RE: Geotechnical Investigation Fox Run Road Slide Perry ... · Geotechnical Investigation Fox Run...

June 10, 2019

Perry Township Supervisors 799 Big Shannon Road Mount Morris, PA 15349 RE: Geotechnical Investigation Fox Run Road Slide Perry Township, PA ACA Project No. P19150x10 Dear Sir or Madam: This report presents the results of the geotechnical investigation conducted for the landslide located along Fox Run Road in Perry Township, Greene County, Pennsylvania. The following sections describe the field investigation performed, discuss our conclusions and provide recommendations for slide remediation. Field Exploration Program Three (3) test borings, B-1 through B-3, with sampling were conducted at the proposed site on May 7, 2019 by Test Boring Services, Inc., under the general supervision of ACA Engineering, Inc. (ACA) to determine the subsurface conditions. The test boring logs are attached. Test boring locations were selected and field located by ACA. The approximate locations are shown on the attached Boring Location Plan. The soil sampling program consisted of obtaining split spoon samples. The spoon samples were obtained by conducting Standard Penetration Test (SPT) by driving a two (2)-inch O.D. Split Spoon Sampler (ASTM D1586). The sampler was driven 18 inches into the soil with blows from a 140-pound hammer falling a distance of 30 inches, and the number of blows required to drive the sampler for each six (6)-inch interval was recorded. The cumulative number of blows for the last two six (6)-inch intervals (blows/foot) is termed as Standard Penetration Resistance, which can be correlated with relative density of granular soils or consistency of fine-grained soils and, in turn, their shear strength and compressibility characteristics. The description of the soil samples, based on visual identification which was modified in the light of laboratory test results, and the SPT values at various depths are recorded on the test boring logs. Rock was initially sampled by using a diamond bit with NQ2 doubletube core barrel which provides a 2.03-inch diameter core (ASTM D-2113). The rock type description, the core recovery for each coring interval and the Rock Quality Designation (RQD) values expressed in percent for each run are recorded on the test boring logs. The RQD values reflect the quality and fracture spacing of the rock and are calculated as a summation of all unbroken core samples of four (4) inches or more in length divided by the total length of each coring interval. The core recovery and RQD values provide a qualitative understanding of the physical and engineering properties of bedrock.

Perry Township Supervisors Geotechnical Investigation Fox Run Road Slide ACA Project #P18150x10 June 10, 2019 of 6

General Geology The project area lies within the Pittsburgh Low Plateau Section of the Appalachian Plateaus physiographic province. A review of the Greater Pittsburgh Region Geologic Map, Map 42, dated 1975, prepared by the Commonwealth of Pennsylvania Department of Environmental Resources, indicates the bedrock across the project area is Permian system in age belonging to the Washington Formation of the Dunkard Group. The rocks of the Washington Formation consist of cyclic sequences of sandstone, shale, limestone, and coal. The Washington coal bed is at the base of the formation. Mining Information According to the publication “Coal Resources of Greene County, PA, the Coal Crop Lines, Mined-out Areas, and Structure Contours” provided by the Commonwealth of Pennsylvania Department of Environmental Resources, deep mining has occurred at the project site (see maps in Appendix C). The elevation of the base of the Pittsburgh coal seam at the site is approximately 460 feet. Based upon the U.S.G.S. map, the elevation of the site is approximately 1,000feet. Based on the depth to the Pittsburgh Coal seam and the occurrence of deep mining, the risk of subsidence at the site is low, based on a scale of low, moderate, and high. Additional mining information can be obtained from the Pennsylvania Department of Environmental Protection, Mine Subsidence Insurance Fund, 1-800-922-1678 or www.PaMSI.org. Landslide Conditions According to the U.S.G.S. Open-File Report 78-1057 Landslides and Related Features of the Osage, PA Quadrangle, the site is generally classified as having slopes susceptible to landsliding. These slopes consist of soil and rock similar to that involved in landslides elsewhere in the map area. Primarily, these areas are underlain by claystone, mudstone, and shale associated with other rock types. Rock weathers rapidly on exposure forming clayey soils highly susceptible to sliding. Subsurface Conditions Asphalt, ranging in thickness from approximately one (1) to two (2) inches, underlain by subbase, ranging in thickness from approximately twelve (12) to fifteen (15) inches thick, was encountered at the ground surface in each test boring. Residual soils were encountered beneath the asphalt and subbase in each test boring. The residual soils consisted of loose, orange-brown, clayey sand with varying amounts of rock fragments; very stiff, orange-brown and gray clay with varying amounts of rock fragments and organics; and soft to stiff, brown, gray, and orange-brown, silty clay with varying amounts of sand and rock fragments. Weathered rock was encountered in each test boring at depths ranging from approximately four and one-half (4.5) to six and one-half (7.5) feet below the existing ground surface. The weathered rock consisted of olive, gray, and orange-brown, highly

http://www.pamsi.org/


weathered, sandy shale; gray and black, slightly to highly weathered, carbonaceous shale; and gray and olive brown, slightly to highly weathered shale. Groundwater was not encountered in any of the test borings during or immediately after the completion of drilling. Core water, a result of core drilling, was encountered at a depth of approximately four (4) feet below the ground surface at the completion of drilling operations. It should be noted that the groundwater level at the site may fluctuate in response to precipitation and run-off volumes. Laboratory Testing In order to determine the soil parameters, ACA performed laboratory testing to evaluate the on-site soil condition. The test results are attached. A brief description of testing methodology and test results is presented below.

