520 S. Main Street, Suite 2531 ● Akron, Ohio 44311 ● Tel: 330-572-2100 ● Fax: 330-572-2101 www.GPDGroup.com
GPD Engineering And Architecture Professional Corporation
GEOTECHNICAL REPORT
Site Number: PA-9876 Site Name: Bradys Run
Site Data: 4270 Dutch Ridge Road Beaver (Beaver County), Pennsylvania 15009
Latitude 40° 42' 32.72'' N, Longitude 80° 22' 33.77'' W
Proposed 190-ft Monopole
GPD is pleased to submit this Geotechnical Report for the aforementioned tower. The purpose of the following
report is to summarize the soil/rock conditions encountered during the subsurface exploration at this site and provide geotechnical engineering parameters for the proposed tower foundation system. Recommendations for
site preparation, construction procedures and quality control were beyond the scope of this study, but can be
provided upon request.
We at GPD appreciate the opportunity to provide continuing professional services to you. Please feel free to contact us with any questions or if you need additional assistance.
Respectfully Submitted,
Dustin Vincent, E.I.T. Chip Wilkinson, P.E.
Geotechnical Specialist Practice Leader
Pennsylvania P.E. License #PE076229 Attachments: Site Location Map
Satellite Photograph Topographic Map
Boring Location Plan Boring Logs
Unified Soil Classification System General Notes
GPD# 2015706.03
June 4, 2015
Proposed 190-ft Monopole Site Number: PA-9876
6/4/2015 Page 2
GEOTECHNICAL RECOMMENDATIONS
Based on the results of this study, it is our opinion that either a cast-in-place concrete pier (caisson) or a shallow
foundation system would be appropriate for support of a monopole at this site. The following net design
parameters may be used to design the proposed foundation system. A factor of safety of 3 should be applied to the
ultimate bearing pressure values provided below. The cohesion, internal angle of friction and unit weight parameters
along with the passive earth pressure coefficient (KP), vertical modulus of subgrade reaction (pci) and sliding friction
coefficient values given in the following tables are based on the results of the sample borings, published values and
our past experience with similar soil/rock types. These values should, therefore, be considered approximate.
Monopole – Drilled Pier – Ultimate Design Parameters
Depth (feet)
Soil/Rock Description
Unit
Weight (pcf)
Passive Earth
Pressure Coefficient
Ultimate Bearing Pressure
(psf)
Internal Angle of Friction
(Degrees)
Cohesive Strength
(psf)
0 – 3.5* Topsoil and medium dense silty fine to coarse
sand with gravel and cobbles 115 - Ignore - -
3.5 – 6 Medium dense silty fine to coarse sand with
gravel and cobbles 115 KP = 3.25 4,500 32 0
6 – 15 Highly weathered shale 140 KP = 5.0 21,000 42 0
15 – 29 Highly weathered shale 140 KP = 5.0 30,000 42 0
29 – 34 Hard slightly to moderately weathered shale 145 - 40,000 0 9,000
*The first 3.5 feet should be ignored due to potential frost effects and construction disturbance considerations.
Monopole – Shallow Foundation System – Ultimate Design Parameters
Depth (feet)
Soil/Rock Description
Unit
Weight (pcf)
Ultimate Bearing Pressure
(psf)
Sliding Friction
Coefficient @ Base
Vertical Modulus of Subgrade Reaction
(pci)
Internal Angle of Friction
(Degrees)
Cohesion (psf)
0 – 3.5* Topsoil and medium dense silty fine to coarse sand with gravel and cobbles
115 Ignore - - - -
3.5 – 6 Medium dense silty fine to coarse sand
with gravel and cobbles 115 4,500 0.35 75 32 0
6 – 15 Highly weathered shale 135 21,000 0.45 350 42 0
*The first 3.5 feet should be ignored due to potential frost effects and construction disturbance considerations.
The above parameters are provided for the design of a cast-in-place concrete pier (caisson) or a shallow foundation
system. In the event that a different foundation type is chosen, these parameters are not considered valid and GPD
should be notified immediately to provide appropriate design parameters, as warranted.
