Huntingdon - semspub.epa.gov

'Of(a L~LHuntingdon• ' '-':".T ' rr' ^ f'"- ' '"" '-; -" " ' •'

Empire Soils Investigations, Inc., Division

Corporate Officesuo ~e'ecraon Poac

Box 297Middieoort *iew 'ort< '4'05

'716)735-3502Fax l716i735-9027

GEOTECHNICAL TESTING REPORTLIMESTONE ROAD SITE

CUMBERLAND, MARYLAND*

FOR:CONESTOGA-ROVERS & ASSOCIATES

NIAGARA FALLS, NEW YORK

JOB NO. MD-92-62JUNE, 1992

HIH, • ' . _ &

Huntingdon Empire Soils Investigations, Inc., Division

Corporate 0(f-ces'JO Te:eq'aoh =oad

Box 297Mtaaieoort -New ''ork '-'05

>7i6i735-3502Fax i7!6i735-JM27

July 7, 1992

Mr. Andrew P. Kisiel, GeologistConestoga-Rovers & Associates7703 Niagara Falls BoulevardNiagara Falls, NY 14304

Dear Mr. Kisiel:

SUBJECT: GEOTECHNICAL TESTING, CONTAMINATED SOIL SAMPLESLIMESTONE ROAD SITE, CUMBERLAND, MARYLANDCRA PROJECT NO. 4550

Transmitted herewith are the results of geotechnical testing performed on contaminated soilsamples from the subject project.

A total of eight (8) thin wall tube samples and one (1) jar sample was delivered to our laboratoryin Middleport, New York on April 28, 1992, and catalogued and identified as follows:

LAB NO. BORING NO. SAMPLE DEPTH (FT) SAMPLE TYPE

1225.001 SB-5 0.0 - 1.5 TUBE1225.002 SB-5 12.0 - 14.0 TUBE1225.003 SB-8 0.0 - 2.0 TUBE1225.004 SB-7 20.0 - 22.0 JAR1225.005 SB-7A 0.0 - 2.0 TUBE1225.006 SB-7A 7.5 - 9.5 TUBE1225.007 SB-7A 16.0 - 18.0 TUBE1225.008 SB-7A 24.0 - 26.0 TUBE1225.009 SB-7A 26.0 - 27.0 TUBE

The Chain-of-Custody Record requested that Atterberg Limits, Grain Size Distribution, WaterContent, Compression test, Permeability and Unit weight determinations be performed on all thetube samples. The single jar sample was to be tested for Grain Size Distribution. On inquirythe compression test requested was identified as Consolidated-Undrained Triaxial compressiontest with pore pressure measurement (ASTM D 4767) using net confining pressures of 5, 10,and 20 psi.

SR303583_HIH

Empire Soils Investigations, Inc., Division

Corporate Offices140 "e:egraDfi Read

Box ^97Midoleoort New '-"or* '4'Q5

1716)735-3502Pax i716i735-9Q27

It was not possible to complete this very ambitious testing program, partly due to insufficientsample recovery [four (4) of the tube samples had less than 12 inches recovery], and partly dueto gravel and miscellaneous fill (wood, glass, and metal) causing gouges or disturbance ofportions of the soil core. In one case (LAB NO. 1225.001), the soils core disintegrated(crumbled) when trimming of undisturbed specimens was attempted.

Grain size distribution test (ASTM D 422) was performed on all the samples. Individual GrainSize Distribution Test reports, with water content (ASTM D 2216) from the tube samples noted,are presented in Appendix A. This includes one uncontaminated sample tested in our laboratoryin Groton, New York. The results of Atterberg Limits tests (ASTM D 4318) are included inAppendix B.

We succeeded in preparing four (4) specimens for permeability testing (LAB NOS. 1225.002,1225.006, 1225.008, and 1225.009). Permeability test reports are contained in Appendix C.

Due to the shortage of suitable material the triaxial compression tests were performed as stagetests on one specimen using the maximum effective stress ratio as a failure criterion fortermination of each sheering stage. A total of three (3) cu-triaxial tests were completed (LABNOS. 1225.002, 1225.003, and 1225.008). The results of cu-triaxial testing are presented inAppendix D.

Finally, the sample recovery and approximate location of test specimens is documented on thetube logs contained in Appendix E.

It has been a pleasure working with your firm on this interesting project. Should you have anyquestions or in case we may be of further service, do not hesitate to contact the undersigned at716-735-3400.

Respectfully submitted,

EMPIRE SOILS INVESTIGATIONS, INC.

Jorgen F. Christiansen, PESenior Scientist, Geotechnical Testing

JFC/srk

Enclosure

.0 3R30358L,

APPENDIX AGRAIN SIZE DISTRIBUTION

WATER CONTENT

AR303585

(

100

90

80

70GCLLJS 60u_

Z 50LUCJ

£40Q_

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02C

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3RAIN SIZE DISTRIBUTION TEST REPORTc

. . * . £' S 5 ' ^*.a s s :: s , ,v « , o o oo ? | ^B|to en w ** ^ n ^ ^ i* ^ ^ *& % % *% ^ ^ ^ v

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1.•hi *l*<>

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X +3"0.0

% GRAVELa.o

% SAND71 .6

% SILT13. 1

'H

o Wn

% CLAY7 .3

LLNP

PINP

DBS1.93

DSO0.37

DSO0.29

°300. 167

DIS0.0267

MATERIAL DESCRIPTION• BLACK SAND. Ltle Silt, tr grvl S clay. ORGANICS

Project No . : MD-92-62Project: LIMESTONE ROAD SITE CUMBERLAND. MD.• Location: SB-5 / 0'- 1.5'

Date: MAY 29. 1992

GRAIN SIZE DISTRIBUTION TEST REPORT

EMPIRE SOILS INVESTIGATIONS. INC

DIO0.0111

usesSM

cc6.66

cu33.6

AASHTO

Remarks:CLIENT: CONESTOGA ROVERS

S ASSOCIATES

WATER CONTENT: 11. IX fek

LAB NO. 1225.001 ^^

Fi9ureN°- inon^QS

•

•

1

100

90

SO

70crHI^60LL

£50UJUQCUJ 40Q.

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Test2

SRAIN SIZE DISTRIBUTION TEST REPORTS c c c

" ~* "* ~ "* ""* '** ^ jE » % %» » 2

o

X

SSSX^X,' >IM* -

100 10.0 1.0 0.1 O.O1 0.001GRAIN SIZE - mm

X +3"0.0

% GRAVEL0 .0

% SAND23.3

% SILT20.3

% CLAY56.4

LL61

PI40

DB50. 12

D60 D50 D30 °15

MATERIAL DESCRIPTION• ORANGE CLAY. Some Sand S Silt

Project No.: MD-92-62Project: LIMESTONE ROAD SITE CUMBERLAND, MD.• Location: SB-5 / 12'- 14'

Date: MAY 29. 1992GRAIN SIZE DISTRIBUTION TEST REPORT


DIO

usesCH

cc cu

AASHTO


S ASSOCIATES

WATER CONTENT: 23 . SX

LAB NO. 1225.002

Figure No. 1


8 S100 -° ff) CM

200 100 10.0 1.0 0.1 0.01GRAIN SIZE - mm

Test +3' % GRAVEL % SAND % SILT X CLAY0.0 32.3 42.7 12.5 12.5

LL PI DBS DSO DIO Cu35 11 11.35 3.50 2.31 0. 183 0.0075 0.0030 3.20 1161.4

MATERIAL DESCRIPTION uses AASHTOBROWN/BLACK SAND. Some Gravel. Ltle Silt S Clay SM

Project No.: MD-92-62Project: LIMESTONE ROAD SITE CUMBERLAND. MD.


