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CH : CLAYCL : SILTY CLAY/SANDY CLAY

SM : SILTY SAND

OH : ORGANIC CLAY

SC : CLAYEY SAND

ML : SANDY SILTMH : SILT

GP : GRAVELLY SAND

SW : SAND

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Konsistensi tanah clay

Consistency N70 Remarks

Very soft 0-2 Squishes between fingers when squeezed

Soft 3-5 Very easily deformed by squeezing

Medium

NC

Young

clay

6-9

Stiff 10-16 Hard to deform by hand squeezing

Very stiff 17-30 Very hard to deform by hand

Hard increasing

OCR

Aged/

cemented

> 30 Nearly impossible to deform by hand

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Korelasi kuat geser untuk tanah sand

Description Very Loose Loose Medium Dense Very dense

Dr 0 0.15 0.35 0.65 0.85

SPT N70Fine 1-2 3-6 7-15 16-30 ?

Medium 2-3 4-7 8-20 21-40 > 40

Coarse 3-6 5-9 10-25 26-45 > 45

Fine 26-28 28-30 30-34 33-38

Medium 27-28 30-32 32-36 36-42 < 50

Coarse 28-30 30-34 33-40 40-50

wet(kN/m3) 11-16 14-18 17-20 17-22 20-23

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Moduluss Youngs dan Poisson Ratiountuk berbagai jenis tanah

Parameter Kekakuan dan Deformasi

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Korelasi kuat geser untuk tanah clay

Korelasi Data SPT

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Relationship between Cohesion and N-Value (Cohesive soil)

2/3 N

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Relationship between Angle of Internal Friction and N-Value(Sandy Soil)

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Faktor Koreksi N SPT Lapangan seusai dengan Metoda

Pelaksanaan Test:

Countr

Hammer

TypeHammer Release Estimated RodEnergy (%)

Correction Factor fo r60% Rod Energy

Donut Free Fall 78 78/60 = 1.30

Japan Donut Rope an Pulley withspecial throw release

67 67/60 = 1.12

Safety Rope and Pulley 60 60/60 = 1.00US Donut Rope and Pulley 45 45/60 = 0.75

Argentina Donut Rope and Pulley 45 45/60 = 0.75

Safety Rope and Pulley 60 60/60 = 1.00US Donut Rope and Pulley 45 45/60 = 0.75

Argentina Donut Rope and Pulley 45 45/60 = 0.75Donut Free Fall 60 60/60 = 1.00

China Donut Rope and Pulley 50 50/60 = 0.83

Harga N free fall tidak perlu dikoreksi krn menjadi standard

Harga N rope and pulley harus dikalikan dengan 0.70

K l D d

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Klasifikasi jenis tanah dari hasil sondir

Korelasi Data Sondir

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Korelasi kuat geser tanah dari hasil sondir

Clay

20/

15cc

u qdsqc =

VERT

ICAL

EFFECTIVES

TRESS,

,bars

CONE BEARING, q , bars

'vo

c

Sand

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Parameter Kekakuan dan Deformasi

(after Jamiolkowski et al)Overconsolidation Ratio

PI>50

30

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Cc vs qc

0 5 10 15 20 25 30 35 40

0.0

0.1

0.2

0.3

0.4

0.5

1

2

3

4

5

6

CC

static cone resistance q in barc

Cc vs. qc(G. Sanglerat, 1972)

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Cv vs LL

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Daya dukung pasir

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Soil friction angle, (deg)

01

2

8

4

6

10

10

and

400

80

20

60

40

100

200

800

600

1000

20 30 40 45

(Meyerhof, 1976)

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CONE BEARING, q , barsc

HORIZONTALEFFECTIVE

STRESS,

,bars

Ho

'

VE

RTICALEFFEC

TIVE

STRESS

,

,barsFOR

k

=0.4

5

vo'

o

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CONE BEARING, q , barsc

VERTICALEFFECTIV

E

STRESS,

,bars

'

vo

b N bl /f t (1 b 100 kP )

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q , bars ; N, blows/foot (1 bar = 100 kPa)c

MEAN GRAIN SIZE, D , mm50

RATIO

,q

/N

c

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APPLIED SHEAR STRESS RATIO /cun

Eu

uc

No. DESCRIPTION cu/p'

1. PortsmouthCL Clay PI = 15st - 10 LL = 35

.20

2. Boston CL ClayLL = 41 PI = 22 .20

3. Bangkok CHClay LL = 65 PI = 41 .27

4. Maine CH OH

Clay LL = 65 PI = 38 .29

LL = 71 PI = 405. AGS CH Clay

.26

6. Atchafalaya

LL = 95 PI = 75CH Clay .24

Peat w = 500%7. Tailor River

_

- CK U simple shear tests

- All soil normally consolidated

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FOR CLASSIFICATION OF FINE-GRAINED SOILS AND FINE-GRAINEDFRACTION OF COARSE-GRAINED SOILS

CL-ML ML or OL

MH or OH

CLorO

L

CLorO

L

"A"-lin

e

"U"

-line

(ap

proxim

ateup

perl

imitforn

atur

alsoils)

Equation of "A"-lineHorozontal at PI = 4 to LL = 25.5,then PI = 0.73 (LL-20)

Vertical at LL = 16 to PI = 7,then PI = 0.9 (LL-8)

Equation of "U"-line

Liquid Limit (LL)

Plast

icity

In

dex

(P

I)

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Plasticity Index

Ang

lo

ofs

he

ar

ing

res

ist

ance

-degrees

True angle of internal friction r

Drained sheard

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Angle of shearing resistance,

Relative density

Very dense

Dense

Medium dense

Loose

Very loose

SPTN-valu

e(blows/3

00mm)

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U

ndrainedsh

earstrengt

h-kN/m

SPT N-value - blows/300 mm

2

CL

CH

SC-ML

Terzaghi and pack

Sowers

Soil groups refer to

Unified system

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