SAW-2023-00552 NWP Verification 20240520

DEPARTMENT OF THE ARMY
U.S. ARMY CORPS OF ENGINEERS, WILMINGTON DISTRICT
ASHEVILLE REGULATORY
151 PATTEN AVE #208
ASHEVILLE NC 28801
May 20, 2024
Regulatory Division
SAW-2023-00552
Sent Via email: [e-mail]
Jimmy and Cynthia Herron
PO Box 2223
Leicester, NC 28748
Dear Mr. and Ms. Herron:
This letter is in response to the Pre-Construction Notification (PCN) you submitted to
the Wilmington District, Asheville Regulatory on March 12, 2024, for a Department of
the Army Nationwide permit (NWP) verification. This project has been assigned the file
number SAW-2023-00552 and is known as Herron Property, Carolina RV. This file
number should be referenced in all correspondence concerning this project.
A review of the information provided indicates that the proposed work would include
the discharge of fill material in 0.095 acre of wetlands, 43 linear feet (0.016 acre) of
stream, and 0.006 acre of open water to facilitate the installation of a culvert which
would be used to build a roadway which would access a commercial development. The
project would also involve temporary impacts to 0.010 acre of wetlands, and 30 linear
feet (0.11 acre) of stream to facilitate the installation of the roadway. The project/review
area is located in Boring Mill Branch; at 431 Brevard Road, at Latitude 35.513040 and
Longitude -82.601840; in Asheville, Buncombe County, North Carolina.
We have determined that the proposed work is authorized by Nationwide Permit 39
pursuant to authorities under Section 404 of the Clean Water Act (33 U.S.C § 1344).
The proposed work must be accomplished in strict accordance with the general permit
conditions, any regional conditions, the special conditions listed in this letter, the
application materials, and the enclosed plans. If the extent of the project area and/or
nature of the authorized impacts to waters are modified, a revised PCN must be
submitted to this office for written approval before work is initiated. Any violation of
permit conditions or deviation from your submitted plans may subject the permittee to
enforcement action.
This verification is valid until March 14, 2026, unless prior to this date the subject
NWP(s) is suspended, revoked, or is modified such that the activity no longer complies
with the terms and conditions of this NWP. If you commence or are under contract to
commence this activity before the date that the relevant NWP is modified or revoked,
you will have 12 months from the date of the modification or revocation of the NWP to
complete the activity under the present terms and conditions of this NWP.

Project Specific Special Conditions:

To ensure compliance with ESA requirements, the project must adhere to the following
special conditions.

1. In order to avoid/minimize effects to federally endangered/threatened species,
tree clearing activities must be conducted outside the Northern Long Eared Bat
summer roosting season. All tree clearing activities shall commence between
October 1 - March 31.

2. All wetlands, streams, and surface waters located within 50 feet of the
construction area on the project site shall be clearly marked (for example, with
orange mesh fencing) prior to any land disturbing activities and markers must be
maintained on the property until the project phase is completed.

This NWP verification does not preclude the necessity to obtain any other Federal,
State, or local permits, licenses, and/or certifications, which may be required.

If you have any questions related to this verification or have issues accessing
documents referenced in this letter, please contact Mitchell Anderson, Regulatory
Specialist of the Asheville Regulatory at [phone] x4231, by mail at the above
address, or by email at [e-mail]. Please take a moment to
complete our customer satisfaction survey located at
https://regulatory.ops.usace.army.mil/customer-service-survey/.

Sincerely,

Mitchell Anderson
Regulatory Specialist

Enclosures

Cc (w/enclosures)
Alan Moore, Nutters and Associates, Inc (NAI) (via [e-mail])

Compliance Certification Form

File Number: SAW-2023-00552 County: Buncombe

Permittee: Jimmy and Cynthia Herron

Project Name: Herron Property, Carolina RV

Date Verification Issued: 5/20/2024

Project Manager: Mitchell Anderson

Upon completion of the activity authorized by this permit and any mitigation required by
the permit, sign this certification and return it to the following address:

US ARMY CORPS OF ENGINEERS
Wilmington District
Attn: Mitchell Anderson
Asheville Regulatory
151 Patten Ave #208
Asheville, NC 28801
or
[e-mail]

Please note that your permitted activity is subject to a compliance inspection by a U. S.
Army Corps of Engineers representative. Failure to comply with any terms or conditions
of this authorization may result in the Corps suspending, modifying or revoking the
authorization and/or issuing a Class I administrative penalty, or initiating other
appropriate legal action.

I hereby certify that the work, and mitigation (if applicable), authorized by the above
referenced permit has been completed in accordance with the terms and conditions of
the said permit including any general or specific conditions.

Date Authorized Work Started: ___________ Completed: ___________

Describe any deviations from permit (attach drawing(s) depicting the deviations):

______________________________________________________________________

______________________________________________________________________
*Note: The description of any deviations on this form does not constitute approval by the Corps.

__________________________________ ______________________
Signature of Permittee Date
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3/6/2024
FINAL DRAWING FOR
REVIEW PURPOSES ONLY
FINAL DRAWING FOR
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3/4" RBC
"SMITH"
3/4" IPC - 0.4' AG
"SMITH & SMITH"
3/4" IPC - 0.1' AG
"SMITH & SMITH"
3/4" IPC
"SMITH & SMITH"
5/8" RBC - 0.8' AG
"REESE"
1/2" RBF AT BASE
(BENT)
3/4" IPC AT BASE
(BENT)
3/4" IPC AT TOP
ILLEGIBLE
(BENT)
1" IPC - 0.5' AG
"SMITH"
0.3' AG
SIGN
0.3' BG
C

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PERMANENT DRAINAGE EASEMENT TRACT III
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
36"

C
P
P
CONCRETE
HEADWALL
INV: 2,054.74'
INV: 2,054.37'
SSMH
RIM: 2,073.66'
INV: 2,060.3'
SSMH
RIM: 2,071.51'
IN (A): 2,061.9'
IN (B): 2,061.6'
OUT: 2,061.6'
SSMH
RIM: 2,077.09'
IN: 2,067.2'
OUT: 2,067.0'
W O O D E D
A R E A
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4
4
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N 66
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2,090'
2,095'
2,10
0
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2,105'
2,110
'
2,115'
2,120'
2,125'
2,120
'
2,11
5
'
2,110'
2,1
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0
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2,1
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2,095'
2,090'
2,0
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INV: 2,061.4'
INV: 2,063.3'
INV: 2,061.1'
12" RC
P
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P1
P2
P3
P4
P5
P
6
P7
P8
P9
P
1
0
P
1
1
P1
2
P13
P14
P1
5
P16
P17
P18
P19
P20
P21
P2
2
P
2
5
P
2
6
P
2
7
P
2
8
P29
P30
P31
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2
3/4" IPC IN
CHERRY TREE
(BENT)
ASPH
A
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A
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CURB INLET
GR: 2,073.93'
INV:2,070.5'
(FILLED WITH SEDIMENT)
CURB INLET
GR: 2,070.72'
INV: 2,066.2'
(FILLED WITH SEDIMENT)
PERMANENT DRAINAGE EASEMENT TRACT II
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
POTENTIAL UNDERGROUND
STREAM IN THIS AREA
TDP
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(DISTURBED)
1/2" RBF FOUND 1.3±
NORTHWEST OF LINE
(DISTURBED, NOT HELD)
SSMH
RIM: 2,079.75'
(SEALED)
SSMH
RIM: 2,070.41'
IN: 2,064.9'
OUT: 2,064.6'
SSMH
RIM: 2,067.03'
IN: 2,063.3'
OUT: 2,063.1'
SS
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5
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2
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0
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2,065'
SSMH
RIM: 2,084.39'
15
"

C
P
P
15" CPP
15"
R
C
P
INV: 2,068.2'
PERMANENT DRAINAGE EASEMENT TRACT I
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
8
"

R
C
P
8" RC
P
8" RC
P
8"
P
V
C
8"
P
V
C
8" PVC
CURB INLET
GR: 2,082.41'
INV: 2,079.1'
OUT: 2,077.8'
CURB INLET
GR: 2,066.81'
INV: 2,060.9'
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W W W
6"
W
A
T
E
R
L
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SSMH
RIM: 2,096.73'
IN: 2,089.7'
OUT: 2,089.3'
TBM = 2,103.28'
TBM = 2,082.93'
TBM = 2,121.58'
CONCRETE BOX CULVERT 12'± WIDE X 7.5'± HIGH
SIGN
3/4" RBC - 0.3' AG
"SMITH"
962681218700000
WILLIAM R. & GINA J. PRESSLEY
D.B. 3921, P. 689
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
G R

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2
962670795900000
TED TILSON WELLS
D.B. 1816, P. 116
P.B. 63, P. 139
962671728500000
SAMUEL D. COOK HEIRS
D.B. 792, P. 416
962681038400000
SHIRLEY ALISCH TERRY
RICHARD EDDIE WILSON JR.
D.B. 4939, P. 1828
P.B. 65, P. 81
45' RIGHT-OF-WAY
PER D.B. 1875, P. 143
SSMH
RIM: 2,106.79'
IN: 2,096.3'
OUT: 2,096.2'
3/4" RBC - 0.4' BG
"REESE"
AT TOP 1.1' AG
(LEANING)
0.7' AG
2" OIP - 0.8' AG
N:660,762.61', E:927,921.09'
NAD83 (2011)
MB x4
3/4" RBC - 0.2' BG
"REESE"
3/4" RBC - 0.1' AG
"REESE"
SINK HOLE
1" IPF IN PVC
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N E I G H B O R H O O D S E R V I C E D I S T R I C T
15" RC
P
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FENCE CROSSES
BOUNDARY
G R

A

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L

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A

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AS
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L
T

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M
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G R A S S Y
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R
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E

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&

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T
T
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(A)
(B)
INV: 2,
0
6
0
.
9
'
15" RCP
CURB INLET
GR: 2,065.97'
INV: 2,061.8'
N
1
5
"

R
C
P
45'
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C
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&

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PE
R

D
.
B
.

4
3
3
0
,

P
.

3
3
8
CURB INLET
GR: 2,068.80'
IN: 2,063.4'
OUT: 2,063.3'
(FILLED WITH SEDIMENT)
B

R

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V

A

R

D

R

O

A

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-

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.

