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TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
GEOTECHNICS AND FOUNDATIONS DEPARTMENT
2014 - 2015
STUDENTS LABORATORY BOOK
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TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
GEOTECHNICS AND FOUNDATIONS DEPARTMENT
Table of contents
1 Soil grading. Sieving method (STAS 1913/5-85) .......................................................................... 3
1.1 Graphical representation: histogram, frequency curve, grading curve ( SR EN 14688 -
1/2004) ............................................................................................................................................... 4
2 Soil grading. Hydrometer method ( STAS 1913/5-85) .................................................................. 5
2.1 Grading curve ( SR EN 14688 -1/2004) ................................................................................ 6
2.2 Ternary diagram ( SR EN 14688 -1/2004) ............................................................................ 7
3 Soil indices ..................................................................................................................................... 8
3.1 Particle density (STAS 1913/3-76) ........................................................................................ 8
3.2 Bulk density assessement by mould method (STAS 1913/3-76) ....................................... 9
3.3 Density ratio ......................................................................................................................... 10
4 Consistency of soils ..................................................................................................................... 11
4.1 Natural moisture content (STAS 1913/1-82) ....................................................................... 11
4.2 Plastic limit assessment by soil cylinder method (STAS 1913/4-86) .................................. 114.3 Liquid limit by Casagrande cup method (STAS 1913/4-86) ............................................... 12
4.4 Liquid limit by cone method (BS 1377 Part 2 1990) ........................................................... 13
4.5 Results interpretation ........................................................................................................... 14
5 Permeability coefficient (STAS 1913/6-76) ................................................................................ 15
5.1 Constant head permeameter ................................................................................................. 15
5.2 Falling head permeameter .................................................................................................... 16
6 Oedometer compressibility test (STAS 8942/1-89) ..................................................................... 17
6 1 C i ttl t 18
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GEOTECHNICS AND FOUNDATIONS DEPARTMENT
1 Soil grading. Sieving method (STAS 1913/5-85)
Dry mass of the sample: md= _ _ _ _ _ _
Dry mass of the sample, after washing on the 0.063mm sieve: m = _ _ _ _ _ _ _
Dry mass of the material that passed through the sieve when washed: mfine= _ _ _ _ _ _
mi[g] d [mm] ai [%] mp[%]
20
10
8
6.3
5
4
2
1.4
1
0.85
0.63
0.5
0.315
0.25
0.18
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Pag 4din 28
TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
GEOTECHNICS AND FOUNDATIONS DEPARTMENT
1.1 Graph ical r epresentation : hi stogram, f requency cur ve, grading curve ( SR EN 14688 -1/2004)
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
d [mm]
mp
[%]
Argil
/ Clay
Praf / Silt Nisip / Sand Pietri / GravelBolovni
/ Cobbles
Fin / Fine Mijlociu / Medium Mare / Coarse Fin / Fine Mijlociu / Medium Mare / Coarse Fin / Fine Mijlociu / Medium Mare / Coarse
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Pag 5din 28
TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
GEOTECHNICS AND FOUNDATIONS DEPARTMENT
2
Soil grading. Hydrometer method ( STAS 1913/5-85)
Dry mass of sample: m= 50g
Particle density: s=2.70g/cm3
Water density: w=1g/cm3
Hydrometer rod length: Lt=16.5cm
Hydrometer readability: div=1mmDistance from the bulb and the last mark: L sb=1.2cm
Bulbs volume: Vb=100cm3Area of the cylinders cross-section: dc=30cm2
Bulb height: hb=16.8cm
Vs=1000 cm3
1000t
H01005.01810d
r
ws
cortemp
ws
s
p R
mm
100
1.4R
RRRcor
5443.2T1118.0T109T109C243-5
t
tcorcortemp CRR
10001
cortempR
1
10
divR2LH
cortemp
t
c
s
br
d
Vh5.0HH
Time
Time
t(s)
Reading
R
Meniscus
correction
R
Corrected
reading (1)Rcor
Temperature
correctionCt
Corrected
reading (2)Rcortemp
(g/cm3)
H
(cm)
Hr
(cm)
d
(mm)
mp
(%)
Temperature
T(C)
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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TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
GEOTECHNICS AND FOUNDATIONS DEPARTMENT
2.1 Grading cur ve ( SR EN 14688 -1/2004)
0.002 0.0063 0.02 0.063 0.2 0.63 2 6.3 20 63
0
10
20
30
40
50
60
70
80
90
100
0.001 0.01 0.1 1 10 100
d [mm]
mp
[%]
Argil
/ Clay
Praf / Silt Nisip / Sand Pietri / GravelBolovni
/ Cobbles
Fin / Fine Mijlociu / Medium Mare / Coarse Fin / Fine Mijlociu / Medium Mare / Coarse Fin / Fine Mijlociu / Medium Mare / Coarse
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GEOTECHNICS AND FOUNDATIONS DEPARTMENT
2.2
Ternary diagram ( SR EN 14688 -1/2004)
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.S
sa.si.Grsa.cl.Gr
gr.sa.Si
gr.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
(
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TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
GEOTECHNICS AND FOUNDATIONS DEPARTMENT
3 Soil indices
3.1 Particle density (STAS 1913/3-76)
Dry soil powderPyknometer
filled with water
Pyknometer
filled with water
and soil powderExcess water
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GEOTECHNICS AND FOUNDATIONS DEPARTMENT
3.2 Bulk density assessement bymouldmethod (STAS 1913/3-76)
Computation dataMeasurement
unit
Sample no.