Water Content Tests (ASTM D 2216) Natural moisture content tests were performed on selected representative soil samples to determine the water content of in-place soils at the time of drilling. In general, the soils were moist, based on an empirical scale of dry, moist, and wet. These conditions, however, would vary depending upon the seasonal and local precipitation. Gradation Test (ASTM D422) A gradation test consisting of a sieve analysis test was conducted on selected representative soil samples on which a water content test had been conducted. Atterberg Limits Test (ASTM D4318) Liquid and plastic limit tests were performed on samples that a gradation test had been conducted. Direct Shear Tests (ASTM D3080) A direct shear tests was performed on undisturbed shelby tube samples obtained from test boring B-2. The data from these tests are summarized below and included in Appendix F.

Direct Shear Results

Bore Hole Number

Dry Unit Weight

Moisture Content

Cohesion (PCF) Friction Angle

(Degree)

B-2 127.0 10.3 446.4 26.4


Conclusions It appears that the slope movement is limited to the natural soils encountered in the upper five (5) feet. It is our opinion that a retaining wall up to approximately eight (8) feet in height could be constructed at the top of the slope in order to provide long term support to the roadway and utilities. Recommendations The analysis and recommendations presented in this report are based on the subsurface conditions disclosed by the site reconnaissance, field exploration, and office research programs. The following engineering recommendations are presented concerning the slope failure.

Retaining Walls It is recommended that a segmental retaining wall (such as Redi-Rock or Keystone) be installed to support the existing slope. Retaining walls should be designed as a retaining wall in “active” conditions. A topographical survey should be performed to determine the extents of the slide area, and the dimensions of the proposed retaining wall. Determination of lateral earth pressure for a horizontal backfill slope can be made utilizing the following relationship:

P = ½γ H² K+Ps

where: P = lateral earth pressure γ = unit weight of backfill material H = height of wall from base of footing to top of wall

K: Ka = coefficient of active earth pressure Kp = coefficient of passive earth pressure Ko = coefficient of at rest earth pressure Ps = uniform surcharge load

where: Ps = γHK Design of the retaining wall should be based on the following criteria:

Ka = [(1 - sinφ )/(1 + sinφ )] Kp = [(1+ sinφ )/(1 - sinφ )] Ko = 1 - sinφ

SOIL PROPERTIES

Material

Total Unit Weight γ

(pcf)

Effective Stress Friction Angle φ

(deg)

Residual Soil

135

26 New Engineered Fill

125

30


Surcharges due to live loads should be considered when estimating loads on permanent structures.

Cohesive soil (clay) should not be used as a backfill material due to its poor drainage characteristics. Proper drainage should be installed to carry water away from the wall.

General Considerations

The analysis and recommendations presented herein are based upon data obtained from borings at the locations indicated on the plan and from any other information discussed in the report. Information presented regarding subsurface conditions between borings is based on the engineering judgment of ACA and could be interpreted differently by others. In the performance of subsurface explorations, specific information is obtained at specific locations at specific times. However, it should be recognized that variations may exist between boring locations and, also, that such situations as groundwater levels vary from time to time. The nature and extent of variations may not become evident until construction is initiated or even completed. If variations become evident during construction, it will be necessary to reevaluate the recommendations presented herein after performing on-site observations during the construction period. In preparing this report, the professional services of ACA have been performed, findings obtained, and recommendations prepared in accordance with generally accepted engineering principles and practices. This statement is in lieu of all warranties, either expressed or implied. If you should have any questions, please do not hesitate to contact our office. Sincerely yours, ACA ENGINEERING, INC.

Michael Z. McLain, P.E. Vice President

Reviewed by: Michael G. Suchar, P.E. President


Attachments: Site Location Map Mining Maps (5) Landslide Map

Boring Location Plan Boring Logs (3) Boring Log Legend

Soil Classification Chart Laboratory Test Results (11)

Source: U.S.G.S. Osage Quad Greene County, Pennsylvania 7.5 Minute Series (Topographic) Scale: 1:24,000

Project: Geotechnical Investigation Fox Run Road Slide Perry Township., Pennsylvania

SITE LOCATION MAP

ACA ENGINEERING, INC. 410 N Balph Avenue Pittsburgh, PA 15202

Phone: (412) 761-1990 Fax: (412) 761-1998

SITE

Source: U.S.D.A. Soil Conservation Service Greene County, Pennsylvania Web Soil Survey

Project: Geotechnical Investigation Fox Run Road Slide Perry Township, Pennsylvania

SOIL SURVEY MAP


Phone: (412) 761-1990 Fax: (412) 761-1998

H- UNrTED STATES'-is, DEPARTMENT OF THE INTERIOR

^* GEOLOGICAL SURVEY

/• SOURCEajt Limits of deep mining from Pennsylvania

£*? Department of Environmental ResBureau of Mining nnd Reclamation 119781, unpublished map.

