20151065 Ver 1_Individual_20151005

Strickland, Bev
From:
Homewood, Sue
Sent:
Monday, October 05, 2015 12:46 PM
To:
Montalvo, Sheri A; Strickland, Bev
Subject:
Fwd: PTIA Northwest Taxiway Connector
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rdarling @mbakerintl.com has sent you an attachment(s) using Baker eFTP
Sue; David:
Attached is Section 404/401 Individual Permit Application [hardcopies
mailed to USACE and DWR (4) today] for proposed PTIA Cross -
Field Taxiway including:
• Cover Letter
• Completed Form 4345
• Permit Drawings
• Mitigation Success Correspondence
Message
Text: Please contact me at your convenience regarding completeness of the
application.
Richard Darling I Environmental Manager I Michael Baker Engineering,
Inc.
8000 Regency Parkway, Suite 600 1 Cary, NC 27518 1919.481.5740
rdarling @mbakerintl.com I www.mbakerintl.com
1

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rdarl i ng@mbakeri ntl .com
davi d.e.bai I ey2 @usace.army.mi I , [e-mail]
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PTIA Northwest Taxiway Connector
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Anyone can access
Attached f i I es
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M essage
Sue; David:
Page 1 of 2
Attached i s Secti on 404/401 Individual Permi t A ppl i cati on [ hardcopi es mad I ed to U SSA CE
and D WR (4) today] for proposed PT A Cross-Fi el d Tani way i ncl udi ng:
htt ps: Heft p. mbakeri ntl.com/message/k6PRtG4qdoTl B5J3NyzSm8 10/5/2015

Message I Baker eFTP
• Cover Letter
• Completed Form 4345
• Permit D raw i ngs
• Mitigation Success Correspondence
R ease contact me at your conveni ence regardi ng compl eteness of the appl i cati on.
Richard
Darling I Envi ronmental M anager I M i chael
Baker Engineering, Inc.
8000 Regency Parkway, Suite 600 1 Cary, N C 27518 1919.481.5740
rdarl i ng@mbakeri ntl .com I www.mbakeri ntl .com
Page 2 of 2
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htt ps: Heft p. mbakeri ntl.com/message/k6PRtG4qdoTl B5J3NyzSm8 10/5/2015

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,.446 T1
PIEDMONT TRIAD AIRPORT AUTHORITY
October 2, 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
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 Crass -Field Taxiway at
Piedmont Triad International Airport
The Piedmont Triad Airport Authority (PTAA) hereby applies for Individual Permit and Water
Quality Certification under Sections 404 and 401 of the CIean 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 construction of the Cross -Field Taxiway
over Interstate Highway I -73 at the Piedmont Triad International Airport (PTIA). The first phase
of aerospace development in the Northwest sector of PTIA is conceptualized in this application,
but not anticipated for construction until after construction of the Cross -Field Taxiway has
commenced. This project is currently included in an Environmental Assessment (EAIFONSI,
copy of final document provided separately) by the Federal Aviation Administration (FAA),
consistent with the National Environmental Policy Act (NEPA). The EA addresses 972 acres to
be developed at PTIA., 553 acres of which are located north of Interstate Highway I -73 [under
construction by the North Carolina Department of Transportation (NCDOT) as Transportation
Improvement Project I- 5110]. The proposed Phase I Northwest Site Development is located
within this 553 acres, as it is the only location of adequate size and dimensions for the
anticipated aerospace industry requirements. The Cross -Field Taxiway is necessary to maintain
airport access to this area once 1 -73 construction is complete. Jurisdictional resources within the
project area have been verified by the United States Army Corps of Engineers (USACE, Action
ID SAW - 2012 - 01547), with applicability to the Mitigation Rules (15A NCAC 214 .0506(h)} and
the Jordan Lake Riparian Buffer Rules determined by the North Carolina Department of
Environmental Quality ( NCDEQ) Division of Water Resources (DWR) Winston -Salem Regional
Office, as confirmed by NCDEQ Counsel in letter to William O. Cooke, Jr. dated July 27, 2015.
The 127.8 -acre Phase I Site Development and 25.7 -acre taxiway, within the 553 -acre Northwest
site, may impact approximately 5.96 acres of jurisdictional man -made golf course ponds with
139,169 square feet (s.f.) Zone 1 and 105,674 s.f. Zone 2 (5.62 acres) pond buffer, but avoids
impacts to wetlands or streams. The Cross -Field Taxiway may impact approximately 255 linear

Mr. David Bailey and Ms. Karen Higgins
October 2, 2015
Page 2 of 6
feet (11.) of perennial stream channel, 1361.f. of intermittent stream channel, with approximately
21,470 (s,f) of Zone 1 and 14,274 s.l Zone 2 (0.82 acre total) of Jordan Lake riparian buffer
adjacent to the total 39111 unavoidable stream impacts.
The Project Purpose and Need and Avoidance of Impacts are detailed in the EA and the
enclosed Alternatives Analysis (specific to the Cross -Field Taxiway, also appended to the EA as
Appendix E). As an on -going advancement of the project described in the EA, PTAA has
conceptualized the first phase of potential aerospace development within the 553 acres North of
I -73. This preliminary design work was scheduled after the NEPA/EA process in anticipation of
the need by potential future tenant(s) to rapidly develop such a facility. This development phase
is designed to accommodate future aerospace tenant needs based on previously requested
elements and dimensions, and aviation industry and FAA standards.
The EA summarizes consideration of Alternative Locations for the proposed expansion of the
Airport, including areas southeast, south, southwest of PTIA, and a combination of non-
contiguous sites. None of these locations meets the Project purpose, or avoids the need for a
taxiway.
Minimization of Impacts
PTAA will minimize potential unavoidable adverse effects of the Proposed Phase I Northwest
Site Development and Cross -Field Taxiway project consistent with FAA requirements and
Section 404(b)(1) guidelines as follows:
• Construction of the taxiway stream crossing will minimize smothering of organisms by
utilizing "pump- around'; minimize construction time; control turbidity through
adherence to the Erosion and Sedimentation Control 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, if
required.
• 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
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

Mr. David Bailey and Ms. Karen Higgins
October 2, 2015
Page 3 of 6
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, staffmg, 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
Compensation for unavoidable, minimized impacts to jurisdictional strewn channel is provided
by dedication of appropriate components of the successfully completed 1,123 1.f. restored stream
channel and adjacent riparian buffer at the Causey Farm mitigation site currently not applied to
any specific impacts at PTIA. This mitigation credit was originally purchased to compensate for
impacts anticipated for construction of the Runway 5R Safety Area and related improvements
(USACE Action ID SAW- 2006 - 41354; DWR File 06- 1632). This project, however, has been
put on indefinite hold and rather than extend the Section 404 and 401 permits, PTAA has elected
to abandon them. The mitigation specified in these permits has been constructed and deemed
successful by USACE and DWR. Applicable linear footage of the completed stream restoration
(only) of this mitigation are proposed to compensate for the current Phase I Northwest Site
Development and Cross -Field Taxiway project impacts as follows:
646 Stream Mitigation Units (SMU) mitigation requirement is anticipated based on
1361.f. intermittent channel at 1:1 impact ratio plus 2551.f. perennial channel at 2:1
impact ratio
• There are 702 SMU available at the Causey Farm mitigation site based on the 1.6:1 ratio
for off -site restoration applied to the 1,1231.E perennial channel specified in USACE
Action ID SAW - 2006 -41354 and DWR File 06 -1632 (the Causey Farm restoration site
was originally described in USACE Action ID SAW -2000 -21655 and DWR File
00 -0846)
Success of the Causey Farm mitigation site is documented in correspondence from USACE and
DWR, enclosed.

Mr. David Bailey and Ms. Karen Higgins
October 2, 2015
Page a of 6 ,
Cumulative Impacts
Specific water quality related cumulative impact potential of the project is addressed by the
applicability of the WSWMP Rules, the Jordan Buffer Rule allowance, and State stormwater
regulatory permission. While future taxiways and airport facilities to be constructed within the
PTIA development may qualify for the Jordan Buffer airport allowance, the development will
also be subject to the various levels of State and PTAA water quality regulation applicable to the
water supply watershed location, and stormwater management. The future development
anticipated will be subject to 85% removal of total suspended solids (TSS) from stormwater
runoff as appropriate future protection of receiving water quality. The individual National
Pollutant Discharge Elimination System (NPDES) permit issued to PTAA will also be expanded
to address future development to ensure additional monitoring and protection of surface waters.
Fish and Wildlife
As of March 25, 2015 the United States Fish and Wildlife ( USFWS) lists one federally protected
species for Guilford County. Small whorled pogonia (Isotria medeoloides) was listed as
Endangered on September 9, 1982. Small whorled pogonia occurs in young as well as maturing
(second to third successional growth) mixed- deciduous or mixed - deciduous /coniferous forests. It
does not appear to exhibit strong affinities for a particular aspect, soil type, or underlying
geologic substrate. In North Carolina, the perennial orchid is typically found in open, dry
deciduous woods and is often associated with white pine and rhododendron. The species may
also be found on dry, rocky, wooded slopes; moist slopes; ravines lacking stream channels; or
slope bases near braided channels of vernal streams. The orchid, often limited by shade, requires
small light gaps or canopy breaks, and typically grows under canopies that are relatively open or
near features like logging roads or streams that create long - persisting breaks in the forest canopy.
Suitable habitat for small whorled pogonia may be present in the project area. However, no
individuals were observed in plant -by -plant survey of potential site habitat in August 2012. A
review of North Carolina Natural Heritage Program ( NCNHP) records on February 21, 2013,
indicated no known occurrences within 1,0 mile of the study area. The construction of this
project is anticipated to have no effect on the small whorled pogonia. The USFWS had
previously listed this species as a historic record, indicating that it was last observed in Guilford
County more than 50 years ago. However, a single small whorled pogonia plant was recently
discovered near the Town of Gibsonville approximately 20 miles east of the Airport.
Habitat for the bald eagle (Haliaeetus leucocephalus) primarily consists of mature forest in
proximity to large bodies of open water for foraging. Large dominant trees are utilized for
nesting sites, typically within 1.0 mile of open water. A desktop -GIS assessment of the project
study area, as well as the area within a 1,13 -mile radius (1.0 mile plus 660 ft.) of the project
limits, was performed on April 3, 2012 using 2010 color aerial photography. Lake Higgins (a
water body large enough and sufficiently open to be considered a potential feeding source) was
identified within this search radius. A survey of the project study area and the area within 660 ft.
of the project limits was conducted on April 10, 2012. No bald eagle nests were observed within
this search polygon. A review of the NCNHP database on February 21, 2012 revealed no known
occurrences of this species within 1.0 mile of the project study area. Due to the lack of observed
nests or known occurrences and minimal impact anticipated for this project, it was determined
that this project will not affect this species.

Mr. David Bailey and Ms. Karen Higgins
October 2, 2015
Page 5 of 6 .
Concurrence from the United States Department of the Interior was provided by the USFWS in a
letter dated July 11, 2013, stating that "...it appears that the proposed action is not likely to
adversely affect any federally- listed endangered or threatened species, their formally designated
critical habitat, or species currently proposed for listing under the [Endangered Species] Act at
these sites. We believe that the requirements of Section 7(a)(2) of the Act have been satisfied for
your project ".
As of March 25, 2015 the USFWS lists no Candidate species for Guilford County. The National
Marine Fisheries Service (NMFS) has not identified any Airport streams as Essential Fish
Habitat.
Historic, Cultural, Scenic, and Recreational Values
Based on the July 19, 2013 response to EA scoping, the North Carolina Department of Cultural
Resources (NCDCR) State Historic Preservation Office (SHPO) is "...aware of no historic
resources that would be affected by the project."
Stormwater
The proposed Phase I Northwest Site Development is being designed consistent with applicable
state (NCDEQ) and PTAA stormwater management controls, including appropriate BMPs and
riparian buffer protection.
Pursuant to NCGS 143 -214.7 (c4), the proposed Taxiway will provide for overland stormwater
flow that promotes infiltration and treatment of stormwater into grassed buffers, shoulders, and
grassed swales and is permitted pursuant to State post - construction stormwater requirements.
Prior to the commencement of construction, Erosion and Sedimentation Control Plans for the
projects will be submitted to NCDEQ, and PTAA will obtain the applicable Erosion and
Sedimentation Control Permits and accompanying NPDES Construction Permits. 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 Erosion and
Sedimentation Control Plans and to the permit requirements, as well as through compliance with
FAA AC 15015370 -1013.
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. PTAA has more specifically analyzed all practicable Taxiway alternatives.
A lack of practical alternatives has been demonstrated pursuant to 15A NCAC 02H .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

