SW8091204_Current Permit_20191008

Burd, Tina 1
From: Burd, Tina J
Sent: Tuesday, October 8, 2019 9:26 AM
To: [e-mail]; [e-mail];
[e-mail]
Subject: SW8 091204 - Northwest WTP
Attachments: SW8 091204 Northwest WTP.pdf
The Wilmington Regional Office of the Division of Energy, Mineral and Land Resources (Stormwater Section) completed
their review of the Express Stormwater Permit Application for the subject project. Attached is the cover letter and
permit issued on October 7, 2019 that will be mailed separately, along with any other supporting documents.
Please direct any questions to your reviewer.
DO NOT RESPOND TC Tf 'IS EMAlLs
Best Regards,
Tina Burd
Administrative Associate II
Wilmington Regional Office
Division of Environmental Assistance & Customer Service
Phone [phone]
NCDEQ
Wilmington Regional Office
127 Cardinal Drive Ext.
Wilmington, NC 28405
f
rr.�i' ca�respar�de+�ce to and h-om this adclresr, rs subject to ffie
.Vorth Caro?i,)Q Pvbl+c Records Law and may be disclo,->F.► to third par;res.

ROY COOPER
Governor
MICHAEL S. REGAN
secretary
S. DANIEL SMITH
Director
October 7, 2019
NORTH CAROLINA
EnY&wunenWQuality
Brunswick County
Attn: John Nichols, Utilities Director (email. iohn.nicholsCa)brunswickcoun, ncacLo 7)
PO Box 249
Bolivia, NC 28422
Subject: Approved Minor Modification
Stormwater Permit No. SW8 091204
Northwest WTP
Brunswick County
Dear Mr. Nichols:
Effective August 1, 2013 the State Stormwater program has been transferred from the Division of Water
Quality (DWQ) to the Division of Energy, Mineral and Land Resources (DEMLR). All previous references
to DWQ will remain in older stormwater permits issued prior to August 1, 2013 until they are modified.
Please note that this permit will now reference DEMLR as the Division responsible for issuance of the
permit.
On September20, 2019, the Wilmington Regional Office of the Division of Energy, Mineral and Land
Resources received and accepted a complete minor modification Express permit application for
changes to the approved plans for Stormwater Management Permit Number SW8 091204. It has
been determined that the nature of the proposed change meets the definition of a minor
modification in that it does not result in an increase in the size of the permitted stormwater control
measure (SCM) and does not increase the amount of permitted built -upon area. As described in
detail on Attachment C. the modification is to add 96,808 sf of BUA to the site, while reducing the
future BUA allocation to 103,192 sf, for no net increase in BUA.
We are forwarding you an approved copy of the modified plans for your files depicting the
proposed locations of the additional built -upon area. Please replace the old approved plan sheet(s)
with the new one(s). Please replace the previously issued permit with the revised permit, dated
October 7, 2019, attached, and replace Page 3 of the previous application form with the attached
revised Page 3. This revised permit does not impose new or different terms; it merely reorganizes
and restates some of the previous terms to provide you with a better understanding of your
obligations under the permit.
Please be aware that all terms and conditions of the low density permit originally issued on
December 29, 2009, and modified/revised on November 9, 2011, and again on April 27, 2015,
remain in full force and effect. Please also understand that the approval of this minor modification
to the subject State Stormwater Permit is done on a case -by -case basis. Any other changes to this
project must be approved through this Office prior to construction. The approval of this minor
modification does not preclude the permittee from complying with all other applicable statutes,
rules, regulations or ordinances which may have jurisdiction over the proposed activity, and
obtaining a permit or approval prior to construction.
;Q North Carolina Department of Environmental Quality I Division of Energy, Nneral and land Resources
MEWIrlington Regional Office 1 127 Cardinal Drive Extension I Wilmington, North Carolina 28405
rani cnnoLM

State Stormwater Permit No. S W8 091204
Page 2 of 2
If you have any questions concerning this matter, please do not hesitate to call any of the
Stormwater Staff in the Wilmington Regional Office at [phone].
Sincerely,
Z
Linda Lewis, E.I.
Environmental Engineer
Enclosures: Attachment A -Certification Documents
Attachment C - Permitting History
Permit and Application Documents
GDS\arl: G:\\\Stormwater\Permits & Projects\2009\091204 LD\2019 10 permit minor 091204
cc: Michael Pollard, PE, CDM Smith (email: uo1lardma0cdmsmith.com)
Brunswick County Engineering
NCDOT District Engineer
Wilmington Regional Office Stormwater File

State Stormwater Management
Permit Number SW8 091204
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
LOW DENSITY DEVELOPMENT
In accordance with the provisions of Article 21 of Chapter 143, General Statutes of North
Carolina as amended, and other applicable Laws, Rules and Regulations
PERMISSION IS HEREBY GRANTED TO
Brunswick County
Northwest Water Treatment Plant
3954 Clearwell Drive, Leland, Brunswick County
FOR THE
construction, operation and maintenance of a 24% low density project in compliance with the
provisions of Session Law 2008-211 and Title 15A NCAC 2H .1000 (hereafter collectively and
separately referred to as the "stormwater rules') and the approved stormwater management plans
and specifications, and other supporting data as attached and on file with and approved by the
Division and considered a part of this permit.
The Permit shall be effective from the date of issuance until rescinded and shall be subject to the
following specific conditions and limitations:
I. DESIGN STANDARDS
The overall tract built -upon area percentage for the project must be maintained at or below
24% per the requirements of the stormwater rules. This permit covers the construction of a
total of 267,644 square feet of built -upon area (BUA), which includes 96,808 sf for this
modification, 67,644 sf feet of previously permitted BUA, and 103,192 square feet of
remaining future BUA allocation. The result of this permit modification is that the built -upon
area allocation for future development is now 103,192 sf.
2. The project area for this permit has been reduced to 8,482,100 sf to account for the pre-
1988 BUA of 147,126 sf that exists on the property, as per NCAC 02H.1003(1)(b).
3. The only runoff conveyance systems allowed will be vegetated conveyances such as swales
with minimum side slopes of 3:1 (H:V) as defined in the stormwater rules and approved by
the Division.
4. No piping shall be allowed except those minimum amounts necessary to direct runoff
beneath an impervious surface such as a road or under driveways to provide access and
those amounts shown on the approved plans.
5. The project shall provide and maintain a minimum 50-foot wide vegetative buffer adjacent all
surface waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of each side of streams and rivers and the mean high
water line of tidal waters. All runoff directed into and through the vegetative buffer must flow
through the buffer in a diffuse manner. Roof drains must terminate at the outer edge of the
buffer.
6. Stormwater runoff that is directed to flow through any wetlands shall flow into and through
these wetlands at a non -erosive velocity.
Page 1 of 4

State Stormwater Management Systems
Permit No. SW8 091204
II. SCHEDULE OF COMPLIANCE
The permittee shall construct, operate and maintain the approved stormwater control
measures and built -upon areas in accordance with the conditions of this permit, the
approved plans and specifications and the supporting documentation attached to and on file
with the Division.
2. No person shall alter the approved stormwater management system or fill in, alter, or pipe
any drainage feature (such as swales) shown on the approved plans as part of the
stormwater management system, except for minimum driveway crossings, unless and until
the permittee submits a modification to the permit and receives approval from the Division.
3. The permittee is responsible for verifying that the proposed built -upon area for the project
does not exceed the maximum allowed by this permit.
4. Swales, vegetated areas and other vegetated conveyances shall be constructed in their
entirety, vegetated, and operational for their intended use prior to the construction of any
built -upon surface, per the approved plans.
5. During construction, erosion shall be kept to a minimum and any eroded areas of the swales
or other vegetated conveyances will be repaired immediately.
6. The permittee shall at all times provide and perform the operation and maintenance
necessary as listed in the signed Operation and Maintenance Agreement, such that the
permitted stormwater management system functions at its optimum efficiency.
7. Built upon area includes, but is not limited to, structures, asphalt, concrete, gravel, brick,
stone, slate, coquina, driveways, and parking areas, but does not include raised, open wood
decking, or the water surface of swimming pools.
8. The permittee shall submit to the Director and shall have received approval for revised
plans, specifications, and calculations prior to construction, for any modification to the
approved plans, including, but not limited to, those listed below:
a. Any revision to the approved plans, regardless of size.
b. Redesign or addition to the approved amount of built -upon area.
c. Further subdivision, acquisition or sale of the project area in whole or in part, as
reported on the permit application documents.
d. Filling in, piping, altering, removing, redirecting, regrading or resizing any vegetative
conveyance shown on the approved plan.
e. The development of any future area or additional phase(s) noted on the approved
plans.
f. The construction of any areas of #57 stone, permeable pavement, or certain landscape
materials for BUA credit.
g. Any other revision as determined by the Director.
9. The permittee must certify in writing that the projects stormwater controls, and impervious
surfaces have been constructed within substantial intent of the approved plans and
specifications. Any deviation from the approved plans must be noted on the Certification.
The permittee shall submit the Certification to the Division within 30 days of completion of
the project.
10. The permittee shall submit all information requested by the Director or his representative
within the time frames specified in this permit or in a written information request.
11. The Director may notify the permittee when the permitted site does not meet one or more of
the minimum requirements of the permit. Within the time frame specified in the notice, the
permittee shall submit a written time schedule to the Director for modifying the site to meet
minimum requirements. The permittee shall provide copies of revised plans and certification
in writing to the Director that the changes have been made.
Page 2 of 4

State Stormwater Management Systems
Permit No. SW8 091204
III. GENERAL CONDITIONS
This permit is not transferable to any person or entity except after notice to and approval by
the Director. A request to transfer the permit will be considered on its merits and may or may
not be approved. The permittee shall complete, sign and submit a Permit Transfer
Application Form, available online. The Transfer Application Form must be accompanied by
the supporting documentation as listed on the form and must be submitted to the
appropriate Regional Office of the Division at least 60 days prior to any one or more of the
following events:
a. The sale or conveyance of the project area in whole or in part;
b. The dissolution of the corporate entity, LLC, or General Partnership;
c. Bankruptcy and/or foreclosure proceedings;
2. The permittee shall submit a completed "Permit Information Update Form" to the Division at
least 30 days prior to any one of the following events:
a. A name change of the permittee;
b. A name change of the project;
c. A mailing address change of the permittee.
3. The Permittee is responsible for compliance with all the terms and conditions of this permit
until such time as the Division approves the permit transfer in writing. Neither the sale of the
project area, in whole or in part, nor the conveyance of common area to a third party
constitutes an approved transfer of the stormwater permit.
4. Any "person" found to be in noncompliance with the provisions of a stormwater management
permit or the requirements of the stormwater rules is subject to enforcement procedures as
set forth in North Carolina General Statute 143 Article 21.
5. The permit issued shall continue in force and effect until the permittee receives official
notification from the Division of Energy, Mineral and Land Resources that the permit has
been revoked or terminated.
6. The permit issued shall continue in force and effect until the permittee files a request with
the Division for a permit modification, transfer, or rescission; however, these actions do not
stay any permit conditions.
7. The issuance of this permit does not prohibit the Director from reopening and modifying the
permit, revoking and reissuing the permit, or terminating the permit for cause as allowed by
the laws, rules, and regulations contained in Title 15A of the North Carolina Administrative
Code, Subchapter 2H.1000; and North Carolina General Statute 143-215.1 et. al.
8. The issuance of this permit does not preclude the Permittee from complying with and
obtaining any and all other permits or approvals that are required in order for this
development to take place, as required by any statutes, rules, regulations, or ordinances,
which may be imposed by any other Local, State or Federal government agency having
jurisdiction. Any activities undertaken at this site that cause a water quality violation or
undertaken prior to receipt of the necessary permits or approvals to do so are considered
violations of NCGS 143-215.1, and subject to enforcement procedures pursuant to NCGS
143-215.6.
9. Approved plans, application, supplements, operation & maintenance agreements and
specifications for projects covered by this permit are incorporated by reference and are
enforceable parts of the permit. A copy of this permit, application, supplements, the
operation and maintenance agreements, and the approved plans and specifications shall be
maintained on file by the Permittee at all times.
10. The Permittee grants permission to DEQ Staff to enter the property during normal business
hours for the purposes of inspecting the stormwater control system and its components.
Page 3of4

State Stormwater Management Systems
Permit No. SW8 091204
11. Unless specified elsewhere, permanent seeding requirements for the swales must follow the
guidelines established in the North Carolina Erosion and Sediment Control Planning and
Design Manual.
Permit updated, modified and reissued this the 7th day of October 2019.
NORT CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
-- — ------ ----------- -------------
d�r S. Daniel S h, Director
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Page 4of4

State Stormwater Management
Permit Number SW8 091204
ATTACHMENT A
AS -BUILT PERMITTEE CERTIFICATION
I hereby state that I am the current permittee for the project named above, and I certify by my signature
below, that the project meets the below listed Final Submittal Requirements found in NCAC 02H.1042(4) and
the terms, conditions and provisions listed in the permit documents, plans and specifications on file with or
provided to the Division.
H
Check here if this is a partial certification. Section/phase/SCM #?
Check here if this is part of a Fast Track As -built Package Submittal.
Printed Name
I,
County of
Signature
a Notary Public in the State of
do hereby certify that
personally appeared before me this day of , 20
and acknowledge the due execution of this as -built certification. (SEAL)
Witness my hand and official seal
My commission expires
F_ — -
Permittee's Certification NCAC .1042(4)
A. BEE" E.STRICTIONS / BUA RECORDS
CMV[Cu+d
Pm%i&
Y or N
NIA -
J
1. The utility has recorded the necessary language to ensure that the
pro ect is maintained consistent with the stormwater regulations and
with the permit conditions.
B. MAPfUNANCE ACCESS
1
_
1. The site is accessible for inspection, maintenance and repair.
Y or N
2. The access is a minimum of 10 feet wide.
Y or N
3. The access extends to the nearest public right-of-way.
Y or N
C. EAS-EMENTS —_ ----
, -
1. The SCMs and the components of the runoff collection / conveyance
system are located in recorded drainage easements as necessary.
Y or N
2. A copy of the recorded plat(s) is provided.
Y or N
_
D. OPERATION AND MAINTENANCE AGREE-MUNT
; Y or N
1. The site is being operated and maintained in accordance with the
approved plan.
Y or N
Provide an explanation for every requirement that was not met, and for every "N/A" below. Attach
additional sheets as needed.
Page 1 of 1

State Stormwater Management
Permit Number SW8 091204
ATTACHMENT C — PERMIT HISTORY
See Excel file
Page 1 of 1

Received I Fee Paid I Permit Number
9-W-20" co
I V r__ ,. STORNWATER PERK i?TTI14O ORIV! 7:
Standard Permitting Program — No Fee for Minor Modification
BY: Express Permitting Program — See Express Fee Schedule
Only complete applications packages will be accepted and reviewed. This form and the required items (with
original signatures) must be sent to the appropriate DEMLR Regional Office, which can be determined by locating
the project on the interactive online map at: http://deg.nc.gov/contact/regional-offices.
This form is to only to be used by the current permittee to notify the Division of a minor
modification. Pursuant to Rule 15A NCA C 02H .1002 a minor modification is a change to the project that:
1) does not increase the net built -upon area; and(or
2) does not change the size or design of the SCM(s).
A. GENERAL iNFORiWATIOt
1. State Stormwater Permit Number: SW8 091204
2. Current Permit Holder's Company Name/Organization: Brunswick County
3. Signing Official's Name: John Nichols
4. Signing Official's Title: Utilities Director
5. Mailing Address: PO Box 249
City: Bolivia State: NC ZIP: 28422
6. Street Address (if different): 3954 Clearwell Drive, NE
City: Leland State: NC ZIP: 28451
7. Phone: [phone] Email: iohn.nichols brunswickcoun nc_ ov
8. Describe the minor modifications that you are requesting, including any revised BUA allocations (attach
additional pages or supporting tables similar to Section IV.10 of the original application, if needed):
The existing April 2015 permit (SW8 091204) categorizes the Northwest WTP as a 24% low -density
development. The maximum permitted BUA is 267,644 square feet (sf). The existing BUA is 67,644 sf. The
proposed upgrades at the NWTP will increase the impervious area by 96,808 sf, bringing the total BUA at
the site to 164,452 sf, which is beneath the maximum. leaving 103,192 sf of future BUA As a low -density
development, the only new runoff conveyance systems allowed are vegetated swales with minimum 3:1 side
slopes. Per the existing Stormwater Permit for the NWTP minimal piping is allowed to direct stormwater
runoff to these swales. The design of the stormwater management system follows the design requirements
for low -density proiects as outlined in 15A NCAC 02H .1003(2). The existing 36-inch RCP drainage system
within the northern driveway, which discharges to Hood Creek will remain unchanged except for
adjustments to catch basins and manholes required for the reconfiguration of the northern driveway area
S. SUBINW7 W REQ 1iREMENTS
Please mark "Y" to confirm the items are included with this form. Please mark W if previously provided. If not
applicable or not available, please mark N/A.:
Y 1. Two hard copies (with original signatures) and one electronic copy of this completed form.
Y 2. Two hard copies and one electronic copy of the revised plan sheets (must be a revision of the
originally approved plan sheets).
N/A 3. If there is reallocation of lot BUA, a copy of the revised recorded deed restrictions and protective
covenants OR the proposed recorded deed restrictions and protective covenants documenting
the changes and a signed agreement to provide the final recorded document.
Y 4. If applicable, the appropriate Express review fee.
Storm,,e ater Permit Form 7: Minor Modification Page 1 of 2 Juiy 14, 2017

C. CONTACT INFORMATION
1. The Design Professional who is authorized to provide information on the Applicant's behalf:
Design Professional's Name:Michael Pollard, P.E.
Consulting Firm: CDM Smith
Mailing Address:5400 Glenwood Avenue, Suite 400
City: Raleigh State: NC Zip: 27612
Phone: [phone] Fax: [phone]
Email: nollardmat-cdmsmith.com
2. [OPTIONAL] If you would like to designate another person to answer questions about the project:
Name & Title: Kellv Boone. P.E.
Organization: CDM Smith
Mailing Address:5400 Glenwood Avenue, Suite 400
City: Raleigh State: NC Zip: 27612
Phone: [phone] Fax: [phone]
Email: boonekrO-)cdmsmith.com
D. CERTIFICATION OF PERMITTEE
I, W10611 t4+ C N0( 5 , the current permittee, certify that I have authorized the minor modifications listed
in Section A and shown in the attached revised plan sheets. I further attest that this information is accurate and
complete to the best of my knowledge.
Signature:
t
I. , a Notary Public for the State of ,
County of , do hereby certify that
personally appeared before me this the 11 f''- day of ,R u9lt._...L.� , 20_A, and
acknowledge the due execution of the forgoing instrument. Witness m hand and official seal,
%%% i f"
My COl mm• gplres
My corfifi IQQQOUD4 hires It - IS - 2d 19
Stormwater Permit Form 7: Minor Modification Page 2 of 2 Oct 6, 2017

