20151256 Ver 4_NCWR Comment Response_20210412

69
SPANGLER
ENVIRONMENTAL, INC.
Environmental Planning Environmental Permitting Environmental Consulting Environmental Construction Management Expert Testimony
12 April 2021
Rick Trone
401 & Buffer Permitting Branch
NCDEQ — Division of Water Resources
512 N. Salisbury St., Suite 942-F
Raleigh, NC 27604
RE: Response to Request for Additional Information: Eastgate 540 Individual Permit Amendment
DWR # 20151256 Ver 4
Mr. Trone:
Below and attached please find our response to the comments and questions you provided on 30 March 2021 re:
the above -referenced IP amendment application. As you will see, both a written alternatives analysis and
summary of findings, as well as the appropriate site plans, have been updated to document the proposed
improvements.
Also, attached please find Statements of Availability, which document the availability of both the type and
amount necessary to mitigation credits to offset the project's unavoidable impacts to waters of the United
States, as well as a copy of the response to USACE comments/questions, which was provided to Samantha
Dailey and Jean Gibby.
Should you have questions, or require additional information, please call.
Sincerely,
Spangler Environmental, Inc.
Ward Marotti
Director — Land and Water Resources
cc: Sherrie Chaffin
Samantha Dailey (USACE)
4338 Bland Road Raleigh, N.C. 27609 phone [phone] fax [phone]
TOLL FREE 1-866-SPANGLER www.spanglerenvironmental.com

Response to Request for Additional Information: DWR # 20151256 Ver 4
Note: comments/questions provided by Samantha Dailey (USACE) on 22 March 2021 are provided below,
verbatim, in plain text. Commenting entities are indicated in bold and
• Responses are provided in bullets, directly below each comment.
Comment 1: Please provide more details regarding avoidance and minimization of wetland and stream impacts
for this project. Please explain why alternative site locations were not explored for the proposed commercial
development. Uplands/cleared land south of the proposed project location appear to be under similar
ownership. A review of available mapping resources seems to indicate this area would result in fewer impacts
to aquatic resources. [15A NCAC 02H .0506(b)(1)].
Eastgate 540: Building 7 Alternatives' Impacts
Alternative
Building
sq.ft.
Parking
Spaces
Dock
Spaces
Trailer
Spaces
Limits of
Disturbance
(ac)
Impervious
Surface
(ac)
Permanent
Wetland
(ac)
Stream
(If)
Impacts
Buffer
(Z1)
sq.ft.
Buffer
(Z2)
sq.ft.
1
(Selected)
204,220
177
54
0
16.6
10.1
0.96
21
3,067
3,905
2
204,220
163
54
0
16.9
9.5
0.96
254
16,233
12,705
3
280,000
80
67
48
20.9
13.3
0.96
415
27,371
18,981
4
280,000
132
70
48
21.1
13.2
1.16
611
37,521
24,446
• As shown in the attached plans, four alternatives were considered, including Alternative 1, the selected
alternative, which results in the fewest WOTUS impacts, specifically:
o As summarized in the above table, Alternative 4 includes a 280,000 square foot building (700'x400'),
132 parking spaces, 70 dock spaces and 48 trailer spaces. It would require a total construction area of
21.1 acres and total impervious surface of 13.2 acres. It would result in 611 linear feet of permanent
stream impacts, 1.16 acres of permanent wetland impacts and 61,967 square feet of permanent Neuse
Buffer impacts (37,521 Zone 1 and 24,446 Zone 2).
This building's size and layout provide an ideal building size on a 20 acre site to serve multiple tenants in
a cross dock configuration. This alternative has the maximum WOTUS and Neuse Buffer impacts of any
considered and it was the originally desired. While providing the typical/optimal size, parking and dock
spaces to serve multiple tenants with a wide variety of needs, this alternative was removed from
consideration in order to reduce WOTUS and Neuse Buffer impacts to the maximum extent practicable.
o As summarized in the above table, Alternative 3 includes a 280,000 square foot building (700'x400'), 80
parking spaces, 67 dock spaces and 48 trailer spaces. It would require a total construction area of 20.9
acres and a total impervious area of 13.3 acres. It would result in 415 linear feet of permanent stream
69
SPANGLER
ENVIRONMENTAL, INC.

impacts, 0.96 acre of permanent wetland impacts and 46,352 square feet of permanent Neuse Buffer
impacts (27,371 Zone 1 and 18,981 Zone 2).
This building's size and layout are what is typically constructed for this type of facility, which is designed
to serve multiple tenants. While the addition of a retaining wall along its southern boundary increases
construction costs, it also reduces stream and Neuse Buffer impacts, relative to Alternative 4. While
providing the optimal size to serve multiple tenants, this alternative was removed from consideration in
order to further reduce WOTUS and Neuse Buffer impacts.
o As summarized in the above table, Alternative 2 includes a 204,220 square foot building (850'x240'),
163 parking spaces, 54 dock spaces and 0 trailer spaces. It would require a total construction area of
16.9 acres and 9.5 acres of impervious surface. It would result in 254 linear feet of permanent stream
impacts, 0.96 acre of permanent wetland impacts and 28,938 square feet of permanent Neuse Buffer
impacts (16,233 Zone 1 and 12,705 Zone 2).
In order to reduce WOTUS impacts the building's size was reduced to the minimum required to serve
multiple tenants, the needs of whom are anticipated to change over time. Similarly, the site layout was
adjusted to provide the diverse needs of multiple tenants, which are anticipated to change over time,
while simultaneously minimizing WOTUS impacts. This alternative would result in 161 fewer stream
impacts and 17,414 fewer Neuse Buffer impacts than Alternative 3 and 357 fewer stream impacts and
33,029 fewer Neuse Buffer impact than Alternative 4. This alternative reduces the building size by
75,780 square feet (27%), compared to Alternatives 3 and 4, but still provides the ease of access and
wide turning radii typical of this type of facility. In order to reduce WOTUS and Neuse Buffer impacts to
the maximum extent practicable, this alternative was eliminated from consideration.
o As summarized in the above table, Alternative 1 (selected alternative) includes a 204,220 square foot
building (700'x400'), 177 parking spaces, 54 dock spaces and 0 trailer spaces. It would require a total
construction area of 16.6 acres and 10.1 acres of impervious surface. It would result in 21 linear feet of
permanent stream impacts, 0.96 acre of permanent wetland impacts, 6,972 square feet of permanent
Neuse Buffer impacts (3,067 Zone 1 and 3,905 Zone 2).
Like Alternative 2, in order to reduce WOTUS impacts the building's size was reduced to the minimum
required to serve multiple tenants and meet market demands, the needs of whom are anticipated to
change over time. In addition, the site's configuration was modified, relative to Alternative 2 to further
reduce WOTUS and Neuse Buffer impacts to the maximum extent practicable. As with Alternative 2, the
site layout was adjusted to provide the diverse needs of multiple tenants, which are anticipated to
change over time. Unlike Alternative 2, however, turning radii and ease of access were adjusted to the
minimum required for the site to function as designed. In addition to these design adjustments, a
retaining wall was added to further reduce WOTUS impacts to the maximum extent practicable. As a
result of these design modifications, Alternative 1 would result in 233 fewer stream impacts than
Alternative 2 and 21,966 fewer Neuse Buffer impacts than Alternative 2, 394 fewer stream impacts and
SPANGLER
ENVIRONMENTAL, INC.

39,380 fewer Neuse Buffer impacts than Alternative 3 and 590 fewer stream impacts and 54,995 fewer
Neuse Buffer impact than Alternative 4. This alternative reduces the building size by 75,780 square feet
(27%), compared to Alternatives 3 and 4, but still provides the ease of access and minimum turning radii
necessary for this type of facility.
Because Alternative 1 reduces WOTUS and Neuse Buffer impacts to the maximum extent practicable,
while still providing the minimum size, access and versatility to accommodate multiple tenants, whose
needs are likely to change over time, Alternative 1 was determined to be the Selected Alternative.
• The Uplands/cleared land south of the proposed project location referenced above are part of the existing,
previously permitted facilities, which are currently under construction. Once construction is complete in the
coming months, the areas referenced above will be completely built out and directly connect to the proposed
improvements (i.e. there is no available property in the areas referenced above). As indicated in the above
alternatives analysis, the connection to the existing facilities and associated infrastructure is the primary driver
for siting of the proposed improvements.
Comment 2: The proposed structure and parking area impact the wetland that make up the headwaters of the
intermittent tributary on site. Please demonstrate how they hydrologic function of the downstream portion of
the tributary and its adjacent wetlands will be maintained, with special consideration for the portion of the
tributary that is above the stormwater basin outlet. [15A NCAC 02H .0506(b)(3)] and [15A NCAC 02B .0201]
• As documented in the attached Geotechnical Report, groundwater was encountered in numerous places
throughout the proposed impact area. As shown in samples B-12 and B-13, which are near the area where
wetland/stream fill will terminate, the substrates are composed of relatively coarse materials, which will allow
the documented groundwater at other impacted locations to percolate below and around the fill and "daylight"
in and/or near the unimpacted stream channel. This conveyance of groundwater through the existing
substrates below and adjacent to the impacted areas will allow the existing intermittent stream to maintain its
seasonal hydrology and associated ecological functions.
In addition to the coarse substrates that will continue to seasonally convey sub -surface flows into the exiting
intermittent channel, the following portions of the attached Geotechnical Report are particularly relevant:
Seasonal High Water Table (SHWT) Observations: SHWT observations were performed by Scott Mitchel
with Mitchell Environmental, PA. Based on the investigation conducted by Mitchell Environmental, the
SHWT due to perched conditions was observed in Boring B-16 between 3 and 5 feet below grade. The
SHWT was not observed in Boring B-17. The report by Mitchell Environmental, included in Appendix D of
this report, provides details of the SHWT investigation along with a discussion of the results. The
Mitchell Environmental report should be reviewed and considered in its entirety.
Groundwater Observations: Groundwater measurements were attempted at the completion of each
boring. Groundwater was measured in 15 of the borings upon completion at depths ranging from 2 to
69
SPANGLER
ENVIRONMENTAL, INC.

17.5 feet below the existing ground surface, with typical depths ranging from 11 to 16 feet. Fluctuations
in groundwater levels will occur with normal climatic and seasonal variations.
• Hydrologic and ecological function of the downstream portion of the tributary and its adjacent wetland will be
maintained by the discharge of three constructed wet ponds. These ponds will provide a constant flow and limit
stream bank erosion during larger storm events. Pond #4 will discharge upload of the wetland.
The constant flow is greater than the standard 1-inch storm event. Town of Knightdale requires stormwater
control measures to capture, control and treat the difference in stormwater runoff volume leaving the project
site between the pre -and post -development conditions for, at a minimum, the 1-year, 24hour storm. Runoff
volume drawdown time shall be between 24 and 120 hours.
Comment 3: If the U.S. Army Corps of Engineers requests a response to any comments received as a result of
the Public Notice, please provide the Division with a copy of your response to the USACE [15A NCAC 02H
.0502(c)].
• The response to USACE Public Notice comments is attached.
Comment 4: Buffer mitigation is required for proposed buffer impacts. You have indicated this mitigation
requirement will be satisfied by the purchase of credits from a private mitigation bank. Please provide a
Statement of Availability from a mitigation bank [15A NCAC 02H .0714] and [15A NCAC 02H .0295 (i)].
• Please see attached Statement of Availability of mitigation credits.
4s9
SPANGLER
ENVIRONMENTAL, INC.

