20020716 Ver 1_COMPLETE FILE_20020507

® North CarolinaWildlife Resources Commission
Charles R. Fullwood, Executive Director Wt TLANDS / 401 GROUP
MEMORANDUM
TO: Melba McGee, Environmental Coordinator MAR 0 3 2003
of LX0v e ai In governmental Affairs WATER QUALITI, SECTION
FROM: Danielle Piedmont egion Coordinator
Habitat Conservation Program
DATE: 27 February 2003
SUBJECT: Environmental Assessment for a Runway Extension at the Burlington-Alamance, rN('tal
Regional Airport, Alamance County, DENR Project No. 03-0215
Biologists with the North Carolina Wildlife Resources Commission (NCWRC) have reviewed
the subject document, and we are familiar with the habitat values of the area. Our comments are
provided in accordance with certain provisions of the Fish and Wildlife Coordination Act (48 Stat. 401,
as amended; 16 U.S.C. 661 et seq.), North Carolina Environmental Policy Act (G.S. I I3A-1 through
113A-10; 1 NCAC 25), North Carolina General Statutes (G.S. 113-131 et seq.) and the North Carolina
Administrative Code 15A NCAC 10I.0102.
The proposed project entails extending Runway 6-24 and a parallel taxiway system by 1,000 feet
to total 6,000 feet, land acquisition for runway safety areas, grading and clearing of runway safety areas,
extension of airfield ground access, installation and replacement of lighting aids and signage, and
installation of airfield perimeter fencing. The applicant has indicated that the expansion is needed to
accommodate higher performance turbine aircraft. Ninety percent of the project would be funded by an
FAA block grant and 10% will be provided by the Burlington-Alamance Airport Authority. The EA
study area encompasses 70 acres, but the service area according to Figure EA-4 extends from Greensboro
to Chapel Hill. The applicant dismissed alternatives C, D, and E due to significant direct impacts to
environmental resources and other impacts, however, there was very little information provided on what
those impacts may actually be and how they would compare to the preferred alternative.
The proposed project will directly impact 1.06 acres of wetlands, 2,675 linear feet (If) of
tributaries of Gum Creek (the EA listed this creek as Gunn Creek), and 5 acres of floodplain. An
additional 3.5 acres of impervious surface will be added due to project construction. Gum Creek is a
tributary of Big Alamance Creek, which flows into the Haw River in the Cape Fear River basin. The
applicant recently received permit approval to impact 2081f of streams on this site. The applicant
indicated that re-routing the unnamed tributary of Gum Creek would not be realistic and proposes to
mitigate stream and wetland impacts by payment into the North Carolina Wetlands Restoration Program
or participate in a private wetlands mitigation bank. The applicant indicated that stormwater
management measures will be implemented; however, information on what the measures would entail
was not provided.
Table EA-4.4 lists protected species in Alamance County, including the federally and state
endangered Cape Fear shiner (Notropis niekistocholas). A few additions and changes should be made to
this table. The Carolina creekshell (villosa vaughaniana) should also include its state status of
endangered, the Carolina darter (Etheostonia collis) should also include its state status of special concern,
Mailing Address: Division of Inland Fisheries • 1721 Mail Service Center • Raleigh, NC 27699-1721
Telephone: [phone] ext. 281 • Fax: [phone]
• Page 2
27 February 2003
Burlington-Alamance Regional Airport
DENR Project No. 03-0215
however, we do not have a record of this fish species in this area, and the state threatened eastern
lampmussel (Lantpsilis radiata) should be added to the list. Many of these species and those identified
on the EA occur downstream of the project area.
Streams and wetlands provide important habitat and have inherent aesthetic, recreational,
educational, ecological, and economic value. Stream piping and placing fill in aquatic resources can
result in significant negative impacts to downstream areas and eliminate fish and wildlife habitat. Stream
piping reduces the infiltration of storm water and associated pollutants, as well as the dissipation of
stream energy. Piping a stream and placing it underground obviously removes both aquatic and
terrestrial habitat. Existing uses by wildlife are lost and future opportunities to improve aquatic diversity,
even if water quality improves, are precluded. As we indicated in our scoping comments (Pender, 15
July 2002), we are concerned about affects to fish and wildlife and their habitat, and particularly to
sensitive species. Sensitive aquatic species are known to be present in the service area, including
downstream of the proposed impacts. Therefore, it is essential that strict sediment and erosion controls
and stormwater treatment methods are implemented.
The document did not discuss other projects proposed within the service area. However, the
applicant has indicated that airports serve as an inducement to business development and airport
development is a catalyst for community growth (pg 4-12). We are concerned about the direct,
secondary, and cumulative impacts that will be associated with this project on aquatic and terrestrial
wildlife habitats. Although we do not object to the project, provided an adequate mitigation plan is
provided and approved, we offer the following measures to help reduce impacts. Many of the mitigation
measures discussed may not be completely applicable for on site use, but are appropriate to the remainder
of the service area. These and other measures to mitigate secondary and cumulative impacts can be
found in the Guidance Memorandum to Address and Mitigate Secondary and Cumulative Impacts to
Aquatic and Terrestrial Wildlife Resources and Water Quality (NCWRC 2002).
1. Although the document mentioned potential sources of non-point pollutants, it did not detail the
use of deicing chemicals for aircraft. Although the deicing chemical, ethylene glycol, readily
biodegrades (1/2 life of 1-10 days), it is toxic to animals, lowers dissolved oxygen in receiving
waters, and is expected to leach into groundwater. Therefore, if deicing chemicals and other
pollutants are not being treated presently, we recommend that the applicant implement treatment
as soon as possible.
2. We recommend that remaining wetlands and streams on the property be protected from
additional impacts by placing them in a permanent conservation easement to prohibit filling,
draining, flooding, and excavation.
3. We recommend the maintenance or establishment of a minimum 100-foot native forested buffer
along each side of perennial streams and 50-foot native forested buffer along each side of
intermittent streams and wetlands throughout the present and future service areas or the entire
municipal jurisdiction (EPA 2000; Stewart et al. 2000). We additionally encourage the
implementation of buffers on ephemeral streams due to the important functions that they provide
as headwater streams (Alexander et al. 2000; Peterson et al. 2001). Buffers should be measured
horizontally from the edge of the stream bank (Knutson and Naef 1997), which may result in
wider buffers on higher gradients, and must be provided over the entire length of stream,
including headwater streams. Further, we recommend leaving 30% of the development area as
greenspace, which would include buffers and wetlands and ensure that the greenspace is
connected to natural resources.
Wide, contiguous riparian buffers have greater and more flexible potential than other options to
maintain biological integrity (Horner et al. 1999) and could ameliorate many ecological issues
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27 February 2003
Burlington-Alamance Regional Airport
DENR Project No. 03-0215
related to land use and environmental quality (Naiman et al. 1993). As expansion of developed
areas continues into the watershed, wildlife habitat can change, become fragmented, and even
disappear. Riparian buffers provide travel corridors and habitat areas for wildlife displaced by
development. In addition, riparian buffers serve to protect water quality by stabilizing stream
banks, filtering capacity of stormwater runoff, and provide habitat for aquatic and fisheries
resources.
4. We recommend that delineation of streams be conducted for the municipal service area according
to U. S. Army Corps of Engineers (USACOE) or N. C. Division of Water Quality (NCDWQ)
methodology. This information can be found at
http://h26.enr.state.nc.us/ncwetlans/strmfrm.html (accessed May 2002). U. S. Geological Survey
(USGS) maps underestimate the extent of streams. Recent research has shown that USGS maps
can underestimate total stream length in the Piedmont of North Carolina by 25 % (Gregory et al.
in press).
We recommend that sewer lines, water lines, and other utility infrastructure be kept out of
riparian buffer areas (Knutson and Naef 1997; and references therein). All utility crossings
should be kept to a minimum, which includes careful routing design and the combination of
utility crossings into the same right-of-way (provided there is not a safety issue). Discontiguous
buffer segments can impair riparian functions disproportionate to the relative occurrence of the
breaks in the buffer (May and Horner 2000; Van Sickle 2000), and multiple crossings can result
in cumulative impacts. The directional bore (installation of utilities beneath the riverbed,
avoiding impacts to the stream and buffer) stream crossing method should be used for utility
crossings wherever practicable, and the open cut stream crossing method should only be used
when water level is low and stream flow is minimal. Manholes or similar access structures
should not be allowed within buffer areas. Stream crossings should be near perpendicular (75° to
105°) to stream flow and should be monitored at least every three months for maintenance needs
during the first 24 months of the project and then annually thereafter. Sewer lines associated
with crossing areas should be maintained and operated at all times to prevent the discharge to
land or surface waters. We recommend a minimum 50-100 feet setback on all streams, lakes,
and wetlands for these structures, which falls in line with the recommended buffer widths. In
circumstances where minimum setbacks cannot be attained, sewer lines shall be constructed of
ductile iron or other substance of equal durability. Further, pesticides (including insecticides and
herbicides) should not be used for maintenance of rights-of-way within 100 feet of perennial
streams and 50 feet of intermittent streams, or within floodplains and wetlands associated with
these streams.
6. Avoid the removal of large trees at the edges of construction corridors. Re-seed disturbed areas
with seed mixtures that are beneficial to wildlife. Avoid fescue based mixtures because fescue is
invasive and provides little benefit to wildlife. Native, annual small grains appropriate for the
season are preferred and recommended (See
http://www.esb.enr.state.nc.us/wetplant/wetland_plants.htm, and
http:/hvww.co.mecklenburg.nc.us/coeng/Storm/services/vegetation/vegetation.htm). Where
feasible, use woody debris and logs from corridor clearing to establish brush piles and downed
logs adjacent to the cleared right-of-way to improve habitat for wildlife. Allowing the corridor
area to revegetate into a brush/scrub habitat would maximize benefits to wildlife. For areas
adjacent to residential areas, a native shrub/grass option may also be beneficial. Minimize
corridor maintenance and prohibit mowing between April 1 and October 1 to minimize impacts
to nesting wildlife. We suggest a maintenance schedule that incorporates only a portion of the
area -one third of the area, for example-each year instead of the entire project every 3 or 4
years. Herbicides and pesticides should never be used in wetland areas or near streams, as
described above in item 4.
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27 February 2003
Burlington-Alamance Regional Airport
DENR Project No. 03-0215
7. We recommend that the local governments prohibit commercial or residential development
within the 100-year floodplain. Undeveloped floodplains strongly influence aquatic systems,
support a combination of riparian and upland vegetation used by aquatic and terrestrial wildlife,
supply a rich source of food to aquatic communities (Junk et al. 1989), and provide an important
sediment trapping function (Palik et al. 2000). The filling of floodplains increases the potential
for flooding of adjacent properties and interferes with the natural hydrologic process of the
waterways. It also disrupts the continuity of migration corridors for wildlife. Instead, we
recommend that developers set aside a portion of the land to be developed as green space and
concentrate these areas along the streams and rivers (see Item 1 above). In addition we
encourage "infill" (new development in unused or underutilized land in existing urban areas)
development in urbanized portions of the jurisdiction and recommend the site practices for infill
and brownfield development issued by the U. S. Environmental Protection Agency (EPA)
(http:HwNvw.epa.gov; accessed May 2002) and the Center for Watershed Protection
(http://Nvww.cyT org/, accessed May 2002). Floodplain maps may need to be updated to reflect
development of the watershed. Floodplain remapping studies in Charlotte showed that buildout
conditions would result in a floodplain width change from an average of 429 feet to 611 feet
(http://NvNvw.co.mecklenburg.nc.us/coen?z/storm/floodinfo/floodmaps.htm, accessed May 2002).
8. We recommend that the local government limit impervious surfaces to less than 10% of the
watershed (Schueler 1994; Arnold and Gibbons 1996; Doll et al. 2000; Mallin et al. 2000; May
and Horner 2000; Stewart et al. 2000; Paul and Meyer 200 1). The construction of roadways and
other impervious surfaces in new neighborhoods can produce short-term direct impacts as well as
long-term cumulative effects. Multiple studies have shown that stream degradation occurs at
approximately 10% coverage by impervious surfaces (Schueler 1994; Arnold and Gibbons 1996;
Doll et al. 2000; Mallin et al. 2000; May and Horner 2000; Stewart et al. 2000; Paul and Meyer
2001). Likewise, the Wake County Watershed Management Plan Task Force performed a
correlation analysis of impervious surfaces to watershed classification based on water quality
data, and they found that watersheds of unimpaired streams averaged 8% imperviousness,
impacted streams averaged 11%, and degraded streams averaged 24%
(httt)://proiects.ch2m.com/NVakeCounty/; accessed May 2002).
We also recommend that the local government provide for sufficient open space to effectively
reduce impervious surface so that predevelopment hydrographic conditions are maintained, limit
curb and gutter in new developments, and prevent direct discharges of stormwater into streams.
To achieve no net change in the hydrology of the watershed, we recommend installation of
grassed swales in place of curb and gutter and on-site stormwater management (i.e. bioretention
areas or other attenuation measures). These designs often cost less to install (Kwon 2000) and
significantly reduce environmental impacts from residential development. Information regarding
financing stormwater management can be found at
http://stormwaterfinance.urbancenter.iupui.edu/ (accessed May 2002).
Many of these recommendations have been applied in Maryland to protect the Chesapeake Bay
from water quality degradation (MDE 2000). Suggested examples to accomplish the <10%
impervious goal are using conventional designs at a level of <10% imperviousness or using
conservation clusters with higher densities, with dedicated open space and other stormwater
control measures to mimic the hydrograph consistent with an impervious coverage of less than
10%. Reduction of road widths is one method to reduce overall impervious surface coverage.
The N. C. Department of Transportation (NCDOT) has issued road guidelines that allow for the
reduction in street widths when compared to standard secondary road guidelines. This material
can be found at http://www.doh.dot.state.nc.us/operations/tnd.pdf (accessed May 2002). In
addition, there are site planning practices that, when incorporated with the above mentioned road
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27 February 2003
Burlington-Alamance Regional Airport
DENR Project No. 03-0215
building guideline, can further reduce the amount of impervious surface within a site (see
recommendations in the document Better Site Design (Center for Watershed Protection;
http://www.cym.orsJ; accessed May 2002).
9. Use bridges for all permanent roadway crossings of streams and associated wetlands to eliminate
the need to fill and culvert, where practicable. If culverts must be used, the culvert should be
designed to allow passage of aquatic organisms. Generally, this means that the culvert or pipe
invert is buried at least one foot below the natural streambed. If multiple cells are required, the
second and/or third cells should be placed so that their bottoms are at stream bankfull stage. This
will allow sufficient water depth in the culvert or pipe during normal flows to accommodate
movements of aquatic organisms. If culverts are long and sufficient slope exists, baffle systems
are recommended to trap gravel and provide resting areas for fish and other aquatic organisms. If
multiple pipes or cells are used, at least one pipe or box should be designed to remain dry during
normal flows to allow for wildlife passage. In addition, culverts or pipes should be situated so
that no channel realignment or widening is required. Widening of the stream channel at the inlet
or outlet of structures usually causes a decrease in water velocity causing sediment deposition
that will require future maintenance. Finally, riprap should not be placed on the streambed.
