soil geophysical

7/31/2019 Soil Geophysical

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Vs Veleocity - SPT (N) Relationships

I m a

i a n

d Y o s

h i m u r a

( 1 9 7 7 )

O h b a a n

d T o r i u m

i ( 1 9 7 0 )

y i s a n

( 1 9 9 4 )

O k a m o

t o a

t a

l . ( 1 9 8 9 )

S

y k o r a a n

d S t o k o e

( 1 9 8 3 )

P l i e s t o c e n

C l a y

F i n e

S a n

d

M i d d l e S a n

d

C o a r s e

S a n

d

G r a v e

l l y S a n

d

G r a v e

l

C l a y

F i n e

S a n

d

M i d d l e S a n

d

C o a r s e

S a n

d

G r a v e

l l y S a n

d

G r a v e

l

S a n

d

C l a y

S a n

d

C l a y

S a n

d

D e p

t h ( m )

V s

( m / s )

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

3.3 150 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

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

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

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

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

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

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

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 1515.3 150 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

Ohta and Goto (1978)

A l l S o

i l s

Pleistocene Halocene Halocene leistocen

SPT (N)

S a n

d

S i l t

C l a y

A l l S o

i l s

Imai (1978) Lee (1990)

A l l S o

i l s

A l l S o

i l s


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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

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

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

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

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

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

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

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

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

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


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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


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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


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Sample 375 5560 2015 35

Sample 445 4530 2015 25

Liquit Limid (%) =Plastic Limit (%) =

Plastisity Index (%) =


Liquid Limit (%) =

Liquid Limit (%) =Plastic Limit (%) =

UNIFIED SOIL CLASSIFICATION

Plastic Limit (%) =Plastisity Index (%) =

Sample 2Liquid Limit (%) =


Plastic Limit (%) =

Sample 1


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Figure 2. Granulometry Curve

Figure 1. LL-PI curve

0

10

20

30

40

50

60

70

80

90

100

0.001 0.01 0.1 1 10 100

P e r c e n

t a g e

F i n e

( % )

Grain Size (mm)

Sample A

Sample B

Sample C

Sample D

Sample E

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

P l a s t

i s i t y I n d e x

P I ( % )

Liquit Limid LL (%)

Sample 1 Sample 2Sample 3 Sample 4

CL&ML ML & OL

CL

CH

MH & OH

A Line


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0.937

7.781.43

Passed RetainedSieve No 200 45 55

First and or Second letter

Main Symbol

Passed RetainedSieve No 4 40 60

Type GRAVELMain Symbol G

WELLPOORLY

Cz 1.43Grading POORLY

Sub-Symbol PSoil Symbol

G P

PI 8LL 25

C

PI 3.5M C

PI KouluAlt Simge C

A izgisi KoluAlt Simge C

Sub-Symbol (1)

GM,GC,SM,SC

COARSE GRAINED SOILSUse the Sieve 4 's Results !

Soil Type is such as:

Cu (uniformity coeficient)Cz

D10 (mm)D30 (mm)

G=Gravel

Pt=Peat

S=SandM=SiltC=Clay

O=Organic

D60 (mm)

Soil Sub-Symbol

COARSE GRAINED SOILS

P=poorly gradedM=Silt

C=ClayL= Low PlastisityH= High Plastisity

Second Letter W= well graded

Sub-Symbol (2)


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PI 32Main Symbol C C

LL 48L PI 19.6

M C

FALSEC L C

FALSE

Unified Soil Classification Syst

Sample A Sample B Sample C

Grain Size(mm)

PercentageFine (%)

Grain Size(mm)

PercentageFine (%)

Grain Size(mm)

PercentageFine (%)

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 72.00

3.350 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

FINE GRAINED SOIL

Soil Symbol

Second Symbol


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Soil Type is such as:GM,GC,SM,SC


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LL PI0.0 4.0

25.5 4.030.0 7.3


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1000.0 715.430.0 7.3

1000.0 892.8

50 050.0 1000.0

m

Sample D Sample E

Grain Size(mm)

PercentageFine (%)

Grain Size(mm)

PercentageFine (%)

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 73.00

3.350 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


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SOIL BEARING CAPACITY(STATIC & DYNAMIC)

Structural DataDepth of Footing beneath ground surface, m Df 3Footing Width, m B 4Footing Length, m L 5Radius for Circular Foundation, m R 3

Laboratory Data and Coefficients

Cohesion, ton/m 2 c 2.1

Unit Weigth of Backfill Soil, ton/m 3 1.8Unit Weigth of Soil beneath Footing, ton/m 3 / Lower 1.8Angle of Shearing Resistance (o) 30

Foundation Slope from vertical direction (0) 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 N 22.3Bearing Capacity Coefficients N 15.6Bearing Capacity Coefficients Kp 2.993 37.0Shape Coefficients s c 1.479 30.0

Shape Coefficients s q 1.239Shape Coefficients s g 1.239Depth Coefficients dc 1.259Depth Coefficients q 1.130

Depth Coefficients dg 1.130Slope Coefficients ic 1.000Slope Coefficients iq 1.000Slope Coefficients ig 1.000


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If foundation is below the groundwater level, please use the effective unite weigth !Water Unit Weigth, ton/m 3 w 1.0Saturate Unit Weigth, ton/m 3 s 1.8Effective Unit Weigth, ton/m 3 0.8

1 kg/cm 2

10 ton/m 2

100 kN/m 2 or kPa

10 ton/m 2

1 kg/cm 2

100 kN/m 2 or kPa

100 kN/m 2 or kPa10 ton/m 2

1 kg/cm 2 3.01.478825

1.239412409 1SPT (N) Value 10 1.239412409 1

30 1.259489c, ton/m 2 6.54 1.129744692 1

1.129744692 1

Unit Conversion

Unit Conversion

Unit Conversion


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1 0


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RESULTSSafety Factor

From Laboratory Data 3Terzaghi (1943)'e Gre

Fondation Type q ult, ton/m 2 q a , kPa278.69 929284.50 948257.86 860

Square Foundation 285.95 953

Meyerhof (1963)q ult, ton/m 2 q a , kPa

334.46 1115

From in Situ Tests

20

From SPT(N) DataFor Max 25 mm settlement q a , kPa

Bowles (1996) 295

Meyerhof (1956) 151

GWL (m) 1Df (m) 1.5B (m) 2

0.8

With Burland ve Burbridge (1985) ApprochSPT (N) (Uncorrected) 12

B (m) 2Ic 0.053

q a , kPa292

SPT (corrected)

Cw (water corr. coefficient)

Avarage Valuefrom the Footing depth to 2B depth

Strip Foundation

Rectengular Foundation

Circular Foundation


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Horizontal Acceleration kh 0.3Vertical Acceleration kv 0.2Acceleration Coefficient 20.57

