20200518 Ver 1_Updated Impacts Maps_20200529

From:
Jeffrey McDermott
To:
Standridae. Billy W CIV USARMY CESAW (USA)
Cc:
Scarbraugh, Anthony
Subject:
[External] RE: SAW-2018-02357 - Albemarle Beach Solar Site - completeness items
Date:
Friday, May 29, 2020 11:18:52 AM
Attachments:
imaae001.ona
Impacts Map 05292020.pdf
Jurisdictional Impacts Drawinas A&A - 05282020.pdf
Jurisdictional Impacts Report A&A - 05282020.pdf
• External email. Do not click links or open attachments unless you verify. Send all suspicious email as an
nt to reaort.spam
Billy,
Just submitted, but just in case here are the docs. Let me know if the online submission gets to you. Do we need to
set up an on -site meeting to review this in the field?
Thank You,
Jeffrey McDermott I Senior Environmental Specialist
0: [phone] C: [phone]
192 Raceway Drive, Mooresville, NC 28117
www.SunEnergyl.com [sunenergyl.comljeffrey.mcdermottPSunEnergyl.com
4EF41C>EFFr i" CQr ENE-1101L. #r
From: Standridge, Billy W CIV USARMY CESAW (USA) <[e-mail]>
Sent: Friday, May 29, 2020 8:36 AM
To: Jeffrey McDermott <[e-mail]>
Subject: RE: SAW-2018-02357 - Albemarle Beach Solar Site - completeness items
Good Morning Jeff,
I was going to check into that today to see. I'm assuming that any information submitted through
the link he sent you would make it to me as well. Please let me know once you submit it so I can
check to make sure I can access it.
Thanks,
ME
Billy W. Standridge
Regulatory Specialist
U.S. Army Corps of Engineers

Washington Regulatory Field Office
2407 W. 5th Street
Washington, NC 27889
[phone]
From: Jeffrey McDermott <Jeffrey.mcdermott(@sunenergyl.com>
Sent: Friday, May 29, 2020 8:27 AM
To: Standridge, Billy W CIV USARMY CESAW (USA) <Billy.W.StandridgePusace.army.mil>
Subject: [Non-DoD Source] RE: SAW-2018-02357 - Albemarle Beach Solar Site - completeness items
Good Morning Billy,
I hope you are doing well today. I have the supplemental information ready to submit for the Albemarle Beach
impacts. Do you have a link to submit additional information, or does it go through the same link that Anthony sent
to me?
Thank You,
Jeffrey McDermott Senior Environmental Specialist
0: [phone] C: [phone]
192 Raceway Drive, Mooresville, NC 28117
Blockedwww.SunEnergyl.com Jeffrey.mcdermott(@SunEnerg)ll.com
ERA" =" ESl
From: Standridge, Billy W CIV USARMY CESAW (USA) <Billy.W.Standridge(@usace.army.mil>
Sent: Monday, May 18, 2020 9:44 AM
To: Jeffrey McDermott <Jeffrey.mcdermott(@sunenerg)ll.com>
Cc: Scarbraugh, Anthony<anthony.scarbraugh(@ncdenr.gov>; Pullinger, Robert C
<chris.pullinger(@ncdenr.gov>
Subject: RE: SAW-2018-02357 - Albemarle Beach Solar Site - completeness items
Hi Jeff,
The mitigation would be required for the entire amount at a 2:1 ratio. If the project results in a loss
of 0.12 acres of wetlands, the required mitigation would be 0.24 non -riparian wetland credits.
Thanks,
ME
Billy W. Standridge

Regulatory Specialist
U.S. Army Corps of Engineers
Washington Regulatory Field Office
2407 W. 5th Street
Washington, NC 27889
[phone]
From: Jeffrey McDermott <Jeffrey.mcdermott(@sunenergyl.com>
Sent: Friday, May 15, 2020 11:11 AM
To: Standridge, Billy W CIV USARMY CESAW (USA) <Billy.W.StaInd ridge(@usace.army.mil>
Cc: Scarbraugh, Anthony <anthony.scarbraugh(@ncdenr.gov>; Pullinger, Robert C
<chris.pullinger(@ncdenr.gov>
Subject: [Non-DoD Source] RE: SAW-2018-02357 - Albemarle Beach Solar Site - completeness items
Good Morning Billy,
I hope you are well today. I have been given the OK to pay into the mitigation bank, for the impacts at Albemarle
Beach. I've minimized the impacts down to .12ac., but that might change slightly, as Mike Morway finishes up the
details for the culverts, and road accesses. Does mitigation get paid on the entire impact, or just the impact above
the threshold?
I appreciate your time.
Thank You,
Jeffrey McDermott , Senior Environmental Specialist
0: [phone] 1 C: [phone]
192 Raceway Drive, Mooresville, NC 28117
Blocked Blockedwww.SunEnergyl.com ieffrey.mcdermott(@SunEnergyl.com
From: Standridge, Billy W CIV USARMY CESAW (USA) <Billy.W.Standridge(@usace.army.mil>
Sent: Monday, May 4, 2020 4:05 PM
To: Jeffrey McDermott <ieffrey.mcdermott(@sunenergyl.com>
Cc: Scarbraugh, Anthony <anthony.scarbraugh(@ncdenr.gov>; Pullinger, Robert C
<chris.pullingerPncdenr.gov>
Subject: RE: SAW-2018-02357 - Albemarle Beach Solar Site - completeness items
Thanks for the additional information. I look forward to receiving the additional plans. Regarding
item 4 (mitigation): I agree that you have done a good job of avoiding and minimizing impacts to
waters and wetlands, and that is why I am not asking for additional avoidance. However, 0.1 acres of

wetland loss is the threshold for requiring compensatory mitigation for the nationwide permits and
it will be required for this project.
Thank you,
ME
From: Jeffrey McDermott <ieffrey.mcdermott(@sunenergyl.com>
Sent: Monday, May 4, 2020 2:49 PM
To: Standridge, Billy W CIV USARMY CESAW (USA) <Billy.W.Standridge(@usace.army.mil>
Cc: Scarbraugh, Anthony<anthony.scarbraugh(@ncdenr.gov>; Pullinger, Robert C
<chris.pullinger(@ncdenr.gov>
Subject: [Non-DoD Source] RE: SAW-2018-02357 - Albemarle Beach Solar Site - completeness items
Good Afternoon Billy,
I hope you had a great weekend. I have been trying to get back to the PCN form to double check the attachments
and information included in the submittal. I contacted Bev Strickland to assist me.
Otherwise, please see my answers and questions below.
Thank You,
Jeffrey McDermott I Senior Environmental Specialist
0: [phone] 1 C: [phone]
192 Raceway Drive, Mooresville, NC 28117
Blocked Blocked Blockedwww.SunEnergyl.com ieffrey.mcdermott(�SunEnergyl.com
S "*naorm " CQrVI=MCrgI— an= .1
From: Standridge, Billy W CIV USARMY CESAW (USA) <Billy.W.Standridge(@usace.army.mil>
Sent: Monday, May 4, 2020 11:29 AM
To: Jeffrey McDermott <ieffrey.mcdermott(@sunenergyl.com>
Cc: Scarbraugh, Anthony<anthony.scarbraugh(@ncdenr.gov>; Pullinger, Robert C
<chris.pullinger(@ncdenr.gov>
Subject: SAW-2018-02357 - Albemarle Beach Solar Site - completeness items
Good Morning Jeff,
I have completed my initial review of the PCN for the Albemarle Beach Solar site. Please address the
following items:

1. All of the impacts to wetlands/waters associated with this project appear to be road crossings
and culvert extensions. Are there any other impacts (including temporary) other than the road
crossings? (If the impacts are only from road crossings then we will evaluate this project
under NWP-14) The impacts to wetland/waters are all either culverts or short sections of
access roads through the wetlands. Any temporary crossings that we utilize will be non -
impact, as we will possibly use metal ramps to span certain sections of ditch. This doesn't
seem likely at this time though. It looks like the NWP-14 and NWP-12 are essentially identical,
as far as thresholds and general language.
2. 1 don't see any of the utility lines on the site plan. How will the electricity be transferred
offsite? Will there be any wetland impacts associated with utility lines? There are utility lines
shown on the plans. As soon as I have access to the PCN form, I will make sure that the
correct plans are available. All of the road impacts are due to the utility lines between the
arrays, and the substation located off of Mackey's Road. The transmission lines will then go
from the substation to the grid, directly off -site.
3. Please provide a more detailed design of the wetland crossings A,B, & C (the drawing should
include length and width of the road within the wetland). Please also provide a typical cross-
section drawing of the ditch and wetland road crossings. We currently have our civil engineer
working on the details of the crossings and typical cross -sections. We should have them by
the end of the week, or very early next week at the latest.
4. Impacts A, B, & C will result in the loss of more than 0.1 acres of the same wetland. Mitigation
will be required for these impacts at a 2:1 ratio. Please provide a mitigation plan to offset
these impacts. I checked RIBITS and it appears that this project is within the service area of
Great Dismal Swamp Restoration Bank. You can contact Ms. Beverly White at [phone]
Ext 105 gdsrb2(@Rmail.com to inquire about credit availability. I would like to entertain the
possibility of receiving an activity -specific waiver of the mitigation in reference to the access
road impacts. I feel like we have avoided and minimized our impacts to the greatest extent
possible, and keeping under .5ac. of impacts on a site that is 1,328ac. seems very reasonable,
and in no way excessive. In other types of development, the impacts that associated with a
site this large could be much, much greater.
5. 1 will need to coordinate with the NC SHPO office regarding the cultural resources/historic
properties survey. I will let you know if they require any additional information. I have
attached the SPHO documentation associated with the project, which includes the submitted
addendum to the Phase I Archaeological Survey, and the corresponding concurrence letter.
Even though it's labelled addendum, it does include the entire project outline.
Please address the above items at your earliest opportunity. The submittal will be considered
incomplete until all of the items are adequately addressed. Please let me know if you have any
questions.
Thanks,
Billy W. Standridge
Regulatory Specialist

