümü
100 yada kPa
10
1
kg/cm2
ton/m2
kN/m2
ton/m2
kg/cm2
kN/m2
kN/m2
ton/m2
kg/cm2
Necessary Data1525
Acceleration (g) 0.4
Cohesion, c 3
1.7
1. Approch : With Static Loads
For Sandy Soils
24
36
FS 1.6
SLOPE STABILITY ANALYSIS ( STATIC AND DYNAMIC)
Slope angel, aAngle of Shearing Resistance, f
ton/m2
g (Unit weigth) ton/m3
Slope Angle, a
Angle of Shearing Resistance, f Safety Factor
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Dr. Ferhat Özçep
Figure 1. Slope Parameters
2. Approach: With Dynamic (Earthquake) Loads (Siyahi and Ansal, 1993)
Earthquake Acceleration (g) 0.445 0 0.1 0.229 3.90 3.42 2.93
N1(min) 2.17 1.2
FS 1.2MEDIUM RISK / BSL
Slope Angle, aAngle of Shearing Resistance, f Safety Factor
Please select one of the following values , 1g; 0,2g; 0,3g ve 0,4g !
Figure 2. Variation of N1(min) values with acceleration and slope angle (Siyahi and Ansal, 1993)
3. Approch: Slope triggered earthquake, and estimation of critical acceleration (ac) (Wilson et al., 1979)
g (gravitation) 980 0.38 g
c (cohesion) 335
24 0.30 g
1.7 NO RISKh ( sliding layer tickness) 3 m
cm/sn2 ac
ton/m2
Slope Angle, a
Angle of Shearing Resistance, f ad
g (Unit weigth) ton/m3
ad (design acceleration)
ac = Critical Acceleration
4. Approch: Slices Method (Static State)
FS 1.1
slice width
b (m) h (m) hw (m) a c'
1 3.0 1.0 1.0 19 -22.0 12 242 2.4 2.5 2.4 19 -18.0 12 243 2.4 4.2 4.0 19 -9.0 12 244 2.4 5.8 5.4 19 -3.0 18 245 2.4 7.0 6.4 19 1.0 12 246 2.4 8.0 7.4 19 7.0 12 247 2.4 8.9 7.6 19 13.0 18 458 2.4 9.4 7.5 19 19.5 12 249 2.4 9.6 6.1 19 26.0 12 2410 2.4 9.5 6.1 19 33.0 12 2411 2.4 8.8 4.9 19 40.5 12 2412 2.4 7.1 2.8 19 48.5 12 2413 1.6 4.5 0.2 19 56.7 12 2414 1.5 1.6 0.0 19 65.5 12 24
slice length
Slice length under GWL
unite weigth
angle form vertical
cohesion (kN/m2)
Angle of Shearing
Resistance
slice number
g (kN/m3) f'
5. Approch: Slices Method (Dynamic/Earthquake State) (Das, 1993)kh 0.12R 22.83
FS 0.8
slice width slice length
Lslice number b (m) h (m) hw (m) a c'1 3.0 1.0 1.0 19 -22.0 21 12 242 2.4 2.5 2.4 19 -18.0 20 12 243 2.4 4.2 4.0 19 -9.0 19 12 244 2.4 5.8 5.4 19 -3.0 18 12 245 2.4 7.0 6.4 19 1.0 17 12 246 2.4 8.0 7.4 19 7.0 16 12 247 2.4 8.9 7.6 19 13.0 15 12 248 2.4 9.4 7.5 19 19.5 14 12 249 2.4 9.6 6.1 19 26.0 13 12 2410 2.4 9.5 6.1 19 33.0 12 12 2411 2.4 8.8 4.9 19 40.5 11 12 2412 2.4 7.1 2.8 19 48.5 10 12 2413 1.6 4.5 0.2 19 56.7 9 12 2414 1.5 1.6 0.0 19 65.5 8 12 24
slice length under GWL
unite weigth
angle form vertical
cohesion (kN/m2)
Angle of Shearing
Resistance
g (kN/m3) f'
kh= acceleration coeficient
radius (m)
0
#DIV/0!
#DIV/0!0 #DIV/0!
#DIV/0!
R, Odaktan Uzaklık (km)
#REF!
Dr. Ferhat Özçep
0.3 0.42.52 2.17
Table 1. Risk Levels for Microzonation
SF Risk Level Symbol
<=1 Higher Risk
1< GK <=2 Medium Risk
>2 Lower Risk
ASL
BSL
CSL
Dilim Ağırlığı
wi ui (7)-(9)
57 3.24 52.85 10 32 21114 2.52 108.43 24 61 48192 2.43 189.16 40 97 92264 2.40 264.12 54 130 134319 2.40 319.15 64 154 166365 2.42 362.08 74 179 183406 2.46 395.45 76 187 208429 2.55 404.08 75 191 213438 2.67 393.50 61 163 231433 2.86 363.38 61 175 189401 3.16 305.23 49 155 151324 3.62 214.63 28 101 113137 2.91 75.16 2 6 69
46 3.61 18.93 0 0 19S 39.25 1836
bi/cosai wi.cosai ubi/cosai
Dilim Ağırlığı
wi ui (7)-(9)
57 3.24 52.85 10 32 21114 2.52 108.43 24 61 48192 2.43 189.16 40 97 92264 2.40 264.12 54 130 134319 2.40 319.15 64 154 166365 2.42 362.08 74 179 183406 2.46 395.45 76 187 208429 2.55 404.08 75 191 213438 2.67 393.50 61 163 231433 2.86 363.38 61 175 189401 3.16 305.23 49 155 151324 3.62 214.63 28 101 113137 2.91 75.16 2 6 69
bi/cosai wi.cosai ubi/cosai
46 3.61 18.93 0 0 19S 39.25 1836
R, Odaktan Uzaklık (km)
Table 1. Risk Levels for Microzonation
tanfi tan fi x 7-9
toplam bi/cosa i * cohesion-21 0.444974 9.122033 38.8242-35 0.444974 21.29868 30.28055-30 0.444974 40.92385 29.15863-14 0.444974 59.77795 43.25923
6 0.444974 73.65573 28.8043844 0.444974 81.49757 29.0160691 0.999204 208.0902 44.33516
143 0.444974 94.84067 30.55058192 0.444974 102.626 32.03934236 0.444974 84.03431 34.33355261 0.444974 67.02298 37.86292242 0.444974 50.40111 43.44275114 0.444974 30.85433 34.94454
41 0.444974 8.425168 43.350461270 932.5705 500.2023
wi.sinai
tanfi tan fi x 7-9
kh wi (L/R) toplam bi/cosa i * cohesion-21 6.3 0.444974 9.122033 38.8242-35 12.0 0.444974 21.29868 30.28055-30 19.1 0.444974 40.92385 29.15863-14 25.0 0.444974 59.77795 28.83948
6 28.5 0.444974 73.65573 28.8043844 30.7 0.444974 81.49757 29.0160691 32.0 0.444974 92.66854 29.55677
143 31.5 0.444974 94.84067 30.55058192 29.9 0.444974 102.626 32.03934236 27.3 0.444974 84.03431 34.33355261 23.2 0.444974 67.02298 37.86292242 17.0 0.444974 50.40111 43.44275114 6.5 0.444974 30.85433 34.94454
wi.sinai
41 1.9 0.444974 8.425168 43.350461270 291.0 817.1489 471.0042
Year Interval 105Poison Probability Distribution
Point number for regression 6
Magnitude Intervals
Ni (Occurence Numbers) 28 11 5 1 1
Average Magnitude M or (Xi) 4.7 5.2 5.7 6.2 6.747 19 8 3 2
0.447619047619048 0.180952380952381 0.076190476190476 0.0285714285714286 0.01904761904762-0.349091441134221 -0.742435698117109 -1.11809931207799 -1.54406804435028 -1.720159303406
35.7000000 a 2.735499955-7.4950431 b -0.669693076
216.7900000
-47.52541361274.4900000
PROBABILISTIC SEISMIC HAZARD ANALYSIS
4.5 M <5.0 5.0 M < 5.5 5.5 M <6.0 6.0 M <6.5 6.5 M <7.0
SNi (cummulative)
SNi/t
Log SNi/t yada (Yi)
SXi
SYi
SXi^2
SXiYi Log (N) = a - b* MS(Xi)^2
4 4.5 5 5.5 6 6.5 7 7.5
-2.5
-2.0
-1.5
-1.0
-0.5
0.0
f(x) = − 0.669693076446709 x + 2.73549995516534R² = 0.986539565125292
Magnitude - Frequency Relation(Recurrence Relationships)
MAGNİTUDE
FR
EQ
UE
NC
Y (
N)
Prapared by :Dr.Ferhat Özçep
(İstanbul University) Department of Geophysical Engineering
To draw corectly the graph, erase "0" cell !
