ML18017A477

Large Scale Triaxial Shear & Permeability Tests. Forwards Results of 15 Inch Diameter Consolidated Undrained Triaxial Shear Test,Grain Size Analyses & 14 Inch Diameter Constant Head Permeability Tests

ML18017A477
Person / Time
Site:	Harris
Issue date:	04/30/1975
From:	ARMY, DEPT. OF, CORPS OF ENGINEERS
To:
Shared Package
ML18017A476	List: ML18017A475 ML18017A477 ML18017A479 ML18017A480 ML19270F601 ML19270F602
References
H-02022, H-2022, NUDOCS 7902220072
Download: ML18017A477 (56)

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) LARGE SCALE TRIAXIAL SHEAR AND PERMEABILITY TESTS I SHEARON HARRIS NUCLEAR POWER PLANT J/ ~

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APRIL 1975 CORPS OF ENGINEERS MARIETTA, GEORGIA R equisition No'. Work Order No.

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I PREFACE The Carolina Power and Light Company'CP 6 L), Raleigh, North C rolina, in.a letter dated 4 October 1974, requested that the U. S. Army Engineer Division Laboratory, South Atlantic, perform laboratory tests on material from a random rockfill sample taken from a test section at Weir Shearon Harris Nuclear Plant Site. The test program was authorized by Office, Chief of Engineers, in the first indorsement, DAEN-CWO, 11 November 1974, to letter SADEN-L, 25 October 1974, sub)ect: "Request for Approval to Perform 15-In. Triaxial Shear Test Program for Shearon Harris Nuclear Power Plant, Carolina Power and Light Company". Tests conducted were: a 15-in. diameter consolidated undrained triaxial shear test, grain size analyses, and 14>>in. diameter constant head permeability tests.

The work was performed under the general direction of Mr. Robert J. Stephenson, P.E., Director, South Atlantic'ivision Laboratory. The laboratory tests were supervised by Messrs.

William L. Tison, Civil Engineer, and Coy A. Colwell, Supervisory Civil Engineering Technician. The ana]ysis of the data and prep-aration of this report were performed by Mr. William L. Tison.

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~Pa e p reface <<>> <<<<<<<<>> <<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<<>><<<<<<<<<<>>>><<<<<<<<<<<<<<>><<<<>><<<<<<ji Conversion Factors, British to Metric Units of Measurement- iv Ob)ect References >><<<<<<>><< .1 Special Equipment <<>> <<<<<<>> 1 Description of Sample- <<3 Scope of Tests-Test Procedures Test Results- 13 Discussion of Test Results 13 I

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Conclusions 17 APPENDIX. Individual Test Reports k

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to metric units as follows:

Multi 1 To Obtain inches 2.54 centimeters pounds 0.45336 kilograms cubic feet 0.028317 cubic meters pounds per square inch 703.1 kilograms per square meter (ps i) tons per square foot 0.9765 kilograms per square centimeter centimeters per second 1.969 feet per minute g's t~

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LARGE SCALE TRIAXIAL SHIKAR AND PERMEABILI1Y TESTS SHEARON HARRIS NUCLEAR POWER PLAgT 1 OBJECT:

The ob)ect of the test program was to determine the gradation of the rockfill sample and the triaxial shear and permeability character-istics of specimens reconstituted from the random rockfill sample.

2.

REFERENCES:

Department of the Army, Office of the Chief of Engineers, Engineer Manual No. 1110-2-1906, Laboratory Soils Testing, 30 November 1970.

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+I 3~ SPECIAL EQUI'ENT:

~ 'j a. Controlled-Strain Triaxial Device (Figure 1). The unit accom-

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modates a specimen'15 inches in diameter by 32 inches high and is capable of a maximum chamber pressure of 400 psi. Axial load is applied by a 14-in. diameter, 200,000 lbs. capacity hydraulic ram fastened to a 5 in. diameter piston. The piston seats in a socket on the specimen loading cap. Specimen drainage is through a 2.5-in. diameter Norton porous stone in the pedestal and a similar 1.25-in. diameter stone

', I in the specimen cap. Drainage lines are 1/4-in. polyethelene tubing with Whitey needle valves and Swagelok quick-connect couplers. The interior of the specimen is connected to a 6-in. diameter aluminum saturation reservoir having a capacity of 19,000 ml with 100 ml graduations. The chamber fluid is connected to a 5-in. diameter, 11,500 ml aluminum reservoir with 100 ml graduations. During saturation,

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Fig. 1 << Unassembled triaxial shear test apparatus. In the foreground are the collar, split mold, rubber mem-brane, and membrane stretcher utilized in preparing the test specimens.