C

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9

1
P
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B
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-
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.
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.
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.
1
8
4
4
4
0
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S
P
H
A
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T

P
A
V
E
M
E
N
T
INV: 2,066.9'
1
8
"

R
C
P
18" RC
P
DROP INLET
GR: 2,075.77'
INV: 2,072.3'
HIGH TENSION
POWER LINE TOWER
HIGH TENSION
POWER LINE PYLON
1/2" OIP AT BASE
(BENT)
HIGH TENSION
POWER LINE PYLON
HIGH TENSION
POWER LINE PYLON
18" CM
P
FOM
F R E

M

O

N

T

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A

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C

R
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G
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F
-
W
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ASPH
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T

P
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M
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Y

F

E

R

R

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R

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A

D
PUB
L
I
C

R
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G
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T
-
O
F
-
W
A
Y
ASP
H
A
L
T

P
A
V
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M
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N
T
18" RC
P
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D
G
E

O
F

A
S
P
H
A
L
T

P
A
V
E
M
E
N
T
TOTAL AREA
7.46±ACRES
SWMH
RIM: 2,083.11'
INV: 2,077.2'
OUT: 2,077.2'
WETLAND
AREA
L4.1
AS
S
O
C
I
A
T
E
S
LA
N
D
S
C
A
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&
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D

P
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R
S
DE
S
I
G
N
Fa
x
:
8
2
8
-
2
7
7
-
7
4
1
3
12
9
3

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r
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o
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e

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h
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,

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C

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8
8
0
3
Su
i
t
e

2
1
82
8
-
2
7
7
-
7
4
1
0
Stormwater
Detention
Plan
He
r
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o
n

P
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o
p
e
r
t
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14
3
1

B
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v
a
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C
-
10/6/2023
Davis CivilSolutions,PA
Site/Infrastructure Engineering/Planning
For
Review
135-A Charlotte Highway Asheville, North Carolina 28803
828.299.9449 PH www.daviscivilsolutions.com
% INCREASE = 18.37%
INCREASE AREAS = 59,677.20 SQ. FT (1.37 AC.)
INCREASE/DECREASE:
POST DEVELOPMENT:
IMPERVIOUS AREA = 64,468.8 SQ. FT (1.48 AC.)
% SITE IMPERVIOUS = 19.84%
PERVIOUS AREA = 260,488.8 SQ. FT. (5.98 AC.)
% SITE PERVIOUS = 80.16%
% SITE PERVIOUS = 98.53%
PERVIOUS AREA = 320,166.0 SQ. FT. (7.35 AC.)
% SITE IMPERVIOUS = 1.47%
IMPERVIOUS AREA = 4791.6 SQ. FT. (0.11AC.)
PRE DEVELOPMENT:
PERVIOUS AREAS:
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
OU
OU
OU
OU
OU
OU
OU
OU
OU
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
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U
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U
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U
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U
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U
O
U
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U
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U
O
U
O
U
O
U
O
U
O
U
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U
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
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L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
E
L
T
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L
T
E
L
T
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L
T
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L
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L
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L
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T
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L
T
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L
T
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L
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L
T
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L
T
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L
T
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L
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
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S
S
S
S
S
S
S
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S
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S
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S
S
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S
S
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S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
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S
S
S
S
S
3/4" RBC
"SMITH"
3/4" IPC - 0.4' AG
"SMITH & SMITH"
3/4" IPC - 0.1' AG
"SMITH & SMITH"
3/4" IPC
"SMITH & SMITH"
5/8" RBC - 0.8' AG
"REESE"
1/2" RBF AT BASE
(BENT)
3/4" IPC AT BASE
(BENT)
3/4" IPC AT TOP
ILLEGIBLE
(BENT)
1" IPC - 0.5' AG
"SMITH"
0.3' AG
SIGN
0.3' BG
C

O

N

C

R

E

T

E
C O

N

C

R

E

T

E
P
E
R
M
A
N
E
N
T

U
T
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L
I
T
Y

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A
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N
T
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D
.
B
.

3
3
3
2
,

P
.

3
5
1
A
S

S
H
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O
N

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A
T
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H
I
G
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A
Y

P
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P
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U
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8
.
1
8
4
4
4
0
1

I
D
#
:

U
-
3
4
0
3
C
PERMANENT DRAINAGE EASEMENT TRACT III
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
36"

C
P
P
CONCRETE
HEADWALL
INV: 2,054.74'
INV: 2,054.37'
SSMH
RIM: 2,073.66'
INV: 2,060.3'
SSMH
RIM: 2,071.51'
IN (A): 2,061.9'
IN (B): 2,061.6'
OUT: 2,061.6'
SSMH
RIM: 2,077.09'
IN: 2,067.2'
OUT: 2,067.0'
W O O D E D
A R E A
N
4
4
°
3
4
'
4
6
"

W

5
4
.
8
2
'
N 66
°
3
6
'
3
8
"

W

9
0
.
2
1
'
2,07
0
'
2,070'
2,
0
7
5
'
2,
0
8
0
'
2,085'
2,090'
2,095'
2,10
0
'
2,105'
2,110
'
2,115'
2,120'
2,125'
2,120
'
2,11
5
'
2,110'
2,1
0
0
'
2,1
0
0
'
2,10
0
'
2,095'
2,090'
2,0
8
5
'
2,0
8
0
'
2,
0
7
5
'
2
,
0
7
0
'
2,
0
6
5
'
2,0
6
5
'
2,070
'
2,075
'
2,080'
2,070'
2,0
7
5
'
2
,
1
1
5
'
2
,
1
1
0
'
2,
1
0
5
'
2,
1
0
0
'
2,
0
9
5
'
2,0
9
0
'
2,
0
8
5
'
2,
0
8
0
'
2
,
0
7
5
'
2
,
0
7
0
'
2
,
0
6
5
'
2,
0
6
0
'
2,0
6
0
'
2
,
0
6
5
'
2
,
0
7
0
'
2,105
'
2
,
1
0
0
'
2,09
5
'
2,090
'
2,085
'
2,080'
2,08
0
'
2,080'
2,08
5
'2,09
0
'
2,09
5
'
2,10
0
'
2,1
0
5
'
2,1
0
5
'
2,
1
0
0
'
2,0
9
5
'
2,0
9
0
'
2,0
8
5
'
2,
0
8
0
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2,
0
7
5
'
2,075
'
2,0
8
0
'
2,080'
2,
0
7
5
'
2,070'
2,0
6
5
'
2,065'
2,060'
2,060'
2
,
0
6
5
'
2,0
8
0
'
2,0
7
5
'
2,0
7
0
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2,
0
8
5
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2,
0
9
0
'
2,0
9
5
'
2,1
0
0
'
S
O

I

L

R

O

A

D
INV: 2,061.4'
INV: 2,063.3'
INV: 2,061.1'
12" RC
P
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
GAS
GAS
GAS
GAS
GAS
GAS
GAS
GAS
GAS
4
"

G
A
S

L
I
N
E
P1
P2
P3
P4
P5
P
6
P7
P8
P9
P
1
0
P
1
1
P1
2
P13
P14
P1
5
P16
P17
P18
P19
P20
P21
P2
2
P
2
5
P
2
6
P
2
7
P
2
8
P29
P30
P31
P3
2
3/4" IPC IN
CHERRY TREE
(BENT)
ASPH
A
L
T

P
A
V
E
M
E
N
T
EM
CURB INLET
GR: 2,073.93'
INV:2,070.5'
(FILLED WITH SEDIMENT)
CURB INLET
GR: 2,070.72'
INV: 2,066.2'
(FILLED WITH SEDIMENT)
PERMANENT DRAINAGE EASEMENT TRACT II
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
POTENTIAL UNDERGROUND
STREAM IN THIS AREA
TDP
F O

R

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R

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A

D
VA
R
I
A
B
L
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W
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4
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3/4" IPC - ILLEGIBLE
(DISTURBED)
1/2" RBF FOUND 1.3±
NORTHWEST OF LINE
(DISTURBED, NOT HELD)
SSMH
RIM: 2,079.75'
(SEALED)
SSMH
RIM: 2,070.41'
IN: 2,064.9'
OUT: 2,064.6'
SSMH
RIM: 2,067.03'
IN: 2,063.3'
OUT: 2,063.1'
SS
SS
1
5
"

R
C
P
1
5
"

R
C
P
4" G
A
S

L
I
N
E
2
,
0
7
5
'
2
,
0
7
0
'
2,065'
SSMH
RIM: 2,084.39'
15
"

C
P
P
15" CPP
15"
R
C
P
INV: 2,068.2'
PERMANENT DRAINAGE EASEMENT TRACT I
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
8
"

R
C
P
8" RC
P
8" RC
P
8"
P
V
C
8"
P
V
C
8" PVC
CURB INLET
GR: 2,082.41'
INV: 2,079.1'
OUT: 2,077.8'
CURB INLET
GR: 2,066.81'
INV: 2,060.9'
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W W W
6"
W
A
T
E
R
L
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SSMH
RIM: 2,096.73'
IN: 2,089.7'
OUT: 2,089.3'
TBM = 2,103.28'
TBM = 2,082.93'
TBM = 2,121.58'
CONCRETE BOX CULVERT 12'± WIDE X 7.5'± HIGH
SIGN
3/4" RBC - 0.3' AG
"SMITH"
962681218700000
WILLIAM R. & GINA J. PRESSLEY
D.B. 3921, P. 689
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
G R

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TED TILSON WELLS
D.B. 1816, P. 116
P.B. 63, P. 139
962671728500000
SAMUEL D. COOK HEIRS
D.B. 792, P. 416
962681038400000
SHIRLEY ALISCH TERRY
RICHARD EDDIE WILSON JR.
D.B. 4939, P. 1828
P.B. 65, P. 81
45' RIGHT-OF-WAY
PER D.B. 1875, P. 143
SSMH
RIM: 2,106.79'
IN: 2,096.3'
OUT: 2,096.2'
3/4" RBC - 0.4' BG
"REESE"
AT TOP 1.1' AG
(LEANING)
0.7' AG
2" OIP - 0.8' AG
N:660,762.61', E:927,921.09'
NAD83 (2011)
MB x4
3/4" RBC - 0.2' BG
"REESE"
3/4" RBC - 0.1' AG
"REESE"
SINK HOLE
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Z O N E D - N S
N E I G H B O R H O O D S E R V I C E D I S T R I C T
15" RC
P
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INV: 2,
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.
9
'
15" RCP
CURB INLET
GR: 2,065.97'
INV: 2,061.8'
N
1
5
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CURB INLET
GR: 2,068.80'
IN: 2,063.4'
OUT: 2,063.3'
(FILLED WITH SEDIMENT)
B

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M
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N
T
INV: 2,066.9'
1
8
"

R
C
P
18" RC
P
DROP INLET
GR: 2,075.77'
INV: 2,072.3'
HIGH TENSION
POWER LINE TOWER
HIGH TENSION
POWER LINE PYLON
1/2" OIP AT BASE
(BENT)
HIGH TENSION
POWER LINE PYLON
HIGH TENSION
POWER LINE PYLON
18" CM
P
FOM
F R E