Angle of Shearing Resistan 300KpE 2.238

Seismic Bearin Capacity Factors 22.0NqE 13.7NcE 22.0N 17.0

Foundation Type q ult , ton/m 2

181.25Circular Foundation 170.69Square Foundation 182.90

Safety Factor 3

q a , kPa

604Circular Foundation 569Square Foundation 610

For Sandy Soils

With Zeveaert (1983) Approch, variation of Angle of Shearing Resistance with Acceleration

static 30Acceleration (g) 0.2

c (coeficient) 0.666666667dynamic 24

With Okamoto (1984) Approch, variation of Angle of Shearing Resistance with Acceleration

static 30Acceleration (g) 0.2

kh 0.1SPT(N) 10dynamic 26

Strip Foundation

Strip Foundation

Seismic Soil Bearing Capacity (Richards at al., 1993)


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c*ivvme 0.1333333332/3*sinfi 0.333180068

1-2/2sinfi 0.6668199320.1999540310.8000459690.399839056


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Vp 600 m/snVs 400 m/sn

B 1.5 m

Soil Type 2

p 18 kN/m 3

0.97

qa 169 kPa

qa 165 kN/m2qa 175 kN/m2qa 184 kN/m2qa 204 kN/m2

birim hacim Tr 1 17.2 kN/m3Tr 2 18.2 kN/m3Tr 3 19.2 kN/m3Tr 4 21.2 kN/m3

qa 175vs>500 qa #NUM!

sv #NUM!

175

alfa1 1alfa2 0.965alfa3 0.815 0.71

0.82

alfa

Avarage Value

Soil Bearing Capacity (qa)With Geophysical (Vs velocity ) Data

(Tezcan at al, 2006)

from the Foundation depth to 2B depth


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Table 1.

gp = go + 0.002 vp (kN/m 3)

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 T

go = 20 for sandstone, tuff, graywacke, schist, etc. (Soil Type 4)

qa = 0.024 g vs a

If Vs>500 m/sn,qa = 0.024 g vs sv a 30.6 g

sv = 1 3 x 10 - ( vs- 500 ) .

If B value is 0 B 1,2 m, then = 1If B value is 1,2 B 3,0 m, then a = (1,13-0,11*B)

If B value is 3,0 B 12 m , then = (0,83 - 0,001*B)If B value is bigger then 12, then a = 0,71.


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pe 3)


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sptden treyen vs hzsptdz st #DIV/0!

#REF!


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spt0

yas0 00.000.00

294.8814327.2727

196.0364151.4357


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Structure DataContact Presure, ton /m 2 q 100Depth of Footing, m Df 2Width of Footing , m B 3Footing Length, m L 2Unit Weigth, ton/m 3 1.8Net Contact Presure q net 96.4 ton/m

2

945.4 kN/m 2 yada kPa

Analysis with Static LoadsSettlement (Immediate, Coarse Grained Soils)Burland ve Burbrigde (1985) Approach

q 100 ton/mL 2 mB 3 mH 5 mt 10 yl

SPT(N) Correct . 10Df 2 m

1.8 ton/m 3

Ic 7r 0.2

r3 0.3Z1 2.2 m

-0.7fs 0.8f 1.0ft 1.4

q net 96.40 ton/m 2945.4 kN/m 2

Average (mm)

Si (Settlemen 161.253.7

Settlemet (Consolidation) II E (kN/m 2) 120000.3

mv (m 2 /kN) 0.00010000

mv 0.0001 m2/kNH 3 m

qnet 145 kN/m 2

Sc (Settlement) 43.5 mm

SETTLEMENT ANALYSIS (Static& Dynamic)

(poison ratio)


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Settlement (Clayed Soils) III

20 kN/m 3

0.9 S0.55q 240 kN/m 2

B 3 mL 6 m

Df 1.5 mH 3.5 m

Ed 7 MN/m 2

qnet 210 kN/m 2

Si 44.55 mm

Figure 3. Impact factors for settlements


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Settlement IV

q 240 kN/m 2

L 6 mB 3.5 mDf 2 m

20 kN/m 3

0.5E 7 MN/m 2

qnet 200 kN/m 2

Is 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 kN/m 2

qa 250 kN/m 2

Settlement (Si)

24.0 mm

Simple Approaches (2)from SPT Value (Meyerhof Approach) VI

qnet 240 kN/m2

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 240 kN/m 2

SPT (N) 15B 1.5 m

Df 1.5 mG.W.L. 3 m

Settlement (Si)34.6 mm


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Simple Approaches (4)form SPT value (Bowles, 1977) VIII

SPT 15B 1.5 m 24q 240 KN/m 2 20.809712

22.998982Settlement (Si)

23.0 mm

Simple Approaches (5)from SPT value (Meyerhof, 1974) IX

SPT 15B 1.5 mq 240 KN/m 2

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 24q 240 KN/m 2 33.295539

34.498474Settlement (Si)

34.5 mm


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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 4.2% 4.2 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

cmAnalysis with Dynamic Loads (2)For Dry Sands

Krinitsky et al. (1993)

cceleration 0.45N1(60) 9h (m) 10

% 0.35Settlement 3.5

cm


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1

Table 1r 0.2

r3 0.3


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Estimation Elastisity Modulus form emprical relations

Estimation of Elastisity Modulus form SPT (N) Value for SandsSPT (N) Value

ands (normallly Consalidated) 9545 kPa 10 MN/m2

21132 kPa 21 MN/m 2

Sands (Saturate) 4773 kPa 5 MN/m 2

Sands (Overconsolidated) 29250 kPa 29 MN/m 2

Gravelly Sand and Gravel 12109 kPa 12 MN/m 2

Clayed Sand 6109 kPa 6 MN/m 2

Silty Sand 3027 kPa 3 MN/m 2

Estimation of Elastisity Modulus form qu value for claysqu 98 kPa

Ip > 30 min 4900 kPa 4.9 MN/m 2

max 24500 kPa 24.5 MN/m 2

Ip < 30 or Stiff Clay min 24500 kPa 24.5 MN/m 2

max 73500 kPa 73.5 MN/m 2

Min MaxkPa MN/m 2 kPa MN/m 2

Normally Consollidated Sensitive Clay 9800 10 24500 25Normally Consolidated Sensitiveand weak Consolidated Clay 36750 37 58800 59

Strong Overconsolidated Clay 73500 74 98000 98

Soil Types E Value (MN/m 2)Soft 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 Type (poison Oran)Satutated Clay 0,4-0,5Unsturated Clayor Sandy Clay 0,2-0,4

Sand ( f = 40) 0,3-0,4Kum ( f = 20) 0,1-0,2Silt 0,3-0,4Rock 0,1-0,4

Table 2 . Elastisity modulus for different type of soils

5E

E


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)


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S a

f e t y F a c

t o r

( S F )

Figure 4


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Figure 1. Estiamtion of Ic coefficient form SPT Values For sands and grav(Burland ve Burbrigde (1985).


