aalborg universitet undrained triaxial tests on eastern
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Aalborg Universitet
Undrained Triaxial Tests on Eastern Scheldt Sand
Jakobsen, Kim Parsberg
Publication date:1998
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Citation for published version (APA):Jakobsen, K. P. (1998). Undrained Triaxial Tests on Eastern Scheldt Sand. Geotechnical Engineering Group.AAU Geotechnical Engineering Papers : Laboratory Testing Paper Vol. R9823 No. 25
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AAU Geotechnical Engineering Papers ISSN 1398-6465 R 9823
Undrained Triaxial Tests on Eastern Scheldt Sand
K.P. Jakobsen
December 1998 Laboratory testing paper No 25
GEOTECHNICAL ENGINEERING GROUP AALBORG UNIVERSITY DENMARK
Jakobsen, K.P. (1998). Undralned Trlaxtal Tests on Eastern Scheldt Sand
AAU Geotechnical Engineering Papers. ISSN 1398-6465 R9823,
Laboratory testmg paper No 25
@ 1998 AAU Geotechmcal Engtneering Group
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Undrained Triaxial Tests on Eastern Scheldt Sand
Kim Parsberg Jakobsen Aalborg University, Aalborg, Denmark
I INTRODUCTION
In the process of understanding and developing models for geomaterials, the stress-strain behaviour is commonly studied by performing triaxialtests. In the present study, severallypes of static triaxial tests have been performed to gain knowledge of the undrained stress-strain behaviour of frictional materials during monotonic loading. The tests conducted includes undrained and constant volume tests, starting from different initial states of stress and fol lowing various stress paths.
All the tests are performed on reconstituted loose to medium dense specimens of Eastern Scheldt Sand. Soil properties and test proce
dures are described in the succeeding sections, ending with a summary of the performed triaxial tests.
For information about the hydraulic properties, drained and cyclic loading response of Eastern Scheldt Sand please refer to Jakobsen (1998a), J akobsen and Praastrup (1998) and Jakobsen ( 1998b), respectively.
2 EASTERN SCHELDT SAND
Eastern Scheldt Sand is a fine. well-sorted line shore quartz sand, with sub-rounded to rounded grains. The classification properties
AGEP R9823
are summarised in Table I . For further information about grain size distributions refer to Jakobsen (I 998a).
Table I . Classification propenies for Eastern Scheldt Sand.
Properly Value
Specific gravity, G, 2.650
Maximum void ratio, e.w: 0.886
Minimum void ratlo, e_ 0.591
Maximum grain size, d1ro 0.500mm
Mean grain size, d,., 0.166mm
Fines content 1.3%
Uniformity coefficient, Cu = ~60 1.52 10
dz Curvature coefficient, C = d ; 0.99
10 60
3 EQUIPMENT FOR STATIC TRIAXIAL
TESTING
During the triaxial test axial load and deformation, volume changes as well as pore and cell pressures are electronically measured and transmitted to the computer for data processing and actuation of cell pressure or axial load adjustments, allowing any stress path to be followed. The triaxial tests can be conducted with
JAKOBSEN
2 UNDRAINED TRIAXIAL TESTS ON EASTERN SCHELDT SAND
or without backpressure. Further information about the used equipment and its capabilities are found in Jakobsen and Praastrup (1998).
ln order to avoid measuring errors due to false deformations of the apparatus, all measurements are performed as close to the specimen as possible. Thus, displacement transducers are mounted on the top and bottom pressure heads, the axial load is measured inside
the cell and the pore pressure is measured in the bottom pressure head beneath the porous filter.
The traditional undrained (CU) or constant
volume (CU,=<>) tests are performed by use of
two different concepts. In the traditional undrained test, backpressure is applied to ensure a high degree of saturation before the
drainage lines are closed (see Section 4.1 ). The backpressure is crucial for the undrained test as the inherent constant volume only exists for completely saturated soils. The constant volume condition might nevertheless be violated as the soil tends to dilate during shear, resulting in decreasing pore pressure and unintended release of dissolved gases.
Alternatively the volume of the specimen can be held constant by adjusting the cell pressure to ensure that no water enters or leaves the specimen. This procedure (CU'""') is performed with zero pore pressure change, preventing any change in the degree of saturation.
Besides the difference in testing techniques there is a distinct difference in the way the
measured data are analysed. In the CU-test the effective stress path is deduced from the
knowledge of cell pressure and developed pore pressure during shear. In the CU,=0-test the effective stress path is followed throughout the
test and the pore pressure response equals the change in confining pressure.
4 SPECIMEN PREPARATION
As described in the companion report, Jakobsen and Praastrup ( 1998), it is of great importance to ensure a homogenous stress and strain state inside the specimen. Consequently,
JAKOBSEN
the major parts of the tests are performed on
70x70 mm specimens using lubricated end plates (Jacobsen, 1970; Rowe and Barden, 1964; Kirkpatrick, 1974). The effect of inho
mogenous stress and strain states on the undrained soil response is revealed by execu
tion of a few tests on 140x70 mm specimens. All the specimens are prepared by air plu
viation in a split mould. In cases where the objective is to investigate the effect of pressure and stress path dependency the specimens are prepared with a tolerance on the initial void ratio of ::t 0.00 l.
4.1 Specimen Saturation
Specimen saturation plays an important role in the study of the undrained behaviour of geo
materials. To obtain reliable measurements of development of pore pressure during testing, a high degree of saturation is necessary. The development of pore pressure during an undrained triaxial test, simulating the condition of no volume change, depends on the resistance by the pore fluids to the tendency
for volume change of the soil skeleton. The effect of insufficient saturation is most pro
nounced in this type of test, as the compressibility of the pore fluid is dominated by the free
air. Thus, the free air will cause a violation of the no volume change condition and affect the
magnitude of pore pressure developed. The specimen saturation is performed in one of two
ways, depending on the type of test. For
CU...o-tests the water percolation procedure is
used for specimen saturation (please refer to Jakobsen and Praastrup (1998)), whereas specimens for CU-tests are saturated using backpressure.
4.1.1 Saturation using backpressure Traditional undrained tests (CU) are performed with backpressure. The specimen is first
flushed with carbon dioxide (C02) through the bottom drain replacing the lighter air. Deaired and deionized water is then introduced through the bottom drain and as the water seeps up through the specimen the carbon dioxide is
partly pushed out and partly dissolved into the
AGEP R9823
UNDRAINED TRIAXIAL TESTS ON EASTERN SCHELDT SAND 3
water. A positive effective confining pressure of 20 kPa is maintained throughout the saturation process. The backpressure is final ly · appl ied to force the carbon dioxide and eventual free air to dissol ve completely into the water. The degree of saturation is afterwards
checked by measuring the pore pressure coefficient, B, expressing the ratio between the resulting change in pore pressure and the
imposed change in the cell pressure (Skempton, 1954). The pore pressure coefficient is strongl y dependent on the degree of saturation and whereas a value of unity typically is interpreted as complete saturation, lower values may be indicative of incomplete saturation. Factors like the compressibility and porosity of the soil skeleton and membrane penetration may, however, affect the measured
value in both downward and upward direct ions (Kiekbusch and Schuppener, 1977; Martin et al. 1978).
5 PERFORMED TRIAXIAL TESTS
After saturation the specimen is isotropically consolidated at a maximum loading rate of 5- l 0 kPa per minute, and afterwards sheared at a maximum axial strain rate of 3 %per hour.
The test conditions for the performed CU.,.o and CU triaxial tests are summarised in Tables 2 and 3, respectively.
6 PRESENTATION OF TEST RESULTS
The analysis of the test results is briefly discussed and parameters used for description of characteristic stress and strain states are
defined in the foll owing. During the triaxial test simul taneous values
of axial displacement, volume change, confining pressure, pore pressure and axial load are measured by the principles outlined in Section
Table 2. Initial conditions for constant volume triaxial tests (CU,.o).
Test No. eo I
Po Tota l stress path Note
1-1 lkPa)
9710.09 0.671 80.0 tJ.q/6p = 3
97 10. 10 0.670 640.0 t;q/t;p = 3
9710. 1 I 0.67 1 40.0 6q/6p= 3
9710.19 0 .673 320.0 6q/6p = 3
97 10.20 0.671 160.0 llqlllp = 3
97 10.31 0.672 160.0 I:J.qlt.p = 3
97 10.39 0.673 160.0 t;qlt.p = 3
9710.40 0.825 160.0 /'.qii'J.p = 3
97 10.41 0.824 320.0 I:J.ql/'.p= 3
9710.42 0.825 640.0 t.qlllp = 3
971 0.43 0.825 960.0 6qii'J.p = 3 Cont rol system temporarily out of order
9710.44 0.825 960.0 I'J.qlllp = 3
97t0.45 0.726 640.0 11qii'J.p = 3
9710.46 0.881 640.0 I'J.qii'J.p = 3
9710.47 0.770 640.0 11qii'J.p= 3
9710.48 0.825 640.0 I'J.qii'J.p= 3 Height to diameter ratio equal to 2
9710.49 0.826 9 60.0 11q/11p= 3 Height to diameter ratio equal to 2
AGEP R9823 JAKOBSEN
4 UN DRAINED TRIAXIAL TESTS ON EASTERN SCHELDT SAND
Table 3. Initial conditions for undrained triaxialtests (CU) .
Test No. e., I Po Total stress path Note
[-) [kPa]
9710.26 0.671 271.8 t.p - 0
9710.27 0.669 494.2 t.q/t.p= - 1.5
9710.28 0.670 104.3 t.qi!J.p = 2
9710.29 0.633 104.3 6qi!J.p=2
3. As both the measured loads and displacements coincide with the principal axes of stresses and strains the analysis is straight forward. The exact displacement field is established from the measured axial displacements and the volumetric change. From these quantities the radial displacement is determined by the relation:
Do u2= 2 - (1)
u 1 being the average value of the measured axial displacements and Vo- L1, V the current volume of the specimen. The relative deformation can afterwards be expressed by any suitable strain measure. In geotechnical engineering or geomechanics it is common practice to use the simple and linear engineering strain measure. This measure is, however found to be inconsistent with the used measuring techniques and may lead to erroneous results (Praastrup et al. 1998). lt is therefore chosen to use the non-linear natural strain measure instead:
Ct = ln(HHo ) 0 -UJ
Cv = Ct +2£3 =In( Vo~oL'.V)
JAKOBSEN
(2)
(3)
(4)
Drainage valve opened at u = 0
Drainage valve opened at u = 0
Wrong void ratio
The stresses are given as true stresses, expressing the ratio between current load and current area. The cross sectional area of the specimen is continuously corrected by:
A "(D 2 )2 Vo - L'.V =4 o- U2 = Ho-Ut (5)
The test results are presented in terms of the deviatoric stress q and mean normal stress p 1
:
(7)
in which primes denote effective stresses. The corresponding work conjugate strains are the volumetric strain tv and the shear strain e":
(8)
(9)
In addition to the presentation in terms of stresses and strains the stress states corresponding to minimum mean stress and maximum pore pressure, are also given in terms of angles. The angles are determined from the linear Coulomb friction hypothesis:
6sin (171
1
q= 3-sin(P'p (10)
AGEP R9823
UNDRAINED TRIAXIAL TESTS ON EASTERN SCHELDT SAND 5
7 SUMMARY OF TEST RESULTS
Results of isotropic and anisotropic steps are summarised in Tables 4 and 5. Mean stress, axial and volumetric strain and void ratio are given for the isotropic compression step. For the undrained and constant volume steps the stress and strain states corresponding to the state of minimum mean stress and maximum pore pressure are given.
The graphical representation of the tests is found in Enclosure I to 21. Each enclosure consists of 4 to 5 pages, depending on the number of load steps. The first one or two pages contain information about test conditions, test program and a brief summary of the observed soil behaviour, i.e . minimum mean stress, maximum pore pressure and elastic properties if unloading have been performed. The final three pages contain the graphical presentation di vided in total stress and strain paths and stress and strain paths for isotropic and anisotropic loading, respectively.
8 REFERENCES
Jacobsen, M. (1970). New Odeometer and New Triaxial Apparatus for Firm Soil. Danish Geotechnical Institute Bulletin No. 27.
Jakobsen, K.P. (1998a). Permeability Tests on Eastern Scheldt Sand. AAU Geotechnical Engineering Papers, ISSN 1398-6465 R98 21.
Jakobsen, K.P. (1998b). Cyclic Triaxial Tests on Eastern Scheldt Sand. AA U Geotechnical Engineering Papers, ISSN 1398-6465 R9824.
Jakobsen, K.P., Praastrup, U. (1998). Drained Triaxial tests on Eastern Scheldt Sand. AAU Geotechnica/ Engineering Papers, ISSN 1398-6465 R9822.
Kiekbusch, M., Schuppener, B. (1977). Membrane Penetration and its Effect on Pore Pressures. Journal of the Geotechnical Engineering Division, ASCE, Vol. 103, No. GTll, November, pp. 1267-1279.
AGEP R9823
Kirkpatrick, W.M., Seals, R.K. , Newman, F.B . (1 974) . Stress Distributions in Triaxial Compression Samples. Journal of the Geotechnical Engineering Division, ASCE. Vol. 100, No. GT2, February, pp. 190- 196.
Martin, G.R., Finn, W.D.L., Seed, H.B. (1978). Effects of System Compliance on Liquefaction Tests. Journal of the Geotechnical Engineering Division, ASCE, Vol. 104, No. GT4, April, pp. 463-479.
Praastrup, U., Jakobsen, K.P., lbsen L.B. ( 1998). On the Choice of Strain Measures in Geomechanics. 12th. Young Geotechnical Engineers Conference, Tallinn, Estonia.
