SW8000243_HISTORICAL FILE_20150313

STORMWATER DIVISION CODING SHEET
POST -CONSTRUCTION PERMITS
PERMIT NO.
SW8 0002y3
DOC TYPE
❑ CURRENT PERMIT
❑ APPROVED PLANS
© HISTORICAL FILE
❑ COMPLIANCE EVALUATION INSPECTION
DOC DATE
20i5 0313
YYYYMM DD

IkER
�m
UCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
March 13, 2015
Yousry Sayed, Manager
Pyramid Real Estate Holdings, LLC
6266 Mallard Drive
Wilmington, NC 28403
Subject: State Stormwater Management Permit No. SW8 000243 MOD
Quality Chemical Labs — Facility Expansion
High Density Wet Detention Pond Project
New Hanover County
Dear Mr. Sayed:
Donald van der Vaart
Secretary
Effective August 1, 2013, the State Stormwater program was 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
letter (permit) references DEMLR as the Division responsible for issuance of the permit.
The Wilmington Regional Office received a complete, modified Stormwater Management Permit Application for
Quality Chemical Labs on March 2, 2015. Staff review of the plans and specifications has determined that the
project, as proposed, will comply with the Stormwater Regulations set forth in Title 15A NCAC 2H.1000 and
Session Law 2008-211. We are forwarding Permit No. SW8 000243 MOD dated March 13, 2015, for the
construction, operation and maintenance of the BMP's and built -upon areas associated with the subject project.
This permit shall be effective from the date of issuance until March 13, 2023, and shall be subject to the
conditions and limitations as specified therein. Please pay special attention to the conditions listed in this permit
regarding the Operation and Maintenance of the BMP(s), recordation of deed restrictions, procedures for changing
ownership, transferring the permit, and renewing the permit. Failure to establish an adequate system for operation
and maintenance of the stormwater management system, to record deed restrictions, to transfer the permit, or to
renew the permit, will result in future compliance problems.
The following modification is covered by this permit:
Approximately 9 acres will be graded to allow construction of a new building expansion with drives and parking.
The stormwater runoff from 3.9 acres of built -upon area (BUA), including existing BUA, will be directed to a
stormwater detention pond.
If any parts, requirements, or limitations contained in this permit are unacceptable, you have the right to request
an adjudicatory hearing by filing a written petition with the Office of Administrative Hearings (OAH). The
written petition must conform to Chapter 150B of the North Carolina General Statutes, and must be filed with the
OAH within thirty (30) days of receipt of this permit. You should contact the OAH with all questions regarding
the filing fee (if a filing fee is required) and/or the details of the filing process at 6714 Mail Service Center,
Raleigh, NC 27699-6714, or via telephone at 919-431-3000, or visit their website at www.NCOAH.com. Unless
such demands are made this permit shall be final and binding.
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • [phone] / Fax: [phone]

Mr. Yousry Sayed
March 13, 2015
If the property for this project has been/will be sold or legally transferred to another entity OR, the project or
permit holder has changed its name and/or mailing address, it is your responsibility as the permittee to submit a
completed and signed Name/Ownership change form to DEMLR at least 30 calendar days prior to making the
changes. These forms are available on our website at: http://portal.nedenr.orpjweb/lr/state-stormwater-
forms does.
If you have any questions, or need additional information concerning this matter, please contact Steve Pusey in
the Wilmington Regional Office, at [phone].
Since ely,
C��
or Tracy Da s, P.E., Director
Division of Energy, Mineral and Land Resources
GDS/ sgp: \\\Stormwater\Permits & Projects\2000\000243 HD\2015 03 permit 000243
cc: Phil Norris, PE —Norris & Tunstall Consulting Engineers, P.C.
Beth Wetherill, New Hanover County Engineering
New Hanover County Inspections Department
District Engineer, NC DOT
Wilmington Regional Office Stormwater File
Page 2 of 2

State Stormwater Management Systems
Permit No. SW8 000243 MOD
STATE OF NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES
DIVISION OF ENERGY, MINERAL AND LAND RESOURCES
STATE STORMWATER MANAGEMENT PERMIT
HIGH 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
Pyramid Real Estate Holdings, LLC
Quality Chemical Labs — Facility Expansion
3220 Corporate Drive, New Hanover County
FOR THE
construction, operation and maintenance of one (1) wet detention pond in compliance with
the provisions of 15A NCAC 2H .1000 and Session Law 2008-211 (hereafter referred to as
the "stormwater rules') 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.
This permit shall be effective from the date of issuance until March 12, 2023, and shall be
subject to the following specified conditions and limitations:
I. DESIGN STANDARDS
This permit is effective only with respect to the nature and volume of stormwater
described in the application and other supporting data.
2. This stormwater system has been approved for the management of stormwater runoff
as described in Section 1.6 of this permit. The runoff from all built -upon area within the
permitted drainage area(s) of this project must be directed into the permitted
stormwater control system(s). The stormwater control has been designed to handle
the runoff from 170,000 square feet of impervious area.
3. The maximum built -upon area allowed for the entire project is 170,000 square feet.
4. The drainage area(s) will be limited to the amount(s) of built -upon area indicated in
Sections 1.2 and 1.6 of this permit, and per approved plans. The built -upon area for the
future development is limited to 14,592 square feet.
5. A 50' wide vegetative buffer must be provided and maintained adjacent surface
waters, measured horizontally from and perpendicular to the normal pool of
impounded structures, the top of bank of both sides of streams and rivers and the
mean high water line of tidal waters.
Page 3 of 9

State Stormwater Management Systems
Permit No. SW8 000243 MOD
6. The following design criteria have been provided in the wet detention pond and must
be maintained at design condition:
a. Drainage Area, acres:
Onsite, ft
Offsite, ft2:
b. Total Impervious Surfa?es, ft2:
Proposed Onsite, ft
Existing, ft :
c. Average Pond Design Depth, feet:
d. TSS removal efficiency:
e. Design Storm, inches:
f. Permanent Pool Elevation, FMS:
g. Permitted Surface Area @PP, ft
h. Permitted Temporary Storage Volume,
i. Temporary Storage Elevation, FMSL:
j. Predevelopment 1 yr-24 hr. discharge
k. Controlling Orifice:
I. Orifice Flowrate, cfs
m. Permanent Pool Volume, ft3:
n. Forebay Volume, ft3:
o. Maximum Fountain Horsepower:
p. Receiving Stream / River Basin:
q. Stream Index Number:
r. Classification of Water Body:
II. SCHEDULE OF COMPLIANCE
6.66
290,000
0
170,000
101,038
68,962
3.0
90%
1.5
35.5
34,953
ft3: 23,350
36.1
rate, cfs: 2.56
3.0"0 pipe
0.09
97,172
18,390
1/3
Prince George Creek / Cape Fear
18-74-53
"C; Sw"
No person or entity, including the permittee, shall alter any component of the
approved stormwater system shown on the approved plans unless and until the
Division has approved of the revised plan.
The stormwater management system shall be constructed in its entirety, vegetated
and operational for its intended use prior to the construction of any built -upon surface.
3. During construction, erosion shall be kept to a minimum and any eroded areas of the
system will be repaired immediately.
The permittee shall at all times provide the operation and maintenance necessary to
assure that all components of the permitted stormwater system function at design
condition. The approved Operation and Maintenance Agreement is incorporated by
reference into this permit and must be followed in its entirety and maintenance must
occur at the scheduled intervals.
Records of maintenance activities must be kept and made available upon request to
authorized personnel of the Division. The records will indicate the date, activity, name
of person performing the work and what actions were taken.
Page 4 of 9

State Stormwater Management Systems
Permit No. SW8 000243 MOD
6. If the permanent pool volume is greater than 30,000 cubic feet, a decorative spray
fountain will be allowed in the stormwater treatment system, subject to the following
criteria:
a. The fountain must draw its water from less than 2' below the permanent pool
surface.
b. Separated units, where the nozzle, pump and intake are connected by tubing,
may be used only if they draw water from the surface in the deepest part of the
pond.
c. The falling water from the fountain must be centered in the pond, away from
the shoreline.
d. The maximum horsepower for a fountain in this pond is 1/3 horsepower.
7. The facilities shall be constructed in accordance with the conditions of this permit, the
approved plans and specifications, and other supporting data.
8. Upon completion of construction, prior to issuance of a Certificate of Occupancy, and
prior to operation of this permitted facility, the permittee shall cause a certification
from an appropriate designer for the system installed to be submitted, certifying that
the permitted facility has been installed in accordance with this permit, the approved
plans and specifications, and other supporting documentation. Any deviations from
the approved plans and specifications must be noted on the Certification. A
modification may be required for those deviations.
9. If the stormwater system is used as an Erosion Control device, it must be restored to
design condition prior to operation as a stormwater treatment device, and prior to
occupancy of the facility.
10. All stormwater collection and treatment systems must be located in either public
rights -of -way, dedicated common areas or recorded easements. The final plats for the
project will be recorded showing all such rights -of -way, common areas and
easements, in accordance with the approved plans. Access to the stormwater
facilities for inspection and maintenance shall be maintained via appropriate recorded
easements at all times.
11. 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 any item shown on the approved plans, including the
stormwater management measures, built -upon area, details, etc.
b. Redesign or addition to the approved amount of built -upon area or to the
drainage area.
C. Further development, subdivision, acquisition, lease or sale of any, all or part of
the project area. The project area is defined as all property owned by the
permittee, for which Sedimentation and Erosion Control Plan approval or a
CAMA Major permit was sought.
d. Filling in, altering, or piping of any vegetative conveyance shown on the
approved plan.
e. The construction of any future BUA listed on the application.
12. Prior to transfer of the permit, the stormwater facilities will be inspected by Division
personnel. The project and the stormwater facility must be in substantial compliance
with all permit conditions. Any items not in substantial compliance must be repaired,
replaced or restored to design condition prior to the transfer. Records of maintenance
activities performed to date will be required.
Page 5 of 9

State Stormwater Management Systems
Permit No. SW8 000243 MOD
13. 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.
III. GENERAL CONDITIONS
1. Any individual or entity found to be in noncompliance with the provisions of a
stormwater management permit or the Stormwater rules is subject to enforcement
procedures as set forth in NCGS 143 Article 21.
2. The issuance of this permit does not preclude the Permittee from complying with any
and all statutes, rules, regulations, or ordinances, which may be imposed by other
government agencies (local, state, and federal) having jurisdiction.
3. In the event that the facilities fail to perform satisfactorily, the Permittee shall take
immediate corrective action, including those as may be required by this Division, such
as the construction of additional or replacement stormwater management systems.
Additional or replacement stormwater management systems shall receive a permit
from the Division prior to construction.
4. This permit is not transferable to any person or entity except after notice to and
approval by the Director. The permittee shall submit a completed and signed
Name/Ownership Change Form, accompanied by the supporting documentation as
listed on the form, to the Division at least 60 days prior to any one or more of the
following events:
a. An ownership change including the subdivision, sale or conveyance of the project
area in whole or in part;
b. The sale or conveyance of the common areas to a Homeowner's or Property
Owner's Association, subject to the requirements of Session Law 2011-256;
c. Bankruptcy;
d. Foreclosure;
e. Dissolution of the partnership or corporate entity;
f. A name change of the current permittee;
g. A name change of the project;
h. A mailing address change of the permittee;
5. The permittee is responsible for compliance with all permit conditions until such time
as the Division approves the transfer request. Neither the sale of the project, in whole
or in part, nor the conveyance of common area to a third party constitutes an
approved transfer of the stormwater permit.
6. The permittee grants DENR Staff permission to enter the property during normal
business hours for the purpose of inspecting all components of the permitted
stormwater management facility.
7. The permit issued shall continue in force and effect until modified, revoked,
terminated or renewed. The permit may be modified, revoked and reissued or
terminated for cause. The filing of a request for a permit modification, revocation and
re -issuance or termination does not stay any permit condition.
8. Approved plans and specifications for this project are incorporated by reference and
are enforceable parts of the permit. The permittee shall maintain a copy of the permit,
O&M agreements, and the approved plans at all times.
Page 6 of 9

State Stormwater Management Systems
Permit No. SW8 000243 MOD
9. Unless specified elsewhere, permanent seeding requirements for the stormwater
control must follow the guidelines established in the North Carolina Erosion and
Sediment Control Planning and Design Manual.
10. 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 as
allowed by the laws, rules and regulations contained in Session Law 2006-246, Title
15A NCAC 2H.1000, and NCGS 143-215.1 et.al.
11. If the use of permeable pavement is desired, this permit must be modified to add the
permeable pavement conditions.
12. The permittee shall submit a permit renewal application request at least 180 days
prior to the expiration date of this permit. The renewal request must include the
appropriate application, documentation and the processing fee.
Permit modified and re -issued this the 13th day of March, 2015.
NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION
Division of Energy, Mineral and Land Resources
By Authority of the Environmental Management Commission
Permit Number SW8 000243 MOD
Page 7 of 9

DEMLR USE ONLY
Date Received
Fee Paid
Permit Number
1 36o
S W$ 2 3 tro
Applicable Rules: ❑ Co stal SW -1995 ❑ Coastal SW - 2008 ❑ Ph II - Post Construction
(select all that apply) ❑ Non -Coastal SW- HQW/ORW Waters ❑ Universal Stormwater Management Plan
❑ Other WQ M mt Plan:
State of North Carolina Ale-T * Iy066)
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.):
Quality Chemical Labs - Facility Expansion
2. Location of Project (street address):
City:Wilmington County:New Hanover Zip:28405
3. Directions to project (from nearest major intersection):
Travel east along Northchase Parkway SE from the intersection of N. College Rd. & Northchase Parkway.
Turn left (north) along Corporate Drive. The Rrolect site is on the right approximately 2,700 LF from the
Northchase Parkway & Corporate Drive intersection.
4. Latitude:34° 18' 30" N Longitude:77* 52' 17" W of the main entrance to the project.
11. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ❑New ®Modification ❑ Renewal w/ Modificationt
t Renewals with modifications also requires SWU-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 000243 , its issue date (if known)50-05-2000 and the status of
construction: ❑Not Started ❑Partially Completed* ® Completed* *provide a designer's certification
2. Specify the type of project (check one):
❑Low Density ®High Density ❑Drains to an Offsite 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 required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
❑CAMA Major
❑NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 9.0 ac of Disturbed Area
❑404/401 Permit: Proposed Impacts
b.If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
5. Is the project located within 5 miles of a public airport?
If yes, see S.L. 2012-200, Part VI: http:///portal ncdenr.oM
02 2015
6 r'.
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 proiect):
Applicant/Organization: Pyramid Real Estate Holdings, LLC
Signing Official&Title:YouskSayed, Member/Manager
b.Contact information for person listed in item la above:
Street Address: 6266 Mat/Are/ Dr.2 W (M ,NC 28yo3
City:Wilmington State:NC Zip:2949F--
Mailing Address (if
City:
Phone: (910 ) 796-3441
Email:yousry.sayed@guali!ychemiabs.com
Sta te:
Fax: (910 ) 796-3425
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/1
Signing Official &
b.Contact information for person listed in item 2a above:
Street Address:
Mailing Address (if
Phone: ( ) Fax:
Email: Q-= C H V E
3. a. (Optional) Print the name and title of another contact such as the project's constructilnisugANs2r&r213r
person who can answer questions about the project:
Other Contact Person/Organization: Norris & Tunstall Consulting Engineers P.C.BY:
Signing Official & Title:i. Phillip Norris, P.E.
b.Contact information for person listed in item 3a above:
Mailing Address:902 Market Street
City:Wilmington State:NC Zip:28401
Phone: (910 ) 287-5900 Fax: (910 ) 287-5902
Email:[e-mail]
4. Local jurisdiction for building permits: NFIC Development Services Center
Point of Contact:Dennis Bordeaux, Director Phone #: (910 ) 798-7103
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.
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 R - Post Construction
3. Stormwater runoff from this project drains to the Cape Fear River basin.
4. Total Property Area:10.99 acres 5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) -Total Coastal Wetlands Area (5) -Total Surface Water Area (6) = Total Project
Area+:10.99 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 High Water (NHW) line or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHVO line. The resultant project area is used to
calculate overall percent built upon area (BUA). 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 = 35.48 %
9. How many drainage areas does the project have?l (For high density, count I for each proposed engineered
stormwater BMP. For low density and other projects, use I 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.
Basin Information
Drainage Area 1
Drainage Area _
Drainage Area _
Drainage Area _
Receiving Stream Name
UT of Prince
George Creek
Stream Class *
C; SW
Stream Index Number *
18-74-53
Total Drainage Area (so
290,000
On -site Drainage Area (so
290,000
Off -site Drainage Area (so
0
Proposed Impervious Area** (so
0
% Impervious Area** total
58.62%
Impervious— Surface Area
Drainage Area 1
Drainage Area
Drainage Area
Drainage Area _
On -site Buildings/Lots (so
30,381
On -site Streets (so
50,717
On -site Parking (so
On -site Sidewalks (so
5,348
Other on -site (so
0
Future (so
14,592
Off -site (so
0
Existing BUA*** (so
68,962
Total (so:
170,000
* Stream Class and Index Number can be determined at: littp.Ilportal.iicdetir.orglwebAiyqlpslcsiilclassificatiotis
** 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 BUA that will remain after development. Do not report any existing BUA that
is to be removed and which will be replaced by new BUA.
Form SWU-101 Version Oct. 31, 2013 Page 3 of 6

