20190875 Ver 2_More Info Received_20230118

Moore, Andrew W
From: Tyson Kurtz <[e-mail]>
Sent: Wednesday, January 18, 2023 2:32 PM
To: Moore, Andrew W
Cc: Davis, Brooke A CIV SAW
Subject: RE: [External] SAW-2019-00485 Haywood Estates
Attachments: Pg 4 Stream Impact Table PCN Form.pdf; Revised Figure 5.0-5.2_01.17.2023.pdf; Watershed Permit
Signed 11.22.22.pdf; Grading, Drainage and EC Plans 1-12-23 (signed).pdf; Pages from 2022.11.16
R-2588B_Plan Sheets.pdf
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Andrew and Brooke,
The water line crossing the central stream (Impact S1 — UT to Mill Pond Creek) was moved downstream, closer to Hwy
191 per request from the City of Hendersonville. Revised Figures 5.0-5.2 are attached. Impact Site S1 was changed from
23 LF / 0.003 Ac to 27 LF / 0.003 Ac due to the streams alignment at the new crossing location. Page 4 from the PCN is
also attached with the updated impact quantities for S1.
Please see the responses to DWR's questions below:
1. Please copy the Division on your response to the Corps questions below. [15A NCAC 02.0506(b)(1)]
a. NC DWR was copied on the Corps response and the Corps will be copied on this response.
2. Please provide a map that shows building envelopes for all lots with streams or wetlands as well as all
stormwater control measures. [15A NCAC 02H .0502]
a. The email dated December 14, 2022 sent in response to the USACE's request for additional information
addressed the building envelope component. The attached grading, drainage, and erosion control plans
show the location of all proposed stormwater control measures. The project also holds a watershed
(stormwater permit) from Henderson County for low -density development stormwater management
(see attached).
3. It appears stream impact S1 could be avoided by connecting the water line along the southern access road
directly to the water main along Haywood Road. Please revise the plans to avoid this impact or explain why it
cannot be practically avoided. [15A NCAC 02H .0506(b)(2)]
a. Avoidance of Impact S1 is not practicable for several reasons:
i. The existing water line that comes across Hwy 191 (running parallel with Haywood Park Drive —
the existing road inside the project site) was bored beneath Haywood Rd and tied into an
existing water main several years ago. Since then, an expansion of Hwy 191 has occurred which
has placed the existing water main in the Hwy-191 travel lane. This would require an open cut
of the road and because of the road's average daily traffic, a road closure is not advisable by
NCDOT.
ii. The existing water main is under -sized and is getting relocated in NCDOT project R-2588B. This
relocation is anticipated to occur in the next 12-24 months. Due to this relocation, the City of
Hendersonville will not allow us to tie onto the existing line at the intersection of the
second/proposed access road, as suggested.
iii. As a request of the City of Hendersonville, the proposed water line has been relocated closer to
Hwy 191. This proposed utility area is parallel and consistent with the utility easement
i

proposed by NCDOT in project R-2588B. This temporary impact is occurring almost directly
adjacent to where NCDOT is proposing to realign a portion of the existing reference stream.
The applicant believes these responses and attachments provides the requested information for this project. Feel free to
let me know if you have any additional questions or troubles with the attached files (-12 MB total).
Thank you,
Tyson Kurtz
Biologist
0: 828-698-9800 ext. 302 I C: 610-310-8744
From: Moore, Andrew W <[e-mail]>
Sent: Wednesday, December 07, 2022 4:01 PM
To: Tyson Kurtz <[e-mail]>
Cc: Davis, Brooke A CIV SAW <[e-mail]>
Subject: RE: [External] SAW-2019-00485 Haywood Estates
Tyson,
On November 28, 2022, the Division of Water Resources (Division) received your application requesting a 401 Water
Quality Certification from the Division for the subject project. The Division has determined that your application is
incomplete and cannot be processed. The application is on -hold until all of the following information is received:
1. Please copy the Division on your response to the Corps questions below. [15A NCAC 02 .0506(b)(1)]
2. Please provide a map that shows building envelopes for all lots with streams or wetlands as well as all
stormwater control measures. [15A NCAC 02H .0502]
3. It appears stream impact S1 could be avoided by connecting the water line along the southern access road
directly to the water main along Haywood Road. Please revise the plans to avoid this impact or explain why it
cannot be practically avoided. [15A NCAC 02H .0506(b)(2)]
Pursuant to Title 15A NCAC 02H .0502(e), the applicant shall furnish all of the above requested information for the
proper consideration of the application. Please provide your response by January 6, 2023. If all of the requested
information is not received, the Division will be unable to approve the application and it will be denied as incomplete.
The denial of this project will necessitate reapplication to the Division for approval, including a complete application
package and appropriate fee.
Feel free to contact me if you have any questions.
Andrew W Moore, P.G.
Environmental Specialist 11, Division of Water Resources
North Carolina Department of Environmental Quality
Office: [phone]
[e-mail]
2

NORTH CAROLINA - \
Department of Environmental Quality
Email correspondence to and from this address is subject to the North
Carolina Public Records Law and may be disclosed to third parties.
From: Davis, Brooke A CIV SAW <[e-mail]>
Sent: Wednesday, November 30, 2022 2:50 PM
To: Tyson Kurtz <[e-mail]>
Cc: Moore, Andrew W <[e-mail]>
Subject: [External] SAW-2019-00485 Haywood Estates
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Hi Tyson,
I am going through the submittal and have the following questions/comments:
1. It appears that no avoidance and minimization measures have been taken into account with regard to the
wetlands onsite. You stated that the development design has not changed since the original submittal;
however, the onsite wetlands have. Please advise.
2. Please explain why the access roads cannot be shifted to avoid some of the wetland areas.
3. This design does not show the layout for the residences. Will the wetlands along the western portion of the
property be protected from impacts? If so, how? If not, please include those impacts in this submittal.
FYI -I am just waiting on our HQ folks to respond about the AJD, then I will get it out to you. Let me know if you have any
questions.
Thanks,
Brooke
Brooke Davis
Regulatory Specialist
USACE Wilmington District -Asheville Regulatory Field Office
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
828-271-7980, ext. 4232
[e-mail]
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agent responsible for delivering the message to the intended recipient, you are hereby notified that you have received
this message in error and that any review, dissemination, distribution, or copying of this communication is strictly
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3

DocuSign Envelope ID: A0150924-C70B-4BB9-838F-BDE6456F3181
SHEET INDEX
SHEET NO. DESCRIPTION
C-300-301
C-302-305
GRADING, DRAINAGE AND EROSION CONTROL PLAN
GRADING, DRAINAGE AND EROSION CONTROL DETAILS
GRADING, DRAINAGE AND
EROSION CONTROL PLANS
for
HAYWOOD PARK
SUBDIVISION
HENDERSONVILLE
HENDERSON COUNTY
NORTH CAROLINA
S RUGBY RD
HAYWOOD
KNOLLS DR
N RUGBY RD
VICINITY MAP
N TS
HAYWOOD
PARK DR
SITE
HWY
191
DEVELOPMENT BLOCK
PROJECT: HAYWOOD PARK
ADDRESS: 3676 HAYWOOD ROAD
HENDERSONVILLE, NC 28792
OWNER: HAYWOOD PARK, LLC
3872 NW 126 AVE
CORAL SPRINGS, FL 33065
DEVELOPER: LUIS GRAEF
4880 N HIATUS RD
SUNRISE FL 33351
PIN #s: 9650-06-9662
9650-16-1443
9650-16-3229
9650-16-4056
9650-16-4528
9650-16-5805
9650-17-5207
DB: 3904 PG: 526
ENGINEER: JARED L. DERIDDER, P.E.
WGLA ENGINEERING, PLLC
724 5TH AVENUE WEST
HENDERSONVILLE NC 28739
828-687-7177
SURVEYOR: ASSOCIATED LAND SURVEYORS, P.C.
PO BOX 578, HORSE SHOE, NC 28742
828-890-3507
ZONING: HENDERSON COUNTY — R2
SETBACKS:
FRONT: 15'
SIDE: 10'
REAR: 10'
TOTAL PROJECT AREA: 20.39 ACRES ±
PROPOSED LOTS : 20
ALLOWABLE DENSITY: 1 UNIT / ACRE
PROPOSED DENSITY: 0.98 UNITS / ACRE
PROPOSED OPEN SPACE: 2.08 ACRES ±
PROPOSED ROADWAYS: 771 LF
PROPOSED WATER SYSTEM:
PUBLIC — CITY OF HENDERSONVILLE
PROPOSED SEWER SYSTEM
PUBLIC — BUNCOMBE COUNTY MSD
WGLA
Engineering
WGLA ENGINEERING, PLLC
724 5th AVENUE WEST
HENDERSONVILLE, NC 28739
[phone]
WGLA.COM
NC LICENSE P-1342
HAYWOO D
PARK
SUBDIVISION
HENDERSONVILLE
HENDERSON COUNTY
NORTH CAROLINA
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10/31/2022
REVISIONS
DATE
DESCRIPTION
. -.,,,Iro,
Know what's below.
CaII before you dig.
PROJECT NUMBER: 22130
DATE: 10-31-22
DRAWN BY: JRC
CHECKED BY: JLD
COVER
SCALE: AS NOTED

