YULVI ZAIKA SOIL GRADATIONSIEVE ANALYSES AND HIDROMETER SOIL PLASTICITY SOIL STRUCTURE SOIL STRUCTURE SOIL CLASIFICATION PURPOSE To classified the soil into a group according to the soil behavior ID: 559766
Download Presentation The PPT/PDF document "SOIL CHARACTERISTIC II" is the property of its rightful owner. Permission is granted to download and print the materials on this web site for personal, non-commercial use only, and to display it on your personal computer provided you do not modify the materials and that you retain all copyright notices contained in the materials. By downloading content from our website, you accept the terms of this agreement.
Slide1
SOIL CHARACTERISTIC II
YULVI ZAIKASlide2
SOIL GRADATION……SIEVE ANALYSES AND HIDROMETER
SOIL PLASTICITY
SOIL STRUCTURESlide3
SOIL STRUCTURESlide4
SOIL CLASIFICATION
PURPOSE:
To
classified the soil into a group according to
the soil behavior
and physical
characteristicTYPE OF CLASSIFICATION:CLASSIFICATION BY VISUALAASHTOUSCSSOIL TESTSATTERBERG LIMITSIEVE ANALYSIS………………….HYDROMETER ANALYSIS……
Grain sizeSlide5
SOIL STRUCTURE
1. The geometric composition of particles
2. Stress inter particles
Granular soil ……force inter particles is un-significant….ignored
Soil structure of granular soil is the geometric composition of particles
Cohesive soil Force inter particles is dominant compare to composition of particles Soil structure of cohesive soil is combination force inter and the geometric composition of particles. Slide6
GRAIN SIZE ANALYSIS
Purpose
:
This test is performed to determine the percentage of different grain sizes
contained within a soil. The mechanical or sieve analysis is performed to
determine the distribution of the coarser, larger-sized particles, and the
hydrometer method
is used to determine the distribution of the finer particles.Standard Reference:ASTM D 422 - Standard Test Method for Particle-Size Analysis of SoilsSlide7
continue
Significance
:
The distribution of different grain sizes affects the engineering properties of
soil. Grain size analysis provides the grain size distribution, and it is required in
classifying the
soil
Equipment:Balance, Set of sieves, Cleaning brush, Sieve shaker, Mixer (blender), 152HHydrometer, Sedimentation cylinder, Control cylinder, Thermometer, Beaker,Timing device.Slide8
Sieve AnalysesSlide9Slide10Slide11
example
Total mass = 500 g
Mass retained on No. 4 sieve = 9.7
g
Mass retained on No. 10 sieve = 39.5
g
Quantity passing = Total mass - Mass retained = 500 - 9.7 = 490.3 gThe percent retained is calculated as;% retained = Mass retained/Total mass
= (9.7/500) X 100 = 1.9 %From this, the % passing = 100 - 1.9 = 98.1 %
For the No. 10 sieve:
Quantity passing = Mass arriving - Mass retained
=
490.3 - 39.5 = 450.8 g
% Retained = (39.5/500) X 100 = 7.9 %
%
Passing
= 100 - 1.9 - 7.9 = 90.2 %
(Alternatively, use % passing = % Arriving - % Retained
For No. 10 sieve = 98.1 - 7.9 = 90.2 %)Slide12
Data Analyses
1. Obtain
the mass of soil retained on each sieve by subtracting
the weight
of the empty sieve from the mass of the sieve + retained soil
, and
record this mass as the weight retained on the data sheet
.2. Calculate the percent retained on each sieve by dividing the weight retained on each sieve by the original sample mass3. Calculate the percent passing (or percent finer) by starting with 100 percent and subtracting the percent retained on each sieve as a cumulative procedure4. Make a semilogarithmic
plot of grain size vs. percent finer5. Compute Cc and Cu for the soil Slide13
Result of sieve analyses
Sieve
D
Indiv. WT
No
mm
Retained
Acc.WT
Ret.
