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7/17/2019 Laboratory Student_s Book
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TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
SOIL MECHANICS AND FOUNDATIONS DEPARTMENT
2013 - 2014
STUDENT’S BOOK FOR GEOTECHNICAL TESTS
STUDENT: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
FACULTY: _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _
YEAR: _ _ _ _ _ GROUP: _ _ _ _ _
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Contents
1 Week 2: Determination of the particle size distribution. Screening method ................................. 3
1.1 Graphical representations: histogram, frequency curve, particle size distribution curve ...... 4
2 Week 3: Determination of the particle size distribution. Hydrometer method .............................. 5
2.1 Particle size distribution curve ............................................................................................... 6
2.2 Ternary diagram representation ............................................................................................. 7
3 Week 4: Geotechnical indices ........................................................................................................ 8
3.1 Obtaining the density of the solid skeleton ............................................................................ 8
3.2 Obtaining the soil density using the mould method............................................................... 8
3.3 Obtaining the density ratio of the sand .................................................................................. 9
4 Week 5: Plasticity Limits ............................................................................................................. 10
5 Week 6: Determination of the permeability coefficient .............................................................. 11
5.1 Constant head method .......................................................................................................... 11 5.2 Falling head method ............................................................................................................. 11
6 Week 8: Oedometer test. Performing the test .............................................................................. 12
7 Week 9: Oedometer test. Results interpretation .......................................................................... 13
7.1 Compression – settlement diagram ...................................................................................... 13
7.2 Compression – porosity diagram ......................................................................................... 14
7.3 Consolidation diagram ......................................................................................................... 15
8 Week 10: Direct shear test ........................................................................................................... 16
8.1 Test results ........................................................................................................................... 16
8.2 Failure line ........................................................................................................................... 17
8.3 Mobilization curve ............................................................................................................... 18
9 Week 11: Triaxial test. Performing an u.u. (unconsolidated undrained) test .............................. 19 10 Week 12: Triaxial test. Results interpretation.............................................................................. 20
10.1 Failure line using Mohr’s circle ........................................................................................... 20
10.2 Representation of the stress paths in MIT coordinates (s-t) ................................................ 21
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1 Week 2: Determination of the particle size distribution. Screening method
m1
m2
m3
m j
mi
a1=m1/m*100
m- the mass of dry soil after washing
a2=m2/m*100
a3=m3/m*100
ai=mi/m*100
a j=m j/m*100
mp1=100%-a1
mp2=100%-(a1 + a2)=mp1-a2
mp3=mp2-a3
mpi=mp(i-1)-ai
mpj=mp(j-1)-a j
mi [g] d [mm] ai [%] mp [%]
20
108
6.3
5
4
2
1.4
1
0.85
0.63
0.5
0.315