Location: SB-8 / 0'- 2'S ASSOCIATES

Date: JUNE 18, 1992GRAIN SIZE DISTRIBUTION TEST REPORT


WATER CONTENT: 18 . 4X

LAB NO. 1225.003

Figure No. 1

flR3U3588

•

•

1

100

90

80

70ccUJ

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^50UJuccLU 400.

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GRAIN c SIZE DISTRIBUTION TEST REPORT" 5 S S

o

S»S

*S>

1OO 1O.O

% +3"0.0

LL

% GRAVEL56.9

S ,ii*4

.

S

i.••••»S s;!•»h««-i

l.O O.I O.O1 0.001GRAIN SIZE - mm

% SAND30.0

% SILT7.3

% CLAY5.8

PI D8532.51

°6019.36

°509.38

°301.250

DIS0. 1052

MATERIAL DESCRIPTION• BROWN GRAVEL. Some Sand. tr. silt Sclay; organics

1 Project No.: MD-92-62Project: LIMESTONE ROAD SITE CUMBERLAND. MD.• Location: SB-7 / 20'- 22'

Date: JUNE 8, 1992



DIO0.0185

uses

cc4.37

cu1047 . 1

AASHTO


£5 ASSOCIATES

LAB NO. 1225.004

Figure No. 1

aR303589

•

•

1

100

90

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70QCUJ

5 60u.£50UJuccUJ 40CL

30

20

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Test3

GRAIN SIZE DISTRIBUTION TEST REPORTc*" c c e. w . - - -

.5 e 5 ~ 5 o o o o o S 8"" ** ** T ** N. v v T •" 8 ^8 "Sto m fti ^* ••• <n •* fft % % % % % %%

0

>> VSVS

c

H>^Ss•« *» •* • fc* 1 «. •h*lN

1OO 1O.O 1.0 0.1 0.01 0.001GRAIN SIZE - mm

% +3"0.0

% GRAVEL24.3

% SAND55.5

% SILT12.4

% CLAY7 .8

LLNP

PINP

DB58.51

°602.11

D500.65

030 DIS0.176 0.0275

MATERIAL DESCRIPTION• BROWN SAND. Sme Grvl. Ltle Silt, tr clay. ORGNC

Project No.: MD-92-62Project: LIMESTONE ROAD SITE CUMBERLAND, MD.• Location: SB-7A / 0'- 2'



DIOo.ooai

usesSM

cc1.80

cu260.0

AASHTO


& ASSOCIATES

WATER CONTENT: 16 . 4X

LAB NO. 1225.005

Figure No. 1———————————————————————————————————————— ; —— "• — - H u j u u u J u

1

100

90

80

70ccLUS 60U-

£50LUUCCLU 40Q.

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GRAIN. SIZE DISTRIBUTION TEST REPORT. . « . i a ^

C C C "X C O O ^ ^ k— -i — — — ^r <v <D o o o o vS ^ ^ Ki •« v 2} * "" •« i -ft ^ H

30

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100 10.0 1.0 0.1 0.01GRAIN SIZE - mm

% +3"0.0

% GRAVEL18. 1

% SAND45.5

% SILT18.7

— -^T

<

o BF : •

% CLAY15.7

LL33

PI8

°855.50

D602.02

°500.86

°300.016

°150.0044

MATERIAL DESCRIPTION• BROWN SAND. Ltle Silt S Gravel S clay. ORGANICS

Project No.: MD-92-62Project: LIMESTONE ROAD SITE CUMBERLAND, MD.• Location: SB-7A / 7.5'- 9.5'



°10

usesSM

cc Cu

AASHTO


S ASSOCIATES

WATER CONTENT: 2O 3% jtf

LAB NO. 1225.006 ^^

Figure No. 1

flR3Q359l

•

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100

90

80

70ccLU

M 50

Z 50LUUccm 40a,

30

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Test5

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• ftj . *4 —t *«

* 4 * 4 < * 4 « « * | « ^ ( V ( D O S ^ S ^2

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100 10.0 1.0 0.1 0.01 0.001GRAIN SIZE - mm

% + 3"0.0

% GRAVEL9.5

% SAND53.2

% SILT19.9

% CLAY17.4

LL58

PI36

D853.67

D60 500.50 0.21

D300.020

°150 . 0035

MATERIAL DESCRIPTION• BROWN SAND. Ltle Silt S Clay, tr gravel. ORGNCS

Project No.: MD-92-62Project: LIMESTONE ROAD SITE CUMBERLAND. MD.• Location: SB-7A / 16'- 18"



DIO

usesSC

cc cu

AASHTO


S ASSOCIATES

WATER CONTENT: 14.9%

LAB NO. 1225.007

Figure No £ R 3 Q 3 5 9 2

(100

90

80

70CEUJ5 60u_

LUUDCUJ 40o.

30

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BRAIN c SIZE DISTRIBUTION TEST REPORTc c c. **•» c o o ^ B.- i; i; — i ^r cv ID o o oo TO ^^^

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100 ao.o i.o o.i o.oi o.oo:GRAIN SIZE - mm

Test|% -*-3"• l ! 0.0

ii

% GRAVEL28. 1

% SAND .32.8

% SILT20.5

% CLAY i18.6

LL

• 33PI16

D8511.22

°603.02

D500.35

D300.015

°150.0030

MATERIAL DESCRIPTION• BROWN SAND, Some Gravel S Silt, Little Clay

Project No.: MD-92-62Project: LIMESTONE ROAD SITE CUMBERLAND. MD .• Location: SB-7A / 24'- 26'

Date: JUNE 29, 1332


EMPIRE SOILS INVESTIGATIONS. INC————————— . —————————————————————

°10

usesSC

cc cu

AASHTO

Remarks:CLIENT; CONESTOSA ROVERS

S ASSOCIATES £M

WATER CONTENT: 20.57= ^^

LAB NO, 1225,008

Figure Not. D1Q fj O C Q O


200 100 1O.O 1.0 0.1 0.01 0.001GRAIN SIZE - mm

Test X +3"0.0

GRAVEL28. 1

X SAND29.2

X SILT18.6

CLAY24 . 1

LL PI °85 D50 °30 D10 CC cu32 12 16.41 1 .97 0.32 0.008

MATERIAL DESCRIPTION uses AASHTO• TAN SAND, Some Gravel S Clay, Little Silt SC

Project No.: MD-92-62Project: LIMESTONE ROAD SITE CUMBERLAND. MD.


Location: SB-7A / 26'- 27'S ASSOCIATES

Date: MAY 29, 1992

BRAIN SIZE DISTRIBUTION TEST REPORT


WATER CONTENT: 19 . OX

LAB NO. 1225.009

Figure No. 1

•

•

(

100

90

80

70ccLU

2 60U.

Z 50CJLTUJ 40Q.

30

20

10

02C

BRAIN SIZE DISTRIBUTION TEST REPORTc

c c c. <\J . -« *- — 1C C C "x C O O . MHk*. 1^ — - - ; « - . • « rv CD o o o o v c- ^ •y

1 ^ **s "*•». V "™ f\J * 7 t p •— ry ^ ^ ^ Btn r n f M * 4 * * f T ) - < r n jk * * * %. % % ^ ^ H

0

x+7

•Ai\V

•

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100 10.0 1.0GRAIN SIZE

'5 m0 0

m % GRAVEL0 ,0

% SAND

0.1 0-01- mm

^i

i

^% SILT % CLAV

100 0

LL PI D852.67

°602.07

D501 .91

D301 639

D151 , 4355

MATERIAL DESCRIPTION

• Filter Pack Sand

Project No.: MD-92-062Project: Limestone Road• Location: SB-6. CRW - MI

Date: May 6, 1992E GRAIN SIZE DISTRIBUTION TEST REPORT

MPIRE SOILS INVESTIGATIONS. INC.