USE ONLY
Number
Applicable Rfiles: ❑ Coastal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Co traction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ Mgmt Plan:
State of North Carolina
Department of Environment and Natural Resources
Division of Energy, Mineral and Land Resources
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Northwest Water Treatment Plant Phase 2 Improvements
2. Location of Project (street address):
3954 Clearwell Drive
City:Leland County:Brunswick ZiP: 28451
3. Directions to project (from nearest major intersection):
From Wilmindon: West on Hwy 74 Take right on Mt Misery Road; continue 6 miles; then left on Butler
Road for 0.3 miles: slight left on Clearwell Drive
4. Latitude:340 18' 10.335" N Longitude:78* 06' 23.484" W of the main entrance to the project.
HT. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modificationt
tRenewals with modifications also requires SWLI 102 - Renewal Application Form
b.If this application is being submitted as the result of a modification to an existing permit, list the existing
permit numberSW8 091204 , its issue date (if known)11/9/11 . and the status of
construction: ❑Not Started []Partially Completed* N Completed* *provide a designer's certification
2. Specify the type of project (check one):
®Low Density []High Density ❑Drains to an Of -site Stormwater System ❑Other
3. If this application is being submitted as the result of a previously returned application or a letter from
DEMLR requesting a state stormwater management permit application, list the stormwater project number,
if assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on requirerkurwueR'4�s
obtained by contacting the Customer Service Center at 1-877-623-6748): ❑CAMA MajorNSedimentation/Erosion Control: 4.1 ac ofi 2015 �-
NPDES Industrial Stormwater -
❑ ❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/—P—en-m-rNrunber,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport? NNo ❑Yes
If yes, see S.L. 2012-200, Part VI: htW://portal.ncdenr.org/web/lr/rules-and-regulations
Form SWU-101 Version Oct. 31, 2013 Page 1 of 6

III.. CONTACT INFORMATION
1. a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Organization:Brunswick County
Signing Official & Title:Ann Hardy, County Manager
b. Contact information for person listed in item la above:
Street Address:30 Government Center Drive
City:Bolivia State•NC Zip:28422
Mailing Address (if applicable):PO Box 249
City:Bolivia StateNC Zip:28422
Phone: (910 ) 253-2016 Fax: (910 ) 253-2022
Email:ann.hardy@brunswickcountync goy
c. Please check the appropriate box. The applicant listed above is:
® The property owner (Skip to Contact Information, item 3a)
❑ Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
❑ Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
❑ Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization:
Signing Official &
b. Contact information for person listed in item 2a above:
Street Address:
City: State: Zip:
Mailing Address (if applicable):
City: State: Zip:
Phone: ( ) Fax:
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project.
Other Contact Person/Organization:
Signing Official &
b. Contact information for person listed in item 3a above:
Mailing
City:_
Phone:
Email:
State:
Fax: L
4. Local jurisdiction for building permits: Brunswick County
Point of Contact:Brunswick County_ Planning Dept Phone #: (910 ) 253-2025
Form SWU-101 Version Oct. 31, 2013 Page 2 of 6

IV. PROJECT INFORMATION
1. In the space provided below, briefly summarize how the stormwater runoff will be treated. r- V `
1
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved:
❑ Approval of a Site Specific Development Plan or PUD Approval Date:
❑ Valid Building Permit Issued Date:
❑ Other: Date:
b. If claiming vested rights, identify the regulation(s) the project has been designed in accordance with:
❑ Coastal SW -1995 ❑ Ph Il - Post Construction
3. Stormwater runoff from this project drains to the
4. Total Property Area: acres
River basin.
5. Total Coastal Wetlands Area: acres
6. Total Surface Water Area: acres
Total Property Area (4) - Total Coastal Wetlands Area (5) - Total Surface Water Area (6) = Total Project
Area+: acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal Hi h Water (Nri M line or Mean High Water
(MH[M line, and coastal wetlands landward from the NHW (or = line. The resultant project area is used to
calculate overall percent built upon area (BLIA). Non -coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =
9. How many drainage areas does the project have? (For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below. ZoVI H GP 6ve-r2t (
Basin unformAtion
Dralna , e Area 1a
Drrai Area 1b
Dr"ge Area
I rAuiage Area,
Receiving Stream Name
Hood Creek
Hood Creek
Stream Class *
C; Sw
C; Sw
Stream Index Number *
18-66
18-66
Total Drainage Area (sf)
8.482,100 sf
8.482,100 sf
64S2, W
On -site Drainage Area (sf)
8.482,100 sf
8.482,100 sf
645 Z (9O
Off -site Drainage Area (sf)
0 sf
0 sf
Q
Proposed Impervious Area** s
67,600 sf
96.800 sf
% Impervious Area** total
0.8
2.0
im rviuus" Surface Area
Dr ' Ar+ea laI
Dran-Lage Area 1b
rah- age Area __
I pra na Area
On -site Buildings/Lots (sf)
58,000
52,300
110301
On -site Streets (sf)
2,600
22,700
Zej 2$ 4-
On-site Parking (sf)
1,700
2,300
4 pV l
On -site Sidewalks (so
2,400
7,400
163 S
Other on -site (so
2,900
12,100
150 ( (
Future (so
200,000
103,200
J(�3
Off -site (sf)
0
0
Existing BUA*** (sf)
0
67,600
Total (so:
267,600 1
267,600
?(0'7&4-4
* Stream Class and Index Number can be determined at: http://portal.nerienr.org,,Lveb/v s/csu/classifccations
Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
'Report only that amount of existing B LIA that will remain after development. Do not report any existing B UA that
is to be removed and which will be replaced by new BUA.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

11. How was the off -site impervious area listed above determined? Provide documentation. N/A
Projects in Union County: Contact DEMLR Central Office staff to check if the project is located within a Threatened &
Endangered Species watershed that may be subject to more stringent stormwater requirements as per 1 SA NCAC 02B .0600.
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
fromhffp://12ortal.ncdenr.org/web/wa/ws/su/bmt>-manual.
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Energy, Mineral and
Land Resources (DEMLR). A complete package includes all of the items listed below. A detailed application
instruction sheet and BMP checklists are available from
http://portal.ncdenr.org/web/walws/su/statesw/forms does. The complete application package should be
submitted to the appropriate DEMLR Office. (The appropriate office may be found by locating project on the
interactive online map at htt2://portal ncdenr org/web/w`M/ws/su/maps.)
Please indicate that the following rewired information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue inkDownload the latest versions
for each submitted application package from bttp://12ortal,ncdenr.org/web wo/ws/su/statesw/forms does.
Icitials
1. Original and one copy of the Stormwater Management Permit Application Form. A tw
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants -h_
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M 01A—
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to yd f4A)
httn: / /www.envhelp.org/pages/onestopeWress html for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/managementfor
.the project. This is required in addition to the brief summary provided in the Project
Information, item 1.
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within'h mile of the site boundary, include the'f1
mile radius on the map.
7. Sealed, signed and dated calculations (one copy). Al _tw
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including:
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded .
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal ��
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevatio
1. Details of roads, drainage features, collection systems, and stormwater control asures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineate by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off -site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
Form SWU-101 Version Oct. 31, 2013 Page 4 of 6

A copy of the most current property deed. Deed book: 489 Page No: 729
For corporations and limited liability corporations (LLC): Provide documentation from the NC
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 2a, and/or 3a per 15A NCAC 2H.1003(e).
The corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
h2R://www.secre!diy.state.nc.us/Corporations/CSeardi.aspx
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify
elevations in addition to de the) as ll f th I-1
p we as a map o e orh% ocations with the existmg
elevations and boring logs. Include an 8.5"xll" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also
include the soil type, expected infiltration rate, and the method of determining the infiltration rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DEMLR to verify the SHWT prior
to submittal, [phone].)
-N �A-
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built -upon area must be provided
as an attachment to the completed and notarized deed restriction form. The appropriate deed restrictions and
protective covenants forms can be downloaded from http://portal.ncdenr.org/web/lr/state-stormwater-
forms does. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DEMLR, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer:G. Eric Williams, PE
Consulting Firm:_HDR Engineering Inc. of the Cazolinas
Mailing Address:1780-2 Chandlers Lane
City:Sunset Beach
Phone: f 910 ) 575-8800
Email:[e-mail]
State:NC Zip:28468
Fax: [phone]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) certify that I
own the property identified in this permit application, and thus give permission to (print or type name of person
Iisted in Contact Information, item 1a) with (print or type name of organization listed in
Contact Information, item 1a) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contract has been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
MAR 0 6 2015
BY:
Form SWU-101 Version Oct. 31, 2013 Page 5 of 6

As the legal property owner I acknowledge, understand, and agree by my signature below, that if my designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or defaults m their
lease agreement, or pending sale, responsibility for compliance with the DEMLR Stormwater permit reverts back
to me, the property owner. As the property owner, it is my responsibility to notify DEMLR immediately and
submit a completed Name/Ownership Change Form within 30 days; otherwise I will be operating a stormwater
treatment facility without a valid permit. I understand that the operation of a stormwater treatment facility
without a valid permit is a violation of NC General Statue 143-213.1 and may result in appropriate enforcement
action including the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: Date:
a Notary Public for the State of
do hereby certify that
before me this _ day of
County of
personally appeared
and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,
SEAL
My commission expires
X. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in Contact Information, item 1a) Ann Hardy
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of the
applicable stormwater rules under 15A NCAC 2H .1000 and any other applicable state stormwater requirements.
<.k,-/
Date:
I, And nto- & - U-) k' `k--a Notary Public for the State of 46 ti44q 06 yo r iaL County of
r ukisu .i; t . do hereby certify that A v) n •A • Cst r J personally appeared
before me this ZZ day of b lu fcE 'ZD 15 , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal, U-1
�e%'4T00eeeeoes9..®r�
4q0 � o°cpe moo : � �sP
u Ue o
G°
m �13000C 000 �OO`
40o ��jJl OOO OOO OCO ��,��
�O�oti1�1( co��'a90°°
SEAL
My commission expires d `l b-7 1 nL-6 l
EC#
MAR 0 6 2015
IBYU,
:
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

V. SWALE SYSTEM MAINTENANCE REQUIREMENTS
1. Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches
at any time; and grass will not be mowed too close to the ground or "scalped".
2. Swales will be inspected monthly or after every runoff producing rainfall event for sediment build-up,
erosion, and trash accumulation.
3. Accumulated sediment and trash will be removed as necessary. Swales will be reseeded or sodded
following sediment removal.
4. Eroded areas of the swales will be repaired and reseeded. Swales will be revegetated as needed and in a
timely manner based on the monthly inspections. Side slopes must be maintained at the permitted slope.
5. Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly or after every
significant runoff producing rainfall event. Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices and piping.
6. Swales will not be altered, piped, or filled in without approval from NCDENR Division of Water Quality.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print Name and Title:MgAy K. Lawing, Brunswick County Manager
Address:Building E, 45 Courthouse Drive NE, Bolivia, NC 28422
Date: /Z - '
Signature:
Note: The legally responsible party should not be a homeowners association unless more than 50% of the lots have been sold and a
resident of the subdivision has been named the president.
I, (�y-201 G- • VV h l le— , a Notary Public for the State of O (. ra 1i nog. , County of
1'1AY15 W I G , do hereby certify that _ MQY-i'y K . �-a w; vLq personally appeared before me this 1_8
day of Der_eyvJQ_eN , 'lo69 , and acknowledge the due execution of the forgoing swale maintenance requirements.
Witness my hand and official seal,
Notary signature
wy; a.
8066098 zli
..sRAr'G cy
♦ •
Puq%� 'Z
.�A\
e;w
DEC 2 8 2009
BY: SAS c�l2o�
My commission expires 0 ! - I &I �D 1 4
Form SW401-1.ow Density-Rev.4-2004Oct20 Page 4 of 4

�Aw of WWAA'7
�F9
nn�, 2 IL JMWI 1r\7d�1 r
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)I
I. PROJECT INFORMATION
Project name
NorthwestWater Treatment Plant Improvements
Contact name
Matthew Jones.
Phone number
glg gg3 7152
Date
December 18, 2009
Drainage area number
1t>q-U
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP
Drawdown flow from the BMP
cis
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity,10-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cis
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
81,600.00 ffz
30,474 00
ftz
37.35
%
0.56
1.05
cis
5.00
min
9.35 in/hr
9.81
cfs
Y
(Y or N)
(Y or N)
(Y or N)
(Y or N)
ft
ft
Please complete filter strip characterization below.
400.00
ft
400.00
ft
4000
fmsi
33.00
fmsl
1.75
% OK
N
(Y or N) OK
55000
sq ft OK
65
ft/cfs
11
(Y or N)
(Y or N)
(Y or N)
cfs
(Y or N)
t
G
There is too much flow to be handled by a level spreader.
A bypass device is not needed. foaee Ar-t
11'
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts 1. and 11. Design Summary, page 1 of 2

Length of the level lip
Are level spreaders in series?
40.00 ft Level spreader is not long enough.
N (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
0
W
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
* W
M
(Y or N)
Do not complete this section of the worksheet.
(Y or N)
Do not complete this section of the worksheet.
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
1Y
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
ft
Do not complete this section of the worksheet.
1 f--------- y
M
1 B 1
cis Do not complete this section of the worksheet
Do not complete this section of the worksheet
1
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2

FNW REQUiRiED ITENIS CRECKUST
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initial Sheet No.
SSW-1 1. Plans (1" - 50' or larger) of the entire site showing:
- Design at ultimate build -out,
Off -site drainage (if applicable),
Delineated drainage basins (include Rational C coefficient per basin),
Forebay (if applicable),
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW), and
Boundaries of drainage easement.
SSW-2 2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
Proposed drainage easement, and
Design at ultimate build -out.
C12 3. Section view of the level spreader (1" 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric.
Imp 4. A date -stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
SSW-2 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
IV drainage area is stabilized.
� d 6. The supporting calculations.
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
NIA 8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 1 of 1

Permit Number: 51o8 cqoo
(to be provided by DWQ)
Drainage Area Number:
Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired, or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Stable groundcover will be maintained in the drainage area to reduce the sediment load
to the level spreader. After the level spreader is installed, it will be inspected quarterly
and within 24 hours after every storm event greater than 1.5 inches. Records of
operation and maintenance will be kept in a known set location and will be available
upon request.
Inspection activities shall be performed as follows. Any problems that are found shall be
repaired immediately.
BMP element:
Potential problem:
How I will remedlate thisproblem:
Entire system
Trash/debris is present
Remove the trash/debris
The swale and the
level lip
The swale is clogged with
sediment
Remove the sediment and dispose
of it off -site
The level lip is cracked,
Repair or replace lip
settled, undercut, eroded,
or otherwise damaged
There is erosion around
Regrade the soil to create a berm
the end of the level
that is higher than the level lip, and
spreader that shows
then plant a ground cover and water
stormwater has bypassed it
until it is established. Provide lime
and a one-time fertilizer application.
Trees or shrubs have
Remove them
begun to grow on the
swale or just downslope of
the level lip
The receiving
Erosion or other signs of
Contact the NC Division of Water
water
damage have occurred at
Quality local Regional Office
the outlet
Page 1 of 2

Permit Number: 4 119 oR (Z-0
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. i agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name: Northwest Water Treatment Plant Improvements
BMP drainage area number: 1
Print name: Marcy K. Lawing
Title: County Manager
Address: Building E, 45 Courthouse Drive NE, PO Box 249 Bolivia NC 28422
Phone: [phone]
Signature:
Date: / 1z , -0 C
1, A-o Jr-ee, & - W h i*2 , a Notary Public for the State of
K04h Oan k na , County of �Br-L4 vy i c(<, , do hereby certify that
hA a flq K • �-a w f n q personally appeared before me this i
day of L7erP mbe r , 2-069 , and acknowledge the due execution of the
forgoing level spreader maintenance requirements.
Witness my hand and official seal, OAIJ,,.�, W-"
.''• �` $
CJTI °r • w
•
i • �• i z
•
CCU
My. cfission expires o
Page 2 of 2

