SW4240401_Soils/Geotechnical Report_20240801

01101K ET ENGINEERING, P.A.
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS
ee�rw -- j P.O. Box 24487.Winston-Salem. NC 271 14-4487 [phone]
July 30, 2024
CPT Engineering & Surveying
Attention: Mr. Chuck Truby
Att: [e-mail]
RE: Subsurface Exploration Report
Whitehall Village
Walkertown, NC
Dear Mr. Truby,
As per your authorization, ET Engineering, P.A. (ETE) has completed the
Subsurface Exploration Report at the Whitehall Village site located in
Walkertown, NC. The results of the soil borings, along with a Boring
Location Diagram, are enclosed with this report.
The purpose of this report is to describe the soil and groundwater
conditions which were encountered in the test borings, to analyze and
evaluate the subsurface data obtained, and to submit recommendations
needed for stormwater SHWT. A brief description of the field phase of this
investigation, general subsurface conditions encountered and design
recommendations are presented herein.

Whitehall Village
July 30,2024
Page 2
SUBSURFACE EXPLORATION AND SOIL CLASSIFICATION
Description of Subsurface Exploration
The soil test borings were drilled at the site as indicated on the Boring
Location Diagram. Two (2) soil test boring was drilled at the subject site.
The Borings were drilled to a depth of 25.0 feet below the existing ground
surface. The boring was drilled using a truck Mounted Mobile B-47 drilling
rig. The boring were located in the field by representatives of RDL Drilling.
A description of the methods and procedures used to perform soil
sampling and classification are presented below.
Soil Sampling/Classification
A six-inch hollow stem auger was used to Walkertown the borehole.
Representative soil samples were obtained by means of the split-barrel
sampling procedure in general accordance with ASTM Specification D-
1586. In this procedure, a 2 inch OD, 1 3/8 inch ID, split-barrel sampler is
driven into the soil a distance of 18 inches by means of a 140-pound hammer
falling 30 inches. The Standard Penetration Resistance (SPT) Value is the
number of blows per foot of penetration for the final 12 inches of driving.
This value can be used to provide a qualitative indication of the in-place
relative density of cohesionless soils. This indication is qualitative since
many factors can significantly affect the Standard Penetration Resistance
Value and prevent direct correlation between drill crews, drill rigs, drilling
procedures, and hammer-rod-spoon assemblies.
The drill crew prepared a field log of the soils encountered in the borings.
All soil samples obtained from the drilling operations were sealed
immediately in the field and brought to our laboratory for further
examination and testing.
D:.V. EKSiaQ:ERONS, F.A.

Whitehall Village
July 30,2024
Page 3
Soil Classification
An experienced geotechnical engineer classified each soil sample on the
basis of texture and plasticity in accordance with the Unified Soil
Classification System. The group symbols for each soil type are indicated
in the parentheses following the soil descriptions on the boring logs. A brief
explanation of the Unified Soil Classification System is included with this
report. The geotechnical engineer grouped the various soil types into the
major zones noted on the boring logs. The stratification lines designating
the interfaces between earth materials on the boring logs and profiles are
approximate; in-situ, the contact between material types may be
transitional.
The soil samples will be retained in our laboratory for a period of sixty (60)
days after the date of this report, after which they will be discarded unless
instructions as to their disposition are received.
SOIL CONDITIONS
Location of Borings
The locations of borings relative to the proposed property are as shown on
the attached Boring Location Diagram.
Soil Conditions
Beneath a 6"-12" surface layer of topsoil our boring encountered man-
made fill and residual soils. A thin layer of man-made fill containing topsoil
was encountered in Boring B-2. Residual soils were encountered
immediately below the man-made fill and the surface in this Boring B-1.
The residual soil, when disturbed by sampling, appears as red and tan;
firm; clayey silt transitioning to a brown, tan and gray; sandy silt. The blow
count values within these materials ranged between 8 blows per foot and
40 blows per foot.
E.T. Lt SDNILE ONS, P.A.

