Comparison and assessment of the reliability of sampling and testing methods on varved clays

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Comparison and assessment of the reliability of sampling and testing methods on varved clays

NATIONAL RESEARCH COUNCIL

CANADA

DIVISION OF BUILDING RESEARCH

A COMPARISON AND ASSESSMENT OF THE RELIABILITY

OF SAMPLING AND

ｔｅｓｔｄｾｇ

METHOD::} ON VARVED CLAYS

by

J. A. Lindsay

:ANAL VZED

REPORT NO.

195

of the

Division of Building Research

OTTAWA

PREFACE

Varved clays are more than a curiosity in

Canada. They are encountered over broad areas and introduce one of the greatest hazards to the development of resources. The engineering assessment of their properties was one of the first projects undertaken by the Division of Building Research.

Interest in this work was shared by the University of Glasgow through Professor H.B. Sutherland who spent two summers with the Division, in

1948

and

1949.

It was with special pleasure therefore that arrangements were made to have

Mr.

James A. Lindsay of the Department of Civil

Engineering, University of Glasgow, spend the summer of

1959

in Canada working on varved clays.

With the cooperation of Steep Rock Iron Mines,

Mr.

Lindsay spent several weeks carrying out field work at the mine. !Ihis was followed by an intensive laboratory

testing programme, the results of which are recorded in this report.

Ottawa,

A COMPARISON AND ASSESSMENT OF THE RELIABILITY OF SAMPLING AND TESTING METHODS ON VARVED CLAYS

by

J. A. Lindsay

It was the purpose of the work described in this report to assess the reliability of in situ and laboratory tests of shear strength on varved clay materials found at Steep Rock Iron Mines and, based on this assessment, to recommend future research on this important engineering

problem. Results of consolidation tests are also presented. It is intended that these be used in a future settlement analysis.

1. THE SITE

The varved deposits at Steep Rock Lake were dis-covered when the lakebed was drained in

1944

in order to mine rich deposits of iron ore (in the bed) by opencast methods. Earlier papers have described the nature of the varved clays and reported results of field and laboratory investigations

(1

to

6).

Since

1944,

however, most of the clay has been removed in dredging operations carried out to reach the ｯｲ･ｾ and the deposits remaining in parts of the old lake bottom have been subjected to remoulding

because of flow slides which occurred before the sensitive nature of the clay was fully appreciated. Considerable disturbance has also been created by dumping waste material from the mine on top of the varved clays. When the present investigation was initiated, the only substantial undisturbed deposit remaining was part of the Hogarth Barrier

(5).

This barrier was formed at the limit of dredging thrOUgh the deep layer of varved sediments on the lake bottom, and separated the middle arm of the lake from the mining

operations in the Hogarth open-pit mine. Subsequent dis-covery of ore in the middle arm led to dredging operations there also.

2

-Part of the Hogarth Barrier still remains; it had been hoped to compare the present strength of the clay, after several years. con so.Lf.datn on under its own weight, with strengths obtained during construction in

1954.

Unfortunately this part of the project had to be abandoned because of the impossibility afobtaining sufficient surface strength to withstand the reaction of jacking operations during sampling and vane testing. While some weathering had occurred, there was no hard weathered crust such as is found in many clays. OnlY a few tests were made on

the old Hogarth Barrier, therefore, and a new site was sought in which the results of field and laboratory tests could

be compared.

Locations where undisturbed material can still be found are in the inlets and bays of the former lake-shore. These deposits are at a much higher elevation than those described in earlier reports. While they lie partly above the elevation (1263 feet) of the former lakeshore and are weathered and desiccated, in their lower levels varve textures and profiles similar to those in the lake bottom are to be found. The site chosen for the main investigation of shear strength was in one of these bays, adjacent to the headworks for the new mine shaft for under-ground operations in the A (or Hogarth) orebody. This

is customarily called the A2 shaft area.

2. FIELD WORK

Field vane shear strength measurements were made and undisturbed tube samples were obtained using eqUipment

designed and bUilt by the Norwegian Geotecllnical Institute. !Ihe vane apparatus is lowered in a housing so that rod

friction is eliminated. The thin-walled tube sampler is a piston type with an area ratio of only about 10 per cent. Both devices have been described in detail

(7,

8,

9).

On the basis of field experience they have been assumed to be reliable field tools for use with normally consolidated, soft or sensitive homogeneous clay soils. To assess the relative strength of individual soil layers in natural vertical profiles, a small hand penetrometer made by

Soiltest Inc. was employed. Field compression tests were made in the autographic field unconfined compression device

3

-2.1 A2 Shaft Area

Vane testing and tube sampling were carried out at a point just south-west of the headworks. The elevation of the holes was 1288 feet, co-ordinates 30,494 N; 23,000 E. As tests could not be performed on the upper 15 feet of soil owing to its hardness, open holes were sunk to this depth. Continuous sampling was carried out in one of them from 17 to 58 feet, and a tube sample was taken from a second, followed by vane tests made at intervals of 1 foot from 18

to 61 feet, the maximum possible depth with the rods available. Sample tubes were sealed witil petrowax and rubber caps and

shipped to the laboratory in a crate that afforded the samples maximum protection against disturbance in transit.

In the A2 shaft area the varved clays are overlain by a thick stratum of what at first appeared to be a homo-geneous coarse silt, weathered to a depth of 13 feet.

Subsequent examination of tube sample 77-53, taken immediately below the weathered crust, disclosed the fact that the

material was, in fact, varved and that it is probably varved throughout. The soils at Steep Rock are often referred

to as varved silts, although in many cases the plasticity index of the "silt" layer is from 10 to 15 per cent and the term varved clay is preferred. The soil described above, however, was indisputably very coarse, the light layers

containing many particles up to fine sand sizes. The exist-ing ground elevation was 1288 feet, but at some time about 3 feet of the weathered silt had been removed by bulldozing.

The surface layer of brown weathered silt extended to a depth of 13 feet and was underlain by 5 feet of grey varved silt. The water table at the time was about 7 feet below ground level, as determined from the water rise in the holes. Underlying the silt is a varved clay, the dark (or winter) layers of which are chocolate red in colour and up to 6 inches thick with light (or summer) layers of about 1!4-inch thickness. The remainder of the soil to the full depth of the hole, 59 feet, is a grey varved clay of variable stratification. The relative thickness of the clay and silt layers in each varve is not constant. At the lowest elevations both are about 1!4-inch thick and at others the dark layers are up to 6 inches thick, with or without

numerous thin silt lenses. The silty layers are fairly regular in thickness, variation in varve thickness being largely determined by the thickness of the winter fraction.

4

-2.2 Hogarth Barrier

Field work was carried out on a vertical face of varved material approximately 4 feet high, immediately after exposure by monitoring operations. Continuous measurements of varve thicknesses were made and a varve profile was drawn after the method of Antevs

(6).

Hand penetrometer readings were taken on individual layers in an attempt to assess their relative strength. Small

block samples were taken at 4-inch intervals, and trimmed and tested in a field unconfined compression apparatus (10). A thin-walled steel Shelby tube sample was taken by open driving and sent to the laboratory for tests. The shear strength test results only will be reported here, but the rest of the record's are on file with the Division of

BU!lding Research. The site was at an approximate elevation of 1020 feet, co-ordinates approxima.tely 27,400 N; 23,500

w.

The varving was fairly regular over the face studied, each

couplet being from 1/2 to 1 inch in thickness with the clay layers equal to or slightly greater than the silt layers.

3.

LABORATORY TESTING

3.1

A2 Shaft Area

The principal tests made on the undisturbed tube

samples were undrained triaxial tests using a lateral pressure equal to the estimated in situ overburden pressure.

Con-solidation tests were carried ｯｾｴＬ where possible, on

homogeneous layers of either light or dark material. Only three specimens from the light silty layers could be obtained.

A continuous photographic record (Appendix B) was taken of vertical slices and a continuous record of water content was made for each tube. In some samples separation of light and dark layers was effected, but in general water content determinations were made every 1/2 inch. In the latter case the values obtained do not represent individual layers, but when considered in conjunction with the photographic

record and variation in bulk density changes in stratification can be identified. Previous studies (1, 4, 5) on the varved clays have shown that the water content of combined light and dark ｬｾ･ｲｳ of equal thickness is about 50 per cent. The variation from this figure was taken as an indication of the relative proportions of silt and clay layers. Atterberg limits, grain size distribution, and specific gravity of soil particles were determined for every tube, again on separated layers where possible.

5

-3.2

Hogarth Barrier

Laboratory testing consisted of unconfined compression and classification tests conducted on individual layers.

