20091168 Ver 1_Stormwater Info_20091217

Letter of Transmittal
TO NCDENR-DWQ (? q
401 Oversight and Express Permit Unit
2321 Crabtree Blvd., Raleigh NC 27604
DATE 12/16/2009 JOB NO. 3043
ATTENTION Annette Lucas
RE: Calculations for Pilot Lions Park
Q `

7 2009
DW - WATFR

WE ARE SENDING YOU: Q Attached ? under separate cover via
? Shop drawings ? Prints ? Plans
? Copy of letter ? Change order ? Samples ? Specifications
SITE
1
SOLUTIONS
2 3 2 0
W. Morehead Street
Charlotte, NC 28208
P 704.521.9880 F 704.521.8955
www.sitesolutlonspa.com
COPIES DATE NO. DESCRIPTION
1 12/16/2009 1 Copy of Approved (by Mike Randall) Stormwater Calculations Manual
1 12/16/2009 1 Copy of information sent to Jason Volker (SEtME) that contains a copy of the NCDWQ application.

THESE ARE TRANSMITTED as checked below:
? For approval ? Approved as submitted ? Resubmit
? For your use ? Approved as noted ? Submit
Q As requested ? Returned for corrections ? Return
? For review and comment
REMARKS Enclosed are the hard copies of the information you requested. Please let me know if there are any
other items that you need.
My direct line is [phone]. Thanks, Tristan
COPY TO SIGNED: Tristan Teasley
Letter of Transmittal
To SItME^ _ PY
4- ?
Raleigh, NC 27616
DATE 11/17/2009 Boa NO. 3043A
ATTENTION Jason Volker
RE: Pilot Lion Park
WE ARE SENDING YOU: ? Attached
? Shop drawings ? Prints
? Copy of letter ? Change order
? Under separate cover via
? Plans
? Samples ? Specifications
oq-???s
SITE
1.
SOLUTIONS
2 3 2 0
W. Morehead Street
Charlotte, NC 28208
P 704.521.9880 F 704.521.8955
www.sitesolutionspa.com
COPIES DATE N09 DESCRIPTION
1 11/17/2009 1 CD With Construction Document PDFs
1 11/17/2009 2 Information Packet that was sent to Mike Randall (NCDWQ-Stormwater)
2 11117/2009 3 Stormwater Calculations

THESE ARE TRANSMITTED as checked below: !1/! {
? For approval ? Approved as submitted 21 Resubmit W! L4
i] For your use ? Approved as noted ? Submit DEC Q
? As requested ? Returned for corrections ? Return Sy?xQ? " ??
? For review and comment ? ST ?WJjj 6Rp40j
REMARKS Jason,
As we discussed the plans have been approved by Mike Randall. The calculations Mike used to approve these plans are
included in this package. The information in this package should be enough to get the approval from Amy Chapman.
Let me know of you need anything else for your submittal. Thanks, Tristan
COPY TO SIGNED: Tristan Teasley
Letter of Transmittal
To NCDENR-DWQ
1617 Mail Service Center Maw V4401W
Raleigh, NC 27699-1617
DATE 10/812009 ?Da Ito. 3043
AMNTIDN Mike Randelt .r., y
?n?arM.>v-?? an ?ac?ZG1 5,.A+
Stormwater Management Permit Review for Pilot Lions Park

io A kc.
SIiE
rz,z
SOLUTIONS
2 3 2 0
W. Morehead Street
Charlotte, NC 28208
P 704.521.9880 F 704.521.8955
www.sftesolutlonspa.com
WE ARE SENDING YOU: 91 Miarhed ? Under sepamte cover via
? Shop drawings ? Prints ? plans
? copy or letter ? Change order ? samples ? SpeWlmuom
COPIES DATE NO. DESCRIPTION
2 10/8/2009 1 StomlwaterManagement Permit Applications (1 original rt 1 copy)
2 10/812009 2,3 Swale supplement Form (1 original & 1 copy), Swale 0&M Agreement (1 original & t copy)
2 10/8/2009 4 Review Fee Check (#339152) - $505.00
1 1018/2009 5,6,7,8 Detailed Narrative, USGS Map, Property Deed, Soils Report
2 10/8/2009 9 Construction Plans
2 1018/7009 10 5tormwaterCalculations
1 M-Jr AMr i KAMM er r cu a5 cnecrseo nerow:
(] For approval © Approved as submitted ? nmbmlt
? For your use ? Approved as rmW ? submit
? As requested ? Rahimed for con edlans ? Rewm
For ravfew and mmment
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
COPY TO SIGNED: Tristan Teasley
Pilot Lions Park - Detailed Proi ect Narrative
The proposed proj ect 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 anew 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 an 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 od in length. Per the conversation between Mike Randcll (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 2-23 lb/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.
77
• .•.'DWQUSEONLY::'::::,'.;:':'?::'??'°?'•::t?:''''•
Date Received Fee Paid Permit Number

Applicable Rules: ?CoastalSW-1995 0 Coastal SW - 2008 ©PhR-Post Construction
(select all flint apply) ? Non-Coas tal SW- HQW/ORW Waters ? Universal Stormwater Management Plan
0 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 fat7n mmj be plratarapied far 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:Frankhn 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 Longltude:78° 16'03" W of the main entrance to the project.
H. PERMIT INFORMATION-
1. a. Specify whether project is (check one): ?X New ?Modification
b. If this application is being submitted as the result of a modification to an existing permit, list the existing
permit number , its issue date (if known} , and the status of
construction: ONot Started ?Partially Completed* 0 Completed* *provide a designer's
certlfiration
2. Specify the type of project (check one):
?X Low Density ?HighDensity ?Drains to an Offsite Stormwater System ?Other
3. If tlvs 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 MM Sedimentation/Erosion Control: 13.72 ac of Disturbed Area
?NPDES Industrial Stormwater 0404/401 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 071uly2009 Page 1 of 6
III. CONTACT INTORMATION
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):
Signing Official &
b. Contact information for person listed in item 1a above:
Street Address.-113 Market Street r
City:Louisburc StateNC Zip:27549
Mailing Address (ifapplicable):113 Market Street
City:Louisbur State:NC ZipD-7549
Phone: (919 ) 496-6624 Fax; 919 496-7656
Email: o green®franklincoun tvnc.us
c. Please check the appropriate box. The applicant listed above is;
[]X The property owner (Slip to Contact Information, item 3a)
? Lessee* (Attadl a copy of the lease agreement and complete Contact Information, item 2a and 2b below)
? Purdiaser* (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 K n b e 4 L. ? wn n s X n/ Frn n kl i n f ?'1 i th +,
Signing Official & Title: Ripl-)cry- I. Swor)-sni airmnI
b.Contact information for person listed in item 2a above:
Street Address: j s
City:_ LOU isbt State- MC zip: o r
Mailing Address (if applicable):- (sarne)
a
City:
Phone: (-q 14 ) 4O La - St CI -
Email: -
State:
Zip: _
Fax: ( 1 ?l ) LI G a Ole X-3-
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: L ) Fax:
Email:
4. Local jurisdiction for building permits: N/A
Point of Contact: Phone #:
Form SWU-101 Version 07July2009 Page 2 of 6
IV. PROJECT ]INFORMATION
1.
1 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: Dater
b. Identify the regulation(s) the project has been designed in accordance with:
? Coastal SW -1995 ? Ph Il - Post Construction
3. Stormwater runoff from this project drains to the Neuse River basin.
4. Total Property Area: 1B.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 ProjectArea+:
18.38 acres
+ Total project area shall be calculated to exclude the followingg: the normal pool of imoui7ded structures, the area
between the banks of streams and livers, the area below the Nonnal High Water (NHpW) line-or Mean High Water
(MHW) line, and coastal wetlands landivard from the NHW (or Jjff-M) line. Tire resultant project area is used to
calculate overall percent built upon area (BLIA). Non-coastal wetlands landivard of the NH W (or MHW) Iine7nny
be included in th7 total project area.
B. Project percent of impervious area: (Total Impervious Area/ Total Project Area) X 100 =11.70 %
9. How many drainage areas does the projecthave?l (For high density, count 1 for each proposed engineered
stormwater BNIP. 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 khe same format as below.
stall.. rmaEion...::. ?aipa :Areal: DDraa'"e!Aea==?;; Drairia" :Aea;;`r;
Area
4 9P
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
Ini erviou i';Siirfaee=lea:: =Draii a `eArea1"
_ I7: _... _._,;
raffia "e: Area? == .
Drairia 'e:Aea' i ;
Eriiia' a Area ::: ;
On-site Buildings/Lots (sf) 6,632
On-site Streets (sf) 3,892
On-site Parldrng (sf) 29,962
On-site Sidewalks (sf) 16,756
Other on-site (sf) N/A
Future (so 34,108
Off-site (sf) N/A
Existing BUA*** (so 37,531
Total (sf):

* CJ_...,.. 1-1I ... ....a r-J..._ ar_._--L__ _ 130,881

_ f._ J_,
.
---1 f1&vw oZxlh NG 19UMMIMM RC: nrrrr.//7]LO.e»r.Sta[e.7lC.tr5/UI1175/Tepol•fSlre 1?ortsWS htr72l
** Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
*?* Report only that amount of axisting BLIA that will ren7ain after development. Do not report ally etisting B LIA that
is to be ren7oved and which will be replaced by new BUA.
Form SWU-10I Version 071uly2009 Page 3 of6
In the space provided below, brie__?flv summarize how the stormwater runoff will be treated.
11. How was the off site impervious area listed above determined? Provide documentation.
Pro iects in Union Countv: Contact DWO Central Office staff to check if the project Is located within a Threaterrc
Endangered Species nyatershed that may be subject to mare stringent stormwater requirements as perNCAC 02B .06
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
fromhtW://h9o.enr.statene.us/su/bmp, forms.htm.
VI. SU13MTITAL REQUIREMENTS
Only complete application padcages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete paelcage includes all of the items listed below. A detailed application instruction sheet and BMP
checklists are available fromhttp://h2o.enr.state.nc.us/sulbp2R_forms.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 athttp://l-i2c).enr.state.nc.us/su/msi-ma-os.1-itm,
)
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 padcage fromhttp://h2o.ennstatenc.us/su/bmp forms.htm.
Initials
1. Original and one copy of the Stormwater Management Permit Application Form. TTA17'
2. Original mrd 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) (se led, signed and dated) and O&M 1 M
agreement(s) for each BIv1P.
4. Pernut application processing fee of $505 paynble to NCDENK (For an Express review, refer to Tril'i 7
htip:/ /www.envhelorg/paces/-onestopexpress.hbnl 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 ?M r
6. A USGS map identifying the site location. If the receiving stream is reported as class SA or the Tm--F
receiving stream drains to class SA waters within %, mile of the site boundary, include the 36
mile radius an the map.
7. Sealed, signed and dated calculations. 'l`r?n T
8. Two sets of plans folded to 8.5" x 14" (sealed, signed, & dated), including. T tvl 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 NI-1W line of tidal
waters, and any coastal wetlands landward of the M1-1W 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.
L Dimensioned property/project boundary with bearings & distances.
j. Site Layout with all BUA identified and dimensioned.
lc. 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 SW U-101 Version 07ru1y2009 Page 4 of 6
9. Copy of any applicable soils report with the associated SHWT elevations (Please identify -7-
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 dearly delineated. For projects with infiltration BMPs, the report should alsdft
include the soil type, expected infiltration rate, and the method of dekermin1ng the infil
(Infiltration Devices submitted to WiRO: Sclzedide a site visit for DWQ to verifij the S= pn
to subinitial, [phone].)
10. A copy of the most current property deed. Deed book: 2007 Page No: 25
11. For corporations and limited liability corporations (LLC): Provide documentation from the NC N//1
Secretary of State or other official documentation, which supports the titles and positions held
by the persons listed in Contact Information, item la, 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.secret iiy.state.ne.us/Corporations /CSearch.aspx
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 lotnumber, lot size, and the allowable built upon area must be
provided as an attadunent to the completed and notarized deed restriction form. The appropriate deed
restrictions and protective covenants fortis can be downloaded from
htto:/Ili2o.enr.state.nc.us/su/bmp forms htmWeed 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 permithalder(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 run 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 mayprovide 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
Phone: [phone]
Emailmbreen®sitesolutionspa.com
State:NC Zip:28216
Fax: [phone]
IX. PROPERTY OWNER AUTHORIZATION (if Contact Information, itein 211ns been filled out, conlplete this
section) tt
L (print or tijpe Ginnie of person listed iii Co)itact lnfR1711ation iteni 2n) D kerf L ,9bt?fi n,S r%0 , certify that l
own the property identified in this permit application, and thus give permission to (print or type naine of person
listed in Cciitactlnfori)iatimi, itein 7a) b f i L1pt- 6 re-pine- with (print or hjpe mine of orgnnization listed in
Contact Infarmntion, item lb) to develop the project as currently proposed. A copy of
the lease agreement or pending property sales contr cthas been provided with the submittal, which indicates the
party responsible for the operation and maintenance of the stormwater system.
Foun SWU--101 Version 071uly2009 Page 5 of 6
As the legal property owner I acknowledge, understand, and agree by my signature below, thadesignated
agent (entity listed in Contact Information, item 1) dissolves their company and/or cancels or on their
lease agreement, or pending sale, responsibility for compliance with the DWQ Sto=water p ack to
me, the property owner. As the property owner, it is my responsibility to natifyDWQ immediately d ? t a
completed Name/Ownership Change Form witlvn 30 days; otherwise I will be operating a stormwat
facility without a valid permit. I understand that the operation of a starmwater treatment facility withou v
permit is a violation of NC General Statue 143-215.1 and may result in appropriate enforcement action includin
the assessment of civil penalties of up to $25,000 per day, pursuant to NCGS 143-215.6.
Signahire• 7R*J*%"X Date:
I, r; SL Q C), kind a Notary Public for the State of NOrfl,) e4rdi nQ County of
H-61 n' l i rl do hereby certify that b e, 4 L S w a n S ire personally appeared
before me this 5 day of bo-W p r- OO and acknowledge the dueexx/ecution of the application for
a stormwater permit. Witness my hand and official seal, . I /11h.u , 'm. -k ' r . I
\`ti?? ,??N ©. MAN AnM
O
= •n `b =
gyp, OUSb .`
•?r?'?C?1V COVe"':
?f /?/ l l I I I t 1 i 1111 ??
X. APPLICANT'S CERTIFICATION
SEAL
My commission expires 3- Q y -
I, (print or type name of person listed hi Contact Information, item 2) D I'iye r r?reP_?-?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 21i .1000, SL 2006-246 (Ph. 11 -- Post Construction) or SL 2008-211.
Si
Date: A) `Vr-d [
risie n_ G, ki , , a Notary Public for the State of NI)t t COLO N OO Countyof
H-n n k I 'in do hereby certify that I V t" L G iT i! n e,Jr-- personally appeared
before me this day of _DCI-nber 'P and aclmowledge the due excution of the application for
a stormwater permit. Witness my hand and official seal, l 1 / ?.J I . A. CA-,' 4.4 A
ci
?O 'Du
/At CO ,Z\

