20091168 Ver 1_More Info Received_20100122

S&ME
January 22, 2010
North Carolina Division of Water Quality
Wetlands and Stormwater Branch
401 Oversight/Express Permitting Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Attention: Ms. Annette Lucas
Reference: Request for More Information Submittal
Pilot Lions Park
Franklin County, North Carolina
S&ME Project No. 1051-09-072
Dear Ms. Lucas:
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%EVIM S&ME, Inc. (S&ME) wishes to submit an updated Pre-Construction Notification and
information pertaining to the permit application for the above-referenced project requested by
your office in the letter dated December 23, 2009.
Please find attached the stormwater plans showing diffuse flow submitted by Site Solutions.
Also attached are site drawings and two bound copies of the complete stormwater and erosion
control calculations.
If we can provide additional information or answer questions you may have, please feel free to
contact Jason Volker with S&ME at 919-880-3137.
Sincerely,
S&ME
ason Volker, L.S.S.
Environmental Scientist
Attachments: Stormwater & Erosion Control Calculations
Drainage Area Maps DA-1, DA-2
Construction Drawings
S&ME, INC. / 3201 Spring Forest Road / Raleigh, NC 27616 / p 919.872.2660 f 919.876.3958 / www.smeinc.com
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o? qG Office Use Only:
Corps action ID no. JAN 2 2 010
DWQ project no. yV
,meow - Form Version 1.3 Mm tif?x(] Bc0 rrM0 12DAWA
Pre-Construction Notification (PCN Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 42 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ® Yes ? No
1d. Type(s) of approval sought from the DWQ (check all that apply):
? 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ® Riparian Buffer Authorization
1e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record only for Corps Permit:

? Yes ® No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes ® No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes No.
1h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Pilot Lions Park
2b. County: Franklin
2c. Nearest municipality / town: Zebulon
2d. Subdivision name: NA
2e. NCDOT only, T.I.P. or state
project no: NA
3. Owner Information
3a. Name(s) on Recorded Deed: Pilot Lions Club of Franklin Co., Inc.
3b. Deed Book and Page No. 2007/25
3c. Responsible Party (for LLC if
applicable):
3d. Street address: 50 Pilot Bypass Rd.
3e. City, state, zip: Zebulon, NC, 27597
3f. Telephone no.: 919-404-2333
3g. Fax no.: NA
3h. Email address: NA ,
Page 1 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Applicant Information (if different from owner)
4a. Applicant is: ? Agent ® Other, specify: Franklin County Planning and Inspections
4b. Name: Scott Hammerbacher
4c. Business name
(if applicable):
4d. Street address: 215 East Nash Street
4e. City, state, zip: Louisburg, North Carolina 27549
4f. Telephone no.: 919-496-2909
4g. Fax no.: NA
4h. Email address: NA
5. Agent/Consultant Information (if applicable)
5a. Name: Jason Volker
5b. Business name
(if applicable): S&ME, Inc.
5c. Street address: 3201 Spring Forest Road
5d. City, state, zip: Raleigh, NC 27616
5e. Telephone no.: 919-880-3137
5f. Fax no.: 919-876-3958
5g. Email address: [e-mail]
Page 2 of 11
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): PIN: 2716-69-8114
1 b. Site coordinates (in decimal degrees): Latitude: 35.88854 Longitude: - 78.26770
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: 18.38 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to

proposed project: UT to Moccasin Creek
2b. Water Quality Classification of nearest receiving water: QNSW
2c. River basin: Tar-Pamlico
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application:
The site is currently Pilot Lions Park and consists mostly of mowed grass. Located on-site are two small structures
one
,
5,000-square foot partially constructed building, a rodeo arena with bleachers, a temporary sediment pond, a gravel path
and drainage ditches. The site generally drains from the east to the west toward a wetland and unnamed tributary on the
western portion of the site. The site vicinity is comprised of woodland, farmland, residential property, civic and
commercial buildings.
3b. List the total estimated acreage of all existing wetlands on the property:
0.3 acres
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
100 feet.
3d. Explain the purpose of the proposed project:
The purpose of the project is to construct a sports complex that will include 1,644 square feet or 0.038 acres of wetland
impact.
3e. Describe the overall project in detail, including the type of equipment to be used:
The Franklin County Parks and Recreation Department is planning to construct a sports complex that will include two
baseball fields and a soccer field. An asphalt pedestrian trail will encircle the fields, with a boardwalk within the outer
portion (zone 2) of the riparian buffer located on the western portion of the site. The facility will also include a picnic
shelter, playground, and a restroom/concession building that will be connected to a septic system. A small section of
sidewalk will be located between the baseball fields. A paved parking lot with approximately 180 parking spaces for
personal vehicles is also planned. Typical industrial grading and construction equipment will be used on-site.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
project (including all prior phases) in the past?
Comments: Mr. James Lastinger w/USACE issued a JD. Mr. ®Yes ? No ? Unknown
Martin Richmond w/DWQ made a stream and isolated
wetland determination on-site.
4b. If the Corps made the jurisdictional determination, what type
of determination was made? ? Preliminary ®Final
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company: S&ME, Inc.
Name (if known): Jason Volker Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation
.
Corps JD dated November 6, 2009. Stream and isolated wetland determination letter dated June 8
2009
Documents
,
.
are attached.
Page 3 of 11
PCN Form - Version 1.3 December 10, 2008 Version
5. Project History
5a. Have permits or certifications been requested or obtained for ® Yes ? No ? unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
A Stormwater Management Plan was reviewed by DWQ.
A Sediment and Erosion Control Plan was reviewed by DLR.
6. Future Project Plans
6a. Is this a phased project? ®Yes ? No
6b. If yes, explain.
The project has two phases. Site work (grading, storm sewer) for the entire project will be done in phase one. Phase one
consists of constructing two baseball fields, trail, portion of a parking lot, picnic shelter, and playground. Phase two
consists of adding lighting and irrigation to the soccer field and the smaller baseball field, graveling 92 spaces in the
parking lot, adding a 1,000 square-foot restroom building, a small section of sidewalk between the baseball fields, and
installing a septic system. The phase two plans are also shown on the attached site plan.
Page 4 of 11
PCN Form - Version 1.3 December 10, 2008 Version
C. Proposed Impacts Inventory
1. Impacts Summary
1 a. Which sections were completed below for your project (check all that apply):
® Wetlands ? Streams - tributaries ® Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non-404, other) (acres)
Temporary T
W1 ®P ? T Fill ® Yes
? No ® Corps
? DWQ
0.038
W2 ? P ? T ? Yes ? Corps
? No ? DWQ
W3 ? P ? T ? Yes ? Corps
? No ? DWQ
W4 ? P ? T ? Yes ? Corps
? No ? DWQ
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts 0.038
2h. Comments:
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - PER or
(Corps - 404, 10
stream
length
Permanent (P) or intermittent DWQ - non-404, width (linear
Temporary (T) (I NT)? other) (feet) feet)
S1 ? P ? T ? PER ? Corps
? INT ? DWQ
S2 ? P ? T ? PER ? Corps
? INT ? DWQ
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? P ? T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T ? PER ? Corps
? INT ? DWQ
3h. Total stream and tributary impacts
3i. Comments:
Page 5 of 11
PCN Form - Version 1.3 December 10, 2008 Version
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individually list all open water impacts below.
4a.
Open water
impact number-
Permanent (P) or
Temporary T 4b.
Name of waterbody
(if applicable) 4c.

Type of impact 4d.

Waterbody type 4e.

Area of impact (acres)
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
4f. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a.

Pond ID
number 5b.

Proposed use or purpose
f
d 5c.
Wetland Impacts (acres) 5d.
Stream Impacts (feet) 5e.
Upland
(acres)
o
pon Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
El Yes El No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a.

Project is in which protected basin?
® Neuse
? Catawba
? Tar-Pamlico ? Other:
? Randleman
6b.
Buffer impact
number-
Permanent (P) or
Temporary T 6c.

Reason
for
impact 6d.

Stream name 6e.

Buffer
mitigation
required? 6f.

Zone 1 impact
(square feet) 6g.

Zone 2 impact
(square feet)

B1 ®P ? T UT to Moccasin Creek es 0 1836
E
B2 ? P ? T

B3 ?P?T ?Yes
? No

6h. Total buffer impacts 0 1836
6i
C
.
omments:
Page 6 of 11
PCN Form - Version 1.3 December 10, 2008 Version
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
The site geometry was designed to minimize environmental impacts. The County's preferred plans for a facility suitable for
high school teams were down-sized from construction of adult-sized baseball fields and soccer fields to junior-sized fields. In
addition the side line corners in left field of field No. 1 have been chamfered. The pedestrian trail surrounding the fields, which
is necessary to accommodate traffic flow, was reduced in width to eight feet instead of ten feet. Original plans were modified
to relocated the trail outside of Zone 1 of the riparian buffer completely. To minimize the impact to Zone 2, an elevated
boardwalk, which was designed to span Zone 2 and a stormwater swale, was abondoned in favor of routing the trail up-
gradient and around the swale.
1b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
The temporary sediment basin has been located to minimize disturbance to the wetland. The wetland will be protected by silt
fence. All disturbed wetland areas will be re-vegetated as indicated on the erosion control plan.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State? ? Yes ® No
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps

2c. If yes, which mitigation option will be used for this
project. ? Mitigation bank
? Payment to in-lieu fee program

? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 7 of 11
PCN Form -Version 1.3 December 10, 2008 Version
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 8 of 11
PCN Form - Version 1.3 December 10, 2008 Version
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1 a. Does the project include or is it adjacent to protected riparian buffers identified ® Yes ? No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
Comments: No. This project falls under a low-density condition with an overall BUA
of 11.7%. Areas with higher BUAs are being treated by a grass Swale that is 175 ? Yes ® No
feet in length. The use of vegetative conveyances are being used to the maximum
extent practicable.
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 11.7%
2b. Does this project require a Stormwater Management Plan? ® Yes ? No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why:
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, narrative description of the plan:
The Drainage Area Maps and Stormwater control calculations are attached. The proposed grass swales are designed as
"Conveyances Swales not Seeking Pollutant Credit". Offsite flow bypasses the project via "Clean Water" grasses swales
that will be lined for extra sediment control. The storm conveyances calculations use the rational method and a storm
design frequency of ten years.
? Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ® DWQ Stormwater Program
? DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project?
? Phase II
3b. Which of the following locally-implemented stormwater management programs ? NSW
apply (check all that apply): ? USMP
? Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ? No
attached?
4. DWQ Stormwater Program Review
? Coastal counties

4a. Which of the following state-implemented stormwater management programs apply ? HOW
? ORW
(check all that apply): ® Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ® No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ®Yes El No
Page 9 of 11
PCN Form - Version 1.3 December 10, 2008 Version
5b. Have all of the 401 Unit submittal requirements been met? ® Yes ? No
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1 a. Does the project involve an expenditure of public (federal/state/local) funds or the ® Yes ? No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ® No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1 c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.) ? Yes ? No
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in
d
i
i ? Yes M' No
a
t
d
onal development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
It is not anticipated that the proposed facility will attract future development to an extent that downstream water quality will
be impacted.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
The proposed restroom/concession building will be centrally located on-site and connected to a septic system.
Page 10 of 11
PCN Form - Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ? Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ® Yes ? No
impacts?
® Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted.
? Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
Letter correspondence with USFWS, the USFWS website: http://www.fws.gov/raleigh, Natural Heritage Program's on-line
database, GIS data of Elemental Occurances for the project area downloaded from the North Carolina Center for
Geographic Information and Analysis website, NC OneMap.
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
Letter correspondance with USFWS, the USFWS website: http://www.fws.gov/raleigh, Natural Heritage Program's on-line
database, GIS data of Elemental Occurances for the project area downloaded from the North Carolina Center for Geographic
Information and Analysis website, NC OneMap.
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
Letter correspondence with State Historic Preservation Office.
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ? Yes ® No
8b. If yes, explain how project meets FEMA requirements:
8c. What source(s) did you use to make the floodplain determination? FIRM map panel 2717
Mr. Jason Volker ?J 1/22/10
Applicant/Agent's Printed Name /'--Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant
is provided.)
Page 11 of 11
PCN Form -Version 1.3 December 10, 2008 Version
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Storm Water & Erosion Control Calculations
For:
Pilot Lions Park
Project #3043A
Zebulon, North Carolina
January 13, 2010
T E

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W. Morehead Street
Charlotte, NC 28208
Landscape Architecture
Site Planning
Civil Engineering
www.sitesolutionspa.com
Telephone-704-521-9880
Facsimile-704-521-8955
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Pilot Lions Park
Project #3043A
Storm Water Calculations
TABLE OF CONTENTS
I ......................SITE NARRATIVE
II ....................EXISTING SITE DATA
Location Map
USGS Map
Soils Map
Hydrologic Soil Data
III ...................EROSION CONTROL CALCULATIONS
Sediment Basin
Rip-Rap Aprons
Ditch Liners
IV ...................STORM DRAINAGE CALCULATIONS
NOAA Storm Data
Haestad Storm Tabulations
Time of Concentration Calcs.
Storm Schedule
StormCad Output Data
Swale Flow Calculations
Grass Swale Supplement Form
Culvert Calculations
V ......................NEUSE RIVER NUTRIENT CALCULATIONS
Total Nitrogen and Total Phosphorus
Loading Calculations
VI ........................COMPOSITE DRAINAGE AREA MAP

i

1. SITE NARRATIVE

Pilot Lions Park - Detailed Project Narrative
.The proposed project is located northwest of the intersection of SR 1745 Clyde Pearce Road and
SR 1744 Pilot Bypass Road near Zebulon, NC. This project includes the construction of two (2)
' new baseball fields, a picnic shelter, playground, and a new parking facility. The parking facility
will connect to the existing parking lot at the adjacent Pilot Lions Club. The property is an
existing open un-maintained lawn/field containing a small area of wetlands on the northern most
' section of the property. The existing ground surface primarily slopes to the center of the
property (to a draw) at around 3%, with contours ranging from 322.0 to 350.0 ft.
' This project drains to Non-SA or Non-ORW Waters and will adhere to the requirements set forth
in the recent revisions to the NC General Statues (15A NCAC 2 H .1000). The receiving stream
' name is Moccasin Creek and is classified as a "C" Aquatic Life, and "NSW" nutrient sensitive
waters. Based on the fact that this project is defined as low density, the drainage area is
compiled into a single area (per #9 on the "Stormwater Management Permit Application Form").
' This project falls under a low-density condition, because the overall Built Upon Area (BUA) is
11.70%, which is less than the maximum of 24%. There are some areas that have a higher BUA
than the overall BUA for this property, however they are being treated by a grass swale that is
1 175 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 3.61b/ac/yr. The state provided
spreadsheet shows the post developed nitrogen loading level at 2.23 lb/ac/yr which is under the
3.61b/ac/yr requirement, therefore no BMP's will be needed for nutrient removal. The proposed
' swales are designed on the requirements for "Conveyance Swales not Seeking Pollutant Credit".
The offsite flow (that was originally going thru our project) will now bypass around our project
via "Clean Water" grassed swales, which will be lined for extra sediment control. The storm
conveyance calculations use the rational method and a storm design frequency of 10-years.

