19951094 Ver 2_401 Application_20081118

GREEN ENGINEERING, P.L.L.C.
Engineers/Planners/Surveyors
303 N. Goldsboro Street Post Office Box 609
Wilson, North Carolina 27893
Telephone [phone] Fax [phone]
TO
NCDENR
Division of Water Quality 401[Wetlands Unit
1650 Mail Servie Center
Raleigh, NC 27699-1650
WE ARE SENDING YOU: Attached EJ
Shop Drawings Prints ?
?Copy of letter Change order ?
LETTER OF TRANSMITTAL
Date JOB NO.
November 17, 2008 07-230
ATTENTION
Ms. Lia Gilleski
RE:
Wilson Corporate Park - Phase III
Pre-Construction Notification Application
Wilson, North Carolina
Under separate cover via
Plans
the following items:
? Samples ? Specifications
COPIES DATE NO. DESCRIPTION
1 11/17/08 1 Check #1580
5 11/17/08 2 USACE Nationwide Application
5 11/17/08 4 Infrastructure Improvements ( 3 sets 11 X 17 2 sets Full Size) f%a r
5 11/17/08 5 8/2 X 11 Copies of U.S.G.S. Quadrangle Maps
5 11/17/08 6
i?
Associated Calculations and Drainage Area Ma
DENK - V?Af
s NDS AND STORM01
THESE ARE TRANSMITTED as checked below:
?X For approval ?Approved as submitted ?Approved as noted Resubmit -copies for approval ?Return -corrected prints
RFor your use Review and comment ?X As requested ? Submit copies for distribution Returned for corrections

?FOR BIDS DUE 20 El PRINTS RETURNED AFTER
LOAN TO US
REMARKS:
Please feel free to call with any questions,or if any additional information is required
COPY TO
SIGNED
Mike Novak
t)
3RWGM
If enclosures are not as noted, kindly notes us at once.
i
}
November 17, 2008
North Carolina Department of Environment
And Natural Resources
Division of Water Quality 401 /Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Attention: Ms. Lia Gilleski
SUBJECT: Pre-Construction Notification Application
Wilson Corporate Park - Phase III
Wilson County, North Carolina
PN: 07-230
Dear Sir or Madam:
NOV
J)ENR - Wk, i:;f; t 1u !! Y
WETLANDS AND STORM0?TER BRANCH
On behalf of the Wilson Economic Development Council, we have enclosed five (5)
copies of each of the following items pertaining to the above referenced project for your review:
• USACE Nationwide Application
• Project Narrative describing method of construction and stream crossing locations
• 8'h" x 11" copies of U.S.G.S. Quadrangle maps and USDA Soil map showing all
stream crossings
• Copies of the Infrastructure Improvement Plan (2 Sets Full Size, 3 Sets 11 X 17)
• Associated calculations and drainage area map
If you should have any questions or require additional information please do not hesitate
to contact this office.
Respectfully,
E. Leo Green, III, P.E.
ELG,III/pbg
Enclosures: As Stated.