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Estimation of elastisity modulus form SPT valueSPT value

Sand 9560 kPa 10 MN/m2

Clayed Sand 3187 kPa 3 MN/m 2

Silt (with sand) 3237 kPa 4 MN/m 2

Gravel (with sand) 2747 kPa 3 MN/m 2

Sand(min) 23999 kPa 24 MN/m 2

Sand (max) 34284 kPa 34 MN/m 2

3630 27473237 12949

Estimation of elastisity modulus both SPT value and poison ratio

SPT value

Sand 3908 kPa 4 MN/m 2E

Poison Ratio

5E

5 0.3


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H / H (%)

Figure 5


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els


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Acceleration (g)0.2 0.40.30.1 0.5

Figure 6


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0


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1. APPROACHSPT Data

Scot (1981)SPT (N) Value 15

ks 2700 ton/m 3

ks 27000 kN/m 3

2. APPROACH

From Figure

qu 2.0 kg/cm 2

SPT(N) 13

please estimate the subgrade reaction coefficient from following Figure1 !

ESTIMATION OF SUBGRADE REACTION COEFFICIENT

By using qu or SPT(N) values, Angle of Shearing Resistance or qu,


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Figure 1. Estimation od Subgrade Reaction coefficient ffrom SPT, qu and Angle of Shearing Resistance ( ) (from ekercio


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3. APPROCH

Bowles (1988)

qa 110 kN/m 2

SF (safety Factor) 4ks 17600 kN/m 3

4. APPROCH

Bowles (1988)q u 620 kN/m 2

ks 24.000-48.000 kN/m 3

5. APPROCH

By using the following Table , please select the subgrade reaction coefficient !

Table (Bowles, 1988)Soil Type (ks), kN/m 3

Loose 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 - 80.000Clayed Soil (qu 200 kPa) 12.000 - 24.000Clayed Soil (200 < qu 800 kPa) 24.000 - 48.000Clayed Soil (qu > 800 kPa) >48.000


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0

7. YAKLAIM

Bowles (1988)YaklamS (Oturma) 30 mm

qnet 250 kN/m 2

ks 8333 kN/m 3


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1 kg/cm 2

10 ton/m 2

100 kN/m 2 yada kPa

10 ton/m 2

1 kg/cm 2

100 kN/m 2 yada kPa

100 kN/m 2 yada kPa10 ton/m 2

1 kg/cm 2

Birim Dnm

Birim Dnm

Birim Dnm


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Necessary DataSlope angel, 15

Angle of Shearing Resistance, 25Acceleration (g) 0.4

Cohesion, c 3 ton/m 2

(Unit weigth) 1.7 ton/m 3

1. Approch : With Static Loads

For Sandy SoilsSlope Angle, 24

Angle of Shearing Resistance, 36

FS 1.6

Figure 1. Slope Parameters

SLOPE STABILITY ANALYSIS ( STATIC AND DYNAMIC)


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2. Approach: With Dynamic (Earthquake) Loads (Siyahi and Ansal, 1993)

Earthquake Acceleration (g) 0.4Slope Angle, 45 0

Angle of Shearing Resistance, 29 3.90 3.

N1(min) 2.17 1.2

FS 1.2 MEDIUM RISK / BSL


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3. Approch: Slope triggered earthquake, and estimation of critical acceleration (ac) (Wilson et al., 1979)

g (gravitation) 980 cm/sn 2 a c 0.38 gc (cohesion) 3 ton/m 2

Slope Angle, 35

Angle of Shearing Resistance, 24 a d 0.30 gg (Unit weigth) 1.7 ton/m 3

h ( sliding layer tickness) 3 mNO RISK

Figure 2. Variation of N1(min) values with acceleration and slope angle (Siyahi and Ansal, 1993)


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4. Approch: Slices Method (Static State)

FS 1

slice widthslice

length

Slicelengthunder GWL

uniteweigth

anglever

slice numberb (m) h (m) hw (m) (kN/m 3)

1 3.0 1.0 1.0 19 -22 2.4 2.5 2.4 19 -13 2.4 4.2 4.0 19 -4 2.4 5.8 5.4 19 -5 2.4 7.0 6.4 19 16 2.4 8.0

7.419 7

7 2.4 8.9 7.6 19 18 2.4 9.4 7.5 19 19 2.4 9.6 6.1 19 2

10 2.4 9.5 6.1 19 311 2.4 8.8 4.9 19 412 2.4 7.1 2.8 19 413 1.6 4.5 0.2 19 514 1.5 1.6 0.0 19 6


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5. Approch: Slices Method (Dynamic/Earthquake State)kh 0.12R 22.83

FS 0.8

slice width slice length

slicelengthunder GWL

uniteweigth

angle formvertical

slice number b (m) h (m) hw (m) (kN/m 3)1 3.0 1.0 1.0 19 -22.0 22 2.4 2.5 2.4 19 -18.0 203 2.4 4.2 4.0 19 -9.0 194 2.4 5.8 5.4 19 -3.0 185 2.4 7.0 6.4 19 1.0 16 2.4 8.0 7.4 19 7.0 17 2.4 8.9 7.6 19 13.0 18 2.4 9.4 7.5 19 19.5 149 2.4 9.6 6.1 19 26.0 1

10 2.4 9.5 6.1 19 33.0 111 2.4 8.8 4.9 19 40.5 112 2.4 7.1 2.8 19 48.5 1013 1.6 4.5 0.2 19 56.7 914 1.5 1.6 0.0 19 65.5 8

L


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0

#REF!


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0.3 0.42.52 2.17

SF Risk Level Symbol


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Dilim Arl

wi bi/cos a i wi.cos a i ui ubi/cos a

57 3.24 52.85 10 32114 2.52 108.43 24 61192 2.43 189.16 40 97264 2.40 264.12 54 130319 2.40 319.15 64 154365 2.42 362.08 74 179406 2.46 395.45 76 187

429 2.55 404.08 75 191438 2.67 393.50 61 163433 2.86 363.38 61 175401 3.16 305.23 49 155324 3.62 214.63 28 101137 2.91 75.16 2 6

46 3.61 18.93 0 0S 39.25


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Dilim Arlwi bi/cos a i wi.cos a i ui ubi/cos a

57 3.24 52.85 10 32114 2.52 108.43 24 61192 2.43 189.16 40 97264 2.40 264.12 54 130319 2.40 319.15 64 154

365 2.42 362.08 74 179406 2.46 395.45 76 187429 2.55 404.08 75 191438 2.67 393.50 61 163433 2.86 363.38 61 175401 3.16 305.23 49 155324 3.62 214.63 28 101137 2.91 75.16 2 6

46 3.61 18.93 0 0S 39.25


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zaklk (km)


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wi.sin a i 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


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tanfi tan fi x 7-9wi.sin a i 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

41 1.9 0.444974 8.425168 43.350461270 291.0 817.1489 471.0042


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Year Interval 105

6

Magnitude Intervals 4.5 M


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Risk = Rm = 1- e-(N(M) *D)