H. How was the off -site impervious area listed above determined? Provide documentation.
Proieets in Union County: Contact DEMLR Central Office stgffta check if the project is located within a Threatened &
Endangered Species watershed that may he subject to more stringent stormwater requirements as per 15A 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
from htto://i)ortal.ncdenr.orLy/web/wci/ws/su/bmv-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/wq/ws/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/ wq/ ws/su/ maw.)
Please indicate that the following required information have been provided by initialing in the space provided
for each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions
for each submitted application package from hqp://portal.ncdenr.org/web/wq/ws/su/statesw/forms does.
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to
http://www.envhelp.org/pages/`onestopexpress.htmI 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 USCS map identifying the site location. If the receiving stream is reported as class SA or the
receiving stream drains to class SA waters within 1/2 mile of the site boundary, include the '/
mile radius on the map.
7. Sealed, signed and dated calculations (one copy).
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.
I. 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 NI-1 W 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;;waterm�
i. Dimensioned property/project boundary with bearings & distances. ' `'�" '^' E
j. Site Layout with all BUA identified and dimensioned. JAN 2 8 2015 k. Existing contours, proposed contours, spot elevations, finished floor elevations.
I. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineatq rby 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

p. Vegetated buffers (where required).
9. Copy of any applicable soils report with the associated SHW'F elevations (Please identify
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"xl1" 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 visitr DEMLR to veriijy the SHWT prior
to submittal, [phone].)
10. A copy of the most current property deed. Deed book: 5537 & 5787 Page No: 270 & 106
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC y✓
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 21-1.1003(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.
http:/ /www.secretary.state.nc.us/Corporations/CSearch.aspx
VIL DEED RESTRICTIONS AND PROTECTIVE COVENANTS
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 httl2:///12ortahncdenr.org/web/Ir/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.
VILL 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 Engineerf. Phillip Norris, P.E.
Consulting Firm: Norris & 7'unstall Consulting Engineers, P.C.
Mailing Address:902 Market Street
City:Wilmington State:NC Zip:28401
Phone: (910 ) 287-5900
Email: [e-mail]
Fax: (910 ) 287-5902
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled ont, complete this
section)
I, (print or type name of person listed in Contact Information, item 2a) certify that 1
own the property identified in this permit application, and thus give permission to (print or type name of person
listed in Contact Information, item la) with (print or type name of organization listed in
Contact Infonmation, item la) 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. ®,�
ECEI @� E
JAN 2 E 20b
sv:
Form SWU-101 Version Oct. 31. 2013 Page 5 of

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 on 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 143-215.1 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.
a Notary Public for the State of
do hereby certify that
before me this _ day of
Date:
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
X. APPLICANT'S CERTIFICATION
I, (print or hjpe name of person listed in Contact Deformation, itern In) Yousro Sailed, Member/Manager
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 NC C 2H .1000 and any other applicable state stormwater requirements.
Signature: "-Ft Date: I 2 I �1 —
I, RLt�-h K, H41_n4; 1 , a Notary Public for the State of NC County of
Uf1S��c
�bw , do hereby certify that �� sc�q eel personally appeared
before me thiso-?ZDday of NWYe17'fl102t 70Vi , and acknowledge the due execution of the application for
a stormwater permit. Witness my hand and official seal,e
..aauuuuuau,..
i NOTARY 'S
MY
COMMISSION EXPIRES
ora5-i,
y PUBL1G
SEAL
My commission expires DI 2 5 -17
ECEIVE
JAN 2 8 2015
RY:
Form SWU-101 Version Oct. 31, 2013 Page 6 of 6

NORMS & TUNSTALL
— CONSULTING ENGINEERS P.C. —
902 Market Street
River Road
Wilmington, NC 28401
[phone]
[phone] Fax
Fax
John S. Tunstall, P.E.
P.E.
T.Jason Clark, P.E.
P.E.
February 26, 2015
Mr. Steve Pusey
NC DENR
Division of Energy, Mineral and Land Resources
Surface Water Protection
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: Quality Chemical Labs — Facility Expansion
Stormwater Permit SW8 000243 MOD
Additional Information Request Response
N&T Project No. 14060
Dear Mr. Pusey,
1429 Ash -Little
Ash, NC 28420
[phone]
[phone]
J. Phillip Norris,
Joseph K. Bland,
ECE IVE
MAR 0 2 2015
We received our comment letter of February 20, 2015 regarding the subject project on
February 25, 2015 and are responding as follows:
1. A note has been added to the plans that no wetlands exist on the site.
2. We agree with your findings and have modified this on the application. Two revised
pages are enclosed.
3. It is our understanding that a soils report is no longer required for a wet pond (see
attached email). We are confident that we have called it correctly.
4. Two copies of the drainage area map are enclosed.
5. A note has been added to the plans that all roof drainage must be directed to the
stormwater pond.
6. The table has been completed on the O&M Agreement and is enclosed.
7. We understand this requirement.
NCBELS License C-3641

Mr. Steve Pusey / NCDENR
Quality Chemical Labs
NT# 14060
February 26, 2015
Page 2
Please review the submitted package for approval. Let us know if you have additional
questions or comments.
Sincerely,
NORRIS & TUNSTALL
CONSULTING ENGINEE
14060 02-26-15 s-sw response-Itr
cc: Brian Dineen / Quality Chemical Labs
EC EIVE
MAR 0 2 2015
BY:------

Phil Norris
From: Jason Clark <[e-mail]>
Sent: Monday, January 5, 2015 3:21 PM
To: John Tunstall; Phil Norris; Jody Bland
Cc: Amy Norris
Subject: NCDENR Stormwater Wet Pond SHWT Requirments
Per Cameron Weaver, a soils investigation (SHWT) by the State isn't required for Wet Ponds. The State is relying on the PE
Seal and judgement for the location of the SHWT.
State Soil SHWT determination is still required for all Infiltration systems.
The new Contact for a SHWT determination at the STATE is below:
Edward Stephens
[phone]
[e-mail]
T. Jason Clark, PE
NORMS & TUNSTALL
CONSUUHNG ENGINEERS PC. —
902 Market Street, Wilmington, NC 28401
910-343-9653 (Ext. 202) 1 910-343-9604 (F)
iclark(o)ntenoineers.com
It is the professional opinion of Norris & Tunstall Consulting Engineers, P.C. and Norris, Kuske & Tunstall Consulting Engineers, Inc.
that this electronic information provides design information current as of the date of its release. It shall be the responsibility of the party
receiving the data to examine it to see that it contains the necessary files and information requested. In transferring the files in
electronic media format, Norris & Tunstall Consulting Engineers, P.C. and Norris, Kuske & Tunstall Consulting Engineers, Inc. makes
no representations as to the usability or readability of documents resulting from the use of software application packages, operating
systems, or computer hardware differing from those used by Norris & Tunstall Consulting Engineers, P.C. and Norris, Kuske & Tunstall
Consulting Engineers, Inc. in the preparation of such data.
ECEIVE
MAR 0 2 2095 11

e��
w
NCDENR
North Carolina Department of Environment and Natural Resources
Pat McCrory
Governor
February 20, 2015
Yousry Sayed, President
Pyramid Real Estate Holdings, LLC
3220 Corporate Drive
Wilmington, NC 28405
Subject: Request for Additional Information
Stormwater Project No. SW8 000243 MOD
Quality Chemical Labs — Facility Expansion
New Hanover County
Dear Mr. Sayed:
Donald van der Vaart
Secretary
The Wilmington Regional Office received and accepted a modified State Stormwater Management Permit
Application for Quality Chemical Labs — Facility Expansion on January 28, 2015. A preliminary in-depth
review of that information has determined that the application is not complete. The following information is
needed to continue the stormwater review:
I . Please either delineate all wetlands on site, coastal and non -coastal, disturbed or undisturbed, or note
on the plans that none exist.
2. Please check the latitude and longitude provided on the application for accuracy. It appears that the
actual location would be 34deg 18' 30" N, 77deg 52' 17" W.
3. A soils report for all engineered systems and curb outlet swale systems is required. The report should
contain the estimated Seasonal High Water Table elevation at each proposed BMP location reported
in FMSL. If it's reported as a depth below existing ground, the bore map must include the existing
ground elevation at each bore location.
4. Please delineate the drainage area on the plans.
5. All roof drainage must be directed to the pond. Please show the roof drain collection system on the
plans or at least provide a note on the plans that all roof drainage must be directed to the stormwater
pond.
6. There is no wet pond diagram or completed data table for the O&M Agreement. Please complete this
section and submit.
7. If the project is within 5 statute miles of a public airport, the Division cannot require the use of a
BMP with a permanent pool of water. A copy of the permit will be forwarded to the airport's director
who may elect to adjudicate the permit if the applicant has chosen to use a BMP with a permanent
pool of water.
Please remember that a change to one number may have a domino effect on other numbers. Please check all plans,
calculations and forms to ensure that the numbers are consistent throughout.
Division of Energy, Mineral, and Land Resources
Land Quality Section — Wilmington Regional Office
127 Cardinal Drive Extension, Wilmington, North Carolina 28405 • (910) 796-72151 Fax: [phone]

Mr. Yousry Sayed
February 20, 2015
Stormwater Application No. SW8 000243
Please note that this request for additional information is in response to a preliminary review. The requested
information should be received in this Office prior to March 20, 2015, or the application will be returned as
incomplete. The return of a project will necessitate resubmission of all required items, including the application
fee.
If you need additional time to submit the information, please mail, email or fax your request for a time extension
to the Division at the address and fax number at the bottom of this letter. The request must indicate the date by
which you expect to submit the required information. The Division is allowed 90 days from the receipt of a
completed application to issue the permit.
The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation
Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS
143-215.6A.
Please reference the State assigned project number on all correspondence. Any original documents that need to be
revised have been sent to the engineer or agent. All original documents must be returned or new originals must be
provided. Copies are not acceptable. If you have any questions concerning this matter please feel free to call me
at [phone] or email me at [e-mail].
Sincerely,
Stevs"z /�
ey
Environmental Engineer
GDS/sgp: G:\WQ\Shared\Stormwater\Permits & Projects\2000\000243 HD\2015 02 addinfo 000243
cc: Phil Norris, PE —Norris & Tunstall Engineers
Wilmington Regional Office Stormwater File
Page 2 of 2

�A
NCDENR-DEMLR
Stormwater Section
127 Cardinal Drive Extension
Wilmington, NC 28405
U.S. POSTAGE>> PITNEY BOWE9
0
4��G
ZIP 28405 $ 0 480
02 1 YV
0001399346FEB 23 2015
Yousry Sayed, President
Pyramid Real Estate Holdings, LLC
3220 Corporate Drive
Wilmingto n' N I XI E Z76 F-c 1009 e903/e3 jis
RETURN TO SENDER
NOT DELIVERABLE AS ADDRESSED
UNABLE' TO FORWARD
BC: 28405540627 *2280-03908-23-43
[ �2fkdr �6Roz iII il�Ilii li i cll li�I�Iti�I Ili i� I� I lilll� i1illllll

V
Casmer, Jo
From: Casmer, Jo
Sent: Thursday, January 29, 2015 3:00 PM
To:'[e-mail]'; 'Phil Norris'
Subject: Quality Chemical Labs -Facility Expansion; Stormwater Permit SW8 000243
The Wilmington Regional Office of the Division of Energy, Mineral, and Land Resources (Stormwater Section)
received the Stormwater Permit Application and $505.00 fee on January 28, 2015. Your project will be assigned to
a staff member and you will be notified if additional information is needed. Please be advised that the
construction of built -upon area may not commence until the Stormwater Permit is issued.
Administrative Assistant for DEMLR/Stormwater Section
NC Department of Environment & Natural Resources
Division of Environmental Assistance & Customer Service
127 Cardinal Drive Extension
Wilmington, NC 28405
Phone: [phone]
Fax: [phone]
Email correspondence to arid from this addmts may be subject to the North Carolina Public Records Caw and may be disclosed to third
parties

Project Name:
Project Location:
Rule(s) El 2008 Coastal
Type of Permit: New or
_ .Density. .AD_ _: or.... :ID
%: (%OK?)
rG VVw
Accepted Date:
- l"l
Z-C� 2-c�Ij
1995 Coastal Phase II (WiRO) Universal 1988 Coastal
Nod �PR Existing Permit# (Mod or PR): cXoO D PE Cert on File?
- --------- ---
Type;:—Commercial--or=..=-Residential =:- NGG
Stream Class: SA Map �1Offsite to S1N8
MORW Man g yExempt
Paperwork . Emailed Engineer on:
®M ment(s) (1 original per BMP) BMP Type(s):
&M with correct/original signatures (1 original per BMP except LS/VFS and swales)
pplication with correct/original sign tures ED
rp or LLC: Sig. Auth. a o5 or letter ail Address: Design Engineer
05 (within 6mo) nE-mail Address: Owner
Soils IReport with SHWT Note to Reviewer:
(signed/sealed)
obvious errors
includes common areas, etc
Deed Restrictions, if subdivided:
& Notarized
Plans
Sets
s
ading
�igend
mit Map
Soils Report
SHWT:
Iegel. ,I.
Additional Information:
0C
[Details (roads, cul-de-sacs, curbs, sidewalks, BMPs, Buildings, etc)
Wetlands: Delineated or No Wetlands
yout (proposed BUA dimensions)
DA Maps rolect Boundaries
Wet Pond
El Soils Report
SHWT:
PP:
ElPE Cert for Master
Deed Rest for Master
BUA Permitted (Master):
BUA Proposed (Offsite):
Lot #:
Lot # Matches Master
sf
sf
o.�.�nema•
Permitted Proposedl: rraprwcce.
- ----
BUA (sf)
DA (sf)
PP (el)
SHWT (el)
Depth (ft)
SA (sf)

