20170771 Ver 1_Riparian Buffer Authorization_20170622

BaldwinDesign
Consultants, PA
SfTE & SUBOMSION DESIGN • SURVEYNG • PLANNING
1700-D East Arlington Blvd • Greenville, NC 27858
252-756-1390. 252-321-1412 (fax)
To: NCDWR - 401 & Buffer Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699-1617
I "Rs -
—��� I
Date: Job No:
6/20/17 17-068
Attention:
Karen Higgins
Re:
Sunbelt Rentals
20170771
We are sending you: Lx] Attached �� Under separate cover via the following:
1 Drawings
Letter
1 6/20/17
3
L I Plans L� Prints Samples I Specifications
Order rXlOther
Transmitted as checked below:
Cover letter detailing submittal information
Various submittal information as contained in cover letter
T=� V
FJW4
X220#�.r J
x For approval
Approved as noted Resubmit
For your use
Approved as submitted Submit
As requested
Returned for corrections Return
For review
Other
Remarks:
Signed: Igor FIAyvoda Copy to:
copies for approval
copies for distribution
corrected copies

0 BaldwinDesign
Consultants, PA
ENGINEERING • SURVEYING • PLANNING
June 20, 2017
Karen Higgins
NCDWR — 401 & Buffer Permitting Unit
1617 Mail Service Center
Raleigh, NC 27699 - 1617
REF: Riparian Buffer Encroachment Plan for Sunbelt Rentals in Greenville, NC
Ms. Karen Higgins:
Page 1
Attached you will find the following documents relative to the above referenced project.
3 complete submittals containing the following information:
1. Riparian Buffer Authorization Form
2. Agent Authorization Form
3. Deed Book 3568 Page 653 of the Pitt County Register of Deeds
4. Map Book 81 Page 177 of the Pitt County Register of Deeds
5. Greenville NE, NC 7.5 -minute quadrangle map with site and GPS coordinates of
approximate location of buffer impact zones depicted
6. NRCS Soil Survey Map with site and GPS coordinates of approximate location of
buffer impact zones depicted
7. Google Map with site and GPS coordinates of approximate location of buffer
impact zones depicted
8. Stormwater management plan package with narrative and calculations
9. Stormwater wetland BMP supplement form
10. Drainage area map for runoff that is collected and treated by stormwater wetland
at ultimate build out
11. Signed Operation and Maintenance Agreement for stormwater wetland
12. SHWT determination report by Gene Aston of Aston Soil Works, Inc
13. Riparian Buffer Encroachment Plan
The owner intends to install proposed improvements on 6.44 acres of land as shown on
the plans. Stormwater runoff resulting from these proposed impervious improvements will
be treated within the proposed stormwater wetland. Stormwater wetland's outlet structure
will then discharge this treated runoff through the proposed 24" reinforced concrete pipe
into Parker Creek. Due to topography, it is not feasible to discharge this treated runoff
from stormwater wetland anywhere else besides directly into Parker Creek as shown on
the plans.
Please note that there is an existing gravel path that runs along the existing 18" gravity
sewer line. This existing gravel path partially encroaches into riparian buffer at certain
points. According to sewer utility provider, Greenville Utilities Commission (GUC), this
path has been there since 1970's and therefore is exempt from riparian buffer rules
1700-D EAST ARLINGTON BOULEVARD, GREENVILLE. NORTH CAROLINA 27858
NCBELS Lie. No. C-3498 TEL [phone] FAx [phone] www.BALDWINDESIGNCONSULTANTS.com

because it has existed there before the Tar -P
in 2000. Therefore, the current and previous
violation of the Tar -Pamlico Riparian Buffer
verified on Google Earth going as far back as
data. In addition, Mickey Tripp at Greenville
that this path has been there since 1970's.
confirmation.
a!JE.
amlico Riparian Buffer Rule went into effect
owners are not and were not ever in the
Rule. The presence of this path can be
1993 based on the available aerial imagery
Utilities Commission (GUC) has confirmed
He can be reached at [phone] for
Upon receipt and review of this information please contact me if you have any questions
concerning this permit application.
Sincerely,
Igo Palyvoda, PE
Vice President
Attachments
Q.O��SSIO%yq�.,
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043
' � ••.ENGIN,. ,p

1 l 0
State of North Carolina
Department of Environment and Natural Resources
Division of Water Resources Division of Water Resources
15A NCAC 02B .0233 (8)(b), .0243 (8)(b), .0250 (11)(b), .0259 (8)(b), .0267 (11)(c), .0607 (e)(2) — Buffer Authorization
FORM: BA 10-2013
Riparian Buffer Authorization Form
A.
1.
Applicant Information
Project Information
D
1a.
Name of project:
Sunbelt Rentals JUN `I 2 2017
1 b.
County:
Pitt
1 c.
Nearest municipality:
Greenville DE -WATER
1 d.
Subdivision name:
N/A R PERMITTING
1 e.
Is the project located in any of North Carolina's
twenty coastal counties. If yes, answer 1 f below.
❑ Yes ® No
1f.
Is the project located within a NC Division of Coastal
Management Area of Environmental Concern (AEC)?
❑ Yes ® No
2.
Owner Information
2a.
Name on Recorded Deed:
TDG Properties, LLC
2b.
Deed Book and Page No.
Deed Book 3568 Page 653 of the Pitt County Register of Deeds
2c. Map Book and Page No.
(include a copy of the recorded
map that indicates when the lot
was created):
Map Book 81 Page 177 of the Pitt County Register of Deeds
2d.
Responsible Party
(for Corporations):
Thomas D. Goodwin
2e.
Street address:
P.O. Box 3462
2f.
City, state, zip:
Greenville, NC, 27836
2g.
Telephone no.:
[phone]
2h.
Fax no.:
N/A
2i.
Email address:
N/A
3.
Applicant Information (if different from owner)
3a. Applicant is:
® Agent ❑ Other, specify:
3b.
Name:
Igor Palyvoda
3c.
Business name
(if applicable):
Baldwin Design Consultants, PA
3d.
Street address:
1700-D East Arlington Boulevard
3e.
City, state, zip:
Greenville, NC, 27858
3f.
Telephone no.:
[phone]
3g.
Fax no.:
[phone]
3h.
Email address:
[e-mail]
FORM: BA 10-2013 Page 1 of 6

INTERNAL DRAFT- NOT FOR PUBLIC USE
Section A. Applicant Information, continued
4. Agent/Consultant Information (if applicable)
4a. Name:
Igor Palyvoda
4b. Business name
(if applicable):
Baldwin Design Consultants, PA
4c. Street address:
1700-D East Arlington Boulevard
4d. City, state, zip:
Greenville, NC, 27858
4e. Telephone no.:
[phone]
4f. Fax no.:
[phone]
4g. Email address:
[e-mail]
FORM: SSGP3080 8-13 Page 2 of 6

B.
Project Information and Prior Project History
1.
Property Identification
1a. Property identification no. (tax PIN or parcel ID):
Portion of parcel 01315, NC PIN 4689054723
1 b. Site coordinates (in decimal degrees):
Latitude: 35.651718
Longitude: -77.348696
1 c.
Property size:
6.44 acres
2.
Surface Waters
2a.
Name of nearest body of water to proposed project:
Parker Creek
2b.
Water Quality Classification of nearest receiving
C; NSW
water:
2c.
River basin:
Tar -Pamlico
3.
Project Description
3a.
Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of
this application:
Majority of the property is currently being used for agricultural purposes. The property is bounded on the north
by NCSR 1579 (Staton Road), bounded on the east by wooded land and Parker Creek, bounded on the west
by NCSR 1623 (Northland Drive) and bounded on the south by vacant land.
3b.
Attach an 8 1/2 x 11 excerpt from the most recent version of the USGS topographic map indicating the location
of the site
3c.
Attach an 8 1/2 x 11 excerpt from the most recent version of the published County NRCS Soil Surrey Map
depicting the project site
3d.
List the total estimated linear feet of all existing streams (intermittent and perennial) on the property: 523
3e.
Explain the purpose of the proposed project:
The purpose of the project is to construct equipment and tool rental building, paved parking lot with sidewalks,
and gravel parking lot. In addition, necessary storm drainage improvements will be installed.
3f.
Describe the overall project in detail, including the type of equipment to be used:
It is anticipated that all conventional types of earthmoving equipment will be used during construction.
4.
Jurisdictional Determinations
4a.
Have jurisdictional wetland or stream determinations by the
❑ Yes ® No ❑ Unknown
Corps or State been requested or obtained for this property/
Comments:
project (including all prior phases) in the past?
4b.
If yes, who delineated the jurisdictional areas?
Agency/ Consultant Company:
Name (if known):
Other:
4c.
If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach
documentation.
5.
Project History
5a.
Have permits or certifications been requested or obtained for
® Yes ❑ No ❑ Unknown
this project (including all prior phases) in the past?
5b.
If yes, explain and detail according to "help file" instructions.
Site plan, stormwater management plan, and erosion and sedimentation control plan have been submitted to
City of Greenville for review and approval. City of Greenville requires that buffer authorization is obtained from
NC DEQ before City of Greenville approves stormwater management plan.
6.
Future Project Plans
6a.
Is this a phased project?
❑ Yes ® No
6b.
If yes, explain.
FORM: BA 10-2013 Page 3 of 6

C. Proposed Impacts Inventory
1. Buffer Impacts
1 a. Project is in which protected
basin?
❑ Neuse ® Tar -Pamlico ❑ Catawba
❑ Jordan
El Randleman El Goose Creek
1 b. Individually list all buffer impacts below. If any impacts require mitigation, then you MUST fill out Section D of
this form.
Buffer impact
number —
Permanent (P)
or Temporary
T
Reason for
impact
Type of impact
(exempt, allowable,
allowable w/
mitigation)
Stream name
Buffer
mitigation
required?
Zone 1
impact
(sq ft)
Zone 2
impact
(sq ft)
61 ® P ❑ T
New stormwater
outfall
Allowable
Parker Creek
❑ Yes ® No
622
414
B2 ❑ P ❑ T
❑ Yes ❑ No
B3 ❑ P ❑ T
❑ Yes ❑ No
B4 ❑ P ❑ T
❑ Yes ❑ No
B5 ❑ P ❑ T
I ❑ Yes ❑ No
B6 ❑ P ❑ T
I ❑ Yes ❑ No
Total
buffer impacts
622
414
-1c. Comments:
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Originally, we have investigated whether it would be possible to discharge treated runoff into a ditch to the
north of the property in order to avoid having to disturb riparian buffer. However, based on topography this is
not feasible because the ditch elevation along the north property boundary is higher than permanent pool
elevation, which is the invert of the discharge pipe. Therefore, the only way to discharge treated runoff from the
stormwater wetland is directly into Parker Creek via 24" reinforced concrete pipe. The location of 24" RCP has
been selected such that no wooded area in zone 1 or zone 2 will be disturbed. All wooded areas shown on the
plans will remain undisturbed in both zone 1 and zone 2. The impact areas, where the 24" RCP will cross the
riparian buffer, currently consists of grass/brush, both of which will be replanted and re -seeded once the outlet
pipe is installed.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction
techniques.
Construction limits will be precisely located in the field to avoid further additional impacts. Silt fence will be
provided along entire riparian buffer length as part of erosion control measures whose purpose is to avoid and
minimize impacts from the construction of the project. In addition, RoLanka BioD-Mat 60 coir matting will be
installed at the end of flared end section (FES#2) in Parker Creek in order to provide high erosion resistance
while supporting growth and re -development of vegetation once the outlet pipe is installed.
FORM: BA 10-2013 Page 4 of 6

C. Impact Justification and Mitigation, continued
2. Buffer Mitigation
2a. Will the project result in an impact within a protected riparian buffer that requires buffer
mitigation?
❑ Yes ® No
2b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation and
calculate the amount of mitigation required in the table below.
Zone
Reason for impact Total impact
(square feet
Multiplier Required mitigation
(square feet
Zone 1
3 (2 for Catawba)
Zone 2
1.5
Total buffer mitigation
required:
2c. If buffer mitigation is required, is payment to a
mitigation bank or NC EEP proposed?
❑ Yes ❑ No
2d. If yes, attach the acceptance letter from the mitigation bank or NC EEP.
2e. If no, then discuss what type of mitigation is proposed.
2f. Comments:
FORM: SSGP3080 8-13 Page 5 of 6

E. Diffuse Flow Plan
All buffer impacts and high ground impacts require diffuse flow or other form of
❑ Diffuse flow
stormwater treatment. Include a plan that fully documents how diffuse flow will be
® Other BMP
maintained. If a Level Spreader is proposed, attach a Level Spreader Supplement Form.
1 a.
If due to site constraints, a BMP other than a level spreader is proposed, please provide a
❑ Yes ® No
plan for stormwater treatment as outlined in Chapter S of the NC Stormwater BMP
of public (federal/state) land?
Manual and attach a BMP Supplement Form.
1 b.
F.
Supplementary Information
br First Class Mail via the US Postal Service:
1.
Environmental Documentation
OR NC DWR, Transportation Permitting Unit
1 a.
Does the project involve an expenditure of public (federal/state/local) funds or the use
❑ Yes ® No
Raleigh, NC 27604
of public (federal/state) land?
For all other projects sent b-�, delivery service
1 b.
If you answered "yes" to the above, does the project require preparation of an
❑ Yes ❑ No
OR Karen Higgins
environmental document pursuant to the requirements of the National or State (North
NCDWR — 401 & Buffer Permitting Unit
1617 Mail Service Center
Carolina) Environmental Policy Act (NEPA/SEPA)?
Raleigh, NC 27699 - 1617
1 c.
If you answered "yes" to the above, has the document been finalized by the State
❑ Yes ❑ No
Clearing House? (If so, attach a copy of the NEPA or SEPA final approval letter.)
Comments:
2.
Violations
2a.
Is the site in violation of DWR Wetland Rules (15A NCAC 02H .0500), Isolated Wetland
❑ Yes ® No
Rules (15A NCAC 02H .1300), DWR Surface Water or Wetland Standards, or Riparian
Buffer Rules (15A NCAC 02B .0200)?
2b.
Is this an after -the -fact permit application?
❑ Yes ® No
2c.
If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
There is already an existing gravel driveway installed in zone 2 of riparian buffer. The current owner bought the
property as is in 2016. It is unlikely that the previous owner obtained buffer authorization.
Ig v Pa L v o d a,6-19- 1001
Kmmmlp-
Oplicant/Agent'k Printed Name V Mplicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Send 3 complete sets of this form and accompanying documents to the following:
For government transportation projects sent
For government transportation projects sent
br First Class Mail via the US Postal Service:
bs, deliver "v service (UPS, FedEx, etc.).-
tc.):NC
NCDWR, Transportation Permitting Unit
OR NC DWR, Transportation Permitting Unit
1617 Mail Service Center
512 N. Salisbury Street
Raleigh, NC 27699 - 1617
Raleigh, NC 27604
For all other projects sent by First Class Mail
For all other projects sent b-�, delivery service
via the US Postal Service
( UPS, FedEx, etc.).-
tc.):Karen
KarenHiggins
OR Karen Higgins
NCDWR — 401 & Buffer Permitting Unit
NCDWR — 401 & Buffer Permitting Unit
1617 Mail Service Center
512 N. Salisbury Street
Raleigh, NC 27699 - 1617
Raleigh, NC 27604
FORM: BA 10-2013 Page 6 of 6

SAMPLE AGENT AUTHORIZATION FORM
PROPERTY LEGAL DESCRI PTI ON:
LOT NO. PLAN NO.
PARCEL I D: 01315 (portion of)
STREET ADDRESS: 1000 Staton Road, Greenville, NC 27834
Please print:
Property Owner:
Property Owner:
TDG Properties, LLC
The undersigned, registered property owners of the above noted property, do hereby authorize
Igor Palyvoda
(Contractor / Agent)
of Baldwin Design Consultants, PA
(Name of consulting firm)
to act on my behalf and take all actions necessary for the processing, issuance and acceptance of
this permit or certification and any and all standard and special conditions attached.
Property Owner's Address (if different than property above):
P.O. Box 3462, Greenville, NC 27836
Telephone:
252-321-7732
We hereby certify the above information submitted in this application is true and accurate to the
best of our knowledge.
Authorized Signatu a Authorized Signature
Date: ev -13— 17 Date:

Page 1 of 4
Doe I0: 013850430004 Type: CRP
Reeorded: 08/18/2017 at 12:54:48 PM
Fee Amt: $452.00 Pape 1 of 4
Revenue Tax: $428.00
Pitt County. NC
Lisa P. Nichols REO OF DEEDS
3568 PD653-656
(Space Above for Recorder's Use)
NORTH CAROLINA GENERAL WARRANTY DEED
PITT COUNTY
This instrument prepared by:
Christian E. Porter, Attorney
1698 E. Arlington Blvd., Greenville, NC 27858
iV
Msil/Box: Colombo Kitchin Attorneys
EXCISE TAX: 5426.00
Parcel Identifier No.: portion of 0 13 15
The property herein conveyed does not include
the primary residence of the Grantor.
THIS DEED made and entered into thus 1 T - day of June, 2017, by and between
GRANTOR
HARVEY R. LEWIS and wife,
BRENDA T. LEWIS
2582 Blue Creek Lane, Grimesland, NC 27837
and
CHARLES E. LEWIS and wife,
CRYSTAL S. LEWIS
2293 Wolf Trap Road, Winterville, NC 28590
GRANTEE
TDG PROPERTIES, LLC
a North Carolina limited liability company
PO Box 3642
Greenville, NC 27836
The designation Grantor and Grantee as used herein shall include said parties, their heirs, successors, and assigns, and shall include
singular, plural, masculine, feminine, or neuter, as required by context.
00231888-t
Book: 3568 Page: 653 Seq: 1
Book: 3568 Page: 653 Page 1 of 4

It
Page 2 of 4
Deed
Page 2
WITNESSETH:
That, Grantors for and in consideration of the sum of Ten Dollars ($10.00) and other valuable
considerations to them in hand paid by the Grantee, the receipt of which is hereby acknowledged, have
bargained and sold and by these presents do hereby bargain, sell, and convey unto Grantee in fee simple, that
certain lot or parcel of land lying and being in Pitt County, North Carolina and being more particularly
described as follows:
Lying and being in Greenville Township, Pitt County, North Carolina and being all of Lot
3 of Northland industrial Park, containing 6.44 acres, more or less, as shown on map
prepared by Baldwin Design Consultants, PA, dated May 23, 2017, recorded in Map Book
81, Page 177, Pitt County Registry.
TO HAVE AND TO HOLD the foregoing described lot or parcel of land and all privileges and
appurtenances thereunto belonging or in anywise appertaining unto the said Grantee in fee simple forever.
And Grantors covenants to and with the Grantee that they are seized in fee simple of said premises and
have the right to make this conveyance in fee simple; that the same is free and clear of all encumbrances
whatsoever except for restrictive covenants, if any, of record in the Pitt County Registry, highway or road rights
of way, any easements of record in the Pitt County Registry, any and all federal, state or local regulations
related to zoning, land use or development of the property; and ad valorem taxes subsequent to the year 2016;
and that they will forever warrant and defend the title to the same against the lawful claims of all persons
whomsoever.
IN TESTIMONY WHEREOF, the said Grantor has duly executed this instrument this the day and year
first above written.
[REMAINDER OF PAGE INTENTIONALLY LEFT BLANK]
[SIGNATURES AND NOTARY ACKNOWLEDGEMENTS TO BEGIN ON NEXT PAGE]
00231888-1
Book: 3568 Page: 653 Page 2 of 4
Book: 3568 Page: 653 Seq:2