Proposed 190-ft Monopole Site Number: PA-9876
6/4/2015 Page 3
GEOTECHNICAL EXPLORATION
Drilling and soil sampling was performed by GPD using a truck-mounted SIMCO 2400 SK-1 drill rig with hollow-stem
augers and a manual SPT hammer. Two (2) sample borings were drilled near the proposed tower foundation.
Representative samples were obtained by the split-barrel sampling procedure in general accordance with
appropriate ASTM standards. In the split-barrel sampling procedure, the number of blows required to advance a
standard 2-inch O.D. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a
140-pound hammer with a free fall of 30 inches, is the standard penetration resistance value (N). Sampling depths
and penetration distance, plus the standard penetration resistance values, are shown on the attached boring logs.
The samples were sealed and mailed to our laboratory for soil classification in general accordance with appropriate
ASTM standards.
The subsurface conditions encountered at the boring location are indicated on the attached boring logs. The
stratification boundaries on the boring logs represent the approximate location of changes in soil/rock types;
in-situ, the transition between materials may be gradual. The boring log includes visual classifications of the
materials encountered during drilling as well as the driller’s interpretation of the subsurface conditions between
samples.
LABORATORY TESTING
The samples were classified in the laboratory based on visual observation, texture and plasticity. The descriptions
of the soils indicated on the boring log are in accordance with the enclosed General Notes and the Unified Soil
Classification System. Estimated group symbols according to the Unified Soil Classification System are given on the
boring logs. A brief description of this classification system is attached to this report.
The laboratory testing program consisted of performing the following tests:
Natural water content tests (ASTM D-2216)
Soil Resistivity (ASTM G-187-12A)
Soil pH Test (ASTM D-4972)
Information from these tests was used in conjunction with field penetration test data to evaluate soil strength in-
situ, volume change potential, and soil classification. Results of these tests are attached and provided on the
boring logs.
SOIL CORROSIVITY
Ground resistivity and soil pH testing were performed as a part of the geotechnical investigation at this site. A
representative soil sample was obtained within the upper 10-ft of soil for laboratory testing. Laboratory resistivity
measurements were obtained using a MILLER-400A implementing the 2-electrode method in conjunction with an
electrolyte box. Based on the laboratory test results, the soil is rated “mildly corrosive” with resistivity
measurements of about 18,000 ohm-cm (refer to Table below) and has a pH of about 5.6 at about 23°C.
Soil Resistivity
Resistivity (Ohm-cm) Soil Type Corrosion Rating
0 to 1,000 Moist Clay Extremely Corrosive 1,000 to 3,000 Moist Clay Highly Corrosive 3,000 to 5,000 Clay Corrosive 5,000 to 10,000 Silty Clay/Clayey Silt Moderately Corrosive 10,000 to 20,000 Sandy Silt Mildly Corrosive
>20,000 Sand/Gravel/Rock Non-Corrosive
Proposed 190-ft Monopole Site Number: PA-9876
6/4/2015 Page 4
SOIL CLASSIFICATION
The soil samples were classified in general accordance with appropriate ASTM standards based on visual
observation, texture, testing and plasticity. Descriptions of the soils indicated on the boring log are in accordance
with the enclosed General Notes and the Unified Soil Classification System. A brief description of this classification
system is attached to this report.
GROUNDWATER
Groundwater was not encountered during drilling operations as noted on the attached boring log. It should be
noted that fluctuations in the groundwater level can occur and perched water can develop over low permeability
soil or rock strata following periods of heavy or prolonged precipitation. Long term monitoring in cased holes or
piezometers would be necessary to accurately evaluate the potential range of groundwater conditions on the site.
ROCK EXPLORATION
The boring was advanced into the rock using core drilling procedures in general accordance with the appropriate
ASTM standard. The rock was classified in the field and the “percent recovery” and rock quality designation (RQD)
values were determined.
The “percent recovery” is the ratio of the sample length retrieved to the drilled length, expressed as a percent. An
indication of the actual in-situ rock quality is provided by calculating the sample’s RQD. The RQD is the percentage
of the length of broken cores retrieved which have core segments at least 4 inches in length compared to each
drilled length. The percent recovery and RQD are related to rock soundness and quality as illustrated below:
ROCK QUALITY DESIGNATION (RQD)
Relation of RQD and In-situ Rock Quality
RQD (%) Rock Quality
90 – 100 Excellent
75 – 90 Good
50 – 75 Fair
25 – 50 Poor
0 -25 Very Poor
Classification and descriptions of rock core samples are based on visual and tactile observations. Petrographic
analysis of thin sections may indicate other rock types. Percent recovery and rock quality designation (RQD) were
calculated for these samples and are noted at their depths of occurrence on the boring logs.
