mekanika tanah - atterberg
TRANSCRIPT
QUIZ!
Dalam keadaan asli, suatu tanah basah mempunyai volume = 0,41 ft3 Dan Berat 42,02 lb. Setelah dikeringkan dalam oven, berat tanah kering Adalah 37,58 lb. Apabila Gs = 2,69 . Berat Volume air 62,4 lb/ft3 . Hitung Kadar air, Berat Volume, Berat Volume Kering, angka pori, porositas danDerajat Kejenuhan.
2
4. Atterberg Limits and
Consistency Indices
3
Batas Atterberg • Kehadiran air dalam tanah berbutir halus dapat berpengaruh secara
berarti terhadap perilaku keteknikan dari tanah, sehingga kita membutuhkan index acuan untuk menjelaskan pengaruhnya.
(Holtz and Kovacs, 1981)
In percentage
4
Atterberg Limits (Lanjutan)
Batas Cair, LL
Cair
Batas Plastis, PL
Plastis
Batas Susut, SL
Semi Padat
Padat
Tanah Kering
Campuran tanah dan air
Kada
r air
mei
ngka
t
5
4.2 Liquid Limit-LL
Cone Penetrometer Method
(BS 1377: Part 2: 1990:4.3)•This method is developed by the
Transport and Road Research Laboratory, UK.
•Multipoint test
•One-point test
Casagrande Method
(ASTM D4318-95a)•Professor Casagrande standardized
the test and developed the liquid limit device.
•Multipoint test
•One-point test
6
4.2 Liquid Limit-LL (Cont.)
Dynamic shear test• Shear strength is about 1.7 ~2.0 kPa.
• Pore water suction is about 6.0 kPa. (review by Head, 1992; Mitchell, 1993).
Particle sizes and water•Passing No.40 Sieve (0.425 mm).
•Using deionized water.
The type and amount of cations can significantly affect the measured results.
7
4.2.1 Casagrande Method
N=25 blows
Closing distance = 12.7mm (0.5 in)
(Holtz and Kovacs, 1981)
•Device
The water content, in percentage, required to close a distance of 0.5 in (12.7mm) along the bottom of the groove after 25 blows is defined as the liquid limit
8
4.2.1 Casagrande Method (Cont.)
.log
)(/log
,12
21
contNIw
valuepositiveachooseNN
wwIindexFlow
F
F
N
w
•Multipoint Method
Das, 1998
9
4.2.1 Casagrande Method (Cont.)•One-point Method
• Assume a constant slope of the flow curve.
• The slope is a statistical result of 767 liquid limit tests.
Limitations:
• The is an empirical coefficient, so it is not always 0.121.
• Good results can be obtained only for the blow number around 20 to 30.
121.0tan
25
tan
contentmoistureingcorrespondw
blowsofnumberN
NwLL
n
n
10
4.2.2 Cone Penetrometer Method•Device
(Head, 1992)
This method is developed by the Transport and Road Research Laboratory.
11
4.2.2 Cone Penetrometer Method (Cont.)•Multipoint Method
Water content w%
Pene
trati
on o
f con
e (m
m)
20 mm
LL
12
4.2.2 Cone Penetrometer Method (Cont.)
44094.140LL,094.1Factor
%,40w,mm15depthnPenetratio
(Review by Head, 1992)
•One-point Method (an empirical relation)
Example:
13
4.2.3 Comparison
Littleton and Farmilo, 1977 (from Head, 1992)
A good correlation between the two methods can be observed as the LL is less than 100.
14
4.3 Plastic Limit-PL
The plastic limit PL is defined as the water content at which a soil thread with 3.2 mm diameter just crumbles.
ASTM D4318-95a, BS1377: Part 2:1990:5.3
(Holtz and Kovacs, 1981)
15
4.4 Shrinkage Limit-SL
Definition of shrinkage limit:
The water content at which the soil volume ceases to change is defined as the shrinkage limit.