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I I . EXISTING SITE DATA
Location Map
USGS Map
Soils Map
Hydrologic Soil Data
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Soil Map-Franklin County, North Carolina
MAP LEGEND MAP INFORMATION
Area of Interest (AOI) W Very Stony Spot Map Scale: 1:2,260 if printed on A size (8.5" ¦ 11") sheet
Area of Interest (AOI) } Wet SPof
The soil surveys that comprise your A01 were mapped at 1:24,000.
Solis
Soil Map Units . Other Please rely on the bar scale on each map sheet for accurate map

Spacial Line Pastures measurements.
special Point Features
Gully
Source of Map: Natural Resources Conservation Service
c; Blowout Short Steep Slope Web Soil Survey URL: http:/twebsoilsurvey.nres.usda.gov
® Borrow Pit Coordinate System: UTM Zone 17N NAD83

X
clay spot
- Other
This product is generated from the USDA-NRCS certified data as of
Political Features the version date(s) listed below.
Closed Depression
Cities

X
Gravel Pit Soil Survey Area: Franklin County, North Carolina
Water Features Survey Area Data: Version 9, Dec 31, 2007
Gravelly Spot oceans Date(s) aerial images were photographed: 6/17/2006
Landfill Streams and Canals The orthophoto or other base map on which the soil lines were
Lava Flow Transportation compiled and digitized probably differs from the background
Marsh or swamp +++ Rails imagery displayed on these maps. As a result, some minor shifting
of map unit boundaries may be evident.
R Mine or Quarry Interstate Highways
® Miscellaneous Water .N US Routes
® Perennial Water Major Roads
v Rock Outcrop iv Local Roads
+ Saline Spot
. , Sandy Spot
-as- Severely Eroded Spot
C Sinkhole
3> Slide or slip
y Sodic Spot
a Spoil Area
4 Stony Spot
USDA Natural Resources Web Soil Survey 9/14!2009
Conservation Service National Cooperative Soil Survey Page 2 of 3

Soil Map-Franklin County, North Carolina
t
Map Unit Legend

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Franklin County
North Carolina (NC069)
,
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
ApB Appling loamy sand, 2 to 6 percent 2.7 14.3%
slopes
DuA Duplin sandy loam, 0 to 3 percent 8.4 45.3%
slopes
VnB Varina loamy sand, 2 to 6 percent 7.5 40.4%
slopes
Totals for Area of Interest 18.6 100.0%
I a" USDA Natural Resources Web Soil Survey 9/14/2009
Conservation Service National Cooperative Soil Survey Page 3 of 3

Hydrologic Soil Group-Franklin County, North Carolina
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Map Scale: 12,250 if printed on A size (8.5"x 11") sheet
0
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A 20 40 80 120
Feet
0 50 100 200 300
' USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
n
35° 53' 26"
0
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35° 53' 10"
746800
9/14/2009
Page 1 of 4
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I Hydrologic Soil Group-Franklin County, North Carolina

Hydrologic Soil Group

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

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

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

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TEMPORARY SEDIMENT BASIN PRE
PROJECT NAME: Pilot Coons Park BY: Tristan Teasiey ,
COUNTY: Franklin DATE: 9/9/2009
PROJECT NUMBER: 3043 REV:
THE SEDIMENT BASI N IS DESIGNED IN ACCORDANCE WITH THE N .C. SEDI MENT AND EROSION CONTROL
MANUAL, SECTION 6.61 AND SECTION 8.07.
DRAINAGE AREA= i1:00'ac. DENUDEDAREA- 11 Mac.
PEAK FLOW: Qz = C1I2A WHERE: Iz=:., $,12 in/hr (2yr)
Qz = 32.20 cis ho= . , 7,Q7 : In/hr (10yr)
I25 7 94 . in/hr (25yr)
Qio = Cc11oA A= 0 OQ ': '; 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
Q25 = CCI10A A=:- 11.0,00
.......... ac. offsite C= 0.55
..
Q25 = 49.94 cfs A= 060 , !. ac. Buildg/pavt C= 0.95
A= 11.00 ac. TOTAL DRAINAGE AREA
Cc= 0.57 COMPOSITE C
BASIN STAGE/ STORAGE: DWG. SCALE: 1 (NOTE: MAX. FILL HEIGHT = 15')
ELEV. PLANIMETER READING AREA s AVG. AREA s VOL c ACCUM. VOL cf.
?26 4514 ©? 4510 0 0 0
327 12686'00 12686 8598 8598 8598
328 2== 00 .:: 25233 18960 18960 27558
329 21W.: ? 44312 34773 34773 62330
33Q 68834,00 68834 56573 56573 118903
1331 96754.00 96754 82794 82794 201697

REQUIRED BASIN VOL. (1800xDA) = 19,800 cf.
DETERMINE ELEV. OF SEDIMENT STORAGE ELEV. VOLUME (cf
BASED ON REQUIRED BASIN VOLUME: 327 8598
X 19800 X= 327.59
328 27557.5 Z= 1.59
REQUIRED SURFACE AREA (435xQlo) = 19,345 Sq.Ft.
DETERMINE ELEV. OF SEDIMENT STORAGE: ELEV. AREA (so
BASED ON REQUIRED SURFACE AREA: 327 12686
X 19345 X= 327.53
328 25233 Z= 1.53
Z= 1.59
DESIGN ELEVATION OF SEDIMENT STORAGE : USE ... .
RISER DESIGN: DETERMINE HEA D ON RISER FOR VARIOUS SIZE PIPES
Hr=[Qp / Cw x 3.14 x (D/1 2)12'3 WHERE: Qp= 44.47 cfs
Cw= 3.3> WEIR COEFF.
RISER DIA. HEAD (Hr) D= PIPE DIA. (in.)
15 in. 2.28 ft.
18 in. 2.01 ft.
24 in. 1.66 ft.
30 in. 1.43 ft.
36 in. 1.27 ft.
42 in. 1.15 ft.
48 in. 1.05 ft.
54 in. 0.97 ft. NOTE: MAX. HEAD ALLOWED
60 in. 0.90 ft.
USE 54 ; in. RISER, Hr= 0.97 ft. Qr= 44.47 cfs
1 RISER(S)
TEMPORARY SEDIMENT BASIN PRE

Q = Cd x A x (2GHb) Ds .......................
.......................
WHERE: Cd X59
A= PIPE AREA (sf.)
Hb= "Z" + " Hr"-DIA./2
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 cfs
42 in. 2.22 ft. 67.85 cfs
48 in. 1.97 ft. 83.48 cfs
USE 36 in. BARREL, Qb= 5258 cfs
1. BARREL(S)
ANTISEEP COLLAR: COLLAR SIZE = BARREL DIA. + 1.5 + 1.5'
6 ft.
ANTIFLOTATION BLOCK:
BASIN DEWATERING:
VOL. OF DISPLACED WATER= RISER HEIGHT x RISER AREA
= Z x 3.14 x (D/2)2 WHERE: Z= 3.00 ft.
= 47.71 cf. D= 4.50 ft.
WEIGHT OF DISPLACED WATER= VOL x 62.4 lb/cf
2977 lb.
WEIGHT OF CONCRETE REQUIRED = 1.1 x 2977
= 3275 lb.
REQ'D THICKNESS OF CONC. BLOCK = WT / (LENGTH)(VVIDTH)(150 Ib/cf - 62.4lb/cf)
BLOCK SIZE THICKNESS
5.00 ft. sq. 1.50 ft.
5.50 ft. sq. 1.24 ft.
6.00 ft. sq. 1.04 ft.
6.50 ft. sq. 0.88 ft.
7.00 ft. sq. 0.76 ft.
...................
USE ::.: > ft. SQUARE BLOCK, 12 in. THICK
..................
...................
Q=cA(2gH)A1 /2
Skimmer Size= "
Amount of Skimmers=
Constant head= 4 "
Coefficient=
:::::..............
QD= 0.2425 cfs
Z elevation= 329.00
Drawdown time= 71.40 Hrs
Drawdown per hour= 0.04 feet
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TEMPORARY SEDIMENT BASIN PRE
PROJECT NAME: Pllot .. PaY3c BY. Tristan Teasley'
COUNTY: ?rtRlEn DATE: 9/9/2009
PROJECT NUMBER: 3043;:., REV: .
EMERGENCY SPILLWAY: DESIGN FLOW: Qe=Quo-Qp
Qio= CcIjoA WHERE: Cc 0.57 COMPOSITE C
Q10= . 44.47 cfs Im 707 `in/hr(10YRSTORM)
A= 11.00 ac.
Qp= FLOW THRU THE PRINCIPLE STUCTURE
RISER CAPACITY= 44.47 cfs
BARREL CAP.= 52.58 cfs RISER CONTROLS
Qp= 44.47 cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe= 0.00 cfs SPILLWAY NOT REQUIRED
TEMPORARY SEDIMENT BASIN PRE SUMMARY

RISER
DIA. (IN.) BARREL
DIA.(IN.) BARREL
SLOPE(%) D
(in.) S
(ft.) Y
M) H
(ft.) Z
(ft.) L
(ft.) STORAGE
RECD(cf.)
54 36 E3;5f> 12 6.50 4.97 3.97 3.00 N1A 19800
TEMPORARY SEDIMENT BASIN Post
............... .

PROJECT NAME: .

;Plot 16bs Park

.
.: .
BY: ;TrFStar1 FeaStey ,;. ;. .
COUNTY: %ranMin ' .
. DATE s/9l20W
PROJECT NUMBER: 3043 .. ..
. REV
THE SEDIMENT BAS IN IS DESIGNED IN ACCORDANCE WITH THE N .C. SEDI MENT AND EROSION CONTROL
MANUAL, SECTION 6.61 AND SECTION 8.07.
DRAINAGE AREA= 11 43 ac. DENUDED AREA- 11.43 ac.
PEAK FLOW: 02 = Cc12A WHERE: 12= 5.12 in/hr (2yr)
Q2 = 33.42 cfs ho : 7.07 In/hr (10yr)
125 7.94 in/hr (25yr)
Qio= CcltoA A >"0.00 ac. Woods C= 0.25
Qio= 46.14 cfs A=:.. 0.00 ac. Grass C= 0.30
A= 1D,83 ...' -ac. BARE SOIL C= 0.55
Q25 = CchoA A= 0.00 ac. offsite C= 0.55
Q25 = 51.82 cfs A= ' 0.60 ac. Buildg/pavt C= 0.95
A= 11.43 ac. TOTAL DRAINAGE AREA
Cc= 0.57 COMPOSITE C
BASIN STAGE/ STORAGE: DWG. SCALE: V= 1; (NOTE: MAX FILL HEIGHT= 15')
ELEV. PLANIMETER READING AREA s AVG. AREA s VOL c ACCUM. VOL cf.
326 522900:> ; < 5229 0 0 0
323: t7688ifl0::'r:=
. 17698 11464 11464 11464
19332 18515 18515 29979
328' 21A23>i)0;., 21023 20178 20178 50156
33Q. 22771(10 22771 21897 21897 72053
............ . .
24575
23673
23673
95726

REQUIRED BASIN VOL. (1800xDA) =
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
20,072 Sq.Ft.
ELEV. AREA (sf)
328 19332
X 20072
329 21023
X= 327.49
Z= 1.49
X= 328.44
Z= 2.44
Z= 2.44
..............................
.............................
.........................
DESIGN ELEVATION OF SEDIMENT STORAGE: USE Z=:3;Q0 :::::::::<:?:;:
RISER DESIGN: DETERMINE HEAD ON RISER FOR VARIOUS SIZE PIPES
Hr=[Qp / Cw x 3.14 x (D/1 2)]' WHERE: Qp= 46.14 cfs
Cw=,__ 1.3 WEIR COEFF.
.....................
....................
RISER DIA. ....
HEAD (Hr) D= PIPE DIA. (in.)
15 in. 2.33 ft.
18 in. 2.06 ft.
24 in. 1.70 ft.
30 in. 1.47 ft.
36 in. 1.30 ft.
42 in. 1.17 ft.
48 in. 1.07 ft.
54 in. 0.99 ft. NOTE: MAX. HEAD ALLOWED
60 in. 0.93 ft.
USE 54" in. RISER, Hr= 0.99 ft. Qr= 46.14 cfs
1 RISER(S)
' TEMPORARY SEDIMENT BASIN Post