DocuSign Envelope ID: DFD0970E-102C-4683-A9E7-E156752FEC7B
EXISTING 60' PUBLIC
RIGHT OF WAY
HAYWOOD KNOLLS DRIVE
EXISTING 100' PUBLIC
RIGHT OF WAY z
NC 191
HAYWOOD ROAD
EXISTING CITY OF
HENDERSONVILLE
WATER MAIN (TYP)
1
CONSERVING CAROLINA
PIN: 9650-05-9838
DB: 28 PG: 552
TIE TO AND EXTEND EXISTING
24" HDPE STORMWATER PIPE
PROPOSED ROCK
PIPE INLET
PROTECTION (TYP)
NOTES:
1
PROPOSED REINFORCED
TABILIZED/OUTLET #1
PROPOSED
REINFORCED
STABILIZED
OUTLET #5
EXISTING
WETLAND
(TYP)
LOT:16
1.42 AC
PROPOSED GRAVITY
SEWER MAIN (TYP)
PROPOSED REINFORCED 1
STABILIZED OUTLET #2 1
1
PROPOSED
REINFORCED
STABILIZED
OUTLET #8
PROPOSED \ --
REINFORCED
STABILIZED
OUTLET #7
LOT:10
1.01 AC
PROPOSED REINFORCED
STABILIZED OUTLET #3
1
PROPOSED REINFORCED
STABILIZED OUTLET #4
LOT:11
0.53 AC
PROPOSED REINFORCED
STABILIZED OUTLET #6
PROPOSED PRIVATE
ROAD (TYP)
1.) MEASURES BEYOND THOSE SHOWN ON THE PLANS SHOULD BE APPROVED BY THE OWNER.
2.) CONTRACTOR SHALL OBTAIN A COPY OF THE APPROVED SEDIMENTATION AND EROSION CONTROL PERMIT AND
FOLLOW ALL DIRECTIVES. CONTRACTOR SHALL READ AND UNDERSTAND THE NPDES REQUIREMENTS OF THE
PERMIT INCLUDING BUT NOT LIMITED TO:
- PLACEMENT OF RAIN GAUGE ON THE SITE
- INSPECTION OF ALL EROSION CONTROL MEASURES FOLLOWING SPECIFIED RAINFALL EVENTS OR WEEKLY.
- UPKEEP OF INSPECTION LOG FOR REVIEW UPON REQUEST BY NCDENR, LOCAL EROSION CONTROL AUTHORITY,
OWNER OR ENGINEER.
3.) CONTRACTOR SHALL MAINTAIN ALL EROSION CONTROL MEASURES THROUGHOUT THE LIFE OF THE PROJECT.
4.) THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL FIELD STAKING NECESSARY FOR THE CONSTRUCTION OF
THE PROJECT. THE ENGINEER WILL PROVIDE THE CONTRACTOR WITH AN ELECTRONIC COPY OF THE DESIGN FOR
STAKING PURPOSES. HOWEVER ALL ELECTRONIC INFORMATION SHOULD BE COORDINATED WITH THE PLANS.
5.) CONTRACTOR SHALL REMOVE ALL EROSION CONTROL MEASURES AT COMPLETION OF PROJECT, AFTER SITE
HAS STABILIZED AND RESTORE TO FINAL GRADE.
6.) ALL STORM DRAINAGE INLETS SHALL HAVE GRAVEL INLET PROTECTION INSTALLED AROUND THEM AS SOON AS
THEY ARE INSTALLED.
7.) CONTRACTOR SHALL ENSURE NO SILT ENTERS INTO THE EXISTING STREETS. IF SILT OR DEBRIS ENTERS THE
EXISTING STREETS, THEN THE CONTRACTOR MUST IMMEDIATELY REMOVE THE SILT OR DEBRIS AT THE
CONTRACTORS EXPENSE.
LOT:17
0.88 AC
TIE TO AND EXTEND EXISTING
15" HDPE STORMWATER PIPE
/
EXISTING 45'
R/W (HAYWOO[
PRIVATE -
PARK DR)
LOT:12
0.50 AC
PROPOSED RIP RAP
OUTLET PROTECTION
(TYP)
EXISTING PROPERTY
BOUNDARY (TYP)
_a
-EXIS-T1N STREAM (TYP)
LOT:13
0.86 AC
PROPOSED ASPHALT (TYP)
WS-IV EXISTING STREAM BUFFER
30' FROM TOP OF BANK (TYP)
PROPOSED REINFORCED
STABILIZED OUTLET #9
8.) SURVEY INFORMATION PROVIDED BY: ,/ \
ASSOCIATED LAND SURVEYORS
6475 BREVARD ROAD
ETOWAH, NC 28729
[phone]
9.) UTILITIES MAY BE EXISTING THAT ARE NOT DEPICTED ON THIS PLAN. CONTRACTOR SHALL LOCATE AND FIELD
VERIFY ALL EXISTING UTILITIES WITHIN PROJECT AREA.
10.) NO PERSON MAY INITIATE LAND -DISTURBING ACTIVITY BEFORE NOTIFYING THE AGENCY (HENDERSON COUNTY
SOIL EROSION AT PHONE NUMBER [phone]) THAT ISSUED THE EROSION AND SEDIMENTATION PLAN
APPROVAL OF THE DATE THAT LAND DISTURBING ACTIVITY WILL BEGIN
11.) A PRE -CONSTRUCTION MEETING IS REQUIRED PRIOR TO LAND DISTURBING ACTIVITY BEGINNING. CONTACT
HENDERSON COUNTY SOIL EROSION AT
[phone].
12.) ANY BORROW OR WASTE SITE USED SHALL BE PROPERLY PERMITTED.
13.) WHENEVER THE SOIL EROSION AND SEDIMENTATION CONTROL ADMINISTRATOR DETERMINES THAT SIGNIFICANT
EROSION AND SEDIMENTATION IS OCCURRING AS A RESULT OF LAND -DISTURBING ACTIVITY, DESPITE APPLICATION
AND MAINTENANCE OF PROTECTIVE PRACTICES, THE PERSON CONDUCTING THE LAND DISTURBING ACTIVITY WILL
BE REQUIRED TO AND SHALL TAKE ADDITIONAL PROTECTIVE ACTION.
14.) NO SLOPES SHALL BE CONSTRUCTED STEEPER THAN A 2:1 AND SLOPES STEEPER THAN A 4:1 SHALL BE
SEEDED AND MATTED WITH NORTH AMERICAN GREEN SC-150 OR APPROVED EQUAL.
LOT:14
0.82 AC
ATCH LINE
LOT:15
0.95 AC
PROPOSED SWALE #1
PROPOSED SHARED DRIVEWAY
FOR THE BENEFIT OF LOTS
14 AND 15.
-PROPOSED STORMWATER PIPE (TYP)
- PROPOSED SWALE #2
PROPOSED SWALE #3
PROPOSED WATER
MAIN (TYP)
HENDERSON COUNTY BOARD OF PUBLIC SCHOOLS
PIN: 9650-26-2638
DB: 824 PG: 213
GENERAL STORMWATER NOTES:
1.) ALL STORMWATER PIPES SHALL BE HDPE WITH SMOOTH
INTERIOR WALL, WITH BELL AND SPIGOT ENDS AND SOIL
TIGHT JOINTS, UNLESS OTHERWISE NOTED ON PLANS.
2.) CONTRACTOR TO ENSURE THAT ALL EXISTING AND
PROPOSED STORM DRAINAGE STRUCTURES, PIPES AND
GRADES WILL PROVIDE POSITIVE DRAINAGE PRIOR TO
INSTALLATION.
STORMWATER PIPE TABLE
PIPE
SIZE
LENGTH
SLOPE
MATERIAL
A
18
31.54
0.86%
HDPE
B
15
35.79
1.59%
HDPE
C
15
116.65
3.49%
HDPE
D
15
106.81
0.50%
HDPE
E
24
89.78
0.50%
HDPE
F
24
35.92
2.21%
HDPE
STORMWATER STRUCTURE TABLE
STRUCTURE
DETAILS
1
PIPE A
INV = 2106.000
2
PIPE A
INV = 2105.730
3
PIPE B
INV = 2112.700
4
PIPE B
INV = 2112.130
5
PIPE C
INV = 2110.410
6
PIPE C
INV = 2106.340
7
PIPE D
INV = 2102.610
8
PIPE D
INV = 2102.080
9
PIPE E
INV = 2102.080
10
PIPE E
INV = 2101.630
11
PIPE F
INV = 2090.940
12
PIPE F
INV = 2090.148
+ + + + + + + + + + + + + +
+ + + + + + + + + + + + + +
+ + + + + + + + + + + + + +
CONSTRUCTION SEQUENCE
1. OBTAIN PLAN APPROVAL AND
APPLICABLE PERMITS
2. HOLD MANDATORY PRE CONSTRUCTION
CONFERENCE.
3. INSTALL RAIN GAUGE.
4. INSTALL PERMIT BOX (INSPECTION
REPORTS AND PERMITS TO BE PLACED IN
BOX)
5. INSTALL EROSION CONTROL MEASURE AS
SHOWN ON APPROVED PLANS.
6. CLEAR AND GRUB AREA FOR STORM
DRAINAGE INSTALLATION.
7. CONSTRUCT STORM DRAINAGE SYSTEM.
8. INSTALL ROCK PIPE INLET PROTECTION
AROUND EACH CATCH BASIN AND PIPE
INLET.
9. FINE GRADE SITE.
10. AFTER SITE IS FINE GRADED,
PERMANENT VEGETATION SHALL BE
INSTALLED WITHIN 15 WORKING DAYS OR 90
CALENDAR (WHICHEVER IS SHORTER) DAYS
ON ALL DISTURBED AREAS AND REMOVE
TEMPORARY EROSION CONTROL DEVICES
ONCE SITE HAS STABILIZED & APPROVAL
HAS BEEN GRANTED BY THE APPROPRIATE
AGENCIES.
NOTE: CONTRACTOR TO NOTIFY HENDERSON
COUNTY EROSION CONTROL OFFICE 24
HOURS PRIOR TO BEGINNING LAND
DISTURBANCE.
DISTURBED AREA
5.43 AC ±
LEGEND
EXISTING 2' CONTOURS
PROPOSED 2' CONTOURS
EXISTING PROPERTY BOUNDARY
EXISTING WETLANDS
EXISTING STREAM
PROPOSED STORMWATER PIPE
EXISTING STORMWATER PIPE
PROPOSED RIP RAP OUTLET PROTECTION
PROPOSED ROCK PIPE INLET PROTECTION
PROPOSED SWALE
PROPOSED SLOPE MATTING
PROPOSED LIMITS OF DISTURBANCE
PROPOSED REINFORCED STABILIZED OUTLET
PROPOSED SILT FENCE
GRAPHIC SCALE
( IN FEET )
160 320
WGLA
Engineering
WGLA ENGINEERING, PLLC
724 5th AVENUE WEST
HENDERSONVILLE, NC 28739
[phone]
WGLA.COM
NC LICENSE P-1342
HAYWOO D
PARK
SUBDIVISION
HENDERSONVILLE
HENDERSON COUNTY
NORTH CAROLINA
DocuSigned by:
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1/12/2023
REVISIONS
DATE
DESCRIPTION
12-19-22
REVISION 3
1-12-23
REVISION 6
-..........kliVi-
Know what's below.
Cali before you dig.
PROJECT NUMBER: 22130
DATE: 10-31-22
DRAWN BY: JRC
CHECKED BY: JLD
GRADING, DRAINAGE
AND
EROSION CONTROL
PLAN
0-300
SCALE: 1 "=40'

DocuSign Envelope ID: A0150924-C70B-4BB9-838F-BDE6456F3181
10/31/2022 4,14,52 PM,
00 Grading Drainage
ood Crossing
F:\USERS\Jared\
i
4- ♦s
I
FROSTY A SINCLAIR TRUSTEE;
FROST A SINCLAIR REVOCABLE TRUST
PIN: 9650-06-9940
DB: 1431 PG: 204
EXISTING PRIVATE 45'
RIGHT—OF—WAY
HAYWOOD PARK DR
PROPOSED GRAVITY •
SEWER MAIN (TYP)
LOT: 7
0.64 AC
gg OS all MB Illy
ss
IS / •- gg�
EXISTING CITY OF
HENDERSONVILLE
WATER MAIN (TYP)
cn
0)
0)
m
PHILIP M RASMUSSEN II
PRISCILLA A RASMUSSEN
PIN: 9650-16-1982
DB: 1370 PG: 471
PROPOSED ROCK PIPE
INLET PROTECTION (TYP)
dS dS
LOT: 8
0.64 AC
PROPOSED REINFORCED
STABILIZED OUTLET #10
0.
••-
_0
••
0.••
EXISTING
WTLAN D
(TYP)
dS
•
2106x
MARSHA A ODOM
PIN: 9650-07-9059
DB: 1032 PG: 81
MALINDA H. VERA CRUZ
VALEN W. VERA CRUZ
PIN: 9650-17-1258
DB: 3581 PG: 72
EXISTING 50' GAS
— LINE EASEMENT
PER DB 400 PG 373
LOT:18
1.02 AC
2110
Ms
4 wry
G STREAM BUFFER
OM TOIi OF BANK (TYP)
/
0
MATCH LINE
maw
SEE SHEET C-300
PROPOSED STORMWATER PIPE
W/ ROCK PIPE INLET PROTECTION
(TYP)
EXISTING STREAM (TYP)
LOT:19
0.92 AC
PROPOSED WATER
MAIN (TYP)
PROPOSED ASPHALT (TYP
10 I��
RUDD W ORR
MARGARET W CHASE
PIN: 9650-17-3407
DB: 3339 PG: 327
EXISTING 2' CONTOURS (TYP)
--
5
PROPOSED SWALE #4
PROPOSED REINFORCED STABILIZED OUTLET #11
EXISTING PROPERTY
BOUNDARY (TYP)
PROPOSED SHARED DRIVEWAY
FOR THE BENEFIT OF LOTS
19 AND 20
STORMWATER PIPE TABLE
PIPE
SIZE
LENGTH
SLOPE
MATERIAL
A
18
31.54
0.86%
HDPE
B
15
35.79
1.59%
HDPE
C
15
116.65
3.49%
HDPE
D
15
106.81
0.50%
HDPE
E
24
89.78
0.50%
HDPE
F
30
35.92
2.21%
HDPE
STORMWATER STRUCTURE TABLE
STRUCTURE
DETAILS
1
PIPE A
INV = 2106.000
2
PIPE A
INV = 2105.730
3
PIPE B
INV = 2112.700
4
PIPE B
INV = 2112.130
5
PIPE C
INV = 2110.410
6
PIPE C
INV = 2106.340
7
PIPE D
INV = 2102.610
8
PIPE D
INV = 2102.080
9
PIPE E
INV = 2102.080
10
PIPE E
INV = 2101.630
11
PIPE F
INV = 2090.940
12
PIPE F
INV = 2090.148
RONALD E BUSH
JOYCE R BUSH
PIN: 9650-17-4702
DB: 534 PG: 389
LOT: 20
1.13 AC
\—
HENDERSON COUNTY BOARD OF PUBLIC SCHOOLS
PIN: 9650-26-2638
DB: 824 PG: 213
I
O
1+.+.+.+.+++++
......***+++++
80
RSO
DISTURBED AREA
5.43 AC ±
LEGEND
EXISTING 2' CONTOURS
PROPOSED 2' CONTOURS
EXISTING PROPERTY BOUNDARY
EXISTING WETLANDS
EXISTING STREAM
PROPOSED STORMWATER PIPE
EXISTING STORMWATER PIPE
PROPOSED
PROPOSED
PROPOSED
PROPOSED
PROPOSED
PROPOSED
RIP RAP OUTLET PROTECTION
ROCK PIPE INLET PROTECTION
SWALE
SLOPE MATTING
LIMITS OF DISTURBANCE
REINFORCED STABILIZED OUTLET
GRAPHIC SCALE
0 40 80 160
320
( IN FEET )
WGLA
Engineering
WGLA ENGINEERING, PLLC
724 5th AVENUE WEST
HENDERSONVILLE, NC 28739
[phone]
WGLA.COM
NC LICENSE P-1342
HAYWOO D
PARK
SUBDIVISION
HENDERSONVILLE
HENDERSON COUNTY
NORTH CAROLINA
3 un tt LeRi dden,
SEAL
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10/31/2022
REVISIONS
DATE
DESCRIPTION
INSIV.
Know what's below.
Cali before you dig.
PROJECT NUMBER: 22130
DATE: 10-31-22
DRAWN BY: JRC
CHECKED BY: JLD
GRADING, DRAINAGE
AND
EROSION CONTROL
PLAN
0-301
SCALE: 1 "=40'