I-87/US 64E EXPRESSWAY (R/W VARIES)
GENERAL NOTES
LEGEND
TOWN OF KNIGHTDALE WATER ALLOCATION POLICY
0:\19-0001-988NC\DWG\Production Drawings\EXHIBIT\Lot 7 Impact Exhibits \0001-988ex1a.dwg
MARGARITA MISLAN
5101 FAISON RIDGE LN
DB/PG 17544/2377
ZONING: GR3
PIN: 1743-34-2545
USE: SINGLE FAMILY \
/
ELIZABETH WILSON
500 ELLEN DR
DB/PG 16818/79
ZONING: GR3
PIN: 1743- 3369
USE: SI LE F MILYLY
/
RALPH & ANITA BLACK
503 ELLEN DR
DB/PG 2780/710
ZONING: GR3
PIN: 1743-34-3183
USE: SINGLE FAMILY
\
\
\
\
\
\
N42'16'26"W
47.74'
\
LUIS LOPEZ-GABRIEL &
MARIA GUTIERREZ-BARRERA
311 ELLEN DR
DB/PG 12567/1998
ZONING: GR3
PIN: 1743-34-4020
USE: SINGLE FAMILY
/
/
/
/
/
/
/
/
/
• •
JUDY M. HICKS
JILL RYAN JOYNER
310 ELLEN DRIVE
DB/PG 15088/2609
ZONING: GR3
PIN: 1743-33-426
USE: SIN�L'B FAMILY \
CS \�
PARKING CALCULATIONS
USE TYPE: STORAGE — WAREHOUSE, INDOOR STORAGE
MAXIMUM NO. OF PARKING SPACES: 0.7 PER KSF GFA
MINIMUM NO. OF PARKING SPACES: 0.5 X MAXIMUM
**KSF = 1,000 SF; GFA = GROSS FLOOR AREA
\
\
\
\
•
•
•
•
\
NOTE: THE PROVIDED SPACES EXCEED THE MAXIMUM NUMBER OF SPACES. FUTURE
LANDSCAPE PLANS WILL SHOW THE EXCEEDING SPACES ARE NO MORE THAN 30
FEET FROM THE BASE OF A LARGE SHADE TREE PER UDO SECTION 10.3E(2)a.
PROPOSED POND IS A WET POND AND PROVIDES A 30% REDUCTION IN TOTAL
NITROGEN PER UDO SECTION 10.3E(2)b(iii).
•
•
BILLY S. MYRICK
312 ELLEN DRIVE
DB/PG 15662/1097
ZONING: GR3
PIN: 1743-33-5891
USE: SINGLE FAMILY
LOT
NO.
LOT AREA
(AC)
BUILDING
NO.
GFA
GFA
(SF)INCREASE
MAX.
SPACES
MIN.
SPACES.WITH
MAX. SPACES
15%
AUTO
SPACES
PROVIDED
TRUCK
SPACES
PROVIDED
TOTAL
SPACES
PROVIDED
7
20.234
7
204,220
143
72
165
152
0
152
24" CURB
& GUTTER
24" CURB
& GUTTER
RETAINING WALL
WITH FENCE
EX.
R W
ER YARD
50' SHOD OVERLAY
50' BUILDING SETBACK
1.
2.
3.
4.
5.
6.
START OF INTERMITTENT STCW
PERMANENT STREAM IMPACTTSMS
LENGTH = 23 LF
i
FUTURE BUILDING #4
10—FT FROM BOTTOM
OF WALL FOR ACCESS
STREAM TOP OF BANK
CENTERLINE OF STREAM
THE APPROVED 404 USACE INDIVIDUAL PERMIT (SAW-2014-02127) SHALL BE
REVISED TO INCLUDE IMPACTS TO BUFFERS, STREAMS, AND WETLANDS FOR THIS
PROJECT.
PROJECT SHALL BE COMPLIANT WITH SECTIONS 8.5-8.11 OF THE UDO.
OUTDOOR STORAGE IS NOT PERMITTED.
A TIA OR UPDATED TIA WILL BE REQUIRED.
THE UAA WILL NEED TO BE UPDATED.
PARKING LOT REQUIRED TO HAVE CURB AND GUTTER PER UDO 10.4B.
TYPE "D" BUFFER YARD
TYPICAL PLANTING EVERY 100'
ZONE 2
PERMANENT BUFFER IMPACTS
AREA = 3,905 SF
ZONE 1
PERMANENT BUFFER IMPACTS
AREA = 3,067 SF
ZONE 1
TEMPORARY BUFFER IMPACTS
AREA 930 SF
DUMPSTER
TEMPORARY
STREAM IMPACTS
LENGTH = 21 LF
HODGE ROAD FUTURE
PHASES LLC
0 SPECTRUM DRIVE
DB/PG 17419/3837
ZONING: MI
PIN: 1743-33-6268
USE: VACANT
KFUTURE POND #3
0
•
Iron Pipe Found
Calculated Point
Railroad Spike
Electric Power Pole
Fire Hydrant
Surface Flow Arrow
x— Ex. Fence Line
Ex. Property Line
Property Line
Proposed Storm Sewer
Ex. Wetlands
Loading Dock
Pavement Section
Buffer Yard D Replanted
Areas in this Phase
Type A Buffer
Yard (UDO 8.7.A.1)
STREAM, BUFFER, AND WETLAND IMPACTS
SYMBOL
DESCRIPTION
QUANTITY
STREAM — PERMANENT
23 LF
STREAM — TEMPORARY
21 LF
ZONE 1 BUFFER — PERMANENT
3,067 SF
ZONE 2 BUFFER — PERMANENT
3,905 SF
ZONE 1 BUFFER — TEMPORARY
930 SF
ZONE 2 BUFFER — TEMPORARY
456 SF
PROPOSED BUILDING #7 WILL BE A PART OF THE EASTGATE 540 PROJECT. NOTWITHSTANDING THE
TOWN'S WATER ALLOCATION POLICY (ORDINANCE # 15-10-05-001) REQUIREMENT OF 50 POINTS,
DUE TO THE UNIQUE CONTRIBUTION TO THE TOWN'S TAX BASE, THE PROJECT SHALL ONLY BE
REQUIRED TO ACHIEVE 47 TOTAL POINTS TO MERIT WATER ALLOCATION. CALCULATIONS ARE
SHOWN BELOW:
PROPOSED WAREHOUSE/DISTRIBUTION CENTER — 1,204,220 SF
1,204,220 SF > 500,000 SF (REQUIRED)
POINTS EARNED: 41 POINTS
ABATEMENT OF ANY EXISTING NON —CONFORMING STRUCTURES
POINTS EARNED: 2 POINTS
SIGNAGE OR STRIPING IMPROVEMENTS (KEMP DRIVE AT HODGE ROAD)
POINTS EARNED: 1 POINT
EXCLUSIVE USE OF XERISCAPING TECHNIQUES AND DROUGHT —TOLERANT SPECIES
POINTS EARNED:
TOTAL POINTS:
3 POINTS
SITE DATA TABLE
SITE ACREAGE:
EXISTING ZONING:
PROPOSED ZONING:
OVERLAY DISTRICT:
EXISTING LAND USE:
PROPOSED LAND USE:
WATERSHED:
PROPOSED NO. BUILDINGS:
TOTAL BUILDING AREA:
FRONT SETBACK (MIN.) **:
SIDE SETBACK (MIN.) **:
CORNER SIDE SETBACK (MIN.) **:
REAR SETBACK (MIN.) **:
MAXIMUM HEIGHT:
NC DEPARTMENT OF TRANSPORTATION
4917 OLD FAISON ROAD
DB/PG 9494/2491
ZONING: OPEN SPACE
PIN: 1743-55-3294
USE: VACANT
RT (RURAL TRANSITION)
MI (MANUFACTURING & INDUSTRIAL)
SHOD (SPECIAL HIGHWAY OVERLAY DISTRICT)
AGRICULTURE, FORESTRY
(UDO 2.3.C.6)
LOWER NEUSE RIVER
204,220 SF
10 FT
6 FT
10 FT
10 FT
5 STORIES
** FRONT, REAR, AND SIDE SETBACKS FROM OSP, RR, GR, UR, RMX, NMX, TC,
AND HB DISTRICTS SHALL BE A MINIMUM OF 50 FT.
LIMITS OF DISTURBANCE:
IMPERVIOUS AREA:
50
16.6 ACRES
10.1 ACRES
GRAPHIC SCALE
0 25 50 100
200
PLAN PREPARED BY:
Suite 105
<0(
919.481.6290
fax [phone]
z
W
U
0
a
z
C7
z
w
PLAN PREPARED FOR:
J
J
0
U
0
-tin o
O W
z F.
a) -a
a
(%)
Q
W
•L
U
o_
cn
Z
J
a
1—
Z Z
re
1-
1-
0
>-
`\‘„1“ 1111111/0
\\` ,�N CARD �i
_ .. ES•s% ;V
.Q� S
Issue Dates:
Date: 04/08/2021
Scale: 1" = 50'
Drawn By:
JLB
Checked By:
CMR
Project Number:
20-0006-988
Drawing Number:
EX -IA

MARd,ARITA, MISLAN
5101 FAISON 'RIDGE, LN
DB/PG;17544/237
ZONING: pR3
PIN: 17'3-34-2545
USE: SINGLE FAMILY
1
CD
i
i
ELIZABETH WIL ON
500 ,ELLEN ,bR
DB/P,G 1681'8/79/
ZONING: ,GR3
,' PIN: 1743—,54-3,369
USE:.' SINGLE FAMILY,'
<",N `^
O o> q O
.,iso
,70 /
a>
U
U
0:\19-0001-988NC\DWG\Production Drawings\EXHIBIT\Lot 7 Impact Exhibits \0001-988ex1b.dwg
--------------
/RALPH & ANITA BLACK ,'
503 ELLEN DR
DB/PG 2780/710
ZONING: GR3
PIN:,1743-34-3183
JJSE: SINGLE FAMILY/
LUIS LOPEZ,.O ABRIEV &
MAR1A GUTIERREZ—BARRERA
311 ELLEN DR
DB/PG',12567/1998
ZONING: GR3
PIN: 1 A43-34-4020'
�1SE:/SINGLE FAMILY
28
280
-- 287 r28
CONCRETE FLUME =c o
"'y�,�E �
277T
277 274=
n_14
WETLAND IMPACTS =
2�1
41,765 SF
--- 270
-------------------
------- 268 -------
TOP: 268.5
',N BTM: 264
TOP:267
BTM: 267
STREAM TOP OF BANK
\ CENTERLINE OF STREAM
N 2N N c9 \ i9
ll7 N N N
-277.__
DRAINAGE SWALE
276
TOP:272
BTM: 262
272—
TOP:258
BTM: 258 ------------------- -
257--
N----------------
256 -----
255
\
—25=
26a
TOP: 274
BTM: 263
TOP: 272.1
272.20 BTM: 263.0
PRELIMINARY WETLAND LOCATIONS AND PRELIMINARY BUFFER DETERMINATIONS
PROVIDED BY SPANGLER ENVIRONMENTAL.
NO HISTORIC BUILDING OBSERVED ON THE SITE.
NO FREE STANDING OR OPEN —GROWN OR FIELD GROWN TREES OBSERVED.
BASED ON FIELD OBSERVATIONS AND THE REVIEW OF AVAILABLE DATA,
PROTECTED SPECIES WERE NOT IDENTIFIED TO LIKELY OCCUR ON THE SITE.
SITE IS HEAVILY WOODED WITH A MIXTURE OF PINES, HARDWOODS, AND
UNDERSTORY VEGETATION.
BY GRAPHIC PLOTTING ONLY THIS PROPERTY IS NOT LOCATED IN SPECIAL FLOOD
HAZARD ZONE BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY ON FLOOD
INSURANCE RATE MAP, COMMUNITY PANEL NO. 3720174300J WITH AN EFFECTIVE
DATE OF MAY 2, 2006, IN WAKE COUNTY NORTH CAROLINA. NO FIELD SURVEYING
WAS PERFORMED TO DETERMINE THIS ZONE.
/ PROPOSED
BASIN #5
N.P. 263.0 -
25B
255 ;
--.254-
- 253 -
--.252-
251_-
TOP: 274.8
BTM: 268
TOP: 275.1
BTM: 268
_ 255 `-
JUDY M. HICKS
JILL RYAN ,JOYNER
110 ELLEN DRIVE
DB/PG 15088/2609
'ZONING: 'GR3
PIN: 11743-33-4,786 `
'''USE: SINGLE FAMILY
I-87/US 64E EXPRESSWAY -RAN VARIES)
BILLY S. MYRICK
312 ELLEN DRIVE
\ DB/PG 15662/1097
\ ZONING: GR3
- ' PIN: 1743-33-5891
USE: SINGLE FAMILY
HODGE ROAD FUTURE
PHASES LLC
0 SPECTRUM DRIVE
DB/PG 17419/3837
ZONING: MI
PIN: 1743-33-6268
USE: VACANT
NC DEPARTMENT OF TRANSPORTN10N
4917 OLD FAISON ROAD
DB/PG-9494/2491
ZONING: OPEN,SPACE
PIN: 1743-55- 3294
USE: VACANT
Ex. Overhead
Electric Line
Ex. Property Line
Date: 04/08/2021
Scale: 1" = 50'

