NCS000508_APPLICATION_20151130

PERMIT NO
DOC TYPE
DOC DATE
STORMWATER DIVISION CODING SHEET
NCS PERMITS
AJC9�oo dos
❑ FINAL PERMIT
❑ MONITORING REPORTS
�- APPLICATION
❑ COMPLIANCE
❑ OTHER
❑ 7nc) � LO
YYYYMMDD

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PIEDMONT TRIAD AIRPORT AUTHORITY
November 24, 2015
U.S. Army Corps of Engineers
Wilmington District
Raleigh Regulatory Field Office
3331 Heritage Trade Dr., Suite 105
Wake Forest, NC 27587
Attention: Mr. David Bailey
FILL COPY
NC Department of Environmental Quality
Division of Water Resources
401 & Buffer Permitting Unit
512 N. Salisbury St., 91h Floor
Raleigh, NC 27604
Ms. Karen Higgins
Subject: Application for Section 404 Individual Permit, Section 401 Water Quality
Certification, and Jordan Buffer Allowance for HAECO Facility Improvements
at Piedmont Triad International Airport, Guilford County
The Piedmont Triad Airport Authority (PTAA) hereby applies for Individual Permit and Water
Quality Certification under Sections 404 and 401 of the Clean Water Act and
15A NCAC 2H .0500 and Jordan Buffer Allowance under 15A NCAC 2B .0267 for unavoidable
impacts to jurisdictional Waters of the United States for improvements to the Timco Aviation
Services dba Haeco Airframe Services (HAECO) tenant facility at the Piedmont Triad
International Airport (PTIA). This project was addressed in a short form Environmental
Assessment (EA) pending a Finding of No Significant Impact (FONSI) by the Federal Aviation
Administration (FAA), consistent with the National Environmental Policy Act (NEPA).
Jurisdictional resources within the project area have been verified (SAW-2015-00920) by the
United States Army Corps of Engineers (USACE) and the North Carolina Department of
Environmental Quality (NCDEQ) Division of Water Resources (DWR).
The existing HAECO facility is a purpose-built facility complex for aircraft base maintenance,
located on approximately 112 acres Southeast of PTIA Runway 5R/23L, between the Cessna
Citation Service Center (to the Southwest) and the Honda Aircraft Company World Headquarters
(to the Northeast). The complex includes three wide -body hangars (hangars I -III) as well as a
fourth (Hangar IV) for narrow body aircraft. The hangars are complemented with 60 acres of ramp
parking space to accommodate HAECO's commercial, government, military, and other private
aircraft owners and operators. The facility complex also includes corporate and customer offices;
an on -site training center; shipping and receiving; and HAECO's engineering design, integration,
and manufacturing division.
1000A Ted Johnson Parkway Greensboro, North Carolina 27409 Phone: 336.G65.5600 , • Fax: [phone]

Mr. David Bailey and M.r. Karen Higgins
November 24, 2015
Page 1 of 7
Proposed Project
The proposed HAECO Facility Improvements include site preparation of approximately 16 acres
of Airport land to be added to the existing HAECO facility for aviation -related development,
including clearing, grading, fill, and excavation for:
1. Expansion of the existing concrete apron by approximately 204,600 sq. ft., with engine
run-up pad and 21,200 sq. ft. connector throat to an existing Taxiway M connector (the
connector throat will also link the two sides of the HAECO complex);
2. Construction of an approximately 177,400 sq. ft, two -bay wide -body aircraft maintenance
hangar;
3. Construction of an approximately 33,810 sq. ft. support annex;
4. Construction of a new fire/water provision and expansion of the existing hazardous
materials (HazMat) facility;
5. Addition of vehicle and pedestrian access and fire lanes.
Extension of utilities to the new structures including communications, electrical, natural gas,
water, and sanitary sewer (land disturbance for utility extensions are anticipated to be within the
proposed project grading limits and will not impact additional special resources). Stormwater
management and off -site mitigation for unavoidable wetland and stream impacts are also
anticipated.
Project Purpose and Need
The proposed improvements would address the need to service two wide-bodied aircraft
simultaneously by providing movement and hangar space. HAECO requires the capacity to
service wide-bodied aircraft to meet current demand and to integrate its US operations with its
international business of maintaining wide-bodied aircraft. These improvements will also provide
a needed connection between the two sides of the existing 14AECO complex to allow for
movement of vehicles, supplies and equipment from one side to the other without having to cross
airport taxiways or to depart and reenter secured areas for travel along public roads. The project
would increase operational capabilities and improve efficiency at HAECO's PTIA facility.
Affected Environment
The proposed project is located entirely within the existing airport property. The HAECO facility
is bounded by the PTIA Air Operations Area (AOA) to the Northwest, by Radar Road to the
Southeast and by additional jurisdictional resources (wetlands and streams) then adjacent PTIA
tenants to the Southwest and Northeast. The location is predominantly developed (aprons,
taxiways, parking, hangars, buildings, and other structures) with maintained in -field lawns and
stormwater/fire management ponds. The project area is located between the HAECO Hangars 1-
III complex to the Southwest and the Hangar IV complex to the Northeast. This approximately
16-acre site includes nearly 11 forested acres with 1,601 linear feet unnamed perennial stream
tributaries to Horsepen Creek and 0.81 acres abutting riparian wetlands.
Alternatives to the Project
During early project planning, consideration was given to locating the proposed new hangar
adjacent to HAECO Maintenance Hangar I, at the southwest end of the HAECO facility, but this
alternative would have required removal and replacement of the fire suppression system for
existing Hangars 1-111 and would have reduced employee parking for those hangars. This

Mr. David Bailey and Ms. Karen Higgins
November 24, 2015
Page 3 of 7
alternative involved significant relocation of utilities and complicated employee access. This
alternative does not satisfy the purpose and need for the project and was not carried forward.
There are no reasonable actions, other than the preferred alternative, that feasibly substitute for the
proposed project. The project, requiring specific dimensions and orientation of components, must
be located at the existing HAECO facility, at the area available between existing Hangars III and
IV. Locating the project on the northeast side of Hangar IV would eliminate some of the essential
facility parking and fail to connect the Hangar IV facility with the rest of the HAECO complex.
Locating the project on a site that is not contiguous with the existing HAECO facility would also
fail to provide the necessary internal connection between the HAECO hangars and result in
duplication of utilities, storm water management controls and other support facilities that are
capable of serving an integrated facility.
For a "No -Action / No -Permit" alternative, HAECO would have to continue routing aircraft and
vehicular traffic on airport taxiways or through security and along public roads in order to traverse
from one side of its existing complex to the other. HAECO would be required to explore other
sites, other airports, and/or construct entirely new facilities in order to address its operational need
to service wide-bodied aircraft.
The preferred alternative is the only reasonable alternative that meets the project purpose and need.
Due to the limited available space and location of streams and wetlands on both sides of and in the
middle of the I IAECO property, there is no project alternative which does not impactjurisdictional
resources. Minimization of project impacts by decreasing the size of the proposed hanger is not
possible because it is sized for the wide-bodied aircraft specified by the project need and purpose,
and the size of the aircraft ramp cannot be reduced without sacrificing maneuvering space that is
required by aircraft entering and exiting from the hangar or without eliminating the connector
throat to Hangar IV. Retaining walls to minimize the side slopes would not reduce stream and
wetlands impacts since it is the hangar structure itself, and the ramp pavement, that overlap the
stream and wetland sites rather than the side slopes.
Minimization of Impacts
Based on the limited space at the HAECO facility, constraints of the site (jurisdictional resources
on both sides and in the middle of the facility), and lack of practicable alternatives; it is anticipated
that 1,601 linear feet perennial channel and 0.81 acres abutting wetlands will be impacted by the
proposed project. PfAA will minimize potential unavoidable adverse effects of the Project
consistent with FAA requirements and Section 404(b)(1) guidelines to the extent possible as
follows:
• Construction of stream culverts will minimize smothering of organisms by utilizing
"pump -around"; minimize construction time; control turbidity through adherence to the
Erosion and Sedimentation Control (E&SC) Plan; avoid unnecessary discharge; prevent
creation of standing water; and prevent drainage of wet areas.
• During construction, physiochemical conditions will be maintained and potency and
availability of pollutants will be reduced; material to be discharged will be limited;
treatment substances may be added if necessary; chemical flocculants may be utilized to
enhance the deposition of suspended particulates in appropriate disposal areas.
• The effects of dredged or fill material may be controlled by selecting discharge methods
and disposal sites where the potential for erosion, slumping or leaching of materials into

Mr. David Bailey and Ms. Karen Higgins
November 24, 2015
Page 4 of 7
the surrounding aquatic ecosystem will be reduced. These methods include using
containment levees, sediment basins, and cover crops to reduce erosion.
Discharge effects will also be controlled by containing discharged material properly to
prevent point and nonpoint sources of pollution; and timing the discharge to minimize
impact, for instance during periods of unusual high water flows.
The effects of a discharge will be minimized by the manner in which it is dispersed, such
as, where environmentally desirable, orienting dredged/fill material to minimize
undesirable obstruction to the surface water or natural flow, and utilizing natural contours
to minimize the size of the fill; using silt screens or other appropriate methods to confine
suspended particulates/turbidity to a small area where settling or removal can occur;
selecting sites or managing discharges to confine and minimize the release of suspended
particulates to give decreased turbidity levels and to maintain light penetration for
organisms; and setting limitations on the amount of material to be discharged per unit of
time or volume of receiving water.
Discharge technology will be adapted to the needs of the site. The applicant will consider
using appropriate equipment or machinery, including protective devices, and the use of
such equipment in activities related to the discharge of dredged or fill material; employing
appropriate maintenance and operation on equipment or machinery, including adequate
training, staffing, and working procedures; using machinery and techniques that are
especially designed to reduce damage to streams; designing access roads and channel
spanning structures using culverts, open channels, and diversions that will pass both low
and high water flows, accommodate fluctuating water levels, and maintain circulation and
faunal movement; employing appropriate machinery and methods of transport of the
material for discharge.
Minimization of adverse effects on populations of plants and animals will be achieved by
minimizing changes in water flow patterns which would interfere with the movement of
animals; managing discharges to avoid creating habitat conducive to the development of
undesirable airport wildlife hazards; avoiding sites having, unique habitat or other value,
including habitat of threatened or endangered species; using planning and construction
practices to institute habitat development and restoration to produce a new or modified
environmental state of higher ecological value by displacement of some or all of the
existing environmental characteristics; timing discharge to avoid spawning or migration
seasons and other biologically critical time periods; and avoiding the destruction of
remnant natural sites within areas already affected by development.
Compensatory Mitigation
As of November 1, 2015, there are no available USACE or NCDEQ approved mitigation bank
stream (SMU) or wetland (WMU) credits available for the Cape Fear 02 Hydrologic Unit
(HUC 03030002) https://ribits.usace.army.mil/, http://portal.ncdenr.org/c/document library/.
Compensation for unavoidable impacts to perennial stream channels and riparian wetlands will be
provided off -site by the North Carolina Division of Mitigation Services (NCDMS). An In -Lieu
Fee Request Form is being submitted to NCDMS and payment is pending approval by USACE
and DWR.

Mr. David Bailey and Ms. Karen Higgins
November 24, 2015
Page 5 of 7
Cumulative Impacts
No cumulative project environmental effects are anticipated: Past projects have included the
nearby IIonda MRO and Connector Road and the extension of Taxiway M. Only the Connector
Road project involved quantifiable impacts (Nationwide 404/401 Permit and minor buffer variance
for stream crossing). Future projects are the Cross -Field Taxiway and Northwest Development
Site on the opposite side of the Airport in the Brush Creek rather than Horsepen Creek Sub -basin,
and North Carolina Department of Transportation (NCDOT) roadway improvement projects in the
project vicinity (I 73 Connector, US 220/NC 68 Connector, 1840, widening US 220, and widening
Market Street). No significant environmental impacts have been determined for these projects.
Cumulatively, the HAECO Facility Improvements would not add significant impacts, rather, the
roadway improvements anticipate such development at PTIA.
Fish and Wildlife
As of March 25, 2015 the US Fish & Wildlife Service (USFWS) lists Small Whorled Pogonia
(endangered) as the only protected species for Guilford County. The project is anticipated to have
No Effect on this species - suitable habitat is not present at the project site and review of Natural
Heritage Program (NCNHP) records indicated no known occurrences within I mile. No water
body large enough and sufficiently open to be considered a potential feeding source for Bald Eagle
(Bald & Golden Eagle Protection Act) is located within 1.13 miles of the project and there are no
known occurrences of this species within 1 mile of the project. No Federal Candidate species are
listed for Guilford County and there are no State -listed endangered or threatened species known
to occur within 1 mile of the project.
Approximately 4.95 acres of Piedmont bottomland forest and 5.77 acres mixed pine/hardwood
forest would potentially be directly impacted by the project. An approximately 0.75-acre non -
jurisdictional fire -suppression pond will also be impacted. Wildlife potentially displaced include
limited terrestrial and aquatic species typical of the area. Loss of this isolated potential habitat
area will be mitigated in conjunction with the mitigation of wetland and stream impacts and will
not result in fragmentation or impacts to off -site habitat.
Historic, Cultural, Scenic, and Recreational Values
No resources eligible for listing on the National Register of Historic Places (NRHP) will be
impacted by the project according to the HPOWEB map. The North Carolina Department of
Cultural Resources (NCDCR) State Historic Preservation Office (SHPO) had no comment in
response to scoping or to the draft EA for the proposed project.
Stormwater
Stormwater control measures (SCMs) needed to develop the HAECO facility improvements in
compliance with NCDEQ regulatory requirements for new airport development are described in
the attached SCM Report. A 0.8-acre high flow rate bioretention pond will infiltrate runoff
generated from the I" inch of rainfall at a relatively high rate to satisfy the water quality
requirements outlined in Session Law 2012-200. In addition to providing treatment for the
proposed new impervious areas associated with the HAECO facility improvements, the SCM will
replace the treatment being provided by the existing wet pond located on the northeastern side of
the site. The proposed project may cause increases to peak flows downstream but will not flood

Mr. David Bailey and Us. Karen Higgins
November 24, 2015
Page 6 of 7
insurable structures, roads, or cause damage to existing property or the existing Harris Teeter
detention pond.
Prior to the commencement of construction, an E&SC plan for the project will be submitted to
NCDEQ and PTAA will obtain the applicable E&SC approval and National Pollutant Discharge
Elimination System (NPDES) construction permit. Potential temporary impacts to surface water
quality as a result of the Build Alternative construction activities will be effectively mitigated
through adherence to the approved E&SC plan and permit requirements, as well as through
compliance with FAA AC 150/5370-10B.
Other Federal, State, or Local Requirements
Through the NEPA process, FAA has explored practicable project alternatives and impact
minimization prior to addressing compensatory mitigation (sequencing). FAA has also explored
the cumulative impacts of the proposed project. These potential cumulative impacts are detailed
in the EA/FONSI.
A lack of practical alternatives has been demonstrated pursuant to 15A NCAC 0211.0506(t). After
consideration of size and configuration of the proposed activity, and all alternative designs, the
basic project purpose cannot be practically accomplished in a manner which would avoid or result
in less adverse impact to surface waters or wetlands.
Minimization of impacts has been demonstrated pursuant to I SA NCAC 02H .0506(g) because the
surface waters are able to continue to support the existing uses after project completion, and the
impacts are required due to the spatial and dimensional requirements of the project; the location
of existing structural and natural features that dictate the placement and configuration of the
proposed project; and the purpose of the project and how the purpose relates to placement and
configuration.
The project: (1) has no practical alternative; (2) will minimize adverse impacts to surface waters
based on consideration of existing topography, vegetation, fish and wildlife resources, and
hydrological conditions; (3) will. not result in the degradation of groundwater or surface waters;
(4) will not result in cumulative impacts, based upon past or reasonably anticipated future impacts,
that cause or will cause a violation of downstream water quality standards; (5) provides for
protection of downstream water quality standards through on -site stormwater treatment; and
(6) provides for replacement of existing uses through mitigation. Additional regulatory
requirements are addressed in the EA/FONSI.

Mr. David Bailey and Ms. Karen Higgins
November 24, 2015
Page 7 of 7
We appreciate your consideration of this request. Please feel free to contact me
([e-mail], 336.665.5620) or Richard Darling (rdarline(@,mbakerintLcom,
919.481.5740) with questions or comments. One (1) complete and collated original application
and supporting documentation are being provided to USACE with four (4) complete and collated
copies to NCDEQ along with the application fee.
Sincerely,
PIXDMONT r:�
RPORT AUTHORITY
P) 91flo
J. lex Rosser, P.E.
Deputy Executive Director
RD/AR:rd
Enclosures Completed Eng. Form 4345 (3 pages, PTAA signed)
Permit Drawings (13 sheets, full size and I 1"x17")
Stormwater Control Measures Report (31 pages)
In -Lieu Fee Request to NCDMS
PTAA Check for $570 as NCDEQ Application Fee
cc: Sue Homewood, DWR-WSRO
Richard Darling, Michael Baker Engineering, Inc.

U.S. ARMY CORPS OF ENGINEERS
APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT
OMB APPROVAL NO.0710-0003
AL NO.0-00
33 CFR 325. The proponent agency Is CECW-CO-R.
EXPIRES: 28 2013
Public reporting for this mllectlon of information is estimated to average 11 hours per response, including the time for reviewing Instructions, searching
existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding
this burden estimate or any other aspect of the collection of Information, including suggestions for reducing this burden, to Department of Defense,
Washington Headquarters, Executive Services and Communications Directorate, Information Management Division and to the Office of Management and
Budget, Paperwork Reduction Project (0710-0003). Respondents should be aware that notwithstanding any other provision of law, no person shall be
subject to any penalty for failing to comply with a collection of information if It does not display a currently valid OMB control number. Please DO NOT
RETURN your form to either of those addresses. Completed applications must be submitted to the District Engineer having jurisdiction over the location of
the proposed activity.
PRIVACY ACT STATEMENT
Authorities: Rivers and Harbors Act, Section 10, 33 USC 403; Clean Water Act, Section 404, 33 USC 1344; Marine Protection, Research, and Sanctuaries
Act, Section 103, 33 USC 1413; Regulatory Programs of the Corps of Engineers; Final Rule 33 CFR 320-332. Principal Purpose: Information provided on
this form will be used in evaluating the application for a permit. Routine Uses: This information may be shared with the Department of Justice and other
federal, state, and local government agencies, and the public and may be made available as part of a public notice as required by Federal law. Submission
of requested information is voluntary, however, if information is not provided thepemnit application cannot be evaluated nor can a permit be Issued. One set
of original drawings or good reproducible coples which show the location and character of the proposed activity must be attached to this application (see
sample drawings and/or instructions) and be submitted to the District Engineer having jurisdiction over the location of the proposed activity. An application
that is not completed in full will be returned.
(ITEMS 1 THRU 4 TO BE FILLED BY THE CORPS)
1. APPLICATION NO.
2. FIELD OFFICE CODE
3. DATE RECEIVED
4. DATE APPLICATION COMPLETE
(ITEMS BELOW TO BE FILLED BYAPPLICANT)
5. APPLICANTS NAME
8. AUTHORIZED AGENTS NAME AND TITLE (agent is not required)
First-J. Middle -Alex Last - Rosser
First - Richard Middle-B. Last -Darling
Company - Piedmont Triad Airport Authority
Company - Michael Baker Engineering, Inc.
E-mail Address- [e-mail]
E-mail [e-mail]
6. APPLICANTS ADDRESS:
9. AGENTS ADDRESS:
Address- 1000A Ted Johnson Parkway
Address- 8000 Regency Parkway, Suite 600
City -Greensboro State - NC 7ip-27409 Country -USA
City - Cary State - NC ZIP-27518 Counlry-USA
7. APPLICANTS PHONE NOs. WAREA CODE
10. AGENTS PHONE NOs. WAREA CODE
a. Residence b. Business c. Fax
a. Residence b. Business c. Fax
336.665.5600 336.665.5694
919.481.5740 919.463.5490
STATEMENT OF AUTHORIZATION
11. 1 hereby authorize, Richard B. Darling to act in my behalf as my agent In the processing of this application and to furnish, upon request,
supplemental information in support of this permit app' lion, fl (T
I I � �l `
SI ATURE OF APPLICANT DAT
NAME, LOCATION, AND DESCRIPTION OF PROJECT OR ACTIVITY
12. PROJECT NAME OR TITLE (see instructions)
IIAECO Facility Improvements
13. NAME OF WATERBODY, IF KNOWN (if applicable)
14. PROJECT STREET ADDRESS (if applicable)
Unnamed tributaries to Horsepen Creek
Address 623 Radar Road
15. LOCATION OF PROJECT
Latitude: •N 36.096914 Longitude: -W 79.931388
City- Greensboro State- NC Zip- 27410
16. OTHER LOCATION DESCRIPTIONS, IF KNOWN (see instructions)
Slate Tax Parcel ID Municipality
Section- Township- Range -
ENG FORM 4345, OCT 2012 PREVIOUS EDITIONS ARE OBSOLETE. Page 1 of 3

a
17, DIRECTIONS TO THE SITE
from 1-40 take exit 212B, take ramp right for 1-73 N / Future 1.840 toward Bryan Blvd.; At exit 2, take ramp right and follow signs for W
Friendly Ave.; Tom left onto W Friendly Ave.; Turn right onto Old Friendly Rd.; Turn right onto Radar Rd.; Arrive at 623 Radar Rd. - turn
left into HAECO secure facility and announce arrival in intercom - follow directions from security personnel.
18. Nature of Activity (Description of project, include all features)
Site preparation of approximately 16 acres of Airport land to be added to the existing HAECO facility for aviation -related development,
including clearing, grading, fill, and excavation for: Expansion of the existing concrete apron by approximately 204,600 sq. ft., with engine
run-up pad and 21,200 sq. ft. connector throat to an existing Taxiway M connector (the connector throat will also link the two sides of the
HAECO complex); Construction of an approximately 177,400 sq. ft. two -bay wide -body aircraft maintenance hangar; Construction of an
approximately 33,810 sq. ft. support annex; Construction of a new fire/water provision and expansion of the existing hazardous materials
(HazMat) facility; Addition of vehicle and pedestrian access and fire lanes. Extension of utilities to the new structures including
communications, electrical, natural gas, water, and sanitary sewer (land disturbance for utility extensions are anticipated to be within the
proposed project grading limits and will not impact additional special resources). Stormwater management and off -site mitigation for
unavoidable wetland and stream impacts are also anticipated.
19. Project Purpose (Describe the reason or purpose of the project, we Instructions)
The proposed improvements would address the need to service two wide-bodied aircraft simultaneously by providing movement and
hangar space. HAECO requires the capacity to service wide-bodied aircraft to meet current demand and to integrate its US operations with
its international business of maintaining wide-bodied aircraft. These improvements will also provide a needed connection between the two
sides of the existing HAECO complex to allow for movement of vehicles, supplies and equipment from one side to the other without
having to cross airport taxiways or to depart and reenter secured areas for travel along public roads. The project would increase
operational capabilities and improve efficiency at HAECO's PTIA facility.
USE BLOCKS 20.231F DREDGED AND/OR FILL MATERIAL IS TO BE DISCHARGED
20. Reason(s)for Discharge
Wetlands and streams must be filled in order to bring the site up to match existing taxiway and apron elevations. The proposed project is
located entirely within the existing airport property. The HAECO facility is bounded by the PTIA Air Operations Area (AOA) to the
Northwest, by Radar Road to the Southeast and by additional jurisdictional resources (wetlands and streams) then adjacent PTIA tenants to
the Southwest and Northeast. The location is predominantly developed (aprons, taxiways, parking, hangars, buildings, and other
structures) with maintained in -field lawns and stormwater/fire management ponds. The project area is located between the HAECO
Hangars l-ill complex to the Southwest and the Hangar IV complex to the Northeast. There are no reasonable actions, other than the
preferred alternative, that feasibly substitute for the proposed project. The project, requiring specific dimensions and orientation of
components, must be located at the existing HAECO facility, at the area available between existing Hangars III and IV.
21. Type(s) of Material Being Discharged and the Amount of Each Type in Cubic Yards:
Type Type Type
Amount in Cubic Yards Amount in Cubic Yards Amount in Cubic Yards
47,096 cy clean fill
22. Surface Area in Acres of Wetlands or Other Waters Filled (see Instructions)
Acres 0.81 ac. wetlands, and
or
Linear Feet 1,601 Lf. perennial stream channel
23. Description of Avoidance, Minimization, and Compensation (see instructions)
Based on the limited space at the HAECO facility, constraints of the site (jurisdictional resources on both sides and in the middle of the
facility), and lack of practicable alternatives; impacts to streams and wetlands cannot be avoided. PTAA will minimize potential
unavoidable adverse effects of the Project consistent with FAA requirements and Section 404(b)(1) guidelines to the extent possible.
Compensation for unavoidable impacts to jurisdictional stream channel and riparian wetlands will be provided by the North Carolina
Division of Mitigation Services (NCDMS).
ENG FORM4345, OCT2012 Page 2 of 3

w
24. Is Any Potion of the Work Already Complete? Yes QNo IF YES, DESCRIBE THE COMPLETED WORK
25. Addresses of Adjoining Property Owners, Lessees, Etc., Whose Property Adjoins the Waterbody of more man ran manna haa, prewe atmma mgplera imt.
a. Address- Timco Aviation Services dba HAECO Airframe Services; 623 Radar Road
City- Greensboro State- INC Zip -274I0
b. Address- Honda Aircraft Company Inc.; 6430 Ballinger Road
City - Greensboro State - NC Zip - 27410
c. Address- Textron Aviation - Cessna Citation Service Center; 615 Service Center Road
City- Greensboro State- NC Zip- 27410
d. Address- North Carolina Department of Transportation; 1020 Birch Ridge Drive
City- Raleigh State - NC Zip -27610
e. Address -
City - State - Zip -
26. List of Other Certificates or Approvals/Denlals received from other Federal, Stale, or Local Agencies for Work Described in This Application.
AGENCY TYPEAPPROVAL' IDENTIFICATION DATEAPPLIED DATEAPPROVED DATE DENIED
NUMBER
FAA EA 8/31/2015
Would include but is not restricted to zoning, building, and flood plain permits
27. Application is hereby made for permit or permits to authorize the work described in this application. I certify that this Information in this application is
complete and accurate. I dher certify that I possess the authority to undertake the work described heraln or acting as the duly authorized agent of the
applicant D /
[� 71tI2e15 /f�C/I�A 11/24/2015
GNATURE OF APPLICANT DATE SIGNATURE OF AGE DATE
The Application must be signed by the person who desires to undertake the proposed activity (applicant) or it may be signed by a duly
authorized agent if the statement in block 11 has been filled out and signed.
16 U.S.C. Section 1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United States
knowingly and willfully falsifies, conceals, or covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or
fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious or
fraudulent statements or entry, shall be fined not more than $10,000 or imprisoned not more than five years or both.
ENG FORM 4345, OCT 2012 Page 3 of 3

P Z,
.Print Form
DMS ILF Mitigation Request. Statement of Compliance with §143-214.11 & 143-214.20
hlnkto G.S..143-214.11).
Prior to accessing the Division of Mitigation Services (DMS), all applicants must demonstrate compliance
with G.S. § 143-214.11 and 143-214.20. All requests MUST include this form signed and dated by the
permit applicant or an authorized agent. Please refer to DENR's Implementation Policy for more details.
Compliance Statement:
I have read and understand G.S. § 143.214.11 and 214.20 and have, to the best of my
knowledge, complied with the requirements. I understand that participation in the DMS is
voluntary and subject to approval by permitting agencies.
Please check all that apply:
Applicant is a Federal or State Government Entity or a unit of local government
meeting the requirements set forth in G.S. 143-214.11 and is not required to
purchase credits from a mitigation bank.
❑ There are no listed mitigation banks with the credit type I need located in the
hydrologic unit where this impact will take place (link to DWR Usti
© Mitigation bank(s) in the hydrologic unit where the impacts will occur have been
contacted and credits are not currently available.
p The DWR or the Corps of Engineers did not approve of the use of a mitigation
bank for the required compensatory mitigation for this project.
This is a renewal request and the permit application is under review. Bank
credits were not available at the time the application was submitted.
Enter date permit application was submitted for review:
Note: It is the applicant's responsibility to document any inquiries made to private mitigation
J. Alex Rosser, PE; Deputy Executive Director
j7-
Ig nat4e of Applicant orAgentAgent Printed Name
Date
HAECO Facility Improvements Piedmont Triad International Airport
Project Name
Location

DIVISION OF MITIGATION SERVICES (DMS.)
IN -LIEU FEE REQUEST FORM Revised 4/23/2015
Complete requested information; sign and tlate, email to keIIy,4IlamsfcDncdenLg6y . Attachments are acceptable for clarification
purposes (location map, address or lat long is required). Information submitted is subject to NC Public Records Law and maybe
requested by third parties. Reviewmeetings are held on Tuesday afternoons.
CONTACT INFORMATION
APPLICANT'S`AGENT
APPLICANT
1. Business/Company Name
_
Michael Baker Engineering, Inc.
Piedmont Triad Airport Authority
2. Contact Person
Richard Darling
Alex Rosser, PE
3. Street Address or P O Box
8000 Regency Pkwy., Suite 600
1000-A Ted Johnson Pkwy.
4. City, State, Zip
Cary, NC 27518
Greensboro, NC 27409
5. Telephone Number
919.481.5740
336.665.6600
6. E-Mail Address
[e-mail]
[e-mail]
'PROJECT INFORMATION
7. Project Name
HAECO Facility Improvements
8. Project Location (nearest town, city)
623 Radar Road; Greensboro, NC 27410
9. Lat-Long Coordinates or attach a map
36 05 49 N. 79 55 53 W
10. County
Guilford
11. River Basin & Cataloging Unit (8-digit)
03030002
(See Note 1)
12. Project Type "indicate owner type and_
Owner Type: 0 Government O Private
write in project type (e.g. school, church, retail,
residential} apartments, road, utilities, military,
Project Type: aviation development
etc.)**
13. Riparian Wetland Impact (ac.) (e.g., 0.13)
0.81
14. Nan -Riparian Wetland Impact (ac.)
0
16. Coastal Marsh Impact (ac.)
0
16. Stream Impact (ft.) (e.g. 1,234)
Warm
Cool
Cold
—i
1,601
17. Riparian Buffer Impact (sq. ft.)
Zone 1:
Zone 2:
Include subwatershed if Jordan or Falls Lake:
18. Regulatory Agency Staff Contacts
NCDWR:
USACE: David Bailey
Other: Sue Homewood
Check LI) below if this request is for, a:
ay signing below, the applicant is confirming they have
revision to a current acceptance
read and understand the DMS refund pollcy_posted at
nceep.net and attached to this form r —
renewal of an expired acceptance
Signa�e f Ap cantor Authorized Agent:
extension of unexpired acceptance
11l13 WIS
Date:
Note 1: For help in determining the Cataloging Unit, visit:www.nceeo.nel or contact DMS
Direct questions to Kelly Williams at 919.707-8915 or keliv.wllliamsAmcdenr.gov or to the front desk at 919-707-8976

Refund Policv for Fees Paid to DMS In -Lieu Fee Proqrams (9/21/2009
Purpose: The purpose of this policy is to make clear the circumstances and process under which a
permittne can obtain a refund while simultaneously balancing customer service and responsible
business practices. This policy applies to all refund requests made on or after the publication date of
this policy.
Policy Statement: The policy of DMS is to allow for refunds under certain conditions.
1. All refund requests must be made in writing to the DMS In -Lieu Fee Program Coordinator at
kellv.williamslatincden r.gov.
2. All refund requests are subject to fund availability. DMS does not guarantee fund availability for
any request.
3. The request must either come from the entity that made the payment or from an authorized agent.
Third parties requesting refunds must provide written authorization from the entity that made the
payment specifying the name and address of the authorized refund recipient.
4. Refund requests related to unintended overpayments, typographical errors or incorrect invoices
should be brought the attention of the In -Lieu Fee Program Coordinator as soon as possible. Such
requests are typically approved without delay.
5. Payments made under the incremental payment procedure are not eligible for refunds.
6. Refund requests made within nine months of payment to DMS will only be considered for requests
associated with projects that have been terminated or modified where the permittee's mitigation
requirements have been reduced. Such requests must be accompanied by written verification from the
permitting agency that the project has been cancelled, the permits have been rescinded or have been
modified, or the mitigation requirements have been reduced.
7. Refund requests made more than nine months from the payment date will only be considered for
permits that were terminated or modified to not require any mitigation. Such requests must be
accompanied by written verification fi-om the permitting agency that the project has been cancelled, the
permits have been rescinded and/or mitigation is no longer required.
8. Refund requests not meeting the criteria specified above are not eligible for a refund.
9. Refund requests that meet the criteria above will be elevated to DMS Senior Management for
review. The following considerations apply to all refund requests:
a. availability of funds after consideration of all existing project and regulatory obligations
b. the date the payment was made
c. the likelihood DMS can use the mitigation procured using the payment to meet other
mitigation requirements
10, Once a refund has been approved, the refund recipient must provide a completed W-9 form to the
DMS In -Lieu fee Program Coordinator within two weeks in order to process the refund though the
State Controller's Office.
1 I . All decisions shall be final.

401 WATER QUALITY
CERTIFICATION REPORT
HAECO FACILITY IMPROVEMENTS PROJECT
Submitted on Behalf of.•
Piedmont -Triad International Airport
Prepared by:
WK Dickson & Co., Inc.
720 Corporate Center Drive
Raleigh, North Carolina 27607
November 2015

4U1 WA
HAECO FACILITY IMPROVEMENTS PROJECT
I]
Submitted on Behalf of:
Prepared by:
WK Dickson & Co., Inc.
720 Corporate Center Drive
Raleigh, North Carolina 27607
November 2015
e
S

El

0 Table of Contents
1. Introduction.......................................................................................................................1-1
1.1. Project Description.....................................................................................................1-1
2. Hydrology and Hydraulics..............................................................................................2-1
2.1. Methodology..............................................................................................................2-1
2.2. Hydrology...................................................................................................................2-1
2.2.1 Drainage Areas.................................................................................................2-1
2.2.2 Rainfall...............................................................................................................2-2
2.2.3 Land Use ....................................... ...................... ....................... ,.......................
2-2
2.2.4 Hydrograph Translation .................................................................................2-2
2.2.5 NRCS Curve Numbers....................................................................................2-3
2.2.6 Channel/Storage Routing................................................................................2-4
2.2.7 Summary of Hydrologic Results....................................................................2-4
2.3. Hydraulics..................................................................................................................2-4
2.3.1 Energy Loss Coefficients........................................................ .........................
2-5
2.3.2 Starting Water Surface Elevation...................................................................2-5
2.3.3 Model Run Descriptions ........ .............. _................... ....._...... .......
............ ........ 2-5
2.3.4 Hydraulic Evaluation of Radar Road............................................................2-5
2.3.5 Evaluation of Downstream Flooding............................................................2-6
2.3.6 Closed Drainage Systems........................................................ .......................
2-7
2.3.7 Outfall Protection for Closed Drainage System ............. ..........
................... 2-7
C
3. Water Quality Compliance............................................................................................3-1
3.1. Overview..................................................................................................................... 3-1
2.3.1 Proposed Impervious Areas...........................................................................3-1
2.3.2 High Flow Rate Bioretention Pond Design Criteria ........................... ......... 3-2
2.3.3 Water Quality Volume (WQV)......................................................................3-2
2.3.4 Pond Design Summary...................................................................................3-3
3.2. Conclusion...................................................................................................................3-6
I-IAECO Facility Improvements Project
Stormwater Report
Page

E
q�_
0
Tables
Table]:
Summary of Area Required for Treatment............................................................1-]
Table 2:
Summary of Water Quality Treatment Credits.....................................................1-2
Table 3:
Design Storm Rainfall Depths......................._........................................._...............2-2
Table 4:
Summary of Hydrologic Input Data ................. .................... ........ ...........................
2-3
Table 5:
Comparison of Peak Flows at Radar Road.............................................................2-4
Table 6:
Energy Loss Coefficients...........................................................................................2-5
Table 7:
Bend Loss Coefficients..............................................................................................2-5
Table S:
Culvert Performance for at Radar Road.................................................................2-6
Table 9:
Hydraulic Summary of Harris Teeter Open Channel..........................................2-6
Table 10:
Minimum Area of Impervious Cover Required for Treatment .........................3-1
Table 11:
Proposed Impervious Cover to SCM................................................... .................
3-1
Table 12:
Calculated Storage Volumes...................................................................................3-2
Table 13:
Water Surface Elevations at Proposed Pond ................. .......... ............ .................
3-3
Table 14:
Summary of Flow Splitter Design.........................................................................3-4
Table 15:
Flow Splitter Performance......................................................................................3-4
Appendices
Appendix A
Proposed Concept Plan
Appendix B
Input Data for SWMM
Appendix C
Existing and Proposed Conditions Drainage Area Maps
Appendix D
Existing and Proposed Conditions Land Use Mapping
Appendix E
CD with Digital Copy of EPA SWMM Models
Appendix F
Outlet Protection Calculation
Appendix G
Water Quality Calculation and Stage -Storage Relationship for SCM
Appendix H
Anti -Floatation Calculation for Riser
Appendix I
Detention Time Calculation
Appendix J
Maintenance and Operation Plan
FIAECO Facility Improvements Project Page ii
Stormwater Report

Section 1: Introduction
1.1 Project Description
This report supports the design of the stormwater control measures (SCMs) needed to
develop the HAECO Facility Improvements project at the Piedmont Triad International
Airport in compliance with the North Carolina Department of Environmental Quality
(NCDEQ) regulatory requirements for new development at an airport. A 0.8-acre high
flow rate bioretention pond is being proposed to meet the regulatory water quality
requirements for NCDEQ. This bioretention pond was designed to infiltrate runoff
generated from the 1s' inch of rainfall at a relatively high rate to satisfy the water quality
requirements outlined in Session Law 2012-200. As shown in the concept plans
included in Appendix A, the airport is proposing a 15.9-acre site development project
including the construction of the following:
♦ 5.06 acres of new impervious area associated with the proposed HAECO hangar;
♦ 5.51 acres of new impervious area associated with the proposed HAECO apron;
♦ 0.32 acres of new impervious area associated with the proposed HAECO fire
lanes flanking the proposed hangar;
♦ 0.09 acres of new impervious area associated with the proposed HAECO
sidewalks;
♦ Removal of an existing fire suppression pond;
® ♦ Removal of an existing 1.1-acre wet pond being used for detention and water
quality; and
♦ Construction of a new 0.7-acre high flow rate bioretention pond that will result in
infiltration of the water quality rainfall event.
In addition to providing treatment for the proposed new impervious areas associated
with the HAECO Facility Improvements project, the SCM will replace the treatment
being provided by an existing wet pond located on the eastern side of the site. This
existing wet pond has a contributing drainage area of 15.29 acres with 14.04 acres of
impervious cover. In total, the proposed SCM will need to provide treatment for 24.61
acres of impervious cover as shown in the following table:
Table 1: Summary of Area Required for Treatment
Location
Impervious Cover (acres)
Proposed Hangar
5.06
Proposed Apron
5.11
Proposed Access Route
0.32
Proposed Sidewalk
0.09
Existing HAECO Site (Wet Pond)
14.03
TOTA L = 24.61 acres
HAECO Facility Improvements Project Page 1-1
Stormwater Report

