Geotechnical description of Yellow Sea sediments with some ...GEOTECHNICAL DESCRIPTION OF YELLOW SEA...

DEPARTMENT OF THE INTERIOR U. S. GEOLOGICAL SURVEY

Geotechnical description ofYellow Sea sediments

with some preliminary geological interpretations

James S. Booth and William J. Winters

Open-File Report 89-149

This report is preliminary and has not been reviewedfor conformity with U.S. Geological Survey editorial

standards and stratigraphic nomenclature. Any use oftrade names is for descriptive purposes only and does

not imply endorsement by the USGS.

Woods Hole, Massachusetts 02543

February 1989

GEOTECHNICAL DESCRIPTION OFYELLOW SEA SEDIMENTS

with some preliminary geological interpretations

James S. Booth and William J. Winters

INTRODUCTIONIn August 1985, core samples and high-resolution seismic reflection data were col

lected in the Yellow Sea near and south of the Shandong Peninsula (Figure 1). As one part of this study, a geotechnical investigation was conducted to establish the basic en gineering properties of the sediment, to help identify and analyze potential geohazards, and to supply additional data pertinent to the investigation of geologic processes in the study area. The following is a preliminary report on that work; it provides a general sum mary of the results of the geotechnical laboratory tests, a brief engineering description of the Yellow Sea sediments, and initial interpretations of the geologic environment as in ferred from the geotechnical data.

This investigation received its primary support from the National Science Foundation and the Academia Sinica of the Peoples Republic of China through the Woods Hole Oceanographic Institution (John D. Milliman, Principal Investigator) and the Institute of Oceanology at Qingdao (Professor Yun-shan Qin , Chief Scientist).

We most gratefully acknowledge the invitation, support and cooperation of John Milliman. We also acknowledge the assistance and cooperation of Charles A. Nittrouer and David J. DeMaster of North Carolina State University, also Principal Investigators in the research program, and of their students, Clark Alexander and Ross Elliott, whose help during the field work was invaluable.

METHODS

FieldThe sampling program was carried-out August 12-18, 1985 aboard the R/V Science

1, a research vessel operated by the Institute of Oceanology for Academia Sinica. Eleven Kasten cores and eight box cores were recovered from a total of 9 stations (Figure 1). The Kasten cores were tested for vane shear strength at sea and subsam- pled for later, onshore laboratory index property testing (i.e., water content, liquid limit, plastic limit, and grain specific gravity); the box cores were subcored with 10-cm I.D. poly-vinyl-chloride (PVC) pipe and stored for later triaxial and consolidation testing. Core and site information are provided in Table 1.

CONTENTS

Introduction 1

Methods 1field 1laboratory 3

Results and Interpretations 3shear strength 3sensitivity 4index properties 5consolidation states and properties 6strength parameters 8

Summary 8geological 8geotechnical 9

References 9

Appendices 17

A: nomenclature and symbols 17

B: results of vane shear and index property tests 20tabular data 21vane shear strength profiles 27 liquid limit, plastic limit, and water content profiles 38 water content, bulk density, porosity, and grain specific

gravity profiles 58

C: results of constant-rate-of-strain consolidation tests 78tabular data 79unedited test plots 81

D: results of consolidated-isotropic-undrained triaxial tests 237tabular data 238unedited individual test plots 240unedited multiple test plots 260

Table I Core listing and station data

Core Length (m) Latitude

KC-1A KC-1B

BC-4 KC-4

BC-5 KC-5

BC-6 KC-6

BC-7KC-7AKC-7B

BC-8 KC-8

BC-9 KC-9

BC-10 KC-10

BC-11 KC-11

1.052.25

0.502.53

0.671.99

0.672.92

0.651.633.04

0.683.02

0.651.93

0.652.32

0.651.27

34° 27.95'N 122° 29.98'EM ii

35° 05.51'N 123° 33.41'Eii ii

35° 30.00'N 123° 53.00'Eii ii

35° 43.00'N 123° 11.37' Eii ii

36° 56.20'N 123° 00.80'EH ii I H

36° 43.32'N 123° 00.00'EH H

36° 25.00'N 123° 00.00'EH H

37° 31.33'N 122° 59.77'E» H

36° 07.61 'N 121° 49.08'E

Longitude Water Depth (m)

BC = box core; KC = Kasten core

Undrained shear strength (S ) was measured at sea with a motorized vane shear

device. The four-bladed, 12.7-mm-square vane was inserted normal to the long direction of the core and rotated at approximately 84°/min. Measurements were made at 25 cm intervals beginning at 50 cm below the top of the core (the upper 50 cm was removed for radiometric dating). Although the North Carolina State University Kasten corer (Kuehl and others, 1985) minimizes mechanical disturbance, some disturbance probably took place during coring due to the general softness of the sediment. Thus, because the sediments are fine-grained, the strength values reported herein are probably less than the in-situ values. The inserted vane was rotated 360° after the initial failure and the re molded strength, Sur> was measured. The third vane shear strength parameter,

sensitivity (St), which is the "natural" shear strength to remolded shear strength ratio,

was also calculated. Subsamples were taken from the location of the vane measure ment for later index property testing. The subsamples were placed in plastic bags, sealed, and stored in capped core liner sections.

LaboratoryThe geotechnical index property tests were conducted as indicated:

1) Water content (w) was measured in accordance with standard test method D2216-80 of the American Society for Testing and Materials (ASTM, 1985), except that the samples were dried at 50° C.

2) Liquid limit (w^) values were determined by the cone

penetrometer method (standard test BS 1377 of the British Standards Institution).

3) Plastic limit (wp) was measured in accordance with standard

test method D4318-84 (ASTM, 1985).4) Grain specific gravity (GJ measurements were made with an

air-comparison pycnometer. The sample chamber was put under a vacuum, then purged with helium.

From these parameters, Plasticity Index (U), Liquidity Index (I,), bulk density (pJ, void

ratio (e), and porosity (n) were calculated. All index property data were salt-correctedusing a salinity of 35°/oo.Constant-rate-of-strain consolidation tests were performed at the top, middle, andbottom of each subcore. Standard test method D4186-82 (ASTM, 1985) was used. Themaximum past stress experienced by the sample (cy'vm), compression index (Cc),

coefficient of consolidation (cv), and coefficient of permeability (k) were derived from the

test data.Consolidated, undrained triaxial tests were conducted on selected subcores.

Because these PVC cores were relatively short, it was necessary to use small specimens (35 mm diam. x 70 mm length) in the triaxial testing. The method used was based on the ASTM (1985) standard test for unconsolidated, undrained compressive strength (D2850-82). The consolidation stress levels used were (1) assumed in situ stress, (2) 70 kPa, (3) 140 kPa, and (4) 210 kPa. Shearing was accomplished at a rate of 0.15 mm/min. During the tests, data were collected automatically by an HP-85 computer-scanner system. From the basic data set, the angle of internal friction with respect to effective stress (0'), effective stress cohesion (c'), percent strain at failure,undrained shear strength (q mav), and other strength, stress, and strain parametersrn3xwere determined.

Details of all testing procedures are given in Winters (1988).

RESULTS AND INTERPRETATIONS

Shear StrengthThe sediments are extremely weak. The highest undrained vane shear strength (Su )

measured was 6.6 kPa (Table 2, Appendix B)) and about one-fifth of the 68 samples possessed strengths below the threshold of measurement of the vane shear apparatus

(i.e., 0.2 kPa). Similarly, four-fifths of the attempts to measure remolded strength were unsuccessful. The down-core strength profiles (Figure 2) show a tendency for S to

increase with subbottom depth. The predicted strength profile (prediction based on the assumption that the sediments are normally consolidated, and therefore have an S /a'

value of approximately 0.24) for each of the selected cores is plotted along with the measured profile. The agreement between the two plots is reasonable in each case, which, again, implies a depositional environment (i.e., net sediment accumulation) or, at least, an environment of nonerosion.

