20230198 Ver 2_South Carter ePCN_20231114

2/3/23, 1:35 PM Submission Completed
https://edocs.deq.nc.gov/Forms/Form/Submit 1/21

Pre-Construction Notification (PCN) Form
For Nationwide Permits and Regional General Permits
(along with corresponding Water Quality Certifications)
April 13, 2022 Ver 4.3
Please note: fields marked with a red asterisk * below are required. You will not be able to submit the form until all
mandatory questions are answered.
Also, if at any point you wish to print a copy of the E-PCN, all you need to do is right-click on the document and you can
print a copy of the form.
Below is a link to the online help file.
https://edocs.deq.nc.gov/WaterResources/0/edoc/624704/PCN%20Help%20File%202018-1-30.pdf
Pre-Filing Meeting Date Request was submitted on:*
If this is a courtesy copy, please fill in this with the submission date.
County (or Counties) where the project is located:*
Is this a NCDMS Project *
DO NOT CHECK YES, UNLESS YOU ARE DMS OR CO-APPLICANT.
A. Processing Information
10/31/2022
Lee
Yes No
Click Yes, only if NCDMS is the applicant or co-applicant.
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Is this project a public transportation project?*
1a. Type(s) of approval sought from the Corps:*
Has this PCN previously been submitted?*
1b. What type(s) of permit(s) do you wish to seek authorization?*
1c. Has the NWP or GP number been verified by the Corps?*
Nationwide Permit (NWP) Number:
NWP Numbers (for multiple NWPS):
1d. Type(s) of approval sought from the DWR:*
1e. Is this notification solely for the record because written approval is not required?
*
For the record only for DWR 401 Certification:
For the record only for Corps Permit:
Yes No
This is any publicly funded by municipal,state or federal funds road, rail, airport transportation project.
Section 404 Permit (wetlands, streams and waters, Clean Water Act)
Section 10 Permit (navigable waters, tidal waters, Rivers and Harbors Act)
Yes
No
Nationwide Permit (NWP)
Regional General Permit (RGP)
Standard (IP)
Yes No
39 - Commercial/Institutional Developments
List all NW numbers you are applying for not on the drop down list.
check all that apply
401 Water Quality Certification - Regular 401 Water Quality Certification - Express
Non-404 Jurisdictional General Permit Riparian Buffer Authorization
Individual 401 Water Quality Certification
Yes No
Yes No
2/3/23, 1:35 PM Submission Completed
https://edocs.deq.nc.gov/Forms/Form/Submit 3/21
1f. Is this an after-the-fact permit application?*
1g. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation of impacts?
Acceptance Letter Attachment
1h. Is the project located in any of NC's twenty coastal counties?*
1j. Is the project located in a designated trout watershed?*
Link to trout information: http://www.saw.usace.army.mil/Missions/Regulatory-Permit-Program/Agency-
Coordination/Trout.aspx
1a. Who is the Primary Contact?*
1b. Primary Contact Email:*1c. Primary Contact Phone:*
1d. Who is applying for the permit?*
1e. Is there an Agent/Consultant for this project?*
2. Owner Information
Yes No
If so, attach the acceptance letter from mitigation bank or in-lieu fee program.
Yes No
Click the upload button or drag and drop files here to attach document
South Carter Industrial Acceptance Letter.pdf 246.19KB
FILE TYPE MUST BE PDF
Yes No
Yes No
B. Applicant Information
Timmons Group, attn: Hunter Wines
[e-mail]
m
(xxx)xxx-xxxx
[phone]
Owner Applicant (other than owner)
(Check all that apply)
Yes No
2a. Name(s) on recorded deed:*
Luck Stone Corporation
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2b. Deed book and page no.:
2c. Contact Person:
2d. Address *
2e. Telephone Number:*
2f. Fax Number:
2g. Email Address:*
1628-285
(for Corporations)
City
Richmond
State / Province / Region
Virginia
Postal / Zip Code
23242
Country
USA
Street Address
P.O. Box 29682
Address Line 2
(xxx)xxx-xxxx
[phone]
(xxx)xxx-xxxx
[e-mail]
2a. Name(s) on recorded deed:*
2b. Deed book and page no.:
2c. Contact Person:
Hazel Carter Bullard
1396-977, 1396-981
(for Corporations)
2/3/23, 1:35 PM Submission Completed
https://edocs.deq.nc.gov/Forms/Form/Submit 5/21
2d. Address *
2e. Telephone Number:*
2f. Fax Number:
2g. Email Address:*
City
Sanford
State / Province / Region
North Carolina
Postal / Zip Code
27332
Country
USA
Street Address
5360 NC 87 Highway
Address Line 2
(xxx)xxx-xxxx
[phone]
(xxx)xxx-xxxx
[e-mail]
2a. Name(s) on recorded deed:*
2b. Deed book and page no.:
2c. Contact Person:
2d. Address *
2e. Telephone Number:*
Curtis Dale Kelly
1396-979, 1396-981
(for Corporations)
City
Sanford
State / Province / Region
North Carolina
Postal / Zip Code
27332
Country
USA
Street Address
15223 NC 27 West
Address Line 2
(xxx)xxx-xxxx
[phone]
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3. Applicant Information (if different from owner)
2f. Fax Number:
2g. Email Address:*
(xxx)xxx-xxxx
[e-mail]
2a. Name(s) on recorded deed:*
2b. Deed book and page no.:
2c. Contact Person:
2d. Address *
2e. Telephone Number:*
2f. Fax Number:
2g. Email Address:*
Star 87 LLC
1571-897
(for Corporations)
Ray Covington
City
Whitsett
State / Province / Region
North Carolina
Postal / Zip Code
27377
Country
USA
Street Address
709 Croswell Street
Address Line 2
(xxx)xxx-xxxx
[phone]
(xxx)xxx-xxxx
[e-mail]
3a. Name:*
Mark Lyczkowski
2/3/23, 1:35 PM Submission Completed
https://edocs.deq.nc.gov/Forms/Form/Submit 7/21
4. Agent/Consultant (if applicable)
3b. Business Name:
3c. Address *
3d. Telephone Number:*
3e. Fax Number:
3f. Email Address:*
(if applicable)
City
Sanford
State / Province / Region
North Carolina
Postal / Zip Code
27330
Country
USA
Street Address
114 Hawkins Ave
Address Line 2
[phone]
(xxx)xxx-xxxx (xxx)xxx-xxxx
[e-mail]
4a. Name:*
4b. Business Name:
4c. Address *
Timmons Group, attn: Hunter Wines
(if applicable)
Timmons Group
City
Richmond
State / Province / Region
Virginia
Postal / Zip Code
23225
Country
USA
Street Address
1001 Boulders Parkway, Suite 300
Address Line 2
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1a. Name of project:*
1b. Subdivision name:
1c. Nearest municipality / town:*
4d. Telephone Number:*
4e. Fax Number:
4f. Email Address:*
[phone]
(xxx)xxx-xxxx (xxx)xxx-xxxx
[e-mail]
C. Project Information and Prior Project History
1. Project Information
South Carter Industrial
(if appropriate)
Sanford, Lee County
2/3/23, 1:35 PM Submission Completed
https://edocs.deq.nc.gov/Forms/Form/Submit 9/21
2a. Property Identification Number:
2b. Property size:
2c. Project Address
2d. Site coordinates in decimal degrees
Please collect site coordinates in decimal degrees. Use between 4-6 digits (unless you are using a survey-grade GPS
device) after the decimal place as appropriate, based on how the location was determined. (For example, most mobile
phones with GPS provide locational precision in decimal degrees to map coordinates to 5 or 6 digits after the decimal
place.)
Latitude:*Longitude:*
3. Surface Waters
3a. Name of the nearest body of water to proposed project:*
3b. Water Resources Classification of nearest receiving water:*
2. Project Identification
(tax PIN or parcel ID)
966013868500,
966012603400,
966023741700,
966044425800,
966034187300,
966035948600,
966053062200
(in acres)
141.9
City
Sanford
State / Province / Region
North Carolina
Postal / Zip Code
27332
Country
USA
Street Address
NC 87
Address Line 2
35.408745
ex: 34.208504
-79.124175
-77.796371
Upper Little River
B
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https://edocs.deq.nc.gov/Forms/Form/Submit 10/21
Surface Water Lookup
3c. What river basin(s) is your project located in?*
3d. Please provide the 12-digit HUC in which the project is located.*
River Basin Lookup
4. Project Description and History
4a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the
time of this application:*
4b. Have Corps permits or DWR certifications been obtained for this project (including all prior phases) in the
past?*
4f. List the total estimated acreage of all existing wetlands on the property:
4g. List the total estimated linear feet of all existing streams on the property:
4h. Explain the purpose of the proposed project:*
4i. Describe the overall project in detail, including indirect impacts and the type of equipment to be used:*
Cape Fear
030300040201
The majority of the site consists of agricultural and maintained land with mixed hardwood and pine forests.
The site is bound by agricultural land and private residential areas to the north and south, Highway 87 to the
east, and undeveloped forest to the west.
Yes No Unknown
3.11
(intermittent and perennial)
6,117
The purpose of the proposed project is to construct a multi-user access road from Hwy 87. This access road
will service the South Carter Industrial Park. This road is needed as the proposed industrial park would not be
feasible without access. The access road is the first step in marketing and selling space to users within the
industrial park.
The project will include the construction of a multi-user private access road. The two lane access road will be
able to support and accommodate mixed use vehicular traffic. Culverts will be installed at stream crossings
and will be countersunk to ensure hydrologic connectivity with downstream waterbodies and allow for aquatic
life movement. Traditional earth work and grading equipment will be used including excavators, bulldozers,
and surface paving equipment.
2/3/23, 1:35 PM Submission Completed
https://edocs.deq.nc.gov/Forms/Form/Submit 11/21
5. Jurisdictional Determinations
5a. Have the wetlands or streams been delineated on the property or proposed impact areas?*
Comments:
5b. If the Corps made a jurisdictional determination, what type of determination was made?*
Corps AID Number:
5c. If 5a is yes, who delineated the jurisdictional areas?
Name (if known):
Agency/Consultant
Company:
Other:
6. Future Project Plans
6a. Is this a phased project?*
Are any other NWP(s), regional general permit(s), or individual permits(s) used, or intended to be used, to
authorize any part of the proposed project or related activity? This includes other separate and distant
crossing for linear projects that require Department of the Army authorization but don’t require pre-
construction notification.
Yes No Unknown
Please find attached the Wetland Delineation package
including the relevant maps and data stations for the
project. We are requesting confirmation of the wetland
boundary concurrent with the permit request.
Preliminary Approved Not Verified Unknown N/A
Example: SAW-2017-99999
Multiple Timmons Group
Yes No
No
2/3/23, 1:35 PM Submission Completed
https://edocs.deq.nc.gov/Forms/Form/Submit 12/21
1. Impacts Summary
1a. Where are the impacts associated with your project? (check all that apply):
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland
area impacted.
"W." will be used in the table below to represent the word "wetland".
2a. Site
#*(?)
2a1 Reason *
(?)
2b. Impact
type *(?)
2c. Type of W.*2d. W. name *2e.
Forested *
2f. Type of
Jurisdicition *
(?)
2g.
Impact
area *
2g. Total Temporary Wetland Impact
2g. Total Permanent Wetland Impact
2g. Total Wetland Impact
2i. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on
the site, then complete this question for all stream sites impacted.
D. Proposed Impacts Inventory
Wetlands Streams-tributaries Buffers
Open Waters Pond Construction
W1 Road/Drivewa
y Crossing
P Headwater Forest Impact 1 Yes Both 0.290
(acres)
0.000
0.290
0.290
Impact number 1 (site 1) consists of 12,566-sq.ft. (0.29-acre) of permanent wetland
impact necessary for road construction and culvert installation associated for the road
construction. The road is necessary to provide access throughout the Site.
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"S." will be used in the table below to represent the word "stream".
3a. Reason for
impact *(?)
3b.Impact
type *
3c. Type of
impact *
3d. S. name *3e. Stream
Type *(?)
3f. Type of
Jurisdiction *
3g. S.
width *
3h.
Impact
length *
S1
S2
S3
S4
S5
** All Perennial or Intermittent streams must be verified by DWR or delegated local government.
3i. Total jurisdictional ditch impact in square feet:
3i. Total permanent stream impacts:
3i. Total temporary stream impacts:
3i. Total stream and ditch impacts:
Access Road Permane
nt
Culvert Impact 2 Intermitten
t
Both 3
Average
(feet)
141
(linear
feet)
Access Road Permane
nt
Culvert Impact 3 Intermitten
t
Both 4
Average
(feet)
5
(linear
feet)
Access Road Permane
nt
Culvert Impact 4 Perennial Both 3
Average
(feet)
167
(linear
feet)
Access Road Permane
nt
Culvert Impact 5 Intermitten
t
Both 7
Average
(feet)
122
(linear
feet)
Access Road Permane
nt
Culvert Impact 6 Perennial Both 9
Average
(feet)
152
(linear
feet)
0
587
0
587
2/3/23, 1:35 PM Submission Completed
https://edocs.deq.nc.gov/Forms/Form/Submit 14/21
3j. Comments:
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing the project:*
Impact numbers 2,3,4,5, and 6 consists of 587-lf 3,080-sq.ft. and 0.07-acre) of permanent
stream impacts associated with the proposed road crossing. This crossing is necessary
to provide access to the parcel located south of South Jim Minor Road. The road crossing
will include the installation of a culvert countersunk underneath the road crossing to
maintain the hydrologic connection between the up gradient and down gradient portion of
the stream.
E. Impact Justification and Mitigation
Impacts have been avoided and minimized to the maximum extent practicable given the
projects purpose and need. Access from HWY 87 will be required o construct the
industrial park. The location of the access road is confined to the parcels the Applicant
has control over. Jurisdictional features span the entirety of the access corridor making
impacts unavoidable. In effort to minimize impacts, the Applicant has proposed crossings
in the least sinuous portions of the channels. Additionally, they propose to cross at
perpendicular locations to minimize channel and wetland disturbance. The Applicant
proposes to utilize countersunk culverts at each crossing to allow for hydrologic
connectivity and aquatic life movement.
2/3/23, 1:35 PM Submission Completed
https://edocs.deq.nc.gov/Forms/Form/Submit 15/21
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction
techniques:*
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the
State
2a. Does the project require Compensatory Mitigation for impacts to Waters of the U.S. or Waters of the State?
2c. If yes, mitigation is required by (check all that apply):
2d. If yes, which mitigation option(s) will be used for this project?
4. Complete if Making a Payment to In-lieu Fee Program
Proper sedimentation and erosion control methods will be utilized during all phases of
construction and installation as described in accordance with the requirements of the
North Carolina Department of Environment and Natural Resources: Erosion Control
Planning and Design Manual (May 2013) and local codes. All work will take place during
dry conditions and can be facilitated from high, non-jurisdictional, stable ground. The
contractor shall install silt fence, inlet protection, sediment traps, division ditches,
temporary coffer dams, tree protection, and clearing only as necessary to install devices.
All erosion and sediment control measures will be checked for stability and operation
following every runoff producing rainfall, but in no case less than once every week. Any
needed repairs will be made immediately to maintain all measures designed. An erosion
