CONSOLIDATED DRAINED AND CONSOLIDATED … third type of triaxial test is the unconsolidated undrained test (UU test). This procedure differs from the others in that drainage is not

T H E U N I V E R S I T Y 0 F M I C H I G A N

COLLEGE OF ENGINEERING

Departmen·t of Civil Engineering

[Draft Report!

PROCEDURES FOR CONDUCTING CONSOLIDATED DRAINED AND CONSOLIDATED UNDRAINED

TRIAXIAL TESTS

Robert 0. Goetz Associate Professor of Civil Engineering

ORA PROJECT 320114

under contract with:

MICHIGAN DEPARTMENT OF STATE HIGHWAYS CONTRACT NO. 71-1322

LANSING, MICHIGAN

administered through:

OFFICE OF RESEARCH ADMINISTRATION

August 1972

ANN ARBOR

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INTRODUCTION

Soil types that cause problems for the Michigan Department

of s·tate Highways (MDSH) are the sediments such as found in the

valleys of the St. Joseph, Muskegon and Saginaw Rivers. These

sediments consist of strata of loose sand, and organic silt and

clay. The methods used to build highways over these deposits

vary with the depth and stratification of the deposit and the

importance of the highway. Shallow

vated and replaced with sound fill.

deposits are usually exca­

Deep deposits are bridged

using a deep foundation if the highway warrants the cost involved.

If the deposit is deep and if bridging is too costly, the

method used involves the limited excavation of the sediments and

the floating of the fill. With this method, the soil consolida·tes

under the weight of the fill and the fill settles. To minimize

settlement after the pavement structure is built the fill is

constructed as far in advance as possible before paving. Any

settlement after paving is taken care of by periodic maintenance.

The amount of settlement and the time for it to occur are based

on past experience.

The laboratory tests, the analytical methods and the field

techniques are available for determining reasonable estimates

of the rate of surcharging and of the resulting settlement. The

use of these procedures could result in construction and maintenance

costs savings to the MDSH. For example, it may be more economi-

cal on some major projects to surcharge and consolidate these sedi­

ments, perhaps with aid of vertical sand drains, than to bridge

them using deep foundations. On other projects a more adequate

knowledge of the consolidation characteristics of these deposits

could result in better control of the surcharging and the settle­

ment. 'Phis in turn would lead to a reduction in maintenance after

the completion of the project.

The major input data required for the analytical methods

are the consolidation charac·teristics of the soil and the para­

me·ters needed to predict the increase in shear strength with

-1-

consolidation. These imput data are obtained from consoli-

dation and triaxial tests conducted in the laboratory on un­

disturbed soil specimens. In the past the MDSH has not been

able to avail itself of these methods mainly because the Testing

Laboratory has no-t been in a posi·tion to conduct the necessary

tests on a routine basis. The Testing Laboratory now has the

necessary consolidation and triaxial equipment. The major pur­

pose of this project is to develop tests procedures for the

triaxial equipment so the required shear strength parameters

can be de-termined.

TYPES OF TRIAXIAL TESTS

The shear streng·th of fine-grained soils is very complex

and not completely understood. These soils are relatively

compressible when compared with granular soils. Therefore, when

the load is first applied it is initially supported by the pore

fluid as an excess pressure or neutral stress and is not transmitted

to the soil structure. As the excess pressure dissipates the

intergranular pressure or effective stress between the soil parti­

cles increases. The rate at which this transfer takes place is

dependent upon the permeability of the soil and on the nature of

the pore fluid; whether it is air, water or both. In other words,

whether the soil is dry, partially saturated or saturated. Further

complicating the understanding of the shear strength of fine-grained

soils are the very significant forces of attraction and repulsion

developed between clay particles because of their large specific

surfaces ..

Three basic types of triaxial tests are run to study the

shear strength of fine-grained soils. These tests are defined in

terms of the neutral stress dissipation and the increase in effec­

tive s·tress. The consolidated drained test (CD test) is run in such

a manner so as to cause no change in the neutral stress. Any in­

crease in total stress produces a corresponding change in -effec·tive

stress. The consolidation of ·the soil takes place in two stages.