Table 2 Vane shear strength and index property data summary

Property Measurements natural shear strength (Su)[kPa] 54 *

sensitivity (St) 14 f

natural water content (w)[%] 100 grain specific gravity (G_) 100

bulk density (pt)[g/cm3] 100

porosity (n)[%] 100

liquid limit (WL)[%] 100

plastic limit (wp)[%] 100

plasticity index (I p)[%] 100

liquidity index (IL) 100

Minimum <0.2 **

322.65

Average <3.0 ***

>3.6 ft

682.68

Maximum 6.6

>6.3 ft

1442.73

* In 14 Of 68 tests the sediment was too weak for accurate strength determination with the vane shear apparatus

** 0.2 kPa is the assumed limit of accurate measurement*** Values below threshold were not used in the calculation. Therefore average is actually less than 3.0 t strength below measurement threshold in 54 of 68 tests ft Values below threshold were not used, so numbers represent minima

From a geotechnical perspective, the strength data indicate that these sediments are "very soft" (Su < 12.2 kPa) according to classification of Terzaghi and Peck (1967).

SensitivityThe ratio of "natural" undrained shear strength to remolded shear strength is termed

sensitivity (S.); it is a measure of the strength lost by a sediment when its basic structure

has been destroyed. In the majority of cases, remolded shear strength was too low to be measured accurately: only 14 sensitivity determinations were possible, and most of these came from three cores (Table 2). For this reason, and because not even an ap proximate value can be assigned to the mean or range, sensitivity will not be discussed.

Index PropertiesNatural water content (w), grain specific gravity (Gs), liquid limit (WL), and plastic limit

(Wp), and related properties (bulk density (pt), porosity (n), plasticity index (l p) and

liquidity index (I L)) constitute the suite of index properties for this study. With the excep

tion of grain specific gravity, all of these properties vary over a considerable range (Table 2, Appendix B). In general, this implies a highly variable texture and (or) mineral ogy within this basically fine-grained sediment.

Variation in the natural water content of these sediments (32% to 144%) is particularly conspicuous. Because vane shear strengths are uniformly low throughout the cores, and because all cores represent only the upper few meters of sediment, variable degrees of compaction are apparently not responsible for the wide range in water contents. Thus, an environment characterized by a broad range in sediment texture is indicated. Moreover, the average w of 68% suggests that silt is a prominent size class because clay-dominated fine-grained sediment ususally has a much higher water content. Spatially, as shown in Figure 3, the higher water content values are associated with the deeper, more distal core sites (with respect to presumed primary point source: the mouth of the Yellow River (Huanghe)). This implies that the sediment texture becomes finer in the offshore direction. The sediment grain-size distribution map of Milliman and others (1985) and the water content isopleth map of this study (Figure 3) are, in fact, similar in the patterns they show. The higher water contents are associated with the finer grain sizes.

There is a tendency for water content to decrease down core, which is the expected trend in any accumulating sediment column below the level of mobil (current-worked) sediment and (or) zone of bioturbation. This gradual dewatering is a response to the ever-increasing degree of compaction upon burial. The index properties that are related to water content in a fully water-saturated sediment (i.e., no gas), specifically bulk density and porosity, display similar variability and trends (see Appendix A), and at average values of 1.64 and 62%, respectively, also suggest that silt is an important size class.

The same basic implications with regard to sediment grain size are present in the Atterberg limits data. Both liquid and plastic limit vary over a wide range (Table 2) and thus suggest a wide range in texture and, possibly, mineralogy. As shown on the com posite plasticity chart (Figure 4), however, all the sediments can be basically classified as clays of medium to high compressibility (engineering classification: CL, CH) where, in the engineering sense, "clays" refers to any fine-grained sediment whose behavior is af fected by clay minerals. The exact percentages of silt and clay in the textural sense is not known. As with the water contents and related data, plasticity is highest in the sam ples from the sites in deeper water and probably reflects the sediment grain size distri bution.

Liquid limit, which is a fairly sensitive index of changes in texture and composition, is generally invariant down core. Figure 5 shows this consistency as well as the aforemen tioned spatial trend. Thus, assuming a consistent composition, texture is probably relatively consistent down core, indicating that the same or similar local depositional en vironments have been sustained during recent geologic time. However, as shown in

Figure 6, there are exceptions. The bottom of core KC-4 is apparently much coarser than the top. Accordingly, the fine-grained sediment may be only a veneer over parts of the region.

Liquidity indices are characteristically greater than one, which is typical of surface sediments, but also indicates a lack of recent, significant erosion.

Changes in grain specific gravity indicate changes in composition. The relatively nar row range shown in these data (2.65-2.73), however, is characteristic of mineral assem blages dominated by marine terrigenous elastics and does not portend significant com positional changes. We believe that the G data are consistent with the notion that the

sediment in the study area is basically fine-grained and is fairly uniform in composition (mineralogy, organic content, and other components).

Consolidation states and propertiesThe results of the consolidation tests, along with the strength and index property tests,

indicate that the seafloor off the Shandong Peninsula is fundamentally a depositional surface and is compacting normally. This is shown by the values of maximum pastvertical stress, a'vm (Table 3, Appendix C), which are very low but generally increase

gradually down the cores. This indicates a normal increase in overburden stress with subbottom depth. OCR (a'vrr/a'vo) values are high (10-85) at the surface, which is in

agreement with values typically reported for marine sediment. However, they decrease rapidly within the upper 50 centimeters and approach a value of 1 below that level (Figure 7). This implies that the seafloor is not an erosional surface.

Compression indices, C's, range from 0.23 to 1.26 and average 0.74. This indicatescthat these Yellow Sea sediments are of medium to high compressibility; most fine-

-3grained sediments have C- values less than 1 and the majority are less than 0.5c

(Mitchell, 1976). Values of the coefficient of consolidation, GV, are generally in the 10

-4 210 cm /sec range. These values are, again, consistent with the fine-grained nature of the sediment, as are the permeabilities. The coefficient of permeability, k, has a mean

7 8value of about 10-10 cm/sec. The permeability of these sediments is thus classified as 'Very low" to "practically impermeable" (Lambe and Whitman, 1969). The same areal trends manifested by the index property data are shown by C , c , and k: values typical

of finer sediment are associated with the deepest part of the study area. Consolidation test results are tabulated and plots of the data are presented in Appendix C.

Table 3 Summary of consolidation test results

symbols:°vo

depth incore(m)

;itu effective overburden stress

ess vertical effectivenpressioin index

stress (cf^m- a'vo)

vmOCRcv

: maximum

(cm2/s)

A6x1 0"4A9x1 0"4A8x1 0"4

.6x1 0"4A4x1 0"4

-44x1 0 4

.2x1 0"4

A3x1 0"4A3x1 O"4

.3x1 0"4

3x1 O"4A3x1 0"4

9x1 0"dn3x1 0"dn2x10"°

2x1 0"Jn2x1 0"dn8x1 0"J

.2x1 0"4A3x1 0"4A3x1 0"4

_2x10"^

5x1 0"3o5x1 0~d

.7x1 0"4A7x1 0"4n1x1 0"d

(cm/s)

Q3x1 0~eQ4x10"°Q4x1 0"B

ft3x1 0~eQ5x1 0~eQ2x10"°

ft1x10"eQ2x10"°o1x10"°

_5x1 0"b

3x1 0"8Q3x10"°

_4x10^

Q8x10"°Q6x10"°

ft8x10"°P5x1 0"B72x10"'

ft3x10"°Q4x10"°Q4x10"°

_6x10"'

1x10"7~7

1x10"'

_2x10"'

Q4x10"°Q4x10"°

past effective vertica

: overconsolidation ratio ^vrn*: coefficient of consolidation

coefficient of permeability

Strength parametersThe mode of failure and the percentage strain at failure in the CIU triaxial tests are

presented in Table 4 and Appendix D. Plastic deformation occurs, rather than failure along discrete planes, and considerable strain is accumulated before peak strength is reached. The amount of strain shown in Table 4 is relatively high, but not unusual, for fine-grained sediments. Also, these strain percentages imply that cements, which lead to brittle failure, are not present in these sediments.