Page 3 of 4
Deed
Page 3
STATE OF NORTH CAROLINA
COUNTY OF PITT
(SEAL)
HARVEY EZW
(SEAL)
BRENDA T. LEWIS
I certify that the following person(s) personally appeared before me this day, each acknowledging to me
that . he or she voluntarily signed the foregoing document for the purpose stated therein and in the capacity
indicated: HARVEY R. LEWIS
Witness my hand and Notary Seal this the i day of June, 2017.
[AFFIX NOTARY S�AIB1�LQb'i/i
`�co Gam!
= ~ NOTA f?
PUBLIC
�V``:
My Commission Expires: 121 1 Za t K
STATE OF NORTH CAROLINA
COUNTY OF PITT
Notary's Signature: I I ) .
Notary Print Name: 3 . ` q r,3 • k
Notary Public'
I certify that the following person(s) personally appeared before me this day, each acknowledging to me
that he or she voluntarily signed the foregoing document for the purpose stated therein and in the capacity
indicated: BRENDA T. LEWIS
Witness my hand and Notary Seal this the L�y of Junes 2017.
[AFFIX NOTARY SEAL BE
r1 o TA ,7
A -,SL IC Notary's Signatures ( oma c �.
c�UNT'l• �G�Notary Print Name:
Notary Public
My Commission Expires:
00231888-t
Book: 3568 Page: 653 Seq: 3
Book: 3568 Page: 653 Page 3 of 4

Page 4 of 4
Deed
Page 4
(SEAL)
C ES E. LEWIS
(SEAL)
CRYS L S. LEWIS
STATE OF NORTH CAROLINA
COUNTY OF PITT
I certify that the following person(s) personally appeared before me this day, each acknowledging to me
that he or she voluntarily signed the foregoing document for the purpose stated therein and in the capacity
indicated: CHARLES E. LEWIS
Witness my hand and Notary Seal this the 1,C day of June, 2017.
[AFFIX NOTARY SEAL BELOW]
My
STATE OF NORTH CAROLINA
COUNTY OF PITT
Notary's Signature: _G
Notary Print Name: Sedec
Notary Public
I certify that the following person(s) personally appeared before me this day, each acknowledging to me
that he or she voluntarily signed the foregoing document for the purpose stated therein and in the capacity
indicated: CRYSTALS. LEWIS
Witness my hand and Notary Seal this the /j6 day of June, 2017.
[AFFIX NOTARY SEAL BELOW]
4' 4i
ip
,� �C
My Commissionf/lam/ 9
0023188"
Book: 3568 Page: 653 Page 4 of 4
Notary's Signature:
Notary Print Name: C A
Notary Public
Book: 3568 Page: 653 Seq:4

00
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d
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V
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u
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SITE DATA
TOTAL AREA IN TRACT ...........6.440 ACRES
NUMBER OF LOTS CREATED .................. . _ . _..... ..... _.. 1
AREA IN COMMON AREA ............ _ ... ....
AREA IN PARKS, RECREATION AREAS
CEMETERIES AND THE LIKE.... _ ............. .... .. . _ . . _ ... 0 S.F.
GENERAL NOTES
1, ALL AREAS CALCULATED BY COORDINATE GEOMETRY.
2. THIS MAP IS A SURVEY THAT CREATES A SUBDIVISION OF LAND WITHIN A COUNTY
OR MUNICIPALITY THAT HAS AN ORDINANCE THAT REGULATES PARCELS OF LAND.
3. A PORTION OF THIS PROPERTY IS LOCATED IN A SPECIAL FLOOD HAZARD AREA AS
DETERMINED BY THE FEDERAL EMERGENCY MANAGEMENT AGENCY. REF: FIRM
3720468800K, DATED JULY 7, 2014. B.F.E. VARIES FROM 24.9-25.2(NAVD 1,988).
4. THE DESIGNATION NOTED OVER WATER, SANITARY SEWER, GAS OR ELECTRICAL
LINES IS FOR THE PURPOSE OF ESTABLISHING THE WIDTH OF SAID EASEMENT. THE
EASEMENTS ARE NOT EXCLUSIVE AND WILL PERMIT THE INSTALLATION OF WATER,
SANITARY SEWER GAS AND ELECTRIC LINES WITHIN THOSE DESIGNATED WIDTHS.
5. NO BUILDINGS, STRUCTURES, OR OTHER IMPROVEMENTS, MATERIALS AND
SURFACES, INCLUDING BUT NOT LIMITED TO PRINCIPAL AND ACCESSORY
STRUCTURES AND ADDITIONS OR APPURTENANCES THERETO, SIGNAGE, FENCES,
WALLS, MECHANICAL EQUIPMENT, CANOPIES, ANTENNAS, MASTS,
AERIALS,MONUMENTS, LANDSCAPE PLANTINGS, FILL MATERIALS, DEBRIS, SOLID
WASTE COLLECTION CONTAINERS, MAIL RECEPTACLES AND IMPERVIOUS SURFACES,
SHALL ENCROACH WITHIN ANY DEDICATED EASEMENT WITHOUT PRIOR WRITTEN
o N
dhS,J'' 1qp.
NCtS MONUMENT ` a
'GREENFIELD'
(NM 1927) '1
X-2,464,844.636 11,
Y-894.461.721
Illllullllllll��IV�IIIII�ipIIII�i�I�IY
Doc ID: 013847560001 Type: CRP
Recorded: 06/15/2017 at 10:10:67 AH
Fae Amt: $21.00 Page 1 of 1
Pitt County.
NC
Lisa P. Nichola REG OF DEEDS
-81 PG177
AT TIEC L
r NCSR 579
k PARLO=RS CREEK
TWIN 72'
CMP'e;`I
A1C S 52.45 (OT1E) E
APPROVAL FROM THE CITY OF GREENVILLE.
6. REF: MAP BOOK 55, PAGES 188 AND MAP BOOK 65, PAGES 149 OF THE PITT
COUNTY REGISTER OF DEEDS.EX. MH
7. IRON PIPES SET AT ALL CORNERS UNLESS OTHERWISE NOTED. Gn
+Lr Sv�
8. ALL DISTANCES ARE HORIZONTAL GROUND DISTANCES. NO GRID FACTORS /
HAVE BEEN APPLIED.
9. STORMWATER MANAGEMENT FACILITIES MAY BE CONSTRUCTED WITHIN THE
NON -ENCROACHMENT AREA SHOWN ON THIS PLAT UPON REVIEW AND APPROVALJ�u`� S;I
OF A 'NO -RISE' CERTIFICATION BY THE APPROPRIATE COMMUNITY OFFICIAL/ �5791� `F✓P 516.02
/ FIS 4 E N 29'35'26' W •i.�
/rte i1p017 22 I 80.00'
R / � N 56. 83(9' 5' 1
R-3TJ.a_f) 45'24'3
A3369 �Wt to L-74.20'
I
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ZS arm G
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A 63g 99 k N 0757'07'
57'0 W 1 MB 0.S. PG 149)NNppHN
N �z22? ' N 1747'54' W 1 \ PFR F�LSI,MERE
E 79.47'(.00) - �, STIXTf EFFECTIVE 7/7/2014 AE 38.278 S.F.
OP R-470.00' Pf ' ' �
L-79.51' FLOOD ZONE
1 ON 30'03'00' W
\1 •\280.542.40 S.F. 353.35'(CHORO)
•�, f• R-310.67'
L-375.8.5'
NORTHLAND INDUSTRIAL PARK 71V'
\ M8 85, PG 149'SS 46,0CNOI
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MB 65, SPG 149
100' 50' 0 100• 200' 000'
GRAPHIC SCAM 1' - 100•
A PORTION OF PARCEL 001315
TAX MAP #4689-05-4723
FINAL PLAT SHEET 1 OF 1
NORTHLAND INDUSTRIAL PARK
LOT 3
REFERENCE: DEED 1300K 3255, PAGE 468 OF
THE PITT COUNTY REGISTER OF DEEDS
GREENVILLE, GREENVILLE TOWNSHIP, PITT COUNTY, N.C.
OWNER: HARVEY R. LEWIS and CHARLES E. LEWIS
= ADDRESS:PO BOX 30930
v' GREENVILLE, NC 27833
qPHONE: [phone]
n
Raldw$n CDanI , SURVEYED: JP APPROVED: MWB
Uonsultants, PA DRAWN: JGG DATE: 05/23/2017
04CWEDW - LOM) PIANMTIG - S111MT11M;
��LE, NC 2A W 1 CHECKED: MWB SCALE: 1' - 100'
1`PVH N CAR 0114 g1D1till, 1111
VI
5
HARVEY R. LEWIS
and
CHARLES E. LEWIS
DB 3255, PG468
M8 55, PG 188
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iNnHitt Liill?`°`\
SOURCE OF TITLE
THIS IS TO CERTIFY THAT THE LAST
INSTRUMENT(S) IN THE CHAIN OF TITLE(S)
OF THIS PROPERTY AS RECORDED IN THE
PITT COUNTY REGISTRY AT GREENVILLE,
NORTH CAROLINA IS:
DEWR&2PAGE 468
DFFD PAGEDEW PAGE•- se ONW311P
NC REGISTRAnN N . • -3082
Q
8�
N
NO ENCROACHMENTS OF ANY TYPE, INCLUDING CLEARING,
FILLING, EXCAVATIO!, GRADING, NEW CONSTRUCTION,
SUBSTANTIAL IMPROVEMENTS OR OTHER TYPES OF
DEVELOPMENT ARE PERMITTED IN THE FLOODWAY OR
NON -ENCROACHMENT AREAS AS DENOTED ON THIS PLAT
UNLESS A 'NO -RISE CERTIFICATION' IS PROVIDED IN
ACCORDANCE WITH THE FLOOD DAMAGE PREVENTION
ORDINANCE.
-S 2927'36' E
298.2 1 '(CHORD)
R-1430.45'
L-298.76'
RIPS PBUFFER
\t \ (LOF PARKERS CREEK
THE PROPERTY LINE
EXISTING
. a
T
(DB 1258, PG 796)N
\ EX.
EXISTING 20' PERMWENT EASEMENT AN
RIGHT OF WAY FOR OPERATION AND
MAINTENANCE OF SANITARY SEWER
MAIN 10' EACH SIDE OF SEWERLINE
(MB 19, POS 13 k 13A)
OWNERS STATEMENT
THIS IS EVIDENCE THAT THIS SUBDIVISION IS
MADE AT THE REQUE -- Fyy --
eOO-"-
SWORN_ P -P SUBSCRIB BEFORE ME
THIS �`'�= DAY OF 2017.
t
NOTARY PUBLIC
MY COMMISSION EXPIRES: 03/28/2019
GRADY-WHITE BOATS
M8 21, PG 12
NO POINTS SET ALONG
PARXERS CREEK
SITE '�.��
aaw
1" 2000'
VICINITY MAP
LEGEND
EIP - EXISTING IRON PIPE
R/W - RIGHT-OF-WAY
ECM - EXISTING CONCRETE MONUMENT
SIP - SET IRON PIPE
CH - CHORD
R - RADIUS
L - LENGTH
EX. - EXISTING
MBL - MINIMUM BUILDING UNE
C/L - CENTERLINE
MH - MANHOLE
BFE - BASE FLOOD ELEVATION
PC - POINT OF CURVATURE
PT - POINT OF TANGENCY
\ CURVE TABLE
LINE CHORD BEARING CHORD 1 RADIUS LENGTH
C1 I S 36'24'52- E 1 8.02 1430.45' ji 8.02
J; 1 PITT COUNTY DRAINAGE
DISTRICT M0. 4
80' EASEMENT
40' EACH SIDE OF C/L
� 1
i
APPROVAL
THIS FINAL PUT NO. 17-26 WAS
APPROVED BY THE SUBDIVISION REVIEW
BOARD IN ACCORDANCE WITH TITLE 9,
CHAPTER 5 OF THE GREENVILLE CITY
CODE THE 14th DAY OF JUNE
2017.
SIGNED—
CITY PLANNER
11C AIRUO �74i
SEAL -_
L-3082 ?;
.! 7 J 3`
'y9 OSURV f. O
IV
70111 OD111Pt
CHECKED: JOG I DATE: 05/10/17
DEDICATION
THE UNDERSIGNED HEREBY ACKNOWLEDGES THIS
PLAT AND ALLOTMENT TO BE _ HEIR FREE ACT
AND DEED, AND HEREBY DEDICATES TO PUBLIC
USE AS STREETS, PARKS, PLAYGROUNDS, OPEN
SPACES AND EASEMENTS FOREVER ALL AREAS AS
SHOWN OR SO tbOCATED_ON SAIDIPLAT.
SIGNED
a
CERT(FICAnON
t, MICHAEL W. DAIDWIN CERTIFY THAT UNDER
MY DIRECT SUPERVISION FROM AN ACIWL
FIELD SURVEY MME UNDER W SUPERVISION
(DEED DESCRIPTION RECORDED IN BOOKAM
PAGE�66_,ETC.)(OTHER): THAT THE BOUNDARIES
NOT SIIXXlIvviEYYEEDD ARE CLEARLY INOICATED AS
DRAWN FROM INFORMATION FOUND IN BOOK %L-,
PACE 166: THAT THE RATIO OF PRECISION AS
CALCUU4 BY LAANMD DEPARTURES IS
1:10QQQ WAS PREPARED IN
AL`L`bILLSAIIC ]0 AS AMENDED.
WTRNE55 1FY D TH5 WOAY OF
MY 7.
N. -- All, Ink %
REVIEW OFFICER'S CERTIFICATE
VIEW OFFICER OF PITT COUNTY. CERTIFY
THAT THE MAP OR PIAT TO WHICH THIS
CFRTOF1CAl10N IS AFFIXED MITTS ALL
STATUTORY REOUIREMENTS FOR RE NG:
d4 ie i7
DATE

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U.S. DEPARTMENT OF THE INTERIORN1. GREENVILLE HE QUADRANGLE
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Mete
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USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
=1
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283800
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6/6/2017
Page 1 of 3

350 39' 1(rN
350 39'T N
3 Soil Map—Pitt County, North Carolina 3
350 39'10"N
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USDA Natural Resources Web Soil Survey 6/6/2017
Conservation Service National Cooperative Soil Survey Page 1 of 3

MAP LEGEND
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Spoil Area
The soil surveys that comprise your AOI were mapped at
Soil Map Unit Polygons
.-, r
Soil Map Unit Lines
13
Soil Map Unit Points
Special
Point Features
V
Blowout
®
Borrow Pit
�r
Clay Spot
Wet Spot
Closed Depression
Gravel Pit
Web Soil Survey URL:
Gravelly Spot
0
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w�
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Marsh or swamp
Mine or Quarry
®
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0
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j
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Transportation
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cll�
Severely Eroded Spot
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Soil Map—Pitt County, North Carolina
MAP INFORMATION
r;l
Spoil Area
The soil surveys that comprise your AOI were mapped at
1:15,800.
Stony Spot
Please rely on the bar scale on each map sheet for map
Very Stony Spot
measurements.
Wet Spot
Source of Map: Natural Resources Conservation Service
Other
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
w�
Special Line Features
Maps from the Web Soil Survey are based on the Web Mercator
Water Features
projection, which preserves direction and shape but distorts
Streams and Canals
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
Transportation
accurate calculations of distance or area are required.
i -1-F
Rails
This product is generated from the USDA-NRCS certified data as
,y
Interstate Highways
of the version date(s) listed below.
_
US Routes
Soil Survey Area: Pitt County, North Carolina
Major Roads
Survey Area Data: Version 13, Sep 20, 2016
Local Roads
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Background
M
Aerial Photography
Date(s) aerial images were photographed: May 9, 2010—Sep
10, 2010
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
USDA Natural Resources Web Soil Survey 6/6/2017
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map—Pitt County, North Carolina
Map Unit Legend
I— Pitt Couttty, North Carolina (NC147)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
AgB
Alaga loamy sand, banded 0.7 10.3%
substratum, 0 to 6 percent
slopes (Alpin)
Pa
Pactolus loamy sand 2.4 368%
Tu
Tuckerman fine sandy loam 3.4 530%
(Yonges)
Totals for Area of Interest
6.4 100.0%
OSpq Natural Resources Web Soil Survey 6/6/2017
Conservation Service National Cooperative Soil Survey Page 3 of 3

1000 Staton Rd - Google Maps
Google Maps 1000 Staton Rd
https://www.000(Tle.com/maps/place/ 1000+Staton+Rd,+Greenville,...
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'LoBaldwinDesign
Consuitants^
ENGINEERING • SURVEYING • PLANNING
STORMWATER MANAGEMENT
SUNBELT RENTALS
File #17-068
City of Greenville, Pitt County, NC
June 9, 2017
.•%N CAgpt''.
oP•ssIOA;
= S A
043249 _
Date
1700-D EAST ARLINGTON BOULEVARD, GREENVILLE. NORTH CAROLINA 27858
NCBELS Lic. No. C-3498 TEL [phone] FAx [phone] www.BALDWINDESIGNCONSULTANTS.com

STORMWATER MANAGEMENT NARRATIVE
SUNBELT RENTALS
CITY OF GREENVILLE, PITT COUNTY, NORTH CAROLINA
June 9, 2017
Project Name: Sunbelt Rentals
Location: 1000 Staton Road
Greenville, Pitt County, NC 27834
Developer: TDG Properties, LLC
P.O. Box 3462
Greenville, NC 27836
Consultant: Baldwin Design Consultants, PA
1700-D East Arlington Boulevard
Greenville, NC 27858
Phone: [phone]
GENERAL PROJECT INFORMATION
The project site is located at 1000 Staton Road at the intersection of Staton Road and
Northland Drive in Greenville, North Carolina. Total area within the property is 6.441 ac.
The property is currently partially developed and includes an existing gravel road that
connects to GUC's pump station to the south of the property. The cultivated
undeveloped portion of the property has historically been used for planting straight rows
of crops. The non -cultivated portion of the land land within the property consists of
woods and brush along Parker's Creek in the Tar -Pamlico riparian buffer. The purpose
of this project is to expand current development/improvement consisting of the existing
gravel road by adding a building, paved parking lot, and a gravel parking lot. In addition,
required storm drainage system and a stormwater wetland facility will be constructed to
treat and attenuate runoff from the proposed additional improvements.
Addition of building and paved and gravel parking lots will require stormwater wetland
for attenuation purposes to satisfy City of Greenville requirements. The purpose of the
proposed stormwater wetland is to attenuate the peak stormwater flow of the 1 -year
through 25 -year 24-hour storms. Stormwater wetland is also designed to reduce
nitrogen and phosphorus loading rates that result from the proposed additional
improvements to the site. The reduction in the remaining nutrients that are not able to
be fully treated by the stormwater wetland will be achieved through a one-time nutrient
offset buydown payment.
Currently, the 6.441 -acre project site consists of 0.112 acres of gravel road, 0.211 acres
of woods, 0.534 acres of brush, and 5.584 acres that are straight rows of crops. The site
will be re -developed and approximately 5.4 acres of land will be disturbed. After re-
development of 5.4 acres, an additional impervious area of 3.408 acres will be added to
the existing impervious area of 0.112 acres. The total impervious area after additional