Rowe, P.W., Barden, L. (1964). Importance of Free Ends in Triaxial Testing. Journal of the Soil Mechanics and Foundations Division, ASCE, Vol. 90, No. SM1, January, pp. 1-27.
Skempton, A.W. (1954). The Pore Pressure Coefficients A and B. Geotechnique, Vol. 4, January, pp. 143-147.
JAKOBSEN
> ;>; 0 tl:1
"' CT1 z
> C) m ..., "' "' 00
"' v.>
> Cl tiJ (g 00
"' '-'
> g "' m z
·--··- · --- ::-:=·-----:-:-::.· --· ·
Table 4. Results from CU.=o tests on East em Scheldt Sand.
Isotropic compression
Test No. Total stress path p ' e, e, e (1~ [kPa] (%] (%] (-] (kPa]
97 10.11 l!.qlt:.p = 3 40.4 0.02 0.10 0.669 22.6
9710.09 l!.qlt:.p= 3 80.5 0 .10 0.25 0.667 43.0
9710.20 l!.qlt:.p = 3 160.5 0.18 0.57 0.661 88.5
9710. 31 l!.qll!.p = 3 160.5 0. 15 0.48 0.664 86.9
9710.39 l!.qll!.p= 3 160.5 0.13 0.44 0.666 89.8
9710. 19 t:.qlt:.p = 3 320.4 0.24 0.84 0.659 173.3
9710. 10 t:.qll!.p = 3 640.1 0.43 1.26 0.649 300.1
9710.40 t:.qll!.p = 3 160.5 0.24 0.56 0.815 54.0
9710.4 1 t:.qlt:.p = 3 320.5 0.39 1.23 0.802 103.0
97 10.42 l!.qll!.p = 3 640.7 0.60 1.70 0 .794 204.8
97 10.43 t:.qlt:.p = 3 960.4 0.40 2.09 0 .787
97 10.44 t:.qll!.p = 3 960.4 0.59 2.02 0.788 263.3
97 10.45 t:.ql6p = 3 640.3 0.51 1.32 0.703 274.1
97 10.46 t:.qlt:.p = 3 640.5 0.73 1.86 0.846 188.8
97 10.47 t:.qlt:.p = 3 640.5 0.47 1.52 0.744 227.8
9710.48 l!.qlt:.p = 3 640.5 0.47 1.76 0 .793 158.0
9710.49 6qll!.p = 3 960.3 0.68 2.36 0.783 190.5
Minimum mean stress
11 p ' q (kPa] (kPa] (kPa]
17.5 34.8 36.9
37.1 67.0 72.1
71.7 133.7 135.6
73.2 130.0 129.3
69.3 134.9 135. 1
146.6 263.9 271.8
339.9 470.6 511.6
106.0 83.6 88.8
2 17.1 163.9 182.7
435.4 323.4 355.7
696.7 426.4 489.3
365.9 429.3 465.7
451.1 292.5 311.0
411.1 362.3 403.7
482.0 258.2 300.6
769.4 317.6 381.4
Constant volume compression
Maximum pore pressure
e, rp' a) u p' q e, (% ) r•J (kPa) (kPa] (kPa] (kPa) (%)
0.13 26.7 21.4 18.6 37.8 49.0 0 .25
0.28 27. 1 40.7 39.4 70.7 90.2 0.42
0.41 25.7 84.8 75.3 138.4 160.8 0.54
0.44 25.2 84.5 75.6 134.0 148.6 0.59
0.58 25.4 86.3 72.8 139.5 159.5 0 .75
0.53 26.1 163.8 156.1 272.2 324.9 0.74
1. 10 27.4 288.9 351.1 480.9 575.9 1.33
1.13 26.8 53.4 106.6 85.5 96.4 1.41
1.99 28.0 102.0 2 18.1 164.5 187.4 2 . 17
3.01 27.7 202.8 437.4 328.3 376.6 3.53
273.1 686.9 449.1 528.2 3.92
3.50 28.8 260.8 699.2 429.3 505.5 3.94
1.93 27.3 268.5 371.4 432.7 492.6 2.22
2.9 1 26.9 185.6 454.3 293 .9 325.1 3.41
2.29 28.0 223.9 4 14.9 366.0 426.3 2.65
2.82 29.2 157.2 482.8 259.7 307.5 3.09
3.74 30.0 189.2 770.7 3 18.6 388.3 4.11
rp' r•J
32.2
31.7
29.1
27.9
28.7
29.9
30.0
28.3
28.6
28.8
29.5
29.5
28.6
27.8
29.2
29.6
30.4
(7o
c: z 0
"' > z CT1 0 -;
"' > >< > r'
;;j "' (;l 0 z rn > "' ;;j "' z "' () X CT1 r' 0 -; Ul
> z 0
~ 0
"' > z CT1 0 ;j > >< > r'
m (;l 0 z g: Ul
;;l "' z ~ X CT1 r
~ "' > z 0
...,
UNDRAINED TRIAXIAL TESTS ON EASTERN SCHELDT SAND 9
UNDRAINED TRIAXIAL TESTS ON EASTERN SCHELDT SAND
9 NOTATION - &- [: "' "' "'! ..: ..; ..... ..... "' "' A [mm2
] : area of specimen
'" ~ .... .... .... '() '() '()
e c) c) c)
a i! ... "' ....
"'"' oG c) ..; c.
~ 0 ~ "' e ..... 0 c. E ... ..... "'
.... " -""' -ci -ci ..;
E ~ ..... a- ~ ·;;: "' ~ ... a- "' :: "' .,; "' ....
~ "' .... '()
"
B [-] : Skemptons pore pressure parameter
c [ -] : curvature coefficient
Cu [-) : uniformity coefficient
d [mm] : grain size
Do [mm] : initi al diameter of specimen
e [-] : void ratio
eo [-) : initial void ratio
e ..... [-] : maximum void ratio
e,,.-n [-] : minimum void ratio
-;-~ .....
"" .-: "' "' 0 ·;;;
i! c.
E [kPa] : Young' s modulus
G .• [-] : specific gravity 6 0 "0
" " ·e "0
" ~ I
.. e..E V\ ..... 00 "': ..: -ci .-: "' ..... ..... ..... .....
~ ~ ID .... "' --: "' "' c) c) c)
G [kPa] : shear modulus
Ho [mm] : initial height of specimen PI [kPa] : mean normal stress (effective)
I [kPa] : initial mean normal stress (effective) Po q [kPa] : deviator stress
I !j 'I t, ,, ,I I
~
~ "' "' '()
"' .... "'"' oO -ci ..; .-:
~ ~ 0 '() ..... M a- 00
e E ... .... a- .... 00
- ~ - c. -ci ..; ... .-: "~ ;::; "' 00 00 M
~ ... .... ~
M ..... :: c. .,; -ci c) ~ "' '7
'() '()
u [kPa] : pore pressure u, [mm) : principal displacements, i= 1..3
Vo [mm3) : initial volume
Cq [%) : triaxial shear strain
Cv [%] : triaxial volumetric strain
t; (%] : principal strains, i= 1..3 I [kPa] : confining pressure (effective) 1]3 I [kPa] : principal stresses (effective), i= 1 .. 3 IJ ;
I :j I, -.;;
t:
" "" ~ " ·~ "' ~ ..t:: u c.
V) E
- ~· "i "' ~ "' '() .... ..; oO b~ ~ M ..... "' "' "' "" .... 0
" ~ :2 "' "' - '() "' c) c) c) c)
~ ~ '() 00 .... M "' c) c) 0 0
(/11 (0] : effective friction angle
t: 0 0
~ 0
"' ·c..
~ e § ~ !:? "' ~
'" ~ "' .... "' ..... ..,. 0 0 0 0
- "' .... 00 ....
" "' ..,; ... ;; ;;
~ .... "" ..... ....
:::, u
.c ;; "! c. ..... "'
~ .;; 1: ::s "' "' Cl::;
"' 0 11 11 "' e 11
~ ~ ;;; " ~ ... <l "" .,.
~ .,. <l <l <l
vi ..!!l -<:>
~
0 "' .... 00 "" z ..... ..... ..... .....
~ ~ 0 0 c)
.... .... .... .... "" "" "" a-
AGEPR9823 JAKOBSEN
JAKOBSEN AGEP R9823
r . . I
. ·I . , 1, !'q ,I Ill , I
j•l i I Ill ''I 1:;1 I:, ·l t !I I, I I. '
I ,I I ' j
' I 11
I
Enclosures
Enclosure J
Enclosure 2 Enclosure 3 Enclosure 4 Enclosure 5 Enclosure 6 Enclosure 7 Enclosure 8 Enclosure 9 Enclosure I 0 Enclosure 11 Enclosure 12 Enclosure 13 Enclosure J 4 Enclosure J 5 Enclosure 16 Enclosure 17 Enclosure J 8 Enclosure J 9 Enclosure 20 Enclosure 2 J
Triaxial Test 9710.09 •••••• 0 •••• • •••• 4 pages
Triaxial Test 9710.10 . .. . . . . .. . . .. .. . 4 pages
Triaxial Test 97 10. l l ... . ..... . 4 pages
Triaxial Test 97 J 0.19 .. . . . ...... ... .. 4 pages
Triaxial Test 9710.20 ..... .. .. .. .. ... 4 pages
Triaxial Test 9710.26 ... . ... . .. .. . . . . 5 pages
Triaxial Test 97 10.27 .... .... . . ...... 4 pages
Triaxial Test 9710.28 . . . . . .. . . . ...... 5 pages
Triaxial Test 9710.29 .. . ...... . .. .. .. 4 pages
Triaxial Test 9710.31 ..... .. .. . ...... 4 pages
Triaxial Test 9710.39 .. . . . . . .... . . .. . 4 pages
Triaxial Test 9710.40 ... . .. . ... . . .. . . 4 pages
Triaxial Test 9710.41 ••••• • ••• • •• 0 • •• 4 pages
Triaxial Test 9710.42 . ....... . .... . .. 4 pages
Triaxial Test 97 J 0.43 . ............... 4 pages
Triaxial Test 9710.44 . .... .. ... . .. . '. 4 pages
Triaxial Test 97 J 0.45 .. .... . . . . . ..... 4 pages
Triaxial Test 9710.46 ..... .... .. . .. .. 4 pages
Triaxial Test 9710.47 ••• •• 0 ••••• • ••• • 4 pages
Triaxial Test 97 J 0.48 ••••••••• •• 0 •• •• 4 pages
Triaxial Test 9710.49 ....... . ... . .... 4 pages
Page I CUu=O Triax ial Test No. 9710.09
Description of soil Triaxia l Apparatus No. 2 Specim en properties Eastern Schel dt Sand
Spec imen preparation Cal ibration file Air pluviation Ca197JOI.dat
Saturation pro cedure Date Water perco la tion 1998 ·02-02
Tes t progra m Isotropic compression, o'3
:
Loading rate:
Undrained com press ion Deformation rate:
Isotro pic compression
Confining press ure Ax ial strain Volumetr ic strain Void rat io
Undrained compress ion
Stres s ra tio Conftn ing pres sure Pore pressu re Devi ator stress Mean normal stress Rati o Axia l stra in Friction angle
Job: Ph.D. Project
Executed: KPJ Eva luated: KPJ
cr] l:l
E,
e
o'/ cr) o') u q p'
q I p'
El
q>'
A al bo rg Un iv ersity
Enclosure No. I Approv ed : KPJ
Height 71.48mm Diameter 69.68 mm Void rati o 0.671
20 .0. 80 .0 kPa 2.5 kPa/min
3.0 %ph.
80.1 kPa 0.10 %
0.25 % 0.667
Values at p~ in Va lues at "ma
2.68 3.22 43.0 kPa 40 .7 kPa 37 .I kP a 39 .4 kPa 72.1 kPa 90.2 kPa 67 .0 kPa 70.7 kPa 1.08 1.28 0.28 % 0.42 % 27. I ' 3!.7 '
l r :I
'
0 !
j I
j I
I I
I ·
!. :
CU,0 Triaxial Test No . 9710.09
200 0 200 0
I I I
I 1500 1500
I L I 1/ I
~ 1000 ~ 1000
'I
V 500
0 V 500
0 0 500 I 000 I 500 2000
p' [kPa]
2000
1500 \
~ 1000 \ 1\
500
\ -7 50 -500 -250
u [kPa]
Legend
• Isotropic compression V ndrained compression
l) 0
0.0
0.1
~ 0.2 w=
0.3
0.4 250 0
Job: Ph .D. Project
Executed: K PJ Evaluated: K PJ
V
Page 2
I! I
I I
6
A alborg V niversiry
Enclosure No. I Approved: KPJ
Page 3 Isot ropic Compress ion CU,,0
Triax ial Test No. 9710.09
"" .,,
0.0
0.1 \
0.2 1\
\
~ 0.3
0.4 0 25 50 7 5
p' [kPa]
0.0
1\ 0.1
\ 0.2
0.3
0.4 0.0
[\
\_
0.05 0.1 0.15 El (%}
0.672
1\ \,
0.670
- 0.668 I~ '\
/'1
0.666
0.664 I 00 0 25 50 7 5 l OO
p' [k Pa ]
0.672
[\ 0.67 0
\ ..:... 0.668 "
0.666
0.664 0.2 0.0
Job: Ph.D. ProJect
Executed : KPJ Evaluated : KPJ
[\
\_
0.05 0.1 0. 15 0.2 El[% }
Aalborg University
Enclosure No . 1 App roved: KPJ
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2000 2000
1500
~
~ 1000
500
0
I I I
I I I 1/
I
1/
1/
~
~ 1000 .,..