Section 1: Introduction
® As outlined in this report, the proposed SCM will provide water quality treatment for a
total of 44.52 acres of impervious cover which exceeds the minimum required for
treatment (24.61 acres). As a result, the airport is formally requesting water quality
treatment credits to offset a site development project in the future with up to 19.91 acres
of impervious surface. The following table summarizes the water quality treatment
credits being requested:
Tahle 2: Summary of Water Oualitv Treatment Credits
Description
Impervious Area (acres)
Required Area for Treatment
24.61
Provided Area for Treatment
4452
DIFFERENCE= 19.91 acres
Also provided in this report is an evaluation of downstream flooding resulting from the
proposed site changes. The analysis showed that the proposed project will cause
increases to peak flows downstream but will not flood insurable structures, roads, or
cause damage to existing property or the existing Harris Teeter detention pond.
I-IAECO Facility Improvements Project Page 1-2
Stormwater Report

Section 2: Hydrology and Hydraulics
0 2.1 Methodology
The Environmental Protection Agency (EPA) Storm Water Management Model 5.0
(SWMM) was used to size the proposed collection system, flow splitters, and
bioretention pond with riser. SWMM simulates the surface runoff response to
precipitation for an interconnected system of surfaces, channels, closed pipe systems,
culverts, flow splitters, and ponds. SWMM is an ideal model for a complex drainage
system such as the one seen at the HAECO site as it combines hydrology and hydraulics
and allows the user to not only size on -site improvements but also evaluate downstream
flooding. Combining hydrology and hydraulics eliminates the need to iterate between a
hydrologic model and a hydraulic model which eliminates the potential for errors.
2.2 Hydrology
Input data for the model was developed using topographic, landuse, and soils maps in
GIS to delineate and calculate the basin areas, percent impervious, and Natural
Resources Conservation Service (NRCS) hydrologic parameters. The precipitation data
for the 24-hour duration, Type II storm was used to represent the synthetic rainfall
event. SWMM estimates surface runoff for a sub -basin based on percent impervious,
basin width, basin slope, and NRCS curve number for the unconnected pervious areas.
® A copy of the SWMM input values for the existing and proposed conditions is provided
in Appendix B. Unit hydrographs are translated using the watershed basin and slope
parameters. This is unique to SWMM.
•
2.2.1 Drainage Areas
Drainage area maps for the existing and proposed conditions have been included with
this report in Appendix C. Drainage areas were delineated using the following
topography:
♦ 2-foot contour interval existing conditions topographic mapping from Guildford
County GIS;
♦ 1-foot contour interval topographic mapping provided by Michael Baker &
Associates titled "ADP Mapping (May 2014).dwg";
♦ Inventory mapping of pipes and catch basins provided by Michael Baker &
Associates titled "ADP Mapping (May 2014).dwg"; and
♦ 1-foot contour interval proposed conditions topographic mapping generated by
WK Dickson.
2.2.2 Rainfall
Rainfall distributions for the SWMM model were derived using the NRCS Type 11
standard distribution. Total rainfall depths for the modeled frequency storms were
FIASCO Facility Improvements Project Page 2-1
Stormwater Report

Section 2: Hydrology and Hydraulics
obtained online from the NOAA's Nation Weather Service website. Table 3 shows the
total rainfall depths used for this study.
Table 3: Design Storm Rainfall Depths
Design Storm
Rainfall Depth (in)
2-year, 24-hour
3.31
10-year,24-hour,
4.77
25-year,24-hour,
5.65
50- ear, 24-hour
6.35
100- ear,24-hour
7.07
Source: NOAA's Nation Weather Service wehsite
2.2.3 Land Use
Land use is the watershed cover condition as it relates to the actual type of development
within the watershed. Land use influences the runoff characteristics of a sub -basin, and
combined with other basin characteristics is used to determine the percent impervious
and NRCS curve number for the basin. Appendix D shows the existing and proposed
conditions land use mapping for this project. Input data for the existing and proposed
percent impervious values is found in Table 4.
2.2.4 Hydrograph Translation
NRCS methodologies typically use a time of concentration parameter to help calculate
the response of the watershed to rainfall. SWMM uses watershed basin width and slope
parameters to create the unit hydrograph used in the model that will translate the
rainfall into runoff. The watershed width is a parameter unique to SWMM that helps
define the watershed shape by taking the watershed area and dividing it by the length of
the longest flow path. Additionally, SWMM requires input of a basin slope in the
calculations used to translate the hydrograph. The basin slope is the maximum grade
change from the upstream end of the watershed to the downstream end divided by the
length of the longest flow path. The sub -basin slopes and widths are included in Table 4.
HAECO Facility Improvements Project Page 2-2
Stormwater Report

Section 2: Hydrology and Hydraulics
0 Table 4: Summary of Hydrologic Input Data
Cl�
Drainage
Basin
ID
Drainage
Area
(acre)
Existing/
Proposed
Pervious
RCN
Existing
Percent
Impervious
(%)
Proposed
Percent
Impervious
(00
Proposed
Basin
Slope
(%))
Proposed
Basin
Width
(feet)
10
77.1
74
31 %
31 %
0.6%,
1019
20
28.8
74
34%
34%
0.81Y,
995
30
1 19.3
74
1 40%
40%
1.0%,
454
40
4.1
74
44%
44%
1.1'%
176
50
3.6
74
21 %
21 %
1.90/1)
301
60
5.2
74
8%
8%
1.7 %
269
70
9.2
74
1000/1,
100%
1.30%
331
80
14.3
71
99 %
1001%
1.90/1,
568
90
8.9
74
24%
82%
2.00/,,
286
100
19.3
74
82%
43%,
0.6%,
573
110
6.1
74
43%
29%
1.3%
531
120A
1 13.95
74
92%
85%
1.6%,
409
120B
2.43
74
92%
50
3.3
165
130
4.5
74
92%
47%
3.70%
207
142
9.9
74
44%
32 %
5.0%,
608
144-A
0.84
74
2%
100%
0.50/,
266
144-B
0.86
74
2%
100%
0.5%
302
144-C
0.75
74
2%
100 ON
0.5%
239
144-D
0.88
74
2'%
100%
0.5%
252
144-E
0.51
74
1 2%,
1001%
0.5%
126
144-F
1 0.47
74
2%
1001%
05%
201
144-C
0.54
74
2%
100%
0.5%
220
'14441
1.74
74
2%
420%
0.5%
320
146-A
0.81
74
2%
1001%
0.5%
86
146-B
1.71
74
2%
1001%
0.50/1,
184
146-C
1.53
74
2'%
1 001Y.
0.50/1
164
146-D
1.99
74
2%
1001%
0.5%
193
146-B
1 0.67
74
2%
28 %
0.5%
274
148
1 1.08
74
2%
100/1,
1 16.2'Yo
'171
2.2.5 NRCS Curve Numbers
The NRCS curve number approach was used in computing the runoff response in
SWMM. Runoff curve numbers (RCNs) were generated for the pervious areas of the
sub -basins using the NRCS document entitled Urban Hydrology for Small Watersheds,
dated June 1986 and commonly referred to as TR-55. This method relates the drainage
characteristics of soil group, land use category, and antecedent moisture conditions to
assign a runoff curve number. The runoff curve number and an estimate of the initial
surface moisture storage capacity are used to calculate a total runoff depth for a storm in
FIASCO Facility Improvements Project
Stormwater Report
Page 2-3

Section 2: Hydrology and Hydraulics
0 a basin.
2.2.6 Channel/Storage Routing
Flood peaks attenuate, or reduce, as they travel downstream due to the storage
characteristic of the channel itself. Channel routing was simulated in the hydraulic
block of SWMM. Routing was modeled using dynamic wave routing. Dynamic wave
routing uses the actual shape and condition of the stream channel input into the
hydraulic model to calculate the attenuated downstream flows.
2.2.7 Summary of Hydrologic Model Results
The EPA SWMM model was used to compute peak runoff for the 2-, 10-, 25-, 50- and
100- year design storms for the existing and proposed conditions. The results of the
existing conditions hydrologic model are summarized in Table 5. A CD containing the
digital files for the SWMM model is included in Appendix E.
Table 5: Comparison of Peak Flows at Radar Road
Condition
Storm Event
WQ Event
(CIS)
2-year
(cfs)
10-year
(cfs)
25-year
(cfs)
100-year
(cfs)
Existing
12
63
108
138
185
Proposed
40
288
420
466
513
Although Session Law 2012-200 precludes the project from having to provide detention,
a detailed hydrologic and hydraulic evaluation was performed to confirm there are no
adverse impacts to downstream properties with regards to flooding. A summary of this
evaluation is found in the following Hydraulics section of the report.
2.3 Hydraulics
EPA SWMM 5.0 was chosen as the hydrologic/hydraulic model because of its ability to
model complex drainage systems and to evaluate downstream flooding. The project
involves the construction of a single central high flow rate bioretention pond to provide
water quality treatment for the proposed site development. The airport desires to
reduce the potential for bird strikes by eliminating two existing wet ponds referred to in
this report as the fire suppression wet pond and the existing HAECO site wet pond.
The existing conditions SWMM model attenuates peak flows through these two ponds
to more accurately determine the proposed projects effects on peak flows. To fully
evaluate the project's impacts on downstream properties, the SWMM model was
extended through the Harris Teeter distribution site and immediate downstream open
channel. In addition, a HEC-RAS model was developed to provide a quality control
measure for the changes to water surface elevations developed using EPA SWMM.
FIAECO Facility Improvements Project Page 2-4
Stormwater Report

Section 2: Hydrology and Hydraulics
2.3.1 Energy Loss Coefficients
Contraction and expansion of flow produces energy losses caused by transitioning. The
magnitude of these losses is related to the velocity and the estimated loss coefficient.
Where the transitions are gradual, the losses are small. At abrupt changes in cross -
sectional area, the losses are higher. Energy losses resulting from expansion are greater
than losses associated with contraction. Energy loss coefficients used for the SWMM
models are presented in Table 6:
Table 6: Energy Loss Coefficients
Type of Transition
Expansion
Contraction
None
0
0
Manhole/Inlet
0.35
0.25
Culvert
1.0
0.9 - Projecting from fill CMP
Open Channel
0.3
0.1
Additional energy losses for structures having bends were divided between the two
joining pipes. The bend losses used for this project are based on NCDOT values, and are
shown below in Table 7.
Table 7: Bend Loss Coefficients
Angle (°)
Loss Coefficient
Angle (°)
Loss Coefficient
90
0.70
40
0.38
80
0.66
30
0.28
70
0.61
25
0.22
60
0.55
20
0.16
50
0.47
15
0.10
2.3.2 Starting Water Surface Elevation
The downstream limit of the HAECO Facility Improvements study area is located near
the mouth of I-lorsepen Creek. The starting water surface elevations for the SWMM
models were generated using the normal depth method based of the channel slope at the
outfall (0.008 ft/ft).
2.3.3 Model Run Descriptions
The EPA SWMM model was used to compute flood elevations at each structure located
in the HAECO Facility Improvements project study area for the water quality event, 2-,
10-, 25-, 50- and 100-year storm events. A digital copy of the SWMM model is included
on the CD provided in Appendix E.
2.3.4 Hydraulic Evaluation of Radar Road
The following table summarizes the performance of the twin 8.9, x 6.6' corrugated metal
pipe (CMP) arches at Radar Road:
FIAECO Facility Improvements Project Page 2-5
Stormwater Report

11
Section 2: Hydrology and Hydraulics
Table 8: Culvert Performance for at Radar Road
Existing Water
Proposed Water
Culvert Invert
Roadway
Flood
Surface
Surface
Elevation
Elevation
Frequency
Elevations
Elevations
(feet NAVD 1988)
(feet NAVD 1988)
(feet NAVD 1988)
(feet NAVD ]988)
WQ Event
831.29
940.90
831.76
832.14
2-Year
831.29
940.90
832.38
834.07
10-Year
1 831.29
1 840.90
1 832.72
1 835.59
25-Year
831.29
840.90
832.89
836.23
100-Year
831.29
840.90
833.19
837.18
Although there are increases to peak flows, the downstream drainage system can
accommodate these increased flows. The existing twin 9.8' by 6.6' arched CMPs pass
896 cfs when flowing full. The 104" diameter closed CMP located at the Harris Teeter
distribution center conveys 753 cfs when flowing full. The Radar Road culverts and
Harris Teeter closed pipe will be flowing approximately half full during a 100-year
storm event therefore there are no impacts to the performance of either of these
drainage systems.
2.3.5 Evaluation of DOWnstream Flooding
Approximately 85 feet from the top of bank (in the left overbank) is the toe of the water
® quality pond embankment for the Harris Teeter distribution center. For this reason, a
check was made to confirm that the additional flows from the HAECO Facility
Improvements project Would not cause adverse impacts to the existing water quality
pond embankment. Table 9 summarizes the size, slope and hydraulic characteristics of
the channel located immediately downstream of Harris Teeter.
Table 9: Hydraulic Summary of Harris Teeter Open Channel
Bottom
Top
Side
Channel
Channel
Floodplain
Width
Width
Depth
Slopes
Slope
Capacity
Capacity
(feet)
(feet)
(feet)
(f1110
IfUft)
(cfs)
(cfs)
10
25
4
2:1
0.014
300
2,150
Assumed Manning's'n' val m = 0.0G
Floodplain rapacity is the flow needed to inundate the toe of the existing Harris Teeter pond
As shown in Table 9, the existing channel can almost convey the proposed conditions
10-year flood without overtopping its banks. The flow needed to inundate the lowest
toe elevation of the Harris Teeter pond is 2,150 cfs which is significantly more than the
513 cfs that will leave the proposed HAECO site.
This existing open channel extends approximately 290 feet downstream of the Harris
Teeter culvert prior to entering Horsepen Creek which is a FEMA stream with an 832-
acre (1.3 square miles) drainage area and 100-year peak flow of 1,598 cfs. On the
upstream side of Radar Road (along Horsepen Creek), the drainage area increases to
HAECO Facility Improvements Project Page 2-6
Stormwater Report

(01
CJ
Section 2: Hydrology and Hydraulics
1,344 acres (2.1 square miles) with a 100-year peak flow of 3,018 cis. A field walk and
inspection of aerial topography shows this reach of Horsepen Creek does not have any
insurable structures located in the reach upstream of Radar Road where the 329 efs
increase would be roughly 10%, of the total flow in Horsepen Creek. As shown in this
report, the proposed HAECO Facility Improvements Project will not adversely cause
flooding downstream to an insurable structure or road.
Figure 1: FEMA FIRM Panel
2.3.6 Closed Drainage Systems
Closed systems were designed to pass the 10-year flood without surcharging the pipe.
With the exception of the SCM underdrain system, all drainage pipes are reinforced
concrete (RCP).
2.3.7 Outfall Protection for Closed Drainage System
Rip -rap pads are proposed at two locations in the high flow rate bioretention. These
outfalls are located where the flows enter back into the natural drainage system or the
bioretention ponds. The NY DOT method was used to design the length, width, depth
and size of the rip -rap pads. Appendix F shows the calculation used to size the rip -rap
pads.
HAECO Facility Improvements Project Page 2-7
Stormwater Report

0 3.1 Overview
•
Section 3: Water Quality Compliance
To satisfy the water quality requirements outlined in Session Law 2012-200, a proposed
0.8-acre high flow rate bioretention pond is being proposed. Session Law 2012-200
requires runoff generated from the 1s' inch of rainfall for a development project shall be
infiltrated into the ground. There are no specific requirements to remove total
suspended solids (TSS), nitrogen, or phosphorus. In addition, there are no requirements
to detain the 1-year or any other storm event to at or below pre -project conditions. As
shown in this report, the proposed high flow rate bioretention pond exceeds the
minimum infiltration requirements set forth in Session Law 2012-200.
3.1.1 Proposed Impervious Areas
The separately attached construction plans and concept plan provided in Appendix A
show the proposed pond, new and existing impervious areas, location of flow splitters
and overall site layout. The following table summarizes the proposed impervious areas
associated with the HAECO Facility Improvements project:
Table 10: Minimum Area of Impervious Cover Required for Treatment
Location
Impervious Cover (acres)
Proposed Hangar
5.06
Proposed Apron
5.H
Proposed Fire Access Roads
0.32
Proposed Sidewalk
0.09
Existing HAECO Site to the East
14.03
TOTAL=24.61 acres
Because the existing fire suppression pond is being abandoned as part of this project, the
proposed SCM will need to be designed to accept runoff from the system currently
going to the existing fire suppression pond. The stormwater runoff generated in sub -
basins 60, 70 and 80 will be redirected into the proposed SCM. Appendix C highlights
the areas that will drain to the pond along with a breakdown for the impervious area
contributed from each sub -basin. As a result, an additional 20.49 acres of impervious
area will be infiltrated in the proposed SCM as shown in the following table:
Table 11: Proposed Impervious Cover to SCM
Location
Im emious Cover (acres)
Proposed Hangar
3.35
Proposed Apron
5.11
Proposed Fire Access Roads
0.32
Proposed Side Walk
0.09
Existing HAECO Site to the East
11.92
Sub -Basin 60
0.42
Sub -Basin 70
9.22
Sub -Basin 80
14.09
I'O'I'AL = 44.52 acres
I IAECO Facility Improvements Project Page 3-1
Stormwater Report

Section 3: Water Quality Compliance
In total, the proposed SCM will have a contributing drainage area of 54.0 acres with
44.52 acres of impervious cover.
3.1.2 High Flow Rate Bioretention Pond Design Criteria
The State BMP Manual does not specifically have a set of design guidelines for a high
flow bioretention pond so the following guidelines were used in the design of the
proposed high flow bioretention pond:
♦ Infiltrate 100%of the runoff generated from the 11, inch of rainfall;
♦ Side slopes shall be no steeper than 3(H):1(V);
♦ SCM shall be located in a recorded drainage easement;
♦ A bypass or internal overflow is required for bypassing storm flows in excess of
the design flow;
♦ Media permeability shall be between 6 and 10 inches per hour with a targeted
detention time of 10 to 15 hours for infiltrating the water quality volume;
♦ Ponding depth for the water quality event shall be limited to 4.0 feet;
♦ Media depth will be 2 feet for each of the two soil media zones of the
bioretention pond;
♦ An underdrain shall be located under the soil media to keep the pond dry and
prevent groundwater from entering the pond; and
® ♦ A rip -rap energy dissipater shall be located at the outfall of each pipe entering
the pond.
A
3.1.3 Water Quality Volume (WQV)
The volume of runoff generated from the P inch of rainfall was calculated using an in-
house spreadsheet based on the Schuler Simple Method. This spreadsheet shows the
calculated water quality volume along with proposed SCMs stage -storage sizing (see
Appendix G). The following table summarizes the minimum required volume along
with the provided volume:
Table 12: Calculated Stora¢e Volumes
Description
Impervious Area
(acres)
Surface Runoff
(ft3)
Required Area for'Freatment
25.01
72,582
Com ensator 'Treatment of Sub -basins 60, 70, 80
23.72
82,679
Total Provided Area for Treatment
44.52
155,260
Net Credit for WQ'I'reatment
19.51
82,678
As shown in Table 12, the proposed high flow rate bioretention pond will infiltrate an
additional 82,678 cubic feet of runoff and 19.51 acres of impervious cover more than
required.
FIASCO Facility Improvements Project Page 3-2
Stormwater Report

Section 3: Water Quality Compliance
3.1.4 Pond Design Summary
A concrete riser structure is proposed to control flows leaving the high flow rate
bioretention pond. The primary spillway will include the following elements: a poured,
reinforced concrete box riser and reinforced concrete outfall pipe with gaskets at joints.
Because the weir length on these structures is 12' and the flows entering the ponds are
generally very small, there were no emergency spillways proposed for the pond. The
following is a summary of the design for the proposed high flow rate bioretention pond
(See the separately attached plan set for additional details):
♦ Surface Area: The proposed high flow rate bioretention pond is larger than the
minimum size needed to achieve the water quality goals of the project. The
surface area of the pond was achieved by targeting a pond depth of less than 4.0
feet and a detention time between 10 and 40 hours. The more well -draining the
soils the smaller the footprint of the pond needed to drain the pond in
approximately 10 hours. As shown in this report, the surface area that drains the
pond in approximately 11 hours is 28,005 square feet (0.64 acres).
♦ Primary Outfall: A concrete box riser with an outside dimension of TxT is
proposed with a primary weir elevation set at 583.75 feet NAVD 1988. The total
weir length of the primary outfall is 18 feet (four 4.5' long weirs).
♦ Emergency Overflow: The primary spillway was designed to pass flow larger
® than the 100-year flood without overtopping the top of dam. A 15' wide rip -rap
lined emergency overflow will convey flows over the top of dam should the riser
be clogged for some unforeseen reason. This emergency spillway ties into a
grass lined swale until it reaches an 18" RCP with a flared section opening.
♦ Top of Dam: The top of dam is set at elevation 855.25 feet which is approximately
1.7 feet above the 100-year flood elevation. The total dam height measured from
the toe of the embankment on the downstream side is approximately 3.0 feet.
The following table summarizes the water surface elevations at the proposed pond for
the water quality event, 1-, 10- and 100-year floods:
Table 13: Water Surface Elevations at Provosed Pond
Water Quality
Event
1-Year Storm
(NAVD'88)
10-Year Storm
(NAVD'88)
100-Year Storm
(NAVD'88)
853.28
853.48
85350
853.52
Riser
The riser detail provided in the separately attached plan set shows the 6'x6' concrete box
to control water surface elevations inside the proposed SCM. The primary spillway was
set at elevation 853.30 feet which is the dynamic elevation calculated inside EPA SWMM
for the water quality storm event (an NRCS Type ❑ distribution with 1.0 inches of
® HAECO Facility Improvements Project Page 3-3
Stormwater Report

Section 3: Water Quality Compliance
® rainfall). The riser has a 42" diameter RCP barrel that conveys flow from the pond to a
new 48" diameter closed drainage system. This 48"diameter closed system conveys the
by-pass flows for larger storm events from the eastern side of the existing HAECO
development. An anti -floatation calculation (See Appendix H) was performed for the
pond riser resulting in a factor of safety of 1.22. This calculation ignores the friction
forces of the underlying soil and therefore a factor of safety larger than 1.22 would be
achieved in real conditions. Because this is a dry pond and water levels will rarely reach
6" above the crest of the weir therefore a factor of safety of 1.22 is acceptable.
•
Flow Splitters
Three flow splitters are proposed to divert stormwater runoff from the proposed closed
drainage system into the high flow rate bioretention pond. For water quality rainfall
event (1.0 inch of rain), 100% of the runoff generated will flow directly into the high flow
rate bioretention pond. Inside each flow splitter is a weir wall that will direct flows
generated from larger storm events into a closed by-pass pipe. The elevation of this weir
wall was calculated in EPA SWMM by iteratively adjusting the elevation of the wall
until no flow was being diverted in the water quality rainfall event.
The Splitter box located just north and west of the pond (Structure 5) will require a
special design. Flows that go over the weir wall will drop into a concrete manhole
structure and eventually into the sites main 72 inch diameter RCP. The following table
summarizes the key elevations for the three proposed concrete flow splitters:
Table 14: Summary of Flow Splitter Design
Pipe to Pond
Pipe Sizes
Pipe to Pond
Splitter ¢
Invert Elevation
Weir Wall Height
Entering Splitter
(feet NAVD1988)
(ft)
Box (in)
Diameter (in)
I (structure 20)
872.21
0.85
30"
15"
2 (structure 25)
855.10
2.75
48"
24"
3 (structure 5)
851.68
1.45
54" and 42"
30"
The separately attached design plans provide additional details on the sire and
construction of the flow splitters being used for this project.
Table 15: Flow Splitter Performance
Splitter »
Water Quality Event
10-Year Storm Event
Flow To Pond
(cfs)
Flow Around Pond
(cfs)
Flow To Pond
(cfs)
Flow Around Pond
(cfs)
1 (stricture 20)
4
0
6
17
2 (structure 25)
10
0
20
50
3(structure 5)
27
0
40
121
As shown in Table 15, approximately 67'YO of the peak flows from the larger storm events
will be diverted around the pond.
FIASCO Facility Improvements Project Page 3-4
Stormwater Report

LL
Section 3: Water Quality Compliance
Detention Time and Soil Media for High Flow Rate Bioretention Pond
Per discussions with DEQ, it was agreed that the proposed high flow rate bioretention
pond would detain the water quality event for between 10 and 40 hours. To achieve this
goal, a well -draining sand media is needed that promotes infiltration at a rate that is not
too quick (3 or 4 hours) and not too long (over 40 hours). With an assumed infiltration
rate of 10 inches per hour for this well -draining sand, a footprint was iteratively
determined until the time to drain the pond was 10 hours. This area was calculated to
be '14,563 square feet. For those areas outside the well -draining sands an infiltration
rate of 2 inches/hour was assumed. As shown in Appendix I, the combined flow rate
passing through the soil media and leaving the pond is 3.9 cfs.
For the area of well -draining sand, the construction of the high flow rate bioretention
pond will mimic the design of a PGA golf green. It is assumed that the best draining
soils that can be stockpiled from the onsite borrow area will be used for those areas
outside the well -draining sands. At a minimum this media in Zone 1 will have a
permeability of 2 inches/hour. The following is a summary of the construction for the
area of the pond that mimics the PGA golf green:
Option #1 for Zone 2 (No. 57 Stone at base)
® 12" thick base of No. 57 stone (approximately 1/4" in size)
• 4" of washed sand
• 2' of well -draining sand -soil mix (with a permeability of 10 inches/hour)
rI
L
Option #2 for Zone 2 (Pea Gravel at base)
• 12" thick base of peak gravel (100`G, passage of 3/8" sieve)
• 2' of well -draining sand -soil mix (with a permeability of 10 inches/hour)
Specifications for the two soil zones will be prepared at final design.
Channel Liner
As shown on the separately attached design plans, two shallow rip -rap lined swales are
proposed to convey runoff from small storm events to the side of the SCM with the riser.
The swales were designed to be relatively shallow (1 foot in depth) and flat in order to
promote infiltration. It was assumed that the entire pond bottom would be inundated
fairly quickly and the need to size a large swale to minimize erosion would not be
necessary. A calculation for the channel liner design is provided in Appendix J.
Maintenance and Operation Procedures
A maintenance and operation plan for the bioretention facilities has been included with
this report as Appendix K.
FIAECO Facility Improvements Project Page 3-5
Stormwater Report

® 3.2 Conclusion
C� J
Section 3: Water Quality Compliance
As shown in this report, the proposed high flow rate bioretention pond is designed to
bring the HAECO Facility Improvements project at the Piedmont -Triad International
Airport in compliance with the State's requirements for water quality as outlined in
Session Law 2012-200. By diverting runoff for the water quality rainfall event from
basins 60, 70 and 80 into the proposed SCM, the airport is providing treatment for 44.52
acres of impervious cover. As shown in this report, the proposed SCM is providing
approximately 19.51 acres more than the minimum required amount. The airport would
like to request a water quality credit to offset the need to provide or minimize treatment
with a future onsite development.
HAECO Facility Improvements Project
Stormwater Report
Page 3-6

Legend
Existing Drainage System
Proposed Pipes
Proposed BMP contours
Personal Stoned
Existing Ponds
® wetlands
Proposed Impervious Area
Apron
Hargar
Access Road
Existing Area to be Treated
Fire Suppression
Pond Diversion
0.39 acres of jurisdictional
wetlands to be filled
Existing Fire
Suppression Pond
(To Be Removed)
Flow Splilter
� High Flow Rate Media � 1
J J
Existing wetland
to be filled � _^ra,nage Area = 29 acres -
Proposed High Flow
Rate Bioretention Pond
t m Pond Invert @ 850.0'
m
G'
Flow Splitter
Riser HAECO Parking Lot
Flow Splitter Existing Wet Pond
(To Be at
Radar Road
Existing wetland
Twin 9' x 6' CMP Arches to be filled
11
Proposed Concept Plan -Appendix A 2D0 100 0 200 Feet
DDIICKSON � High Flow Rate Bioretention Pond
community Ialrptlraplare consultants Piedmont -Toad International Airport
1 inch = 200 feet
HAECO Site Development

0

Appendix B
•
CJ
Project: HAECO Facility Improvement @ PTIA, Greensboro, NC
Prepared by: D1K
Date: November 9, 2015
SWMM Input Data
EXISTING CONDITIONS SUBBASINS
SWMM Sub-
Basin ID
Pervious
RCN
Area
acres
(acres)
Area (sq. ft.)
Flow
Length
ft
Width
(ft.)
Elevation
Change (ft.)
Basin
Slope
%
V44%
10
74
77.1
3356329
3294
1019
21
0.64%
20
74
28.8
1253061
1259
995
11
0.83%
30
74
19.3
842697
1856
454
19
1.03%
40
74
4.1
180429
1027
176
12
1.12%
50
74
3.6
156421
520
301
10
1.92%
21%
60
74
1 5.2
225908
841
269
14
1.66%
1 8%
70
74
9.2
401743
1215
331
16
1.34%
1 1D0%
80
71
14.4
627272
1095
573
21
1.91%
100%
85
71
3.0
131013
338
388
36
10.65%
24%
90
74
8.9
398935
1359
286
27
1.98%
82%
100
74
19.3
840092
1465
573
9
0.58%
43%
110
74
6.1
263574
496
531
7
1.31%
29%
120
74
15.3
665778
958
695
25
2.56%
92%
130
74
4.5
195877
944
207
35
3.65%
44%
142
74
9.4
407511
707
576
35
4.95%
26%
145
74
12.2
529689
1513
350
49
3.25%
2%
240.27
PROPOSED CONDITIONS SUBBASINS
SWMM Sub-
Basin ID
Pervious
RCN
Area
(acres)
Area(sq. ft.)
Flow
Length
ft
Width
(ft.)
Elevation
Change (h.)
Basin
Slope
%
Percent
Impervious
%
10
74
77.05
3356329
3294
1019
21
0.6%
31%
20
74
28.77
1253061
1259
995
11
0.8%
34%
30
74
19.35
842697
1856
454
19
1.0%
40%
40
74
4.14
180429
1027
176
12
1.1%
4 %%
50
74
3.59
156421
520
301
30
1.9%
21%
60
74
5.19
225908
841
269
14
1.7%
8%
70
74
9.22
401743
1215
331
16
1.3%
100%
80
71
14.09
613567
1095
560
21
1.9%
100%
90
74
8.93
398935
1359
286
27
2.0%
92%
100
74
19.29
840092
1465
573
9
0.6%
43%
110
74
6.05
263574
496
531
7
1.3%
29%
120A
74
13.95
607823
1487
409
25
1.6%
85%
120B
74
2.43
105911
640
165
21
3.3%
50%
130
74
4.50
195877
944
207
35
3.7%
47%
142
74
1 9.36
407511
707
576
1 35
5.0%
32%
144-A
74
0.84
38104
143
266
0.715
0.5%
100%
144-8
74
0.86
38293
127
302
0.635
0.5%
100%
144-C
74
0.75
32703
137
239
0.685
0.5%
100%
144-D
74
0.88
38306
152
252
0.76
0.5%
100%
144-E
74
0.51
22097
175
126
0.875
0.5%
100%
144-F
74
0.47
20479
102
201
0.51
0.5%
1 100%
144-G
74
0.54
23709
108
220
0.54
0.5%
100%
144-H
74
1.74
75931
237
320
1.185
0.5%
42%
146-A
74
0.81
35111
406
86
2.03
0.5%
100%
146-8
74
1.71
74691
406
184
2.03
0.5%
100%
146-C
74
1.53
66657
406
164
2.03
0.5%
100%
146-D
74
1.99
86824
450
193
2.25
0.5%
100%
146-E
74
0.67
29025
106
274
0.53
0.5%
28%
148
74
1.08
47109
275
171
44
16.2%
10%
240.27

0
0
0

Legend
Existing Pipes
Streams
Drainage Areas
Contours
IICKSON
community infrastructure consi,ltanls
Basin 10
Basin 20
�r ' Basin 100
Basin 30
Basin 40
Basin 142 Basin 110 ��
Basin 60 Basin 60 d 4P
^h_
I
^Basin 70 e� 1 '
4 ' ♦ i%d v
9
--
s Y _ Basin 80 +j. Basin 145 Basin 120
Basin 90 aea i` Basin 86 t
c 1 B'e Basin 130
ag1
852 Drainage Area = 240.3 acres
Existing Conditions Drainage Area Map - Appendix C
Piedmont -Triad International Airport
HAECO Site Development
1� y
SEE
500 250 0 500 Feet
1 inch = 500 feet

oj, . 1
0
Iv
vl,AW�
I A.

�i
1.. F.
III 'ill'
32
—'a I
mom=
Basin 30 Basin 700At
Basin 40 ,..�MEN
Basil n 1421 ^I Basin I I "
��111111Y1MHt"filY='t''9111111p11111U�1111 -
®sue 4'
NC

117
Basin 10
Basin 142 Basin 110
Or's
Basin 50
e t:
A C
Basin 144
B D G:: IB,,,20 A
Ips11Al1Yl�la'd1IA-7'91IUIIUIIIIOI�l111 Ibor
rjolm
r L
>

0
0

Apodix G
Water Quality Volume and Stage Storage at Proposed Central High Flow Bioretention Pond
Project: HAECO Facility Improvement @ PTIA, Greensboro, NC wK
Prepared by: D1K OICKSiON
Checked by:
Date: November3,2015
Summary of Impervious
Areas
Description
Impervious Area
NO
Total Drainage
Area ac
Basin 60
0.42
5.19
Basin 70
9.22
922
Basin 80
14.D9
14.09
Basin 120
11.92
13.95
Proposed Apron
5.11
6.59
Proposed Han ar
506
5.95
Proposed Access Rd
0,32
0.66
Han ar Area Not D2inin to Pond
-1 71
-1 71
Pro Sidewalk
0.09
0.09
Total
44.52
54.03
Calculate the runoff coefficient:
Rr-0.05-0.009(la)
Rv = runoff coefficient = storm runoff (inches) / storm rainfall (inches)
la = percent impervious= impervious portion of the drainage area (ac.)/drainage area (ac.)
I, 82.40
Rv= 0.79 (in./in.)
R,., Runoff coefficient
The R,. is a measure of the site response to ra 11 11 events, and in theory is calculated as:
R, - rdp, where r and p are the volume of stomr nmofl'and storm rainfall,
respectively, expressed as inches.
The R,. for the site depends on the nature of the soils, topography. and cover. However, the
primary influence on the R, in urban areas is the urnmuit of imperviousness of the site.
hupervious area is defined as those surfaces in the laudscape that cannot infiltrate rainfall
consisting of building rooftops. pavement. sidewalks. driveways.. etc. In the equation R,
0.05 . 0.009ID. "f' represents the percentage of impervious cover expressed as a whole
number. A site that is 75% impervious would use I - 75 for the purposes of calculating R,.
Calculate the required volume to be detained for the first 1" of runoff:
Volume = (Design rainfall)(Fv)(Drainage Area)
Volume = 1" rainfall • Rv • 1/1211eatfincmesl • Drainage Area
Volume= 3.6 acre-feet
Volume= 155,260 ft3
Stage Storage Relationship v„=Y Ai+A,+ A�eA,
Stage -Storage from Contours - Proposed Detention Facility - High Flow Bloretentlon Pond
NODEINVERT
SWMM
CONTOUR DEPTH
CONTOUR INCREMENTAL
AREA VOLUME
S
ACCUMULATIVE
VOLUME
S
TOTAL
VOLUME
F
AC)
SF
GAL)
(CF
AC'F
G
CF
ACT
848.50
848.50
0.00
0.00
1
849.00
0.50
0.00
2
6
1
0.000
8
1
0.000
0%
850.00
1.50
0.00
3
19
2
0.000
24
3
0.000
0%
Pond Boilorn
$51.00
Z50
0.33
14.553
36842
4925
0.113
36 866
4.928
0.113
2%
852.00
3.50
0.56
24,328
143909
19238
0.442
180.776
24,166
0.555
8%
853.00
4.50
0.60
26,138
188715
25228
0.579
369,490
49,394
1.134
17%
854.00
5.50
0.64
28,005
202469
27066
0.621
571,959
76,480
1.755
26%
855,00
6,50
0.69
29,929
216648
28962
0.665
788,507
105,421
2.420
1 36%
856.00
7.50
0.73
31,910
231254
30914
0.710
_
1,019,862 136,336
3,130
47%
81
8.35
1415M
19612
0.448
1 1 819 155 847
3.578
54%
857.00
8.50
0.78
948
33,948
248287
32924
0.758
1,266,141 111,259
3.886
58%
858.00
9.50
0.83
36,043
382123
48409
1.111
1,628271
217,668
4.997
75%
859.00
10.50
0.88
38,196
539362
1 72102
1 1.655
12,167,834
289.770
6.662
100%
Incremental volume determined usin "conic' method as described in USACE HEC-1 manual
Pond bottom
Elevation that exceeds the water quality volume (assuming static elevation with no infiltration)

Appendix H
•
•
Riser Structure Flotation Calculation
Project: HAECO Site Development
Prepared by: DJK
Dated: 11.3.15
Invert Out Elev.
848.00
Primary Weir Elev.
853.30
Overflow Weir Elev.
853.30
Secondary Weir Hght (ft)
1.50
Secondary Weir Width (ft)
4.67
Primary Weir Fight (ft)
1.50
Primary Weir Width (ft)
4.67
Top of Box Flee,
855.30
Inside Lgth (ft) (perpendicular to flow)
4.67
Inside Width (ft)
4.67
Outside Lgth (ft) (perpendicular to flow)
6.00
Outside Width (It)
6.00
Primary weir hgth (ft) (CALCULATED)
5.30
Overflow weir hgth (ft) (CALCULATED)
5.30
Wall thickness (ft)
0.67
Top thickness (ft)
0.50
Base thickness (ft)
t25
Orifice diameter (in)
0.00
Orifice area (sq-ft)
0.00
Outlet pipe dia (in)
4200
Outlet pipe area (sq it)
9.62
Concrete weight (lbs/cu it)
146.00
Water weight (lbs/cu ft)
62.40
Probable
Str volume (cu-yd)
4.89
Str weight fibs)
19,267
Buoyant force fibs)
15,837
Resultant weight fibs)
3,430
Factor of Safety
1.22
Bearing Weight (ibs/sq ft)
535.19
3ottom of pond with regards to soil (invert of underdrain system is 848.5
99.20 Weir capacity
alc
alc
alc
alc
Design Input (Target factor of safety of 1.2)
ale
alc
Conservative Assumptions:
Buoyant force measured at top of structure lid
100-year flood depth is 8.6 feet in depth (calculation went to elevation 9.5 feet)
Weight of soil on outfall pipe not accounted for in calculation
QC Check on Calcs
Check on Volume
Inside width of box
5.67
Outsidewidthofbox
7.00
Area of inside box
32
Area of outside box
49
Height of box (below top)
4.8
Net Volume of Walls
81.D66667 cu it
Top Area of structure
49
Thickness of top
0.50
Volume of top
24.5 cu it
Volume of base
61.25 co It
Total Volume of Concrete
166.81667
Weightof Concrete
24,355
Volume of displaced water
320,95 cu it
Unit weight of water
62.4
Force of displaced water
20,027
Factor of Safety
1.22
Anti-Floatation.xls

