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APPENDIX H

SLOPE STABILITY STUDY PLANT. REFUSE PILE

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Applied Geotechnical Engineering Consultants, Inc.

PROJECT NO. 34095

SLOPE STABILITY STUDY

COAL REFUSE PILE

WELLINGTON COAL PREPARATION PLANT

WELLINGTON, UTAH

PREPARED FOR:

MT NEBO SCIENTIFIC 330 EAST 400 SOUTH, SUITE 6

PO BOX 337 SPRINGVILLE, UTAH 84663

ATTENTION: PATRICK D COLLINS, PHD JUNE 27, 1995

7109 South 185 West, Suite A. Midvale, Utah 84047· (801) 566-6399· FAX (801) 566-6493

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• PROJECT NO. 34095

SLOPE STABILITY STUDY

COAL REFUSE PILE

WELLINGTON COAL PREPARATION PLANT

WELLINGTON, UTAH

PREPARED FOR:

MT NEBO SCIENTIFIC 330 EAST 400 SOUTH, SUITE 6

PO BOX 337 SPRINGVILLE, UTAH 84663

ATTENTION: PATRICK D COLLINS. PHD JUNE 27. 1995

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TABLE OF CONTENTS

CONCLUSIONS ..... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 2

SCOPE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3

SITE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 3

FIELD STUDY .................................................... 4

SUBSURFACE CONDITIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 4

SUBSURFACE WATER. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6

LABORATORY TESTING. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. 6

PROPOSED CONSTRUCTION ......................................... 7

STABILITY ANALYSIS .............................................. 8

LIMITATIONS .................................................... 10

FIGURES AND TABLES LOCATIONS OF BORINGS AND TEST PIT LOGS OF EXPLORATORY BORINGS LOGS OF TEST PITS LEGEND AND NOTES OF BORINGS AND TEST PITS TRIAXIAL COMPRESSION TEST RESULTS DIRECT SHEAR TEST RESULTS COMPACTION TEST RESULTS GRADATION TEST RESULTS SUMMARY OF LABORATORY TEST RESULTS

FIGURE 1 FIGURE 2 FIGURE 3 FIGURE 4 FIGURES 5 - 6 FIGURES 7 - 8 FIGURE 9 FIGURES 10 - 11 TABLE I

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CONCLUSIONS

1. The subsoils encountered at the site consist of clay overlying interlayered silt and clay overlying sand and gravel. The sand and gravel was encountered at depths ranging from approximately 24 to 30 feet below the ground surface at the base of

the refuse pile.

2. The existing coal refuse pile is approximately 18 to 30 feet in height and consists of silty gravel with sand, cobbles and occasional small boulders. The exterior side slopes range from approximately 1.4 to 5: 1 (horizontal to vertical).

3. The refuse pile in its present condition is stable and has a safety factor against failure through the foundation soils of greater than 1.5. The safety factor against failure through the refuse is approximately 1. 1. Failure through the refuse pile would be shallow failures of the exterior steep slopes and would not jeopardize the overall stability of the refuse pile .

Av£.~ APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. 34095

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SCOPE

This report presents the results of a Geotechnical Investigation for the existing condition and

potential expansion of a coal refuse pile located at the U.S. Steel Coal Cleaning Facility near

Wellington, Utah. The purpose of this investigation was to determine the subsurface conditions

in the area of the coal refuse pile, determine the factor of safety of the existing refuse pile with

respect to failure and to provide recommendations to obtain adequate slope stability factors of

safety for the existing pile and potential expanded configuration.

Borings and test pits were excavated to obtain information on the subsurface conditions and to

obtain samples for laboratory testing. Information obtained from the field and laboratory was used

to define conditions at the site and to develop recommendations for the refuse pile.

This report has been prepared to summarize the data obtained during the study and to present our

conclusions and recommendations based on the proposed construction and the subsurface

conditions encountered.

SITE CONDITIONS

At the time of our field investigation, there was an existing coarse refuse pile approximately 350

feet wide and 1,200 feet in length. It extends approximately 30 feet above the original ground

surface at its maximum point. Side slopes of the pile range from approximately 1.4 to 5:1

(horizontal to vertical). Somewhat flatter slopes exist on the western end of the pile for access

to the top of the pile. There is a reclamation test plot at the northeast end of the pile which is

approximately 450 feet in length. This area has been graded to approximately 4to 5:1 (horizontal

to vertical), planted and fenced off. The steepest exterior slopes are at the northwest and south

central portions of the refuse pile. Slopes in these areas appear to be near the angle of repose for

the material .

There is some clay which has been piled along the western one-third of the refuse pile.

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The surrounding ground surface slopes gently down toward the north/northeast. There are hills

to the south of the site and relatively flat ground to the north, east and west.

There is an existing railroad north/northeast of the refuse pile and a coal handling facility to the

northwest of the pile.

Vegetation at the site consists of grass and brush. There is very little vegetation on the refuse

pile, except at the reclamation test plot.

FIELD STUDY

The field study was conducted on May 30 and 31, 1995. Four borings were drilled around the

exterior of the existing refuse pile and 7 test pits were excavated in the refuse pile. The borings

were drilled with 8-inch diameter hollowstem auger powered by a truck-mounted drill rig. The test

pits were excavated with a. rubber-tired backhoe. The borings and test pits were logged and soil

samples obtained by a geologist from AGEe. Logs of the subsurface conditions encountered in

are graphically shown on Figures 2 and 3 with Legend and Notes on Figure 4.