MINED-OUT AREA OF THE

PITTSBURGH COAL

OSAGE QUADRANGLE

WEST VIROINIA-PENNSYLVANIA

.5 MINUTE SERIES (TOPOGRAPHICI

OSAGE

mburke

Callout

SITE

1ty UNITED STATES-c£. DEPARTMENT OF THE INTERIOR

Limits of known stripmining —approximate

Limits of known deepmining —approximate

4

/

!••*' -. • .• <N

SOURCES

Crop line from Kent. B. H. (1971), Geologicmap of the Garards Fort quadrangle and partof the Osage quadrangle, Greene County. Pennsylvania. U.S. Geological Survey MiscellaneousGeologic Investigations Map 1-663. scale1:24,000.

Limits of strip mining Irom Kent (19711, Inter-prototion of topographic map. and field work.

Limits of deop mining from PennsylvaniaDepartment of Environmental Resources.Bureau of Mining and Reclamation (1975). unpublished map.

CROP LINE AND MINED-OUT AREAS OF THE

SEWICKLEY COAL

OSAGE QUADRANQLEWEST VIROINIA-PENNSYLVANIA

73 MINUTE SERIES (TOPOORAPHICI Sp

%

£>**- O

OSAGE

%

mburke

Callout

SITE

I

mntrk : 1arorjo- •'* IIB™

SOURCES

Crop line from Kent. B. H. (19711, GeologicJt-*^ map of the Garards Fort quadrangleand part

of the Osage quadrangle. Greene County. Pennsylvania. U.S. Geological Survey MiscellaneousGeologic Investigations Map 1-663. scale1:24,000.

Limits of strip mining from Kent (19711, interpretation of topographic map, and field work.

CROP LINE AND MINEDOUT AREAS OF THE

WAYNESBURG COAL

OSAGE QUADRANGLE .WEST VIRGINIA-PENNSYLVANIA J%^

73 MINUTE SERIES CTOPOORAPH1C) WP

OSAGE

mburke

Callout

SITE

l^ UNITED STATES•&. DEPARTMENT OF THE INTERIOR% GEOLOGICAL SURVEY

- I

,-'y / •

OSAGE QUADRANGLE

WEST VIROINIA-PENNSYLVANIA

7.S MINUTE SERIES (TOPOGRAPHIC) *j9

SOURCES

fty Crop line from Kent. B. H. 11971). Geologic*r map of the Garards Fort quadrangle and part

of the Osage quadrangle, Greene County, Pennsylvania, U.S. Geological Survey MiscellaneousGeologic Investigations Map 1-663. scale1:24.000.Limits ol strip mining Irom Kent (1971). interpretation of topographic map. and field work.

.':...IU '•. • .:••:•••,SCALE *v1 6?W>0

• :

C0NT0U« INU»V*1 ;

CROP LINE AND MINED-OUT AREAS OF THE

WAYNESBURG A COAL

ooao OASSific»no>i

MMtwnaur, ___ U«VMdM...

OSAGE

^S

mburke

Callout

SITE

1>a UNITED STATES-<£> DEPARTMENT OF THE INTERIOR

GEOLOGICAL SURVEY ,0

EXPLANATION

W

Washington coal

WbA

Waynesburg A coa

wb

Waynesburg coal \ .'„ ;.\^

Sewickley coal

^500 i§Structure contour 5;

Alntudoof thobaseoftho''-„ (Pittsburgh coal, in feet W.Vabove meansea level. Con- \tour interval 20 feet.

Coal crop lines —

Structure cont

very good

SOURCE

Crop lines and structure contours from Kent.B. H. (19 711. Geologic map of the Garards Fortquadrangle and part of the Osage quadrangle.Greene County. Pennsylvania. U.S. GeologicalSurvey Miscellaneous Geologic InvestigateMap 1-663, scale 1:24,000.

COAL CROP LINES AND

STRUCTURE CONTOURS

OSAGE

mburke

Callout

SITE

Source: U.S. Geological Survey Landslides and Related Features of

the Osage, PA Quadrangle Open File Map 78-1056 Greene County, PA Scale: 1:24 000

Project: Geotechnical Investigation Fox Run Road Slides Perry Township, Pennsylvania

MAP OF SUSCEPTIBILITY TO LANDSLIDING


Phone: (412) 761-1990 Fax: (412) 761-1998

LEGEND

Slopes with moderate to severe susceptibility to landsliding

Prehistoric landslides

Scale: 1:50 000

SITE

Project: Geotechnical Investigation Fox Run Road Slide Perry Township, Pennsylvania

BORING LOCATION PLAN


Phone: (412) 761-1990 Fax: (412) 761-1998

mburke

2

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2

mburke

2

mburke

Text Box

B-1

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Text Box

B-2

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Text Box

B-3

Borehole #:Project No:

Project:

Client:

Location:

Elevation:

Engineer/Geologist:

Drilled By:

Drill Method:

Drill Date:

Hole Size:

Weather:

Sheet: 1 of 1

ACA Engineering, Inc.410 N Balph AvenuePittsburgh, PA 15202

Phone: (412) 761-1990 Fax: (412) 761-1998

SUBSURFACE PROFILE SAMPLE

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Remarks

B-1P19150x10

Fox Run Road Slide

Perry Township Supervisors

Perry Township, PA

1,000' +/-

D. Yetter

Ground SurfaceASPHALT 1"

SUBBASE 15"

Loose, orange-brown, clayey SAND with some rock fragments (RESIDUAL - SC)

Very stiff, orange-brown and gray CLAY with rock fragments and ltitle organics (RESIDUAL - CL)

Olive and gray, highly weathered, sandy SHALE

Orange-brown and gray, highly weathered SHALE

Gray, higly weathered SHALE

Gray and black, slightly weathered, carbonaceous SHALE

End of Test Boring

0.0

1.3

3.0

4.5

6.0

7.5

9.0

10.3

S-1

S-2

S-3

S-4

S-5

S-6

SS

SS

SS

SS

SS

SS

1.5 - 3.0

3.0 - 4.5

4.5 - 6.0

6.0 - 7.5

7.5 - 9.0

9.0 - 10.3

4321510162916182417151321516

50-4"

0.6

1.5

1.5

1.5

1.5

1.3

10 30 50blows/ftN-Value

Moist

Moist

Moist

Moist

Moist

Dry

0 HR.-Dry

Test Boring Services, Inc.

Hollow Stem Auger

5/7/19

7"

Clear 70's


Project:

Client:

Location:

Elevation:

Engineer/Geologist:

Drilled By:

Drill Method:

Drill Date:

Hole Size:

Weather:

Sheet: 1 of 1


Phone: (412) 761-1990 Fax: (412) 761-1998


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Remarks

B-2P19150x10

Fox Run Road Slide


Perry Township, PA

1,000' +/-

D. Yetter


SUBBASE 12"

Soft, brown and gray, silty CLAY with trace sand (RESIDUAL - CL)

Very stiff, gray CLAY with rock fragments (RESIDUAL - CL)

Gray and black, highly weathered, carbonaceous SHALE

Gray, slighlty weathered SHALE

Very broken, medium hard, black, carbonaceous SHALE RQD=0%

Broken to massive, hard, gray LIMESTONE RQD=26%

Very broken to blocky, soft to medium, gray CLAYSTONE RQD=26%

End of Test Boring

0.0

1.1

5.0

6.5

8.0

8.8

10.2

12.0

15.0

S-1

S-2

S-3

S-4

S-5

R-1

R-2

SS

ST

SS

SS

SS

Core

Core

1.5 - 3.0

3.0 - 5.0

5.0 - 6.5

6.5 - 8.0

8.0 - 8.8

8.8 - 10.0

10.0 - 15.0

222

1199573922

50-4"

0.4

2.0

1.5

1.5

0.8

1.2

5.0


Moist

0 HR.-4.0'

Moist

Moist

Dry


Hollow Stem Auger

5/7/19

7"

Clear 70's


Project:

Client:

Location:

Elevation:

Engineer/Geologist:

Drilled By:

Drill Method:

Drill Date:

Hole Size:

Weather:

Sheet: 1 of 1


Phone: (412) 761-1990 Fax: (412) 761-1998


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Remarks

B-3P19150x10

Fox Run Road Slide


Perry Township, PA

1,000' +/-

D. Yetter


SUBBASE 12"

Firm to stiff, orange-brown, silty CLAY with little rock fragments and trace sand (RESIDUAL - CL)

Gray and black, slightly weathered, carbonaceous SHALE

End of Test Boring

0.0

1.2

6.0

6.9

S-1

S-2

S-3

S-4

SS

SS

SS

SS

1.5 - 3.0

3.0 - 4.5

4.5 - 6.0

6.0 - 6.9

55522433434

50-5"

1.3

1.5

0.7

0.9


Moist

Moist

Moist

Dry0 HR.-Dry


Hollow Stem Auger

5/7/19

7"

Clear 70's

PROJECT: Fox Run Road Slide FILE NO.: P19150x10

CLIENT: Perry Township Supervisors DATE: 5/17/2019

3.0 - 4.5

1.5 - 3.0

B-1

B-2

B-3

MOISTURE CONTENT (%)

16.5

18.5

12.2

14.9

9.9

B-1

B-2

BORING NO.

WATER CONTENT REPORT

1.5 - 3.0

3.0 - 4.5

3.0 - 4.5

SAMPLE DEPTH (ft.)

1.5 - 3.0

B-3 17.0

ACA ENGINEERING, INC. Page 1 of 1

412-761-1990 Phone

412-761-1998 Fax

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Tested By: J.B. Checked By: M.M.

LIQUID AND PLASTIC LIMITS TEST REPORT

PL

AS

TIC

ITY

IN

DE

X

0

10

20

30

40

50

60

LIQUID LIMIT0 10 20 30 40 50 60 70 80 90 100 110

CL-ML

CL or OL

CH or OH

ML or OL MH or OH

Dashed line indicates the approximate

upper limit boundary for natural soils

4

7

WA

TE

R C

ON

TE

NT

33.5

34

34.5

35

35.5

36

36.5

37

37.5

38

38.5

NUMBER OF BLOWS5 6 7 8 9 10 20 25 30 40

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

Location: B-1Sample Number: S-1 Depth: 1.5 - 3.0

ACA Engineering

Pittsburgh, PA Figure

Orange-brown, clayey SAND with rock fragments 36 21 15 62 36 SC

P19150x10 Perry Township Supervisors

Fox Run Road Slide

Th

ese

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re fo

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xclu

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of th

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Tested By: J.B. Checked By: M.M.