Dr. Ferhat Özçep
To return "main options" , click the cell !
Poison Probability Distribution
Risk = Rm = 1- e-(N(M) *D) Average
Probability (%) For D (Year) Return Period
N(M) Magnitude 10 50 75 100 (Yıl)
0.2438 5 91.3 100.0 100.0 100.0 40.1128 5.5 67.6 99.6 100.0 100.0 90.0522 6 40.6 92.6 98.0 99.5 190.0241 6.5 21.4 70.1 83.6 91.0 410.0112 7 10.6 42.8 56.7 67.2 900.0052 7.5 5.0 22.7 32.1 40.3 194
D (year) Probability of Exceedence (%) M (magnitude)
30 20 7.3
∆, Epicentral Distance (km) H, Focal depth (km)
25 15 29.2
Esteva (1970) Donavan(1973c) Oliviera (1974) Joyner ve Boore (1981) Campbell (1997)
a (g) 0.14 0.21 0.14 0.37 0.38
-0.2231435513142-0.0074381183771-4.9011373684217-2.1285369141554
-4.864036869
5 10 20 40 80aşılma olasıbüyüklük
0.64 0.49 0.37 0.27 0.18
8.2 7.7 7.3 6.7 6.0
-0.051293 -0.105360515657826 -0.22314355131421 -0.510825623765991 -1.6094379124341-0.00171 -0.00351201718859421 -0.00743811837714 -0.0170275207921997 -0.05364793041447
-6.371393 -5.6515647089746 -4.90113736842167 -4.07292437375428 -2.92531238633504-2.767061 -2.45444336722683 -2.12853691415536 -1.76884858073074 -1.270447027228540.10 0.20 0.30 0.40 0.50 0.60 0.70
0
10
20
30
40
50
60
70
80
90
Joyner ve Boore (1981) Attenuation Relationship
Acceleration (g)
Pro
bab
ilit
y
of
Exceed
en
ce (
%)
Acceleration values for D (year) and exceedence of probability
Dr. Ferhat Özçep
### -5.189943322 -4.864036869 -4.504348536 -4.005946982Figure. Hazard Curve
Spectral Acceleration Attenuation Relationship by Boore et al. (1997)
Design Earthquake Magnitude (Mw) 7.3Rjb 20
Vs, 30 800
unspecified faulting mechanism strike-slip fault reverse-slip fault
Period (s) Acceleration (g)0.0 0.18 0.17 0.200.2 0.42 0.38 0.451.0 0.17 0.16 0.18
bıss -0.313 0.999 -1.113bırv -0.117 1.17 -1.009bıall -0.242 1.089 -1.08
0.10 0.20 0.30 0.40 0.50 0.60 0.700
10
20
30
40
50
60
70
80
90
Joyner ve Boore (1981) Attenuation Relationship
Acceleration (g)
Pro
bab
ilit
y
of
Exceed
en
ce (
%)
0.0 0.2 0.4 0.6 0.8 1.0 1.20.00
0.05
0.10
0.15
0.20
0.25
0.30
0.35
0.40
0.45
0.50
Spectral Acceleration Attenuation Relationship
unspecified faulting mechanism
strike-slip fault
revers-slip fault
Period (s)
Acc
eler
atio
n (
g)
average shear-wave velocity (m/s) to a depth of 30 m
closest horizontal distance from the station to a point in km
Moment Magnitude (Mw>=5)
b2 0.527 0.711 1.036b3 0 -0.207 -0.032b5 -0.778 -0.924 -0.798bv -0.371 -0.292 -0.698Va 1396 2118 1406h 5.57 7.02 2.9
-0.1053605156578-0.0021072103132-6.1623903327406-2.6762921168432
-4.722921644
10 10 20 40 80aşılma olasıbüyüklük
0.64 0.64 0.46 0.32 0.20
8.2 8.2 7.7 7.0 6.2
-0.105361 -0.105360515657826 -0.22314355131421 -0.510825623765991 -1.6094379124341-0.002107 -0.00210721031315653 -0.004462871026284 -0.0102165124753198 -0.03218875824868
-6.16239 -6.16239033274059 -5.41196299218766 -4.58374999752027 -3.43613801010104-2.676292 -2.67629211684318 -2.35038566377171 -1.9906973303471 -1.4922957768449
### -4.722921644 -4.397015191 -4.037326857 -3.538925304
GUMBEL EXTREME VALUES
Seismic Hazard Analysis t (year interval) 70Point Number for Regression 14
YiMagnitude (xi) Occurence Numbers, J J / (t+1) G(M) [-lnG(M)] [log[-lnG(M)]]
4.5 50 0.7042 0.7042 0.3507 -0.45514.6 3 0.0423 0.7465 0.2924 -0.5340
1 4.8 1 0.0141 0.7606 0.2737 -0.56275.0 3 0.0423 0.8028 0.2196 -0.6583
7.2 5.1 1 0.0141 0.8169 0.2022 -0.69411 5.2 1 0.0141 0.8310 0.1851 -0.7325
0.00952381 5.3 1 0.0141 0.8451 0.1683 -0.7738-2.0211893 5.4 1 0.0141 0.8592 0.1518 -0.8187
5.5 2 0.0282 0.8873 0.1195 -0.92255.6 3 0.0423 0.9296 0.0730 -1.13656.1 1 0.0141 0.9437 0.0580 -1.23676.4 1 0.0141 0.9577 0.0432 -1.3648
6.7 1 0.0141 0.9718 0.0286 -1.54407.4 1 0.0141 0.9859 0.0142 -1.8482
0.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.01420.0000 0.9859 0.0142
70
7.0 M <7.5
Prapared by :Dr.Ferhat Özçep
(İstanbul University) Department of Geophysical Engineering
Prapared by :Dr.Ferhat Özçep
(Istanbul University) Department of Geophysical Engineering
Dr. Ferhat Özçep
For each year, Select single extreme ( or
maximum) value for magnitude in the t (year interval). If
there is no earthquake data in any year, designate
4,5 value for magnitude for that
year.