L Pig. 2 - Equipment set up for constant-head permeability tests on.rockfill material.

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a 2000 ml lucite burette with specimen through the upper drainage 10 ml graduations is connected to the line.,

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b. Permeameter (Figure 2). The permeameter is open ended and S

accommodates a specimen 14 inches in diameter and 18 inches high. A r,.

1 column of water equal in diameter to the test specimen is the source of flow through the specimen. The permeameter is constructed with three overflow pipes at different heights above the specimen top so the constant head elevation can be varied. The permeameter is placed inside a larger diameter container with an overflow which maintains the tail water at a constant height.

p c. Gradation E ui ment. A large Tylab mechanical shaker con-C I

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taining six screens from the 3-in. to the 3/8-in. sieve sizes was used. Larger sizes werc separated by hand over a series of screens with openings up to 8-inches. Rocks over G-in, size were measured with templates. Conventional equipment was utilized to grade the No. 4 to the No. 200 sieve sizes.

4. DESCRIPTION OF SAMPLE:

All test specimens were reconstituted with material from an 8-ton random rockfill sample taken from a field test section by CP 6 L personnel (Figure 3). The material classified as brown. silty gravel sizes (GM) with some cobble sizes. All of the sample was finer than 24-in. size and 17 percent was finer than the No. 200 sieve size (Plate 1)*. The soil had a liquid limit of 35 and a plastic limit

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of 27 CP 6 L furnished the field compacted in-place density and moisture content which were 135.0 pcf dry density and 5.0 percent i(

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5. SCOPE OF TESTS:

The gradation of the total sample, air dried, was obtained and a "replacement gradation" containing minus 3>>in. sizes established for the tests. Three 15-in. diameter triaxial specimens with the replaced gradation (Plate 2) were compacted to the field density and moisture conditions and tested "in consolidated undrained triaxial shear with pore pressure measurements (R Tests). Confining pressures

( g~) of 1.0, 2.0, and 4.0 tons per square foot were applied. The grain size distribution of each specimen after shear was obtained to determine the degree of particle breakdown due to compaction and shear forces. Three 14-in. diameter specimens were prepared simi-larly with various gradations for permeability tests. The grain h.

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1 size distribution of these specimens after testing were also deter-mined.

6. TEST PROCEDURES:

a. Gradation. The total sample was spread out and air dried.

The plus 8-in. sizes were separated and graded by hand using a series of templates. The minus S<<in. to plus 3-in. sizes were graded by I jr r hand using the large screens. The minus 3-in. sizes were graded rr

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breaking down the particles further. This was usually about 8 minutes.

A conventional sieve analysis was performed on a representative sample of the minus No. 4 sieve sizes as outlined in App. V of the reference.

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Triaxial Shear Test. Except as noted below, the triaxial shear test procedure was genexally the same as that outlined in paxa-

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graph 7 of Appendix X to the reference.

(1) Preparation of Specimen. For each specimen, four sepa-x'ate equal-weight batches of air-dry material were prepared by combining the necessary amount of each sieve size to obtain the minus 3-in. sizes xeplaced gradation (Figure 4). The replaced gradation was based on a total gradation furnished by CP & L instead of on the total gradation

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developed fry a number of field tests and was believed to be more

,'C representative of the in-situ compacted rockfill without additional processing. Each batch was mixed at 5 percent water content and

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test specimen. Each of the prepared batches was quartered and the

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quarter-portions compacted individually into the rubber membrane-

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lined mold and collar placed on the .triaxial base. Thus, each specimen

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was formed in 16"lifts. Each lift was spread inside the mold and then j.ft>

compacted to the required thickness (Figure 5) with a large compaction

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test. inclosed by water tight membrane.

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'anNLer previously fabricated for standard compaction tests in a 12-in. diameter mold. The lifts were compacted to obtain a uniform ~

dry density of approximately 135.0 pounds per cubic foot at 5 percent

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collar and mold were removed and the specimen cap 4,

water content. The secured. Initial dimensions of the specimen were measured and water tight membranes placed around the specimen (Figure 6).

(2) Saturation Procedure: The apparatus was completely assembled, (Figure 7), the chamber filled with water, and saturation of the specimen initiated through the bottom by means of a vacuum on the top of the specimen. Approximately 2000 cc of water was allowed

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to flow from the top of the specimen. The vacuum was then replaced (I by back pressure. To insure complete saturation, the back pressure was increased in 14 psi increments to a total of 63 psi.