Mr. David Bailey and Ms. Karen Higgins
October 2, 2015
,Page 6 of 6 ,
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.
We appreciate your consideration of this request. Please feel fiee to contact me
(rosseraeoisoair.orA, 336.665.5620) or Richard Darling (rdarlinQ(a)"bakerintl.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,
PIEDMONT TRIAD AIRPORT AUTHORITY
J. A x Rosser, P.E.
Deputy Executive Director
RD /AR:rd
Enclosures Alternatives Analysis Cross -Field Taxiway Alignment (6 pages)
Completed Eng. Form 4345 (3 pages, PTAA signed)
Preliminary Plans (12 sheets, full -size and 11 "x 17 ")
Causey Farm Mitigation Success Documentation (3 pages, USACE & DWR)
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 OMB APPROVAL NO. 0710-0003
APPLICATION FOR DEPARTMENT OF THE ARMY PERMIT EXPIRES: 28 FEBRUARY 2013
33 CFR 325. The proponent agency Is CECW -CO -R.
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 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 the permil application cannot be evaluated nor can a permit be issued. One set
of original drawings or good reproducible copies 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.
1, APPLICATION NO.
5. APPLICANTS NAME
First - J.
(ITEMS 1 THRU 4 TO BE FILLED BY THE CORPS)
2. FIELD OFFICE CODE 3. DATE RECEIVED 4. DATE APPLICATION COMPLETE
(ITEMS BELOW TORE =1LLED BYAPPLICAN7)
8. AUTHORIZED AGENT'S NAME AND TITLE (agent is not required)
Middle -Alex Last - Rosser
Company - Piedmont Triad Airport Authority
E -mail Address - rossera @gsoair.org
6. APPLICANTS ADDRESS:
First - Richard Middle -B. Last - Darling
Company - Michael Baker Engineering, Inc.
E -mail Address - rdarling @mbakerintLcom
9. AGENT'S ADDRESS:
Address- 1000 -A Ted Johnson Parkway Address- 8000 Regency Parkway, Suite 600
City - Greensboro Slate - NC Zip - 27409 Country -U.S. City - Cary Slate - NC Zip -27518 Country -U.S.
7. APPLICANTS PHONE NOs. WARE4 CODE 10. AGENTS PHONE NOs. wIAREA CODE
a. Residence b. Business c. Fax a. Residence
336.665.5600 336.665.5694
STATEMENT OF AUTHORIZATION
b. Business c. Fax
919.481.5740 919.463.5490
11. 1 hereby aulhorize, 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 ap ti
I AT R OF APPLICANT ATE
NAME, LOCATION, AND DESCRIPTION OF PROJECT OR ACTIVITY
12. PROJECT NAME OR TITLE (see instructions)
Phase I Northwest Site Development and Cross -Field Taxiway
13. NAME OF WATERBODY, IF KNOWN (if applicable) 14. PROJECT STREET ADDRESS (if applicable)
Unnamed tributary to Brush Creek Address Pleasant Ridge Rd./ Bryan Blvd.
15. LOCATION OF PROJECT
Latitude: -N 36.I 18619 Longitude: aW - 79.945644 City - Greensboro Slate- NC
16. OTHER LOCATION DESCRIPTIONS, IF KNOWN (see Instructions)
Stale Tax Parcel ID Municipality
Section -
Township -
Range -
Zip- 27409
ENG FORM 4345, OCT 2012 PREVIOUS EDITIONS ARE OBSOLETE. Page 1 of 3

17. DIRECTIONS TO THE SITE
Northwest of Bryan Blvd. at Caiddale Dr.
18. Nature of Activity (Description of project, include all features)
Construction of cross -field taxiway system linking the proposed 553 -acre PTIA Northwest development area to the existing airfield,
including construction of access roads, closure of a portion of Bryan Blvd., and other local road closures, and implementation of mitigation
measures for unavoidable stream impacts. (See FAA EA and PTAA application letter, enclosed).
19. Project Purpose (Describe the reason or purpose of the project, see instructions)
The Cross -Field Taxiway is needed to provide airport access and connection to the PTIA Northwest development site. Development of
and access to the Northwest site is needed to provide suitable sites with airfield access for new aviation- related development, achieve
highest and best use of idle land, expand the capabilities of the Airport, and meet schedule needs of potential tenants (See FAA EA and
PTAA application letter, enclosed).
USE BLOCKS 20 -23 IF DREDGED ANDIOR FILL MATERIAL 15 TO BE DISCHARGED
20. Reason(s) for Discharge
The Cross -Field Taxiway is specifically located according to precise NCDOT roadway elevation requirements for the proposed 1 -73
highway (Project 1 -5110) traversing PTIA, compounded by FAA taxiway requirements for Group V aircraft (See FAA EA and PTAA
application letter, enclosed). An unnamed tributary to Brush Creek parallels existing Bryan Blvd. in the project vicinity and cannot be
avoided.
21. Typo (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
RCP - 320 ft. long, 36 in. diam. 315,550 cu yd clean fill
22. Surface Area in Acres of Wetlands or Other Waters Filled (see instructions)
Acres 5.96 acres man -made golf course pond (other waters)
or
Linear Feet 2551.f, perennial stream channel and 1361.f. intermittent stream channel for total 391 1.f
23. Description of Avoidance, Minimization, and Compensation (see instructions)
Part 230: Section 404(b)(1) Guidelines for Specification of Disposal Sites for Dredged or Fill Material Subpart H: Actions To Minimize
Adverse Effects for the NW Taxiway project are addressed in the enclosed PTAA application letter and the FAA EA. Appropriate
compensation for unavoidable, minimized impacts to jurisdictional stream channel will be provided by dedication of appropriate Stream
Mitigation Units (SMI J) at the successfully completed Causey Farm mitigation site originally constructed under Action ID
SAW - 2000 -21655 and DWR File 00 -0846 and specified in Action ID SAW - 2006 -41354 and DWR File 06 -1632,
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
Construction of Taxiway Bridge over I -73 initiated (no impacts to jurisdictional resources) by NCDOT in September 2014.
25. Addresses of Adjoining Property Owners, Lessees, Etc., Whose property Adjoins the Waterbody Crf more ftn can be enteree here, pease attach a supplwmtal list).
a. Address- NCDOT; PDEA - Century Center B; 1020 Birch Ridge Dr.
City - Raleigh Slate - NC Zip - 27610
b. Address-
City - Stale - Zip -
c. Address-
City - Slate - Zip -
d. Address-
City - State - Zip -
e. Address-
City - State - Zip -
26. List of Other Certificates or Approvals/Denials received from other Federal, State, or Local Agencies for Work Described in This Application.
AGENCY TYPE APPROVAL' IDENTIFICATION
NUMBER
FAA EAIFONSI
Would include but is not restricted to zoning, building, and flood plain permits
DATE APPLIED DATE APPROVED DATE DENIED
2015 -06 -25
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 further certify that I possess the authority to undertake the work described herein or am acting as the duty authorized agent of the
applicant. LL� _�
�p 15 Richard Darling �:��r::. ��. ° 2015 -10 -02
I NATURE OF LCANT SATE SIGNATURE OF AGENT 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 Slates
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, 0 C T 2012 Page 3 of 3

INTERNATIONAL AIRPORT
Runway SL-21111�u-
PROJ ECT LCCATI ON MAP
NORTHWEST
TAX WAY CO V SECTOR
A D
PRE.IM GARY IORTdWEST
S TE DEVELOPAE VT
D
..ASA T RIDGE S TE
GRAD G, DRAI SAG
A D EROS 0 CO TROL
INDEX OF DRAWINGS
DESCRIPTION DRAWING NO.
TITLE SHEET G -1
PROPOSED DEVELOPMENT IMPACTS PLAN PD -1 - PD -3
GRADING, DRAINAGE AND EROSION CONTROL PLANS GD -1 & GD -2
DRAINAGE STRUCTURE TABLES DS -1 & DS -2
EROSION CONTROL DETAILS EC1 - EC4
JURISDICTIONAL WATERS IMPACTS
STREAMS
I ntermittent Perennial
(Liner Feet) (Liner Feet)
136
136
255
0
255
0
JORDAN
BUFFER
Zone 1
Zone 2
PONDS
(Square Feet)
_%-4s.A
DESCRIPTION
0
0
25-3 7
?n,0&r%
❑
0
30,492
Impacted Area
°Fill Above Pond
0
33,016
25,143
0
(Ac.)
(Cubic Yards)
0
0
0
Permanent
3.433
174,250
2,950
Sheet PDA
Pond E -1 (3.43 Acres)
1,540
2,950
Temporary
0
--
Sheet PD -1
E -2 54 A
0 .cres
Pond ( }
Permanent
0.54
'1 A,30n
Temporary
0
--
Sheet PD -1
E -3 0.91 Acres
Pond ( }
Permanent
0.91
68,300
Temporary
0
--
Sheet PD -1
Pond E-4 1 08 acres
( �
Permanent
1.08
53,700
Temporary
0
--
Sheet PD -1
E 62 A
Pond 0 5 - Acres)
(' }
Permanent
❑
0
Temporary
0
0
w
Sheet PD -3
Stream SAC
Permanent
--
--
REVISIONS
Temporary
--
--
Permanent
5.96
315,550
aTotal
Temporary
0
--
� w w
designated in "Stream
Quality Assesment Worksheet" dated October 10, 2012
w *As
N Q . o
*Measured to the outer
limits of associated Jordan Buffer- Zone 2
M 0 I-` m NO. DATE BY DESCRIPTION
STREAMS
I ntermittent Perennial
(Liner Feet) (Liner Feet)
136
136
255
0
255
0
JORDAN
BUFFER
Zone 1
Zone 2
(Square Feet)
(Square Feet)
_%-4s.A
36,792
0
0
25-3 7
?n,0&r%
❑
0
30,492
23,654
0
0
33,016
25,143
0
0
0
0
0
0
19,930
11,324
1,540
2,950
159,099
116,998
1,540
2,950
�x
ROCKINGHAM
COUNTY
.Y
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COUNTY PIEDMONT TRIAD
WINSTO/N _ , _ INTERNATIONAL
',�� --
SALEM.� AIRPORT
t
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1
I '
DAVIDSON HIGH POINT
COUNTY
IV:11►►►I:lVX-11
Total Removal
Total Removal
Total Removal
Total Removal
Not Disturbed
GUILFORD
COUNTY
GREENSBORO
_._.— r_._._.
I 85
r
1
V I C I N I TY MAP
TI
PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1 OOOA Ted Johnson Parkway
Greensboro, INC 27409
OFC: (336) 665 -5600
FAX: [phone]
www.flyfrompti.com
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MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 27409
OFC: (336)931 -15 00
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
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—c -
— ^y - - - -- ..
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NCDOT PROJECT ��k0� a-�- t_ �- - t - _ .. � :.... _,y - c- F_ ,_ -..: - 1- t -M -M_ - _ 1 -
UNDER CONSTRUCTION ; SOUTH CAMPUS DRIVE NORTH CAMPUS DRIVE �- ►►
(BY OTHERS) , I ►
I
• i
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f 0 PROPOSED PROPOSED PARKING n q n PROPOSED
Ulrrlla BLDG. (Typ) J J OFFICE BLDG.
1
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' PROPOSED - ► PROPOSED PROPOSED NORTH CAMPUS
HANGAR HANGAR APRON Proposed Site = 60 1 Ac.
PROPOSED
a
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'
►� •�, s;i
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SOUTH CAMPUS TABLE THIS SHEET
N.
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OPOSED n -� - - - ,' ►= sue- •� _ ~. t lI' I
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POE 19 +00.00 ►` ; `` ; - ' ` . �, 6 ��.`~
° PROPOSED
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PROPOSED PROPOSED i
' b. • a ► ■ ' ► SWM POND
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SCT - CT_ ■ . TEMPORARY SEDIMENT BASIN 3.43
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DESCRIPTION
PROPOSED TAXIWAY
GRADING LIMITS
- - - -- 145 +00
r
1
�r
r
W
140 +00
1
1
1
PROPOSED CROSS -FIELD TAXIWAY
1
1
1
■
1
i
135 +00
15 +0 -
�.
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r
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PROPOSED TAXIWAY
�. GRADING LIMITS
� sp
1
I - "
1
1
- 1
1
1
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TAXIWA Y CONS TRUCTION
VIStUMUG Area = 25.7AC.
♦, �•
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MATCH LINE TIWSTA 130 +00 - SEE SHEET PD -2
200 100 0 200
SCALE IN FEET
1 •.
`
Ilk
1
i
PROPOSED
TAXIWAY
I
elllllZl' __ R I SER
BAREL
1.08
u.vc
LEGEND
............... EXISTING PTIA PROPERTY LINE
NCDOT RIGHT -OF -WAY LINE
— ; — — NCDOT CONTROLLED ACCESS ROW
-- C-- - -F - -- PROPOSED SITE GRADING LIMITS
EXI STI N G WETLAN DS
- - - PERENNIAL STREAM
— INTERMITTENT STREAM
- -- -- - -- --- 501FT JORDAN BUFFER (30' ZONE 1)
T 5OFT JORDAN BUFFER (20' ZONE 2)
EXISTING CONTOUR
835 PROPOSED CONTOUR
PROPOSED ASPHALT PAVEMENT
PROPOSED CONCRETE PAVEMENT
PROPOSED BUILDING LOCATION
PROPOSED POND REMOVAL
PROPOSED DRAINAGE
POND IMPACTS TABLE
Jordan Buffer
Jordan Buffer
30' Zone 1
20' Zone 2
Remarks
(s.f.)
(s.f.)
50.354
36.792
TOTAL REMOVAL
25.307
20.085
•
30.492
23.654
•
33.016
25.143
•
tt.tuo
IIi.0 I U
NOT DISTURBED
r
►
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1
1
1
1
it
1 THE TEMPORARY BASIN
SHALL BE REMOVED AND
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DRAINAGE UPON COMPLETION i
OF THE PROJECT. i
1
1
-LIMIT OF
BASIN GRADING
►
'�. PROPOSED TAXIWAY) �.� i.,�r �fi5' SPILLWAY WITH
% GRADING LIMITS •�' TYPE II EROSION
CONTROL MATTING
EXISTING DRAINAGE TO BE REMO D.
50' Jordan Buffer
(20' Zone 2)
r � 50' Jordan Buffer
30' Zo 1
QUTFALL PROTECTION $, ;
50 25 0 50 , Existing Perenial Stream
SCALE IN FEET k, `�. `•�
TEMPORARY BASIN OUTFACE PLAN
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PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
10DOA Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: [phone]
www.flyfrompti.com
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INTERNATIONAL
www.mbakednti.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 77409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
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TEMPORARY
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%% UNDER CONSTRUCTION
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%
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TAXIWA Y CONSTRUCTION
{ DisturbedArea = 32 6Ac.
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----- - - - - -- • — _— _-- - - - - - — T WG— S T A I 23 +39.7 6 :� =
--- ■
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� I
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DESCRIPTION
I�
II
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II
li
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Rurway 5L -23R
II
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NW CONNECTOR TAXIWAY TO BRIDGE ACROSS I -73
200 100 0 200
SCALE IN FEET
III%
s`
LEGEND
............... EXISTING PTIA PROPERTY LINE
NCDOT RIGHT -OF -WAY LINE
— ; — — NCDOT CONTROLLED ACCESS ROW
----- - - - - -• PROPOSED GRADING LIMITS
EXISTING WETLANDS
PERENNIAL STREAM
— — — INTERMITTENT STREAM
- -- -- - -- --- 50FT JORDAN BUFFER (30' ZONE 1)
50FT JORDAN BUFFER [20' ZONE 2]
EXISTING CONTOUR
—
835— PROPOSED CONTOUR
PROPOSED ASPHALT PAVEMENT
PROPOSED DRAINAGE
PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: [phone]
www.flyfrompti.com
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INTERNATIONAL
www.mbakednti.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 77409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
PD�2
OF PD -3