This value must be equal t (year interval)
77.55-13.2820501
438.6525000-78.0680836
6014.0025000
0.434294482a 1.793211066 b 1.14
-0.494996841 a 62.12
PROB= 1 - G(M)
M (MAGNITUDE) D (year) 1 10 25 50 100
5 18.8 87.5 99.4 100.0 100.05.5 11.1 69.2 94.7 99.7 100.06 6.4 48.6 81.1 96.4 99.9
6.5 3.7 31.4 61.0 84.8 97.77 2.1 19.2 41.3 65.5 88.1
7.5 1.2 11.3 26.0 45.2 70.0
SXiSYi
SXi^2SXiYiS(Xi)^2
ln b
G (M) = exp (-a D exp (-b M))
4.0 4.5 5.0 5.5 6.0 6.5 7.0 7.5 8.0
-2.0-1.8-1.6-1.4-1.2-1.0-0.8-0.6-0.4-0.20.0
f(x) = − 0.494996841033411 x + 1.79321106642413R² = 0.983036972131124
MAGNITUDE- FREQUENCY RELATIONS(Recurrence Relationships)
MAGNITUDEF
RE
QU
EN
CY
Gumbel Extreme Values -0.10536051566Probability of 5.6538667E-05
D (year) Exceedence (%) M (magnitude) -9.7805857791130 10 8.6
∆, Epicentral Distance (km) H, Focal depth (km)
50 15 52.2
Esteva (1970) Donavan(1973c) Oliviera (1974) Joyner ve Boore(1981) Campbell (1997)
Acceleration (g) 0.20 0.25 0.20 0.35 0.71
5 10 20 40 80
0.50 0.35 0.24 0.16 0.09
-0.051293294388 -0.10536051565783 -0.223143551314 -0.51082562376599 -1.60943791243412.75250599E-05 5.65386671748E-05 0.00011974352 0.00027411976627 0.000863658211062
-10.50041370084 -9.78058577911478 -9.030158438562 -8.20194544389445 -7.054333456475229.2 8.6 7.9 7.2 6.2
Figure. Hazard Curve
0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.550
102030405060708090
Joyner ve Boore (1981) Attenuation Relationship
Acceleration (g)
Pro
bability o
f E
xceedence
(%)
TIME DISTRIBUTION OF EARTHQUAKES
4.7 5.2 5.7 6.2 6.7 7.247 19 8 3 2 1
0.4476190 0.1809524 0.0761905 0.0285714 0.0190476 0.0095238### -0.74243570 -1.118099 -1.54406804 -1.72015930 -2.02118930
1900
1903
1906
1909
1912
1915
1918
1921
1924
1927
1930
1933
1936
1939
1942
1945
1948
1951
1954
1957
1960
1963
1966
1969
1972
1975
1978
1981
1984
1987
1990
1993
1996
1999
2002
2005
0
1
2
3
4
5
6
7
8
9
10
Year
Fre
qu
en
cy
Prapared by :Dr.Ferhat Özçep
(Istanbul University) Department of Geophysical Engineering
Years Numbers of Eartquakes1900
1901 119021903 11904 71905190619071908 51909 2191019111912
1913
1914191519161917 11918 1
1919 11920 11921 1192219231924 11925 11926 21927 11928 31929
19301931 1193219331934193519361937 1
19381939 219401941 3
1942 619431944 31945194619471948
1949 31950 119511952 31953 91954 5
1955 41956 11957 11958 11959 11960 1196119621963 119641965 21966 71967 119681969 31970 21971 11972 31973 11974 119751976 41977 51978 1
1979 51980 219811982 11983 21984 41985 31986 11987 21988 21989 2
1990 119911992 319931994 619951996 319971998 11999 2
2000 12001 22002 22003 42004 12005 9
Magnitude Number Magnitude Number Realesed Total Energy2.1 200 5.5 2 7.0159748936574E+022 Erg2.2 200 5.6 22.3 200 5.7 12.4 200 5.8 22.5 200 5.9 12.6 200 6.0 1 Mw 72.7 200 6.1 1 Ms 6.92.8 200 6.2 12.9 200 6.3 1 Ms 6.93.0 100 6.4 1 Mb 6.83.1 100 6.5 13.2 100 6.6 1 Mw 73.3 100 6.7 1 Mb 6.83.4 100 6.8 13.5 100 6.9 1 Ms 6.9
3.6 100 7.0 1 Md 6.93.7 100 7.1 03.8 100 7.2 0 3.83.9 100 7.3 0 Magnitude 7.64.0 25 7.4 0 Duration (Eartquake) 31 sn4.1 25 7.5 0 38 sn4.2 25 7.6 0 33 sn4.3 20 7.7 04.4 154.5 154.6 144.7 144.8 124.9 125.0 105.1 35.2 25.3 25.4 3
Gutenberg ve Richter (1956)
Hausner
Watanabe (1977)
Donovan (1973)
Moment Magnitude
Surface Wave Magnitude
Body Wavde Magnitude
Duration Magnitude
MAXIMUM INTENSITY (Io) & MAGNITUDE AND ACCELARATION RELATION
Maximum Intensity (Io) 8Magnitude (Gutenberg ve Richter, 1956) 6.3
Magnitude (İpek) 6.4Magnitude (Tabban ve Gençoğlu) 6.3
Magnitude (Bath, 1973) 6.3Magnitude (Karnik) 6.3
Magnitude (Ansal, 1997) 6.1
Maximum Intensity (Io) 8Accel. (Gutenberg ve Richter, 1956) 0.15 g
Accel. (Bath, 1973) 0.15 g
Accel. (Wang ve Law, 1994) 0.26 gAccel. (Wald ve diğ., 1999) 0.43 g
0.34 gAccel. (Murphy, 1997) 0.18 g
Accel. (Hessberger, 1956)
FAULT RAPTURE & MAGNITUDE RELATION
Enerji Toplam E Enerji Fault Rapture (km)8.91251E+14 1.7825E+17 8.9E+14 1101.25893E+15 2.51785E+17 1.3E+151.77828E+15 3.55656E+17 1.8E+15 Researcher Ms (magnitude) Conditions Region2.51189E+15 5.02377E+17 2.5E+15 Abraseys ve Zatopek (1968) 7.4 between 5,8 and 8.0 Turkey
4.2 3.54813E+15 7.09627E+17 3.5E+15 Bolinger (1968) 7.7 between 5,8 and 8.0 (shallow World3.8 5.01187E+15 1.00237E+18 5E+15 Bolinger (1968) 7.5 between 5,8 and 8.0 (deep earthqaukes) World
7.07946E+15 1.41589E+18 7.1E+15 Douglas ve Ryall (1975) 7.5 bigger than 6,4 Nevada3.8 1E+016 2E+018 1E+016 Ezen (1981) 7.3 6 ile 8 North Anatolia5 1.41254E+16 2.82508E+18 1.4E+16 Matsuda (1975) 8.2 - Japan
1.99526E+16 1.99526E+18 2E+16 Patwardan ve diğ. (1975) 8.4 smaller than 6 -4.2 2.81838E+16 2.81838E+18 2.8E+16 Patwardan ve diğ. (1975) 7.4 bigger than 6 -5 3.98107E+16 3.98107E+18 4E+16 Tocher (1958) 7.6 smaller than 6 -
5.62341E+16 5.62341E+18 5.6E+16 Toksöz ve diğ. (1979) 7.3 between 5,9 and 7,9 North Anatolia6.9 7.94328E+16 7.94328E+18 7.9E+16 Gündoğdu (1986) 7.4 - Turkey
6.9 1.12202E+17 1.12202E+19 1.1E+17 Wells ve Coppersmith (1994) 7.4 (Strike Slipe) World1.58489E+17 1.58489E+19 1.6E+17 Wells ve Coppersmith (1994) 7.5 (Reverse) World
6.9 2.23872E+17 2.23872E+19 2.2E+17 Wells ve Coppersmith (1994) 7.6 (Normal) World3.16228E+17 3.16228E+19 3.2E+17 Wells ve Coppersmith (1994) 7.4 (All Fault Types) World4.46684E+17 4.46684E+19 4.5E+176.30957E+17 1.57739E+19 6.3E+17 Ms (Magnitude) Mw (Magnitude)8.91251E+17 2.22813E+19 8.9E+17 7.6 7.61.25893E+18 3.14731E+19 1.3E+181.77828E+18 3.55656E+19 1.8E+18 Researcher Fault Rapture ( Conditions Region2.51189E+18 3.76783E+19 2.5E+18 Abraseys ve Zatopek (1968) 176.8 between 5,8 and 8.0 Turkey3.54813E+18 5.3222E+19 3.5E+18 Bolinger (1968) 94.3 between 5,8 and 8.0 (shallow World5.01187E+18 7.01662E+19 5E+18 Bolinger (1968) 134.9 between 5,8 and 8.0 (deep earthqaukes) World7.07946E+18 9.91124E+19 7.1E+18 Douglas ve Ryall (1975) 162.2 bigger than 6,4 Nevada