PROJECT NAME:
COUNTY: Pibt Lions Pack
Franklin BY: Tristan Teas Eeq ::
DATE: 9/9/2009
PROJECT NUMBER: 3043. REV: _.. ;!
BARREL DESIGN: DETERMINE THE REQUIRED BARREL SIZE
Q = Cd x A x (2GHb) 05 WHERE: Cd 0 59
' A= PIPE AREA (sf.)
Hb= "Z'+ "Hr"-DIA.12
BARREL DIA. HEAD (Hb) DISCHARGE
' 15 in. 3.37 ft. 10.66 cis
18 in. 3.24 ft. 15.07 cis
24 in. 2.99 ft. 25.73 cfs
30 in. 2.74 ft. 38.49 cfs
36 in. 2.49 ft. 52.84 cis
42 in. 2.24 ft. 68.22 cfs
48 in. 1.99 ft.
.............. 83.99 cis
' USE 36 in. BARREL,
1 BARREL(S) Qb= 52.84 cis
ANTISEEP COLLAR: COLLAR SIZE = BARREL DIA. + 1.5'+ 1.5'
= 6 ft.
ANTIFLOTATION BLOCK:
VOL. OF DISPLACED WATER= RISER HEIGHT x RI SER AREA
= Z x 3.14 x (D/2)2 WHERE: Z= 3.00 ft.
= 47.71 cf. D= 4.50 ft.
WEIGHT OF DISPLACED WATER= VOL x 62.4 Ib/cf
2977 lb.
WEIGHT OF CONCRETE REQUIRED = 1.1 x 2977
= 3275 lb.
REQ'D THICKNESS OF CONC. BLOCK= WTI (LENGTH)(WIDTH)(150 Ib/cf - 62.4lb/cf)
BLOCK SIZE THICKNESS
5.00 ft. sq. 1.50 ft.
' 5.50 ft. sq. 1.24 ft.
6.00 ft. sq. 1.04 ft.
6.50 ft. sq. 0.88 ft.
7.00 ft. sq. 0.76 ft.
USEtz0_''.SQUARE BLOCK, 12 in. THICK
BASIN DEWATERING:
Q=cA(2gH)^1/2
' Skimmer Size= 4,0"
Amount of Skimmers= 1.'
Constant head= 4 "
Coefficient= Or
' Qo= 0.2425 cfs
Z elevation= 329.00
Drawdown time= 57.45 Hrs
' Drawdown per hour= 0.05 feet

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TEMPORARY SEDIMENT BASIN Post
PROJECT NAME: ;Pilot Dons Park BY Tnsta13 TeasEey
COUNTY: Franklin DATE 004009
PROJECT NUMBER: 3043 REV i
EMERGENCY SPILLWAY: DESIGN FLOW: Qe=010-Qp
Q10= Cc110A WHERE: Cc= 0.57 COMPOSITE C
010= 46.14 cfs 170= 7.07 h1hr (10 YR STORM)
A= 11.43 ac.
Qp= FLOW THRU THE PRINCIPLE STUCTURE
RISER CAPACITY= 46.14 cfs
BARREL CAP.= 52.84 cfs RISER CONTROLS
Qp= 46.14 . cfs
FLOW TO BE DISCHARGED BY EMERGENCY SPILLWAY
Qe= 0.00 cfs SPILLWAY NOT REQUIRED
TEMPORARY SEDIMENT BASIN Post SUMMARY

RISER
DIA. (IN.) BARREL
DIAJIN.) BARREL
SLOPE (%) D
(in.) S
(ft.) Y
(ft,) H
(ft.) Z
(ft.) L
(ft.) STORAGE
REQ'D (cf.)
54 36 t1+ru0 12 6.50 4.99 3.99 3.00 NSA 20574
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RIP RAP OUTLET PROTECTION
PROJECT NAME: Pilot Lions BY: TMT
PROJECT NUMBER: 3043 DATE: 8-Sep-09
REV: 1/12/10
DESIGN OF RIP RAP OUTLET PROTECTION IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION
CONTROL MANUAL. ASSUME TAILWATER DEPTH < 0.5 Do
RIP RAP GRADATION PER NCDOT SPECIFICATIONS
RIP RAP MINIMUM MIDRANGE MAXIMUM
CLASS (IN) (IN) (IN)
A 2 4 6
B 5 8 12
1 5 10 17
2 9 14 23
EW # 2 USE CLASS B RIP RAP
DISCHARGE (Q)= 4.59 cfs d5o= 8 in.
PIPE DIA. (Do)= 1.50 ft. dmAx= 12 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.0 ft. APRON THICKNESS= 1.5 x dmAx
WIDTH W=Do + La= 1.50 + 10.0 = 11.50 ft. APRON THICKNESS= 18.0 in.
d5o= 0:50 ft. = 6.00 in Velocity= 4.42 ft/sec.
MIN. HEIGHT OF RIP RA P @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 12 in
SIDE SLOPE OF RIP RAP APRON (M)= 3" H:1V
FES # 7 USE CLASS B RIP RAP
DISCHARGE (Q)= 14.79 cfs d5o= 8 in.
PIPE DIA. (Do)= 2.00 ft. dmAx= 12 in.
FROM FIGURE 8.06A
LENGTH (La)= 13.0 ft. APRON THICKNESS= 1.5 x dmAx
WIDTH W=Do + La= 2.00 + 13.0 = 15.00 ft. APRON THICKNESS= 18.0 in.
d50= 0.50.. ft. = 6.00 in Velocity= 5.78 ft/sec.
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 16 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 HAV
FES# 13 USE CLASS B RIP RAP
DISCHARGE (Q)= 2.34 cfs d5o= 8 in.
PIPE DIA. (Do)= 1.25 ft. dMax= 12 in.
FROM FIGURE 8.06A
LENGTH (La)= 10.0 ft. APRON THICKNESS= 1.5 x dM„x
WIDTH W=Do + La= 1.25 + 10.0 = 11.25 ft. APRON THICKNESS= 18.0 in.
d5o= 0:50 ft. = 6.00 in Velocity= 4.91 ft/sec, -
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 HAV
Page 1 of 2
SUMMARY vF RESULTS
RIP RAP APRON SCHFni11 F
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 11725 10.00 10.00 3
3 0
Outlet W a Do + La 40 ?i
pipe
'i
diameter (Do) T
t a
La $0 a- i It
f water 0.5DO
7E} frr ?i I
50
g
50
_a 4 4
r?
;, ) tT fll? ?Il,h.
tz'
3 1,
t° 1 k
,5 r 3
.a -4-
20 a a ?,, .
4-
i ' ...m.--
A-JII
10 t it?? 3 - c?
0 {} 2
s
i! i{ t I lil f ?1 ii?l I tl t o ?' t o
is t ? h 1 r f v ? ? ' ? (. ?t t ">
t C' S 1
?If
s
I FL
SIR
_r, 717
3 5 10 20 50 100 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated.
Figure M6a Design of outlet protection protection from a round pipe flowing toll, minimum tailwater condition (7w < D.$ diameter).
Page 2 of 2

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,NotthAmericaq.Green-ECMDSVersion 4.3 9/10/2009 11:1TAM.COMPUTEDDY: TMT
PROJECT NAMEPBot Lions Park ;PROJECT NO.: 3043
FROM STAT)ONLRE, C. : Swale #1A 0 STATION/REACH: Swale WA rDRA4NAGEAREA: 0,56Aa E$10N FREQUENLY; 10Yr. ..
HYDRAUUC RESULTS
Discharge Peak Flow IVS75(n-0055)
ekicdy [fps) Area (sgft) Hydrauk Nomml
ds Periodll_uzl Radus It Depth ft
23 120 1.59 1.45 0.30 0.44
S-0.0170
1 ,Widlh?o200ft
UNER RESULTS
Not to Scale

Reach Matting Type
StabilityAnalysis Vegetation Characteristics
Permissible
Calmialed
SafetyFad.
Remarks
Staple Pattern Phase Class Type Density Shear Stress
(Aso Shear Stress
(pso
Straight S75 Umegetaled 1.55 046 3.35 STA9LE
Staple D
Backlo Input Scra,

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
*****************************************************************************
PROJECT NAME: Pilot Lions Park PROJECT NO.: 3043
COMPUTED BY: TMT DATE: 9/10/2009
FROM STATION/REACH: Swale #lA TO STATION/REACH: Swale #lA
DRAINAGE AREA: 0.56 Ac. DESIGN FREQUENCY: 10 Yr.
*****************************************************************************
INPUT PARAMETERS
*****************************************************************************
Channel Discharge
Peak Flow Period
Channel-Slope
Channel.Bottom Width
Left Side Slope
Right Side Slope
2.3 cfs (.07 mA3/s)
12 hours
0.017 ft/ft (0.017 m/m)
2.0 ft (.61 m)
3:1
3:1
Channel Lining : S75 Staple D
Permi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
*****************************************************************************
CALCULATIONS
*****************************************************************************
Initial Depth Estimate = 0.16 * (2.3 /(0.017A0.5))A0.375 = 0.47 ft (.14 m)
Final Channel Depth (after 7 iterations) _ .44 ft (0.13 m)
Flow Area = (2.0 * 0.4)+(0.5 *0.44A2 * (3.0+3.0)) = 1.4 sq. ft (0.1 mA2)
Wet Per. =2.0 +(0.4*(((3.0A2)+1)A.5 +((3.0A2)+1)A.5)) = 4.8 ft (1.5 m)
Hydraulic Radius = (1.4 / 4.8) = 0.3 ft (0.1 m)
Channel Velocity =(1.486/0.055)*(0.3A0.667)*(0.017A.5) = 1.6 fps (0.5 m/s)
Channel Effective Manning's Roughness = 0.05 5
Calculated Shear (Td) = 62.4 * 0.44 * 0.017 = 0.46 psf (22.2 Pa)
Safety Factor = (Tp/Td) _ (1.55 /0.46) = 3.35

11

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rNRoOh JAECmT erNcAan MGE:r. LP-4o-tECMDSVwsion4,3 9/10/209
Lions Park 11:12 AM COMPUTEDBY; TMT
,PROJECT NO.: 3043
FROMSTATIONMEACH: Swale #1B TOSTATION/REACH: Sw4le#1B DRAINAGE AREA, N/A ESIGNFREQUENCY: _10Yr,
HYDRAULIC RESULTS
Discharge Mrelocity bsJ Area (sq.It) Hydraulic 575 fn-110.42)
efs Radom f1 1.84 5.54 0.63 1.07
S - 0.0050
JI
Bottom
1 o width - 2.001t 3.0 1
LINER RESULTS
Not to Scale

Reach Matting Type
Stability Analyse Vegetation Characteristics
Peroissble
Cakulaled
Safety Fact.
Remarks
Staple Pattern Phase Class Type Density Shear Stress
Ipsl) Shear Suess
fps1)
Straight S75 Umegetated 1.55 a33 4.66 STABLE
Staple D
Back to Irput Scree

11

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: Pilot Lions Park PROJECT NO.: 3043
COMPUTED BY: TMT DATE: 9/10/2009
FROM STATION/REACH: Swale #1B TO STATION/REACH: Swale #1B
DRAINAGE AREA: N/A DESIGN FREQUENCY: 10 Yr.
*****************************************************************************
INPUT PARAMETERS
*****************************************************************************
Channel Discharge
Peak Flow Period
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
10.2 cfs (.29 mA3/s)
12 hours
0.005 ft/ft (0.005 m/m)
2.0 ft (.61 m)
3.1
3.1
Channel Lining : S75 Staple D
Permi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
*****************************************************************************
CALCULATIONS
*****************************************************************************
Initial Depth Estimate = 0.16 * (10.2 /(0.005A0.5))A0.375
Final Channel Depth (after 7 iterations)
Flow Area = (2.0 * 1.1)+(0.5 *1.07A2 * (3.0+3.0))
Net Per. =2.0 +(1.1*(((3 OA 2) +,)A.5 +((3 OA 2) +,)A.5))
Hydraulic Radius = (5.5 / 8.7)
Channel Velocity =(1.486/0.042)*(0.6A0.667)*(0.005A.5)
Channel Effective Manning's Roughness
Calculated Shear (Td) = 62.4 * 1.07 * 0.005
Safety Factor = (Tp/Td) = (1.55 /0.33)
1.03 ft (.31 m)
1.07 ft (0.33 m)
5.5 sq.ft (0.5 m"2)
8.7 ft (2.7 m)
0.6 ft (0.2 m)
1.8 fps (0.6 m/s)
= 0.042
= 0.33 psf (15.9 Pa)
= 4.66

L-

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North American Green - ECMDS Version 4.3
PROJECT, NAME: PW Lions Park
VFR M STATIDN/REACH; Swab #1C Tq STATI01
HYDRAUUC F T
Discharge Peak Flow Vebap(fpaJ Area (sq.flj
cfs Period rs
25.4 12.0 3.23 7.67
LINER RESULTS
.9/1012009 11:13AM COMPUTED BY; TMT
OJECT NO.: 3043
VREACH: Swale #1C I RAINAGEAREA. NIA ESIGN.FREQUENCY;. 10Yr
Hydtaufic Normalt S75(n-0.0361
R
Q76 1 1It D 3 f
0.7.32
S -0.0090
1 •V Kth-ZOO It 3D1
Not to Scale

Reach Matting Type
StatHBy Analyses Vegetation Chmaderiatics
Pmrrissible
Cal?vlated
Safety Fades
Ramada:
Staple Pattern Phase Class Type Dens4y Shear Sri=
(A Shear Stress
(PrR
Shaight S75 Unvegetated 1.55 0.74 209 STABLE
Staple D
Back to Input Sane