W:\WILED\07230\Ot7ice\AnnyCOE-N12-Itr 11-14-08.doc G R E E N E N G I N E E R I N G , P L L C
WATER, WASTEWATER SURVEYING, PLANNING, PROJECT MANAGEMENT
303 N. GOLDSBORO ST. PO BOX 609 WILSON N.C. 27893 TEL [phone] FAX [phone] WWW.GREENENGINEERING.COM
Office Use Only: Form Version March 05
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
® Section 404 Permit ? Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
® 401 Water Quality Certification ? Express 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested: 12 and 14
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Ecosystem Enhancement Program (NCEEP) is proposed
for mitigation of impacts, attach the acceptance letter from NCEEP, complete section VIII,
and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here:
II. Applicant Information ?-
Igov 1 8 2008
1. Owner/Applicant Information
Name: Wilson Economic Development Council nENk-VVAf?ROA kTFN
RE'ftf?'?s AMD S7oRMt rATER BRANCH
Mailing Address: Post O face Box 728 / 126 West Nash Street
Wilson, North Carolina 27893
Jennifer Lantz is the Executive Director of the Wilson Economic Development Council and
Will be signing the application.
Telephone Number: 252-237-1115 Fax Number: 252-237-1116
E-mail Address: ilantzkwilsonedc.com
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Eldon Leo Green, III PE/PLS - Consultant
Company Affiliation: Green Engineering
Mailing Address: PO Box 609
Wilson, North Carolina 27893
Telephone Number: 252-237-5365 Fax Number: 252-243-7489
E-mail Address: elg3kgreeneng.com
III. Project Information
C:\Documents and Settings\Tamera\My Documents\NCDFNR-Preconstmction Notification Application(PCN-March 2005) 8-26-08.docPage
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Wilson Corporate Park- Phase III
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 2792-76-2147.000
4. Location
County: Wilson Nearest Town: Wilson
Subdivision name (include phase/lot number): Wilson Corporate Park - Right-of-Way
Directions to site (include road numbers/names, landmarks, etc.): Located on the east side
of Lamm Road (SR 1001) lust south of 1--95 and Norfolk Southern Railroad between US Hwy
264-Alt and International Boulevard in Wilson County.
5. Site coordinates (For linear projects, such as a road or utility line, attach a sheet that
separately lists the coordinates for each crossing of a distinct waterbody.)
Decimal Degrees (6 digits minimum): 35° 44' 27.38 ON 78° 00' 14.55 °W
6. Property size (acres): 392 Acres (Corporate Park)
7. Name of nearest receiving body of water: Unnamed tributary to Shepard Branch
8. River Basin: Neuse
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at ham://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Existing gavel road at crossing land use in project vicinity
is developed and undeveloped industrial properties
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10. Describe the overall project in detail, including the type of equipment to be used: Roadway
extension o Corporate Parkway to connect with Lamm Road (SR 1001), water and sanitary
sewer lines to serve Corporate Park.
11. Explain the purpose of the proposed work: Expansion of an existing Corporate Park, to
provide access and utility services to a new industry and to the remaining undeveloped areas
of the Park.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules. The first phase was pre-Neuse in 1994 and the second phase was along
NCDOT R/W and had no impacts.
DEM #94563 Approval of 401, USACE Action ID #199302453 Nationwide Permit #26
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No future permits are requested or this project.
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. Each impact must be
listed separately in the tables below (e.g., culvert installation should be listed separately from
riprap dissipater pads). Be sure to indicate if an impact is temporary. All proposed impacts,
permanent and temporary, must be listed, and must be labeled and clearly identifiable on an
accompanying site plan. All wetlands and waters, and all streams (intermittent and perennial)
should be shown on a delineation map, whether or not impacts are proposed to these systems.
Wetland and stream evaluation and delineation forms should be included as appropriate.
Photographs may be included at the applicant's discretion. If this proposed impact is strictly for
wetland or stream mitigation, list and describe the impact in Section VIII below. If additional
space is needed for listing or description, please attach a separate sheet.
1. Provide a written description of the proposed impacts: 90° crossing for Roadway, 12"
diameter water main and 12" diameter sanitary sewer line Bottomless culvert to be
installed with foundation to be 3' below stream invert No rip rap to be install in stream
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2. Individually list wetland impacts. Types of impacts include, but are not limited to
mechanized clearing, grading, fill, excavation, flooding, ditching/drainage, etc. For dams,
separately list impacts due to both structure and flooding.
Wetland Impact
Site Number
(indicate on map)
Type of Impact Type of Wetland
(e.g., forested, marsh,
herbaceous, bog, etc.) Located within
100-year
Floodplain
( es/no) Distance to
Nearest
Stream
(linear feet) Area of
Impact
(acres)
N/A N/A N/A N/A N/A 0

Total Wetland Impact (acres) 0.00
3. List the total acreage (estimated) of all existing wetlands on the property: 18.52 Ac. on 640
Acs. of Park.
4. Individually list all intermittent and perennial stream impacts. Be sure to identify temporary
impacts. Stream impacts include, but are not limited to placement of fill or culverts, dam
construction, flooding, relocation, stabilization activities (e.g., cement walls, rip-rap, crib
walls, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is proposed,
plans and profiles showing the linear footprint for both the original and relocated streams
must be included. To calculate acreage, multi ly len h X width then divide b 43 560
Stream Impact
Number
(indicate on map)
Stream Name
Type of Impact
Perennial or
Intermittent? Average
Stream Width
Before Impact Impact
Length
(linear feet) Area of
Impact
(acres)
I UT to Shepard
Branch Road/Culvert
Crossing (Perm) Intermittent
6' 100' 0.014
2 UT to Shepard
Branch Utilities (Temp) Intermittent 6, 40' 0.005

Total Stream Impact (by length and acreage)
5. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.). Open water impacts include, but are not limited to
fill, excavation, dredizin2. flooding- drainage- hulkhend z Pte.
Open Water Impact
Site Number

