UNITED STATES DEPARTMENT OF THE INTERIOR

GEOLOGICAL SURVEY

VANE SHEAR STRENGTHS AND INDEX PROPERTIES OF SEDIMENT OBTAINED

FROM R/V KANA KEOKI; JANUARY, 1981: PRELIMINARY REPORT

BY

WILLIAM J. WINTERS

Open-File Report

82-144

This report is preliminary and has not been reviewed for conformity with U.S. Geological Survey editorial standards and stratigraphic nomenclature. Any use of trade names is for descriptive purposes only and does not imply endorsement by the USGS.

1. INTRODUCTION

Four sediment cores were obtained from the Research Vessel Kana Keoki in

January 1981 in conjunction with the Oahu Ocean Thermal Energy Conversion

(O'OTEC) project. The purpose of the present study is to determine general

geotechnical characteristics of the seafloor sediment at selected core

locations. This information may be required for development of OTEC

facilities at the site.

The sediment/ typically tan silty-clayey sand to tan sandy-clayey silt,

was acquired from the southwest submarine slope of Oahu (Figure 1). Table 1

lists the lengths of recovered core sections; core recovery ranged from 175 cm

to 550 cm. Vane shear strengths and engineering index properties of the

sediment were determined at 33 locations within the cores. The measured

properties consist of vane shear strength, water content, bulk density, grain

density, Atterberg limits and grain size distribution. This suite of tests

represents approximately 60% of the total index properties to be obtained on

this sediment. Additional properties will be determined in conjunction with

consolidation and triaxial tests to be performed at a later time.

2. SHEAR STRENGTH

Core sections were cut into 1.5 meter lengths, capped and taped aboard

ship. The cores were vertically stored at a temperature of approximately 4 P C

aboard ship, during transit and prior to testing. Some sections dried out due

to leakage of water around the bottom end caps and cracks, both horizontal and

longitudinal, are present in some sections as evidenced by X-ray radiographs

(Figure 2). Overall, the condition of the cores is believed to be

satisfactory; the extent of dewatering, however, is not known in some

sections.

The shear strengths listed in this report were determined by applying a

torque to a four bladed vane that was inserted in the end of a core section.

By measuring the peak resistance to rotation of the sediment and assuming a

cylindrical failure surface, a vane shear strength was calculated. The

determined vane shear strength (S ) is often used interchangeably with in

place undrained shear strength (S ). However, many factors influence S : a

large pebble may be present between the vane blades thereby increasing the

measured sediment resistance; a large particle may be pushed in front of the

vane during insertion thereby remolding the material and reducing S ; or the

failure surface may be larger than the cylindrical area bordering the outside

edges of the blades thus increasing the vane shear strength. Drainage of pore

water may occur during a test if the permeability of the sediment is

sufficiently high. In this case Su would not be accurately measured. The

vane shear tests were performed on core sections in the laboratory; however,

the stress histories of the lab samples were different from those of the in

situ sediment. During sampling the sediment was disturbed, i.e., the

geometric arrangement of the soil particles and the interparticle stresses

between them were changed. The anisotropic stress state in the field was

changed to an isotropic state, transportation induced some disturbance and

dewatering occured during storage. The above factors influence how accurately

the laboratory vane shear results agree with undrained in situ behavior. The

laboratory vane shear test does not exactly duplicate seafloor conditions, but

it does provide an indication of general shear strength values; laboratory

strengths typically are less than in situ values due to disturbance.

Motorized vane shear tests were performed on the top of each section

where possible. Due to disturbance, tests were not run on the top of each

core. The vane is 1.27 cm in diameter and height. It was inserted until the

bottom of the vane was approximately 2.54 cm below the sediment surface. The

vane was rotated by a motorized torque sensor at a constant rate of 90° per

minute. After a peak strength was recorded the sediment was remolded by

rapidly rotating the vane one revolution. Immediately, a remolded shear

strength was measured.

The sediment in core 1G is very soft (undrained shear strength

S < 12.5 kPa) (Terzaghi and Peck, 1967, p. 30). In the other cores it is

classified as soft (12.5 kPa < S < 25 kPa). The sediment in cores 6G and 8G

is strongest with S values in the 15-17 kPa range. Sediment at depth may be

stronger than the shallow material tested for this report.

The sensitivities (S.) (shear strength of unremolded sediment/shear

strength of remolded sediment) of cores 1G, 2G and 8G place the sediment in

the medium sensitive (2 < S. < 4) range. The material in core 6G is

classified as sensitive (4 < S. < 8). The sensitivity of most clays ranges

between 2 and 4 (Terzaghi and Peck, 1967, p. 31). Shear strengths and index

properties for the four cores are listed in Table 2 and are plotted versus

subbottom depth in Figure 2.