F
[NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
[NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
*****************************************************************************
PROJECT NAME: Pilot Lions Park
COMPUTED BY: TMT
FROM STATION/REACH: Swale #1C
DRAINAGE AREA: N/A
PROJECT NO.: 3043
DATE: 9/10/2009
TO STATION/REACH: Swale #1C
DESIGN FREQUENCY: 10 Yr.
*****************************************************************************
INPUT PARAMETERS
*****************************************************************************
Channel Discharge
Peak Flow Period
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
25.4 cfs (.72 m-3/s)
12 hours
0.009 ft/ft (0.009 m/m)
2.0 ft (.G1 m)
3:1
3:1
Channel Lining : S75 Staple D
Permi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
*****************************************************************************
CALCULATIONS
Initial Depth Estimate = 0.16 * (25.4 /(0.009A0.5))A0.375
Final Channel Depth (after 7 iterations)
Flow Area = (2.0 * 1.3)+(0.5 *1.32A2 * (3.0+3.0))
Wet Per. =2.0 +(1.3*(((3.0A2)+1)A.5 +((3 OA 2)+l)A.5))
Hydraulic Radius = (7.9 / 10.4)
Channel Velocity =(1.486/0.036)*(0.8A0.667)*(0.009A.5)
Channel Effective Manning's Roughness
Calculated Shear (Td) = 62.4 * 1.32 * 0.009
Safety Factor = (Tp/Td) = (1.55 /0.74)
11
= 1.30 ft (.40 m)
1.32 ft (0.40 m)
7.9 sq.ft (0.7 m"2)
10.4 ft (3.2 m).
0.8 ft (0.2 m)
3.2 fps (1.0 m/s)

1

iI
1
0
= 0.036 '
= 0.74 psf (35.5 Pa)
= 2.09
1
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1
HYDRAULIC RESULTS
- Discharge Peek Fbw elo* (fps Area (s,Il) Hydaidc Normal
[cfe] Period(hrs] Radusfftl DeothlRl
9.3 120 283 3.29 048 0.77
LINER RESULTS
S75 [n-01 1
S - 00230
1 1Vldtht-0011 1
Not to Scale

Reach Matting Type
t&'Ry Analysis Vegetation Characteristics
Permissible
Calculated
Safety Facto
Remarks
Staple Patton Phase Class Type Density Shear Stress
;t!Q Shear Stress
(pso
Straight S75 Umegetated 1.55 1.10 1.41 STABLE
Staple D
.,BecYr to Input ?: ?_?„?

1
NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
\TORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
JSER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS

?ROJECT NAME: Pilot Lions Park PROJECT NO.: 3043

?OMPUTED BY: TMT DATE: 9/10/2009 '
FROM STATION/REACH: Swale #2 TO STATION/REACH: Swale #2
DRAINAGE AREA: 5.30 Ac. DESIGN FREQUENCY: 10 Yr. '

INPUT PARAMETERS

?hannel Discharge : 9.3 cfs (.26 mA3/s)
?eak Flow Period : 12 hours

?hannel Slope : 0.023 ft/ft (0.023 m/m) ,
"-hannel Bottom Width : 2.0 ft (.61 m)
,eft Side Slope : 3:1
tight Side Slope : 3:1 '
-"hannel Lining : S75 Staple D
?ermi. Shear(Tp) :1.55 psf (74.2 Pa)

Phase = 0 '
CALCULATIONS '

Cnitial Depth Estimate = 0.16 * (9.3 /(0.023A0.5))A0.375 = 0.75 ft (.23 m)

Final Channel Depth (after 6 iterations) =
.77 ft (0.23 m) '
?low Area = (2.0 * 0.8)+(0.5 *0.77A2 * (3.0+3.0)) = 3.3 sq.ft (0.3 MA
2)
Vet Per. =2.0 +(0.8*(((3.0A2)+1)A.5 +((3.OA2)+1)A.5)) = 6.8 ft (2.1 m)

iydraulic Radius = (3.3 / 6.8) =
0.5 ft (0.1 m) '
?hannel Velocity =(1.486/0.049)*(0.5A0.667)*(0.023A.5) = 2.8 fps (0.9 m/s)
?hannel Effective Manning's Roughness = 0.049 '
-alculated Shear (Td) = 62.4 * 0.77 * 0.023 = 1.10 psf (52.6 Pa)
Safety Factor = (Tp/Td) = (1.55 /1.10) = 1.41
1

l

North AmericanGteen•ECMDSVersion4.3 _ 1nB/2010. 04MPM. MPUTEDBY; TMT
957jECTNAME__.P1gtUomPatk OJECTN0.:304?A_
FBDMSTATION1flEAgi: $.wab.p3 TO STATION/REACH Swale at3_ DRAINAGEAREA; N/p DESIGNPREQUENLY; TO Yea
HYDRAULIC RESULTS
Discharge Peak Fbw Velo*,lps Area(sq.0( Hydraulic Normal S75 (nom
cfs Period s R ft D th 0
9.0 120 249 7.62 0.47 0.52
S -0.0230
Bottom
1 'Width -13.00 R 1
LINER RESULTS
Not to Scale

Reach Mattirg Type
Stability Analysis Vegetation Charoclernlics
Permissbe
Calculated
Safety Fads
Remarks
Staple Pattern Phase Dens Type Density Shear Stress
(psfl Shear Strout
f -n
Straight S75 Unvegetated 1.55 0.75 206 STABLE
Staple D
Back lol?,$dec

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS ,
*****************************************************************************
PROJECT NAME: Pilot Lions Park PROJECT NO.: 3043A
COMPUTED BY: TMT DATE: 1/18/2010
FROM STATION/REACH: Swale #3 TO STATION/REACH: Swale #3
DRAINAGE AREA: N/A DESIGN FREQUENCY: 10 Year '
*****************************************************************************
INPUT PARAMETERS '
*****************************************************************************
Channel Discharge 19.0 cfs (.54 mA3/s)
Peak Flow Period 12 hours '
Channel Slope 0.023 ft/ft (0.023 m/m)
Channel Bottom Width 13.0 ft (3.96 m)
Left Side Slope 3:1
Right Side Slope 3:1 '
Channel Lining : S75 Staple D
Permi. Shear(Tp) :1.55 psf (74.2 Pa) '
Phase = 0
CALCULATIONS
Initial Depth Estimate = 0.16 * (19.0 /(0.023A0.5))A0.375 = 0.98 ft (.30 m) '
Final Channel Depth (after 9 iterations) _ .52 ft (0.16 m)
Flow Area = (13.0 * 0.5)+(0.5 *0.52A2 * (3.0+3.0)) = 7.6 sq.ft (0.7 mA2)
Wet Per. =13.0 + (0. 5* (((3 . 0A2) +1) A . 5 +((3 . 0A2) +1) . 5) ) = 16.3 ft (5.0 m) '
Hydraulic Radius = (7.6 / 16.3) = 0.5 ft (0.1 m)
Channel Velocity =(1.486/0.054)*(0.5A0.667)*(0.023A.5) = 2.5 fps (0.8 m/s)
Channel Effective Manning's Roughness = 0.054 ,
Calculated Shear (Td) = 62.4 * 0.52 * 0.023 = 0.75 psf (36.0 Pa)
Safety Factor = (Tp/Td) = (1.55 /0.75) = 2.06
n

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onhAmedcanGreen -ENDS Version 4.3 ... 1/18/2110...4;35PMCOMPUTEDBY; TMT
OJECTNAME:..Plot Lions _Park PROJECT NO.:3043A _-
FROMSTATION/HEACH; Svtale#34 TO STATION/REACH; Swale #3A RAINAGEAREAc N/A DESIGN FREQUENCY: 10Yeat
WDRAULIC RESULTS
D'achmge Peck Flow eba'ty (Fps Area (syft) Hyd4h Normal S75(n-0.052)
cls Period s Radu ft) Depth ft
h9.0 120 1.97 9.66 0.57 0.65
S . 0.0100
Bottom
1 Width?13.00ft1
LINER RESULTS
Not to Scale

Reach Mattfrg Type
tabiity Analysis Vegetation Characteristics
Permissible
Cabulaled
Safely Factor
Remarks
Staple Pattern Phase Class Type Densely Shear Stress
(pd) Shear Stress
(psQ
Straight S75 Urwegetated 1.55 0.40 3.84 STABLE
Staple D
Back to lrquFSaee

NORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
NORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
*****************************************************************************
PROJECT NAME: Pilot Lions Park
COMPUTED BY: TMT
FROM STATION/REACH: Swale #3A
DRAINAGE AREA: N/A
PROJECT NO.: 3043A
DATE: 1/18/2010
TO STATION/REACH: Swale #3A
DESIGN FREQUENCY: 10 Year
*****************************************************************************
INPUT PARAMETERS
*****************************************************************************
Channel Discharge
Peak Flow Period
Channel Slope
Channel Bottom Width
Left Side Slope
Right Side Slope
19.0 cfs (.54 MA3/s)
12 hours
0.01 ft/ft (0.01 m/m)
13.0 ft (3.96 m)
3:1
3:1
Channel Lining : S75 Staple D
Permi. Shear(Tp) :1.55 psf (74.2 Pa)
Phase = 0
*****************************************************************************
CALCULATIONS
*****************************************************************************
Initial Depth Estimate = 0.16 * (19.0 /(0.010A0.5))A0.375
Final Channel Depth (after 9 iterations)
Flow Area = (13.0 * 0.6)+(0.5 *0.65"2 * (3.0+3.0))
Wet Per. =13.0 +(0.6* (((3.OA2)+1)".5 +((3.OA2)+1) A.5) )
Hydraulic Radius = (9.7 / 17.1)
Channel Velocity =(1.486/0.052)*(0.6A0.667)*(0.010A.5)
Channel Effective Manning's Roughness
Calculated Shear (Td) = 62.4 * 0.65 * 0.010
Safety Factor = (Tp/Td) = (1.55 /0.40)
11
1.14 ft (.35 m)
_ .65 ft (0.20 m)
9.7 sq.ft (0.9 MA2)
17.1 ft (5.2 m)
0.6 ft (0.2 m)
2.0 fps (0.6 m/s)
= 0.052
= 0.40 psf (19.3 Pa)
= 3.84

7L

r

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

0

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1/b/Lulu Precipitation Frequency Data server
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 k
North Carolina 35.8883 N 781675 W 298 feet
from "Precipitation-Frequency Atlas ofthe United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
' NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed Jan 6 2010
Confidence Limits' Seasonality Location` Maps C Other Info GIS data Maps Docs Return to State map

1
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1

n

Precipitation Frequency Estimates (inches)
?* 5 10 15 30 60 120 10 20 30 45 60
(1-in-
min
min
min
min
min
min 3 hr Ej 12 hr 24 hr 4 4 day 7 day

0.43
F T1
0.68
0.86
1.18 1.49
1.74
1.85
2.22 2.61
3.16
3465 4.09
4.73 5.38 7.18 8.88
11.24
13.44
0.51 0.82 1.04 1.47 1.89 2.24 2.38 2.86 3.38 4.26 4.88 5.41 6.19 6.94 9.11 11.08 13.80 16.33
10 0.59
25 0.66 0.94 1.19
1.05 1.34 1.73 2.25
1.98 2.64 2.71
3.23 2.90
3.49 3.49
4.22 4.15
5.05 5.06
6.17 5.78
6_99 6.36
7.64 7.23
8.61 8.02 10.42 12.54 15.46
9.44 12.15 14.39 17.52 18.15
20.38
50 0.72 1.15 1.45 2.19 2.97 3.70 4.05 4.90 5.91 7.06 7.97 18.66 9.70 10.54 13.47 15.77 19.04 21.99
100 0.77 1.23 1.55 2.38 3.28 4.16 4.59 5.58 6.78 8.01 9.01 973 V 10.83 11.68 14.81 17.16 2054 .23.56
200 0.82
500 0.87 1.30
1.38 1.64
1.74 2.56 3.59
2.77 3.98 4.64 5.17
5.27 5.95 6.32
7.32 7.73 9.03
9.04 10.51 10.12 10.86
11.71 12.48 12.03
13.70 12.86 16.21 18.56 22.04 25.11
14.51 18.12 20.46 24.03 27.14

1000 0.93 1.46 1.83 2.97 4.34 5.86 6.71 8.29 10.33 11.74 13.03 ] 13.80 15.06 15.83 19.64 21.92 25.55 28.67

