20040930 Ver 1_SW Management Application_20040812

LETTER OF TRANSMITTAL 5'%WK
DICKSON
community Infrastructure consultants
3101 John Humphries Wynd Raleigh, North Carolina 27612 919.782.0495 tel. [phone] fax
TO: NC Division of Water Quality DATE: 8/12/04
Wetlands/401 Unit
2321 Crabtree Boulevard
Raleigh, NC 27604
ATTENTION: Mr. John Dorney
RE: Statesville Regional Airport
DW Project No. 04-0930
WKD# 30081.02.RA
We are sending via: ? Overnight ? Regular Mail ? Pick-up ® Hand Delivered
The following items: ? Correspondence ? Plans ? Specifications ® Other as listed below:
COPIES DATE NO. DESCRIPTION
2 8/12/04 1 3-Ring Binder - 401 Water Quality Certification -
Stormwater Management Permit Application

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THESE ARE TRANSMITTED as checked below:
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? For Approval ? As Requested ? Approved as Submitted ? Returned for Corrections
® For Your Use ? For Review and Comment ? Approved as Noted ? Forward to Subcontractor
REMARKS:
? Please note that the application fee was hand-delivered on Monday, August 9, 2004.
? The notarized Stormwater Application and notarized Maintenance Agreement are being
forwarded to NC Division of Water Quality.
COPY TO:
SIGNED:
401 WATER QUALITY CERTIFICATION
STORMWATER MANAGEMENT PERMIT
APPLICATION
STATESVILLE REGIONAL AIRPORT
STATESVILLE, NORTH CAROLINA
(DWQ PROJECT No. 04-0930)
PREPARED FOR
CITY OF STATESVILLE
PO Box 1111
STATESVILLE, NC 28687
PREPARED BY
W.K. DICKSON & CO., INC.
3101 JOHN HUMPHRIES WYND
RALEIGH, NC 27612
AUGUST 11, 2004
401 WATER QUALITY CERTIFICATION
STORMWATER MANAGEMENT PERMIT
APPLICATION
STATESVILLE REGIONAL AIRPORT
STATESVILLE, NORTH CAROLINA
(DWQ PROJECT No. 04-0930)
66
PREPARED FOR
CITY OF STATESVILLE
PO BOX 1111
STATESVILLE, NC 28687
PREPARED BY
W.K. DICKSON & CO., INC.
3101 JOHN HUMPHRIES WYND
RALEIGH, NC 27612

Nf', /jv- AUGUST 19, 2004
community infrastructure consultants
August 19, 2004
Mr. John Dorney
NC Division of Water Quality
Wetlands/401 Unit
2321 Crabtree Boulevard
Raleigh, NC 27604

TRANSMITTAL: Statesville Regional Airport - Runway 28 Extension
401 Permit Application
(DWQ Project No. 04-0930)
Dear Mr. Dorney:
Enclosed are three copies of the Stormwater Plan for the Statesville Regional Airport Runway
28 Extension Project located in Iredell County, North Carolina, for review under the DWQ
401 Express Program. Required fees for the express review have been submitted separately.
A USACE 404 Individual Permit Application was submitted on April 16, 2004, under the
DWQ Project No. 04-0930. A copy of the USACE 404 transmittal letter sent to Amanda Jones
is included in the attached bound Stormwater Plan.
For your convenience, three bound copies of supporting documents and maps are included.
Please call me at 782-0495 or (cell) 880-4257 if you have any questions or need additional
information. Thank you for your continued assistance in this matter.
Sincerely,
W.K. Dickson & Co., Inc.
4V
David Kiker, PE

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•
401 WATER QUALITY CERTIFICATION -
STORMWATER MANAGEMENT PERMIT
APPLICATION
STATESVILLE REGIONAL AIRPORT
STATESVILLE, NORTH CAROLINA
(DWQ PROJECT No. 04-0930)
•
PREPARED FOR
CITY OF STATESVILLE
PO Box 1111
STATESVILLE, NC 28687
PREPARED BY
W.K. DICKSON & CO., INC.
3101 JOHN HUMPHRIES WYND
RALEIGH, NC 27612
AUGUST 19, 2004

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INITIAL INTEREST IN PARTICIPATION IN THE EXPRESS PERMITTING PROGRAM FOR
THE 401 WATER QUALITY CERTIFICATION, ISOLATED WETLAND PERMITTING OR
STREAM ORIGIN DETERMINATION PROGRAMS
September 21, 2003
Version 1.0
Applicant Name: (-IT`( 6F STAII;SI)lllJG r AAA C. kka -?IPiLu 0 1uu iw T
Applicant Address: 361 5 CWtij ?-'j 'f ? STAftS? Lk 1?C 296 ?
Applicant's phone number: (364) %qq- 35gi
Applicant's fax number 004) %1?- 3?o
Applicant's email address IN1'0-CORK U CS, 5?A-11601E . NC. 0Y
Consultant Name (if applicable): ILK ICY--564 - ?AIA 0A
Consultant address (if applicable): '31bl 'fbKM kurWIES QYA
MUM. RL Zblz
Consultant's phone number: B?.- 044
Consultant's fax number Oli) X82- 9612
Consultant's email address ?SK(a&- 061(46? - Cox
Type of action re ested under the E Review Program (check all that apply):
401 Water Quality Certification
tsel,at d Wetland P
Riparian roval
m Origin Determi
Name of Project: "Aft l RU A441, AIP.WI
Property size (acres) 390.4 AC
Nearest named stream (from USGS topo map): BAC, UAK , lAA !%R 12,65 to ?& ?a we-P.)
Please provide a brief description of this project (attach site plan if available):
Sri BACK of Ate UVI14ibN (Na z)
Please attach a map of site location using USGS 1:24,000 map and county soil survey. V
Location of project site - please include reference to the county, nearest name town and highway
number:
40 S j Lim Q64 fwA is AwA i 7

Proposed impacts:
0.6 acres of wetlands
0.0 acres of isolated wetlands
I WO linear feet of streams
0.0 linear feet of isolated streams
0.0 square feet of protected stream buffers
Has consultant or applicant attended any DWQ-sponsored training sessions in the past two
years? If so, please list which ones.
Which other environmental permits will be needed for this project? Please list them below:
• 0f1 -31 , =3 "k*w P YArrr1#) & "
Does this project require approval under the State Environmental Policy Act or National
Environmental Policy Act? _ NO
Does this project require approval of a Variance from the NC Environmental Management
Commission" NO
Are you aware of any local controversy concerning this project? If so, please describe the
controversy and any measures that have been taken with respect to public involvement.
NO •
This form must be submitted via email (c/o bev.stricklanda-ncmail. net), fax (919-733-
6893) or hand-delivered (Parkview Building, 2321 Crabtree Blvd., Raleigh, NC 27604) within the
first three (3) working days of the month for the first three months of the Express Review Program
(until January 1, 2004). Application procedures after that time will be provided at a later date..
Applicants who are selected to participate in the Express Review Program will be notified via
email or fax with one additional working day. Successful applicants will then be instructed
regarding detailed procedures for full application. Unsuccessful applicants will be queried to
determine if they want to be in the following month's selection process or whether they want to
follow the normal application process.
Please contact John Dorney at 919-733-9646 if you have any questions regarding this form.
The proposed project entails the following:
• Extending the main airport runway approximately 1850 feet (approximately 268,514 sq. feet of new impervious area).
• Constructing approximately 3770 LF of asphalt access road just east and north of the runway (approximately 90,480 sq. feet of
new impervious area).
• Excavating a large area bordering the new access road on the north side of the property to provide fill for the extended
runway. This excavated area will act as a detention area for meeting pre- and post-development conditions peak flow
requirements for the 2- and 10-year flows.
• Removing approximately 5500 LF of existing asphalt access road as shown on the submitted Summary of Impervious Areas
Map and replacing it with grassed pastureland.
• Removing approximately 12 residential buildings located on the southernmost end of the project and replacing them with
grassed pastureland.
•
• Addendum to the Pre-Construction Notification and "Buffer Rules" Application Required for
Projects Submitted Under the
"Express Review Program"
North Carolina Division of Water Quality Version 3.0
January 7, 2004
Email Address: [e-mail]
Purpose: To provide a detailed explanation of the information required by the Division of Water Quality
in order to expedite the review of applications for 401 General Water Quality Certifications, Isolated
Wetland and Stream Permits, and Buffer Rule and Minor Variance Approvals.
Please do not leave any questions unanswered or use terms such as "N/A" without an explanation.
Fees:
Total stream impacts of less than 150 feet and/or total wetland impacts of less than or equal to 1 acre -
$1,000.00.
Total stream impacts of greater than or equal to 150 feet and/or total wetland impacts of more than 1 acre
and projects that include any kind of Buffer Rules Approval -$2,000.00. For stream origin determinations
as required by the Buffer Protection Rules the fee is $200.00 for one or two streams on the same
property, $500.00 for three to six streams on the same property, or $1,000.00 for more than 6 streams on
the same property.
Please read the entire document before attempting to determine the proper fee. Fees are additive for a
particular project.
• Things to keep in mind when filling out the application:
A specific answer must be provided for each question. For instance, if a numerical answer is requested
then a numerical answer must be provided along with the supporting information necessary for DWQ staff
to verify that the number is accurate. Likewise, if explanations are presented to justify certain responses,
the explanations must be completely supported by documentation. DWQ staff cannot assume that
unsupported or undocumented information is accurate. "N/A" is not an acceptable answer for any
question since the DWQ Staff reviewing the application must have an opportunity to determine whether or
not any requested information is pertinent.
All forms, guidance, worksheets, applications, etc. used must be the current versions as posted on our
web site at http:h2o.enr.state.nc.us/ncwetlands. There will soon be a web site specifically for the express
review program. Please note that it will be the applicant's or applicant's consultant's responsibility to
verify that the current versions are used. The versions posted on our web site will be considered to be
the current versions.
You are a very important part of the success of this program, if you have suggestions or clarifications
please send your comments to the Wetlands/401 Unit of the DWQ (via email at
401 [e-mail]).
Filling Out the Pre-Construction Notification Application:
The Corps of Engineers (USACE)/DWQ official, joint Pre-Construction Notification (PCN) Application
must be used as a basis for the expedited review process. The completed application should be
presented first the supporting information tabbed and collated in the same order. collated in the same
order. Using a custom format is not recommended. All supporting documentation should be presented
as tabbed appendices in the same order as the application. The open squares (?) are checklist items.
0
The following items correspond to the numbering system on the Pre-Construction Notification Form
(PCN):
USE CHECK BOXES TO TRACK PROJECT INFORMATION
SECTION I. PROCESSING
{jI?vuffIOIt) IS 1d 1 & 2. The USACE determines which Nationwide, Regional, or General Permit is
Cok1 WILY '80I6 RQucgft? BY required. If you have verified with the USACE which permit they intend to use for
MCC your project or if you already have written approval from the USACE, please
indicate by adding "verified" or "verified, attached", respectively, in the blank next
to the Permit number requested.
? Attach the USACE Approval if you have it.
?c AEC Rwrw6 akn )< 3. It is not anticipated that the expedited process will be requested for this situation.
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ppraw. ?r 4. If you propose to impact 150 feet or more of perennial stream or 1 acre or more
? R of wetland and onsite mitigation is not proposed, it is recommended that you
J1 either locate an acceptable private bank with available credits (with
(ICE documentation to show that the bank can and shall provide the credits needed)
or obtain approval from the NCWRP for the entire amount of stream and or
wetland as DWQ will make the final determination as to whether or not mitigation
applies. Please note that the USACE may have different mitigation requirements
and thresholds.
5. State whether your project will require a CAMA Minor, Major or General Permit
and give the status of the permit. go,
SECTION II - APPLICATION INFORMATION •
15 NCAC 2H .502(f) reads as follows: "Who Must Sign Applications. The application
shall be considered a "valid application" only if the application bears the signature of a
responsible officer of the company, municipal official, partner or owner. This signature
certifies that the applicant has title to the property, has been authorized by the owner to
apply for certification or is a public entity and has the power of eminent domain. Said
official in signing the application shall also certify that all information contained therein
or in support thereof is true and correct to the best of his knowledge."
Please indicate how the applicant meets the above definition and provide
supporting documentation. (Iti1WQtAL Of(EL4
04 Please provide all of the requested contact information including a fax
number and email address. 6Q 50Arttr? k4LLUT1614)l
2. X Please attach the agent authorization letter if the application is not signed by the
applicant. The agent authorization letter must be signed by the applicant. The
applicant' name and position must also be spelled out as many signatures are difficult
to read. 6cc ? A of SoemrA 4?U(t 110N)I
3. K, Please provide all of the requested contact information including a fax number and
email address. 6a 56bnKiiea kl?uo!a")
SECTION III - PROJECT INFORMATION
The following is the most critical of all the information that you must provide. The quality and detail of the
information will often determine the expeditiousness of the review. The following is a checklist of the
types of pertinent information required at a minimum:
0
0 Maps and Plans:
K The most recent version of the 1:24,000 USGS Topographic Map- Please cleanly
delineate the site boundaries, etc. on the map. If the delineation obscures any of the
features, it is recommended that a clean copy be provided. Please indicate the
quadrangle name. You can go to the USGS web site (http://mac.usgs.gov/maplists/) to
verify the most recent version.
X The most recent version of the NRCS Soil Survey Map - (required for projects within
Ab?CN?l1t 2 the Neuse River Basin, Tar-Pamlico River Basin and Randleman Lake Watershed and
recommended for all projects) - Please cleanly delineate the site boundaries, etc. on the
map. If the delineation obscures any of the features, it is recommended that a clean copy
be provided. Please indicate the page or map number from which the copy of the map
was made. Copies of the current soil survey and/or soil survey map sheets can be
obtained from the local NRCS County Office (http://www.nc.nres.usda.gov/).
X, Vicinity map - Please clearly mark the location and approximate boundaries of the
property and project on the map. Please indicate north and scale. Please include
applicable road names or State Road numbers. (%E UrA 60A? 040 N z)
X The Site Plan - The most critical map to be provided is the site plan. You must provide
full sized plans. The following is the minimum list of plans that are typically needed.
X Pre-construction/Pre-existing conditions - This sheet must be scaled and
include all jurisdictional and non-jurisdictional wetland, stream, water features,
State regulated buffers, topographic contours with elevations, approximate extent
and nature of forest, field, landscaped, or other cover. Any existing structures and
impervious area must also be shown. Existing utility lines and easements must
• also be shown. Existing roads, culverts, and other pertinent features must be
shown. North arrow and the scale must be shown. Please note that the impact
boundaries on the maps should correspond to the flagged impact boundaries in the
field.
K Proposed conditions - These sheets must be scaled and show all existing
jurisdictional and non-jurisdictional wetland, stream, water features, and State
regulated buffers must be underlain on the site plan(s). The plans must show all
built-out structures and impervious cover. The plans must include the final grading
contours with elevations. The plans must indicate all utilities and easements. It is
likely that several versions of the final built-out site plans will be necessary. The
following is a list of layers:
Drainage Plans - Final drainage plans must be included. The plans should include
the locations and pertinent elevations and sizes of the collection system and
drainage ways. All inlets and outlets must also be shown with pertinent elevations.
Scaled stormwater BMPs must also be indicated as required by DWO rules and
policies. In certain cases, final stormwater management plans must also be
provided, but that will be addressed later in this document.
X Plats - The plans must show the location and layout of all sub-divided parcels with
lot identifications. Platted parcels must be developable without further impacts to
jurisdictional and non-jurisdictional wetlands, streams, water features, and State
regulated buffers. SEC okPNN IX 8 - iatSCC>tkl OO IMPS
yjltem 5;PVL) al AU k Proposed Impacts - All impacts to jurisdictional and non-jurisdictional wetland,
Sow 0? SADAGi stream, water features, and State regulated buffers must be shown and labeled on
AO woa? 14 RPN4rA $. the site plans. All excavation, fill, flooding, stabilization, and other impacts that will
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be conducted in or near jurisdictional and non-jurisdictional wetland, stream, water •
features, and State regulated buffers must be indicated.

•
5
Wetland Impacts (on the site plan):
X Precise grading and final elevation contours must be provided. Existing vegetation and
any clearing must be specified.
X All subsurface utility lines must indicate the location of anti-seep collars. Construction
detail for anti-seep collars must be provided.
X Roadway or other crossings of riparian wetlands may require floodway culverts to
maintain existing hydrological conditions.
,H A NAk When surface drainage features or groundwater recharge areas that feed or would
reasonably feed wetlands that are not to be filled are made impervious, it may be
Pb IJ}I'ssVO? kWj necessary to direct some stormwater runoff to those areas in order to maintain hydrology.
DrVu4 ?&41U SIiE You must identify these areas and address them. Supporting explanations and discharge
information must be provided to show that the wetland would not be eroded or receive
too much or too little hydrology. In many cases this could help satisfy part of a
stormwater management plan.
Flooding (NA)
X Drainir,AAGF.
Stream Impacts:
X Stream impacts must be clearly shown on the plans. The centerline as well as the banks
of the stream must be surveyed or located by GPS for the portion of the stream to be
impacted.
• Culverting:
The inlet and the outlet of the culvert should be aligned with the stream as much as
possible. Inlet and outlet elevations and stream bed elevations should be indicated.
X Any widening of the stream must be shown with elevations. NA
X The extent of and plan details for all dissipation or grade control devices should be shown
with pertinent elevations.
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'51am For shorter culvert sections, such as for road crossings, a longitudinal cross section that
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IN- Or 04AY p x For bottomless culverts or other spans, a vertical cross section should be provided that
HAOC fa Pjli&tl) shows the minimum distance from each span to each stream bank, the stream cross
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6, ,?S7i section, the height of the span above the stream and the minimum distance from the
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C?lMJalr:l. 8o??otn. edge of each footer to each stream bank.
NA For bottomless culverts or other spans, a plan view must be provided that shows the
location of the spans and the stream banks.
?rq - For longer culverts or culverts that will pass beneath substantial impervious cover, it will
be necessary to provide adequate plan detail to show that discharge velocity/energy will
be adequately dissipated.
Y Aquatic life passage through culverts is typically achieved by placing the invert of the
culvert below the existing bed of the stream per the USACE or North Carolina Wildlife
Resource Commission guidelines. Other methods such as baffles may also be used.
Please be aware that such placement may require the use of grade/velocity control
measures up or down stream of culverts on steeper streams to prevent head-cuts or
stream bed erosion. The culvert placement relative to the stream bed can be indicated
on the longitudinal profile. Grade and velocity control measures must be indicated on the
plan view and typical designs should be provided.
1A D Multiple culverts, wide culverts or sectioned box culverts typically require the use of sills,
off-setting or other means to match the cross section of the existing stream (in order to
maintain stream stability and provide aquatic life passage). A vertical cross section of the
culverts should be shown overlain with the up and downstream stream cross section
including the stream flood-prone area.
NA [=i Impacts associated with dam construction must indicate and enumerate all fill associated
with the dam foot print, spillway and any bank stream bank stabilization. The length of
stream impounded must also be indicated and enumerated.
A Stream Relocations: (i OtNt fiZ& IfoR -'gA9 ttJk0 ' 004404 Of AMT ULt
NA ? Stream relocations must be conducted as specified in General Certification numbers
3402 and 3404 (available on the Wetlands Unit web site). Stream relocation plans must
include:
NA F; Morphological measurements (see Appendix B of the Internal Technical Guide for Stream
Work in North Carolina available on the Wetlands Unit web site) - not all of the
measurements are applicable in every instance.
NA Typical stream cross sections - Typically, a riffle cross section and a pool cross section
that includes the entire flood prone area. The bankfull and flood prove area elevations
should be indicated. Similarly, a riffle cross section of the reference stream(s) should be
provided.
NA Plan view - Provide scaled plans that show the location of the proposed (preferably with
stationing) and the existing stream. In most instances, the bankfull contours and flood
prone area contours, in stream structures, bank revetments/stabilization, channel plugs, 40
planting plan, vegetation conditions, stormwater outlets, grade controls, bridges, culverts,
sewer lines, roads, fencing, and easement lines should also be provided.
NA Longitudinal Stream Profile - A scaled profile that indicates the thalweg , bankfull, and
top of bank elevations should be provided for the design and reference streams. In many
cases, it will also be necessary to show the existing land elevations for the design
stream.
NA Planting Plan - A planting and/or vegetation management plan should also be provided
that makes use of appropriate native vegetation. The plan should indicate the extent,
density, and species of plants to be provided.
lriYlt,fCt wily y In-stream structure, bank revetment/stabilization, and stormwater outlet typicals -
o l(wi 416Sew Detailed, typical plans should be provided for all in stream structures, bank revetments or
?t?? stabilization, and stormwater outlets. The typicals should include materials and
specifications as well as relative lengths, positions, and angles.
NA Sediment transport analysis - A sediment transport analysis should be provided based
on the current, relevant, accepted practices. The sediment transport analysis should be
relevant to the stream bed load type and should predict bed load transport equilibrium.
Permanent conservation easement or similar means of protection must also be provided.
Other Information:
AMA 04-09)0 x 1. The project should always be referred to by this name in all correspondence as well
as the DWQ # once it is provided.
NA' 2. This only applies to DOT projects which are not expected to utilize the Express
Review Program.
K 3. This should be the size of the project as identified by the USACE for 404 Permits or
?j lkr AUX- -46-14 At by the Division of Water Quality for Buffer Approvals and Isolated Wetland Permits.
X 4. Please provide the name (as depicted on the USGS topographic map and DWQ
Stream Classification Lists) of the nearest water body(ies) to which your project is a
?N?R? LXa?K > SKr CM-L tributary to (e.g. "Neuse River (Falls Lake below normal pool elevation)"). (Do not
simple state "stream", "river", "ocean", "sound" or "lake".) Please provide the "stream
index number" of the named water body or water body section (e.g. "27-(1)"). Also,
please provide the full water quality classification (e.g. "WS-IV NSW CA") of the water
body. This information can be obtained from the DWQ web site
http://h2o.enr.state.nc.us/bims/Reports/reportsWB.html.
%rto X 5. Please state which river basin and sub-basin that your project is in (e.g. "Neuse River
(C?Sf P?RSI? Basin, NEU01"). This information can be obtained from the DWQ web site
http://h2o.enr.state.nc.us/bims/Reports/reportsWB.htm1.
7NIQu CR - t2 - t08 - za-`? ; ©" a- 1?_- t o8 - Z0- 4 -2 (W-1,4 Cwoa Al C-)
6. Conditions should also be indicated on the existing site plan where applicable.
Photos (including aerial photos) can be helpful in describing the existing conditions.
(yC rvRRaJtiIUEI X 7. You must provide an attachment that explicitly describes what the proposed project
will entail from the planning stage to final construction.
8. This can be a simple explanation, but it is critically important because the purpose
dictates how the no practical alternatives is reviewed.
SECTION IV - PRIOR PROJECT HISTORY
Please include copies of all 401 Water Quality Certifications, Isolated Wetland
Permits, Buffer Approvals, USACE Permits, CAMA Permits for the site as well as a
copy of the final approved, site plan.
SECTION V - FUTURE PROJECT PLANS
SC For projects utilizing the express review process, all impacts both present and
potential future must be indicated. For instance, the location or configuration of
platted lots sometimes suggests that future impacts will be necessary to build,
access, or otherwise develop such lots. Failure to account for such potential impacts
could delay or disqualify a project from the rapid review process. If you believe that
the lot can be developed without impacts, but you anticipate that your assertion may
be questioned, it is recommended that you provide a potential building foot print
and/or grading plan to show that future impacts could be avoided.
SECTION VI - PROPOSED IMPACTS TO WATER OF THE US JEE.:Q6ll&k l)tgw AJ4 L IWJ
I(E 5410. k 1. It is recommended that the individual impacts be described if there are special things
to note about the impacts. Typically the most important thing is to have detailed
accurate site plans as described above. Please make sure they are clearly labeled.
Y Please include all proposed temporary impacts.
1;g 10)a10116,tL ® Also, a current, signed delineation map from the USACE should be provided (if
p?? /??UUTW? available) and a map locating the stream origins signed by the appropriate DWQ
Staff must be provided if applicable.
tK 2. Each impact to a wetland must be clearly labeled and identified on the site plan. The
??? type of impact must be clearly stated. If the impact is temporary, a specific plan must
4 ???ADS be described or shown as to how the wetland will be restored. Keep in mind that the
USACE delineates some features as wetlands that DWQ calls streams. Please do
not list any impacts in this table that DWQ would identify as a stream. If there is any
doubt, it is recommended that the impacts be listed as streams.
}1A K; 3. Each impact to a wetland must be clearly labeled and identified on the site plan. The
type of impact must be clearly stated. If the impact is temporary, a specific plan must
/M AK go tXTiAJ be described or shown as to how the wetland will be restored. Keep in mind that the
0?5(E USACE delineates some features as wetlands that DWQ calls streams. Please list
any impacts in this table that DWQ would identify as a stream. If there is any doubt, it
is recommended that the impacts be listed as streams. Please follow current DWQ
policy with respect to whether a stream is perennial or not. It is recommended that
you assume that a stream is perennial (unless you are positive that it is not) so if
mitigation is required then the appropriate amount of mitigation would be anticipated
or requested from the WRP or private bank. If the WRP or private bank has pre-
approved too short of an amount of stream or if inadequate mitigation is proposed,
then that situation will result in delays.
4. Sometimes it is difficult to determine whether a feature is a modified natural channel
)emti 4?t1Ut w or a ditch, especially in the eastern part of the State. Soils, drainage features,
topography, and similar factors, all are important for making that determination.
X 5. Other items to address not specifically requested in the application include
Gciuw NALV Shy downstream sediment starvation, thermal pollution, low flow releases from dams, and
aquatic life passage. Other important considerations are buffer reestablishment or
mitigation around ponds on buffered streams. The site plan should include the
fDR hSN x,06 precise elevation contour of the normal pool as well as the dam foot-print. Mitigation
*J4 0
•
9
is required for wetland flooding of an acre or greater and for stream fill (if over the
150 foot threshold) under the dam foot-print and any outlet stabilization.
SECTION VI - AVOIDANCE AND MINIMIZATION t) QkO0St't 506??i? ffU AUSA(k OKRC Am
Atl?l„l?y),A Oji t1A?A.
Avoidance and minimization are critical aspects of an application particularly if you desire the application
to be processed expeditiously. The following is a check-list of avoidance and minimization questions that
DWQ Staff often look for in applications.
X Are there any stream crossings at angles less than 75° or greater than 105°? W)
x Are there any stream crossings that cross two streams above or at the confluence of those
streams? No
X. Are there any stream, wetland, water, and/or buffer impacts other than perpendicular road
crossing near the edges of the property? 16 , Wegow S at= Kow ZrJJow. IoiNUloop
a ??Tun Poi. Aa clOAR.
Y Can the stream be relocated as a natural channel design as opposed to culverted or
otherwise filled? No
Y. Is any single stream crossed more than once?
Can property access routes be moved or reduced to avoid stream, wetland, water, buffer
impacts?
Y Can a building, parking lot, etc. be realigned to avoid impacts?
Can the site layout be reconfigured to avoid impacts?
Can headwalls or steeper side slopes be used to avoid/minimize impacts? Y6. (Mi HAS 8@X ADAM,
N Can a retaining wall be used to avoid/minimize impacts? NO
X Can cul de sacs be used in place of a crossing? NA - AW6oR,I bkA Wltt, b? o5o? (o hu3s
A
IF.tvIG?
k Can lots be reshaped or have shared driveways to avoid impacts? M
If based solely on the practicable physical possibility, the answer is "yes" to any of the above questions
then you must have to provide substantial and convincing justification as to why the impacts are
necessary. If the impacts are required by a local government or other agency the claim must be
supported with appropriate written documentation from the local government or other agency. Most
projects typically involve the need to justify avoidance and minimization. If this information is not readily
available, then the express review process may not be the appropriate venue to use because the project
may be put on hold at the end of the process. Providing alternative plans (such as plans that avoid the
impact, minimize the impact and the preferred plan, similar those used in environmental assessments)
and explanations as to why the preferred plan is needed and why the alternative plans won't work are
many times helpful in the no practical alternatives review.
SECTION VIII - MITIGATION ?U AJLY $UgA?I'(l? Td Oikk 60kafAW, /rUitbAiioa
Mitigation for the Express Review Program, final mitigation plans must be presented up front. The final
plans (except for plans that propose payment into the Wetlands Restoration Fund, Riparian Buffer
Restoration Fund, private mitigation banks, or similar banking instruments) must contain detailed plans,
specifications, calculations and other supporting data that show that the appropriate mitigation will be
achieved at the ratios required. The design plans must be developed to at least the "90%" level.
Monitoring plans must be final and specific. Any means of permanent protection, such as a permanent
40 conservation easement must be provided. If you elect to use the WRP or a private mitigation bank, it is
10
recommended that you request the maximum possible mitigation amount that DWQ may require so that
you will not have to get further approval from them on short notice. The WRP and private banks are not
part of the expedited review process and cannot be expected to meet any such deadlines. There will be
no conditional expedited approvals that require final plans at a later date. It is not recommended that
innovative mitigation techniques or greater than 10% preservation be requested as part of an expedited
process.
SECTION IX
If your project requires the preparation of an environmental document under NEPA or SEPA and an
approval letter has not been issued by the State Clearinghouse, then you cannot apply under the
expedited review process. I t is your responsibility to find out if such documentation is required.
SECTION X ?R0.iK ? 5 W AW W WKKZ(A QOKM
There are many aspects of the Buffer Rules that must be addressed in every application, if applicable.
The first and most important thing to keep in mind is that allowable activities that require written Approval
from DWQ triggers a review of the entire project for compliance with the Buffer Rules.
Diffuse Flow & Stormwater Management:
Nk N The most common issues that arise involve the requirement for diffuse flow of stormwater
through riparian buffers. Basically one of three things must be indicated in regards to all
"new" stormwater that is collected and subsequently discharged. First, provisions for
diffuse flow through the protected buffer must be made. This usually involves the use of
level spreading devices designed to the latest DWQ guidance on level spreader design,
which is available on our web site. Please keep in mind that it does not matter how far a
discharge point is from a buffer. The stormwater must be flowing in a diffuse manner at
whatever point it eventually reaches the buffer. If the stormwater will not be flowing in a
diffuse manner through the protected buffer at the point it reaches the buffer, then one of
?earl,i 'toq Alfa the following options may be allowed:
AFFQ.i Mi NA V You may provide a nitrogen removing measure such as a forested filter strip,
??? grassed swale, stormwater wetland, etc. The measure employed should be
designed according to the NC DENR Stormwater Best Management Practices
13?I5 Manual or other DWQ Guidance available at http:
//h2o.ehnr.state.nc.us/ncwetlands/mitresto.html. After the nitrogen is treated, the
stormwater can be directly conveyed through the buffer with written DWQ approval.
Nq A You may discharge the stormwater to an existing man-made conveyance that
currently conveys stormwater through the protected buffer (assuming the
conveyance was not constructed in violation of the Rules) as long as that
conveyance does not need to be altered to convey the flow. Please remember that
there are no other choices. The following checklist is intended to help insure that
your application will not be deemed incomplete as a result of improper stormwater
design.
Stormwater Management (for Buffer Rules compliance only - Also, see Section XI):
Nq Yi All stormwater out-falls must be clearly shown and labeled on the site plan for projects in
? Buffered watersheds. List each out-fall as labeled: )Raw( ? W X Option 1: Level spreading devices designed to the latest DWQ Guidance, and
devices that merely control velocity but do not provide diffuse flow such as rip rap
t3Rt'ra2SFt? LAS dissipators are not proposed. List each of these out-falls as labeled on the site
plan and provide a DWQ worksheet available at
http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html:
•