S_J
I
STATE OF NORTH CAROLINA BOOK 489 F.,L: 729
COUNTY OF BRUNSWICK
THIS WARRANTY DEED, rude and entered into this the 31st
day of December, 1981, by and between ADDIE W. BUTLER (Widow) of
Brunswick County, North Carolina, hereinafter referred to as the
party of the first part; and BRUNSWICK COMM, a body politic and
subdivision of the State of North Carolina, hereinafter referred
to as the party of the second part;
W I T N E S S E T It :
THAT for and in consideration of the sum of FIVE HUNDRED
THOUSAND ($500,000) DOLLARS and other valuable considerations, in
hand paid by the said party of the second part, the receipt of
which is hereby acknowledged, the said party of the first part,
Grantor, has bargained and sold, and by these presents does hereby
give. grant, bargain, sell and convey unto the party of the second
part, Grantee, in fee simple, SUBJECT HOWEITR, to the terms and
conditions hereinafter set forth, all that certain tract or parcel
of land located in Northwest Township, Brunswick County, North
Carolina, and more particularly described as follows:
egg RTefiurkgsby:
R6110viaoi, North Carolina
BEGINNING at an iron pipe in the eastern
right-of-way line of a proposed entrance road
to the property, said iron pipe and place and
point of Beginning being from the intersection
of the center lines of SR 1426 and SR 1460.
S 20 degrees 45 minutes 07 seconds W, along
the centerline of SR 1460 1198.94' to a pipe in
the centerline of SR 1450; Thence, perpendicular
to the centerline of SR 1460, easterly 30' to
a pipe in the eastern right-of-way line of SR
1460; Thence S 4 degrees 19 minutes 12 seconds
E, CH. 374.78' R= 442.22', along the eastern
right -of -any line of the proposed entrance road
to an iron pipe in the eastern right-of-way line
of the proposed entrance road; Thence, continuing
with the eastern right-of-way line of the proposed
entrance road S 29 degrees 23 minutes 30 seconds E
465.05' to the Place and Point of Beginning; Thence
from the Beginning Point, R=1427.11' S 10 degrees 05
minutes E CH. 943.75' to an iron pipe; Thence S
9 degrees 19 minutes 30 seconds W 2978.08' to
an iron pipe in the centerline of the North Carolina
Natural Gas Pipeling Easement; Thence s 73 degrees
07 minutes 47 seconds W 1103.02' to a new iron rod
in the northern right-of-way line of the railroad
right-of-way; Thence with the northern right-of-way
line of the railroad N 94 degrees 42 minutes 17
seconds W 1538.80' to a point in the intersection
STATt of �.:� Real EstategriRTH
=
..
a i J!3•ST2 �•�•- 5 0 0. 0-0
0 c !.&INSI

ao" 489 F, "130
of the northern right-of-way line of the railroad
right-of-way and the centerline of the run of
Hoods Creek as plotted from the Brunswick County
Tax Department's Tax Map• Thence, with the centerline
of the run of Hoods Creek northerly, as plotted from
the Brunswick County Tax Department's Tax ?Sap, more
than 3000' to a point in the intersection of the
centerline of the run of Hoods Creek and the boundary
line of the Butler property with the Hoffman property;
The::ce; with the Hoffman line, from the centerline
of the run of Hoods Creek N 89 degrees 49 minutes
53 seconds E 20' to a new iron rod in the Hoffman
line; Thence, continuing with the Hoffman line
N 89 degrees 49 minutes 53 seconds E 310.23' to
an existing iron pipe in the Hoffman line; Thence,
leaving the Hoffman line S 18 degrees 55 minutes
15 seconds E 95' to an iron rod; Thence S 36 degrees
10 minutes 15 seconds E 135' to an iron rod; Thence
S 5 degrees 10 minutes 15 seconds E 463' to an iron
rod; Thence S 75 degrees 55 minutes 15 seconds E 165'
to an iron rod; Thence S 4 degrees 56 minutes 30
seconds E 256.67' to an existing iron pipe; Thence
N 86 degrees 02 minutes E 1016.12' to a Bolt; Thence
N 05 degrees 30 minutes 33 seconds W 213.85' to a
new iron pipe and 15 inch Gum; Thence S 59 degrees 46
minutes E 801.41' to a new iron rod in the center of
a light wood stump; Thence N 9 degrees 40 minutes
49 seconds W 684.15' to a new iron rod: Thence N 80
degrees 19 minutes 11 seconds E 177.46 to an iron rod;
Thence N 7 degrees 26 minutes E 117.19' to an iron rod;
Thence N 11 degrees 17 minutes E 114.10' to an iron
rod; Thence N 29 degrees 23 minutes 30 seconds W
44.93' to an iron rod; Thence S 82 degrees 34 minutes
E 74.96' to the Place and Point of BEGINNING.
And containing 200 acres more or less all according
to a survey by G. Douglas Jefferys, RLS dated May
June, 1981, Updated December, 1981.
This conveyance is made SUBJECT to the following
terms and conditions:
1. The Grantor, party of the first part, reserves
unto herself, her successors, heirs and assigns, the
right to use, with the Grantee, its successors and
assigns, that certain maintenance road proposed to
be constructed by the Grantee along the eastern boundary
of its property hereby conveyed, for ingress and egress
to and from the property conveyed and the property
of the Grantor located on the eastern boundary of the
described property in this conveyance.
2, The Grantor, party of the first part, reserves
unto herself, her successors, heirs and assigns, the
right to enter upon the described property for a
period until and through December, 1983, but no longer,
in o?der to take and remove all the merchantible timber
located on the property described, SO LONG AS, the
said activity of the Grantor, her agents, successors,
heirs and assigns, in cutting and removing the said
timber does not interfere with, hinder or delay the
construction and operation of the water treatment
plant and its appurtenances, to be constructed and
oersted on the property conveyed.

a
soox 489 rm,6 76i
3. The Grantor, party of the first part, reserves
unto herself, her successors, heirs and assigns, the
right of ingress and egress to and from the NCKG gas
pipeline and the railroad located on the property
conveyed, large enough for the movement of tractor -
trailer rigs anu other heac> equipment at such place
on the property as may be mutually agreed to by the
parties hereto.
4. The Grantor, party of the first part, reserves
unto herself, her successors, heirs and assigns, and
specifically does not convey the ASCA tobacco acreage
and poundage allotment assigned to this property to
the Grantee.
TO HAVE AND TO HOLD the aforesaid tract or parcel of
land to its own use and behoof, and that of its successors and
assigns, forever, SUBJECT HOWEVER, only to the foregoing terms and
conditions of .this conveyance, in fee simple.
AND the Grantor, party of the first part, covenants
with the grantee, party of the second part, that the Grantor is
seized of the premises in fee simple, has the right to convey the
same in fee simple, that title is marketable and free and clear of
all encumbrances, and that Grantor will warrant and defend the title
Ell
against the lawful claims of all persons whomsoever.
I I
IN WITNESS WHEREOF, the Grantor has hereunto set her
hand and seal, this, the day and year first above written.
gq l I. � (Seal)
Addie W. Butler

STATE OF NORTH CAROLINA
COUNTY OT SRUNSWICK
I, K_ 'I" '-5- a Notary Public
do hereby certify that ADDIE V. BUTLER personally appeared before
me this date and acknowledged the due execution of the foregoing
instrument for the purposes therein set forth.
WITNESS, My Hand and Notarial Seal, this the 1s�day
of iaee"ey , 1981 .
W111M.M. Ell
. � r
(SEAL)
Ily commission expires:
ldy COMMISSi,10 8rp7res Noy. I4, I98
STATE OF NORTH CAROLINA. Brunswick County
The Fotecoing Certificate(s) of Kathryn J. Suggs Notary Public
Recorded this Sth doy of January 19 RZar
(isxare) certified to be correct.
1-59 oclock P- M. fd
Robert J Robinson. negister of Deeds
0

Lewis,Linda
From: Lewis,Linda
Sent: Monday, October 07, 2019 11:07 AM
To: Pollard, Michael A.
Cc: John Nichols; Boone, Kelly, Velardocchia, Dianne; Treadway, Jonathan; Roy, Gregory A.
Subject: RE: [External] RE: SW8 091204 Minor Mod - Express Review comments
Michael:
I finally understand and have documented all the numbers. My oniy concern is that the description of
the modifications in Section A.8 of the minor mod application form has some numbers in it that don't
seem to agree with the numbers in the BUA summary attachment.
Please revise that section on page 1 of the application and email me that revised page.
Thanks,
Linda
From: Pollard, Michael A. <[e-mail]>
Sent: Wednesday, October 02, 2019 10:31 AM
To: Lewis,Linda <[e-mail]>
Cc: John Nichols <[e-mail]>; Boone, Kelly <[e-mail]>; Velardocchia,
Dianne <[e-mail]>; Treadway, Jonathan <[e-mail]>; Roy, Gregory A.
<royga @ cd msm ith.co m>
Subject: [External] RE: SW8 091204 Minor Mod - Express Review comments
Linda,
See attached spreadsheet for updated BUA numbers along with the updated table in the Word document. The
spreadsheet summarizes the calculations really well.
The new calculations represent the project area without pre-88 BUA. In summary, we have the following:
• Pre-88 BUA is 147,126 sf per your email below. Our spreadsheet represents this.
• Pre-88 BUA has been excluded from the project area.
• Any proposed imperviousness within existing pre-88 imperviousness was not included in the calculations due to
no net change.
• Current existing imperviousness is 67,644 sf (Construction between 1988 to present)
• Proposed additional imperviousness is 96,808 sf
• Total proposed imperviousness is 164,452 sf
• Total permitted BUA is 267,644 sf
• As you can see, we are well under the permitted BUA
• Total site imperviousness will be approximately 2% (Excludes pre-88 BUA)
Let me know if you have anymore questions or concerns. Thanks.

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CDM=th
DM-26 Design Memorandum
To: Brunswick County Public Utilities
From: Dianne Velardocchia, PE, CDM Smith
Date: September 11, 2019
Subject: Northwest Water Treatment Plant Upgrade/Expansion
Stormwater Management Design
Project No. 232662
1.1 Codes Reviewed
101/l11110N•
/_1y/0S
1. North Carolina Administrative Code,15A NCAC 02H .1003, "Requirements That Apply to All
Projects," Effective January 1, 2017
2. North Carolina Environmental Quality, "Erosion and Sediment Control Planning and Design
Manual," Chapters 6 and 8, revised May 2013
1.2 Applicable Stormwater Permit
The existing April 2015 State Stormwater Management Permit (No. SW8 091204) categorizes the
Northwest Water Treatment Plant (WTP) as a 24 percent low density development. As such, the
maximum allowable built -upon area (BUA) is 414,770 sf. The existing BUA is 67,644 sf. The
proposed new impervious area is 103,600 sf, of which 19,200 sf is existing BUA that will be
removed and replaced with new BUA. Thus, the existing BUA is reduced to 48,400 sf. As a low
density development, the only new runoff conveyance systems allowed are vegetated swales with
minimum 3:1 side slopes. Minimal piping is allowed to direct stormwater runoff to these swales.
The design of the stormwater management system follows the design requirements for low density
projects as outlined in 15A NCAC 02H .1003(2). The existing 36-inch RCP drainage system within
the northern driveway, which discharges to Hood Creek, will be maintained. The pipe diameter will
not change, but the location of catch basins and manholes will be adjusted as part of the
reconfiguration of the northern drive way area. Figure 1 in Appendix A provides an existing
drainage map that shows the area tributary to the drainage system.

DM-26 ppsi.AEP6!i 95andum - Northwest WTP Upgrade/Expansion -
Storm, v , ei� lgviggeWdpt Design
Septeivib :1 201-9' ¢"�
Page 2 a • a y:, sa;
<•,"'� w
1. .Urain.age And lysis
Metliodorlogy anAssumptions
CDM Smithf performed drainage analyses for the Northwest WTP Upgrade for existing and
proposed conditions. The drainage analyses determined peak rates of runoff using HydroCAD,
version 10.0. This computer model simulates stormwater runoff flows through drainage areas and
stormwater management facilities and is based on the Natural Resources Soil Conservation Service
(NRCS) Method.
Following is a summary of the methodology used to perform the drainage analyses.
The design frequency for the swales and closed drainage system is the 10-year, 24-hour
storm. Precipitation data for the standard storm was taken from NOAA Atlas 14, Volume 2,
Version 3. The estimated precipitation depth during the 10-year, 24-hour storm is 7.18
inches (see Appendix B).
The NRCS Web Soil Survey was consulted to determine the hydrologic soil groups (HSG) at
the project site. The NRCS has classified nearly all the soils as "Baymeade fine sand", with a
small amount of "Leon fine sand" present in project area. Baymeade fine sand is assigned to
HSG "A" soils, while Leon fine sand is assigned to HSG "A/D" soils. The soils data are provided
in Appendix C.
■ In determining the drainage areas for calculating peak rates of runoff, open surfaces (e.g.,
gravity thickener) were subtracted from the contributory area. However, in calculating the
BUA, open surfaces are included as impervious area.
■ Curve Numbers (CNs) for the different land uses on the site were selected based on HSG "A"
soils for existing and proposed conditions. Land uses included grass cover, buildings, and
paved areas. Weighted CNs were calculated in HydroCAD.
■ The minimum time of concentration, Tc, used in the calculations is 6 minutes. The calculation
of the Tc's for larger drainage areas is provided in the HydroCAD model.
■ The recycled water pump station currently discharges to the existing closed drainage system,
and will continue to discharge to this system under proposed conditions. The maximum
instantaneous flow is 3,100 gpm (6.9 cfs). In the HydroCAD model this flow is entered as a
constant baseflow to determine if the existing 36-inch RCP in the northern driveway has the
capacity to convey the recycled water pump station discharge concurrently with the peak
rate of runoff from the area tributary to the drainage system.
The Manning's n roughness coefficient value for the vegetated swales is 0.035. This value is
taken from Table 8 in Part B of the North Carolina Department of Environmental Quality
"Stormwater Design Manual."

DM-26 Design Memorandum - Northwest WTP Upgrade/Expansion -
Stormwater Management Design
September 11, 2019
Page 3
Design Approach
The design approach for managing stormwater runoff under proposed conditions maintains the
overall hydrologic pattern of directing stormwater runoff towards Hood Creek, while complying
with the requirements of 15A NCAC 02H .1003 to use swales as a stormwater conveyance system.
Below is a summary of the stormwater management approach for the proposed upgrades at the
WTP. Refer to Figure 2 in Appendix A, the proposed drainage area map, and Sheets C-GD-2. C-GD-3,
C-GD-4, C-GD-5.
■ The proposed driveway south of the Filter Module Building, the western half of the Filter
Module Building, and the southwestern section of the vegetated area between the clarifiers
and driveway (drainage area DA Clarifier West) will drain to a swale (South Swale 2) located
between the existing fence line and south driveway.
■ The area between the existing fence line and the driveway located south of the Reverse
Osmosis Building (drainage area DA Tank Storage) will sheet flow to the swale along the
fence line (South Swale 2). This swale terminates at a riprap pad, approximately 30 ft inside
the fence line.
Roof drains (10 total) from ',he southern and eastern sides of the Reverse Osmosis Building
(drainage areas DA RO Building South and DA RO Building East) drain to a pipe that runs
along the perimeter of the building and discharges to a swale (South Swale 1) that
commences in the southwestern corner of the driveway located along the southern side of
the Reverse Osmosis Building. Stormwater runoff from this driveway and from the southern
half of the driveway located west of the Reverse Osmosis Building, also drains to this swale
via a catch basin in the southwestern corner of the driveway (drainage area DA South
Driveway). The catch basin conveys stormwater to the swale via an 18-inch pipe that
terminates at a flared end.
Roof drains (4 total) from the northern side of the Reverse Osmosis Building (drainage area
DA RO Building North) drain to a pipe that runs along the perimeter of the building and
discharges to a swale (North Swale) that commences in the northwestern corner of the
driveway located along the western side of the Reverse Osmosis Building. Stormwater runoff
from the northern half of the western driveway and from the some of the northern driveway
near the proposed gravity thickener will also drain to this swale via a catch basin in the
northwestern corner of the driveway (drainage area DA West Driveway). The catch basin
conveys stormwater to the swale via an 18-inch pipe that terminates at a flared end.
Stormwater runoff from the driveway along the eastern side of the Clarifier; the driveway
and parking area north of the Administration Building; the driveway located to the east of the
Reverse Osmosis Building; and the driveway and parking area to the north of the Reverse
Osmosis Building (drainage areas DA Clarifier East, DA Admin Building, and DA Parking Lot)
will drain into the existing 36-inch RCP. This overall proposed tributary area is similar to the
existing tributary area to the 36-inch RCP.

DM-26 Design Memorandum - Northwest WTP Upgrade/Expansion -
Stormwater Management Design
September 11, 2019
Page 4
Drainage Analysis for 36-inch RCP
The existing 36-inch RCP was modelled in HydroCAD for existing and proposed conditions to
confirm that the proposed impervious area tributary to the drain system and the peak rate of runoff
do not exceed existing conditions. As shown in Table 1, which summarizes the modeling results,
there is an overall reduction in the total tributary area, impervious area and peak rate of runoff
under proposed conditions. The construction of the Reverse Osmosis Building removed some of
the area south of the northern driveway that formerly had been tributary to the 36-inch RCP,
reducing the overall tributary area. The addition of Thickener No. 2 (an open tank) in the location
of the cul-de-sac at the end of the northern driveway and the removal of the driveway south of the
clarifiers removed impervious area from the area tributary to the 36-inch RCP. This removal of
impervious area was partially offset by the addition of parking area in front of the Reverse Osmosis
Building and the eastern half of the Filter Module Building, resulting in an overall net reduction in
impervious area tributary to the 36-inch RCP. Thus, the reconfigured area tributary to the 36-inch
RCP remains consistent with the existing permitted conditions for the WTP. The calculated
capacity of the 36-inch RCP is 51 cfs. The HydroCAD model for existing and proposed conditions is
provided in Appendix D,
Table 1
Northwest WTP Upgrade/Expansion
Comparison of Existing and Proposed Conditions at 36-inch RCP
�,
■Proposed
c1langeValue
Total Tributary Area (ac)
5.68
4.07
-1.61
Total Impervious Area (ac)
2.12
2.07
-0.07
Peak Rate of Runoff during 10-yr, 24-hour
storm with recycled water pump station
23.5
22.6
-0.9
flow (cfs)
Peak Rate of Runoff during 10-yr, 24-hour
storm without recycled water pump station
16.6
15.7
-0.9
flow (cfs)
Drainage Analysis for Swales
As shown on the site plan, three swales are proposed to convey stormwater runoff from the area of
the proposed WTP upgrade to riprap aprons. The swales were designed to meet the following
criteria outlined in 15A NCAC 02H .1003(2):
Vegetated swale shall convey peak rate of runoff for 10-year, 24-hour storm (Qlo) at a non -
erosive velocity.
■ Longitudinal slope (SL) of the swale shall not exceed 5 percent.
0 Swale's cross-section shall be trapezoidal with a minimum bottom width (B) of 2 feet.