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DESCRIPTION
TEMPORARY
SEDIMENT BASIN
Existing Perennial Stream
I
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PROFILE BELOW r
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PROPOSED 36" RCP CULVERT @ 5.7%
Perennial Stream Impact = 255 L.F.
'• Intermittent Stream Impact =136 L.F.
�. SEE "STREAMBED DETAIL" BELOW
� �rr..r-•
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.r NO ^�
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PROPOSED 36" CULVERT AT TAXIWAY STREAM CROSSING
890
880
PROPOSED
GRADE -
870 ►�
860 2'
l
850 Match Existing
@ Sta. 0 +25 (+/.)
840
50 25 0 50
SCALE IN FEET
rPROPOSED TAXIWAY
I �
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r !
L1NKI— ExWing Ground
:•r
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870
850
- 850
SCALE
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Vertical: 1" = 10'
840
0 +00 1 +00 2 +00 3 +00 4 +00 5 +00
PROPOSED CULVERT PROFILE
Circular Culvert
12 w
j
LEGEND
--------- - - - - -- EXISTING PTIA PROPERTY LINE
NCDOT RIGHT -OF -WAY LINE
— ; — — NCDOT CONTROLLED ACCESS ROW
----- - - - - -- PROPOSED GRADING LIMITS
EXISTING WETLANDS
PERENNIAL STREAM
— — — INTERMITTENT STREAM
- -- -- - -- --- 50FT JORDAN BUFFER (30' ZONE 1)
— 50FT JORDAN BUFFER (20' ZONE 2)
Invert
50' Jordan Buffer (30' Zone 1 }
Permanent Impact = 19,930 s.L
i
50' Jordan Buffer (30' Zone 1 }
Temporary Impact = 1,540 s.f.
J
❑ p 50' Jordan Buffer (20' Zone 2)
❑ ❑ ❑ Permanent Impact = 11,324 s.f.
n
X X X X
X X X X X 50' Jordan Buffer (20' Zone 2)
X " X " X " X " X Temporary Impact = 2,950 s.f.
X x X x
Rise
(Diameter)
STREAMBED DETAIL
Not To Scale
T1
PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: [phone]
www.flyfrompti.com
EXISTING CONTOUR
835
PROPOSED CONTOUR
PROPOSED ASPHALT PAVEMENT
O
PROPOSED DRAINAGE
Invert
50' Jordan Buffer (30' Zone 1 }
Permanent Impact = 19,930 s.L
i
50' Jordan Buffer (30' Zone 1 }
Temporary Impact = 1,540 s.f.
J
❑ p 50' Jordan Buffer (20' Zone 2)
❑ ❑ ❑ Permanent Impact = 11,324 s.f.
n
X X X X
X X X X X 50' Jordan Buffer (20' Zone 2)
X " X " X " X " X Temporary Impact = 2,950 s.f.
X x X x
Rise
(Diameter)
STREAMBED DETAIL
Not To Scale
T1
PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: [phone]
www.flyfrompti.com
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WA
CHECKED S.O.
1 N T E R N AT 1 0 N A L
www.mbakednti.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 77409
OFC: (336 )931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
PD
OF PD -3
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CHECKED S.O.
1 N T E R N AT 1 0 N A L
www.mbakednti.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 77409
OFC: (336 )931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
PD
OF PD -3

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NCDOT PROJECT
UNDER CONSTRUCTION
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DESCRIPTION
-M- STA 10 +00.00
N 867129.5430
E 1718130.7632
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556 _ 555 p
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POS E D PARKI N G AREA
r
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549
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° E 1717637.3046 (NP} a .
..Y -I
4 4 - ❑ - • ❑ - • ❑ - 4 - ❑ - ❑
4 ❑ PROPOSED HANGAR a ❑ ❑ 4 ❑ 4 ❑ 4 ❑ a ❑ a PROPOSED HANGAR I r
I
4 4 4 _ . ° _ . 4
II l
C
r m
4 a a a a a a a � _ `f 8-30) =
I
I ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ a ❑ ° ❑ ° ❑ n ❑ ❑ 11 rl rl . mm
f
• ❑ ❑ _ ❑ _ ❑ _ ❑ 4 _ 4 _ 4 _ 4 m
N
4 ❑ 4 ❑ - - ❑ ❑ ❑ Cl ] 4 .I 4 4
a a _ a _ PROPOSED CONCRETE APRON a _- a _ I a
. . . . .
4 4 4 4 4 4 4 4 1 4 PROPOSED SWM POND
4 , 4❑ 4❑ 4" . 4" 4" ❑ 1 4, . 4 o 4. . 4
4 ❑ ❑ ❑
4 - 4 - 4 - ❑ - ❑
4 ❑ _ 4 ❑ _ 4 ❑ _ 4 ❑ _ 4 ❑ _ 4 ❑ _ 4 ❑ _ ❑ ❑ _ ❑� ❑ 4
r
a ❑ ❑ ❑ a 4 a
01111 FALL CHANNEL
r TO SWM POND '
r 4 ❑ 4 4 ❑ 4 ❑ 4 g4 ❑ 4 ❑ 4 ❑ 4 -
120' SPILLWAY WITH
• S24 TYPE 11 EROSION CONTROL MATTING !'
TRAP
' � RAP f 180 x 50 x 21 • ° � (180x�65xx3.5) A ° 526 S2 T57 , f180x65x3.51 ° -
i � �• - � .+°'r � 1
" A A A . r ` �"+
t ❑ ❑ ❑
-528 - - - - -- � i 4.411
--------------------------------------------- - - - - -- - -- - - - - -- A - - -_
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - /___
100 50 0 100 �`� FUTURE TAXIWA Y(SEE SHEET PD 9J
SCALE IN FEET �`. -- -_ -__ --- - -------------/--------
LEGEND
- ••- ••- •• -•• - --
EXISTING PTIA PROPERTY LINE
T
NCDOT RIGHT -OF -WAY LINE
— ; — —
NCDOT CONTROLLED ACCESS ROW
(Detail 3, Sheet EC-1)
-- C - - - -F --
PROPOSED SITE GRADING LIMITS
EXISTING WETLANDS
- - -
PERENNIAL STREAM
— — —
INTERMITTENT STREAM
—
50FT JORDAN BUFFER
--
EXISTING CONTOUR
835
PROPOSED CONTOUR
UTRAP (L x w x D)
PROPOSED ASPHALT PAVEMENT
PROPOSED CONCRETE PAVEMENT
PROPOSED BUILDING LOCATION
SEDIMENT BASIN S1
D.A. =69.86 Ac.
10 YR Q= 364.55 cfs
REQ'D SEDIMENT STORAGE = 122,065.7 CF
DESIGN SEDIMENT STORAGE = 325,512.19 CF
REQ'D SURFACE AREA = 158,578.4 SF
DESIGN SURFACE AREA = 168,693.44 SF
TRAP DIMENSIONS =600' L x 250'W x 2'D
WEIR LENGTH =120'
BOTTOM ELEVATION =890.0
NOTE:
1. SEE SHEET DS -1 FOR SOUTH CAMPUS DRAINAGE STRUCTURE TABLES.
2. SEE SHEET EC -2 FOR TEMPORARY BMP DESIGN DATA.
,.A&4p'T1
PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: [phone]
www.flyfrompti.com
Z
a
J
CL
0 0
CL
_ Z �
.j 2 ::) 0
QEL aU �� QO Qw =O
�0 �w
I.. F. 0 C)
zcn oz
°a_ wa
� W 0
z 0z
z�
�z
o 0
W z
a o
c�
\A C A R pI ,
¢4oF ESSIp �' 2
_- SEAL -_
027429
{ •. !UG I N' .• •�
J.
DCT DCT
DESIGNED DRAWN
UA
CHECKED S.O.
I N T E R N AT 1 0 N A L
www.mbakednti.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 77409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
GD�l
OF GD -2
T
PROPOSED DRAINAGE
GRAVEL CONSTR. ENTRANCE
(Detail 3, Sheet EC-1)
STREAM BUFFER DELINEATION
FENCE (ORANGE SAFETY FENCE)
SEDIMENT FENCE
(Detail 2, Sheet EC -1)
TEMPORARY DIVERSION CHANNEL
—FLOW
(Detail 4, Sheet EC -2)
UTRAP (L x w x D)
TEMPORARY SEDIMENT BASIN
(Detail 2, Sheet EC -2)
BLOCK AND GRAVEL INLET PROTECTION
13
(Detail 1, Sheet EC -3)
Agah
ROCK DOUGHNUT INLET PROTECTION
(Detail 3, Sheet EC-4)
ROCK PIPE INLET PROTECTION
(Detail 1, Sheet EC -4)
ROCK CHECK DAM
(Detail 4, Sheet EC -3)
T SD
TEMPORARY SLOPE DRAIN
(Detail 2, Sheet EC-4)
CONTROL MATTING
K038EROSION
(Detail 1, Sheet EC-1)
ONVAM
RIP RAP CHANNEL LINING
SEDIMENT BASIN S1
D.A. =69.86 Ac.
10 YR Q= 364.55 cfs
REQ'D SEDIMENT STORAGE = 122,065.7 CF
DESIGN SEDIMENT STORAGE = 325,512.19 CF
REQ'D SURFACE AREA = 158,578.4 SF
DESIGN SURFACE AREA = 168,693.44 SF
TRAP DIMENSIONS =600' L x 250'W x 2'D
WEIR LENGTH =120'
BOTTOM ELEVATION =890.0
NOTE:
1. SEE SHEET DS -1 FOR SOUTH CAMPUS DRAINAGE STRUCTURE TABLES.
2. SEE SHEET EC -2 FOR TEMPORARY BMP DESIGN DATA.
,.A&4p'T1
PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: [phone]
www.flyfrompti.com
Z
a
J
CL
0 0
CL
_ Z �
.j 2 ::) 0
QEL aU �� QO Qw =O
�0 �w
I.. F. 0 C)
zcn oz
°a_ wa
� W 0
z 0z
z�
�z
o 0
W z
a o
c�
\A C A R pI ,
¢4oF ESSIp �' 2
_- SEAL -_
027429
{ •. !UG I N' .• •�
J.
DCT DCT
DESIGNED DRAWN
UA
CHECKED S.O.
I N T E R N AT 1 0 N A L
www.mbakednti.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 77409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
GD�l
OF GD -2