(indicate on ma)
Name of Waterbody
(if applicable)
Type of Impact
Pact Type of Waterbody

(lake, pond, estuary, sound, bay,
ocean, etc.) Area of

Impact
(acres)
N/A

Total Open Water Impact (acres)
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6. List the cumulative impact to all Waters of the U.S. resulting from the proiect:
Stream Impact (acres): 0.014
Wetland Impact (acres): 0.00
Open Water Impact (acres): 0.00
Total Impact to Waters of the U.S. (acres) 0.014
Total Stream Impact (linear feet): 100'
7. Isolated Waters
Do any isolated waters exist on the property? ® Yes ? No
Describe all impacts to isolated waters, and include the type of water (wetland or stream) and
the size of the proposed impact (acres or linear feet). Please note that this section only
applies to waters that have specifically been determined to be isolated by the USACE.
There are isolated wetlands on the vroverty but there are no impacts to these wetlands
resulting from this project.
8. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Current land use in the vicinity of the pond: N/A
Size of watershed draining to pond: N/A Expected pond surface area: N/A
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts. Proposed crossing is at 90° to
the drainage feature. Existinjz Norfolk Southern Railroad and 1-95 ali-enments make it
impossible to avoid impacts.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
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USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on January 15, 2002, mitigation will be required when
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCEEP concurrence shall be placed on hold as incomplete.
An applicant may also choose to review the current guidelines for stream restoration in DWQ's
Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strmizide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
Should not be required (No impact to wetlands and less than 150 linear feet o total
impacts to perennial streams.
2. Mitigation may also be made by payment into the North Carolina Ecosystem Enhancement
Program (NCEEP). Please note it is the applicant's responsibility to contact the NCEEP at
[phone] to determine availability, and written approval from the NCEEP indicating
that they are will to accept payment for the mitigation must be attached to this form. For
additional information regarding the application process for the NCEEP, check the NCEEP
website at http://h2o.enr.state.nc.us/3vM/index.htm. If use of the NCEEP is proposed, please
check the appropriate box on page five and provide the following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
CADocuments and SettingsJameraWy Documents\NCDENR-Preconstmction Notification Application(PCN-March 2005) 8-26-0S.docPage
IX. Environmental Documentation (required by DWQ)
1. Does the project involve an expenditure of public (federal/state/local) funds or the use of
public (federal/state) land? Yes ® No ?
2. If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No
3. If yes, has the document review been finalized by the State Clearinghouse? If so, please
attach a copy of the NEPA or SEPA final approval letter. Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
1. Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Meuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 02B .0243 (Catawba) 15A NCAC
2B .0250 (Randleman Rules and Water Supply Buffer Requirements), or other (please
identify Neuse )? Yes ® No ?
2. If "yes", identify the square feet and acreage of impact to each zone of the riparian buffers.
If buffer mitigation is required calculate the required amount of mitigation by applying the
buffer multipliers.
Zone* Impact Required
i..,.,.. _ 4Z__. . Multiplier
L 1 I 6,600 13 (2 for Catawba)
1 2 1 4,000 1 1.5
Total I 10,600
* Zone 1 extends out 30 feet perpendicular from the top of the near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
3. If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e.,
Donation of Property, Riparian Buffer Restoration / Enhancement, or Payment into the
Riparian Buffer Restoration Fund). Please attach all appropriate information as identified
within 15A NCAC 2B .0242 or .0244, or .0260. Mitization should not be required due to
less than one (1) acre of impacts to freshwater wetlands and less than 150 linear feet o1
perennial stream impact.
C:\Documents and Settings\Tamera\My Documents\NCDENR-Preconstruetion Notification Application(PCN-March 2005) 8-26-08.docPage
XI. Stormwater (required by DWQ)
Describe impervious acreage (existing and proposed) versus total acreage on the site. Discuss stormwater
controls proposed in order to protect surface waters and wetlands downstream from the property. If
percent impervious surface exceeds 20%, please provide calculations demonstrating total proposed
impervious level. 1.27% impervious (3.168 Ac. Asphalt roadway on 250 Ac. undeveloped land
Existing 65 acre Stormwater qualitE pond designed to retain post development 25-year runoff at 70%
impervious on 250 acres. (PIN 2792-63-2146)
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Sewer lines are being installed as part o this project but this project will not generate any
wastewater.
XIII. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application? Yes ? No
XIV. Cumulative Impacts (required by DWQ)
Will this project (based on past and reasonably anticipated future impacts) result in additional
development, which could impact nearby downstream water quality? Yes ? No
If yes, please submit a qualitative 'or quantitative cumulative impact analysis in accordance with
the most recent North Carolina Division of Water Quality policy posted on our website at
http://h2o.enr.state.nc.us/ncwetlands. If no, please provide a short narrative description:
Existing water aualiU pond in-place to protect downstream waters Wilson Corporate Park is
exempt from Neuse nitrogen regulations. All Parcels and RIW was platted and recorded prior to
Regulation. Reference copy o attached-plat.
XV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).