M

O

N

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C

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-
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F

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A

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PUB
L
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C

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H
T
-
O
F
-
W
A
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ASP
H
A
L
T

P
A
V
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M
E
N
T
18" RC
P
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D
G
E

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F

A
S
P
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A
L
T

P
A
V
E
M
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N
T
TOTAL AREA
7.46±ACRES
SWMH
RIM: 2,083.11'
INV: 2,077.2'
OUT: 2,077.2'
WETLAND
AREA
L4.2
AS
S
O
C
I
A
T
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S
LA
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S
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&
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S
DE
S
I
G
N
Fa
x
:
8
2
8
-
2
7
7
-
7
4
1
3
12
9
3

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2
1
82
8
-
2
7
7
-
7
4
1
0
Pre-
Development
Drainage
Map
He
r
r
o
n

P
r
o
p
e
r
t
y
14
3
1

B
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v
a
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N
C
10/6/2023
-
Davis CivilSolutions,PA
Site/Infrastructure Engineering/Planning
For
Review
135-A Charlotte Highway Asheville, North Carolina 28803
828.299.9449 PH www.daviscivilsolutions.com
% INCREASE = 18.37%
INCREASE AREAS = 59,677.20 SQ. FT (1.37 AC.)
INCREASE/DECREASE:
POST DEVELOPMENT:
IMPERVIOUS AREA = 64,468.8 SQ. FT (1.48 AC.)
% SITE IMPERVIOUS = 19.84%
PERVIOUS AREA = 260,488.8 SQ. FT. (5.98 AC.)
% SITE PERVIOUS = 80.16%
% SITE PERVIOUS = 98.53%
PERVIOUS AREA = 320,166.0 SQ. FT. (7.35 AC.)
% SITE IMPERVIOUS = 1.47%
IMPERVIOUS AREA = 4791.6 SQ. FT. (0.11AC.)
PRE DEVELOPMENT:
PERVIOUS AREAS:
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
O
U
O
U
O
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O
U
O
U
O
U
O
U
O
U
OU
OU
OU
OU
OU
OU
OU
OU
OU
O
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O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
U
O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
U
O
U
O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
U
O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
U
O
U
O
U
O
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O
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O
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O
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O
U
O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
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O
U
O
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OU
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OU
OU
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OU
OU
OU
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OU
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SS
SS
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SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
T
E
L
T
E
L
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E
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T
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L
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L
T
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L
T
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L
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T
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L
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T
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T
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L
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E
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L
W
W
W
W
W
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W
W
W
W
W
W
W
W
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W
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W
W
W
W
W
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W
W
W
W
W
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W
W
W
W
W
W
W
W
W
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W
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W
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S
S
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S
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S
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S
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S
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S
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S
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S
S
S
S
S
S
S
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S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
3/4" RBC
"SMITH"
3/4" IPC - 0.4' AG
"SMITH & SMITH"
3/4" IPC - 0.1' AG
"SMITH & SMITH"
3/4" IPC
"SMITH & SMITH"
5/8" RBC - 0.8' AG
"REESE"
1/2" RBF AT BASE
(BENT)
3/4" IPC AT BASE
(BENT)
3/4" IPC AT TOP
ILLEGIBLE
(BENT)
1" IPC - 0.5' AG
"SMITH"
0.3' AG
SIGN
0.3' BG
C

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T

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N

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T

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3
3
3
2
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P
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3
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8
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1
8
4
4
4
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#
:

U
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4
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3
C
PERMANENT DRAINAGE EASEMENT TRACT III
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
36"

C
P
P
CONCRETE
HEADWALL
INV: 2,054.74'
INV: 2,054.37'
SSMH
RIM: 2,073.66'
INV: 2,060.3'
SSMH
RIM: 2,071.51'
IN (A): 2,061.9'
IN (B): 2,061.6'
OUT: 2,061.6'
SSMH
RIM: 2,077.09'
IN: 2,067.2'
OUT: 2,067.0'
W O O D E D
A R E A
N
4
4
°
3
4
'
4
6
"

W

5
4
.
8
2
'
N 66
°
3
6
'
3
8
"

W

9
0
.
2
1
'
2,07
0
'
2,070'
2,
0
7
5
'
2,
0
8
0
'
2,085'
2,090'
2,095'
2,10
0
'
2,105'
2,110
'
2,115'
2,120'
2,125'
2,120
'
2,11
5
'
2,110'
2,1
0
0
'
2,1
0
0
'
2,10
0
'
2,095'
2,090'
2,0
8
5
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2,0
8
0
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2,
0
7
5
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2
,
0
7
0
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2,
0
6
5
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2,075
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2,080'
2,070'
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0
'
2,0
6
0
'
2
,
0
6
5
'
2
,
0
7
0
'
2,105
'
2
,
1
0
0
'
2,09
5
'
2,090
'
2,085
'
2,080'
2,08
0
'
2,080'
2,08
5
'2,09
0
'
2,09
5
'
2,10
0
'
2,1
0
5
'
2,1
0
5
'
2,
1
0
0
'
2,0
9
5
'
2,0
9
0
'
2,0
8
5
'
2,
0
8
0
'
2,
0
7
5
'
2,075
'
2,0
8
0
'
2,080'
2,
0
7
5
'
2,070'
2,0
6
5
'
2,065'
2,060'
2,060'
2
,
0
6
5
'
2,0
8
0
'
2,0
7
5
'
2,0
7
0
'
2,
0
8
5
'
2,
0
9
0
'
2,0
9
5
'
2,1
0
0
'
S
O

I

L

R

O

A

D
INV: 2,061.4'
INV: 2,063.3'
INV: 2,061.1'
12" RC
P
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
GAS
GAS
GAS
GAS
GAS
GAS
GAS
GAS
GAS
4
"

G
A
S

L
I
N
E
P1
P2
P3
P4
P5
P
6
P7
P8
P9
P
1
0
P
1
1
P1
2
P13
P14
P1
5
P16
P17
P18
P19
P20
P21
P2
2
P
2
5
P
2
6
P
2
7
P
2
8
P29
P30
P31
P3
2
3/4" IPC IN
CHERRY TREE
(BENT)
ASPH
A
L
T

P
A
V
E
M
E
N
T
EM
CURB INLET
GR: 2,073.93'
INV:2,070.5'
(FILLED WITH SEDIMENT)
CURB INLET
GR: 2,070.72'
INV: 2,066.2'
(FILLED WITH SEDIMENT)
PERMANENT DRAINAGE EASEMENT TRACT II
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
POTENTIAL UNDERGROUND
STREAM IN THIS AREA
TDP
F O

R

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A

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VA
R
I
A
B
L
E

W
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H

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B
.

3
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1
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4
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P
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A
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T
3/4" IPC - ILLEGIBLE
(DISTURBED)
1/2" RBF FOUND 1.3±
NORTHWEST OF LINE
(DISTURBED, NOT HELD)
SSMH
RIM: 2,079.75'
(SEALED)
SSMH
RIM: 2,070.41'
IN: 2,064.9'
OUT: 2,064.6'
SSMH
RIM: 2,067.03'
IN: 2,063.3'
OUT: 2,063.1'
SS
SS
1
5
"

R
C
P
1
5
"

R
C
P
4" G
A
S

L
I
N
E
2
,
0
7
5
'
2
,
0
7
0
'
2,065'
SSMH
RIM: 2,084.39'
15
"

C
P
P
15" CPP
15"
R
C
P
INV: 2,068.2'
PERMANENT DRAINAGE EASEMENT TRACT I
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
8
"

R
C
P
8" RC
P
8" RC
P
8"
P
V
C
8"
P
V
C
8" PVC
CURB INLET
GR: 2,082.41'
INV: 2,079.1'
OUT: 2,077.8'
CURB INLET
GR: 2,066.81'
INV: 2,060.9'
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W W W
6"
W
A
T
E
R
L
I
N
E
SSMH
RIM: 2,096.73'
IN: 2,089.7'
OUT: 2,089.3'
TBM = 2,103.28'
TBM = 2,082.93'
TBM = 2,121.58'
CONCRETE BOX CULVERT 12'± WIDE X 7.5'± HIGH
SIGN
3/4" RBC - 0.3' AG
"SMITH"
962681218700000
WILLIAM R. & GINA J. PRESSLEY
D.B. 3921, P. 689
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
G R

A

V

E

L

R

O

A

D
96
2
6
7
0
7
5
0
6
0
0
0
0
0
EU
G
E
N
E

&

B
E
T
T
Y

D
.

W
I
L
S
O
N
D.
B
.

1
1
0
3
,

P
.

6
8
2
962670795900000
TED TILSON WELLS
D.B. 1816, P. 116
P.B. 63, P. 139
962671728500000
SAMUEL D. COOK HEIRS
D.B. 792, P. 416
962681038400000
SHIRLEY ALISCH TERRY
RICHARD EDDIE WILSON JR.
D.B. 4939, P. 1828
P.B. 65, P. 81
45' RIGHT-OF-WAY
PER D.B. 1875, P. 143
SSMH
RIM: 2,106.79'
IN: 2,096.3'
OUT: 2,096.2'
3/4" RBC - 0.4' BG
"REESE"
AT TOP 1.1' AG
(LEANING)
0.7' AG
2" OIP - 0.8' AG
N:660,762.61', E:927,921.09'
NAD83 (2011)
MB x4
3/4" RBC - 0.2' BG
"REESE"
3/4" RBC - 0.1' AG
"REESE"
SINK HOLE
1" IPF IN PVC
P23
P
2
4
AP
P
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O
X
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M
A
T
E

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N
I
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G

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-

P
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B
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C
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G
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Z O N E D - C S
C O M M E R C I A L S E R V I C E D I S T R I C T
Z O N E D - N S
N E I G H B O R H O O D S E R V I C E D I S T R I C T
15" RC
P
W
O
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N

W
I
R
E

F
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N
C
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WO
V
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N

W
I
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N
C
E
FENCE CROSSES
BOUNDARY
G R

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(A)
(B)
INV: 2,
0
6
0
.
9
'
15" RCP
CURB INLET
GR: 2,065.97'
INV: 2,061.8'
N
1
5
"

R
C
P
45'
E
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4
3
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0
,

P
.