N(M) Magnitude 10 50 75 1000.2438 5 91.3 100.0 100.0 100.00.1128 5.5 67.6 99.6 100.0 100.00.0522 6 40.6 92.6 98.0 99.50.0241 6.5 21.4 70.1 83.6 91.00.0112 7 10.6 42.8 56.7 67.20.0052 7.5 5.0 22.7 32.1 40.3

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

5 10 20 40 80alma ola byklk

0.64 0.49 0.37 0.27 0.18

8.2 7.7 7.3 6.7 6.0

-0.051293 -0.105360516 -0.223143551 -0.510825624 -1.609437912-0.00171 -0.003512017 -0.007438118 -0.017027521 -0.05364793

-6.371393 -5.651564709 -4.901137368 -4.072924374 -2.925312386

-2.767061 -2.454443367 -2.128536914 -1.768848581 -1.270447027######## -5.189943322 -4.864036869 -4.504348536 -4.005946982

Figure. Hazard Curve

Poison Probability Distribution

Probability (%) For D (Year)

0102030405060708090

0.10 0.20 0.30 0.40 0.50 0.60 0.70 P r o

b a b

i l i t y o

f E x c e e

d e n c e

( % )

Acceleration (g)

Joyner ve Boore (1981) Attenuation Relationship


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7.3Rjb 20

Vs, 30 800

unspecified faulting mechanism st rike-slip fault reverse-slip fault

Period (s)0.0 0.18 0.17 0.200.2 0.42 0.38 0.45

1.0 0.17 0.16 0.18

bss -0.313 0.999 -1.113brv -0.117 1.17 -1.009ball -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 -0.698

Acceleration (g)

Spectral Acceleration Attenuation Relationship by Boore et al. (1997)

Design Earthquake Magnitude (Mw)

0.000.050.100.15

0.200.250.300.350.400.450.50

0.0 0.2 0.4 0.6 0.8 1.0 1.2

A c c e

l e r a

t i o n

( g )

Period (s)

Spectral Acceleration Attenuation Relationship

unspecifiedfaultingmechanismstrike-slip fault

revers-slip fault


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Va 1396 2118 1406h 5.57 7.02 2.9

-0.-0

-6.-2.-4.

10 10 20 40 80alma olasbyklk

0.64 0.64 0.46 0.32 0.20

8.2 8.2 7.7 7.0 6.2

-0.105361 -0.105360516 -0.223143551 -0.510825624 -1.609437912-0.002107 -0.00210721 -0.004462871 -0.010216512 -0.032188758

-6.16239 -6.162390333 -5.411962992 -4.583749998 -3.43613801-2.676292 -2.676292117 -2.350385664 -1.99069733 -1.492295777######## -4.722921644 -4.397015191 -4.037326857 -3.538925304


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GUMBEL EXTREME VALUES

Seismic Hazard Analysis t (year interval) 7014

YiMagnitude (xi) Occurence Numbers, J J / (t+1) G(M) [-lnG(M)] [log[-lnG(M)]]

4.5 50 0.7042 0.7042 0.3507 -0.45517.0 M


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Xi 77.55Yi -13.2820501Xi^2 438.6525000XiYi -78.0680836(Xi)^2 6014.0025000

0.4342944821.793211066 1.14

ln -0.494996841 62.12

G (M) = exp (- D exp (- M)) PROB= 1 - G(M)

M (MAGNITUDE)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 97.7

7 2.1 19.2 41.3 65.5 88.17.5 1.2 11.3 26.0 45.2 70.0

Gumbel Extreme Values -0.105360516

D (year)

y = -0.495x + 1.7932R = 0.983

-2.0

-1.5

-1.0

-0.5

0.04.0 5.0 6.0 7.0 8.0

F R E Q U E N C Y

MAGNITUDE

MAGNITUDE- FREQUENCY RELATIONS(Recurrence Relationships)


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Probability of

D (year) Exceedence (%) M (magnitude)30 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 40 800.50 0.35 0.24 0.16 0.09

-0.051293294 -0.105360516 -0.223143551 -0.510825624 -1.6094379122.75251E-05 5.65387E-05 0.000119744 0.00027412 0.000863658-10.5004137 -9.780585779 -9.030158439 -8.201945444 -7.054333456

9.2 8.6 7.9 7.2 6.2

Figure. Hazard Curve

0102030405060708090

0.00 0.10 0.20 0.30 0.40 0.50 0.60

P r o b a

b i l i t y o

f E x c e e

d e n c e

( % )

Acceleration (g)

Joyner ve Boore (1981) Attenuation Relationship


123/182


124/182

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

0123456789

10

1 9 0 0

1 9 0 4

1 9 0 8

1 9 1 2

1 9 1 6

1 9 2 0

1 9 2 4

1 9 2 8

1 9 3 2

1 9 3 6

1 9 4 0

1 9 4 4

1 9 4 8

1 9 5 2

1 9 5 6

1 9 6 0

1 9 6 4

1 9 6 8

1 9 7 2

1 9 7 6

1 9 8 0

1 9 8 4

1 9 8 8

1 9 9 2

1 9 9 6

F r e q u e n c y

Year


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Years19001901 119021903 11904 71905190619071908 5

1909 219101911191219131914191519161917 11918 1

1919 11920 11921 1192219231924 11925 11926 21927 11928 3192919301931 1193219331934193519361937 119381939 21940

Numbers of Eartquakes


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1941 3

1942 619431944 319451946194719481949 31950 1

19511952 31953 91954 51955 41956 11957 11958 11959 11960 1196119621963 119641965 2

1966 71967 119681969 31970 21971 11972 31973 11974 119751976 41977 51978 11979 51980 2

19811982 1


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1983 21984 41985 31986 11987 21988 21989 21990 119911992 319931994 619951996 319971998 11999 22000 12001 22002 22003 42004 12005 9


128/182

Magnitude Number Magnitude Number 2.1 200 5.5 2 7.01597E+22 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 M2.7 200 6.1 1 M2.8 200 6.2 1

2.9 200 6.3 1 M3.0 100 6.4 1 M3.1 100 6.5 13.2 100 6.6 1 M3.3 100 6.7 1 M3.4 100 6.8 13.5 100 6.9 1 M3.6 100 7.0 1 M3.7 100 7.1 03.8 100 7.2 03.9 100 7.3 0 Magnitude 74.0 25 7.4 0 Duration (Eartquake)4.1 25 7.5 04.2 25 7.6 04.3 20 7.7 0

4.4 154.5 154.6 144.7 144.8 124.9 125.0 105.1 35.2 25.3 25.4 3

Realesed Total Energy


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MAXIMUM INTENSITY (Io) & MAGNITUDE AND ACCELARATION REL

Maximum Intensity (Io) 8Magnitude (Gutenberg ve Richter, 1956) 6.3

Magnitude (pek) 6.4Magnitude (Tabban ve Genolu) 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) 0.1

Accel. (Wang ve Law, 1994) 0.26Accel. (Wald ve di., 1999) Accel. (Hessberger, 1956)

Accel. (Murphy, 1997) 0.18


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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 Tu