Appfdix i
Detention Time and Design of High Flow Rate Media
Project: HAECO Facility Improvement @ PTIA, Greensboro, NC
Prepared by: DJK
Checked by:
Date: October 23, 2015
Description
Impervious Area (ac)
Total Drainage Area (ac)
Basin 60
0.4
5.2
Basin 70
9.2
9.2
Basin 80
14.1
14.1
Basin 120
11.9
14.0
Proposed Apron
5.1
6.6
Proposed Hangar
5.1
6.0
Proposedcess Rd Ac
0.3
0.7
Total
44.5
54.0
Calculate the runoff coefficient:
Rv=0.05+0.009(la)
Rv= runoff coefficient = storm runoff (inches) / storm rainfall (inches)
la= percent impervious = impervious portion of the drainage area (ac.)/drainage area (ac.)
la 82.40
Rv= 0.79 (in./in.)
Calculate the runoff volume for the water quality event (first 1" of runoff):
Volume= (Design rainfall)(Rv)(Drainage Area)
Volume = 1" rainfall : Rv • 1/12 (feewnches) • Drainage Area
Volume = 3.6 acre-feet
Volume = 155,260 W
1 3ICKSON
tumlxaprn.dax.n
Infiltration Zone and Assumed Infiltration Rates for Pond
Zone
Area (sq fit)
Assumed Infiltration Rate
(inch/hr)
Assumed Infiltration Rate
(ft/hr)
Assumed Infiltration
Rate (ft/sec)
1 (moderately draining soils)
12,403
1
2
0.2
0.000046
2 (well draining sand)
14,563
10
0.8
0.000231
Calculate Peak Flows and Drawdown Time for WQ Event
Zone 1 Peak Flow (cfs)
Zone 2 Peak Flow (cfs)
Total Flow (cfs)
Time to Drain Pond (sec)
Time to Drain Pond
(min)
Time to Drain
Pond (hours)
0.6
1 3.4
3.9
39,354
656
10.9

Project: HAECO Site Development Project, PTIA Airport
Engineer: DJK
Date: 11-3-15
Appendix J
- 66So51
Mannings Equation, Q - (A ) (1.49 - RaA J
n
36 Inch RCP on Western Side of Pond
Storm
Design
Chan Bot
Side
Side Slope
Design
Chan
Wetted
Hydraulic
Mann.
Channel
D
Calc.
Calc.
Shear
Temp.
Perm.
Event
Flow (c(s)
Width
Slope
Length
Depth
Area
Perim., Pw
Radius
"n"
Slope
Allow.
Deplh
Velocity
1
Stress
Liner
Liner
10-Year
30
3
3
6.3
2
18
16
1.2
0.040
0.002
32
1.9
1.8
0.2
Straw w/ net
Class A
1-Year
9
3
5
5.1
1
8
13
0.6
1 0.040
0.002
1 9
1 1.0
1.2
0.1
Straw w/ net
Class A
24 Inch RCP on Eastern Side of Pond
Storm
I Design
I Chan Boll
Side
ISIde Slope
I Design
I Chan
I Wetted
I Hydraulic
I Mann
I Channeil
Q
I Calc.
I Calc.
I Shear
I Temp.
I Perm.
Event
Flow (cfs)
Wdth
Slope
Len th
Depth
Area
Perim., Pw
Radius
"n"
Slope
Allow.
Depth
Velocity
Stress
Liner
Liner
10-Year
26
3
3
6.3
2
18
16
1.2
0.040
0.002
33
1.9
1.8
0.2
Straw w/ net
I Class A
1-Year
9
3
5
5.1
1
1 8
13
0.6
1 0.040
0.002
1 9
1.0
1.2
0.1
1 Straw w/ net
I Class A
Shear .Stress, T = vds
T = shear stress in lb/sq. ft.
y = unit weight of water, 62.4 lb/cu. ft.
d = flow depth in ft.
s = channel slope in ft./ft.
Notes:
Side slope = horiz./vert.
TemporaryLinerS
Allow Shea6tress
Material
Ilbrsgfl
racked Mulch
0.35
ute Ne
0.45
ltraw w/ Nor
1,45
lytheicMat
2.00
'IassA
1.25
'IasaB
200
'lass)
3,40
]Iassll
4.50
Material
FlaeSandlnonw18all)
Send Loam(noncol Iidl )
SiltLoam(n oncol lisil )
OrdinaryFirm Loam
FineGravel
Stiff Clay(verycollidel )
Greded.Silt toCobbles
Depth and Velocity calculated using AutoCAD's Hydroflow Express
Man Pernissibk Velociry(il/s)
2.5
2.5
3.0
3.5
5.0
50
50
Max. Allow. Design V for Vegetative Channels
Channelslope Soil
Gress Lining
Permssibh \'1is1
0-5% Sands/Silt
Berrrods
5o
Tall Fescue
4.5
KY Bluegrass
4.5
Gress-legumemx
3.5
Clay Mixes
Bemuda
6.0
Tall Fescue
5 5
KY Bluegrass
55
(inss-legur¢ma
4.5
5-10% sands/Silt
Bemuda
43
Tall Fescue
4.0
KY Bluegrass
4.0
Grass-legurremx
3.0
Clay Mines
Bemuda
55
Tall Fescue
5.0
KY Bluegrass
5.0
Gmss-legumerria
35

•
•
Permit Number:
(to be provided by DEMLR)
Drainage Area Number:
High Flow Rate Bioretention Pond
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area of the high flow rate bioretention pond will be carefully
managed to reduce the sediment load to the sand filter.
— Once a year, sand media will be skimmed.
— The sand filter media will be replaced whenever it fails to function properly after
maintenance.
The high flow rate bioretention pond will be inspected once a quarter and within 24
hours after every storm event greater than 1.0 inches. Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash debris is present.
Remove the trash debris.
The grass filter strip or
Areas of bare soil and/or
Regrade the soil if necessary to
other pretreatment area
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment has accumulated to
Search for the source of the
a depth of greater than six
sediment and remedy the problem if
inches.
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
The flow diversion
The structure is clogged.
Unclog the conveyance and dispose
structure (if applicable)
of any sediment off -site.
The structure is damaged.
Make any necessary repairs or
replace if damage is too large for
repair.
High Flow Rate Bioretention Pond O&M
Page 1 of 3

Permit Number:
(to be provided by DEMLR)
•
•
•
BMP element
Potential probIenr
How I will remediate theproblem:
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining mulch and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Check to see if the collection system
clogged with sediment. Water
is clogged and flush if necessary. If
is ponding on the surface for
water still ponds, remove the top
more than 24 hours after a
few inches of the filter bed material
storm.
and replace. If water still ponds,
then consult an expert.
Outlet device
Clogging has occurred.
Clean out the outlet device and
dispose sediment in a location that
will not impact a stream or the
BMP.
The outlet device is damaged.
Repair the outlet device.
The observation well(s)
The water table is within one
Contact DEMLR Stormwater
foot of the bottom of the
Permitting staff immediately at
system for a period of three
919-707-9220.
consecutive months.
The outflow pipe is clogged.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
The outflow pipe is damaged.
Repair or replace the pipe.
The emergency overflow
Erosion or other signs of
The emergency overflow berm will
berm
damage have occurred at the
be repaired or replaced if beyond
outlet.
repair.
The receiving water
Erosion or other signs of
Contact the N.C. Division of Water
damage have occurred at the
Resources 401 Certification Program
outlet.
staff at 919-707-8789.
High Flow Rate Bioretention Pond O&M
Page 2 of 3

Permit Number:
(to be provided by DEMLR)
•
•
•
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DEMLR of
any problems with the system or prior to any changes to the system or responsible party.
Project name: HAECO Site Development Project
BMP drainage area number:
Print name:
Date:
Note: The legally responsible party should not be a homeowners association unless
more than 50% of the lots have been sold and a resident of the subdivision has
been named the president.
I,
County of
a Notary Public for the State of
do hereby certify that
personally appeared before me this
day of , , and acknowledge the due execution of the
forgoing high flow rate bioretention pond maintenance requirements. Witness my hand
and official seal,
SEAL
My commission
High Flow Rate Bioretention Pond O&M
Page 3 of 3

Randall, Mike
From:
Homewood, Sue
Sent:
Thursday, March 24, 2016 1:04 PM
To:
Randall, Mike
Cc:
Higgins, Karen
Subject:
FW: DRAFT Haeco
Mike,
I believe that you spoke with Jason recently. I can address all of these items except for the one I've highlighted
below. Since they are adding more BUA to the BMP, I'd like to make sure you, as the primary BMP reviewer, have
reviewed it again. I explained to him that with any BMP an addition of more BUA would be cause for re -review. Is this
something you can do for us? Please let me know if not, or let me know your comments after review.
Thanks,
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
[e-mail]
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
N:. !'/Nothing Compares -
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Jason Kennedy [mailto:[e-mail]]
Sent: Thursday, March 24, 2016 11:57 AM
To: Homewood, Sue <[e-mail]>; Darling, Richard <[e-mail]>
Cc: [e-mail]; Lisa Elmore <[e-mail]>; Kimberly Hodges <[e-mail]>; Paul Smith
<[e-mail]>; Randall, Mike <[e-mail]>
Subject: RE: DRAFT Haeco
Sue,
Good afternoon. Thank you for taking the time to discuss this with me over the phone yesterday. As we discussed, I
believe there has been a misunderstanding regarding the proposed permit language under condition number 4a. The
below email is lengthy but I believe it will be helpful in walking us through the needed clarifications regarding the permit
language and our recently revised report.
Draft PermitLanauaRe

The text that was proposed does not reflect the stormwater plan that was outlined in our submitted report and
plans. The proposed text reads:
The high flow rate bioretention pond shall treat a total of 24.61 acres of existing and proposed built
upon area. The approved high flow rate bioretention pond is proposed to treat a maximum built
upon area of 44.52 acres. In the event that Piedmont Triad Airport Authority proposes to direct new
stormwater from additional built upon areas beyond the proposed 24.61 acres they shall first submit
and receive approval for a revised stormwater management plan by the Division. An analysis of the
existing function and compliance of high flow rate bioretention pond shall be included in any request
for a revised stormwater management plan. (15A NCAC 02H .0506(b)(5)]
I understand this text to say that the bio-retention area is being built with additional capacity so that future built upon
area may be routed to it at a later date . Our report does not propose this condition. Instead, the proposed bio-
retention area is designed for its ultimate condition and there are no plans at this time to direct additional stormwater
flow from future project areas. The summary statement found in the introduction section of our report dated
November 2015 reads as follows:
"As outlined in this report, the proposed SCM will provide water quality treatment for a total of 44.52 acres of
impervious cover which exceeds the minimum required for treatment (24.61 acres). As a result, the airport is
formally requesting water quality treatment credits to offset a site development project in the future with up to
19.91 acres of impervious surface. The following table summarizes the water quality treatment credits being
requested:"
Table 1: Summary of Area Required for Treatment
Location
Impervious Cover (acres)
Proposed Hangar
5.06
Proposed Apron
5.11
Proposed Access Route
0.32
Proposed Sidewalk
0.09
Existing HAECO Site (Wet Pond)
14.03
TOTAL = 24.61 acres
The report states that the area required to receive water quality treatment is 24.61 acres which consist of the existing
site treated by the wet pond and the proposed new impervious. Our stormwater management plan will treat 44.52
acres by also bringing in impervious areas which currently is not treated by a stormwater control measure. With this
clarification in mind, I recommend a rewording of the permit language. This recommended revision is not a change in
our approach, but is intended to make sure the permit correctly represents the stormwater plan that we are
proposing. Proposed revised language would read:
The high flow rate bioretention pond shall treat a total of 2464 44.52 acres of existing and
proposed built upon area. The approved high flow rate bioretention pond is proposed to treat a
maximum built upon area of 44.52 acres. In the event that Piedmont Triad Airport Authority
proposes to direct new stormwater from additional built upon areas beyond the proposed 2.4 64
4452 acres they shall first submit and receive approval for a revised stormwater management
plan by the Division. An analysis of the existing function and compliance of high flow rate
bioretention pond shall be included in any request for a revised stormwater management plan.
[15A NCAC 02H .0506(b)(5)]

Report Revision
With regard to the report revisions dated 3-9-16. These revisions are very minor in nature and consist of two elements.
1) Evaluation of downstream channel stability. Asa result of your correspondence with Dave Kiker regarding
downstream channel stability, the report text was amended and a memorandum was completed and
submitted via email to you on February 24th. This memo documents that the proposed shear stresses and
velocities at the downstream receiving channel are within the permissible shear stress and velocity
ranges. This memo has been added to our report as Appendix F.
2I Minor Drainage Area revisions. The revised report also includes minor revisions to the contributing
drainage areas of the bio-retention area. This change shows that we will actually be able to capture and
treat an additional 9.05 acres with the bio-retention area. This additional area is captured from two
locations, 1) additional roof area from the proposed Hangar, originally thought unable to be directed to the
bio-retention and 2) Basin 90 (existing Hangar and parking) which will now also be directed to the bio-
retention. In November 2015, best available data showed that Basin 90 drained directly to Radar Road and
could not be directed to the bio-retention area. Upon further review of as -built data and additional field
survey, we have confirmed that this area will be directed to the bio-retention.
I have prepared the table below to summarize this revision of drainage areas:
HAECO Facility Improvements - 401 Water Quality Cert. Report
Bio-retention area Contributing Drainage Area Revision Summary
3/23/2016
Description: This table summarizes the revisions to contributing drainage areas which drain to the proposed bio-
retention area as documented in the 401 Water Quality Certification report dated November 2015 and revised March
2016.
Location
November 2015 Report
Impervious Cover (Acres)
Report
Revised
3/9/2016
Drainage
Area
Change
Reason For
Change
Proposed Hangar
3.35
5.06
1.71
See note 1
Proposed Apron
5.11
5.11
0
n/a
Proposed Fire Access Road
0.32
0.32
0
n/a
Proposed Side Walk
0.09
0.09
0
n/a
Existing HAECO Site to the East
11.92
11.92
0
n/a
Sub -Basin 60
0.42
0.42
0
n/a
Sub -Basin 70
9.22
9.22
0
n/a
Sub -Basin 80
14.09
14.09
0
n/a
Sub -Basin 90
0
1 7.34
7.34
see note 2
Totals
1 44.52
1 53.57
1 9.05
1. Proposed Drainage System has been updated to capture all of the Hangar Roof and direct to the Bio-retention area
2. Review of Existing Facility As -built and additional field survey confirmed that Basin 90 will also be directed to the
Bio-retention area
We request that these changes be considered minor clarifications and allowed without another formal technical
review. These are the only changes associated with the March report revision. No changes regarding the overall
approach or stormwater management plan are proposed in this revision. The sizing of the proposed bio-retention area
has been evaluated to ensure the design criteria outlined in section 3.1.2 of our report will be met with the larger
drainage area. A PDF of the revised report may be downloaded at the following link. All of the revised elements in
the report are shown in red text help expedite your review.

https://transfer.wkdickson.com/message/3G58kk6tcOlCeGkvIGeiAo
Permit Text — update to reflect the revised Report
Finally, by applying the report revisions to the recommended permit text revision, the revised text should read as
follows:
The high flow rate bioretention pond shall treat a total of 24 91 5357 acres of existing and
proposed built upon area. The approved high flow rate bioretention pond is proposed to treat a
maximum built upon area of 44 q� 53.57 acres. In the event that Piedmont Triad Airport
Authority proposes to direct new stormwater from additional built upon areas beyond the
proposed 24 64 53.57 acres they shall first submit and receive approval for a revised stormwater
management plan by the Division. An analysis of the existing function and compliance of high
flow rate bioretention pond shall be included in any request for a revised stormwater
management plan. [15A NCAC 02H .0506(b)(5)]
Requested water quality credits
We do not wish to delay permit approval to discuss the consideration of Water Quality credits.
I hope this email is helpful and can keep us on track for the permit issuance in the next few days. I will make myself
available for phone calls or meetings as needed to assist with the final approval.
Thanks again for all your help,
Jason
Jason P. Kennedy, P.E.
INK Dickson & Co., Inc.
720 Corporate Center Drive
Raleigh, NC 27607
Office:919-782-0495
Direct: 919-256-5615
Mobile: [phone]
Email: ikennedvCWwkdickson.com
www.wkdickson.com
Connect with us:
Facebook I Twitter I Linkedin

�DICKSON
community Infrastructure consultants
Drainage Area Map
Piedmont -Triad International Airport
HAECO Site Development
500 250 0 500 Fez!
1 inch = 500 feet

is Ar
ICKSON
M E E T I N G AGENDA community Infrastructure consultants
720 Corporate Center Drive, Raleigh, North Carolina 27607 919.782.0495
Piedmont Triad International Airport
HAECO Facility Improvements
WK Dickson Project # 20150125.00.RA
October 14, 2015
1:00 pm Meeting at Archdale Building
Meeting Attendees
Mike Randall — NCDEQ
Boyd Devane — NCDEQ
David Kiker — WK Dickson
Jason Kennedy — WK Dickson
Agenda
1. Session Law 2012-200 and Need to Meet— Kiker
Clarify water quality requirements for new development and replacement of
existing WQ BMP
Clarify pre -vs -post requirements
2. Overview of Existing HAECO Site— Kiker
Open channel and contributing flows/drainage areas/pipe sizes
i Airport landuse
Downstream road and downstream Harris Teeter site
3. Overview of Proposed HAECO Site —Kiker
i Fill site to tie in grades to the existing hangars and aprons
Open channel to be piped (Michael Baker preparing mitigation plan)
" Eliminate existing fire suppression pond and existing wet pond.

I in
Future stormwater control measure (SCM) to include fire suppression measures.
Frequency of activation for fire suppression chemicals, valves to disconnect from
main system, biodegradable chemicals.
4. Water quality requirements — Water quality requirements with consideration of
removal of the existing wet pond — Randall/Devane
5. Pre -vs -post for 1-year water quantity detention requirements— Randall/Devane
6. Summary of preliminary stormwater modeling (pre -vs -post for quantity control) —
Kiker
Proposed central dry pond
Diversion of existing pipes into dry pond
High Flow rate media near outfall with underdrain
1-year pre -vs -post summary
Use wooded/grassed condition for pre -project conditions
Capacity of downstream drainage system and open channel
7. Level of detail for 30%, design plans (hangar and apron drainage systems, profiles,
erosion control plans).

VICINITY MAP
HAECO FACILITY IMPROVEMENTS
FOR
IINN NOV 302015
PIEDMONT TRIAD INTERNATIONAL AIRPORT (PTI)
8111 r
Know what's below.
Call before you mg
I
GREENSBORO, NORTH CAROLINA
NOV. 2015
WK DICKSON PROJ. NO. 20150125.00.RA
30% PERMIT SUBMITTAL
F
p T1
NEDMONT TRIAD AIRPORT AUTHORITY
FbWK
ovil"bICKSON
community infrastructure consultants
v
INDEX OF DRAWINGS
CO
COK k INDEX SHEET
CI
GENERAL NOTES & CONSTRUCTON SEQUENCING
C2
MSTING CWDIPONS k DEMWTON PLAN
C3
EASTNG CONDITONS k DEMWTON PLAN
CA
PROPOSED SITE PLAN
CS
PROPOSED SITE PLAN
C6
STORM SE PROAUS
C7
STORM SEMER PRMI-ES
CS
STORM SEMER PRORIES
C9
STORM SEVER PROALES
CIO
DETAILS
C11
DETAILS
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FACIUTY
(IMPROVEMENTS
OWNER aR CLIENT:
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PIAN ICY.
BUSTING CONDITIONS
& DEMOLITION PLAN
QOMWING NCMB2R:
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REV. RECORD:
Bt I . I ECOMO 'I"M
PROJECT NAME.
HAECO
FAcwry
IMPROVEMENTS
OWNERORCIIl
PIEDMONT TRIAD
INTERNATIONAL
AIRPORT (PTI)
DMWiNG TIRE'
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I r.:A

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LEGEND j
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DRAM av: FLBMRII
BY I Mm I CFSLPoFIION
PROJECT NAME:
HAECO
FACILITY
IMPROVEMENTS
OWNER OR WE
PlA KEY:
DRAWING
PROPOSED SfTE Pl P
RDI MTE: IIAI 11

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DRAWN BY, RC&YNI
REV. RECORD:
BY I DAM I [FSLRPfgY
PROJECT NAME:
HAECO
FACILITY
IMPROVEMENTS
PIEDMONT TRIAD
INTERNATIONAL
AIRPORT (PTI)
oRAvnNc rrttE
PROPOSED SITE PLAN I
C5
ROT DATE: 11113=15

- �—
-i
-_--I� -
tl03E�
895
895-
_ Z
1 r
{
-'
_
$
H I '-
-_
L- - DEPTH/SIZE TO BE COORDINATED
l ( 1-_
- 3�i -1-
— -'
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1 -
_ 1 Eu
_ -- c' e� m g -- i _� I
j
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I
1 1
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PROPOSED GRADE -I::
-
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+mj L.
1
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p
3
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+
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PROPOSED 42I
PROEILj=
.. -
1
g
870
'. $
.
_ !' - STORM
I SEE SiIXiMPROFlLE C
TOR
-- 1 t
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_- H STORY --_;
-- _ 1
-
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J
-
865
-_-
—
F - I
r ; ED 15 (STRUC
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19 IB
PRORIE Or�
-
-
ROPOSED JD (STRULNRE
1ll -- T ySEE STORM J-.=1-
12 8) y - -__-
F- -_ ' EXISDNG.GRADE r-
865
No
-r 4
-'
- - I '.•
-'SEE
1
_ + 1 -� EYJSANC GRADE '-'
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IPRCRLE
y I R 50
STAR PROFlEE L
I
_ __ -, RWOSEN
SEE
STORM PROF1lE
G -'__
I
L -.
1
_
-
855
SF£ STORM�PROFiE N
_ I
- 'I - _�. J
_
855
/
OPOSED 4g
850
-:.
-
305 1i
-
--
P O O 50%
845
_
2PRORlE
-
__ _ y
- / 534 V
- PROPOSED
- 1 1 U- OE 7Y:RCP
O 10]%-
I - 1
i
I'
5
SEEOPOSED
PROPOSED
RCP-O 1 O8, -
+
-
1 R SEO 5
1 'I
-
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840
ppOEED O
A.6T%
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835-
E%ISANG 1
1 QE ]4 RCP
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STORM'
PRORIE E -- _ _. I--'+
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.:.-.-
828
828
I
f
-0+50 0+00 0+50 1+00 1+50
2+00 2+50
3+00 3+50 4+00
4+50
5+00 5+50 6+00 6+50 7+00
7+50 8+00 8+50 9+00 9+50
10+00 10+50 11+00 11+50 12+00
STORM PROFILE A
NOTE:
L]B Rdry S TTEN SIVOgbH! OETMLS 4E L TAIL
I pp G m
Nm+gObm
g 900 900
900 I 900 905 - ip -o' ___.. 905 u
> 895 895
t _
goo- 900
890 - �y $ i- - - _.. r,-'-
_ 895 1 895 a PROPOSED.GRADE
885 __ __� - - 885 885 .00m i._ aT _ ._ : - 885
- _ 89 V.-
o $sg$
880 1 No I --"3- « I �'� ' $ m 880 Ca b
,- -. - 885 ': , { � m BB5 _ -
875 '- ) `_ - EXISTWG GRADE -- 8I5 PROPOSED GRADE ^d w� e7s ---'- �-' - k� m 67s
-PROPOSED CAADE' I- _ i 880 1 '� �Gp -_>_ BBD { -� « 1 - O+$pO
..
865
- 1 - - _ �_ "___
865
w a�
I
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U
NO
860
N O .y n tic 1 i
N
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855
m ly f'$ _ _
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855
850
845`ROPOSEo-.
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I
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840
_
-- sLSIOW 3RGFLLE A
840
_
PROPOSE➢ 55 LF
-
_.-' 6.ISS'r=
835
.-�} 1 1 -�1_I �.OF_24_RI�FTO
8355
ROPosED 15
830
-;- by PRQpO5E0_'1.40 IF SEE -STORM PRORLE M -1
rCF :--
830
828
:- - RCP-O v7z :.. '
828
-0+50
I
0+00 0+50 1+00 1+50 2+00 2+50 3+00
STORM PROFILE B
00
\� I EXISANG GRADE
ICI
RO 3 N ROPOSED 72'
30 i L SEE.STORY PR gGpA
35
-0+50 0+00 0+50 1+00
STORM PROFILE C
865
--r'�m - -
865
860
ggp .
_E0 855
O 850
j
S-SEE:STORM
gIE
I-
PRWU S
,SEE"STORM P
F
845
840
T -'
+
840
PROPOSED 86 lF, ', PROPOSED 195 VT t
--
�
.'�-O 4B RCP O O50R OF_4H ozm
835
,_
.RCP.O
PROPOSEOi2 _ _ -__
_ .1-_
835
i'
;SEEsTIXtA PROFlLE A
_
830.
-.. OPOSED- 2
•.�- `'EE"sTGRM-PRORIFA
828
828
-0+50
0+00
0+50 1+00 1+50 2+00 2+50
3+00 3+50
STORM PROFILE D
I
<_
. 6R T1
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� 10 n
1 Vp[[YLL
TrynyrWm i WMeBwva
Uls: pmY4nen ♦ [iarnYa
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REV. REMBID.
W I RATB IoESdN N
PROJECT NAME:
HAECO
FACILITY
IMPROVEMENTS
OWNER OR CUEM:
PIEDMONT TRIAD
INTERNATIONAL
A IDDn CIT mrl\
PLAN K
DRAWNG TRTE:
STORM SEWER
PROFILES
ORAW GWIVIMR:
C6
PIDT DATE: lllld'AI$

PR
SEE STORM PROFIOPOSED
T
M
Y ! - Trl
585
i
575
----+
- -� - -_
875
570
ijs
$70
gym.
565
3 _ - �_ ; - -
ess
12 r i - * j m+ a"T--+-
960
955
855
I-
to s
PROPOSED GRADE; I h E_
i =
BSD
B45
E%ISTNC CRPDE I —J _
845
840
840
I. I
-� -r--t-- --1 -
-
D
��- PROPOSED 281 lF I
835
535
-i- a-
r Oi 16" RCP * 594x I '
OP D 72-T
830
L _ ..SEfSTORM
B28
828
-0+50
0+00
O+SO
1+UU
1+SU Z+UU
2+DD
J+UU
J+>u
STORM
PROFILE E
B
900
I•. "- -J - - -
9a
895
T - -
77
890
885
88'.
880
-i s : - --'
88
P� g
875
-_ :m ---
87.
0
'L�ao,�j,
870
-- :
87
'-" ::�� _ J. :
865
- _
86
860
PROPOSED_GRADE
86
IGRADE-
855
- - -� E)nTUgG
85
850
- - I - - -
85
845
840
PROPOSED 56 LF �_ ._ -
OF
24 RCP O 6 B7x
835
p'i I i:- PROPOSED 48'.
SEE STORM PROFILE
0
_ _ L
-0+50
0+00 0+50 1+00 1+50
STORM PROFILE F
880
'^
'�S
!; z x .z_
- -_
noiw+
_-+-`--
875
-
> > 1
OPOSm
2"
'! SEE -STORM
PROFILE
870
m �'
- +
J - =
870
865
PROPOSED
JI
T_
1 SEE STOR4
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PROFILE L
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APT/
PIEDMONT TRIAD AIRPORT AUTHORITY
November 24, 2015
U.S. Army Corps of Etiginjers,--"'
Wilmington District
Raleigh Regulatory Field Office
3331 Heritage Trade Dr., Suite 105
Wake Forest, NC 27587
Attention: Mr. David Bailey
20151229
NOV 3 0 2015
NC Department of Environmental Quality
Division of Water Resources
401 & Buffer Permitting Unit
512 N. Salisbury St., 9'" Floor
Raleigh, NC 27604
Ms. Karen Higgins
Subject: Application for Section 404 Individual Permit, Section 401 Water Quality
Certification, and Jordan Buffer Allowance for IiAECO Facility Improvements
at Piedmont Triad International Airport, Guilford County
The Piedmont Triad Airport Authority (PTAA) hereby applies for Individual Permit and Water
Quality Certification under Sections 404 and 401 of the Clean Water Act and
15A NCAC 2H .0500 and Jordan Buffer Allowance under 15A NCAC 2B .0267 for unavoidable
impacts to jurisdictional Waters of the United States for improvements to the Timco Aviation
Services dba Haeco Airframe Services (HAECO) tenant facility at the Piedmont Triad
International Airport (PTIA). This project was addressed in a short form Environmental
Assessment (EA) pending a Finding of No Significant Impact (FONSI) by the Federal Aviation
Administration (FAA), consistent with the National Environmental Policy Act (NEPA).
Jurisdictional resources within the project area have been verified (SAW-2015-00920) by the
United States Army Corps of Engineers (USACE) and the North Carolina Department of
Environmental Quality (NCDEQ) Division of Water Resources (DWR).
The existing HAECO facility is a purpose-built facility complex for aircraft base maintenance,
located on approximately 112 acres Southeast of PTIA Runway 5R/23L, between the Cessna
Citation Service Center (to the Southwest) and the Honda Aircraft Company World Headquarters
(to the Northeast). The complex includes three wide -body hangars (Hangars I -III) as well as a
fourth (Hangar IV) for narrow body aircraft. The hangars are complemented with 60 acres of ramp
parking space to accommodate HAECO's commercial, government, military, and other private
aircraft owners and operators. The facility complex also includes corporate and customer offices;
an on -site training center; shipping and receiving; and HAECO's engineering design, integration,
and manufacturing division.
1000A Ted Johnson Parkway • Greensboro, North Carolina 27409 • Phone: [phone] Fax: 336.665,1425

Mr. David Dailey and Ms. Karen Higgins
November 24, 2015
Page 2 of 7
Proposed Project
The proposed HAECO Facility Improvements include site preparation of approximately 16 acres
of Airport land to be added to the existing 1-IAEC0 facility for aviation -related development,
including clearing, grading, fill, and excavation for:
1. Expansion of the existing concrete apron by approximately 204,600 sq. ft., with engine
run-up pad and 21,200 sq. ft. connector throat to an existing Taxiway M connector (the
connector throat will also link the two sides of the HAECO complex);
2. Construction of an approximately 177,400 sq. ft. two -bay wide -body aircraft maintenance
hangar;
3. Construction of an approximately 3 3,8 10 sq. ft. support annex;
4. Construction of a new fire/water provision and expansion of the existing hazardous
materials (HazMat) facility;
5. Addition of vehicle and pedestrian access and fire lanes.
Extension of utilities to the new structures including communications, electrical, natural gas,
water, and sanitary sewer (land disturbance for utility extensions are anticipated to be within the
proposed project grading limits and will not impact additional special resources). Stormwater
management and off -site mitigation for unavoidable wetland and stream impacts are also
anticipated.
Project Purpose and Need
The proposed improvements would address the need to service two wide-bodied aircraft
simultaneously by providing movement and hangar space. HAECO requires the capacity to
service wide-bodied aircraft to meet current demand and to integrate its US operations with its
international business of maintaining wide-bodied aircraft. These improvements will also provide
a needed connection between the two sides of the existing HAECO complex to allow for
movement of vehicles, supplies and equipment from one side to the other without having to cross
airport taxiways or to depart and reenter secured areas for travel along public roads. The project
would increase operational capabilities and improve efficiency at HAECO's PTIA, facility.
Affected Environment
The proposed project is located entirely within the existing airport property. The HAECO facility
is bounded by the PTIA Air Operations Area (AOA) to the Northwest, by Radar Road to the
Southeast and by additional jurisdictional resources (wetlands and streams) then adjacent PTIA
tenants to the Southwest and Northeast. The location is predominantly developed (aprons,
taxiways, parking, hangars, buildings, and other structures) with maintained in -field lawns and
stormwater/fire management ponds. The project area is located between the HAECO Hangars I -
III complex to the Southwest and the Hangar IV complex to the Northeast. This approximately
16-acre site includes nearly 11 forested acres with 1,601 linear feet unnamed perennial stream
tributaries to Horsepen Creek and 0.81 acres abutting riparian wetlands.
Alternatives to the Project
During early project planning, consideration was given to locating the proposed new hangar
adjacent to HAECO Maintenance Hangar I, at the southwest end of the HAECO facility, but this
alternative would have required removal and replacement of the fire suppression system for
existing Hangars I -III and would have reduced employee parking for those hangars. This

Mr. David Bailey and Ms. Karen Higgins
November24, 2015
Page 3 of 7
alternative involved significant relocation of utilities and complicated employee access. This
alternative does not satisfy the purpose and need for the project and was not carried forward.
There are no reasonable actions, other titan the preferred alternative, that feasibly substitute for the
proposed project. The project, requiring specific dimensions and orientation of components, must
be located at the existing HAECO facility, at the area available between existing Hangars III and
IV. Locating the project on the northeast side of Hangar IV would eliminate some of the essential
facility parking and fail to connect the Hangar IV facility with the rest of the HAECO complex.
Locating the project on a site that is not contiguous with the existing HAECO facility would also
fail to provide the necessary internal connection between the HAECO hangars and result in
duplication of utilities, storm water management controls and other support facilities that are
capable of serving an integrated facility.
For a "No -Action / No -Permit" alternative, HAECO would have to continue routing aircraft and
vehicular traffic on airport taxiways or through security and along public roads in order to traverse
from one side of its existing complex to the other. HAECO would be required to explore other
sites, other airports, and/or construct entirely new facilities in order to address its operational need
to service wide-bodied aircraft.
The preferred alternative is the only reasonable alternative that meets the project purpose and need.
Due to the limited available space and location of streams and wetlands on both sides of and in the
middle of the IIAECO property, there is no project alternative which does not impact jurisdictional
resources. Minimization of project impacts by decreasing the size of the proposed hanger is not
possible because it is sized for the wide-bodied aircraft specified by the project need and purpose,
and the size of the aircraft ramp cannot be reduced without sacrificing maneuvering space that is
required by aircraft entering and exiting from the hangar or without eliminating the connector
throat to Hangar IV. Retaining walls to minimize the side slopes would not reduce stream and
wetlands impacts since it is the hangar structure itself, and the ramp pavement, that overlap the
stream and wetland sites rather than the side slopes.
Minimization of Impacts
Based on the limited space at the HAECO facility, constraints of the site (jurisdictional resources
on both sides and in the middle of the facility), and lack of practicable alternatives; it is anticipated
that 1,601 linear feet perennial channel and 0.81 acres abutting wetlands will be impacted by the
proposed project. PTAA will minimize potential unavoidable adverse effects of the Project
consistent with FAA requirements and Section 404(b)(1) guidelines to the extent possible as
follows:
• Construction of stream culverts will minimize smothering of organisms by utilizing
"pump -around"; minimize construction time; control turbidity through adherence to the
Erosion and Sedimentation Control (E&SC) Plan; avoid unnecessary discharge; prevent
creation of standing water; and prevent drainage of wet areas.
• During construction, physiochemical conditions will be maintained and potency and
availability of pollutants will be reduced; material to be discharged will be limited;
treatment substances may be added if necessary; chemical flocculants may be utilized to
enhance the deposition of suspended particulates in appropriate disposal areas.
• The effects of dredged or fill material may be controlled by selecting discharge methods
and disposal sites where the potential for erosion, slumping or leaching of materials into

Mr. David Bailey and Ms. Karen Higgins
November 24, 2015
Page 4 of 7
the surrounding aquatic ecosystem will be reduced. These methods include using
containment levees, sediment basins, and cover crops to reduce erosion.
• Discharge effects will also be controlled by containing discharged material properly to
prevent point and nonpoint sources of pollution; and timing the discharge to minimize
impact, for instance during periods of unusual high water flows.
• The effects of a discharge will be minimized by the manner in which it is dispersed, such
as, where environmentally desirable, orienting dredged/fill material to minimize
undesirable obstruction to the surface water or natural flow, and utilizing natural contours
to minimize the size of the fill; using silt screens or other appropriate methods to confine
suspended particulates/turbidity to a small area where settling or removal can occur;
selecting sites or managing discharges to confine and minimize the release of suspended
particulates to give decreased turbidity levels and to maintain light penetration for
organisms; and setting limitations on the amount of material to be discharged per unit of
time or volume of receiving water.
• Discharge technology will be adapted to the needs of the site. The applicant will consider
using appropriate equipment or machinery, including protective devices, and the use of
such equipment in activities related to the discharge of dredged or fill material; employing
appropriate maintenance and operation on equipment or machinery, including adequate
training, staffing, and working procedures; using machinery and techniques that are
especially designed to reduce damage to streams; designing access roads and channel
spanning structures using culverts, open channels, and diversions that will pass both low
and high water flows, accommodate fluctuating water levels, and maintain circulation and
faunal movement; employing appropriate machinery and methods of transport of the
material for discharge.
• Minimization of adverse effects on populations of plants and animals will be achieved by
minimizing changes in water flow patterns which would interfere with the movement of
animals; managing discharges to avoid creating habitat conducive to the development of
undesirable airport wildlife hazards; avoiding sites having unique habitat or other value,
including habitat of threatened or endangered species; using planning and construction
practices to institute habitat development and restoration to produce a new or modified
environmental state of higher ecological value by displacement of some or all of the
existing environmental characteristics; timing discharge to avoid spawning or migration
seasons and other biologically critical time periods; and avoiding the destruction of
remnant natural sites within areas already affected by development.
Compensatory Mitigation
As of November 1, 2015, there are no available USACE or NCDEQ approved mitigation bank
stream (SMU) or wetland (WMU) credits available for the Cape Fear 02 Hydrologic Unit
(HUC 03030002) https://ribits.usace.army.mil/, httn:Hportal.ncdenr.org/c/document library/.
Compensation for unavoidable impacts to perennial stream channels and riparian wetlands will be
provided off -site by the North Carolina Division of Mitigation Services (NCDMS). An In -Lieu
Fee Request Form is being submitted to NCDMS and payment is pending approval by USACE
and DWR.