10. We recommend that municipalities incorporate the elements listed below into their erosion and
sediment control plans (see Brown and Caraco 2000 for additional information). Sediment is
considered the most important cause of water pollution in the United States (Waters 1995), and
construction is considered the most damaging phase of the development cycle to aquatic
resources (Brown and Caraco 2000).
a) Minimize clearing and grading and only perform these operations in the context of an overall
stream protection strategy.
b) Protect waterways by preventing clearing adjacent to waterways, and stabilize drainage
ways.
C) Phase construction for larger construction sites (?25 acres) to reduce the time and area that
disturbed soils are exposed.
d) Stabilize soils as rapidly as possible (<2 weeks) by establishing a grass or mulch cover.
e) Protect steep slopes, and avoid clearing or grading existing steep slopes as much as possible.
f) Establish appropriate perimeter controls at the edge of construction sites to retain or filter
concentrated runoff from relatively short distances before it leaves the site.
g) Employ advanced settling devices that contain design features which include greater wet or
dry storage volume, perforated risers, better internal geometry, use of baffles, skimmers and
other outlet devices, gentler side-slopes, and multiple cell construction.
h) Implement a certified contractors program so that trained and experienced contractors are on-
site.
i) Sedimentation impacts should be minimized by regular inspection of erosion control
measures, and sediment control devices should be maintained in good and effective condition
at all times. Erosion and sediment controls should be reassessed after storms. The incorrect
installation of erosion control structures and those not properly maintained can result in
sedimentation impacts to nearby streams and wetlands.
Thank you for the opportunity to provide input in the early planning stages for this project. If we
can be of further assistance, please contact our office at [phone].
Literature cited
Alexander, R. B., R. A. Smith, and G. E. Schwarz. 2000. Effect of stream channel size on the delivery
of nitrogen to the Gulf of Mexico. Nature 403:758-761.
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27 February 2003
Burlington-Alamance Regional Airport
DENR Project No. 03-0215
Arnold, C. L., and C. J. Gibbons. 1996. Impervious surface coverage-the emergence of a key
environmental indicator. Journal of the American Planning Association 62:243-258.
Brown, W., and D. Caraco. 2000. Muddy water in - muddy water out? Watershed Protection
Techniques 2(3):393-403.
Doll, B. A., D. E. Wise-Frederick, C. M. Buckner, S. D. Wilkerson, W. A. Harman, and R. E. Smith.
2000. Hydraulic geometry relationships for urban streams throughout the piedmont of North
Carolina. Pages 299-304 in P.J. Wigington, Jr. and R.L. Beschta, eds. Proceedings of the
American Water Resources Association International Conference on riparian ecology and
management in multi-land use watersheds, Portland, Oregon.
EPA (U. S. Environmental Protection Agency). 2000. Model ordinances to protect local resources.
EPA, Office of Water, Washington, D. C. Available:
http://www.epa.gov/owowwtrl/NPS/ordinance/index.htm. (May 2002).
Gregory, J. D., E. Fleck, S. D. Smith, D. Penrose, J. Lawson, and R. Darling. In press. Defining,
identifying, and mapping headwater streams in North Carolina. Water Resources Research
Institute, University of North Carolina, Raleigh.
Horner, R. R., C. W. May, E. H. Livingston, and J. Maxted. 1999. Impervious cover, aquatic community
health, and stormwater BMPs: is there a relationship? Proceedings of the Sixth Biennial
Stormwater Research Conference, Tampa, Florida.
Junk, W. J., P. B. Bayley, and R. E. Sparks. 1989. The flood pulse concept in river-floodplain systems.
Pages 110-127 in D. P. Dodge, ed. Proceedings of the International Large River Symposium.
Canadian Special Publication of Fisheries and Aquatic Sciences 106, Ottawa.
Knutson, K. L., and V. L. Naef. 1997. Management recommendations for Washington's priority
habitats: riparian. Washington Department of Fish and Wildlife, Olympia.
Kwon, H. 2000. An introduction to better site design. Watershed Protection Techniques 3(2)623-632.
Mallin, M. A., K. E. Williams, E. C. Esham, and R. P. Lowe. 2000. Effect of human development on
bacteriological water quality in coastal watersheds. Ecological Applications 10:1047-1056.
May, C. W., and R. R. Horner. 2000. The cumulative impacts of watershed urbanization on stream-
riparian ecosystems. Pages 281-286 in P. J. Wigington, Jr. and R. L. Beschta, eds. Proceedings
of the American Water Resources Association International Conference on riparian ecology and
management in multi-land use watersheds, Portland, Oregon.
MDE (Maryland Department of the Environment). 2000. 2000 Maryland stormwater design manual,
volumes I and H. Center for Watershed Protection and MDE, Water Management
Administration, Baltimore, Maryland. Available:
http://www.mde.state.md.us/environment/wma/stormwatermanual/. (May 2002).
Naiman, R. J., H. Decamps, and M. Pollock. 1993. The role of riparian corridors in maintaining regional
biodiversity. Ecological Applications. 3:209-212.
NCWRC (North Carolina Wildlife Resources Commission). 2002. Guidance Memorandum to Address
and Mitigate Secondary and Cumulative Impacts to Aquatic and Terrestrial Wildlife Resources
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DENR Project No. 03-0215
and Water Quality. NCWRC, Raleigh. Available:
http://www.ncwildlife.org/pg07_WildlifeSpeciesCon/pg7c3_impacts.pdf. (February 2003).
Palik, B. J., J. C. Zasada, and C. W. Hedman. 2000. Ecological principles for riparian silviculture.
Pages 233-254 in E. S. Verry, J. W. Hornbeck, and C. A. Dolloff, eds. Riparian management in
forests of the continental eastern United States. Lewis Publishers, Boca Raton, Florida.
Paul, M. J., and J. L. Meyer. 2001. Streams in the urban landscape. Annual Review of Ecology and
Systematics 32:333-365.
Peterson, B. J., W. M. Wollheim, P. J. Mulholland, J. R. Webster, J. L. Meyer, J. L. Tank, E. Marti, W.
B. Bowden, H. M. Valett, A. E. Hershey, W. H. McDowell, W. K. Dodds, S. K. Hamilton, S.
Gregory, and D. D. Morrall. 2001. Control of nitrogen export from watersheds by headwater
streams. Science 292:86-90.
Schueler, T. 1994. The importance of imperviousness. Watershed Protection Techniques. 1(3):100-
111.
Stewart, J. S., D. M. Downes, L.Wang, J. A. Wierl, and R. Bannerman. 2000. Influences of riparian
corridors on aquatic biota in agricultural watersheds. Pages 209-214 in P. J. Wigington, Jr. and
R. L. Beschta, eds. Proceedings of the American Water Resources Association International
Conference on riparian ecology and management in multi-land use watersheds, Portland, Oregon.
Van Sickle, J. 2000. Modeling variable-width riparian buffers, with an application to woody debris
recruitment. Pages 107-112 in P. J. Wigington, Jr. and R. L. Beschta, eds. Proceedings of the
American Water Resources Association International Conference on riparian ecology and
management in multi-land use watersheds, Portland, Oregon.
cc: Dale Suiter, USFWS
John Dorney, DWQ
Todd Tugwell, USCOE
E-mail: Sarah Kopplin, NHP
?0, W H (?9Q Michael F. Easley, Governor
William G. Ross Jr., Secretary
?O G North Carolina Department of Environment and Natural Resources
rte- Alan W. Klimek, P.E. Director
> -_{ Division of Water Quality
o -c
Dan Danieley
Burlington-Alamance Regional Airport
3441 N. Aviation Drive
Burlington, NC, 27215
Dear Mr. Danieley:
June 19, 2002
Alamance County
DWQ Project No. 02-0716
Reference is made to your application for a 401 Water Quality Certification (received May 7, 2002) to fill 580 linear feet of
intermittent streams in order to construct a runway extension and other associated work at the Burlington-Alamance Regional Airport
in Alamance County. We have also received your June 18, 2002 correspondence noting that you are now preparing an
Environmental Assessment (EA) in addition to the Categorical Exclusion previously completed for this project. Please note that DWQ
cannot issue a 401 Certification until the project has received a Finding of No Significant Impact (FONSI) or Record of Decision (ROD)
from the State Clearinghouse in accordance with NCAC 15A:01C.0402. We have also discussed your application with Mr. Todd
Tugwell of the U.S. Army Corps of Engineers' Raleigh Regulatory Field Office. Based upon our discussion with Mr. Tugwell, the
project will not likely qualify for Nationwide Permit 23 for Categorical Exclusions, as you proposed in your application; rather, this
project will likely require an Individual Permit or may possibly fit into some other Nationwide Permit category once you have arrived
upon a final design. Please also note that the impacts as described in the original application will need to be updated to include all
perennial stream impacts associated with this project. All perennial and intermittent stream impacts, as well as your plans to control
stormwater from the new facilities, will need to be discussed fully in your EA and a revised 404/401 Permit application.
Please contact Mr. Milt Rhodes in the Local Government Assistance Unit at [phone], ext. 366 regarding your
Environmental Assessment. Mr. Rhodes can explain the State Environmental Policy Act (SEPA) to you and discuss scheduling of
your document review through the State Clearinghouse. We recommend that you notify us when the SEPA process is complete so we
can re-activate the project.
If your final project design impacts greater than 150 linear feet of perennial streams, compensatory stream mitigation will be
required in accordance with 15A NCAC 2H.0506(h). Your mitigation plan must be discussed in the EA and included within your
revised 404/401 Permit application. You have the following options for satisfying the mitigation requirements associated with this
project:
1. Payment into the North Carolina Wetland Restoration Program, if the WRP will accept the responsibility for conducting this
mitigation work, or
2. Preparing and implementing a stream mitigation plan.
In your application, you have not provided a stream mitigation proposal for this project. Please note that your application will be
considered incomplete until the mitigation plan is forwarded to this office. We strongly suggest that you locate a mitigation site within
the same river sub-basin as your project. Please see the Draft Technical Guide for Stream Work in North Carolina on our web site at
http://h2o.enr.state.nc.us/ncwetiands/strmgide.htmi for assistance in developing a stream restoration plan. Additional options of
stream enhancement, streambank stabilization, and/or stream preservation may also be feasible for you. See the Interim, Internal
DWQ Policy on Stream Mitigation Options and Macrobenthos Monitoring for the appropriate mitigation ratios. This document is also
available on our web site at http:/lh2o.ehnr.state.nc.us/Ndbranch/wetland/strmmito.htm .
If you decide to propose use of the Wetland Restoration Program in lieu of developing your own stream mitigation plan, please
contact the WRP at [phone] to determine the availability of the WRP for this project and to request written approval of
mitigation prior to submittal of a revised 404/401 Permit application. Please include the DWQ project number 02-0716 in any
correspondence related to this project.
By copy of this letter, I am notifying the U.S. Army Corps of Engineers that this project should be placed on hold. Thank you for
your attention.; If you have any questions, please contact Jennifer Frye in our Winston-Salem Regional Office at 336-771-4600 or
Cyndi Karoly in our Central Office in Raleigh at [phone].
L(o\r'
Dorney
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, NC 27699-1617 (91 733-7015
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June 18, 2002 Jul
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Ms. Cyndi Karoly
NCDENR - Div. Of Water Quality
Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
RE: Burlington-Alamance Regional Airport
Environmental Assessment - Coordination Letter
TBI No. 2101-0201
Dear Ms. Karoly:
A NEPA Environmental Assessment is being prepared for a planned runway extension and
associated projects for the Burlington-Alamance Regional Airport (located 1-mile south of
Burlington). To further evaluate the proposed actions, environmental coordination is being
assembled, as described by the attached project scope and depicted on the enclosed USGS
quadrangle map.
A reply with an assessment of your position on compliance and permitting requirements would
be appreciated, or an interim reply stating your expected position. All responses and associated
documentation will be appreciated and addressed accordingly.
Should you have any questions, please feel free to contact us. (910-763-5350)
Sincerely,
Jeff Smith
Project Planner
enclosures
ENGINEERING & PLANNING CONSULTANTS
THE COTTON EXCHANGE 321 N. FRONT STREET WILMINGTON, NC 28401 910.763.5350 FAX [phone]
CHARLOTTE, NORTH CAROLINA • WILMINGTON, NORTH CAROLINA • RICHMOND, VIRGINIA
0:-
BURLINGTON-ALAMANCE REGIONAL AIRPORT
ENVIRONMENTAL ASSESSMENT `SCOPE
(RUNWAY EXTENSION PROJECT)
Project Owner/Sponsor
Burlington-Alamance Airport Authority (BAAA)
3441 North Aviation Drive
Burlington, NC 27215
Lead Agency
North Carolina Division of Aviation
1560 Mail Service Center
Raleigh, NC 27699-1560
Description of Sponsor's Facility
The Burlington-Alamance Regional Airport is a single-runway general aviation airport with
approximately 90-based planes, and nearly 20,000 flights per year. The existing runway
length accommodates single, twin-piston and some turbine business aircraft.
Project Justification
The BAAA is pursuing a 1,000-foot extension of Runway 24 from 5,000' to 6,000' in the
immediate planning period (1-3 years). The runway extension will more reliably
accommodate the growing demand of both based business jets, and transient (foreign) users.
Overall, Airport expansion is occurring predominately as the result of business-based
demand in the Alamance County region.
Description of Project
Specifically, the 70-acre EA study area (blue hatch on attached map) involves the following
projects, land acquisition for runway safety areas, a 1,000-foot extension of Runway 24 end
and parallel taxiway system, grading and clearing of runway safety areas, extension of
airfield ground access along the west side of the Runway 24 end, installation/replacement of
lighting aids and signage, and installation of airfield perimeter fencing.
Description of Environmental Assessment Pro rg am
The Environmental Assessment will be developed in accordance with the FAA's Order
5050.4A, "Airport Environmental Handbook". Impacts will be systematically addressed and
mitigation options identified in order to obtain necessary certifications and permitting for the
runway extension project. As part of this, registered firms have been contracted to perform a
wetland/stream delineation, conduct a biotic communities survey and review of threatened &
endangered species. Work is in progress for the wetland delineation and initial assessment of
mitigation options.
Project Funding
For the runway extension program, 90% would be funded by a FAA block grant from the
N.C. Division of Aviation, and 10% matched by the Airport through cash or "in-kind"
contributions.
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TALBERT & BRIGHT
Raleigh, NC 27699-1650 2 71 6
RE: Burlington-Alamance Regional Airport -Sediment and Erosion Control
Application, Facility Number ALAMA-2002-032
May 02, 2002 MAY - l t(?Ch
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I' IS, 11 T! r" N
NCDENR-Div. of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Dear Sirs:
Please find enclosed plans, project narrative and design report for work involving
temporary construction, access and dewatering for a stream crossing and relocation of an
existing drainage ditch for the above project. We are seeking resolution of U.S. Army
Corps and DWQ 401/Wetlands permit and design requirements involving the relocation
of the airport localizer and associated grading. Enclosed is a pre-construction application
PCN form and a check for the $475.00 fee made out to North Carolina Division of Water
Quality.
The Federal Aviation Administration (FAA) has mandated the location and grading
requirements for the site and has determined that the upgrade of the instrument landing
system (ILS) is categorically excluded from the requirement for an environmental impact
statement and an environmental assessment. A copy of the letter is enclosed.
Under this project, the temporary stream crossing will not disturb more than 0.33 acres
and/or 150 linear feet of stream. This crossing is temporary and will be removed and
replaced in the near future with a much larger culvert similar to the system presently
crossing under the airport runway. A future permanent stream crossing will be proposed
as part of the future Runway Extension Project and will involve a complete
environmental assessment.
There is no alternative to relocating the existing drainage ditch due to precision
instrument requirements for sighting the localizer pursuant to FAA regulations. Grading
of the adjacent slopes is required due to interference of radio signals.
ENGINEERING & PLANNING CONSULTANTS
THE COTTON EXCHANGE 321 N. FRONT STREET WILMINGTON, NC 28401 910.763.5350 FAX [phone]
CHARLOTTE, NORTH CAROLINA • WILMINGTON, NORTH CAROLINA • RICHMOND, VIRGINIA
i
Should you need access to the subject property please contact Dan Danie ?t'3 2?L7
0771. If you should have any questions regarding this application submittal, please call
me at 910-763-5350.
We have forwarded this information to the U.S. Army Corps of Engineers and are
awaiting a response relative to resolving jurisdictional issues pertaining to possible 404
Permit(s).
Sincerely,