Whitehall Village
July 30,2024
Page 4
For soil descriptions and general stratification at a particular boring
location, the respective Test Boring Record should be reviewed. Logs of
the exploratory borings are appended to this report. Subsurface
conditions between boring locations and elsewhere on site may vary, and
subsurface anomalies may exist which were not detected.
WATER TABLE CONDITIONS
Water level observations were made after completion of drilling operations
and at 24 hours. In power auguring operations, water is not introduced into
the boreholes during drilling. Groundwater elevations can often be
ascertained by observing water seepage into the boreholes after drilling
and the moisture content of recovered samples. The seasonal high
groundwater elevation is below El 973.5 ft in Boring B-2 and El 957 in B-1 .
The water level observations are noted on the respective boring logs.
Groundwater or a caved in condition indicating groundwater was not
encountered in the Borings. It should be noted that dependent on the
permeability of the in-place soils, it could take several days for the
groundwater level to stabilize within the borehole. Fluctuations in the
location of the long-term groundwater table may occur seasonally and are
also dependent upon variations in precipitation, evaporation, and surface
run-off.
This report has been prepared for the purpose of evaluating the existing
subsurface conditions and determining design criteria for the stormwater
SHWT at the proposed Whitehall Village in Walkertown, North Carolina.
The information and recommendations reported herein are presented to
assist in the design of this project. In the event there are any significant
changes in the size, design, or location of the project structures, changes
in the planned construction from the concepts previously outlined, or
changes of the design parameters stated in this report, the conclusions
E.V. ENGiN EI:P8ONG, P.A.

r — —
Whitehall Village
July 30,2024
Page 5
and recommendations contained in this report shall not be considered
valid unless these changes have been reviewed and our conclusions and
recommendations reaffirmed or appropriately modified in writing.
If there are any questions with regards to the information and
recommendations contained in this report, or if we may be of further
service to you in any way, please do not hesitate to contact us.
Very truly yours,
E.T. Engineering, P.A.
°�2,. John M. Riley,
=ct "9z-7" P.E.
7 .�" _ 2024.07.30
oe..4. �4.-ks 10:07:23 -04'00'
winsimoi-
John M. Riley, P.E.
President
E.V. GrCYiSCaC:C:CBCU"G, C .A.

GENERAL NOTES

GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS = SPLIT SPOON (1 3/8" ID, 2" OD) OS= OSTERBERG SAMPLER
ST = SHELBY TUBE HSA=HOLLOW STEM AUGER
PA = POWER AUGER FT = FISH TAIL
DB = DIAMOND BIT- NX, NQ RB= ROCK BIT
AS = AUGER SAMPLE BS = BULK SAMPLE
JS = JAR SAMPLE PM= PRESSUREMETER
VS = VANE SHEAR GS= GIDDINGS SAMPLER
Standard "N" Penetration: Blows per foot of a 140 lb. hammer falling 30" on a 2 inch
O.D. split spoon samples, except where otherwise noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL= WATER LEVEL WC1= WET CAVE IN
WS= WHILE SAMPLING DC1= DRY CAVE IN
WD= WHILE DRILLING BCR=BEFORE CASING REMOVAL
AB= AFTER BORING ACR=AFTER CASING REMOVAL
Water levels indicated on the Boring Logs are the levels measured in the boring at
the times indicated. In pervious soils, the indicated elevations are considered
reliable groundwater levels. In impervious soils, the accurate determination of
groundwater elevations may not be possible, even after several days of observations.
GRADATON DESCRIPTION & TERMINOLOGY:
Coarse Grained or Granular soils have more than 50% of their dry weight retained on
a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained
soils have less than 50% of their dry weight retained on a #200 sieve; they are
described as: clays or clayey silts if they are cohesive and silts if they are non-
cohesive. In addition to gradation, granular soils are defined on the basis of their
relative in-place density and fine grained soils on the basis of their strength or
consistency and their plasticity.
BLOWS PER FT FINE GRAINED COARSE GRAINED
0-3 VERY SOFT VERY LOOSE
49 SOFT LOOSE
10-25 FIRM MEDIUM DENSE
25-49 STIFF DENSE
50-80 VERY STIFF VERY DENSE