As far as possible specimens were taken from the same

elevations as those tested in the field, as is indicated by the varve measurements which were also used as a means of determining specific recovery ratios (11).

4.

TEST RESULTS - A2 SH AFT AREA

The complete results of both field and laboratory tests are shown in'Fig. 1. The results of the consolidation tests will be discussed with the geotechnical properties of the soil strata given in Appendix D.

4.1

Shear Strength by Field Vane

To a depth of

48

feet the shear strength obtained by field vane test shows a linear increase with depth except within the region of weathering. Thereafter the strength varies with depth in a random fashion. It can be seen from ｴｾ･ water content and soil profile that there is a change in material at a depth of

48

feet.

4.2

Laboratory Undrained' Triaxial Tests

A strikirg feature of the laboratory triaxial test results on specimens cut from thin-walled tube samples is the variation in shear strength (one-half deviator stress at failure) throughout the length of tube. In every case the measured shear strength decreases substantially from top

to bottom of tube. This is shown graphically in Fig. 2 and in Appendix C. With one exception the maximum shear strength obtained from any tube was either that from the highest or se c ond highest specimen within the tube. The sample which provides the exception was taken in the uncleaned bottom of the augered hole which was subsequently used for the vane tests.

If the highest laboratory strength from each tube is used, a shear strength profile almost identical with that from the vane is obtained; if the strength of the middle

sample in the tubes is used a profile is obtained with values about

30

per cent less than the vane. A similar effect may be obtained by using average values for each tube, but this practice, while common in routine testing, is not justifiable in the present instance. The regular variation in strength

6

-within the tube samples cannot be accepted as -within the normal pattern of scatter of laboratory tests.

4.3

Interpretation of Results

Reliability of test results is governed by the degree of disturbance imparted to the soil by samfrling and testing methods. Hereafter the term "undisturbed' should be taken to me an "as little dis turbed as possible wi thin the practical limits of the best sampling equipment and

technique". The premise will be accepted that the Norwegian equipment is of such quality that it yields reliable

results in normally consolidated, homogeneous, soft or sensitive clays. The problem is to assess the reliability of good sampling and field testing equipment when applied to varved clays.

If it is assumed that the thin-walled piston sampler provides satisfactory samples of varved ｣ｬ｡ｾ then it follows from the work reported here that:

the field vane is reliable for strength measurements if the maximum laboratory strengths are correct, or the field vane overestimates ,field strengths if other than the greatest laboratory strengths are correct.

If it is assumed, on the other hand, that the vane is a reliable means of evaluating field strengths of varved clays then it follows that:

if the greatest laboratory strengths are obtained on the least disturbed samples, tube sampling is satisfactory,

if the least disturbed sample does not yield the greatest strength in the laboratory, piston sampling

in varved soils is unreliable in determining in situ strengths.

The discussion therefore centres around two points: first, whether or not the vane results agree with the least disturbed laboratory samples, and second an assessment of tube sampling in varved clay.

One objection to the vane is that the shear strengths obtained are not undrained values due to the possible dis-sipation of pore pressures, set up during the shearing, in

7

-the more permeable "silt"

(11, 13, 14)

layers. This objection would also be applicable to unconfined compression tests

and quick triaxial tests since the normal rates of testing are about the same. The probable ｲ｡ｮｧｾ of ｾ･ｲｭ･｡｢ｩｬｩｴｹ of silty soils is from 10-4 cm/sec to 10-6 cm/sec and this

implies poor drainage characteristics (12). Calculations based on a previous consolidation test on a silt layer of

the varved clay indicated a permeability of about 10-5 cm/sec. If soils of this permeability permit drainage within the

duration of a vane test

(3

to 10 minutes) it must be accepted that the vane will overestimate shear strengths. A

con-venient way of estimating the effect of permeable silt layers would be by controlled triaxial tests. Since the light layers

are generally too thin to provt

ce

samples of the necessary size such tests would require the preparation of remoulded and reconsolidated samples of silt or the use of a similar natural material.

The shear strengths obtained by quick triaxial tests may be expected to give the correct value for the sample as extruded from the sampling tube, but will be in error according to the degree of disturbance during sampling and extrusion. It may be concluded therefore, that the

variation in strengths obtained in any tube is a reflection of the disturbance. The variation of shear strength with position in sample tube is shown to a large scale in the graphical plots in Appendix C.

A contributory cause of error in vane testing in anisotropic soils is the fact that the shear strength is

measured in a vertical direction on an imposed shear surface, whereas in nature and in the laboratory compression test

failure occurs along the surface of maximum shear stress

resulting from the applied principal stresses

(13).

Previous tests have shown a variation in unconfined compression shear

strength with varve orientation to the applied stresses

(4).

The conclusion which can be drawn from the results quoted is that rotation of the principal stresses through 90 degrees gives little change in shear strength. A rigorous

analysis of the principal stress directions on the shearing surface produced during vane testing and a correlation with compression tests on inclined varves should clarify the effect of the difference in the two methods of testing. ＴＮｾﾷ Sample Q,uali ty

It is generally accepted that with the best thin-walled piston samplers, tube samples of high quality can be taken in sensitive and soft clays (8, 9, 11). The Norwegian sampler used is of the necessary standard and can be relied

8

-upon to give a minimum of disturbance. Hvorslev states that thin-walled piston samplers are the most suitable type for use on varved materials. The punching speed was slow (1 to 2 minutes), but should have caused little disturbance save for the fact that driving was by jacking and was done in three stages per sample

(II).

The sensitivity of the varved clay as measured by the field vane is from 6 to 26 and sensitivities of this order should cause no serious disturbance with a good piston sampler.

The criterion for evaluating sample disturbance is that if the gross recovery ratio is 100 per cent or a little less using a piston sampler, disturbance is likely to be small if accompanied by no visible distortions of the sample. Visible sarnpLe distortions were in general not apparent away from the ends of the tubes, although some medial distortions were seen. (Appendix B, samples

77-54

and

77-55.)

These can be attributed to in situ distortions,

since they are overlain Ｆｾ､ underlain by undistorted varves (11, 14). Such distorted layers have been reported in many exposures of varved clay in slopes and cuttings at Steep Rock Lake (1, 2,

6).

Recovery ratios, as tabulated in Table I, vary

from poor to excellent, although there are no visible signs of disturbance away from the ends of the tubes of poor

recovery. It should be noted that although some distortions may be seen in the photographs (Appendix B), they are mainly

caused by trimming the thin slices, no visible distortions being seen on the main part of the sample.

The Norwegian Geotechnical Institute sampler is meant to be operated as a stationary piston sampler with

the piston anchored. With the ancillary field equipment used, anchorage was difficult and past experience had shown it to be not always necessary. Whenever the piston was anchored, recovery ratios of 100 per cent l-Jere obtained. The other samples may not however be so poor as is suggested by the recovery ratios. It was observed that when the piston was free, it did in fact remain stationary over the &reater

length of the drive. When driVing reached about 2-1/2

feet, it moved downwards at the speed of jacking. In other words until t:qe piston (or rather the soil then within the tUbe) jammed, the gross recovery ratio was 100 per cent. fhereafter no further soil entered the tube. Up to this point undisturbed sampling may be assumed. On further

jack-ing of the sampler to the full sampljack-ing tube length the .ample then in the tube was overdriven. This may have .aused considerable disturbance especially in the lower aarts of the sample.

9

-Since disturbance in silty soils is suggested as leading to consolidation due to pore pressure dissipation and consequent increase in strength, it cannot be assumed that the greatest shear strength obtained from any tube is necessarily the best measure of the undrained field strength

( 9,

n

i.

Disturbance is possible during driving and during withdrawal. The upper portion of the sample is disturbed by being wi thin the plastic zone formed in front of the previous sampling tube. Since continuous sampling was employed in this case the plastic zone is likely to be small. Before withdrawal the lower portion may be disturbed by the twisting action used to shear the sample from the underlying soil. The effects of the vacuum produced during withdrawal will probably be progressively less pronounced toward the top of ｾｨ･ sample.

Apart from sample

77-55-3,

the sample of greatest strength was at least

6

inches below the top (Table

I).

With continuous piston sampling, it is reasonable to suppose that this is outside the zone of disturbance. It is believed that the high strengths obtained from these upper samples are the best measure of shear strength. This belief is

strengthened by the low values obtained from specimens towards the cutting edge of the sample tube. If disturbance causes strength increase due to consolidation, these strengths should have been at least as great as the normally supposed least disturbed middle samples. The only explanation for the strength variation observed within a tube if the middle

samples are best would be that disturbance caused loss of strength at the bottom and increase at the top. This seems untenable. It is therefore deduced that the "best" value for undrained shear strength obtained in the laboratory will be from the least disturbed sample and that it is the one giving the greatest strength.