11
NA X Option 2: Nitrogen removing measures designed to DWQ Standards are
OK proposed for discharges for which diffuse flow through a protected Buffer cannot be
met. List each of these out-falls as labeled on the site plan and provide a DWQ
wR worksheet available at http://h2o,ehnr,state.nc.uslncwetlandsImitresto.html:
NA x Option 3: The stormwater will be discharged to an existing man-made (not
including modified natural channels) conveyance that carries the stormwater
through the Buffer. The conveyance was not constructed in violation of the Buffer
Rules. List each out-fall as labeled:
NA X All stormwater out-fall must meet one of the options above. (Note: if you cannot check this
box your application will likely not be accepted into the express review process.)
Site Plans:
Y All applications on properties with DWQ protected buffers must clearly depict the buffers
and any impacts to the buffers on the site plans. The impact maps should clearly depict
both zones of the protected buffers and the proposed impact areas (provided in square
feet). fKM W Mo awA 60"S b?StiE
Surface Water & Buffer Delineations:
pQ Any surface waters subject to DWQ protected buffers must be field located and accurately
depicted on the site plans and impact maps. The width, dimensions and pattern of the
surface water must be delineated. The surface water location must not be taken simply
ap(WtS olj StiE from a USGS map, soil survey or local municipality's map. The buffers must be measured
from the surface water as required within the applicable buffer protection rule (e.g., all
buffers along streams subject to the Neuse Buffer Rule must be measured from the "top-of-
bank" of the stream and not the centerline of the stream). All streams must be surveyed or
located by GPS and shown precisely on the site plans.
Impact Table:
K Please provide additional impact tables that clearly state the area of impact for each
corresponding impact site. 49 KzA4Aet INA?S fxkf 5kU LWO 0 f % p44k[T4
Variances:
Projects that require the Minor and "General" Variances may be eligible for the use of the
Express Review Program. However, Major Variances are not eligible. If your project
requires a Minor or "General" Variance approval, then be sure to attach a completed Minor
or "General" Variance application.
Mitigation:
Pb Mti ialJ I% K As opposed to applications that are submitted under our regular process, final mitigation
?Ro?" A% ?W of plans must be presented up front (see requirements for Section VIII above). The mitigation
-fc *cu plans must comply with the applicable buffer mitigation rule.
SECTION XI - STORMWATER
Please provide the following information in regards to potential stormwater requirements:
X The total acreage of the site. 310.4 (acres) (51AiE OILL; WOA'AL R1R?o,? a , SrE
PM 51ii; -- S,Sf Wjws)
12
N The total built-out impervious acreage (acres) fo?- ?WQJ ACA 1-1v ( K.)
x The total area that will be disturbed (acres) Fob H01- 4 IM 70'7A (A(.)
N If the total area exceeds 20% imperviousness, the development on the site is uniform in
JOE W6 4 fpp density, and you are claim that the total impervious area is less than 30%, you must
FOi! THE provide a complete, detailed breakdown of the assumed built-out conditions. The
breakdown must be detailed enough to show that all potential impervious areas are
n?R.osw 5116" accounted for.
NA X If there are concentrated areas of development such as multi-family, commercial, cluster,
club houses, etc. that exceed 30% imperviousness and the total imperviousness for the site
does not exceed 30%, a stormwater management plan will likely be required for those
areas that exceed 30% imperviousness. Fo?, W M4 )901 et = 1.96 = 1.17,
'5.5}
X Stormwater management plans must be complete with a final design and an executed
19 "bkA o)mAT164 Operation and Maintenance Agreement. There will be no conditional stormwater approvals
>r F 1Aj" %rilorl of for the express review process that allow for approval of the final plans at a later date.
g ? f>SR. ACS Worksheets must be provided that are available at
Y OvA AbMCC( http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html.
SECTION XII - SEWAGE DISPOSAL
V. Response must be clear and detailed. Any disposal method that suggests further impacts
may be required other than those shown must be clearly addressed on the site plans.
Ngdt ( bOO Nof cNalai SeW* b15AojftL
SECTION XIII
OA Answering yes to either of these responses automatically precludes you from the express
review process. -r,,& AX, OC, GJftutAf Op 134T65 0A)5Ife;
SECTION XIV - SIGNATURE
411 Vrb gM `A, The name, position and/or title of the applicant must be in type or long hand script here with
6" ?FA4 19 the signature. It should be the same person as described in Part II.
THE '%wq AftWiioA L fbRAS" J9Vk A Or SoOKr1166AL.
When applying to use a General Certification it is important to review every condition of the Certification
to determine whether or not your project can and will meet all of the conditions. For each Certification for
which you have applied, you must list the number of each condition and specifically where the information
is provided in the application or how and why the condition will or will not be met if not otherwise
described in the application. The following format is provided for GC 3402 as an example:
A h GC 3402 for Nationwide Permit
1.
2.
3.
4.
5.
6.
7.
8.
9.
11. 0
13
12.-
13.-
14..
15.
16.
17.
18.
Remember, N/A by itself is not an acceptable answer. You must explain why you think something does
not apply.
If you have any questions about these requirements, please email the Express Review Program at
[e-mail] and include your question and phone number and the appropriate staff will
respond as soon as possible.
•
•
I•_J
OFFICE USE ONLY
Date Received Fee Paid Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
I. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
01'Y Gr 5i C54 i?tr
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
?Al t?? LOW l U009- L'r MNIJI, 6 -- 6I z Gr SiAtiCSU Air
3. Mailing Address for person listed in item 2 above:
1301 5 UNIV %W,
City: imloolu1 State: NL Zip: 29fAT
Telephone Number: ( '764 ) ? ?""35th
• 4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
5. Location of Project (street address):
X38 Al&
City: ' M-Myi r NC County:__ lb6a
6. Directions to project (from nearest major intersection):
r-A& l IM , OS -46 , V04V Z W O-1 T ax:-l O i d cry ON ?A RLA is
5rdbUAL R?6IOrJAt_ A l??a C i
is
7. Latitude: "35.-& 5 c Longitude: & ML " U) of project
8. Contact person who can answer questions about the project:
Name: bAtlla 1=11' mitma CZl.J. w Telephone Number:
II. PERMIT INFORMATION:
1. Specify whether project is (check one): New
Renewal Modification
Form SWU-101 Version 3.99 Page 1 of 4
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
• existing permit number Nil and its issue date (if known)
3. Specify the type of project (check one):
Low Density High Density Redevelop ___General Permit _Other
4. Additional Project Requirements (check applicable blanks):
CAMA Major ? Sedimentation /Erosion Control /404/401 404/401 Permit NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
j?ih'? ?+s -UILL YXLh & A SEW 6F Nri_R alISA ! tUALLi fl??1a?UAlAkyab
2. Stormwater runoff from this project drains to the Nk Usk River basin.
3, Total Project Area: ? (, acres 4. Project Built Upon Area: 17k - ?S,rl %
5. How many drainage areas does the project have? 3
• 6. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area A Drainage Area B (13-11, B-2, B-3 Drainage Area C
Receiving Stream Name Unnamed Trib to Third Creek Unnamed Trib to Third Creek Unnamed Trib to Back Creek
Receiving Stream Class C C C
Drainage Area 37.77 32.31 16.5
Existing Impervious' Area 0.2 1.1 1.8
Proposed Impervious•Area 2.8 2.7 0.6
% Im ervious* Area total 7.4 8.4 11.9
A
I
i
" S
f Draina a Area A Drainage Area B B-1, B-2 B-3 Draina a Area C
rea
mperv
ous
ur
ace Existin Pro osed Existing Proposed Existing Proposed
On-site Buildings 0.00 0.00 0.70 0.00 0.04 0.00
On-site Streets 0.23 0.93 1.04 0.00 0.39 0.33
On-site Parking 0.00 0.00 0.00 0.00 0.00 0.00
On-site Sidewalks 0.00 0.00 0.00 0.00 0.00 0.00
Other on-site 0.00 1.90 0.00 2.71 1.36 0.30
Off-site 0.00 0.00 0.00 0.00 0.00 0.00
Total: 0.2 2.8 1.7 2.7 1.8 0.6
' Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
•
Form SWU-101 Version 3.99 Page 2 of 4
7. How was the off-site impervious area listed above derived? LJIS(il C - MA h ? I(,1?51",,t? i?'?i?bi_?-_
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
The following italicized deed restrictions and protective covenants are required to be recorded for all
subdivisions, outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table
listing each lot number, size and the allowable built-upon area for each lot must be provided as an attachment.
1. The following covenants are intended to ensure ongoing compliance with state stormwater management permit number
as issued by the Division of Water Quality. These covenants may not be
changed or deleted without the consent of the State.
2. No more than square feet of any lot shall be covered by structures or impervious materials.
Impervious materials include asphalt, gravel, concrete, brick, stone, slate or similar material but do not include wood
decking or the water surface of swimming pools.
3. Swales shall not be filled in, piped, or altered except as necessary to provide driveway crossings.
4. Built-upon area in excess of the permitted amount requires a state stormwater management permit modification prior to
construction.
5. All permitted runoff from outparcels or future development shall be directed into the permitted stormwater control
system. These connections to the stormwater control system shall be performed in a manner that maintains the integrity
and performance of the system as permitted.
0
By your signature below, you certify that the recorded deed restrictions and protective covenants for this project
shall include all the applicable items required above, that the covenants will be binding on all parties and persons
claiming under them, that they will run with the land, that the required covenants cannot be changed or deleted
without concurrence from the State, and that they will be recorded prior to the sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SWU-102
Form SWU-103
Form SWU-104
Form SWU-105
Form SWU-106
Form SWU-107
Form SWU-108
Form SWU-109
is
Wet Detention Basin Supplement
Infiltration Basin Supplement
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Underground Infiltration Trench Supplement
Neuse River Basin Supplement
Innovative Best Management Practice Supplement
Form SWU-101 Version 3.99 Page 3 of 4
Aug 10 04 04:42p Statesville Planning Dept
08/10/2004 TUE 16:29 FAX [phone] WK Dickson
0
r?
VI. SUBMITTAL REQUIREMENTS
[phone] p.4
1005/005
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Regional Office.
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form tliY...._.
- One copy of the applicable Supplement Form(s) for each EMP D?K
• Permit application processing fee of 1420 (payable to NCD)NR) _?J .... _...-
t?1tL
• Detailed narrative description of stormwater treatment/ management
• Two copies of plans and specifications, including: haf _
Development/Project name
f- Engineer and firm
?- Legend
? North arrow
? Scale
?- Revision number & date
?- Mean high water line
Dimensioned property /project boundary
Location map with named streets or NCSR numbers
?- Original contours. proposed contours, spot elevations, finished floor elevations
?- Details of roads. drainage features, collection systems, and stormwater control measures
Wetlands delineated, or a note on plans that none exist
? Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
? Drainage areas delineated
Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm) _?AAI?,_n11U A6L J ILJIIJ - We IIV501?
Mailing Address:. ?IpI fag gt%( R1k?
City: RALO ( _ State: zip, 27(n17,
Phone: ( 911 Fax: ( 51q )„ ?82?/0?2
VIII. APPLICANT'S CERTIFICATION
1. (print or type name orperson listed In General Information. Item 2) ..jAV 1? (t URi?1 R.
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 21-1.1000,
Date:
.?d?
Fonn SWII-101 Version 3.99
Page 4 of 4
0
•
E Applicants Initials
DWQ Project No. 04 -t7 m
1. PROJECT INFORMATION
Project Name : %gl6_ S
Contact Person:
Swale ID: "lid t
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
ise complete the following information):
Phone Number: (9l9
"K) ft. (at least 100 ft. per tributary acre)
5.5 ac. (on-site and off-site drainage to the swale)
1. I5 ac. (on-site and off-site drainage to the swale)
Z-L fps (2 fps max.)
?. fS fps
10.1 ratio (3:1 min.)
U, w5 Rift (check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
'tyS c_ Vegetation Plan provided on plans
1?-f The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the Swale provided.
p? Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
J
•
0
3
f
a
?o
a
Z
a
a
•

13ICKSON
DWQ 401 NARRATIVE
• STATESVILLE REGIONAL AIRPORT
The following narrative supports the request for a 401 Water Quality Certification from the
NC Department of Environment and Natural Resources - Division of Water Quality. The
proposed project entails the following:
• Extending the main airport runway approximately 1850 feet (approximately
268,514 sq. feet of new impervious area).
• Constructing approximately 3770 LF of asphalt access road just east and north of
the runway (approximately 90,480 sq. feet of new impervious area).
• Excavating a large area bordering the new access road on the north side of the
property to provide fill for the extended runway. This excavated area will act as a
detention area for meeting pre- and post-development conditions peak flow
requirements for the 2- and 10-year flows.
• Removing approximately 5500 LF of existing asphalt access road as shown on the
submitted Summary of Impervious Areas Map and replacing it with grassed
pastureland.
• Removing approximately 12 residential buildings located on the southernmost end
of the project and replacing them with grassed pastureland.
A letter has been received from EEP stating their acceptance of the fee in lieu of stream
mitigation (DWQ Project No. 04-0930). A copy of this letter has been included in
is Appendix 1. A request for a 404 individual permit was submitted to USACE for the
various impacts to streams. A copy of this request letter has been included in Appendix 1.
This request is currently under review. In addition, an erosion control permit was received
from NCDENR - Division of Land Quality, dated March 1, 2004 (permit ID# IREDE-2004-
055).
The project location map, a vicinity map and the NRCS soil survey map have been
included in Appendix 2. A wetland survey was performed for the entire airport property;
however, no wetlands were identified within the project area.
The Pee Dee River, Back Creek, and Third Creek watersheds are currently not classified as
high resource, water supply, or nutrient sensitive; therefore, vegetative buffers are not
shown on the enclosed maps.
Summary of Water Quality
The permanent pools found in dry and wet detention ponds are not an acceptable design
given the proximity of airplanes. Airports have a long history of problems with waterfowl;
therefore, a water quality design with ponding water is being avoided. Therefore, grassed
swales and engineered dry swale Stormwater Treatment Practices (STP's) are being
proposed for this project because of the airport's presence. A detailed description of the
design criteria and assumptions made in the use of the grassed swales and engineered dry
swale STP's is found in Appendix 3.
so Assumed TSS removal rates for the proposed water quality improvements are as follows:
Statesville Regional Airport
WK Dickson
1-1
DWQ 401 NARRATIVE
•
STATESVILLE REGIONAL AIRPORT
• grassed swales: 35%
• engineered dry swale STP's: 50% (from Schueler)
The proposed water quality improvement measures were designed to remove 85% of the
Total Suspended Solids (TSS) for the proposed impervious areas. Included with this report
are in-house spreadsheets (see Appendix 3) that summarize the TSS supplied by the new
impervious areas and the proposed removal loadings for each of the proposed water
quality measures. This spreadsheet also summarizes the proposed new impervious areas
and impervious areas that will be removed from the project. Numerous homes, paved
driveways and roads will be removed as part of this project. This spreadsheet is based on
the "Simple Method" as described in Schueler, T. 1999. "Microbes and Urban
Watersheds." Watershed Protection Techniques. 3(1): 551-596. Exhibit 1.
A review of the NRCS soils mapping shows the following for the soils types found on-site:
• Lloyd (Lc & LO - Moderate permeability
• Cecil (Cc)- Moderate permeability
• Local Alluvial (Lo)- Rapid permeability
The proposed mean high water line will be located approximately 4 to 12 feet below the
• proposed STP practices. Therefore the proposed STP's will work as proposed without
lowering the proposed water table.
•
DWQ worksheets have been included in Appendix 3 to ensure the proper design of the
proposed grassed and engineered swales. The map titled "Post Developed Drainage Area
Map and Water Quality Improvements" has been included in Appendix 4 to support the
proposed water quality improvement measures.
Design considerations for the engineered dry swale STP were obtained from Schueler's
1996 manual "Design of Stormwater Filtering Systems" prepared in cooperation with the
Center for Watershed Protection in Maryland. A summary of these design considerations
are shown in Appendix 3.
In addition to the engineered grassed swales, a regular grassed swale (without
underground drainage systems) was used to filter stormwater runoff in Basin A. A detail of
the Swale is shown on the map titled "Post Developed Drainage Area Map and Water
Quality Improvements" (Appendix 4).
As shown in Appendix 3, the proposed dry swale STP's and grassed swale will remove
more than the minimum 85% TSS based on the new impervious areas. It should be noted,
no water quality treatment was credited at the roadway swales located along Airport Road.
Statesville Regional Airport
WK Dickson
1-2
DWQ 401 NARRATIVE
•
•
STATESVILLE REGIONAL AIRPORT
Summary of Pre- and Post-development Conditions Peak Flows
SCS hydrology and HEC-1 were used to show the proposed project will not increase the 2-
year or 10-year peak flows when compared to the existing conditions flows. Subbasins
drainage areas for the pre- and post-development conditions are shown on the drainage
area maps found in Appendix 4. Time of concentrations were developed using the
segmental method of TR-55. Weighted runoff curve numbers were developed for the pre-
and post-development conditions using methods described in TR-55. Detailed hydrologic
calculations along with HEC-1 modeling results are shown in Appendix 5. The following
table summarizes these findings:
Pre-Development Conditions
Drainage Area
# Basin Drainage Area
(acres) Time of
Concentration
(Minutes) Runoff Curve
Number
1 28.72 37.06 75.4
2 25.43 28.27 72.4
3 16.5 24.2 74.2
Post-Development Conditions
Drainage Area
# Basin Drainage Area
(acres) Time of
Concentration
(Minutes) Runoff Curve
Number
1 37.76 30.98 73.9
2 7.16 19.16 74.9
2-A 4.97 37.58 71.0
3 20.18 78.42 75.0
4 16.5 24.2 74.3
A summary of the pre- and post-development conditions flows at the project outfalls is
shown in the following table. Outfall locations are shown on the drainage area maps
found in Appendix 4.
Outfall # 2-Yr Pre- 2-Yr Post- 10-Yr Pre- 10-Yr Post-
Development Development Development Development
Conditions Flow Conditions Flow Conditions Flow Conditions Flow
(cfs) (cfs) (cfs) (cfs)
1 44 35 82 71
2 39 18 78 44
3 NA NA NA NA
A HEC-1 model with storage routing was not set up for Outfall #3 because of the relatively
small increase to imperviousness in the drainage basin. The drainage area and time of
concentrations for this basin are identical between the pre- and post-development
Statesville Regional Airport
WK Dickson
1-3
DWQ 401 NARRATIVE
0 STATESVILLE REGIONAL AIRPORT
conditions. The only change is the curve number. The pre-development RCN is
approximately 74.2 and the post conditions curve number is 74.3. This lack of change
was due to the removal of the access road and a home that will be replaced with
pastureland (grass). A model was not submitted for Outfall #3 because a HEC-1 model
would show no changes to peak flows.
Summary of Culvert Designs
All roadway culverts were sized to meet NCDOT design requirements for HW/D for the
25-year peak flow. In addition, culvert inverts at Outfall locations #1, #2 and #3 were
buried 1.0 foot per NC DWQ design guidelines. Culverts were sized using the Federal
Highway Administrations computer model HY8 and nomographs. A summary of the
culvert design is shown in Appendices 4 (Post Developed Drainage Area Map and Water
Quality Improvements) and 6.
Summary of Outlet Protection at Culverts
Rip-rap outlet protection was designed using methods described in NC DENR erosion
control manual. Nomographs assuming minimum and maximum tailwater condition were
used to size the rock and minimum lengths of the rip-rap apron. A summary of the
findings is shown in Appendix 7. A summary of the outlet culverts and protection is shown
on the Post Developed Drainage Area Map and Water Quality Improvements, Appendix 4.
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WK Dickson
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community infrastructure consultants
April 16, 2004
Ms. Amanda Jones
U.S. Army Corps of Engineers
Asheville Regulatory Field Office
Project Manager for Iredell County
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
T RA N S M I T TA L: Statesville Municipal Airport
Runway and Safety Area Extension
Individual 404 Permit Application
(ENG FORM 4345, July 97)
Dear Amanda:
• Enclosed, please find the Application for the Department of the Army Permit (33 CFR 325) for
the Runway and Safety Area Extension project at the Statesville Municipal Airport located in
Iredell County, North Carolina. Previous correspondence for this project has referenced
USACE Action ID No. 200331085.
For your convenience, we have included one bound copy of supporting documentation as
well as one unbound copy. All maps are provided on 8'/z x 11 inch paper, but we have also
included 11 x 17 copies to facilitate your review. Also, the list of adjacent property owners
highlights those properties adjacent to the three impact areas, and pre-printed mailing labels
are provided as discussed at our pre-application field meeting of 1 March 2004.
The following documents are included with the Permit Application:
• Figure 1 -Vicinity Map
• Figure 2 - Plan View Map
• Attachment A - Addresses of Adjoining Property Owners
• General descriptions of impact areas, including data forms
• Finding of No Significant Impact (FONSI) from NC DOT
Because this project is essential to airport safety and the economic vitality of the area, it is our
highest priority. We are at your disposal for additional site meetings, teleconferences, and to
•
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promptly provide any additional information needed to expedite your review. Please call me
at the number below or on my cell phone [phone]) if you have questions.
Thank you for your continued assistance in this matter.
Sincerely,
W.K. Dickson & Co., I c.
Michael Ellison
Director of Watershed Sciences
cc: Alan Johnson, NC DWQ
•
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• Table of Contents
Application for the Department of the Army Permit (33 CFR 325)
Figure 1 Vicinity Map
Figure 2 Location Map
Figure 3 USGS Topographic Map
Figure 4 Project Map
Figure 5 Impact Area 1
Figure 6 Impact Area 2
Figure 7 Impact Area 3
Summary of Existing Resources
Impact Area 1
General Description
Impact Area Map
USACE Stream Quality Assessment Worksheets
NCDWQ Stream Classification Forms
Geomorphic Data
Impact Area 2
General Description
Impact Area Map
USACE Stream Quality Assessment Worksheets
NCDWQ Stream Classification Forms
Geomorphic Data
Impact Area 3
General Description
Impact Area Map
USACE Stream Quality Assessment Worksheets
NCDWQ Stream Classification Forms
Other Investigations
General Description
USACE Routine Wetland Determination Data Form
USACE Stream Quality Assessment Worksheets
NCDWQ Stream Classification Forms
List of Adjacent Landowners
Previous Correspondence (Environmental Assessment)
r! NCDOT Division of Aviation Finding of No Significant Impact (FONSI)
Application for the Department of the Army Permit
WK Dickson & Co., Inc.
APPLICATION FOR DEPARTMENT OF I i :: ARMY PERMIT OMb i? '?'!?OVAL NO. 0710-0003
(33 CFR 325) Expires Decer..?; ?r 31, 2004
_
Public burden for this collection of information is estimated to average 10 hours per response, although the malceiiy of application should
re 5 hours or less. This includes the time for reviewing instructions, searching existing data sources, gathering and n.- )taining the data needed,
iple i;1R and reviewing the collection of information. Send comments regarding this burden estimate or any other aspen = this collection of
ation, suggestions for reducing this burden, to Department of Defense, Washington Headquarters Service Directorate of i.,formation
Operations and Reports, i 215 Jefferson Davis Highway, Suite 1204, Arlington, VA 22202-4302; and to the Office of Management and Budge;.
Paperwork Reduction Project 0-0003), Washington, DC 20503. Respondents should be aware that notwithstanding any other provision of law, ;
no person shall be subject to any pen:,iiy for failing to comply with a collection of information it if does not display a currently valid OMB control
number. Please DO NOT RETURN your font-. to either of those addresses. Completed applications must be submitted to the District Engineer
having jurisdiction over the location of the pro osed activity.
PRIVACY ACT STATEMENT
Authorities: Rivers and Harbors Act, Section 10, 33 USC 403; clean Water Act, Section 404, 33 USC 1344, Marine Protection, Research and
Sanctuaries Act, 33 USC 1413, Section 103. Principal Purpose: Information provided on this form will be used in evaluating the application for a
permit. Routine Uses: This information may be shared with the Department of justice and other federal, state and local government agencies.
Submission of requested information is voluntary, however, if information is not provided the permit application cannot be evaluated nor can a
permit be issued.
One set of original drawings or good reproducible copies which show the location and character of the proposed activity must be attached to this
application (see sample drawings and instructions) and be submitted to the district Engineer having jurisdiction over the location of the proposed
activity. Anapplication that is not completed in full will be returned.
(ITEMS 1 THRU 4 TO BE FILLED BY THE CORPS)
1. APPLICATION NO. 2. FIELD OFFICE CODE 3. DATE RECEIVED 4. DATE APPLICATION COMPLETED
(ITEMS BELOW TO BE FILLED BYAPPLICANT)
5. APPLICANT'S NAME 8. AUTHORIZED AGENT'S NAME AND TITLE (an agent is not required)
Mr. David H. Currier Michael Ellison
Planning Director
6. APPLICANT'S ADDRESS 9. AGENT'S ADDRESS
City of Statesville WK Dickson & Co., Inc.
Post Office Box 1111 3101 John Humphries Wynd
Statesville, NC 28687 Raleigh, NC 27612
7. APPLICANT'S PHONE NOS. W/ AREA CODE 10. AGENT'S PHONE NOS. W/ AREA CODE
Residence a. Cell: 919-616-6871
Business 704-878-3577 b. Business: 919-782-0495
11. STATEMENT OF AUTHORIZATION
I hereby authorize, Michael Ellison of WK Dickson & Co., Inc. to act in my behalf as my agent in the
processing of this application and to furnish, upon request, supplemental information in support of this permit application.