I-87/US 64E EXPRESSWAY (R/W VARIES)
GENERAL NOTES
LEGEND
TOWN OF KNIGHTDALE WATER ALLOCATION POLICY
MARGARITA DIAZ MISLAN
5101 FAISON RIDGE LN
DB/PG 17544/2377
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-34-2545
USE: SINGLE FAMILY
DEBORA T. KEITH AND
MILTON E. KEITH
0 FAISON RIDGE RD
BM/PG 2014/652 6"W
ZONING: GENERAL RESIDENTIAL .74'
PIN: 1743-34-4527
USE: VACANT
EX. R/W
1. THE APPROVED 404 USACE INDIVIDUAL PERMIT (SAW-2014-02127) SHALL BE
REVISED TO INCLUDE IMPACTS TO BUFFERS, STREAMS, AND WETLANDS FOR THIS
PROJECT.
2. PROJECT SHALL BE COMPLIANT WITH SECTIONS 8.5-8.11 OF THE UDO.
3. OUTDOOR STORAGE IS NOT PERMITTED.
4. A TIA OR UPDATED TIA WILL BE REQUIRED.
5. THE UAA WILL NEED TO BE UPDATED.
6. PARKING LOT REQUIRED TO HAVE CURB AND GUTTER PER UDO 10.4B.
N 20'49'1
112.01'
MARGARITA MISLAN
5101 FAISON RIDGE LN
DB/PG 17544/2377
ZONING: GR3
PIN: 1743-34-2545
USE: SINGLE FAMILY \
/
ELIZABETH WILSON
500 ELLEN DR
DB/PG 16818/79
ZONING: GR3
PIN: 174 3369
USE: SI LE F MILYLY
W
ELIZABETH MARTIN WILSON
500 ELLEN DRIVE
DB/PG 16818/79
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-34-3369
USE: SINGLE FAMILY
\\;
/
Y /
/
,,.....************************;------
/
S84'39'00"E 301.44'
1
PROPOSED SWALE, TYP.
co
-7
•
RALPH & ANITA BLACK
RALPH WI@L \ISO-EBLD, CK AND \
ANITA ev."" ACK
5Q4J: 3 11.,1
DGSI Cf/oilt1 4
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-34-3183
USE: SINGLE FAMILY
/
/
/
/
LUIS LOPEZ-GABRIEL &
MARIA GUTIERREZ-BARRERA
311 ELLEN DR
DB/PG 12567/1998\0
ZONING: G P��P
PIN: 1743-
SE: SIrl
s
0
\
\�\`\P 1\`(- 'S11IPG Nri'G 9P0 F O \y / /
\�P� 00�I�\�� �� FPS////
-1,0 \s 0. S; 14\ - / / 600 ,0:,
/
/
JUDY M. HICKS
JILL RYAN JOYNER
310 ELLEN DRIVE
DB/PG 15088/2609
ZONING: GR3
PIN: 1743-33-426
USE: SIN„GL'B FAMILY \
S \ >
\ �
JUDY M. HICKS
JILL RYAN JOYNER
PARKING CALCULATIONS
USE TYPE: STORAGE - WAREHOUSE, INDOOR STORAGE
MAXIMUM NO. OF PARKING SPACES: 0.7 PER KSF GFA
MINIMUM NO. OF PARKING SPACES: 0.5 X MAXIMUM
**KSF = 1,000 SF; GFA = GROSS FLOOR AREA
NOTE: THE PROVIDED SPACES EXCEED THE MAXIMUM NUMBER OF SPACES. FUTURE
LANDSCAPE PLANS WILL SHOW THE EXCEEDING SPACES ARE NO MORE THAN 30
FEET FROM THE BASE OF A LARGE SHADE TREE PER UDO SECTION 10.3E(2)a.
PROPOSED POND IS A WET POND AND PROVIDES A 30% REDUCTION IN TOTAL
NITROGEN PER UDO SECTION 10.3E(2)b(iii).
24'
33'
BILLY S. MYRICK
312 ELLEN DRIVE
DB/PG 15662/1097
ZONING: GR3
PIN: 1743-33-5891
USE: SINGLE FAMILY
S85'03'09"E 552.55'
50' TYPE "D" BUFFER YARD
50' SHOD OVERLAY
50' BUILDING SETBACK
-->--i—i—i-
- PROPOSED 24" CURB AND
GUTTER, TYP.
BILLY S. MYRICK
312 ELLEN DRIVE
DB/PG 15662/1097
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-33-5891
USE: SINGLE FAMILY
PROP. 5' SIDEWALK
r F.
Lr
r
r F.
r
/2,
*
*
*
* ' *
* \ * * W
* '1' *
*
*
r
*
*
* *
* * *
*
*
* * * *
* 4/* �/4"
* * * * * ,`, * * *
* 4' l
TYPE "D" BUFFER YARD
TYPICAL PLANTING EVERY 100'
PROPOSED SWALE, TYP.
**u11.00 411_
0
O Iron Pipe Found
• Calculated Point
Railroad Spike
Electric Power Pole
Q' Fire Hydrant
-� Surface Flow Arrow
7
x xx
I MO IN 11E001
/
1
136»E 541.13,
Ex. Fence Line
Ex. Property Line
Property Line
Proposed Storm Sewer
Proposed Swale
Ex. Wetlands
Loading Dock
Pavement Section
Buffer Yard D Replanted
Areas in this Phase
Type A Buffer
Yard (UDO 8.7.A.1)
— ——}—}—}—}—i-- --}—i—i—}—��— — —}—>—>
163 AUTO SPACES
EX. WETLANDS
SEE NOTE 1
*
4' * 4'4,* * * *
* *4'* ,y 4'*
` • 1 * * NIA' *
* r. * '1' * * * * 4,• *
* * * y ,�'
4, * 4' 4.d' '1' 4,* .4,* * �I ,*
* * * * `�I *, * * * `�Y *
*
* 4'* W * W * * 4' *
* *
WETLAND IMPACTS = 41,765 SF
*
*
r,1. i r r.-r.`3 *
STAR, a0f
'27 DOCK SPACES
IN
ENGTH =254 LF
*
*
TERMITTENT STREAM
ZONE 1
PERMANENT BUFFER IMPACTS
AREA = 16,233 SF
LOT
NO.
LOT AREA
(AC)
BUILDING
NO.
GFA
GFA
(SF)INCREASE
MAX.
SPACES
MIN.
SPACES.WITH
MAX. SPACES
15%
AUTO
SPACES
PROVIDED
TRUCK
SPACES
PROVIDED
TOTAL
SPACES
PROVIDED
7
20.234
7
204,220
143
72
165
163
0
163
7
7
7
PROPOSED
BASIN #4
PROP. STORM
SEWER, TYP.
i
HODGE ROAD FUTURE PHASES, LLC
DB 17419, PG 383
BM 2019, PG 1293
ZONING: MANUFACTURING
PIN: 174
•
T 2
-2471
(40.714 ACRES)
11
USTRIAL
FUTURE BUILDING #4
36'
x•ows
loo
ELECTRICAL ROOM
2'
�t
014
16
S FUTURE POND #3
LOT 7
20.234 AC.
BUILDING #7
(204,220 SF)
850 X 240'
850'
4.
PROP. 6' SIDEWALK
FIRE PUMP ROOM
DUMPSTER
i
TRANSFORMER
ZONE 2
PERMANENT BUFFER IMPACTS
\ AREA = 12,705 SF
-56
99
4-4
IZE
DOCK SPACES
PROP. CATCH BASIN, TYP.
—EX. INTERMITTENT STREAM
PROPOSED SEE NOTE #1
SWALE, TYP.
-7v
HODGE ROAD FUTURE
PHASES LLC
0 SPECTRUM DRIVE
DB/PG 17419/3837
ZONING: MI
PIN: 1743-33-6268
USE: VACANT
6'
PROP. STORM SEWER, TYP.
EX. STREAM
Nk
ZoNE
oo
PROPOSED BUILDING #7 WILL BE A PART OF THE EASTGATE 540 PROJECT. NOTWITHSTANDING THE
TOWN'S WATER ALLOCATION POLICY (ORDINANCE # 15-10-05-001) REQUIREMENT OF 50 POINTS,
DUE TO THE UNIQUE CONTRIBUTION TO THE TOWN'S TAX BASE, THE PROJECT SHALL ONLY BE
REQUIRED TO ACHIEVE 47 TOTAL POINTS TO MERIT WATER ALLOCATION. CALCULATIONS ARE
SHOWN BELOW:
PROPOSED WAREHOUSE/DISTRIBUTION CENTER - 1,204,220 SF
1,204,220 SF > 500,000 SF (REQUIRED)
POINTS EARNED: 41 POINTS
ABATEMENT OF ANY EXISTING NON -CONFORMING STRUCTURES
POINTS EARNED: 2 POINTS
SIGNAGE OR STRIPING IMPROVEMENTS (KEMP DRIVE AT HODGE ROAD)
POINTS EARNED: 1 POINT
EXCLUSIVE USE OF XERISCAPING TECHNIQUES AND DROUGHT -TOLERANT SPECIES
POINTS EARNED:
TOTAL POINTS:
2
3 POINTS
rn
STREAM, BUFFER, AND WETLAND IMPACTS
•
SYMBOL
DESCRIPTION
QUANTITY
STREAM - PERMANENT
254 LF
STREAM - TEMPORARY
0 LF
ZONE 1 BUFFER - PERMANENT
16,233 SF
ZONE 2 BUFFER - PERMANENT
12,705 SF
ZONE 1 BUFFER - TEMPORARY
0 SF
ZONE 2 BUFFER - TEMPORARY
0 SF
PROPOSED
BASIN #5
50'
-4
rn
NC DEPARTMENT OF TRANSPORTATION
4917 OLD FAISON RD
ZONING: OPEN SPACE PRESERVE
PIN: 1743-55-3294
4917 OLD FAISON ROAD
DB/PG 9494/2491
ZONING: OPEN SPACE
PIN: 1743-55-3294
USE: VACANT
rn
41,
HODGE ROAD FUTURE PHASE5_,-LLC
PIN: 1743-43-2471
LOT 2
(40.714 Arr"-
SITE DATA TABLE
SITE ACREAGE:
EXISTING ZONING:
PROPOSED ZONING:
OVERLAY DISTRICT:
EXISTING LAND USE:
PROPOSED LAND USE:
WATERSHED:
PROPOSED NO. BUILDINGS:
TOTAL BUILDING AREA:
FRONT SETBACK (MIN.) **:
SIDE SETBACK (MIN.) **:
CORNER SIDE SETBACK (MIN.) **:
MAXIMUM HEIGHT:
RT (RURAL TRANSITION)
MI (MANUFACTURING & INDUSTRIAL)
SHOD (SPECIAL HIGHWAY OVERLAY DISTRICT)
AGRICULTURE, FORESTRY
(UDO 2.3.C.6)
LOWER NEUSE RIVER
204,220 SF
10 FT
6 FT
10 FT
10 FT
5 STORIES
** FRONT, REAR, AND SIDE SETBACKS FROM OSP, RR, GR, UR, RMX, NMX, TC,
AND HB DISTRICTS SHALL BE A MINIMUM OF 50 FT.
LIMITS OF DISTURBANCE:
IMPERVIOUS AREA:
50
16.9 ACRES
9.5 ACRES
GRAPHIC SCALE
0 25 50 100
200
( IN FEET )
1 inch = 50 ft.
PLAN PREPARED BY:
Suite 105
919.481.6290
0.
<0(
fax [phone]
0
44
PLAN PREPARED FOR:
IX
0
-tin 0
NN
Ti
cn
0
0
>-
Q.
((0.,*(.11?,;11\,\t'".\;<<:."
Issue Dates:
Date: 04/08/2021
Scale: 1" = 50'
Drawn By:
JLB
Checked By:
CMR
Project Number:
20-0006-988
Drawing Number:
EX-2

I-87/US 64E EXPRESSWAY (R/W VARIES)
GENERAL NOTES
LEGEND
TOWN OF KNIGHTDALE WATER ALLOCATION POLICY
a)
0
0: \19-0001-988NC\DWG\Production Drawings\EXHIBIT\Lot 7 Impact Exhibits\0001-988ex3.dwg
MARGARITA DIAZ MISLAN
5101 FAISON RIDGE LN
DB/PG 17544/2377
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-34-2545
USE: SINGLE FAMILY
N 20'49'1
112.01'
MARGARITA MISLAN
5101 FAISON RIDGE LN
DB/PG 17544/2377
ZONING: GR3
PIN: 1743-34-2545
USE: SINGLE FAMILY `
/
ELIZABETH WILSON
500 ELLEN DR
DB/PG 16818/79
ZONING: GR3
PIN: 1743- 3369
USE: SI LE F MILYLY
ELIZABETH MARTIN WILSON
500 ELLEN DRIVE
DB/PG 16818/79
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-34-3369
USE: SINGLE FAMILY
/ _
i
/
/ / /
/
W
/
/
/
DEBORA T. KEITH AND
MILTON E. KEITH
0 FAISON RIDGE RD
BM/PG 2014/652 6"W
ZONING: GENERAL RESIDENTIAL .74'
PIN: 1743-34-4527
USE: VACANT
S84'39'00"E 301.44'
S. O.
\
3s G)
\
\ \\
RALPH & ANITA BLACK
RALPH WI@L \I O-EBIPACK AND
ANITA G�R�3ea :" ACK
5Q41: 3'11.,1`&
DGSI (FP?tl-M
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-34-3183
USE: SINGLE FAMILY
/
\
\
\
LUIS LOPEZ-GABRIEL & \
MARIA GUTIERREZ-BARRERA
311 ELLEN DR \ \
DB/PG 12567/199;0
ZONING: G P c�'
\ PIN: 1743- 4 \ I SE: SI �����
o�\� 9g� / I
II1$° ��\P /
56 \O�
��G �1P G 6ol-Nti� / /
\S �c' 5 G \g Fz 0 /o
POND 6
gGp� I ��G�� `
,Lod\� P\ SF . � / rp0 /G
/ ' 0. \G�
9
/ �' e
/
/
JUDY M. HICKS
JILL RYAN JOYNER
310 ELLEN DRIVE
DB/PG 15088/2609
ZONING: GR3
PIN: 1743-33-426
USE: SIN„GL'B FAMILY \
JUDY M. HICKS
JILL RYAN JOYNER
PARKING CALCULATIONS
USE TYPE: STORAGE — WAREHOUSE, INDOOR STORAGE
MAXIMUM NO. OF PARKING SPACES: 0.7 PER KSF GFA
MINIMUM NO. OF PARKING SPACES: 0.5 X MAXIMUM
**KSF = 1,000 SF; GFA = GROSS FLOOR AREA
8' 24' -18'
cP
BILLY S. MYRICK
312 ELLEN DRIVE
DB/PG 15662/1097
ZONING: GR3
PIN: 1743-33-5891
USE: SINGLE FAMILY
BILLY S. MYRICK
312 ELLEN DRIVE
DB/PG 15662/1097
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-33-5891
USE: SINGLE FAMILY
LOT
NO.
LOT AREA
(AC)
BUILDING
NO.
GFA
GFA
(SF)INCREASE
MAX.
SPACES
MIN.
SPACES.WITH
MAX. SPACES
15%
AUTO
SPACES
PROVIDED
TRUCK
SPACES
PROVIDED
TOTAL
SPACES
PROVIDED
7
20.234
7
280,000
196
98
225
80
48
128
10'
ZONE 1
TOTAL PERM. BUFFER IMPACTS
AREA = 27,371 SF
O
O
W
EX. R/W
S85'03'09"E 552.55'
50' TYPE "D" BUFFER YARD
50' SHOD OVERLAY
50' BUILDING SETBACK
EX. WETLANDS
*
4.
• 4.
9 STND
1. THE APPROVED 404 USACE INDIVIDUAL PERMIT (SAW-2014-02127) SHALL BE
REVISED TO INCLUDE IMPACTS TO BUFFERS, STREAMS, AND WETLANDS FOR THIS
PROJECT.
— 2. PROJECT SHALL BE COMPLIANT WITH SECTIONS 8.5-8.11 OF THE UDO.
3. OUTDOOR STORAGE IS NOT PERMITTED.
4. A TIA OR UPDATED TIA WILL BE REQUIRED.
5. THE UAA WILL NEED TO BE UPDATED.
6. PARKING LOT REQUIRED TO HAVE CURB AND GUTTER PER UDO 10.4B.
DOCK SPAC
WETLAND IMPACTS = 41,765 SF
•
START OF INTERMITTENT STREAM
PERMANENT STREAM IMPACTS
LENGTH =415 LF
POND 4
HODGE ROAD FUTURE PHASES, LLC
DB 17419, PG 383
BM 2019, PG 1293
ZONING: MANUFACTURING BUSTRIAL
(40.714 ACRES)
FUTURE BUILDING #4
ES
•
•
ES
4,44L •
•
700'
TYPE "D" BUFFER YARD
TYPICAL PLANTING EVERY 100'
LOT 7
20.234 AC.
BUILDING #5
(280,000 SF)
ZONE 2
TOTAL PERM. BUFFER IMPACTS
\ AREA = 18,981 SF
-50
HODGE ROAD FUTURE
PHASES LLC
0 SPECTRUM DRIVE
DB/PG 17419/3837
ZONING: MI
PIN: 1743-33-6268
USE: VACANT
FUTURE POND #3
•
Simko
-o
•
FIFITI
Iron Pipe Found
Calculated Point
Railroad Spike
Electric Power Pole
Fire Hydrant
Surface Flow Arrow
fi
0
I* MI Mal
x— Ex. Fence Line
Ex. Property Line
Property Line
Proposed Storm Sewer
Ex. Wetlands
Loading Dock
Pavement Section
Buffer Yard D Replanted
Areas in this Phase
Type A Buffer
Yard (UDO 8.7.A.1)
70'
PROPOSED BUILDING #7 WILL BE A PART OF THE EASTGATE 540 PROJECT. NOTWITHSTANDING THE
TOWN'S WATER ALLOCATION POLICY (ORDINANCE # 15-10-05-001) REQUIREMENT OF 50 POINTS,
DUE TO THE UNIQUE CONTRIBUTION TO THE TOWN'S TAX BASE, THE PROJECT SHALL ONLY BE
REQUIRED TO ACHIEVE 47 TOTAL POINTS TO MERIT WATER ALLOCATION. CALCULATIONS ARE
SHOWN BELOW:
PROPOSED WAREHOUSE/DISTRIBUTION CENTER — 1,204,220 SF
1,204,220 SF > 500,000 SF (REQUIRED)
POINTS EARNED: 41 POINTS
ABATEMENT OF ANY EXISTING NON —CONFORMING STRUCTURES
POINTS EARNED: 2 POINTS
SIGNAGE OR STRIPING IMPROVEMENTS (KEMP DRIVE AT HODGE ROAD)
POINTS EARNED: 1 POINT
EXCLUSIVE USE OF XERISCAPING TECHNIQUES AND DROUGHT —TOLERANT SPECIES
POINTS EARNED:
TOTAL POINTS:
70'
70'
3 POINTS
50'
TRACTOR TRAILER STORAGE
48 TRAILER
SPACES
STREAM, BUFFER, AND WETLAND IMPACTS
SYMBOL
DESCRIPTION
QUANTITY
STREAM — PERMANENT
415 LF
STREAM — TEMPORARY
0 LF
ZONE 1 BUFFER — PERMANENT
27,371 SF
ZONE 2 BUFFER — PERMANENT
18,981 SF
ZONE 1 BUFFER — TEMPORARY
0 SF
ZONE 2 BUFFER — TEMPORARY
0 SF
Nv
POND 5
-4
-0
rn
rn
.23
NC DEPARTMENT OF TRANSPORTATION
4917 OLD FAISON RD
DB/PG 9494/2491
ZONING: OPEN SPACE PRESERVE
PIN: 1743-55-3294
4917 OLD FAISON ROAD
DB/PG 9494/2491
ZONING: OPEN SPACE
PIN: 1743-55-3294
USE: VACANT
SITE DATA TABLE
SITE ACREAGE:
EXISTING ZONING:
PROPOSED ZONING:
OVERLAY DISTRICT:
EXISTING LAND USE:
PROPOSED LAND USE:
WATERSHED:
PROPOSED NO. BUILDINGS:
TOTAL BUILDING AREA:
SIDE SETBACK (MIN.) **:
CORNER SIDE SETBACK (MIN.) **:
REAR SETBACK (MIN.) **:
MAXIMUM HEIGHT:
CA
Hnr-
RT (RURAL TRANSITION)
MI (MANUFACTURING & INDUSTRIAL)
SHOD (SPECIAL HIGHWAY OVERLAY DISTRICT)
AGRICULTURE, FORESTRY
(UDO 2.3.C.6)
LOWER NEUSE RIVER
204,220 SF
10 FT
6 FT
10 FT
10 FT
5 STORIES
** FRONT, REAR, AND SIDE SETBACKS FROM OSP, RR, GR, UR, RMX, NMX, TC,
AND HB DISTRICTS SHALL BE A MINIMUM OF 50 FT.
LIMITS OF DISTURBANCE:
IMPERVIOUS AREA:
50
20.9 ACRES
13.3 ACRES
GRAPHIC SCALE
0 25 50 100
200
( IN FEET )
1 inch = 50 ft.
PLAN PREPARED BY:
Suite 105
919.481.6290
0.
<0(
fax [phone]
cip
0
44
PLAN PREPARED FOR:
0
-tin 0
TD
cn
0
0
>—
(0, R.o.INI\it. \*''\<<,.\\‘
Issue Dates:
Date: 04/08/2021
Scale: 1" = 50'
Drawn By:
JLB
Checked By:
CMR
Project Number:
20-0006-988
Drawing Number:
EX-3