Stephen D. McAree, P. E.
Project Engineer
CC: Todd Tugwell, USACOE
Gray Hauser, NCDENR, Land Quality Section
Attachment: PCN Application
Plan Sheets (7 sets)
Revised Narrative and Design Report for Sediment and Erosion Control
Copy FAA letter of categorical exclusion dated May 22, 2001
C
3
Office Use Only: Form Version February 2002
USACE Action ID No. DWQ No. 020716
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project: U ' y
® Section 404 Permit 3
? Section 10 Permit MAY ' 7 2002 a
® 401 Water Quality Certification k
? Riparian or Watershed Buffer Rules
WETLANDS GROUP
YVsTr.? l1ALfTY SECTION
2. Nationwide, Regional or General Permit Number(s) Requested: Nationwide 23
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here:
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
H. Applicant Information
1. Owner/Applicant Information
Name: Burlington-Alamance Regional Airport,Attn• Dan Danieley
Mailing Address: 3441 N. Aviation Drive
Burlington NC 27215
Telephone Number: 336-227-0771 Fax Number: 336-227-6117
E-mail Address: [e-mail]
Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: Marty Wynn
Company Affiliation: Talbert and Bright Inc.
Mailing Address: 321 N. Front Street
Wilmington, NC 28401
Telephone Number: 910-763-5350 Fax Number: 910-762-6281
E-mail Address: [e-mail]
Page 5 of 12
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Burlington-Alamance Regional Airport
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): GPIN 12-2B-1
4. Location
County: Alamance Nearest Town:Burlington
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.):
Exit 143 from I-85, south on Alamance Road 1.4 miles turn left on Aviation Drive
5. Site coordinates, if available (UTM or Lat/Long): N 36.05386°, W 79.46402°
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application:
Airoort runway protection zone absent of trees and building structures Ground cover
primarily consists of grasses.
7. Property size (acres): greater than 250 acres (exact acreage unknown)
8. Nearest body of water (stream/river/sound/ocean/lake): Gunn Creek
9. River Basin: Cape fear River Basin
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
Page 6 of 12
10. Describe the purpose of the proposed work:
Relocate critical instrument landing system localizer.
11. List the type of equipment to be used to construct the project:
Earth moving construction equipment to include rubber tire and track mounted vehicles.
12. Describe the land use in the vicinity of this project:
Land for localizer and project limits of grading is located within runway protection zone of
the. airport. Adjacent land consists primarily of farmland and rural residential.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
Gunn Creek under the current airport runway is within a pipe system installed around 1990.
Permit identification and application dates unknown.
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
Future project plans include runway extension and construction of a permanent stream crossing
for the un-named tributary to Gunn Creek.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 12
M? t NAJ
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1. Provide a brief written description of the proposed impacts:
The project involves filling approximately 500 feet of an exiting channel and redirecting runoff
to a new channel around the new localizer site. The project additionally requires construction of
two temporary culverts across channels for haul road access.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
(es/no Distance to
Nearest Stream
(linear feet
Type of Wetland***
N/A

* List each impact separately and identify.temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of all existing wetlands on the property:
Total area of wetland impact proposed:
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
(indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Inte '
sect
1 Temp. Pipe Xing 80 UT- Gunn Creek 10 Intermittent
2 Temp. Pi 20 UT- Gunn Creek 8 Intermittent
3 Fill/Rel at Itch 500 UT- Gunn Creek 8 Intermittent

71

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS reaps are available through the USGS at 1-800-358-9616, or online at
www.usgs.gov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.toRgzone.com,
www.mat)quest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 580 LF
Page 8 of 12
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
(indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbod
y
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,

bay, ocean, etc.)
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.):
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.):
Size of watershed draining to pond: Expected pond surface area:
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Avoidance is not possible due to the requirements for precision instrumentation for airoort
navigation.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
Page 9 of 12
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmgide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
N/A
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information:
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres):
Page 10 of 12
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ® No ?
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3 3
2 1.5 1.5
Total
Gone 1 extends out SU teet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of zone 1.
Page 11 of 12
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or .0260.
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
No additional impervious area is being proposed with this project.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
No sewer disposal proposed with this project.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No N
Is this an after-the-fact permit application?
Yes ? No N
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
C_ 31'00;re X- '?- © z___
ApplWant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Y
Page 12 of 12
Ch) ,
U.S. Department
of Transportation
Federal Aviation
Administration
MAY 2 2 2001
r-
Southern Region
Mr. Bill Maslyk
Airport Project Manager
North Carolina Department of Transportation
Division of Aviation
1560 Mail Service Center
Raleigh, North Carolina 27699-1560
Dear Mr. Maslyk:
P.O. Box 20636
Atlanta, GA 30320
Enclosed is a copy of the statement of categorical exclusion for the upgrade of the instrument landing
system (ILS) serving Runway 06 at Burlington-Alamance Regional Airport, Burlington, North Carolina.
The Federal Aviation Administration has determined that the ILS is categorically excluded from the
requirement for an environmental impact statement and an environmental assessment.
The environmental due diligence audit (EDDA) for the non-directional beacon site has been completed.
The airport will need to sign a limited liability or "hold harmless" clause as partof the land lease
agreement for the glide slope and localizer sites.
If you have any questions or need additional information, please contact Steve Fritts in the
Navigation/Landing Platform, ANI-380, at [phone].
Sincerely,
Carl M. Walls
Deputy Platform Manager
Navigation/Landing Platform
Enclosure
cc:
Jay Talbert, Talbert & Bright
Dan Danielly, Chairman, Burlington-Alamance Regional Airport
. _: !GHT
May 2, 2002

Todd Tugwell
Project Manager
U.S. Army Corps.-Raleigh Field Office
6508 Falls of the Neuse Road, Suite 120
Raleigh, North Carolina 27615
RE: Burlington-Alamance Regional Airport, Relocation of Localizer
TBI No. 2101-0101
Dear Todd:
Enclosed is a PCN application form and 11x17 plans for the above project. Please add
this material to the submittal previously sent to you on April 24, 2002. The plans were
reduced to 11 x 17 for your convenience.
A copy of the application package, and design report (previously transmitted to you) has
also been sent to the NCDENR DWQ, 401/Wetlands Unit in Raleigh.
I understand on May 14, 2002 you are planning an onsite visit. Should you need access
to the subject property or if your plans change please contact Dan Danieley at 336-227-
0771. If you should have any questions regarding this application submittal, please call
me at 910-763-5350.
Sincerely,