1E+019 1.2E+020 1E+019 Ezen (1981) 156.7 6 ile 8 North Anatolia1.41254E+19 1.69505E+20 1.4E+19 Matsuda (1975) 45.7 - Japan1.99526E+19 1.99526E+20 2E+19 Patwardan ve diğ. (1975) 56.0 smaller than 6 -2.81838E+19 8.45515E+19 2.8E+19 Patwardan ve diğ. (1975) 168.0 bigger than 6 -3.98107E+19 7.96214E+19 4E+19 Tocher (1958) 98.2 smaller than 6 -5.62341E+19 1.12468E+20 5.6E+19 Toksöz ve diğ. (1979) 203.2 between 5,9 and 7,9 North Anatolia7.94328E+19 2.38298E+20 7.9E+19 Gündoğdu (1986) 161.1 - Turkey1.12202E+20 2.24404E+20 1.1E+20 Wells ve Coppersmith (1994) 118.6 (Strike Slipe) World1.58489E+20 3.16979E+20 1.6E+20 Wells ve Coppersmith (1994) 84.7 (Reverse) World2.23872E+20 2.23872E+20 2.2E+20 Wells ve Coppersmith (1994) 61.7 (Normal) World3.16228E+20 6.32456E+20 3.2E+20 Wells ve Coppersmith (1994) 105.7 (All Fault Types) World
Bath (1973)
Hausner
Watanabe (1977)
Donovan (1973)
Ulusay et al. (2004)
4.46684E+20 4.46684E+20 4.5E+20
6.30957E+20 6.30957E+20 6.3E+20 DISPLACEMENT (max) & MAGNITUDE RELATION8.91251E+20 8.91251E+20 8.9E+20
1.25893E+21 1.25893E+21 1.3E+21 Ms (Magnitude) Mw (Magnitude)1.77828E+21 1.77828E+21 1.8E+21 7.6 7.62.51189E+21 2.51189E+21 2.5E+213.54813E+21 3.54813E+21 3.5E+215.01187E+21 5.01187E+21 5E+21 Researcher Conditions Region7.07946E+21 7.07946E+21 7.1E+21 Chinery (1969) 3.4 between 3,4 and 8,3 -
1E+22 1E+22 1E+22 Chinery (1969) 3.4 bigger than 6,4 -1.41254E+22 1.41254E+22 1.4E+22 Ezen (1981) 3.2 6 and 8 North Anatolia1.99526E+22 1.99526E+22 2E+22 Matsuda (1975) 3.6 - Japan
0 0 2.8E+22 Nikonow (1978) 2.6 6 and 8,5 Asia0 0 4E+22 Gündoğdu (1986) 3.3 - Turkey0 0 5.6E+22 Wells ve Coppersmith (1994) 6.3 (Strike Slipe) World
0 0 7.9E+22 Wells ve Coppersmith (1994) 2.3 (Reverse) World
0 0 1.1E+23 Wells ve Coppersmith (1994) 7.3 (Normal) World0 0 1.6E+23 1.45E+23 Wells ve Coppersmith (1994) 5.9 (All Fault Types) World0 0 2.2E+23
5
Researcher Magnitude Conditions RegionChinery (1969) 7.8 between 3,4 and 8,3 -Chinery (1969) 7.8 bigger than 6,4 -
Ezen (1981) 7.9 6 and 8 North AnatoliaMatsuda (1975) 7.8 - JapanNikonow (1978) 7.9 6 and 8,5 Asia
Gündoğdu (1986) 7.9 - TurkeyWells ve Coppersmith (1994) 7.4 (Strike Slipe) World
Wells ve Coppersmith (1994) 6.8 (Reverse) WorldWells ve Coppersmith (1994) 7.1 (Normal) WorldWells ve Coppersmith (1994) 7.2 (All Fault Types) World
Displacement (m)
Displacement (m)
Magnitude TypeMsMsMsMsMsMsMsMsMsMsMs
MwMwMwMw
Magnitude TypeMsMsMsMsMsMsMsMsMsMsMsMwMwMwMw
Magnitude TypeMsMsMsMsMsMsMw
Mw
MwMw
Magnitude TypeMsMsMsMsMsMsMw
MwMwMw
M (
ma
gn
itu
de
)
∆,
Ep
ice
ntr
al
Dis
tan
ce
Uza
klı
k (
km
)
H,
foc
al
de
pth
(k
m)
Es
tev
a (
19
70
)
Da
ve
np
ort
(1
97
2)
Do
no
va
n (
19
73
a)
Es
tev
a a
nd
Vil
lav
erd
e (
19
73
)
Do
na
va
n(1
97
3b
)
Do
na
va
n(1
97
3c
)
Mc
Gu
ier
(19
74
)
Orp
ha
l a
nd
La
ho
ud
(1
97
4)
Sh
ah
et
al.
(1
97
3)
Oli
vie
ra (
19
74
)
Ka
tay
am
a
Es
tev
a e
t a
l. (
19
78
)
Jo
yn
er
an
d B
oo
re (
19
81
)
Ca
mp
be
ll (
19
81
a)
Ca
mp
be
ll (
19
81
b)
7.3 25 15 0.15 0.38 0.30 0.41 0.20 0.22 0.29 0.72 0.37 0.15 0.26 0.22 0.38 0.16 0.167.3 30 15 0.13 0.30 0.26 0.36 0.18 0.20 0.26 0.60 0.32 0.13 0.23 0.17 0.31 0.15 0.147.3 35 15 0.11 0.25 0.23 0.32 0.16 0.18 0.23 0.51 0.29 0.11 0.21 0.13 0.26 0.13 0.137.3 40 15 0.09 0.20 0.21 0.29 0.14 0.16 0.21 0.44 0.26 0.09 0.19 0.10 0.22 0.12 0.117.3 45 15 0.08 0.17 0.19 0.26 0.13 0.15 0.20 0.38 0.23 0.08 0.17 0.09 0.19 0.11 0.107.3 50 15 0.07 0.15 0.17 0.23 0.12 0.14 0.18 0.34 0.21 0.07 0.15 0.07 0.17 0.10 0.097.3 55 15 0.06 0.13 0.15 0.21 0.11 0.13 0.17 0.30 0.19 0.06 0.14 0.06 0.15 0.09 0.087.3 60 15 0.06 0.11 0.14 0.19 0.10 0.12 0.15 0.27 0.17 0.06 0.13 0.05 0.13 0.09 0.087.3 65 15 0.05 0.10 0.13 0.17 0.09 0.11 0.14 0.25 0.15 0.05 0.12 0.05 0.12 0.08 0.077.3 70 15 0.05 0.09 0.12 0.16 0.08 0.10 0.13 0.23 0.14 0.05 0.11 0.04 0.11 0.07 0.067.3 75 15 0.04 0.08 0.11 0.14 0.08 0.10 0.13 0.21 0.13 0.04 0.10 0.04 0.10 0.07 0.067.3 80 15 0.04 0.07 0.10 0.13 0.07 0.09 0.12 0.19 0.12 0.04 0.09 0.03 0.09 0.07 0.057.3 85 15 0.03 0.06 0.09 0.12 0.07 0.08 0.11 0.18 0.11 0.03 0.09 0.03 0.08 0.06 0.057.3 90 15 0.03 0.06 0.09 0.11 0.06 0.08 0.11 0.16 0.10 0.03 0.08 0.03 0.07 0.06 0.057.3 95 15 0.03 0.05 0.08 0.11 0.06 0.08 0.10 0.15 0.09 0.03 0.08 0.03 0.07 0.06 0.047.3 100 15 0.03 0.05 0.08 0.10 0.06 0.07 0.10 0.14 0.09 0.03 0.07 0.02 0.06 0.05 0.047.3 105 15 0.03 0.05 0.07 0.09 0.05 0.07 0.09 0.14 0.08 0.02 0.07 0.02 0.06 0.05 0.047.3 110 15 0.02 0.04 0.07 0.09 0.05 0.06 0.09 0.13 0.08 0.02 0.06 0.02 0.05 0.05 0.047.3 115 15 0.02 0.04 0.06 0.08 0.05 0.06 0.08 0.12 0.07 0.02 0.06 0.02 0.05 0.05 0.037.3 120 15 0.02 0.04 0.06 0.08 0.04 0.06 0.08 0.11 0.07 0.02 0.06 0.02 0.05 0.04 0.037.3 125 15 0.02 0.03 0.06 0.07 0.04 0.06 0.08 0.11 0.06 0.02 0.05 0.02 0.04 0.04 0.037.3 130 15 0.02 0.03 0.05 0.07 0.04 0.05 0.07 0.10 0.06 0.02 0.05 0.02 0.04 0.04 0.037.3 135 15 0.02 0.03 0.05 0.06 0.04 0.05 0.07 0.10 0.06 0.02 0.05 0.01 0.04 0.04 0.037.3 140 15 0.02 0.03 0.05 0.06 0.04 0.05 0.07 0.09 0.05 0.02 0.05 0.01 0.04 0.04 0.037.3 145 15 0.01 0.03 0.05 0.06 0.04 0.05 0.06 0.09 0.05 0.01 0.04 0.01 0.03 0.04 0.027.3 150 15 0.01 0.03 0.05 0.05 0.03 0.05 0.06 0.09 0.05 0.01 0.04 0.01 0.03 0.04 0.027.3 155 15 0.01 0.02 0.04 0.05 0.03 0.04 0.06 0.08 0.05 0.01 0.04 0.01 0.03 0.03 0.027.3 160 15 0.01 0.02 0.04 0.05 0.03 0.04 0.06 0.08 0.04 0.01 0.04 0.01 0.03 0.03 0.027.3 165 15 0.01 0.02 0.04 0.05 0.03 0.04 0.06 0.08 0.04 0.01 0.04 0.01 0.03 0.03 0.027.3 170 15 0.01 0.02 0.04 0.04 0.03 0.04 0.05 0.07 0.04 0.01 0.04 0.01 0.02 0.03 0.027.3 175 15 0.01 0.02 0.04 0.04 0.03 0.04 0.05 0.07 0.04 0.01 0.03 0.01 0.02 0.03 0.027.3 180 15 0.01 0.02 0.04 0.04 0.03 0.04 0.05 0.07 0.04 0.01 0.03 0.01 0.02 0.03 0.027.3 185 15 0.01 0.02 0.03 0.04 0.03 0.04 0.05 0.07 0.03 0.01 0.03 0.01 0.02 0.03 0.027.3 190 15 0.01 0.02 0.03 0.04 0.02 0.04 0.05 0.06 0.03 0.01 0.03 0.01 0.02 0.03 0.027.3 195 15 0.01 0.02 0.03 0.04 0.02 0.03 0.05 0.06 0.03 0.01 0.03 0.01 0.02 0.03 0.027.3 200 15 0.01 0.02 0.03 0.03 0.02 0.03 0.04 0.06 0.03 0.01 0.03 0.01 0.02 0.03 0.027.3 205 15 0.01 0.02 0.03 0.03 0.02 0.03 0.04 0.06 0.03 0.01 0.03 0.01 0.02 0.03 0.01
ACCELERATION ATTENUATION RELATIONSHIPS To return "main options" , click the cell !