°101 3599

usesSP

cc0 95

cu1 5

AASHTO

Remarks:

Figure £^3595

APPENDIX BATTERBERG LIMITS

AR3Q3596

LIQUID AND PLASTIC LIMITS TEST REPORT60

50

xLUZ

30

20

10

CL or OL

HATCHEDAREA ISML-CL

::/ Z2Z72'7s

7/

//

ML or OL

CH or OH

/

///

>

/

/

MH or OH

10 20 30 40 50 SO 70 80 90 100

LIQUID LIMIT

Location + Description LL PL PI -200 ASTM D 2487-85SB-50'- 1.5' NV NP

SM. Silty sandNone 20.4

NV - Non-Viscous NP - Non-PlasticProject No.: MD-92-62Project: LIMESTONE ROAD SITE

Client' CONESTOGA ROVERS S ASSOCIATES MATERIAL SIEVED THRU

Location: CUMBERLAND. MARYLAND

Date: MAY 29, 1992_______________________________LAB NO. 1225.001

LIQUID AND PLASTIC LIMITS TEST REPORT


Remarks:MATERIAL IS NON-PLASTIC

#40 SIEVE

Fig. No. 1

fl R 3 0 3 R Q 7

LIQU:60

50

Xuj 40zM

M

Cfl

°- 20

10

0C

ED AND PLASTIC LIMITS TEST REPORT

CL or OL

HATCHEDAREA ISML-CL

_ - - _ -

//

.ML or OL

CH or OH

/

/

10 20 30 40 50 50

LIQUID LIMIT

Location + Description9 SB-5

12'-141

LL

61

PL

21

PI

40

x/

>/

MH or OH

70 80 90 100

-200

76 .65

ASTM D 2487-85CH, Fat clay with

sand

Project No.: MD-92-62Project: LIMESTONE ROAD SITE

Client: CONESTOGA ROVERS S ASSOCIATESLocation: CUMBERLAND, MARYLAND

Date: MAY 29, 1992



Remarks:

MATERIAL SIEVED THRU

#40 SIEVE

LAB NO. 1225.002

Fig. No. 1

BR303598


50

xLU 40Z

h-cn

30

20

10

CL or OL

HATCHEDAREA ISML-CL

ML or OL

CH or OH

MH or OH

10 20 30 40 50 60 70 80 90 100

LIQUID LIMIT

Location + Description LL PL PI -200 ASTM D 2487-85SB-8 / 0'- 2"

35 24 11 24.99SM, Silty sand with

gravel

Project No.: MD-92-62Project; LIMESTONE ROAD SITE

Client: CONESTOGA ROVERS S ASSOCIATESLocation: CUMBERLAND. MARYLAND

Date: JUNE 18, 1992_______________________________LAB NO. 1225.003



Remarks:


#40 SIEVE

Fig. No. 1

LIQU:60

50

0 4®2M

en

11 20

10

00


CL or OL

HATCHEDAREA ISML-CL

- _ — — — — X

x/

ML or OL

CH or OH

/

/

10 20 30 40 50 60

LIQUID LIMIT

Location + Description9 SB-7A

O1- 2'

LL

NV

PL

NP

PI

None

x/X/

MH or OH

70 80 90 100

-200

20 .25

ASTM D 2487-85SM, Silty sand with

grave 1

NV - Non-Viscous NP - Non-PlasticProject No.: MD-92-62Project: LIMESTONE ROAD SITE

Client: CONESTOGA ROVERS S ASSOCIATESLocation: CUMBERLAND. MARYLAND

Date: MAY 29, 1992



Remarks:MATERIAL IS NON-PLASTIC


#40 SIEVE

LAB NO. 1225.005

Fig. No. 1


50

XLU 40z

3 30

20

10

CL or OL

HATCHEDAREA ISML-CL

'.'.27.Z2Z7J.'7s

//

X*

ML or OL

CH or DH

/

/

x/

/

MH or OH

10 20 30 40 50 60 70 80 90 100

LIQUID LIMIT

Location + Description LL PL PI -200 ASTM D 2487-85SB-7A7.5'- 9.5' 33 25 B 35.39

SM, Silty sand withgrave 1

Pro j ec t No.: MD-92-62Project: LIMESTONE ROAD SITE

Client: CONESTOGA ROVERS S ASSOCIATES MATERIAL SIEVED THRU

Location: CUMBERLAND, MARYLAND

Date: MAY 29. 1992________________________________LAB NO. 1225.006



Remarks:

#40 SIEVE

Fig. No. 1

LIQU:60

50

XLU 40zM

>1—

u 30HHl-(n_j°- 20

10

0C


CL or OL

HATCHEDAREA ISML-CL

. -/£ Z .Z2Z7 ~/~ "y

//

ML or OL

CH or OH

•

^/

10 20 30 40 50 60

LIQUID LIMIT

Location + Description« SB-7A

16'- 18'

LL

53

PL

22

PI

36

//

/

/

MH or OH

\

70 80 90 100

-200

37.34

ASTM D 2487-85SC, Clayey sand



Date: MAY 29. 1992



Remarks:


#40 SIEVE

LAB NO, 1225,007

Fig. No . 1


50

LU 40Z

30en<

20

10

CL or OL

HATCHEDAREA ISML-CL

CH or OH

X

MH or OH

4

10 20 30 40 50 60 70 80 90 100

LIQUID LIMIT

Location + Description LL PL PI -200 ASTM D 2487-85SB-7A / 24'- 26'

38 22 16 39.06SC, Clayey sand

with gravel


Client: CONESTOGA ROVERS S ASSOCIATES MATERIAL SIEVED THRU

Location: CUMBERLAND. MARYLAND

Date: JUNE 29, 1992______________________________LAB NO. 1225.008


EMPIRE SOILS INV%$Tffj lQlpNS. INC

Remarks:

#40 SIEVE

Fig. No. 1

LIQU:60

50

Xuj 40zM

tHH-cn

°- 20

10

00


CL or OL

HATCHEDAREA ISML-CL

'~y/77~/JJ~7s

st

t //

ML or OL

CH or OH

7/

10 20 30 40 50 60

LIQUID LIMIT

Location + Description* SB-7A

25'- 27'

LL

32

PL

20

PI

12

/7/

/

MH or OH

70 80 90 100

-200

42.72

ASTM D 2487-85SC, Clayey sand

with gravel



Date: MAY 29. 1992



Remarks:


#40 SIEVE

LAB NO. 1225.009

Fig. No. 3

AR3Q3601*

APPENDIX CPERMEABILITY TESTS

flf?303605

TEST DATA: SAMPLE DATA:

f>

Specimen Height (cm) :______________________8.72 Sample Identification: LAB NO. 1225.002

Specimen Diameter (cm) :______________7 .19 BORING SB-5. 12.0' - 14.0'__________

Dry Unit Weight (pcf):_____________102 .8 Visual Description: Mottled Orange Brown

Moisture Content Before Test (%):____21.7 CLAY & SILT, trace sand & gravel_____

Moisture Content After Test (%) :____24.5 Remarks: Stone (I"x2") noted near base

Cell Confining Pressure (psi) :________95 .0 of specimen after test___________________

Test Pressure (psi): 85.1 90.0 Maximum Dry DensityBack Pressure (psi): 80.2 80.0 (ASTM D ____) (pcf):

Differential Head (psi); 4.9 10.0 Optimum Moisture Content (%):________

Flow Rate(AV/t)(cm3/sec)Ol.72xlo"5 A 4.30xlo"5Percent Compaction:______________________-9 -fl

Permeability (cm/sec): O9.96x10 A 1.27x10 Permeameter Type: FLEXIBLE WALL_____ •

TIME - t (sec)1QQ.QQO____________200.000

>

O

8jPu

U0)

<«->

CQ _Q

g 10 i-

w& .60 25 50 75

HYDRAULIC GRADIENT -Ah/L (cm/cm)

PERMEABILITY TEST REPORT

LIMESTONE ROAD SITECUMBERLAND, MARYLAND

OKOY: JFC cx'p Jj= / DATE: MAY, 1992___ PROJ.NO. MD-92-62

TEST DATA: SAMPLE DATA:

Specimen Height (cm):______________________9.49 Sample Identification: LAB NO. 1225.006

Specimen Diameter (cm) :_____________7.17 BORING SB-7A, 7.5' - 9.5'__________

Dry Unit Weight (pcf) : ___________108.6 Visual Description: Grey. SILT & SAND.