U
U
0: \19-0001-988NC\DWG\Production Drawings\EXHIBIT\Lot 7 Impact Exhibits\0001-988ex4.dwg
MARGARITA DIAZ MISLAN
5101 FAISON RIDGE LN
DB/PG 17544/2377
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-34-2545
USE: SINGLE FAMILY
N 20'49' 1. "W
112.01'
MARGARITA MISLAN
5101 FAISON RIDGE LN
DB/PG 17544/2377
ZONING: GR3
PIN: 1743-34-2545
USE: SINGLE FAMILY `
ELIZABETH WILSON
500 ELLEN DR
DB/PG 16818/79
ZONING: GR3
PIN: 1743- 3369
USE: SI LE F MILYLY
ELIZABETH MARTIN WILSON
500 ELLEN DRIVE
DB/PG 16818/79
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-34-3369
USE: SINGLE FAMILY
.......*********************:"--
Y /
DEBORA T. KEITH AND
MILTON E. KEITH
0 FAISON RIDGE RD
BM/PG 2014/652 6"W
ZONING: GENERAL RESIDENTIAL .74'
PIN: 1743-34-4527
USE: VACANT
S84'39'00"E 301.44'
RALPH & ANITA BLACK
RALPH WI@L \MEBLD, CK AND
ANITA �e�_ :" ACK
5Q J: 3 41'.,1
DBE P.GSI Cf/oSlt14
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-34-3183
USE: SINGLE FAMILY
LUIS LOPEZ-GABRIEL & \
MARIA GUTIERREZ-BARRERA
311 ELLEN DR \ \ \
DB/PG 12567/1998\0
ZONING: G P e�P
PIN: 1743-
SE:
�ti��� ti' \ I ► I
,,�ppsG\ ,c-s`9gb\P\ / /
,O,��\ tihg6i q50 p / /
-�\SPA c6 i QG ,P\- D� 0.-`l /� / /
\pFz O 0\ ic,c\ c ,5 F c-
JUDY M. HICKS
JILL RYAN JOYNER
310 ELLEN DRIVE
DB/PG 15088/2609
ZONING: GR3
PIN: 1743-33-46
USE: SINNL'B FAMILY \
i
\
v
JUDY M. HICKS
JILL RYAN JOYNER
PARKING CALCULATIONS
USE TYPE: STORAGE — WAREHOUSE, INDOOR STORAGE
MAXIMUM NO. OF PARKING SPACES:
MINIMUM NO. OF PARKING SPACES:
0.7 PER KSF GFA
0.5 X MAXIMUM
**KSF = 1,000 SF; GFA = GROSS FLOOR AREA
I-87/US 64E EXPRESSWAY (R/W VARIES)
BILLY S. MYRICK
312 ELLEN DRIVE
DB/PG 15662/1097
ZONING: GR3
PIN: 1743-33-5891
USE: SINGLE FAMILY
BILLY S. MYRICK
312 ELLEN DRIVE
DB/PG 15662/1097
BM/PG 1960/286
ZONING: GENERAL RESIDENTIAL
PIN: 1743-33-5891
USE: SINGLE FAMILY
LOT
NO.
LOT AREA
(AC)
BUILDING
NO.
GFA
GFA
(SF)INCREASE
MAX.
SPACES
MIN.
SPACES.WITH
MAX. SPACES
15%
AUTO
SPACES
PROVIDED
TRUCK
SPACES
PROVIDED
TOTAL
SPACES
PROVIDED
7
20.234
7
280,000
196
98
225
132
48
180
HODGE ROAD FUTURE
PHASES LLC
0 SPECTRUM DRIVE
DB/PG 17419/3837
ZONING: MI
PIN: 1743-33-6268
USE: VACANT
TYPE "D" BUFFER YARD
TYPICAL PLANTING EVERY 100'
LOT 7
20.234 AC.
BUILDING #5
(280,000 SF)
700' X 400'
ZONE 2
TOTAL PERM. BUFFER IMPACTS
AREA = 24,446 SF
GENERAL NOTES
1. THE APPROVED 404 USACE INDIVIDUAL PERMIT (SAW-2014-02127) SHALL BE
REVISED TO INCLUDE IMPACTS TO BUFFERS, STREAMS, AND WETLANDS FOR THIS
PROJECT.
— 2. PROJECT SHALL BE COMPLIANT WITH SECTIONS 8.5-8.11 OF THE UDO.
3. OUTDOOR STORAGE IS NOT PERMITTED.
4. A TIA OR UPDATED TIA WILL BE REQUIRED.
5. THE UAA WILL NEED TO BE UPDATED.
6. PARKING LOT REQUIRED TO HAVE CURB AND GUTTER PER UDO 10.4B.
S85'03'09"E 552.55'
50' TYPE "D" BUFFER YARD
50' SHOD OVERLAY
50' BUILDING SETBACK
POND 8
EX. WETLANDS
SEE NOTE 1
WETLAND IMPACTS = 41,765 SF
START OF INTERMITTENT STREAM
PERMANENT STREAM IMPACTS
LENGTH =611 LF
ZONE 1
TOTAL PERM. BUFFER IMPACTS
AREA = 37,521 SF
POND 4
HODGE ROAD FUTURE PHASES, LLC
DB 17419, PG 383
BM 2019, PG 1293
ZONING: MANUFACTURING & INDUSTRIAL
PIN: 1743-43-2471
LOT 2
(40.714 ACRES)
FUTURE BUILDING #4
'boo OA
-act 0
LEGEND
O Iron Pipe Found
• Calculated Point
Railroad Spike
Electric Power Pole
Q' Fire Hydrant
-� Surface Flow Arrow
EX. STREAM
x Ex. Fence Line
Ex. Property Line
Property Line
Proposed Storm
Proposed Swale
Ex. Wetlands
Loading Dock
Pavement Section
Sewer
Buffer Yard D Replanted
Areas in this Phase
Type A Buffer
Yard (UDO 8.7.A.1)
STREAM, BUFFER, AND WETLAND IMPACTS
SYMBOL
DESCRIPTION
QUANTITY
STREAM — PERMANENT
611 LF
STREAM — TEMPORARY
0 LF
W
4,4,W
,r
.,.
•
4,
*
W
''
4
WETLAND — PERMANENT
50,698 SF
ZONE 1 BUFFER — PERMANENT
37,521 SF
ZONE 2 BUFFER — PERMANENT
24,446 SF
ZONE 1 BUFFER — TEMPORARY
0 SF
ZONE 2 BUFFER — TEMPORARY
0 SF
TOWN OF KNIGHTDALE WATER ALLOCATION POLICY
PROPOSED BUILDING #7 WILL BE A PART OF THE EASTGATE 540 PROJECT. NOTWITHSTANDING THE
TOWN'S WATER ALLOCATION POLICY (ORDINANCE # 15-10-05-001) REQUIREMENT OF 50 POINTS,
DUE TO THE UNIQUE CONTRIBUTION TO THE TOWN'S TAX BASE, THE PROJECT SHALL ONLY BE
REQUIRED TO ACHIEVE 47 TOTAL POINTS TO MERIT WATER ALLOCATION. CALCULATIONS ARE
SHOWN BELOW:
PROPOSED WAREHOUSE/DISTRIBUTION CENTER — 1,204,220 SF
1,204,220 SF > 500,000 SF (REQUIRED)
POINTS EARNED: 41 POINTS
ABATEMENT OF ANY EXISTING NON —CONFORMING STRUCTURES
POINTS EARNED: 2 POINTS
SIGNAGE OR STRIPING IMPROVEMENTS (KEMP DRIVE AT HODGE ROAD)
POINTS EARNED: 1 POINT
EXCLUSIVE USE OF XERISCAPING TECHNIQUES AND DROUGHT —TOLERANT SPECIES
POINTS EARNED:
TOTAL POINTS:
WETLAND IMPACTS = 8,933 SF
3 POINTS
41 + 2 + 1 +3=47POINTS
POND 5
SITE DATA TABLE
SITE ACREAGE:
EXISTING ZONING:
PROPOSED ZONING:
OVERLAY DISTRICT:
EXISTING LAND USE:
PROPOSED LAND USE:
WATERSHED:
PROPOSED NO. BUILDINGS:
TOTAL BUILDING AREA:
FRONT SETBACK (MIN.) **:
SIDE SETBACK (MIN.) **:
CORNER SIDE SETBACK (MIN.) **:
REAR SETBACK (MIN.) **:
MAXIMUM HEIGHT:
NC DEPARTMENT OF TRANSPORTATION
4917 OLD FAISON RD
DB/PG 9494/2491
ZONING: OPEN SPACE PRESERVE
PIN: //rrpp
1743-55-3294pp
NC DEPENT'OFTR'ANSPORTATION
4917 OLD FAISON ROAD
DB/PG 9494/2491
ZONING: OPEN SPACE
PIN: 1743-55-3294
USE: VACANT
HODGE ROAD FUTURE ID"
DB 17A
+ 20.234 ACRES (LOT 7)
RT (RURAL TRANSITION)
MI (MANUFACTURING & INDUSTRIAL)
SHOD (SPECIAL HIGHWAY OVERLAY DISTRICT)
AGRICULTURE, FORESTRY
MANUFACTURING/WAREHOUSE/STORAGE
(UDO 2.3.C.6)
LOWER NEUSE RIVER
1
204,220 SF
10 FT
6 FT
10 FT
10 FT
5 STORIES
** FRONT, REAR, AND SIDE SETBACKS FROM OSP, RR, GR, UR, RMX, NMX, TC,
AND HB DISTRICTS SHALL BE A MINIMUM OF 50 FT.
LIMITS OF DISTURBANCE:
IMPERVIOUS AREA:
21.1 ACRES
13.2 ACRES
GRAPHIC SCALE
25 50 100
Date: 04/08/2021
Scale: 1" = 50'
Drawn By:
JLB
Checked By:
CMR
Project Number:
20-0006-988
Drawing Number:

Restoration Systems, LLC
1101 Haynes St. Suite 211
Raleigh, North Carolina
Ph: [phone]
Fx: [phone]
Statement of Mitigation Credit Availability
Pancho Mitigation Bank
January 19, 2021
Army Corps of Engineers
Ms. Samantha Dailey
Re: Availability of Compensatory Wetland Credits
Project: Eastgate 540
RS
RESTORATION
SYSTEMS I LLC
This document confirms that 2.816 Wetland Credits (Credits) from the Pancho Mitigation Bank
(Bank) are currently available and all or a portion may be used, once transferred, for compensatory
mitigation relative to the Eastgate 540 project, and as proposed by Sherrie Chaffin (Applicant).
The Applicant may ultimately purchase the Credits, if they are available, following Permit issuance.
Should the Applicant purchase the Credits at that time, we will complete and execute the Mitigation
Credit Transfer Certificate (Certificate) within five (5) days of receipt of the full purchase price.
We will additionally provide copies of the completed and executed Certificate to the Applicant, the
Division of Water Resources (DWR) and, if needed, other regulatory agencies. In addition, we will
provide DWR with an updated copy of the Bank's Ledger, reflecting the transaction. Transaction
information in the updated Bank Ledger will include relevant Permit and Applicant information as
well as the number and resource type of the debited Credits.
Should your office have any questions, please contact me at 919.334.9123.
Sincerely,
Tiffani Bylow
Restoration Systems, LLC

fires
EBX-Neuse I, LLC Stream and Wetland Banks
Statement of Availability March 29, 2021
U.S. Army Corps of Engineers
Samantha Dailey
Raleigh Regulatory Field Office
3331 Heritage Trade Center, Suite 105
Wake Forest, NC 27587
Re Project: Eastgate 540
This document confirms that Sherrie Chaffin (Applicant) for the Eastgate 540 (Project) has expressed
an interest to utilize 46.00 Stream Mitigation Credits the EBX-Neuse sponsored Neu -Con Wetland &
Stream Umbrella Mitigation Bank, specifically 46.00 stream credits from the Blackbird Site, in the Neuse
HUC 03020201. As the official Bank Sponsor, EBX-Neuse I, LLC, attests to the fact that mitigation is
available for reservation at this time.
These mitigation credits are not considered secured, and consequently are eligible to be used for alternate
purposes by the Bank Sponsor, until payment in full is received from the Applicant resulting in the
issuance of a Mitigation Credit Transfer Certificate by the bank acknowledging that the Applicant has
fully secured credits from the bank and the Banker has accepted full responsibility for the mitigation
obligation requiring the credits/units.
The Banker will issue the Mitigation Credit Transfer Certificate within three (3) days of receipt of the
purchase price. Banker shall provide to Applicant a copy of the Mitigation Credit Transfer Certificate and
a documented copy of the debit of credits from the Bank Official Credit Ledger(s), indicating the permit
number and the resource type secured by the applicant. A copy of the Mitigation Credit Transfer
Certificate, with an updated Official Credit Ledger will also be sent to regulatory agencies showing the
proper documentation.
If any questions need to be answered, please contact me at 919-209-1075.
Best Regards,
Caitlan B. Parker
Resource Environmental Solutions, LLC
701 E. Bay Street, Suite 306
Charleston, SC 2922.903