- i nese precipitation frequency estimates are basea on an annual maxima series. AEPis the Annual Exceedance Probability.
Please refer to NOAA Atlas 14 Documentfor more information. NOTE: Formatting forces estimates near zero to appear as zero.
' "These precipitation frequency estimates are based on an annual maxima series. AEPis the Annual Exceedance Probability.
lease refer to NOAAAbas 14 Document for more information. NOTE: Formatting prevents estimates nearzero to appear as zero.
* Lower bound of the 90% confidence interval
' Precipitation Frequency Estimates (inches)
'Aip (14n- l 71! 15 30 60 120 3 6 12 24 48 I 4 ?I 7 I D10
2
20 F3O 445 60
dipper.nws.noaa.gov/.../buildout.perl?t...
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
7(y) - 5 10 P15 E3O 6) g
Ph Ehr Ph Ph 4 7 10 30 60
min nin h
r day day day day day day day
0.47 0.75 0.94 1.30 1.63 1.91 2.05 [i-4 3.93 4.38 5.06 5.73 7.63 9.41 11.85 14.13
67 0.90 1.13 1.61 2.06 2.46 2.63 5.26 5.79 6.62 7.39 9.67 11.73 14.56 17.16
10 0.64 1.03 1.30 1.89 2.46 2.97 3.20 6.22 6.807.72 8.53 11.07 13.28 16.31 19.08
0.72 1.15 1.46 2.16 2.88 3.54 3.85 7.53 8.17 9.21 10.05 12.89 15.24 18.49 21.44
2550 0.79 1.251.59 2.39 3.24 4.05 4.45 5.37 8_58- 9.28 10.37 11.2414.3116.7120.09 23.15
100 0.84 1.34 1.70 2.60 3.58 4.55 5.04 6.11 7.39 8.64 9.71 10.44 11.61 12.47 15.76 18.21 21.71 24.83
200 0.90 1.42 1.80 2.803.92 5.08 5.68 6.90 8.419.76 10.94 11.68 12.91 13.76 17.28 19.74 23.34 26.51
500 0.96 1.52 1.91 3.04 4.36 5.77 6.54 8.00 9.84 11.39 12.72 13.46 14.77 15.58 19.39 21.81 25.53 28.74
1000 1.02 1.60 2.01 3.26 4.76 6.44 7.39 9.09 11.26 12.76 14.21 14.94 16.29 17.05 21.08 23.44 27.21 30.42
The upper bound of the confidence interval at90%confidence level is the value which 5% of the simulated quantile values for a aiven frAmiAnrvara eronfar thnn
5 2.87 3.41
3.15 3.72
4.60
3.84 4.55 5.46
4.63 5.53 6.65
6.45 7 .61
45 7.61
1/4
1/b/LULU
Precipitation Frequency Data Server
.,t
POINT PRECIPITATION 44
FREQUENCY ESTIMATES 41
FROM NOAH ATLAS 14 Irv '
North Carolina 35.8883 N 78.2675 W 298 feet
from "Precipitation-Frequency Atlas ofthe United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley '
NOAH, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Wed Jan 6 2010
Confidence Limits Seasonality Location Maps Other Info. GIS data Maps Docs Retum to State Map
Precipitation Intensity Estimates fin/hr)
10 15 30 60 120 10 20 30 45 60
(1? - 5 min min min min min min 33 hr 6 hr 12 hr 24 hr 48 hr 4 day 7 day

5.12 4.09 3.43 2.37 1.49 0.87 0.62 0.37 0.22 0.13 0.08 0.04 0.03 0.02 0.01 0.01 0.01 0.01
75 ? 6.13 4.91 4.14 2.94 1.89 1.12 0.79 0.48 0.28 0.18 0.10 0.06 0.04 0.03 0.02 0.02 0.01
-1 1 0.01
10 7.07 5.66 4.77 3.45 2.25 1.35 0.97 0.58 0.34 0.21 0.12 0.07 0.04 0.03 0.02 0.02 0.01 0.01
F 25 7.94 6.32 5.35 3.96 2.64 1.61 1.16 0.70 0.42 0.26 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01
50 8.65
100 9.27 6.88
7.37 5.81 4.38 2.97
6.21 4.76 3.28 1.85 1.35 0.82 0.49 0.29
2.08 1.53 0.93 0.56 0.33 0.17
0.19 0.09 0.06
0.10 0.06 0.04 0.03 0.02 0.02
0.05 0.03 0.02 0.02 0.02
0.02
200 9.86 7.81 6.57 5.12 3.59 2.32 1.72 1.05 0.64 0.38 0.21 0.11 0.07 0.05 0.03 0.03 0.02 0.02
500 10.49 8.30 6.96 5.54 3.98 2.63 1.98 1.22 0.75 0.44 0.24 0.13 0.08 0.06 0.04 0.03 0.02 0.02
1000 11.14 8.77 7.33 5.94 4.34 2.93 2.23 1.38 0.86 0.49 0.27 0.14 0.09 0.07 0.04 0.03 0.02 0.02

*These precipitation frequency estimates are based on an annual maxima series. AEPis the Annual Exceed ance Probability.
Please refer to NOAAAtias 14 Document for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
30
1-in- g
day day day day day day
[ hr hr hr hr [ hr day
5.60 4.48
F __1 3.75 2.59 1.63 0.96 0.68 0.41 0.24 0.14 0.08
- 0.05 0.03 0.02 0.02 0.01 0.01 0.01
?J 6.71 5.37 4.53 3.22 2.06 1.23 0.88
0.11 0.06
0.53 0.31 0.19
0.04
0.03 0.02 0.02 0.01 0.01
0.01 0.01
10 7.73 6.18 5.22 3.78 2.46 1.48 1.06 0.64 0.38 0.23 0.13 0.07 0.05 0.04 0.02 0.02 0.02 0.01
25 F86786 .91 5.84 4.33 2.88 1.77 1.28 0.77 0.46 0.28 0.16 0.09 0.05 0.04 0.03 0.02 0.02 0.01
50 9.45 7.53 6.35 4.78 [i.247] F37 1.48 0.90 0_54 0.32 0.18 0.10 0.06 0.05 0.03 0.02 0.02 0.02
100 10.14 8.05 6.78 5.20 3.58 2.28 1.68 1.02 0.61 0.36 0.20 0.11 0.07 0.05 FOOT] 0.03 0.02 0.02
200 10.78 8.55 7.19 5.60 3.92 2.54 1.89 1.15 0.70 0.41 0.23 0.12 0.08 0.06 0.04 0.03 0.02 0.02
500 11.50 9.10 7.63 6.07 4.36 2.88 2.18 1.34 0.82 0.47 0.26 0.14 0.09 0.06 0.04 0.03 0.02 0.02
1000 12.23 9.63 8.06 6.52 4.76 3.22 2.46 1.52 0.93 0.53 0.30 0.16 0.10 0.07 0.04 0.03 0.03 0.02
`The upper bound of the connaence mtervat atwyo connaence ievei is me vame wmcn o-/0 of me simwareu quanme vames Ni a y m ayuumy aju y--
-These precipitation frequency estimates are based on an annual maxima series. AEPis the Annual Exceedance Probability.
Please refer to NOAAAtias 14 Document for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
* Lower bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
UP** I I 1:0 15 30 60 120 [ 6 [12 24 7 48 ]I 7 F1O F20][30] F45 60
(1-in- s.. . I .,_ ?.. III ?... , di
pper. nws. noaa.gov/.../buildout.perl?t...
1

1

1

E
1
1/4
Storm Data Group Detailed Report: User Defined IDF Table - 1
Element Details
ID 15 Notes
Label User Defined IDF
Table - 1
Duration 2 Year 5 Year 10 Year 25 Year 50 Year 100 Year
(min) (in/hr) (in/hr) (in/hr) (in/hr) (in/hrl (fn/hr\
5.000 5.120 6.130 7.070 7.940 8.650 9.270
10.000 4.090 4.910 5.660 6.320 6.880 7.370
15.000 3.430 4.140 4.770 5.350 5.810 6.210
30.000 2.370 2.940 3.450 3.960 4.380 4.760
60.000 1.490 1.890 2.250 2.640 2.970 3.280
Library Status Summary
Synchronization Details
ID 15
Label User Defined OF Table - 1
Modified Date 9/15/2009 2:06:14 PM
M:\CALC U LATI O N S\Stormwater\Stor
Library Source m Drainage\StormCad\NC Area
IDFs.xml
Library Modified Date 8/26/2009 5:30:56 PM
Synchronization Status Synchronize to Library
Engineering Reference Guid c59285df-cec6-4619-b823-
cdf3bc4f71 a1
9.500 9.000 a.,
8.500 ?. ... _ mw.
8.000 ?. -.
?.
7.500 - .,? .,? ?a..,.,.-:....?,..» .... ??,,..?
7.000 u _. _ -
6.500 - ._.-
6.000 `
5.500 _ w..
5.000 r t ,
c I
.2 4.500
?.,...,. .. .?,.....,, _
4.000-
-
3.500-
.
I -.
3.000
2.500"-
I
2.000",
i
1.500
1.000--
6.000
6.000 12.000 18.000 24.000 30.000 36.000 42.000 48.000 54.000 60.000
Duration (rain)
Bentley Systems, Inc. Haestad Methods Solution Bentley StormCAD V8 XM Edition
3-Storm Design 7-9-09.stc Center [08.09.081.00]
27 Siemon Company Drive Suite 200 W Watertown,
5/2009 CT 06795 USA [phone] Page 1 of 1
Composite C Values
PROJECT NAME: Pilot Lions Park BY: TMT
PROJECT NUMBER: 3043 DATE: 9/22/09
REV: 1/12110
Cwoods= 0,25; CIMP,= 0.95
CLewn= 0.30` CG,11= 0.55
AREA Drainage Areas (Acres) I COMPOSITE
Woods Lawn Im erv. Gravel Total C
SWALE<#1A' 0.00 0.31 0:25 U.UO 0.55 U.bu
SWALE #1 B 0.00 4.92 0.30 0.00 5.22 0.34
S WALE #1 C 0.00 9.91 0.65 0.00 10.56 0.34
SWALE #2 0.00 4.78 0.52 0.00 5.30 0.36
SWALE #3 0.00 1.84 0.05 0.00 1.89 0.32
SWALE #3 * 0.46

TOTAL 0.00 16.53 1.22 0.00
* Note: Swale #3 using C-values from upstream.

Composite C Values (Swale #3 Composite)
PROJECT NAME: Pilot Lions Park BY: TMT
PROJECT NUMBER: 3043 DATE: 9/8/09
REV: 1/12110
,
Cwoods= 0.25 CImperv•= 0.95
Cram= 0.30 CGravel= 0,55
AREA Drainage Areas (Acres) COMPOSITE
Woods Lawn Imperv. Gravel Total C
wvHLt IFi
u.uu
1.754
U.W)
U.UU
1.89
DI3 0.00 1.05 0.40 0.00 1.45
DI `4 0.00 023 0.03 0.00 0.26
DI5 0.00 0.16 0.01 0.00 0.17
D16 0.00 0.10 0.03 0.00 0.13
DI 6A 0.00 0.21 0.06 0.00 0.27
DI8 0.00 0.18 0.06 0.00 0.24
DI9 0.00 0.10 0.02 0.00 0.12
DI 10 0.00 1.00 0.79 0.00 1.79
DI 11 " 0.00 0.46 0.51 0.00 0.97
TOTAL 0.00 5.33 1.96 0.00 7.29
0.32
0.48
0.38
0.34
0.45
0.44
0.46
0.41
0.59
0.64
0.46
Project Name: Pilot Lions Park
Project No.: 3043A
Sheet Title: DI-1
Calculated By: TMT
Date: 8/26/2009>
Post-developed Tc Calculation
SHEET FLOW
Segment ID:
Surface description (table 3-1):
Manning's roughness coeff., n:
Flow length, L (total L<300') (ft):
2yr 24 hour rainfall, P (in):
Land slope, s (ft/ft):
Tc= 0.007 (nQ "0.8 Tc (min.)=
P^0.5 x s^0.4
Total Sheet Flow Tc =
SHALLOW CONCENTRATED FLOW
14.1 0.0 0.0
14.1 min.
0.23 hr.
Segment ID: B
Paved or Unpaved Unpaved ` unpaved
Flow length, L (ft): 121.0
Watercourse slope, s (ft/ft): 04-16 0,000
4QQQ
Average velocity, V (ft/s) = 16.1345(s)^0.5: 2.02 0.01 0.01
TC= L / (3600xV) Tc (min.)= 1.0 0.0 0.0
Total Shallow Concentrated Flow Tc = 1.0 min.
0.02 hr.
CHANNEL FLOW
Segment ID:
Manning's Coefficient
Hydraulic Radius, R (ft) _ (A/Pw)
Cross Sectional Area, A (ft"2)
Wetted perimeter, Pw (ft)
Channel slope, s (ft/ft)
Velocity, V (ft/s): _ (1.49`rA(2/3)'`s^(0.5)/n
Flow length, L (ft):
Tc= L / (3600xV) Tc (min.)
Total Sheet Flow Tc =
0.00 0.00 0„ 40
1.00 1.00 1.00
0.00 0.00 0.00
ao0 0.00 0.00
0.000 0.000 0.000
90.00
14 14
90.00 1490.00
/X
OX0 /}
0.00 Q.40
0.0 0.0 0.0
0.0 min.
0.00 hr. =
Minutes
3043 TC-Calculator 8-26-09.xl:k 13 -
L 17

1

Project Name: Pilot Lions Park
' Project No.: 3043A
Sheet Title: DI-10
' Calculated By: TMT
Date: 8126/2009
' Post-developed Tc Calculation
' SHEET FLOW
Segment ID: A
1 Surface description (table 3-1): Grass
Manning's roughness coeff., n: 0.240
Flow length, L (total L<300') (ft): 100.0
' 2yr 24 hour rainfall, P (in): 316 0.00 ! 0.00
Land slope, s (ft/ft): 0,014 0.000" 0
Tc= 0.007 K) ^0.8 Tc (min )= 16.6 0.0 0.0
' P^0.5 x s^0.4
Total Sheet Flow TG = 16.6 min.
' 0.28 hr.
SHALLOW CONCENTRATED FLOW

Segment ID: B

t Paved or Unpaved Unpaved Unpaved
Flow length, L (ft): 104.0
Watercourse slope, s (ft/ft): 0.013 ; O:QOfl 0 D00
' Average velocity, V (ft/s) = 16.1345(s)"0.5: 1.80 0.01 0.01
TC= L / (3600xV) Tc (min.)= 1.0 0.0 0.0

' Total Shallow Concentrated Flow Tc = 1.0 min.
0
02 hr
.
.
CHANNEL FLOW
Segment ID:
Manning's Coefficient 0.00 0.00 0.00
Hydraulic Radius, R (ft) _ (A/Pw) 1.00 1.00 1.00

t Cross Sectional Area, A (ft^2)
Wetted perimeter
Pw
ft 0.00
0 0.00 0.00
,
(
) 0
0 p.00 0.00
Channel slope, s (ft/ft) 0.000 0.000 0.000
' Velocity, V (ft/s): = (1.49*rA(2/3)"'s^(0.5)/n 1490.00 1490.00 1490.00
Flow length, L (ft): 0.00 0,00 0.00
Tc= L / (3600xV) Tc (min.)= 0.0 0.0 0.0
Total Sheet Flow Tc = 0.0 min.
0.00 hr.
: Teat<T?c:..
...........
.... ::..:: ...............................