DM-26 Design Memorandum - Northwest WTP Upgrade/Expansion -
Stormwater Management Design
September 11, 2019
Page 5
■ Swale side slopes (Z) shall be no steeper thari 3:1.
■ Minimum length (L) of swale shall be 1001
■ Minimum depth (D) of swale is one foot.
Table 8.05a in the North Carolina Environmental Quality, "Erosion and Sediment Control
Planning and Desigr. Manual," presents the maximum allowable design velocities for vegetated
channels. For channel longitudinal slopes up to 5 percent and with easily erodible non -plastic
soils (i.e. sands and silts, which applies to this project site), the maximum permissible velocity is
3.5 fps for a grass -legume mixture, but ranges up to 5 fps, depending on the variety of the grass.
For the design of the swales at the WTP, the velocity of flow was maintained below 3.5 fps. The
minimum depth of the swales, D, is one foot. Table 2 summarizes the design of the swales. As
shown in the table, all the swales meet the criteria presented in 15A NCAC 02H .1003(2), and
have velocities less than 3.5 fps. See Appendix E for the calculations.
Table 2
Northwest WTP Upgrade/Expansion
Summary of Swale Design
19 MI
North Swale74.6
2
3
Ranges btw.
228
1
3.1
0.0096-0.0260
South Swale 1
6.0
2
3
0.024
116
1.
3.3
South Swale 2
5.7
3
3.5 to 5
Ranges btw.
377
1
2.5
0.0109-0.0146
*Velocity at steepest section of swale
Design of Riprap Outlet Protection
The three swales terminate to riprap aprons located in flat areas in order to mitigate the potential
for erosion. Stormwater runoff on the riprap aprons will dissipate into wooded areas that slopes
down to the Hood Creek. The design of the riprap pads was based on the New York DOT Dissipator
Method for Use in Defined Channels as presented in Section 8.06 ("Design of Riprap Outlet
Protection") in the North Carolina Environmental Quality, "Erosion and Sediment Control Planning
and Design Manual." This method estimated the stone size and dimensions of the riprap apron.
The sizing calculation of the riprap apron is provided in Appendix E and is summarized in Table 3.
However, in order to tie into the existing topography, the amount of riprap provided exceeds the
calculated required area. The actual area of riprap provided is shown in Table 3. For all three
swales the stone size for the riprap apron is classified as Class A stone for erosion control per the
NC Department of Transportation (Table 6.15b of the "Erosion and Sediment Control Planning and
Design Manual.") Class A stone ranges in size between 2 and 6 inches. Per Section 6:15 of the
manual, the depth of the riprap should be 1.5 times the maximum stone diameter. Thus, with a

DM-26 Design Memorandum - Northwest WTP Upgrade/Expansion -
Stormwater Management Design
September 11, 2019
Page 6
maximum stone size of 6 inches, the depth of the riprap is 9 inches, which will be underlain with a
6-inch layer of screened gravel and filter fabric. See Appendix F for the calculations.
Calculations indicate that for the North Swale and South Swale 1, the riprap protection at the end of
the 18-inch flared end is Class A stone, with an apron length of 10 ft and a total width of 5 ft These
calculations are also provided in Appendix F.
Table 3
Northwest WTP Upgrade/Expansion
Summary of Riprap Outlet Protection
Note: La = length of riprap apron
31)o = upstream width of riprap apron
W = downstream width of riprap apron
Spread Analysis for Driveways
A spread analysis was performed for the new and reconfigured driveways at the WTP to check
whether localized ponding will affect accessibility to the facilities at the WTP and to design the
spacing of catch basins. The Federal Highway Administration's Hydraulic Engineering Circular No.
22, Third Edition, "Urban Drainage Design Manual" (Revised August 2013) recommends the
minimum design frequency and spread for local streets is a 10-year storm with a design spread of
one-half a driving lane. This recommendation was followed for the design for the driveways
around the upgraded WTP facilities to the maximum extent practicable. The spread calculation was
performed using a spreadsheet. The analysis of the catch basin capacity was performed using the
FHWA Hydraulic Toolbox computer program, version 4.4 Quly 10, 2018). This analysis assumed a
North Carolina DOT standard detail 840.02 for the concrete catch basin. Appendix G provides the
spread and catch basin capacity calculations.

DM-26 Design Memorandum - Northwest WTP Upgrade/Expansion -
Stormwater Management Design
September 11, 2019
Page 7
able 4
Northwest WTP Upgrade/Expansion
Summary of Spread and Catch Basin Capacity
Driveway
'IWr.0 1
'
Roadway
Width
in Sag (ft)
Capture
West RO Driveway North (To
1.3
7
20
10
100
North Swale)
West RO Driveway South (To
0.4
4
20
12
100
South Swale 1)
South RO Driveway (To South
1.9
10
20
12
100
Swale 1)
East RO Driveway*
1.6
9
20
-
-
orth Driveway Parking Lot (in
F
6'B
NA -Parking
NA -Parking
19
100
ont of Administration Building)
Lot
Lot
`This is the spread on the driveway only. There are no catch basins.

Appendix A
Drainage Area Maps
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COUNTY OF BRUNSWICK
NORTHWEST WATER TREATMENT PLANT
EXPANSION AND UPGRADES
r
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1 " = 100'
50 0 100
FIGURE 1
EXISTING DRAINAGE MAP
JULY 2019

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THICKENER FEED
THICKENED SOLIDS PUMP STATION
PUMP STATION
16' EFF-RCP 49
50
+ G
\ 49 49
s1
THICKENER 51 51
NO. 2 50 ' 50 CHLORINE fir,
~ f J BUILDING
• + 36' STORM -RCP I DI RIM FF: 52.0'
i CB RIM Y 01 RIM
16' STORM -RCP a.Y • •- a'
49.0 �;tr�-?3 St 51 'i�'4: LLL �� DI RIM ��v'. �;, ,e'sc� `�+A •�jn`+~� Y'.ti
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50 � � �� +' ;� _ - `y, _ • . ...r ^�:, • . l"�•i`;``a,'.r
►' DA WEST DA PARKING LOT 4` `� 4IXB:4e RIM
DRIVEWAY 1 a DA ADMIN BLDG
6 , I M ter•
CO2 16- DI ROOF 2' ROLLED
u 52 INJECTION DRAIN CUURRB D
Mw MANHOLE _
DA NORTH SWALE - C3
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%-4 ; MANHOLE DA RO BUILDING NORTH
16'x8' PRECAST b I OO�S FF. 52.5' 12' DI ROOF
SEPTIC TANK BUILDING m
o ti STEM 2• BOLTED DA RO BUILDING SOUTH ;.
�- A CURB AND 12'x16' DI
CLASS GUTTER REDUCER DA CLARIFIER EAST
RIPRAP OUTLET 16' DI ROOF • s'.i
DRAIN
7 •,xy.1
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CURB AND
LIME ANTISCALANi FUEL TANK p�\ GUTTER
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FUTURE / > x A�
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Smith
COUNTY OF BRUNSWICK
NORTHWEST WATER TREATMENT PLANT
EXPANSION AND UPGRADES
N
1 " = 100'
0 0 100
FIGURE 2
PROPOSED DRAINAGE MAP
AUGUST 2019

Appendix
Rainfall Dal

NOAA Atlas 14, Volume 2, Version 3
Location name: Leland, North Carolina, USA*
' Latitude: 34.2374% Longitude:-78.00930 ,p `
Elevation: 20.94 ft** 1
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnln, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOA& National Weather Service, Silver Spring, Maryland
PF tabular I PF graphical I Mans & aerials
PF tabular
PDS-rased point precipitation frequency estimates with 90% confidence intervals in Inches)'
Average recurrence interval (years)
Duration
1
2
5
10
25
50
100
200
500
1000
�
5-min
0 520
(0.485-0.561
0.618
(0.575-0.666
0.722
(0.672-0.778
0.804
(0.745-0.866)
1 08
(0.837-0.975
0.986
(0.905-1.06)
1.07
(0.973-1.15)
1.15
(1.04-1.23)
1.25
(1.2-1.35)
1.34
(1.19-1.44)
10-min
1.
0.7774-0896
0.920s1..07
1.0811..25
1.1921..39
1.33-1.55
1.4451.69
1.5561..82
1.6581..95
1.77 2.13
1.87 2.27
1.04
1.24
1.46
7.63
1.83
1.99
2.14
2.29
2-A9
2.64
15-min
(0.968-1.12)
(1.16-1.34)
(1.36-1.58)
(1.51-1.75)
(1.69-1.97)
(1.83-2.14)
(1.96-2.30)
( 2.08-2.47)
(223-2.69)
( 2.35-2.85)
142
1.72
2.08
2.36
2-32
99
3.26
3.57
3.95
4.27
30-min
(1.33-1.54)
1 (1.60-1.85)
1 (1.93-2.24)
1 (2.18-2.54)
1 (2.51-2.92)
(2.75-3.22)
(2.99-3.53)
(3.23-3.84)
(3.55-4.27)
(3.80-4.62)
60-min
1.65718.92
2.0112.32
2. 8 2.87
2.8403.31
3.4 3.88
37 2-436
4. 254.86
4.5405.38
5. 0g613
5. 5-6.75
2.11
2.57
3.27
3.85
4.69
5.41
6.18
7.03
8.29
9.37
2-hr
1.94-2.30
(2.37-2.81)
(3.01-3.57)
(3.54-4.20 )
( 4.28-5.11 )
( 4.91-5.88)
(5.59-6.73)
6.31-7.64
36-9.02
8.25-10.2)
3-hr
2 2.25
(.08-2A7)
2.74
(2.53-3.01)
3.51
(3.23-3.84)
4.17
(3.82-4.56)
5.14
(4.68-5.61)
5.99
(5A2-6.54)
6.93
(623-7.56)
7.98 )
(7.11-8.68
( 9.57 )
8.42-10.4
( 11.0
9.53-12.0)
6-hr
FFI
257-7306
3.343.73
3.934.
4.73-15.67
58246.99
fi.7517
.7969.47
8.90- 0.9
106213.2
12A 5.2
12-hr
2.98-3 62
3. 394.40
467-i5.6
5.56-i6.7
8.87-8 42
8. 399.87)
(9. 1015.5
(10.7� 3.4
12 84 6.3)
(14.7- 8.9
24hr
3.81
(3.47-4.25)
4.62
(4.21-5.16)
5.98
(5A4-6.67)
R8.26
M10.3
10.7
(9A7-11.8)
12.5
(11.0-13.9)
14.7 )
(12.7-16.3
( 18.0 )
15.2-20.1
( 20.9 )
17A-23.5
2{lay
4.09-4 95
4.s445.99
63 3-7.69
10 8� 3.4
12.4- 5.7
14 2618.3
16 9922.4
19 23 6.0
2022.E
21
3-dey
4. 5 525
(5. 576.4
6.6738.08
.87-9.9..58
9.64- 1.8
112� 3.8
1284 6.1
146E 8.7
172.7
194326.2)
5.02
6.05
7.67
9.05
11.1
12.9
14.9
17.0
20.4
23.3
4-day
(4.60-5.54)
(5.55-6.69)
(7.01-8.47)
(8.24-10.00)(
10.0-12.3)
( 11.5-14.3)
(13.2-16.5)
( 14.9-19.0)
(17.5-22.9)
(19.7-263)
21.2
7-day
5.3376.30
64 3-7.7.59
80679.55
9A0--1
11 3-13.6
12.9- 5.6
14 6017.8
16.4$ 0.3
18 9, 4.0
21 0427.2
10-day
6. 37.0E
7.2278.47
8.91.1 0.5
10 37 2.2
124 14.E
14.0-6.7
15.7719.0
17 6921.5
20.1� 5.2
222 8.4)
8.73
10.4
12.7
14.5
17.2
19.4
27.8
24.3
27.8
30.7
20-day
(8.14-9.40)
(9.70-11.2)
(11.8-13.7)
1 (13.5-15.7)
1 (15.9-18.5)
(17.9-21.0)
(19.9-23.6)
(21.9-26.4)
(24.8-30.4)
(27.0-33.8)
lF-
30-day
1010161.5
12 0213.7
14 451 6.4
16 37 8.6
19_-021.7
21.0-42
23215 6.9
25 27 9.6
28 00 3.5
303336.7)
45-day
12 6314.3
14 9516.9
17.78 0.0
19 9, 22.E
(22.9-26.1)
(25 27 8.9)
1(27 6031.8
29 9- 4.9
33 00 9.1
35 4042.B
16.1
19.0
22.2
24.7
28.2
30.9
33.5
36.2
39.7
42.5
60-day
(15.2-17.1)
L.L17.9-20.1)
21.0-23.5)
(23.3-26.2)
(26.5-29.9)
(28.9-32.8)
(31.3-35.7)
(33.6-38.7)
(36.6-42.7)
(38.8-45.9)
FPmdpitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
umbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency
(far a given duration and average recurrence Interval) will be greater than the upper bound (or less than the lower bound) Is 5%. Estimates at
hestimates
upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
(Please refer to NOAA Atlas 14 document for more information.
Back to Top

45
40
- 35
4� 30
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20
15
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PF graphical
PD5-based depth -duration -frequency (DDF) curves
Latitude: 34..23740, Longitude:-78.00930
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KOAA Atlas 14, Volume 2, Version 3
N CM .14 o eQi rA v''S
Average recurrewe.. inkewal (years)
Created {GMU Vied jug 1215:35:25 20y4
Back to Top
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.QuestionsCa noaa.00v
Disclaimer

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Soil Map —Brunswick County, North Carolina
Brunswick WTP
Map Unit Legend
Map Urdt Symbol .
Map Urdt Name
Acres in AOI
Pereeent of AOI .
BaB
Baymeade fine sand, 1 to 6
percent slopes
19.2
96.8%
KrB
Kureb fine sand, 1 to 8 percent
slopes
0.0
0.0%
Lo
Leon fine sand
0.6
3.2%
Totals for Area of Interest
19.8
100.0%
LjspA Natural Resources Web Soil Survey 6/12/2019
Conservation Service National Cooperative Soil Survey Page 3 of 3

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Hydrologic Soil Group —Brunswick County, North Carolina
Brunswick WTP
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
BaB
Baymeade fine sand, 1
to 6 percent slopes
A
19.2
96.8%
KrB
Kureb fine sand, 1 to 8
percent slopes
A
0.0
0.0%
Lo
Leon fine sand
A/D
0.6
3.2%
Totals for Area of Interest
19.8
100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink -swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Limx Natural Resources Web Soil Survey 6/12/2019
Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group —Brunswick County, North Carolina
Brunswick WTP
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
Tie -break Rule: Higher
t15� Natural Resources Web Soil Survey 6/12/2019
Conservation Service National Cooperative Soil Survey Page 4 of 4

9
Existing and Pro
Smith

Existing Conditions
6P Q--- 1L
MH-11 (DM-8) ReWded Water Pump
Station
A7-P®-- 5P 4 4P �--
M 10 (DM-7) CB-5 ( I-) C13.4 (CI5) �..
\ 04�
1R
3P
M" (DM-4) CB-3 (DI3)\ CB-11CB-2 (CI-1/C7-2)
is
33 Imo!
-•--' Maintenance Building- Clarifier West- Existing
Hood Creek Outfall - Existing
PJdstirrg
Proposed Conditions
AdminBuilding- ClarifierEast- Existing
Exisdng
[[ Recycled Water Pump
M1 (DM-8) Station
M"(D") CB-3\) CB-iJCB-2 1/CI-2)
Hood Creek OuHall - MFF10 (DM-7) Parking Lot C New Cti-4 1 \\
Proposed
7S �$
Parldng Lot - Proposed
18� 16S 14S
North le - Proposed W, t Driveway -
Proms Rilding North -
Proposed
17
JJ
CB to North Sw I RO Roof Drain North RO Roof Drain North
Admin Building - CladBer East - Proposed
Proposed
S (i)
Tedsto age - Cla ier West -
P osed ` roposed
4�
'3ciR' 4-- a -- 3bR 3aR
North Swale a a South Swale 2b South Swele 2b SouthSwale 2b South Swale 2a
SbR;
L/iorthSwale
12�
So Swale 1
Proposed Salth Driveway - RO ilding South -
Proposed Proposed ROB ilding East -
North Swale {// roposed
A Go
ft
South Swale 1 CB to South Swale 1 RO Roof Drain South RO Roof Drain South RO Roof Drain Fast
Su6cat [Reekc L.111k

Brunswick WTP Ex and Pr rev3 Type/1/ 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10.00-19 s/n M15318 ©2016 HydroCAD Software Solutions LLC Pape 2
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment1S: Clarifier East- Existing Runoff Area=86,924 sf 31.77% Impervious Runoff Depth=2.53"
Flow Length=565' Tc=7.0 min CN=58 Runoff=5.50 cfs 0.421 of
Subcatchment2S: Admin Building - Runoff Area=34,092 sf 75.44% Impervious Runoff Depth=5.31"
Flow Length=186' Tc=6.0 min CN=84 Runoff=4.75 cfs 0.346 of
Subcatchment3S: Clarifier West- Existing Runoff Area=65,135 sf 27.57% Impervious Runoff Depth=2.24"
Flow Length=612' Tc=6.5 min CN=55 Runoff=3.62 cfs 0.279 of
Subcatchment4S: Maintenance Building- Runoff Area=61,289 sf 34.02% Impervious Runoff Depth=2.63"
Flow Length=451' Tc=11.9 min CN=59 Runoff=3.45 cfs 0.309 of
Subcatchment5S: Clarifier East - Runoff Area=80,781 sf 33.68% Impervious Runoff Depth=2.63"
Flow Length=443' Tc=9.6 min CN=59 Runoff=4.88 cfs 0.407 of
Subcatchment6S: Admin Building - Runoff Area=62,270 sf 63.00% Impervious Runoff Depth=4.42"
Flow Length=480' Tc=8.4 min CN=76 Runoff=6.80 cfs 0.526 of
Subcatchment7S: Parking Lot - Proposed Runoff Area=34,124 sf 69.39% Impervious Runoff Depth=4.86"
Tc=6.0 min CN=80 Runoff=4.42 cfs 0.317 of
Subcatchment8S: Clarifier West- Runoff Area=76,670 sf 24.59% Impervious Runoff Depth=2.14"
Flow Length=217' Tc=10.7 min CN=54 Runoff=3.49 cfs 0.314 of
Subcatchment9S: Tank Storage- Runoff Area=61,118 sf 25.11% Impervious Runoff Depth=2.14"
Flow Length=160' Tc=6.4 min CN=54 Runoff=3.23 cfs 0.251 of
Subcatchment10S: RO Building East- Runoff Area=5,027 sf 100.00% Impervious Runoff Depth=6.94"
Tc=6.0 min CN=98 Runoff=0.81 cfs 0.067 of
Subcatchment11S: RO Building South - Runoff Area=15,924 sf 100.00% Impervious Runoff Depth=6.94"
Tc=6.0 min CN=98 Runoff=2.58 cfs 0.211 of
Subcatchment12S: South Driveway- Runoff Area=20,497 sf 57.48% Impervious Runoff Depth=4.09"
Tc=6.0 min CN=73 Runoff=2.26 cfs 0.160 of
Subcatchment13S: South Swale 1 - Runoff Area=4,954 sf 33.35% Impervious Runoff Depth=2.63"
Tc=6.0 min CN=59 Runoff=0.34 cfs 0.025 of
Subcatchment14S: RO Building North - Runoff Area=18,512 sf 100.00% Impervious Runoff Depth=6.94"
Tc=0.0 min CN=98 Runoff=3.65 cfs 0.246 of
Subcatchment15S: West Driveway- Runoff Area=22,939 sf 42.81 % Impervious Runoff Depth=3.14"
Tc=6.0 min CN=64 Runoff=1.92 cfs 0.138 of
Subcatchment16S: North Swale -Proposed Runoff Area=15,735 sf 0.81 % Impervious Runoff Depth=0.83"
Tc=6.0 min CN=39 Runoff=0.18 cfs 0.025 of