Stephen D. McAree, P. E.
Project Engineer
Enclosures: PCN Application
11x17 Plan Sheets
ENGINEERING & PLANNING CONSULTANTS
THE COTTON EXCHANGE 321 N. FRONT STREET WILMINGTON. NC 28401 910.763.5350 FAX [phone]
CHARLOTTE. NORTH CAROLINA • WILMINGTON. NORTH CAROLINA • RICHMOND. VIRGINIA
A
d
SEDIMENTATION AND EROSION CONTROL
REPORT 1
For
Site Preparation for Localizer Relocation
Burlington-Alamance Regional Airport
PREPARED FOR
BURLINGTON-ALAMANCE AIRPORT AUTHORITY
PREPARED BY
TALBERT AND BRIGHT, INC.
WILMINGTON, NC
March 22, 2002
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TABLE OF CONTENTS
SEDIMENTATION AND EROSION CONTROL
Site Preparation for Localizer Relocation at
Burlington-Alamance Regional Airport
Page
PR0.IFr.T NARRATIVE ..................................................................... 1
EXISTING CONDITIONS ..................................................................... 1
SEDIMENT AND EROSION CONTROL ..................................................................... 2
MEASURES
Appendix
Drainage Analysis
North Carolina Rainfall Data
SCS Runoff Curve Numbers
Sediment Storage Volume
Stream Crossing Culvert Selection
Outlet Protection
Channel Velocity Check
Vicinity Map
USGS Quad Map
Sediment and Erosion Control
Specifications
Section
................................................. A
................................................. B
................................................. C
................................................. D
................................................. E
................................................. F
................................................. G
................................................. H
................................................. J
BURLINGTON-ALAMANCE REGIONAL AIRPORT
STORMWATER MANAGEMENT
SEDIMENT AND EROSION CONTROL EVALUATION
April 22, 2002
PROJECT NARRATIVE
The Burlington-Alamance Regional Airport is located in Alamance County, North Carolina,
approximately one-half mile south and west of the city of Burlington, North Carolina.
The project generally involves site preparation for relocating the localizer system approximately
2000-feet from the end of the existing runway and performing all grading necessary to provide
suitable functionality of the localizer and maintenance access. No additional impervious area is
associated with the localizer since the existing foundation will be removed upon installation of the
new foundation. The existing 10 foot wide gravel access road will be extended approximately 1400
feet to the new localizer as shown on the plans. A temporary stream crossing is required for
construction access and relocation of an existing channel is required for the proper sighting of the
airport localizer. Drainage and erosion control measures include installing grass-lined swales,
temporary culvert stream crossing, diversion swales, temporary sediment traps, rock check dams,
and excelsior matting.
EXISTING CONDITIONS
The temporary stream crossing is located approximately 1300 feet upstream of the Gunn Creek
confluence as shown on the attached USGS map. The drainage area to this design point is
approximately 1020 acres. A second ditch connects just downstream of the proposed crossing
point. This ditch conveys runoff from approximately 295 acres and appears to be manufactured
since it has no meandering structure. The original disturbance of the ditch most likely occurred
during the installation of a sanitary sewer line which is included on plan sheet 3 as reference
information. The existing ground cover in open space areas on airport property consists primarily of
dense grasses. Soils in the vicinity are primarily Cecil-Appling soils and are well-drained, gently
rolling, with Class B hydraulic classification.
The nearest body of water is the Big Alamance Creek located approximately one
mile south of the site.
Current Flooding Issues: There are no current flooding issues with regards to this site.
STORMWATER MANAGEMENT
The sighting of the localizer requires precise positioning and must adhere to specific grading
requirements due to FAA regulations governing radio transmission to aircraft. The second ditch
must be relocated since it runs through the center of the projected runway centerline and localizer
site. Presently the channel is straight with manufactured slopes created sometime ago as part of a
trunk sewer line extension. This project proposes to meander the channel around the localizer and
lay back the slopes to conform to FAA regulations regarding radio transmissions for localizers. The
proposed channel will have a bottom width of 10-feet and 5:1 side slopes. The longitudinal slope of
the channel is approximately 1.0%. The normal depth of flow and velocity in the relocated channel
for the 25-year and 2-year storm event is estimated at 2.3-feet (4.9 fps) and 1.3-feet (3.5 fps)
respectively. Due to the precise positioning required for the localizer and the proximity of adjacent
property lines, no other suitable location for the channel is possible.
TEMPORARY STREAM CROSSING
In order to provide construction access to the localizer site a temporary stream crossing is required.
This project proposes to install a 60-inch temporary culvert designed to pass the 2-year storm event
(170 cfs) with no overtopping. The temporary crossing involves installation of approximately 30 feet
of pipe with energy dissipaters at each end. The work disturbs less than 0.33 acre and 150 linear
feet of stream. Temporary dewatering and by-pass will be provided upstream of the work area until
the culvert and stabilization measures are in-place. The culvert will be removed upon completion of
the project.
SEDIMENT AND EROSION CONTROL
The proposed development will disturb approximately 24 acres of land. The proposed temporary
stream crossing will disturb approximately 0.03 acres and 80 linear feet of stream. The temporary
stream crossing culvert is designed to convey the 2-year storm event with no overtopping of the
access road, Flows in excess of the culvert capacity will overtop the access road by weir flow with a
depth less than 4-inches. Scour protection will be provided. Sediment control measures include
temporary rock check dams and silt fencing designed to provide 80% or greater efficiency for
sediment removal. Temporary rock check dams provide a minimum of 1800 cubic feet of storage
volume per acre of disturbed drainage area and are located to trap no greater than 5 acres of runoff.
Silt fence receives sheet flow at a rate of less than one-fourth acre per 100 linear feet of silt fencing.
Flow velocities within grass-lined swales are generally less than 4 foot per second. Accumulated
sediment will be periodically removed from check dams and silt fences and after the site has
stabilized.
Local runoff is limited to less than 3 acres per sediment control device whereas runoff volumes for
the 2 year storm will be contained within the control devices. Low slope gradients are provided for
earth swales to produce runoff velocities below erosion limits. Areas of potential erosion due to
direction or gradient changes will be stabilized with excelsior matting to reduce the potential for
scour.
Two ditches passing through the site convey runoff from offsite basins. These basins were
evaluated for the 2-year, 10-year, and 25-year storm event using the SCS Type II, 24-hour
distribution. Flows within the ditches would produce velocities less than 5 feet per second
TABLE OF DISCHARGE RATES FOR TWO CONVEYANCE DITCHES
Storm
E
t Westerly Outfall
Construction Access Road Easterly Outfall
Adjacent to Localizer
ven Runoff Rate (cfs) Runoff Rate (cfs)
2-Yr 170 77
10-Yr 410 188
25-Yr 514 237

Appendix A
DRAINAGE ANALYSIS
Watershed Hydrograph Branch Diagram
Burlington-Alamance Regional Airport

Basi
•

asin2
Outf all
Table of Contents
Table of Contents
i
******************** NETWORK SUMMARIES *********************
Watershed....... 1OYr
Executive Summary (Nodes) .......... 1.01
Watershed....... 25Yr
Executive Summary (Nodes) .......... 1.02
Watershed....... 2Yr
Executive Summary (Nodes) .......... 1.03
****************** DESIGN STORMS SUMMARY *******************
Alamance........ Design Storms ...................... 2.01
*:******************** TC CALCULATIONS *********************
BASINI.......... Tc Calcs ........................... 3.01
BASIN2.......... Tc Calcs ........................... 3.03
*********:************ CN CALCULATIONS *********************
BASINI.......... Runoff CN-Area ..................... 4.01
BASIN2.......... Runoff CN-Area ..................... 4.02
S/N: C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:49:54 Date: 03-21-2002
Type.... Executive Summary (Nodes) Page 1.01
Name.... Watershed Event: 10 yr
File.... C:\HAESTAD\HAESTAD\BURLINGTON.PPW
Storm... TypeII 24hr Tag: 1OYr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = ALAMANCE.RNQ Alamance
Storm Tag Name = 1OYr
Description: 1OYr
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.3000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Node ID Type
BASINI AREA
BASIN2 AREA
J 1 JCT
Outfall OUTFALL JCT
HYG Vol Qpeak
ac-ft Trun. hrs
----------
192.216 -- ---------
14.8200
55.592 13.2800
247.808 14.3000
247.808 14.3400
Qpeak Max WSEL
cfs ft
-------- ---------
410.20
188.16
536.71
536.57
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:49:54 Date: 03-21-2002
Type.... Executive Summary (Nodes) Page 1.02
Name.... Watershed Event: 25 yr
File.... C:\HAESTAD\HAESTAD\BURLINGTON.PPW
Storm... TypeII 24hr Tag: 25Yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = ALAMANCE.RNQ Alamance
Storm Tag Name = 25Yr
Description: 25Yr
--------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Node ID Type
BASINI AREA
BASIN2 AREA
J 1 JCT
Outfall OUTFALL JCT
HYG Vol Qpeak
ac-ft Trun. hrs
----------
238.436 -- ---------
14.3000
68.960 13.2800
307.395 13.9600
307.395 13.9800
Qpeak Max WSEL
cfs ft
-------- ---------
514.36
236.85
674.00
673.95