-Z-I-per
-App q;WXgent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
P:\WILED\07230\Office\NCDENR-Precomtruction Notification Application(PCN-March 2005) 8-26-08.docPage
ConnectGIS
Page 1 of 1

WN
OF
2008 TAX PARCELS
2792-63- Owner Name 1WILSON CORPORATE
GIS PIN: 2146.000 : PARK OWNERS
Physical Street Physical Street
0 LAMM
Number: Name:
Physical Street
LAMM RD Taxpayer City: WILSON
Address:
Mailing Address 1: PO BOX 728 ZIP Code: 27894-0728
11.52AC WILSON Legal STRMWTR POND
Legal Description 1:
CORP PARK Description 2: 11.52AC
Year Built: 0 Description 1: COMMERICAL
Plat Book: Plat Page:
Deed Page Previous: Deed Book: 1927
Deed Year: 2003 Date Sold: 0
GIS Calulated
Deed Acres: 11.52 11.519551
Acres:
Neighborhood Code
95
I
I-2 Land Value: 288
Description: _
_
Sales
Total Value: 288
Instrument:
1:829 feet
Physical Street
Direction:
Physical Street Type: RD
PhysLcUnitNumber:
State: NC
95 FROM
Legal Description 3:
245-2-9
Plat Book It Page:
Deed Book Previous:
Deed Page: 156
Sales Amount: 0
Map Acres: 11.52
Improvements Value: 0
WILSON COUNTY
WC
GIS
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GRASS SWALE CALCULATIONS
PROJECT NARRATIVE
STREAM CROSSING SUMMARY
WILSON CORPORATE PARK - PHASE III
WILSON COUNTY, NORTH CAROLINA
PN# 07-230
November 17, 2008
Project Description
The purpose of this project is to construct the infrastructure (roadway, sanitary sewer,
potable water and storm drainage systems to serve Phase III of the Wilson Corporate
Park. There will be one (1) stream crossing at station 36+00. We are proposing a 95" x
67" arch pipe at the crossing for the storm drainage. Both the potable water and sanitary
sewer will be ductile iron pipe installed in steel casing under the invert of the stream.
The impacts have been minimized by crossing the buffer at 90 degrees with the proposed
improvements. It was not possible to avoid the impacts due to the location of the existing
Norfolk and Southern Railroad and Interstate Highway 95.
The supporting calculations show that each drainage area will have less than 24%
impervious surface coverage. Also, that the existing ditches being utilized as outlets are
adequate.
W:\WILED\07230\0ffice\stream crossing narrative 11-14-08.doc
CALCULATIONS
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07-230 6ft swale scs Type 1124-hr 1 yr Rainfall=2.91 "
Prepared by {enter your company name here) Page 1
HydroCADO 7.10 s/n 004070 © 2005 HvdroCAD Software Solutions LLC 11/14/2008
Subcatchment 1: DA#1
Runoff = 7.26 cfs @ 11.98 hrs, Volume= 0.344 af, Depth> 0.40"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1yr Rainfall=2.91"
Area (ac) CN Description
10.200 65
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1: DA#1
Hydrograph
S ? Runoff
7.26 cft
7 Type II 24-hr 1yr
6 Rainfall=2.91"
r
Runoff Area=10.200 ac
5 r
w Runoff Volume=0.344 of
4 Runoff Depth>0.40'
LL
3 Tc=5.0 min
CN=65
5 6 7 8 9 10 11 12 13 14 15 1 6? 1 7 1 8 ?19 20
Time (hours)
07-230 6ft swale scs Type 11 24-hr 1 yr Rainfall=2.91 "
Prepared by {enter your company name here} Page 2
HydroCAD® 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach SW-1: GRASSED SWALE #1
Inflow Area = 10.200 ac, Inflow Depth > 0.40" for 1yr event
Inflow = 7.26 cfs @ 11.98 hrs, Volume= 0.344 of
Outflow = 6.48 cfs @ 12.05 hrs, Volume= 0.341 af, Atten= 11 Lag= 3.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.6 fps, Min. Travel Time= 2.1 min
Avg. Velocity = 0.6 fps, Avg. Travel Time= 5.9 min
Peak Depth= 0.54'@ 12.01 hrs
Capacity at bank full= 80.89 cfs
Inlet Invert= 147.00', Outlet Invert= 146.05'
6.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 3.07' Top Width= 18.00'
Length= 211.0' Slope= 0.0045 '/'
Reach SW-1: GRASSED SWALE #1
Hydrograph
Inflow
8- .z6 ds 11 Outflow
Inflow Area=10.200 ac
648cfs Peak Depth=0.54'
Max Vet=1.6 fps
w 5 n=0.035
4.: L=211.0'
u-
3, S=0.0045 '/'
2 Capacity=80.89 cfs
11 1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 6ft swale scs Type 11 24-hr 1 yr Rainfall=2.91 "
Prepared by {enter your company name here} Page 1
HydroCAD® 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach D2: Existing Ditch #1
Inflow Area = 10.200 ac, Inflow Depth > 0.40" for 1 yr event
Inflow = 6.48 cfs @ 12.05 hrs, Volume= 0.341 of
Outflow = 6.14 cfs @ 12.07 hrs, Volume= 0.340 af, Atten= 5%, Lag= 1.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.1 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 0.8 fps, Avg. Travel Time= 2.2 min
Peak Depth= 0.42'@ 12.06 hrs
Capacity at bank full= 282.91 cfs
Inlet Invert= 146.00', Outlet Invert= 145.00'
6.00' x 3.00' deep channel, n= 0.035
Side Slope Z-value= 3.07' Top Width= 24.00'
Length= 100.0' Slope= 0.0100T
Reach D2: Existing Ditch #1
Hydrograph
F Inflow
D Outflow
6147f
# Inflow Area=10.200 ac