Moisture Content Before Test (%) :_____19.6 Some CLay. little gravel __________

Moisture Content After Test (%): 18.6 Remarks:

Cell Confining Pressure (psi) :_______95 .0

Test Pressure (psi) : 84.8 82 .4 Maximum Dry Density

Back Pressure (psi) : 79.7 80.0 (ASTM D ____ ) (pcf) : ____

Differential Head (psi) : 5.1 ___ 2.4 Optimum Moisture Content (%) : ____-4 -5Flow Rate (AV/t) (cm3/sec)0 2.04x10 A 9.03x10 Percent Compaction: ____________

Permeability (cm/sec) ; 0 1.28xlo" A l.llxio" Permeameter Type: FLEXIBLE WALL

TIME - t (sec)100,000 _______________ 200.000

<

wDJO

§

u0)toV.6

mS 10w

_W/t RELATIONSHIP

50 100HYDRAULIC GRADIENT - Ah/L (cm/cm)


LIMESTONE ROAD SITECUMBERLAND, MARYLAND A R 3 0 3 6 0

on of: JFC 1992 »OJ.N. MD-92-62

TEST DATA:

Specimen Height (cm) :Specimen Diameter (cm) .

k Dry Unit Weight (pcf) :

SAMPLE DATA:

^ Moisture Content BeforeMoisture Content After

Cell Confining Pressure

Test Pressure (psi) :

Back Pressure (psi) :

Differential Head (psi) :Flow Rate (AV/t)(cm3/sec)0

Permeability (cm/sec) : 0

0 -, ———————

-

Test (%)

Test (%)

(psi) :

.

:

85.280.1

5.13.77xlO~41.38xlO~7

A

A

5" 7

101

22

20

95

82

80

2

.58 Sample Identification: LAB NO. 1225.008

.18 v BORING SB-7A, 24.0' - 26.0'

.9 Visual Description: Olive SILT & CLAY,

.0 little

. 7 Remarks :

.0

gravel, trace organicsGouges in side of specimen

repaired with trimmings.8 Maximum Dry Density

.1 (ASTM D ) (pcf) :

.7 Optimum Moisture Content (%) :-41.89x10 Percent Compaction:

1.26x10* Permeameter Type: FLEXIBLE WALL

TIME - t (sec100.000

•. S fe E ^

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Specimen Heigl

Specimen Diame

Dry Unit Weig!

Moisture Cents

Moisture Cont<

Cell Confininc

Test Pressure

Back Pressure

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(pcf): 108.9 Visual Description: olive SILT & SAND. 4

snt Before Test (%)>nt After Test (%)

3 Pressure (psi) :

: 19.5«

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95.0(psi): 85.1 90.3 Maximum Dry Density

(psi) : 80.0 80.1 (ASTM D

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APPENDIX DCU-TRIAXIAL TESTS

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TYPE OF TEST:CU with pore pressures

SAMPLE TYPE: 2.B" UNDISTUDESCRIPTION: ORANGE CLAY.

Sand S SiltLL- 61 PL- 21 PSPECIFIC GRAVITY- 2.89REMARKS: SPECIFIC GRAVITY

ASSUMED

LAB NO. 1225.002FIG. NO.

5 20

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SAMPLE NO.WATER CONTENT.

J DRY DENSITY, pcM SATURATION. %£ VOID RATIOZ DIAMETER, inM HEIGHT, in

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% 20.0 23.4 22.8f 107 0 107.6 108.7

B4.3 100.1 100.10.687 0.676 O . 660 _2.85 2 86 2.86 ^5.60 5 52 5.46 ^

WATER CONTENT. X 23.4 22.8 21.9}r DRY DENSITY, pcf 107.5 108.7 110.4IU SATURATION. % 100.0 100.0 100.0"- VOID RATIO 0.677 0.660 0.634H- DIAMETER, in 2.84 2. 84 3. 84"* HEIGHT, in 5.59 5.52 5.45BACK PRESSURE, psi 50.00 50.00 50.00CELL PRESSURE, psi 55.00 60.00 70.00FAILURE STRESS. pS i 8.94 13.07 22.61

PORE PRESSURE, psi 51.40 53.40 56.90STRAIN RATE. X/min . O.006 0 . OOB O.006ULTIMATE STRESS, psi

PORE PRESSURE, psi5t FAILURE, psi 12.54 19.67 35.7153 FAILURE, psi 3.6 6.6 13.1

CLIENT: CONESTOGA ROVERS S ASSOCIATES

PROJECT: LIMESTONE ROAD SITECUMBERLAND. MARYLAND

SAMPLE LOCATION: SB-5 / 12 '-14'

PROJ. NO.: MD-92-62 DATE: JUNE 1. 1992 BTRIAXIAL COMPRESSION TEST ^^

EMPIRE SOILS INVESTIGATIONS. INC.

SR3036

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Client: CONESTOGA ROVERS S ASSOCIATESProject: LIMESTONE ROAD SITE CUMBERLAND, MARYLANDLocation: SB-5 / 12'-14'File: TEST 189 Project No.: MD-92-62

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SR3036I2

TRIAXIAL COMPRESSION TEST 6-18-1992CU with pore pressures 1:09 pm

Project Data

.reject No.: MD-92-62 Date: JUNE 1, 1992 Data file: TEST189Client: CONESTOGA ROVERS & ASSOCIATESroject: LIMESTONE ROAD SITE CUMBERLAND, MARYLANDample location: SB-5 / 12'-14'Sample description: ORANGE CLAY, Some Sand & Silt"emarks: SPECIFIC GRAVITY IS ASSUMED

LAB NO. 1225.002 Fig No.

Sample No. 1 Data

Type of sample: 2.8" UNDISTURBEDSpecific Gravity^ 2.89 LL= 61 PL= 21 PI= 40

Sample Parameters Before Test At Testing After TestDiameter, in 2.85 2.84Height change, in 0.01Height, in 5.60 5.59Weight, grams 1200.5Water volume change, cc -33.80Moisture, % 20.0 23.4 21.9Dry density, pcf 107.0 107.6Saturation, % 84.3 100.0Void ratio 0.687 0.677

Test Data

Deformation dial constant= 0.001 in per input unit"^rimary load ring constant* 1.717 Ibs. per input unitSecondary load ring constant- 0 Ibs. per input unitCrossover reading for secondary load ring= 0 input unitsRate of strain^ 0.006 % per minuteConsolidation cell pressure * 55 psiConsolidation back pressure - 50 psiConsolidation effective confining stress = 5 psiPeak deviator stress = 8.94 psi at reading no. 11Jit. deviator stress =

'o. Def. Def. Load Losd Strain Deviator Effective Stresses Por* P psi Q psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

0 106.01 110.02 120.03 130.04 140.0

0.0000.0040.0140.0240.034

12.2014.9024.8033.2036.40

0.04.621.636.141.6

0.00.10.30.40.6

0.000.733.415.676.52

5.004.803.903.103.00

5.005.537.318.779.52

1.001.151.872.833.17

50.050.251.151.952.0

5.005.175.605.936.26

0.000.371.702.833.26

150.0 0.044 38.50 45.2 0.8 7.07 3.10 10.17 3.28 51.9 6.64 3.54


flR3036)3

>. Def. Def. Load Load Strain Deviator Effective Stresses Port P psi 0 psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

^

6 160.0 0.054 40.10 47.9 1.0 7.49 3.10 10.59 3.42 51.9 6.84 3.74170.0 0.064 41.80 50.8 1.1 7.93 3.20 11.13 3.48 51.8 7.16 3.96180.0 0.074 43.10 53.1 1.3 8.26 3.30 11.56 3.50 51.7 7.43 4.13