DocuSign Envelope ID: DFD0970E-102C-4683-A9E7-E156752FEC7B
6.06
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE/EXIT
Sediment Fence (Silt Fence)
GENERAL CONSTRUCTION NOTES
1. All work and construction activities on the project site shall comply
with all applicable OSHA regulations and requirements. It is the
Contractors responsibility to maintain a safe work site.
2. The Engineer and Owner reserve the right to modify project work
items including grading) as deemed necessary for the uccessful
completion of the project. The Contractor may suggest adjustments
to grading or other work items to be approved- by he Engineer or Owner.
3. The Contractor shall comply with the Geotechnical Report for the
placement of fill and compaction requirements. If no report is
available, the following minimum standards shall apply:
Placement of fill:
A. Place the material in successive horizontal layers not exceeding
8" for the full width of the cross section.
B. Fill shall be placed only when it is within 3% of its optimum
moisture content as determined by a Standard Proctor ASTM D 698.
C. Each layer of fill shall be spread evenly and shall be compacted to its
specified density as determined by Standard Proctor ASTM D 698 before
new layers are placed and compacted.
D. Sloped ground surfaces steeper than one vertical to four horizontal, on
which fill is to be placed, shall be stepped or benched such that fill
material will bond to the existing surfaces.
E. Embankment slopes shall be constructed by filling one (1) foot beyond the
proposed finished slope surface for each lift. Compaction equipment shall
work to the edge of each lift. After the entire fill is placed and compact-
ed, the outside foot of the slope shall be trimmed to the design slope with
a dozer. Unless indicated on the drawings, no fill slopes shall be steeper
than 2 horizontal to 1 vertical.
Compaction:
A. Structural Fill Under Buildings and Within 10' of Building Perimeter:
100% of Standard Proctor the entire depth of fill.
B. Under Walks, Drives, Pads, and Paved Areas: 95% of Standard Proctor
except 100% of Standard Proctor in the upper 2'.
C. Under Lawns and Planting Areas Beyond 10' from Building: 95% of Standard
Proctor
D. Backfill in Trenches: Comply with compaction requirements for the area
through which the trench runs.
4. All erosion control devices such as silt fences, diversions,
sediment traps, etc. shall be maintained in workable conditions for the
life of the project and, shall be removed at the completion of the project
only with the engineer s approval. See the NPDES requirements on this
plan sheet for more detail. If during the life of the project a stprm causes
poll erosion which changes the finished grades or creates gullies and
washed areas , these shall be repaired by the Contractor at no extra cost.
The Contractor shall adhere to the approved erosion control plan and take
any additional measures necessary to prevent sediment from leaving the site.
5. Disposable Materials:
A. Clearing and grubbing wastes shall be removed from the site and properly
disposed of by the contractor at their expense, unless otherwise specified.
B. Solid wastes to be removed such as sidewalks,
curbs,pavement,etc. maybe
placed in specified disposal areas if permitted by the apropriate agencies
and approved by the Owner. This material shall be spread and mixed with
dirt eliminating all voids. This material shall have a minimum cover of 2.
The Contractor shall maintain specified compaction requirements in these
areas. When disposal sites are not provided, the Contractor shall remove
this waste from the site and properly dispose of it at their expense.
C. Abandoned utilities such as culverts, water pipe, hydrants, casting, pipe
appurtenances, utility poles, etc. shall be the property of the specified
utility agency or company having jurisdiction. Before the Contractor
can remove, destroy, salvage, re -use, sell or store for their own use any
abandoned utility, they must present to the owner written permission
from the utility involved.
D. Unless otherwise noted on the plans, burning will not be allowed on this
project. Should burning be allowed by the owner, it is the Contractor's
responsibility to obtain all necessary permits (at their expense) and follow
all applicable rules and regulations.
6. Unless otherwise specified, all base, paving, curbing and other concrete work
shall conform to the local municipality or NCDOT specifications for construction.
All water and sewer construction shall conform to the local utility requirements
and/or the NCDENR minimum standards.
7. In the event excessive ground water or springs are encountered within
the limits of construction, the Contractor shall install necessary underdrains
and stone as directed by the Engineer. All work shall be paid based upon
the unit prices unless otherwise specified.
8. The Contractor is responsible for the coordination of adjustment of
all utility surface accesses (including manhole covers, valve boxes, etc.)
whether he performs the work or the utility company performs the work.
9. The Contractor shall control all "dust" by periodic watering and shall
provide access at all times for property owners within the project and
for emergency vehicles. All open ditches and hazardous areas shall
be clearly marked in accordance with OSHA regulations.
10. All areas of exposed soil shall be seeded, fertilized and mulched
according to the specifications. The finished surface shall be to
crade and smooth, free of all rocks larger than 3", equipment tracks,
cirt clods, bumps, ridges, an11 gouges prior to seedinc. The surface shall
be loosened to a depth of 1' +/- to accept seed. The Contractor shall
not proceed with seeding operations without first obtaining the Engineer's
approval of ,the graded su,Uface. All seeding .shall be performed by a
mechanical hydro -seeder . The Engineer prior to seeding must approve
hand seeding on any area.
11. Graded slopes and fills shall be protected with rolled erosion control product
if completed outside of optimum germination season when unfavorable
weather conditions prevent establishment of vegetative ground cover.
Definition A graveled area or pad located at points where vehicles enter and leave a con-
struction site.
Purpose To provide a buffer area where vehicles can drop their mud and sediment to
avoid transporting it onto public roads, to control erosion from surface runoff,
and to help control dust.
Conditions Where Wherever traffic will be leaving a construction site and moving directly onto a
Practice Applies public road or other paved off -site area. Construction plans should limit traffic
to properly constructed entrances.
Design. Criteria Aggregate Size -Use 2-3 inch washed stone.
Dimensions of gravel pad -
Thickness: 6 inches minimum
Width: 12-ft minimum or full width at all points of the vehicular
entrance and exit area, whichever is greater
Length: 50-ft minimum
Location -Locate construction entrances and exists to limit sediment from
leaving the site and to provide for maximum utility by all construction vehicles
(Figure 6.06a). Avoid steep grades and entrances at curves in public roads.
so,
6" min
GEOTEXTILE FABRIC 2-3"
BENEATH STONE coarse aggregate
Figure 6.06a Gravel entrance/exit keeps sediment from leaving the construction site (modified from Va SWCC).
MAINTENANCE:
MAINTAIN THE GRAVEL PAD IN A CONDITION TO PREVENT MUD OR SEDIMENT
FROM LEAVING THE CONSTRUCTION SITE. THIS MAY REQUIRE PERIODIC TOP
DRESSING WITH 2 INCH STONE. AFTER EACH RAINFALL, INSPECT ANY
STRUCTURE USED TO TRAP SEDIMENT AND CLEAN IT OUT AS NECESSARY.
IMMEDIATELY REMOVE ALL OBJECTIONABLE MATERIALS SPILLED, WASHED, OR
6.06.1
Any outlet where storm flow bypass occurs must be stabilized against
Reinforced, erosion.
Stabilized
Outlets
Set outlet elevation so that water depth cannot exceed 1.5 ft at the
lowest point along the fenceline.
Set fabric height at 1 ft maximum between support posts spaced no
more than 3 ft apart. Install a horizontal brace between the support
posts to serve as an overflow and to support top of fabric. Provide a
riprap splash pad.
Excavate foundation for the splash pad a minimum 5 ft wide, 1 ft
deep, and 5 ft long on level grade. The finished surface of the
riprap should blend with surrounding area, allowing no overfall. The
area around the pad must be stable.
4' max.
5min.
Place posts
8' max at low points
1i,11 ii I I1o++,91 ' 3N1
Perspective of reinforced stabilized outlet for sediment fence.
Construction Dig a trench approximate 8 inches deep and 4 inches wide, or a
V-trench, in the line of the fence.
TRACKED ONTO PUBLIC ROADWAYS.
Drive posts securely, at lest 18 inches into the ground, on the down
slope side of the trench. Space posts a maximum of without
support wire. Adjust spacing to place posts at low points along the
fence line.
fasten support wire fence to upslope side of posts, extending 6
inches into the trench.
Attach continuous length of fabric to upslope side of fence posts.
Avoid joints, particularly at low points in the fence line. Where joints
are necessary, fasten fabric securely to support posts and overlap to
the next post.
No. 57 Washed
Stone
Vpe
pit
Support
wire
Filter
fabric
5
dAVIVeViiM
II
III II IIGI I1. I �II II1EIf� : (�:'' g s =
J1L.. '!�i i all - - e vurmu II II I � II-11 II II II u�
9116" wire below ground
01.11
Post 18'
deep min.
wfw ee
I=Irgui HI II
8
Rip Rap on
Level grape
liter Fabric
14"
1-11 1111 •.'. fo
IIQII'�I--TII �I, 'Wm*
II. /II--11*11-11 1
V-trench with grav
Detail of sediment fence Installation
Place the bottom 1 ft of fabric in 8-inch deep trench lapping toward the
upslope side. Backfill with compacted earth or gravel as shown in Figure
6.62d.
To reduce maintenance, excavate a shallow sediment storage area on upslope
side of fence where sedimentation is expected. Provide good access to
deposition areas for cleanout and maintenance.
Allow for safe bypass of storm flow to prevent overtopping failure of fence.
DO NOT install sediment fence across intermittent or permanent streams,
channels, or any location where concentrated flow is anticipated.
MAINTENANCE:
INSPECT SEDIMENT FENCES A T LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS IMMEDIATELY.SHOULD THE FABRIC OF A SEDIMENT FENCE
COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT PROMPTLY.REMOVE SEDIMENT DEPOSIT AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR
THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT. REMOVE ALL FENCING MATERIALS AND
UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
ULTRAVIOLET RESISTANT (BLACK) MIRIFI FARBIC
OR EQUIVALENT SECURED TO WIRE WITH PLASTIC
OR WIRE TIES AT 12" ON CENTER
MAXIMUM SEDIMENT STORAGE ELEVATION: 9"
REMOVE SEDIMENT WHEN THIS LEVEL IS
REACHED OR AS DIRECTED BY THE
CONSTRUCTION INSPECTOR
NATURAL GRADE
(SHEET FLOW ONLY)
14 GAUGE 6"X6" (MAX OPENING) WELDED WIRE
HOOKED ONTO PREFORMED CHANNELS ON METAL
POSTS
4" WIDE X 8" DEEP TRENCH UP SLOPE OF SILT FENCE.
CARRY 12"-18" OR FABRIC AND WIRE INTO TRENCH,
COVER WITH SOIL AND TAMP BACKFILL
MATERIALS
1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95%
BY WEIGHT OF POLYOLEFINS OR POLYESTER, WHICH IS
CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS
CONFORMING TO THE REQUIREMENTS IN ASTM D 6461,
WHICH IS SHOWN IN PART IN TABLE 6.62B.
2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE
1.25 LB/LINEAR FT MINIMUM STEEL WITH A MINIMUM
LENGTH OF 5 FEET. MAKE SURE THAT STEEL POSTS
HAVE PROJECTIONS TO FACILITATE FASTENING THE
FABRIC.
3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER
FABRIC, USE WIRE FENCE WITH A MINIMUM 14 GAUGE
AND A MAXIMUM MESH SPACING OF 6 INCHES.
TEMPORARY SILT FENCE MATERIAL PROPERTY REQUIREMENTS 6.62b
TEST MATERIAL
UNITS
SUPPORTED SILT
FENCE
UN -SUPPORTED SILT
FENCE (1)
TYPE OF VALUE
GRAB STRENGTH
ASTM D 4632
N (LBS)
MACHINE DIRECTION
400
550
MARV
(90)
(90)
X-MACHINE DIRECTION
400
450
MARV
(90)
(90)
PERMITTIVITY (2)
ASTM D 4491
sec-1
0.05
0.05
MARV
APPARENT OPENING SIZE (2)
ASTM D 4751
MM
0.60
0.60
MAX ARV (3)
(US SIEVE #)
(30)
(30)
ULTRAVIOLET STABILITY
ASTM D 4355
% RETAINED
STRENGTH
70% AFTER 500H
OF EXPOSURE
70% AFTER 500H OF
EXPOSURE
TYPICAL
(1) SILT FENCE SUPPORT SHAI I. CONSIST OF 14 GAGE STEEL WIRE WITH A MESH SPACING OF 150 MM (6 INCHFS). OR PREFABRICATED POVI MER MESH OF EQUIVALENT STRENGTH.
(2) THESE DEFAUI T VALUES ARE BASED ON EMPIRICAL EVIDENCE WITH A VARIETY OF SEDIMENT. FOR ENVIRONMENTAI I.V SENSITIVE AREAS, A REVIEW OF PREVIOUS
EXPERIENCE AND/OR SITE OR REGIONALLY SPECIFIC GEOTEXTILE TESTS IN ACCORDANCE WITH TEST METHOD D 5141 SHOULD RE PERFORMED BY THE AGENCY TO CONFIRM
SUITABILITY OF THESE REQUIREMENTS.
(3) AS MEASURED IN ACCORDANCE WITH TEST METHOD D 4632.
CONSTRUCTION
1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA STRENGTH SYNTHETIC FILTER FABRICS.
2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES ABOVE THE GROUND SURFACE.
3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF THE BARRIER TO AVOID JOINTS. WHEN
JOINTS ARE NECESSARY, SECURELY FASTEN THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO
THE NEXT POST.
4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS.
EXTEND THE WIRE MESH SUPPORT TO THE BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC ON THE
UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET APART. SUPPORT POSTS SHOULD BE
DRIVEN SECURELY INTO THE GROUND A MINIMUM OF 24 INCHES.
6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE WIRE MESH SUPPORT FENCE. SECURELY
FASTEN THE FILTER FABRIC DIRECTLY TO POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE
STRENGTH.
7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG THE PROPOSED LINE OF POSTS AND
UPSLOPE FROM THE BARRIER.
8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9. BACKFILL THE TRENCH WITH SOIL PLACED OVER THE FILTER FABRIC AND COMPACT. THOROUGH COMPACTION OF THE
BACKFILL IS CRITICAL TO SILT FENCE PERFORMANCE.
10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
INSTALLATION
1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE MIDDLE OF THE FENCE. CHECK
WITH A LEVEL IF NECESSARY.
2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD APPLICATIONS.
3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND AS CLOSE AS POSSIBLE TO THE
FABRIC, ENABLING POSTS TO SUPPORT THE FABRIC FROM UPSTREAM WATER PRESSURE.
4. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP 8 INCHES OF THE FABRIC.
ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH THE FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY
APART. ALSO, EACH TIE SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN TIGHTENED TO PREVENT SAGGING.
6. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE WITH 3 TIES.
7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS BEFORE COMPACTION.
9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL IMMEDIATELY NEXT TO THE SILT
FENCE FABRIC WITH THE FRONT WHEEL OF THE TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POUNDS PER
SQUARE INCH. COMPACT THE UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FOR A TOTAL OF 4 TRIPS.
MAINTENANCE
1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL. MAKE ANY REQUIRED REPAIRS
IMMEDIATELY.
2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR BECOME INEFFECTIVE, REPLACE IT
PROMPTLY.
3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAIN AND TO
REDUCE PRESSURE ON THE FENCE. TAKE CARE TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING THE AREA TO GRADE AND STABILIZE IT
AFTER THE CONTRIBUTING DRAINAGE AREA HAS BEEN PROPERLY STABILIZED.
SILT FENCE
NOT TO SCALE
1 OF 3
SILT FENCE
NOT TO SCALE
2 OF 3
SILT FENCE
NOT TO SCALE
3 OF 3
FILTER FABRIC
LA
SECTION VIEW
OUTLET PROTECTION
N.T.S.
CLASS I RIP/RAP
DEPTH = 1 1/2 TIMES THE MAXIMUM
STONE DIAMETER, (d MAX), NOT
LESS THAN 6".
RIP -RAP APRON
0
NO.
D
LA
d50
SIZE
2
18"
10'
9"
4
15"
10'
9"
10
24"
14'
9"
12
30"
16'
9"
0
LA
PLAN VIEW
NOTES
d50 = MEDIAN STONE SIZE
dMAX = 1.5 X d50
NOTE:
ALL SWALES TO BE SEEDED PRIOR TO PLACEMENT
OF MATTING. SWALE WILL BE CONSIDERED
STABILIZED ONCE GRASS IS ESTABLISHED IN SWALE.
J
2.1
6'
1'
PERMANENT SWALES 1-3
LINER: PROPEX
LANDLOK 435
NOT TO SCALE
J
2.1
6'
1'
PERMANENT SWALE 4
LINER: NAG C125
NOT TO SCALE
ANCHOR MATTING
IN 8" TRENCH
1' MIN.
I I
SMOOTH SURFACE, REMOVE ALL
DEBRIS AND SEED/MULCH
BEFORE
PLACING MATTING
NOTE: MATTING SHALL BE COIR
FIBER, 750 GRAM PER SQ.
METER WITH NOMINAL 0.50 IN.
OPENING SIZE.
MATTING PLACED FLUSH WITH
BANK SURFACE, LAP OVER
DOWNSTREAM/DOWN SLOPE
SEAMS
MATTING ANCHORED 1' BELOW
STREAM OR WETLAND BED
12" WOOD STAKE PLACED IN
3' O.C. DIAMOND PATTERN
STREAM BED
EXTEND MATTING A MIN. OF
6" BELOW WETLAND BED.
STREAM BANK RESTORATION DETAIL
NOT TO SCALE
WGLA
Engineering
WGLA ENGINEERING, PLLC
724 5th AVENUE WEST
HENDERSONVILLE, NC 28739
[phone]
WGLA.COM
NC LICENSE P-1342
HAYWOO D
PARK
SUBDIVISION
HENDERSONVILLE
HENDERSON COUNTY
NORTH CAROLINA
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1/12/2023
REVISIONS
DATE
DESCRIPTION
1-12-23
REVISION 6
. -......1v,
Know what's below.
Call before you dig.
PROJECT NUMBER: 22130
DATE: 10-31-22
DRAWN BY: JRC
CHECKED BY: JLD
GRADING,
DRAINAGE, AND
EROSION CONTROL
DETAILS
0-302
SCALE: AS NOTED