APPLICANT'S SIGNATU DATE A (D

NAME, LOCATION A TIO F PROJECT OR ACTIVITY
12. PROJECT NAME OR TITLE (see instructions)
Statesville Municipal Airport - Runway and Safety Area Extension
13. NAME OF WATERBODY, IF KNOWN (if applicable) 14. PROJECT STREET ADDRESS (if applicable)
Unnamed Tributaries to Third Creek and Back Creek
5805 Airport Road
15. LOCATION OF PROJECT Statesville, NC 28687
Iredell NC
COUNTY STATE
16. OTHER LOCATION DESCRIPTIONS, IF KNOWN (see instructions)
Airport Reference Point is 35°-45'-54.950' N & 80' -57'-24"250 W
17. DIRECTIONS TO THE SITE
From Interstate 40 take Stamey Farm Road exit 146. Turn South on Stamey Farm Road and go 0.9 miles to NC Highway 70. Turn East on Highway 70
go 1.5 miles to Airport Road. Turn South on Airport Road and continue .5 miles to 5805 Airport Road, Main Terminals/ Office of Statesville
nicipal Airport. See attached Vicinity Map (Figure 1).
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ENG FORM 4345, Jul 97 EDITION OF FEB 94 IS OBSOLETE (Proponent: CECW-OR)
18. Nature of Activity (Description of proje(t, include ill features)
Extend Runway 28 by 1,800' to the east and provide a 200' paved safety overrun to Runway 10 to the west for a total
runway length of 7,000'. The extended runway safety area (RSA) for Runway 28 would be constructed to a 500' length,
th the runway landing and threshold displaced 500' for a total RSA length of 1,000'. The RSA for Runway 10 would be
used of a 200' paved safety overrun and an 800' threshold displacement for a total RSA length of 1,000'. Grading
an site preparation will be required to establish required grades for the runway extension and the RSA. The Runway 28
extension will require the relocation of Airport Road and Fleetwood Road. A precision approach (ILS) to Runway 28 will
be added along with an airport approach light system installed to the east on airport property.
The known impacts resulting from the project are the piping/ bridging and filling of approximately 1,226 linear feet of
stream at various locations where roads are to be relocated and where the runway and RSA's are to be extended.
Compensatory mitigation for unavoidable stream impacts will be accomplished at Back Creek and other tributaries on
Airport property. The North Carolina Stream Mitigation Guidelines will be followed to develop a mitigation plan that
restores previously degraded resources and improves water quality.
See attached maps and other documents for impact locations and details.
19. Project Purpose (Describe the reason or purpose of the project, see instructions)
The purpose of the project is to provide a safer and more usable runway for the most demanding aircraft conducting arrival
and departure operations at the airport. The critical design aircraft for this project is the Gulfstream III (G3) business jet

aircraft. The G3 is an Airport Reference Code (ARC) C-2 aircraft. ARC C-2 represents aircraft that have wingspans from 49'
to 78' and approach speeds of 121 to 140 knots. The G3 has a wingspan of 77.8' and an approach speed of approximately
136 knots based on operational configurations. The G3 currently conducts an average of 16 operations per week (832
annually). Operations are expected to increase to 3,100 annually after January 2004, once corporate relocation of the
Lowes Headquarters and Corporate Flight Department is complete.
Construction is now underway and should be completed by December 15, 2004.
•
USE BLOCKS 20-22 IF DREDGED AND/OR FILL MATERIAL IS TO BE DISCHARGED
20. Reason(s) for Discharge
Purpose of the placement of the fill material is to establish suitable foundations for runway construction and road
relocation.
21. Type(s) of Material Being Discharged and the Amount of Each Type in Cubic Yards
14,414 cubic yards of material excavated from upland borrow areas placed as fill embankment at road crossing
22. Surface Area in Acres of Wetlands or Other Waters Filled (see instructions)
Approximately 1,226 linear feet of perennial/ jurisdictional potential stream impact due to runway extension and road
relocation.
Heavy earthmoving equipment to be used.
23. Is Any Portion of the Work Already Complete? Yes ® No ? IF YES, DESCRIBE THE COMPLETED WORK
ouses relocated or razed, soil erosion and sediment controls installed, some grading outside of regulated areas.
24. Addresses of Adjoining Propei' ' y nwners, Lessees, Etc., Whose r r:; .+ n Adjoins the Waterbody (If more than can be entered here,
please attach a supplemental list).
Address list of adjacent property owners is included.
?Cist of Other :.ertifications or Approvals/Denials Received from other Federal, Sate or Local Agencies for Work Desc ib,-, in This
Application.
AGENCY TYPE APPROVAP IDENTIFICATION NUMBER DATE APPLIED DATE APPROVED DATE DENIED
NCDENR Land Quality IREDE-2004-055 2/19/04 3/1/04
* Would include but is not restricted to zoning, building and flood plain permits
26. Application is hereby made for a permit or permits to authorize the work described in this application. I certify that the information
in this application is complete an accurate. I further certify that I possess the authority to undertake the work described herein or am
acting as the duly authorized agent of the applicant.
X X
SIG NATU APPLICANT DATE
X
SIG ATURE OF AGENT ATE
The application must be signed by the person who desires to undertake the proposed activity (applicant) or it may be signed by a duly
authorized agent if the statement in block 11 has been filled out and signed.
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18 U.S.C. Section 1001 provides that: Whoever, in any manner within the jurisdiction of any department or agency of the United States
knowingly and willfully falsifies, conceals, or covers up any trick, scheme, or disguises a material fact or makes any false, fictitious or
fraudulent statements or representations or makes or uses any false writing or document knowing same to contain any false, fictitious or
fraudulent statements or entry, shall be fined not more than $10,000 or imprisoned not more than five years or both.
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Ecos
ystem
PROGRAM
July 29, 2004
Corrects letter dated July 27, 2004
Michael Ellison
Director of Watershed Sciences
WK Dickson
3101 Johns Humphries Wynd
Raleigh, NC 27612
Subject Project: Statesville Municipal Airport
County: Iredell
The purpose of this letter is to notify you that the North Carolina Ecosystem Enhancement Program (NCEEP) is willing to
accept payment for stream impacts associated with the subject project. Please note that the decision by the NCEEP to
accept the mitigation requirements of this project does not assure that this payment will be approved by the U.S. Army
Corps of Engineers and the N.C. Division of Water Quality Wetlands/401 Unit. It is the responsibility of the applicant to
contact these agencies to determine if payment to the NCEEP for impacts associated with this project is appropriate.
This acceptance is valid for six months from the date of this letter. If we have not received a copy of the issued 404
0 mit/401 Certification within this time frame, this acceptance will expire.
Based on the information supplied by you in a letter dated June 30, 2004 the stream restoration that is necessary to satisfy
the compensatory mitigation requirements for this project is summarized in the following table. The maximum amount of
mitigation that the NCEEP will accept for this project is also indicated in this table.
Stream
(linear feet) Wetlands Riparian
(acres) Riparian Buffer
(ft)
Impacts 1,268
Mitigation Maximum 2,536
The stream mitigation will be provided as specified in the 401 Water Quality Certification and/or Section 404 Permit for
impacts associated with the subject project in Cataloging Unit 03040102 of the Yadkin River Basin. The mitigation will
be performed in accordance with the Memorandum of Understanding between the N.C. Department of Environment and
Natural Resources and the U.S. Army Corps of Engineers dated November 4, 1998.
If you have any questions or need additional information, please contact Carol Shaw at [phone].
Sincerely, ,, nn
?b?0?1aL?• .?
Deborah D. Anderson
In-Lieu-Fee Administrator
cc: Cyndi Karoly, Wetlands/401 Unit
Amanda Jones, USACOE-Asheville
Allen Johnson, DWQ Regional Office-Mooresville
File
R_Ut ruij... E ... Prod ctr' OGLY State
7*?
NCDENR
North Carolina Ecosystem Enhancement Program, 1619 Mail Service Center, Raleigh, NC 27699-1619 / 919-733-5208 / www.nceep.net
psWI<
WDICI<SON
community infrastructure consultants
July 28, 2004
Ms. Amanda Jones
U.S. Army Corps of Engineers
Asheville Regulatory Field Office
Project Manager for Iredell County
151 Patton Avenue, Room 208
Asheville, NC 28801-5006
RE: Statesville Municipal Airport
Runway and Safety Area Extension
USACE Action ID 200430969
Dear Amanda:
We have received the letter dated 20 July 2004 providing USACE and other agency comments on the
City of Statesville's individual permit application to fill streams in Iredell County. In general, the
USACE comments focus on compliance of CWA Section 404(b)(1) Guidelines for impact avoidance
• and minimization, specifically asking why pipes are proposed for streams rather than relocation and
why bottomless arch culverts are not proposed. The USACE also requests a final mitigation plan and
an acceptance letter from the NC Ecosystem Enhancement Program (EEP) agreeing to provide
mitigation at a 2:1 ratio. The applicant's response to these matters follows directly below, afterwhich
some response is offered to the comments from other agencies and the general public.
CWA Section 404(b)(1) Guidelines
Major engineering design projects such as the airport improvements and associated road relocations in
Statesville obviously go through a series of iterations before final plans are developed. For this project,
design iterations were modified at several points in the process specifically to minimize environmental
impacts. The use of bottomless arch culverts was evaluated for all three stream impact areas.
Manufacturers' cost estimates of $850,000.00 made this alternative cost-prohibitive. An example
where alternatives successfully reduced impacts is in the changes to the placement and design of the
localizer antenna at the west end of the airport (Impact Area 3). The general location and design of this
critical safety feature is governed largely by Federal Aviation Administration (FAA) regulations and
guidelines. Construction of early designs for this structure would have impacted jurisdictional nontidal
wetlands and about 270 linear feet of stream. Final designs resulted in complete avoidance of impacts
to jurisdictional wetlands, and reduced the stream impacts to about 150 feet.
Other project requirements necessitate the relocation of Fleetwood Road, which is south of the airport.
Original plans included stream crossings with about 240 linear feet of stream impacts to an unnamed
tributary to Back Creek, along with about 4500 square feet of riparian wetland impacts. Through
another series of design iterations, the design team was able to meet all applicable road design criteria
with complete avoidance of impacts to regulated resources.
• 3101 John Humphries Wynd
Raleigh, NC 27612
Tel. [phone]
Fax [phone]
www.wkdickson.com North Carolina . South Carolina • Georgia • Florida
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Avoidance and minimization opportunities were more limited at proposed Impact Areas 1 and 2.
Impact Area 1, at the east end of the runway extension, results primarily from grading to meet FAA
requirements for a mandatory extended safety area, as well as the relocation of Airport Road.
Alternative grading scenarios were considered, but no practical alternatives would meet both the FAA
requirements for the slope constraints and flat area for the safety area and the NC Department of
Transportation (NCDOT) highway design criteria for maximum longitudinal and transverse grades.
Impacts were minimized at the downstream end by using an existing culvert crossing for temporary
construction traffic. Stream relocation was also evaluated, but the massive earthworks and drainage
alterations engendered significant uncertainty regarding the potential to establish significant aquatic
habitat.
Impact minimization and stream relocation opportunities were similarly limited at Impact Area 2. All
practicable alternatives for the relocation of Airport Road involved stream crossing. Design to
NCDOT standards compelled extensive use of fill to achieve acceptable grades on either side of the
crossing, which lengthened the proposed culvert. Impacts were minimized by crossing at right angels
to the channel at a location where the valley is relatively narrow.
• Mitigation
The Statesville City Council voted to pay a fee to the North Carolina Ecosystem Enhancement Program
in lieu of independently accomplishing mitigation for unavoidable impacts. In a letter dated July 29,
2004, Deborah Anderson, In-Lieu-Fee Administrator, stated that the EEP would accept payment for
1,268 linear feet of impacts at the 2:1 ratio, for a Mitigation Maximum of 2,536 linear feet. A copy of
the letter is enclosed herewith.
Other Agency Comments
The NC Wildlife Resources Commission (WRC) provided comments on the values of the resources that
would be impacted, but does not object to permit issuance if standard WRC recommendations are
followed. Accomplishing mitigation through EEP will ensure that the "state-of-the-art bioengineering
design and construction standards" will be applied to the mitigation work as requested by WRC.
Like the WRC, the U.S. Fish and Wildlife Service (USFWS) offered comments on the values of
headwater streams. USFWS also recommends that adequate soil erosion controls and an appropriate
stormwater management plan be implemented to reduce both short-term direct impacts and long-term
cumulative effects of the project. A detailed soil erosion and sediment control plan was approved by
the NC DENR Land Quality Division in permit IREDE-2004-055. Under its contract with the City of
Statesville, WK Dickson is providing a full-time construction inspector on the project, and a critical
component of that job is to inspect all soil erosion and sediment control measures and direct
maintenance as needed. There is also a detailed stormwater management plan for the project that
complies with all applicable state and local regulations.
0
•
A response is also offered to general comments by both the WRC and the USFWS regarding the
streams impacted, particularly at Impact Areas 1 and 2. The WRC mentions that these streams are
considered to have "stable bed/banks", while the USFWS states that "headwater streams assist in
reducing sediment delivery and pollution to larger receiving streams." It should be noted that, for the
most part, past land use activities have rendered these streams physically unstable, which implies that
existing benthic habitat is unstable as well. Both channels are deeply incised gullies, and the upstream
limits of both channels are active vertical headcuts fifteen to twenty feet in height. Evidence of active
mass wasting and accelerated soil creep were observed along both streams. Field observations
indicate that approximately 8.5 tons of material is supplied to downstream reaches from each foot of
headward erosion. Following natural channel evolution processes and based on field measurements, it
is reasonable to expect these channels will produce over 350 tons of additional sediment per linear
foot of valley length as they develop natural meander patterns and geomorphically active floodplains.
Comments from Earthmark Companies
Earthmark expressed concern that mitigation occur at suitable locations and at a 2:1 ratio. Earthmark
also cited FAA guidance and suggested stream mitigation would be a "wildlife attractant" that should
not occur within proscribed distances. As noted above, mitigation will be accomplished at a 2:1 ratio,
and this will be implemented at a site suitable for EEP performance. The FAA guidance cited should
not be a consideration in any case because in-kind mitigation (stream restoration with forested riparian
buffers) would not attract wildlife likely to be a nuisance to aircraft.
Thank you for this opportunity to respond to agency and public comments on this important permit
application. If you need any additional information please call me at 919-782-0495.
Sincerely,
W.K. Dickson & ., Inc.
Michael Ellison
Director of Watershed Sciences
Enclosure
cc: David Courrier, City of Statesville
John Dorney, NC DWQ
Alan Johnson, NC DWQ
James Luther, WK Dickson

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Project: Statesville Regional Airport
Prepared by: DJK
Dated: B-17.04
L= [C..I. A

P = Rainfall depth (Inches) over the desired time Interval.
Pj = factor that corrects P for storms that produce no runoff.
Rv = runoff coefficient, which expresses the fraction of rainfall which is converted Into runoff.
C = flow-weighted mean concentration of the pollutant in urban runoff (mg/1)
A = area of the development site (acres).
12, 2.72 conversion lectors
L = load In ibs/year
P = 42 Inches
Pj = 90%
Rv = 0.05 + 0.009 (I)
I = % of site Imperviousness
C = 54.5 mg/I for Total Suspended Solids
em. /.n r..r em. 1w1
Proposed New Impervious 121,988 2.80
Total im rvious Removed 11195 0.26
Net Impervious Area to be Treated 110,773 2.5
Total Basin Area 1644826 37.76
N..In na
IA- 1- rmr emn 1-1
Proposed New Impervious 77,972 1.79
Total Impervious Removed 50965 1.17
Net Impervious Area to be Treated 27,007 0.62
Total Basin Area 879041 20.18
Supplied at Carried Over Fromj Removed at I TSS Load, lb
Basin B-1 8 B-2 rea (sq. feet Area ac
Proposed New Impervious 39 640 0.91
Total Impervious Removed 48276 1.11
Net Impervious Area to be Treated -8,636 -0.20
Total Basin Area 528383 12.13
Percent Impervious for Treatment -0.016
Supplied at Carried Over From Removed at TSS Load, lb
Current Basin Upstream Basin Current Basin Removed
Summary of All 3 Basins
Required Provided
Load TSS Ib Load TSS lb
Basin A
Basin B-3
Basin B-1 & B-2
Total
"Design of Stormwater Filtering Systems" and from NCSU.
2. Loadings leaving STP's based on the "Simple Method" as described In Schueler, T. 1999. "Microbes and Urban Watersheds." Watershed Protection Techniques. 3(1): 551-596.
Total TSS required to be removed = 0.85"existing TSS loading
Total TSS removed with proposed STP measures
LI
i rercem imoervfous for i reafinenl I U.up/ 1
• Dry Swale Design
Project: Statesville Regional Airport
Prepared by: AFM
Dated: 8-17-04
Rv = 0.05 + .009 (1)
WQV=P"Rv
P =11 inch
P = Rainfall depth (inches) over the desired time interval.
I = % of site imperviousness
Rv = runoff coefficient; expresses the fraction of rainfall which is converted into runoff.
WQV = Water Quality TreatmentVolume (cubic feet)
P = 1 inch
Rv = 0.05 + 0.009 (1)
Swale Area I R
7 WQV WQV
ac % watershed inches ft3
SW#2 13.97 15.0 0.185 0.19 4063
SW#3 18.36 11.9 0.157 0.16 2499
SW#4 14.40 1.5 0.064 0.06 3319
SW#5 13.50 13.3 0.169 0.17 8299
•
Swale Width SS Depth Area Length
ft h/v ft 2 ft
SW#2 5 3 1.0 8 508
SW#3 6 3 1.0 9 278
SW#4 6 3 1.0 9 369
SW#5 5 3 1.0 8 1037
Swale
Pretreatment
Forebay
Forebay
Forebay
WQV
I Volumes cu. Feet Length ft Width ft Depth ft ft3
SW#2 4574 60 25 3 4500
SW#3 4746 60 27 3 4860
SW#4 470 20 12 2 480
SW#5 3899 52 25 3 3900
Note: Pretreatment volume designed for 0.05 inches per impervious acre
is
• • •
Temporary Channel Liner Analysis
1
49 l^/I'-
Project: Statesville Airport
Mann
ings
Equation, Q =(A) .
0.66
Rh 0.5
S + ®1 C *t f=- C3N
Designer: AFM Engi-w, - Plartne,s - Surv.zyars
n L-t-p,:!A. hitects
Date: 8-17-04
(DEHNR)
Channel Design Chan Bot Side Side Slope Design Chan Wetted Hydraulic Mann . Channel Q Calc. Calc. Shear Temp. Perm.
Location Flow (cfs) Width Slop Length Depth Area Perim., Pw Radius "n., Slope Allow. Depth Velocity Stress Liner Liner
SW-1 (1") 8.6 7.2 45 38 1.2 105 0.3 1.0 0.4 jute mat grass
SW-2 (1") 15.2 7.0 24 19 1.3 75 0.9 2.1 0.6 straw w/ net grass
SW-3 (1 20.0 7.2 28 20 1.4 92 1.0 2.2 0.6 straw w/ net grass
SW-4 (1 7.2 28 20 1.4 92 0.9 2.1 0.5 straw w/ net grass
SW-5 (1") 14.7 6.7 22 18 1.2 67 0.9 2.1 0.6 straw w/ net grass

SWA (10yr) 21.9 7.2 45 38 1.2 105 0.6 1.4 0.7 straw w/ net grass
SW-2 (10yr) 38.5 7.0 24 19 1.3 W 75 1.5 2.7 0.9 straw w/ net grass
SW-3 (10yr) 50.6 7.2 28 20 1.4 92 1.6 2-9 1.0 straw w/ net grass
SW -4 (10yr) 39.7 7.2 28 20 1.4 112 1.6; 2.7 1.5 synthetic mat grass
SW-5 (10yr) 37.2 7.2 26 19 1.3 83 1.5 2.7 0.9 straw w/ net grass

,.7 Temporary Liners Max Perttissibb Velocitiesbr Unprotected Soil sin Ex- Channels Max. Allow. Design V for Vegetative Channels
Shear Stress, == ds
.y AllowShear St ress Material Max Perrmssibb V elocity(8/s)
ChannelSlope Soil GrassLining Petmssibb V (8/s)
Material (lb/sq ft) FineSand(noncollidl) 2.5 0-5% Sands/Silt Benuda 5.0
T = shear stress in lb/sq. ft. Tacked Mulch 0.35 Sand Loam(noncollidl) 2.5 Tall Fescue 4.5
y = unit weight of water, 62.4 lb/cu. ft. Jute Net 045 Silt Loam(noncollidl) 3.0 KYBluegrass 4.5

d = flow depth in ft
Straw w/ Net
S
th
ti
M
t
L45
2
00 Ordin Firm Loam
arY
FineGravel 3.5

5.0 me
Grass-legunertix
3.5
. y
e
c
a . C1ayMixes Bentuda 6.0
s = channel slope in ft./ft. Class A 1.25 Stiff Clay collidal
(verY ) 5.0 Tall Fescue 5.5
Class B 2.00 Graded,SilttoCobbles 5.0
KY Bluegrass
5.5
Class 1 3.40 Grass- legurne nix 4.5
Class 11 450 5-10% Sands/Silt Bermuda 4.5
Tall Fescue 4.0
KYBluegrass 4.0
Notes: Grass-legumerrix 3.0
Side slope = horiz./vert. clayMtxes
l F

Needs input Tal
escue
KYBluegrass 5.0
5.0
calculated using Dodson's
De
th and Velocit Hydrocalc model Grass-legume nix 3.5
y
p
For temporary liners with a short term of service (6 months or less), use 2-year design flow
Channel designed for 10-year event
0:\projects\char\0020223.21. RA\documents\design-calcs\2.6-h\channel-liner.xls
PRETREATMENT
(FOREBAY)
RIPRAP
INFLOW
r?
W Oil
y W
STILLING BASIN
FUNDERDRAIN
PERFORATED PIPE
V \/ W y 1 W W \/ W W

SWALE LOCATION PERFORATED UNDERDRAIN
DIAMETER (INCHES)
1 4"
2 6"
3 8"
4 6"
5 6"
BEIM=
W V/ W W W
L y V- W W
TIMBER BULKHEAD LEVEL
SPREADER
AVEL INLET TRENCH
GRASS DITCH
DRY SWALE STP
PLAN
VIEW
3:1 SLOPE OR FLATTER
WQv = WATER QUALITY VOLUME
- x-3:1 SLOPE OR FLATTER
30" PERMEABLE
SOIL
\-6" PEA GRAVEL LAYER
8" GRAVEL JACKET
4"-8" UNDERDRAIN
PERFORATED PIPE (VARIES)
cC(`TInNI
VIEW
DICKSON
community infrastructure consultants
3101 JOHN HUMPHRIES WYND
RALEIGH, NC 27612
[phone]
Office Locations:
North Carolina Georgia
South Carolina Florida
PROPOSED DRY SWALE DETAIL
WK
DICKSON
community infrastructure consultants
3101 JOHN HUMPHRIES WYND
RALEIGH, NC 27612
[phone]
Office Locations:
North Carolina Georgia
South Carolina Florida
GRASSED SWALE
SIZING DETAIL
Grassed Swale Design Criteria
40 A grassed Swale is a broad and shallow earthen channel vegetated with erosion resistant
and flood tolerant grasses. Check dams are strategically placed in the Swale to encourage
ponding behind them.
Maintenance
The maintenance considerations shall require the owner of the grassed Swale to maintain
the swales as to keep grass cover dense and vigorous. Maintenance should include
periodic mowing, occasional reseeding, and weed control. Swale grasses should never be
mowed close to the ground. Grass heights in the 4 to 6 inch range are recommended.
Fertilization of grassed swales should be done when needed to maintain the health of the
grass, with care not to over-apply the fertilizer.
Swales shall be inspected periodically for erosion and repairs made when necessary.
Design standards
• Grassed swale should only convey standing or flowing water following a storm.
• Swale area should be tilled before grass cover is established.
• Dense cover of a water tolerant, erosion resistant grass should be established.
• Bottom width should be between 2 and 6 feet. Widths up to 12 feet are allowable
with a dividing berm or structure.
• Swale cross-section should have side slopes of 3:1 (h:v) or flatter.
• Swale slope should range from 1.0 percent to 4.0 percent.
• Maximum design flow depth for water quality treatment is 4 inches.
• For depths less than or equal to 4 inches, the Manning's n value is 0.15. It varies
from 0.15 to 0.03 for depths between 4 and 12 inches. The Manning's n value is
0.03 for depths greater to or equal to 12 inches.
• Limited to velocities of 1.0 ft/s for water quality treatment, 4.0 to 5.0 ft/s for the 2-yr
storm, and 7.0 ft/s for the 10-yr storm.
• Swale length designed for a 10 minute residence time.
Special Design Considerations
As a BMP, grassed swales are limited to areas where percentage of impervious area is
relatively small.
Seasonally high water table to be greater than 3 feet below the bottom of the swale.
Check dams can be installed in swales to promote additional infiltration. Recommended
method is to sink a railroad tie halfway into the swale. Riprap stone should be placed on
the downstream side to prevent erosion.
Maximum ponding time behind check dam to be less than 48 hours. Minimum ponding
time of 30 minutes is recommended to meet water quality goals.
0
Engineered Dry Swale Stormwater Treatment Practice (STP) Design Criteria
•
Dry swales STP's are engineered grass channels that provide full treatment of stormwater
pollutants. Design generally consists of a layer of prepared sandy loam topped by dense
turf. The treated runoff is collected in an gravel/pipe underdrain system and discharged to
receiving waters.
Maintenance
The maintenance considerations shall require the owner of the grassed swale to maintain
the swales as to keep grass cover dense and vigorous. Maintenance should include
periodic mowing, occasional reseeding, and weed control. Swale grasses should never be
mowed close to the ground. Grass heights in the 4 to 6 inch range are recommended.
Fertilization of grassed swales should be done when needed to maintain the health of the
grass, with care not to over-apply the fertilizer.
Swales shall be inspected periodically for erosion and repairs made when necessary.
Design standards
• Dry Swale should only convey standing or flowing water following a storm.
• Dry swale should be designed with a pretreatment volume of .05 inches per
impervious acre at the initial inflow point.
• The preferred shape for dry swales is trapezoidal or parabolic.
• Bottom width should be between 2 and 8 feet. Widths up to 16 feet are allowable
with a dividing berm or structure.
• Swale cross-section should have side slopes of 2:1 (h:v) or flatter.
• Swale slope should range from 1.0 to 2.0 percent without check dams.
• The Swale length, width, depth, and slope should be designed to temporarily
accommodate the WQV through surface ponding that dissipates within 24 hours.
The outlet structure should be sized to release the WQV over 6 hours with
perforations in the bottom 6 inches of the pipe. The soil media should have an
infiltration capacity of at least a foot/day.
• Underlying soils shall be moderately permeable with the soil bed equal to the
swale width.
• Surface storage of WQV should have a maximum depth of 18 inches and an
average depth of 12 inches for water quality treatment. Depth should safely convey
2-yr storm with non-erosive velocity <_ 4.0 to 5.0 ft/s and swale should have
adequate capacity for 10-yr storm with 6 inches of freeboard.
Special Design Considerations
Seasonally high water table to be greater than 3 feet below the bottom of the swale.
Designed to dewater a few hours after a storm.
0
DWQ Project No. 04 - O 9 30
is DIVISION OF WATER QUALITY • GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : S r. ccs???? 96%6AL /ue-PoiLY
Contact Person: PA-4§D Y-%V_Ge'_ Phone Number: (91 ISz-0195
Swale ID: Swat
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
('80 ft.
x.93 ac.
1.4 ac.
1.3 fps
1.4 fps
4 . I ratio
0 , 02 ft/ft
gLAS5
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
• Applicants Initials
tbSk Vegetation Plan provided on plans
DiK The underlying soils are permeable and non-compacted
D'Ki Swale carries only stormwater flow
wr_ Water table depth is greater than 1 foot.
MK. Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
bSV- Check dams provided.
'blr. The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
lbsL The operation and maintenance agreement signed and notarized by the responsible party is provided.