9 190.0 0.084 44.30 55.1 1.5 8.57 3.40 11.97 3.52 51.6 7.68 4.2810 200.0 0.094 45.40 57.0 1.7 8.84 3.50 12.34 3.53 51.5 7.92 4.4211 205.0 0.099 45.80 57.7 1.8 8.94 3.60 12.54 3.48 51.4 8.07 4.4712 205.0 0.099 45.80 57.7 1.8 8.94 3.60 12.54 3.48 51.4 8.07 4.47


flf?3036U


Project Data

.reject No.: MD-92-62 Date: JUNE 1, 1992 Data file: TEST189Client: CONESTOGA ROVERS & ASSOCIATESroject: LIMESTONE ROAD SITE CUMBERLAND, MARYLANDample location: SB-5 / 12'-14'Sample description: ORANGE CLAY, Some Sand & Silt"emarks: SPECIFIC GRAVITY IS ASSUMED


Sample No. 2 Data

Type of sample: 2.8" UNDISTURBEDSpecific Gravity= 2.89 LL= 61 PL= 21 PI= 40

Sample Parameters Before Test At Testing After TestDiameter, in 2.86 2.84Height change, in 0.01Height, in 5.52 5.52'Weight, grams 1234.3Water volume change, cc 5.85Moisture, % 23.4 22.8 21.9Dry density, pcf 107.6 108.7Saturation, % 100.1 100.0Void ratio 0.676 0.660

Test Data

Deformation dial constant 0.001 in per input unitPrimary load ring constant3 1.717 Ibs. per input unitSecondary load ring constant3 0 Ibs. per input unitCrossover reading for secondary load ring= 0 input unitsRate of strain- 0.006 % per minuteConsolidation cell pressure = 60 psiConsolidation back pressure » 50 psiConsolidation effective confining stress = 10 psiPeak deviator stress * 13.07 psi at reading no. 11Jit. deviator stress =

'Jo. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psi Q psiDial in Dial ' Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

0 179.0 0.000 15.70 0.0 0.0 0.00 10.00 10.00 1.00 50.0 10.00 0.00• 1 180.0 0.001 16.50 1.4 0.0 0.22 10.00 10.22 1.02 SO.O 10.11 0.112 190.0 0.011 21.50 10.0 0.2 1.56 9.10 10.66 1.17 50.9 9.88 0.783 200.0 0.021 44.90 50.1 0.4 7.86 7.10 14.96 2.11 52.9 11.03 3.934 210.0 0.031 52.80 63.7 0.6 9.97 6.40 16.37 2.56 53.6 11.38 4.985 220.0 0.041 57.20 71.3 0.7 11.13 6.30 17.43 2.77 53.7 11.86 5.56

I

EMPIRE SOILS INVESTIGATIONS, INC,

^3036/5

..->. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psi 0 psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

232.0 0.053 59.80 75.7 1.0 11.80 6.30 18.10 2.87 53.7 12.20 5.90240.0 0.061 61.30 78.3 1.1 12.18 6.20 18.38 2.96 53.8 12.29 6.09250.0 0.071 62.80 80.9 1.3 12.56 6.30 18.86 2.99 53.7 12.58 6.28

9 260.0 0.081 63.80 82.6 1.5 12.80 6.40 19.20 3.00 53.6 12.80 6.4010 265.0 0.086 64.50 83.8 1.6 12.98 6.50 19.48 3.00 53.5 12.99 6.4911 270.0 0.091 64.90 84.5 1.7 13.07 6.60 19.67 2.98 53.4 13.14 6.54



Project Data

Project No.: MD-92-62 Date: JUNE 1, 1992 Data file: TEST189Client: CONESTOGA ROVERS & ASSOCIATESProject: LIMESTONE ROAD SITE CUMBERLAND, MARYLANDSample location: SB-5 / 12'-14'Sample description: ORANGE CLAY, Some Sand & SiltRemarks: SPECIFIC GRAVITY IS ASSUMED


Sample No. 3 Data

Type of sample: 2.8" UNDISTURBED .Specific Gravity3 2.89 LL= 61 PL= 21 PI= 40

Sample Parameters Before Test At Testing After TestDiameter, in 2.86 2.84Height change, in 0.01Height, in 5.46 5.45Weight, grams 1228.5Water volume change, cc 9.00Moisture, % 22.8 21.9 21.9Dry density, pcf 108.7 110.4Saturation, % 100.1 100.0Void ratio 0.660 0.634

Test Data

Deformation dial constant3 0.001 in per input unitPrimary load ring constant3 1.717 Ibs. per input unitSecondary load ring constant3 0 Ibs. per input unitCrossover reading for secondary load ring3 0 input unitsRate of strain- 0.006 % per minuteConsolidation cell pressure = 70 psiConsolidation back pressure = 50 psiConsolidation effective confining stress = 20 psiPeak deviator stress = 22.61 psi at reading no. 15Ult. deviator stress =

No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psi Q psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

0 247.0 0.000 18.40 0.0 0.0 0.00 20.00 20.00 1.00 50.0 20.00 0.001 250.0 0.003 22.50 7.0 0.1 1.11 19.60 20.71 1.06 50.4 20.16 0.562 260.0 0.013 60.00 71.4 0.2 11.25 15.10 26.35 1.74 54.9 20.72 5.623 270.0 0.023 77.20 101.0 0.4 15.87 13.40 29.27 2.18 56.6 21.33 7.934 280.0 0.033 85.70 115.6 0.6 18.13 12.70 30.83 2.43 57.3 21.77 9.075 290.0 0.043 90.80 124.3 0.8 19.47 12.40 31.87 2.57 57.6 22.13 9.73


. 3R3036J7

Def. Def. Load Load Strain Deviator Effective Stresses Port P psi Q psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

300.0 0.053 94.00 129.8 1.0 20.29 12.30 32.59 2.65 57.7 22.45 10.15310.0 0.063 96.00 133.2 1.2 20.79 12.30 33.09 2.69 57.7 22.69 10.39320.0 0.073 97.80 136.3 1.3 21.23 12.40 33.63 2.71 57.6 23.02 10.62

9 330.0 0.083 99.10 138.6 1.5 21.54 12.60 34.14 2.71 57.4 23.37 10.7710 335.0 0.088 99.80 139.8 1.6 21.71 12.60 34.31 2.72 57.4 23.45 10.851 340.0 0.093 100.70 141.3 1.7 21.93 12.70 34.63 2.73 57.3 23.66 10.962 345.0 0.098 101.70 143.0 1.8 22.17 12.80 34.97 2.73 57.2 23.89 11.0913 350.0 0.103 102.30 144.1 1.9 22.31 12.90 35.21 2.73 57.1 24.06 11.16'4 355.0 0.108 103.00 145.3 2.0 22.48 13.00 35.48 2.73 57.0 24.24 11.245 360.0 0.113 103.60 146.3 2.1 22.61 13.10 35.71 2.73 56.9 24.41 11.31


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D 5 10 15 20Axial Strain, %


SAMPLE TYPE: 2.8" UNDISTURBEDDESCRIPTION: BLACK SILT S CLAY.