DocuSign Envelope ID: A0150924-C70B-4BB9-838F-BDE6456F3181
RECOMMENDED MINIMUM TRENCH WIDTHS
SEEDING SPECIFICATION
I. TEMPORARY COVER
A. LIME & FERTILIZER
CONTRACTOR SHALL FURNISH AND APPLY LIME AND FERTILIZER TO THE SOIL AS
REQUIRED TO PROVIDE SATISFACTORY CONDITIONS FOR SEED GERMINATION.
AN APPLICATION RATE OF 2000 LBS PER ACRE OF AN APPLICATION RATE OF
2000 LBS PER ACRE OF GROUND AGRICULTURAL LIME AND 750 LBS/ACRE OF
FERTILIZER (10-10-10).
THESE MATERIALS SHALL BE SPREAD UNIFORMLY OVER THE AREA TO BE PLANTED.
THE SOIL SHALL BE TILLED TO A DEPTH OF 3 - 4 INCHES WITH EQUIPMENT
APPROVED BY THE ENGINEER.
B. TEMPORARY COVER
SEEDING - CONTRACTOR SHALL SELECT A QUICK GROWING GRASS WITH HIGH
SEEDING VIGOR THAT IS SUITED TO THE AREA, THE TIME OF PLANTING, AND THAT
WILL NOT INTERFERE WITH PLANT TO BE SOWN LATER FOR PERMANENT COVER.
MAY THROUGH AUGUST
SUNDANGRASS 50 LB / AC
OR GERMAN MILLET 40 LB / AC
SEPT. THROUGH APRIL
RYEGRAIN 120 LB / AC
ALL SEEDS SHALL HAVE BEEN TESTED NOT MORE THAN 6 MONTHS PRIOR TO THE
DATE OF SEEDING.
CONTRACTORS SHALL APPLY SEED UNIFORMLY BY HAND, CYCLONE SEEDER, DRILL,
CULTIPACKER SEEDER, OR HYDRAULICALLY.
A SLURRY MIXTURE OF WATER, FERTILIZER, SEED AND CELLULOSE FIBER MULCH IS
ACCEPTABLE ON THIS PROJECT.
C. MULCHING
IN ORDER TO REDUCE DAMAGE FROM WATER RUN-OFF AND IMPROVE MOISTURE
CONDITIONS FOR SEEDLINGS, A MULCH MATERIAL SHALL BE FURNISHED WHEN
TEMPORARY SEEDING IS TO BE DONE. ACCEPTABLE MATERIALS ARE:
- DRY UNCHOPPED, UNWEATHERED SMALL GRAIN STRAW OR HAY FREE OF SEEDS
OF COMPETING PLANTS - 1-2 TONS / ACRE
- WOOD FIBER (EXCELSIOR)
- WOOD CELLULOSE FIBER - 500 LBS / ACRE WITHOUT STRAW
- JUTE MATTING
II. PERMANENT COVER
A. CONTRACTOR SHALL FURNISH AND APPLY
1-90 LBS / 1000 SF OF GROUND AGRICULTURAL LIME (2 TONS / ACRE)
2-25 LBS / 1000 SF OF FERTILIZER (10-10-10)(1000 LBS / ACRE) AND
3-4.6 LBS / 1000 SF OF KENTUCKY 31 TALL FESCUE (200 LBS / ACRE)
IN THE MANNER DESCRIBED ABOVE IN PARTS 1, 2 AND 3.
APPLY NURSE CROP AS FOLLOWS:
MAY 1 - AUG 15 - 10 LBS / AC GERMAN MILLET OR
- 15 LBS / AC SUNDANGRASS
AUG 15 - MAY 1 - 40 LBS / AC RYE (GRAIN)
B. SEEDING DATES: KY.31 TALL FESCUE
(BELOW 2500' ELEV)
AUG 20 - SEPT 15
MARCH 1 - MAY 1
(ABOVE 2500' ELEV)
JULY 15 - AUG 30
MARCH 5 - MAY 15
C. MULCHING
APPLY 4000 LB / AC OF GRAIN STRAW SUITABLY TACKED DOWN. ADD NETTING
TO SEEP SLOPES AND STAPLE PER MANUFACTURERS RECOMMENDATIONS
III. SOIL PREPARATION
A. GENERAL REQUIREMENTS
1-PREPARATION FOR PRIMARY/PERMANENT STABILIZATION SHALL NOT BEGIN UNTIL
ALL CONSTRUCTION AND UTILITY WORK WITHIN THE PREPARATION AREA IS
COMPLETE. HOWEVER, IT MAY BE NECESSARY TO PREPARE FOR NURSE CROPS
PRIOR TO COMPLETION OF CONSTRUCTION AND INSTALLATION OF UTILITIES.
2-A NORTH CAROLINA DEPARTMENT OF AGRICULTURE SOILS TEST (OR EQUAL)
SHALL BE OBTAINED FOR ALL AREAS TO BE SEEDED, SPRIGGED, SODDED OR
PLANTED. RECOMMENDED FERTILIZER AND pH ADJUSTING PRODUCTS SHALL BE
INCORPORATED INTO THE PREPARED AREAS AND BACKFILL MATERIAL PER THE
TEST.
3-ALL AREAS TO BE SEEDED OR PLATED SHALL BE TILLED OR RIPPED TO A
DEPTH OF 4". RIPPING CONSISTS OF CREATING FISSURES IN A CRISS-CROSS
PATTERN OVER THE ENTIRE SURFACE AREA USING AN IMPLEMENT THAT WILL NOT
GLAZE THE SIDE WALLS OF THE FISSURES. SITE PREPARATION THAT DOES NOT
COMPLY WITH THESE DOCUMENTS SHALL NOT BE ACCEPTABLE. THE DEPTH OF
SOIL PREPARATION MAY BE ESTABLISHED AS A RANGE BASED ON THE APPROVAL
OF THE REVIEW AGENCY. ONCE TILLED OR RIPPED ACCORDING TO THE APPROVED
PLAN, ALL AREAS ARE TO BE RETURNED TO FINAL GRADE. pH MODIFIERS AND/OR
OTHER SOIL AMENDMENTS SPECIFIED IN THE SOIL TESTS CAN BE ADDED DURING
THE SOIL PREPARATION PROCEDURE OR AS DESCRIBED BELOW.
4-ALL STONES LARGER THAN 3" ON ANY SIDE, STICKS, ROOTS, AND OTHER
EXTRANEOUS MATERIALS THAT SURFACE DURING THE BED PREPARATION SHALL BE
REMOVED.
B. AREAS TO BE SEEDED
1-TILL OR DISC THE PREPARED AREAS TO BE SEEDED TO A MINIMUM DEPTH OF
4". REMOVE STONES LARGER THAN 3" ON ANY SIDE, STICKS, ROOTS, AND OTHER
EXTRANEOUS MATERIALS THAT SURFACE. IF NOT INCORPORATED IN THE RIPPING
PROCESS, ADD pH MODIFIERS AND FERTILIZERS AT THE RATE SPECIFIED.
2-RECOMPACT THE AREA UTILIZING A CULTIPACKER ROLLER. THE FINISHED GRADE
SHALL BE SMOOTH EVEN SOIL SURFACE WITH LOOSE, UNIFORMLY FINE TEXTURE.
ALL RIDGES AND DEPRESSIONS SHALL BE REMOVED AND FILLED TO PROVIDE THE
APPROVED SURFACE DRAINAGE. SEEDING THE GRADED AREAS IS TO BE DONE
IMMEDIATELY AFTER FINISHED GRADES ARE OBTAINED AND SEEDBED PREPARATION
IS COMPLETE.
C. AREAS TO BE SPRIGGED, SODDED, AND/OR PLANTED
1-AT THE TIME OF PLANTING, TILL OR DISC THE PREPARED AREA TO A DEPTH OF
4"-6" BELOW THE APPROVED FINISHED GRADE. REMOVE ALL STONES LARGER
THAN 3" ON ANY SIDE, STICKS, ROOTS AND OTHER EXTRANEOUS MATERIALS THAT
SURFACE. IF NOT INCORPORATED DURING THE RIPPING PROCESS, ADD pH
MODIFIERS, FERTILIZER AND OTHER RECOMMENDED SOIL AMENDMENTS.
2-RECOMPACT THE AREA UTILIZING A CULTIPACKER ROLLER AND PREPARE FINAL
GRADES AND DESCRIBED ABOVE. INSTALL SPRIGS, SOD AND PLANTS AS DIRECTED
IMMEDIATELY AFTER FINE GRADING IS COMPLETE. MULCH, MAT AND/OR TACK AS
SPECIFIED.
MIN. COVER TO
RIGID PAVEMENT, H
SPRINGLINE
4" FOR 12"-24" PIPET
6" FOR 30"-60" PIPE
NOTES:
MIN. TRENCH WIDTH
(SEE TABLE)
FINAL
BACKFILL
MIN. COVER TO
FLEXIBLE PAVEMENT,
INITIAL
BACKFILL
HAUNCH
BEDDING
SUITABLE
FOUNDATION
PIPE DIAM.
MIN. TRENCH WIDTH
4"
21"
(100mm)
(533mm)
6"
23"
(150mm)
(584mm)
8"
26"
i(200mm)
(660mm)
10"
28"
(250mm)
(711 mm)
12"
30"
(300mm)
(762mm)
15"
34"
(375mm)
(864mm)
18"
39"
(450mm)
(991mm)
24"
48"
(600mm)
(1219mm)
30"
56"
(750mm)
(1422mm)
36"
64"
(900mm)
(1626mm)
42"
72"
(1050mm)
(1829mm)
48"
80"
(1200mm)
(2032mm)
60"
96"
(1500mm)
(2438mm)
1. ALL PIPE SYSTEMS SHALL BE INSTALLED IN ACCORDANCE WITH ASTM D2321, "STANDARD PRACTICE
FOR UNDERGROUND INSTALLATION OF THERMOPLASTIC PIPE FOR SEWERS AND OTHER GRAVITY FLOW
APPLICATIONS", LATEST ADDITION
2. MEASURES SHOULD BE TAKEN TO PREVENT MIGRATION OF NATIVE FINES INTO BACKFILL MATERIAL,
WHEN REQUIRED.
3. FOUNDATION: WHERE THE TRENCH BOTTOM IS UNSTABLE, THE CONTRACTOR SHALL EXCAVATE TO A
DEPTH REQUIRED BY THE ENGINEER AND REPLACE WITH SUITABLE MATERIAL AS SPECIFIED BY THE
ENGINEER. AS AN ALTERNATIVE AND AT THE DISCRETION OF THE DESIGN ENGINEER, THE TRENCH
BOTTOM MAY BE STABILIZED USING A GEOTEXTILE MATERIAL.
4. BEDDING: SUITABLE MATERIAL SHALL BE CLASS I, II OR III. THE CONTRACTOR SHALL PROVIDE
DOCUMENTATION FOR MATERIAL SPECIFICATION TO ENGINEER. UNLESS OTHERWISE NOTED BY THE
ENGINEER, MINIMUM BEDDING THICKNESS SHALL BE 4" (100mm) FOR 4"-24" (100mm-600mm); 6" (150mm)
FOR 30"-60" (750mm-1500mm).
5. INITIAL BACKFILL: SUITABLE MATERIAL SHALL BE CLASS I, II OR III IN THE PIPE ZONE EXTENDING TO
THE CROWN OF PIPE. THE CONTRACTOR SHALL PROVIDE DOCUMENTATION FOR MATERIAL
SPECIFICATION TO ENGINEER. MATERIAL SHALL BE INSTALLED AS REQUIRED IN ASTM D2321, LATEST
EDITION.
6. MINIMUM COVER: MINIMUM COVER, H, IN NON -TRAFFIC APPLICATIONS (GRASS OR LANDSCAPE AREAS)
IS 12" FROM THE TOP OF PIPE TO GROUND SURFACE. ADDITIONAL COVER MAY BE REQUIRED TO
PREVENT FLOTATION. FOR TRAFFIC APPLICATIONS, MINIMUM COVER, H, IS 12" UP TO 48" DIAMETER PIPE
AND 24" OF COVER FOR 60" DIAMETER PIPE, MEASURED FROM TOP OF PIPE TO BOTTOM OF FLEXIBLE
PAVEMENT OR TO TOP OF RIGID PAVEMENT. FOR TRAFFIC APPLICATIONS WITH LESS THAN FOUR FEET
OF COVER, EMBEDMENT OF THE PIPE SHALL BE USING ONLY A CLASS I OR CLASS II BACKFILL.
MINIMUM RECOMMENDED COVER BASED ON
VEHICLE LOADING CONDITIONS**
SURFACE LIVE LOADING CONDITION
HEAVY CONSTRUCTION
PIPE DIAM.
H-25
(75T AXLE LAOD) *
12" - 48"
12"
48"
(300mm -
1200mm)
(305mm)
(1219mm)
60" 24" 60"
" VEkidargiXCESS EfoosTray REQUIRoAg6fl'I 91)1AL COV
**SEE BACKFILL REQUIREMENTS IN NOTE 6.
MAXIMUM RECOMMENDED COVER BASED
ON VECHICLE LOADING CONDITIONS
ER
PIPE DIAM.
CLASS I
CLASS II
CLASS III
COMPACTED
DUMPED
95%
90%
95%
4"
37
18
25
18
18
(100mm)
(11.3m)
(5.5m)
(7.6m)
(5.5m)
(5.5m)
6"
44
20
29
20
21
(150mm)
(13.4m)
(6.1m)
(8.8m)
(6.1m)
(6.4m)
8"
32
15
22
15
16
(200mm)
(9.8m)
(4.6m)
(6.7m)
(4.6m)
(4.9m)
10"
38
18
26
18
18
(250mm)
(11.6m)
(5.5m)
(7.9m)
(5.5m)
(5.5m)
12"
35
17
24
17
17
(300mm)
(10.7m)
(5.2m)
(7.3m)
(5.2m)
(5.2m)
15"
38
17
25
17
18
(375mm)
(11.6m)
(5.2m)
(7.6m)
(5.2m)
(5.5m)
18"
36
17
24
17
17
(450mm)
(11.0m)
(5.2m)
(7.3m)
(5.2m)
(5.2m)
24"
28
13
20
13
14
(600mm)
(8.5m)
(4.0m)
(6.1m)
(4.0m)
(4.3m)
30"
28
13
20
13
14
(750mm)
(8.5m)
(4.0m)
(6.1m)
(4.0m)
(4.3m)
36"
26
12
18
13
13
(900mm)
(7.9m)
(3.7m)
(5.5m)
(4.0m)
(4.0m)
42"
23
11
16
11
11
(1050mm)
(7.0m)
(3.4m)
(4.9m)
(3.4m)
(3.4m)
48"
25
11
17
11
12
(1200mm)
(7.6m)
(3.4m)
(5.2m)
(3.4m)
(3.7m)
60"
25
11
17
11
12
(1500mm)
(7.6m)
(3.4m)
(5.2m)
(3.4m)
(3.7m)
FILL HEIGHT TABLE GENERATED USING AASHTO SECT ON 12,
LOAD RESISTANCE FACTOR DESIGN (LRFD) PROCEDURE WITH
THE FOLLOWING ASSUMPTIONS:
NO HYDROSTATIC PRESSURE,
UNIT WEIGHT OF SOIL (Ys) = 120 PCF
Slope Installation
The following slope guide outlines general recommendations for installing RollMax" System temporary and/or permanent RECPs on
sloping applications. Consult the staple pattern guide (Figure 1) for fastener spacing recommendations based on the slope severity.
Drawings Not To Scale
SLOPE INSTALLATION STEPS
1. Prepare soil before installing RECPs, including any necessary
application of lime fertilizer and seed
2. Begin at the top of the slope by anchoring the RECPs in
a 6 In (15 cm) deep x 6 in. (15 cm) wide trench with approxi-
mately12 in. (30 cm) of RECPs extended beyond the upslope
portion of the trench. Anchor the RECPs with a raw of
staples/stakes approximately 12 in. (30 cm) apart in the
bottom of the trench. Backfill and compact the trench
after stapling, Apply seed to the compacted soil and fold
the remaining12 in. (30 cm) portion of RECPs back over
the seed and compacted soil. Secure RECPs over compacted
soil with a row of staples/stakes spaced approximately
12 in (30 rm) apart across the wth of the R.ELPs.
12 in.
3. Roll the RECPs (3A) down or (3B) horizontally across the
slope. RECPs will unroll with appropriate side against the
soli surface, All RECPs must be securely fastened to soil
surface by placing staples/stakes in appropriate locations
es shown in the staple pattern guide.
4. The edges of parallel RECPs must be stapled with an
approximately 2 in.-5 in. (5-12 5 cm) overlap depending on
the RECP type.
5. Consecutive RECPs spliced down the slope must be end -
over -end (shingle style) with an approximate 3 in. (7.5 cm)
overlap. Staple through overlapped area, approximately
12 in. (30 cm) apart across entire REEPs width*
*NOTE: In adverse soil conditions longer staples/stakes or earth anchors
may be necessary to properly secure the RECPs.
MATTING DETAIL
N.T.S.
Channel Installation
The following channel guide outlines general recommendations for installing RollMax System temporary and/or permanent RECPs in
concentrated flow applications. Consult the staple pattern guide (Figure 1) for fastener spacing recommendations based
on the channel severity.
12 in.(]O cm)
6 in.
(15 cm)
6 in
(15 cm
Lu�I u
1 IIu
11-1 -,11-1/=li f
d1=11 11=11=
-11.=,111111=11.-'
1.=111, .n.
11=11;:. 1=11==1=III'
1=11=1 ?I1=11=11= -
-1111=11=1L-'
CRITICAL POINTS
A. Overlaps and Seams
B. Projected Water Line
C. Channel Bottom/Side Slope Vertices
Drawings Not To Scale
6 In.
(15 cm)
II=1II=1IbIbIIIb11=1llb
CHANNEL INSTALLATION STEPS
1. Prepare soil before Installing RECPs, Including any necessary
application of lime, fertilizer and seed.
2. Begin at the top of the channel by anchoring the RECPs in
a 6 in. (15 cm)deepx 6 in 15 cm)wide trench with approxi-
mately12 ( PP
mately12 in. (30 cm) of RECPs extended beyond the upslope
portion of the trench. For supplemental scour protection,
use RevetMexi" System ShoreMax`' Mat at the channel/
culvert outlet as needed. Anchor the RECPs with a row of
staples/stakes approxlmately12 in. (30 cm) apart in the
bottom of the trench. Backflll and compact the trench after
stapling, Apply seed to the compacted soil and fold the
remaining 12 in. (30 cm) portion of RECPs back over the seed
and compacted soil. Secure RECPs aver compacted soil with
a row of staples/stakes spaced approximately12 in, (30 cm)
apart across the width of the RECPs,
3. Roll center REEPs in direction of water flow in bottom of
channel, RECPs will unroll with appropriate side against the
soil surface. All RECPs must be securely fastened to soil
surface by placing staples/stakes in appropriate locations
as shown in the staple pattern guide.
Horizontal staple/stake spacing should be altered
if necessary to allow staples to secure the critical
points along the channel surface.
4. Place consecutive RECPs end -over -end (shingle style)
with a 4 in.-6 In, (10-15 cm) overlap. Use a double row of
staples staggered 4 in. (10 cm) apart and 4 in. (10 cm) on
center to secure RECPs.
5. Full-length edge of RECPs at top of side slopes must be
anchored with a row of staples/stakes a approximately
PP Y
12In. (30 cm) apart in a 6 in, (15 cm) deep x 6 in. (15 cm)
wide trench, Backfill and compact the trench after stapling.
6. Adjacent RECPs must be overlapped approximately 2 in,-
5 in. (5-12.5 cm) (depending on RECP type) and stapled"
7. In high flow channel applications a staple check slot is
recommended at 30 to 40 ft (9-12 m) intervals. Use a
double row of staples staggered 4 in, (10 cm) apart and
4 in. (10 cm) on center over entire width of the channel.
8. The terminal end of the RECPs must be anchored with a
row of staples/stakes approximately12 in. (30 cm) apart
in a 6 in. (15 cm) deep x 6 in. (15 cm) wide trench. Beckfill
and compact the trench after stapling.
*NOTE: In adverse soil conditions longer staples/stakes or earth anchors
may be necessary to properly secure the RECPs.
6.55
Rev. 6/06
Practice Standards and Specifications
ROCK PIPE INLET PROTECTION
Definition A horseshoe shaped rock dam structure at a pipe inlet with a sediment storage
area around the outside perimeter of the structure,
Purpose To prevent sediment from entering, accumulating in and being transferred
by a culvert or storm drainage system prior to stabilization of the disturbed
drainage area. This practice allows early use of the storm drainage system.
Conditions Where
Practice Applies
Planning
Considerations
Design Criteria
Rock pipe inlet protection may be used at pipes with a maximum diameter
of 36 inches. This inlet protection may be used to supplement additional
sediment traps or basins at the pipe outlet, or used in combination with an
excavated sediment storage area to serve as a temporary sediment trap. Pipe
inlet protection should be provided to protect the storm drainage system and
downstream areas from sedimentation until permanent stabilization of the
disturbed drainage area.
Do not install this measure in an intermittent or perennial stream.
When construction on a project reaches a stage where culverts and other storm
drainage stnictures are installed and many areas are brought to the desired
grade, there is a need to protect the points where runoff can leave the site
through culverts or stonn drains. Similar to drop and curb inlets, culverts
receiving runoff from disturbed areas can convey large amounts of sediment
to lakes or streams. Even if the pipe discharges into a sediment trap or basin,
the pipe or pipe system itself may clog with sediment.
When used in combination with an excavated sediment storage area to serve
as a temporary sediment trap, the design criteria for temporary sediment traps
must be satisfied. The maximum drainage area should be 5 acres, and 3600
cubic feet of sediment storage per acre of disturbed drainage area should be
provided.
The minimum stone height should be 2 feet, with side slopes no steeper than
2:1. The stone "horseshoe" around the pipe inlet should be constructed of
Class B or Class I riprap, with a minimum crest width of 3 feet. The outside
face of the riprap should be coved with a 12-inch thick layer of #5 or #57
washed stone.
In preparingPlans for rock pipe inlet protection, it is important to protect the
embankment over the pipe from overtopping. The top of the stone should be a
minimum of 1 foot below the top of the fill over the pipe. The stone should tie
into the fill on both sides of the pipc. The inside toc of the stone should be no
closer than 2 feet from the culvert opening to allow passage of high flows.
The sediment storage area should be excavated upstream of the rock pipe inlet
protection, with a minimum depth of 18 inches below grade.
6.55.1
6
Class B Riprap
Flow
3
Sediment
torag
I
e Zone 2
Zone 1.5'
. Sediment Depth"
Natural Ground
Riprap
Headwall
Figure 6.55a Rock pipe inlet protection plan view and cross-section view
6.55.2
Pipe Invert
ipe
Filter Berm NC
DOT #5 or #57
washed stone
Natural Ground
Riprap Headwall, 1' min
height from road shoulder
ld
y
Rev. 6/06
Practice Standards and Specifications
Rev. 6/06
Construction
Specifications
Maintenance
1. Clear the area of all debris that might hinder excavation and disposal of
spoil.
2. Install the Class B or Class I riprap in a semi -circle around the pipe
inlet. The stone should be built up higher on each end where it ties into the
embankment. The minimum crest width of the riprap should be 3 feet, with a
minimum bottom width of 11 feet. The minimum height should be 2 feet, but
also 1 foot lower than the shoulder of the embankment or diversions.
3. A 1 foot thick layer of NC DOT #5 or #57 stone should be placed on the
outside slope of the riprap.
4. The sediment storage arca should be excavated around the outside of the
stone horseshoe 18 inches below natural grade.
5. When the contributing drainage area has been stabilized, fill depression
and establish final grading elevations, compact area properly, and stabilize
with ground cover.
Inspect rock pipe inlet protection at least weekly and after each significant (Y
inch or greater) rainfall event and repair immediately. Remove sediment and
restore the sediment storage area to its original dimensions when the sediment
has accumulated to one-half the design depth of the trap. Place the sediment
that is removed in the designated disposal arca and replace the contaminated
part of the gravel facing.
Check the structure for damage. Any riprap displaced from the stone horseshoe
must be replaced immediately.
After all the sediment -producing areas have been pennanently stabilized,
remove the structure and all the unstable sediment. Smooth the area to
blend with the adjoining areas and provide permanent ground cover (Surface
Stabilization).
References Inlet protection
6.52, Block and Gravel Inlet Protection (Temporary)
Sediment Trap and Barriers
6.60, Temporary Sediment Trap
Surface Stabilization
6.15, Riprap
North Carolina Department of Transportation
Erosion & Sedimentation Guidelines for Division Maintenance Operation,
1993.
Virginia Erosion and Sediment Control Handbook. 1992. STD & SPEC
3.08, Culvert Inlet Protection. pages III-46 - I11-51 (Culvert Inlets Sediment
Trap).
6.55.3
WGLA
Engineering
WGLA ENGINEERING, PLLC
724 5th AVENUE WEST
HENDERSONVILLE, NC 28739
[phone]
WGLA.COM
NC LICENSE P-1342
HAYWOO D
PARK
SUBDIVISION
HENDERSONVILLE
HENDERSON COUNTY
NORTH CAROLINA
o\\1111111///,
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7/7 4- L. DERV .,.\ \.
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10/31/2022
REVISIONS
DATE
DESCRIPTION
m -11..kIVI
Know what's below.
Call before you dig.
PROJECT NUMBER: 22130
DATE: 10-31-22
DRAWN BY: JRC
CHECKED BY: JLD
GRADING,
DRAINAGE, AND
EROSION CONTROL
DETAILS
0-303
SCALE: AS NOTED