First, the soil is consolidated under the confining cell pressure

-2-

and second during the application of the axial load. In both

s·tages the soil is allowed to drain freely, and the s·tresses

are applied slowly so that the neutral s·tress remains unchanged.

The void ratio and the water con·tent are reduced during bo·th

stages.

The consolidated undrained test (CU test) is also conducted

in two stages. The soil is first consolidated with free drainage

under the confining pressure. During this stage the neutral stress

remains unchanged and there is a reduction in void ratio and

water content. After consolidation is complete, the axial stress

is applied rapidly without drainage. The increase in stress re-

sults in changes in the neutral s·tress. In the case of saturated

soils the void ratio and water content remains unchanged during

·this stage. In partially sa·turated soils the water content remains

unchanged since there is no drainage but the void ratio can change.

The third type of triaxial test is the unconsolidated undrained

test (UU test). This procedure differs from the others in that

drainage is not allowed at any time and, therefore, no consoli­

dation till(es place. The confining pressure is applied followed

immediately by the axial stress. In saturated soils, the void

ratio and water content remain unchanged and all of the added

stress is supported by the neutral stress.

Since the neutral stress remains unchanged in the CD test,

the effective stress and total stress are the same. The shear

strength parameters determined from this test are in terms of

effective stress. In the UU and CU tests the excess pore pressure

is not allowed to dissipate during the shearing process. There­

fore, the total stress and effective stress differ by the magni­

tude of the excess pore pressure. The shear s·trength parameters

from these two tests, then, are in terms of total stress. The

parameters can be found in terms of effective s·tress if accurate

pore pressure measurements are made. This is frequently done

because of the excessive testing time required for CD tests on

soils with low permeability.

The MDSH Testing Laboratory has a procedure for conducting

UU tests and have been performing this type for a number of years.

The procedure used essentially follows that outlined in ASTM

-3- !

Designation: D2850 - 70, Standard Method of Test for Uncon­

solidated, Undrained Strength of Cohesive Soils in Triaxial

Compression.

The Testing Laboratory does not have procedures for the

CD and CU tests. As noted in the introduction, the purpose of

this project is to develop procedures for these two types of

tests.

METHODS OF LOADING

There are two methods of loading that can be used in

conducting the tests: controlling the strain or controlling

the stress. In the former the sample is deformed at a constant

rate of strain. The stress is determined at various strains

so ·that a stress-strain curve can be plotted. The rate at

which the sample is strained is dependent upon the type of

test and whether pore pressure measurements are to be made.

The stress controlled method uses incremental loading.

The strain is determined for each loading so that a stress-strain

curve can be plotted. The magnitude and duration of the load

increments is dependent upon the type of test and whether pore

pressure measurements are to be made.

There are advantages and disadvantages in each method

relative to the other. A paper by Lundgren, Mitchell and

Wilson (Re·ference 1) discusses this topic and presents a tri­

axial apparatus which uses both procedures at various stages of

the test.

The major advantage of the stress·controlled method is that,

by monitoring the volume change, the duration of the load incre­

ment can be adjusted to assure comple·te dissipation of the pore

pressure in the CD test. Pore pressure measurements can also be

obtained, if desired, in uu and cu tests by using load dura·tions

that result in pore pressure equalization. The pore pressure can

be determined by using a pressure transducer. If possible ·the

load increments should be equal, and the duration of each

increment should be the same for clay soils to minimize secon­

dary compression effects.

-4-

With the strain controlled method pore pressure dissi­

pa-tion in CD tests can only be assured if the rate of strain

is very slow which means the time for testing may be excessive.

A method of estimating the strain rate by studying the volume

change is presented in Bishop and Henkel (Reference 2) on

page 124. Filter paper drains can be used to reduce the

testing time (page 81, Reference 2).

In UU and CU tests, the strain rate must be slow enough

to allow pore pressure equalization. This rate can be found for

CU tests during the consolidation stage by monitoring the pore

pressures. UU tests would require the consolidation at the

same confining pressure of a duplicate specimen.