(3) Consolidation Procedure: When 100 percent saturation

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was indicated, the chamber pressure was increased to the required M test confining pressure (M3). Volume change measurements were

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of time until primary consolidation was accomplished.

(4) Compression Procedure: The piston was brought into contact with the specimen cap and the load indicator set to zero.

All valves were closed to prevent drainage and the specimen axially loaded at a controlled strain rate of about 0 ' percent per minute.

Load, deflection, and pore pressure measurements were taken during

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~ I shear. Loading was discontinued at 20 percent axial strain. The chamber was then dismantled, (Figure 8), the membrane removed, and the oven-dry weight and after-test gradation of the total specimen determined (Figures 9, 10, & ll). '.

Permeabilit Test:

(1) Preparation of Specimen: Each specimen was prepared similar to the triaxial shear specimen using four equal-weight batches compacted in four lifts to form the specimen inside the permeameter.

-Various gradations were used in an attempt to produce an after test gradation equivalent to the replaced gradation corresponding to the F

total gradation furnished by CP & L. This was in order to test a specimen with gradation as close as possible to the in-situ rockfill gradation.

(2) Test Procedure: The pezmeameter was placed in the large I

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container which was filled with water and the specimen saturated by seepage through the bottom for 24 hours. Water flow into the perm-eameter was then regulated to maintain a constant head water elevation IL ~

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produced by the differential head was measured for a given time. This was repeated for two more increasing differential heads. The apparatus was then dismantled and the dry weight and after-test gradation of the entire specimen determined.

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7. TEST RESULTS:

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Total Gradation Report (ENG Form 2087)

Gradation Curves for the Triaxial Test (ENG Form 2087)

Triaxial Compression Test Report (ENG Form 2089)

Permeability Test No. 1 Report (SAD Form 1971)

Permeability Test No. 2 Report (SAD Form 1971)

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Permeabi.lity Test No. 3 Report (SAD Form 1971)

8. DISCUSSION OF TEST RESULTS:

a. Triaxial Shear (Plate 3). The remolded test specimens aver-aged 4.5 percent water content and 135.6 pcf dry density. These were r

considered satisfactory when compared to the field water content of 5.0 percent and dry density of 135.0 pcf. This density was obtained in the laboratory without using what would be considered excessive

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particle breakdown due to compaction alone. Figure 5 indicates the g>>

larger sizes were breaking down somewhat during specimen preparation.

Final saturation computations and pore pressure observations indicated

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100 percent saturation was achieved. The strain rate of 0.1 percent pi'>>

per minute was slow enough to allow equalization of the induced pore 13

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pressures throughout the specimens. In each .specimen, the maximum induced pore pressure was reached at'bout, 4.5 percent axial strain showed very little dissipation thereafter. Deviator stress

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( 8~- 8>) increased with'axial strain i.n each specimen. The shear strength parameters were arbitrarily computed at 15 percent axial strain. The total strength envelope thus obtained indicated an. in-ternal friction angle (g) of 20o and-a cohesion intercept of O.l tsf.

The corresponding effective strength envelope (9') is 40.0o with

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0.0 cohesion. These strengths are comparable to data. obtained pre-viously on 15-in. diameter tests performed on similar materials.

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The after>>test gradations for the three triaxial test specimens show there was some breakdown of particles. The percent passing the No. 4 sieve size increased an average of about 4.5 percent.

The indication that most of the particle breakdown occurred during specimen preparation rather than during shear was evident since the specimen at the highest confining pressure (56 psi) did not break down si.gnificantly more than the one tested at the lowest confining

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'I" were made on each of three separate specimens with different grada-

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tions. The results are summarized in Table I.

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'1) The first gradation was the same as that used in the SI),

\~ triaxial test. It produced consistent permeability coefficients

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SUMMARY

OF PREMEABILITY TEST X Passing X Passing Test Ho. 4 Sieve No. 4 Sieve Differential K 0 x cm/sec 10<<<<

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32.4 32 6'2 (1 (3

11.4 18.4 52.5 14.9 11.2 15.4 (1 11. 3 91.7 32.4 36.5 (2 18.7 74.6 (3 36.3 21.2 I

(1 11. 1 74.6 28.0 34. 1 (2 18.5 58.5 (3 36.1 13. 9

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tion indicated breakdown of the gravel-size particles but less than one percent in-crease in the amount passing the No. 4 sieve. The latter was believed to be erroneous because of the amount of breakdown in the gravel sizes.