5 6 7 8 9 10 11 12 13 14 15 16 1'7 18 19 20
Time (hours)
07-230 6ft swale scs Type 1124-hr 1 yr Rainfall=2.91 "
Prepared by {enter your company name here} Page 2
HydroCADO 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Subcatchment 2: DA#2
Runoff = 4.49 cfs @ 11.98 hrs, Volume= 0.212 af, Depth> 0.40"
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr lyr Rainfall=2.91"
Area (ac) CN Description
6.300 65
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2: DA#2
Hydrograph
r? D Runoff
w
U
3
0
LL
Type II 24-hr 1yr
Rainfall=2.91"
Runoff Area=6.300 ac
Runoff Volume=0.212 of
Runoff Depth>0.40"
Tc=5.0 min
CN=65
1
..,6 7 8 9 10 11 12 133 14 ...15 ..16. 17....18 .. 1,9 .20
Time (hours)
07-230 6ft swale scs Type 1124-hr 1 yr Rainfall=2.91 "
Prepared by {enter your company name here} Page 6
HydroCAD® 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach SW-2: GRASSED SWALE #2
Inflow Area = 6.300 ac, Inflow Depth > 0.40" for lyr event
Inflow = 4.49 cfs @ 11.98 hrs, Volume= 0.212 of
Outflow = 2.73 cfs @ 12.19 hrs, Volume= 0.207 af, Atten= 39%, Lag= 12.5 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.1 fps, Min. Travel Time= 8.0 min
Avg. Velocity = 0.4 fps, Avg. Travel Time= 19.5 min
Peak Depth= 0.37'@ 12.05 hrs
Capacity at bank full= 65.93 cfs
Inlet Invert= 149.60', Outlet Invert= 148.06'
6.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 3.0'/' Top Width= 18.00'
Length= 515.0' Slope= 0.00307'
Reach SW-2: GRASSED SWALE #2
Hydrograph
Q Inflow
a Outflow
Inflow Area=6.300 ac
Peak Depth=0.37'
Capacity=65.93 cfs
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 6ft swale scs Type// 24-hr 1 yr Rainfall=2.91 "
Prepared by {enter your company name here} Page 3
HydroCAD® 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach D1: Existing Ditch #2
Inflow Area = 6.300 ac, Inflow Depth > 0.39" for lyr event
Inflow = 2.73 cfs @ 12.19 hrs, Volume= 0.207 of
Outflow = 2.65 cfs @ 12.22 hrs, Volume= 0.207 af, Atten= 3%, Lag= 1.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.9 fps, Min. Travel Time= 1.1 min
Avg. Velocity = 0.8 fps, Avg. Travel Time= 2.6 min
Peak Depth= 0.22'@ 12.20 hrs
Capacity at bank full= 365.24 cfs
Inlet Invert= 148.00', Outlet Invert= 146.00'
6.00' x 3.00' deep channel, n= 0.035
Side Slope Z-value= 3.07' Top Width= 24.00'
Length= 120.0' Slope= 0.01677'
Reach D1: Existing Ditch #2
Hydrograph
3
0
LL
1
F Inflow Area=6.300 ac
Peak Depth=0.22'
Max Vet=1.9 fps
n=0.035
L=120.0'
A S=0.0167'/'
,Capacity=365.24 cfs
Inflow
o Outflow
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 Eft swale scs
Prepared by {enter your company name
HydroCAD® 7.10 s/n 004070 © 2005 HydroC,
Type// 24-hr 2yr Rainfall=3.52"
Page 7
Solutions LLC 11 /14/guns
Subcatchment 1: DA#1
Runoff = 12.97 cfs @ 11.97 hrs, Volume= 0.573 af, Depth> 0.67'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2yr Rainfall=3.52"
Area (ac) CN Description
10.200 65
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1: DA#1
Hydrograph
D Runoff
Type II 24-hr 2yr
Rainfall=3.52"
Runoff Area=10.200 ac
Runoff Volume=0.573 of
Runoff Depth>0.67"
Tc=5.0 min
CN=65
v?r t Ti E E i 3 3 amt ? + ?--^?nt.
