20091168 Ver 1_More Info Received_20091119

#S&ME
November 19, 2009
North Carolina Division of Water Quality
Wetlands and Stormwater Branch
401 Oversight/Express Permitting Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Attention: Ms. Amy Chapman
Reference: Request for More Information Submittal
Pilot Lions Park
Franklin County, North Carolina
S&ME Project No. 1051-09-072
Dear Ms. Chapman:
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9 2009
DEW - WATER OUAC, I y
WET1J1N Mo STORMWATER BRA 04
S&ME, Inc. (S&ME) wishes to submit the information pertaining to the permit application for
the above-referenced project requested by your office in the letter dated November 9, 2009.
Please find attached the stormwater plans showing diffuse flow submitted by Site Solutions and
approved by Mike Randall of the Stormwater Permitting Unit on November 16, 2009. We have
attached the stormwater permit application packet that includes the required BMP supplement
form and calculations, drainage area maps (DA-1, DA-2) showing inventory of imperviousness
in each drainage area, and updated site plans (dated November 9, 2009) previously included with
the PCN. Note that the site plan updates do not change any calculations shown on the PCN.
Also attached are two bound copies of the complete stormwater and erosion control calculations.
The included compact disk contains a full schedule of drawings in PDF format for the Pilot
Lions Park project.
If we can provide additional information or answer questions you may have, please feel free to
contact Jason Volker with S&ME at 919-880-3137.
Sincerely,
S&ME
Jason Volker, L.S.S.
Environmental Scientist
Attachments: Stormwater Management Permit Application (with BMP Supplement Form)
Drainage Area Maps DA-1, DA-2
Demolition Plan (and Wetland Survey) (11/9/09)
S&ME, INC. / 3201 Spring Forest Road / Raleigh, NC 27616 / p 919.872.2660 f 919.876.3958 / www.smeinc.com
Site Plan (11/9/09)
Grading/Drainage Plan (11/9/09)
Site (Boardwalk) Construction Details (11/9/09)
Compact Disk of Approved Site Plans
Letter of Transmittal
TO NCDENR-DWQ V*W
1617 Mail Service Center
Raleigh, NC 27699-1617
DATE l 10/8/2009 .toa NO. 3043
AMnON Mike Randell
RE: Stormwater Management Permit Review for Pilot Lions Park

o q - t i Lo S
Y Is
SOLUTIONS
2 3 2 0
t ??'`?`" W. Morehead Street
Charlotte, NC 28208
P 704.521.9880 F 704.521.8955
www.sitesolutlonspa. mm
WE ARE SENDING YOU:
? shop drawings
? Copy of letter
? AttacW ? Under separate cover via
? Prints ? Plan
? Change order ? Samples ? Specdiotbns
COPIES DATE NO. DESCRIPTION
2 10/8/2009 1 Stormwater Management Permit Applications (1 original & 1 copy)
2 10/812009 2,3 Swale 5upplement Form (1 original & 1 copy), Swale 0&M Agreement (1 original & 1 copy)

1 10/8/2009 5,6,7,6 Detailed Narrative, 4L-pmt
2 10/8/2009 9 Construction Plans
2 1018/2009 10 Stormwater Calculations
THESE ARE TRANSMITTED as checked below:
R1 For approval ? Approved as S Wlfted ? Resubmit
? For your use ? Approved as rated ? submit
? As requested ? Returned for corrections ? Return
For review and mmmmt
REMARKS Enclosed are the items needed for the Stormwater Management Permit review. Please let me
know if there are any extra items that are needed for this review or if you have any questions regarding this project.
My direct line is [phone]. Thanks, Tristan
uu
s.
DENR - WATER QUALITY
COPY TO SIGNED: Tristan Teasley
Pilot Lions Park - Detailed Pro! ect Narrative `
The proposed project is located northwest of the intersection of SR 1745 Clyde Pearce Road and
SR 1744 Pilot Bypass Road near Zebulon, NC. This project includes the construction of two (2)
new baseball fields, a picnic shelter, playground, and a new parking facility. The parking facility
will connect to the existing parking lot at the adjacent Pilot Lions Club. The property is an
existing open un-maintained lawn/field containing a small area of wetlands on the northern most
section of the property. The existing ground surface primarily slopes to the center of the
property (to a draw) at around 3%, with contours ranging from 322.0 to 350.01
This project drains to Non-SA or Non-ORW Waters and will adhere to the requirements set forth
in the recent revisions to the NC General Statues (15A NCAC 2 H.1000). The receiving stream
name is Moccasin Creek and is classified as a "C" Aquatic Life, and "NSW "nutrient sensitive
waters. Based on the fact that this project is defined as low density, the drainage area is
compiled into a single area (per #9 on the "Stormwater Management Permit Application Form").
This project falls under a low-density condition, because the overall Built Upon Area (BUA) is
11.70%, which is less than the maximum of 24%. There are some areas that have a higher BUA
than the overall BUA for this property, however they are being treated by a grass swale that is
175 feet in length. Per the conversation between Mike Randell (NCDWQ) and Tristan Teasley
(Site Solutions) on 5-4-09, if the areas of high densities are treated in a grass swale (using
NCDWQ guidelines) and the swale has a minimum length of 100 feet to the discharge point, the
project will still qualify as a low-density project. Since this project falls under the low-density
classification, there is no requirement for detention or water quality for this site. The use of
vegetative conveyances have been used to the maximum extent practicable.
Because this project is in Franklin County (within the Neuse River Basin), it must meet the
nutrient removal requirements per NC Rules 15A NCAC 2B .0235. This rule states that the
required post-development nitrogen load must be reduced to 3.6 lb/ac/yr. The state provided
spreadsheet shows the post developed nitrogen loading level at 2.231b/ac/yr which is under the
3.6 lb/ac/yr requirement, therefore no BMP's will be needed for nutrient removal. The proposed
swales are designed on the requirements for "Conveyance Swales not Seeking Pollutant Credit".
The offsite flow (that was originally going thm our project) will now bypass around our project
via "Clean Water" grassed swales, which will be lined for extra sediment control. The storm
conveyance calculations use the rational method and a storm design frequency of 10-years.
DWQ USE ONLY
Date Received Fee Paid Permit Number

Applicable Rules: ? Coastal SW -1995 ? Coastal SW - 2008 ? Ph II - Post Construction
(select all tint apply) ? Non-Coastal SW- HQW/ORW Waters ? Universal Stormwater Management Plan
? Other WQ M t Plan:
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
1. GENERAL INFORMATION
1. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Pilot Lions Park
2. Location of Project (street address):
38 Pilot Bypass Road
Ci ty:Zebulon County:Franklin Zip:27597
3. Directions to project (from nearest major intersection):
Pilot Bypass Road is located approximately 0.35 miles north of the intersection of Old US 64 HWY and NC 39
HWY Project is on the north side of Pilot Bypass Road and is approximately 0.18 miles from the intersection
of Pilot Bypass Road and NC 39 HWY
4. Latitude:35* 53' 18" N Longitude:78° 16'03" W of the main entrance to the project.
II. PERMIT INFORMATION:
1. a. Specify whether project is (check one): ®New []Modification
b. If this application is being submitted as the result of a modification to an existing permit, list the existing
permit munber , its issue date (if known) , and the status of
construction: []Not Started []Partially Completed* [I Completed* *provide a designer's
certification
2. Specify the type of project (check one):
©Low Density []High Density []Drains to an Offsite Stormwater System []Other
3. If this application is being submitted as the result of a previously returned application or a letter from DWQ
requesting a state stormwater management permit application, list the stormwater project number, if
assigned, and the previous name of the project, if different than currently
proposed,
4. a. Additional Project Requirements (check applicable blanks; information on required state permits can be
obtained by contacting the Customer Service Center at 1-877-623-6748):
?CAMA Major
?NPDES Industrial Stormwater
®Sedimentation/Erosion Control: 13.72 ac of Disturbed Area
[]404/401 Permit: Proposed Impacts
b. If any of these permits have already been acquired please provide the Project Name, Project/Permit Number,
issue date and the type of each permit:
Form SWU-101 Version 07July2009 Page 1 of 6
in. CONTACT INFORMATION
1, a. Print Applicant / Signing Official's name and title (specifically the developer, property owner, lessee,
designated government official, individual, etc. who owns the project):
Applicant/Orgarv
Signing Official &
b. Contact information for person listed in item la above:
Street Address:113 Market Street
City:Louisburiz State:NC Zip:27549
Mailing Address (if applicable):113 Market Street
City:Louisbure State:NC Zip :27549
Phone: (919 ) 496-6624
Fax: (919 ) 496-7656
Email-,ogreene@franklincolm!ync.us
c. Please check the appropriate box. The applicant listed above is:
© The property owner (Skip to Contact Information, item 3a)
? Lessee* (Attach a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
? Purchaser* (Attach a copy of the pending sales agreement and complete Contact Information, item 2a and
2b below)
? Developer* (Complete Contact Information, item 2a and 2b below.)
2. a. Print Property Owner's name and title below, if you are the lessee, purchaser or developer. (This is the
person who owns the property that the project is located on):
Property Owner/Organization: R ab e r{- L. C yun n S tin / Frn n L i ?n C o t t h L
Signing Official & Title: R c) h c r t S wri n c o r) Ph a i rf oa to
b. Contact information for person listed in item 2a above:
Street Address: 113 Mnykei- S+reef
City: Lo aic era State: I)C Zip: ag5L1
Mailing Address (if applicable): (.some) a..
City: State: Zip:
Phone: ( 0 M ) LIQ b - :A7 CI Fax: L IQ ) L( Q Le - Qtr R 3
Email:
3. a. (Optional) Print the name and title of another contact such as the project's construction supervisor or other
person who can answer questions about the project:
Other Contact Person/Organization:
Signing Official & Title:
b. Contact information for person listed in item 3a above:
Mailing Address:
City: State: Zip:
Phone: ( ) Fax:
Email:
4. Local jurisdiction for building permits:
Point of Contact: Phone #:
Fomi SWU-101 Version 071uly2009 Page 2 of 6
IV: PROJECT INFORMATION
2. a. If claiming vested rights, identify the supporting documents provided and the date they were approved: '
? Approval of a Site Specific Development Plan or PUD Approval Date:
? Valid Building Permit Issued Date:
? Other: Date:
b.Identify the regulation(s) the project has been designed in accordance with:
? Coastal SW -1995 ? Ph 11 - Post Construction
3. Stormwater runoff from this project drains to the Neuse River basin.
4. Total Property Area: 18.38 acres
5. Total Coastal Wetlands Area: 0 acres
6. Total Surface Water Area: 0 acres
7. Total Property Area (4) -Total Coastal Wetlands Area (5) -Total Surface Water Area (6) =Total Project Area+:
18.38 acres
+ Total project area shall be calculated to exclude the following: the normal pool of impounded structures, the area
between the banks of streams and rivers, the area below the Normal High Water (NHW) line-or Mean High Water
(MHW) line, and coastal wetlands landward from the NHW (or MHW) line. The resultant project area is used to
calculate overall percent built upon area (BLIA). Non-coastal wetlands landward of the NHW (or MHW) line may
be included in the total project area.
8. Project percent of impervious area: (Total Impervious Area / Total Project Area) X 100 =11.70 %
9. How many drainage areas does the project have?1(For high density, count 1 for each proposed engineered
stormwater BMP. For low density and other projects, use 1 for the whole property area)
10. Complete the following information for each drainage area identified in Project Information item 9. If there
are more than four drainage areas in the project, attach an additional sheet with the information for each area
provided in the same format as below.
Basinanfprmatipn . Drama ,..Area 1 Dtairage: urea Drain e Area - Drainage Aiea
Receiving Stream Name Moccasin Creek
Stream Class * C; NSW
Stream Index Number * 27-53-(0.5)
Total Drainage Area (so 800,633
On-site Drainage Area (sf) 800,633
Off-site Drainage Area (sf) N/A
Proposed Impervious Area** (sf) 93,350
% Impervious Area** (total) 11.70
Im ervious";surface Area Drama e'Area, l Drains e Area _ 17raina e Area , i.l rama a Area
On-site Buildings/Lots (sf) 6,632
On-site Streets (so 3,892
On-site Parking (so 29,962
On-site Sidewalks (so 18,756
Other on-site (so N/A
Future (so 34,108
Off-site (sf) N/A
Existing BUA*** (so 37,531
Total (sf): 130,881 ,
* Stream Class and Index Number can be determined at: http://h2o.erir-.state.iic.us/binrslreports/reportsWB.html
hn ervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sideewalb, gravel areas, etc.
*** Report only that amount of existing BLIA that will remain after development. Do not report any existing BLIA that
is to be reproved and which will be replaced by new BUA.
Form SWU-101 Version 07July2009 Page 3 of 6
In the svace vrovided below, briefly summarize how the stormwater runoff will be treated.
11: How was the off-site impervious area listed above determined? Provide documentation.
Protects in Union County: Contact DWQ Central Office staff to check if the project is located tivithin a Threaten `gym
'4C 02B .064. ' '
Endangered Species watershed that may be subject to more stringent stornnvater requirements as per NC
V. SUPPLEMENT AND O&M FORMS
The applicable state stormwater management permit supplement and operation and maintenance (O&M) forms
must be submitted for each BMP specified for this project. The latest versions of the forms can be downloaded
from htW://h2o.enr.state.nc.us/su/bmp , forms htm.
VI. SUBMITTAL REQUIREMENTS
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. A detailed application instruction sheet and BMP
checklists are available from http://h2o.enr.state.nc.us/su/bmp_fonns.htm. The complete application
package should be submitted to the appropriate DWQ Office. (The appropriate office may be found by locating
project on the interactive online map at http://h2o.enr.state.nc.us/su/msi_maps.htm.)
Please indicate that the following required information have been provided by initialing in the space provided for
each item. All original documents MUST be signed and initialed in blue ink. Download the latest versions for
each submitted application package from http://h2o.enr.state.nc.us/su/-bmp--,forms.htrn.
1. Original and one copy of the Stormwater Management Permit Application Form.
2. Original and one copy of the signed and notarized Deed Restrictions & Protective Covenants
Form. (if required as per Part VII below)
3. Original of the applicable Supplement Form(s) (sealed, signed and dated) and O&M
agreement(s) for each BMP.
Initials
TM
/M T