BORING LOGS

Page 1 of 1
OWNER BORING NUMBER
KEYSTONE B-1
PROJECT NAME ARCHITECT-ENGINEER
WHITEHALL VILLAGE CPT ENGINEERING
SITE LOCATION JOB NO. 0 Unconfined compressive strength Tons/F-2.
WALKERTOWN, NORTH CAROLINA 24-516 1 2 3 4 5
I I I I I
W E. Plastic Water Liquid
a w O ET ENGINEERING, P. A. Limit°� Contents% Limit%
X '® X
DEPTH UJW Lu w O GEOTECHNICAL ENGINEERS 10 20 30 40 50
IN FEET
2 CC
Q W DESCRIPTION OF MATERIAL � Penetration Standard Blows/ft.
(n Surface Elevation 972.0 10 20 30 40 50
6" TOPSOIL / 1
_ s-i ss 1.0 TAN TO BROWN SILTY CLAY, FIRM (CL)
2.s
_X RED AND TAN MICACEOUS CLAYEY
_ S-2 SS 3.5 X— SILT, FIRM (ML)
5.0 X x
5— R x
_ — 1:
S-3 SS 6.0
7.5 -X-
x
x
x
X .J
_ S-4 SS 8.5 x x
10.0 x x
1 0— x X
X
7L '
x x GRAY TO TAN MICACEOUS SANDY
x .x SILT, FIRM (ML) 1
_ S-5 SS 13.5 x
15.0 x x•
15— x .
x
. x•
x.
x
X •
S-6 SS 18.5 x
20.0 x .x
20— x
-
x
x
x •
x
x
x.
.
x.
x •0
_ S-7 SS 23.5 x
25.0 X ,x
25 BORING TERMINATED AT 25.0 FT
The stratification lines represent the approximate boundary lines between soil types: In-situ,the transition may be gradual
WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 7/29/24 BORING COMPLETED 7/24/24
18.0 @ 0 HRS.
RIG FOREMAN APPROVED BY AUGER
16.0 @ 24 HRS. B-47 DCB JMR 3.25"HSA

Page 1 of 1
OWNER BORING NUMBER
KEYSTONE B-2
PROJECT NAME ARCHITECT-ENGINEER
WHITEHALL VILLAGE CPT ENGINEERING
SITE LOCATION JOB NO. 0 Unconfined compressive strength Tons/Fl?
WALKERTOWN, NORTH CAROLINA 24-516 1 2 3 4 5
I I I I I
w =
I— Plastic Water Liquid
O d a Limit% Contents% Limit
z w iipET ENGINEERING, P. A.
DEPTH a J Lij 0 O GEOTECHNICAL ENGINEERS 1r 20 30 40 50 x
IN FEET d
DESCRIPTION OF MATERIAL Standard
Penetration
Blows/ft.
cn Surface Elevation 983.0 10 20 30 40 50
""': 12" TOPSOIL
16
S-1 SS 1.0 GRAY CLAYEY SILT,W/TOPSOIL
— 2.5
T. RED AND TAN MICACEOUS CLAYEY 5
— S-2 SS 3.5 x— SILT, FIRM (ML)
5.0 X x
1)11'
5_ R"
x
S-3 SS 6.0 Y
— 7.5
x
x
x—
x
— S-4 SS 8.5 x x
10.0 K X
1 0— x X
x
_. T(
R
x x BROWN TO RED MICACEOUS SANDY
— x .x• SILT, FIRM (ML) 1
— S-5 SS 13.5 x x
15.0 " x'
15�- x
• x•
x
_ x
x .
x.
$
x .x BROWN TO TAN MICACEOUS SANDY
— x .x' SILT, FIRM (ML) 1
— S-6 SS 18.5 x x
20.0 •x x
20— x•
x •
x.
— x .
x.
— x _
x
x
— x
x •
— S-7 SS 23.5 x x
25.0 x .x
25 Y BORING TERMINATED AT 25.0 FT
The stratification lines represent the approximate boundary lines between soil types: In-situ,the transition may be gradual
WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 7/29/24 BORING COMPLETED 7/24/24
14.5 @ 0 HRS. RIG FOREMAN APPROVED BY AUGER
15.0 @ 24 HRS. B-47 DCB JMR 3.25"HSA

