20080758 Ver 1_Stormwater Plans_20080430

Richard Callahan
From: Richard Callahan
Sent: Tuesday, April 01, 2008 3:07 PM
To: '[e-mail]'
Cc: Ray Fulghumr (E-mail); David Rector
Subject: Battleboro Park-level spreader
Cyndi
Upon submitting our erosion control plans to DENR/LQS we received comments from them (Mr.
Joe Dupree) regarding the need to install level spreaders to diffuse flow through the buffer that
would be required to be reviewed and approved by DENR/DWQ. Even though the proposed
Battleboro Park represents zero impacts to the buffer with very little flow volumes of natural or
proposed flow towards the creek that is protected by the Riparian Buffer. We have made the
changes and incorporated the Storm Water Level Spreader as requested per DENR/LQS (Mr Joe
Dupree) into the current plan for review and approval.
If your office (see response below) has no desire or need to review the zero impacts and the
design standard of the level spreader that is currently diffusing very low natural flow volumes
through the buffer. We would then request to remove the Storm Water Level Spreader entirely
and have your office forward a letter/e-mail to DENR/LQS (Mr. Joe Dupree) indicating the
proposed Grading and Drainage plan without the level spreaders meets or exceed your
requirements for the proposed development adjacent to the Riparian Buffer. Please copy me on
this correspondence.
At this time the request from Mr Joe Dupree is holding up the plan from moving forward. All other
improvement has been submitted accordingly to their respective review agency. Secondly, our
improvements are outside of the normal and or bottom of the ditch/creek so the USACE wouldn't
need to be involved with work outside of the drainage ditches.
Thank you for your time, please call with any questions
Respectfully,
u
DWQ-Comments.pd 2313k-Battleboro-L 2313k-Battleborode
f evelSpreader... nrdwq_buffer...
Richard Callahan
Site Solutions
2320 W. Morehead Street
Charlotte, NC. 28208
Direct 704-943-3183
Phone [phone]
Fax [phone]
www.sitesolutionspa.com
b\ NA TF9Q Michael F. Easley, Governor
?O G William G. Ross Jr., Secretary
Vj r North Carolina Department of Environment and Natural Resources
.?
Coleen H. Sullins, Director
Division of Water Quality
March 28, 2008
DWQ Project # Not Assigned
Edgecombe County
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Site Solutions
Attn: Richard Callahan
2320 W. Morehead Street
Charlotte, North Carolina 28208
Subject Property: Battleboro Neighborhood Park
M RETURN OF STORMWATER MANAGEMENT PERMIT APPLICATION PACKAGE
Dear Mr. Callahan:
On March 26, 2008, the Division of Water Quality (DWQ) received a Stormwater Management Permit
Application Package for Battleboro Neighborhood Park. We are unclear as to the reason for submission.
Should you be requesting a 401 Water Quality Certification it is necessary to submit a project as a whole.
You may wish to visit the DWQ website for more detailed and helpful information about the 401 process.
The website address is: llttp:Hh2o.enr.state.nc.us/ncwetlands/ The USACE can also be of assistance to
you. The Corps office for the Edgecombe county area is the Raleigh Regulatory Field Office and can be
reached at [phone].
Please be aware that you have no authorization under Section 401 of the Clear Water Act for this activity
and any work done within waters of the state would be a violation of North Carolina General Statutes and
Administrative Code. Please call Mr. Ian McMillan or me at 919-733-1786 if you have any questions or
concerns.
Sincerely,
q-f-?A" ) "-'?
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permitting Unit
CBK/ jd
Enclosure: Stormwater Management Permit Application Package
cc: USACE Raleigh Regulatory Field Office
City of Rocky Mount, Ray Fulghum, PO Box 1180, Rocky Mount, NC 27802-1180
File Copy
Filename: BattlebrorNeighborhoodPark(Edgecombe)_SWPkg_Retu
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] / Internet: httn://112o.ennstatc.ne,us/ncwetlands
NorthCarolina
Natimally
An Equal Opportunity/Affirmative Action Employer - 50% Recycled/10% Post Consumer Paper
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Battleboro Park
Rocky Mount, North Carolina
Storm Water Management
Report
February 8, 2008
Revised March 18, 2008
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U1 Battleboro Park
Rocky Mount, North Carolina
"NCDENR/DWQ Level Spreader Desi gn"
Level Spreader No. 1
Spreader Location Swale No. 2
River Basin Tar-Pamlico
Riparian Buffer Width 50

Drainage Area, A 1.86 Ac
Runoff Coefft., c 0.30
Rainfall Intensity, 1 1.00 In/Hr
Design Runoff, Qr 0.558 Cfs [Rational Method, Qr = clA]
Level Spreader Length
Zone 2, Q2 13 FUCfs [Grass cover]
Width 20 FUCfs
2.90
[(Zone 2/50)'Qr`Q1j
Zone 1, Q1 65 FUCfs [Forested cover]
Width 30 FUCfs
21.76 [(Zone 1/50)`Qr`Q2]
Total Length of Spreader 24.66 Ft
Say - 25 FT
Level Spreader No. 2
Spreader Location Swale No. 3
River Basin Tar-Pamlico
Riparian Buffer Width 50
Drainage Area, A 0.2 Ac
Runoff Coefft., c 0.30
Rainfall Intensity, 1 1.00 In/Hr

Design Runoff, Qr 0.060 Cfs [Rational Method, Qr = clA]
Level Spreader Length
Zone 2, 02 13 FUCfs [Grass cover]
Width 20 FUCfs
0.31 [(Zone 2/50)"Qr'Q1]
Zone 1, Q1 65 FUCfs [Forested cover]
Width 30 FUCfs
2.34 [(Zone 1/50)`Qr`Q2]
Total Length of Spreader 2.65 Ft
Min. - 13 FT Per NCDWQ

`Note: Refer to Swale No's 2 and .3 calculations for level sp reader Bypass Swale design.

Page 1 of 1

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Swale Design Flow and Depth
PROJECT NAiNIE: Battleboro Park BY. Tristan Teasley
PROJECT NUMBER . 2313K DATE: 1/12/2008
REV' 2121/2008
Channel # Grass Swale #2 (To existing dria nge outfall)
Estimating Mannings'n ' per ESC PDM Page 8 05.6
Step # Variable Result Description
1) Q= 3.86 cfs (010) 2.8 cis (02) C 6,92
2) S= 0.008 ft/ft A 1.86
3) V,= 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0 86 ft' =QNo
5) R= 0.64 Hydraulic Radius =bd+Zd' / b-2d(Z'+1(Figure 8.05b)
Where b= 3 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 6 (Cross Sectional Area)
6)
7)
8)
9)
10)
Using Retardance Curie D
From Figure 8.05c VpR= 2.90
Mannings'n' (As read from gra ph)= 0 041
V= 2.40 fps Actual V from Manning's Equation
Qc= 14.38 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 2.40 fps
Check Qc>Q Qc= 14.38 cfs
Q= 3 86 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a ornp!iner required? YES (NOTE 1- 8.05.7 ESCPDM)
1.0 tuepin mclueing ireecoard)
Using Retardance Curve B
From Figure 8.05c VDR= 2.90
Mannings'n' (As read from graph)= 0.082
V= 1.21 fps Actual V from Manning's Equation
Qc= 7.29 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 1.21 fps
Check Qc>Q Qc= 7 29 cfs
Q= 3.86 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
saperm'ntlinerrequired? NO (NOTE 1-8.05.7 ESCPDM)
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Flg uro 2.0 Sc hlanrJrg's n m?3'ad to vobclty, hydra ulc adlus, and vege?l re tarda nce.
Note: Prom Sa rnrAo Pro hl ern 6.O6a mul6py Vp z F;ydmlulle Radius (4.5054°2.43), Than enter he product of VR and expand a
stralght fne up to Retardance class 'D next project a stma ght fine n Ite ;eft b de srm Ina a trial manning's n.
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Swale Design Flow and Depth
PROJECT NANIE: Battlebo o Park BY: Tristan Teasley
PROJECT NUMBER 2313K DATE 1/1212008
REV: 2121/2008
Channel it Grass Swale #3 (To existing dria nge ouffall)
Estimating Mannings'n ' per ESCPDM Page 8.05.6
Step Variable Result Description
C 0.35
1) Q= 0.48 cis (0 to) 0.3 cfs (02)v-, 1 6.92
2) S= 0.013 ft/ft A 0.2
3) \/,= 4 5 fps Permissible Velocity per Table 8.05a
4) Size= 0.11 ft' =QNp
5) R= 0.64 Hydraulic Radius =bd+Zd' / b+2d(Z2+1)"' (Figure 8.05b)
Where b= 3 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 6 (Cross Sectional Area)
6)
7)
8)
9)
10)

Using Retardance Curve D
From Figure 8.05c V,R= 2.90
Mannings'n' (As read from gra ph)= 0.041
V= 3.06 fps Actual V from Manning's Equation
Qc= 18.33 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 3.06 fps
Check Oc>Q Qc= 18.33 cfs
Q= 0.48 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Ise temp wer requ;red? YES (NOTE 1-8.05.7 ESCPDM)
U= 1.0 ue to inciuarn rreeooara
Using Retardance Curve B
From Figure 8.05c V,R= 2.90
Mannings 'n'(As read from graph)= 0 082
V= 1.55 fps Actual V from Manning's Equation
Qc= 9.29 cfs Actual channel capacity
Check Vp>V VP= 4.5 fps
V= 1.55 fps
Check Qc>Q Qc= 9.29 cfs
Q= 0.48 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
s a perrn'ntlinerrequired? NO NOTE 1- 8.05.7 ESCPDM
11) N/A
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VR, Product of Velocity and Hydraulic Radius
Figure 3,0 Sc ManrJrg's n to a led to vebcriy, hydraulic adlus, and vegetal ro tardance.
Not.: From 5arnpfe Problem 8.05a mulopiy Vp x Hydralulic Radius (4.5xo.54..2.43), then enLr the product of VR and extend a
straight We up ;o Retardance class '0% next project a siralght fine ,o " to it 'n do Lermina a trial mannhys n.
R-. 12,93
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Richard Callahan
From: Richard Callahan
Sent: Tuesday, April 01, 2008 11:44 AM
To: '[e-mail]'
Subject: Battleboro PK_DWQ Submittal-1-2
Cyndi:
Good morning thank you for returning my phone call from yesterday. Our firm has recently
designed a small neighborhood park for the City of Rocky Mount Park & Recreation called
Battleboro Park (see attached site plan). The Park is approximately 18 AC and we are disturbing
approximately 6 AC. for a total of 3.98% impervious. The proposed improvements consist of a
Multi Use Recreational field (Informal Soccer/Baseball), Playground, 700 LF Walking Trails, 2-
Basketball Courts and a Gravel Parking Lot with 14 spaces with a paved driveway apron
accessing the public road.
The site is northeast of the City of Rocky Mount in the neighborhood of Battleboro. The existing
site is partially wooded with a young forest with agricultural fields to the east and some residential
areas to the west. In the front third of the site we have a creek bisecting the site in an east/west
direction that we are acknowledging a 50' Riparian Buffer. The existing on site buffer has two
existing culvert crossing that we are not touching and shall remain.
The proposed improvements are outside of the 50' Riparian Buffer except for some minor
encroachments with the walking trail, that is an acceptable allowance. The only other impact
would be the proposed storm water level spreader that is small in nature and has some minor
impact within Zone 2 of the Riparian Buffer. All of are drainage areas and flow volumes are small
and they are flowing towards the creek that is protected by the Riparian Buffer.
Upon submitting our erosion control plans to DENR/LQS we received comments from them (Mr.
Joe Dupree) regarding the need to install level spreaders to diffuse flow through the buffer. Even
though the flow and site impacts are very small they have been added to the plan. Likewise, City
Engineering has indicated water quality would not be required due to the low levels of the
proposed impervious areas. However, they did not have the authority to review and approval the
level spreader design.
Initially, a month or so ago we started our discussions with Mr. Bradley Bennett, DENR Storm
Water Permit Supervisor. Then we were advised to submit the material to Ms Amy Chapman.
Now in her absents could you follow through and determine what course of action we need in
order to keep this project moving forward to assist the City in this small neighborhood park
project.
Thank you for your time, please fell free to contact me with any questions. I am going to send
you a few PDF for reference.
PDF included
Cover Sheet, Project Summary Letter to DQW, Transmittal Letter of the Previous Submittal
PDF to follow
Site Plan Grading Plan,
Sincerely,
u I L
2313k-Battle boro_C 2313k-Battleborode T_NCDENR-DWQ_1
over.PDF nrdwq_buffer... st.pdf
Richard Callahan
Site Solutions
2320 W. Morehead Street
Charlotte, NC. 28208
Direct 704-943-3183
Phone [phone]
Fax [phone]
www.sitesolutionspa.com
,I
March 20, 2008
.rte Ms. Amy Chapman, Environmental Senior Specialist
NCDENR/DWQ - 401 Unit Office
3. " 2321 Crabtree Blvd., Ste. 250
Raleigh, NC 27604
RE: Battleboro Neighborhood Park
Riparian Buffer Impact
Dear Ms. Chapman:
Pursuant to your conversation with our project manager, Mr. Richard Callahan,
enclosed find our formal application for the Division's review of our riparian buffer
impacts associated with the above referenced recreational facility. As you know, we
had filed a land disturbance permit application with the State's Land Quality Section
earlier last month. One of their comments was that we needed to diffuse flow into
the stream buffers with the use of level spreaders and that this would need to be
approved by your office.
The total site area for the park property is just over eighteen (18.22) acres and is
owned by the City of Rocky Mount. The City Engineer has indicated that since the
proposed total impervious area for the project (3.98%) is less than six (6%) percent,
that storm water quality and detention measures would not be required per their land
development ordinance. They did however indicate that the discharges into the
stream buffer would need to be approved by the State. The City's Park and Recreation
Department wants to build a neighborhood park on this property. The facility will
include two (2) basketball courts, a multi-purpose field, a gravel parking lot (15
spaces) and a gravel walking trail. Storm water runoff from the predominately
pervious facility will be conveyed via grass swales to three (3) separate outfalt
locations. Two (2) of those outfalls are into the stream buffer. We have designed
Level spreaders in accordance with current State guidelines. Both spreaders are
relatively small based on the low runoff flows that drain into them.
Enclosed you will find two (2) copies our supporting storm water calculations and
site development plans for the project. We have also included the Division's required
application forms and completed BMP worksheets for your use. Please do not hesitate
to call either Richard or myself if you should need any other information in order to
approve this project's buffer impacts.
2320 W. Morehead St.
Charlotte, NC 28208
Phone: [phone]
Fax: [phone]
sitesolutionspa.cum
Sincerely,
SITE SOLUTIONS
I 4rAf----e
David P. Rector, PE
CC: Richard Callahan, Site Solutions

Letter of Transmit tat
TO NCDENR - Water Quality
401 Unit, Office - Raleigh
2321 Crabtree Boulevard Suite 250
Raleigh, NC 27604 (919)_733-1786
DATE 3/25/2008 SOB No. 2313k
4TTENTION Ms Amy Chapman (919)_715-6823
a mv. ch a p ma n o n cma i l. n e t
RE. Battleboro Neighborhood Park
Riparian Buffer Impact
1 st Submittal
WE ARE SENDING YOU 0Attached ?Underseparatecovervia
? Shop drawings ? Prints © Plans ? Samples ? Renderings ? Specifications
? Copy of letter ? Change order
NO. DATE COPIES DESCRIPTION
2 CONSTRUCTION DOCUMENTS
2 CALCULATION PACKAGE
1 PERMIT APPLICATIONS
THESE ARE TRANSMITTED as checked below:
?? For approval ? Approved as submitted ? Resubmit
? copies for approval
i] For your use ? Approved as noted ? Submit ? copies for distribution
? As requested ? Returned for corrections ? Return ? corrected pdnts
? For review and comment ? __
REMARKS
The enclosed Construction Documents and Design Calculation are for your use to assist
with the Riparian Buffer Impact Approval Request for the above mentioned project.
If you have any questions please do not hesitate to cal.
COPY TO SIGNED: Richard Callahan
SIiE
2 3 2 0
W. Morehead Street
Charlotte. NC 28208
P 704.521.9880 F 704.521.8955
www.sitesolutionspa.com
the following items:
Letter of Transmit t a I
08-0758
nve s n 2008
TO NCDENR - Water Quality
401 Unit, Office - Raleigh DENR -)NATERQUAU
--- - - - -- ?I_pNDS AND STOR'MATE
2321 Crabtree Boulevard Suite 250 S I T E
Raleigh, NC 27604 (919)_733-9721
DATE 4129/2008 JOB NO' 2313k
ATTENTION Ms Cyndi Karoly
RE: Battleboro Neighborhood Park
Riparian Buffer Impact
1st Submittal - Re-Submittal par DWQ request
V J I I L
S06UTIONS
2 3 2 0
W. Morehead Street
Charlotte. NC 26206
P 704.521.9880 F 704.521.8955
www.sitesolutionspa.com
WE ARE SENDIIJG YOU ? Attached ? under separate cover via the following items:
? Shop drawings ? Prints ? Plans ? Samples ? Renderings ? Specifications
? Copy of letter ? Change order
NO. DATE COPIES DESCRIPTION

3 CONSTRUCTION DOCUMENTS
3 CALCULATION PACKAGE
1 PERMIT APPLICATIONS
1 SUPPLIMENTAL FORMS AND O&M AGREEMENT
1 APPLICATION FEE ( $505 made out to NCDENR, check #118001)
1 SOILS REPORT