Ne
wm
ark
an
d R
os
eb
lue
th (
19
71
)
Ka
na
i (1
96
6)
Es
tev
a a
nd
Ro
se
blu
eth
(1
96
4)
Fu
kis
him
a e
t a
l. (
19
88
)
Ab
rah
am
so
n a
nd
Lit
eh
ise
r (1
98
9)
Ca
mp
be
l (1
99
7)
Av
era
ge
R, O
dak
tan
Uza
klık
(km
)0.24 0.29 0.29 0.26 0.25 0.39 0.29 29.2
0.20 0.24 0.24 0.24 0.23 0.35 0.25 33.5
0.16 0.20 0.21 0.21 0.21 0.32 0.22 38.1
0.14 0.18 0.18 0.19 0.19 0.29 0.19 42.7
0.12 0.15 0.15 0.18 0.18 0.27 0.17 47.4
0.10 0.13 0.13 0.16 0.16 0.25 0.15 52.2
0.09 0.12 0.12 0.14 0.15 0.23 0.14 57.0
0.08 0.11 0.10 0.13 0.14 0.22 0.12 61.8
0.07 0.10 0.09 0.12 0.14 0.20 0.11 66.7
0.06 0.09 0.08 0.11 0.13 0.19 0.10 71.6
0.05 0.08 0.08 0.10 0.12 0.18 0.10 76.5
0.05 0.07 0.07 0.09 0.12 0.17 0.09 81.4
0.04 0.07 0.06 0.09 0.11 0.17 0.08 86.3
0.04 0.06 0.06 0.08 0.11 0.16 0.08 91.2
0.04 0.06 0.05 0.07 0.10 0.15 0.07 96.2
0.03 0.05 0.05 0.07 0.10 0.15 0.07 101.1
0.03 0.05 0.04 0.06 0.09 0.14 0.06 106.1
0.03 0.05 0.04 0.06 0.09 0.14 0.06 111.0
0.03 0.04 0.04 0.05 0.09 0.13 0.06 116.0
0.02 0.04 0.04 0.05 0.08 0.13 0.05 120.9
0.02 0.04 0.03 0.05 0.08 0.12 0.05 125.9
0.02 0.04 0.03 0.04 0.08 0.12 0.05 130.9
0.02 0.03 0.03 0.04 0.08 0.11 0.05 135.8
0.02 0.03 0.03 0.04 0.07 0.11 0.04 140.8
0.02 0.03 0.03 0.04 0.07 0.11 0.04 145.8
0.02 0.03 0.02 0.03 0.07 0.11 0.04 150.7
0.01 0.03 0.02 0.03 0.07 0.10 0.04 155.7
0.01 0.03 0.02 0.03 0.07 0.10 0.04 160.7
0.01 0.02 0.02 0.03 0.06 0.10 0.04 165.7
0.01 0.02 0.02 0.03 0.06 0.10 0.03 170.7
0.01 0.02 0.02 0.02 0.06 0.09 0.03 175.6
0.01 0.02 0.02 0.02 0.06 0.09 0.03 180.6
0.01 0.02 0.02 0.02 0.06 0.09 0.03 185.6
0.01 0.02 0.02 0.02 0.06 0.09 0.03 190.6
0.01 0.02 0.02 0.02 0.06 0.09 0.03 195.6
0.01 0.02 0.01 0.02 0.05 0.08 0.03 200.6
0.01 0.02 0.01 0.02 0.05 0.08 0.03 205.5
25 35 45 55 65 75 85 95 105
115
125
135
145
155
165
175
185
195
205
0.0
0.2
0.4
0.6
0.8
1.0
1.2
Esteva (1970)
Davenport (1972)
Donovan (1973a)
Esteva and Villaverde (1973)
Donavan(1973b)
Donavan(1973c)
McGuier (1974)
Orphal and Lahoud (1974)
Shah et al. (1973)
Oliviera (1974)
Katayama
Esteva et al. (1978)
Joyner and Boore (1981)
Campbell (1981a)
Campbell (1981b)
Newmark ve Roseblueth (1971)
Kanai (1966)
Esteva ve Roseblueth (1964)
Fukishima et al. (1988)
Abrahamson ve Liehiser (1989)
Campbell (1997)
Epicentral Distance (km)
Acc
eler
atio
n (
g)
Dr. Ferhat Özçep
To return "main options" , click the cell !