0.25
0.18
0.125
0.09
0.063
rest:
Total:
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1.1 Graphi cal representations: hi stogram, frequency curve, particl e size distri buti on curve
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2 Week 3: Determination of the particle size distribution. Hydrometer method
material mass: m= 50g
specific gravity of the soil: s=2.72g/cm3
water density: w=1g/cm3
the hydrometer rod length: Lt=16.5cmhydrometer division: div=1mm
the distance between the last reading and the bulb: L sb=1.2cm
bulb volume: V b=100cm3
cross section area of the cylinder: dc=30cm2
bulb height: h b=16.8cm
Vs=100 cm
3
1000t
H01005.01810d
r
ws
cortemp
ws
s p R
m
100m
1.4R
R R R cor
5443.2T1118.0T109T109C243-5
t
tcor cortemp CR R
101000
R 1
cortemp
1
10divR 2LH
cortemp
t
c
s
br
d
Vh5.0HH
Time
Time
t
(s)
reading
R
meniscus
correction
R
Corrected
meniscus
reading
R cor
temperature
correction
Ct
corrected
reading
R cortemp
(kN/m3)
H
(cm)
Hr
(cm)
d
(mm)
mp
(%)
Temperature
T
(ºC)
15'' 15 1.4
30'' 30 1.4
1' 60 1.4
2' 120 1.4
4' 240 1.4
8' 480 1.4
15' 900 1.4
30' 1800 1.4
1h 3600 1.4
2h 7200 1.4
4h 14400 1.4
8h 36000 1.4
24h 86400 1.4
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2.1 Parti cle size distri buti on curve
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2.2 Ternary diagram representati on
100 0
Sa
gr.Sa
sa.Gr
Gr
si.Sa
cl.Sa
sa.Si
sa.cl.Si
sa.si.Cl
sa.Cl
gr.si.Sa
gr.cl.Sa
gr.sa.si.S
gr.sa.cl.S
sa.gr.si.Ssa.si.Gr
sa.cl.Gr
gr.sa.Sigr.sa.Cl
sa.gr.Si
sa.gr.Cl
si.Gr
cl.Gr
gr.Si
gr.cl.Si
gr.si.Cl
gr.Cl
Si
cl.Si
si.Cl
Cl
90 80 70 60 50 40 30 20 15 10
Argila si Praf (<0.063mm)
N i s i p
( 0 . 0 6
3 . . . 2 m m )
10
20
30
40
50
60
70
80
90
85
100
90
0
P i e t r i s ( 2 . . . 6 3 m
m )
80
70
60
50
40
30
20
10
0
100
0
10
20
40
100
Si
cl.Si
si.Cl
Cl
Cl
Si
A r g i l a ( < 0
. 0 0 2 m m )
30
50
60
70
80
90
100 090 80 70 60 50 40 30 20 15 10
Legenda:Si - Silt - Praf
Cl - Clay - Argila
S - Soil - Pamant
Sa - Sand - Nisip
Gr - Gravel - Pietris
cl.Si - clayey Silt - Praf argilos
si.Sa - silty Sand - Nisip prafos
si.Cl - silty Clay - Argila prafoasacl.Sa - clayey Sand - Nisip argilos
si.Gr - silty Gravel - Pietris prafos
sa.Gr - sandy Gravel - Pietris nisipos
gr.Sa - gravely Sand - Nisip cu pietris
cl.Gr - clayey Gravel - Pietris argilos
gr.Si - gravely Silt - Praf cu pietris
gr.Cl - gravely Clay - Argila cu pietris
sa.si.Gr - sandy silty Gravel - Pietris prafos cu nisip
sa.cl.Gr - sandy clayey Gravel - Pietris argilos cu nisipgr.si.Sa - silty Sand with gravel - Nisip prafos cu pietris
gr.cl.Sa - clayey Sand with gravel - Nisip argilos cu pietris
sa.cl.Si - silty Clay with sand - argila prafoasa cu nisip
gr.sa.Si - sandy Silt with gravel - Praf nisipos cu pietris
gr.sa.Cl - sandy Clay with gravel - Argila nisipoasa cu pietris
gr.sa.si.S - gravely sandy silty Soil - Pamant prafos nisipos cu pietris
gr.sa.cl.S - gravely sandy clay Soil - Pamant argilos nisipos cu pietris
sa.gr.si.S - sandy gravely silty Soil - Pamant prafos cu pietris si nisip
sa.gr.cl.S - sandy gravely clayey Soil - Pamant argilos cu pietris si nisip
sa.gr.si.S - sandy gravely silty Soil - Pamant prafos cu pietris si nisipsa.gr.cl.S - sandy gravely clayey Soil - Pamant argilos cu pietris si nisip
sa.gr.Si - gravely Silt with sand - Praf cu pietris si nisip
sa.gr.Cl - gravely Clay with sand - Argila cu pietris si nisip
gr.cl.Si -clayey Silt with gravel - Praf argilos cu pietris
gr.si.Cl - silty Clay with gravel - Argila prafoasa cu pietrissa.Si - sandy Silt - Praf nisipos
sa.Cl - sandy Clay - Argila nisipoasa
sa.cl.Si - clayey Silt with sand - Praf argilos cu nisip
sa.si.Cl - silty Clay with sand - Argila prafoasa cu nisip
sa.gr.cl.S
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3 Week 4: Geotechnical indices
3.1 Obtain ing the density of the soli d skeleton
COMPUTATION DATAMeasurement Picnometer No.
Unit 1 2 3
Mass of the picnometer + the material g
Mass of the picnometer m0 g
Mass of the material m1 g
Mass of the picnometer + the liquid m2 g
Mass of the picnometer + the liquid +
the materialm3 g
TEMPERATUREoC
oC
LIQUID DENSITY ρL
t
g/cm
3
CORRECTION FACTOR ψL -
g/cm3
AVERAGE g/cm3
γs=9.81ρs kN/m3
3.2 Obtain ing the soil density using the mould method
COMPUTATION DATAMeasurement Sample No.
