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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ble, refercntc should be gtven tll the linal puhllcatrun ( J<JUmul, procccdmg cl c) and nut 10 the AGEP paper

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

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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

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0.3

0.4 0.0

[\

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0.05 0.1 0.15 El (%}

0.672

1\ \,

0.670

- 0.668 I~ '\

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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

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I I I 1/

I

1/

1/

~

~ 1000 .,..

I

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1500

500

0 0 500 1000 1500 2000 0 6

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150

2000

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~ 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/ ~

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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

Pa ge 2

/ /

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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

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1.6 0.0

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0.2 0.4 0.6 El[%]

0.68

\ 0.67

- 0.66

I~ ~

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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~

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A alborg University

Enclosure No . 2 Approved : KPJ

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4000 4000

3000 3000

~ 2000 1/

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1000

0

~ 2000 / /

/ /

1000

0 0 500 I 000 1500 2000 0 6

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600

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400

300

I

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~ [)

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

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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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4000 4000

3000 3000

m

~ 2000 I 1/

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/ /

/ 1000

0

m

~ 2000

1000

0 500 I 000 1500 2000 12 p' fkPa]

100 4000

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\ 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

~

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I I/ I

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( 500 1000

p' [kPa]

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1500

~

4000

3000

£ 2000

1000

V 2000

0.00

0.25

"" 0.50 w•

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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\

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\

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 /

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( 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

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2000

1500

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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

I

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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

-

/

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/

6 c,(%]

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1

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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---~

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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 ,. ,,

: •. ! 'I .,. ·:·1 ,,. ,,: I'

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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/ \

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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

EHcu ted : KPJ Evaluated: KPJ

\ -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

Job: Ph.D. Project

Executed: KPJ Evaluated : KPJ

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

Executed : KPJ Evaluated: KPJ

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,

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1 ' ii d; •' I 'i l I I'

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1\

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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

• !

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.,

·'

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.

Job : Ph.D. Project

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Aa lborg Unive rsi ty

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 {%)

Job: Ph.D. Project A albo rg University

EHcuted: K P J Evaluated: KPJ

Enclos ure No. 9 Approved: KPJ

I ,I

I I

I '

I'

I I i, ..

' I

'l' '• ~ I

r· 'f•

11•

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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Ex ecu ted: KPJ Evalua led : KPJ

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

Executed: KPJ Eva lu ated : KPJ

('..

~~ \ ~

~ [)

-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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d ltd,

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

Executed : UP. KPJ Evaluated : KPJ

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

lob : Ph .D. Projec t

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£1 [% )

Aalborg University

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

Job : Ph.D . Project

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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

Executed: KPJ Evaluated: KPJ

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

Executed: KPJ Evaluated: KPJ

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

Executed : KP J Evaluated : KPJ

~ ~

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

Executed: KPJ Evalu ated: KPJ

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.