control inspections report is required and will be kept by the owner's representative.
Temporary seeding and permanent seeding plans are included to restore impacted areas.
The project will meet all relative requirements of Best Management Practices and
Engineered Stormwater Control Structures as outlined through State and Local
Stormwater Rules. Measures will be taken to prevent oil, tar, trash, debris, and other
pollutants from entering adjacent jurisdictional features. Any excess excavated materials
not utilized as back fill will be placed and contained within upland areas and permanently
stabilized to prevent erosion into adjacent jurisdictional features. Therefore, stockpiling of
excavated material within jurisdictional waters of the U.S. will be strictly prohibited as part
of the construction of this project. All project construction activities initiated within
jurisdictional waters of the U.S. will be carried to completion in an expeditious manner to
minimize the period of disturbance within jurisdictional waters.
Yes No
DWR Corps
Mitigation bank Payment to in-lieu fee program Permittee Responsible Mitigation
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4a. Approval letter from in-lieu fee program is attached.
4b. Stream mitigation requested:4c. If using stream mitigation, what is the stream
temperature:
NC Stream Temperature Classification Maps can be found under the Mitigation Concepts tab on the Wilmington
District's RIBITS website.
4d. Buffer mitigation requested (DWR only):
4e. Riparian wetland mitigation requested:
4f. Non-riparian wetland mitigation requested:4g. Coastal (tidal) wetland mitigation requested:
4h. Comments
6. Buffer mitigation (State Regulated Riparian Buffer Rules) - requiredby DWR
6a. Will the project result in an impact within a protected riparian buffer that requires buffer mitigation? If yes,
you must fill out this entire form - please contact DWR for more information.
*** Recent changes to the stormwater rules have required updates to this section .***
1. Diffuse Flow Plan
1a. Does the project include or is it adjacent to protected riparian buffers identified within one of the NC
Riparian Buffer Protection Rules?
For a list of options to meet the diffuse flow requirements, click here.
Yes No
(linear feet)
1,174 warm
(square feet)
(acres)
0.58
(acres)(acres)
Yes No
F. Stormwater Management and Diffuse Flow Plan (required
by DWR)
Yes No
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https://edocs.deq.nc.gov/Forms/Form/Submit 17/21
If no, explain why:
2. Stormwater Management Plan
2a. Is this a NCDOT project subject to compliance with NCDOT’s Individual NPDES permit NCS000250?*
2b. Does this project meet the requirements for low density projects as defined in 15A NCAC 02H .1003(2)?*
To look up low density requirement click here 15A NCAC 02H .1003(2).
2c. Does this project have a stormwater management plan (SMP) reviewed and approved under a state
stormwater program or state-approved local government stormwater program?*
3. Stormwater Requirements
3a. Select whether a completed stormwater management plan (SMP) is included for review and approval or if
calculations are provided to document the project will not cause degradation of downstream surface waters.*
Comments:
1. Environmental Documentation
1a. Does the project involve an expenditure of public (federal/state/local) funds or the use of public
(federal/state) land?*
2. Violations (DWR Requirement)
Project is not within one of the NC Riparian Buffer Protection Rules.
Yes No
Yes No
Yes No
N/A - project disturbs < 1 acre
Hint: projects that have vested rights, exemptions, or grandfathering from state or locally implemented stormwater programs or projects that satisfy
state or locally-implemented stormwater programs through use of community in-lieu programs should answer no to this question.
Stormwater Management Plan Antidegradation Calculations
G. Supplementary Information
Yes No
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https://edocs.deq.nc.gov/Forms/Form/Submit 18/21
2a. Is the site in violation of DWR Water Quality Certification Rules (15A NCAC 2H .0500), Isolated Wetland
Rules (15A NCAC 2H .1300), or DWR Surface Water or Wetland Standards or Riparian Buffer Rules (15A NCAC
2B .0200)?*
3. Cumulative Impacts (DWR Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality?*
3b. If you answered “no,” provide a short narrative description.
4. Sewage Disposal (DWR Requirement)
4a. Is sewage disposal required by DWR for this project?*
5. Endangered Species and Designated Critical Habitat (CorpsRequirement)
5a. Will this project occur in or near an area with federally protected species or habitat?*
5b. Have you checked with the USFWS concerning Endangered Species Act impacts?*
5c. If yes, indicate the USFWS Field Office you have contacted.
5d. Is another Federal agency involved?*
5e. Is this a DOT project located within Division's 1-8?*
Yes No
Yes No
This project will not impact nearby water quality as appropriate erosion and sediment
controls and stormwater management best practices will be utilized.
Yes No N/A
Yes No
Yes No
Raleigh
Yes No Unknown
Yes No
2/3/23, 1:35 PM Submission Completed
https://edocs.deq.nc.gov/Forms/Form/Submit 19/21
5f. Will you cut any trees in order to conduct the work in waters of the U.S.?*
5g. Does this project involve bridge maintenance or removal?*
Link to the NLEB SLOPES document: http://saw-reg.usace.army.mil/NLEB/1-30-17-signed_NLEB-SLOPES&apps.pdf
5h. Does this project involve the construction/installation of a wind turbine(s)?**
5i. Does this project involve (1) blasting, and/or (2) other percussive activities that will be conducted by
machines, such as jackhammers, mechanized pile drivers, etc.?*
5j. What data sources did you use to determine whether your site would impact Endangered Species or
Designated Critical Habitat?*
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as an Essential Fish Habitat?*
6b. What data sources did you use to determine whether your site would impact an Essential Fish Habitat?*
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
Link to the State Historic Preservation Office Historic Properties Map (does not include archaeological data:
http://gis.ncdcr.gov/hpoweb/
7a. Will this project occur in or near an area that the state, federal or tribal governments have designated as
having historic or cultural preservation status (e.g., National Historic Trust designation or properties
significant in North Carolina history and archaeology)?*
Yes No
Yes No
Yes No
Yes No
USFWS IPaC, North Carolina Natural Heritage Program (NCNHP) Database
See attached consultation documentation.
Yes No
N/A
Yes No
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https://edocs.deq.nc.gov/Forms/Form/Submit 20/21
7b. What data sources did you use to determine whether your site would impact historic or archeological
resources?*
8. Flood Zone Designation (Corps Requirement)
Link to the FEMA Floodplain Maps: https://msc.fema.gov/portal/search
8a. Will this project occur in a FEMA-designated 100-year floodplain?*
8c. What source(s) did you use to make the floodplain determination?*
Comments
Please use the space below to attach all required documentation or any additional information you feel is
helpful for application review. Documents should be combined into one file when possible, with a Cover Letter,
Table of Contents, and a Cover Sheet for each Section preferred.
*
NCHPO HPOWEB Application
See attached documentation.
Yes No
FEMA FIRM Map
Miscellaneous
Click the upload button or drag and drop files here to attach document
20230202 South Carter Industrial_ePCN Cover Page Package.pdf 38.81MB
File must be PDF or KMZ
Signature
By checking the box and signing below, I certify that:
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https://edocs.deq.nc.gov/Forms/Form/Submit 21/21
· The project proponent hereby certifies that all information contained herein is true, accurate, and complete
to the best of my knowledge and belief’; and
· The project proponent hereby requests that the certifying authority review and take action on this CWA 401
certification request within the applicable reasonable period of time.
· I have given true, accurate, and complete information on this form;
· I agree that submission of this PCN form is a “transaction” subject to Chapter 66, Article 40 of the NC
General Statutes (the “Uniform Electronic Transactions Act”);
· I agree to conduct this transaction by electronic means pursuant to Chapter 66, Article 40 of the NC
General Statutes (the “Uniform Electronic Transactions Act”);
· I understand that an electronic signature has the same legal effect and can be enforced in the same way as
a written signature; AND
· I intend to electronically sign and submit the PCN form.
Full Name:*
Signature *
Date
Hunter Wines
2/3/2023
DRAWING DESCRIPTION
PR OJECT NAME & LOCATION
SH EET NUMB ERSCALE
DATE 10/25/2022
DESIGN ED BY / DRAWN BY
PR OJECT NAME
M.COOLEY
SOUTH CARTER INDUSTRIAL
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!(1
Sheet 2
Sheet 3
Winstead Rd
N
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8
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H
w
y
1 " = 200 'H:
FIGURE 7:PRELIMINARYJURISDICTIONALWATERS OF THEU.S. IM PACTS MAP
REVISIONS
MM/DD/YY#DESC RIPTION
These plans and as sociated docum ents are theexclusive property of TIMMONS GROUP andmay not be reproduced in whole or in part andshall not be used for any purpos e whatsoever,inclusive, but not limited to construction, bidding,and/or construction staking without the expresswritten consent of TIMM ONS GROUP.
PR OJECT NUMB ER413 53.012
SOUTH CARTER INDUSTRIAL
LEE COUN
TY,
NORTH CAR
OLINA
1001 Bould
ers Parkway, Suite 300
Richmond, VA 23225
TEL [phone]
www.timmons.com
[
PLANS PRINTED AS 11X17 ARE HALF SCALE0200 400
SC ALE (FEET)
Y:\804\41 353.012 - So uth Carter Industrial Park\GIS\WT IM\41353 .012-PER M-WTIM.mxd
1. Waters of the U.S. within theproject study limits have beenlocated using submeter, BluetoothGPS antennas by TimmonsGroup.2. Waters of the U.S. have notbeen confirmed by the U.S. ArmyCorps of Engineers.3. Project limits are approximate.4. Topography based on USGSLiDAR.5. Cowardin StreamClassifications are based on NCDWQ Stream Identification formversion 4.11.
Legend
Project Study Limits - 141.9 Acr es
DO
L
DOL DOL
DO LDOL
Limits of Disturbance- 97.3 Acres
Proposed Storm Pipe
Proposed Grading
")X Stream Impact
!(X Wetland Impact
Permanent Stream Impac t
Culvert
Perennial Stream (R3)
Intermittent Stream (R 4)
Ephemeral Stream (R 6)
Permanent Wetland Im pact
Palustrine Emergent (PEM) Wetland
Palustrine Fores ted (PFO) Wetland
Existing Topography 1 of 3
Te m pora ry Pe rma ne nt Te m pora ry Pe rm a ne nt Te mpora ry Pe rm a ne nt18,8952 73 21031521,127416756851012050 sq ft 8,895 sq ft 0 sq ft 2,110 sq ft0.00 a c 0.20 a c 0.00 a c 0.05 a c
Impa cts Ta bl e
I mpa ctStream (sq. ft)
Tota l 0 lf 493 lf
W e tla nd (sq. ft)Stre a m (lf)Im pa ct Im pa ctImpact ID
DRAWING DESCRIPTION
PR OJECT NAME & LOCATION
SH EET NUMB ERSCALE
DATE 10/25/2022
DESIGN ED BY / DRAWN BY
PR OJECT NAME
M.COOLEY
SOUTH CARTER INDUSTRIAL
D
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D
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")5
")2
")4
!(1
1 " = 40 'H:
FIGURE 7:PRELIMINARYJURISDICTIONALWATERS OF THEU.S. IM PACTS MAP
REVISIONS
MM/DD/YY#DESC RIPTION
These plans and as sociated docum ents are theexclusive property of TIMMONS GROUP andmay not be reproduced in whole or in part andshall not be used for any purpos e whatsoever,inclusive, but not limited to construction, bidding,and/or construction staking without the expresswritten consent of TIMM ONS GROUP.
PR OJECT NUMB ER413 53.012
SOUTH CARTER INDUSTRIAL
LEE COUN
TY,
NORTH CAR
OLINA
1001 Bould
ers Parkway, Suite 300
Richmond, VA 23225
TEL [phone]
www.timmons.com
[
PLANS PRINTED AS 11X17 ARE HALF SCALE040 80
SC ALE (FEET)
Y:\804\41 353.012 - So uth Carter Industrial Park\GIS\WT IM\41353 .012-PER M-WTIM.mxd
1. Waters of the U.S. within theproject study limits have beenlocated using submeter, BluetoothGPS antennas by TimmonsGroup.2. Waters of the U.S. have notbeen confirmed by the U.S. ArmyCorps of Engineers.3. Project limits are approximate.4. Topography based on USGSLiDAR.5. Cowardin StreamClassifications are based on NCDWQ Stream Identification formversion 4.11.
Legend
Project Study Limits - 141.9 Acr es
DO
L
DOL DOL
DO LDOL
Limits of Disturbance- 97.3 Acres
Proposed Storm Pipe
Proposed Grading
")X Stream Impact
!(X Wetland Impact
Permanent Stream Impac t
Culvert
Perennial Stream (R3)
Intermittent Stream (R 4)
Ephemeral Stream (R 6)
Permanent Wetland Im pact
Palustrine Emergent (PEM) Wetland
Palustrine Fores ted (PFO) Wetland
Existing Topography 2 of 3
Te m pora ry Pe rma ne nt Te m pora ry Pe rm a ne nt Te mpora ry Pe rm a ne nt18,8952 73 21031521,127416756851012050 sq ft 8,895 sq ft 0 sq ft 2,110 sq ft0.00 a c 0.20 a c 0.00 a c 0.05 a c
Impa cts Ta bl e
I mpa ctStream (sq. ft)
Tota l 0 lf 493 lf
W e tla nd (sq. ft)Stre a m (lf)Im pa ct Im pa ctImpact ID
DRAWING DESCRIPTION
PR OJECT NAME & LOCATION
SH EET NUMB ERSCALE
DATE 10/25/2022
DESIGN ED BY / DRAWN BY
PR OJECT NAME
M.COOLEY
SOUTH CARTER INDUSTRIAL
DOL
DOL
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DOL
")3
1 " = 40 'H:
FIGURE 7:PRELIMINARYJURISDICTIONALWATERS OF THEU.S. IM PACTS MAP
REVISIONS
MM/DD/YY#DESC RIPTION
These plans and as sociated docum ents are theexclusive property of TIMMONS GROUP andmay not be reproduced in whole or in part andshall not be used for any purpos e whatsoever,inclusive, but not limited to construction, bidding,and/or construction staking without the expresswritten consent of TIMM ONS GROUP.
PR OJECT NUMB ER413 53.012
SOUTH CARTER INDUSTRIAL
LEE COUN
TY,
NORTH CAR
OLINA
1001 Bould
ers Parkway, Suite 300
Richmond, VA 23225
TEL [phone]
www.timmons.com
[
PLANS PRINTED AS 11X17 ARE HALF SCALE040 80
SC ALE (FEET)
Y:\804\41 353.012 - So uth Carter Industrial Park\GIS\WT IM\41353 .012-PER M-WTIM.mxd
1. Waters of the U.S. within theproject study limits have beenlocated using submeter, BluetoothGPS antennas by TimmonsGroup.2. Waters of the U.S. have notbeen confirmed by the U.S. ArmyCorps of Engineers.3. Project limits are approximate.4. Topography based on USGSLiDAR.5. Cowardin StreamClassifications are based on NCDWQ Stream Identification formversion 4.11.
Legend
Project Study Limits - 141.9 Acr es
DO
L
DOL DOL
DO LDOL
Limits of Disturbance- 97.3 Acres
Proposed Storm Pipe
Proposed Grading
")X Stream Impact
!(X Wetland Impact
Permanent Stream Impac t
Culvert
Perennial Stream (R3)
Intermittent Stream (R 4)
Ephemeral Stream (R 6)
Permanent Wetland Im pact
Palustrine Emergent (PEM) Wetland
Palustrine Fores ted (PFO) Wetland
Existing Topography 3 of 3
Te m pora ry Pe rma ne nt Te m pora ry Pe rm a ne nt Te mpora ry Pe rm a ne nt18,8952 73 21031521,127416756851012050 sq ft 8,895 sq ft 0 sq ft 2,110 sq ft0.00 a c 0.20 a c 0.00 a c 0.05 a c
Impa cts Ta bl e
I mpa ctStream (sq. ft)
Tota l 0 lf 493 lf
W e tla nd (sq. ft)Stre a m (lf)Im pa ct Im pa ctImpact ID
STORMWATER REPORT ADDENDUM 1
NOT DESIGNED FOR CONSTRUCTION
SOUTH CARTER INDUSTRIAL PARK
SANFORD, NC
NOVEMBER 10, 2023
PREPARED FOR:
Mike Lyczkowski
South Carter Industrial Park, LLC
144 Hawkins Ave.
Sanford, NC 27330
[phone]
PREPARED BY:
Timmons Group, NC License No.022530
Rick Baker, PE
5410 Trinity Road, Suite 102
Raleigh, North Carolina 27607
[phone]
[e-mail]
www.timmons.com
South Carter Industrial Park
Sanford, NC
Project Number: 41353.012