SEAL
My commission expires 3- Q q -_ a 013
Form SWU-101 Version Muly2009 Page 6 of 6
Permli Number
flo be provided by DWQ)
OF WpLe;,?
.? ?1? 1 r 3\pG
NCDENR
5TORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
This fort must be filled out, printed and submitted
The lequtred Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required lnfonnatfon.
Project name
Contact name
Phone number
Date
Drainage area number
_
Site Characteristics
Drainage area -:: =317991i;0D ft?
Impervious area ;1:l2;3t)5.0Q it2
Percent Impervious
Design rainfall depth inch
Peak Flow Calculations
10-yr storm runoff depth -- _ _- -- ; In
10-yrstorm Intensity - -*-.4.47. _.:.:.: In1hr
Post-development 10-yr storm peak flow ti3fsec
Velocity
Maximum non-erosive veloclly.(peak 10-year storm) 5.00 I)lsec
Soil characteristics (enter `x' below)
Sandisilt (easily erodlble)
Clay mix (erosion resistant) - =_ _ --_
Grass Type (enler'x' below)
Bermuda - --z =.;
Tall fescue - =_ - -_
Behiagrass
Kentucky bluegrass -=- -_- _
Grass-legume mixture -- - = _ °
Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale: (Y orN)
Maximum velocity OK
Side slopes Insufficient side slopes, Max Is 5:1.
Swale length = =•:.175;00=_=,-:=ft OK
Oullon 2: Swale Seeking Pollutant Credit (Tor-Credir Swale): : (Y or N)
Maximum velocltyfor l0-yrstorm = ::Nsec
Side slopes _ = - :1
Swale length
Form SW401-Grassed Swale-Rav.4 Paris 1 and II. Project [lesion Summary, Page 1 Or2
Penns Number
(!a he provided byDWO)
Swale Charactedstics
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 SMP 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?
Form SW401-Grassed Swale-Rev.4
- ..x:.....:_
_Y: (Y or N)
0100 ft
=?'? '_= =lfmsl
%
- - -.''4,00 fl
Arlak
OK
Insufffclent ROW location.
OK
OK
Parts I and 11. Project Design Summery, Pago 2 oft
Permit Name:
(to be provided byDYl'Q)
Drainage Area Number:
Grassed Swale Operation and Maintenance Agreemen A OA )00.
I will keep a maintenance record on this BAP. This maintenance record will be kept in a
log in a known set location. Any deficient BAP 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 BAP.
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.
The grassed Swale will be inspected dnee 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 remediate 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 iEnecessar
Vegetation is too short or too Maintain vegetation at a height of
lon . 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 b}) DYIr
I aclmowledge 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.
4$0a,
Project nanreTilot Lions Park
BIVIP drainage area nunrber•:#1
Print name:Oliver Greene
Title:Franldin Coup Parks and Recreation Interim Director
Address: 113 Market Street
Phone: [phone]

Date: 1 -
Note: The legally responsible part; should not be a homecmmers associatioa unless more than 50% of
the lots have been sold and a resident of the subdivision bas been named the president
I, •?i? , a Notary Public for the State of
J?bc r?la.rr?1 i r%QA - , County of t n , do hereby certify that
LU OPI- 1. Lg rc_Pl\ e.- personally appeared before me this J21 51
day of _ 5ef, hrn be r- , and acknowledge the due execution of the
forgoing grassed Swale maintenance requirements. Witness my hand and official seal,
?????GN B. lp?
1
%OT,A/Q}
Rpy AVBLIG Z•
??JJ J!!! 1111 i 1 L t 1?,
SEAL
My commission expires A) LV
Pone SW401-Grassed Swale O&M-Rev.3 Page 2 of

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DEC 1 7 tl
2009
Storm Water Ft Erosion Control Calculations
For:
Pilot Lions Park
Project #3043A
Zebulon, North Carolina
November 9, 2009
T E
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a??I
SOLUTIONS
2 3 2 0
W. Morehead Street
Charlotte, NC 28208
Landscape Architecture
Site Planning
C III Engineering
wwwsitesofutlonspa.com
7ekphone-701-521-4880
F=1MIle-704.521-8955
wt ? •?•re•••• 5?
BEAL o r
02698 $
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Pilot Lions Park
Project #3043A
Storm Water Calculations
TABLE OF CONTENTS
I ......................SITE NARRATIVE
II ....................E)USTING 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
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1. SITE NARRATIVE

Pilot Lions Park- Detailed Proiect 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
1 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.
1 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
1 spreadsheet shows the post developed nitrogen loading level at 2.23 Ib/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 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.

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II. EXISTING SITE DATA
Location Map
USGS Map
Soils Map
Hydrologic Soil Data

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35' 53'11"
t^ Map Safe: 12,250 7 prlrked on A size (8.5" x 11') sWeL
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20 40 80 Meters
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USDA Natural Resources Web SoN Survey 9/1412009
QW Conservation Service National Cooperative Soil Survey Page ge 1 7 of 3
of 3
Soil Map---Franklin County, North Carolina
35'5726'
35' S3' 1Q'
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Soil Map-Franklin County, North Carolina
MAP LEGEND MAP INFORMATION
Arse of krtsmal (ADR IZ Very Stony Spot Map Scala: 1:2.260 if printed on A size (B
B" a 11") shoat

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Area of Interest (ADQ ,
.

Salim t wa1w The soil surveys that comprise yourA01 were mapped at 1:24,000.
Sop Map Units Other Please rely on the bar scale on each map sheet for accurate map

special Point Futures Special Urw Futures
,.; measurement&
gleWeW is r Source of Map Natural Resources Conservation Service
short Steep Stalls Web Sap Survey URL h0p:lt*abBuisurvey.nres.usda.gov
® samw Pit Ccudinete System: U7M Zone 17N NA083

clay spot ?W Omer
This Product to generated from the U5DA-NRCS cer0sal data as of
e Clued t>
eprsesbn political Features the version date(s) listed below,

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Grwed pd , Cplea
Soil Survey Area: Fnu M rl County, North Carolina
Water Features Survey Arta Data: Verslon 9, Dec 31, 2007
A Gravelly Spot oceans 01318(9) aerial Images were
photographed 811712008
A ianden soeama and rands The orthophoto or other base map on which the soil lines were
A Lava Flow Irmnsportatlon compiled and digitized probably differs from the background
Marsh or swamp ±± Rats Imagery displayed on these maps. As a result, some minor shilling
of mop unit boundaries may be avlderht
m Minn or Quarry ~ Interstate Highways
® Miscellaneous Water ~ US Routes
p PerannialWater MalarRuds
V Rork Outcrop t Load Roads
} saline Spot
Sandy spat
a- Severely Eroded Spat
p Sinkhole
It Slide or Slip
p sodk5pot
is Spoil Area
Q Stony Spat
Natural Resources Web Soo Survey
ronesrvaUon Service NeUonal Cooperative Soil Survey
9/14/2008
Page 2 or3
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Soil Map-Franklin County, North Carolina
Map Unit Legend
Franklin County, North CarolEna (NC089)
Map Unit Symbol Map Unlt Name Acres imAO1 Percent of,At]l
Aps Appltng loamy sand, Z to B 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 B percent 7.5 40
4%
slopes .
Totals for Area of interest 18
6
. 100,0%
Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey 9/14/2009
Page 3 of 3
35' ST 26
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Hydrologic Soil Group-Franklin County, North Carolina
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USDA Natural Resources Web Soil Survey
riW Conservation Service National Cooperative Soil Survey

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9/14/2009
Page I of 4
35' 5326'
35' 53' 10'
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Hydrologic Soil Group
Hydrologlc;Soi1 Group-Summary by Map Unlt Frariklln..Courity, North Carolina
map unitsymbol_ P. nit name Rating ` Acres'in AQL Percent i f A01
Apa Appling loamy sand, 2 to 6 B
2.7
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percent slopes .
DuA Dupiln sandy loam, 0 to 3 C 8.4 45
3%
percent slopes .
Vn Varina loamy sand, 2 to 6 T C 7.5 40
4%
percent slopes .
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, 8, 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 orwell 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 C/D), 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
Conservation Service 9/14/2009
National Cooperative 5cii Survey Page 3 of 4

Hydrologic Soil Group-Frankiln County, North Carolina
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.- None 5pecifed
' T76-break Rule: Lower
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'
Q_ Natural Resources Web Soil Survey
i Conservation Service 9/14/2009
National Cooperative Soil Survey Page 4 of 4

1

III. EROSION CONTROL CALCULATIONS
Sediment Basin
' Rip-Rap Apron's
Ditch Liner's
0

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TEMPORARY SEDIMENT BASIN PRE'
PROJECT NAME: Pilot Lions Park BY: TrfstanTeasley
COUNTY: Franklin DATE::919!2009
PROJECT NUMBER: 3043 REV:
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT AND EROSION CONTROL
MANUAL, SECTION 6.61 AND SECTION 8.07.
DRAINAGE AREA= 14 00: ac. DENUDED AREA- 11:00: ac.
PEAK FLOW: Qz = CclsA WHERE 12 5.12 'In/hr (2yr)
Q2 = 32.20 cis Iso :7,07 Inlhr (10yr)
12s= 7.94 > In/hr (25yr)
Qsn= CCHOA A= •0.00 .'ac. Woods C= 0.25
Qio= 44.47 cfs A= 0.00 ( ac. Grass C= 0.30
A 10.40....; ac. BARE SOIL C= 0.55
Qzs = CCI10A A= 0 00 .: ac. offslte C= 0.55
Q25 = 49.94 cfs A= 0 6d .:' ac. Bufldg/pavt C= 0.95
A= 11.00 ac. TOTAL DRAINAGE AREA
Cc= 0.57 COMPOSITE C
BASIN STAGE/ STORAGE: DWG. SCALE: 1 (NOTE MAX Fil! HEIGHT=15q
ELEV. PLANIMETER READING AREA s AVG. AREA sf) VOL c ACCUM. VOL cf.
326 4510:00 4510 0 0 0
327 12686,OD 12686 8598 8598 8598
328 25233,00 25233 18960 18960 27558
329 11012.00 44312 34773 34773 62330
330 68834.00 68834 56573 56573 118903
331 96754.00 96754 82794 82794 201697

REQUIRED BASIN VOL. (1800xDA) =
DETERMINE ELEV. OF SEDIMENT STORAGE
BASED ON REQUIRED BASIN VOLUME:
REQUIRED SURFACE AREA (435xQlu) =
DETERMINE ELEV. OF SEDIMENT STORAGE:
BASED ON REQUIRED SURFACE AREA:
19,800 cf.
ELEV. VOLUME (cf)
327 8598
X 19800 X= 327.59
328 27557.5 Z= 1.59
19,345 Sq.FL
ELEV. AREA s
327 12686
X 19345 X= 327.53
328 25233 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 3.14x (D/12)]?" WHERE: Qp= 44.47 cis
Cw= ; 33-WEIR COEFF.
RISER DIA. HEAD (Hr)
D= PIPE DIA. (in.)
15 In. 2.28 fL
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 fL
54 In. 0.97 ft. NOTE: MAX. HEAD ALLOWED
60 In. 0.90 it
USE 54 In. RISER, Hr= 0.97 ft. Qr= 44.47 cfs
1 RISER(S)
' TEMPORARY SEDIMENT BASIN PRE