DocuSign Envelope ID: A0150924-C70B-4BB9-838F-BDE6456F3181
WGLA
SELF -INSPECTION,
SECTION A: SELF -INSPECTION
PART III
RECORDKEEPING AND REPORTING
normal business hours in accordance with the table
site conditions would cause the safety of the inspection
may be delayed until the next business day on
In addition, when a storm event of equal to or
of normal business hours, the self -inspection shall be
of the next business day. Any time when inspections
Inspection Record.
Self
below.
personnel
which
greater
performed
were
-inspections are required during
When adverse weather or
to be in jeopardy, the inspection
it is safe to perform the inspection.
than 1.0 inch occurs outside
upon the commencement
delayed shall be noted in the
Inspect
Frequency
(during normal
business hours)
Inspection records must include:
(1) Rain gauge
maintained in
good working
order
Daily
Daily rainfall amounts.
If no daily rain gauge observations are made during weekend or
holiday periods, and no individual -day rainfall information is
available, record the cumulative rain measurement for those un-
attended days (and this will determine if a site inspection is
needed). Days on which no rainfall occurred shall be recorded as
"zero." The permittee may use another rain -monitoring device
approved by the Division.
(2) E&SC
Measures
At least once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
1. Identification of the measures inspected,
2. Date and time of the inspection,
3. Name of the person performing the inspection,
4. Indication of whether the measures were operating
properly,
5. Description of maintenance needs for the measure,
6. Description, evidence, and date of corrective actions taken.
(3) Stormwater
discharge
outfalls (SDOs)
At least once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
1. Identification of the discharge outfalls inspected,
2. Date and time of the inspection,
3. Name of the person performing the inspection,
4. Evidence of indicators of stormwater pollution such as oil
sheen, floating or suspended solids or discoloration,
5. Indication of visible sediment leaving the site,
6. Description, evidence, and date of corrective actions taken.
(4) Perimeter of
site
At least once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
If visible sedimentation is found outside site limits, then a record
of the following shall be made:
1. Actions taken to clean up or stabilize the sediment that has left
the site limits,
2. Description, evidence, and date of corrective actions taken, and
3. An explanation as to the actions taken to control future
releases.
(5) Streams or
wetlands onsite
or offsite
(where
accessible)
At least once per
7 calendar days
and within 24
hours of a rain
event > 1.0 inch in
24 hours
If the stream or wetland has increased visible sedimentation or a
stream has visible increased turbidity from the construction
activity, then a record of the following shall be made:
1. Description, evidence and date of corrective actions taken, and
2. Records of the required reports to the appropriate Division
Regional Office per Part III, Section C, Item (2)(a) of this permit.
(6) Ground
stabilization
measures
After each phase
of grading
1. The phase of grading (installation of perimeter E&SC
measures, clearing and grubbing, installation of storm
drainage facilities, completion of all land -disturbing
activity, construction or redevelopment, permanent
ground cover).
2. Documentation that the required ground stabilization
measures have been provided within the required
timeframe or an assurance that they will be provided as
soon as possible.
NOTE: The rain inspection resets the required 7 calendar day inspection requirement.
SELF -INSPECTION, RECORDKEEPING
SECTION B: RECORDKEEPING
PART III
AND REPORTING
deviation shall be kept on the site. The
throughout the coverage under this permit.
plan shall be kept on site and available for
hours.
1.
2.
3.
E&SC Plan Documentation
The approved E&SC plan as well as any approved
approved E&SC plan must be kept up-to-date
The following items pertaining to the E&SC
inspection at all times during normal business
Item to Document
Documentation Requirements
(a) Each E&SC measure has been installed
and does not significantly deviate from the
locations, dimensions and relative elevations
shown on the approved E&SC plan.
Initial and date each E&SC measure on a copy
of the approved E&SC plan or complete, date
and sign an inspection report that lists each
E&SC measure shown on the approved E&SC
plan. This documentation is required upon the
initial installation of the E&SC measures or if
the E&SC measures are modified after initial
installation.
(b) A phase of grading has been completed.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate completion of the
construction phase.
(c) Ground cover is located and installed
in accordance with the approved E&SC
plan.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate compliance with approved
ground cover specifications.
(d) The maintenance and repair
requirements for all E&SC measures
have been performed.
Complete, date and sign an inspection report.
(e) Corrective actions have been taken
to E&SC measures.
Initial and date a copy of the approved E&SC
plan or complete, date and sign an inspection
report to indicate the completion of the
corrective action.
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.
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.
PART III
SELF -INSPECTION, RECORDKEEPING AND REPORTING
SECTION C: REPORTING
1.
2.
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.
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.
Occurrence
Reporting Timeframes (After Discovery) and Other Requirements
(a) Visible sediment
deposition in a
stream or wetland
• Within 24 hours, an oral or electronic notification.
• Within 7 calendar days, a report that contains a description of the
sediment and actions taken to address the cause of the deposition.
Division staff may waive the requirement for a written report on a
case -by -case basis.
• If the stream is named on the NC 303(d) list as impaired for sediment -
related causes, the permittee may be required to perform additional
monitoring, inspections or apply more stringent practices if staff
determine that additional requirements are needed to assure compliance
with the federal or state impaired -waters conditions.
(b) Oil spills and
release of
hazardous
substances per Item
1(b)-(c) above
• Within 24 hours, an oral or electronic notification. The notification
shall include information about the date, time, nature, volume and
location of the spill or release.
(c) Anticipated
bypasses [40 CFR
122.41(m)(3)]
• A report at least ten days before the date of the bypass, if possible.
The report shall include an evaluation of the anticipated quality and
effect of the bypass.
(d) Unanticipated
bypasses [40 CFR
122.41(m)(3)]
• Within 24 hours, an oral or electronic notification.
• Within 7 calendar days, a report that includes an evaluation of the
quality and effect of the bypass.
(e) Noncompliance
with the conditions
of this permit that
may endanger
health or the
environment[40
CFR 122.41(I)(7)]
• Within 24 hours, an oral or electronic notification.
• Within 7 calendar days, a report that contains a description of the
noncompliance, and its causes; the period of noncompliance,
including exact dates and times, and if the noncompliance has not
been corrected, the anticipated time noncompliance is expected to
continue; and steps taken or planned to reduce, eliminate, and
prevent reoccurrence of the noncompliance. [40 CFR 122.41(I)(6).
• Division staff may waive the requirement for a written report on a
case -by -case basis.
NCGO1 SELF -INSPECTION, RECORDKEEPING AND REPORTING
EFFECTIVE: 04/01/19
Engineering
WGLA ENGINEERING, PLLC
724 5th AVENUE WEST
HENDERSONVILLE, NC 28739
[phone]
WGLA.COM
NC LICENSE P-1342
HAYWOO D
PARK
SUBDIVISION
HENDERSONVILLE
HENDERSON COUNTY
NORTH CAROLINA
SEAL =
= 1 041349 g =
%C 57%%;VGINE <(,-
''"� 9 L. DERV \,.\ ,.
10/31/2022
REVISIONS
DATE
DESCRIPTION
-..„Ap5,0
Know what's below.
Call before you dig.
PROJECT NUMBER: 22130
DATE: 10-31-22
DRAWN BY: JRC
CHECKED BY: JLD
GRADING,
DRAINAGE, AND
EROSION CONTROL
DETAILS
0-304
SCALE: AS NOTED

