20200518 Ver 1_More Info Received_20200601

Staff Review
Does this application have all the attachments needed to accept it into the review process?*
r Yes r No
ID#* Version* 1
20200518
Is this project a public transportation project?* r Yes
r No
Reviewer List:* Anthony Scarbraugh:eads\adscarbraugh1
Select Reviewing Office:* Washington Regional Office - [phone]
Does this project require a request for payment to be sent?*
r
Yes
r
No

Project Submittal Form
Please note: fields marked with a red asterisk below are required. You will not be able to submit the form until all
mandatory questions are answered.
Project Type: r
New Project
r
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Pre -Application Submittal
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More Information Response
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For the Record Only (Courtesy Copy)
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New Project - Please check the new project type if you are trying to submit a new project that needs an official approval
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do not have the expectation that your submittal will be considered a complete application requiring a formal decision.
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Is this supplemental information that needs to be sent to the Corps?*
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Project Contact Information
Name: Albemarle Beach Solar, LLC
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Email Address: [e-mail]
Project Information
Existing ID #: Existing Version:
20200518 1
20170001(no dashes)
Project Name: Albemarle Beach Solar Farm
Is this a public transportation project?
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r No
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County (ies)
Washington
Please upload all files that need to be submited.

Oickthe upload button or drag and drop files here to attach document
Impacts Map 05292020.pdf 1.32MB
Jurisdictional Impacts Drawings A&A - 05282020.pdf 6.41 MB
Jurisdictional Impacts Report A&A - 05282020.pdf 1.63MB
Only pdt or Iv17 files are accepted.
Describe the attachments:
The attached is supplemental information describing the proposed impacts to Jurisdictional Waters. The first
attachment shows an overall site view, impact locations, and impacted feet/acreage. The second and third
attachments describe the impacts in more detail, from a civil engineering perspective.
Sign and Submit
P By checking the box and signing box below, I certify that:
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o I agree that submission of this form is a "transaction" subject to Chapter 66, Article 40 of the NC General Statutes (the
"Uniform Electronic Transactions Act")
o I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC General Statutes
(the "Uniform Electronic Transactions Act');
o I understand that an electronic signature has the same legal effect and can be enforced in the same way as a written
signature; AND
o I intend to electronically sign and submit the online form."
Signature:
Submittal Date: 5/29/2020
Is filled in autorratically.

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Sheet 6 MackeysFerry R d
NCHwy32NNC Hwy32 NNixon Rd
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Harris RdWhiteMarsh RdOldF ollyRdBackwoodsRdOspreyLn
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Path: Y:\805\42196-Albemarle Beach Solar\GIS\WTDM\42196-WTDM - Overall.mxdLegend
Project Study Li mits - 1,236.4 A cres
")X Stream Identifier
!(X Wetland Identifier
gM/Wetland Flag
A Field Data StationCulverts
%DitchIntermittent Stream (R4)Palustrine Emergent (P EM) WetlandsPalustrine Forested (P FO) Wetl andsPalustrine Scrub-Shrub (PS S) WetlandsPalustrine Open Water (P OW )Topographic ContoursMajor - 10 FeetMinor - 1 Foot
³
0 2,000 4,0001,000
Feet
1. Waters of the U.S. within the project study limits have beenlocated using submeter, Bluetooth GPS antennas by TimmonsGroup.2.Waters of the U.S. have not been confirmed by the U.S. ArmyCorps of Engineers until stamped.3. Project limits are approximate.4. Topography based on USGS LiDAR.5. Cowardin Stream Classifications are based solely on fieldobservations. No formal Stream assessment methodology wascompleted to determine these Cowardin Classifications.These plans and associated documents are the exclusive property of TIMMONS GROUP and may not be reproduced in whole or in part and shall not be used for any purpose whatsoever, inclusive, but not limited to construction, bidding, and/or construction staking without the express written consent of TIMMONS GROUP.EnvironmentalJOB NUMBER
CHECKED BY
SCALE
SHEET NO.
DATE
DESIGNED BY
DRAWN BYYOUR VISION ACHIEVED THROUGH OURSSite DevelopmentResidentialInfrastructureDATEREVISION DESCRIPTIONTHIS DRAWING PREPARED AT THE1001 Boulders Parkway, Suite 300 | Richmond, VA 23225TEL [phone] FAX [phone] www.timmons.comCORPORATE OFFICETechnologyALBEMARLE BEACH SOLAR ADDENDUMFIGURE 6: WETLANDS AND WATERS OF THE U.S. DELINEATION MAP42196WASHINGTON COUNTY, NORTH CAROLINA12/12/2019
A. MEHFOUD