PROJECT NAME: P11ot Llons Park BY: 0sjan Teasley. _'
COUNTY: Frahkgh dATE:.9/9120D8
PROJECT NUMBER: 3043 REV:
BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE
Q = Cd x A x (2GHb) 45 WHERE: Cd= 0 55
' A= PIPE AREA (sf.)
Hb= "Z" + "Hr"-DIAJ2
BARREL DIA. HEAD (Hb) DISCHARGE
' 15 in. 3.34 ft. 10.62 cfs
18 In. 3.22 ft. 15.01 cfs
24 In. 2.97 ft. 25.63 cfs
30 In. 2.72 ft. 38.32 cfs
' 36 In. 2.47 ft. 52.58 cis
42 In. 2.22 ft. 67.85 cis
48 In. 1.97 ft.
. ............. 83.48 cis
' USE 36 In. BARREL,
1 :. BARREL(S) Qb= 52.58 cfs
ANTISEEP COLLAR: COLLAR SIZE = BARREL DIA. + 1.5+ 1.5'

ANTIFLOTATION BLOCK-
VOL. OF DISPLACED WATER= RISER HEIGHT x RISER AREA
= Z x 3.14 x (D/2)2 WHERE: Z= 3.00 fL
' = 47.71 cf. D= 4.50 ft.
WEIGHT OF DISPLACED WATER= VOLx 52.41b/cf

' - 2977 lb.
WEIGHT OF CONCRETE REQUIRED =1.1 x 2977
- 3275 lb.
' REQ'D THICKNESS OF CONC. BLOCK= WT/ (LENGTH)(WIDTH)(150 lb/cf- 62.41b/cf)
BLOCK SIZE THICKNESS
5.00 ft. sq. 1.50 it.
5.50 ft. sq. 1.24 ft.
6.00 ft. sq. 1.04 ft.
5.50 ft. sq. 0.88 ft.
7.00 ft. sq. 0.76 ft.
1 USE ft. SQUARE BLOCK, 12 In. THICK
BASIN DEWATERING:
Q=cA(2gH)"1 /2
' Skimmer Size= 4.0.
Amount of Skimmers= 1
Constant head= 4"
' Coefficient= 0ai
Qa= 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. Lloris Park:
BY: TrIstah.Teasley;
COUNTY: franldin DATE: 919120Q9
PROJECT NUMBER: _3043
REV:
EMERGENCY SPILLWAY: DESIGN FLOW: Qe=Qlo-Qp
Qto= CcltoA WHERE: Cc= 0.57 COMPOSITE C
Qio= • 44.47 cfs 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= D.00 cfs SPILLWAY NOT REQUIRED
TEMPORARY SEDIMENT BASIN PRE SUMMARY
I -s
RISER BARREL BARREL D 5 Y H Z L STORAGE
DIA. (IN.) DIA-0N.)
l SLOPE(%) (n.) (R} (ft,) R) (ft } (R) READ (cf.)
54 36
m';DZQ??,j
12
6.50
4.97
3.97
3.00
NIA
14800
' TEMPORARY SEDIMENT BASIN Post
PROJECT NAME: P)IoE Llerts Park BY: Tr)stan Teasley i;
COUNTY: Frmkiln DATE: 9/912009
PROJECT NUMBER: 3043 REV:
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SED IMENT AND EROSION CONTROL
' MANUAL, SECTION 6.61 AND SECTION 8.07.
DRAINAGE AREA= 11.4 3 ac. DENUDED AREA- 11.4 ac.
PEAK FLOW: 02= CclA WHERE: 12= 512 'In1hr(2yr)
Q2 = 33.42 cfs ho= 7.07 !: (nmr (10yr)
Izs= 7.94 : in/hr (25yr)
Qm= CChOA A= 0.00 iac. Woods C= 0.25
' Qto = 46.14 cis A= 0.00 ac. Grass C= 0.30
A=_ 10.83 ac. BARE SOIL C= 0.55
Qzs= CCI1oA A= 0.00 ac. offsite C= 0.55
Q2s = 51.82 cfs A= 0.60 -' ac. Bulldg/pavt C= 0.95
' A= 11.43 ac. TOTAL DRAINAGE AREA
Cc= 0.57 COMPOSITE C
DAWN s I AUt/ 51 UKAGE: DWG. SCALE: 1"= 1 (NOTE: MAX FILL HEIGHT= 15)
ELEV. PLANIMETER READING AREA s AVG. AREA (s VOL c ACCUM. VOL cf.
326 5229.00 5229 0 0 0
327 1.2698,00 17698 11464 11464 11464
328 T9332,00 19332 18515 16515 29979
:;329 21023.00 21023 20178 20178 50156
330 2277-1:00 22771 21897 21897 72053
331 24575.00 24575 23673 23673 95726

REQUIRED BASIN VOL. (lMDA) =
DETERMINE ELEV. OF SEDIMENT STORAGE
BASED ON REQUIRED BASIN VOLUME:
REQUIRED SURFACE AREA (435xQio) =
DETERMINE ELEV. OF SEDIMENT STORAGE:
BASED ON REQUIRED SURFACE AREA:
20,574 cf.
ELEV. VOLUME (cf)
327 11463.5
X 20574
328 29978.5
X= 327.49
Z= 1.49
20,072 Sq.Ft.
ELEV. AREA (so
328 19332
X 20072
329 21023
X= 328.44
Z= 2.44
Z= 2.44
DESIGN ELEVATION OF SEDIMENT STORAGE: USE Z=:3.OQ
RISER DESIGN : DETERMINE HEAD ON RISER FOR VARIOUS SIZE PIPES
Hr-[Qp / Cw x 3.14 x (D/1 2))7j' WHERE: Qp= 46.14 cis
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 fL
42 In. 1.17 ft.
48 In. 1.07 ft.
54 In. 0.99 fL NOTE: MAX. HEAD ALLOWED 1 `
60 In. 0.93 it.
USE 54 in. RISER, Hr= 0.99 ft. Qr= 46.14 cis
1 RISER(S)
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TEMPORARY SEDIMENT BASIN Post
PROJECT NAME .Prot Lions Park'
COUNTY: Frankiln
PROJECT NUMBER: 3043.
BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE
Q = Cd x A x (2GHb) °'S
ANTISEEP COLLAR:
ANTIFLOTATION BLOCK:
BASIN DEWATERING:
BARREL DIA. HEAD (Hb)
15 in. 3.37 ft.
18 In. 3.24 ft.
24 In. Z99 ft.
30 in. 2.74 ft.
36 In. 2,49 IL
42 in. 2.24 ft.
48 In. 1.99 ft.
USE 36 in. BARREL,
1 BARREL(S)
COLLAR SIZE = BARREL DIA. + 1.5' + 1.5'
= 6 ft.
BY: Trlsfan Teasley
DATE: 9/912009
REV.
WHERE: Cd=;0,59.
A= PIPE AREA (sf.)
Hb= "Z" + "Hr"-DIAJ2
DISCHARGE
10.66 cfs
15.07 cfs
25.73 cis
38.49 cfs
52.84 cis
68.22 cfs
83.99 cis
Qb= 52.84 cis
VOL. OF DISPLACED WATER= RISER HEIGHTx RISER AREA
= Z x 3.14 x (1)12) WHERE: Z= 3.00 ft.
= 47.71 of, D= 4.50 ft.
WEIGHT OF DISPLACED WATER= VOL x 62.4 Ib/cf
2977 lb.
WEIGHT OF CONCRETE REQUIRED =1.1 x 2977
- 3275 lb.
REQ'D THICKNESS OF CONC. BLOCK= WT/(LENGTH)(WIDTH)(150Ib/cf-624lb/co
BLOCK SIZE THICKNESS
5.00 fL sq. 1.50 IL
5.50 ft. sq. 1.24 ft.
6.00 ft. sq. 1,04 ft.
6.50 ft. sq. 0.86 ft.
7.00 ft. sq. 0.76 ft.
USE 6.?d ! ft. SQUARE BLOCK, 12 in. THICK
Q=cA(2gH)^1/2
Skimmer Slze= 4,0"
Amount of S)immers= 1
Constant head= 4 "
Coefficient=
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: Pilof Lfgns Perk BY: Trlstant4444y-
COUNTY: Franklin DATE:616i W.
PROJECT NUMBER: 3043 REV:
EMERGENCY SPILLWAY: DESIGN FLOW. Qe=Q1D-Qp
Qtu= Cc110A WHERE: Cd= 0.57 COMPOSITE C
Qm= 46.14 cfs 110= 7107 In/hr (1 D 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
TEMPORARY SEDIMENT BASIN Post SUMMARY
f?
RISER BARREL BARREL D S Y H Z L STORAGE
DIA. (IN.) DIA.{INJ SLOPE(K) pn ) {IL) (R,) {IL) {R} (R} REQ'D (cf
)
54 36 :DSD 12 6.50 4.99 3.99 3.00 NIA .
20574

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1
RIP RAP OUTLET PROTECTION
PROJECT NAME: Pilot Lions
BY TMT
PROJECT NUMBER: 3043 DATE 849ep-09
REV:
DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE N.C. SEDIMENT 8tEROSION
CONTROL MANUAL ASSUME TAILWATER DEPTH < 0.5 Do
RIP RAP GRAMTirw PPR? Klrnn"r QD=f'lrinnTlr%klL+
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 d
-
8 i

'
PIPE DIX (Do)=
1.50 ft. 5o
-
dam= 12 n.
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.
d5c?. 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 # 7 USE CLASS B RIP RAP
DISCHARGE (Q)= 12-41 : cfs d
8 i

'
PIPE";DIA. (Do)=
2.00_ft.
FROM FIGURE 8.06A 5o=
dmAx= 12 n.
in.
LENGTH (La)= 13;0 ft APRON THICKNESS= 1.5 x dmAx

r WIDTH W=Do + La=

dso= 2.00 + 13.0 = 15.00 ft.

0
50 ft = 6A0 i APRON THICKNESS=
-_ 18.0 in.
_ .
n Velocity 5.63- ft/sec:
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 213 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 d
8 i
so=
PIPE DIA. (Do)= 1.25 fL dm
12 n.
i

' Ax=
FROM FIGURE 8.06A n.
LENGTH (La)= 10.0 ft. APRON THICKNESS= 1.5 x dmAx
WIDTH W=Do + La= 1.25 + 10.0 - 11.25 ft. APRON THICKNESS= 18.0 in.
' dso• ` 0.50 ft. = 6.00 in Velocity= 4.91 ff/sec::

' MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.=
SIDE SLOPE OF RIP RAPAPRON (M)= 10, in
3 HAV
1
r Page 1 of 2

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11

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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 - -
La ;.t
14 1
IM!
N
N.
tz
It
ii -2
500 -1000
3:
Discharge (ft lsec)
Curves may-not be. extrapolated.
Figure e.OGa Design of outlet protection protection from a round pipe Itowina.tull, minimum tai&vater condlllon-(Tw < 0.5 diarnotor)•
Page 2 of 2
11
Qutlet W Do + ?a
_ ? .
Pipe
diameter (Oo)
!
_ t ater ? 0.5Do I
f
s
of ?p\O6? !} ! t} t iR '...1 Ei }.t
t ! r E
sh:
r it
(F(*t t t?jl .t kF nl: El E
Jm 50 s
l fe: ..i?
?\?\?
t I I .?.E=,? j E (- 1.?f ' , "?F; i ' E • ova
1 Y 1E t
r it it i t ?? 1 li ?. t'1 ..t
!'I T
n
3 1 i t i I(,F`I l r I..E ?FS?t'{ ? .a.i'' E r its; I,EE lE ? :Z1 a r t1. w, _.` -i^-F ' r
l ??1 u,. F ?'. t
.. _ ?i { ` • y .: .? l . ,•t.! tr (7t(! f .???? rf• Tr i i' •t--' r1? ii r
;tl r ? rrd •. I Ei{?? .-:i.,_I- 1 ? .! ? ? ? t .
t tli! rEL .a
l? { yl{u, _ it 'i.:e . 2 ? A =, •? :•+''?f." i7' 1;1 l!( ? * ..'. i E ? 3:-
i ? n r r t s. if'1 ..= t ?• i '` i,r ._ rL t}.rt (?E'l .: 9• Y
10 !r , l 1 } t- '?? Tr ( 7!{ :i?i 1
'111.E 11 . ?! i!' ? { i ? .? , it F: rI •v 1 - A
: ' j• y , i .!. _? 1tflltt i ` i,Ett fl+ ?`I it i r f i- t
r 11 1i ` 1
? e g ' ; j s ?-} ? ? i I _ LIL? E ? FE IEi+?t! I i- Fr t? i ( ? YO ..( _ I
e?lu
(il' ?••i ? I}lI. !: m? rF i;i {??rr k, !!"i3 '! -I - •? .Z rn
i EEi.. ? '. D ? ! r• {
{{ E r : it .,, . --{t t1-1- .. (i E +,{ t E h l{r?? '!1 I
1 l? lt? r : llryt it i -L - ! 1 ? ,.? fll? ! ? `„! ?. •(? lt..: ?IEI kl'. I. • ? F.F . .D'-. } , le. 1
_.:-}
r ,
}. ?? I ; E t,( rl } r f + E' il { •:i ? { l E I ir' ' r• ?r I E', - ^i - '. : '
F r t (. , ? ,_ _ F .t'JFi. ?'• s ? i s _ 1 I r ,.f
t . . : ' CC
#:f{ i !l itil uI. fltl . F. ! v:r 20 { 1 i1 i
V a 15
s r s 1 • I ., a Fi lr E Ali i° ( ~- s ; I i 3. t t .• ?it .!,' ' li* E i l•-E I
i f ? (f I il?.l•t;•I. ir : r 1( i :s
iflil : ?Ik - l +u n, i0•'l.d ? ,.: ,. , . - i } , E E £i { ? del; is ?
1 ? FFi f ibill.
vl! 5.1j?`- ?
is zo . - , _-
-. 50 .. .-100 -. ZOD
il.. E t ii r!'
I
sE lis !l. E IV; ? E IN
ill ,l{ ?; i 1 - r3? .
rL ?.i= I.-' `-rli-ll :: r: I f '-°' • 'lt -
?.:4 {I
!(t {i 'E. lfi.!? .n -IE
>- t? I +i A? ?, la t a l l i,
E ? tl y rA tr? l
1-. - E I!p 4
1
Ofrclwpe :tl%w V ? Area jtg01 liyrbatfe Dedh
Nand
dr
F+cd tr Redus h
23 120 1.59 1.45 &M 0.44
5781
5 0.0170
1? ?S
w?R"?wn
Not in Sub