M

0
t? k wo 7

Z ?-1(o c` 1 5

S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:49:54 Date: 03-21-2002
TALBERT & BRIGHT
PROJECT: ?^i6'm`.i
TBI NO. 01(2 1 SHEET _L OF
i
CALCULATED BY?l'? DATE i 6 IQ
CHECKED BY DATE
SCALE _'R?c.r?1DV pa42__ 5 FiplfV47ialt"~ /XZ
n
ENGINEERING & PLANNING CONSULTANTS
THE COTTON EXCHANGE 321 N. FRONT STREET WILMINGTON. NC 28401 910.763.5350 FAX [phone]
CHARLOTTE, NORTH CAROLINA • WILMINGTON, NORTH CAROLINA • RICHMOND, VIRGINIA
TALBERT & BRIGHT
PROJECT:
TBI NO. SHEET OF
CALCULATED BY '^^ DATE (e -o -I-
CHECKED BY
DATE
SCALE
ENGINEERING & PLANNING CONSULTANTS
THE COTTON EXCHANGE 321 N. FRONT STREET WILMINGTON, NC 28401 910.763.5350 FAX [phone]
CHARLOTTE, NORTH CAROLINA • WILMINGTON, NORTH CAROLINA • RICHMOND, VIRGINIA
TALBERT & BRIGHT
PROJECT:
TBI NO. SHEET 3 OF
CALCULATED BY :?2^ DATE 3'1 e.?Z
CHECKED BY
SCALE
DATE
ENGINEERING & PLANNING CONSULTANTS
THE COTTON EXCHANGE 321 N. FRONT STREET WILMINGTON, NC 28401 910.763.5350 FAX [phone]
CHARLOTTE, NORTH CAROLINA • WILMINGTON, NORTH CAROLINA • RICHMOND, VIRGINIA
? PROJECT:
NO. SHEET q OF
11 IL?BE 1 ?1?T & BRIGHT T
?/? CALCULATED BY 5'? ^ DATE -3 -B
CHECKED BY
SCALE
DATE
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c?.,?-??°? ..... ...........:... ..r.. .
G?-u
ica
ENGINEERING & PLANNING CONSULTANTS
THE COTTON EXCHANGE 321 N. FRONT STREET WILMINGTON. NC 28401 910.763.5350 FAX [phone]
CHARLOTTE. NORTH CAROLINA • WILMINGTON, NORTH CAROLINA • RICHMOND, VIRGINIA
Type.... Executive Summary (Nodes) Page 1.03
Name.... Watershed Event: 2 yr
File.... C:\HAESTAD\HAESTAD\BURLINGTON.PPW
Storm... TypeII 24hr Tag: 2Yr
NETWORK SUMMARY -- NODES
(Trun.= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left & Rt)
DEFAULT Design Storm File,ID = ALAMANCE.RNQ Alamance
Storm Tag Name = 2Yr CY7C DDS/? T?N1Pc' ?
Description: 2Yr -????jL M c??2s?
---------------------------------- ------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
HYG Vol Qpeak Qpeak Max WSEL
Node ID Type ac-ft Trun. hrs cfs ft
--------------
BASIN- --- ----
AREA ----------
85.686 -- ---------
14.8200 --------
171.37 ---------
5e-t'- TA 3LtE
BASIN2 AREA 24.782 13.S600 76.78 "-MA"
J 1 JCT 110.468 14.3400 222.59
Outfall OUTFALL JCT 110.468 14.3800 222.45 of
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:49:54 Date: 03-21-2002
Type.... Design Storms Page 2.01
Name.... Alamance
File.... C:\HAESTAD\PPKW\RAINFALL\ALAMANCE.RNQ
Title...
JOB TITLE NOT SPECIFIED
Press Units & Storm button (main menu screen) to
enter title.
DESIGN STORMS SUMMARY
Design Storm File,ID = ALAMANCE.RNQ Alamance
Storm Tag Name = 25Yr
Description: 25Yr
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = IOYr
Description: 1OYr
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.3000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = 2Yr
Description: 2Yr
----------------------------------------------------------------------
Data Type, File, ID = Synthetic Storm SCSTYPES.RNF TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.5000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:49:54 Date: 03-21-2002
Type.... Tc Calcs Page 3.01
Name.... BASINI
File.... C:\HAESTAD\HAESTAD\BURLINGTON.PPW
Title... Basinl
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
........................................................................
Basinl
------------------------------------------------------------------------
Segment #1: Tc: SCS Lag
Description: Basin 1 Lag
Hydraulic Length
Runoff CN
Slope
Avg.Velocity
9500.00 ft
71
.011000 ft/ft
66 ft/sec
Segment #1 Time: 3.9706 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: 3.9706 hrs
-------------------------
-------------------------
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:49:54 Date: 03-21-2002
Type.... Tc Calcs Page 3.02
Name.... BASINI
File.... C:\HAESTAD\HAESTAD\BURLINGTON.PPW
Title... Basinl
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((1000/CN) - 9)**0.7) * (Sf**-0.5)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
n = Mannings n
Sf = Slope, ft/ft
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:49:54 Date: 03-21-2002
Type.... Tc Calcs Page 3.03
Name.... BASIN2
File.... C:\HAESTAD\HAESTAD\BURLINGTON.PPW
Title... Basing
........................................................................
........................................................................
TIME OF CONCENTRATION CALCULATOR
........................................................................
Basing
------------------------------------------------------------------------
Segment #1: Tc: SCS Lag
Description: Basing
Hydraulic Length
Runoff CN
Slope
Avg.Velocity
6000.00 ft
71
.017000 ft/ft
75 ft/sec
Segment #1 Time: 2.2114 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: 2.2114 hrs
-------------------------
-------------------------
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:49:54 Date: 03-21-2002
Type.... Tc Calcs Page 3.04
Name.... BASIN2
File.... C:\HAESTAD\HAESTAD\BURLINGTON.PPW
Title... Basing
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((1000/CN) - 9)**0.7) * (Sf**-0.5)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
n = Mannings n
Sf = Slope, ft/ft
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:49:54 Date: 03-21-2002
Type.... Runoff CN-Area Page 4.01
Name.... BASINI
File.... C:\HAESTAD\HAESTAD\BURLINGTON.PPW
Title... Basinl-Dev
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Basinl-Dev
--------------------------------------------------------------------------
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C %UC CN
-----------------------------
Commercial --- ----
92 ---------
150.000 ----- ----- ------
92.00
Residential R-15 70 500.000 70.00
Wood Land 55 200.000 55.00
Pasture Land 69 170.000 69.00
COMPOSITE AREA & WEIGHTED CN
.............................
............................. --->
..........
.......... 1020.000
...........
...........
............
............ 70.13 (70)
.............
.............
S/N: C21705506A87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:49:54 Date: 03-21-2002
Type.... Runoff CN-Area Page 4.02
Name.... BASIN2
File.... C:\HAESTAD\HAESTAD\BURLINGTON.PPW
Title... Basin2
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Basin2
--------------------------------------------------------------------------
Soil/Surface Description
Commercial
Residential R-15
Wood Land
Pasture Land- open
Impervious
Area Adjustment Adjusted
CN acres %C %UC CN
----
92 ---------
50.000 ----- ----- ------
92.00
70 60.000 70.00
55 60.000 55.00
69 125.000 69.00
COMPOSITE AREA & WEIGHTED CN ---> 295.000 70.25 (70)
...........................................................................
...........................................................................
S/N: C2170550GA87 Talbert & Bright
PondPack Ver: 7.0 (325) Compute Time: 14:49:54 Date: 03-21-2002
Appendix B
North Carolina Rainfall Data
Appendices
Ln Ln
c.

r
C,C
C?C
C ? : IQ
I
la
1 c N-f- "`% % C i s c vd

1
8 '\
'•y_' ?
I
? 3
a®3 `/
IC1h
?
/
L
U d
Q s?e
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?

•
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?+} Lr!
1 1 i??
i,. °c J M

Ln
1'?,y\

t' r 1

%
1 \t
1 Ln
Figure 8.03h 2-year 1 day precipitation (inches) =\
M
8.03.11
Appendices
r
Li
.o
> o
o
z
y 8
t a
U Q

"
s ^ a

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•
a
ca Q
N LL

a

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?y> ? C Wes. \ y
z o
111 _ ? a ?O
u a i- ?+?P z t Ln
1 o I u ? ry
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Ln 1 Y-~??; y g
' i = 1
r N
s
N
?:-.I
CO ?
Ln
YE

1 t ? ?4 • , I O '
?O 1

to
•
I - ° ?

x •L

CO
Figure 8.03j 10-year 1 day precipitation (inches)
1 `0
8.03.13
n
Ln
CO «i
g
N CL
U a

v c
L

Q

0 0
„ J
CL
N Q
° n LL
N Z

LO
IW
u
11
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.O
NN
r
1 x h, o r l ?
z ' z cti ??
O wrMtlnO ?J?
it
i ; V 8 \6`
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,p
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r-v ? ? =6 ?"'' O
I e
N l
Lh Z I / /• 2
a I c
>-?' ?• \ ,
OwIE wHVaG
10
Ln ?? \ Yoti? ,Y It o
Figure 8.03k 25-year 1 day precipitation (inches)
1 CO
l?
r?
n
t 1
%0
?j
s!.
CO
8.03.14
Appendix C
SCS Runoff Curve Numbers
n
Table 8.01 d
Soil Characteristics for Common Soils in North Carolina.
Name Depth pH K Hydrology Plasti- ------- --------------- Textural Classification'--- --------.---.......
Group city USDA Unified AASHTO
ALAGA 0-6 4.5-6.0 0.17 A NP IS, LFS, FS SM, SW-SM,

6-80
4.5-6.0
0.17
A
NP-4
LS, LFS, FS SP-SM
SM, SW-SM,
A-2, A-1-B
SP-SM A-2
ALAMANCE 0-11 4.5-7.3 0.43 B NP-10 L, SIL, VFSL ML A-4
0-11 4.5-7.3 0.28 B NP-5 GR-L, GR-SIL,

11-35
4.5-5.5
0.43
B
7-20 GR-VFSL
CL, SICL, SIL ML
CL, ML A-4
A-4
A-6
A-7
35-46
46-64 4.5-5.5
4.5-6.0 0.43
0.32 B
B 5-15
NP-12 L, SIL, V FSL
VFSL CL, ML, CL -ML ,
,
A-4, A-6, A-7

64-80
B
V ML A-4, A-6
ar

ALBANY 0-48 3.6-6.5 0.10 C NP S, FS SM A-2
0-48 3.6-6.5 0.10 C NP LS SM A-2
48-56 4.5-6.0 0.20 C NP SL SM A-2
56-88 4.5-6.0 0.24 C NP-17 SCL, SL, FSL SC, SM, SM-SC A-2, A-4, A-6
ALTAVISTA 0-12 4.5-6.0 0.20 C NP IS, SL SM A-2
0-12 4.5-6.0 0.24 C NP-7 FSL, L ML, CL .ML, SM,

12-42
4.5-6.0
0.24
C
5-28
CL, SCL, L SM-SC
CL, CL .L, SC,
A-4
42-60 C NP Var SM-SC A-4, A-6, A-7
AMERICUS 0-7
7
47 4.5-5.5 0.10 A NP LS, S, LFS SM, SP-SM A-2
-
47-72 4.5-5.5
4.5-5.5 0.17
0.20 A
A NP
NP-7 IS, LFS
SL
LS
FSL SM A-2
,
, SM, SM-SC A-2
APPLING 0-9 4.5-5.5 0.24 B NP-5 FSL, SL, IS SM
SM-SC A-2
0-9 4.5-5.5 0.15 B NP GR-SL, GR-COSL ,
GM, GP-GPI,
0-9 4.5-5.5 0.20 B 6-20 SCL SM, SP-SNI
CL, SC, CL-)4L, A-1
9-35 4.5-5.5 0.20 B 15-30 SC, CL, C YIH
ML -67, A-4
AA
35-46
46-65 4.5-5.5 0.24 B 8-22 SC, CL, SCL ,
SC, CL -
A-4
A-6
A-7
B NP Var ,
,
ARAPAHOE 0-17
0
17 3.6-5.5 0.15 B/D NP LFS, LS SM A-2
A-4
-
17-42 3.6-5.5
3.6-7.8 0.15
0.15 B/D
B/D NP-4
NP FSL, L
FSL
L
SL SM
SM ,
A-2, A-4

42-80
5.6-7.8
0.10
B/D
NP-4 ,
,
SR-LS-S
SM, SP-SM A-2, A-4
A-2, A-3, A-4
ASHE 0-7 4.5-6.0 0.24 B NP-7 L, SL, FSL SM, SM-SC, A-4
0-7 4.5-6.0 0.17 B NP-7 GR-L, GR-SL,
ML, CL-Ml-
SM
, SM SC

A-2
A-4

0-7
7-25
4.5-6.0
4
5-6
0
0.17
0
17
B
B
NP-7 GR-FSL
ST-L, ST-SL, ST-FSL
SM, SM-SC ,
A-2, A-4

25-30 .
.
4.5-6.0 .
0.17
B NP-7
NP L, SL, FSL
SL SM, SM-SC A-4

30
B
UWB SM A-2, A-4
AUGUSTA 0-9
9-60 4.5-6.0
4
5-6
0 0.24
0
24 C
C NP-10 SIL, L ML, CL-NIL A-4

60-70 .
.
4.5-6.0 .
0.24
C 5-25
NP-5 SCL, CL, L
COSL, L, GR-LS CL, CL ML
SM, SP-SJI,\IL, A-4, A-6, A-7
SM-SC A-2, A-4, A-1
AUTRYVILLE 0-26
26-41 4.5-6.5
4
5-5
5 0.10
0
10 A NP S. LS, LFS SP-SM, S.NI A-2, A-3