DocuSign Envelope ID: A0150924-C7OB-4BB9-838F-BDE6456F3181
WGLA
GROUND STABILIZATION AND MATERIALS HANDLING PRACTICES FOR COMPLIANCE WITH
THE NCGO1 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 NCGO1 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.
SECTION E: GROUND STABILIZATION
Required Ground Stabilization Timeframes
Stabilize within this
Site Area Description
many calendar
Timeframe variations
days after ceasing
land disturbance
(a) Perimeter dikes,
swales, ditches, and
perimeter slopes
7
None
(b) High Quality Water
7
None
(HQW) Zones
(c) Slopes steeper than
3:1
7
If slopes are 10' or less in length and are
not steeper than 2:1, 14 days are
allowed
-7 days for slopes greater than 50' in
length and with slopes steeper than 4:1
(d) Slopes 3:1 to 4:1
14
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW
Zones
-10 days for Falls Lake Watershed
(e) Areas with slopes
-7 days for perimeter dikes, swales,
ditches, perimeter slopes and HQW Zones
flatter than 4:1
14
-10 days for Falls Lake Watershed unless
there is zero slope
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.
GROUND STABILIZATION SPECIFICATION
Stabilize the ground sufficiently so that rain will not dislodge the soil. Use one of the
techniques in the table below:
Temporary Stabilization
Permanent Stabilization
• Temporary grass seed covered with straw or
• Permanent grass seed covered with straw or
other mulches and tackifiers
other mulches and tackifiers
• Hydroseeding
• Geotextile fabrics such as permanent soil
• Rolled erosion control products with or
reinforcement matting
without temporary grass seed
• Hydroseeding
• Appropriately applied straw or other mulch
• Shrubs or other permanent plantings covered
• Plastic sheeting
with mulch
• Uniform and evenly distributed ground cover
sufficient to restrain erosion
• Structural methods such as concrete, asphalt or
retaining walls
• Rolled erosion control products with grass seed
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.
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.
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.
o O O O
\V V/
0> <�
SILT FENCE
0> <
o%o o`o
"-A
CONCRETE
WASHOUT
[SANDBAGS (TYP.)
OR STAPLES
CLEARLY MARKED SIGNAGE
NOTING DEVICE (18"X24" MIN.)
PLAN
1:1
SIDE SLOP
(TYP
ONSITE CONCRETE WASHOUT
STRUCTURE WITH LINER
HIGH
COHESIVE &
LOW FILTRATION
SOIL BERM
10 MIL
PLASTIC
LINING
SANDBAGS (TYP.)
OR STAPLES
SECTION A -A
NOTES:
1. ACTUAL LOCATION DETERMINED IN FIELD
2. THE CONCRETE WASHOUT STRUCTURES SHALL
BE MAINTAINED WHEN THE LIQUID AND/OR SOLID
REACHES 75% OF THE STRUCTURES CAPACITY.
3.CONCRETE WASHOUT STRUCTURE NEEDS TO BE
CLEARY MARKED WITH SIGNAGE NOTING DEVICE.
BELOW GRADE WASHOUT STRUCTURE
NOT TO SCALE
10'
MIN
.B
AAAA
<O(DV �V/0
<0> <O
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CONCRETE
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SANDBAGS (TYP.)
OR STAPLES
CLEARLY MARKED SIGNAGE
NOTING DEVICE (18"X24" MIN.)
PLAN
10 MIL
PLASTIC LINING
1:1 SIDE SLOP
l()
SECTION B-B
SANDBAGS (TYP.)
ORHRGH STAPLES
COHESIVE &
LOW FILTRATION
SOIL BERM
NOTES:
1. ACTUAL LOCATION DETERMINED IN
FIELD
2. THE CONCRETE WASHOUT
STRUCTURES SHALL BE MAINTAINED
WHEN THE LIQUID AND/OR SOLID
REACHES 75% OF THE STRUCTURES
CAPACITY TO PROVIDE ADEQUATE
HOLDING CAPACITY WITH A MINIMUM 12
INCHES OF FREEBOARD.
3.CONCRETE WASHOUT STRUCTURE
NEEDS TO BE CLEARY MARKED WITH
SIGNAGE NOTING DEVICE.
ABOVE GRADE WASHOUT STRUCTURE
NOT TO SCALE
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.
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.
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.
NCGO1 GROUND STABILIZATION AND MATERIALS HANDLING
EFFECTIVE: 04/01/19
Engineering
WGLA ENGINEERING, PLLC
724 5th AVENUE WEST
HENDERSONVILLE, NC 28739
[phone]
WGLA.COM
NC LICENSE P-1342
HAYWOO D
PARK
SUBDIVISION
HENDERSONVILLE
HENDERSON COUNTY
NORTH CAROLINA
,,,,1111111,,,,,
SEAL =
= 1 041349 g =
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/ / //11111111\\
10/31/2022
REVISIONS
DATE
DESCRIPTION
-ftilp5„,,
Know what's below.
Call before you dig.
PROJECT NUMBER: 22130
DATE: 10-31-22
DRAWN BY: JRC
CHECKED BY: JLD
GRADING,
DRAINAGE, AND
EROSION CONTROL
DETAILS
0-305
SCALE: AS NOTED