Little Sand S GravelLL- 35 PL- 25 PI- 10.0SPECIFIC GRAVITY- 2.48REMARKS: SPECIFIC GRAVITY IS

ASSUMED


SAMPLE N O . 1 2 3

WATER CONTENT. % 20.0 24.3 23.9^ DRY DENSITY, pcf 95.8 96.6 97.2M SATURATION. % 80 . 3 100 .0 100 .0£ VOID RATIO 0.616 0.603 0.593Z DIAMETER, in 2.85 2 86 2.88 ^^kM HEIGHT, in 5.63 5 52 5.42 ^ff

WATER CONTENT. % 24,3 23.9 23.5Jr DRY DENSITY, pcf 96.6 97.2 97.8Uj SATURATION. % 100,0 100.0 100.0•~ VOID RATIO 0.603 0.593 0.582H DIAMETER, in 2.84 2.86 2.87"* HEIGHT, in 5.63 5.52 5.42BACK PRESSURE, psi 50.0 50.0 50.0CELL PRESSURE, psi 55.0 60.0 70.0FAILURE STRESS, psi 18.3 27.6 43.4

PORE PRESSURE, psi 49.6 51.2 56.1STRAIN RATE, %/min . 0.071 0.071 0.071ULTIMATE STRESS, psi

PORE PRESSURE, psi5i FAILURE, psi 23.7 36.4 57.353 FAILURE, psi 5.4 8.8 13.9

CLIENT: CONESTOGA ROVERS S ASSOCIATES


SAMPLE LOCATION: SB-8 / 0'- 2'

PROJ. NO.: MD-92-62 DATE: JUNE IB. 19S ^

TRIAXIAL COMPRESSION TEST ~^^


5R3036I9

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Client: CONESTOGA ROVERS S ASSOCIATESProject: LIMESTONE ROAD SITE CUMBERLAND. MARYLANDLocation: SB-8 / 0'- 2*File: TEST190 Project No.: MD-92-62 Page 2/2 Fig. No.

ftR303620

<L


Project Data

Project No.: MD-92-62 Date: JUNE 18, 1992 Data file: TEST190Client: CONESTOGA ROVERS & ASSOCIATES'reject: LIMESTONE ROAD SITE CUMBERLAND, MARYLANDJample location: SB-8 / O1- 2'Sample description: BLACK SILT & CLAY, Little Sand & GravelRemarks: SPECIFIC GRAVITY IS ASSUMED

LAB NO. 1225.003 Pig No.

Sample No. 1 Data

Type of sample: 2.8" UNDISTURBEDSpecific Gravity35 2.48 LL= 35 PL= 25 PI= 10

Sample Parameters Before Test At Testing After TestDiameter, in 2.85 2.84Height change, in 0.01Height, in 5.63 5.63Weight, grams 1080.5Water volume change, cc -39.40Moisture, % 20.0 24.3 23.5Dry density, pcf 95.8 96.6Saturation, % 80.3 100.0Void ratio 0.616 0.603

Test Data

Deformation dial constant= 0.001 in per input unitPrimary load ring constant= 1.717 Ibs. per input unitSecondary load ring constant^ 0 Ibs. per input unitCrossover reading for secondary load ring= 0 input unitsRate of strain= 0.071 % per minuteConsolidation cell pressure = 55 psi ,Consolidation back pressure = 50 psiConsolidation effective confining stress =» 5 psiPeak deviator stress = 18.31 psi at reading no. 15Ult. deviator stress =

No. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psi Q psiDial in Dial Lbt. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratfo psi

0 7.0 0.000 12.20 0.0 0.0 0.00 5.00 5.00 1.00 50.0 5.00 0.00' 1 10.0 0.003 13.80 2.7 0.1 0.43 5.00 5.43 1.09 50.0 5.22 0.22

2 20.0 0.013 27.00 25.4 0.2 4.01 4.30 8.31 1.93 50.7 6.31 2.013 30.0 0.023 36.50 41.7 0.4 6.58 3.70 10.28 2.78 51.3 6.99 3.294 40.0 0.033 43.30 53.4 0.6 8.40 3.70 12.10 3.27 51.3 7.90 4.205 50.0 0.043 48.40 62.2 0.8 9.76 3.80 13.56 3.57 51.2 8.68 4.88


AR30362!

.j. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psi Q psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

6 60.0 0.053 52.90 69.9 0.9 10.96 4.00 14.96 3.74 51.0 9.48 5.4870.0 0.063 56.90 76.7 1.1 12.01 4.20 16.21 3.86 50.8 10.21 6.0180.0 0.073 60.00 82.1 1.3 12.82 4.35 17.17 3.95 50.7 10.76 6.41

9 90.0 0.083 63.00 87.2 1.5 13.60 4.50 18.10 4.02 50.5 11.30 6.8010 100.0 0.093 65.30 91.2 1.7 14.19 4.65 18.84 4.05 50.4 11.75 7.1011 110.0 0.103 67.70 95.3 1.8 14.81 4.80 19.61 4.08 50.2 12.20 7.4012 120.0 0.113 69.70 98.7 2.0 15.31 4.95 20.26 4.09 50.1 12.61 7.6613 130.0 0.123 72.10 102.8 2.2 15.92 5.10 21.02 4.12 49.9 13.06 7.96U HO.O 0.133 73.60 105.4 2.4 16.29 5.25 21.54 4.10 49.8 13.40 8.1515 150.0 0.143 75.20 108.2 2.5 16.69 5.40 22.09 4.09 49.6 13.74 8.34


AR303622


Project Data

.'reject No.: MD-92-62 Date: JUNE 18, 1992 Data file: TEST190Client: CONESTOGA ROVERS & ASSOCIATES'reject: LIMESTONE ROAD SITE CUMBERLAND, MARYLANDsample location: SB-8 / O1- 2'Sample description: BLACK SILT & CLAY, Little Sand & GravelRemarks: SPECIFIC GRAVITY IS ASSUMED


Sample No. 2 Data

Type of sample: 2.8" UNDISTURBEDSpecific Gravity= 2.48 LL= 35 PL= 25 PI= 10


Test Data

Deformation dial constant^ 0.001 in per input unitPrimary load ring constant= 1.717 Ibs. per input unitsecondary load ring constant= 0 Ibs. per input unitCrossover reading for secondary load ring= 0 input unitsRate of strain= 0.071 % per minuteConsolidation cell pressure = 60 psiConsolidation back pressure - 50 psiConsolidation effective confining stress = 10 psiPeak deviator stress = 27.58 psi at reading no. 14alt. deviator stress =

Mo. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psi 0 psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

0 116.0 0.000 14.30 0.0 0.0 0.00 10.00 10.00 1.00 50.0 10.00 0.001 120.0Z 130.03 140.04 150.05 160.0

0.0040.0140.0240.0340.044

30.5049.6063.7076.2086.10

27.860.684.8106.3123.3

0.10.30.40.60.8

4.349.4413.1916.5019.10

9.108.307.607.607.60

13.4417.7420.7924.1026.70

1.482.142.743.173.51

50.951.752.452.452.4

11.2713.0214.2015.8517.15

2.174.726.608.259.55


3R303623

Def. Def. Load Load Strain Deviator Effective Stresses Pore P psi 0 ps!Dial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

170.0 0.054 92.70 134.6 1.0 20.82 7.70 28.52 3.70 52.3 18.11 10.41180.0 0.064 96.90 141.8 1.2 21.90 7.85 29.75 3.79 52.2 18.80 10.95190.0 0.074 100.00 147.1 1.3 22.68 8.00 30.68 3.83 52.0 19.34 11.34200.0 0.084 102.50 151.4 1.5 23.29 8.15 31.44 3.86 51.9 19.80 11.65

10 210.0 0.094 104.60 155.0 1.7 23.81 8.30 32.11 3.87 51.7 20.20 11.901 220.0 0.104 106.00 157.4 1.9 24.13 8.40 32.53 3.87 51.6 20.47 12.072 230.0 0.114 107.70 160.4 2.1 24.53 8.50 33.03 3.89 51.5 20.77 12.2713 240.0 0.124 108.90 162.4 2.2 24.80 8.65 33.45 3.87 51.4 21.05 12.40'4 250.0 0.134 110.30 164.8 2.4 25.12 8.80 33.92 3.85 51.2 21.36 12.56


flR30362U


Project Data

rroject No.: MD-92-62 Date: JUNE 18, 1992 Data file: TEST190Client: CONESTOGA ROVERS & ASSOCIATESreject: LIMESTONE ROAD SITE CUMBERLAND, MARYLANDample location: SB-8 / O1- 21