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FILTER BLANKET
SECTION A-A
RIPRAP APRON
CONSTRUCTION SPECIFICATIONS
NOTES
1. Lo IS THE LENGTH OF THE RIPRAP
APRON.
2 d = 1.5 TIMES THE MAXIMUM
STONE DIAMETER BUT NOT LESS
THAN 6"
3. IN A WELL DEFINED CHANNEL EX-
TEND THE APRON UP THE CHANNEL
BANKS TO AN ELEVATION OF 6"
ABOVE THE MAXIMUM TAILWATER
DEPTH OR TO THE TOP OF THE
BANK, WHICHEVER IS LESS.
4. A FILTER BLANKET OR FILTER
FABRIC SHOULD BE INSTALLED
BETWEEN THE RIPRAP AND SOIL
FOUNDATION.
OUTLET
PROTECTION DETAIL
1. ENSURE THAT THE SUBGRADE FOR THE FILTER AND RIPRAP FOLLOWS
THE REOUIRED LINES AND GRADES SHOWN IN THE PLAN. COMPACT
ANY FILL REOUIRED IN THE SUBGRADE TO THE DENSITY OF THE
SURROUNDING UNDISTURBED MATERIAL. LOW AREAS IN THE SUBGRADE
ON UNDISTURBED SOIL MAY ALSO BE FILLED BY INCREASING THE
RIPRAP THICKNESS.
2. THE RIPRAP AND GRAVEL FILTER MUST CONFORM TO THE SPECIFIED
GRADING LIMITS SHOWN ON THE PLANS.
3. FILTER CLOTH, WHEN USED, MUST MEET DESIGN REOUIREMENTS AND
BE PROPERLY PROTECTED FROM PUNCHING OR TEARING DURING
INSTALLATION. REPAIR ANY DAMAGE BY REMOVING THE RIPRAP AND
PLACING ANOTHER PIECE OF FILTER CLOTH OVER THE DAMAGED AREA.
ALL CONNECTING JOINTS SHOULD OVERLAP A MINIMUM OF 1 FT. IF
THE DAMAGE IS EXTENSIVE, REPLACE THE ENTIRE FILTER CLOTH.
4. RIPRAP MAY BE PLACED BY EQUIPMENT, BUT TAKE CARE TO AVOID
DAMAGING THE FILTER.
5. THE MINIMUM THICKNESS OF THE RIPRAP SHOULD BE 1.5 TIMES THE
MAXIMUM STONE DIAMETER.
6. RIPRAP MAY BE FIELD STONE OR ROUGH OUARRY STONE. IT SHOULD
BE HARD, ANGULAR, HIGHLY WEATHER-RESISTANT AND WELL GRADED.
7. CONSTRUCT THE APRON ON ZERO GRADE WITH NO OVERFALL AT THE
END. MAKE THE TOP OF THE RIPRAP AT THE DOWNSTREAM END LEVEL
WITH THE RECEIVING AREA OR SLIGHTLY BELOW IT.
8. ENSURE THAT THE APRON IS PROPERLY ALIGNED WITH THE RECEIVING
STREAM AND PREFERABLY STRAIGHT THROUGHOUT ITS LENGTH. IF A
CURVE IS NEEDED TO FIT SITE CONDITIONS, PLACE IT IN THE
UPPER SECTION OF THE APRON.
9. IMMEDIATELY AFTER CONSTRUCTION, STABILIZE ALL DISTURBED
AREAS WITH VEGETATION.
MAINTENANCE
INSPECT RIPRAP OUTLET STRUCTURES AFTER HEAVY RAINS TO SEE IF ANY
EROSION AROUND OR BELOW THE RIPRAP HAS TAKEN PLACE OR IF STONES
HAVE BEEN DISLODGED. IMMEDIATELY MAKE ALL NEEDED REPAIRS TO
PREVENT FURTHER DAMAGE.
? MWK
DICKSON
community infrastructure consultants
3101 JOHN HUMPHRIES WYND
RALEIGH, NC 27612
[phone]
Office Locations:
North Carolina Georgia
South Carolina Florida
RIPRAP APRON
a?
b'D
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EsD
ra?
PERMANENT SEEDING SCHEDULE - MIXTURE #2M
Seeding Mixture
Species Rate (lb/ocre)
Tall fescue 40
Crown vetch 10
Korean lespedezo 10
Redtop 5
Seeding note
If occasional mowing is desired, substitute 20 Ib/ocre sericea lespedezo
Nurse plants
Between May 1 and Aug. 15 add 10 Ib/ocre German millet or 15 Ib/ocre
Sudongross. Prior to May 1 or after Aug. 15, odd 40 lb/acre rye (grain).
Seeding dates
Best Possible
Below 2500 ft: Aug. 15-Sept. 1 July 25-Sept. 15
Mar. 1-Apr. 1 Mar. 1-May 10
Above 2500 ft: July 25-Aug. 15 July 15-Aug. 30
Mar. 20-Apr. 20 Mar. 5-Moy 15
Complete seeding earlier in the fall, and start later in spring on north and
east facing slopes.
Soil amendments
Follow recommendations of soil tests, or apply 4,000 lb/acre ground ogricul-
turol limestone and 1,000 lb/acre 5-10-10 fertilizer.
Mulch
Apply 4,000-5,000 lb/acre grain straw or equivalent cover of another suitable
mulching material. Anchor mulch by tacking with asphalt, roving or netting.
Netting is the preferred anchoring method on steep slopes.
TEMPORARY SEEDING SCHEDULE - SUMMER
Seeding mixture
Species Rate (lb/acre)
German millet 40
In the Piedmont and Mountains, a small-stemmed Sudangross may be
substituted at o rate of 50 lb/acre.
Seeding dates
Mountains - May 15-Aug. 15
Piedmont - May 1-Aug. 15
Coastal Plain - Apr. 15-Aug. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 Ib/ocre ground
agricultural limestone and 750 Ib/ocre 10-10-10 fertilizer.
Mulch
Apply 4,000 Ib/ocre straw. Anchor straw by tacking with asphalt,
netting or o mulch anchoring tool. A disk with blades set nearly
straight can be used as an anchoring tool.
Maintenance
Refertilize if growth is not fully adequate. Reseed, fertilize and mulch
immediately following erosion or other damage.
SEEDING NOTE:
GROUNDCOVER SHALL BE ESTABLISHED ON EXPOSED SLOPES WITHIN 15
WORKING DAYS BUT NO MORE THAN 30 CALENDAR DAYS FOLLOWING
COMPLETION OF ANY PHASE OF GRADING. PERMANENT GROUNDCOVER SHALL
BE ESTABLISHED FOR ALL DISTURBED AREAS WITHIN 15 WORKING DAYS OR NO
MORE THAN 90 CALENDAR DAYS FOLLOWING COMPLETION OF CONSTRUCTION OR
DEVELOPMENT.
TEMPORARY SEEDING- WINTER
Seeding Mixture
Species Rate Ob/ocre)
Rye (grain) 120
Annual lespedezo (Kobe in Piedmont 50
and Coastal Plain, Korean in Mountains)
Omit annual lespedezo when duration of temporary cover is not to extend
beyond June.
Seeding dates
Mountains - Above 2500 ft: Feb. 15-May 15
Below 2500 ft: Feb. 1-Moy 1
Piedmont - Jan. 1-Moy 1
Coastal Plain - Dec.1-Apr. 15
Soil amendments
Follow recommendations of soil tests or apply 2,000 lb/acre ground agricultural
limestone and 750 lb/acre 10-10-10 fertilizer.
Mulch
Apply 4,000 lb/acre straw. Anchor straw by tacking with asphalt, netting or a
mulch anchoring tool. A disk with blades set nearly straight can be used as
a mulch anchoring tool
Maintenance
Refertilize if growth is not fully adequate. Reseed, refertilize and mulch im-
mediateiy following erosion or other damage.
Maintenance
Do not mow crown vetch. Refertilize in the second year unless growth is
fully adequate. Reseed, fertilize and mulch damaged areas immediately.
T'.rq - OESCRWMrv O?VE
REHSIONS
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AIRFIELD IMPROVEMENTS
RUNWAY 10-28 EXTENSION SITE PREPARATION
& AIRPORT ROAD RELOCATION WATER QUALITY IMPROVEMENT
FOR THE
STATESVILLE REGIONAL AIRPORT DETAILS
STATESVILLE. NORTH CAROLINA
•
STATESVILLE AIRPORT
RUNWAY EXTENSION
AND ROAD RELOCATION
STATESVILLE, NORTH CAROLINA
CALCULATIONS
WKD No. 30081.01
November 20, 2003
•
Prepared for:
City of Statesville
PO Box 1111
Statesville, NC 28677
Prepared by:
WK Dickson
616 Colonnade Drive
Charlotte, North Carolina 28205
September 16, 2003
0 C:\HFC-]\State\SDCOMPS-cover.DOC
Table of Contents
Pre Developed & Post Developed Drainage Basin Summary
Pre Developed & Post Developed CN numbers
Pre Developed vs. Post Developed Runoff Summary
Time of Concentration (Tc) Calculations Pre & Post Developed
SCS Type 11 24 I-four Storm Event Rainfall Data
Pre Developed HEC-1 Calculations for Drainage Area 1
2 Year Storm
10 Year Storm
25 Year Storm
Pre Developed HEC-I Calculations for Drainage Area 2
2 Year Storm
10 Year Storm
25 Year Storm
Detention Basin Stage-Discharge Worksheet for Drainage Area 1
Outlet Structure Detail
Post Developed HEC-1 Calculations
2 Year Storm
10 Year storm
25 Year Storm
50 Year Storm
Drainage Area 2
Post Developed I-IEC-1 Calculations
2 Year Storm
10 Year Storm
25 Year Storm
50 Year Storm
Anti Floatation Pad Calculation
Erosion Control Calculations
Sediment Basin Calculations
Ditch Calculations
Airport Road
Fleetwood Road
Runway Extension
Culvert Calculations
Riprap Outlet Protection Calculations
Drainage Area Maps
Pre Developed Conditions
Post Developed Conditions
Sediment Basin Drainage Areas
Culvert Drainage Areas
Ditch Drainage Areas
?J
Table of Contents
Pre Developed & Post Developed Drainage Basin Summary
Pre Developed & Post Developed CN numbers
Pre Developed vs. Post Developed Runoff Summary
Time of Concentration (Tc) Calculations Pre & Post Developed
SCS Type 11 24 Hour Storrn Event Rainfall Data
Pre Developed HEC-1 Calculations for Drainage Area 1
2 Year Storm
10 Year Storm
25 Year Storm
Pre Developed HEC-1 Calculations for Drainage Area 2
2 Year Storm
10 Year Storm
25 Year Storm
Detention Basin Stage-Discharge Worksheet for Drainage Area 1
Outlet Structure Detail
Post Developed HEC-1 Calculations
2 Year Storm
10 Year storm
25 Year Storm
50 Year Storm
Detention Basin Stage-Discharge Worksheet for Drainage Area 2
Outlet Structure Detail
Post Developed HEC-1 Calculations
2 Year Storm
10 Year Storm
25 Year Storm
50 Year Storm
Anti Floatation Pad Calculation
Erosion Control Calculations
Sediment Basin Calculations
Ditch Calculations
Airport Road
Fleetwood Road
Runway Extension
Culvert Calculations
Riprap Outlet Protection Calculations
Drainage Area Maps
Pre Developed Conditions
Post Developed Conditions
Sediment Basin Drainage Areas
Culvert Drainage Areas
Ditch Drainage Areas

Pre Developed & Post Developed Drainage Basin Summary
•
is
DETENTION SUMMARY
PRE-DEVELOPED BASIN DATA:
Basin Area:
PRE DEVELOPED AREA #1 28.72 acres (See Pre-Developed Map)
PRE DEVELOPED AREA #2 25.43 acres
Total 54.15 acres
Time of Concentration, Tc pre:
Basin Area:
PRE DEVELOPED AREA #1 37.06 minutes
PRE DEVELOPED AREA #2 28.27 minutes
Curve Number, CNpre:
Basin Area:
PRE DEVELOPED AREA #1 75.4
PRE DEVELOPED AREA #2 72.4
POST-DEVELOPED BASIN DATA:
Basin Area:
POST DEVELOPED AREA #1 37.73 acres (See Post-Developed Map)
POST DEVELOPED AREA #2 7.16 acres
POST DEVELOPED AREA #2A 4.97 acres
POST DEVELOPED AREA #3 20.18 acres
Total 70.04 acres
Time of Concentration, Tc post:
Basin Area:
POST DEVELOPED AREA #1 30.98 minutes
POST DEVELOPED AREA #2 19.16 minutes
POST DEVELOPED AREA #2A 37.58 minutes
POST DEVELOPED AREA #3 78.42 minutes
Curve Number, CNpost:
Basin Area:
POST DEVELOPED AREA #1 73.9
POST DEVELOPED AREA #2 74.9
POST DEVELOPED AREA #2A 71.0
POST DEVELOPED AREA #3 75.0
0
II. Calculations
1. Curve Number Calculations
A. Pre - Developed CN
Drainage Area l 28./L AU.
Area Acreage land Use HSG CN Acreage x CN fighted CN
PRE1 4.7 Impervious B 98 460.6 75.42
PRE1 24.02 Open/Residential B 71 1705.4
28.72
Drainaqe Area 2 25.43 AC.
Area Acreage land Use HSG CN Acreage x CN Weighted CN
PRE2 1.28 Impervious B 98 125.44 36
72
PRE2 24.15 Open/Residential B 71 1714.7 .
25.43
B. Post - Developed CN
Drainage Area #1 for Culvert/ Detention Pond @ Sta 12+00
Area Acreage land Use HSG CN Acreage x CN Weighted CN
PST2 4.12 Impervious B 98 403.8 73.9
PST2 33.61 Urban Open Space (includes ditches) B 71 2386.3
37.73
0
Drainaqe Area # 2 drainainq from Taxiwav and Road Drainaqe to Proposed Culvert) Detention Location
Area Acreage land Use HSG CN Acreage x CN Weighted CN
PST1 1.03 Impervious B 98 100.9 74
9
PST1 6.13 Urban Open Space (includes ditches) B 71 .
435.2
/.1b
Drainage Area # 2A DRAINAGE from Safety Area
Area Acreage land Use HSG CN Acreage x CN Weighted CN
PST1 0 Impervious B 98 0.0 71.0
PST1 4.97 Urban Open Space (includes ditches) B 71 352.9
4.y/
Drainaqe Area #3 South side of Runwav / Safety Area for Detention
Area Acreage land Use HSG CN Acreage x CN Weighted CN
PST2 2.99 Impervious B 98 293.0 75
0
PST2 17.19 Urban Open Space (includes ditches) B 71 1220.5 .
2U.1 b
0
0DETENTION SUMMARY: Computer Method Used': HEC 1
PRE VS. POST CONDITION FOR 2 YR, 10 YR, 25 YR AND 50 YR. STORM EVENTS
BORROW AREA #1 DETENTION @ STA 12+00
Area
DET Pre
(cfs) Post
(cfs) Routed
(cfs) Elevation
(ft)
2 YR 44 47 35 878.5
10 YR 82 112 71 879.58
25 YR 107 154 89 880.17
50 YR - 187 98 880.63
PRE VS. POST CONDITION FOR 2 YR, 10 YR, 25 YR AND 50 YR. STORM EVENTS
BORROW AREA #2 CULVERT NO DETENTION @ STA 21+00
Area
DET Pre
(cfs) Post
(cfs) Routed
(cfs) Elevation
(ft)
2 YR 39 18 18 0.0
10 YR 78 44 44 0
25 YR 101 63 63 0
50 YR - 75 75 0
•
E

Time of Concentration (Tc) Calculations Pre & Post Developed
E

2 Time of Ccr n ITci 9 1120;2013
Preliminary
N. Develo ed Draina a Area 1 28.72 AC.
S El
Sto
n Piw Piw R Manninps VelocM Tc Tc Tlay
Type Diameter TOP Width Depth Flow Lerpth US El- ev
D w A meter
en V.I.City Ns
min hours) )hours)
'k Ik k k kl k Wk rea
k"2 k Ws 33 71 O 56tB
t I
Sh 300 972 965 5 00217 0.240 3 36 1.49 0.0248
ee
Shaibw Ccnc 300 9655 952 5 00433 5 89 168 0.0281
v'1 iV Drch' 90 f 0 555 952.5 896 0.0916 0037 2333 018 00030
V t 'v Dace 11 5 a.0 256 896 875 00898 0 033 37 06 06177 0.3706
total 1651
Pre Develo Id Draina a Area 2 2 5.43 AC.
Pi-

Piw

R

Idanrurgs

V,t ,ity

Tc

T.
aR
Type Diameter Top Width Depth Flow Length US El- DS Elev Si- n A en ter
me Velo< (NS min hours hours
(k (kl Ik) k) IR k Nk rea W
k^2 k s
2555
04258
Sheet 700 972 959 0.0433 02x0
3.61 1.39 00231
.
Shalk-C- 300 959
4 944
916 0.0500
0610
0 033
0 9.61 0.80 0.0177
VI (V Dachl 8.0 2.0 459 94 . . . 37
16 0.54 0.0091
V7 VDncn 15.0 3.0 534 916 874 00787 0033 28.27 0.4712 0.2827
Total
1593
2 T-o of C*, (T,)
O. Post - Developed
Area A Dosl
The post time of concentration were slightly more than 5 minutes and were inserted into HEC1 as 5 minutes, due to this is more conservative.
9 s 11/20/2003
Revised Draina a Area to Culvert ^ Air ort Ro ad Sta 12.00 incl. in Flow th rough 51o D rams
Pi
R
Mar
s
Velocity
Tc
TIa9
Type Diameter Too Width DaDm Flow Length U5 Elev OS Elev
F Slope n Pipe pe lo
i
l
V
c tps (min) hours hours)
Itt (ft 1) (k (kl Ik M Itt/k Area erimeter c
a
o
ft^2 tt n/s
07
19
03176
Sneer
S 100 964 963 0.0100 0240
1.66
.
2.68
0.0447
Sha:bw Conc 300
963
959
0.0133
2
22
2.29
0.0382
VI v Cnchl 10.0 7 0 305 959 948 00361 0.055 .
0
25 0.13 0.0022
v2 V Drtcn1 ___ 5 0 1 0 66 948 915 0 5000 0 055
013
0 1
767 4712 0375 37.59 . 002 O.000d 0.0000
Pi Sb Oran 18 50 915 895 04000 . . 91
0 0 0254
V3 v D4cr,' D,orsb. Drch 50 1.0 83 895 8945 00060 0.055
1 1
767 a 712 0 375 33 53 . 0 02
0.02 00004 0 0000
P. Sb Drain 18 44 894 880 0 3182 0.0
3 . 1 60 5.23 0.0671
`; 5 v Dncnl Sb s of Borrow Area 28 0 1 0 503 880 870 5 0.0189 0.055 30.98 0.5163 0.3696
Total 771
Drairu a Area 421. Culvert/ Detention Pond Air ort Road Star 21.00 inclu di Flow lnro n Flo u ns a am um.a
'
i
Pi
R
Manning-
Velocity
7c
Te
Thg
Type Oiameter Top Width Depth Flow Length US E)ev DS El_ Stop. n pe
P pe
i
t Velocit fV- hours (hours
ttt h k k) tt R ftltt Area per
me
er y
'
In"2 M1 f is
15
28
2527
0
66 958 5 958 0 0076 0 260 . .
Sheet 276 958 954.5 O.Ot27 1e2 2.53 O.
Shalbw Conc
122
949
947
00164
0013
1.767
x712
0.775
7fi1
027 o
O
00001
Sb Dram 18
P.
?3 vDecn 21 Sb 50 10 60 947 925 0.7667 0055 7.07

31
7
O.t4
51
0
60025
0085
0
va ('e Drtcnl Drversan Drtch
PieSb Drain 18 50 1.0 40
100 925
9245 924.5
879 0.0725
Od550 0055
0017 1767 4712 0375 4010 .
87
2 .
0.06
0 38 .
00007
0 0066 C.0000
5 f v Crtcn slope across of Borrow Area
v 280 1.0 66 879 875 0.0606 0 055 . 19.16 0.3197 01916
Draina a Area 2A Safe Area
T
Diameter
Top Width
Depth
Flow Length
E
DS Eley
Slope
n
pe
pa
yoe ry) Or) ttl kfk Area perimeter Veloci Ws hours (hours
fvs
36
05727
187 j 957 0.80 0240
700 946 00367 09 162 0.0270
Snal 55 2.61 160 00266
100 1 0 250 933.5 00500 C.0 37.58 06263 03758
Total 737
Draina a Area 43 South or Runwa
Width Depth Flow Length
To
Di
t
US El-
DS Elev
Slope
n
Pipe
Pipe
R
Maminps
Velocity
T.
T.
Tlag
er
p
Type
ame
!M1f ry (tt) `M1 nt ry tt/ttl Area meter
err Velocity tt/s mm (hours) hours
(W21 or rust
a96J
06271
254 964 962.5 OD059 0.240
Srtec
Snalbw Conc 300 962.5 955 0.0250 2.55
71
0 196
25 34 00327
0 4223
': t :v DAUI ' G G 1.G 1080 955 951 0 0037 o o55 .
312 f.50 00249
-2 `V Crtcn• 5C 10 260 951 931 00714 0.055 78 42 1 3070 0 7842
TC1al 1914

SCS Type II 24 Hour Storm Event Rainfall Data
•
0
•
•
C HARLOTTE/MECKLENBURG CO .
RAINFALL DEPTHS (IN)
2-YR 10-YR 25-YR 50-YR 100-YR
TIME (HR) SCSII 3.12 4.80 5.76 6.48 6.96
1 0.0 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
2 0.5 0.0053 0.0165 0.0254 0.0305 0.0343 0.0369
3 1.0 0.0108 0.0337 0.0518 0.0622 0.0700 0.0752
4 1.5 0.0164 0.0512 0.0787 0.0945 0.1063 0.1141
5 2.0 0.0223 0.0696 0.1070 0.1284 0.1445 01552
6 2.5 0.0284 0.0886 0.1363 0.1636 0.1840 0.1977
7 3.0 0.0347 0.1083 0.1666 0.1999 0.2249 0.2415
8 3.5 0.0414 0.1292 0.1987 0.2385 0.2683 0.2881
9 4.0 0.0483 0.1507 0.2318 0.2782 0.3130 0.3362
10 4.5 0.0555 0.1732 0.2664 0.3197 0.3596 0.3863
11 5.0 0.0632 0.1972 0.3034 0.3640 0.4095 0.4399
12 5.5 0.0712 0.2221 0.3418 0.4101 0.4614 0.4956
13 6.0 0.0797 0.2487 0.3826 0.4591 0.5165 0.5547
14 6.5 0.0887 0.2767 0.4258 0.5109 0.5748 0.6174
15 7.0 0.0984 0.3070 0.4723 0.5668 0.6376 0.6849
16 7.5 0.1089 0.3398 0.5227 0.6273 0.7057 0.7579
17 8.0 0.1203 0.3753 0.5774 0.6929 0.7795 0.8373
18 8.5 0.1328 0.4143 0.6374 0.7649 0.8605 0.9243
19 9.0 0.1467 0.4577 0.7042 0.8450 0.9506 1.0210
20 9.5 0.1625 0.5070 0.7800 0.9360 1.0530 1.1310
21 10.0 0.1808 0.5641 0.8678 1.0414 1.1716 1.2584
22 10.5 0.2042 0.6371 0.9802 1.1762 1.3232 1.4212
23 11.0 0.2351 0.7335 1.1285 1.3542 1.5234 1.6363
24 11.5 0.2833 0.8839 1.3598 1.6318 1.8358 1.9718
25 12.0 0.6632 2.0692 3.1834 3.8200 4.2975 4.6159
26 12.5 0.7351 2.2935 3.5285 4.2342 4.7634 5.1163
27 13.0 0.7724 2,4099 3.7075 4.4490 5.0052 5.3759
28 13.5 0.7989 2.4926 3.8347 4.6017 5.1769 5.5603
29 14.0 0.8197 2.5575 3.9346 4.7215 5.3117 5.7051
30 14.5 0.8380 2.6146 4.0224 4.8269 5.4302 5.8325
31 15.0 0.8538 2.6639 4.0982 4.9179 5.5326 5.9424
32 15.5 0.8676 2.7069 4.1645 4.9974 5.6220 6.0385
33 16.0 0.8801 2.7459 4.2245 5.0694 5.7030 6.1255
34 16.5 0.8914 2.7812 4.2787 5.1345 5.7763 6.2041
35 17.0 0.9019 2.8139 4.3291 5.1949 5.8443 6.2772
36 17.5 0.9115 2.8439 4.3752 5.2502 5.9065 6.3440
37 18.0 0.9206 2.8723 4.4189 5.3027 5.9655 6.4074
38 18.5 0.9291 2.8988 4.4597 5.3516 6.0206 6.4665
39 19.0 0.9371 2.9238 4.4981 5.3977 6.0724 6.5222
40 19.5 0.9446 2.9472 4.5341 5.4409 6.1210 6.5744
41 20.0 0.9519 2.9699 4.5691 5.4829 6.1683 6.6252
42 20.5 0.9588 2.9915 4.6022 5.5227 6.2130 6.6732
43 21.0 0.9653 3.0117 4.6334 5.5601 6.2551 6.7185
44 21.5 0.9717 3.0317 4.6642 5.5970 6.2966 6.7630
45 22.0 0.9777 3.0504 4.6930 5.6316 6.3355 6.8048
46 22.5 0.9836 3.0688 4.7213 5.6655 6.3737 6.8459
47 23.0 0.9892 3.0863 4.7482 5.6978 6.4100 6.8848
48 23.5 0.9947 3.1035 4.7746 5.7295 6.4457 6.9231
49 24.0 1.0000 3.1200 4.8000 5.7600 6.4800 6.9600

Pre Developed HEC-1 Calculations
for
Drainage Area 1
•
0

HECI S/N: 1343002005 HMVersion: 6.33 Data File: PRE-2YR.hcl
• FLOOD HYDROGRAPH PACKAGE (HEC-11
MAY 1991
• VERSION 4.0.1E
* RUN DATE 11/20/2003 TIME 10:09:19
. u ............ ..........................
....? ............... I.......... ........
' U.S. ARMY CORPS OF ENGINEERS
• HYDROLOGIC ENGINEERING CENTER
` 609 SECOND STREET
• DAVIS, CALIFORNIA 95616
` (91G) 756-1104
x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
...........................................
... Full Microcomputer Implementation ...
by
... Haestad Methods, Inc. ...
37 Brookside Road • Waterbury, Connecticut 06708 [phone]
0
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HRC-1 KNOWN AS HEC1 (JAN 731, HF.CIGS, HECIDB, AND HEClKW
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTIZAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RAI'F,:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINI'T'E DIFFERENCE ALGORITHM

•
•
HEC-1 INPUT
L 1NE ID. ......1. ...... 2.......3.. .....4.......5. ......6.. .....7. ......8. ......9. .....10
1 ID States ville Ai rpnrL Pre Developed Drai nage Area 28.72 AC
2 ID (2 YEA R PRE-DEVELOPED)
DIAGRAM
T 2 0 0 720
4 IO 5
5 IN 5
6 PG 1 0
7 PC 0.000 0.0186 0.0378 0.0;74 0.0871 0.0994 0.1215 0.1449 0.1691 0.1943
8 PC 0.2212 0.2492 0.2790 0.3105 0.3449 0.3812 0.4211 0.4648 0 S135 0.5688
9 PC 0.6328 0.7147 0.8229 0.9916 2.3212 2.5729 2.7034 2.7962 2.8690 2.9330
10 PC 2.9883 3.0366 ].0804 3.1199 3.1567 3.190] ].2221 3.2519 3.2799 3.3061
11 PC 3.3317 3.3558 3.3786 3.4010 3.4220 3.4426 3.4622 3.4815 3.5000
12 KK DA-1 Pre Developed drainage Area 28. 72 AC
13 DA 0.0449
14 PR 1
15 LS 0 75.42
16 UD 0.3706
17 22
PAGE 1
I
IN PUT SCHEMATIC DIAGRAM OF STREAM NETWOPK
LIIlF. (V) ROU'T'ING -- UIVEFSION OR PUMP FLOW
N0. (.) CONNECTOR (?---) RE'PURN OF DIVERTED OR PUMPED FLOW
12 DA -1
(-" RUNOFF ALSO COMPUTED AT THIS LOCA'T'ION
•
0
r-j
LJ
HECI SIN: 1343002005 HMVe rsion: 6.33 Data File: PRE-2YR.hcl
+
' FLOOD HYDROGRAPHi PACKAGE (HEC-1)
MAY 1991
• VERSION 4.0.1E
RUN DATE 11/20/2003 TIME 10:09:19 +
•.....+ ....................•....... +...
Statesville Airport Pre Developed Drainage Area 28.72 AC
(2 YEAR PRE - DEVELOPED)
4 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATF. 1 0 STARTING DATE
(TIME 0000 STARTING TIME
NQ 720 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME 2358 ENDING TIME
KENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASE 23.97 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGT}i, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SUP.FA0 AREA ACRES
TEMPERATURE DEGREES FMRE14EEIT
` U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
• 609 SECOND STREET
" DAVIS, CALIFORNIA 95616
[phone]
0
RUNOFF'SUMMARY
FLOW IN C ;1 FEPPT PER SECGND
'TIME IN HOURS, AREA IN SOUARF. MILES
PEAK 'DIME OF AVERAGE FLOW FOR MA};IMUM PERIOD
OPERATION STATION FLOW PEAK
6-HOUR 24-HOUR .2-HOUR
HYDROGRAPH A'I'
DA-1 44. 2.40 6. 2. 2.
•'• 110RMAL E14D OF HEC-1
•
BASIN MAXIMUM 'TIME OF
AREA STAGF. MAX STACF.
0.04
0
s
10 Year Storm
0
to
•
HEC1 S/N: 1343002005 HMVersion: 6.33 Data File: PRE-10YR.hel
FLOOD HYDROGR.APH PACKAGE OiEC-1) "
MAY 1991
• VERSION 9.0.1E '
+ RUN DATE 11/20/2003 TIME 10:08:19
..........« ............................
` U.S. ARMY CORPS OF ENGINEERS
• HYDROLOGIC ENGINEERING CENTER
« 609 SECOND STREET
DAVIS, CALIFORNIA 95616
• [phone]
x x xxxxxxx xxxxx x
x x x x x xx
x. x x x x
xXXXxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
...........................................
...........................................
...........................................
...........................................
... Full Microcomputer Implementation ...
by
... Haestad Methods, Inc. ...
37 Brookside Road " Waterbury, Connecticut 06708 • [phone]

THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM 'CHOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN?? VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSSIREAD TIME SERIES AT DESIRED CALCULATION INTERVAL, LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
0
0
•
HEC-1 INPUT
LIVE ID.. .....]. ......2.. .....3.. .....4.. .....5. ... ...G .. .....:. ......8.. .....9. .....10
1 ID States ville Air port Pre Developed Drai nage Area 28.'72 AC
2 ID (10 YE AR PRE DEVELOPED)
DIAGRAM
T Z 0 0 720
4 10 5
5 IN 5
6. PG 1 0
7 PC 0.000 0.0259 0.0527 0.0800 0.1088 0.1386 0.1693 0.2020 0.2357 0.2708
8 PC 0.3084 0.3415 0.3889 0.4329 0.4802 0.5314 0.5871 0.6481 0.7159 0.7930
9 PC 0.8823 0.9965 1.1473 1.3825 3.2364 3.58'13 3.7693 J.8986 4.0001 4.0894
10 PC 4.1665 4.2339 4.2949 4.3500 4.4013 4, 44Bi 4.4925 4.5'.40 4.5730 4.6096
11 PC 4.6453 4.6789 4.7107 4.7419 4.7712 4.8000 4.82'73 4.8541 4.9800
12 KK DA-1 Pre Deve loped Drainage A rea 28. 72 AC
13 BA 0.0449
14 PR 1
15 LS 0 75.42
16 UD 0.3706
17 ZZ
PACE 1
-
1 J
SCHEMATIC DIAGRAM OF STREAM NETWORK
LINE
I
NP*Jr
LNE lV) ROUTING (--->1 DIVERSION OR PUMP FLOW
140. i.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW
12 DA -1
(••.) RUNOFF ALSO COMPUTED AT THIS LOCATION
•
C]
I I
HECI S/N: 1343002005 HMV-r io.: 6.33 Datj File: PRE IOYR hci
• FI,OOD HYDROGRAPH PACKAGE (HEC 1) '
MAY 1991
• VERSION 4.0.1E `
• RUN DATE 11/20/2003 TIME 10:08:19
......• ....................:...•.........
.......................................
Statesville Airport Pre Developed Drainage Area 28, .72 AC
(10 YEAR PRE-DEVELOPED)
4 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
I TIME 0000 STARTING 'LIME
NQ 720 NUMBER OF HY DROGRAP14 ORDINATES
NDDATE 1 0 ENDING DATE
NDT IME 2358 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL, 0.03 HOURS
TOTAL TIME BASE 23.97 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE. MILES
PRECIPITATION DEPTH INCHES
LENGTH. ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
U.S. ARMY CORPS OF ENGINEERS
• HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
` DAVIS, CALIFORNIA 95616
' [phone]
0
RUNOFF SUMMA
FLOW IN CUBIC FEET PER R SECOND
TIME IN HOURS, AREA IN SQUARE MILES
PEAK T114E OF AVERAGE FLOW FOR MAXIMUM PERIOD
OPERATION STATION FLOW PEAK
6-HOUR bi-HOUR -12-HOUR
HYDROGRAPH AT
DA-1 82. 2.37 12. J. 1.
••' NORMAL END OF HEC-1 •••
0
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
0.04

H EC1 S/N: 1343002005 HMVer s ion: 6.33 Data File: PRE-2SYR.hcl
' FLOOD HYDROGRAPH PACKAGE (HEC-1) "
MAY 1991
• VERSION 4.0.1E `
• RUN DATE 11/20/20D3 TIME 10:08:47
........:........• .......................
... ....................................
` U.S. ARMY CORPS OF ENGINEERS
• HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
• DAVIS, CALIFORNIA 95616
• [phone]
x x xxxxxxx xxxxx x
x x x X X xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
...........................................
...........................................
...........................................
...........................................
... Full Microcomputer Implementation ...
by
... Haestad Methods, Inc. ...
37 Brookside Road • Waterbury, Connecticut 06708 • [phone]

THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW
THE DEFINITIONS OF VARIABLES -RT1MP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM CARD WAS CHARGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATF.:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
•
I
L_J
HEC1 S/N. 2343002005 HMVer ion: 6.33 Data File: PRF.-25YR.hc1
` FL(011 HYDROGRAPH PACKAGE (HEC 1)
MAY 1991
+ VERSION 4.0.1E
+ RUN DATE 11/20/2003 TIME 10:08:47 +
.............+.....,.....................
.......................................
Statesville Airport Pre Developed Drainage Area 28.72 AC
2S YEAR, 24 HOUR RAIN EVENT
4 TO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 5 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
I TIME 0000 STARTING TIME
NQ -720 NUMBER OF HYDROGRAPH ORDI14ATES
NDDATE 3 0 ENDING DATE
NDTIME 1155 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAI. 0.08 HOURS
TOTAL TIME BASE 59.92 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
H, ELEVATION DEPTH INCHES
LENGTH, FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
NO PRECIP DATA PER 22, ASSUMED ZERO
' U.S. ARMY CORPS OF ENGINEERS
' HYDROLOGIC ENGINEERING CENTER
* 609 SECOND STREET
• DAVIS, CALIFORNIA 95616
[phone]
0

HF.('1 SIN: 134301)'005 HMVersion: 6.33 Data File: PRE-2YR.hcl
` FLOOD HYDROGP.APH PACKAGE (HEC- 1)
MAY 1991
VERSION 4.0.1E
• RIJN DATE 11/20/2003 TIME 10:30:59
` U.S. ARMY CORPS OF ENG114EF.RS
` HYDROLOGIC ENGINEERING CENTER
• 609 SECOND STREET
• DAVIS, CALIFORNIA 95616
• [phone]
x x Xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x. x x x x x
x. x xxxxxxX xxxxx xxx
...........................................
...........................................
...........................................
...........................................
... Full Microcomputer Implementation ...
by
... Haestad Methods, Inc. ...
...........................................
...........................................
37 Brookside Road • Waterbury, Connecticut 06708 • [phone]
•
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDS, AND HECIKW
THE DEFINITIONS OF VARIAD LES -RT IM P- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
TIIE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
is
•
•
iI F.C-1 INPUT
I, I NF. ID.. .....1.. .....2.......7.. .....4.. .....5.. .....6.. .....7. ......8. ......9. .....10
1 ID Statesv ille Airpor[ Pre Develop ed Drain age Area 25.43 AC
2 ID l2 YF,Ak PRE - DEVELOPED)
DIAGRAM
3 1T 2 0 0 720
4 IO
5 IN 5
6 PG 1 0
7 PC 0.000 0.0186 0.0378 0.0574 0.0871 0.0994 0.1215 0.1449 0.1691 0.1943
8 PC 0.2212 0.2492 0.2790 0.3105 0.3444 0.382 0.4211 0.4648 0.5135 0.5688
9 PC 0.6328 0.7147 0.8229 0.9916 2.3212 2.5729 2.7034 2 962 2.8690 2.9330
10 PC 2.9883 3.0366 3.0804 3.1199 3.1567 3.1903 3.2221 3.2519 3.2799 3.3061
11 PC 3.3317 3.3558 3.3186 3.4010 3.4220 3.4426 3.4622 3.4815 3.5000
12 KK DA-2 Pre Developed Drainage A rea 25.43 AC
13 BA 0.0397
9 PR 1
15 I,S 0 72.36
16 UD 0.2827
17 ZZ
PAUL' 1
0
SCHEMATIC DIAGRAM OF STREAM NETWORK
INPUT
LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW
NO. (.) CONNECTOR (<-) RETURN OF DIVERTED OR PUMPED FLOW
12 DA-2
(•••) RUNOFF ALSO COMPUTED AT THIS LOCATION
•
0

HECI S/N: 1343002005 IIMVCrsion: 6.31 DaLa File: PRE-2YR.hc1
• FLOOD HYDROGRAPH PACKAGE ?HEC-1)
MAY 1991
` VERSION 4.0.1E '
• RUN DATE 11/20/2003 TIME 10:30:59 `
.........................................
........ ...............................
Statesville Airport Pre Developed Drainage Area 25.43 AC
(2 YEAR PRE - DEVELOPED)
4 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. 14YDROGPAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 720 NUMBER OF HYDROGRAPH ORDINATES
NODATE 1 0 ENDING DATE
NDT IME 2358 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASE 23.97 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
0 FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE.-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
' U.S. ARMY CORPS OF ENGINEERS
' HYDROLOGIC ENGINEERING CENTER
• 609 SECOND STREET
• DAVIS, CALIFORNIA 95616
• [phone]
0
RUNOFF I. SUMMARY
E PER
FLOW IN CUBIC FEET PER SECOND
1,IMI: IN HOURS, AREA IN SQUARE MILES
PEAK TI hi F. OF AVERAGE FLOW FOP. MAXIMUM PPRIOD
OPERATION STATION FLOW PEAK
6-HOUR 24-HOUR 72 HOUR
HYDROGRAPH AT
DA-2 39. 2.30 I. I.
•• NORMAL. END OF HEC-1 -
•
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
0.04

C
HEC1 SIN : 1392002005 HMVersion: 6.33 Data File: PRE-IOYR.hcl
• FLOOD HYDROGRAPH PACKAGE (HEC-1)
MAY 1991
VERSION 4.0.1E '
• RUN DATE 11/20/2003 TIME 10:11:38 "
..+ .........................+........+...
.......................................
• U.S. ARMY CORPS OF ENGINEERS
• HYDROLOGIC ENGINEERING CF.N'r ER
• 609 SECOND S'T'REET
• DAVIS, CALIFORNIA 95616
' [phone]
x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x. x
x x xxxxxxx xxxxx xxx
...........................................
...........................................
...........................................
...........................................
... Full Microcomputer Implementation ...
by
... Haestad Methods, Inc. ...
...........................................
...........................................
.............................. .............
37 Brookside Road • Waterbury, Connecticut 06708 • [phone]
•
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECI (JAN 73), HECIGS, HECIDB, AND HECIKW
THE DEFINITIONS OF VARIABLES -R'FIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT S'T'RUCTURE.
THE DEFT NI T ION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAYBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
0

•
HEC I INPU':
LINE' ID.. ..... 1. ...... 2........3.. .....4.. .....5.. .....6.. .....7. ......8. ......9. .....10
1 ID States ville Airport Pre Develop ed Drain age Area 25.43 AC
i. ID (lU YE AR PRE-DEVELOPED)
'DIAGRAM
3 IT 2 0 0 720
4 IO 5
N 5
PG I 0
7 PC 0.000 0.0259 0.0527 0.0800 0.1088 0.1386 0.1693 0.2020 0.2357 0.2708
8 PC 0.3084 0.3475 0.3889 0.4329 0.4802 0.5314 0.5871 0.6481 0.7159 0.7930
9 PC 0 .E823 0.9965 1.14'73 1.3825 3.2364 3.5873 3.7693 3.8986 4.0001 4.0894
10 PC 4.1665 4.2339 4.2949 4.3500 4.4013 4.4481 4.4925 4.5340 4.5730 4.6096
11 PC 4.6453 4.6789 4.7107 4.7419 4.7712 4.8000 4.8273 4.8541 4.8800
12 KK DA-2 Pre Developed Dra inage A rea 25.43 AC
13 BA 0.0397
14 PR 1
15 I'S 0 72.36
16 UD 0.2827
1.1 zz
PAGE I
is
• I N PU ; SCHEMATIC DIAGRAM OF STRF.A1 NETWORK
'
LI14E (V) ROUTING (- ->) DIVERSION OR PUMP FLOW
NO. ( . ) CONNECTOR (--- 1 RETURN OF DIVERTED OR PUMPED FLAW
12 DA-2
(-") RUNOFF ALSO COMPUTED AT 'CHIS LOCATION
0
0

HF.C1 SiN; 1343002005 HMVersio- 6.33 Data File: PRE-10YR.hc1
FLOOD HYDROGRAPH PACKAGE (HEC-1)
MAY 1991
VERSION 4.0.1E
RUN DATE 11/20/2003 TIME 10:11.38
..........x ...............................
...................... ............x.x•.
Statesville Airport Pre Developed Drainage Area 25.43 AC
(10 YEAR PRE-DEVELOPED)
4 10 OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT C014TROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
I T IME 0000 STARTING TIME
NQ 720 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDT IME 2358 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASE 23.97 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
• LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
• U.S. ARMY CORPS OP ENGINEERS
• HYDROLOGIC ENGINEERING CENTER
• 609 SECOND STREET
• DAVIS, CALIFORNIA 95616
• [phone]
0
E
•
OPERATION STATION
HYDROGRAPH AT
DA -2
+++ NORMAL END OF HEC-1 +++
RUNOFF S'UMMA.RY
FLOW IN CUBIC FEET FER SF.CGIJD
'T'IME IN HOURS, AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
FLOW PEAK
6-HOUR 24 HOUR 72 HOUR
/H. 2.30 9. 2. 2.
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
0.04
/ 1

HE"I S/N: 1343002005 HMVersion: 6.33 Rita File: PPE-25YR.hul
' FLOOD HYDROGRAPH PACKAGE (HEC 1)
MAY 1991
• VERSION 4.0.1E
' RUN DATE 11/20/2003 TIME 10:12:07
......• ......... ........•................
.......................................
• U.S. ARMY CORPS OF ENGINEERS
• HYDROLOGIC ENGINEERING CENTER
609 SECOND STREE'
` DAVIS, CALIFORNIA 95616
• [phone]
x x xxxxxxx xx.xxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
...........................................
...........................................
...........................................
...........................................
... Full Microcomputer Implementation ...
by
... Haestad Methods, Inc. ...
37 Brookside Road • Waterbury, Connecticut 06708 • [phone]
•
'PHIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HECIDB, AND HECIKW
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM 'CHOSE USED WITH THE 1973-STYLE INPUT S'T'RUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE. , SINGLE EVENT DAMAGE: CALCULATION, DSS:WRITF. STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
0
HEC I INPUT PACE 1
LItJE ID.. ..... 1. ......2...... .3....... 4. ......5.. .....6.. ..... 7 ..... . .H. ......9. .....10
1 ID Statesville Airport Pre Develo ped Drain age Area 25.43 AC
2 ID 25 YEAR. 24 HOUR RAIN F.`ENT
3 1T 0 0 720
4 10
5 I tJ
6 PC; 1 0
7 PC 0.000 0.0301 0.0617 0.0936 0.1273 0.1622 0 L981 0.2364 0.2758 0.3169
B PC 0.3609 0.4066 0.4551 0.5065 0.5619 0.6218 0.6869 0.7583 0.8377 0.9279
9 PC 1.0324 0.1660 1.3424 1.6176 3.,869 4.19'74 4.4104 4.5617 4.6805 4.7850
10 PC 4.8752 4.9540 5.0254 5.0899 5.1498 5.2047 5.2566 5.3057. 5.3508 5.3937
11 PC 5.4353 5.4747 5.5119 5.5484 5.5827 5.6164 .x.6483 5.6797 5.7100
12 KK DA 2 25.43 AC. DRAINAGE AREA Draining to Prop osed Cu lvert Location
13 BA 0.0397
14 PR 1
15 LS 0 72.36
1G UD 0.2827
17 ZZ
•
Il ?'
u
r-1I
J
HEC1 S/N 1743002005 HMVersion: 6.33 Data File: PRE-25YR.1111
• FLOOD HYDROGRAPH PACKAGE (HEC-1)
MAY 1991
• VERSION 4.0.1E
• RUN DATE 11/20/2003 'L'IME 10:12:07
.........................................
.......................................
Statesville Airport Pre Developed Drainage Area 25.43 AC
25 YEAR, 24 HOUR RAIN EVENT
4 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
FIMIN 5 MINUTES IN COMPUTATION INTERVAL
I DATE 1 0 STARTING DATE
I T IME 0000 STARTING TIME
NQ 720 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 3 0 ENDING DATE
NDT'IME 1155 ENDING TIME.
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL O.OB HOURS
TOTAL TIME BASE 59.92 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TF,M PF.RATURE DEGREES FAHRENHEIT
NO PRECIP DATA PER 22, ASSUMED ZERO
U.S. ARMY CORPS OF ENGINEERS
` HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
• [phone]
0
•
E
RUNOFF Sl'MMARY
PLOW IN CUBIC FEPT PER SECOND
TIME IN HOURS, AREA 114 SQUARE MILES
PEAK TIME: OF AVERAGE FLOW FOR MAXI14TI PERIOD
OPERATION ',TAT I ON FLOW PEAK
"2-HOIIK
G-HOUR 24HOUR
HYDROGRAPH AT
DA-2 101. 2.25 12. 1. 1.
- NORMAL EIID OF HEC-1 "'
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
0.04
•

Detention Basin Stage-Discharge Worksheet
for
Drainage Area 1
0
0

DETENTION BASIN STAGE-DISCHARGE WORKSHEET
Test Detention Pond Analys is
WK Dickson
TTOM RISER (SLAB-TYPE) INFORMATION OUTLET BARREL INFORMATION EMERGENCY SPILLWAY INFORMATION
INLET ORIFICE INFORMATION BO -
Diameler = 54 In
it
Crest Betatron 881.0 it
Cd = 0.6 Total YJeu Length = 6 Cw - 3
= in
C-,,. 0.00 Openin9 Height = i.5 It L = 54 It
= 24 It
A
= 0
0000 Riser Elevation = 877 0 it n = U013 L
z,,_,
.
. C = 3.0 K, = (15
Number of Cnfices = 4 Opening Area 9.00 h"2 K.' - Y
0
0 tt Ka = 0.7 BASIN DAM/BERM INFORMATION
Vemcal Length = .
. Area = 15.904 ft' Dam Elevation = 8820 h
Perimeter = <s 14.13T tt Cw 3
Hyd Radius = ..:.1.125 ft L = 590 " ft
0.23
TO P RISER
(SLAB-TYPE) INFORMATION
Tcla! Weir Length = 8 _ tt
Opening Height = 0.5 It
Riser Elevation = 879.3 ft
C= 30
Opening Area = 3.00 1112
Vertical Length - - 2.3 tt
0 , 12 ZC04
(-.) (2) (3) (4) (5) (6) (6a) (6h) (60 (7) (8) Iv) t, er
a r.,ar
O .--. -,
el
0plpe
spillwa
Oda.
total0
Elevation
In) area
Ift"21 area storage
(acres) !tt^31 Accu. storage
In"J) 0n+_.
(ci s)
0,n,. Dion..
(ds)
a,+w ono.. D,+w ann..:wi
(cfs) (cfs)
0
0w,.. a••1 Dnnnlw rl
Icfs) (cfs)
000 000
0w,..
(cfs)
0.00
.- o-Mr
(cfs)
000
w...I?.l
(cfs)
000
)
s
(cfs)
0 00
(cfs)
G 00
Icfs)
0 00
Icfsl
0 00

9i7
0
9780

73
t 7514

C
00
0009
0 602 6943
8943 000
000 0 00
0 00 00 0 0
0 00
1800 43 73
5091 51 28
8 00
5091
0 00
0 00
0 00

000
7

9
W
18 00

50 91
0 00

000
G 00

O CO 1
8 00

SC 91
ig
0
600 65639
7220 157
6
048 3
1
1 657 58920 40519
99439 000
0 GO 000
0 00 0 00 000
000 0.00 93 53 7506
86 67 'S O6
86 67 1 OSd
39 90 12 09
18 83 7
8 85 60
105 50 000
0 00 0 CC
000 85 60
t OS 50
81 0
820 79702
82608 1 830' 5951
1 896 81155 175390
256545 0 00
000 000
C 00 0 00 0.0
0 0 OC 16400
201 25 9690 6 0 73 e6 23 -4 6
2, 120 53 i2.G0 0 00 192 E3
RISER BOX (SLAB-TYPE)
INLET ORIFICE PROPERTIES WE IR PROPERTIES
Gen Eqt: 0 = CaA,,,r,.,(29H)o ° Gen Eqt 0 = CLH"
0 = discharge (cfs) 0 = Discharge (-Is)
A__ = cross-seLlion of orifice
plate opening (ft') C = weir discharge coefficient
C, = onfce discharge coeffi-fil L = weir crest length (h)
H = head (height) from center of
pipe to water surface (it) H = head (helgnt) above weir crest ift)
RISER BOX (SLAB-TYPE)
ORIFICE PROPERTIES RISER BARREL PROPERTIES
Gen Eqt: 0 = CaA.,in.,(2gH)05 Gen Eqt 0 = [(2gh/Kr)O)A
Q ,C, = (same as previous egls) (same as previous eg15 )
Aa,,,.. = area of opening between slab
and riser box (It") A = cross-section alea of pipe (tt
H = head (height) from Center of openin g Kr = total loss coefircient = (K. • K.. Ke
to water surface (h) K)
K„ K. K, = entrance. exn, bend coefl5.
K, = friction coef = (2gn'L; (I 452'R- ?
Budget Self Storage 1122004
Test 1-12-04 Oetbas-wkshl multiple enfices. XLS P,I# 00101
C
Outlet Structure Detail
0
9
•

•
882.00
jj? TOP OF BERM NOTE,
r FOUR (4;

TRUCTURE
F
S
TC? O
AND WEIR
6 FOOT INSIDE DIMENSION SQUARE
6 FT x 0.50 FT WEIR OPENING 879.80 PRECAST STRUCTURE WITH EXTEN1
WEIR ELEV 879.30 TOP OF WEIR BASE SLAB
879.30
80T T OM CF WEIR
6 FT x 1.5 FT WEIR OPENING 578-50
'HEIR ELEV 877.00
TOP OF WEIR

\\ \\? \\ \\ \\
8 7 7.00 \
TTOM OF POND \
i / BO
& INVERT CF WEIR

"
6 OUTLET PIPE
54
f 54 LF -54" F.CP (9 0.5C9
I
/ I
\ 7.0'x7.0'x1.75' CONCRETE
ANTI FLOTATION PAD
873.27
6Ol,Qm Ur ?.v :Vw.\?-"l\l.
INV OUT OF 54 RCP
FRONT VIEW
NOT TO SCALE OUTLET STRUCTURE DETAIL
NOT TO SCALE
OUTLET STRUCTURE #1 DETAIL
BORROW AREA #1
)ED
s
Post Developed HEC -1 Calculations
for
Detention Pond at Airport Road Sta 12+00
•
•
III"l I'.:7 0-B0= HMVCr:i u,,: t.31 Data File: da_-2/r.hc]
' F-Ll1:iD HY [•ROGNAPH PACKAGE ;I!::C-1; '
' :SAY ..'? ]
VER5i0N 41).IF.
RUW DATE 41/12/2004 fIMF ll:i?1:26
........................:................
x x xxxxxxx xxxxx x
r, x x x x xx
x. x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
U.S. ARMY CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER.
' 609 SECONIi STREET
DAVIS, CALIFORNIA 95616
(916) 7116-I1ui
...........................................
...........................................
...........................................
... Fu13 Microcomputer ImplemenCalion ..,
by
... Hae,tad Methcds, lnc. ...
i7 Brookside Road ' Waterbury, Connecticut 06IOB (203)
755-1ti66
•
THIS PROGRAM REPLACES AIL PREVIOUS VERSIONS OF HF.C-I KNOWN AS HEC1 (JAN 13), HECIGS, HECIDB, AND HECIKW
'HE, DEFINITIONS OF VAMAB'.,F.S -RTIMP- 114D -R.TIOR- HAVE CPANGED FROM THOSE USED WITH THE. 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -A1SKK- ON RM-CARD WAS CI{ANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
Ii F'.W OPTIONS: UAI?BREAK OUTI'LOY7 SUBMERGENCE SINGLE F:VENT f,.4DIAGE CALCULATION, I155:WRITE STAGE FREQUENCY,
DSS:PEAD TIME SERIES T,T DESIRED CALCULATION INTERVAL LOS., RAT'E:GREEN AND AMPT INFILTRATION
K IFt EIIATIC WAVE: NEW F'INITP; DIFFERENCE A.LGORI TIM
1]

i.I iJE Il!.. .....1. ......2.. .....?. ......4.......'?. .,....i .. ..... ... ................ .....1C
1 IU Drdiru ye Area .,,12 -OD AtrporC Ito,id
ID YFA R STOPV)
' I; I A G KAKI
i"f 2 0 720
;O
IN
6
f 1 0
- C 0.000 G.C16S 0I 0.0512 C'. 06'16 0. 9H 86 D,;09f O.i29? G.15U7 0.1732
H I- 0.1972 0.2221 0.2487 0.2'67 0 . sU70 0.339, 0.37,3 u.414'. 0.9577 0. 5G7U
v FC U, 5t 41 0.6471 0.733"? 0.0839 2 0692 2.79J5 2.40 J':1 2.49,'6 1S 1.6146
i0 PC '.6ti39 7069 2.'7459 2.7012 22.013'7 2.8419 2.8773 2,.89tJll 2.9238 2.9972
11 1 7..96'!9 2.9415 3.0117 3.0317 304 ?.0668 3.0865 1,1035 3. 12U0
i2 KK DA-1 [,RAINAGF. ARE,. D RAINING TO Sta 12 00 Airp ort R::,??: 37,73 A.C
13 BR 0. 05H9
14 [R 1
75 ',S 0 73.90
i 6 U[I 0. "10!34
17 KK PONDI CETENTIO N POND LOCATED AT CULVER T UNDER AIRPORT RUAD Sta 12+00
18 Kdi POND I
i9 RS 1 ELFI'J 877. q0
20 SA 0.00 0.402 1.048 1.651 i.H30 1.896
21 .. 677 878 P79 8+30 081 882
?2 S- 0 .UO 18.00 50.91 65.60 1G5.50 192. G3
3 Z...

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to
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DA -I
]7 PGND1
("' I RUNOI F ALSO; COMPUI Ell AT THIS l-'1(]AT1 )F1
I,
W
r
HEC] .1'IJ' I -(I C, • PSfJe e;, ten: E.33 Data F11e: d.,I r.I,,I

' F:,oCC H' i i'I:J6'vf,l'i; PACKAGE IR'c:C-1;
MAY 1991
• VE'RF :ON 4.0.IF
R:JN RAT.`
........... 01/17:1004 'I'IM4: 1124:26
. ........ .. .......... .........
Drainage Area 1 Sca 12*00 Airport Road
12 YEAR 5TORN,
4 10 OUTPUT CONTROL VARIABLES
IPRNT PRINT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDIIOGRAPH PLOT SCALE
17 HYUROGRAPII TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IRATE , 0 STARTING DATE
ITIME 0000 STARTING TIME
NQ 720 NUMBER OF HYDPOGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIME I35A EllI,MG TIME
ICENT 19 CENTURY MARK
COMCUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASE 2:3.91 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
F'RECIPITP.110 DEPTH INCHE
LENGTH, ELEVATION FEET
FLOW CIIHIC FEET PEP SECOND
VOLMME ACRE-FEET
0 IiACF. AREA AREA ACRES
SURFACE
1, RAT URE DEGREES FP.HRENHLIT
U.S. ARMY 7ORFS OF ENGINEERS
HYF*OLOGIC ENGINEERING CED;TER
509 SECOND S'IRF.E'I
• UAV_`S, CALIFORNIA 95616
1916) "156-1104

R!':JO i?F Sl?'?ihA.PY
FLC'rv IN <_I)iflC FF,: k:'1 k'Eii ?F^OHD
TI1" ':: IN i'.OJRS, ARB'.A IN SQ11ARF: MILE -]
PEAK 'I IMF OF AVLRAGE FLOW F,',P I- M"',',
OPEi:M IOtJ S'.ATI DO FI.(JW PERK
.l-il()UR 21-II017f! ii.-HOl'R
HY!)ROGFJAPIi AT
nA-1 47. 2.11 6. .. 2.
ROUTEU TO
PON fit 35. 2.50 6. 7. _.
BASIN 14AX IMUM T711E OF
Ai,fA STAGE hL4X STAGE
0.06
0 . () 6
8.73.52 2.50
"• 1,_OR:1AL LIIJ OF IIEr..1 •.