SUBSURFACE CONDITIONS

The natural soils at the site generally consist of clay and silt overlying sand and gravel. The sand

and gravel was encountered at depths ranging from approximately 14 to 30 feet below the original

ground surface. Approximately 8 and 4 feet of fill was encountered in Borings B-2 and B-4,

respectively. The test pits were excavated entirely within the refuse pile and encountered fill the

full depth investigated.

A description of the various materials encountered in the borings and test pits follows:

AV'b'f\;' APPUED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. 34095

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Fill - Two distinct types of fill were encountered at the site. Laboratory tests conducted

on the refuse material indicate it contains a small amount of low plastic fines. The refuse

pile generally consists of silty gravel with sand and cobbles up to approximately one foot

in size. The refuse is moist, dark brown to black in color and contains pieces of coal and

sandstone.

Fill outside and along the top of the refuse pile consists of lean clay to sandy lean clay with

occasional gravel. It is slightly moist and ranges from brown to brownish gray in color.

Topsoil - The topsoil consists of lean clay to clay with sand. It is moist, dark brown in color

and contains roots and organics.

Lean Clay - The clay contains a small to moderate amount of sand. Silt and clay layers

were encountered which generally increased in frequency with depth. The clay ranges from

stiff to hard and from moist to wet. Color ranges from brown to grayish brown .

Laboratory tests indicate the clay has a natural moisture content of 13 to 25 percent and

a natural dry density of 99 to 107 pounds per cubic foot (pcf). Unconfined compressive

strengths of 3,100 to 22,400 pounds per square foot were obtained for the clay.

Interlayered Lean Clay and Sandy Silt - The interlayered soil contains occasional silty sand

layers. It is medium stiff to stiff, moist to wet, and ranges from brown to gray in color.

Laboratory tests indicate the interlayered soil has a natural moisture content of 20 to 27

percent and a natural dry density of 98 to 1 00 pcf.

Silty Sand - The sand contains occasional gravel. It is medium dense, wet, and ranges from

brown to grayish brown in color.

Av~~ APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. 34095

Gravel - The gravel ranges from silty to clayey and contains a moderate amount of sand.

Sand and silt layers were encountered within the gravel deposit. The gravel ranges from

medium to very dense, wet, and brown to brownish gray in color.

Laboratory tests indicate the gravel has a natural moisture content of 8 percent and a

natural dry density of 134 pcf.

SUBSURFACE WATER

Subsurface water was encountered at depths ranging from 16-1/2 to 24 feet below the ground

surface at the base of the coal refuse pile. The water surface elevation ranges from approximately

5323 to 5326-1/2 based on the topographic map provided as a reference. These water levels are

based on measurements taken one day after drilling and may not represent stabilized water levels.

• Slotted 1-1/2 inch PVC pipe was installed in the borings to facilitate future water level

measurements.

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LABORATORY TESTING

Laboratory testing was conducted to determine the engineering characteristics of the material

obtained during the field investigation. Laboratory testing included natural moisture content, dry

density, Atterberg Limits, grain-size distribution and strength tests. The results of the laboratory

testing are summarized on Table I and are included on the logs of Exploratory Borings and Test

Pits.

A discussion of the laboratory testing procedures are presented below. The testing procedures

are primarily those of the American Society for Testing Materials (ASTM).

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Av~~ APPUED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. 34095

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Index Properties

The Unified Soil Classification System (ASTM 0-2487) was used to classify the soil. This system

is based on index property tests including the determination of natural moisture content (ASTM

0-2216), liquid and plastic limits (ASTM 0-4318) and grain-size distribution (ASTM 0-422). Results

of the grain-size distribution tests are presented on Figures 10 and 11.

Moisture/Oensity Relationship

The moisture/density relationship test was performed in general accordance with ASTM 0-698.

Results of the test are presented on Figure 9.

Triaxial Shear

Triaxial shear tests were performed in general accordance with ASTM 0-4767. Samples were

prepared by trimming the ends perpendicular to the sample axis and placing them in a latex

membrane. The prepared samples were placed in the triaxial cell and saturated using back

pressure saturation. Testing continued by placing consolidation loads of 7, 14 and 28 psi and

loading the samples to near failure for each consolidation load. Sample strains, loads and pore

pressures were monitored throughout each test. Results of the tests are presented on Figure 5

and 6.

Oirect Shear

Direct shear tests were conducted in general accordance with ASTM 0-3080 on two remolded

samples of the coal refuse material which passed the No.1 0 sieve. The samples were compacted

to approximately 85 to 90 percent of the maximum dry density as determined by ASTM D-698.

Each sample was tested to determine the shear strength under normal loads of 1,2 and 4 ksf.

Results of the tests are presented on Figure 7 and 8.

PROPOSED CONSTRUCTION

We understand that the coarse refuse pile is being considered for potential expansion. The area

• proposed for the expansion is from the railroad south to the hills. This would approximately double

Avb~ APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. 34095

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the area of the existing refuse pile. In addition, the refuse pile could be increased in height. We

have assumed that the maximum height of the pile will be 50 feet. However, additional testing

and analysis could be performed to determine if a greater pile height could be attained and continue

to have an adequate safety factor. Our analysis also assumes that the coarse refuse material will

continue to be used in expanding the pile.