5.

TEST RESULTS - HOGARTH BARRIER

Figure

3

shows the results of field and laboratory tests which have a bearing on the subject of this report.

The individual varve measurements made over the whole profile, both in the field and the laboratory, enabled specific

recovery ratios to be calculated (11). These are given in Table

II.

The specific recovery ratio for the top of the tube sample was 100 per cent and no distortions were

10

-visible. This is in agreement with the previous con-clusion that the upper part of the sample is relatively undisturbed. The bottom few inches of the sample showed severe distortion and compression. Recovery ratios over the greater part of the tube are fRirly good. The values should be treated circumspectly as each one is liable to about 3 per cent error oHing to rough measurement of ex-truded lengths. (AlloHing 1/8-inch error as possible in each 4-inch extrusion.)

The least disturbed samples are generally accepted as being obtained by trimming from block samples. In the field small blocks were trimmed and tested at high strain rates, giving no time for drainav.e to occur. These results are probably indicative of strength in the field. On this basis it would appear that specific recovery ratios of only a small variation from 100 per cent indicate serious dis-turbance, since the loss in strength, as compared with the ,block sample results, is from 30 to 60 per cent. In the

present case this is not surprising as sufficient force had to be used in driving the sampling tube to damage the end of it. The recovery ratios do not enable a conclusion as to the state of disturbance to be drawn. But, since disturbance has obviously been caused, confirmation of the previous conclusion that disturbance decreases the strength of varved clay is made.

6. CONCLUSIONS

It is hoped that the information presented may be of use to other workers in pointing out those factors which need further and more detailed study. The results themselves do not allow any firm conclusion to be drawn as to the suit-ability of the field vane or of laboratory tests on

un-disturbed samples as means of evaluating the shear strength of a varved clay. The tentative conclusion which has been drawn is that the tHO approaches show some measure of agree-ment on the basis of the one series of tests.

Rough calculations on the stability of a road fill failure in 1958 in similar strata indic8ted actual strengths much lower than either those obtained at the time with a

field vane or those from tube samples. The implication is that normal testing methods overestimate in situ shear strengths of varved soils. The relevant information as to the height and shape of the fi 11 and live 10ading from

heavy construction vehicles is not, however, reliable enough for a definite conclusion to be drawn.

11

-There seems to be little doubt that the crux of the problem is the difficulty of assessing the effects of sampling disturbances. As a first step it must be established whether disturbance causes increase or decrease in strength. A

possible approach would be to compare field tests with

laboratory tests on samples obtained with sampling equipment of known performance in normal soils.

Correlation of compression tests and vane results could be achieved using a laboratory vane apparatus since both methods could be applied to samples of unknown but

equal disturbance. Even then, the main problem of correlation of test results with field strengths would not be completely resolved. The only sound evaluation of test results is

obtained by analysis of failures, whether natural or induced. REFERENCES (1) (2) (4 ) (5) (6)

Legget, R.F. and M. W. Bartley.

An

Engineering Study of Glacial Deposits at Steep Rock Lake, Ontario,

Canada. Econ. Geol., V. 48, 1953,p.513-540. (reprinted as NRC 3035)

Legget, R.F. Soil Engineering at Steep Rock Iron Mines, Ontario, Canada. Proc. Inst. Civ. Engrs., V. 11, October 1958, p. 169 - 188. (reprinted as NRC 4873) Legget, R.F. and F.L. Peckover. Notes on Some Canadian

"Silts". Froc. Second Int. Conf. on Soil Mech. and Found. Eng., V. 3, p. 96. 1948.

Eden W.J. A Laboratory Study of Varved Clay from Steep Rock Lake, Ontario. Amer.

J.

Sci., V. 253, n.ll 1955,p. 659-674. (reprinted as NRC 3698)

Eden, W.J. Strength Determinations on Hogarth Mine Clay Barrier. N.R.C. TIER Internal Report No. 53. Dec. 1954.

Antevs, E. Glacial Clays in Steep Rock Lake, Ontario, Canada. Bull., Geol. Soc. Amer., V. 62, n.10, 1951 p. 1223 - 1262.

12

-(7) Andresen, A. and L. Bjerrum. Vane Testing in Norway. Symposium on Vane Shear Testing of Soils, ASTM Special Technical Publication No. 193. 1956. p.54. (8) Bjerrum, L.

Clays. Geotechnical Properties of Norwegian MarineNor. Geotech. Inst., Pub. No.4. OSlo,1954. (9) Kallstenius, T. Mechanical Disturbances in Clay Samples

Taken with Piston Samplers. Proc. Royal Swedish Geotech. Inst., No. 16. 1958.

(10) DSIR Road Research Laboratory. Soil Mechanics for Road Engineers. HMSO, 1952, p. 369.

(11) Hvorslev, M.J. SUbsurface Exploration and Sampling of Soils for Civil Engineering Purposes. waterways Experimental Station, Vicksburg, Miss., Sections 4, 5, 6, 7. Nov. 1949.

(12) Terzaghi, K. and R.B. Peck. Soil Mechanics in Engineering Practice. p. 47, John Wiley and Son, 1948.

(13) Osterberg, J. O. Chairman's Introductory and Closing Remarks to Symposium on Vane Shear Testing of Soils. ASTM Spec. Tech. Pub. No. 193, 1956, p. 1 and 68.

(14) Cadling, L. and S. Odenstad. The Vane Borer.

An

Apparatus for Determining the Shear Strength of Clay Soils Directly in the Ground. Froc. Royal Swedish Geotech. mst., No.2. 1950.

TABLE I

TUBE SAMPLE DATA: A2 SHAFT AREA

Sample Depth to Driven Sample Gross Position Max. Strength Average

Tube No. Nose of Depth Length Recovery from Shear of r'1idd1e Strength

Sampler H L Ratio Top of Strength Sample

in. in. H/L Sample tsf tsf tsf

per cent of Max.

Strength Specimen ft. in. in. 77-53 12 8 38

35 1/4

93.0 16 1.16 1.16 0.83 77-44 16 9 38 37 97.5 6 0.94 0.47 0.71 77-45 19 11 38 36 95.0 10 0.79 0.61 0.53 77-46 23 1 38 32 85.5 6 0.64 0.49 0.46 77-47 26 3 38 31 81.5 10 0.92 0.65 0.66 77-48 29 5 38 30 79.0 10 0.79 0.71 0.61 77-49 38 11 38

34 1/2

91.0 8 1.08 0.69 0.71 77-50 42 1 38 38 100.0 6 1.09 0.98 0.86 77-51 45 3 38 37 97.5 6 1.25 0.66 0.77 77-52 48 5 38

29 1/2

78.0 6 1.29 0.91 0.80 77-54 51 7 38 38 100.0 10 1.11 0.71 0.75 77-55 54 9 38 37 92.0 4 1.35 0.85 0.85

TABLE II

SANPLING PERFORMANCE - HOGARTH BARRIER

Position Driven Depth Sample ｾｈ A'L Gross Specific

in Tube H Obtained Recovery Recovery

(Sample No.) in. L Ratio Ratio

in. H AH

L AL

per cent per cent

. 1

4.9

4.9

4.9

4.9

100•

100.

2

9.0

9.1

4.1

4.2

101.

102.5

3

13.1

13.1

4.1

4.0

100.

97.5

4

17.4

17.3

4.3

4.2

99.5

97.5

5

20.9

21.0

3.5

3.7

100.5

105.

6

24.5

24.8

3.6

3.8

100.

105.

7

31.2

30.8

6.7

6.0

99.5

89.5

8

35.2

34.3

4.0

3.5

97.5

87.5

9

41.7

37.0

4.5

2.7

89.0

60.0

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WA,Ttp' lEvEL 10 ｾ

'I

I---l.r

,77-4&/79.0

I

SAMpLE..DESTl\OYlP I IN REMOVING ｆｾｏｍ Ｕａｍｐｌｅｾ !l-- . .... :z: ... CI.. U-l Cl 45ILT r ) I I - - i CL.A-"( 1-1730 77-54100,0 - - "17-55ｾＲＧｏ

.