TKE5t AKt I KANJMI I I to as cneclcea oelow:
D For approval El Approved as submitted -1 Resubmit ? copies for approval
For your use ? Approved as noted ? Submit ? copies for distribution
? As requested ? Returned for corrections ? Return ? corrected prints
? For review and comment ? - -_. _.. _
REMARKS
The enclosed Construction Documents and Design Calculation are for your use to assist
with the Riparian Buffer Impact Approval Request for the above mentioned project.
If you have any questions please do not hesitate to call.
DWQ USE ONLY
Date Received Fee Paid Permit Number
State of North Carolina 0 8- 0 7 5 8
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FO D
This form may be photocopied for use as an original
APR, 3 0 2008
I. GENERAL INFORMATION
DEt4R - WATER QUALITY
1. Applicants name (specify the name of the corporation, individual, etc. who owns the projeN "DSANDSTORMWATERBRANCH
Edgecombe County
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Ray Fulghum - City of Rocky Mount
3. Mailing Address for person listed in item 2 above:
PO Box 1180
City:Rocky Mount State:NC Zip:27802-1180
Phone: (252 ) 972-1542 Fax: (252 ) 972-1232
Email:fulghumr®ci.rocky-mount.nc.us
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Battleboro Park - Neighborhood Park
City of Rocky Mount
5. Location of Project (street address):
751 Morning Star Church Road (SR 1412)
City:Rocy Mount County:Edgecombe
6. Directions to project (from nearest major intersection):
Take US 301_N to East Battleboro Ave. (Right) and make a Left on Morning Star Church Road (0.35 miles).
7. Latitude:36°02'35"N Longitude:77°44'15"W of project
8. Contact person who can answer questions about the project:
Name:Richard Callahan Telephone Number: (704 ) 521-9880
Email:rcallahan®sitesolutionspa.com
II. PERMIT INFORMATION:
1. Specify whether project is (check one): ®New ?Renewal ?Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit numberN/A and its issue date (if known)N/A
3. Specify the type of project (check one):
®Low Density ?High Density ?Redevelop ?General Permit ?Universal SMP ?Other
4. Additional Project Requirements (check applicable blanks):
Form SWU-101 Version 8.07 Page 1 of 4
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit numberN/A and its issue date (if known)N/A
3. Specify the type of project (check one):
[DLow Density []High Density []Redevelop []General Permit []Universal SMP []Other
4. Additional Project Requirements (check applicable blanks):
?CAMA Major ®Sedimentation/Erosion Control []404/401 Permit ?NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
This project will not need detention or water quality do to the low densi y of impervious area (<5%).
2. Stormwater runoff from this project drains to the Tar-Pamlico River basin.
3. Total Site Area: 18.22 acres
4. Total Wetlands Area: 0 acres
5. 100' Wide Strip of Wetland Area: N/A acres (not applicable if no wetlands exist on site)
6. Total Project Area**:18.22 acres 7. Project Built Upon Area:4.60 %
8. How many drainage areas does the project have?1
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name Moccasin Creek
Stream Class & Index No. C 28-78-6
Drainage Area (sf) 793664
Existing Impervious* Area (so 0
Proposed Impervious*Area (so 36422
% Impervious* Area (total) 4.60
Impervious* Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings (sf) 0
On-site Streets (sf) 7470
On-site Parking (sf) 14177
On-site Sidewalks (so 3985
Other on-site (so 10790
Off-site (so 0
Total (so: 36422
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation.
Form SWU-101 Version 8.07 Page 2 of 4
10. How was the off-site impervious area listed above derived?Ther is no off site impervious area draining to our
project.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number, size and the allowable built-upon area for each lot must be provided as an attachment.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with OutparceLs
Form DRPC-3 High Density Residential Subdivisions
Form DRPC4 Low Density Commercial Subdivisions
Form DRPC-5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SW401-Low Density Low Density Supplement
Form SW401-Curb Outlet System Curb Outlet System Supplement
Form SW401-Off-Site System Off-Site System Supplement
Form SW401-Wet Detention Basin Wet Detention Basin Supplement
Form SW401-Infiltration Basin Infiltration Basin Supplement
Form SW401-Infiltration Trench Underground Infiltration Trench Supplement
Form SW401-Bioretention Cell Bioretention Cell Supplement
Form SW401-Level Spreader Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Form SW401-Wetland Constructed Wetland Supplement
Form SW401-Grassed Swale Grassed Swale Supplement
Form SW401-Sand Filter Sand Filter Supplement
Form SWU-101 Version 8.07 Page 3 of 4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The compplete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at hqp://h2o.enr.state.nc.us/su/msi maps.htm)
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form ?MT
• Original and one copy of the Deed Restrictions & Protective Covenants Form N TA
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP 7MIr
• Permit application processing fee of $505 ($4,000 for Express) payable to NCDENR TMIr
• Calculations & detailed narrative description of stormwater treatment/management TM T
• Copy of any applicable soil report TM T
• Three copies of plans and specifications (sealed, signed & dated), including: TM T
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):Richard Callahan - Site Solutions
Mailing Address:2320 West Morehead Street
City:Charlotte State:NC Zip:28208
Phone: (704 ) 521-9880 Fax: (704 ) 521-8955
Email:rallahan®sitesolutionspa.com
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Ray Fulghum
certify that the information included on this permit application form is, to the best of my knowledge, correct and
that the project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 2H.1000. n
Signature:
Date:
Form SVX-101 Version 8.07 Page 4 of 4
DWQ USE ONLY
Date Received Fee ai Permit Number
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
This form may be photocopied for use as an original
1. GENERAL INFORMATION
1. Applicants name (specify the name of the corporation, individual, etc. who owns the project):
Edgecombe County
2. Print Owner/Signing Official's name and title (person legally responsible for facility and compliance):
Ray Fulghum - City of Rocky Mount
3. Mailing Address for person listed in item 2 above:
PO Box 1180
City:Rocky Mount State:NC
Zip:27802-1180
Phone: (252 ) 972-1542 Fax: (252 ) 972-1232
Email:[e-mail]
4. Project Name (subdivision, facility, or establishment name - should be consistent with project name on plans,
specifications, letters, operation and maintenance agreements, etc.):
Battleboro Park - Neighborhood Park
of Rockv Mount
5. Location of Project (street address):
1 Mornine Star Church Road (SR 14
City:Rocy Mount
County:Edgecombe
6. Directions to project (from nearest major intersection):
Take US 301_N to East Battleboro Ave. (Right) and make a Left on Morning Star Church Road (0.35 miles).
7. Latitude:36°02'35"N Longitude:77°44'15"W of project
8. Contact person who can answer questions about the project:
Name:Richard Callahan Telephone Number: (704 ) 521-9880
Email:[e-mail]
II. PERMIT INFORMATION:
1. Specify whether project is (check one): ®New []Renewal []Modification
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit number /A and its issue date (if known)N/A
3. Specify the type of project (check one):
OLow Density []High Density []Redevelop []General Permit []Universal SMP []Other
4. Additional Project Requirements (check applicable blanks):
Form SW-101 Version 8.07 Pagel of4
2. If this application is being submitted as the result of a renewal or modification to an existing permit, list the
existing permit numberN/A and its issue date (if known)N/A
3. Specify the type of project (check one):
®Low Density ?High Density ?Redevelop ?General Permit ?Universal SMP ?Other
4. Additional Project Requirements (check applicable blanks):
?CAMA Major ®Sedimentation/Erosion Control ?404/401 Permit ?NPDES Stormwater
Information on required state permits can be obtained by contacting the Customer Service Center at
1-877-623-6748.
III. PROJECT INFORMATION
1. In the space provided below, summarize how stormwater will be treated. Also attach a detailed narrative
(one to two pages) describing stormwater management for the project.
This project will not need detention or water quality do to the low density of impervious area (<5%).
2. Stormwater runoff from this project drains to the Tar-Pamlico River basin.
3. Total Site Area: 18.22 acres 4. Total Wetlands Area: 0 acres
5. 100' Wide Strip of Wetland Area: N/A acres (not applicable if no wetlands exist on site)
6. Total Project Area**:18.22 acres 7. Project Built Upon Area:4.60 %
8. How many drainage areas does the project have?1
9. Complete the following information for each drainage area. If there are more than two drainage areas in the
project, attach an additional sheet with the information for each area provided in the same format as below.
Basin Information Drainage Area 1 Drainage Area 2
Receiving Stream Name Moccasin Creek
Stream Class & Index No. C 28-78-6
Drainage Area (so 793664
Existing Impervious* Area (sf) 0
Proposed Impervious*Area (so 36422
% Impervious* Area (total) 4.60
Impervous* Surface Area Drainage Area 1 Drainage Area 2
On-site Buildings (sf) 0
On-site Streets (sf) 7470
On-site Parking (so 14177
On-site Sidewalks (so 3985
Other on-site (so 10790
Off-site (so 0
Total (so: 36422
* Impervious area is defined as the built upon area including, but not limited to, buildings, roads, parking areas,
sidewalks, gravel areas, etc.
**Total project area shall be calculated based on the current policy regarding inclusion of wetlands in the built upon area
percentage calculation.
Form SWU-101 Version 8.07 Page 2 of 4
10. How was the off-site impervious area listed above derived?Ther is no off site impervious area draining to our
project.
IV. DEED RESTRICTIONS AND PROTECTIVE COVENANTS
One of the following deed restrictions and protective covenants are required to be recorded for all subdivisions,
outparcels and future development prior to the sale of any lot. If lot sizes vary significantly, a table listing each lot
number, size and the allowable built-upon area for each lot must be provided as an attachment.
Form DRPC-1 High Density Commercial Subdivisions
Form DRPC-2 High Density Developments with Outparcels
Form DRPC-3 High Density Residential Subdivisions
Form DRPC-4 Low Density Commercial Subdivisions
Form DRPC-5 Low Density Residential Subdivisions
Form DRPC-6 Low Density Residential Subdivisions with Curb Outlets
By your signature below, you certify that the recorded deed restrictions and protective covenants for this
project shall include all the applicable items required in the above form, that the covenants will be binding
on all parties and persons claiming under them, that they will run with the land, that the required covenants
cannot be changed or deleted without concurrence from the State, and that they will be recorded prior to the
sale of any lot.
V. SUPPLEMENT FORMS
The applicable state stormwater management permit supplement form(s) listed below must be submitted for each
BMP specified for this project. Contact the Stormwater and General Permits Unit at [phone] for the status
and availability of these forms.
Form SW401-Low Density
Form SW401-Curb Outlet System
Form SW401-Off-Site System
Form SW401-Wet Detention Basin
Form SW401-Infiltration Basin
Form SW401-Infiltration Trench
Form SW401-Bioretention Cell
Form SW401-Level Spreader
Form SW401-Wetland
Form SW401-Grassed Swale
Form SW401-Sand Filter
Low Density Supplement
Curb Outlet System Supplement
Off-Site System Supplement
Wet Detention Basin Supplement
Infiltration Basin Supplement
Underground Infiltration Trench Supplement
Bioretention Cell Supplement
Level Spreader/Filter Strip/Restored Riparian Buffer Supplement
Constructed Wetland Supplement
Grassed Swale Supplement
Sand Filter Supplement
Form SWU-101 Version 8.07 Page 3 of 4
VI. SUBMITTAL REQUIREMENTS
Only complete application packages will be accepted and reviewed by the Division of Water Quality (DWQ).
A complete package includes all of the items listed below. The complete application package should be
submitted to the appropriate DWQ Office. (Appropriate office may be found by locating project on the
interactive online map at Lq://h2o.enr.state.nc.us/su/msi maps.htm)
Please indicate that you have provided the following required information by initialing in the space provided
next to each item.
Initials
• Original and one copy of the Stormwater Management Permit Application Form ?MT
• Original and one copy of the Deed Restrictions & Protective Covenants Form 1VA
• Original of the applicable Supplement Form(s) and O&M agreement(s) for each BMP TM-7
• Permit application processing fee of $505 ($4,000 for Express) payable to NCDENR 7A _r
• Calculations & detailed narrative description of stormwater treatment/management TM T
• Copy of any applicable soil report TrhT
• Three copies of plans and specifications (sealed, signed & dated), including: TM T
- Development/Project name
- Engineer and firm
-Legend
- North arrow
- Scale
- Revision number & date
- Mean high water line
- Dimensioned property/project boundary
- Location map with named streets or NCSR numbers
- Original contours, proposed contours, spot elevations, finished floor elevations
- Details of roads, drainage features, collection systems, and stormwater control measures
- Wetlands delineated, or a note on plans that none exist
- Existing drainage (including off-site), drainage easements, pipe sizes, runoff calculations
- Drainage areas delineated
- Vegetated buffers (where required)
VII. AGENT AUTHORIZATION
If you wish to designate authority to another individual or firm so that they may provide information on your
behalf, please complete this section.
Designated agent (individual or firm):Richard Callahan - Site Solutions
Mailing Address:2320 West Morehead Street
City:Charlotte
State:NC
Zip:28208
Phone: (704 ) 521-9880 Fax: (704 ) 521-8955
Email:[e-mail]
VIII. APPLICANT'S CERTIFICATION
I, (print or type name of person listed in General Information, item 2) Ray Fulghum
cert% that the information included on this permit application form is, to the best of my knowledge, correct and
that e project will be constructed in conformance with the approved plans, that the required deed restrictions
and protective covenants will be recorded, and that the proposed project complies with the requirements of 15A
NCAC 211.1000. i7
Signature:
Date:
Form SWU-101 Version 8.07 Page 4 of4
- ?? o??F wArF9OG
y r

¦,= R
•N\
4 r
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
LEVEL SPREADER, FILTER STRIP AND RESTORED RIPARIAN BUFFER SUPPLEMENT
This form must be completely filled out, printed and submitted.
DO NOT FORGET TO ATTACH THE REQUIRED ITEMS CHECKLIST AND ALL REQUIRED ITEMS (NEXT WORKSHEET)!
1 PR INFORNIATION' t ?? r ': a x *
Project name Battleboro Park
Contact name Richard Callahan
Phone number 704521-9885
Date April 22, 2009
Drainage area number DA 2
II. DESift FORMATION ? .
For Level Spreaders Receiving Flow From a 8MP
Type of BMP Level Spreader
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area
Impervious surface area
Percent impervious
Rational C coefficient
Peak flow from the 1 in/hr storm
Time of concentration
Rainfall intensity, 1 0-yr storm
Peak flow from the 10-yr storm
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell?
To a mulched bioretention cell?
To a wetland?
To a filter strip or riparian buffer?
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass
Width of dense ground cover
Width of wooded vegetation
Total width
Elevation at downslope base of level lip
Elevation at top of bank of the receiving water
Slope (from level lip to to top of bank)
Are any draws present?
Level Spreader Design
Forebay surface area
Feet of level lip needed per cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm?
Length based on the 10-yr storm?
Length based on the BMP discharge rate?
Design flow
Is a bypass device provided?
81,022.00 ftz
0.00 fe
0.00 %
0.30
0.56 cfs
5.00 min
in/hr
cfs
(Y or N)
(Y or N)
(Y or N)
Y (Y or N) Please complete filter strip characterization below.
Discharges inib a 50' Riparian Buffer
20.00 ft
ft
30.00 ft
50.00 ft
95.50 fmsl
95.00 fmsl
1.00 %
N (Y or N)
sq ft
44 fucfs
Y (Y or N)
(Y or N)
(Y or N)
0.56 cfs
Y (Y or N)
OK
OK
OK
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 1 of 2
Length of the level lip
- Are level spreaders in series?
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland?
Does the channel enter the stream at an angle?
Dimensions of the channel (see diagram below):
M
B
W
Peak velocity in the channel during the 10-yr storm
Channel lining material
25.00 ft Level spreader length OK.
N (Y or N)
N (Y or N)
Y (Y or N)
3.00 ft
4.00 ft
10.00 ft
1.00 ft
1.45 cfs
None
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
III. REQUIRED ITEMS CHECKLIST
r
Please indicate the page or plan sheet numbers where the supporting documentation can be found. An incomplete submittal package will
result in a request for additional information. This will delay final review and approval of the project. Initial in the space provided to
indicate the following design requirements have been met. If the applicant has designated an agent, the agent may initial below. If a
requirement has not been met, attach justification.
Pagel Plan
Initials Sheet No.
Tth-T L q-0 1. Plans (1" - 50' or larger) of the entire site showing:
Design at ultimate build-out,
- Off-site drainage (if applicable),
- Delineated drainage basins (include Rational C coefficient per basin),
- Forebay (if applicable),
- High flow bypass system,
- Maintenance access,
- Proposed drainage easement and public right of way (ROW), and
- Boundaries of drainage easement.
T mT L 6-? 2. Plan details (1" = 30' or larger) for the level spreader showing:
- Forebay (if applicable),
- High flow bypass system,
- One foot topo lines between the level lip and top of stream bank,
- Proposed drainage easement, and
- Design at ultimate build-out.
7 r^T b a 3. Section view of the level spreader (1" = 20' or larger) showing:
- Underdrain system (if applicable),
- Level lip,
- Upslope channel, and
- Downslope filter fabric.
WA NIA 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.

T MT' L 3.0 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized.
'/mT R e eat 6. The supporting calculations.