Mr. David Dailey and Ms. Karen Biggins
November 24, 2015
Page 5 of 7
Cumulative Impacts
No cumulative project environmental effects are anticipated: Past projects have included the
nearby Honda MRO and Connector Road and the extension of Taxiway M. Only the Connector
Road project involved quantifiable impacts (Nationwide 404/401 Permit and minor buffer variance
for stream crossing). Future projects are the Cross -Field Taxiway and Northwest Development
Site on the opposite side of the Airport in the Brush Creek rather than Horsepen Creek Sub -basin,
and North Carolina Department of Transportation (NCDOT) roadway improvement projects in the
project vicinity (1 73 Connector, US 220/NC 68 Connector, 1840, widening US 220, and widening
Market Street). No significant environmental impacts have been determined for these projects.
Cumulatively, the HAECO Facility Improvements would not add significant impacts, rather, the
roadway improvements anticipate such development at PTIA.
Fish and Wildlife
As of March 25, 2015 the US Fish & Wildlife Service (USFWS) lists Small Whorled Pogonia
(endangered) as the only protected species for Guilford County. The project is anticipated to have
No Effect on this species - suitable habitat is not present at the project site and review of Natural
Heritage Program (NCNHP) records indicated no known occurrences within 1 mile. No water
body large enough and sufficiently open to be considered a potential feeding source for Bald Eagle
(Bald & Golden Eagle Protection Act) is located within 1.13 miles of the project and there are no
known occurrences of this species within 1 mile of the project. No Federal Candidate species are
listed for Guilford County and there are no State -listed endangered or threatened species known
to occur within I mile of the project.
Approximately 4.95 acres of Piedmont bottomland forest and 5.77 acres mixed pine/hardwood
forest would potentially be directly impacted by the project. An approximately 0.75-acre non -
jurisdictional fire -suppression pond will also be impacted. Wildlife potentially displaced include
limited terrestrial and aquatic species typical of the area. Loss of this isolated potential habitat
area will be mitigated in conjunction with the mitigation of wetland and stream impacts and will
not result in fragmentation or impacts to off -site habitat.
Historic, Cultural, Scenic, and Recreational Values
No resources eligible for listing on the National Register of Historic Places (NRHP) will be
impacted by the project according to the HPOWEB map. The North Carolina Department of
Cultural Resources (NCDCR) State Historic Preservation Office (SHPO) had no comment in
response to scoping or to the draft EA for the proposed project.
Stormwater
Stormwater control measures (SCMs) needed to develop the HAECO facility improvements in
compliance with NCDEQ regulatory requirements for new airport development are described in
the attached SCM Report. A 0.8-acre high flow rate bioretention pond will infiltrate runoff
generated from the I" inch of rainfall at a relatively high rate to satisfy the water quality
requirements outlined in Session Law 2012-200. In addition to providing treatment for the
proposed new impervious areas associated with the HAECO facility improvements, the SCM will
replace the treatment being provided by the existing wet pond located on the northeastern side of
the site. The proposed project may cause increases to peak flows downstream but will not flood

Mr. David Bailey and Ms. Karen Higgins
November 24, 2015
Page 6 of 7
insurable structures, roads, or cause damage to existing property or the existing Harris Teeter
detention pond.
Prior to the commencement of construction, an E&SC plan for the project will be submitted to
NCDEQ and PTAA will obtain the applicable E&SC approval and National Pollutant Discharge
Elimination System (N1'DES) construction permit. Potential temporary impacts to surface water
quality as a result of the Build Alternative construction activities will be effectively mitigated
through adherence to the approved E&SC plan and permit requirements, as well as through
compliance with FAA AC 150/5370-10B.
Other Federal, State, or Local Requirements
Through the NEPA process, FAA has explored practicable project alternatives and impact
minimization prior to addressing compensatory mitigation (sequencing). FAA has also explored
the cumulative impacts of the proposed project. These potential cumulative impacts are detailed
in the EA/FONSi.
A lack of practical alternatives has been demonstrated pursuant to 15A NCAC 0214 .0506(f). After
consideration of size and configuration of the proposed activity, and all alternative designs, the
basic project purpose cannot be practically accomplished in a manner which would avoid or result
in less adverse impact to surface waters or wetlands.
Minimization of impacts has been demonstrated pursuant to 15A NCAC 02H .0506(g) because the
surface waters are able to continue to support the existing uses after project completion, and the
impacts are required due to the spatial and dimensional requirements of the project; the location
of existing structural and natural features that dictate the placement and configuration of the
proposed project; and the purpose of the project and how the purpose relates to placement and
configuration.
The project: (1) has no practical alternative; (2) will minimize adverse impacts to surface waters
based on consideration of existing topography, vegetation, fish and wildlife resources, and
hydrological conditions; (3) willnot result in the degradation of groundwater or surface waters;
(4) will not result in cumulative impacts, based upon past or reasonably anticipated future impacts,
that cause or will cause a violation of downstream water quality standards; (5) provides for
protection of downstream water quality standards through on -site stormwater treatment; and
(6) provides for replacement of existing uses through mitigation. Additional regulatory
requirements are addressed in the EA/FONSI.

Mr. David Bailey and Ms. Karen Higgins
November 24, 2015
Page 7 of 7
We appreciate your consideration of this request. Please feel free to contact me
(rossera(@gsoair.or¢, 336.665.5620) or Richard Darling (rdarline(i�mbakerintl.com,
919.481.5740) with questions or comments. One (1) complete and collated original application
and supporting documentation are being provided to USACE with four (4) complete and collated
copies to NCDEQ along with the application fee.
Sincerely,
J. DMONT R� IAD AIRPORT AUTHORITY
J. 1ex�`�Rn1osCs^ler,(/PM.E..
Deputy Executive Director
RD/AR:rd
Enclosures Completed Eng. Form 4345 (3 pages, PTAA signed)
Permit Drawings (13 sheets, full size and 1 l "x 17")
Stormwater Control Measures Report (31 pages)
In -Lieu Fee Request to NCDMS
PTAA Check for $570 as NCDEQ Application Fee
cc: Sue Homewood, DWR-WSRO
Richard Darling, Michael, Baker Engineering, Inc.

U.S. ARMY CORPS OF ENGINEERS
APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT
MB APPROVAL N0. 0710-0003
[EXIFES:
33 CFR 325. The proponent agency Is CECW-CO-R.
P28 FEBRUARY 2013
Public reporting for this collection of information is estimated to average 11 hours per response, including the time for reviewing Instructions, searching
existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. Send comments regarding
this burden estimate or any other aspect of the collection of information, including suggestions for reducing this burden, to Department of Defense,
Washington Headquarters, Executive Services and Communications Directorate, Information Management Division and to the Office of Management and
Budget, Paperwork Reduction Project (0710-0003). Respondents should be aware that notwithstanding any other provision of law, no person shall be
subject to any penalty for failing to comply with a collection of information if it does not display a currently valid OMB control number. Please DO NOT
RETURN your forth to either of those addresses. Completed applications must be submitted to the District Engineer having jurisdiction over the location of
the proposed activity.
PRIVACY ACT STATEMENT
Authorities: Rivers and Harbors Act, Section 10, 33 USC 403; Clean Water Act, Section 404, 33 USC 1344; Marine Protection, Research, and Sanctuaries
Act, Section 103, 33 USC 1413; Regulatory Programs of the Corps of Engineers; Final Rule 33 CFR 3207332. Principal Purpose: Information provided on
this form will be used in evaluating the application for a permit. Routine Uses: This information may be shared with the Department of Justice and other
federal, state, and local government agencies, and the public and may be made available as part of a public notice as required by Federal law. Submission
of requested information is voluntary, however, if information is not provided the permit application cannot be evaluated nor can a permit be issued. One set
of original drawings or good reproducible coples which show the location and character of the proposed activity must be attached to this application (see
sample drawings andlor instructions) and be submitted to the District Engineer having jurisdiction over the location of the proposed activity. An application
that is not completed in full wit be returned.
(ITEMS 1 THRU 4 TO BE FILLED BY THE CORPS)
1. APPLICATION NO.
2. FIELD OFFICE CODE 771�TE
RECEIVED
4. DATE APPLICATION COMPLETE
(ITEMS BELOW TO BE FILLED BYAPPUCAN7)
5. APPLICANTS NAME
8. AUTHORIZED AGENTS NAME AND TITLE (agent Is not required)
First -J. Middle -Alex Last - Rosser
First - Richard Middle-B. Last -Darling
Company- Piedmont'l'riad Airport Authority
Company- Michael Baker Engineering, Inc.
E-mail Address- [e-mail]
E-mail [e-mail]
6. APPLICANTS ADDRESS:
9. AGENTS ADDRESS:
Address- 1000A Ted Johnson Parkway
Address- 8000 Regency Parkway, Suite 600
City- Greensboro State - NC Zip-27409 Country -USA
City- Cary State - NC Zip-27518 Country -USA
7. APPLICANTS PHONE NOs. w/AREA CODE
10. AGENTS PHONE NOs. w/AREA CODE
a. Residence b. Business c. Fax
a. Residence b. Business c. Fax
336.665.5600 336.665.5694
919.481.5740 919.463.5490
STATEMENT OF AUTHORIZATION
11. I hereby authorize, Richard B. Darling to act in my behalf as my agent In the processing of this application and to furnish, upon request,
supplemental information in support of this permit aprtloux
SI ATURE OF APPLICANT DAT
NAME, LOCATION, AND DESCRIPTION OF PROJECT OR ACTIVITY
12. PROJECT NAME OR TITLE (see instructions)
IIAECO Facility Improvements
13. NAME OF WATERBODY, IF KNOWN (if applicable)
14. PROJECT STREET ADDRESS (if applicable)
Unnamed tributaries to Horscpen Creek
Address 623 Radar Road
15. LOCATION OF PROJECT
Latitude: •N 36.096914 Longitude: •W 79.931388
City- Greensboro State- NC Zip- 27410
16. OTHER LOCATION DESCRIPTIONS, IF KNOWN (see instructions)
State Tax Parcel ID Municipality
Section - Township - Range -
ENG FORM 4345, OCT 2012 PREVIOUS EDITIONS ARE OBSOLETE. Page 1 of 3

17. DIRECTIONS TO THE SITE
from 1-40 take exit 212B, take ramp right for I-73 N / Future 1-840 toward Bryan Blvd.; At exit 2, take ramp right and follow signs for W
Friendly Ave.; Turn left onto W Friendly Ave.; Turn right onto Old Friendly Rd.; Turn right onto Radar Rd.; Arrive at 623 Radar Rd. - turn
left into HAECO secure facility and announce arrival in intercom - follow directions from security personnel.
18. Nature of Activity (Description of project, Include all features)
Site preparation of approximately 16 acres of Airport land to be added to the existing HAECO facility for aviation -related development,
including clearing, grading, fill, and excavation for: Expansion of the existing concrete apron by approximately 204,600 sq. ft., with engine
run-up pad and 21,200 sq. ft. connector throat to an existing Taxiway M connector (the connector throat will also link the two sides of the
HAECO complex); Construction of an approximately 177,400 sq. ft. two -bay wide -body aircraft maintenance hangar•, Construction of an
approximately 33,810 sq. ft. support annex; Construction of a new fire/water provision and expansion of the existing hazardous materials
(HazMat) facility; Addition of vehicle and pedestrian access and fire lanes. Extension of utilities to the new structures including
communications, electrical, natural gas, water, and sanitary sewer (land disturbance for utility extensions are anticipated to be within the
proposed project grading limits and will not impact additional special resources). Stormwater management and off -site mitigation for
unavoidable wetland and stream impacts are also anticipated.
19. Project Purpose (Describe the reason or purpose of the project, see instructions)
The proposed improvements would address the need to service two wide-bodied aircraft simultaneously by providing movement and
hangar space. HAECO requires the capacity to service wide-bodied aircraft to meet current demand and to integrate its US operations with
its international business of maintaining wide-bodied aircraft. These improvements will also provide a needed connection between the two
sides of the existing HAECO complex to allow for movement of vehicles, supplies and equipment from one side to the other without
having to cross airport taxiways or to depart and reenter secured areas for travel along public roads. The project would increase
operational capabilities and improve efficiency at HAECO's PTIA facility.
USE BLOCKS 20-231F DREDGED AND/OR FILL MATERIAL IS TO BE DISCHARGED
20. Reason(s) for Discharge
Wetlands and streams must be filled in order to bring the site up to match existing taxiway and apron elevations. The proposed project is
located entirely within the existing airport property. The HAECO facility is bounded by the PTIA Air Operations Area (AOA) to the
Northwest, by Radar Road to the Southeast and by additional jurisdictional resources (wetlands and streams) then adjacent PTIA tenants to
the Southwest and Northeast. The location is predominantly developed (aprons, taxiways, parking, hangars, buildings, and other
structures) with maintained in -field lawns and stormwater/fire management ponds. The project area is located between the HAECO
Hangars 1-111 complex to the Southwest and the Hangar IV complex to the Northeast. There are no reasonable actions, other than the
preferred alternative, that feasibly substitute for the proposed project. The project, requiring specific dimensions and orientation of
components, must be located at the existing HAECO facility, at the area available between existing Hangars III and IV.
21. Type(s) of Material Being Discharged and the Amount of Each Type in Cubic Yards:
Type Type Type
Amount In Cubic Yards Amount in Cubic Yards Amount in Cubic Yards
47,096 cy clean fill
22. Surface Area in Acres of Wetlands or Other Waters Filled (see instructions)
Acres 0.81 ac. wetlands, and
or
Linear Feet 1,601 11 perennial stream channel
23. Description of Avoidance, Minimization, and Compensation (see Instructions)
Based on the limited space at the HAECO facility, constraints of the site (jurisdictional resources on both sides and in the middle of the
facility), and lack of practicable alternatives; impacts to streams and wetlands cannot be avoided. PTAA will minimize potential
unavoidable adverse effects of the Project consistent with FAA requirements and Section 404(b)(I) guidelines to the extent possible.
Compensation for unavoidable impacts to jurisdictional stream channel and riparian wetlands will be provided by the North Carolina
Division of Mitigation Services (NCDMS).
ENG FORM 4345, OCT 2012 Page 2 of 3

24. Is Any Portion of the Work Already Complete? QYes QNo IF YES, DESCRIBE THE COMPLETED WORK
25. Addresses of Adjoining Property Owners, Lessees, Etc., Whose Property Adjoins the Waterbody (it mere hen ceo be enmrea here, pease ate a applemenw iatl.
a. Address- Timco Aviation Services dba HAECO Airframe Services; 623 Radar Road -
City- Greensboro State - NC Zip -27410
b. Address- Honda Aircraft Company Inc.; 6430 Ballinger Road
City- Greensboro State - NC Zip -27410
c. Address- Textron Aviation - Cessna Citation Service Center; 615 Service Center Road
City- Greensboro State- NC Zip- 27410
d. Address- North Carolina Department of Transportation; 1020 Birch Ridge Drive
City- Raleigh State - NC Zip -27610
e. Address,
city - State - Zip -
26. List of Other Certificates or ApprovalslDenials received from other Federal, State, or Local Agencies for Work Described in This Application.
AGENCY TYPEAPPROVAL' IDENTIFICATION DATEAPPLIED DATE APPROVED DATE DENIED
NUMBER
FAA EA 8/31/2015
Would include but is not restricted to zoning, building, and flood plain permits
27. Application is hereby made for permit or permits to authorize the work described in this application. I certify that this information In this application is
complete and accurate. I dher cedify that I possess the authority to undertake the work described herein or acting as the duly authorized agent of the
applicant�� ����6 4.4-44
rY[� 1JiLoIS 11/24/2015
IJIGNATURE OF APPLICANT ir
DATE SIGNATURE OF AGE DATE
The Application must be signed by the person who desires to undertake the proposed activity (applicant) or it may be signed by a duly
authorized agent if the statement in block 11 has been filled out and signed.
18 U.S.C. Section 1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United States
knowingly and willfully falsifies, conceals, or covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or
fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious or
fraudulent statements or entry, shall be fined not more than $10,000 or imprisoned not more than five years or both.
ENG FORM 4345, OCT 2012 Page 3 of 3

Print Form
DMS ILF Mitigation Request. Statement of Compliance with §143-214.11 & 143-214.20
(link to.G:S-1433-214A `I i
Prior to accessing the Division of Mitigation Services (DMS), all applicants must demonstrate compliance
with G.S. § 143-214.11 and 143-214.20. All requests MUST include this form signed and dated by the
permit applicant or an authorized agent. Please refer to DENR's Implementation Policy for more details.
Compliance Statement:
I have read and understand G.S. § 143-214.11 and 214.20 and have, to the best of my
knowledge, complied with the requirements. I understand that participation in the DMS is
voluntary and subject to approval by permitting agencies.
Please check all that apply:
Applicant is a Federal or State Government Entity or a unit of local government
meeting the requirements set forth in G.S. 143-214.11 and is not required to
purchase credits from a mitigation bank.
There are no listed mitigation banks with the credit type I need located in the
hydrologic unit where this Impact will take place (Ink to DWR Ilst)
IM Mitigation bank(s) in the hydrologic unit where the impacts will occur have been
contacted and credits are not currently available.
The DWR or the Corps of Engineers did not approve of the use of a mitigation
bank for the required compensatory mitigation for this project.
This is a renewal request and the permit application is under review
credits were not available at the time the application was submitted.
Enter date permit application was submitted for review:
Bank
Note: It Is the applicant's responsibility to document any Inquiries made to private mitigation
1 \ kX
�1�J. Alex Rosser, PE; Deputy Executive Director
Signaii///Ieoffpplicant or Agent Printed Name
Date
HAECO Facility Improvements Piedmont Triad International Airport
Project Name
Location

DIVISION OF MITIGATION:SER (ICES, (DMS),
IN -LIEU FEE REQUEST FORM Revised 4/23/2015'
Complete requested information; sign and date, email to kellv.williams(ci),ncdencgov. . Attachments are acceptable for clarification
purposes (location map, address or lat long is required). Information submitted is subject to NC Public Records Law and maybe
requested by third parties. Review meetings are held on Tuesday aftemoons.
CONTACT INFORMATION APPLICANT'SFAGENT APPLICANT
1. Business/Company Name Michael Baker Engineering, Inc. Piedmont Triad Airport Authority
2. Contact Person Richard Darling Alex Rosser, PE
3. Street Address or P O Box 8000 Regency Pkwy., Suite 600 1000-A Ted Johnson Pkwy.
4. City, State, Zip Cary, NC 27518 Greensboro, NC 27409
6. Telephone Number 919.481.5740 336.665.5600
6. E-Mail Address [e-mail] rossera@gsoair:org
'PROJECT INFORMATION
7. Project Name HAECO Facility Improvements
8. Project Location (nearest town, city) 623 Radar Road; Greensboro, NC 27410
9. Lat-Long Coordinates or attach a map 36 05 49 N, 79 55 53 W
10. County Guilford
11. River Basin & Cataloging Unit (8-digit) 03030002
(See Note 1) _
12. Project Type "indicate owner type aid Owner Type: Q Government O Private
write in project type (e.g. school, church, retail,
residential apartments, road, utilities, military, Project Type: aviation development
etc.)**
13. Riparian Wetland Impact (ac.) (e.g., 0.13) 0.81
14. Non-Rlparlan Wetland Impact (so.) 0
16. Coastal Marsh Impact (ac.) 0
16. Stream Impact (ft.) (e.g. 1,234) Warm Cool _ Cold
17. Riparian Buffer Impact (sq. ft.)
Include subwatershed if Jordan or Falls Lake: Zone 1: Zone 2:
18. Regulatory Agency Staff Contacts
NCDWR:
USACE: David Bailey Other: Sue Homewood
Check L) below if this request is for a: By signing below, the applicant is confirming they have
revision to a current acceptance read and understand the DMS refund pollcy_posted at
nceep.net and attached to this form r
renewal of an expired acceptance Signature PtinAp cantor Authorized Agent:
extension of unexpired acceptance
Date: I I �j3�zolS
Note 1: For help in determining the Cataloging Unit, visitwww,nceeo.net or Contact DMS
Direct questions to Kelly Williams at 919-707-8915 or kellv.williams(ftcdenr.gov, or to the front desk at 919-707-8976

Refund Policv for Fees Paid to DMS In -Lieu Fee Programs (9/21/2009
Purpose: The purpose of this policy is to make clear the circumstances and process under which a
permiltee can obtain a refund while simultaneously balancing customer service and responsible
business practices. This policy applies to all refund requests made on or after the publication date of
this policy.
Policy Statement: The policy of DMS is to allow for refunds under certain conditions.
1. All refund requests must be made in writing to the DMS In -Lieu Fee Program Coordinator at
kel lv.wi lliams(W ricden r.gov.
2. All refund requests are subject to fund availability. DMS does not guarantee fund availability for
any request.
3. The request must either come from the entity that made the payment or from an authorized agent.
Third parties requesting refunds must provide written authorization from the entity that made the
payment specifying the name and address of the authorized refund recipient.
4. Refund requests related to unintended overpayments, typographical errors or incorrect invoices
should be brought the attention of the In -Lieu Fee Program Coordinator as soon as possible. Such
requests are typically approved without delay.
5. Payments made under the incremental payment procedure are not eligible for refunds.
6. Refund requests made within nine months of payment to DMS will only be considered for requests
associated with projects that have been terminated or modified where the permittee's mitigation
requirements have been reduced. Such requests must be accompanied by written verification from the
permitting agency that the project has been cancelled, the permits have been rescinded or have been
modified, or the mitigation requirements have been reduced.
7. Refund requests made more than nine months from the payment date will only be considered to] -
permits that were terminated or modified to not require any mitigation. Such requests must be
accompanied by written verification from the permitting agency that the project has been cancelled, the
permits have been rescinded and/or mitigation is no longer required.
8. Refund requests not meeting the criteria specified above are not eligible for a refund.
9. Refund requests that meet the criteria above will be elevated to DMS Senior Management for
review. The following considerations apply to all refund requests:
a. availability of funds after consideration of all existing project and regulatory obligations
b. the date the payment was made
c. the likelihood DMS can use the mitigation procured using the payment to meet other
mitigation requirements
10. Once a refund has been approved, the refund recipient must provide a completed W-9 form to the
DMS In -Lieu fee Program Coordinator within two weeks in order to process the refund though the
State Controllers Office.
11. All decisions shall be final.

LJ
U
HAECO FACILITY IMPROVEMENTS PROJECT
Submitted on Behalf of.
Prepared by:
WK Dickson & Co., Inc.
720 Corporate Center Drive
Raleigh, North Carolina 27607
November 2015

u
r

OTable of Contents
1. Introduction.......................................................................................................................1-1
1.1. Project Description.....................................................................................................1-1
2. Hydrology and Hydraulics..............................................................................................2-1
2.1. Methodology..............................................................................................................
2-1
2.2. Hydrology...................................................................................................................2-1
2.2.1 Drainage Areas.................................................................................................2-1
2.2.2 Rainfall...............................................................................................................2-2
2.2.3 Land Use ....................................... ..................... ..,:............................................
2-2
2.2.4 Hydrograph Translation .................................................................................2-2
2.2.5 NRCS Curve Numbers....................................................................................2-3
2.2.6 Channel/Storage Routing................................................................................2-4
2.2.7 Summary of Hydrologic Results....................................................................2-4
2.3. Hydraulics................................................................._................................................2-4
2.3.1 Energy Loss Coefficients ........................... ...................
................................... 2-5
2.3.2 Starting Water Surface Elevation ........................ .....................
...................... 2-5
2.3.3 Model Run Descriptions.................................................................................2-5
2.3.4 Hydraulic Evaluation of Radar Road ........ -............
.......................................2-5
2.3.5 Evaluation of Downstream Flooding............................................................2-6
2.3.6 Closed Drainage Systems...............................................................................2-7
2.3.7 Outfall Protection for Closed Drainage System..........................................2-7
3. Water Quality Compliance.............................................................................................3-1
3.1. Overview..................................................................................................................... 3-1
2.3.1 Proposed Impervious Areas...........................................................................3-1
2.3.2 High Flow Rate Bioretention Pond Design Criteria ............... ..................... 3-2
2.3.3 Water Quality Volume (WQV)......................................................................3-2
2.3.4 Pond Design Summary...................................................................................3-3
3.2. Conclusion...................................................................................................................3-6
HAECO Facility Improvements Project Page i
Stormwater Report

E
Tables
Table l: Summary of Area Required for Treatment ............................. ...............................
1-1
Table 2: Summary of Water Quality Treatment Credits ...................................... ...............
1-2
Table 3: Design Storm Rainfall Depths..................................................................................2-2
Table 4: Summary of Hydrologic Input Data.......................................................................2-3
Table 5: Comparison of Peak Flows at Radar Road.............................................................2-4
Table 6: Energy Loss Coefficients...........................................................................................2-5
Table 7: Bend Loss Coefficients..............................................................................................2-5
Table 8: Culvert Performance for at Radar Road.................................................................2-6
Table 9: Hydraulic Summary of Harris Teeter Open Channel..........................................2-6
Table 10: Minimum Area of Impervious Cover Required for Treatment .........................3-1
Table 11: Proposed Impervious Cover to SCM....................................................................3-1
Table 12: Calculated Storage Volumes..................................................................................3-2
Table 13: Water Surface Elevations at Proposed Pond........................................................3-3
Table 14: Summary of Flow Splitter Design............................................................ .............
3-4
Table 15: Flow Splitter Performance......................................................................................3-4
Appendices
Appendix A
Proposed Concept Plan
Appendix B
Input Data for SWMM
Appendix C
Existing and Proposed Conditions Drainage Area Maps
Appendix D
Existing and Proposed Conditions Land Use Mapping
Appendix E
CD with Digital Copy of EPA SWMM Models
Appendix F
Outlet Protection Calculation
Appendix G
Water Quality Calculation and Stage -Storage Relationship for SCM
Appendix H
Anti -Floatation Calculation for Riser
Appendix I
Detention Time Calculation
Appendix J
Maintenance and Operation Plan
HAECO Facility Improvements Project Page ii
Stormwater Report

Section 1: Introduction
(01 1.1 Project Description
This report supports the design of the stormwater control measures (SCMs) needed to
develop the HAECO Facility Improvements project at the Piedmont Triad International
Airport in compliance with the North Carolina Department of Environmental Quality
(NCDEQ) regulatory requirements for new development at an airport. A 0.8-acre high
flow rate bioretention pond is being proposed to meet the regulatory water quality
requirements for NCDEQ. This bioretention pond was designed to infiltrate runoff
generated from the 1S1 inch of rainfall at a relatively high rate to satisfy the water quality
requirements outlined in Session Law 2012-200. As shown in the concept plans
included in Appendix A, the airport is proposing a 15.9-acre site development project
including the construction of the following:
♦ 5.06 acres of new impervious area associated with the proposed HAECO hangar;
♦ 5.51 acres of new impervious area associated with the proposed HAECO apron;
♦ 0.32 acres of new impervious area associated with the proposed HAECO fire
lanes flanking the proposed hangar;
♦ 0.09 acres of new impervious area associated with the proposed HAECO
sidewalks;
♦ Removal of an existing fire suppression pond;
® ♦ Removal of an existing 1.1-acre wet pond being used for detention and water
quality; and
♦ Construction of a new 0.7-acre high flow rate bioretention pond that will result in
infiltration of the water quality rainfall event.
Erl
In addition to providing treatment for the proposed new impervious areas associated
with the HAECO Facility Improvements project, the SCM will replace the treatment
being provided by an existing wet pond located on the eastern side of the site. This
existing wet pond has a contributing drainage area of 15.29 acres with 14.04 acres of
impervious cover. In total, the proposed SCM will need to provide treatment for 24.61
acres of impervious cover as shown in the following table:
Table 1: Summary of Area Required for Treatment
Location
Impervious Cover (acres)
Proposed Hangar
5.06
Proposed Apron
5.11
Proposed Access Route
0.32
Proposed Sidewalk
0.09
Existing HAECO Site (Wet Pond)
14.03
TOTAL = 24.61 acres
FIASCO Facility Improvements Project Page 1-1
Stormwater Report

0
Section 1: Introduction
As outlined in this report, the proposed SCM will provide water quality treatment for a
total of 44.52 acres of impervious cover which exceeds the minimum required for
treatment (24.61 acres). As a result, the airport is formally requesting water quality
treatment credits to offset a site development project in the future with up to 19.91 acres
of impervious surface. The following table summarizes the water quality treatment
credits being requested:
Table 2: Summary of Water Quality Treatment Credits
Description
Impervious Area (acres)
Required Area for Treatment
24.61
Provided Area for Treatment
44.52
DIFFERENCE= 19.91 acres
Also provided in this report is an evaluation of downstream flooding resulting from the
proposed site changes. The analysis showed that the proposed project will cause
increases to peak flows downstream but will not flood insurable structures, roads, or
cause damage to existing property or the existing Harris Teeter detention pond.
HAECO Facility Improvements Project Page 1-2
Stormwater Report

Section 2: Hydrology and Hydraulics
® 2.1 Methodology
The Environmental Protection Agency (EPA) Storm Water Management Model 5.0
(SWMM) was used to size the proposed collection system, flow splitters, and
bioretention pond with riser. SWMM simulates the surface runoff response to
precipitation for an interconnected system of surfaces, channels, closed pipe systems,
culverts, flow splitters, and ponds. SWMM is an ideal model for a complex drainage
system such as the one seen at the HAECO site as it combines hydrology and hydraulics
and allows the user to not only size on -site improvements but also evaluate downstream
flooding. Combining hydrology and hydraulics eliminates the need to iterate between a
hydrologic model and a hydraulic model which eliminates the potential for errors.
2.2 Hydrology
Input data for the model was developed using topographic, landuse, and soils maps in
GIS to delineate and calculate the basin areas, percent impervious, and Natural
Resources Conservation Service (NRCS) hydrologic parameters. The precipitation data
for the 24-hour duration, Type II storm was used to represent the synthetic rainfall
event. SWMM estimates surface runoff for a sub -basin based on percent impervious,
basin width, basin slope, and NRCS curve number for the unconnected pervious areas.
® A copy of the SWMM input values for the existing and proposed conditions is provided
in Appendix B. Unit hydrographs are translated using the watershed basin and slope
parameters. This is unique to SWMM.
2.2.1 Drainage Areas
Drainage area maps for the existing and proposed conditions have been included with
this report in Appendix C. Drainage areas were delineated using the following
topography:
♦ 2-foot contour interval existing conditions topographic mapping from Guildford
County GIS;
♦ 1-foot contour interval topographic mapping provided by Michael Baker &
Associates titled "ADP Mapping (May 2014).dwg";
♦ Inventory mapping of pipes and catch basins provided by Michael Baker &
Associates titled "ADP Mapping (May 2014).dwg"; and
♦ 1-foot contour interval proposed conditions topographic mapping generated by
WK Dickson.
2.2.2 Rainfall
Rainfall distributions for the SWMM model were derived using the NRCS Type 11
standard distribution. Total rainfall depths for the modeled frequency storms were
FIAECO Facility Improvements Project Page 2-1
Stormwater Report

Section 2: Hydrology and Hydraulics
obtained online from the NOAA's Nation Weather Service website. Table 3 shows the
total rainfall depths used for this study.
Table 3: Design Storm Rainfall Depths
Design Storm
Rainfall Depth (in)
2-year, 24-hour
3.31
10-year,24-hour,
4.77
25-year,24-hour,
5.65
50-year, 24-hour
6.35
100-year, 24-hour
7.07
Source: NOAA's Nation Weather Service website
2.2.3 Land Use
Land use is the watershed cover condition as it relates to the actual type of development
within the watershed. Land use influences the runoff characteristics of a sub -basin, and
combined with other basin characteristics is used to determine the percent impervious
and NRCS curve number for the basin. Appendix D shows the existing and proposed
conditions land use mapping for this project. Input data for the existing and proposed
percent impervious values is found in Table 4.
2.2.4 Hydrograph Translation
NRCS methodologies typically use a time of concentration parameter to help calculate
the response of the watershed to rainfall. SWMM uses watershed basin width and slope
parameters to create the unit hydrograph used in the model that will translate the
rainfall into runoff. The watershed width is a parameter unique to SWMM that helps
define the watershed shape by taking the watershed area and dividing it by the length of
the longest flow path. Additionally, SWMM requires input of a basin slope in the
calculations used to translate the hydrograph. The basin slope is the maximum grade
change from the upstream end of the watershed to the downstream end divided by the
length of the longest flow path. The sub -basin slopes and widths are included in Table 4.
FIAECO Facility Improvements Project Page 2-2
Stormwater Report

Section 2: Hydrology and Hydraulics
0 Table 4: Summary of Hvdroloeic Input Data
171
Drainage
Basin
ID
Drainage
Area
(acre)
Existing/
Proposed
Pervious
RCN
Existing
Percent
Impervious
(%)
Proposed
Percent
Impervious
(` 0)
Proposed
Basin
Slope
(%)
Proposed
Basin
Width
(feet)
10
77.1
74
31 %
31 %,
0.60/,,
1019
20
28.8
74
34%
34%
0.80%
995
30
1 19.3
74
1 40%
40%
1.00%
1 454
40
4.1
74
44 %
44%
1.1 %
176
50
3.6
74
21 %
21 %
1.90/1
301
60
5.2
74
8%
8%
1.7%
269
70
9.2
74
1000/1)
1000%
1.30%
331
80
14.3
71
99%,
100%,
1.91Z,
568
90
8.9
74
24%
82%
2.0%,
286
100
19.3
74
82`90
43%
0.60%
573
110
6.1
74
43%
29%
1.30%
531
120A
13.95
74
92%
85%
1.60%
409
120B
2.43
74
92%
50
3.3
165
130
4.5
74
92%
47%
3.70%
207
142
9.9
74
44%
32%
5.0%
608
144-A
0.84
74
2%,
100%
0.5%,
266
144-B
0.86
74
2%
100%
0.5%,
1 302
144-C
0.75
74
2%
100%
0.5%
239
'144-D
0.88
74
2%
100%
0.5%
252
'144-E
0.51
74
2%
1000/1,
0.5%
126
144-F
0.47
74
2%
100%
0.5%
201
'144-C
0.54
74
1 2%
100%
0.5%
220
144-H
1.74
74
2%
42%
0.5%
320
146-A
0.81
74
2%
1000%
0.5%
86
'146-B
1.71
74
2%,
1000/1)
0.5%
184
146-C
1.53
74
2%
1000/1)
0.50/,,
164
146-D
1.99
74
2'%,
1000/1)
0.5%,
193
146-E
0.67
74
21%,
28%
0.5%
274
148
1.08
74
2%
10'%
16.20%
171
2.2.5 NRCS Curve Numbers
The NRCS curve number approach was used in computing the runoff response in
SWMM. Runoff curve numbers (RCNs) were generated for the pervious areas of the
sub -basins using the NRCS document entitled Urban Hydrology for Small Watersheds,
dated June 1986 and commonly referred to as TR-55. This method relates the drainage
characteristics of soil group, land use category, and antecedent moisture conditions to
assign a runoff curve number. The runoff curve number and an estimate of the initial
40 surface moisture storage capacity are used to calculate a total runoff depth for a storm in
HAECO Facility Improvements Project Page 2-3
Stormwater Report

® a basin.
C
Section 2: Hydrology and Hydraulics
2.2.6 Channel/Storage Routing
Flood peaks attenuate, or reduce, as they travel downstream due to the storage
characteristic of the channel itself. Channel routing was simulated in the hydraulic
block of SWMM. Routing was modeled using dynamic wave routing. Dynamic wave
routing uses the actual shape and condition of the stream channel input into the
hydraulic model to calculate the attenuated downstream flows.
2.2.7 Summary of Hydrologic Model Results
The EPA SWMM model was used to compute peak runoff for the 2-, 10-, 25-, 50- and
100- year design storms for the existing and proposed conditions. The results of the
existing conditions hydrologic model are summarized in Table 5. A CD containing the
digital files for the SWMM model is included in Appendix E.
Table 5: Comparison of Peak Flows at Radar Road
Condition
Storm Event
WQ Event
(cfs)
2-year
(cfs)
]0-year
(cfs)
25-year
(cfs)
100-year
(cfs)
Existing
12
63
108
138
185
Proposed
40
288
420
466
513
Although Session Law 2012-200 precludes the project from having to provide detention,
a detailed hydrologic and hydraulic evaluation was performed to confirm there are no
adverse impacts to downstream properties with regards to flooding. A summary of this
evaluation is found in the following Hydraulics section of the report.
2.3 Hydraulics
EPA SWMM 5.0 was chosen as the hydrologic/hydraulic model because of its ability to
model complex drainage systems and to evaluate downstream flooding. The project
involves the construction of a single central high flow rate bioretention pond to provide
water quality treatment for the proposed site development. The airport desires to
reduce the potential for bird strikes by eliminating two existing wet ponds referred to in
this report as the fire suppression wet pond and the existing HAECO site wet pond.
The existing conditions SWMM model attenuates peak flows through these two ponds
to more accurately determine the proposed projects effects on peak flows. To fully
evaluate the project's impacts on downstream properties, the SWMM model was
extended through the Harris Teeter distribution site and immediate downstream open
channel. In addition, a HEC-RAS model was developed to provide a quality control
measure for the changes to water surface elevations developed using EPA SWMM.
HAECO Facility Improvements Project Page 2-4
Stormwater Report

Section 2: Hydrology and Hydraulics
2.3.1 Energy Loss Coefficients
Contraction and expansion of flow produces energy losses caused by transitioning. The
magnitude of these losses is related to the velocity and the estimated loss coefficient.
Where the transitions are gradual, the losses are small. At abrupt changes in cross -
sectional area, the losses are higher. Energy losses resulting from expansion are greater
than losses associated with contraction. Energy loss coefficients used for the SWMM
models are presented in Table 6:
Table 6: Energy Loss Coefficients
Type of Transition
Expansion
Contraction
None
0
0
Manhole/Inlet
0.35
0.25
Culvert
1.0
0.9- Projecting from fill CMP
Open Channel
0.3
0.1
Additional energy losses for structures having bends were divided between the two
joining pipes. The bend losses used for this project are based on NCDOT values, and are
shown below in Table 7.
Table 7: Bend Loss Coefficients
Angle (°)
Loss Coefficient
Angle (°I
Loss Coefficient
90
0.70
40
0.38
80
0.66
30
0.28
70
0.61
25
0.22
60
0.55
20
0.16
50
0.47
15
0.10
2.3.2 Starting Water Surface Elevation
The downstream limit of the HAECO Facility Improvements study area is located near
the mouth of Florsepen Creek. The starting water surface elevations for the SWMM
models were generated using the normal depth method based of the channel slope at the
outfall (0.008 ft/ft).
2.3.3 Model Run Descriptions
The EPA SWMM model was used to compute flood elevations at each structure located
in the HAECO Facility Improvements project study area for the water quality event, 2-,
10-, 25-, 50- and 100-year storm events. A digital copy of the SWMM model is included
on the CD provided in Appendix E.
2.3.4 Hydraulic Evaluation of Radar Road
The following table summarizes the performance of the twin 8.9' x 6.6' corrugated metal
pipe (CMP) arches at Radar Road:
HAECO Facility Improvements Project Page 2-5
Stormwater Report

Section 2: Hydrology and Hydraulics
® Table 8: Culvert Performance for at Radar Road
Existing Water
Proposed Water
Culvert Invert
Roadway
Flood
Surface
Surface
Elevation
Elevation
Frequency
Elevations
Elevations
(feet NAVD 1988)
(feet NAVD 1988)
(feet NAVD 1988)
(feet NAVD 1988)
WQ Event
831.29
840.90
831.76
832.14
2-Year
831.29
840.90
832.38
834.07
10-Year
831.29
1 840.90
1 832.72
1 835.59
25-Year
831.29
840.90
832.89
836.23
100-Year
831.29
840.90
833.19
837.18
Although there are increases to peak flows, the downstream drainage system can
accommodate these increased flows. The existing twin 9.8' by 6.6' arched CMPs pass
896 cfs when flowing full. The 104" diameter closed CMP located at the Harris Teeter
distribution center conveys 753 cfs when flowing full. The Radar Road culverts and
Harris Teeter closed pipe will be flowing approximately half full during a 100-year
storm event therefore there are no impacts to the performance of either of these
drainage systems.
2.3.5 Evaluation of Downstream Flooding
Approximately 85 feet from the top of bank (in the left overbank) is the toe of the water
quality pond embankment for the Harris Teeter distribution center. For this reason, a
check was made to confirm that the additional flows from the HAECO Facility
Improvements project would not cause adverse impacts to the existing water quality
pond embankment. Table 9 summarizes the size, slope and hydraulic characteristics of
the channel located immediately downstream of Harris Teeter.
Table 9: Hydraulic Summary of Harris Teeter Oven Channel
Bottom
Top
Depth
Side
Channel
Channel
Floodplain
Width
Width
Slopes
Slope
Capacity
Capacity
(feet)
(feet)
(feet)
(ft/ft)
(ft/ft)
(cfs)
(cfs)
10
25
4
2:1
0.014
300
2,150
Assumed Maimiug's 'n' aat ue = 0.06
Floodplaio capacity is the floor needed to inundate the toe of the existing Harris Teeter pond
As shown in Table 9, the existing channel can almost convey the proposed conditions
10-year flood without overtopping its banks. The flow needed to inundate the lowest
toe elevation of the Harris Teeter pond is 2,150 cfs which is significantly more than the
513 cfs that will leave the proposed HAECO site.
This existing open channel extends approximately 290 feet downstream of the Harris
Teeter culvert prior to entering Horsepen Creek which is a FEMA stream with an 832-
acre (1.3 square miles) drainage area and 100-year peak flow of 1,598 cfs. On the
upstream side of Radar Road (along Horsepen Creek), the drainage area increases to
HAECO Facility Improvements Project Page 2-6
Stormwater Report