4. Permit application processing fee of $505 payable to NCDENR. (For an Express review, refer to _'r/yt T
http://www.envhiLlR.org/12ages/onestoiRgLcRress.hb:rd for information on the Express program
and the associated fees. Contact the appropriate regional office Express Permit Coordinator for
additional information and to schedule the required application meeting.)
5. A detailed narrative (one to two pages) describing the stormwater treatment/management for
TM i
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the 'm T
receiving stream drains to class SA waters within 'A mile of the site boundary, include the 1h
mile radius on the map.
7. Sealed, signed and dated calculations. Tiv, T
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including. T )V?T
a. Development/Project name.
b. Engineer and firm.
c. Location map with named streets and NCSR numbers.
d. Legend.
e. North arrow.
f. Scale.
g. Revision number and dates.
h. Identify all surface waters on the plans by delineating the normal pool elevation of
impounded structures, the banks of streams and rivers, the MHW or NHW line of tidal
waters, and any coastal wetlands landward of the MHW or NHW lines.
• Delineate the vegetated buffer landward from the normal pool elevation of impounded
structures, the banks of streams or rivers, and the MHW (or NHW) of tidal waters.
i. Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
k. Existing contours, proposed contours, spot elevations, finished floor elevations.
1. Details of roads, drainage features, collection systems, and stormwater control measures.
m. Wetlands delineated, or a note on the plans that none exist. (Must be delineated by a
qualified person. Provide documentation of qualifications and identify the person who
made the determination on the plans.
n. Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations.
o. Drainage areas delineated (included in the main set of plans, not as a separate document).
p. Vegetated buffers (where required).
Form SWU-101 Version 07Juty2009 Page 4 of 6
Copy of any applicable soils report with the associated SHWT elevations (Please identify T-M T
elevations in addition to depths) as well as a map of the boring locations with the existing
elevations and boring logs. Include an 8.5"x11" copy of the NRCS County Soils map with the
project area clearly delineated. For projects with infiltration BMPs, the report should also'- i
'
include the soil type, expected infiltration rate, and the method of determining the infiltr}on -rate.
(Infiltration Devices submitted to WiRO: Schedule a site visit for DWQ to verify the SHWT pfiot
to submittal, [phone].), ,
10. A copy of the most current property deed. Deed book 2007 Page No: 25 . "T _
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC WA
3
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item 1a, 2a, and/or 3a per NCAC 2H.1003(e). The
corporation or LLC must be listed as an active corporation in good standing with the NC
Secretary of State, otherwise the application will be returned.
http: / /www.secretaiy.state.nc.us/CorRorations/`-CSearch.asl2x
VII. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
For all subdivisions, outparcels, and future development, the appropriate property restrictions and protective
covenants are required to be recorded prior to the sale of any lot. If lot sizes vary significantly or the proposed
BUA allocations vary, a table listing each lot number, lot size, and the allowable built-upon area must be
provided as an attachment to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants forms can be downloaded from
http//h2o.enr.state.nc.us/su/bmp forms.htm#deed restrictions. Download the latest versions for each submittal.
In the instances where the applicant is different than the property owner, it is the responsibility of the property
owner to sign the deed restrictions and protective covenants form while the applicant is responsible for ensuring
that the deed restrictions are recorded.
By the notarized signature(s) below, the permit holder(s) certify that the recorded property restrictions and
protective covenants for this project, if required, shall include all the items required in the permit and listed
on the forms available on the website, that the covenants will be binding on all parties and persons claiming
under them, that they will ran with the land, that the required covenants cannot be changed or deleted
without concurrence from the NC DWQ, and that they will be recorded prior to the sale of any lot.
VIII. CONSULTANT INFORMATION AND AUTHORIZATION
Applicant: Complete this section if you wish to designate authority to another individual and/or firm (such as a
consulting engineer and/or firm) so that they may provide information on your behalf for this project (such as
addressing requests for additional information).
Consulting Engineer-Mark Breen
Consulting Firm: Site Solutions
Mailing Address:2320 West Morehead Street
City:Charlotte State:NC Zip:28216
Phone: (704 ) 521-9880 Fax: (704 ) 521-8955
Email:mbreen®sitesolutionspa.com
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, item 2 has been filled out, complete this
section)
1, (print or type name of person listed in Contact Information, item 2a) RUke rf L S Sri ns ro certify that I
own the property identified in this permit application, and thus give permission to (print or type mmne of person
listed in Contact Information, item 1a) d I i Vri- G rrene- with (print or type name of organization listed in
Contact Information, item IN to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contr cth s been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Form SWU-101 Version 07July2009 Page 5 of 6
As the legal property owner I acknowledge, understand, and agree by my signature below, that jpy designated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or 'a on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Stormwater pe ack to
me, the property owner. As the property owner, it is my responsibility to notify DWQ immediately a
completed Name/Ownership Change Form witl-dn 30 days; otherwise I will be operating a stormw t
facility without a valid permit. I understand that the operation of a stormwater treatment facility ou a v
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement ac o includin4
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signature: tobyx- z U#?? Date: 16
i, Vr; s L o Ci - ki f--)g __,a Notary Public for the State of Norlb Union county of
- Fro n iz? i; n- do hereby certify that Rnlaeil L ?IA) f] Q ?; on -- - - - - - personally appeared
before me this 5 day of bHnbEr - -RQ9 and acknowledge the due execution of the application for
a stormwater permit. Witness my hand
-n
% 4411V 0
and official seal, ??61)fp-u JI, 4n"-"d-d4
0
SEAL
My commission expires 3- QLI - ?Z)J:3
X. APPLICANT'S CERTUICATION
1, (print or hjpe naine of person listed in Contact In/brinntion, itent 2) C)) - JVer Aye-ej-)e.
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 the
applicable stormwater rules under 15A NCAC 2kl.1000, SL 2006-246 (Ph. 11 - Post Construction) or SL 2008-211.
Date:/0 - 6'-01
I
r-I She n G. ki OQ a Notary Public for the State ofNi)rtk QQr8hQ6 County of
J
-Fmnki in. doherebycertify that Oliver L.Greene, Jr. personally appeared
before me this 5 dav of k-?F)ber cqcrpan?d paowledge the due execution of the application for
a stormwater permit. Witness my hand and official se.- - Z? / aiLl
10
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My commission expires - P q - a 0) 3
Form SWU-101 Version 07July2OO9 Page 6 of 6
Permit Number.
(to be provided by DWQ)
'd?/` jloF?,apr?R
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM -
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT;., .
This form must be filled out, printed and submitted.
The Required Items Checklist (Part Ill) must also be filled out, printed and submitted along with all of the required information,
Project name Pilot Clons.Park
Contact name Mark B"M-en
Phone number (704} 521-9880
Date St ptembef 14, 2009 :
Drainage area number

Site Characteristics
Drainage area 317;988.00 t?
Impervious area 112,385.00 f?
Percent impervious 35.3%%
Design rainfall depth 1.00 Inch
Peak Flow Calculations
10-yr storm runoff depth in
10-yr storm intensity - 4.47 - : In/hr
Post-development 10-yr storm peak flow 22,15 ft3/sec
Velocity
Maximum non-erosive velocity.(peak 10-year storm) 5.00 ftlsec
Soil characteristics (enter Y below)
Sand/slit (easily erodible) x -
Clay mix (erosion resistant) -
Grass Type (enter Y below)
Bermuda x _
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: Y (Y or N)
Maximum velocity -5.00
Side slopes -3.00 :1
Swale length 175,00 ft
Option 2: Swale Seeking Pollutant Credit ('For-Credir Swale): N (Y or N)
Maximum velocity for 10-yr storm fl/sec
Side slopes
Swale length ft
OK
Insufficient side slopes. Max Is 5:1.
OK
Form SW401-Grassed Swale-Rev.4 Parts I and II. Project Design Summary, Page 1 of 2
Peril Number.
(to be provided by DWQ)
V Swale Characteristics
Swale Shape: Enter an Y In the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
Width of the bottom of the Swale
Width of the top of the Swale
Additional Information
Is the Swale sized for all runoff from ultimate build-out?
Is the BMP located In a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What Is the distance from the bottom of the Swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the Swale?
What Is the SHWT elevation?
What Is the longitudinal slope of the swale?
What is the depth of freeboard?
x
15.00 ft
35.00 ft

OK
Insufficient ROW location.
OK
OK
Form SW401-Grassed Swale-Rev.4 Parts I and II. Project Design Summary, Page 2 or 2
Permit Name:
(to be provided by DGVQ)
Drainage Area Number:
Grassed Swale Operation and Maintenance Agreement:..
I will keep a maintenance record on this BUT. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BNT.
Important maintenance procedures:
- The drainage area of the grassed swale will be carefully managed to reduce the
sediment load to the grassed swale.
- After the first-time fertilization to establish the grass in the swale, fertilizer will
not be applied to the grassed swale.
Tlie grassed swale will be inspected once a quarter. Records of operation and
maintenance will be kept in a known set location and will be available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will rernediate the problem:
The entire length of the Trash/ debris is present. Remove the trash/ debris.
swale
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then re-sod
(or plant with other appropriate
species) and water until established.
Provide lime and a one-time
fertilizer application.
Sediment covers the grass at Remove sediment and dispose in an
the bottom of the swale. area that will not impact streams or
BMPs. Re-sod if necessary.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Grassed Swale O&M-Rev.3 Page 1 of 2
Permit Number:
(to be provided by DYYQ)
I acknowledge and agree by my signature below that I am responsible for the
.,
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project nameTilot Lions Park
BMP drainage area number:#1
Print name:Oliver Greene
TitleTranklin County Parks and Recreation Interim Director
Address: 113 Market Street
Phone:[phone]
Signature: C-)
Date: 1-3, \- 0
Note: The legally responsible party should not be a homeo\Nmers association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
I, A&.,' r ?\\-k , a Notary Public for the State of
bc?h?G ?'y? i , County Of V1 , do hereby certify that
i ?)p(' ?. • ?=e- e personally appeared before me this J:h-51
day of 5 Olen\ btr` t3 LA , and acknowledge the due execution of the
forgoing grassed swale maintenance requirements. Witness my hand and official seal,
B. #0TAq}
In ti AV6L1G ??,
?/rC?N COUr' ',.L \''s
SEAL
My commission expires /0 IcLoLozul
Form SW401-Grassed Swale O&M-Rev.3 Page 2 of 2
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Storm Water Et Erosion Control Calculations
For:
Pilot Lions Park
Project #3043A
Zebulon, North Carolina
November 9, 2009
T E
O??A
2 3 2 0
W. Morehead Street
Charlotte, NC 28208
Landscape Architecture
Site Planning
Civil Engineering
www.sitesolutionspa.com
Telephone-704-521-9880
Facsimile-704-521-8955
aR0Z
s
r
SEAL
029928

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Pilot Lions Park
Project #3043A
Storm Water Calculations
TABLE OF CONTENTS
I ......................SITE NARRATIVE
II ....................EXISTING SITE DATA
Location Map
USGS Map
Soils Map
Hydrologic Soil Data
III ...................EROSION CONTROL CALCULATIONS
Sediment Basin
Rip-Rap Aprons
Ditch Liners
IV ...................STORM DRAINAGE CALCULATIONS
NOAA Storm Data
Haestad Storm Tabulations
Time of Concentration Calcs.
Storm Schedule
StormCad Output Data
Swale Flow Calculations
Grass Swale Supplement Form
Culvert Calculations
V ......................NEUSE RIVER NUTRIENT CALCULATIONS
Total Nitrogen and Total Phosphorus
Loading Calculations
VI ........................COMPOSITE DRAINAGE AREA MAP

11

I. SITE NARRATIVE

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Pilot Lions Park- Detailed Project Narrative
The proposed project is located northwest of the intersection of SR 1745 Clyde Pearce Road and
SR 1744 Pilot Bypass Road near Zebulon, NC. This project includes the construction of two (2)
new baseball fields, a picnic shelter, playground, and a new parking facility. The parking facility
will connect to the existing parking lot at the adjacent Pilot Lions Club. The property is an
existing open un-maintained lawn/field containing a small area of wetlands on the northern most
section of the property. The existing ground surface primarily slopes to the center of the
property (to a draw) at around 3%, with contours ranging from 322.0 to 350.0 ft.
This project drains to Non-SA or Non-ORW Waters and will adhere to the requirements set forth
in the recent revisions to the NC General Statues (15A NCAC 2 H .1000). The receiving stream
name is Moccasin Creek and is classified as a "C" Aquatic Life, and "NSW" nutrient sensitive
waters. Based on the fact that this project is defined as low density, the drainage area is
compiled into a single area (per #9 on the "Stormwater Management Permit Application Form").
This project falls under a low-density condition, because the overall Built Upon Area (BUA) is
11.70%, which is less than the maximum of 24%. There are some areas that have a higher BUA
than the overall BUA for this property, however they are being treated by a grass swale that is
175 feet in length. Per the conversation between Mike Randell (NCDWQ) and Tristan Teasley
(Site Solutions) on 5-4-09, if the areas of high densities are treated in a grass swale (using
NCDWQ guidelines) and the swale has a minimum length of 100 feet to the discharge point, the
project will still qualify as a low-density project. Since this project falls under the low-density
classification, there is no requirement for detention or water quality for this site. The use of
vegetative conveyances have been used to the maximum extent practicable.
Because this project is in Franklin County (within the Neuse River Basin), it must meet the
nutrient removal requirements per NC Rules 15A NCAC 2B .0235. This rule states that the
required post-development nitrogen load must be reduced to 3.6 lb/ac/yr. The state provided
spreadsheet shows the post developed nitrogen loading level at 2.231b/ac/yr which is under the
3.61b/ac/yr requirement, therefore no BMP's will be needed for nutrient removal. The proposed
swales are designed on the requirements for "Conveyance Swales not Seeking Pollutant Credit".
The offsite flow (that was originally going thru our project) will now bypass around our project
via "Clean Water" grassed swales, which will be lined for extra sediment control. The storm
conveyance calculations use the rational method and a storm design frequency of 10-years.