ACA Engineering

Pittsburgh, PA

(no specification provided)

PL= LL= PI=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

USCS= AASHTO=

*

Orange-brown, clayey SAND with rock fragments.375#4#10#20#40#60

#140#200

10080746962533936

21 36 15

7.0048 5.8813 0.36950.2121

SC A-6(1)


Fox Run Road Slide

P19150x10

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Location: B-1Sample Number: S-1 Depth: 1.5 - 3.0 Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

PE

RC

EN

T F

INE

R

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3"Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0 0 20 6 12 26 36

6 in.

3 in.

2 in.

1½

in.

1 in.

¾ in.

½ in.

3/8

in.

#4

#10

#20

#30

#40

#60

#100

#140

#200

Particle Size Distribution Report

Client ACA Engineering, Inc. Boring B-2

Client Project Fox Run Rd. P19150 X10 Depth 3.0' - 5.0'

Project No. 41821 Sample S-1

Lab No. 41821001

Visual Description Brown Gravelly Clay

Sample Condition Remolded (-#4 to shelby tube density ASTM D7263-09(2018)e2 Method B)

NORMAL STRESS vs. SHEAR STRESS

f = 26.4° c = 3.1 psi

HORIZONTAL DEFORMATION vs. SHEAR STRESS HORIZONTAL DEFORMATION vs. SAMPLE HEIGHT

COPYRIGHT © 2015 GEOTECHNICAL TESTING SERVICES 1-800-853-7309

ASTM D3080/D3080M-11

DIRECT SHEAR TEST OF SOILS UNDER CONSOLIDATED DRAINED CONDITIONS

0

2

4

6

8

10

12

0 0.05 0.1 0.15 0.2 0.25

Sh

ea

r S

tress

, p

si

Horizontal Deformation, in

s = 3.46 , t = 4.53

s = 6.94 , t = 7.06

s = 13.89 , t = 9.86

-0.01

0

0.01

0.02

0.03

0 0.05 0.1 0.15 0.2 0.25

Sa

mp

le V

erti

ca

l D

efo

rm

ati

on

, in

Horizontal Deformation, in

s = 3.46

s = 6.94

s = 13.89

0

2

4

6

8

10

12

0 2 4 6 8 10 12 14 16

Sh

ear

Str

ess,

psi

Normal Stress, psi

s = 3.46 , t = 4.53

s = 6.94 , t = 7.06

s = 13.89 , t = 9.86

Using All Points

Note: The calculations performed and the parameters presented herein are for preliminary purposes only. GTS only accepts res ponsibility for the raw data obtained from the direct

shear tests. This data may be interpreted differently by others. It is the responsibility of the user to determine the appr opriateness and accuracy of the computed values.

Note: The Friction Angle and Cohesion using other combinations of test points may yield a higher or lower value than the one reported above.

DIRECT SHEAR TEST OF SOILS UNDER CONSOLIDATED, DRAINED CONDITIONS

MOHRS'S CIRCLE AND FAILURE PARAMETERS

ASTM D3080/D3080M-11

Client: ACA Engineering, Inc. Boring: B-2

Client Project Fox Run Rd. P19150 X10 Depth: 3.0' - 5.0'

Project No. 41821 Sample: S-1

Lab Sample ID 41821001

Material: Brown Gravelly Clay

Condition Remolded (-#4 to shelby tube density ASTM D7263-09(2018)e2 Method B)

Average Friction Angle, f, deg. 26.4 Using All Points

Average Cohesion, c, psi 3.1 Using All Points

Sample Condition

Normal Stress, psi 3.46 6.94 13.89

Shear Stress at Failure, psi 4.53 7.06 9.86

Mohr's Circle Radius, psi 5.1 7.9 11.0

Mohr's Circle Origin, psi 5.7 10.4 18.8

(Origin - Normal Stress), psi 2.2 3.5 4.9

Minor Principal Stress s3, psi 0.6 2.6 7.8

Major Principal Stress s1, psi 10.8 18.3 29.8

Principal Stress Difference, s1-s3, psi 10.1 15.8 22.0

Normal Stress Pole Coordinate, X, psi 8.0 13.9 23.7

Shear Stress Pole Coordinate, Y, psi 4.5 7.1 9.9

Assumed Failure Plane, deg 0 - Horizontal 0 - Horizontal 0 - Horizontal

Major Principal Failure Plane Angle, deg 58.2 58.2 58.2

Minor Principal Failure Plane Angle, deg 31.8 31.8 31.8

Maximum Shear Stress, psi 5.1 7.9 11.0

Maximum Shear Failure Plane Angle, deg 13.2 13.2 13.2

Initial Water Content, % 10.3% 10.3% 10.3%

Initial Dry Density, pcf 127.0 126.6 126.8


Remolded (-#4 to shelby tube density ASTM D7263-09(2018)e2 Method B)

0

5

10

15

20

25

0 5 10 15 20 25 30 35

Sh

ear

Str

ess

, p

si

Normal Stress, psi




Lab No. 41821001 ments\41821001 ds4 0.25tsf.sdf

Visual Description Brown Gravelly Clay ments\41821001 ds5 0.5tsf.sdf

Sample Condition Remolded (-#4 to shelby tube density ASTM D7263-09(2018)e2 Method B)ments\41821001 ds6 1.0tsf.sdf

Test No.