Table 4

Summary of CIU triaxial test results

Core Failure type % strain at failure ^u/a c ^ c

(avg) n (kPa)

BC-5 plastic 16 0.41 35 3BC-6 plastic 10 0.34 32 2BC-7 plastic 16 0.36 36 4BC-8 plastic 18 0.43 38 0BC-11 plastic 13 0.38 35 4

symbols: Sy : undrained shear strength o^: consolidation stress on triaxial sample prior to shear

§': effective friction angle c' : cohesion intercept in terms of effective stress

The strength-overburden ratio, S./o1 -, which averages about 0.40, is slightlyu chigher than the values of 0.2 to 0.3 that are typically reported for terrestrial soils. We are uncertain, with so few samples, if the difference is significant.

Cohesion, c1 , and internal friction angle, 0', are the basic strength parameters with respect to effective stress. The values shown in Table 4 for c1 are typical for marine muds; the 0' values are, in contrast, generally higher than the norm. For most fine grained marine sediments composed of common clay minerals, ClU-derived values of 0' are less than 34° and frequently less than 30° (e.g., see Booth and others, 1985). The reason for the apparently anomalous values cannot be determined without textural and mineralogical analyses. Triaxial test results are tabulated and plots of the data are pre sented in Appendix D.

SUMMARY

GeologicalThe surface sediments near and south of the Shandong Peninsula are composed pri

marily of silts and clays; silts are apparently an important textural component throughout the study area and may be the dominant size class at many sites. The sediments be-

come finer toward the deeper part of the study area. No vertical trends are present in the sediment texture, as inferred from the index property data; however, the silt-clay sedi ment may only be a veneer over at least part of the region. The surface is depositional: the extremely low shear strengths and high liquidity indices coupled with a lack of evi dence for erosion indicate that there is net sediment accumulation throughout most of the study area.

GeotechnicalThe Yellow Sea sediments are very soft and composed of silts and clays of me

dium to high plasticity (classification: CL and CH). The sediments are of medium to high compressibility and have a permeabilty that ranges from 'Very low" to "practically impermeable". They exhibit overconsolidated behavior, although they trend toward astate of normal consolidation down core. The S /a' values are slightly higher than

those for normally consolidated terrestrial soil. The values of 0', compared to data re ported for many other marine sediments, are also slightly higher than the norm.

REFERENCES

American Society for Testing and Materials, 1985,1985 Annual book of ASTM stan dards, v. 4.08: Soil and rock; building stones: Philadelphia, ASTM, 1078 p.

Booth, J. S., Sangrey, D. A., and Fugate, J. K., 1985, A nomogram for interpreting slope stability of fine-grained deposits in modern and ancient marine environments: Journal of Sedimentary Petrology, v. 55, p. 29-36.

British Standards Institution, 1975, Standard test for liquid limit cone penetrometer method: London.

Keuhl, S. A., Nittrouer, C. A., DeMaster, D. J., and Curtin, T. B., 1985, A long, square- barrel gravity corer for sedimentological and geochemical investigation of fine grained sediments: Marine Geology, v. 62, p. 365-370.

Milliman, J. D., Qin, Y. S., and Butenko, J., 1985, Geohazards in the Yellow Sea and East China Sea: Proceedings Offshore Technology Conference, 17th, p. 73-81.

Mitchell, J. K., 1976, Fundamentals of soil behavior: New York, John Wiley, 422 p.Lambe, T. W., and Whitman, R. V., 1969, Soil mechanics: New York, John Wiley,

553 p.Terzaghi, K., and Peck, R. B., 1967, Soil mechanics in engineering practice: New

York, John Wiley, 729 p.Winters, W. J., 1988, Geotechnical testing of marine sediment: U. S.

Geological Survey Open-File Report 88-36, 52 p.

II8°E

S u (kPa)

KC50 I 2 0

KC6234

1.0cc o o

1.5a_ LU o

y PREDICT ED

MEASURED

i i i i i i i i r

Figure 2: Selected vane shear strength profiles. Dashed lines are strength pro files predicted for each core by assuming that the sediment is normallyconsolidated (i.e., Su/a'v = 0.24)

II8°E

70 60 50

< _J Q_

30 20 10 0

LIQUID LIMIT (WL)

o 20 40 60 80 100 120

UJct: o o

: l STA.6STA.9 :.

T 7(23m)

- 9(66m)

\ 6(73m)

Figure 5: Liquid limit profiles of sites 6, 7, and 9. Inset shows core locations and water depths. The down-core uniformity is evident in the profiles. The offshore trend toward increasing liquid limit values is evident in the inset. 14

O <x Q^

20 10 n

'i 20o

UJor8 30

Q_ UJ Q

10 20 30 40 50 60

BC6 BC9

NORMAL CONSOLIDATION

Figure 7: Consolidation state of sediments vs. depth in core. An OCR value of 1 implies that sediment is normally consolidated, values greater than 1 imply a state of overconsolidation.

Appendix A

Nomenclature and Symbols

Af coefficient of pore pressure response at failure during a triaxialcompression test (change in pore pressure at failure/change indeviate r stress)

ASTM American Society for Testing and Materials BC box core c' cohesion intercept expressed in terms of effective stressCL compression index (change in e/change in log of vertical effective c

stress from consolidation test) CCf corrected field compression index (Schmertmann method)

Cr rebound-recompression index

cy coefficient of consolidation

cv(a'vo) coefficient of consolidation at the in situ effective overburden stress

cv(a'vm) coefficient of consolidation at the maximum past vertical effective

stress cv(avg) average coefficient of consolidation for virgin compression

DELTA u change in pore water pressure (also equals delta PORP)e void ratio (volume voids/volume solids)Gc grain specific gravity

Ip disturbance index (Silva method)

I L liquidity index

Ip plasticity index

k coefficient of permeabilityk(cr'vo) coefficient of permeability at the in situ effective overburden stress

k(a') coefficient of permeability at the maximum past vertical effective

stressk(avg) average coefficient of permeability for virgin compression KG Kasten core n porosity (volume voids/total volume)OCR overconsolidation ratio ( CT'vm/cy'vo)

p' normal effective stress acting on a plane inclined at 45° in a triaxial test

q shear stress acting on a plane inclined at 45° in a triaxial test (a -a )/2X +}

S undrained vane shear strength determined on remolded sediment

Nomenclature and symbols (cont.)

St sensitivity (suv/srv)

S undrained shear strength

S remolded shear strength (vane measurement)

Suv undrained shear strength (vane measurement)

w natural water content (weight water/weight solids)WL liquid limit

Wp plastic limit

w water content of a triaxial sample during undrained shearo

pt bulk density

a' consolidation stress exerted on a triaxial test sample prior to shear ca'e excess vertical effective stress (cr'vm - CF'VQ)

a'vo in situ effective overburden stress

a' maximum past vertical effective stress

CF',| vertical effective principal stress

cr'3 horizontal effective principal stress

<|>' friction angle in terms of effective stressc|>'(c=0) friction angle in terms of effective stress determined from an individual

triaxial test assuming no cohesion interceptfriction angle in terms of effective stress determined from a number of triaxial tests performed on similar sediment

Appendix B

Results of Vane Shear and Index Property Tests

tabular data

profiles

TABULAR DATA

YS-85-08 Index

Properties

KG- la

h in co

0.53-0.58

01.00-1.05

00.80-0.85

1.05-1.10

1.30-1.35

0.19-0.23

0.39-0.44

1.05-1.10

1.80-1.85

02.30-2.35

) (kPa)

61 57 47 44 43 551.6

3 55 52

42 129

103 81

78 81 352.0

WL 48 44 43 43 43 45 46 41 43 38 39 84 77 84 69 73 66 54 59 37 35 32

23 19 19 19 20 18 19 19 18 19 18 29 32 34 29 29 26 23 25 19 19 21

25 25 24 24 23 27 27 22 25 19 21 55 45 50 40 44 40 31 34 18 16 11

(g/cm3

Comments

explained in Appendix A.