Table of Contents
1) Stormwater Narrative .................................................................................................................................. 1
Proposed Stormwater Management Summary ............................................................................................... 1
Proposed Conditions ...................................................................................................................................... 1
Calculation Methodology ................................................................................................................................ 3
Hydrology ....................................................................................................................................................... 3
2) Runoff Calculations ....................................................................................................................................... 3
Worksheet - SCS Curve Numbers.................................................................................................................. 3
HydroCAD Report .......................................................................................................................................... 3
Pre/Post Development Drainage Area Maps .................................................................................................. 3
South Carter Industrial Park
Sanford, NC
Project Number: 41353.012

1 | www.timmons.com
1) Stormwater Narrative
Preface
This addendum is a supplement to the original stormwater report dated October 5th, 2023, titled,
“STORMWATER REPORT – SOUTH CARTER INDUSTRIAL PARK”. This addendum will address comments
received from North Carolina Department of Environmental Quality on October 6th, 2023. The site for
designated as South Carter Industrial Park was analyzed one step further and with the assumption that the
Industrial Park would be developed, and Stormwater Control Measures (SCM’s) were preliminarily designed to
demonstrate that the requirements established in 15A NCAC 02H 0.1003(3) were met. This Report will
demonstrate the pre- and post-development conditions and how the site will be preliminarily designed to meet
state stormwater requirements.
Proposed Stormwater Management Summary

Proposed Conditions
Post development runoff from the proposed road will drain to ditches on either side of the road section, that will
drain to proposed points of crossing. Ditches that drain upstream of the proposed road will be accounted for
with new culvert design. Ditches that drain downstream of the proposed road will drain to wetlands, stream
extents, or top of bank. All ditch outlets will be protected using riprap dissipator pads. Additional site
improvements to be designed and permitted separately. The Industrial Park development will drain
underground via stormwater conveyance and discharge into assoc. wet ponds throughout the site. These wet
ponds will detain/treat the water to state requirements, and then discharge to the four (4) respective Points of
Analysis. Since the industrial park has not been designed, the design for the wet ponds is preliminary and to
establish that stormwater measures will, generally, be provided to minimize unmanaged runoff. It has been
assumed for each wet pond that 70% of its drainage area will be impervious. Each wet pond has been
modeled to have an outlet control structure and has been sized to treat the 1” rainfall event and to detain
enough volume to balance out the increase volume/flow from the development for the 1-year, 24-hour storm
event. The elevations associated with each wet pond is not respective of the actual grades from the existing
conditions. The elevations were to establish an arbitrary reference point. All these
assumptions/sizes/elevations are subject to change once the industrial park programming is
established/finalized. The original report assumed there would be one (1) Point of Analysis, which is where the
site generally outfalls to (Upper Little River), but with providing wet ponds and analyzing the site in more detail,
there are four (4) minor outfalls which will be analyzed for compliance (wetlands and intermittent streams). The
minor outfalls do converge to the Upper Little River further South from the site.

Detention and treatment will be required for this project per 15A NCAC 02H.1003(3 & 44), and SCM’s are
proposed to meet the water quality requirements as well as detaining the 1-year, 24-hour storm in the post-
condition to the pre-condition. The pre and post development runoff volume summary for each point of analysis
is shown below.
South Carter Industrial Park
Sanford, NC
Project Number: 41353.012

2 | www.timmons.com

Pre & Post Development Runoff Summary – Point of Analysis 1 (POA 1)
SITE CONDITION STORM EVENT (CFS)
1-YR 2-YR 10-YR 100-YR
PRE-DEVELOPMENT 1.00 3.65 14.75 38.21
POST-DEVELOPMENT
(NO DETENTION) 30.02 37.78 58.31 90.40
POST-DEVELOPMENT 0.95 - - -
% INCREASE -5 935 394 137
See Runoff Calculations Section for detailed calculations.
Pre & Post Development Runoff Summary – Point of Analysis 2 (POA 2)
SITE CONDITION STORM EVENT (CFS)
1-YR 2-YR 10-YR 100-YR
PRE-DEVELOPMENT 1.00 3.69 16.01 43.14
POST-DEVELOPMENT
(NO DETENTION) 27.80 38.62 69.13 118.88
POST-DEVELOPMENT 0.73 - - -
% INCREASE -27 947 332 176
See Runoff Calculations Section for detailed calculations.

Pre & Post Development Runoff Summary – Point of Analysis 3 (POA 3)
SITE CONDITION STORM EVENT (CFS)
1-YR 2-YR 10-YR 100-YR
PRE-DEVELOPMENT 4.37 13.68 55.58 148.93
POST-DEVELOPMENT
(NO DETENTION) 158.43 207.07 338.11 544.39
POST-DEVELOPMENT 4.02 - - -
% INCREASE -8 1414 508 266
See Runoff Calculations Section for detailed calculations.
Pre & Post Development Runoff Summary – Point of Analysis 4 (POA 4)
SITE CONDITION STORM EVENT (CFS)
1-YR 2-YR 10-YR 100-YR
PRE-DEVELOPMENT 9.82 23.53 78.77 195.24
POST-DEVELOPMENT
(NO DETENTION) 228.70 298.91 488.07 785.85
POST-DEVELOPMENT 8.35 - - -
% INCREASE -15 1170 520 303
See Runoff Calculations Section for detailed calculations.
South Carter Industrial Park
Sanford, NC
Project Number: 41353.012

3 | www.timmons.com

Calculation Methodology
A pre-development and post-development hydrologic analysis was completed for the site using the SCS TR20
method. A hydraulic analysis was completed using HydroCAD modeling software to route these storm events
through the site.

Hydrology
The SCS TR20 method was used to determine the volume of runoff for the pre and post development
conditions. The site was analyzed as four (4) drainage areas with the most downstream analysis point being
the Upper Little River. Rainfall data used in the analysis was taken from published NOAA data for the City of
Sanford. SCS runoff curve numbers were based on Table 2-2 in the TR55 manual. The Time of Concentration
(Tc) values were determined using the TR55 method for sheet, shallow, and concentrated flows. Since the
proposed development is preliminary, a conservative estimate of Tc = 5.00 Minutes was assumed for all 4
POA’s in the post-development analysis.

2) Runoff Calculations

Worksheet - SCS Curve Numbers

HydroCAD Report

Pre/Post Development Drainage Area Maps

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THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
PERENNIAL STREAM
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ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL
CITY OF SANFORD, NCDEQ AND NCDOT STANDARDS,
SPECIFICATIONS, AND DETAILS
11/07/2023
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W

C
O
M
M
E
N
T
S
09
/
0
8
/
2
0
2
3
RE
V
.