Brunswick WVTP Ex and Pr rev3 Type /// 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10.00-19 s/n M15318 02016 HydroCAD Software Solutions LLC Page 3
Reach 1 R: Hood Creek Outfall - Existing Inflow=23.53 cfs 42.478 of
Outflow=23.53 cfs 42.478 of
Reach 2R: Hood Creek Outfall - Proposed Inflow=22.60 cfs 42.373 of
Outflow=22.60 cfs 42.373 of
Reach 3aR: South Swale 2a
Avg. Flow Depth=0.27' Max Vet=1.94 fps
inflow=3.49 cfs 0.314 of
n=0.035 L=382.0' S=0.0157 'P Capacity=40.25 cfs
Outflow=3.31 cfs 0.314 of
Reach 3bR: South Swale 2b
Avg. Flow Depth=0.47' Max Vet=2.30 fps
Inflow=5.81 cfs 0.565 of
n=0.035 L=76.0' S=0.0132 'P Capacity=27.91 cfs
Outflow=5.81 cfs 0.565 of
Reach 3cR: South Swale 2b
Avg. Flow Depth=0.50' Max Vet=2.08 fps
Inflow=5.81 cfs 0.565 of
n=0.035 L=198.0' S=0.0101 'P Capacity=24.45 cfs
Outflow=5.74 cfs 0.565 of
Reach MR: South Swale 2b
Avg. Flow Depth=0.48' Max Vet=2.54 fps
Inflow=5.74 cfs 0.565 of
n=0.035 L=68.5' S=0.0146 '/' Capacity=24.56 cfs
Outflow=5.74 cfs 0.565 of
Reach 4bR: South Swale 1
Avg. Flow Depth=0.51' Max Vet=3.27 fps
Inflow=5.98 cfs 0.464 of
n=0.035 L=102.6' S=0.0244'/' Capacity=23.59 cfs
Outflow=5.96 cfs 0.464 of
Reach 5aR: North Swale Avg. Flow Depth=0.58' Max Vet=2.19 fps Inflow=4.74 cfs 0.409 at
n=0.035 L=52.0' S=0.0096'P Capacity=14.82 cfs Outflow=4.69 cfs 0.409 of
Reach 5bR: North Swale Avg. Flow Depth=0.48' Max Vet=2.84 fps Inflow=4.69 cfs 0.409 of
n=0.035 L=100.0' S=0.0200 'P Capacity=21.37 cfs Outflow=4.64 cfs 0.409 of
Reach 5cR: North Swale Avg. Flow Depth=0.44' Max Vet=3.12 fps Inflow=4.64 cfs 0.409 of
n=0.035 L=77.0' S=0.0260 '/' Capacity=24.36 cfs Outflow=4.63 cfs 0.409 of
Pond 1P: C13-1/C13-2(CI-1/CI-2) Peak Elev=46.51' Inflow=5.50 cfs 0.421 of
36.0" Round Culvert n=0.015 L=203.6' S=0.0073 7 Outflow=5.50 cfs 0.421 of
Pond 213: C13-3 (DI-3) Peak Elev=44.75' Inflow=10.16 cfs 0.768 of
36.0" Round Culvert n=0.015 L=69.5' S=0.0187'P Outflow=10.16 cfs 0.768 of
Pond 3P: MH-9 (DM-4) Peak Elev=43.48' Inflow=10.16 cfs 0.768 of
36.0" Round Culvert n=0.015 L=96.4' S=0.0187'P Outflow=10.16 cfs 0.768 of
Pond 413: C13-4 (CI-5) Peak Elev=42.12' Inflow=13.78 cfs 1.047 of
36.0" Round Culvert n=0.015 L=300.4' S=0.0054'P Outflow=13.78 cfs 1.047 of
Pond 513: C13-5 (CI-6) Peak Elev=40.78' Inflow=16.60 cfs 1.355 of
36.0" Round Culvert n=0.015 L=60.1' S=0.0023'P Outflow=16.62 cfs 1.355 of
Pond 6P: MH-11(DM-8) Peak Elev=42.46' Inflow=6.91 cfs 41.123 of
15.0" Round Culvert n=0.013 L=124.9' S=-0.0008'P Outflow=6.91 cfs 41.123 of
Pond 7P: MH-10 (DM-7) Peak Elev=40.28' Inflow=23.53 cfs 42.478 of
36.0" Round Culvert n=0.015 L=665.1' S=0.0078'P Outflow=23.53 cfs 42.478 of

Brunswick WTP Ex and Pr rev3 Type 11124-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10.00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Page 4
Pond 8P: CB-1/CB-2 (CIA/CI-2) Peak Elev=46.46' Inflow=4.88 cfs 0.407 of
36.0" Round Culvert n=0.015 L=203.6' S=0.0073 '/' Outflow=4.88 cfs 0.407 of
Pond 9P: C13-3 (DI-3) Peak Elev=44.84' Inflow=11.61 cfs 0.933 of
36.0" Round Culvert n=0.015 L=69.5' S=0.0187 '/' Outflow=11.61 cfs 0.933 of
Pond 10P: MH-9 (DM-4) Peak Elev=43.54' Inflow=11.61 cfs 0.933 of
36.0" Round Culvert n=0.015 L=96.4' S=0.01877 Outflow=11.61 cfs 0.933 of
Pond 11 P: New C13-4 Peak Elev=41.97' Inflow=11.61 cfs 0.933 of
36.0" Round Culvert n=0.015 L=300.4' S=0.0054 '/' Outflow=11.61 cfs 0.933 of
Pond 12P: Parking Lot CB's Peak EIev=40.72' Inflow=15.67 cfs 1.250 of
36.0" Round Culvert n=0.015 L=60.1' S=0.0023'/' Outflow=15.69 cfs 1.250 of
Pond 13P: MH-11 (DM-8) Peak EIev=42.41' Inflow=6.91 cfs 41.123 of
15.0" Round Culvert n=0.013 L=124.9' S=-0.0008 '/' Outflow=6.91 cfs 41.1.23 of
Pond UP: MH-10 (DM-7) Peak EIev=40.24' Inflow=22.60 cfs 42.373 of
36.0" Round Culvert n=0.015 L=665.1' S=0.0078'P Outflow=22.60 cfs 42.373 of
Pond 1513: RO Roof Drain East Peak EIev=51.26' Inflow=0.81 cfs 0.067 of
12.0" Round Culvert n=0.013 L=171.0' S=0.0041 '/' Outflow=0.81 cfs 0.067 of
Pond 16aP: RO Roof Drain South Peak EIev=50.97' Inflow=3.39 cfs 0.278 of
16.0" Round Culvert n=0.013 L=232.0' S=0.0043 '/' Outflow=3.39 cfs 0.278 of
Pond 16bP: RO Roof Drain South Peak EIev=49.91' Inflow=3.39 cfs 0.278 of
16.0" Round Culvert n=0.013 L=110.0' S=0.0073 '/' Outflow=3.39 cfs 0.278 of
Pond 16cP: CB to South Swale 1 Peak EIev=49.17' Inflow=5.64 cfs 0.439 of
18.0" Round Culvert n=0.013 L=39.0' S=0.0090 '/' Outflow=5.64 cfs 0.439 of
Pond 17aP: RO Roof Drain North Peak EIev=50.64' Inflow=3.65 cfs 0.246 of
16.0" Round Culvert n=0.013 L=124.0' S=0.0056 '/' Outflow=3.65 cfs 0.246 of
Pond 17bP: RO Roof Drain North Peak EIev=49.77' Inflow=3.65 cfs 0.246 of
16.0" Round Culvert n=0.013 L=169.0' S=0.0175 'P Outflow=3.65 cfs 0.246 of
Pond 17cP: CB to North Swale Peak EIev=46.97' Inflow=4.72 cfs 0.384 of
18.0" Round Culvert n=0.013 L=35.0' S=0.0071 '/' Outflow=4.72 cfs 0.384 of
Link 1 L: Recycled Water Pump Station
Link 19L: Recycled Water Pump Station
Manual Hydrograph Inflow=6.91 cfs 41.123 of
Primary=6.91 cfs 41.123 of
Manual Hydrograph Inflow=6.91 cfs 41.123 of
Primary=6.91 cfs 41.123 of

Brunswick WTP Ex and Pr rev3
Prepared by CDM Smith
HydroCAD®10.00-19 s/n M15318 © 2016
Type/1/ 24-hr 10-Year, 24-hr Rainfall=7.18"
Printed 8/15/2019
Summary for Subcatchment 1S: Clarifier East - Existing
Runoff = 5.50 cfs @ 12.11 hrs, Volume= 0.421 af, Depth= 2.53"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
27,618
98 Impervious areas, HSG A
59,306
39 >75% Grass cover, Good, HSG A
86,924
58 Weighted Average
59,306
68.23% Pervious Area
27,618
31.77% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.5
45
0.0335
0.21
Sheet Flow, Grass
Grass: Short n= 0.150 P2= 4.62"
0.3
41
0.1225
2.45
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
1.5
174
0.0173
1.97
Shallow Concentrated Flow, Grass swale
Grassed Waterway Kv= 15.0 fps
1.7
305
0.0211
2.95
Shallow Concentrated Flow, Pavement
Paved Kv= 20.3 fps
7.0 565 Total
Summary for Subcatchment 2S: Admin Building - Existing
Runoff = 4.75 cfs @ 12.09 hrs, Volume= 0.346 af, Depth= 5.31"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
25,720
98 Impervious areas, HSG A
8,372
39 >75% Grass cover, Good, HSG A
34,092
84 Weighted Average
8,372
24.56% Pervious Area
25,720
75.44% Impervious Area

Brunswick WTP Ex and Pr rev3 Type 1/124-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10.00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Page 6
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
1.6
35
0.1445
0.37
Sheet Flow, Grass
Grass: Short n= 0.150 P2= 4.62"
0.3
25
0.0408
1.41
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
0.4
18
0.0122
0.77
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
0.5
64
0.0122
2.24
Shallow Concentrated Flow, Pavement
Paved Kv= 20.3 fps
0.1
44
0.0591
4.94
Shallow Concentrated Flow, Pavement
Paved Kv= 20.3 fps
2.9 186 Total, Increased to minimum Tc = 6.0 min
Summary for Subcatchment 3S: Clarifier West - Existing
Runoff = 3.62 cfs @ 12.10 hrs, Volume= 0.279 af, Depth= 2.24"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
* 17,956
98 Impervious areas, HSG A
47,179
39 >75% Grass cover, Good, HSG A
65,135
55 Weighted Average
47,179
72.43% Pervious Area
17,956
27.57% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
3.2
42
0.0359
0.22
Sheet Flow, Grass
Grass: Short n= 0.150 P2= 4.62"
0.3
45
0.1109
2.33
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
3.0
525
0.0201
2.88
Shallow Concentrated Flow, Pavement
Paved Kv= 20.3 fps
6.5 612 Total
Summary for Subcatchment 4S: Maintenance Building - Existing
Runoff = 3.45 cfs @ 12.17 hrs, Volume= 0.309 af, Depth= 2.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"

Brunswick WTP Ex and Pr rev3 Type 111 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by GDM Smith Printed 8/15/2019
HydroCADS 10.00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Pace 7
Area (sf) CN Description
* 20,853 98 Impervious areas, HSG A
40,436 39 >75% Grass cover, Good, HSG A
61,289 59 Weighted Average
40,436 65.98% Pervious Area
20,853 34.02% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.6
50
0.0210
0.18
Sheet Flow, Grass
Grass: Short n= 0.150 P2= 4.62"
0.9
55
0.0210
1.01
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
1.8
103
0.0195
0.98
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
0.8
59
0.0340
1.29
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
3.8
184
0.0133
0.81
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fos
11.9 451 Total
Summary for Subcatchment 5S: Clarifier East - Proposed
Runoff = 4.88 cfs @ 12.14 hrs, Volume= 0.407 af, Depth= 2.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
*
27,209
98 Impervious areas, HSG A
53,572
39 >75% Grass cover, Good, HSG A
80,781
59 Weighted Average
53,572
66.32% Pervious Area
27,209
33.68% Impervious Area
Tc
Length
Slope Velocity Capacity Description
(min)
(feet)
(ft/ft) (ft/sec) (cfs)
6.2
50
0.0101 0.14 Sheet Flow, Grass
Grass: Short n= 0.150 P2= 4.62"
1.2
49
0.0100 0.70 Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
0.5
56
0.0180 2.01 Shallow Concentrated Flow, Grass
Grassed Waterway Kv= 15.0 fps
1.7
288
0.0188 2.78 Shallow Concentrated Flow, Pavement
Paved Kv= 20.3 fas
9.6 443 Total

Brunswick WTP Ex and Pr rev3 Type Ill 24-hr 10-Year, 24-hr Rainfall=7. 98"
Prepared by CDM Smith Printed 8/15/2019
HydroCADO 10,00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Pape 8
Summary for Subcatchment 6S: Admin Building - Proposed
Runoff = 6.80 cfs @ 12.12 hrs, Volume= 0.526 af, Depth= 4.42"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
* 39,233
98 Impervious areas, HSG A
23,037
39 >75% Grass cover, Good, HSG A
62,270
76 Weighted Average
23,037
37.00% Pervious Area
39,233
63.00% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
4.7
50
0.0197
0.18
Sheet Flow, Grass
Grass: Short n= 0.150 P2= 4.62"
0.2
11
0.0197
0.98
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
0.7
69
0.0545
1.63
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
2.8
350
0.0108
2.11
Shallow Concentrated Flow, Pavement
Paved Kv= 20.3 fps
8.4 480 Total
Summary for Subcatchment 7S: Parking Lot - Proposed
Runoff = 4.42 cfs @ 12.09 hrs, Volume= 0.317 af, Depth= 4.86"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
* 23,680 98 Impervious areas, HSG A
10,444 39 >75% Grass cover, Good, HSG A
34,124 80 Weighted Average
10,444 30.61 % Pervious Area
23,680 69.39% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct entry by inspection

Brunswick WTP Ex and Pr rev3 Type Ill 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD® 10.00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Page 9
Summary for Subcatchment 8S: Clarifier West - Proposed
Runoff - 3.49 cfs @ 12.16 hrs, Volume= 0.314 af, Depth= 2.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
18,854 98 Impervious areas, HSG A
57,816 39 >75% Grass cover, Good, HSG A
76,670 54 Weighted Average
57,816 75.41 % Pervious Area
18,854 24.59% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.6
50
0.0059
0.11
Sheet Flow, Grass
Grass: Short n= 0.150 P2= 4.62"
1.1
35
0.0059
0.54
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
1.1
59
0.0169
0.91
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
0.9
73
0.0409
1.42
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
10.7 217 Total
Summary for Subcatchment 9S: Tank Storage - Proposed
Runoff = 3.23 cfs @ 12.10 hrs, Volume= 0.251 af, Depth= 2.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
" 15,347 98 Impervious areas, HSG A
45,771 39 >75% Grass cover, Good, HSG A
61,118 54 Weighted Average
45,771 74.89% Pervious Area
15,347 25.11% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
5.1
50
0.0162
0.16
Sheet Flow, Grass
Grass: Short n= 0.150 P2= 4,62"
0.2
12
0.0162
0.89
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
1.1
98
0.0102
1.51
Shallow Concentrated Flow, Grass Swale
Grassed Waterwav Kv= 15.0 fps
6.4 160 Total

Brunswick WTP Ex and Pr rev3 Type 11124-hr 90-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10.00-19 s/n M15318 ©2016 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 10S: RO Building East - Proposed
Runoff = 0.81 cfs @ 12.08 hrs, Volume= 0.067 af, Depth= 6.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
5,027 98 Roofs, HSG A
5,027 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct entry by inspection
Summary for Subcatchment 11S: RO Building South - Proposed
Runoff = 2.58 cfs @ 12.08 hrs, Volume= 0.211 af, Depth= 6.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
15,924 98 Roofs, HSG A
15,924 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct entry by inspection
Summary for Subcatchment 12S: South Driveway - Proposed
Runoff = 2.26 cfs @ 12.09 hrs, Volume= 0.160 af, Depth= 4.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
* 11,782 98 Impervious areas, HSG A
8,715 39 >75% Grass cover, Good, HSG A
20,497 73 Weighted Average
8,715 42.52% Pervious Area
11,782 57.48% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct entry by inspection

Brunswick WTP Ex and Pr rev3 Type M 24-hr 10-Year, 24-hrRainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10.00-19 s/n M15318 © 2016 HvdroCAD Software Solutions LLC Page 11
Summary for Subcatchment 13S: South Swale 1 - Proposed
Runoff = 0.34 cfs @ 12.09 hrs, Volume= 0.025 af, Depth= 2.63"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
1,652 98 Impervious areas, HSG A
3,302 39 >75% Grass cover, Good, HSG A
4,954 59 Weighted Average
3,302 66.65% Pervious Area
1,652 33.35% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct entry by inspection
Summary for Subcatchment 14S: RO Building North - Proposed
[46] Hint: Tc=O (Instant runoff peak depends on dt)
Runoff = 3.65 cfs @ 12.00 hrs, Volume= 0.246 af, Depth= 6.94"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
18,512 98 Roofs, HSG A
18,512 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
0.0 Direct Entry, Direct entry by inspection
Summary for Subcatchment 15S: West Driveway - Proposed
Runoff = 1.92 cfs @ 12.09 hrs, Volume= 0.138 af, Depth= 3.14"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
9,821 98 Impervious areas, HSG A
13,118 39 >75% Grass cover, Good, HSG A
22,939 64 Weighted Average
13,118 57.19% Pervious Area
9,821 42.81% Impervious Area

Brunswick WTP Ex and Pr rev3 Type Ill 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10.00-19 s/n M15318 ©2016 HydroCAD Software Solutions LLC Page 12
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct entry by inspection
Summary for Subcatchment 16S: North Swale - Proposed
Runoff = 0.18 cfs @ 12.14 hrs, Volume= 0.025 af, Depth= 0.83"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
128 98 Impervious areas, HSG A
15,607 39 >75% Grass cover, Good, HSG A
15,735 39 Weighted Average
15,607 99.19% Pervious Area
128 0.81 % Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct entry by inspection
Summary for Reach 1 R: Hood Creek Outfall - Existing
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 5.680 ac, 37.24% Impervious, Inflow Depth > 89.74" for 10-Year, 24-hr event
Inflow = 23.53 cfs @ 12.11 hrs, Volume= 42.478 of
Outflow = 23.53 cfs @ 12.11 hrs, Volume= 42.478 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Summary for Reach 2R: Hood Creek Outfall - Proposed
[40] Hint: Not Described (Outflow-- Inflow)
Inflow Area = 4.067 ac, 50.87% Impervious, Inflow Depth >125.01" for 10-Year, 24-hr event
Inflow = 22.60 cfs @ 12.11 hrs, Volume= 42.373 of
Outflow = 22.60 cfs @ 12.11 hrs, Volume= 42.373 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Summary for Reach 3aR: South Swale 2a
Inflow Area = 1.760 ac, 24.59% Impervious, Inflow Depth = 2.14" for 10-Year, 24-hr event
Inflow = 3.49 cfs @ 12.16 hrs, Volume= 0.314 of
Outflow = 3.31 cfs @ 12.20 hrs, Volume= 0.314 af, Atten= 5%, Lag= 2.4 min