WI LDLANDS
HOLDINGS
Statement of Availability
March 31, 2021
Ms. Sherrie Chaffin
0 Ellen Drive,
Knightdale, NC 27545
RE: Availability of Stream Credits for the "Eastgate 540" project
Bank Name: Falling Creek Stream and Wetland Umbrella Mitigation Bank
Bank Site: Falling Creek Site
Bank Sponsor: Wildlands Holdings III, LLC
USACE Action ID: 2015-00940
Stream Credits Needed: 46 LF
Stream Credits Available: 1,805.49 LF
Neuse 03020201 River Basin
Dear Ms. Chaffin,
Wildlands Holdings III, LLC has the above -mentioned stream credits from the Falling Creek Stream and
Wetland Umbrella Mitigation Bank: Falling Creek Site to satisfy the mitigation requirements related to
the above -mentioned project. The project is located within the service area (HUC 03020201) of the
Bank.
Credits may be reserved for a period of 6 months upon the receipt of a non-refundable deposit of 10%
of the purchase price. Should credits not be reserved, they will be sold on a first come, first serve basis.
Credit prices will be guaranteed for a period of 6 months from the date of this letter and are then
subject to change.
An invoice for this transaction will be sent upon your request and we will reserve the credits and price
for a period of 30 days from invoice. This letter is a Statement of Availability as of the date provided — it
is not a reservation of credits nor a guarantee of price. Credits will be sold on a first come, first serve
basis.
Final transfer of credits will occur upon completion of the Mitigation Responsibility Transfer Form within
the completed 404 permit.
We appreciate the opportunity to assist you with your mitigation requirements. Please contact me at
[phone] x124 or [e-mail] if you have any questions or need any additional
information.
Wildlands Holdings III, LLC • Wildlands Engineering, Inc • 1430 South Mint Street, Suite 104, Charlotte, NC 28203

WI LDLANDS
HOLDINGS
Sincerely,
Ashley N. Yarsinske
Wildlands Engineering, Inc.
Marketing & Credit Sales
[e-mail]
0: [phone] ext. 124
M: [phone]
Cc: Ms. Maria Polizzi, Project Environmental Scientist I Spangler Environmental, Inc.
Ms. Samantha Dailey I USACE
Mr. Rick Trone I Division of Water Resources
Wildlands Holdings III, LLC • Wildlands Engineering, Inc • 1430 South Mint Street, Suite 104, Charlotte, NC 28203

fires
EBX Buffer Mitigation Banks
Statement of Availability March 29, 2021
NC Division of Water Resources
Rick Trone
512 N. Salisbury St.
Archdale Building, 9th floor
Raleigh, NC 27604
Re Project: Eastgate 540
This document confirms that Sherrie Chaffin (Applicant) for the Eastgate 540 (Project) has expressed
an interest to utilize 15,059.00 Square Feet of Riparian Buffer Mitigation Credits from one of the
following banks, EBX-Neuse I, LLC Neuse Riparian Buffer Umbrella Mitigation Bank, RES Neuse
Buffer and Nutrient Offset Umbrella Mitigation Bank, RES Poplar Creek Buffer & Nutrient Offset
Umbrella Mitigation Bank, or EBX Upper Neuse Riparian Buffer Umbrella Mitigation Bank. Specific
bank sites that may be debited are Buffalo Branch, Selma Mill, Cedar Grove, Hatley, Ezell, Bucher,
Hannah Bridge, Stone Creek, Meadow Spring, Uzzle, Poplar Creek and Polecat, all located in HUC
03020201. As the official Bank Sponsor, EBX-Neuse I, LLC and EBX, attests to the fact that mitigation
is available for reservation at this time.
These mitigation credits are not considered secured, and consequently are eligible to be used for alternate
purposes by the Bank Sponsor, until payment in full is received from the Applicant resulting in the
issuance of a Mitigation Credit Transfer Certificate by the bank acknowledging that the Applicant has
fully secured credits from the bank and the Banker has accepted full responsibility for the mitigation
obligation requiring the credits/units.
The Banker will issue the Mitigation Credit Transfer Certificate within three (3) days of receipt of the
purchase price. Banker shall provide to Applicant a copy of the Mitigation Credit Transfer Certificate and
a documented copy of the debit of credits from the Bank Official Credit Ledger(s), indicating the permit
number and the resource type secured by the applicant. A copy of the Mitigation Credit Transfer
Certificate, with an updated Official Credit Ledger will also be sent to regulatory agencies showing the
proper documentation.
Please contact me at 919-209-1075 or [e-mail] if you have any questions.
Best,
Caitlan B. Parker
Resource Environmental Solutions, LLC
701 E. Bay Street, Suite 306
Charleston, SC 29403
Bank Sponsor — EBX-Neuse I, LLC and Environmental Banc & Exchange (EBX)

REPORT OF
GEOTECHNICAL ENGINEERING SERVICES
EASTGATE 540 - BUILDING 7
Knightdale, North Carolina
PREPARED FOR
Trinity Capital Advisors
440 Church Street Suite 800
Charlotte, NC 28202
PREPARED BY
MOSHER ENGINEERING, INC.
409-B Rogers View Court,
Raleigh, North Carolina 27610
N.C. License No. C-2512
Project No. 23G-202
January 28, 2021
ENGINEERING
A Stevenson Consulting Affiliate

ENGINEERING
A Stevenson Consulting Affiliate
January 28, 2021
Trinity Capital Advisors
440 Church Street Suite 800
Charlotte, NC 28202
Attention: Ms. Sherrie Chaffin
Reference: Report of Geotechnical Engineering Services
Eastgate 540 — Building 7
Knightdale, North Carolina
Mosher Project No. 023G-00202
409-B Rogers View Court
Raleigh, NC 27610
Phone: [phone]
Fax: [phone]
Mosher Engineering, Inc., a Stevenson Consulting Affiliate (Mosher) has completed a geotechnical study
for the referenced project. This work was competed in general accordance with Mosher Proposal P-23-064-
042517 that was executed on December 18, 2020 by Trinity Capital Advisors.
The purpose of this exploration was to evaluate subsurface conditions with regard to foundation support and
site development. This report presents a summary of our findings along with our conclusions and
recommendations for geotechnical design and construction of the project.
SITE AND PROJECT DESCRIPTIONS
Site Description: The site consists of approximately 20.03 acres located on the east side of Hodge Road,
just south of US Highway 64/264 Bypass and west of the future I-540 extension in Knightdale, North
Carolina, as shown on Drawing No. 1 in the Appendix. The site is currently wooded and bordered by a
drainage feature mainly traveling along the southern border of the site.
Grades on the site generally slope downward from northwest to southeast. A high elevation of about 312 is
located at the northwest corner of the site and low elevation of 260 at the southeastern corner of the site
Project Description: A site layout being considered for the site indicates a single -story, high -bay warehouse
structure with a 204,000 square -foot footprint. The proposed building will be surrounded by at -grade parking
and truck loading dock. The preliminary site layout indicates 2 stormwater ponds will be constructed; one
located in the southwest corner of the site and one in the southeast corner of the site. The preliminary plan
does not specify if retaining walls will be required for the new development.
We have assumed the structures will be steel -framed structures with tilt -up concrete exterior walls. Typical
column loads for such buildings are usually less than 150 kips and wall loads of less than 5 kips per lineal foot.
Finished floor elevations (FFE) for the structures were not available at the time of this report.
SCOPE OF INVESTIGATION
Field Exploration: Data from the 17 borings (designated B-1 through B-17) was used in our evaluation of
this site for the currently planned development. Approximate locations are shown on the Boring Location
Plan, Drawing No. 2 included in Appendix A.
www.mosherengineering.com

Trinity Capital Advisers
Eastgate 540 — Building 7, Knightdale, NC
Mosher Project No. 23G-202
January 28, 2021 1 Page 2
The borings were drilled in January 2021 by our subcontractor (Carolina Drilling Company) with a CME
45 track mounted drilling rig . The soil test borings were extended to depths ranging from 10 to 30 feet
below the ground surface using continuous -flight, hollow -stem augers. Drilling fluid was not used in this
process.
Mosher personnel utilized a handheld GPS application and existing site features as references to locate and
stake the borings. The elevations for the test boring were interpolated from contours shown on a 2017
topographic map of the site obtained from the Wake County Geographic Information Services website.
Standard Penetration Tests were performed in the soil test borings at designated intervals using an automatic
hammer in general accordance with ASTM D 1586. Samples were generally obtained at 1 % to 2-foot
intervals within the upper 5 feet of the soil profile, 21/2-foot intervals from 5 to 10 feet deep, and 5-foot
intervals thereafter. The Standard Penetration Test (SPT) is used to provide an index for estimating soil
strength and density. In conjunction with the penetration testing, split -barrel soil samples were recovered
for soil classification and potential laboratory tests. Brief descriptions of the field-testing procedures and
the individual Test Boring Records are included in Appendix B.
Laboratory Services: The laboratory services provided for this phase of the project included visual
classification of the soil samples by the project engineer and select laboratory testing (listed below) to verify
soil properties. The color, texture and plasticity characteristics were used to identify each soil sample in
general accordance with the Unified Soil Classification System (USCS). The results of the visual
classifications are presented on the Test Boring Records included in Appendix B.
Our laboratory services included 5 Atterberg Limit Tests (ASTM D4318), 5 Sieve #200 Wash Gradations
(ASTM D1140), and 15 Natural Moisture Content Tests (ASTM D2216). The results of the following
laboratory testing are presented in the Summary of Laboratory Test Data included in Appendix C.
SITE AND SUBSURFACE FINDINGS
Area Geology: The project site lies within the Eastern Slate Belt of the Piedmont Physiographic Province.
Based on review of the published information pertaining to the geology in the vicinity of the site, the parent
bedrock underlying the property generally consists of a megacrystic to equigranular foliated to massive
granitic rock. These regional formations can be very resistant to chemical and physical weathering resulting
in dense near -surface soils and very erratic subsurface profiles.
Subsurface Conditions: The subsurface conditions at the site, as indicated by the borings, generally consist
of a residual soil profile that has formed from the in -place weathering of the underlying parent bedrock. The
generalized subsurface conditions are described below and illustrated on the Generalized Subsurface
Profiles, Drawing Nos. 3 and 4 included in Appendix A. For soil descriptions and general stratification at a
particular boring location, the respective Test Boring Record should be reviewed.
Surficial Soil (topsoil) was encountered at the boring locations to an approximate depth of 4 to 8 inches below
the existing ground surface. Surficial Soil is typically a dark -colored soil material containing roots, fibrous
matter, and/or other organic components and is generally unsuitable for engineering purposes. Mosher has not
performed any laboratory testing to determine the organic content or other horticultural properties of the
observed Surficial Soil materials. Therefore, the term Surficial Soil is not intended to indicate a suitability for
landscaping and/or other purposes. The Surficial Soil depths provided in this report are based on driller
observations and should be considered approximate. We note that the transition from Surficial Soil to
underlying materials may be gradual, and therefore the observation and measurement of Surficial Soil depths
is subjective. Actual Surficial Soil depths should be expected to vary across the site. Within these wooded
areas, the root systems of large trees can be quite extensive and may extend several feet below the ground
surface.

Trinity Capital Advisers
Eastgate 540 — Building 7, Knightdale, NC
Mosher Project No. 23G-202
January 28, 2021 1 Page 3
Below the topsoil, the borings typically encountered silty and clayey SANDs, SILTs, and CLAYs. Standard
Penetration Test (SPT) resistances of these soils ranged from 1 to 66 blows per foot (BPF) with most SPT
values ranging from 4 to 30 blows per foot (bpf).
Seasonal High Water Table (SHWT) Observations: SHWT observations were performed by Scott Mitchel
with Mitchell Environmental, PA. Based on the investigation conducted by Mitchell Environmental, the
SHWT due to perched conditions was observed in Boring B-16 between 3 and 5 feet below grade. The SHWT
was not observed in Boring B-17. The report by Mitchell Environmental, included in Appendix D of this
report, provides details of the SHWT investigation along with a discussion of the results. The Mitchell
Environmental report should be reviewed and considered in its entirety.
Groundwater Observations: Groundwater measurements were attempted at the completion of each boring.
Groundwater was measured in 15 of the borings upon completion at depths ranging from 2 to 17.5 feet below
the existing ground surface, with typical depths ranging from 11 to 16 feet. Fluctuations in groundwater levels
will occur with normal climatic and seasonal variations.
PROJECT DESIGN RECOMMENDATIONS
Based on our review of the site and subsurface information collected for this exploration, the primary
subsurface conditions that we anticipate will affect site development are the presence of localized pockets of
plastic fine-grained soils, soft surface soils, and groundwater level near or above final site grades. The
following is a brief discussion of the significance of these conditions.
1. Plastic fine-grained soils, visually classified primarily as SILT and CLAY are present within the upper
soil profile at some boring locations. Some of the soils encountered may be highly plastic. Such high
plasticity soils may not be suitable for direct support of shallow foundations due to their shrink -swell
potentials.
Due to the presence of fine-grained/plastic soils on this site, grading activities are recommended during
the typically drier and warmer summer months. If construction during the wetter, late fall and winter
months is required, additional time and effort should be anticipated for conditioning most of the fine-
grained materials for onsite use. Moisture contents of soils at the time of construction will depend
upon several factors, including the amount of preceding precipitation and the time of year grading
operations are conducted. Since natural moisture contents of several samples obtained from our
exploration were above their estimated optimum moisture content for compaction, we anticipate many
of the soils will require drying prior to compaction. Alternatively, lime stabilization techniques may
be an effective method for preparing some of the wet soils for compaction.
2. Soft near surface soils were encountered in some of the boring locations. There may be localized
pockets of soft/wet or alluvial soils that require undercutting, particularly in the low-lying areas. Some
undercutting or bridging of soft/saturated soils may be necessary prior to placing structural fill,
particularly during wet months of the year or following heavy rainfall events.
3. Groundwater was encountered in some of the borings at elevations than may be near or above final
site grades. Given these depths, localized perched groundwater may be encountered in some
excavations that may impact the design and construction within those areas of the proposed
development. Temporary diversion of surface water will likely be required in some areas during
construction. Groundwater problems, if encountered, should be addressed in the field by a
geotechnical engineer from our office as they occur.