N
O
.
1
NC

D
E
Q

R
E
V
I
E
W

C
O
M
M
E
N
T
S
11
/
0
7
/
2
0
2
3
2
AS NOTED
3
4
0
3
3
5
345
3
2
0
3
1
5
32
5
3
3
0
33
5
2
7
0
275
3
3
0
3
0
0
2
8
5
2
9
0
2
9
5
2
8
5
290
2
9
5
36
0
3
8
0
36
5
37
0
37
5
32
0
3
4
0
3
2
5
3
3
0
3
3
5
3
4
5
300
295
30
0
2
9
5
3
6
0
350
3
5
5
3
6
5
325
330
335
34
5
3
5
0
280
285
290
265
265
340
345
32
0
315
320
3
1
0
3
1
5
325
330
3
3
5
3
1
0
31
5
32
0
3
0
5
3
1
0
3
1
5
3
2
5
270
2
7
5
320
310
315
3
4
0
330
3
3
5
345
350
3
5
5
300
3
2
0
305
310
315
325
2
8
0
2
7
0
2
7
5
2
8
5
290
325
330
340
335
340
325
3
3
0
335
280
270
275
285
290
ZONE: AE
ZONE: X
UG
T
UG
T
U
G
T
U
G
T
UG
T
T
X
X
X
X
X
X
X
X
X
X
X
X
X
X
N
C

8
7

H
W
Y
(
1
5
0
'

P
U
B
L
I
C
R
/
W
)
LUCK STONE CORPORATION
PIN: 9660-13-8685-00
DB 1628, PG 285
HAZEL CARTER BULLARD
PIN: 9660-23-7417-00
DB 1396, PG 977
ZONING: RA
STAR 87, LLC
PIN: 9660-53-0622-00
DB 1571, PG 897
PC 2020 SD 46
ZONING: RR & OI
CURTIS DALE KELLY
PIN: 9660-34-1873-00
DB 1396, PG 981
CURTIS DALE KELLY TRUSTEE
P/O PIN: 9660-35-9486-00
DB 1396, PG 979
HAZEL CARTER BULLARD
P/O PIN: 9660-44-4258-00
DB 1445, PG 747
ZONING: RA
LUCK STONE CORPORATION
P/O PIN: 9660-12-6034-00
PC 2022 SD 44
ZONING: RA & RR
± 100% WOODS
ZONE X
ZONE A
E
ZON
E

A
E
ZON
E

X
JONESBORO TOWNS
H
I
P
GREENWOOD TOWNS
H
I
P
N/A
7.96 Acres
POA 1
N/A
12.05 Acres
POA 2
N/A
50.21 Acres
POA 3
N/A
72.48 Acres
POA 4
± 6% MANAGED TURF
± 94% WOODS
± 11% MANAGED TURF
± 89% WOODS
± 37% MANAGED TURF
± 63% WOODS
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
PERENNIAL STREAM
UPPER LITTLE RIVER
EXISTING
100YR
FLOODPLAIN
EXISTING
100YR
FLOODPLAIN
EXISTING
100YR
FLOODPLAIN
POINT OF ANALYSIS 1
POINT OF ANALYSIS 2
POINT OF ANALYSIS 3
POINT OF ANALYSIS 4
100' OF SHEET FLOW @ 6.8%
Tc = 5.58 MIN.
353.6' OF SHALLOW
CONCENTRATED FLOW @ 6.5%
Tc = 1.44 MIN.
100' OF SHEET FLOW @ 9.0%
Tc = 5.04 MIN.
1424.9' OF SHALLOW
CONCENTRATED FLOW @ 2.2%
Tc = 9.84 MIN.
100' OF SHEET FLOW @ 4.3%
Tc = 6.72 MIN.
2198.3' OF SHALLOW
CONCENTRATED FLOW @ 2.1%
Tc = 15.66 MIN.
100' OF SHEET FLOW @1.9%
Tc = 9.30 MIN.
3318.1' OF SHALLOW
CONCENTRATED FLOW @ 2.4%
Tc = 22.08 MIN.
Tc = 31.35 MIN.
Tc = 22.39 MIN.
Tc = 14.83 MIN.
Tc = 7.01 MIN.
NA
D

8
3
0
SCALE 1"=200'
400'200'
HATCH LEGEND
WOODS
MANAGED TURF
DRAINAGE DELINEATION
BOUNDARY
STORMWATER MANAGEMENT NARRATIVE
STORMWATER MANAGEMENT FOR THIS PROJECT SHALL BE IN ACCORDANCE
w/THE NORTH CAROLINA ADMINISTRATIVE CODE (NCAC) STORMWATER
MANAGEMENT SECTION (15A-NCAC 02H 0.1001). THE INFORMATION BELOW
PROVIDES A SUMMARY OF THE OVERALL STORMWATER COMPLIANCE
STRATEGY FOR THIS PROJECT.
WATER QUALITY
THE TOTAL WATER QUALITY COMPLIANCE AREA FOR THE PROJECT IS
APPROX. 140 ACRES. PROJECT DISTURBANCE WITHIN THIS AREA INCLUDES:
CLEARING UNDEVELOPED LAND FOR AN INDUSTRIAL PARK, AN ACCESS
ROAD, AND INSTALLATION OF ASSOCIATED STORMWATER DETENTION
SYSTEMS. THE WATER QUALITY COMPLIANCE BOUNDARY CAN BE SEEN ON
C6.00. WET PONDS HAVE BEEN PROPOSED TO MEET THE WATER QUALITY
REQUIREMENTS OF THE PROJECT, DUE TO THE NATURE OF
MASTERPLANNING, DETAILED CALCULATIONS COULD NOT BE PROVIDED, BUT
WET PONDS HAVE BEEN PROPOSED, AND ROUGHLY SIZED BASED ON
ASSUMPTIONS THAT EACH OF THEIR DRAINAGE AREAS WILL BE ROUGHLY
70% IMPERVIOUS COVER. WET POND SIZING CALCULATIONS HAVE BEEN
PROVIDED ON SHEET C6.04.
WATER QUANTITY
WATER QUANTITY COMPLIANCE CALCULATIONS FOR THIS PROJECT HAVE
BEEN DEVELOPED PER THE DESIGN REQUIREMENTS FOR HIGH DENSITY
PROJECTS (15A-NCAC 02H 0.1001) AND WILL BE MEETING THE RUNOFF
VOLUME MATCH REQUIREMENT AS SET IN SUBSECTIONS 3 OF THE ABOVE
LISTED CODE SECTION WHICH REQUIRES MAINTAINING THE ANNUAL RUNOFF
VOLUME BY NO GREATER THAN 10% FROM THE PRE-DEVELOPMENT
CONDITION. BY COMPLETING THESE CALCULATIONS & PROVIDING ADEQUATE
DESIN, THE REQUIREMENTS OF (15A-NCAC 02H 0.1001) ARE DEEMED TO BE
MET. THIS PROJECT CONTAINS FOUR (4) POINTS OF ANALYSIS (POA 1, POA 2,
POA 3, & POA 4). POINT OF ANALYSIS ONE (POA 1) IS THE WETLANDS ON THE
EASTERN SIDE OF THE SITE NEAREST NC HWY-87, POINT OF ANALYSIS 2 (POA
2) IS THE CREEK THAT FLOWS ONTO THE NEIGHBORING PARCEL (PIN:
9660-42-2929-00 ), POA 3 IS THE CREEK TO THE WEST OF THE CREEK SHOWN
AS POA2, AND POINT OF ANALYSIS 4 (POA 4) IS THE LITTLE RIVER WHICH IS
THE WESTERNMOST BOUNDARY OF THE SITE AREA.
THERE HAVE BEEN A HANDFUL OF ASSUMPTIONS MADE THROUGHOUT THE
DESIGN OF THE STORMWATER MANAGEMENT; ALL OFF-SITE RUN ON WILL BE
BYPASSED OR DIVERTED AROUND/THROUGH THE SITE AND WILL NOT BE
MANAGED BY THE PROPOSED SCM (STORMWATER CONTROL MEASURES).
ALL ON-SITE RUNOFF WILL BE COLLECTED AND DETAINED PRIOR TO
OUTFALLING TO THEIR RESPECTIVE POINT OF ANALYSIS.
IN THE PROPOSED CONDITIONS, THE SITE WILL BE INCREASING THE ANNUAL
RUNOFF VOLUME BY MORE THAN 10%, SO SCM (STORMWATER CONTROL
MEASURES) WILL BE PROVIDED TO REDUCE RUNOFF TO WITHIN 10% OF THE
PREDEVELOPMENT. THE SITE WILL BE CAPTURED BY MULTIPLE WET PONDS,
WET POND 8 WILL OUTFALL TO POA1. WET POND 1 WILL OUTFALL TO POA2.
WET PONDS 2 AND 3 OUTFALL TO POA 3, WET PONDS 4, 5, 6, AND 7 WILL
OUTFALL TO POA 4.
THE WET PONDS HAVE BEEN PRELIMINARILY SIZED TO HANDLE THE
DRAINAGE AREA OUTFALLING TO THEM. DUE TO THE VOLATILITY OF THE
PROGRAMMING OF THE INDUSTRIAL PARK, THE WET POND CALCULATIONS
ARE MINIMAL, BUT ARE SIZED TO SHOW THE GENERAL INTENT. THE WET
PONDS HAVE BEEN SIZED WITH THE FOLLOWING ASSUMPTIONS: THE
DRAINAGE ARE TO THE WETPOND IS ASSUMED TO BE 70% IMPERVIOUS
COVER, THE WET POND WILL NEED +/-4-5' OF DEPTH FOR THE PERMANENT
POOL TO HANDLE THE WATER QUALITY REQUIREMENTS SET WITHIN NORTH
CAROLINA. IT WILL NEED +/-3' OF DEPTH FOR VOLUME STORAGE, AND +/-40'
BUFFER HAS BEEN PROVIDED TO ACCOUNT FOR FOREBAYS, SPILLWAYS,
MAINTENANCE ACCESS, AND GENERAL TIE OUT GRADING. REFER TO C6.04
FOR THE CALCULATIONS OF THE PONDS.
C6.00
ST
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(
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JOB NO.
SHEET NO.
SCALE
DESIGNED BY
CHECKED BY
DA
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DRAWN BY
DATE
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ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL
CITY OF SANFORD, NCDEQ AND NCDOT STANDARDS,
SPECIFICATIONS, AND DETAILS
11/07/2023
SO
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41353.012
332
332
R. BAKER
CI
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.

N
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1
NC

D
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R
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W

C
O
M
M
E
N
T
S
11
/
0
7
/
2
0
2
3
2
AS NOTED
3
4
0
3
3
5
345
3
2
0
3
1
5
32
5
3
3
0
33
5
2
7
0
275
3
3
0
3
0
0
2
8
5
2
9
0
2
9
5
2
8
5
290
2
9
5
36
0
3
8
0
36
5
37
0
37
5
32
0
3
4
0
3
2
5
3
3
0
3
3
5
3
4
5
300
295
30
0
2
9
5
3
6
0
350
3
5
5
3
6
5
325
330
335
34
5
3
5
0
280
285
290
265
265
340
345
32
0
315
320
3
1
0
3
1
5
325
330
3
3
5
3
1
0
31
5
32
0
3
0
5
3
1
0
3
1
5
3
2
5
270
2
7
5
320
310
315
3
4
0
330
3
3
5
345
350
3
5
5
300
3
2
0
305
310
315
325
2
8
0
2
7
0
2
7
5
2
8
5
290
325
330
340
335
340
325
3
3
0
335
280
270
275
285
290
ZONE: AE
ZONE: X
UG
T
UG
T
U
G
T
U
G
T
UG
T
T
X
X
X
X
X
X
X
X
X
X
X
X
X
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N
C

8
7

H
W
Y
(
1
5
0
'

P
U
B
L
I
C
R
/
W
)
POINT OF ANALYSIS 1
ZONE X
ZONE A
E
ZON
E

A
E
ZON
E

X
JONESBORO TOWNS
H
I
P
GREENWOOD TOWNS
H
I
P
POINT OF ANALYSIS 2
POINT OF ANALYSIS 3
POINT OF ANALYSIS 4
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
PERENNIAL STREAM
UPPER LITTLE RIVER
EXISTING
WETLAND
EXISTING
100YR
FLOODPLAIN
EXISTING
WETLAND
EXISTING
WETLAND
EXISTING
100YR
FLOODPLAIN
EXISTING
100YR
FLOODPLAIN
± 6% WOODS
± 24% MANAGED TURF
± 70% IMPERVIOUS
N/A
11.20 Acres
POA 1
N/A
18.53 Acres
POA 2
N/A
44.37 Acres
POA 3
N/A
68.61 Acres
POA 4
± 30% MANAGED TURF
± 70% IMPERVIOUS
± 30% MANAGED TURF
± 70% IMPERVIOUS
± 10% WOODS
± 20% MANAGED TURF
± 70% IMPERVIOUS
NA
D

8
3
0
SCALE 1"=200'
400'200'
HATCH LEGEND
IMPERVIOUS
MANAGED TURF
WOODS
WET POND DELINEATION
BOUNDARY
SINCE THE PROPOSED DEVELOPMENT IS PRELIMINARY, A CONSERVATIVE
ESTIMATE OF Tc = 5.00 MINUTES WAS ASSUMED FOR ALL 4 POA'S IN THE
POST-DEVELOPMENT ANALYSIS.
DRAINAGE AREA DELINEATION
BOUNDARY
C6.01
ST
O
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W
A
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R

Q
U
A
N
T
I
T
Y

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I
T
E

A
N
A
L
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S
I
S

(
P
R
O
P
O
S
E
D
)

JOB NO.
SHEET NO.
SCALE
DESIGNED BY
CHECKED BY
DA
T
E
DRAWN BY
DATE
RE
V
I
S
I
O
N

D
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S
C
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1
0
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O
.