-TM? - 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
N 1,q _ 8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Part III, page 3 of 3
Permit Number:
(to be provided by DWQ)
Drainage Area Number: o A+ a
Filter Strip, Restored Riparian Buffer and Level Spreader
Operation and Maintenance Agreement
I will keep a maintenance record on this BMP. This maintenance record will be kept in a
log in a known set location. Any deficient BMP elements noted in the inspection will be
corrected, repaired or replaced immediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important maintenance procedures:
- Immediately after the filter strip is established, any newly planted vegetation
will be watered twice weekly if needed until the plants become established
(commonly six weeks).
- Once a year, the filter strip will be reseeded to maintain a dense growth of
vegetation
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the vegetation.
- Two to three times a year, grass filter strips will be mowed and the clippings
harvested to promote the growth of thick vegetation with optimum pollutant
removal efficiency. Turf grass should not be cut shorter than 3 to 5 inches and
may be allowed to grow as tall as 12 inches depending on aesthetic requirements
(NIPC,1993). Forested filter strips do not require this type of maintenance.
- Once a year, the soil will be aerated if necessary.
- Once a year, soil pH will be tested and lime will be added if necessary.
After the filter strip is established, it will be inspected quarterly and within 24 hours
after every storm event greater than 1.0 inch (or 1.5 inches if in a Coastal County).
Records of operation and maintenance will be kept in a known set location and will be
available upon request.
Inspection activities shall be performed as follows. Any problems that are found shall
be repaired immediately.
BMP element: Potential problem: How I will remediate the problem:
The entire filter strip Trash/ debris is present. Remove the trash/ debris.
system
The flow splitter device The flow sputter device is Unclog the conveyance and dispose
(if applicable) clogged. of an sediment off-site.
The flow splitter device is Make any necessary repairs or
damaged. replace if damage is too large for
repair.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 1 of 3
BMW element: Potential problem: How I will remediate the problem:
The swale and the level The swale is clogged with Remove the sediment and dispose
lip sediment. of it off-site.
The level lip is cracked, Repair or replace lip.
settled, undercut, eroded or
otherwise damaged.
There is erosion around the Regrade the soil to create a berm
end of the level spreader that that is higher than the level lip, and
shows stormwater has then plant a ground cover and
bypassed it. water until it is established. Provide
lime and a one-time fertilizer
application.
Trees or shrubs have begun Remove them.
to grow on the swale or just
downslo e of the level lip.
The bypass channel Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then
reestablish proper erosion control.
Turf reinforcement is Study the site to see if a larger
damaged or ripap is rolling bypass channel is needed (enlarge if
downhill. necessary). After this, reestablish
the erosion control material.
The filter strip Grass is too short or too long Maintain grass at a height of
if applicable). approximately three to six inches.
Areas of bare soil and/or Regrade the soil if necessary to
erosive gullies have formed. remove the gully, and then plant a
ground cover and water until it is
established. Provide lime and a
one-time fertilizer application.
Sediment is building up on Remove the sediment and
the filter strip. restabilize the soil with vegetation if
necessary. Provide lime and a one-
time fertilizer application.
Plants are desiccated. Provide additional irrigation and
fertilizer as needed.
Plants are dead, diseased or Determine the source of the
dying. problem: soils, hydrology, disease,
etc. Remedy the problem and
replace plants. Provide a one-time
fertilizer application.
Nuisance vegetation is Remove vegetation by hand if
choking out desirable species. possible. If pesticide is used, do not
allow it to get into the receiving
water.
The receiving water Erosion or other signs of Contact the NC Division of Water
damage have occurred at the Quality local Regional Office, or the
outlet. 401 Oversight Unit at 919-733-1786.
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 2 Of 3
Permit Number:
(to be provided by DWQ)
I acknowledge and agree by my signature below that I am responsible for the
performance of the maintenance procedures listed above. I agree to notify DWQ of any
problems with the system or prior to any changes to the system or responsible party.
Project name:Battleboro Park
BMP drainage area number:DA #2
Print name:Ray Fulghum
Title:City of Rocky Mount - Project Manager
Address:PO Box 1180 Rocky Mount, NC 27802-1180
Phone:[phone]
Signature:
Date: L
Note: The legally responsible party should not be a homeowners association unless more than 50% of
the lots have been sold and a resident of the subdivision has been named the president.
, a Notary Public for the State of
61Q? C ,Q ?? i , County of Q C Ollr? , do hereby certify that
S7"
Q personally appeared before me thij/
day of 1 , o?aC g , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
NakrYFUM
Edgeeombw Cow*. NC
SEAL
a?
My commission expires _ 1 I bb lab 10
Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
Tar-Pamlico Stormwater Rule 15A NCAC 28.0258
Piedmont of the Tar-Pamlico River Basin:
0.00
utctucaes Uxtord, Henderson, Rocky Mount and Tarboro as well as Franklin, Nash and Edgecome Counties
Total Nitrogen and Total Phosphorus Loading Calculation Worksheet (Automated)
Project Name: Battleboro Park
Date: 42212008
By: T.MT Checked By:
Directions (same for pre-development and post-development tables):
> Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the values in light blue.
> Compare total areas of development in pre- and post- tables for consistency (bottom of column (2)), and also for consistency with
the site plans. If all of these values are not the same, there is an error that must be corrected.
> Unless drainage onto the development from offsite is diverted around or through the site, offsite catchment area draining in must
be included in the acreage values and treated.
Tvpe o€ .c ., d Corer
`Crarisportatt4 ii lM ervlo0s
xndsca
crop
lvlanagpd
(pas.
wooded
F act of Ztnj
°T66I.Area:of l
Post-developn
Type of l
Traaspartativ
.84 2.60
.84 1.95
.84
11 1.42
.84
0 0.95
0.05 T1YT Loa;iut;
{Ib/yr):
18.22 TN Exp C'Ddf,

0.00
5.51
0.00
0.00
4.23
9.74
Last Modified 4/29/2008
0.19
0.11
0.28
1.23
0.62
0.14
0.00
0.00
1.09
0.00
0.00
0.63
1.72
.o.Eutnn Average EIN .0 amn
4 of TP: 2 *' (3):*
1.84 0.19 0.13
0.00 0.11 0.00
9.31 0.28 1.84
7.69 0.14 1.13

18.85 TP Loading

?Iblyr) :_
3.10
1.03 TPEX. Coeff.

(I:b(aclyr)
0.17

0.00
18.22
0.46
0.46
0.46
0.46
0.46
0.46
2.60
1.95
1.42
4.23
2.04
0.94
{tblyr}=
')€N ?xp Coeff,
;(lblacl?el'
(2)
r` Area _ S tit
Note: The nutrient loading goals are 4.0 lb/ac/yr for TN and 0.4 lb/ac/yr for TP. 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.
Tar-Pamlico Stormwater Rule 15A NCAC 2B.0258
Piedmont of the Tar-Pamlico River Basin:
Last Modified 5/23/03
rnciuaes vxrora, ttenaerson, Kocky mount ana l arooro as well as Pranklm, Nash and Edgecome Counties
BINIP Removal Calculation Worksheet (Automated)
Project Name: Batrlehoro Park
Date: 4,,22i'2008
By: T.I1T Checked By:
> it may be advantageous to split the development into separate catchments to be handled by separate BMPs. The tables below allow
the development to be split into as many as three catchments, and can be copied for greater than three. NOTE: Unless runoff flowing
onto the development from offsite is routed separately around or through the site, the offsite catchment area draining in must be
included in the acreage values of the appropriate land use(s) and treated.
> Above each table: Enter the catchment acreage in the top green blank Based on a comparison of the post-development TN and TP
export coefficients you calculated above to the rule requirements of 4.0 lb/ac/yr TN and 0.4 lb/ac/yr TP, select BMP(s) from the list for
treating the catchment runoff. Enter the chosen BMP(s) nutrient removal rates in the green blanks. If more than one BMP is to be
used in series, the combined removal rates will be calculated automatically in the blue blanks.
> Catchment Tables: Enter the acres of each type of land cover in the green boxes. The spreadsheet will calculate all of the light blue
boxes. NOTE: Compare the Total Catchment Acreage for the Development (final table) to the value you established in the pre-BMP
worksheet tables, and also to the site plans, for consistency. All of these values need to be the same
TN TF; Design SEagdard .:r
BMT ::::t 0v1 ewtio :Poni# 25 40 NC BMP Manual
:. ... israter}fi lariil: 40 35 NC BMP Manual

Removal .:. .
Sand hsgter
35
45
NC BMP Manual
Rates Bio.....t... 35 45 NC BMP Manual
.:;G ass S.wale:..:;::::::: 20 20 NC BMP Manual
Y'egetated FOter?ttt?w#
[vei readH_ 20 35 NC BMP Manual
1>iy;itefekfion :;
........ . . ..... 10 10 NC BMP Manual
Catchment 1:
Total acreage of catchment
= ac
First BMP's TN removal rate =
rat! % First BMP's TP removal rate = %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE = 20 % TOTAL TP REMOVAL RATE = 35 %

. (?) O t3) ?? a?)::: f6? (73
fypeafLandCoQer atc>;ntent Farhsula Average EN#C:o Col ti in Aires........ . Coluinn...
.
Aerea a 0?6 +8.3[
Tt9: iii
7 .: 3 4
TP
Z 3 +; 6 .
Trraspoariatiiik unpervious:.: 0.46 2.60 0.00 0.19 0.00
Root`unperuiou9;; ; : 0.46 1.95 0.00 0.11 0.00
Managed pervious; 0.46 1.42 1.21 0.28 0.24

rpernous
Wooded
0.46
0.94
0.00
0.14
0.00

Area taken. 00, byBMF 0.46 1.95 0.00 0.11 0.00

1? raenon (mpervtous (1j
0.00 Pre-BMP TN
1.21 Pre-B ViP :T.
0.24
Coad:(liail}r): E oad.(lbtyc).:;
Totat Area or Development= : 1.86 eresvtP r;y 0.65 Pr?Brcr r: 0.13
Export(ItiFacyrl:: Export pblaelye)::
Post-B11P`1
0.97 Post BKPT
0
16
Load:(lbfyr); C oad (16/yk) : .
Post-BmP Z,
0.52 Posx NNIP T
0
08
EzportQtflac?r)' xOrt (%Iac
.
' Tar-Pamlico Stormwater Rule 15A NCAC 28.0258
Last Modified 5/23/03
Catchment 2:
Total acreage of catchment 2 = ac
First BMP's TN removal rate = % First BMP's TP removal rate = %
Second BMP's TN removal rate = % Second BMP's TP removal rate = %
Third BMP's TN removal rate = % Third BMP's TP removal rate = %
TOTAL TN REMOVAL RATE = 0 % TOTAL TP REMOVAL RATE = 0 %

lypeof 4aad Cover CateTtmeat S Nt;Earrsola Avecagel~MC o €olui4n ??verttge Elti(C 0 uletnn
"ago: 0146 f &30 TN 3 .• 3: 4 P ? 3 6:
T raasport#tibrs zmpeevious 2.60 0.19
io4f inpeitiious;;; 1.95 0.11
iktanaget#perYstus 1.42 0.28
toodeef petvtous; 0.94 0.14
i ea taken ap 4y BhtP 1.95 0.11
Fraction impervrous(f) ire-B?1$ t Y Pia-BWPT.
Laad (l6fgc) 10adl.b/yt} :
Totakttrea.ofl}eveloptgent=
I Frs PTY gsf° . PBh1PTP.Expo:
? hhlitclYr):; (?laclyr);.
Tar-Pamlico Stormwater Rule 15A NCAC 28.0258
4
Last Modified 5/23/03
Weighted Average of Nutrient Loadings from the Catchments:
CatcftmenC C? ALP fog $k[k*
Acreage TNIoading fl'T oadna?
(tblarl r) Iti(aef )
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
0' 8-07 ,
Battleboro Park
Rocky Mount, North Carolina
Storm Water Management
Report
February 8, 2008
Revised April 22, 2008
T %11 1
a'.dr.dr./
2 3 2 0
W. Morehead Street
Charlotte, NC 28208
Landscape Architecture
www.sitesolutionspa.com
Telephone-704-521-9880
Facsimile-704-521-8955
Civil Engineering
Site Planning
SS Project No. 2313K
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Battleboro Park
Rocky Mount, North Carolina
' Storm Water Management Report
' TABLE OF CONTENTS
' Project Description .................................................................................................. Section 1
• Location/ Description
• Topography
' Soils
• Model Parameters/Analysis

I
1

Conveyance Design ................................................................................................. Section 2
• Weighted Coefft. Computations
• Swale Calculations
• Culvert Calculations
• Level Spreader Design
• Swale-Weir Calculations for Level Spreader
• Time of Concentration Calculations (TR55)
Sedimentation and Erosion Control Measures .............................................. Section 3
• Sediment Trap Calculations
• Outlet Protection Calculations
• Temporary Diversion Ditch Calculations
• Swale Liner Calculations
Appendix ................................................................................................................ Section 4
• Location Map
• USGS Quad Map
• IDF Table
• Edgecombe County Soil Survey
• Soil Engineering Properties and classifications
• Runoff Curve Numbers
• Runoff Coefficient Table
• Component Drainage Area Map

1
I

1
1

Section 1
Projection Description
1

' Battleboro Park
Rocky Mount, North Carolina
Storm Water Management Report
' Project Description
The proposed project is located approximately 8 miles northeast of the City of
Rocky Mount, on the east section of the town of Battleboro. This project
' involves constructing a multi use field, basketball courts, gravel parking lot,
cul-de-sac, and gravel walking trails. The storm items for this project include
swales, one culvert extension, and one new culvert crossing under the
' proposed cul-de-sac. The site's impervious area is less than 5%; therefore, it
will not require detention or water quality measures. This project will have
one level spreader (requested by NCDENR) which outfalls into the 50' riparian
' buffer. This level spreader has been designed per NCDWQ requirements.
' Topography/Drainage
The site generally drains to an existing drainage feature that splits the two
sections of our project. Ground elevations range from approximately 92.00 Ft
' to 100.00 Ft. The area currently drains into Moccasin Creek which outfalls into
Swift Creek which outfalls into the Tar River.
' Soils
The NCRS soil survey of Edgecombe County indicates that soils on the site are
' predominately: Aycock Very Fine Sandy Loam (AyA), Exum Very Fine Sandy
Loam (ExA), and Grantham Very Fine Sandy Loam (Gr). The soils are classified
as Hydrologic Group B, C, and D respectively.

Model Parameters/Analysis
' Capacity analysis for proposed sedimentation and erosion control measures as
well as the storm water conveyance system design was completed using the
Rational Method.

1
1

1

1
1

Section 2
Conveyance Design

Condition Composite C Values
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 4/22/08
Cwoods= 0.25 Cimperv.= 0.95
CLawn= 0,30 CGravel= 0.55
AREA Drainage Areas (Acres) COMPOSITE
Woods Lawn Im erv. Gravel Total C
I N v .I U.21 1.bb U'.U1 -U.UU 2.16 0.30
NV 3 0:00 0.14 0.28 0.00 0.42 0.73
Swale 1 0.27 1.89 0.00 0.00 ' 2.16 0.29
Swale 2 0.03 1.83 0.00 0.00 1.86 0.30
Swale 3 0.00 0.14 0.28 0.00 0.42 0.73
Swale 4 0.00 0.02 0.00 0.02 0.04 0.43
Swale 5 0.01 0.07 0.00 0.15 0.23 0.46
Swale 6 0.00 7.02 0.40 0.00 7.42 0.34
Swale 7 0.00 0.20 0.30 0.00 _ 0.50 0.69
Swale 8 0.30 2.19 0.15 0.00 2.64 0.33
TOTAL 0.57 5.74 0.29 0.00 6.80
1

PROJECT NAME:
PROJECT NUMBER:
Ditch/Swale Flows
Battleboro Park
2313K
t * All flows and intensities are designed for the 10 year storm event.
BY: Tristan Teasley
DATE: 4/22/08
Swale 1 -To INV 1 Swale 5 - To existing draina ge outfall
t
Area = 2.16 ac. Length= 370 ft. Area = 0:23 ac. Length= 155 ft.
Intensity = 6.92 in/hr Inv. Up 98.0, Intensity = 6.92 in/hr Inv. Up 97.0
' Tc = 5.0 min. Inv. Down= 95.0 Tc = 5.0 min. Inv. Down= 95.5
Comp. C = 0.3 Slope= 0.8% Comp. C = 0.46` Slope= 1.0%
Velocity= 1.21 ,fps Velocity= 0.61 fps
' Q = C*I*A = 4.48 cfs Q = C*I*A = 0.73 cfs
Swale 2 - To Swale 2A Swale 6 - To existing drainage outfall
'
Area = 1.86 ac. Length= 300?_ft. Area = 7.42 ac. Length= 165 ft.
Intensity = 6.92 in/hr Inv. Up 98`& Intensity = 3.18 in/hr, Inv. Up 94.6
' Tc = 5.0,min. Inv. Down= 95:0 Tc = 35.0 min. ` Inv. Down= 93.0
Comp. C = 0.3 Slope= 1.0% Comp. C = 0.33 Slope= 1.0%
Velocity= 1.36 fps: Velocity= 1.38 fps
' Q = C*I*A = 3.86 cfs Q = C*I*A = 7.79 cfs
Swale 2A - To outfall Swale 7 - To existing drainage outfall
'
Area = N/A Length= 100 ft. Area = 0.50 ac. Length= 135 ft.
Intensity = N/A Inv. Up 95.8 Intensity = 6,92 in/hr Inv. Up 96.9
Tc = N/A Inv. Down= 94.8 Tc = 5:0 min. Inv. Down= 96.0
Comp. C = N/A Slope= 1.0% Comp. C = 0.69 Slope= 0.7%

'
Q = C*I*A = Velocity=
3.30 cfs. (Excess flow from 1" 1:05 ffps
Storm)
Q = C*I*A =
2.39 cfs Velocity= 0.85 fps
Swale 3 - To INV 3 Swale 8 - To existing drainage outfall
ft
6
Area = 0.42 ac. Length= 110 ft. ; Area = 2.64 ac. Length= .
1
5
Intensity = 6.92 Whir ' Inv. Up 98.0 Intensity = 6.92 in/hr Inv. Up 94.9
Tc = 5.0 mina Inv. Down= 97.4 Tc = 5.0 min. Inv. Down= 92.0
' Comp. C = 0.73 Slope= 0.6% Comp. C = A.31 Slope= 1.8%
Velocity= 05 fps. Velocity= 1.68 fps