YS-85-08 Index Properties (continued)

0.00-0.05

0.18-0.22

0.47-0.54

0.55-0.60

0.80-0.85

1.05-1.10

1.30-1.35

1.55-1.60

1.80-1.85

0.0-0.04

0.16-0.20

0.43-0.51

0.55-0.60

0.80-0.85

1.05-1.10

51.55-1.60

52.05-2.10

2.30-2.35

02.80-2.85

w 124 98 104

104 99 95

98 92 98 144

105 99 102

WL 84 82 81 80 90 81 80 84 89 101 86 83 86 86 93 93 91 91 93 93 91 102

WP 32 31 31 34 29 34 32 30 30 35 31 32 31 34 36 31 32 34 34 32 34 31

52 51 50 46 61 47 48 54 59 66 55 51 55 52 57 62 59 57 59 61 57 71

IL 1.77

(g/cm3

e 3.36

n 0.77

YS-85-08 Index

es (continued)

h in co

01.30-1.35

0.55-0.60

51.05-1.10

2.80-2.85

w 57 46 40 43 41 43 41 41 44 424.

4 40 40 36 35 34 32 32 36

WL 45 40 42 40 40 38 40 38 40 39 39 39 38 38 37 37 37 38

22 20 21 21 21 21 22 22 21 20 22 21 21 21 22 21 22 22

23 20 21 19 19 17 18 16 19 19 17 18 17 17 15 16 15 16

Comments

Properties (continued)

0.16-0.20

0.49-0.54

00.80-0.85

1.05-1.10

51.55-1.60

2.30-2.35

02.80-2.85

1.05-1.10

1.80-1.85

) (kPa)

w 62 46 42 45 42 46 47 47 46 456.3

45 43 45 123

106 86 95 108 83 98 94

WL 46 47 40 40 39 40 41 42 40 42 42 39 43 90 81 78 77 88 85 84 82 84

23 22 23 22 22 22 19 22 22 22 22 22 21 32 32 31 29 30 31 30 31 31

23 25 17 18 17 18 22 20 18 20 20 17 22 58 49 47 48 58 54 54 51 53

(g/cm3

ontinued)

Core ID

KG- 10

0.0-0.04

00.50-0.56

00.80-0.85

01.30-1.35

0.17-0.21

0.48-0.54

0.55-0.60

1.05-1.10

w 53 54 45 45 41 57 43 38 365.3

42 89 57 46 62 51 46

40 41 42 46 43 53 40 40 39 39 56 45 47 51 43 45

24 22 21 22 21 21 21 22 22 22 24 20 22 20 19 18

1P 16 19 21 24 22 32 19 18 17 17 32 25 25 31 24 27

(g/cm3)

Comments

PROFILES Vane shear strength

VANE SHEAR STRENGTH (kPa)

~ 1.25

STRENGTH PROFILE: YS-85-08 KC IB

8 i.25

STRENGTH PROFILE: YS-85-08 KC 4

~ 1.25

1 75* ' J

QL LUa

VANE SHEAR STRENGTH (Wo)

I* 1.25

VANE SHEAR STRENGTH (kPo)

~ 1.25

STRENGTH PROFILE: YS-85-08 KC 7A

STRENGTH PROFILEs YS-85-08 KC 7B

3 1.25

1 751. / J

OuLU 0a 2

1 75 * »**

* 1. 25

g 1.75

MUDLINE

(meters)

O m CO

OD i OD ^:

m ZL CD

PROFILESLiquid limitPlastic limit

Water content

X- WATER CONTENT o LIQUID LIMIT +_._. PLASTIC LIMIT

0 20 40 60 80 100 120 140

03 -1C. 03

-1.25LU Z H-1

| -1.5

I I I I I 1 I 1 I i I

INDEX PROPERTY PROFILE: YS-B5-OB KC 1A

x- WATER CONTENT o LIQUID LIMIT +_._. PLASTIC LIMIT

0 20 40 60 80 100 120 140

-5J -1C. CD

~-1.25LU

§ -1.5

g-1.75ma. LU aLU _2

1 1 I 1 1 J 1 1 I I 1 I I

INDEX PROPERTY PROFILE: YS-85-08 KC IB

*- WATER CONTENT o LIQUID LIMIT +_._. PLASTIC LIMIT

COc_ cucu

LLJI-H

_J aID

a. LLJ o

) 20 40 60 80 100 120 1401 i i i i i i i i i 1 i i i

\ /^\ (X /*

1 6 /M

" *r ft imf»w r^t^^r^^^«r\/ r^^j^^*«r I ^_ % ** * ^*f-» « * r% j-% INDEX PROPERTY PROFILE: YS-85-08 BC 4

x- WATER CONTENT o LIQUID LIMIT + ._. PLASTIC LIMIT

0 20 40 60 80 100 120 140

"ra -1 c.OJ

ill-1.25 -

g -1.5

g-1.75

I I i 1 I III I T

INDEX PROPERTY PROFILE: YS-85-08 KC 4

0 20 40 60 80 100 120 140

03C- CD

oLU CD

n:i a.UJen

1 1 I I ! 1 I J , J 1 i 1^,1 I

(D ^^*

INDEX PROPERTY PROFILE: YS-B5-08 BC 5

-.75 -

20 40 60 80 100 120 140

In -1c-03

-M CDS . -~ "1.25UJ

I -1-751C

Q. LLJ OLLJ «2

INDEX PROPERTY PROFILE: YS-B5-08 KC 5

*C/3 ~1 C. CD

~-1.25LU1 J1 '1

1 ~ 1>5

gj ~ 1>753T

D. UJ Oa c

I 20 40 60 80 100 120 1401 1 *X* * ' ^ ^ ' Jf\ * * ' ^J^i

" 1 'f /1 6 i

INDEX PROPERTY PROFILE: YS-85-08 BC 6

"w -1CD

UJ-1.25

-1.5 -

S-1.75reCL UJauj -2

-2.25 -

-2.75 -

40 60 80 100 120 140I I I I I I I I T r i i r

X- WATER CONTENT 0 LIQUID LIMIT +_._. PLASTIC LIMIT

) 20 40 60 80 100 120 140i i i .1 ' J. l j& ' l ' l J S l l l

r Q /R

03C. (D

^-1.25LJJ

3 -1.5s:

a. LU a -2

-2.75i

20 40 60 80 100 120 140i I I 1 I I 1 I I I I T

C. CU -»-> CD S . rtr.~ -1.25LU

a. LU a -2

-3INDEX PROPERTY PROFILE: YS-85-OB KC 7A

0 20 40 60 80 100 120 140u

-5J -1C. CD

-1.25LU| 1r

I ~ 1 - 5o en 1 -'°HZ

0- LU Oa <-

i i i i i i i i i i i i i r

tiI/jIi

J 1: (1

111 fcir»f-\/ i-ir^^^r^r r^Ti/ i-ii-^^^r-Ti r-. \/« r*r* *\f+ iff* »r*INDEX PROPERTY PROFILE: YS-85-08 KG 78

A 0 20 40 60 SO 100 120 140g j S

c_CD -J-) CD

3 -1.5

x~ WATER CONTENT o LIQUID LIMIT +_._. PLASTIC LIMIT

0 0 20 40 60 80

"w -1C_

~ -1.25UJ

| -1-5

1 -1-7531

Q. UJ Oli I o

-.25 (-

100 120 140

enc.CD

-J CUID

n:Q. UJa

o c) 20 40 60 80 100 120 140,,,,,,,, ,,,,,

/ X-.25 (- 4 if

-3INDEX PROPERTY PROFILE: YS-B5-08 BC 9

20 40 60 80 100 120 140

COc. o>QJ

aLJJ CQ

reh-a.LUa

-.25 '

\ Y/ \ i /*' /xyMi N

1 / + i i

-3 INDEX PROPERTY PROFILE: YS-B5-08 KC 9

) 20 40 60 80 100 120 140r »i^l i*i i i r r i^r i i

If i r; i /

-.5 * .. i/-.75 \-

In -1c.CD

--1.25yj i ,it i -jEi -1.5 2:

^ -1.75 f-1C

£UJ O C3 ^~

-2.25 --PR L

INDEX PROPERTY PROFILE YS-B5-OB BC 10

COc.CD

CDJSLU« «i "i J

31 H- Q. LUa

o c,'.