Minutes

3043_TC-Calculator 3-26-09.
E#
''D=1`0`'f??8??
Project Name: Pilot Lions Park
Project No.: 3043A
Sheet Title: SWALE #2
Calculated By: TMT
Date: 8/26/2009
Post-developed Tc Calculation
SHEET FLOW
Segment ID:
Surface description (table 3-1):
Manning's roughness coeff., n:
Flow length, L (total L<300') (ft):
2yr 24 hour rainfall, P (in):
Land slope, s (ft/ft):
Tc= 0.007 (nL) -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: g
Paved or Unpaved Unpaved
Flow length, L (ft): 533.0
Watercourse slope, s (ft/ft): 0.032 0.000 OAD0
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:
Manning's Coefficient
Hydraulic Radius, R (ft) _ (A/Pw)
Cross Sectional Area, A (ft^2)
Wetted perimeter, Pw (ft)
Channel slope, s (ft/ft)
Velocity, V (ft/s): _ (1.49*r^(2/3)'s"(0.5)/n
Flow length, L (ft):
Tc= L / (3600xV) Tc (min.)
Total Sheet Flow Tc =
C
0.03 0.00 0.00
0.90 1.00 1.00
111.25 0.00 0.00
12.49 0.00 0.00
0.023 0.000 0.000
6.98 1490.00 1490.00
286400 0.00 0.00
0.7 0.0 0.0
0.7 min.
0.01 hr. =
rt'da1'>fic path =G :3 Minutes
3043 TC-Calculator 8-26-09.x1s SWAL 1 lf°tb09
1
1
1
1
1
1
1
1
1
1
1
Project Name: Pilot Lions Park
Project No.: 3043A
Sheet Title: SWALE #3
Calculated By: TMT
' Date: .8/26/2009
Post-developed Tc Calculation
SHEET FLOW

Segment ID: A
' Surface description (table 3-1): Grass
Manning's roughness coeff., n: 0.240
Flow length, L (total L<300') (ft): 160.0
' 2yr 24 hour rainfall, P (in): 116 0.00 0.00
Land slope, s (ft/ft): Q 015 0.000 01000 I'
Tc= 0.007 (nQ ^0.8 Tc (min )= 16.1 0.0. 0.0".. ,
' P^0.5 x s^0.4
Total Sheet Flow Tc = 16.1 min.
0.27 hr.
SHALLOW CONCENTRATED FLOW
'
Segment ID. ,.g
Paved or Unpaved unpaved unpaved
' Flow length, L (ft): 116.0
Watercourse slope, s (ft/ft): O;ti22 0,000 0 oOQ.
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

Segment ID: C
I Manning's Coefficient 0.03 0.00 0 00
Hydraulic Radius, R (ft) _ (A/Pw) 0.90 1.00 1.00
Cross Sectional Area, A (ft^2)
Wetted perimeter
Pw (ft) 11.25 0.00 0.00
, 12.49 0.00 0.00
Channel slope, s (ft/ft) 0.152 0 "0 0>000

' Velocity, V (ft/s): = (1.49*r^(2/3)*s"(0.5)/n 18.06 1490.00 1490.00
Flow length, L (ft): 17100 0.00 0.00
TC= L / (3600xV) Tc (min.)= 0.0 0.0 0.0
' Total Sheet Flow Tc = 0.0 min.
0.00 hr.
g>
Minutes
3043_TC-Calculator 8-26-09.xls,` L' F: wftbOg
Project Name: Pilot Lions Park
Project No.: 3043A
Sheet Title: SWALE #1 B
Calculated By: TMT
Date: 8/26/2009
Post-developed Tc Calculation
SHEET FLOW
.

Segment ID: ....................................
.............................................
A
Surface description (table 3-1): Grass
Manning's roughness coeff., n: 0.240
Flow length, L (total L<300') (ft): 100.0
2yr 24 hour rainfall, P (in): 3!.44
Land slope, s (ft/ft): 0.016
Tc= 0.007 (nQ ^0.8 Tc (min.)= 15.4
P^0.5 x s^0.4
Total Sheet Flow Tc = 15.4 min.
0.26 hr.
SHALLOW CONCENTRATED FLOW
).00 0.00
.000 0.0.00
0.0 0.0

Segment ID:
B ........................................
Paved or Unpaved Unpaved Unpaved
Flow length, L (ft): 373.0
Watercourse slope, s (ft/ft): 0.019 ;0,000 0 000
Average velocity, V (ft/s) = 16.1345(s)^0.5: 2.21 0.01 0.01
TC= L / (3600xV) Tc (min.)= 2.8 0.0 0.0
Total Shallow Concentrated Flow Tc = 2.8 min.
0.05 hr.
CHANNEL FLOW
Segment ID:
Manning's Coefficient 0.03 0.00 0.00
Hydraulic Radius, R (ft) = (A/Pw) 0.90 1.00 1.00
Cross Sectional Area, A (ft^2) 11-25 0.00 4.00
Wetted perimeter, Pw (ft) 12.49 0100 0.00
Channel slope, s (ft/ft) 0.005 0.000 0.000
Velocity, V (ft/s): = (1.49*rA(2/3)`s^(0.5)/n 3.28 1490.00 1490.00
Flow length, L (ft): 321,00 000 0.00
TC= L / (3600xV) Tc (min.)= 1.6 0.0 0.0
Total Sheet Flow Tc = 1.6 min.
0.03 hr.
3043 - TC-Calculator 8-26-09.xls,

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

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
Segment ID:
Paved or Unpaved
Flow length, L (ft):
Watercourse slope, s (ft/ft):
Average velocity, V (ft/s) = 16.1345(s)^0.5:
TC= L / (3600xV) Tc (min.)=
Total Shallow Concentrated Flow Tc =
CHANNEL FLOW
1
1
1
Segment ID:
Manning's Coefficient
Hydraulic Radius, R (ft) _ (A/Pw)
Cross Sectional Area, A (ft^2)
Wetted perimeter, Pw (ft)
Channel slope, s (ft/ft)
Velocity, V (ft/s): _ (1.49*r"(2/3)*s^(0.5)/n
Flow length, L (ft):
Tc= L / (3600xV) Tc (min
Total Sheet Flow Tc =
0:240
100.0
3.44 0.00 0,00
0.020. 0.000
> 0 000 .'.
13.8 0.0 0.0
13.8 min.
0.23 hr.
B
Unpaved Unpaved
1125.0
0. M
0 OOQ
......... _ ....:.. ...:...........
2.30 0.01 0.01
8.1 0.0 0.0
8.1 min.
0.14 hr.
C
0.01 0.00 0-00
0.79 1.00 1.00
1.98 0.00 0.00
2.50 0.00 0.00
0,007 0.000 0:040
8.21 1490.00 1490.00
53.00 0700 0.00
0.1 0.0 0.0
0.1 min.
0.00 hr.
Minutes
3043_TC-Calculator 8-26-09.xis,

Summary of Time of Concentration(s)

Area
No.
Basin
Area
[Ac]
Tc
[Min] 10 Year
Rainfall
Intensity
[Ins/Hr] 2 Year
Rainfall
Intensity
[Ins/Hr]
DI-1 3.19 15.1 5002 3.42
DI-10 1.19 17.5 4.71 3.25
SWALE #2 5.30 16.3 4.85 3.34
SWALE #3 2.17 16.9 4.78 3.30
SWALE #1 B 5.22 19.9 4;44 3.08
SWALE #1C 10.56 22.0 4:23 2.94
All storm items N/A 5.0 7.07 5.12'
** All other inlets not listed use a minimum of 5 min. Time of Concentration
Table 3.1 Roughness Coefficients (Manning's n)
for Sheet Flow
Surface Description n
Smooth Surfaces
(concrete, asphalt, gravel, or bare soil) 0.011
Fallow (no residue) 0.05
Cultivated Soils
Residue cover <=20% 0.06
Residue cover >20% 0.17
Grass
Short grass prairie 0.15
Dense grasses 0.24
Bermudagrass 0.41
Range 0.13
Woods
Light underbrush 0.4
Dense underbrush 0.5
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' PROJECT NAME:
PROJECT NUMBER:
Ditch/Swale Flows
Pilot' Lions' Park
3043
All flows and intensitys are designed for the 10 year storm event.
Swale 1 A
'
Area = 4 50 ac.
< Length= 5 (b ft
Intensity = 7.0'-rnlhf Inv. Up 34 5
Tc = S.Oirrt?a_ Inv. Down= 336.0...:
.......... ::.::.:::.:.::::
Comp. C = ( 59 . Slope= 1.7%
' Q = C'I'A = 2.34 cfs
Swale 3A
BY: Tristan Teasley
DATE: 9/22/09
REV: 1/12/09

Area = : ....::.........:
1 "33iG> . .....
Length= ...........................
A
Intensity = 4$ rnhr ..; Inv. Up 325.3
Tc = 16:.:3iin.::> Inv. Down= 325 0
Comp. C = 0 46 ... : Slope= 1.0%
Q = C'I'A = 4.16 cfs
Qt°tai = 18.95 cfs (includes 14.79 cfs from FES #7.)
Swale 1B
'
Area = 522 ac. Length= 25:7 ft.
Intensity = 4.44 tnlhr Inv. Up 336.0
' Tc = 19 9! min. Inv. Down= 334.7 ?
Comp. C Q.34 Slope= 0.5%
t Q = C*I*A = 7.88 cfs
Qtotai = 10.22 cfs (includes flow from SWALE #1A.)
Swale 1C
'
Area = 10 ac. Length= 473 ft

Intensity =
4.:n in/ h-
Inv. Up 334
7
' Tc = 22.0 miry. Inv. Down= 830 6 .
.
Comp. C = 0:34 Slope= .
0.9%
' Q = C*I*A = 15.19 cfs
Qtotai = 25.39 cfs (includes flow from SWALE #1 B.)
Swale 2

Area = 5.30 ac Length= 43fi ff.
' Intensity 4.85 in/hr Inv. Up .1335 .5
Tc = 16.3 min. Inv. Down= 3 5_S
Comp. C = 0.36 Slope= 2.3%
Q = C*I*A = 9
25
f
.
c
s
' Swale 3
' Area =
Intensity = 1.89 ac.
4.78 inlhr Length=
Inv. Up 112 ft.
327.5
Tc = 16.9 min. Inv. Down= 325.3
Comp. C = 0:46 Slope= 2.0%
' *
*
Q = C
I
A = 4.16 cfs
3043-swale flows with slopes and velocitys.xls Page 1
Swale Design Flow and Depth
PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
PROJECT NUMBER : 3043 DATE: 9/1 012 0 0 9
REV:
Channel # Grass Swale #1A -`
Estimating Mannings'n ' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.59
1) Q= 2.34 Cfs (Q10) 1.7 Cfs (Q2) I 7.07
2) S= 0.017 fVft A 0.56
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.52 fe =QNp
5) R= 0.45 Hydraulic Radius =bd+Zd' / b+2d(Zz+1)'a (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 0.7 (Trapezoidal depth)
Z= 3 (e/d)
A= 2.87 (Cross Sectional Area)
6)
7)
8)
9)
10)
U= 1.Z ue m inc train TreeDoara
Using Retardance Curve D Using Retardance Curve B
From Figure 8.05c VPR= 2.01 From Figure 8.05c VPR= 2.01
Mannings'n' (As read from gra ph)= 0.045 Mannings'n' (As read from graph)= 0.096
V= 2.52 fps Actual V from Manning's Equation V= 1.18 fps Actual V from Manning's Equation
Qc= 7.24 cfs Actual channel capacity. Qc= 3.39 cfs Actual channel capacity.
Check Vp>V Vp= 4.5 fps Check Vp>V Vp= 4.5 fps
V= 2.52 fps V= 1.18 fps
Check Qc>Q Qc= 7.24 cfs Check Qc>Q Qc= 3.39 cfs
Q= 2.34 cfs Q= 2.34 cfs
OK? YES (If Vp>V, then OK) OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK) YES (If Qc>Q, then OK)
Is atemp liner required? YES NOTE 1- 8.05.7 ESCPDM Isa enn'ntliner required? NO NOTE 1-8.05.7 ESCPDM
11) N/A
.5
.4
.3
.2
C
co
C I
.C
m .08
.06
04
02
Average Length Curve
of Vegetation (fn)
Larger than 30" A
11" to 24' B
6" to 10" C
2' to 5" D
Less than 2" E
a
C
D
E
t .2 .4 .6 %8 1.0 2 4 6 8 10
VR, Product of Velocity and Hydraulic Radius
20
Figure 8.06c Manning's n related to velocity, hydraulic radius, and vegetal relardance.
Note: From Sample Problem 8.05a multiply Vp x Hydrakrlic Radius (4.50.542.43), then enter the product of VR and extend a
sUalght One up to Retardance class "D", next projects straight tine to the left to determine a trial mannings n.
Rev. 12,93
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Worksheet for SWALE #1 A - D Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.045
Channel Slope 0.01700 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 2.34 ft3/s
Results
Normal Depth 0.40 ft
Flow Area 1.27 ftz
Wetted Perimeter 4.51 ft
Top Width 4.38 ft
Critical Depth 0.30 ft
Critical Slope 0.04996 ft/ft
Velocity 1.85 ft/s
Velocity Head 0.05 ft
Specific.Energy 0.45 ft
Froude Number 0.61
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.40 ft
Critical Depth 0.30 ft
Channel Slope 0.01700 ft/ft
Critical Slope 0.04996 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.071.00]
9/23/2009 12:43:28 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Worksheet for SWALE #1A - B Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.096
Channel Slope 0.01700 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 2.34 ft3/s
Results
Normal Depth 0.58 it
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 it
Specific Energy 0.60 ft
Froude Number 0.30
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft '
Length 0.00 ft
Number Of Steps 0
GVF Output. Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.58 ft
Critical Depth 0.30 ft
Channel Slope 0.01700 ft /ft
Critical Slope 0.22737 ft /ft
Bentley Systems, inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.001
91231200912:43:47 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
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Swale Design Flow and Depth
PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
PROJECT NUMBER: 3043 DATE: 9/10/2009
REV:
Channel # Grass Swale #1 B
Estimating Mannings 'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C N/A
1) Q= 10.22 cfs (Q10) 7.3 cfs (Q2) I NIA
2) S= 0.005 ft/ft A N/A
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 2.27 ft2 =Q/Vp
5) R= 0.85 Hydraulic Radius =bd+Zdz / b+2d(Z41)1n (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= `1.5 (Trapezoidal depth)
Z= 3 (e/d)
A= 9.75 (Cross Sectional Area)
6)
7)
8)
9)
10)