w
Ift
w
a
ter z
4A. 494 Q J
Er www
W H J O
V) < . 0
M °1-` M NO. DATE BY
��QD� 4A�
u I
l LEGEND
--------- - - - - -- EXISTING PTIA PROPERTY LINE
CD v '
v v
r SEE NOTE 2, THIS SHEET +v
N
(TYP)
\ c<cccc
_-
T59
.CRAP
(120x45x2.5) (90x35x2.5) �I "V11
N63
NCD-
�" _
Ll1i� W-."" >� N61 1
3 BASE QITGH
I+ BASE DITCH` I 51 (i fi5 x 80 x 2.5} c9
2' 70
N99 I
EXISTING WETLANDS
,.A&4p'pT1
PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: [phone]
www.flyfrompti.com
PERENNIAL STREAM
i l INTERMITTENT STREAM
J
50FT JORDAN BUFFER
-_.._- _ --
- -`- i EXISTING CONTOUR
—835— PROPOSED CONTOUR CL
Z
PROPOSED ASPHALT PAVEMENT W U^ Z
►PROPOSED NORTH CAMPUS DR` I��4 PROPOSED CONCRETE PAVEMENT
PROPOSED BUILDING LOCATION J
0
N49 — w
N55 91 D N47
N56 �. �+ r n
iN58� �+
PROPOSED DRAINAGE W 0
N4a t
❑ pi
N54 N46 —
N57 GRAVEL CONSTR. ENTRANCE W
PR ED PARKING AREA } ' + -� (Detail 3, Sheet EC-1) LU LU �
0
_ ❑
N53 _ N45 >I ! / z
PROPOSED _ P•- - -
OFFICE BLDG. STREAM BUFFER DELINEATION Z
011 P 5ED PARKING AREA [ N FENCE (ORANGE SAFETY FENCE) ❑
N52 . M4 ►,,� �. ❑ W
W
o SEDIMENT FENCE V!
(Detail 2, Sheet EC-1) _ W 'n
0 0
N51 r H42 � i � � 1. 3: 0. <
TEMPORARY DIVERSION CHANNEL
-4-FLOW ] (Detail 4, Sheet EC-2) 0 Z
N39 N38 N50 N41
7 BASE DITCH � N33 _ N � TRAP L x W x D TEMPORARY SEDIMENT BASIN
(Detail 2 Sheet EC-2)
❑ - - - u - ., N36 N35 N34 ,� � f
END BASELINE BLOCK AND GRAVEL INLET PROTECTION 0 0 ❑
d a a a a d d d q -NCB- 28 +88. (Detail 1, Sheet EC -3} 74 l ?
SEE NOTE 1, THIS SHEET - - N 867364.9183 1 z "
W 4 a a • ❑ • ❑ (TYP} a • a • - ❑ • - ❑ ❑ - ❑ E 1719830.514 N31 ROCK DOUGHNUT INLET PROTECTION ❑
W ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ k ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ a ❑ ❑ (Detail 3, Sheet EC -4)
1 ROCK PIPE INLET PROTECTION ❑
4 4
W - - - - 4'
(Detail 1, Sheet ECG)
LU ❑ . ❑ ❑ ❑ ❑ ❑ ❑ ❑ - ❑ - ❑ - ❑
C `,, ROCK CHECK DAM
a ❑ a ❑ a ❑ a ❑ a ❑ ❑ a ❑ a ❑ a ❑ ❑ . a ❑ ` (Detail 4, Sheet EC -3)
TEMPORARY SLOPE DRAIN
W - - - • • T 5D (Detail 2, Sheet EC-4)
Z ❑ ❑ ❑ ❑ ❑ PROPOSED CONCRETE APRON ❑ ❑ ❑ . ,
J a ❑ a ❑ a ❑ a a ❑ a ❑ ❑ ❑ ❑ ❑ ❑ PROPOSED HANGAR ` . ` EROSION CONTROL MATTING . ► ►► " " "' ►► ► ►,
'� (Detail 1 Sheet EC -1 } , '� C A ,
RIP RAP CHANNEL LINING SEAL
i ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑
lip
i
12OW066WAY WITH
❑ - ❑ - - 51 TRAP (220 x 35 x 2.5) ❑ ❑ ❑ ❑ - ❑ - ❑ - ❑ - ❑ - ❑ - f IP TYPE II EROSION '�.
CONTROL MATTING
s i I OLFFALL CHANNEL r
❑ ❑ ❑
❑ ❑ . ❑ TO SWM POND_ t `�
I
WETLAND NOT
TO BE DISTURBED _ y {��_
I ,
a ❑ ❑ ❑ a
r `
—aI
I y PROPOSED 5WM POND
�-' SEDIMENT BASIN N1 L
t ; W i r - .: ❑ PROPOSED HANGAR ❑ ❑ ❑ i
D.A. =62.24 Ac.
+ Q-Q y I i,;� L 4 4 - 4 10 YR q= 328.04 cfs
+ I I REq D SEDIMENT STORAGE= 112,025.8 CF
.� ❑ ❑ ❑ ❑ ❑
i i W I 11 DESIGN SEDIMENT STORAGE = 276,819.15 CF
r y I I '- ❑ ❑ ❑
❑ ❑ REQ'D SURFACE AREA= 142,695.71 SF
�`. I �-_ ❑ ❑ i
r I I � _ _ • + DESIGN SURFACE AREA= 143,149.98 SF
❑ 51 ❑ TRAP (180 x 80 x 3.5) N24 TRAP DIMENSIONS =545' L x 245'W x 2'D
'0
N28
L TRAP 1220 x 35 x 2.51 Q Q N25 BOTTOM [ OL ELEVATIO, N= 2.
�T N2fi ❑ 88 0 1
► I 1'
l
REVISIONS >>Z>> J �► r' !
' NOTE:
Pond 1vo 50 0 100 1. SEE SHEET DS -2 FOR NORTH CAMPUS DRAINAGE STRUCTURE TABLES.
N11 ,
2. SEE SHEET EC -2 FOR TEMPORARY BMP DESIGN DATA.
DESCRIPTION SCALE IN FEET
027429
{ •.
"VC I NE . •�
f f ,� ►�� ►� i J. s P ► ► ►�►
DCT DCT
DESIGNED DRAWN
UA
CHECKED S.O.
I N T E R N AT 1 n N A L
www.mbakednti.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
(,.i n
144mor MINEW
OF GD -2
NCDOT RIGHT -OF -WAY LINE
• • •
— ; — —
NCDOT CONTROLLED ACCESS ROW
_ _- • ..--��
-- C - - - -F-
PROPOSED SITE GRADING LIMITS
- ..��• -- - -r
_r --
SR 2133 PLEASANT RIDGE RD 24' BST r- - - - - -- ----------- - - - - -- - -,
CD v '
v v
r SEE NOTE 2, THIS SHEET +v
N
(TYP)
\ c<cccc
_-
T59
.CRAP
(120x45x2.5) (90x35x2.5) �I "V11
N63
NCD-
�" _
Ll1i� W-."" >� N61 1
3 BASE QITGH
I+ BASE DITCH` I 51 (i fi5 x 80 x 2.5} c9
2' 70
N99 I
EXISTING WETLANDS
,.A&4p'pT1
PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: [phone]
www.flyfrompti.com
PERENNIAL STREAM
i l INTERMITTENT STREAM
J
50FT JORDAN BUFFER
-_.._- _ --
- -`- i EXISTING CONTOUR
—835— PROPOSED CONTOUR CL
Z
PROPOSED ASPHALT PAVEMENT W U^ Z
►PROPOSED NORTH CAMPUS DR` I��4 PROPOSED CONCRETE PAVEMENT
PROPOSED BUILDING LOCATION J
0
N49 — w
N55 91 D N47
N56 �. �+ r n
iN58� �+
PROPOSED DRAINAGE W 0
N4a t
❑ pi
N54 N46 —
N57 GRAVEL CONSTR. ENTRANCE W
PR ED PARKING AREA } ' + -� (Detail 3, Sheet EC-1) LU LU �
0
_ ❑
N53 _ N45 >I ! / z
PROPOSED _ P•- - -
OFFICE BLDG. STREAM BUFFER DELINEATION Z
011 P 5ED PARKING AREA [ N FENCE (ORANGE SAFETY FENCE) ❑
N52 . M4 ►,,� �. ❑ W
W
o SEDIMENT FENCE V!
(Detail 2, Sheet EC-1) _ W 'n
0 0
N51 r H42 � i � � 1. 3: 0. <
TEMPORARY DIVERSION CHANNEL
-4-FLOW ] (Detail 4, Sheet EC-2) 0 Z
N39 N38 N50 N41
7 BASE DITCH � N33 _ N � TRAP L x W x D TEMPORARY SEDIMENT BASIN
(Detail 2 Sheet EC-2)
❑ - - - u - ., N36 N35 N34 ,� � f
END BASELINE BLOCK AND GRAVEL INLET PROTECTION 0 0 ❑
d a a a a d d d q -NCB- 28 +88. (Detail 1, Sheet EC -3} 74 l ?
SEE NOTE 1, THIS SHEET - - N 867364.9183 1 z "
W 4 a a • ❑ • ❑ (TYP} a • a • - ❑ • - ❑ ❑ - ❑ E 1719830.514 N31 ROCK DOUGHNUT INLET PROTECTION ❑
W ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ k ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ a ❑ ❑ (Detail 3, Sheet EC -4)
1 ROCK PIPE INLET PROTECTION ❑
4 4
W - - - - 4'
(Detail 1, Sheet ECG)
LU ❑ . ❑ ❑ ❑ ❑ ❑ ❑ ❑ - ❑ - ❑ - ❑
C `,, ROCK CHECK DAM
a ❑ a ❑ a ❑ a ❑ a ❑ ❑ a ❑ a ❑ a ❑ ❑ . a ❑ ` (Detail 4, Sheet EC -3)
TEMPORARY SLOPE DRAIN
W - - - • • T 5D (Detail 2, Sheet EC-4)
Z ❑ ❑ ❑ ❑ ❑ PROPOSED CONCRETE APRON ❑ ❑ ❑ . ,
J a ❑ a ❑ a ❑ a a ❑ a ❑ ❑ ❑ ❑ ❑ ❑ PROPOSED HANGAR ` . ` EROSION CONTROL MATTING . ► ►► " " "' ►► ► ►,
'� (Detail 1 Sheet EC -1 } , '� C A ,
RIP RAP CHANNEL LINING SEAL
i ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑
lip
i
12OW066WAY WITH
❑ - ❑ - - 51 TRAP (220 x 35 x 2.5) ❑ ❑ ❑ ❑ - ❑ - ❑ - ❑ - ❑ - ❑ - f IP TYPE II EROSION '�.
CONTROL MATTING
s i I OLFFALL CHANNEL r
❑ ❑ ❑
❑ ❑ . ❑ TO SWM POND_ t `�
I
WETLAND NOT
TO BE DISTURBED _ y {��_
I ,
a ❑ ❑ ❑ a
r `
—aI
I y PROPOSED 5WM POND
�-' SEDIMENT BASIN N1 L
t ; W i r - .: ❑ PROPOSED HANGAR ❑ ❑ ❑ i
D.A. =62.24 Ac.
+ Q-Q y I i,;� L 4 4 - 4 10 YR q= 328.04 cfs
+ I I REq D SEDIMENT STORAGE= 112,025.8 CF
.� ❑ ❑ ❑ ❑ ❑
i i W I 11 DESIGN SEDIMENT STORAGE = 276,819.15 CF
r y I I '- ❑ ❑ ❑
❑ ❑ REQ'D SURFACE AREA= 142,695.71 SF
�`. I �-_ ❑ ❑ i
r I I � _ _ • + DESIGN SURFACE AREA= 143,149.98 SF
❑ 51 ❑ TRAP (180 x 80 x 3.5) N24 TRAP DIMENSIONS =545' L x 245'W x 2'D
'0
N28
L TRAP 1220 x 35 x 2.51 Q Q N25 BOTTOM [ OL ELEVATIO, N= 2.
�T N2fi ❑ 88 0 1
► I 1'
l
REVISIONS >>Z>> J �► r' !
' NOTE:
Pond 1vo 50 0 100 1. SEE SHEET DS -2 FOR NORTH CAMPUS DRAINAGE STRUCTURE TABLES.
N11 ,
2. SEE SHEET EC -2 FOR TEMPORARY BMP DESIGN DATA.
DESCRIPTION SCALE IN FEET
027429
{ •.
"VC I NE . •�
f f ,� ►�� ►� i J. s P ► ► ►�►
DCT DCT
DESIGNED DRAWN
UA
CHECKED S.O.
I N T E R N AT 1 n N A L
www.mbakednti.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
(,.i n
144mor MINEW
OF GD -2

w
w
Q
�z
Q:�www
W I- Jr-')
cn Q O
° NO. DATE BY
REVISIONS
DESCRIPTION
DRAINAGE STRUCTURE TABLE
DRAINAGE STRUCTURE TABLE
PTI
PIEDMONT TRIAD AIRPORT AUTHORITY
I.D.
NORTHING
EASTING
DESCRIPTION
TOP EL.
INV. IN
INV. OUT
REMARKS
I.D.
NORTHING
EASTING
DESCRIPTION
TOP EL.
INV. IN
INV. OUT
REMARKS
PIEDMONT TRIAD
S67
866320.6625
1717716.115
Drop Inlet, Type B (NCDOT Std 840.18)
936.33
921.15
S40
865703.7208
1717931.975
Catch Basin, Open Throat (NCDOT Std 840.04)
915.99
912.45
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
15" RCP Class III
921.15
918.04
12" RCP Class III
912.45
911.85
Greensboro, NC 27409
S66
866245.6268
1717733.149
Drop Inlet, Type B (NCDOT Std 840.18)
921.33
918.04
917.13
S39
865496.9234
1717393.594
Drop Inlet, Type B (NCDOT Std 840.18)
914.78
909.80
OFC: (336) 665 -5600
FAX: [phone]
24" RCP Class III
917.13
914.78
24" RCP Class III
909.80
908.32
www.flyfrompti.com
S64
865670.9927
1717460.242
Catch Basin, Open Throat (NCDOT Std 840.04)
916.59
912.78
S38
865279.1914
1717599.969
Drop Inlet, Type B (NCDOT Std 840.18)
912.41
908.32
908.22
18" RCP Class III
912.78
911.44
24" RCP Class III
908.22
905.46
S63
865619.4412
1717509.063
Catch Basin, Open Throat (NCDOT Std 840.04)
915.77
911.44
911.34
S37
865394.7434
1717722.041
Drop Inlet, Type A (NCDOT Std 840.17)
911.35
903.99
18" RCP Class III
911.34
910.00
903.99 (24 ")
See S59
")
r n
S62
865567.9108
1717557.905
Catch Basin, Open Throat (NCDOT Std 840.04)
914.96
910.00
909.90
905.46 (24
�+
W
18" RCP Class III
909.90
908.56
42" RCP Class III
903.99
902.19
J
S61
865516.3803
1717606.748
Catch Basin, Open Throat (NCDOT Std 840.04)
914.14
908.56
908.46
S36
865645.4711
1717987.229
Drop Inlet, Type A (NCDOT Std 840.17)
909.67
902.19
902.09
M
24 "RCP Class III
908.46
907.12
42" RCP Class III
902.09
900.60
O
S65
865439.6695
1717608.994
Catch Basin, Open Throat (NCDOT Std 840.04)
913.07
909.17
S35
865853.1737
1718206.361
Drop Inlet, Type A (NCDOT Std 840.17)
908.27
900.60
900.50
15" RCP Class III
907.02
908.11
See S60
42" RCP Class III
900.50
898.59
Z W
S60
865464.8499
1717655.591
Catch Basin, Open Throat (NCDOT Std 840.04)
913.33
907.02
S34
866119.6721
1718487.524
Drop Inlet, Type A (NCDOT Std 840.17)
906.45
898.49
Q< W fy
908.11 (15 ")
See S65
902.33 (24 ")
See S47
� �
J
907.12 (24 ")
898.59 (42 ")
24" RCP Class III
907.02
905.68
48" RCP Class III
898.49
896.94
O r ,
S59
865413.3195
1717704.434
Catch Basin, Open Throat (NCDOT Std 840.04)
912.51
905.68
905.58
S33
866337.076
1718716.066
Drop Inlet, Type A (NCDOT Std 840.17)
904.96
896.84
O J
24" RCP Class III
905.58
903.99
See S37
900.96 (24 ")
See S41
n/
S58
865938.8423
1717644.649
Catch Basin, Open Throat (NCDOT Std 840.04)
920.36
914.55
896.94 (48 ")
1.•.•�`
15" RCP Class III
914.55
914.42
54" RCP Class III
896.84
896.42
< w
Z
S57
865961.3518
1717668.398
Catch Basin, Open Throat (NCDOT Std 840.04)
920.38
914.42
914.32
S32
866426.1825
1718702.124
Catch Basin, Open Throat (NCDOT Std 840.04)
908.07
904.07
Q ' I
W
15" RCP Class III
914.32
913.98
12" RCP Class III
904.07
902.46
See S31
Uj (D
W
S56
865922.8881
1717728.278
Drop Inlet, Type B (NCDOT Std 840.18)
916.90
913.98
913.88
S31
866398.8441
1718782.058
Drop Inlet, Type A (NCDOT Std 840.17)
904.57
896.32
L
U)
15" RCP Class III
913.88
912.37
902.46 (12 ")
See S32
Z Z
U)
S55
866141.6861
1717941.167
Catch Basin, Open Throat (NCDOT Std 840.04)
917.32
914.39
896.42 (54 ")
_
15" RCP Class III
914.39
914.35
60" RCP Class III
896.32
894.32
ry
Q �U)
V J
S54
866133.1219
1717949.283
Drop Inlet, Type B (NCDOT Std 840.18)
916.90
912.27
S30
866104.5045
1719061.004
Precast Manhole (NCDOT Std 840.54)
906.48
894.32
894.22
W Q
912.37 (15 ")
See S56
60" RCP Class III
894.22
893.91
^
")
V J
914.35 (15
S29
866039.3985
1719065.666
Precast Concrete Endwall, 60" (NCDOT Std 838.80)
899.91
893.91
� T
15" RCP Class III
912.27
911.85
S28
864553.6832
1718264.937
Traffic Bearing Drop Inlet (NCDOT Std 840.35)
908.99
904.05
+
z r
S53
866066.0224
1718004.614
Drop Inlet, Type B (NCDOT Std 840.18)
915.42
911.85
911.75
18" RCP Class III
904.05
901.79
Z 0
15" RCP Class III
911.75
910.39
S27
864713.6729
1718433.752
Traffic Bearing Drop Inlet (NCDOT Std 840.35)
908.81
901.79
901.69
O O
S52
866391.6961
1718229.646
Catch Basin, Open Throat (NCDOT Std 840.04)
914.26
910.79
30" RCP Class iii
901.69
899.43
"RCP
15 Class III
910.79
910.02
S26
864873.6626
1718602.566
Traffic Bearing Drop Inlet (NCDOT Std 840.35)
908.48
899.43
899.33
` ` v
S51
866340.1656
1718278.489
Catch Basin, Open Throat (NCDOT Std 840.04)
913.45
910.02
910.02
42" RCP Class III
899.33
898.21
W
18" RCP Class III
909.92
909.15
S25
865028.9504
1718766.42
Traffic Bearing Drop Inlet (NCDOT Std 840.35)
908.33
898.24
898.14
S50
866288.6352
1718327.332
Catch Basin, Open Throat NCDOT Std 840.04
912.63
909.15
909.05
48' RCP Class III
898.14
896.16
^^
18" RCP Class III
909.05
908.28
S24
865266.7147
1718941.56
Precast Concrete Endwall, 48" (NCDOT Std 838.80)
902.23
896.93
O
S49
866237.1048
1718376.175
Catch Basin, Open Throat (NCDOT Std 840.04)
911.82
908.28
908.18
U)
18" RCP Class III
908.18
905.91
S48
866185.5743
1718425.017
Catch Basin, Open Throat (NCDOT Std 840.04)
911.00
905.91
905.27
24" RCP Class III
905.27
902.99
S47
866134.0439
1718473.86
Catch Basin, Open Throat (NCDOT Std 840.04)
910.19
902.99
902.89
"CvA'R�
�\N
24" RCP Class III
902.89
902.33
See S34
F ° 0 °° /
ESS/
\ = Q ° 1 ;
S46
866613.3048
1718454.245
Catch Basin, Open Throat (NCDOT Std 840.04)
911.91
907.88
9 < °��
SEAL
15" RCP Class III
907.88
907.11
= 027429 =
S45
866561.7743
1718503.088
Catch Basin, Open Throat (NCDOT Std 840.04)
911.09
907.11
907.01
° FN G I NE
18 RCP Class III
907.01
906.24
/1 111110
S44
866510.2439
1718551.931
Catch Basin, Open Throat (NCDOT Std 840.04)
910.28
906.24
906.14
18" RCP Class III
906.10
905.37
DCT DCT
S43
866458.7135
1718600.774
Catch Basin, Open Throat (NCDOT Std 840.04)
909.46
905.37
905.27
DESIGNED DRAWN
18" RCP Class III
905.27
903.66
LJA
CHECKED S.O.
S42
866407.183
1718649.616
Catch Basin, Open Throat (NCDOT Std 840.04)
908.65
903.66
903.06
24" RCP Class III
903.06
901.45
Michael Baker
S41
866355.6526
1718698.459
Catch Basin, Open Throat (NCDOT Std 840.04)
907.83
901.45
901.35
I N T E R N A T 10 N A L
24" RCP Class III
901.35
900.96
See S33
www.mbakerintl.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
DS-1
OF DS -2