Section 2: Hydrology and Hydraulics
® 1,344 acres (2.1 square miles) with a 100-year peak flow of 3,018 cfs. A field walk and
inspection of aerial topography shows this reach of Horsepen Creek does not have any
insurable structures located in the reach upstream of Radar Road where the 329 cfs
increase would be roughly 10%, of the total flow in Horsepen Creek. As shown in this
report, the proposed HAECO Facility Improvements Project will not adversely cause
flooding downstream to an insurable structure or road.
I�
Figure 1: FEMA FIRM Panel
2.3.6 Closed Drainage Systems
Closed systems were designed to pass the 10-year flood without surcharging the pipe.
With the exception of the SCM underdrain system, all drainage pipes are reinforced
concrete (RCP).
2.3.7 Outfall Protection for Closed Drainage System
Rip -rap pads are proposed at two locations in the high flow rate bioretention. These
outfalls are located where the flows enter back into the natural drainage system or the
bioretention ponds. The NY DOT method was used to design the length, width, depth
and size of the rip -rap pads. Appendix F shows the calculation used to size the rip -rap
pads.
I-IAECO Facility Improvements Project Page 2-7
Stormwater Report

u
E
0
Section 3: Water Quality Compliance
3.1 Overview
To satisfy the water quality requirements outlined in Session Law 2012-200, a proposed
0.8-acre high flow rate bioretention pond is being proposed. Session Law 2012-200
requires runoff generated from the ls� inch of rainfall for a development project shall be
infiltrated into the ground. There are no specific requirements to remove total
suspended solids (TSS), nitrogen, or phosphorus. In addition, there are no requirements
to detain the 1-year or any other storm event to at or below pre -project conditions. As
shown in this report, the proposed high flow rate bioretention pond exceeds the
minimum infiltration requirements set forth in Session Law 2012-200.
3.1.1 Proposed Impervious Areas
The separately attached construction plans and concept plan provided in Appendix A
show the proposed pond, new and existing impervious areas, location of flow splitters
and overall site layout. The following table summarizes the proposed impervious areas
associated with the HAECO Facility Improvements project:
Table 10: Minimum Area of Impervious Cover Required for Treatment
Location
Impervious Cover (acres)
Proposed Hangar
5.06
Proposed Apron
5.11
['reposed Fire Access Roads
0.32
Proposed Sidewalk
0.09
Existing HAECO Site to the East
14.03
TOTAL = 24.61 acres
Because the existing fire suppression pond is being abandoned as part of this project, the
proposed SCM will need to be designed to accept runoff from the system currently
going to the existing fire suppression pond. The stormwater runoff generated in sub -
basins 60, 70 and 80 will be redirected into the proposed SCM. Appendix C highlights
the areas that will drain to the pond along with a breakdown for the impervious area
contributed from each sub -basin. As a result, an additional 20.49 acres of impervious
area will be infiltrated in the proposed SCM as shown in the following table:
Table 11: Proposed Impervious Cover to SCM
Location
Impervious Cover (acres)
Proposed Hangar
3.35
Proposed Apron
5.11
Proposed Fire Access Roads
0.32
Proposed Side Walk
0.09
Existing HAECO Site to the East
11.92
Sub -Basin 60
0.42
Sub -Basin 70
9.22
Sub -Basin 80
14.09
TOTAL =44.52 acres
HAECO Facility Improvements Project Page 3-1
Stormwater Report

CJ
Section 3: Water Quality Compliance
In total, the proposed SCM will have a contributing drainage area of 54.0 acres with
44.52 acres of impervious cover.
3.1.2 High Flow Rate Bioretention Pond Design Criteria
The State BMP Manual does not specifically have a set of design guidelines for a high
flow bioretention pond so the following guidelines were used in the design of the
proposed high flow bioretention pond:
♦ Infiltrate 100%of the runoff generated from the P inch of rainfall;
♦ Side slopes shall be no steeper than 3(H):1(V);
♦ SCM shall be located in a recorded drainage easement;
♦ A bypass or internal overflow is required for bypassing storm flows in excess of
the design flow;
♦ Media permeability shall be between 6 and 10 inches per hour with a targeted
detention time of 10 to 15 hours for infiltrating the water quality volume;
♦ Ponding depth for the water quality event shall be limited to 4.0 feet;
♦ Media depth will be 2 feet for each of the two soil media zones of the
bioretention pond;
♦ An underdrain shall be located under the soil media to keep the pond dry and
prevent groundwater from entering the pond; and
® ♦ A rip -rap energy dissipater shall be located at the outfall of each pipe entering
the pond.
3.1.3 Water Quality Volume IWQV)
The volume of runoff generated from the 151 inch of rainfall was calculated using an in-
house spreadsheet based on the Schuler Simple Method. This spreadsheet shows the
calculated water quality volume along with proposed SCMs stage -storage sizing (see
Appendix G). The following table summarizes the minimum required volume along
with the provided volume:
Table 12: Calculated Storage Volumes
Description
Impervious Area
(acres)
Surface Runoff
Ift3)
Required Area for Treatment
25.01
72,582
Compensatory Treatment of Sub -basins 60, 70, 80
23.72
82,679
Total Provided Area for Treatment
44.52
155,260
Net Credit for WQ Treatment
19.51
82,678
As shown in Table 12, the proposed high flow rate bioretention pond will infiltrate an
additional 82,678 cubic feet of runoff and 19.51 acres of impervious cover more than
required.
HAECO Facility Improvements Project Page 3-2
Stormwater Report

Section 3: Water Quality Compliance
® 3.1.4 Pond Design Summary
A concrete riser structure is proposed to control flows leaving the high flow rate
bioretention pond. The primary spillway will include the following elements: a poured,
reinforced concrete box riser and reinforced concrete outfall pipe with gaskets at joints.
Because the weir length on these structures is 12' and the flows entering the ponds are
generally very small, there were no emergency spillways proposed for the pond. The
following is a summary of the design for the proposed high flow rate bioretention pond
(See the separately attached plan set for additional details):
♦ Surface Area: The proposed high flow rate bioretention pond is larger than the
minimum size needed to achieve the water quality goals of the project. The
surface area of the pond was achieved by targeting a pond depth of less than 4.0
feet and a detention time between 10 and 40 hours. The more well -draining the
soils the smaller the footprint of the pond needed to drain the pond in
approximately 10 hours. As shown in this report, the surface area that drains the
pond in approximately 11 hours is 28,005 square feet (0.64 acres).
♦ Primary Outfall: A concrete box riser with an outside dimension of TxT is
proposed with a primary weir elevation set at 583.75 feet NAVD 1988. The total
weir length of the primary outfall is 18 feet (four 4.5' long weirs).
♦ Emergency Overflow: The primary spillway was designed to pass flow larger
® than the 100-year flood without overtopping the top of dam. A 15' wide rip -rap
lined emergency overflow will convey flows over the top of dam should the riser
be clogged for some unforeseen reason. This emergency spillway ties into a
grass lined swale until it reaches an 18" RCP with a flared section opening.
♦ Top of Dam: The top of dam is set at elevation 855.25 feet which is approximately
1.7 feet above the 100-year flood elevation. The total dam height measured from
the toe of the embankment on the downstream side is approximately 3.0 feet.
The following table summarizes the water surface elevations at the proposed pond for
the water quality event, 1-, 10- and 100-year floods:
Table 13: Water Surface Elevations at Proposed Pond
Water Quality
Event
1-Year Storm
(NAVD'88)
10-Year Storm
(NAVD'88)
100-Year Storm
(NAVD'88)
853.28
853.48
85350
853.52
Riser
The riser detail provided in the separately attached plan set shows the 6'x6' concrete box
to control water surface elevations inside the proposed SCM. The primary spillway was
set at elevation 853.30 feet which is the dynamic elevation calculated inside EPA SWMM
for the water quality storm event (an NRCS Type Il distribution with 1.0 inches of
HAECO Facility Improvements Project Page 3-3
Stormwater Report

Section 3: Water Quality Compliance
® rainfall). The riser has a 42" diameter RCP barrel that conveys flow from the pond to a
new 48" diameter closed drainage system. This 48"diameter closed system conveys the
by-pass flows for larger storm events from the eastern side of the existing HAECO
development. An anti -floatation calculation (See Appendix H) was performed for the
pond riser resulting in a factor of safety of 1.22. This calculation ignores the friction
forces of the underlying soil and therefore a factor of safety larger than 1.22 would be
achieved in real conditions. Because this is a dry pond and water levels will rarely reach
6" above the crest of the weir therefore a factor of safety of 1.22 is acceptable.
Flow Splitters
Three flow splitters are proposed to divert stormwater runoff from the proposed closed
drainage system into the high flow rate bioretention pond. For water quality rainfall
event (1.0 inch of rain), 100%, of the runoff generated will flow directly into the high flow
rate bioretention pond. Inside each flow splitter is a weir wall that will direct flows
generated from larger storm events into a closed by-pass pipe. The elevation of this weir
wall was calculated in EPA SWMM by iteratively adjusting the elevation of the wall
until no flow was being diverted in the water quality rainfall event.
The splitter box located just north and west of the pond (Structure 5) will require a
special design. Flows that go over the weir wall will drop into a concrete manhole
® structure and eventually into the sites main 72 inch diameter RCP. The following table
summarizes the key elevations for the three proposed concrete flow splitters:
Table 14: Summary of Flow Splitter Design
Pipe to Pond
Pipe Sizes
Splitter:
Invert Elevation
Weir Wall Height
Entering Splitter
Rpm Pond
(feet NAVD 1988)
(It)
Box (in)
Diameter
er (in)
I(structure 20)
872.21
0.85
30"
15"
2 (structure 25)
855.10
2.75
48"
24"
3 (structure 5)
851.68
1.45
54" and 42"
30"
The separately attached design plans provide additional details on the size and
construction of the flow splitters being used for this project.
Table 15: Flow Splitter Performance
Splitter =
Water Quality Event
10-Year Storm Event
Flow To Pond
(cfs)
Flow Around Pond
(cfs)
Flow To Pond
(cfs)
Flow Around Pond
(cfs)
1 (structure 20)
4
0
6
17
2 (structure 25)
10
0
20
50
3 (structure 5)
27
0
40
121
As shown in Table 15, approximately 67% of the peak flows from the larger storm events
® will be diverted around the pond.
HAECO Facility Improvements Project. Page 3-4
Stormwater Report

Section 3: Water Quality Compliance
Detention Time and Soil Media for High Flow Rate Bioretention Pond
Per discussions with DEQ it was agreed that the proposed high Flow rate bioretention
pond would detain the water quality event for between 10 and 40 hours. To achieve this
goal, a well -draining sand media is needed that promotes infiltration at a rate that is not
too quick (3 or 4 hours) and not too long (over 40 hours). With an assumed infiltration
rate of 10 inches per hour for this well -draining sand, a footprint was iteratively
determined until the time to drain the pond was 10 hours. This area was calculated to
be 14,563 square feet. For those areas outside the well -draining sands an infiltration
rate of 2 inches/hour was assumed. As shown in Appendix I, the combined flow rate
passing through the soil media and leaving the pond is 3.9 cfs.
For the area of well -draining sand, the construction of the high flow rate bioretention
pond will mimic the design of a PGA golf green. It is assumed that the best draining
soils that can be stockpiled from the onsite borrow area will be used for those areas
outside the well -draining sands. At a minimum this media in Zone 1 will have a
permeability of 2 inches/hour. The following is a summary of the construction for the
area of the pond that mimics the PGA golf green:
Option #1 for Zone 2 (No. 57 Stone at base)
® • 12" thick base of No. 57 stone (approximately 3/a" in size)
• 4" of washed sand
• 2' of well -draining sand -soil mix (with a permeability of 10 inches/hour)
Option #2 for Zone 2 (Pea Gravel at base)
• 12" thick base of peak gravel (100`) passage of 3/8" sieve)
• 2' of well -draining sand -soil mix (with a permeability of 10 inches/hour)
Specifications for the two soil zones will be prepared at final design.
Channel Liner
As shown on the separately attached design plans, two shallow rip -rap lined swales are
proposed to convey runoff from small storm events to the side of the SCM with the riser.
The swales were designed to be relatively shallow (1 foot in depth) and flat in order to
promote infiltration. It was assumed that the entire pond bottom would be inundated
fairly quickly and the need to size a large swale to minimize erosion would not be
necessary. A calculation for the channel liner design is provided in Appendix J.
Maintenance and Operation Procedures
A maintenance and operation plan for the bioretention facilities has been included with
® this report as Appendix K.
I-IAECO Facility Improvements Project Page 3-5
Stormwater Report

Section 3: Water Quality Compliance
0
3.2 Conclusion
As shown in this report, the proposed high flow rate bioretention pond is designed to
bring the HAECO Facility Improvements project at the Piedmont -Triad International
Airport in compliance with the State's requirements for water quality as outlined in
Session Law 2012-200. By diverting runoff for the water quality rainfall event from
basins 60, 70 and 80 into the proposed SCM, the airport is providing treatment for 44.52
acres of impervious cover. As shown in this report, the proposed SCM is providing
approximately 19.51 acres more than the minimum required amount. The airport would
like to request a water quality credit to offset the need to provide or minimize treatment
with a future onsite development.
HAECO Facility Improvements Project Page 3-6
Stormwater Report

Legend
Existing Drainage system
Proposed Pipes
Proposed aMP Contours
Perenmsl Stream
!� Exalting Ponds
2z wetlands
Proposed Impervious Area
Apron
Hangar
Access Road
Exeting Area to U Treated
0.39 acres of jurisdictional
wetlands to be filled
k
x
7
eat —_ -- — — ►
i�
Fire Suppression
Pond Diversion
IL
Existing Fire
Suppression Pond
(To Be Removed) Radar Roatl
Twin 9' x 6' CMP Arches
Flow SPlitter ���
High Flow Rate Media
0 age A®= 29 acres
Proposed High Flow
Rate Bioretention Pond
Pond Invert @ 850.0'
ao
Flow SPldter
Riser HAECO Parking Lot
Flow Splilter Existing Wet Pond
(To Be Removed)
Existing wetland
to be filled
i Proposed Concept Plan -Appendix A 2D0 100 C 200Feet
�DICKSON High Flow Rate Bioretention Pond
community lnbGtldctun, consuecnts Piedmont -Triad Intemationai Airport 1 inch = 200 feet
HAECO Site Development

Appendix B
Project: HAECO Facility Improvement @ PTIA, Greensboro, NC
Prepared by: DSK
• Date: November 9, 2015
SWMM Input Data
0
•
EXISTING CONDITIONS SUBBASINS
SWMM Sub-
Basin ID
Pervious
RCN
Area
(aces)
Area (sq. ft.)
Flow
Length
ft
Width
(h.)
Elevation
Change(
Basin
Slope
%
Percent
Impervious
%
10
74
77.1
3356329
3294
1019
21
0.64%
31%
20
74
28.8
1253061
1259
995
11
0.83%
34%
30
74
19.3
842697
1856
454
19
1.03%
40%
40
74
4.1
180429
1027
176
12
1.12%
44%
50
74
3.6
156421
520
301
10
1.92%
21%
60
74
5.2
225908
841
269
14
1.66%
8%
70
74
9.2
401743
1215
331
16
1.34%
100%
80
71
14.4
627272
1095
573
21
1.91%
100%
85
71
3.0
131013
338
388
36
10.65%
24%
90
74
8.9
388935
1359
286
27
1.98%
82%
100
74
19.3
840092
1465
573
9
0.58%
43%
110
74
6.1
263574
496
531
7
1.31%
29%
120
74
15.3
665778
958
695
25
2.56%
92%
130
74
4.5
195877
944
207
35
3.65%
44%
142
74
9.4
407511
707
576
35
4.95%
26%
145
74
12.2
1 529689
1513
350
49
3.25%
2%
240.27
PROPOSED CONDITIONS SUBBASINS
SWMM Sub-
Basin ID
Pervious
RCN
Area
(acres)
Area (sq. h.)
Flow
Length
ft
Width
(ft.)
Elevation
Change(ft.)
Basin
Slope
%
Percent
Impervious
%
10
74
77.05
3356329
3294
1019
21
0.6%
31%
20
74
28.77
1253061
1259
995
11
0.8%
34%
30
74
19.35
842697
1856
454
19
1.0%
40%
40
74
4.14
180429
1027
176
12
1.1%
4 %%
50
74
3.59
156421
520
301
10
1.9%
21%
60
74
5.19
225908
841
269
14
1.7%
8%
70
74
9.22
401743
1215
331
16
1.3%
100%
80
71
14.09
613567
1095
560
21
1.9%
100%
90
74
8.93
388935
1359
286
27
2.0%
82%
100
74
19.29
840092
1465
573
9
0.6%
43%
110
74
6.05
263574
496
531
7
1.3%
29%
120A
74
13.95
607823
1487
409
25
1.6%
85%
120B
74
2.43
105911
640
165
21
3.3%
50%
130
74
4.50
1 195977
944
207
35
3.7%
47%
142
1 74
9.36
407511
707
576
1 35
5.0%
1 32%
144-A
74
0.84
38104
143
266
0.715
0.5%
100%
144-B
74
0.86
38293
127
302
0.635
0.5%
100%
144-C
74
0.75
32703
137
239
0,685
0.5%
100%
144-D
74
0.88
38306
252
252
0.76
0.5%
100%
144-E
74
0.51
22097
175
126
0.875
0.5%
100%
144-F
74
0.47
20479
102
201
0.51
0.5%
100%
144-G
74
0.54
23709
108
220
0.54
0.5%
10D%
144-H
74
1.74
75931
237
320
1.185
0.5%
42%
146-A
1 74
0.81
35111
406
86
1 2.03
1 0.5%
1 100%
146-B
74
1.71
74691
406
194
1 2.03
1 0.5%
1 100%
146-C
74
1.53
66657
406
164
2.03
0.5%
100%
146-D
74
1.99
86824
450
193
2.25
0.5%
106%
146-E
74
0.67
29025
306
274
0.53
0.5%
28%
148
74
1.08
47109
275
171
44
16.2%
10%
240.27

Legend
—► Existing Pipes
Streams
ODrainage Areas
Contours
IICKSON
community infrastructure consuRonts
Basin 10
Basin 30
Basin 40 ----- -'
r Basin 142
Basin 60 Basin 50 _
Basin 7087
e'9 Y Basin 60 Y, Basin 145
Basin 90
Basin 20
W Basin 100
NBasin110
i �
I
Basin 120
Drainage Area = 240.3 acres
� m
�— aso 9 &O"As
- -c
Existing Conditions Drainage Area Map -Appendix C 500 250 0 500 Feet
Piedmont -Triad International Airport ~'
HAECO Site Development 1 inch = 500 feet

1
�l
% r
0 —
Basin 20
Basin 100
gg2
Basin 110
be Treated
iosed Apron
to
FMLI
sa=
IBM� I
�� ■ter �� _ — � -,
L c
�� � III - _ � � � _••I ,�
i III

Water Quality Volume and Stage Storage at Proposed Central High Flow Bioretention Pond
Project: HAECO Facility Improvement @ PTIA, Greensboro, NC
Prepared by: OJK
Checked by:
Date: November 3, 2015
Summary of Impervious
Areas
Description
Impervious Area
Jac)
Total Drainage
Area ac
Basin 60
0,42
5,19
Basin 70
9.22
9.22
Basin 80
14.09
14.09
Basin 120
11.92
13.95
Proposed An
5,11
6.59
Proposed Hangar
5.06
5.95
Proposed Access Rd
0.32
0.66
Han ar Area Not Drainin to Pond
-1.71
-1.71
Pro Sld walk
0.09
0.09
Total
44.52
i 5CO3
Calculate the rutroff coefficient:
Rv=0.05-0.009(1a)
Rv = runoff coefficient = storm runoff (inches) / stone rainfall (inches)
Is = percent impervious = impervious portion of the drainage area (ac.)/drainage area (ac.)
I, 82.40
Rv- 0.79 (in./in.)
Apodix G
WK
o�c�csoiry
IrNxup TnXNrtls
R..., Runoff coefficient
The R,. is a ueasure of the site response to rainfall events, and in theory is calculated as:
R,. - r1p, where r and p are the volume of stone nmoff and stone rainfall,
respectively, expressed as inches.
The R,. for the site depends on the nature of the soils, topography. and cover. However, the
primary influence our the R,. in urban areas is the amount of impuviousums of the site.
Impervious area is defined as those surfaces in the landscape that cannot infiltrate rainhU
consisting of building rooftops, pavement, sidewalks, driveways, etc. In the equation R, =
0.05 + 0,00940.'T' represents the percentage of impervious cover expressed as a whole
number. A site that is 75° o impervious would use I - 75 for the proposes of calculating R..
Stage Storage Relationship
Calculate the required volume to be detained for the first 1" of runoff:
Volume = (Design rainfall)(Rv)(Drainage Area)
Volume = 1" rainfall • Rv • mz lteavinmesl • Drainage Area
Volume= 3.6 acre-feet
Volume= 155,260 ft3
V.t=Y A.+At+ A,•A3
Stage -Storage from Contours - Proposed Detention Facility
- High Flow Bioretention Pond
NODE INVERT
CONTOUR
SWMM
DEPTH
CONTOUR
AREA
INCREMENTAL
VOLUME
S
ACCUMULATIVE
VOLUME
S
TOTAL
VOLUME
F
F
AC
JLF2
GAL)
CF
I ACW
CF
ACF
848.50
848.50
0.00 0.00
1
1-_-
849.00
0.50
1.50
0.00
0.00
2
6
19
_
__ 1 _
2
_ 0,000136.BW
0.00024
6
1
0,000
0%
0%
850.00
3
3
0.000
Potts Bodom
861.00
260
0.33
141%3
36842
4925
0.113
4928
0.113
2%
_
852.00
853.00
854.00 _
855.00 _
856.00
3.50
4.50
- 6.50
6.50 _
7.50
056
060
0.64 _
0.69
0.73
24,328
_ 26,138
28,005
_ 29,929
31,910
143909
188715_
202469
_ _ 19238
_ 25228 _
27066
_ 0.442 _
_ 0.579 _
0.621
180,775
369,490
571,959
24.166
0.555
_
8%
17%
26%
36%
47%
49,394 1.134
76,460 1.755
_
218848 _ _ 28962 _ _ 0.665 _ 788.607
231254 30914 0710 1,019,862
105.421 2A20
136,336 3.130
sw M-F
8:38
1 0.78
33,133
1 146968
1 19512 10.448
1185819
188847
3.578
84%
857 G_
858.00
_859.00
_ _8,50 _ _
9.50
10.50
0.78
0.83
-. 088
_ 33,948
36,043
38,198
F_246287
36 2123
539362
_ _ 32924 _
48409
72102
_ 0.756
1.111
1.655
1,266,148
1.6 28,271
2,187,834
169,259
217,668
289,770
_ 3.886
4.997
8.852
S8%
75%
100%
Incremental volume determined usin "conic" method as described in USACE HEC-1 manual
Pond bottom
Elevation that exceeds the water quality volume (assuming static elevation with no Infiltration)

Appendix H
r�
Riser Structure Flotation Calculation
Project HAECO Site Development
Prepared by: DJK
Dated: 11-3-15
Invert Out Elev.
848.00
Primary Weir Elev.
853.30
Overflow Weir Elev.
853.30
Secondary Weir Hght (ft)
1.50
Secondary Weir Width (ft)
4.67
Primary Weir Hght (ft)
1.50
Primary Weir Width (ft)
4.67
Top of Box Elev.
855.30
Inside Lgth (it) (perpendicular to flow)
4.67
Inside Width (ft)
4.67
Outside Lgth (ft) (pe endicular to flow)
6.00
Outside Width (ft)
6.00
Primary weir hgth (ft) (CALCULATED)
5.30
Overflow weir hgth (R) (CALCULATED)
5.30
Wall thickness (ft)
0.67
Top thickness (ft)
R50
Base thickness (ft)
1.25
Orifice diameter (in)
0.00
Orifice area (sq-ft)
0.00
Outlet pipe dia (in)
42.00
Outlet pipe area (sq ft)
9.62
Concrete weight (Ibs/cu ft)
146.00
Water weight(lbs/cuit)
62.40
Probable
Str volume (cu-yd)
4.89
Str weight (Ibs)
19,267
Buoyant force (Ibs)
15,837
Resultant weight(lbs)
3,430
Factor of Safety
1.22
Bearing Weight (lbs/sq ft)
535.19
Bottom of pond with regards to soil (invert of underdrain system is 84B.5
99.20 Weir capacity
Design Input (Target factor of safety, of 1.2)
talc
Conservative Assumptions:
Bouyant force measured at top of structure lid
100-year flood depth is 8.6 feet in depth (calculation went to elevation 9.5 feet)
Weight of soil on outfall pipe not accounted for in calculation
QC Check on Cales
Check on Volume
Inside width of box
5.67
Outside width of box
7.00
Area of inside box
32
Area of outside box
49
Height of box (below top)
4.8
Net Volume of Walls
81.066667 cu 8
Top Area of structure
49
Thickness of top
0.50
Volume of top
24.5 cu 8
Volume of base
61.25 cu ft
Total Volume of Concrete
166,81667
Weight of Concrete
24,355
Volumeof displaced water
320.95 cue
Unit weight of water
62.4
Form of displaced water
20,027
Factor of Safety
1.22
An14Floatatbn.xl5

0
Detention Time and Design of High Flow Rate Media
Project: HAECO Facility Improvement @ PTIA, Greensboro, NC
Prepared by: D1K
Checked by:
Date: October 23, 2015
Description
Impervious Area (ac)
Total Drainage Area (ac)
Basin 60
0.4
5.2
Basin 70
9.2
9.2
Basin 80
14 1
14.1
Basin 120
11.9
14.0
Proposed Apron
5.1
6.6
Proposed Hangar
5.1
6.0
Proposed Access Rd
0.3
0.7
Total
44.5
54.0
Calculate the runoff coefficient:
Rv=0.05+0.009(la)
Rv= runoff coefficient = storm runoff (inches) / storm rainfall (inches)
la = percent impervious = impervious portion of the drainage area (ac.)/drainage area (ac.)
I, 82.40
Rv= 0.79 (in./in.)
Calculate the runoff volume for the water quality event (first 1" of runoff):
Volume = (Design rainfall)(Rv)(Drainage Area)
Volume = 1" rainfall " Rv • 1112 (reevmches)' Drainage Area
Volume = 3.6 acre-feet
Volume = 155,260 W
O ICKSON
Enpinmr. v(annrs.5unrpn
ta�Wrornrs4�ne
AppWx I
Infiltration Zone and Assumed Infiltration Rates for Pond
Zone
Area (sq ft)
Assumed Infiltration Rate
(inch/hr)
Assumed Infiltration Rate
(ft/hr)
Assumed Infiltration
Rate (ft/sec)
1 (moderately draining soils)
12,403
2
0.2
0.000046
2 (well draining sand)
14,563
30
0.8
0.000231
Calculate Peak Flows and Drawdown Time for WQ Event
Zone 1 Peak Flow (cfs)
Zone 2 Peak Flow (cfs)
Total Flow (cfs)
Time to Drain Pond (sec)
Time to Drain Pond
(min)
Time to Drain
Pond (hours)
0.6
3.4
3.9
39,354
656
10.9

Shear Stress Analysis of Rip -Rap Ditches Inside SCM P
Project: HAECO Site Development Project, PTIA Airpon
Engineer: DJK
Date: 11-3-15
Appendix J
C I
Mannings Equation, Q =(A 1.49 0.66 SD.5
-Rh JI
n
36 Inch RCP on Western Side of Pond
Storm
Design
Chan But
I Side
I Side Slope
I Design
I Chan
I Wetted
Hydraulic
Mann.
Channel
I Q
Cale
I Cale
I Shear
Temp.
Perm.
Event
Flow(cfs)
Width
Slope
Len th
Depth
Area
Peri1n Pw
Radius
"n"
Slope
Allow.
Depth
Velocity
Stress
Liner
Liner
10-Year
30
3
3
6.3
2
18
16
1.2
0.040
0.002
32
1.9
1.8
0.2
Straw w/ net
Class A
1-Year
9
3
5
5.1
1
1 8
1 13
0.6
0.040
0.002
9
1.0
1 1.2
1 0.1
IStraw w/ net
I Class A
24 Inch RCP on Eastern Side of Pond
Storm
Design
Chan Bot
Side
Side Slope
Design
Chan
Welted
Hydraulic
Mann.
Channel
Q
Calc.
Cale.
Shear
Temp.
Perm.
Event
Flow (cfs)
Width
Slope
Le th
Depth
Area
Perim.. Pw
Radius
"n"
Slope
Allow.
Depth
Velocity
Stress
Lirler
Liner
10-Year
26
3
3
6.3
2
18
16
1.2
0.040
0,002
33
1
1.9
1.8
0.2
Straw w/ net
Class A
1-Year
9
3
5
5.1
1
1 8
13
0.6
1 0,0401
0.002
9
1 1.0
1 1.2
1 0.1
I Straw w/ net
I Class A
Shear Stress, T = yds
T = shear stress in lb/sq. ft.
y = unit weight of water, 62.4 lb/cu. ft.
d = flow depth in ft.
s = channel slope in ft./ft.
Notes:
Side slope = horiz./vert.
TemporaryLiners
Allow
Shee6tress
Maenal
(lb/sq1)
Tacked Mulch
0.35
JuteNo
0.45
Straw w/ Na
L45
SythaicMat
200
ClessA
1250
Cl. B
2.00
Classl
340
Classrl
4.50
iandlnuncouiu)
Loeminancollidl)
oam(aoncolbdl)
,,iwFivn Loum
tnCobblcs
I Depth and Velocity calculated using AutoCAD's Hydroflow Express
Max Pertussibbvelocity(Y/s)
25
2.5
3.0
3.5
5.0
5.0
5.0
ChanoelSlope Soil
Gmss Lining
Permssibk V(I
D-5% Sands/Sila
Bmmda
50
Tall Fescue
4.5
KY Bl uegmss
4S
Gmss-leguttemx
3.5
Clay Mims
Bemuda
60
Tell Fescue
5.5
KY Bluegmss
5.5
Gmss-legutrema
4.5
5-10% Sands/Sils
Bemuda
4.5
Tall Fescue
4o
KYBlucgmss
4.0
Gmsz-legurte mx
3.0
Clay Mims
Betrtuda
5s
Tall Fescue
5.0
KY Bluegmss
50
Gmss-legunemx
3.5

Permit Number:
(to be provided by DEMLR)
Drainage Area Number:
• High Flow Rate Bioretention Pond
Operation and Maintenance Agreement
•
•
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
— The drainage area of the high flow rate bioretention pond will be carefully
managed to reduce the sediment load to the sand filter.
— Once a year, sand media will be skimmed.
— The sand filter media will be replaced whenever it fails to function properly after
maintenance.
The high flow rate bioretention pond will be inspected once a quarter and within 24
hours after every storm event greater than 1.0 inches. Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element:
Potentialproblem:
How I will remediate theproblem:
The entire BMP
Trash debris is present.
Remove the trash debris.
The grass filter strip or
Areas of bare soil and/or
Regrade the soil if necessary to
other pretreatment area
erosive gullies have formed.
remove the gully, and then plant a
ground cover and water until it is
established. Provide time and a
one-time fertilizer application.
Sediment has accumulated to
Search for the source of the
a depth of greater than six
sediment and remedy the problem if
inches.
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
The flow diversion
The structure is clogged.
Unclog the conveyance and dispose
structure (if applicable)
of any sediment off -site.
The structure is damaged.
Make any necessary repairs or
replace if damage is too large for
repair.
High Flow Rate Bioretention Pond O&M
Page l of 3

Permit Number:
•
•
•
(to be provided by DEMLR)
BMP element:
Potentialproblem:
How I will remediate theproblem:
The bioretention cell:
Mulch is breaking down or
Spot mulch if there are only random
soils and mulch
has floated away.
void areas. Replace whole mulch
layer if necessary. Remove the
remaining mulch and replace with
triple shredded hard wood mulch at
a maximum depth of three inches.
Soils and/or mulch are
Check to see if the collection system
clogged with sediment. Water
is clogged and flush if necessary. If
is ponding on the surface for
water still ponds, remove the top
more than 24 hours after a
few inches of the filter bed material
storm.
and replace. If water still ponds,
then consult an expert.
Outlet device
Clogging has occurred.
Clean out the outlet device and
dispose sediment in a location that
will not impact a stream or the
BMP.
The outlet device is damaged.
Repair the outlet device.
The observation well(s)
The water table is within one
Contact DEMLR Stormwater
foot of the bottom of the
Permitting staff immediately at
system for a period of three
919-707-9220.
consecutive months.
The outflow pipe is clogged.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
The outflow pipe is damaged.
Repair or replace the pipe.
The emergency overflow
Erosion or other signs of
The emergency overflow berm will
bean
damage have occurred at the
be repaired or replaced if beyond
outlet.
repair.
The receiving water
Erosion or other signs of
Contact the N.C. Division of Water
damage have occurred at the
Resources 401 Certification Program
outlet.
staff at 919-707-8789.
High Flow Rate Bioretention Pond O&M
Page 2 of 3

Permit Number:
(to be provided by DEMLR)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DEMLR of
any problems with the system or prior to any changes to the system or responsible party.
Project name: HAECO Site Development Project
BMP drainage area number:
Print name:
Title:
IQ$Till=
Note: The legally responsible party should not be a homeowners association unless
more than 50% of the lots have been sold and a resident of the subdivision has
been named the president.
0 I, a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , and acknowledge the due execution of the
forgoing high flow rate bioretention pond maintenance requirements. Witness my hand
and official seal,
SEAL
My commission
0
High Flow Rate Bioretention Pond O&M
Page 3 of 3

DDICKSON
MEETING AGENDA community Inirostiucture contuuonte
720 Corporate Center Drive, Raleigh, North Carolina 27607 919.782.0495
Piedmont Triad International Airport
HAECO Facility Improvements
WK Dickson Project # 20150125.00.RA
October 14, 2015
1:00 pm Meeting at Archdale Building
Meeting Attendees
Mike Randall - NCDEQ
Boyd Devane - NCDEQ
David Kiker - WK Dickson
Jason Kennedy - WK Dickson
Agenda
1. Session Law 2012-200 and Need to Meet - Kiker
➢ Clarify water quality requirements for new development and replacement of
existing WQ BMP
➢ Clarify pre -vs -post requirements
2. Overview of Existing HAECO Site - Kiker
➢ Open channel and contributing flows/drainage areas/pipe sizes
➢ Airport landuse
➢ Downstream road and downstream Harris Teeter site
3. Overview of Proposed HAECO Site - Kiker
➢ Fill site to tie in grades to the existing hangars and aprons
➢ Open channel to be piped (Michael Baker preparing mitigation plan)
➢ Eliminate existing fire suppression pond and existing wet pond.