1 Q = C*I*A = 2.12 cfs Q = C*I*A = 5.66 cfs
Swale 4 - To existing draina ge outfall
' Area = 0.04 ac. Length= 110 ft.
Intensity = .6.92 in/hr Inv. Up 97.1
Tc = 5.'0 min: Inv. Down= <95 5; _
' Comp. C = 0.43 Slope= 1.5%
Velocity= 0:75 fps:
Q = C*I*A = 0.12 cfs
1
2313K-swale flows with slopes and velocitys 4-22-08.xls Page 1
1
1
1
1
1
e
i
Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/12/2008
REV: 2/21/2008
Channel # Grass Swale #1 (To INV 1)
Estimating Mannings'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.3
1) Q= 4.48 cis (Q1o) 3.2 cfs (Q2) 1 6.92
2) S= 0.008 ft/ft A 2.16
3) Vp 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 1.00 ft' =Q/VP
5) R= 0.64 Hydraulic Radius =bd+Zd' / b+2d(Z41)` (Figure 8.05b)
Where b= 3 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 6 (Cross Sectional Area)
6)
7)
8)
9)
10)

Using Retardance Curve D
From Figure 8.05c VpR= 2.90
Mannings'n' (As read from gra ph)= 0.041
V= 2.40 fps Actual V from Manning's Equation
Qc= 14.38 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 2.40 fps
Check Qc>Q Qc= 14.38 cfs
Q= 4.48 cfs
OK? YES (if Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a temp liner required? YES (NOTE 1- 8.05.7 ESCPDM)
U= 1.5 Ue th Including treeDOara)
Using Retardance Curve B
From Figure 8.05c VpR= 2.90
Mannings'n' (As read from graph)= 0.082
V= 1.21 fps Actual V from Manning's Equation
Qc= 7.29 cis Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 1.21 fps
Check Qc>Q Qc= 7.29 cfs
Q= 4.48 cis
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a perm'nt liner required? NO (NOTE 1-_8.05.7ESCPDM)
11) N/A
.4
IN
rn
c .I
'c
m DE
2 .OE
.04
.02
.1

Average Length
of Vegetation an) Curve

A Longer Ulan 30'
11" to 24'
6° 1.10" A
a
C
2" to 6"
Less tha
2" D
E
6 n

D
E

.2 .4 .6 -.6 1.0 2 4 6 6 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's nrole led b velocity, hydraullc radlus, and vegetal retardance.
Note: From Sample Problem 8.05a muldpy Vp x Hydralulic Radius (4.50.54-2.43), hen enter Ire product of VR and extend a
straight One up to Retardance class "D', next project a straight fine to the left to determine a Ida[ manning's n.
Rev, 12A3
1
1
1
1
1
1
1
1
1
1
1
i
1
1
1
Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/12/2008
REV: 4/22/2008
Channel # Grass Swale #2 (To Swale 2A)
Estimating Mannings'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.3
1) Q= 3.86 cis (Q10) 2.8 cfs (Q2) I 6.92
2) S= 0.010 Wilt A 1:86
3) Vo 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.86 fF =Q/Vp
5) R= 0.64 Hydraulic Radius =bd+Zd' / b+2d(V+1)'? (Figure 8.05b)
Where b= 3 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 6 (Cross Sectional Area)
6)
7)
8)
9)
10)
D= 1.5 De to mcluam rreeooara
Using Retardance Curve D Using Retardance Curve B
From Figure 8.05c VPR= 2.90 From Figure 8.05c VPR= 2.90
Mannings 'n' (As read from graph)= 0.041 Mannings 'n' (As read from graph)= 0.082
V= 2.68 fps Actual V from Manning's Equation V= 1.36 fps Actual V from Manning's Equation
Qc= 16.08 cfs Actual channel capacity. Qc= 8.15 cis Actual channel capacity.
Check Vp>V VP= 4.5 fps Check Vp>V VP= 4.5 fps
V= 2.68 fps V= 1.36 fps
Check Qc>Q Qc= 16.08 cfs Check Qc>Q Qc= 8.15 cis
Q= 3.86 cfs Q= 3.86 cfs
OK? YES (If Vp>V, then OK) OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK) YES (If Qc>Q, then OK)
Is a temp liner required? YES NOTE 1- 8.05.7 ESCPDM Is a erm'nt liner required? NO NOTE 1- 8.05.7 ESCPDM
11) N/A
.5
.4
.i
c
_y
OI
C .i
?C
CN .01
Of
.09
.02
.I

Average Lang
lh
of vegetation (In)
Curve

A Langer than 30"
11" to 24"

10"
8" t A
B

C
o
2" to 8"
Less than 2" D
E
e

0
a

.2 .4 .6 -.8 1.0 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.060 Manning's n relalad to velocity. hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a muldpiy VP X Hydralullc Radlus (4.50.54.2A3), then enter the product of VR and extend a
straight Brie up to Retardance class "D'. next project a straight Ana to the left to dol9rmine a trial manning's n.
Rev. IZ93

Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/1212008
REV: 4/22/2008
Channel # Grass Swale #2A (To driange outfall)
Estimating Mannings'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C N/A
1) Q= 3.30 cfs (Q10) 2.4 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= 0.73 ft' =Q/Vp
5) R= 0.68 Hydraulic Radius =bd+Zd' / b+2d(Z'+1)112 (Figure 8.05b)
Where b= 4 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 7 (Cross Sectional Area)
t 6)
7)
8)
9)
10)

t
1
1
1
D= 1.5 (Depth including Treeooara)
Using Retardance Curve D Using Retardance Curve B
From Figure 8.05c VpR= 3.05 From Figure 8.05c VpR= 3.05
Mannings'n' (As read from graph)= 0.041 Mannings'n' (As read from graph)= 0.079
V= 2.82 fps Actual V from Manning's Equation V= 1.45 fps Actual V from Manning's Equation
QC= 19.71 cfs Actual channel capacity. QC= 10.14 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps Check Vp>V VP= 4.5 fps
V= 2.82 fps V= 1.45 fps
Check Qc>Q Qc= 19.71 cfs Check Qc>Q Qc= 10.14 cfs
Q= 3.30 cfs Q= 3.30 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 atamp liner required? YES (NOTE 1-8.05.7ESCPDM Ise erm'ntliner required? NO (NOTE 1-8.05.7ESCPDM
11) N/A
.5
.4
.3
.2
G
to
171
? .I
.C
OE
OE
04
.02
.I
.2 .4 .6 '.e 1.0 2 4 6 6 10 20
VR, Product of Velocity and Hydraulic Radius
Figum 8.05a Manning's nrelafed to vebdly, hydraulic radius, and vegetal retardance.
Note: From Bampie Pmblem 8.05a multiply Vp x Hydralulic Radius (4.5x0.54-2.43), than enter the pmdud of VR and extend a
straight tine uP to Retardance class 'D*, next project a straight fine to the left to determine atrial manning's n.
Rev. IZ93

Average enTh
of vegetation n) Curve

A Lodger than W
11" to 24"

8" to 10" A
B

C
2" to 8"
Less than 2" D
E
N?' Li 1 1 - 7 7

0
E
sasn'm

1
1
1
1
1
1

t
1
1
Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/12/2008
REV: 2/21/2008
Channel # Grass Swale #3 (To INV. 3)
Estimating Mannings'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.73
1) Q= 2.12 cfs (Q10) 1.5 cfs (Q2) 1 6.92
2) S= 0.006 ft/ft A 0.42
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.47 ft' =Q/Vp
5) R= 0.64 Hydraulic Radius =bd+Zdl / b+2d(Z'+1)"' (Figure 8.05b)
Where b= 3 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 6 (Cross Sectional Area)
6)
7)
8)
9)
10)

Using Retardance Curve D
From Figure 8.05c VpR= 2.90
Mannings'n' (As read from gra ph)= 0.041
V= 2.08 fps Actual V from Manning's Equation
Qc= 12.45 cfs Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 2.08 fps
Check Qc>Q Qc= 12.45 cis
Q= 2.12 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)
L)= 1.0 ue to 1nciualn rreeooara
Using Retardance Curve B
From Figure 8.05c VpR= 2.90
Mannings'n' (As read from graph)= 0.082
V= 1.05 fps Actual V from Manning's Equation
CC= 6.31 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 1.05 fps
Check Qc>Q Qc= 6.31 cfs
Q= 2.12 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a erm'nt liner required? NO NOTE 1- 8.05.7 ESCPDM
11) N/A
W--
- co
C
C
N
.J
4
.
3 Average Length

of Vegetation On)

Curve
.

2

A Longer then 30^
11" to 24"
8° t
10" A
B
C
o
2" to I.
L
th
2"
D
E

I a e ss an
.
oB c

O6
04 e

02
.i X .9 b '.B 1.0 2 4 6 B 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05a Manning's n re Is led to Vebdy hydrautlc radius, and vegetal retardanos.
Note: From Sample Problem 8.05a multiply Vp x Hydralultc Radius (4.50.542.43), than enter 0te product of VR and extend a
straight One up to Retardance dass'D% next project a straight fine to ft left m delarmine a trial manning's n.
Rev. t2J93

t
1
1
1
Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/12/2008
REV: 2/21/2008
Channel # Grass Swale #4 (To existing driange outfall)
Estimating Mannings 'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.43
1) Q= 0.12 cfs (Q1o) 0.1 cfs (Q2) 1 6.92
2) S= 0.015 ft/ft A 0.04
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.03 ft' =Q/Vp
5) R= 0.34 Hydraulic Radius =bd+Zd' / b+2d(Z'+1)` (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 0.5 (Trapezoidal depth)
Z= 3 (e/d)
A= 1.75 (Cross Sectional Area)
6) Usit
Fro1
Mar
7) V=
Qc=
8) Che
Che
9) OK'
10) Is a t
11) N/A
Z
U)
or
c
.C
m
.J
4
.
3 Average Length

of Vegetation On)

Curve
.

2

A Longer than 30'
11" to 24'
8' t
o" A
e
. o 1
2' to 6"
L
th
2" C
D
E

I a e ss an
.
.OS
0 0
.
6
04 E

02
.? .c A .5 I.6 1.0 2 4 6 6 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05a Manrdng's nrelaled to velocity, hydra ullo radius, and vegetal retardance.
Note: From Sample Problem a.05a multiply Vp x Hydralullc Radius (4.5x0.54.2.43), than enter the product of VA and extend a
straight One up to Retardance dass'D', next projecta straight Me to the left to determine a trial manning's n.
Rev. 12,93

Retardance Curve D
Figure 8.05c VPR= 1.53
ings'n' (As read from gra ph)= 0.051
1.75 fps Actual V from Manning's Equation
3.06 cfs Actual channel capacity.
< Vp>V VP= 4.5 fps
V= 1.75 fps
c Qc>Q Qc= 3.06 cfs
Q= 0.12 cfs
YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
pliner required? NO (NOTE 1- 8.05.7 ESCPDM)
L)= 1 ue to mclualn Treeooara
Using Retardance Curve B
From Figure 8.05c VpR= 1.53
Mannings'n' (As read from graph)= 0.119
V= 0.75 fps Actual V from Manning's Equation
Qc= 1.30 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 0.75 fps
Check Qc>Q Qc= 1.30 cfs
Q= 0.12 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a rm'nt liner required? NO NOTE 1- 8.05.7 ESCPDM

t
1
1
1
1
1
1

1
1
1
Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/12/2008
REV: 2121/2008
Channel # Grass Swale #5 (To existing driange outfall)
Estimating Mannings'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.46
1) Q= 0.73 cfs (Q1o) 0.5 cfs (Q2) 1 6.92
2) S= 0.010 f ift A 0.23
3) Vp 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.16 fP =Q/Vp
5) R= 0.34 Hydraulic Radius =bd+Zd2 / b+2d(Z1+1)` (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 0.5 (Trapezoidal depth)
Z= 3 (e/d)
A= 1.75 (Cross Sectional Area)
6)
7)
8)
9)
10)

Using Retardance Curve D
From Figure 8.05c VPR= 1.53
Mannings 'n' (As read from gra ph)= 0.051
V= 1.43 fps Actual V from Manning's Equation
Qc= 2.50 cfs Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 1.43 fps
Check Qc>Q Qc= 2.50 cfs
Q= 0.73 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a temp liner required? NO (NOTE 1- 8.05.7 ESCPDM)
U= t ue to mcluatn treeooara
Using Retardance Curve B
From Figure 8.05c VPR= 1.53
Mannings'n' (As read from graph)= 0.119
V= 0.61 fps Actual V from Manning's Equation
Qc= 1.06 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 0.61 fps
Check Qc>Q Qc= 1.06 cfs
Q= 0.73 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Ise enn'ntliner required? NO NOTE 1-8.05.7 ESCPDM
11) N/A
.4
.c
G
U)
01
c
oE
OE
04
.02

Average Length
of Vegetation on) Curve

A Longer than 80"
11" to 24"
6" t
10" A
B
o
2" to 6"
L
th
2" C
D
E
9 e ss an

C

0

E
oft

.c .4 Al -.n I.u Z 9 5 a 10 20
VR, Product of Velocity and Hydraulic Radius
Rgura $.05o Manning's n reiaisd to velocity, hydraulic radius, and vegetal retardance.
Note. From Sample Problem 8.05a multiply Vp x Hydralullc Radius (4.5xo.54-2.43), Dien enter the productof VR and extend a
staight line up lo Retardance class "D", next project a straight Ane m the left to determine a trial manning's n.
Rev, IZ93

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1
Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/12/2008
REV: 2/21/2008
Channel # Grass Swale #6 (existing driange outfall)
Estimating Mannings'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.33
1) Q= 7.79 cfs (010) 5.6 cfs (Q2) 1 3.18
2) S= 0.010 ft/ft A 7.42
3) Vp 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 1.73 ft2 =Q/Vp
5) R= 0.65 Hydraulic Radius =bd+Zd2 / b+2d(Zz+1)'n (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 5.83 (Cross Sectional Area)
6)
7)
8)
9)
10)
From Figure 8.05c VpR= 2.93
Mannings 'n' (As read from gra ph)= 0.041
V= 2.71 fps Actual V from Manning's Equation
Qc= 15.79 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 2.71 fps
Check Qc>Q Qc= 15.79 cfs
Q= 7.79 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a temp liner required? YES (NOTE 1- 8.05.7 ESCPDM)
U= 1.0 ue m Inciuoin rreeooara
Using Retardance Curve B
From Figure 8.05c VPR= 2.93
Mannings'n' (As read from graph)= 0.081
V= 1.38 fps Actual V from Manning's Equation
Qc= 8.03 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 1.38 fps
Check Qc>Q Qc= 8.03 cfs
Q= 7.79 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Ise enn'ntliner required? NO (NOTE 1-8.05.7 ESCPDM
11) N/A
c
m
m
c
.C
ro
.J
4
.
3 Average Length

of Vegetation On)

Curve
.

2

A Longer than 30'
11" to 24"
6" to 10" A
B
C
. 2" to 6"
Less than 2" D
E

I e
SIN
'
.
.OB c
06 0

04 e
nft-
n?
.i .t .4 .6 -.6 1.0 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Rgure SASc Manning's nrefated to velocity. hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralullc Radius (4.50.54-2.43), then enter the product of VR and extend a
straight fine up to Retardance class 'D*. next projecta straight fine to the left lo determine a trial manning's n.
Rev. 12,93

1
1
1
1
1
1
1
1
1
1
1

t
Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/12/2008
REV: 2/21/2008
Channel # Grass Swale #7 (existing driange outfall)
Estimating Mannings 'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.69
1) Q= 2.39 cis (Q1o) 1.7 cfs (Q2) 1 6.92
2) S= 0.007 ft/ft A 0.5
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.53 fe =QNp
5) R= 0.50 Hydraulic Radius =bd+Zd2 / b+2d(Z41)'n (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 0.8 (Trapezoidal depth)
Z= 3 (e/d)
A= 3.52 (Cross Sectional Area)
6) Usir
Froi
Mar
7) V=
Qc=
8) ChE
ChE
9) OK'.
10) Isat
11) N/A
C
CD
c
m
M
.J
4
.
3 Average Length

of Vegetation (In)

Curve
.

2

A Longer than 30'
11" to 24"
6` 1
10" A
B
C
. 0
2v to 6"
Less tha
2" D
E

I a n

.OB C
I T -1 . -1

06
0 nm-
04 e

02
.t .Z .4 .6 -.8 1.0 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 6.05c Manning's nrelaled to velocity, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a mulUpy Vp x Hydralulic Radius (4.5x0.54-2.43), then enter the product of VR and extend a
straight One up to Retardance class T", next project a straight Ana to the left to determine a trial manning's n.
Rev. IZ93
L)= l.d ue m mciuatn rree0oaro
Retardance Curve D Using Retardance Curve B
Figure 8.05c VPR= 2.24 From Figure 8.05c VPR= 2.24
ings'n' (As read from gra ph)= 0.044 Mannings'n' (As read from graph)= 0.092
1.78 fps Actual V from Manning's Equation V= 0.85 fps Actual V from Manning's Equation
6.27 cfs Actual channel capacity. Qc= 2.99 cfs Actual channel capacity.
c Vp>V Vp= 4.5 fps Check Vp>V VP= 4.5 fps
V= 1.78 fps V= 0.85 fps
c Qc>Q Qc= 6.27 cfs Check Qc>Q Qc= 2.99 cis
Q= 2.39 cfs Q= 2.39 cis
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)
i liner required? NO NOTE 1- 8.05.7 ESCPDM Is a erm'nt liner required? NO NOTE 1- 8.05.7 ESCPDM

1
1
1
1
1

t
t

Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/12/2008
REV: 2/21/2008
Channel # Grass Swale#8 (existing driange outfall)
Estimating Mannings'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.31
1) Q= 5.66 cis (Q1o) 4.1 cis (Q2) I 6.92
2) S= 0.018 ft/ft A 2.64
3) Vp= 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 1.26 ft' =QNp
5) R= 0.60 Hydraulic Radius =bd+Zd' / b+2d(Z'+1)'rz (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 5 (Cross Sectional Area)
6)
7)
8)
9)
10)

Using Retardance Curve D
From Figure 8.05c VPR= 2.70
Mannings 'n' (As read from gra ph)= 0.042
V= 3.37 fps Actual V from Manning's Equation
QC= 16.86 cis Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 3.37 fps
Check Qc>Q Qc= 16.86 cfs
Q= 5.66 cis
OK? YES (If Vp>V, then OK)
YES (If Qr>Q, then OK)
Is a temp liner required? YES (NOTE 1- 8.05.7 ESCPDM)
1.0 (ueptn lnciuaing treeooara)
Using Retardance Curve B
From Figure 8.05c VpR= 2.70
Mannings'n' (As read from graph)= 0.085
V= 1.68 fps Actual V from Manning's Equation
Qc= 8.39 cfs Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 1.68 fps
Check Qc>Q Qc= 8.39 cfs
Q= 5.66 cis
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
s a perm'nt liner required? NO (NOTE 1- 8.05.7 ESCPDM)
11) N/A
Co
orn
,c
c
r

3 Verage Length

of Vegetation On)

Curve
.