I?
11
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II. EXISTING SITE DATA
Location Map
USGS Map
Soils Map
Hydrologic Soil Data
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Page 1 of 3
35° 53' 26'
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Soil Map-Franklin County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest (AOI) (Z very stony spot Map Scale: 1:2,260 if printed on A size (8.5" x 11 ") sheet.
Area of Interest (AOI) ! wet Spot The soil surveys that comprise your A01 were mapped at 1:24,000.
Soils Soil Map Units . Other Please rely on the bar scale on each map sheet for accurate map
Special Line Features measurements.
Special Point Features Gutty Source of Map: Natural Resources Conservation Service
?l Blowout
Short Steep Slope Web Soil Survey URL: http:/Avebsoilsurvey.nres.usda.gov
Borrow Pit Coordinate System: UTM Zone 17N NAD83
X Clay spot ^ Other This product is generated from the USDA-NRCS certified data as of
Political Features the version date(s) listed below.
e Closed Depression 0 Cities
Soil Survey Area: Franklin County, North Carolina
X Gravel Pk Water Features Survey Area Data: Version 9, Dec 31, 2007
„ Gravely Spot oceans Date(s) aerial images were photographed: 6/17/2006
Landfill Streams and Canals The orthophoto or other base map on which the soil lines were
A Lava Flow Transportation compiled and digitized probably differs from the background
«++ Rails imagery displayed on these maps. As a result, some minor shifting
,,6 Marsh or swamp of map unit boundaries may be evident
R Mine or Quarry N Interstate Highways
Q Miscellaneous Water - US Routes
Q Perennial Water Major Roads
v Rock Outcrop N Local Roads
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Natural Resources Web Soil Survey 9114/2009
Conservation Service National Cooperative Soil Survey Page 2 of 3
Soil Map-Franklin County, North Carolina
Map Unit Legend
Franklin County, North Carolina (NC069)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI

ApB Appling loamy sand, 2 to 6 percent 2.7 14.3%
slopes
DuA Duplin sandy loam, 0 to 3 percent 8.4 45.3%
slopes
VnB Varina loamy sand, 2 to 6 percent 7.5 40.4%
slopes
Totals for Area of Interest 18.6 100.0%
USDA Natural Resources Web Soil Survey
9/14/2009
Conservation Service National Cooperative Soil Survey Page 3 of 3
' Hydrologic Soil Group-Franklin County, North Carolina
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Page 1 of 4
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Hydrologic Soil Group
Hydrologic Soil Group- Summary by Map Unit - Franklin County, North Carolina
Map unit symbol Map unit name Rating Acres in A01 Percent of A01
ApB Appling loamy sand, 2 to 6
percent slopes B 2.7 14.3%
DuA Duplin sandy loam, 0 to 3
percent slopes C 8.4 45.3%
VnB Varina loamy sand, 2 to 6
percent slopes C 7.5 40.4%
Totals for Area of Interest 18.6 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive precipitation
from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly
wet. These consist mainly of deep, well drained to excessively drained sands or
gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
' consist chiefly of moderately deep or deep, moderately well drained or well drained
soils that have moderately fine texture to moderately coarse texture. These soils
have a moderate rate of water transmission.

Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of water
transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay layer
at or near the surface, and soils that are shallow over nearly impervious material.
These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or VD), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in their
natural condition are in group D are assigned to dual classes.
USDA Natural Resources Web Soil Survey
a" 9/14!2009
Conservation Service National Cooperative Soil Survey Page 3 of 4
1 Hydrologic Soil Group-Franklin County, North Carolina
Rating Options
' Aggregation Method: Dominant Condition
Component Percent Cutoff: None Specified
' Tie-break Rule: Lower
1

F

' USDA Natural Resources
:? Web Soil Survey 9/14/2009
Conservation Service National Cooperative Soil Survey
' Page 4 of 4
III. EROSION CONTROL CALCULATIONS
Sediment Basin
Rip-Rap Apron's
Ditch Liner's

ii

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TEMPORARY SEDIMENT BASIN PRE ,
PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
COUNTY: Franklin DATE: 9/9/2009
PROJECT NUMBER: 3043 REV:
THE SEDIMENT BAS IN IS DESIGNED IN ACCORDANCE WITH THE N .C. SEDI MENT AND EROSION CONTROL
MANUAL, SECTION 6.61 AND SECTION 8.07.
DRAINAGE AREA= 11.00 ac. DENUDED AREA- 11.00 ac.
PEAK FLOW: Q2 = Cc12A WHERE: 12= , 5,12 in/hr (2yr)
Q2 = 32.20 cfs ho= 7.07 In/hr (10yr)
125= 7.94 in/hr (25yr)
Q1o = CCI10A A= 0.00 ac. Woods C= 0.25
Q,o = 44.47 cfs A= 0.00 ac. Grass C= 0.30
A= 10.40 ac. BARE SOIL C= 0.55
Q25 = CcltoA A= 0.00 ac. offsite C= 0.55
Q25 = 49.94 cfs A= 0 60 ac Buildg/pavt C= 0 95
A= 11.00 ac. TOTAL DRAINAGE AREA
Cc= 0.57 COMPOSITE C
RASIN STAr.F/.RTOPAr.F• rnnrn R(`41 F• 1"- 4 ;
ELEV. PLANIMETER READING AREA s AVG. AREA s VOL c ACCUM. VOL cf.
326 4510.00 4510 0 0 0
- 327 12686.00 12686 8598 8598 8598
328 25233 00 25233 18960 18960 27558
329 44312.00 44312 34773 34773 62330
330 68834.00 68834 56573 56573 118903
331 96754.00 96754 82794 82794 201697

' REQUIRED BASIN VOL. (18000A) = 19,800 cf.
DETERMINE ELEV. OF SEDIMENT STORAGE ELEV. VOLUME (co
BASED ON REQUIRED BASIN VOLUME: 327 8598
X 19800
' 328 27557.5
REQUIRED SURFACE AREA (435xQlo) = 19,345 Sq.Ft.
DETERMINE ELEV. OF SEDIMENT STORAGE: ELEV. AREA (so
BASED ON REQUIRED SURFACE AREA: 327 12686
X 19345
328 25233

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X= 327.59
Z= 1.59
X= 327.53
Z= 1.53
Z= 1.59
DESIGN ELEVATION OF SEDIMENT STORAGE : USE Z= 3.00
RISER DESIGN : DETERMINE HEAD ON RISER FOR VARIOUS SIZE PIPES
Hr=[Qp / Cw x 3.14 x (D/12)]23 WHERE: Qp= 44.47 cfs
Cw= 3.3 WEIR COEFF.
RISER DIA. HEAD (Hr) D= PIPE DIA. (in.)
15 in. 2.28 ft.
18 in. 2.01 ft.
24 in. 1.66 ft.
30 in. 1.43 ft.
36 in. 1.27 ft.
42 in. 1.15 ft.
48 in. 1.05 ft.
54 in. 0.97 ft. NOTE: MAX. HEAD ALLOWED 1
60 in. 0.90 ft.
USE 54 in. RISER, Hr= 0.97 ft. Qr= 44.47 cfs
1 RISER(S)

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TEMPORARY SEDIMENT BASIN PRE
PROJECT NAME: Pilot Lions Park
COUNTY: Franklin
PROJECT NUMBER: 3043
BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE
0 =CdxAx(2GHb)0.5
BARREL DIA. HEAD (Hb)
15 in. 3.34 ft.
18 in. 3.22 ft.
24 in. 2.97 ft.
30 in. 2.72 ft.
36 in. 2.47 ft.
42 in. 2.22 ft.
48 in. 1.97 ft.
USE 36 in. BARREL,
1 BARREL(S)
ANTISEEP COLLAR: COLLAR SIZE = BARREL DIA. + 1.5'+ 1.5'
= 6 ft.
ANTIFLOTATION BLOCK:
BASIN DEWATERING
BY: Tristan Teasley
DATE: 9/9/2009
REV:
WHERE: Cd= 0.59
A= PIPE AREA (sf.)
Hb= "Z" + "Hr"-DIA./2
DISCHARGE
10.62 cfs
15.01 cfs
25.63 cfs
38.32 cfs
52.58 cfs
67.85 cfs
83.48 cfs
Qb= 52.58 cfs
VOL. OF DISPLACED WATER= RISER HEIGHT x RISER AREA
= Z x 3.14 x (D/2)2 WHERE: Z= 3.00 ft.
= 47.71 cf. D= 4.50 ft.
WEIGHT OF DISPLACED WATER= VOL x 62.41b/cf
= 2977 Ib.
WEIGHT OF CONCRETE REQUIRED = 1.1 x 2977
= 3275 lb.
REQ'D THICKNESS OF CONC. BLOCK = WT / (LENGTH)(WIDTH)(150 Ib/cf - 62.4 Ib/cf)
BLOCK SIZE THICKNESS
5.00 ft. sq. 1.50 ft.
5.50 ft. sq. 1.24 ft.
6.00 ft. sq. 1.04 ft.
6.50 ft. sq. 0.88 ft.
7.00 ft. sq. 0.76 ft.
USE 6.50 ft. SQUARE BLOCK, 12 in. THICK
Q=cA(2gH)"1 /2
Skimmer Size= 4,0 "
Amount of Skimmers= 9
Constant head= 4 "
Coefficient= off
QD= 0.2425 cfs
Z elevation= 329.00
Drawdown time= 71.40 Hrs
Drawdown per hour= 0.04 feet

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TEMPORARY SEDIMENT BASIN PRE
PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
COUNTY: Franklin DATE: 9/9/2009
PROJECT NUMBER: 3043 REV:
EMERGENCY SPILLWAY: DESIGN FLOW: Qe=Q10-Qp
Q70= Cc110A WHERE: Cc= 0.57 COMPOSITE C
Q10= 44.47 cfs 110 7.07 in/hr (10 YR STORM)
A 11.00 ac.
Qp= FLOW THRU THE PRINCIPLE STUCTURE
RISER CAPACITY= 44.47 cfs
BARREL CAP.= 52.58 cfs RISER CONTROLS
Qp= 44.47 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe= 0.00 cfs SPILLWAY NOT REQUIRED
TEMPORARY SEDIMENT BASIN PRE SUMMARY

RISER
DIA.(IN.) BARREL
DIA.(IN.) BARREL
SLOPE (%) D
(in.) S
(ft.) Y
(ft,) H
(ft.) Z
(ft.) L
(ft.) STORAGE
REQ'D(ct)
54 36 0.50 '- 12 6.50 4.97 3.97 3.00 N \A 19800

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TEMPORARY SEDIMENT BASIN Post'
PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
COUNTY: Franklin DATE: 9/9/2009
PROJECT NUMBER: 3043 REV:
THE SEDIMENT BAS IN IS DESIGNED IN ACCORDANCE WITH THE N .C. SEDI MENT AND EROSION CONTROL
MANUAL, SECTION 6.61 AND SECTION 8.07.
DRAINAGE AREA= 11.43 ac. DENUDED AREA- 11.43 ac.
PEAK FLOW: Q2 = Cc12A WHERE: 12= 5.12 in/hr (2yr)
Q2 = 33.42 cfs ho= 7.07 In/hr (10yr)
125= 7.94 in/hr (25yr)
Qio = CCI10A A= 0.00 ac. Woods C= 0.25
Q,o= 46.14 cfs A= ' 0.00 ac. Grass C= 0.30
A= 10.83 ac. BARE SOIL C= 0.55
025= CCI10A A= ' 0.00 ac. offsite C= 0.55
Q25 = 51.82 cfs A= 0.60 ac. Buildg/paVt C= 0.95
A= 11.43 ac. TOTAL DRAINAGE AREA
Cc= 0.57 COMPOSITE C
BASIN STAGE/ STORAGE: DWG_ SCAT P 1"= '1 /NnTP MAY Gil I PPlnuT= 95'l
ELEV. PLANIMETER READING AREA s AVG. AREA s VOL c ACCUM. VOL cf.
326 5229.00 5229 0 0 0
327 17698.00 17698 11464 11464 11464
328 19332.00 19332 18515 18515 29979
329 21023.00 21023 20178 20178 50156
330 22771.00 ' 22771 21897 21897 72053
331 21575 00 24575 23673 23673 95726

1 REQUIRED BASIN VOL. (1800xDA) = 20,574 cf.
DETERMINE ELEV. OF SEDIMENT STORAGE ELEV. VOLUME (cf)
BASED ON REQUIRED BASIN VOLUME: 327 11463.5
X 20574
' 328 29978.5
REQUIRED SURFACE AREA (435xQio) = 20,072 Sq.Ft.
DETERMINE ELEV. OF SEDIMENT STORAGE: ELEV. AREA (so
'
BASED ON REQUIRED SURFACE AREA: 328 19332
X 20072
329 21023

X= 327.49
Z= 1.49
X= 328.44
Z= 2.44
Z= 2.44
DESIGN ELEVATION OF SEDIMENT STORAGE : USE Z= 3.00
RISER DESIGN: DETERMINE HEAD ON RISER FOR VARIOUS SIZE PIPES
Hr=[Qp / Cw x 3.14 x (D/12)]2" WHERE: Qp= 46.14 cfs
Cw= 3.3 WEIR COEFF.
RISER DIA. HEAD (Hr) D= PIPE DIA. (in.)
15 in. 2.33 ft.
18 in. 2.06 ft.
24 in. 1.70 ft.
30 in. 1.47 ft.
36 in. 1.30 ft.
42 in. 1.17 ft.
48 in. 1.07 ft.
54 in. 0.99 ft. NOTE: MAX. HEAD ALLOWED 1
60 in. 0.93 ft.
USE 54 in. RISER, Hr= 0.99 ft. Or= 46.14 cfs
1 RISER(S)

1
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TEMPORARY SEDIMENT BASIN Post
PROJECT NAME: Pilot Lions Park
COUNTY: Franklin
PROJECT NUMBER: 3043
BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE
Q = Cd x A x (2GHb) 0.5
BARREL DIA. HEAD (Hb)
15 in. 3.37 ft.
18 in. 3.24 ft.
24 in. 2.99 ft.
30 in. 2.74 ft.
36 in. 2.49 ft.
42 in. 2.24 ft.
48 in. 1.99 ft.
USE 36 in. BARREL,
1, BARREL(S)
ANTISEEP COLLAR: COLLAR SIZE = BARREL DIA. + 1.5'+ 1.5'
= 6 ft.
ANTIFLOTATION BLOCK:
BY: Tristan Teasley
DATE: 9/9/2009
REV:
WHERE: Cd= 0.59
A= PIPE AREA (sf.)
Hb= "Z" + "Ht"-DIA./2
DISCHARGE
10.66 cfs
15.07 cfs
25.73 cfs
38.49 cfs
52.84 cfs
68.22 cfs
83.99 cfs
Qb= 52.84 cfs
VOL. OF DISPLACED WATER= RISER HEIGHT x RISER AREA
= Z x 3.14 x (D/2)2 WHERE: Z= 3.00 ft.
= 47.71 cf. D= 4.50 ft.
WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf
= 2977 lb.
WEIGHT OF CONCRETE REQUIRED = 1.1 x 2977
= 3275 lb.
REQ'D THICKNESS OF CONC. BLOCK = WT / (LENGTH)(WIDTH)(150 Ib/cf - 62.41b/cf)
BLOCK SIZE THICKNESS
5.00 ft. sq. 1.50 ft.
5.50 ft. sq. 1.24 ft.
6.00 ft. sq. 1.04 ft.
6.50 ft. sq. 0.88 ft.
7.00 ft. sq. 0.76 ft.
USE 6.50 ft. SQUARE BLOCK, 12 in. THICK
BASIN DEWATERING:
Q=cA(29H)11 /2
Skimmer Size= 4;0 "
Amount of Skimmers= 1
Constant head= 4 "
Coefficient= 0:6
Qo= 0.2425 cfs
Z elevation= 329.00
Drawdown time= 57.45 Hrs
Drawdown per hour= 0.05 feet
'
TEMPORARY SEDIMENT BASIN Post
' PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
COUNTY: Franklin DATE: 9/9/2009
PROJECT NUMBER: 3043 ' REV:
EMERGENCY SPILLWAY: DESIGN FLOW: Qe=010-Qp
Q10= Cc110A WHERE: Cc= 0.57 COMPOSITE C
Q10= 46.14 cfs 110= 7.07 in/hr (10 YR STORM)
A= 11.43 ac.
Qp= FLOW THRU THE PRINCIPLE STUCTURE
RISER CAPACITY= 46.14 cfs
' BARREL CAP.= 52.84 cfs RISER CONTROLS
Qp= 46.14 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
' Qe= 0.00 cfs SPILLWAY NOT REQUIRED