1 20 40 60 80 100 120 140i i 1 ! i 1 1 i 1 ! i t i i

-.25 (-

¥ #/i\

-3INDEX PROPERTY PROFILE: YS-85-08 KC 10

x- HATER CONTENT o LIQUID LIMIT + . .PLASTIC LIMIT

In -1c_CD

0 20 40 60 80 100 120 140

§ -1.5

£-1.75

I I ! I

*- WATER CONTENT 0 LIQUID LIMIT +_._. PLASTIC LIMIT

00 20 40 60 80 100 120 140

I I I I I I I l I I I

-.25 I-

-w -1<D

-»-> 03

--1.25LLJ

-1.5»

d. UJ Q

t--2.25

i\--3 L

PROFILESWater contentBulk density

Porosity Grain specific gravity

WATER CONTENT (%) BULK DENSITY

0 30 60 90 120 150 1.3 1.5 1.7 1.9

I H Q. UJ Q

i i r 4- T i i r

YS-85-08 KG 1A

POROSITY

5 .6 .7

SPECIFIC GRAVITY

i r.8 2.6 2.65 2.7 2.75 2.8

I i 0 i 4- r i i

IE H Q.UJQ -2

WATER CONTENT 1%) BULK DENSITY

30 60 90 120 150 1.3 1.5 1.7 1.9

I I I I i i

YS-85-08 KG IB

IEH CL 111 Q

POROSITY

5 .6 .7

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75 2.8-I 0

WATER CONTENT (%J

0 30 60 90 120 150 1.3 0 i i i i r-* i 0

Q. UJa

BULK DENSITY

1.5 1.7 1.9 i r r i T i i

YS-85-08 BC 4

a.UJa -2

POROSITY

5 .6 .7

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75 2.8-, 0

0 30 60 90 120 150 1.3 1.5 1.7 1.90 i i i i i i 0

Q.LU Q -2

ill rr i i

YS-85-08 KG 4

I H Q. UJ Q -2

POROSITY

5 .6 .7

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75 2.8T I I I 0

i i i i

0 30 60 90 120 150 1.3 1.5 1.7 1.9 0 i i i i :PF i 0I I I

xH 0. UJa -2

i i i i i i

YS-85-08 BC 5

X H CL UJa -2

POROSITY

5 .6 .7

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75 2.8 i i s* T 0

0 30 60 90 120 150 1.3 1.5 1.7 1.9

Q, LU Q -2

i i \ \ i

YS-85-08 KG 5

Q, UJ Q -2

POROSITY

5 .6 .7

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75 2.81 I I 0

i I i i

WATER CONTENT (%)

0 30 60 90 120 150 1.3

BULK DENSITY

1.5 1.7 1.9u

XCL111Q -2

1 ' ' J--"^

TV. i r 1 i r 1 i

YS-85-08 BC 6

CL 111 Q -2

POROSITY SPECIFIC GRAVITY

5 .6 .7 .8 2.6 2.65 2.7 2.75 2.8 i ~ r--.~ -^ 0

0 30 60 90 120 150 1.3 1.5 1.7 1.9

Q. UJ Q -2

1 1 I I I ! I

YS-85-08 KG 6

Q. UJ a

POROSITY

5 .6 .7

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75 2.8 -, 0

i r i i

WATER CONTENT (%)

30 60 90 120

150 1.3- o r-

BULK DENSITY

1.5 1.7 1.9

YS-85-OB BC 7

POROSITY

5 .6 .7

SPECIFIC GRAVITY

,8 2.6 2.65 2.7 2.75 2.8

Q. UJ Q

WATER CONTENT (%)

0 30 60 90 120 150 1.3 0 I | | | i I 0 r-

T. H Q. lit Q _ O

BULK DENSITY

1.5 1.7 1.9i r r r r

YS-85-OB KC 7A

0. lit Q

POROSITY

5 .6 .7

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75 2.B 0

xH CL UJ Q

30 60 90 120 150 1.3 1.5 1.7 1.9-1 i I I I 0

ITI i i i i

YS-85-08 KG 7B

Q. UJ Q

5 .6 .7 .8 2.6 2.65 2.7 2.75 2.8 I 0 III

x h-Q. UJ Q -2

WATER CONTENT 1%)

30 60 90 120 150 1.3 i i i 0

BULK DENSITY

1.5 1.7 1.9i I r i i

YS-85-08 BC 8

5 .6 .7 .8 2.6 2.65 2.7 2.75 2.81

-3 -3 L

0 30 60 90 120 150 1.3 1.5 1.7 1.9

X HaUJ Q ~2

i i i i i r r i r i i

YS-85-08 KG 8

Q. UJa

POROSITY

5 .6 .7i r

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75-1 0 ,

2.BI T

WATER CONTENT 1%J

30 60 90 120 150 1.3

BULK DENSITY

1.5 1.7 1.9i r i i i i i i

Q. LU Q ~2

YS-85-08 BC 9

I I- Q. LU Q -2

POROSITY

5 .6 .7

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75 2.81 jr ~\ 0 I ^ | | |

|E£UJQ -2

WATER CONTENT (%)

30 60 90 120 150 1.3

BULK DENSITY

1.5 1.7 1.9

YS-85-08 KG 9

IHQ. UJ Q

POROSITY

5 .6 .7

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75 2.8 -I 0

WATER CONTENT (%J

0 30 60 90 120 150 1.30 i i *-i i i i o

Q. UJ Q

BULK DENSITY

1.5 1.7 1.9

i i i I I I

YS-85-08 BC 10

Q. UJ Q -2

POROSITY

5 .6 .7T

SPECIFIC GRAVITY

2.6 2.65 2.7 2.75 2.8

WATER CONTENT 1%)

0 30 60 90 120 150 1.30 j , , , , o r

im D -2

BULK DENSITY

1.5 1.7 1.9 I | | | i |

YS-85-08 KG 10

I H- D. HI Q -2

POROSITY

5 .6 .7

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75 2.B i 0 i i i i i

IQ. UJ Q

30 60 90 120 150 1.3 1.5 1.7 1.9 I i 0 i i 1= i r

Q.UJ Q

YS-85-08 BC 11

POROSITY

5 .6 .7

SPECIFIC GRAVITY

.8 2.6 2.65 2.7 2.75 2.8

"* 1 -1

Q. UJ Q

WATER CONTENT (%)

30 60 90 120 150 1.3

BULK DENSITY

1.5 1.7 1.9| -r i I i i

YS-85-08 KG 11

.4 .5 .6 .7 ,B 2.6 2.65 2.7 2.75 2.B0

Appendix C

Results of Constant-Rate-of-Strain Consolidation Tests

tabular data unedited test plots

TABULAR DATA

YS-85-08 Consolidation Te

st Results

Core ID

7 0.075

3 0.02

9 0.02

0 0.18

4 0.04

8 0.18

4 0.51

5CR031

6 0.02

1 0.18

5 0.015

6 0.51

w 64 63 56 158

120 64 51 44 44 60 49 44 129

107 59 56 50 87 64 58 57

10.9 2.3

22 7.1

15 20 4.7

12 17 2.7

10.4 4.3

19 4.0

14 17 4.6

11 14 2.6

23 6.4

43 7.7

43 9.5

18 6.3

74 13 5.8

67 7.6

85 10 4.8

38 5.3

40.006

_ 0.08 - 0.04

0.06 - _ 0.01

_ - _0.002

(cm2/s)

IxlO"3

_7xlO~3

3xlO~3

_4xlO~3

IxlO"3

5x1 0~

_7xlO~3

3xlO~2

3X10"3

2X10"3

_9xlO~3

2xlO~2

_ _4xlO~3

4xlO~4

_2xlO~2

2xlO~2

_IxlO"2

IxlO"3

3xlO~4

) cv(o'vm)

(cm2/s

IxlO"3

7xlO"4

8x1 0~

2xlO~3

IxlO"3

5xlO~4

4xlO~4

7xlO~4

3xlO~4

2xlO~3

3xlO~3

IxlO"2

3xlO~3

1X10"3

6X10"4

2xlO~3

5xlO~3

5xlO"4

9xlO~3

2xlO~3

2xlO"4

7xlO~3

3xlO~3

5xlO~3

IxlO"3

5xlO~3

4xlO~4

6xlO~4

cy(ave)