U.S. Army Corps of Engineers
Washington Regulatory Field Office
2407 W. 5th Street
Washington, NC 27889
[phone]
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VICINITY MAP
SCALE 1 "=4000'
SITE NOTES-
1. DEVELOPER: SUN ENERGY 1, LLC
192 RACEWAY DRIVE
MOORESVILLE, NC 28117-6509
2. SUN ENERGY 1, LLC INTENDS TO CONSTRUCT THIS ±1149 ACRE SOLAR ENERGY FARM IN
WASHINGTON COUNTY. THE FACILITY IS BEING DESIGNED AND CONSTRUCTED BY
ALBEMARLE BEACH SOLAR, LLC.
3. BOUNDARY AND TOPOGRAPHIC SURVEY PROVIDED BY ROANOKE LAND SURVEYING.
4. PROJECT LEASE AREA AND SOLAR PANEL LAYOUT PROVIDED BY SUN ENERGY 1, LLC.
CONTRACTOR SHALL CONFIRM LEASE LINES AND SOLAR PANEL LAYOUTS PRIOR TO WORK
IN EACH PHASE.
5. WETLANDS / JURISDICTIONAL WATER DELINEATION PERFORMED BY TIMMONS GROUP (DATED
12/12/2019. FIELD LOCATIONS FOR THIS INFORMATION HAS BEEN PROVIDED BY SUN
ENERGY 1, LLC. INFORMATION SHOWN ON THIS PLAN IS BELIEVED TO BE ACCURATE, BUT
HAS NOT RECEIVED FINAL APPROVAL AT TIME OF DRAWING RELEASE. CONTRACTOR SHALL
VERIFY LIMITS OF APPROVED WETLAND DELINEATIONS AND OTHER JURISDICTIONAL
FEATURES.
6. UPON COMPLETION OF SECTIONS OF INSTALLATION OF SOLAR PANEL ARRAYS, THE SITE
SHALL BE PERMANENTLY VEGETATED.
OWNERS AND PROPERTY INFORMATION:
TRACT 1 -VL DIRECTOR LAND HOLDINGS, LLC
192 RACEWAY DRIVE, MOORESVILLE, NC
28117
PIN NO. 6799-10-7575, RECORDED IN D.B. 509,
PG. 102
PROPERTY LOCATION: WOODLAWN ROAD / SR 133
TRACT 2 -VL DIRECTOR LAND HOLDINGS, LLC
192 RACEWAY DRIVE, MOORESVILLE, NC
28117
PIN NO. 6798-49-4445, RECORDED IN D.B. 509,
PG. 102
PROPERTY LOCATION: WOODLAWN ROAD / SR 1331
TRACT 3 - ERIC M. STALLINGS
218 WASTHAVEN DRIVE, PLYMOUTH, NC
27962
PIN NO. 6799-50-3541, RECORDED IN D.B. 506,
PG. 895
PROPERTY LOCATION: DAVIS ROAD / SR 1332
TRACT 4 -GRAY GOODWIN
801 MACEDONIA ROAD, EDENTON, NC 27932
PIN NO. 6798-79-8664, RECORDED IN 181, PG.
30
PROPERTY LOCATION: DAVIS ROAD / SR 1332
TRACT 5 -VL DIRECTOR LAND HOLDINGS, LLC
192 RACEWAY DRIVE, MOORESVILLE, NC
28117
PIN NO. 6799-83-1197, RECORDED IN D.B. 509,
PG. 102
PROPERTY LOCATION: SAINTS DELIGHT ROAD / SR
1333
TRACT 6 - WANDRA L. WHITFORD
2734 ARMFIELD ROAD, HILLSBOROUGH,
NC 27278
PIN NO. 6799-94-5574, RECORDED IN D.B. 506,
PG. 877
PROPERTY LOCATION: HAS NOT BEEN ASSIGNED
TRACT 7 - KAYE B. & W. MITCHELL DOTSON
2334 TAR LANDING ROAD, WILLIAMSTON,
NCC 27892
PIN NO. 7709-14-7908, RECORDED IN D.B. 454,
PG. 907
PROPERTY LOCATION: CROSS ROAD / BAKER SWAMP
SEE SHEET C501
FOR IMPACT #2
\ SEE SHEET C501
\ FOR IMPACT #1--------------------------------
\\
TRACT 8 - FRANCIS SPENCER & KATHERINE PERDUE
2301 TRANT LAKE DRIVE, VIRGINIA BEACH, VA 23454
PIN NO. 7709-46-5690,
RECORDED IN D.B. 477, PG. 944
PROPERTY LOCATION: 1836
CROSS ROAD
TRACT 9 -VL DIRECTOR
LAND HOLDINGS, LLC
192 RACEWAY
DRIVE, MOORESVILLE, NC 28117
PIN NO. 6799-86-3225,
RECORDED IN D.B. 509, PG. 102
PROPERTY LOCATION: MACKEYS ROAD
TRACT 10 -VL DIRECTOR
LAND HOLDINGS, LLC
192 RACEWAY
DRIVE, MOORESVILLE, NC 28117
PIN NO. 7709-08-8607,
RECORDED IN D.B. 509, PG. 102
PROPERTY LOCATION: MACKEYS ROAD / CROSS ROAD
TRACT 11 -VL DIRECTOR
LAND HOLDINGS, LLC
192 RACEWAY
DRIVE, MOORESVILLE, NC 28117
PIN NO. 7709-49-9764,
RECORDED IN D.B. 509, PG. 91
PROPERTY LOCATION: OFF
MACKEYS ROAD BETWEEN RAILROADS
SEE SHEET C503
FOR IMPACT AREA C
►--X
x
\ x °
cl-II
........................................
11 13
SEE SHEET C5b2
L SEE SHEET C501 FOR IMPACT #4
FOR IMPACT #3
°
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OVERALL MAP FOR
REFERENCE ONL Y
NOT FOR CONSTRUCTION
�o5 s
SEE SHEET C503
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EXISTING POWER POLE N
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OVERHEAD ELECTRIC � w � Q � °M°
EXISTING DITCH o w� cn Y � o
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\ \\\ \ \ (600 SF PERMANENT;
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\ \ \
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CULVERT INSTALLAT70N DETAIL
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AFRL 1-MAY 15 P6RA4A6NT
SPECIES
alSED 3
RATE
K-31 FESCUE
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1 LB/1000 SF
WINTER RYE GRAIN
3 LB/1000 SF
NOTE: DELETE RYE GRAIN
IF OVERSEEDING ESTABLISHED RYE OR FESCUE.
DELETE FESCUE IF
OVERSEEDING ESTABLISHED FESCUE.
MAY 15 - JE L Y 0 PEENAWE
SEED 0
SPECIES
RATE
K-31 FESCUE
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COMMON BERMUDAGRASS
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GERMAN MILLET
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NOTE: DELETE MILLET IF
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DELETE FESCUE IF
OVERSEEDING ESTABLISHED FESCUE.
AIK L6r 15 - APIs A TEWORARY
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SPECIES
RATE
K-31 FESCUE
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WINTER RYE GRAIN
5 LB/1000 SF
SOIL AAd9WX4E NM
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 500
LB PER ACRE OF 10-10-10
FERTILIZER.
Al LCH
USE JUTE, EXCELSIOR MATTING OR OTHER EFFECTIVE CHANNEL LINING
MATERIAL TO COVER BOTTOM AND SIDES OF SWALES. ANCHOR MATTING
PER MANUFACTURERS RECOMMENDATIONS. HYDROSEEDING IS ALSO AN
ACCEPTABLE METHOD OF
TEMPORARY STABILIZATION.
A MINIMUM OF 3 WEEKS
IS REQUIRED TO FOR ESTABLISHMENT. INSPECT
AND REPAIR MULCH FREQUENTLY. FERTILIZE THE FOLLOWING SPRING
WITH 50 LB/ ACRE NITROGEN.
�,lillllj 31 1
1. UTILITIES:
PRIOR TO THE COMMENCEMENT OF ANY EXCAVATION, THE OWNER SHALL HAVE THE
APPROPRIATE UNDERGROUND UTILITIES LOCATED.
2. LIMITS OF DISTURBANCE:
THE CONTRACTOR SHALL ENSURE THAT AREAS OUTSIDE OF THE LIMITS OF LAND DISTURBING
AS WELL AS EXISTING IMPROVEMENTS SPECIFICALLY NOTED FOR PROTECTION ARE NOT
ADVERSELY IMPACTED BY ANY CLEARING ACTIVITIES.
3. STABILIZATION:
EXPOSED SWALES, DITCHES, DIKES OR OTHER SLOPES STEPPER THAT 3(H):1(V) SHALL BE
STABILIZED WITH A TEMPORARY OR PERMANENT GROUND COVER WITHIN 7 CALENDAR DAYS. ALL
OTHER EXPOSED EARTHEN AREAS SHALL BE STABILIZED WITH A TEMPORARY OR PERMANENT
GROUND COVER WITHIN 14 CALENDAR DAYS OF THE COMPLETION OF ANY PHASE OF GRADING.
4. EXCAVATION AND EMBANKMENT:
ANY OFF -SITE MATERIAL BROUGHT ONTO TO THE SITE TO BE USED FOR GRADING FILL SHALL
BE OBTAINED FROM A PERMITTED BORROW PIT.
5. EXISTING INFORMATION:
THE EXISTING TOPOGRAPHY SHOWN ON THIS PLANS IS TAKEN FROM LiDAR DATA AND FIELD
REVIEWED FOR RELATIVE COMPARISON.
SITE STABILIZATION REOUIREMENTS
SITE AREA DESCRIPTION
STABILIZATION TIME
STABILIZATION TIME FRAME
FRAME
EXCEPTIONS
PERIMETER DIKES, SWALES,
7 DAYS
NONE
DITCHES AND SLOPES
ALL OTHER AREAS WITH
NONE (EXCEPT FOR PERIMETER
SLOPES FLATTER THAN 4:1
14 DAYS
AND HQW ZONES)
v v"<�K,051
\ \ \ \
24" HDPE,
\ \\ \INV. = 5.88' S\
S
\
I \
REMOVE EX. 20' CULVERT
AND REPLACE WITH
35 LF OF 24" HDPE
Q
ti
.S
S
— S.
5.0 I
S
24" HDPE
INV. = 5.90'
TEMPORARY SANDBAG
FFER DAM FOR
WATERING (TYP.)
5. 0' -
APPROXI
OF EXISTING DITCH
2:1 OR FLATTER ACCESS AISLE
SIDE SLOPE
\ 6/
_x 91 \
LIMITS OF IMPACT
\ AREA = 153 SF (0.004 AC) TOTAL
(85 SF PERMANENT; \
68 SF TEMPORARY) \
x 9.63
x 9.26
IMPACT AREA #2
LIMITS OF IMPACT
AREA = 84 SF (0.002 AC)
(38 SF PERMANENT;
46 SF TEMPORARY)
TEMPORARY MUD PUMP
(DISCHARGE
OUTLET E
12" MIN.
x 3.49
5. 0'
ROXIMATE
ivr OF EXISTING
DITCH BANK
GRAPHIC SCALE
0 5 10 20
(IN FEET)
1 INCH = 10 FT.
24" INV. 5.90' COVER 24" INV. 5.88'
% /\ \j TOP OF BANK t9.4'
�24" HDPE CULVERT �;� Ex. DITCH
DITCH INVERT (35' LENGTH) A INVERT f6.6'
TEMPORARY INSTALL CULVERT f7"
COFFER DAM REMOVE EXJ SECTION AA BELOW EXISTING BOTTOM
CULVERT NTS OF DITCH
49' TOTAL LIMITS OF DISTURBANCE -
IMPACT AREA #2
CULVERT INSTALLA770N DETAIL
NTS
FINAL DRAWING
NOT FOR
CONSTRUCTION
\ \ \ \ LIMITS OF IMPACT
\ \ \ \ \ AREA = 69 SF (0.002 AC) TOTAL
\ \ \ V A (18 SF PERMANENT;
\ \ 36" HDPE \ \ \ 51 SF TEMPORARY)
\ I \ = 6.20' \
\
S. \
REMOVE EX. 20' CULVERT
AND REPLACE WITH
30 LF OF 36" HDPE
9.00 \\\ \\ \\ \\\
\ \ \\\ `X
V A \
36" HDPE
INV. = 6.25'
LIMITS OF IMPACT
AREA = 137 SF (0.003 AC) TOTAL
_(80 SF PERMANENT;
57 SF TEMPORARY)
IMPACT AREA #3
TEMPORARY SANDBAG
FFER DAM FOR
WATERING (TYP.)
5. 0' -
APPROXI
OF EXISTING DITCH
2:1 OR FLATTER ACCESS AISLE
SIDE SLOPE
TEMPORARY MUD PUMP
(DISCHARGE
OUTLET E
12" MIN.
5. 0'
ROXIMATE
ivr OF EXISTING
DITCH BANK
36" INV. 6.25' COVER 36" INV. 6.20'
TOP OF BANK t 9.4'
x�Ay�A/ —
i 36" HDPE CULVERT =; EX. SWALE
SWALE INVERT �/� (30' LENGTH) INVERT f6.6'
TEMPORARY INSTALL CULVERT f7"
COFFER DAM REMOVE EXJ SECTION AA BELOW EXISTING BOTTOM
CULVERT NTS OF DITCH
44' TOTAL LIMITS OF DISTURBANCE -
IMPACT AREA #3
CULVERT INSTALLA71aV DETAIL
NTS
MOUND AS NEEDED TO
PROVIDE 12" MIN. COVER 3 X O.D. CLEAN, SUITABLE BACKFILL
(COMPACT IN 8" LIFTS)
10
1
SELECT BACKFILL EXISTING OR PROPOSED
(NCDOT CLASS II OR III) SWALE OR DITCH
I.D. / 6 SPRINGLINE
(6" MIN.)
jl\
NCDOT CLASS III OR CLASS II, TYPE 1 O.D. + 2' REMOVE MUCK, IF PRESENT. PLACE SELECT
BACKFILL (NCDOT CLASS V OR VI) WRAPPED IN
(COMPACT AFTER PIPE IS SET, PRIOR GEOTEXTILE, THICKNESS VARIES WITH FIELD
TO PLACING ADDITIONAL FILL) CONDITIONS, CONSULT WITH ENGINEER.
CULVERT INSTALLATION DETAIL
NTS
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SCALE:
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PROD. NO.08386A