(Das, 1998)
SL
16
4.4 Shrinkage Limit-SL (Cont.)
(Das, 1998)
Soil volume: Vi
Soil mass: M1
Soil volume: Vf
Soil mass: M2
)100)((M
VV)100(
M
MM
(%)w(%)wSL
w2
fi
2
21
i
17
4.5 Typical Values of Atterberg Limits
(Mitchell, 1993)
18
4.6 Indices•Plasticity index PI For describing the range of water content over which a soil was plasticPI = LL – PL
•Liquidity index LI For scaling the natural water content of a soil sample to the Limits.
contentwatertheiswPLLL
PLw
PI
PLwLI
LI <0 (A), brittle fracture if sheared0<LI<1 (B), plastic solid if sheared LI >1 (C), viscous liquid if sheared
Liquid Limit, LL
Liquid State
Plastic Limit, PL
Plastic State
Shrinkage Limit, SL
Semisolid State
Solid State
PI
A
B
C
19
4.6 Indices (Cont.)
•Sensitivity St (for clays)
strengthshearUnconfined
)disturbed(Strength
)dundisturbe(StrengthSt
(Holtz and Kavocs, 1981)
Clay particl
e
Water
w > LL
20
4.6 Indices (Cont.)•Activity A (Skempton, 1953)
mm002.0:fractionclay
)weight(fractionclay%
PIA
Normal clays: 0.75<A<1.25Inactive clays: A<0.75Active clays: A> 1.25High activity:•large volume change when wetted•Large shrinkage when dried•Very reactive (chemically)
•Purpose
Both the type and amount of clay in soils will affect the Atterberg limits. This index is aimed to separate them.
Mitchell, 1993
21
• Soil classification (the next topic)
• The Atterberg limits are usually correlated with some engineering properties such as the permeability, compressibility, shear strength, and others.- In general, clays with high plasticity have lower permeability, and they are
difficult to be compacted.- The values of SL can be used as a criterion to assess and prevent the
excessive cracking of clay liners in the reservoir embankment or canal.
4.7 Engineering Applications
- The Atterberg limit enable clay soils to be classified.
22
8. ReferencesMain References:Das, B.M. (1998). Principles of Geotechnical Engineering, 4th edition, PWS Publishing
Company. (Chapter 2)Holtz, R.D. and Kovacs, W.D. (1981). An Introduction to Geotechnical Engineering, Prentice
Hall. (Chapter 1 and 2)Others:Head, K. H. (1992). Manual of Soil Laboratory Testing, Volume 1: Soil Classification and
Compaction Test, 2nd edition, John Wiley and Sons.Ifran, T. Y. (1996). Mineralogy, Fabric Properties and Classification of Weathered Granites in
Hong Kong, Quarterly Journal of Engineering Geology, vol. 29, pp. 5-35. Lambe, T.W. (1991). Soil Testing for Engineers, BiTech Publishers Ltd.Mitchell, J.K. (1993). Fundamentals of Soil Behavior, 2nd edition, John Wiley & Sons.
Latihan 1Banyak pukulan Kadar air (%)
15 42,0
20 40,8
28 39,1
Uji batas plastis Kadar air = 18,7
a. Gambar Kurva aliran hasil uji batas cairb. Berapa index Plastisitas tanah?
Latihan 2Banyak pukulan Kadar air (%)
17 42,1
22 38,2
27 36,2
32 34,1
Uji batas plastis Kadar air = 18,7
a. Gambar Kurva aliran hasil uji batas cairb. Berapa index Plastisitas tanah?
Latihan 3Percobaan Batas Cair tanah berbutir halus menggunakan cone penetrometer dengan hasil sebagai berikutCone Penetration (mm) 15.9 17.7 19.1 20.3 21.5
Moisture Content (%) 32.6 42.9 51.6 59.8 66.2
Dalam Uji Batas plastis tanah batas plastis 25%Tentukan Index Plastisitasnya!
Latihan 4Percobaan Batas Cair tanah berbutir halus menggunakan cone penetrometer dengan hasil sebagai berikutCone Penetration (mm) 15.2 17.3 18.9 21.1 22.8
Moisture Content (%) 33.4 42.6 49.2 59.4 66.8
Dalam Uji Batas plastis tanah batas plastis 33%Tentukan Index Plastisitasnya!