NORMS & TUNSTALL
CONSULTING ENGINEERS P.C. —
902 Market Street
Wilmington, NC 28401
[phone]
[phone] Fax
John S. Tunstall, P.E.
T. Jason Clark, Y.E.
January 28, 2015
Ms. Jo Casmer
NC Department of Environment & Natural Resources
Division of Energy, Mineral & Land Resources — Stormwater Section
127 Cardinal Drive Extension
Wilmington, NC 28405-3845
Re: State Stormwater Permit Submittal
Quality Chemical Labs — Facility Expansion
3220 Corporate Drive
Wilmington, NC
N&T Project No. 14060
Dear Ms. Casmer:
1429 Ash -Little River Road
Ash, NC 28420
[phone]
[phone] Fax
J. Phillip Norris, P.E.
Joseph K. Bland, P.E.
Enclosed are two (2) sets of plans for the above referenced project, one (1) set of calculations,
one (1) copy of the Stormwater Narrative, one (1) USGS map, one (1) copy of the deed, one
(1) copy of the Articles of Organization, the original Stormwater Management Permit
application, the original Wet Detention Basin Supplement form, the original Operation and
Maintenance Agreement and a $505.00 check for the permit review fee.
Please review this information for approval and contact us with any questions or comments
you may have. Thank you for your assistance on this project.
Sincerely,
NORRIS & TUNSTALL
CONSULTING ENGINEERS, P.C.
JJ. hillip Norris, P.E.
JPN/asn 1406001-28-15-s-sw-Itr
Enclosures
cc: Brian Dineen / Quality Chemical Labs
ECEPE
JAN 2 3 2015
NCBELS License C-3641

North Carolina Secretary of State
Account
http://www.secretary.state.ne.us/corporations/Corp.aspx?Pitem I d=7922908
ILI0G0/
North Carolina l\I
Elaine F. Marshall DEPARTMENT OI-,1-lE
Secretary SECRETARYOr- STATE
PO Box 29622 Raleigh. NC 27626-0622 1919i8O7-2000
Date: 11 /21 /2014
here to:
Document Filings I File an Annual Report I
�J Print a Pre -populated Annual Report Fillable PDF Form I Amend A Previous Annual Report I
Names
Name Name Type
NC PYRAMID REAL ESTATE LEGAL
HOLDINGS, LLC
Limited Liability Company Information
SOSID:
0829799
Status:
Current -Active
Effective Date:
2/21/2006
Citizenship:
DOMESTIC
State of Inc.:
NC
Duration:
PERPETUAL
Annual Report Status:
CURRENT
Registered Agent
Agent Name:
Office Address:
Mailing Address:
Principal Office
Office Address:
Mailing Address:
Officers/Company Officials
Title:
Name:
Business Address:
Title:
Name:
I of 2
SAYED, LINDA B.
6266 MALLARD DRIVE
WILMINGTON NC 28403
6266 MALLARD DRIVE
WILMINGTON NC 28403
6266 MALLARD DRIVE
WILMINGTON NC 28403
6266 MALLARD DRIVE
WILMINGTON NC 28403
MANAGER
YOUSRY SAYED
6266 MALLARD DRIVE
WILMINGTON NC 28403
MANAGER
LINDA B. SAYED
so
11/21/2014 11:30 AM

Nortn Carolina Secretary of State http://www.secretary.state.nc.us/corporations/Corp.aspx?Pitemld=7922908
This
4673
Business Address: 6266 MALLARD DRIVE
WILMINGTON NC 28403
provided to the public as a part of the Secretary of State Knowledge Base
system. Version:
of 2
11/21/2014 11:30 AM

STORMWATER SYSTEM & EROSION CONTROL NARRATIVE
QUALITY CHEMICAL LABS - FACILITY EXPANSION
3220 Corporate Drive
Wilmington, North Carolina
For
Pyramid Real Estate Holdings, LLC
3220 Corporate Drive
Wilmington, NC 28405
[phone]
041620
� '. FNGINE�P pc�O'
PH K.
January 2015
Prepared by:
NORRIS & TUNSTALL CONSULTING ENGINEERS, P.C.
902 Market Street
Wilmington, North Carolina 28401
[phone]
[phone] (Fax)
License # C-3641
N&T Project No. 14060

NARRATIVE
Quality Chemical Labs — Facility Expansion
Receiving Stream Name: UT of Prince George Creek
Stream Class: C; Sw
Stream Index Number: 18-74-53
DESCRIPTION:
The project site is a 10.99 acre tract located at 3220 Corporate Drive at Northchase
in Wilmington, NC. The soils of the site consist of sandy clay and grades ranging from
0.5% to 2.0%. Approximately 9.0 acres will be graded to allow construction of a new
building expansion with drives and parking. The runoff from the site is estimated using
the rational method 10-year design storm and rainfall data for the area. Construction is
scheduled to begin as soon as all permits and approvals are obtained.
EROSION CONTROL MEASURES:
The attached plans and specifications outline the requirements for erosion control
measures. Silt fencing will be provided along each side of the entrance drive and the
perimeter of the site where stormwater would be expected to sheet flow from disturbed
areas directly to adjacent property or ditches. A gravel construction entrance will be
constructed at the existing soil access drive to the site. The proposed stormwater pond
will act as a skimmer sediment basin. Maintenance will be provided by the grading
contractor and developer.
STORMWATER MANAGEMENT MEASURES:
The project site is located in New Hanover County. Land disturbing on the site will
exceed one acre, which requires the site to comply with the State Regulations. The
stormwater runoff from the 3.9 acre development will be directed to a stormwater
detention pond. The stormwater detention pond was designed to accommodate this site
at 35.48% impervious area lot coverage and provide 90% TSS removal without a
vegetated filter.
CONSTRUCTION SEQUENCE:
The Contractor will install the gravel construction entrance and silt fence prior to
beginning any clearing and grading operations. Additional silt fence will be installed when
and if conditions warrant during construction. The detention pond/silt basin will be
constructed immediately after that portion of the site is cleared, and outlet structure with
protection will be installed. Disturbed areas will be landscaped or seeded upon
completion. The detention pond will be cleaned out to remove any sediment that
accumulates during construction.

EROSION CONTROL NOTES AND MAINTENANCE PLAN
1. All erosion and sediment control measures will be checked for stability and
operation following every runoff -producing rainfall, but in no case, less than once
every week and within 24 hours of every half -inch rainfall.
2. All points of egress will have construction entrances that will be periodically top -
dressed with an additional 2 inches of #4 stone to maintain proper depth. They
will be maintained in a condition to prevent mud or sediment from leaving the site.
Immediately remove objectionable material spilled washed or tracked onto the
construction entrance or roadways.
3. Sediment will be removed from hardware cloth and gravel inlet protection, block
and gravel inlet protection, rock doughnut inlet protection and rock pipe inlet
protection when the designed storage capacity has been half filled with sediment.
Rock will be cleaned or replaced when the sediment pool no longer drains as
designed. Debris will be removed from the rock and hardware cloth to allow proper
drainage. Silt sacks will be emptied once a week and after every rain event.
Sediment will be removed from around beaver dams, dandy sacks and socks once
a week and after every rain event.
4. Diversion ditches will be cleaned out immediately to remove sediment or
obstructions from the flow area. The diversion ridges will also be repaired. Swales
must be temporarily stabilized within 21 calendar days of cease of any phase of
activity associated with a swale.
5. Sediment will be removed from behind the sediment fence when it becomes half
filled. The sediment fence will be repaired as necessary to maintain a barrier.
Stakes must be steel. Stake spacing will be 6 feet max. with the use of extra
strength fabric, without wire backing. Stake spacing will be 8 feet max. when
standard strength fabric and wire backing are used. If rock filters are designed at
low points in the sediment fence, the rock will be repaired or replaced if it becomes
half -full of sediment, no longer drains as designed or is damaged.
6. Sediment will be removed from the sediment basin when the design storage
capacity has been half filled with sediment. Rock will be cleaned or replaced when
the sediment pool no longer drains or if the rock is dislodged. Baffles will be
repaired or replaced if they collapse, tear, decompose or become ineffective. They
will be replaced promptly. Sediment will be removed from baffles when deposits
reach half the height of the 1st baffle. Floating skimmers will be inspected weekly
and will be kept clean.
Land Quality Requires:
7. All seeded areas will be fertilized, reseeded as necessary and mulched according
to specifications in the vegetative plan to maintain a vigorous, dense vegetative
cover. All slopes will be stabilized within 21 calendar days. All other areas will be
stabilized within 15 working days.

Water Quality Requires:
8. All seeded areas will be fertilized, reseeded as necessary and mulched according
to specifications in the vegetative plan to maintain a vigorous, dense vegetative
cover. All perimeter dikes, swales, ditches, perimeter slopes, all slopes steeper
than 3' horizontal to 1' vertical (3:1) and all high quality water (HQW) zones shall
be provided temporary or permanent stabilization with ground cover as soon as
practicable but in any event within seven (7) calendar days from the last land -
disturbing activity. All other disturbed areas shall be provided temporary or
permanent stabilization with ground cover as soon as practicable but in any event
within fourteen (14) calendar days from the last land -disturbing activity.
9. Flocculants will be used to address turbidity issues. The pumps, tanks, hoses and
inject systems will be checked for problems or turbid discharges daily.
10. Refer to new NPDES rules regarding basin outlet structures and skimmers shall
withdraw water from the surface.

SECTION 02920
SOIL EROSION AND SEDIMENTATION CONTROL
1. GENERAL
1.1 Contractor shall take every reasonable precaution throughout construction to prevent
the erosion of soil and the sedimentation of streams, lakes, reservoirs, other water
impoundments, ground surfaces, or other property as required by State and Local
regulations.
1.2 The Contractor shall install all required silt fences, and construction entrances at the
initiation of work, and have these measures reviewed and approved by the local
permit authority prior to clearing and grading operations.
1.3 The Contractor shall, within 21 days of suspension or completion of land disturbing
activities, provide permanent protective covering for disturbed areas. Temporary and
permanent erosion control measures shall be coordinated to assure economical,
effective, and continuous erosion and siltation control throughout the construction
and post -construction period. Use the specified seed for both temporary and
permanent seeding.
2. PRODUCTS
2.1 Asphalt for anchoring mulch shall be Type SS-1 Emulsion.
2.2 Fertilizer shall be 10-10-10 grade or equivalent.
2.3 Lime shall be dolomitic agricultural ground limestone containing not less than 10
percent magnesium oxide.
2.4 Mulch shall be small grain straw, hay, wood chips, asphalt emulsion, jute or other
suitable material free of undesirable weed seed.
2.5 Phosphate shall be 20 percent superphosphate or equivalent.
2.6 Seed shall be 20% carpet grass, 24% Bermuda, 20% turf Fescue, 10% Creeping
Red Fescue, and 24% Annual Rye grain. Bermuda seed shall be hulled for warm
weather planting and unhulled for cool weather planting. Purity of seed shall be a
minimum of 98 percent and germination shall be a minimum of 85 percent.
2.7 Silt fence shall consist of NCDOT Class A fabric supported by metal posts spaced
not more than 6 feet on center. The bottom of the fabric shall be buried a minimum
of 6 inches.
2.8 Gravel for check dams shall be #57 washed stone.
2.9 Aggregate for construction entrance shall be #4 washed stone.

2.10 Stone rip rap for check dams and erosion control shall be NCDOT Class A or B as
shown.
3. EXECUTION
3.1 General: Take every practicable measure during construction or suspension to work
to minimize erosion and siltation. Measures should include good construction
practices, temporary physical barriers to sediment travel, settling basins for new
ditches, and establishment of vegetative cover.
3.2 Construction Practices
3.2.1 Avoid dumping soil or sediment into any wetland or watercourse.
3.2.2 Maintain an undisturbed vegetative buffer where possible between a natural
watercourse and trenching and grading operations.
3.2.3 Avoid equipment crossings of streams, creeks, and ditches where practicable.
3.2.4 Grade all cut, fill and ditch slopes to minimum slope of 3:1, unless otherwise shown
or directed.
3.3 Temporary Physical Barriers are required where sedimentation on offsite property or
excessive erosion is a problem.
3.3.1 Mulch shall be used for temporary stabilization of areas subject to excessive erosion
and for protection of seedbeds after planting where required.
1. Apply grain straw and hay at a rate of 75 to 100 pounds per 1,000 square feet
and wood chips at a rate of 500 pounds per 1,000 square feet. Jute and mesh
should be installed as per manufacturer's instructions.
2. Asphalt emulsion for slope stabilization should be applied at a rate of 1,000
gallons per acre. Asphalt emulsion used for anchoring straw should be applied
at a rate of 150 gallons per ton of straw.
3.3.2 Silt Fences shall be used at the base of slopes to restrict movement of sediment
from the site. Clean silt fence of accumulated sediment after each rainfall event or
when it exceeds a depth of 0.5 feet above natural grade.
3.3.3 Stone Check Dams, placed at the discharges of creeks, ditches, and swales, shall
consist of Class A or Class B erosion control stone at minimum two feet high and
three feet thick across the watercourse, with a one foot thick layer of gravel on
upstream side. Remove sediment if accumulated to a depth of 1.0 feet at upstream
face.
3.4 Vegetative Cover: Establish and maintain permanent vegetative cover on all
unpaved areas disturbed by the work.

3.4.1 Preparation of Seedbed: Areas to be seeded shall be scarified to a depth of 4 inches
and until a firm, well pulverized, uniform seedbed is prepared. Lime, phosphorous
and fertilizer shall be applied during the scarification process in accordance with the
following rates:
Lime: 45 pounds per 1000 square feet
Phosphorous: 20 pounds per 1,000 square feet
Fertilizer: 17 pounds per 1000 square feet
3.4.2 Seeding: Disturbed areas shall be seeded with 2 to 3 pounds per 1000 square feet
of the specified seed mixture. Seed shall be worked into the bed to a depth of 1/4
inch. Regrade and seed eroded areas immediately
3.4.3 Mulch all areas immediately after seeding. Mulch shall be applied and anchored as
specified hereinbefore. Reapply as necessary to retain cover until grass is
established.
3.5 Construction Entrance: Provide an aggregate drive, 20 feet wide by 50 feet long by
6 inches thick at each entrance to the site used by construction vehicles, until such
time as the permanent roadway is constructed. Remove soil if accumulated to a
depth greater than 0.5 inches.
3.6 Maintenance: The Owner and Contractor shall be responsible for maintaining all
temporary and permanent erosion control measures. Temporary structures shall
be maintained until such time as vegetation is firmly established in the area
protected by the structure. Permanent streambank protection and grassed areas
shall be maintained until completion of the project. Areas that fail to show a
suitable stand of grass or which are damaged by erosion shall be immediately
repaired.
END OF SECTION

Date , Design NOMS & TUNSTALL Wilmington, NC :700tf
77[Iri J �CONSULTING ENGINEERS P.C.� Brunswick County, NC
Check Job For Job No.
JPr,4 Q, AL -AT j Ci-(6mi c4i- /.4y3s 4T1;VZh4 waTE-K.4 cC Cates 144c,(,o
4 .,
� 9�
3J