STABILITY ANALYSIS

Stability of the existing and proposed expansion of the refuse pile was analyzed under several

loading conditions. Factors of safety for the embankment were determined with respect to mass

rotational and sliding wedge failures. The shear strength parameters used in the stability analysis

were based on consolidated drained shear test information.

The subsurface profile used in the stability analysis was defined from the information obtained

from the exploratory borings and laboratory test results. Strength parameters for use in the

stability analysis were determined from the field and laboratory test results. The testing consisted

of penetration resistance, triaxial shear, direct shear and pocket penetrometer tests. Laboratory

tests were conducted on saturated or near-saturated samples. Based on these results and our

judgement, strengths of the upper 30 feet of soil below the embankment assume a cohesion of

230 psf and an internal friction angle of 28 degrees. The strengths for the underlying sand and

gravel assume an internal friction angle of 36 degrees with no cohesion.

The strength of the refuse material is based on the observed maximum slopes of the refuse pile

which presently exist and by testing the refuse in the laboratory to determine its angle of repose.

These slopes are approximately 1 .4: 1 (horizontal to vertical) which is an angle of approximately

36 degrees to the horizontal. Angle of repose values obtained in the laboratory range from

approximately 36 to 42 degrees. An internal friction value of 36 degrees was assumed for the

refuse material.

A'V£V' APPUED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. 34095

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Subsurface water was encountered at a depth of approximately 1 5 feet below the base of the

existing coal refuse pile. No free water was observed within excavations in the coal refuse

material. Our analysis assumes that drainage will be provided on and around the refuse pile by

sloping the top of the pile to drain and diverting any drainages that lead to the pile away from the

pile. If water were allowed to build up in the refuse material, flatter slopes would be required.

Slope stability analysis was conducted using the modified Janbu method of analysis. Stability

calculations· indicate that the refuse pile is stable under its present condition. The foundation soils

have a safety factor against failure of greater than 1.5. Refuse slopes of 2: 1 (horizontal to vertical)

and flatter have a safety factor against failure of 1.5 and greater. Refuse slopes of 1.4 to 2: 1

(horizontal to vertical), which represent the steepest existing slopes, have safety factors against

failure greater than 1 indicating they are stable. If these slopes were steepened to result in slope

failure, the failure would occur as a surface slip. Such a slope failure would be of minimal

consequence since it would only involve the outer few feet of the refuse material and would not

extend into the foundation soil. Revegetation and erosion concerns may dictate the preferred final

• slope of the refuse pile .

• A'V£\; APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. 34095

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LIMITATIONS

This report has been prepared in accordance with generally accepted soil and foundation

engineering practices in the area for the use of the client for design purposes. The conclusions

and recommendations included within the report are based on the information obtained from the

borings drilled and test pits excavated at the locations indicated on the site plan and the data

obtained from laboratory testing.

APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC.

D.;:.. ... .......a"IO~ .... Douglas R. Hawkes, P.E., .

Reviewed by James E. Nordquist, P. E.

DRH/cs

AVb~ APPUED GEOTECHNICAL ENGINEERING CONSULTANTS, INC. 34095

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• 34095

Existing Refuse Pile

t81 TP-4 (

o <0 (Y)

\ COAL REFUSE PILE

NEAR WELLINGTON, UTAH

/~~~ ~ Nonh

I~ ~~iiill--·j

o 100 200 Feet Approxim~ate Scale

Logs of Borings and Tests Pits Figure 1

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B-1 B-2 B-3 8-4 Elev, 5343' E1ev. 5347' Elev, 5343' Elev, 5342'

0 r"'CICt t'T""2

r~I.: 0

we • 13

l~rl2 ! p '4/12

we • 17 DD • 117 DO • 109

-200 • 96 19/12 . .6/12

-200 • 91 UC • 22,400 UC • 3530

0/12

2/12 II- "J 125/ 12 I r ~ 125/12 I .... I I\hl 11 10

19/12 we - 23 IW5/1~ we - 20 I r ~ 12°/12 I ~.'21/4/H 15 DO • 101 DD - 100 1 -200 - 97 -200 • 98 '=F" ue • 3100 U·26

PI • 5

7/12 11/1 rO/12 If .1114/12 we • 25 1411:£

20 ~i DD • 99 -200 • 100

LL • 43 PI • 25

5 I r .. 112/12 we. 27 *1~'2112 Iltll2 we • 8 25 DO • 98 DO • 134 -200 • 79 -200 • 17 LL • 23 PI • 2

121/12 12/12 LtJ 133/ 12 ~i 1°1 1 1. 30 0

,', :y " . .. :: :

~'. 38/12 ~~:,: 2iJ12i ,--;J 119/ 12 t~a P2/12 35 5

.. ! I I

! I

~J39/12 lliJ 66/12 75/12 ~ 13~/121 . 40

I I "

5 45 Approximate Vertical Scale 1" • 8' See Figure 4 for legend and Notes

34095 A~£~ Logs of Exploratory Borings Figure 2

34095

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5

10

TP-l Elev. 5367'

~

... tI QI

"" ...... .r::. ... !:>.