I
J !/ I
V
V
1500
500
0 0 500 1000 1500 2000 0 6
p' lkPa]
200
150
2000
\ I 1500
~
0.. 100 ~
50
1\ u p·l/ IJ (
~ 0
1\ \
\
.. ~ 1000
500
0 30 45 60 75
Pressu re lkPa] 90 ·1000 -500 0 500
u lkPa] 1000
Jo b: Ph.D . Project Aa lborg Univ ersity
Exec uted ; KPJ Evaluated: KPJ
Enc losu re No . I Approv ed : KPJ
Page 1 CU,.0 Triaxial Test No. 9710.10
D e~c r i ptio n of soil Triaxial Apparatus No. 2 Spec imen properties Eastern Scheldt Sa nd
Specim en preparation Calibration fi le Air pluv iation Ca197 1 O.da t
Satu ratio n procedure Date Water percolation 1998-0 1-28
Test program Isotropic compression , o'3 ;
Loading rate :
Und rained compression Deformation rate :
Iso tropic co mpression
Con fining pressure A~ ia l s train Volumetric strain Vo id ratio
Undrained co mpress ion
Stress ratio Con fining pressure Pore pressu re Deviator stress Mean normal stress Ratio Axia l strain Friction an gle
Job; Ph.D . Projec t
Executed: K P J Evalua ted: KPJ
aj El
E,
e
d lld) aj u q p'
q I p'
El
<j>'
Aa lborg University
Enclosure No . 2 Approved: KPJ
He ight 71.47 mm Diameter 69.67 mm Void ratio 0.67 0
20.0 - 640.0 kPa 5.0 kPalmin
3.0 % ph.
640.0 kPa 0.43 % 1.26 %
0.649
Valu es at p~, Values at u m a
2.70 2.99 300.1 kPa 288 .9 kPa 339.9 kPa 351.1 kPa 511 .6 kPa 575 .9 kPa 470 .6 kPa 480.9 kPa
1.09 1.20 1.10 % 1.33 % 27.4 ' 30.0 '
11 I
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Triaxial Test No. 9710.10
4000 400 0
3000 3000
1/ ~
~ 2000 ~
~ 2000
/ y I
1/ I
I
\I
1000
L 1000
0 0
0 500 I 000 1500 2000 0 p' [kPa]
4000
3000
~ ~ ~
~ )
~ 2000
1000
0 -500 -250 0 250
u [kPa]
Legend
• Isotropic compression U ndrained corn press ion
500
Job: Ph .D. Project
Executed: KPJ Evaluated: KPJ
V
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/ /
/
4 £1[ %]
A alborg University
Enclosure No . 2 Approved : KPJ
Page 3 Isotropic Compression cu •• 0
Triaxial Test No. 9710.10
0.0
\ \
0.4
""' ""' ~ ~·
~ 0.8 w·
1.2
1.6 0 200 400 600
p' [kPa]
0 .0
0.4 i\ 0.8
1.2
1.6 0.0
\ 1\
\ [\
0.2 0.4 0.6 El[%]
0.68
\ 0.67
- 0.66
I~ ~
"-. 0.65
0.64 800 0 200 400 600 800
p' [kPa]
0.68
1\ 0.67
- 0.66
0.65
0.64 0.8 0.0
Job : Ph .D. Project
Ex ecuted: KPJ Eva luated: KPJ
I~
0.2 0.4 0.6 0.8 El (%]
A alborg University
Enclosure No . 2 Approved : KPJ
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CU,.0 Triaxial Test No. 9710.10 Undrained Compression Page 4
4000 4000
3000 3000
~ 2000 1/
/ V
/;
\,/
1000
0
~ 2000 / /
/ /
1000
0 0 500 I 000 1500 2000 0 6
p' [k Pa]
700
\ u / 4000
600
I 3000
~
Q.. 500 ~
400
300
I
1/ p' \ I
I I\
~
~ 2000 ~ ~ ~
~ [)
1000
200 300 400 500 600 0 -500 -25 0 0 25 0 500
Pressure [kPa]
IR<muk• Job: Ph.D . Project
Exec uted: KPJ Evaluated: KPJ
u [kPa]
A alborg University
Enclosure No. 2 Appro ved: KPJ
Page I CU ,.0 Triaxial Test No. 971 0.11
Descrip1ion of soil Triaxial Apparalus No. 2 Specimen properlies EaSiern Scheldl Sand
Specimen preparalion C alibral ion fil e Air pluvialion Ca19710 1.dal
SaiUration procedure Date Wa ter percolation 1998-02-01
Tes1 program lsolropic compression, o): Lo ading rate :
Undrained compression De formation ra1e:
lso1ropic compression
Confining pressure Axial strain Volumelric slrain Void ralio
Undrained compression
Stress ratio Confining pressure Pore pressu re Deviator stress Mean norma l mess R alia Axial slrain Friclion angk
Job: Ph.D. Project
Executed: KPJ Evaluated: K PI
a:, El
E,
e
a:, la) a:, u q p'
q I p' El
cp
A alborg Un iversity
Enclosure No. 3 Approved: KPJ
Heigh l 71.48 m m Diameler 69.68 mm Void ralio 0.671
20.0. 40 .0 kPa 1.0 kPalmi n
3.0 % ph.
40.0 kPa 0.02 % 0.10 %
0.669
Values alp~,. V a lu es a1 u3,.
2.63 3.29 22.6 kPa 21.4 kPa 17.5 kPa 18.6 kPa 36.9 kPa 49.0 kPa 34.8 kPa 37 .8 kPa 1.06 1.30 0.13 % 0.25 % 26.7 ' 3 2.2 0
11
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CUu=O Triaxial Tesl No. 9710.11 Page 2
4000
3000
I
I/ I I7 / I
I V
V
/
V I
1/ l/
~ 2000
1000
0 0 500 I 000 1500 2000 0 12
p' (kPa]
"' ~ "" '\
0 1\
·1250 -875 ·500 -125 u (kPa]
Legend
• Isotropic corn pressio n U ndrained corn press ion
0.00 ,._---,.-----r---,---,
0.05 +--!--+----+---'
~ 0. I 0 -+-- - +---+--+---1 w'
0.15 +---+--+-- -+---!
0.20 +----+--+----+---1 250 0 9 12
lob: Ph .D. Projec t Aalborg Universi ty
Executed: KPJ Evaluated: KPJ
Enclosure No. 3 Approved: KPJ
Page 3 Isotropic Compression CU •=O Triaxial Tesl No. 9710 .11
0.00 _,,~.-----r\1'-.-----.-----.----, 0.672
0.05 +--~"\.,....--+---1--- 0.671
I~ ~ !:, 0 .I 0 +---+---1'---1----1 - 0.6 70
w' ~ )
0.15 +--1----+--1---1 0.669
0.20 +---l- -+----1----1 0.668 20 30 40 50 60 20 30 40 50 60
p' (kPa] p' lkPa]
0.00 0.672
0.05 ~ 0.671
~ r\ '' ~ ~
w• 0.10
0. 15
0.20 0.00
1 ... ., ..
0.0 1 0.02 0.03 Erl%1
= 0.670 ~
0.669
0.668 0.04 0.00
lob: Ph.D. Project
Executed : KPJ Evaluated: KP l
~ [\
0.01 0.0 2 0.03 El (%)
0.04
Aalborg University
Enclosure No. 3 Approved : KPJ
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CUu=O Triaxial Test No . 9710.11 Undrained Compression Page 4
4000 4000
3000 3000
m
~ 2000 I 1/
I /
/
I V f y I
/ /
/ 1000
0
m
~ 2000
1000
0 500 I 000 1500 2000 12 p' fkPa]
100 4000
\ /
\ p/ /
/ \
80
60
40
20
~ 2000 "' ~
"" \ 1\
3000
1000
10 20 30 40 50 -1 250 -875 -500 -125 250 Pressure fkPa]
I ... ., .. Job: Ph.D. Project
Ex ec uted: KPJ Evalua led: KPJ
u lkPa]
A alborg Universi ty
Enclosure No. 3 Approved: KPJ
Page I CU,, 0 Triaxial Test No. 9710.19
Description of soil Triax ial App aratus No. 2 Specimen properties EaSiern Scheldl Sand
Specim en preparation Calibration file Air plu vial ion Cal97 JO.da1
Saturation procedure Date Water percolation 1998-0 1-15
Test program lso lropic corn press ion, o; : Loading rale:
Undrained compression Deformation rate :
Isotropic corn pression
Confi ning pressure Axial strain Volumetric slrain Void rat io
Undrained compression
S1ress ralio Confi nin g pressure Pore pressure Devialor slress Mean normal Slress Ratio Axial Slrain Friction angle
Job : Ph.D. Project
Ex ec uted: KPJ Evalualcd: KPJ
a'l El E, c
d1to; o; u q p'
q I p'
El q>'
A alborg University
Enclosure No . 4 Appro ved: KPJ
H eighl 71 .5 1 mm Diameter 69 .71 mm Void ratio 0.673
20 .0-320 .0 kPa 5.0 kPa/m in
3.0 % ph.
319.9 kPa 0. 24 %
0.8 4 % 0.659
Values at P~ ,. Values at um ,
2.57 2.98 J 73 .3 kPa 163 .8 kPa 146.6 k Pa I 56.1 kPa 271 .8 kPa 324 .9 kP a 263.9 kPa 272.2 kPa
1.03 1.19 0.53 % 0.74 % 26 .1 ' 29.9 '
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4000
3000
~
:;; 2000
1000
4000
3000
~
:;; 2000
I I/ I
1/ V V
( 500 1000
p' [kPa]
""'
1500
~
4000
3000
£ 2000
1000
V 2000
0.00
0.25
"" 0.50 w•
) 1000
0
0.75
1.00 -1250 -875 -500 -125
u [kPa]
Legend
• Isotropic compression Undrained compression
250 0
Job: Ph.D. Project
Executed : KPJ Evaluated: KPJ
V
Page 2
[/
V /
6
Aa lborg University
Enclosure No. 4 Approved: KPJ
Page 3 Isotropic Comp r ession CU,;0
T r iaxial Test No. 9710.19
~ w,
b~
w·
0.00
0.25 \
0.50
0.7 5
1.00
0.00
0.25 1\
0.5 0
0.7 5
1.00 0.0
1\
I 00
\
1\
\
~
200 p' [kPa]
h
300
\ \
0.1 0.2 0.3 El[%]
0.68
0.67 ~
~ ~ -.. 0.66
0.65
0.64 400 0 100 200 300 400
p' [k Pa]
0.68 -,---r--~--~-~
"" 0.67 -1-_::,..,...--""~f---+--+---1
~ 0.66 +---+----+~--+-----!
0.65 + - -1---1-- -+---
0.64 + - -+---+---!-- -----, 0.4 0.0
Job: Ph.D . Proje ct
Execu ted: K PI Evaluated: K P J
0.1 0.2 0.3 0.4 El(%)
Aalborg Unive rsity
Enc losure No. 4 Approved : KPJ
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4000 4000
3000 3000
~
~ 2000 I y 1/
I I/ I /
/
( V
1000
0
~
~ 2000
1000
0 0 500 1000 1500 2000 0 12
p' [kPa]
800 4000
600 !\ ~\
3000
.. 0.. 400 =::.
1\ L_
J p' /
~ """ ~ ~
~ 2000
200
/ 1\ I ) 1000
0 0 so 125 200 275 350 -1250 -875 -500 -1 25 250
Pressure [kPa]
!" .... , Job: Ph.D. Project
Executed: KPJ Evaluated: KPJ
u [kPa]
A alborg University
Enclosure No. 4 Approved: KPJ
Page I CU,. 0 Triaxial Test No. 9710.20
Description of soil Triaxial Apparatus No. 2 Specimen properties Eastern Scheldt Sa nd
Speci men preparation Calibration file Height 71.48 mm Air pluviation Ca1971 O.dat Diameter 69.68 mm
Saturation procedure Date Void rat io 0.671 Water percolation 1998-01 -17
Test program Isotropic compression, aj : 20 .0. 160.0 kPa Loading rate: 5.0 kPa/m in
Undrained com pression Deformation rate: 3.0 % ph.
Isotropic corn pression
Confining pressu re d) 160.0 kPa
Axial strain €1 0.18 %
Volumetric strain E, 0.57 %
Void ratio e 0.661
Undrain ed compression Values at p~ ,. Values at u.,.
Stress rati o Confining pressure Pore pressure Deviator stress Mean no rm al stress Ratio Axial strain Friction angle
Job : Ph .D. Project
Executed: KPJ Evaluated : KPJ
d,ld)
d) u q p'
q I p'
€1 .,.
Aalborg University
Enclosure No. 5 Approved: KPJ
2.53 2.90 88.5 kPa 84.8 kPa 71.7 kPa 75.3 kPa
135.6 kPa 160.8 kPa 133.7 kPa 138.4 kPa
1.0 I 1.16 0.4] % 0.54 % 25.7 . 29.1 .
'·I
11
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CU, =O Triaxia l Test No. 97!0.20
2000 2000 I
I I
I
I I 1500 1500
/j ~I!