Unit 1 2 3 4
Mass of the ring m2 g
Mass of the ring + the soil sample m1 g
Interior volume of the ring (soil sample's
volume)
V0 cm3
g/cm3
Average density ρav g/cm3
Volumic weight γ=9.81ρ kN/cm3
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3.3 Obtain ing the density ratio of the sand
COMPUTATION DATA
Measurement
Natural state Loosest state Most dense state
Unit
Mould no.
Volume of the mould V cm3
Mass of the mould m g
Mass of the dry sample and the mould m1 gm1-m g
%
Average n % n= nmax= nmin=
- e= emax= emin=
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4 Week 5: Plasticity Limits
UnitsNatural Moisture Content W [%] Plastic Limit Wp [%] Liquid Limit WL [%]
1 2 3 1 2 3 1 2 3
Sample number -
Weight of the wet sample A g
Weight of the dry sample B g
W% %
W%average %
Obs:
Penetr
ation
–
Conemethod
mm
W[%]
_ _ _ _ _ _ [%]
_ _ _ _ _ _
10.0
15.0
20.0
25.0
30.0
35.0
40.0
0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 74 76 78 80
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5 Week 6: Determination of the permeability coefficient
5.1 Constant head method
Time HeadSamplelength
Samplecross-section
Hydraulicgradient
Totaldischarge
Correctioncoefficient
Permeabilitycoefficient fortemperature t
[oC]
Permeabilitycoefficient for
20oC
T h l A i V c k t k
[s] [cm] [cm] [cm2] [-] [cm
3] [-] [cm/s] [cm/s]
Average:
5.2 Fall ing head method
c = _ _ _ _ _
Time1/T
Initialhead
Finalhead h1/h2 log(h1/h2)
Permeabilitycoefficient for 20
oC
T h1 h2 k
[s] [1/s] [cm] [cm] [-] [-] [cm/s]
Average:
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6 Week 8: Oedometer test. Performing the test
dring=………cm Aring=………cm h0=………cm
Sample tζ Δh
[kPa] [mm] [%] [kPa] [kPa-1]
SAND
12.5
25
50
100
200
300
500
12.5
LOESS
12.5
25
50
100
200
300
300 i
CL
AY
10''
200
20''
30''
40''
1'
2'
4'
8'
15'30'
1h
2h
4h
8h
15h
24h
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7
Week 9: Oedometer test. Results interpretation
7.1
Compression – settl ement diagr am
-2
0
2
4
6
8
10
12
14
10 100 1000
ε [ % ]
ζ [kPa]
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10 100 1000
e [ - ]
ζ [kPa]
7.2 Compression – porosity diagram
e0=………
ζ ε
av
[kPa] [%] [kPa-1]
12.5
25
50
100
200
300
500
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7.3 Consolidation diagram
Cv= _ _ _ _ _ _ _ cm2/s
ε [ % ]
time
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8 Week 10: Direct shear test
n - horizontal forceSample 1
Sample
2Sample 3
δ - horizontal displacement ζ= 100 200 300 (kPa)
η - tangential stress = T/A ηfmax= (kPa)
ϕ= °
c= (kPa)
60
6 0
mm
m m
Shear Box Cross-Section
δ
8.1
Test resultsInput data for the direct shear box
Sample 1 Sample 2 Sample 3
T T T
(kN) (mm) (kPa) (div) (mm) (kPa) (div) (mm) (kPa)
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8.2 Failure line
0
20
40
60
80
100
120
140
160
180
200
0 50 100 150 200 250 300 350 400
η [
k P a ]
ζ [kPa]
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8.3 Mobili zation cur ve
0
20
40
60
80
100
120
140
160
180
200
0 2 4 6 8 10 12 14
η [ k P a ]
δ [cm]
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9 Week 11: Triaxial test. Performing an u.u. (unconsolidated undrained) test
Sample
1
Sample
2
Sample
3
°
ζ3= 100 200 300 kPa - radial stress c= kPa
75 110 150 kPa - deviator stress
ζ1=ζ3+ kPa - vertical stress
3 1
3
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10 Week 12: Triaxial test. Results interpretation
10.1 Failure line using Mohr’s circle
0
50
100
150
200
250
300
350
400
0 50 100 150 200 250 300 350 400
η [ k P a ]
ζ [kPa]
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10.2 Representation of the stress paths in M IT coordinates (s-t)
s= 13
2
t= 13
2
0
50
100
150
200
250
300
350
400
450
500
0 50 100 150 200 250 300 350 400 450 500
t [ k
P a ]
s [kPa]
Sample
1
Sample
2Sample 3
s= kPa
t= kPa
°
d= kPa
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