There are two other advantages of the stress controlled

method. First, for any load increment, strain versus time

curves can be plotted. These provide the time dependent creep

properties and would allow the plotting of a yield value curve

as is done in the transverse shear test. Second, an indication

of the yield stress of structure sensitive clays may be ob·tained.

One of the disadvantages of the s·tress controlled method

is tha·t failure may be abrupt and result in complete collapse

of the specimen. With this type of failure it is difficult, if

not impossible, to determine the peak failure stress and strain,

or to study the stress-strain relationships beyond the peak

point. Without the accurate measurement of the peak failure

stress and strain, the shear strength parameters would be in

error for all ·three types of test.

Another disadvantage is that in the CD test the application

of the failure load can result in failure under undrained

or partially drained conditions rather than the complete

drainage desired. The failure stress, then, would not be the

effective stress as excess pore pressure would be present.

Therefore, the shear strength parameters at failure would not

be the effective parameters desired.-.

In UU and CU tests, the application of the failure load

increment can cause rapid or abrupt failure so that pore

-5-

pressures at this time cannot be accurately measured. If this

occurs it would preclude the determination of the effective

shear strength parameters from the undrained test results.

One other disadvantage is that influence of the rate of

strain on shear strength cannot be conveniently studied.

The rate at which soils are strained has an effect on the shear

strength as discussed by Casagrande and Wilson (Reference 3)

and by Bishop and Henkel (Reference 2).

The MDSH Testing Laboratory has used the stress controlled

method of loading in its shear testing of soils since the

early 1930's. The procedures for the transverse, the uncon­

fined compression and the UU triaxial shear tests employ this

loading procedure. The latest triaxial apparatus purchased by

the Laboratory, Karol-Warner Model 541 Triaxial Tester, is of

the stress controlled type. The test procedures for the CD

and CU tests developed under this project also use ·this loading

me·thod. Because of the disadvantages of the stress con·trol

method discussed above, it is recommended that the MDSH consider

the purchase of a strain con·trolled apparatus to add flexibility

to its triaxial testing program.

DISCUSSION OF PROCEDURES

The detailed step-by-step test procedures employing the

MDSH Testing Laboratory's equipment are presented in Appendix I.

Since the procedures are given in detail they will not be dis­

cussed in depth.

Procedures for conducting CD and CU tests using stress

con·trolled loading are outlined. They follow quite closely,

excep·t for the method of loading, the procedures as given in

Bishop and Henkel (Reference 2). The most difficult part

is the estimation of the load increments. Enough increments

must be used so that a well-defined stress-strain curve can be

plotted. The magnitude should be such as that the peak strength

can be selected as accurately as possible. This requirement will

usually result in using equal increments at first and then

decreasing ·them in the later stages of the test.

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The duration of the

being run. In CD tests,

incremen·t depends upon the type of test

there must be time for complete drain-

age. This can be determined by monitoring the volume change

or from past experience with similar soils. In CU ·tests, the

pore pressures should be equalized before applying the next load

incremen·t. Either past experience or pore pressure measurements

can be used to find the time necessary for equalization. The

measuring of the pore pressures has the advantage of permitting

the determination of the effective shear strength parameters.

As part of the procedure for CU tests the steps for using

the pressure transducer are presented. Also outlined in this

procedure is the volume change method for determining when pri­

mary consolidation is complete. Both of these methods require

that all parts of ·the involved systems be completely filled

with water. Any entrapped air will affect the accuracy of the

results.

A procedure for saturating specimens through back pressur­

ing is also outlined. Use of back pressuring and when it is

needed is discussed in Bishop and Henkel (Reference 2). It is

very important that the specimen be under a confining pressure

equal to the back pressure. This will minimize volume changes

during saturation.

The set-up of the transducer amplifier is the last proce-

dure presented. The equipment was calibrated and the necessary

calibration resistors were installed. There were indications

during the use of ·the pressure transducer and amplifier system

that the system lacks the sensitivity necessary for accurate

measurement of the pore pressures. The needle on the amplifier

showed no change in pore pressure when it was known that changes

were taking place. If further testing confirms this, the man­

ufacturer should be contacted to see if the sensitivity can

be increased.