A. MEHFOUD
S. THEBERT
1 " = 2,000 '
1 of 6
PFO(sq ft)PSS(sq ft)PEM(sq ft)POW(sq ft)R3(lf)R4(lf)R6(lf)RPW(lf)A 299 NT / NVB731NT / NVC486NT / NVD430NT / NVE366NT / NVF1,841 NT / NVG295NT / NVH442NT / NVI1,309 NT / NVJ4,350 NT / NVL375NT / NVM365NT / NVN1,269 NT / NVO1,016 NT / NVP6,489 NT / NVQ1,544 NT / NVR2,961 NT / NVS1,928 NT / NVT5,404 NT / NVU3,226 NT / NVV1,291 NT / NVW298,581 8,958 NT / VX69,748 NT / VY119,341 12,664 NT / VZ5,556 NT / VA21,098 NT / VB266,519 NT / VC2744,661 NT / VD242,289 NT / VE21,605,324 604,954 NT / VF2295,162 681 NT / VG21,958 6,240 NT / VH252,468 5,019 NT / VI17,514 NT / VJ246,452 NT / VK2425,064 NT / VL212,794 NT / VN21,969 NT / NVO21,127 NT / NVP2193NT / NVR2421NT / NVS2384NT / NVT2232,252 NT / VU2286NT/NVV242NT/NVW2100NT/NVX23,780,055 13,204 NT/VY211,471 NT/VZ2253NT/VA311,759 NT/VTotal7,294,246 1,064,434 67,314 56,043 0 0 0 40,652
Total Stream Length =40,652 lf
* T=Tidal; NT=Non-tidal; V=Vegetated; NV=Non-Vegetated; PFO=Palustrine Forested Wetland; PSS=Palustrine Scrub-Shrub Wetland; PEM=Palustrine Emergent Wetland; POW= Palustrine Open Water; EIW= Estuarine Intertidal Wetlands; R3= Upper Perennial Streams; R4=Intermittent Streams; R6 = Ephemeral Streams; RPW = Relatively Permanent Waters
Resource Identification
Confirmation ResourceDescriptionNotes*
Total Wetland Area =8,482,036 sq ft 194.72 ac
Albemarle & Associates, Ltd.115 West St. Clair StreetP.O. Box 3989Kill Devil Hills, NC 27948Phone: [phone]Fax: [phone]www.AlbemarleAssociates.comCert. of Licensure No. C-1027This document is the propertyof Albemarle & Associates, Ltd.All rights reserved. Anyunauthorized use or alterationis prohibited.OVERALL MAPSUN ENERGY 1, LLCALBEMARLE BEACH SOLARKnow what's
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HAEL J . M O R WAYK:\Active Projects\08386 - Albemarle Beach Solar\08386A - Permitting\Cadd Files\08386A - Sheets.dwg, 5/28/2020 3:11:53 PM
Albemarle & Associates, Ltd.115 West St. Clair StreetP.O. Box 3989Kill Devil Hills, NC 27948Phone: [phone]Fax: [phone]www.AlbemarleAssociates.comCert. of Licensure No. C-1027This document is the propertyof Albemarle & Associates, Ltd.All rights reserved. Anyunauthorized use or alterationis prohibited.CULVERT INSTALLATION PLANSUN ENERGY 1, LLCALBEMARLE BEACH SOLARSEAL
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HAEL J . M O R WAYK:\Active Projects\08386 - Albemarle Beach Solar\08386A - Permitting\Cadd Files\08386A - Sheets.dwg, 5/28/2020 1:48:15 PM
Albemarle & Associates, Ltd.115 West St. Clair StreetP.O. Box 3989Kill Devil Hills, NC 27948Phone: [phone]Fax: [phone]www.AlbemarleAssociates.comCert. of Licensure No. C-1027This document is the propertyof Albemarle & Associates, Ltd.All rights reserved. Anyunauthorized use or alterationis prohibited.CULVERT INSTALLATION PLANSUN ENERGY 1, LLCALBEMARLE BEACH SOLARSEAL
028572NORTH C A RO
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HAEL J . M O R WAYK:\Active Projects\08386 - Albemarle Beach Solar\08386A - Permitting\Cadd Files\08386A - Sheets.dwg, 5/28/2020 1:54:45 PM
Albemarle & Associates, Ltd.115 West St. Clair StreetP.O. Box 3989Kill Devil Hills, NC 27948Phone: [phone]Fax: [phone]www.AlbemarleAssociates.comCert. of Licensure No. C-1027This document is the propertyof Albemarle & Associates, Ltd.All rights reserved. Anyunauthorized use or alterationis prohibited.CULVERT INSTALLATION PLANSUN ENERGY 1, LLCALBEMARLE BEACH SOLARSEAL
028572NORTH C A RO
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HAEL J . M O R WAYK:\Active Projects\08386 - Albemarle Beach Solar\08386A - Permitting\Cadd Files\08386A - Sheets.dwg, 5/28/2020 3:03:02 PM
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 FARMCULVERT DISCHARGE CALCULATIONS (10 YR EVENT)JURISDICTIONAL IMPACTSculvert c T (C) I added total c * A c * A cQarea 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 13.140.2514.7Impact #2 20' lengthen 0.25 29 4.1 6.51 6.51 1.63 1.63 0.256.7Impact #3 10' lengthen 0.25 34 3.81 14.55 14.55 3.64 3.64 0.2513.9Impact #4 60' culvert0.000.0Impact #5 50' culvert 0.25 29 4.1 19.10 19.10 4.78 4.78 0.2519.6Impact #6 50' culvert 0.25 43 3.4 41.13 41.13 10.28 10.28 0.2535.0WL Crossing #A 0.15 55 2.84 16.60 16.60 2.49 2.49 0.157.1WL Crossing #B 115148.4045.3WL Crossing #C 321400.0082.0(high point in existing ditch)(SCS TR-55 used due to drainage area size)(SCS TR-55 used due to drainage area size)
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)