I

-:=::

'=t

1--""" I I I + FIGURE I

+

+

UNDISTURBED VANE STRENGTH

+

SHEAR STRENGTH FROM TUBE SAMPLES .1/2 MAXIMUM DEVIATOR STRESS

LEGEND:

+

VANE SHEAR STRENGTHS

°

MAXIMUM SHEAR STRENGTH PER TUBE • STRENGTH OF MIDDLE SAMPLE IN TUBE

6 AVERAGE SHEAR STRENGTH PER TUBE

+

+

+

+

+

+

+

+

+

+

+

+

+

+

+

+

++

+

+

+

+\

+

of

+

+ '\

°

ｾ

ＴｴＱｾ

+

REMOULDED

+

\,+

+

VANE m \ STRENGTH 6-e

ｾｴ

t

ｔｾ

+

+

50

t

6-.r-+--O

+

++

t

e6+---o

+

+

+

+

+

+

+

+

60 10 3= o ..J W CD 40 :I: I-0... W o 030

z

::J o 0:: o ｾＲＰ w IJ... 1250 1230 1270

-1240 1280

z

o I-ｾ W ..J W w _ U I- ｾ W 0:: ｾ 1260 ｾ

o

0-20·40·60'81·0 1·21·41·61'82·02·22·42'62·8 SHEAR STRENGTH (T.S.F,) FIGURE 2

o

I , , " ' i i '

•

LIGHT DARK LAYERS LAYERS % CLAY 45 70 SR. GR. 2·78 2·78

AVERAGE UNIT WEIGHT =103'5 P.C.F.

LEGEND:

X AVG WATER CONTENT

OF SAMPLE 0 - 0 RANGE OF WATER CONTENT IN SAMPLE

H

PLASTICITY INDEX o

,

ｾｲ

'C n o

f

i

x •

/ r

FIELD TESTS LAB TESTS

....

-

Ｍｾ

-x

I .,.,

,

.,'

.

1-.(\

\.

_x

40 lLJ a::: :::J (f) o a.. x lLJ 20 lLJ > a::: ｾ z ｾ a.. lLJ o u, o 30 a.. o ｾ :E o a::: u, (f) lLJ Z U

z

10 20 40 60 80 100 WATER CONTENT (% DRY WEIGHT) 50 ' , , " ' " I

o

0·5 1·0 0 SHEAR STRENGTH (T. S.F.) FIGURE 3

COMPARISON OF FIELD AND LABORATORY UNCONFINED COMPRESSION TESTS

APPENDIX A

SOIL TE.ST SUMMARY RECORD CLA5SlFICATION

F'ROJE.GT: _P-99 RE-MARKS: CoLt-A1l. e:L. /2ff8 I CO-ORDS. 30J 4 9 4 N ; ＲＳｾｏｏｏ E'

LOCATION: _{A2 SUAFT AREA ｊＩｾｐｔｊｬＵ} '" ND ElJIVATIONS ｒＦＢｾｒ TO ｔｏｾ OF ｓａｍｐｌｾ

5AMPLf.

SOIL Df.5C.RJPTIOtJ DEPTH 'EOPETICj.lATURAL

L.L.

p.L.

P.1.

CoRAIN SIZE. PE.RCfJ.JTAGE.S

_G

RE.MARl(5 (FUT) ELf-V. w/c (%) _<ro> (%) ｾｒａｖｅＮｌ SAND SILT CLAY

N° _{(FEE.T) (%)}

ＷＷＭｾＳ _ApPflo7i.ｴＺ［ｦｾＧｦ ｖａｾｾｄ _{EQtJAL LArIn}"SILT ＱＲｾＢ _{117S· 3} 24·q_ＳｾｾＴ .2.9 2.5

4

-

-

83 II

-

ｾｉＬＬｾＮｄ LAYERS 77-44 t:;lZey V4eVEDS,LT _{Ib'9 " 1270·3} 25·8

_Ll2

_{Ｓｾ 22 rt}

-

_-

_{70 30} - II

ｾｶＮｴＢｄ CI-Ay. noel(.

tt'e"

2-5"·0

ｮＭｾＴ 11-70·3 TO

₅₂

_Ｚｬｾ

.2'3

3b

b4

..

ｃｉｉｏｃｏｾａｔｬＡ LAY£RS ,q·9

-

-

-77-45 II 19'"II ｉＺｊＮｾ ＢｾﾷＳ

7lo

b4

32- 32

-

-

/0 gO 2·70 CI-AY LAVER..

77-45

..

_"

..

<2.4-

23

:1.0

3

-

-

17

13

),·75" S'L T LtayeR.

23 '(' 2.5.,

77- 46.

..

12bS

_65-7

₅₅

₂₅

₃₀

-

-

ｾＳ

b7

- MOIEl) LAYER..$

t:4RIIV V...V6D C"A.l(.

2b'3"

:J.7.

s

77-47 "THIN SU..T LAytrlZ'S 1:161·8 ａｾｏ

-

-

-

-

-

-

-

-

ｍｬｹｾｊＩ LAyn",:;

77-41

_TUIHtillEY ｖａｬｚｶｾｄ _LA'fI:R.5CLAy ｾＧｳＢ _{ＯＲＵｧﾷＶＱＴＱｬｾ｡Ｂ} 2"·5

34

24

10

-

-

ｾＬ

₃₉

-

I '

77-49 ｾＮｬｬｾTHIN S'LTVACVl!D'-AYERSCI.AY ＳＶｾＯＢ /241

41;'

_t.7;

₅₅

ｾ｢

:29

-

-

₄₁

₅₉

2·7g .,

77-50

_"

_{42',· /24"}

_Ｗｾｱ57'8 b9

:2,

.30

-

- 27

_'13

-

re

77·

61 t$1l1Z'{ V.uv...oCl-Ay 45'3" /241-1<18 28 22 b gO ;2.0 5'l.T LAyCIl..

ｔｈＯｾｴ＼Ｎ S'LT J..AYEIZS

-

-

-77-51 _" I'

"

＾｢ｾ

"5'

27 38 -

-

.28 72-

-

CLAY J..AYJ!R

ｾｒﾣｖ ｖａｾｾｄ CI..A7

48'S" 38·9 _Ｔｾ

77-52 1j)ISTDItTIFI> VAIlY£S 1239·6Ｌｾｻｏｾ 23

23

-

-

50 50

-

141

}(EZ, I.AYE.tlS

q!leI( ｖａｌｾＮＡＧＢ <::'1.& '(

51'7 "

35-3

77-54

_S'LT"! 123/:,-4 _{ｓｩｾＮＴ} 38 22 16

-

- f,t:, _ｾ

-

II

ｓＴｾＮＬ ｾ＼ＺｊﾷＵ

29

77-55"

GPI!'{ VAlIlvr!' CLAy _12j3·3 Tl)

54

:1.5

-

-

45

5S

-

I t

68·/

DIVISION OF BUILDING IU. SE.ARCH 0 NATIONAL _RE.5E.ARCH COUNCIL • OTT A\\1'A, CAN A DA

-0 > G" r' ｾ I

SOIL TE.5T 5UMMARY

RE.CORD

ｓｔｒｅＮ［ｾｇｔｈ

PROJE.CT: p-99 RE.MARKS: _{ｕｎｄｾａｉｎｾｪＩ} GUlel( TIlIAXIAL TesTs '. LATJrIUL f'Il.Essui, t ....A.1. To

L.OCATION: A2 SHAFT ａｾｅａ _{f:s."''''''''TC ｏｖｅＮ･ｵＮｾｬｩｩＢ}

SAMPl.E. 50lL DE."CRrPTION DEPTH GEOOETICNATURAL "1ATURALLAHRAL COMPo FAILURE.

¢

C :

I

TYPE

ｏｆｾｉ

RE.MARKS: N° (ff.(T) ELEV. Yfc. DENSITY PRE5, STRElJGTH STRAIN KSJk-2 FAILURE

(FEET) (('0) (P.e-.fJ (P5.1.) (K!/cm1) (%) c.m(SUSEW)

77-53·2. qll.ey ｖａｒＮｖ･Ｚｾ ｾＧｌＮｔ _{ＱＳｾＳＢ 1274,'} 3/-3 /21-5 10 0·73

_4·0

0·36 I I 0·94

I

53-3

..

1]-6 •_{I _} 1274·S

_J/·

₉

mo

₀

I·gg

/2-0 1274 -, _12/·5" 2·32 14'0 /·/6

3

53-4- • /4-0 ?JI-O 10 53-5

..

ＱＴｾ｢Ｂ

1271-S.30'6 /22·0

/0

/·90

IC'O

0·95 '2 53-6

..

ＱＵｾｯ '

..

1273'0

_3/·4

122·0 10 /-b5 10'0

o·g,3

3

.

"_1272·5 29·5 123-5 /-4K 14·/

0'74

2. 53-7

..