Reath Ma kv we
9l"y Vegetalien chow nttcs
Feedtt>ble
Lakzdded
Sd*Fado
Rertrntks
Slaple Paftm Pharr (]ass Type Oetmlp 9rearw5Uew
f9 5hea5bea
Ipol
Sltai¢t 578 limegetded 1.55 046 324 STABLE
Slaple D
:Bbrklo_Mp?d.soeen=

F
L

RTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
I RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S._I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: Pilot Lions Park PROJECT NO.: 3043
MPUTED BY: TMT DATE: 9/10/2009
OM STATION/REACH: Swale 41A. TO STATION/REACH: Swale #1A
DRAINAGE AREA: 0.56 Ac. DESIGN FREQUENCY: 10 Yr.
INPUT PARAMETERS
*****************************************************************************
Cannel Discharge
Peak Flow Period
annel Slope
annel.Bottom width
ft Side Slope
Right Side Slope
I
: 2.3 cfs (.07 MA3/s)
12 hours
0.017 ft/ft
2.0 ft (.61
. 3:1
3.1
(0.017 m/m)
m)
el Lining : S75 Staple D
Permi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
*********************************************
CALCULATIONS
k?**E*Yric*ic****icF*1r*****it*ic*IcF**kf**Et**kt9r4c'*hY*k•k*****?c••*qtr**k**'t**tr*7t*****'EF?r
Initial Depth Estimate = 0.16 * (2.3 /(0.017^0.5))-0.375 = 0,47 ft (.14 m)
al Channel Depth (after 7 iterations) _ .44 ft (0.13 m)
? w Area = (2.0 * 0.4)+(0.5 *0.44"2
(3.0+3.0)) = 1.4 sq.ft (0,1 MA 2)
+Te Per. =2.0 +(0.4* (( (3.0"2)+1) ~.5 +( (3.0"2)+1)...5} ) = 4.8 ft (1.5 m)
aaulic Radius = (1.4 / 4.8) = 0.3 ft (0.1 m)
w1r el Velocity =(1.486/0.055)*(0.3"'0.667)*(0.017".5) = 1.6 fps (0.5 m/s)
=hannel Effective Manning Is Roughness = 0.055
:aculated Shear (Td) = 62.4 * 0.44 * 0.017
ety Factor = (Tp/Td) = (1.55 /0.46) 0.46 psf (22.2 Pa)
= 3.35

F

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1
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1
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1
HYDRAULIC R c TQ _ _....._...,,? ... W R
DPeak Flow VzxIIDs1 lea[r4n1 Fhd Name)
R I DeW
h
120 1.04 554 663 1.07
7
5751n?
5. Drama
1t
wml":m n
Ila In Q-L
Retch --so yl-
tetuayMayr, YegetatiatDwedaidcs
Pemireby Calnlated
SaldrFada
Remmk
516* Pattem Rwe Clur Tape Demdy IN.
5 S m
ea r
i
ShaigM 575 UnvgrNeted 1.55 133 4.? 5SA6LE
Staple D
:Eadc lolnpul5tiem._;

JJORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: Pilot Lions Park
MPUTED BY: TMT PROJECT NO.: 3043
OM STATION/REACH: Swale #1B DATE: 9/10/2009
DRA IMAGE AREA; N/A TO STATION/REACH: Swale #1B
DESIGN FREQUENCY: 10 Yr.
INPUT PARAMETERS
'Sannel Discharge
Peak Flow Period
annel Slope
annel Bottom Width
ft Side Slope
Right Side Slope
-0
: 10.2 cfs (.29 m-3/s)
12 hours
0.005 ft/ft
2.0 ft (.61
. 3:1
3.1
m)(0.005 m/m)
el Lining : S75 Staple D
?ermi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
F?'tF?r*irF**FirFic*?Ir**t**F**?e*F**
Initial Depth Estimate = 0.16 * (10.2 /0.005A0.5))^0,375 = 1.03 ft
1 Channel Depth
(.31 m)
(after 7 iterations)
w Area = (2.0 * z.z)+(o.s *1.07"2 = 1-07 ft (0.33 m)
` Per. =2.0 +(1.1*(((3.0"2)+1)A.5 +((33002)+1}}.5)) = 8.7 ft (2.70m) m^2}
:ydraulic Radius = (5.5 8.7
'Vel Velocity =(1.486/0.042)*(0.6 0.667)*(0.005".5) = 1.8 fps (0-G m/s)
hannel Effective Manning's Roughness
I culated Shear (Td) = 62.4 * 1.07
ety Factor = (Tp/Td) 0.005
_ (1.55 /0.33)
1
1
= 0.042
= 0.33 psf (15.9 Pa)
= 4.66
1

1
1
1
1
1
1
1
1
HYDRAU
4chnpe ee$ Row el0* RP= ee I H NomW
ch Pei?l b. Redw I Dew 1
244 120 323 7.87 0.76 1.32
s>sl?
5 • D.DDSD
33
With • 2m II,
M m c..
Raadl Mall'sq Type 5lah3q.Ana?i. Vegoa6m Ghaednia.
Pnmie:mle
CaluJded
SafalpFadca
R
k

SliplePeUem
Pfwe
Gnu
Type
Dandy
Shev:=
ShenSUnsa emm
.
Ivsll 61st)
SUepht 575 UnvbpWed 1.55 874 2D9 STABLE
Staple D
Baeli%Ilpsd 5oes?j?.
1
1
n*******,t****,E*E***,t***it*t*ir***?***Y?tiertric?tY?rir*F*k*E*?1rt?lc*tic*rk**rt*F**,tdc*?FFr3r?r***E
ORTH 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
*****************************************************************************
PROJECT NAME: Pilot Lions Park PROJECT NO.: 3043
MPUTED BY: TMT DATE: 9/10/2009
U01,111NAGE STATION/REACH: Swale #1C TO STATION/REACH: Swale #1C
AREA: N/A DESIGN FREQUENCY: 10 Yr.
INPUT PARAMETERS
*****************************************************************************
annel Discharge : 25.4 cfs (.72 m'"3/s)
ak Flow Period : 12 hours
Channel Slope : 0.009 ft/ft (0.009 m/m)
annel Bottom Width : 2.0 ft (.61 m)
ft Side Slope : 3:1
Right Side Slope : 3:1
Vermi el Lining : S75 Staple D
. Shear.(Tp) .1.55 psf (74.2 Pa)
Phase = 0
**************************************
CALCULATIONS
Initial Depth Estimate = 0.16 * (25.4 /(0.009"0.5))"0.375 1.30 ft
ta ' l Cha nnel Depth (after 7 iterations) ('4Q m)
w Area = (2.0 * 1.3)+(0.5 *1.32^2 = 1.32 ft (0.40 m)
Per. =2.0 + (1.3* (((3 . 0?2) +1) 5 + ( (33002) +1) ? .5) ) = = 7.9 10.4sgtf (3 (.2 .m) m^2)
3ydraulic Radius
el Velocit = (7'9 / 10.4)* ? = 0.8 ft (0.2 m)
Imny =(1.486/0.036) (0.8 0.667)*(0.009A.5) = 3.2 fps (1.0 m/s)
.hannel Effective Manning's Roughness
'_iculated Shear (Td) = 62.4 * 1.32 *036
0 = 0.74
ety Factor = (Tp/Td) = (1.55 /0.74).009 = 0.74 psf (35.5 Pa}
= 2.09

r

11
1
fatltAmerkmGieen-£ SYesion41
ECENAM£: PidU Pak
[FROM STATI N •_Sw N2._.. STAT /A Swab #
HYDBAUUP-MULOM
' h`Fte'0° P ai A?eb fgtl! ydi amd
33 Pe imfdOfrf 203 Radfn n pa fh
s29 aaG an
1
1
1
1

1
1
575 (n?
s . ppLlp
woox
14. 11. Sr.l.

Raerh Mat6y type
StabiJyAnalytu Vepdd'on dutacfeadics
P&Wnbte
Cdculded
Sdd
F
d
R

St?tePaean
Plwe dau Type Demiy
Show Seaaz
Mau Sho y
a
w emykf
(p.. Iw9
Stragk 575 llmmyetaled 1.55 l.ia 1.41 STABLE
Slaps p
=_ 8acklo_Mp4 Sgeerii;

JJORTH AMERICAN GREED) EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
'USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: Pilot Lions Park PROJECT NO.: 3043
MPUTED BY: TMT DATE: 9/10/2009
OM STATION/REACH: Swale #2 TO STATION/REACH: Swale ##2
WAGE AREA : 5.30 Ac. "-M n -rr,MT
INPUT PARAMETERS
annel Discharge : 9.3 cfs (.26 m"3/s)
eak Flow Period : 12 hours
Qannel Slope : 0.023 ft/ft (0.023 m/m)
el Bottom Width : 2.0 ft (.61 m)
ft Side Slope : 3:1
Right Side Slope : 3:1
jannel Lining : S75 Staple D
Permi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
******************************************
CALCULATIONS
T
=nitial Depth Estimate = 0.16 * (9.3 /(0.023"Q.5))"0.375 = 0.75 ft (.23 m)
al Channel Depth (after 6 iterations)
T W Area= (2.0 * 0.8)+(0^5 *0.77"2 * = .77 ft (0.23 3 m
Per. =2.0 +(0.8* (((3.0 2)+1) ".5 +((3.0-2)+1) 02-.5)) = 6.8 ft (2.1 0m) "2)
i I Fdrael ulic Radius = (3.3 / 6.8) Velocity * " = 0.5 ft (0.1 m)
y =(1.486/0.049) (0.5 0.667)*(0.023".5) = 2.8 fps (0.9 m/s)
'hhanel Effective Manning's Roughness
' culated Shear (Td) = 62.4 * 0.77 * 0.023 = 0.049
ety Factor = (Tp/Td) = (1.55 /1.10) = 1.10 psf (52.6 Pa)
= 1.41

7_1
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1
1
n
Read aU575

Nel to Selo
Pem:able Caludaled SeldyFeelor Remarks
Shear SGea Slxar Shess
fa,4 (wq

s.o.m?a
?b w,??:°?oou

t
RTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
RTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
ER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
i
PROJECT NAME: Pilot Lions Park PROJECT NO.: 3043
COMPUTED BY: TMT DATE: 9/10/2009
OM STATION/REACH: Swale #3 TO STATION/REACH: Swale #3
AGE AREA: N/A DESIGN FREQUENCY: 10 Yr.
INPUT PARAMETERS
*****************************************************************************
annel Discharge
ak Flow Period
Channel Slope
annel Bottom Width
lift Side Slope
Flight Side Slope
: 22.8 cfs (.65 mA3/s)
: 12 hours
: 0.016 ft/ft (0.016 m/m)
: 5.0 ft (1.52 m)
3:1
: 3:1
annel Lining : S75 Staple D
rmi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
***************************
CALCULATIONS
Lnitial Depth Estimate = 0.16 * (22.8 /(0.016"0.5))"D.375 = 1.12 ft (.34 m)
f al Channel Depth (after 10 iterations)
w Area= (5.0 * 0.9)+(0.5 *0.93A2 * (3.0+3.0)) = 792 sp.ft (28 m}
Per. =5.0 +(0.9* (((3.0A2)+1) ".5 +((3.0'2) +1)".5) ) = 10.9 ft (3 0.7 )m^2)
iydraulic Radius = (7.2 10.9) el Velocity = (1.486/0. 045) * (0.70 . 667) * (0. 016 `. 5) = 3.2 0.7 fps (0.2
P /s)
(190mm
IF-
?hannel Effective Manning's Roughness
culated Shear (Td) = 62.4 * 0.93 * y 0.045
0.016 = 0.93 psf (44.3 Pa)
3 ety Factor = (Tp/Td) = (1.55 /0.93) 1.67