improvements are made will be 3.520 acres and the remaining pervious area will be
2.921 acres.
Existing surface drainage is currently primarily sheeting east towards Parker's Creek.
The remaining runoff is being collected in the ditch along the west and north sides of the
property and is eventually discharged by this ditch into Parker's Creek. The runoff is
currently not detained or treated by any stormwater BMP. This site eventually drains
into the Tar River via Parker's Creek. The 100 -year flood does infringe on this site as
shown on the plans. There are no wetlands at this site.
The purpose of this project is to attenuate runoff from 6.441 acres. 5.014 acres of
6.441 -acre site will be treated and attenuated within the proposed stormwater wetland
and the runoff from the remaining drainage area will be bypassed. In addition, nutrient
reduction via a one-time nutrient buydown offset payment will also be required in order
to comply with the City of Greenville Stormwater Management Program since
stormwater wetland will be unable to reduce nitrogen export below the allowable limit of
4 Ib/ac/year. This project will involve re -grading the existing area and constructing storm
drainage system and stormwater wetland in order to achieve attenuation of 1 through 25
year storms since the runoff will eventually drain to Parker's Creek in the Tar -Pamlico
River Basin.
STORMWATER INFORMATION
Per City of Greenville MSDD Detail #680.01, there are two acceptable methods for
determining runoff, Rational method and Soil Conservation Service method. Software
called HydroCAD was used for routing purposes for this project. In order to achieve
better routing accuracy, HydroCAD manual recommends that Soil Conservation Service
(SCS) Method using Curve Numbers is used. In HydroCAD model, a sub -catchment
(green hexagon) represents the runoff from a given area of land. An impoundment (blue
hexagon) represents stormwater wetland that fills up with water from a sub -catchment
source.
Relation of SHWT to Permanent Pool Elevation of Stormwater Wetland
A seasonal high water table (SHWT) determination was made by Gene Aston of Aston
Soil Works, Inc. for this project on June 6, 2017. The SHWT in the location of the
proposed stormwater wetland was found to be approximately 1.0 feet below the existing
average ground elevation of approximately 21.5 ft msl based on soil morphology, giving
a SHWT elevation of approximately 20.5 ft msl. The proposed permanent pool elevation
of the stormwater wetland is 17.5 ft msl, which is more than 6" below seasonal high
water table.
Per attached NRCS soil report, the soil at the proposed stormwater wetland location is
Tuckerman fine sandy loam, which belongs to hydrologic soil group 'D'. The pond is
located entirely in an area with hydrologic soil group 'D'. Therefore, since hydrologic soil
group 'D' has low permeability rate and since seasonal high water table is more than 6"

above permanent pool elevation (PPE), no liner is required to be installed in the
stormwater wetland because permanent pool elevation (PPE) will always be maintained
by the presence of shallow groundwater.
PROJECT SITE AREA BREAKDOWN
Total Existing Development Area
Site Pervious Area
Site Impervious Area
Total Post -Development Area
Site Pervious Area (Draining to Impoundment)
Site Impervious Area (Draining to Impoundment)
Site Pervious Area (Bypassed)
Site Impervious Area (Bypassed)
NUTRIENT CALCULATIONS
6.441 ac
0.112 ac
6.329 ac
6.441 ac
1.539 ac
3.475 ac
1.382 ac
0.045 ac
The treated runoff from the project site will enter Parker's Creek via 24" reinforced
concrete pipe exiting stormwater wetland's outlet structure. The remaining bypassed
runoff will collect in the ditches alongside western and northern property boundaries and
will eventually enter Parker's Creek as well. The runoff will ultimately be discharged
from Parker's Creek into the Tar River. Since the runoff is discharged into the Tar -
Pamlico River Basin, Tar -Pamlico River Basin Stormwater rule applies.
The site is currently partially developed because there is an existing improvement that is
composed of gravel road on the east side of the property. This road runs along the
existing 18" sewer line that eventually connects to an existing GUC pump station to the
south of the property. Additional proposed development will result in net increase in built
upon area. Therefore, per City of Greenville Stormwater Management and Control
Ordinance Section 9-3-3 pg. 9-372, a 30% reduction in nitrogen loading and no increase
in phosphorus loading relative to the previous development must be achieved. Since
post -development nitrogen loading rate is 11.01 Ib/ac/year, which is more than 10.00
Ib/ac/year, a BMP is required. In order to capture and remove the required nitrogen
export, a combination of BMP (stormwater wetland) and a one-time nutrient buydown
offset payment option will be utilized. For purposes of calculating nitrogen and
phosphorus loading rates, the entire area within Zone 1 of riparian buffer alongside
Parker's Creek was considered to be wooded area per pg. 15 of City of Greenville
Stormwater Management Program.
Treatment within stormwater wetland will reduce nitrogen loading rate from 11.01
Ib/ac/year down to 7.41 Ib/ac/year. The nitrogen loading rate must be held below 4.00
Ib/ac/year per City of Greenville Stormwater Management Program. This is equivalent to
70% of the estimated average nitrogen load contributed by non -urban areas in the Tar-

Pamlico River Basin. Therefore, by providing one-time nitrogen offset payment for
658.81 Ib of nitrogen, which the stormwater wetland is unable to treat, the 30%
reduction in nitrogen loading rate will be achieved as required by City of Greenville
Stormwater Management and Control Ordinance Section 9-3-3 pg. 9-372. There is no
phosphorus offset buydown payment required because post -development phosphorus
loading rate is less than the phosphorus loading rate from the existing development.
PEAK FLOW CALCULATIONS
The total post -development runoff area within the property that will drain to stormwater
wetland is 5.014 ac. This runoff will be treated and attenuated by stormwater wetland
and then discharged to Parker's Creek via 24" RCP that is exiting outlet control
structure. The total drainage area that will be bypassed and that will not be treated nor
attenuated within the stormwater wetland is 1.427 ac. The runoff from this area is
bypassed because it cannot directly reach stormwater wetland once the site is re-
developed due to topography and due to the fact that a large portion of it is located
within the riparian buffer, whose disturbance should be avoided as much as possible.
In order to determine correct curve numbers for use in HydroCAD model, it was first
necessary to determine hydrologic soil groups where the project is located. The project
drainage area with corresponding soil types is delineated on attached NRCS soil map.
Pre -development Curve Number:
Per attached NRCS soil report, Alaga loamy sand (AgB) and Pactolus loamy sand (Pa)
soils belongs to hydrologic soil group 'A' while Tuckerman fine sandy loam (Tu) soil
belongs to hydrologic soil group 'D'. Per the attached NRCS Table IA2-1 and HydroCAD
default values, appropriate curve numbers (CN) for hydrologic soil groups 'A' and 'D' for
straight rows of crops for small grains are 63 and 87, respectively.
For the existing development, the gravel road is found entirely within the hydrologic soil
group 'D'. Therefore, a curve number of 96 was used, which is constant for impervious
gravel surface for all four hydrologic soil groups. The woods and the brush are also
located entirely within hydrologic soil group 'D' soils. Therefore, curve numbers of 77
and 73 were used for woods and brush, respectively.
Approximately 47% of project site is considered to have hydrologic soil group 'A' soils
while the remainder consists of hydrologic soil group 'D' soil per attached NRCS soil
report. Therefore, approximately 3.027 ac (6.441 ac x 0.47) of project site is composed
of hydrologic soil group 'A' while 3.413 ac (6.441 ac x 0.53) of project site is composed
of hydrologic soil group 'D'. The existing woods, brush, and gravel road are entirely
within hydrologic soil group D. Therefore, once these areas are subtracted from the total
3.413 -acre area, which is composed of hydrologic soil group 'D', there is 2.557 acres of
straight rows of crops left. Thus, instead of computing composite curve number for
straight rows of crops, the areas for different hydrologic soil groups were entered as
separate line items in HydroCAD.

Post -development Curve Number:
Per the attached NRCS Table IA2-1 and HydroCAD default values, appropriate curve
numbers (CN) for hydrologic soil groups 'A' and 'D' for managed pervious areas with
grass cover greater than 75% are 39 and 80, respectively.
Approximately 47% of project site is considered to have hydrologic soil group 'A' soils
while the remainder consists of hydrologic soil group 'D' soil per attached NRCS soil
report. The bypassed managed pervious lawn area consists of 0.637 ac and is found to
be within both hydrologic soil groups 'A' and 'D'. Therefore, composite CN value for
post -development bypassed pervious area was calculated as shown below.
CNpost-dev. bypassed grass = [39 x (0.47 x 0.637 ac) + 80 x (0.53 x 0.637 ac)]/0.637 ac = 61
A curve number of 98 is constant for all impervious surfaces such as roads, driveways,
roofs, etc. in all four hydrologic soil groups. In addition, a curve number of 96 is constant
for gravel in all four hydrologic soil groups Therefore, no adjustment was required for
curve number for the proposed paved parking lot, roofs, or gravel impervious surface.
Following the completion of construction of stormwater wetland, the runoff from
approximately 5.014 acres of on-site drainage area will be attenuated and routed
through the stormwater wetland outlet control structure and will be discharged to the
Parker's Creek via 24" reinforced concrete pipe.
PEAK FLOW SUMMARY
Stormwater wetland was sized and designed to attenuate peak storm water discharge
from the 1, 5, 10 and 25 year storms to the pre -development levels. Table below
summarizes pre -development and post -development peak flow results at the site.
Peak Flow Summary Results
Storm
Total Pre-
Post-
Post-
Post-
Combined Post -
Event
Development
Development
Development
Development
Development
Peak Flow
Peak Flow
Peak Flow
Peak Flow
Peak Flow
(Pre-
(Bypass)
(Post-
(Post -
Attenuation for
Attenuation for
Attenuation In
Stormwater
Stormwater
BMP & Bypass)
Wetland)
Wetland
1 year
8.09 cfs
19.45 cfs
1.45 cfs
2.39 cfs
3.84 cfs
5 year
17.79 cfs
28.33 cfs
3.73 cfs
7.19 cfs
10.92 cfs
10 year
23.03 cfs
32.75 cfs
5.00 cfs
9.97 cfs
14.97 cfs
25 year
29.79 cfs
37.70 cfs
6.67 cfs
13.46 cfs
20.13 cfs

Table below shows peak water elevation in stormwater wetland during 1 year, 5 year,
10 year and 25 year storms.
Peak Water Elevation In Stormwater Wetland
Storm Event
Peak Water
Elevation
Available
Freeboard
1 year
19.03 ft
2.47 ft
5 year
19.57 ft
1.93 ft
10 year
19.82 ft
1.68 ft
25 year
20.10 ft
1.40 ft
CONCLUSION
The impacts to downstream drainage structures have been mitigated by the installation
of stormwater wetland that attenuates the post -development peak flow from the 1 -year
through 25 -year storms to less than the pre -development peak flow, satisfying City of
Greenville attenuation requirements. In addition, there is 1.40 ft of available freeboard
above the 25 -year peak water elevation in the proposed stormwater wetland.
The 30% reduction in nitrogen loading, as required by City of Greenville's Stormwater
Management and Control Ordinance Sec. 9-3-3 pg. 9-372, has been achieved through
a combination of stormwater wetland treatment and using a one-time nutrient buydown
offset payment in order to bring the total nitrogen loading rate below 4.0 Ib/ac/year.
Post -development phosphorus loading rate is less than the existing development
phosphorus loading rate and therefore no nutrient buydown payment was required per
City of Greenville's Stormwater Management and Control Ordinance Sec. 9-3-3 pg. 9-
372. Therefore, both nitrogen and phosphorus reduction requirements as required by
City of Greenville's Stormwater Management Control Program have been satisfied.

RUNOFF CURVE NUMBERS/
TABLE IA2-1
COVER
TYPE
LAND USE AND TREATMENTv
HYDROLOGIC
CONDITION y
A CN
a CN
C CN
D CN
1
FULLY DEVELOPED URBAN AREAS (Veg Est
2
Open space Lawns, parks, etc.
3
Poor condition; grass cover < 50%
68
79
86
89
4
Fair condition; grass cover 50% to 75%
49
69
79
84
5
Good condition; grass cover > 75%
39
61
74
80
6
7
Impervious Areas:
8
Paved parking lots, roofs, driveways
98
98
98
98
9
10
Streets and roads:
11
Paved; curbs and storm sewers
98
98
98
98
12
Paved; open ditches w/ right-of-way)
83
89
92
93
13
Gravel w/ right-of-way)
76
85
89
91
14
Dirt w/ right-of-way)
72
82
87
89
15
16
Urban Districts
Avg % Im ery
17
Commercial & business
85
89
92
94
95
18
Industrial
72
81
88
91
93
19
20
Residential districts (by average lot size
Avg % Im ery
21
1/8 acre town houses
65
77
85
90
92
22
1/4 acre
38
61
75
83
87
23
1/3 acre
30
57
72
81
86
---24
1/2 acre
25
54
70
80
85
25
1 acre
20
51
68
79
84
26
2 acre
12
46
65
77
82
27
28
Western Desert Urban Areas
29
Natural desert(pervious areas only)
63
77
85
88
30
Artificial desert landscaping
96
96
96
96
31
=`32
User defined urban Click button to define
Custom CN
33
% Impervious Area:
34
% Unconnected Impervious Area:
35
Pervious Curve Number:
36
37
DEVELOPING URBAN AREA NO VEGETATION
38
Newly graded area(pervious only)
77
86
91
94
39
40
CULTIVATED AGRICULTURAL LANDS
41
Fallow Bare soil
77
86
91
94
42
Fallow Crop residue CRpoor
76
85
90
93
43
Fallow Crop residue CRgood
74
83
88
90
44
45
Row crop Straight row SRpoor
72
81
88
91
46
Straight row SRgood
67
78
85
89
47
SR + residue
poor
71
80
87
90
48
'Crop
SR + Crop residue
good
64
75
82
85
49
Contoured Cpoor
70
79
84
88
50
Contoured Cgood
65
75
82
86
51
C + Crop residue
poor
69
78
83
87
52
C + Crop residue
good
64
74
81
85
53
Cont & terraced C&Tpoor
66
74
80
82
54
Cont & terraced C&Tgood
62
71
78
81
55
C&T + Crop residue
poor
65
73
79
81
56
C&T + Crop residue
good
61
70
77
80
57
58
Small grain Straight row SRpoor
65
76
84
88
59
Straight row SRgood
63
75
83
87
60
IA2-91(10)
NEH, Part 650, (EFH), Amend. IA50, Nov. 2007

RUNOFF CURVE NUMBERS"
TABLE IA2-1
COVERHYDROLOGIC
TYPE
LAND USE AND TREATMENT'
y
CONDITION
A CN
B CN
C CN
D CN
61
SR + Crop residue
poor
64
75
83
86
62
SR + Crop residue
good
60
72
80
84
63
Contoured (C)
poor
63
74
82
85
64
Contoured (C)
good
61
73
81
84
65
C + Crop residue
poor
62
73
81
84
66
C + Crop residue
good
60
72
80
83
67
Cont & terraced (C&T)
poor
61
72
79
82
68
Cont & terraced (C&T)
good
59
70
78
81
69
C&T + Crop residue
poor
60
71
78
81
70
C&T + Crop residue
good
58
69
77
80
71
72
Close -seeded Straight Row
poor
66
77
85
89
73
legumes or Straight Row
good
58
72
81
85
74
rotation Contoured
poor
64
75
83
85
75
meadow Contoured
good
55
69
78
83
76
Cont & terraced
poor
63
73
80
83
77
Cont & terraced
good
51
67
76
80
78
79
OTHER AGRICULTURAL LANDS
80
Pasture, grassland or range
poor
68
79
86
89
81
Pasture, grassland or range
fair
49
69
79
84
82
Pasture, grassland or range
good
39
61
74
80
83
84
Meadow - cont. grass (non grazed)
30
58
71
78
85
86
Brush - brush, weed, grass mix
poor
48
67
77
83
87
Brush - brush, weed, grass mix
fair
35
56
70
77
88
Brush - brush, weed, grass mix
good
30w
48
65
73
89
90
Woods - grass combinationpoor
57
73
82
86
91
Woods - grass combination
fair
43
65
76
82
92
Woods - grass combination
good
32
58
72
79
93
94
Woodsw
poor
45
66
77
83
95
Woods
fair
36
60
73
79
96
Woods
good
30
55
70
77
97
98
Farmsteads
59
74
82
86
99
Feedlots
100
Earthen
90
90
90
90
101
1 Paved
98
98
98
98
v Average runoff condition, and 1,=0.2s.
' Crop residue cover applies only if residue is on at least 5% of the surface throughout the year.
n Hydrologic condition is based on combinations of factors that affect infiltration and runoff, including (a) density and canopy of vegetative areas, (b) amount of
year-round cover, (c) amount of grass or dose -seeded legumes, (d) percent of residue cover on the land surface (good >20%), and (e) degree of surface
toughness.
Poor: factors impair infiltration and tend to increase runoff.
Good: Factors encourage average and better than average infiltration and tend to decrease runoff.
For conservation tillage poor hydrologic condition, 5 to 20% of the surface is covered with residue (less than 750 pounds per acre for row crops or 300 pounds
per acre for small grain).
For conservation tillage good hydrologic condition, more than 20% of the surface is covered with residue (greater than 750 pounds per acre for row crops or 300
pounds per acre for small grain).
4' Poor: <50% ground cover or heavily grazed with no mulch.
Fair: 50 to 75% ground cover and not heavily grazed.
Good: >75% ground cover and lightly or only occasionally grazed.
s Poor. <50% ground cover.
Fair: 50 to 75% ground cover.
Good: >75% ground cover.
a If actual curve number is less than 30, use CN = 30 for runoff computation.
CNs shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of conditions may be computed from the CNs for
woods and pasture.
a Poor: Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed, but not burned, and some forest litter covers the soil.
Good: Woods are protected from grazing, and letter and brush adequately cover the soil.
IA2-91(11)
NEH, Part 650, (EFH), Amend. IA50, Nov. 2007

USDA United States
Department of
Agriculture
NRCS
Natural
Resources
Conservation
Service
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Pitt County,
North Carolina
June 6, 2017

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nres.usda.gov/wps/
portal/nres/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nres) or your NRCS State Soil
Scientist (http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nres142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice) or [phone] (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface....................................................................................................................
2
HowSoil Surveys Are Made..................................................................................5
SoilMap..................................................................................................................
8
SoilMap................................................................................................................9
Legend................................................................................................................10
MapUnit Legend................................................................................................
11
MapUnit Descriptions.........................................................................................11
Pitt County, North Carolina.............................................................................
13
AgB—Alaga loamy sand, banded substratum, 0 to 6 percent slopes
(Alpin)....................................................................................................13
Pa—Pactolus loamy sand...........................................................................
14
Tu—Tuckerman fine sandy loam(Yonges).................................................
15
References............................................................................................................17
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil -vegetation -landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil -landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil -landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field -observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
9

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.