41-58 .
.
4.5-5.0 .
0.10 A
A NP-3
NP SL, SCL, FSL
S, LS, LFS SM
SP-SM
S
\1 A-2

58-85
4.5-5.5
0.17
A
NP-10
SL, SCL, FSL ,
.
SM, SC, S`I-SC A-2, A-3
A-2, A-4
AYCOCK 0-12
12-80 4.5-6.0
4
5-5
5 0.37
0
43 B NP-10 VFSL, L, SIL ML, CL-SIL, CL A-4
.
. . B 8-30 CL, SICL, L CL A-4, A-6, A-7
'See Tables 8.01b, 8.01c and Figure 8.01d for definition of symbols.
8.01.14
Appendices
Table 8.01 d (continued)
Name Depth pH K Hydrology Piasti- -------------------Textural Classification'--------------------
Group city USDA Unified AASHTO
CAPE FEAR 0-16 4.5-6.5 0.15 D 3-15 L, SIL ML, CL-ML, CL A-4, A-6
0-16 4.5-6.5 0.17 D NP-10 FSL, VFSL SM, SC, SM-SC A-4
16-52 4.5-6.0 0.32 D 15-35 CL, C, SIC ML, CL, MH, CH A-7
52-62 D NP Var
CAROLINE 0-9 3.6-5.5 0.43 C NP-5 FSL, SL SM, ML, CL -ML, A-2, A-4
SM-SC
0-9 3.6-5.5 0.43 C NP-7 L, SIL ML, CL .ML A-4
0-9 3.6-5.5 0.43 C 15-40 CL, SCL CL, CH A-6, A-7
9-84 3.6-5.5 0.32 C 18-40 CL, C, SIC CL, CH A-7
84-99 3.6-5.5 0.32 C 5-40 CL, C, GR-FSL SM-SC, SC, CL, CH A-4, A-6, A-7
CARTECAY 0-9 5.1-6.5 0.24 C NP SL, LS SM A-2, A-4
0-9 5.1-6.5 0.32 C NP-15 L, SIL, SICL ML, CL, CL-ML A-4, A-6
0-9 5.1-6.5 0.24 C NP-5 VFSL, FSL SM, SM-SC, ML A-2, A-4
9-40 5.1-6.5 0.24 C NP-10 SL, FSL, L SM, Sc. SM-SC A-2, A-4
40-60 5.1-6.5 0.15 C NP LS, S, SL SM, SP-SM A-2, A-1
CARTERET 0-80 5.6-8.4 0.15 D NP LS, LFS SM, SP-SM A-2, A-3
0-80 5.6-8.4 0.15 D NP S, FS SP, SP-SM A-3
CATAULA 0-7 5.1-6.5 0.17 B NP-7 LS SM, SM-SC A-2
0-7 5.1-6.5 0.28 B NP-7 SL, FSL SM, SM-SC A-2, A-4
0-7 5.1-6.5 0.32 B NP-20 SCL, CL CL, v1L, SC, SM A-4, A-6, A-7
7-27 4.5-6.0 0.24 B 11-30 C, CL, SC MH, ML, CL A-7, A-6
27-55 4.5-6.0 0.24 B 2-30 SCL, SC, CL MH, ML A-5, A-7
55-75 4.5-6.0 0.32 B 20 SCL, CL, L CL, ML, CL-ML, SC A-4, A-6
CECIL 0-7 4.5-6.0 0.28 B NP-6 SL, FSL, L SM, SM-SC A-2, A-4
0-7 4.5-6.0 0.15 B NP-4 GR-SL GM, GM-GC, SM,
SM-SC A-2, A-1
0-7 4.5-6.0 0.28 B 3-15 SCL, CL SM, SC, CL, ML A-4, A-6
7-11 4.5-6.0 0.28 B 3-15 SCL, CL SM, SC, ML, CL A-4, A-6
11-50 4.5-5.5 0.28 B 9-37 C MH, ML A-7, A-5
50-75 B NP Var
CHANDLER 0-4 4.5-6.0 0.15 B 12-26 L, FSL, SIL ML, MH A-7
0-4 4.5-6.0 0.17 B NP-7 ST-L, ST-FSL, ST-SIL SM A-4
4-66 4.5-6.0 0.15 B 12-26 L, FSL, SIL ML, MH A-7
CHAPANOKE 0-6 3.6-6.5 0.43 C NP-7 SIL, L ML, CL-ML A-4
0-6 3.6-6.5 0.37 C NP-7 FSL, VFSL SM, ML, CL-ML,
SM-SC A-4
6-50 3.6-6.5 0.43 C 6-30 SICL, L, CL CL, CL-ML, ML A-4, A-6, A-7
50-62 3.6-6.5 0.37 C NP-7 FSL, LFS SM, SM-SC, ML A-2, A-4
62-80 3.6-6.5 0.20 C NP-7 SR-S-L SM, NfL, SM-SC,
CL-ML A-2, A-4
CHASTAIN 0-5 4.5-6.0 0.32 D 3-18 SICL, SIL, L ML, CL, CL-ML A-4, A-6, A-7
0-5 4.5-6.0 0.28 D 12-40 SIC, CL, C ML, CL, MH, CH A-6, A-7
5-52 4.5-6.0 0.37 D 12-40 SICL, SIC, C CL, CH, ML, MH A-6, A-7
52-72 4.5-6.0 0.10 D NP LS, S, FS SP, SM, SP-SM A-2, A-3
CHESTER 0-15 4.5-5.5 0.32 B 8-12 SIL, L ML, CL A-4, A-6, A-7
0-15 4.5-5.5 0.28 B 8-12 CN-L, CN-SIL ML, CL A-4, A-6, A-7
15-36 4.5-5.5 0.43 B 8-17 SICL, SIL, CN-L ML, CL, SM, SC A-4, A-6, A-7
36-62 4.5-5.5 0.49 B 16 L SM, SC, ML A-2, A-4, A-7
CHENACLA 0-8 4.5-6.5 0.24 C NP-7 FSL, SL SM, SM-SC A-2, A-4
0-8 4.5-6.5 0.28 C 4-20 SIL, L ML, CL, CL-ML A-4, A-6, A-7
8-24 4.5-6.5 0.32 C 4-22 SIL, SICL, CL ML, CL A-4, A-6, A-7
24-34 4.5-6.5 0.28 C NP-7 SCL, L, SL SM, CL-ML, SM-SC,
ML A-4
34-58 4.5-6.5 0.32 C 4-28 SIL, CL, SICL ML, MH A-4, A-6, A-7
58-70 C NP Var
'See Tables 8.01b, 8.01 c and Figure 8.01d for definition of symbols.
8.01.17
0
Table 8.03b
Runoff Curve Numbers (CN)
Hydrologic Soil Group
A B C D
Land Use/Cover
Cultivated land
without conservation 72 81 88 91
with conservation 62 71 78 81
Pasture land
poor condition 68 79 86 89
fair condition 49 69 79 84
good condition 39 61 74 80
Meadow
good condition
30
58
71
78
Wood or forest land
Thin stand - poor cover, no mulch 45 66 77 83
Good stand - good cover 25 55 70 77
Open spaces, lawns, parks, golf courses, cemeteries, etc.
good condition:
grass cover on 75%
or more of the area 39 61 74 80
fair condition:
grass cover on 50
to 75% of the area 49 69 79 84
Commercial and business
areas (85% impervious) 89 92 94 95
Industrial districts
(72% impervious) 81 88 91 93
Residential:' Development completed and vegetation established
Average lot size Average % Impervious
1 /8 acre or less 65 77 85 90 92
1 /4 acre 38 61 75 83 87
1 /3 acre 30 57 72 81 86
1 /2 acre 25 54 70 80 85
1 acre 20 51 68 79 84
2 acre 15 47 66 77 81
Paved parking lots, roofs,
driveways, etc. 98 98 98 98
Streets and roads
paved with curbs and
storm sewers 98 98 98 98
gravel 76 85 89 91
dirt 72 82 87 89
Newly graded area 81 89 93 95
Residential: Development underway and no vegetation
Lot sizes of 1/4 acre 88 93 95 97
Lot sizes of 1/2 acre 85 91 94 96
Lot sizes of 1 acre 82 90 93 95
Lot sizes of 2 acres 81 89 92 94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source: USDA-SCS
8.03.10
Rev. 11193
Appendix D
SEDIMENT STORAGE VOLUMES
4/23/2002
Sediment storage-bu rl i ngton-air-nc. xis
1 of 1
Burlington Alamance Regional Airport
Sediment Trap and Sump Data Swale Storage Data Sediment Storage Data
Sed
Trap
No. Weir
Height(')
H ft Min.Weir
Length (2)
ft Sump
Depth
ft Sump
Lengt
ft Swale
No. Slope
S
(ft/ft) Bottom
Width
ft Slope
Bank
H:1 Effective
Length (3)
(ft) Average
Section
Area ft Drainage
Area (4)
acre Required
Volume(s)
cf Design
Volume(s)
cf

1 3.5 10.0 1.0 10.0 1 0.025 10 5 140 48.13 3.70 6660 6868
2 3.5 8.0 1.0 10.0 2 0.025 10 5 140 48.13 3.00 5400 6868
3 3.5 6.0 1.0 10.0 3 0.025 10 5 140 48.13 1.20 2160 6868
4 3.5 12.0 1.0 10.0 4 0.01 10 5 350 48.13 4.50 8100 16974
5 3.5 12.0 1.0 10.0 5 0.01 10 5 350 48.13 5.00 9000 16974
6 3.5 12.0 1.0 10.0 6 0.01 10 5 350 48.13 4.80 8640 16974
7 3.5 10.0 1.5 20.0 7 0.01 3 2 350 17.50 3.20 5760 6350
8 3.0 6.0 1.0 10.0 8 0.01 10 2 300 24.00 1.70 3060 7330
Notes:
Total Disturbed Area to I emporary Sediment i raps= z/Au acres
1) Height of embankment not to exceed 5' per NC Sediment Control Planning and Design Manual Practice 6.60
2) Spillway design in accordance with NC Sediment Control Planning and Design Manual Practice Table 6.60a.
3) Effective storage length of swale is determined by max. height of weir divided by slope of channel: Le=H/S
4) Drainage area for trap not to exeed 5 acres.
5) Minimum Required Storage Volume is 1800 cubic feet per acre of disturbed drainage area
6) Design Storage Volume equals average cross-sectional area of swale X effective length of swale plus
volume of temporary sump trap (if any) below normal flowline of swale.
EFFECTIVE SEDIMENT STORAGE LENGTH (Le) 5' MIN.
CLEAR BASIN WHEN LEVEL IS 1/3 Le
CARRY RIP RAP UP
SIDES OF SPILLWAY
1-FDOT TMK. 57
WASHCD STONE
CLASS B EROSION
ELDVLINE SVALE CONTROL STONE A.)
2 (M
SLO=E (ET/Ei)
SEDIMENT STORAGE ZONE I
5' MAX
)
? HEIGHT PER TABLE (3
(TOTAL BASIN CAPACITY • 1800
CF/ AC) .
.
1.5' MAX, SUMP DEPTH
41 ' I-I 11-I t I-II-III--1 I
I FILTER FABRIC
SECTION THRU BASIN AND FILTER
COMPACTED EMBANKMENT WEIR LENGTH PER TABLE 1' MAX FLOW
OR NATURAL GRADE NO LESS THAN A') /- MAX.
CREST BELOW
TOP OF EMBANKMENT
T CARRY RIP RAP UP
EIR HEIGHT • • ' SIDES OF SPILLWAY
PER TABLE (3.5'B5) WASHED S10NE
MAX] • FILTER FABRIC
=I =1
tH R TA
SECTION THRU BERM AND FILTER
SEDIMENT TRAP DETAIL
NOT TO SCALE
3/21/2002
SWG sediment storage-burlington-air-nc.xls
Burlington Alamance Regional Airport
SEDIMENT FENCE
Silt Fence Data Sediment Storage Data
Silt
Fence
No. Fence
Length
ft Drainage
Area (2)
acre
Acres per 100 ft
offence Remarks

1 1200 3.00 0.25 OK
2 400 1.00 0.25 OK
Total Disturbed Area to Fence= 4.00 acres
Appendix E
STREAM CROSSING CULVERT SELECTION
2)c? / - ? l o t
i
IS" ? ,? .D?SIIcN (ZJNc??
CHART F-6
Z-,t i5Ai2- STa2M (,22 -170 IFS
2 -yam S7ar
Ito 10,000
I49 8,000 EXAMPLE (1) (2) (Y)
1St 0.42 Iraw q.0 too"
0,000 0.120 0%
X44 5,000 s.
4,000 Xw ra low !. S.
132 Y hw 4.
3,000 118 2.3 u S' 4.
120 w Li T-4
Z•? p1 1.2 1.1 4' 3.
IOt 40 is few .3.
! s 1000 3.

too
t4 s00
i
500 /
400
300

v
20o
-P4P (,7o
a
54

=y

4t / loa
J to

v 41
o
f0
c 30 mw SCALE ENTRANCE
40 p TYPE
34 30 p) s?.4tra 4k1 wH
W
=
33 N44M11
< 20 wtp
821 MM.+ tti4
a 30 .....«i

-27
to
Z4 t
s te am somm 121 or 131 p Heet
2 t S /wtea«we" n -d" Itl, t"
4 u. lifollm r.ut.w u.. twM&
0 W 0 gmes, or HNIN M
3 IlhwtpN.
It
2
2-
Q

?k
Ls
is
n?
o=

C-A,SE 3
e?t.C ?LO ?1.0
f
s
_ •t .t
.t
T
.{ ?- .t
L.5
15 L 1.0 L.s L .S
lz HEADWATER DEPTH FOR
NEADwAM SCALES 293 CONCRETE PIPE CULVERTS
K„*m MAN 1964 WITH INLET CONTROL.
wines o•.u.jc manic yua low
5-27
15,9.511V / -- TeM 10094112 y -5 7z6W,?
Appendix F
OUTLET PROTECTION
OUTLET PR(
PROJECT NAM
Burlington Muni(
LOCATION
Alamance Coun
ESIGN
Storm Outlet Structure
FES No.= 1
Pipe Dia= 60 in
Q10= 171.00 cfs
Qfull = 260.00 cfs
Vfull = 13.30 fps
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Zone
D50
DMAx
Riprap Class
Apron Thickness
Apron Length
Apron Width = 3xDia
DATE DESIGN PHASE
3/22/2002 PRELIM
PROJECT NO
2101-0101 CONSTR
REVISION
BY
sdm RECORD
OTHER
CHECKED BY (SPECIFY)
Q10/Qfull = 0.66
VNfull = 1.07
V = 14.2 fps
= 3
= 10 in
= 15 in
= 1
= 22.5 in
= 40.0 ft
= 15 ft
Storm Outlet Structure
FES -
Pipe Dia= in
Q10= cfs
VI
Qfull = cfs
full = fp
From Fig. 8.06.b.1:
From Fig. 8.06.b.2:
Q1o/Qfull = #DIV/0!
VNfull =
V= s
D50 = in
WAX VALUE! in
Riprap Class =
Apron Thickness = #VALUE! in
Apron Length - ecial StL ft
Apron Width = 3xDia = 0.0 ft
s:\1295\0001\calcs\OUT-PROTECT-Burlington-AirLMEST REVISION: 3/22/2002 2:17 PM
PAGE 1 OF 1
Design Data