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-
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6
5
2
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Y
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T

F
O
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CO
N
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S:
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11
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2
0
2
3

1
1
:
3
8

A
M
|

b
y

Ju
s
t
i
n

R
o
w
l
e
y
11/07/2023
SO
U
T
H

C
A
R
T
E
R

I
N
D
U
S
T
R
I
A
L

P
A
R
K
CI
T
Y

O
F

S
A
N
F
O
R
D

-

L
E
E

C
O
U
N
T
Y

-

N
O
R
T
H

C
A
R
O
L
I
N
A
41353.012
332
332
R. BAKER
CI
T
Y

O
F

S
A
N
F
O
R
D

R
E
V
I
E
W

C
O
M
M
E
N
T
S
09
/
0
8
/
2
0
2
3
RE
V
.

N
O
.
1
NC

D
E
Q

R
E
V
I
E
W

C
O
M
M
E
N
T
S
11
/
0
7
/
2
0
2
3
2
AS NOTED
3
4
0
3
3
5
345
3
2
0
3
1
5
32
5
3
3
0
33
5
2
7
0
275
3
3
0
3
0
0
2
8
5
2
9
0
2
9
5
2
8
5
290
2
9
5
36
0
3
8
0
36
5
37
0
37
5
32
0
3
4
0
3
2
5
3
3
0
3
3
5
3
4
5
300
295
30
0
2
9
5
3
6
0
350
3
5
5
3
6
5
325
330
335
34
5
3
5
0
280
285
290
265
265
340
345
32
0
315
320
3
1
0
3
1
5
325
330
3
3
5
3
1
0
31
5
32
0
3
0
5
3
1
0
3
1
5
3
2
5
270
2
7
5
320
310
315
3
4
0
330
3
3
5
345
350
3
5
5
300
3
2
0
305
310
315
325
2
8
0
2
7
0
2
7
5
2
8
5
290
325
330
340
335
340
325
3
3
0
335
280
270
275
285
290
ZONE: AE
ZONE: X
UG
T
UG
T
U
G
T
U
G
T
UG
T
T
X
X
X
X
X
X
X
X
X
X
X
X
X
X
N
C

8
7

H
W
Y
(
1
5
0
'

P
U
B
L
I
C
R
/
W
)
POINT OF ANALYSIS 1
ZONE X
ZONE A
E
ZON
E

A
E
ZON
E

X
JONESBORO TOWNS
H
I
P
GREENWOOD TOWNS
H
I
P
POINT OF ANALYSIS 2
POINT OF ANALYSIS 3
POINT OF ANALYSIS 4
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
THIS DESIGN ASSUMES OFF-SITE RUN ON
WILL BE BYPASSED AROUND/THROUGH THE
SITE WITHOUT SCM'S, AND ALL ON-SITE
DRAINAGE WILL BE ROUTED TO SCM'S.
PERENNIAL STREAM
UPPER LITTLE RIVER
EXISTING
WETLAND
EXISTING
100YR
FLOODPLAIN
EXISTING
WETLAND
EXISTING
WETLAND
EXISTING
100YR
FLOODPLAIN
EXISTING
100YR
FLOODPLAIN
ASSUMED 70%
IMPERVIOUS COVER
N/A
19.36 Acres
WETPOND 5
ASSUMED 70%
IMPERVIOUS COVER
N/A
17.32 Acres
WETPOND 4
ASSUMED 70%
IMPERVIOUS COVER
N/A
23.40 Acres
WETPOND 2
ASSUMED 70%
IMPERVIOUS COVER
N/A
18.53 Acres
WETPOND 1
ASSUMED 70%
IMPERVIOUS COVER
N/A
11.20 Acres
WETPOND 8
ASSUMED 70%
IMPERVIOUS COVER
N/A
20.97 Acres
WETPOND 3
ASSUMED 70%
IMPERVIOUS COVER
N/A
10.70 Acres
WETPOND 6
ASSUMED 70%
IMPERVIOUS COVER
N/A
21.23 Acres
WETPOND 7
WET POND #8
AVERAGE DEPTH 5.0 FT
DETENTION DEPTH 3.0 FT
OUTLET CONTROL STRUCTURE
TOP OF RISER 58.50'
5" ORIFICE AT 56'
40' OFFSET FROM PRELIMINARY
POND DESIGN TO ACCOUNT
FOR GRADING OF: SPILLWAY,
MAINTENANCE BURM AND TIE
BACK INTO GRADE
WET POND #7
AVERAGE DEPTH 5.0 FT
DETENTION DEPTH 3.0 FT
40' OFFSET FROM PRELIMINARY
POND DESIGN TO ACCOUNT
FOR GRADING OF: SPILLWAY,
MAINTENANCE BURM AND TIE
BACK INTO GRADE
WET POND #6
AVERAGE DEPTH 5.0 FT
DETENTION DEPTH 3.0 FT
40' OFFSET FROM PRELIMINARY
POND DESIGN TO ACCOUNT
FOR GRADING OF: SPILLWAY,
MAINTENANCE BURM AND TIE
BACK INTO GRADE
WET POND #5
AVERAGE DEPTH 5.0 FT
DETENTION DEPTH 3.0 FT
40' OFFSET FROM PRELIMINARY
POND DESIGN TO ACCOUNT
FOR GRADING OF: SPILLWAY,
MAINTENANCE BURM AND TIE
BACK INTO GRADE
WET POND #4
AVERAGE DEPTH 5.0 FT
DETENTION DEPTH 3.0 FT
40' OFFSET FROM PRELIMINARY
POND DESIGN TO ACCOUNT
FOR GRADING OF: SPILLWAY,
MAINTENANCE BURM AND TIE
BACK INTO GRADE
WET POND #3
AVERAGE DEPTH 5.0 FT
DETENTION DEPTH 3.0 FT
40' OFFSET FROM PRELIMINARY
POND DESIGN TO ACCOUNT
FOR GRADING OF: SPILLWAY,
MAINTENANCE BURM AND TIE
BACK INTO GRADE
WET POND #2
AVERAGE DEPTH 5.0 FT
DETENTION DEPTH 3.0 FT
WET POND #1
AVERAGE DEPTH 5.0 FT
DETENTION DEPTH 4.0 FT
OUTLET CONTROL STRUCTURE
TOP OF RISER 59.25'
4" ORIFICE AT 56.00'
40' OFFSET FROM PRELIMINARY
POND DESIGN TO ACCOUNT
FOR GRADING OF: SPILLWAY,
MAINTENANCE BERM AND TIE
BACK INTO GRADE
PERMANANT POOL
SURFACE AREA 9,190 SQ FT
ELEVATION 56'
PERMANANT POOL
SURFACE AREA 14,813 SQ FT
ELEVATION 56'
OUTLET CONTROL STRUCTURE
TOP OF RISER 58.50'
7" ORIFICE AT 56.00'
OUTLET CONTROL STRUCTURE
TOP OF RISER 58.25'
8" ORIFICE AT 56.00'
PERMANANT POOL
SURFACE AREA 19,019 SQ FT
ELEVATION 56'
OUTLET CONTROL STRUCTURE
TOP OF RISER 58.00'
8" ORIFICE AT 56.00'
PERMANANT POOL
SURFACE AREA 14,813 SQ FT
ELEVATION 56'
OUTLET CONTROL STRUCTURE
TOP OF RISER 58.00'
8" ORIFICE AT 56.00'
PERMANANT POOL
SURFACE AREA 15,647 SQ FT
ELEVATION 56'
OUTLET CONTROL STRUCTURE
TOP OF RISER 58.00'
8" ORIFICE AT 56.00'
PERMANANT POOL
SURFACE AREA 17,034 SQ FT
ELEVATION 56'
OUTLET CONTROL STRUCTURE
TOP OF RISER 58.00'
8" ORIFICE AT 56.00'
PERMANANT POOL
SURFACE AREA 8,520 SQ FT
ELEVATION 56'
PERMANANT POOL
SURFACE AREA 16,627 SQ FT
ELEVATION 56'
NA
D

8
3
0
SCALE 1"=200'
400'200'
HATCH LEGEND
IMPERVIOUS
MANAGED TURF
WOODS
WET POND DELINEATION
BOUNDARY
SINCE THE PROPOSED DEVELOPMENT IS PRELIMINARY, A CONSERVATIVE
ESTIMATE OF Tc = 5.00 MINUTES WAS ASSUMED FOR ALL 4 POA'S IN THE
POST-DEVELOPMENT ANALYSIS.
DRAINAGE AREA DELINEATION
BOUNDARY
C6.02
ST
O
R
M
W
A
T
E
R

Q
U
A
N
T
I
T
Y

-

S
I
T
E

A
N
A
L
Y
S
I
S

(
C
O
M
P
L
I
A
N
C
E
)

JOB NO.
SHEET NO.
SCALE
DESIGNED BY
CHECKED BY
DA
T
E
DRAWN BY
DATE
RE
V
I
S
I
O
N

D
E
S
C
R
I
P
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.
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d
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d

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d

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w
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p
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a
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b
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M
M
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G
R
O
U
P
.
54
1
0

T
r
i
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i
t
y

R
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a
d
,

S
u
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e

1
0
2

|

R
a
l
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N
C

2
7
6
0
7
TE
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9
1
9
.
8
6
6
.
4
9
5
1

F
A
X

9
1
9
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8
3
3
.
8
1
2
4

w
w
w
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t
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c
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TH
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D
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P
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A
T

T
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E
RA
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F
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O
.

C
-
1
6
5
2
PR
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T

F
O
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CO
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R
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I
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S:
\
3
3
2
\
4
1
3
5
3
.
0
0
6
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_
S
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_
C
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\
9
9
9
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3
3
2
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|

P
l
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11
/
1
0
/
2
0
2
3

2
:
0
6

P
M
|

b
y

Ju
s
t
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n

R
o
w
l
e
y
11/07/2023
SO
U
T
H

C
A
R
T
E
R

I
N
D
U
S
T
R
I
A
L

P
A
R
K
CI
T
Y

O
F

S
A
N
F
O
R
D

-

L
E
E

C
O
U
N
T
Y

-

N
O
R
T
H

C
A
R
O
L
I
N
A
41353.012
332
332
R. BAKER
CI
T
Y

O
F

S
A
N
F
O
R
D

R
E
V
I
E
W

C
O
M
M
E
N
T
S
09
/
0
8
/
2
0
2
3
RE
V
.

N
O
.
1
NC

D
E
Q

R
E
V
I
E
W

C
O
M
M
E
N
T
S
11
/
0
7
/
2
0
2
3
2
AS NOTED
C6.03
ST
O
R
M
W
A
T
E
R

C
O
M
P
L
I
A
N
C
E

C
A
L
C
U
L
A
T
I
O
N
S

JOB NO.
SHEET NO.
SCALE
DESIGNED BY
CHECKED BY
DA
T
E
DRAWN BY
DATE
RE
V
I
S
I
O
N

D
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S
C
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54
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0

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R
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d
,