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
1/22/15
I WET DETENTION BASIN CALCULATIONS I
Quality Chemical N&T No: 14060..
Joseph K:.Bland P.E..- Phone: [phone]
multiple basins, specify which basin this worksheet applies to: DA#
Description
tv Units
Notes:
1-year,24-hour rain event, D, y,
. 3.67
inches
TSS Removal Rate
: , 90.00
%
Drainage Area, DA=
6.66
ac
Pre-existing Impervious Area =
- 0.00
ac
Pre-existing Overall % Impervious, 1, =
0.00
%
Proposed Impervious Area =
- . 3.90
ac
Post Development Pervious Area =
2.75
ac
Post Development Overall % Impervious, I t =
58.62
%
Storage
Volume Required
Simple Method):
Within 0.5 mile & drain to SA waters?
In
USE FIRST 1.5 INCH
Design Rainfall Depth, D,,s" =
1.50
in
Design Rainfall Depth, D„a =
3.67
in
Pre-Devolpoment Runoff Volume factor, Rvp„ =
0.05
in/in
Rvp„ = 0.05 + 0.009'Ip„
Post Devolpoment Runoff Volume factor, Rvpp,t =
0.58
in/in
Rv., = 0.05 + 0.009%,,
1.5" Post-Dev Runoff Volume, V 1,5"per=
20,93T50
ft'
V ,,.,.,=3630`D,s'Rv,,,,.DA
1 Yr Pre-Dev Runoff Volume, V ,y, p„=
4,434.58
ft'
V , Yr— = 3630'D, r,'Rvp,; DA
1 Yr Post-Dev Runoff Volume, V ,r, pp„=
51 227.08
ft'
V, ., =3630'D, ,; Rvpp„'DA
Required Storage Volume =
20,937.50
ft3
Post Dev. @ 1.5 inch Rainfall Depth
r Elevation
al -Permanent Pool Elevation
al -Permanent Pool surface area
Temporary Pool Elevation
Temporary Pool Surface Area
Volume =
value - pre -development
value - impervious surface
value post -developed
= Time of Concentration
apth @ Tc & 1-yr = d
tensity Peak, 1 YR= I
e-development runoff rate (rational
)st-development runoff rate (rationa
1 35.50 1
OKI
OKI Provided V > Required V
x Ix DA
„x I D,
shared data:PROJECTS:2014:14060:14060 CALCS:NCDENR Pond 14060 DWQ Wet Detention Basin.xlsx

NORRIS, KUSKE TUNSTALL 1122/15
CONSULTING ENGINEERS, INC.
nbined (Above Normal Pool)
nal-Permanent Pool
of Vegetated Shelf
iporary Pool -Required State Storage
of Pond
Main Pond Volume (Excluding Forebay)
Main Pond Bottom (Volume Ignored)
Sediment Removal
Bottom of Veg Shelf
Normal Pool
Forebay Volume (Excluding Main Pond)
Forebay Bottom (Volume Ignored)
Sediment Removal
Normal Pool
anent Pool Volume = Main + Forebay
Pond Volume = Top to Normal + Main to Sediment
wal + Forebay to Sediment Removal
ant Forebay Volume: (18 - 22% Required)
Elevation msl
Area s
Increm. V c Accum. V
35.50
34,953.00
36.00
41705.00
19,164.50
19164.50
36.10
4201200
4,185.85
23 350.35
38.00
- 47 993.00
85,504.75
1 108,855.10
Elevation msl
Areas
Increm. V
Accum. V c
31.50
:,... - 23 630.00
. - 32.50
35.00
"-. -27 556. 01
63,982.50
63 982.50
35.50
31,640.001
14,799.00
78,781.50
Elevation msl
Areas Increm. V c Accum. V c
27.50
2 817.00
" - 29.50.:'
35.50
3 313.00
18,390.00 18,3 00.00
97, 171.50 cf
206 026.60 cf
& Reauired Surface Area
18.9%
Permanent Pool Area
F7574,953.00 sf
Permanent Volume
97 171.50 cf
Average Depth
2.78 ft
Rounded Avg Depth =
_ 3.00 ft
SA/DA # from "Green Sheet" of Interpolated values for Coastal Region
SA/DA at specified % impervious &
rounded -.. - 6.86 It 90%TSS removal, NO VFS Req.
average depth=
Required Surface Area =
1 19 894.00 Isf
Provided Surface Area =
1 34,953.00 sr OKI.
Drawdown Calculations
Drawdown Orifice:
Avg. Head = 1/3 of Flood Pool Elev
Cu = Coefficient of Discharge
Drawdown Time =
Internal Diameter =
Orawdown Time
Internal Diameter =
Avg Internal Diameter =
Design Orifice Diameter =
Design Drawdown rate
Design Drawdown time
If
days
s
It
in
days
s
in
in
in
in OKI
fit
cfs
0.20
0.60
2.00
172,800
0.27
3.21
5.00
432,000
0.17
N2).3Odays
shared data:PROJECTS:2014:14060: 14060 CALCS:NCDENR Pond :14060 DWO Wet Detention Basin.xlsx

NORRIS, KUSKE TUNSTALL
CONSULTING ENGINEERS, INC.
1126/15
WET DETENTION BASIN SUPPLEMENT
Project Name:
Quality Chemical
N&T No: 14060
Contact Person:
Joseph K. Bland, P.E.
Phone: [phone]
For projects with multiple basins, specify
which basin this worksheet applies to: 1
Elevations
Basin Bottom Elevation
31.5 It
(floorof the basin)
Sediment Removal Elevation
32.5 ft
(bottom in volume calculations)
Bottom of Vegetated Shelf
35.00 ft
(vegetated shelf below normal pool)
Normal Pool Elevation
35.5 ft
(elevation of low flow orifice)
Top of Vegetated Shelf
36 ft
(vegetated shelf above normal pool)
Temporary Pool Elevation
36.1 ft
(elevation of the discharge structure overflow)
Top of Pond
38.0 ft
(Top of pond bank)
Areas
Sediment Removal Surface Area
23630 sq. ft.
(surface area @ sediement removal elevation)
Bottom of Vegetated Shelf Surface Area
27,556 sq. ft.
(surface area @ bottom of vegetated shelf elevation)
Normal Pool Surface Area
34,953 sq. ft.
(surface area @ normal pool/low flow orifice elevation)
Top of Vegetated Shelf Surface Area
41,705 sq. ft.
(surface area @ top of vegetated shelf elevation)
Temporary Pool Surface Area
42,012 sq. ft.
(surface area @ required state storage volume elevation)
Drainage Area
6.657 ac.
(on -site and off -site drainage to the basin)
Impervious Area
2.755 ac.
(on -site and off —site drainage to the basin)
Volumes
Permanent Pool Volume
97,172 cu. ft.
(combined volume of main basin and forebay)
Temporary Pool Volume
23,350 cu. ft.
(volume detained above the permanent pool)
Forebay Volume
18,390 cu. ft.
(approximately 20% of total volume)
Other parameters
Design Rainfall
1.5 in.
Design TSS Removal
90 %
(minimum 85%required)
Impervious %
58.62 %
(percent impervious of drainage area)
Rounded Average Depth
3.00 ft
(pond volume below normal pool/surface area @ normal pool)
SA/DA
6.86
(surface area to drainage are ration from DWQ table)
Coefficient of Discharge
0.60
(from Table 3-8 of BMP Manual)
Average Head
0.20 ft
(1/3 of elevation difference between temporary & normal pools)
Diameter of Orifice
3.00 in.
(sized to meet 2 to 5 day draw down requirement)
Discharge Rate of Office
0.11 cis
(discharge rate of required storage volume through orifice)
Drawdown Time
2.30 days
(must be between 2 to 5 days)
shared_data:PROJECTS:2014: 14060:14060 CALCS:NCDENR Pond :14060 DWQ Wet Detention Basin.xlsx

A}h ii4a3ib4`iti� k.
:u,,l s Irks, tr
Post
,rr7
INV
PRE
k �*
Q r^7a+
Pond
f
Su6cat Reach on Llnk Drainage Diagram for 14060.Pre-Post.1-14-15
Prepared by Norris & Tunstall Consulting Engineers 1122/15
HydroCADO 7.10 s/n 000479 ©2005 Hydro CAD Software Solutions LLC

14060.Pre-Post.1-14-15 Type /// 24-hr 1 YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD& 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Time span=0.00-26.00 hrs, dt=0.01 hrs, 2601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1: PRE Runoff Area=6.660 ac Runoff Depth=1.66"
Tc=10.0 min CN=77 Runoff=11.16 cfs 0.920 of
Subcatchment 2: Post Runoff Area=6.660 ac Runoff Depth=2.83"
Tc=10.0 min CN=91 Runoff=18.83 cfs 1.569 of
Pond 3: Pond Peak Elev=36.38' Storage=35,324 cf Inflow=18.83 cfs 1.569 of
Primary=4.26 cfs 1.050 of Secondary=0.00 cfs 0.000 of Outflow=4.26 cfs 1.050 of

14060.Pre-Post.1-14-15 Type 111 24-hr 1 YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Subcatchment 1: PRE
Runoff = 11.16 cfs @ 12.14 hrs, Volume= 0.920 af, Depth= 1.66"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-26.00 hrs. dt= 0.01 hrs
Type III 24-hr 1 YR Rainfall=3.80"
Area (ac) CN Description
6.660 77 Woods, Good, HSG D
Tc Length Slope Velocity Capacity Description
10.0 Direct Entry,
Subcatchment 1: PRE
Hydrograph
—Runoff
3 4 5 6 7 8 9 10 11 12 13 14 15 16
rime (hours)

14060.Pre-Post.1-14-15
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 @ 2005 HydroCAD Software
Subcatchment 2: Post
Type 111 24-hr 1 YR Rainfall=3.80"
Runoff = 18.83 cfs @ 12.14 hrs, Volume= 1.569 af, Depth= 2.83"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-26.00 hrs, dt= 0.01 hrs
Type III 24-hr 1 YR Rainfall=3.80"
Area (ac) CN Description
3.900 98 Paved parking & roofs
2.760 80 >75% Grass cover, Good HSG D
6,660 91 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2: Post
Hydrograph
:
:
15:
I
14
:
0 10_.
8.
7'..
•_
- t I
.
..
I
I I
Q
i i
._
I
_ .. _' .. _ 1 _ _ 1
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14
Time (hours)

14060.Pre-Post.1-14-15 Type 111 24-hr 1 YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
HydroCADV 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Pond 3: Pond
Inflow Area =
6.660 ac,
Inflow Depth = 2.83" for
1 YR event
Inflow =
18.83 cfs @
12.14 hrs, Volume=
1,569 of
Outflow =
4.26 cfs @
12.59 hrs, Volume=
1.050 af, Atten= 77%, Lag= 26.9 min
Primary =
4.26 cfs @
12.59 hrs, Volume=
1.050 of
Secondary =
0.00 cfs @
0.00 hrs, Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0,00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 36.38' @ 12.59 hrs Surf.Area= 42,891 sf Storage= 35,324 cf
Plug -Flow detention time=215.8 min calculated for 1.050 of (67% of inflow)
Center -of -Mass det. time= 119.5 min ( 919.4 - 799.9 )
_Volume Invert Avail.Storage Storaqe Description
#1 35.50' 108,798 cf Storm Pond stg above normal (Prismatic�isted below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
35.50 34,953 0 0
36.00 41,705 19,165 19,165
36.10 42,012 4,186 23,350
38.00 47,933 85,448 108,798
Device Routing Invert Outlet Devices
#1 Primary 35.50' 24.0" x 45.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 35.00' S= 0.0111 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 35,50' 3.0" Vert. NCDENR Orifice C= 0.600
#3 Device 1 36,10' 4.00' x 4.00' Horiz. Top of Box Limited to weir flow C= 0.600
#4 Secondary 37.30' 50.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=4.26 cfs @ 12.59 hrs HW=36.38' (Free Discharge)
tTCulvert (Barrel Controls 4.26 cfs @ 4.7 fps)
2=NCDENR Orifice (Passes < 0.21 cfs potential flow)
3=Top of Box (Passes < 7.84 cfs potential flow)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=35.50' (Free Discharge)
=Emergency Spillway ( Controls 0.00 cfs)

14060.Pre-Post.1 -14-15 Type /// 24-hr I YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
LLC
Pond 3: Pond
Hydrograph
—Inflow
Outflow
Primary I
Inflow Area-=--6.660- -a i—Secondary
-In-flow-U.-83-cls
Outflow-4.. 6-cfs--
P r i m ca. ry = 4.2. 6 cis
-,.-..Seconda,ry=0.00 GfS
Peak Elev=36.38`- -
TKI Sto , rag.e=, 3.5,.324:c-f -
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
Time (hours)

14060.Pre-Post.1-14-15
Type 111 24-hr 1 YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD(@ 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Hydrograph for Pond 3: Pond
Time
lours)
Inflow
(cfs)
Storage
(cubic -feet)
Elevation
(feet)
Outflow
(cfs)
Primary
(cfs)
Secondary
(cfs)
0.00
0.00
0
35.50
0.00
0.00
0.00
1.00
0.00
0
35.50
0.00
0.00
0.00
2.00
0.00
0
35.50
0.00
0.00
0.00
3.00
0.00
0
35.50
0.00
0.00
0.00
4.00
0.00
0
35.50
0.00
0.00
0.00
5.00
0.01
3
35.50
0.00
0.00
0.00
6.00
0.05
101
35.50
0.00
0.00
0.00
7.00
0.12
386
35.51
0.00
0.00
0.00
8.00
0.21
967
35.53
0.00
0.00
0.00
9.00
0.40
2,027
35.56
0.01
0.01
0.00
10.00
0.67
3,887
35.61
0.02
0.02
0.00
11.00
1.17
6,974
35.69
0.06
0.06
0.00
12.00
9.59
17,387
35.96
0.14
0.14
0.00
13.00
2.06
33,274
36.33
3.86
3.86
0.00
14.00
1.26
27,859
36.21
2.02
2.02
0.00
15.00
0.94
26,356
36.17
1.18
1.18
0.00
16.00
0.67
25,644
36.15
0.84
0.84
0.00
17.00
0.53
25,135
36.14
0.64
0.64
0.00
18.00
0.41
24,759
36.13
0.50
0.50
0.00
19.00
0.36
24,493
36.13
0.41
0.41
0.00
20.00
0.32
24,342
36.12
0.36
0.36
0.00
21.00
0.29
24,194
36.12
0.33
0.33
0.00
22.00
0.27
24,053
36.12
0.30
0.30
0.00
23.00
0.24
23,915
36.11
0.28
0.28
0.00
24.00
0.21
23,779
36.11
0.25
0.25
0.00
25.00
0.00
23,186
36.10
0.16
0.16
0.00
26.00
0.00
22,607
36.08
0.16
0.16
0.00

14060.Pre-Post.1-14-15 Type/1/ 24-hr 1 YR Rainfall=3.80"
Prepared by Norris & Tunstall Consulting Engineers
HvdroCAD® 7.10 s/n 000479 © 2005 HvdroCAD Software Solutions I I C
Stage -Area -Storage for Pond 3: Pond
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
35.50
34,953
0
35.55
35,628
1,765
35.60
36,303
3,563
35.65
36,979
5,395
35.70
37,654
7,261
35.75
38,329
9,160
35.80
39,004
11,094
35.85
39,679
13,061
35.90
40,355
15,062
35.95
41,030
17,096
36.00
41,705
19,165
36.05
41,858
21,254
36.10
42,012
23,350
36.15
42,168
25,455
36.20
42,324
27,567
36.25
42,479
29,687
36.30
42,635
31,815
36.35
42,791
33,951
36.40
42,947
36,094
36.45
43,103
38,245
36.50
43,259
40,404
36.55
43,414
42,571
36.60
43,570
44,746
36.65
43,726
46,928
36.70
43,882
49,118
36.75
44,038
51,316
36.80
44,193
53,522
36.85
44,349
55,736
36.90
44,505
57,957
36.95
44,661
60,186
37.00
44,817
62,423
37.05
44,972
64,668
37.10
45,128
66,921
37.15
45,284
69,181
37.20
45,440
71,449
37.25
45,596
73,725
37.30
45,752
76,008
37.35
45,907
78,300
37.40
46,063
80,599
37.45
46,219
82,906
37.50
46,375
85,221
37.55
46,531
87,544
37.60
46,686
89,874
37.65
46,842
92,212
37.70
46,998
94,558
37.75
47,154
96,912
37.80
47,310
99,274
37.85
47,466
101,643
37.90
47,621
104,020
37.95
47,777
106,405
38.00
47,933
108,798