"' ~ I 000 "' ~ I 000
y
( 500
0 I 500
0 0 500 I 000 1500 2000 0
2000
1500
"' ~ I 000
500
0 ·150
Legend
p' [kPa)
\
\ \
·500 ·250 u [kPa]
• lso1rop ic compression Undn ined compression
)
0.0
0.2
.. ~ 0.4 w•
0.6
0.8 25 0 0
Job: Ph.D. Project
Exec uted: KPI Evaluated: KPI
'I
Page 2
11
1/
6
6
Aalborg Universily
Enclosure No. 5 Approved: KPI
Pa ge 3 lsotrop ir Compression CU,. 0 Triaxia l Test No . 97 10.20
0.0
\ 0.2 \
\ ~ 0.4 w• ~
l 0.6
0.8 0 50 I 00 150
p' [kPa]
0.0
~· 0.2
~ ~ 0.4 w· ""' ~
0.6 ~
0.8 0.0 0.05 0. 1 0. 15
El [%)
0.680
0.675
' '\ - 0.67 0
~ ~1
0.665
0.660 200 0 50 100 I SO 200
p' [kPa]
0.680
0.675
~ :::::: 0.670
~ ~ 0.665
0.660 0.2 0.0
lob: Ph.D. Projecl
Execuled: KPI Eval ualed: KPI
~ "'---
0.05 0.1 0.15 0.2 El(%)
A alborg U niversi1y
Enclosu re No. 5 Approved: KPJ
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Triaxial Test No. 9710.20 Undrained Corn pression Page 4
2000
1500
~ 1000
500
0 0
40
\Remarks
I
'
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I
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'I 'I/ I
,/
(
2000
1500
) I I
V I 1/
i/
"' ~ 1000
500
0 500 I 000 1500 2000 6
p' (kPa]
80 120 160 Pressure [kPa]
2000
\ ! : I
[\ I
\ \
1500
~ 1000
500
I) 200
0 -150 -500 -250 0 250
u (k Pa]
Job: Ph.D . Project Aalborg University
Executed: KPJ Enclosure No. 5 Evalu ated: K Pl Approved: KPJ
Page l CU Triaxial Test No. 9710.26
Descriplion of soil Triaxial Apparatus No. 2 Specimen propenies Easlern Scheldt Sand
Specimen preparation Cal ibrat io n file Height 71.49 mm Air pluv iation Cal97103 .dai Diameler 69.69 mm Saluration proced ure Date Void ralio 0.671 C01 / Backpressu re 1998-05-04 B -value 0.980
Test prog ram Isotropic compression, o'3 : 20.0 - 271.8 kPa Loading ra le : 5.0 kPa/m in
Undrained co mpressi on t.p' = 0 (TSP) Deforma tion rate : 3.0 %ph. Mi nim urn pore pressure, um 1,: 0.0 kP a
Drained compress ion t.p' = 0 (ESP) Deformation rate: 3.0 % ph .
Isotropic compression
Confin ing pressure oj 271 .7 kPa Axial stra in cl 0.23 %
Volu me tric slrain E, 0.36 %
Vo id ra tio e 0.666
U ndrained corn press ion Values at P.,., V a lues at u .... Stress ratio o'l/oj 2.42 2.42 Confining pressure oj 147.2 k?a 147.2 kPa Pore pressure u 55 .I kPa 55. 1 kPa Dev iato r stress q 208.5 kPa 208 .5 kPa Mean norma l stre S> p' 216.7 kPa 216.7 kPa Rati o q I p' 0.96 0.96 Axial strain El 0.67 % 0.67 % Fr iction ang le <j!' 24.5 ' 24.5 '
Job: Ph.D. Pro jecl Aalborg Unive rsity
Executed: KPJ Enclosure No. 6 Eva luated: KPJ Approved: KPJ
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CU Triaxial Test No. 9710.26
Drained compression
Stress ratio Confining pressure Deviator stress Mean norm a) stress Ratio Axial strain Volumetric strain Void ratio Friction a n ~ l e
Angle of dilation
Elastic properties
Shear modulus Deviator stress Mean normal stress
ci;!~ a:, q p'
q I p'
El
c, e <p'
"' G
q
p
Job: Ph.D. Project
Executed: KPJ Evaluated: KPJ
Page 2
Values at fa ilure
4.56 124 .9 kPa 445 .3 kPa 273.4 kPa
1.63 6.33 %
·0 .81 %
0.685 39.8 '
6.4 '
76.7 MPa 372.5 kP a 273.6 kPa
A alborg University
Enclosure No. 6 Approved: KPJ
Page 3
800
600
.. ;
"" 400 ~ er
200
0
/: \
0 100 200 300 400 p' [k Pa]
800
600
.. ~ 400
1----1--~
~ V
V 200
0 0 20 40 60 80
u (k Pa]
80 0
600
.. ~ 400
200 I 0
0
·2
-1
0 /
~~
2 0
CU Triaxial Test No. 9710.26
-
/
-- --
/
6 c,(%]
I
/
I
-
I
I
I
I
I
12
1
9 12
Job: Ph.D. Project A albo rg University Legend
Executed: KPJ Eva luated: KPJ
Enclosure No. 6 App roved: KPJ
• Isotropic compression Undrained compress ion Drained compression
' I
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CU Triaxial Test No. 9710.26 Isotropic Compression
0.0 0.672
\ 0.670 \
0.1
~ 0.2 w•
OJ
\ \
\ " ~
- 0.668
\ 1\ ~ ~
I 0.666
0.4 0 100 200 300
p' [kPa ]
0.664 400 0 100 200 300
p' [kPa]
0.0 0.672
1\ 0.670 1\
0.1
\ ~ 0.668 "
!!? 0.2 ...
0.3
[\
\ 0.666
f\ 0.664 0.4
0.0 0. 1 0.2 0.3 0.4 0.0
Job: Ph.D. Project
Executed : KPJ Evaluated: KPJ
El (%)
A alborg Univers ity
Enclosure No. 6 Approved: KPJ
\ ~
\ 1\
0.1 0.2 0.3 El (%)
Page 4
400
0.4
Pag e 5 Undrained Compression CU Triaxial Test No . 9710.26
80 0 80 0
60 0 60 0
~ 400 ; ~
~ 400
/: ~
200
0
200
0 0 tOO 200 300 400
p' [kPa]
80 0 30 0
\ ~ 600 250
u ~
~ 200 ~
~ 400
I p
\ 200 ISO
100 0 0 75 150 225 300
Pressure [kPa]
Job : Ph.D . Projec t A alborg University
EHcuted: KPJ Evaluated : KPJ
Enclosure No. 6 Approved: KPJ
- - - -
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--1---~
~ v
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Page l CU Triaxial Test No. 9710.27
Description of soil Triaxial Apparotus No. 2 Specimen properties Eastern Scheldt Sand
Sp ecimen preparat ion Calibration file Height 71 .45 mm Ai r pluviat io n Ca l971 OJ.dat D iam et er 69 .65 mm
Saturation procedure Date Void ratio 0.669 C0
2/ B ackpressure 1998·05·06 B -value 0.987
Test program Isotropic compression , d,: 20.0 - 494.2 kPa Loadi ng rate: 5.0 kPa/min
Undra ined com press ion e.q I t.p' = -1.5 (TSP) Deformation rate : 3.0 % ph.
Isotropic compression
Confining pressure cr) 494.2 kPa Axial strain c, 0.47 % Volumetric stra in c, 0.58 %
Void ratio e 0.659
Undrained comp ression V a lues at Pm ,
Stress ratio d,fcr) 2.58 Confining pressure 0~ 231.7 kPa Pore pressure u -I 05.7 kPa Deviator stress q 366.6 kPa Mean normal stress p' 353.9 kPa Ratio q I p' 1.04 Ax ial strain c, 1.1 1 % Frictio n angle Cjl' 26.2 '
Remarks: B-value obta ined at a backp ressu re of 200 kPa. Backpressure wc reased to 400 kP a before start of isotrop ic corn press ion.
Job: Ph.D . Projec t
Executed: KPJ Eva lu ated : KP I
Aalborg University
Enclosure No . 7 Approved : KPJ
·:I. I .
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CU Triaxial Test No. 9710.27
800 800
\ I 600 600
\
\ ~
~
~ 400 ~ 400
\
\ \ \
'[\ I
200
0 0 200 400 600
p' {kPa}
I I
j
200
800 0
0
800
-'-.....
~ ~
"' 11 \
600
" ~ 400
200
0.0
1\
~ ~
8
0.2
0.6
0.
-4 00 -300 -200 . J 00 0 u {kPa}
Legend Job: Ph .D. Project
• Isotropic com pression Undrained compression Executed : KP J
Evaluated : KPJ
Page 2
I 1/
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1
2 El {%}
A alborg University
Enclosure No. 7 Approved: KPJ
Page 3 Isotrop ic Compression CU Triaxial Test No. 9710.27
0. 0
~ 0.2
\ ~ 0.4 w•
0.6
0.8 0
0.0 r\ 0.2
~ 0.4
0.6
0.8 0.0
1 ...... .
1\ ~
['!
200 400 600 p' {kPa}
\
1\ \
I\
0.2 0.4 0.6 El{ %)
0.67 0
I\ 0.665
"' ~ 0.660
0.655
0.650 800 0
0.670
0.665 1\ :::::: 0.660
0.655
0.650 0.8 0.0
Job: Ph.D . Project
Executed: KPJ Evaluated: KPJ
~ "'-
200 400 600 800 p' [kPa)
" ~
'
0.2 0.4 0.6 0.8 El [%)
A alborg Unive rsity
Enclosure No. 7 Approved: KPJ
I. I : '
.,
' ~
1!: , r.IJ I ,,,1 ,.
I ::
11
.:d •.I l'!t ,. ,,
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CU Triaxial Test No. 9710 .27 U ndrained Compression Page 4
800
600
"' ~ 400
200
0
600
500
~
0.. 400
300
200
35 0
800
V V
/
I V
1/
\ 1/ \
L \\ [j
"' ~ 400
600
200
200 400 600 800 0 0.5 1.5 p' lk Pa]
800
I
p'
-----~
v "'
~
~ ~
600
( ~
~ 400
" \ 1-----r--------
200
360 370 380 390 0 -400
Pressure [kP a]
Job: Ph .D. Project
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\ -300 -200 -I 00 0
u [k Pa ]
A alborg Un iversity
Enclosure No. 7 Approved: KPJ
Page I CU Triaxial Test No . 9710.28
Description of so il Triaxial Apparatus No. 2 Specimen properties Eastern Scheldt Sand Specimen prep aration Calibration file Height Air pluviation Ca l97 103 .da t Diameter
Satural ion procedure Dale Vo id ral io C0 2 I Backpressure 1998-05- 08 B -value
Test program lsolropic com press ion , o'3
:
Loa di ng ra te:
Undrained compression 6q I Lip'= 2 (TSP) Deforma tion rale: Minim um pore pressure, Um;, :
Drain ed compression 6q I Lip'= 2 (ESP) Deformation rate:
Isot ropic corn press ion
Confinin g pre ssure AAial stra in Volumetric strain Void ratio
Undra ined compress io n
Stress ratio Confinin g pressure Pore pressure Dev ia tor stres s
IMea n norma l stress RatJo
(x ial strain Friction ang le
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a',
£1
£ ' e
o'11cr) cr) u
q p'
q I p'
El cp'
Aalborg U niversily
Enclosure No. 8 App roved : KPJ
Values at Pm:n
2.7 5 53.5 kPa 66.3 kPa 93 .6 kPa 84 .7 kPa 1.10 0.37 % 27 .8 .
71.48 mm 69 .68 mm 0.670 0.987
20 .0 - I 04.3 kPa 4.0 kPalm in
3.0 % ph . 0.0 kPa
3.0 % ph.
I 04.4 kPa 0.1 3 %
0.18 % 0.667
Va lu es at umax
3.47 52.9 kPa 72.9 kPa
130.1 kPa 96 .3 kPa 1.35 0.6 7 % 33 .5 .
I
I !
' I
I I I' ,.
I' I
t ,I
. ' '
CU Triaxial Test No. 9710.28
Drained comp ression
Stress ratio Confining pressure Deviator stress Mean normal stress Ratio Axial strain Volu metric strain Void ratio Fricti on ang le Angle of dilation
d 1/a; a; q p'
q I p'
El
£ ,
e
~· Ill
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Page 2
V a lues at failure
4.29 228.3 kPa 7 50.3 kPa 478.4 kPa
1.57 7.04 %
· 0.69 % 0.6 8 2 38 .4 ' 6.0 '
A alborg University
Enclosure No. 8 Approved: KPJ
Page 3
800 800
I I
I
600 600
"' 0.. 400 ~ <7'
I I!'
"' ~ 400
200
0
I' r 200
0 200 400 600 800 p' (kP a)
800 .J.o
600 -0.5
"' 0.. 400 ~ <:7'
.. 0
0.0 w·
~ "" """ ~
200 0.5 ]'.._
f..---l) --!--
0 1.0
0 20 40 60 80 u (kPa)
Job: Ph.D. Project Aalborg Univ ersity
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Enclosu re No. 8 Approved: KPJ
CU Triaxial Test No. 9710.28
---"
I
I I
1/ 0 12
I
I
I
I
I
I
I
t----'
0
Legend
6 El(%)
9
• Isotropic compression Und rained compression Dra ined compression
12
I I I'
'1 ·I ' I
I I
I '' . I,
' I'' 1 , I
1 ' ii d; •' I 'i l I I'
I· ·r H' ; :;Jd
, j ·: • I
'I• .·1 I' 'j'l •
I I,· ~
lli ' I ' •I' . ill
1\
'I
CU Triaxia l Test No. 9710.28 Isotrop ic Corn pression
0 .00
\ \
I\
\ - 0.668
0.05
0. 15
0.672
\ 1"'-
""'~
0.670
0.666
11
0 .20 0 .664
0 50 100 150 200 0 50 100 !50
p' [k Pa] p' [kP a]
0 .00
f\ 0.672
0.05
\ 0.670
~ b~ 0. 10 w'
0.1 5
::::::: 0.668 ., I\
\ ~ ~
r--0.666
- 0 .664 0.2 0 0.0 0.05 0.1 0.15 0 .2 0.0 0 .05 0 .1 0.15
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£1 [%)
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£1 [%)
1 .......