Brunswick VVTP Ex and Pr rev3 Type Ill 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by ODM Smith Printed 8/15/2019
HydroCAD®10.00-19 s/n M15318 ©2016 HydroCAD Software Solutions LLC Pace 13
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 1.94 fps, Min. Travel Time= 3.3 min
Avg. Velocity = 0.63 fps, Avg. Travel Time= 10.2 min
Peak Storage= 651 cf @ 12.20 hrs
Average Depth at Peak Storage= 0.27'
Bank -Full Depth= 1.00' Flow Area= 10.0 sf, Capacity-- 40.25 cfs
5.00' x 1.00' deep channel, n= 0.035
Side Slope Z-value= 5.0 '/' Top Width= 15.00'
Length= 382.0' Slope= 0.0157 '/'
Inlet Invert= 59.00', Outlet Invert= 53.00'
Summary for Reach 3bR: South Swale 2b
[62] Hint: Exceeded Reach 3aR OUTLET depth by 0.24' @ 12.10 hrs
Inflow Area = 3.163 ac, 24.82% Impervious, Inflow Depth = 2.14" for 10-Year, 24-hr event
Inflow = 5.81 cfs @ 12.15 hrs, Volume= 0.565 of
Outflow - 5.81 cfs @ 12.15 hrs, Volume= 0.565 af, Atten= 0%, Lag= 0.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 2.30 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 0.81 fps, Avg. Travel Time= 1.6 min
Peak Storage= 192 cf @ 12.15 hrs
Average Depth at Peak Storage= 0.47'
Bank -Full Depth= 1.00' Flow Area= 8.0 sf, Capacity= 27.91 cfs
3.00' x 1.00' deep channel, n= 0.035
Side Slope Z-value= 5.0 '/' Top Width= 13.00'
Length= 76.0' Slope= 0.0132 '/'
Inlet Invert= 53.00', Outlet Invert= 52.00'

Brunswick WTP Ex and Pr rev3 Type /// 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10.00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Page 14
Summary for Reach 3cR: South Swale 2b
[62] Hint: Exceeded Reach 3bR OUTLET depth by 0.04' @ 12.27 hrs
Inflow Area = 3.163 ac, 24.82% Impervious, Inflow Depth = 2.14" for 10-Year, 24-hr event
Inflow = 5.81 cfs @ 12.15 hrs, Volume= 0.565 of
Outflow = 5.74 cfs @ 12.18 hrs, Volume= 0.565 af, Atten= 1 %, Lag= 1.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 2.08 fps, Min. Travel Time= 1.6 min
Avg. Velocity = 0.73 fps, Avg. Travel Time= 4.5 min
Peak Storage= 547 cf @ 12.18 hrs
Average Depth at Peak Storage= 0.50'
Bank -Full Depth= 1.00' Flow Area= 8.0 sf, Capacity= 24.45 cfs
3.00' x 1.00' deep channel, n= 0.035
Side Slope Z-value= 5.0 'P Top Width= 13.00'
Length= 198.0' Slope= 0.0101 T
Inlet Invert= 52.00', Outlet Invert= 50.00'
Summary for Reach MR: South Swale 2b
[61] Hint: Exceeded Reach 3cR outlet invert by 0.48' @ 12.18 hrs
Inflow Area = 3.163 ac, 24.82% Impervious, Inflow Depth = 2.14" for 10-Year, 24-hr event
Inflow = 5.74 cfs @ 12.18 hrs, Volume= 0.565 of
Outflow = 5.74 cfs @ 12.18 hrs, Volume= 0.565 af, Atten= 0%, Lag= 0.3 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 2.54 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 0.85 fps, Avg. Travel Time= 1.3 min
Peak Storage= 155 cf @ 12.18 hrs
Average Depth at Peak Storage= 0.48'
Bank -Full Depth= 1.00' Flow Area= 6.5 sf, Capacity= 24.56 cfs
3.00' x 1.00' deep channel, n= 0.035
Side Slope Z-value= 3.5'/' Top Width= 10.00'
Length= 68.5' Slope= 0.0146 T
Inlet Invert= 50.00', Outlet Invert= 49.00'

Brunswick WTP Ex and Pr rev3 Type /// 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by ODM Smith Printed 8/15/2019
HydroCADO 10.00-19 s/n M15318 © 2016 HvdroCAD Software Solutions LLC Paae 15
Summary for Reach OR: South Swale 1
Depth at channell at discharge = 2.75 ft
Inflow Area = 1.065 ac, 74.10% Impervious, Inflow Depth = 5.22" for 10-Year, 24-hr event
Inflow 5.98 cfs @ 12.09 hrs, Volume= 0.464 of
Outflow = 5.96 cfs @ 12.09 hrs, Volume= 0.464 af, Atten= 0%, Lag= 0.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 3.27 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 0.95 fps, Avg. Travel Time= 1.8 min
Peak Storage= 187 cf @ 12.09 hrs
Average Depth at Peak Storage= 0.51'
Bank -Full Depth=1.00' Flow Area= 5.0 sf, Capacity= 23.59 cfs
2.00' x 1.00' deep channel, n= 0.035
Side Slope Z-value= 3.07 Top Width= 8.00'
Length= 102.6' Slope= 0.0244 '/'
Inlet Invert= 47.50', Outlet Invert= 45.00'
Summary for Reach 5aR: North Swale
Inflow Area = 1.313 ac, 49.77% Impervious, Inflow Depth = 3.74" for 10-Year, 24-hr event
Inflow = 4.74 cfs @ 12.00 hrs, Volume= 0.409 of
Outflow = 4.69 cfs @ 12.01 hrs, Volume= 0.409 af, Atten= 1 %, Lag= 0.4 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 2.19 fps, Min. Travel Time= 0.4 min
Avg. Velocity = 0.68 fps, Avg. Travel Time= 1.3 min
Peak Storage= 112 cf @ 12.01 hrs
Average Depth at Peak Storage= 0.58'
Bank -Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 14.82 cfs

Brunswick WTP Ex and Pr rev3 Type 1/124-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10.00-19 s/n M15318 ©2016 HydroCAD Software Solutions LLC Paae 16
2.00' x 1.00' deep channel, n= 0.035
Side Slope Z-value= 3.0 '/' Top Width= 8.00'
Length= 52.0' Slope= 0.0096 T
Inlet Invert= 45.50', Outlet Invert= 45.00'
Summary for Reach 5bR: North Swale
[61] Hint: Exceeded Reach 5aR outlet invert by 0.48' @ 12.02 hrs
Inflow Area = 1.313 ac, 49.77% Impervious, Inflow Depth = 3.74" for 10-Year, 24-hr event
Inflow = 4.69 cfs @ 12.01 hrs, Volume= 0.409 of
Outflow = 4.64 cfs @ 12.02 hrs, Volume= 0.409 af, Atten= 1%, Lag= 0.5 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 2.84 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 0.86 fps, Avg. Travel Time= 1.9 min
Peak Storage= 163 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.48'
Bank -Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 21.37 cfs
2.00' x 1.00' deep channel, n= 0.035
Side Slope Z-value= 3.0 '/' Top Width= 8.00'
Length= 100.0' Slope= 0.0200 '/'
Inlet Invert= 45.00', Outlet Invert= 43.00'
Summary for Reach 5cR: North Swale
[61] Hint: Exceeded Reach 5bR outlet invert by 0.44' @ 12.02 hrs
Inflow Area = 1.313 ac, 49.77% Impervious, Inflow Depth = 3.74" for 10-Year, 24-hr event
Inflow = 4.64 cfs @ 12.02 hrs, Volume= 0.409 of
Outflow = 4.63 cfs @ 12.02 hrs, Volume= 0.409 af, Atten= 0%, Lag= 0.3 min

Brunswick WTP Ex and Pr rev3 Type /// 24-hr 10-Year, 24-hrRainfa11=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCADO 10.00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Paae 17
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Max. Velocity= 3.12 fps; Min. Travel Time= 0.4 min
Avg. Velocity = 0.94 fps, Avg. Travel Time= 1.4 min
Peak Storage= 114 cf @ 12.02 hrs
Average Depth at Peak Storage= 0.44'
Bank -Full Depth= 1.00' Flow Area= 5.0 sf, Capacity= 24.36 cfs
2.00' x 1.00' deep channel, n= 0.035
Side Slope Z-value= 3.0 T Top Width= 8.00'
Length= 77.0' Slope= 0.0260 T
Inlet Invert= 43.00', Outlet Invert= 41.00'
Summary for Pond 1P: CB-1/CB-2 (CI-1/0-2)
Inflow Area = 1.996 ac,
Inflow = 5.50 cfs @
Outflow = 5.50 cfs @
Primary = 5.50 cfs @
31.77% Impervious, Inflow Depth = 2.53"
12.11 hrs, Volume= 0.421 of
12.11 hrs, Volume= 0.421 af,
12.11 hrs, Volume= 0.421 of
for 10-Year, 24-hr event
Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 46.51' @ 12.11 hrs
Flood Elev= 50.57'
Device Routing Invert Outlet Devices
#1 Primary 45.57' 36.0" Round 36" RCP
L= 203.6' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 45.57' / 44.08' S= 0.0073 7 Cc= 0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 7.07 sf
Primary OutFlow Max=5.50 cfs @ 12.11 hrs HW=46.51' TW=44.74' (Dynamic Tailwater)
t-1=36" RCP (Barrel Controls 5.50 cfs @ 4.37 fps)
Inflow Area = 2.778 ac,
Inflow = 10.16 cfs @
Outflow = 10.16 cfs @
Primary = 10.16 cfs @
Summary for Pond 212: CB-3 (13I-3)
44.08% impervious, inflow Depth = 3.32"
12.10 hrs, Volume= 0.768 of
12.10 hrs, Volume= 0.768 af,
12.10 hrs, Volume= 0.768 of
for 10-Year, 24-hr event
Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 44.75' @ 12.10 hrs
Flood Elev= 49.43'

Brunswick WTP Ex and Pr rev3 Type 111 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD® 10 00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Page 18
Device Routing Invert Outlet Devices
#1 Primary 43.53' 36.0" Round 36" RCP
L= 69.5' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 43.53' / 42.23' S= 0.0187'/' Cc= 0.900
n= 0.015, Flow Area= 7.07 sf
rimaryOutFlow Max=10.15 cfs @ 12.10 hrs HW=44.75' TW=43.47' (Dynamic Tailwater)
1=36" RCP (Inlet Controls 10.15 cfs @ 3.76 fps)
Summary for Pond 3P: MH-9 (DM-4)
Inflow Area = 2.778 ac, 44.08% Impervious, Inflow Depth = 3.32" for 10-Year, 24-hr event
Inflow = 10.16 cfs @ 12.10 hrs, Volume= 0.768 of
Outflow = 10.16 cfs @ 12.10 hrs, Volume= 0.768 af, Atten= 0%, Lag= 0.0 min
Primary = 10.16 cfs @ 12.10 hrs, Volume= 0.768 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 43.48' @ 12.10 hrs
Flood Elev= 50.01'
Device Routing Invert Outlet Devices
#1 Primary 42.23' 36.0" Round 36" RCP
L= 96.4' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 42.23' / 40.43' S= 0.0187'/' Cc= 0.900
n= 0.015, Flow Area= 7.07 sf
rimary OutFlow Max=10.14 cfs @ 12.10 hrs HW=43.47' TW=42.12' (Dynamic Tailwater)
1=36" RCP (Outlet Controls 10.14 cfs @ 5.40 fps)
Summary for Pond 413: CB-4 (CI-5)
Inflow Area = 4.273 ac, 38.30% Impervious, Inflow Depth = 2.94" for 10-Year, 24-hr event
Inflow = 13.78 cfs @ 12.10 hrs, Volume= 1.047 of
Outflow = 13.78 cfs @ 12.10 hrs, Volume= 1.047 af, Atten= 0%, Lag= 0.0 min
Primary = 13.78 cfs @ 12.10 hrs, Volume= 1.047 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 42.12' @ 12.10 hrs
Flood Elev= 50.13'
Device Routing Invert Outlet Devices
#1 Primary 40.28' 36.0" Round 36" RCP
L= 300.4' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 40.28' / 38.65' S= 0.0054'/' Cc= 0.900
n= 0.015, Flow Area= 7.07 sf
Primary OutFlow Max=13.77 cfs @ 12.10 hrs HW=42.12' TW=40.78' (Dynamic Tailwater)
t-1=36" RCP (Outlet Controls 13.77 cfs @ 4.33 fps)

Brunswick WTP Ex and Pr rev3
Prepared by CDM Smith
HvdroCADS 10.00-19 s/n M 15318 © 201
Type/1/ 24-hr 10-Year, 24-hr Rainfall=7.18"
LLC
Summary for Pond 5P: CB-5 (CI-6)
[90] Warning: Qout>Qin may require smaller dt or Finer Routing
Inflow Area = 5.680 ac,
Inflow = 16.60 cfs @
Outflow = 16.62 cfs @
Primary = 16.62 cfs @
37.24% Impervious, Inflow Depth = 2.86"
12.11 hrs, Volume= 1.355 of
Printed 8/15/2019
for 10-Year, 24-hr event
12.11 hrs, Volume= 1.355 af, Atten= 0%, Lag= 0.0 min
12.11 hrs, Volume= 1.355 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 40.78' @ 12.11 hrs
Flood Elev= 48.55'
Device Routing Invert Outlet Devices
#1 Primary 38.50' 36.0" Round 36" Culvert
L= 60.1' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 38.50' / 38.36' S= 0.0023'/' Cc= 0.900
n= 0.015, Flow Area= 7.07 sf
rimary OutFlow Max=16.60 cfs @ 12.11 hrs HW=40.78' TW=40.28' (Dynamic Tailwater)
1=36" Calvert (Outlet Controls 16.60 cfs @ 3.98 fps)
Summary for Pond 6P: MH-11 (DM-8)
Inflow = 6.91 cfs @ 0.00 hrs, Volume= 41.123 of
Outflow = 6.91 cfs @ 11.99 hrs, Volume= 41.123 af, Atten= 0%, Lag= 719.4 min
Primary = 6.91 cfs @ 11.99 hrs, Volume= 41.123 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 42.46' @ 12.11 hrs
Flood Elev= 48.07'
Device Routing Invert Outlet Devices
#1 Primary 38.57' 15.0" Round 15" DI Pipe
L= 124.9' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 38.47' 138.57' S=-0.0008 T Cc= 0.900
n= 0.013 Cast iron, coated, Flow Area= 1.23 sf
rimary OutFlow Max=6.91 cfs @ 11.99 hrs HW=42.00' TW=39.82' (Dynamic Tailwater)
1=15" Di Pipe (Outlet Controls 6.91 cfs @ 5.63 fps)
Summary for Pond 7P: MH-10 (DM-7)
[80) Warning: Exceeded Pond 5P by 0.82' @ 24.24 hrs (2.84 cfs 2.754 af)
Inflow Area = 5.680 ac, 37.24% Impervious, Inflow Depth > 89.74" for 10-Year, 24-hr event
Inflow = 23.53 cfs @ 12.11 hrs, Volume= 42.478 of
Outflow = 23.53 cfs @ 12.11 hrs, Volume= 42.478 af, Atten= 0%, Lag= 0.0 min
Primary = 23.53 cfs @ 12.11 hrs, Volume= 42.478 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3

Brunswick WTP Ex and Pr rev3 Type/1/ 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HvdroCAD® 10 00-19 s/n M15318 © 2016 HvdroCAD Software Solutions LLC Page 20
Peak Elev= 40.28' @ 12.11 hrs
Flood Elev= 48.06'
Device Routing Invert Outlet Devices
#1 Primary 38.31' 36.0" Round 36" RCP
L= 665.1' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 38.31' / 33.11' S= 0.0078'/' Cc= 0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 7.07 sf
Primary OutFlow Max=23.51 cfs @ 12.11 hrs HW=40.28' TW=0.00' (Dynamic Tailwater)
t-1=36" RCP (Barrel Controls 23.51 cfs @ 6.77 fps)
Summary for Pond 8P: CB-1/CB-2 (CI-1/CI-2)
Inflow Area = 1.854 ac, 33.68% Impervious, Inflow Depth = 2.63" for 10-Year, 24-hr event
Inflow = 4.88 cfs @ 12.14 hrs, Volume= 0.407 of
Outflow = 4.88 cfs @ 12.14 hrs, Volume= 0.407 af, Atten= 0%, Lag= 0.0 min
Primary = 4.88 cfs @ 12.14 hrs, Volume= 0.407 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 46.46' @ 12.14 hrs
Flood Elev= 50.57'
Device Routing Invert Outlet Devices
#1 Primary 45.57' 36.0" Round 36" RCP
L= 203.6' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 45.57' / 44.08' S= 0.0073 T Cc= 0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 7.07 sf
Primary OutFlow Max=4.88 cfs @ 12.14 hrs HW=46.46' TW=44.83' (Dynamic Tailwater)
t-1=36" RCP (Outlet Controls 4.88 cfs @ 4.15 fps)
Summary for Pond 9P: CB-3 (13I-3)
Inflow Area = 3.284 ac, 46.45% Impervious, Inflow Depth = 3.41" for 10-Year, 24-hr event
Inflow = 11.61 cfs @ 12.13 hrs, Volume= 0.933 of
Outflow = 11.61 cfs @ 12.13 hrs, Volume= 0.933 af, Atten= 0%, Lag= 0.0 min
Primary = 11.61 cfs @ 12.13 hrs, Volume= 0.933 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 44.84' @ 12.13 hrs
Flood Elev= 49.43'
Device Routing Invert Outlet Devices
#1 Primary 43.53' 36.0" Round 36" RCP
L= 69.5' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 43.53' / 42.23' S= 0.0187'/' Cc= 0.900
n= 0.015, Flow Area= 7.07 sf
rimary OutFlow Max=11.60 cfs @ 12.13 hrs HW=44.84' TW=43.54' (Dynamic Tailwater)
1=36" RCP (Inlet Controls 11.60 cfs @ 3.90 fps)