15-(, 10

71-44--1

..

ＱＷｾＨＩﾷ 'Z7/ 34·2. ｉＯｾｓ /2- /·62 8 O·fli 2 ,. 12701 44-2 II 17-3" 33·3 ｉｉｾﾷｏ /2., rgg V- 0·94- I

VAC,v_D Cu..,. T6Ilc.t(.

ＱＸｾｯＢ /270'0

44-4-

CwaC<>L,,:nlit CuyU'l'eAS 52-0 1015 /2-

'-72-

3-5 0·86 I

44-s V...._{ｃｈｾ｣ＮＮｯＢＢＢｔＮ} "eDｃｾＧｬＮ _Cl.A.'fTHIGa<, ｉｋｾＳＢ /2b9·g 47-0 /09·'0 /Z ｏＧｾＴ 5

0·4-1

I

l-A.'fER.S 19'-0·l2i1J·D ＵＲＮＭｾ /·42, ₄ 0-71 44-7

.

104'0 /2-44-i _" ＱＹｾＳｨ IUI·f 53-g 105-0 /2- 0·92- 5 0·46 1 77-4S-3 _" 20-9I II

12''''2

44-Z 111·0

_/4-

/·57

₄

0-79 2. 45-4

..

2/ ·

-0 1267-0 50·6 I OK· 0 /4 1·4-3 3·8 D·7Z 2-45-5 II ＲＱＧＭｾＯ 12{,{,·541-7 11/·0 14 /·22 3'0 0-'1 Z 45-l:> II 2/:9·12",2 44'0 1/2-0 /4 1-01 ｓＭｾ 0-51 I 45-7

..

22-0I • 1)"'0 44·6 1/1·0 ₁₄

o.es

6-0 0·43 1

TYPE.5 OF FAfLURE..:

CD

5HE.AR

5J

@

BULGING WITH SI-IE.AR ｾ

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BULGING

0

P.e-F.:_{P.5.r. : POUNDS Pf.R SQUARE. INC.H}POUf,JDS PE.R CUI!>IC FOOT DIV1510l-J OF e>UILOIN& RE.5E..ARC H 0 NATIONAL RE-SE-ARCH COUNCIL 0 OTT A\vA, c..ANADA

ｾ » C&' ("

>

_I ...,;)

SOIL TE.5T SUMMARY RE..CORD STRE.NGTH

PROJE.CT: _{p- 99} Rｾ MARK.S: OIllE>R.AINIU) QUIC.t< TRI"111"1- Te.STS : l-ATIltIlAL. PRES&IIR.£ lia.UA&."'''

L.OCATION: _AZ ＧｓｈａＮｾ ａｦＨｾａＮ ｅ］ＭｔＧＧＧＧｉａｔｾｾ OVIIIl&UIlDIlfN .

Ｕａｍｐｌｾ SJOIL ｄｅＮｾｃｒｲｰｔｉｏｩｪ DEPTHGEOOfTlCNATURAL f.1ATURAlLAHRAL COMPo FAILURE.

¢

C

JTYPE. OF.

I

RE.MARJ,(.S:

N° (FEJ.T) E.LEV. "'Y'c [7E.NsrTV PRE,,; STRflJGTH STRAIN ｪＨｾ -2 ｆａｉｌｕｒｾ

(FEET) (yo) (P.e-.F.) (P.,.1.) (k9/cm2_{) ('Yo) c.m(Sf!BflD'rJ)}

77-45-

t

VAll\ll!!'b C.LAy. TIUCoIo:._{Oloc:ol.ATe c ...,} 22:"6"_1265-544-0 11/·0

/4

1)-19 8'7 O·3Cj / LAvea.s ＲＳｾ｢Ｂ

77-41,.Z

..

/2/,4·5

of. e

107-0 /5 1-28 3·3 0-64 41,-3

..

ＲＴｾＰＢ 12b4-0 _{50-I /10-0} 15 0·78 2-D 0-39 I I .. 12{:,3'$ 112·5 15 O-Sg 3-D 0'29 .J

41:>-4

..

24-3 A3·4 , " O-Cjg 3-5 4{,-5 II _{24-b IZIJ-5 57·Z 104'0} 15' 0-4" I ｾ｡･Ｍｴ VAq,vel> c.I.A.". I I 12b]-8

sss

IS 8-0 0·50 I

4(.,-

7

HAUl I.JNE ｓｉｾｔ BAN!>S 25-.3 /00·0 /·0/

77-47-2

I'"

CI..A't LA"UtS ＲＧｾＹＢ /26/-2 39·4 115·0 Ib /36 6'0 0·68 -3

47-3

..

:27:0"12'/-0 40,0 113'0 Ib /-K4 0·8 0·92 /

47·4 ... 27:'6·_{12,bfJ-5 4/·0 113'0 Ib 1-30}

_4·6

o-b5 3 47-5 _" 2i9"12bO-2 37·8 1110

Ib

/-Ib 4·0 0·58 ₃

47-6 _"

2K-O

I .. /260-0 Ob·3 113-0 IG

/s«

1-0

0·68 3

47-7

_"

ＲＸｾＧＧＧＧ

1259·' 37-9 1/5-0 I{, 0·87 15·0 0·44 .3

77-48

.z

GIl£y ｖａａＺｖｾｪＩ CLAY I • /258-0 _39·4 115-Q

_'7

0·78 0·39 .30-0 _{2·0 I} ｌａｹｅｒｾ ･ｾ A"",/eJi I " 39-2 //5-0

/7

/·58

_"·2

0'79 3 ＴＸＭｾ EQ .... A L ThIeI(N"5S 30-3 /2SJ-8 4'0-4

..

ＳｏｾＶＱＯ 1257-5 36-4 /15·0 /7 /·41 2-0 0-71

3

4g-5 _• 31-0I ,.1257-0 35'S /16·0

17

1-4-0 ｾﾷｯ 0-70 ₃

4S-h

..

ｾｊｾＳＢ /25/,·1 35"-0 1/5·5

/7

/·41 /3-0 0-71 3

TYPE.S OF' FAILURE.:

CD

5l-1E.AR

51

G)

BULGrNG Iv'ITH SJ.lE.AR

GI

®

BULGING

[J)

p.e.F.: POUhlD5 PER CU!JC FOOT P.5.1. : POUNDS PE.R. SQUARE. 1"JC.l-I DJV 15l ON OF e,UILDfNC:. RE..SE.ARC H 0 _NATIONAL RE.5E..ARCH COUNCIL 0 OTTA\vA, C.ANADA

'"0 }> (j'\ [" >_I 0>

SOIL TE.ST SUMMARY

RE..CORD

STRE.NGTH

PROJE.CT: _ｐＭｾＹ R E. MARKS: UNDolAI/'"IU <ihllC" TR/AJ'/A.L ｔｾＱｩｔｓ . ｉＭａＮｔ･ＺｾＢＬＮＮＮ PRI:SSc.lll£ E!:Qu.-.... To

LOCATION: A2 'SHAFT ａｾ･ａＮ I:STIMATIi:J) OVEtt.&uD.s>eN

SAMPI.E. SOIL DE.SCRIPTION DEPTH GEOOfTlCNATURAL NATURAL LAHRAl COMPo FAILURE.

¢

C

:ITYPE. OFJ Rf.MARK5 : N° (n.n) _(FE.LE.V._E.E.T) "':'IG_(%) OHJSlTY_{(P.c..FJ (pos.!:)}PRES5 SrmJGTH 5TRAIIJ_(k3/cm1) _(%) ｋｾ _c.m-2_{(SEE SHOW)}FAILURE.

ｾｬｚｅｖ ｖａＦＢ･ｾ C&.A"i

I " _32·7

17 0-78

77-4'3-7 .Al>Pcz.o" 6.GtUA.LoL.A'tEll$ 31-b J25b'! IfI·O 15·0 0·39 3

77-49·3 4Q.l;Y V..._{ｾｅｗ SIIoT}ｬｴｖｾ｢ _LoA'fcu.y_a,:tS ＳＹｾ｢Ｂ /241·5 '-3'0 10/-S" IS 2·/6 /·2 /·0'8 I

I • 1141·0 _52·' 101.·0 _/8 I·bb 1·0 D·'a3 I 49-4 I I 40-0 I • /247-8 51- I 18 /·38 5·3 0·69 '1 49-5 h 40-3 1°4.0

,

..

1241-5 59·0 103·0 Ig /·35 5·5 O·bg

,

49-b _" 40-"

,

"

1247-0

se-!

ＱｾＳﾷｯ 0·93 ()·47 49-7 I. 4/-0 18 1·5 1 49·8

..