S
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e

1
0
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|

R
a
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C

2
7
6
0
7
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L

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EXISTING CONDITIONS - SITEPROPOSED CONDITIONS - SITE
NOTE: THIS SHEET IS PROVIDED FOR
CALCULATION PURPOSES ONLY & IS
NOT TO BE USED FOR CONSTRUCTION
C6.04
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NOTE: THIS SHEET IS PROVIDED FOR
CALCULATION PURPOSES ONLY & IS
NOT TO BE USED FOR CONSTRUCTION
1E
DA1-EX
8P
DA8-PR
BMP 8
Wetpond #8
DA1
POA 1
Routing Diagram for SOUTH CARTER INDUSTRIAL - POA 1
Prepared by Timmons Group, Printed 11/10/2023
HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
SOUTH CARTER INDUSTRIAL - POA 1
Printed 11/10/2023Prepared by Timmons Group
Page 2HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event
Name
Storm Type Curve Mode Duration
(hours)
B/B Depth
(inches)
AMC
1 1YR Type II 24-hr Default 24.00 1 3.04 2
SOUTH CARTER INDUSTRIAL - POA 1
Printed 11/10/2023Prepared by Timmons Group
Page 3HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(sq-ft)
CN Description
(subcatchment-numbers)
341,510 98 Impervious (8P)
114,998 61 Managed Turf, Good (8P)
378,101 55 Woods, Good (1E, 8P)
834,610 73 TOTAL AREA
SOUTH CARTER INDUSTRIAL - POA 1
Printed 11/10/2023Prepared by Timmons Group
Page 4HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A
(sq-ft)
HSG-B
(sq-ft)
HSG-C
(sq-ft)
HSG-D
(sq-ft)
Other
(sq-ft)
Total
(sq-ft)
Ground
Cover
Subcatchment
Numbers
0 0 0 0 341,510 341,510 Impervious
0 0 0 0 114,998 114,998 Managed Turf, Good
0 0 0 0 378,101 378,101 Woods, Good
0 0 0 0 834,610 834,610 TOTAL AREA
SOUTH CARTER INDUSTRIAL - POA 1
Printed 11/10/2023Prepared by Timmons Group
Page 5HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pipe Listing (all nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Width
(inches)
Diam/Height
(inches)
Inside-Fill
(inches)
1 BMP 8 56.00 54.00 100.0 0.0200 0.011 0.0 24.0 0.0
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 1
Printed 11/10/2023Prepared by Timmons Group
Page 6HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=7.960 ac 0.00% Impervious Runoff Depth>0.17"Subcatchment 1E: DA1-EX
Tc=7.0 min CN=55 Runoff=1.00 cfs 4,818 cf
Runoff Area=11.200 ac 70.00% Impervious Runoff Depth>1.65"Subcatchment 8P: DA8-PR
Tc=5.0 min CN=87 Runoff=35.34 cfs 66,886 cf
Peak Elev=58.29' Storage=46,670 cf Inflow=35.34 cfs 66,886 cfPond BMP 8: Wetpond #8
Outflow=0.95 cfs 25,833 cf
Inflow=0.95 cfs 25,833 cfLink DA1: POA 1
Primary=0.95 cfs 25,833 cf
Total Runoff Area = 834,610 sf Runoff Volume = 71,704 cf Average Runoff Depth = 1.03"
59.08% Pervious = 493,099 sf 40.92% Impervious = 341,510 sf
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 1
Printed 11/10/2023Prepared by Timmons Group
Page 7HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 1E: DA1-EX
Runoff =1.00 cfs @ 12.05 hrs, Volume=4,818 cf, Depth> 0.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*7.960 55 Woods, Good
7.960 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
7.0 Direct Entry,
Subcatchment 1E: DA1-EX
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
1
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=7.960 ac
Runoff Volume=4,818 cf
Runoff Depth>0.17"
Tc=7.0 min
CN=55
1.00 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 1
Printed 11/10/2023Prepared by Timmons Group
Page 8HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 8P: DA8-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff =35.34 cfs @ 11.96 hrs, Volume=66,886 cf, Depth> 1.65"
Routed to Pond BMP 8 : Wetpond #8
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*2.640 61 Managed Turf, Good
*7.840 98 Impervious
0.720 55 Woods, Good
11.200 87 Weighted Average
3.360 30.00% Pervious Area
7.840 70.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
5.0 Direct Entry,
Subcatchment 8P: DA8-PR
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=11.200 ac
Runoff Volume=66,886 cf
Runoff Depth>1.65"
Tc=5.0 min
CN=87
35.34 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 1
Printed 11/10/2023Prepared by Timmons Group
Page 9HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Pond BMP 8: Wetpond #8
[42] Hint: Gap in defined storage above volume #1 at 56.00'
Inflow Area =487,872 sf, 70.00% Impervious, Inflow Depth > 1.65" for 1YR event
Inflow =35.34 cfs @ 11.96 hrs, Volume=66,886 cf
Outflow =0.95 cfs @ 14.68 hrs, Volume=25,833 cf, Atten= 97%, Lag= 163.6 min
Primary =0.95 cfs @ 14.68 hrs, Volume=25,833 cf
Routed to Link DA1 : POA 1
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 58.29' @ 14.68 hrs Surf.Area= 20,094 sf Storage= 46,670 cf
Plug-Flow detention time= 267.0 min calculated for 25,833 cf (39% of inflow)
Center-of-Mass det. time= 182.2 min ( 959.8 - 777.6 )
Volume Invert Avail.Storage Storage Description
#1 51.00'33,275 cf BELOW PERMANENT POOL (Prismatic) Listed below (Recalc)
#2 57.00'21,373 cf ABOVE PERMANENT POOL (Prismatic) Listed below (Recalc)
54,648 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
51.00 4,288 0 0
52.00 4,811 4,550 4,550
53.00 6,326 5,569 10,118
54.00 7,222 6,774 16,892
55.00 8,177 7,700 24,592
56.00 9,190 8,684 33,275
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
57.00 9,923 0 0
58.00 10,680 10,302 10,302
59.00 11,462 11,071 21,373
Device Routing Invert Outlet Devices
#1 Primary 56.00'24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 56.00' / 54.00' S= 0.0200 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 56.00'5.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 58.50'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=0.95 cfs @ 14.68 hrs HW=58.29' (Free Discharge)
1=Culvert (Passes 0.95 cfs of 17.16 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.95 cfs @ 6.94 fps)
3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs)
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 1
Printed 11/10/2023Prepared by Timmons Group
Page 10HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pond BMP 8: Wetpond #8
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
38
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=487,872 sf
Peak Elev=58.29'
Storage=46,670 cf
35.34 cfs
0.95 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 1
Printed 11/10/2023Prepared by Timmons Group
Page 11HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Link DA1: POA 1
Inflow Area =487,872 sf, 70.00% Impervious, Inflow Depth > 0.64" for 1YR event
Inflow =0.95 cfs @ 14.68 hrs, Volume=25,833 cf
Primary =0.95 cfs @ 14.68 hrs, Volume=25,833 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link DA1: POA 1
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
1
0
Inflow Area=487,872 sf
0.95 cfs
0.95 cfs
1P
DA1-PR
2E
DA2-EX
BMP 1
Wetpond #1
DA2
POA 2
Routing Diagram for SOUTH CARTER INDUSTRIAL - POA 2
Prepared by Timmons Group, Printed 11/10/2023
HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
SOUTH CARTER INDUSTRIAL - POA 2
Printed 11/10/2023Prepared by Timmons Group
Page 2HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event
Name
Storm Type Curve Mode Duration
(hours)
B/B Depth
(inches)
AMC
1 1YR Type II 24-hr Default 24.00 1 3.04 2
SOUTH CARTER INDUSTRIAL - POA 2
Printed 11/10/2023Prepared by Timmons Group
Page 3HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(sq-ft)
CN Description
(subcatchment-numbers)
564,973 98 Impervious (1P)
242,194 61 Managed Turf, Good (1P)
30,492 61 Open Space, Good (2E)
494,406 55 Woods, Good (2E)
1,332,065 74 TOTAL AREA
SOUTH CARTER INDUSTRIAL - POA 2
Printed 11/10/2023Prepared by Timmons Group
Page 4HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A
(sq-ft)
HSG-B
(sq-ft)
HSG-C
(sq-ft)
HSG-D
(sq-ft)
Other
(sq-ft)
Total
(sq-ft)
Ground
Cover
Subcatchment
Numbers
0 0 0 0 564,973 564,973 Impervious
0 0 0 0 242,194 242,194 Managed Turf, Good
0 0 0 0 30,492 30,492 Open Space, Good
0 0 0 0 494,406 494,406 Woods, Good
0 0 0 0 1,332,065 1,332,065 TOTAL AREA
SOUTH CARTER INDUSTRIAL - POA 2
Printed 11/10/2023Prepared by Timmons Group
Page 5HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pipe Listing (all nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Width
(inches)
Diam/Height
(inches)
Inside-Fill
(inches)
1 BMP 1 56.00 54.00 100.0 0.0200 0.011 0.0 24.0 0.0
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 2
Printed 11/10/2023Prepared by Timmons Group
Page 6HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=18.530 ac 69.99% Impervious Runoff Depth>1.65"Subcatchment 1P: DA1-PR
Tc=5.0 min CN=87 Runoff=58.47 cfs 110,660 cf
Runoff Area=12.050 ac 0.00% Impervious Runoff Depth>0.17"Subcatchment 2E: DA2-EX
Tc=14.8 min CN=55 Runoff=1.00 cfs 7,241 cf
Peak Elev=59.16' Storage=91,009 cf Inflow=58.47 cfs 110,660 cfPond BMP 1: Wetpond #1
Outflow=0.73 cfs 19,746 cf
Inflow=0.73 cfs 19,746 cfLink DA2: POA 2
Primary=0.73 cfs 19,746 cf
Total Runoff Area = 1,332,065 sf Runoff Volume = 117,900 cf Average Runoff Depth = 1.06"
57.59% Pervious = 767,092 sf 42.41% Impervious = 564,973 sf
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 2
Printed 11/10/2023Prepared by Timmons Group
Page 7HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 1P: DA1-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff =58.47 cfs @ 11.96 hrs, Volume=110,660 cf, Depth> 1.65"
Routed to Pond BMP 1 : Wetpond #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*5.560 61 Managed Turf, Good
*12.970 98 Impervious
18.530 87 Weighted Average
5.560 30.01% Pervious Area
12.970 69.99% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
5.0 Direct Entry,
Subcatchment 1P: DA1-PR
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=18.530 ac
Runoff Volume=110,660 cf
Runoff Depth>1.65"
Tc=5.0 min
CN=87
58.47 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 2
Printed 11/10/2023Prepared by Timmons Group
Page 8HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 2E: DA2-EX
Runoff =1.00 cfs @ 12.16 hrs, Volume=7,241 cf, Depth> 0.17"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*11.350 55 Woods, Good
*0.700 61 Open Space, Good
12.050 55 Weighted Average
12.050 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
14.8 Direct Entry,
Subcatchment 2E: DA2-EX
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
1
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=12.050 ac
Runoff Volume=7,241 cf
Runoff Depth>0.17"
Tc=14.8 min
CN=55
1.00 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 2
Printed 11/10/2023Prepared by Timmons Group
Page 9HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Pond BMP 1: Wetpond #1
[42] Hint: Gap in defined storage above volume #1 at 56.00'
Inflow Area =807,167 sf, 69.99% Impervious, Inflow Depth > 1.65" for 1YR event
Inflow =58.47 cfs @ 11.96 hrs, Volume=110,660 cf
Outflow =0.73 cfs @ 19.36 hrs, Volume=19,746 cf, Atten= 99%, Lag= 444.1 min
Primary =0.73 cfs @ 19.36 hrs, Volume=19,746 cf
Routed to Link DA2 : POA 2
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 59.16' @ 19.36 hrs Surf.Area= 32,667 sf Storage= 91,009 cf
Plug-Flow detention time= 302.5 min calculated for 19,746 cf (18% of inflow)
Center-of-Mass det. time= 193.2 min ( 970.9 - 777.6 )
Volume Invert Avail.Storage Storage Description
#1 51.00'54,750 cf BELOW PERMANENT POOL (Prismatic) Listed below (Recalc)
#2 57.00'51,657 cf ABOVE PERMANENT POOL (Prismatic) Listed below (Recalc)
106,406 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
51.00 7,729 0 0
52.00 8,404 8,067 8,067
53.00 9,107 8,756 16,822
54.00 12,397 10,752 27,574
55.00 13,576 12,987 40,561
56.00 14,802 14,189 54,750
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
57.00 15,752 0 0
58.00 16,716 16,234 16,234
59.00 17,705 17,211 33,445
60.00 18,719 18,212 51,657
Device Routing Invert Outlet Devices
#1 Primary 56.00'24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 56.00' / 54.00' S= 0.0200 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 56.00'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 59.25'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=0.73 cfs @ 19.36 hrs HW=59.16' (Free Discharge)
1=Culvert (Passes 0.73 cfs of 22.22 cfs potential flow)
2=Orifice/Grate (Orifice Controls 0.73 cfs @ 8.33 fps)
3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs)
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 2
Printed 11/10/2023Prepared by Timmons Group
Page 10HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pond BMP 1: Wetpond #1
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=807,167 sf
Peak Elev=59.16'
Storage=91,009 cf
58.47 cfs
0.73 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 2