Page 4
200
0.2
Page 5 Undrained Com pression CU Triaxia l Test No. 9710.28
80 0
I I
I
600
~ I Ill ~ 400
I
/I
(' 200
0 200 400 600 800 p' [k Pa]
800 --.--------,---..,..----~
600+-- ---l----1----1
.. ~ 400 +-----'.c---+----f----- -1
0 50 100 Pressu re (kPa]
!50
80 0
60 0
.. ~ 400
200
0
80 0
600
.. ~ 400
200
0
Job: Ph.D. Project Aalborg University
hecu led: KPJ Ev aluated : KPJ
Enclosu re No. 8 Approved : KPJ
' I
I I
I/ 0
~ ~
/
6 £1( %)
""-._
-
9
~~ l)
1---t----0 20 40 60 u [kPa]
1 ...... .
12
80
• !
,:· hi ::1.
.,
·'
I I ' .
I, I
·'
Page I CV Triax ial Test No . 9710 .29
Desc ription of soil Triax ial Appara tus No . 2 Specimen prop erties Eastern Sche ldt Sand
Specimen prepara tion Ca libratio n file Height 7 1.48 mm Air pluviation Cal971 03 .dat Diameter 69 .68 mm
Satu ration procedu re Date Void rat io 0.633 C0 2 / Backp ressure 1998-05-05 8 -value 0.976
Test program Isot rop ic comp ressio n, o'3 : 20.0 - 104.3 kPa Load ing rate: 5.0 kP alm in
Un dra ined comp ress ion 6q I ~ · = 2 (TSP) Deform at ion rate : 3.0 %ph.
Iso tropic corn pression
Co nfinin g pressure o'J I 04.2 kPa
Axial s train El 0. 13 % Vo lumetric strain E, 0.17 % Vo id ratio e 0.630
Un drained comp ression Value s at Pm., Va lues at um,.
St ress ratio o'llo', 2.50 3.26 Co nfini ng pressure o', 5 8.6 kPa 59 .I kPa Po re pressure u 60 .2 kPa 67.2 kPa
Deviator stress q 87 .7 kPa I 33 .7 kP a Mean norma l stress p' 87.8 kPa I 03.7 kP a Ratio q I p' 1.00 1.29 Axia l strain El 0.35 % 0.67 % Friction angle <j>' 25.4 ' 32 .0 '
Rem arks : 8 -va lue obtained at a bac kpressu re of 200 kPa. 8 ackpressure increased to 400 kPa be fo re start of iso tropic comp ress ion.
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Enclosure No . 9 Approved: KPJ
·'
,. I
' ' I
,, I
·,,I
) I '
I I 1 I
CU Triaxial Tes t No. 9710.29
1000
7SO
"' :!;; soo
250
0 0
1000
150
"' 0.. soo
250
0 -lOO
Legend
t/ ,j
l I
I! I
( 200 400 600
p' fkPa]
~ \ \
1\
\ ~
D -S O 0 SO
u fkPa]
• Isotropic corn pression Undrained compression
Page 2
1000
I I
1/
750
"' :!;; 500
I / 250
0 V 800 0
100
0.00 -+--- ----.----.---------,-------,
0.05 -+---+---1----+-----j
~ 0. I 0 --H---1-----+---+-----l w•
0.15 -H---+---f---t-----1
0.20 -+---l---1-----11-----l 0
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Enclosure No. 9 Approved: KPJ
Pa ge 3 Iso tro pi c Compress ion CU Triax ial Test No . 9710.29
0.00
0.05 \ ~ 0. 10 w•
0.15
\ \
~ 0.20
0 50 100 150 p' lkPa]
0.00
0.05 1\ ..., w•
0.10
0.15
0.20 0.0
1, ......
\ 1\
\ ~
0.05 0.1 0.15 E,{%)
0.634
0.633
\ - 0.632
'\ \
0.631
~ 0.630
200 0 50 100 150 200 p' lkPa]
0.634
~ 0.632 \ 0.633
"
1\ \
0.631
~ 0.630
0.2 0.0 0.05 0.1 0.15 0.2 E1 {%)
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Enclos ure No. 9 Approved: KPJ
I ,I
I I
I '
I'
I I i, ..
' I
'l' '• ~ I
r· 'f•
11•
I
'1.1' ~I
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CU T riaxia l Tesl No. 9710.29 Undr ained Corn pression Page 4
1000 1000
I I
/ I/
~
~ 500
750
IV /
I I
! (
250
~
~ 500
0
750
250
0 200 400 600 800 0 p' (kPa]
500 1000
~
~
~ 250
\
\ 1\ / V: lJ /
v ~
\
375
125
0
~
~ 500
\ \
f\
\ ~
)
750
250
30 60 90 120 150 0 - lOO ·50 0 50 100
Pressure (kP a]
I R<m"'' Job : Ph .D. Project
Exec uted: KPJ Evalu ated: KPJ
u (kP a]
Aalborg Unive rsity
Enclosure No. 9 Approved : KPJ
Page I
Descripl ion of soil Triaxial Appara1us No. Eastern Sc held l Sand
Specimen preparation Calibra1ion file Air pluv ial ion Cal971 05.dal
Saluralion procedure Da le W a1er percolalion 1998·05·09
Tesl program lsolropic compression, d 1 :
Loading ra1e:
Undrained comp ression Deformalion ra1e:
lso 1ropic comp ression
Confin in g press ure Axial slrain Volumetric strain Void ralio
U ndrained corn press ion
SIre ss ral io Confining press ure Pore pressu re De vialor stress Mean normal sire ss Ralio Axial s1rain Fricl ion an~ le
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o'1/o)
o', u q p
q I p'
c, qi
A alborg Universi ty
Enc losure No. I 0 Approved : KPJ
cu •• 0
Triaxia l Test No. 9710.31
2 Specimen propenies
Height 71.50 mm Diameter 69.70 mm Void ra1io 0.672
20.0. 160.0 kPa 3.0 kP a/m in
3.0 % ph.
160 .0 kP a 0. 15 % 0.48 'i't
0.664
Values at p~" Valu es at u., , I 2.49 2.76 I
86 .9 kPa 84 .5 kPa
I 73.2 kPa 75.6 kPa 129.3 kPa 148.6 kPa 130.0 kPa 134.0 kPa 0.99 1.1 1 0.44 0' .. 0.59 C' .. 25 .2 ' 27.9 '
CUu=D Triaxial Test No. 9710.31
4000 4000
3000 3000
/
I V; I
I / I V V ~ V
f 2000
1000
0
~
~ 2000
v 1000
0
0 500 I 000 I 500 2000 0 p' [kPa)
4000
3000
~ 2000 "' ~
\ ~ ~
1000
0 ·900
Legend
·600 ·300 u [kPa]
\-· lsotropic compression Undroined compression
[) 0
0.0
0.2
"'"' 0.4 w·
0.6
0.8 300 0
Job: Ph.D . Project
Executed: KPJ Evaluated: KPJ
V
Page 2
/
V )
6
6
Aalborg University
Enclosure No. 10 Approved: KPJ
Pagr 3 Isotropic Compression CU •• 0 Triaxial Test No. 9710.31
0.0
\ 0.2 1\
"" 0.4 ~ l
0.6
0.8 0 50 100 150
p' [kPa)
0.0
~. 0.2
0.6
0.8 0.0
~
"" ~ I I
0.05 0.1 0.15 £1 [%)
0.680
0.67 5
- 0.670 "" 0.665
0.660 200 0
0.680
I 0.675
- 0.67 0 ~
I I
I 0.665
0.660 I
0.2 0.0
Job: Ph.D. Projecl
Executed: KPJ Ev•luated: K PJ
~ ~
r"
50 I 00 I 50 200 p' [kP a]
"~ ['"
"""
0.05 0.1 0. I 5 0.2 £1 [%]
A alborg Un iversity
Enclosure No. I 0 Approved: KPJ
CU , .0
Triax ia1 Test No. 9710.31 Und rained Co mpress ion Page 4
4000 4000
3000 3000
~ 2000 I
lA ~ 2000
I l1 1/
I V 1/ V
1000
500 1000 1500 p' lkPa]
300
~ 150
1\ \ V
I 1/ \'
\
225
75
40 80 120 160 Pressure lkPa ]
1000 V V
V IJ
2000
4000
/ 3000
~ 2000
1000
200 -900
Job: Ph.D. Project
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('..
~~ \ ~
~ [)
-600 -300 0 300 u lkPa]
A alborg Univers ity
Enclosure No. I 0 Approved: KPJ
Page I
Descr iption of soi l Eastern Sc he1dt Sand
Specimen preparat io n Air p1uviatio n Saluration proced ure Water perco lation
Triaxial Appara tus No. 2
Calibration file Ca l971 05.dat Date 1998-06- 10
Tes t pro gra m Isotropic corn press ion, a'1
:
Loading rate:
U ndrained compression Deformation rate :
Isotrop ic co mpress ion
Confinin g pre ssu re a', Axial strain £, Vo lumetric strain E,
Void ratio e
CU, . 0 Triu ial Tes t No. 9710.39
Specimen properties
He i~ ht D ia;, et er Void ratio
7 1.52 mm 69.72 mm 0.67 3
20 .0- 160.0 kPa 5.0 kPa/m in
3.0 % ph .
160 .0 kPa 0.13 % 0.44 'ii
0.666
l
Undrained com press ion Values at p~'" Values at u mu ! Stress ra tio Con fin ing pressure Pore pressure Dev iator stres s Mean no rmal stres s Ratio Axial strain Friction an~le
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oj u
I q
p q I p I
£ , I qi I
A alborg Universi ty
Enclosure No . 11 Approv ed: KPJ
2.50 2.85 89.8 kPa 86.3 kPa
69.3 kPa 72.8 kPa 13 5 .I kPa 159 .5 kPa 134.9 kPa 139.5 kPa 1.00 1.14 0.58 % 0.7 5 % 25.4 ' 28 .7 '
CU,.0 T riaxial Test No. 9710 .39
800
600
~
Q.. 400 ~
,;
/ 1/ ..
200 I I
0 \· 0 200 400 600
p') kP a]
800
600 "' ~
~ Q.. 400 ~ c:r ~
200 ~
l) V
-1 00 .so 0 50
Legend
•
u [kP a)
Isotropic compression U ndrained corn pression
800
600
-~ "- 400 ~
200
0 ~ 800 0
0.0
0.2
-.,o 0.4
,;
0.6
0.8 !00 0
Job: Ph .D. Project
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Page 2
1/ /
I
I 2 3 4 £1[ %)
I 2 3 4
£1)%)
A alborg Un iv ersity
En closure No . 11 Approv ed: KPJ
~ 1.-
Page 3 Isotropic Corn pression CU,. 0 Triaxial Test No. 9710.39
0. 0
\
!!'. 0.4
•'
0. 2 ~
""' ~ t'-
0.6
0.8 0 50 100 150
p' [Ha)
0.0
~ 0.2
~ ll~ 0.4 w•
f'\
" 0.6
0.8 0.0 0.05 0.1 0. 15
£1)%)
I''" ....
0.680
0.675
""' "7' 0.670 1'\.
~
~' 0.665
0.660 200 0 50 100 !50 200
p' [kPa]
0.680
0.675
'"7' 0.670 ~ ~
""' 0.665
0.660 0.2 0.0 0.05 0.1 0.15 0. 2
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Enclosure No. !I Approved : KPJ
cu •• 0
Triaxial Test No. 9710.39 Undrained Corn pression Page 4
80 0 80 0
0 I r; I/
60 0 11/
/ I/
I I
~
~ 400
60
~
~ 400
200
\, 200
/ 0 0
0 200 400 600 800 0 p' (kPa]
300 ...,---.---.,.---.,----, 800
600 "' ~
~
:;; 150+-~+--+-t--+--l ~ 400
200
0,_-~~-~---~-~ 0 40 80 120 160
Pressure (kPa] 200 .J 00
Job: Ph .D. Project
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~ ~
"" V
D .so 0 50 100
u (kPa]
A alborg University
Enclosure No. 11 Approved: KPJ
Page I
Description of soil Triaxial Apparatus No. 2 Eastern Scheldt Sand
Specimen preparation Calibration file Plu viation Cal971 06.dat
Saturation procedure Da te Water percolation 1998·09-04
Test program Isotropic compression, o'1 :
Loading rate: ·
Undrained compression Deformation rate :
Isotropic compression
Confining pressure Axial strain Volumetric strain Void ratio
U ndrained corn pression
Stress ratio Confining pressure
Pore pressure Dev iator stress Mean normal stress Ratio Axial strain Friction angle
Job: Ph .D. Project
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o',ld) d , u q p'
q I p'
c, <P
A alborg University
Enc lo sure No. 12 Approved: KPJ
CU,.0
Triaxial Test No. 9710.40
Specimen properties
Height 71.46 mm Diameter 69.66 mm Void ratio 0.825
20.0 - 160.0 kPa 5.0 kPalm in
3.0 % ph.
160.1 kPa 0.24 %
0.56 %
0.81 5 i
V a lues at p~, Values at urn,. -I 2.65 2.81
54.0 kPa 53.4 kPa
I 06 .0 kPa I 06.6 k Pa
88.8 kPa 96.4 kPa
83 .6 kPa 85.5 kPa
1.06 1.13
1.13 >[ 1.41 %
26.8 0 28.3 0
CU,=0
Triaxial Test No. 9710.40
I 00 0 ,-----,.----,---r---, 1000
750
~ ~
~ 5004-----+---~~---A----~ ~ 500 <:r
250
I/ o~--~-~---+---~----4 0
0 200 400 600 p' [kPa]
1000
1\ 750
~ p..