4.2 3.54813E+15 7.09627E+17 3.5E+15 Bolinger (1968) 7.7 between 5,8 and 8.0 (shallow Wo3.8 5.01187E+15 1.00237E+18 5E+15 Bolinger (1968) 7.5 een 5,8 and 8.0 (deep earthqa Wo

7.07946E+15 1.41589E+18 7.1E+15 Douglas ve Ryall (1975) 7.5 bigger than 6,4 N

3.8 1E+16 2E+18 1E+16 Ezen (1981) 7.3 6 ile 8 No5 1.41254E+16 2.82508E+18 1.4E+16 Matsuda (1975) 8.2 -

1.99526E+16 1.99526E+18 2E+16 Patwardan ve di. (1975) 8.4 smaller than 6 4.2 2.81838E+16 2.81838E+18 2.8E+16 Patwardan ve di. (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 Toksz ve di. (1979) 7.3 between 5,9 and 7,9 North 6.9 7.94328E+16 7.94328E+18 7.9E+16 Gndodu (1986) 7.4 - 6.9 1.12202E+17 1.12202E+19 1.1E+17 Wells ve Coppersmith (1994) 7.4 (Strike Slipe)

1.58489E+17 1.58489E+19 1.6E+17 Wells ve Coppersmith (1994) 7.5 (Reverse) 6.9 2.23872E+17 2.23872E+19 2.2E+17 Wells ve Coppersmith (1994) 7.6 (Normal)

3.16228E+17 3.16228E+19 3.2E+17 Wells ve Coppersmith (1994) 7.4 (All Fault Types) 4.46684E+17 4.46684E+19 4.5E+176.30957E+17 1.57739E+19 6.3E+17 Ms (Magnitude) Mw (M8.91251E+17 2.22813E+19 8.9E+17 7.61.25893E+18 3.14731E+19 1.3E+18

1.77828E+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 Tu3.54813E+18 5.3222E+19 3.5E+18 Bolinger (1968) 94.3 between 5,8 and 8.0 (shallow Wo5.01187E+18 7.01662E+19 5E+18 Bolinger (1968) 134.9 een 5,8 and 8.0 (deep earthqa Wo7.07946E+18 9.91124E+19 7.1E+18 Douglas ve Ryall (1975) 162.2 bigger than 6,4 N

1E+19 1.2E+20 1E+19 Ezen (1981) 156.7 6 ile 8 No1.41254E+19 1.69505E+20 1.4E+19 Matsuda (1975) 45.7 - 1.99526E+19 1.99526E+20 2E+19 Patwardan ve di. (1975) 56.0 smaller than 6 2.81838E+19 8.45515E+19 2.8E+19 Patwardan ve di. (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 Toksz ve di. (1979) 203.2 between 5,9 and 7,9 North 7.94328E+19 2.38298E+20 7.9E+19 Gndodu (1986) 161.1 - 1.12202E+20 2.24404E+20 1.1E+20 Wells ve Coppersmith (1994) 118.6 (Strike Slipe) 1.58489E+20 3.16979E+20 1.6E+20 Wells ve Coppersmith (1994) 84.7 (Reverse) 2.23872E+20 2.23872E+20 2.2E+20 Wells ve Coppersmith (1994) 61.7 (Normal)

3.16228E+20 6.32456E+20 3.2E+20 Wells ve Coppersmith (1994) 105.7 (All Fault Types) 4.46684E+20 4.46684E+20 4.5E+20

FAULT RAPTURE & MAGNITUDE RELATION


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6.30957E+20 6.30957E+20 6.3E+208.91251E+20 8.91251E+20 8.9E+201.25893E+21 1.25893E+21 1.3E+21 Ms (Magnitude) Mw (M1.77828E+21 1.77828E+21 1.8E+21 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 Regio7.07946E+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 Nort

1.99526E+22 1.99526E+22 2E+22 Matsuda (1975) 3.6 - 0 0 2.8E+22 Nikonow (1978) 2.6 6 and 8,5 0 0 4E+22 Gndodu (1986) 3.3 - 0 0 5.6E+22 Wells ve Coppersmith (1994) 6.3 (Strike Slipe) W0 0 7.9E+22 Wells ve Coppersmith (1994) 2.3 (Reverse) W

0 0 1.1E+23 Wells ve Coppersmith (1994) 7.3 (Normal) 0 0 1.6E+23 1.45E+23 Wells ve Coppersmith (1994) 5.9 (All Fault Types) W0 0 2.2E+23

5

Researcher Magnitude Conditions ReChinery (1969) 7.8 between 3,4 and 8,3

Chinery (1969) 7.8 bigger than 6,4 Ezen (1981) 7.9 6 and 8 Nort

Matsuda (1975) 7.8 - Nikonow (1978) 7.9 6 and 8,5

Gndodu (1986) 7.9 - Wells ve Coppersmith (1994) 7.4 (Strike Slipe) WWells ve Coppersmith (1994) 6.8 (Reverse) WWells ve Coppersmith (1994) 7.1 (Normal) Wells ve Coppersmith (1994) 7.2 (All Fault Types) W

Displacement(m)

DISPLACEMENT (max) & MAGNITUDE RELATION

Displacement(m)


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135/182


136/182

Magnitude TypeMsMsMsMs

MsMsMsMsMsMsMsMwMwMwMw

Magnitude TypeMsMsMsMsMsMsMsMsMsMsMsMwMwMw

Mw


137/182

Magnitude TypeMsMsMs

MsMsMsMwMwMwMw

Magnitude TypeMsMsMsMsMsMsMwMwMwMw


138/182

M ( m a g n

i t u d e

)

,

E p

i c e n

t r a l

D i s t a n c e

U z a

k l k ( k

H , f

o c a

l d e p t h

( k m

)

E s

t e v a

( 1 9 7 0 )

D a v e n p o r t

( 1 9 7 2 )

D o n o v a n

( 1 9 7 3 a )

E s

t e v a a n

d V i l l a v e r

d e

( 1 9 7 3 )

D o n a v a n

( 1 9 7 3 b )

D o n a v a n

( 1 9 7 3 c

)

M c

G u

i e r

( 1 9 7 4 )

O r p

h a

l a n

d L a h o u

d ( 1 9 7 4 )

S h a

h e

t a

l . ( 1 9 7 3 )

O l i v i e r a

( 1 9 7 4 )

K a

t a y a m a

E s

t e v a e

t a l .