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IV. STORM DRAINAGE CALCULATIONS
NOAA 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

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I
r POINT PRECIPITATION '? ""`*
FREQUENCY ESTIMATES
.. FROM NOAA ATLAS 14 '' S .
North Carolina 35.89861111 N 78.286667 W 295 feet
Phan, "Preeipitadon-Frequency Atlas orthe untied Stwe NDAA Adm 14, Volume 3 Version 3
O.M. Bonnie, D. NfWn, B. Lin, T. Paayhok, M.Yeloe, And D.1L7
NOAA, National Weather Service, Siiva5pring, Maryland, :0M
Extracted: Thu 1u19 21W
Confidence. Llmits:- Seasonality;;: LocationMaps;;:; .;Gtherlpfo;-< ..GIS.data.. Maps.:Docs:.. _:c_;R
.
Preci itation Intensity Estimates in/hr
ARVI in ?
in 3 hr 66hh 12 Mg 4? Z 34 ?4 4 d Ilik (gtars) ? a
>m in
MW Ina ? aQ?
u 4.84 3.86 322 2.21 1.38 0.80 0.57 0.34 0.20 0.12 0.07 0.04 0.03 D.02 O.D1 0.01 0.01 0.01
?-2 5.57 x.46 3.74 2.58 1.62 0.95 .67 0AID 0.24 0.140-.08-j0-.0. 0.03 0.02 0.02 O.O10.01 O.DI
1 5 1F6 D Snd1 dr7S 1i n,f a,,
I I - - .. I 1r1t?-.1r-?r-?--?.---
25
50
100
500
Theta prectptta8on hequency esti nales era based oa aaargal d?satlp AM 15 %e Averdgo ftorrortce 16tgrV01.
Please oiler to NOAA Atlas 14 MMent fornare Irdorna6an. NOTE: For Ong [peas es5males near zero to appear as zem,
rr?
Upper bound of the 90% confidenc
Preeipitadola Intensity Estimates e interval
(fn/hr)
+?" 1 15 3 6 120 3 6 12 24 48
(yars) min min min in min min in hr hr hr hr hr 30 45
1 Y 2p
d da d
d

J5.30 4.24 3.53 .42 I.51 0.69 0,63 0,38 0.22 0.13 0.07
6.10 4.87 4.08 2,82 1.77 1.04 0.74 0.45 0 26 0.15 0.09 y
a
a da da day
6
0.04 0.03 0.02 0.0[ 0.01 o-6i 0.01
0.05 0.03 0.03 .02 0.01 D
01 0
01
= 6.88 5.51 .65 3.30 2.12 1.26 0.90 0.54 0.32 0.20 0, t 1
10 117.82 6.25 5?8 3.82 2.49 1.50 1.08 0.65 0.38 0.23 0.13 .
.
0.06 0.04 0.03 0.02 0.02 0.01 0.01
0.07 0.05 0.04 D.02 0.02 0
02 D
01
25 8.71 .6.95 5.87 4.35 7.89 1.78 129 0.78 0.46 0 28 0.16 .
.
0.09 0.05 0.04 0.03 0.02 0.02 O.OI
.50 9.48 7.55 6.38 4.80 3.25 2,03 1.49 0.90 0.54 6.32 0.18
100 10.16 8.07 6.80 5.21 3.59 2.28 I.68 1.02 0.61 .36 .2p 0.10 0.06 0.05 0.03 0.02 0.02 0.02
0,11 0.07 0.05 .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
500 11.51 9.10 7.64 16.08-14.36 2.88 2.18 134 0.82 0.47 0.26
1000 12.7I 9
62 8
05 6
52 4
76 3 2 0.12 0.08 0.06 0.04 O - 0.02 0.02
O.I4 0.09 0.06 0.04 0.03 0.02 0.02
.
.
.
.
1 Z.46 1.51 0.93 0.53 0.29
The uppe bound o<1ha coNittenee Inte,vai ? nrnt. r",c,,.",.. wed r. ,....._?._ _??,.... _,.. _. 0.15 0.10 0.07 0.04 0.03 0.03 0.02
-- rnese predgtahon oequoncy estimates are haled m 6 - - _- AtU b the Average Recurttenee Inler,reC srra give, requency era graatarttrmr,
Please referto NOAH Atlas 14 DoeWWR for mom Irdotmatlort, NOT@ Formatting prowit estimates near zero to appear as zero.
(1) POINT PRECIPITATION {' `'?'
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
North Carolina 35.89961111 N 78.286667 W 295 feet
rant "Predpitadon-Frecimacy Ades oftbe United Stales" NOAA Attu 14, Volume 1, Version 3
G.M. Sonata, D. Martin, H. Lin, T. Parzybok, M.Yekta, and D. Riley
NDAA, National Weather Service, Silver Spring, Maryland, 2004
islne?wA• Th.. 1,.1 aoma
Confidence
Maps.-.-
?info:>;:; .;..C15 data,.;, .Maps
'[)ors <:-..R
Precipitation Frequency Estimates (inches)

-`) Wn Irmo
n+iIl 2-0
min
min
Amin
33 hr 6 hi
12 hr Zt
At-hr ?
D

d
0
AS
EO

i? 0.40 0.64

0.80

1.10

1.36

1.61

1.70 ? 04

2.41 2.84

3.29 3.70

90 jM -_jM

4.90 8

6.59 ?9X
do
8.16 10.40 ?4
X
12.49
1 0.4b 0.74 0.43 1.29 1.62 1.90 2.01 2.42 2.85 F3.-44-1 3.97 4.45 5.14 5.84 7,80 9.64 1?21 14,61
0.53 0.84 1.06 1.51 1.94 2.30 2.45 2.94 3.46 4.36 5.00 5.54 6.33 7.09 9.31 1132 14.11 HE
10 0.60 0.95 1.21 1.75 2.27 2.74 .94 3.53 F42705.11 5.63 6.42
-1
1
7 29

8.09

10.51

12.64 1554

16.30
0.67 1.06 E34 1,49 2::6:5:] F3 25 3.51 ?4 5.08 6.17 7.00 7.65 6.62 9.45 12.15 14.40 17.54 0.40
50 0.72 1.15 1.46 2.20 2.98 3.72 4.06 4.92 5.93 7.04 7.46 8.66 9.69 lOS4 13.46 15.77 I9.04 22.pQ
100 0.78 1.23 1.56 2.39 329 4.17 .60 S.59 6.79 7.97 8.98 9.71 10.81 11.66 14.60 17.14 20.52 23.54
200 0.82 1.30
- 1.65 2.56 3.59 .64 F51-7T 32 7.74 8.97 10.06 10.83 11.99 12.83 16. 177 19.53 x.00 25.08
500 F6
88W .39 I.74 2.77 3.98 5.26 5.957.31 10.41 11.62 12.41 .
13641 .45
14 18.06 0.40 23.9b 27.08
1000 0.93 1.46 1.83 2.97 4.33 5.85 5.69 827 1031 11.60 12.89 13.70 14.97 15.74 19.55 21.84 5.46 X8.56
These precipllaft frequency estimates are dosed on a ARI Is tire Average Ra moee Inlervd.
Plaase refer to lilIMAIas 14 Dac ml Ion mote infmnallon. NOTE: Formatling tones esdmalas near zBm to appear as qua.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
AItI S 10 15
(years) min mia min 30 60-1120 3 Rhr
mia m!a min hr 12 24 48
hr hr 4 7 10 20 30
da d
d
d 45 60

?1_? 0.44 0.71 p.88
1.21 1.51 1.78 1.89 2?6
2.65 3.06 3.54 ay
ay
ay day
3.96 4.59 5.22 7.00 8.66 idba day
10,96 13.12

0
.51 D.81 1.02 1.41 1.77 2.08 2.23 .67 3.13 3.71 4.28 4.76 5.50 6.23 829 10.22 12.88 15.35
00.57 0.92 1.16 1.65 2,12 2.52 2,71 3.24 3.82 4.70 5.38 5.92 6.76 7-755719.88 11.99 14.88 17.54
1o 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 13.34 16.44 19.24
U 0.73 I.16 1.47 .17 .89 3,55 3.87 4.65 5.56 .65 7.54 8.18 4.21 I O.D6 12.90 15.26 18.50 1.46
50 0.79 126 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 0.09 23.15
100 0.85 1.34 1.70 ? 60 3.59 4.56 F5 075
6.12
7.40 8.60 9.68
10.42 11.58 1?,4S 15.74 18.19
21.69 24.82
200 0.90 1.43 1.80 .80 3.93 5.08 5.68 6.91 8.42 4,69 10.87 11.64 12.87 13.72 17.24 19.70 29 26.47
500 0.96 I.52 1.91 3.D4 436 5.76 6.54 8.00 9.84 1128 12.61 13.38 14.70 IS.SI 19.32 21.75 25.45 28.67
1000 1.02 1,60 2.01
' 326 4.76 6.42 7.38 9.07 1124 F-26051 14.04 14.61 16.18 16.94 0.48 23 35 X7.10 30.32
Tire upparbaund of iM =11dence Wa nd at W%confidem level is flo YBflre wMe h 5%of the sinadafed n1ia111aN v aM sa rw. e,sb Fe weww ww w..w»,. .
OR er e n or Is gre Avtrage Reetrreuuce Interval
Please rater to 14 Boceme formers Information. NOTE Formatting prevents earnates near zero to appear as zem.
* Lower
I Precipi bound of the 90% confidence interval
tation Frequency Estimates (inches)
Alt1 5
(years min 10
min 15 30
min min 60
min 120
min 3
hr 6 12
hr hr 24
hr 48 4 7 10
hr d
d
d 20 30
d 45 60

37
O.59
6.73 1.0!
1,25
1,46
1.54
1.66 2.20
2.64 ay
ay
ay
3.07 3.46 4.02 4.60 ay day
6.20 7.73 day day
9.88 11.88
0.42 0.68 0.85 1.18 1.48 1.73
-
- 1.83 20 2.61 3.20 3.70 .15 4.81 5.48 7.35 9.12 11.60 13.90
0.46 0.77 0.97 1.38 1.77 2.
0
91 F2 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 FOB 48 2.66 3.20 3.82 4.73 5.41 5.98 6,B0 7.57 9.87 11.91 14.77 1797
4.60 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
® 0.65 1.04 1.32 1.99 2.69 3.33 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. l 1 1.40 .I S 2.95 3.71 4.06 4.96 6.03 7.27 820 8.92 9.96 10.60 13.76 16.02 19-3-0] .22
200 0.74
500 0.78
1000 0.81 1.17
123
128 1.47 .29
1.55 2.4b
1
61 2
61 321
3.53
3
81 4.11
4.62
5
08 .55
I8
5
76 5.56 6.78
6.35 7.80
7
08 8
76 8.13
9.33
10 9.13 9.88 10.49 11,82
10.43 11.22 12 39 1321 14.96 ]726
16.62 1118.89 X0.63 .61
X95 25.40

' .
. . . . .
. .30 11.46 1239 13.51 14.31 17.89 20.14 ?3.66 6.72
Tire low bound of t he confid ence bdetvai at 80 %conide nce Wel Is the val ue which 5%0l the skmdated au1?e values for a nhen fr2niwI era lnaa n zw
AUm W Stale:Map..
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 Rear 10 ,Year- 25 Year = =_50 Yeas 100_Year --
_.
(min) fin/hr7 fin/hr1 twit, N
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
1D 15
Label User Defined IDF Table -1
Modified Date 9/15/2009 2:06:14 PM
M:ICALC U LATI 0 NSIStormwateAStor
Library Source m Drainage\StormCad%NC Area
IDFs.xml
Library Modified Date 8/2612009 5:30:56 PM
Synchronization Status Synchronize to Library
Engineering Reference Guid c59285df--cec6-4619-b823-
cdf3bc4f71 a1
9.50a
9.000
8.500
8.000
7.500
7.000
6.500
2 6.000
5.500
'gin 5.000
c
4.500
.s
4.000
3.500
3.000
2.500
2.000
1.500
1.000
6.000 12.000 18.000 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-E;.09.stc Center [08.09.081.00]
27 Siemon Company Drive Sub 200 W Watertown,
8!1512009 CT 09795 USA [phone] Page 1 of 1
1

1

1
1

1

1
Composite C Values
AREA Drainage Areas (Acres) COMPOSITE

[V'EfAi r'.ltAn Woods Lawn Im erv. Gravel
.. Total c

SUUALE #1 B O.QO 4:92 0.3.0'..
0
00
SWALE #1G 0.00 9.91 Q 65: QQQ
SWALE=#2. 0.00 4.78 0.52 O;QO
SWALE #3 0.00 2.12 0.05 0';QO

TOTAL 0.00 16.81 1.22 0.00
U.t)u 0.59
5.22 0.34
10.56 0.34
5.30 0.36
2.17 0.31
1
Project Name Pilot f ions Park
' Project No.: 3043A
Sheet Title: DI =1
Calculated By "fMT
Date: 8/2G/2009
Post-develop ed Tc Calculation
SHEET FLOW
I?