~

o

5

10

, .J

+4 • 65 -200 • 13

LL • 29 PI • 4

TP-5 Elev. 5363'

, J

, ..J

Approximate Vertical Scale 1" • 8'

A'\7£,\; Logs of Test Pits

TP-2 Elev. 5361'

. !

I 1

I I

I

TP-6 Eleiv. ~364'

I I i

\ i

1,1 I I

, !

i !

•

TP-3 Elev. 5363'

I

TP-7 Elev. 5363'

W

TP-4 Elev. 5367' ,

I

J +4 • 8

-200 - 45 U. • 26 PI - 8

o

5

10

0

'1! 10

See Figure 4 for Legend and Notes

e

... t "" ...... .r::. ... !:>.

~

Figure 3

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LEGEND I rill, lean clay to aandy lean clay, occaaional gravel, alightly .aiat, brown to browniah gray. ~

~ ~ o o ~ ... .' , ::::

rill, ailty gravel with .and and cobble. up to approxtmately one foot in size, moiat, dark brown to black, piece. of coal and .andatone.

Topaoil, lean clay with .and, moi.t, dark brown, roota, organica.

Lean Clay to Sandy Lean Clay (CL)I ailt and .and layer. increa.ing with depth, atiff to hard, alightly moiat to wet, brown to grayiah brown.

Inter layered Lean Clay and Sandy silt (CL/ML), occaalonal aUty aand layera, medium .tiff to atiff. moi.t to wet, brown to gray.

Silty sand (SM)1 occaaional gravel., medium den.e, wet, brown to grayiah

brown.

Silty to Clayey Gravel with Sand (OM-GC" .and and .ilt layera, medium to very denae, wet, brown to browni.h gray. m

~IO/12 California Drive sample taken. The .ymbol 10/12 indicate. that 10 blow.

trom a 140 pound humer falling 30 inchea were required to drive the .ampler 12 inchea.

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~-: ~-~

[1 -=l=-

Indicates relatively undiaturbed hand drive sample taken.

Indicate. disturbed sample taken.

Indicates alotted 1~ inch PVC pipe in.talled in the boring to the depth

.hown.

Indicatea the depth to free water and the number of day. aft'er drilling the meaaurement waa taken. . ;

e

3409~ 1 A~b\;' T l~8end and Notes of Exploratory Borings and Test Pits

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NOTES I

1. Boringa were drUled on May 30 and 31, 1995 with a-inch diameter hollowat~ auger. Teat pita were excavated on May 31, 1995 with a rubber-

tired backhoe,

2. LOcation. of boring. and teat pita were meaaured approximately by pacing from featurea .hown on the .ite plan provided.

3, Elevations of borings and test pita were determined by interpolating between contour. ahown on the site plan provided.

4. The boring and teat pit locationa and elevations should be considered accurate only to the degree implied by the method used.

5. The line. between the materials ahown on the logs represent the approximate boundariea between material typea and the transitions may be

gradual.

6. 'Water level readinga shown on the loga were made at the time and under the conditions indicated. Fluctuations in the water level may occur with

time.

7. WC - Water Content ('" DO - Dry Den.ity (pet), -200 • Percent Pasaing No. 200 sieve, LL • Liquid Limit ('" PI • Plaaticity Index ('" UC • Unconfined compre.aive Strength (plf), WSS • water Soluble Sulfate (ppm).

1 Figure 4

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~.------------------------~----------~.~----------,.------------.~----------, Note: Strength parameters shown for 1.4 to 1.5% strain. c = 1030 pst

c' = 850 pst

¢ = ....:1~9:-0 __

¢' = 27 0

.··t .... ···· ..... ····.· .... ·· ..... ····.I··········· ....................... . : !

! I : : ! ~ : :

t i ~

···_·_· __ ·_·_·_·--r-·············· __ ···_···r-··_······_·················r··_···_·········_·_· __ ··

o 20 40 60 80 100 120

p' (u,' + (73')/2, psi

Test No.(Symbol) - -1(0) 2(.) 3~

Sample Tvpe Undisturbed

i 1 --1=~~-r~=~=-~~=~ Length in. 3.83 Diameter in. .- - 1.93

Drv Densitv, oct .- - -- ~ _ .. --.-.~ 100

Moisture Content,- % -.-- - -----.-- - 20 ---

Consol. Pressure, psi ---+-- - - ---l4---- - -28 ... :: ~ L_._t-_._-- "B" Parameter~-- , ---- ·.-.95.-- .--.9&~ -.95-

Total Conf. StresM.q..J,-Dsi --- -+------ - ·14-- ·---28

Total Axial Stressfu~.).. -psi· · ... 25..7-· ·-49.5-- -4-1 .. 4 Deviator Stress(o: --O' .. )y-OSi -la.-7- - -35.5- --49~4

o 6 10 16 Eft. Lateral Stress{u~'J--.-- psi --1--- 14-. ---28

Axial Strain - Percent Eft. Axial Stress(Q'.·~,._osi___ -tS.6-- --45-.-2-. --66.2

Pore Pressure(u). Dsi 7.1 4.3 11.2 Strain(e), % 1.4 1.5 1.5

Remarks Staged~ consolidated. undrained test

---_ .. _-----_. with Dare .pressure measurement.