41ｾ ｾＳＢ 114(,·g _57'Z 103·5 /S /·0/ 2·5 0·51 { ＷＷＭＵＰｾｚ Gll:ev_{CLAy LA"I!Il'S T..}VAlEV/:J>cuy_,COCoil"

4ic'

124S:f _{7/·7 ｾｂＧｚ 20} 2·17 2·0 /·09 I

T ..A-... ＭｓＧｾｔＮ ＴＳｾｏＢ 0·65 I 50-4- I . 1246·0 72:6 '$·3 20 /·30 0·7 50-5 _{• 43-b}I II₁₂₄₄₅ 70·5 98-5 ₂₀ ＨＧＹｾ _3-0 0·98 I 50-6

..

ＴＳｾＹＢ _{1:244·2- bl9 9'·5} 20 :;2·03 4·9 I-Q2 1 I • I1AA·O 7/·Z '}7·5

117

4-/

os»

2 50-7

..

44-0 20 I " 1.243-5 69·3 99-5

20

1-43 _/ 50-8 1. 44-b 5-3 0·72 I " 1)43-0

_'9·3

20

/·3/ 4·/ 0·61, I 50-9

-

45-0

foro

, 77-51-2

..

, 45:9"

1242·1.

63·5 o/}·O 21 2·50 1·0 1·2S 2 SI-3 'I ＴＢｾｯＢ 1242·D

66·4: 9"·

8 :1.1 2·35 2·5 /·/8 I ｾｉｬｄｗｎ -GoIlE.'t V4RV'J!'1l ＫＷｾｏＢ 1241·0 IIS'S /9·2 O·b5

51-5 eM" . Tl-l.lOf VAltVES . 34-·( :J.I 1-30 1

TYPE..S OF' F'AILURE..: Q) 5HE.AR

ｾ

@

BULGING 1v'ITH SHE.AR

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,0

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'"0 » <i' ("

»

I ｾ

SOIL TE.5T SUMMARY

RE.CORD

STRE.NGTH

PROJE.CT: _ｐＭｾＹ RE..MARK.S: UNDQAINQ _{Q.u,c'( ｔｑＮＧａＮＢＧｉｾｌＮ TeSTS} , UTEll4L 'PREsSURE ec..uAL To LOCATION: A2. 'S ..Aj:T AR.EA ESTIMATlrD OVI! R r.uRD£"

SAMPLE.. SOILDE<;CRrPTION DEPTH GEOOfT/CNATURAL fo.1ATURAL LAHRAL COMPo FAILURE.

¢

C

t[TYPE.OF.I Rf.MARKS:

N° (flET) E.LE.V. ｾ｣Ｎ DHJ5JTY PRl55 5TRf!lGTH STRAm ｊＨｾ -2 FAILURE. (F f.ET) (%) (P.c..FJ (P.;.!.) (l:!!I/cn?) (%) em (SEt BflDlJ)

77-SI-b 8QoW'N - ｇｲｉｚｾ VAfl.vel>

, H

0-"

/4'0

CLAy - T...n04VA-RYES 47-3 1/240·i 35·/ 119·5 :2/ 0·45 Z

5/-7 II 47-'I ,. 1J.405 32·0 123·0 2/

tzz

/3·0

0·'/

₃

ＵＱＭｾ

..

_4i-o

f ..114()·0 _{33·0 125·0} 2/ /·01 _I'?-O 0·50 3

77-52-Z. ｾｋｅｙ VAltvt!'1>Cu.., . ＴＹｾｏｉｴ 123Cj.(J 5"0·3 /07·0 ..23 ;;"58

O·g

/';1.9 '1

I " 107·0

1

52-3 49-3 1231-1 51· Z 23 ;.4b 1-0 0·73 52-4

ＴＹｾＧＢ

ＱＱＳｾﾷｓ 49·0 /0/·0 23 j.fl _/-5' O·9{ I 52-5 ｻＨＩｾｴｊｵ ＱＲｾﾷｯ

41-4

/09·0 23 1-52 3,0

0·76

I 52-{, 50-3I ｾ 1237·E 46·S 106'0

23

_/'29

5-3

0·64-

I

I "

/2'!J7-S

_39·9

If5·Q

23

O·')'

O·4K

51·7

SO-I, //-0 _I

17-54-2

ＵＩＧｾｏＢ 123/"0

43·9

l/o·S

24- 1·90

/·3 0·95 I I ,. 12,5·!' 4(·6 112-5 24 2-,22 _0'9

_1·11

_I

54-3 52-' 5"A-4 ＵＲＭｾ I ,.12351-

_41·4-

{/3'D

24

/·41 1-0 0·71 / 54-5 ＵＳｾｑＢ /235'0 42·5 fff·5

24

/·3B 2-0 0-69 I

54-"

53:'/

/234·5 _'3"·3 {13·5

24

/·25 2·2- O·l:,3

,

54-7 ＵＳｾＹｾ /134·2 _{40·1 1/4'0}

24

1-/7 3-0 0·58

3

54-g

ＵＴｾｯＢ

1234·0 4(·4 (14·0

24

f-13

4·0

0·57

2-77-5)-/

55-0I -/233·0

_44'7

IIO'S

25

2·70 /.1. (·3S /

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_{P 5 I}P.C.F.: POUI-J175 PER CUBIC I=OOT_{. POUNDS PE..R 5QU.A.P"F !!-JCH} DIVISION OF e,UILDIN& RE.Sf..ARCH 0 NATIONA.L RE.5E.ARCH COUNCIL 0 OTT A \\/A, GANADA

"

» (j\ r' » I \Jt

SOIL TEST SUMMARY RE.CORD STRE.NGTH

PROJE.CT: _P-99 RE..MARK.-S: _{ｕｎｄｒｾｎｅｏ QlJ'CA(, ｔｾｉＢＱｌｉａＮｌＮ ｔｾｓｔｓ} LATl!:lUL. ?R.ESSUR.I!' ･ｾｉＮＱａＧＢ TO

LOCATION: _A2 SW41"'T AR.EA. ESTIMATE» OVeR.B.URDEN.

SAMPLE.. SOIL DE."CRrpTfON DEPTH GE017fTfCNATURAL NATURALLAHRAl COMPo FAILURE

¢

C

JTYPE

OF.I Rf.MARKS:

N° (ff.[T) ELEV. ｾ｣Ｎ DENSITY PRES5 STRHIGTH 5TRAIIJ ｊＨｾ -2 FAILURE

(fEET) (%) (PC-.F,) (P

s.

I.) (K!/cm1) ('Yo) c.mＨｓｦｬＸｦｾＩ

77-55-:>ｇｾｅｖJ)/STOLT':D\!AlLV • .,VAllvES.CU.1. ＵＵｾｻＯ 1232·S 58·4 /(0·5

25

:2·20

J.g

/-/0 / 55-4 .,

S,!o·

1232-0 59·2 /02·5

25

/'09 /·5 0·35" I

,

, 1231·f 110·5

25

(.04 55-5 _" 56-3 ＴｾＧＯ

_2'°7

J.9 I 55-6

.,

S,-,

I "123/·5 6(;,·/ _/04-5

25

0·97 2·4 0·49 ./ S5-7 _" 57-0' ｾ 123/·0 55-5 104'0

25

/'32 /8·0 O·'{, J 55-g _" ＵＷｾＳＢ 1210'(

_4'·6

/09·5 25 O·9{, I/-O 048 _I

TYPE,S or: FAILURE.:

CD

SHE-AR

E]

@

BULGING \¥ITH Sl-IE.AR

B

@

8ULGING [ ] p.e.F.:_{P.5.1. : POUNDS}POU"'D5 _{PtR SQUARE. INCH}PE.R CUl!>JC FOOT

DIVISION OF 5UILDINb ｒｅＮｾｅＮａｒｃｈ 0 _NATfONAL RE.Sf-ARCH _C.OUNC.IL 0 OTTA\vA, c.ANADA

ｾ » G' fl' l> I G'

SOIL TE.ST SUMMARY RECORD CLAS51FICATION

PROJE..GT: _{p- 99} RE-MARKS: ApP/lor Eta /020. ApPROK Co-OR/)S 2Z400N ; 23₁ 5'00 E .

LOCATION: _{ｈｏｾａｉｬｔｉＨ} 8ARllflER. ｾｓｔＵ ON ＤｲＺｐａｾＮ･ＮｔｴＡｄ I-AYEeS

SAMPU. 50lL Df5CRJPTfOtJ DE.PTH ｾｴｏｐｅｔｬｃ loIATURAL

L.L.

p.L. P.1.