Brunswick WrP Ex and Pr rev3
Prepared by CDM Smith
HydroCADO 10.00-19 s/n M15318 © 2011
Inflow Area = 3.284 ac,
Inflow = 11.61 cfs @
Outflow = 11.61 cfs @
Primary = 11.61 cfs @
Type/1/ 24-hr 10-Year, 24-hr Rainfall=7.18"
Summary for Pond 10P: MH-9 (DM-4)
46.45% Impervious, Inflow Depth = 3.41"
12.13 hrs, Volume= 0.933 of
12.13 hrs, Volume= 0.933 af,
12.13 hrs, Volume= 0.933 of
Printed 8/15/2019
for 10-Year, 24-hr event
Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 43.54' @ 12.13 hrs
Flood Elev= 50.01'
Device Routing Invert Outlet Devices
#1 Primary 42.23' 36.0" Round 36" RCP
L= 96.4' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 42.23' / 40.43' S= 0.0187'P Cc= 0.900
n= 0.015, Flow Area= 7.07 sf
Primary OutFlow Max=11.60 cfs @ 12.13 hrs HW=43.54' TW=41.97' (Dynamic Tailwater)
'L1=36" RCP (Inlet Controls 11.60 cfs @ 3.90 fps)
Inflow Area = 3.284 ac,
Inflow = 11.61 cfs @
Outflow = 11.61 cfs @
Primary = 11.61 cfs @
Summary for Pond 11 P: New CB-4
46.45% Impervious, Inflow Depth = 3.41"
12.13 hrs, Volume= 0.933 of
for 10-Year, 24-hr event
12.13 hrs, Volume= 0.933 af, Atten= 0%, Lag= 0.0 min
12.13 hrs, Volume= 0.933 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 41.97' @ 12.12 hrs
Flood Elev= 50.13'
Device Routing Invert Outlet Devices
#1 Primary 40.28' 36.0" Round 36" RCP
L= 300.4' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 40.28' / 38.65' S= 0.0054 T Cc= 0.900
n= 0.015, Flow Area= 7.07 sf
rimary OutFlow Max=11.60 cfs @ 12.13 hrs HW=41.97' TW=40.71' (Dynamic Tailwater)
1=36" RCP (Outlet Controls 11.60 cfs @ 4.08 fps)
Summary for Pond 12P: Parking Lot CB's
[90] Warning: Qout>Qin may require smaller dt or Finer Routing
Inflow Area = 4.067 ac,
Inflow = 15.67 cfs @
Outflow = 15.69 cfs @
Primary = 15.69 cfs @
50.87% Impervious, Inflow Depth = 3.69"
12.11 hrs, Volume= 1.250 of
12.11 hrs, Volume= 1.250 af,
12.11 hrs, Volume= 1.250 of
for 10-Year, 24-hr event
Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0,00-72.00 hrs, dt= 0.01 hrs / 3

Brunswick WTP Ex and Pr rev3 Type 111 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10 00-19 s/n M15318 ©2016 HydroCAD Software Solutions LLC Page 22
Peak Elev= 40.72' @ 12.11 hrs
Flood Elev= 48.55'
Device Routing Invert Outlet Devices
#1 Primary 38.50' 36.0" Round 36" Culvert
L= 60.1' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 38.50' / 38.36' S= 0.0023'P Cc= 0.900
n= 0.015, Flow Area= 7.07 sf
Primary OutFlow Max=15.66 cfs @ 12.11 hrs HW=40.72' TW=40.24' (Dynamic Tailwater)
't-1=36" Culvert (Outlet Controls 15.66 cfs @ 3.90 fps)
Summary for Pond 13P: MH-11 (DM-8)
Inflow = 6.91 cfs @ 0.00 hrs, Volume= 41.123 of
Outflow = 6.91 cfs @ 12.01 hrs, Volume= 41.123 af, Atten= 0%, Lag= 720.6 min
Primary = 6.91 cfs @ 12.01 hrs, Volume= 41.123 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 42.41' @ 12.11 hrs
Flood Elev= 48.07'
Device Routing Invert Outlet Devices
#1 Primary 38.57' 15.0" Round 15" DI Pipe
L= 124.9' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 38.47' 138.57' S=-0.0008'/' Cc= 0.900
n= 0.013 Cast iron, coated, Flow Area= 1.23 sf
rimary OutFlow Max=6.91 cfs @ 12.01 hrs HW=42.05' TW=39.88' (Dynamic Tailwater)
1=15" DI Pipe (Outlet Controls 6.91 cfs @ 5.63 fps)
Summary for Pond 14P: MH-10 (DM-7)
[801 Warning: Exceeded Pond 12P by 0.82' @ 24.22 hrs (2.84 cfs 2.793 af)
Inflow Area = 4.067 ac, 50.87% Impervious, Inflow Depth >125.01" for 10-Year, 24-hr event
Inflow = 22.60 cfs @ 12.11 hrs, Volume= 42.373 of
Outflow = 22.60 cfs @ 12.11 hrs, Volume= 42.373 af, Atten= 0%, Lag= 0.0 min
Primary = 22.60 cfs @ 12.11 hrs, Volume= 42.373 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 40.24' @ 12.11 hrs
Flood Elev= 48.06'
Device Routing Invert Outlet Devices
#1 Primary 38.31' 36.0" Round 36" RCP
L= 665.1' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 38.31' / 33.11' S= 0.0078'/' Cc= 0.900
n= 0.015 Concrete sewer w/manholes & inlets, Flow Area= 7.07 sf

Brunswick WTP Ex and Pr rev3
Prepared by CDM Smith
HydroCAD®10.00-19 s/n M 15318 © 201
Type 111 24-hr 10-Year, 24-hr Rainfall=7.18"
LLC
Printed 8/15/2019
rimary OutFlow Max=22.57 cfs @ 12.11 hrs HW=40.24' TW=0.00' (Dynamic Tailwater)
1=36" RCP (Barrel Controls 22.57 cfs @ 6.70 fps)
Summary for Pond 15P: RO Roof Drain East
Inflow Area = 0.115 ac,100.00% Impervious, Inflow Depth = 6.94" for 10-Year, 24-hr event
Inflow = 0.81 cfs @ 12.08 hrs, Volume= 0.067 of
Outflow = 0.81 cfs @ 12.08 hrs, Volume= 0.067 af, Atten= 0%, Lag= 0.0 min
Primary = 0.81 cfs @ 12.08 hrs, Volume= 0.067 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 51.26' @ 12.08 hrs
Flood Elev= 52.50'
Device Routing Invert Outlet Devices
#1 Primary 50.50' 12.0" Round 12" DI Pipe
L= 171.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 50.50' / 49.80' S= 0.0041 T Cc= 0.900
n= 0.013, Flow Area= 0.79 sf
rimary OutFlow Max=0.81 cfs @ 12.08 hrs HW=51.26' TW=50.96' (Dynamic Tailwater)
1=12" DI Pipe (Outlet Controls 0.81 cfs @ 1.74 fps)
Summary for Pond 16aP: RO Roof Drain South
Inflow Area = 0.481 ac,100.00% Impervious, Inflow Depth = 6.94" for 10-Year, 24-hr event
Inflow = 3.39 cfs @ 12.08 hrs, Volume= 0.278 of
Outflow = 3.39 cfs @ 12.08 hrs, Volume= 0.278 af, Atten= 0%, Lag= 0.0 min
Primary = 3.39 cfs @ 12.08 hrs, Volume= 0.278 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 50.97' @ 12.08 hrs
Flood Elev= 52.50'
Device Routing Invert Outlet Devices
41 Primary 49.80' 16.0" Round 16" DI Pipe
L= 232.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 49.80' / 48.80' S= 0.0043 '/' Cc= 0.900
n= 0.013, Flow Area= 1.40 sf
Primary OutFlow Max=3.38 cfs @ 12.08 hrs HW=50.96' TW=49.91' (Dynamic Tailwater)
1-1=16" Dl Pipe (Outlet Controls 3.38 cfs @ 3.49 fps)
Summary for Pond IMP: RO Roof Drain South
Inflow Area = 0.481 ac,100.00% Impervious, Inflow Depth = 6.94" for 10-Year, 24-hr event
Inflow = 3.39 cfs @ 12.08 hrs, Volume= 0.278 of
Outflow = 3.39 cfs @ 12.08 hrs, Volume= 0.278 af, Atten= 0%, Lag= 0.0 min
Primar; = 3.39 cfs @ 12.08 hrs, Volume= 0.278 of

Brunswick WTP Ex and Pr rev3 Type 111 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HVdroCAD®10 00-19 s/n M15318 ©2016 HydroCAD Software Solutions LLC Paoe 24
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 49.91' @ 12.08 hrs
Flood Elev= 52.00'
Device Routing Invert Outlet Devices
#1 Primary 48.80' 16.0" Round 16" DI Pipe
L= 110.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 48.80' / 48.00' S= 0.0073 T Cc= 0.900
n= 0.013, Flow Area= 1.40 sf
rimary OutFlow Max=3.38 cfs @ 12.08 hrs HW=49.91' TW=49.16' (Dynamic Tailwater)
1=16" DI Pipe (Outlet Controls 3.38 cfs @ 3.70 fps)
Summary for Pond 16cP: CB to South Swale 1
Inflow Area = 0.952 ac, 78.97% Impervious, Inflow Depth = 5.53" for 10-Year, 24-hr event
Inflow = 5.64 cfs @ 12.09 hrs, Volume= 0.439 of
Outflow = 5.64 cfs @ 12.09 hrs, Volume= 0.439 af, Atten= 0%, Lag= 0.0 min
Primary = 5.64 cfs @ 12.09 hrs, Volume= 0.439 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 49.17' @ 12.09 hrs
Flood Elev= 51.10'
Device Routing Invert Outlet Devices
#1 Primary 47.85' 18.0" Round 18" Pipe
L= 39.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 47.85' / 47.50' S= 0.0090 T Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
rimary OutFlow Max=5.63 cfs @ 12.09 hrs HW=49.16' TW=48.01' (Dynamic Tailwater)
1=18" Pipe (Barrel Controls 5.63 cfs @ 4.58 fps)
Summary for Pond 17aP: RO Roof Drain North
Inflow Area = 0.425 ac,100.00% Impervious, Inflow Depth = 6.94" for 10-Year, 24-hr event
inflow = 3.65 cfs @ 12.00 hrs, Volume= 0.246 of
Outflow = 3.65 cfs @ 12.00 hrs, Volume= 0.246 af, Atten= 0%, Lag= 0.0 min
Primary = 3.65 cfs @ 12.00 hrs, Volume= 0.246 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 50.64' @ 12.00 hrs
Flood Elev= 52.00'
Device Routing Invert Outlet Devices
#1 Primary 49.50' 16.0" Round 16" DI Pipe
L= 124.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 49.50' / 48.80' S= 0.0056 ? Cc= 0.900
n= 0.013, Flow Area= 1.40 sf

Brunswick WTP Ex and Pr rev3 Type /// 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by MM Smith Printed 8/15/2019
HydroCADO 10.00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Page 25
Primary OutFlow Max=3.65 cfs @ 12.00 hrs HW=50.64' TW=49.77' (Dynamic Tailwater)
t1=16" DI Pipe (Outlet Controls 3.65 cfs @ 3.87 fps)
Summary for Pond 17bP: RO Roof Drain North
Inflow Area = 0.425 ac,100.00% Impervious, Inflow Depth = 6.94" for 10-Year, 24-hr event
Inflow = 3.65 cfs @ 12.00 hrs, Volume= 0.246 of
Outflow = 3.65 cfs @ 12.00 hrs, Volume= 0.246 af, Atten= 0%, Lag= 0.0 min
Primary = 3.65 cfs @ 12.00 hrs, Volume= 0.246 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 49.77' @ 12.00 hrs
Flood Elev= 51.30'
Device Routing Invert Outlet Devices
#1 Primary 48.80' 16.0" Round 16" DI Pipe
L= 169.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 48.80' / 45.85' S= 0.0175 7 Cc= 0.900
n= 0.013, Flow Area= 1.40 sf
Primary OutFlow Max=3.65 cfs @ 12.00 hrs HW=49.77' TW=46.97' (Dynamic Tailwater)
1=16" DI Pipe (Inlet Controls 3.65 cfs @ 3.35 fps)
Summary for Pond 17cP: CB to North Swale
Inflow Area = 0.952 ac, 68.35% Impervious, Inflow Depth = 4.84" for 10-Year, 24-hr event
Inflow = 4.72 cfs @ 12.00 hrs, Volume= 0.384 of
Outflow = 4.72 cfs @ 12.00 hrs, Volume= 0.384 af, Atten= 0%, Lag= 0.0 min
Primary = 4.72 cfs @ 12.00 hrs, Volume= 0.384 of
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3
Peak Elev= 46.97' @ 12.00 hrs
Flood Elev= 49.00'
Device Routing Invert Outlet Devices
#1 Primary 45.75' 18.0" Round 18" Pipe
L= 35.0' RCP, square edge headwall, Ke= 0.500
Inlet / Outlet Invert= 45.75' / 45.50' S= 0.0071 T Cc= 0.900
n= 0.013, Flow Area= 1.77 sf
rimary OutFlow Max=4.69 cfs @ 12.00 hrs HW=46.97' TW=46.07' (Dynamic Tailwater)
1=18" Pipe (Barrel Controls 4.69 cfs @ 4.17 fps)
Summary for Link 1 L: Recycled Water Pump Station
Inflow = 6.91 cfs @ 0.00 hrs, Volume= 41.123 of
Primary = 6.91 cfs @ 0.00 hrs, Volume= 41.123 af, Atten= 0%, Lag= 0.0 min
Primary outflow - Inflow, Time Span= 0.010-72.00 hrs, dt= ^.01 hrs

Brunswick WTP Ex and Pr rev3 Type M 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10 00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Page 26
16 Point manual hydrograph, To= 0.00 hrs, dt= 5.00 hrs, cfs =
6.91 6.91 6.91 6.91 6.91 6.91 6.91 6.91 6.91 6.91
6.91 6.91 6.91 6.91 6.91 6.91
Summary for Link 19L: Recycled Water Pump Station
Inflow = 6.91 cfs @ 0.00 hrs, Volume= 41.123 of
Primary = 6.91 cfs @ 0.00 hrs, Volume= 41.123 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
16 Point manual hydrograph, To= 0.00 hrs, dt= 5.00 hrs, cfs =
6.91 6.91 6.91 6.91 6.91 6.91 6.91 6.91 6.91 6.91
6.91 6.91 6.91 6.91 6.91 6.91

Appendix E
Swale Design

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Appendix F
Riprap Outlet Protectio

Source: Appendix 8 in NC Erosion and Sediment
Control Planning and Design Manual, dated May
2013
25 -
5—
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
North Swale
Appendices
(Source: `Bank and channel lining procedures", New York Department of
Transportation, Division of Design and Construction; 1971.)
NOTE: To use the following chart you must know:
(1) Q full capacity
(2) Qio
(3) V full
(4) V10
where Q = discharge in cfs and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step l) Compute flow velocity V at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do = Ao where A. = cross -sectional area of flow at outlet.
For multiple culverts, use D,, =1.25 x D. of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
Q10=4.6cfs
Do = Ao = 1.5 ft"2 = 18 inches
Vo = 3.1 fps
®a
.gym
o
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:mo
mom,
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omaon�mm®—vmm,
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hm�a
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or" v.B.mmmQ�u� m.onn..
■o aoa•...� ;vomm
m Q.mONNMUEENUM■d'mmsaQuum� s�m�■or
m �m■o.�.� ueR..n
i I I 3
10' is, 20' 25-
DIAMETER (Ft.)
Figure 8.06c
Rev. 12/93 8.06.5

0
La=3XDo=3x1.5=4.5ft
Use min La =10 ft
Width at beginning of apron:
W = 3Do = 3x1.5 = 4.5 ft
use 5 ft.
Width at end of apron:
W=Do+La=1.5+10=
11.5 ft, use 12 ft
tU
o
N
APRON MATERIAL
LENGTH OF APRON
TO PROTECT
CULVERT
L1
TO PREVENT SCOUR
HOLE USE L2 ALWAYS
L2
1
STONE FILLING (FINE) CL. A
3 X Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X Do
6 x Do
3
STONE FILLING (MEDIUM) CL. 1
4 X Do
8 x D.
4
STONE FILLING (HEAVY) CL. 1
4 X Do
8 x Do
5
STONE FILLING (HEAVY) CL. 2
5 X Do
10 x D.
6
STONE FILLING (HEAVY) CL. 2
6 X Do
10 x D.
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Figure 8.06d
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIZES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1. Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Step 2. Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of roughness:
Diameter Manning's Min. thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.M4 30 36
(Channels) (Dissapators)
8.06.6 Rev. 12/93

North Swaie
Source: Appendix 8 in NC Erosion and Sediment 18" RCP
Control Planning and Design Manual, dated May Appendices
2013
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: `Bank and channel lining procedures", New York Department of
Transportation, Division of Design and Construction, 1971.)
NOTE: To use the following chart you must know:
(1)
Q full capacity
(2)
Quo
(3)
V fu11
(4)
V10
where Q = discharge in cfs and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity V at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
D = A0 where A. = cross -sectional area of flow at outlet.
0
For multiple culverts, use Do =1.25 x Do of single culvert.
Step 3) For apron grades of 100/6 or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
010 = 4.7 cfs
Do = 1.5 ft =18 inches
Vo = 4.2 fps
r mrr�m�vsm�ma�v�
Cit
5—
0 it xi 3d +d qY
0' S'
Figure 8.06c
dim
Q'm�It
lei
��aaaaao
�aaauo®o►•��fr3i
-
��m��mn Q�
�mz��iu's-mm®
Q=1�ma�7 ®QQ
.-.....�oa
o
te
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'm
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u�mn��amnm�umsnoumm�-�mm�
� �aom®aia®o
I I I- - -I
10' 15' 20' 25'
DIAMETER (Ft.)
Rev. 12/93 8.06.5

B
La = 3xDo = 3x1.5 = 4.5 ft
Use min La =10 ft
Width of riprap:
W = 3Do = 3x1.5 = 4.5 ft
use 5 ft.
W
Z
0
N
APRON MATERIAL
LENGTH OF APRON
TO PROTECT
CULVERT
L1
TO PREVENT SCOUR
HOLE USE L2 ALWAYS
L2
1
STONE FILLING (FINE) CL. A
3 X Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X Do
6 x Do
3
STONE FILLING (MEDIUM) CL. 1
4 X Do
8 x Do
4
STONE FILLING (HEAVY) CL. 1
4 X Do
8 x Do
5
STONE FILLING (HEAVY) CL. 2
5 X Do
10 x D.
6
STONE FILLING (HEAVY) CL. 2
6 X Do
10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Figure 8.06d
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIZES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1. Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Step 2. Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of roughness:
Diameter Manning's Min. thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapators)
8.06.6 Rev. 12/93