500 :::!. <:r
250
\ \
\ 1\
\ ~ 0 -400 -200 0 200
u [kPa]
Legend
• Isotropic compression Undrained co mpression
800 0
0.0
0.2
lJl 0.4 w'"
0.6
0.8 400
lob: Ph.D. Project
Executed: KPJ Evaluated: KPJ
Page 2
/ V
/;j
10 ~[%)
10 El(%)
I 5
I 5
20
20
A alborg University
Enclosure No. 12 Approved: KPJ
Page 3 Isotropic Compression CUu=O Triaxial Test No. 9710.40
0.0
\ 0.2
\~ 0.4
~\ 0.6
0.8 0 50 100 150
p' [kPa]
0.0
1\ \ 0.2
\ \
0.4
\. 0.6
0.8 0.0 0.10 0.2 0.30
El(% ]
l''m "''
0.830
0.825
\ - 0.820 ""' ""' ~
0.815
0.810 20 0 0 50 100 150 200
p' [kPa]
0.830
0.825
~ - 0.820
~ 0.8 15
1'\.
0.810 0.4 0.0 0. I 0 0.2 0.30 0.4
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El(%)
A alborg Un iversity
Enclosure No. I 2 Approved: K PI
cu •• 0
T r iaxia l Test No. 9710.40 Un drained Comprtssion Page 4
I 000 -,------r---e---,---- 1000
I/ 1/
V V
~
~ 500~-----+--~~----~~--~
750
.. ~ 500
250
I ' 0
0 200 400 600 800 0 I 5 20 p' {ltPa]
300 I 000
1\ 225
";;;' 0.. 150 ~
15
1\ \ \
\
\ I)
750
.. ~ 500
250
0 40 80 120 160 200
0 -400 -200 0 200 400
Pressure lkPa]
Job: Ph .D. Project
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u lkPa]
Aa lborg Universit y
Enclosure No . 12 Approved: KPJ
Page I
De.cription of soil Triax ial Apparatus No. 2 Eastern Scheldt Sand Specimen preparation Cal ibration file Pluv iation Cal97 1 07 .dat
Saturation procedure Date Water percolation 1998-09-06
Test program Isotropic corn pression, d1 :
Loading ratt:
U ndrained corn pression Deformation rate :
Isotropic compression
Confining pressure Axial strain Vo lumetric strain Void ratio
Undrained compression
Stress ratio Confin ing pre ssure Pore pressu re Deviator stress M can norma l stress Ratio Axial strain Friction angle
Job: Ph .D. Project
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d l c, £,
e
d/d, d, u q p'
q I p' c, qi
A alborg Un ivers ity
Enclosure No. 13 Approved: KPJ
cu •• 0 Triax ial Test No. 9710.41
Specimen properties
Height 71.44 mm Dia meter 69.64 mm Void ratio 0.824
20.0- 320 kPa 5.0- l 0.0 kPa/m in
3.0 %ph.
319.9 kPa 0.39 % 1.22 %
0.802
Values at P~,. Va lues at u~
2.77 2.84 I I
I 03.0 kPa I 02 .0 kPa
217 .I kPa 218 .I k Pn
I 82.7 kPa I 87.4 kPa
163 .9 kPa 164.5 kPa
1.12 1.14
1.99 % 2.17 ... 28.0 . 28.6 .
cu •• 0
Triaxial Test No. 97 10.41
750
m "- 500 =.
250
0 0
1000
750
m
~ 500
250
0 -400
Legend
200 400 600 p' )kPa]
1\ 1\
\ \ ><
-200 0 200 u )kPa]
• Isotropic corn press ion Undrained compression
I 000
I I
750
m
7 ~ 500
250
I 0
800 0
40 0
Job : Ph .D . Project
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I 0
10
Page 2
30 40
30 40
A alborg University
Enclosure No. 13 Approved: KPJ
Page 3 Isotro pic Compression CU,,0
Triaxial Test No. 9710.41
0.0
\ 0.5
~ ~ 1.0 w• "" " il
1.5
2.0 0 100 200 300
p' )kPa)
0.0
~ ~ 0.5
~ 1.0 w·
1.5
2.0 0.0
~ ""'
0.10 0.2 0.30 El )%)
0.840
0.830
\ - 0.820
'\ 0.8 10
0.800 400 0
0.8 40
0.830
""' ""- 0.8 20 ~
0.8 10
0.800 0.4 0.0
Job : Ph.D . Project
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~ ~
l
100 200 300 400 p' )kP a]
~ ~
"" ~ 0.10 0.2 0.30 0.4
El )%)
Aalborg Un iv ers ity
Enclosure No. 13 App roved : KPJ
CU , . 0 Triaxial Test No. 971 0.41 Undrained Compression
I 000 ..-----,.-----.---..------. 1000
750
.. .. ~ 5004-----~----~~--*---~ ~ 500
0 200 400 600 p' [kPa)
800
600
\ p' /
u\ V / 1\
V L> ~
1\
~ 400 0'
200
0 0 100 200 300
Pressure [kPa]
r·m "''
800
400
250
1/ 0
0
1000
750
.. ~ 500
250
0 -400
Job : Ph.D . Project
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Page 4
I/ V
V /
IS 20
1\ i\
\ \ \ !)
K ·200 0 200 400
u (kPa]
A alborg V niversity
Enclosure No. 13 Approved: KPJ
Page 1
Description of soil Triaxial Apparatus No . Eastern Scheldt Sand
Specimen prep aration Ca libration file Pluviation Ca l971 07 .dat
Sa tu ra tion procedure Date Water percolation 1998.09.06
Test program Isotropic compress ion, o'J: Loading rate:
U ndrained corn press io n Deform at ion rate:
Isotropic corn pression
Co nfining pressure Axial strain Volumetric strain Void ratio
Undrained compression
Stress ratio Confining pressu re
Pore pressure Deviator stress Me an normal stress Ratio A x ia I strain Frictio n an gle
Jo b: Ph.D. Projec t
Executed: KPJ Eva luated: KPJ
a', c, t,
e
o'1/aj
a') u q p'
q I p' c, <P
A alborg Univ ersity
Enclosure No . 14 App roved: KPJ
CU,.0
Triaxial Test No. 9710 .42
2 Speci men prope nies
Heigh t 71.45 mm D iam et er 69.65 mm
Void ratio 0.8 25
20.0- 640.0 kPa 5.0 · I 0.0 kPa/m in
3.0 % ph .
640.3 kPa
0.60 %
1.70 % 0.7 94
Values at p~" Values at um;L-
2.7 4 2.86
204.8 kPa 202.8 kPa
435.4 kPa 437.4 kPa
355.7 kPa 376.6 kPa
323.4 kP a 328.3 kPa
1.10 1.15
3.01 % 3.53 <;.,
27 .7 0 28 .8 u
cu •• 0
Triaxial Test No. 9710.42
2000 2000
1500 1500
/ .. ~ 1000
.. ~ 1000
/ I
I
/ I
(_ I
1\1 500
0
( 500
0
0 250 500 750 1000 0 p' [kPa]
2000 0.0
1500 0.5
""' ~ -~ y--
~
.. ~ 1000
500
0
~ 1.0 w•
1.5
2.0 0 200 400 600 800
u [kP a]
Legend Job: Ph.D. Projec t
• Isotropic compression U ndrained corn pression Executed: KPI
Evaluated: KPJ
7 I
10
10
/
20 e,[%]
20
Page 2
30 40
30 40 e, [%]
A albo rg Universi ty
Enclosure No. 14 Approve d: KPJ
Page 3 Isotropic Compression cu •• 0 Triaxial Test No. 9710.42
0.0
0.5 \ \
[\
~ ~ 1.0 w•
~ '
1.5
1
2.0 0 200 400 600
p' [kPa]
0.0
[\ 0.5
1.0
1.5
2.0 0.0
[\ \
\
0.20 0.4 0.60 e, [% ]
0.840
0.820 \
~ ~
- 0.800 ~ ....,
0.780
0.760 800 0 200 400 600 800
p' [kPa]
0.840 I
I
= 0.800
~ ~
~ ~
""-
0.820
0.780
0.760 0.8 0.0 0.20 0.4 0.60 0.8
Job: Ph .D. Project
Executed: KPJ Evaluated: KPJ
c, [%]
Aa lborg University
Enc lo sure No. 14 Approv ed: KPJ
cu,.0 Triaxial Test No. 9710.42 Constant Volume Corn pre ssion Page 4
200 0 200 0
1500 1500
~
/ V
!~ 500
/
~ I /
I
{_____ \I
~ 1000
0
.. ~ 1000
500
0 250 500 750
p' (kPa ) 1000 0 15 20
800 -,-----,----.----,..-~ 2000
1500
.. ~ 4004-----~--~~~--~--~
o+---~---+--~~~
""" ~ V
L--D
~ 1000
500
0 0 200 400 600
Pressure (kPa] 800 0 200 400 600 800
IR<m nk• Job: Ph.D. Project
Executed: KPJ Evaluated: KPJ
u (kP a]
Aalborg Universi ty
Enclos ure No. 14 Approved: KPJ
Pa ge I
Descrip tion of soi l Tria xia l App aratus No. 2 Eastern Scheld t Sand
Specimen prepara tion Cali bration file Pluviation Cal97107.dat
Saturation procedure Date Water percolation 1998-09-08
Test program Jsotropic comp ression, a; : Loadin g rate:
Undrain ed co mpression Deformatio n rate:
Isotropic compression
Confining pressu re Axia l strain Volumetric str ain Void ra tio
U ndrained com pression
Stress ratio Confining pressure Pore pressure Deviator stress Mean normal stress Ratio Axial strain Friction an gle
Job: Ph.D . Projec t
Executed: KPJ Evaluated: K PJ
a:, El
E,
e
ci,fcr) a; u
q p'
q I P
El
~·
Aalborg Unive rsity
Enclosu re No. 15 App roved: KPJ
CU,. 0 Triaxial Test No. 9710.43
Specimen properties
Height 71.45 mm D iam et er 69.65 mm Void ratio 0.825
20.0- 960 .0 kP a 5.0 - I 0.0 kP a/min
3 .0 %ph.
960 .0 kPa 0.5 1 ~.
2.09 % 0.7 87
Va lues at uma
2.93 273.1 kPa 686 .9 k Pa 528.2 kPa 449.1 kPa
1.18 3.92 % 29 .5 .
CU•=O Triaxial Test No. 9710.43
2000 2000
1500 1500
l! I
I
I I
1/ I
I
I
~ 1000 ~
~ 1000
1\' I
500
0 !(
500
0 0 500 I 000 1500 2000 0
p' [kPa)
2000
1500
""' ~ ""'
~ 1000
\ ~
)....----"'
V 500
0 0 200 400 600
u (kPa]
Legend
• Isotropic compress ion Undrained compressio n
0.0
1.0
~ 2.0 w•
3.0
4.0 800 0
Job: Ph.D. Projec l
Executed: KPJ Evaluated: KPJ
/V V
10 E,(%)
Page 2
/ V
15 20
15 20
Aalborg Universily
Enclosure No.J5 Approved: KPJ
Page 3 Isotropic Compression CU•=O Triaxial Test No. 9710.43
!!. w•
.. ~ w·
0.0
\ 1.0
2.0
~ ~ ~
3.0
4.0 0 250 500 75 0
p' (kPa]
0.0
I~ 1.0
~ 2.0 ~
3.0
4.0 0.0 0.20 0.4 0.60
c, [%)
I R•muko
0.840
0.820 I\ ~
- 0.800 ~ ~ . ....._______
iL-0.780
0.760 I
1000 0 250 500 750 1000 p'( kPa)
0.840 I
""' ~ 0.820
~ 0.800 "
~ " ~
0.7 80
0.760 0.8 0.0 0.20 0.4 0.60 0.8
Job: Ph.D. Pro ject
Executed: K PJ Evaluated: KPJ
E,(%)
A alborg University
Enclosure No. 15 Approved: KPJ
CU •• 0 Triaxial Test No. 971 0.43 Undra ined Corn pression Page 4
200 0
1500
I; I
I I
I
I/ I
I
~ 1000
500 I
r\ I 0
0 500 I 000 1500 p' [kPaj
200 0
1500
'
""" u'\ ~
~ 1000
\ L--~
V 500
0 0 200 400 600
Pressu re [kPaj
l''m"''
2000
150 0
~ 1000 / V
V ./
I( 500
0 2000 15 20
200 0
150 0
""" "' '\ ~ 1000
500 1\
r-----.:: v--V 0
800 0
Job : Ph.D. Project
Executed: KPI Evaluated: KPJ
200 400 600 800 u [kPaj
Aalborg University
Enclosure No . 15 Approved: KPJ
Page I CU•=O Triaxia l Test No. 9710.44
Description of soil Triaxial Apparatus No. 2 Specim en properlies Eastern Scheldt Sand
Specimen preparation Calib ration fi le Pluviation Cal971 07 .dat
Saturation procedure Date Water percolation 1998·09·24
Test program Isotropic compression , c:i1 :
Loading rate:
Undrained compression Deformation rate :
Isotropic compression
Confi ni ng pressure Axial strain Volumetric strai n Void ratio
Undra in ed compression
Stress ra tio Confining pressure Por< pressure Dev iator stress Mean normal stress Ratio Axial strain Friction angle
Jo b: Ph.D . Project
Ex ecu ted: KPJ Ev aluated: KPJ
c:i,lc:il
a.~ u q p'
q I p'
El
'f!'
A alborg University
Enclosure No. 16 Approved: KPJ
Heigh t 71 .45 mm Diameter 69 .65 m m Void ratio 0.825
20.0 · 960.0 kPa 5.0 · I 0.0 kPalm in
3.0 % ph.