➢ Future stormwater control measure (SCM) to include fire suppression measures.
➢ Frequency of activation for fire suppression chemicals, valves to disconnect from
main system, biodegradable chemicals.
4. Water quality requirements - Water quality requirements with consideration of
removal of the existing wet pond - Randall/Devane
5. Pre -vs -post for 1-year water quantity detention requirements— Randall/Devane
6. Summary of preliminary stormwater modeling (pre -vs -post for quantity control) -
Kiker
➢ Proposed central dry pond
➢ Diversion of existing pipes into dry pond
➢ High flow rate media near outfall with underdrain
➢ 1-year pre -vs -post summary
➢ Use wooded/grassed condition for pre -project conditions
➢ Capacity of downstream drainage system and open channel
7. Level of detail for 301/6 design plans (hangar and apron drainage systems, profiles,
erosion control plans).
2

Proposed Storm Drainage Layout
�DICKSON 4+Cv, Piedmont- Triad International Airport
=ommuni,. int,a,t,uctu.e =onsultonts HAECO Site Development
200 100 0 200 Feet
1 inch = 200 feet

P&W
IICKSON
community Infrastructure consultants
Drainage Area Map H
Piedmont -Triad International Airport
HAECO Site Development
500 250
1 inch = 500 feet
500 Feet

(PROJECT 2)
IMPERVIOUS)
I -

Riddle, Rick L
From: Randall, Mike
Sent: Monday, June 19, 2017 7:48 PM
To: Priyanka Prakash; Riddle, Rick L
Cc: Homewood, Sue
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Priyaka,
I did some quick calculations. In January 2017, NC revised our rules. The original design is based on a more conservative
approach than currently allowed by INC stormwater rules. The new NC Stormwater Rules, based on research at NC State,
are less conservative. The approved design had a safety factor built in and was based on some assumptions, rather than
actual data. As it turns out, adding 1.25 acres of BUA to the 53 acre of BUA, approximately .023 added BUA, will not
compromise the current approved design. The design as previously approved is adequate for the proposed added BUA.
prefer the stormwater runoff from the added 1.25 acres of BUA be directed into the proposed bio-cell rather than
bypassing the bio cell as we discussed earlier.
Mike Randall
Stormwater Permitting Program
INC Division of Energy, Mineral and Land Resources (DEMLR)
Land Quality Section
Stormwater Permitting
1612 Mail Service Center
Raleigh, INC 27699-1612
Office: 919-807-6374
Cell: 919-389-7801
Email correspondence to and from this address may be subject to public records laws
From: Priyanka Prakash [mailto:[e-mail]]
Sent: Monday, June 19, 2017 12:48 PM
To: Riddle, Rick L <[e-mail]>
Cc: Randall, Mike <[e-mail]>
Subject: Re: PTIA / HAECO Hangar Stormwater Modification
Hi Rick,
Yes, actually that may work better for me as well.
Thanks,
Priyanka Prakash
Civil Engineer -In -Training
EMAIL m)rakash(a brph.com

DIRECT 321-751-3095
CELL 321-243-2584
FAX [phone]
BRPH 1 5700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
From: Riddle, Rick L <[e-mail]>
Sent: Monday, June 19, 2017 12:22 PM
To: Priyanka Prakash
Cc: Randall, Mike
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Pri,
Would there be a problem moving the call to 2:45? I forgot a lunch meeting
Thanks
Richard L. Riddle, Jr.
Stormwater Engineer
1C.
7"Nothtng Compares --
Email correspondence to and from this address is subject to the
North Carolina Public Records Low and may be disclosed to third parties.
From: Priyanka Prakash [mailto:[e-mail]
Sent: Monday, June 19, 2017 10:32 AM
To: Riddle, Rick L <[e-mail]>
Subject: Re: PTIA / HAECO Hangar Stormwater Modification
Excellent, will do. Thank you!
Priyanka Prakash
Civil Engineer -In -Training
EMAIL
oorakash(albroh.com
DIRECT
321-751-3095
CELL
321-243-2584
FAX
321-259-4703
BRPH 1 5700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For

From: Riddle, Rick L <[e-mail]>
Sent: Monday, June 19, 2017 10:29:56 AM
To: Priyanka Prakash
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Pri,
You can call 919-807-6375. Mike Randall will sit in on the call also.
Richard L. Riddle, Jr.
Stormwater Engineer
� Nothing Compares.
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Priyanka Prakash [mailto:[e-mail]
Sent: Monday, June 19, 2017 10:21 AM
To: Riddle, Rick L <[e-mail]>
Subject: Re: PTIA / HAECO Hangar Stormwater Modification
Hi Rick,
213M works well for me --is there a number where I can reach you?
I'm available via my cell number below.
Thanks!
Pri
Priyanka Prakash
Civil Engineer -In -Training
EMAIL
porakashbbrph.com
DIRECT
321-751-3095
CELL
321-243-2584
FAX
321-259-4703
BRPH 1 5700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
From: Riddle, Rick L <[e-mail]>
Sent: Monday, June 19, 2017 10:12:04 AM
To: Priyanka Prakash
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Pri,
Would 2:00 work for you?
Richard L. Riddle, Jr.
Stormwater Engineer

Kc.
Nothing Compares
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Priyanka Prakash [mailto:pprakash0brph.coml
Sent: Thursday, June 15, 2017 4:46 PM
To: Riddle, Rick L <[e-mail]>
Subject: Re: PTIA / HAECO Hangar Stormwater Modification
Hi Rick,
Would you have some time next week (maybe Monday afternoon or Tuesday, anytime) to have a quick
phone call about this project? I went through a general approach with Sue, and just want to make sure we
are all on the same page before we proceed with our design.
Let me know when would be a good day/time for you.
Thanks!
Pri
Priyanka Prakash
Civil Engineer -In -Training
EMAIL
porakash®brph.com
DIRECT
321-751-3095
CELL
321-243-2584
FAX
321-259-4703
BRPH 15700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
From: Riddle, Rick L <r![e-mail]>
Sent: Monday, June 12, 2017 4:07:04 PM
To: Homewood, Sue; Priyanka Prakash
Cc: Randall, Mike
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Sorry Pri, I did see the email but was tied up with other permits and issues and have not had a chance to review yet.
Update: From the recently sent photo the pond looks like it was oversized to accommodate the future development and if
that is case then a just a minor permit modification. Mike is out today but I will confer with him about this when he
returns tomorrow.
Have a good day
Richard L. Riddle, Jr.
Stormwater Engineer
N:_
<i''Nothing Compares —u

Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Homewood, Sue
Sent: Monday, June 12, 2017 3:25 PM
To: Priyanka Prakash <[e-mail]>
Cc: Riddle, Rick L <rick.r![e-mail]>; Randall, Mike <m![e-mail]>
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Hi Pri,
I had you on my list to email today. Rick Riddle, who I've copied on this email has been asked to come up to speed on this
project and provide input to me as necessary. I do not know his schedule and when he'll have a chance to review the file
and go over it with Mike if needed. In the meantime you can send information to all of us although I will remain the
official "point of contact" for your permit.
Thanks,
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
Sue. Homewood (cDncdenr.aov
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
Email correspondence to and from this address is subject to the
North Carolina Public Records law and may be disclosed to third parties.
From: Priyanka Prakash (mailto:[e-mail]
Sent: Monday, June 12, 2017 9:29 AM
To: Homewood, Sue <[e-mail]>
Subject: Re: PTIA / HAECO Hangar Stormwater Modification
Hi Sue,
Do you think you'll have a chance to find out who from Stormwater will be reviewing our permit
modification for HAECO? Would it be beneficial for us to touch base with Mike Randall in the meantime?
(Wasn't sure if he had already retired or if there is a particular date he'll be leaving). We're progressing
with our design assuming that we will not need a new BMP for the new impervious, and that we can claim
a portion of the compensatory treatment within the same basin, but we wanted to validate that with the
reviewer before we get too far into the calculations. I know you've been super busy, just wanted to start
the conversation!
Thanks!
Pri
Priyanka Prakash
Civil Engineer -In -Training
EMAIL [e-mail]

DIRECT 321-751-3095
CELL 321-243-2584
FAX [phone]
BRPH 1 5700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best company to Work For
From: Homewood, Sue <sue.homewoodCoDncdenr.aov>
Sent: Monday, June 5, 2017 4:03:11 PM
To: Priyanka Prakash
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Hi Pri,
I haven't had a chance to talk to our stormwater unit yet and I have a very busy week, it may take me a little while. I'm
sorry, I'll try to catch them as soon as I get a chance.
Thanks,
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
Sue. Homewood(dncdenr.aov
450 W. Hanes Mill Rd, Suite 300
Winston Salem INC 27105
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Priyanka Prakash fmailto:pprakashCwbrph.coml
Sent: Monday, June 05, 2017 11:28 AM
To: Homewood, Sue <sue.homewood(@ncdenr.aov>
Subject: Re: PTIA / HAECO Hangar Stormwater Modification
Hi Sue,
Sounds good --I will coordinate with PTIA to get a letter over to you. We will probably send a scan, and
follow with the original via snail mail.
Any luck in determining who from Stormwater will be reviewing the future parking lot permit? Trying to
figure out what calculations you guys will be looking for when we request the modification to use the
available credits in the existing bioretention pond.
Thanks,
Pri
Priyanka Prakash
Civil Engineer -In -Training

EMAIL
oorakash0broh.com
DIRECT
321-751-3095
CELL
321-243-2584
FAX
321-259-4703
BRPH 1 5700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
From: Homewood, Sue <[e-mail]>
Sent: Sunday, June 4, 2017 12:30:57 PM
To: Priyanka Prakash
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Pri,
The Division will allow this modification and minor increase in impervious area. Please provide a letter from the
Permittee formally requesting this minor modification to the stormwater management plan.
Thanks,
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
Sue. Homewood(cDncdenr.aov
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Priyanka Prakash Imailto:[e-mail]
Sent: Thursday, June 01, 2017 6:14 PM
To: Homewood, Sue <[e-mail]>
Subject: Re: PTIA / HAECO Hangar Stormwater Modification
Hi Sue,
Thanks for your time today! With regards to the apron infill, attached is the information you had
requested, showing the sidewalk removed from the scope and the new impervious for the apron infill. The
increase in impervious area is about 1,560 sf, whereas the total area currently being treated by the BMP is
53.57 ac. Is this modification acceptable?
Thanks,
Pri
Priyanka Prakash
Civil Engineer -In -Training
EMAIL DDrakash®broh.com
DIRECT 321-751-3095
CELL 321-243-2584

FAX [phone]
BRPH 15700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
From: Homewood, Sue <sue.homewood COD ncdenr.aov>
Sent: Thursday, May 25, 2017 5:04 PM
To: Priyanka Prakash
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Pri,
I'm struggling with working through what's in the file. From a quick look, it appears that the a sidewalk (0.09 acres of
BUA) was accounted for within the BMP calculations, however, none of the drawings provided identify the sidewalk
area. As you indicated earlier, the sidewalk you are referencing at this time does not appear to drain to the BMP so I'm
unsure if this was the sidewalk accounted for in the BMP calculations. This is what I need to be made clear at this
time. Was the original report referencing sidewalk elsewhere? If it was this sidewalk then why was it accounted for in the
drainage calculations to the BMP if it wasn't draining to the BMP?
I do not have the time to review the file in depth, I was hoping it would be clear afterjust a brief look. I know that the
BMP was oversized but we specifically discussed this at the time of permitting and PTAA did not want to delay permitting
so accepted that DWR would not allow for future "credit" or additional BUA to be directed to the BMP without a
modification to the Stormwater Management Plan and full review at that time.
Thanks,
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
Sue. Homewood(rDncdenr.aov
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Priyanka Prakash fmailto:pprakash(a)brph.coml
Sent: Wednesday, May 24, 2017 11:19 AM
To: Homewood, Sue <sue.homewood(a)ncdenr.aov>
Subject: Re: PTIA / HAECO Hangar Stormwater Modification
Hi Sue,
Any word on this item? Would you happen to have a few minutes for a quick call today?
Thanks,
Pri

Priyanka Prakash
Civil Engineer -In -Training
EMAIL
oorakash5broh.com
DIRECT
321-751-3095
CELL
321-243-2584
FAX
321-259-4703
BRPH 15700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
From: Priyanka Prakash
Sent: Friday, May 19, 2017 12:03:44 PM
To: Homewood, Sue
Subject: Re: PTIA/ HAECO Hangar Stormwater Modification
OK, sounds good, we can touch base next week.
Have a nice weekend,
Pri
Priyanka Prakash
Civil Engineer -In -Training
EMAIL
oorakash0broh.com
DIRECT
321-751-3095
CELL
321-243-2584
FAX
321-259-4703
BRPH 1 5700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
From: Homewood, Sue <[e-mail]>
Sent: Friday, May 19, 2017 11:23:06 AM
To: Priyanka Prakash
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
I'll need to go back and look at the original calculations and get back to you next week.
Sent from my Verizon Wireless 4G LTE smartphone
-------- Original message --------
From: Priyanka Prakash
Date:05/19/2017 11:19 AM (GMT-05:00)
To: "Homewood, Sue"
Cc: Alan Butler , Alex Maziekas , David Hill , Steve McGrey , Andrew Betts
Subject: Re: PTIA / HAECO Hangar Stormwater Modification
Hi Sue,
I just wanted to clarify from your email below --we won't be adding impervious surface beyond the amount
that was accounted in the original calculations. We are looking to exchange impervious area in one
location (the sidewalk), for an equivalent impervious in another location (the apron). If this falls within the
conditions/thresholds of the existing permit, will this require a formal modification as you describe below
also?
Thanks,
Pri

Priyanka Prakash
Civil Engineer -In -Training
EMAIL oorakash0broh.com
DIRECT 321-751-3095
CELL 321-243-2584
FAX [phone]
BRPH 15700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
From: Homewood, Sue <[e-mail]>
Sent: Thursday, May 18, 2017 8:43:48 PM
To: Priyanka Prakash
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Pri,
I apologize, I thought I sent this out yesterday and just found it in my "drafts" folder.
Since the changes you are proposing includes adding impervious surfaces to drain to the BMP we will need a formal
request to modify the approved stormwater management plan. The request must come from the permittee (PTAA) or at
least have a cover letter from them acknowledging the submittal by HAECO on their behalf. Your request should include
any documentation/calculations/plans that would show that the stormwater management plan will continue to protect
downstream water quality with the additional impervious surface.
Thanks,
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
Sue. HomewoodOncdenr.aov
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Priyanka Prakash [mailto:[e-mail]]
Sent: Wednesday, May 17, 20174:16 PM
To: Homewood, Sue <[e-mail]>
Subject: Re: PTIA / HAECO Hangar Stormwater Modification
Hi Sue,
Updated exhibit is attached, let me know if there is any other information you need.
Thanks!
Pri
10

Priyanka Prakash
Civil Engineer -In -Training
EMAIL [e-mail]
DIRECT 321-751-3095
CELL 321-243-2584
FAX [phone]
BRPH 1 5700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
From: Homewood, Sue <[e-mail]>
Sent: Wednesday, May 17, 2017 4:11:32 PM
To: Priyanka Prakash
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Yes, please update the exhibit for me. I'll review this with the original reviewer and see if there are any other questions
we may have.
Thanks,
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
Sue. Homewood ((Dncdenr.00v
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Priyanka Prakash [mailto:[e-mail]]
Sent: Wednesday, May 17, 2017 4:10 PM
To: Homewood, Sue <sue. homewood @ ncdenr.gov>
Subject: Re: PTIA / HAECO Hangar Stormwater Modification
Hi Sue,
It doesn't look like the sidewalk was directly draining to the BMP, but I think that the impervious area may
have been accounted in the BMP contributing area. Reading through the original permitting report, it looks
like the BMP was sized to provide treatment only. WKDickson describes in the report that the airport has a
detention waiver, and that the postdevelopment flow rate exceeds the predevelopment flow rate.
The area where the sidewalk was proposed will now be grassed and remain pervious. Would you like me
to update the exhibit to specifically state this?
Thanks for your help!
Pri
Priyanka Prakash
Civil Engineer -In -Training
11

EMAIL
pprakash(a)bmh.com
DIRECT
321-751-3095
CELL
321-243-2584
FAX
321-259-4703
BRPH 1 5700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
From: Homewood, Sue <sue.homewoodCWncdenr.aov>
Sent: Wednesday, May 17, 2017 3:24:49 PM
To: Priyanka Prakash
Subject: RE: PTIA / HAECO Hangar Stormwater Modification
Pri,
I do not have the entire file available to me at this time, I'm working remotely this week while in a workshop. Was the
sidewalk draining to the BMP? And can you provide me with something that shows what will be in the area where the
sidewalk was proposed please.
Thanks,
Sue Homewood
Division of Water Resources, Winston Salem Regional Office
Department of Environmental Quality
336 776 9693 office
336 813 1863 mobile
Sue. Homewood(cDncdenr.gov
450 W. Hanes Mill Rd, Suite 300
Winston Salem NC 27105
Email correspondence to and from this address is subject to the
North Carolina Public Records Law and may be disclosed to third parties.
From: Priyanka Prakash [mailto:[e-mail]
Sent: Wednesday, May 17, 2017 2:04 PM
To: Homewood, Sue <sue.homewoodPncdenr.gov>
Subject: Fw: PTIA / HAECO Hangar Stormwater Modification
Hi Sue,
See email below and attached exhibit.
Thanks!
Pri
Priyanka Prakash
Civil Engineer -In -Training
EMAIL pprakash(a)bmh.com
DIRECT 321-751-3095
CELL 321-243-2584
FAX [phone]
BRPH 15700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
12

From: Priyanka Prakash
Sent: Wednesday, May 17, 2017 9:31 AM
To: brad ley. [e-mail]
Cc: David Hill; Alex Maziekas; Steve McGrey; Alan Butler; Chad Schrempp; Lisa Elmore ([e-mail]); Alex Rosser
(RosserA@ &soa i r. org)
Subject: PTIA / HAECO Hangar Stormwater Modification
Hi Bradley,
I wanted to touch base with you on the HAECO hangar construction project in Greensboro, SC, at the
Piedmont -Triad International Airport --we had communicated back in October briefly to review the project
permitting requirements.
From my understanding, the airport has a 401c Water Quality Certification, for which WK Dickson had
submit revised calculations prior to the start of this project. This included the design of a new stormwater
management system for this portion of the airport and the HAECO campus. The project is currently in
construction, and HAECO would like to make a few field changes to the plans that were previously
submitted. Please see the attached exhibit.
HAECO would like to fill in a portion of the apron (shown in red), and remove a portion of sidewalk that
was originally included in the WK Dickson/PTIA plans. The impervious areas are roughly equivalent, with a
slight net decrease in total impervious area. We wanted to verify that this swap is acceptable from an
NCDEQ stormwater permitting standpoint. Can you review and let us know if we can proceed with the
modification, or if there is any additional documentation we need to submit?
Feel free to call or email if you have any questions --thank you!
Ph
Priyanka Prakash
Civil Engineer -In -Training
EMAIL oorakash(d)broh.com
DIRECT 321-751-3095
CELL 321-243-2584
FAX [phone]
BRPH 1 5700 North Harbor City Boulevard, Suite 400 1 Melbourne, Florida 32940 1 BRPH.com
Named 2016 Best Company to Work For
13

Harris Teeter channel overview map
N►VW1\ Stream Stability Evaluation Map
![-)ICI< SON Piedmont -Triad International Airport y
""' HAECO Site Developrrk< nt I inch = 100 feet

i
1
-
T
Ik ^

c1-4
�l
A

DEQ HEC-RAS Comment (Warnings St Errors)
From: cook, Shane
Sent: Thursday, July 21, 2016 4:33:09 AM
To: Gantt, Matt; Leonard, Shannon
Cc: Cole, Brad; Vinson, Toby
Subject: RE: PTI-HAECO Erosion Control Resubmittal
All,
Here are my responses to their responses. I hope I covered everything. I was working on this while listening and
watching VIP training, so I hope I haven't missed something. I think they need to fix the errors in their HEC-RAS model
first, and then update their in-house spreadsheet with correct numbers, and then work on designing a plunge pool,
stream restoration, and bank stabilizations.
Thanks,
Shane
See the warnings in their NEC-RAS model.
JV Cross section output o Q
hie Tvpe Options Help
Rivet usemedT"b Proles: IOY, 'I
Peach pt 1 RS: F Ften Incwaw J
E.G. Eby 0)
@6.57
029
826,27
0.003105
51800
2421
4.21
607
9295.9
45.04
EM 20
1.07
031
0.30
Ebmed
Len OB
CFtard R'
OB
Vd Head(nl
wt nVat
0120 0050
44.00 4500
002 11764
002 117.64
Q00 514.17
0.03 2010
004 4,37
064 5.85
00 9227.1
1.27 2743
0.00 (183
1ai0.20 000
024 0.51
0.21 0.11
a120
47.00
525
525
383
4.08
073
1.29
68.8
4.83
021
000
0.15
0.18
Ws. Eby N
Reach Lert
Ca wS. n)
hq it
E.G ,S (nA)
Atmrq 01
O Total tchij
Floa(dsl
7 wdh
TopWdth II
Vol Toa(IVo1
Avg VeL(IVH
MaacNO n)
Hyck D it
Corn. Tod dal
Corn chl
Lerngthioft 1
Welled Pa. IN
Mrs Ch El (111
Shea 0
Saean P. s
F¢m Los: I
C. Valme aaefl
C LE Lou(0)
C. SA(..1
Thevdoalyhaadhasdwa dbymaethan05X(015mI Tinmayndcatethenerdis addaonal aott rec0orrs.
The cvrveyace moo (tpsbean cvrryeyaKe dvded by dovaueeam cixrveyaxel a tin Mai 0.7 a peala then 1.4.
Ells to rtove w neo upeusem ma alation location
Answers to your Questions:
As outlined in our report — Design flows into the channel were developed using SSA software (similar to SWMM). These
flows were put into NEC RAS for the Channel Stability Evaluation. Looking at their HEC-RAS model which has errors, the
channel is not and will not be stable.
Comment Response
What errors are being referenced?
Warnings in HEC-RAS models are normal and do not represent
errors. It is often up to the engineer or designer's discretion
whether these warnings need to be addressed.
See excerpt below from HEC-RAS River Analysis System User's
Manual, Ver 4.1, pages 11-3 to 11-5
In general, the errors, warnings, and notes messages should be self
explanatory. The three categories of messages are the following:
ERRORS: Error messages are only sent when there are problems that
prevent the program from being able to complete the run.
WARNINGS: Warning messages provide information to the user that
may or may not require action on the user's part. In general,
whenever a warning Is set at a location, the user should review the
hydraulic results at that location to ensure that the results are
reasonable. If the hydraulic results are found to be reasonable, then
the message can be Ignored, However, In many Instances, a warning
level message may require the user to take some action that will cause
the message to disappear on future runs. Many of the warning
messages are caused by either Inadequate or bad data. Some
common problems that cause warning messages to occur are the
following:
Cross sections spaced to far apart. This can cause several warning
messages to be set.
Cross sections starting and ending stations not high enough. If
a computed water surface Is higher than either end point of the cross
section, a warning message will appear.
Bad Starting Water Surface Elevation. If the user specifies a
boundary condition that is not possible for the specified flow regime,
the program will take action an set an appropriate warning message.
Bad Cross Section Data- This can cause several problems, but most
often the program will not be able to balance the energy equation and
will default to critical depth.
NOTES: Note level messages are set to provide information to the
user about how the program is performing the computations.

DEQ HEC-RAS Comment (Velocity)
Regarding our request for exemption under 15A NCAC 046 .0109 (c): In our evaluation we considered several factors
regarding the existing and future stability of the channel. Based on the observed conditions (channel slope, stability, the
existing grade control structures, tail water from Horsepen Creek) and our design experience with stream
stabilization/restoration projects in the Piedmont region we set target sheer stress and velocity values that are
acceptable forthisspecific stream reach. Even though velocities and shear stresses arc increasing from existing
conditions, we find that the proposed values are within the acceptable range and in -line with the target values. We are
requesting that our evaluation be accepted as the justification that increased velocities will not muse erosion. My
understanding of 15A NCAC 04B .0109 c) is that if justification is provided that increased velocities will not cause erosion
downstream, the post development 30-year velocity requirement does not apply.
Using their own model, without fixing the errors of their model, here are thew results. Look at the Velocities in the
channel during the 30 yr storm event
A Pfo51e Output Table - standard Table 1
Poe Optwns std.TWes Locanans Help
Reach
Rive Sla
I Pm%
1 G Total
I Mn Ch Ell
W.S. Eby
CA W.S.
I E.G. Owl
E.G. S
Val CM
1 Flow Am!
Top Wdhi
Pmuda a 04
4
0
111
2955
1.16
25900.
33SOD
5m00o
MOD
2%00
339,00
51a00
675.00
2%00
339.00
SIa00
57S00
25900
33a00
51a00
67500
25ROD
33aOD
518.00
67500
25800
33500
slam
6750D
25900
33%OD
518-00
E7500
82IL20
820.20
9M20
820.20
820.70
821170
92G70
820.70
B1580
81180
819,80
0m9.80
61130
819.30
819.30
819,30
810.80
818.80
019.80
B18.80
819.95
819.95
81995
019.95
818.95
Imam
818,55
Imam
82457
82518
g21i27
827.05
823S5
82409
82466
825,17
82369
824.13
82431
82571
82351
E23.94
82410
82467
82338
82383
824.33
82469
W214
=81
92362
824.15
82237
82289
On.57
824D1
Masai
824S2
U517
82453
02388
BM14
82261
92352
MI 18
821.63
GM44
Base
82472 0002420
8330 OLOMW
82657 OOOMID
82744 0.0IM410
824.33 G017857
824S3 0010836
W596 G024950
82574 OL026M
024.10 GOW720
824.68 G010127
82562 11014812
OX34 G010437
8Z382 G005511
024.34 G006439
82511 0010183
82569 0013756
02319 CIOM582
BZim 0.001697
eM52 0.002364
021.93 0002781
82114 0.035588
OnS3 002M
82418 a(114412
824.60 001109E
M275 a110000.9
82d33.0.008015
824.06 O.00BOD4
824.50 GW00@
110
3.53
C37
SOO
959
7.37
_929
1a36
5.18
S96
776
a10
445
516
6.95
039
Z72
3.03
1%
1.39
8.03
7.48
ES2
6.67
505
548
612
652
8/.05
97.49
122.91
14230
3139
4588
6197
78.99
S0.21
61312
7557
87,52
6Z56
7604
94.31
19731
127.32
17592
244.07
29732
3273
62.10
15223
WAS
%19
066g
15331
216.43
21.47
2246
24.21
2546
1685
25,15
28.19
31.81
17.67
25.40
28.44
31.21
27.54
3581
"As
4818
11
12555
14123
_.
147.98
2286
6132
127.43
13500
3545
MIS0.S1
12919
13600
G27
G29
a32
0.34
1171
0.74
0.8g
Gm
0.49
0.54
Gm
0.74
1140
11"
056
G66
024
1129
031 _
0.31
0.90
0.81
0.65
G59
1150
G52
0.53
in
295
2Yr
ri
295
10`M1
ri
295
100Yr
In
250
1Yn
ri
250
2Yr
of
250
10Yr
ri
250
100Yr
ri
238
1Yr
111
238
2Yi
ri
238
1 10Y
ri
238
I 1MY
ri
201
1Yr
ri
2m
2Y,
ri
201
1015
ri
2M
1MYr
ri
100
1Yr
ri
190
2Y,
ri
100
10Yr
ri
mail
100Yr
ri
39
1Yr
g1
39
2Yr
ri
39
10Yn
g1
39
100Y,
ri
29
1 Yr
ri
29
2Yr
ri
29
1OYI
ri
123
1g0Y'
Comment Response
What errors are being referenced?
The higher velocities occur at locations where there is existing
rip rap grade control. See the following output table that
describes each station location.

DEQ HEC-RAS Comment (Warnings & Errors)
Comment Response Continued
Warnings associated with the Harris Teeter channel model.
River Ste
Vrorile
E.G. Elev
W.S. Elev
Val Head I
Frctn Loss
C & E Loss
Q left
QChannell
QRIght lTopWidth
ft
ft
ft
ft
ft
ds
ds
ds
ft
Warnings
29
1-Yr
822.75
822.37
0.39
5.96
253.04
35A5
29
2-Yr
823.65
823A
0.25
47A5
290.05
1.51
119.9
29
10-Yr
824.06
823.57
0.48
97.14
425.1
5.76
229.19
29
100-Yr
824.5
$24.01
0.49
153.87
497.67
23A6
136
39
1-Yr
823.14
822.14
1
0.15
0.18
0.19
25&81
22.86
39
2-Yr
823.74
R23.4
0.34
0.06
0.03
60.15
27771
6.14
122.95
39
1G-Yr
824.18
823.62
0.56
0.11
0.02
114.78
396M
16.37
227.43
39
100-Yr
824.6
824.15
0.45
0.09
0
20622
429.02
39.76
135
100
1-Yr
823.49
823.38
0.11
026
0.09
13.6
244.69
0.72
89.38
100
2-Yr
$23.96
823.84
0.13
0.2
0.02
28.87
30407
&07
125.89
100
10-Yr
824.52
824.33
0.19
0.3
0.04
62.36
42%26
26-U
143.23
100
WO-Yr
824.93
824.69
0.23
0.31
0.02
96.79
525.53
52.68
147.99
201
1-Yr
823.82
823.51
0.3
0.27
0.06
0.05
25&33
2.62
2754
201
2-Yr
824.34
823.94
OA
0.3
0.08
1.09
330.09
7.92
35.87
201
10-Yr
825.11
824A
0.71
0.43
0.16
6.76
491.9
20.34
44.15
201
1G0-Yr
825.69
824.67
1.02
0.53
0.24
LL97
629A4
33.99
49.18
238
1-Yr
824.1
823.69
0.42
0.25
0.03
25&95
0.04
17.67
238
2-Yr
824.68
82413
0.55
0.29
0.04
33&79
2.21
25A1
238
10-Yr
825.62
824.71
0.91
0.45
0.06
504-57
13.43
28A4
239
100-Yr
826.34
825.11
1.23
0.58
0.06
0.01
646.49
285
3L21
250
1-Yr
824.33
823.65
0.68
0.15
0.08
25&97
0.03
26SS
250
2-Yr
82493
824.1
0.84
0.16
0.09
336.5
2.5
25.16
250
1G-Yr
82596
824.66
L3
0.23
0.12
502.08
15.92
28.18
250
100-Yr
826.74
825.17
L58
0.26
0.1
0.03
63&05
36M
3L81
295
1-Yr
824.72
824.57
0.15
0.23
0.16
25"1
0.19
21A7
295
2-Yr
825.38
825.18
0.19
0.25
0.19
33&18
0.82
22A6
r
295
SO-Vr
826.57
826.27
0.29
0.31
0.3
0
514.17
3.93
24.21
295
100-Vr
827.44
827.05
1 0.38
0.34
0.36
1 0
666.82
&18
25.46
= Conveyance ratio change
The flow rates are very (very) small in the overbanks for
several cross sections. The warning message that
conveyance is less than 0.7 or greater than 1.4 indicates
conveyance has changed relative to the amount at the
upstream or downstream section. Because we have several
sections that have extremely low flow rates in the
overbank, it is impossible to avoid this warning message.
Normal FEMA flood studies have 1000 or 2000 cfs in the
left or right overbank and the next section doesn't have
such a significant relative change. The solution to this on a
FEMA study is to add more cross sections. However this
normally has little impact to the overall model results and
normally never gets called out on a FEMA review.
® Velocity head changed more than 0.5 ft
Velocity head went down because the slope of the channel
leaving the culvert is flat and the cross section is extremely
wide. The next section downstream is much more narrow
and the slope is 7.5% (very steep). For this reason, the
velocity head changed more than 0.5 ft. You can add more
sections but again this will have very little impact.

DEQ HEC-RAS Comment (Warnings)
Comment Response Continued
cHECk-RAS Output:
my ec as RAp-):\Pmjecb\Piedmont Tnad Airport AdhpsayrA01S012500aA-Avlabon Tmant SdeDNelopmmt(Ha«a)Wommmts\G_DmWCNmlat... — O X
�a lea siren I Groap By XS Order(deseendinll)
Project HanisTeeterpq
X$DC 02 Constenl dremarge useUbr Me More profile on 104
annuatteance flood Al least wd dlsfhailes should
Plan HardaTeaterPO4
be sela(1e0: One althe Mouth and Me Oiler M the
Geometry HaMSTeeter901
middle of Me watenhed or alaoe du confluence of
Flow HaMsTeeterill I
alhuar, Or pfadde woolen soon why only one
discoarge should De used Other flood 0s apuanOe
Repad Dme'. BI112016
shearid also ha crooned
IAT Tl 02 SEChlo295
Coneracti0n and Ma anon use coMciema are 0.3
M Chenc
and 05, tespecill However. Iws peas secron is
XS Cho
rot al a Igdnuoc structure . Infer shutW be equal b 0.1
Roodwav Check
and 0.3 according to page 5E of the HEC
Hydrauic Reference Manual (HEC. 2010).
Strumre Check
Profiles Check
Group SVXSfascendlno)
Gfduo f3V XSfdescenorndl
Group 0y Message 10
Group DVXS Recemerrl
http://www.fema.gov/check-ras-hec-ras-va lidation-tool
FEMA
E Navigation
q Search
''4 Languages
=..o.a_ud l.lawmr
. =na^8e me Fla'K �oM DevNa9cr.
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:-zsru..vt-e awa�s
�ae6nea aC SJnoecsrs 9¢1 WY
a, an.. anany
cHECk-RAS - a HEC-RAS Validation Tool
&60c-PAS is a program devNop[d by REAM in verify Me valdAy or an assomrcm o1P>meters M,Md m Me u.i Mrsy Corfu
ofEngineen (USACEI HECAAS hydrauer modelpp Program. Ths Pale Mules inlanvwn on how to download and mn die
wind,erLon of01KK-PAS and recewe additional Mpmardn 0n Me 01Kk- perm
> txpanp Ail Sertrons
> Summary And CHECk-RAS 2.0.1 Release
> Current Users
> New Users
> Tutorial
> Subscribe To Receive CHECk-RAS News And Information
> For More Information

DEQ HEC-RAS Comment (Warnings & Errors)
Comment Response Continued
Warnings below are from the FEMA model for Horsepen Creek and include the same Warnings occurring in the Harris Teeter channel model.
® Cross Section Output
File Type Options Help
Rive Hasepen Creek Proffer �21e
Reacts Reachl R5: I^"'O
!'
�OJ Plan.
- x
��
I"'^" -
E-G. Elov Pt
81&82
Elm ter
Ldt 68 1
c"--7
RghtuB
Val HeadIt
0.62
Wt mVd
M002
577.72
37.93
37.93i
70.9B
11060!
5M 76T
12ci531
_ 1M531
M9B
0.180
WS-Elw
Bir 20
- -
Reach Len N
SB100
Cows. IR
FlowAiea RI
27.63
E.G. Slope R/ft
ci009904
Aea ft
27.63
O Total ds
087.39
10906
4.77
&24
8916E
_ 581.42
803%
1.76
FlowIds)
11142
TopUtickthiftl
T Wdh
- _ 40.19 `
1.87
_ 094
713.3
4025
US
1 490.11
1 440.10
18381
_ 2�m
&64
_ 502
W38.5
27.27
273
- ciao'
/67.21
28%,
4l W
EL59
G62
1a0
44.09
M38
0oo
3CE25
147.23
Val Total Rh
A Val. Jill
Ma, CHD R
H .D
Corn. Total (chl
Car,. dsl
L Wtd
Welted Pa.
Mn Ch El PtJ
Shea RI
Alpha
Stearn Pave ObA sl
Frdn Lou lR
292
cii3
Can valve (weal
C6E Loss lfl
Cun SAaaes
Warning The cosweyanoe ratio (upstaae,cawq'aice dWed by downiaean cameymcalaIw Bzn ci7 a_�dmn 1.4.
This may idicate the need for addibi l aoss sections.
Warrant; TM erag1 bu was peals Ban 1.0 N (0.3 ml bHween tM anent ad pmrian sou erection This mayidcale the
reed for ad*"W am sections.
ria lo move to neat dowrwtream suer station location
c,
File Type Options Help
Rtvec Hasepen Leek P,.* 12, ..II
Reach Reach1 RS: 44116. Q J Play
- x
E.G. Ekv NI
813.77
Elmwi
Left 0B
Chamd
Ridt1 OB
Vat Heat (R)
0.18
WL s Val.
0.077
7629
116.55
116.55-
159.46
93-i9
1.37
0 060
7500
14013
14813
59612
27.60-
1.12
0.180
7295
198.36
19836
131.81
112W
ass
W.S.EM flI
81399
Reach Lan(R)
CdW.S. )
811.79
FlnwAroa it
E.G.S )
0.003028
Am (sq tt
0 Total ds)
907_39
Flow (oftj
Top Wdh fl
233.46
T WMh
Vol Total s
1.92
A Val. Ws
Mar CHD (N)
6.79
5
Hid. D j
1.24
537
1.77
raw. Told(dsl
Ca. ds
-. 2897.6_
1_083.n
29.201
-_2_3952
11212
Wld R
Warned Per, #tjMill
Mn Ch EI
806
Shea R
023
1217.471
0.961
0.001
OL33
D00
Alphs
3W
Stean Power s
Fndr Lam
0.56
CanVol re aaa4t
439117 _
192.93
16&41
20.61
1 30374
14618
C 6 E Loci
036
Can SA (eaes)
W Theveb*hmdhadw4pdbymae@m0.5ft(0.l5m). TtumayidcMe Benmdfaad&tadamsucbw
The corwayame ratio 8pstrea, oorr,eymoe dvidod ly dawnbean corwayace)hle denci7ayeala Ilan1.4.
: may ndcale the need for additional am sedan
M aacd waro found el 8ds location The crlL'caldepth wih the lowest. vaK ariiii won used
IIIEder, to stow to ni dowralmam rMr nation location
Note:
Horsepen Creek FEMA Model has over 100 Warnings associated with the 2-yr profile run.