Proposed 190-ft Monopole Site Number: PA-9876
6/4/2015 Page 5
QUALIFICATIONS
The analysis and recommendations presented in this report are based upon the data obtained from the borings
performed at this site and from other information discussed in this report. This report does not reflect variations
that may occur across the site or due to the modifying effects of weather.
This report has been prepared for the exclusive use of Elevated Properties LLC for specific application to the
project discussed herein and has been prepared in accordance with generally accepted geotechnical engineering
practices. No warranties, either expressed or implied, are intended or made. In the event that changes in the
nature or design as outlined in this report are planned, the conclusions and recommendations contained in this
report shall not be considered valid unless GPD reviews the changes and either verifies or modifies the conclusions
of this report in writing.
The scope of services for this project does not include either specifically or by implication, any environmental
assessment of the site or identification of contaminated or hazardous materials or conditions. If the owner is
concerned about the potential for such contamination, other studies should be undertaken.
GPD Job Number: 2015706.03
Date: June 2015
SITE LOCATION MAP Site Name: Bradys Run
Site Number: PA-9876
GPD Job Number: 2015706.03
Date: June 2015
SATELLITE PHOTOGRAPH Site Name: Bradys Run
Site Number: PA-9876
GPD Job Number: 2015706.03
Date: June 2015
TOPOGRAPHIC MAP Site Name: Bradys Run
Site Number: PA-9876
GPD Job Number: 2015706.03
Date: June 2015
BORING LOCATION PLAN Site Name: Bradys Run
Site Number: PA-9876
B-1 B-2
N
12
10
0
100
100
100
100
100
0
100(43)
Topsoil, 2 inches
Medium Dense brown fine to coarse Silty Sand (SM) with gravel andcobbles and trace weathered rock fragments
*Driller drove rock at 1-ft
Tannish gray highly weathered Shale
Gray below 16 feet
Hard dark gray slightly to moderately weathered Shale with some sand
Boring terminated at 34.0 feet
50/2"
7-8-20(28)
35-50/5"
25-50/5"
50/4"
50/4"
50/3"
SS1
SS2
SS3
SS4
SS5
SS6
SS7
RC8
AT TIME OF DRILLING --- DRY
LOGGED BY Dustin Vincent
DRILLING METHOD Hollow Stem Auger - 3 1/4" ID
CHECKED BY Nicholas Zadd
GROUND ELEVATION
GROUND WATER LEVELS:
DATE STARTED May 29, 2015 COMPLETED May 29, 2015
DRILLING CONTRACTOR GPD
HOLE SIZE 7.5 in
AT END OF DRILLING ---
NOTES SIMCO SK-1 drill rig with manual SPT hammer
MO
IST
UR
EC
ON
TE
NT
(%
)
LIQ
UID
LIM
IT
PLA
ST
ICLIM
IT
FIN
ES
CO
NT
EN
T(%
)
ATTERBERGLIMITS
GR
AP
HIC
LO
G
DE
PT
H(f
t)
0
5
10
15
20
25
30
PLA
ST
ICIT
YIN
DE
X
PO
CK
ET
PE
N.