It is likely that when the specimen was oven dried the fines stuck to the larger particles making an accurate gradation difficult. I (2) The second specimen was prepared with a coarser gradation'n the gravel sizes but the same percent passing the No. 4 sieve. The range of the measured permeability coefficients were significantly greater (21.2 to 91.7 x 10"4.cm/sec). The apparent decrease in per-meability during continued testing was attributed to migration of the fines. The after<<test gradation indicated an increase of about four percent passing the No. 4 sieve size. This was comparable to the breakdown in the triaxial test. Extra effort was made to obtain a "cleaner" after-test gradation on this specimen.

(3) The third permeability specimen was much coarser with 28.0 percent passing the No. 4 sieve. This gradation was a further attempt to obtain an after-test gradation equal to the actual or theoretical replaced gradation corresponding to the field gradation obtained by CP & L. The after-test percent passing the No. 4 was less than two percent higher than desired, but the permeability co-efficients were slightly less than the values obtained in the second test, Though somewhat inconsistent with the gradation, this tended 16

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to confirm the permeability values in the second hand third tests.

9. CONCLUSIONS:

a. Triaxial Shear. The shear strength parameters measured in the R Tests are comparable to the strengths obtained previously on similar materials. In fact, the characteristics of the sample tested in this program are very much like material tested from the New Hope Dam in North Carolina. Therefore, the data obtained on this sample from the Shearon Harris Nuclear Power Plant are considered quite reliable.

in these tests varied, experience indicates their order of magnitude is reasonable for this type material. It is difficult to obtain con-sistent permeability data in laboratory tests with relatively small diameter specimens on very coarse materials that contain significant quantities of finer sizes, Thc finer particles are often insufficient to fillall of the voids between the coarser rocks so there is little doubt that these finer sizes migrate with the flow of water through the specimen during the test. As a result, they accumulate in spots, restricting the flow of water and producing rather conservative (low permeability) data compared to what would be obtained if a true field sample could be tested. Nevertheless, the permeability coefficients measured on the material in these tests are in the range of "good

'fI drainage" suitable for pervious sections of dams and dikes. Typically,

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values of this order of magnitude are obtained on clean sands or clean sand and gravel mixtures.

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~~ I APPENDIX

~ ~ INDIVIDUALTEST REPORTS Test ~Pa e Total Gradation- Al Gradation Curves for Triaxial Test --- A2 Triaxial Compression Test --------<<- A3 Permeability Test No. 1 A4 Permeability Test No. 2-- ~s os m A5 Permeability Test No. 3 A6

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I DEPART.IBG'F THE'R".fY, SOUTH ATi KELTIC DIVISION LABORATORY, WORK ORDER NO. 9051: 'V CORPS OF ENGIiIEERS, 611 SOUTH COBB DRIVE, MARIETTA, GA. 30061 WEQ "'O H-02022 U. S. STANDARD SIEVE OPENING IN INCHES U. S. STANOARO SIEVE NUMBERS HYDROMETER 24M12 8 6 3 4 6 8 10 1416 20 30 40 50 70 100 140 200 10 C, n I

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10 100 10 5 0.1 0.05 0.01 0.005 0.001 GRAIN QZE IN MILUMETERS

\ GRAVEL COBBLES SILT OR C1AY IIGYUIC

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'I SCNICI'C NO. EIev IN DCgW ~ Wg LL PL PI earon arr s uc ear

.~ Plant CP&L over VR-24-3-7 210.0'-225.0 Brown silt ravel sizes 5 35 27 n

GN~w/ao.-..e cobble sizes Lab; No. 145/393

~ C Moisture content of sample GRADATION CURVES hen r ceive ~ Acs Plant Excavation NNNNN Nnm~l~nNn 10 January 1975 4 EHG, ',""2087 Plate l.

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DEPARTMENT OF THE ARMY, SOUTH ATLANTIC DIVISION LABORATORY, PORK ORDER NO.