Initial After Consol. Final Initial After Consol. Final Initial After Consol. Final

Tare I.D. V20 - N17 V20 - X1 V20 - N20

Wt. Wet Soil & Tare, gm 401.02 - 283.3 401.02 - 264.61 401.02 - 280.53

Wt. Dry Soil & Tare, gm 372.65 - 250.81 372.65 - 232.32 372.65 - 249.65

Wt. Tare, gm 97.65 - 97.47 97.65 - 79.67 97.65 - 97.41

Water Content, % 10.3% - 21.2% 10.3% - 21.2% 10.3% - 20.3%

Wt. of Wet Soil & Mold, gm 471.9 - - 471.3 - - 471.6 - -

Wt. of Mold, gm 291.23 - - 291.23 - - 291.23 - -

Wt. of Wet Soil, gm 180.67 - - 180.07 - - 180.37 - -

Sample Height, in 1 1.0110 1.0376 1 1.0111 1.0313 1 0.9973 1.0060

Sample Diameter, in 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5 2.5

Sample Area, in^2 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9 4.9

Sample Volume, cc 80.44 81.33 83.46 80.44 81.33 82.95 80.44 80.23 80.92

Wet Density, pcf 140.2 NA 148.4 139.7 NA 148.8 139.9 NA 151.7

Dry Density, pcf 127.0 NA 122.4 126.6 NA 122.8 126.8 NA 126.1

t90, min. (Sqrt. Method) NA 0.59 0.69

Equivalent t50, min. (Sqrt.) NA 0.14 0.16

t50, min. (Log Method) NA 0.93 1.53

Selected t50, min. (Max.) NA 0.93 1.53

Calc. Disp. Rate, in./min. NA 0.0013 0.0010

Test No.

Normal Stress, psi

Shear Stress at Failure, psi 4.5 Peak 7.1 Peak 9.9 Peak

Shear Disp. at Failure, in

Displacement Rate, in/min

Horizontal Shear Shear Vertical Shear Shear Vertical Shear Shear Vertical

Displacement Force Stress Deformation Force Stress Deformation Force Stress Deformation