3
3
8
CURB INLET
GR: 2,068.80'
IN: 2,063.4'
OUT: 2,063.3'
(FILLED WITH SEDIMENT)
B

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A

R

D

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A

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-

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1

9

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P
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B
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M
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N
T
INV: 2,066.9'
1
8
"

R
C
P
18" RC
P
DROP INLET
GR: 2,075.77'
INV: 2,072.3'
HIGH TENSION
POWER LINE TOWER
HIGH TENSION
POWER LINE PYLON
1/2" OIP AT BASE
(BENT)
HIGH TENSION
POWER LINE PYLON
HIGH TENSION
POWER LINE PYLON
18" CM
P
FOM
F R E

M

O

N

T

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A

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C

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G
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PUB
L
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C

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-
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F
-
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A
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ASP
H
A
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P
A
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M
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18" RC
P
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F

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P
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A
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P
A
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M
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N
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TOTAL AREA
7.46±ACRES
SWMH
RIM: 2,083.11'
INV: 2,077.2'
OUT: 2,077.2'
WETLAND
AREA
L4.3
AS
S
O
C
I
A
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E
S
LA
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&
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A
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DE
S
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N
Fa
x
:
8
2
8
-
2
7
7
-
7
4
1
3
12
9
3

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2
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8
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2
7
7
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7
4
1
0
Post-
Development
Drainage
Map
He
r
r
o
n

P
r
o
p
e
r
t
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14
3
1

B
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10/6/2023
-
Davis CivilSolutions,PA
Site/Infrastructure Engineering/Planning
For
Review
135-A Charlotte Highway Asheville, North Carolina 28803
828.299.9449 PH www.daviscivilsolutions.com
% INCREASE = 18.37%
INCREASE AREAS = 59,677.20 SQ. FT (1.37 AC.)
INCREASE/DECREASE:
POST DEVELOPMENT:
IMPERVIOUS AREA = 64,468.8 SQ. FT (1.48 AC.)
% SITE IMPERVIOUS = 19.84%
PERVIOUS AREA = 260,488.8 SQ. FT. (5.98 AC.)
% SITE PERVIOUS = 80.16%
% SITE PERVIOUS = 98.53%
PERVIOUS AREA = 320,166.0 SQ. FT. (7.35 AC.)
% SITE IMPERVIOUS = 1.47%
IMPERVIOUS AREA = 4791.6 SQ. FT. (0.11AC.)
PRE DEVELOPMENT:
PERVIOUS AREAS:
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
O
U
O
U
O
U
O
U
O
U
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OU
OU
OU
OU
OU
OU
OU
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O
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O
U
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O
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O
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O
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U
O
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O
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O
U
O
U
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U
O
U
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U
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U
O
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O
U
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U
O
U
O
U
O
U
O
U
O
U
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U
O
U
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U
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U
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U
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U
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U
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O
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U
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U
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U
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OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
OU
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U
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U
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U
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U
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U
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U
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U
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U
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U
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O
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SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
SS
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L
T
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L
T
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L
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L
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L
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L
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L
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L
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L
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L
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L
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L
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L
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L
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L
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L
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L
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L
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W
W
W
W
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W
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W
W
W
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W
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W
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W
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W
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W
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W
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W
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W
W
W
W
W
W
W
W
W
W
W
W
W
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
S
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S
S
S
S
S
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S
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S
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S
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S
S
S
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S
S
S
S
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S
S
S
S
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S
S
S
S
S
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S
S
S
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3/4" RBC
"SMITH"
3/4" IPC - 0.4' AG
"SMITH & SMITH"
3/4" IPC - 0.1' AG
"SMITH & SMITH"
3/4" IPC
"SMITH & SMITH"
5/8" RBC - 0.8' AG
"REESE"
1/2" RBF AT BASE
(BENT)
3/4" IPC AT BASE
(BENT)
3/4" IPC AT TOP
ILLEGIBLE
(BENT)
1" IPC - 0.5' AG
"SMITH"
0.3' AG
SIGN
0.3' BG
C

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C

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C
PERMANENT DRAINAGE EASEMENT TRACT III
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
36"

C
P
P
CONCRETE
HEADWALL
INV: 2,054.74'
INV: 2,054.37'
SSMH
RIM: 2,073.66'
INV: 2,060.3'
SSMH
RIM: 2,071.51'
IN (A): 2,061.9'
IN (B): 2,061.6'
OUT: 2,061.6'
SSMH
RIM: 2,077.09'
IN: 2,067.2'
OUT: 2,067.0'
W O O D E D
A R E A
N
4
4
°
3
4
'
4
6
"

W

5
4
.
8
2
'
N 66
°
3
6
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3
8
"

W

9
0
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2
1
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2,07
0
'
2,070'
2,
0
7
5
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2,
0
8
0
'
2,085'
2,090'
2,095'
2,10
0
'
2,105'
2,110
'
2,115'
2,120'
2,125'
2,120
'
2,11
5
'
2,110'
2,1
0
0
'
2,1
0
0
'
2,10
0
'
2,095'
2,090'
2,0
8
5
'
2,0
8
0
'
2,
0
7
5
'
2
,
0
7
0
'
2,
0
6
5
'
2,0
6
5
'
2,070
'
2,075
'
2,080'
2,070'
2,0
7
5
'
2
,
1
1
5
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2
,
1
1
0
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2,
1
0
5
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2,
1
0
0
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2,
0
9
5
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2,0
9
0
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2,
0
8
5
'
2,
0
8
0
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2
,
0
7
5
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2
,
0
7
0
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2
,
0
6
5
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2,
0
6
0
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2,0
6
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2
,
0
6
5
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2
,
0
7
0
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2,105
'
2
,
1
0
0
'
2,09
5
'
2,090
'
2,085
'
2,080'
2,08
0
'
2,080'
2,08
5
'2,09
0
'
2,09
5
'
2,10
0
'
2,1
0
5
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2,1
0
5
'
2,
1
0
0
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2,0
9
5
'
2,0
9
0
'
2,0
8
5
'
2,
0
8
0
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2,
0
7
5
'
2,075
'
2,0
8
0
'
2,080'
2,
0
7
5
'
2,070'
2,0
6
5
'
2,065'
2,060'
2,060'
2
,
0
6
5
'
2,0
8
0
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2,0
7
5
'
2,0
7
0
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2,
0
8
5
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2,
0
9
0
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2,0
9
5
'
2,1
0
0
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S
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I

L

R

O

A

D
INV: 2,061.4'
INV: 2,063.3'
INV: 2,061.1'
12" RC
P
G
A
S
G
A
S
G
A
S
G
A
S
G
A
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G
A
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G
A
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G
A
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G
A
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G
A
S
G
A
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G
A
S
G
A
S
G
A
S
G
A
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G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
G
A
S
GAS
GAS
GAS
GAS
GAS
GAS
GAS
GAS
GAS
4
"

G
A
S

L
I
N
E
P1
P2
P3
P4
P5
P
6
P7
P8
P9
P
1
0
P
1
1
P1
2
P13
P14
P1
5
P16
P17
P18
P19
P20
P21
P2
2
P
2
5
P
2
6
P
2
7
P
2
8
P29
P30
P31
P3
2
3/4" IPC IN
CHERRY TREE
(BENT)
ASPH
A
L
T

P
A
V
E
M
E
N
T
EM
CURB INLET
GR: 2,073.93'
INV:2,070.5'
(FILLED WITH SEDIMENT)
CURB INLET
GR: 2,070.72'
INV: 2,066.2'
(FILLED WITH SEDIMENT)
PERMANENT DRAINAGE EASEMENT TRACT II
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
POTENTIAL UNDERGROUND
STREAM IN THIS AREA
TDP
F O

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A
B
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W
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3/4" IPC - ILLEGIBLE
(DISTURBED)
1/2" RBF FOUND 1.3±
NORTHWEST OF LINE
(DISTURBED, NOT HELD)
SSMH
RIM: 2,079.75'
(SEALED)
SSMH
RIM: 2,070.41'
IN: 2,064.9'
OUT: 2,064.6'
SSMH
RIM: 2,067.03'
IN: 2,063.3'
OUT: 2,063.1'
SS
SS
1
5
"

R
C
P
1
5
"

R
C
P
4" G
A
S

L
I
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2
,
0
7
5
'
2
,
0
7
0
'
2,065'
SSMH
RIM: 2,084.39'
15
"

C
P
P
15" CPP
15"
R
C
P
INV: 2,068.2'
PERMANENT DRAINAGE EASEMENT TRACT I
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
8
"

R
C
P
8" RC
P
8" RC
P
8"
P
V
C
8"
P
V
C
8" PVC
CURB INLET
GR: 2,082.41'
INV: 2,079.1'
OUT: 2,077.8'
CURB INLET
GR: 2,066.81'
INV: 2,060.9'
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W W W
6"
W
A
T
E
R
L
I
N
E
SSMH
RIM: 2,096.73'
IN: 2,089.7'
OUT: 2,089.3'
TBM = 2,103.28'
TBM = 2,082.93'
TBM = 2,121.58'
CONCRETE BOX CULVERT 12'± WIDE X 7.5'± HIGH
SIGN
3/4" RBC - 0.3' AG
"SMITH"
962681218700000
WILLIAM R. & GINA J. PRESSLEY
D.B. 3921, P. 689
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
G R

A

V

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L

R

O

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D
96
2
6
7
0
7
5
0
6
0
0
0
0
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B
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B
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1
1
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3
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8
2
962670795900000
TED TILSON WELLS
D.B. 1816, P. 116
P.B. 63, P. 139
962671728500000
SAMUEL D. COOK HEIRS
D.B. 792, P. 416
962681038400000
SHIRLEY ALISCH TERRY
RICHARD EDDIE WILSON JR.
D.B. 4939, P. 1828
P.B. 65, P. 81
45' RIGHT-OF-WAY
PER D.B. 1875, P. 143
SSMH
RIM: 2,106.79'
IN: 2,096.3'
OUT: 2,096.2'
3/4" RBC - 0.4' BG
"REESE"
AT TOP 1.1' AG
(LEANING)
0.7' AG
2" OIP - 0.8' AG
N:660,762.61', E:927,921.09'
NAD83 (2011)
MB x4
3/4" RBC - 0.2' BG
"REESE"
3/4" RBC - 0.1' AG
"REESE"
SINK HOLE
1" IPF IN PVC
P23
P
2
4
AP
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C O M M E R C I A L S E R V I C E D I S T R I C T
Z O N E D - N S
N E I G H B O R H O O D S E R V I C E D I S T R I C T
15" RC
P
W
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FENCE CROSSES
BOUNDARY
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(B)
INV: 2,
0
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0
.
9
'
15" RCP
CURB INLET
GR: 2,065.97'
INV: 2,061.8'
N
1
5
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CURB INLET
GR: 2,068.80'
IN: 2,063.4'
OUT: 2,063.3'
(FILLED WITH SEDIMENT)
B

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INV: 2,066.9'
1
8
"

R
C
P
18" RC
P
DROP INLET
GR: 2,075.77'
INV: 2,072.3'
HIGH TENSION
POWER LINE TOWER
HIGH TENSION
POWER LINE PYLON
1/2" OIP AT BASE
(BENT)
HIGH TENSION
POWER LINE PYLON
HIGH TENSION
POWER LINE PYLON
18" CM
P
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F R E