w
w
Q
�z
Q:�www
W 1- Jr-')
cn Q O
° NO. DATE BY
REVISIONS
DESCRIPTION
DCT DCT
DESIGNED DRAWN
LJA
CHECKED S.O.
INTERNAT10NAL
www.mbakerintl.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, INC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
DS�2
OF DS -2
DRAINAGE STRUCTURE TABLE
DRAINAGE STRUCTURE TABLET
PIEDMONT TRIAD AIRPORT AUTHORITY
I.D.
NORTHING
EASTING
DESCRIPTION
TOP EL.
INV. IN
INV. OUT
REMARKS
I.D.
NORTHING
EASTING
DESCRIPTION
TOP EL.
INV. IN
INV. OUT
REMARKS
PIEDMONT TRIAD
N63
867180.7225
1718702.275
Precast Concrete Endwall, 30" (NCDOT Std 838.80)
916.85
913.04
N40
866866.6522
1719168.103
Catch Basin, Open Throat (NCDOT Std 840.04)
907.07
904.79
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
30" RCP Class III
913.04
910.57
15" RCP Class III
904.79
904.49
Greensboro, NC 27409
N62
867110.1911
1718769.128
Precast Concrete Endwall, 30 " (NCDOT Std 838.80)
914.38
910.57
N39
866445.4064
1718830.093
Drop Inlet, Type B (NCDOT Std 840.18)
907.08
904.57
OFC: (336) 665 -5600
FAX: [phone]
N61
867391.5151
1719100.085
Drop Inlet, Type B (NCDOT Std 840.18)
906.02
902.02
15" RCP Class III
904.57
902.89
www.flyfrompti.com
30" RCP Class III
902.02
900.06
N38
866612.6932
1719006.586
Drop Inlet, Type B (NCDOT Std 840.18)
905.47
902.89
902.79
N60
867379.6485
1719190.904
Catch Basin, Open Throat (NCDOT Std 840.04)
909.89
906.66
15 RCP Class III
902.79
899.45
15" RCP Class III
906.66
905.50
N37
866778.3288
1719181.336
Drop Inlet, Type B (NCDOT Std 840.18)
903.85
899.35
N59
867311.997
1719175.877
Catch Basin, Open Throat (NCDOT Std 840.04)
909.73
900.86
899.92 (24 ")
See N50
")
")
905.50 (15
See N60
899.45 (15
W
900.06 (30 ")
30" RCP Class III
899.35
894.35
J
30" RCP Class III
900.86
900.78
N36
867023.3415
1719440.655
Drop Inlet, Type A (NCDOT Std 840.17)
901.51
894.25
M
N58
867302.8839
1719184.146
Drop Inlet, Type B (NCDOT Std 840.18)
908.50
900.78
900.68
896.87 (30 ")
See N57
O
30" RCP Class III
900.68
899.85
894.35 30"
N57
867236.0582
1719239.033
Drop Inlet, Type B (NCDOT Std 840.18)
907.22
899.85
899.75
42" RCP Class III
894.25
891.59
z W
30" RCP Class III
899.75
896.87
See N36
N35
867286.8282
1719717.817
Drop Inlet, Type A (NCDOT Std 840.17)
898.93
891.49
N56
867093.9952
1718963.828
Drop Inlet, Type B (NCDOT Std 840.18)
908.50
906.51
893.12 (24 ")
See N41
J G
15" RCP Class III
906.51
906.09
891.59 (42 ")
Z L.L t
N55
I
867056.0768
1718921.382
Catch Basin, Open Throat (NCDOT Std 840.04)
912.06
906.09
905.99
48" RCP Class III
891.49
890.92
z0 U I
15 RCP Class III
905.99
905.49
N34
867347.5563
1719781.886
Drop Inlet, Type A (NCDOT Std 840.17)
898.06
890.82
O J D
N54
867004.5463
1718970.225
Catch Basin, Open Throat (NCDOT Std 840.04)
910.99
905.49
905.39
892.69 (24 ")
See N48
W r
18" RCP Class III
905.39
904.22
890.92 (48 ")
N53
866953.0159
1719019.068
Catch Basin, Open Throat (NCDOT Std 840.04)
909.96
904.22
904.12
54 RCP Class III
890.82
890.45
< w
Z
18" RCP Class III
904.12
902.94
N33
867402.0655
1719839.395
Drop Inlet, Type A (NCDOT Std 840.17)
897.69
890.45
890.35
0 w
N52
866901.4854
1719067.91
Catch Basin, O pe n Thr oa t (NCDOT Std 8 40.04 )
908.93
902.94
902.84
54" RCP Class III
890.35
890.14
Uj (D
24" RCP Class III
902.84
901.67
N32
867434.8335
1719873.966
Precast Manhole (NCDOT Std 840.54)
900.69
890.14
890.04
<
Z
N51
I
866849.955
1719116.753
Catch Basin, Open Throat (NCDOT Std 840.04)
907.91
901.67
901.57
54" RCP Class III
890.04
889.44
Z Cn z I
24 ., RCP Class III
901.57
900.40
N31
867431.4943
1719998.669
Precast Manhole (NCDOT Std 840.54)
896.97
889.44
889.34
N50
866798.4246
1719165.596
Catch Basin, Open Throat (NCDOT Std 840.04)
906.88
900.40
900.30
54" RCP Class III
889.34
888.20
24 RCP Class III
900.30
899.92
See N37
N30
867276.4345
1720174.084
Precast Manhole (NCDOT Std 840.54)
899.69
888.20
888.10
W Q
N49
867690.7111
1719549.23
Drop Inlet, Type B (NCDOT Std 840.18)
900.73
895.99
54" RCP Class III
888.10
886.60
24" RCP Class III
895.99
895.21
N29
867057.9566
1720381.167
Precast Concrete Endwall, 54" (NCDOT Std 838.80)
894.10
886.60
� T
N48
867585.3371
1719556.508
Drop Inlet Type B NCDOT Std 840.18
p yp ( )
899.07
895.21
895.11
N28
866161.553
1719961.378
Traffic Bearing Drop Inlet NCDOT Std 840.35
g p ( )
898.60
893.09
y
24" RCP Class III
895.11
892.69
See N34
30" RCP Class III
893.09
890.16
z 0
N47
867564.5761
1719457.863
Catch Basin, Open Throat (NCDOT Std 840.04)
907.41
904.24
N27
866366.4312
1720177.53
Traffic Bearing Drop Inlet (NCDOT Std 840.35)
896.45
890.16
890.06
O O
.,
15 RCP Class III
904.24
902.22
30 RCP Class III
890.06
887.13
N46
867513.0457
1719506.706
Catch Basin, Open Throat (NCDOT Std 840.04)
906.38
902.22
902.12
N26
866571.3094
1720393.682
Traffic Bearing Drop Inlet (NCDOT Std 840.35)
894.30
887.13
887.03
` v
15" RCP Class III
902.12
900.11
48" RCP Class III
887.03
884.93
0
W
N45
867461.5152
1719555.548
Catch Basin, Open Throat (NCDOT Std 840.04)
905.35
900.11
900.01
N25
866776.1877
1720609.835
Traffic Bearing Drop Inlet (NCDOT Std 840.35)
892.16
884.93
884.83
15" RCP Class III
900.01
898.00
48" RCP Class III
884.83
884.34
LJ�
N44
867409.9848
1719604.391
Catch Basin, Open Throat (NCDOT Std 840.04)
904.32
898.00
897.90
N24
866845.3688
1720617.391
Precast Concrete Endwall, 48" (NCDOT Std 838.80)
885.78
884.34
O
24" RCP Class III
897.90
895.89
See N42
z
N43
867401.7201
1719679.012
Catch Basin, Open Throat (NCDOT Std 840.04)
902.99
899.16
15" RCP Class III
899.16
898.06
N42
867356.3116
1719651.957
Catch Basin, Open Throat (NCDOT Std 840.04)
903.29
895.79
898.06 (15 ")
C R O
895.89 (24 ")
\\A °A
S ° °
o� °oFE S /o° ��
= o°� �9< ' /=
24" RCP Class III
895.79
893.78
= Q °1.
= SEAL -
N41
867306.9239
1719702.077
Catch Basin, Open Throat (NCDOT Std 840.04)
902.26
893.78
893.68
= 027429 =
24" RCP Class 111
893.68
893.12
See N35
w
w
Q
�z
Q:�www
W 1- Jr-')
cn Q O
° NO. DATE BY
REVISIONS
DESCRIPTION
DCT DCT
DESIGNED DRAWN
LJA
CHECKED S.O.
INTERNAT10NAL
www.mbakerintl.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, INC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
DS�2
OF DS -2