NCDOT Riprap Class ,
Midrange Stone Dia (D5o)
Min. Required _ Apron Thickness
Ar 4in 9
----- - - ----- -- ------ Bin
---
- 18
- - ------ -----
- --
-- 1,-- --? -
---- 10in - 22.5
2,----- -i - 14in 31.5
Dmax' = D50 x 1.5
Thickness= Dmax x 1.5
Page 1
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FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
Circular X-Section
Date: 03/22/2002
Project No. :2101-0101 1-7IC.-rj
Project Name.:Burlington-Alamance Airport
Computed by :sdm
Project Description
Velocity for 60" temporary culvert crossing
Win- R?Q - r??
INPUT PARAMETERS c
1. Pipe Slope (ft/ft) 0.0100
2. Pipe Diameter (in) 60.0
3. Manning's Coefficient 0.013
4. Discharge (cfs) 260.442
OUTPUT RESULTS
Full Flow Conditions
Depth of Flow (ft) 5.00
Velocity (ft/sec) 13.26
Appendix G
VELOCITY CHECK
AND SWALE STABILIZATION
Burlington-Alamamance Localizer Relocation
Swale Flowrates for 2-yr Storm
Ration ale-Method-2yr-AlamanceCo.xls
4/23/2002
Time of Concentration (TOC) is given by:
Kirpich Method
Tc =[L'/H]" -'6b/128 where
For overland flow:
on grass, multiply Tc by 2
on conc. or ac, multiply Tc by 0.4
on pcc channels,mult.Tc by 0.2
L is hydraulic length from most remote point in the Intensity for 2 Year Storm is given by:

I = B/(Tc+D)E where constants
per Alamance County
Intensity-Duration-Frequency Table
B = 68.700
D = 18.8
E = 0.865
watershed in feet

H is the height of the most remote point in the
watershed in feet Designer must input values for B, D, and E from IDF curves for the design
storm event. OF curves should be obtained from local jurisdiction.
Designer must also enter overland multiplier for Tc.

SWALE Area Len th Hei ht Kir ich Time T.O.C. Imperv ious Pervious Wei hted Runoff RUNOFF
1. D. Acres L H Time Factor Tc Area(ac C Area(ac) C Coef. C I - Q

1 t 12.20: ` 1450 44, '.' 8.2 -2:00.: 16.3 0 00 0.95 12.20 0.30 0.30 3.16 11.58
2 ; .11 60 `. ' 110Q' ":3'6", `. 6.4 2.00 " 12.8 0 00 -` 0.95 11.60 0.30 0.30 3.46 12.06

3
. 750 ;
; 26
4.7
2.00:
9.3 .
0.001,.::
0.95
6.80
0.30
0.30
3.83
7.82
4 11.30` 1500,' 80 ? 6.7 2.00.= 13.5 ,r0 OG_; 0.95 11.30 030 0.30 3.40 11.53
5 9.80 < .1200.: 76' 5.3 2.00. 10.6 0,00 << 0.95 9.80 0.30 0.30 3.69 10.84
6 4.80. 750 " 70 3.2 2.00 6.4 0.00 ` 0.95 4.80 0.30 0.30 4.22 6.08
7 3.20"" 500 ' 12: 3.9 2.00 7.9 0;00 - . 0.95 3.20 0.30 0.30 4.01 3.85
?) 17E? N ?/ -' ZZ. f}Nr+LySIS Fb?Z GF-}?N?Z t=???..1 c?.?Dt'? ??S _
) 8AS1N Z GNf},.?N? 1?1J E?LS1??
?OI?VN1?- T1+(LOQ6;PJi P4 G W GN ANNt:Z
?CZ tZ-.??J?F
C P?? 1 C,C-;n pN?
FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
• Trapezoidal, Rectangular, or Triangular X-Section
Date: 04/23/2002
Project No. :2101-0101
Project Name.:Burlington-Alamance Regional Airport
Computed by :sdm
Project Description
Channel Flow Calculations lj?J{? S
INPUT PARAMETERS
1. Channel Slope (ft/ft) 0.0250
2. Channel Bottom Width (ft) 10.00
3. Left Side Slope (Horizontal to 1) 5.00
4. Right Side Slope (Horizontal to 1) 5.00
5. Manning's Coefficient 0.035
6. Discharge (cfs) 11.58
7. Depth of Flow (ft) 0.33
OUTPUT RESULTS
Cross Section Area (Sgft) 3.84
Average Velocity (ft/sec) 3.01 L.? L?7LS 5 ?'c
Top width (ft) 13.30 C4wv 7Lot. N191J?^VG!
Hydraulic Radius (ft) 0.29
Froude Number 0.99
FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
Trapezoidal, Rectangular, or Triangular X-Section
Date: 04/23/2002
Project No. :2101-0101
Project Name.:Burlington-Alamance Regional Airport
Computed by :sdm
Project Description
Channel Flow Calculations - ?. %AJAl.E;- # Z
INPUT PARAMETERS
1. Channel Slope (ft/ft)
2. Channel Bottom Width (ft)
3. Left Side Slope (Horizontal to 1)
4. Right Side Slope (Horizontal to 1)
5. Manning's Coefficient
6. Discharge (cfs)
7. Depth of Flow (ft)
OUTPUT RESULTS
Cross Section Area (Sgft)
Average Velocity (ft/sec)
Top Width (ft)
Hydraulic Radius (ft)
Froude Number
0.0250
10.00
5.00
5.00
0.035
12.06
0.34
3.98
3.03 G ?? ?)CC ZSfm2
13.40 MNT7I-*q
0.30
0.98
FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
Trapezoidal, Rectangular, or Triangular X-Section
Date: 04/23/2002
Project No. :2101-0101
Project Name.:Burlington-Alamance Regional Airport
Computed by :sdm
Project Description
Channel Flow Calculations
INPUT PARAMETERS
1. Channel Slope (ft/ft) 0.0250
2. Channel Bottom Width (ft) 10.00
3. Left Side Slope (Horizontal to 1) 5.00
4. Right Side Slope (Horizontal to 1) 5.00
5. Manning's Coefficient 0.035
6. Discharge (cfs) 7.82
7. Depth of Flow (ft) 0.26
OUTPUT RESULTS
Cross Section Area (Sgft) 2.94
Average Velocity (ft/sec) 2.66 C u5? EjCC?C.S/a/L
Top Width (ft) 12.60
Hydraulic Radius (ft) 0.23
Froude Number 0.97
FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
Trapezoidal, Rectangular, or Triangular X-Section
Date: 04/23/2002
Project No. :2101-0101
Project Name.:Burlington-Alamance Regional Airport
Computed by :sdm
Project Description
Channel Flow Calculations _ S wfl L? _1
INPUT PARAMETERS
1. Channel Slope (ft/ft) 0.0100
2. Channel Bottom Width (ft) 10.00
3. Left Side Slope (Horizontal to 1) 5.00
4. Right Side Slope (Horizontal to 1) 5.00
5. Manning's Coefficient 0.035
6. Discharge (cfs) 11.53
7. Depth of Flow (ft) 0.43
OUTPUT RESULTS
Cross Section Area (Sgft) 5.22
Average Velocity (ft/sec) 2.21 C b?C
Top Width (ft) 14.30 Hydraulic Radius (ft) 0.36
Froude Number 0.64
FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
Trapezoidal, Rectangular, or Triangular X-Section
Date: 04/23/2002
Project No. :2101-0101
Project Name.:Burlington-Alamance Regional Airport
Computed by :sdm
Project Description
Channel Flow Calculations l,wpri,? j
INPUT PARAMETERS
1. Channel Slope (ft/ft) 0.0100
2. Channel Bottom Width (ft) 10.00
3. Left Side Slope (Horizontal to 1) 5.00
4. Right Side Slope (Horizontal to 1) 5.00
5. Manning's Coefficient 0.035
6. Discharge (cfs) 10.84
7. Depth of Flow (ft) 0.42
OUTPUT RESULTS
Cross Section Area (Sgft) 5.08
Average Velocity (ft/sec) 2.13 ?= oK do
Top Width (ft) 14.20
?ry4 1'?,.R.? (tom
Hydraulic Radius (ft) 0.36
Froude Number 0.63
FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
• Trapezoidal, Rectangular, or Triangular X-Section
Date: 04/23/2002
Project No. :2101-0101
Project Name.:Burlington-Alamance Regional Airport
Computed by :sdm
Project Description
Channel Flow Calculations .5t-ipr?-e ?o
INPUT PARAMETERS
1. Channel Slope (ft/ft)
2. Channel Bottom Width (ft)
3. Left Side Slope (Horizontal to 1)
4. Right Side Slope (Horizontal to 1)
5. Manning's Coefficient
6. Discharge (cfs)
7. Depth of Flow (ft)
OUTPUT RESULTS
Cross Section Area (Sgft)
Average Velocity (ft/sec)
Top Width (ft)
Hydraulic Radius (ft)
Froude Number
0.0100
10.00
5.00
5.00
0.035
6.08
0.30
3.45
1.76
OK r? ?`'?TH^`??
?Z?Z,1. a ?zk'b
13.00
0.26
0.60
FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
Trapezoidal, Rectangular, or Triangular X-Section
Date: 04/23/2002
Project No. :2101-0101
Project Name.:Burlington-Alamance Regional Airport
Computed by :sdm
Project Description
Channel Flow Calculations Stiff
INPUT PARAMETERS
1. Channel Slope (ft/ft) 0.0100
2. Channel Bottom Width (ft) 10.00
3. Left Side Slope (Horizontal to 1) 5.00
4. Right Side Slope (Horizontal to 1) 5.00
5. Manning's Coefficient 0.035
6. Discharge (cfs) 3.85
7. Depth of Flow (ft) 0.23
OUTPUT RESULTS
Cross Section Area (Sgft) 2.56
Average Velocity (ft/sec) 1.50 e-'-- ag. Pic.,
?
Top Width (ft) 12.30
Hydraulic Radius (ft) 0.21
Froude Number 0.58
FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
Trapezoidal, Rectangular, or Triangular X-Section
Date: 04/23/2002
Project No. :2101-0101
Project Name.:Burlington-Alamance Airport
Computed by :sdm
Project Description
Evaluate Channel after Diversion of Runoff- 2 year storm
INPUT PARAMETERS QAS1,,j Z (9FC D PAK-)
1. Channel Slope (ft/ft)
2. Channel Bottom Width (ft)
3. Left Side Slope (Horizontal to 1)
4. Right Side Slope (Horizontal to 1)
5. Manning's Coefficient
6. Discharge (cfs)
7. Depth of Flow (ft)
OUTPUT RESULTS
Cross Section Area (Sgft)
Average Velocity (ft/sec)
Top Width (ft)
Hydraulic Radius (ft)
Froude Number
0.0100
10.00
5.00
5.00
0.035
77.00.
1.22
19.64
L? GS7?'?'ZS/c72
3.92
2 2 . 2 0
0.88 i
0.73
?? ?`a(T??l? C CtsZ.S/o2 /' --T77i?/(? Z / Jfl Crjf Ci / I C?- S -C P+ES
PROJECT: 1 VRJ N&r72-4 - AL-,A"?ltc BI NO. 2-12 - 0 TALBEPJ & BRIGHT TCALCULATED
?i DSHE A E?__L ?Z
BY-
CHECKED BY M VV DATE
SCALE
ENGINEERING & PLANNING CONSULTANTS
THE COTTON EXCHANGE 321 N. FRONT STREET WILMINGTON, NC 28401 910.763.5350 FAX [phone]
CHARLOTTE, NORTH CAROLINA • WILMINGTON, NORTH CAROLINA • RICHMOND, VIRGINIA
0