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TOTAL AREA
7.46±ACRES
SWMH
RIM: 2,083.11'
INV: 2,077.2'
OUT: 2,077.2'
WETLAND
AREA
L4.4
AS
S
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:
8
2
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2
7
7
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7
4
1
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9
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t
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2
1
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8
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2
7
7
-
7
4
1
0
Stormwater
Access
Easement
Area
He
r
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P
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14
3
1

B
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10/6/2023
-
Davis CivilSolutions,PA
Site/Infrastructure Engineering/Planning
For
Review
135-A Charlotte Highway Asheville, North Carolina 28803
828.299.9449 PH www.daviscivilsolutions.com
% INCREASE = 18.37%
INCREASE AREAS = 59,677.20 SQ. FT (1.37 AC.)
INCREASE/DECREASE:
POST DEVELOPMENT:
IMPERVIOUS AREA = 64,468.8 SQ. FT (1.48 AC.)
% SITE IMPERVIOUS = 19.84%
PERVIOUS AREA = 260,488.8 SQ. FT. (5.98 AC.)
% SITE PERVIOUS = 80.16%
% SITE PERVIOUS = 98.53%
PERVIOUS AREA = 320,166.0 SQ. FT. (7.35 AC.)
% SITE IMPERVIOUS = 1.47%
IMPERVIOUS AREA = 4791.6 SQ. FT. (0.11AC.)
PRE DEVELOPMENT:
PERVIOUS AREAS:
D1
AS
S
O
C
I
A
T
E
S
LA
N
D
S
C
A
P
E

A
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&
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S
DE
S
I
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N
Fa
x
:
8
2
8
-
2
7
7
-
7
4
1
3
12
9
3

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1
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8
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2
7
7
-
7
4
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0
Stormwater
Details
He
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14
3
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10/6/2023
* NOTE: CHAMBER SYSTEM DESIGN MUST BE IN
ACCORDANCE WITH STORMTECH DESIGN MANUAL
Detention Retention Recharge
Subsurface Stormwater Management SM
Sheet Of
ChecMeF
ACAD NQ
DTaYP $[:
Scale:
Date:
20 Beaver Road, Suite 104
Wethersfield, CT 06109
Phone: [phone]
Fax: [phone]
www.stormtech.com
STORMTECH LLC CONCEPTUAL PLAN DISCLAIMER
NTS