M (magnitude) 7.3
25 35 45 55 65 75 85 95 105
115
125
135
145
155
165
175
185
195
205
0.0
0.2
0.4
0.6
0.8
1.0
1.2
Esteva (1970)
Davenport (1972)
Donovan (1973a)
Esteva and Villaverde (1973)
Donavan(1973b)
Donavan(1973c)
McGuier (1974)
Orphal and Lahoud (1974)
Shah et al. (1973)
Oliviera (1974)
Katayama
Esteva et al. (1978)
Joyner and Boore (1981)
Campbell (1981a)
Campbell (1981b)
Newmark ve Roseblueth (1971)
Kanai (1966)
Esteva ve Roseblueth (1964)
Fukishima et al. (1988)
Abrahamson ve Liehiser (1989)
Campbell (1997)
Epicentral Distance (km)
Acc
eler
atio
n (
g)
M 7.4 7.4 Earthquake & Soil Interaction
25 25 T Displace. (cm) Vel.(cm/sn)h1 15 0.1 2391 0.60 38h2 35 0.15 1629 0.92 39
1.8 0.2 1265 1.27 40VS1 300 0.25 1071 1.68 42
2.1 0.3 979 2.21 47VS2 600 0.35 989 3.04 55a 0.43 0.43 0.4 1171 4.70 74
To 0.43 0.43 0.45 1103 5.61 790.5 679 4.26 54
0.55 493 3.74 430.6 398 3.60 38
0.65 339 3.60 350.7 299 3.68 33
0.75 269 3.79 320.8 245 3.93 31
0.85 225 4.09 300.9 209 4.26 30
0.95 195 4.43 291 184 4.61 29
1.05 173 4.80 291.1 164 4.98 29
1.15 156 5.18 281.2 148 5.37 28
1.25 142 5.57 281.3 136 5.76 28
1.35 130 5.96 281.4 125 6.16 28
1.45 120 6.36 281.5 116 6.56 28
1.55 112 6.77 281.6 108 6.97 27
1.65 105 7.17 271.7 102 7.38 27
1.75 99 7.58 271.8 96 7.79 27
1.85 93 7.99 271.9 90 8.20 27
1.95 88 8.40 272 86 8.61 27
2.05 84 8.82 272.1 81 9.02 27
2.15 80 9.23 272.2 78 9.44 27
2.25 76 9.65 272.3 74 9.85 27
2.35 73 10.06 272.4 71 10.27 27
2.45 69 10.48 27
ACCELERATION / VELEOCITY / DISPLACEMENT SPECTRA
D Accel. (cm/sn2)
g1
g2
Kanai (1961) Approach
Soil Fundemantal Period:4h/VS
A (Acustic Empedence): (g1 x VS1) / (g2 xVS2)
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Epicentral Distance
(km)
2.5 68 10.69 27
II. ApproachKawashima et al. (1984) Appraoch
M Epicentral Distance Period Accl. (SS Accl. (MS) Accl. (LS)7.5 25 0.1 804 668 4347.5 25 0.15 950 832 5297.5 25 0.2 841 1035 5297.5 25 0.3 538 995 4997.5 25 0.5 333 759 6467.5 25 0.7 229 605 8207.5 25 1 126 589 7347.5 25 1.5 105 338 5307.5 25 2 72 195 3287.5 25 3 42 85 145
0 0.5 1 1.5 2 2.5 3 3.50
200
400
600
800
1000
1200
Acceleration Spectra for different kind of Soils
Acceleration (Stiff Soil)
Acceleration (Medium Soil)
Acceleration (Loose Soil)
Period (s)
Accele
rati
on
(cm
/sn
2)
Stiff Soil Medium Soil Loose Soil
III. Approach
Acceleration Estimation by Boore et al. (1997) Approach
Mw 7.3Rjb 25
Vs, 30 250
Mechanism StrikeUncertain Slipe Fault Reverse Fault
Period Acceleration (g)
0.0 0.24 0.22 0.270.2 0.49 0.44 0.531.0 0.31 0.30 0.34
bıss -0.313 0.999 -1.113bırv -0.117 1.17 -1.009bıall -0.242 1.089 -1.08b2 0.527 0.711 1.036b3 0 -0.207 -0.032b5 -0.778 -0.924 -0.798bv -0.371 -0.292 -0.698Va 1396 2118 1406h 5.57 7.02 2.9
0.0 0.2 0.4 0.6 0.8 1.0 1.20.00
0.10
0.20
0.30
0.40
0.50
0.60
Acceleration Spectrum
Mechamism Uncertain
Strike Slipe Fault
Reverse Fault
Period (s)
Acc
eler
atio
n (
g)
0 0.5 1 1.5 2 2.5 30.00
2.00
4.00
6.00
8.00
10.00
12.00
Soil Displacement Spectrum
T period (sn)
Dis
plac
emen
t (c
m)
0 0.5 1 1.5 2 2.5 30
10
20
30
40
50
60
70
80
90
Soil Velocity Spectrum
Period (sn)
Vel
ocity
(m
/sn)
0 0.5 1 1.5 2 2.5 30
500
1000
1500
2000
2500
3000
Soil Acceleraton Spectrum
Period (sn)
Acc
eler
atio
n (c
m/s
n2)
To return "main options" , click the cell ! Dr. Ferhat Özçep
Çizelge. Kawashima ve diğ. (1984) Yaklaşımı için katsayılar
c Sert Zemin Orta Zemin Yumuşak Zemina b a b a b
-1.18 2420 0.21 848 0.26 1307 0.21-1.18 2407 0.22 629 0.29 948 0.24-1.18 1269 0.25 466 0.32 1128 0.23-1.18 575 0.27 267 0.35 1263 0.22-1.18 212 0.3 102 0.39 581 0.28-1.18 103 0.32 34.3 0.44 65.7 0.42-1.18 40.1 0.34 5 0.55 7.4 0.54-1.18 7.1 0.43 0.72 0.63 0.8 0.65-1.18 5.8 0.42 0.35 0.64 0.35 0.67-1.18 1.7 0.46 0.36 0.59 0.26 0.64
0 0.5 1 1.5 2 2.5 30.00
2.00
4.00
6.00
8.00
10.00
12.00
Soil Displacement Spectrum
T period (sn)
Dis
plac
emen
t (c
m)
0 0.5 1 1.5 2 2.5 30
10
20
30
40
50
60
70
80
90
Soil Velocity Spectrum
Period (sn)
Vel
ocity
(m
/sn)
Amplification Analysis (Relative) IAmplification
Midorikawa (1987) A 2.8Joyner and Fumal (1984) A 2.1Borcherdt et al. (1991) Weak Motion AHSA 3.5
Strong Motion AHSA 3.0
Depth (m) Tickness (m) Vs Velocity, (m/s)
1.8 1.8 200 Vs, 30 (m/s)3.3 1.5 200 200.04.8 1.5 2006.3 1.5 2007.8 1.5 2009.3 1.5 200
10.8 1.5 20012.3 1.5 20013.8 1.5 20015.3 1.5 20016.8 1.5 20018.3 1.5 20019.8 1.5 20021.3 1.5 20022.8 1.5 20024.3 1.5 20025.8 1.5 20027.3 1.5 20028.8 1.5 20030 1.2 200
SOIL AMPLIFICATION ANALYSIS
Average horizontal spectral amplification between 0,4and 2,0 s periods
Average horizontal spectral amplification between 0,4and 2,0 s periods
Amplification
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cell !
Dr. Ferhat Özçep
Shear Wave Velocity
Amplification Analysis (for two layers) IIh1 30vs1 140
1.7vs2 600
2.1To 0.86p 3.14a 0.19
Period Relative Amplification0.1 1.550.2 1.100.3 3.440.4 1.020.5 1.110.6 1.560.7 2.580.8 4.580.9 4.931 3.46
1.1 2.601.2 2.141.3 1.871.4 1.691.5 1.561.6 1.471.7 1.40
1.8 1.341.9 1.302 1.26
2.1 1.242.2 1.212.3 1.192.4 1.172.5 1.16
r1
r2
0 0.5 1 1.5 2 2.5 30.00
2.00
4.00
6.00
Amplification Spectrum (Two Layers)
Period (sn)
Re
lati
ve
Am
pli
fic
ati
on
Bu Program iki tabakalı zemin koşuları için BÜYÜTME hesabı yapar.
Hazırlayan: Dr. Ferhat Özçep İ.Ü. Müh. Fak. Jeofizik Müh. Böl.
r1 : density for 1st layer (gr/cm3)r2 : density for 2nd layer (gr/cm3)VS1 : Shear wave velocity for 1st layer (m/s)VS2 : Shear wave velocity for 2st layer (m/s)h1: tickness of layer (m)
Amplification Analysis (Damped Soil) III
h1 30vs1 140
Damping 0.2p 3.14To 0.86
Period Relative Amplification0.1 0.360.2 0.620.3 1.080.4 0.840.5 0.950.6 1.300.7 1.940.8 2.820.9 3.241 2.86
1.1 2.391.2 2.051.3 1.821.4 1.661.5 1.541.6 1.451.7 1.391.8 1.341.9 1.292 1.26
2.1 1.232.2 1.212.3 1.192.4 1.172.5 1.16
0 0.5 1 1.5 2 2.5 30.00
2.00
4.00
6.00
Amplification Spectrum (Two Layers)
Period (sn)R
ela
tiv
e A
mp
lifi
ca
tio
n
0 0.5 1 1.5 2 2.5 30.00
1.00
2.00
3.00
4.00
Amplification Spectrum (Damped Soil)
Period (s)
Re
lati
ve
Am
plifi
ca
tio
n
Bu Program Rijit anakaya üzerinde üniform sönümlü zemin koşuları
için BÜYÜTME hesabı yapar.