C
•
10 Year Storm

to
IIECI C;la: _343007D') 5 IIMVer s4 on: 6.33 i,ato I:ll^: dal-10yr.hcl
L---j
I L;C ?I1 DROCPA PH I'ACFA1:F (HEC-11 '
IUCi 1991
• VERSION 4 . 0 . I E
'
RUN DA'Z'E 1i1 2064 'CI MF. 11:23
.................. .......................
x x xxxxxxx xx.xxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x. x x
x x xxxxxxx xxxxx xxx
?..?. ARM'( CORPS OF ENGINEER:;
HYDRC:LOGIC ENGI!4E EKING CENTER
• 609 SECUND STREET
• DAVIS, CALIFORNIA 95616
(916) -156-I"4
...........................................
...........................................
...........................................
...........................................
... Full Microcomputer Implementation ...
Ly
... Haestad 14,thods, Inc. ...
Brookside Read • wat-h-y, Cc nnc ?'llcut 06708 (2'7.3) 7S'.-1666

THIS PROGRAM REPLACES ALL PREVIOUS VEPSIONS OF HEC-1 KNOWN AS HECI (JAN 73), IIFCIGS, HECIDR, AND HF.C1K'A
THE DE F I NI T; ONS OF VA.RIAHLES -RTIMP- AND -RTIOR- HAVE CHANGED FPOM ':HOSE USED WITH 'CITE 1973-STYLE INPUT' STRUCTURE.
THE DEFINITION OF -AMSKK- ON 1314-ClUkt: WAS CHANGED WITH REVISIOIJS GATED 28 SEP H1. THIS 1S THE F0RTRA.N77 VERSION
ME'r7 OPT ICNF: iIlU1BREAK OUTFLOW LHr3`ERGENCE SINGLE EVENT DAMAGE CALCULATION, USS:WR[TF STAGE FREQUENCY,
DSS:READ TL14I! SERIES AT DESIRED CALCULATIONVA 1, LOSS PATE:GREEN AND 1v7PT INFI LTIiATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

?CHEMA'PIC DIA9R;,M CF STPENI kETWOIIK
NPUT
L!Nh'. (V) HOUI'IN(i 1- ?I DI`+'EPSICCN OR PUMP f-1.':'n'
N7. CONIiECTOR -) PET'JRN OF 71 VF.RTP.6 J!i PJNPED FLOW
12 .e-
V
v
PONDI
(" •) RUNOFF ALSO COMPUTED AT' THIS LOCATION
F -I
LJ
11
r.1 `.'.:'N )_t4-. 10: !iM\'ersiof',: C.i- ,,. F daI I,),c.)"I

• F:.)rip P,Y DRJGR A,Ii 1-ACI<A:;?_: ;HEC-1) '
?rFRSIt?N 4.').I F. '
R('N I'F.-E O]:'.: !700.1 'f ll', F: :1:25:13
Drainage Area 1 SCa 1200 Aicpori. Road
YEAR STORM)
9 ,_, OUTPU"I CON"fRO1, VARIABLES
I PRNT S PRINT C(,NTROL
PLOT 0 PLOT CONTROL
Q SCAL 0. H1'DROGRAPH PLOT SCALE
HYDROGRAPH TIME DATA
NM IN 2 MINUTE' IN COMPUTATION INTERVAL
I DATE 1 0 STARTING DATE:
ITIME. 0000 STARTING TIME
NQ 720 NUMBER OF HYDROGRAPH ORDINATE'
NDDATE 1 0 ENDING DATE
N D'I'11": 2358 ENDING TIN.F:
1 CENT 19 CENTURY MARK
COMPJTA'CION INTERVAL ', 03 HOURS
TOTAL TIME BASE 23. .91 HOUR:;
ENGLISH UNITS
IIW INAt;F. HREA SQUARE MILES
PREr;PITATION DEPTH INCHES
..EhJ B'I'li, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
S"I'OIiAG'L VOLUME A.C BE- FLET
SURFAIAFAREA ACRE:'
TEMPETURF, 0EGREF.S FAHRENHF:ET
U ARMY CORPS OF F.NG:NEERS
ifYPROLOGIC ENGINEERING CENTER
(0,) ;uoND STREET
DAVIS, CAW F0'iN1A 956' 6
19161 "156-1104
0
•
P.', .,.? F ..."It, .
CUB:(7 FELT P^.R :IF,(')l:(,
T EME .,. HOUR AF'iF.A IN 11 f E'
PFi K 'I Ill. F :I' AV E:P l'E itA,' It1J 1 )f'
G F'. RA"I'IJIJ ST A-, TON FLr),J PEI <
C-HOUR 24-HnUR '-HOUR
i!Y!:POGRAF:! AT
UA-I 1:2. 2.30 19. 3. 3.
POUTED Ti)
PONC1 -11. 2.53 .4, 3. 3.
PAi:L MAXIMlII1 TIME OF
; PAGE 11Ax 3 TAKE
1. -,6
J. Q6
Ei 79.58 2.53
•
" • W)RM I, END OF' !!EC-I ' "
s
•
HEr 1 , N ,--I-.r?{?1 U', HVV: rti, on: (,. i' I, I.a F'i Ie: d_,:-2`. yr.h,'i
.,,COD IiY GROGRA FII PP.C KAGF, IIfEC-11
, 14.AY i`.,91 '
VERSiUN 9.0.1E '
PUN DAIF, 01/12/2004 'TIME 114
x x Xxxx.xxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
U.S. ARMY CORPS OF EN(•INEEP.S
Hi DROLCA,IC ENGINEE!iJN:; CENTER
609 SECOND STREET
DAVIS, CALI FOIi1JIA 1`616
19161 7'i G-1104
...........................................
...........................................
...........................................
... F?ul] Microcomputer Impl r_meniation ...
by
... Ha-tad Methods, Inc. ...
37 Flrookslde Road - Waterbury, Connecticut 06100 ` 12031 755-1666

THIS XROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS P.ECI (,j AN 731, IIECIGS, HF.CIDR, AND HSCIKW
'!'HE L'EFINI- UNS CF VARIABLES -RTIMP- AND -RTIOR- HAVE (BANGED FROM THOSE USED WITH THE 1973-STYLE INP1UT' STRUCTURE.
THF. f:E P! NI'1'1 ON OF -AhiSKK- (1N FM -C AfiD WAS CHANGED WITH REVISION:; DATED 28 SEX H1. 'I'H1`i IS THE FORTRAN-7 VE11 SI JN
NEW OPTIONS: DAI4BRBAK OUTFLOW SUeMFRGFNCE SINGLE EVEN': DAI4AGE CALCUI.ATICN, DSS:WPITE STAGE FREQUENCY,
DSS:READ '71ME SERIES Al UESiRED (:A LCU LAI ION INTERVAL LOSS ItA'C E:GREEI: AND PJ;PT INFILTRATION
KINEMATIC WAVE: NEW F114TTE DIFFERENCE ALGORITHM
0

0
I!?:C-i IN F'J':'
LINE ID. ......1. ......2.. 1
.... 4 6
. . ......
.. .....?.. ... ..
. ........ ......8.. .....9.. ....1
0
1 ID Dratr.a yc Area 1 Drain :n, to cul vert @ S te 12,0 0 Airpor t R'-"i
2 ID 150 YEAR 0TOE1P11
' ?! T AG RAUi
3 7 C 0 720
4 IG
5 IN
6 PG
' PC 0.000 0-100 0.1063 0.1445 0.,946 0.2249 n.2ne3 (i.3i' 0
3596
S PC 0.4095 U.4619 0 . 5265 0.5748 0.637
6 0,705-? 0.7795 0.8605 0.9505 .
0510
1
°
' PC ].1716 1.7232 .5234 1.8358 4.297
5 4.7634 5.005,' .,.1769 3117 .
5
4302
10 PC 5.5326 `,.6220 5.7010 5 ;763 5.8483 _,.9065 5.9655 6.0206 6.0729 .
6
1210
11 PC 6.1683 6.2130 6.2551 6.2'766 6.3355 6.3737 6.4100 6.4457 6.4800 .
12 KK UA-1 :)RA1NAGE. AREA D iiAINING TO culvert @ 0 t a 12 00 Ai rpor[ Roa d 37
13 AC
13 BA 0.0589 .
14 PR 1
15 LS 0 73.90
16 UD 0.3098
]7 KK P0141,1 DETENTION POND LOCATED AT CULVERT ' UNDER AIRPORT ROAD Sta 12+00
8 KM POND 1
19 RS 1 ELEV 877.00
20 SA 0.00 0.402 1.01,8 1.657 1.830 1.896
21 SE 817 8"'8 879 880 881 (382
22 SQ 0.00 18.00 50.31 85.60 105.50 192.G3

23
ZZ 0
P;.GE 1
0
SCNF_f:ATIC I!L4SR0.1 OF' S'CREAIi NETWOP. Y.
itli: tVi C). 'C -i) U: VEPS IC'.N l?1, P7j91, F'I,OW
No. .' rONNFC"COk K---I RE'T'URN of DIVER'PED OR PUMPED FLVW
12 h1-1
17 POi4 U1
" I RUNOFF ALSO COMPUTED AT THIS LOCATION
0
0
r-
L---A
HFE 1 I,II"j"(lI 111. 17 e^11171 _)a ?„ Fii,: dal-50,r.hcI
FL:?: )1= HY DRO:; RF.PH PA, KA.GE IHEC-11
' t'F Y 1 I )q 1 '
VF.RS I ON 4. 0. I.F.
' RUN L,ATF, 01/1 ?/2CU4 I 114E 1120
Drainage Ace, I Drai,-9 to Culvert @ Sta 12*00 Airport !toad
150 YEAR :; T011:1)
4 10 07TPUT CONTROL VARIABLES
I PRNT PLAINT COIJTRUI.
I PLOT 0 PLOT CONTROL.
QSCAL 0. HYDROGRAPH P:AT SCALE
IT HYDROGRAPH TIME DATA
NM1N 2 MINUTES IN COMPUTATION INTERVAL
KATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME'.
I4Q 170 NUt1BER OF HYDROGRAPH ORDINATES
NDDATE I 0 ENDING DATE
NDTII4E: 2358 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASE 23.97 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PFECII'ITAT I ON DEPTH INCHES
ENGTI, ELEVATION FEE,
ST
CI, CUBIC FEET PER SEI?OND
STORAGE VOLJMF. ACRE-FEET
SURFACE' AREA ACRES
'I' EMPERA'I' ORE DEGREES FAIIR.ENHEIT
U.S. ARMY CORPS OF ENGINEERL
HY'1R(`LOG1C ING:NEERING CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
' [phone]
0
•
RUNOU F 5UPL^IAR1
FI,( IN CUBIC FEET PER SECOIID
'i 'I F. TN HOURS, AREA IN SQUA.iRF. MILES
PEAK TIME OF AVF:IL4(;E FLOW FI) MAY IMUM N-IOU,
OP':RAT I,ItJ STATION F:.OW PF
6 HOUR 24-I1OUP
2-HOUR
1:YI7ACGRAPII AT
DA-I IN -I, 2.39 23.
ROUTED TO
PONDI 98. 2.GJ 23. 6. E.
BASIN I4A.YIMU4 TINE OF
AREA. 3,"A,-,E I°ix SAGE
0.06
0.06
880.63 2.60
0
- NDRMA!, END OF HEC-I '.

•
POST DEVELOPED HEC-1 RUNS
for
Drainage Area 2
E

Year Storm

0
•
HE(1 SIN: 13;3002005 HMVersion: 6.33 Data File: DA?-2yr.hcI
' Ftonn uYit:nar.avu onr wn r: nicr _i?
' FLAY 1991 '
' VERSION 4 . 0 , IL: '
RUN DATE 01/12/2004 TIME 14:43:34
.........................................
.......................................
C.S. ARMY CORtS "' FUG, 1 [417 1- PSI
HYDROLOGIC ENG INEF.R IDiG CENTER
609 SECOND STREET
DAVIS, CALIFORNIA 95616
' (91 C) 7Sf-1:04
x x xxxxxxx xxxxx x
x x x x x xx
x x x x, x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
... Full Microcomputer Impl ernetitit loll
by
... Haestad Methods, Inc. .,
37 Brookside Road . Waterbury, Connecticut 06i0R ' [phone]
is
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-I KNOWN AS HECI (JAN 73), HECIGS, HECIUB, AND HF_C1KW
TF1F DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHARGED FROI.1 'THOSE USES WITH THE I9-'3-STYLE INPUT STRUCTURE.
THE DF.FI N I'I ION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 20 SEP 01. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBHEAK OUTFLOW SUMERGENCE SINGLE VENT LAPIAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:P.FAD 'I'.ME SERIES AT DESIRED CALCII L,ATION IN1'E RVAE LOSS RATE:GRF.EN AND AMPT INF'ILTRA'TION
KINF,MA.S IC WAVE: NEW FINITE DIFFERENCE ALGORITHM
0
HEC-1 1NPl:'F

1-INE
ID ..
.....:.... . ..2.......3.......4.......5.......0.......7.......8.......9......0
1
1 Drat nays 3 South of Runway Uca tri. ny _a tet y Ac
2 IL' (2 YEAR STCIU'.)
' i' I A.G RAM
3 1'1' 2 0 720
4
1N
6 Pr. 0
7 PC 0 r;00 11.0165 0.0337 0.0512 0.0696 O.ORiC 0 .IOH3 0.1292 0.1507 0.1732
H PC 0.1'1)2 0.2221 0.2487 0.2767 0.3070 0.3398 0.7,753 0.4:43 0.9577 0.5070
4 Pc: 0.5641 o 6371 0.7335 0.8819 2.0692 2.2935 2.4099 2,4926 2 ,557'. 2.6146
10 PC 2.6639 2.7069 2.7459 2.78:2 2.8139 2.8439 2.n23 2, a968 2.9238 2.9472
11 PC 7.9699 2.99:5 3.0117 3.03i1 3.0504 3.00HH 3.(1863 3.1035 3,1200
12 KK DA -3 DLAINl.GF: AREA DRAINING TO SOUTH OF RUNWAY DRA1141NG UNDER SAFETY AREA
13 BA 0.0315
4 PP 1
15 LS 75.00
1F UF' D.7H42
17 KK DA-2ADI42,INASE AREA FROM END OF RUNWAY AND SAFETY A.RF.A
18 BA 0.0018
9 PR
2J LS 0 71.00
21 UD 0.375H
22 KK DA-2DRAINAGE AREA FROM TAXIWAY AND FILL AREAS INCLUDING POND DRAlNiNG TO CUL
23 BA 0.0112
24 PR 1
25 Is 0 90
26 UD 0.1916
27 KK 01 CCMI3I N6 HYDROGRAPHS FROM SOUTH OF THE RUNWAY, SAFETY AREA AND TAXIWAY
28 KM COll B I N E HYDROGRAPHS
29 HC 3
30 7.L

PAGE 1
0
S?HEMf"IIc
INPUT
LINE IVI RJUTI VF
NO. 1.1 CONNECTOR
12 UA-3
DIAGRAM OF STREAM NETWORK
(---?) DIVERSION OR PUMP FLOW
<.---) RETURN OF DIVERTED OR PUMPED FLON
Il DA-2A
<2 LA-2
2, 01 ........................
I" 'I RUNOFF ALSO COMPUTED AT TNIS LOCATION
•
9
1n
`-A
HF.?I SiN: 1143n0200.5 H11VeYs, R: 6.33 1,L' File: UA2-2vr.hcl
FLOOD HYDROG RP.PH PACKAGE (HEC- I)
MAi 1991
VERSION 4.0_) E '
' k1jN GATE 0111212004 1INF, 14:4331
........... ..............................
Drainage Area 3 South of Runway Draining Under Safety Area
(2 YEAR STORM)
4 IO OUTPUT CONTROL VARIABLES
IFRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL 0. HYDR OGRAPH PLOT SCALE
I9' HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
I T IME 0000 STARTING TIME
NQ 120 NUMBER OF HYDROGRAPH ORDINATES
NDDATE I 0 ENDING DATE
NDTIME 2358 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL TIME BASF. 23.97 HOURS
ENGLISH UNITS
DRAINAGE .AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH, ELEVATION FEET
PLOY) CUBIC FEET PER SECOND
STORAGE VOLUME ACRE.-FEET
S J RFACE AREA ACRES
T F..M PF RATUPE DEGREES FAHRENHEIT
' U.S. ARMY CORPS OF ENGINEERS
HYUROLOGIC ENGINEERING CENTER
' 6C9 :i ECOND STREET
DAVIS, CALIFORNIA 95615
[phone]
0

FLOW IN RUdOFF SUhPWiY
? IC FEET PER SECOND
'i7ME IN HO URS, RSRS, AREA IN SQUARE hiILEG
PEAK '1'1ME OF AVERAGE FLOW FOR MA.KIMUM PERIM
OPhXIITIUN STATION FLOW PEAK
6-HOUR 24-HOAR 72-II0iiR
li'i UROGPAH A.
DA-3 14. 2.90 4. 1. 1.
HYDROGRAPH AT
DA-2A 4. 2.40 1. 0. 0.
HYDROG'iAPH AT
DA-2 13. 2.20 I. 0. 0.
3 COMBINEP AT
01 ll. 2.70 ?. 1. 1.
- NORMAL END OF HEC-1 '•'
•
BASIN VAXIM'J;4 41,11- OF
AREA STAGE RIAX ;'!'AGE
0.03
0.0,
0.01
0.05
I 1
L_J
•
10 Year Storm

40
•
HF,':l .!190(1200', HMVOr:; Icn: 1:.33 Da Lo I,1- L'A2-10'iR.hcl
F',",1- IiYDROGHAPH PACKAGE ,If,( -' i
MAY 1991
VERSION I.0.it:
RUN DATE 111;1212004 TIME 1445:21 '
................................ ........
U.S. ARMY CORPS OF' ENGINEERS
HYDROLOGIC ENGINEER:NG CENSER
609 SECOND STREET
DAVIS, CALIFORNIA 95615
" [phone]
x x Xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
b
...........................................
... Full Microcomputer Implementation ...
by
.,. Haestad Methods, Inc. ...
37 Brookside Road . 'elaterhur y, Connecticut 06108 37.03) 755-16F,6
i
THIS PROGRAM, REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECI (JAN 73) , HECIGS, HECIDB, AND HECIKW
THE DEFINI'T'IONS OF VARIABLES -PTI]•IP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1977-STYLE. INPSI STRUCT'UHF..
THE DEFINITION OF -A.MSKK- ON RM-CARD WAS CHANGED WITH REVISION= DATED 28 SF.? 81. THIS 1S THE FURTRAN77 VERSION
NEW OPTIONS: DAMBRE.4K OUTFLOW SUBMERGENCE , SINGLE EVEN'T' DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATF:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM

1: Ec'-1 I NPUT
LINE 1
11 ...1 ....... .......3..... . I......,5.......E.,.....7.......,,.......9......10
,
ID Drainage A-. 3 Sc,u t-h ??! liu ?iu?•? D-lnltly U:ider :.a: e[? Ac??a
7 1P I10 YEAR 5'fORM
• UTA GILV4
3 1'f 2 0 0 720
n
iN
PG 1 0
7 PC 0.000 0.0254 o.0 S1H 0.(1787 0.1070 0.1367 0.1666 1.1987 0.231'3 0.2664
H PC 0.3031 0.7410 0.3076 0.4258 0.4"!23 0.5227 0.577'3 0.6J74 0.7042 0.7800
PC 0 .H078 0.9602 1.1285 1.-159'3 3.'_831 3. 5265 3.7075 1, E;47 3.9346 4.0224
10 PC 4.0'1 4.1645 4.2245 4.2787 4.-1291 4.3-1S2 4.4189 '3.1597 .4901 1.5341
11 P`: 1.5691 1 , 6022 4.6334 4.6642 4.6930 a.72I3 1.7'382 4.1 46 x.8000
12 KK DA-3 DRAINAGE AREA DRAINING TO SOUTH OF RLINWA'1 DIVINING UNDER SAFETY AREA
1i BA 0.0315
1n PR 1
15 I,S U 75.00
]6 UP 0.704?
17 KK DA-2ADRAINAGE AREA FROM END OF RUNWAY AND SAFETY ARLA
18 BA 0.0079
19 PR
20 LS 0 71.00
2l UD 0.3758
22 KK DA-2DRAINAGE AREA FROM TAXIWAY AND FILL AREAS INCLUDING FUND DRAINING 'f0 CUL
23 BA 0,0112
24 PR
25 LS 0 74.90
26 UD 0.1916
27 KK O1 COMBINE HYDROGRAPHS FROM SOUTH OF THE RUNWAY, SAFETY AREA AND TAXIWAY
28 KM COMBINE HYDROGRAPHS
29 HC 3
30 7.Z
•
PAGF
0
;. C h I FIAT IC Pl Al;Ill I'F ';TRE11 NF.7"'l_JRK
IN PU7
LINE: N) ROUTING (--->I DIVF.RSIU) OR ""Mp FLOW
ISO. 1.1 GNNECTOi? (<---) RETURN IMF DIVERTED OR PUMPED FLOW
1 ? iiA t
DA-7A
DA-Z
1_) l:l ........................
1• ") RUNOFF P.LSO COMPUTED AT THIS LOCATION
9

!11: 1 '14: 134C02,f)5 HVIO"" on: F,. 13 L-ta F1ie: DIA2 IGYPA,,I
FL[`OD HYDRCC,PH PACFAGE (HEC-17 '
' MA'i 1991 '
• JERS!ON 4.0.1E
HUN DATE 01/12/2004 'LIME 14:45:21
D_a?nage Area 3 South of Runway D--'] under Safety Area
110 YEAR STORM)
4 10 OUTPUT CONTROL VARIABLES
I PRNT PRIIJT CONTROL
IPLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE.
IT HYDROGRAPII TI14E DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATF. 1 0 STARTING DATE
I TIME 0000 STMT ING TIME
NQ 720 NUMBER OF My DROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTIMF. 2358 ENDING TIME
ICENT 19 CENTURY MARK
CoMPO'IF.T:ON INTERVAL 0.03 HOURS
TOTAL TIME RASE 23.97 HOURS
ENGLISH 1jNI7S
DRAINAGE AREA SQUARE MILES
I'PF.CIPITATION DEPTH INCHES
LFNG'IH, ELEVATION FEET
FLOW (URIC EEE'C PER SECOND
,TORAGF. VOLUME ACRE-FEET
SURFACE AREA ACRES
TEM PE RATU P F. DEGP.F,ES FAHRENHEIT
U.S. F"FG1Y CORPS OF ENGINEERS
HYDROLOGIC ENGINEERING CENTER
609 SECOND STREET
DAVIS, CAI,IFOFgllA 95616
(916)
"i5 G-1174
/l
u
Rill Ic IIRY
FLOW IN C7JB YE EET 'I P PER SECI?Nb
717E 114 HOURS, Ai,EFA 1:4 SQUP.HE'. MILES
PF7,K TAME OF .AVERA._;E FLOW F11R MN;I1-4II1 PEP:OD
C-EPATION STATION FLOW PEAK
6-HOUR ;.?4-H017R -72-i1(iUll

DA-3 31. 2.83 8. 2.
MYPRCGRA'H AT
D.A-2A 11. 2.40 2. 1?. 0.
I+YDROGRAPFi AT
DA-2 31. 2.17 3. 1. 1.
3 COMBINED AT
01 44. 2.23 12. 3. 3.
•'• NOPI+J,I, END OF HEC-1 "•
0
BASIN MAXIMum TIME OF
AREA STAGE WIX 51, AGE
0.03
0.01
0.01
0.05
0

25 Year Storm
E

: 19430hlIV, ur,: I, 13 Pa Sa FBI C: DA 2-25Y1,.hcl
Pi,00D HY71ROGIV.PII PACKAGE HIE(.-II
MAY 'U9l
VERSION
HUN MIT . 0111,'I2OD9 TIME 19:45:42
x x xxx.xxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
U.S. API-II' CORPS OF ENGINEERS
' HYDROLOGIC ENGINEERING CEFTER
609 SECOND STREET
' DAVIS, CALIFORNIA 95616
[phone]
...........................................
... Furl Microcomputer Implementation ...
by
... Haestad t4ethods, Inc. ...
37 E-.kside Read • Waterbury, Connecticj,t 06705 (20)) "155-1666

THIS PPGGR-M REPI,ACES. AL:, PREVIOUS VERSIONS OF HEC-I KNOWN AS HEC1 (JAN 73), !IECIGG, HECIDB, AND HEC'11W
THE, DI.FINITIONS OF VARIARLES -R.'i IMP- AND -PTIOR- HAVE CHANGED PROM THOSE USED WITH THE 1973-7TYLE IN-PUT srPLICTURE.
THE EEFINIT-ON GF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 51. THIS IS THE FORTRAD!77 VERSION
f:EW :,PTIGNS: i7A14P 11FAK OL'I FL -)W Sll Bt4I:RGENCE SINGLF. EVENT DAI GE CALCULATION, DS S:WRI'I'E STAGt, FREQUENCY,
US5:RF.AD 'FIN.E 55:RIES AT DESIRED CALC(1LATION INTERVAL LOSS RATE:GREF,N AND AMPT INFI1,TRATION
KINEI?TIC WAVE: NEW FINITE DI FFE REt7CF. AI.GOHITHM
0
HEC-1 INPUT
I,7A!:: :D.. .....1.......2.......3. ......4...............G. .... .7.. .....B ......9. .....:0
iD C??.na ldsnn A1,1- C Pus[ . Cral naar Area Drains n9 to 7-,-,,- i
d 'La' way D-4
.. ID 12S YEAR s';OiIM)
•Tll AG RAM
iT 0 0 20
4 i0
IN
G 1 0
7 PC 0.OCrr 01JS 13 0(,22 0.0945 0.1284 (1.1636 0.11]99 0.2385 0.2782 0.3197
8 NC 0.3640 0.4101 G.4 91 0.5109 0,5668 ?i. 6213 G, 692-) 0 . 1549 O.H4S0 0.9360
9 I'C ].041d 1.1 62 _.3542 1.6318 3.8200 5.231 4.4490 4.1;017 4.7215 4.8269
10 PC 4-91-79 4.9974 ?.e694 5.1345 1949 5.2602 ...3027 75;6 .3977 x.9409
i PC 5,1829 .5727 ?.5(i01 ..5970 5.631(1 ?.6W,h 5 6,1)18 5."7295 5.7(,00
12 KK JA1 DRAINAGE AREA D raining to South If Runw ay Dra ina : ng llnd er Safet y Area
li AA 0.0315
i 9 "!+ 1
15 LS 0 75.00
16 U[' 0.'7842
11 KK DA-2A DRAINAGE AREA f rom End 0f Runway and Sa fety At ca
18 BA 0. 00'!H
9 PR
20 LS 0 71,00
21 1) D 0.35'78
22 KIK DA-2 DRAINAGE AREA f rom Taxiway and Fill Are as Incluc rn9 Pon d @ Rd 5 ta 21+CO
2f BA 0.0112
24 PR
2S 0 74.90
2c UD 0.1916
27 KK O1
28 M Combine HydrograFhs
29 Hr_ 3
30 ZZ
•
PAGE 1
Ej

r
PI!"!! C iA ,K??S (IF STREAM NE"°VCR!!
IN
T
V
:2
!i.
.i ;l R
!'1 R'I'I tr[;
I -- UI VERSION C'R Pf:h1P FL`J'W
-
NC;. r.I r:ONNECT(A; 1'=---1 RETURN JE DIVERTED OR PUMPED FLOW
1"_ :rA1
: r UH- 2A
GA-2
-r 01 ......... ...............
1" 'l HJ NOPF ALSO COMPUTn: A'P 'rim LOCATION
0
0
'rIF.Cl 3iN: L{4300200i HMVers ron: 6.?-1 Data File: DA2-25YR.hc1

' FLOOD IIYDROGRAPH PACKAGE (HEC- II U.S. ARMY CORPS OF ENGINEF,RS
' MA7 1991 HYDROLOGIC ENGINEERING CENTER
' VERSION 4.0.1'? ' 609 SECOND STREET
DAVIS, CALIFORNIA 95616
' RUN DATE 91/12%2004 TIME 14:45:42 '
.........................................
........................................ [phone]
Dona 10.s'n Airport Post Drainage Area Draining to Ab-noned Taxiway D-4
(25 YEAR STORM)
4 10 GUTPUT CONTROL. VARIABLES
IRRNT PRINT CONTROL
IFLOT 0 PLOT CONTROL
0SCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 2 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 S'CARTING DATE
ITIME 0000 STARTING TIME
NQ 'i20 NUM,RER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NDTI ME 2358 ENDING TIME
ICEN'F 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL 1IME: BASE 23.'17 HOURS
ENGLISH UNITS
DIIAI NAGE AREA SQUARE MILES
FR ECIPITATIOI) DEPTH INCHES
1,KNGTH, ELEVATION FEET
FLOW CUBIC FEET PER SECOND
.`STORAGE 1'GLJh1E ACRE- FF,ET
SURFACE AREA ACRES
F.MF'ERATIIRE UE:GRF.ES FAHRENHEIT
0
RI1N^FF SUF94?,IiY
FI,OtJ TN CUiSIC FEI:'P CER SECOND
1111E IN hO;!r S, AI=EA IN `;C,UARF MillES
PEAK '11,I1E Cif' AVEiL4CE h1.0',V FOR Du?X I1!11;1 k'F H IOU
CI'F: RAB ICN STA':1CN FI,ON, PLAK
6-HOUR '24-11031+ 72 ROCR
I1Y [?kCt;Ill?Pll AT
DA! 43. Z.83 10. 3. 3.
Fff)RUGWVPH AT
DA-2A 17. 2.II 2. i. 1.
HYDRO;ILAPH AT
r,A-2 42. 2.11 4. ]. 1.
COMB:NED AT
01 G3. 1.23 16. 1. ..
- NORMAi, END OF HEC-1 -
0
HAP'l1I KAXIMUM '1'li4F OF
AREA STAGE MAX STALE
0.03
0.01
0.01
0.05