1

1
1

TEMPORARY SEDIMENT BASIN Post SUMMARY
14
RISER
DIA. (IN.) BARREL
DIA.(IN.) BARREL
SLOPE(%) D
(in.) S
(ft.) Y
(ft,) H
(ft.) Z
(ft.) L
(ft.) STORAGE
REQ'D (cf.)
54 36 0,W:;:: 12 6.50 4.99 3.99 3.00 NIA 20574

1

1
1
RIP RAP OUTLET PROTECTION
PROJECT NAME: Pilot Lions BY: TMT
PROJECT NUMBER: 3043 DATE: 8-Sep-09
REV:
DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION
CONTROL MANUAL. ASSUME TAILWATER DEPTH < 0.5 Do
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
RIP RAP MINIMUM MIDRANGE MAXIMUM
CLASS (IN) (IN) (IN)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
EW # 2 - USE CLASS B RIP RAP
DISCHARGE (Q)= 4.59 cfs d5o= 8 in.
PIPE DIA. (Do)= 1.50 ft. dM,x= 12 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.0 ft. APRON THICKNESS= 1.5 x dMax
WIDTH W=Do + La= 1.50 + 10.0 = 11.50 ft. APRON THICKNESS= 18.0 in.
d5o= 0.50 ft. = 6.00 in Velocity= 4.42 ft/sec.
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 12 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 HAV
FES #
DISCHARGE (Q)=
PIPE DIA. (Do)=
LENGTH (La)=
WIDTH W=Do + La=
dso=
7
12.41 cfs
2.00 ft.
FROM FIGURE 8.06A
13.0 ft.
2.00 + 13.0 =
0.50 ft. = 6.00 in
USE CLASS B RIP RAP
dso= 8 in.
dmAx= 12 in.
APRON THICKNESS= 1.5 x dMAx
15.00 ft. APRON THICKNESS= 18.0 in.
Velocity= 5.63 ft/sec.
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 16 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 HAV
FES# 13 USE CLASS B RIP RAP
DISCHARGE (Q)= 2.34 cfs dso= 8 in.
PIPE DIA. (Do)= 1.25 ft. dmAx= 12 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.0 ft. APRON THICKNESS= 1.5 x dM„x
WIDTH W=Do + La= 1.25 + 1o.o = 11.25 ft. APRON THICKNESS= 18.0 in.
d5o= 0.50 ft. = 6.00 in Velocity= 4.91 ft/sec.
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 HAV
Page 1 of 2
1
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1
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1

SUMMARY OF RESULTS
RIP RAP APRON SCHEDULE
FES/ EW D
IN RIP RAP
CLASS W
IN L
FT H
IN M
2 18.0 B 11.50 10.00 12.00 3
7 18.0 B 15.00 13.00 16.00 3
13 18.0 B 11.25 10.00 10.00 3
3 0
Outlet W Do '+ La
pipe I
diameter (Do)
L a -- +t
T i water < 0.5Do
p\ Pp 60
? r?ir f
so
1 `
20
10
90
30
2
Q
a
0
1 ?
0
3 5 10 20 50 100 200 500 1000
Discharge (0/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full, minimum tailwaler condition (7w a 0.5 diameter).
Page 2 of 2

' North American Green • ECMDS Version 4.3 9710/2009 11:11 AM COMPUTED BY:. TMT
PROJECT NAME: Pilot Lions Park IPROJECTNO.: 3043
STATION/REACH: Swale #1A TOSTATION/REACH: SwaleltlA DRAINAGEAREA 0.56Aa ESIGNFREQUENCY: 10Yr.
HYDRAULIC RESULTS
Dischnge Peak Fbw ebdty [fps Area (salt) HydraJic Normal S75 [n=0055)
23 Period hrs Rad ft De
' 3 12.0 1.59 1.45 0.3 30 0.4It
2
44
S-0.0170
' 101
Bottom
3.0 Width=2.0011
1
LINER RESULTS
Nd to Scale

1

71
L

1
1

Reach Malting Type
tability Analyss Vegetation Characteristics
Pnmissble
Cakvlated
Safety Fact.
Remarks
Staple Patten Phase Class Type Density Shear Sum
Ws0 Shen Stress
(psi)
Straight S75 Unrv getated 1.55 0.46 3.35 STABLE
Staple D
Back to IrprA:Saeen:.

****************************************************************************
IRTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
***************************************************************************
t OJECT NAME: Pilot Lions Park PROJECT NO.: 3043
MPUTED BY: TMT DATE: 9/10/2009
FROM STATION/REACH: Swale #lA TO STATION/REACH: Swale #lA
INAGE AREA: 0.56 Ac. DESIGN FREQUENCY: 10 Yr.
****************************************************************************
INPUT PARAMETERS
***************************************************************************
Channel Discharge 2.3 cfs (.07 m'3/s)
t ak Flow Period 12 hours
annel Slope 0.017 ft/ft (0.017 m/m)
Channel Bottom Width 2.0 ft (.61 m)
ft Side Slope 3:1
ght Side Slope 3:1
Channel Lining : S75 Staple D
rmi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
***************************************************************************
CALCULATIONS
*****************************************************************************
itial Depth Estimate = 0.16 * (2.3 /(0.017A0.5))A0.375
nal Channel Depth (after 7 iterations)
Flow Area = (2.0 * 0.4)+(0.5 *0.44A2 * (3.0+3.0))
t t Per. =2.0 +(0.4* (((3.OA2)+,)A .5 +((3.OA2)+1) A.5) )
draulic Radius = (1.4 / 4.8)
Channel Velocity =(1.486/0.055)*(0.3A0.667)*(0.017A.5)
Cannel Effective Manning's Roughness
Calculated Shear (Td) = 62.4 * 0.44 * 0.017
t fety Factor = (Tp/Td) = (1.55 /0.46)
1
1
= 0.47 ft (.14 m)
= .44 ft (0.13 m)
= 1.4 sq. ft (0.1 m""2)
= 4.8 ft (1.5 m)
= 0.3 ft (0.1 m)
= 1.6 fps (0.5 m/s)
= 0.055
= 0.46 psf (22.2 Pa)
= 3.35
1

North American Green -ENDS Version 43 0/10/2009 11:12AMC0MPUTEDBY: TMT
W
' PROJECT NAME: Pilot Lion: Park PROJECT NO.: 3043
IFROM.STATION/REACH: Swale111B OSTATION/REACH: SWale#IB DRAINAGEAREA N/A ESIGNFREOUENCY: Mr.
HYDRAULIC RESULTS
Discharge Peak Flow Velocity Ups Area(sglt) Hydraulic Normal S75 (n-0.0,42)
'Ell Period (Ns) Radus(It) Deothlltl
0012 120 1.84 5.54 0.63 1.07
' S -0.0050
Bottom JI
1 L Vldt W ZOO it
3.0 1

LINER RESULTS
Not to Scale

1

Reach Mattirg Type
tabiftyAnalysis Vegetation Characteristics
Peramble
Caim"led
Safety Factor
Remarks
Staple Pattern Phase pass Type Density -Stress
(ps1) Shear Stress
(psf)
Straght S75 Unwgetated 1.55 633 4.66 STABLE
Staple D
B adc Iolnpul Saecn

****************************************************************************
IRTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
OJECT NAME: Pilot Lions Park PROJECT NO.: 3043
MPUTED BY: TMT DATE: 9/10/2009
FROM STATION/REACH: Swale #1B TO STATION/REACH: Swale #1B
1INAGE AREA: N/A DESIGN FREQUENCY: 10 Yr.
*****************************************************************************
INPUT PARAMETERS
***************************************************************************
Channel Discharge
ak Flow Period
annel Slope
Channel Bottom Width
ft Side Slope
ght Side Slope
: 10.2 cfs (.29 mA3/s)
: 12 hours
: 0.005 ft/ft
: 2.0 ft (.61
. 3:1
. 3.1
(0.005 m/m)
m)
i annel Lining : S75 Staple D
rmi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
***************************************************************************
CALCULATIONS
*****************************************************************************
litial Depth Estimate = 0.16 * (10.2 /(0.005A0.5))A0.375 =
nal Channel Depth (after 7 iterations)
Flow Area = (2.0 * 1.1)+(0.5 *1.07A2 * (3.0+3.0))
3 t Per. =2.0 +(1.1* (((3.0A2)+1) A.5 +((3.0"2)+1)'.5))
draulic Radius = (5.5 / 8.7)
Channel Velocity =(1.486/0.042)*(0.6A0.667)*(0.005A.5)
Cannel Effective Manning's Roughness
Calculated Shear (Td) = 62.4 * 1.07 * 0.005
I fety Factor = (Tp/Td) = (1.55 /0.33)
u

1.03 ft (.31 m)
1.07 ft (0.33 m)
5.5 sq.ft (0.5 mA2)
8.7 ft (2.7 m)
0.6 ft (0.2 m)
1.8 fps (0.6 m/s)
= 0.042
= 0.33 psf (15.9 Pa)
= 4.66
1

WDrlhAmericanGreen-ECMDSVersion4.3 _ 9/10/2009 11:13AMiC0MPUTEDBY: TMT.
PROJECT NAME: Pilot Lions Perk fPROJECT NO.: 3043
' FROMSTATION/REACH; $wale#1C OSTATION/REACH: SwWe C DRAINAGEAREA: N/A ESIGNFREQUENCY: 10Yr.
HYDRAULIC RESULTS
Discharge Peak Flow Velocity (fps) Area (a41t) Hydraulic Normal
575 (n-0.036)
_ cfs Period ks Radu:LltJ Deothlltl
25.4 12.0 3.23 7.07 0.76 1.32
S- 0.0090
tom
'width-2.00If, 1

LINER RESULTS
Not to Scale

L

Reach Matting Type
Stahiky Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattern Phase Class Type Density Shear Sties
(PSI) Shem Stress
10)
Straight S75 Unvegetated 1.55 0.74 209 STABLE
Staple D
Back to Irpu: Screen

****************************************************************************
IRTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
***************************************************************************
OJECT NAME: Pilot Lions Park PROJECT NO.: 3043
MPUTED BY: TMT DATE: 9/10/2009
FROM STATION/REACH: Swale #1C TO STATION/REACH: Swale #1C
11A INAGE AREA: N/A DESIGN FREQUENCY: 10 Yr.
*****************************************************************************
INPUT PARAMETERS
***************************************************************************
Channel Discharge
ak Flow Period
annel Slope
Channel Bottom Width
ft Side Slope
ght Side Slope
. 25.4 cfs (.
: 12 hours
: 0.009 ft/ft
: 2.0 ft (.61
3:1
3.1
72 mA3/s)
(0.009 m/m)
m)
annel Lining : S75 Staple D
rmi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
***************************************************************************
CALCULATIONS
*****************************************************************************
itial Depth Estimate = 0.16 * (25.4 /(0.0090.5)
nal Channel Depth (after 7 iterations)
Flow Area = (2.0 * 1.3)+(0.5 *1.32A2 * (3.0+3.0))
A0 .375 = 1.30 ft (.40
1.32 ft (0 40
t Per. =2.0 +(1.3*(((3.0 2)+1) .5 +((3.0"2)+1)A.5))
draulic Radius = (7.9 / 10.4)
Channel Velocity =(1.486/0.036)*(0.8"0.667)*(0.009"'.5)
lannel Effective Manning's Roughness
Calculated Shear (Td) = 62.4 * 1.32 * 0.009
1fety Factor = (Tp/Td) _ (1.55 /0.74)
1

= 7.9
= 10.4
= 0.8
= 3.2
sq. ft (0.
m)
m)
7 mA2)
ft (3.2 m)
ft (0.2 m)
fps (1.0 m/s)
0.036
0.74 psf (35.5 Pa)
2.09

11
1

I orth.American Green - ECMDS Version 4.3 5/10.'2009 11:14AM COMPUTED BY THT
DJECT NAME: Pict Lions Park PROJECT NO.: 3043
ROM STATIONIREACH: Swale 4Z 11 O STAIIONMEACH;. Swale #2 DRAINAGE AREA: 5.30Aa ESIGN FREQUEO -. 10yr,
HYDRAULIC RESULTS

Discharge
cfs Peak Fl ow
Periodlhrs] r" locity(fps) Area(sp.fl] H:Y& 6c
adiuslRl Normal
Deoth(ftl
U 12.0 283 3.29 0.48 0.77
S75 In-0.0491
S-0.0230
1 •Widtht-Z00ft 1
Not to Scale

Reach Matting Type
Stabiky Analysis Vegetation Characteristics
Per
missbb
Calculated
Safely Fedor
Remarks
Staple Pattern Phase Class Type Densely She
ar Stress
tW Shears Stress
(ps0
Straight S75 Unwsgataled 1.55 1.10 1.41 STABLE
Staple D
Back to Input Screen

****************************************************************************
IRTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
***************************************************************************
OJECT NAME: Pilot Lions Park PROJECT NO.: 3043
MPUTED BY: TMT DATE: 9/10/2009
FROM STATION/REACH: Swale #2 TO STATION/REACH: Swale #2
JAINAGE AREA: 5.30 Ac. DESIGN FREQUENCY: 10 Yr.
***************************************************************************
INPUT PARAMETERS
Channel Discharge
ak Flow Period
annel Slope
Channel Bottom Width
ft Side Slope
ght Side Slope
9.3 cfs
12 hours
0.023 ft/ft
2.0 ft (.61
. 3:1
3.1
26 mA3/s)
(0.023 m/m)
m)
Channel Lining : S75 Staple D
rmi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
CALCULATIONS
*****************************************************************************
itial Depth Estimate = 0.16 * (9.3 /(0.023A0.5))A0.375 = 0.75 ft (.23 m)
nal Channel Depth (after 6 iterations) = .77 ft (0.23 m)
Flow Area = (2.0 * 0.8)+(0.5 *0.77A2 * (3.0+3.0)) = 3.3 sq.ft (0.3 mA2
ttraulic Per. =2.0 +(0.8*(((3OA2)+l)A.5 +((3OA2)+1)".5)) = 6.8 ft (2.1 m)
Radius = (3.3 / 6.8) = 0.5 ft (0.1 m)
Channel velocity =(1.486/0.049)*(0.5A0.667)*(0.023A.5) = 2.8 fps (0.9 m/s)
1 annel Effective Manning's Roughness = 0.049
alculated Shear (Td) = 62.4 * 0.77 * 0.023 = 1.10 psf (52.6 Pa)
fety Factor = (Tp/Td) = (1.55 /1.10) = 1.41
1

