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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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