Source: Appendix 8 in NC Erosion and Sediment South Swale 1
Control Planning and Design Manual, dated May Appendices
2013
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: `Bank and channel lining procedures", New York Department of
Transportation; Division of Design and Construction; 1971.)
NOTE: To use the following chart you must know:
(1) Q fiili capacity
(2) Q,0
(3) V fitll
(4) V10
where Q = discharge in cfs and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity V at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel. outlets,
Do = A. where A. = cross -sectional area of flow at outlet.
For multiple culverts, use Do = 1.25 x D„ of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
010 = 6.0 cfs
Do = Ao =1.9 ft^2 = 23 inches
Vo=3.3fps
0' 5' 10' 15' 20' 25
DIAMETER (Ft.)
Figure 8.06c
Rev. 12/93 8.06.5

0
La = 3xDo = 3x1.9 = 5.7 ft
Use min La =10 ft
Width at beginning of apron:
W = 3Do = 3x1.9 = 5.7 ft
use 6 ft.
Width at end of apron:
W=Do+La=1.9+10=
11.9 ft, use 12 ft
W
Z
0
N
APRON MATERIAL
LENGTH OF APRON
TO PROTECT
CULVERT
L1
TO PREVENT SCOUR
HOLE USE L2ALWAYS
L2
1
STONE FILLING (FINE) CL. A
3 X Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X D,,
6 x D.
3
STONE FILLING (MEDIUM) CL. 1
4 X Do
8 x D.
4
STONE FILLING (HEAVY) CL. 1
4 X Do
8 x Do
5
STONE FILLING (HEAVY) CL. 2
5 X Do
10 x Do
6
STONE FILLING (HEAVY) CL. 2
6 X Do
10 x D.
PSPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Figure 8.06d
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIZES FOR DUMPED STONE
CHANNEL LININGS AND REVETMENTS
Step 1. Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps = 20" or 5501bs.
Step 2. Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of roughness:
Diameter Manning's Min. thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapators)
8.06.6 Rev.12/93

5outn 5waie 1
Source: Appendix 8 in NC Erosion and Sediment 18" RCP
Control Planning and Design Manual, dated May Appendices
2013
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: `Bank and channel lining procedures", New York Department of
Transportation; Divi.si.on. of Design and Constry Lion, 1971.)
NOTE: To use the following chart you must know:
(1) Q full capacity
(2) Q10
(3) V full
(4) V10
where Q = discharge in cfs and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERT APRONS
Step 1) Compute flow velocity V at culvert or paved channel outlet.
Step 2) For pipe culverts Do is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do = A. where A. = cross -sectional area of flow at outlet.
For multiple culverts, use Do =1.25 x Do of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
010 = 5.6 cfs
Do = 1.5 ft =18 inches
Vo=4.6fps
0' 5' 10' 15' M. 26
DIAMETER (Ft.)
Figure 8.06c
Rev. 12/93 8.06.5

0
La = 3xDo = 3x1.5 = 4.5 ft
Use min La -10 ft
Width of riprap:
W = 3Do = 3x1.5 = 4.5 ft
use 5 ft.
w
Z
0
N
APRON MATERIAL
LENGTH OF APRON
TO PROTECT
CULVERT
L1
TO PREVENT SCOUR
HOLE USE L2 ALWAYS
L2
1
STONE FILLING (FINE) CL. A
3 X DO
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X Do
6 x Do
3
STONE FILLING (MEDIUM) CL. 1
4 X Do
8 x D.
4
STONE FILLING (HEAVY) CL. 1
4 X Do
8 x Do
5
STONE FILLING (HEAVY) CL. 2
5 X Do
10 x Da
6
STONE FILLING (HEAVY) CL. 2
6 X Do
10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Figure 8.06d
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIZES FOR DUMPED STONE
CHANNE, L LININGS AND REVETMENTS
Step 1. Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Step 2. Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-500 lbs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of roughness:
Diameter Manning's Min. thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapators)
8.06.6 Rev. 12/93

Source: Appendix 8 in NC Erosion and Sediment South Swale 2
Control Planning and Design Manual, dated May Appendices
2013
NEW YORK DOT DISSIPATOR METHOD
FOR USE IN DEFINED CHANNELS
(Source: `Bank and channel lining procedures", New York Department of
Transportation, Division of Design. and Construction, 1971.)
NOTE: To use the following chart you must know:
(1) Q full capacity
(2) Q10
(3) V full
(4) Vio
where Q = discharge in cfs and V = Velocity in FPS.
ESTIMATION OF STONE SIZE AND DIMENSIONS FOR
CULVERTAPRONS
Step 1) Compute flow velocity V at culvert or paved channel outlet.
Step 2) For pipe culverts R is diameter.
For pipe arch, arch and box culverts, and paved channel outlets,
Do = A,,where A. = cross -sectional area of flow at outlet.
For multiple culverts, use Do = 1.25 x D , of single culvert.
Step 3) For apron grades of 10% or steeper, use recommendations
For next higher zone. (Zones 1 through 6).
010 = 5.7 cfs
Do=Ao=2.3ft"2=28inches
Vo = 2.5 fps
2s
lam=
5-
0 ¢ ai aC sa
0' S'
Figure 8.06c
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10' 15' 20' 25'
DIAMETER (Ft.)
Rev. 12/93 8.06.5

B
La = 3xDo = 3x2.3 = 6.9 ft
Use min La = 10 ft
Width at beginning of apron:
W = 3Do = 3x2.3 = 6.9 ft
use 8 ft.
Width at end of apron:
W = Do + La = 2.3+10
12.3 ft, use 13 ft
to
Z
0
N
APRON MATERIAL
LENGTH OF APRON
TO PROTECT
CULVERT
L1
TO PREVENT SCOUR
HOLE USE L2 ALWAYS
L2
1
STONE FILLING (FINE) CL. A
3 X Do
4 x Do
2
STONE FILLING (LIGHT) CL. B
3 X Do
6 x Do
3
STONE FILLING (MEDIUM) CL. 1
4 X Do
8 x Do
4
STONE FILLING (HEAVY) CL. 1
4 X Do
8 x Do
5
STONE FILLING (HEAVY) CL. 2
5 X Do
10 x Da
6
STONE FILLING (HEAVY) CL. 2
6 X Do
10 x Do
7 SPECIAL STUDY REQUIRED (ENERGY DISSIPATORS, STILLING
BASIN OR LARGER SIZE STONE).
Figure 8.06d
Width = 3 times pipe dia. (min.)
DETERMINATION OF STONE SIZES FOR DUMPED STONE
CHANNEL, LININGS AND REVETMENTS
Step 1. Use figure 8.06.b.3 to determine maximum stone size (e.g. for 12
Fps = 20" or 550 lbs.
Step 2. Use figure 8.06.b.4 to determine acceptable size range for stone
(for 12 FPS it is 125-500 lbs. for 75% of stone, and the maximum
and minimum range in weight should be 25-5001bs.).
NOTE: In determining channel velocities for stone linings and revetment,
use the following coefficients of roughness:
Diameter Manning's Min. thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapators)
8.06.6 Rev.12193

Practice Standards and Specifications
Table 6.15b
Sizes for Riprap and Erosion
Control Stone Specified by
the N.C. Department of
Transportation
Depth of riprap =1.5 x max
stone size: 6 x 1.5 = 9 inches
Riprap
Erosion Control
Class
Class
Class
Class
1
2
A
B
5 to 200 lb
25 to 250 lb
V to 6"
5" to 150
30% shall
60% shall
weigh a
weigh a
minimum of 60
minimum of 100
ibs each
lb each
No more than
No more than
10% tolerance
10% shall
5% shall weigh
top and bottom
weigh less than
less than 50 lb
sizes
15 lb each
each
Equally
Equally
distributed,
distributed,
no gradation
no gradation
specified
specified
source: North Carolina Aggregates Association
on exposure to water or weathering, and suitable in all other respects for the
purpose intended. The specific gravity of the individual stones should be at
least 2.5.
Size of stone —The sizes of stones used for riprap protection are determined
by purpose and specific site conditions.
• Slope stabilization—Riprap stone for slope stabilization, not subject to
flowing water or wave action, should be sized for stability for the proposed
grade. The gradient of the slope to be stabilized should be less than the
natural angle of repose of the stone selected. Angle of repose of riprap
stones may be estimated from Figure 6.15a.
Riprap used for surface stabilization of slopes does not add significant
resistance to sliding or slope failure, and should not be considered a
retaining wall. The inherent stability of the soil must be satisfactory
before riprap is used for surface stabilization. Slopes approaching 1.5:1
may require special stability analysis.
Outlet protection —Design criteria for sizing stone, and determining the
dimensions of riprap pads at channel or conduit outlets are presented in
Practice 6.41, Outlet Stabilization Structure.
• Channel stabilization and streambank protection —Design criteria for
sizing stone for stability of channels are contained in Appendix 8.05.
Filter blanket A filter blanket is a layer of material placed between the riprap
and the underlying soil to prevent soil movement into or through the riprap.
6.15.3

Appendi)
Spread Analysis and Catch B__...
nith

27S
East Driveway -
Proposed
CB for North Swale West Driveway -
Proposed Spread
Subck eac Link
124
4orth
40R 4-- oss
CB for South Swale 1 South Driveway -
Proposed Spread Sc

Brunswick WTP Ex and Pr rev3 Type 111 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCADO 10.00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Page 2
Time span=0.00-72.00 hrs, dt=0.01 hrs, 7201 points x 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment27S: East Driveway- Runoff Area=23,174 sf 38.78% Impervious Runoff Depth=2.93"
Flow Length=393' Tc=10.4 min CN=62 Runoff=1.55 cfs 0.130 of
Subcatchment120NS: South Driveway- Runoff Area=3,376 sf 57.17% Impervious Runoff Depth=4.09"
Tc=6.0 min CN=73 Runoff=0.37 cfs 0.026 of
Subcatchment120SS: South Driveway- Runoff Area=17,121 sf 57.54% Impervious Runoff Depth=4.09"
Tc=6.0 min CN=73 Runoff=1.89 cfs 0.134 of
Subcatchmentl40S: West Driveway- Runoff Area=17,605 sf 36.09% Impervious Runoff Depth=2.73"
Tc=6.0 min CN=60 Runoff=1.26 cfs 0.092 of
Reach 40R: CB for South Swale 1 Inflow=2.26 cfs 0.160 of
Outflow=2.26 cfs 0.160 of
Reach 51 R: CB for North Swale Inflow=1.26 cfs 0.092 of
Outflow=1.26 cfs 0.092 of

Brunswick WTP Ex and Pr rev3 Type I// 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HydroCADS 10.00-19 s/n M15318 © 2016 HydroCAD Software Solutions LLC Paae 3
Summary for Subcatchment 27S: East Driveway- Proposed
Runoff = 1.55 cfs @ 12.15 hrs, Volume= 0.130 af, Depth= 2.93"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
8,987
98 Impervious areas, HSG A
14,187
39 >75% Grass cover, Good, HSG A
23,174
62 Weighted Average
14,187
61.22% Pervious Area
8,987
38.78% Impervious Area
Tc
Length
Slope
Velocity
Capacity Description
(min)
(feet)
(ft/ft)
(ft/sec)
(cfs)
7.3
50
0.0067
0.11
Sheet Flow, Grass
Grass: Short n= 0.150 P2= 4.62"
0.7
24
0.0067
0.57
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
0.9
69
0.0325
1.26
Shallow Concentrated Flow, Grass
Short Grass Pasture Kv= 7.0 fps
1.5
250
0.0190
2.80
Shallow Concentrated Flow, Paved road
Paved Kv= 20.3 fps
10.4 393 Total
Summary for Subcatchment 120NS: South Driveway - Proposed Spread North
Runoff = 0.37 cfs @ 12.09 hrs, Volume= 0.026 af, Depth= 4.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
1,930
98 Impervious areas, HSG A
1,446
39 >75% Grass cover, Good, HSG A
3,376
73 Weighted Average
1,446
42.83% Pervious Area
1,930
57.17% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct entry by inspection

Brunswick WTP Ex and Pr rev3 Type ill 24-hr 10-Year, 24-hr Rainfall=7.18"
Prepared by CDM Smith Printed 8/15/2019
HvdroCAD®10.00-19 s/n M15318 © 2016 HvdroCAD Software Solutions LLC Page 4
Summary for Subcatchment 120SS: South Driveway - Proposed Spread South
Runoff = 1.89 cfs @ 12.09 hrs, Volume= 0.134 af, Depth= 4.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
9,852
98 Impervious areas, HSG A
7,269
39 >75% Grass cover, Good, HSG A
17,121
73 Weighted Average
7,269
42.46% Pervious Area
9,852
57.54% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct entry by inspection
Summary for Subcatchment 140S: West Driveway - Proposed Spread
Runoff = 1.26 cfs @ 12.09 hrs, Volume= 0.092 af, Depth= 2.73"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs
Type III 24-hr 10-Year, 24-hr Rainfall=7.18"
Area (sf) CN Description
6,353 98 Impervious areas, HSG A
11,252 39 >75% Grass cover, Good, HSG A
17,605 60 Weighted Average
11,252 63.91 % Pervious Area
6,353 36.09% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Direct entry by inspection
Summary for Reach 40R: CB for South Swale 1
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 0.471 ac, 57.48% Impervious, Inflow Depth = 4.09" for 10-Year, 24-hr event
Inflow = 2.26 cfs @ 12.09 hrs, Volume= 0.160 of
Outflow = 2.26 cfs @ 12.09 hrs, Volume= 0.160 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3

Brunswick WTP Ex and Pr rev3 Type 111 24-hr 90-Year, 24-hr Rainfall=7.98"
Prepared by CDM Smith Printed 8/15/2019
HydroCAD®10.00-19 s/n M15318 ©2016 HydroCAD Software Solutions LLC Paae 5
Summary for Reach 51 R: CB for North Swale
[40] Hint: Not Described (Outflow=Inflow)
Inflow Area = 0.404 ac, 36.09% Impervious, Inflow Depth = 2.73" for 10-Year, 24-hr event
Inflow = 1.26 cfs @ 12.09 hrs, Volume= 0.092 of
Outflow = 1.26 cfs @ 12.09 hrs, Volume= 0.092 af, Atten= 0%, Lag= 0.0 min
Routing by Dyn-Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.01 hrs / 3

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Hydraulic Analysis Report
Project Data
Project Title: Northwest Water Treatment Plant - Brunswick County
Designer: DVelardocchia
Project Date: Tuesday, June 25, 2019
Project Units: U.S. Customary Units
Notes: ""
Curb and Gutter Analysis: Curb and Gutter Analysis North Swale
Notes:
Parameters
Longitudinal Slope of Road: 0.0130 (ft/ft)
Cross -Slope of Pavement: 0.0200 (ft/ft)
Cross -Slope of Gutter: 0.0200 (ft/ft)
Mannings: 0.0130
Gutter Width: 0.5400 (ft)
Design Flow: 2.0200 (cfs)
Width of Spread: 8.2634 (ft)
Gutter Depression: 0.0000 (in)
Area of Flow: 0.6828 (ft^2)
Eo (Gutter Flow to Total Flow): 0.1651
Gutter Depth at Curb: 1.9832 (in)
Inlet Location: Inlet in Sag
Percent Clogging: 0.0000 %
Inlet Type: Equal -length Combo
Grate Type: P - 1-1/8
Grate Width: 2.1700 (ft)
Grate Length: 3.0000 (ft)
Length of Inlet: 3.0000 (ft)
Curb opening height: 8.0000 (in)
Local Depression: 2.0000 (in)
Perimeter: 7.3400 (ft)
Effective Perimeter: 7.3400 (ft)
Area: 6.4060 (ft"2)
Effective Area: 6.4060 (ft^2)
Depth at center of grate: 0.2034 (ft)
Computed Width of Spread at Sag: 10.4401 (ft)

Flow type: Weir Flow
Efficiency: 1.0000
Curb and Gutter Analysis: Curb and Gutter Analysis South Swale 1
Notes:
Parameters
Longitudinal Slope of Road: 0.0110 (ft/ft)
Cross -Slope of Pavement: 0.0200 (ft/ft)
Cross -Slope of Gutter: 0.0200 (ft/ft)
Mannings: 0.0130
Gutter Width: 1.0000 (ft)
Design Flow: 2.4300 (cfs)
Width of Spread: 9.1381 (ft)
Gutter Depression: 0.0000 (in)
Area of Flow: 0.8350 (ft^2)
Eo (Gutter Flow to Total Flow): 0.2661
Gutter Depth at Curb: 2.1931 (in)
Inlet Location: Inlet in Sag
Percent Clogging: 0.0000 %
Inlet Type: Equal -length Combo
Grate Type: P -1-1 /8
Grate Width: 2.1700 (ft)
Grate Length: 3.0000 (ft)
Length of Inlet: 3.0000 (ft)
Curb opening height: 8.0000 (in)
Local Depression: 2.0000 (in)
Perimeter: 7.3400 (ft)
Effective Perimeter: 7.3400 (ft)
Area: 6.4060 (ft"2)
Effective Area: 6.4060 (ft"2)
Depth at center of grate: 0.2301 (ft)
Computed Width of Spread at Sag: 12.0035 (ft)
Flow type: Weir Flow
Efficiency: 1.0000
Curb and Gutter Analysis: Curb and Gutter Analysis Admin Building
Notes:

Parameters
Longitudinal Slope of Road: 0.0300 (ft/ft)
Cross -Slope of Pavement: 0.0200 (fUft)
Cross -Slope of Gutter: 0.0200 (ft/ft)
IMannings: 0.0130
Gutter Width: 1.0000 (ft)
Design Flow: 6.8000 (cfs)
Width of Spread: 11.1364 (ft)
Gutter Depression: 0.0000 (in)
Area of Flaw: 1.2402 (ft^2)
Eo (Gutter Flow to Total Flow): 0.2221
Gutter Depth at Curb: 2.6727 (in)
Inlet Location: Inlet in Sag
Percent Clogging: 0.0000 %
Inlet Type: Grate
Grate Type: P - 1-1/8
Grate Width: 2.1700 (ft)
Grate Length: 6.0000 (ft)
Local Depression: 2.0000 (in)
Perimeter: 10.3400 (ft)
Effective Perimeter: 10.3400 (ft)
Area: 7.8120 (ft"2)
Effective Area: 7.8120 (ft^2)
Depth at center of grate: 0.3636 (ft)
Computed Width of Spread at Sag: 18.6781 (ft)
Flow type: Weir Flow
Efficiency: 1.0000