STORMTECH GENERAL NOTES
STORMTECH LLC ("STORMTECH") REQUIRES INSTALLING
CONTRACTORS TO USE AND UNDERSTAND STORMTECH'S
LATEST INSTALLATION INSTRUCTIONS PRIOR TO BEGINNING
SYSTEM INSTALLATION.
OUR TECHNICAL SERVICES DEPARTMENT OFFERS
INSTALLATION CONSULTATIONS TO INSTALLING
CONTRACTORS. CONTACT OUR TECHNICAL SERVICES
REPRESENTATIVE AT LEAST 30 DAYS PRIOR TO SYSTEM
INSTALLATION TO ARRANGE A PRE-INSTALLATION
CONSULTATION. OUR REPRESENTATIVES CAN THEN
ANSWER QUESTIONS OR ADDRESS COMMENTS ON THE
STORMTECH CHAMBER SYSTEM AND INFORM THE
INSTALLING CONTRACTOR OF THE MINIMUM INSTALLATION
REQUIREMENTS BEFORE BEGINNING THE SYSTEM'S
CONSTRUCTION. CALL 1-888-892-2694 TO SPEAK TO A
TECHNICAL SERVICE REPRESENTATIVE OR VISIT
WWW.STORMTECH.COM TO RECEIVE A COPY OF OUR
INSTALLATION INSTRUCTIONS.
STORMTECH'S REQUIREMENTS FOR SYSTEMS WITH
PAVEMENT DESIGN (ASPHALT, CONCRETE PAVERS, ETC.):
MINIMUM COVER IS 18 INCHES NOT INCLUDING PAVEMENT;
MAXIMUM COVER IS 96 INCHES INCLUDING PAVEMENT. FOR
INSTALLATIONS THAT DO NOT INCLUDE PAVEMENT, WHERE
RUTTING FROM VEHICLES MAY OCCUR, MINIMUM REQUIRED
COVER IS 24 INCHES, MAXIMUM COVER IS 96 INCHES.
THE CONTRACTOR MUST REPORT ANY DISCREPANCIES
WITH CHAMBER FOUNDATION MATERIALS BEARING
CAPACITIES TO THE DESIGN ENGINEER.
AASHTO M288 CLASS 2 NON-WOVEN GEOTEXTILE (FILTER
FABRIC) MUST BE USED AS INDICATED IN THE PROJECT
PLANS.
STONE PLACEMENT BETWEEN CHAMBERS ROWS AND
AROUND PERIMETER MUST FOLLOW INSTRUCTIONS AS
INDICATED IN THE MOST CURRENT VERSION OF
STORMTECH'S INSTALLATION INSTRUCTIONS.
BACKFILLING OVER THE CHAMBERS MUST FOLLOW
REQUIREMENTS AS INDICATED IN THE MOST CURRENT
VERSION OF STORMTECH'S INSTALLATION INSTRUCTIONS.
THE CONTRACTOR MUST REFER TO STORMTECH'S
INSTALLATION INSTRUCTIONS FOR A TABLE OF
ACCEPTABLE VEHICLE LOADS AT VARIOUS DEPTHS OF
COVER. THIS INFORMATION IS ALSO AVAILABLE AT
STORMTECH'S WEBSITE: WWW.STORMTECH.COM. THE
CONTRACTOR IS RESPONSIBLE FOR PREVENTING
VEHICLES THAT EXCEED STORMTECH'S REQUIREMENTS
FROM TRAVELING ACROSS OR PARKING OVER THE
STORMWATER SYSTEM. TEMPORARY FENCING, WARNING
TAPE AND APPROPRIATELY LOCATED SIGNS ARE
COMMONLY USED TO PREVENT UNAUTHORIZED VEHICLES
FROM ENTERING SENSITIVE CONSTRUCTION AREAS.
THE CONTRACTOR MUST APPLY EROSION AND SEDIMENT
CONTROL MEASURES TO PROTECT THE STORMWATER
SYSTEM DURING ALL PHASES OF SITE CONSTRUCTION PER
LOCAL CODES AND DESIGN ENGINEER'S SPECIFICATIONS.
STORMTECH PRODUCT WARRANTY IS LIMITED. SEE
CURRENT PRODUCT WARRANTY FOR DETAILS. TO
ACQUIRE A COPY CALL STORMTECH AT 1-888-892-2694 OR
VISIT WWW.STORMTECH.COM.
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
STORMTECH GENERAL NOTES
Davis CivilSolutions,PA
Site/Infrastructure Engineering/Planning For
Review135-A Charlotte Highway Asheville, North Carolina 28803
828.299.9449 PH www.daviscivilsolutions.com
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10/6/2023
ELEV. 2072.25
ELEV. 2073.00
ELEV. 2076.75
ELEV. 2077.75
INSERTA-TEE SIDE INLET DETAIL
INSERTA TEE
CONNECTION
CONVEYANCE PIPE
MATERIAL MAY VARY
(PVC, HDPE, ETC.)
PLACE ADSPLUS WOVEN GEOTEXTILE
(CENTERED ON INSERTA-TEE INLET) OVER
BEDDING STONE FOR SCOUR PROTECTION
AT SIDE INLET CONNECTIONS. GEOTEXTILE
MUST EXTEND 6" (150 mm) PAST CHAMBER
FOOT
INSERTA TEE TO BE
INSTALLED, CENTERED
OVER CORRUGATION
SIDE VIEWSECTION A-A
A
A
DO NOT INSTALL
INSERTA-TEE AT
CHAMBER JOINTS
NOTE:
PART NUMBERS WILL VARY BASED ON INLET PIPE MATERIALS.
CONTACT STORMTECH FOR MORE INFORMATION.
CHAMBER MAX DIAMETER OF
INSERTA TEE
HEIGHT FROM BASE OF
CHAMBER (X)
SC-310 6" (150 mm)4" (100 mm)
SC-740 10" (250 mm)4" (100 mm)
DC-780 10" (250 mm)4" (100 mm)
MC-3500 12" (300 mm)6" (150 mm)
MC-4500 12" (300 mm)8" (200 mm)
INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS
GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON
(X)
6
UNDERDRAIN DETAIL
A
A
B B
SECTION A-A
SECTION B-B
NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER
4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS
6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS
OUTLET MANIFOLD
STORMTECH
END CAP
STORMTECH
CHAMBERS STORMTECH
CHAMBER
STORMTECH
END CAP
DUAL WALL
PERFORATED
HDPE
UNDERDRAIN
ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
FOUNDATION STONE
BENEATH CHAMBERS
FOUNDATION STONE
BENEATH CHAMBERS
5
MC-3500 TECHNICAL SPECIFICATIONS
PART #STUB B C
MC3500IEPP06T 6" (150 mm)33.21" (844 mm)---
MC3500IEPP06B ---0.66" (17 mm)
MC3500IEPP08T 8" (200 mm)31.16" (791 mm)---
MC3500IEPP08B ---0.81" (21 mm)
MC3500IEPP10T 10" (250 mm)29.04" (738 mm)---
MC3500IEPP10B ---0.93" (24 mm)
MC3500IEPP12T 12" (300 mm)26.36" (670 mm)---
MC3500IEPP12B ---1.35" (34 mm)
MC3500IEPP15T 15" (375 mm)23.39" (594 mm)---
MC3500IEPP15B ---1.50" (38 mm)
MC3500IEPP18TC
18" (450 mm)
20.03" (509 mm)---MC3500IEPP18TW
MC3500IEPP18BC ---1.77" (45 mm)MC3500IEPP18BW
MC3500IEPP24TC
24" (600 mm)
14.48" (368 mm)---MC3500IEPP24TW
MC3500IEPP24BC ---2.06" (52 mm)MC3500IEPP24BW
MC3500IEPP30BC 30" (750 mm)---2.75" (70 mm)
NOMINAL CHAMBER SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH)77.0" X 45.0" X 86.0" (1956 mm X 1143 mm X 2184 mm)
CHAMBER STORAGE 109.9 CUBIC FEET (3.11 m³)
MINIMUM INSTALLED STORAGE*175.0 CUBIC FEET (4.96 m³)
WEIGHT 134 lbs.(60.8 kg)
NOMINAL END CAP SPECIFICATIONS
SIZE (W X H X INSTALLED LENGTH)75.0" X 45.0" X 22.2" (1905 mm X 1143 mm X 564 mm)
END CAP STORAGE 14.9 CUBIC FEET (0.42 m³)
MINIMUM INSTALLED STORAGE*45.1 CUBIC FEET (1.28 m³)
WEIGHT 49 lbs.(22.2 kg)
*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION, 6" (152 mm) STONE
BETWEEN CHAMBERS, 6" (152 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE
POROSITY.
90.0" (2286 mm)
ACTUAL LENGTH
86.0" (2184 mm)
INSTALLED
BUILD ROW IN THIS DIRECTION
NOTE: ALL DIMENSIONS ARE NOMINAL
LOWER JOINT
CORRUGATION
WEB
CREST
CREST
STIFFENING RIB
VALLEY
STIFFENING RIB
B
C
75.0"
(1905 mm)
45.0"
(1143 mm)
25.7"
(653 mm)
FOOT
77.0"
(1956 mm)
45.0"
(1143 mm)
PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"
PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"
END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"
END CAPS WITH A WELDED CROWN PLATE END WITH "C"
UPPER JOINT CORRUGATION
22.2"
(564 mm)
INSTALLED
CUSTOM PARTIAL CUT INVERTS ARE
AVAILABLE UPON REQUEST.
INVENTORIED MANIFOLDS INCLUDE
12-24" (300-600 mm) SIZE ON SIZE
AND 15-48" (375-1200 mm)
ECCENTRIC MANIFOLDS. CUSTOM
INVERT LOCATIONS ON THE MC-3500
END CAP CUT IN THE FIELD ARE NOT
RECOMMENDED FOR PIPE SIZES
GREATER THAN 10" (250 mm). THE
INVERT LOCATION IN COLUMN 'B'
ARE THE HIGHEST POSSIBLE FOR
THE PIPE SIZE.
2
4" PVC INSPECTION PORT DETAIL
(MC SERIES CHAMBER)
NOTE:
INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY.
STORMTECH CHAMBER
CONCRETE COLLAR
PAVEMENT
12" (300 mm) MIN WIDTH
CONCRETE SLAB
6" (150 mm) MIN THICKNESS
8" NYLOPLAST INSPECTION PORT
BODY (PART# 2708AG4IPKIT) OR
TRAFFIC RATED BOX W/SOLID
LOCKING COVER
CONCRETE COLLAR NOT REQUIRED
FOR UNPAVED APPLICATIONS
4" (100 mm)
SDR 35 PIPE
4" (100 mm) INSERTA TEE
TO BE CENTERED ON
CORRUGATION VALLEY
4 MC-3500 CROSS SECTION DETAILNUM
ACCEPTABLE FILL MATERIALS: STORMTECH MC-3500 CHAMBER SYSTEMS
PLEASE NOTE:
1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".
2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.
3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR
COMPACTION REQUIREMENTS.
4. ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.
NOTES:
1. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION
45x76 DESIGNATION SS.
2. MC-3500 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".
3. THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATION
FOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.
4. PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.
5. REQUIREMENTS FOR HANDLING AND INSTALLATION:
·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.
·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”.
·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500 LBS/IN/IN.
AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS.
MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL
CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT
D
FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE
TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE
PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT
PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER
ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.
CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/A
PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED
INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND
PREPARATION REQUIREMENTS.
C
INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE
TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm)
ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT
SUBBASE MAY BE A PART OF THE 'C' LAYER.
GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR
PROCESSED AGGREGATE.
MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS
LAYER.
AASHTO M145¹
A-1, A-2-4, A-3
OR
AASHTO M43¹
3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10
BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVER
THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN
12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR
WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR
PROCESSED AGGREGATE MATERIALS.
B
EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS
FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER
ABOVE.
CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹
3, 4
A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE
SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹
3, 4 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,3
NO COMPACTION REQUIRED.
45"
(1140 mm)
24"
(600 mm) MIN*
8'(2.4 m)MAX
12" (300 mm) TYP77" (1950 mm)
ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL
AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS
SUBGRADE SOILS
(SEE NOTE 4)
PAVEMENT LAYER (DESIGNED
BY SITE DESIGN ENGINEER)
MC-3500
END CAP
12" STONE COVER
9"
(230 mm) MIN
9" SIDE STONE
D
C
B
A
*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED
INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,
INCREASE COVER TO 30" (750 mm).PERIMETER STONE
(SEE NOTE 6)
EXCAVATION WALL
(CAN BE SLOPED OR VERTICAL)
6" (150 mm) MIN
NOTE: MANIFOLD STUB MUST BE LAID HORIZONTAL
FOR A PROPER FIT IN END CAP OPENING.
12" (300 mm)
MIN SEPARATION
12" (300 mm) MIN INSERTION
12" (300 mm)
MIN SEPARATION
12" (300 mm)
MIN INSERTION
MC-SERIES END CAP INSERTION DETAIL
MANIFOLD HEADER
MANIFOLD STUB
STORMTECH END CAP
MANIFOLD HEADER
MANIFOLD STUB
7
MC-3500 STORMTECH CHAMBER SPECIFICATIONS
1. CHAMBERS SHALL BE STORMTECH MC-3500.
2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED
POLYPROPYLENE COPOLYMERS.
3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418-16a, "STANDARD SPECIFICATION FOR
POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER
CLASSIFICATION 45x76 DESIGNATION SS.
4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL
SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.
5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION
REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE
DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2)
SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT
AND MULTIPLE VEHICLE PRESENCES.
6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN
ACCORDANCE WITH ASTM F2787, "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC
CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1)
INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM
PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN
TRUCK.
7. REQUIREMENTS FOR HANDLING AND INSTALLATION:
·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE
INTEGRAL, INTERLOCKING STACKING LUGS.
·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER
JOINT SHALL NOT BE LESS THAN 3”.
·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS
CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2418 SHALL BE GREATER THAN OR EQUAL TO 500
LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED
TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD
OR YELLOW COLORS.
8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON
REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A
STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING CHAMBERS TO THE PROJECT SITE AS
FOLLOWS:
·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.
·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER
THAN OR EQUAL TO 1.95 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY
ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS
FOR THERMOPLASTIC PIPE.
·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT
DEAD LOAD DESIGN EXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.
9. CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.
IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-3500CHAMBER SYSTEM
1. STORMTECH MC-3500 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S
REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS.
2. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH
MC-3500/MC-4500 CONSTRUCTION GUIDE".
3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN EXCAVATOR SITUATED OVER THE
CHAMBERS.
STORMTECH RECOMMENDS 3 BACKFILL METHODS:
·STONESHOOTER LOCATED OFF THE CHAMBER BED.
·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.
·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.
4. THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.
5. JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.
6. MAINTAIN MINIMUM - SPACING BETWEEN THE CHAMBER ROWS.
7. INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.
8. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING
THE AASHTO M43 DESIGNATION OF #3 OR #4.
9. STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE
AND PRESERVE ROW SPACING.
10. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS
BEARING CAPACITIES TO THE SITE DESIGN ENGINEER.
11. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS
TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE
RUNOFF.
NOTES FOR CONSTRUCTION EQUIPMENT
1. STORMTECH MC-3500 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH
MC-3500/MC-4500 CONSTRUCTION GUIDE".
2. THE USE OF EQUIPMENT OVER MC-3500 CHAMBERS IS LIMITED:
·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.
·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL
DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH MC-3500/MC-4500 CONSTRUCTION
GUIDE".
·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH
MC-3500/MC-4500 CONSTRUCTION GUIDE".
3. FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP
TRUCK TRAVEL OR DUMPING.
USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO
CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP
AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY.
CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT
LIMITS FOR CONSTRUCTION EQUIPMENT.
ELEV. 2079.25
Davis CivilSolutions,PA
Site/Infrastructure Engineering/Planning
For
Review
135-A Charlotte Highway Asheville, North Carolina 28803
828.299.9449 PH www.daviscivilsolutions.com
INSPECTION & MAINTENANCE
STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT
A. INSPECTION PORTS (IF PRESENT)
A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN
A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED
A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG
A.4. LOWER A CAMERA INTO ISOLATOR ROW FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)
A.5. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
B. ALL ISOLATOR ROWS
B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW
B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE
i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY
ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE
B.3. IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.
STEP 2) CLEAN OUT ISOLATOR ROW USING THE JETVAC PROCESS
A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED
B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN
C. VACUUM STRUCTURE SUMP AS REQUIRED
STEP 3) REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.
STEP 4) INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.
NOTES
1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS
OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.
2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.
SUMP DEPTH TBD BY
SITE DESIGN ENGINEER
(24" [600 mm] MIN RECOMMENDED)
24" (600 mm) HDPE ACCESS PIPE REQUIRED
USE FACTORY PRE-CORED END CAP PART #:
MC3500IEPP24BC OR MC3500IEPP24BW
TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN
GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS
8.25' (2.51 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS
CATCH BASIN
OR
MANHOLE
COVER PIPE CONNECTION TO END
CAP WITH ADS GEOSYNTHETICS 601T
NON-WOVEN GEOTEXTILE
MC-3500 CHAMBER
MC-3500 END CAP
MC-3500 ISOLATOR ROW DETAIL
NTS
OPTIONAL INSPECTION PORT
STORMTECH HIGHLY RECOMMENDS