Finer
Retained
%
%
No. 4
4,75
0
0
0,00
100,00
No. 10
2
0
0
0,00
100,00
No. 20
0,84
11,8
11,84,8195,19 No. 400,4292,210442,4157,59 No. 500,325,4129,452,7747,23 No. 800,1866,7196,179,9820,02 No. 1000,14926,922390,959,05 No. 2000,07416,2239,297,552,45PAN 6245,2100,000,00
Kerikil
Pasir
Medium
Halus
Silt
ClaySlide14
HYDROMETERSlide15
HydrometerSlide16Slide17Slide18
Combination Result of Sieve Analyses and Hydrometer TestSlide19Slide20
Hasil
percobaan
analisa
saringan
dan hidrimeterSlide21
CHARACTERISTIC OF FINE GRAINED SOIL
Atterberg
Limit
Cohesive Soil
Base on water content
Consistency Limit : Liquid Limit, Plastic Limit and Shrinkage Limit
SL
PL
LL
Water content
Volume
Solid
Plastic
Liquid
Plasticity Index
PI
Semi SolidSlide22
LIQUID LIMIT (LL)
The liquid limit is that moisture content at which a soil changes from the liquid state to the plastic state. It along with the plastic limit provides a means of soil classification as well as being useful in determining other soil properties
Two main methods to determine the liquid limit :
Cone
Pentrometer
Method
Casagrande
Method Slide23
Cone
Penetrometer
MethodSlide24
SAMPLE PREPARATION :
Any coarse particles present need to be removed, by hand or by wet sieving (coarse particles are defined as any particles retained on a 425 micron sieve).
Next a representative sample is required weighing around 200g.
TESTING PROCEDURES
:
Release the cone for a period of 5s (plus or minus 1s) if the apparatus is not fitted with an automatic release and locking device take care not to jar the apparatus during the procedure. After 5s the cone should have, to some extent, penetrated the smooth surface of the soil, lock the cone in this new, lower, position and lower the stem of the dial gauge again so that it just comes into contact with the cone shaft, record this new reading to the nearest 0.1mm
Take a moisture content sample of about 10g from the cup around the area penetrated by the cone.
Repeat the test at least three more times using the same sample of soil - to which further increments of distilled water have been added. Proceeding from the drier state to the wetter. The amount of water added shall be such that a range of penetration values of approximately 15-25mm is covered by four or more test runs and is evenly distributed.
RESULT
plot the relationship between the moisture content and the corresponding cone penetration recorded on a linear chart, with the percentage moisture content as ordinates on the linear scale and the number of bumps on the opposite scale,
From the curve read off the moisture content corresponding to a cone penetration of 20mm to the first decimal place,
express
this moisture content to the nearest whole number and report it as the liquid limit
.Slide25
CASAGRANDE METHODSlide26
Skema uji batas cair metode Casagrande (a) susunan alat uji batas
cair, (b) grooving tool, (c) pasta tanah sebelum pengujan, (d) pasta tanah sesudah pengujianSlide27
PLASTIC LIMIT
Plastic
behaviour
The test is done by rolling up the soil sample to 3.2mm diameter
Defined as the water content, in percent, at which the soil crumbles, when rolled into threads of 1/8 in (3.2mm) in diameter.Slide28
Atterberg Limits (ASTM D 4318)
Liquid Limit
25Slide29
SHRINKAGE LIMIT (SL)
Test Standard : ASTM D 427
Defined as the moisture content, in percent, at which the volume of soil mass ceases to change
W
S
<<<
easy to have volume changeSlide30
CONSISTENCY RELATIONSHIP
Plasticity Index (PI)
PI =
LL - PL
Liquidity Index (LI)
Consistency Index (CI)
Slide31
CONSISTENCY RELATIONSHIP
Activity (A)
A < 0.75
non-active clay
0.75
A<1.25 normal clay
A
1.25 active clay
Slide32