1

Sample Index Properties

100

% 20

26 % 5

Percent Gravel

Percent Sand

O·.----------T----------+---------4-----------~ Percent Passing No. 200 Sieve 98

o 5 10 15 20

Axial Strain - Percent

Sample Description ...;S:::;.;i~lt:.l.y_C:::.I:.:::a:.l.y _____________________________ _ From 8-2 @ 14 feet

Project No. 34095 TRIAXIAL COMPRESSION TEST RESULTS Figure 5

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'en a.

Applied Geotechnical Engineering Consultants, Inc .

c = 340 psf ¢ = 17° Note:

c' = 230 psf

.-.-.--.--.-...... --.-.---.---.. -.----.-1---.-.-.-.-.--... -------.-.----~---------.--.----.--.----

o 20 40 60

p' (u,' + u3')/2, psi

Test No.(Symbol) 1(0) 2(.) 3~)

Sample Type Undisturbed

-· .. · .. ·4--· .... ·-·_-· Length,. in. 4.0

Diameter in . 1.93

Drv Density, ocf 99

Moisture Content % 25

Consol. Pressure p_si 7 14 28 .... ~- .. - .. - - - - ._w. _

"B" Parameter .95 .95 .95

Total Conf. Stress(aJ, psi 7 14 28

Totat AxiaIStress(a.) j)si 17.9 -32~9 56.8

Deviator Stressla,-Q'.J., .psi 10.9 18:9 28.8

o 6 10 16 2D Eft. Lateral Stress(a,.'l, psi 7 14 28

Axial Strain - Percent Eft. Axiat--Stress(a;',-PSi l5~3- 26~5- 41.6

Pore Pressure(P.1 psi 2.6 6.4 15.2 Strain(E) % 2.0 2.5 2.6

Remarks Staaed consolidated undrained "test

with DOre pressure measurement. :

~ 40 --·---l··--·----l·--·--.... i ..... --.-----... :


Natural Dry Density. pcf 99

. . . Natural Moisture Content, % 25 .. _ .. ·· .. ··· .. · .. ·· .... r····· .......... · .... · .. · .. ·r .. · .. ··· .... __ .... ·_···r .. _ ..................... .. Liauid Limit % 43

: : ! : : : : : :

Plasticity Index, % 25 : : : ~ i i : : : ~ i i ~ ~ ~

O-------------~----------------r--------~-----------~

Percent Gravel -Percent Sand -Percent Passing No. 200 Sieve 100

o 5 10 15 20

Axial Strain - Percent

Sample Description ....:L:::e:,:a:::.,n:...C=18:..1Y _____________________________________________________________________ _ From 8-3 @ 1 9 feet

Project No. 34095 TRIAXIAL COMPRESSION TEST RESULTS Figure 6

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-en ~

rn en Q) .... +-' en .... «I Q)

.r:. en


3

c = lL- ¢ = 27°

~ /

:/ /

V V

2

I~ /

/ V

1

V V~

o o 3 4 5 1 2 6

Normal Stress, ksf

4.0r---,---~--~----~--~--~rr==========~==~====F=~ Test No.(Symbol) 1(0)

Sample Type Remolded Lenath in. 1.0 Diameter, in. 1.93

Dry Densitv. oct 81

Moisture Content. % ... 16

Consolidation Load l.-O· 2.0 Normal Load, kst 1.0 2.0 Shear Stress, kst 0.47 1 .14

Remarks Remolded to 85 %-ASTM 0=-698

Sample saturated

Strain rate = 0.05inimin


Natural Dry Density, pct

3aJ

4.0 4.0 1.99

1.0 -t-~---T ~==T ---1" - =a~:~~eContent. % 29

0.5 . ~J.=~~ !_I1~~_:_~_:c_:.;;..~_:_:_:_e; __ % ______ +--__ 4 ____ 11

~: .,;;;r- - - T~"'':''''' !

! ! ~~ !

! ! I I I 0.0 I I I I I

Percent Passing No. 200 Sieve

0.00 0.05 0.10 0.15 0.20 0.25 0.30 Horizontal Displacement, in .

Type of Test Consolidated

Sample Description Refuse material passed through a No. 10 sieve From TP-l @ 1 to 3 feet

Project No. 34095 DIRECT SHEAR TEST RESULTS Figure 7

•

-tn .:,t.

en tn ~ .....

CJ) .... co Q)

.r:. CJ)

-tn .:,t.

ti tn Q) .... .....

CJ)


/ /'

c =_0_ ¢ = 30°

/'"

3

V. V

/ V

2

I y--./

'/ /'

./

1

/' V lJ

o o 1 2 3 4 5

Normal Stress, ksf

3.00~--r-----:------"------:------.---.

Test No.(Symbol) 1(0) 2(_)

Sample Tvpe Remolded

Length in. 1.0 Diameter in. 1.93

..

Drv.. Density. pcf 86

Moisture Content % 16

Consolidation Load 1.0 2.0 Normal Load ksf 1.0 2.0

Shear Stress ksf - ._.' -..

0.47 ..- _ ..

1.33

Remarks Remolded to 90% ASTM 0-698

Sampje saturated

Strain rate = 0.05 in/min ..