Li

1
1
1
1
1
1
1
1
HYDRAULIC RESUM
Discharge Peak Flow Velocity (fps Area (&41t) Hydraulic Namal
cfs Periodfhrsl RaduslFtl Depthfltl
228 I 12.0 I 3.16 I 7.22 - 0.66 0.93
LINER RESULTS
975(n-0?
S--0.0160
1Ln 1
Bott0?I J
Width m()ft' 30
Not to Scale

Reach Matting ?;f
tabiky Anal ysis Vegalation Charaderistics
Cau
afely Factor
Remarks
Staple P Phase Class Type Density Shear Suess
(psf) Shear Stress
(Psf)
Straight S75 Unvegetated 1.53 093 1.67 STABLE
Staple D
Beck to lrpW Screen

I

****************************************************************************
IRTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
***************************************************************************
OJECT NAME: Pilot Lions Park PROJECT NO.: 3043
MPUTED BY: TMT DATE: 9/10/2009
FROM STATION/REACH: Swale #3 TO STATION/REACH: Swale ##3
JAINAGE AREA: N/A DESIGN FREQUENCY: 10 Yr.
*************************
*************************************************
INPUT PARAMETERS
***************************************************************************
Channel Discharge 22.8 cfs (.65 m"3/s)
ak Flow Period 12 hours
annel Slope 0.016 ft/ft (0.016 m/m)
Channel Bottom Width : 5.0 ft (1.52 m)
ft Side Slope : 3:1
ght Side Slope : 3:1
Channel Lining : S75 Staple D
rmi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
***************************************************************************
CALCULATIONS
*****************************************************************************
itial Depth Estimate = 0.16 * (22.8 /(0.016A0.5))A0.375 =
nal Channel Depth (after 10 iterations) _
Flow Area = (5.0 * 0.9)+(0.5 *0.93A2 * (3.0+3.0)) _
f t Per. =5.0 +(0.9* (((3.0A2)+1) A.5 +((3.0"2)+1)".5))
draulic Radius = (7.2 / 10.9)
Channel Velocity =(1.486/0.045)*(0.7AO.667)*(0.016A.5) fa annel Effective Manning's Roughness
lculated Shear (Td) = 62.4 * 0.93 * 0.016
t fety Factor = (Tp/Td) = (1.55 /0.93)
1

1.12 ft (.34 m)
.93 ft (0.28 m)
7.2 sq.ft (0.7 mA2)
10.9 ft (3.3 m)
0.7 ft (0.2 m)
3.2 fps (1.0 m/s)
= 0.045
= 0.93 psf (44.3 Pa)
= 1.67
1

1

1
' IV. STORM DRAINAGE CALCULATIONS
NOAH Storm Data
' Haestad Storm Tabulation
Composite C-Values
Time of Concentration Calculations
Storm Schedule
StormCad Output Data
' Swale Flow Calculations
Grass Swale Supplement Form
' Culvert Calculations
1

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1
1
1
1
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1
1
1
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1
i
POINT PRECIPITATION`
FREQUENCY ESTIMATES
FROM NOAH ATLAS 14 "*??., .0
North Carolina 35.89861111 N 78.286667 W 295 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAH, National Weather Service, Silver Spring Maryland, 2004
Fw.n.a.d T6„ rid 010n()

Con
fidenc
e Limi
ts
Se
?
asonal
i Location
Ma s s.
Other
Info.
GI
S data
M
aps
Docs.
R
eturn to State Map
Pr ecipitation Inte nsity Estimates ( in/hr
ARI*
5 min 10 15 30 60 120
3 hr
6 hr 12 24 48 4
[ 7 rE1
d FT]
d 30 45
d co
d
(years) min min min min min hr hr hr dsy day -
.-y 11 ay ?a ay_
4:84 3.86 3.22 2.21 1.38 0.80 0.57 0.34 0.20 0.12 0.07 0.04 0.03 0.02 0.01 0.01 0.01 0.01
0 5.57 4.46 3.74 2.58 1.62 0.95 0.67 0.40 0.24 0.14 0.08 0.05 0.03 0.02 0.02 0.01 0.01 0.01
5 6.30 5.04 4.25 3.02 1.94 1.15 0.81 0.49 0.29 0.18 0.10 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.15 5.72 4.82 3.49 2.27 1.37 0.98 0.59 0.35 0.21 0. ] 2 0.07 0.04 0.03 0.02 0.02 0.01 0.01
25 7.98 6.36 5.37 3.98 2.65 1.62 1.17 0.71 0.42 0.26 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01
50 8.68 6.91 5.84 4.39 2.98 1.86 1.35 0.82 0.49 0.29 0.17 0.09 0.06 0.04 0.03 0.02 0.02 0.02
100 9.30 7.39 6.23 4.77 3.29 2.08 1.53 0.93 0.56 0.33 0.19 0.10 0.06 0.05 0.03 0.02 0.02 0.02
2o0 9.88 7.83 6.58 5.13 3.59 2.32 1.72 1.06 0.64 0.37 0.21 0.11 0.07 0.05 0.03 0.03 0.02 0.02
500 10.5 ] 8.31 6.98 5.55 3.98 2.63 1.98 1.22 0.75 0.43 0.24 0.13 0.08 0.06 0.04 0.03 0.02 0.02
1000 11.12 8.77 7.33 5.94 4.33 2.92 2.23 1.38 0.86 0.48 0.27 0.14 0.09 0.07 0.04 0.03 0.02 0.02
* These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
A(yRI** 10 15 30 60 120 3 6 12 24 48 4 7 10 20 30 45 60
ears) F-5, n min min minmin min hr Thr hr 11 hr 11 hr day day day day day 11 day day
5.30 4.24 3.53 2.42 1.51 0.89 0.63 0.38 0.22 0.13 0.07 0.04 0.03 0.02 0.01 0.01 0.01 0.01
6.10 4.87 4.08 2.82 1.77 1.04 0.74 0.45 0.26 0.15 0.09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
6.88 5.51 4.65 3.30 2.12 1.26 0.90 0.54 0.32 0.20 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.82 6.25 5.28 3.82 2.49 1.50 1.08 0.65 0.38 0.23 0.13 0.07 0.05 0.04 0.02 0.02 0.02 0.01
25 8.71 6.95 5.87 4.35 2.89 1.78 1.29 0.78 0.46 0.28 0.16 0.09 0.05 0.04 0.03 0.02 0.02 0.01
50 9.48 7.55 6.38 4.80 3.25 2.03 1.49 0.90 0.54 0.32 0.18 0.10 0.06 0.05 0.03 0.02 0.02 0.02
100 10.16 8.07 6.80 5.21 3.59 2.28 1.68 1.02 0.61 0.36 0.20 0.11 0.07 0.05 0.03 0.03 0.02 0.02
200 10.80 8.56 7.20 5.60 3.93 2.54 1.89 1.15 0.70 0.40 0.23 0.12 0.08 0.06 0.04 0.03 0.02 0.02
500 11.51 9.10 7.64 6.08 4.36 2.88 2.18 ].34 0.82 0.47 0.26 0.14 0.09 0.06 0.04 0.03 0.02 0.02
1000 12.22 9.62 8.05 6.52 4.76 3.21 2.46 1.51 0.93 0.53 0.29 0.15 0.10 0.07 0.04 0.03 0.03 0.02
- i ne upper Douna or me connoence mtervar at wit connoence ievei is me value wnicn o70 or me simwam quanuie values ror a given uequeiay me greawr war.
" These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
ARI** 5 10 15 30 60 120 3 IF 12 48 4 7 10 20 30 45 60
in min min hr hr 11 hr 11 hr day day day 11 day 11 day 11 day 11 day
1? 4.42 3.52 2.94 2.01 1.25 0.73 0.51 0.31 0.18 0.1 I 0.06 0.04 0.02 0.02 0.01 0.01 0.01 0.01
0 5.10 4.08 3.42 2.36 1.48 0.86 0.61 0.37 0.22 0.13 0.08 0.04 0.03 0.02 0.02 0.01 0.01 0.01
F-5 -1 5.76 4.61 3.89 2.76 1.77 1.04 0.74 0.45 0.26 0.17 0.10 0.05 0.04 0.03 0.02 0.01 0.01 0.01
10 6.53 5.22 4.40 3.19 2.08 1.24 0.89 0.53 0.32 0.20 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
25 7.25 5.78 4.88 3.62 2.41 1.46 1.05 0.64 0.38 0.24 0.13 0.07 0.05 0.04 0.02 0.02 0.02 0.01
50 7.85 6.25 5.28 3.97 2.69 1.67 1.21 0.74 0.44 0.27 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01
100 8.36 6.65 5.60 4.29 2.95 1.86 1.36 0.83 0.50 0.30 0.17 0.09 0.06 0.05 0.03 0.02 0.02 0.02

200
8.83 7.00
-1
5.88
4.58
3.21
2.05
1.52
0.93
0.56
0.34
0.19
0.10
0.07
0.05
0.03
-Q
0.02
1
0.02
-1
0.02
500 9.32 7.37 6. ] 8 4.92 3.53 2.31 1.72 1.06 0.65 0.39 0.22 0.12 0.07 0.06 0.03 0.03 0.02 0.02
1000 9.78 7.70 6.44 5.22 3.81 2.54 1.92 ].18 0.73 0.43 0.24 0.13 0.08 0.06 0.04 0.03 0.02 0.02
` I ne lower hound of the connoence interval at 9111%conndence level is the value wmcn 5% of the simulated quanble values tor a given tequency are JOBS titan.
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 `,y* T?,?°
North Carolina 35.89861111 N 78.286667 W 295 feet
from 'Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Thu Jul 9 2009
Confidence Limits Seasonality Location Maps Other Info. GIS data Maps Docs Retum to State Map
Precipitation Frequency Estimates (inches)
ARI*) ? i
mm [g 3
Q-'
n l 60
min 120
min H FIr Ed H k?q ?
4 da qd Fi 1 20
d 30 45 60
TI a d
aX d
aX d
=1 0.40 0.64 0.80 1.10 1.38 1.61 1.70 2.04 2.41 2.84 3.29 3.70 4.30 4.90 6.59 8.18 10.40 12.48
0 0.46 0.74 0.93 1.29 1.62 1.90 2.01 2.42 2.85 3.44 3.97 4.45 5.14 5.84 7.80 9.64 12.21 14.61
0 0.53 0.84 1.06 1.51 1.94 2.30 2.45 2.94 3.48 4.36 5.00 5.54 6.33 7.09 9.31 11.32 14.11 16.70
10 0.60 0.95 1.21 1.75 2.27 2.74 F294 ! 4 .20 5.11 5.83 6.42 7.29 8.09 10.51 12.64 15.59 18.30
25 0.67 1.06 1.34 1.99 2.65 3.25 3.51 4.24 5.08 6.17 7.00 7.65 8.62 9.45 12.15 14.40 17.54 20.40
50 0.72 1.15 1.46 2.20 2.98 3.72 4.06 4.92 5.93 7.04 7.96 8.66 9.69 10.54 13.46 15.77 19.04 22.00
100 0.78 1.23 1.56 2.39 3.29 4.17 4.60 5.59 6.79 7.97 8.98 9.71 10.81 11.66 14.80 17.14 20.52 23.54
200 0.82 1.30 1.65 2.56 3.59 4.64 5.17 6.32 7.74 8.97 10.06 10.83 11.99 12.83 16.17 18.53 22.00 25.08
500 0.88 1.39 1.74 2.77 3.98 5.26 5.95 7.31 9.04 10.41 11.62 12.41 13.64 14.45 ] 8.06 20.40 23.96 27.08
1000 0.93 1.46 1.83 2.97 4.33 5.85 6.69 8.27 10.31 11.60 12.89 13.70 14.97 15.74 19.55 21.84 25.46 28.58

- l nese precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence in
Precipitation Frequency Estimates (inc
ARI 5n 10 15 W3? 60 120 3 F6j 12 4 48 F

(years) mi min min min min hr hr 11 hr 11 hr a
y terval
hes)

7 10 20 30 45 60

day day day 11 day 11 day 11 day
0.44 0.71 0.88 1.21 1.51 1.78 1.89 2.26 2.65 3.06 3.54 3.96 4.59 5.22 7.00 8.66 10.96 13.12
727 0.51 0.81 1.02 1.41 1.77 2.08 2.231 F2 .67 3.13 3.71 4.28 4.76 5.50 6.23 8.29 10.22 12.88 15.35
0.57 0.92 1.16 1.65 2.12 2.52 2.71 3.24 3.82 4.70 5.38 5.92 6.76 7.55 9.88 11.99 14.88 17.54
YO 0.65 1.04 1.32 1.91 2.49 3.00 3.24 3.88 4.61 5.51 6.28 6.86 7.78 8.60 11.16 13.39 16.44 19.24
25 0.73 1.16 1.47 2.17 2.89 3.55 3.87 4.65 5.56 6.65 7.54 8.18 9.21 10.06 12.90 15.26 18.50 21.46
® 0.79 1.26 1.59 2.40 3.25 4.07 4.46 5.39 6.47 7.59 8.57 9.27 10.36 11.23 14.31 16.71 20.09 23.15
100 0.85 1.34 1.70 2.60 3.59 4.56 5.05 6.12 7.40 8.60 9.68 10.42 11.58 12.45 15.74 18.19 21.69 24.82