( 1 9 7 8 )

J o y n e r a n

d B o o r e

( 1 9 8 1 )

C a m p

b e

l l ( 1 9 8 1 a

)

7.6 25 15 0.19 0.48 0.36 0.52 0.24 0.25 0.35 0.96 0.47 0.19 0.35 0.28 0.45 0.207.6 30 15 0.16 0.38 0.32 0.46 0.21 0.23 0.31 0.80 0.41 0.16 0.31 0.21 0.37 0.187.6 35 15 0.14 0.31 0.28 0.41 0.19 0.21 0.28 0.68 0.37 0.14 0.28 0.16 0.31 0.167.6 40 15 0.12 0.26 0.25 0.36 0.17 0.19 0.26 0.58 0.33 0.12 0.25 0.13 0.26 0.157.6 45 15 0.10 0.22 0.23 0.33 0.15 0.17 0.24 0.51 0.29 0.10 0.22 0.11 0.23 0.137.6 50 15 0.09 0.19 0.21 0.29 0.14 0.16 0.22 0.45 0.26 0.09 0.20 0.09 0.20 0.127.6 55 15 0.08 0.16 0.19 0.26 0.13 0.15 0.20 0.40 0.24 0.08 0.18 0.08 0.18 0.117.6 60 15 0.07 0.14 0.17 0.24 0.12 0.14 0.19 0.36 0.21 0.07 0.17 0.07 0.16 0.117.6 65 15 0.07 0.12 0.16 0.22 0.11 0.13 0.17 0.33 0.20 0.06 0.15 0.06 0.14 0.107.6 70 15 0.06 0.11 0.14 0.20 0.10 0.12 0.16 0.30 0.18 0.06 0.14 0.05 0.13 0.097.6 75 15 0.05 0.10 0.13 0.18 0.09 0.11 0.15 0.27 0.16 0.05 0.13 0.05 0.12 0.097.6 80 15 0.05 0.09 0.12 0.17 0.09 0.10 0.14 0.25 0.15 0.05 0.12 0.04 0.11 0.087.6 85 15 0.04 0.08 0.11 0.16 0.08 0.10 0.14 0.23 0.14 0.04 0.11 0.04 0.10 0.087.6 90 15 0.04 0.07 0.11 0.14 0.07 0.09 0.13 0.22 0.13 0.04 0.11 0.04 0.09 0.077.6 95 15 0.04 0.07 0.10 0.13 0.07 0.09 0.12 0.20 0.12 0.04 0.10 0.03 0.08 0.077.6 100 15 0.03 0.06 0.09 0.13 0.07 0.08 0.12 0.19 0.11 0.03 0.09 0.03 0.08 0.077.6 105 15 0.03 0.06 0.09 0.12 0.06 0.08 0.11 0.18 0.10 0.03 0.09 0.03 0.07 0.067.6 110 15 0.03 0.05 0.08 0.11 0.06 0.08 0.10 0.17 0.10 0.03 0.08 0.03 0.06 0.06

7.6 115 15 0.03 0.05 0.08 0.10 0.06 0.07 0.10 0.16 0.09 0.03 0.08 0.02 0.06 0.067.6 120 15 0.03 0.05 0.07 0.10 0.05 0.07 0.10 0.15 0.09 0.03 0.07 0.02 0.06 0.067.6 125 15 0.02 0.04 0.07 0.09 0.05 0.07 0.09 0.14 0.08 0.02 0.07 0.02 0.05 0.057.6 130 15 0.02 0.04 0.07 0.09 0.05 0.06 0.09 0.14 0.08 0.02 0.07 0.02 0.05 0.057.6 135 15 0.02 0.04 0.06 0.08 0.05 0.06 0.08 0.13 0.07 0.02 0.06 0.02 0.05 0.057.6 140 15 0.02 0.04 0.06 0.08 0.04 0.06 0.08 0.12 0.07 0.02 0.06 0.02 0.04 0.057.6 145 15 0.02 0.03 0.06 0.07 0.04 0.06 0.08 0.12 0.06 0.02 0.06 0.02 0.04 0.057.6 150 15 0.02 0.03 0.06 0.07 0.04 0.05 0.07 0.11 0.06 0.02 0.06 0.02 0.04 0.057.6 155 15 0.02 0.03 0.05 0.07 0.04 0.05 0.07 0.11 0.06 0.02 0.05 0.02 0.04 0.047.6 160 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 0.03 0.047.6 165 15 0.02 0.03 0.05 0.06 0.04 0.05 0.07 0.10 0.05 0.01 0.05 0.01 0.03 0.047.6 170 15 0.01 0.03 0.05 0.06 0.03 0.05 0.07 0.10 0.05 0.01 0.05 0.01 0.03 0.047.6 175 15 0.01 0.03 0.04 0.05 0.03 0.05 0.06 0.09 0.05 0.01 0.05 0.01 0.03 0.047.6 180 15 0.01 0.02 0.04 0.05 0.03 0.04 0.06 0.09 0.05 0.01 0.04 0.01 0.03 0.047.6 185 15 0.01 0.02 0.04 0.05 0.03 0.04 0.06 0.09 0.04 0.01 0.04 0.01 0.02 0.047.6 190 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 0.02 0.047.6 195 15 0.01 0.02 0.04 0.04 0.03 0.04 0.06 0.08 0.04 0.01 0.04 0.01 0.02 0.037.6 200 15 0.01 0.02 0.04 0.04 0.03 0.04 0.05 0.08 0.04 0.01 0.04 0.01 0.02 0.037.6 205 15 0.01 0.02 0.04 0.04 0.03 0.04 0.05 0.08 0.04 0.01 0.04 0.01 0.02 0.03

ACCELERATION ATTENUATION RELATIONSHIPS


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C a m p

b e

l l ( 1 9 8 1 b )

N e w m a r k a n d

R o s e

b l u e

t h ( 1 9 7 1

K a n a

i ( 1 9 6 6 )

E s

t e v a a n

d R o s e

b l u e

t h ( 1 9 6 4 )

F u

k i s

h i m a e t a l . (

1 9 8 8 )

A b r a

h a m s o n a n

d L i t e

h i s e r

( 1 9 8

C a m p

b e

l ( 1 9 9 7 )

A v e r a g e

R ,

O d a

k t a n

U z a

k l k ( k m

)

0.20 0.31 0.44 0.37 0.30 0.28 0.50 0.36 29.20.18 0.25 0.37 0.31 0.27 0.26 0.45 0.31 33.50.16 0.21 0.31 0.26 0.25 0.23 0.41 0.27 38.10.14 0.17 0.27 0.23 0.23 0.21 0.38 0.24 42.70.13 0.15 0.23 0.20 0.21 0.20 0.35 0.21 47.40.12 0.13 0.20 0.17 0.19 0.18 0.32 0.19 52.20.11 0.11 0.18 0.15 0.17 0.17 0.30 0.17 57.00.10 0.10 0.16 0.13 0.16 0.16 0.28 0.16 61.80.09 0.08 0.14 0.12 0.15 0.15 0.27 0.14 66.70.08 0.08 0.13 0.11 0.13 0.14 0.25 0.13 71.60.08 0.07 0.12 0.10 0.12 0.14 0.24 0.12 76.50.07 0.06 0.11 0.09 0.11 0.13 0.23 0.11 81.40.07 0.05 0.10 0.08 0.11 0.12 0.22 0.10 86.30.06 0.05 0.09 0.07 0.10 0.12 0.21 0.10 91.20.06 0.05 0.09 0.07 0.09 0.11 0.20 0.09 96.20.05 0.04 0.08 0.06 0.08 0.11 0.19 0.09 101.10.05 0.04 0.07 0.06 0.08 0.10 0.18 0.08 106.10.05 0.03 0.07 0.05 0.07 0.10 0.18 0.08 111.0