Hazırlayan: Dr. Ferhat Özçep
İ.Ü. Müh. Fak. Jeofizik Müh. Böl.
VS1 : Shear wave velocity for 1st layer (m/s)h1: tickness of layer (m)
Amplification (Undamped Soil) IV
h1 30vs1 140
Tz 0.86p 3.14
Period Relative Amplification0.1 1.590.2 1.110.3 4.450.4 1.030.5 1.110.6 1.610.7 2.900.8 9.000.9 13.251 4.48
1.1 2.941.2 2.301.3 1.961.4 1.751.5 1.601.6 1.501.7 1.421.8 1.361.9 1.322 1.28
2.1 1.252.2 1.222.3 1.202.4 1.182.5 1.16
0 0.5 1 1.5 2 2.5 30.00
1.00
2.00
3.00
4.00
Amplification Spectrum (Damped Soil)
Period (s)R
ela
tiv
e A
mp
lifi
ca
tio
n
0 0.5 1 1.5 2 2.5 30.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00Amplification Spectrum (Undamped Soil)
Period (s)
Re
lati
ve
Am
plifi
ca
tio
n
Rijit Anakaya üzerinde sönümsüz bir zemin içinBüyütme'nin hesaplanması
Hazırlayan:Dr.Ferhat Özçepİ.Ü. Müh. Fak.Jeofizik Müh. Böl.
VS1 : Shear wave velocity for 1st layer (m/s)h1: tickness of layer (m)
0 0.5 1 1.5 2 2.5 30.00
2.00
4.00
6.00
8.00
10.00
12.00
14.00Amplification Spectrum (Undamped Soil)
Period (s)R
ela
tiv
e A
mp
lifi
ca
tio
n
755 760 765 770 775 780 785 790 795 800 8050
5
10
15
20
25
30
35
Shear Modulus, Gmax (kg/cm2)
Dep
th (
m)
Average horizontal spectral amplification between 0,4and 2,0 s periods
Average horizontal spectral amplification between 0,4and 2,0 s periods
Amplification
150 200 250 300 350 4000
5
10
15
20
25
30
35
Dep
th (
m)
Shear Wave (Vs) Velocity, m/s (m/sn)
Depth (m) Gmax Sear Wave Velocity (m
1.8 760 200 1.93.3 760 200 1.94.8 760 200 1.96.3 760 200 1.97.8 760 200 1.99.3 760 200 1.9
10.8 760 200 1.912.3 760 200 1.913.8 760 200 1.915.3 760 200 1.916.8 760 200 1.918.3 760 200 1.919.8 760 200 1.921.3 760 200 1.922.8 800 200 2.024.3 800 200 2.025.8 800 200 2.027.3 800 200 2.028.8 800 200 2.030 800 200 2.0
Density (gr/cm3)
G.W.L 1 Magnitude 7.2
Data MSF 1.11016017 Acceleration, a (g) 0.4
De
pth
WT
(m
)
rd CS
R (
E)
1.8 1.7 4 30.0 22.2 0.80 0.9881470 0.3483.3 1.8 4 56.5 33.9 2.30 0.9773893 0.4234.8 1.8 4 83.0 45.7 3.80 0.9669309 0.4566.3 1.8 4 109.5 57.5 5.30 0.9551352 0.4737.8 1.8 4 136.0 69.3 6.80 0.9397014 0.4809.3 1.8 4 162.5 81.0 8.30 0.9179441 0.478
10.8 1.8 4 188.9 92.8 9.80 0.8875651 0.47012.3 1.8 4 215.4 104.6 11.30 0.8478937 0.45413.8 1.8 4 241.9 116.3 12.80 0.8008678 0.43315.3 1.8 4 268.4 128.1 14.30 0.7507104 0.40916.8 1.8 4 294.9 139.9 15.80 0.7022129 0.38518.3 1.8 4 321.4 151.7 17.30 0.6589112 0.36319.8 1.8 4 347.9 163.4 18.80 0.6223666 0.344
21.3 1.8 4 374.3 175.2 20.30 0.5925368 0.329
Soil Liquefaction Analysis
g (g
r/cm
3)
FN
=F
ine
Co
nte
nt
sv (
kP
a)
sv' (
kP
a)
To return "main options" , click the cell !
Dr. Ferhat Özçep
to continue the analysis
II IV
Ground Water Level
Liquefaction Anaysis by Shear Wave VelocitySeismic Site Yalova
Seismic Point: SK1
De
pth
Vs
(fi
eld
) m
/s
CV
Vs
1,
m/s
Vs
1c
SF
Lp
(V
s1
'de
n)
Lp
Gru
bu
Sıv
ılaş
ma
Dü
zeyi
1.8 120 1.46 174.88 220 0.1195 0.3434 11.2869 BL SV3.3 120 1.31 157.22 220 0.0937 0.2215 23.5720 AL SV4.8 120 1.22 145.94 220 0.0799 0.1750 34.8471 AL SV6.3 120 1.15 137.81 220 0.0709 0.1498 45.1239 AL SV7.8 120 1.10 131.54 220 0.0644 0.1342 54.3619 AL SV9.3 120 1.05 126.48 220 0.0594 0.1242 62.5137 AL SV
10.8 120 1.02 122.26 220 0.0555 0.1181 69.5326 AL SV12.3 120 0.99 118.67 220 0.0522 0.1150 75.3839 AL SV13.8 120 0.96 115.54 220 0.0495 0.1143 80.0586 AL SV15.3 120 0.94 112.79 220 0.0471 0.1153 83.5837 AL SV16.8 120 0.92 110.34 220 0.0451 0.1172 86.0171 AL SV18.3 120 0.90 108.13 220 0.0433 0.1194 87.4270 AL SV19.8 120 0.88 106.13 220 0.0417 0.1212 87.8700 AL SV21.3 120 0.87 104.30 220 0.0403 0.1225 87.3782 AL SV Figure 1. CSR - Vs Relationships (Andrus and Stokoe, 2001)
CR
R (S
)
If VS1>VS1c, then "SY"
to continue the analysis
II IV
To continue the analyis
II IV
Safety Factor
Liquefaction Analysis by SPT DataBoring Site Yalova
Boring Point S1
De
pth
SP
T (
fie
ld)
CN
CB
CS
CR
N1
(60
)
CR
R (
Z)
SF PL
(%
)
1.8 20 1.70 1.0 1.0 0.80 20.4 0.24473 0.70353 823.3 20 1.70 1.0 1.0 0.80 20.4 0.24473 0.5785 944.8 20 1.48 1.0 1.0 0.80 17.7 0.20983 0.45974 996.3 20 1.32 1.0 1.0 0.80 15.8 0.18703 0.39547 1007.8 20 1.20 1.0 1.0 0.80 14.4 0.17127 0.35708 1009.3 20 1.11 1.0 1.0 0.80 13.3 0.15953 0.33341 100
10.8 20 1.04 1.0 1.0 0.80 12.5 0.15035 0.32001 10012.3 20 0.98 1.0 1.0 0.80 11.7 0.14291 0.31469 10013.8 20 0.93 1.0 1.0 0.80 11.1 0.13674 0.31583 10015.3 20 0.88 1.0 1.0 0.80 10.6 0.13151 0.32162 10016.8 20 0.85 1.0 1.0 0.80 10.1 0.12701 0.33001 10018.3 20 0.81 1.0 1.0 0.80 9.7 0.12308 0.33905 10019.8 20 0.78 1.0 1.0 0.80 9.4 0.11962 0.34732 10021.3 20 0.76 1.0 1.0 0.80 9.1 0.11654 0.35405 100
Figure 2. CRR - N1 (60) Relationships
Probability Liquefaction
Liao et al. (1988)If N1(60) value is
bigger than 30, then write "SY"
If SPT (field) value is bigger than 50, then write "SY"
To continue the analyis
II IV
to continue the analyis
II IV
Safety Factor
Iwasaki et al. (1978) ApproachD50, Fine Content (FC), SPT (N) value
FN
SP
T (
fiel
d)
R2 R3Factors R1 R2 (a) R2(b) R2( c ) R2 R3(a) R3(b) R3
Soil Earthq. 0.41085 0.19 0.12241531 -0.05 0.12242 0 0 0.000
Depth D50 R L GK 0.38689 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
1.8 0.1 4 20 0.5 0.5 1.0 0.36668 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
3.3 0.5 4 20 0.4 0.7 0.5 0.34934 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
4.8 0.5 4 20 0.3 0.7 0.5 0.33425 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
6.3 0.5 4 20 0.3 0.7 0.4 0.32096 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
7.8 0.5 4 20 0.3 0.7 0.4 0.30914 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
9.3 0.5 4 20 0.3 0.7 0.4 0.29853 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
10.8 0.5 4 20 0.3 0.7 0.4 0.28895 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
12.3 0.5 4 20 0.3 0.7 0.4 0.28023 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
13.8 0.5 4 20 0.3 0.7 0.4 0.27226 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
15.3 0.5 4 20 0.2 0.6 0.4 0.26493 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
16.8 0.5 4 20 0.2 0.6 0.4 0.25817 0.19 -0.0348529 -0.05 -0.03485 0 0 0.000
18.3 0.5 4 20 0.2 0.6 0.4 0.25189 0.19 -0.0348529 -0.05 -0.03485 0 0 0.00019.8 0.5 4 20 0.2 0.5 0.421.3 0.5 4 20 0.2 0.5 0.4
M 7.2
to continue the analyis
II IV
Before the analysis, please enter the data related cell !