Natural Drv Density, pcf -0.75 '- Natural Moisture Content, % -

Liauid Limit % 29

Plasticitv Index % 4

Percent Gravel -a 25 .. _._ ...... .;.._ .. _ .. _ .. _ . .;. ...... _._ .. --t.--.•.•.. __ •. L. .. _ ... _ .. --L--.. _ .. _. . I I I I I

O.OO--------T-------~----~----~----~~----~

Percent Sand -Percent Passing No. 200 Sieve -

0.00 0.05 0.10 0.15 0.20 0.25 0.30 Horizontal Displacement, in.

Type of Test Consolidated

6

3~

4.0 4.0

2.16

Sample Description Refuse material passed through a No.1 0 sieve From TP-' @ 1 to 3 feet

Project No. 34095 DIRECT SHEAR TEST RESULTS Figure 8

• Applied Geotechnical Engineering Consultants, Inc .

u.. o

135

130

125

120

115

1110

U; c G o ~ 105

100

95

90

8 5 o 5

Project No. 34095

, Ii \ Sample from: TP-l @ 3 to 4 feet \ \ Description: Fill: Sandy Silty Clay \ itt 1\ Note: Original Sample of Silty

\ \ Gra:lle] was passed throllgh the NQ. 1\ , Sieve. Approximately 29% of the \ i\ \ sample passed the No. 10 Si.eve.

\ \ \ Test Method ASTM 12-Q28 \ ,

r\ Maximum Dry Density 95 , \ Optimum Moisture Content 16.5 \

, \ 1\

1\ \ \ Atterberg Limits \ , \ Liquid Limit 29 , 1\ -'1 Plasticity Index 4

\ \

~ I\. \ ~ \ ,

Gradation \ \ l~ Gravel 0

\ \ r\ Sand 56 \ ~ Silt & Clay 44

~ _\ \ ,

~ , \ \ Zero Air Voids Curve for: .\ .\ i\ ,

\ \ G=2.B \

, \

\ \ G=2.7

\ , \

\ \ G=2.6

\ 1\ . --

i\ \ , \ ~ \

1'(" \ \. , ~ \ ~

\ 'l

"' i\ \ , \ i\ \. i\ '~ I\..

f\ \ ,

\ ~ ~ ~ ~ ...... '\ t\. " -",v "- r\ \

, ,/' • , I\, t\.

V \ f\. I~ V I\, "' ~ r\.

/ \. '\ " I "' '\. '\ ~ '\ " If I~

iJ ~

10

pef %

% %

% % 0/0

10 15 20 25 30 35

Moisture Content-Percent of Dry Weight

COMPACTION TEST RESULTS 9 Figure __ _

• i i <C A.

!i w (.) a: w A.

•

i i <C A.

!i: ~ a: w a..

•


HYDROMETER ANALYSIS SIEVE ANALYSIS

TIME READINGS CLEAR SQUARE OPENINGS 2 .. Hr 7 Hr

100 .. 5 .... n15 Min eo Min 19 Min 4 Min 1 Min .200 .,00

us STANDARD SERIES ..,0

.50...at3O .,6 "8 ... 318" 31 .. ' 1 112' 3' - 5' 6' 8' 0

uo

80

70

eo

50

40

30

20

10

0 .QO'I .002 .005 .009 .019 .037

CLAY TO SILT

Gravel 65 % Liquid Limit 29 0/0 Sample of Refuse Material.

HYDROMETER ANALYSIS.

TIME READINGS 2"Hr 7Hr

100"5 Mln15 MIn eo MWi19 Min 4 Min ... 1·MIn

go

80

70

80

50

40

30

20

10

.074 .149 .2U7 I .SUO '.19 12.38 4.76 g.52 19.1 38.1 76.2 .420

Sand 22 Plasticity Index

Gravel with Sand

2.0

0/0 Silt and Clay. _____ l:.:3~ 0/0 4 %

From TP-1.@ 3' .. -:'". 4'

SIEyE.~~~ySIS

US STANDARD SERIES '"0 CLEAR SQUARE OPENINGS

121 2 152

10

30

C 40 ~

:c 50~ ~

60~ a: W

70 A.

80

W

.200 .,00 - .SO-fMCW3Q·· .,8 "8 -- .4 . ... 318' .. - .. 31 ... ·--.--...1.l<:il" ....3!' _5' S' e' 0

10

20

30

4061 iE e so a: !z

80~ W

70 a..

80

0.001 .002 .005.009 .019 .037 .074 .149 .297 I .590 1.19 12.38 4.76 9.52 19.1 38.1 76.2 12 2W .420 2.0 152

CLAY TO SILT FINE SAND

MEDIUM

Gravel 8 0/0 Sand 47 0/0 Silt and Clay' 45 % Liquid Limit 2(2 0/0 Plasticity Index B % Sample of Fill z Clayey Sand From TP-4 @ 0' - 2'

Project No, 34095 GRADATION TEST RESULTS Figure 10

•

•



TIME READINGS CLEAR SQUARE OPENINGS J 24'" 7 HI'

10045 Mln15 Min eo Min lSi Min 4 Min 1 Min

US STANDARD SERIES .... 0

.50..at30 .,6 _8

10

20

70 30

30

20 80

10

0.001 .002 .19 12.38 4.76 8.52 lD.l 38.1 76.2 1~1 2J80 2.0 152

DIAMETER OF PARTICLE IN MILLIMETERS I ~----------------------------~~~~~--~S~A~N~D- I GRAVEL J

CLAY TO SILT FINE MEDIUM ICOARSEI FINE COARSE' COBBLES ------------------------------~--~~~--~~~

Gravel 55 0/0 Sand 2R 0/0 Silt and Clay' 17 0/0 Liquid Limit 0/0 Plasticity Index % Sample of Clayey Gravel with Sand Fro m B-4 @ 24'