1
1
1

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
14.1 min.
0.23 hr.
Segment ID: g .
Paved or Unpaved < unpaved unpaved
Flow length, L (ft): 11,0
Watercourse slope, s (ft/ft): Q.p16 QQpO fX;040
Average velocity, V (ft/s) = 16.1345(s)n0.5: 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
1
1
1
1
1
1
Segment ID:
Manning's Coefficient Do 0.00 o.oa
Hydraulic Radius, R (ft) _ (A/Pw) 1.00 1.00 1.00
Cross Sectional Area, A (ft" 2) 0.a0 0100 O.pO
Wetted perimeter, Pw (ft) 0.00 %n
Channel slope, s (ft/ft) 0 000
- :
.. p OQo
o.ooo
Velocity, V (ft/s): _ (1.49•rA(2/3)•s^(0.5)/n ..
....
1490.00 1490.00 1490.00
Flow length, L (ft): -0(3 ... ?0 O OQ
Tc= L / (3600xV) Tc (min.)= 0.0 0.0 0.0
Total Sheet Flow Tc = 0.0 min.
0.00 hr.
3043_TC-Calculator 8-
14.1 0.0 0.0
Project Name pilot Lions Park`
' Project No.: 3043A
Sheet Title: )1-10
Calculated By TMT
Date: 8/28/2009
' Post-develop ed 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 lnQ ^0.8 Tc (min )=
' P^0.5 x s^a.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 / (36OOxV) Tc (min.)=
Total Shallow Concentrated Flow Tc =
' CH
ANNEL FLOW
Segment ID:
16.6 min.
0.28 hr.

U"PAvet<<': . Unpaved

Q.013 .....:.:. .. a.Opp ...: .O.OOp....
1.80 0.01 0.01
1.0 0.0 0.0
1.0 min.
0.02 hr.
Manning's Coefficient 1.60 o.oo 0
00

Hydraulic Radius, R (ft) = (A/Pw)
100
1.00 .
_
1
00
Cross Sectional Area, A (ft^2) .' 0 00 6.60 .
000
,
Wetted perimeter, Pw ft
O
0 Dn
o ao
0.40
Channel slope, s (ft/ft
)
a o00
0 000
0 000
Velocity, V (ft/s): = (1.49" rA(2/3)`s^(0.5)/n 1490.0c 1490.00 1490.00
Flow length, L (ft): D.OQ 0:00 tl pD
' TC= L / (3600)(V) Tc (min.)= 0.0 0.0 0.0
Total Sheet Flow Tc = 0.0 min.
' 0.00 hr.
16.6 0.0 0.0
Project Name: Pilot Lions Park-::
Project No.: 3043A
Sheet Title: WALE #2..
Calculated By TMT ..
' Date: 8/2F/20i?9
1
1
1
1
1
1
1
1
1
1
1
1
1
1
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
12.6 min.
0.21 hr.
Segment ID:
;.
6

Paved or Unpaved , ..... .
: Unpaved
Flow length, L (ft): 533:0
Watercourse slope, s (ft/ft): O,Q32 0 ObQ
?.OOD
.
.

Average velocity, V (ft/s) = 16.1345(s)"0.5: --......
.
:...-. _.
2.90 0.01 0.01
TC= L / (3600xV) Tc (min.)= 3.1 0.0 0.0
Total Shallow Concentrated Flow Tc = 3.1 min.
0.05 hr.
CHANNEL FLOW
Segment ID: C..
Manning's Coefficient o.03 Q o0 0.00
Hydraulic Radius, R (ft) = (A/Pw) 0.90 1.00 1.00
Cross Sectional Area, A (ft"2) i1.z5 0.00 0.00
Wetted perimeter, Pw (ft) 1Z,4 o,Qp =
Channel slope, s (ft/ft
)
0 Qz3
. o aoQ.
Q oho
:

Velocity, V ps): _ (1.49'r^(2/3);s^(0.5)/n

6.98 ..
.......:...............
1490.00 . .
..
.......:...::....:..........
1490.00
Flow length, L (ft): 286 00 0
00 .0

0«60
Tc= L / (3600xV) Tc (min) 0.7 0,0 0.0
Total Sheet Flow Tc = 0.7 min.
0.01 hr.
Minutes
3043 TC-Calculator 8-26-09.xis,
12.6 0.0 0.0

1
1
Project Name P%lot Lions Park
Project No.. 30-43A
Sheet Title: :S. ALE #3
Calculated By TWIT
Date: 8126/2009
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
I SHALLOW CONCENTRATED FLOW
16.1 min.
0.27 hr.
' Segment ID: a
Paved or Unpaved Unpaved Unpaved
1 Flow length, L (ft): 116.0
Watercourse slope, s (ft/ft): p,OZ2 _O,OQO
0 OQp
„
:

Average velocity, V (ft/s) = 16.1345(s)^0.5:
2.37
0.01 .
.
....
0
01
' Tc= L / (3600xV) Tc (min.)= 0.8 0.0 .
0.0
Total Shallow Concentrated Flow Tc = 0.8 min.
' 0.01 hr.
CHANNEL FLOW
' S
egment ID:
Manning's Coefficient 0,03 V04 O.oO
' Hydraulic Radius, R (ft) _ (A/Pw) 0.90 1.00 1.00
Cross Sectional Area, A (ft^2)
;: 1 l.25
QoO .
0.po =

' Wetted perimeter, Pw O ft

Channel slope
s fI:/ft -
12.49
0 00
0.00
, 0152 D 000 0.000

Velocity, V (ft/s): _ (1.49*M(2/3)*s^(0.5)/n
18.06 _:..:.
1490.00
1490.00
Flow length, L (ft): 17.00 p; 00 O
Q¢
' TC= L / (3600xV) Tc (min) 0.0 0,0 .
0.0
Total Sheet Flow Tc = 0.0 min.
0.00 hr.
'i`ota ! Pad
`
: wa Minutes
._ ..
.
3043 TC-Calculator 8-26-09.xis, S1II/ALE A.-TRM09

16.1 0.0 0.0
Project Name: Pilot Lions' Park
' Project No.: -3043A
Sheet Title: _bWALE #1 B
Calculated By TMT . .
Date: 8/26/2009

F
'J
1
1

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 To (min.)=
P^0.5 x s"0.4
Total Sheet Flow To
=
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) To (min.)=
Total Shallow Concentrated Flow To =
CHANNEL FLOW
G
D
7
15.4
15.4 min.
0.26 hr.
bOQ O,QO
0.0 0.0

Unpaved Unpaved
' 373.0
:. O.n?9 .:Q.QDQ ' 11r.0?0
2.21 0.01 0.01
2.8 0.0 0.0
2.8 min.
0.05 hr.

egment ID: .. -
-
Manning's Coefficient a.o3 o wao 0.00

Hydraulic Radius, R (ft) _ (A/Pw)
0.90 _:.:.
1.00
1.00
Cross Sectional Area, A (ft^2) 11.25 4.00 0.00
Wetted perimeter, Pw (ft) 129 .,. o.oo 0.00
Channel slope, s (ft/ft) 0 005 0.000
0 onto

Velocity, V (ft/s): _ (1.49`r^(2/3)'s^(0.5)/n
3.28 .........
1490.00 ........... ...:.. .::..::<
1490.00

Flow length, L (ft):
32'1,00 .
0
40
Q«00

Tc= L / (3600xV) To (min )=
1.6 -
0.0 _
0.0
Total Sheet Flow To = 1.6 min.
0.03 hr.
3043 TC-Calculator 8-26-09.xis, SL''
Minutes

Project Name P+Iot Lion§ Pale
Project No.: 3043A.
Sheet Tine: SWALE #9 C
Calculated By. TNT
Date: 8/26/2009-
, Post-developed Tc Calculation
SHEET FLOW

Segment ID:
Surface description (table 3-1): Gass =
Manning's roughness coeff., n: 0,240
Flow length, L (total L<300) (ft): 100p
2yr 24 hour rainfall, P (in): 3;q4 Q?00 a;Of
Land slope, s (ft/ft): 0.020
4,000 x:
..::: . .....
00
:

Tc= 0.007 nL ^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:
Paved or Unpaved
Flow length, L (ft):
Watercourse slope, s (fttft):
Average velocity, V (ft/s) = 16.1345(s)^0.5:
TC= L / (3600xV) Tc (min.)=
Total Shallow Concentrated Flow Tc =
CHANNEL FLOW
B.
Unpaved Unpaved
112$ 0
0.020
2.30 0.01 0.01
8.1 0.0 0.0
8.1 min.
0.14 hr.
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
)
Velocity, V (ft/s): = (1.49*r^(2/3)*s^(0.5)/n 8.21 1490.00 1490.00
Flow length, L (ft): - 53.DQ
0
00
4
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, S?
1
1
Summary of Time of Concentration (s)
10 Year 2 Year
Area Basin Tc Rainfall Rainfall
No. Area [Min] Intensity Intensity
[Ac] [Ins/Hr] [Ins/Hr]
DI4 3 'l3 15.1 5 02 3 42
D1-10 1:19 17.5 4:77. 3:25
SWALE #2 5:30, 16,3 4.85-:: 3.34
SWALE #3 217 16.9 4.78 3.30
SWALE #1 B 5 22? 19.9 4.44 3.08
SWALE #1C 10.5G 22.0 4.2$ 2.94
All storm items NIA: 5.0 7.07
** 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
Smooth Surfaces
(concrete, asphalt, gravel, or bare soil)
Fallow (no residue)
Cultivated Solis
Residue cover <=20%
Residue cover >20%
Grass
Short grass prairie
Dense grasses
Bermudagrass
Range
Woods
light underbrush
Dense underbrush
n
0.011
0.05
0.06
0.17
0.15
0.24
0.41
0.13
0.4
0.5
7?
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' Ditch/Swale Flows
PROJECT NAME: Pilot`Lions Park BY: Trlstan Teasley
PROJECT NUMBER: 3043 :
DATE: 9122/09
* All flows and intensitys are designed for the 10 year storm event.

Swale 1A
' Area = 0 5 ?G Length= S-f ;
Intensity = -7`077:- lf'r." ` Inv. Up
Tc = 0 mECt Inv. Down= 336 b
' Comp. C Slope= 1.7%
Q = C*I*A = 2.34 cfs

Swale 1 B
' Area = 5 22 ac Length= 2517"ff
Intensity 4 44in/hr _ Inv. Up 336:0 ,

' Tc =
Comp. C = 1 -min ;
q -4 Inv. Dawn=
Slope= 334:7
0.5%:.....
Q = C*I*A = 7.88 cfs
' Qtaii = 10.22 cfs (incl udes flow from SWALE #1A.)
Swale 1C
'
Area = 10 56 ac = Length= 473 fit
Intensity 4.23 in Inv. Up 334.7
Tc = 22.0`mlh Inv. Down= 33%.
Comp. C = 0.:......_.!_ Slope= 0.9%
Q = C*I*A = 15.19 cfs
' Qtota, = 25.39 cfs (includes flow from SWALE #113.)
Swale 2
'
Area = _ S 30 c Length= 4.3 ft
Intensity 4 857-17"1 ltr Inv. Up 3355
Tc = 16 3np Inv. Dawn= 35,:5
.
Comp. C Slope= 2.3 %'
t Q = C*I*A = 9.25 cfs
Swale 3

Area = 2 a7-a Length= ... fL'
Intensity 4 78 fn/far Inv. Up 327- >
' Tc = 16 9 rrtin Inv. Down= 324.5
Comp. C _ .... D 31.. Slope= 1.6
' Q = C*I*A = 10.37 cfs
Qtota, = 22.75 cfs (includeA4g- 60AM% Noes and velocitys.xls page 1

1
1

1
1
1
1
Swale Design Flow and Depth
PROJECT NAME: Pllot l.lons Park BY Tristan Teasley
,. .
PROJECT NUMBER: .... _: 3043 DATE:,911012009
REV.
Channel # Grass Swale #1A .'
Estimating Mannings'n ' per ESCPDM Page B.05.6
Step # Variable Result Description

1) Q=
2) S=
234 cis (Q10)
0
017-fI ft 0.59
1.7, cfs (02)
N

3) VP ,
4.5 fps A
0.58 -
Permissible Velocity per Table 8.05a
4) Size= 0.52 if =QNp
5) R= 0.45 Hydraulic Radius =bd+Zd' I b+2d(Z'+1)'Q (Figure 8.05b)
Where b= 2:. (Trapezoidal Bottom Width)
df=.6.7 (Trapezoidal depth)
Z= 3 ..; (a/d)
A= 2.87 (Cross Sectional Area)
5)
7)
B)
9)
10)

Using Retardance Curve
D U= I.z ue m including freeboard)
Using Retardance Curve B
From Figure 8.05c VPR= 2.01 From Figure 8.05c VPR= 2,01
Mannings'n' (As read from graph)= 0.045 Mannings'n' (As read from graph= 0.098
V= 2.52 fps Actual V from Manning's Equation V= 1.18 fps Actual V from Manning's Equation
Qc= 7.24 cis Actual channel capacity. Qc= 3.39 cis Actual channel capacity.
Check Vp>V Vp= 4.5 fps Check Vp>V Vp= 4.5 fps
V=
Check Qc>Q QC-- 2.52 fps
7.24 cis V=
Check Qc>Q Qtr 1.18 fps
3.39 cis
Q= 2.34 cis Q= 2.34 cis
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)
lsote Onerrequlred7 YES (NOTE 1-8.05.7ESCPDM Ise rmYAWrre uired7 NO (NOTE 1-8.05.7ESCPDM
11) NIA
C
to
c
c
c
ra
.a