Sry �l { Z�I J:4i
iV .y
rYY
A3q �1414 jr+sus � a�"' f{v Yi
't dldt Ai,i 5 p ES
aV it }lrfi Post
16 }
I Mni IL.T.
PRE
tr
K
Pond
r.
Reach ,,,on
Subcat Llfl iC} Drainage Diagram For 14060.Pre-Post.1-14-15
I } Prepared 6y Norris & Tunstall Consulting Engineers 1/22/15
HydroCAD® 7.10 s/n 000479 © 2005 Hydro CAD Software Solutions LLC

14060.Pre-Post.1-14-15
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Sc
Type/1/ 24-hr 2 YR-NHC Rainfall=4.50"
Subcatchment 1: PRE
Runoff = 15.02 cfs @ 12.14 hrs, Volume= 1.227 af, Depth= 2.21"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-26.00 hrs, dt= 0.01 hrs
Type III 24-hr 2 YR-NHC Rainfall=4.50"
Area (ac) CN Description
6.660 77 Woods, Good, HSG D
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
1
Subcatchment 1: PRE
H yd rog ra ph
3 4 5 6 7 A 9 10 11 19 13 14 15 1R 17 1A 19 90 91 99 91 94 95 9
Time (hours)
—Runoff

14060.Pre-Post.1-14-15
Type /// 24-hr 2 YR-NHC Rainfall=4.50"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Subcatchment 2: Post
Runoff = 23.07 cfs @ 12.14 hrs, Volume= 1.941 af, Depth= 3.50"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 0.00-26.00 hrs, dt= 0.01 hrs
Type III 24-hr2 YR-NHC Rainfall=4.50"
Area (ac) CN Description
3.900 98 Paved parking & roofs
2.760 80 >75% Grass cover Good HSG D
6.660 91 Weighted Average
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 Direct Entry,
Subcatchment 2: Post
Hydrograph
25-.
24_
__._ __ ________ ______,_
______ 23.(
23'
21
18
17--____-,,
N
„14
U
I i i
10--------r--
- --*--.
---.--�- r-
8
7-
6.
5-.
_
3_...._.._.
'..
11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)

14060. Pre-Post.1-14-15
Prepared by Norris & Tunstall Consulting Engineers
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software S
Type 111 24-hr 2 YR-NHC Rainfall=4.50"
Time span=0.00-26.00 hrs, dt=0.01 hrs, 2601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1: PRE Runoff Area=6.660 ac Runoff Depth=2.21"
Tc=10.0 min CN=77 Runoff=15.02 cfs 1.227 of
Subcatchment 2: Post Runoff Area=6.660 ac Runoff Depth=3.50"
Tc=10.0 min CN=91 Runoff=23.07 cfs 1.941 of
Pond 3: Pond Peak Elev=36.55' Storage=42,690 cf Inflow=23.07 cfs 1.941 of
Primary=5.72 cfs 1.419 of Secondary=0.00 cfs 0.000 of Outflow=5.72 cfs 1.419 of

14060.Pre- Post. 1-14-15 Type /// 24-hr2 YR-NHC Rainfall=4.50"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Pond 3: Pond
Inflow Area = 6.660 ac, Inflow Depth = 3.50" for 2 YR-NHC event
Inflow = 23.07 cfs @ 12.14 hrs, Volume= 1.941 of
Outflow = 5.72 cfs @ 12.56 hrs, Volume= 1.419 af, Atten= 75%, Lag= 25.5 min
Primary = 5.72 cfs @ 12.56 hrs, Volume= 1.419 of
Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 of
Routing by Stor-Ind method, Time Span= 0.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 36.55' @ 12.56 hrs Surf.Area= 43,423 sf Storage= 42,690 cf
Plug -Flow detention time= 196.4 min calculated for 1.419 of (73% of inflow)
Center -of -Mass det. time= 108.9 min ( 902.9 - 794.1 )
Volume Invert Avail.Storage Storage Description
#1 35.50' 108,798 cf Storm Pond stg above normal (Prismatic�isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
35.50 34,953 0 0
36.00 41,705 19,165 19,165
36.10 42,012 4,186 23.350
38.00 47,933 85,448 108.798
Device Routing Invert Outlet Devices
#1 Primary 35.50' 24.0" x 45.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 35.00' S= 0.0111 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 35.50' 3.0" Vert. NCDENR Orifice C= 0.600
#3 Device 1 36.10' 4.00' x 4.00' Horiz. Top of Box Limited to weir flow C= 0.600
#4 Secondary 37.30' 50.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=5.72 cfs @ 12.56 hrs HW=36.55' (Free Discharge)
t[Culvert (Barrel Controls 5.72 cfs @ 5.0 fps)
2=NCDENR Orifice (Passes < 0.23 cfs potential flow)
3=Top of Box (Passes < 15.94 cfs potential flow)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=35.50' (Free Discharge)
=Emergency Spillway ( Controls 0.00 cfs)

14060.Pre-Post.1 -14-15 Type /I/ 24-hr 2 YR-NHC Rainfall=4.50"
Prepared by Norris & Tunstall Consulting Engineers
HvdroCAD(D 7.10 s/n 000479 0 2005 HvdroCAD Software Solutions LLC 1199115
Pond 3: Pond
Hydrograph
F
— Inflow
-0 Primary
InflowArea&660-ac —s
_Inflow=21-07-cfs
4
-O-iitf16W= .7 -;-2--cfs
Primary,=5 7-2 qfs -
-1second q--r-y--=,O00-cfs-
-Peak-Elev=36.55'.
Storage =-4.2i69O:-cf
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
Time (hours)

14060.Pre-Post.1-14-15 Type Ill 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Time span=0.00-26.00 hrs, dt=0.01 hrs, 2601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1: PRE Runoff Area=6.660 ac Runoff Depth=4.37"
Tc=10.0 min CN=77 Runoff=29.71 cfs 2.423 of
Subcatchment 2: Post Runoff Area=6.660 ac Runoff Depth=5.94"
Tc=10.0 min CN=91 Runoff=38.05 cfs 3.296 of
Pond 3: Pond Peak Elev=37.09' Storage=66,682 cf Inflow=38.05 cfs 3.296 of
Primary=10.96 cfs 2.768 of Secondary=0.00 cfs 0.000 of Outflow=10.96 cfs 2.768 of

14060.Pre- Post. 1-14-15 Type 111 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Pond 3: Pond
Inflow Area =
6.660 ac,
Inflow Depth
= 5.94"
for 10 YR-NHC event
Inflow =
38.05 cfs @
12.13 hrs,
Volume=
3.296 of
Outflow =
10.96 cfs @
12.52 hrs,
Volume=
2.768 af, Atten= 71 %, Lag= 23.0 min
Primary =
10.96 cfs @
12.52 hrs,
Volume=
2.768 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 37.09' @ 12.52 hrs Surf.Area= 45,112 sf Storage= 66,682 cf
Plug -Flow detention time= 165.0 min calculated for 2.768 of (84% of inflow)
Center -of -Mass det. time= 98.6 min ( 878.8 - 780.1 )
Volume Invert
Avail.Storage Storage Description
#1 35.50'
108,798 cf Storm Pond stg above normal (Prismatic)_isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
35.50
34,953
0 0
36.00
41,705
19,165 19,165
36.10
42,012
4,186 23,350
38.00
47,933
85,448 108,798
Device Routing
Invert
Outlet Devices
#1 Primary
35.50'
24.0" x 45.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 35.00' S= 0.0111 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
35.50'
3.0" Vert. NCDENR Orifice C= 0.600
#3 Device 1
36.10'
4.00' x 4.00' Horiz. Top of Box Limited to weir flow C= 0.600
#4 Secondary
37.30'
50.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=10.96 cfs @ 12.52 hrs HW=37.09' (Free Discharge)
tFCulvert (Barrel Controls 10.96 cfs @ 5.6 fps)
2=NCDENR Orifice (Passes < 0.29 cfs potential flow)
3=Top of Box (Passes < 51.90 cfs potential flow)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=35.50' (Free Discharge)
=Emergency Spillway ( Controls 0.00 cfs)
S L2� EO Kit- c3X1VCV
V„
= 5. b f=,5 G, = Z-`
Z "IE t 'v z C,WS5 6
w = 3 Cz.' > - tO f: -
ar �i pi A worn. lamsvr�_ Y_ 1Dq ,u tV 0 LLI,Si (3 69 -A-
w

14060.Pre- Post. 1-14-15 Type /// 24-hr 10 YR-NHC Rainfall=7.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Pond 3: Pond
Hydrograph
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)

14060.Pre-Post.1-14-15 Type /// 24-hr 25 YR-NHC Rainfall=8.05"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Time span=0.00-26.00 hrs, dt=0.01 hrs, 2601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1: PRE Runoff Area=6.660ac Runoff Depth=5.32"
Tc=10.0 min CN=77 Runoff=36.05 cfs 2.953 of
Subcatchment 2: Post Runoff Area=6.660 ac Runoff Depth=6.97"
Tc=10.0 min CN=91 Runoff=44.28 cfs 3.870 of
Pond 3: Pond Peak Elev=37.29' Storage=75,388 cf Inflow=44.28 cfs 3.870 of
Primary=12.92 cfs 3.341 of Secondary=0.00 cfs 0.000 of Outflow=12.92 cfs 3.341 of

14060.Pre-Post.1-14-15 Type /// 24-hr 25 YR-NHC Rainfall=8.05"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 @ 2005 HydroCAD Software Solutions LLC 1/22/15
Pond 3: Pond
Inflow Area = 6.660 ac, Inflow Depth = 6.97" for 25 YR-NHC event
Inflow =
44.28 cfs @
12.13 hrs,
Volume=
3.870 of
Outflow =
12.92 cfs @
12.51 hrs,
Volume=
3.341 af, Atten= 71%, Lag= 22.7 min
Primary =
12.92 cfs @
12.51 hrs,
Volume=
3.341 of
Secondary =
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 37.29' @ 12.51 hrs Surf.Area= 45,709 sf Storage= 75,388 cf
Plug -Flow detention time=156.7 min calculated for 3.340 of (86% of inflow)
Center -of -Mass det. time= 96.5 min ( 872.6 - 776.1 )
Volume Invert
Avail.Storage Storage Description
#1 35.50'
108,798 cf Storm Pond stg above normal (Prismatict isted below (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
35.50
34,953
0 0
36.00
41,705
19,165 19,165
36.10
42,012
4,186 23,350
38.00
47,933
85,448 108,798
Device Routing
Invert
Outlet Devices
#1 Primary
35.50'
24.0" x 45.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 35.00' S= 0.0111 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
35.50'
3.0" Vert. NCDENR Orifice C= 0.600
#3 Device 1
36.10'
4.00' x 4.00' Horiz. Top of Box Limited to weir flow C= 0.600
#4 Secondary
37.30'
50.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow M2x=12.92 cfs @ 12.51 hrs HW=37.29' (Free Discharge)
tECulvert (Barrel Controls 12.92 cfs @ 5.8 fps)
2=NCDENR Orifice (Passes < 0.30 cfs potential flow)
3=Top of Box (Passes < 67.61 cfs potential flow)
econdary ) Spillway ( Controls 0.00 cfs)ax=0.00 cfs ls0.00 hrs s HW=35.50' (Free Discharge)
Emergency

14060. P re-Post.1-14-15
Type /// 24-hr 25 YR-NHC Rainfall=8.05"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Pond 3: Pond
Hydrograph
— Inflow
— Outflow
Primary
Secondary
1 2 3 4 5 6 7 8 9 10 11 12 13 14
Time (hours)

14060.Pre-Post.1-14-15 Type 111 24-hr 100 YR Rainfall=10.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Time span=0.00-26.00 hrs, dt=0.01 hrs, 2601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 1: PRE
Runoff Area=6.660 ac Runoff Depth=7.14"
Tc=10.0 min CN=77 Runoff=47.89 cfs 3.960 of
Subcatchment 2: Post Runoff Area=6.660 ac Runoff Depth=8.90"
Tc=10.0 min CN=91 Runoff=55.78 cfs 4.942 of
Pond 3: Pond Peak Elev=37.49' Storage=84,696 cf Inflow=55.78 cfs 4.942 of
Primary=14.95 cfs 4.135 of Secondary=10.22 cfs 0.274 of Outflow=25.17 cfs 4.410 of

14060.Pre- Post. 1-14-15
Type Ill 24-hr 100 YR Rainfall= 10. 00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HVdroCAD Software Solutions LLC 1/22/15
Pond 3: Pond
Inflow Area = 6.660 ac, Inflow Depth = 8.90" for 100 YR event
Inflow =
55.78 cfs @
12.13 hrs,
Volume=
4.942 of
Outflow =
25.17 cfs @
12.37 hrs,
Volume=
4.41Oaf, Atten= 55%, Lag= 14.4 min
Primary =
14.95 cfs @
12.37 hrs,
Volume=
4,135 of
Secondary =
10.22 cfs @
12.37 hrs,
Volume=
0,274 of
Routing by Stor-Ind method, Time Span= 0.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 37.49' @ 12.37 hrs Surf.Area= 46,340 sf Storage= 84,696 cf
Plug -Flow detention time= 140.4 min calculated for 4.410 of (89% of inflow)
Center -of -Mass det. time= 88.7 min ( 859.0 - 770.3 )
Volume Invert Avail.Storage Storage Description
#1 35,50' 108,798 cf Storm Pond stg above normal (Prismatic fisted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
35.50 34,953 0 0
36.00 41,705 19,165 19,165
36.10 42,012 4,186 23,350
38.00 47,933 85,448 108,798
Device Routing Invert Outlet Devices
#1 Primary 35.50' 24.0" x 45.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 35.00' S= 0.0111 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1 35.50' 3.0" Vert. NCDENR Orifice C= 0.600
#3 Device 1 36.10' 4.00' x 4.00' Horiz. Top of Box Limited to weir flow C= 0.600
#4 Secondary 37.30' 50.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=14.95 cfs @ 12.37 hrs HW=37.49' (Free Discharge)
t :;ulvert (Barrel Controls 14.95 cfs @ 6.0 fps)
2=NCDENR Orifice (Passes < 0.32 cfs potential flow)
3=Top of Box (Passes < 85.61 cfs potential flow)
econdary OutFlow Max=10.20 cfs @ 12.37 hrs HW=37.49' (Free Discharge)
=Emergency Spillway (Weir Controls 10.20 cfs @ 1.1 fps)

14060.Pre-Post.1-14-15
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 ©2005 HydroCAD Software Sc
Pond 3: Pond
Type /I/ 24-hr 100 YR Rainfall=10.00"

14060:E Spillway 0,nIy,:1-22-15f Type Ill 24-hr 100 YR Rainfall=10.00"
Prepa ed-by Norris & Tu`nstall Consulting Engineers
HydroCADO 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Time span=0.00-26.00 hrs, dt=0.01 hrs, 2601 points
Runoff by SCS TR-20 method, UH=SCS
Reach routing by Stor-Ind method - Pond routing by Stor-Ind method
Subcatchment 2: Post Runoff Area=6.660 ac Runoff Depth=8.90"
Tc=10.0 min CN=91 Runoff=55.78 cfs 4.942 of
Pond 3: Pond Peak Elev=37.74' Storage=96,557 cf Inflow=55.78 cfs 4.942 of
Outflow=38.18 cfs 3.195 of

