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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 Page 2 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
Perry Township Supervisors Geotechnical Investigation Fox Run Road Slide ACA Project #P18150x10 June 10, 2019 Page 3 of 6
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
Perry Township Supervisors Geotechnical Investigation Fox Run Road Slide ACA Project #P18150x10 June 10, 2019 Page 4 of 6
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
Perry Township Supervisors Geotechnical Investigation Fox Run Road Slide ACA Project #P18150x10 June 10, 2019 Page 5 of 6
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
Perry Township Supervisors Geotechnical Investigation Fox Run Road Slide ACA Project #P18150x10 June 10, 2019 Page 6 of 6
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
ACA ENGINEERING, INC. 410 N Balph Avenue Pittsburgh, PA 15202
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
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
%
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
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
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
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
ACA ENGINEERING, INC. 410 N Balph Avenue Pittsburgh, PA 15202
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
ACA ENGINEERING, INC. 410 N Balph Avenue Pittsburgh, PA 15202
Phone: (412) 761-1990 Fax: (412) 761-1998
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
Dep
th
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sym
bol
Description
Dep
th
Num
ber
Typ
e
Sam
ple
Dep
th
Blo
ws/
ft
Rec
over
y
Wat
er L
evel
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
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
Dep
th
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sym
bol
Description
Dep
th
Num
ber
Typ
e
Sam
ple
Dep
th
Blo
ws/
ft
Rec
over
y
Wat
er L
evel
Remarks
B-2P19150x10
Fox Run Road Slide
Perry Township Supervisors
Perry Township, PA
1,000' +/-
D. Yetter
Ground SurfaceASPHALT 1"
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
10 30 50blows/ftN-Value
Moist
0 HR.-4.0'
Moist
Moist
Dry
Test Boring Services, Inc.
Hollow Stem Auger
5/7/19
7"
Clear 70's
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
Dep
th
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
Sym
bol
Description
Dep
th
Num
ber
Typ
e
Sam
ple
Dep
th
Blo
ws/
ft
Rec
over
y
Wat
er L
evel
Remarks
B-3P19150x10
Fox Run Road Slide
Perry Township Supervisors
Perry Township, PA
1,000' +/-
D. Yetter
Ground SurfaceASPHALT 2"
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
10 30 50blows/ftN-Value
Moist
Moist
Moist
Dry0 HR.-Dry
Test Boring Services, Inc.
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
Th
ese
re
su
lts a
re fo
r th
e e
xclu
siv
e u
se
of th
e c
lie
nt fo
r w
ho
m th
ey w
ere
ob
tain
ed
. T
he
y a
pp
ly o
nly
to
th
e s
am
ple
s te
ste
d a
nd
are
no
t in
dic
itiv
e o
f a
pp
are
ntly id
en
tica
l sa
mp
les.
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
re
su
lts a
re fo
r th
e e
xclu
siv
e u
se
of th
e c
lie
nt fo
r w
ho
m th
ey w
ere
ob
tain
ed
. T
he
y a
pp
ly o
nly
to
th
e s
am
ple
s te
ste
d a
nd
are
no
t in
dic
itiv
e o
f a
pp
are
ntly id
en
tica
l sa
mp
les.
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)
Perry Township Supervisors
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
COPYRIGHT © 2002 GEOTECHNICAL TESTING SERVICES 1-800-853-7309
Remolded (-#4 to shelby tube density ASTM D7263-09(2018)e2 Method B)
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Normal Stress, psi
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 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
COPYRIGHT © 2015 GEOTECHNICAL TESTING SERVICES 1-800-853-7309
Reviewed By: ALOInput Validation: JSJ
41821001A ds
ONE DIMENSIONAL CONSOLIDATION TEST
Client ACA Engineering, Inc. Boring B-2 Final Test Load, psi 3.47
Client Project Fox Run Rd. P19150 X10 Depth 3.0' - 5.0'
Project No. 41821 Sample S-1
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
COPYRIGHT © 2015 GEOTECHNICAL TESTING SERVICES 1-800-853-7309
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ONE DIMENSIONAL CONSOLIDATION TEST
Client ACA Engineering, Inc. Boring B-2 Final Test Load, psi 6.94
Client Project Fox Run Rd. P19150 X10 Depth 3.0' - 5.0'
Project No. 41821 Sample S-1
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: 06/07/19 Machine Deflection
Elapsed Sqrt Dial Sample Applied Deflection Correction to Sample Height, 0.0001in 189
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* 189 0.0189
Adjusted Sample Height
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
8.05 2.84 71.1 1.0118 Square Root of Elapsed Time vs. Dial Reading
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
T0 = 0 min. D0 = 55.2 div. T0 = 0 min. D0 = 58.3 div.
T90 = 0.593 min D90 = 66.6 div. T50 = 0.93 min. D50 = 67.5 div. Initial Sample Height, in 1.0000
T100 = NA min D100 = 67.9 div. T100 = 71.2 min. D100 = 76.8 div.
Height at: D90 = 0.9744, D100 = 0.9743 Height at: D50 = 0.9744, D100 = 0.9734 Final Sample Height, in 1.0111
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, % -1.11%
T (Time Factor for T90) 0.848 T (Time Factor for T50) 0.197 Loading Duration, min 501
Coef. of Consol., Cv, in2/min 0.359 Coef. of Consol., Cv, in
2/min 0.054
Date 6/7/2019
COPYRIGHT © 2015 GEOTECHNICAL TESTING SERVICES 1-800-853-7309
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ONE DIMENSIONAL CONSOLIDATION TEST
Client ACA Engineering, Inc. Boring B-2 Final Test Load, psi 13.89
Client Project Fox Run Rd. P19150 X10 Depth 3.0' - 5.0'
Project No. 41821 Sample S-1
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: 06/07/19 Machine Deflection
Elapsed Sqrt Dial Sample Applied Deflection Correction to Sample Height, 0.0001in 154
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* 154 0.0154
Adjusted Sample Height
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
8.03 2.83 163.9 0.9990 Square Root of Elapsed Time vs. Dial Reading
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
T0 = 0 min. D0 = 134.6 div. T0 = 0 min. D0 = 137.6 div.
T90 = 0.689 min D90 = 150.1 div. T50 = 1.53 min. D50 = 153.1 div. Initial Sample Height, in 1.0000
T100 = NA min D100 = 151.8 div. T100 = 13.72 min. D100 = 168.6 div.
Height at: D90 = 0.9696, D100 = 0.9694 Height at: D50 = 0.9693, D100 = 0.9677 Final Sample Height, in 0.9973
Average Sample Height, in 0.9987 Average Sample Height, in 0.9987
Average Drainage Height, in 0.4993 Average Drainage Height, in 0.4993 Incremental Strain, % 0.27%
T (Time Factor for T90) 0.848 T (Time Factor for T50) 0.197 Loading Duration, min 501
Coef. of Consol., Cv, in2/min 0.307 Coef. of Consol., Cv, in
2/min 0.032
Date 6/7/2019
COPYRIGHT © 2015 GEOTECHNICAL TESTING SERVICES 1-800-853-7309
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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)
TEST 1 TEST 2 TEST 3
AFTER TEST PHOTOS