Sample description: BLACK SILT & CLAY, Little Sand & Gravel"emarks: SPECIFIC GRAVITY IS ASSUMED


Sample No. 3 Data

Type of sample: 2.8" UNDISTURBEDSpecific Gravity= 2.48 . LL= 35 PL= 25 PI= 10


Test Data

Deformation dial constant^ 0.001 in per input unit'rimary load ring constant= 1.717 Ibs. per input unitlecondary load ring constant= 0 Ibs. per input unitCrossover reading for secondary load ring= 0 input unitsRate of strain= 0.071 % per minute:onsolidation cell pressure - 70 psiConsolidation back pressure = 50 psiConsolidation effective confining stress = 20 psi3eak deviator stress - 43.37 psi at reading no. 14lit. deviator stress =

o. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psi Q psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

0 216.0 0.000 17.30 0.0 0.0 0.00 20.00 20.00 1.00 50.0 20.00 0.001 1 220.0 0.004 42.90 44.0 0.1 6.78 17.30 24.08 1.39 52.7 20.69 3.392 230.0 0.014 79.70 107.1 0.3 16.50 15.80 32.30 2.04 54.2 24.05 8.253 240.0 0.024 101.40 144.4 0.4 22.20 14.30 36.50 2.55 55.7 25.40 11.104 250.0 0.034 120.00 176.3 0.6 27.06 13.50 40.56 3.00 56.5 27.03 13.533 260.0 0.044 134.00 200.4 0.8 30.69 13.35 44.04 3.30 56.7 28.69 15.34


.o. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psi Q psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

270.0 0.054 143.90 217.4 1.0 33.23 13.20 46.43 3.5"2 56.8 29.81 16.61280.0 0.064 150.70 229.0 1.2 34.95 13.20 48.15 3.65 56.8 30.67 17.47290.0 0.074 155.80 237.8 1.4 36.22 13.20 49.42 3.74 56.8 31.31 18.11

9 300.0 0.084 159.40 244.0 1.6 37.09 13.30 50.39 3.79 56.7 31.84 18.5410 310.0 0.094 162.20 248.8 1.7 37.75 13.40 51.15 3.82 56.6 32.27 18.8711 320.0 0.104 164.70 253.1 1.9 38.33 13.50 51.83 3.84 56.5 32.66 19.1612 330.0 0.114 166.80 256.7 2.1 38.80 13.60 52.40 3.85 56.4 33.00 19.4013 340.0 0.124 168.20 259.1 2.3 39.09 13.75 52.84 3.84 56.3 33.30 19.5514 350.0 0.134 170.00 262.2 2.5 39.48 13.90 53.38 3.84 56.1 33.64 19.74


flR303626

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SAMPLE TYPE: 2.8" UNDISTURBEDDESCRIPTION: BROWN SAND S SILT

. Little ClayLL- 38 PL- 22 PI- 16.0SPECIFIC GRAVITY- 2.72REMARKS: SPECIFIC GRAVITY IS

ASSUMED


SAMPLE N O . 1 2 3

WATER CONTENT. % 21.0 19.4 19.1J DRY DENSITY, pcf 108 0 109.1 109.7M SATURATION, X 99.8 94.8 94.8£ VOID RATIO 0.573 0.556 0.548 ^^Z DIAMETER, in 2.86 2.88 2.91 ^^M HEIGHT, in 5.56 5.44 5.31 ^

WATER CONTENT. X 20.4 19.1 18.7£ DRY DENSITY, pcf 109.2 111.8 112.5Uj SATURATION. X 100.0 100.0 100.0"- VOID RATIO 0.555 0.519 0.510t- DIAMETER, in 2 . 85 2 . 85 2 . 87< HEIGHT, in 5.56 5.44 5.31BACK PRESSURE, psi 50 . 0 50 . 0 50 . 0 ;CELL PRESSURE, psi 55.0 60.0 70.0FAILURE STRESS, psi 16.9 41.3 74.2

PORE PRESSURE, psi 48.4 45.4 44.7STRAIN RATE. X/min . O.043 O.O43 O.043ULTIMATE STRESS, psi

PORE PRESSURE, psi5i FAILURE, psi 23.5 55.9 99.553 FAILURE, psi 6.6 14.6 25.3

CLIENT: CONEST06A ROVERS S ASSOCIATES


SAMPLE LOCATION: SB-7A / 24'- 26'

PROJ. NO.: MD-92-62 DATE: JUNE 29. 19 B

TRIAXIAL COMPRESSION TEST


flR303627

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Client: CONESTOGA ROVERS S ASSOCIATESProject: LIMESTONE ROAD SITE CUMBERLAND. MARYLANDLocation: SB-7A / 24'- 26'File: TEST191 Project No.: MD-92-62 Page 2/2

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flR3U3628


========

Project Data

Project No.: MD-92-62 Date: JUNE 29, 1992 Data file: TEST191Client: CONESTOGA ROVERS St ASSOCIATESToject: LIMESTONE ROAD SITE CUMBERLAND, MARYLANDSample location: SB-7A / 24'- 26'Sample description: BROWN SAND & SILT , Little ClayRemarks: SPECIFIC GRAVITY IS ASSUMED


Sample No. 1 Data


Sample Parameters Before Test At Testing After TestDiameter, in 2.86 2.85Height change, in -0.00Height, in 5.56 5.56Weight, grams 1227.3Water volume change, cc 6.45Moisture, % 21.0 20.4 18.7Dry density, pcf 108.0 109.2Saturation, % 99.8 100.0Void ratio 0.573 0.555

Test Data

Deformation dial constant3 0.001 in per input unitPrimary load ring constants 1.717 Ibs. per input unitSecondary load ring constant3 0 Ibs. per input unitCrossover reading for secondary load ring= 0 input unitsRate of strain- 0.043 % per minuteConsolidation cell pressure = 55 psiConsolidation back pressure - 50 psiConsolidation effective confining stress - 5 psiPeak deviator stress - 16.88 psi at reading no. 16Ult. deviator stress -

Mo. Def. Def. Load Load Strain Deviator Effective Stresses Pore P p«i Q psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio pci

0 -2.0 0.000 13.80 0.0 0.0 0.00 5.00 5.00 1.00 50.0 5.00 0.001 10.0 0.012 26.90 22.5 0.2 3.53 4.10 7.63 1.86 50.9 5.86 1.762 20.0 0.022 31.20 29.9 0.4 4.68 3.90 8.58 2.20 51.1 6.24 2.343 30.0 0.032 35.10 36.6 0.6 5.72 3.90 9.62 2.47 51.1 6.76 2.864 40.0 0.042 38.80 42.9 0.8 6.70 4.00 10.70 2.67 51.0 7.35 3.355 50.0 0.052 42.20 48.8 0.9 7.60 4.20 11.80 2.81 50.8 8.00 3.80


AR303629

No. Oef. Def. Load Load Strain Deviator Effective Stresses Pore P p*i Q psidial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

*60.0 0.062 45.60 54.6 1.1 8.49 4.40 12.89 2.93 50.6 8.64 4.2470.0 0.072 48.90 60.3 1.3 9.35 4.50 13.85 3.08 50.5 9.18 4.6880.0 0.082 52.30 66.1 1.5 10.24 4.65 14.89 3.20 50.4 9.77 5.12