DEQ HEC-RAS Comment (Velocity)
Comment Response Continued
Harris Teeter channel HEC-RAS output:
Edsbru Proposed Proposed Proposed Proposed Proposed
Proposed
Existing
Proposed
EmAing
Proposed
Proposed
Proposed
Proposed
Proposed
Description
Rica eta
Profile
QTotal
QTotal
OnCh El
W-S,Bev
CrBW.S.
E.G.EIev
E.G. Slope
Vel Chnl
Vel Chri
Shear Char
Shear Chan
FlowMaa
TopWClui
Top WkNh
Po+iierTotal
fl/s
lbI
Iti/
pat s
Just D/S 1w DO
295
1-Yr
92
28
82D.2
824.57
824.72
ODOZ42
1B5
31
02
0.47
84o5
21.09
21.47
1.37
CwP
2%
ZYr
122
339
820.2
825.18
82538
0.0020E8
214
353
025
0.56
97.49
2D.1
22.45
188
22
10-Yr
21011
518
82D.2
821327
aM67
O.D03105
288
4.37
037
0.83
12291
2D.1
2421
299
Rprap 9
2m
1-Yr
92
239
820.7
82365
824.33
0.017857
589
SM
247
239
39.39
14.53
1625
1397
oorrtrol
2D
2-Yr
im
339
82D.7
824D9
8235
824.93
0.018835
5.72
737
214
285
48.88
14D8
2i.15
13.01
2m
10-Yr
2DII
518
820.7
824.05
824.52
BMSS
0.02485B
4108
929
215
424
6397
1428
28.18
24.02
RQrap gig-Ja
1
238
1-Yr
92
259
819.8
82309
824.1
0.OD8728
332
5.18
057
139
5D.21
14.8
17.57
am
cor&Dl
Z38
2Yr
122
339
819.8
824.13
824.88
0.010127
3e9
596
0.79
178
OD.12
14.74
25.4
6.97
23B
10-Yr
2D1
518
819.8
824.71
825.02
0.014812
4.5
736
1D9
291
7557
1491
28.44
1397
201
1-Yr
92
259
819.3
82351
SM82
O.OD5511
258
4.46
039
0.99
6255
15
Z7.54
273
Channel section
2YI
2-Yr
172
339
8193
823.94
824.34
0.006439
297
8.16
0.49
128
7B.04
15
3581
333
201
10-Yr
2M
518
819.3
824.4
82511
0.D10183
382
8.95
0.76
224
94.31
15
44.15
1187
Meander bend100
1-Yr
92
MD
818.8
82338
82349
0.001582
'153
272
0.14
0.35
127.32
23
89.38
028
1m
2-Yr
122
Mils
818.8
82383
SM95
0.OD1e97
1.9
3O3
OA9
0.41
175.92
23
125M
028
(�9ePbe4
1m
10-Yr
2D1
518
818.8
824.33
824.52
0.002384
242
385
029
0.64
244.D7
23
14323
OM
39
1-Yr
M
259
819.95
82214
87214
82314
0.035M
5.71
&03
239
321
3273
155
22M
21.82
/Send SS x"
39
2-Yr
122
339
819.95
822.81
82281
82383
0.023902
am
7A8
271
3D9
821
1597
09.32
0..68
(grade control
10-Yr
2Dl
518
819.95
82352
M52
824.18
0.014412
737
632
341
2A3
15223
18.1
127.43
351
Send SS xirg
29
1-Yr
92
299
818.96
82237
82t18
8M75
O.ODB009
34
5.D5
0.72
1.31
59.19
15.78
36.46
333
29
2-Yr
122
339
818.95
82289
821.63
Mn33
O.OD8015
375
548
0.84
tA8
886
15.96
78.15
212
gods conbol
23
10-Yr
2D1
518
$18.95
823.57
8M44
SAM
0.008004
452
8.12
1.11
1.75
1M31
16
12919
194
Flood Esed
A50
Ass e
1-Yr
3a
t0
5
2-Yr
all
54
11
1..6
4-5
65
13
210.Yr
Fl
a
As01d
1-YE
1
04
2-Yr
29
45
O5
11
10-Yr
35
58
D7
'Grd Ctrl results not indded in werage (STA 39 8 STA 250)

DEQ HEC-RAS Comment (Shear Stress)
Using their own model, without fixing the errors of their model, here are their results. Look at the Shear at cross section
stations 250 and 238 during the 10 yr storm event. This high shear stress indicates that erosion will probably occur at
these locations. Then look at photo ff 51n their report which corresponds to cross section 2-38, you will see that erosion
has occurred at this location and with future high velocities, steep slopes in the channel, and no vegetation or bank
stabilization, erosion will continue in this channel and could Increase with more flow.
m Lc. Jouam redo
R— aP--O — PAi laYl •I
R. rl . R9: �-----❑1 J PMn Iraq® J
E G Ov h
MR
"
024.71
0.014912
mflm
a"
6m
491
4a63
3693
m9m
125
a45
am
EI
l Cffl I
Fk2H d
Vd Hew61
w.S. Eb
M Wa
am
Pm 32m
lam
mm
"57
14m
2a
436
41459
a68
291
Imam am
024 a40
up am
aim
ism
lam
lam
1343
1153
127
an
1103
lam
a
am
a13
al]
Rmmlan al
M Aee 81
Caws
Ea.s 7
A. J, 9
QTw,jdiI
T W 9
F
T wd
Vd Tdd 9h
MaNDPMMI
AV Vd
Hid DWIIPI
fan. Tmoldj
L W
CaryId.j
wwe TO.
WMEl
A83+4
swI 9
sbePnPa PbA.l
rldnlml R
C4Elmr
Can Volme aoeR
CMn 644Pm
E,YP IO naK b 2tl 6 n¢Ullln m4 peOTmC41Y�
'vcm saran OUW
Fk Tree 00— Mdp
R— u-n-- d— :1 P
Re x1 Rs.
l.m
82466
82452
0,024958
511100
MIS
810
1%
32R9
1200
9ma
to
an
Erb mmwmna! Eanubsenrrvw dolimbcation
An in house spreadsheet (Attachment t12) was then used to summarize the velocities from the Hec-RAS Model. The
velocities shown on Attachment 2 represent the average velocity from the cross sections in the HEC RAS model. The
shear stress calculation shown on the Attachment 82 is calculated by using the average slow of the channel, which
reflects the 0.25 vertical drop in the channel from the 114" pipe outlet to the 2n° grade control structure (285 feet
downstream). Using their data, the elevation of the channel at station 2+95 is 820.20 feet and the elevation of the
channel at station 0495 is 818.95 feet. So, 820.20 — 818.95 = 1.25 feet, 295 — 95 = 200 feet. So it seems that the average
slope of the stream is 1.25 feet / 200 feet = 0.00625 ft/ft and not 0.0009 ft/ft which is the value on their spreadsheet.
So, based on their numbers, the shear stress during the 10 yr event for the final recommended proposed site conditions,
would be 62.4 x 5.3 x 0.00625 = 2.067 Ib/sq ft. So, how are we not going to have erosion in the future based on their
numbers? This number could be even larger than this if we look at the incremental slopes in the channel from station to
station and not the overall slope of the channel.
Comment Response
What errors are being referenced?
cIT-1 pica
PIP1 P�imala�
3D8 I
Ovesl I 111IIP,
D8
am
aim
tzm
lzm
tzm
5303
992
54a
492
mdm
1592
1488
13a
9.a
t.m
363
an
31781
1008
1941
l3A
434
116
lmem
am
am
M24
842
all
The higher shear stresses occur at locations where there is existing grade control. See photos and the previous output table that describes each
station location.
Also, see the following table that describes permissible velocities and shear stresses for selected channel lining materials.
10

DEQ HEC-RAS Comment (Velocity & Shear Stress)
Comment Response Continued
Permissible shear stress and velocity table:
22fg
Fine coloidal sand
002-0.03
1.5
A
Sandy loam(nonculloba0
0.03-0.04
1.75
A
Alluvial 54t(noncolloidal)
0.045-0.05
2
A
Silty loam(noncolloidap
0.045-0.05
1.75-225
A
Finn loam
0.075
25
A
Fine gravels
OD75
25
A
Stiff clay
026
3 - 4.5
A, F
Alluvial s8[ (colloidal)
026
375
A
Graded loam to cobbles
0.38
3.75
A
Graded silts to cobbles
0.43
4
A
Shales and hardpan
0.67
6
A
GmveUCobble
tit.
0,33
2.5-5
A
Zit,
0.67
3-6
A
bit-
2.0
4-7.5
A
12-in.
4.0
5.5 -12
A
Veneration
Class A turf
3.7
6-8
E, N
Class B turf
2.1
4-7
E, N
Class C WA
1.0
3.5
E, N
Long native grasses
12 -1.7
4-6
G, H, L, N
Short native and bunch grass
0.7 - 0.95
3-4
G, H, L, N
Reed plantings
0.1-0.6
WA
E, N
Hardwood tree plantings
0-41-2.5
WA
E, N
Temporary Deoradable RFCPs
Jute net
GA5
1 - 2.5
E, H. M
Straw with net
1.5 -1.65
1-3
E. H, M
Coconut fiber with net
225
3-4
E, M
Fiberglass roving
2.00
2.5-7
E, H, M
s,s'g Degrodahle RFC
Unvegetated
3.00
5-7
E, G,M
Parlialty established
4-0-6.0
7.5 -15
E, G, M
Fully vegetated
a.00
8 - 21
F, L, M
Romp
in
-
H
M. clso
-11
H
12-in.
5.1
10-13
H
- in.-
H
24-in. da
10.1
14-18
E
.'_:nit aioengrnee_nwo
Wattles
0-2-1-0
3
C, I, J, N
Reed fascine
0.6125
5
E
Cotr roll
3-5
8
E, M, N
Vegetated coir mat
4-8
9.5
E, M. N
Live brush mattress (initial)
0.4-4.1
4
B, E,
Live brush mattress (grown)
3.90-82
12
B, C, E, t N
Brush layering (indiallgrown)
0.4 -625
12
E, I, N
Live fasane
1.253.10
6-8
C, E, I, J
Live willow stakes
2103.10
3 -10
E. N. O
Hard Surfacing
Gabions
10
14 - 19
D
Concrete
12.5
-18
H
Ranges of values generally reflect multiple sources of data or different
testing conditions.
A Chang, H H (1998).
F Julien, P.Y- (19%).
K Sprague, C.J.
(1999).
B. FMxielt . (1982)
G Kaaven, N, U. R- M.; and Sims, D-B-, (1960).
L Taupe, DAI.
(1990).
C. Gersigraear, C. (1998).
It Nomron, J. N. (1975}
M. TMXlr (1999)
D. Goff, K (1999).
L Sc iedr8, H W and R. Stmu. (1996}
N Data ban Author (2001)
E Gray, D.H., and Sofir, R.B. (19961
J. Schok ibA A (1937f
O. 11SACE (1997).
Harris Teeter channel HEC-RAS output:
Existing
Propared
EAsting
proposed
Exb#W
Proposed
Description
River Sta
Profile
O Total
Q Total
Vel Chnl
Vel Chnl
Shr Chan
Shenr Chan
cb
cb)
fRh
a)
fmqm
ObAg
Just D/5114" Dia
295
1-Yr
92
259
1.85
3.1
02
0.47
CMP
295
2-Yr
122
339
2.14
3.53
025
0.58
295
10-Yr
201
518
2.68
4.37
0.37
0.83
Riprap grade
250
1-Yr
92
259
5.89
2.47
250
2-Yr
122
339
572
7.37
2.14
L85
control
250
10-yr
201
518
6.%
929
2.15
1.71
Rlprep grade
238
1-Yes
92
259
3.32
0.67
control
238
2-Yes
122
339
3.69
5.%
0.79
1.78
238
10-Yr
201
518
4.5
7.76
1.09
L91
201
1-Yr
92
259
2.50
4.45
0.38
0.99
Chmnelsecdon
201
2-Yr
122
339
2.97
6.16
0.49
1.26
201
10-Yr
201
518
3.82
6.95
0.76
224
Meander bend
IN1-Yr
92
259
1.63
2.72
0.14
0.35
(Inge pool)
100
2-Yr
122
339
1.9
3.03
0.19
0.41
100
10-Yr
201
518
2.42
3.85
029
0.64
U/S end SSxing
39
1-Yr
92
259
5.71
2.38
(grade controq
39
2-Yr
122
339
6.26
7A8
2.71
3.09
39
10-Yr
201
518
7.37
6.92
3.41
213
D/S end SSxing
29
1-Yr
92
259
3A
0.72
i
(grade controq
29
2-Yr
122
339
3.75
5.48
0.84
148
29
10-Yes
201
518
4.52
6.22
1.11
1.75
11

DEQ HEC-RAS Comment (Manning's n)
Manning's N values were selected based on the observed conditions of the stream. The use of 0.05 for the channel and
0.12 Is supported by the attached documentation. The pictures that they have provided does not provide Justification
for using these high values. There may be a specific am section or part of a am section that these values might be
Justified, but in no way are these values justified for every cross section.
Comment Response
The selected Manning's n-values were selected based on observations and then verified by the Cowan
method and the methodology described within the NC Erosion and Sediment Control Planning and Design
Manual (Section 8.04).
Additionally, the Manning's n-values used follow industry standards for characterizing natural channels.
Example Manning's n table from Oregon DOT Hydraulics Manual:
TABLE 5: EXCAVATED ARTMUAL CHANNELS
FIYDRAULIC ROUGHNESS
(MANNDiG'S a) VALUES
C6aaael
Minimum I
Normal
I Maamom
E. Camel, um uvinw..d. weeds and bnnsh n�
1. Dense weeds. high as flow depth 1 0,040 1 0.080 1 0.110
2. Cl.bon bvthnnsides 10.040 1 0.050 0.080
ODOTHY&auhcs%La 1
12

DEQ HEC-RAS Comment (Manning's n)
Comment Response Continued
Section 8.04: Estimating Roughness Coefficients from the NC Erosion and Sediment Control Planning and Design Manual
TeDle 8.O4a Soil Material Be�re inn Table 8.04e
Basic Value of Roughness Channels in earth 0 021 Modifying Value for
Coefficient for C hannel Channels in fine greed �rl Roughness Coefficient Due
Materials Channels cut into rock 0.025 to Vegetation in the Channel
Channels in coarse gravel 0.023
Table 8.04b
Modifying Value tot
Roughness Coefficient Due
to Surface Irregularity of
Channels
Table 8.04c
Modifying Value for
Roughness Coefficient Due
to Variations of Channel
Cross Section
Degree of Surface Comparable Modifying
Irregularity Value
Smooth The beat obtainable for the materials 0.000
Moor Well4redged channels, slightly eroded or
scoured side slope of canals or drainage
Channels 0 005
Moderate Fair to poorly dredged channels;
moderately sloughed or eroded aide
slopes of canals or drainage channels 0 010
Severe Badly sloughed banks of natural channels
badly eroded or sloughed sides of canals
or drainage channels; unshaped, lagged
and singular surfaces of chards
excavated m rock 0.020
sources for Tables b -f. 153tlmating Hydraulic Roughnisse Coe6cienls
Modifying
Character of Variation Value
Changes in see or shape occurring gradually 0.000
Large and small sections dternating occas lfy.
or shape changes causing occasional shot of
main lbw from side to side 0®
Large and email sections enameling frequently, or
shape changes causing frequent shot of mein flow
from $ide to side 0.010 - 0-015
Table 8.04d
Relative Effect
Modifying Value for
of Obstructions
Modifying Value
Roughness Coefficient Due
to obstructions in the
ible
Channel
Minor
010 n 0.01
Appreciable
0. -0.30
Severe
0-040 to 0060
Table 8.O4f
Meander Ratio,
Degree of
Modifying
Modifying Value for
Meandering
Roughness Coefficient Due
0.0 to 1.2
minor
0.
to Meander in the Channel
1 2 to 1.5
Appreciable
0. 5 n
1 5 and greater
Severe
030 a�
'Meander ratio is the Coral
length of reach
divided by the straight One
distance
Vegetation and Flow Conditions
Comparable to:
Low Effect
Dense growths of flexible turf Wass or
weeds. such u Bermuclagrass and
Kentucky duegn iss. Average depth of
flow is - to 3 limes the beight of the
vegetation
Medium Effect
Turf grasses where the average depth
of flow is 1 uo 2 times the height of
vegetation
Simony grassesweeds or tree
seedlings with moderate cover where
the average depth of flow is 2 to 3 tunes
Me Insight of vegetation
Brushy growths, moderately dense,
simiar 0 willows 1 Co 2 years old,
dormant season, along side slopes of
channel with no sgndicara vegetation
along the charnel boa m, where the
hydraulic radius o greater than 2 feet
High Effect
Grasses where the average depth
of flow is alowl equal to the height of
vegetation
Convent season, willow or Cottonwood
bees a - 10 years old, ntegrown with
sonrc weeds and brush hydreulic m-
Okrs 2 to 4 feet
1-year old, ntergiown with some
weeds in full foliage along side apples,
no significant vegetation along channel
bottom, hydrauic radius 2 to 4 feet
Grasses where average depth of flow
is less than one-haff time height of
vegetation
Very High Effect
Growing season, bushy willows about
1-year No mtergrown with weeds in hra
fobage along side slopes, dense growth
of cattails or similar rooted vegetation
along channel bonom, hydraulic radius
greater than 4 feet
Growing season, bees intergrown with
weeds and brush, ail n full foliage;
hydraulic radius greater than 4 test
Range in Modifying Value
0.005 0.010
0010 to 0.025
0025 he 0 050
0.050 to 0 160
n=0.02+0.00$+0.00$+O.p1+O.p1=0.05
13

DEQ HEC-RAS Comment (Manning's n)
Comment Response Continued
Manning's n tables from FEMA model of Horsepen Creek and tributaries:
Edd Manning, In or k VaWe<
JJ a EM 1nbr,dwhd»a Qial.; n Vak,es have
af�tgea
Ready Readtl - R4gtr� lb kgr. nd
0.01
10.05
0.05
0.18
0.055
'O.10
_
I a."
0.05
_0.016_
O.M
OA55
O.W-
_
�0.w
_
0.05
0.06
0.05
0.18
a.%
0.2
0.013
M
0.N
0.08
0.05
0.08
0.06
0.09
0.043
0.01
O.04
O.A
_
a."
0.0
O.M
0.18
606
0."
_ 10
0.04
0.0
0.06
0.18
0.016
_O.043
_0.01
10
0."
0.06
0. la
0.016
0.043
0.05
0.043
0.0
0.043
0.15
0.06
0.043
0.035
0.04
0.043
0.0
0."3
0.15
0.06
0.15
0.043
0.15
0.043 0
O.M
0.15
G.%
0.15
0.05
0,15
0.043
0.15
0.05
0.15
0.06
O,M
_
0.043
0.15
0.05
0.15
0.M
0. 18
0.035
0.06
0.06
0.035
0. 12
0.1
0.035
0.06
0.06
0.06
0.035
0.12
OA_35
0.06
0.035
0.%
0.06
O.M
0.035
0.12
_
0.05
_ 0.OM
0.035
0.06
0.035
0.06
0.035
0.M
0.18
0.06
0.016
0.035
0.05
0.06
0.035
0.06
0.035 0
0.10
0.06
0.016
0.035
0.05
0,035
0.M
_
0.06_
0.016
0.035
0.05
0.035
0.18
_
0.06
0.OM
0,035
0.055
0.N5
ek
Edit Manning's In w k Values
Rhc: w7W� - �6J A Eft 1nte0daled 154
Ms.& WReadr4) - MRe�ue
r5ekc1a,d MHFdtOdbr
xI
0.16
0.06
0.M
0.N5
0.M
� 0."
0.2
0.065
0.18
0.04
0.043
0."
0.016
0.N3
0.0
0.N
0.18
O.Oa
0.043
0.016
0.043
0.05
OAe
0.04
0.043
0.016 0
lret ;
0._18
10.06
0.12
0.M
0.08
0.18
10.06
0.18
O.Om
O.W
0.08
0.16
O.06
0.18
0.016
0.18
0.04
0.035
0.08
0.06
0.035
0.016
0.039
0.035
0.074
0."1
0.06
0.041
O.ON
0.038 l
_
0.039
0.035
0.069
0.046
MIN
0.046
O.M
0.041 0
0.038
iO.OM
0.063
0.052
0.06
0.052
0.063
0. 9 0
_ 0.036
D.M
0.057
0.057
0.06
0.057
0.0_57
O.W 0
_ 0.037
0.035
_ 0.052
0.063
O.W
0.063
0.052
0.051 0
-0
0.036
0.035
0.046
O.069
0.06
0.069
0.045
0.054
0.036
0.OM
0.041
0.074
0.06
0,074
0.041
0.057 0
�0.035
0.08
0.06
0.08
0,035
0.06
D.M
0.016 0
0.035
0.00
0.055
0.035
0.016
0.N
Avast '-
- -_-.
OM
0.M
0.06
0.18
0.M
_ 0.16-_
'a."
0.0
0.06
0.15
0.0
0.1%
O.A
0. 6
J
HW
14

DEQ HEC-RAS Comment (Energy Dissipater)
Current enerrty dissipater at the outlet of the pipe versus what is proposed? No Improvements are proposed at the end
of the pipe. Existing Class A rip rap pad is in place and appears stable. This is discussed in more detail on page 2 of the
report. Energy disappator calcuations were not completed, as improvements to the downstream pipe outlet are not
proposed as part of the plan. A plan needs to be provided which should include stream restoration, bank stabilization,
plunge pool design, etc. The current stream bank is too steep and needs to be flattened. Banks need to be riprapped.
Energy dissipator in the form of plunge pool or some other method needs to be provided.
Comment Response
Plunge Pool calculations were performed to evaluate the existing plunge pool using
spreadsheet tools and HY-8 (computer program).
Plunge Pool input for the 10-yr event (culvert parameters taken from the SWMM
model):
• 10-yr Q: 518 cfs
• Pipe Diameter: 114 in (9.5 ft)
• TW depth: 6.02 ft (Channel 10-yr WSEL— Pipe Invert) -> (826.23'-820.21')
• D50: 12" -> Class 1 Riprap
Calculated variables:
• Ls=Pool Length -> 28.5' (Spreadsheet)/ 28.5 (HY-8) -> Ex Cond — 30'40'
• LB=Basin Length -> 38.0' (Spreadsheet)/38.0' (HY-8) -> Ex Cond — 40'-50'
• BW=Basin Width -> 34.8' (HY-8)-> Ex Cond — 25'-30'
• La=Apron Length -> 9.5' (Spreadsheet)/ 9.5' (HY-8) -> Ex Cond — 10'
• Hs=Basin Depth -> 2.4' (Spreadsheet)/ 0' (HY-8, presumably due to the high
tailwater) -> Ex Cond — 2' - 3'
PT`51PATOR POOL APRON CHANNEL
P y },••
Ni
117
Figure 10.1. Profile of Riprap Basin
15

DEQ HEC-RAS Comment (401 Permit Monitoring Requirement)
As discussed — the 401 permit that was issued includes a condition that requires the airport to monitor the downstream
channel for erosion and if erosion is observed, the airport must stabilize the channel. We believe that a condition
similar to this added to the modified erosion control permit is a good solution that everyone can be comfortable with.
So, if we set this project up for monitoring, just a couple of ideas, How often are we going to have to do site visits to
ensure erosion Isn't happening? If erosion does exist, do they have the right to do construction on this property in the
future? Do they own the land around the stream or have right of way to do construction in this area? Honestly, my
opinion is that we design up front for no erosion so that it Isn't a problem in the future which would increase our
workload of inspections, future projects, etc.
Comment Response
See below for monitoring and resolution requirement from approved 401 permit.
K�
April 8, 2016
Piedmont Triad Airport Authority
Attn: J. Alex Rosser
JOEI Ted Johnson Parkway
Greensboro NC 27409
S. In -stream analytical monitoring shall be performed at stream sites IS8A as specified in the
11 %I \It \ ROR1
most recent version of NCS000508 issued to PTAA by the Division of Energy, Mineral and
Land Resources (DEMUR) and correspondence between PTAA and DEMUR on March 10,
UUE,V U N \'i\ DER \":\ARl
2016. If monitoring results at IS8A indicate ezceedances of Turbidity benchmark values as
IA] II,I%li RMAC
identified in NCS000508 the Division WSRO shall be notified in writing.
6. Visual monitoring of the unnamed tributary shall be conducted at location IS8A. Pictures
DWR # 15-1229
shall be taken of the upstream and downstream bank conditions during each monitoring
Guilford County
event. If visual monitoring Indicates that banks of the tributary are exhibiting erosion, the
Division WSRO shall be notified in writing.
Subject: Approval of Individual 401 Water quality CMHiotion with Additional Conditions
Approval of Jordan Lake Riparian Buffer Impacts with Additional Conditfons
HAECO Facility Improvements at PTIA
USACE Action ID. No. SAW-2016-00920
7. If monitoring conducted pursuant to Condition #5 or #6 above indicate that the unnamed
tributary is unstable, or that the banks of the tributary are unstable, then the Permittee
shall conduct a detailed analysis of the cause and propose a resolution to the Division
WSRO. Upon approval by the Division WSRO, the Permittee shall implement the resolution
accordingly.
16

heck 44538
endor : 700455,
NCDWR
invoice number
Invoice date Gross amount
Cash discount Payment amount
RE11/18
11/18/201 570.00
0.00 570.00
oral
570.00
Rll@ (2
NOV 3 0 Z015
)ENR-WATER RESOURCES
401 & BUFFER PERMITTING

7
1
FILE PATH:
A
�N��i�lii)���
THIS 30% PERMITTING PLAN SET PROVIDES THE DESIGN OF THE STORMWATER CONTROL
MEASURES NEEDED TO DEVELOP THE HAECO FACILITY IMPROVEMENTS PROJECT. AT THE
PIEDMONT TRIAD INTERNATIONAL AIRPORT IN COMPLIANCE WITH THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY (NCDEQ) REGULATORY REQUIREMENTS FOR NEW
DEVELOPMENT AT AN AIRPORT.
THE STORMWATER CONTROL MEASURES INCLUDE A HIGH FLOW RATE BIORETENTION POND, THE
PROPOSED STORM SEWER SYSTEM, AND THE NECESSARY GRADING FOR THE SITE.
CONSTRUCTION OF THIS SITE WILL PERMANENTLY IMPACT STREAM CHANNELS AND WETLANDS,
THESE IMPACTED FEATURES ARE IDENTIFIED ON THE EXISTING CONDITIONS AND DEMOLITION
SHEETS OF THIS PLAN SET.
SEE THE CONSTRUCTION SEQUENCE NOTES ON THIS SHEET FOR THE STEP NECESSARY TO
BRING THE PROPOSED BIORETENTION POND ONLINE.
GENERAL NOTES:
1. THE CONTRACTOR SHALL CONDUCT HIS CONSTRUCTION OPERATIONS AS SHOWN ON THE
PROJECT LAYOUT PLAN OR HIS APPROVED PHASING PLAN. THE CONTRACTOR. SHALL
COORDINATE ALL CONSTRUCTION ACTIVITIES WITH THE ENGINEER TO MINIMIZE DISRUPTION
TO LOCAL TRAFFIC OPERATIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE
COMPLIANCE WITH SAFETY REQUIREMENTS & TO MINIMIZE INTERFERENCE TO LOCAL
TRAFFIC OPERATIONS DURING CONSTRUCTION.
2. CONTRACTOR TO PROVIDE PRE & POST CONSTRUCTION SURVEY DATA TO THE ENGINEER.
CONTRACTOR TO PROVIDE PRE -CONSTRUCTION SURVEY DATA TO THE ENGINEER 14
DAYS PRIOR TO COMMENCING CONSTRUCTION. CONTRACTOR TO FIELD VERIFY EXISTING
CONDITIONS PRIOR TO BEGINNING CONSTRUCTION & REPORT TO THE ENGINEER ANY
VARIATIONS .FROM THE INFORMATION SHOWN ON THE CONSTRUCTION PLANS.
3. CONTRACTOR WILL PROTECT EXISTING AIRPORT SECURITY FENCE ADJACENT TO THE
PROJECT SITE AT ALL TIMES. NO UNAUTHORIZED PERSONNEL SHALL BE ALLOWED ON
THE SITE.
4. AREAS OUTSIDE THE PROJECT LIMITS ARE DESIGNATED AS RESTRICTED AREAS. THE
CONTRACTOR'S FORCES ARE PROHIBITED FROM ENTERING RESTRICTED AREAS AT ANY
TIME, UNLESS SPECIFICALLY AUTHORIZED BY THE ENGINEER OR AIRPORT MANAGEMENT.
5. CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION, IDENTIFICATION, &
PROTECTION OF ALL EXISTING UTILITIES (BOTH PUBLIC & PRIVATE) & NAVAIDS IN
CONSTRUCTION AREA. ANY DAMAGES TO EXISTING UTILITIES OR NAVAIDS ON OR OFF
AIRPORT PROPERTY SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. NO
REIMBURSEMENT WILL BE ALLOWED FOR UTILITY/NAVAID LOCATION, REPAIR, OR
REPLACEMENT.
6. A LAND DISTURBANCE PERMIT IS REQUIRED FOR THIS PROJECT. SEDIMENT AND EROSION
CONTROLS SHALL BE INSTALLED PER THESE PLANS. THE ENGINEER WILL PROVIDE THE.
CONTRACTOR .WITH THE APPROVED EROSION CONTROL PERMIT BEFORE NOTICE TO
PROCEED
7. THE CONTRACTOR & HIS/HER EMPLOYEES SHALL NOT BE ALLOWED INTO ANY EXISTING
BUILDINGS. A PORT-A-JOHN SHALL BE ON SITE AT ALL TIMES. -
8. ALL DE -WATERING REQUIRED TO EXECUTE WORK SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR.
9. CONTRACTORS OPERATING CONSTRUCTION VEHICLES AND EQUIPMENT ON THE AIRPORT
MUST BE PREPARED TO EXPEDITIOUSLY CONTAIN AND CLEAN-UP SPILLS RESULTING
FROM FUEL OR HYDRAULIC FLUID LEAKS. TRANSPORT AND HANDLING OF .OTHER
HAZARDOUS MATERIALS ON AN AIRPORT ALSO REQUIRES SPECIAL PROCEDURES. SEE AC
150/5320-15. MANAGEMENT OF AIRPORT INDUSTRIAL WASTE.
10. CONTRACTOR SHALL PROVIDE RADIO COMMUNICATION TRAINING FOR VEHICLE DRIVERS
ENGAGED IN CONSTRUCTION ACTIVITIES AROUND AIRCRAFT MOVEMENT AREAS,
11. ALL TEMPORARY MARKINGS SHALL BE IN COMPLIANCE WITH AC 150/5340-1L,
STANDARDS FOR AIRPORT MARKINGS.
SAFETY & SECURITY:
1. IN ORDER TO CONSTRUCT THIS PROJECT WITH MINIMAL INTERFERENCE TO AIRPORT
OPERATIONS, THE CONTRACTOR SHALL CONDUCT HIS CONSTRUCTION OPERATIONS AS
SHOWN ON THE CONSTRUCTION SEQUENCE AND SAFETY PHASING PLAN, & HIS
APPROVED CONSTRUCTION PROGRESS SCHEDULE. THE CONTRACTOR SHALL COORDINATE
ALL CONSTRUCTION ACTIVITIES WITH THE ENGINEER TO MINIMIZE DISRUPTION TO AIRPORT
OPERATIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE COMPLIANCE WITH
SAFETY REQUIREMENTS AND TO MINIMIZE INTERFERENCE TO AIRPORT OPERATIONS
DURING CONSTRUCTION.
2. CONTRACTOR SHALL OBTAIN, HAVE KNOWLEDGE OF, & INCORPORATE THE FOLLOWING
SAFETY PROVISIONS INTO THE CONSTRUCTION PROJECT:
• OPERATIONAL SAFETY ON AIRPORTS DURING CONSTRUCTION - AC 150/5370-2F.
• AIRPORT SAFETY SELF -INSPECTION - AC 150/5200-18C.
• SAFETY REQUIREMENTS OF THE SPECIFICATIONS.
SECURITY REQUIREMENTS OF THE SPECIFICATIONS.
3. CONTRACTOR WILL MAINTAIN SECURITY WITHIN THE PROJECT SITE AT ALL TIMES. NO
UNAUTHORIZED PERSONNEL SHALL BE ALLOWED ON THE SITE.
4. ALL CONSTRUCTION TRAFFIC SHALL ENTER & EXIT THE PROJECT SITE ONLY THROUGH
CONSTRUCTION ENTRANCE GATE DESIGNATED BY THE ENGINEER. CONTRACTOR WILL BE
RESPONSIBLE FOR SECURITY OF DESIGNATED ENTRANCE GATE & MUST ENSURE THAT
THE GATE IS MANNED AT ALL TIMES WHILE UNLOCKED.
5, CONTRACTOR SHALL PROVIDE FLAGMEN AT ACCESS/HAUL ROUTES ON OR ADJACENT TO
RUNWAYS OR TAXIWAYS OR AS DIRECTED BY THE ENGINEER TO ENSURE THAT TRAFFIC
IS MAINTAINED ON THE DESIGNATED ROUTE.
6. AREAS OUTSIDE THE PROJECT LIMITS ARE DESIGNATED AS RESTRICTED AREAS. THE
CONTRACTOR'S FORCES ARE PROHIBITED FROM ENTERING RESTRICTED AREAS AT ANY
TIME, UNLESS SPECIFICALLY AUTHORIZED BY THE ENGINEER OR AIRPORT MANAGEMENT.
7. CONSTRUCTION STAKE -OUT SHALL BE PERFORMED BY CONTRACTOR IN ACCORDANCE
WITH ARTICLE 50-06 OF THE GENERAL PROVISIONS. THE ENGINEER SHALL PROVIDE
THREE (3) TEMPORARY BENCH MARKS (TBM) FOR THE CONTRACTOR'S USE.
8. ALL PAVEMENT SHALL BE KEPT FREE OF ALL DEBRIS, DIRT, ETC., AT ALL TIMES. ANY
SPILLAGE OF EXCAVATION OR OTHER MATERIALS SHALL BE CLEANED UP IMMEDIATELY
BY THE CONTRACTOR WITH A MOTOR DRIVEN SWEEPER. A PROGRAM OF REGULAR
INSPECTION WILL BE PLANNED BY THE CONTRACTOR.
9. SINCE THE AIRPORT USERS SHALL BE WITHIN PROXIMITY OF THE PROJECT LIMITS
THROUGHOUT THE. DURATION OF THIS PROJECT, A COORDINATED EFFORT IN RESPECT TO
SECURITY, SAFETY, & CONSTRUCTION IS ESSENTIAL. NUMEROUS CONSIDERATIONS MUST
BE ADDRESSED IN THE CONTRACTORS WORK & SCHEDULE INCLUDING BUT NOT LIMITED
TO THE FOLLOWING:
*CONSTRUCTION SEQUENCE
-SECURITY CHECK POINTS
*PROJECT CONSTRUCTION TRAFFIC
• CONTRACTOR'S STAGING AREA
.AREAS UTILIZED BY AIRPORT USERS
.ADJACENT CONSTRUCTION BY OTHERS
10. CONSTRUCTION ACTIVITIES ARE SCHEDULED TO BE CONDUCTED IN AREAS -WHICH WILL
EFFECT THE AIRPORT OPERATIONS AREA (ADA). THEREFORE, THIS PROJECT MUST BE
CONSTRUCTED WITH MINIMAL INTERFERENCE TO AIRCRAFT & SERVICE VEHICLE
OPERATIONS. CLOSURES OF THE AOA SHALL BE COMPLETED IN ACCORDANCE WITH THE
CONSTRUCTION SEQUENCE ON THIS PLAN.
11. CONTRACTOR SHALL PROVIDE STONE FOR CONSTRUCTION ENTRANCE PAD AS NECESSARY
OR AS REQUIRED BY THE ENGINEER. NO SEPARATE PAYMENT WILL BE MADE FOR THIS
ITEM,
12. ALL VEHICLES USED ON THE AIRFIELD SHALL MEET AIRPORT REQUIREMENTS FOR
MARKING & LIGHTING.
i
� I
13. FOR ADDITIONAL SAFETY & SECURITY REQUIREMENTS, SEE THE LATEST VERSION OF FAA
SURVEY NOTES:
ADVISORY CIRCULAR 150/5370-2 - OPERATIONAL SAFETY ON AIRPORTS DURING
-
1. THE FOLLOWING INFORMATION WAS USED FOR THE EXISTING SURVEY:
EROSION CONTROL NOTES:
CONSTRUCTION.
COORDINATE SYSTEM: NORTH CAROLINA STATE PLANE INTERNATIONAL FOOT
14. CONSTRUCTION ACTIVITIES ARE SCHEDULED TO BE CONDUCTED IN AREAS WHICH WILL
PROJECT HORIZONTAL DATUM: NAD 83/2011
1. THE CONTRACTOR SHALL MAINTAIN ALL SEDIMENT AND tROSION CONTROL DEVICES
AFFECT THE AIRPORT OPERATIONS AREA (ADA). THEREFORE, THIS PROJECT MUST BE
VERTICAL DATUM: NAVE) 88
THROUGHOUT THE LIFE OF THE PROJECT, AND PROVIDE PERIODIC CLEANOUT AS
SEVEN (7)
CONSTRUCTED WITH MINIMAL INTERFERENCE TO AIRCRAFT & SERVICE VEHICLE
COORDINATE UNITS: US SURVEY FEET
NECESSARY. THE CONTRACTOR SHALL INSPECT ALL DEVICES EVERY
EVENT THAT EXCEEDS 1/2 INCH (0.5").
OPERATIONS. CLOSURES OF THE ADA SHALL BE COMPLETED IN ACCORDANCE WITH THE
VERTICAL UNITS: US SURVEY FEET
CALENDAR DAYS OR AFTER EACH RAINFALL
CONSTRUCTION SEQUENCES WITHIN THIS PLANSET OR AS ORDERED BY THE ENGINEER..
-
SEDIMENT SHALL BE REMOVED FROM BEHIND THE SILT FENCES WHEN IT BECOMES
2. DESIGN AND GRADING BASED ON FIELD SURVEY THAT WAS COMPLETED ON 9-23-15 BY
ABOUT 1/2 FOOT (0.5') DEEP AT THE FENCE. DAMAGED OR INEFFECTIVE DEVICES
15. OPERATIONAL SAFETY SHOULD BE A STANDING AGENDA ITEM DURING PROGRESS
ANDERSON & ASSOCIATES, INC.
SHALL BE REPAIRED OR REPLACED, AS NECESSARY.
MEETINGS THROUGHOUT THE CONSTRUCTION PROJECT.
3. SEE SHEET C2 FOR BENCHMARK INFORMATION.
2. CONTRACTOR SHALL LIMIT AREASOFDISTURBANCE AS MUCH AS POSSIBLE DURING THE
-
COURSE OF THE PROJECT, AND STABILIZE AREAS AS WORK IS COMPLETED. NO
- SEPARATE MEASUREMENT WILL BE MADE FOR PAYMENT FOR AREAS REQUIRING SEEDING
- -
CONSTRUCTION SEQUENCE NOTES: -
- AND MULCHING OUTSIDE OF THE LIMITS OF CONSTRUCTION.
HAUL ROUTES STAGING AREAS & CONSTRUCTION ACTIVITIES:
THE FOLLOWING CONSTRUCTION SEQUENCE DEFINES THE MINIMAL ORDER OF CONSTRUCTION
3. ALL AREAS DISTURBED DURING CONSTRUCTION NOT SHOWN TO BE PAVED SHALL BE
L EXCEPT WHERE DESIGNATED ON PLANS OR AS AUTHORIZED BY ENGINEER, CONTRACTOR
STEPS THAT NEED TO OCCUR TO REROUTE STORMWATER FLOWS FROM THE EXISTING
PERMANENTLYSEEDEDAND MULCHED.
WILL NOT BE ALLOWED TO USE ANY OF THE EXISTING RUNWAYS OR TAXIWAYS AS PART
PERMANENTLY IMPACTED STREAM TO. A PERMANENT CLOSED STORM SEINER SYSTEM. IN
OF THE HAUL ROAD.
ADDITION, THESE CONSTRUCTION STEPS WILL MOVE THE SITE TOWARDS DIVERTING SURFACE
4, TEMPORARY GROUND COVER SHALL BE PLACED ON EXPOSED SLOPES WITHIN 14
FLOWS TO A PROPOSED INFILTRATION POND. SEE THE SITE PLAN SHEETS AND THE STORM
CALENDAR DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS AND THE GROUND
2. CONTRACTOR SHALL MAINTAIN ALL AIRFIELD SAFETY DEVICES SUCH AS STAKED LIMIT
PROFILE SHEETS FOR PLAN AND PROFILE OF THE REFERENCED STORM SEWER LINES IN THIS
COVER SCHEDULE SHOWN IN DETAIL 1/C11.
LINES, FOR THE DURATION OF THE PROJECT AS REQUIRED. DAMAGED STAKES OR
SEQUENCE.
5. TEMPORARY GROUND COVER SHALL BE PLACED ON EXPOSED SWAtt:S OR DITCHES
FLAGGING SHALL BE REPLACED IMMEDIATELY. CONTRACTOR TO SUBMIT PLAN SHOWING
WITHIN 7 CALENDAR DAYS PER THE TEMPORARY SEEDING SPECIFICATIONS AND THE
LOCATION OF LIMIT LINES FOR EACH PHASE & FOR PROJECT DURATION TO THE
ENGINEER FOR APPROVAL.
1. MOBILIZE ONSITE AND ESTABLISH LIMITS OF CONSTRUCTION AND EROSION AND SEDIMENT
GROUND COVER SCHEDULE SHOWN IN DETAIL 1/C11.
CONTROLS PER THE EROSION AND SEDIMENT CONTROL PLAN SHEETS (EROSION CONTROL
3, THE CONTRACTOR'S STAGING AREA & HAUL ROUTES SHOWN ON THE PLANS ARE
PLANS TO BE COMPLETED AT A LATER DATE AND PERMIT REVIEW COORDINATED WITH
6. THE TEMPORARY SEEDING SCHEDULE SHOWN IN DETAIL/C11 SHALL BE USED FOR
GENERAL & FOR INFORMATION PURPOSES THE ACTUAL SIZE & LOCATION OF STAGING
NCDENR).
TEMPORARY GROUNDCOVER CONDITIONS WHERE NEEDED. ONCE FINAL GRADES AND
& HAUL ROUTES WILL BE APPROVED BY OWNER PRIOR TO CONSTRUCTION.
STABILIZATION OF AN AREA ARE ESTABLISHED, THE PERMANENT SEEDING MIXTURE
.AREAS
2. ONCE THE ABOVE ITEMS ARE INSTALLED, THE CONTRACTOR MAY PROCEED WITH
SHOWN ON DETAI,. i/C11 SHALL BE APPLIED.
4. ALL EXISTING GRASSED AREAS WHICH ARE DISTURBED AS PART OF THE CONTRACTOR'S
DEMOLITION AND CLEARING & GRUBBING OPERATIONS PER THE PLANS. -
ACCESS ROAD, CONTRACTOR'S STAGING AREA, & HAUL ROUTES SHALL BE RESTORED TO
7. TOTAL DISTURBED AREA FOR THIS PROJECT: 22.0 ACRES
THEIR ORIGINAL CONDITION AFTER COMPLETION OF THE PROJECT. IN ADDITION, ALL
3. EXISTING POND A LOCATED ON THE EASTERNMOST PORTION OF THE SITE MUST BE
EXISTING ROADS THAT WILL BE USED -AS THE CONTRACTOR'S HAUL. ROUTE SHALL BE
DRAINED ENTIRELY.
8. THE OFFSITE LOCATION WHERE BORROW MATERIAL IS TAKEN FROM MUST HAVE AN
MAINTAINED DURING CONSTRUCTION & RESTORED TO. THEIR PRE -CONSTRUCTION
APPROVED EROSION AND SEDIMENT CONTROL PERMIT ON FILE WITH NCDENR.
CONDITION. CONTRACTOR SHALL PROTECT NEWLY INSTALLED PAVEMENTS DURING
4. IN ORDER TO BYPASS THE PERMANENTLY IMPACTED STREAM, THE STORM SEWER LINE
CONTROL
POST -CONSTRUCTION REMOVAL OF EROSION CONTROL MEASURES WITH STEEL PLATES
1-3-4-5-9 (SHEET C4 & C5) MUST FIRST BE INSTALLED. THE MAJORITY OF THIS
NOTIFICATION OF LAND RESOURCES SEDIMENT AND EROSION
AND/OR LIGHTLY LOADED EQUIPMENT. NO SEPARATE MEASUREMENT OR PAYMENT WILL
LINE CAN BE TRENCHED INTO THEEXISTINGGRADES. LINE 5-9 MUST HAVE A PORTION
SELF -INSPECTION PROGAM_-
BE MADE FOR THIS ITEM.
BACKFILLED TO A MINIMUM OF 3 FEET OF COVER OF THE PIPE TO PROTECT IT DURING
FURTHER FILL OPERATIONS. REGRADING OF THE AREA UPSTREAM OF STRUCTURE
THE SEDIMENTATION POLLUTION CONTROL ACT WAS AMENDED IN 2006 TO REQUIRE THAT
5. ALL EQUIPMENT MUST BE RETURNED TO THE APPROPRIATE STAGING AREA (TRACK
(SHEET C4) MUST ALSO OCCUR AT THIS STEP TO REROUTE STORMWATER FROM THE
PERSONS RESPONSIBLE FOR LAND -DISTURBING ACTIVITIES INSPECI A PROJECT AFTER EACH
VERSUS NON -TRACK VEHICLES) AT THE END OF EACH WORK DAY & WHEN NOT.
FIVE EXISTING STORM SEWER OUTFALLS INTO THE PROPOSED HEADWALL STRUCTURE 9.
PHASE OF THE PROJECT TO MAKE SURE THAT THE APPROVED EROSION AND SEDIMENTATION
ENGAGED IN THE CONSTRUCTION DURING NON -WORKING DAYS & NIGHTS. OWNER WILL
CONTROL PLAN IS BEING FOLLOWED. - RULES DETAILING THE DOCUMENTATION OF THESE
DESIGNATE AREAS FOR CONTRACTOR'S EMPLOYEES AUTO PARKING.
5. ONCE THE LINE W THE PREVIOUS STEP IS INSTALLED, THEN STORM SEWER LINE
INSPECTIONS TOOK EFFECT OCTOBER 1ST, 2010. THE SELF -INSPECTION PROGRAM IS
-
4-24-25 (SHEET C5) MUST BE INSTALLED TO BYPASS EXISTING STORMWATER FROM
SEPARATE FROM THE WEEKLY SELF -MONITORING PROGRAM OF THE NPDES STORMWATER
6. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING & PROVIDING ALL PERMANENT &
THE NORTH OF THE PROPOSED SITE.
PERMIT FOR CONSTRUCTION ACTIVITIES. THE FOCUS OF THE SELF -INSPECTION REPORT IS
TEMPORARY UTILITY CONNECTIONS FOR THE PROJECT.
THE INSTALLATION AND MAINTENANCE OF EROSION AND SEDIMFNLATION CONTROL MEASURES
-
6. STORM SEWER LINE 1-28-2 (SHEET C5) CAN ALSO BE INSTALLED DURING THESE INITIAL
ACCORDING TO THE APPROVED PLAN. THE INSPECTIONS MUST BE CONDUCTED AFTER EACH
7. CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS PRIOR TO BEGINNING CONSTRUCTION
STEPS OF STORM SEWER INSTALLATION (TO PREVENT THE NEED FOR DEEP TRENCHING
PHASE OF THE PROJECT, AND CONTINUED UNTIL PERMANENT GROUND COVER IS ESTABLISHED
& REPORT TO ENGINEER ANY VARIATIONS FROM THE INFORMATION SHOWN ON
IN LATER STEPS).
IN ACCORDANCE WITH THE NPDES GROUNDCOVER TIMETABLE. THE SELF -INSPECTION REPORT
CONSTRUCTION PLANS. -
FORM IS AVAILABLE AS AN EXCEL SPREADSHEET FROM
7. FILL OPERATIONS SHOULD THEN BEGIN AT STRUCTURE 9 AND PROCEED TO APPROX. 20'
HTTP: //PORTAL.NCDENR.ORC/WEB/LR/EROSION. IF YOU HAVE CUESIONS OR CANNOT
8. THE PROVISION & MAINTENANCE OF HAUL ROADS, HAUL ROAD STONE, TEMPORARY
BEYOND STORM SEWER LINE 5-10 (SHEET C5). THE FILL OPERATIONS SHOULD STOP
ACCESS THE FORM, PLEASE CONTACT THE WINSTON-SALEM REGIONAL OFFICE AT
HAUL SLABS & STEEL PLATES SHALL BE CONSIDERED INCIDENTAL TO PROJECT.
AT ELEVATION 860.00 IN THIS AREA.
336-776-9800.
9. CONTRACTOR SHALL PROVIDE STONE FOR CONSTRUCTION ENTRANCEPAD& PERFORM.
8. STORM SEWER LINE 5-10-33-11 (SHEET C5) MUST BE INSTALLED TO CAPTURE
MAINTENANCE AS NECESSARY OR AS REQUIRED BY THE ENGINEER.
STORMWATER FROM THE EXISTING APRON TO THE SOUTHWEST OF THE PROPOSED SITE.
10. CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION, IDENTIFICATION, &
9. STORM SEWER LINE 33-34-35-36 (SHEET C5) MUST THEN BE INSTALLED TO CAPTURE
PROTECTION OF ALL EXISTING UTILITIES IN CONSTRUCTION AREA. ANY DAMAGES TO
THE EXISTING FLOOR DRAIN SYSTEM FROM THE EXISTING HANGAR .BUILDING LOCATED TO
EXISTING UTILITIES, PIPELINES ON OR OFF AIRPORT PROPERTY SHALL BE THE
THE SOUTH OF THE PROPOSED SITE.
RESPONSIBILITY OFTHECONTRACTOR. NO REIMBURSEMENT WILL BE ALLOWED FOR -
UTILITY PIPELINE LOCATION, REPAIR, OR REPLACEMENT.
10. ONCE THE BYPASS LINES IN THE PREVIOUS TWO STEPS ARE. INSTALLED. THE EXISTING -
STORMWATER POND B CAN BE DRAINED AND REMOVED,
11. ALL PAVEMENT SHALL BE KEPT FREE OF ALL DEBRIS; DIRT, ETC. AT ALL TIMES. ANY
-
SPILLAGE OF EXCAVATION OR OTHER MATERIALS SHALL BE CLEANED UP IMMEDIATELY
11. FILL OPERATIONS SHOULD THEN CONTINUE FROM STORM LINE 5-10 OUT TO RADAR
BY THE CONTRACTOR WITH A MOTOR DRIVEN SWEEPER. A PROGRAM OF -REGULAR
ROAD AT ELEVATION 860.00.
INSPECTION WILL BE PLANNED BY THE CONTRACTOR.
12. ONCE THE 860.00 ELEVATION PAD IS SET, THE CONTRACTOR CAN INSTALL STORM
12. BURNING OF DEBRIS WILL NOT BE ALLOWED ON AIRPORT PROPERTY.
SEWER LINES 17-18, 28-29, AND 3-27 (TO PREVENT THE NEED FOR DEEP TRENCHING
1N LATER STEPS).
13. CONSTRUCTION STAKE -OUT SHALL BE PERFORMED BY CONTRACTOR IN ACCORDANCE
WITH ARTICLE 50-05 OF THE GENERAL PROVISIONS.
13. FILL OPERATIONS MAY THEN PROCEED TO FINAL SUBGRADE LEVEL ACROSS THE ENTIRE
SITE.
14. NOTICE TO AIRMEN (NOTAM) - THE CONTRACTOR WILL PROVIDE THE NECESSARY
INFORMATION ON CONSTRUCTION CONDITIONS TO THE OWNER IN ORDER FOR NOTAMS TO
14. ONCE THE FINAL SUBGRADE PAD LEVEL IS ESTABLISHED, THE FOLLOWING STORM SEWER
BE ISSUED IN -ACCORDANCE WITH ESTABLISHED CRITERIA. THE OWNER SHALL BE GIVEN A
LINES SHALL BE INSTALLED:
NOTICE OF CONDITION CHANGES IN ACCORDANCE WITH THE GUIDELINES PROVIDED IN THE
PROJECT MANUAL.
•18-19-20-21-22 (SHEET C5)
•1-30-31-32.(SHEET C5)
EXISTING CONDITIONS - UNDERGROUND & CONCEALED FACILITIES;
•3-20 (SHEET C5)
•18-5 (SHEET C5)
1. FAA CABLES WILL BE LOCATED & MARKED BY FAA PRIOR TO CONSTRUCTION.
•35-38 (SHEET C5)
CONTRACTOR IS TO NOTIFY FAA 14 DAYS IN ADVANCE SO THAT FAA CAN SCHEDULE
•34-37 (SHEET C5)
THE REQUIRED MARKING TO PROTECT CABLES DURING CONSTRUCTION. ANY CABLES
•5-16 (SHEET C4 & C5)
-
DAMAGED DURING CONSTRUCTION WILL BE REPLACED BY CONTRACTOR. CONTRACTOR
•5-6-7-8 (SHEET C4 & 05)
SHALL PAY ALL COSTS ASSOCIATED WITH THE REPAIR OF DAMAGED CABLES AT NO
•6-12-13-14 (SHEET C4)
COST TO OWNER. -
•12-15 (SHEET C4)
-
•26-25 (SHEET C5)
2. COLONIAL AND/OR PLANTATION PIPELINE MUST BE CONTACTED ONE (1) WEEK PRIOR TO
ANY WORK (INCLUDING SILT FENCE INSTALLATION) TAKING PLACE INSIDE COLONIAL
15. ONCE ALL OUTFALL STRUCTURES HAVE BEEN ESTABLISHED IN THE PROPOSED POND AND
AND/OR PLANTATION PIPELINE RIGHT-OF-WAY. A REPRESENTATIVE FROM EITHER
ALL UPSTREAM AREAS HAVE BEEN STABILIZED, THE INFILTRATION MEDIA AND
COMPANY MUST BE ONSITE DURING ANY WORK OPERATIONS INSIDE THEIR
UNDERDRAIN SYSTEM CAN BE INSTALLED IN THE PROPOSED INFILTRATION POND.
RIGHT-OF-WAY. CONTRACTOR SHALL BE RESPONSIBLE FOR THE LOCATION,
IDENTIFICATION & PROTECTION OF ALL EXISTING UTILITIES & PIPELINES IN THE
CONSTRUCTION AREA. ANY DAMAGE TO EXISTING UTILITIES OR PIPELINES (ON OR OFF
AIRPORT PROPERTY) DAMAGED BY CONTRACTOR SHALL BE THE RESPONSIBILITY OF THE
CONTRACTOR. CONTRACTOR SHALL REPAIR ALL UTILITY/PIPELINE DAMAGED BY
CONTRACTOR AT NO ADDITIONAL COST TO OWNER.
3. CONTRACTOR SHALL. MAINTAIN ALL STATIONARY & MOBILE EQUIPMENT AGAINST SPILLS &
FLUID LEAKAGE. CONTRACTOR SHALL DIAPER ALL LEAKING EQUIPMENT OPERATED WITHIN
150 FEET OF ANY STREAM, WATER BODY OR WETLAND, UNLESS SUITABLE CONTAINMENT
IS PROVIDED TO PREVENT POTENTIAL SPILLS FROM ENTERING ANY STREAM OR WATER
BODY.
4. CONTRACTORS SHALL PROTECT EXISTING RUNWAY & TAXIWAY LIGHTING SYSTEMS &
APPROACH LIGHTING SYSTEMS.
5. ANY UNPLANNED, UNAPPROVED OR ACCIDENTAL SHUTDOWN OR INTERRUPTION OF
SERVICE TO ANY LIGHTING CIRCUIT OR NAVIGATIONAL AID REQUIRES IMMEDIATE -
NOTIFICATION OF AIRPORT OPERATIONS & ENGINEER BY THE CONTRACTOR. ALL
NECESSARY REPAIRS WILLBE AT CONTRACTORS EXPENSE.
6. THE CONTRACTOR WILL BE. RESPONSIBLE FOR STAKING & GRADE CONTROL OF ALL
ELEMENTS OF THE CONSTRUC1ION FOR THE DURATION .OF.THE PROJECT.
7. CONTRACTOR SHALL FIELD VERIFY EXISTING SOIL CONDITIONS, SOIL STOCKPILE
CONDITIONS, SOIL MOISTURE CONTENTS & SOIL TYPES PRIOR TO SUBMITTING A BID FOR
THE HAECO FACILITY IMPROVEMENTS.
TEMPORARY MARKINGS BARRICADES & TRAFFIC CONTROL:
SEE CONSTRUCTION SAFETY AND PHASING PLAN, -SHEET C2
RUNWAY & TAXIWAY SAFETY AREAS ( SA & TSA):
NO WORK IN AN ACTIVE RUNWAY SAFETY AREA IS PERMITTED AND NO PERSONNEL AND/OR
EQUIPMENT PULL BACKS TO CLEAR AN ACTIVE RUNWAY SAFETY AREA ARE PERMITTED.
CONSTRUCTION ACTIVITY WITHIN THE TAXIWAY SAFETY AREA/OBSTACLE-FREE .ZONE IS
PERMISSIBLE WHEN THE TAXIWAY IS OPEN TO AIRCRAFT TRAFFIC IF ADEQUATE WINGTIP
CLEARANCE EXISTS BETWEEN THE AIRCRAFT AND EQUIPMENT/MATERIAL;. EXCAVATION,
TRENCHES, OR OTHER CONDITIONS ARE CONSPICUOUSLY MARKED .AND LIGHTED; AND LOCAL
NOTAMS ARE IN EFFECT FOR THE ACTIVITY (SEE AC 150/5300-13A FOR WINGTIP CLEARANCE
REQUIREMENTS.) AIRPORT USERS WILL BE NOTIFIED OF RESTRICTED RUNWAY AND TAXIWAY
USAGE VIA NOTAM.
PREVENT PERSONNEL, MATERIAL, AND/OR EQUIPMENT, AS DEFINED IN AC 150/5300-13A,
PARAGRAPH-308, FROM PENETRATING THE RUNWAY OBSTACLE FREE ZONE (ROFZ).
COORDINATE CONSTRUCTION ACTIVITY WITH THE AIRPORT MANAGER THROUGH THE RPR.
t
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DRAWING TITLE:
GENERAL NOTES &
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GENERAL NOTES & CONSTRUCTION SEQUENCING
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EXISTING CONDITIONS & DEMOLITION PLAN
C3
EXISTING CONDITIONS & DEMOLITION PLAN
C4
PROPOSED SITE PLAN
C5
PROPOSED SITE PLAN
C6
STORM SEWER PROFILES
C7
STORM SEWER PROFILES
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STORM SEWER PROFILES
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STORM SEWER PROFILES
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www.wkdlckson.com
WKD PROJ.: 20150125.00.RA
PROJ. ORIGIN DATE: NOV. 2015
P.M.: PDS
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I DRAWING TITLE:
EXISTING CONDITIONS
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DRAWING NUMBER:
C2
PLOT DATE: 11113/2015