1 2 3
Mould mass m2 g
Mass of mould + soil m1 g
Inner volume of the mould (soil sample
volume)V0 cm3
=
g/cm3
Average density
g/cm3
V l i i ht kN/ 3
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GEOTECHNICS AND FOUNDATIONS DEPARTMENT
3.3 Density r atio
Computation data
Measurementunit
Natural state Loosest state Densest state
Mould no.
Mould volume V cm3
Mould mass m g
Mass of mould + dry soil m1 g
m1 - m g
n = (1
)100 %
n average % n= nmax= nmin=
100
%
max min
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GEOTECHNICS AND FOUNDATIONS DEPARTMENT
4 Consistency of soils
4.1 Natural moistur e content (STAS 1913/1-82)
Natural moisture content, w [%]
1 2 3
S l-
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GEOTECHNICS AND FOUNDATIONS DEPARTMENT
4.3 L iqu id l imi t by Casagrande cup method (STAS 1913/4-86)
150
125
A
A
B B
60
A-A cross
section
B-B lateral view
Automated Casagrande cup
Moisturecontent[%]
Number of blows (log(N)) [-]
10 20 25 30 40 50
0
5
10
15
20
25
30
3540
45
50
55
50 0
60.0
70.0
%
]
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GEOTECHNICS AND FOUNDATIONS DEPARTMENT
4.4 L iqu id limit by cone method (BS 1377 Part 2 1990)
2
1
6
4
5
3
Moisture content [%]
0 20 30 40 50
10
15
20
25
30
35
10 60 70
Penetration[mm]
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GEOTECHNICS AND FOUNDATIONS DEPARTMENT
Liquid limit, wL[%]
1 2 3
Sample no. -
Wet mass of sample, A g
Dry mass of sample, B g
% =
100 %
wL%average %
4.5 Resul ts interpretation
Natural moisture content, w [%]Liquid limit, wL[%]
Plastic limit, wP[%]
Plasticity index, IP[%] = wLwP
Consistency index, IC= (wL-w)/(wL-wP)
Consistency description
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5 Permeability coefficient (STAS 1913/6-76)
5.1 Constant head permeameter
=
=
P bilit
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GEOTECHNICS AND FOUNDATIONS DEPARTMENT
5.2 Fall ing head permeameter
= = 2.3
c= _ _ _ _ _
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GEOTECHNICS AND FOUNDATIONS DEPARTMENT
6
Oedometer compressibility test (STAS 8942/1-89)
Legend
1. Supporting frame
2. Body
3. Lever
4. Counter weight
5. Loading weight
6. Ram
7. Saturation cell
8. Micrometer
9. Porous stone
10. Soil sample
11. Loading plate
12. Confining ring
4
2
1
2
3
7
5
6
7
88
9
9
10
11
12
dinel=cm Aring=cm h0=cm
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Pag 18din 28
TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
GEOTECHNICS AND FOUNDATIONS DEPARTMENT
6.1
Compression-settlement curve
-2
0
2
4
6
8
10
12
14
10 100 1000
[%]
[kPa]
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TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
GEOTECHNICS AND FOUNDATIONS DEPARTMENT
10 100 1000
e[-]
[kPa]
6.2 Compression-porosity curve
e0= av =
e = (1 e)100
e = e e av
[kPa] [%] [kPa-1]
12.5
25
50
100
200
300
500
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Pag 20din 28
TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
GEOTECHNICS AND FOUNDATIONS DEPARTMENT
7 Oedometer consolidation test (STAS 8942/1-89)
Sample Time h =
h
h M =
mv =
1
M
100
50
1
4
0
log(t)t1 t2 t100
x
Consolidation
curve
A
B
C
t50x
[kPa] [mm] [%] [kPa] [kPa-1]
CLAY
10''
20''
30''
40''
1'
2'
4'
8'
15'
30'
1h
2h
4h
8h
15h
24h
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Pag 21din 28
TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
GEOTECHNICS AND FOUNDATIONS DEPARTMENT
7.1 Oedometer consoli dation curve
Cv= _ _ _ _ _ _ _ cm2/s
[%]
timp[s]
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GEOTECHNICS AND FOUNDATIONS DEPARTMENT
8
Direct shear test (STAS 8942/2-82)
Legend
1. Supporting frame
2 d
4. Counter weight
di i h