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\ \ \ \ \ x 14.97
\ \\\ \ \ \ \ LIMITS OF IMPACT \ y4
30" HDPE \ \ \ \ \ \ AREA = 768 SF (0.018 AC) TOTAL \ \
INV. = 7.10' \ \ \ \ (600 SF PERMANENT; \
\\ \ \ \ 168 SF TEMPORARY) \
x 13.27
OF
x3.41
INSTALL 60 LF \\
30" HDPEco
\ \�
\ 30" HDPE
\ INV. = 7.10'
IMPACT AREA #4
TEMPORARY SANDBAG
COFFER DAM FOR
DISCHARGEDEWATERING (TYP.)
OUTLET
A A
5.0'
ATE APPROXIMATE BOTTOM
TOP OF EXISTING OF EXISTING DITCH
ACCESS AISLE 2:1 OR FLATTER
30" INV. 7.10'
TOP OF BANK t11.4'
EX. SWALE /�30" HDPE CULVERT v
INVERT ±7.6' / (60' LENGTH) \ SWALE INVERT
APPROXIMATE
TEMPORARY MUD PUMP
TO
END)
5.0
DITCH BANK
12" MIN.
COVER
SIDE SLOPE
30" INV. 7.10'
INSTALL CULVERT f6" ZTEMSEC770NA A COFPORARY
BELOW EXISTING BOTTOM DAM
OF DITCH NTS
74' TOTAL LIMITS OF DISTURBANCE
SEEDING SCHEDULE
�AICTA� 04
CULVERT INSTALLATION DETAIL
NTS
AFRL 1-MAY 15 P6�4A6NT
SPECIES
alSEDA 3
RATE
K-31 FESCUE
3 LB/1000 SF
COMMON BERMUDAGRASS
1 LB/1000 SF
WINTER RYE GRAIN
3 LB/1000 SF
NOTE: DELETE RYE GRAIN
IF OVERSEEDING ESTABLISHED RYE OR FESCUE.
DELETE FESCUE IF
OVERSEEDING ESTABLISHED FESCUE.
MAY 15 - JE L Y 0 PEENAWE
SEED 0
SPECIES
RATE
K-31 FESCUE
3 LB/1000 SF
COMMON BERMUDAGRASS
1 LB/1000 SF
GERMAN MILLET
3 LB/1000 SF
NOTE: DELETE MILLET IF
OVERSEEDING ESTABLISHED MILLET OR FESCUE.
DELETE FESCUE IF
OVERSEEDING ESTABLISHED FESCUE.
AIK L6r 15 - APIs TEL#VRW
SEED111K?
SPECIES
RATE
K-31 FESCUE
3 LB/1000 SF
WINTER RYE GRAIN
5 LB/1000 SF
SOL AAd9WX4E M
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 500
LB PER ACRE OF 10-10-10
FERTILIZER.
Al LCH
USE JUTE, EXCELSIOR MATTING OR OTHER EFFECTIVE CHANNEL LINING
MATERIAL TO COVER BOTTOM AND SIDES OF SWALES. ANCHOR MATTING
PER MANUFACTURERS RECOMMENDATIONS. HYDROSEEDING IS ALSO AN
ACCEPTABLE METHOD OF
TEMPORARY STABILIZATION.
A MINIMUM OF 3 WEEKS
IS REQUIRED TO FOR ESTABLISHMENT. INSPECT
AND REPAIR MULCH FREQUENTLY. FERTILIZE THE FOLLOWING SPRING
WITH 50 LB/ ACRE NITROGEN.
x /
x /
/
x /
36" HDPE
INV. = 1 1.10' /
INSTALL 50 LF
36" HDPE
/ / S
/ /
/ /
36" HDPE
INV. = 11.00' x
f,S /
0,
g / /x 1172 /
/ / / /
x � S LIMITS OF IMPACT
30 AREA = 448 SF (0.010 AC) TOTAL
(350 SF PERMANENT;
98 SF TEMPORARY)
/ S
/ x
C�� X
IMPACT AREA #5
TEMPORARY SANDBAG
TEMPORARY MUD PUMP COFFER DAM FOR
(DISCHARGE TO DEWATERING (TYP.)
OUTLET END)
A A
5.0' 5.0'
APPROXIMATE APPROXIMATE BOTTOM
TOP OF EXISTING OF EXISTING DITCH
DITCH BANK ACCESS AISLE 2:1 OR FLATTER
SIDE SLOPE
12" MIN.
36" INV. 11.00' COVER 36" INV. 11.10'
TOP OF BANK t 12.9 \//i��%V
EX. SWALE /�!36" HDPE CULVERT
INVERT f11.6' /�� (50' LENGTH) SWALE INVERT
M
QO
A
Q
GRAPHIC SCALE
0 5 10 20
(IN FEET)
1 INCH = 10 FT.
1. UTILITIES:
PRIOR TO THE COMMENCEMENT OF ANY EXCAVATION, THE OWNER SHALL HAVE THE
APPROPRIATE UNDERGROUND UTILITIES LOCATED.
2. LIMITS OF DISTURBANCE:
THE CONTRACTOR SHALL ENSURE THAT AREAS OUTSIDE OF THE LIMITS OF LAND DISTURBING
AS WELL AS EXISTING IMPROVEMENTS SPECIFICALLY NOTED FOR PROTECTION ARE NOT
ADVERSELY IMPACTED BY ANY CLEARING ACTIVITIES.
3. STABILIZATION:
EXPOSED SWALES, DITCHES, DIKES OR OTHER SLOPES STEPPER THAT 3(H):1(V) SHALL BE
STABILIZED WITH A TEMPORARY OR PERMANENT GROUND COVER WITHIN 7 CALENDAR DAYS. ALL
OTHER EXPOSED EARTHEN AREAS SHALL BE STABILIZED WITH A TEMPORARY OR PERMANENT
GROUND COVER WITHIN 14 CALENDAR DAYS OF THE COMPLETION OF ANY PHASE OF GRADING.
4. EXCAVATION AND EMBANKMENT:
ANY OFF -SITE MATERIAL BROUGHT ONTO TO THE SITE TO BE USED FOR GRADING FILL SHALL
BE OBTAINED FROM A PERMITTED BORROW PIT.
5. EXISTING INFORMATION:
THE EXISTING TOPOGRAPHY SHOWN ON THIS PLANS IS TAKEN FROM LiDAR DATA AND FIELD
REVIEWED FOR RELATIVE COMPARISON.
SITE STABILIZATION REOUIREMENTS
SITE AREA DESCRIPTION
STABILIZATION TIME
STABILIZATION TIME FRAME
FRAME
EXCEPTIONS
PERIMETER DIKES, SWALES,
7 DAYS
NONE
DITCHES AND SLOPES
ALL OTHER AREAS WITH
NONE (EXCEPT FOR PERIMETER
SLOPES FLATTER THAN 4:1
14 DAYS
AND HQW ZONES)
ZT
INSTALL CULVERT f7" SEC7A A CEM
OFP�RA
BELOW EXISTING BOTTOM 10NDAM
OF DITCH NTS
64' TOTAL LIMITS OF DISTURBANCE
IMPACT AREA #5
CULVERT INSTALLA770N DETAIL
NTS
MOUND AS NEEDED TO
PROVIDE 12" MIN. COVER 3 X O.D. CLEAN, SUITABLE BACKFILL
(COMPACT IN 8" LIFTS)
10
— , , :�_11'111 1,11, ..... .
1
SELECT BACKFILL EXISTING OR PROPOSED
(NCDOT CLASS II OR III) SWALE OR DITCH
mac-
I.D. / 6 SPRINGLINE
(6" MIN.)
NCDOT CLASS III OR CLASS II, TYPE 1 O.D. + 2REMOVE MUCK, IF PRESENT. PLACE SELECT
(COMPACT AFTER PIPE IS SET, PRIOR BACKFILL (NCDOT CLASS V OR VI) WRAPPED IN
GEOTEXTILE, THICKNESS VARIES WITH FIELD
TO PLACING ADDITIONAL FILL) CONDITIONS, CONSULT WITH ENGINEER.
CULVERT /NSTALLAT/aV DETAIL
NTS
AL
(2) 36" HOPE
INV. = 4.40'
TEMPORARY MUD PUMP
(DISCHARGE TO
OUTLET END)
5.0'
APPROXIMATE
TOP OF EXISTING
DITCH BANK
12" MIN.
36" INV. 4.40'� —COVER
TOP OF BANK f6.3
SWALE INVERT
f 4.9'
\ 4.95 k Gb1al 700
G.S
� 723
LIMITS OF IMPACT
AREA = 117 SF (0.003 AC) TOTAL
(0 SF PERMANENT;
117 SF TEMPORARY)
REMOVE EX. 20 LF CULVERT
AND INSTALL (2) 50 LF
36" HDPE /
5 /
7. /
I 5- /
N /
S co /
\\ \ \ \ LIMITS OF IMPACT
AREA = 469 SF (0.011 AC) TOTAL
(385 SF PERMANENT;
\\ \ \ 84 SF TEMPORARY)
N
N
8
1 N
1
N \
N
(2) 36" HDPE
INV. = 4.50'
IMPACT AREA #6
TEMPORARY SANDBAG
COFFER DAM FO
DEWATERING (TYP.
�A
5.0'
APPROXIMATE BOTTOM
OF EXISTING DITCH
ACCESS AISLE 2:1 OR FLATTER
SIDE SLOPE
36" INV. 4.50'
r(2j 36* -HDPE CULVERT ���
(50'1 LENGTHS) ���� SWALE INVERT
INSTALL CULVERTS 6" IA A COFFERDAM TEMPORARY
J BELOW EXISTING BOTTOM J REMOVE EX.
] SEC7M OF DITCH (TYP.) CULVERT NTS
64' TOTAL LIMITS OF DISTURBANCE
IMPACT AREA #6
CULVERT /V3TAL.LA7IAN DETAIL
NTS
FINAL DRAWING
MOUND AS NEEDED TO
PROVIDE 12" MIN. COVER
SELECT BACKFILL
(NCDOT CLASS II OR III)_
I.D. / 6
(6" MIN.)
NCDOT CLASS III OR CLASS II, TYPE 1
(COMPACT AFTER PIPE IS SET, PRIOR
TO PLACING ADDITIONAL FILL)
NOT FOR
CONSTRUCTION
6 X O.D.
1
12" �•
O.D. + 2'
CULVERT INSTALLATION DETAIL
NTS
CLEAN, SUITABLE BACKFILL
(COMPACT IN 8" LIFTS)
10
� 1
EXISTING OR PROPOSED
SWALE OR DITCH
REMOVE MUCK, IF PRESENT. PLACE SELECT
BACKFILL (NCDOT CLASS V OR VI) WRAPPED IN
GEOTEXTILE, THICKNESS VARIES WITH FIELD
CONDITIONS, CONSULT WITH ENGINEER.
m
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0 0 0
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w z z Y
2Lii w
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SCALE:
1 "=
10'
C502