TIME READINGS US STANDARD SERIES .... 0 24Hr 7 HI'

10045 Mln1S Min 80 Min 1S1 Min 4 Min 1 Min ., 00.... .so aJ.4Ql3O .,81.8

CLEAR SQUARE OPENINGS .1 318" 314· 1-1/2" 3" 5· 8" 8"

80

70

30

10

0.001 .002 .005 .009 .018 .037 .074 .149 .297 I .590 .420

1.19 12.38 2.0

4.78 8.52 'D.' 38.1

10

20

30

78.2 '2.1 2(180 152

'--___________ .;;;;D;.;;.I;;..;A;.;.;M;.;.;ET~E;;;;;.;..;R;..;O~F...;.P...;.A...;;;R;.;;.T~IC:_:L~E~ IN MILLIMETERS J SAND 1 GRAVEL I

t-----,F="I,.,..N=E=------.-=~M~E=DIUM COARSEI FINE I COARSE I COBBLES

------------------------------------~----~~-CLAY TO SILT

Gravel, ____ O~_ Sand 6 % Silt and Clay' ___ 94 __ % Liquid Limit 33 0/0 Plasticity Index ___ 16 0/0 Sample of_.;;.F=i=l=l ... i ...;L=e;;.;;a=n~C~l=a_'_y _______ _ From Fill. from west-centra 1 porti 00

of refuse pile GRADATION TEST RESULTS Project No. _3_40_9_5_ Figure __ 11 __

e e e APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC.

TABLE I SUMMARY OF LABORATORY TEST RESULTS PROJECT NUMBER 34095

--.--~-.~---

SAMPLE LOCATION NATURAL NATURAL GRADATION A TTERBERG LIMITS UNCONFINED MOISTURE DRY

SILTI LIQUID PLASTICITY COMPRESSIVE SAMPLE

BORINGI DEPTH CONTENT DENSITY GRAVEL SAND STRENGTH CLASSIFICATION TEST PIT (FEET) (%) (PCF) (%) (%)

CLAY LIMIT INDEX (PSF) (%) (%) (%)

B-1 2 13 117 96 22,400 Lean Clay

14 23 101 f 97 3,100 Lean Clay

24 27 98 i 79 23 2 Silt with Sand i i , I

B-2 14 20 100 i t 98 26 5 Silty Clay

I

8-3 2 17 109 i

91 3,530 Lean Clay

25 99 i

100 43 25 Lean Clay 19 , I

I :

8-4 24 8 134 55 28 ! 17 Clayey Gravel with Sand ~ ;

!

3-4 65 22 13 29 4 Refuse material; Silty Gravel with TP-1 , I

, Sand

i i

TP-4 0-2 8 47 1 45 26 8 Fill; Clayey Sand , :

West Central" 0 6 94 33 16 Fill; Lean Clay

I , 1 !

"Sample obtained from fill pile at the west-central portion of the refuse pile. -

•

•

•

Applied Geotechnical Engineering Consultants, Inc. 135

130

125

120

115

LL. (J

~ 110

~ Ui c • C ~

105 C

100

95

90

8S o 5

Project No. 34095

, 1\ \

1\ , \ ~ 1\

\ \ 1\ , \ r\

\ \ \ , , ~ \

L _. _.

V J

II

-1/

1.1 10

Sample from: TP-1 @ 3 to 4 feet Description: Fill: Sandy Silty Clay

Note: Original Sample of Siltl Grave] was passed throllgh the No.

1\ Sieve. Approximately 29% of the sample passed the No. 10 Sieve. ,

Test Method ASTM D-62B \ Maximum Dry Density 95

~ \ Optimum Moisture Content 16.5 \

, 1\

\ , Atterberg Limits

\ , 1\ Liq uid Limit 29 , 1\ \ Plasticity Index 4

1\ , 1\

\ 1\ \ 1\ \

, Gradation

\ 1\ 1\ Gravel a \ , 1\ Sand 56

\ 1\ Silt.& Clay 44 1\ \

\ ~

~ ~ 1\ \ Zero Air Voids Curve for: 1\

, i\

1\ \ G=2.8 \

, i\

. !\ \. _. .. G =.2 .. 7 ...

\ ,

l\ \ \ G=2.6

\ ~ .r\. .~ "' ... ~- ... .-. - - .. _-..... -- -.--- ~-- .. '" --- --- ... . . . _ .. ..... . " -. ---_. --.-'-' . , )( \

IY , \ , 1\ \

\ 1\ i\. - -.- -~- ~-.. -- -- --

i\ '\ " , i\ \ \

, \

'" i\ \ , , ~ \

~ ~ i'.. \. 1\ r\ "v ~ \ \

, P\.

~v lit ,

I" \ 1\ V \ ~ "-I'\. ,

t\. t\. '\ ,

'P\. i\. , " i\.

1,\ r'\

10

pef 0/0

% %

% % %

15 20 25 30 35

Moisture Content-Percent of Dry Weight

COMPACTION TEST RESULTS 9 Figure __ _

II

~ !i: ~ ffi A.