9 90.0 0.092 55.70 71.9 1.7 11.12 4.80 15.92 3.32 50.2 1Q.36 5.5610 100.0 0.102 59.10 77.8 1.8 12.01 5.00 17.01 3.40 50.0 11.00 6.0011 110.0 0.112 62.50 83.6 2.0 12.88 5.20 18.08 3.48 49.8 11.64 6.4412 120.0 0.122 65.80 89.3 2.2 13.73 5.50 19.23 3.50 49.5 12.37 6.8713 130.0 0.132 69.20 95.1 2.4 14.60 5.80 20.40 3.52 49.2 13.10 7.30U UO.O 0.142 73.20 102.0 2.6 15.63 6.00 21.63 3.60 49.0 13.81 7.8115 151.0 0.153 75.70 106.3 2.8 16.25 6.30 22.55 3.58 48.7 14.43 8.1316 160.0 0.162 78.20 110.6 2.9 16.88 6.60 23.48 3.56 48.4 15.04 8.44


flR303630


Project Data

'roject No.: MD-92-62 Date: JUNE 29, 1992 Data file: TEST191~lient: CONESTOGA ROVERS & ASSOCIATESroject: LIMESTONE ROAD SITE CUMBERLAND, MARYLANDsample location: SB-7A / 24'- 26'Mample description: BROWN SAND & SILT , Little Claysmarks: SPECIFIC GRAVITY IS ASSUMED


Sample No. 2 Data

Type of sample: 2.8" UNDISTURBEDSpecific Gravity3 2.72 LL= 38 PL3 22 PI= 16


Test Data

Reformation dial constant= 0.001 in per input unit'rimary load ring constant3 1.717 Ibs. per input unitSecondary load ring constant3 0 Ibs. per input unitCrossover reading for secondary load ring3 0 input unitslate of strain3 0.043 % per minuteJonsolidation cell pressure = 60 psiConsolidation back pressure = 50 psiConsolidation effective confining stress 3 10 psi3eak deviator stress 3 41.30 psi at reading no. 19Ult. deviator stress 3

o. Def. Def. Load Load Strain Deviator Effective Stresses Port P psi Q psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

. 0 123.0 0.000 14.80 0.0 0.0 0.00 10.00 10.00 1.00 50.0 10.00 0.001 130.0 0.007 34.70 34.2 0.1 5.37 8.30 13.67 1.65 51.7 10.98 2.682 140.0 0.017 47.50 56.1 0.3 8.80 7.90 16.70 2.11 52.1 12.30 4.403 150.0 0.027 59.10 76.1 0.5 11.90 8.10 20.00 2.47 51.9 14.05 5.954 160.0 0.037 71.00 96.5 0.7 15.07 8.40 23.47 2.79 51.6 15.94 7.5A5 170.0 0.047 82.90 116.9 0.9 18.23 8.80 27.03 3.07 51.2 17.91 9.11


flR30363l

No. 0«f. Def. Load Load Strain Deviator Effective Stresses Pore P psi 0 pefDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

180.0 0.057 93.20 134.6 1.0 20.95 9.30 30.25 3.25 50.7 19.77 10.47190.0 0.067 102.20 150.1 1.2 23.31 9.70 33.01 3.40 50.3 21.35 11.65200.0 0.077 110.80 164.8 1.4 25,55 10.10 35.65 3.53 49.9 22.88 12.78

9 210.0 0.087 118.30 177.7 1.6 27.50 10.60 38.10 3.59 49.4 24.35 13.75•0 220.0 0.097 125.40 189.9 1.8 29.33 11.00 40.33 3.67 49.0, 25.66 14.661 230.0 0.107 131.90 201.1 2.0 31.00 11.50 42.50 3.70 48.5 27.00 15.50

12 240.0 0.117 137.80 211.2 2.2 32.50 12.00 44.50 3.71 48.0 28.25' 16.2513 250.0 0.127 143.50 221.0 2.3 33.94 12.40 46.34 3.74 47.6 29.37 16.9714 260.0 0.137 149.80 231.8 2.5 35.53 12.80 48.33 3.7JB 47.2 30.57 17.77IS 272.0 0.149 155.20 241.1 2.7 36.87 13.20 50.07 3.79 46.8 31.63 18.4316 281.0 0.158 159.50 248.4 2.9 37.93 13.50 51.43 3.81 46.5 32.47 18.9717 290.0 0.167 164.10 256.3 3.1 39.07 13.80 52.87 3.83 46.2 33.34 19.5418 300.0 0.177 168.80 264.4 3.3 40.23 14.20 54.43 3.83 45.8 34.31 20.1119 310.0 0.187 173.20 272.0 3.4 41.30 14.60 55.90 3.83 45.4 35.25 20.65



Project Data

project No.: MD-92-62 Date: JUNE 29, 1992 Data file: TEST191Client: CONESTOGA ROVERS & ASSOCIATESroject: LIMESTONE ROAD SITE CUMBERLAND, MARYLAND

^-ample location: SB-7A / 24'- 26'Sample description: BROWN SAND & SILT , Little Clayemarks: SPECIFIC GRAVITY IS ASSUMED


Sample No. 3 Data



Test Data

Deformation dial constant= 0.001 in per input unitPrimary load ring constant3 1.717 Ibs. per input unitJecondary load ring constant5* 0 Ibs. per input unitCrossover reading for secondary load ring= 0 input units"Rate of strain3 0.043 % per minuteConsolidation cell pressure s 70 psiConsolidation back pressure = 50 psiConsolidation effective confining stress = 20 psiPeak deviator stress = 74.16 psi at reading no. 17Jit. deviator stress =

to. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psi Q psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

0 252.0 0.000 18.30 0.0 0.0 0.00 20.00 20.00 1.00 50.0 20.00 0.001 260.0 0.008 56.80 66.1 0.2 10.20 16.30 26.50 1.63 53.7 21.40 5.102 270.0 0.018 81.40 108.3 0.3 16.68 14.90 31.58 2.12 55.1 23.24 8.343 280.0 0.028 104.70 148.3 0.5 22.80 14.80 37.60 2.54 55.2 26.20 11.404 290.0 0.038 127.80 188.0 0.7 28.84 15.70 44.54 2.84 54.3 30.12 14.425 300.0 0.048 150.20 226.5 0.9 34.67 16.40 51.07 3.11 53.6 33.74 17.34


™u. Def. Def. Load Load Strain Deviator Effective Stresses Pore P psi Q psiDial in Dial Ibs. X Stress Minor Major 1:3 Pres.Units Units psi psi psi Ratio psi

310.0 0.058 172.50 264.8 1.1 40.46 17.20 57.66 3.35 52.8 37.43 20.23320.0 0.068 192.30 298.8 1.3 45.57 18.60 64.17 3.45 51.4 41.38 22.78330.0 0.078 209.30 327.9 1.5 49.92 18.60 68.52 3.68 51.4 43.56 24.96

9 340.0 0.088 224.50 354.0 1.7 53.79 19.40 73.19 3.77 50.6 46.30 26.9010 350.0 0.098 238.70 378.4 1.8 57.39 20.20 77.59 3.84 49.8 48.89 28.6911 360.0 0.108 250.80 399.2 2.0 60.42 20.90 81.32 3.89 49.1 51.11 30.2112 370.0 0.118 262.20 418.8 2.2 63.26 21.70 84.96 3.92 48.3 53.33 31.6313 380.0 0.128 273.00 437.3 2.4 65.94 22.40 88.34 3.94 47.6 55.37 32.9714 390.0 0.138 282.20 453.1 2.6 68.19 23.20 91.39 3.94 46.8 57.29 34.0915 400.0 0.148 291.10 468.4 2.8 70.35 23.80 94.15 3.96 46.2 58.98 35.1816 410.0 0.158 299.00 482.0 3.0 72.25 24.60 96.85 3.94 45.4 60.72 36.1217 420.0 0.168 307.00 495.7 3.2 74.16 25.30 99.46 3.93 44.7 62.38 37.08


fl'R30363i«

APPENDIX ETUBE LOGS

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PKOJLCT: V-vfl vv. ! Vi-LOCATION:

CLIENT:

REMARKS:

VISUAL CLASSIFICATION

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R3036374*.*!

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AR303639

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Huntingdon - semspub.epa.gov

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