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\ \ F /
\ \ SF SF SF NSF
SF SF SF SF S�' SF �
SF NSF _ - �\9j0 / /
1- _ _ _ -� / '7 /
\\ \_.rrr\rr♦ --- -- �
_ rrr r ♦ ♦ - -1' x 67r1 i 510
_ i
xh.3� 4 .rrr♦♦♦ \ ��
x4.10 \
r r r ♦wD�M/
rTt� e ♦ � 115. E -- / x 4.3
r r♦♦♦♦ i J 5 tend/w62
r ♦ ♦ ♦ ♦ ♦ ♦ x4.67 \
/ ♦♦♦ ♦♦♦ \
/ III III x465
x 4.01 ♦ ♦ ♦ ♦ ♦ ♦ i /
x3.79 �
jr
` ♦ ♦ ♦ ♦ ♦ ♦ / x3.87
/ a .rrrrrr
356
4.00 (5) 36" HDPE
INV. = 2.78'
\ x 3.70
\ x 3 64 x 3,75
\ r r
x 4.22 \
� rrr rrr
� , rrrrrr r
rrr rrr
(5) 36" HDPE x 3.53
INV. = 2.83' ` , 00 PROPOSED GRADE x 3,65
x \,91 (L OF GRAVEL ROAD ELEV. = 7.20'
C x' \ r r r r r r
-�-__-7�____ rrr rrr
rrrrrr --� x3.9/
1 ` rrr rrr 6 x385
rrr r _
x4J4 ` rrrrrr _
Irrr rrr x3.95
-
rrrrrrr /\ Pff
rrr rrr
x3.74 / / PF
.rrrrrr
rrr rrr / l
x4ol rrrrrr /
\ rrr rrr /
4.13 .rrrrrr / x406
\ rrrrrr
v rrrrrr � o
x 4.25
rrr rrr \
\ rrr rrr \
.rrrrrr �
/ .rrr\rrr
.rrrrrr x3.9� I
/ 4 �
x 4.30 ,,--x 4.30 r r r r i t r / \
\
�1LLL / �1LLL rrr r r� i
LIMITS OF IMPACT x 4.10 " " " ' xI I
AREA = 8280 SF (0.190 AC) TOTAL
/ (7727 SF PERMANENT;
/ 553 SF TEMPORARY) X
rrr rrr ` x4.14 \
rrr rrr �
rrr rrr
rrr rrr `
rrr rrr
x3.95/ x400 I
/ rrrrrr `
x4.24
.rrrrrr
xk.l5
.rrrrrr
rrr rrr
.rrrrrr I
x4.25 rrr\•rr•
.rrrrrr
x4.16
rrr rrr I
III . 11
11
r r r r
\1I ILIL/L 4.25 rrr r r r
x407
x4.19 •••••••
.rrrrrr
rrr\rrr x4,97
.rrrrrr I
rrr rrr /
x4." x4.0
rrrrrr
rrr rrr
.rrrrrr
.rrrrrr
x4.52 • • • 1•
x404
rrr rrr /
x4.53 '
x 4A2.r r r i ,4.
r r r r r r O$
.rrrrrr
rrr rrr x5.15
a .rrrrrr
rrrrrr y^
rrr rrr
�1LLL �1�LX x wr r r r r x 5$6
rrr �-
/
x4. / rr rrr
5- i\
x5.20 r r r� r r r
\\� x 74. SF-
-- - - -- - - - - - - - - -----b--�►�---- SF
�y x 6.24 _--7,37_ - - - - -
SF SF SF SF/- SF-
Sf
SF NSF /
SF NSF /
o
GRAPHIC SCALE
0 10 20 40
(IN FEET)
1 INCH = 20 FT.
IMPACT AREA C
FINAL DRAWING
NOT FOR
CONSTRUCTION
PROPOSED GRADE
1 OF GRAVEL ROAD
I ELEV. = 6.85'
I I I
x i 5 II III I
NI I, ♦ r r r r r
�s3ye�-
1 r♦ rV r r r
1 r r r Sc 3.74
x
p ,n1IIII�/! Ix3.74
I II I \ I
x .41 I I II I
o on
18" NCDOT CLASS 1
RIP -RAP OVER
GEOTEXTILE FABRIC
(3) 30" HDPE
INV. = 3.10'
5" NCDOT CLASS 1
RIP -RAP OVER
GEOTEXTILE FABRIC
INSTALL CULVERTS
8" MIN. BELOW
EXISTING SURFACE (TYP.)
�5�53
x 3.65
i
x355
(3) 30" HDPE
INV. = 3.10'
(3) 30" HDPE
INV. = 3.15'
x 3.73
x 3.55
55.0' TOTAL LIMITS OF DISTURBANCE
30.0'
14.0' GRAVEL
ACCESS ROAD
12" MIN.
COVER
(3) 30" HDPE
CULVERTS (30' LENGTHS)
K_' KY KY K_'
MOUND AS NEEDED TO
PROVIDE 12" MIN. COVER
SELECT BACKFILL
(NCDOT CLASS II OR 111)�
I.D. / 6
(6" MIN.)
NCDOT CLASS III OR CLASS II, TYPE 1
(COMPACT AFTER PIPE IS SET, PRIOR
TO PLACING ADDITIONAL FILL)
m on
18" NCDOT CLASS 1
RIP -RAP OVER
GEOTEXTILE FABRIC
(5) 36" HDPE
INV. = 2.83'
5" NCDOT CLASS I
RIP -RAP OVER
GEOTEXTILE FABRIC
INSTALL CULVERTS
8" MIN. BELOW
EXISTING SURFACE (TYP.)
MOUND AS NEEDED TO
PROVIDE 12" MIN. COVER
SELECT BACKFILL
(NCDOT CLASS II OR III)-\
SECTION
NTS
LL PER GEOTECHNICAL
ECOMMENDATIONS
2.0'
END SECTION
NTS
WETLAND IMPACT 'B'
CULVERT INSTALLATION DETAIL
NTS
- 55.0' TOTAL LIMITS OF DISTURBANCE
30.0'
I.D. / 6
(6" MIN.) 2.0'
NCDOT CLASS III OR CLASS 11, TYPE 1
(COMPACT AFTER PIPE IS SET, PRIOR
TO PLACING ADDITIONAL FILL)
14.0' GRAVEL
ACCESS ROAD
12" MIN.
COVER
(5) 36" HDPE
CULVERTS (30' LENGTHS)
C C C &D,C
SECTION
NTS
FILL PER GEOTECHNICAL
RECOMMENDATIONS
END SECTION
NTS
WETLAND IMPACT 'C'
CULVERT INSTALLATION DETAIL
NTS
x 4.60
x 7
I
I
/
\�
1 x 5.59
x 3$1
x411
I
I \ x9.43
1
x 3.55
\
x$5 x 3.55
\
s
5021
�
♦♦♦♦♦♦♦♦♦♦♦♦♦
1\901
_ SNOW.-
No r r r ♦ ♦ ♦ ♦ ♦
♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦IIII
X,2� '2
\
/rrrrrr / . ♦ ♦ ♦ ♦ ♦♦ ♦ ♦
///// I I I r r r//// r I I ♦♦♦♦ I
I I I I I I ♦x'3.$5' I I I
\
♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ r ti . r ♦ ♦ ♦ r r r rr r♦♦♦♦♦♦♦♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦
rrrr�l >t5� ♦♦
W\
\ N \
\
1-r rrrrrrrrrrrrrrrrrr 8
� \
3FiS r r r r r r r r r r r r r
/
...rrrrrr 5
/
\
x5
x 4.32
x 355
x 355
x 358
LIMITS OF IMPACT
/
/
�9
405 AREA = 5908 SF (0.136 AC) TOTAL x 4.3 /
�� 723
\
x 3.05 (5567 SF PERMANENT;
405 341 SF TEMPORARY)
I \
x3.55�
llL
\
x 358
x 3.5,5
IMPACT AREA B
"--SPRINGLINE
1 i e
2:1 OR FLATTER
SIDE SLOPE
(3) 30" HDPE
INV. = 3.15'
TEMPORARY
COFFER DAM
(IF NECESSARY)
EXISTING
GRADE f3.5'
15" NCDOT CLASS I
RIP -RAP OVER GEOTEXTILE
PROPOSED GRADE
OF GRAVEL ROAD
ELEV. = 6.85'
EXISTING GRADE
VARIES t3.6'
REMOVE MUCK, IF PRESENT. PLACE SELECT
BACKFILL (NCDOT CLASS V OR VI) WRAPPED IN
GEOTEXTILE, THICKNESS VARIES WITH FIELD
CONDITIONS, CONSULT WITH ENGINEER.
1 o l
2:1 OR FLATTER
SIDE SLOPE
(5) 36" HDPE
INV. = 2.78'
TEMPORARY
COFFER DAM
(IF NECESSARY)
EXISTING
GRADE f3.5'
15" NCDOT CLASS 1
RIP -RAP OVER GEOTEXTILE
PROPOSED GRADE �
OF GRAVEL ROAD
ELEV. = 7.20'
EXISTING GRADE
VARIES f3.5-3.7
Ili=%11NIA[tllO12
REMOVE MUCK, IF PRESENT. PLACE SELECT
BACKFILL (NCDOT CLASS V OR VI) WRAPPED IN
GEOTEXTILE, THICKNESS VARIES WITH FIELD
CONDITIONS, CONSULT WITH ENGINEER.
I i e
18" NCDOT CLASS I
RIP -RAP OVER
GEOTEXTILE FABRIC
(2) 24" HDPE
INV. = 5.48'
5" NCDOT CLASS 1
RIP -RAP OVER
GEOTEXTILE FABRIC
INSTALL CULVERTS
8" MIN. BELOW
EXISTING SURFACE (TYP.)
x 606
-$7 5.45 \ \ \
7' V A
\ N
\� x S.I3 \
\ \ \\ v I x
\ / (2) 24" HDPE W \
x 7.57 \ \ \ x 5.65 INV. = 5.48' I \ I I
xl�
\ \ \ \ I UN x 5,57
\ l
\ \ \ \ s ♦ ♦ / ♦ I I I I \ I I I / ��
r O �%r 41j�' ♦ ♦ ♦ ♦ ♦ r r ♦ ♦
\ \ r ♦ ♦ 1p' . . ♦ � ♦ ♦ ♦ r ♦ ♦ ♦ I
\ ♦ ♦ ♦ r r >\♦ r r �r ♦ ♦ ♦ ♦ ♦ � ♦ r r r r r r
\ ♦ ♦ ♦� r r x 7.45 ♦ r ♦ ♦ ♦ ♦ ♦ ♦ \ r I
♦ ♦ ♦\♦ r ♦ r
� PROPOSED GRADE
\ w \ OF GRAVEL ROAD I
x634 x1$2 ELEV. = 8.70'
\ \ � \I x6A x5, 11 I
LIMITS OF IMPACT 1
AREA = 1334 SF (0.031 AC) TOTAL \ 7.7511 l N
(1121 SF PERMANENT;
213 SF TEMPORARY)\ I I I \
\ (2) 24" HDPE
INV. = 5.53' I
I I 1 I N x 5.36
I 1 \ x 6.23 x 6-3G 6.72
/ 1
x1Q.I4 x7.7 /
Lo
�I
� \ x 6.69 �
55.0' TOTAL LIMITS OF DISTURBANCE
30.0'
14.0' GRAVEL
ACCESS ROAD
12" MIN.
COVER
(3) 30" HDPE
CULVERTS (30' LENGTHS)
SECTION A A
NTS
MOUND AS NEEDED TO
PROVIDE 12" MIN. COVER
SELECT BACKFILL
(NCDOT CLASS II OR 111)�
I.D. / 6
(6" MIN.)
NCDOT CLASS III OR CLASS 11, TYPE 1
(COMPACT AFTER PIPE IS SET, PRIOR
TO PLACING ADDITIONAL FILL)
SEEDING SCHEDULE
2.0'
END SECTION
NTS
IMPACT AREA A
1
2:1 OR FLATTER
SIDE SLOPE
(2) 24" HDPE
INV. = 5.53'
TEMPORARY
COFFER DAM
(IF NECESSARY)
EXISTING
GRADE f3.5'
LL PER GEOTECHNICAL
COMMENDATIONS
WETLAND IMPACT 'A'
CULVERT INSTALLATION DETAIL
NTS
APPAL f - MAY f ; P6RW4A61rf S®W
SPECIES RATE
K-31 FESCUE 3 LB/1000 SF
COMMON BERMUDAGRASS 1 LB/1000 SF
WINTER RYE GRAIN 3 LB/1000 SF
NOTE: DELETE RYE GRAIN IF OVERSEEDING ESTABLISHED RYE OR FESCUE.
DELETE FESCUE IF OVERSEEDING ESTABLISHED FESCUE.
MAY 15 - AL Y 0 PEENAMW SEEDW
SPECIES RATE
K-31 FESCUE 3 LB/1000 SF
COMMON BERMUDAGRASS 1 LB/1000 SF
GERMAN MILLET 3 LB/1000 SF
NOTE: DELETE MILLET IF OVERSEEDING ESTABLISHED MILLET OR FESCUE.
DELETE FESCUE IF OVERSEEDING ESTABLISHED FESCUE.
AMOT 15 - APP1L b TEWOM YSEEDW
SPECIES RATE
K-31 FESCUE 3 LB/1000 SF
WINTER RYE GRAIN 5 LB/1000 SF
SOIL AAM61A7149M
APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 500
LB PER ACRE OF 10-10-10 FERTILIZER.
A/ULQH
USE JUTE, EXCELSIOR MATTING OR OTHER EFFECTIVE CHANNEL LINING
MATERIAL TO COVER BOTTOM AND SIDES OF SWALES. ANCHOR MATTING
PER MANUFACTURERS RECOMMENDATIONS. HYDROSEEDING IS ALSO AN
ACCEPTABLE METHOD OF TEMPORARY STABILIZATION.
A MINIMUM OF 3 WEEKS IS REQUIRED TO FOR ESTABLISHMENT. INSPECT
AND REPAIR MULCH FREQUENTLY. FERTILIZE THE FOLLOWING SPRING
WITH 50 LB/ ACRE NITROGEN.
PROPOSED GRADE
OF GRAVEL ROAD
ELEV. = 8.70'
EXISTING
GRADE f5.9'
SPRINGLINE
15" NCDOT CLASS I
RIP -RAP OVER GEOTEXTILE
REMOVE MUCK, IF PRESENT. PLACE SELECT
BACKFILL (NCDOT CLASS V OR VI) WRAPPED IN
GEOTEXTILE, THICKNESS VARIES WITH FIELD
CONDITIONS, CONSULT WITH ENGINEER.
1. UTILITIES:
PRIOR TO THE COMMENCEMENT OF ANY EXCAVATION, THE OWNER SHALL HAVE THE
APPROPRIATE UNDERGROUND UTILITIES LOCATED.
2. LIMITS OF DISTURBANCE:
THE CONTRACTOR SHALL ENSURE THAT AREAS OUTSIDE OF THE LIMITS OF LAND DISTURBING
AS WELL AS EXISTING IMPROVEMENTS SPECIFICALLY NOTED FOR PROTECTION ARE NOT
ADVERSELY IMPACTED BY ANY CLEARING ACTIVITIES.
3. STABILIZATION:
EXPOSED SWALES, DITCHES, DIKES OR OTHER SLOPES STEPPER THAT 3(H):1(V) SHALL BE
STABILIZED WITH A TEMPORARY OR PERMANENT GROUND COVER WITHIN 7 CALENDAR DAYS. ALL
OTHER EXPOSED EARTHEN AREAS SHALL BE STABILIZED WITH A TEMPORARY OR PERMANENT
GROUND COVER WITHIN 14 CALENDAR DAYS OF THE COMPLETION OF ANY PHASE OF GRADING.
4. EXCAVATION AND EMBANKMENT:
ANY OFF -SITE MATERIAL BROUGHT ONTO TO THE SITE TO BE USED FOR GRADING FILL SHALL
BE OBTAINED FROM A PERMITTED BORROW PIT.
5. EXISTING INFORMATION:
THE EXISTING TOPOGRAPHY SHOWN ON THIS PLANS IS TAKEN FROM LiDAR DATA AND FIELD
REVIEWED FOR RELATIVE COMPARISON.
SITE STABILIZATION REOUIREMENTS
SITE AREA DESCRIPTION
STABILIZATION TIME
STABILIZATION TIME FRAME
FRAME
EXCEPTIONS
PERIMETER DIKES, SWALES,
7 DAYS
NONE
DITCHES AND SLOPES
ALL OTHER AREAS WITH
NONE (EXCEPT FOR PERIMETER
SLOPES FLATTER THAN 4:1
14 DAYS
AND HQW ZONES)
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SCALE:
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C503