•

•



TIME READINGS us STAHOARD SERIES ..,0 CLEAR SQUARE OPENINGS 24Hr 7Hr

10045 Mln15 Min eo Min 1a Min 4 Min 1 Min .200 .100 .50...at30 .18 "8 .4 -318" 314" 1 1/2" 3" S" 8" 8" 0

ao

80

70

80

50

40

30

20

10

0 .COl .002 .005 .OOG .01fit .037

CLAY TO SILT

Gravel 65 0/0 Liquid Limit 29 0/0 Sample of Refuse Material,

HYDROMETER ANALYSIS

TIME READINGS 24 Hr 7 Hr

.074 .14a .2a7 I .sao 1.1a 12.38 4.78 8.52 la.l 38.1 76.2 .420

Sand 22 Plasticity Index

Grayel with Sand

2.0

% Silt and Clay. ____ l:;,;:3;;...... 0/0 4 %

From TP-1 @ 3' - 4 '

SIEVE ANALYSIS

us STANDARD SERIES ..,0 CLEAR SQUARE OPENINGS

10

20

30

80

121 2 ago 152

10045 Mln15 Min 80 Min 18 Min 4 Min 1 Min .200 .100 .SO...at30 .16 "8 .4 318' 3/4' 1-1 ~ 3' 5' 8' e' 0

80

70

20

10

0.00'1 .002 .005 .OOG .OU'

CLAY TO SILT

Gravel B %

Liquid Limit 2f! % Sample of Filla ClaleI

Project No. 34095

.037

Sand

.074

Sand

.149 .297 I .590 .420

SAND

1.19

FINE MEDIUM

47 %

Plasticity Index From

12.38 2.0

4.76 8.52

Silt and Clay' 8 0/0 TP-4 @ 0' - 2'

GRADATION TEST RESULTS

10

20

30

Q

40~

e 50 a:

oo§ III: LU

70 A.

80

19.1 38.1

45 0/0

Figure 10

Applied Geotechnical Engineering Consultants, Inc_

S" 6" 8" 0

TIME READINGS • HYDROMETER ANALYSIS

24Hr 7Hr 10045 ""'"15 ""'n eo Min 18 Min 4 Min 1 Min ~ .100

US STANDARD SERIES ..,0

.50...at3O .16 "8 SIEVE ANALYSIS

CLEAR SQUARE OPENINGS

318" 314" 1-1 2- 3"

10

eo 20

70 30

30

20 80

10

O.QOl .002 .005 .009 .018 .037 .074 .148 .287 I .seo 1.19 12.38 4.78 8.52 18.1 38.1 78.2 121 2c18D .420 2.0 152

. CLAY TO SILT FINE

Gravel 55 % Sand ?R % Silt and Clay' 17 % Liquid Limit % Plasticity Index 0/0 Sample of Cla~e~ Gravel with Sand From B-4 @ 24'


TIME READINGS us STANDARD SERIES ..,0

.200 .100 .50 -..at30 .16 "8 .4

CLEAR SQUARE OPENINGS

318- 314" 1 112" 3- 5" 6" 8- 0 24 Hr 7 Hr

10045 ""'n15 Min eo Min 18 Min 4 Min 1 Min -

eo 10

80 20

70 30

i eo

~ 50

!i: ~ 40 a: ~

30

20 80

10

0 .an .002 .005 .009 .019 .037 .074 .149 .297 I .580 1.19 12.38 4.76 9.52 19.1 38.1 76.2 121 2 .420 2.0

CLAY TO SILT

• Gravel 0 % Sand D % Silt and Clay' 94 0/0 Liquid Limit 33 % Plasticity Index .16 %

Sample of FilIi Lean CIa! From Fill frQID :\ie~t-c;enttal lHlttj CD of refuse pile

Project No_ 34095 GRADATION TEST RESULTS Figure 11

e e e APPLIED GEOTECHNICAL ENGINEERING CONSULTANTS, INC.

TABLE I SUMMARY OF LABORATORY TEST RESULTS PROJECT NUMBER 34095

- ---- ~-- --~ - --

SAMPLE LOCATION NATURAL NATURAL GRADATION A TTERBERG LIMITS UNCONFINED MOISTURE DRY

SILTI LIQUID PLASTICITY COMPRESSIVE SAMPLE

BORINGI DEPTH CONTENT DENSITY GRAVEL SAND STRENGTH CLASSIFICATION TEST PIT (FEET) (%) (PCF) (%) (%)

CLAY LIMIT INDEX (PSF) (%) (%) (%)

B-1 2 13 117 96 22,400 Lean Clay

14 23 101 97 3,100 Lean Clay Jy.,

24 27 98 79 23 2 Silt with Sand

B-2 14 20 100 98 26 5 Silty Clay

B-3 2 17 109 91 3,530 Lean Clay

19 25 99 100 43 25 Lean Clay

B-4 24 8 134 55 28 17 Clayey Gravel with Sand

TP-1 3-4 65 22 13 29 4 Refuse material; Silty Gravel with Sand

TP-4 -: 0-2 8 47 45 26 8 Fill; Clayey Sand

West Central- 0 6 94 33 16 Fill; Lean Clay

·Sample obtained from fill pile at the west-central portion of the refuse pile. .

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