960.0 kPa 0.59 %
2.02 "'• 0.788
Va lue s at p~,. Values at umu
2.86 2.94 26 3.3 kPa 260.8 kPa
696.7 kPa 699.2 kPa 489 .3 kPa 505.5 kPa 426 .4 kPa 429.3 kPa
1.15 1. 18 3.50 % 3.94 f. 28 .8 ' 29.5 '
CU Triaxial Test No. 9710.44 ... Page 2
2000 2000
1500 1500 I
In I
I
// I
I
I
/ r\'
~
~ 1000
500
0
/v l7
I (
~
~ 1000
500
0 0 500 I 000 1500 2000 0 10 30 40
p' [kPa]
2000
1500
"' ""' ~
~ 1000
\ 1\ K
r-
[/ ~
t'----
500
200 400 600 u [kPa]
Legend
• Isotropic compression U ndr~ ined compress ion
0
~ .,.
44---~~--~----+----1 800 0
Job: Ph.D. Project
Executed: K PJ Ev aluated: KPJ
10 30 40
Aalborg University
Enclosure No. I 6 Approved: KPJ
Page 3 Isotropic Compression cu •• 0 Triaxial Test No . 9710.44
~~
.,,
&
.t
0.0
\ 1.0
2.0
.....___"""
~ ............,_
3.0
4.0 0 250 500 750
p' [k Pa]
0.0
1.0
~ """' ""'
2.0 ~
3.0
4.0 0.0 0.20 0.4 0.60
El(%]
0.840
I\ 0.820
~ - 0.800
~ ~
~------0.780
0.760 1000 0 250 500 750 1000
p' [k Pa]
0.840
[\._ 0.820
~
:::::: 0.800
0.780
0.760 0.8 0.0
Job: Ph.D. Projec t
Executed: KPJ Evalua ted: KPJ
~ ~
0.20 0.4 0.60 0.8 El (% ]
A alborg Univ ersity
Enclosure No. 16 App rov ed : KPI
CU •• 0
Triax ial Test No. 9710.44 Undrained Compression Page 4
2000 2000
1500 1500 I
)--//
V V
/
I(
~~ I
I
!!j I
I
I
/ P\'
~ 1000
500
0
i 1000 <:T'
500
0 0 500 1000 1500 2000 0 I 5 20
p' lkPa)
700
I \ 11
I I
u
17 V
"" I \
600
~
~ 500
400
300
"' ~ 1000
2000
f'-
""' '\ \ !\ K
,--
V v--
1"-.
15 00
500
0 0 200 400 600 800 0 200 400 600 800
Pressure lkPa)
Job: Ph.D. Projec t
Execu ted: KPJ Eva luated : KPJ
u lkPa)
A albo rg University
Enclosure No.l6 Approved: KPJ
Page I
Description of soil Triaxia l Apparatus No. 2 Eastern Scheldt Sand
Specimen preparation Ca libration file Plu via tion Ca197107 .dat
Saturation procedure Date Water percolation 1998-09- I 3
Test program Isotropic compression, o'l: Loading rate:
Undra ined compression Deformation rate:
Isotropic compression
Confining pressure Axial strain Volumetric strain Void ratio
Undra ined compression
Stress ratio Confining pressure Pore pressure Dev iator stress Mean normal sires~ Ratio Axial strain Friction angle
Job: Ph.D . Project
Executed: KPJ Evaluated: KPJ
o',lo'} o', u q p'
q I p' c, cp'
A alborg Un ive rsity
Enclosure No . I 7 App roved: KPJ
CU.;0
Triaxial Test No. 9710.45
Specimen properties
Height 71.44 mm D iam et er 69.64 mm
Void ratio 0.726
20.0- 640.0 kPa 5.0- I 0.0 kPalm in
3.0 % ph .
640.0 kPa
0.51 "' 1.32 \'Y
0.703
Values at p~'" Values at u,.,, ! 2.70 2.83 ' i
274 .I kPa 268.5 kPa
365.9 kPa 37 I .4 kPa
465.7 kPa 492.6 kPa
429.3 kPa 43 2.7 kPa
1.09 1.14
I 1.93 'i. 2.22 'k
27.3 ' 28.6 .
CU,. 0 Triaxial Test No. 9710.45
4000 4000
3000 3000
V; 7
/ ,j /' ~ <k2
i 2000
1000
0 V
.. ~ 2000 er
1000
0 0 500 I 000 1500 2000 0
p' (kPa]
4000 0.0
3000 0.5
~
.............
~ ~
~ ~ ~ ><
::; 2000
1000
~ 1.0 ..,.
1.5
2.0 0 -400 -200 0 200 400 0
u (kPa]
Legend
• Isotropic corn pression Undrained compression
Job: Ph.D. Projec t
Executed: KPJ Evaluated: KPJ
Page 2
V /
I 15 20
15 20
A alborg University
Enclosure No. 17 Approv ed : KPJ
Page 3 Isot ropic Co mp ression cu •• 0 Triaxial Test No . 9710.45
0.0
0.5 \
'\
!: 1.0 ..,-~ ~
I'> 1.5
2.0 0 200 400 600
p' (kPa]
0.0
\ 0.5
t. 1.0 ~ ..,.
"\ 1.5
2.0 0.0 0.20 0.4 0.60
El(%)
0.740
0.730
- 0.720 \ \
0.710 ~ ~ I'>
0.700 800 0 200 400 600 800
p' [kPa ]
0.740
I I I
0.730
= 0.720 \
'\ ~
"' 0.710
'\_ 0.700
0.8 0.0 0.20 0.4 0.60 0.8
lob: Ph. D. Project
Executed: KPJ Evaluated: KPJ
El( %]
A alborg University
Enclosure No. 17 Approved: KP J
CU,.0
Triax ial Test No . 9710.45 Undra in ed Comprtssion Pa ge 4
4000
3000
I
V; f7
/
VI V <v
~ 2000
1000
0 0 500 1000 1500
p' [kPa]
1000
p'
\ I
\ I V 1\
I \
750
-;; ~ 500 <:r
250
0 0 200 400 600
Pressure [kP a]
4000
3000
V ~ 2000 0"'
1000 / I/ I 0
2000 0 IS 20
4000
3000
~
~ ~
""' 1'--- ~ 6.<::"
~ 2000
1000
800 0 -400 -200 0 200 40 0
lob: Ph .D. Project
Ex ecuted: KPI Evaluated: KPJ
u [kPa]
A a lborg University
Enclosure No. 17 App rov ed: KPJ
Page 1
Desc ript io n of soil Tria xia l Apparatus No. Eastern Sc heldt Sand
Sp ec im en preparation Calibra tion file Pluviation Cal97107.dat
Saturation procedure Da te Water perco lation 1998-09- 18
Tes t program Isotrop ic compression , o'3 :
Loading rate:
U ndrained corn pression Deformation ra te:
Isotropic co mpre ssion
Confinin g pressure Axial stra in Volum etric strain Vo id ratio
Un drained co mpression
Stress ratio Confinin g pressu re Pore pressu re Dev iato r stress Mean normal stress Ratio Axial strain Friction angl e
Job: Ph .D. Projec t
Ex ec ute d: KPJ Evaluated: KP J
o'/~ <i, u q p'
q I p
El
~-
A albo rg University
En closure No. 18 Approv ed: KPJ
CU,,0
Triaxia l Test No. 9710.46
2 Specimen properties
Heigh t 7 1.43 m m Diam eter 69.63 mm Void ra tio 0.881
20.0- 640.0 kPa 5.0 - I 0.0 kPa/m in
3.0 % ph .
640 .0 kPa 0.73 %
1.86 % 0.846
V a lues at p~,. Values at u,.,.
2.65 2.75 188.8 kPa 185.6 kPa
45 1. 1 kPa 454.3 kPa 311 .0 kPa 325 .I kPa
292.5 kPa 293 .9 kPa
1.06 I .11 2.91 <' ,, 3.41 9o
26 .9 0 27 .8 0
cu •• 0
Tria xial T est No. 971 0.46
1000
750
~
0.. 500 =.
250
250 500 750 p' lkPa]
1000
l\ \
\.,---J V \~
750
~
~ 500
250
0 0 200 400 600
u lkPa]
Legend
• Isotropic comp ressio n U ndrained corn press ion
Page 2
1000
/
I I
750
..
I "- 500 =.
250
0 1000 0 10 20 30 40
c11%1 0.0 .. 0.5
~ 1.0 .,.
1.5
2.0 +-----1f----l---1---l 800 0
Job : Ph.D. Project
Executed: KPJ Evaluated: KPJ
10 20 E
11%]
30 40
A alborg University
Enclosure No . 18 Approved: KPJ
Page 3 Isotropic Compr ession CU •• 0 T riax ial T est No. 9710.46
,g,
w•
"" w•
0.0
\ 0.5
\I 1.0
~ 1.5
~I\ 2.0
0 200 400 600 p' lkPa]
0.0
~ 0.5
1.0
1.5
2.0 0.0
1\ \
\ 0.20 0.4 0.60
£ 1 1%1
1 ...... ,
0.920
0.900
- 0.880
~~ 0.860
'--...... ~~I'
0.840 800 0 200 400 600 800
p' ikPal
0.920
0.900
- 0.880 ~ ~
0.860
0.840 0.8 0.0
Job: Ph.D. Project
Executed: KPJ Evaluated : KPJ
~ ~
0.20 0.4 0.60 0.8 c1 1%1
A alborg University
Enclosure No . IS Approved: KPJ
CU,.0
Triaxial Test No. 9710.46 Undrain ed Compression Page 4
2000
1500
-;; ;; I 000
500
0
l1 I
I /
lS V ~/
0 250 500 750 p'l kPa]
400
300
"' "" 200 ~
[ ' V f\ I
7 \
u p'
100
0 0 200 400 600
Pressure fkPa]
1' .. "''
I 000
I/ V
750
/
1/ V
"' ~ 500
250
0 1000 0 IS 20
I 1000
750 1\
.. ~ 500
\ \--D
V \ "'
250
0 800 0 200 400 600 800
Job : Ph .D. Project
EHcuted: K PJ Evaluated: KPJ
u fkPa]
A alborg University
Enclosure No. 18 A pp roved: K P J
Page I
De$Cription of so il Triaxial Apparatus No. Eastern Scheldt Sand
Specimen prep aration Calibration file Pluviation Ca197107.dat
Saturation procedure Date \Vater percolation 1998-09- 16
Test program Isotropic comp ression. a'J:
Loading rate :
U ndrained com pre ss ion Deformation rate :
Isotropic compress ion
Confining pressure Axial strain Vo lumetric strain Void ratio
U nd rained corn pression
Stress ratio Confining pressurt Pore pressure Deviator stre ss Me an normal stress Ratio Axial strain Friction an gle
Joij : Ph .D. Project
Executed: KPJ Evaluated: KPJ
a'1iaj a j u q p
q I p'
El
.p
A alborg Univ ersity
Enclosure No . 19 App roved: KPJ
2
cu •• 0
Triax la l Test No. 9710.47
Specimen properties
He i~ht D iam et er Void ratio
Values at p~,
2.77 227.8 kPa
41 1.1 kPa 403.7 kPa
362.3 kPa 1.11 2.29 (;. 28 .0 .
71.35 mm 69.55 m m 0.770
20 .0- 640.0 kPa 5.0- I 0.0 kPa/m in
3.0 %ph.
640.0 kPa 0.47 % 1.5 2 'k
0.744
Values at u mu
2.90 223 .9 kPa
414 .9 kPa 426.3 kPa
366.0 kPa
1.17 2.65 ,, 29 .2 .
' I I
I
CU,. 0 Tria xial Test No . 97 10.47
2000 2000
1500 1500
~ 1000 A ~ 1000
V: V/ /
~ K,, V
500
0 250 500 750 p'fkPa]
2000
1500
~ 1000 ~
\ 1\ \ K V
500
0 0 200 40 0 600
u fk Pa]
Legend
• Isotropic corn pression Undrained compression
I
500
V 1000 0
0.0 ...
0.5
~ 1.0 w"
1.5
2.0 800 0
lob : Ph.D. Project
Ex ecuted: K PJ Evaluated : KPJ
V /
Pag e 2
I/
15. 20
I 5 20
Aalborg Univers it)
Enclosure No . 19 Approved : KPJ
Page 3 Isotro pic Compression CU,. 0 Triaxial T est No. 9710.47
0.0
0.5 \
\ ~
" 1.0
1.5 ~~
2.0 0 200 400 600
p' fkPa]
0.0
0.5 1\ \
t~ 1.0 w"
\ \
1.5 1\
2.0 0.0 0.20 0.4 0.60
E1 f%)
I ...... .
0.780
- 0.760
0.770
\ ~
0.750
~~ 0.740
800 0 200 400 600 800 p' fkPa]
0.780
I I
- 0.760 1\
0.770
0.7 50
0.740 0.8 0.0
Job: Ph.D . Project
Execu ted: K PJ Evaluated: KPJ
1\ " f\
0.20 0.4 0.60 0.8 E1 f%)
Aalborg University
Enclosure No. 19 Approved: KPJ
CU,.0
Triaxial Test No. 97 10.47 Undraine d Compress ion
2000 2000
1500 1500
/
V
-;; ~ 1000
500
0
A
/ V ~~I
I ~ <' /
~ 1000
500
250 500 750 1000 0 p' {kPa]
800 2000
600 \ I \I/
1500
~
Q.. 400 ""
200
j~
V N I
~ 1000 ""' \
500
0 0 V
V
V
10 c,{%]
[\ K'
Pa ge 4
I 5 20
200 400 600 800 0 200 400 600 800 Pressure {kP a)
lob: Ph.D. Project
Executed : KPJ Evaluated: KPJ
u [kPa)
Aalborg Univers ity
En closure No. I 9 Appro ved : K P J
Page I
Description of soi l Tria x ial Apparatus No. Eastern Scheldt San d
Specimen prepa ration Calibrat ion file Pluv iation Cal97 I 08 .d at
Saturation procedure Date Wate r percolation I 998-09-20
Test prog ram Isotropic compression, d3 :
Load ing rate:
Undrain ed com pression Deform ation ra te:
Isotropic compression
Confining pressu re Axial stra in Volume tr ic strain Voi d ratio
U nd ra ined eo m press ion
Stress rat io Confin ing pressure Pore pressure Dev iator Slress Mean normal stress Ratio Axial strain Friction ang le
Job: Ph .D. Project
Executed: KPJ Evaluated: KPJ
oj c, E,
e
d,Jd,
dl u q p
q I p' c, ...,.