Z

A Larger then 3a'
11° to 24"
6° t
10" A
B
C
o
2° to 6"
Le
th
2" D
E

I s ss an
.

0s 1 0
04 E

02
c .A .5 -.e 1.0 2 4 6 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's nrelated to velocly, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a multiply Vp x Hydralullc Radius (4.5x0.542.43), than enter me product of VR and extend a
straight fine up to Retardance class "D', next projecta straight fine to the left to determine a vial manning's n.
Rev. 12,93

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Culvert Flows
PROJECT NAME:
PROJECT NUMBER:
Battleboro Park
2313K
BY: Tristan Teasley
DATE: 4/22/08
Design -10 year
INV1 TO INV 2
Area = 2.16 ac.
Intensity = 6.92 in/hr
Tc = 5O min::;:,
Comp. C 0 3"
Q = C*I*A = 4.48 cfs
INV 3 TO INV A-ext
Area = 0:42 ac:
Intensity = 6 92in/hr
Tc = 5.O min.
Comp. C = `0:73
Q = C*I*A = 2.12 cfs
2313K culvert flows 4-22-08.xls
Page 1

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HY-8 Culvert Analysis Report
Table 1 - Summary of Culvert Flows at Crossing: INV 1 TO INV 2
Headwater Elevation
(ft) Total
Discharge (cfs) Culvert 1 Discharge
(cfs) Roadway Discharge
(cfs)
Iterations
95.59 2.00 2.00 0.00 1
95.70 2.35 2.35 0.00 1
95.81 2.70 2.70 0.00 1
95.93 3.05 3.05 0.00 1
96.08 3.40 3.40 0.00 1
96.30 3.75 3.75 0.00 1
96.52 4.10 4.10 0.00 1
96.76 4.45 4.45 0.00 1
96.78 4.48 4.48 0.00 1
97.29 5.15 5.15 0.00 1
97.58 5.50 5.50 0.00 1
Table 2 - Culvert Summary Table: Culvert 1
Total

Discharge
WS) Culvert

Discharge
(cfs) Headwater

Elevation
(ft)
Inlet Control
Depth (ft) Outlet

Control
Depth (ft)
Flow
Type
Normal
Depth (ft)
Critical
Depth (ft)
Outlet
Depth (ft)
Tailv?ater
Depth (ft) Outlet

Velocity
(ft/s) Tailwater

Velocity
(ft/s)
2.00 2.00 95.59 0.864 0.992 2-M2c 0.877 0.560 0.560 0.000 3.751 0.000
2.35 2.35 95.70 0.954 1.100 2-M2c 1.013 0.612 0.612 0.000 3.935 0.000
2.70 2.70 95.81 1.043 1.209 2-M2c 1.250 0.657 0.657 0.000 4.133 0.000
3.05 3.05 95.93 1.133 1.329 2-M2c 1.250 0.700 0.700 0.000 4.315 0.000
3.40 3.40 96.08 1.225 1.480 7-M2c 1.250 0.743 0.743 0.000 4.473 0.000
3.75 3.75 96.30 1.320 1.701 7-M2c 1.250 0.781 0.781 0.000 4.649 0.000
4.10 4.10 96.52 1.419 1.921 7-M2c 1.250 0.817 0.817 0.000 4.833 0.000
4.45 4.45 96.76 1.524 2.161 7-M2c 1.250 0.853 0.853 0.000 4.991 0.000
4.48 4.48 96.78 1.533 2.183 7-102c 1.250 0.856 0.856 0.000 5.004 0.000
5.15 5.15 97.29 1.755 2.695 7-M2c 1.250 0.917 0.917 0.000 5.324 0.000
5.50 5.50 97.58 1.882 2.985 7-M2c 1.250 0.947 0.947 0.000 5.529 0.000
Inlet Elevation (invert): 94.60 ft, Outlet Elevation (invert): 94.30 ft
Culvert Length: 65.00 ft, Culvert Slope: 0.0046
1

1

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Water Surface Profile Plot for Culvert: Culvert 1
97.5
97.0
96.5
96.0
j 95.5
(_'1`c? 111 - INV 1 TO INS' ?, Deli i Ihseh.-af-Fe - 4.5 c fs
C'uhvert - 04-veft 1. C'ubvert Uiwchar,e - 4.5 cfs
T
7
I
---------------
I
- - - - - - - - - - - - - - --- - - - - - - - - - - - - - - --- - - -
r I I I I
1 I I I I I
r---------------I- ------------ ,--------------- ; ------------- I---------------,- --
L
95.0 -}r --------------
I I 1 I
-------------- --------------- ------- -------- ----------
I
94.5T----------- - --- -- --- - --------;
? 1 1 1 1 1 I I I I I , I I I I
-20 0 20 40
Station (ft)
Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
Inlet Elevation: 94.60 ft
Outlet Station: 65.00 ft
Outlet Elevation: 94.30 ft
Number of Barrels: 1
Culvert Data Summary - Culvert 1
Barrel Shape: Circular
Barrel Diameter: 1.25 ft
Barrel Material: Corrugated Steel
Barrel Manning's n: 0.0240
Inlet Type: Conventional
Inlet Edge Condition: Thin Edge Projecting
Inlet Depression: None
60 80

Table 3 - Summary of Culvert Flows at Crossing: INV 3 TO INV A-extg.

1

Headwater Elevation
(ft)
Total Discharge (cfs) Culvert 1 Discharge
(cfs) Roadway Discharge
(cfs)
Iterations
98.31 2.12 2.12 0.00 1
98.36 2.26 2.26 0.00 1
98.40 2.40 2.40 0.00 1
98.46 2.53 2.53 0.00 1
98.51 2.67 2.67 0.00 1
98.62 2.81 2.81 0.00 1
98.73 2.95 2.95 0.00 1
98.83 3.09 3.09 0.00 1
98.97 3.22 3.22 0.00 1
99.09 3.36 3.36 0.00 1
99.20 3.50 3.50 0.00 1
Table 5 - Culvert Summarv Table: Culvert 1
Total
Discharge
(cfs) Culvert
Discharge
(cfs) Headwater
Elevation
(ft) Inlet Control
Depth (ft) Outlet
Control
Depth (ft) Flow
Type Normal
Depth (ft) Critical
Depth (ft) Outlet
Depth (ft) Taiiwater
Depth (ft) Outlet
Velocity
(ft/s) Tailwater
Velocity
ft/s)
2.12 2.12 98.31 0.907 0.956 2-M2c 0.757 0.621 0.621 0.000 4.137 0.000
2.26 2.26 98.36 0.943 1.007 2-M2c 0.800 0.641 0.641 0.000 4.242 0.000
2.40 2.40 98.40 0.979 1.051 2-M2c 0.867 0.661 0.661 0.000 4.358 0.000
2.53 2.53 98.46 1.016 1.114 2-M2c 1.000 0.681 0.681 0.000 4.455 0.000
2.67 2.67 98.51 1.055 1.165 2-M2c 1.000 0.701 0.701 0.000 4.546 0.000
2.81 2.81 98.62 1.094 1.267 7-M2c 1.000 0.717 0.717 0.000 4.657 0.000
2.95 2.95 98.73 1.135 1.379 7-M2c 1.000 0.733 0.733 0.000 4.762 0.000
3.09 3.09 98.83 1.177 1.484 7-M2c 1.000 0.750 0.750 0.000 4.862 0.000
3.22 3.22 98.97 1.221 1.624 7-M2c 1.000 0.766 0.766 0.000 5.003 0.000
3.36 3.36 99.09 1.267 1.737 7-M2c 1.000 0.783 0.783 0.000 5.104 0.000
3.50 3.50 99.20 1.315 1.852 7-M2c 1.000 0.799 0.799 0.000 5.202 0.000
Inlet Elevation (invert): 97.35 ft, Outlet Elevation (invert): 96.90 ft
.,...t.,..,, Culvert Length: 56.00 ft, Culvert Slope;: 0.0080

Water Surface Profile Plot for Culvert: Culvert 1
t'l cis l? ? - IN%;'f TO E\TV Desim Di,schai? e - I 1 d's
' Ciih ert - Cul-vert 1, Culvert Discharoe - 2.1 4t,.
i 99.0 -
,._,98.5 ----------------,-- ----- --- -----------------------.
?s 98.0 '
w
------------
97.5 --------------- ------------------ -- --------------=-
i
97.a ------- ----- ------------------
--------------------- 0 20 40 60
Station (ft)
' Site Data - Culvert 1
Site Data Option: Culvert Invert Data
Inlet Station: 0.00 ft
I
l
t El
ti
97
35 ft
n
e
eva
on:
.
Outlet Station: 56.00 ft
Outlet Elevation: 96.90 ft
Number of Barrels: 1
' C
l
ert Dat
m
C
S
l
t 1
v
u
a
u
mary -
u
ver
Barrel Shape: Circular
1 Barrel Diameter: 1.00 ft
Barrel Material:
' Barrel Manning's n: 0.0180
Inlet Type:
i Inlet Edge Condition:
Inlet Depression: None
1
1
1
1
1
1
1
1
1
1
1
1
t
1
1
1
1
Battleboro Park
Rocky Mount, North Carolina
**NCDENR/DWQ Level Spreader Design*"
Level Spreader No. 1
Spreader Location Swale No. 2
River Basin Tar-Pamlico
Riparian Buffer Width 50
Drainage Area, A 1.86 Ac
Runoff Coefft., c 0.30
Rainfall Intensity, 1 1.00 In/Hr
Design Runoff, Qr 0.558 Cfs [Rational Method, Qr = cIA]
Level Spreader Length
Zone 2, Q2 13 FUCfs [Grass cover]
Width 20 FUCfs
2.90 [(Zone 2/50)*Qr*Q1]
Zone 1, Q1 65 FUCfs [Forested cover]
Width 30 FUCfs
21.76 [(Zone 1/50)*Qr*Q2]
Total Length of Spreader 24.66 Ft
Say x.25 FT .
Page 1 of 1

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Worksheet for Weir - Swale 2

Project Description
Solve For Headwater Elevation
Input Data
Discharge 3.30 ft3/s
Crest Elevation 95.80 ft
Tailwater Elevation 93.00 ft
Weir Coefficient 3.20 US
Crest Length 7.80 ft
Number Of Contractions 1
Results "
Headwater Elevation 96.06 ft
Headwater Height Above Crest 0.26 ft
Tailwater Height Above Crest -2.80 ft
Flow Area 2.03 ft2
Velocity 1.63 ft/s
Wetted Perimeter 8.32 ft
Top Width 7.80 ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
4/23/200811:22:35 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

1
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Worksheet for Swale2 - to LS
Project Description
Friction Method Manning Formula
Solve For Normal Depth
Input, Data
Roughness Coefficient 0.030
Channel Slope 0.01000 ft/ft
Left Side Slope 3.00 ft/ft (H:V)
Right Side Slope 3.00 ft/ft (H:V)
Bottom Width 3.00 ft
Discharge 3.86 ft /s
Results
Normal Depth 0.41 ft
Flow Area 1.71 ft2
Wetted Perimeter 5.57 ft
Top Width 5.44 ft
Critical Depth 0.33 ft
Critical Slope 0.02101 ft/ft
Velocity 2.25 ft/s
Velocity Head 0.08 ft
Specific Energy 0.48 ft
Froude Number 0.71
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 0.41 ft
Critical Depth 0.33 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.02101 ft/ft
0 -
a' 55.6
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
4/23/200810:56:51 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1
d dF of ;?1. r? W,
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Worksheet for Swale 2A - from LS
Project Description
Friction Method
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
GVF Output Data
Upstream Depth
Profile Description
Profile Headloss
Downstream Velocity
Upstream Velocity
Normal Depth
Critical Depth
Channel Slope
Critical Slope
Manning Formula
Normal Depth
0.030
0.01000 ft/ft
3.00 ft/ft (H:V)
3.00 ft/ft (H:V)
4.00 ft
3.30 ft3/s
0.32 ft
1.61 ftz
6.05 ft
5.94 ft
0.26 ft
0.02209 ft/ft
2.05 ft/s
0.07 ft
0.39 ft
0.69
tar}
y gs.s
Subcritical
0.00 ft
0.00 ft
0
0.00 ft
0.00 ft
Infinity ft/s
Infinity ft/s
0.32 ft
0.26 ft
0.01000 ft/ft
0.02209 ft/ft
Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00)
4/23/200810:45:58 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 1

Worksheet for Pipe to LS
' Project Description
Friction Method Manning Formula
' Solve For Full Flow Capacity
Input Data
Roughness Coefficient 0.010
Channel Slope 0.01000 ft/ft
Normal Depth 0.50 ft
Diameter 0.50 ft
' Discharge 0.73 ft'/s
Results
' Discharge 0.73 ft'/S
Normal Depth 0.50 ft
Flow Area 0.20 ft'
Wetted Perimeter 1.57 ft
Top Width 0.00 ft
' Critical Depth 0.43 ft
Percent Full 100.0 %
Critical Slope 0.00929 ft/ft
' Velocity 3.71 ft/s
Velocity Head 0.21 ft
Specific Energy 0.71 ft
Froude Number 0.00
Maximum Discharge 0.78 ft'/s
' Discharge Full 0.73 ft3/s
Slope Full 0.01000 ft/ft
Flow Type SubCritical
i 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
Average End Depth Over Rise 0.00 %
' Normal Depth Over Rise 100.00 %

Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
' 41231200810:45:55 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 1 of 2

'
Worksheet for Pipe to LS
' GVF Output Data
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
' Normal Depth 0.50 ft
Critical Depth 0.43 ft
Channel Slope 0.01000 ft/ft
Critical Slope 0.00929 ft/ft

1

' Bentley Systems, Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.071.00]
41231200810:45:55 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA [phone] Page 2 of 2

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Summary of Ditch Time of Concentration(s)

Swale/Ditch
No.
Basin
Area
[Ac]

Tc
[Min] 10 Year
Rainfall
Intensity
[Ins/Hr] 2 Year
Rainfall
Intensity
[Ins/Hr]
INV 1 2,16 6.0 6,92 5,39
INV 3 0.42 5,0 6.92 539
Swale 1 116 5,0 5.92 5.39
Swale 2 1,86 5,0 5.92 5.39
Swale 3 0.42 5,0 5.82 5,38
Swale 4 0,04 5.0 6,92 5139
Swale 5 €13 510 6,02 5,39
Swale 6 3,42 35,8 3118 2,34
Swale 7 €#,5 510 6,92 5,39
Swale 8 164 5,0 5.92 5.39
" All swales and culverts 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) 0,01.1
Fallow (no residue) 0.0:
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
2313k-TC-Calculator 4-22-08.xis, Summary, 4/22/2008

Section 3
' Sedimentation and Erosion Control Measures

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TEMPORARY SEDIMENT TRAP Pre #1
PROJECT NAME: BattlebOro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/18/08
REV: 2/21/08
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION CONTROL MANUAL
SECTION 6.61 AND SECTION 8.07.
WHERE: 110= 6.92 in/hr (10 YEAR STORM)
DISTURBED AREA= 1.52 Ac A= 0.00 Ac GRASS C= 0.30
DRAINAGE AREA= 1.52 Ac A= 1.52 Ac SOIL C= 0.55
A= 0.00 Ac WOODS C= 0.25
PEAK FLOW: Q10 = CcItOA A= 0.00 Ac BLDG/PVM'T C= 0.95
Q10 = 5.79 cfs A= 1.52 Ac TOTAL Cc= 0.55
RASIN STArF/ ATC1RAr.F• I)Wf. RCAI F• 1"= 1 INOTFG MAX F u i HEIGHT= 5'1
ELEV. PLANIMETER READING AREA s AVG. AREA s VOL c ACCUM. VOL cf.
95.5 2412.00 2412 0 0 0
96 2634.00 2634 2523 1262 1262
97 3098.00 3098 2866 2866 4128
98 3588.00 3588 3343 3343 7471
99 4102.00 4102 3845 3845 11316
100 4642.00 4642 4372 4372 15688

DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY:
HE=IQ1d (C x L)]2j3 WHERE: C= 3.2
LENGTH (4' min.) HEAD (HE)
5 ft 0.51 ft OK
loft 0.32 ft OK
15ft 0.24 ft OK
20 ft 0.20 ft OK
25ft 0.17 ft OK
USE L= loft SPILLWAY, HE= 0.32 ft
REQUIRED BASIN VOLUME, (VR)=(DISTURBED AREA X 3600 cf/ac)= 5,472 cf
REQUIRED Q10 SURFACE AREA, (AR)= (435 x Q10 cfs)= 2,517 sf
DETERMINE ELEVATION OF Q10 YR STORM, (X): ELEV. AREA (so
X 2517 X= 95.74
96 2634
DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE, (Hs)=[(Q10 EL.) - HE]
Hs= 95.42
Use Hs= 98.25
DETERMINE VOLUME OF SEDIMENT STORAGE, (Vs) @ Hs:
ELEV. VOLUME (co
98 7471
Hs= 98.25 Vs Vs= 8,432 cf
99 11316
PROVIDED STORAGE VOLUME EXCEEDS REQUIRED VOLUME,' THEREFORE OKAY
2313K_SEDTRAP.xis
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TEMPORARY SEDIMENT TRAP Pre #1
PROJECT NAME: Baltleb0r0 Palk
PROJECT NUMBER: 2313K
5 ft
W yt min
--
3600 =u ft/ acre
H 2
ss section
Design 21 "
settled f
ruin
top
1,5 ft
5 it
7max fill
max x fill Fittar -
f fabric
1.5 ft T
,?.7 5 ft
rnax
Filter fabric
Overfill 6'
for settlement
n ft min fjj_1 = -- t
2i1 side
e max by-pass
II slop by-pass
6' below
1 1; t side slope settled lop
it max Natural Wdam
ground
3 ft X
mist
Stone section
Figure 6.60e Temporary sediment trap.
SEDIMENT DEPTH (H)= (Hs-ELEVATION OF BOTTOM OF POND)
SEDIMENT CLEANOUT DEPTH (Z)= 1/2(H)
X
(ft.) L
(ft.) H
(ft.) Z
(ft.) W
(ft.) STORAGE VOLUME
REQUIRED (cf.) STORAGE VOLUME
PROVIDED cf.)
7.5 loft 5 1.38 5 5472 8432
ELEVATION BOTTOM POND= 95.50
ELEVATION SEDIMENT STORAGE= 98.25
ELEVATION SPILLWAY CREST= 98.57
ELEVATION TOP OF DAM= 100.07
2313K_SEDTRAP.xis
BY: Tristan Teasley
DATE: 1/18/08
REV: 2/21/08
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TEMPORARY SEDIMENT TRAP POST #1
PROJECT NAME: BattlebOrO Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/18/08
REV: 2/21/08
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION CONTROL MANUAL
SECTION 6.61 AND SECTION 8.07.
WHERE: 110= 6.92 in/hr (10 YEAR STORM)
DISTURBED AREA= 2.30 Ac A= 0.00 Ac GRASS C= 0.30
DRAINAGE AREA= 2.30 Ac A= 2.30 Ac SOIL C= 0.55
A= 0.00 Ac WOODS C= 0.25
PEAK FLOW: Q10 = Cc110A A= 0.00 Ac BLDG/PVM'T C= 0.95
Q10 = 8.75 cfs A= 2.30 Ac TOTAL Cc= 0.55
RASIN STA(,F/ STnRAr;F• nWG SCAT F• 1"= 1 /NnTF MAY FI I I HFIGHT=5'1
ELEV. PLANIMETER READING AREA s AVG. AREA s VOL c ACCUM. VOL cf.
95.5 2412.00 2412 0 0 0
96 2634.00 2634 2523 1262 1262
97 3098.00 3098 2866 2866 4128
98 3588.00 3588 3343 3343 7471
99 4102.00 4102 3845 3845 11316
100 4642.00 4642 4372 4372 15688

DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY:
HE=[Q1d (C x L)]213 WHERE: C= 3.2
LENGTH (4' min.) HEAD (HE)
5 ft 0.67 ft OK
loft 0.42 ft OK
15ft 0.32 ft OK
20 ft 0.26 ft OK
25 ft 0.23 ft OK
USE L= loft SPILLWAY, HE= 0.42 ft
REQUIRED BASIN VOLUME, (VR)=(DISTURBED AREA X 3600 cf/ac)= 8,280 cf
REQUIRED Q10 SURFACE AREA, (AR)= (435 x Q10 cfs)= 3,808 sf
DETERMINE ELEVATION OF Q10 YR STORM, (X): ELEV. AREA (so
98 3588
X 3808 X= 98.43
99- 4102
DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE, (Hs)=[(Q1o EL.) - HE]
Hs= 98.01
Use Hs= 98.25
DETERMINE VOLUME OF SEDIMENT STORAGE, (Vs) @ Hs:
ELEV. VOLUME (co
98 7471
Hs= 98.25 Vs Vs= 8,306 cf
97 4128
PROVIDED STORAGE VOLUME EXCEEDS REQUIRED VOLUME, THEREFORE OKAY
2313K_SEDTRAP.xls Page 3
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TEMPORARY SEDIMENT TRAP POST #1
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/18/08
REV: 2/21/08
5 #t
W r min
' 1.5 It
3600 :u ft/ acre
H 2, ? 5 ft
r max
rOSS S@Ctlfln Filter fabric
Design 21 „
Settled min f Overfill
top t for ar settlement
?U I lts. I+=A? aftmin r4 1,111
1.5 ft
4
-d-s Il ,1`2-1 side Emergency
5 ft = slope max by-pass
Max fib Filter } 6" below
fabric 11 ? 1:1 side slope settled top
`h max Natural of dam
ground
3ftX
min
Figure 6.60a Temporary sediment trap, Stone section
SEDIMENT DEPTH (H)= (Hs-ELEVATION OF BOTTOM OF POND)
SEDIMENT CLEANOUT DEPTH (Z)= 1/2(H)
X
(ft.) L
(ft.) H
(ft.) Z
(ft.) W
(ft.) STORAGE VOLUME
REQUIRED (cf.) STORAGE VOLUME
PROVIDED (cf.)
5 loft 1 .75 1 1.38 5 8280 8306
ELEVATION BOTTOM POND= 95.50
ELEVATION SEDIMENT STORAGE= 98.25
ELEVATION SPILLWAY CREST= 98.67
ELEVATION TOP OF DAM= 100.17
2313K_SEDTRAP.xis
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TEMPORARY SEDIMENT TRAP Pre #2
PROJECT NAME: Baftl@bOrO Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/18/08
REV: 2/21/08
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION CONTROL MANUAL
SECTION 6.61 AND SECTION 8.07.
DISTURBED AREA= 2.36 Ac
DRAINAGE AREA= 2.36 Ac
PEAK FLOW: Q10 = Cr-I10A
Q1o = 8.98 cfs
RAGIN .RTAr,F/.RT0RACAF-
WHERE: 110= 6.92 in/hr (10 YEAR STORM)
A= 0.00 Ac GRASS C= 0.30
A= 2.36 Ac SOIL C= 0.55
A= 0.00 Ac WOODS C= 0.25
A= 0.00 Ac BLDG/PVM'T C= 0.95
A= 2.36 Ac TOTAL Cc= 0.55
nWG SCAI F- V= 1 Mr1TF MAY FII 1 HFIr.HT = S'1
ELEV. PLANIMETER READING AREA s AVG. AREA s VOL c ACCUM. VOL cf.
94.5 2564.00 2564 0 0 0
95 2771.00 2771 2668 1334 1334
96 3205.00 3205 2988 2988 4322
97 3665.00 3665 3435 3435 7757
98 4149.00 4149 3907 3907 11664
99 4658.00 4658 4404 4404 16067

DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY:
HE=[Q10/ (C x L)]ti3 WHERE: C= 3.2
LENGTH (4' min.) HEAD (HE)
5 ft 0.68 ft OK
loft 0.43 ft OK
15ft 0.33 ft OK
20 ft 0.27 ft OK
25 ft 0.23 ft OK
USE L= 10 ft SPILLWAY, HE= 0.43 ft
REQUIRED BASIN VOLUME, (VR)=(DISTURBED AREA X 3600 cf/ac)= 8,496 cf
REQUIRED Q10 SURFACE AREA, (AR)= (435 x Q10 cfs)= 3,907 sf
DETERMINE ELEVATION OF Q10 YR STORM, (X): ELEV. AREA (sf)
97 3665
X 3907 X= 97.49
99 4658
DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE, (Hs)=[(Q1o EL.) - HE]
Hs= 97.06
Use Hs= 97.20
DETERMINE VOLUME OF SEDIMENT STORAGE, (Vs) @ Hs:
ELEV. VOLUME (cf)
97 7757
Hs= 97.20 Vs Vs= 8,538 cf
98 11664
PROVIDED STORAGE VOLUME EXCEEDS REQUIRED VOLUME, THEREFORE OKAY
2313K_SEDTRAP.xls Page 5
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TEMPORARY SEDIMENT TRAP Pre #2
PROJECT NAME: Bettleb0r0 Park
PROJECT NUMBER: 2313K
BY: Tristan Teasley
DATE: 1/18/08
REV: 2/21/08
Design
settled `? P Overlill 6
top min \\ for settlement
ttil_ Iltl ttt=y 4ifmin =f1 1
T 7 s it -- 4
2-1 side
5 ft I) Rslope max Emergency
by-pass
max fin Einar- ? 6" below
fabric 11 I. I side slope settled top
It max Natural of dam
ground
3h X
min
Figure 6.609 Temporary sedimepttrap. Stone section
SEDIMENT DEPTH (H)= (Hs-ELEVATION OF BOTTOM OF POND)
SEDIMENT CLEANOUT DEPTH (Z)= 1/2(H)
x
(ft.) L
(ft.) H
(ft.) Z
(ft.) W
(ft.) STORAGE VOLUME
REQUIRED cf.) STORAGE VOLUME
PROVIDED cf.)
5 8496 8538
ELEVATION BOTTOM POND= 94.50
ELEVATION SEDIMENT STORAGE= 97.20
ELEVATION SPILLWAY CREST= 97.63
ELEVATION TOP OF DAM= 99.13
2313K SEDTRAP.xis
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TEMPORARY SEDIMENT TRAP POST #2
PROJECT NAME: BattlebOrO Palk BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/18/08
REV: 2/21/08
THE SEDIMENT BASIN IS DESIGNED IN ACCORDANCE WITH THE N.C. SEDIMENT & EROSION CONTROL MANUAL
SECTION 6.61 AND SECTION 8.07.
WHERE: 110= 6.92 in/hr (10 YEAR STORM)
DISTURBED AREA= 1.95 Ac A= 0.00 Ac GRASS C= 0.30
DRAINAGE AREA= 1.95 Ac A= 1.95 Ac SOIL C= 0.55
A= 0.00 Ac WOODS C= 0.25
PEAK FLOW: Q10 = Cc1joA A= 0.00 Ac BLDG/PVM'T C= 0.95
Q10 = 7.42 cfs A= 1.95 Ac TOTAL Cc= 0.55
RASIN STAGF/ STnRAC;F- r1W(. SCAT F• 1"= 1 IMOTF- MAY r u I WMI'PT= 4'1
ELEV. PLANIMETER READING AREA s AVG. AREA s VOL c ACCUM. VOL cf.
94.5 2564.00 ` 2564 0 0 0
95 2771.00 2771 2668 1334 1334
96 3205.00 3205 2988 2988 4322
97 3665.00 3665 3435 3435 7757
98 4149.00 4149 3907 3907 11664
99 4658.00 4658 4404 4404 16067

DETERMINE LENGTH OF SPILLWAY AND DEPTH OF FLOW OVER SPILLWAY:
HE=[Q10/ (C x L)]2J3 WHERE: C= 3.2
LENGTH (4' min.) HEAD (HE)
5ft 0.60 ft OK
loft 0.38 ft OK
15 ft 0.29 ft OK
20 ft 0.24 ft OK
25 ft 0.20 ft OK
USE L= loft SPILLWAY, HE= 0.38 ft
REQUIRED BASIN VOLUME, (VRNDISTURBED AREA X 3600 cf/ac)= 7,020 cf
REQUIRED Qt0 SURFACE AREA, (AR)= (435 x Q10 cfs)= 3,228 sf
DETERMINE ELEVATION OF Q10 YR STORM, (X): ELEV. AREA (so
96 3205
X 3228 X= 96.05
97 3665
DETERMINE MINIMUM ELEVATION OF SEDIMENT STORAGE, (Hs)=[(Q1o EL.) - HE]
Hs= 95.68
Use Hs= 97,20
DETERMINE VOLUME OF SEDIMENT STORAGE, (Vs) @ Hs:
ELEV. VOLUME (cf)
97 7757
Hs= 97.20 Vs Vs= 8,538 cf
98 ' 11664
PROVIDED STORAGE VOLUME EXCEEDS REQUIRED VOLUME, THEREFORE OKAY
2313K_SEDTRAP.xis
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TEMPORARY SEDIMENT TRAP POST #2
PROJECT NAME: Battlebor0 Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 1/18/08
REV: 2/21/08
Design 21'
settled min 1 Overfill 6
tap for settlement
4 ~ ft- I -
tii l 11 It =A1 attmi° r_)Tff? lffl
? t5 fti 4
II ? 2:,1 side Emergency
5 It - slope may i
max till Filter j by-pass
.
fabric t! 1:1 side? slope. f se below
max Natural settled top
Sri of dam
ground
31t X
rain
Stone section
Figure .6.80a Temporary sediment trap.
SEDIMENT DEPTH (H)= (Hs-ELEVATION OF BOTTOM OF POND)
SEDIMENT CLEANOUT DEPTH (Z)= 1/2(H)
X
(ft.) L
(ft.) H
(ft.) Z
(ft.)
I W

I (ft.) STORAGE VOLUME

REQUIRED (cf.) STORAGE VOLUME

PROVIDED (cf.)
7.5 loft .7 0 1.35 1 5 1 7020 8538
ELEVATION BOTTOM POND= 94.50
ELEVATION SEDIMENT STORAGE= 97.20
ELEVATION SPILLWAY CREST= 97.58
ELEVATION TOP OF DAM= 99.08
2313K_SEDTRAP.xis
Page 8
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RIP RAP OUTLET PROTECTION
FES/ INV Battleboro BY: TMT
PROJECT NUMBER: 2313K DATE: 21-Jan-08
REV: 22-Apr-08
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
INV # 2
DISCHARGE (Q)= 4.48 cfs
PIPE DIA. (Do)= 1.25 ft.
FROM FIGURE 8.06A
LENGTH (La)= 8.0 ft.
WIDTH W=Do + La= 1.25 + 8.0 = 9.25 ft.
dso= 0.50 ft. = 6.00 in
USE CLASS B
deo= 8
dMAx= 12
APRON THICKNESS=
APRON THICKNESS=
Velocity= 5.00 ft/sec.
RIP RAP
in.
in.
1.5 x dmAx
18.0 in
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 10 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 HAV
INV # A (extg) USE CLASS B RIP RAP
DISCHARGE (Q)= 2.12 cfs dso= 8 in.
PIPE DIA. (Do)= 1.00 ft. dmAx= 12 in.
FROM FIGURE 8.06A
LENGTH (La)= 8.0 ft. APRON THICKNESS= 1.5 x dMAx
WIDTH W=Do + La= 1.00 + 8.0 = 9.00 ft. APRON THICKNESS= 18.0 in.
dso= 0.50 ft. = 6.00 in Velocity= 4.14 ft/sec.
MIN. HEIGHT OF RIP RAP @ PIPE OPENING (H) = 2/3 x PIPE DIA.= 8 in
SIDE SLOPE OF RIP RAP APRON (M)= 3 H:1V
Page 1 of 3

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SUMMARY OF RESULTS
RIP RAP APRON SCHEDULE
FES/ INV D
(IN) RIP RAP
CLASS W
IN L
(FT H
IN M
2 18.0 B 9.25 8.00 10.00 3
A ext 18.0 B 9.00 8.00 8.00 3
3 e
Outlet 1J = Do + La 90 t
pine -
-diameter (Lb) 80
La - .t
i water < 0.5Do ( a
-ieeo ?t?1, 70, I: h
La
cow ` .
tiX'60
egg I Oti ?, a ?;
I,
I
? 1.
30 d r
d;j
20
.i .. i D
..?
10
4 it
f'
Olt
o fli _ ! 1 !?. _ #
a
3

)
.
1 a
_?s.. 15 a i (? ?I I{ Il i'i ..
V
0
3 5 10 20 50 100 200 500 1000
Discharge (ft3/sec)
' Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full; minimum taiiwater condition (Tw < 0.5 diameter).

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PROJECT NAME:
' PROJECT NUMBER
Ditch/Swale Flows
Battleboro Park BY: Tristan Teasley
2313K DATE: 2/21/08
* All flows and intensitys are designed for the 10 year storm event.

Temp. Diversion Ditch "A"
1 6
0
' 2
.
7 ac.
Area = Length= 00 ft.
Intensity = 6.92 in/hr Inv. Up 97.5
Tc = 5.0 min. Inv. Down= 96.5
' Comp. C = 0.55 Slope= 0.5%
Velocity= 0[:00 fps'
' Q = C*I*A = 2.55 cfs
Temp. Diversion Ditch "B"
'
Area = 0.49 ac. ! Length= 312 ft. '-
Intensity = 6.92 in/hr Inv. Up 97.5
' Tc = 5.0 min. Inv. Down= 96.0
Comp. C = 0.55 Slope= 0.5%
Velocity= 0.00 fps
' Q = C*I*A = 1.86 cfs
Temp. Diversion Ditch "C"
'
Area = 034ac. Length= 1!60 ft.