•
50 Year Storm
•
•
dF:CI IQ: 134JU.,7 OCi HIIV.... .,; 6. I.? Data File: I:A2-SOYR.hcl
' F':.000 HYDROGIU;PH PI.?,Ck'AGE ;HEC:-11
NJIY l13"1
VERSION 4.0.1E
RUN DA-E 0111212004 TIME 14:46:25
x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxxxx x
x. x x x, x
x x x x x x
x x xxxxxxx xxxxx xxx
U.S. ARMY CORPS 01' ENGINEERS
HYDROLOG=C ENGINEERING CF.N'PEP.
609 SECOND STREET
DAVIS, CALIFORNIA 95616
' [phone]
...........................................
...........................................
...........................................
Full Microcomputer Implementation ...
by
.,. H-tad Method;, Inc,
37 Brookside koad • Waterbury, Connecticut 06708 [phone]
•
THIS PROGRAM REPLACES ALI, PREVIOUS VERSIONS OF HEC-1 KNOWN AS HECI IJAN 731, HECIGS, HECIDB, AND HECIKW
HE De: F1 PII TI0NS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH Ti1E 1973-STYLE INPUT STRUCTURE.
THE DEFIN I'I'I ON OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 71. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE, SINGLE EVENT DAMAGE CALCULA.T:ON, DSS:WRITE STAGE FREQUENCY,
USS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:6REF.N AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
•
HPC-1 INP)f
i.I Nr ID.. .....1.......1.......3.......-1.......5.......6....... 1.......11.. ..... 9.. ....1C
ID 0- -aqu Area 3 South of Rmm7ay Draining Under Fa Cel.y Area
I D : Se YEAR 5T,)I1J! 1
DIAGRAM
I'P C 0 72,1
IO
11:
l'G 1 U
PC 0.000 0.X343 0.0700 0.1063 0.1445 0.1840 0.2249 0,2683
" 0.3130 0.3596
Fl PC 14 0.5165 0.5748 0.ti176 U.70S7 0,-7795 0.8605
0.40"5 U.4 0.9506 1.0530
9 PC 1.1716 1.3232 1.5234 1.8358 4.2975 41634 5.0052 5.1769 5.3111 5.4302
10 PC 5326 ,.6 220 5.7030 5.7763 .;.8443 5.9065 S.96 6,0206 6.0!24 6.1210
ll PC 6.1683 6.2130 6.2551 6.2966 6.3355 6.3737 v.ti100 6.4457 0.4800
72 K,K DA-3 DRAINAGE AREA DRAINING TO SOUTH OF RUNWAY DP.A1NItJG UNDER SAFETY AREA
13 HA O.C315
14 Pk
L.5 0 75.00
.0 UD 0.7642
17 KK DA-2ADRAINAGE AREA FROM IND OF RUNWAY AND SAFETY AREA
18 8A 0.0078
19 F'!i l
20 1 0 "11.00
2] IID 0.3758
22 KK DA-2C;!LAINAE AREA FROM TAXIWAY AND FILL AREA; INCLUDING POND DRAINING TO CUL
23 BA 0.0112
24 PR 1
25 LS 0 74.90
26 UD 0.1916
27 KK O1 COMBINE HYDROGRAPHS FROM SOUTH OF THE RUNWAY, SAFETY AREA AND TA XIWAY
28 KM COMBINE HYDROGRAPHS
29 NO i
30 zz
•
PAGE 1
0
IIE.LA"IC DIAGRAM OF STH6: AM NFTWORK
IV 'l l'.
LINE 11'1 ROI;T',IIG 1---'1 DIVER:>ION c)p I'UMH FLOW
NO. 1.1 CCtJFF.CTOR 1<---) RETURN OF DIVERTED OR PUPIPED FLOW
I Z u.. 1
DA-2A
22 DA-2
27, 0i ........................
(`••) RUNOFF ALSO COPIPUTED AT THIS LOCAT I ON
•
0
,ll' 1II
`J
Hl:,,! S/I: 1341OC?;'np5 Wlverston: 6.33 Data File: DA2-`..01'R.hrl
' I I,01)1) FYDR(`(;RAPH PA(:KAGF. IHEC- Il '
MAY 7991
VERSION 4.0 .1F.
' RUN DATE (1"12/201)4 TIME 15:16:25
.......................................
Drainage Area 3 South of Runway Draining Under Safety Arca
l50 YEAR STORM)
4 IO OUTPUT CONTROL VARIABLES
I PRNT 5 PRINT CONTROL
I Pl,() 0 PLOT CONTR01.
,"Al, 0. H"i DROGRAPH PLOT SCALE
I4 HY DROGRAPH TIME DATA
NMIN 2 MIN IITES IN COMPUTATION INTERVAL
IDATE 1 0 5'rAR7ING DATE
I TIME 0000 STARTING TINE
NQ 120 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 1 0 ENDING DATE
NUTJNF. 2358 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.03 HOURS
TOTAL 'f IME BASE 23.97 HOURS
ENGLISH UNITS
DRAINAGF: AREA SQUARE MILES
PRE?_I PiTAT ION DEPTH INCHES
LENGTH, ELEVATION FE E'P
FLOW CUBIC FEET PER -lKCONI)
TOR:,G1: VOLNdE ACRE-FEET
SURFACE AREA ACKES
T F.I4 PEP ATU RE DEGREES FAHRENHEIT
U.S. ARMY CORPS OF ENGINEERS
• HYDROLOGIC ENGINEERING CENTER
' 609 SECOND STREET
' DAVIS, CALIFORNIA 9`;616
[phone]
0
RUNOFF SU141ARY
FLOW IN CUBIC FEET PER SEJIOtJU
'f it-IF IN HOURS, AR1:1, IN SVUAI+E M11.1 .S
E'FAH 'I'1ME OF AV FfiAGE FLOW FOR AX IMUM PERIOD
0 FERI,T1ON STATION FLOW FEAE
6-HOUR 24 HOAR "12-HOUR
HYDROGRAPH AT
DA-3 52. 2.83 13. 3. 3.
HYDROGRAPH AT
DA-2A 20. 2.40 3. 1. 1.
HYDROGRARII AT
DA-2 51. 2.1-1 4. 1. 1.
3 'OKBi NED AT
01 .75. 2.23 20. 5. 5.
'•' NORMAL END OF HEC-1
W
BASIN MAXIMUM TIME OF
AREA STAGE MAX STA':,F:
0.03
0.01
0.01
0.05
0
c:
Anti Floatation Pad Calculation
•
0
ANIT-FLOTATION CALCULATIONS
•
•
Inside Area of Structure
Length 6.00 ft
Width 6.00 ft
Total 36.00 sq. ft
Outside Area of Structure
Length 6.83 ft
Width 6.83 ft
Total 46.65 sq.ft.
Total Area 10.65 sq.ft.
Height of Riser 7.73 ft
Volume of Riser 82.32 cu.ft.
Weight of Concrete 150.00 Ib/cu.ft.
Weight of Water 62.40 Ib/cu.ft.
Amount of Water Displaced 5136.52 lb
Safety Factor 1.10
Required Anchor Weight 5650.17 Ib/cu.ft.
Volume of Concrete Required 64.50 cu.ft.
Volume of Concrete
Length 7.25
Width 7.25
Depth 1.25
Total Volume 65.70 cu.ft.
Yards of Concrete 2.43 cu. Yd.
0
•
Culvert Calculations
•
CJ

•
W
DICKSON
Cryineers . I'lannm . Surveyors
LandscapePichitects
JOB NAIAI COMPUTED BY
CLIENT Jr T -iT?,---NI_ riczF?? _ r 1c.c *- --------- (HECKIDBY
WKD NO
SHEET NO OF
DATE DATE
)1-4v!) auk ,:r
- ------------
C-cj
'r
Lry1? z.s
I?lu?tal ?lwc JlI,Q1 ,qfi ) I W f oZo J-, _ 3-l-7
1-\C_7 NUJ LI-r,J
l
1J ' -r r'
u t
r cpr
Q S, ?3
t1 = 2, (.0, UUO toq -1q Z(o 6(z),

? ±w C) z. P-1 hn1=Ls z)
711-1 -11??

fi

l ?J 17CY?':,! f°1.un ?1?1„/rtilki`??vL ? -
• GVt?VI?'.-7 ?-`J T?.1U? ?-l7wf'0/Ua(.
i
0
•
Wes.
DIN
Enyi,ssrrs . Planners . Surveym
U dwipeAr(hitecls
COMPUTED BY `%??.
jop,
CLIENT "A CHECKED BY --- -
WKD NO
SHEET NO _ OF
DATE /? <..
DATE

("

_ Cj 0.G') (v') IH(.J,i2?'Vfl',t„)
C)
>?? (o,s91 i 13 2--7 F,Z (,i •3z zF , h ?'= ` ? `? - 1 c. 5
'?". 5'.I FJ?JX. ?CyS '. a 6» 1 h•l
SGl-1`O
870 t z.zSr'7t
M'?J ?? EJ = 5-74
> l I A \\J C -L ? J - -7 C l_N
•
Cora-r(z o?.
1?= rf7
Iz. 2-7 r-7z = `rf r'z
r2 = ??,ZZ?I FEZ
OC F7 = r c?=
F??J = Tw A h F ) r„
r,? = a70,50+ 0,:37 i- (,UG ; z,5z
Jv'7 1-177 (,.Jn/}/,:11 4 °r6.l:.l77 ?Cl ?ll7r ,li,
?o Cj,\'jLn7- S 7r')

h? - z., GGU ?c?pl t Q' nZ?
L CJs.3?
?I ?, ?9 s.3z J
r-'T Pac,act?n? L.Qsc coca
ke-
_ rr \ Z ?I
F -7

PIPE DATA SHEET
Date:
Project Number. 300E! «1
Shoulder
Elev.:
Station: 1 Z 1 iZ .8 1
Skew:
Sheet I of
County: Designed By: Checked By:
CL Elev.: 7 3 ft Plan Summary Data
Drainage Area: .72 4,
Design Freq.:
Design Disch.:
Design H.W. Elev.: 37
Q100 Discharg
Size/Type Pipe:
Q100 Elev.:
Type Enterence: H.W. T
W
f Overtopping Freq.:
Direction of Flow: LSo ??`11-7 ?
= 0 150 . Overtopping Disch.:
Hydrological Method:
H.W. Control Elevation: Inlet
Invert Elev.: Q?10 ,!; ft -
S
L= ft Outlet Inv. Elev. Sj7U,x ft Overtopping Elev.:
PIPE CULVERT ANALYSIS (English) rcp=.012, cmp=.024 Channel Specs Slope: Lt. Side Slope
n= o , o tZ Base= n= Rt Side Slope
BARRELS FR EQ Q Nat Inlet Control Outlet Control HW Vo Remarks
SIZEYPE # f
r) M ;A3/s
t H.W. H.W. HW/D HW (ft) Ke d, (dc+D)12 ha H L'So HW ELEV. Q/A
o" ?Ce° I ZS l?

I.D. No.:

l
l?
l
1
l
1
1
•
CULVERT DESIGN-INLET CONTRO't-
180 10,000
168 8,000 EXAMPLE (I) (2) (3)
156 6,000 0.42 Inches (3.5 felt) 6•
144 5,000 0.120 eft 6.
5.
132 4,000 ?• Mw 5.

3,000 D leer

(1
4
5
120 ) 2.5 e.e ' 4.
2,000 (2) 2.1 7.4
108 (3) 2.2 7.7 4,

•0 In fist 3.
96
1,000 3.
800
84
600 / 2. 2-
1.5 I- I :
1.0 L I.0
9 t-- .9
.8 E- .8
10
24 8 .7 r
500
I
= CEO 72 400 2.
v 300 *j? _
Z N / N
? 200
Z / w I.5

0
54
_
_ I
CI ICF F
-
UJI
°
w 48 ?w 100
> 60 ?.? Z

42 60 Q.
ILL N_

° 50
HW
SCALE
ENTRANCE W
°
Cr
w 40 D TYPE 1.0
?
-
W
36
30
(1)
Square edge with w
Q
Q 33, h•adwoll 9
p` 20 (2) Groove and with Q
W
30 - headwall =
(3) Groove end .8
-27 projecting
.7
6 To use scale (2) or (3) project
21 5 horizonlolly to scale (1) them
4 use 1IralghtInclined line through
D and 0 scale, or reverse as
6
3 Illustrated. 6
1e 6
CULVr=IZ7 /0
2 _ J7? !Z#u4
11-0 ?I1.rJ _ 1,10 .5 5
HEADWATER DEPTH FOR
HEADWATER SCALES 2153 CONCRETE PIPE CULVERTS
BUREAU Of PUBLIC ROADS JAM. 1983 REVISED MAY 1964 WITH INLET CONTROL

•
0
HE('-1 INPUT
LINE I D. ...... 1.... ...2... ....3. ......4. ......5.. .....6.. .....7.. .....8.. .....9.. ....10
1 ID Statesvil le Airp ort Pi e Develo ped Drain age Area for Cul vert/ De tention
2 ID 25 YEAR, 24 HOUR RAIN EVENT
3 1'r 0 0 720
4 IO 11
IN 5
6 PG 1 0
7 PC 0.000 0 .0305 0 .0622 0.0995 0.1289 0.1636 0.1999 0.2385 0.2782 0.3197
8 PC 0.3640 0 .4101 0 .4591 0 5109 0.5668 0.6273 0.6929 0.7649 0.8450 0.9360
9 PC 1.0414 1 .1762 1 .3542 1.6318 3.8200 4.2342 4.4490 4.6017 4.7215 4.8269
10 PC 4.9179 4 .9974 5 .0694 5.1395 5.1949 5.2502 5.30.7 5.3516 5.3977 5.4409
11 PC 5.4829 5 .5227 5 .5601 5.5970 5.6316 5.6655 ,.6978 5.7295 x.7600
12 KK DA1 37 .73 AC. DRAIN AGE AREA Draining to Proposed Cul vert Loca tion Sta 12.00
13 HA 0.0589
14 PR 1
15 LS 0 73.90
16 UD 0.3163
17 .',Z
PAGE 1

HEC1 S/N: 1111002005 HMVersion: 6.32 Dana File: pSt-25yr.hcl
FLOOD HYDROGRAPH PACKAGE (HEC-1) • U.S. ARMY CORPS OF ENGINEERS
MAY 1991 ^ HYDROLOGIC ENGINEERING CENTER
^ VERSION 4.0.1E ^ • 609 SECOND STREET
^ ^ DAVIS, CALIFORNIA 95616
• RUN DATE 10/06/2003 TIME 10:21:36 • * [phone]
.........................................
....,..^ ...............................
Statesville Airport Pre Developed Drainage Area for Culvert/ Detention
25 YEAR, 24 HOUR RAIN EVENT
4 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
,PLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 5 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
I TIME 0000 STARTING TIME
NQ 720 MIMBER OF HYDROGRAPH ORDINATES
NDDATE 3 0 ENDING DATE
NOTIME 1155 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.08 HOURS
TOTAL TIME BASE 59.92 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE. MILES
PRECIPITATION DEPTH INCHES
LENGTH. ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
0

FLOW RUNOFF SLrM MARY
IN CUBIC FEET PER SECOND
TIME. IN HOURS' AREA IN SQUARE MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
OPERATION STATION FLOW PEAK
6-HOUR 24-HOUR 72-HOUR
HYDROGRAPH AT
DAI 144. 2.33 19. 5. 2.
**• NORMAL END OF HEC-I "
•
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
0.06
0
2
CJTRRENT DATE: 10-07-2003 FILE DATE: 10/7/2003
C. NT TIME: 11:29:29
? FILE NAME: cu11200
PERFORMANCE CURVE FOR CULV ERT 1 - 1( 5 .00 (ft) BY 5 .00 (ft)) RCP
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL GRIT. OUTLET TW OUTLE'r TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)
20.00 872.06 1.54 1.54 1-S2n 1.06 1.21 1.01 0.84 7.06 2.26
38.00 872.86 2.34 2.34 1-S2n 1.47 1.70 1.40 0.99 8.39 2.91
56.00 873.52 3.00 3.00 1-S2n 1.80 2.09 1.84 1.11 8.54 3.39
74.00 874.08 3.56 3.56 1-S2n 2.10 2.43 2.15 1.22 9.19 3.78
92.00 874.59 4.07 4.07 1-S2n 2.38 2.71 2.43 1.32 9.71 4.11
110.00 875.07 4.55 4.55 1-S2n 2.65 2.99 2.69 1.41 10.22 4.41
128.00 875.57 5.05 5.05 5-S2n 2.91 3.23 2.96 1.50 10.59 4.67
144.00 876.03 5.51 5.51 5-S2n 3.15 3.43 3.19 1.57 10.90 4.88
164.00 876.65 6.13 6.13 5-S2n 3.45 3.66 3.46 1.66 11.32 5.13
182.00 877.27 6.75 6.75 5-S2n 3.76 3.85 3.65 1.74 11.87 5.34
200.00 877.96 7.44 7.26 2-M2c 4.13 4.03 4.03 1.81 11.79 5.54
E1. inlet face invert 870 .52 ft E1. outlet invert 870.00 ft
El. inlet throat invert 0 .00 ft E1. in let crest 870.52 ft
** SITE DATA ***** CULVERT INVERT **************
INLET STATION 10.00 ft
INLET ELEVATION 870.52 ft
OUTLET STATION 114.00 ft
OUTLET ELEVATION 870.00 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0.0050
CULVERT LENGTH ALONG SLOPE 104.00 ft
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE CIRCULAR
BARREL DIAMETER 5.00 ft
BARREL MATERIAL CONCRETE
BARREL MANNING'S n 0.012
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL
INLET DEPRESSION NONE
0
3
CT16NT DATE: 10-07-2003
C NT TIME: 11:29:29
TAILWATER
FILE DATE: 10/7/2003
FILE NAME: cull200
******* REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH 28.00 ft
SIDE SLOPE H/V (X:1) 0.0
CHANNEL SLOPE V/H (ft/ft) 0.010
MANNING'S n (.01-0.1) 0.030
CHANNEL INVERT ELEVATION 870.52 ft
CULVERT NO.l OUTLET INVERT ELEVATION 870.00 ft
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W.S.E. FROUDE DEPTH VEL. SHEAR
(cfs) (ft) NUMBER (ft) (f/s) (psf)
20.00 870.84 0.710 0.32 2.26 0.20
38.00 870.99 0.752 0.47 2.91 0.29
56.00 871.11 0.778 0.59 3.39 0.37
74.00 871.22 0.796 0.70 3.78 0.44
92.00 871.32 0.811 0.80 4.11 0.50
110.00 871.41 0.822 0.89 4.41 0.56
128.00 871.50 0.832 0.98 4.67 0.61
40 144.00 871.57 0.839 1.05 4.88 0.66
164.00 871.66 0.847 1.14 5.13 0.71
182.00 871.74 0.854 1.22 5.34 0.76
200.00 871.81 0.859 1.29 5.54 0.81

ROADWAY OVERTOPPING DATA -
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 44.00 ft
CREST LENGTH 50.00 ft
OVERTOPPING CREST ELEVATION 896.73 ft
•
K VJKD NO -- -- -
l C?KSOPJ
Gnaineen. Plannm Smegors SHEET NO OF
Lan,iscapeNihi(ec(s - -
JOB N,,ME COMPUTED BY DATE ------
WENT I7 +'_ ! / _? f._ CHECKED BY DATE
t?' tt
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CULVERT DESIGN-INLET CONTROL
Mi r 180 10,000
168 8,000 EXAMPLE (2 ) (3 )
156 6,000 D•42 Inches (3.5 feet) 6 6.
144
5,000 0.120cfe
5.
4,000 t_w It mw 6. 5.
132 D felt
4
3,000 (1) 2.5 8.8 5' . 4.
120
(2) 2.1 7.4
000
2 4
108 ,
(3) 2.2 7.7 . 3.
•D In feet
96
1,000 3'
800
84 2
600 . 2-
/
500 /
72 400 2.
z 300 1.5 L..',
U
Z
N
/ a
Z 60 200 / UJ 1.5
_ Z ? w
54
a C
?w 100 Z
> 48
/ c0

80
_J

a
=

a
42 60 1.0 1.0

0
0 w
50
HW
ENTRANCE ° U,`)Z5

? SCALE
40 p TYPE 10
w

?-
36 w
H
30
d
lrh 9
'
.9

w
w
(1) Square e
ge
headwall
9
33 °
Q
0 Q
20 (2) G• end witA W
30 headwall = .8 .8
(3) Groove end •8
27 projecting
10 CZ = l . (v 0 c-F,5

T -
4 8 T T
6 To use scale (2) or (3) project
21 5 h0rlt01110117 to $Colo (1), then
4 use straight Inclined line through
D and 0 scales, or rovers# as 6
6
3 Illustrated. 6 .
18
2 Q

15

1
0 .5 .5
{•??v T .
@

12 HEADWAT ER DE PTH FOR
CONCRETE PIPE CULV ERTS
HEADWATER SCALES 283
REVISED MAY 1964 WITH IN LET C ONTR OL
BUREAU OF PUBLIC ROADS JAIe. 196 3
Z?
W WKD NO ----- ----- -

Engineers . Plunne-s Sumeycrs
I andsope Architects `N[ET NO. Of _

J --
JOB NAM[ ;,•7Y ! C ,--t r, ?f:,,,?,• > ?, : I I .... COMPUTED BY DAH
CLIENT CHECK[DBY DATE

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J„.hA rJ d. .,-R 9 L.Jti„r,.`a ?f
., f
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? o
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s

? y 7j r •x d.J?

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i
CULVERT DESIGN-INLET CONTROL
180 10,000
168 8,000 EXAMPLE (2 ) (3 )
156 6,000 0-42 Inches (3.5 feel) 6 6.

144 0.120 cf s
5,000
5.
4,000 ?W Is Mw 6. 5.
132 D felt
4
3,000 (1) 2.5 e.8 5' . 4.
120
(2) 2.1 7.4
000
2 4
,
(3) 2.2 T.7 •
3
108
e .
3.
D In feet
96 1,000
800
84 2 -
600 . 2
500 /
N 72 400 2.
300 -1.5
Z ?
LL_
60
200 F
1.5
Z
- Z / W
0 54 _
a
a
/ loo Z
w
> 48
0 80
Q
60 a. 1.0 1.0

U. 42
Q w
50 HW ENTRANCE °
SCALE

I,0
x 40 D TYPE
t- 36
th a
30 (1) Square edge ri
9
9
W headwall .9
?
a
33,
Q
W
20 (2) Groov .l ¦ith
l
8
30 aadwa
l = • .6
(3) Groove and .8
2 ? projecting
10
T
8 • .r
24 ?._ Ors J
6 To use scale (2) or (3) project
_ 21 5 horizontally to score (1). then
4 use straight Inclined line through
D and 0 scales,or reverse as 6
6
tt
3 Illustrated.
6
.

?
i5 -
-
FT
5
L
1
0
.5 5
.
• 12 HEADWAT ER DE PTH FOR
CONCRETE PIPE CULV ERTS
HEADWATER SCALES 283
REVISED MAY t964 WITH IN LET C ONTR OL
BUREAU Of PUBLIC ROADS JAN. 19 63
Zj

,. MID NO - - - - --- -
DICKSON
Engineers > f'ianners . Surveyors SHEET N0. OF
-- - -
LandscapeArchilecls
JOB NAME COMPUTED BY DATE
CLINT CHECKED BY - - - - ------- DATE ---
CuG?nr,-T ?v

y'
??fi ?'3.nt/t?f?!'. ?? `,' ry ©, `? ?.
`''..il-?. \?
1 ?„?'i.. I ?y w
(+'f'?v ?F;n+t? t.i.?C f?i' ??w f'+?? ??t•. ?'-C)?'Ff I

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0
O
CULVERT DESIGN-INLET CONTRL I
180 10,000
168 8,000 EXAMPLE (I ) (2 ) (3 )
6.
156 000 0.42 Inches (3.5 feet)
6 6
144 ,
5,000 0- 120 cte
5.
4,000 ,4w• mw 6. 5.
132 D tee+
4

3,000 (,) 2.5 5.8
5' .
4.
120 (2) 2.1 7.4
000
2 4
,
(3) 2.2 T.7 ,
3
108
e .
3'
D in test
96 1,000 3'
800
84 2 -
600 2
500 /
N 72 400 2.
= 300 = 1.5
U
z
N to
Z 60 v 200 / 1.5
_ z W
° 54 a
a 0
100
w 48 (D z
80

Z) Q
2 =
60 W
1.0
1.0

U_ /
U
°
50 HW SCALE ENTRANCE °
10
? 40 D TYPE UJ
w
y_
36
w'
30 (I) Square edge with 3 .9
.9
W
headwall .9

3
33,
0
Q Q
20 (2) Groove end with W
30 -
headwall Z
.8
(3) Groove .8
-27 G. pro)octlno
J_
` I I A-- -
8 .7
COweJ27'0S T
6 To use stole (2) or (3) pro)ect
21 5 horizontally to scale (I),then
4 use straight inclined line through
D and 0 scales, or reverse as 6
6
3 Illustrated. 6
18 ??TaEta.` l?2Az?l'+1GE H?OnJ.?..
2 ?y7,d47Z,),, ,,F P1147 ra UAC7
?, - 0 • }
15 ? 5

0 N?1 Cet ??! I. I?Z F7?
1
s • .5
12 .
HEADWAT ER DE PTH FOR
CONCRETE PIPE CULV ERTS
HEADWATER SCALES 2113
REVISED MAY *64 WITH IN LET C ONTR OL
BUREAU OF PUBLIC ROAD! JAM. 19 67
ZI
W VJKDNo
DICKSON
Engineers=Plannen Smneyors
Landscape Arch iiects SHEET NO. OF
-- - - - --- _-
JOB NAME 5? f .7r-;?`1 _ r F•;A. Uf„r1 t,"Fr I\- r COMPUTED BY DATE
CLIENT CHECKED BY DATE
°-? ?`=`' I '?,,? ?.a1?: ' . ? t•J ??Cs. ??x "R?,? «r-,.1;, ? ?:??:°a;?.. ,' ri .c;,c,C; ?W:?; ;, ?r G i2 ?°h?.i. "na

rid Az?i??cs ?*sLc 7? - _V)7

Cil } UP.S?tAM_ v7vA.. lt?l? /!'vG?' ?-? d•wv
t S, 97
t) -1) h•?I cra
U"1 ~ g

3.`7o Cry
•
0

•
J1EZf?=
•
Note:
Use nomograph Tc for natural basins with well-defined channels, for overland
flow on bare earth, and for mowed-grass roadside channels.
For overland flow, grassed surfaces, multiply Tc by 2.
For overland flow, concrete or asphalt surfaces, multiply Tc by 0.4.
Q M -Z j
For concrete channels, multiply Tc by 0.2. FC. F- ?n,ipt?a, X Z u7"2.
_= ,?o??.w K.:a?c? ?,JEsT of
Figure 8.03a Time of concentration of small drainage basins.
Loo go7
FT
/
8.03.4 F(>P ()Vcr: L ,,IJG I'L.U,j 0?1 AtS
H (ft)
C..nn T_/., ;-X

P WK WKD NO. o? I , o GL
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Engineers .Planners .Surveyors SHEET NO. I OF Z
La ,dscapeMhitects
JOB NAME ':?-r6-VIFS-L1r LLt (? GC A 14 PO -e T- COMPUTED BY r-45- DATE 04
CLIENT [HECKEDBY DATE
N
•
AI- e ., t_.AZ ,S-rA-oA 2q t-(4 Q0,vL I ` - n PE u, L ?ticrT+ t
rl A-' e, -7 AIC C-0,
Q, C- L

Rr-i v,-eV4VO
. _ _ ,>,-._F 5"G
L.? NE2c
C w = -3p, O ?
?^C c O ? nche S ? e' C7' ?6
?- LI
U1fo 2 / C FS
SowE r oR
Q
1 C7/Z
SLAJ
°? c s
to
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t/
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ILI W ? ? f `P
•
P DICKSON
Engineers . Planners . Surveyors
LandscapeP?chitects
JOB NAME _S*Rra<Sv/ t_LC gtRP4Q-t-- COMPUTEDBY
CLIENT CHECKED BY
Sw ?-s
C FS
WKD NO. 300 V 1. d i. C
SHEET NO. Of
Rs DATE
DATE
r 7
?
3 ? *1/ -2 -2- ?41I
,c- 1 (14 ?,c?'?d,6673l?) L'/
L L
LI:2 ?
•
0
E
0

Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 21.00 24 c 195.0 939.90 944.50 2.359 941.52 946.12 0.00
End
Project File: SW 1.stm Number of lines: 1 Run Date: 08-19-2004
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; " Indicates surcharge condition.
Hydrailow Storm Sewers 2003
Hyd&lic Grade Line Computations 0
• Page 1

Line Size Q Downstream Len Upstream Check
coeff Minor
loss

(in)

(cfs) Invert
elev
(ft) HGL
elev
(ft) Depth

(ft) Area

(sqft) Vel

(ft/s) Vel
head
(ft) EGL
elev
(ft) Sf

(%)

(ft) Invert
elev
(ft) HGL
elev
(ft) Depth

(ft) Area

(sgft) Vel

(ft/s) Vel
head
(ft) EGL
elev
(ft) Sf

(%) Ave
Sf
(%) Enrgy
loss
(ft)

(K)

(ft)

1 24 21.00 939.90 941.52 1.62 2.73 7.69 0.92 942.44 0.878 195 944.50 946.12 1.62" 2.73 7.69 0.92 947.04 0.878 0.878 n/a 0.00 0.00
Project File: SW 1.stm Number of lines: 1 Run Date: 08-19-2004
NOTFS• * Normal depth assumed.. " Critical depth assumed. 7?1
Hydraflow Storm Sewers 2003
•
•
•
Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No. rate size length EL Dn EL Up slope down up loss line
(cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 39.00 30 c 170.0 878.50 916.00 22.059 880.59 918.09 0.00
End
Project File: SW 2.stm Number of lines: 1 Run Date: 08-19-2004
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; * Indicates surcharge condition.
Hydraflow Storm Sewers 2003
Hyd&lic Grade Line Computations
• Page 1