200
0.90
1.43
1.80
2.80
3.93
5.08
5.68
6.91
8.42
9.69
10.87
11.64
12.87
13.72
-1
17.24
19.70
-1
23.29
26.47
500 0.96 1.52 1.91 3.04 4.36 5.76 6.54 8.00 9.84 11.28 12.61 13.38 14.70 15.51 1932 . 21.75 25.45 28.67
1000 1.02 1.60 2.01 3.26 4.76 6.42 7.38 9.07 11.24 12.60 14.04 14.81 16.18 16.94 20.98 23.35 27.10 30.32
I ne upper fauna or me conndence intervai at `JRM cofmaerce level is Ina value wnicn !)% or the simulated quanble values for a given frequency are greaterman.
These precipitation frequency estimates are based on a partial durabon series. ARI is the Average Recurrence Interval.
Please refer to NOAA Atlas 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI** 5 10 15 Z3? 60 120 TFI 12 24 4
T -1 8 4 7 10 20 30 45 60 11 11 11 11
(years) min min min min hr hr hr day day day day day day day
0.37 0.59 0.73 1.01 1.25 1.46 1.54 1.86 2.20 2.64 3.07 3.46 4.02 4.60 6.20 7.73 9.88 11.88
0.42 0.68 0.85 1.18 1.48 1.73 1.83 2.20 2.61 3.20 3.70 4.15 4.81 5.48 7.35 9.12 11.60 13.90
0.48 0.77 0.97 1.38 1.77 2.09 2.22 2.67 3.17 4.05 4.65 5.17 5.92 6.65 8.76 10.69 13.39 15.86
10 0.54 0.87 1.10 1.59 2.08 2.48 2.66 3.20 3.82 4.73 5.41 5.98 6.80 7.57 9.87 11.91 14.77 17.37
25 0.60 0.96 1.22 1.81 2.41 2.92 3.16 3.82 4.59 5.69 6.46 7.09 8.01 8.81 11.38 13.53 16.58 19.34
50 0.65 1.04 1.32 1.99 2.69 3.33 3.63 4.40 5.32 6.46 7.31 7.99 8.97 9.80 12.57 14.78 17.95 20.81
100 0.70 1.11 1.40 2.15 2.95 3.71 4.08 4.96 6.03 7.27 8.20 8.92 9.96 10.80 13.76 16.02 19.30 22.22
200 0.74 1.17 1.47 2.29 3.2 ] 4.11 4.55 5.56 6.78 8. ] 3 9.13 9.88 10.99 11.82 14.98 17.26 20.63 23.61
500 0.78 1.23 1.55 2.46 3.53 4.62 5.18 6.35 7.80 9.33 10.43 11.22 12.39 13.21 62
16. -- 18.89 22.35 25.40
1000 0.81 1.28 1.61 2.61 3.81 5.08 5.76 7.08 8.76 10.30 11.46 12.29 13.51 ] 4.31 17.89 20.14 23.66 26.72
i ne rower Douno or Tne continence mu:rvai at au?n conneence ieveT is me vaae wnicn o7e or me sanuiamo quanTe vaues Tor a given frequency are was man.
1
1
1
1
1
1
1
1
1
1
1
1
1
Storm Data Group Detailed Report: User Defined IDF Table - 1
Element Details
ID 15 Notes
Label User Defined IDF
Table - 1
Duration 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year
(min) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr)
5.000 5.120 6.130 7.070 7.940 8.650 9.270
10.000 4.090 4.910 5.660 6.320 6.880 7.370
15.000 3.430 4.140 4.770 5.350 5.810 6.210
30.000 2.370 2.940 3.450 3.960 4.380 4.760
60.000 1.490 1.890 2.250 2.640 2.970 3.280
Library Status Summary
Synchronization Details
ID 15
Label User Defined OF Table - 1
Modified Date 9/15/2009 2:06:14 PM
M:\CALC U LATI O N S\Stormwater\Stor
Library Source m Drainage\StormCad\NC Area
IDFs.xml
Library Modified Date 8/26/2009 5:30:56 PM
Synchronization Status Synchronize to Library
Engineering Reference Guid c59285df-cec6-4619-b823-
cdf3bc4f71 a 1
9.500
9.000
8.500
8.000
7.500
7.000
6.500
6.000
5.500
5.000
4.500
4.000
3.500
3.000
2.500
2.000
1.500
1.000
.
I
f
a
b.000 11.000 1t5.000 24.000 30.000 36.000 42.000 48.000 54.000 60.000
Duration (min)
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition
3043-Storm Design 7-9-09.stc Center [08.09.081.00]
27 Siemon Company Drive Suite 200 W Watertown, Page 1 of 1
9/15/2009 CT 06795 USA [phone]
Composite C Values
PROJECT NAME: Pilot Lions Park
PROJECT NUMBER: 3043
CWoods= 0.25 Cimperv.= 0.95
CLawn= 0.30 CGreve[= 0:55
BY: TMT
DATE: 9/22/09
REV:
AREA Drainage Areas Acres COMPOSITE
Woods Lawn Im erv. Gravel Total C
CMALC'FF1H U.UU U,.SI U'.2b U.UU 0.56 0.59
SWALE' #1 B 0.00 4.92 0.30 0.00 5.22 0.34
SWALE>#1C 0.00 9.91 0.65 0.00 10.56 0.34
SWALE #2 0'00 4.78 0.52 0.00 5.30 0.36
SWALE #3 0.00 2.12 0.05 0.00 2.17 0.31
TOTAL 0.00 16.81 1.22 0.00
1

1
1
1
1
1
1
J

t

1
1

Project Name: Pilot Lions Park'
Project No.: 3043A
Sheet Title: DI-1
Calculated By: TMT
Date: 8/26/2009
Post-develop ed Tc Calculation

SHEET FLOW
Segment ID:
Surface description (table 3-1): Grass
Manning's roughness coeff., n: 0.240
Flow length, L (total L<300') (ft): 100.0
2yr 24 hour rainfall, P (in): 316 0.00 > 0.00
Land slope, s (ft/ft): 0.021 0.000> 0,010.0
?
,
Tc= 0.007 (nQ ^0.8 Tc (min.)= 14.1 0.0 0.0
P^0.5 x s"0.4
Total Sheet Flow Tc = 14.1 min.
0.23 hr.
SHALLOW CONCENTRATED FLOW
Segment ID: B
Paved or Unpaved Unpaved' Unpaved
Flow length, L (ft): 121.0
Watercourse slope, s (ft/ft): 0:016 O,OOfl' 0,000
.............
._
Average velocity, V (ft/s) = 16.1345(s)^0.5: 2.02 0.01 0.01
TC= L / (3600xV) Tc (min.)= 1.0 0.0 0.0
Total Shallow Concentrated Flow Tc = 1.0 min.
0.02 hr.
CHANNEL FLOW
Segment ID:
Manning's Coefficient
Hydraulic Radius, R (ft) = (A/Pw)
Cross Sectional Area, A (ft" 2)
Wetted perimeter, Pw (ft)
Channel slope, s (ft/ft)
Velocity, V (ft/s): = (1.49`r^(2/3)`s^(0.5)/n
Flow length, L (ft):
TC= L / (3600xV) Tc (min.)
Total Sheet Flow TG =
0.00 0.00 0.00
1.00 1.00 1.00
0.00 0.00 0.00 "
0.00 0.00 0.00
0.000 0.000 ! 0,000
.........

1490.00
1490.00 .
1490.00
0.00 0.00 0.00
0.0 0.0 0.0
0.0 min.
0.00 hr. =
Minutes
.........................
3043_TC-Calculator 8-26-09:xl9; -.
Project Name: Pilot Lions Park
Project No.: 3043A
Sheet Title: DI-10
Calculated By: TMT
Date: 8/26/2009
Post-developed Tc Calculation
SHEET FLOW
Segment ID:
Surface description (table 3-1):
Manning's roughness coeff., n:
Flow length, L (total L<300') (ft):
2yr 24 hour rainfall, P (in):
Land slope, s (ft/ft):
Tc= 0.007 (nQ ^0.8 Tc (min.)=
P^0.5 x s^0.4
Total Sheet Flow Tc =
SHALLOW CONCENTRATED FLOW
16.6 min.
0.28 hr.
Segment ID: 6
Paved or Unpaved Unpaved Unpaved
Flow length, L (ft): 104.0
Watercourse slope, s (ft/ft): OAA3 0.000 ! Q,OQO
Average velocity, V (ft/s) = 16.1345(s)^0.5: 1.80 0.01 0.01
TC= L / (3600xV) Tc (min.)= 1.0 0.0 0.0
Total Shallow Concentrated Flow Tc = 1.0 min.
0.02 hr.
CHANNEL FLOW
Segment ID:
Manning's Coefficient 0.00 0.00 0.00
Hydraulic Radius, R (ft) _ (A/Pw) 1.00 1.00 1.00
Cross Sectional Area, A (ft^2) 0.00 0,00 0.00
Wetted perimeter, Pw (ft) 0.00 0.00 0.00
Channel slope, s (ft/ft) 0.000 4.000 0.000
Velocity, V (ft/s): _ (1.49" r^(2/3)"'s^(0.5)/n 1490.00 1490.00 1490.00
Flow length, L (ft): 0:00 0100 0:00
TC= L / (3600xV) Tc (min.)= 0.0 0.0 0.0
Total Sheet Flow Tc = 0.0 min.
0.00 hr.
Minutes
3043_TC-Calculator 8-26-09.x#s, DI=10'

1

J
t
F

1

1
1

1
1

1

Project Name: Pilot Lions Park
Project No.: 3043A
Sheet Title: SWALE #2
Calculated By: TMT
Date: 8/26/2009
Post-developed Tc Calculation
SHEET FLOW
Segment ID:
Surface description (table 3-1):
Manning's roughness coeff., n:
Flow length, L (total L<300') (ft)
2yr 24 hour rainfall, P (in):
Land slope, s (ft/ft):
Tc= 0.007 K) "0.8 Tc (min.)=
P^0.5 x s^0.4
Total Sheet Flow Tc =
SHALLOW CONCENTRATED FLOW
Segment ID:
Paved or Unpaved
Flow length, L (ft):
Watercourse slope, s (ft/ft):
Average velocity, V (ft/s) = 16.1345(s)^0.5:
Tc= L / (3600xV) Tc (min.)=
Total Shallow Concentrated Flow Tc =
CHANNEL FLOW
Segment ID:
Manning's Coefficient
Hydraulic Radius, R (ft) _ (A/Pw)
Cross Sectional Area, A (ft^2)
Wetted perimeter, Pw (ft)
Channel slope, s (ft/ft)
Velocity, V (ft/s): _ (1.49*r^(2/3)*s^(0.5)/n
Flow length, L (ft):
TC= L / (3600xV) Tc (min.)=
Total Sheet Flow Tc =
0.7 min.
0.01 hr.
»:TQfa°ficafih " Minutes
3043_TC-Calculator 8-26-09.xis, SV1/A 1109
12.6 min.
0.21 hr.
3.1 0.0 0.0
3.1 min.
0.05 hr.

0.03 0.00 0.00
0.90 1.00 1.00
91.25 0.00 0.06
12.49 0.00 0.00
0.023 0.000 0.000
.........::.
6.98 1490.00 1490.00
286,00 0.00 0.0.0
0.7 0.0 0.0
Project Name: Pilot Lions Park
Project No.: 3043A
Sheet Title: SWALE #3
Calculated By: TMT
Date: 8/26/2009
Post-developed Tc Calculation
SHEET FLOW
Segment ID:
Surface description (table 3-1):
Manning's roughness coeff., n:
Flow length, L (total L<300') (ft):
2yr 24 hour rainfall, P (in):
Land slope, s (ft/ft):
Tc= 0.007 (nQ ^0.8 Tc (min.)=
P^0.5 x s^0.4
Total Sheet Flow Tc =
SHALLOW CONCENTRATED FLOW
Segment ID:
Paved or Unpaved
Flow length, L (ft):
Watercourse slope, s (ft/ft):
Average velocity, V (ft/s) = 16.1345(s)^0.5:
TC= L / (3600xV) Tc (min.)=
Total Shallow Concentrated Flow Tc =
CHANNEL FLOW
16.1 min.
0.27 hr.
'B
Unpaved Unpaved
116.0
0422 0000 41000
2.37 0.01 0.01
0.8 0.0 0.0
0.8 min.
0.01 hr.
Segment ID: C
Manning's Coefficient 0.03 0.00 0.00
Hydraulic Radius, R (ft) = (A/Pw) 0.90 1.00 1.00
Cross Sectional Area, A (ft^2) 11.2$ 0.00: 0.00
Wetted perimeter, Pw (ft) 12.49 0.00 0.00
Channel slope, s (ft/ft) 0.152 0.000 0.000
Velocity, V (ft/s): = (1.49*rA(2/3)'s^(0.5)/n 18.06 1490.00 1490.00
Flow length, L (ft): 17.00 0100 0.00
Tc= L / (3600xV) Tc (min.)= 0.0 0.0 0.0
Total Sheet Flow Tc = 0.0 min.
0.00 hr.
Minutes
3043_TC-Calculator 8-26-09.xls,

1

1

Project Name: Pilot Lions Park
' Project No.: 3043A
Sheet Title: SWALE #1 B
' Calculated By: TMT
Date: 8/26/2009
Post-developed Tc Calculation
SHEET FLOW
Segment ID:
Surface description (table 3-1):
Manning's roughness coeff., n:
Flow length, L (total L<300') (ft):
2yr 24 hour rainfall, P (in):
Land slope, s (ft/ft):
TC= 0.007 (nL) ^0.8 Tc (min.)=
P^0.5 x s^0.4
Total Sheet Flow Tc =
SHALLOW CONCENTRATED FLOW
15.4 min.
0.26 hr.
Segment ID: B
Paved or Unpaved Un'paved' Unpaved
Flow length, L (ft): 373.0
Watercourse slope, s (ft/ft): Oa?19
... ... ..... D,QOp!' OrQOQ
................................................................
Average velocity, V (ft/s) = 16.1345(s)^0.5: 2.21 0.01 0.01
TC= L / (3600xV) Tc (min.)= 2.8 0.0 0.0
Total Shallow Concentrated Flow Tc = 2.8 min.
0.05 hr.
CHANNEL FLOW
Segment ID:
Manning's Coefficient
Hydraulic Radius, R (ft) _ (A/Pw)
Cross Sectional Area, A (ft" 2)
Wetted perimeter, Pw (ft)
Channel slope, s (ft/ft)
Velocity, V (ft/s): _ (1.49*r^(2/3)*s^(0.5)/n
Flow length, L (ft):
Tc= L / (3600xV) Tc (min.)=
Total Sheet Flow Tc =