J&7- lbemarle
& ASSOCIATES, LTD.
Albemarle Beach Solar
Summary of Analysis of Jurisdictional Impacts
May 28, 2020
Impact #1— 50' culvert:
The existing ditch separating Phase G & F runs in a generally east / west direction with outfalls
on each end. The ditch is a main collector for smaller lateral ditches in the area. It is fairly flat
and therefore has the ability to flow either way depending on other conditions. The ditch is
approximately 12' wide at the top of bank and just under 3' deep. Impact #1 is located towards
the western end and appears to predominately flow to the west. Based upon topographic
survey, field review and aerial photography, the contribution drainage area for Impact #1 under
normal conditions is approximately 52.5 acres and the peak flow for a 10-year rainfall event
is calculated to be 14.7 cfs. Tailwater elevations of the flat ditch cause the culvert to be outlet
controlled. A 36" HDPE culvert has been chosen based upon the hydraulic analysis using HY-
8, which indicates the culvert can pass the 10-yr rainfall event without overtopping the top of
the access route. The outlet velocity is calculated to be 2.48 ft/sec and thus rip -rap should not
be necessary for long term stabilization. The culvert invert is to be placed 7" below the bottom
of the ditch, or approximately 20% of the culvert diameter.
Impact #2 — culvert replacement/lengthening.
The existing farm lateral in phase G discharges into the existing ditch separating Phase G &
F (upstream of Impact #1) The ditch is approximately 8' wide at the top of bank and a little
more than 2' deep. Impact #2 includes the replacement of an existing culvert located at the
western end where it discharges into the main collector ditch. The 20' culvert will be replaced
with 35' to allow for improved access. Based upon topographic survey, field review and aerial
photography, the contribution drainage area for Impact #2 is approximately 6.5 acres and the
peak flow for a 10-year rainfall event is calculated to be 6.7 cfs. Tailwater elevations of the flat
ditch cause the culvert to be outlet controlled. A 24" HDPE culvert has been chosen based
upon the hydraulic analysis using HY-8, which indicates the culvert can pass the 10-yr rainfall
event without overtopping the top of the access route. The outlet velocity is calculated to be
2.66 ft/sec and thus rip -rap should not be necessary for long term stabilization. The culvert
invert is to be placed 6" below the bottom of the ditch, or 25% of the culvert diameter.
Impact #3 — culvert replacement/lengthening:
The existing farm lateral in phase G discharges into the existing ditch separating Phase G &
F (upstream of Impact #1) The ditch is approximately 8' wide at the top of bank and a little
more than 2' deep. Impact #3 includes the replacement of an existing culvert located at the
western end where it discharges into the main collector ditch. The 20' culvert will be replaced
with 30' to allow for improved access. Based upon topographic survey, field review and aerial
photography, the contribution drainage area for Impact #3 is approximately 14.6 acres and
the peak flow for a 10-year rainfall event is calculated to be 13.9 cfs. Tailwater elevations of
the flat ditch cause the culvert to be outlet controlled. A 36" HDPE culvert has been chosen
based upon the hydraulic analysis using HY-8, which indicates the culvert can pass the 10-yr
rainfall event without overtopping the top of the access route. The outlet velocity is calculated
to be 2.37 ft/sec and thus rip -rap should not be necessary for long term stabilization. The
culvert invert is to be placed 7" below the bottom of the ditch, or approximately 20% of the
culvert diameter.
Land Planning - Engineering - Surveying - Environmental - Construction Management
P.O. Box 3989, 115 W. Saint Clair St., Kill Devil Hills, North Carolina 27948
Phone: [phone] www.AlbemarleAssociates.com Far: 252-441-0965