S W91 N
3 W N
Custom Soil Resource Report
3 Soil Map 3
m
287130 2VIeD 297190 2ffrM 261150 267180 787310 2579W 2873M 297400 ZB7430 M7
3 3
F1 Map Stele: 1:1,620 if puled on A landsape (11"x 0.5') slteti. Q
N McOe s
F 0 20 40 B0 120
A 0
D � ,� 780 3�
Map poJ��r: Nab Me�mr Cnrrrj mordha0s: WGS84 Edge Ula: UTM Zone 18N WG584
9
35' NI -
31 I -
3S N3'N

11
Custom Soil Resource Report
fu0214:114iL7
MAP INFORMATION
Area of Interest (AOI)
Spoil Area
The soil surveys that comprise your A01 were mapped at
Area of Interest (AOI)
b
Ston Spot
y
1:15,800.
Solis
Q
Soil Map Unit Polygons
W
Very Stony Spot
Warning: Soil Map may not be valid at this scale.
Wet Spot
Soil Map Unit Lines
Enlargement of maps beyond the scale of mapping can cause
�
Soil Map Unit Points
Other
misunderstanding of the detail of mapping and accuracy of soil
g pp g y
Special Line Features
line placement. The maps do not show the small areas of
Special
Point Features
contrasting soils that could have been shown at a more detailed
uo
Blowout
Water Features
Streams and Canals
scale.
®
Borrow PN
TransportationPlease
rely on the bar scale on each map sheet for map
Clay Spot
1-1-r
Rails
measurements.
0
Closed Depression
Interstate Highways
Source of Map: Natural Resources Conservation Service
Gravel Pit
,y
US Routes
Web Soil Survey URL:
Gravelly Spot
Coordinate System: Web Mercator (EPSG:3857)
••
,�.
Major Roads
O
Landfill
Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
A
Lava Flow
projection, which preserves direction and shape but distorts
Background
distance and area. A projection that preserves area, such as the
Marsh or swamp
.
Aerial Photography
Albers equal-area conic projection, should be used if more
epi
Mine or Quarry
accurate calculations of distance or area are required.
a
Miscellaneous Water
This product is generated from the USDA-NRCS certified data as
C
Perennial Water
of the version date(s) listed below.
V
Rock Outcrop
Soil Survey Area: Pitt County, North Carolina
+
Saline Spot
Survey Area Data: Version 13, Sep 20, 2016
• •
Sandy Spot
Soil map units are labeled (as space allows) for map scales
4&
Severely Eroded Spot
1:50,000 or larger.
C
sinkhole
Date(s) aerial images were photographed: May 9, 2010—Sep
Slide or Slip
10, 2010
Sodic Spot
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Pitt County, North Carolina (NC147)
Map Unit Symbol Map Unit Name Acres In AOI Percent of AOI
AgB Alaga loamy sand, banded
substratum, 0 to 6 percent
slopes (Alpin)
Pa Pactolus loamy sand
Tu Tuckerman fine sandy loam
(Yonges)
Totals for Area of Interest
0.71
10.3%
- - - - 2.4 - -
- - - -36.8%
-; - 3.4 - -
- - 53.0%
_ - 6.41'
100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
11

Custom Soil Resource Report
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha -Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha -Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Pitt County, North Carolina
AgB—Alaga loamy sand, banded substratum, 0 to 6 percent slopes
(Alpin)
Map Unit Setting
National map unit symbol: 3tyc
Elevation: 20 to 160 feet
Mean annual precipitation: 40 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 200 to 280 days
Farmland classification: Not prime farmland
Map Unit Composition
Alpin and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Alpin
Setting
Landform: Ridges on marine terraces
Landform position (two-dimensional): Shoulder, summit
Landform position (three-dimensional): Crest
Down-slope shape: Convex
Across -slope shape: Convex
Parent material: Eolian sands and/or sandy fluviomarine deposits
Typical profile
A - 0 to 7 inches: fine sand
E - 7 to 38 inches: fine sand
E/Bt - 38 to 72 inches: fine sand
C - 72 to 80 inches: sand
Properties and qualities
Slope: 0 to 6 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Excessively drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High (1.98 to 5.95
in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: Rare
Frequency of ponding: None
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0
mmhos/cm)
Available water storage in profile: Low (about 4.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4s
Hydrologic Soil Group: A
Hydric soil rating: No
13

Custom Soil Resource Report
Pa—Pactolus loamy sand
Map Unit Setting
National map unit symbol: 3tzd
Elevation: 80 to 330 feet
Mean annual precipitation: 38 to 55 inches
Mean annual air temperature: 59 to 70 degrees F
Frost -free period: 210 to 265 days
Farmland classification: Not prime farmland
Map Unit Composition
Pactolus and similar soils: 90 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Pactolus
Setting
Landform: Ridges on marine terraces, ridges on stream terraces
Landform position (three-dimensional): Tread
Down-slope shape: Concave, convex
Across -slope shape: Linear, convex
Parent material: Sandy fluviomarine deposits and/or eolian sands
Typical profile
Ap - 0 to 8 inches: loamy sand
C - 8 to 40 inches: loamy sand
Cg - 40 to 80 inches: loamy sand
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Moderately well drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95
to 19.98 in/hr)
Depth to water table: About 18 to 36 inches
Frequency of flooding: Rare
Frequency of ponding: None
Available water storage in profile: Low (about 4.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3s
Hydrologic Soil Group: A
Hydric soil rating: No
14

Custom Soil Resource Report
Tu—Tuckerman fine sandy loam (Yonges)
Map Unit Setting
National map unit symbol: 3tzl
Elevation: 0 to 20 feet
Mean annual precipitation: 42 to 58 inches
Mean annual air temperature: 61 to 64 degrees F
Frost -free period: 190 to 270 days
Farmland classification: Prime farmland if drained
Map Unit Composition
Yonges, drained, and similar soils: 80 percent
Yonges, undrained, and similar soils: 10 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Yonges, Drained
Setting
Landform: Flats on marine terraces
Down-slope shape: Linear
Across -slope shape: Linear
Parent material: Sandy and loamy fluviomarine deposits and/or marine deposits
Typical profile
Ap - 0 to 7 inches: loam
Btg - 7 to 51 inches: loam
BCg - 51 to 58 inches: fine sandy loam
C - 58 to 80 inches: loamy sand
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Rare
Frequency of ponding: None
Calcium carbonate, maximum in profile: 3 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0
mmhos/cm)
Available water storage in profile: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3w
Hydrologic Soil Group: C/D
Hydric soil rating: Yes
15

Custom Soil Resource Report
Description of Yonges, Undrained
Setting
Landform: Flats on marine terraces
Down-slope shape: Linear
Across -slope shape: Linear
Parent material: Sandy and loamy fluviomarine deposits and/or marine deposits
Typical profile
Ap - 0 to 7 inches: loam
Btg - 7 to 51 inches: loam
BCg - 51 to 58 inches: fine sandy loam
C - 58 to 80 inches: loamy sand
Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Poorly drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: About 0 to 12 inches
Frequency of flooding: Rare
Frequency of ponding: None
Calcium carbonate, maximum in profile: 3 percent
Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0
mmhos/cm)
Available water storage in profile: High (about 9.1 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 4w
Hydrologic Soil Group: C/D
Hydric soil rating: Yes
16

.Tar -Pamlico Stormwater Rule 15A NCAC 28.0258
Coastal Plain of the Tar -Pamlico River Basin:
Includes Greenville and Washington as well as Pitt and Beaufort Counties
Last Modified 6/9/2017
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: Sunbelt Rentals
Date: 61912017
By: Igor Palyvoda Checked By:
Directions (same for pre -development and post -development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must be
included in the acreage values and treated.
Pre -development:
(1) (2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover Area
S.M. Formula
Average EMC
Column
Average EMC
Column
acres
0.51 + 9.11)
of TN
2 * 3 * 4
of TP
2 * 3 6)
Transportation impervious 0.68
2.60
0.22
0.19
0.02
Roof impervious 0.68
1.95
0.00
0.11
0.00
Managed pervious
0.68
1.42
0.16
0.28
0.03
(lawn/landscaped)
Managed pervious
0.68
4.23
16.10
1.23
4.68
(cropland)
Managed pervious 0.68
2.04
0.00
0.62
0.00
(pasture)
Wooded pervious 0.68
0.95
0.38
0.14
0.06
Fraction Impervious (1) = 0,02
TN Loading
16.85
TP Loading
4.78
(lb/yr) _
(lb/yr) _
Total Area of Development = 6.44
TN Exp. Coeff.
2.62
TP Exp. Coeff.
tl 74
(Ib/ae/yr) _
(lb/actyr) _
Post -development.
(1) (2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover Area
S.M. Formula
Average EMC
Column
Average EMC
Column
acres
0.51 + 9.11)
of TN
2 * 3 * 4
of TP
2 * 3 * 6
Transportation impervious 5.48
2.60
47.23
0.19
3.45
Roof impervious 5.48
1.95
2.21
0.11
0.12
Managed pervious 5.48
1.42
18.97
0.28
3.74
Wooded pervious 5.48
0.94
2.50
0.14
0.37
TN Loading
TP Loading
Fraction Impervious (I) = 0,55
70.91
7,69
(Ib/yr) =
Ob/yr) _
TN Exp. Coeff.
TP Exp. Coeff.
Total :area of Development = 6.44
11.01
1.19
(lb/ac/yr) =
Ob/ac/yr) _
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post -development TN and TP loadings after BMPs are installed.

Tar -Pamlico Stormwater Rule 15A NCAC 28.0258
Coastal Plain of the Tar -Pamlico River Basin:
Includes Greenville and Washington as well as Pitt and Beaufort Counties
Last Modified 5/23/03
BMP Removal Calculation Worksheet (Automated)
Project Name: Sunbelt Rentals
Date: 61912017
By: Igor Palyvoda Checked By:
Directions:
> It may be advantageous to split the development into separate catchments to be handled by separate BMPs. The tables below allow
the development to be split into as many as three catchments, and can be copied for greater than three.
NOTE: Unless runoff flowing
onto the development from offsite is routed separately around or through the site, the offsite catchment
area draining in must be
included in the acreage values of the appropriate land use(s) and treated.
> Above each table: Enter the catchment acreage in the top green blank. Based on a comparison of the
post -development TN and TP
export coefficients you calculated above to the rule requirements of 4.0 Ib/ac/yr TN and 0.4 lb/ac/yr TP, select BMP(s) from the list for
treating the catchment runoff. Enter the chosen BMP(s) nutrient removal rates in the green blanks. If
more than one BMP is to be
used in series, the combined removal rates will be calculated automatically in the blue blanks.
> Catchment Tables: Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the light blue
boxes. NOTE: Compare the Total Catchment Acreage for the Development (final table) to the value you established in the pre -BMP
worksheet tables, and also to the site plans, for consistency. All of these values need to be the same
TN TP
Design Standard
BMP Wet Detention Pond 25 40
NC BMP Manual
Nutrient Stormwater Wetland 40 35
NC BMP Manual
Removal Sand Filter 35 45
NC BMP Manual
Rates Bioretention 35 45
NC BMP Manual
Grass Swales 20 20
NC BMP Manual
Vegetated Filter Strip w/
20 35
NC BMP Manual
Level Spreader
Dry Detention 10 10
NC BMP Manual
Catchment 1:
Total acreage of catchment l =" ac
First BMP's TN removal rate = 411 % First BMP's TP removal rate =
%
Second BMP's TN removal rate = % Second BMP's TP removal rate =
%
Third BMP's TN removal rate = % Third BMP's TP removal rate =
TOTAL TN REMOVAL RATE = 40 % TOTAL TP REMOVAL RATE =
35 %
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC of
Column
Average EMC of
Column
Acrea a
0.51 + 9.1
TN m
2 3. 4
TP m
2+ 3+ 6
Transportation impervious
6.82
2.60
57.92
0.19
4.23
Roof impervious
6.82
1.95
2.75
0.11
0.15
Managed pervious
6.82
1.42
10.80
0.28
2.13
Wooded pervious
6.82
0.94
0.00
0.14
0.00
Area taken up by BMP
6.82
1.95
5.62
0.11
0.32
Fraction Impervious (1) =
0.69
Pre -BMP TN
77.09
Pre -BMP TP
6.83
Load (Ib/yr) =
Load (1b/yr) _
Total Area of Development =
5.01
Pre -BMP TN
15.38
Pre -BMP TP
1.36
Export (Ib/ac/yr)
Export (16/ac/yr)
Post -BMP TN
46.25
Post -BMP TP
4'44
Load (lb/yr) =
Load (Ib/yr) =
Post -BMP TN
Post -BMP TP
Export (Ib/ac/yr)
9'23
Export (ib/ac/yr)
0'89

Tar -Pamlico Stormwater Rule 15A NCAC 2B. 0258
Last Modified 5/23/03
Catchment 2:
Total acreage of catchment 2 = ac
First BMP's TN removal rate = % First BMP's TP removal rate =%
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE = 0 % TOTAL TP REMOVAL RATE = 0
(1)
(2)
(3)
(4)
(5)
(6)
(7)
Type of Land Cover
Catchment
S.M. Formula
Average EMC of
Column
Average EMC of
Column
1.95
Acrea a
0.51+9.11)
TN m )
(2) * (3) * (4
TP m
2 • 3 • 6
Transportation impervious
Total Area of Development
11.80
2.60
0.09
0.19
0.01
Roof impervious
0.80
1.95
0.00
0.11
0.00
Managed pervious
Load (lb/yr) _
0.80
1.42
1.02
0.28
0.20
Wooded pervious
0.80
0.94
0.36
0.14
0.05
Area taken up by BMP
Load (Ib/yr) =
0.80
1.95
0.00
0.11
0.00
Fraction Impervious (I) _
0.03
Export (lb/adyr)
Pre -BMP TN
1.47
Pre -BMP TP
0.26
Load (Ib/yr) =
Load (lb/yr)
Pre -BMP TN
Pre -BMP TP
Total Area of Development =
1.43
1.03
0.18
Export (lb/ac/yr)
Export (Ib/adyr)
Post -BMP TN
1.47
Post -BMP TP
0.26
Load (lb/yr) =
Load (Ib/yr) =
Post -BMP TN
Post -BMP TP
1.03
_
0.18
Catchment 3:
Total acreage of catchment 3 =Mac
First BMP's TN removal rate = %
Second BMP's TN removal rate = %
Third BMP's TN removal rate = %
TOTAL TN REMOVAL RATE = 0 %
(1)
(2)
(3)
Type of Land Cover
Catchment
S.M. Formula
TN m
Acrea a
10.51 + 9. I I )
Transportation impervious
2.60
Roof impervious
0.19
Managed pervious
1.95
Wooded pervious
0.11
Area taken up by BMP
1.42
Fraction Impervious (I) _
0.28
Total Area of Development
0.14
First BMP's TP removal rate = %
Second BMP's TP removal rate = %
Third BMP's TP removal rate = %
TOTAL TP REMOVAL RATE = 0 %
(4)
(5)
(6)
(7)
tverage EMC of
Column
Average EMC of
Column
TN m
12 *(3)=(4)
TP m
2 3. 6
2.60
0.19
1.95
0.11
1.42
0.28
0.94
0.14
1.95
0.11
Pre -BMP TN
Pre -BMP TP
Load (Ib/vr) =
Load (lb/yr) _
Pre -BMP TN
Pre -BMP TP
Export (Ib/adyr)
Export (lb/ac/yr)
Post -BMP TN
Post -BMP TP
Load (Ib/yr) =
Load (lb/yr) _
Post -BMP TN
Post -BMP TP
I -7
Export (lb/adyr)
Export (lb/ac/yr)

Tar -Pamlico Stormwater Rule 15A NCAC 2B. 0258
Weikhted Averaze of Nutrient Loadings_from the Catchments:
Last Modified 5/23/03
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then the BMPs planned are adequate. Otherwise, additional BMPs and/or
modifications in development plans are required.
Catchment
Acreage
Post -BMP
TN Loading
(Ib/ad r)
Post -BMP
TP Loading
(lb/achy)
Catchment 1
5.01
9.23
0.89
Catchment 2
1.43
1.03
0.18
Catchment 3
0.00
0.00
0.00
TOTAL FOR DEVELOPMENT
6.44
7.41
0.73
Last Modified 5/23/03
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. If the post -development nutrient
loading is below these levels, then the BMPs planned are adequate. Otherwise, additional BMPs and/or
modifications in development plans are required.

RIVER BASIN
PROJECT AREA
NITROGEN
NUTRIENT BUYI)OWN CALCULATIONS
TAR - PAMI.ICO
GA4AC
TOTAL NITROGEN LEAVING SITE (EXISTING DEVELOPMENT) 242 LBS / AC / YEAR
TOTAL NITROGEN LEAVING SITE (POST -DEVELOPMENT AFTER TREATMENT) 741 LBS / AC / YEAR
ALLOWABLE NITROGEN (POST -DEVELOPMENT AFTER TREATMENT) 4 00, LBS/AC/YEAR
POST -DEVELOPMENT AFTER TREATMENT - ALLOWABLE 3.41 LBS / AC / YEAR
TOTAL NITROGEN TO BE OFFSET VIA BUYDOWN PAYMENT
NUMBER OF YEARS = 30
NITROGEN OFFSET = EXCESS LB / AC / YR X ACRES X YEARS
3.41 6.44 30
=1 658.81 LB
NOTE: EXISTING DEVELOPMENT NITROGEN LOADING RATE IS LESS THAN 4.0 LBS/AC/YEAR. PER PG. 9 OF CITY OF GREENVILLE STORMWATER MANAGEMENT
PROGRAM, THE NITROGEN LOADING RATE MUST BE HELD BELOW 4.0 LBS/AC/YEAR. THIS IS EQUIVALENT TO 70% OF THE ESTIMATED AVERAGE NITROGEN
LOAD CONTRIBUTED BY NON -URBAN AREAS IN TAR-PAMLICO RIVER BASIN. THEREFORE, BY PROVIDING NITROGEN OFFSET PAYMENT FOR 658.81 LB, THE 30
REDUCTION IN NITROGEN LOADING WILL BE ACHIEVED AS REQUIRED BY CITY OF GREENVILLE'S STORMWATER MANAGEMENT AND CONTROL ORDINANCE
SECTION 9-3-3 PG. 9-372.
PHOSPHORUS
TOTAL PHOSPHORUS LEAVING SITE (EXISTING DEVELOPMENT) 01,74. LBS / AC / YEAR
TOTAL PHOSPHORUS LEAVING SITE (POST -DEVELOPMENT AFTER TREATMENT', W3 LBS / AC / YEAR
POST -DEVELOPMENT AFTER TREATMENT - EXISTING DEVELOPMENT -0.01 LBS / AC / YEAR
NOTE: POST -DEVELOPMENT PHOSPHORUS LOADING RATE IS LOWER THAN EXISTING DEVELOPMENT PHOSPHORUS LOADING RATE. THEREFORE, PER
CITY OF GREENVILLE'S STORMWATER MANAGEMENT AND CONTROL ORDINANCE SECTION 9-3-3 PG. 9-372 NO BUYDOWN PAYMENT IS REQUIRED SINCE
THERE IS NO INCREASE IN PHOSPHORUS LOADING RATE RELATIVE TO THE PREVIOUS DEVELOPMENT.
Baldwin Design
Baldwin Design Consultants, PA
JOB
Sunbelt Rentals
Engineering, Surveying & Planning
1700-D East Arlington Boulevard
SHEET NO.
CALCULATED BY
1 OF 1
P DATE 09 -Jun -17
Consultants,PA
Greenville, NC 27858
CHECKED BY
DATE
ENGINEERING - SURVEYING • PLANNING
[phone]
SCALE
RIVER BASIN
PROJECT AREA
NITROGEN
NUTRIENT BUYI)OWN CALCULATIONS
TAR - PAMI.ICO
GA4AC
TOTAL NITROGEN LEAVING SITE (EXISTING DEVELOPMENT) 242 LBS / AC / YEAR
TOTAL NITROGEN LEAVING SITE (POST -DEVELOPMENT AFTER TREATMENT) 741 LBS / AC / YEAR
ALLOWABLE NITROGEN (POST -DEVELOPMENT AFTER TREATMENT) 4 00, LBS/AC/YEAR
POST -DEVELOPMENT AFTER TREATMENT - ALLOWABLE 3.41 LBS / AC / YEAR
TOTAL NITROGEN TO BE OFFSET VIA BUYDOWN PAYMENT
NUMBER OF YEARS = 30
NITROGEN OFFSET = EXCESS LB / AC / YR X ACRES X YEARS
3.41 6.44 30
=1 658.81 LB
NOTE: EXISTING DEVELOPMENT NITROGEN LOADING RATE IS LESS THAN 4.0 LBS/AC/YEAR. PER PG. 9 OF CITY OF GREENVILLE STORMWATER MANAGEMENT
PROGRAM, THE NITROGEN LOADING RATE MUST BE HELD BELOW 4.0 LBS/AC/YEAR. THIS IS EQUIVALENT TO 70% OF THE ESTIMATED AVERAGE NITROGEN
LOAD CONTRIBUTED BY NON -URBAN AREAS IN TAR-PAMLICO RIVER BASIN. THEREFORE, BY PROVIDING NITROGEN OFFSET PAYMENT FOR 658.81 LB, THE 30
REDUCTION IN NITROGEN LOADING WILL BE ACHIEVED AS REQUIRED BY CITY OF GREENVILLE'S STORMWATER MANAGEMENT AND CONTROL ORDINANCE
SECTION 9-3-3 PG. 9-372.
PHOSPHORUS
TOTAL PHOSPHORUS LEAVING SITE (EXISTING DEVELOPMENT) 01,74. LBS / AC / YEAR
TOTAL PHOSPHORUS LEAVING SITE (POST -DEVELOPMENT AFTER TREATMENT', W3 LBS / AC / YEAR
POST -DEVELOPMENT AFTER TREATMENT - EXISTING DEVELOPMENT -0.01 LBS / AC / YEAR
NOTE: POST -DEVELOPMENT PHOSPHORUS LOADING RATE IS LOWER THAN EXISTING DEVELOPMENT PHOSPHORUS LOADING RATE. THEREFORE, PER
CITY OF GREENVILLE'S STORMWATER MANAGEMENT AND CONTROL ORDINANCE SECTION 9-3-3 PG. 9-372 NO BUYDOWN PAYMENT IS REQUIRED SINCE
THERE IS NO INCREASE IN PHOSPHORUS LOADING RATE RELATIVE TO THE PREVIOUS DEVELOPMENT.