w
w
a
.E,9-z
'69 a_j
Q�www
�n a o
z ° 1L , NO. DATE BY
EROSION CONTROL CONSTRUCTION SEQUENCE AND MAINTENANCE NOTES:
1. ALL TEMPORARY DIVERSION BERMS, SILT FENCE, & EROSION & SEDIMENT CONTROL MEASURES REQUIRED
FOR LAND DISTURBANCE WITHIN A WORK AREA SHALL BE INSTALLED PRIOR TO BEGINNING WORK WITHIN
THAT WORK AREA.
2. THE CONTRACTOR SHALL SUBMIT TO THE ENGINEER AND OWNER A DETAILED CONSTRUCTION PROGRESS
SCHEDULE. THESE PLANS AND SPECIFICATIONS PROVIDE GENERAL CONSTRUCTION SEQUENCE AND SAFETY
PARAMETERS WHICH MUST BE INCORPORATED INTO THE APPROVED SCHEDULE. THE CONTRACTOR'S
EROSION CONTROL PLAN SHALL BE INCORPORATED IN THE CONSTRUCTION SEQUENCE PLAN.
3. THE CONTRACTOR SHALL IMPLEMENT BEST MANAGEMENT PRACTICES IN ALL MATTERS OF CONTROLLING
EROSION, AND COLLECTION OF SEDIMENT WITHIN THE PROJECT SITE.
4. ANY FINES, PENALTIES, OR OTHER COSTS ASSESSED BY STATE, LOCAL OR THE GOVERNMENTAL AGENCIES
FOR NON- PERFORMANCE OF THE EROSION CONTROL REQUIREMENTS OF THIS PROJECT AGAINST THE
AIRPORT AUTHORITY SHALL BECOME THE RESPONSIBILITY OF THE CONTRACTOR, AND ANY SUCH
ASSESSMENTS, IF NOT PAID BY THE CONTRACTOR, WILL BE DEDUCTED FROM MONIES DUE AT THE
COMPLETION OF THIS PROJECT.
5. THE ENGINEER MAY DIRECT THAT ADDITIONAL EROSION CONTROL MEASURES BE INSTALLED AT ANY TIME
AND IN ANY LOCATION AS DEEMED NECESSARY.
6. ALL EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CHECKED FOR STABILITY AND OPERATION
FOLLOWING EVERY RUNOFF - PRODUCING RAINFALL, BUT IN NO CASE LESS THAN ONCE EVERY WEEK.
ANY NEEDED REPAIRS WILL BE MADE IMMEDIATELY TO MAINTAIN ALL PRACTICES AS DESIGNED.
7. SEDIMENT WILL BE REMOVED FROM BEHIND THE SILT FENCE WHEN IT REACHES 0.5 FEET DEEP. THE
EROSION CONTROL BARRIER WILL BE REPAIRED AS NECESSARY TO MAINTAIN A BARRIER.
8. THE DE- WATERING OF EROSION CONTROL MEASURES WITH SEDIMENT -LADEN WATER DIRECTLY TO
STREAMS IS PROHIBITED.
9. TEMPORARY SEDIMENT TRAPS REQUIRED FOR THE EXCAVATION OF AN UPSTREAM DITCH SHALL BE
INSTALLED AT THE ELEVATION REQUIRED FOR IT TO BE OPERATIONAL AFTER THE EXCAVATION OF THE
DITCH.
10. ALL TEMPORARY SEDIMENT TRAPS SHALL PREVENT SEDIMENT FROM ENTERING ANY WETLANDS DURING
CLEARING & GRUBBING OPERATIONS / EXCAVATION OPERATIONS.
11. ALL TEMPORARY DIVERSIONS SHALL HAVE POSITIVE DRAINAGE TO RESPECTIVE EROSION AND SEDIMENT
CONTROL MEASURE (TYP.).
12. ALL TEMPORARY SEDIMENT TRAPS SHALL PREVENT SEDIMENT FROM LEAVING THE CONSTRUCTION SITE AND
ENTERING JURISDICTIONAL WATERS DURING CLEARING AND GRUBBING OPERATIONS AND DURING
EXCAVATIONS OPERATIONS. CONTRACTOR SHALL MAINTAIN ALL EXISTING AND PROPOSED EROSION
CONTROL MEASURES WITHIN AIRPORT PROPERTY LIMITS FOR THE DURATION OF PROJECT AND UNTIL THE
REMOVAL OF EROSION CONTROL MEASURES IS APPROVED BY THE NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES, DIVISION OF LAND RESOURCES, LAND QUALITY SECTION.
THE CONSTRUCTION OF THE PROJECT MUST BE COMPLETED IN SEQUENTIAL ORDER AS LISTED BELOW:
1. CONTACT LAND QUALITY PRIOR TO START OF CONSTRUCTION.
2. INSTALL CONSTRUCTION ENTRANCE PADS.
3. INSTALL SILT FENCE AROUND PERIMETER OF THE SITE AS SHOWN ON THE PLANS.
4. INSTALL SEDIMENT BASINS, SEDIMENT TRAPS, AND DIVERSION DITCHES BEFORE BEGINNING, AS SHOWN ON
PLANS.
5. BEGIN CLEARING AND GRUBBING OPERATIONS ON THE PROJECT SITE.
6. AS CONSTRUCTION OPERATIONS ALLOW, STRIP TOPSOIL AND STOCKPILE.
7. INSTALL DIVERSION DITCHES, AS NECESSARY, TO CONVEY RUNOFF TO EROSION CONTROL MEASURES.
8. BEGIN GRADING OPERATIONS. INSTALL EROSION CONTROL MEASURES, AS SHOWN ON THE PLANS, AS
CONSTRUCTION PROCEEDS.
9. SLOPE DRAINS WITH BERMS SHALL BE INSTALLED CONCURRENTLY WITH GRADING OPERATIONS. SILT FENCE
SHALL BE INSTALLED AROUND SLOPE AREAS PRIOR TO START OF GRADING OPERATIONS.
10. PLACE TOPSOIL FROM ONSITE STOCKPILE ON COMPLETED AREAS OF GRADING AS CONSTRUCTION
PROCEEDS.
11. COVER ALL SLOPES 3:1 OR LESS WITH TYPE 1 TEMPORARY EROSION CONTROL MATTING (EXCELSIOR
CURLEX CL 1, OR APPROVED EQUAL). COVER ALL SLOPES GREATER THAN 3:1 WITH TYPE 2 TEMPORARY
EROSION CONTROL MATTING (REYCLEX TRM -V, 1 OR APPROVED EQUAL).
12. GROUNDCOVER SHALL BE ESTABLISHED ON ALL EXPOSED SLOPES WITHIN 7 CALENDAR DAYS FOLLOWING
COMPLETION OF ANY PHASE OF GRADING.
13. PERMANENT GROUNDCOVER SHALL BE ESTABLISHED ON ALL DISTURBED AREAS WITHIN 14 CALENDAR
DAYS FOLLOWING COMPLETION OF CONSTRUCTION.
14. ONCE PERMANENT VEGETATION HAS BEEN ESTABLISHED AND ACCEPTED BY THE NORTH CAROLINA
DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES (NCDENR) THE CONTRACTOR SHALL REMOVE
THE TEMPORARY EROSION CONTROL DEVICES, RE- GRADE, AND RESEED AS NECESSARY. ALL STAGING
AREAS AND HAUL ROUTES SHALL BE RESEEDED.
15. CONTRACTOR SHALL RESTORE ALL TEMPORARY IMPACT AREAS WITHIN THE BUFFER AREAS AND STREAM
TO PRE - CONSTRUCTION CONDITIONS PRIOR TO THE COMPLETION OF THE PROJECT.
REVISIONS
DESCRIPTION
SEEDING, MULCHING, AND TOPSOIL NOTES:
1. ALL SOIL STABILIZATION MEASURES SHALL MEET THE REQUIREMENTS OF ITEMS T -901, T -905, AND T -908
OF THE SPECIFICATIONS. GROUNDCOVER SHALL BE ESTABLISHED ON ALL EXPOSED SLOPES WITHIN 7
CALENDAR DAYS FOLLOWING COMPLETION OF ANY PHASE OF GRADING. PERMANENT GROUNDCOVER SHALL
BE ESTABLISHED ON ALL DISTURBED AREAS WITHIN 14 WORKING DAYS FOLLOWING COMPLETION OF
CONSTRUCTION.
2. PRIOR TO SOIL STABILIZATION, AREAS SHALL BE CLEARED OF STONES OR DEBRIS LARGER THAN 2 INCHES IN
DIAMETER.
3. AREA TO BE SEEDED SHALL BE THOROUGHLY LOOSENED TO A DEPTH OF 5 INCHES. THE TOP 3 INCHES
SHALL BE WORKED INTO A SATISFACTORY SEEDBED BY DISCING, OR BY USE OF CULTIPACKERS, ROLLERS,
DRAGS, OR OTHER APPROPRIATE MEANS.
4. THE KINDS OF SEED AND THE RATES OF APPLICATION OF SEED SHALL BE AS STATED BELOW. ALL RATES
ARE IN POUNDS PER ACRE.
ALL AREAS EXCEPT STORMWATER MANAGEMENT PONDS:
PERMANENT SEEDING
100# TALL FESCUE
10# KOBE LESPEDEZA
25# BAHIA GRASS
40# RYE GRAIN (JANUARY TO FEBRUARY APPLICATION)
TEMPORARY SEEDING
TEMPORARY SEEDING FOR THE PROJECT SHALL MEET ALL REQUIREMENTS PUBLISHED WITHIN THE CURRENT
EDITION OF THE NORTH CAROLINA DEPARTMENT OF ENVIRONMENTAL AND NATURAL RESOURCES, DIVISION
OF LAND RESOURCES, LAND QUALITY SECTION'S EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN
MANUAL, TABLE 6.10A, TABLE 6.10B AND TABLE 6.10C FOUND ON PAGE 6.10.4, PAGE 6.10.5 AND PAGE
6.10.6.
NOTE: WHERE NOTED ON PLANS, SERICEA LESPEDEZA SEED SHALL BE ADDED TO THE SPECIFIED SEED
MIXTURE AT A RATE OF THIRTY (30) POUNDS PER ACRE. NO ADDITIONAL PAYMENT SHALL BE MADE FOR
THE ADDITION OF SERICEA LESPEDEZA SEED.
•L V•� ►� � � : � ►•u_vns e � �•� � ►�•Ln .�� � : a ►•u_v� � ►n �� � � .mRe
(MAY TO SEPTEMBER APPLICATION:) (OCTOBER TO APRIL APPLICATION:)
75# TALL FESCUE 120# TALL FESCUE
25# BERMUDA GRASS 15# BERMUDA GRASS
25# BAHIA GRASS 10# BLUE GRASS
10# HARD FESCUE
THE KINDS OF GRASS, LEGUME, AND COVER -CROP SEED FURNISHED SHALL BE THOSE STIPULATED ABOVE.
SEED SHALL CONFORM TO THE REQUIREMENTS OF FEDERAL SPECIFICATION JJJ -S -181.
SEED SHALL BE FURNISHED SEPARATELY OR IN MIXTURES IN STANDARD CONTAINERS WITH THE SEED
NAME, LOT NUMBER, NET WEIGHT, PERCENTAGES OF PURITY AND OF GERMINATION AND HARD SEED, AND
PERCENTAGE OF MAXIMUM WEED SEED CONTENT CLEARLY MARKED FOR EACH KIND OF SEED. THE
CONTRACTOR SHALL FURNISH THE ENGINEER DUPLICATE SIGNED COPIES OF A STATEMENT BY THE VENDOR
CERTIFYING TESTING WITHIN SIX (6) MONTHS OF DATE OF DELIVERY. THIS STATEMENT SHALL INCLUDE:
NAME AND ADDRESS OF LABORATORY, DATE OF TEST, LOT NUMBER FOR EACH KIND OF SEED, AND THE
RESULTS OF TEST AS TO NAME, PERCENTAGES OF PURITY AND OF GERMINATION, AND PERCENTAGE OF
WEED CONTENT FOR EACH KIND OF SEED.
5. GROUND LIMESTONE SHALL BE APPLIED PRIOR TO APPLICATION OF FERTILIZER OR SEED AND SHALL BE
WORKED INTO TOP 3 INCHES OF SOIL.
6. FERTILIZER SHALL BE SPREAD UNIFORMLY OVER ALL AREAS TO BE SEEDED AFTER LIMING IS COMPLETE.
7. GRASS SEED SHALL BE APPLIED AT THE RATE INDICATED ABOVE AND IN THE SPECIFICATIONS, PROPERLY
COVERED, AND COMPACTED WITH AN APPROVED LAWN ROLLER.
8. MULCH SHALL BE APPLIED IMMEDIATELY AFTER SEEDING. MULCH MUST MEET THE REQUIREMENTS OF ITEM
T -908,
9. STRAW MULCH SHALL BE SPREAD TO A UNIFORM THICKNESS AT THE RATE OF 2 - 3 TONS PER ACRE TO
PROVIDE A LOOSE DEPTH OF NOT LESS THAN 1-1/2 INCHES NOR MORE THAN 3 INCHES.
10. MULCH SHALL BE HELD IN PLACE BY LIGHT DISCING, PINS, STAKES, WIRE MESH, OR ASPHALT BINDER.
11. IF ASPHALT SPRAY METHOD IS USED, MULCHED SURFACES SHALL BE SPRAYED UNIFORMLY AT A RATE OF
APPROXIMATELY 8.0 GALLONS PER 1,000 SQUARE FEET.
12. IF ASPHALT MIX METHOD IS USED, THE MULCH SHALL BE APPLIED BY BLOWING AND THE ASPHALT BINDER
MATERIAL SHALL BE SPRAYED INTO THE 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 SQUARE FEET.
13. CONTRACTOR SHALL PROTECT SEEDED AND MULCHED AREAS AGAINST TRAFFIC. SURFACES GULLIED OR
DAMAGED SHALL BE REPAIRED, RESEEDED, AND REMULCHED. CONTRACTOR SHALL MOW, WATER , AND
OTHERWISE MAINTAIN SEEDED AREAS IN A SATISFACTORY CONDITION UNTIL FINAL INSPECTION AND
ACCEPTANCE OF THE WORK.
STABILIZATION TIMEFRAMES /REQUIREMENTS
Site Area Description Stabilization Timeframe Exceptions
Perimeter dikes, swales, ditches and slopes
High Quality Water (HQW) Zones
Slopes steeper than 3:1
Slopes 3:1 or flatter
All other areas with slopes flatter than 4:1
7 days None
7 days None
7 days If slopes are 10' or less in length and are not
steeper than 2:1, 14 days are allowed.
14 days 7 days for slopes greater than 50' in length.
14 days None, except for perimeters and HQW Zones.
I I I I I I I I
2' TYP_
r(ALL DIRJ
STAPLES (TYP.) °
I I 2 TYP_i I Lu
(ALL DIR.)
I I I I I I I I
TO BE INSTALLED IN ACCORDANCE w/ MANUFACTURERS SPECIFICATIONS
NOTES:
1. TYPE 1 MATTING SHALL BE AMERICAN EXCELSIOR (CURLEX
CL 1 OR APPROVED EQUAL). ALLOWABLE SHEAR STRESS =
1.55 LB /FT 2
2. FOR TYPE 2 MATTING, SHEAR STRESS > 4.0 LB /FT.2
3. TYPE 2 MATTING SHALL BE AMERICAN EXCELSIOR, RECYCLEX
TRM -V, OR APPROVED EQUAL.
MATTING FOR EROSION CONTROL
N.T.S.
0
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8' -0" MAX. POST SPACING
"'EVEN WIRE FENCE
-I
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EXIST. GROUND LINE
SYNTHETIC FILTER FABRIC -
ELEVATION VIEW
STEEL POST--\ WOVEN WIRE FENCE
�C SYNTHETIC FILTER FABRIC
C
0
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EXIST. GROUND LINE
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PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: [phone]
if www.flyfrompti.com
0 EC1 1
SECTION VIEW
NOTES:
1. WOODEN POSTS SHALL NOT BE USED FOR SILT FENCE INSTALLATION.
POSTS SHALL BE 1.33 LB /LIN. FT. STEEL WITH A MINIMUM LENGTH
OF 5 FEET.
2. INSTALL SILT FENCE WHERE SHOWN ON THE PLANS AND
MAINTAIN UNTIL DISTURBED AREA IS COMPLETELY STABILIZED.
TEMPORARY SILT FENCE 0EC1
N.T.S.
NOTES.
1. PUT SILT FENCE OR TREE PROTECTION FENCE UP TO ENSURE THE CONSTRUCTION ENTRANCE IS USED.
2. IF CONSTRUCTION ON THE SITE ARE SUCH THAT THE MUD IS NOT REMOVED BY THE VEHICLE TRAVELING
OVER THE STONE, THEN THE TIRES OF THE VEHICLES MUST BE WASHED BEFORE ENTERING THE PUBLIC ROAD.
3. IF A PROJECT CONTINUES TO PULL MUD AND DEBRIS ON TO THE PUBLIC ROAD, THE CONTRACTOR SHALL
50' MIN. _ CLEAN THE AREA.
BUT SUFFICIENT TO KEEP
SEDIMENT ON SITE
35' MIN.
15' MIN.
l
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PROPOSED STREET ��
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TEMPORARY CONSTRUCTION ENTRANCE PAD OEC
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MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
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MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
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° NO. DATE BY
TOP OF DAM
- EMERGENCY SPILLWAY
- RISER RIM
_ 10' SPILLWAY
4I I I -1I I -11 I -11 3
2 \ ]1
ATTACH SKIMMER RISER 1 // () \ CLAY CORE (CH, MATERIAL)
TO ORIFICE AT \
BOTTOM OF RISER BARREL \ ANTI -SEEP
COLLARS
` r
BASIN INV. OUT ELEV. 'r- a r 1= III -111 j 1 O OQ 2' M I N. i -iTi- 1 1' O �OO ADO
18" CLASS B
FOOTING RIP RAP
KEY IN CUT -OFF
TRENCH
* CUT TRENCH TO STABLE SOIL MATERIAL, BUT IN
NO CASE MAKE IT LESS THAN 2' DEEP
BASIN BARREL BARREL BARREL BARREL ORIFICE TOP OF EMERGENCY RISER RISER
1. D. BOTTOM INV. IN INV. OUT DIA LENGTH DIA DAM SPILLWAY DIA RIM
. . .
ELEV. ELEV. ELEV. ELEV. ELEV. ELEV.
S1 890.00 885.00 882.89 48" 50' 3.6 895.50 894.00 36" 893.00
N1 882.00 877.00 870.76 48" 155' 3.6 886.00 884.00 36" 883.00
NOTE:
EXACT ELEVATIONS TO BE FIELD VERIFIED AND ADJUSTED PRIOR
TO ACTUAL CONSTRUCTION OF SEDIMENT BASIN.
SEDIMENT /DRY DETENTION BASIN
N.T.S.
OC-
FLOW
DEPTH WEIR
LENGTH
See Plan 10'
12'
10'
8,
10'
14'
14'
10'
8,
8'
10'
8,
16'
NOTES:
1. MAINTAIN EXISTING TEMPORARY SEDIMENT TRAPS.
REQ'D
REQ'D
1. D.
STORAGE
SURFACE AREA LENGTH WIDTH
'B' WITH A ONE FOOT
(c.f.)
(s.f.)
TS1
14,445
16,765 See Plan See Plan
TS2
10,080
9,152 „ „
TS3
9,000
5,460
TS4
8,032
4,123
TS5
12,861
9,443
TS6
19,551
14,879
TS7
19,837
14,998
TS8
2,700
7,041
TS9
540
4,483
TS10
4,788
15,606
TS11
7,530
9,922
TS12
4,348
6,445
TS13
12,749
19,139
FLOW
DEPTH WEIR
LENGTH
See Plan 10'
12'
10'
8,
10'
14'
14'
10'
8,
8'
10'
8,
16'
NOTES:
1. MAINTAIN EXISTING TEMPORARY SEDIMENT TRAPS.
2. STORAGE CAPACITY SHALL BE
3,600 FT/ ACRE OF
DISTURBED AREA.
3. STONE SIZE SHALL BE CLASS
'B' WITH A ONE FOOT
(1 FT.) LAYER OF NCDOT # 57
4. PLACE FILTER FABRIC BELOW
RIP RAP.
5. REMOVE SEDIMENT TRAPS AS
DIRECTED BY THE ENGINEER.
6. REMOVE SEDIMENT WHEN VOLUME
IS ONE -HALF OF
REQUIRED STORAGE VOLUME
7. REQUIRED STORAGE CAPACITY
AND SURFACE AREA
ARE MEASURED
FROM THE WEIR ELEVATION.
J
zo
REVISIONS
DESCRIPTION
CONCRETE ANTI -SEEP CONCRETE ANTI -SEEP
COLLAR COLLAR
18" TYP.. 8
-` 18" MIN.
ae
BARREL
BARREL
12"
ANTI -SEEP COLLAR INSTALLATION NOTES:
AFTER FILL HAS BEEN PLACED A
MIN. 18" OVER BARREL, CONTRACTOR
TO EXCAVATE ANTI -SEEP COLLAR TO
MIN. DIMENSIONS SHOWN AND
BACKFILL WITH P -610 CONCRETE.
SEDIMENT
CLEANOUT
ELEV.
891.00
883.00
"C" ENCLOSURE
WATER ENTRY UNIT
PERSPECTIVE VIEW OF SKIMMER
PVC VENT PIPE
SCHEDULE 40
PVC PIPE +
r
ORIFICE PLATE
PVC TEE
SIDE VIEW
ARM ASSEMBLY
a
L
POROUS BAFFLES
3 EACH \
s
�s 0.65 L
NOTE: INSTALL BAFFLES IN SAME MANNER
AS SILT FENCE. REPLACE SILT FENCE
FABRIC WITH 700 g/ sq m COIR
EROSION BLANKET. BAFFLES SHALL
EXTEND UP THE ENTIRE SIDES OF
THE BASIN.
5' MIN.
1.5'
WATER SURFACE MIN. -
EMERGENCY SPILLWAY
SCHEDULE 40
PCV PIPE
FLEXIBLE �`P 5' MAX.
HOSE
SKIMMER SEDIMENT BASIN r
N.T.S. EC -2
COMPACTED SOIL
i
0.15 L�
0.4 L
BAFFLES 3
N.T.S. EC -2
2' MIN.
6 TYPICAL
0 z
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NOTES:
1. TEMPORARY SILT DIVERSION DITCH WILL NOT BE MEASURED.
COST WILL BE INCIDENTAL TO OTHER ITEMS.
2. TEMPORARY GROUND COVER MUST BE ESTABLISHED IN ALL
DIVERSION DITCHES.
D76" ,90,r-
goo gV�� OUTLET
TEMPORARY SILT DIVERSION DITCH 4�
N.T.S. EC -2
8" PVC OUTLET PIPE
EMBANKMENT
PVC END CAP
PVC
PVC ELBOW
VC END CAP
WIPE
1 /2 "HOLES IN
UNDERSIDE
END VIEW OF SKIMMER
TI
PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: [phone]
www.flyfrompti.com
\ ESS /O . �/�
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027429
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DESIGNED DRAWN
LJA
CHECKED S.O.
INTERNATIONAL
www.mbakerintl.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
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MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
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TEMPORARY
SEDIMENT POOL
1' �►
2' M
=1
WIRE
SCREEN
--PROVIDE ONE DEWATERING
BLOCK PER SIDE
1619
r. /! it Vil VA VA
DROP INLET
- SEDIMENT W/ GRATE
NOTE:
COST OF INLET PROTECTION SHALL BE
INCLUDED IN THE COST OF STRUCTURE.
BLOCK AND GRAVEL PROTECTION ,
N.T.S. EC -3
REVISIONS
DESCRIPTION
A
SL nOc- 1— 1 /0. 1 nD M A TTC-D
PLAN
SECTION A -A
A
T
=R FABRIC
H= RIP RAP TO TOP OF PIPE (MAX. H = D + T)
T= 20" CLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
T= 12" CLASS 'B' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
OUTLET WITH DITCH
❑ CLASS I RIP RAP
S.Y. TONS FlL'My)
15" 7 3 7
18" 9 4 10
24" 15 7 15
30" 21 11 22
36" 29 15 30
42" 39 20 39
48" 49 26 50
54" 60 33 62
PIPE OUTLET PROTECTION w1 DITCH 2
N.T.S. EC -3
Ar-�- 1.5'
9" MIN_— MIN.
12" No. 57
WASHED STONE
(TYP)
12" No. 57
WASHED STONE
(TYP)
`�,Nm
1.5'
MIN.
SECTION A -A
L = THE DISTANCE SUCH THAT POINTS
A AND B ARE OF EQUAL ELEVATION
A B
L �.
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Q
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CULVERT
RIP RAP w,
FILTER FABRIC
L
L
PLAN
a
_ LENGTH
SECTION A -A
A
J
+
Q
w
a
a
T= 20" CLASS I RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
T= 12" CLASS 'B' RIP RAP, UNLESS OTHERWISE SHOWN ON PLANS
NOTES:
1. SEE GRADING PLANS FOR RIP RAP APRON
DIMENSIONS.
2. COMPACT ANY FILL USED IN CONSTRUCTION
OF APRON.
3. RIP RAP APRON SHALL BE LEVEL WITH RECEIVING
STREAM OR SLIGHTLY BELOW.
OUTLET WITHOUT DITCH
D
CLASS I RIP
RAP
S.Y.
TONS
riLma YABlaC
15"
3
2
6
18"
4
2
8
24"
7
4
12
30"
11
7
17
36"
16
10
23
42"
22
13
30
48"
28
17
38
54"
36
21
47
PIPE OUTLET PROTECTION WITHOUT DITCH 3
N.T.s. EC -3
(--CLASS 'B' EROSION
CONTROL STONE
24" MAX.
AT CENTER
&6a
- FILTER FABRIC
CLASS 'B' EROSION
CONTROL STONE
(TYP)
TEMPORARY RIP RAP CHECK DAM 4
N.T.S. EC -3
PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1 OOOA Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: (336) 66M694
www.flyfrompti.com
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INTERNATI0NAL
www.mbakedntl.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
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REVISIONS
0
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/
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I
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F�ow
12" No. 57
WASHED STONE
J
i
10 �Tm
CLASS B RIP RAP
A
FLOW
\,-36" PIPE MAX
DATE BY DESCRIPTION
SECTION A -A
ROCK PIPE INLET PROTECTION
N.T.S. EC -4
­K 4 DIVERSION DIKE
ISLAND OVER INLET MIN.
NOTES:
1. USE DIVERSION DITCHES TO CONVEY SEDIMENT -LADEN RUNOFF TO INLET.
SEE DETAIL 3, THIS SHEET.
2. ENTRANCE TO BE CONSTRUCTED OF A STANDARD FLARED -END SECTION
WITH A MIN. 6" METAL TOE PLATE. ALL FITTINGS MUST BE WATERTIGHT.
A STANDARD T- SECTION FITTING MAY ALSO BE USED AT THE INLET.
3. SOIL TO BE HAND - COMPACTED AROUND AND UNDER THE PIPE IN
6" LIFTS TO ACHIEVE FIRM CONTACT BETWEEN THE PIPE AND THE SOIL.
4. REMOVE SLOPE DRAINS AND DIVERSION DITCHES UPON THE COMPLETION
OF THE PROJECT, AS DIRECTED BY THE ENGINEER.
No. 57 CT/I NIC / 1 7 "�
CLASS B
EROSION CONTROL
NOTES:
1. A MINIMUM 1 -FOOT WIDE LEVEL AREA SET 4
INCHES BELOW THE DROP INLET CREST WILL
ADD PROTECTION AGAINST THE ENTRANCE OF
MATERIAL.
2. WIRE MESH WITH 2 -INCH OPENINGS MAY BE
PLACED OVER THE DRAIN GRATING BUT MUST
BE INSPECTED FREQUENTLY TO AVOID BLOCKAGE
BY TRASH.
3. IT IS IMPORTANT THAT ALL SORMWATER FLOW
OVER THE STRUCTURE INTO THE STORM DRAIN,
AND NOT PAST THE STRUCTURE.
NATURAL GROI' "'�
DIVERSION CHANT\
4
TOP OF HAND- COMPACTED MIN. FILL (ISLAND)
TOP OF DIVERSION
f Lnz
o�
l 1
SECTION VIEW OF INLET
TEMPORARY SLOPE DRAIN 2
N.T.S. EC -4
INLET
#57 OR #5 STONE
CLASS B EROSION
#57 OR #5 STONE
ROCK DOUGHNUT INLET PROTECTION r
N.T.S. EC -4
CONTROL STONE
Tl
PIEDMONT TRIAD AIRPORT AUTHORITY
PIEDMONT TRIAD
AIRPORT AUTHORITY
1000A Ted Johnson Parkway
Greensboro, NC 27409
OFC: (336) 665 -5600
FAX: [phone]
www.flyfrompti.com
c�� ESS /O .
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SEAL
027429
F'VC INE����'\:\
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///10/11111100
DCT DCT
DESIGNED DRAWN
LJA
CHECKED S.O.
INTERNATIONAL
www.mbakerintl.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
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INTERNATIONAL
www.mbakerintl.com
MICHAEL BAKER
ENGINEERING, INC
200 Centreport Drive
Suite 350
Greensboro, NC 27409
OFC: (336)931 -1500
FAX: [phone]
DATE: OCTOBER 2015
SCALE: AS SHOWN
SHEET
EC4
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Action ID. 200021655
DEPARTMENT OF THE ARMY
WILMINGTON DISTRICT, CORPS OF ENGINEERS
69 DARLINGTON AVENUE
WILMINGTON, NORTH CAROLINA 28403 -1343
10r. David Schiller
Restoration. Systems, LLC
1101 Haynes St., Suite 107
Raleigh, North Carolina 27604
Dear Mr. Schiller:
January 13, 2010
Reference the Depattwnt of tho Army (DA) parinit issued to Piedmont Triad'Aitport Authority
(PTAA) on December 8; 2003, which autltorized the discharge of 1,450,399 Cubic yards of clean fill
-material into 23.93 acres of jurisdictional waters of the'United States, including wetlands subject to our
regulatory authoritypursuant to Section 404 of.the Clean Watcr AcL 'Me project will .impact 12,719 - linear
feet (1.25 acres) ofErush Creek and its wwamed tributaries, and 22.68 acres of wetlands adjacent to those
streams. This dischaGge of fill• Is associated with-plans for the proposed construction of the new runway
5Ll23A, a new ovenligirt express air cargo sorting and distribution facility, add associated development at
Piedmont Triad Ittternatwnal Airport (IMA), located off Bryan lJoulevard, in Greensboro, Guitford
County, North Carolina.
With reference to this DA permit, special conditibrts-.re i it�ed PTAA to provide mitigation
associated with their - project that included mitigation credits acgitlred from Restoration Systems, LLC's
Causey Farm mitigation property. please be advised that we received copy dated Oetobcr 8, 2009, of the
fifth year Annual Monitoring Report ( including Addendum dated October 8, 2009) for the refmiieed
Causey Farm mitigation property. After review of thus report :by4he Raleigh Roguletoty Field O ico, it is
our deten4Wtioii that $access Criteria wasftiet for.the y4w add therefore in respect•to ft t-eforenced
special condition the PTAA is in couipliduce with Permit Number 200022655.
With referent a to the M year Annual Monitoring Report f'or-the Causey3?afx - mitigation
property, ttt➢s site- -has:mt'tbe success criteria for both the slteam channel and wetland coft"irioN for a
five yw period - fulfrllitrg the monitoring requirements of the approved mitigation .-plan�for tiie!rroject. The
Corps agteas that "or morriWAft is not warrelntod and concurs with your request-to closeout required
annual monitoring regpiremeuts for the Causey Fame mitigatlpn.property,
Should you -have questions, •comact Mr. john T7ioWas, Raleigh Regplatory Field Officl�- at 14!ephone
-(919) 554 -4984, Extension 25.
7 lmni a ` =s v
6fy
-Raleigh Field .Office