0.03 0..00 0.00
0.90 1.00 1.00
11.25 0,00 ! 0100
12.49 0.00 0.00
0.005 0.000 0.000
3.28 1490.00 1490.00
321,00 0100 040
1.6 0.0 0.0
1.6 min.
0.03 hr.
Minutes
3043_TC-Calculator 8-26-09.xis,
Project Name: Pilot Lions Park
Project No.: 3043A
Sheet Title: SWALE #1 C
Calculated By: TMT
Date: 8/26/2009
Post-developed Tc Calculation
SHEET FLOW
Segment ID: A
Surface description (table 3-1): Grass
Manning's roughness coeff., n: 0.240
Flow length, L (total L<300') (ft): 100.0
2yr 24 hour rainfall, P (in): 3.44 0.00 Omoo
Land slope, s (ft/ft): 0,020 0,000 OFOOQ
Tc= 0.007 (nQ ^0.8 Tc (min.)= 13.8 0.0 0.0
P^0.5 x s^0.4
Total Sheet Flow Tc = 13.8 min.
0.23 hr.
SHALLOW CONCENTRATED FLOW
Segment ID: B
Paved or Unpaved Unpaved Unpaved
Flow length, L (ft): 1125.Q
Watercourse slope, s (ft/ft): 0.020
._ 0.000 O.OOQ
. _ .............._ .::..:.
Average velocity, V (ft/s) = 16.1345(s)^0.5: 2.30 0.01 0.01
Tc= L / (3600xV) Tc (min.)= 8.1 0.0 0.0
Total Shallow Concentrated Flow Tc = 8.1 min.
0.14 hr.
CHANNEL FLOW
Segment ID: C
Manning's Coefficient 0.01 0.00 0.00
Hydraulic Radius, R (ft) = (A/Pw) 0.79 1.00 1.00
Cross Sectional Area, A (ft^2) 1.98 0.00 0.00
Wetted perimeter, Pw (ft) 2.50 0.00 0.00
Channel slope, s (ft/ft) 0.007 0.004 0.600
Velocity, V (ft/s): = (1.49*r^(2/3)*s"(0.5)/n 8.21 1490.00 1490.00
Flow length, L (ft): 53.00 0.00 0.00
TC= L / (3600xV) Tc (min.)= 0.1 0.0 0.0
Total Sheet Flow Tc = 0.1 min.
0.00 hr.
Minutes
3043_TC-Calculator 8-26-09.xis,

n

1

1
1
1
1
1
1

11

Summary of Time of Concentration(s)

Area
No.
Basin
Area
[Ac]
Tc
[Min] 10 Year
Rainfall
Intensity
[Ins/Hr] 2 Year
Rainfall
Intensity
[Ins/Hr]
DI-1 3.19 15.1 5.02 3 42
DI-10 1.19 17.5 4.71 3.25
SWALE #2 5.30 16.3 4.85 3.34
SWALE #3 2.17 16.9 4.78 3.30
SWALE #1 B 5.22 19.9 4.44 3,08
SWALE #1 C 10.56 22.0 4.23 2.94
All storm items N/A 5.0 7.07 5.12
** All other inlets not listed use a minimum of 5 min. Time of Concentration
Table 3.1 Roughness Coefficients (Manning's n)
for Sheet Flow
Surface Description n
Smooth Surfaces
(concrete, asphalt, gravel, or bare soil) 0.011
Fallow (no residue) 0.05
Cultivated Soils
Residue cover <=20% 0.06
Residue cover >20% 0.17
Grass
Short grass prairie 0.15
Dense grasses 0.24
Bermudagrass 0.41
Range 0.13
Woods
Light underbrush 0.4
Dense underbrush 0.5

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Ditch/Swale Flows
PROJECT NAME: Pilot Lions Park BY: `Tristan Teasley
PROJECT NUMBER: 3043 DATE: 9/22/09
All flows and intensitys are designed for the 10 year storm event.
Swale 1A
Area = 0.56 ac, Length= 5#0 ft.
Intensity = 7.07 in/hr Inv. Up 344.5
Tc = 5.0 min. Inv. Down= 336.0
Comp. C = U.59 Slope= 1.7%
Q = C"I*A = 2.34 cfs
Swale 1 B
Area = 5.22 ac. Length= 250 ft.
Intensity = 4.44 in/hr Inv. Up 336.0
Tc = 18.0 min. Inv. Down= 334.7
Comp. C = 0.34 Slope= 0.5%
Q = C" I *A = 7.88 cfs
Qtotej = 10.22 cfs (inc ludes flow from SWALE #1A.)
Swale 1C
Area = 10.56 ac. Length= 4T3 ft.
Intensity = 4.23 in/hr Inv. Up 334.7
Tc = 22.0 min. Inv. Down= 330.6
Comp. C = 0.34 Slope= 0.9%
Q = C`I`A = 15.19 cfs
Qtotai = 25.39 cfs (inc ludes flow from SWALE #1 B.)
Swale 2
Area = 5.30 ac.> > Length= 436 ft.
Intensity = 4.85 in/hr Inv. Up 335.5
Tc = 16.3 min. Inv. Down= 326.5
Comp. C = 0.36 Slope= 2.3%
Q=C'I"A= 9.25 cfs
Swale 3
Area = 2.17 ac. Length= 185 ft.
Intensity = 4.78 in/hr Inv. Up 327.5
Tc = 16.9 min. !> Inv. Down= 324.5
Comp. C = 0!.31 Slope= 1.6%
Q = C*I"A = 10.37 cfs
Qtotai = 22.75 cfs (includeA49 4464AM 9P fades and velocitys.xis
Page 1

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Swale Design Flow and Depth
PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
PROJECT NUMBER: 3043 DATE: 9/10/2009,
REV: '
Channel # Grass Swale #1A
Estimating Mannings'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.59
1) Q= 2.34 cfs (Q1o) 1.7 cfs (Q2) I 7.07
2) S= 0.017 ft/ft A 0.56:
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.52 fe =Q/Vp
5) R= 0.45 Hydraulic Radius =bd+Zd' / b+2d(Z41)'rs (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 0.7 (Trapezoidal depth)
Z= 3 (e/d)
A= 2.87 (Cross Sectional Area)
6)
7)
8)
9)
10)

Using Retardance Curve D
From Figure 8.05c VPR= 2.01
Mannings'n' (As read from gra ph)= 0.045
V= 2.52 fps Actual V from Manning's Equation
Qc= 7.24 cfs Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 2.52 fps
Check Qc>Q Qc= 7.24 cfs
Q= 2.34 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a temp liner required? YES (NOTE 1- 8.05.7 ESCPDM)
U= I.z ue Ln mciuatn treeooara
Using Retardance Curve B
From Figure 8.05c VPR= 2.01
Mannings'n' (As read from graph)= 0.096
V= 1.18 fps Actual V from Manning's Equation
Qc= 3.39 cfs Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 1.18 fps
Check Qc>Q Qc= 3.39 cfs
Q= 2.34 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Isa rm'ntliner required? NO (NOTE 1-8.05.7 ESCPDM
11) N/A
G
W
cn
C
C
ro
4
'
3 Average Length
of Vegetation 0n)
Curve

2

A Longer than 30'
11' to 24'
.
' A
B
. S
to ta
to 6'
L
h
" C
D
E
ess t
an 2

I e

09
06 °

04 e

A2
.? .? .o .o i.v e 9 b 13 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's nfoisted to velocity, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 13.05a multiply Vp x Hydralulic Radius (4.5x0.54-2A3), then enter the product of VR and extend a
straight One up to Relardance class'D% next project a straight One to the left to determine a trial manning's n.
Rev. IZ93
Worksheet for SWALE #1 A - D Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
input Data
Roughness Coefficient 0.045
Channel Slope 0.01700 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 2.34 ft'/s
Results
Normal Depth 0.40 ft
Flow Area 1.27 ft2
Wetted Perimeter 4.51 ft
Top Width 4.38 ft
Critical Depth 0.30 ft
Critical Slope 0.04996 ft/ft
Velocity 1.85 ft/s
Velocity Head 0.05 ft
Specific Energy 0.45 ft
Froude Number 0.61
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output' Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.40 ft
Critical Depth 0.30 ft
Channel Slope 0.01700 ft/ft
Critical Slope 0.04996 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
912312009 12:43:28 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
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Worksheet for SWALE #1A - B Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.096
Channel Slope 0.01700 ft /ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge
R 2.34 ft3/s
esults

Normal Depth 0.58 ft
Flow Area 2.19 ft2
Wetted Perimeter 5.69 ft
Top Width 5.50 ft
Critical Depth 0.30 ft
Critical Slope 0.22737 ft/ft
Velocity 1.07 ft/s
Velocity Head 0.02 ft
Specific Energy 0.60 ft
Froude Number 0.30
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.58 ft
Critical Depth 0.30 ft
Channel Slope 0.01700 ft /ft
Critical Slope 0.22737 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
9/2312009 12:43:47 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Swale Design Flow and Depth
PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
PROJECT NUMBER: 3043 DATE: 9110/2009
REV:
Channel # Grass Swale #1 B
Estimating Mannings 'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C N/A
1) Q= 1032 cis (Q10) 7.3 cfs (Q2) I N/A
2) S= 0.005 ft/ft A N/A
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 2.27 ft = QNp
5) R= 0.85 Hydraulic Radius =bd+Zd2 / b+2d(V+1)'n (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1.5 (Trapezoidal depth)
Z= 3 (e/d)
A= 9.75 (Cross Sectional Area)
6)
7)
8)
9)
10)
Using Retardance Curve D
From Figure 8.05c VpR= 3.82
Mannings'n' (As read from gra ph)= 0.039
V= 2.45 fps Actual V from Manning's Equation
Qc= 23.88 cis Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 2.45 fps
Check Qc>Q Qc= 23.88 cis
Q= 10.22 cis
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a temp liner required? YES (NOTE 1- 8.05.7 ESCPDM)
Z (ueptn including freeboard)
Using Retardance Curve B
From Figure 8.05c VpR= 3.82
Mannings'n' (As read from graph)= 0.070
V= 1.34 fps Actual V from Manning's Equation
Qc= 13.10 cis Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 1.34 fps
Check Qc>Q Qc= 13.10 cfs
Q= 10.22 cfs
DK? YES (If Vp>V, then OK)
YES (If QC>Q, then OK)
s a penn'nt liner required? NO (NOTE 1- 8.05.7 ESCPDM)
11) N/A
Q
to
m
c
c
m
4

3 Average englh

of Vegeta0on p
n)
Curve

2 Laver than Nr
11" to 24'
6'
" A
8
. to 10
2' to 6'
L
th
2" C
D
E

I e e ss an
.
.08 0

06 0
04 E

m
.i .2 .4 .6 '.8 1.0 2 4 6 B 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's n related to velocity, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multipty Vp x Hydralullc Radius (4.5x0.54-2.43), then enter the product of VR and extend a
straight One up b Retardance class "D', next prolecta straight One to the left to determine a trial manning's n.
Rev. 12r93
i
Worksheet for SWALE #1 B - D Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Results
Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.039
0.00500 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
2.00 ft
10.22 ft'/s
1.03 ft
5.24 ft2
8.51 ft
8.18 ft
0.67 ft
0.03039 ft/ft
1.95 ft/s
0.06 ft
1.09 it
0.43
Subcritical
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
1.03 ft
0.67 ft
0.00500 ft/ft
0.03039 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
9123/2009 12:43:33 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Worksheet for SWALE #1 B - B Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.070
Channel Slope 0.00500 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 10.22 ft'/s
Results
Normal Depth 1.34 ft
Flow Area 8.09 ftZ
Wetted Perimeter 10.49 ft
Top Width 10.06 ft
Critical Depth 0.67 ft
Critical Slope 0.09791 ft/ft
Velocity 1.26 ft/s
Velocity Head 0.02 ft
Specific Energy 1.37 ft
Froude Number 0.25
Flow Type Subcritical
GVF Input Data ;
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.34 ft
Critical Depth 0.67 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.09791 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
91231200912:43:51 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Swale Design Flow and Depth
PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
PROJECT NUMBER : 3043 DATE: 9/1 012 0 0 9
REV:
Channel # Grass Swale #1C
Estimating Mannings'n ' per ESCPDM Page 8.05.6
Step # Variable Result Description
C N/A
1) Q= 25.39 cfs (Q1o) 18.2 cfs (Q2) I N/A
2) S= 0.009 ftlft A N/A'
3) Vp 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 5.64 ft' =Q/Vp
5) R= 1.00 Hydraulic Radius =bd+Zd' / b+2d(Z'+1)1? (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1.8 (Trapezoidal depth)
Z= 3 (e/d)
A= 13.32 (Cross Sectional Area)
6)
t 7)
8)
9)

10)
Using Retardance Curve D
From Figure 8.05c VPR= 4.48
Mannings'n' (As read from gra ph)= 0.038
V= 3.75 fps Actual V from Manning's Equation
QC= 50.01 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 3.75 fps
Check Qc>Q Qc= 50.01 cis
Q= 25.39 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a temp liner required? YES (NOTE 1- 8.05.7 ESCPDM)
U= Z.3 ve m inciuoln rreeooara
Using Retardance Curve B
From Figure 8.05c VPR= 4.48
Mannings'n' (As read from graph)= 0.065
V= 2.16 fps Actual V from Manning's Equation
Qc= 28.79 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 2.16 fps
Check Qc>Q Qc= 28.79 cfs
Q= 25.39 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Isa erm'ntliner required? NO (NOTE 1-8.05.7 ESCPDM
11) N/A

1
1
1
4
.
9 AVeragaLen lh
of Vegetation an)
Curve

2

A Langer Oren 30'
11' to 24'
6'
' A
B
. to 1 g
2' to 6'
L
h
" C
D
E
ess t
an 2

I B
.
08 c

06

04 E
ff 7
02
I
--
CO
01
C
.C
C
..c .4 .b '.u W 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure6.05c Manning's nrelated to velocity, hydraulic radius, and vegetal retardance.
Note. From Sample Problem 8.05a multiply Vp x Hydralultc Radius (4.5xo.54-2.43), Man enter the product of VR and exlond a
straight fine up to Retardance class "13% next project a straight fine loft left to determine a trial manning's n.
Rev. 12r93
Worksheet for SWALE #1 C - D Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.038
Channel Slope 0.00900 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 25.39 ft'/s
Results
Normal Depth 1.35 ft
Flow Area 8.13 ft=
Wetted Perimeter 10.51 ft
Top Width 10.08 ft
Critical Depth 1.06 ft
Critical Slope 0.02552 ft/ft
Velocity 3.12 ft/s
Velocity Head 0.15 ft
Specific Energy 1.50 ft
Froude Number 0.61
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.35 ft
Critical Depth 1.06 ft
Channel Slope 0.00900 ft/ft
Critical Slope 0.02552 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
9/23/200912:43:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
1
1
1
Worksheet for SWALE #1 C - B Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.065
Channel Slope 0.00900 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 25.39 ft-/s
Results
Normal Depth 1.70 ft
Flow Area 12.13 ft2
Wetted Perimeter 12.78 ft
Top Width 12.23 ft
Critical Depth 1.06 ft
Critical Slope 0.07468 ft/ft
Velocity 2.09 ft/s
Velocity Head 0.07 ft
Specific Energy 1.77 ft
Froude Number 0.37
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.70 ft
Critical Depth 1.06 ft
Channel Slope 0.00900 ft/ft
Critical Slope 0.07468 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00)
9123/2009 12:54:37 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Swale Design Flow and Depth
PROJECT NAME: Pilot Lions Park : BY: Tristan Teasley
PROJECT NUMBER : 3043 DATE: 9/1012009
REV:
Channel # Grass Swale #2
Estimating Mannings'n ' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.36
1) Q= 9.25 cfs (Q10) 6.6 cfs (Q2) 1 4.85
2) S= 0.023 ft/ft A 5.3
3) Vp 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 2.06 ft' =QNp
5) R= 0.60 Hydraulic Radius =bd+Zd' / b+2d(Z'+1)'* (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 5 (Cross Sectional Area)
6)
7)
8)
9)
10)
U= ,.o ue m mciuam rreeDoara
Using Retardance Curve D Using Retardance Curve B
From Figure 8.05c VpR= 2.70 From Figure 8.05c VPR= 2.70
Mannings'n' (As read from gra ph)= 0.042 Mannings'n' (As read from graph)= 0.085
V= 3.81 fps Actual V from Manning's Equation V= 1.90 fps Actual V from Manning's Equation
Qc= 19.06 cis Actual channel capacity. QC= 9.48 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps Check Vp>V Vp= 4.5 fps
V= 3.81 fps V= 1.90 fps
Check Qc>Q Qc= 19.06 cfs Check Qc>Q Qc= 9.48 cfs
Q= 9.25 cfs Q= 9.25 cfs
OK? YES (If Vp>V, then OK) OK? YES (If Vp>V, then OK)
YES (If QC>Q, then OK) YES (If Qc>Q, then OK)
Is a temp liner required? YES NOTE 1- 8.05.7 ESCPDM Is a erm'nt liner required? NO NOTE 1- 8.05.7 ESCPDM)
11) NIA
.5
.4
.3
2
e
m
? .I
'c
m .08
.06
.04
.02
.I

verageLengin
of Vegetation pn) Curve

A Longer than 3l7
11• to 24•
B• t
0• A
8
C
o 1
2• to 6•
L
th
2" D
E
s e ss an
:nk 7
-A
C .