FLEXSTORM PURE INSERTS IN ANY UPSTREAM
STRUCTURES WITH OPEN GRATES
18" (450 mm) MIN WIDTH
PAVEMENT
MC-3500 6" INSPECTION PORT DETAIL
NTS
CONCRETE COLLAR
MC-3500 CHAMBER
CONCRETE SLAB
8" (200 mm) MIN THICKNESS
12" (300 mm) NYLOPLAST INLINE
DRAIN BODY W/SOLID HINGED
COVER OR GRATE
PART# 2712AG6IP*
SOLID COVER: 1299CGC*
GRATE: 1299CGS
CONCRETE COLLAR NOT REQUIRED
FOR UNPAVED APPLICATIONS
6" (150 mm) SDR35 PIPE
FLEXSTORM CATCH IT
PART# 6212NYFX
WITH USE OF OPEN GRATE
6" (150 mm) INSERTA TEE
PART# 6P26FBSTIP*
INSERTA TEE TO BE CENTERED IN
VALLEY OF CORRUGATIONS
* THE PART# 2712AG6IPKIT CAN BE
USED TO ORDER ALL NECESSARY
COMPONENTS FOR A SOLID LID
INSPECTION PORT INSTALLATION
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P
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11/20/2023
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FINAL DRAWING FOR
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15" HDPE
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RIM:2079.50
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15" HDPE
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STRUCTURE - (7)
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@ 1.00%
STRUCTURE - (11)
RIM:2099.00
INV IN:2094.58 (15")
INV IN:2092.84 (15")
INV OUT:2092.84 (15")
STRUCTURE - (C2)
INV IN:2064.50 (60")
60" HDPE
@ 2.32%
STRUCTURE - (C1)
INV OUT:2063.50 (60")
L8
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Storm
Water Pipe
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Views
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11/20/2023
FINAL DRAWING FOR
REVIEW PURPOSES ONLY
FINAL DRAWING FOR
REVIEW PURPOSES ONLY
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NCG01
Self-Inspection
Record
Keeping and
Recording
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12/21/2023
NCG01 SELF-INSPECTION, RECORDKEEPING AND REPORTING EFFECTIVE: 04/01/19
PART III
SELF-INSPECTION, RECORDKEEPING AND REPORTING
SECTION A: SELF-INSPECTION
Self-inspections are required during normal business hours in accordance with the table
below. When adverse weather or site conditions would cause the safety of the inspection
personnel to be in jeopardy, the inspection may be delayed until the next business day on
which it is safe to perform the inspection. In addition, when a storm event of equal to or
greater than 1.0 inch occurs outside of normal business hours, the self-inspection shall be
performed upon the commencement of the next business day. Any time when inspections
were delayed shall be noted in the Inspection Record.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
PART III
SELF-INSPECTION, RECORDKEEPING AND REPORTING
SECTION B: RECORDKEEPING
1. E&SC Plan Documentation
The approved E&SC plan as well as any approved deviation shall be kept on the site. The
approved E&SC plan must be kept up-to-date throughout the coverage under this permit.
The following items pertaining to the E&SC plan shall be kept on site and available for
inspection at all times during normal business hours.
2. Additional Documentation to be Kept on Site
In addition to the E&SC plan documents above, the following items shall be kept on the
site and available for inspectors at all times during normal business hours, unless the
Division provides a site-specific exemption based on unique site conditions that make
this requirement not practical:
(a) This General Permit as well as the Certificate of Coverage, after it is received.
(b) Records of inspections made during the previous twelve months. The permittee shall
record the required observations on the Inspection Record Form provided by the
Division or a similar inspection form that includes all the required elements. Use of
electronically-available records in lieu of the required paper copies will be allowed if
shown to provide equal access and utility as the hard-copy records.
PART III
SELF-INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1. Occurrences that Must be Reported
Permittees shall report the following occurrences:
(a) Visible sediment deposition in a stream or wetland.
(b) Oil spills if:
·They are 25 gallons or more,
·They are less than 25 gallons but cannot be cleaned up within 24 hours,
·They cause sheen on surface waters (regardless of volume), or
·They are within 100 feet of surface waters (regardless of volume).
(c) Releases of hazardous substances in excess of reportable quantities under Section 311
of the Clean Water Act (Ref: 40 CFR 110.3 and 40 CFR 117.3) or Section 102 of CERCLA
(Ref: 40 CFR 302.4) or G.S. 143-215.85.
(d) Anticipated bypasses and unanticipated bypasses.
(e) Noncompliance with the conditions of this permit that may endanger health or the
environment.
2. Reporting Timeframes and Other Requirements
After a permittee becomes aware of an occurrence that must be reported, he shall contact
the appropriate Division regional office within the timeframes and in accordance with the
other requirements listed below. Occurrences outside normal business hours may also be
reported to the Department's Environmental Emergency Center personnel at (800)
858-0368.
3. Documentation to be Retained for Three Years
All data used to complete the e-NOI and all inspection records shall be maintained for a period
of three years after project completion and made available upon request. [40 CFR 122.41]
PART II, SECTION G, ITEM (4)
DRAW DOWN OF SEDIMENT BASINS FOR MAINTENANCE OR CLOSE OUT
Sediment basins and traps that receive runoff from drainage areas of one acre or more shall use outlet structures that withdraw water from the surface when these devices need to be drawn down
for maintenance or close out unless this is infeasible. The circumstances in which it is not feasible to withdraw water from the surface shall be rare (for example, times with extended cold weather).
Non-surface withdrawals from sediment basins shall be allowed only when all of the following criteria have been met:
(a) The E&SC plan authority has been provided with documentation of the non-surface withdrawal and the specific time periods or conditions in which it will occur. The non-surface withdrawal
shall not commence until the E&SC plan authority has approved these items,
(b) The non-surface withdrawal has been reported as an anticipated bypass in accordance with Part III, Section C, Item (2)(c) and (d) of this permit,
(c) Dewatering discharges are treated with controls to minimize discharges of pollutants from stormwater that is removed from the sediment basin. Examples of appropriate controls include
properly sited, designed and maintained dewatering tanks, weir tanks, and filtration systems,
(d) Vegetated, upland areas of the sites or a properly designed stone pad is used to the extent feasible at the outlet of the dewatering treatment devices described in Item (c) above,
(e) Velocity dissipation devices such as check dams, sediment traps, and riprap are provided at the discharge points of all dewatering devices, and
(f) Sediment removed from the dewatering treatment devices described in Item (c) above is disposed of in a manner that does not cause deposition of sediment into waters of the United States.
FINAL DRAWING FOR
REVIEW PURPOSES ONLY
FINAL DRAWING FOR
REVIEW PURPOSES ONLY
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NCG01
Ground
Stabilization
and Materials
Handling
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12/21/2023
NCG01 GROUND STABILIZATION AND MATERIALS HANDLING EFFECTIVE: 04/01/19
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCG01 CONSTRUCTION GENERAL PERMIT
Implementing the details and specifications on this plan sheet will result in the construction
activity being considered compliant with the Ground Stabilization and Materials Handling
sections of the NCG01 Construction General Permit (Sections E and F, respectively). The
permittee shall comply with the Erosion and Sediment Control plan approved by the
delegated authority having jurisdiction. All details and specifications shown on this sheet
may not apply depending on site conditions and the delegated authority having jurisdiction.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
POLYACRYLAMIDES (PAMS) AND FLOCCULANTS
1. Select flocculants that are appropriate for the soils being exposed during
construction, selecting from the NC DWR List of Approved PAMS/Flocculants.
2. Apply flocculants at or before the inlets to Erosion and Sediment Control Measures.
3. Apply flocculants at the concentrations specified in the NC DWR List of Approved
PAMS/Flocculants and in accordance with the manufacturer's instructions.
4. Provide ponding area for containment of treated Stormwater before discharging
offsite.
5. Store flocculants in leak-proof containers that are kept under storm-resistant cover
or surrounded by secondary containment structures.
HAZARDOUS AND TOXIC WASTE
1. Create designated hazardous waste collection areas on-site.
2. Place hazardous waste containers under cover or in secondary containment.
3. Do not store hazardous chemicals, drums or bagged materials directly on the ground.
EQUIPMENT AND VEHICLE MAINTENANCE
1. Maintain vehicles and equipment to prevent discharge of fluids.
2. Provide drip pans under any stored equipment.
3. Identify leaks and repair as soon as feasible, or remove leaking equipment from the
project.
4. Collect all spent fluids, store in separate containers and properly dispose as
hazardous waste (recycle when possible).
5. Remove leaking vehicles and construction equipment from service until the problem
has been corrected.
6. Bring used fuels, lubricants, coolants, hydraulic fluids and other petroleum products
to a recycling or disposal center that handles these materials.
LITTER, BUILDING MATERIAL AND LAND CLEARING WASTE
1. Never bury or burn waste. Place litter and debris in approved waste containers.
2. Provide a sufficient number and size of waste containers (e.g dumpster, trash
receptacle) on site to contain construction and domestic wastes.
3. Locate waste containers at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
4. Locate waste containers on areas that do not receive substantial amounts of runoff
from upland areas and does not drain directly to a storm drain, stream or wetland.
5. Cover waste containers at the end of each workday and before storm events or
provide secondary containment. Repair or replace damaged waste containers.
6. Anchor all lightweight items in waste containers during times of high winds.
7. Empty waste containers as needed to prevent overflow. Clean up immediately if
containers overflow.
8. Dispose waste off-site at an approved disposal facility.
9. On business days, clean up and dispose of waste in designated waste containers.
PAINT AND OTHER LIQUID WASTE
1. Do not dump paint and other liquid waste into storm drains, streams or wetlands.
2. Locate paint washouts at least 50 feet away from storm drain inlets and surface
waters unless no other alternatives are reasonably available.
3. Contain liquid wastes in a controlled area.
4. Containment must be labeled, sized and placed appropriately for the needs of site.
5. Prevent the discharge of soaps, solvents, detergents and other liquid wastes from
construction sites.
PORTABLE TOILETS
1. Install portable toilets on level ground, at least 50 feet away from storm drains,
streams or wetlands unless there is no alternative reasonably available. If 50 foot
offset is not attainable, provide relocation of portable toilet behind silt fence or place
on a gravel pad and surround with sand bags.
2. Provide staking or anchoring of portable toilets during periods of high winds or in high
foot traffic areas.
3. Monitor portable toilets for leaking and properly dispose of any leaked material.
Utilize a licensed sanitary waste hauler to remove leaking portable toilets and replace
with properly operating unit.HERBICIDES, PESTICIDES AND RODENTICIDES
1. Store and apply herbicides, pesticides and rodenticides in accordance with label
restrictions.
2. Store herbicides, pesticides and rodenticides in their original containers with the
label, which lists directions for use, ingredients and first aid steps in case of
accidental poisoning.
3. Do not store herbicides, pesticides and rodenticides in areas where flooding is
possible or where they may spill or leak into wells, stormwater drains, ground water
or surface water. If a spill occurs, clean area immediately.
4. Do not stockpile these materials onsite.
CONCRETE WASHOUTS
1. Do not discharge concrete or cement slurry from the site.
2. Dispose of, or recycle settled, hardened concrete residue in accordance with local
and state solid waste regulations and at an approved facility.
3. Manage washout from mortar mixers in accordance with the above item and in
addition place the mixer and associated materials on impervious barrier and within
lot perimeter silt fence.
4. Install temporary concrete washouts per local requirements, where applicable. If an
alternate method or product is to be used, contact your approval authority for
review and approval. If local standard details are not available, use one of the two
types of temporary concrete washouts provided on this detail.
5. Do not use concrete washouts for dewatering or storing defective curb or sidewalk
sections. Stormwater accumulated within the washout may not be pumped into or
discharged to the storm drain system or receiving surface waters. Liquid waste must
be pumped out and removed from project.
6. Locate washouts at least 50 feet from storm drain inlets and surface waters unless it
can be shown that no other alternatives are reasonably available. At a minimum,
install protection of storm drain inlet(s) closest to the washout which could receive
spills or overflow.
7. Locate washouts in an easily accessible area, on level ground and install a stone
entrance pad in front of the washout. Additional controls may be required by the
approving authority.
8. Install at least one sign directing concrete trucks to the washout within the project
limits. Post signage on the washout itself to identify this location.
9. Remove leavings from the washout when at approximately 75% capacity to limit
overflow events. Replace the tarp, sand bags or other temporary structural
components when no longer functional. When utilizing alternative or proprietary
products, follow manufacturer's instructions.
10. At the completion of the concrete work, remove remaining leavings and dispose of
in an approved disposal facility. Fill pit, if applicable, and stabilize any disturbance
caused by removal of washout.
EARTHEN STOCKPILE MANAGEMENT
1. Show stockpile locations on plans. Locate earthen-material stockpile areas at least
50 feet away from storm drain inlets, sediment basins, perimeter sediment controls
and surface waters unless it can be shown no other alternatives are reasonably
available.
2. Protect stockpile with silt fence installed along toe of slope with a minimum offset of
five feet from the toe of stockpile.
3. Provide stable stone access point when feasible.
4. Stabilize stockpile within the timeframes provided on this sheet and in accordance
with the approved plan and any additional requirements. Soil stabilization is defined
as vegetative, physical or chemical coverage techniques that will restrain accelerated
erosion on disturbed soils for temporary or permanent control needs.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Note: After the permanent cessation of construction activities, any areas with temporary
ground stabilization shall be converted to permanent ground stabilization as soon as
practicable but in no case longer than 90 calendar days after the last land disturbing
activity. Temporary ground stabilization shall be maintained in a manner to render the
surface stable against accelerated erosion until permanent ground stabilization is achieved.
Site Area Description Timeframe variations
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW Zones
-10 days for Falls Lake Watershed unless
there is zero slope
Stabilize within this
many calendar
days after ceasing
land disturbance
7
7
7
14
None
None
(a) Perimeter dikes,
swales, ditches, and
perimeter slopes
(b) High Quality Water
(HQW) Zones
(c) Slopes steeper than
3:1
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are
allowed
(d) Slopes 3:1 to 4:1
(e) Areas with slopes
flatter than 4:1 14
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
FINAL DRAWING FOR
REVIEW PURPOSES ONLY
FINAL DRAWING FOR
REVIEW PURPOSES ONLY
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NCDOT
Details
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1/29/2024
FINAL DRAWING FOR
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FINAL DRAWING FOR
REVIEW PURPOSES ONLY
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1" IPC - 0.5' AG
"SMITH"
0.3' AG
SIGN
0.3' BG
C