Trinity Capital Advisers
Eastgate 540 — Building 7, Knightdale, NC
Mosher Project No. 23G-202
January 28, 2021 1 Page 4
Foundation Support: Provided the recommendations outlined herein are implemented, the proposed structures
can be adequately supported on shallow foundation systems consisting of spread footings bearing on suitable
residual soils or on compacted structural fill. Net allowable bearing pressures of 3,000 pounds per square foot
(PSF) can be used for preliminary design of the foundations. net allowable bearing pressure is that pressure
which may be transmitted to the soil in excess of the minimum surrounding overburden pressure.
Minimum wall (strip) and column footing dimensions of 16 and 24 inches, respectively, should be maintained
to reduce the possibility of a localized, "punching" type, shear failure. Exterior foundations and foundations
in unheated areas should be designed to bear at least 18 inches below finished grades for frost protection.
Site Classification: Based upon the site's geology and the SPT values encountered in the test borings, we
recommend that Site Class D be used for determination of earthquake loads and ground motion acceleration
for the site. This recommended Site Class was developed in accordance with Table 1613.3.2 and ASCE 7
Table 20.3-1 of the 2018 Edition of the North Carolina State Building Code.
Floor Slab Support: The proposed slab -on -grade floor systems can be adequately supported on suitable
residual soils or on structural fill provided the site preparation and fill recommendations outlined herein are
implemented. The floor slabs should be structurally isolated from the building foundations to allow
independent movement. We recommend that at least six inches of granular material be placed immediately
beneath the floor slabs to provide a capillary barrier and to increase the load distribution capabilities of the
floor slab systems.
For slab design purposes we recommend using a value of 120 pounds per cubic inch (PCI) for the modulus of
soil subgrade reaction under typical loading conditions. However, lower modulus values should be utilized
for design where concentrated/ point loads or heavy strip loads commonly associated with warehouse storage
racks are anticipated. More detailed recommendations in this regard can be provided upon request once the
final slab loading conditions are determined.
Mechanically Stabilized Earth (MSE) Retaining Walls: The information in this report is not sufficient for,
nor intended for, the design of mechanically stabilized earth (MSE) retaining walls.
At a minimum, the design of MSE wall systems will need to consider the shear strengths and bearing
capacities of the various on -site materials, as well as the settlement potential of the wall systems based on
actual wall loads and extraneous surcharge loads (i.e., buildings, traffic, etc.). In addition to the internal
stability of the individual wall systems, the complete retaining wall design will also need to consider the
global stability of each wall location.
Based on our experience with the strength properties required for the reinforced fill material on other local
MSE designs, many of the onsite soils will not be suitable for this purpose. In our opinion, quarry screenings,
processed fill, or other more granular (cohesionless) materials may need to be imported to construct the
MSE retaining system.
Structures and utilities should not be located in or within ten (10) feet of the reinforced soil zone. When this
condition is unavoidable, the wall design engineer shall be consulted regarding applicable measures to
ensure the performance of the wall system as a result of structures within or in close proximity to the
reinforced soil zone.
Non-MSE Retaining and Below -Grade Walls: The design of retaining and below -grade walls associated with
the project should be designed to include, but not be limited to, lateral earth pressures from the backfill and
supported soils, surcharge loads, earthquake loads, global stability, bearing capacity and other activities that

Trinity Capital Advisers
Eastgate 540 — Building 7, Knightdale, NC
Mosher Project No. 23G-202
January 28, 2021 1 Page 5
could potentially affect the performance of the wall (i.e., settlement, structural penetrations, utility placement,
etc.).
The walls should be designed to resist the lateral components of surcharge loads occurring within a zone
defined by a plane extending up at a 45-degree angle from the base of the retaining structure. If the walls
are not drained, they should be designed to withstand full hydrostatic or seepage pressures. Alternatively,
the buildup of hydrostatic or seepage pressures could be precluded by specifying a free -draining fill material
immediately adjacent to below -grade walls, with a gravity -driven subdrainage system at the base of the
walls.
As an alternative to the free -draining fill material adjacent to the below -grade walls, a suitable synthetic
drainage material may be used. Examples of suitable materials include MiraDrain or TerraDrain. All
drainage board systems should be placed in accordance with the manufacturer's recommendations and
connected to the perimeter drainage system.
The following soil parameters can be used to compute the lateral earth pressures associated with a level
backfill that consists of the onsite suitable soils (or similar soils). However, it should be noted that these
lateral earth pressures only include the weight of the backfill, do not account for any applied surcharge loads
that may be present behind the walls, and are not be used for design of MSE retaining walls.
1. Ko = 0.50 At -rest Earth Pressure Coefficient
(Non -Yielding Walls)
2. Ka = 0.33 Active Earth Pressure Coefficient
(Yielding Cantilevered Retaining Walls)
3. Kp=3.0 Passive Earth Pressure Coefficient
(Resistance to Sliding Along Edge of Foundation)
4. y = 125 PCF Moist Soil Unit Weight (Pounds Per Cubic Foot)
Sliding resistance on the base of concrete footings for below -grade walls can be calculated using the friction
factor, Tan 8 = 0.35.
Pavement Subgrades: Suitable residual soils or a properly compacted soil fill can provide adequate support
for a pavement structure designed for appropriate subgrade strength and traffic characteristics. At a
minimum, design and construction of the proposed pavement areas should be performed in accordance with
applicable current North Carolina Depai talent of Transportation (NCDOT) standards. The requirements of
the local municipal and/or county jurisdiction should also be considered in preparation of the final pavement
design and construction documents.
The pavement subgrade should be prepared in accordance with the site preparation recommendations
provided in this report. The subgrade and the pavement surface should be sloped to provide positive surface
drainage away from the pavement. Water within the base course layer can lead to softening of the subgrade
and other problems that can result in accelerated deterioration of the pavement. Consequently, drainage
measures such as swales and sub -drains may be appropriate along the up -gradient side of some pavement
areas to reduce the potential for perched water migrating into the stone and subgrade layers underlying the
pavements.
Preliminary Pavement Design: Preliminary designs for a flexible (asphalt) pavement system were developed
using estimated traffic volumes for passenger vehicles, delivery vehicles and operational vehicles. Overall,
traffic counts for the proposed facility have been estimated based upon the type of development that is planned.
For this preliminary design process, we assumed traffic volumes of about 2, 18-kip Equivalent Single Axle

Trinity Capital Advisers
Eastgate 540 — Building 7, Knightdale, NC
Mosher Project No. 23G-202
January 28, 2021 1 Page 6
Load (ESALs) per work -day for light duty pavements and about 30 ESALs per work -day for heavy duty
pavements.
The existing undisturbed residual soils or a properly compacted soil fill can provide adequate support for
pavement structures designed for appropriate subgrade strength and traffic characteristics. The pavement
subgrade should be prepared in accordance with the site preparation recommendations provided in this report.
The subgrade and the pavement surface should be sloped to provide positive surface drainage away from the
pavement. Water within the base course layer can lead to softening of the subgrade and other problems that
will result in accelerated deterioration of the pavement.
A flexible (asphalt) pavement system was designed for the project using assumed traffic parameters. Based
on our laboratory test data from an adjacent site, a CBR value of 6 was used in our preliminary design process.
The asphalt pavement systems were designed in accordance with the American Association of State
Highway Transportation Officials (AASHTO) "Structural Number" System using the laboratory test results,
10 and 20-year design lives, and a terminal serviceability (Pt) equal to 2.0. The recommended asphalt
pavement sections are based on structural coefficients equal to 0.44 per inch for the surface and intermediate
courses of asphalt and 0.14 per inch for the Aggregate Base Course (ABC) stone.
The asphalt pavement system is referenced to the NCDOT Standard Specifications for Roads and Structures.
This publication specifies material, asphalt mix design and placement requirements. The materials used in
the pavement system should include an Aggregate Base Course (ABC) specified in section 520 of the
NCDOT reference and asphalt concrete surface and intermediate courses (Type SF 9.5B, Type I-19.0B)
specified in section 610.
Preliminary asphalt pavement designs are tabulated in Table No. 1 below. Although these sections are fairly
typical for similar local projects, the heavy-duty pavement section may not be adequate for all
warehouse/distribution centers. Once the site layout is finalized and the end -users, including traffic load
conditions, are identified, we request the opportunity to review these preliminary design recommendations
and to modem as may be necessary.
The standard duty pavement areas should be clearly designated and heavy trucks and equipment should not be
allowed to access these areas. Trucks can be restricted from standard duty areas by overhead barriers,
channelization or clearly designating restricted areas.
A concrete pad should be constructed to accommodate dumpsters and the dumpster trucks. We recommend
that a minimum 6 inch thick reinforced air entrained concrete pad be placed in front of the dumpster for use
by the refuse truck during loading operations. The refuse collector should be consulted to confirm the size,
thickness and layout of the concrete pad.
Table No. 1— Asphalt Pavement Design Thickness
Material Type
10 yr. Life
Thickness (in.)
20 yr. Life
Thickness (in.)
Light Duty Pavement Areas
Surface Course
2
2
Aggregate Base Course
6
8
Heavy Duty Pavement Areas
Surface Course
1.5
1.5
Intermediate Course
2
2.5
Aggregate Base Course
8
9

Trinity Capital Advisers
Eastgate 540 — Building 7, Knightdale, NC
Mosher Project No. 23G-202
January 28, 2021 1 Page 7
Cut and Fill Slopes: Permanent cut slopes within residual soils and properly compacted fill slopes should
be no steeper than 21/2(H):1(V) and should be properly seeded to minimize erosion. For maintenance
purposes, the permanent slopes may need to be flattened to allow access to mowing equipment. Also, any
fill placed in sloping areas should be properly benched into the adjacent soils. Temporary slopes in confined
or open excavations should perform satisfactorily at inclinations of 1(H):1(V); however, if soft/saturated
soil conditions are encountered within the excavations, then flatter slopes and/or shoring will be required.
All excavations should conform to applicable OSHA regulations.
The crest of all slopes should be maintained at least 10 feet horizontally from building limits and 5 feet from
pavement limits. Appropriately sized ditches should run above and parallel to the crest of all permanent
slopes to divert surface runoff away from the slope face. To aid in obtaining proper compaction on the slope
face, the fill slopes should be overbuilt with properly compacted structural fill and then excavated back to
the proposed grades.
PROJECT CONSTRUCTION RECOMMENDATIONS
Site Preparation: The proposed construction area should be stripped of all topsoil, organic material and
other soft or unsuitable material. Upon completion of the above preparatory activities, the exposed subgrade
in areas to receive fill should be proof rolled with a loaded dump truck or similar pneumatic -tired vehicle
having a loaded weight of approximately 25 tons. Similarly, after excavation in cut areas, the exposed
subgrade should also be proof rolled. Proof rolling operations should be performed under the observation
of geotechnical personnel from our office. Areas that deflect, rut or pump during the proof rolling should
be undercut to suitable soils and backfilled with properly compacted structural fill.
As previously discussed, there are localized pockets of possible fill material and alluvial soils, as well as
other localized areas of silty and/or clayey soils that will require undercutting. Some undercutting or
bridging of soft/saturated soils in lower portions of the site may also be necessary prior to placing fill,
particularly during wet months of the year. The extent and depth of the necessary undercutting should be
determined in the field once the site conditions have been revealed during construction.
Any areas that are pre -graded for construction should be positively sloped to facilitate surface drainage. In
addition, these areas of the project site could be seeded as an extra precaution to protect the near -surface
soils from inclement weather.
Groundwater and Surface Water: Based on the soil borings and the porosity of the onsite materials,
groundwater and "perched" groundwater conditions may be encountered in localized areas across the site.
Such perched groundwater conditions would typically be expected during wetter, winter months of the year.
Water flow from up gradient should be expected.
Based on the data collected from the site, it does not appear that wide -spread permanent dewatering will be
required beneath the building and/or pavements. However, some temporary and/or localized dewatering may
be required within areas of former wet weather drainage features or while attempting to undercut any
soft/saturated alluvial soils. The necessary dewatering could be achieved through the use of conduits (pipes),
diversion trenches and/or filtered trench drains that gravity discharge to suitable outlet areas in accordance
with applicable regulatory requirements. Should more significant groundwater/surface water management
needs develop during construction, implementation of supplemental measures (e.g., pumping, etc.) may be
required.
Final grades adjacent to permanent structures should be positively sloped to promote surface water drainage
away from the structures. Concentrated stormwater discharges (e.g., roof drains) should not discharge within
10 feet of structures without appropriate design measures to prevent erosion and discourage infiltration.

Trinity Capital Advisers
Eastgate 540 — Building 7, Knightdale, NC
Mosher Project No. 23G-202
January 28, 2021 1 Page 8
Fill Material and Placement: Fill used for the project should be free of organic matter and debris with a low
to moderate plasticity (Plasticity Index less than 30). Based on our visual observation of the soil samples
and our experience on adjacent sites, the onsite sandy SILTs, silty SANDs, and clayey SANDs appear
suitable for use as project fill. Due to the plasticity characteristics associated with the on -site clayey SANDs,
silty CLAYs, and clayey SILTS, they are marginal for use as compacted fill, but can be used if handled
properly. High plastic CLAYs (CH) and elastic SILTs (MH) may be utilized in deeper fill sections outside
the building footprint, greater than 5 feet below final grades, provided they meet the recommended moisture
constraints.
The fill for general mass grading operations should exhibit a maximum dry density of at least 100 pounds
per cubic foot, as determined by a Standard Proctor compaction test (ASTM D 698). Suitable on -site
materials can be placed in loose layers up to 10 inches thick and should be compacted to at least 95 percent
of its Standard Proctor maximum dry density. We recommend that moisture contents during placement be
kept within 3 percent of the optimum water content. In addition, if soils encountered exhibit low maximum
dry densities and have a high Plasticity Index (close to 30), a tighter moisture range may be necessary to
achieve proper compaction.
Special care should be taken while backfilling around utility pipes, utility trenches and around manholes,
water valves, and storm drop inlets. For backfilling these areas, a hand tamper or walk -behind roller will be
required. While using a hand tamper or walk -behind roller, the maximum lift thickness (loose) should not
exceed 5 inches.
While compacting adjacent to below -grade walls, heavy compaction equipment operated parallel to the long
axis of the wall should maintain a minimum horizontal distance of at least 5 feet from the wall within the
initial 5 feet of fill depth and an additional 1(H):1(V) above this level. Smaller manual/walk behind/remote-
controlled compaction equipment should be used from the wall face to a distance of at least 5 feet from the
wall to reduce the potential for structural damage resulting from heavier compaction equipment. During
construction of retaining walls, heavier construction equipment (i.e., larger dozers, cranes and trackhoes,
trucks, etc.) should not be operated within at least 10 feet of the wall for the initial 5 feet of fill depth and an
additional 1(H):1(V) above this level.
We recommend that field density tests be performed on the fill as it is being placed to verify that proper
compaction is achieved. Based on our experience on nearby sites and on the water level readings taken at
the time of boring some moisture modification (drying and/or wetting) of the onsite soils will likely be
required during site grading. The type, extent and difficulty associated with obtaining the required moisture
modification will be influenced by the soil plasticity and the weather conditions encountered during site
grading. If site development takes place during the winter months there is a likelihood that chemical
stabilization methods may be necessary in order to mitigate the effects of wet soil.
Footing Observations: We recommend that the footing excavations be observed by experienced personnel
from our office to verify that suitable soils are present at, and below, the proposed bearing elevation. If soft
or unsuitable materials are encountered, they will likely need to be undercut and replaced with properly
compacted select fill or lean concrete. Where undercutting is required, we recommend maintaining a
minimum of 1:1 slope within the footing undercut.
Bearing surfaces for foundations should not be disturbed or left exposed during inclement weather;
saturation of the onsite soils can cause a loss of strength and increased compressibility. If construction
occurs during inclement weather and concreting of the foundation is not possible at the time it is excavated,
a layer of lean concrete should be placed on the bearing surface for protection. Also, concrete should not
be placed on frozen subgrades.