0
E

.c .4 b -.13 Lu 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 6.05c Manning's n related to velocity, hydraulic radlus, and vegetal retardance.
Note: From Sample Prohlem 8.05a multiply Vp x Hydralullc Radius (4.5x0.54.2.43), then enter We product of VR and extend a
straight fine up to Relardance class 'D*. next prolacta straight fine to the left to determine a trial manning's n.
Rev. 12,93
1
1
1
Worksheet for SWALE #2 - D Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.042
Channel Slope 0.02300 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 9.25 ft'/s
Results
Normal Depth 0.71 ft
Flow Area 2.93 ftZ
Wetted Perimeter 6.49 ft
Top Width 6.26 ft
Critical Depth 0.64 ft
Critical Slope 0.03573 ft/ft
Velocity 3.16 ft/s
Velocity Head 0.15 ft
Specific Energy 0.86 ft
Froude Number 0.81
Flow Type Subcritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth.
Channel Slope
Critical Slope
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft is
Infinity ft/s
0.71 ft
0.64 ft
0.02300 ft/ft
0.03573 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
9123/2009 12:43:40 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 1
Worksheet for SWALE #2 - B Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data,.
Roughness Coefficient 0.085
Channel Slope 0.02300 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 9,25 ft'/s
Results
Normal Depth 0.99 ft
Flow Area 4.92 ft2
Wetted Perimeter 8.26 ft
Top Width 7.94 ft
Critical Depth 0.64 ft
Critical Slope 0.14635 ft /ft
Velocity 1.88 ft/s
Velocity Head 0.05 ft
Specific Energy 1.05 ft
Froude Number 0.42
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.99 ft
Critical Depth 0.64 ft
Channel Slope 0.02300 ft/ft
Critical Slope 0.14635 ft /ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.071.00]
9123/200912:43:55 PM 27 Siemons Company Drive Suits 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

11

l
1
1
1
Swale Design Flow and Depth
PROJEC T NAME: Pilot Lions Park- BY: Tristan Teasley
PROJECT NUMBER : 3043 DATE: 9/1012009
REV:
Channel # Grass Swale #3
Estimating Mannings'n ' per ESCPDM Page 8.05.6
Step # Variable Result Description
C NIA
1) Q= 22.75; cfs (Q1o) 16.3 cfs (Q2) I NIA
2) S= 0.016 ft/ft A NIA
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 5.06 ft' =QNp
5) R= 0.98 Hydraulic Radius =bd+Zd' / b+2d(Z4VM (Figure 8.05b)
Where b= 5 (Trapezoidal Bottom Width)
df= 1.5 (Trapezoidal depth)
Z= 3 ' (e/d)
A= 14.25 (Cross Sectional Area)

Using Retardance Curve D
From Figure 8.05c VPR= 4.43
Mannings'n' (As read from gra ph)= 0.038
V= 4.96 fps Actual V from Manning's Equation
Qc= 70.69 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 4.96 fps
Check Qc>Q Qc= 70.69 cfs
Q= 22.75 cfs
OK? NO (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a temp liner required? YES (NOTE 1- 8.05.7 ESCPDM)
z (Depth including freeboard)
Using Retardance Curve B
From Figure 8.05c VPR= 4.43
Mannings'n' (As read from graph)= 0.065
V= 2.85 fps Actual V from Manning's Equation
CC= 40.57 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 2.85 fps
Check Qc>Q Qc= 40.57 cfs
Q= 22.75 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
s a perm'nt liner required? NO (NOTE 1- 8.05.7 ESCPDM)
11) N/A
6)
7)
8)
9)
10)
e
CD
c
c
Co
4
.
3 Average Length
of Vegetation on)
Curve

2

A Langer than an"
11" to 24"
"
" A
B
. 6
to 10
2" 1. 6"
L
" C
D
ess than 2 E

I e
.
.0a

06 0

04 E

.02
t =7ttf+---
.1 .o -.o W 2 4 6 a 10 20
VR, Product of Velocity and Hydraulic Radius
Fgure 6.0 So Manning's nretaied to velocity,, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a rmidply Vp x Hydralultc Radius (4.5x0.54-2.43), Then enter Ins product of VR and extend a
straight fine up to Retardance class "D'. next project a straight Bne to the left la determine a trial manning's n.
Rev. 12,93
Worksheet for SWALE #3 - D Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data,::
Roughness Coefficient 0.038
Channel Slope 0.01600 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 5.00 ft
Discharge 22.75 ft'/s
Results
Normal Depth 0.84 ft
Flow Area 6.36 ft2
Wetted Perimeter 10.34 ft
Top Width 10.06 ft
Critical Depth 0.74 ft
Critical Slope 0.02631 ft/ft
Velocity 3.58 ft/s
Velocity Head 0.20 ft
Specific Energy 1.04 ft
Froude Number 0.79
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.84 ft
Critical Depth 0.74 ft
Channel Slope 0.01600 ft/ft
Critical Slope 0.02631 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
9123/200912:43:43 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
i
1
Worksheet for SWALE #3 - B Curve
Project' Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data.
Roughness Coefficient 0.065
Channel Slope 0.01600 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 5.00 ft
Discharge 22.75 ft3/s
Results
Normal Depth 1.12 ft
Flow Area 9.34 ft2
Wetted Perimeter 12.07 ft
Top Width 11.71 ft
Critical Depth 0.74 ft
Critical Slope 0.07699 ft/ft
Velocity 2.44 ft/s
Velocity Head 0.09 It
Specific Energy 1.21 ft
Froude'Number 0.48
Flow Type Subcritical
GVF Input. Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.12 ft
Critical Depth 0.74 ft
Channel Slope 0.01600 ft/ft
Critical Slope 0.07699 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00)
9/2312009 12:43:58 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Worksheet for EW#2 Outlet - Before Wetlands Discharge
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.065
Channel Slope 0.00300 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 12.00 ft
Discharge 4.59 ft'/s
Results
Normal Depth 0.48 ft
Flow Area 6.45 ft2
Wetted Perimeter 15.03 ft
Top Width 14.88 ft
Critical Depth 0.16 ft
Critical Slope 0.11468 ft/ft
Velocity 0.71 ft/s
Velocity Head 0.01 ft
Specific Energy 0.49 ft
Froude Number 0.19
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.48 ft
Critical Depth 0.16 ft
Channel Slope 0.00300 ft/ft
Critical Slope 0.11468 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00)
11/9/200911:58:24 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
1
Worksheet for Swale #3 - Before Wetlands Discharge
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.065
Channel Slope 0.00300 ft/ft
1 Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 30.00 ft
Discharge 22.75 ft'/s
Results
N
ormal Depth 0.73 ft
Flow Area 23.52 ft=
' Wetted Perimeter 34.62 ft
Top Width 34.38 ft
Critical Depth 0.26 ft
' Critical Slope 0.09772 ft/ft
Velocity 0.97 ft/S
Velocity Head 0.01 ft
' Specific Energy 0.75 ft
Froude Number 0.21
1 Flow Type Subcritical
GVF Input Data
' Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
' Profile Description
Profile Headloss 0.00 ft
' Downstream Velocity
Upstream Velocity Infinity
Infinity ft/s
ft/s
Normal Depth 0.73 ft
Critical Depth 0.26 ft
' Channel Slope 0.00300 ft/ft
Critical Slope 0.09772 ft/ft

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
1 11/9/200911:58:28 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Permit Number:
(to be provided by DWQ)
OF W ATF9
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION' '
Project name Pilot Lions Park
Contact name Mark Breen
Phone number [phone] '
Date September 14, 2009
Drainage area number #1
Ill.< DESIGN INFORMATION
Site Characteristics
Drainage area 317,988.00 ftz
Impervious area 112,385.00 ftZ
Percent impervious 35.3%%
Design rainfall depth 1.00 inch
Peak Flow Calculations
10-yr storm runoff depth in
10-yr storm intensity 4.47 in/hr
Post-development 10-yr storm peak flow 22.75 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 5.00 ft/sec
Soil characteristics (enter "x" below)
Sand/silt (easily erodible) x
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda x
Tall fescue
Bahiagrass
Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: Y (Y or N)
Maximum velocity 5.00
Side slopes 3.00 :1
Swale length 175.00 ft
Option 2: Swale Seekinq Pollutant Credit ("For-Credit' Swale): N (Y or N)
Maximum velocity for 10-yr storm ft/sec
Side slopes :1
Swale length ft
OK
Insufficient side slopes. Max is 5:1.
OK

3:1 nD1 SLopYS 1
a ? l ? No i A"???yl,cl6
r6R U2r-501T, '
Lam'

Form SW401-Grassed Swale-Rev.4
Parts I and II. Project Design Summary, Page 1 of 2 1
' Swale Characteristics
Swale Shape: Enter an Y in the appropriate cell below:
Trapezoidal
Parabolic
V-shaped
' Width of the bottom of the swale
Width of the top of the swale
Additional Information
Is the swale sized for all runoff from ultimate build-out?
Is the BMP located in a proposed drainage easement with a
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT?
What is the ground level elevation?
What is the elevation of the bottom of the swale?
What is the SHWT elevation?
' What is the longitudinal slope of the swale?
What is the depth of freeboard?
r
1

l

1
1
Form SW401-Grassed Swale-Rev.4
15.00 ft
35.00 ft
Permit Number.
(to be provided by DWQ)
Y (Y or N) OK
N (Y or N) Insufficient ROW location.
u.vu n
fmsl
fmsl
fmsl
0.02% OK
4.00 ft OK
Parts I and II. Project Design Summary, Page 2 of 2

Culvert Calculator Report
Driveway Entrance
Solve For: Headwater Elevation
l
C
t S ,
ver
ummary
u
Allowable HW Elevation 342.00 ft Headwater Depth/Height 0.77
Computed Headwater Elevi 340.46 ft Discharge 2.34 cfs

Inlet Control HW Elev.
340.38 ft
Tailwater Elevation
339.00 ft '
Outlet Control HW Elev. 340.46 ft Control Type Outlet Control
'
Grades
Upstream Invert 339.50 ft Downstream Invert 339.00 ft

Length
96.00 ft
Constructed Slope
0.005208 ft/ft '
Hydraulic Profile
Profile M2 Depth, Downstream 0.61 ft
Slope Type Mild Normal Depth 0.63 ft
Flow Regime Subcritical Critical Depth 0.61 ft '
Velocity Downstream 3.92 ft/s Critical Slope 0.005642 ft/ft
Section ,
Section Shape Circular Mannings Coefficient 0.013
Section Material Concrete Span 1.25 ft
Section Size 15 inch Rise 1.25 ft
Number Sections 1
Outlet Control Properties '
Outlet Control HW Elev. 340.46 ft Upstream Velocity Head 0.22 ft
Ke 0.50 Entrance Loss 0.11 ft

Inlet Control Properties
Inlet Control HW Elev. 340.38 ft Flow Control N/A '
Inlet Type Square edge w/headwall Area Full 1.2 ft2
K 0.00980 HDS 5 Chart 1
M 2.00000 HDS 5 Scale 1

C
0.03980
Equation Form
1 '
Y 0.67000

Title: Pilot Lions Park Project Engineer: tristant
j:\...\storm\3043-driveway culve rt 9-15-09.cvm Site Solutions I nc CulvertMaster v3.1 [03.01.010.00]
09/23/09 04:19:18cFaantley Sy stems, Inc. Hae stad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1 ,
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V. Neuse River Nutrient Calculations
Total Nitrogen and Total
' Phosphorus Loading Calculations

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Neuse Stormwater Rule 15A NCAC 28.0235
Neuse River Basin:
Last Modified 9/1512009
includes Vxtora, Henaerson, Kocky Mount and Tarboro as well as rranklm, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: Pilot Lions Park (3043)
Date: 911412009
By: TMT Checked By:
Directions (same for pre-development and post-development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must
be included in the acreaee values and treated.
0.55
0.55
0.55
0.55
0.55
0.55
its sA?
2.60 0.29
1.95 0.00
1.42 14.21
4.23 0.00
2.04 0.00
0.94 0.00
Alo :..:$ 14.50
T?Bi Cveff: 0.79
0.01
18.38
?'ylSeo??a??Co?er? lea
i ai#ioi i erif ias '.
[tat
1.43
1.43
1.43
1.43
0.12
18.38
2.60
1.95
1.42
0.95
T. . =
{tbl!yr:
(?M/arl?r?a
8.01
0.00
33.00
0.00
41.01
2.23
0.19
0.11
0.28
0.14
0.50.58
0.00
6.51
0.00
7.09
0.39
Note: The nutrient loading goals are 3.6 lb/ac/yr for TN. If the post-development nutrient
loading is below these levels, then no BMP is necessary. Otherwise, the next worksheet calculates
post-development TN and TP loadings after BMPs are installed.
:l4fk
0.19 0.02
0.11 0.00
0.28 2.80
1.23 0.00
0.62 0.00
0.14 0.00
~?)E1'x0 i4
2.82
T.Lk F?ij?io?ff
0.15.

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? VI. Composite Drainage Area Maps
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