(cm2/s

6xlO~4

9xlO~4

8xlO~4

6xlO~4

4xlO~4

2xlO~4

3xlO~4

2xlO~4

3xlO"4

3xlO~4

9xlO~3

3X10~3

2X10~3

6X10"4

2xlO~3

8xlO~3

2xlO~4

3xlO~4

2xlO"4

2xlO~2

5xlO~3

7xlO~4

7xlO"4

IxlO"3

3xlO~4

(cm/s)

6xlO~7

_9xlO~6

IxlO"6

_3xlO~6

5xlO~7

3xlO~7

_ _4xlO~6

_9X10"6

3X10~7

4X10~7

_2xlO~6

4xlO~6

_ _4xlO~6

_5xlO~6

4xlO~6

_IxlO"5

7xlO~7

7xlO"7

5xlO~7

2xlO~7

IxlO"6

5xlO~7

7xlO~7

2xlO"7

6xlO~6

5xlO~6

3xlO~5

4X10~7

2X10~7

2X10"7

4xlO~7

8xlO~7

6xlO~7

IxlO"5

5xlO~6

2xlO~7

IxlO"6

2xlO~6

2xlO~7

k(ave)

3xlO~8

4xlO~8

5xlO~8

2xlO~8

IxlO"8

5xlO~8

3x10 8

3xlO~8

4xlO~7

8X10"8

6X1 0~

82X10~8

8xlO~8

5xlO~8

4xlO~8

2xlO~8

6xlO~7

IxlO"7

2xlO~7

4xlO~8

Comments

Remolded

Questionable

Remolded

Symbols

explained in

Appendix A.

TEST PLOTS

a» i o

Q vs log p' fors CR037S85Q1YS-85-08

CORE KC-laQ.065-Q.085 m

10VERTICAL

100 STRESS <kPa>

1 10cn

3-10 <

du/Sv fort CR037S8501YS-85-08

CORE KC-la0.065-0.085 m

.1 I 10 100 VERTICAL EFFECTIVE STRESS (kPa)

COEFFICIENT

i r nil iii

re vs log p' for: CRO4738501YS-85-08

CORE KC-la0.24-0.26 n

.1 1 10 100 VERTICAL EFFECTIVE STRESS (kPa)

u vs log p' for: CR047S8501YS-85-08

CORE KC-la0.24-0.26 n

15100 hCL

du/Sv for: CR047S8501YS-B5-08CORE KC-la0.24-0.26 n

ENT OF

CONSOLIDATION (cnf 2/

O 7 ruO m

10EO r

10E-1 -

10E-2 -

10E-3 -

310E-4 f-

10E-6 -

iOE-10.1

k vs log p' for: CR047S8501YS-85-08CORE KC-ia0.24-0.26 n

1 10 100 VERTICAL EFFECTIVE STRESS (kPa)

e vs loq p' fon CR041S8501YS-85-08

CORE KC-la0.54-0.56 m

i 10 100 VERTICAL EFFECTIVE STRESS (kPa)

u vs log p' for:CR041S8501YS-85-08

.1 1 10 100 VERTICAL EFFECTIVE STRESS CkPo)

I toen

du/Sv for: CR041S8501YS-85-08

.1 1 10 100 VERTICAL EFFECTIVE STRESS (kPc)

COEFFICIENT

O T ro§

enS m 1 CO CO

k vs loq p' for:CR04lS850lYS-85-08CORE KC-la0.54-0.56 m

t iOE-5

IOE-10.1 I 10 100

VERTICAL EFFECTIVE STRESS (kPa)

e vs log p' fori CR038S8504YS-85-08CORE BC-4

0.025-0.045 m

o » i

.1 1 10 100 VERTICAL EFFECTIVE STRESS CkPa)

u vs log p' fonCR038S85Q4 YS-85-08 CORE BC-4

50LLl18

COREBC-4a025-a045 m

i 10 100 VERTICAL EFFECTIVE STRESS CkPa)

(cnf 2/

Ro T en

Ro T C

k vs loq p' for: CR038S8504YS-85-08CORE BC-4

0.025-0.045 M

QD«< LU2:a:

10E-10.1 1 10 100

e vs log p' fors CR049S8504YS-85-08CORE BC-40.20-0.22m

.1 1 10 100

VERTICAL EFFECTIVE STRESS <kW>

u vs log p' for«CRQ49S8504YS-85-08CORE BC-4

0.20-0.22 m

du/Sv fon CR049S8504YS-95-08COREBC-4

0.20-0.22 RI

.1 1 10 100 VERTICAL EFFECTIVE STRESS (Wo)

gf if C

k vs log p' fonCR049S8504 YS-85-08 COREBC-4

IGE-l IrIOE-2 -

10E-3 -

10E-4 -

IOE-10.1 I 10 100

VERTICAL EFFECTIVE STRESS CkPd)

e vs loq p' for: CR042S8504YS-85-08

COREBC-40.40-0.42 m

.1 1 10 100

VERTICAL EFFECTIVE STRESS <kPd>

-100 -

u ve log p' fonCR042S6QEH YS-B5-08 CORE BC-4

-ISO L

.1 1 10 100

VERTICAL EFFECTIVE STRESS <kPa>

lio £4

du/Sv fors CR042S8504 YS-85-08

COREBC-4 0.40-0.42 m

.1 1 10 100 VERTICAL EFFECTIVE STRESS <kPo>

O a t*

-100 -

u vs log p' forsCR033S8505 YS-85-08

CORE BC-5aoi-aos n

-150 L

.1 1 10 100

VERTICAL EFFECTIVE STRESS CkPa)

cn _j o

du/Sv for: CR033S8505 YS-85-08 CORE BC-5

0.01-0.03 ra

1 10 100 VERTICAL EFFECTIVE STRESS CkPa)

COEFFICIENT

(cnf2/sQc)

o m en

m 70 >-

m CO E3 CO S3

10EO r

k vs log p' fonCRQ33S85Q5YS-85-08CORE BC-5

0.01-0.03 m

iOE-i -

10E-2 -

a:10E-6

10E-10.1 1 10 100

VERTICAL EFFECTIVE STRESS CkPo)

e vs log p' for: CR053SB505YS-85-08CORE BC-50.19-0.21 ffi

u vs log p' for: CR053S8505YS-85-OBCORE BC-50.19-0.21 a

^100 (-Q.

.1 1 10 100 VERTICAL EFFECTIVE STRESS flcPa)

A U/TOTAL VE

ONSOLIDATION (cnf 2/

o T roo T

IOE-10.1

R vs log p' for: CR053S8505YS-85-08

CORE BC-50.19-0.21 fll

e vs log p' for: CR029S8505YS-85-08CORE BC-50.48-0.50 m

a t » o

u vs log p' for: CR029S8505YS-85-08

CORE BC-50.48-0.50 m

UJ CtL

en enUJa: a.UJ CtLo a.en enUJo xLU

-100 -

-150 L

.1 1 10 100

oi i *

q i i S en ffi

ENT OF

CONSOLIDATION <

c«A2/9ec>

SPERMEABILITY (

cn/soc)

e vs log p' for: CH056SB505YS-85-08CORE BC-5

0.47-0.51 n

-100 -

u vs log p' fOP: CR056S8505YS-85-08CORE BC-5

0.47-0.51 ffl

-150 L

du/Sv for; CR056S8505YS-85-08CORE BC-5

0.47-0.51 i

COEFFICIENT

ONSOLIDATION (cuA

2/sec)

canm 01

10EO r

10E-1 -

10E-2 -

iOE-3 -

slOE-402

10E-10

k vs log p' for: CR056SB505YS-85-08

CORE BC-50.47-0.51 n

.1 1 10 100

Q vs log p' fort CR039S85D6YS-85-08CORE BC-6

0.01-0.03 m

o » i

ia i « o

I »-* SS

I »-* 8EXCESS PORE

PRESSURE (

du/Sv for-. CR039S8506YS-85-08

COREBC-60.01-0.03 m

.1 1 10 100 VERTICAL EFFECTIVE STRESS CkPcD

COEFFICIENT

(cnT2/9Qc)