Albemarle Beach Solar Farm
Summary of Analysis of Jurisdictional Impacts
May 28, 2020
Page 2 of 3
Impact #4 — 60' culvert:
The existing ditch separating Phase G & F runs in a generally east / west direction which has
outfalls on each end. The ditch is a main collector for smaller lateral ditches in the area. It is
fairly flat and therefore has the ability to flow either way depending on other conditions. The
ditch is approximately 12' wide at the top of bank and about 3' deep. Impact #4 is located at
the apparent / relative high point of this ditch. Due to this fact, there is very little upstream
"drainage area" for the culvert, and the primary function for the culvert is to maintain the
connection to allow for reverse flow when dictated by certain weather characteristics and / or
maintenance issues. For this reason, hydraulic analysis of the culvert would be difficult to
perform and a more practical approach is considered. A 30" HDPE culvert has been chosen
based upon the ditch depth and maintaining a large of a opening as practical. The culvert
invert is to be placed 6" below the bottom of the ditch, 20% of the culvert diameter.
Impact #5 — 50' culvert:
The existing ditch in Phase F collected runoff from the east and south and routes the runoff
to the west. It is fairly flat, with only about 7" of fall in more than 1200 feet. For this reason,
the ditch is hydraulically inadequate to carry the 10-year rainfall event within its banks. The
ditch is approximately 6' wide at the top of bank and less than 2' deep at the east where Impact
#5 is located. Based upon topographic survey, field review and aerial photography, the
contribution drainage area for Impact #5 under normal conditions is approximately 19.1 acres
and the peak flow for a 10-year rainfall event is calculated to be 19.6 cfs. Tailwater elevations
of the flat ditch exceed the ditch banks. For this reason, out of bank / overland flow is inevitable
without further modifications to the channel. A 36" HDPE culvert has been chosen based upon
the ditch depth and maintaining a large of a opening as practical. The outlet velocity is
calculated to be 0.32 ft/sec and thus rip -rap should not be necessary for long term
stabilization. The culvert invert is to be placed 7" below the bottom of the ditch, or
approximately 20% of the culvert diameter.
Impact #6 — 50' culvert:
The existing ditch at the north end of Phase E runs from the south to the north. The ditch is
approximately 10' wide at the top of bank and about 2' deep. Impact #6 is near the outfall of
this ditch, just upstream from the wood / swamp line to the north. Based upon topographic
survey, field review and aerial photography, the contribution drainage area for Impact #6 is
approximately 41.1 acres and the peak flow for a 10-year rainfall event is calculated to be 35
cfs. North of this location the ditch is flat and surrounding grades are lowering, so the ditch
depth is getting more shallow and the 10-year flow is no longer maintained within the banks
of the ditch. Due to the high flow and relatively shallow ditch depth, two 36" HDPE culverts
has been chosen based upon the hydraulic analysis using HY-8, which indicates the culvert
can pass the 10-yr rainfall event without overtopping the top of the access route. The outlet
velocity is calculated to be 2.99 ft/sec and thus rip -rap should not be necessary for long term
stabilization. The culvert invert is to be placed 7" below the bottom of the ditch, or
approximately 20% of the culvert diameter.
Impact A — Wetland Crossing:
In order to facilitate overhead transmission lines and access between Phase C & D, a 14' wide
access road is being installed that will need to cross two wetlands fingers. The crossings are
being designed to minimize wetland impacts while maintaining drainage. Based upon
topographic survey, LiDAR data and field review, the contribution drainage area for Impact A
is approximately 16.6 acres and the peak flow for a 10-year rainfall event is calculated to be
7.1 cfs. Dual 24" HDPE culverts are being provided to allow for a hydraulic connection based

Albemarle Beach Solar Farm
Summary of Analysis of Jurisdictional Impacts
May 28, 2020
Page 3 of 3
upon the hydraulic analysis using HY-8, which indicates the culvert can pass the 10-yr rainfall
event without overtopping the top of the access route. The outlet velocity is calculated to be
3.86 ft/sec and thus rip -rap should not be necessary for long term stabilization. The culvert
invert is to be placed 4" below the bottom of the ditch, or approximately 20% of the culvert
diameter.
Impact B — Wetland Crossing:
In order to facilitate overhead transmission lines and access between Phase C & D, a 14' wide
access road is being installed that will need to cross two wetlands fingers. The crossings are
being designed to minimize wetland impacts while maintaining drainage. Based upon
topographic survey and LiDAR data, field review and aerial photography, the contribution
drainage area for Impact B is approximately 148.4 acres. Due to the large drainage area, the
SCS TR-55 method was used to estimate the peak flow for a 10-year rainfall event which is
calculated to be 45.3 cfs. This was calculated considering soil types and land uses to
determine the curve number (CN=64) and is included within the attached calculations along
with the soils maps for the approximate drainage area. Three 30" HDPE culverts are being
provided to allow for a hydraulic connection based upon the hydraulic analysis using HY-8,
which indicates the culvert can pass the 10-yr rainfall event without overtopping the top of the
access route. The outlet velocity is calculated to be 5.49 ft/sec and thus rip -rap should be
provided for long term stabilization. The culvert invert is to be placed 6" below the bottom of
the ditch, or approximately 20% of the culvert diameter.
Impact C — Wetland Crossing:
In order to facilitate overhead transmission lines and access between Phase E & H, a 14' wide
access road is being installed that will need to cross a low-lying swamp. The crossing has
been designed to minimize wetland impacts while maintaining drainage. The swamp provides
a hydraulic connection from a large portion of land to the west and southwest. Based upon
topographic survey and LiDAR data, field review and aerial photography, the contribution
drainage area for Impact C is approximately 400 acres. Due to the large drainage area, the
SCS TR-55 method was used to estimate the peak flow for a 10-year rainfall event which is
calculated to be 82 cfs. This was calculated considering soil types and land uses to determine
the curve number (CN=73) and is included within the attached calculations along with the soils
maps for the approximate drainage area. Five 36" HDPE culverts are being provided to allow
for a hydraulic connection based upon the hydraulic analysis using HY-8, which indicates the
culvert can pass the 10-yr rainfall event without overtopping the top of the access route. The
outlet velocity is calculated to be 5.62 ft/sec and thus rip -rap should be provided for long term
stabilization. The culvert invert is to be placed 7" below the bottom of the ditch, or
approximately 20% of the culvert diameter.
Attached to the summary are calculations for each crossing including time of concentration,
peak discharge (10-yr rainfall event) and HY-8 analysis summary table.