Trinity Capital Advisers
Eastgate 540 — Building 7, Knightdale, NC
Mosher Project No. 23G-202
January 28, 2021 1 Page 9
GENERAL CONSIDERATIONS
The borings performed at this site represent the subsurface conditions at the location of the borings only.
Due to the prevailing geology there can be changes in the subsurface conditions over relatively short
distances that have not been detected by the borings. Consequently, there may be undisclosed subsurface
conditions that require special treatment or additional preparation once these conditions are revealed during
construction.
Our conclusions and recommendations are based on the project description outlined above, on the data
obtained from our field and laboratory testing program, and on our experience with previous projects within
the area. Changes in the project or subsurface conditions encountered during construction may require
modifications to our recommendations. We will require the opportunity to review our recommendations in
light of any new information and make the desired changes.
CLOSURE
Mosher Engineering appreciates having had the opportunity to assist you during this phase of the project. If
you have any questions concerning this report, please do not hesitate to contact our office.
Respectfully,
MOSHER ENGINEERING, INC.
N.C. Firm License No. C-2512
Gabriel Hoskin, E.I.
Staff Engineer
Appendices
-, f1 C�1g0
r
: t ! Z z6zry. '
SEAL
039235
nti NEEQ!.�PQQ=
istma N. Warr, P. !NA N
Branch Manager ''""''
NC License No. 039235

APPENDICES
APPENDIX A - Drawings
No. 1 — Site Location Plan
No. 2 — Boring Location Plan
No. 3 & 4 - Generalized Subsurface Profiles
APPENDIX B — Test Boring Records
■ Geotechnical Investigative Procedures
■ Key to Soil Classification Terms
■ Test Boring Records
APPENDIX C — Laboratory Test Results
■ Summary of Laboratory Test Data
APPENDIX D — Season High Water Level Results
■ Mitchell Environmental SHWT Report

APPENDIX A
Drawings
No. 1 — Site Location Plan
No. 2 — Boring Location Plan
No. 3 & 4- Generalized Subsurface Profiles

SITE LOCATION PLAN
Eastgate 540 — Building 7
Raleigh, NC
MOSHER
ENGINEERING
A Stevenson Consulting Affiliate
Project No.: 23G-202
Date: 1/7/2021
Scale: AS NOTED
Drawing No.: 1

I
r.' -T ~T rrrTST
W F.1 .I I. AT r L IL
1 .TLL s~L_ [ 1 C.C.F
•IS {CCIE
re .1[ s•
aelf
1
Eastgate 540 — Building 7
Raleigh, NC
�r�1}ssr�r.'r rrr}}w+-rr.rr'+li{{tt'.r+r�r�rl}-r�3.t���W r.��. rrr. rn . }
_ f.T:SJTJC[TJfvSx vs�-AIJI"� '•• '
6 M1r,lrf
y�Ir
Mia La la
Miami...! -
ma a �ac la...a wwrt ace
arrye Ian rMiro
no
STY al RPM
'tra Y.flr ; �s Fan aro- t• a6f r w1
•
SEW M.M
1111111L_1I1111JII f1I1IJ11IJ1111111111 i111111
+ea AUTO aPACFR _
111111111 I1111LfU1i11111111f�111111I I111II�f 1IIIIIIII�IJylI_fLIII
Approximate Boring Locations

285
280
275
270
265
4-
c
0
.(t
a)
W 260
255
250
245
240
0
5:5
11.5
B-01
12
25
7
•-3
4
B-02
0.5
5.5
11.5
20
B-06
0.3
- 19
0.5
_ A 3.0
5.5
B-03
21.5
49
21.5
11.5
- 54
27.0
30:0 .
B.T.
12
26.5
304.0.•
B.T.
- 10
21.5
3
3
2
4
6
25.0
B T.
B-04
0.5
3.0
6.5
8.0
11.5
g
- 6
3.0
B-05
0.3
3.0
8.0
%LL 8
i
- 8 11.5
16.5
- 66
21.5
14
- 24
30.0 •
35
B.T.
25.0
- 11
- 6
-'24
• 19
- 34
B.T.
16.5
0.
3.0
B-07
B-09
13
15
- 28
-5
8.0
f6.5
19
0.5
10
3.0•
7
B-08
7
25.0 - 5
T.
25.0 5
S,T,
16.5
20.0
B.T.
2
- 4
- 11
0.7
3.0
5.5
13
10.0 14
B.T.
- 17
- 13
a
17
Horizontal - Not To Scale
MOSHER
E GINEERING
A Stevenson Consulting Affiliate
LEGEND
TOPSOIL 1/, SC
® CH
rui CLAYEY SILT
f SANDY SILT
CLS
SM
SILTY CLAY
FILL
A.R. Auger Refusal
B.T. Boring Terminated
W.O.H. Weight of Hammer
24-Hr Water Level
V 1-Hr Water Level
Caved Depth
Generalized Subsurface Profile
Eastgate 540 - Building 7
Project Number: 23G-202
Date Drawn: 1/21/2021 Drawing No. 3
Right Side Values Represent Blow Counts (N-Values)

285
280
275
270
0 265
co
a)
w
260
255
250
245
0.5
3.0
11.5
- 34
15.0
B.T.
B-11
B.T.
0.5
B-12
4
5.5
15
8.0.'.
16
10.0
B.T.
0.3
1.5
5.5
B-13
•
•.'
0.3
3.0
- 5.5
10.0
B.T.
B-14
11
13
l
-6
10.0
B.T.
B-15
B-16
0.5
3.0
4
15
j� 13
8.0 B-17
_ b 0.5
3.0
8 5.5
8.0
20.0
B.T.
51
- 59
20.0
B.T.
Horizontal - Not To Scale
ENGINEERING
A Stevenson Consulting Affiliate
LEGEND
TOPSOIL
SM ® MH
FILL SANDY SILT
%%%
SILTY CLAY f CLAYEY SILT
SC
CLS
A.R. Auger Refusal
B.T. Boring Terminated
W.O.H. Weight of Hammer
24-Hr Water Level
V 1-Hr Water Level
Caved Depth
Generalized Subsurface Profile
Eastgate 540 - Building 7
Project Number: 23G-202
Date Drawn: 1/21/2021 Drawing No. 4
Right Side Values Represent Blow Counts (N-Values)

APPENDIX B
Test Boring Records
■ Geotechnical Investigative Procedures
■ Key to Soil Classification Terms
■ Test Boring Records

GEOTECHNICAL INVESTIGATIVE PROCEDURES
FIELD
Soil Test Borings: Soil test borings were drilled at the approximate locations shown on the Boring
Location Plan (see Drawing No. 2, Appendix A).
Soil sampling and penetration testing were performed for each boring in accordance with ASTM D
1586. The borings were advanced to their termination depths with a hollow -stem auger drilling
method. At standard intervals, soil samples were obtained with a standard 1.4-inch (3.6cm) I.D., 2-inch
(5.lcm) O.D., split -tube sampler. The sampler was first seated 6 inches (15.2cm) to penetrate any loose
cuttings, then driven an additional 12 inches (30.5cm) with blows of a 140 pound (63.5kg) hammer
falling 30 inches (76.2cm). The number of hammer blows required to drive the sampler the final 12
inches (30.5cm) was recorded and is designated the "Standard Penetration Resistance" (N-Value). The
Standard Penetration Resistance, when properly evaluated, is an index to soil strength, density and
ability to support foundations. The Test Boring Records for each boring, indicating the soil
descriptions and Standard Penetration Resistances, are included in Appendix B of this report.
Representative portions of each soil sample were placed in glass jars and taken to our laboratory. The
samples were then examined by an engineer to verify the driller's field classifications.
LABORATORY
Moisture Content: The moisture content is the ratio, expressed as a percentage, of the weight of the
water in a given mass of soil to the weight of the solid particles. These tests were conducted in
accordance with ASTM Designation D 2216-66. The test results are presented on the attached sheets.
Soil Plasticity Test (Atterberg Limits Test): Representative samples were selected for Atterberg Limits
testing to determine the soil's plasticity characteristics. The Plasticity Index (PI) is representative of
this characteristic and is bracketed by the Liquid Limit (LL) and the Plastic Limit (PL). The Liquid
Limit is the moisture content at which the soil will flow as a heavy viscous fluid and is determined in
accordance with ASTM D 423. The Plastic Limit is the moisture content at which the soil begins to
lose its plasticity and is determined in accordance with ASTM D 424. The data obtained is presented
on the attached sheets.
Soils finer than the No. 200 Sieve (ASTM D 1140): In this test, the sample is dried and then washed
over a standard No. 200 sieve. The percentage of soil, by weight, passing the sieve is the percentage of
fines or portion of the sample in the silt and clay size range. The data obtained is presented on the
attached sheets.

KEY TO SOIL CLASSIFICATION TERMS
Density and Consistency of Soils
Correlation of Standard Penetration Test (SPT) Value (N)
with Relative Density and Consistency
Sand & Gravels
SPT (N-Value)
0 to 4
5 to 10
11to30
31 to 50
Over 50
Relative Density
Very Loose
Loose
Medium Dense
Dense
Very Dense
Silts & Clays
SPT (N-Value) 1 Consistency
0 to 2 Very Soft
3 to 4 Soft
5 to 8 Firm
9 to 15 Stiff
16 to 30 Very Stiff
31 to 50 Hard
Over 50 Very Hard
Modifiers
The modifiers provide an estimate of the amount of silt, clay or
sand size particles in the soil sample
Content of Materials
< 5% Trace
5% to 12% Little silt, little clay, little sand
12% to 30% Some sand, some clay, some silt
30% to 50% Silty, clayey, sandy
Field Moisture Description
Wet
Moist
Dry
Visibly wet; requires drying to
attain optimum moisture
At or near optimum moisture
Requires addition of water to
attain optimum moisture