5 6 7 8 9 10 11 12 13 14 15 16 17 1,8 19 20
Time (hours)
07-230 Eft swale scs Type 11 24-hr 2yr Rainfall=3.52"
Prepared by {enter your company name here} Page 4
HydroCAD® 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach SW-1: GRASSED SWALE #1
Inflow Area = 10.200 ac, Inflow Depth > 0.67" for 2yr event
Inflow = 12.97 cfs @ 11.97 hrs, Volume= 0.573 of
Outflow = 11.72 cfs @ 12.03 hrs, Volume= 0.570 af, Atten= 10%, Lag= 3.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.0 fps, Min. Travel Time= 1.8 min
Avg. Velocity = 0.7 fps, Avg. Travel Time= 5.1 min
Peak Depth= 0.76'@ 12.00 hrs
Capacity at bank full= 80.89 cfs
Inlet Invert= 147.00', Outlet Invert= 146.05'
6.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 3.0'/' Top Width= 18.00'
Length= 211.0' Slope= 0.0045 '/'
Reach SW-1: GRASSED SWALE #1
Hydrograph
a Inflow
10 Outflow
11
3
0
LL
Inflow Area=10.200 ac
Peak Depth=0.76'
Max Vet=2.0 fps
n=0.035
L=211.0'
S=0.0045 '/'
Capacity=80.89 cfs
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 6ft swale scs Type 11 24-hr 2yr Rainfall=3.52"
Prepared by {enter your company name here} Page 3
HydroCADO 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach D2: Existing Ditch #1
Inflow Area = 10.200 ac, Inflow Depth > 0.67" for 2yr event
Inflow = 11.72 cfs @ 12.03 hrs, Volume= 0.570 of
Outflow = 11.40 cfs @ 12.04 hrs, Volume= 0.569 af, Atten= 3%, Lag= 1.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.6 fps, Min. Travel Time= 0.7 min
Avg. Velocity = 0.9 fps, Avg. Travel Time= 1.9 min
Peak Depth= 0.59'@ 12.03 hrs
Capacity at bank full= 282.91 cfs
Inlet Invert= 146.00', Outlet Invert= 145.00'
6.00' x 3.00' deep channel, n= 0.035
Side Slope Z-value= 3.0'/' Top Width= 24.00'
Length= 100.0' Slope= 0.01007'
Reach D2: Existing Ditch #1
Hydrograph
8 Inflow
0 Outflow
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 6ft swale scs Type 11 24-hr 2yr Rainfall=3.52"
Prepared by {enter your company name here} Page 8
HydroCADO 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Subcatchment 2: DA#2
Runoff = 8.01 cfs @ 11.97 hrs, Volume= 0.354 af, Depth> 0.67'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 2yr Rainfall=3.52"
Area (ac) CN Description
6.300 65
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2: DA#2
Hydrograph
Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 6ft swale scs Type 11 24-hr 2yr Rainfall=3.52"
Prepared by {enter your company name here} Page 12
HydroCADO 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach SW-2: GRASSED SWALE #2
Inflow Area = 6.300 ac, Inflow Depth > 0.67" for 2yr event
Inflow = 8.01 cfs @ 11.97 hrs, Volume= 0.354 of
Outflow = 5.85 cfs @ 12.14 hrs, Volume= 0.348 af, Atten= 27%, Lag= 9.9 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.4 fps, Min. Travel Time= 6.3 min
Avg. Velocity = 0.5 fps, Avg. Travel Time= 16.7 min
Peak Depth= 0.56'@ 12.03 hrs
Capacity at bank full= 65.93 cfs
Inlet Invert= 149.60', Outlet Invert= 148.06'
6.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 3.0'/' Top Width= 18.00'
Length= 515.0' Slope= 0.0030T
Reach SW-2: GRASSED SWALE #2
Hydrograph
7
w
U
3:
U.
Inflow Area=6.300 ac