DISCUSSION OF TEST RESUI,TS

To aid in the development and to test the procedures, a

number of ·triaxial tests were performed. The results of these

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tests are presented in Appendix II.

Initially it was intended to use an artificially

sedimented compressible silt-clay mixture. It was hoped

that a soil could be produced that would be somewhat similar

to the river sediments mentioned at the beginning of this

report. The attempt was abandoned after several unsuccessful

tries due to the problems encountered and the lack of time.

The soil selected for use in the testing program was a

non-plastic sandy silt taken from near Glacier Way, a road

in the vicinity of the North Campus of the University of Michi­

gan. This soil was selected because it has been used for a

number of studies conducted in the Soil Mechanics Laboratory

of the University. It has enough cohesion so that it can be

trimmed to the desired dimensions, and has fair permeability

so that pore pressure equilibrium is established in a reasona­

ble time. The graduation of the soil is shown in Fig. 1.

The first series of triaxial tests were CD tests run

using the constant rate of strain apparatus in the Soil

Mechanics Laboratory of the University of Michigan. The

sandy silt was first consolidated under the given cell pressure

and then tested at a constant rate of strain of 14.9 min/mm.

The resulting stress-strain curves are presen·ted in Fig. 2.

Problems with the loading system were encountered in Test CSN-CD3

after a strain of 1.75%. The data after this point is from a

previous test conducted in a soil testing class. This test

was not used in determining the strength envelope.

The Mohr's circles and the strength envelope for the first

series of tests are shown in Fig. 3. The effec·tive angle of

internal friction is 38° and the effective cohesion intercept is

0.3 kg/cm2 . The data for the first series follows Fig. 3.

The second series of triaxial tests were CD tests run

using the stress controlled apparatus in the MDSH Testing

Laboratory. The specimens were first consolidated under the

given cell pressure and then loaded in incremen·ts until failure.

In Tests CSS-CDl, CSS-CD2 and CSS-CD3, the load was applied in

equal increments during mos·t of the test. These increments were

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·'

maintained until the rate of s·train approached zero. As the

rate of strain increased in the later stages of the tests, the

load increments were decreased and duration of loading was re­

duced so as to determine the peak strength as accurately as

possible. Test CSS-CD4 was different in that each load incre­

ment was held for three minutes. Average rates of strain varied

as follows: 87 min/mm for CSS-CDl, 115 min/mm for CSS-CD2,

94 min/mm for CSS-CD3 and 24 min/mm for CSS-CD4. This is from

about 1.6 to 7.7 times slower than used in the constant rate

of strain tests.

The stress-strain curves for this series of tests are

presented in Fig. 4. Comparing these curves with those in

Fig. 2 reveal that there are differences in the stress-strain

properties of ·the tested soil as determined by the two test

procedures. For example, under a confining pressure of

0.8 kg/cm2 the maximum deviator stress is 4.08 kg/cm2 at a

strain of 1.3% using a constant rate of strain. Under the same

confining pressure the maximum deviator stress is 3.52 kg/cm2

at a strain of 2.3%. A possible explanation for these differ­

ences is the variations in the rates of strain pointed out

above. The specimens were loaded more rapidly in the constant

rate of strain tests which would result in higher strengths.

The Mohr's circles and the strength envelope for the second

test series are shown in Fig. 5. The effective angle of internal

friction is 36° compared with 38° from the constant strain tests.

The respective values of the

0.35 kg/cm2 and 0.3 kg/cm2.

effective cohesion in·tercep·t are

These differences are a resul·t of

the differences in maximum deviator stresses discussed previously.

Therefore, they are also due to the variations in the rates of

strain. The data for second series follows Fig. 5.

The last tests presented were run as part of the develop­

men·t of the CU procedure, including the pore pressure measuring

and the back pressuring procedures. In Test CSS-CUl, the specimen

was first consolidated under a cell pressure of 1.49 kg/cm2. A

back pressure of 1.0 kg/cm2 was used to saturate the soil. At the

time this pressure was applied ·to the soil, the cell pressure

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i(l

(.

was increased by the amount of the back pressure to 2.49. kg/cm2.