DEPTH
(FT.)
0 0
0 5
5 5
11.5
21.5
27.0
30.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
280.0 0
BLOWS/FT
10 20 30 40
60
80 100
TOPSOIL 6"
77/-
4
279.5
274.5
•
•
X 12
X 25
V
/
RESIDUUM: Medium dense, tan to light
gray, clayey SAND with little root hairs,
moist
•
•
11
X 7
3
RESIDUUM: Loose to medium dense,
orange to orange with brown mottling, silty
SAND (SM), moist to wet
•
:
Y.
-
268.5
•
RESIDUUM: Very loose, orange with brown
mottling, silty SAND, wet
.::
... •
..
............
. .
.::• :%.:
....*:.:
::•.:...:**•:::
.... :•....
**.....*•:•'.
•
..
258.5
•
X 4
X 49
•
RESIDUUM: Dense, tan and black mottled,
silty SAND, moist
::'• i•
—
'....*:
...
.... . .
**:. ••••:•'.
••
.
253.0
•
X 12
RESIDUUM: Medium dense, gray, silty
SAND, moist to wet
. ••
.. ,.
•••
250.0
Boring terminated at 30.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-01
DATE(s) DRILLED 1/7/2021 to 1/7/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0 0
0 5
5 5
11.5
21.5
26.5
30.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
280.0 0
BLOWS/FT
10 20 30 40
60
80 100
TOPSOIL 6"
47/-
279.5
/
RESIDUUM: Very loose to medium dense,
brown to tan to orange with white mottling,
clayey SAND (SC), moist
- with root fragments and root hairs from
3.5 to 5 feet
4.
274.5
•
•
X 4
20
X
RESIDUUM: Very loose to medium dense,
red and tan mottled to gray with white
..
...
•
X 19
mottling, silty SAND, moist
••
.1..:
- with trace of quartz gravel from 6 to 7.5
feet
- moist to wet from 8.5 to 10 feet
..
••
.1..:
•
72
•
...
•••
268.5
RESIDUUM: Very loose, tan, silty coarse
.:.:
SAND, moist
..*.•
• .• .
- wet from 13.5 to 15 feet
....
•
4
.1..:
.:•'•
. ..
. ..
•
.:•'• .1..:
.1..:
.:•'•
•
• •
•
X 5
..••••:.•
. ..
'..• '...:
258.5
RESIDUUM: Very dense, dark gray with
tan, silty SAND, moist
•••• v.
••
.1..:
:.•
•
X 54
•••.•
.'•
253.5
RESIDUUM: Loose, dark gray, silty fine
SAND, moist to wet
•
'.:
250.0
•
X 10
Boring terminated 30.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-02
DATE(s) DRILLED 1/7/2021 to 1/7/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.5
3.0
5.5
11.5
21.5
25.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
269.0 0
BLOWS/FT
10 20 30 40
60
80 100
TOPSOIL 6"
268.5
266.0
•
•
X_ 1
—
X 3
SZ
7
,'...
•
RESIDUUM: Very loose, tan, silty SAND,
wet
RESIDUUM: Soft, gray and brown mottled,
Fat CLAY with organics, moist
r—
263.5
•
•
3
X
X 2
RESIDUUM: Very loose, brown, micaceous
silty fine SAND, moist
•:
257.5
•
A
RESIDUUM: Soft to firm, brown to orange
and tan mottled, micaceous sandy SILT,
moist
:
247.5
•
X6
•
X 14
RESIDUUM: Medium dense, orange and
tan mottled, silty SAND, moist
244.0
Boring terminated at 25 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-03
DATE(s) DRILLED 1/7/2021 to 1/7/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.5
3.0
6.5
8.0
11.5
16.5
21.5
30.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
272.0 0
BLOWS/FT
10 20 30 40
60
80 100
TOPSOIL 6"
'"'' '"
271.5
269.0
•
5
g
X
�'•X
RESIDUUM: Loose, tan, clayey SAND,
moist
RESIDUUM: Loose, tan and orange
mottled, silty coarse SAND (SM), moist
:•
265.5
•
•
X 6
X 7
RESIDUUM: Loose, tan, silty coarse SAND,
moist
:':
•'
264.0
RESIDUUM: Loose, tan to brown, silty
coarse to medium SAND, moist
260.5
•
X 8
RESIDUUM: Loose, brown, silty fine SAND,
moist
255.5
•
X 66
RESIDUUM: Very dense, tan, silty coarse
SAND, moist
:•:z.:::
250.5
•
X 24
RESIDUUM: Medium dense to dense,
brown silty fine to medium SAND, moist
242.0
•
X 35
Boring terminated at 30 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-04
DATE(s) DRILLED 1/10/2021 to 1/10/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0 0
0 3
3 0
8 0
11.5
25.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
269.0 0
BLOWS/FT
10 20 30 40
60
80 100
.A7.•
.,
•
•
X 8
X 11
X 11
6
V
TOPSOIL 4" /
V
268.7
266.0
RESIDUUM: Firm, red and brown mottled,
silty CLAY with roots and root hairs, moist
RESIDUUM: Stiff, tan and red mottled,
clayey SILT with some sand and roots,
moist
261.0
•
•
RESIDUUM: Firm, tan with white mottling,
clayey SILT with coarse sand, moist
257.5
•
X 24
X 19
X 34
RESIDUUM: Medium dense to dense,
brown to tan, silty SAND, moist
.
...
..
...•
:•••
::'•
:•••
....*::,.....
•
•
'...
..*
:
:
i..'
• .:
; .'
•
.
:**
.:.:
:*••
.: 244.0
•
•
Boring terminated at 25.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-05
DATE(s) DRILLED 1/10/2021 to 1/10/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.3
3.0
11.5
16.5
25.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
276.0 0
BLOWS/FT
10 20 30 40
60
80 100
•
•
10
X 14
V
-\TOPSOIL 4" /
jij
A
275.7
273.0
RESIDUUM: Stiff, tan with orange mottling,
silty CLAY with coarse sand and little roots,
moist
RESIDUUM: Loose to medium dense, Jor
orange with tan mottling, clayey SAND,
moist
j
j
1
/
•
•
•
264.5
259.5
•
•
15
8
•
X 28
X '
X 5
RESIDUUM: Medium dense, tan, silty
SAND, moist
•
RESIDUUM: Firm, orange and tan mottled
to brown with black mottling, clayey SILT,
moist
251.0
•
Boring terminated at 25.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-06
DATE(s) DRILLED 1/10/2021 to 1/10/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.5
3.0
8.0
16.5
25.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
276.0 0
BLOWS/FT
10 20 30 40
60
80 100
TOPSOIL 6"
���
%/,l
%//`%%
���
275.5
�� 273.0
•
•
X 8
13
J
RESIDUUM: Loose, tan with orange
mottling, clayey coarse SAND with little
organics, moist
RESIDUUM: Medium dense, orange to
gray, clayey SAND, moist
%• ''•
.
'
268.0
•
•
X 19
X 10
X '
X '
X 5
RESIDUUM: Firm to stiff, red with white
mottling, clayey SILT, moist
259.5
•
•
RESIDUUM: Firm, brown with tan and red
mottling, clayey SILT with little sand, wet
251.0
•
Boring terminated at 25.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-07
DATE(s) DRILLED 1/10/2021 to 1/10/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.5
3.0
16.5
20.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
268.0 0
BLOWS/FT
10 20 30 40
60
80 100
TOPSOIL 6" .`,
`'•. .``
•
•
2
4
-\
i
267.5
265.0
UPLAND DEPOSIT: Very loose, dark gray,
silty SAND with gravel, moist
RESIDUUM: Soft to very stiff, red and tan
mottled to brown with red mottling to
orange to brown, Elastic SILT with sand
(MH), moist
•
•
X 11
X 17
•
X
13251.5
X 17
•
RESIDUUM: Medium dense, tan, brown,
and black mottled, silty SAND, moist to wet
248.0
Boring terminated at 20.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-08
DATE(s) DRILLED 1/10/2021 to 1/10/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.7
3.0
5.5
10.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
274.0 0
BLOWS/FT
10 20 30 40
60
80 100
TOPSOIL 8"
"' •``
-
273.3
•
•
X '
7
RESIDUUM: Firm, tan, sandy CLAY, moist
271.0
RESIDUUM: Loose, orange with brown and
tan mottling, clayey SAND with trace root
hairs, moist
/ •
268.5
•
•
13
X 14
RESIDUUM: Medium dense, orange with
tan mottling, silty SAND, moist
.
264.0
Boring terminated at 10.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-09
DATE(s) DRILLED 1/10/2021 to 1/10/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.5
3.0
11.5
15.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
276.0 0
BLOWS/FT
10 20 30 40
60
80 100
TOPSOIL 6"
•
•
X 8
X 9
X 11
X '
34
J:
A
275.5
273.0
RESIDUUM: Firm, red with tan mottling,
silty CLAY with some sand, moist
RESIDUUM: Stiff, orange -red to tan, clayey
SILT with sand, moist
264.5
•
•
•
RESIDUUM: Dense, tan to brown, silty
SAND, moist
.
:' 261.0
Boring terminated at 15.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-10
DATE(s) DRILLED 1/10/2021 to 1/10/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.5
3.0
5.5
11.5
15.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
280.0 0
BLOWS/FT
10 20 30 40
60
80 100
TOPSOIL 6"
', `. • ``
•
•
X 9
X 21
X 9
X 8
X 13
V
-\ /—
279.5
277.0
RESIDUUM: Stiff, tan, sandy Elastic SILT
(MH), moist
RESIDUUM: Medium dense, orange, silty
coarse SAND, moist
274.5
•
•
RESIDUUM: Loose, orange to orange with
white mottling, clayey coarse SAND, moist
2'
A
268.5
•
RESIDUUM: Medium dense, tan to brown,
silty coarse SAND, moist
•
265.0
Boring terminated at 15.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-11
DATE(s) DRILLED 1/7/2021 to 1/7/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.5
5.5
8.0
10.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
268.0 0
BLOWS/FT
10 20 30 40
60
80 100
TOPSOIL 6"
267.5
262.5
•
•
X
X
X
4
8
15
16
/
RESIDUUM: Very loose to loose, gray with
tan mottling, clayey SAND, moist
•
•
RESIDUUM: Medium dense, orange with
gray to dark gray mottling, silty SAND with
trace organics, moist
•
::.
260.0
RESIDUUM: Medium dense, white with
orange mottling, clayey coarse SAND,
moist
258.0
Boring terminated 10.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-12
DATE(s) DRILLED 1/7/2021 to 1/7/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.3
1.5
5.5
10.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
267.0 0
BLOWS/FT
10 20 30 40
60
80 100
7. • .`
266.7
265.5
261.5
•
•
9
X '
X 9
X 3
-\TOPSOIL 4" /
POSSIBLE FILL: Stiff, tan, silty CLAY with
sand, moist
. .
.
RESIDUUM: Firm, brown and tan mottled,
sandy SILT, moist
•
•
RESIDUUM: Very loose to loose, brown
and tan mottled to pink with gray mottling,
silty SAND, moist
.
•
257.0
Boring terminated at 10.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-13
DATE(s) DRILLED 1/10/2021 to 1/10/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.3
3.0
5.5
10.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
266.0 0
BLOWS/FT
10 20 30 40
60
80 100
• ,`
•
•
X 11
X
13'l///�
X 6
X 6
-\TOPSOIL 4" /
r'.
7263.0
265.7
RESIDUUM: Medium dense, tan, clayey
coarse SAND with roots, moist
RESIDUUM: Firm, tan with orange mottling,
sandy CLAY, moist
j
j�
260.5
•
•
RESIDUUM: Loose, tan, silty SAND, moist
.
256.0
Boring terminated at 10.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-14
DATE(s) DRILLED 1/10/2021 to 1/10/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.5
3.0
10.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
269.0 0
BLOWS/FT
10 20 30 40
60
80 100
6"
./�268.5
•
•
8
X 8
-\TOPSOIL /
/266.0
259.0
RESIDUUM: Firm, orange to tan, silty CLAY with little sand, moist
RESIDUUM: Firm to stiff, orange with gray
and red mottling to tan and gray mottled,
sandy SILT, moist
•
•
X 12
X 12
Boring terminated at 10.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-15
DATE(s) DRILLED 1/7/2021 to 1/7/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.5
3.0
8.0
20.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
274.0 0
BLOWS/FT
10 20 30 40
60
80 100
6"/
'•
•
•
X 4
15
V
-\TOPSOIL
: —.�273.5
'
' 271.0
RESIDUUM: Very loose, tan, silty SAND,
wet
RESIDUUM: Medium dense, orange and
red mottled, clayey SAND, moist
j'
.
266.0
•
•
X 13
6
RESIDUUM: Very loose to loose, orange to
tan to gray, silty SAND, moist
- moist to wet from 11.5 to 16.5 feet
- wet from 16.5 to 20 feet
•
•
• `::.``?
•• 254.0
•
X 8
•
4
X
Boring terminated at 20.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-16
DATE(s) DRILLED 1/7/2021 to 1/7/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

DEPTH
(FT.)
0.0
0.5
3.0
5.5
8.0
20.0
DESCRIPTION
ELEVATION • STANDARD PENETRATION TEST
(FT.)
265.0 0
BLOWS/FT
10 20 30 40
60
80 100
TOPSOIL 6"
47/264.5
%�
:22;
262.0
•
•
X 4
X 6
9
X 11
RESIDUUM: Very loose, tan, clayey SAND,
moist
RESIDUUM: Loose, orange, silty SAND,
moist
259.5
•
•
RESIDUUM: Loose, tan, clayey SAND,
moist
V.
257.0
RESIDUUM: Medium dense to very dense,
tan to gray, silty SAND, moist
•
•
i.
245.0
•
X 51
•
X 59
Boring terminated at 20.0 feet
CONTRACTOR: Carolina Drilling Company
DRILL RIG: CME 45 Track
AUGER PROBE RECORD
AUGER PROBE NUMBER B-17
DATE(s) DRILLED 1/10/2021 to 1/10/2021
PROJECT NUMBER 23G-202
PROJECT Eastgate 540 - Building 7
PAGE 1 OF 1
Mosher Engineering

APPENDIX C
Laboratory Test Results
■ Summary of Laboratory Test Data

SUMMARY OF LABORATORY TEST DATA
Eastgate 540 — Building 7
MEI Project No. 23G-202
Boring
Number
Sample
Depth
(Feet)
Sample
Type*
USCS
Classi-
fication
Natural
Moisture
Content %
Atterberg Limits**
L.L.
P.L.
P.I.
% Finer
No. 200
Maximum
Dry Density
(Pc0
Optimum
Moisture
Content
(%)
In -Place
Unit Weight
(psf)
Internal Friction
Angle (degrees)
Wet
Dry
Total
Eff.
B-1
B-1
1-2.5
SS
3.5-5
SS
13.1
14.4
B-1
6-7.5
SS
SM
37.2
55
44
11
28.9
B-1
8.5-10
SS
36.0
B-2
3.5-5
SS
SC
16.5
42
22
20
36.3
B-4
3.5-5
SS
SM
27.1
74
41
33
45.7
B-7
6.5-7.5
SS
18.7
B-7
8.5-10
SS
51.2
B-8
3.5-5
SS
MH
62.5
83
63
20
76.8
B-11
1-2.5
SS
MH
27.8
71
34
37
54.5
B-16
B-16
3.5-5
SS
8.5-10
SS
14.2
25.5
B-17
3.5-5
SS
24.9
B-17
8.5-10
SS
16.5
* SS=Split Spoon Sample (ASTM D-1586)
** L.L. = Liquid Limit
UD=Undisturbed Sample (ASTM D-1587)
P.L. = Plastic Limit
HA= Hand Auger Cuttings
P.I. = Plasticity Index
Mosher Engineering, Inc. • 409-B Rogers View Court • Raleigh, NC 27610
(0) 919-856-1550 • (F) 919-856-1555

APPENDIX D
Seasonal High Water Table Results
■ Mitchell Environmental SHWT Report

Mitchell Environmental, P.A.
January 25, 2021
Mrs. Christina Warr, PE
Mosher Engineering
409-B Rogers View Court
Raleigh, North Carolina 27610
Re: Seasonal High Water Table Investigation for Eastgate 540
Spectrum Drive, Knightdale, North Carolina
Mrs. Warr:
At your request, Mitchell Environmental, PA, has completed an investigation of seasonal high
water table (SHWT) depth for the Eastgate 540 project in Knightdale. At your direction, this
investigation was limited in scope to two proposed stormwater BMPs on the site. The borings
were drilled, and soil samples were collected by your team on January 7 and 10, 2021. Our lab
investigation of the collected samples was completed on January 12, 2021.
Depth to SHWT was determined using accepted soil science practices. Soil samples collected by
your team were evaluated for redoximorphic features (often mistakenly called "mottles') with a
chrome of 2 or less, as evidence of the SHWT. True mottles that meet this color criterion that are
the result of parent material coloration are ignored, as these are not indicative of the seasonal
high water table.
A total of two soil borings were advanced in the locations proposed for stormwater BMPs. The
soil borings were advanced to a depth of 20 feet below the soil surface. Chrome 2 redoximorphic
features indicative of the SHWT were observed in boring B-16, but not observed in boring B-17.
Boring I❑
B-16
B-17
SHWT Depth'
feet
Perched at 3-5;
Otherwise >20'
>20
'Depth below existing soil surface
Thank you for the opportunity to assist you with this seasonal high water table investigation for
this site. Do not hesitate to call me if you have any questions regarding this investigation or if you
need any additional information.
Sincerely,
Scott Mitchell, PE, LSS
President
/.,zr,` 2192-4
CA�k
SEAL l`
.kp27458
..tatiOcc
1501 Lakestone Village Lane, Suite 205
Fuquay-Varina, North Carolina 27526
919-669-0329

• TEO 31.
OF••• ..1,4
re 4# fl
Eastgate Bldg 7
r 2020 (.3 oog I e•
rerT-Wri-f -Wry 4
Is" IMP Tat
1 • • o .... ,, ,,
,,
I. )41
MT!'
YEJIMPS-IFW
JITIT11111U1[111111
CB _
PO • 1E1441
.•••
CB _2
04414011
IIR•NIC •
••••••vin •rlin
• Of.*
▪ _I_. fl WI.
— — — Wort, 1.am 14••••••••41.
Ommoil 4••••• Yu.
Ohnoln 4.4*.
• . • n e•nn
L-2L1 ,....... -•....
... •.07...- . ,..
0 ."1.• ...., s - , . 77 404 04.••••• %••••
* ...-.;'". -......... -
I • ' • I --
14' • . ' % e s
--
— • 1.-_,..4%:-.....u. 1
Srle ... rdPnl 1...c
701•L ..L.-11,••• W. - • •-•••• — .1
- . ,
1n1u111111111111111itii iliiiT
1I14--11111141.4111111111[CM11111
• E. • ri.•••
I le MN. -I. '7
n
E- tiCO .T•i•-
-: , ••
• 14
4!
•••• • 14•111P
LOT 7
OM AC.
OW IDIOM et
owns in
OKI It Mr
1..
\ • •
•
1 •
•Ilr • • 4. own
-...-k-•-•-
•Fe: 2- •;v1—+•" •
•,•
N.T..1 •
••••
Legend
Boring Locations
roe
44.10.m. •••" "."0.6•=4",1 100". 0"
0firn •40"
104 nelf • • t • • • 1 •a•- moon
IMAM .aMe
••••
••••• ••••
'• 0 1•10•111:14 •Tn.
'.1nwost
•••• •;','.0:1• ..Vt
4t74i..i1-, •:'.:' -• .-),. .•.!..,.17,t,...•;ie:.vr.r..,..,
i1•
-
71::•,::4.L4II74
0i4$C.-- ....--------
...k. : .1 .,..2,..,
• .-swi---
.,.
-..!,-.
- .-..-:•-• - -- - .,....t...,-...- „.--
:,7-7i.
,
-.., -...„....__. .......r" .....,.......,,. , _;... .... _._
.. i
- - ----- -. ...-..„. . _ :
I-v • -v
am,
•ar
Itt - • .41 Lie Prow 11.11.411Z
••
• -......., r 0011M lis=
OVUM
** ---... =Ms inn On
4. 040,4144 WO Un
144*Z nni
• r'W• rl
▪ kf 0.0
2-An1 oftan11484 •
. •
IT
4.0
IT DATA T
••1
• In