Line Size Q Do wnstre am Len Upstre am Che ck coeff JL Minor

(in)

(cfs) Invert
elev
(ft) HGL
elev
(ft) Depth

(ft) Area

(soft) Vel

(ft/s) Vel
head
(ft) EGL
elev
(ft) Sf

(%)

(ft) Invert
elev
(ft) HGL
elev
(ft) Depth

(ft) Area

(soft) Vel

(ft/s) Vel
head
(ft) EGL
elev
(ft) Sf

(%) Ave
Sf
(%) Enrgy
loss
(ft)

(K)

(ft)

1 30 39.00 878.50 880.59 2.09 4.38 8.91 1.23 881.82 0.876 170 916.00 918.09 2.09" 4.38 8.91 1.23 919.32 0.876 0.876 n/a 0.00 0.00

Proje ct File: SW 2.st m 7 N umber o f lines: 1 Ru n Date: 08-19-2 004

.,..r ro.. u.. .......i a?. .?ti ???,m o? ** Rr iTicat rlP nth assu med.
Hydraflow Storm Sewers 2003
•

0
Storm Sewer Summary Report
Page 1
Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns
No rate size length EL Dn EL Up slope down up loss line
. (cfs) (in) (ft) (ft) (ft) (%) (ft) (ft) (ft) No.
1 37.00 30 c 100.0 932.00 935.00 3.000 934.03 937.03 0.00
End
Project File: SW 5.stm Number of lines: 1 Run Date: 08-1 9-2004
NOTES: c = circular; e = elliptical; b = box; Return period = 10 Yrs.; ' Indicates surcharge condition.
Hydraflow Storm Sewers 2003
Hyd&lic Grade Line Computations 0
• Page 1

Line Size Q Downstream Len Upstream Check JL
coeff Minor
loss

(in)
(cfs) Invert
elev
(ft) HGL
ele
v
(ft) Depth
(ft) Area
(son) Vel
(ft/s) Vel
head
(ft) EGL
elev
(ft) Sf
(%)
(ft) Invert
elev
(ft) HGL
elev
(ft) Depth
(ft) Area
(soft) Vel
(ft/s) Vel
head
(ft) EGL
elev
(ft) Sf
(%) Ave
Sf
(% FEnrgy
(K)
(ft)
1 30 37.00 932.00 934.03 2.03 4.27 8.66 1.16 935.20 0.826 100 935.00 937.03 2.03" 4.27 8.66 1.16 938.20 0.826 0.826 n/a 0.00 0.00
Project File: SW 5.stm Number of lines: 1 Run Date: 08-19-2004
NOTFS- ' Normal depth assumed.. " Critical depth assumed.
Hydraflow Storm Sewers 2003
0
L.J
O
n`
a ?
c ?
w p
O
7 ,Y
O7
11
W 13ICKSON
•
Riprap Outlet Protection Calculations
0

•
coet u = 00 + La 90 -
pipe .I, .
d amete: 'j-
La 80
T ilwater < 0.500 '
60.
v so
-2 -t _
-If 7.
4 4
3 0'
2C' - - 1 e r4?_ r 3
10
2 N
?- .t ?m ?- ?i -'ii •i - -_F-'??• .tip. ?° -'??, p--? D j: '1"I C?
-f-'. ?I I`- --?•-T?- .?--n
0
3 5 10 20 50 100 200 500 1000
Discharge (0/sec) - (`(` c '
C? , (? I ^
? - 1?(ti? cFCu TABLE 1412.1 .?//(C)"'r? ?zc?c .`»a? k
Fig ACCEP"IANC-E CRITER-LA FOR RIP R L/y - 3zr=? 'ter) 1
= pT' A-',M STO?,-E FOR FROSIO` CONTROL
REQUIRED STONE SIZES - L\CHIS
?1CI(. ?-? If
CLASS ( IN LLtiZtiiLtit ' NtID RA-N G E fL-?' i
4 6
rJ S 8 ! ,
.R -
?1f? r 1 t 10 I l-
' I 9 iy I ?"
No -erc chzi `b°', of ye m3ce^a! sF.e? can 'r--C ;e'?; ?`..an ('..e r n ? sizc srx 8.06.3
nor e acre u. an l0 0°'? et ht mate^al L? c ccccc' e ?a_c m' spe :r?''

•
390
Outlet Iw = 00 + La
PIPe 1
dame!e: lam)
L a -++
T ilwacer < 0.500
30
L n z2 P-7
co???31`\
o? Pp 60 ,
?r ..r
es '? t I i • j ?'.

80

7
9
.

ll f i r
r
I. T.

a• -
a

777
c?• =- ? -
-
10 - - 7-

77 -
777
0

^ -? a
? D
-? a-- -- 1 t •) , _ - ?--? ?r TAI i. ' -?, ti? _?'??' J° - t_ .1;.
-r- - II? - -
----1 •- --i-- 1I - T'? ? I; ?6 ? a I - ? 'I:::?I. o
'
:
i F
,
T I
I L
0
3 5 10 20 50 100 200 500 1000
3 - ----
RC-f-' SSA ZIj0o Discharge (fl
/se)

1 '. 41 u TABLE 1042-1

i0 +p s0 A CCEPT.?'?CE CRCIERIA FOR RIP RAT
aY
lk-?'D STO,T FOR EROSION CON-FROL tA? ;ef
1 )
'i
REQUIRED STONE SUES • L\CRES
CLASS I NUNIMI-vi ' ?»R.,,N GE I tiL?Y1`fL?I
A 6
2- 2 c? ? 's 8 12
I I S i IC ; 1-7
7
,
s

1-
7
) - - - T - Sri..- ?I•
• --?I- ?r?
No -ere rhl o(L'?c matey a.l -L5h.ec cs^, cc ;eis e an L..e T.:,, 1r- s!:,- 3L< 8.06.3
nor c mare L'I an 10 0,0„ cC:hl' rr.atc?al _an c.cc c?'? e :n a-'(=' ^1 s z° spc_:2 e
•
Outlet U = 00 * La ` -
diameter (CIO)
pipe 1
La
T ilwater < 0.500
70
60
rr n a I' : ilk, L_ +
50
T_
??\ - - ;? Dili •ti •??
__.- a ...' •• !' .? - -? .. ?. X11 4
30
Q
m * T- _ :J- - ti _e -
r A:
o
i`
_ i _ ?5 d T -! 1 b
0
5 10 20 50 100 200 500 1000
K: Discharge (ft3/sec)
.. '} f.l' 1. `-•Y w. ??, (PL ?f.=1
?- Cu T.-kBLF_ 10-32-1
Fig ACCEPTANCE CRITERIA FOR RIP R,?_P -ter)
') l Go C( \`.D S"TO.N_E FOR FR0SIO.N COti-MC)I-
REQUIRED STONE SIZES - C?CnS
CLASS I ti1_NLNfL ' `tIDRA\GE I tiLtYl`fL11
J J S 3
?J ,' CC[ L}1.L1 v: , 0? h^_ 7111[ 1 Ls7.e'd CC (?)- ^ an e m. nta it ?Ct ?'I 8.06.3
{ a0' ]c r 1crC than 10 V?'n Ct 11C f^]fC 1? =1l CX CC(WC :1.C ll L iDC' :l ?:
Fj I-
•
33 3 00
_
Outlet W = 00 + la 90 ! -
pipe
diameter (DO)
T ilwater < 0.500 r i t I- - --
70
60
ji! _T_ 41
? ----f ?:- (( X11, .'.t :? :. _ .•, - ?-??o-a' 'F , - '1? I l?? .
TTTT
rr.
30 'L
yA t S r r 20 .? _ \??? ,d ? .fir =-? I}- ,-
___ r A T' , 1 ` Y 3
10 - r T n D
0 T 7 • ? r?-p - b
r T I *II -i- 0 •? 2 (10
7T- CL
_j m
r
7•I f ai. -? --{-,- ?? iii! (D
11
0
3 5 10 20 50 100 200 500 1000
Discharge ((t3lsec) ??? C), GOB,
T t"R ?rr:c. z? l ?? 1,4 = t'
'111C;'%R .\??"P:f,? ?Cf7 V ?. ,,-,c-? f: 'a- -T?afX- U_.• ? ?..z`; i ??,C.•CG? ? ??.Z n. I,? el
Cu yam- -,:z TABLE I0-12-1 L(?, x 13f ?
F i g v3 ,-7 0 ':F a A C CE I YT A N CE C RITE R_Lk F O R RA_p ?r•1? = l v? +-3
?-,
;er).
rk,`D STO',4-E FOR EROSION CO "o o I- -Z IF-,
REQUIRED STONE SIZES - DiCHES
CLASS I titL?LtifL. ?fID R CNGE I
4 6
10
No ore th i i of tic material csi be ;cis t,?1n c} .e ran>n size so{?'.yed 8.06.3
oot ^e rnc*re Utian 10 Or"'. of Ch t! rnatc:nl can cxcccd C..e m ax?=m ii,-!: spc:;fie-'

•
3Do
W = Do + 0.4La
Outlet 4 1
pipe
diameter (Do)!, La ?
Tai1water z 0 5Do
-- - -°-
'? _? F r 30
80
70
?4
50 100
Discharge ( t3/sec)
2
m
N_
a
ro
a
1 Cc
0
u)

Curves may not be extrapolated. 1 `' F ``er'r
Figure 8.06b Design of outlet protection from a round pipe flowing full, maximum tailwater condition (TW ? 0.5 diameter).
00-r v7A 2 14uo

??o F
3,
?ht 7-L f< A' :. ?5
v
8,06,4 Rev. 1203
CULVERT DESIGN-INLET CONTROL
180 10,000
168 8,000 EXAMPLE (?) (2) (3)
156 6,000 0.42 Inehes (3.5 feet) 6,
144 5,000 0-120 cf s 5.- 6, 4,000 ?? Hw 6, 5.
132 D feet
3,000 (1) 2.5 8.8 5, 4.
120 4•
(2) 2.1 7.4
2
000
,
7
(3) 2
2 7
108 .
. 3.
e0 In feet 3•
96 1,000 3
e00
84 -
600 2.
500
72 400 2•
300
1.5
__ n z IL / x
z 60
° 200
F- 1
5
.
_5 4
,
O a
w
> - 48 /w 100
80
x ?-
60 W
1.0
1.0
0 0 50 HW SCALE ENTRANCE °

40 D TYPE x 1,0
w
l'-
W
36 w

30 (1) Square edge with-. Q

-
:2 headwall ,.Q 9
33
0 20 (2) Groove end with w
30 headwall z .8 9
(3) Groove end .8
27 projecting
10
7
24 8 7'
.7
6 To use seals (2) or (3) project
21 5 horizontally to scale (t),then
4 use straight Inclined line through
D and 0 stoles, or reverse as
6

18 Illustrated.
3

6 -.6

2 `+ A. ?f+'Y)
15 - ,
C ?_S 5
5
1.0
S

12 HEADWATE R DE PTH FOR
CONCRETE PIPE CULV ERTS
HEADWATER SCALES 2153
BUREAU OF PUBLIC ROAD! JAN. 1963 REVISED MAY 1964 WITH INL ET C ONTR OL
21

HEC1 SIN: 1343002005 HMVersi.on: 6.33 Data File: pt25yr-2.hc1
• FLOOD HYDROGRAPH PACKAGE: (HEC-1) '
MAY 1991
• VERSION 4.0.1E
• RUN DATE 10/07/2003 TIME 10:55:47
...................+.....................
.......................................
+ U.S. ARMY CORPS OF ENGINEERS
• HYDROLOGIC ENGINEERING CENTER
" 609 SECOND STREET
• DAVIS, CALIFORNIA 95616
" [phone]
x x xxxxxxx xxxxx x
x x x x x xx
x x x x x
xxxxxxx xxxx x xxXXx x
x x x x x
x x x x x x
x x xxxxxxx xxxxx xxx
...........................................
...........................................
...........................................
...........................................
... Full Microcomputer Implementation ...
by
... Haestad Methods, Inc. ...
.................................... .......
.................................... .......
...........................................
...........................................
37 Brookside Road • Waterbury, Connecticut 06708 • [phone]
•
THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HECIGS, HEC1DB, AND HECIKW
THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE.
THE DEFINITION OF -AMSKK- ON RM-CARE) WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION
NEW OPTIONS: DA14BREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY,
DSS:READ TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION
KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM
?J
HEC-1 INPUT
LINE ID. ...... 1... .... 2.. .....3. ...... 4. ...... 5.. ..... G.. .....1.. .....8. ......9.. ....10
1 ID Statesvi lle Air port Pr e Develo ped Drain age Area for Cul vert/ D et c•ntion
2 1D 25 YEAR, 24 HOU R RAIN EVENT
3 IT 5 0 0 720
4 10 5
IN S
G PG 0
7 PC 0.000 0 .0305 0.0622 0.0945 0.1284 0.1636 0.1999 0,2385 0.2782 0.3197
8 PC 0.3640 0 .4101 0.4591 0.5109 0.5668 0.6271 0.6929 0.7649 0.8450 0.9360
9 PC 1.0414 1 .1762 1.3542 1.6318 3.8200 4.2342 4.4490 4.6017 4.7215 4.8269
10 PC 4.9179 4 .9974 5.0694 5.1345 5.1949 1.2502 5.3027 5.3516 5.3977 5.4409
11 PC 5.4829 5 .5227 5.5601 5.5970 5.6316 5.6655 5.6978 5.7295 5.7600
12 KK DA2 39 .83 AC . DRAINAGE AREA Draining to Proposed Culvert Loc ation Sta 21+00
13 BA 0.0624
1.1 PR 1
15 LS 0 74.20
16 UD 0.7842
17 ZZ
•
PACE 1
0
HEC1 .S/N: 1343002005 HMVersion: 6.33 Data File: pt25yr-2.hcl
• FLOOD HYDROGRAPH PACKAGE (HEC-1) • U.S. ARMY CORPS OF ENGINEERS
• MAY 1991 • HYDROLOGIC ENGINEERING CENTER
' VERSION 4.0.1E 609 SECOND STREET
DAVIS, CALIFORNIA 95616
• RUN DATE 10/07/2003 TIME 10:55:47
[phone]
....• .................................x..
................x......................
Statesville Airport Pre Developed Drainage Area for Culvert/ Detention
25 YEAR, 24 HOUR RAIN EVENT
4 IO OUTPUT CONTROL VARIABLES
IPRNT 5 PRINT CONTROL
I PLOT 0 PLOT CONTROL
QSCAL 0. HYDROGRAPH PLOT SCALE
IT HYDROGRAPH TIME DATA
NMIN 5 MINUTES IN COMPUTATION INTERVAL
IDATE 1 0 STARTING DATE
ITIME 0000 STARTING TIME.
NQ 720 NUMBER OF HYDROGRAPH ORDINATES
NDDATE 3 0 ENDING DATE
NDT IME 1155 ENDING TIME
ICENT 19 CENTURY MARK
COMPUTATION INTERVAL 0.08 HOURS
TOTAL TIME BASE 59.92 HOURS
ENGLISH UNITS
DRAINAGE AREA SQUARE MILES
PRECIPITATION DEPTH INCHES
LENGTH. ELEVATION FEET
FLOW CUBIC FEET PER SECOND
STORAGE VOLUME ACRE-FEET
SURFACE AREA ACRES
TEMPERATURE DEGREES FAHRENHEIT
0
•
?IJ
J
RUNOFF SUMMARY
FLOW IN CUBIC FEET PER SECOND
TIME IN HOURS, AREA IN SOUARF. MILES
PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD
O PF:RA'I'I!,N STATION FLOW PEAK
G-HOUR 24-HOUR 72 -HOUR
HYDROGRAPH AT
DA2 81. 2.83 20. 5. 2.
NORMAL END OF NEC-1 -
BASIN MAXIMUM TIME OF
AREA STAGE MAX STAGE
0.06
11
1
CURRENT DATE: 10-07-2003
CURRENT TIME: 11:48:51
FHWA CULVERT ANALYSIS
HY-8, VERSION 6.1
FILE DATE: 10-07-2003
FILE NAME: cul2100
C
U SITE DATA CULVERT SHAPE, MATERIAL, INLET
L INLET OUTLET CULVERT BARRELS
V ELEV. ELEV. LENGTH SHAPE SPAN RISE MANNING INLET
NO. (ft) (ft) (ft) MATERIAL (ft) (ft) n TYPE
1 870.50 869.83 134.00 1 RCP 4.50 4.50 .012 CONVENTIONAL
2
3
4
5
6
SUMMARY OF CULVERT FLOWS (cfs) FILE: cu12100 DATE: 10-07-2003
ELEV (ft) TOTAL 1 2 3 4 5 6 ROADWAY ITR
872.14 20.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
872.64 30.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
873.08 40.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
73.46 50.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
73.81 60.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
874.14 70.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
874.46 80.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
874.49 81.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
875.10 100.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
875.43 110.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
875.79 120.0 0.0 0.0 0.0 0.0 0.0 0.0 0.00 0
0.00 0.0 0.0 0.0 0.0 0.0 0.0 0.0 OVERTOPPING

SUMMARY OF ITERATIVE SOLUTION ERRORS FILE: cu12100 DATE: 10-07-2003
HEAD HEAD TOTAL FLOW o FLOW
ELEV (ft) ERROR (ft) FLOW ( cf s ) E RROR ( cfs ) ERROR
872.14 0.000 20.00 0.00 0.00
872.64 0.000 30.00 0.00 0.00
873.08 0.000 40.00 0.00 0.00
873.46 0.000 50.00 0.00 0.00
873.81 0.000 60.00 0.00 0.00
874.14 0.000 70.00 0.00 0.00
874.46 0.000 80.00 0.00 0.00
874.49 0.000 81.00 0.00 0.00
875.10 0.000 100.00 0.00 0.00
875.43
875
79 0.000
0
000 110.00
120
00 0.00
0
00 0.00
0
00
. . . . .
<1> TOLERANCE (ft) = 0.010 <2> TOLERANCE (%) = 1.000
2
CURRENT DATE: 10-07-2003 FILE DATE: 10-07- 2003
C NT TIME: 11:48:51 FILE NAME: cul210 0
PERFORMANCE CURVE FOR CULVERT 1 - 1( 4.50 (ft) BY 4 .50 (f t)) RCP
DIS- HEAD- INLET OUTLET
CHARGE WATER CONTROL CONTROL FLOW NORMAL CRIT. OUTLET TW OUTLET TW
FLOW ELEV. DEPTH DEPTH TYPE DEPTH DEPTH DEPTH DEPTH VEL. VEL.
(cfs) (ft) (ft) (ft) <F4> (ft) (ft) (ft) (ft) (fps) (fps)
20.00 872.14 1.64 1.64 1 -S2n 1.09 1.26 1.11 1.25 6.53 2.31
30.00 872.64 2.14 2.14 1 -S2n 1.36 1.55 1.25 1.41 8.25 2.70
40.00 873.08 2.58 2.58 1 -S2n 1.57 1.82 1.52 1.55 8.45 3.00
50.00 873.46 2.96 2.96 1 -S2n 1.78 2.03 1.79 1.69 8.45 3.26
60.00 873.81 3.31 3.31 1 -S2n 1.97 2.25 1.99 1.81 8.84 3.49
70.00 874.14 3.64 3.64 1 -S2n 2.15 2.43 2.17 1.93 9.19 3.69
80.00 874.46 3.96 3.96 1 -S2n 2.33 2.61 2.35 2.05 9.50 3.89
81.00 874.49 3.99 3.99 1 -S2n 2.35 2.63 2.37 2.15 9.54 4.04
100.00 875.10 4.60 4.60 5 -S2n 2.68 2.93 2.63 2.25 10.37 4.20
110.00 875.43 4.93 4.93 5 -S2n 2.85 3.08 2.78 2.35 10.67 4.34
120.00 875.79 5.29 5.29 5 -S2n 3.04 3.22 3.05 2.45 10.48 4.48
El. inlet face invert 870 .50 ft El. outlet invert 869.83 ft
El. inlet throat invert 0.00 ft El. inlet crest 0.00 ft
** SITE DATA ***** CULVERT INVERT **************
INLET STATION 8.00 ft
INLET ELEVATION 870.50 ft
OUTLET STATION 142.00 ft
OUTLET ELEVATION 869.83 ft
NUMBER OF BARRELS 1
SLOPE (V/H) 0.0050
CULVERT LENGTH ALONG SLOPE 134.00 ft
***** CULVERT DATA SUMMARY ************************
BARREL SHAPE CIRCULAR
BARREL DIAMETER 4.50 ft
BARREL MATERIAL CONCRETE
BARREL MANNING'S n 0.012
INLET TYPE CONVENTIONAL
INLET EDGE AND WALL SQUARE EDGE WITH HEADWALL
INLET DEPRESSION NONE
0
3
CURRENT DATE: 10-07-2003
C' *NT TIME: 11:48:51
TAILWATER
FILE DATE: 10-07-2003
FILE NAME: cu12100
******* REGULAR CHANNEL CROSS SECTION ****************
BOTTOM WIDTH 15.00 ft
SIDE SLOPE H/V (X:l) 0.1
CHANNEL SLOPE V/H (ft/ft) 0.005
MANNING'S n (.01-0.1) 0.030
CHANNEL INVERT ELEVATION 870.50 ft
CULVERT NO.1 OUTLET INVERT ELEVATION 869.83 ft
******* UNIFORM FLOW RATING CURVE FOR DOWNSTREAM CHANNEL
FLOW W.S.E. FROUDE DEPTH VEL. SHEAR
(cfs) (ft) NUMBER (ft) (f/s) (psf)
20.00 871.08 0.537 0.58 2.31 0.18
30.00 871.24 0.553 0.74 2.70 0.23
40.00 871.39 0.563 0.89 3.00 0.28
50.00 871.52 0.571 1.02 3.26 0.32
60.00 871.64 0.577 1.14 3.49 0.36
70.00 871.76 0.581 1.26 3.69 0.39
80.00 871.88 0.585 1.38 3.89 0.43
81.00 871.98 0.588 1.48 4.04 0.46
100.00 872.08 0.590 1.58 4.20 0.49
110.00 872.18 0.592 1.68 4.34 0.52
120.00 872.28 0.593 1.78 4.48 0.55
ROADWAY OVERTOPPING DATA
ROADWAY SURFACE PAVED
EMBANKMENT TOP WIDTH 44.00 ft
CREST LENGTH 50.00 ft
OVERTOPPING CREST ELEVATION 896.00 ft
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1 WILLIAM C. KEllRiON
2 WILLIAM C. REDMON
3 JEFFREY K. & TRACY L. HAGER
4 WILLIAM C. REDMON
5 REBECCA G. KISER (MOBILE HOME PARK)
6 WILLIAM C. REDMON
LAKEWOOD GOLF CLLR, INC
8 OTIS BARROW BAILEY SR. &BETTY
9 JAMES L. NESBIT
10 JOHN WILLIAM TATUM & ANNIE
11 CLAYTON TATUM
12 NEW CENTER CHURCH
13 LELIAM.TATUM
14 FRED LEON TATUM & NELDA A.
15 CLAYTON TATUM
16 DALE LEE CAMPBELL
17 THOMAS A CLARK
18 OTIS BAILEY
19 GERTIE FROST WILLIAMS
20 DANNM REID & MARGARET
21 MARY CALDWELL%MARGARET E.
22 DOROTHY CLARK MINTZ ET AL
23 CHARLIE FRANK ALEXANDER
24 THOMAS A CLARK
25 LEE ALLEN WOODS & MARAVA E.
26 BETTY JANE MOOSE WATT
27 PHILLIP SPEAKS
28 REBECCA MOORE MCINTOSH
29 JAMES AWATT JR. & LORENE S.
30 KENT B. BUMGARNER
31 GEORGE W. CAMPBELL &BARBARAE.
32 CREDIT &LOAN
33 SHAWN P WATSON & MICHELLE L.
34 CREDIT &LOAN CO
35 CREDIT &LOAN CO
36 DANNY REID
37 JOE A. CLOAXINGER & JULIA
38 FRANK CLOANINGER & MARY
39 WILLIAM C. REDMON & MELODY A.
40 MARY M. HACKETT
41 JULIAM. RICHMOND
42 JAMES E. MORRISON
STAiESHLLE RE W)NAI- AFPORT
PROPERTY BOUNDRY
STATESVLLE REOIONAL ARPORT STATESVLLE REGIONAL AMORT
PROPERTY BOUNMY MAP 11/11

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200 O 50 loo 200
(IN FEET)
SCALE: 1" = 100'
•i
D/S( LIMITS
? e
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rN ug. s? !ti IMPACT TABLE INFORMATION t\

\ .` J \

IMPACTED STREAM
331.65 FEET r

U/ LIMIT
\ Z ? >n
LEGEND
EXISTING COUNTOURS
l eo
PROPOSED CONTOURS
I?
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EPHEMERAL CHANNEL ¦ ? ? ? ¦
92.,
II N
PERENNIAL STEAM
IMPACTED PERENNIAL STREAM
LIMITS OF DISTURBANCE
PROJECT MANAGER DRAWING SCALE

:,?• - -- - S T A TE S VI L L E M UN ICIPAL AIRPORT
WYND

612
RAL EEIG IG 31 D, JOHN H H, NC HRIES 277
612
N B+
WR.. PROJECT DATE
E

RUNWAY

28

EXTENTION [phone]
APPROVED BY PROJECT NUMBER
IMPACT AREA
2
(OUTFALL
1) WDICKSON Office Locations:
FILE NAME
Impocl area -hi:bll PLOT DATE
08/04 # community infrastructure consultants North Carolina Georgia

South Carolina Florida

PROJECT .GER DRAWING SCALE
E_T
STATESVILLE MUNICIPAL AIRPORT 3101 JOHN HUMPHRIES WYND
RALEIGH, NC 27512
WK
BY D
PROJECT GATE [phone]
N
N 02/04
RUNWAY 28 EXTENTION miI
AP PRO 4E0 BY PROJECT ECT NUMBER

IMPACT AREA 3
OUTFALL
2
Office Locations
WDICKSON
FILE NAME PLOT DATE (
#
) community infrastructure consultants North Carolina Georgia
1,111 0,00 ""'6, OS/04 South Carolina Florida
Inspection and Maintenance Agreement
Swale ID Number: SW#1, SW#2, SW#3, SW#4, and SW#5 Owner:
Location: Statesville Regional Airport D UJ GQ a4 Maintenance activities shall be performed as follows:
General Maintenance (in addition to significant runoff producing rainfall events)
1. Vegetation & Repair - The swale has a ground cover of fescue, which if properly maintained will
prevent erosion and provide an easy surface for inspection. Grass should be fertilized every October and
April.
Re-Seeding (when needed) - annually re-seeding may be required to establish grass on areas
where seed did not take or has been destroyed. Before seeding, fertilizer (12-12-12) should
be applied at a minimum rate of 12 to 15 pounds per 1,000 SF. The seed should be evenly
sewn at a rate of three pounds per 1,000 SF. The seed should be covered with soil to the
depth of approximately W. Immediately following the planting, the area should be mulched
with straw.
2. Establishment Period - During the establishment period, check grass-lined channels after every
rainfall. After grass is established, periodically check the channel; check it after every heavy rainfall
event. Immediately make repairs. It is particularly important to check the channel outlet and all road
crossings for bank stability and evidence of piping or scour holes. Keep the grass in a healthy, vigorous
condition at all times, since it is the primary erosion protection for the channel.
3. Mowing - grass mowing, brush cutting and removal of weed vegetation will be necessary for the
proper maintenance of the swale and should be mowed at a minimum of twice annually. Acceptable
methods include the use of weed whips or power brush cutters and mowers.
4. Erosion - Erosion occurs when the water concentrates causing failure of the vegetation or when
vegetation dies and sets up the environment for rill erosion and eventually gullies from the stormwater
runoff. The swale should be inspected for these areas. Proper care of vegetative areas that develop
erosion is required to prevent more serious damage to the swale. Rills and gullies should be filled with
suitable soil compacted and then seeded. Methods described in Section I-A, on vegetation, should be
used to properly establish the grass surface. Where eroded areas are detected, the cause of the
erosion should be addressed to prevent a continued maintenance problem.
5. Remove all significant sediment accumulation to maintain the designed carrying capacity.
6. Special Maintenance Requirements
, hereby acknowledge that I am the financially responsible party for maintenance and
inspection of the detention pond. I will perform the maintenance as outlined above, to comply with the Statesville
Regional Airport and Stormwater Management permit received for this project. Furthermore, I attest that this
Inspection and Maintenance Agreement is on file with the City of Statesville.
-
Signature ? Date
I, A i" N J9 no es a Nota Public fo the/?tate of A1ae f ?, (ARa w'nin, County of
?K'P'la do hereby certify that _Pa v.sd' ! Ua uep personally appeared before
me this /3f day of , Jko V and acknowledge the due execution of the foregoing instrument.
Witness my hand naofficial seal,
Seal
My commission expires D