ALBEMARLE BEACH SOLAR FARM
CULVERT DISCHARGE CALCULATIONS (10 YR EVENT)
JURISDICTIONAL IMPACTS
culvert
c
T (C)
I
added
total
c* A c* A c
Q
area
area
(incr) (sum) (cumm.)
design
(in/hr)
(ac.)
(ac.)
(cfs)
Impact #1
50' culvert
0.25
197
1.12
52.54
52.54
13.14 13.14 0.25
14.7
Impact #2
20' lengthen
0.25
29
4.1
6.51
6.51
1.63 1.63 0.25
6.7
Impact #3
10' lengthen
0.25
34
3.81
14.55
14.55
3.64 3.64 0.25
13.9
Impact #4
60' culvert
0.00
(high point in existing ditch)
0.0
Impact #5
50' culvert
0.25
29
4.1
19.10
19.10
4.78 4.78 0.25
19.6
Impact #6
50' culvert
0.25
43
3.4
41.13
41.13
10.28 10.28 0.25
35.0
WL Crossing #A
0.15
55
2.84
16.60
16.60
2.49 2.49 0.15
7.1
WL Crossing #B
115
148.40
(SCS TR-55 used due to drainage area size)
45.3
WL Crossing #C
321
400.00
(SCS TR-55 used due to drainage area size)
82.0

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Impact #1
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 125.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 3.74
0.00
0.00
Land slope (%)
= 0.70
0.00
0.00
Travel Time (min)
= 16.49
+ 0.00 +
0.00 =
16.49
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00
+ 0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area ((sqft))
= 885.06
64.00
0.00
Wetted perimeter ((ft))
= 14.90
7.66
0.00
Channel slope (%)
= 0.00
0.15
0.00
Manning's n-value
= 0.025
0.025
0.015
Velocity (ft/s)
= 0.16
2.38
0.00
Flow length (ft)
= 1600.0
2500.0
0.0
Travel Time (min)
= 162.54
+ 17.53 +
0.00 =
180.07
Total Travel Time, Tc..............................................................................
197.00 min

HY-8 Analysis Results
Customized Table
Culvert Crossing: Crossing Impact #1 (36" culvert — 50 LF)
rge
Total
Culvert
tftr
Outlet
erft/s
lwater
Names
Discharge
Discharge
Elevation ft
Depth
P
Velocity ft/s
y
Velocity
Eel ation ft
cfs
cfs
10 yr
14.70
14.70
9.17
2.15
2.48
0.75
8.85
25 yr
17.90
15.33
9.58
2.40
2.53
0.79
9.10

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Impact #2
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 130.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 3.74
0.00
0.00
Land slope (%)
= 0.40
0.00
0.00
Travel Time (min)
= 21.28 +
0.00 +
0.00 =
21.28
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area ((sqft))
= 162.82
0.00
0.00
Wetted perimeter ((ft))
= 9.82
0.00
0.00
Channel slope (%)
= 0.20
0.00
0.00
Manning's n-value
= 0.025
0.015
0.015
Velocity (ft/s)
= 3.18
0.00
0.00
Flow length (ft)
= 1400.0
0.0
0.0
Travel Time (min)
= 7.35 +
0.00 +
0.00 =
7.35
Total Travel Time, Tc..............................................................................
29.00 min

HY-8 Analysis Results
Customized Table
Culvert Crossing: Crossing Impact #2 (Replace 20 LF culvert with 35' LF of 24" HDPE)
Discharge
Total
Culvert
Headwater
Tailwater
Outlet
Tailwater
Tailwater
Names
Discharge
Discharge
Elevation (ft)
Depth (ft)
Velocity (ft/s)
Velocity (ft/s)
Elevation (ft)
cfs
cfs
10 yr
6.70
6.70
9.59
2.30
2.66
0.00
9.00
25 yr
7.70
6.99
9.63
2.30
2.78
0.00
9.00

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Impact #3
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 125.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 3.74
0.00
0.00
Land slope (%)
= 0.70
0.00
0.00
Travel Time (min)
= 16.49 +
0.00 +
0.00 =
16.49
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area ((sqft))
= 162.82
64.00
0.00
Wetted perimeter ((ft))
= 9.82
7.66
0.00
Channel slope (%)
= 0.20
0.15
0.00
Manning's n-value
= 0.025
0.025
0.015
Velocity (ft/s)
= 3.18
2.38
0.00
Flow length (ft)
= 0.0
2500.0
0.0
Travel Time (min)
= 0.00 +
17.53 +
0.00 =
17.53
Total Travel Time, Tc..............................................................................
34.00 min

HY-8 Analysis Results
Customized Table
Culvert Crossing: Crossing Impact #3 (Replace 20 LF culvert with 30 LF 36" HDPE)
rge
Total
Culvert
tftr
Outlet
erft/s
lwater
Names
Discharge
Discharge
Elevation ft
Depth
P
Velocity ft/s
y
Velocity
Eel ation ft
cfs
cfs
10 yr
13.90
13.90
9.25
2.20
2.37
0.00
9.00
25 yr
16.00
16.00
9.32
2.20
2.72
0.00
9.00

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Impact #5
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 175.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 3.74
0.00
0.00
Land slope (%)
= 1.00
0.00
0.00
Travel Time (min)
= 18.71 +
0.00 +
0.00 =
18.71
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area ((sqft))
= 144.00
100.00
0.00
Wetted perimeter ((ft))
= 12.60
8.66
0.00
Channel slope (%)
= 0.18
0.05
0.00
Manning's n-value
= 0.025
0.025
0.015
Velocity (ft/s)
= 2.45
1.47
0.00
Flow length (ft)
= 970.0
360.0
0.0
Travel Time (min)
= 6.61 +
4.09 +
0.00 =
10.69
Total Travel Time, Tc..............................................................................
29.00 min

HY-8 Analysis Results
Customized Table
Culvert Crossing: Crossing Impact #5 (36" culvert — 50 LF)
rge
Total
Culvert
tftr
Outlet
erft/s
lwater
Names
Discharge
Discharge
Elevation ft
Depth
P
Velocity ft/s
y
Velocity
Eel ation ft
cfs
cfs
10-yr
19.60
1.98
14.26
2.66
0.32
0.00
14.26
25-yr
22.40
2.12
14.27
2.66
0.34
0.00
14.26

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
Rational
Impact #6
Description
A
B
C
Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 190.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 3.74
0.00
0.00
Land slope (%)
= 1.00
0.00
0.00
Travel Time (min)
= 19.98 +
0.00 +
0.00 =
19.98
Shallow Concentrated Flow
Flow length (ft)
= 0.00
0.00
0.00
Watercourse slope (%)
= 0.00
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
= 0.00
0.00
0.00
Travel Time (min)
= 0.00 +
0.00 +
0.00 =
0.00
Channel Flow
X sectional flow area ((sqft))
= 144.00
201.64
0.00
Wetted perimeter ((ft))
= 12.60
10.33
0.00
Channel slope (%)
= 0.20
0.20
0.00
Manning's n-value
= 0.025
0.025
0.015
Velocity (ft/s)
= 2.58
3.30
0.00
Flow length (ft)
= 2400.0
1500.0
0.0
Travel Time (min)
= 15.51 +
7.58 +
0.00 =
23.08
Total Travel Time, Tc..............................................................................
43.00 min

HY-8 Analysis Results
Customized Table
Culvert Crossing: Crossing Impact #6 ( Two 36" culverts — 50 LF)
rge
Total
Culvert
tftr
Outlet
erft/s
lwater
Names
Discharge
Discharge
Elevation ft
Depth
P
Velocity ft/s
y
Velocity
Eel ation ft
cfs
cfs
10-yr
35.00
35.00
7.66
2.28
2.99
0.38
7.28
25-yr
40.50
40.50
7.75
2.35
3.41
0.39
7.35

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
SCS
Albemarle Beach - Wetland Crossing A
Description
A
B
C Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 3.74
0.00
0.00
Land slope (%)
= 0.70
0.00
0.00
Travel Time (min)
= 33.22 +
0.00 +
0.00 = 33.22
Shallow Concentrated Flow
Flow length (ft)
= 170.00
0.00
0.00
Watercourse slope (%)
= 0.70
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.35
0.00
0.00
Travel Time (min)
= 2.10 +
0.00 +
0.00 = 2.10
Channel Flow
X sectional flow area ((sqft))
= 6400.00
189225.00
0.00
Wetted perimeter ((ft))
= 110.00
200.00
0.00
Channel slope (%)
= 0.60
0.10
0.00
Manning's n-value
= 0.100
0.100
0.015
Velocity (ft/s)
= 0.93
0.79
0.00
Flow length (ft)
= 1100.0
0.0
0.0
Travel Time (min)
= 19.66 +
0.00 +
0.00 = 19.66
Total Travel Time, Tc..............................................................................
55.00 min

HY-8 Analysis Results
Customized Table
Culvert Crossing: Wetland Crossing A (2 — 24" HDPE Culverts)
rge
Total
Culvert
tftr
Outlet
erft/s
lwater
Names
Discharge
Discharge
Elevation ft
Depth
P
Velocity ft/s
y
Velocity
Eel ation ft
cfs
cfs
10-yr
7.10
7.10
6.95
0.12
3.86
1.10
5.02
25-yr
8.30
8.30
7.04
0.13
4.06
1.16
5.03

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
SCS
Albemarle Beach - Wetland Crossing B
Description
A
B
C Totals
Sheet Flow
Manning's n-value
= 0.150
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 3.74
0.00
0.00
Land slope (%)
= 0.80
0.00
0.00
Travel Time (min)
= 31.49 +
0.00 +
0.00 = 31.49
Shallow Concentrated Flow
Flow length (ft)
= 425.00
0.00
0.00
Watercourse slope (%)
= 0.80
0.00
0.00
Surface description
= Unpaved
Paved
Paved
Average velocity (ft/s)
= 1.44
0.00
0.00
Travel Time (min)
= 4.91 +
0.00 +
0.00 = 4.91
Channel Flow
X sectional flow area ((sqft))
= 144.00
189225.00
0.00
Wetted perimeter ((ft))
= 12.60
200.00
0.00
Channel slope (%)
= 0.28
0.10
0.00
Manning's n-value
= 0.026
0.100
0.015
Velocity (ft/s)
= 2.93
0.79
0.00
Flow length (ft)
= 600.0
3600.0
0.0
Travel Time (min)
= 3.41 +
75.66 +
0.00 = 79.07
Total Travel Time, Tc..............................................................................
115.00 min