in lb. psi in lb. psi in lb. psi in

0.005 1.3 0.3 0.000 1.5 0.3 0.000 12.1 2.5

0.010 3.1 0.6 0.000 4.4 0.9 0.000 16.7 3.4 0.000

0.015 5.1 1.0 0.001 9.3 1.9 0.000 18.3 3.7 0.000

0.020 12.5 2.5 0.001 11.8 2.4 0.000 19.7 4.0 0.000

0.025 16.9 3.4 0.002 16.9 3.4 0.000 20.4 4.1 0.000

0.030 20.2 4.1 0.004 21.1 4.3 0.000 21.4 4.3 0.000

0.035 21.8 4.4 0.006 24.1 4.9 0.001 30.6 6.2 0.000

0.040 22.3 4.5 0.007 27.5 5.6 0.002 33.9 6.9 0.000

0.045 22.1 4.5 0.009 31.3 6.4 0.003 37.7 7.7 0.000

0.050 21.4 4.4 0.010 33.4 6.8 0.004 42.6 8.7 0.000

0.055 20.4 4.2 0.012 34.3 7.0 0.005 45.6 9.3 0.000

0.060 19.2 3.9 0.013 34.7 7.1 0.006 47.2 9.6 0.001

0.065 18.1 3.7 0.014 34.6 7.1 0.007 48.0 9.8 0.002

0.070 17.0 3.5 0.016 34.4 7.0 0.008 48.4 9.9 0.002

0.075 16.0 3.3 0.016 33.9 6.9 0.009 48.4 9.9 0.003

0.080 15.2 3.1 0.018 33.3 6.8 0.010 48.3 9.8 0.003

0.085 14.4 2.9 0.018 32.8 6.7 0.011 48.0 9.8 0.003

0.090 13.8 2.8 0.019 32.2 6.6 0.012 47.7 9.7 0.004

0.095 13.3 2.7 0.019 31.5 6.4 0.013 47.4 9.7 0.004

0.100 12.9 2.6 0.020 31.0 6.3 0.013 47.1 9.6 0.004

0.105 12.6 2.6 0.020 30.4 6.2 0.013 46.8 9.5 0.004

0.110 12.3 2.5 0.020 29.8 6.1 0.014 46.5 9.5 0.005

0.115 12.0 2.4 0.021 29.3 6.0 0.015 46.1 9.4 0.005

0.120 11.8 2.4 0.021 28.8 5.9 0.015 45.7 9.3 0.006

0.125 11.6 2.4 0.022 28.4 5.8 0.015 45.4 9.3 0.006

0.130 11.4 2.3 0.022 28.0 5.7 0.016 45.1 9.2 0.006

0.135 11.2 2.3 0.023 27.7 5.6 0.017 44.9 9.1 0.007

0.140 11.0 2.2 0.023 27.3 5.6 0.017 44.7 9.1 0.007

0.145 10.9 2.2 0.023 27.0 5.5 0.017 44.6 9.1 0.007

0.150 10.8 2.2 0.023 26.7 5.4 0.017 44.4 9.0 0.007

0.155 10.7 2.2 0.024 26.5 5.4 0.017 44.3 9.0 0.007

6.94

3

13.89

0.040

DIRECT SHEAR TEST OF SOILS UNDER CONSOLIDATED DRAINED CONDITIONS

TEST DATA AND SUMMARY

SAMPLE CONDITIONS

1 2 3

DEFORMATION RATE CALCULATIONS

ASTM D3080/D3080M-11

1

3.47

0.0020 0.0020 0.0020

0.060 0.075

2

41821001A ds

Horizontal Shear Shear Vertical Shear Shear Vertical Shear Shear Vertical

Displacement Force Stress Deformation Force Stress Deformation Force Stress Deformation

in lb. psi in lb. psi in lb. psi in

0.160 10.6 2.2 0.024 26.4 5.4 0.018 44.1 9.0 0.007

0.165 10.5 2.1 0.024 26.2 5.3 0.018 43.9 8.9 0.007

0.170 10.5 2.1 0.024 26.1 5.3 0.018 43.7 8.9 0.007

0.175 10.4 2.1 0.024 25.8 5.3 0.019 43.7 8.9 0.007

0.180 10.3 2.1 0.025 25.7 5.2 0.019 43.6 8.9 0.007

0.185 10.3 2.1 0.025 25.6 5.2 0.019 43.6 8.9 0.007

0.190 10.3 2.1 0.025 25.6 5.2 0.019 43.4 8.9 0.008

0.195 10.2 2.1 0.025 25.5 5.2 0.019 43.4 8.8 0.008

0.200 10.1 2.1 0.026 25.4 5.2 0.019 43.4 8.8 0.008

0.205 10.1 2.1 0.026 25.5 5.2 0.020 43.4 8.8 0.008

0.210 10.1 2.1 0.026 25.4 5.2 0.020 43.4 8.8 0.008

0.215 10.1 2.1 0.026 25.5 5.2 0.020 43.3 8.8 0.008

0.220 10.1 2.1 0.026 25.4 5.2 0.020 43.3 8.8 0.008

0.225 10.1 2.1 0.026 25.3 5.2 0.020 43.2 8.8 0.008

0.230 10.1 2.0 0.026 25.4 5.2 0.020 43.0 8.8 0.008

0.235 10.0 2.0 0.026 25.3 5.2 0.020 43.0 8.8 0.008

0.240 10.0 2.0 0.026 25.3 5.1 0.020 42.8 8.7 0.009

0.245 10.1 2.1 0.027 25.2 5.1 0.020 42.8 8.7 0.009

0.250 10.0 2.0 0.027 25.1 5.1 0.020 42.8 8.7 0.009

0.255

0.260

0.265

0.270

0.275

0.280

0.285

0.290

0.295

0.300

0.305

0.310

0.315

0.320

0.325

0.330

0.335

0.340

0.345

0.350

0.355

0.360

0.365

0.370

0.375

0.380

0.385

0.390

0.395

0.400

0.405

0.410

0.415

0.420

0.425

0.430

0.435

0.440

0.445

0.450

0.455

0.460

0.465

0.470

0.475

0.480

0.485

0.490

0.495

0.500

Performed By: JSJ


Reviewed By: ALOInput Validation: JSJ

41821001A ds

ONE DIMENSIONAL CONSOLIDATION TEST

Client ACA Engineering, Inc. Boring B-2 Final Test Load, psi 3.47



Lab ID# 41821001

Description Brown Gravelly Clay

Test Conditions: Remolded (-#4 to shelby tube density ASTM D7263-09(2018)e2 Method B)

Increment Start Date and Time: 06/07/19 Machine Deflection

Elapsed Sqrt Dial Sample Applied Deflection Correction to Sample Height, 0.0001in 142

Time Time Reading Height *Correction is applied to all dial readings.

(min) (min1/2

) (0.0001in) (in) Log of Elapsed Time vs. Dial Reading

0 0 0 1.0000

Corrections* 142 0.01415

Adjusted Sample Height

0.20 0.45 53.7 1.0088

0.20 0.45 53.7 1.0088

0.30 0.55 55.0 1.0087

0.40 0.63 55.4 1.0086

0.50 0.71 55.5 1.0086

0.60 0.77 55.7 1.0086

0.80 0.89 55.9 1.0086

1.10 1.05 56.5 1.0085

1.50 1.22 56.8 1.0085

2.08 1.44 57.1 1.0084

2.92 1.71 56.8 1.0085

4.07 2.02 57.1 1.0084

5.72 2.39 56.9 1.0085

8.03 2.83 56.6 1.0085 Square Root of Elapsed Time vs. Dial Reading

11.32 3.36 56.2 1.0085

15.95 3.99 54.8 1.0087

22.48 4.74 52.5 1.0089

31.73 5.63 50.6 1.0091

44.78 6.69 44.9 1.0097

63.22 7.95 37.5 1.0104

89.25 9.45 37.1 1.0104

126.02 11.23 33.7 1.0108

177.97 13.34 34.0 1.0108

251.32 15.85 33.1 1.0108

354.95 18.84 32.2 1.0109

501.32 22.39 31.3 1.0110

Sqrt. of Elapsed Time vs Dial Reading Log of Elapsed Time vs Dial Reading Load Summary

T0 = 0 min. D0 = 49.4 div. T0 = 0 min. D0 = 51.4 div.