Using Retardance Curve D
From Figure 8.05c VPR= 3.82
Mannings'n' (As read from gra ph)= 0.039
V= 2.45 fps Actual V from Manning's Equation
Qc= 23.88 cfs Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 2.45 fps
Check Qc>Q Qc= 23.88 cfs
Q= 10.22 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a temp liner required? YES (NOTE 1- 8.05.7 ESCPDM)
Li= z (Lie pin inciuain rreeooara
Using Retardance Curve B
From Figure 8.05c VpR= 3.82
Mannings'n' (As read from graph)= 0.070
V= 1.34 fps Actual V from Manning's Equation
Qc= 13.10 cfs Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 1.34 fps
Check Qc>Q Qc= 13.10 cfs
Q= 10.22 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
is a enn'nt liner required? NO NOTE 1- 8.05.7 ESCPDM
11) N/A
C
y
on
c
'c
c
4
.
3 Average Length
of Vegetation on)
Curve

2

A Longer than 3I7
11" to 24"
6"
" A
8
. to 10
2" to 6"
L
h
" C
D
ess t
an 2 E

I a
.
.08

06 0

04 E
won. oft
.02
-c .Y Al -.n I.u L 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's n re la led to velooilyhydraulic radius, and vegetal retardanos.
Note: From Sample Problem 8.05a multiply Vp x tlydralullc Radlus (4.5xb.54-2A3), than enter the product of VR and extend a
straight fine up to Retardance class "D", next project a straight fine loft left to determine a trial manning's n.
Rev. IZ93

W
k
h
t f
SWALE #1 B
D C
or
s
ee
or
-
urve
Project Description
,
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
Bottom Width 3.00 ft/ft (H:V)
2.00 ft '
Discharge 10.22 ft'/s
Results '
Normal Depth 1.03 ft
Flow Area 5.24 ftz

Wetted Perimeter
8.51 ft '
Top Width 8.18 ft
Critical Depth 0.67 ft '
Critical Slope 0.03039 ft/ft
Velocity 1.95 ft/s
Velocity Head 0.06 ft ,
Specific Energy 1.09 ft
Froude Number 0.43
Flow Type Subcdtical '
GVF Input Data
Downstream Depth 0.00 ft ,
Length 0.00 ft
Number Of Steps 0 '
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s '
Upstream Velocity Infinity ft is
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 Solution Center Bentley FlowMaster [08.01.071.00]
9123/2009 12:43:33 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1 '

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Worksheet for SWALE #1 B - B Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.070
Channel Slope 0.00500 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 10.22 ft'/s
Results
Normal Depth 1.34 ft
Flow Area 8.09 ft2
Wetted Perimeter 10.49 ft
Top Width 10.06 ft
Critical Depth 0.67 ft
Critical Slope 0.09791 ft/ft
Velocity 1.26 Ws
Velocity Head 0.02 ft
Specific<Energy 1.37 ft
Froude Number 0.25
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft /s
Upstream Velocity Infinity ft/s
Normal Depth 1.34 ft
Critical Depth 0.67 ft
Channel Slope 0.00500 ft/ft
Critical Slope 0.09791 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
9/23/200912:43:51 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Swale Design Flow and Depth
PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
PROJECT NUMBER: 3043 DATE: 911012009
REV:
Channel # Grass Swale #1 C
Estimating Mannings'n ' per ESCPDM Page 8.05.6
Step # Variable Result Description
C N/A
1) 0= 25.39 cis (010) 18.2 cfs (Q2) I N/A
2) S= 0.009 ft/ft A N/A
3) Vp 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 5.64 ft' =QNp
5) R= 1.00 Hydraulic Radius =bd+Zd' / b+2d(Z1+1)` (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1.8 - (Trapezoidal depth)
Z= 3 (e/d)
A= 13.32 (Cross Sectional Area)
6)
7)
8)
9)
10)
U= Y.J Ue in Inciuatn rreeDoara
Using Retardance Curve D Using Retardance Curve B
From Figure 8.05c VPR= 4.48 From Figure 8.05c VPR= 4.48
Mannings'n' (As read from gra ph)= 0.038 Mannings'n' (As read from graph)= 0.065
V= 3.75 fps Actual V from Manning's Equation V= 2.16 fps Actual V from Manning's Equation
QC= 50.01 cfs Actual channel capacity. QC= 28.79 cis Actual channel capacity.
Check Vp>V Vp= 4.5 fps Check Vp>V VP= 4.5 fps
V= 3.75 fps V= 2.16 fps
Check Qc>Q Qc= 50.01 cfs Check Qc>Q Qc= 28.79 cfs
Q= 25.39 cis Q= 25.39 cfs
OK? YES (If Vp>V, then OK) OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK) YES (If Qc>Q, then OK)
Is a temp liner required? YES (NOTE 1-8.05.7 ESCPDM Ise ern'ntliner required? NO (NOTE 1-8.05.7 ESCPDM
11) N/A
.5
.4
.3
2
C
W
01
c .1
C
Co .08
.06
.04
02
Average Length Curve
of vegetation pn)
Larger than 30' A
11" to 24' B
A 6' to 1 0-
2 C
' to 6' D
Less than 2" E
9
"INN C
D
E
.I .2 .4 .6 -.B 1.0 2 4 6 B 10
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's n ralated to velocity, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralullc Radius (4.50.54-2.43), than enter the product of VR and extend a
straight the up to Retardance class "D', next project a straight line to the left to determine a trial manning's n.
Rev. 1793
20
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1

Project Description
' F
i
i
M
r
on
ct
ethod
Solve For
' Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
' Bottom Width
Discharge
' Results
Normal Depth
' Flow Area
Wetted Perimeter
Top Width
Critical Depth
' Critical Slope
Velocity
' Velocity,Head
Specific Energy
Froude Number
' Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
V
ut
G
F O
put Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
' Upstream Velocity
Normal Depth
' Critical Depth
Channel Slope
Critical Slope

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.071.00]
' 912312009 12:43:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for SWALE #1C - D Curve
Manning Formula
Normal Depth
0.038
0.00900 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
2.00 ft
25.39 ft3/s
1.35 ft
8.13 ft2
10.51 ft
10.08 ft
1.06 ft
0.02552 ft/ft
3.12 ft/s
0.15 ft
1.50 ft
0.61
Subcritical
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
1.35 ft
1.06 ft
0.00900 ft/ft
0.02552 ft/ft
Worksheet for SWALE #1 C - B Curve

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.065
Channel Slope 0.00900 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 ft
Discharge 25.39 "s
Results
Normal Depth 1.70 ft
Flow Area 12.13 ft2
Wetted Perimeter 12.78 ft
Top Width 12.23 ft
Critical Depth 1.06 ft
Critical Slope 0.07468 ft/ft
Velocity 2.09 ft/s
Velocity Head 0.07 ft
Specific Energy 1.77 ft
F A N ber 0.37
rou a um
Flow Type
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Subcritical
0.00 ft
0.00 ft
0
1
1
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
1.70 ft
1.06 ft
0.00900 ft/ft
0.07468 ft/ft
1
1
1
1
1
1
1
1
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster 108.01.071.00)
91231200912:54:37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1 ,

' Swale Design Flow and Depth
PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
PROJECT NUMBER : 3043 DATE: 9/1012009
' REV:
Channel # Grass Swale #2
'
Step #
Variable Estimating Mannings'n'
Result per ESCPDM Page 8.05.6
Description
C 0.36
1) Q= 9.25 cfs (Q10) 6.6 ofs (Q2) I 4.85
2) S= 0.023 ft/ft A 5.3
t 3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 2.06 ftz =QNp
5) R= 0.60 Hydraulic Radius =bd+Zd2 / b+2d(Z2+1)` (Figure 8.05b)
' Where b= 2 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 5 (Cross Sectional Area)
' 6)
7)
8)

1
1
1

Using Retardance Curve
D U- r.a ue in inclualn rreeooaro
Using Retardance Curve B
From Figure 8.05c VPR= 2.70 From Figure 8.05c V,R= 2,70
Mannings 'n' (As read from graph)= 0.042 Mannings 'n' (As read from graph)= 0.085
V= 3.81 fps Actual V from Manning's Equation V= 1.90 fps Actual V from Manning's Equation
Qc= 19.06 cfs Actual channel capacity. Qc= 9.48 cfs Actual channel capacity.
Check Vp>V Vp= 4.5 fps Check Vp>V VP= 4.5 fps
V= 3.81 fps V= 1.90 fps
Check Qc>Q Qc= 19.06 cfs Check Qc>Q Qc= 9.48 cfs
Q= 9.25 cfs Q= 9.25 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)
Is a.temp liner required? YES NOTE 1- 8.05.7 ESCPDM Is a enn'nt liner required? NO NOTE 1- 8.05.7 ESCPDM
9)
10)
11) N/A
4
.
g Average Length
of Vagetallon (In)
Curve

2 Langer than 3a'
11" to 24"
"
" A
a
• 6
to 10
2" to 6"
" C
D
Less than 2 E

.I 9

.08 C

os o
S . L
04 T l e
s-
02 ff l
I--
- co
c
.C
of
M
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's nrelaled lo velocity, hydraulic radius, and vegetal reterdance.
Note: From Sample Problem 8.05a multiply Vp x Hydralulic Radius (4.5xo.54-2.43), then enter to product of VR and extend a
straight One up to Retardance dass "D", next projects straight fine to Me left to determine a trial manning's n.
Rm 12,93
Worksheet for SWALE #2 - D Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient
Channel Slope
Left Side Slope
Right Side Slope
Bottom Width
Discharge
Results
0.042
0.02300 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
2.00 ft
9.25 ft3/s
Normal Depth 0.71 ft
Flow Area 2.93 ft2
Wetted Perimeter 6.49 ft
Top Width 6.26 ft
Critical Depth 0.64 ft
Critical Slope 0.03573 ft/ft
Velocity 3.16 ft/s
Velocity Head 0.15 ft
Specific Energy 0.86 ft
F A N mber 0.81
roue u
Flow Type Subcritical
GVF Input Data
Downstream Depth
Length
Number Of Steps
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/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 [08.01.071.001
91231200912:43:40 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA [phone] Page 1 of 1
1
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Worksheet for SWALE #2 - B Curve
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.085
Channel Slope 0.02300 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 2.00 it
Discharge 9.25 ft3/s
Results
Normal Depth 0.99 ft
Flow Area 4.92 ftZ
Wetted Perimeter 8.26 ft
Top Width 7.94 ft
Critical Depth 0.64 ft
Critical Slope 0.14635 ft/ft
Velocity 1.88 ft/s
Velocity Head 0.05 ft
Specific Energy 1.05 ft
Froude<Number 0.42
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.99 ft
Critical Depth 0.64 it
Channel Slope 0.02300 ft/ft
Critical Slope 0.14635 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
9/23/200912:43:55 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
Swale Design Flow and Depth
PROJECT NAME: Pilot Lions Park BY: Tristan Teasley
PROJECT NUMBER: 3043 DATE: 9/10/2009
REV: 1/12/2010
Channel # Grass Swale #3
Estimating Mannings'n ' per ESCPDM Page 8.05.6
Step # Variable Result Description
C NIA
1) Q= 18.95 cfs (Q10) 13.6 CfS (Q2) N/A
2) S= 0.023 ft/ft A N/A
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 4.21 ft= =QNp
5) R= 1.17 Hydraulic Radius =bd+Zd' / b+2d(Z41)" (Figure 8.05b)
Where b= 13 (Trapezoidal Bottom Width)
df= 1.5 (Trapezoidal depth)
Z= 3 (e/d)
A= 26.25 (Cross Sectional Area)
6)
7)
8)
9)
10)
Using Retardance Curve D
From Figure 8.05c VPR= 5.25
Mannings'n' (As read from gra ph)= 0.037
V= 6.82 fps Actual V from Manning's Equation
Qc= 178.99 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 6.82 fps
Check Qc>Q Qc= 178.99 cis
Q= 18.95 cfs
OK? NO (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a temp liner required? YES (NOTE 1- 8.05.7 ESCPDM)
u= c ve rn 1ncluom rreeooaro
Using Retardance Curve B
From Figure 8.05c VPR= 5.25
Mannings'n' (As read from graph)= 0.061
V= 4.10 fps Actual V from Manning's Equation
Qc= 107.54 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 4.10 fps
Check Qc>Q Qc= 107.54 cis
Q= 18.95 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
a penn'nt liner
11) N/A
Q
oD
CD
c
'c
C
rd
M
.J
4 1 1 1 1 111111
'
3 Average Length

Of Vegetation on)

Curve
.