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Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Center Drive
Raleigh, NC 27607
919.782.0495 (t)
919.782.9672 (f)
www.wkdickson.com
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community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Center Drive
Raleigh, NC 27607
919.762.0495 (t)
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720 Corporate Center Drive
Raleigh, NC 27607
919.782.0495 (t)
919.782.9672 (f)
www.wkdickson.com
WKD PROJ.: 20150125.00.RA
PROJ. ORIGIN DATE: NOV. 2015
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DRAWN BY: KCB/MRM
PROFESSIONAL SEAL
REV. RECORD:
BY I DATE I DESCRIPTION
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IMPROVEMENTS
OWNER OR CLIENT:
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AIRPORT (PTI)
PLAN KEY:
DRAWING TITLE:
STORM SEWER
PROFILES
DRAWING NUMBER:
CV
PLOT DATE: 11 /18/2015
I,1
I,1
1.1

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1
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0+50 1+00
COPYRIGHT ®, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT, ADDITIONS OR DELETIONS TO THIS DOCUMENT, IN WHOLE OR IN PART,
FILE PATH: JAProjects\Piedmont Triad Airport Authod4\2015012500RA - Aviation Tenant Site Development (Haeco)\CADD\Exhibifs\20150125 C SHT STORM SEWER PROFILES 30 rev.dwg
1+50 2+00 2+50 3+00 3+50 4+00 4+50
STORM PROFILE 0
5+00 5+50 6+00 6+50 7+00 7+50 8+00
FOR FLOW SPUTTER STRUCTURE DETAILS SEE DETAIL 2/Cil,
3
-2
1
DICKS
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Center Drive
Raleigh, NC 27607
919.782.0495 (t)
919.782.9672. (f)
www.wkdickson.com
WKD PROJ.: 20150125.00.RA
PROJ. ORIGIN DATE: NOV. 2015
P.M.: PDS
DRAWN BY: KCB/MRM
PROFESSIONAL SEAL
REV. RECORD:
BY I DATE I DESCRIPTION
PROJECT NAME:
HAECO
FACILITY
IMPROVEMENTS
OWNER OR CLIENT:
PIEDMONT TRIAD
INTERNATIONAL
AIRPORT (PTI)
PLAN KEY:
DRAWING TITLE:
STORM SEWER
PROFILES
DRAWING NUMBER:
C9
PLOT DATE: 11/18/2015
1

NOTE 6
SEE NOTE 1
CONCRETE SLAB
DOWNSTREAMAEE4000 PSI
O
J
.. CONCRETE
4000 PSI
3 : 1"
G
GREENST
' RUBBER
t
v4 �
F
z
• "4. ENSURE WATERTIGHT
CONNECTION BETWEEN RCP OUTFACE
e. RCP OUTFALL AND
e GROUT RISER STIR . WALL
"DUMBELL" TYPE
PVC WATERSTOP
O IN KEYWAY (TYP) +,
CONGROE J * +
"r �.4.qW�PSLI.
SEE NOTE 6
SEE
NOTE i CONCRETE SLAB
4000 PSI
-1_
• �___ O�,J SLAB BOTTOM
T ELEVATION
J #5 REBARS 0 6• TTTT
O.0 EACH WAY
C
HYDROTITE DSS x- '
0 PIPE WITH
VE 9
CONCRETE '' SEE NOTE 2/
4000 PSI
I II
RCP OUTFALL
GROUT
� CONETiE.1;E. , H
a , 49DO PSr
•
OUTFALL PIPE TO BE:
_ MODIFIED BELL & SPIGOT /1 _
— - I ASTM C76 (LATEST) r
CLASS III — RCP
w/CONFINED "0" RING RUBBER
RISER INLET STIR. — SECTION B-B GASKET JOINT MEETING ASTM RISER INLET STIR. SECTION A —A
C — 443 LATEST AND JOINT OF
ASTM C — 361 LATEST
NO SCALE THROUGHOUT ENTIRE LENGTH NO SCALE
.UNLESS SPECIFICALLY STATED
OTHERWISE ON PLANS
12 -
POURED IN PLACE
DO NOT LESSEN DIMENSIONS
THIS STRUCTURE SUBJECT TO
FLOTATION FORCES
DIMENSION
DIMENSION VALUE
A
848.50' MSL
B
N/A
C
N/A
D:
Orifice Ctr EL.
N/A*
E:
Orifice Inv. EL.
N/A*
F
4'-8
G
8 inches
H
1.25'
1
6' — 0"
J:
Weir Wall (1)
853.30' MSL
K:
Overflow (3)
853-30' MSL
L
554.80' MSL
M
9 inches
TOTAL WEIR LENGTH ® ELEV. 853.30
18'
* NO ORIFICE PIPE IN THIS STRUCTURE
NOTES:
1. DEWEY BROS. FLUSH MOUNT
MH COVER MH—RCR-15 &
MH RING MH—RCR-15.
2.DEWEY BROS. MANHOLE STEPS
MH—ST-5 0 15" O.C. 1ST STEP
IS 2'-0" FROM TOP,
PRIMARY SPILLWAY RISER DETAIL
NTS
~ rti REF: RIPRAP APRON
MAXIMUM SLOPE BASED A A
ON OSHA STANDARDS r
OUTSIDE DIAMETER OUTSIDE DIAMETER
o o W
T-
n o
COMPACTED APPROVED
VARIES EXCAVATED MATERIAL OR
(12" MIN) I SELECT MATERIAL (NCDOT VARIES `
\ 4" CLASS III, TYPE 2) 4" 4"
CIRCULAR RCP
PLACE PIPE ON SUITABLE / ELLIPTICAL RCP
EXISTING MATERIAL OR /
FOUNDATION CONDITIONING
MATERIAL PER NCDOT STANDARDS
(SEE NOTES FOR SELECT
—
MATERIAL CLASS) AND/OR AS
DIRECTED BY THE ENGINEER
NOTES:
1.
A MINIMUM OF 24" FROM OUTSIDE DIAMETER OF PIPE TO SIDE OF TRENCH
MUST BE ALLOWED FOR COMPACTION OF FILL MATERIAL. BACKFILLING OF
TRENCHES SHALL BE ACCOMPLISHED IMMEDIATELY AFTER THE PIPE IS LAID.
THE FILL AROUND THE PIPE SHALL BE PLACED IN LAYERS NOT TO EXCEED
6". UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED TO RISE IN
UNBACKFILLED TRENCHES AFTER THE PIPE HAS BEEN PLACED.
COMPACTION REQUIREMENTS SHALL BE ATTAINED BY THE USE OF
MECHANICAL TAMPS ONLY. EACH AND EVERY LAYER OF BACKFILL SHALL
BE PLACED LOOSE AND THOROUGHLY COMPACTED INTO PLACE.
2.
ALL BACKFILL MATERIAL SHALL HAVE AN IN PLACE COMPACTED DENSITY OF
95% STANDARD PROCTOR. THE FINAL 2' BELOW FINISHED GRADE SHALL BE
100% STANDARD PROCTOR.
3.
ALL TRENCHING OPERATIONS SHALL MEET OSHA STANDARDS.
4.
ALL BACKFILL MATERIAL BENEATH ROADWAY SHALL BE SELECT MATERIAL
(NCDOT CLASS III, TYPE 2). EXCAVATED MATERIAL THAT MEETS OR
EXCEEDS THAT STANDARD SHALL BE USED WHERE AVAILABLE, IN AREAS
OUTSIDE THE ROADWAY, BACKFILL SHALL CONSIST OF EXCAVATED MATERIAL.
1
5.
STORM DRAIN PIPES OUTSIDE OF STREET R/W USE SELECT MATERIAL CLASS
III. STORM DRAIN PIPES INSIDE OF STREET R/W .USE SELECT MATERIAL
CLASS VI.
2 PIPE BEDDING TRENCHING DETAIL
C10 NTS
PLAN VIEW
L,
SECTION A -A
' DOWNSTREAM
I A r, _I
1
LA~
CONCRETE RISER COVER
PLAN VIEW
NO SCALE
�Ta
L FILTER
OR FILTER FABRIC
NOTES:
1. LA IS LENGTH OF RIPRAP APRON. THE APRON SHALL EXTEND TO TOE OF SLOPE.
2. THE DOWNSTREAM WIDTH (W) OF TI-E APRON IS EQUAL TO Do+Lu (MINIMUM TAILWATER)
3. A FILTER BLANKET OR FILTER FABRIC SHALL BE INSTALLED BETWEEN THE RIPRAP AND SOIL FOUNDATION.
4. IN A WELL DEFINED CHANNEL, EXTEND THE APRON UP THE CHANNEL BANKS TO AN ELEVATION
6" ABOVE MAXIMUM TAILWATER DEPTH OR TO TOP OF BANK, WHICHEVER IS LESS.
5. DIMENSIONS AS REQUIRED BY ENGINEER, OR AS TABULATED BELOW.
6. To = 1.5 x MAX. STONE DIA.; MAX. STONE DIA. = 1.5 X d(50).
3 l RIP -RAP PAD DETAIL
C10 I NTS
Cr
CAST COVER, COVER
SUPPORTS, AND RISER
WALLS AS ONE
STRUCTURE
EMBOSS MH LID
"STORM SEWER"
CVE9(I�or 3)
18"
I \
t
\ RCP OUTFALL
ISOMt TRIL VILW
NO SCALE
NOTES:
5. SHOWN WITH DEWEY BROS. FLUSH MOUNT MH COVER MH—RCR-15, FOR
USE WITH ALL YARD INLETS.
6. COVER TO BE 4000 PSI CONCRETE WITH # 5 REBAR 0 6" O.0 EACH WAY.
7. SEE ADJACENT STANDARD DETAIL FOR SECTIONS A A AND B—B.
8. THOROUGHLY TAMP FOUNDATION SOILS PRIOR TO BASE SLAB INSTALLATION.
I
A I B I -- --- -- — C
00PYRIGHT 0, W.K. DICKSON & CO., INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; A
FILE PATH: J:\Projects\Piedmont Triad Airport Authodty\2015012500RA - Aviation Tenant Site Development (Haeco)\CADD\WKD Plan Set\201501
AND SEAL SHALL BE CONSIDERED TO BE VALID,
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community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Center Drive
Raleigh, NC 27607
919.782.0495 (t)
919.782.9672 (f)
www.wkdickson.com
WKD PROJ.: 20150125.00.RA
PROD. ORIGIN DATE: NOV. 2015
P.M.: PDS
DRAWN BY: KCB/MRM
Z
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ABfkO a
.#,
PROFESSIONAL SEAL
REV. RECORD:
BY I DATE I DESCRIPTION
PROJECT NAME:
HAECO
FACILITY
IMPROVEMENTS
OWNER OR CLIENT:
PIEDMONT TRIAD
INTERNATIONAL
AIRPORT (PTI)
DRAWING TITLE:
DETAILS
DRAWING NUMBER:
C10
PLOT DATE: 11/13/2015
I 7 iI'Tr,rT.1TI�ip In 1� ��I-lS,'.)'I.

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A I
SEEDING. MULCHING. AND TOPSOIL NOTES:
STORM WATER MANAGEMENT PONDS PERMANENT SEEDING,
1-1/2 INCHES NOR MORE THAN 3 INCHES.
1. ALL SOIL STABILIZATION MEASURES SHALL MEET THE REQUIREMENTS OF ITEMS
(MAY TO SEPTEMBER- APPLICATION:) (OCTOBER TO APRIL APPUCATION:)
10.
MULCH SHALL BE HELD iN PLACE BY LIGHT DISCING, PINS, STAKES, \CURE
T- 901, T-905, AND T-908 OF THE SPECIFICATIONS. GROUNDCOVER-SHALL
75/ TALL FESCUE 120#TALL FESCUE
25j1 BERMUDA GRASS 15/1BERMUDA GRASS
MESH, OR ASPHALT BINDER.
BE ESTABLISHED.
25/ BAHIA GRASS 10# BLUE GRASS
11.
IF ASPHALT SPRAY METHOD IS USED, MULCHED SURFACES SHALL BE
2. PRIOR TO SOIL STABILIZATION, AREAS SHALL BE CLEARED OF STONES OR
- 10/I HARD FESCUE _
SPRAYED UNIFORMLY AT A RATE OF APPROXIMATELY 8.0 GALLONS PER 1,000
DEBRIS LARGER THAN 2 INCHES IN DIAMETER.
THE KINDS OF GRASS, LEGUME, AND COVER -CROP SEED FURNISHED SHALL
SQUARE FEET.
3. AREA TO BE SEEDED SHALL BE THOROUGHLY LOOSENED TO A DEPTH OF 5
BE THOSE STIPULATED ABOVE S® SHALL CONFORM TO THE
12.
IF ASPHALT MIX METHOD IS USED, THE MULCH SHALL BE APPUED BY
INCHES THE TOP 3 INCHES SHALL BE WORKED INTO A SATISFACTORY
.REQUIREMENTS OF FEDERAL SPECIFICATION JJJ-S-181.
BLOWING AND THE ASPHALT BINDER MATERIAL SHALL BE SPRAYED INTO THE
SEEDBED BY DISCING, OR BY USE OF CULTIPACKERS, ROLLERS, DRAGS, OR
SEED SHALL BE FURNISHED SEPARATELY OR IN MIXTURES IN STANDARD
MULCH AS IT LEAVES THE BLOWER. BINDER SHALL BE UNIFORMLY APPLIED TO
THE MULCH AT THE RATE OF APPROXIMATELY 8.0 GALLONS PER 1.000
OTHER APPROPRIATE MEANS.
CONTAINERS MATH THE SED NAME, LOT NUMBER, NET WEIGHT, PERCENTAGES
SQUARE FEET. -
4. THE KINDS OF SEED AND THE RATES OF APPLICATION OF SEED SHALL BE AS
OF PURITY AND OF GERMINATION AND HARD SEED, AND PERCENTAGE OF
MAXIMUM 'NEED SEED CONTENT CLEARLY MARKED FOR EACH KINDOFSEED.
13.
CONTRACTOR SHALL PROTECT SEEDED AND MULCHED AREAS AGAINST
STATED BELOW. ALL RATES ARE IN POUNDS PER ACRE
THE CONTRACTOR SHALL FURNISH THE ENGINEER DUPLICATE SIGNED COPIES
TRAFFIC. SURFACES GUWED OR DAMAGED SHALL BE REPAIRED, RESEEDED,
ALL AREAS EXCEPT STORMWATER MANAGEMENT PONDS:
OF A STATEMENT BY THE VENDOR CERTIFYING TESTING WITHIN SIX (6)
AND REMULCHED. CONTRACTOR SHALL MOW, WATER , AND OTHERWISE
MONTHS OF DATE OF DELIVERY THIS STATEMENT SHALL INCLUDE: NAME AND
MAINTAIN SEEDED AREAS IN A SATISFACTORY CONDITION UNTIL FINAL
PERMANENT SEEDING
ADDRESS OF LABORATORY, DATE OF TEST, LOT NUMBER FOR EACH KIND OF
INSPECTION AND ACCEPTANCE OF THE WORK.
100/ TALL FESCUE
SEED, AND THE RESULTS OF TEST AS TO NAME, PERCENTAGES OF PURITY
10# KOBE LESPEDEZA
AND OF GERMINATION. AND PERCENTAGE OF WEED CONTENT FOR EACH KIND
25/ BAHIA GRASS
OF SEED
" RYE GRAIN (JANUARY TO FEBRUARY APPLICATION)
S.
GROUND LIMESTONE SHALL BE APPLIED PRIOR TO APPLICATION OF FERTILIZER
TEMPORARY SEEDING
OR SEED AND SHALL BE WORKED INTO TOP 3 INCHES OF SOIL,
TEMPORARY SEEDING FOR THE PROJECT SHALL MEET All REQUIREMENTS
6.
FERTILIZER SHALL BE SPREAD UNIFORMLY OVER ALL AREAS TO BE SEEDED
PUBUSHED WITHIN THE CURRENT EDITION OF THE NORTH CAROLINA
AFTER LIMING IS COMPLETE
-
DEPARTMENT OF ENVIRONMENTAL AND NATURAL RESOURCES, DIVISION OF
LAND RESOURCES, LAND QUALITY SECTION'S EROSION AND SEDIMENT
7,
GRASS SEED SHALL BE APPLIED AT THE RATE INDICATED ABOVE AND IN THE
CONTROL PLANNING AND DESIGN MANUAL TAME 6.10A, TABLE 6.10E AND
SPEcinCATEONS, PROPERLY COVERED, AND COMPACTED WITH AN APPROVED
TABLE 6.10C FOUND ON PAGE 6.10.4, -PAGE 6.10.5 AND PAGE 6.10.6.
LAWN ROLLER.
NOTE WHERE NOTED ON PLANS, SERICEA LESPEDEZA SEED SHALL BE ADDED
8.
MULCH SHALLBE APPLIED IMMEDIATELY AFTER SEEDING. MULCH MUST MEET
TO THE SPECIFIED SEED MIXTURE AT A RATE OF THIRTY (30) POUNDS PER
THE REQUIREMENTS OF ITEM T-908..
ACRE.. NO ADDITIONAL PAYMENT SHALL BE MADE FOR THE ADDITION OF
S7RICEA LESPEDEZA. SEED.
9.
STRAW MULCH SHALL BE SPREAD TO UNIFORM THICKNESS AT THE RATE. OF
2- 3 TONS PER ACRE TO PROVIDE A LOOSE DEPTH OF NOT LESS THAN
SEEDING SCHEDULE
GROUND COVER SCHEDULE
SITE AREA DESCRIPTION
STABILIZATION TIME FRAME
STABILIZATION TIME FRAME EXCEPTIONS
PERIMETER DIKES, SWALES, DITCHES AND
7 DAYS
- NONE
SLOPES
HIGH QUALITY WATER (HOW) ZONES
7 DAYS
NONE
SLOPES STEEPER THAN 3:1
7 DAYS
IF SLOPES ARE 10' OR LESS IN LENGTH AND ARE NOT
STEEPER THAN 2:1, 14 DAYS ARE ALLOWED
SLOPES 3:1 OR FLATTER
14 DAYS
7 DAYS FOR SLOPES GREATER THAN 50 FEET IN
LENGTH
ALL OTHER AREAS WITH SLOPES FLATTER
14 DAYS
NONE (EXCEPT FOR PERIMETERS AND HOW ZONES)
THAN 4:1
C
Z
C
m
Z
A
NCO
D
24" RCP � / ,
INV. OUT: 855.10
ONCIR TE WEIR/
OPEN SPACE TO 'r
OVERFLOW TO HIGH r,
FLOW STORM SEWER
LINES
/ C
's Jam.
ao STRUCTURE 20 - PLAN
INC. ALL RIGHTS RESERVED. REPRODUCTION OR
Airport Aulhodty1,20150126WRA - Aviation Tenant Site
STRUCTURE 20 - SECTION C-C
:UMENT; ADDITIONS
Set\Save\2015.11-16
I
NTS
1
STRUCTURE 20 - PLAN
30 R P,
INV. IN: 872.21
i
i
a
a d
a- ^' 44 e <
15" RCP,
INV. IN: 872.21
- CONCRETE WEIR:
872.90'
30" RCP
NV. IN: 872.21
STRUCTURE 20 - SECTION B-B
FLOW SPLITT�_R STRUCTURE DETAILS
NTS
//VV R
85�
C
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Fw
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amz
Cf
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5
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/ ELEVATED
- ;SHELF WITHIN
'
'
STRUCTURE;,
CONCRETE WEIR
`� a
OPEN SPACE TO
I�G
-
3.0'
OVERFLOW TO HIGH
FLOW STORM SEWER
LINES
i
A
1 v
N1�00
m
STRUCTURE 5 - PLAN_
STRUCTURE 5 - SECTION A -A
STRUCTURE
PIPE IN INVERT
WQ PIPE OUT INVERT
FWER ELE:AI
I
5
852.41, 866.63
- -
851.68
854.?1
---_
20
872.05
87<.r°;
872.9,,
25
856.04
855.10
856.8�
1
II
GPi ,�1F HEIGHT (FT)
7.75
ss
1 45
WEIR LENGTH (FT)
9
3.5
5.0
3
i
WK
DI+ N
community Infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Center Drive
Raleigh, NC 27607
919.782.0495 (t)
919.782.9672 (Q
www.wkdickson.com
WKD PROJ.: 20150125.00.RA
PROJ. ORIGIN DATE: NOV. 2015
P.M.: PDS
DRAWN BY: KCB/MRM
PROFESSIONAL SEAL
REV. RECORD:
BY I DATE I DESCRIPTION
PROJECT NAME:
HAECO
FACILITY
IMPROVEMENTS
OWNER OR CLIENT
PIEDMONT TRIAD
INTERNATIONAL
AIRPORT (PTI)
PLAN KEY:
DRAWING TITLE:
DETAILS
DRAWING NUMBER:
C11
PLOT DATE: 11/18/2015

'.'�i !S_PL J LJ .y.....
100-YR WSEL:853.52 MULCH (APPROXIMATELY 2" THICK) -I- --
TOP OF PLANTING MIX EL. 851.0'
100-YR WSEL:853.50 .
_ ... ELEV.; 853.28 ELEV.: 853.30 ' 0
WATER QUALITY WSEL853.28VOLUME DEPTH
�` WATER QUALITY
3 2' 5'-8"
2 —
COPYRIGH'
FILE PATH:
6" PERFORATED-/
PVC PIPE
BOTTOM OF MEDIA _
EL. 849.0'
BOTTOM OF STONE
EL 847.67'
PLANTING SOIL MIX NOTE:
THE SOIL MIXTURE FOR USE IN A HIGH FLOW RATE -
BIORETENTION FACILITY SHALL CONTAIN 90% SAND AND 10%
FINES AND HAVE A PERMEABILITY (k) RATING FROM 8
INCH/HOUR TO 12 INCH/HOUR AS MEASURED IN THE FIELD.
PERMEABILITY TEST RESULTS MUST BE SUBMITTED TO THE
ENGINEER AND APPROVED PRIOR TO INSTALLATION OF
MATERIAL. THE SOIL SHOULD HAVE A pH BETWEEN 5.5 TO
6.5 AND THE CLAY CONTENT OF THE SOIL MIXTURE CANNOT
EXCEED 107- SOIL MUST NOT BE INSTALLED UNTIL ALL OF
THE CONTRIBUTING DRAINAGE AREA HAS BEEN STABILIZED
AND APPROVED BY THE INSPECTOR. SOIL MIXTURES SHALL
BE INSTALLED IN 8 TO 12 INCH LIFTS TO ENSURE
ADEQUATE FILTRATION.
NOTE:
1. TYPICAL SECTION APPLIES TO ALL UNDERDRAIN PIPE.
2. PIPE UNDERDRAINS SHALL OUTFALL INTO PROPOSED
STRUCTURE 39 AS SHOWN ON PLANS.
4" THICK WASHED SAND
12" THICK #57 STONE
BIORETENTION SECTION
NOT TOSCALE
4" THICK WASHED SAND
NON- WOVEN FILTER FABRIC
ENCLOSED STONE FILTER
6" PERFORATED
PVC UNDERDRAIN
A
OF YARD INLET EL. 856.0'
STRUCTURE 39, SEE PLAN
VIEW, THIS SHEET
CONCRETE RISER OUTLET
STRUCTURE, SEE DETAIL 1,
SHEET C10
PROPOSED BERM
MULCH (APPROXIMATELY
2" THICK)
RCP PIPE OUTLET
PLANTING SOIL MIX
(SEE NOTE)
HIGH FLOW RATE BIORETENTION DETAIL
UNDERDRAIN DETAIL
NTS
MULCH (APPROXIMATELY 2")
WASHED STONE
(#57 OR #67)
INC. ALL RIGHTS RESERVED. REPRODUCTION OR USE OF THE CONTENTS OF THIS DOCUMENT; ADDITIONS OR DELETIONS TO THIS
Airport Aut iorily\2015012500RA - Aviation Tenant Site Development (Haeco)\CADD\WKD Plan Set\Save\2015-11-16 Rev 30% Revisiont201501
.E 01
.dwg
I
LEGENID
ZONE 1- WELL DRAINING SANDY SOILS FROM
SORROW AREA SEE SPECIFICATIONS)
ZONE 2- FIGH FLOW RAIL BIORF IENTION
SOIL MEDIA (SEE SPECIFICATIONS)
0 10 20 40
HIGH FLOW RATE BIORETENTION PLANQ
1"=20 1 inch = 20 ft.
- I C
, IS PROHIBITED. ONLY COPIES FROM THE ORIGINAL OF THIS DOCUMENT, MARKED WITH AN ORIGINAL SIGNATURE AND SEAL SHALL BE CONSIDERED TO BE VALID, TRUE COPIES
©e
/ 1
DWK
community infrastructure consultants
Transportation + Water Resources
Urban Development + Geomatics
720 Corporate Center Drive
Raleigh, NC 27607
919.782.0495 (t)
919.782.9672 (f)
www.wkdickson.com
WKD PROJ.: 20150125.00.RA
PROJ. ORIGIN DATE: NOV. 2015
P.M.: PDS
DRAWN BY: KCB/MRM
PROFESSIONAL SEAL
REV, RECORD:
BY I DATE I DESCRIPTION
(PROJECT NAME: 1
I HAECO
FACILITY
IMPROVEMENTS
I OWNER OR CLIENT:
PIEDMONT TRIAD
INTERNATIONAL
AIRPORT (PTI)
I PLAN KEY:
DRAWING TITLE:
DETAILS
DRAWING NUMBER:
C12
PLOT DATE: 11/18/2015
1 T , !t(:T,.;7