m tiio

PR IP **-> o C

iOEO r

^ IOE-4

CDa10E-6

10E-10.1

k vs loq p' for:CR039S8506 YS-85-08 CORE BC-6

I 10 100

e vs log p' fora CR050S8506YS-85-08

COREBC-6a 17-0.19m

3.5 (-

3100 -

u vs log p' fonCR050S8506YS-85-Q8

CORE BC-60.17-0.19 «

.1 1 10 100

VERTICAL EFFECTIVE STRESS

10en_i3

3 -10-c

du/Sv fon CR050S8506 YS-85-G8

COREBC-6 a 17-0.19

sCOEFFICIENT

ONSOLIDATION (

i-»^^

"5*~t S ot^

j ^g M*

__ O) *° n

10E-10.1

k vs log p' for*CRQ5QS8506 YS-85-Q8 COREBC-6

0.17-0.19 w

1 10 1QQ

VERTICAL EFFECTIVE STRESS CkPo)

e VG log p' for* CR043S8506YS-85-08COREBC-60.44-0.46 m

o » 4

ia » 4 o

-100 -

u vs log p' fonCR043S8506YS-85-08

COREBC-60.44-0.46 m

-150 L

.1 1 10 100

du/Sv fon CR043S8506 YS-85-08

COREBC-6 0.44-0.46 m

.1 1 10 __100 VERTICAL EFFECTIVE STRESS CkPo)

T UlO m

IOEO r

k vs loq p' for:CR043S8506YS-85-08CORE BC-6

0.44-0.46 m

10E-1 -

glOE-5

10E-10.1 I 10 100

e vs loq p' for: CR034S8507YS-85-08

CORE BC-70.03-0.05 m

.1 I 10 100 VERTICAL EFFECTIVE STRESS CkPa)

u vs log p' for:CRQ34S8507YS-85-08CORE BC-7

0.03-0.05 m

8 * O f= CO

i »-*

ONSOLIDATION (c

B A9 03

m S <?

i* O a

10EO r

k vs loq p' for:CR034S8507YS-85-08CORE BC-7

0.03-0.05 m

lOE-i -

10E-2 -

10E-3 -

o cuCD

t 10E"5

a:iOE-6

iOE-iO.1 1 10 100

VERTICAL EFFECTIVE STRESS (kPd)

e vs log p' for: CR054S8507YS-85-OBCORE BC-7

0.19-0.21 in

ia i « o

.1 1 10 100 VERTICAL EFECTIVE STRESS (kPa)

u vs log p' fOP: CR054S8507YS-85-08CORE BC-70.19-0.21 n

15100Q_

du/Sv for: CR054S8507 YS-85-08 CORE BC-7 1.19-0.21 n

10EO r

Cv vs log p' for: CR054S8507YS-85-08

CORE BC-70.19-0.21 n

10E-1 -

10E-2 -

i 10E-3^^

10E-7.1 1 10 100

10EO r

iOE-i -

10E-2 -

10E-3 -

-ZjiOE-4 <uCO

10E-10

k vs log p' for: CR054S8507YS-85-08

CORE BC-70.19-0.21 ffl

.1 1 10 100

VERTICAL EFFECTIVE STRESS flcPa)

e vs log p' for: CR030S8507YS-85-Q8

CORE BC-70.45-0.47 m

.1 1 10 100

u vs log p' for: CR030S8507YS-85-08CORE BC-7

0.45-0.47 m

UJ Q£ Oa.CO CO LU CJ X LU

fe oLU U

. 0.45-0.47 m

I 10 100 VERTICAL EFFECTIVE STRESS CkPa)

T OF CONSOLIDATION (

cw^/sec)

iOEO r

10E-1 -

iOE-2 -

iOE-10.1

k vs log p' for:CRQ30S85Q7YS-85-08COREBC-70.45-0.47 n

1 10 100

e vs log p' for: CR057SB507YS-85-08COREBC-70.44-0.48 n

i 10 100 VERTICAL EFFECTIVE STRESS (kPa)

SS PORE

PRESSURE (k

OB *f»

o -3 CJ!

du/Sv for: CR057S8507 YS-85-08 CORE BC-7 0.44-0.48

1,0 ft

10EO r

iOE-i -

10E-2 -

10E-3 -

-510E-4CO

£ 10E-5r^

10E-10

k vs log p' fOP: CR057S8507YS-85-08COREBC-7

0.44-0.48 n

e vs log p' fort CR04QS8508 YS-85-08

COREBC-8Q.oi-o.03 m

.1 i 10 100 VERTICAL EFFECTIVE STRESS (kPa)

I I-* a8

du/Sv for: CR040S8508YS-85-08COREBC-80.01-0.03 m

.1 1 10 100 VERTICAL EFFECTIVE STRESS (kPo)

COEFFICIENT

(cm-2/sec)

1B til

R roo s

o m I /~\ I

mo s 3

CD S CO

e vs log p' for. CR048S8508YS-85-08CORE BC-80.17-0.19 R

U vs log p' fOP: CR048S8508YS-85-08CORE BC-80.17-0.19 IB

0.17-0.19 i

10EO r

k vs log p' fOP: CR048S8508YS-85-OB

CORE BC-80.17-0.19

10E-1 -

10E-2 -

-310E-4 o>CO

£ 10E-5r^V

10E-10.1 1 10 100

i-* 8EX

PORE PR

£3 §

c8-<-a o 3 t

10 -CO

du/Sv fon CR044S8508YS-85-08

CORE BC-80.90-0.52 m

.1 I 10 100 VERTICAL EFFECTIVE STRESS CkPo)

COEFFICIENT OF C

ONSOLIDATION (

o«*2/9eo)

i§sl?

o o en CO

e vs Loq p' for: CR035S8509YS-85-08CORE BC-90.01-0.03 m

u vs log p' for:CR035S8509 YS-85-08 CORE BC-9

Q.oi-o.03 m

or oa.enCOa

-100 -

-150 L

.1 1 10 100

du/Sv fors CR035S8509YS-85-08CORE BC-9

0.01-0.03 in

23 10ccCO

o» II«

o T CO

CO m CO to

o CD o

ooo r>

o CO en CO oo

PERMEABILITY (cm/soc)

o o m CO m

CO en CO

re vs log p' for: CR055S8509

YS-85-08CORE BC-9

0.195-0.215 m

ao2.5 -

.1 1 10 100 VERTICAL EFECTIVE STRESS (kPa)

0.195-0.215 n

du/Sv for: CR055S8509YS-85-08CORE BC-9

0.195-0.215 n

ENT OF

CONSOLIDATION (cif 2/

O T cntl)

< CO S

10EO r

10E-1 -

&10E-5^^

10E-10

k vs log p' fOP: CR055S8509YS-85-08CORE BC-9

0.195-0.215 n

Q vs loq p' for: CR031S8509YS-85-08CORE BC-9

0.48-0.50 in

a i i o

oQ_ JC

LU CX. O Q_

0.48-0.50 m

V «-»^ 10 en_io i i

du/Sv for: CR031S8509YS-85-08CORE BC-9

0,48-0.50 m

COEFFICIENT

u>ffi IV

iOE-10.1

k vs log p' for»CR031S8509 YS-85-08 CORE BC-9

0.48-0.50 m

I 10 100

e vs log p' for: CR05BS8509YS-85-OBCORE BC-9

0.47-0.56 n

u vs log p' for: CR05BSB509YS-85-08COREBC-90.47-0.56 i

10 -CO

du/Sv for: CR058S8509 YS-85-OB CORE BC-9 0.47-0.56

COEFFICIENT

(cnf 2/

7O T CD

to o o

10EO r

HOE-1 -

10E-2 -

10E-3 -

-510E-4 H0) .CD

iOE-10

k vs log p' for:CR058S8509YS-85-08COREBC-90.47-0.56 n

e vs ioq p' for: CR036S8510YSr85-08

CORE BC-100.01-0.03 m

u vs log p' forsCRQ36S8510YS-85-08

COREBC-10aoi-0.03 m

.1 1 10 100

u/TOTAL VE

o T ro

o m 53

10EO r

vs loq p' for: CR036S8510 YS-85-08CORE BC-10 0.01-0.03 m

IQE-l -

tOE-iO.1 t 10 100

VERTICAL EFFECTIVE STRESS (kPo)