14`060E Spillway _Only f_22'_1:5j Type /// 24-hr 100 YR Rainfall=10.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Pond 3: Pond
Inflow Area = 6.660 ac, Inflow Depth = 8.90" for 100 YR event
Inflow = 55.78 cfs @ 12.13 hrs, Volume= 4.942 of
Outflow = 38.18 cfs @ 12.25 hrs, Volume= 3.195 af, Atten= 32%, Lag= 6.9 min
Secondary = 38.18 cfs @ 12.25 hrs, Volume= 3.195 of
Routing by Stor-Ind method, Time Span= 0.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 37.74' @ 12.25 hrs Surf.Area= 47,121 sf Storage= 96,557 cf
Plug -Flow detention time= 200.1 min calculated for 3.195 of (65% of inflow)
Center -of -Mass det. time= 100.5 min ( 870.8 - 770.3 )
Volume Invert Avail.Storage Storage Description
#1 35.50' 108,779 cf Storm Pond stg above normal (Prismatic�isted below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic -feet) (cubic -feet)
35.50 34,953 0 0
36.00 41,705 19,165 19,165
36.10 42,012 4,186 23,350
37.50 46,355 61,857 85,207
38.00 47,933 23,572 108,779
Device Routing Invert Outlet Devices
#1 Secondary 37.30' 50.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Secondary OutFlow Max=38.16 cfs @ 12.25 hrs HW=37.74' (Free Discharge)
1=Emergency Spillway (Weir Controls 38.16 cfs @ 1.7 fps)

C1406OtE-SpillwayjQ.nly 1=22;15, Type 11124-hr 100 YR Rainfall=10.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 © 2005 HydroCAD Software Solutions LLC 1/22/15
Pond 3: Pond
Hydrograph
1 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26
Time (hours)

„o�,�a,=�,�<�

FL -DOT Ren®rt
Page 1
- -
- -
- - -
- r- -
-
Line
To
Type
n -
Len
Drainage Area
Time
Time
Inten
Total
Add
Inlet
Elev of HGL
Rise
HGL
ADD
Date: 1122/15
No
Line
of
strut
Value
of
conc
of
Flow
(1)
CA
Q
elev
C1 = 0.2
Elev of Crown
Span
Pipe
Full Flow
Frequency:"10'yrs,
C2 = 0.47
in
Total
C3 = 0.9
sect
Flow
Elev of Invert
Proj: 14060 SD.stm
Incre-
Sub-
Sum
Up
Down
Fall
Size
Slope
Vel
Cap
ment
Total
CA
M
(ac)
(ac)
(min)
(min)
(inlhr)
(cfs)
(ft)
(ft)
(ft)
(ft)
(in)
(%)
MIS)
(cfs)
Line description
1
End
DrGrt
0.013
134.39
0.05
0.05
0.01
5.00
1.83
7.23
0.21
0.00
40.50
38.49
36.86
1.63
15
1.21
3.54
1.50
0.00
0.00
0.00
1.50
39.25
37.65
15
1.19
5.74
7.05
0.22
0.22
0.20
38.00
36.40
1.60
Cir
2
End
Comb
0.013
80.361
0.28
0.50
0.10
11.46
0.54
6.08
1.26
0.00
39.50
36.54
36.25
0.29
24
0.35
4.36
7.69
0.00
0.00
0.00
7.69
37.55
37.00
24
0.68
5.96
18.71
0.09
1.30
1.17
35.55
35.00
0.55
Cir
3
2
Comb
0.013
194.54
0.05
0.22
0.04
10.05
1.41
6.30
1.13
0.00
39.63
37.21
36.92
0.29
24
0.15
2.99
7.10
0.00
0.00
0.00
7.10
37.75
37.55
24
0.10
2.31
7.25
0.26
1.21
1.09
35.75
35.55
0.20
Cir
4
3
Comb
0.013
116,94
0.04
0.17
0.03
9.46
0.59
6.39
0.88
0.00
38.95
37.58
37.25
0.33
18
0.28
3.19
5.64
0.00
0.00
0.00
5.64
37.40
37.25
18
0.13
2.13
3.76
0.13
0.95
0.85
35.90
35.75
0.15
Cir
5
4
Comb
0.013
25.420
0.00
0.01
0.00
7.14
1.22
6.80
0.06
0.00
38.40
37.86
37.86
0.00
15
0.00
0.33
0.40
0.00
0.00
0.00
0.40
37.25
37.15
15
0.39
3.30
4.05
0.02
0.07
0.06
36.00
35.90
0.10
Cir
6
5
Comb
0.013
31.413
0.01
0.01
0.00
5.00
2.14
7.23
0.04
0.00
38.40
37.86
37.86
0.0o
15
0.00
0.24
0.30
0.00
0.00
0.00
0.30
37.40
37.25
15
0.48
3.64
4.46
0.05
0.05
0.04
36.15
36.00
0.15
Cir
7
4
Comb
0.013
124.68
0.03
0.12
0.02
8.68
0.78
6.52
0.70
0.00
39.10
37.99
37.76
0.23
18
0.19
2.57
4.55
0.00
0.00
0.00
4.55
37.60
37.40
18
0.16
2.38
4.21
0.34
0.75
0.68
36.10
35.90
0.20
Cir
8
7
DrGrt
0.013
121.71
0.03
0.09
0.02
7.35
1.33
6.76
0.39
0.00
40.50
38.19
38.09
0.10
18
0.08
2.37
2.61
0.00
0.00
0.00
2.61
39.00
37.60
18
1.15
6.37
11.26
0.05
0.41
0.37
37.50
36.10
1.40
Cir
9
8
DrGrt
0.013
63.607
0.04
0.06
0.01
6.80
0.55
6.86
0.34
0.00
40.80
38.50
38.40
0.09
15
0.14
2.85
2.30
0.00
0.00
0.00
2.30
39.05
38.75
15
0.47
3.61
4.43
0.22
0.36
0.32
37.80
37.50
0.30
Cir
10
9
DrGrt
0.013
82.662
0.02
0.02
0.00
5.00
1.80
7.23
0.13
0.00
40.50
38.68
38.65
0.03
15
0.03
1.21
0.94
0.00
0.00
0.00
0.94
39.25
39.05
15
0.24
2.59
3.18
0.14
0.14
0.13
38.00
37.80
0.20
Cir
NOTES: Intensity = 121.80 / (Inlet time + 23.50) ^ 0.84 (in/hr) ; Time of flow in section is based on full flow. Project File: 14060 SD.stm

Page 1
FL -DOT Report
Line
To
Type
n -
Len
Drainage Area
Time
Time
Inten
Total
Add
Inlet
Elev of HGL
Rise
HGL
ADD
Date: 1122/15
No
Line
of
Value
of
of
Flow
(1)
CA
Q
elev
Elev of Crown
Span
Pipe
Full Flow
Frequency:-25 yri-I
struc
C1 = 0.2
conc
-
C2 = 0.47
C3 = 0.9
in
sect
Total
Flow
Elev of Invert
Proj: 14060 SD.stm
Incre-
Sub-
Sum
Q
Up
Down
Fall
Size
Slope
Val
Cap
(ft)
ment
(ac)
Total
(ac)
CA
(min)
(min)
(inthr)
(cfs)
(ft)
(ft)
(ft)
(ft)
(in)
(°/)
(tus)
(cfs)
Line description
1
End
DrGrt
0.013
134.39
0.05
0.05
0.01
5.00
1.62
8.15
0.21
0.00
40.50
38.52
36.82
1.70
15
1.26
4.11
1.69
0.00
0.00
0.00
1.69
39.25
37.65
15
1.19
5.74
7.05
0.22
0.22
0.20
38.00
36.40
1.60
Cir
2
End
Comb
0.013
80.361
0.28
0.50
0.10
10.71
0.47
7.05
1.26
0.00
39.50
36.61
36.25
0.36
24
0.45
4.78
8.92
0.00
0.00
0.00
8.92
37.55
37.00
24
0.68
5.96
18.71
0.09
1.30
1.17
35.55
35.00
0.55
Cir
3
2
Comb
0.013
194.54
0.05
0.22
0.04
9.47
1.24
7.26
1.13
0.00
39.63
37.34
37.02
0.32
24
0.16
3.18
8.19
0.00
0.00
0.00
8.19
37.75
37.55
24
0.10
2.31
7.25
0.26
1.21
1.09
35.75
35.55
0.20
Cir
4
3
Comb
0.013
116.94
0.04
0.17
0.03
8.95
0.52
7.36
0.88
0.00
38.95
37.83
37.39
0.45
18
0.38
3.67
6.49
0.00
0.00
0.00
6.49
37.40
37.25
18
0.13
2A3
3.76
0.13
0.95
0.85
35.90
35.75
0.15
Cir
5
4
Comb
0.013
25.420
0.00
0.01
0.00
6.90
1.08
7.74
0.06
0.00
38.40
38.21
38.21
0.00
15
0.01
0.38
0.46
0.00
0.00
0.00
0.46
37.25
37.15
15
0.39
3.30
4.05
0.02
0.07
0.06
36.00
35.90
0.10
Cir
6
5
Comb
0.013
31A13
0.01
0.01
0.00
5.00
1.90
8.15
0.04
0.00
38.40
38.21
38.21
0.00
15
0.00
0.28
0.34
0.00
0.00
0.00
0.34
37.40
37.25
15
0.48
3.64
4.46
0.05
0.05
0.04
36.15
36.00
0.15
Cir
7
4
Comb
0.013
124.68
0.03
0.12
0.02
8.26
0.69
7.48
0.70
0.00
39.10
38.38
38.07
0.31
18
0.25
2.95
5.21
0.00
0.00
0.00
5.21
37.60
37.40
18
0.16
2.38
4.21
0.34
0.75
0.68
36.10
35.90
0.20
Cir
8
7
DrGrt
0.013
121.71
0.03
0.09
0.02
7.09
1.18
7.71
0.39
0.00
40.50
38.60
38.51
0.08
18
0.07
1.92
2.98
0.00
0.00
0.00
2.98
39.00
37.60
18
1.15
6.37
11.26
0.05
0.41
0.37
37.50
36.10
1.40
Cir
9
8
DrGrt
0.013
63.607
0.04
0.06
0.01
6.60
0.49
7.81
0.34
0.00
40.80
38.71
38.64
0.07
15
0.11
2.47
2.61
0.00
0.00
0.00
2.61
39.05
38.75
15
0.47
3.61
4.43
0.22
0.36
0.32
37.80
37.50
0.30
Cir
10
9
DrGrt
0.013
82.662
0.02
0.02
0.00
5.00
1.60
8.15
0.13
0.00
40.50
38.84
38.82
0.02
15
0.02
1.09
1.06
0.00
0.00
0.00
1.06
39.25
39.05
15
0.24
2.59
3.18
0.14
0.14
0.13
38.00
37.80
0.20
Cir
NOTES: Intensity = 155.43 / (Inlet time + 26.20) A 0.86 (in/hr) Time of flow in section is based on full flow. Project File: 14060 SD.stm

FL -DOT Renort
Page 1
Line
To
Type
n -
Len
Drainage Area
Time
Time
Inten
Total
Add
Inlet
Elev of HGL
Rise
HGL
ADD
Date: 1122115
No
Line
of
Value
of
of
(1)
CA
Q
elev
Elev Crown
Span
Pipe
Full Flow
Frequency 100;yrs;;
struc
C1 = 0.2
conc
Flow
of
V�
C2 = 0.47
in
Total
C3 = 0.9
sect
Flow
Elev of Invert
Proj: 14060 SD.stm
Incre-
Sub-
Sum
Q
Up
DownTFa)H
Size
Slope
Vel
Cap
ment
Total
CA
(ft)
(ac)
(ac)
(min)
(min)
(in/hr)
(cfs)
(fit)
(ft)
(ft)
(in)
(%)
(ft/s)
(cfs)
Line description
1
End
DrGrt
0.013
134.39
0.05
0.05
0.01
5.00
1.38
9.60
0.21
0.00
40.50
38.56
36.86
1.71
15
1.27
4.33
2.00
0.00
0.00
0.00
2.00
39.25
37.65
15
1.19
5.74
7.05
0.22
0.22
0.20
38.00
36.40
1.60
Cir
2
End
Comb
0.013
80.361
0.28
0.50
0.10
9.83
0.40
8.56
1.26
0.00
39.50
36.73
36.25
0.48
24
0.59
5.43
10.82
0.00
0.00
0.00
10.82
37.55
37.00
24
0.68
5.96
18.71
0.09
1.30
1.17
35.55
35.00
0.55
Cir
3
2
Comb
0.013
194.54
0.05
0.22
0.04
8.79
1.04
8.76
1.13
0.00
39.63
37.55
37.16
0.39
24
0.20
3.47
9.87
0.00
0.00
0.00
9.87
37.75
37.55
24
0.10
2.31
7.25
0.26
1.21
1.09
35.75
35.55
0.20
Cir
4
3
Comb
0.013
116.94
0.04
0.17
0.03
8.35
0.44
8.85
0.88
0.00
38.95
38.25
37.60
0.65
18
0.55
4.42
7.81
0.00
0.00
0.00
7.81
37.40
37.25
18
0.13
2.13
3.76
0.13
0.95
0.85
35.90
35.75
0.15
Cir
5
4
Comb
0.013
25.420
0.00
0.01
0.00
6.61
0.92
9.22
0.06
0.00
38.40
38.80
38.79
0.00
15
0.01
0.45
0.55
0.00
0.00
0.00
0.55
37.25
37.15
15
0.39
3.30
4.05
0.02
0.07
0.06
36.00
35.90
0.10
Cir
6
5
Comb
0.013
31.413
0.01
0.01
0.00
5.00
1.61
9.60
0.04
0.00
38.40
38.80
38.80
0.00
15
0.00
0.32
0.40
0.00
0.00
0.00
0.40
37.40
37.25
15
0.46
3.64
4.46
0.05
0.05
0.04
36.15
36.00
0.15
Cir
7
4
Comb
0.013
124.68
0.03
0.12
0.02
7.77
0.56
8.97
0.70
0.00
39.10
39.04
38.60
0.44
18
0.35
3.54
6.25
0.00
0.00
0.00
6.25
37.60
37.40
18
0.16
2.38
4.21
0.34
0.75
0.68
36.10
35.90
0.20
Cir
8
7
DrGrt
0.013
121.71
0.03
0.09
0.02
6.77
1.00
9.19
0.39
0.00
40.50
39.37
39.24
0.14
18
0.11
2.01
3.55
0.00
0.00
0.00
3.55
39.00
37.60
18
1.15
6.37
11.26
0.05
0.41
0.37
37.50
36.10
1.40
Cir
9
8
DrGrt
0.013
63.607
0.04
0.06
0.01
6.36
0.41
9.28
0.34
0.00
40.80
39.56
39.41
0.15
15
0.23
2.53
3.11
0.00
0.00
0.00
3.11
39.05
38.75
15
0.47
3.61
4.43
0.22
0.36
0.32
37.80
37.50
0.30
Cir
10
9
DrGrt
0.013
82.662
0.02
0.02
0.00
5.00
1.36
9.60
0.13
0.00
40.50
39.69
39.66
0.03
15
0.04
1.01
1.24
0.00
0.00
0.00
1.24
39.25
39.05
15
0.24
2.59
3.18
0.14
0.14
0.13
38.00
37.80
0.20
Cir
NOTES: Intensity = 198.56 / (Inlet time + 28.80) " 0.86 (in/hr) Time of flow in section is based on full flow. Project File: 14060 SD.stm
e�ovn 5..a

Date Design NORMS & TUNSTALL Wilmington, NC Sheet
VZL115 jkg—CONSULTINGENGINEERS P.C.— Brunswick County, NC
Of
Check Job For Jobr,No.
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Z41)

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc.
14060 Conveyance
Swale - 10yr
Triangular
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 36.00
Slope (%)
= 0.25
N-Value
= 0,030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 14.55
M
Thursday, Jan 22 2015
Highlighted
Depth (ft)
= 1.27
Q (Cfs)
= 14.55
Area (sgft)
= 8.06
Velocity (fUs)
= 1.80 ok,'
Wetted Perim (ft)
= 12.95
Crit Depth, Yc (ft)
= 0.88
Top Width (ft)
= 12.70
EGL (ft)
= 1.32
39.00
37.00
36.00
35.00
Section
0 5 10 15 20 25 30 35 40
Depth (ft)
4.00
Krill _
2.00
1.00
1IM1111111111111111
I nn

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc.
14060 Conveyance Swale - 25yr
Triangular
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 36.00
Slope (%)
= 0.25
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 16.38
191,11141
36.00
35.00
Section
Thursday, Jan 22 2015
Highlighted
Depth (ft)
= 1.33
Q (cfs)
= 16.38
Area (sqft)
= 8.84
Velocity (fUs)
= 1.85
Wetted Perim (ft)
= 13.56
Crit Depth, Yc (ft)
= 0.93
Top Width (ft)
= 13.30
EGL (ft)
= 1.38
0 5 10 15 20 25 30 35 40
Depth (ft)
4.00
3.00
2.00
Ufif1
M
firer.

Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.
14060 Conveyance Swale -100yr
Triangular
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 36.00
Slope (%)
= 0.25
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 19.30
M
Thursday, Jan 22 2015
Highlighted
Depth (ft)
= 1.42
Q (cfs)
= 19.30
Area (sqft)
= 10.08
Velocity (fUs)
= 1.91
Wetted Perim (ft)
= 14.48
Crit Depth, Yc (ft)
= 0.99
Top Width (ft)
= 14.20
EGL (ft)
= 1.48
39.00
37.00
[OVIIIII
35.00
Section
0 5 10 15 20 25 30 35 40
Depth (ft)
4.00
3.00
2.00
1.00
IlMiIIIIIIIIIIIII
1 (In

Date
Design
NORRIS & TUNSTALL
Wilmington, NC
Sheet
11431"
iw-+3
—CONSULTING ENGINEERS P.C.—
Brunswick County, NC
Of
Check
Job
For
Job No.
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Str.Jc£ �,r'IS35t= ? �'3o-I Sr-- Ql 1
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5 M0
Calculate Skimmer Size
Basin Volume in Cubic Feet 16,200 Cu.Ft Skimmer Size 2.5, Inch
Days to Drain' 3 Days Orifice Radius 1.2 Inch[es]
Orifice Diameter 2.3 Inches]
9n NC assume 3 days to drain
Estimate Volume of Basin Length Width
Top of water surface in feet Feet VOLUME 0 Cu. Ft.
Bottom dimensions in feet Feet
Depth in feet Feet

2.5" Faircloth Skimmer° Surface Drain Cut Sheet
J. W. Faircloth & Son, Inc.
www.FairclothSkimmer.com
1 1/2" Vent
4" Sch 40 with Green tip Inlet 5
coupling
connection � 2'/�" Pvc float
1 '/�" Sch 40 SOLID pvc
barrel or"arm" '
SUPPLIED BY USER 3
'1
I
1 '/2" hose, ss clamps 2 1/2" inlet
2" threaded male fitting extension 4
on outlet end
Parent k: 5,820,751
2.5" HEAD on
center of inlet and
orifice
Aluminum straps
suspending inlet
29„ 2
Skimmer shown in
floating position
1. Skimmer can be attached to a straight 4" sch 40 pipe through the dam but the pipe may need
to be anchored to the bottom at the connection so it is secure. Coupling can be removed and
hose attached to outlet using the threaded 2" fitting. Typical methods used: on a metal structure
a steel stubout welded on the side at the bottom with a 2" threaded coupling or reducers, on a
concrete structure with a hole or orifice at the bottom, use a steel plate with a hole cut in it and
coupling welded to it that will fit over the hole in the concrete and bolted to the structure with
sealant: grout a 4" pvc pipe in a hole in the concrete to connect the skimmer.
2. Dimensions are approximate, not intended as plans for construction.
3. Barrel (solid, not foam core pipe) should be 1.4 times the depth of water with a minimum
length of 6' so the inlet can be pulled to the side for maintenance. If more than 8' long weight
may have to be added to inlet to counter the increased buoyancy.
4. Inlet tapers down from 2'/2" maximum inlet to a 1'/2" barrel and hose. Barrel is smaller to
reduce buoyancy and tendency to lift inlet but is sufficient for flow through inlet because of
slope. The inlet orifice can be reduced using the plug and cutter provided to control the outflow
rate.
5. Inlet is 5" pipe between the straps with aluminum screen door for access to the 2'/2" inlet and
orifice inside.
6. Capacity 6,234 cubic feet per day maximum with 2'/2" inlet and 2.5 head. Inlet can be
reduced by installing a smaller orifice using the plug and cutter provided to adjust flow rate for
the particular basin volume and drawdown time required.
7. Shipped assembled. User glues inlet extension and barrel, installs vent, cuts orifice in plug
and attaches to outlet pipe or structure. Includes flexible hose, rope, orifice cutter, etc.
2-5inchCut TM 11-07 November 11, 2007

14060.Pre- Post. 1-14-15
Prepared by Norris & Tunstall Consulting Engineers
HvdroCAD® 7.10 s/n 000479 © 2005 HvdroCAD Software
Pond 3: Pond
Type 11124-hr 10 YR-NHC Rainfall= 7. 00"
Inflow Area =
6.660 ac,
Inflow Depth
= 5.94"
for 10 YR-NHC event
Inflow =
38.05 cfs @
12.13 hrs,
Volume=
3.296 of
Outflow =
10.96 cfs @
12.52 hrs,
Volume=
2.768 af, Atten= 71 %, Lag= 23.0 min
Primary =
10.96 cfs @
12.52 hrs,
Volume=
2.768 of
Secondary=
0.00 cfs @
0.00 hrs,
Volume=
0.000 of
Routing by Stor-Ind method, Time Span= 0.00-26.00 hrs, dt= 0.01 hrs
Peak Elev= 37.09' @ 12.52 hrs Surf.Area= 45,112 sf Storage= 66,682 cf
Plug -Flow detention time= 165.0 min calculated for 2.768 of (84% of inflow)
Center -of -Mass det. time= 98.6 min ( 878.8 - 780.1 )
Volume Invert
Avail.Storage Storage Description
#1 35.50'
108,798 cf Storm Pond stg above normal (Prismatic( isted below, (Recalc)
Elevation Surf.Area
Inc.Store Cum.Store
(feet)
(sq-ft)
(cubic -feet) (cubic -feet)
35.50
34,953
0 0
36.00
41,705
19,165 19,165
36.10
42,012
4,186 23,350
38.00
47,933
85,448 108,798
Device Routing
Invert
Outlet Devices
#1 Primary
35.50'
24.0" x 45.0' long Culvert RCP, square edge headwall, Ke= 0.500
Outlet Invert= 35.00' S= 0.0111 T Cc= 0.900
n= 0.011 Concrete pipe, straight & clean
#2 Device 1
35.50'
3.0" Vert. NCDENR Orifice C= 0.600
#3 Device 1
36.10'
4.00' x 4.00' Horiz. Top of Box Limited to weir flow C= 0.600
#4 Secondary
37.30'
50.0' long x 10.0' breadth Emergency Spillway
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60
Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=.10.96 cfs @ 12.52 hrs HW=37.09' (Free Discharge)
t-F:Mvert (Barrel Controls 10.96 cfs @ 5.6 fps)
2=NCDENR Orifice (Passes < 0.29 cfs potential flow)
3=Top of Box (Passes < 51.90 cfs potential flow)
econdary OutFlow Max=0.00 cfs @ 0.00 hrs HW=35.50' (Free Discharge)
=Emergency Spillway ( Controls 0.00 cfs)
S cz�v E0 Ra- WiuT
V„
5.b FPS Don2`
20,1E 41-2 = @,class 13
--5 C-4" = b Fr
-� USA AT- A c1n IcS jr ` 19 F} w %L 1 V

14060. Pre-Post.1-14-15
Type 111 24-hr 100 YR Rainfall=10.00"
Prepared by Norris & Tunstall Consulting Engineers
HydroCAD® 7.10 s/n 000479 0 2005 HydroCAD Software Solutions LLC 1/23/15
Stage -Area Storage for Pond 3: Pond
Elevation
Surface
Storage
(feet)
(sq-ft)
(cubic -feet)
35.50
34,953
0
35.55
35.628
1,765
35,60
36.303
3,563
35.65
36,979
5,395
35.70
37,654
7,261
35.75
38,329
9,160
35.80
39.004
11,094
35.85
39,679
13,061
35.90
40,355
15,062
35.95
41,030
17,096
36.00
41,705
19,165
36.05
41,858
21,254
36.10 __
_42
36.15
42,167
25,455
36.20
42,322
27,567
36.25
42,477
29,687
36.30
42,632
31,815
36.35
42,788
33,950
36.40
42,943
36,094
36.45
43,098
38,245
36.50
43.253
40,403
36.55
43,408
42,570
36.60
43,563
44,744
36.65
43,718
46,926
36.70
43,873
49,116
36.75
44,028
51,313
36.80
44,183
53,519
36.85
44,339
55,732
36.90
44,494
57,953
36.95
44,649
60,181
37.00
44,804
62,418
37.05
44,959
64,662
37.10
45,114
66,913
37.15
45,269
69,173
37.20
45,424
71,440
37.25
45,579
73,715
37.30
45,735
75,998
37.35
45,890
78,289
37.40
46.045
80,587
37.45
46,200
82,893
37.50
46,355
85,207
37.55
46,513
87,529
37.60
46,671
89,859
37.65
46.828
92,196
37.70
46,986
94,541
37.75
47,144
96,895
37.80
47,302
99,256
37.85
47,460
101,625
37.90
47.617
104,002
37.95
47,775
106,387
38.00
47,933
108,779

Storm Savers v10 40

FL -DOT Report
Page 1
Line
To
Type
n -
Len
Drainage Area
Time
Time
Inten
Total
Add
Inlet
Elev of HGL
Rise
HGL
ADD
Date: 1122/15
No
Line
of
Value
of
of
(1)
CA
Q
elev
C1 = 0.2
C2 = 0.47
Elev of Crown
Span
Pipe
Full Flow
Frequency:. 10,yrs `
"�'
struc
conc
Flow
in
Total
Elev of Invert
Proj: 14060 SD.stm
C3 = 0.9
sect
Flow
Incre-
Sub-
Sum
Q
Up
Down
Fall
Size
Slope
Vol
Cap
ment
Total
CA
(ft)
(ac)
(ac)
(min)
(min)
(inlhr)
(cfs)
(ft)
(ft)
(ft)
(ft)
(in)
(°/)
(ft/s)
(cfs)
Line description
1
End
DrGrt
0.013
134.39
0.05
0.05
0.01
5.00
1.83
7.23
0.21
0.00
40.50
38.49
36.86
1.63
15
1.21
3.54
1.50
0.00
0.00
0.00
1.50
39.25
37.65
15
1.19
5.74
7.05
0.22
0.22
0.20
38.00
36.40
1.60
Cir
2
End
Comb
0.013
80.361
0.28
0.50
0.10
11.46
0.54
6.08
1.26
0.00
39.50
36.54
36.25
0.29
24
0.35
4.36
7.69
0.00
0.00
0.00
7.69
37.55
37.00
24
0.68
5.96
18.71
0.09
1.30
1.17
35.55
35.00
0.55
Cir
3
2
Comb
0.013
194.54
0.05
0.22
0.04
10.05
1.41
6.30
1.13
0.00
39.63
37.21
36.92
0.29
24
0.15
2.99
7.10
0.00
0.00
0.00
7.10
37.75
37.55
24
0.10
2.31
7.25
0.26
1.21
1.09
35.75
35.55
0.20
Cir
4
3
Comb
0.013
116.94
0.04
0.17
0.03
9.46
0.59
6.39
0.88
0.00
38.95
37.58
37.25
0.33
18
0.28
3.19
5.64
0.00
0.00
0.00
5.64
37.40
37.25
18
0.13
2.13
3.76
0.13
0.95
0.85
35.90
35.75
0.15
Cir
5
4
Comb
0.013
25.420
0.00
0.01
0.00
7.14
1.22
6.80
0.06
0.00
38.40
37.86
37.86
0.00
15
0.00
0.33
0.40
0.00
0.00
0.00
0.40
37.25
37.15
15
0.39
3.30
4.05
0.02
0.07
0.06
36.00
35.90
0.10
Cir
6
5
Comb
0.013
31.413
0.01
0.01
0.00
5.00
2.14
7.23
0.04
0.00
38.40
37.86
37.86
0.00
15
0.00
0.24
0.30
0.00
0.00
0.00
0.30
37.40
37.25
15
0.48
3.64
4.46
0.05
0.05
0.04
36.15
36.00
0.15
Cir
7
4
Comb
0.013
124.68
0.03
0.12
0.02
8.68
0.78
6.52
0.70
0.00
39.10
37.99
37.76
0.23
18
0.19
2.57
4.55
0.00
0.00
0.00
4.55
37.60
37.40
18
0.16
2.38
4.21
0.34
0.75
0.68
36.10
35.90
0.20
Cir
8
7
DrGrt
0.013
121.71
0.03
0.09
0.02
7.35
1.33
6.76
0.39
0.00
40.50
38.19
38.09
0.10
18
0.08
2.37
2.61
0.00
0.00
0.00
2.61
39.00
37.60
18
1.15
6.37
11.26
0.05
0.41
0.37
37.50
36.10
1.40
Cir
9
8
DrGrt
0.013
63.607
0.04
0.06
0.01
6.80
0.55
6.86
0.34
0.00
40.80
38.50
38.40
0.09
15
0.14
2.85
2.30
0.00
0.00
0.00
2.30
39.05
38.75
15
0.47
3.61
4.43
0.22
0.36
0.32
37.80
37.50
0.30
Or
10
9
DrGrt
0.013
82.662
0.02
0.02
0.00
5.00
1.80
7.23
0.13
0.00
40.50
38.68
38.65
0.03
15
0.03
1.21
0.94
0.00
0.00
0.00
0.94
39.25
39.05
15
0.24
2.59
3.18
0.14
0.14
0.13
38.00
37.80
0.20
Cir
NOTES: Intensity = 121.80 / (Inlet time + 23.50) " 0.84 (in/hr) Time of flow in section is based on full flow. Project File: 14060 SD.stm
Starts Sewers v10A0