Baldwin Design Consultants, PA
Design, Land Planning & Surveying
1700-D East Arlington Boulevard
Greenville, NC 27858
[phone]
SOB Sunbelt Rentals
SHEET NO.
CALCULATED BY
CHECKED BY
SCALE
Stormwater Wetland Surface Area Sizing
Drainage Area = 5.014 Acres
Drainage Area Impervious = 69"30
Runoff Storaae Volume Reauirements
OF 1
IP DATE 6/9/2017
DATE
Runoff volume from 1.0 inch storm
Rv = 0.05+.009(1) 1 = 69.30
Rv = 0.67 inches/inches
Volume = (Design rainfall) (Rv)(Drainage Area) = (1.0 inches)(0.67 in/in)(5.014 acre)
Volume = 0.28 ac -ft
12,261 cf
Actual Volume = 15164 cf OK (cumulative volume provided at the temporary pool elevation)
Stormwater Wetland Surface Area Requirements
Total Required Surface Area = Runoff Volume / Depth of Temporary Pool
Depth of Temporary Pool = 1 ft
Total Required Surface Area = 12,261 cf / 1.00 It
= 12.261 sf
Surface Area provided = 18,416 SF OK (at the temporary pool elevation)
Size Outlet Device for Control Structure
Invert elevation =
17.50 feet msl
Estimated orifice center elevation =
17.58 feet msl
Proposed water surface elevation =
18.50 feet msl
Available head (h) _ =
0.31 feet 1/3 head
Discharge (d) = =
6.64 cfs 1 -year pre -development flow - bypass
Coefficient of discharge = =
0.6 8.09 cfs - 1.45 cfs = 6.64 cfs
Orifice equation
Q=C,A 2gh
1.78 inches
SAY
2 inches
Q of orifice =
0.06 cfs
Orifice will drain temporary storage in
3.02 days
Depth Distribution of Permanent Pool to Meet Stormwater Wetland Criteria
Permanent Pool Elevation =
17.50
Temporary Pool Elevation =
18.50
Total Area of Wetland =
18,416 SF
Required Depth Distribution Surface Areas
Shallow Land (12" depth) =
35% =
6,446 SF from PPE to
18.50 Temporary Inundation Zone
Shallow Water (6" depth) =
40% =
7,366 SF from TPE to
18.00
Deep Pools (36" depth) =
25% =
4,604 SF from PPE to
14.50
Non-Forebay =
10% =
1,842 SF from PPE to
14.50
Forebay =
15% =
2,762 SF from PPE to
14.50
Provided Depth Distribution Surface Areas
Provided
Shallow Land (12" depth) =
35% =
6,446 SF from PPE to
18.50 Temporary Inundation Zone
Shallow Water (6" depth) =
40% =
7,366 SF from TPE to
18.00
Deep Pools (36" depth) =
25% =
4,604 SF from PPE to
14.50
Non-Forebay =
10%
1,842 SF from PPE to
14.50
Forebay =
15%
2,762 SF from PPE to
14.50
Number
of plants
required:
Shallow Land (12" depth)
1,650 Swamp Milkweed, Cardinal Flower, Joe Pyeweed
Shallow Water (3"-6" depth)
1,850 Sweet
Flag, Arrow Arum, Duck Potato, Pickerelweed
A minimum of 10 different species, total of which 5 are emergent species with no more than 30% of a single species.

Pre -Development
S4 Reach on Link
2S
Post -Development
(3S)
Bypass
Stormwater Wetland

Sunbelt Rentals NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 0 2015 HydroCAD Software Solutions LLC
N
U
O
LL
Subcatchment IIS: Pre -Development
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
® Runoff

Sunbelt Rentals NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Pre -Development
Greenville, NC OF curves are based on rainfall data from NOAA.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L^3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland grassed flow = 2.0 x [(502^3/12.25)^0.385]/128 = 7.84 min
Tc, concentrated ditch flow = 0.2 x [(151^3/1.15)^0.385]/128 = 0.49 min
Tc, total = 7.84 min + 0.49 min = 8.33 min
Runoff =
8.09 cfs C 12.08 hrs, Volume= 0.522 af, Depth= 0.97"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Area (ac) CN
Description
0.112 96
Gravel surface, HSG D
0.211 77
Woods, Good, HSG D
0.534 73
Brush, Good, HSG D
2.557 87
Small grain, straight row, Good, HSG D
3.027 63
Small grain, straight row, Good, HSG A
6.441 74
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min) (feet)
(ft/ft) (ft/sec) (cfs)
8.33
Direct Entry, Kirpich Method

Sunbelt Rentals NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 @2015 HydroCAD Software Solutions LLC
W
V
O
LL
Subcatchment 2S: Post -Development
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
® Runoff

Sunbelt Rentals NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post -Development
Greenville, NC OF curves are based on rainfall data from NOAH.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L"3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland pavement flow = 0.4 x [(90^3/1.45)^0.385]/128 = 0.49 min
Tc, concentrated pipe flow = 0.2 x [(733^3/4.12)^0.385]/128 = 1.85 min
Tc, total = 0.49 min + 1.85 min = 2.34 min < Tc, min =5min
Per City of Greenville MSDD a minimum Tc of 5 min was used.
Runoff =
19.45 cfs @ 12.03 hrs, Volume= 0.982 af, Depth= 2.35"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville
24 -hr
S1 1 -yr Rainfall=3.10"
Area (ac)
CN
Description
" 2.601
96
Gravel surface, HSG A & D
0.667
98
Paved parking, HSG A
0.207
98
Roofs, HSG A
0.423
98
Water Surface, 0% imp, HSG D
1.110
80
>75% Grass cover, Good, HSG D
0.006
39
>75% Grass cover, Good, HSG A
5.014
93
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min)
(feet)
(ft/ft) (ft/sec) (cfs)
5.00
Direct Entry, Kirpich Method

f e
Sunbelt Rentals NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Subcatchment 3S: Bypass
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
® Runoff

Sunbelt Rentals NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Bypass
Greenville, NC OF curves are based on rainfall data from NOAA.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L^3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland grassed flow = 2.0 x [(75^3/7.8)^0.385]/128 = 1.04 min
Tc, concentrated ditch flow = 0.2 x [(523^3/2.46)^0.385]/128 = 1.52 min
Tc, total = 1.04 min + 1.52 min = 2.56 min < Tc, min = 5 min
Per City of Greenville MSDD a minimum Tc of 5 min was used.
Runoff = 1.45 cfs @ 12.04 hrs, Volume= 0.086 af, Depth= 0.72"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Area (ac) CN Description
0.023
96
Gravel surface, HSG A & D
0.022
98
Paved parking, HSG A
0.211
77
Woods, Good, HSG D
0.534
73
Brush, Good, HSG D
0.637
61
>75% Grass cover, Good, HSG A & D
1.427
69
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min)
(feet)
(ft/ft) (ft/sec) (cfs)
5.00
Direct Entry, Kirpich Method

Sunbelt Rentals NC-Greenville24-hr Sl 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 @2015 HydroCAD Software Solutions LLC
Pond 4P: Stormwater Wetland
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
■ Inflow
® Primary

Sunbelt Rentals NC -Greenville 24 -hr S1 1 -yr Rainfall=3.10"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 4P: Stormwater Wetland
Inflow Area = 5.014 ac, Inflow Depth = 2.35" for 1 -yr event
Inflow = 19.45 cfs @ 12.03 hrs, Volume= 0.982 of
Outflow = 2.39 cfs @ 12.58 hrs, Volume= 0.632 af, Atten= 88%, Lag= 32.9 min
Primary = 2.39 cfs @ 12.58 hrs, Volume= 0.632 of
Routing by Stor-Ind method, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 19.03'@ 12.58 hrs Surf.Area= 19,574 sf Storage= 25,312 cf
Plug -Flow detention time= 243.4 min calculated for 0.632 of (64% of inflow)
Center -of -Mass det. time= 150.7 min ( 941.0 - 790.3 )
Volume Invert Avail.Storage Storage Description
#1 17.50' 80,304 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
17.50 11,911 0 0
18.50 18,416 15,164 15,164
19.50 20,583 19,500 34,663
20.50 22,806 21,695 56,358
21.50 25,086 23,946 80,304
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.50' 2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary 20.50' 14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=2.39 cfs @ 12.58 hrs HW=19.03' (Free Discharge)
11=Orifice/Grate (Orifice Controls 0.13 cfs @ 5.80 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 2.26 cfs @ 2.12 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Sunbelt Rentals NC -Greenville 24 -hr S1 5 -yr Rainfall=4.87"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
1
1
1
1
1
1
1
1
N 1
V
3 1
0
LL
Subcatchment 1S: Pre -Development
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
® Runoff

Sunbelt Rentals NC -Greenville 24 -hr S1 5 -yr Rainfall=4.87"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment IS: Pre -Development
Greenville, NC OF curves are based on rainfall data from NOAA.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L^3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland grassed flow = 2.0 x [(502"3/12.25)^0.385]/128 = 7.84 min
Tc, concentrated ditch flow = 0.2 x [(151^3/1.15)^0.385]/128 = 0.49 min
Tc, total = 7.84 min + 0.49 min = 8.33 min
Runoff = 17.79 cfs @ 12.07 hrs, Volume= 1.214 af, Depth= 2.26"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville 24 -hr S1 5 -yr Rainfall=4.87"
Area (ac) CN Description
0.112 96 Gravel surface, HSG D
0.211 77 Woods, Good, HSG D
0.534 73 Brush, Good, HSG D
2.557 87 Small grain, straight row, Good, HSG D
3.027 63 Small grain, straight row, Good, HSG A
6.441 74 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
8.33 Direct Entry, Kirpich Method

Sunbelt Rentals NC -Greenville 24 -hr S1 5 -yr Rainfall=4.87"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
Subcatchment 2S: Post -Development
Hydrograph
® Runoff
30
28.33 cfs
28 NC -Greenville 24 -hr S1 5 -yr
26- Rainfall=4.87"
24-
22Runoff Area=5.014 ac
-
20. Runoff Volume=1.701 of
18 Runoff Depth=4.07"
0 16 Tc=5.00 m i n
Y 14 CN=93
12
10-
8-'
6
4
2
0111,111,11, -IF
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)

Sunbelt Rentals NC -Greenville 24 -hr S1 5 -yr Rainfall=4.87'
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD®10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post -Development
Greenville, NC OF curves are based on rainfall data from NOAH.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L^3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland pavement flow = 0.4 x [(90^3/1.45)^0.385]/128 = 0.49 min
Tc, concentrated pipe flow = 0.2 x [(733^3/4.12)^0.385]/128 = 1.85 min
Tc, total = 0.49 min + 1.85 min = 2.34 min < Tc, min = 5 min
Per City of Greenville MSDD a minimum Tc of 5 min was used.
Runoff =
28.33 cfs @ 12.03 hrs, Volume= 1.701 af, Depth= 4.07'
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville
24 -hr
S1 5 -yr Rainfall=4.87'
Area (ac)
CN
Description
' 2.601
96
Gravel surface, HSG A & D
0.667
98
Paved parking, HSG A
0.207
98
Roofs, HSG A
0.423
98
Water Surface, 0% imp, HSG D
1.110
80
>75% Grass cover, Good, HSG D
0.006
39
>75% Grass cover, Good, HSG A
5.014
93
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min)
(feet)
(ft/ft) (ft/sec) (cfs)
5.00
Direct Entry, Kirpich Method

Sunbelt Rentals NC -Greenville 24 -hr S1 5 -yr Rainfall=4.87"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Subcatchment 3S: Bypass
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
® Runoff

Sunbelt Rentals NC -Greenville 24 -hr S1 5 -yr Rainfall=4.87'
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Bypass
Greenville, NC OF curves are based on rainfall data from NOAA.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L^3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland grassed flow = 2.0 x [(75^3/7.8)^0.385]/128 = 1.04 min
Tc, concentrated ditch flow = 0.2 x [(523^3/2.46)^0.385]/128 = 1.52 min
Tc, total = 1.04 min + 1.52 min = 2.56 min < Tc, min = 5 min
Per City of Greenville MSDD a minimum Tc of 5 min was used.
Runoff = 3.73 cfs @ 12.03 hrs, Volume= 0.222 af, Depth= 1.86"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville 24 -hr S1 5 -yr Rainfall=4.87'
Area (ac) CN Description
0.023
96
Gravel surface, HSG A & D
0.022
98
Paved parking, HSG A
0.211
77
Woods, Good, HSG D
0.534
73
Brush, Good, HSG D
0.637
61
>75% Grass cover, Good, HSG A & D
1.427
69
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min)
(feet)
(ft/ft) (ft/sec) (cfs)
5.00
Direct Entry, Kirpich Method

Sunbelt Rentals NC -Greenville 24 -hr S1 5 -yr Rainfall=4.87"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 @2015 HydroCAD Software Solutions LLC
N
V
3
O
LL
Pond 4P: Stormwater Wetland
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
Fm -1 -f 1 --w
113 Primary

Sunbelt Rentals NC -Greenville 24 -hr S1 5 -yr Rainfall=4.87"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
Routing by Stor-Ind method, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 19.57'@ 12.36 hrs Surf.Area= 20,732 sf Storage= 36,046 cf
Plug -Flow detention time= 194.4 min calculated for 1.339 of (79% of inflow)
Center -of -Mass det. time= 113.2 min ( 892.1 - 778.9)
Volume Invert Avail.Storage Storage Description
#1 17.50' 80,304 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
17.50 11,911 0 0
18.50 18,416 15,164 15,164
19.50 20,583 19,500 34,663
20.50 22,806 21,695 56,358
21.50 25,086 23,946 80,304
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.50' 2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary 20.50' 14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=7.19 cfs @ 12.36 hrs HW=19.57' (Free Discharge)
11=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.78 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 7.04 cfs @ 3.30 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Summary for Pond 4P: Stormwater Wetland
Inflow Area =
5.014 ac,
Inflow Depth = 4.07"
for 5 -yr event
Inflow =
28.33 cfs @
12.03 hrs, Volume=
1.701 of
Outflow =
7.19 cfs @
12.36 hrs, Volume=
1.340 af, Atten= 75%, Lag= 19.9 min
Primary =
7.19 cfs @
12.36 hrs, Volume=
1.340 of
Routing by Stor-Ind method, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 19.57'@ 12.36 hrs Surf.Area= 20,732 sf Storage= 36,046 cf
Plug -Flow detention time= 194.4 min calculated for 1.339 of (79% of inflow)
Center -of -Mass det. time= 113.2 min ( 892.1 - 778.9)
Volume Invert Avail.Storage Storage Description
#1 17.50' 80,304 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
17.50 11,911 0 0
18.50 18,416 15,164 15,164
19.50 20,583 19,500 34,663
20.50 22,806 21,695 56,358
21.50 25,086 23,946 80,304
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.50' 2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary 20.50' 14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=7.19 cfs @ 12.36 hrs HW=19.57' (Free Discharge)
11=Orifice/Grate (Orifice Controls 0.15 cfs @ 6.78 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 7.04 cfs @ 3.30 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Sunbelt Rentals NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
2
2
2
2
2
2
1
1
1
1
.-. 1
N
v 1
3 1
0 1
LL 1
1
Subcatchment 1S: Pre -Development
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
■ Runoff

Sunbelt Rentals NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD®10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 1 S: Pre -Development
Greenville, NC OF curves are based on rainfall data from NOAA.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L^3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland grassed flow = 2.0 x [(502^3/12.25)^0.385]/128 = 7.84 min
Tc, concentrated ditch flow = 0.2 x [(151^3/1.15)^0.385]/128 = 0.49 min
Tc, total = 7.84 min + 0.49 min = 8.33 min
Runoff = 23.03 cfs @ 12.07 hrs, Volume= 1.624 af, Depth= 3.03"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Area (ac) CN Description
0.112
96
Gravel surface, HSG D
0.211
77
Woods, Good, HSG D
0.534
73
Brush, Good, HSG D
2.557
87
Small grain, straight row, Good, HSG D
3.027
63
Small grain, straight row, Good, HSG A
6.441
74
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min)
(feet)
(ft/ft) (ft/sec) (cfs)
8.33
Direct Entry, Kirpich Method

I
Sunbelt Rentals NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81 "
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 @2015 HydroCAD Software Solutions LLC
H
U
3
O
LL
Subcatchment 2S: Post -Development
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
® Runoff

Sunbelt Rentals NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81 "
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 0 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post -Development
Greenville, NC OF curves are based on rainfall data from NOAA.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L^3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland pavement flow = 0.4 x [(90^3/1.45)^0.385]/128 = 0.49 min
Tc, concentrated pipe flow = 0.2 x [(733^3/4.12)^0.385]/128 = 1.85 min
Tc, total = 0.49 min + 1.85 min = 2.34 min < Tc, min =5min
Per City of Greenville MSDD a minimum Tc of 5 min was used.
Runoff =
32.75 cfs @ 12.03 hrs, Volume= 2.087 af, Depth= 5.00"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville
24 -hr
S1 10 -yr Rainfall=5.81"
Area (ac)
CN
Description
2.601
96
Gravel surface, HSG A & D
0.667
98
Paved parking, HSG A
0.207
98
Roofs, HSG A
0.423
98
Water Surface, 0% imp, HSG D
1.110
80
>75% Grass cover, Good, HSG D
0.006
39
>75% Grass cover, Good, HSG A
5.014
93
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min)
(feet)
(ft/ft) (ft/sec) (cfs)
5.00
Direct Entry, Kirpich Method

Sunbelt Rentals NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81 "
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
Subcatchment 3S: Bypass
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
® Runoff

Sunbelt Rentals NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Bypass
Greenville, NC OF curves are based on rainfall data from NOAA.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L^3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland grassed flow = 2.0 x [(75^3/7.8)^0.385]/128 = 1.04 min
Tc, concentrated ditch flow = 0.2 x [(523^3/2.46)^0.385]/128 = 1.52 min
Tc, total = 1.04 min + 1.52 min = 2.56 min < Tc, min = 5 min
Per City of Greenville MSDD a minimum Tc of 5 min was used.
Runoff = 5.00 cfs @ 12.03 hrs, Volume= 0.305 af, Depth= 2.57"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Area (ac) CN Description
0.023
96
Gravel surface, HSG A & D
0.022
98
Paved parking, HSG A
0.211
77
Woods, Good, HSG D
0.534
73
Brush, Good, HSG D
0.637
61
>75% Grass cover, Good, HSG A & D
1.427
69
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min)
(feet)
(ft/ft) (ft/sec) (cfs)
5.00
Direct Entry, Kirpich Method

Sunbelt Rentals NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81 "
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
h
U
O
LL
Pond 4P: Stormwater Wetland
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
■ Inflow
■ Primary