Before the analysis, please enter the data
related cell !
Before the analysis, please enter the data related cell !
İvme, a (g olarak) 0.40
LIQUEFACTION ANALYSIS BY RELATIVE DENSITY
Sample 1Accl. (g) 0.2Dr (%) 0.5
Figure 3. Liquefaction risk by relative density and acceleration(Tezcan ve Teri, 1996)
0.1 0.12 0.14 0.16 0.18 0.2 0.22 0.24 0.26 0.28 0.30
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1Acceleration - Relative Density (%) Relationships
Acceleration (g)
Dr
(Rel
ativ
e D
en
sit
y)
%(Medium Risk)
(No Risk)
(Higher Risk)
Before the analysis, please enter the data related cell !
Before the analysis, please enter the data related cell !
Table . Corrections to SPT as listed by Robertson & Wride (1998)(after Youd et al., 2001).
Liquefaction possibility of Silty and clayed sands (Andrews ve Martin, 2000)
Clay Content %4
LL<32 İSE SIVILAŞMAYA HASSAS, LL>=32 İSE AYRINTI ÇALIŞMALAR GEREKİR
VARIATION OF SAFETY FACTOR (SF) WITH DEPTH
SPT Vs SPT Vs
De
pth
(m
)
SF
SF S
F
SF
1.8 0.70 0.703.3 0.58 0.22 0.58 0.224.8 0.46 0.18 0.46 0.186.3 0.40 0.15 0.40 0.157.8 0.36 0.13 0.36 0.139.3 0.33 0.12 0.33 0.12
10.8 0.32 0.12 0.32 0.1212.3 0.31 0.11 0.31 0.1113.8 0.32 0.11 0.32 0.1115.3 0.32 0.12 0.32 0.1216.8 0.33 0.12 0.33 0.1218.3 0.34 0.12 0.34 0.1219.8 0.35 0.12 0.35 0.12
21.3 0.35 0.12 0.35 0.12
0.00 0.20 0.40 0.60 0.80 1.00 1.20
-25
-20
-15
-10
-5
0
Safety Factor (SF) & Depth
SPT Data
Safety Factor Boundary
Vs Data
SF
Dep
th (
m)
To daw the graph, please erease the "VeriYok" !!!
To daw the graph, please erease the "VeriYok" !!!
Andrus andStokoe (1999)
10159 m/s
159 m/sn10
Figure 1. CSR - Vs Relationships (Andrus and Stokoe, 2001)
(N1)60
Vs1
Vs1
(N1)60
Corrected SPT Value
Corrected Shear Wave Velocityı (m/s)
Estimation of treshold acceleration by shear wave velocity by Dobry ve diğ. (1981) approach
Vs 200 m/snz 3 m
G/Gmax 0.8Unite Shear Deformation 0.0001
0.11 g0.18 g0.30 g
SF 0.6Liquafaction
Figure 2. CRR - N1 (60) Relationships
Treshold Acceleration Value (at)Design Acceleration (ad)
Expected Acceleration (amax) estimate from seismic hazard analysis and
atenuation relationships
Ticknes of soil layer
Shear wave velocity
GRAIN SIZE DISTRIBUTION & LIQUEFACTION
Sample A
37.500 95.0020.000 89.6014.000 86.4010.000 82.906.300 72.303.350 35.701.180 15.400
0.6 9.600.212 1.2
Figure. Liquefaction supectibility & grain size relationships (Finn, 1972)
Grain Size (mm)
Percentange Finer (%)
0.001 0.01 0.1 1 10 1000
20
40
60
80
100 12345
Liquafection lower limit
Liquefaction upper limit
Sample A
Grain Size (mm)
Weig
ht
Perc
en
tan
ge (
%)
Critical Zone
EVALUATION OF MAXIMUM AREA FOR LIQUEFACTION
A) Earthquake magnitude (Mj) & maximum epicentral distance of liquefation
Mj 6.5R (km) 25.4R (km) 108.8R (km) 52.5
B) Epicentral/Fault distance & triggering of liquefacion by earthquake magnitude (Mw)
Re (km) 50.0 Mw 6.5Rf (km) 50.0 Mw 6.7
C) For Turkey, Earthquake magnitude (Ms) that trigger the liquefation (Ulusay et al. (2000)
25h (km) 10
R (km) 26.9 Ms 5.2 Lower LimitMs 6.3 MediumMs 7.4 Upper Limit
Ms 7.4
R (km) 106.4 Upper Limit
66.4 Medium
D (km)
Kuribayashi ve Tatsuoka (1975)
Wakamatsu (1991)
Wakamatsu (1993)
Epicentral distance (km)
Ambraseys (1988)
Faydan Uzaklık
Ambraseys (1988)
Epicentral distance (km)
Focal depth (km)
Hipocetral distance (km)
Yüzey Dalgası Magnitüdü
26.4 Lower Limit
Symbols/ Abreviations
for SPTN (N), respectively Borehole Diameter, Sampling Method and Road Length correction factors
Not: Bu programda (1) eğer su içeren tabaka kalınlığı sıfırsa sıvılaşma olmayacağından otomatik olarak GK=2 alınmaktadır.
(2) Teorik olarak N1(60) değeri 30'dan, SPT (Arazi) değeri 50'den ve Vs1 değeri de vs1c (maksimum 220 m/sn)den büyük değerlerde sıvılaşma beklenmez
sv =overburden presuresv' =efective overburden presureSITK = tickness of saturated soil layer (m)D = Depth of Analysis (m)FC =Fine ContentG.W.L.= Ground Water Level (m)g = Unit weigth M = Magnitude of design earthquakeAcceleration (a) = acceleration of design earthquake (g)SPT fields = SPT(N) value in the field N1(60) = corrected SPT (N) valueVs (field)= shear wave velocity in the fieldVs1 = overburden stress corrected shear wave velocityrd=Stres reduction factorCN ve CV = for SPT(N) and Vs, efective presure correction facotor CB, CS and CRCSR and CRR = Cyclic Stress Ratio and Cyclic Resistance Ratio
MSF= Magnitude Scaling FactorDr (%) = Relative density (%) Rf= Distance from active fault (km)Re= Epicentral or hipocentral distance (km)Mw= Moment magnitudeMJ=Japon Meteorology Agancy Magnitude ScaleSY = No Liquefaction, SO= Liquefaction Possible and SV=LiquefactionLp = Liquefaction PotentialPL = Liquefaction Probality
Program bu değerden büyük değerler için, SY (Sıvılaşma Yok) ifadesi vermektedir.
To daw the graph, please erease the "VeriYok" !!!
for SPTN (N), respectively Borehole Diameter, Sampling Method and Road Length correction factors
These programs were prepared by Dr Ferhat OZCEP
Web page: www.istanbul.edu.tr/eng2/jfm/ozcep
Attention !!!
E mail : [email protected]
Data must enter only via red colored cell/letters
To return begining, please click !!!