0.05 0.03 0.06 0.05 0.07 0.10 0.17 0.07 116.00.04 0.03 0.06 0.04 0.06 0.09 0.16 0.07 120.90.04 0.03 0.06 0.04 0.06 0.09 0.16 0.06 125.90.04 0.03 0.05 0.04 0.06 0.09 0.15 0.06 130.90.04 0.02 0.05 0.04 0.05 0.09 0.15 0.06 135.80.04 0.02 0.05 0.03 0.05 0.08 0.15 0.06 140.80.03 0.02 0.05 0.03 0.05 0.08 0.14 0.05 145.80.03 0.02 0.04 0.03 0.04 0.08 0.14 0.05 150.70.03 0.02 0.04 0.03 0.04 0.08 0.13 0.05 155.70.03 0.02 0.04 0.03 0.04 0.07 0.13 0.05 160.70.03 0.02 0.04 0.03 0.04 0.07 0.13 0.05 165.70.03 0.02 0.04 0.02 0.03 0.07 0.13 0.04 170.70.03 0.02 0.03 0.02 0.03 0.07 0.12 0.04 175.60.02 0.01 0.03 0.02 0.03 0.07 0.12 0.04 180.60.02 0.01 0.03 0.02 0.03 0.07 0.12 0.04 185.60.02 0.01 0.03 0.02 0.03 0.06 0.11 0.04 190.60.02 0.01 0.03 0.02 0.02 0.06 0.11 0.04 195.60.02 0.01 0.03 0.02 0.02 0.06 0.11 0.03 200.60.02 0.01 0.03 0.02 0.02 0.06 0.11 0.03 205.5


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M (magnitude) 7.6

0.0

0.2

0.4

0.6

0.8

1.0

1.2

25 40 55 70 85 100 115 130 145 160 175 190 205

A c c e l e r a t

i o n

( g )

Epicentral Distance (km)

Esteva (1970)

Davenport (1972)

Donovan (1973a)

Esteva and Villaverde (197

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 (1

Kanai (1966)

Esteva ve Roseblueth (196

Fukishima et al. (1988)

Abrahamson ve Liehiser (1

Campbell (1997)


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)

71)

)

89)


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M 7.4 7.4 25 25 T Accel. (cm/sn 2) Displace. (cm) Vel.(cm/sn)h1 15 0.1 2391 0.60 38h2 35 0.15 1629 0.92 39

1 1.8 0.2 1265 1.27 40VS1 300 0.25 1071 1.68 422 2.1 0.3 979 2.21 47

VS2 600 0.35 989 3.04 550.43 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 6.97 271.65 105 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 10.48 272.5 68 10.69 27

Earthquake & Soil Interaction

ACCELERATION / VELEOCITY / DISPLACEMENT SPECTRA


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II. ApproachKawashima et al. (1984) Appraoch

M Epicentral Distance Period Accl. (S 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

200

400

600

800

1000

1200

0 0.5 1 1.5 2 2.5 3 3.5

A c c e

l e r a

t i o n

( c m

/ s n 2

)

Period (s)

Acceleration Spectra for different kind of Soils

Acceleration (Stiff Soil)

Acceleration (Medium Soil)

Acceleration (Loose Soil)


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III. Approach

Mw 7.3Rjb 25

Vs, 30 250

Mechanism StrikeUncertain Slipe Fault

Period0.0 0.24 0.220.2 0.49 0.441.0 0.31 0.30

bss -0.313 0.999 -1.113brv -0.117 1.17 -1.009ball -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

0.270.530.34

Acceleration (g)Reverse Fault

Acceleration Estimation by Boore et al. (1997) Approach

0.00

0.10

0.20

0.30

0.400.50

0.60

0.0 0.2 0.4 0.6 0.8 1.0 1.2

A c c e

l e r a

t i o n

( g )

Period (s)

Acceleration Spectrum

MechamismUncertain

Strike SlipeFault

Reverse Fault


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0.00

2.00

4.00

6.00

8.00

10.00

12.00

0 0.5 1 1.5 2 2.5 3

D i s p

l a c e m e n

t ( c m

)

T period (sn)

Soil Displacement Spectrum

0

500

1000

1500

2000

2500

3000

0 0.5 1 1.5 2 2.5 3

A c c e

l e r a

t i o n

( c m

/ s n 2

)

Period (sn)

Soil Acceleraton Spectrum


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izelge. Kawashima ve di. (1984) Yaklam iin katsaylar

c Sert Zemin Orta Zemin Yumuak 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


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0

10

20

30

40

50

60

70

80

90

0 0.5 1 1.5 2 2.5 3

V e

l o c i

t y ( m / s n

)

Period (sn)

Soil Velocity Spectrum


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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


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Amplification Analysis (for two layers) IIh1 30vs1 140

1 1.7vs2 600

2 2.1To 0.86

3.140.19

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 4.58

0.9 4.931 3.461.1 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 1.24

2.2 1.212.3 1.192.4 1.172.5 1.16

0.001.002.003.004.005.006.00

0 0.5 1 1.5 2 2.5 3

R e l a t i v e

A m p

l i f i c a t

i o n

Period (sn)

Amplification Spectrum (Two Layers)


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Amplification Analysis (Damped Soil) III

h1 30vs1 140

Damping 0.23.14

To 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 3.24

1 2.861.1 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 1.19

2.4 1.172.5 1.16

0.000.501.001.502.002.503.003.50

0 0.5 1 1.5 2 2.5 3

R e

l a t i v e

A m p

l i f i c a

t i o n

Period (s)

Amplification Spectrum (Damped Soil)


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Amplification (Undamped Soil) IV

h1 30vs1 140

Tz 0.863.14

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 2.30

1.3 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

0.002.004.006.008.00

10.0012.0014.00

0 0.5 1 1.5 2 2.5 3 R e

l a t i v e

A m p

l i f i c a

t i o n

Period (s)

Amplification Spectrum (Undamped Soil)


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0

5

10

15

20

25

30

35

750 760 770 780 790 800 810

Shear Modulus, G max (kg/cm 2)

D e p

t h ( m )


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0

5

10

15

20

25

30

35

0 50 100 150 200 250

D e p

t h ( m )

Shear Wave (Vs) Velocity, m/s


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Depth (m) Gmax Sear Wave Velocity ( Density (gr/cm 3)

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 1.9

12.3 760 200 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


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G.W.L 1 M 7.2

MSF 1.1101602 0.4

D e p

t h

( g r / c m

3 )

F N =

F i n e

C o n

t

v ( k P a

)

v ' ( k P a

)

S I T K ( m )

r d C S R ( D )

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 0.409

16.8 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

Data Acceleration, a (g)