BORING LOCATION DIAGRAM

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0111N ET ENGINEERING, P.A.
GEOTECHNICAL & ENVIRONMENTAL ENGINEERS
'g+ 1 P.O. Box 24487,Winston-Salem.NC 271 14-4487 [phone]
woo
July 30, 2024
CPT Engineering & Surveying
Attention: Mr. Chuck Truby
Att: [e-mail]
RE: Subsurface Exploration Report
Whitehall Village
Walkertown, NC
Dear Mr. Truby,
As per your authorization, ET Engineering, P.A. (ETE) has completed the
Subsurface Exploration Report at the Whitehall Village site located in
Walkertown, NC. The results of the soil borings, along with a Boring
Location Diagram, are enclosed with this report.
The purpose of this report is to describe the soil and groundwater
conditions which were encountered in the test borings, to analyze and
evaluate the subsurface data obtained, and to submit recommendations
needed for stormwater SHWT. A brief description of the field phase of this
investigation, general subsurface conditions encountered and design
recommendations are presented herein.

Whitehall Village
July 30,2024
Page 2
SUBSURFACE EXPLORATION AND SOIL CLASSIFICATION
Description of Subsurface Exploration
The soil test borings were drilled at the site as indicated on the Boring
Location Diagram. Two (2) soil test boring was drilled at the subject site.
The Borings were drilled to a depth of 25.0 feet below the existing ground
surface. The boring was drilled using a truck Mounted Mobile B-47 drilling
rig. The boring were located in the field by representatives of RDL Drilling.
A description of the methods and procedures used to perform soil
sampling and classification are presented below.
Soil Sampling/Classification
A six-inch hollow stem auger was used to Walkertown the borehole.
Representative soil samples were obtained by means of the split-barrel
sampling procedure in general accordance with ASTM Specification D-
1586. In this procedure, a 2 inch OD, 1 3/8 inch ID, split-barrel sampler is
driven into the soil a distance of 18 inches by means of a 140-pound hammer
falling 30 inches. The Standard Penetration Resistance (SPT) Value is the
number of blows per foot of penetration for the final 12 inches of driving.
This value can be used to provide a qualitative indication of the in-place
relative density of cohesionless soils. This indication is qualitative since
many factors can significantly affect the Standard Penetration Resistance
Value and prevent direct correlation between drill crews, drill rigs, drilling
procedures, and hammer-rod-spoon assemblies.
The drill crew prepared a field log of the soils encountered in the borings.
All soil samples obtained from the drilling operations were sealed
immediately in the field and brought to our laboratory for further
examination and testing.
ELe Y a ENSWGEWONG, F.A.

Whitehall Village
July 30,2024
Page 3
Soil Classification
An experienced geotechnical engineer classified each soil sample on the
basis of texture and plasticity in accordance with the Unified Soil
Classification System. The group symbols for each soil type are indicated
in the parentheses following the soil descriptions on the boring logs. A brief
explanation of the Unified Soil Classification System is included with this
report. The geotechnical engineer grouped the various soil types into the
major zones noted on the boring logs. The stratification lines designating
the interfaces between earth materials on the boring logs and profiles are
approximate; in-situ, the contact between material types may be
transitional.
The soil samples will be retained in our laboratory for a period of sixty (60)
days after the date of this report, after which they will be discarded unless
instructions as to their disposition are received.
SOIL CONDITIONS
Location of Borings
The locations of borings relative to the proposed property are as shown on
the attached Boring Location Diagram.
Soil Conditions
Beneath a 6"-12" surface layer of topsoil our boring encountered man-
made fill and residual soils. A thin layer of man-made fill containing topsoil
was encountered in Boring B-2. Residual soils were encountered
immediately below the man-made fill and the surface in this Boring B-1.
The residual soil, when disturbed by sampling, appears as red and tan;
firm; clayey silt transitioning to a brown, tan and gray; sandy silt. The blow
count values within these materials ranged between 8 blows per foot and
40 blows per foot.
L.�. EGIGON ELE080NG, O�. o

Whitehall Village
July 30,2024
Page 5
and recommendations contained in this report shall not be considered
valid unless these changes have been reviewed and our conclusions and
recommendations reaffirmed or appropriately modified in writing.
If there are any questions with regards to the information and
recommendations contained in this report, or if we may be of further
service to you in any way, please do not hesitate to contact us.
Very truly yours,
E.T. Engineering, P.A.
`,,e'q:\F s o°�/'-- John M. Riley,
ii, -cusp tiTV7"__ P.E.
9.
2024.07.30
`'A"m," ,, • 10:07:23 -04'00'
John M. Riley, P.E.
President
E.T. fEbG0NEe1:R0NG, P.A.