(tsf)
RE
CO
VE
RY
%(R
QD
)
MATERIAL DESCRIPTION
BLO
WC
OU
NT
S(N
VA
LU
E)
SA
MP
LE
TY
PE
NU
MB
ER
Boring Number: B-1
CLIENT Elevated Properties LLC
PROJECT NUMBER 2015706.03
PROJECT NAME Bradys Run
PROJECT LOCATION Beaver, Pennsylvania
CE
NT
ER
TE
RM
INA
TIO
N N
OT
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GIN
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RA
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Topsoil, 2 inches
Brown fine to coarse Silty Sand (SM) with gravel and cobbles andtrace weathered rock fragments
Tannish gray highly weathered Shale
Gray below 17 feet
Auger Refusal at 27.0 feet
AT TIME OF DRILLING --- DRY
LOGGED BY Dustin Vincent
DRILLING METHOD Hollow Stem Auger - 3 1/4" ID
CHECKED BY Nicholas Zadd
GROUND ELEVATION
GROUND WATER LEVELS:
DATE STARTED May 29, 2015 COMPLETED May 29, 2015
DRILLING CONTRACTOR GPD
HOLE SIZE 7.5 in
AT END OF DRILLING --- DRY
NOTES SIMCO SK-1 drill rig with manual SPT hammer
MO
IST
UR
EC
ON
TE
NT
(%
)
LIQ
UID
LIM
IT
PLA
ST
ICLIM
IT
FIN
ES
CO
NT
EN
T(%
)
ATTERBERGLIMITS
GR
AP
HIC
LO
G
DE
PT
H(f
t)
0
5
10
15
20
25
PLA
ST
ICIT
YIN
DE
X
PO
CK
ET
PE
N.
(tsf)
RE
CO
VE
RY
%(R
QD
)
MATERIAL DESCRIPTION
BLO
WC
OU
NT
S(N
VA
LU
E)
SA
MP
LE
TY
PE
NU
MB
ER
Boring Number: B-2
CLIENT Elevated Properties LLC
PROJECT NUMBER 2015706.03
PROJECT NAME Bradys Run
PROJECT LOCATION Beaver, Pennsylvania
CE
NT
ER
TE
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INA
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N N
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Letter Symbol
GW
GP
GM
GC
SW
SP
SM
SC
ML
CL
OL
MH
CH
OH
PT
Organic clays of medium to high plasticity.
Peat, muck, and other highly organic soils.
Well-graded sands and gravelly sands, little or no
fines.Poorly-graded sands and gravelly sands, little or no
fines.
Silty sands, sand-silt mixtures
Inorganic clays of low to medium plasticity, gravelly
clays, sandy clays, silty clays, lean clays.
Unified Soil Classification System
Clayey sands, sandy-clay mixtures.
Organic clays of medium to high plasticity.
Inorganic silts, micaceous or diatomaceous fines
sands or silts, elastic silts.
Description
Silts and Clays
Liquid Limit greater than
50%
Gravels
With Fines
Clean Sands
Major Divisions
Clean
GravelsS
an
ds
Mo
re t
han
½ p
assi
ng
thro
ugh t
he
No
. 2
00
siev
e
Inorganic silts, very fine sands, rock flour, silty or
clayey fine sands.
Gra
vel
s
Mo
re t
han
½ c
oar
se
frac
tio
n r
etai
ned
on
th
e
No
. 4
sie
ve
Inorganic clays of high plasticity, fat clays.
Consistency Classification
Highly Organic Soils
Co
ars
e-g
rain
ed S
oil
s
More
th
an
½ r
eta
ined
on
th
e N
o.
20
0 S
iev
e
Fine
-gra
ined
Soil
s
More
th
an
½ p
ass
ing t
hro
ugh
th
e
No.
200 S
ieve
Sands With
Fines
Silts and Clays
Liquid Limit less than
50%
Well-graded gravels and gravel-sand mixtures,
little or no fines. Poorly-graded gravels and gravel-sand mixtures, little
or no fines.
Silty gravels, gravel-sand-silt mixtures.
Clayey gravels, gravel-sand-clay mixtures.
Cohesive SoilsGranular Soils
Description - Blows Per Foot (Corrected) Description - Blows Per Foot (Corrected)
MCS
<5
5 ¯ 15
16 ¯ 40
41 ¯ 65
>65
SPT
<4
4 ¯ 10
11 ¯ 30
31 ¯ 50
>50
Very loose
Loose
Medium dense
Dense
Very dense
Very soft
Soft
Firm
Stiff
Very Stiff
Hard
MCS
<3
3 ¯ 5
6 ¯ 10
11 ¯ 20
21 ¯ 40
>40
SPT
<2
2 ¯ 4
5 ¯ 8
9 ¯ 15
16 ¯ 30
>30
MCS = Modified California Sampler SPT = Standard Penetration Test Sampler
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