A alborg University
Enclosure No. 20 Approved: KPI
2
CUu=O Tri axial Test No. 9710.48
Speci men propert ies
Height 139.50 mm Diameter 69 .35 mm Void ratio 0.825
20.0 - 640.0 kPa 5.0- 10.0 kPa/min
3.0 %ph.
640.0 kPa 0.47 % 1.76 %
0.793
Valu esatp~,. Values at u,11
a1
2.90 2.9 6
158.0 kPa I 57.2 kPa
482.0 kPa 482.8 k Pa
300 .6 kP a 307 .5 kPa
258.2 kPa 259.7 kPa
1. 16 1.1 8 2.82 % 3.09 % 29.2 . 29 .6 .
CU,.0
Triaxial Test No. 9710.48
I 000
I
V 750
I 1/
I
I
"' '::; 500
250 ~
0
1\11 0 250 500 750
p' lkPa)
800
\ '
600
1\
V u "' ~ 400
200
[7 0
0 200 400 600 u lkPa]
Legend
• Isotropic compression Undrained compression
I
I
I
I
80 0 I
I
600
"' '::; 400
~ 200
0 1000 0
0.0
0.5
~ I .0 w·
I .5
2.0 800 0
Job: Ph .D. Project
Executed : KPJ Evaluated: K PJ
I/ I
I 0 El{%)
15
15
Page 2
20
20
A alborg Un iversi ty
Enclosure No . 20 Approved: KPJ
Page 3 Isotropic Compression CUu=O Triaxial Test No. 9710.48
0.0
\ 0.5
\
~~
,,-
1.0
1.5
2.0 0
0.0
0.5 1\
I .0
1.5
2.0 0.0
1 . ..... .
1\
~ ""'
""' )
200 400 600 p' {kPa]
\ 1\
\ I\
0.20 0.4 0.60 €,{%]
0.840
0.8 20 I\ ~
- 0.8 00 ~ ~ :--.
0.780
0.760 800 0 200 400 600 800
p' {kPa]
0.840
"" ""'
0.820
::::: 0.800 ~ u
""' 0.780
0.760 0.8 0.0 0.20 0.4 0.60 0.8
El{% )
Job: Ph.D. Project Aa lborg University
Executed: KPJ Evaluated: KPJ
En closu re No. 20 App rov ed : K PJ
cu •• 0
Triaxial Test No. 97 10.48 Undrain ed Corn prusion Pa ge 4
1000
750 I
1/ .. ~ 500
I I
I v I
~ I
\' 250
0 0 250 500 750
p' (kPa)
600
500
.. ~ 400
I \ 7 p'
11 1\ 300
200 0 200 400 600
Pressure [kPal
I, .. ., ..
I
I
800
V 1/
/
I
600
.. <>. 400
200
0 1000 0 I 5 20
800
\ \ 600
l\ V u
.. ~ 400
V 200
0 800 0 200 400 600 800
lob: Ph.D. Project
Executed: K Pl Evaluated: KPl
u (kPa )
Aalborg University
Enclosure No. 20 Approved : KPl
Page I CU,.0 T riaxial Test No. 9710.49
Desc ription of soil Triaxial Apparatus No. 2 Specimen prope rt ies Eastern Sche ldt Sand
Spec im en preparation Calibration file Height 139.53 mm P Ju v iation Ca197108.dat D iam et er 69.37 mm
Saturation procedu re Date Void ratio 0.826
Water percolation 1998-09-21
Test program Isotropic compression, a'3 : 20.0 - 960.0 kPa
Loading rate : 5.0- I 0.0 kPalm in
Undrain ed compression Deformation rate: 3.0 % ph.
Isotropic compre ss ion
Confining pressure oj 959 .9 kPa
Axial strain El 0.68 %
Volum etric strain r . 2.36 %
Void ratio e 0.783
U ndrained corn press ion Values at p~" Values at um~A
Stress ratio Confining pressure
Pore pressu re Deviator stress Mean normal stress Rat io Axial strain Friction angle
lob: Ph .D. Project
Executed: KPl Evaluated: KPl
a'lla'l o; u q p'
q I p'
El <jl
A alborg University
Enclosure No. 21 App roved: KPl
3.00 3.05
I 90.5 kPa I 89.2 kPa
769.4 kPa 770.7 kPa
38 1.4 kPa 388.3 kPa
317.6 kPa 318.6 kPa
1.20 1.22
3.74 % 4.11 %
30.0 0 30.4 0
CU,=0 Triaxial Test No. 9710.49 Page 2
1000 1000
750
.. c.. 500 ~
250
0
l I
I
// I
I
I
l-\ I
I
I
J \
l
750
.. c.. 500 ~
250
0
/ V
/ ('...../
V
500 I 000 1500 2000 0 15 20 p' [kPa]
1000
750
.. c.. 500 ~
~ \
250
0
/ t' V \
~ 0 250 500 750
u [kPa)
Legend
• Isotropic compression Undrained comp ression
4 ;---~~--~----~--~
1000 0
Job: Ph .D. Project
Ex ecuted: KPJ Evaluated: KPJ
15 20
Aalborg University
Enclosu re No. 21 Approved: KPJ
Page 3 Isotropic Compression CUu=O Triaxial Test No. 9710.49
0 0.840
\ '~ ~
0.820 I\ ~ ~
~ - 0.800
"~
4 0 250 500 750
p' [kPa ]
~ ""
2
4 0.0
I Rom"''
""" ~
"" 0.20 0.4 0.60
el [% ]
-.........._ 0.780
0.760 1000 0 250 500 750 1000
p' [kPa]
0.840
""" 0.820
""" ::::: 0.800 ..,
0.780
0.760 0.8 0.0
Job: Ph.D. Project
Execu ted: KPJ Eva lua ted: KPJ
~ ~
"""
0.20 0.4 0.60 0.8 El (%)
Aalbo rg Un iversity
En closure No. 21 Approv ed : KPJ
CU, .0
Triaxia l Test No. 9710.49 Und r ained Compr ession Pa ge 4
~
~ 500
1000
I I
I
// I
I
I
7 50
1000
V /
V /
V
750
.. ~ 500
t \ I
I [f'----/
250
0 0
600
500
~
~ 400 -
300
200 0
I Rom " ' '
/ I
I \' J 250
0 500 I 000 1500 2000
p' [k Pa] 0
I p~ u
~
:7 ~~
1\
I \ 250 500 750
Pressure [k Paj
1000
750
.. ~ 500
1/ 250
0 1000 0
Job : Ph .D . Project
Executed: KPJ Evaluated: KPJ
15 20
~ \
V t -P \ ~
250 500 750 1000 u [kPa]
Aalborg Univers ity
Enclosure No. 21 Approv ed: KPJ
AGEP: Laboratory testing papers
1 lbsen, L.B., Borup, M., Hedegaard, J. (1995). Triaxial tests on Baskarp Sand No 15. AAU Geotechnical Engineering Papers, ISSN 1398-6465 R9501
2 lbsen, L.B., Lund, W., Jacobsen, F.R. (1995). Triaksialfors0g pa yoldia ler (Triaxial tests on Yoldia Clay; in Danish). AAU Geotechnical Engineering Papers, ISSN 1398-6465 R9502
lbsen, L.B., B0dker, L. (1995). Triaxial tests on Blokhus Sand. AA U Geotechnical Engineering Papers, ISSN 1398-6465 R9510.
4 lbsen, L.B., Jacobsen, F .R. (1995). Triaxial tests on Lund Sand No 0. AA U Geotechnical Engineering Papers, ISSN 1398-6465 R9511.
5 lbsen, L.B., Jacobsen, F.R. (1995). Triaxial tests on Portland Gravel. AAU Geotechnical Engineering Papers, ISSN 1398-6465 R9512.
6 Ibsen, L.B. , Lund, W., B0dker, L. (1995). Bender element and triaxial tests on coral sand. Fort George Power Station, Mauritius. AAU Geotechnical Engineering Papers, ISSN 1398-6465 R9513.
7 Rasmussen, M.S., S0rensen, C.S. (1995). New Large Test Setup for Dynamic Testing of Soils. Proc. 1st Int. Conf. on Earthquake Geotechnical Engineering. Tokyo, Vol 2, pp 749-754. Also inAAUGeotechnical Engineering Papers, ISSN 1398-6465 R9516.
8 Ibsen, L.B., Steenfelt, J.S. (1995). Triaxial and True Triaxial tests on Pleistocene clay. The Mississippi Canyon Area, the Gulf of Mexico. AA U Geotechnical Engineering Papers. ISSN 1398-6465 R9519.
9 Steenfelt, J.S ., Ibsen, L.B., Jacobsen, F.R. (1995). Triax- og konsolideringsfors0g pa Branden ler. Hovedlandevej 4 72, Vium-Sunds0re (Triaxial and oedometer tests on Branden Clay: in Danish). AAU Geotechnical Engineering Papers. ISSN 1398-6465 R9520.
10 B0dker, L., Steenfelt, J.S., Lund, W. (1995). Triaxfors0g pa strerkt siltet sand. GL Lokkensvej, Hj0fring (Triaxial tests on very silty sand: in Danish). AA U Geotechnical Engineering Papers, ISSN 1398-6465 R9521.
11 B0dker, L. (1996). Gmax for sand by bender elements at anisotropic stress states. Proc . . \"ordie Geotechnical Meeting, NGM-96, Reykjavik, Vol I. pp 93-122. Also in AAU Geote,·hnical Engineering Papers, ISSN 1398-6465 R9602.
12 Ibsen, L.B., Lund, W., Steenfelt, J.S. ( 1996). Konsolideringsfors0g pa t0rv. Skjern A - Naturprojekt (Oedometer tests on peat). AA U Geotechnical Engineering Papers. ISSN 1398-6465 R9610.
13 Steenfelt, J.S., Lund, W. ( 1997). 0dometerfors0g, Fibo letklinker ( 1 0-20) (Oedometer tests on Fibo light weight aggregates; in Danish). AA U Geotechnica/ Engineering Papers, ISSN 1398-6465 R9703 .
Steenfelt, J.S. (1997). 0dometerfors0g, Fibo letklinker (specialsortering) (Oedometer tests on Fibo light weight aggregates (special grade); in Danish. AAU Geotechnica/ Engineering Papers, ISSN 1398-6465 R9704.
AGEP: Laboratory testing papers
15 Steenfelt, J.S., lbsen, L.B. (1997). Konsolideringsfors0g pa morreneler. DORAS - Fredericia Terminal (Oedometer tests on clay till; in Danish). AAU Geotechnica/ Engineering Papers, ISSN 1398-6465 R9705.
16 Steenfelt, J.S., Th0gersen, L.(l997). Konsoliderings- og triaxfors0g pa fyldlgytje med skaller. Forlregning ved Kolind (Oedometer and triaxial tests on fill/gyttja with shell fragments; in Danish). AAU Geotechnical Engineering Papers, ISSN 1398-6465 R9711.
17 Steenfelt, J.S. (1998). Konsolideringsfors0g pa senglacialt ler. Ostemejeri i Taulov (Oedometer tests on late glacial clay; in Danish). AA U Geotechnical Engineering Papers, ISSN 1398-6465 R9801.
18 Steenfelt, J.S. (1998). Konsolideringsfors0g pa silt og ler. Ostemejeri i Taulov (Oedometer tests on silt and clay; in Danish). AA U Geotechnical Engineering Papers, ISSN 1398-6465 R9806.
19 Steenfelt, J.S. (1998). Konsolideringsfors0g pa gytje. Renovering af Skive Stadion (Oedometer tests on gyttja; in Danish). AAU Geotechnica/ Engineering Papers, ISSN 1398-6465 R9807.
20 Steenfelt, J.S., Jakobsen, K.P. (1998). Triaxial tests on heavy sand. Namibia. AAU Geotechnical Engineering Papers, ISSN 1398-6465 R9808.
21 Lund, W.P. , Jakobsen, K.P. (1998). Permeability tests on Silkeborg Sand No 0000. AAU Geotechnical Engineering Papers, ISSN 1398-6465 R9811.
22 Steenfelt, J.S. (1998). Konsolideringsfors0g pa okkerprreget t0rv/gytje. Skjem A - Naturprojekt. (Oedometer tests on ocrhreous peat/gyttja; in Danish). AAU Geotechnica/ Engineering Papers, ISSN 1398-6465 R9812.
23 Jakobsen, K.P. (1998). Permeability tests on Eastern Scheldt Sand. AAU Geotechnical Engineering Papers, ISSN 1398-6465 R9821 .
24 Jakobsen, K.P., Prastrup, U. (1998). Drained triaxial tests on Eastern Scheldt Sand. AAU Geotechnical Engineering Papers, ISSN 1398-6465 R9822.
25 Jakobsen, K.P. (1998). Undrained triaxial tests on Eastern Scheldt Sand. AAU Geotechnica/ Engineering Papers, ISSN 1398-6465 R9823.