NO, CPL NO. H"-02022 9051'EQ, CORPS OF ENGINEERS, 611 SOlEll COBB DRIVF., MARIETTA, GA. 30061 U.S. STANOARO SEVE OPENING IN INCHES U. S. STANOARO SIEVE NUMBERS HYDROMETER 8

6 4 2 1 1 3 4 6 8 10 1416 20 30 40 50 70 100 140 200 10 ra 3.on s t 70 e tg a at P R I

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dt pl -gra 0 dt IZ 50

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a 60 4l CJ ra) atio 8 si RT 30 100 100 50 10 5 0.5 O.l 0.05 QOl 0.005 0.001 GRAIN SITE IN MILLIMETERS COBBLES SILT OR CLAY SadI."'. No, EIev 'dr tkIc4 cLaaaIScaod Nat wg PL PI earOn arr3.S uC ear Ower

..'-24-3-7 210.0'2~0'otal Bro.:n well graded silty 6.0 35 27 8 ~<<alaIII, CP&L gra:el (Gh'-G:t) w/a little I.ab; No. 145/393 (R Test) cobbles A~ Plant Excavation ammglaE Sam le No. VR-24-3-7 GRADATION CURVES 14 February 1975 EHG ..'.".",. 2087 Plate 2

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Cl Water content vo 4.5 4 4.5 4.6 Void ratio 271 .270 . 272 Cl Saturation So ry ens ys 0

1h cu ft yd 135,6 135.7 135.5 A

'Mater content vc 9.4 $ 9.2 8.4 00 e 0 Void ratio cc .258 .255 .233 0 Saturation Sc 100.0 < 00.0 < 100.0~

0 5 lo 15 20 n ac pres-sure T s 4.50 4.50 4.50 Axial Strain, $ Mater content 94 4 92 8.4

'Shear Str Pa te s Void ratio . 258 . 255 .233 incr priqc p 20 0 stress T/sq ft 03 1.00 2.00 4.00 Max deviator tan e .364 .839 stress, T/sq ft ( 1 3)max 1.45 1.99 4.49 g A Ool 0 ' T/sq Time to failure, min tf 150 150 150 a

Rate of strain, Q 0 Notho4 ot oataoaIIoo rcent/min 0.10 0.10 0.10 A O Strain at(col o3)

~ 14.87 . 14o86 14.93 U)t de i o (cl 0 ) 1.45 l. 99 4.49 D Controlled strain Controlled stress Initial diameter, in. go 14.88 14.88 14.88 Initial height, in. 8 32.00 32.00 32.00 TyPe of test R TyPe of sPecimen Remolded*

'al c2 Brown well raded silty gravel (GW-GM) w/a little cobbles

~ ~

n OO p%

35 PL 27 PI 8 Os 2.76 WtdoAvg 0

~~ l. See lab on classifi-'at ata on ect earon Plant CP6L arr s uc ear ower Lab. No. 145/393 Plant Excavation

2. +Specimens requested to Boring No. Sample No. VR-24-3" 7 be remolded to 135.0 pcf wa er DeP h 210. 0'-225. 0 'ate 15 Feb 1975 ry ens y a KUAXXALCOHPRE!SION TEST REPORT 2089 (EK lf10 2 l902) PIICVIOUS COITIONS AIIC OISOI CTC Plate 3 TRAlVSLUCEN1'3 o 'rt ~ ~ ot:rar,oa>a r r 'a, <<cor ro a I or ~

o Itr oq . r, <a< o> ~ s >>>

J Hl.

CA "C

8f P

1

~ ~ ~~ + v 'w> i + ~

D","AR:i"..'.Q'P T!IE AV.K, SOUTH ATLANTIC DIVISION LABORATORY, REQN. NO. CPL NO. H-02022 ~ ~

CC:PS C: Z GI:CHEERS, 611 SOUTH COBB DR.,MARIETTA, GA. 30061 W. 0. NO. 9051 U.S. STANDAlD SIEVE OPENING fN INCHES U.S. STANDAlD SIEVE NUPABERS HYDROMETER b 4 4 2 Ihh I iA 6 5 3 A b 810141b 20 30 40 5070100I40200 0 10

,.f ter 40 20 70 30 ra ation r e di 9 e.'t . pecL?i

.0 >

bO L: ta 50 Z 50 0

LJ

~ 40 eci uc.te to bo Q V re olde pc IJ d ns1t 30 70 <

~r

~ t ghee 5 20 IO 10 0 100 500 100 SO IO 5 0.5 0.1 0.05 0.01 0.005 0.001 GlAIN SIZE AAIJ.IALETElS coeetxs SLT 0% CLAT COAR5L co Abc Hk DKJM SINE of Specimen Type Before Test After Test ~ltctShearon liarris Nuclear Pc':er in. water content,w P ant, OPAL 3 I am in. Ht 17 (3 Wf 9.6 4S/ 9 Classi f icat ion;, '-l::l)M/a l.' fe Void Ratio, eo . 272 er . 272 Plant Excavation LL 7 'lo= Gs 2. 76 0." r.-:

Saturation, ory oensity.