FL -DOT Report
Page 1
Line
To
Type
n -
Len
Drainage Area
Time
Time
Inten
Total
Add
Inlet
Elev, of HGL
Rise
HGL
ADD
Date: 1/22/16
No
Line
of
Value
of
of
(1)
CA
Q
elev
C1 = 0.2
C2 = 0.47
C3 = 0.9
Elev of Crown
Span
Pipe
Full Flow
Frequency: -26;y .. „a
strut
conc
Flow
in
sect
Total
Flow
Elev of Invert
Proj: 14060 SD.stm
Incre-
Sub-
Sum
Q
Up
Down
Fall
Size
Slope
Vel
Cap
ment
Total
CA
(ft)
(ac)
(ac)
(min)
(min)
(in/hr)
(cfs)
(ft)
(ft)
(ft)
(ft)
(in)
M
(f/s)
(cfs)
Line description
1
End
DrGrt
0.013
134.39
0.05
0.05
0.01
5.00
1.62
8.15
0.21
0.00
40.50
38.52
36.82
1.70
15
1.26
4.11
1.69
0.00
0.00
0.00
1.69
39.25
37.65
15
1.19
5.74
7.05
0.22
0.22
0.20
38.00
36.40
1.60
Cir
2
End
Comb
0.013
80.361
0.28
0.50
0.10
10.71
0.47
7.05
1.26
0.00
39.50
36.61
3625
0.36
24
0.45
4.78
8.92
0.00
0.00
0.00
8.92
37.55
37.00
24
0.68
5.96
18.71
0.09
1.30
1.17
35.55
35.00
0.55
Cir
3
2
Comb
0.013
194.54
0.05
0.22
0.04
9.47
1.24
7.26
1.13
0.00
39.63
37.34
37.02
0.32
24
0.16
3.18
8.19
0.00
0.00
0.00
8.19
37.75
37.55
24
0.10
2.31
7.25
0.26
1.21
1.09
35.75
35.55
0.20
Cir
4
3
Comb
0.013
116.94
0.04
0.17
0.03
8.95
0.52
7.36
0.88
0.00
38.95
37.83
37.39
0.45
18
0.38
3.67
6.49
0.00
0.00
0.00
6.49
37.40
37.25
18
0.13
2.13
3.76
0.13
0.95
0.85
35.90
35.75
0.15
Cir
5
4
Comb
0.013
25.420
0.00
0.01
0.00
6.90
1.08
7.74
0.06
0.00
38.40
38.21
38.21
0.00
15
0.01
0.38
0.46
0.00
0.00
0.00
0.46
37.25
37.15
15
0.39
3.30
4.05
0.02
0.07
0.06
36.00
35.90
0.10
Cir
6
5
Comb
0.013
31.413
0.01
0.01
0.00
5.00
1.90
8.15
0.04
0.00
38.40
38.21
38.21
0.00
15
0.00
0.28
0.34
0.00
0.00
0.00
0.34
37.40
37.25
15
0.48
3.64
4.46
0.05
0.05
0.04
36.15
36.00
0.15
Cir
7
4
Comb
0.013
124.68
0.03
0.12
0.02
8.26
0.69
7.48
0.70
0.00
39.10
38.38
38.07
0.31
18
0.25
2.95
5.21
0.00
0.00
0.00
5.21
37.60
37.40
18
0.16
2.38
4.21
0.34
0.75
0.68
36.10
35.90
0.20
Cir
8
7
DrGrt
0.013
121.71
0.03
0.09
0.02
7.09
1.18
7.71
0.39
0.00
40.50
38.60
38.51 ��,
0.08
18
0.07
1.92
2.98
0.00
0.00
0.00
2.98
39.00
37.60
18
1.15
6.37
11.26
0.05
0.41
0.37
37.50
36.10
1.40
Cir
9
8
DrGrt
0.013
63.607
0.04
0.06
0.01
6.60
0.49
7.81
0.34
0.00
40.80
38.71
38.64
0.07
15
0.11
2.47
2.61
0.00
0.00
0.00
2.61
39.05
38.75
15
0.47
3.61
4.43
0.22
0.36
0.32
37.80
37.50
0.30
Cir
10
9
DrGrt
0.013
82.662
0.02
0.02
0.00
5.00
1.60
8.15
0.13
0.00
40.50
38.84
38.82
0.02
15
0.02
1.09
1.06
0.00
0.00
0.00
1.06
39.25
39.05
15
0.24
2.59
3.18
0.14
0.14
0.13
38.00
37.80
0.20
Cir
NOTES: Intensity = 155.43 1 (Inlet time + 26.20) ^ 0.86 (in/hr) ; Time of flow in section is based on full Flow. Project File: 14060 SD.stm
storm Sewers v10.40

FL -DOT Report
Page 1
Line
To
Type
n -
Len
Drainage Area
Time
Time
Inten
Total
Add
Inlet
Elev of HGL
Rise
HGL
ADD
Date: 1122/15
No
Line
of
Value
of
of
(1)
CA
Q
elev
C1 = 0.2
Elev of Crown
Span
Pipe
Full Flow
Frequency_q.,100,yrs:. _
struc
conc
Flow
C2 = 0.47
in
Total
Elev of Invert
Proj: 14060 SD.stm
C3 = 0.9
sect
Flow
Incre-
Sub-
Sum
Q
Up
Down
Fall
Size
Slope
Vel
Cap
ment
Total
CA
(ft)
(ac)
(ac)
(min)
(min)
(inlhr)
(cfs)
(ft)
(ft)
(ft)
(ft)
(in)
M
(ft/s)
(cfs)
Line description
1
End
DrGrt
0.013
134.39
0.05
0.05
0.01
5.00
1.38
9.60
0.21
0.00
40.50
38.56
36.86
1.71
15
1.27
4.33
2.00
0.00
0.00
0.00
2.00
39.25
37.65
15
1.19
5.74
7.05
0.22
0.22
0.20
38.00
36.40
1.60
Cir
2
End
Comb
0.013
80.361
0.28
0.50
0.10
9.83
0.40
8.56
1.26
0.00
39.50
36.73
36.25
0.48
24
0.59
5.43
10.82
0.00
0.00
0.00
10.82
37.55
37.00
24
0.68
5.96
18.71
0.09
1.30
1.17
35.55
35.00
0.55
Cir
3
2
Comb
0.013
194.54
0.05
0.22
0.04
8.79
1.04
8.76
1.13
0.00
39.63
37.55
37.16
0.39
24
0.20
3.47
9.87
0.00
0.00
0.00
9.87
37.75
37.55
24
0.10
2.31
7.25
0.26
1.21
1.09
35.75
35.55
0.20
Cir
4
3
Comb
0.013
116.94
0.04
0.17
0.03
8.35
0.44
8.85
0.88
0.00
38.95
38.25
37.60
0.65
18
0.55
4.42
7.81
0.00
0.00
0.00
7.81
37.40
37.25
18
0.13
2.13
3.76
0.13
0.95
0.85
35.90
35.75
0.15
Cir
5
4
Comb
0.013
25.420
0.00
0.01
0.00
6.61
0.92
9.22
0.06
0.00
38.40
38.80
38.79
0.00
15
0.01
0.45
0.55
0.00
0.00
0.00
0.55
37.25
37.15
15
0.39
3.30
4.05
0.02
0.07
0.06
36.00
35.90
0.10
Cir
6
5
Comb
0.013
31.413
0.01
0.01
0.00
5.00
1.61
9.60
0.04
0.00
38.40
38.80
38.80
0.00
15
0.00
0.32
0.40
0.00
0.00
0.00
0.40
37.40
37.25
15
0.48
3.64
4.46
0.05
0.05
0.04
36.15
36.00
0.15
Cir
7
4
Comb
0.013
124.68
0.03
0.12
0.02
T77
0.58
8.97
0.70
0.00
39.10
39.04
38.60
0.44
18
0.35
3.54
6.25
0.00
0.00
0.00
6.25
37.60
37.40
18
0.16
2.38
4.21
0.34
0.75
0.68
36.10
35.90
0.20
Cir
8
7
DrGrt
0.013
121.712
0.03
0.09
0.02
6.77
1.00
9.19
0.39
0.00
40.50
39.37
39.24
0.14
18
0.11
2.01
3.55
0.00
0.00
0.00
3.55
39.00
37.60
18
1.15
6.37
11.26
0.05
0.41
0.37
37.50
36.10
1.40
Cir
9
8
DrGrt
0.013
63.607
0.04
0.06
0.01
6.36
0.41
9.28
0.34
OM
40.80
39.56
39.41
0.15
15
0.23
2.53
3.11
0.00
0.00
0.00
3.11
39.05
38.75
15
0.47
3.61
4.43
0.22
0.36
0.32
37.80
37.50
0.30
Cir
10
9
DrGrt
0.013
82.662
0.02
0.02
0.00
5.00
1.36
9.60
0.13
0.00
40.50
39.69
39.66
0.03
15
0.04
1.01
1.24
0.00
0.00
0.00
1.24
39.25
39.05
15
0.24
2.59
3.18
0.14
0.14
0.13
38.00
3T80
0.20
Cir
NOTES: Intensity = 198.56 / (Inlet time + 28.80) ^ 0.86 (in/hr) ;Time of flow in section is based on full flow. Project File: 14060 SD.stm
storm sewers v10.40

Date Design NORMS & TUNSI'ALL g Sheet
I��
I Wilmington, NC
{115 Jk43 CONSULTING ENGINEERS P.C. s Brunswick County, NC
Of
Check Job For Job No.
an( 0v4t'194 ctla"CAL 5TOP- a tm�/,ie CS (-f-t)4'0

Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc.
14060 Conveyance
Swale - 10yr
Triangular
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 36.00
Slope (%)
= 0.25
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 14.55
Elev (ft)
40.00
39.00
cM
37.00
cM
35.00
0
Section
5 10 15 20
Thursday, Jan 22 2015
Highlighted
Depth (ft)
= 1.27
Q (Cfs)
= 14.55
Area (sqft)
= 8.06
Velocity (fUs)
= 1.80 OF-'.
Wetted Perim (ft)
= 12.95
Crit Depth, Yc (ft)
= 0.88
Top Width (ft)
= 12.70
EGL (ft)
= 1.32
25 30 35
Depth (ft)
4.00
M
2.00
1.00
M
1.00
40

Channel Report
HydraFlow Express Extension for Autodesk®AutoCAD® Civil 3D® by Autodesk, Inc.
14060 Conveyance
Swale - 25yr
Triangular
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 36.00
Slope (%)
= 0.25
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 16.38
Elev (ft)
40.00
K� 11M
37.00
Section
5 10 15 20
Thursday, Jan 22 2015
Highlighted
Depth (ft)
= 1.33
Q (cfs)
= 16.38
Area (sqft)
= 8.84
Velocity (fUs)
= 1.85
Wetted Perim (ft)
= 13.56
Crit Depth, Yc (ft)
= 0.93
Top Width (ft)
= 13.30
EGL (ft)
= 1.38
25 30 35
Depth (ft)
4.00
3.00
2.00
1.00
MM
1.00
40

1
Channel Report
Hydraflow Express Extension for Autodesk®AutoCAD9) Civil 3130 by Aulodesk, Inc.
14060 Conveyance
Swale - 100yr
Triangular
Side Slopes (z:1)
= 5.00, 5.00
Total Depth (ft)
= 3.00
Invert Elev (ft)
= 36.00
Slope (%)
= 0.25
N-Value
= 0.030
Calculations
Compute by:
Known Q
Known Q (cfs)
= 19.30
Highlighted
Depth (ft)
Q (Cfs)
Area (sqft)
Velocity (ft/s)
Wetted Perim (ft)
Crit Depth, Yc (ft)
Top Width (ft)
EGL (ft)
Thursday, Jan 22 2015
= 1.42
= 19.30
= 10.08
= 1.91
= 14.48
= 0.99
= 14.20
= 1.48

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IIININI�INI II IIII NN{IIIINIllall
2010037787
SFOR REGISTRATION REGISTER OF DEED'
.IENNIFER H. MACNEISH
NEW HANOVER COUNTY, NC
2010 DEC 30 02:45:01 PM
80537 PG:270-273 FEE: $25, 00 E � �
K REV STRMP:$2,760.00
1NSIRKN11 Y010031161 JAN 2 8 2015
�u.
NOTE: NO TITLE EXAM REQUESTED OR PERFORMED.
Prepared by: ALAN M. SOLANA, 219 N. Second Street, 'v:i 1.^,,i ngtor„ NC 28401
NORTH CAROLINA PARCEL #: -(X/-X%C%0
NEW HANOVER COUNTY EXCISE TAX:$ OO
20
WARRANTY DEED
THIS DEED, made this jb - day of December, 2010, by
and between FAYETTEVILLE STREET PROPERTIES, LLC, a North Carolina
limited liability company, whose mailing address is 1140 North Lake
Park Blvd., #B Carolina Beach, NC 28428, whether one or more,
called GRANTOR, and PYRAMID REAL ESTATE HOLDINGS, LLC, whose
mailing address is 6266 Mallard Drive, Wilmington, NC 28403,
whether one or more, called GRANTEE.
WITNESSETH THAT:
The GRANTOR, for and in consideration of the sum of Ten
Dollars ($10.00) and other valuable considerations to them in hand
paid by the GRANTEE, the receipt whereof is hereby acknowledged,
have bargained and sold, and by these presents does hereby
bargain., sell and convey unto GRANTEE, their heirs, successors and
assigns forever, all that certain real property located in New
Hanover County, North Carolina, described as follows:

TOGETHER WITH AND SUBJECT TO that certain Declaration of
Covenants for the NorthChase Park of Commerce recorded in
Book 1491 at Page 1558, as said Lot has been subjected to
the same by instrument recorded in the New Hanover County
Registry.
SUBJECT TO 2010 ad valorem real property taxes;
Restrictions and Easements of record; All local, county,
state and federal laws and regulations relative to
zoning, occupancy, subdivision, usage, construction and
development of the described property.
All or a portion of the property herein conveyed
includes or X does not include the primary residence
of a Grantor.
TO HAVE AND TO HOLD the above granted and described
property, together with all and singular, the rights, privileges,
easements, tenements and appurtenances thereunto belonging, or in
anywise appertaining unto the said GRANTEE, their heirs successors
and assigns, in fee simple forever.
And the GRANTOR, for themselves, their heirs, executors
and administrators, do covenant to and with the said GRANTEE, their
heirs, successors and assigns, that they are seized in fee of the
above granted and described property; that they have good right to
sell and convey the same in fee simple; that the same is free and
clear from any and all restrictions, easements or encumbrances,
except those mentioned above; and that they will and their heirs,
executors, administrators and successors shall warrant and defend
the title to the same against the lawful claims and demands of any
and all persons whomsoever.
IN TESTIMONY WHEREOF, the above partnership Grantor,
Limited Liability Company, or Limited Liability Partnership has
caused this instrument to executed in the appropriate company or
partnership name by duly authorized partner(s) or managers, and has

FAYETTEVILLE STREET PROPERTIES, LLC
BY: 7�fa`-S'9- � ' � (SEAL)
Ladd S. Nelson, Member/Manager
BY: C & C� (SEAL)
Jean R Nelson, Member/Manager
STATE OF NORTH CAROLINA, COUNTY OF s r2a'(4 fu/ c
1, 411 .[f/C W. ffl?. tb(Z , a Notary Public for said
County and State, do hereby certify that Ladd S. Nelson and Jean R. Nelson,
Member/Manager(s) of Fayetteville Street Properties, LLC personally appeared
before me and acknowledged the due execution of the foregoing instrument on
behalf of the company.
WITNESS my hand and official seal this
My Commission Expires: 21glzQ/�
y f December, 2010.
Notary Pub_iC
ESrunswick
NIE B. OTTAWAY
otary Public
ounty, North Carolina

NTY:
Iwo'
JENNIFER H. MACNEISH
REGISTER OF DEEDS, NEW HANOVER
216 NORTH SECOND STREET
WILMINGTON, NC 28401
t IR11f Y4/1f 11i4Rf 1RMR1/R11Rfif 11t4fY11R/YR1Y 111iRYkY/1t/11f Y11Rff1f IYRY111tfY1t/Yff 141if/If Iii1R41if 111Y 11111f1I/1RI111R
Filed For Registration:
Book:
Document No.:
NC REAL ESTATE EXCISE TAX:
Recorder:
12/3012010 02:45:01 PM
RE 5537 Page: 270-273
2010037767
4 PGS $25.00
$2,760.00
JOHNSON,CAROLYN
State of North Carolina, County of New Hanover
PLEASE RETAIN YELLOW TRAILER PAGE WITH ORIGINAL DOCUMENT.
*2010037767*
2010037767

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