T90 = 0.533 min D90 = 55.6 div. T50 = 0.3 min. D50 = 55 div. Initial Sample Height, in 1.0000

T100 = NA min D100 = 56.3 div. T100 = 7.05 min. D100 = 58.5 div.

Height at: D90 = 0.9803, D100 = 0.9802 Height at: D50 = 0.9804, D100 = 0.98 Final Sample Height, in 1.0110

Average Sample Height, in 1.0055 Average Sample Height, in 1.0055

Average Drainage Height, in 0.5028 Average Drainage Height, in 0.5028 Incremental Strain, % -1.10%

T (Time Factor for T90) 0.848 T (Time Factor for T50) 0.197 Loading Duration, min 501

Coef. of Consol., Cv, in2/min 0.398 Coef. of Consol., Cv, in

2/min 0.166

Date 6/7/2019


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Elapsed Time, min

Specimen Swelled

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Square Root of Time, min1/2





Lab ID# 41821001



Increment Start Date: 06/07/19 Machine Deflection



(min) (min1/2


0 0 0 1.0000



0.20 0.45 62.7 1.0126

0.20 0.45 62.7 1.0126

0.30 0.55 64.9 1.0124

0.40 0.63 65.7 1.0123

0.50 0.71 66.0 1.0123

0.60 0.77 66.6 1.0122

0.82 0.90 67.1 1.0122

1.10 1.05 68.0 1.0121

1.52 1.23 68.2 1.0121

2.10 1.45 68.5 1.0120

2.92 1.71 69.1 1.0120

4.08 2.02 69.5 1.0119

5.72 2.39 70.6 1.0118


11.33 3.37 71.4 1.0118

15.97 4.00 71.3 1.0118

22.50 4.74 71.8 1.0117

31.73 5.63 73.0 1.0116

44.78 6.69 73.6 1.0115

63.22 7.95 75.9 1.0113

89.25 9.45 76.8 1.0112

126.02 11.23 77.1 1.0112

177.97 13.34 77.3 1.0112

251.33 15.85 78.2 1.0111

354.95 18.84 78.4 1.0111

501.32 22.39 78.1 1.0111

Log of Elapsed Time vs Dial Reading Load Summary


T90 = 0.593 min D90 = 66.6 div. T50 = 0.93 min. D50 = 67.5 div. Initial Sample Height, in 1.0000




Average Drainage Height, in 0.5028 Average Drainage Height, in 0.5028 Incremental Strain, % -1.11%



2/min 0.054

Date 6/7/2019


60

65

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Elapsed Time, min





Lab ID# 41821001



Increment Start Date: 06/07/19 Machine Deflection



(min) (min1/2


0 0 0 1.0000



0.20 0.45 144.1 1.0010

0.20 0.45 144.1 1.0010

0.30 0.55 146.6 1.0007

0.40 0.63 148.0 1.0006

0.50 0.71 148.9 1.0005

0.60 0.77 149.6 1.0004

0.82 0.90 150.7 1.0003

1.10 1.05 152.0 1.0002

1.52 1.23 153.1 1.0001

2.10 1.45 154.9 0.9999

2.92 1.71 157.3 0.9997

4.08 2.02 159.6 0.9994

5.72 2.39 161.8 0.9992


11.32 3.36 166.9 0.9987

15.95 3.99 169.4 0.9985

22.48 4.74 171.9 0.9982

31.73 5.63 174.6 0.9979

44.78 6.69 176.9 0.9977

63.22 7.95 175.8 0.9978

89.23 9.45 178.8 0.9975

126.02 11.23 179.7 0.9974

177.95 13.34 179.5 0.9975

251.32 15.85 180.9 0.9973

354.93 18.84 180.5 0.9973

501.30 22.39 180.5 0.9973

Sqrt. of Elapsed Time vs Dial Reading Log of Elapsed Time vs Dial Reading Load Summary


T90 = 0.689 min D90 = 150.1 div. T50 = 1.53 min. D50 = 153.1 div. Initial Sample Height, in 1.0000




Average Drainage Height, in 0.4993 Average Drainage Height, in 0.4993 Incremental Strain, % 0.27%



2/min 0.032

Date 6/7/2019


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Elapsed Time, min




Lab No. 41821001

Visual Description Brown Gravelly Clay

Sample Condition Remolded (-#4 to shelby tube density ASTM D7263-09(2018)e2 Method B)

TEST 1 TEST 2 TEST 3

AFTER TEST PHOTOS

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