3. WATER CONTENT, ATTERBERG LIMITS AND BULK DENSITY

The water content (w) ([weight of sea water assuming a salinity of

35 parts per thousand]/[weight of solid sediment particles]) of the sediment

varies between 31 and 100 percent. A decrease in w with depth is typically

noticed; however, a slight increase appears in core 2G. Water contents

increase with depth in the lower sections of cores 6G and 8G.

By comparing the natural water content of a soil to a standard of

engineering behavior, the soil's properties can be better anticipated. The

relative position of w in relation to Atterberg limits indicates whether the

remolded material behaves as a viscous fluid/ a plastic solid or a solid. The

performed Atterberg limits tests consisted of a liquid limit (LL) and plastic

limit (PL) determination (Lambe, 1951, pp. 22-28). The difference between the

liquid limit and the plastic limit is the plasticity index (PI). It expresses

the range of water content over which the sediment behaves in a plastic

manner. Plasticity indices tend to decrease with depth in cores 1G and 2G.

In cores 6G and 8G the Pi's are quite variable. In these two cores zones of

non-plastic sediment are interspersed with zones of plastic material. The

non-plastic sediment is almost exclusively a coarser grained material than the

plastic sediment. Changes in the type and concentration of clay minerals and

pore water ions of different strata will change engineering behavior also.

On a plot of liquid limit versus plasticity index (Figure 3), all of the

points except one lie in the high compressibility (LL > 50) region. The

sediment is classified as MH in the Unified Soil Classification System:

inorganic silts/ micaceous or diatomaceous fine sandy or silty soils (Peck et

al., 1974, p. 28). Although the points are scattered, they roughly define a

straight line that is parallel to the A line [PI = 0.73(LL-20)]. This trend

is normal for different samples from soil of similar geologic origin.

The liquidity index (LI) is defined as (w - PL)/(LL - PL). When the

index is a negative number, the remolded sediment will act as a solid; a LI

between 0 and 1.0 indicates plastic behavior; and a liquidity index greater

than 1.0 suggests that the sediment will behave as a viscous fluid upon

remolding. The Li's range between 0.96 and 2.83 with almost all values

between 1.0 and 2.0. Figure 2 illustrates the relationships between Atterberg

limits and natural water contents. Grain size has a marked effect on the

behavior of the sediment; fine grain sediment tends to be more plastic in

behavior.

The bulk densities were determined by inserting a thin walled piston

sampler/ with an inside diameter of 2.46 cm, into the core and weighing the

known volume of sediment extruded from the sampler. The measured bulk

densities are in the low range between 1.54 and 1.73 g/cm . This is typical

of marine sediment. Grain densities vary between 2.59 and 2.88 g/cm .

4. GRAIN SIZE DISTRIBUTION

Grain size distributions were determined from pipette analyses (Carver,

1971, pp. 79-88). Using a Wentworth size classification (Blatt et al., 1972,

p. 46), almost all of the sediment is classified as a silty-clayey sand or a

sandy-clayey silt (Gorsline, 1960, p. 113) (Figure 4). One sample in core 8G

has some coarse (> 2 mm) material in it. The grain size distributions tend to

be more variable with depth in cores 6G and 8G than in cores 1G and 2G (Figure

2).

5. X-RAY RADIOGRAPH LOGS

All core sections were x-rayed on continuous full scale (same size as the

core section) film. The resulting radiographs show layers, cracks, clasts and

voids that are present in the sediment. Interpretation of the logs reveal

zones where laboratory test samples should be and should not be obtained.

Gravity core x-ray radiograph logs are presented in Figure 2.

6. ACKNCWLEDGM ENTS

The author is grateful to Homa J. Lee for his significant contributions

in reviewing this report. Monty A. Hampton and Brian D. Edwards are thanked

for their comments and help. William R. Normark also provided beneficial

information and assistance. I am indebted to J. Patrick Spragge/ Daniel J.

Bright and William C. Schwab for their patience and indefatigable effort in

the performance of the laboratory testing.

Funding was provided by the Department of Energy (Contract No. DE-AP-03-

80-SF-11371 A003) through the Ocean Thermal Energy Conversion (OTEC)

program. The program is administered by the Marine Sciences Group of the

Lawrence Berkeley Laboratory.

REFERENCES CITED

Blatt, H. , Middle-ton, G. , and Murray, R., 1972, Origin of Sedimentary Rocks:

Englevood Cliffs, N.J., Prentice-Hall, Inc., 634 p.

Carver, R. E., 1971, Procedures in Sedimentary Petrology: New York, John

Wiley & Sons, Inc., 653 p.

Gorsline, D. S., 1960, Lecture, University of Texas at Austin: cited in

Carver, R. E., 1971, Procedures in Sedimentary Petrology, 653 p.

Lambe, T. W., 1951, Soil Testing for Engineers: New York, John Wiley & Sons,

Inc., 165 p.

Peck, R. B., Hanson, W. E., and Thornburn, T. H., 1974, Foundation

Engineering: New York, John Wiley & Sons, Inc., 514 p.