Printed 11/10/2023Prepared by Timmons Group
Page 11HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Link DA2: POA 2
Inflow Area =807,167 sf, 69.99% Impervious, Inflow Depth > 0.29" for 1YR event
Inflow =0.73 cfs @ 19.36 hrs, Volume=19,746 cf
Primary =0.73 cfs @ 19.36 hrs, Volume=19,746 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link DA2: POA 2
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
0.8
0.75
0.7
0.65
0.6
0.55
0.5
0.45
0.4
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
Inflow Area=807,167 sf
0.73 cfs
0.73 cfs
2P
DA2-PR
3E
DA3-EX
3P
DA3-PR
BMP 2
Wetpond #2
BMP 3
Wetpond #3
DA3
POA 3
Routing Diagram for SOUTH CARTER INDUSTRIAL - POA 3
Prepared by Timmons Group, Printed 11/10/2023
HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 2HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event
Name
Storm Type Curve Mode Duration
(hours)
B/B Depth
(inches)
AMC
1 1YR Type II 24-hr Default 24.00 1 3.04 2
SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 3HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(sq-ft)
CN Description
(subcatchment-numbers)
1,352,974 98 Impervious (2P, 3P)
579,784 61 Managed Turf, Good (2P, 3P)
244,372 61 Open Space, Good (3E)
1,942,776 55 Woods, Good (3E)
4,119,905 70 TOTAL AREA
SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 4HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A
(sq-ft)
HSG-B
(sq-ft)
HSG-C
(sq-ft)
HSG-D
(sq-ft)
Other
(sq-ft)
Total
(sq-ft)
Ground
Cover
Subcatchment
Numbers
0 0 0 0 1,352,974 1,352,974 Impervious
0 0 0 0 579,784 579,784 Managed Turf, Good
0 0 0 0 244,372 244,372 Open Space, Good
0 0 0 0 1,942,776 1,942,776 Woods, Good
0 0 0 0 4,119,905 4,119,905 TOTAL AREA
SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 5HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pipe Listing (all nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Width
(inches)
Diam/Height
(inches)
Inside-Fill
(inches)
1 BMP 2 56.00 54.00 100.0 0.0200 0.011 0.0 24.0 0.0
2 BMP 3 56.00 54.00 100.0 0.0200 0.011 0.0 24.0 0.0
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 6HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=23.400 ac 70.00% Impervious Runoff Depth>1.65"Subcatchment 2P: DA2-PR
Tc=5.0 min CN=87 Runoff=73.84 cfs 139,743 cf
Runoff Area=50.210 ac 0.00% Impervious Runoff Depth>0.19"Subcatchment 3E: DA3-EX
Tc=22.4 min CN=56 Runoff=4.37 cfs 34,094 cf
Runoff Area=20.970 ac 70.00% Impervious Runoff Depth>1.65"Subcatchment 3P: DA3-PR
Tc=5.0 min CN=87 Runoff=66.17 cfs 125,231 cf
Peak Elev=58.29' Storage=99,321 cf Inflow=73.84 cfs 139,743 cfPond BMP 2: Wetpond #2
Outflow=1.82 cfs 49,798 cf
Peak Elev=58.08' Storage=83,972 cf Inflow=66.17 cfs 125,231 cfPond BMP 3: Wetpond #3
Outflow=2.22 cfs 57,176 cf
Inflow=4.02 cfs 106,975 cfLink DA3: POA 3
Primary=4.02 cfs 106,975 cf
Total Runoff Area = 4,119,905 sf Runoff Volume = 299,068 cf Average Runoff Depth = 0.87"
67.16% Pervious = 2,766,931 sf 32.84% Impervious = 1,352,974 sf
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 7HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 2P: DA2-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff =73.84 cfs @ 11.96 hrs, Volume=139,743 cf, Depth> 1.65"
Routed to Pond BMP 2 : Wetpond #2
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*7.020 61 Managed Turf, Good
*16.380 98 Impervious
23.400 87 Weighted Average
7.020 30.00% Pervious Area
16.380 70.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
5.0 Direct Entry,
Subcatchment 2P: DA2-PR
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=23.400 ac
Runoff Volume=139,743 cf
Runoff Depth>1.65"
Tc=5.0 min
CN=87
73.84 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 8HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 3E: DA3-EX
Runoff =4.37 cfs @ 12.27 hrs, Volume=34,094 cf, Depth> 0.19"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*44.600 55 Woods, Good
*5.610 61 Open Space, Good
50.210 56 Weighted Average
50.210 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
22.4 Direct Entry,
Subcatchment 3E: DA3-EX
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
4
3
2
1
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=50.210 ac
Runoff Volume=34,094 cf
Runoff Depth>0.19"
Tc=22.4 min
CN=56
4.37 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 9HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 3P: DA3-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff =66.17 cfs @ 11.96 hrs, Volume=125,231 cf, Depth> 1.65"
Routed to Pond BMP 3 : Wetpond #3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*6.290 61 Managed Turf, Good
*14.680 98 Impervious
20.970 87 Weighted Average
6.290 30.00% Pervious Area
14.680 70.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
5.0 Direct Entry,
Subcatchment 3P: DA3-PR
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=20.970 ac
Runoff Volume=125,231 cf
Runoff Depth>1.65"
Tc=5.0 min
CN=87
66.17 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 10HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Pond BMP 2: Wetpond #2
[42] Hint: Gap in defined storage above volume #1 at 56.00'
Inflow Area =1,019,304 sf, 70.00% Impervious, Inflow Depth > 1.65" for 1YR event
Inflow =73.84 cfs @ 11.96 hrs, Volume=139,743 cf
Outflow =1.82 cfs @ 15.08 hrs, Volume=49,798 cf, Atten= 98%, Lag= 187.2 min
Primary =1.82 cfs @ 15.08 hrs, Volume=49,798 cf
Routed to Link DA3 : POA 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 58.29' @ 15.08 hrs Surf.Area= 41,787 sf Storage= 99,321 cf
Plug-Flow detention time= 270.5 min calculated for 49,633 cf (36% of inflow)
Center-of-Mass det. time= 184.4 min ( 962.0 - 777.6 )
Volume Invert Avail.Storage Storage Description
#1 51.00'71,396 cf BELOW PERMANENT POOL (Prismatic) Listed below (Recalc)
#2 57.00'44,589 cf ABOVE PERMANENT POOL (Prismatic) Listed below (Recalc)
115,985 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
51.00 9,430 0 0
52.00 10,464 9,947 9,947
53.00 13,902 12,183 22,130
54.00 15,549 14,726 36,856
55.00 17,256 16,403 53,258
56.00 19,019 18,138 71,396
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
57.00 20,641 0 0
58.00 22,288 21,465 21,465
59.00 23,961 23,125 44,589
Device Routing Invert Outlet Devices
#1 Primary 56.00'24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 56.00' / 54.00' S= 0.0200 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 56.00'7.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 58.50'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=1.82 cfs @ 15.08 hrs HW=58.29' (Free Discharge)
1=Culvert (Passes 1.82 cfs of 17.16 cfs potential flow)
2=Orifice/Grate (Orifice Controls 1.82 cfs @ 6.80 fps)
3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs)
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 11HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pond BMP 2: Wetpond #2
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
80
75
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=1,019,304 sf
Peak Elev=58.29'
Storage=99,321 cf
73.84 cfs
1.82 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 12HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Pond BMP 3: Wetpond #3
[42] Hint: Gap in defined storage above volume #1 at 56.00'
Inflow Area =913,453 sf, 70.00% Impervious, Inflow Depth > 1.65" for 1YR event
Inflow =66.17 cfs @ 11.96 hrs, Volume=125,231 cf
Outflow =2.22 cfs @ 13.85 hrs, Volume=57,176 cf, Atten= 97%, Lag= 113.9 min
Primary =2.22 cfs @ 13.85 hrs, Volume=57,176 cf
Routed to Link DA3 : POA 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 58.08' @ 13.85 hrs Surf.Area= 35,260 sf Storage= 83,972 cf
Plug-Flow detention time= 253.7 min calculated for 56,986 cf (46% of inflow)
Center-of-Mass det. time= 173.7 min ( 951.3 - 777.6 )
Volume Invert Avail.Storage Storage Description
#1 51.00'64,424 cf BELOW PERMANENT POOL (Prismatic) Listed below (Recalc)
#2 57.00'37,118 cf ABOVE PERMANENT POOL (Prismatic) Listed below (Recalc)
101,542 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
51.00 9,078 0 0
52.00 9,834 9,456 9,456
53.00 12,626 11,230 20,686
54.00 13,889 13,258 33,944
55.00 15,222 14,556 48,499
56.00 16,627 15,925 64,424
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
57.00 17,577 0 0
58.00 18,553 18,065 18,065
59.00 19,553 19,053 37,118
Device Routing Invert Outlet Devices
#1 Primary 56.00'24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 56.00' / 54.00' S= 0.0200 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 56.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 58.25'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=2.22 cfs @ 13.85 hrs HW=58.08' (Free Discharge)
1=Culvert (Passes 2.22 cfs of 15.72 cfs potential flow)
2=Orifice/Grate (Orifice Controls 2.22 cfs @ 6.36 fps)
3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs)
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 13HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pond BMP 3: Wetpond #3
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=913,453 sf
Peak Elev=58.08'
Storage=83,972 cf
66.17 cfs
2.22 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 3
Printed 11/10/2023Prepared by Timmons Group
Page 14HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Link DA3: POA 3
Inflow Area =1,932,757 sf, 70.00% Impervious, Inflow Depth > 0.66" for 1YR event
Inflow =4.02 cfs @ 14.12 hrs, Volume=106,975 cf
Primary =4.02 cfs @ 14.12 hrs, Volume=106,975 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link DA3: POA 3
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
4
3
2
1
0
Inflow Area=1,932,757 sf
4.02 cfs
4.02 cfs
4E
DA4-EX
4P
DA4-PR
5P
DA2-PR
6P
DA6-PR
7P
DA7-PR
BMP 4
Wetpond #4
BMP 5
Wetpond #5
BMP 6
Wetpond #6
BMP 7
Wetpond #7
DA3
POA 3
Routing Diagram for SOUTH CARTER INDUSTRIAL - POA 4
Prepared by Timmons Group, Printed 11/10/2023
HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 2HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event
Name
Storm Type Curve Mode Duration
(hours)
B/B Depth
(inches)
AMC
1 1YR Type II 24-hr Default 24.00 1 3.04 2
SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 3HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(sq-ft)
CN Description
(subcatchment-numbers)
2,093,058 98 Impervious (4P, 5P, 6P, 7P)
593,287 61 Managed Turf, Good (4P, 5P, 6P, 7P)
2,000,711 61 Open Space, Good (4E)
1,458,824 55 Woods, Good (4E, 5P, 6P, 7P)
6,145,880 72 TOTAL AREA
SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 4HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A
(sq-ft)
HSG-B
(sq-ft)
HSG-C
(sq-ft)
HSG-D
(sq-ft)
Other
(sq-ft)
Total
(sq-ft)
Ground
Cover
Subcatchment
Numbers
0 0 0 0 2,093,058 2,093,058 Impervious
0 0 0 0 593,287 593,287 Managed Turf, Good
0 0 0 0 2,000,711 2,000,711 Open Space, Good
0 0 0 0 1,458,824 1,458,824 Woods, Good
0 0 0 0 6,145,880 6,145,880 TOTAL AREA
SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 5HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pipe Listing (all nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft)
n Width
(inches)
Diam/Height
(inches)
Inside-Fill
(inches)
1 BMP 4 56.00 54.00 100.0 0.0200 0.011 0.0 24.0 0.0
2 BMP 5 56.00 54.00 100.0 0.0200 0.011 0.0 24.0 0.0
3 BMP 6 56.00 54.00 100.0 0.0200 0.011 0.0 24.0 0.0
4 BMP 7 56.00 54.00 100.0 0.0200 0.011 0.0 24.0 0.0
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 6HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Time span=5.00-20.00 hrs, dt=0.05 hrs, 301 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=72.480 ac 0.00% Impervious Runoff Depth>0.26"Subcatchment 4E: DA4-EX
Tc=31.3 min CN=59 Runoff=9.82 cfs 68,804 cf
Runoff Area=17.320 ac 69.98% Impervious Runoff Depth>1.65"Subcatchment 4P: DA4-PR
Tc=5.0 min CN=87 Runoff=54.65 cfs 103,434 cf
Runoff Area=19.360 ac 70.14% Impervious Runoff Depth>1.57"Subcatchment 5P: DA2-PR
Tc=5.0 min CN=86 Runoff=58.67 cfs 110,358 cf
Runoff Area=10.700 ac 70.00% Impervious Runoff Depth>1.65"Subcatchment 6P: DA6-PR
Tc=5.0 min CN=87 Runoff=33.76 cfs 63,900 cf
Runoff Area=21.230 ac 70.00% Impervious Runoff Depth>1.57"Subcatchment 7P: DA7-PR
Tc=5.0 min CN=86 Runoff=64.34 cfs 121,018 cf
Peak Elev=58.00' Storage=67,265 cf Inflow=54.65 cfs 103,434 cfPond BMP 4: Wetpond #4
Outflow=2.17 cfs 51,237 cf
Peak Elev=57.84' Storage=73,010 cf Inflow=58.67 cfs 110,358 cfPond BMP 5: Wetpond #5
Outflow=2.06 cfs 51,925 cf
Peak Elev=57.97' Storage=38,112 cf Inflow=33.76 cfs 63,900 cfPond BMP 6: Wetpond #6
Outflow=2.15 cfs 35,558 cf
Peak Elev=57.84' Storage=81,481 cf Inflow=64.34 cfs 121,018 cfPond BMP 7: Wetpond #7
Outflow=2.06 cfs 53,146 cf
Inflow=8.35 cfs 191,866 cfLink DA3: POA 3
Primary=8.35 cfs 191,866 cf
Total Runoff Area = 6,145,880 sf Runoff Volume = 467,513 cf Average Runoff Depth = 0.91"