Peak Depth=0.56'
Max Vet=1.4 fps
n=0.035
L=515.0'
S=0.0030 '/'
Capacity=65.93 cfs
III Inflow
11 Outflow
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 6ft swale scs Type// 24-hr 2yr Rainfall=3.52"
Prepared by {enter your company name here} Page 9
HydroCAD® 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach D1: Existing Ditch #2
Inflow Area = 6.300 ac, Inflow Depth > 0.66" for 2yr event
Inflow = 5.85 cfs @ 12.14 hrs, Volume= 0.348 of
Outflow = 5.69 cfs @ 12.16 hrs, Volume= 0.347 af, Atten= 3%, Lag= 1.4 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.4 fps, Min. Travel Time= 0.8 min
Avg. Velocity = 0.9 fps, Avg. Travel Time= 2.2 min
Peak Depth= 0.34'@ 12.15 hrs
Capacity at bank full= 365.24 cfs
Inlet Invert= 148.00', Outlet Invert= 146.00'
6.00' x 3.00' deep channel, n= 0.035
Side Slope Z-value= 3.07' Top Width= 24.00'
Length= 120.0' Slope= 0.01677'
Reach D1: Existing Ditch #2
Hydrograph
w
3
0
LL
Inflow Area=6.300 ac
'Peak Depth=0.34'
Max Vet=2.4 fps
n=0.035
L=120.0'
A S=0.0167'/'
T>, Capacity=365.24 cfs
1
E3 Inflow
Outflow
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 6ft swale scs Type 1124-hr 10yr Rainfall=5.44"
Prepared by {enter your company name here} Page 13
HydroCAD® 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Subcatchment 1: DA#1
Runoff = 35.70 cfs @ 11.96 hrs, Volume= 1.505 af, Depth> 1.77'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10yr Rainfall=5.44"
Area (ac) CN Description
10.200 65
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 1: DA#1
Hydrograph
0 Runoff
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 Eft swale scs Type 1124-hr 10yr Rainfall=5.44"
Prepared by {enter your company name here} Page 6
HydroCADO 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach SW-1: GRASSED SWALE #1
Inflow Area = 10.200 ac, Inflow Depth > 1.77" for 10yr event
Inflow = 35.70 cfs @ 11.96 hrs, Volume= 1.505 of
Outflow = 33.22 cfs @ 12.00 hrs, Volume= 1.501 af, Atten= 7%, Lag= 2.3 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 2.7 fps, Min. Travel Time= 1.3 min
Avg. Velocity = 0.9 fps, Avg. Travel Time= 4.0 min
Peak Depth= 1.31' @ 11.98 hrs
Capacity at bank full= 80.89 cfs
Inlet Invert= 147.00', Outlet Invert= 146.05'
6.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 3.0'/' Top Width= 18.00'
Length= 211.0' Slope= 0.0045 '/'
Reach SW-1: GRASSED SWALE #1
Hydrograph
Inflow Area=10.200 ac
Peak Depth=1.31'
Max Vet=2.7 fps
n=0.035
L=211.0'
S=0.0045 '/'
Capacity=80.89 cfs
Inflow
11 Outflow
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 Eft Swale scs Type 11 24-hr 10yr Rainfall=5.44"
Prepared by {enter your company name here} Page 5
HydroCADO 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach D2: Existing Ditch #1
Inflow Area = 10.200 ac, Inflow Depth > 1.77" for 10yr event
Inflow = 33.22 cfs @ 12.00 hrs, Volume= 1.501 of
Outflow = 32.22 cfs @ 12.01 hrs, Volume= 1.499 af, Atten= 3%, Lag= 0.7 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.5 fps, Min. Travel Time= 0.5 min
Avg. Velocity = 1.2 fps, Avg. Travel Time= 1.4 min
Peak Depth= 1.03'@ 12.01 hrs
Capacity at bank full= 282.91 cfs