This was done so that the effective cell pressure would still

be equal to 1.49 kg/cm2 . Since the consolidation pressure

and the effective cell pressure were equal the overconsolidation

ratio (OCR) is 1.0.

In Test CSS-CU2, the soil was first consolidated under

a pressure of 2.98 kg/cm2. The specimen was then saturated

under a back pressure of 1.0 kg/cm2 with the cell pressure

of 2.49 kg/cm2. The effective cell pressure, as in the first

test, was 1.49 kg/cm2. The consolidation pressure in this

case was twice the effective cell pressure so the overconsoli­

dation ratio was 2.0.

After the saturation, undrained triaxial tests with pore

pressure measurements were conducted using the stress controlled

load method. The load was gradually increased and deflection

and pore pressure measurements were taken. The stress-strain

curves for ·the two tests are presented in Fig. 6, and the data

follows Fig. 6.

An examination of the data shows that both specimens developed

negative pore pressures as they failed due to expansion of the

soil structure. These pore pressures must be sub-tracted if

positive and added if negative to the confining and vertical

stresses to get the e·ffective stresses.

As can be seen in Fig. 6 there is some scatter of the

data points as the strain increases. It is felt that the

major cause of the scatter is inadequate sensitivity of the

pore pressure measuring equipment.

CONCLUSIONS AND RECOMMENDATIONS

The main purpose of this project was accomplished. Test

procedures for conducting CD and CU tests were developed for

use with ·the present MDSH equipment. Included were methods

for monitoring volume change during consolidation, for measur­

ing pore pressure and Ior back pressuring.

-10-

The procedures use the stress controlled method of loading

because ·the MDSH triaxial tester is of this type. The ad­

vantages and disadvantages of this loading method have been

discussed previously. It will take experimentation with

different soil types found in Michigan by MDSH personnel to

develop the needed experience, especially in the selection of

load increments and the duration of each increment. If it is

found that the disadvantages of the stress controlled method

lead to inaccurate results, then consideration should be given

to the purchase of a strain controlled loading device.

Also, as part of the experimentation program, the sensi­

tivity of the pore pressure measuring system should be investi­

gated. If the suspected lack of sensitivity is confirmed, the

manufacturer of the present equipment should be consulted about

the possibility of increasing the sensitivity. Should this

prove to be impossible, considera·tion should be given to the

purchase of more sensi·tive equipment.

ACKNOWLEDGMENT

This project was financed by the Michigan Department of

State Highways. Their support is very much appreciated.

Thanks are also due to Neville F. Allen, graduate student

in soil mechanics at the University of Michigan, who made the

necessary modifications in the MDSH equipment to fit the pro­

cedures developed. He also ran most of the tests, and aided

in the analysis of the data and the preparation of this report.

LIST OF REFERENCES

1. Lundgren, R., Mi·tchell, J.K. and Wilson, J.H., "Effects

of Loading Method on Triaxial Test Results", Journal of the

Soil Mechanics and Foundations Division, Proceedings, ASCE,

Vol. 94, No. SM2, March, 1968.

2. Bishop, A.W. and Henkel, D.J., The Measurement of Soil

Properties in the Triaxial Tes·t, Edward Arnold, London,

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2nd Ed., 1962.

3. Casagrande, A. and Wilson, S.D., "Effect of Rate of Loading

on the Strength of Clays and Shales at Constant Water

content," Geotechnique, Vol. 2, 1951, pp. 251-263.

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APPENDIX I

TEST PROCEDURES

TEST PROCEDURES

PREPARATION OF SPECIMEN

1. Prepare all the apparatus to be used before trim­ming the specimen.

2. 'I'rim the specimen to within 1/8 to 1/4 inch of its final diameter (See Notes 1 and 2).

3. Take water content sample from the cuttings from the middle part of the specimen while trimming.

4. Trim the specimen carefully to its final diameter.

5. Place ,the specimen in a mold and take water content samples from the top and bottom cuttings as the specimen is trimmed to final length ·

Note 1: Steps 2, 3 and 4 are not necessary if the dia­meter of the undisturbed specimen is that re­quired for testing.