Sunbelt Rentals NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Routing by Stor-Ind method, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 19.82'@ 12.28 hrs Surf.Area= 21,286 sf Storage= 41,280 cf
Plug -Flow detention time= 180.0 min calculated for 1.721 of (82% of inflow)
Center -of -Mass det. time= 105.7 min ( 879.8 - 774.1 )
Volume Invert Avail.Storage Storage Description
#1 17.50' 80,304 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
17.50 11,911 0 0
18.50 18,416 15,164 15,164
19.50 20,583 19,500 34,663
20.50 22,806 21,695 56,358
21.50 25,086 23,946 80,304
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.50' 2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary 20.50' 14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=9.97 cfs @ 12.28 hrs HW=19.82' (Free Discharge)
I1=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.19 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 9.81 cfs @ 3.73 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Summary for Pond 4P: Stormwater Wetland
Inflow Area =
5.014 ac,
Inflow Depth = 5.00"
for 10 -yr event
Inflow =
32.75 cfs @
12.03 hrs, Volume=
2.087 of
Outflow =
9.97 cfs @
12.28 hrs, Volume=
1.722 af, Atten= 70%, Lag= 15.0 min
Primary =
9.97 cfs @
12.28 hrs, Volume=
1.722 of
Routing by Stor-Ind method, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 19.82'@ 12.28 hrs Surf.Area= 21,286 sf Storage= 41,280 cf
Plug -Flow detention time= 180.0 min calculated for 1.721 of (82% of inflow)
Center -of -Mass det. time= 105.7 min ( 879.8 - 774.1 )
Volume Invert Avail.Storage Storage Description
#1 17.50' 80,304 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
17.50 11,911 0 0
18.50 18,416 15,164 15,164
19.50 20,583 19,500 34,663
20.50 22,806 21,695 56,358
21.50 25,086 23,946 80,304
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.50' 2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary 20.50' 14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=9.97 cfs @ 12.28 hrs HW=19.82' (Free Discharge)
I1=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.19 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 9.81 cfs @ 3.73 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Sunbelt Rentals NC -Greenville 24 -hr S1 25 -yr Rainfall=7.24"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
Subcatchment 1S: Pre -Development
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
D Runoff

Sunbelt Rentals NC -Greenville 24 -hr S1 25 -yr Rainfall=7.24"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD®10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment IIS: Pre -Development
Greenville, NC OF curves are based on rainfall data from NOAA.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L^3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland grassed flow = 2.0 x [(502^3/12.25)^0.385]/128 = 7.84 min
Tc, concentrated ditch flow = 0.2 x [(151^3/1.15)^0.385]/128 = 0.49 min
Tc, total = 7.84 min + 0.49 min = 8.33 min
Runoff = 29.79 cfs @ 12.07 hrs, Volume= 2.282 af, Depth= 4.25"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville 24 -hr S1 25 -yr Rainfall=7.24"
Area (ac) CN Description
0.112
96
Gravel surface, HSG D
0.211
77
Woods, Good, HSG D
0.534
73
Brush, Good, HSG D
2.557
87
Small grain, straight row, Good, HSG D
3.027
63
Small grain, straight row, Good, HSG A
6.441
74
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min)
(feet)
(ft/ft) (ft/sec) (cfs)
8.33
Direct Entry, Kirpich Method

A
Sunbelt Rentals NC -Greenville 24 -hr S125 -yr Rainfall=7.24"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
Subcatchment 2S: Post -Development
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
Runoff

Sunbelt Rentals NC -Greenville 24 -hr S1 25 -yr Rainfall=7.24"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Subcatchment 2S: Post -Development
Greenville, NC OF curves are based on rainfall data from NOAA.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L^3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland pavement flow = 0.4 x [(90^3/1.45)^0.385]/128 = 0.49 min
Tc, concentrated pipe flow = 0.2 x [(733^3/4.12)^0.385]/128 = 1.85 min
Tc, total =0.49 min+ 1.85 min = 2.34 min < Tc, min =5min
Per City of Greenville MSDD a minimum Tc of 5 min was used.
Runoff =
37.70 cfs @ 12.03 hrs, Volume= 2.678 af, Depth= 6.41"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville 24 -hr
S1 25 -yr Rainfall=7.24"
Area (ac)
CN
Description
2.601
96
Gravel surface, HSG A & D
0.667
98
Paved parking, HSG A
0.207
98
Roofs, HSG A
0.423
98
Water Surface, 0% imp, HSG D
1.110
80
>75% Grass cover, Good, HSG D
0.006
39
>75% Grass cover, Good, HSG A
5.014
93
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min)
(feet)
(ft/ft) (ft/sec) (cfs)
5.00
Direct Entry, Kirpich Method

Sunbelt Rentals NC -Greenville 24 -hr S125 -yr Rainfall=7.24"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
Subcatchment 3S: Bypass
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
Runoff

Sunbelt Rentals NC -Greenville 24 -hr S1 25 -yr Rainfall=7.24"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
Summary for Subcatchment 3S: Bypass
Greenville, NC OF curves are based on rainfall data from NOAA.
Time of concentration, Tc, was obtained by Kirpich Method per City of Greenville Manual of Standard
Designs and Details (Detail #682.02) using formula below.
Tc = Travel Factor x [(L^3/H)^0.385]/128 where
L = Hydraulic length
H = Vertical relief
Tc, overland grassed flow = 2.0 x [(75^3/7.8)^0.385]/128 = 1.04 min
Tc, concentrated ditch flow = 0.2 x [(523^3/2.46)^0.385]/128 = 1.52 min
Tc, total = 1.04 min + 1.52 min = 2.56 min < Tc, min = 5 min
Per City of Greenville MSDD a minimum Tc of 5 min was used.
Runoff = 6.67 cfs @ 12.03 hrs, Volume= 0.441 af, Depth= 3.71"
Runoff by SCS TR -20 method, UH=SCS, Weighted -CN, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
NC -Greenville 24 -hr S1 25 -yr Rainfall=7.24"
Area (ac) CN Description
0.023
96
Gravel surface, HSG A & D
0.022
98
Paved parking, HSG A
0.211
77
Woods, Good, HSG D
0.534
73
Brush, Good, HSG D
0.637
61
>75% Grass cover, Good, HSG A & D
1.427
69
Weighted Average
Tc Length
Slope Velocity Capacity Description
(min)
(feet)
(ft/ft) (ft/sec) (cfs)
5.00
Direct Entry, Kirpich Method

Sunbelt Rentals NC -Greenville 24 -hr S1 25 -yr Rainfall=7.24"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
4
4
3
3
3
3
3
2
2
vi 2
2
3 2
0
L 1
1
1
1
1
Pond 4P: Stormwater Wetland
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
■ Inflow
■ Primary

Sunbelt Rentals NC -Greenville 24 -hr S1 25 -yr Rainfall=7.24"
Prepared by Baldwin Design Consultants, PA Printed 6/9/2017
HydroCAD® 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Routing by Stor-Ind method, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 20.10'@ 12.24 hrs Surf.Area= 21,906 sf Storage= 47,306 cf
Plug -Flow detention time= 167.3 min calculated for 2.307 of (86% of inflow)
Center -of -Mass det. time= 100.5 min ( 869.5 - 769.0)
Volume Invert
Summary for Pond 4P: Stormwater Wetland
Inflow Area =
5.014 ac,
Inflow Depth = 6.41"
for 25 -yr event
Inflow =
37.70 cfs @
12.03 hrs, Volume=
2.678 of
Outflow =
13.46 cfs @
12.24 hrs, Volume=
2.307 af, Atten= 64%, Lag= 12.7 min
Primary =
13.46 cfs @
12.24 hrs, Volume=
2.307 of
Routing by Stor-Ind method, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 20.10'@ 12.24 hrs Surf.Area= 21,906 sf Storage= 47,306 cf
Plug -Flow detention time= 167.3 min calculated for 2.307 of (86% of inflow)
Center -of -Mass det. time= 100.5 min ( 869.5 - 769.0)
Volume Invert
Avail.Storage Storage Description
#1 17.50'
80,304 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq -ft)
(cubic -feet) (cubic -feet)
17.50
11,911
0 0
18.50
18,416
15,164 15,164
19.50
20,583
19,500 34,663
20.50
22,806
21,695 56,358
21.50
25,086
23,946 80,304
Device Routing
Invert
Outlet Devices
#1 Primary
17.50'
2.0" Vert. Orifice/Grate C= 0.600
#2 Primary
18.50'
2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary
20.50'
14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=13.46 cfs @ 12.24 hrs HW=20.10' (Free Discharge)
11=Orifice/Grate (Orifice Controls 0.17 cfs @ 7.63 fps)
2=Broad-C rested Rectangular Weir (Weir Controls 13.29 cfs @ 4.17 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

1k- & ii B aldwin Design
Consultants, PA
ENGINEERING • SURVEYING • PLANNING
STORM DRAINAGE AND EROSION CONTROL
CALCULATIONS
SUNBELT RENTALS
File #17-068
City of Greenville, Pitt County, NC
June 9, 2017
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1700-D EAST ARLINGTON BOULEVARD, GREENVILLE. NORTH CAROLINA 27858
NCBELS Lic. No. C-3498 TEL [phone] FAx [phone] www.BALDWINDESIGNCONSULTANTS.com

k -1 •
STORM DRAINAGE AND EROSION CONTROL
CALCULATIONS NARRATIVE
SUNBELT RENTALS
CITY OF GREENVILLE, PITT COUNTY, NORTH CAROLINA
June 9, 2017
Project Name: Sunbelt Rentals
Location: City of Greenville, Pitt County, NC
Developer: TDG Properties, LLC
P.O. Box 3462
Greenville, NC 27836
Consultant: Baldwin Design Consultants, PA
1700-D East Arlington Boulevard
Greenville, NC 27858
Phone: [phone]
STORM DRAINAGE PIPE CALCULATIONS
Storm drainage pipe calculations were based on City of Greenville MSDD using all
relevant formulas given. IDF curves were developed using linear regression based on
the most recent available data from NOAA. Bentley's FlowMaster was used to calculate
pipe capacities based on the Manning equation. Manning's n value of 0.013 was used
for reinforced concrete pipes per City of Greenville MSDD.
RIP -RAP CALCULATIONS
Rip -Rap calculations were based on Appendix 8 of North Carolina Erosion and
Sediment Control Planning and Design Manual. In order to avoid permanent impacts by
placing a stone apron in the blue -line stream, a RoLanka BioD-Mat 60 is being
proposed since its use was previously approved by NC DEQ on another project. The
purpose of RoLanka matting is to provide high erosion resistance while supporting
growth and re -development of vegetation after the outlet pipe is installed in the riparian
buffer.
Attached specification sheet shows that RoLanka BioD-Mat 60 can handle erosive
velocities of up to 10 ft/s. The maximum discharge coming out of 24" diameter outlet
drainage pipe is 9.97 cfs during the 10 -year storm. The maximum velocity during the 10 -
year storm is 5.76 ft/s. Since this velocity is less than 10 ft/s, RoLanka BioD-Mat 60 is
sufficient for erosion control.

A - .0
OF Curve - Rainfall Intensity for. Greenville, NC
1 year
(using the value for storm duration, d, specified above)
Data from OF (intensity -duration -frequency)
Calculation of equation constants (a 3 b)
Data from NOAH
graph or table for the design location:
using linear regression
Input Input Calculated
Calculation of equation constants (a 3 b)
Rainfall Depth
i, in/hr d, min 1A, hrfin
using linear
slope = 0.008858
(in)
Input Input Calculated
a= 1/slope = 113
4.22 10 0.24
Rainfall Depth
i, in/hr d, min 1fi, hrfin
0.703
3.52 15 0.28
intercept = 0.149601
0.879 From NOAA rainfall data website
.4141 30 0.41
a=1/slope =
b = Wintercept = 16.9
1.210
Calculation of Design Rainfall Intensity, i, using the equation: I - a/(d + b):
(using the value for storm duration, d, specified above)
2 year
Data from OF (intensity -duration -frequency)
Calculation of equation constants (a 3 b)
Data from NOAA
graph or table for the design location:
using linear
regression
Input Input Calculated
Rainfall Depth
i, in/hr d, min 1fi, hrfin
slope =
0.007325
(n)
a=1/slope =
137
4_94 10 0.20
0.824
4.14 15 0.24
intercept =
0.130241
1.040 From NOAA rainfall data website
2.86 30 0.35
b = a intercept =
17.8
1.430
Calculation of Design Rainfall Intensity, I, using the equation: I = a/(d + b):
(using the value for storm duration, d, specified above)
10 years
Data from OF (intensity -duration -frequency)
Calculation of equation constants (a 3 b)
Data from NOAA
graph or table for the design location:
using linear
regression
Input Input Calculated
Rainfall Depth
i, in/hr d, min tfi, hrAn
slope =
0.004881
(in)
a = 1/slope =
205
6.43 10 0.16
1.070
5_42 15 0.18
intercept =
0.108669
1.350 From NOAA rainfall data website
393 30 0.25
b = Wintercept =
22.3
1.960
Calculation of Design Rainfall Intensity, 1, using the equation: I = a/(d + b):
(using the value for storm duration, d, specified above)
25 years
Data from OF (intensity- duration -frequency)
Calculation of equation constants (a & b)
Data from NOAA
graph or table for the design location:
using linear
regression
Input Input Calculated
Rainfall Depth
i, in/hr d, min 1A, Win
slope =
0.004064
(in)
a = 1/slope =
246
7.22 10 0.14
1.200
6.10 15 0.16
intercept =
0.100057
1.520 From NOAA rainfall data website
4.52 30 0.22
1
b = a intercept =
24.6
2.260
Calculation of Design Rainfall Intensity, 1, using the equation: I = a/(d + b):
(using the value for storm duration, d, specified above)
100 years
Data from OF (intensity -duration -frequency)
Calculation of equation constants (a & b)
Data from NOAA
graph or table for the design location:
using linear
regression
Input Input Calculated
Rainfall Depth
i, in/hr d, min 1A, hrfin
slope =
0.003143
(in)
a = 1/slope =
318
8.51 10 0.12
1.420
7.17 15 0.14
intercept =
0.088759
1.790 From.NOAA rainfall data websfte
5.49 30 0.18
b = Wintercept =
28.2
2.750
Calculation of Design Rainfall Intensity, 1, using the equation: I - a/(d + b):
(using the value for storm duration, d, specified above)

r
Storm Drainage Calculations
Sunbelt Rentals
Greenville, Pitt County, North Carolina
June 9, 2017
Pipe Roughness Coefficient n- 0.013 for RCP pipes
n- 0.012 for SWPP pipes
g- 208 10 year storm
h- 22.3 10 year stone
t ons
X 1 (h+Tj Q=M
128
g - 318 100 year storm
h - 28.2 100 year storm
Site Conditions Post Development
(Flovring Through
Pipes
DW -FEST)
Time
Hydraulic Length
Overland
0
ft Overland
93 it
Channelized
733 it
Vertical Relief
Overland
0
it Overland
2.08 ft
Channelized
4.12 it
Travel Factor
Overland
0
Overland
0.4
Channelized
0.2
Time of Concentration
Overland
#DIV/01 min Overland
0.44 min
Channelized
1.85 min
D14 - FES1
D15 - DI2
Time
Drain. Total or Runoff Q Q
(acres) (acres) (min) (in / hr) (cis) (ds) 1 (ft) (ft)
D15 D12 10 year 0.140 0.140 5.00 7.51 0.95 0 1.00 1.33 136
Time
Drain.
Total
Of
Runoff Q
Q
From
To Storm
Area
Area
Conc
Intensity
Coeff. Addtnl.
Discharge
H
Length
)acres)
(acres)
(min)
On / hr)
Will
(cfs)
(1I)
(III
D11
FES1 10year
1.332
3.381
5.00
7.51
0.95 0
24.12
4.12
733
D12
D11 10 year
1.098
2.050
5.00
7.51
0.95 0
14.62
2.73
640
D13
012 10 year
0.662
0.952
5.00
7.51
0.95 0
6.79
1.65
405
D14
D13 10 year
0.289
0.289
5.00
7.51
0.95 0
2.07
0.78
215
Site Conditions Post Development (Flowing Through Pipe
CBS-DI1)
Hydraulic Length
Overland
65
it
Channelized
212 it
Channelized
144 it
Vertical Relief
Overland
1.22
ft
Channelized
0.64 It
Channelized
2.57 it
Travel Factor
Overland
0.4
Channelized
0.2
Channelized
0.2
Tore of Concentration
Overland
0.36 min
Channelized
0.90 min
Channelized
0.34 min
CB6 - DI1
Time
Drain.
Total
Of
Runoff Q
Q
From
To Storm
Area
Area
Conc
Intensity
Coeff. Addtni.
Discharge
H
-Length
(acres)
(acres)
(min)
(In / hr)
(cfs)
(cfs)
M)
(ffl
CB6
Oil 10year
0.173
0.173
5.00
7.51
0.95 0
1.23
2.57
144
Site Conditions Post Development (Flowing Through Pipe
1315-1312)
Hydraulic Length
Overland
0
ft
Overland
100 it
Channelized
136 It
Vertical Relief
Overland
0
ft
Overland
1.00 ft
Channelized
1.33 it
Travel Factor
Overland
0
Overland
0.4
Channelized
0.2
Time of Concentration
Overland
#DIV/01 min
Overland
0.64 min
Channelized
0.41 min
D15 - DI2
Time
Drain. Total or Runoff Q Q
(acres) (acres) (min) (in / hr) (cis) (ds) 1 (ft) (ft)
D15 D12 10 year 0.140 0.140 5.00 7.51 0.95 0 1.00 1.33 136

I a
Site Conditions Post Development
(Flowing Through
Pipes FES3-FES4)
5.00 7.51 0.47 0
1.29
0.23
Site Conditions Post Development (Flowing Through
Pipes
OCS-FES2)
Hydraulic Length
Overland
19.5 ft
Channelized
297 ft
Channelized
76 ft
Vertical Relief
Overland
0.2 It
Channelized
3.70 ft
Channelized
0.23 ft
Travel Factor
Overland
0.4
Channelized
1.0
Channelized
0.2
Time of Concentration
Overland
0.18 min
Channelized
3.39 min
Channepzed
0.41 min
FESS -FES4
Time
Drain. Total Of Runoff Q Q
From
FES3 FES4 10 year
0.365
0.365
5.00 7.51 0.47 0
1.29
0.23
Site Conditions Post Development (Flowing Through
Pipes
OCS-FES2)
Hydraulic Length
Overland
0
It Chameltzed O ft
Channelized
118 It
Vertical Relief
Overland
0
It Channelized 0.00 ft
Channeled
0.71 It
Travel Factor
Overland
0
Channelized 0.0
Channelized
0.2
Time of Concentration
Overland
#DIV/01 min Channelized #DIV/01 min
Channelized
0.44 min
OCS - FES2
Time
Drain. Total Or Runoff Q Q
STMH7 FES2 10 year 0.000 5.014 5.00 7.51 0.70 0 9.97• 0.71 118
OCs STMH7 10year 5.014 5.014 5.00 7.51 0.70 0 9.97• 0.36 60
STMH7 FES2 100 year 0.000 5.014 5.00 9.58 0.70 0 18.29' 0.71 118
OCS STMH7 100 year 5.014 5.014 5.00 9.58 0.70 0 18.29' 0.36 60
Note: C values were obtained from City of Greenville MSDD. C values for FES3-FES4 pipe and OCS-FES2 pipes were calculated based on
pervious and impervious areas within these drainage areas. See attached rational coefficient calculations for reference.
'Discharges for pipe leaving outlet control structure are based on attenuated outflows obtained from HydroCAD routing analysis results
for 10 year and 100 year storms. See attached routing analyses for attenuated outflows exiting outlet control structure.