S 7d p,iriabI.ij!Constant Head 5 Sf "2o 13.2 " N/sec PERXEA8ILITY TEST REPORT 5

14 Tcb 1975 si~rLt wo. VR-24-3-I

,","fo.o'-

25.0'est No. 1 SAD rOF41 197!

21 J': f 1964 Plate 4

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- I'

~

/

L r ~

t DEPARTHEL T OP TIIE A."...'%i, SOUTIi ATLANTIC DEVXSTON LABORATORY, CPL '.:0. If-C 20" 2 CORPS OF E!;GI;:EERS, 611 SOUTH CQBB DR.,MRTETTA, CA. 30."61 14. 0. M. 9051

~ ~

U.S. STANOARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMbERS HYtÃOMETER d 4 2 IYi I la Yi 5 3 4 8 810 14th 20 30 40 50 TO 100 I40 200 0 10 20 s ra a 30 r ep aced 9

" 80 Grad r e -R plac Pe m~ "3'>>

~

X 50 f 50 3'l f.f eretlt 10 0V i! ad(c.. cc 40 eo tr ll.3 LJ 30 18.7 TO

36. 21 io Tes 8 eqtte 80 e 0 en 07. Sfat 0 100 500 100 50 10 5 0.5 0.1 0.05 0.01 0.005 0.001 GRAIN SIZE MKLIMETERS GRAVEL CCIES coktsf MtONM Sa,t CÃ CLAY COAt5f TyPe of SPec i<en Rc olded Sefore Test After Test ttoxo S leal Dn ii:llris Is c leg rQI Oi~ 13 86 in. Ht 17 ~ 63 in. water Content,w 50 5wf 10.0 Lab..;o. 145/393 rown ~-e, gzactc .;-. grave Total Classilication (G~'-GIl'jw a y ll.litle Void Ratio, eo 0.277 ef 0.277 plane Excavation LI. Os 2.76 Saturation, So 49 6 s sf 99.7 Klt4G HO. 5AlltLe Igo, I R DLFTH Ory Oensity, lo/ft ~

27 OLO Td 13/>.8 "zo Abri'e*cm/sec>>n 26 pcb 1975 ..0.0'--:"S LCS t fO

~,

XIXXXX/Constant Head PERMEASIL I TY TEST REPORT ~ 0'AD FORM I 97 I 2I JULY I964 Plate 5

<<*tt

~ r~

@IV i I K + fP K@V A Vt l%

DKI'ARTHEHT OF TiiE AR!.Yt SOUTV. mls.@AC DXVXST.O:i uZ" m'O"i:., C".-7. '. O. 1'.-0"C22 Co"ZS OF a;CZ:;EZRS, 61.1 SCUT!1 COTE DR.,KLRXETZA, Gh. 3006'L M. 0. 50. 9051 U.S. STANDARD SIEVE OPENING IN INCHES U.S. STANDARD SIEVE NUMbERS HYDROMETE k 6 4 3 2 I'h I ~A 6 h 3 4 6 810141620 30 40 5070100140200

'IO eo eld fter G a at on 20 r da ion 70 30 X

p1 ced 9 Q

~ 60 er" c if.er

~ 50 Z 50 on I 1.1 74.6 0 lJ Used 2 18.5 58.5 40 60 9 yo <

20 80 N TE Tes s eques, o 5.0 p 10 cn 0 100 SOO 100 SO 10 5 0.5 0.1 0.05 0.01 0.005 .001 GRAIN SIZE MRLIMETERS GRAVEL CONLRS SRT OR CLAY Type of Specimen Before Test After Test K)jKT s.l:ar":1 ('1 a. r 1;

T Ai:-" 'a ~ ~ '- '

Oiam 13.86 in. Ht 17.63 in. water Content,w 5.8 Wf 10. 1 s Lab. '.io. 145/393 Total C 1 assi f i cat ion (G;;-Gp!} ~/a 1$ t tip Void Ratio. eo 0.286 ef 0.286 Plane. Excavation LL 35 2. 76 Saturation, 5 56.0 Sf 97.1 s 00tHG HQ. SAlltgt go A 'i ~ i 3 OCAYH Ory Oensity. 133-9 bi f 1 "20 Above* c m/ s ec 10 Peb 1975 -:25.'

PI. 27 010 1 EI 210.0 X~AAi'.GCe t Cons t ant Head P ERNEAB I L I TY TEST REPORT Ais i .0 ~

SAD FORM 1971 21 JULY 1964 plate 6

7