PA
APR X 9 zolb
<< 6L- C4 irc6FNR
SY orth Carolina Department of Environment and Natural Resources
Division of Water Quality
Seventy Eaves perdue coleen H. Sullins Dee Freeman
Governor Director Secretary
December 15, 2009
Mr. David Schiller
Restoration Systems, LLC
1101 Haynes St., Suite 107
Raleigh, NC 27604
Re: Fedex/Piedmont Triad Airport Authority — Causey Farm Stream and Wetland Mitigation
Site
Year 5 Annual Monitoring Report
Guilford County, NC
NCDWQ# 00 -846
Dear. Mr. Schiller:
The Division of Water Quality (DWQ) 401 Oversight and Express Review Permitting Unit has
reviewed the Year 5 Monitoring Report for the above - referenced site. Our comments on the
report are as follows:
• Channel morphology appears to have maintained stability after five years of monitoring.
Both cross sections and longitudinal profiles have not shown significant changes from
yeas to year, The monitoring photos did show some herbaceous vegetation growing on
submerged mid - channel bars, but these may be a lingering effect from the droughts
experienced the previous years,
• Evidence of bankfull events have been documented almost: yearly, indicaling that the
stream maintains good access to. its floodplain.
Vegetative monitoring has shown thaf the site has exceeded the stem density criterion of
260 stems per acre, and planted areas have appeared to maintain good diversity in both
the stream riparian areas and the wetlands.
All of the wells at the site met hydrology success criteria, exceeding 12.5 percent of the
growing season (consecutive days) with inundation or saturation.
• Beaver management activities were implemented throughout the 5'h year of monitoring,
and no detrimental effects appeared to have resulted from the beavers downstream. It is
401 0vw4hMxXw Re*w Pe Wng Unit
1650 Mai servfco center, i1a;ab1, "Canoina 27699450
Location: 2321 Cmbt w M., Rafe . NoM CzoHna 27504
Phone: [phone] FAX: [phone]
[nlameL' hl�: Ifi�2o ,enrsL94�1kCJ�sltla�e8as►ds(
An Equal opporhmiy U rMftACIM Eofter
ft
NtxiC' -'M"
a r4q