Runoff Coefficient Calculations
Drainage Area - DA7 (Pipe FES3-FES4, 15" RCP @ 0.30%)
Total watershed area A= 0.365 acres
Impervious Area
Pervious Area
Composite C
C= 0.95 0.145 acres
C= 0.15 0.221 acres
C=
Total Tributary BMP Drainage Area - (Pipes OCS-FES2, 24" RCP @ 0.60%)
Total watershed area A= 5.014acres
Impervious Area
Pervious Area
Composite C
C= 0.95 3.475 acres
C= 0.15 ` 1.539 acres
C=

Sunbelt Rentals NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81"
Prepared by Baldwin Design Consultants, PA Printed 6/12/2017
HydroCAD® 10.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
Pond 4P: Stormwater Wetland
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
FUJI nflow
10 Primary

Sunbelt Rentals NC -Greenville 24 -hr S1 10 -yr Rainfall=5.81 "
Prepared by Baldwin Design Consultants, PA Printed 6/12/2017
HydroCAD®10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Routing by Stor-Ind method, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 19.82'@ 12.28 hrs Surf.Area= 21,286 sf Storage= 41,280 cf
Plug -Flow detention time= 180.0 min calculated for 1.721 of (82% of inflow)
Center -of -Mass det. time= 105.7 min ( 879.8 - 774.1 )
Volume Invert Avail.Storage Storage Description
#1 17.50' 80,304 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
_(feet) (sq -ft) (cubic -feet) (cubic -feet)
17.50 11,911 0 0
18.50 18,416 15,164 15,164
19.50 20,583 19,500 34,663
20.50 22,806 21,695 56,358
21.50 25,086 23,946 80,304
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.50' 2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary 20.50' 14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=9.97 cfs @ 12.28 hrs HW=19.82'
1=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.19 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 9.81 cfs @ 3.73 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Summary for Pond 4P: Stormwater Wetland
Inflow Area =
5.014 ac,
Inflow Depth = 5.00"
for 10 -yr event
Inflow =
32.75 cfs @
12.03 hrs, Volume=
2.087 of
Outflow =
9.97 cfs @
12.28 hrs, Volume=
1.722 af, Atten= 70%, Lag= 15.0 min
Primary =
9.97 cfs @
12.28 hrs, Volume=
1.722 of
Routing by Stor-Ind method, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 19.82'@ 12.28 hrs Surf.Area= 21,286 sf Storage= 41,280 cf
Plug -Flow detention time= 180.0 min calculated for 1.721 of (82% of inflow)
Center -of -Mass det. time= 105.7 min ( 879.8 - 774.1 )
Volume Invert Avail.Storage Storage Description
#1 17.50' 80,304 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
_(feet) (sq -ft) (cubic -feet) (cubic -feet)
17.50 11,911 0 0
18.50 18,416 15,164 15,164
19.50 20,583 19,500 34,663
20.50 22,806 21,695 56,358
21.50 25,086 23,946 80,304
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.50' 2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary 20.50' 14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=9.97 cfs @ 12.28 hrs HW=19.82'
1=Orifice/Grate (Orifice Controls 0.16 cfs @ 7.19 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 9.81 cfs @ 3.73 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Sunbelt Rentals NC -Greenville 24 -hr S1 100 -yr Rainfall=9.85"
Prepared by Baldwin Design Consultants, PA Printed 6/12/2017
HydroCAD0 10.00-16 s/n 09193 02015 HydroCAD Software Solutions LLC
N
V
3
O
LL
Pond 4P: Stormwater Wetland
Hydrograph
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)
Inflow
Primary

k
Sunbelt Rentals NC -Greenville 24 -hr S1 100 -yr Rainfall=9.85"
Prepared by Baldwin Design Consultants, PA Printed 6/12/2017
HydroCADO 10.00-16 s/n 09193 © 2015 HydroCAD Software Solutions LLC
Summary for Pond 4P: Stormwater Wetland
Inflow Area = 5.014 ac, Inflow Depth = 9.00" for 100 -yr event
Inflow = 45.65 cfs @ 12.03 hrs, Volume= 3.761 of
Outflow = 18.29 cfs @ 12.21 hrs, Volume= 3.381 af, Atten= 60%, Lag= 11.3 min
Primary = 18.29 cfs @ 12.21 hrs, Volume= 3.381 of
Routing by Stor-Ind method, Time Span= 1.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 20.46'@ 12.21 hrs Surf.Area= 22,707 sf Storage= 55,346 cf
Plug -Flow detention time= 148.2 min calculated for 3.381 of (90% of inflow)
Center -of -Mass det. time= 93.2 min ( 855.0 - 761.8 )
Volume Invert Avail.Storage Storage Description
#1 17.50' 80,304 cf Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq -ft) (cubic -feet) (cubic -feet)
17.50 11,911 0 0
18.50 18,416 15,164 15,164
19.50 20,583 19,500 34,663
20.50 22,806 21,695 56,358
21.50 25,086 23,946 80,304
Device Routing Invert Outlet Devices
#1 Primary 17.50' 2.0" Vert. Orifice/Grate C= 0.600
#2 Primary 18.50' 2.0' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
#3 Primary 20.50' 14.7' long x 0.7' breadth Broad -Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50
Coef. (English) 2.76 2.82 2.93 3.09 3.18 3.22 3.27 3.30 3.32
3.31 3.32
Primary OutFlow Max=18.29 cfs @ 12.21 hrs HW=20.46'
1=Orifice/Grate (Orifice Controls 0.18 cfs @ 8.16 fps)
2=Broad-Crested Rectangular Weir (Weir Controls 18.11 cfs @ 4.63 fps)
3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)

Friction Method
Solve For
• 1 Ls$a, ff
Worksheet for D11-FES1
Manning Formula
Normal Depth
Roughness Coefficient
0.013
Channel Slope
0.01500 ft/ft
Diameter
24.00 in
Discharge
24.12 ft3/s
Results
M
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
SuperCritical
1.44 ft
2.43 ft2
4.06 ft
0.60 ft
1.79 ft
1.74 ft
72.2
0.01038 ft/ft
9.94 ft/s
1.53 ft
2.98 ft
1.51
29.80 ft'/s
27.71 ft'/s
0.01137 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03]
6/12/2017 9:08:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GVF Profile for 011-FES1
GVF Input Data
Downstream Depth 1.44 ft
----
-------- Yc= 1.74 ft
Yn=1.44ft
V
IV: 11.73815 N
H: 1
Upstream Depth 1.44 ft
-----
Yc = 1.74 ft
Yn=1.44ft
88.0+� ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) (08.11.01.03]
6/12/2017 11:13:43 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 9

Worksheet for D12 -D11
Project Description 0�., �y
Fx «,.c' )e
Friction Method
Solve For
In t Data'
t � ,
Manning Formula
Normal Depth
Roughness Coefficient 0.013
Channel Slope 0.00460 ft/ft
Diameter 24.00 in
Discharge 14.62 ft3/s
- - �� -''' .yuh}='� ;v, x'kja + t°•&� •xs � f 'iv d� ,� 1 � ^' ..,fir t �� } 4�k; &s.N=�' aK� '
• x• ,a . ate'.' ,�,�
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
SubCritical
1.56 ft
2.63 ftZ
4.33 ft
0.61 ft
1.66 ft
1.38 ft
78.0 %
0.00621 ft/ft
5.56 ft/s
0.48 ft
2.04 ft
0.78
16.50 ft'/s
15.34 ft'/s
0.00418 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81(SELECTseries 1) [08.11.01.03]
6/9/2017 9:12:49 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GVF Profile for D12-011
GVF Input Data
Downstream Depth 1.56 ft
-- --- _--Yn = 1,56 ft
Yc = 1.38 ft
235.01 ft
V: 32.07518 N
H: 1
Upstream Depth 1.56 ft
-----
--------• - `(n = 1.55 ft
----•--•------•
2 35. 00 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
6/12/2017 11:15:23 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 9

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
6/12/2017 9:09:22 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for D13 -D12
Project Description
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
Roughness Coefficient
0.013
Channel Slope
0.00460
ft/ft
Diameter
18.00
in
Discharge
6.79
ft3/s
Results
Normal Depth
1.17
ft
Flow Area
1.48
ft2
Wetted Perimeter
3.25
ft
Hydraulic Radius
0.46
ft
Top Width
1.24
ft
Critical Depth
1.01
ft
Percent Full
78.0
Critical Slope
0.00664
ft/ft
Velocity
4.59
ft/s
Velocity Head
0.33
ft
Specific Energy
1.50
ft
Froude Number
0.74
Maximum Discharge
7.66
ft3/s
Discharge Full
7.12
ft'/s
Slope Full
0.00418
ft/ft
Flow Type
SubCritical
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.03]
6/12/2017 9:09:22 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GVF Profile for D13 -D12
GVF Input Data
A .y.fN...,, �.A �...� ,.u.,,,. x�l. max..
Downstream Depth 1.17 ft
-- ---
--------------------------Yn = 1.1? ft
--
1t"C.G2�
V: 3 3,.4933 N
H: 1
Upstream Depth 1.17 ft
-- -- ---- Yn = 1.17 ft
^--------------- Yc=1.01 ft
193.01D ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03]
6/12/2017 11:16:57 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 9

Worksheet for D14 -D13
;ate ��
Project Description .., �� rte'+ W��"
...5 Ys—rcc.c2'?k". ` aSm*, ?€i.'�.aas-, ....,E�'' r.S i&i:�.,•,Y`.',.. , ..,:��'S '`a
Friction Method Manning Formula
Solve For Normal Depth
Input Data
. •1 uG _ ° ,..,.d -'« ...k "' z .r r >r t ,r2i.4 r s� Y. ��t r
Roughness Coefficient 0.013
Channel Slope 0.00360 ft/ft
Diameter 15.00 in
Discharge 2.07 ft -1/s
Results,
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
SubCritical
0.65 ft
0.64 ftZ
2.01 ft
0.32 ft
1.25 ft
0.57 ft
52.0
0.00552 f ift
3.21 ft/s
0.16 ft
0.81 ft
0.79
4.17 ft'/s
3.88 ft3/s
0.00103 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03]
6/9/2017 9:11:18 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

---- ---,
------•---
Yc=0.57ft
215.00 ft
V: 4.4.3686 u
H: 1
Upstream Depth 0.65 ft
---------•-------•----- - Yn=0.65ft
-- --- --.-•, - -- Yc=0.57ft
215.0 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03)
6112/2017 11:19:08 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 9
GVF Profile for D14 -D13
GVF Input- Data,
Downstream Depth
0.65 ft
---- ---,
------•---
Yc=0.57ft
215.00 ft
V: 4.4.3686 u
H: 1
Upstream Depth 0.65 ft
---------•-------•----- - Yn=0.65ft
-- --- --.-•, - -- Yc=0.57ft
215.0 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03)
6112/2017 11:19:08 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 9

Worksheet for CB6-011
Project Description " �r l
Ow
Friction Method Manning Formula
Solve For Normal Depth
Roughness Coefficient 0.013
Channel Slope 0.01780 ft/ft
Diameter
15.00 in
Discharge 1.23 ft'/s
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
SuperCritical
0.32 ft
0.25 ft'
1.32 ft
0.19 ft
1.09 ft
0.44 ft
25.5
0.00524 ft/ft
4.98 ft/s
0.39 ft
0.70 ft
1.84
9.27 ft -1/s
8.62 W/s
0.00036 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03]
6/12/2017 9:11:13 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GVF Profile for C136 -D11
GVF Input Data
Downstream Depth 0.32 ft
144.On ft
Y'c=0.44ft
`fin = 0+.32 ft
V: 29.71664 N
H: 1
Upstream Depth 0.32 ft
- - rc=0:44ft
Yn = 0.32 ft
144.0D ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) (08.11.01.03]
6112/2017 11:21:44 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 9

Worksheet for D15 -D12
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Diameter
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
6/12/2017 9:12:17 AM
0.013
0.00980
ft/ft
15.00
in
1.00
ft'/s
0.33
ft
0.26
ft2
1.36
ft
0.19
ft
1.11
ft
0.39
ft
26.7
0.00521
ft/ft
3.79
ft/S
0.22
ft
0.56
ft
1.37
6.88
ft3/s
6.39
ft'/s
0.00024
ft/ft
SuperCritical
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) 108.11.01.03]
27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GVF Profile for DIS -012
GVF •:
Downstream'
.33 ft
- -------- YC=0.39ft
Yn = 0.33 ft
136M. ft
V: 28.06572 L 1
H: 1
Upstream Depth 0.33 ft
--------------
Yn = 0.33 ft
1 38.E ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03]
6/12/2017 11:22:50 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 9

Worksheet for FES3-FES4
.` TM
Project Description
M
rr
Friction Method
Solve For
Input Data
Roughness Coefficient
Channel Slope
Diameter
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
6/12/2017 9:21:15 AM
Manning Formula
Normal Depth
0.013
0.00300 ft/ft
15.00 in
1.29 ft -1/s
WIN s4c'-VA0,11 "0
0.52 ft
0.49 ft2
1.76 ft
0.28 ft
1.23 ft
0.45 ft
41.8 %
0.00525 ft/ft
2.66 ft/s
0.11 ft
0.63 ft
0.75
3.81 ft -1/s
3.54 ft'/s
0.00040 ft/ft
SubCritical
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03]
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Downstream Depth 0.52 ft
------------------
Yn =0.52 ft
-- - Yc=0.45ft
84.00 ft
V: 13.2074 N
H: 1
Upstream Depth 0.52 ft
-----�-- -- - Yn = 0.52 ft
- - ---- -- Ye=0.45ft
94.00 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) (08.11.01.03]
6/12/2017 11:23:51 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 9
GVF Profile for FES3-FES4
GVF Input Data, P Y* S
°'
{ � A q »d'*'� F AA � 4i��
^A �
i
Downstream Depth 0.52 ft
------------------
Yn =0.52 ft
-- - Yc=0.45ft
84.00 ft
V: 13.2074 N
H: 1
Upstream Depth 0.52 ft
-----�-- -- - Yn = 0.52 ft
- - ---- -- Ye=0.45ft
94.00 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) (08.11.01.03]
6/12/2017 11:23:51 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 9

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.031
6/12/2017 9:13:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for OCS-STMH7
Project Description
f
r^c 4 %f 5 'pi�.�% �' ,�. ,�,' • �Q � 5#arzx` �.? � h �. xr �" ;. •9
$'y yam. e
y
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
�. W...
Roughness Coefficient
0.013
Channel Slope
0.00600 ft/ft
Diameter
24.00 in
Discharge
9.97 ft3/s
Results
�, ..,,
h 46A..
Normal Depth
1.08 ft
Flow Area
1.73 ft2
Wetted Perimeter
3.30 ft
Hydraulic Radius
0.52 ft
Top Width
1.99 ft
Critical Depth
1.13 ft
Percent Full
54.0 %
Critical Slope
0.00519 ft/ft
Velocity
5.76 ft/s
Velocity Head
0.52 ft
Specific Energy
1.60 ft
Froude Number
1.09
Maximum Discharge
18.85 ft3/s
Discharge Full
17.52 ft3/s
Slope Full
0.00194 ft/ft
Flow Type
SuperCritical
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V8i (SELECTseries 1) [08.11.01.031
6/12/2017 9:13:32 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GVF Profile for OCS-STMH7
GVF Input Data
Downstream Depth 1.08 ft
-- •- - - --
i:'vr�L�v� Il
Yee 1.13ft
--- - -- `r`n=1.08ft
V.8.'1894CG L
H' 1
Upstream Depth 1.08 ft
- -- - --------- -- Yc = 1.13 ft
Yn = 1.08 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81(SELECTseries 1) [08.11.01.03]
6112/2017 11:26:04 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 9

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03]
6/12/2017 9:13:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2
Worksheet for STMH7-FES2
Project Description.
Friction Method
Manning Formula
Solve For
Normal Depth
Input Data
, a �xx�
� � �NOR
+1�'
a� ���
-.... ,.� s�.TF1 ....;R S + ...• ._ ,^" ,F�W.,rx
., •S -..` .^i.4x'_Y..'�•,sLP�,v.,. 'dRr
Roughness Coefficient
0.013
Channel Slope
0.00600 ft/ft
Diameter
24.00 in
Discharge
9.97 ft'/s
Results
R; �
Normal Depth
1.08 ft
Flow Area
1.73 ftz
Wetted Perimeter
3.30 ft
Hydraulic Radius
0.52 ft
Top Width
1.99 ft
Critical Depth
1.13 ft
Percent Full
54.0
Critical Slope
0.00519 ft/ft
Velocity
5.76 ft/s
Velocity Head
0.52 ft
Specific Energy
1.60 ft
Froude Number
1.09
Maximum Discharge
18.85 ft'/s
Discharge Full
17.52 W/s
Slope Full
0.00194 ft/ft
Flow Type
SuperCritical
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03]
6/12/2017 9:13:52 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GVF Profile for STMH7-FES2
GVF Input Data t�
a„;>.. ,�.. ,. .�;d'#, 6..us,N. _ ., n`Ar� &-� _�wv O. w,a...�. 3"5._ .. ,.M
Downstream Depth 1.08 ft
--
--------- Vc=1.13ft
Yn=1.08ft
V: 6.960996 b
H: 1
Upstream Depth 1.08 ft
---------Yc 1.13 ft
-
--- - `rn=1.08ft
51.60 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03]
6112/2017 11:27:09 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 9

Worksheet for OCS-STMH7
Project Description
4 4 �
n
r
Friction Method
Solve For
Roughness Coefficient
Channel Slope
Diameter
Discharge
Manning Formula
Normal Depth
0.013
0.00600 ft/ft
24.00 in
18.29 W/s
x✓ �.' X
�a � 611111
t"
`
,s''tResults tee
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
SubCritical
1.73 ft
2.89 ft=
4.78 ft
0.60 ft
1.36 ft
1.54 ft
86.6
0.00740 ft/ft
6.33 ft/s
0.62 ft
2.35 ft
0.77
18.85 ft'/s
17.52 ft3/s
0.00654 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTserles 1) [08.11.01.03]
6/12/2017 1:03:46 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 2

GVF Profile for OCS-STMH7
GVFInput Data's
.-. .._� . O z. �.
Downstream Depth 1.73
----------------------
-------------------
----`- - -
---------- _ Yn = 1.73 ft
--------------•--- Yc=1.54ft
60.001 ft --�
IV: 8.1894GS N
H: 1
Upstream Depth 1.73
---- 7-- rn-1.73ft
------ -
----•-------------------
60.OQ ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTserles 1) [08.11.01.03]
6112/2017 1:08:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 9

Worksheet for STMH7-FES2
„W.
Project Descriptions
�*
'"rer », .�INN
x
Friction Method
Solve For
Manning Formula
Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.00600 ft/ft
Diameter 24.00 in
Discharge 18.29 ft'/s
ResultsK k�r� ����� � � F ��� t k4� Y� ��� io via
Normal Depth
Flow Area
Wetted Perimeter
Hydraulic Radius
Top Width
Critical Depth
Percent Full
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Maximum Discharge
Discharge Full
Slope Full
Flow Type
SubCritical
1.73 ft
2.89 ft2
4.78 ft
0.60 ft
1.36 ft
1.54 ft
86.6 %
0.00740 ft/ft
6.33 ft/s
0.62 ft
2.35 ft
0.77
18.85 ft'/s
17.52 ft'/s
0.00654 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03]
6112/2017 12:59:26 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

GVF Profile for STMH7-FES2
GVF Input Data R"R"�.� n<
AN � xn
Downstream Depth 1.73
-- ---`-- Yn = 1.73 ft
Yc = 1.54 ft
V: $.960996 N
H: 1
Upstream Depth 1.73 ft
..
------------------------- -- Yn = 1.73 ft
---
--- ----•-
-------•-- ----- Yc=1.54ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster V81 (SELECTseries 1) [08.11.01.03]
6/12/2017 1:09:11 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 9