3
N
n
352000
35o 54' 54" N
g
35' 53' 5T' N
352000 352200 352400 352600 352800
3
m Map Scale: 1:8,430 if printed on A porb-ait (8.5" x 11") sheet
" Meters
NN 0 10D 20D 40D 600
Feet
k0 400 S00 1600
2400
Map projedion: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 18N WGS84
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
Soil Map —Washington County, North Carolina
(Wetland Crossing C Drainage Area)
352200 352400 352600 352800
M3
M
M
n
3532M
35' 54' 54" N
8
35' 53' 5T' N
353200
3
F
5/22/2020
Page 1 of 3

Soil Map —Washington County, North Carolina
Wetland Crossing C Drainage Area
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
AaA
At
Altavista fine sandy loam, 0 to
2 percent slopes
19.5
7.8
14.9%
6.0%
Augusta fine sandy loam
BoA
Bojac loamy fine sand, 0 to 3
percent slopes
1.9
1.4%
Dr
Dorovan mucky silt loam,
overwash (Chowan)
7.0
5.3%
Ds
Dragston loamy fine sand
5.8
4.5%
Ro
Roanoke loam
28.2
21.6%
To
Tomotley fine sandy loam
9.2
7.0%
Wa
Wahee fine sandy loam
9.7
7.4%
WkB
Wickham loamy sand, 0 to 4
percent slopes
41.7
31.9%
Totals for Area of Interest
130.9
100.0%
USDA Natural Resources Web Soil Survey 5/22/2020
Conservation Service National Cooperative Soil Survey Page 3 of 3

Wetland Crossing B
Drainage Area Curve Number
total area
140
ac
CN
AaA
C
meadow
71
15%
10.65
At
C
woods
73
3%
2.19
C
meadow
71
3%
2.13
BoA
B
meadow
58
2%
0.87
Ds
C
woods
73
0%
0
C
meadow
71
5%
3.55
Dr
D
woods
79
5%
3.555
Ro
D
woods
79
17%
13.43
meadow
78
5%
3.9
To
B
meadow
58
7%
Wa
D
meadow
78
7%
5.46
WkB
B
woods
60
5%
3
meadow
58
27%
15.66
100 %
64.395

Hydrology Report
Hydraflow Express by Intelisolve
Albemarle Beach - Wetland Crossing B
Hydrograph type
= SCS
Storm frequency (yrs)
= 10
Drainage area (ac)
= 148.000
Basin Slope (%)
= See Worksheet
Tc method
= TR55
Total precip. (in)
= 5.74
Storm duration (hrs)
= 24
Q (cfs)
50.00
40.00
i1 11
20.00
10.00
Runoff Hydrograph
10-yr frequency
3.0 6.0 9.0 12.0 15.0
Runoff Hyd - Qp = 45.32 (cfs)
Thursday, May 28 2020, 11:36 AM
Peak discharge (cfs) = 45.32
Time interval (min)
= 1
Curve number (CN)
= 64
Hydraulic length (ft)
= See Worksheet
Time of conc. (min)
= 115
Storm Distribution
= Type III
Shape factor
= 200
Hydrograph Volume = 1,117,848 (cuft); 25.662 (acft)
Q (cfs)
50.00
40.00
!C 1 1 1
20.00
10.00
0.00
18.0 21.0 24.0 27.0 30.0 33.0
Time (hrs)

HY-8 Analysis Results
Customized Table
Culvert Crossing: Crossing B — (3) 30" HDPE Culverts
rge
Total
Culvert
tftr
Outlet
erft/s
lwater
Names
Discharge
Discharge
Elevation ft
Depth
P
Velocity ft/s
y
Velocity
Eel ation ft
cfs
cfs
10-yr
45.30
45.30
5.83
0.85
5.87
0.32
4.45
25-yr
68.90
68.90
6.90
1.10
7.02
0.38
4.70

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
SCS
Albemarle Beach - Wetland Crossing C
Description
A
B
C Totals
Sheet Flow
Manning's n-value
= 0.800
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 3.74
0.00
0.00
Land slope (%)
= 0.60
0.00
0.00
Travel Time (min)
= 134.81
+ 0.00 +
0.00 = 134.81
Shallow Concentrated Flow
Flow length (ft)
= 650.00
0.00
0.00
Watercourse slope (%)
= 0.60
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
= 1.57
0.00
0.00
Travel Time (min)
= 6.88
+ 0.00 +
0.00 = 6.88
Channel Flow
X sectional flow area ((sqft))
= 156025.00
0.00
0.00
Wetted perimeter ((ft))
= 295.00
0.00
0.00
Channel slope (%)
= 0.12
0.00
0.00
Manning's n-value
= 0.100
0.015
0.015
Velocity (ft/s)
= 0.63
0.00
0.00
Flow length (ft)
= 6750.0
0.0
0.0
Travel Time (min)
= 179.24 +
0.00
+ 0.00 = 179.24
Total Travel Time, Tc..............................................................................
321.00 min

3 Soil Map —Washington County, North Carolina 3
M M
350500 350700 350900 351100 351300 351500 351700 351900 352100
350 55' 10" N 35' 55' 1Y' N
MOE ,
r,-
D o
! m
g —
r J
35o 53' 53" N 35' 53' 53" N
350500 350700 350900 351100 351300 351500 351700 351900 352100
3 3
Map Scale: 1:11,500 if printed on A portrait (8.5" x 11") sheet. M
Meters
N 0 15D 300 6D0 9D0
Feet
0 500 1000 2000 3000
Map projection: Web Mercator Comer coordinates: WG584 Edge tics: UTM Zone 18N WGS84
USDA Natural Resources Web Soil Survey 5/13/2020
Conservation Service National Cooperative Soil Survey Page 1 of 3

Soil Map —Washington County, North Carolina
Map Unit Legend
Map Unit Symbol
Map Unit Name
Acres in AOI
Percent of AOI
AaA
At
Altavista fine sandy loam, 0 to
2 percent slopes
17.4
9.9
4.4%
2.5%
Augusta fine sandy loam
CIA
Conetoe loamy fine sand, 0 to
3 percent slopes
9.2
2.3%
DgA
Dogue fine sandy loam, 0 to 3
percent slopes
35.7
9.0%
Dr
Dorovan mucky silt loam,
overwash (Chowan)
24.6
6.2%
Ro
Roanoke loam
214.4
54.0%
Wa
Wahee fine sandy loam
37.3
9.4%
WkB
Wickham loamy sand, 0 to 4
percent slopes
48.8
12.3%
Totals for Area of Interest
397.3
100.0%
USDA Natural Resources Web Soil Survey 5/13/2020
Conservation Service National Cooperative Soil Survey Page 3 of 3

Wetland Crossing C
Drainage Area Curve Number
total area
400
ac
CN
AaA
C
meadow
71
4%
2.84
At
C
meadow
71
2%
1.42
CtA
A
woods
36
3%
1.08
DgA
C
woods
73
2%
1.46
meadow
71
7%
4.97
Dr
D
woods
79
6%
4.74
Ro
D
woods
79
35%
27.65
meadow
78
19%
14.82
To
B
D
Wa
D
meadow
78
9%
7.02
WkB
B
woods
60
4%
2.4
meadow
58
9%
5.22
100% 73.62

Hydrology Report
Hydraflow Express by Intelisolve
Albemarle Beach - Wetland Crossing C
Hydrograph type
= SCS
Storm frequency (yrs)
= 10
Drainage area (ac)
= 400.000
Basin Slope (%)
= See Worksheet
Tc method
= TR55
Total precip. (in)
= 5.74
Storm duration (hrs)
= 24
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
0.0
Runoff Hydrograph
10-yr frequency
Monday, May 18 2020, 9:11 AM
Peak discharge (cfs) = 82.04
Time interval (min)
= 1
Curve number (CN)
= 73
Hydraulic length (ft)
= See Worksheet
Time of conc. (min)
= 321
Storm Distribution
= Type III
Shape factor
= 200
Hydrograph Volume = 4,174,422 (cuft); 95.832 (acft)
Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
4.0 8.0 12.0 16.0 20.0 24.0 28.0 32.0 36.0 40.0 44.0
Time (hrs)
Runoff Hyd - Qp = 82.04 (cfs)

TR55 Tc Worksheet
Hydraflow Express by Intelisolve
SCS
Albemarle Beach - Wetland Crossing C
Description
A
B
C Totals
Sheet Flow
Manning's n-value
= 0.800
0.011
0.011
Flow length (ft)
= 300.0
0.0
0.0
Two-year 24-hr precip. ((in))
= 3.74
0.00
0.00
Land slope (%)
= 0.60
0.00
0.00
Travel Time (min)
= 134.81
+ 0.00 +
0.00 = 134.81
Shallow Concentrated Flow
Flow length (ft)
= 650.00
0.00
0.00
Watercourse slope (%)
= 0.60
0.00
0.00
Surface description
= Paved
Paved
Paved
Average velocity (ft/s)
= 1.57
0.00
0.00
Travel Time (min)
= 6.88
+ 0.00 +
0.00 = 6.88
Channel Flow
X sectional flow area ((sqft))
= 156025.00
0.00
0.00
Wetted perimeter ((ft))
= 295.00
0.00
0.00
Channel slope (%)
= 0.12
0.00
0.00
Manning's n-value
= 0.100
0.015
0.015
Velocity (ft/s)
= 0.63
0.00
0.00
Flow length (ft)
= 6750.0
0.0
0.0
Travel Time (min)
= 179.24 +
0.00
+ 0.00 = 179.24
Total Travel Time, Tc..............................................................................
321.00 min

HY-8 Analysis Results
Customized Table
Culvert Crossing: Wetland Crossing C — (5) 36" Culverts
rge
Total
Culvert
tftr
Outlet
erft/s
lwater
Names
Discharge
Discharge
Elevation ft
Depth
P
Velocity ft/s
y
Velocity
Eel ation ft
cfs
cfs
10 year
82.00
82.00
5.49
0.89
5.62
0.33
4.39
25 year
115.50
115.50
6.01
1.09
6.38
0.38
4.59