Terzaghi, K. and Peck, R., 1967, Soil Mechanics in Engineering Practice: New

York, John Wiley & Sons, Inc., 729 p.

STATION

1G

2G

6G

8G

LATITUDE LONGITUDE

21° 19.78'N 158° 10.20'W

21° 19.91'N 158° 11.61'W

21° 17.23'N 158° 11.96'W

21° 16. 44'N 158° 11. Ol'W

SECTION NUMBER

II

I

II

I

IV

III

II

I

IV

III

II

I

INTERVAL IN CORE (cm)

0-55

55-205

0-25

25-175

0-41

41-191

191-341

341-491

0-100

100-250

250-400

400-550

Table 1. Station locations and core section intervals

DEPT

HIN

STAT

ION

CORE

(cm)

1C

4 59 85 143

172

2G

328 80 108

167

6G

344 86 140

194

237

292

344

384

453

485

8G

3 39 103

167

213

253

300

350

403

450

491

541

VANE SHEAR STRENGTH (k Pa)

UN-

SENS I-

WATER

REMOLDED

REMOLDED T1VITY

CONTENT(%)

* *

* 101.8

9.2

2.5

3.7

66.3

/71.

276.7

92.8

71.6

* *

* 76

.913

.0

3.3

3.9

64.6/63.1

67.6

83.1

86.4

* *

* i 84

.915.8

3.5

4.6

62.5/60.4

62.8

61.6

17.5

3.3

5.3

50.0

/48.

161

.264

.3*

* *

56.5

/62.

459

.669.0

77.3

* *

* 88

.481.4

* *

* 80

.879.3

66.2

14.8

3.9

3.7

61.6/65.5

71.0

63.0

16.3

4.2

3.9

46.9

/30.

653.9

73.4

74.

1

ATTE

RBER

C LI

MITS

(%

) BU

LKLI

QUID

LIMI

T

74 60 61 67 49 74 64 57 74 58 72 57 55 69 77 87 70 66 64 55 67 66

PLAS

TIC

PLAS

TICI

TYLI

MIT

41 42 34 42 41 44 44 41 47 37 48 44 38 49 40 50 45 41 40 41 37 49

INDE

X

33 18 27 25 8 30 20 16 27 21 24 13 NP 17 NP NP NP NP NP 20 37 37 25 NP 25 NP NP 24 14 NP NP 30 17

LIQU

IDIT

Y DE

NSIT

YINDEX

(gm/cm

)

1.84

1.35

/1.6

2 1.60

1.58

2.03

2.83

1.10

1.03

/0.9

6 1.60

1.66

1.34

2.35

1.54

1.42

/1.2

6 1.64

1.39

1.73

1.64

1. 00

1.01

1.04

1.46

1.54

1.53

1.63

1.29

1.57

1.72

1.21

1.48

GRAI

NDE

NSIT

Y^(gm/cm )

2.63

2.59

2.62

2.64

2.88

2.82

2.64

2.60

2.59

2.77

2.77

f ;RA

INSI

ZE(Z)

COARSE

0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0

SAND

49 21 34 20 39 24 24 22 40 29 25 35 40 16 54 46 78 60 46 25 24 15 13 67 25 51 28 11 20 57 57 13 28

SILT 33 48 35 47 37 47 48 48 34 44 59 42 37 53 27 31 11 26 34 48 41 50 54 24 57 37 56 32 57 18 31 51 41

CLAY 13 31 31 33 24 29 28 30 26 27 16 23 23 31 19 23 11 14 20 27 35 35 33 9 18 12 16 57 23 14 12 36 31

NP - No

n-Pl

asti

c

* -

Unable to pe

rfor

m va

ne shear

test at

this location du

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stur

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th

e to

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re or

be

caus

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ain

size

di

stri

buti

onwas

too

coarse.

Note

: At

so

me locations

two

water

cont

ent

samp

les

were

ob

tain

ed.

Table 2.

Vane shear

strengths and

index

properties.

100 1M

ft

100 107 100 100

tt

KAUAI

ft

_/ \OAHU PACIFIC

MOLOKAI OCCAM

fi

fO

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100 190 10S 187 180 108

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strengths and

index properties.

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index

properties.

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strengths and

index pr

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ties

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Cont

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d. X-ray radiograph lo

g, vane shear

strengths and index properties.

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Figure 2

Cont

inue

d. X-ray radiograph log, vane sh

ear

strengths and

index

prop

erti

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Figure 3. Plasticity ch

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Fig

ure

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Figure 3 Continued. Plasticity ch

art.

80

90

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ure

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rain

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Figure 4

Cont

inue

d. Grain

size

di

stri

buti

on.

CORE 6G

(GORSLINE. 1960) SLTY CLAYEY

SAND

Figure 4

Continued. Grain size distribution.

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19

60)

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Figure 4

Cont

inue

d. Grain size distribution.