Discharge
Names
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Tailwater
Depth (ft)
Outlet
Velocity (ft/s)
Tailwater
Velocity (ft/s)
Tailwater
Elevation (ft)
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
Names
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Tailwater
Depth (ft)
Outlet
Velocity (ft/s)
Tailwater
Velocity (ft/s)
Tailwater
Elevation (ft)
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)

Discharge
Names
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Tailwater
Depth (ft)
Outlet
Velocity (ft/s)
Tailwater
Velocity (ft/s)
Tailwater
Elevation (ft)
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)

Discharge
Names
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Tailwater
Depth (ft)
Outlet
Velocity (ft/s)
Tailwater
Velocity (ft/s)
Tailwater
Elevation (ft)
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)

Discharge
Names
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Tailwater
Depth (ft)
Outlet
Velocity (ft/s)
Tailwater
Velocity (ft/s)
Tailwater
Elevation (ft)
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)

Discharge
Names
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Tailwater
Depth (ft)
Outlet
Velocity (ft/s)
Tailwater
Velocity (ft/s)
Tailwater
Elevation (ft)
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
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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 Thursday, May 28 2020, 11:36 AM
Albemarle Beach - Wetland Crossing B
Hydrograph type = SCS Peak discharge (cfs) = 45.32
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 148.000 Curve number (CN) = 64
Basin Slope (%)= See Worksheet Hydraulic length (ft)= See Worksheet
Tc method = TR55 Time of conc. (min) = 115
Total precip. (in) = 5.74 Storm Distribution = Type III
Storm duration (hrs) = 24 Shape factor = 200
Hydrograph Volume = 1,117,848 (cuft); 25.662 (acft)
0.0 3.0 6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 33.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
Q (cfs)
Time (hrs)
Runoff Hydrograph
10-yr frequency
Runoff Hyd - Qp = 45.32 (cfs)
HY-8 Analysis Results
Customized Table
Culvert Crossing: Crossing B – (3) 30” HDPE Culverts

Discharge
Names
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Tailwater
Depth (ft)
Outlet
Velocity (ft/s)
Tailwater
Velocity (ft/s)
Tailwater
Elevation (ft)
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
Soil Map—Washington County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/13/2020
Page 1 of 3397400039742003974400397460039748003975000397520039754003975600397580039760003976200397400039742003974400397460039748003975000397520039754003975600397580039760003976200350500350700350900351100351300351500351700351900352100
350500 350700 350900 351100 351300 351500 351700 351900 352100
35° 55' 10'' N 76° 39' 26'' W35° 55' 10'' N76° 38' 14'' W35° 53' 53'' N
76° 39' 26'' W35° 53' 53'' N
76° 38' 14'' WN
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 18N WGS84
0 500 1000 2000 3000
Feet
0 150 300 600 900
Meters
Map Scale: 1:11,500 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
AaA Altavista fine sandy loam, 0 to
2 percent slopes
17.4 4.4%
At Augusta fine sandy loam 9.9 2.5%
CtA 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%
Soil Map—Washington County, North Carolina
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
5/13/2020
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 Monday, May 18 2020, 9:11 AM
Albemarle Beach - Wetland Crossing C
Hydrograph type = SCS Peak discharge (cfs) = 82.04
Storm frequency (yrs) = 10 Time interval (min) = 1
Drainage area (ac) = 400.000 Curve number (CN) = 73
Basin Slope (%)= See Worksheet Hydraulic length (ft)= See Worksheet
Tc method = TR55 Time of conc. (min) = 321
Total precip. (in) = 5.74 Storm Distribution = Type III
Storm duration (hrs) = 24 Shape factor = 200
Hydrograph Volume = 4,174,422 (cuft); 95.832 (acft)
0.0 4.0 8.0 12.0 16.0 20.0 24.0 28.0 32.0 36.0 40.0 44.0
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
70.00 70.00
80.00 80.00
90.00 90.00
Q (cfs)
Time (hrs)
Runoff Hydrograph
10-yr frequency
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

Discharge
Names
Total
Discharge
(cfs)
Culvert
Discharge
(cfs)
Headwater
Elevation (ft)
Tailwater
Depth (ft)
Outlet
Velocity (ft/s)
Tailwater
Velocity (ft/s)
Tailwater
Elevation (ft)
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