GRAIN SfIE. PERC.ENTA/;l.$

_G

R.E.MAR/(5 £lEV. w/c.

N° (FEET) _{(FEE.T) ('Yo)} ('Yo) Wa> (%) _'RAVE.L SAND SILT CLAY

ＷＷＭＵｾＭＱ <E?JlEV VAAi?VE"b CLAy 0 '2 /1 7g·/

₅₄

J../4YER.S (Jp Ap,/l_v.

-

To63 ｾｏ 2b -

-

-

-

2·78 J)Aal( ｾａｙｅ･Ｎ

ｅｾＦｬａｌ ｔｉｉＯｾｉ＼ｎｲＺＤｓ 5'0-0 I:;> "

..

..

-

To?l1·4 38 Ｒｾ

-

-

-

-

2-7B ｌｴｾｈｔ LAYER. ｏＯｾＧ 74·3 _ｾｾ LAy£1Z. • 77-Sb-Z

..

-

To(,,2.8

-

-

-

-

-

76 - lJAIl.M 42·Z

?4-

;2.b If I. II

-TO32'0

-

-

-

-

-

-

L1611'T LAYER.

77--5'1:.-3

_"

QIIIi,,,

-

_To5'·'ｾＮｾ

-

-

-

-

-

2b

14

-

])AtW LAy.1t

40·5

76

24-

-

/..AVER.

or If It

-

_To32·g

-

-

-

-

-

LtG,IIT

77-£-4-

"

,'5"

-

75-7_{ｔｯ｢ｾＧＱ}

78

:1.7

S-I

-

-

-

-

-

])41tk'INITN 77-LAv"R.S.-{' ｃｾｎｂＯｎｅｄ

-

M·b

₄₀

/-J':;NT LAteR a"'"llYcrb

..

I.

.,

ro!JD.t. ＺＲｾ

/7

-

-

-

-

-

_{wrJ:1:' ＷＷｾｾｾ］}

E-,I?}" 70·3 54"'t1"1.. bARK

17-SkS

..

-

To'O·g LoST 2S

-

-

-

-

-

-

LAYEt(

---40,8

:'7

23

14

LICJ,HT U-(_Il. ｾ _" "

-In.=\3·2.

-

-

-

-

-77-:;(,-6 I "

"'.0

iB

]JAIl.I<. /.Ay_1l. CeHSIIY_Z,

-I. _III

-iT. (.1·8 :l7 SI -

-

-

- -

WITII 7?-5'6-4 " I, " ＴｾＧＸ

40

Ｒｾ

l]

-

-

-LJGH7 l..AyeL ｾＢＧＶＱＱｙＧｄ <,

-TO M·l,

-

-

WIT'" 77- 06-4

77-5"(0-7

..

;2.4-'

..

- _ｾｯ

"7·'

_:55-7

-

-

-

-

-

-

- -

ｪＩａｾＱＨ LAYEJl.

-

ＴｾＧＳ

.

,

_"/ I.

-

_{ＬＮｯＳＳﾷｾ}

-

-

-

-

-

-

-

-

_Ld,UT ｌａｙｾｒＮＮ "'7-iSf,-?

,.

2'

I ' 70·7 9:2

-

_{ｔｯＴｾＧＱ}

-

-

-

-

-

-

-

-

1>Ailtt: LAVE"1I. II - 40·3 LlCil/7

..

..

To33-5"

-

-

-

-

-

-

-

-

ｌａＧＨｅｾ . -:

DIVIGION OF BUILDING RE.5E.ARCH 0 NATIONAL RoESE.AR.CH COUNCIL • OTTA\v'A, CANADA

-u }> G' (" ｾ I ...

SOIL TE.ST SUMMARY

RE.CORD

STRE.NGTH

PROJE.CT: p- 99 R E..MARKS: ａｰｐｬｚｯｾＮ E/. 1020 ａｰｐａＢｾＮ Co.DRPS. _{.27,400 N : 23 sco ｾ}

-,

LOCATION: IIOQAIlTH BARRI6f{ _{FieLD ｻｊｎ･ｯｎｾＯｎＶＰ CoMP. ｾｾｲｳ} D/I( SUALL _{Buoc« ｳＢＮｍｐｌｾｓ} ,

SAMPLE.. 5101L DE.')CRrPTfON DE.PTH ｾｅｏｲｊｦｔｉｃ NATURAL !'JATURAlLATERAL COMPo FAILUR.E.

¢

C

tITYPE.

OFI

RE.MARKS:

N° (lNOr) ELEV. Yfc. OENSITY PRE,S STmlGTII 5TRAIW ｊＨｾ -2 FAILURE

(fEET) (%) (P.C.FJ (P.'.!.) ( kg/

cm2)

(%) em (Sll Bfl.O'rl)

1= Ib GIl.yI Avr",_ｖｾｶｾＮＱ＾D&: APPlloI.ClAY 2

-

-

-

-

10g

-

-

0·64 _I

F

2a

ｾｬｊａｉＮＮ ffllel(

..

ｎｾｓｓ

｢ｾ

-

-

-

-

/·01

-

-

0·5'4 / F3

..

_1/'"2I

-

-

-

-

/·0'/

-

-

0·54 I F

4.

..

/6

-

-

-

-

/·ot

-

-

_"·54

. I F 4J, _" /6

-

-

-

-

1-37

-

-

0-68 1

r

s«

"

ＱＹｾ

-

-

-

-

/·SK

-

-

0·79 1 F56 I,

19!i

-

-

-

-

/·30

-

-

_O·b5" f F5d " ＯＹｾ

-

-

-

-

/'0/

-

-

0·50 / rAH"./F SPLIT ｉｉｄｾＧｺＮ ａＢ＼ｉｴＮＮＬｾ F60- ,.

24

-

-

-

-

ｏﾷｾＶ

-

-

0·43 I _{YACVE ｪＩｕｉｴｉｎｾ 7'ilIMNI"'<Ft} f:bb ,.

_24-

-

_-

-

-/·/S

-

-

0·5& I _" F7a ,.

₂₈

-

_-

-

-

_0·94

_-

_{- 0·47 I} F7b

..

2g

-

-

-

-

/.0/

-

-

()·50 I F

7c.

..

2'1

-

-

-

-

{·5&

-

-

_0·79

_I

-

_f.f1

F7d of :lS

-

-

-

-

-

-

0·94 / Ffa

..

ＳＺｚｾ

-

-

-

-

0·79

-

-

0·40 I Ffh I'

324-

I

-

-

-

-

/-30

-

-

_0·65 I F9a "

3''1

-

-

-

-

/·30

-

-

(J·b5 I

TYPE.S or: FAILURE.:

CD

5HE.AR

lS1

G)

BULGING \\11TH ｓｾｕＮｒ

fj

@

BULGING [ ] p.e.F.: POUNDS PER CU!lIC FOOT P.5.1. : POUNDS PE.R SQUARE. 1t-lC.H DIVI510N OF ｾｕｉｌｄｊｎｃＺｴ RE.5IE.ARCH • NATIONAL RE.SE.ARCH COUNCIL 0 OTTA\vA, _c..ANADA

'"1J ｾ G'

r

J> I ():)

SOIL TE.5T SUMMARY

RE.CORD

STRE.NGTH

PROJE.CT: p- 99 R E..MARK.S: A,PPfl.D)f. Eo&.. 10ZO ).,/>P;(O}( Co-ｯｾｳＮ _{27,400 N ; .23}

J 500 E.

LOCATION: ｉｉｏｱａｾｔｎ ｂＴｉｬＮｒＯｾｴ＼Ｎ 1.A8. ＨｪｎｃｄｎｾＯｎｅｄ COHP. TI!"STS ON Tl.IAE ＮＵａｈｐｊＮＮｾ 77- S6

SAMPLE.. SOIL DESCRrPTION IDEPTH GEODETICNATURAL f.JATURAL LATERAL COMP, FAILURE.

¢

C

:!TYPE OF,\ Rf.MARKS:

N° (/NCHJ EWI. "'1'c OfNSITY PKES5 STRElJGTH STRAlW ｬＨｾ -2 FAILURE.

(FEET) (J,,) (PLFJ (P.S.I,) (k!!l/ci;?) (%) c.m (SEE BfLO'IJ)

77-5"/ ｱｾﾣｹｊＮＮａｹｲｾｳ ｾｉｚｖｃｄOf: APPIl(JX.CoLA)' 2 - 55·3 98·2

-

0·75 2'0

-

0·37 2

5&-2. .cQ,II",,,, ｔｾＧ｣Ｎｉｃｎ･ｳｳ

..