' Intensity = 6.92 infhr!
Tc = 5.0 min. > Inv. Up
Inv. Down= 96.0
95.0
Comp. C = 0.55 :. Slope= 0.6%
Velocity= 000 fps
Q = C*I*A = 1.29 cfs
Temp. Diversion Ditch "D"
'
Area = 0, - at. < Length= 95 ft.
Intensity = 6.92 inlhr< Inv. Up 96.0
Tc = 5 0 ruin Inv. Down= 95.5
' Comp. C = Q 55 Slope= 0.5%
Velocity= 0:60 f6S...
. ::,; ................
Q = C*I*A = 0.46 cfs

2313K-temp div flows with slopes and velocitys.xls
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Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 2/21/2008
REV:
Channel # Temporary Diversion Ditch 'W'
Estimating Mannings 'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.55
1) Q= 2.55 cis (010) 1.8 Cis (Q2) I 6.92
2) S= 0.005 ft/ft A 0.67
3) VP 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.57 ft' =QNp
5) R= 0.60 Hydraulic Radius =bd+Zd' / b+2d(Z41)" (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 5 (Cross Sectional Area)
6) Usir
Fro1
Mar
7) V=
Qc=
8) Che
Che
9) OK'.
10) Is a t
11) N/A
Z
ca
cn
c_
C
C
a3
M

3 Average Length

of Vegetation on)

Curve
.

2

A Langer Utan 30'
11" to 24"
6" t
10" A
B
o
2' to 6"
L
th
2" C
D
E

I e e ss en
.
.08 c
06 0

04 E
02
.i .c .y b '.tl I.V 2 4 6 a 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's nre Wed to velodly, hydraullc radius, and vegetal retardance.
Note: From Sample Problem 0.05a multiply Vp x Hydralullc Radius (4.5x0.54-2.43), than enter the product of VR and extend a
straight One up to Retardanos class "D", next projecta straight Ana to the left In determine a trial manning's n.
Rev. 1293
Retardance Curve D
Figure 8.05c VPR= 2.70
ings'n' (As read from gra ph)= 0.042
1.78 fps Actual V from Manning's Equation
8.89 cis Actual channel capacity.
C Vp>V Vp= 4.5 fps
V= 1.78 fps
c Qc>Q Qc= 8.89 cis
Q= 2.55 cfs
YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
ip liner required? NO (NOTE 1- 8.05.7 ESCPDM)
U= 1.0 ue in inciuatn rreeooaro
Using Retardance Curve B
From Figure 8.05c VpR= 2.70
Mannings'n' (As read from graph)= 0.085
V= 0.88 fps Actual V from Manning's Equation
Qc= 4.42 cis Actual channel capacity.
Check Vp>V Vp= 4.5 fps
V= 0.88 fps
Check Qc>Q Qc= 4.42 cfs
Q= 2.55 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
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1
1
1

1
1
Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 2121/2008
REV:
Channel # Temporary Diversion Ditch "B"
Estimating Mannings'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.55
1) Q= 1.86 cfs (Q1o) 1.3 cfs (Q2) I 6.92
2) S= 0.005 ft/ft A 0.49
3) Vp 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.41 ft' =Q/Vp
5) R= 0.60 Hydraulic Radius =bd+Zd' / b+2d(Z'+1)"' (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 5 (Cross Sectional Area)
6)
7)
8)
9)
10)
U= 1.5 ue in mciualn rreeDOara
Using Retardance Curve D Using Retardance Curve B
From Figure 8.05c VpR= 2.70 From Figure 8.05c VPR= 2.70
Mannings'n' (As read from gra ph)= 0.042 Mannings'n' (As read from graph)= 0.085
V= 1.78 fps Actual V from Manning's Equation V= 0.88 fps Actual V from Manning's Equation
QC= 8.89 cfs Actual channel capacity. Qc= 4.42 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps Check Vp>V VP= 4.5 fps
V= 1.78 fps V= 0.88 fps
Check Qc>Q Qc= 8.89 cis Check Qc>Q Qc= 4.42 cfs
a= 1.86 cfs Q= 1.86 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? NO NOTE 1- 8.05.7 ESCPDM Is a erm'nt liner required? NO NOTE 1- 8.05.7 ESCPDM
11) N/A
CZ
to
c
'c
c
ca
g

3 Average Length
of Vegetation On)
Curve

2

A Larger than Nr
11" to 24"
6"
" A
8
to 10
2" to 6"
L
h
" C
D
ess t
an 2 E

I e
F
T
7

06 D

04
- E
T T T
02
..c _4 .o -.c W 2 4 6 6 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 5.05c Manning's nrelated to velocity, hydraulic radius, and vegetal retardance.
Note: From Sample Problem 8.05a muldpy Vp x Hydralullc Radius (9.50.54-2.43), then enter ft product of VR and extend a
straight Ins up to Retardanoe class "D', next project a straight line to the left to determine a trial manning's n.
Rev. 12J93

1
1
1
1
1

Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 2/2112008
REV:
Channel # Temporary Diversion Ditch "C"
Estimating Mannings'n ' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.55
1) Q= 1.29 cis (Q10) 0.9 cfs (Q2) 1 6.92
2) S= 0.006 tuft A 0.34
3) VP= 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.29 W =Q/Vp
5) R= 0.64 Hydraulic Radius =bd+Zd' / b+2d(Zz+1)" (Figure 8.05b)
Where b= 3 (Trapezoidal Bottom Width)
df= 1 (Trapezoidal depth)
Z= 3 (e/d)
A= 6 (Cross Sectional Area)
6)
7)
8)
9)
10)
From Figure 8.05c VoR= 2.90
Mannings'n' (As read from gra ph)= 0.041
V= 1.99 fps Actual V from Manning's Equation
Qc= 11.92 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 1.99 fps
Check Qc>Q Qc= 11.92 cfs
Q= 1.29 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
Is a temp liner required? NO (NOTE 1- 8.05.7 ESCPDM)
1.0 (ueptn lncluaing rreeooara)
Using Retardance Curve B
From Figure 8.05c V,R= 2.90
Mannings'n' (As read from graph)= 0.082
V= 1.01 fps Actual V from Manning's Equation
Qc= 6.04 cfs Actual channel capacity.
Check Vp>V VP= 4.5 fps
V= 1.01 fps
Check Qc>Q Qc= 6.04 cfs
Q= 1.29 cfs
OK? YES (If Vp>V, then OK)
YES (If Qc>Q, then OK)
s a perm'nt liner required? NO (NOTE 1-8.05.7 ESCPDM)
11) N/A
Z
co
01
c
'c
c
m
.J
4
.
3 Average Length

of Vegetation on)

Curve
.

2

A Langer Dian 30'
11" to 24'
6" t
10" A
B
C
. o
2" to 6"
L
th
2" D
E

I a e ss an
.
.0B
°
06
04 E

.02
d .G .Y .O -.6 W e 9 5 8 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's nrate led to velocity, hydraulic radius, and vegetal re lards nce.
Note: From Sample Problem 8.05a multiply Vp x Hydralullc Radius (4.50.54-2.43), then enter the product of VR and extend a
straight fine up to Relardance class *D*. next project a straight line to the left to determine a trial manning's n.
Rev. 12x93
Swale Design Flow and Depth
PROJECT NAME: Battleboro Park BY: Tristan Teasley
PROJECT NUMBER: 2313K DATE: 2/21/2008
REV:
Channel # Temporary Diversion Ditch "D"
Estimating Mannings 'n' per ESCPDM Page 8.05.6
Step # Variable Result Description
C 0.55
1) Q= 0.46 cfs (Q1o) 0.3 cfs (Q2) 1 6.92
2) S= 0.005 ft/ft A 0.12
3) Vp 4.5 fps Permissible Velocity per Table 8.05a
4) Size= 0.10 ft' =Q/VP
5) R= 0.34 Hydraulic Radius =bd+Zd' / b+2d(Z'+1)` (Figure 8.05b)
Where b= 2 (Trapezoidal Bottom Width)
df= 0.5 (Trapezoidal depth)
Z= 3 (e/d)
A= 1.75 (Cross Sectional Area)
6)
7)
8)
9)
10) Is a t
11) N/A
e
m
m
c
c
C
m
M
a perm'nt liner required? NO (NOTE 1- 8.05.7 ESCPDM)
U= T (Lie pm lnciualn Treeooara
Using Retardance Curve D Using Retardance Curve a
From Figure 8.05c VoR= 1.53 From Figure 8.05c VpR= 1.53
Mannings'n' (As read from gra ph)= 0.051 Mannings'n' (As read from graph)= 0.119
V= 1.01 fps Actual V from Manning's Equation V= 0.43 fps Actual V from Manning's Equation
Qc= 1.77 cfs Actual channel capacity. QC= 0.75 cis Actual channel capacity.
Check Vp>V VP= 4.5 fps Check Vp>V VP= 4.5 fps
V= 1.01 fps V= 0.43 fps
Check Qc>Q Qc= 1.77 cfs Check Qc>Q Qc= 0.75 cfs
Q= 0.46 cfs Q= 0.46 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)
.J
4
.
3 AverageLength

of Vegetation On)

Curve
.

2

A Longer than 30`
11" to 24"
6"
0" A
B
1. 1
2' to 6"
L
th
2" C
D
E

I e e ss an
.
.08 c

06 0
MM.

04 e

.02
.? c .v b 'Al 1.0 2 4 6 B 10 20
VR, Product of Velocity and Hydraulic Radius
Figure 8.05c Manning's nrelated to vebclty, hydraulic radius, and vegetal retardants.
Note: From Sample Problem 8.05a multiply Vp x Hydralullc Radius (4.5x0.64-2.43), Own enter the product of VR and extend a
straight Ina up to Retardance class 'D*. next projecta straight Bne to the left to determine a trial manning's n.
Rev. 12,93

1 North Amer can Green - ECMDS Vers on 4.3 y ?? 3/1712008 254PMCOMPUTED BY TMT
PROJECT NAME: Battleboro Park ;PROJECT NO.: 2313K
FROM STATION/REACH: Word Case TO STATION/REACH. Worst Case :DRAINAGE AREA N/A DESIGN FREQUENCY: 10Year
HYDRAULIC RESULTS
Dischetge Peak Flow ektcity(fps) Area Isq.fl) HyGa is Normal S75 1n=0.051)
eh Period Ms Redius ft Depth ft
.7 12.0 2.19 2.61 0.42 0.66
S • O.D1B0
0 ,11"'TOO It 3.01

LINER RESULTS
Not to Scale

t
1

t

Reach Mattvg Type
tabilky Analysis Vegetation Characteristics
Permissible
Calculated
Safety Factor
Remarks
Staple Pattem Phase Class Type Density Shear Suess
(psi) Sheet Stress
(ptf)
st e*K S75 Urwegetated 1.55 0.74 210 STABLE
Staple D
Back to lnpur Semen

1

f ORTH AMERICAN GREEN EROSION CONTROL MATERIALS DESIGN SOFTWARE VERSION 4.3
ORTH AMERICAN GREEN CHANNEL PROTECTION - ENGLISH/S.I.
USER SPECIFIED CHANNEL LINING BACK-UP COMPUTATIONS
PROJECT NAME: Battleboro Park PROJECT NO.: 2313K
'COMPUTED BY: TMT DATE: 3/17/2008
FROM STATION/REACH: Worst Case Swale TO STATION/REACH
DRAINAGE AREA: N/A DESIGN FREQUENCY: 10 Year
INPUT PARAMETERS
Channel Discharge : 5.7 cfs (.16 MA 3/s)
'Peak Flow Period : 12 hours
Channel Slope : 0.018 ft/ft (0.018 m/m)
Channel Bottom Width : 2.0 ft (.61 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
Worst Case Swale
Initial Depth Estimate = 0.16 * (5.7 /(0.018^0.5))^0.375 = 0.65 ft (.20 m)
Final Channel Depth (after 6 iterations) =.66 ft (0.20 m)
Flow Area = (2.0 * 0.7)+(0.5 *0.66^2 * (3.0+3.0)) = 2.6 sq.ft (0.2 m^2)
Wet Per. =2.0 +(0.7*(((3.OA2)+1)^.5 +((3.0^2)+1)^.5)) = 6.2 ft (1.9 m)
' Hydraulic Radius = (2.6 / 6.2) = 0.4 ft (0.1 m)
Channel Velocity =(1.486/0.051)*(0.4^0.667)*(0.018^.5) = 2.2 fps (0.7 m/s)
Channel Effective Manning's Roughness = 0.051
Calculated Shear (Td) = 62.4 * 0.66 * 0.018 = 0.74 psf (35.3 Pa)
Safety Factor = (Tp/Td) = (1.55 /0.74) = 2.10

MATERIAL SPECIFICATION 7rvs.
NORTH
S75 ?n
AMERICAN
GREEN°
' The short-term single net erosion control blanket shall be a machine-produced mat of 100% agricultural straw with a
functional longevity of up to 12 months. (NOTE: functional longevity may vary depending upon climatic conditions,
soil, geographic location, and elevation).
' The blanket shall be of consistent thickness with the straw evenly distributed over the entire area of the mat. The
blanket shall be covered on the top side with a lightweight photodegradable polypropylene netting having an
approximate 0.50 x 0.50 inch (1.27 x 1.27 cm) mesh and be sewn together on 1.50 inch (3.81 cm) centers with
degradable thread.
The S75 shall meet requirements established by the Erosion Control Technology Council (ECTC) Specification and
' the U.S. Department of Transportation, Federal Highway Administration's (FHWA) Standard Specifications For
Construction of Roads and Bridges on Federal Highway Projects, FP-03 2003 Section 713.17 as a Type 2. C Short-
term Single Net Eros ion Control Blanket.
' The blanket shall be manufactured with a colored line or thread stitched along both outer edges (approximately 2-5
inches [5-12.5 cm] from the edge) to ensure proper material overlapping.
' The short-term single net erosion straw erosion control blanket shall be S75 as manufactured by North American
Green, or equivalent.

The S75 erosion control blanket shall have the following properties:
Material Content

Matrix 100% Straw Fiber
(0.501bs/ydz) (0.27 kg/m2)
Netting Top side only, lightweight photodegradable
Minimum netting weight (1.501bs/1,000 ft2 [0.73 kg/100 m2] approx. weight)
Thread Degradable
S75 is Available with the Following Physical Specifications Per Roll [English Units (Metric Units)]
Width 4.0 ft (1.20 m) 6.67 ft (2.03 m)
Length 135.0 ft (41.14 m) 108.0 ft (32.92 m)
Weight t 10% 30.0 lbs (13.60 kg) 40.0 lbs (18.14 kg)
Area 60.0 yd2 (50.16 m2) 80.0 yd2 (66.89 m2)
Roll Widths Also Available Upon Special Request
Width 8.0 ft (2.43 m) 13.3 ft (4.05 m)
Length 112.5 ft (34.29 m) 108.0 ft (32.92 m)
Weight f 10% 50.0 lbs (22.67 kg) 80.0 lbs (32.28 kg)
Area 100.0 yd' (83.61 m2) 160.0 ydz (133.78 m2)
Stitch Spacing for All Rolls = 1.50 inches (3.81 cm)
16.0 ft (4.87 m)
108.0 ft (32.92 m)
96.0 lbs (43.54 kg)
192.0 yd' (165.53 mz)
Updated 1/2007

1

1

t
1
1

PERFORMANCE SPECIFICATION

i
Y
+
NOT
N Y
*`t
i
575
AMERICAN
GREEN"
The North American Green S75 straw erosion control blanket is constructed with a 100% agricultural
straw fiber matrix and has a functional longevity of approximately 12 months. (NOTE: functional
longevity may vary depending upon climatic conditions, soil, geographic location, and elevation). The
straw fiber shall be evenly distributed over the entire area of the mat. The blanket shall be covered on the
top with a lightweight photodegradable polypropylene net having an approximate 0.50 x 0.50 inch (1.27
x 1.27 cm) mesh size. The blanket shall be sewn together on 1.50 inch (3.81 cm) centers with degradable
thread. The following list contains further physical properties of the S75 erosion control blanket.
Pro er
Thickness
Resiliency
Mass per Unit Area
Water. Absorption
Swell
Stiffness/Flexibility
Light Penetration
Smolder Resistance
MD Tensile Strength
MD Elongation
TD Tensile Strength
TD Elongation
'Material is smolder resis
MD - Machine direction
TD - Transverse direction
Slope Design Data
Test Method
ASTM D6525
ECTC Guidelines
ASTM D6475
ASTM D1117/ ECTC
ECTC Guidelines
ASTM D1388/ECTC
ECTC Guidelines
ECTC Guidelines
ASTM D5035
ASTM D5035
ASTM D5035
ASTM D5035
tant according to specified test
Channel Design Data
Typical
0.33 in (8.38 mm)
78.80%
6.42 oz/yd2 (218 g/m2)
424%
15%
6.31 oz-in (70,523 mg-cm)
11%
Yes'
115.20 lbs/ft (1.68 kN/m)
11.90%
93.601bs/ft (1.37 kN/m)
9.60%
Cover Factors C Channel Rou hness Coefficients
Slope Gradient S Flow Depth Manning'sW
Slope Length L 5 3:1 S 0.50 ft 0.15 m 0.055
20 ft 6 m 0.029 0.50-2.00 ft 0.055-0.021
20-5 0 0.110 z 2.00 ft 0.60 m 0.021
Z 50 ft (15.2 m) 0.190 Max. Permissible Shear Stress
1.551bs/ft2 74. 0 Pa
For most accurate design data consult ECMDSTM
Manning's'ri expressed in English units for unvegetated blankets
Bench Scale Testingt
Unvegetated 2.0 lbs/ft2
Channel
Approximate Max Flow Velocity
5.00 ft/s (1.52 m/s)
tBench Scale Performance Testing
Bench scale tests are index property tests. These tests are not indicative of field performance and therefore should
not be used in design to establish performance levels for rolled erosion control products. Bench scale tests are
performed according to methods developed by the Erosion Control Technology Council (ECTC).
Updated 9/2004