Whitehall Village
July 30,2024
Page 4
For soil descriptions and general stratification at a particular boring
location, the respective Test Boring Record should be reviewed. Logs of
the exploratory borings are appended to this report. Subsurface
conditions between boring locations and elsewhere on site may vary, and
subsurface anomalies may exist which were not detected.
WATER TABLE CONDITIONS
Water level observations were made after completion of drilling operations
and at 24 hours. In power auguring operations, water is not introduced into
the boreholes during drilling. Groundwater elevations can often be
ascertained by observing water seepage into the boreholes after drilling
and the moisture content of recovered samples. The seasonal high
groundwater elevation is below El 973.5 ft in Boring B-2 and El 957 in B-1 .
The water level observations are noted on the respective boring logs.
Groundwater or a caved in condition indicating groundwater was not
encountered in the Borings. It should be noted that dependent on the
permeability of the in-place soils, it could take several days for the
groundwater level to stabilize within the borehole. Fluctuations in the
location of the long-term groundwater table may occur seasonally and are
also dependent upon variations in precipitation, evaporation, and surface
run-off.
This report has been prepared for the purpose of evaluating the existing
subsurface conditions and determining design criteria for the stormwater
SHWT at the proposed Whitehall Village in Walkertown, North Carolina.
The information and recommendations reported herein are presented to
assist in the design of this project. In the event there are any significant
changes in the size, design, or location of the project structures, changes
in the planned construction from the concepts previously outlined, or
changes of the design parameters stated in this report, the conclusions
0:.4. O NGON E0e08ONG, P.A.

GENERAL NOTES

r
GENERAL NOTES
DRILLING & SAMPLING SYMBOLS:
SS = SPLIT SPOON (1 3/8" ID, 2" OD) OS= OSTERBERG SAMPLER
ST = SHELBY TUBE HSA=HOLLOW STEM AUGER
PA = POWER AUGER FT = FISH TAIL
DB= DIAMOND BIT- NX, NO RB= ROCK BIT
AS = AUGER SAMPLE BS = BULK SAMPLE
JS = JAR SAMPLE PM= PRESSUREMETER
VS = VANE SHEAR GS = GIDDINGS SAMPLER
Standard "N" Penetration: Blows per foot of a 140 lb. hammer falling 30" on a 2 inch
O.D. split spoon samples, except where otherwise noted.
WATER LEVEL MEASUREMENT SYMBOLS:
WL= WATER LEVEL WCI= WET CAVE IN
WS= WHILE SAMPLING DCI= DRY CAVE IN
WD= WHILE DRILLING BCR=BEFORE CASING REMOVAL
AB= AFTER BORING ACR=AFTER CASING REMOVAL
Water levels indicated on the Boring Logs are the levels measured in the boring at
the times indicated. In pervious soils, the indicated elevations are considered
reliable groundwater levels. In impervious soils, the accurate determination of
groundwater elevations may not be possible, even after several days of observations.
GRADATON DESCRIPTION & TERMINOLOGY:
Coarse Grained or Granular soils have more than 50% of their dry weight retained on
a #200 sieve; they are described as: boulders, cobbles, gravel or sand. Fine Grained
soils have less than 50% of their dry weight retained on a #200 sieve; they are
described as: clays or clayey silts if they are cohesive and silts if they are non-
cohesive. In addition to gradation, granular soils are defined on the basis of their
relative in-place density and fine grained soils on the basis of their strength or
consistency and their plasticity.
BLOWS PER FT FINE GRAINED COARSE GRAINED
0-3 VERY SOFT VERY LOOSE
4-9 SOFT LOOSE
10-25 FIRM MEDIUM DENSE
25-49 STIFF DENSE
50-80 VERY STIFF VERY DENSE