REVISIONS
0'
oo
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I
END CONSTRUCTION
SPECIAL LATERAL BASE DITCH
LATERAL 'V' DITCH
-
a (Not to Scale) W
(Not to Scale)
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BM#28
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n�'
'
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50°59'31"
�
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j �
b=See Below
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96 CMPII
-
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1 -YS- -/
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B=3 Ft.
1\
Type of Liner=CLASS 1 RIPRAP
26.5' +
Type of Liner= Class !Rip -Rap
Prop.
Ditch Exist. Ditch Bed
\
26.5' STONE HW
STONE HW
35 TONS, 49 SY GEO
-L- STA. 175+50 TO 175+97 LT (b=5')
.1
7' CONC WW
! I 4' CONC WW -L- STA. 174+04 TO 175+50 LT-L-
II II.
(SEE XSCS FOR DITCH GRADES)
-DR1- STA. 12+41 TO 12+86 LT
(SEE PFL FOR DITCH GRADE)
STA. 182+50 LT -L- STA. 187+22 TO 189+00 LT (b=2') -L- STA 177+72(73' RT) TO 177+74(86' RT)
(SEE PFL FOR DITCH GRADES) (SEE PFL FOR CHANNEL CHANGE GRADE)
DETAIL 18A
DETAIL 18B
DETAIL 18C
DETAIL 18G
DETAIL 181
DETAIL 18E
LATERAL BASE DITCH
( Not to Scale)Not
LATERAL BASE DITCH
to Scale)Not
(
BERM BASE DITCH
to Scale
( ) b
uJ
BERM DITCH z
,
Q ( Not to Scale) J
w
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( Not to Scale)at
BANK STABILIZATION
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D=1.5 Ft.
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B=4 Ft.B
B=3 Ft.Min.
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Length = 88 Ft.
b=5 Ft.
Length =150 Ft.
Min. d=1.5 Ft.
B = 3 Ft.
10.o'v.C. ? j D
L STA 177+74(86' RT) TO 177+79(97' RT)
-
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b=5 Ft.
Min.D=1.0 Ft.
Type of Liner= Class B Rip-Rap,4 TONS
FOR -L- PROFILE, SEE SHEET NO. 31
(SEE PFL FOR DITCH GRADE) (SEE PFL FOR DITCH GRADE)
Type of Liner= Class I Rip -Rap
L STA. 175+92 TO 175+99 LT
124 TON, 174 SY GEO
STA. 183+74 TO 183+97 LT
FOR -Y5- PROFILE, SEE SHEET NO. 35
-L-
STA. 181 00 TO LT
-L- + 182 + 56 -L- STA. 183 + 97 TO 186+00 LT
(SEE XSCS FOR DITCH GRADES)
STA. 186+00 TO 186 + 90 LT
FOR -DR1- PROFILE, SEE SHEET NO. 37
-L-
(SEE PFL FOR DITCH GRADE)

C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below
for your project (check all that apply):
❑ Buffers ❑ Open Waters ❑ Pond Construction
X Wetlands X Streams — tributaries
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a.
Wetland impact
number
Permanent (P) or
Temporary (T)
2b.
Type of impact 1
2c.
Type of wetland
2d.
Forested
2e.
Type of jurisdiction
Corps (404,10) or
DWQ (401, other)
2f.
Area of
impact
(acres)
W1 P
Fill
Bottomland Hardwood Forest
No
Corps
0.147
W2 P
Fill
Bottomland Hardwood Forest
No
Corps
0.001
W3 T
Excavation
Bottomland Hardwood Forest
No
Corps
0.003
W4 T
Excavation
Bottomland Hardwood Forest
No
Corps
0.002
W5 P
Fill
Headwater Wetland
No
Corps
0.318
W6 -
Choose one
Choose one
Yes/No
-
2g. Total Wetland Impacts:
0.471
2h. Comments:
0.025 Ac of non-404 regulated wetlands (WD and WD) are proposed to be filled; automatically authorized under NJGP100000 (pending AJD approval).
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a.
Stream impact
number
Permanent (P) or
Temporary (T)
3b.
Type of impact
3c.
Stream name
3d.
Perennial (PER) or
intermittent (INT)?
3e.
Type of
jurisdiction
3f.
Average
stream
width
(feet)
3g.
Impact
length
(linear
feet)
S1 T
Excavation
SA -UT Mill Pond Creek
PER
Corps
6
27.0
S2 T
Excavation
SA -UT Mill Pond Creek
PER
Corps
6
21.7
S3 -
Choose one
-
-
S4 -
Choose one
-
-
S5 -
Choose one
-
-
S6 -
Choose one
-
-
3h. Total stream and tributary impacts
48.7
3i. Comments:
S1 and S2 are for underground utility line crossings; no permanent loss of stream bed.
Page 4 of 10
PCN Form — Version 1.4 January 2009

PROPOSED PUBUC
GRAVITY SEWER
(TYP)
IMPACT W3 — TEMPORARY
UTIUTY CONSTRUC110N
IMPACT TO WETLAND WATERS
(SEE NOTE 1)(0.003 AC *)
IMPACT W4 — TEMPORARY
UTIUTY CONSTRUC110N
IMPACT TO WETLAND WATERS
(SEE NOTE 1)(0.002 AC ±)
IMPACT S1 — TEMPORARY
U11UTY CONSTRUC110N
IMPACT TO NON —WETLAND
WATERS 3
(0.003 AC ±, 27.0 LF) )
IMPACT S2 — TEMPORARY
UTIUTY CONSTRUC110N
IMPACT TO NON —WETLAND
WATERS
(0.003 AC *, 21.7 LF)
0.93 AC
LOT:10
1.01 AC
LOT:16
1.42 AC
LOT: 4
1.25 AC
LOT:2
0.59 AC
0.57 AC
LOT:11
0.53 AC
LOT:17
0.59 AC
LOT:6
0.59 AC
LOT:12
0.50 AC
0.64 AC
LOT:13
0.56 AC
PROPOSED PRIVATE
STORM WATER PIPE
(TYP)
IMPACT W5 — PERMANENT
ROADWAY CONSTRUC110N
IMPACT TO WETLAND WATERS
(0.318 AC t)
EXISTING NON —JURISDICTIONAL
• I Minn HOMERND TO BE FILLED CONSTRUC110N
FOR
An
I I
1 I ,h
3 I
1 I
GRAPHIC SCALE
150
300
( IN FEET )
M
LOT:8
0.64 AC
PROPOSED ROADWAY
(TYP)
EXISTING WATER —
MAIN (TYP)
EXISTING NON —JURISDICTIONAL
WETLAND TO BE FILLED FOR
U11UTY CONSTRUC110N
0.64 AC
LOT:14
0.82 AC
IMPACT W2 — PERMANENT
RESIDENTIAL CONSTRUCTION
IMPACT TO WETLAND WATERS
(0.001 AC t)
LOT: 18
1.02 AC
LOT:15
0.95 AC
PROPOSED PUBUC
WATER EXTENSION
(TYP)
LOT:19
0.92 AC
NN
IMPACT WI —PERMANENT
RESIDENTIAL CONSTRUC110N
IMPACT TO WETLAND WATERS
(0.147 AC ±)
NOTES:
1—TEMPORARY DISTURBED WETLAND AREAS WALL HAVE WETLAND
SOILS RETURNED TO PRE —CONSTRUCTION GRADE. TEMPORARY
DISTURBED WETLANDS WILL BE RE —VEGETATED MTH A NA11VE
WETLAND SEED MIX (ERNMX-308 NC PIEDMONT FACW MIX,
ERNMX-305 NC MOUNTAIN FACW MIX. OR EQUIVALENT) AND
STABIUZED WITH COIR MATTING.
EXISTING STREAM SURVEYED
BY ASSOCIATED LAND SURVEYORS
LEA
PERMANENT IMPACT
TEMPORARY IMPACT
NON —JURISDICTIONAL IMPACT
UNIMPACTED WETLAND
JURISDICTIONAL WATER OF THE US
STREAM
WETLAND
IMPACTED LF
IMPACTED AC
WA
WA
WB
IMPACTED AC
SA 48.7(TEMPORARY) .006 (TEMPORARY)
SB 0 0
.148(PERMANENT)
.005 (TEMPORARY)
.318(PERMANENT)
TOTAL TEMPORARY 48.7
TOTAL PERMANENT 0
0.006
0
0.005
0.466
WGLA
Engineering
WGLA ENGINEERING, PLLC
724 5th AVENUE WEST
HENDERSONVILLE, NC 28739
[phone]
WGLA.COM
NC LICENSE P-1342
HAYWOOD PARK
SUBDIVISION
HENDERSON COUNTY
NORTH CAROLINA
\\ \\1111111111 �, /
e i rm tvy
NQcor
Construction
L. DE-\; ,
REVISIONS
DATE
DESCRIP110N
Know what's below.
Call before you dig.
PROJECT NUMBER: 22130
DATE: 1-16-23
DRAWN BY: JRC
CHECKED BY: JLD
STREAM IMPACTS
FIGURE 5.0
SCALE: 1 "=150'

ision\dwgAStream Impact Exhi
\ USERS \Jared\Graef —Ha ywood Crossing
NATURAL GROUND
1—.1 1~
2+ NDO 2A.'::
CB ,` EXCAVATED
�•�� 4 MATERIAL
TEMP. 18' CMP FOR
STREAM FLOW
FILTER FABRIC
CLASS B RIPRAP (REMOVE AFTER
CONSTRUCTION CR REUSE FOR
STREAM BANK STABILIZATION)
6' OF #57
WASHED STONE
WIDTH
VA ES
10'
SECTION B—B
NOTE ALL DISCHARGE FROM DEWATERING THE WORK
AREA SHALL BE PUMPED TO EITHER A TEMPORARY
SEDIMENT TRAP OR DEWATERING SILT BAG PER DETAILS
4' MIN.
2'
SECTION A —A
TEMP. 18- CMP FOR STREAM FLOW
SANDBAGS
STREAM BED
PROPOSED
WATER OR SEWER UNE
NOTE: STABIUZE STREAM BANK PER
DETAIL AFTER PIPE INSTALLATION
6" OF #57 WASHED STONE
B
B
NATURAL
GROUND
EXTEND FILTER FABRIC 12'
INTO CHANNEL BANK
CLASS 8 RIPRAP
(18' MINIMUM THICKNESS)
PLAN
FILTER FABRIC BLANKET
(MIRAFI 140N OR APPROVED
EOUAL)
TOP STREAM BANK
7
A
ANDBAGS
TEMP. 18' CMP FOR
STREAM FLOW
PROPOSED
WATER OR SEWER UNE
RIPRAP DAM
DATE: 01/12/2019 SS-D DWG. NO. 21
SCALE: NOT TO SCALE
City of Hendersonville Engineering Department
305 Williams Street
Hendersonville, NC 28792
[phone] (office)
www.cityofhendersonville.org
WGLA
Engineering
SMALL CREEK CROSSING
WGLA ENGINEERING, PLLC
724 5th AVENUE
HENDERSONVILLE, NC 28739
[phone]
WGLA.COM
NC LICENSE P-1342
HAYWOOD PARK
SUBDIVISION
Henderson County
North Carolina
Stream
Impacts
Figure 5.1
Job #: 22130
Date: 10-31-22
Scale: NTS