3 verageLon Ith
of Vegetaton?l"I Curve

2 Lmgar tract r
11• to 24•
• A
a
a
to ta"
t?• to 8• C
D
Less than 2" E

.t e
A6
.05 0 Z7 r

.04 E

.02 ition
.. •- ••• - c 'o C lu 20
VR, Product of Velocity and Hydraulic Radius
Flgwo a.0ae Manning'a nrelatad b vebdy, hydtaullo radius. and vagatal rotardanw.
Nom: From Sample Protilem 6.05a muld* Vp x Hydratuto Radbs (4,5014.243), than enter the product of VR and extend a
straight One up to Rolardanm dam 113% next pmlacte straight One m the lea b determine a Idal manning's n.
Rev. 1293

Worksheet for SWALE #IA - D Curve

' Friction Method Manning Formula J
Solve For Normal Depth
In at Dafa = - ? .. _ _
Roughness Coefficient 0.045
' Channel Slope
Left Side Slope 0.01700 ft/ft
3.00 ft/ft (H:V)
Right Side Slope 3.00 flift (H:V)
Bottom Width 2.00 ft
' Discharge 2.34 ft°/s
Results
N
l D
th

orma
ep
0
a.4
ft
Flow Area 1,27 ft:
' Wetted Perimeter 4,51 ft
Top Width 4.38 ft
Critical Depth 0,30 ft
Critical Slope 0.04996 ft/ft
Velocity 1.135 ft/s
Velocity:Head 0.05 ft
' Specific Energy 0,45 ft
Froude Number 0.61
Flow Type Subcritical
--
Downstream Depth 0.00 ft
' Length 0,00 ft
Number Of Steps 0
GVF Output-OSta -
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
1 Channel Slope 0.01700 ft/ft
Critical Slope 0.04996 fUfl
' Bentley Systems, Inc. 1-19est8d Methods Solution Center Bentley Fi0wMaster [08.01.071.00]
9/2312009 12:43:28 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-75r,1666 Page 1 of 1
1

1

J
1

17
r-7
L
Worksheet for SWALE #1A - B Curve
Pro ect,Descn tlon - =__
Friction Method Manning Formula
Solve For Normal Depth
111;, :11-21 ME
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 It
Discharge 2.34 ft'/s
Results;
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 Subcdtlcal

Downstream Depth
' Length
Number Of Steps

7

0.00 ft
0.00 It
0
GVF but ut Data _ __ - -?- -
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
91231200912:43.47 PM
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.58 it
0.30 ft
0.01700 {lift
0.22737 ft/ft
Bentley Systems, ino. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
27 Siemons Company Drive Suite 20O W Watertown, CT 06795 USA [phone] Page 1 of 1

Swale Design Plow and Depth
PROJECT NAME: Pilot Uons Parts
BY Tdsian Teasley
PROJECTNUMBER
3043:

Channel Grass &kala #1 g'-7:-.:.
. .:... . .:...::.:.`:..:. _
REV
Estimating Mannings'n' per ESCPDM Page a.05.a
Step # Variable Result Description

C A , -
NI
1} Q= 1.4 22 cis (Q1o) 73 cfs (Q2) I WA
2) 5= 0;005..' fun A NIA;_
3) VP= 4.5 fps Permissible Velocity per Table 8.058
4) Size= 2.27 fP =QNp
5) R= 0.86 Hydraulic Radius =bd+Zd'! b+2d(Z'+1)1n (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 11.5 ; (Trapezoidal depth)
Z= .3 _ (eld)
A= 9.75 (Cross Sectional Area)
5)
7)
8}
9)
10)
From Figure 8.05c VPR= 3,82
Mannings'n' (As read from graph= 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
CheckQc>Q Qc= 23,88 cis
Q= 10.22 cis
OK7 YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Isa`ta Ilnerrequired? YES (NOTE 1-8.D5.7ESCPDM)
2
FU
(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
Qa= 13.10 cis Actual channel rapacity.
Check Vp>V Vp= 4.5 fps
V= 1.34 fps
Check Qc>Q Qc= 13.10 cis
Q= 10.22 cis
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
s pen t knerrecMradT NO (NOTE 1- 805 7 ESCPDM)
11) NIA
C
on
c
c
.0
.0
.J
a

3 Average ngrn
of vsgetation pni ?r"

2
A L Q14W Ulan 3a' A
11" to 24' 8
'
9
l0 10" 0
2' to e• D
Lo ss ftn 2 ' E

8
6
4
E

2J
> LID- 0
0
VAN,
VR, Product of Velocity and Hydraulic Radius
Flgura Use Manning's n related b vabdty hydraulla m*m, and vegetal relardanos.
Nola: From Sande Plablem DA5a mutIll y Vp x l4ydrebpa Radios (4AX0.154.2.43), then enter gm pmdud of VR and extend a
straight ins UP to Retardance cisss'D•, next pm)sata stra1ghL1ns to the loll Is determine a trial manning's n.
71A% 1783

1

n

1

Worksheet for SWALE #16 - D Curve
Friction Method Manning Formula
Solve For Normal Depth
Input Data - = - __ _
Roughness Coefficient 0.039
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 1.03 it
Flow Area 5.24 fta
Wetted Perimeter 8.51 ft
Top Width 8.18 ft
Critical Depth 0.67 ft
Critical Slope 0.03039 tuft
Velocity 1.95 ft /s
Velocity Head 0.06 ft
Specific Energy 1.09 ft
Froude Number 0.43
Flow Type Subcritical
GVF-1?npufData ==T
Downstream Depth 0.00 ft
' Length 0.00 ft
Number Of Steps 0
GVF QUtput Data
Upstream Depth 0.00
ft
' Profile Description
Profile Headtoss
0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
' Normal Depth 1.03 ft
Critical Depth 0.67 ft
Channel Slope 0.00500 ft/ft
' Critical Slope 0.03039 ft/ft
' Bentley systems
Inc
Haestad Methods S
l
ti
C
t
,
.
o
u
on
en
er Bentley FlowMaster [08.O1.o71.0o]
9!231200912:43:33 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA 0-203-7554666 Page 1 of 1
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Worksheet for SWALE #1 B - B Curve
-_?--
Friction Method
Solve For

1

1

Manning Formula
Normal Depth

Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
0.070
0.00500 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
2.00 ft
10.22 fP/s
71-
-
Results . _ : -r _ ? -
Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific.Energy
Froude Number
Flow Type
-GUF?InpUt?Data=== ?=-
Subcdtical
1.34 ft
8.09 ft2
10.49 ft
10.06 it
0.67 ft
0.09791 ft/ft
1.26 ft/s
0.02 ft
1.37 ft
0.25
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity fys
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 F1owMaster 108.01.071.001
9123!200912:43:51 PM 27 Siemens Company Drive Suite 200 W Watertown, CT 06795 LISA [phone] Page 1 of 1

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Swale Design Flow and Depth
PROJECT NAMa PIIaE Lions Park .'..' BY Tristan Teasley
PROJECT NUMBER: DATE ::81110111309
'
REV
Channel # _Grass Suvale.ltl C.: .
Estimating Mannings'n ' per ESCPDM Page 8.05.6
Step # Variable Result Description
C NIA
1) D= 25.39-cfs(Q10) ' 18.2.cfs(Q2) I MIA
2) S= 6,dd9 Wft A NIA
3) Vp= 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 5.64 fP =Q1Vp
5) R= 1.00 Hydraulic Radius =bd+Zdr/ b+2d(V+1)'rr (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
dft- (Trapezoidal depth)
Z= 3 (e/d)
A= 13.32 (Cross Sectional Area)
6)
7)
8)
9)
10)
From Figure 8.05c VPR= 4.48
Mannings'n' (As read from graph= 0.038
V= 3.75 fps Actual V from Manning's Equation
QC= 50.01 cis Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 3.75 fps
Check Qc>Q Oc= 50.01 cfs
Q= 25.39 cfs
OK? YES (If Vp>V, then OK)
YES (if Qc>Q. than OK)
Is a temp liner red? YES NOTE 1- 9.05.7 ESCPDM
U= z.a ue to Includln freeboard
Using Retardance Curve a
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 cis Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 2.16 fps
Check Qr?Q Qc= 28.79 cis
Q= 25.39 cfs
OK? YES (IF Vp>V, then OK)
YES (if Qc>Q, then OK)
Is a perm'nl Tharuhad7 NO NOTE 1- 8.05.7 ESCPDM
11) NIA
tz
y
co
C
C
C
N
2
a

3 Average &U1
of Vagetelbn (fn}
Curve

z Linger than ar
11" to 24•
• A
a
. e
to to"
2" to a' c
U
Less Man 2" E

.I B
Qa
D6 C

.D9

.oz -
- ;•. . _ v F. a ID 2D
VR, Product of Velocity and Hydraulic Radius
Ffguro 0.05a Mannirg's amlaied to vabdy. hydmdfa radius, andvegelalmlardance.
Nola., From sample Pmldmn a.0sa muldoy Vp x Nydralulks Redkm (4.sNq 64-2A3), Ihsn enter tins pmduct of VA and eHiarad a
straight Ina up to RelaNanra dims *0'. next proJecta etralghtfhe to Om felt In determine a trial mannIng's n.
tha. I2M

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Worksheet for SWALE #1 C - D Curve

Friction Method Manning Formula
Salve For Normal Depth

Roughness Coefficient 0.038
Channel Slope 0.00900 ft /ft
Left Side Slope 3.00 Nit (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 it
Flow Area 8.13 ft2
Wetted Perimeter 10,51 it
Top Width 10.06 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 Subcritlcal
uF rtuoa=
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
1
1
1
1
1
1
1
GVFOutptlt Data
Upstream Depth 0,00 ft
Profile Description
Profile Headioss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1,35 It
Critical Depth 1.06 ft
Channel Slope 0.00900 ft/ft
Critical Slope 0.02552 ft/ft
Bentley Systems,lnc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
91231200912:43:37 PM 27 Slemons Company Drive Sulta 2D0 W Watertown, CT 06795 USA +1-203-755.1666 Page 1 of 1

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Worksheet for SWALE #1 C - B Curve
PrtS'ectDescrl tion_ = ?-_ ?:= - ? ... -
Friction Method Manning Formula
Solve For Normal Depth

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 it
Discharge 25.39 ft'/s
Rt;siiIfs
Normal Depth 1.70 It
Flow Area 12.13 ft2
Wetted Perimeter 12.78 ft
Tap 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 Subcdtical
GVF in DaEa-==
Downstream Depth 0.00 ft
' Length 0.00 It
Number Of Steps 0

1
-- = :-
GVF.OutpuEjData
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
91231200912:54:37 PM
0.00 ft
0.00 it
Infinity ft/s
Infinity ft/s
1.70 ft
1.06 ft
0.00900 ft/ft
0.07468 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMastar [06.01,071.00]
27 Slemons Company Drive Suite 200 W Watertown, C7 06795 USA [phone] page 1 of 1

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Swale Design Flow and Depth
PROJECT NAME: P1161 Lions Park-: BY Tristan: sea ey
PROJECT NUMBER: 3043, DATE, 8110l200B-
REV:
Channel # . Giasc Swale #2;
Estimating Mannings 'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.38
1) Q= 9;25-cfs (Q1o) 6.6 cis (02) I 4:85
2) S= 0.023 Itift A L --s
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 2.08 fF =ONp
5) R= 0.50 Hydraulic Radius =bd+Zd'! b+2d(V+1)112 (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= .3 (efd)
A= 5 (Cross Sectional Area)
6)
7)
8)
9)
10)

Using Retardance Curve
D ue m Include
Using Raterdance Curve freeboard
B
From Figure 8.05c
' V,,R= 2.70 From Figure 8,05c V,,R= 2,70
Mannings
n (As read from graph)= 0,042 Mannings'n' (As read from graph= 0.0[15
V= 3,81 fps
Qc= 19.06 cis Actual V from Manning's Equation
Actual channel capacity V= 1.90 fps
QC= Actual V from Manning's Equation
, 9.48 cis Actual channel capacity.
Check Vp>V Vp= 4.5 fps Check Vp>V Vp= 4.5 fps
V=
Check Qc>Q Qc= 3.81 fps
19.08 cis V=
Check Qc>Q Qc= 1.90 fps
9,48 cfa
Q= 9.25 cis Q= 9.25 cfs
OK? YES (It 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 to Ilner d7 YES NOTE 1- 8.05.7 ESCPDM Is it rm'nt 8nerra ulreW NO NOTE 1- 8.05.7 ESCPDM
11) N/A
is
an
c
c
C
m
.J
4

,3 vsragal.en Ih
olVeasta00n?ln) Curve

2 Langer Ucrt 90 A
11" to 24' a
"
. 6
10 10" C
2• l0 6• D
to ss t han E

I e
.08 C
06
.04 b
.021
- . ._ ._ - ? Y o e to 20
VFI, Product of Velocity and Hydraulic Radius
Fidum 0.060 Manning's n roleled b Vobdly, hydreulra radius, and vogatal ratordanw.
Nola: From Sample Problem BASS mullipy Vp x Hydratulle Radius (4.50.54-2A3), Than enter On productai VR and extsnd a
aaalaht llns up to Relardance doss •D-, next project a straight Knob dta jell to determine a trbl marming's a
lbw. 1293