Mr, Schiller
Causey Farm Stream and Wetland Site
Page 2 oft
12J1512009
acknowledged that once monitoring has been completed, beavers will likely return to the
site.
This site has met the success criteria for both the stream and wetland component of the project.
DWQ feels that the monitoring has demonstrated that this site is trending toward success, that the
site has folfrlled the monitoring requirements outlined in the hegintning of the project, and that
further monitoring is not warranted. Pending comment by the U.S. Army Corps of Engineers,
DWQ support the closeout of this mitigation project.
Please feet free to contact Eric Kulz at (919) 733 -1786 if you have any questions regarding this
project or our comments,
Sin ,
Cyndi B. Karoly, Program Manager
401 Oversight and Express Review Program
cc: File Copy
- Sue Homewood -- DWQ Winston -Salem Regional Office
John Thomas -- USACE Raleigh Regulatory Field Office
Eric Kulz (Mitigation Files)
Mx. Mickie Elmore - Piedmont Triad International Airport, 6415 Bryan Boulevard
Greensboro, NC 27410

APPENDIX E
ALTERNATIVES ANALYSIS
CROSS FIELD TAXIWAY ALIGNMENT
This appendix sets forth the FAA's a nalysis of alternative alignments for the Cross Field Taxiway and
whether there a re any alternatives to the proposed alignment of the taxi way that would have fewer
impacts to jurisdictional resources.

ALTERNATIVES ANALYSIS
CROSSFIELD TAXIWAY ALIGNMENT
Estimated Stream and Buffer Impacts of the Proposed Taxiway Alignment
The proposed alignment of the Cross Field Taxiway is shown on Exhibit 1 of this Appendix, with the
proposed Taxiway Bridge depicted in green. Due to a required crossing of an unnamed tributary to Brush
Creek, as shown on Exhibit 1, the proposed Taxiway may impact approximately 222 linear feet (I.f.) of
perennial stream channel, and 115 I.f. of intermittent stream channel, and may also impact approximately
20,855 square feet (ft.2) of vegetative buffer within 30 feet of the stream banks on each side of the stream
(N.C. Jordan Lake Buffer, Zone 1), and 11,275 ft.2 of vegetated buffer within the next 20 feet from the
stream banks (Zone 2), or a total of 0.75 acre stream buffer impact. This jurisdictional channel runs
parallel to, and Northwest of, existing Bryan Boulevard and flows in a Southwest direction to a larger
wetland /stream complex.
Purpose and Need of the Taxiway Project
As described in this EA, the Taxiway is needed to provide airfield access to the approximately 569 -acre
development site on the north side of the future 1 -73. Development of airfield access to the 569 -acre site
is needed to:
• provide suitable sites with airfield access for new aviation - related development
• provide development opportunities for use of idle land
• meet schedule needs of potential aviation tenants
As emphasized in this EA, it is critical to the Purpose and Need for PTAA to prepare sites, with airfield
access, in advance of having a tenant for the sites, since potential tenants require sites to be available
within a short time frame to meet their scheduling needs.
Avoidance of Impacts
The connection of the 569 -acre site to existing airfield facilities can only be achieved by building a taxiway
across the 1 -73 segment that is being constructed at the Airport by NCDOT (Transportation Improvement
Project 1- 5110). The taxiway must cross over the highway on a Taxiway Bridge. The profile for the
NCDOT project is constrained in two locations:
1. On the east side of the 1 -5110 project, the project ties into Bryan Boulevard at the Airport/Old
Oak Ridge Road Interchange. This sets the starting elevation of the 1 -5110 profile on its east
side.
2. The 1 -5110 alignment is required to span over highway NC 68 on the west side of the
highway project. The vertical clearance of the 1 -5110 roadway over NC 68 sets the elevation
of 1 -5110 on the west side.

The profile from the existing Airport/Old Oak Ridge Road Interchange to the future Taxiway Bridge has
been set to its lowest possible elevation based on the maximum allowable grade of the roadway profile
between the Airport Interchange and NC 68.
The Taxiway and Bridge have been carefully positioned to meet the constraints imposed by the highway
profile and, at the same time, to provide for the safe and efficient operation of the Taxiway:
The Taxiway must cross over the highway, along the Taxiway Bridge, at a height of at least
17 ft. above the highway pavement to meet FHWA standards. To clear this height, the
Taxiway must rise from its starting elevation of 856.81 ft. Mean Sea Level (MSL) at future
Taxiway G (see "Proposed Cross Field Taxiway' on Exhibit 1) to a minimum elevation of
896.58 ft. MSL at the Taxiway Bridge, or a total climb of 39.77 ft. The maximum grade for a
taxiway at an air carrier airport is 1.5% per FAA Advisory Circular (AC) 15015300 -13A. After
a required transition to the uphill grade, the proposed Taxiway must be long enough to climb
the necessary 39.77 ft. at the 1.5% grade. In its proposed alignment, the proposed Taxiway
runs a sufficient distance for the climb, but the margin is minimal for shifting the location of
the Taxiway and still achieving the necessary clearance above the road.
The Taxiway must be straight for safe and efficient operation. The FAA recommends
minimizing changes in direction along a taxiway to reduce the risk of aircraft running off the
paved surface during reduced visibility. In addition, curving the Taxiway would not reduce
stream impacts unless the curve was to the north. This alignment would route the Taxiway
behind the elevated site for the Airport Surveillance Radar (ASR) (as shown in blue on Exhibit
1), which would block the Line -of -Site from the Air Traffic Control Tower (ATCT) to the
Taxiway. Due to this obstruction, the ATCT would be unable to assist pilots in moving along
the Taxiway, and their own view down the taxiway would also be obstructed by the ASR and
taxiway curve. These impediments would create an aircraft hazard because pilots would not
be able to see aircraft approaching from the opposite direction until they had already entered
the taxiway and were facing the opposing traffic. If, in the future, the ASR were relocated, the
Line -of -Site issue would likely remain, since the ASR would not be relocated unless the site
were needed for tenant facilities, which could also block both the ATCT's and the pilot's Line -
of- Sight.
The Proposed Taxiway alignment meets the foregoing height and safety criteria, and, as shown below,
also avoids unnecessary impacts to jurisdictional waters.
A range of alternative alignments has been considered to determine if there are any practicable
alternatives to the proposed taxiway alignment that would have fewer impacts to jurisdictional waters.
None of these options achieves the Purpose and Need for the taxiway or reduces the stream or stream
buffer impacts:
Shift to the Southwest
This concept is illustrated in yellow on Exhibit 1. The limits for shifting the Taxiway to the
Southwest, and still providing for adequate clearance above the highway, are very constrained
because the highway climbs at a steeper angle than the 1.5% taxiway limit. Even within this
narrow range, the combined impact to perennial and intermittent streams from a Southwest shift

is somewhat greater than in the case of the proposed alignment. (See impact figures on Exhibit
1.) Therefore shifting the Taxiway to the Southwest, within the feasible limits, increases rather
than reduces impacts and is not an acceptable alternative.
Shift to the Northeast
As illustrated on Exhibit 1, the side slope of the proposed Taxiway on its Northeast side already
abuts the ASR site, and the Taxiway cannot be shifted at all in this direction without cutting into
the embankment for the ASR. Even if the ASR were relocated, a shift of the taxiway to the
Northeast of as little as 30feet would shorten the taxiway to the point that it would not climb
enough at the 1.5% grade for the necessary clearance above the highway. A shift of to the
northeast of only 30 feet would result, at most, in a 23 foot reduction in the stream impacts, which
would not be significant even if it the ASR were moved to accommodate the change.
Curved Taxiwav
This alternative was examined despite its adverse effect (discussed above) on the safety and
efficiency of the taxiway. As pointed out above, the only way a curved Taxiway would avoid a
stream crossing is by following an alignment to the North, which would place it behind the ASR
site from the point of view of the ATCT. This alignment would result in the Line -of -Sight issues
discussed above and create a hazard for traffic along the Taxiway. Furthermore, even measured
along the curve, this alignment would not have sufficient length for the necessary climb above the
highway. This limitation excludes this alignment from further consideration.
Spanning Over Stream
Consideration has also been given to building a bridge structure, or bottomless culvert, to carry
the taxiway over the stream and avoid any discharge of fill material in the stream channel. The
dimensions of the structure would have to be sufficient to span from one bank of the stream to the
other and to match the full width of the taxiway from the outside of the Object Free Area on one
side of the taxiway to the outside of the Object Free Area on the other side (which, in the case of
a bottomless culvert, would require the culvert to be 280 feet long since the taxiway crosses the
stream at a slight angle). The structure would have to be high enough over the stream to
accommodate the structure itself and would have to be designed with sufficient strength to meet
FAA standards for Category V aircraft. Based on the cost of a comparable structure that was
recently constructed at the Airport, PTAA estimates that the cost of spanning the stream would be
in the range of $2.85 million, or about 18% of PTAA's $16 million estimate for building the taxiway
without the structure. Due to this increased cost, spanning the stream would not be a practical
alternative.
As shown on Exhibit 1, the Cross Field Taxiway will be extended in a Northwest direction to the
development areas on the north side of 1 -73. As pointed out in Chapter 'I of this EA, it is not possible to
determine how these areas will be developed, and how the taxiway will have to be designed to support
such development, until prospective tenants have been identified and their needs are known. The
extension of the taxiway, or the development of tenant sites, will likely impact artificial ponds and their
adjacent buffers on the north side of the Interstate, but the extent of the impacts cannot be determined at

this time. Care will be taken in the design of tenant sites and the taxiway system to avoid unnecessary
impacts to jurisdictional resources within the larger development area.
For the reasons discussed above, there is no alternative alignment for the Taxiway that is both feasible
and that would reduce stream or buffer impacts resulting from the proposed alignment. The proposed
alignment, in turn, sets the location of the Taxiway Bridge at the location shown in green on Exhibit 1.
Minimization and Compensatory Mitigation
This analysis considers only the issue of whether any impacts to jurisdictional waters can be avoided
through alternative alignments of the Taxiway. In its design of the Cross Field Taxiway, PTAA will be
required to minimize the unavoidable impacts from the taxiway, through measures such as making the
side slopes of the taxiway as narrow as possible, within FAA design limitations, to reduce the width of the
project footprint at the stream crossing. PTAA will also be required to meet compensatory mitigation
requirements for the unavoidable impacts to jurisdictional resources that will result from the taxiway
project.

Taxiway
Location
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