2

A Longer than &0"
11" to 24"
S. t
10" A
B
C
o
2" to 5"
Le
th
2" D
E
ss- ss
t- an
7 1 1 1 F-7

.08

.06
04 E
. W-aaa
na
1 [ .4 .6 -.e 1.0 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manrdng's nrelabd b vebdly, hydraWfc radhs, arxf vegetal retardance.
Note: From Sample Problem 8.05a muBipy Vp x Hydralullo Radius (4.5x0.54=2.43), then enter the product of VR and extend a
straight Ina up to Retardance class 'Er. next projecta straight Ina to the left to determine a trial manning's n.
Rev. 12A3

' Worksheet for Swale 03 - Upper Leg
Project Description
Friction Method Manning Formula
Solve For Normal Depth

' Input Data`
Roughness Coefficient 0.065
Channel Slope 0.02270 ft/ft
' Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
' Bottom Width
Discharge 5.00
18
95 It
ft'/
. s
Results
' N
l D
th
orma
ep 0.85 ft
Flow Area 7.93 ft2
Wetted Perimeter 13.72 ft
Top Width 13.55 ft
Critical Depth 0.62 ft
' Critical Slope 0.08169 ft/ft
Velocity 2.39 ft/s
Velocity Head 0.09 ft
' Specific Energy 0.94 ft
Froude Number 0.55
Flow Type Subcritical
' GVF
Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
' GVF Output Data
Upstream Depth 0.00 ft
' Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
' Upstream Velocity Infinity ft/s
Normal Depth 0.85 ft
Critical Depth 0.62 ft
' Channel Slope 0.02270 ft/ft
Critical Slope 0.08169 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
1118/2010 4:24:31 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Swale Design Flow and Depth
PROJECT NAME: Pilot Lions Park` BY: Tristan Teasley
PROJECT NUMBER : 3043 DATE: 9/1012009
REV: -V12/2010- ,
Channel # Grass. Swale #3A
Estimating Mannings 'n ' per ESCPDM Page 8.05.6
Step # Variable Result Description
C N/A
1) Q= 18.95 cfs (Q10) _ 13.6 cfs (Q2) I N/A
2) S= 0.010 ft/ft A N/A
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 4.21 fl? =Q/Vp
5) R= 1.17 Hydraulic Radius =bd+Zd' / b+2d(Z41)` (Figure 8.05b)
Where b= 13 (Trapezoidal Bottom Width)
df= 1.5 (Trapezoidal depth)
Z= 3 (e/d)
A= 26.25 (Cross Sectional Area)
6)
7)
8)
9)
10)
U= Z (tiepin including freeboard
Using Retardance Curve D Using Retardance Curve B
From Figure 8.05c VPR= 5.25 From Figure 8.05c VPR= 5.25
Mannings'n' (As read from gra ph)= 0.037 Mannings'n' (As read from graph)= 0.061
V= 4.53 fps - Actual V from Manning's Equation V= 2.72 fps Actual V from Manning's Equation
Qc= 118.80 cfs Actual channel capacity. QC= 71.38 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps Check Vp>V VP= 4.5 fps
V= 4.53 fps V= 2.72 fps
Check Qc>Q Qc= 118.80 cis Check Qc>Q Qc= 71.38 cfs
Q= 18.95 cfs Q= 18.95 cfs
OK? NO (If Vp>V, then OK) OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK) YES (If Qc>Q, then OK)
Is a temp liner required? YES NOTE 1- 8.05.7 ESCPDM Is a perm'nt liner required? NO NOTE 1- 8.05.7 ESCPDM
11) N/A
C
to
Of
C
c
m
2
.J
4
.
3 Average Length
of Vegetation On)
Curve

2

A Lager loam 30'
11' to 24'
°
" A
B
. 6
to 10
2° l0 6"
L
t C
D

1 e ss han E
.

06

04 e

.02
..c .Y .o -.o Lu t 9 6 B 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manrting's n related to vebdty, hydraulic radius, and vegetal retardance.
Note: From Sample Problem a.05a multiply Vp x Hydraluitc Radius (4.50.54.2.43), then enter the product of VR and extend a
straight Ina up to Retardance class "D', next protect a stralght Ina to the left to determine a Idal manning's n.
Rev. 12,93
Worksheet for Swale #3A - Before Wetlands Discharge

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.065
Channel Slope 0.01000 ft/ft
Left Side Slope 5.00 ft/ft (H:V)
Right Side Slope 5.00 ft/ft (H:V)
Bottom Width 13.00 ft
Discharge 18.95 ft'/s
Results
Normal Depth 0.72 ft
Flow Area 11.86 ft:
Wetted Perimeter 20.30 ft
Top Width 20.16 ft
Critical Depth 0.38 ft
Critical Slope 0.08872 ft/ft
Velocity 1.60 ft/s
Velocity Head 0.04 ft
Specific Energy 0.76 ft
Froude Number 0.37
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 0.72 ft
Critical Depth 0.38 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.08872 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
1118/2010 4:24:07 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA +1.203-755-1666 Page 1 of 1
Worksheet for EW#2 Outlet - Before Wetlands Discharge

Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input Data
Roughness Coefficient 0.065
Channel Slope 0.00300 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 7.00 ft
Discharge 4.59 ft'/s
Results
Normal Depth 0.64 ft
Flow Area 5.70 ft2
Wetted Perimeter 11.04 ft
Top Width 10.84 ft
Critical Depth 0.23 ft
Critical Slope 0.10472 ft/ft
Velocity 0.81 ft/s
Velocity Head 0.01 ft
Specific Energy 0.65 ft
Froude Number 0.20
Flow Type Subcritical
GVF Input'Data
Downstream Depth 0.00 ft
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.00 ft
Profile Description
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft /s
Normal Depth 0.64 ft
Critical Depth 0.23 ft
Channel Slope 0.00300 ft/ft
Critical Slope 0.10472 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
1Ft2/2010 5:45:29 PM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
V (to be provided by DWQ)

A PIMA
to I "A.

NCDENR

TORMWATER MANAGEMENT PERMIT APPLICATION FORM oF_vv a rE9

Ji?¦ {9
401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
' This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must also be filled out, printed and submitted along with all of the required information.
I. -PROJECT INFORMATION
'
Project name Pilot Lions Park
Contact name Mark Breen
Phone number [phone]
'
Date January 12, 2010
Drainage area number #1- Swale #3
' IL' DESIGN INFORMATION
Site Characteristics
Drainage area 317,988.00 ft2
' Impervious area 112,385.00 ft2
Percent impervious 35.3%%
Design rainfall depth 1.00 inch
' Peak Flow Calculations
10-yr storm runoff depth in
10-yr storm intensity 4.78 in/hr
Post-development 10-yr storm peak flow 18.95 ; ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 5.00 ft/sec
Soil characteristics (enter "x" below)
' Sand/silt (easily erodible) x
Clay mix (erosion resistant)
Grass Type (enter "x" below)
Bermuda x
Tall fescue
Bahiagrass
' Kentucky bluegrass
Grass-legume mixture
' Swale type: Fill out one of the options below:
Option 1: Curb Outlet Swale:
Y (Y or N)
Maximum velocity 5.00 OK
' Side slopes 5.00 :1 OK
Swale length -112.00 ft OK
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale): N (Y or N)
Maximum velocity for 10-yr storm ft/sec
' Side slopes :1
Swale length ft

1
1
Form SW401-Grassed Swale-Rev.4 Parts I and II. Project Design Summary, Page 1 of 2
Permit Number.
(to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an Y in the appropriate cell below:
Trapezoidal x
Parabolic
V-shaped
Width of the bottom of the swale 13.00 ft
Width of the top of the swale -_33,00 - ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a N (Y or N) Insufficient ROW location.
recorded access easement to a public Right of Way (ROW)?
What is the distance from the bottom of the swale to the SHWT? 0.00 ft
What is the ground level elevation? fmsl
What is the elevation of the bottom of the swale? fmsl
What is the SHWT elevation? fmsl
What is the longitudinal slope of the swale? 0.02% OK
What is the depth of freeboard? 1.15 ft OK
Form SW401-Grassed Swale-Rev.4 Parts I and 11. Project Design Summary, Page 2 of 2
Permit Number:
(to be provided by DWQ)
_
A
71
* of .`'v a rF9
7
U
: r
Jl.
'
a
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
' 401 CERTIFICATION APPLICATION FORM
GRASSED SWALE SUPPLEMENT
' This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must also be filled out, printed and submitted along with all of the required information.
I. PROJECT INFORMATION` -
Project name Pilot Lions Park
Contact name Mark Breen
' Phone number
Date [phone]
January 12, 2010
Drainage area number #1 -Swale #3A
' Ill. DESIGN INFORMATION
Site Characteristics
Drainage area 317,988.00 ft2
' Impervious area 112,385.00 ft 2
Percent impervious 35.3%%
Design rainfall depth `1.00 inch
' Peak Flow Calculations
10-yr storm runoff depth in
10-yr storm intensity 4.78 in/hr
' Post-development 10-yr storm peak flow 18.95 ft3/sec
Velocity
Maximum non-erosive velocity (peak 10-year storm) 5.00 ft/sec
Soil characteristics (enter "x" below)
' Sand/silt (easily erodible) x
Clay mix (erosion resistant)
Grass Type (enter "x" below)
' Bermuda x
Tall fescue
Bahiagrass
' Kentucky bluegrass
Grass-legume mixture
Swale type: Fill out one of the options below:
' Option 1: Curb Outlet Swale: Y (Y or N)
Maximum velocity 5.00 OK
' Side slopes 5.00 :1 OK

Swale length
25.00 ft t
Insufficient swale length. n d j C C T D OT
Option 2: Swale Seeking Pollutant Credit ("For-Credit" Swale):
M
i
l
it
f
10 N (Y or N)
Swale # 3
ax
mum ve
oc
y
or
-yr storm ft/sec _
' Side slopes :1

?o ?Q$? l-c?..l S +v??l e-
S
Swale length ft
Le A.S4 k is 137 dK

1 Form SW401-Grassed Swale-Rev.4 Parts I and II. Project Design Summary, Page 1 of 2
Permit Number.
(to be provided by DWQ)
Swale Characteristics
Swale Shape: Enter an Y in the appropriate cell below:
Trapezoidal x
Parabolic
V-shaped
Width of the bottom of the swale 13.00 ft
Width of the top of the Swale 33.00 ft
Additional Information
Is the swale sized for all runoff from ultimate build-out? Y (Y or N) OK
Is the BMP located in a proposed drainage easement with a

recorded access easement to a public Right of Way (ROW)? N (Y or N) Insufficient ROW location.
What is the distance from the bottom of the swale to the SHWT? 0,00 ft
What is the ground level elevation? fmsl
What is the elevation of the bottom of the swale? fmsl
What is the SHWT elevation? fmsl
What is the longitudinal slope of the swale? 0,01 % OK
What is the depth of freeboard? 1.28 ft OK

Form SW401-Grassed Swale-Rev.4 Parts I and II. Project Design Summary, Page 2 of 2
Culvert Calculator Report
Driveway Entrance
Solve For: Headwater Elevation
Culvert Summary
Allowable HW Elevation
Computed Headwater Elew
Inlet Control HW Elev.
Outlet Control HW Elev. 342.00 ft
340.46 ft
340.38 ft
340.46 ft Headwater Depth/Height
Discharge
Tailwater Elevation
Control Type 0.77
2.34 cfs
339.00 ft
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
Subcritical
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 w/headwall
K 0.00980
M 2.00000
C 0.03980
Y 0.67000 Flow Control
Area Full
HDS 5 Chart
HDS 5 Scale
Equation Form N/A
1.2 ft2
1
1
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Title: Pilot Lions Park Project Engineer: tristant
j:\...\storm\3043-driveway culvert 9-15-09.cvm Site Solutions Inc CulvertMaster v3.1 [03.01.010.00]
09/23/09 04:19:18cFElAntley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA [phone] Page 1 of 1
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? V. Neuse River Nutrient Calculations
Total Nitrogen and Total
Phosphorus Loading Calculations

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Neuse Stormwater Rule 15A NCAC 2B .0235
Neuse River Basin:
Last Modified 9/15/2009
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: 911412009
By: TMT Checked By:

Dlrecdons (same for pre-development and post-development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2 )), and also for con sistency 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 c atchment area draining in must
be included in the acreage values and treated.
Pre-development:
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'y :of>€; iii:Cover.:`.:' :: :':: ireix
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.........adm....
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TraAS 61 tgtCrin ii pet 3oi s 0.55 2.60 0.29 0.19 0.02
:Rood Iuperifus 0.55 1.95 0.00 0.11 0.00
aio.ageE1(eruieus
0.55 1.42 14.21 0.28 2.80
'aiage}erviey9" "'

I CFQpIAn 0.55 4.23 0.00 1.23 0.00
aiaageeityi<iii8
0.55 2.04 0.00 0.62 0.00
Vooe?ljtyi 0.55 0.94 0.00 0.14 0.00

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14.50 .... .
2.82

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....

TnfalAKe oWOW m nt. 18 38
P
0.79 uei
01
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Post-development:

'1'yp
@:41 A4.. DCP........... AYCa NX W711i11$ ?kver C'
$
?oi€upap
:Average AMC
::CQl?mn

.........................
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: ....
2 .... ..... :of ' 41
Tra#?spirttogjpkpeirvapls 1.43 2.60 8.01 0.19 0.58

:.:.:...:.............:...:...: 1.43 1.95 0.00 0.11 0.00
14i;tag?(`ptVi6iis [ 1.43 1.42 33.00 0.28 6.51
1?i?oodeipetvfrtUS': 1.43 0.95 0.00 0.14 0.00

>Fract?vnnperv?aus} 0.12 t2t
.:.. ...'.,.,?
41.01
7C.vad.ng
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...............?e,p]> Developmegt:.,.,.. 18.38 x ..

2.23
:.:.:.:.:.:.:.:.:.:.:.:.:.

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lria r ° ' .
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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VI, Composite Drainage Area daps

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