74-t

-

55·/ IDO,6

-

_0'77 2·4-

-

0-.39 2

ＵＧｾＳ ,. Ｏｉｾ

-

52·4 104·D

-

ost

_2·4

-

0·29 2

.

ｾＶＭＴ

..

/6f

-

52·1 10;].4

-

0·82 3·/

-

0·41 _'2 56·S

..

ＱＹｾ - 52·4

_/°7-0

-

0·72 3·4

-

0·3' 2 ｾＧｾＶ -.« 23

-

ｾＯﾷＵ 104·3

-0·64

.:3'2

-

0·32. 2

5"'7

..

25

-

5/-9 /(J5'-5

-

_{0·58 3·:2}

-

_0·29 Z ＵＧｾｓ ｾ ＳＳｾ

-47-7 106'0

-

0·79

10

-

0·4-0 Z

-TYPE..S OF' FArLURE..:

CD

SHEAR.

E]

@

BULGII'JG 1v'ITH 5HE.AR ｾ

@

BULGING

,0

p.e.F.: POUfo,JD5 PE.R CUBIC FOOT

P.5.1. : POUND5 Pf.R SQUARE. lNC.H

DlVI510/oJ OF e,UILDIN& ｒＮｅＮｾｅＮＮａｒｃｈ 0 NATIONAL Rf..5E..ARCH COUNCIL 0 OTTA\vA, c..ANADA

""0 » G'\ ('" » I -..0

SOIL TE.ST SUMMARY RE..CORD

STRE.NGTH

P-99 IRE..MARKS: ａｰｐｾＰＱｃ EL. 1020 APPIlO)(. C,,·QI:l,PS. 27,400N ｾＲＮＳＬＵＰＰ･Ｚ

I

H"GARTN !3iVUI£R IFIE/.J> ｏｎｾｎｆｉｎｅｐ COMPo 7f.rrs.

SOIL DESCRIPTION

I

DEPTHｉｇｅｾｾｦｔｬ｣ｬｎｾｕＺ＼ａｌ jNATURALｌａｮｾａｌ COMPo FAILURE. rf\ ｾ

r--

!

I

(fNCte ｌＮｾｖＮ II

:G

II(1E.NSITY PRE55 STRHIGTH STRAlfJ '¥ ＩＨｾ -21FAILURll I ! RE..MARKS:

I(FEEr) (yo) (P.c.FJ (P.?!.) ＨｾＳＯ｣ｭＱＩ (%) I

5Ytm

(SE! BELOW) SAMPLE..

I

N°

I

PROJE.CT: LOCATION: ｾ

96

ＳＧｾ

I -

I - I - I -

12·021 - I - I - I '·01

3biJ

-

I

_{- I - I -}

_I

_ｾｾＳ

_{I - , -} -ＴＯｾ

-

- I -

I -

/·30 I - I - I -I

. I

-

\/·73 I -

I - I -41:4

-

- I -I

1,,·02[

-I - 1 _ 4/4

-

-

-ＴＯｾ

I -

-

-

I -

i

/·51

I -

I - I _ F9c

s

s«

FIOa I='10b FlOc FIOd

.%i

I - /-hi,

0·13

0·f6

0·65 O·ff, /·0/

10-7'

I -0 ;po G'> [l1 }:-I o

i

---l---l

I

I

.

I

I

P.C.F.: POUl-Jl?5 PE-R CUBIC FOOT D. 5.'. : POUNDS PE.R 5QU ..i.RE.. IN(..H

,0)

L-

I

I

I

l ,

I I I I I ,

I ' I I

L

I

I

j I

1_

I

I

I .

TYPE.S OF FAILURE...:

CD

SHE.AR

E;]

G)

BULGII-JG \v'ITH SrlE.AR

,S

®

BULGING

SOIL TE.ST SUMMARY RE.CORD CONSOLIDATION

PROJf.G T: _P-99 RoE-MARKS: ｃｯｪＮﾣＭＴＮｾ £L. 1288' . C::::Q-OR.Z>S. 30, 494 N ; 23,000 ｾ

LOCATION: _A2. SH4.F' AR.EA

5AMPLE. 50lL PESCRIPTION PE.PTH 6EOVETJC IJATURAL 5PWMU/51ZE PRE(.ONSOLIVATJｏｉｊＨｊＺＺＮＡｬＮｴＢｾＩ H-lITIAL

_C

C ｒｦＮｍａｉｕｾｓ

ｾｯ _(FUT) E.lf:V. 'lfc ｈｅＮｾｈｔ OIAM MHJ. PROB. MAX. VOID RATfO (FEET) (%) (I!J5.) (UJ5.)

177-5"3-/

ｾＮＨｅｙ ｖｾＯｬｖｉＡＡｏ SIL.T. ｉｾ /215 33·'3 ·750 ;2" _{/·98 ｾｾ ｾﾷＶＱ ｏﾷｾＳＸ ·242.} CoJo1"OS'TE SPEe./MEN

ApPl:tol(. ｅｾｕａｌＮ L.a.veR!:

77-44--3 41l.iiY ｖａｬｾｖ｣｢ S/I-T 17'0" 127005 2S·2- ＧｾＸｓ

z..

_oes

2·35 .2·82- O·78Z '059 Su·r ｌａＮｙｅｾ

VAllYfD CLAY. TIot'G"

ＱＸｾ " (2i.9·5 _ＶｾＧＷ

77-44-6 ｾｯ･ｏｉＮＢＧＧＧｴ Cl. ...., LA"fE'RS '796 2 2,99 3·-40 ｾﾷＵＶ 1·92.'7 1-71 CLAy ｉＭａｙ･ｾ

77-+5'-/ _" ｾＧＴＢ /2(,17 65·6 _ＧＳｾ 2 2·57 3-,g ｾﾷＲＵ (·8h5 _/·63 CLAy LA,.yelC.

20 '.:." /1{,7-5 2b·4 '385 AprllolC "51loT LA'(ER. : lbolt Ｇｓｾ｣Ｎ

71·4.0--2- " 2

-

3 - O·72b

-77-4f:. -/ I. :2.3'4" Ilb4-7 bf..

.o

'7f8 2 2-11 b·OI ｾＭＰＧＳ ',85$ /·69 CI.Ay t-AYER.

71-4t-1 (jll£y ｜ｬａｉｚｖｾｐ CJ.A.y ＲＹＧｾ If Il.SK-3 ｾＸＧＮｾ ·790 2 /'39 ?,.)..8 3·7f /·041 /-09 _{CDNP"S'ITIE $PEt:I",.",}

T,.",.. ｾａＧＨＱＡＡＱＱＡｓ

71-49-2 GI:1.E'fTUIN VAll.vcl\ CL.AY$IL.T L.4,.-e,c,s 394" 1247·7 b4·2. _{'792 2} 3·13 3-50 _3·'"

ttso

'2·275 C'A7 ｫａｹｾｒ

77-5'0-3 II 14.2'10* 124S·g _{/:;)·0 ·79:1-} 2 3·/e ＳﾷＳｾ 3·40 /·923 _/-'30 CJ.A'f l..A.Y£K.

77-51-4 _T",e"ｱＮＱｬｾｙ _{! ' l}VARVl:i)_{rｊＮａＧｦｾｉｚｓ} cu.y

4/.'

ｾＢ 124/·3 30-7 _ＧＷｾｾ 2 108 :J·50 3·02 O·f4/ -119 SiLT J-A.'fEIl.

｡ｾｅｙ VAIZVI!"D CLAY

ＴｾＯｾＧＱ 1239·i 01-4 ·790 2..

71-02-1 j)'STOltTEI> V4"-'VEs

2,'"

3·25 3·35 /,401 1-43 UJNPOSITe LA'(£1l

77-54-1 qa.J1Y_{ｾＯｌｔＬＨ} VAJlv.." CI-A'f 5I'u:," ｉｬＺＩｾﾷｧ 4g·5 ·790 2 3-/0 3·60 3';1 1·330 _0·96 COIo(POS'"T"'E LAYER.

77-$-2 GRey Vl\.2veO Ct.47 _{55'4"1231·/ 0-:>-0}

_'782

_{Z 3·4f ｾﾷ｢｢ =3·71 1-736 1-38 C'o-.,po-$rnE I...AYIER.}

I

DIVISION OF BUILDING RE.5E..AR.CH 0 NAT tONAL RE..SE..ARCH COUNCIL 0 _OTTA\VA ｾ _CANADA

-0 ;p (i'\ fl1 "F I

APPENDIX

B

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