65.94% Pervious = 4,052,822 sf 34.06% Impervious = 2,093,058 sf
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 7HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 4E: DA4-EX
Runoff =9.82 cfs @ 12.38 hrs, Volume=68,804 cf, Depth> 0.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*26.550 55 Woods, Good
*45.930 61 Open Space, Good
72.480 59 Weighted Average
72.480 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
31.3 Direct Entry,
Subcatchment 4E: DA4-EX
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
10
9
8
7
6
5
4
3
2
1
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=72.480 ac
Runoff Volume=68,804 cf
Runoff Depth>0.26"
Tc=31.3 min
CN=59
9.82 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 8HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 4P: DA4-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff =54.65 cfs @ 11.96 hrs, Volume=103,434 cf, Depth> 1.65"
Routed to Pond BMP 4 : Wetpond #4
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*5.200 61 Managed Turf, Good
*12.120 98 Impervious
17.320 87 Weighted Average
5.200 30.02% Pervious Area
12.120 69.98% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
5.0 Direct Entry,
Subcatchment 4P: DA4-PR
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=17.320 ac
Runoff Volume=103,434 cf
Runoff Depth>1.65"
Tc=5.0 min
CN=87
54.65 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 9HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 5P: DA2-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff =58.67 cfs @ 11.96 hrs, Volume=110,358 cf, Depth> 1.57"
Routed to Pond BMP 5 : Wetpond #5
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*3.930 61 Managed Turf, Good
*13.580 98 Impervious
1.850 55 Woods, Good
19.360 86 Weighted Average
5.780 29.86% Pervious Area
13.580 70.14% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
5.0 Direct Entry,
Subcatchment 5P: DA2-PR
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=19.360 ac
Runoff Volume=110,358 cf
Runoff Depth>1.57"
Tc=5.0 min
CN=86
58.67 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 10HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 6P: DA6-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff =33.76 cfs @ 11.96 hrs, Volume=63,900 cf, Depth> 1.65"
Routed to Pond BMP 6 : Wetpond #6
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*2.560 61 Managed Turf, Good
*7.490 98 Impervious
0.650 55 Woods, Good
10.700 87 Weighted Average
3.210 30.00% Pervious Area
7.490 70.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
5.0 Direct Entry,
Subcatchment 6P: DA6-PR
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=10.700 ac
Runoff Volume=63,900 cf
Runoff Depth>1.65"
Tc=5.0 min
CN=87
33.76 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 11HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Subcatchment 7P: DA7-PR
[49] Hint: Tc<2dt may require smaller dt
Runoff =64.34 cfs @ 11.96 hrs, Volume=121,018 cf, Depth> 1.57"
Routed to Pond BMP 7 : Wetpond #7
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1YR Rainfall=3.04"
Area (ac) CN Description
*1.930 61 Managed Turf, Good
*14.860 98 Impervious
4.440 55 Woods, Good
21.230 86 Weighted Average
6.370 30.00% Pervious Area
14.860 70.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet)(ft/ft) (ft/sec)(cfs)
5.0 Direct Entry,
Subcatchment 7P: DA7-PR
Runoff
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Type II 24-hr
1YR Rainfall=3.04"
Runoff Area=21.230 ac
Runoff Volume=121,018 cf
Runoff Depth>1.57"
Tc=5.0 min
CN=86
64.34 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 12HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Pond BMP 4: Wetpond #4
[42] Hint: Gap in defined storage above volume #1 at 56.00'
[85] Warning: Oscillations may require smaller dt or Finer Routing (severity=3)
Inflow Area =754,459 sf, 69.98% Impervious, Inflow Depth > 1.65" for 1YR event
Inflow =54.65 cfs @ 11.96 hrs, Volume=103,434 cf
Outflow =2.17 cfs @ 13.50 hrs, Volume=51,237 cf, Atten= 96%, Lag= 92.3 min
Primary =2.17 cfs @ 13.50 hrs, Volume=51,237 cf
Routed to Link DA3 : POA 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 58.00' @ 13.50 hrs Surf.Area= 29,170 sf Storage= 67,265 cf
Plug-Flow detention time= 236.9 min calculated for 51,237 cf (50% of inflow)
Center-of-Mass det. time= 158.0 min ( 935.7 - 777.6 )
Volume Invert Avail.Storage Storage Description
#1 51.00'52,228 cf BELOW PERMANENT POOL (Prismatic) Listed below (Recalc)
#2 57.00'31,006 cf ABOVE PERMANENT POOL (Prismatic) Listed below (Recalc)
83,234 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
51.00 7,219 0 0
52.00 7,898 7,559 7,559
53.00 10,164 9,031 16,590
54.00 11,275 10,720 27,309
55.00 12,445 11,860 39,169
56.00 13,673 13,059 52,228
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
57.00 14,572 0 0
58.00 15,497 15,035 15,035
59.00 16,446 15,972 31,006
Device Routing Invert Outlet Devices
#1 Primary 56.00'24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 56.00' / 54.00' S= 0.0200 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 56.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 58.25'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=2.17 cfs @ 13.50 hrs HW=58.00' (Free Discharge)
1=Culvert (Passes 2.17 cfs of 15.13 cfs potential flow)
2=Orifice/Grate (Orifice Controls 2.17 cfs @ 6.22 fps)
3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs)
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 13HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pond BMP 4: Wetpond #4
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=754,459 sf
Peak Elev=58.00'
Storage=67,265 cf
54.65 cfs
2.17 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 14HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Pond BMP 5: Wetpond #5
[42] Hint: Gap in defined storage above volume #1 at 56.00'
Inflow Area =843,322 sf, 70.14% Impervious, Inflow Depth > 1.57" for 1YR event
Inflow =58.67 cfs @ 11.96 hrs, Volume=110,358 cf
Outflow =2.06 cfs @ 13.79 hrs, Volume=51,925 cf, Atten= 96%, Lag= 109.9 min
Primary =2.06 cfs @ 13.79 hrs, Volume=51,925 cf
Routed to Link DA3 : POA 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 57.84' @ 13.79 hrs Surf.Area= 33,498 sf Storage= 73,010 cf
Plug-Flow detention time= 250.0 min calculated for 51,925 cf (47% of inflow)
Center-of-Mass det. time= 169.6 min ( 950.2 - 780.6 )
Volume Invert Avail.Storage Storage Description
#1 51.00'58,444 cf BELOW PERMANENT POOL (Prismatic) Listed below (Recalc)
#2 57.00'36,103 cf ABOVE PERMANENT POOL (Prismatic) Listed below (Recalc)
94,546 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
51.00 7,738 0 0
52.00 8,678 8,208 8,208
53.00 11,279 9,979 18,187
54.00 12,669 11,974 30,161
55.00 14,125 13,397 43,558
56.00 15,647 14,886 58,444
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
57.00 16,833 0 0
58.00 18,045 17,439 17,439
59.00 19,282 18,664 36,103
Device Routing Invert Outlet Devices
#1 Primary 56.00'24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 56.00' / 54.00' S= 0.0200 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 56.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 58.00'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=2.06 cfs @ 13.79 hrs HW=57.84' (Free Discharge)
1=Culvert (Passes 2.06 cfs of 13.96 cfs potential flow)
2=Orifice/Grate (Orifice Controls 2.06 cfs @ 5.91 fps)
3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs)
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 15HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pond BMP 5: Wetpond #5
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=843,322 sf
Peak Elev=57.84'
Storage=73,010 cf
58.67 cfs
2.06 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 16HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Pond BMP 6: Wetpond #6
[42] Hint: Gap in defined storage above volume #1 at 56.00'
[85] Warning: Oscillations may require smaller dt or Finer Routing (severity=35)
Inflow Area =466,092 sf, 70.00% Impervious, Inflow Depth > 1.65" for 1YR event
Inflow =33.76 cfs @ 11.96 hrs, Volume=63,900 cf
Outflow =2.15 cfs @ 12.70 hrs, Volume=35,558 cf, Atten= 94%, Lag= 44.8 min
Primary =2.15 cfs @ 12.70 hrs, Volume=35,558 cf
Routed to Link DA3 : POA 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 57.97' @ 12.70 hrs Surf.Area= 19,117 sf Storage= 38,112 cf
Plug-Flow detention time= 183.2 min calculated for 35,558 cf (56% of inflow)
Center-of-Mass det. time= 107.0 min ( 884.7 - 777.6 )
Volume Invert Avail.Storage Storage Description
#1 51.00'28,322 cf BELOW PERMANENT POOL (Prismatic) Listed below (Recalc)
#2 57.00'21,269 cf ABOVE PERMANENT POOL (Prismatic) Listed below (Recalc)
49,591 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
51.00 2,967 0 0
52.00 3,705 3,336 3,336
53.00 5,234 4,470 7,806
54.00 6,271 5,753 13,558
55.00 7,368 6,820 20,378
56.00 8,520 7,944 28,322
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
57.00 9,562 0 0
58.00 10,628 10,095 10,095
59.00 11,720 11,174 21,269
Device Routing Invert Outlet Devices
#1 Primary 56.00'24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 56.00' / 54.00' S= 0.0200 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 56.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 58.00'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=2.15 cfs @ 12.70 hrs HW=57.97' (Free Discharge)
1=Culvert (Passes 2.15 cfs of 14.97 cfs potential flow)
2=Orifice/Grate (Orifice Controls 2.15 cfs @ 6.16 fps)
3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs)
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 17HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pond BMP 6: Wetpond #6
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
36
34
32
30
28
26
24
22
20
18
16
14
12
10
8
6
4
2
0
Inflow Area=466,092 sf
Peak Elev=57.97'
Storage=38,112 cf
33.76 cfs
2.15 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 18HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Pond BMP 7: Wetpond #7
[42] Hint: Gap in defined storage above volume #1 at 56.00'
Inflow Area =924,779 sf, 70.00% Impervious, Inflow Depth > 1.57" for 1YR event
Inflow =64.34 cfs @ 11.96 hrs, Volume=121,018 cf
Outflow =2.06 cfs @ 13.98 hrs, Volume=53,146 cf, Atten= 97%, Lag= 121.6 min
Primary =2.06 cfs @ 13.98 hrs, Volume=53,146 cf
Routed to Link DA3 : POA 3
Routing by Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 57.84' @ 13.98 hrs Surf.Area= 36,378 sf Storage= 81,481 cf
Plug-Flow detention time= 254.7 min calculated for 52,970 cf (44% of inflow)
Center-of-Mass det. time= 173.6 min ( 954.2 - 780.6 )
Volume Invert Avail.Storage Storage Description
#1 51.00'65,681 cf BELOW PERMANENT POOL (Prismatic) Listed below (Recalc)
#2 57.00'39,107 cf ABOVE PERMANENT POOL (Prismatic) Listed below (Recalc)
104,788 cf Total Available Storage
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
51.00 9,077 0 0
52.00 9,928 9,503 9,503
53.00 12,890 11,409 20,912
54.00 14,213 13,552 34,463
55.00 15,594 14,904 49,367
56.00 17,034 16,314 65,681
Elevation Surf.Area Inc.Store Cum.Store
(feet)(sq-ft)(cubic-feet)(cubic-feet)
57.00 18,278 0 0
58.00 19,547 18,913 18,913
59.00 20,842 20,195 39,107
Device Routing Invert Outlet Devices
#1 Primary 56.00'24.0" Round Culvert
L= 100.0' CMP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 56.00' / 54.00' S= 0.0200 '/' Cc= 0.900
n= 0.011 Concrete pipe, straight & clean, Flow Area= 3.14 sf
#2 Device 1 56.00'8.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#3 Device 1 58.00'2.0' long Sharp-Crested Vee/Trap Weir Cv= 2.62 (C= 3.28)
Primary OutFlow Max=2.06 cfs @ 13.98 hrs HW=57.84' (Free Discharge)
1=Culvert (Passes 2.06 cfs of 13.96 cfs potential flow)
2=Orifice/Grate (Orifice Controls 2.06 cfs @ 5.91 fps)
3=Sharp-Crested Vee/Trap Weir ( Controls 0.00 cfs)
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 19HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Pond BMP 7: Wetpond #7
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
70
65
60
55
50
45
40
35
30
25
20
15
10
5
0
Inflow Area=924,779 sf
Peak Elev=57.84'
Storage=81,481 cf
64.34 cfs
2.06 cfs
Type II 24-hr 1YR Rainfall=3.04"SOUTH CARTER INDUSTRIAL - POA 4
Printed 11/10/2023Prepared by Timmons Group
Page 20HydroCAD® 10.10-7a s/n 06538 © 2021 HydroCAD Software Solutions LLC
Summary for Link DA3: POA 3
Inflow Area =2,988,652 sf, 70.03% Impervious, Inflow Depth > 0.77" for 1YR event
Inflow =8.35 cfs @ 13.41 hrs, Volume=191,866 cf
Primary =8.35 cfs @ 13.41 hrs, Volume=191,866 cf, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Link DA3: POA 3
Inflow
Primary
Hydrograph
Time (hours)
201918171615141312111098765
Flow
(cfs)
9
8
7
6
5
4
3
2
1
0
Inflow Area=2,988,652 sf
8.35 cfs
8.35 cfs