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T

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C

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A
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-
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C
PERMANENT DRAINAGE EASEMENT TRACT III
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
36
"

C
P
P
CONCRETE
HEADWALL
INV: 2,054.74'
INV: 2,054.37'
SSMH
RIM: 2,073.66'
INV: 2,060.3'
SSMH
RIM: 2,071.51'
IN (A): 2,061.9'
IN (B): 2,061.6'
OUT: 2,061.6'
SSMH
RIM: 2,077.09'
IN: 2,067.2'
OUT: 2,067.0'
W O O D E D
A R E A
N

4
4
°
3
4
'
4
6
"

W

5
4
.
8
2
'
N 6
6
°
3
6
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3
8
"

W

9
0
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2
1
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2,07
0
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2,070'
2,
0
7
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2,
0
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2,085'
2,090'
2,095'
2,10
0
'
2,105'
2,11
0
'
2,115
'
2,120'
2,12
5
'
2,1
2
0
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2,1
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5
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2,110'
2,
1
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2,090
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2,07
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2,070'
2,0
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2,09
0
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2,08
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2,080
'
2,08
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2,080
'
2,08
5
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2,0
9
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0
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5
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2,07
5
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2,0
8
0
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2,080'
2,
0
7
5
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2,070'
2,0
6
5
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2,065'
2,060'
2,060'
2
,
0
6
5
'
2,0
8
0
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2,
0
7
5
'
2,0
7
0
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2,
0
8
5
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2,
0
9
0
'
2,
0
9
5
'
2,1
0
0
'
S
O

I

L

R

O

A

D
INV: 2,061.4'
INV: 2,063.3'
INV: 2,061.1'
12" R
C
P
G
A
S
G
A
S
G
A
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G
A
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A
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A
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A
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A
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A
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A
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A
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A
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G
A
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A
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G
A
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G
A
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G
A
S
G
A
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G
A
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G
A
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G
A
S
G
A
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G
A
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G
A
S
G
A
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G
A
S
G
A
S
G
A
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G
A
S
G
A
S
G
A
S
G
A
S
GA
S
GAS
GAS
GAS
GAS
GAS
GAS
GAS
GAS
4
"

G
A
S

L
I
N
E
P1
P2
P3
P4
P5
P
6
P7
P8
P9
P1
0
P
1
1
P
1
2
P1
3
P14
P
1
5
P16
P17
P18
P1
9
P20
P21
P
2
2
P
2
5
P
2
6
P
2
7
P
2
8
P29
P30
P3
1
P3
2
3/4" IPC IN
CHERRY TREE
(BENT)
ASP
H
A
L
T

P
A
V
E
M
E
N
T
EM
CURB INLET
GR: 2,073.93'
INV:2,070.5'
(FILLED WITH SEDIMENT)
CURB INLET
GR: 2,070.72'
INV: 2,066.2'
(FILLED WITH SEDIMENT)
PERMANENT DRAINAGE EASEMENT TRACT II
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
POTENTIAL UNDERGROUND
STREAM IN THIS AREA
TDP
F O

R

E

R

O

A

D
VA
R
I
A
B
L
E

W
I
D
T
H

P
U
B
L
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C

R
I
G
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T
-
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F
-
W
A
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PE
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.
B
.

3
3
3
2
,

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.

3
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1

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D

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B
.

1
8
7
5
,

P
.

1
4
3
AS
P
H
A
L
T

P
A
V
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T
3/4" IPC - ILLEGIBLE
(DISTURBED)
1/2" RBF FOUND 1.3±
NORTHWEST OF LINE
(DISTURBED, NOT HELD)
SSMH
RIM: 2,079.75'
(SEALED)
SSMH
RIM: 2,070.41'
IN: 2,064.9'
OUT: 2,064.6'
SSMH
RIM: 2,067.03'
IN: 2,063.3'
OUT: 2,063.1'
SS
SS
1
5
"

R
C
P
1
5
"

R
C
P
4" G
A
S

L
I
N
E
2
,
0
7
5
'
2
,
0
7
0
'
2,065
'
SSMH
RIM: 2,084.39'
15
"

C
P
P
15" CPP
15"

R
C
P
INV: 2,068.2'
PERMANENT DRAINAGE EASEMENT TRACT I
PER D.B. 3332, P. 351
AS SHOWN ON STATE HIGHWAY PLANS
PROJECT NUMBER 8.1844401 ID#: U-3403C
8
"

R
C
P
8" R
C
P
8" R
C
P
8"
P
V
C
8"
P
V
C
8" PV
C
CURB INLET
GR: 2,082.41'
INV: 2,079.1'
OUT: 2,077.8'
CURB INLET
GR: 2,066.81'
INV: 2,060.9'
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
W
6"
W
A
T
E
R
L
I
N
E
SSMH
RIM: 2,096.73'
IN: 2,089.7'
OUT: 2,089.3'
TBM = 2,103.28'
TBM = 2,082.93'
TBM = 2,121.58'
CONCRETE BOX CULVERT 12'± WIDE X 7.5'± HIGH
SIGN
3/4" RBC - 0.3' AG
"SMITH"
962681218700000
WILLIAM R. & GINA J. PRESSLEY
D.B. 3921, P. 689
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
962680156100000
WALTER N. & BETSY WATTS
D.B. 2241, P. 898
P.B. 152, P. 103
G
R

A

V

E

L

R

O

A

D
96
2
6
7
0
7
5
0
6
0
0
0
0
0
EU
G
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E

&

B
E
T
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Y

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.

W
I
L
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B
.

1
1
0
3
,

P
.

6
8
2
962670795900000
TED TILSON WELLS
D.B. 1816, P. 116
P.B. 63, P. 139
962671728500000
SAMUEL D. COOK HEIRS
D.B. 792, P. 416
962681038400000
SHIRLEY ALISCH TERRY
RICHARD EDDIE WILSON JR.
D.B. 4939, P. 1828
P.B. 65, P. 81
45' RIGHT-OF-WAY
PER D.B. 1875, P. 143
SSMH
RIM: 2,106.79'
IN: 2,096.3'
OUT: 2,096.2'
3/4" RBC - 0.4' BG
"REESE"
AT TOP 1.1' AG
(LEANING)
0.7' AG
2" OIP - 0.8' AG
N:660,762.61', E:927,921.09'
NAD83 (2011)
MB x4
3/4" RBC - 0.2' BG
"REESE"
3/4" RBC - 0.1' AG
"REESE"
SINK HOLE
1" IPF IN PVC
P23
P
2
4
A
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N
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C
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G
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S
Z O N E D - C S
C O M M E R C I A L S E R V I C E D I S T R I C T
Z O N E D - N S
N E I G H B O R H O O D S E R V I C E D I S T R I C T
15" R
C
P
W
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V
E
N

W
I
R
E

F
E
N
C
E
W
O
V
E
N

W
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F
E
N
C
E
FENCE CROSSES
BOUNDARY
G R

A

V

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R

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AS
P
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A
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G R A S S Y
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T
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U
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B

&

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T
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R
(A)
(B)
INV:
2
,
0
6
0
.
9
'
15" RC
P
CURB INLET
GR: 2,065.97'
INV: 2,061.8'
N
1
5
"

R
C
P
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3
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CURB INLET
GR: 2,068.80'
IN: 2,063.4'
OUT: 2,063.3'
(FILLED WITH SEDIMENT)
B

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.

C

.

1

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1
P
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4
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1
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M
E
N
T
INV: 2,066.9'
1
8
"

R
C
P
18" R
C
P
DROP INLET
GR: 2,075.77'
INV: 2,072.3'
HIGH TENSION
POWER LINE TOWER
HIGH TENSION
POWER LINE PYLON
1/2" OIP AT BASE
(BENT)
HIGH TENSION
POWER LINE PYLON
HIGH TENSION
POWER LINE PYLON
18" C
M
P
FOM
F R

E

M

O

N

T

R

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A

D
PUB
L
I
C

R
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-
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F
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A
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18" R
C
P
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F

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P
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P
A
V
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M
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T
TOTAL AREA
7.46±ACRES
SWMH
RIM: 2,083.11'
INV: 2,077.2'
OUT: 2,077.2'
L4
AS
S
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C
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A
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2
7
7
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7
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4
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Plan
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P
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-
11/20/2023