7. Saturation box
8 i l
10. Dynamometer
i
13. Upper shearing
b
16. Porous stone
1 di l
51 1
34
12
611
8
9
10
2
7
13
8
129
1514
1516
17
18
7
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8.1 Test resul ts
Sample 1 Sample 2 Sample 3
T T T
(kN) (mm) (kPa) (kN) (mm) (kPa) (kN) (mm) (kPa)
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8.2 Mohr-Coulomb failure line
0
20
40
60
80
100
120
140
160
180
200
0 50 100 150 200 250 300 350 400
[kPa]
[kPa]
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9
Triaxial compression testUU (unconsolidated, undrained) (BS 1377/6,7,8)
Sample1 Sample2 Sample3
3= kPa - radial stress c= kPa
kPadeviator stress
1=3+ kPavertical stress
7
10
2
8
5
4
9
Legend
1. Pressure cell
2. Locking system of the pressure cell
3. Top port
4. Loading ram
5. Vertical load transducer
6. Pedestal
7. O
rings
8. Membrane
9. Top cap
10. Porous stone
11. Pore water pressure transducer
12. Back pressure and volume
controller
13. Draining water line
14. Cell pressure and volume
controller
1
3
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9.1
Failure line
100
150
200
250
300
350
400
[kPa]
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9.2
Stress paths representation i n MIT coordinates (s-t)
s=13
2
t=13
2
300
350
400
450
500
Sample 1 Sample 2 Sample 3
s= kPa
t= kPa
d= kPa
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TECHNICAL UNIVERSITY OF CIVIL ENGINEERING BUCHAREST
GEOTECHNICS AND FOUNDATIONS DEPARTMENT
10 Results summaryborehole log
Grosimeastratului
/
Layerthickness
N.A.S./G.W.T
Stratificatia/Litho
logy
Denumirea stratificatiei /Layer material
Stut / Steel tube
Nr.proba/
Sample#
Adancimea/Depth
Granulometrie/Grading
Argila/Clay
Praf/Silt
Nisip/Sand
Pietris/Gravel
Bolovanis/cobble
0.002
0.063
2.000
63.00
Coef.deneuniformitate/
Uniformitycoeff
icient
Un(%)
Lim. Atterberg
Limitadecurgere
/
Liquidlimit
Limitadeframantar
e/
PlasticLimit
wL(%)
wP(%)
Indicedeplasticitate/
PlasticityIndex
IP(%)
Indice de consistenta/
Consistancy index
Curgator/Liquid
Pl.moale/Soft
Plconsistent/Firm
Plvartos/Stiff
Tare/Hard
0.25
0.50
0.75
1.00
Umiditateanaturala/
Naturalmoisturec
ontent
w(%)
Greutatevolumica/
Unitweight
(kNm)
Porozitatea/Porosity
n
(%)
Indiceleporilo
r/
Voidsratio
e(-)
Graduldesatura
re/
Saturationratio
Sr(-)
Presiuneadeumflare/
Swellingpressure
Pu(kPa)
Coef.depermeabilitate/
Permeabilitycoefficent
k
(cms )
Indicii de compresibilitate/Compresibility indices
Moduledometric
/
Oedometermodulus
Efortdepreconsolida
re/
Preconsolidationstre
ss
Tasarespec.laumezire/
Settlementwhenmoist
Coef.deconsolidare/
Consolidationcoef.
Rezistenta laforfecare/
Shear strenght
Unghiuldefrecare
interna
Internal
frictionangle
Coeziune/
Cohesion
Cota fata de /
Elevation
with respectto
Pc(kPa)
M2-3(kPa)
im3(%)
cv(kPa-1)
()
c(kPa)
Nlovituri/Nblows
(-)
Pl.curgator/Verysoft
0
Borcan / Disturbed sample
Cotaterenului/
Groundlevel
0.00mdMN/mBlack
Sealvl
Unitatea Executanta a forajului / Drilling Company:
Amplasamentul / Site:
Fisa sintetica a f orajului / Borehole Summary:
Intocmit / Author:
Verificat / Checked:
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
-0.45 0.45
Umplutura si pamant vegetal / Debris
and topsoil0.45
-3.70 3.70
Praf argilos nisipos, galbui, cu
intercalatii cenusii, plastic moale /
Soft yellowish sandy silty clay, with
grey intercalations
3.25
-7.20 7.20
Nisip prafos la nisip, galbui, cu
intercalatii cenusii, mediu indesat /
Medium dense fine and medium
yellow silty sand to sand, with grey
intercalations
3.50
-10.00 10.00
2.80
2.00P2 236710 0 0 39 15 24 0.59 24 19.10 43 0.75 0.87 24.00 9
390-sat
26.10-?(cu)
15.40-c(cu)
4.00P3 8 4250 0 0 >15 26 13 13 0.29 22
6.00P4(SPT)
2 0 98 0 0