NOTE:
- MATTING SHALL BE COIR FIBER, 750 GRAM PER SQ.
METER WITH NOMINAL 0.50 IN. OPENING SIZE.
- TO BE USED FOR MINOR STREAM CROSSING LOCATIONS.
- SEEDING TO BE RIPARIAN MIX (ERNST MIX 304, ERNST
MIX 307 OR EQUIVALENT)
ANCHOR MATTING
IN 8" TRENCH
1' MIN.
I -I
SMOOTH SURFACE, REMOVE ALL
DEBRIS AND SEED/MULCH
BEFORE
PLACING MATTING
2:1 MAX SLOPE FOR SIDE OF BANK
MATTING ANCHORED 1' BELOW
STREAM OR WETLAND BED
WGLA
Engineering
MATTING PLACED FLUSH WITH BANK SURFACE, LAP
OVER DOWNSTREAM/DOWN SLOPE SEAMS
12" WOOD STAKE PLACED IN
3' O.C. DIAMOND PATTERN
STREAM BED
EXTEND MATTING A MIN. OF
6" BELOW WETLAND BED.
STREAM BANK STABILIZATION DETAIL
NOT TO SCALE
C
0\\0\11111 iii
if
CAR ///
/
NotFor
L.DE
WGLA ENGINEERING, PLLC
724 5th AVENUE
HENDERSONVILLE, NC 28739
[phone]
WGLA.COM
NC LICENSE P-1342
HAYWOOD PARK
SUBDIVISION
Henderson County
North Carolina
Stream
Impacts
Figure 5.2
Job #: 22130
Date: 10-31-22
Scale: NTS

Watershed Management (Low Density) Permit
Permit WSWS 2022-11-01
HENDERSON COUNTY
WATERSHED MANAGEMENT PERMIT
LOW DENSITY RESIDENTIAL SUBDIVISION
VEGETATIVE SWALES W/O CURB & GUTTER
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules and Regulations
PERMISSION IS HEREBY GRANTED TO
Haywood Park, LLC
Haywood Park Subdivision (20 Lot)
3676 Haywood Rd, Hendersonville, NC
Includes REID: 1009440; 1007063; 1007064; 1008510; 1008511; 1009439; 1009441
Permit Number: WSWS-2022-11-01
FOR THE
construction, operation, and maintenance of a low -density development utilizing vegetated conveyances
and piping (where unavoidable) and discharged to unnamed tributary in compliance with the provisions
set forth in Henderson County Code Chapter 42 Land Development Code Article VIII Sub -part B as
amended as well as Article 21 of Chapter 143 of the North Carolina General Statutes (hereafter referred to
as the "water supply watershed rules") and the approved water supply watershed management plans and
specifications and other supporting data on file with by the Henderson County Site Development
Department, Water Supply Watershed Management Program and considered a part of this perniit.
The Permit shall be effective from the date of issuance until rescinded and shall be subject to the
following specific conditions and limitations:
I. DESIGN STANDARDS
1. This permit covers the construction of 212,121 square feet of permanent built- upon area
(impervious surface) on this 20.39-acre tract of land.
2. The overall tract built -upon area percentage for the project must be maintained at or
below 24%, as required by Section 15A NCAC 02B.0624 of the stormwater rules for the
Upper French Broad River - Water Supply Watershed WS-IV protected area (WS-IV-P).
3. Approved plans and specifications for projects covered by this permit are incorporated by
reference and are enforceable parts of the permit and shall be kept on file by the permittee
at all times.
4. The only runoff conveyance systems allowed will be vegetated conveyances such as
swales with minimum side slopes of 3:1 (H:V) as defined in the stormwater rules and
approved by this division.
5. No piping is allowed except that minimum amount necessary to direct runoff beneath an
impervious surface such as a road or to provide access.
6. The built -upon areas associated with this project shall be located at least 30 feet landward
of all perennial and intermittent surface waters.
Page 1 of 5

Watershed Management (Low Density) Permit
Permit WSWS 2022-11-01
7. All temporary built -upon area that is not shown on the approved stormwater plan as a
permanent built -upon area, and that is shown on the approved sedimentation erosion
control plan, shall be removed and the area restored to a vegetated state when that area is
no longer needed, or prior to final inspection per the requirements of the approved
sedimentation erosion control plan, or within 30 days of project completion, whichever
occurs first.
IL SCHEDULE OF COMPLIANCE
1. The permittee is responsible for verifying that the proposed built -upon area does not
exceed the allowable built -upon area.
2. The Water Quality Administrator may notify the permittee when the permitted site does
not meet one or more of the minimum requirements of the permit. Within the time frame
specified in the notice, the permittee shall submit a written time schedule to the Water
Quality Administrator for modifying the site to meet minimum requirements. The
permittee shall provide copies of revised plans and certification in writing to the Water
Quality Administrator that the changes have been made.
3. This project may not be sold or subdivided in whole or in part without first receiving a
permit modification from this agency.
4. Prior to the subdivision and/or sale of this project, in whole or in part, the following deed
restrictions must be recorded with the Office of the Register of Deeds for Henderson
County:
a) The following covenants are intended to ensure ongoing compliance with Local
Program Watershed Management Permit Number 2022-11-01, as issued by the
Site Development Department, Water Supply Watershed Management program
b) Henderson County Site Development Department is made a beneficiary of these
covenants to the extent necessary to maintain compliance with the watershed
management permit.
c) These covenants are to run with the land and be binding on all persons and parties
claiming under them.
d) The covenants pertaining to stormwater management may not be altered or
rescinded without the express written consent of the Site Development
Department, Water Supply Watershed Management program.
e) Alteration of the drainage as shown on the plans may not take place without the
concurrence of the Site Development Department, Watershed Management
Program.
f) This project is permitted for a maximum of 212,121 square feet of built upon area.
Construction of additional built upon area in excess of this amount will require a
permit modification.
g)
This project may not be sold or subdivided in whole or in part without first
receiving a permit modification from the Site Development, Watershed
Management Program.
h) Construction of additional impervious areas such that low -density requirements
are no longer met will require a permit modification prior to construction. An
engineered system will be required to collect and treat the runoff from all built
upon areas associated with the project, including that area permitted under the
low -density option.
Page 2 of 5

Watershed Management (Low Density) Permit
Permit WSWS 2022-11-01
j)
Filling in or piping of any vegetative conveyances (ditches, swales, etc.)
associated with this development, except for average driveway crossings, is
strictly prohibited by any persons.
The built upon area shall be located a minimum of 30 feet landward of all
perennial and intermittent surface waters.
5. A copy of the recorded restrictions must be received in this Office within 30 days of the
date of sale.
6. Filling in or piping of any vegetative conveyances (ditches, swales, etc.) associated with
the permitted development, except for average driveway crossings, is strictly prohibited
by any persons.
7. The permittee shall submit to the Water Quality Administrator and shall have received
approval for revised plans, specifications, and calculations prior to construction, for any
modification to the approved plans, including, but not limited to, those listed below:
a. Any revision to the approved plans, regardless of size.
b. Project name change.
c. Transfer of ownership.
d. Redesign or addition to the approved amount of built -upon area.
e. Further subdivision, acquisition, or sale of the project area in whole or in part.
The project area is defined as all property owned by the permittee, for which
Sedimentation and Erosion Control Plan approval was sought.
f. Filling in, altering or piping any vegetative conveyance shown on the approved
plan.
8. Swales and other vegetative conveyances shall be constructed in their entirety, vegetated,
and be operational for their intended use prior to the construction of any built upon
surface.
9. During construction, erosion shall be kept to a minimum and any eroded areas of the
swales or other vegetated conveyances will be repaired immediately.
10. The permittee shall at all times provide the operation and maintenance necessary to
operate the permitted stormwater management systems at optimum efficiency to include:
a. Inspections
b. Sediment removal.
c. Mowing, and re -vegetating of the side slopes.
d. Immediate repair of eroded areas.
e. Maintenance of side slopes in accordance with approved plans and specifications.
11. Within 30 days of completion of the project, the permittee shall certify in writing that the
project has been constructed in accordance with the approved plans. See attachments to
this permit for official forms.
12. The penmittee shall submit all information requested by the Water Quality Administrator
or his representative within the time frame specified in the written information request.
III. GENERAL CONDITIONS
1. This peiiiiit is not transferable to any person or entity except after notice to and approval
by the Water Quality Administrator. The Water Quality Administrator may require
modification or revocation and re -issuance of the permit to change the name and
incorporate such other requirements as may be necessary. In the event of a name or
Page 3 of 5

Watershed Management (Low Density) Permit
Permit WSWS 2022-11-01
ownership change, a completed Name/Ownership Change form, signed by both parties,
must be submitted to Henderson County Site Development Department, Watershed
Management Program, accompanied by the supporting documentation as listed on page
in the form. The approval of this request will be considered on its merits and may or may
not be approved.
2. The permittee is responsible for compliance with all permit conditions until the Water
Quality Administrator approves a request to transfer the permit. Neither the sale of the
project nor the transfer of common areas to a third party, such as a homeowner's
association, constitutes an approved transfer of the stormwater permit.
3. Failure to abide by the conditions and limitations contained in this permit may subject the
Permittee to an enforcement action by the Water Quality Administrator, in accordance
with Chapter 42 Land Development Code Article XII Enforcement, Violations, and
Appeals - §42-377 and N.C.G.S. 143-215.6A - 143-215.6C.
The issuance of this permit does not prohibit the Water Quality Administrator from
reopening and modifying the permit, revoking, and reissuing the permit, or terminating
the permit as allowed by the laws, rules, and regulations contained in Henderson County
Code Chapter 42 Land Development Code Article XII Enforcement, Violations, and
Appeals - §42-377, Session Law 2008-211 and Title 15A NCAC 2H.1000 of the North
Carolina Administrative Code Subchapter 2H.1000; and North Carolina General Statute
143-215.1 etal.
5. In the event that the facilities fail to perform satisfactorily, including the creation of
nuisance conditions, the Penmittee shall take immediate corrective action, including those
as may be required by the Water Quality Administrator, such as the construction of
additional or replacement stormwater management systems.
6. The permittee grants permission to Site Development Staff to enter the property during
normal business hours, for the purpose of inspecting all components of the stormwater
management facility.
7. The permit issued shall continue in force and effect until revoked or terminated. The
pen -nit may be modified, revoked, and reissued or terminated for cause. The filing of a
request for a permit modification, revocation and re -issuance, or termination does not
stay any permit condition.
8. Unless specified elsewhere, permanent seeding requirements for the swales must follow
the guidelines established in the North Carolina Erosion and Sediment Control Planning
and Design Manual.
9. Approved plans and specifications for this project are incorporated by reference and are
enforceable parts of the permit.
10. The issuance of this permit does not preclude the Permittee from complying with any and
all statutes, rules, regulations, or ordinances, which may be imposed by other government
agencies (local, state, and federal), which have jurisdiction.
11. The permittee shall notify Site Development in writing of any name, ownership, or
mailing address changes at least 30 days prior to making such changes.
12. NCDOT approved permit shall be provided to this office once received from DOT.
13. 401/404 approved permit shall be provided to the office once received from
USCOE/DWQ.
Page 4of5

Watershed Management (Low Density) Permit
Permit WSWS 2022-11-01
14. Planning Department approval for subdivision provided to the office once received from
Henderson County Planning Department.
Permit issued this the 21 st day of November 2022.
Natalie J Be
Water Quality Administrator
Site Development Department
Henderson County Government
I, certify that the project will be constructed in conformance with the approved plans, that the
required deed restrictions and protective covenants will be recorded, and that the proposed
project complies with the requirements of the applicable water supply watershed rules any other
applicable Henderson County water supply watershed requirements such as submitting the as -
built documents, and engineer certifications as described in this permit.
Developer/Owner/Applicant Name
Developer/Owner/Applicant Signature
Los 6e-
Attachments: HAYWOOD PARK SUBDIVISION LD DESIGNER AS -BUILT (REQUIRED)
12-22-2021 DOCUMENT
HAYWOOD PARK SUBDIVISION LD PERMITEE AS -BUILT (REQUIRED)
12-22-2021 DOCUMENT
HAYWOOD PARK SUBDIVISION GENERAL MDC AS -BUILT
(REQUIRED) 12-22-2021 DOCUMENT
Page 5 of 5