L VERTICAL S

1 I-* O

ORE PRESSURE (

c)»-*

? 5 »

iOEO r

k vs log p' forsCR05lS85lOYS-85-08COREBC-100.17-a 19 m

10E-1 -

10E-2 -

- 10E-4

1glOE-5_i i *3 ££ 1QE-6

10E-10.1 1 10 100

e vs loq p' fors CR032S8510YS-85-08

CORE BC-100.52-0.54 m

0.1 1 10 100

VERTICAL EFFECTIVE STRESS (kPa)1000

u vs log p' for:CR032S85lOYS-85-08CORE BC-IO0.52-0.54 m

10 -en_i o

=> -10 -

CORE BC-100.52-0.54 m

sO T CD

o TO 8

PERMEABILITY (C

o m i i

Bo m --o

o m ro

o m io

r> m CO m

o CO ro CO

Q vs log p' fon CR045S8511YS-85-08

CORE BC-110.005-0.025 m

.1 1 10 100

u vs log p' for*CR045S8511YS-85-08

CORE BC-110.005-0.025 m

du/Sv fon CR045S85UYS-95-08

COREBC-110.005-0.025 m

.1 1 10 100 VERTICAL EFFECTIVE STRESS CkPo)

P F; s

(0 £nS

1 o .1 en

10EO r

10E-1 -

10E-2 -

E IOE-5 it 4

ICE-10

k vs logo' for:CR045S8511YS-85-08COREBC-ll

0.005-0.025 m

.1 1 10 100

e vs log p' for: CR052S8511YS-85-08CORE BC-110.18-0.20 n

200 I-

u Y3 log p' for: CR052S8511YS-85-08

CORE BC-il0.18-0.20 ffl

du/Sv for: CR052S8511YS-85-08CORE BC-110.18-0.20 n

3-10 -

COEFFICIENT

OF CONSOLIDATION (cnf 2/

< CO o (O CJI

10EO r

k vs log p' for:CR052S8511YS-85-08

CORE BC-li0.18-0.20 m

10E-1 -

10E-2 -

10E-3 -

310E-4 hO> CO

£ 10E-5i^^

10E-10.1 1 10 100

e vs log p' fon CR046S85UYS-85-08COREBC-U0.50-0.52 m

.1 t 10 100 VERTICAL EFFECTIVE STRESS (kPo)

u vs log p' for»CR046S85llYS-65-08

CORE BC-110.50-0.52 m

u/TOTAL

VERTICAL STR

I»-* O

COEFFICIENT

p I? F i i S

e vs log p' for: CR059S8511YS-85-08CORE BC-il0.48-0.54 n

1 10 100 VERTICAL EFFECTIVE STRESS tkPa)

-100 -

u vs log p' for:CR059S8511YS-85-08CORE BC-li0.48-0.54 n

-150 L

50 rti J

40 j-1

1 10 h fe

du/Sv for: CR059S8511 YS-85-08

CORE BC-ii 0.48-0.54

Lns T £ 3

10EO r

10E-1 -

iOE-2 -

10E-3 -

siOE-40> 5

giOE-5^^^

iOE-10.1

k vs log p' for.CR059S85ilYS-85-08

CORE BC-il0.48-0.54 n

1 10 100

Appendix D

Results of Consolidated-lsotropic-Undrained Triaxial Tests

tabular dataunedited individual test plots unedited multiple test plots

TABULAR DATA

1 2 3 4

47 47 46 46

45 48 45

58 59 58 61

46 50 56 78 50 54 61 92 28 29 31 43 29 31 43 32 36 38 52

66.9 1.7

67.3 1.3

.8 3.1

67.8 2.5

*f 0.81

11.9 9.0

10.2 9.9

37.0 3.4

31.6 3.8

49.0 8.5

38.6 5.4

42.8 33

.1 36.6

c' kPa

INDIVIDUAL TEST PLOTS

4 g to Q. tr

q vs p

PORP vs

TS075S8505

YS-85-08

Q. g Q.

l <D a

to £*

STRAIN

graphs fo

TS072S8505

CRUISE:

YS-85-08

0.39-0

c£ cr 30 15 60 r

STRAIN

30 °c

- - - -^

- .. .

graphs fo

CRUISE:

: BC-5

0.39-0

STRAIN

Jj£ or 80 40 0

PORP vs AX

TS074S8505

SAMPLE IN

a- 80 40 0

~ - - -x^ *

STRAIN

.2£ cr

q vs AXIAL

STRAIN

graphs fo

CRUISE:

SAMPLE INTERVAL:

o 0. (O <u TO

75 60 45

0 15 0to

q vs p

STRAIN

a PORP vs

graphs fo

Q. cr 30 15

i 2025

STRAIN

a. o- 5

0 25 025

q vs p

STRAIN

graphs fo

CRUISE:

0.33-0.40

a. o- 50

80 40 °C

- - -*

PORP vs

STRAIN

graphs fo

TS078S8506

SAMPLE INTERVAL:

to £».

8 4 °C

[ - r__

q vs p

s AXIAL

STRAIN

graphs fo

TS064S85

YS-85-08

MPLE INTERVAL:

^i, .^

100 80

Q. cr 4

0 20 o(r

100 80

q va AX

STRAIN

a PORP v

STRAIN

: YS-85-08

: BC-7

0 ' Cr

STRAIN

\ !..,,.

STRAIN

40 °C

0 Cr f

* - - ~

[it'll

O 50 °C

50CD OL

XIAL S

graphs for:

TS063S8507

CRUISE:

LE INTERVAL:

0.35-0.42

OL * 100

STRAIN

5 4 qlo

(j\ CO

5 4 3(0 Q

i i u i i i i

o !~ - -

N delta

PORP v

STRAIN

7S8508

SAMPLE INTERVAL:

0.41-0.48

STRAIN

graphs fo

CRUISE:

YS-85-08

SAMPLE IN

100 80

20 0 C

100 80

20 0 C- L

Cro en

*IO a.

0 C; r***

6 .5 3 .5 °c

q vs p

STRAIN

L STRAIN

graphs fo

TS071S

CRUISE:

1 SAMPLE I

NTERVAL: 0.38-0.45

(0 a. CL § Q.

cr 30 15

STRAIN

graphs fo

TS068S

LE INTERVAL:

STRAIN

0. cr 6

0 30 °cto

a. cr 60

s AXIAL

STRAIN

CRUISE:

1 S 30

INTERVAL:

0.38-0.45

STRAIN

(%) r ) 5 10 15

STRAIN

Q. ^ or

80 40 0

q vs AXIAL

STRAIN

L STRAIN

TS070S85

CRUISE:

1 SAMPLE INTERVAL:

0.38-0.45

CO 0. ^ o- 80 40

Q. * 120

Q. g Q. CO

MULTIPLE TEST PLOTS

- 0 40

q vs p

PORP v

s AXIAL

STRAIN

graphs fo

TS072S

CRUISE:

YS-85-08

SAMPLE IN

0.39-0

£ &12

L i ID f-l

f-ID Q. cr 8

q vs A

STRAIN

PORP v

STRAIN

graphs fo

TS07BS8506

CRUISE:

YS-B5-OB

SAMPLE IN

STRAIN

Q. erlO

Q VS D *

q VS AX

STRAIN

graphs for:

TS061S8507

CRUISE:

YS-85-08

L: 0.35-0.42

ID Q. crlOO

STRAIN

"co CL

80 40 0

" - - r~"

STRAIN

L STRAIN

graphs fo

YS-85-G8

SAMPLE IN

0.41-0.48

£ - 12°

g80 40 0

to a. er 8

q vs AXIAL

STRAIN

PORP v

STRAIN

graphs fo

TS070S8511

1 SAMP

LE INTERVAL:

10 CL cr 80

STRAIN

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