Inlet Invert= 146.00', Outlet Invert= 145.00'
6.00' x 3.00' deep channel, n= 0.035
Side Slope Z-value= 3.07' Top Width= 24.00'
Length= 100.0' Slope= 0.0100 '/'
Reach D2: Existing Ditch #1
Hydrograph
N
2
3 18-
0
FL 16-
14
12:
10,
8:
5 6 7 8 9 10
11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 6ft swale scs Type 11 24-hr 10yr Rainfall=5.44"
Prepared by {enter your company name here} Page 14
HydroCAD® 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Subcatchment 2: DA#2
Runoff = 22.05 cfs @ 11.96 hrs, Volume= 0.930 af, Depth> 1.77'
Runoff by SCS TR-20 method, UH=SCS, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10yr Rainfall=5.44"
Area (ac) CN Description
6.300 65
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry,
Subcatchment 2: DA#2
Hydrograph
Runoff
15-
y 14,
w
13
3 12'
LL 11-
10=
-
9,
8
7.:
6
5
4-
3"
2
1
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 Eft swale scs Type 11 24-hr 10yr Rainfall=5.44"
Prepared by {enter your company name here} Page 18
HydroCADO 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach SW-2: GRASSED SWALE #2
Inflow Area = 6.300 ac, Inflow Depth > 1.77" for 10yr event
Inflow = 22.05 cfs @ 11.96 hrs, Volume= 0.930 of
Outflow = 17.96 cfs @ 12.08 hrs, Volume= 0.920 af, Atten= 19%, Lag= 7.1 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 1.9 fps, Min. Travel Time= 4.4 min
Avg. Velocity = 0.7 fps, Avg. Travel Time= 13.2 min
Peak Depth= 1.06'@ 12.01 hrs
Capacity at bank full= 65.93 cfs
Inlet Invert= 149.60', Outlet Invert= 148.06'
6.00' x 2.00' deep channel, n= 0.035
Side Slope Z-value= 3.0'/' Top Width= 18.00'
Length= 515.0' Slope= 0.00307'
Reach SW-2: GRASSED SWALE #2
Hydrograph
A
1
Inflow Area=6.300 ac
Peak Depth=1.06'
Max Vet=1.9 fps
n=0.035
L=515.0'
S=0.0030 '/'
Capacity=65.93 cfs
F Inflow
Outflow
5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Time (hours)
07-230 6ft swale scs Type 11 24-hr 10yr Rainfall=5.44"
Prepared by {enter your company name here} Page 15
HydroCAD® 7.10 s/n 004070 © 2005 HydroCAD Software Solutions LLC 11/14/2008
Reach D1: Existing Ditch #2
Inflow Area = 6.300 ac, Inflow Depth > 1.75" for 10yr event
Inflow = 17.96 cfs @ 12.08 hrs, Volume= 0.920 of
Outflow = 17.61 cfs @ 12.10 hrs, Volume= 0.919 af, Atten= 2%, Lag= 1.0 min
Routing by Stor-Ind+Trans method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Max. Velocity= 3.5 fps, Min. Travel Time= 0.6 min
Avg. Velocity = 1.2 fps, Avg. Travel Time= 1.7 min
Peak Depth= 0.65'@ 12.09 hrs
Capacity at bank full= 365.24 cfs
Inlet Invert= 148.00', Outlet Invert= 146.00'
6.00' x 3.00' deep channel, n= 0.035
Side Slope Z-value= 3.07' Top Width= 24.00'
Length= 120.0' Slope= 0.01677'
Reach D1: Existing Ditch #2
Hydrograph
IS Inflow
0 Outflow
11
5 6 7 8 9 10 11 12 13
Time (hours)
14 15 16 17 18 19 20
?MPACT AREA MA
e?
OPT"""
N
O
Z
m

N
O
m
e
N

u?
0

yd
C) D
-I Z

?0 K
D-0
no
?D
J?

Road Culvel `
160 160

PROPOSED ROADWAY
155 _ 155

ROADSIDE DITCH
CENTERLINE
150 _ 150
.... .......... .................
145 _ 145
STREAM
140 140

_._........ ._.......
95"x67" ARCH PIPE
SET 1.0' BELOW STREA M GRADE

135
135

130
130
0+00 0+50 1+00 1+50
o c 00

0+50 1+00
ORAINAGE AREA MA