Note 2: Always trim from the edges toward the center for essentially cohesionless materials.

PROCEDURE FOR CONSOLIDATED DRAINED TESTS

A. Set-up of the Triaxial Cell

1. Grease the 0-ring seal at the base.

2. Grease the base pedestal and top cap where the 0-rings seal the specimen against leakage.

3. Place the specimen on the base with porous stones at the bottom and top and set top cap in place (See Note 3).

4. With the aid of a membrane holder secure a membrane to the top cap and base pedestal.

5. Lightly grease the inner surface of another membrane and repeat Step 2.

6. Seal the membranes to the top cap and base pedestal with 0-rings.

7. Determine that the piston is well lubricated and moves freely in the cell cover.

-1-

B. Remove piston from the cell cover.

9. Place a 3/8 - l/2 inch ball bearing on the top cap and set cell cover in place.

10. Tigh·ten simultaneously opposite clamps on the base.

11. Replace the piston so that it rests on the ball bearing on the top cap.

12. Place the cell in the loading apparatus and con­nect ·the cell water line at A. Open the over­flow valve at B (See Note 4).

13. Fill the cell to overflowing. Close overflow valve B.

Note 3: Boil the porous stones in distilled water and use them in the saturated condition. This re­duces air entrapment. For fine-grained speci- · mens of low permeaPility use circular bits of filter paper between the specimen and porous stones. To facilitate radial drainage, cut a drainage filter from filter paper (See Fig. 54, page 81, in Bishop and Henkel, Reference 2) and place around sample. Dip all filter paper drains in water before using to saturate them.

Note 4: The various lines and valves have been identi­fied by labels affixed to the triaxial appara­tus.

B. Consolidation of the Specimen

1. Hold piston in contact with ball bearing by use of the clamp and bar arrangement.

' 2. Connect cell pressure line.

3. Apply a cell pressure equal to the desired consoli­dation pressure. Valve G must be open so drainage can take place. The time of primary consolidation is dependent upon the permeability of the s.oil. Consolidation overnight is usually more than ade­quate.

4. For saturated specimens, the volume change method for determining the time for 100% primary consolidation is outlined in the Procedure for Consolidated Undrained Tests, Part B, Consolidation of the Specimen.

-2-

!~

C. Testing

1. Bring the proving ring into mere contact with the piston by applying air pressure in the loading system.

2. Set the deflection indicator in contact wi·th the cell and adjust ·to zero reading.

3. Remove the clamp on the pis·ton. The piston will rise because of the cell pressure.

4. Restore the zero deflection reading by applying more air pressure to the loading system. The piston is now in its original position at the end of consolidation.

5. No·te the proving ring reading at zero deflection. The axial load indica·ted must be sub·tracted from subsequent proving ring readings to obtain the actual vertical load.

6. Estimate the failure load and select the load in­crement. The magnitude of the load increment is a matter of judgement and past experience. Enough increments should be used so as to develop a well defined stress-strain curve, usually 10 to 15.

7. Apply the load increment and leave in place until drainage is complete. Valve G must remain open during entire test. The volume change procedure can be used ·to determine when drainage is complete for saturated specimens.

8. Read the deflection before the application of the next load increment. If strain versus time plo·ts are desired, intermediate deflection readings are required.

9. Apply load increments until the specimen fails, the peak strength is attained or the strain is greater than 20%.

PROCEDURE FOR CONSOLIDATED UNDRAINED TESTS

A. Set-up of the Triaxial Cell

Before following the steps outlined in the Procedure for Consolidated Drained Tests, Part A, Set-up of the Triaxial Cell, complete the following steps if pore pressures are ·to be measured with ·the pressure trans­ducer.

-3-

1. With valve G closed, run distilled >vater through the opening in the base pedes·tal and out ·the line to which the transducer is to be a·ttached.

2. Fill the pressure sensing end of the transducer with dis·tilled water making sure no air is en­·trapped.

3. Connect the transducer while water is still flow­ing from the line. During this operation maintain the transducer in a near upright position in order to minimize the possibility of air entrapmen·t.