BORING LOGS

Page 1 of 1
OWNER BORING NUMBER
KEYSTONE B-1
PROJECT NAME ARCHITECT-ENGINEER
WHITEHALL VILLAGE CPT ENGINEERING
SITE LOCATION JOB NO. 0 Unconfined compressive strength Tons/F-2.
WALKERTOWN, NORTH CAROLINA 24516 1 2 3 4 5
I I I I I
W H Plastic Water Liquid
O a d Limit% Contents% Limit%
Z L. O ET ENGINEERING, P. A. x ® •X
DEPTH LiiJ W. Cl GEOTECHNICAL ENGINEERS 10 20 30 40 50
IN FEET 0- O I 1 I 1 I
U -. Q DESCRIPTION OF MATERIAL w Penetration
Standard Blows/ft.
cn Surface Elevation 972.0 10 20 30 40 50
''{`"".•; \6"TOPSOIL / I
s-1 ss 1.0 = TAN TO BROWN SILTY CLAY, FIRM (CL)
— 2.5
' , RED AND TAN MICACEOUS CLAYEY
— S-2 SS 3.5 x—x SILT, FIRM (ML)
5.0 x
5— x"
_ -x- 1:
S-3 SS 6.0 x
— 7.5
x
x
x-
- .i i
S-4 SS 8.5 x x
10.0 x x
10— x—
x
x
— X
X
x .x GRAY TO TAN MICACEOUS SANDY
— x .x' SILT, FIRM (ML) 1 '
— S-5 SS 13.5 x x'
15.0 x x'
15 '` •• x.
x
-Y.- .. x.
x .
x.
x
x
.� X
X x'
— S-6 SS 18.5 x x
20.0 x .x
20— x x
• x.
— x '
• x•
x •
— . x
x .
. x.
x ,O
x
S-7 SS 23.5 x •x
25.0 x •
.x
25 BORING TERMINATED AT 25.0 FT
The stratification lines represent the approximate boundary lines between soil types: In-situ,the transition may be gradual
WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 7/29/24 BORING COMPLETED 7/24/24
18•0 @ 0 HRS. RIG FOREMAN APPROVED BY AUGER
16.0 @ 24 HRS, B-47 DCB JMR 3.25" HSA

Page 1 of 1
OWNER BORING NUMBER
KEYSTONE B-2
PROJECT NAME ARCHITECT-ENGINEER
WHITEHALL VILLAGE CPT ENGINEERING
SITE LOCATION JOB NO. 0 Unconfined compressive strength Tons/Fl?
WALKERTOWN, NORTH CAROLINA 24-516 1 2 3 4 5
= I I I I I
W o Plastic Water Liquid
0- Limit% Contents% Limit
z w 0 ET ENGINEERING, P. A.
X •® X
DEPTH d LLI L O GEOTECHNICAL ENGINEERS 10 20 30 40 5+
IN FEET J W
a
CC
Q 2 DESCRIPTION OF MATERIAL Standard Blows/ft.
(A < Q Penetration
c0 Surface Elevation 983.0 10 20 30 40 50
i":• 12"TOPSOIL 16
S-1 SS 1.0 GRAY CLAYEY SILT, W/TOPSOIL
— 2.5
'x RED AND TAN MICACEOUS CLAYEY 5
—S-2 SS 3.5 x x SILT, FIRM (ML)
5.0 x R
5—
i
2
S-3 SS 6.0 Y-x-
- 7.5
x
x
x-
- x '
— S-4 SS 8.5 x x
10.0 x x
10— x x
x
— X
R
X
.x. BROWN TO RED MICACEOUS SANDY
— x .x• SILT, FIRM (ML)
S-5 SS 13.5 x x
15.0 xx•
15—Y_ ' •
• x.
x
x.
x .
x.
x .x BROWN TO TAN MICACEOUS SANDY
— x .x• SILT, FIRM (ML)
— S-6 SS 18.5 x x'
20.0 x x•
20— ' •
• x.
x •
_ x
x .
. x.
— x .
x
X
— x
x •
_ S-7 SS 23.5 x .x
25.0 x .x
25 v
BORING TERMINATED AT 25.0 FT
The stratification lines represent the approximate boundary lines between soil types: In-situ,the transition may be gradual
WATER TABLE DATA-DEPTH BELOW SURFACE BORING STARTED 7/29/24 BORING COMPLETED 7/24/24
14.5 @ 0 HRS. RIG FOREMAN APPROVED BY AUGER
15.0 @ 24 HRS. B-47 DCB JMR 3.25"HSA

BORING LOCATION DIAGRAM

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