L` Baldwin Design Baldwin Design Consultants, PA JOB Sunbelt Rentals
Engineering, Surveying & Planning SHEET NO. 1
Consultants,PAGreenville,
1700-DEst Cr27858n Boulevard CALCULACHECKED TBY BY IP
ENGINEERING • SURVEYING - PLANNING [phone] SCALE
20
10
L
30
Outlet N = Do + La
pipe
diameter (Do)
i1water -< 0.5Do
to
of P� 60
50 ' . k
10 20 50 100 200 500
Discharge (ft3/sec)
OF 3
DATE 6/9/2017
DATE
N
.L..1 0
1000
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwater condition (T. c 0.5 diameter).
*Above chart has been taken from Chapter 8 - Appendices of NCDENR Erosion and Sediment Control Planning and Design Manual
Given Information
Qto = 24.12 cfs
Do = 24
'B' stone unit weight = 100 pcf
Calculated Information
Width at entrance = 3Do = 6 ft use 6.0 ft
Width at exit (Do + La) = 17 ft use 17.0 ft
Length of Apron (from chart) L = 15 ft
Thickness = 22 " thick Class 'B' stone
Tonnage = 15.8125 tons use 16.00 tons
Apron at FES #1
Use 6 ft width exit, 17 ft width end, 15 ft length, 22" thick, 16 tons
Designed apron meets minimum requirements

Baldwin Design Baldwin Design Consultants, PA
De Engineering, Surveying &Planning
io
Consulta n its,1 [ , Gree D'Ee, NC 27858n Boulevard
ENGINEERING • SURVEYING • PLANNING [phone]
3Do
Outlet W m Do + 0.4La
pipe
diameter (Do) I La
_ v Tailwatet 5Do
120 .._ . _.
JOB Sunbelt Rentals
SHEET No. 2 OF 3
CALCULATED BY IP DATE 6/9/2017
CHECKED BY DATE
SCALE
110
100
I I I .17
', I. i✓
20 t ;
I
10
f
2S
a0
D + b_ b b
itb b
_ 20 b
b e
zv 15s
v=10 d
I f
3 5 10 20 50 100 200 5o
Discharge(Olsec)
Curves may not be extrapolated.
Figure 8.06b Des-gn of outlet protection frorn a round pipe flowing fell, maximum tailwater condition (Tw � 0.5 diameter).
3
Q
1000
"Above chart has been taken from Chapter 8 - Appendices of NCDENR Erosion and Sediment Control Planning and Design Manual
Given Information
o = 1.29 cfs
Do = 15 "
Class 'B' stone unit weight = 100 pcf
Calculated Information
Width at entrance = Juo = 3.75 ft use 4.0 ft
Width at exit (Do + 0.41-a) = 3.65 ft use 4.0 ft
Length of Apron (from chart) L= 6 ft
Thickness = 22 " thick Class 'B' stone
Tonnage = 2.2 tons use 3.00 tons
Apron at FES#2
Use 4 ft width exit, 4 ft width end, 6 ft length, 22" thick, 3 tons
Designed apron meets minimum requirements

Baldwin Desin Baldwin Design Consultants, PA
Engineering, Surveying & Planning
Consultants,'PAGreenville, NCast 27858io
Boulevard
ENGINEERING • SURVEYING • PLANNING [phone]
JOB Sunbelt Rentals
SHEET NO. 3
CALCULATED BY IP
CHECKED BY
SCALE
300
T
Outlet Do + 0.4La 120
pipe
diameter (Do)I La
110
KT ailwater z�..�.500
_
100 r+
g0 �� t
L, 80 v
•. 4p � r1ry, � M
V9 70 f a ca
� } f r
e�
�J 60
,
- -
� � M 1
b
a
50 I t my i
a I
,
a, 111
t i Ih
40
{Iff +-
30
20 so
a ,
O .
10 .
,
25
,
v_10 d 1
3 5 10 20 50 100 200 500
Discharge (Otsec)
Curves may not be extrapolated.
Figure 8.06b Des>gn of outlet protection from a round pipe flowing hal, maximum tailwater condition (Tw > 0.5 diameter).
OF 3
DATE 6/9/2017
DATE
3
*Above chart has been taken from Chapter 8 - Appendices of NCDENR Erosion and Sediment Control Planning and Design Manual
Given Information
10 = 1.29 cfs
Do = 15 "
Class 'B' stone unit weight = 100 pcf
Calculated Information
Width at entrance = ,suo = 3.75 ft use 4.0 ft
Width at exit (Do + 0.41-a) = 3.65 ft use 4.0 ft
Length of Apron (from chart) L = 6 ft
Thickness = 22 " thick Class 'B' stone
Tonnage = 2.2 tons use 3.00 tons
Apron at FES#3
Use 4 ft width exit, 4 ft width end, 6 ft length, 22" thick, 3 tons
Designed apron meets minimum requirements

A .
BioD-MaV 60
Semi -Permanent Woven
Brown Bristle Coir Mat
Sri Lanka patent # 11159
Completely Wildlife Safe!
The Highest Quality Woven Coir Mat on the Market!
Description
The BioD-Mat' 60 blanket is woven from machine twisted bristle coir twines, the best quality
coir fiber. This 100% biodegradable, strong and durable blanket provide higher erosion resis-
tance while supporting growth and development of vegetation. These semi-permanent mats
have functional field longevity of 4-6 years. If the vegetation fails to establish, the open weave in
the mat allows seeding over the mat. BioD-Mat°60 blankets are manufactured to conform to
the following physical properties.
Specifications
Property
Test Method
BioD-Mat 60
Weight
ASTM D 3776
17.8 oz/SY (600 g/m2)
Wide width tensile strength Wet
Machine direction
Cross direction
ASTM D 4595
910 lbs/ft (13.3 kN/m)
870 lbs/foot (12.7 kN/m)
Wide width tensile strength Dry
Machine direction
Cross direction
ASTM D 4595
1130 lbs/foot (16.5 kN/m)
1040 lbs/foot (15.2 kN/m)
Elongation at failure Wet
Machine direction
Cross direction
ASTM D 4595
32%
26%
Open area
Calculated
58%
Thickness
ASTM D 1777
0.35 inch (9 mm)
Recommended shear stress
4 lbs./sq. ft. (192 N/sq.m.)
Recommended flow
10 fps (3 m/s)
Recommend slope
2:1
Minimum twine count per foot
MDxCD
20x16
BioD-Mat® 60 is available in following roll size:
6.5ft x 166ft (120 SY) = 2m x 50m (100 sq. m)
�■ to M
iia te,
i
155 Andrew Drive, Stockbridge, GA 30281
1 800 760 3215
Tel: [phone] Fax: [phone]
E-mail: rolanka-erolanka.com
Web: www.rolanka.com
SBA's 8(a) & SDB and DOT DBE Certified

� SOF W A TF9O
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM O
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT ��MI
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along wit all required lnfo�m !; l
I. PROJECT INFORMATION
Project name
Sunbelt Rentals
Contact name
Igor Palyvoda, PE
Phone number
[phone]
Date
June 9, 2017
Drainage area number
5.014 ac
II. DESIGN INFORMATION
ft
Site Characteristics
Pre -development 1 -yr, 24 -hr runoff volume
Drainage area
218,390.28 ft
Impervious area
151,343.12 ft
Percent impervious
69.3% %
Design rainfall depth
1.00 inch
Peak Flow Calculations
ft
1 -yr, 24 -hr rainfall depth
3.10 in
1 -yr, 24 -hr intensity
0.13 in/hr
Pre -development 1 -yr, 24 -hr runoff
8.09 ft3/sec
Post -development 1 -yr, 24 -hr runoff
20.90 ft3/sec
Pre/Post 1 -yr, 24 -hr peak control
12.81 ft3/sec
Storage Volume: Non -SA Waters
2.00 in
Minimum required volume
12,261.00 ft
Volume provided (temporary pool volume) 15,164.00 ft OK
Storage Volume: SA Waters Parameters
1.5" runoff volume
ft
Pre -development 1 -yr, 24 -hr runoff volume
ft3
Post -development 1 -yr, 24 -hr runoff volume
ft
Minimum volume required
ft
Volume provided
ft
Outlet Design
Depth of temporary pool/ponding depth (DPian,$)
12.00 in
OK
Drawdown time
3.02 days
OK
Diameter of orifice
2.00 in
OK
Coefficient of discharge (Co) used in orifice diameter
0.60 (unitless)
calculation
Driving head (Ho) used in the orifice diameter calculation
0.31 ft
Provide calculations to support this driving head.
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 1 of 3

Ir
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in/hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous (4'cubic-inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous (4' cubic -inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic -inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4' cubic -inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous (4' cubic -inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass -like Herbaceous (4+ cubic -inch)
18,416.00 ft OK
6,446.00 ft OK
35% %
7,366.00 ft OK
40% %
2,762.00 ft OK
15% %
1,842.00 ft2 OK
10% %
18,416.00 ft OK
0.00 ft
18.50 ft amsl
17.50 ft amsl
17.00 ft amsl
14.50 ft amsl
14.50 ft amsl
Y (Y or N)
20.50 ft amsl PPE Not Within 6 in of SHWT, Must Use Option #2
N (Y or N)
in
12.00 in
OK
6.00 in
OK
36.00 in
OK
36.00 in
OK
N (Y or N)
OK
1,850
1,650
264
33 and 1,320
1,850 OK
1,650 OK
Form SW401-Wetland- Rev. 6-11/16/09 Parts I and 11. Project Design Summary, Page 2 of 3

Additional Information
Can the design volume be contained?
Y
(Y or N)
OK
Does project drain to SA waters? If yes,
N
(Y or N)
Excess volume must pass through filter.
What is the length of the vegetated filter?
ft
Are calculations for supporting the design volume provided in the
Y
(Y or N)
OK
application?
Is BMP sized to handle all runoff from ultimate build -out?
Y
(Y or N)
OK
Is the BMP located in a recorded drainage easement with a
Y
(Y or N)
OK
recorded access easement to a public Right of Way (ROW)?
The length to width ratio is:
4.48 :1
OK
Approximate wetland length
336.00 ft
Approximate wetland width
75.00 ft
Approximate surface area using length and width provided
25,200.00
ft z
This approx. surface area is within this number of square feetof
the entire wetland surface area reported above:
Will the wetland be stabilized within 14 days of construction?
Y
(Y or N)
OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and II. Project Design Summary, Page 3 of 3

Permit No.
(to be provided by DWQ)
III. REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Initials Page/ Plan
TSheet No.
IR
1.
1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Wetland dimensions (and length to width ratio),
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Overflow device, and
- Boundaries of drainage easement.
2. Plan details (1" = 50' or larger) for the wetland showing:
- Wetland dimensions (and length to width ratio)
- Pretreatment system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW),
- Design at ultimate build -out,
- Off-site drainage (if applicable),
- Overflow device, and
- Boundaries of drainage easement.
3. Section view of the wetland (1" = 20' or larger) showing:
Side slopes, 3:1 or lower
Wetland layers
All wetlands: Shallow land depth, shallow water depth, deep pool depth
Option 1, no clay liner: SLWT depth
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
4. A detailed planting plan (1" = 20' or larger) prepared by a qualified individual showing:
A variety of several suitable species (not including cattails),
Sizes, spacing and locations of plantings,
Total quantity of each type of plant specified,
A planting detail,
- The source nursery for the plants, and
- Fertilizer and watering requirements to establish vegetation.
L . 1 • 2 5. A construction sequence that shows how the wetland will be protected from sediment until the entire
drainage area is stabilized.
COICS 6. The supporting calculations (including drawdown calculations).
. i0i. q a V14 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
T . P. AIIA 8. A copy of the deed restrictions (if required).
9. A soils report that is based upon an actual field investigation and soil borings. County soil maps are not
an acceptable source of soils information.
SW401-Wetland-Rev.6-11/16/09 Part III, page 1 of 1

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R GREENVILLE TOWNSHIP, PRT COUNTY. NC
DEVELOPER: TDG PROPERTIES, LLC
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NORTH CAROLINA
PITT COUNTY
BMP OPERATION AND MAINTENANCE AGREEMEN7"
THIS AGREEMENT, made and entered into this 13th day of June, 2017 by and
between TDG Properties, LLC, hereinafter called the "Landowner" and the City of Greenville,
hereinafter called the "City"
WITNESSETH:
WHEREAS, the Landowner is the owner of certain real property described as Pitt County
Tax Parcel Number Portion of 01315 , as recorded by deed in the land records of Pitt
County, North Carolina, Deed Book 3568 at Page(s) 653 through 656, hereinafter called the
"Property".
WHEREAS, the Landowner is proceeding to build on and develop the Property; and
WHEREAS, the Site Plan/Subdivision Plan known as, hereinafter called the "Plan", which
is expressly made a part hereof, as approved or to be approved by the City, provides for detention
of stormwater within the confines of the property and;
WHEREAS, the City and the Landowner, its successors and assigns, including any
homeowners associations, agree that the health, safety, and welfare of the residents of the City
of. Greenville, North Carolina, require that on-site stormwater management/BMP facilities be
constructed and maintained on the Property; and
WHEREAS, the City requires that on-site stormwater management/BMP facilities as
shown on the Plan be constructed and adequately maintained by the Landowner, its successors
and assigns, including any homeowners associations.
1 Return to:
City of Greenville, Public Works Department, Engineering
1500 Beatty Street, Greenville, NC 27834

NOW, THEREFORE, in consideration of the foregoing premises, the mutual covenants contained
herein, and the following terms and conditions, the parties hereto agree as follows:
1. The on-site stormwater management/BMP facilities shall be constructed by the
Landowner, its successors and assigns, in accordance with the plans and specifications
identified in the Plan.
2. The Landowner, its successors and assigns, including any homeowners association, shall
adequately maintain the stormwater management/BMP facilities in accordance with the
requirements of the City of Greenville's Stormwater Management Program, which
references the North Carolina Department of Environment and Natural Resources,
Division of Water Quality, Water Quality Section, Stormwater Best Management Practices
Manual. This includes all pipes and channels built to convey stormwater to the facility, as
well as all structures, improvements, and vegetation provided to control the quantity and
quality of the stormwater. Adequate maintenance is herein defined as good working
condition so that these facilities are performing their design functions.
3. The Landowner, it successors and assigns, hereby grant permission to the City, its
authorized agents and employees, to enter upon the Property and to inspect the
stormwater management/BMP facilities whenever the City deems necessary. When
making the entry, the City will take reasonable efforts to ensure the entry does not
unreasonably interfere with the business operations of the Landowner, its successors and
assigns, at the Property. The purpose of inspection is to follow-up on reported deficiencies
and/or to respond to citizen complaints. The City shall provide the Landowners, its
successors and assigns, copies of the inspection findings and a directive to commence
with the repairs if necessary.
4. In the event the Landowner, its successors and assigns, fail to maintain the stormwater
management/BMP facilities in good working condition acceptable to the City within 60
days after receipt of the inspection findings and a directive to commence with the repairs,
the City may enter upon the Property and take whatever steps necessary to correct
deficiencies identified in the inspection report and to charge the costs of such repairs to
the Landowner, its successors and assigns. This provision shall not be construed to allow
the City to erect any structure of permanent nature on the land of the Landowner outside
the easement for the stormwater management/BMP facilities. It is expressly understood
and agreed that the City is under no obligation to routinely maintain or repair said facilities,
and in no event shall this Agreement be construed to impose any such obligation on the
City.

5. The Landowner, its successors and assigns, will perform the work necessary to keep
these facilities in good working order as appropriate. In the event a maintenance schedule
for the stormwater management/BMP facilities (including sediment removal) is outlined on
the approved plans, the schedule will be followed.
6. In the event the City pursuant to this Agreement, performs work of any nature, or expends
any funds in performance of said work for labor, use of equipment, supplies, materials,
and the like, the Landowner, its successors and assigns, shall reimburse the City upon
demand, within thirty (30) days of receipt thereof for all actual costs incurred by the City
hereunder.
7. This Agreement imposes no liability of any kind whatsoever on the City and the Landowner
agrees to hold the City harmless from any liability in the event the stormwater
management/BMP facilities fail to operate properly.
8. This Agreement shall be recorded in the Registry of Deed among the land records of Pitt
County, North Carolina, and shall constitute a covenant running with the Property, and
shall be binding on the Landowner, its administrators, executors, assigns, heirs and any
other successors in interests, including any homeowners association.
IN WITNESS WHEREOF: the parties hereto have executed this agreement on the day
and year first above written:
y' A �
Thomas D. Goodwin, �11,Man�agoer
TDG Properties, LLC
Address: P.O. Box 3462
Greenville, NC 27836
North Carolina
Pitt County
I, Dawn L. Poaletti, a Notary Public for above said County and State, do hereby certify that
Thomas D. Goodwin, II, Manager appeared before me this day and acknowledged the voluntary
execution of..the foregoing instrument for the purposes therein expressed and in such capacity as
indicated.
This the ��day of June, 2017.
Notarydo
. Q-; • aS
My commission expires: 03/28/2019 �'�TARr
PuBoo
`'ice �j�'••........• ' �' s
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City of Greenville, Pitt County, North Carolina
By:
North Carolina
Pitt County
Scott P.M. Godefroy, City Engineer
1, , a Notary Public for above said County and State, do hereby
certify that Scott P.M. Godefroy of The City of Greenville appeared before me this day and
acknowledged the voluntary execution of the foregoing instrument for the purposes therein
expressed and in such capacity as indicated.
This the day of , 2017.
Notary
My commission expires:

Aston Soil Works, Inc.
P.O. Box 86
Simpson, NC 27879
Mike Baldwin
Baldwin Design Consultants
1700 D East Arlington Blvd
Greenville, NC 27858
June 6, 2017
Re: Soil Seasonal High Water Table Determination for a stormwater retention pond
(Northlands Industrial Park Lot 3) located on Northland Drive and Staton Road in Pitt
County, NC.
Dear Mr. Baldwin,
As requested, soil seasonal high water table testing was conducted on June 6, 2017 for
a proposed building development at the referenced property in Pitt County, NC. The
method of soil evaluation for seasonal high water table utilized one hand auger boring to
a depth of 30 inches. The boring location was based on a plan provided by Baldwin
Design Consultants. An enclosed map identifies the approximate location of the boring
conducted within the proposed retention pond area. The map was generated using a
global positioning system capable of sub meter accuracy. The findings of this
investigation suggest a seasonal high water table is less than 12 inches from the surface
based on soil morphology. The soil morphology method of determination was based on
the presence of redoximorphic features within the profile.
The soil profile description contained:
1. Ap - 0-6 inches: very dark grayish brown (10YR 3/2) sandy loam; weak fine
granular structure; friable.
A2 — 6-12 inches: light brownish gray (10YR 6/2) sandy loam; weak fine granular
structure; very friable.
Btg - 12-30 inches dark gray (10YR 4/1) sandy loam; few medium distinct
yellowish brown (10 YR 5/8) concentrations and common medium distinct light
brownish gray (10YR 6/2) mottles; weak fine subangular blocky structure; friable.

The drainage resulting from a canal to the east of the proposed retention pond will
influence seasonal high water table depths. Some inconsistency with the method
described above and actual seasonal water table depths should be expected given the
coarse texture of these soils and near proximity of the canal.
If I can be of further assistance feel free to contact me at 252 341 9707.
Sincerely,
Gene Aston
Licensed Soil Scientist # 1261
Sip SOI' S(51
12.

Test Location Map for StorMwater Retention Pond
Northland Industrial Park Lot 3
Pitt County, NC
• - Test Location
0 100,
SCALE: 1 "= 100'
Aston Soil Works, Inc.
2858 Madison Grove
Greenville, NC 27858
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NO LAND DI RBMc E E TTATY BEYOND TREQUIRED TO INSTALL
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CONTROL MEASURES ARE INSPECTED AND APPROVED BY THE STATE ' I j T, I I I I I I• �jR,a awH
3. SCMEUUNG OF A PRE -CONSTRUCTION CONFERENCE WITH THE EROSION U 1
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TO KEEP EROSION CONTROL DMCES IN GOOD WORKING ORDER MAY RESULT
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