4.

5.

Open valve G and allow water to flush the line of air and then close the valve.

Before placing the specimen on the base pedestal, be sure that water is still at the surface level of the opening in the base pedestal.

B. Consolidation of the Specimen

Before following the steps outlined in the Procedure for Consolidated Drained Tests, Part B, Consolidation

_. of Specimen, complete the following steps before Step 3 of that procedure if the volume change method is to be used to determine the time for 100% primary consoli­dation or when drainage is complete.

1. Attach a distilled water filled tube to valve G. Hold a finger over the free end while screwing on the other.

2. Insert a water filled burette a·t the free end of the tube.

3. Place the burette on a stand and adjust the water level in the burette ·to the mid-height of the specimen.

4. Open valve G and allow a few minutes for equilibrium to be established.

5. Before applying the required cell pressure note the initial burette reading.

6. Apply the cell pressure and start a timer.

7. Take buret:te readings at 1, 4, 9, 16, 25 minutes etc. Continue burette readings until there is no change indicating drainage is complete.

-4-

8. Plot the change in burette readings, /::;. V, versus the square root of time. The time for 100% pri­mary consolidation is determined as the inter­section of the straight line through the initial readings and the horizon·tal line ·through the final readings (See Fig. 89 on page 126 of Bishop and Henkel, Reference 2).

C. Testing

The procedure is essentially the same as outlined in the Procedure for Consolidated Drained Tests, Part C, Testing, except for Step 7. In the consoli­dated undrained test, valve G is closed after con­solida·tion is complete as no drainage is wanted dur-ing application of the shearing load. Each load incre­ment should be left in place until pore pressure equali­zation is achieved. The pressure transducer can be used to determine when this occurs.

PROCEDURE FOR BACK PRESSURING

l. Fill ·the back pressure tube and line with dis­tilled water using the following procedure.

a. Remove the back pressure tube by unscrewing the nut at the top.

b. Connect the distilled water line to connection C. and air release line to connec·tion D.

c. Place finger over the end of the back pressure tube and fill it with water.

d. Disconnect the water supply and air release lines.

e. Hold the end of the tube over the coupling E, quickly remove finger and insert tube in coupling.

f. Fasten the tube support by replacing ·the nut at the top of the system.

g. Clamp the tube in place by means of the nuts and metal bar at·tached to the tube support. WARNING: Failure to do this will result in the tube discon­necting at the coupling when pressure is applied.

2. Connec·t the back pressure line to the cell. Close valve F and open back pressure regulator to the de­sired back pressure. WARNING: Until the pressure capacity of the back pressure tube is determined, use pressures not much greater than 14 psi.

-5-

3. Open valve G and ·then valve F. Increase the

4.

cell pressure by the value of the back pressure. From valve G there should occur a flow of water followed by a flow of air as air from the speci­men is expelled. When a steady flow of water resumes, close valve G. Pore pressure as indi­cated by the pressure transducer should be the same as the applied back pressure when saturation is achieved. Allow at least four hours for the back pressuring of clay specimens.

Before testing, from the cell. and release the connect at D.

disconnect the back pressure line Close the back pressure regulator pressure in the tube by the quick-

SET-UP OF THE TRANSDUCER AMPLIFIER

1. Turn on equipment (sensitivity mul·tiplier on standby) and allow 10 minutes for warming up.

2. Connec·t cable to the transducer and while the sample is still in the consolidation stage (valve G open to the volume change monitoring system) turn the sensi­tivity multiplier to X20 and depress PUSH TO CALI­BRATE button. Needle should read 71 on the upper scale. If it does not, adjust the appropriate chan­nel sensitivity control (i.e. channel B) to read 71.

3. If reading cannot be adjusted 71 by use of the sensi­tivity control, follow the instruc·tion booklet for the amplifier, Section C, Paragraphs 1, 2, 3, 3A

4.

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The amplifier is now ready for operation. During the consolidation stage the meter should read no more than 2 psi on the lower scale.

-6-

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