F
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Worksheet for SWALE #2 - D Curve
_-
Friction Method
Solve For
Manning Formula
Normal Depth
input Dafa ? - -- ; _ _
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Subcritlcal

Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude-Number
Flow Type
0.042
0.02300 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
2.00 ft
9.25 ft'/s
0.71 ft
2.93 ft=
6.49 ft
6.26 ft
0.64 ft
0.03573 ft/ft
3.15 ft/s
0.15 ft
0.86 ft
0.89

Downstream Depth
Length
Number Of Steps

1

0.00 ft
0.00 ft
0
GV -.0utp t-Data - -
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
91231200912:43:40 PM
0.00 ft
0.00 ft
Infinity ft/s
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 108.01.071.001
27 Slemons Company Drive Suite 200 W Watertown, C706795 USA [phone] Page 1 of t

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

Normal Depth 0.99 ft
Flow Area 4.92 fta
Wetted Perimeter 8.26 ft
Top Width 94 ft
Critical Depth 064 It
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

Downstream Depth 0.00 ft
Length 0.00 it
Number Of Steps 0
GVF ?tJtput Data- ;
Upstream Depth 0.00 it
Profile Description
Profile Headloss 0.a0 it
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 108.01.071.001
9/231200912:43:66 PM W Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of i
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Swale Design Flow and Depth

PROJECT NAME 'Oil ofCiohs Park
PROJECT NUMBER: 3043 ...
BY: TrisfariTeaefey- -;
DATE: 9/10/2009..,:
REV:.
Channel # ,Grass.5wale 43.,.. _
Estimating Mannings'n' per ESCPDM Page 8.05.6
Stop # Variable Result Description
C NIA .
1) Q= mn crs (Qio) cfS (02) I NIA - "_
2) S- _ 0.016 NR A N/A-= 7., _--:
3) VP= 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 5.06 if =QNp
5) R= 0,9B Hydraulic Radius =bd+Zd'/ b+2d(V+1)112 (Figure 8.05b)
Whore h= (Trapezoidal Bottom Width)
dt= ai5 . `:: -(Trapezoidal depth)
Z= 3 : (e/d)
A= 14.25 (Cross Sectional Area)
6)
7)
e)
9)
10)
From Figure 8.05c VPR= 4.43
Mannings'n' (As read from graph= 0.038
V= 4.95 fps Actual V from Manning's Equation
QC= 70.69 cis Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 4.96 fps
Check Qc>Q Qt = 70.69 cis
Q= 22.75 cis
OK? NO (V Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a tamp km requbad? YES (NOTE 1- 8.05.7 ESCPDM)
u= Z we pin Inciuain rreeward
Using Retardance Cure a
From Figure 8.05c VpR= 4A3
Mannings'n' (As read from graph= 0.065
V= 2.85 fps Actual V from Manning's Equation
Qc= 413.57 ers Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 2.85 fps
Check Qc>Q Qc= 40.57 cis
a= 22.75 cis
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a perm Wrnaaulrad? NO NOTE 1- 8.05.7 ESCPDM
11) N/A
or
C
c
al
m
4
.
? Average
orVagetallon.wn]h
Curve

2

a Orvt 8M
11' to 24•
•
, A
B
8
to 14
2•loa'
° C
D
Lan lhnn 2 $
I
.
B
s ?

4 e

12 A
o
0
.1 .n -.o W r 4 6 a 10 20
VR, Product of Velocity and Hydraulic Radius
Flguro 8.850 ManNng'a nra4lod Ia vabdy, hydra0r. radius, andvegafaf ralardance,
Nola: From 9ampie Problum 8.05a muldpy VP I Hydroiuila Radius (4.Sx0.54.243), limn entsr fha product of VA and oxmnd a
saalght One up 41 Retanlance dm'0•, next pm]act a sirafght Ooa b the left b delannhe a Idar mannkrg'a a.
Rev. IZ93

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l
Worksheet for SWALE #3 - D Curve
Prod Description ??
MOE
Friction Method Manning Formula
Solve For Normal Depth
?_uT
Input Data=
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
0.038
0.01600 ft/ft
3.00 ft/ft (H:V)
3:00 ft/ft (H:V)
5.00 ft
22.75 I13/s
Results
' Normal Depth .._.r?._- 0.84 ft
Flow Area 636 ft'
' 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 It
' Specific Energy 1.04 ft
Froude.Number 0.79
Flow Type Subcritical
GUF-lriput E]ata '??
Downstream Depth 0.00 ft
' Length 0.00 It
Number Of Steps 0
GVF OutpUtt 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 It
Critical Depth 0.74 it
Channel Slope 0.01600 ft/ft
' Critical Slope 0.02631 ft/ft

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley F1owMaster [06.01.071.00]
9!23/200912:43:43 PM 27 Slemons Company Drive Suite 200 W Watertown
CT 06795 USA +1
20
,
-
9.756-1666
Page 1 of !
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Worksheet for SWALE #3 - B Curve
Rrciject gescription = --
Friction Method
Solve For
Manning Formula
Normal Depth
Input Data
Roughness Coeffrclent
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Subcdllcal
Results <-
Normal Depth
Flow Area
Wetted Perimeter
Top Width
Critical Depth
Critical Slope
Velocity
Velocity Head
Specific Energy
Froude Number
Flow Type
0.065
0.01600 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
5.00 ft
22.75 ft-1/s
1.12 ft
9.34 ft'
12.07 ft
11.71 ft
0.74 ft
0.07699 Rift
2.44 ft/s
0.09 ft
1.21 ft
0.48
---------- - -
Downstream Depth
Length
Number Of Steps

1

1
0.00 ft
0.00 ft
0
GVF Output Da#a -
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
9!23!200912:43:58 PM
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
1.12 ft
0.74 ft
0.01600 ft/ft
0.07699 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster j09.01.071.00]
27 Siemons COmparry Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

' Worksheet for EW#2 Outlet Before Wetlands Discharge
:Project Desch ton
Friction Method Manning Formula
Solve For Normal Depth
' _
Roughness Coefficient 0.055
Channel Slope 0.00300 Wit
' Left Side Slope 3.00 ft/ft (H:V)
Right Side slope 3.00 ft/ft (H:V)
Bottom Width 12.00 it
' Discharge 4.59 ft'/s
Results:` - -
' Normal Depth 0.48 ft
Flow Area 6.45 ft'
Wetted Perimeter
Top Width 15.03
14.8B ft
ft
Critical Depth 0.16 ft
CrItIcaf Slope 0.11468 ft/ft
Velocity 0.71 ftls
Velocity Head 0.01 ft
Specific Energy 0.49 ft
' Froude Number 0.19
Flow Type Subcritical
GUF fnputData = -
Downstream Depth 0.00 ft
' Length 0.00 ft
Number Of Steps 0

Upstream Depth 0.00 ft
Profile Description
' Profile Headloss 0.00 it
Downstream Velocity Infinity ft/s

' Upstream Velocity
Normal Depth Infinity
0.48 ft/s
it
Critical Depth 0.16 ft
Channel Slope 0.00300 ft/ft
' Critical Slope 0.11468 ft/ft
' Bentley Systems, Inc. Haestad Methods Solutlon Center Bentley FiowMaster [06.01.071.00]
1119=0911:56:24 AM 27 Slemons Company Drive Suite 2D0 W Watertown. CT D6795 USA +1.203-765-1666 Page 1 of 7

0
Worksheet for Swale
#3 - Before Wetlands Discharge
Project;Descnptlon- ? = - =_ = - ?- -_ - --
' Friction Method Manning Formula
Solve For Normal Depth

' lnputData -
Roughness Coefficient ?-._ -
0.065
Channel Slope
Left Side Slope 0.00300
3.00 ft/ft
ft/ft (H:V)
Right Side Slope 3.00 tuft (H:V)

' Bottom Width
Discharge 30.00
22.75 ft
ft'/s
Results
Normal Depth 0.73 ft
Flow Area 23.52 ft'
Wetted Perimeter
Top Width 34.62
34,36 ft
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
Flaw Type Subcritical
GVFlnputDat? - _. - ?. = === ?=
Downstream Depth 0.00 ft
' Length 0.00 ft
Number Of Steps 0
' GVF Ou at Dafa ----
Upstream Depth 0.00 ft
Profile Descrlption
' Profile Headloss 0,00 ft
Downstream Velocity Infinity ft/s
' Upstream Velocity
Normal Depth Infinity
0.73 ft/s
ft
Critical Depth 0.26 ft
' Channel Slope
Critical Slope 0.00300
0.09772 ft/ft
ft/ft
' Bentley Systems, lne. Haestad Methods Solution Center Bentley FlowMaster 106.01.071.DD]
1119!200911:68:28 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1
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ANA
ANCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
Permit Number.
(to be provided by DWO)
NN A
40
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.
Project name
Contact name
Phone number
Dale
P:..IIof G1ons.Fark.-: _.:
Mark Breen
(704)::521 9880.__
3eptember:l4, 2009..
Drainage area number #1

tl DESIGN_INFORMATION_=w 7 l-
_
Site Characteristics -

' Drainage area
Impervious area 317;968.00 ft'
_112
385:00)
z
;
ft
Percent Impervious 35.3%%
Design rainfall depth 1.00 inch

' Peak Flow Calculations
Option 2: Swale 5eekfn Pollutant Credit "For-Credit' Swale : N (Y or N)
10-yr storm runoff depth in
10-yrstorm intensity 4:47 Inlhr
' Post development 10-yr storm peak flow 22.75 fl'lsec
Velocity

Maximum non erosive ve
locity (peak 10-year storm) 5
.00 ft/sec
' Soil characteristics (enter'x' below)
Band/silt (easily erodible)
X

Clay mix (erosion
resistant)

Gras's Type (enter 'x'
below)

'
Bermuda x
Tall fescue
Bahiagrass `-

Kentucky bluegras
s

Grass legume mix
lure
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

Maximum velocity, for 10-yr storm ftlsec
Side slopes .1
Swale length -

L
OK
Insufficient side slopes. Max Is 5:1.
OK
:. 3: J srnc SLaPYS
ok 1 F No i A?PLYPI6
Fd2 GRcDrT,
' Form SW401-Grassed Swale-Rev.4 Parts I and H. Project Design Summary, Page 1 of 2
' Swale Characteristics
Swale Shape: Enter an Yin the appmprlate 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 t3MP 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?
1

J

' Form SMM-Grassed Swale-Rev.4
x
15.00 ft
35.00 ft
Permit Number.
(lo be provided by DWQ)
Y (Y or N) OK
N (Y or N) Insufficlent ROW location.
0.00 It
fmsl
fmsl
fmsl
0.02% OK
4,00 It OK
Parts I and 11. Project Resign Summary, Page 2 of 2
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Culvert Calculator Report
Driveway Entrance
Solve For. Headwater Elevation
Culvert Summary
Allowable HW Elevation 342.00 ft Headwater Depth/Height 0.77
Computed Headwater Mew 340.46 ft Discharge 2.34 cis
Inlet Control HW Elev. 340.38 ft Tallwater Elevation 339.00 ft
Outlet Control HW Elev. 340.46 ft Control Type Outlet Control

Grades
Upstream Invert
Length 339.50 ft
96.00 ft Downstream Invert
Constructed Slope 339.00 ft
0.005208 ft /ft

Hydraulic Profile
Profile
Slope Type
Flow Regime
Velocity Downstream M2
Mild
Subcritlcal
3.92 ft/s Depth, Downstream
Normal Depth
Critical Depth
Critical Slope 0.61 ft
0.63 ft
0.61 ft
0.005642 ft/ft

Section
Section Shape
Section Material
Section Size
Number Sections Circular
Concrete
15 Inch
1 Mannings Coefficient
Span
Rise 0.013
1,25 ft
1.25 ft

Outlet Control Properties
Outlet Control HW Elev.
Ke 340.46 ft
0.50 Upstream Velocity Head
Entrance Loss 0.22 ft
0.11 ft

Inlet Control Properties
Inlet Control HW Elev. 340.38 ft
Inlet Type Square edge Wheadwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000 Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form NIA
1.2 ft2
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Title: Pilot Lions Park Project Engineer tristant
IA...lslorm13043-driveway culvert 9-15-09.cvm Site Solutions Inc CulvertMaster v3.1 [03.01.010.00]
09/23109 04:19:16dBdntley Systems, Inc Haestad Methods Solution Center Watertown, CT 08795 USA [phone] Page 1 of 1

? V. Neuse River Nutrient Calculations
Total Nitrogen and Total
' Phosphorus Loading Calculations

1

1
P

1 Neuse Stormwater Rule 15A NCAC 2B. 0235 Last Modified 9/1512009
Neuse River Basin:
' Includes Oxford, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
' Project Name: Pilot Lions Park (3043)
Date: 9/1412009
By: TMT Checked By:
Direetlons (same for pr"evelopment 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 acreage values and treated.
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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.
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