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YalovaSK1

D e p

t h

V s ( f

i e l d ) m

/ s

C V

V s 1 , m

/ s

V s 1 c

C R R

( z )

S F

L p ( V

s 1 ' d e n

)

L p G r u

b u

S v l a m a

D z e y

i

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 SV

19.8 120 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

Seismic Point:Seismic Site

Figure 1. CSR - Vs Relationships (Andrus and Stok

Liquefaction Anaysis by Shear Wave Velocity


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YalovaS1

D e p t

h

S P T ( f i e l d )

C N

C B

C S

C R

N 1 ( 6 0 )

C R R ( Z )

S F P

L ( % )

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 100

19.8 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

Boring SiteBoring Point

Figure 2. CRR - N1 (60) Relationships

Liquefaction Analysis by SPT Data


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Iwasaki et al. (1978) ApproachD50, Fine Content (FC), SPT (N) value

R3R1 R2 (a) R2(b) R2( c ) R2 R3(a) R3(b) R3

Soil Earthq. 0.41085 0.19 0.1224153 -0.05 0.12242 0 0 0.0Depth D50 R L GK 0.38689 0.19 -0.0348529 -0.05 -0.03485 0 0 0.0

1.8 0.1 4 20 0.5 0.5 1.0 0.36668 0.19 -0.0348529 -0.05 -0.03485 0 0 0.03.3 0.5 4 20 0.4 0.7 0.5 0.34934 0.19 -0.0348529 -0.05 -0.03485 0 0 0.04.8 0.5 4 20 0.3 0.7 0.5 0.33425 0.19 -0.0348529 -0.05 -0.03485 0 0 0.06.3 0.5 4 20 0.3 0.7 0.4 0.32096 0.19 -0.0348529 -0.05 -0.03485 0 0 0.07.8 0.5 4 20 0.3 0.7 0.4 0.30914 0.19 -0.0348529 -0.05 -0.03485 0 0 0.09.3 0.5 4 20 0.3 0.7 0.4 0.29853 0.19 -0.0348529 -0.05 -0.03485 0 0 0.0

10.8 0.5 4 20 0.3 0.7 0.4 0.28895 0.19 -0.0348529 -0.05 -0.03485 0 0 0.012.3 0.5 4 20 0.3 0.7 0.4 0.28023 0.19 -0.0348529 -0.05 -0.03485 0 0 0.013.8 0.5 4 20 0.3 0.7 0.4 0.27226 0.19 -0.0348529 -0.05 -0.03485 0 0 0.015.3 0.5 4 20 0.2 0.6 0.4 0.26493 0.19 -0.0348529 -0.05 -0.03485 0 0 0.016.8 0.5 4 20 0.2 0.6 0.4 0.25817 0.19 -0.0348529 -0.05 -0.03485 0 0 0.018.3 0.5 4 20 0.2 0.6 0.4 0.25189 0.19 -0.0348529 -0.05 -0.03485 0 0 0.019.8 0.5 4 20 0.2 0.5 0.421.3 0.5 4 20 0.2 0.5 0.4

M 7.20.40

Factors

F N

S P T ( f i e l d )

vme, a (g olarak)

R2


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LIQUEFACTION ANALYSIS BY RELATIVE DENSITY

Accl. (g) 0.2Dr (%) 0.5

Figure 3. Liquefaction risk by relative density and acceleration(Tezcan ve Teri, 1996)

Sample 1

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

0.1 0.15 0.2 0.25 0.3

D r

( R e l a t

i v e

D e n s i

t y ) %

Acceleration (g)

Acceleration - Relative Density (%) Relationships

(Medium Risk)

(No Risk)

(Higher Risk)


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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 SE AYRINTI ALIMALAR GEREKR


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SPT Vs

D e p

t h ( m )

S F

1.8 0.703.3 0.58 0.224.8 0.46 0.186.3 0.40 0.157.8 0.36 0.139.3 0.33 0.12

10.8 0.32 0.1212.3 0.31 0.1113.8 0.32 0.1115.3 0.32 0.12

16.8 0.33 0.1218.3 0.34 0.1219.8 0.35 0.12

21.3 0.35 0.12

VARIATION OF SAFETY FACTOR (SF) WITH DEPTH

S F

-25

-20

-15

-10

-5

00.00 0.20 0.40 0.60 0.80 1.00 1.20

D e p

t h ( m )

SFSafety Factor (SF) & Depth

SPT DataSafety Factor BoundaryVs Data


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Andrus andStokoe (1999)

(N1)6010

Vs1 159 m/s

Vs1159 m/sn

(N1)60 10


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Estimation of treshold acceleration by shear wave velocity by Dobry ve di. (1981) approach

200 m/sn3 m

0.80.0001

0.11 g0.18 g0.30 g

SF 0.6Liquafaction

Expected Acceleration ( a max)

Vsz

G/Gmax

Treshold Acceleration Value ( a t)Unite Shear Deformation

Design Acceleration ( a d)


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Sample A

Grain Size(mm)

PercentangeFiner (%)

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 1.20.063 0.8

EVALUATION OF MAXIMUM AREA FOR LIQUEFACTION

GRAIN SIZE DISTRIBUTION & LIQUEFACTION

Figure 4. Liquefaction supectibility & grain size relationships (Shanon and Wilson et al., 1971)

# 4

# 1 0

# 4 0

# 1 0 0

# 2 0 0

00.010.1110100

Grain Size (mm)

Liquafection lower limit

Liquefaction upper limit

Sample A

Liquefable Area


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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)

D (km) 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 Limit66.4 Medium26.4 Lower Limit


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Symbols/ Abreviationsv =overburden presurev' =efective overburden presure

SITK = tickness of saturated soil layer (m)D = Depth of Analysis (m)FC =Fine ContentG.W.L. = Ground Water Level (m)

= Unit weigthM = Magnitude of design earthquakeAcceleration (a ) = acceleration of design earthquake (g)SPT fields = SPT(N) value in the fieldN1(60) = corrected SPT (N) valueVs (field) = shear wave velocity in the fieldVs1 = overburden stress corrected shear wave velocityrd =Stres reduction factor CN ve CV = for SPT(N) and Vs, efective presure correction facotor CB, CS and C for SPTN (N), respectively Borehole Diameter, Sampling Method and Road Length corCSR and CRR = Cyclic Stress Ratio and Cyclic Resistance Ratio

MSF = Magnitude Scaling Factor Dr (% ) = 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

Not: Bu programda (1) eer su ieren tabaka kalnl sfrsa svlama olmayacandan otomatik olarak GK=2 alnmaktadr.(2) Teorik olarak N1(60) deeri 30'dan, SPT (Arazi) deeri 50'den ve Vs1 deeri de vs1c (maksimum 220 m/sn)den byk deerlProgram bu deerden byk deerler iin, SY (Svlama Yok) ifadesi vermektedir.


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tors


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These programs were prepared by Assist. Prof. Dr Ferhat ZEPE mail :

Web page: www.istanbul.edu.tr /eng/jfm/ozcep

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