0.5
0.1
nb
0.0'r
k1 7"
O' S3
0.011
1.0 5.0 10.0 20.0 30.0 50.0
Lp/ R
M /rz11n./t 1II?+'t
Figure 8.05f Protection length, LP, downstream from a channel bend.
nb = Manning Roughness of the lining material in the bend and the depth of flow (see tables 8.05e and f).
R = Hydraulic Radius = Are perimeter
Adapted from: FH WA-HEC 15, pg 48 - April 1988
8.05.16

LP/R = 0.604 ((R")/%)

lk? XN

9
9 ?,?soo
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Rev. 12/93
Appendices
2.0
Tb = Kb Td
1.s
1.8 -- -
1.7 I I
,.s
Kb,?.?s
Kb 1.5
i
I
1.4 i I
I I
I i
1.3
1.2 i
1., ? ? i ?
1.0 I I
0 1 2 3 4 8 7 8 9 10
Rc
B 9
Figure 8.05e Kb factor for maximum shear stress on channel bends. G f
Adapted from: FH WA-HEC 15, Pg. 47 - April 1988 a ?V
Rev. 12193 8.05.15
Appendices
Table 8.05g
Permissible Shear Stresses
for Riprap and Temporary
Liners
Permissible Unit Shear Stress, T?
Lining Category Lining Type (lb/ft )
Temporary Woven Paper Net 0.15
Jute Net 0.45
Fiberglass Roving:
Single 0.60
Double 0.85
Straw with Net 1.45
Curled Wood mat 1.55
Synthetic Mat 2.00
d5o Stone Size (inches)
Gravel Riprap 1 0.33
2 0.67
Rock Riprap 6 2.00
9 3,00
12 4.00
15 5.00
18 6.00
21 7.80
24 8.00
Adapted From: FHWA, HEC-15, April 1953, pgs. 17 & 37.
Design Procedure- The following is a step-by-step procedure for designing a temporary liner for a
Temporary Liners channel. Because temporary liners have a short period of service, the design Q
may be reduced. For liners that are needed for six months or less, the 2-yr
frequency storm is recommended.
Step 1. Select a liner material suitable for site conditions and application.
Determine roughness coefficient from manufacturer's specifications or Table
8.05e, pg. 8.05.10.
Step 2. Calculate the normal flow depth using Manning's equation (Figure
8.05d). Check to see that depth is consistent with that assumed for selection of
Manning's n in Figure 8.05d, pg. 8.05.11. For smaller runoffs Figure 8.05d is
not as clearly defined. Recommended solutions can be determined by using the
Manning equation.
Step 3. Calculate shear stress at normal depth.
Step 4. Compare computed shear stress with the permissible shear stress for
the liner.
Step 5. If computed shear is greater than permissible shear, adjust channel
dimensions to reduce shear or select a more resistant lining and repeat steps 1
through 4.
Design of a channel with temporary lining is illustrated in Sample Problem
8.05b, pg. 8.05.14.
8.05.13
Rev. 1J93
13A-si,-,J
FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
Trapezoidal, Rectangular, or Triangular X-Section
Date: 03/20/2002
Project No. :2101-0101
Project Name.:Burlington-Alamance Regional Airport
Computed by :sdm
Project Description _ OI
Estimate Culvert Size for 25-yr capacity (525 cfs)
INPUT PARAMETERS ?f yj?/{,t1dJL/G s
1. Channel Slope (ft/ft) 0.0100
2. Channel Bottom Width (ft) 10.00
3. Left Side Slope (Horizontal to 1) 5.00
4. Right Side Slope (Horizontal to 1) 5.00
5. Manning's Coefficient 0.040
6. Discharge (cfs) 525.00
7. Depth of Flow (ft) 3.32
OUTPUT RESULTS
Cross Section Area (Sgft) 88.31
Average Velocity (ft/sec) 5.94 ot--
Top Width (ft) 43.20
Hydraulic Radius (ft) 2.01
Froude Number 0.73
Gt FLO VL-?t-1 1 Tom- irmo rw B/?1 SirJ / )5
Jp- et

!l G' ? L,6?AVl rJ6T P)Pke . fi r?l 1 P -12A-CJ
S l ir??x 4'eZLJ
FHWA Urban Drainage Design Program, HY-22
HYDRAULIC PARAMETERS OF OPEN CHANNELS
Trapezoidal, Rectangular, or Triangular X-Section
Date: 04/11/2002
Project No. :2101-0101
Project Name.:Burlington-Alamance Municipal Airport
Computed by :sdm
Project Description 7-Z?Mp. r)P15, hi- -01wvR-aL,
Open Channel Erosion Control Evaluation -
INPUT PARAMETERS 1,1 ?y??n DES./Cam S?}4M
1. Channel Slope (ft/ft) 0.0100
2. Channel Bottom Width (ft) 10.00
3. Left Side Slope (Horizontal to 1) 5.00
4. Right Side Slope (Horizontal to 1) 5.00
5. Manning's Coefficient 0.035
6. Discharge (cfs) GZ Z = 171.00
7. Depth of Flow (ft) 1.83
OUTPUT RESULTS
Cross Section Area (Sgft) 35.04
Average Velocity (ft/sec) 4.88
Top Width (ft) 2 8 . 3 0
Hydraulic Radius (ft) 1.22
Froude Number 0.77
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ITEM P-156
TEMPORARY AIR AND WATER POLLUTION,
SOIL EROSION, AND SILTATION CONTROL
DESCRIPTION
156-1.1 This item shall consist of temporary control measures as shown on the plans
or as ordered by the ENGINEER during the life of a contract to control water
pollution, soil erosion, and siltation through the use of berms, dikes, dams,
sediment basins, fiber mats, gravel, mulches, grasses, slope drains, and
other erosion control devices or methods.
The temporary erosion control measures contained herein shall 'be
coordinated with the permanent erosion control measures specified as part
of this Contract to the extent practical to assure economical, effective, and
continuous erosion control throughout the construction period.
Temporary control may include work outside the construction limits such as
borrow pit operations, equipment and material storage sites, waste areas,
and temporary plant sites.
MATERIALS
156-2.1 TEMPORARY SEEDING. Grass which will not compete with the grasses
sown later for permanent cover shall be a quick-growing species (see table
below) suitable to the area providing a temporary cover.
Seed Planting Dates Application Rate
Rye (Grain) AND
Annual Lespedeza (Kobe) Jan 1 -May 1 120 lb/acre
50 lb/acre
German Millet OR
Small Stemmed Sundangrass May 1 - Aug 15 40 lb/acre
50 lb/acre
Rye (Grain) Aug 15 - Dec 20 120 lb/acre
156-2.2 MULCHES. Mulches may be hay, straw, fiber mats, netting, bark, wood
chips, or other suitable material reasonably clean and free of noxious weeds
and deleterious materials.
156-2.3 FERTILIZER. Fertilizer shall be a standard commercial grade (10-10-10)
P-156-1

and shall conform to all Federal and state regulations and to the standards of
the Association of Official Agricultural Chemists and shall be applied at the
rate of 750 pounds per acre.
156-2.4 LIMESTONE. Limestone shall be in accordance with Section T901-2.2 of
this specification and shall be applied at the rate of 2000 pounds per acre.
156-2.5 EROSION CONTROL STONE, CLASS B. Erosion Control Stone, Class "B"
shall meet the requirements of Section 1042-2 of the NCDOT "Standard
Specifications for Roads and Structures".
156-2.6 RIP RAP, CLASS I: Rip Rap shall meet the requirements of Section 1042-1
of the NCDOT "Standard Specifications for Roads and Structures".
156-2.7 FILTER FABRIC. Filter fabric shall meet the requirements of Section 1056-
Type 2 of the NCDOT "Standard Specifications for Roads and Structures".
156-2.8 SILT FENCE FABRIC. Silt fence fabric shall meet the requirements of
Section 1056-Type 3 of the NCDOT "Standard Specifications for Roads and
Structures".
156-2.9 OTHER. All other materials shall meet commercial grade standards and
shall be approved by the ENGINEER before being incorporated into the
project.
CONSTRUCTION REQUIREMENTS
156-3.1 GENERAL. In the event of conflict between these requirements and
pollution control laws, rules, or regulations of other Federal, state, or local
agencies, the more restrictive laws, rules, or regulations shall apply.
The ENGINEER shall be responsible for assuring compliance to the extent
that construction practices, construction operations, and construction work
are involved.
156-3.2 SCHEDULE. Prior to the start of construction, the Contractor shall submit
schedules for accomplishment of temporary and permanent erosion control
work, as are applicable for clearing and grubbing; grading; construction;
paving; and structures at watercourses. The Contractor shall also submit a
proposed method of erosion and dust control on haul roads and borrow pits,
and a plan for disposal of waste materials. Work shall not be started until the
erosion control schedules and methods of operation for the applicable
P-156-2
w
construction have been accepted by the ENGINEER.
156-3.3 AUTHORITY OF ENGINEER. The ENGINEER has the authority to limit the
surface area of erodible earth material exposed by clearing and grubbing, to
limit the surface area of erodible earth material exposed by excavation,
borrow and fill operations, and to direct the Contractor to provide immediate
permanent or temporary pollution control measures to minimize
contamination of adjacent streams or other watercourses, lakes, ponds, or
other areas of water impoundment.
156-3.4 CONSTRUCTION DETAILS. The Contractor will be required to incorporate
all permanent erosion control features into the project at the earliest
practicable time as outlined in the accepted schedule. Except where future
construction operations will damage slopes, the Contractor shall perform the
permanent seeding and mulching and other specified slope protection work
in stages, as soon as substantial areas of exposed slopes can be made
available. Temporary erosion and pollution control measures will be used to
correct conditions that develop during construction that were not foreseen
during the design stage; that are needed prior to installation of permanent
control features; or that are needed temporarily to control erosion that
develops during normal construction practices, but are not associated with
permanent control features on the project.
Where erosion is likely to be a problem, clearing and grubbing operations
should be scheduled and performed so that grading operations and
permanent erosion control features can follow immediately thereafter if the
project conditions permit; otherwise, temporary erosion control measures
may be required between successive construction stages.
The ENGINEER will limit the area of clearing and grubbing, excavation,
borrow, and embankment operations in progress, commensurate with the
Contractor's capability and progress in keeping the finish grading, mulching,
seeding, and other such permanent control measures current in accordance
with the accepted schedule. Should seasonal limitations make such
coordination unrealistic, temporary erosion control measures shall be taken
immediately to the extent feasible and justified.
In the event that temporary erosion and pollution control measures are
required due to the Contractor's negligence, carelessness, or failure to install
permanent controls as a part of the work as scheduled, or are ordered by the
ENGINEER, such work shall be performed by the Contractor at his/her own
expense.
P-156-3
The ENGINEER may increase or decrease the area of erodible earth
material to be exposed at one time as determined by analysis of project
conditions.
The erosion control features installed by the Contractor shall be acceptably
maintained by the Contractor during the construction period.
Whenever construction equipment must cross watercourses at frequent
intervals, and such crossings will adversely affect the sediment levels,
temporary structures should be provided.
Pollutants such as fuels, lubricants, bitumen, raw sewage, wash water from
concrete mixing operations, and other harmful materials shall not be
discharged into or near rivers, streams, and impoundments or into natural or
manmade channels leading thereto.
METHOD OF MEASUREMENT
156-4.1 Temporary erosion and pollution control work required which is not attributed
to the Contractor's negligence, carelessness, or failure to install permanent
controls will be performed as scheduled or ordered by the ENGINEER.
Completed and accepted work will be measured as follows:
A. Temporary seeding and mulching will be measured by the acre. Price
shall include cost of seeds, mulch, fertilizer, and lime and application
of all items.
B. Temporary silt fence will be measured by the linear foot.
C. Temporary rock silt check dam will be measured on a per each basis.
D. Excelsior matting will be measured on a square yard basis.
E. Temporary crossing will be measured on a per each basis. Price shall
include all materials, fill, and pipe for a complete installation and
removal of crossing, and restoration of site after project is completed.
156-4.2 Control work performed for protection of construction areas outside the
construction limits, such as borrow and waste areas, haul roads, equipment
and material storage sites, and temporary plant sites, will not be measured
and paid for directly but shall be considered as a subsidiary obligation of the
P-156-4

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UUM. ALA. AIKP'VK I AU i MUMI I i
NCDENR-Div. of Water Quality
Permit of LOCALIZER site work
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FcFGF
020716
Mid Carolina Proje Permit on LOCALIZER site work
5/3/2002
1141
475.00
MAY 2002
WETLANDS Muv
WATE; QUALITY SECTION
475.00