SUPPLEMENTAL SPECIFICATION
NORTH S7S
AMERICAN
GREEN`
The North American Green S75 short-term single net straw erosion control blanket is constructed with a 100%
agricultural straw fiber matrix and has a functional longevity of up to 12 months. (NOTE: functional longevity may
vary depending upon climatic conditions, soil, geographic location, and elevation). The straw fiber shall be evenly
distributed over the entire area of the blanket. The blanket shall be covered on the top with a lightweight
' photodegradable polypropylene net having an approximate 0.50 x 0.50 inch (1.27 x 1.27 cm) mesh size. The
blanket shall be sewn together on 1.50 inch (3.81 cm) centers with degradable thread. The following list contains
further physical properties of the S75 erosion control blanket.
1
Pro er
Thickness
Resiliency
Mass per Unit Area
Water Absorption
Swell
Stiffness/Flexibility
Light Penetration
Smolder Resistance
MD Tensile Strength
MD Elongation
TD Tensile Strength
TD Elongation
Test Method
ASTM D5199/ECTC
ECTC Guidelines
ASTM D6475
ASTM DI I I TECTC
ECTC Guidelines
ASTM D1388/ECTC
ECTC Guidelines
ECTC Guidelines
ASTM D5035
ASTM D5035
ASTM D5035
ASTM D5035
Typical
0.33 in (8.38 mm)
78.80%
6.42 oz/yd2 (218 g/mz)
424%
15%
631 oz-in (70,523 mg-cm)
11%
Yes**
115.20 lbs/ft (1.68 kN/m)
11.90%
93.60 lbs/ft (1.37 kN/m)
9.60%

1
* *Material is smolder resistant according to specified test
MD - Machine direction
TD - Transverse direction
Bench Scale Testin t
Test Method - Description Parameters Results
ECTC Method 2 - Determination of 50 mm (2 in)/hr for 30 min Soil loss ratio* = 8.80
unvegetated RECP's ability to protect soil 100 mm (4 in)/hr for 30 min Soil loss ratio* = 8.16

from rain splash and associated runoff 150 mm (6 in)/hr for 30 min Soil loss ratio* = 7.81
ECTC Method 3 - Determination of Shear: 1.26 lbs/ft2 for 30 min Soil loss: 142g
unvegetated RECP's ability to protect soil Shear: 1.82 lbs/ft2 for 30 min Soil loss: 453g
from hydraulically-induced shear stress. Shear: 2.39 lbs/ft2 for 30 min Soil loss: 980g
50 inch soil loss
Failure criteria = 0
. Shear at 0.50 inch soil loss 450) 1.80 lbs/ft2
ECTC Draft Method 4 - Determination of Top soil; Fescue (Kentucky 31); Percent improvement
temporary RECP performance in 21 day incubation 27° C ± 2° & = 228%
encouraging seed germination and plant o
approximately 50/o RH
(increased biomass)
growth
* Soil Loss Ratio = Soil Loss with Bare Soil / Soil Loss with RECP (NOTE: Soil loss based on regression analysis)
BBench Scale Performance Testing
Bench scale tests are index property tests. These tests are not indicative of field performance and therefore should
not be used in design to establish performance levels for rolled erosion control products. Bench scale tests are
performed according to methods developed by the Erosion Control Technology Council (ECTC).
Updated 1/2004

1

1

1
1

1
1

1

1

Section 4
Appendix

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1
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Page 1 of 3
POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14 Y.i, r a= ''
ROCKY MOUNT 6 SW, NORTH CAROLINA (31-7395) 35.91 N 77.8892 W 150 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Mon Jan 21 2008
Confidence Limits Seasonality Location Maps Other Info. GIS data Maps Help Docs U.S. Map
Precipitation Intensity Estimates (in/hr)
(Y RI*) ? 10 15 30 60 120 F3r ?6 12 ][9 48 4 7y 10 20 3 Y 4 Y 60
hr ayda day day da da da
ears mm mtn hr hr hr F
I1 4.76 3.80 3.17 2.17 1.35 0.79 0.55 0.33 0.19 0.1210 07 0.04 0.03 0.02 0.01 0.01 0.01 0.01
0 5.39 4.30 3.61 2.49 1.56 0.91 0.65 0.39 0.23 0.14 0.08 0.05 0.03 0.02 0.02 0.01 0.01 0.01
0 5.93 4.75 4.00 2.84 1.82 1.08 0.76 0.46 0.27 0.18 0.10 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 6.92 5.54 4.67 3.38 2.20 1.32 0.94 0.57 0.33 0.22 0.12 0.07 0.04 0.03 0.02 0.02 0.01 0.01
25 7.78 6.20 5.24 3.88 2.58 1.58 1.14 0.68 0.41 0.27 0.15 0.08 0.05 0.04 0.03 0.02 0.02 0.01
50 8.63 6.88 5.80 4.37 2.96 1.85 1.35 0.81 0.49 0.32 0.18 0.10 0.06 0.05 0.03 0.02 0.02 0.02
Fi-o-o-IF935 7.43 6.26 4.79 3.30 2.11 1.54 0.94 0.56 0.37 0.21 0.11 0.07 005 0.03 0.03 0.02 0.02
200 10.03 7.95 6.69 5.21 3.65 2.38 1.76 1.07 0.65 0.43 0.24 0.12 0.08 0.06 0.04 0.03 0.02 0.02
500 10.78 8.53 7.15 5.69 4.08 2.73 2.04 1.25 0.77 0.52 0.29 0.15 0.09 0.07 0.04 0.03 0.02 0.02
1000 11.63 9.16 7.66 6.20 4.53 3.10 2.35 1.45 0.89 0.60 0.33 0.17 0.10 0.08 0.05 0.03 0.03 0.02
- ' These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Text version of table Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
1

1

1

1
* Upper bound of the 90% confidence interval
Precipitation Intensity Estimates (in/hr)
(yRI*) 5? 10 15 30 60 Mm"ion F3r] ]F1 6 2 24 48 47y 1 2 30 4 60 11 1
I hr ears mm 1 11 mm 11 mm hr hr hr a day day da da da
=5.27 4.21 3.50 2.40 1.50 0.88 0.62 For 0.21 0.12 0.07 0.04 0.03 0.02 0.01 0.01 0.01 0.01
0 5.90 4.72 3.95 2.73 1.71 1.00 0.71 0.43 0.25 0.15 0.09 0.05 0.03 0.03 0.02 0.01 0.01 0.01
6.49 5.20 4.38 3.11 2.00 1.18 0.84 0.50 0.29 0.19 0.11 0.06 0.04 0.03 0.02 0.02 0.01 0.01
10 7.60 6.07 5.12 3.71 2.42 1.46 1.04 0.62 0.37 0.23 0.13 0.07 0.05 0.04 0.02 0.02 0.02 0.01
25 8.52 6.79 5.74 4.25 2.83 1.74 1.25 0.75 0.44 0.29 0.16 0.09 0.06 0.04 0.03 0.02 0.02 0.02
50 9.44 7.52 6.35 4.78 3.24 2.03 1.48 0.89 0.53 0.34 0.19 0.10 0.07 0.05 0.03 0.02 0.02 0.02
F _-1 100 10.24 8.13 6.85 5.25 3.61 2.31 1.70 1.03 0.61 0.40 0.22 0.12 0.08 0.06 0.04 0.03 0.02 0.02
200 10.99 8.71 7.33 5.71 4.00 2.60 1.94 1.17 0.71 0.47 0.26 0.14 0.09 0.06 0.04 0.03 0.02 0.02
500 11.83 9.36 7.86 6.25 4.48 2.99 2.25 1.37 0.83 0.57 0.31 0.16 0.10 0.07 0.05 0.03 0.03 0.02
1000 12.82 10.09 8.44 6.84 4.99 3.40 2.60 1.59 0.97 0.66 0.36 0.18 0.11 0.08 0.05 0.04 0.03 0.02
The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quartile values for a given frequency are greater than.
http://hdsc.nws.noaa. gov/cgi-binlhdscibuildout.perl?type=idf&units=us&series=pd&statename=N... 1/21/2008
-- i nese precipitation rrequency estimates are rasea on a partial duration senes ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.

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POINT PRECIPITATION
FREQUENCY ESTIMATES
FROM NOAA ATLAS 14
ROCKY MOUNT 6 SW, NORTH CAROLINA (31-7395) 35.91 N 77.8892 W 150 feet
from "Precipitation-Frequency Atlas of the United States" NOAA Atlas 14, Volume 2, Version 3
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland, 2004
Extracted: Mon Jan 21 2008
Confidence Limits Seasonality Location Maps Other Info. GIS data Maps Help
Precipitation Frequency Estimates (inches)
4 ?7 10 20 30 45 60
ARI* ? 10 IS 30 60 120 3? 66 F12 M24 48 F
y day day 11 day 11 day 11 day day
(years) min min min min mm min hr hr hr rhr a
0.40 0.63 0.79 1.09 1.35 1.57 1.66 1.98 2.33 2.77 3.19 3.61 4.22 4.82 6.51 8.09 10.19 12.29
0.45 0.72 0.90 1.25 1.56 1.83 1.94 2.31 2.72 3.36 3.86 4.35 5.08 5.77 7.75 9.59 12.04 14.46
5 0.49 0.79 1.00 1.42 1.82 2.15 2.29 2.73 3.22 4.33 4.93 5.50 6.36 7.13 9.42 11.48 14.22 16.87
10 0.58 0.92 1.17 1.69 2.20 2.65 2.83 3.39 4.01 5.18 5.87 6.47 7.43 8.26 10.79 13.00 15.98 18.76
25 0.65 1.03 1.31 1.94 2.58 3.17 3.42 4.10 4.89 6.48 7.27 7.91 8.98 9.88 12.73 15.10 18.38 21.30
50 0.72 1.15 1.45 2.18 2.96 3.71 4.04 4.87 5.85 7.61 8.49 9.14 10.29 11.23 14.33 16.78 20.28 23.27
100 0.78 1.24 1.56 2.40 3.30 4.21 4.64 5.61 6.78 8.89 9.86 10.49 11.69 12.68 16.01 18.50 22.22 25.22
200 0.84 1.32 1.67 2.60 3.65 4.76 5.29 6.42 7.83 10.34 11.38 1198113 .21 14.23 17.78 20.26 24.19 27.17
500 0.90 1.42 1.79 F28515 .08 5.46 6.14 7.50 9.22 12.56 13.70 14.19 15.41 16.46 20.27 22.70 26.88 29.75
1000 0.97 1.53 1.92 3.10 4.53 6.19 7.06 8.67 10.76 14.50 15.70 16.08 17.24 18.30 22.30 24.61 28.96 31.71
Text version of table These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting forces estimates near zero to appear as zero.
* Upper bound of the 90% confidence interval
Precipitation Frequency Estimates (inches)
ARI 5 10 15 30 60 120 6 12 24 48 4 7 10 20 30 45 60
r hr hr hr hr Fa y day day 11 day 11 day 11 day day
(years) min min min [h3
00.44 0.70 0.88 1.20 1.50 1.75 1.86 2.21 2.58 2.98 3.45 3.88 4.52 .14 66.92 8.54 0.76 1F 2.89
0 0.49 0.79 0.99 1.36 1.71 2.01 2.15 2.56 2.98 3.62 4.17 4.68 5.44 6.16 8.25 10.14 12.71 15.18
0.54 0.87 1.09 1.56 2.00 2.37 2.53 3.02 3.54 4.66 5.34 5.91 6.82 7.61 10.03 12.13 15.03 17.70
10 0.63 1.01 1.28 1.85 2.42 2.91 3.13 3.73 4.40 5.58 6.34 6.96 7.97 8.80 11.48 13.74 16.87 19.70
25 0.71 1.13 1.43 2.12 2.83 3.47 3.76 4.50 5.34 6.97 7.86 8.51 9.64 10.55 13.55 15.97 19.42 22.38
-1 -1
50 0.79 1.25 1.59 2.39 3.24 4.07 4.45 5.34 6.38 8.21 9.19 9.85 11.05 12.02 15.28 17.76 21.46 24.47
100 0.85 1.35 1.71 2.62 3.61 4.62 5.10 6.14 7.38 9.61 10.71 11.35 12.61 13.62 17.10 19.63 23.56 26.58
200 0.92 1.45 1.83 2.85 4.00 5.21 5.81 7.02 8.51 11.21 12.43 13.00 14.29 15.33 19.07 21.60 25.73 28.74
500 0.99 1.56 1.96 3.12 4.48 5.98 6.75 8.21 1311 0.0373 15.10 15.52 16.81 17.88 21.91 24.35 28.76 31.65
1000 1.07 1.68 2.11 3.42 4.99 6.81 7.80 9.52 11.73 15.94 17.45 17.71 18.94 20.03 24.26 26.56 31.16 33.89
' The upper bound of the confidence interval at 90% confidence level is the value which 5% of the simulated quantile values for a given frequency are greater than
Page 1 of 4
Docs 11 U.S. Map
http://hdsc.nws.noaa.gov/cgi-binJhdscibuildout.perl?type=pf&units=us&series=pd&statename=N... 1/21/2008
These precipitation frequency estimates are based on a partial duration series. ARI is the Average Recurrence Interval.
Please refer to the documentation for more information. NOTE: Formatting prevents estimates near zero to appear as zero.
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Soil Survey of
Edgecombe County, North Carofir
United States Department of Agriculture, Soil Conservation Service
in cooperation with the North Carolina Agricultural Experiment Station and the
Edgecombe County Board of Commissioners
Battleboro Park
NRCS Soil Survey of Edgecombe County, North Carolina
Sheet Numbers - 4,6,21
' Dated -November 1979
Scale 1 20,000
Soils for the project are: AyA, ExA, and Gr.

1
2 363000 FEET
t'+ m
2 369 000

106 SOIL SURVEY
' TABLE 13.--ENGINEERING PROPERTIES AND CLASSIFICATIONS
[The symbol < means less than; > means more than. Absence of an entry indicates that data were not estimated]
- -- -r-------r
`rassi ion `;F'rag- --i--I -Fercen age passing ------
I
Soil name and IDepth; USDA texture _
; _T - ;menns i s :Liquid ; Plas-
map symbol Unified 1 AASHTO 1 > 3 i?- --T- i 1 limit i ticity
;inches; 4 1 10 1 40 1 200 1 i index
in , ----r----i -------Ir ?s --r----r----T----r r-Isot-r----
1 1 ' i
AaA---------------- I 0-9 ,Fine sandy loam ,ML, 1A-4 , 0 195-100195-100165-95 135-60 i <23 NP-7
Altavista CL-ML,
1 1 , I , , I I , , 1
SM. 1 1 , I I 1 I ,
sm-SC
9-401C1ay loam, sandylCL, CL CL-MLIA-4, 0 195-100195-100;60-95 150-75 i 20-45 1 5-26
1 1 , 1 I , I I I ,
clay loam, 1
I I A-6, ,
loam. , , A-7 1 1 , , 1 1 i
140-801Variable-------- 1 --- i --- i 0 i--- i --- i--- i--- i --- i
1 , 1 1 , I 1 , 1 I
I 1 1 , , , , I 1 1
AuB---------------- 0-26I1Loamy sand ------ iSP-SM, SMiA-2, A-31 0 ; 100 ; 100 150-75 i 5-20 ; --- ; NP
Au tryvi1le i 126-381Sandy loam, 1SM 1A-2 1 0 1 100 1 100 150-75 115-30 1 <20 1 NP-3
, , 1 1 1 I , 1 1 1 1 1 , , i ,
I Sandy clay 1
I 1 , ,
1
1 I 1 I 1 I 1 I 1 1 1 1 , 1 1
I , loam. , I I
I
' 138-541Sand, loamy sandlSP-SM, SMIA-2, A-31 0 1 100 1 100 150-75 1 5-20 1 --- 1 NP
154-841Sandy loam, ism, SC, iA-2, 1 0 1 100 1 100 160-80 125-49 1 15-35 1 3-15
1 sandy clay i SM-SC 1 A-4,
1 1 1 , I 1 I I 1 1 1
loam. , , A-
1 1 1 1 1 I 1 I 1
1 1
I 1 ,
1 , , , , 1 I I
' AyB----------- 1 0-111Very fine sandy 1ML iA-4 , ' 0 ' '
, 100 ,95-100,80-100151-80 , <25 , NP-10
ycock i i loam. i CL-ML, 1
i i CL i
111-90!Clay loam, siltyiCL iA-4, 1 0 1 100 195-100190-100160-90 1 22-49 1 8-30
1
1 1 1 1 1 , , 1 1 I 1 -
I clay loam, , 1 A-6, 1 , , , , 1 1
1 loam, i 1 A-7 i i i i
';' 1 1 1 I 1 1 i I 1 I 1
Ba----------------- 1 0-351Fine sand loam ism, SC 1A-4 , ' 0
y , 100 , 100 160-97 136-70 , <35 , NP-10
Ballahack 1 i sandy clay i CL, ML
I 1 I 1 I 1 I I I , 1
1 I loam. 1 1 I i , 1 1 1
' 135-74!Stratified sand 1SM, SC, iA-2, 1 0 1 100 195-100150-95 115-60 1 <50 1 NP-25
i 1 to sandy clay. 1 ML, CL i A-4, i
I I I I 1 1
1 1
1 1 1 1 A-6, , 1 1
I 1 , I 1 1 1
I 1 1 I I 1
1 1 1 I , 1 1 1 A-7 1 I 1
I 1 1 I ,
1 1 I , 1
1 1 1 I 1 1 1 1 I 1 1
I 1 1 I ? 1 I
' BBB---------------- i 0-381Loam------------ ism, iA-2, A-41 0-5 195-100190-100160-90 130-60 1 <25 1 NP-7
Bibb SM-SC,
1 1 1 1 I I I I 1 1
1 I 1 ML,
CL-ML
138-661Sandy loam, ism, iA-2, A-41 0-10 160-100150-100140-100130-90 1 <30 i NP-7
' i 1 loam, silt i SM-SC; i
loam, loamy 1 ML, i
i 1 sand. 1 CL-ML i i i
1 1 1 1 I 1 , 1 1 1 1
1 1 1 I 1 1 1 1 , , I
BnB---------------- , ' 0-47iSand------------ 1SP-SM iA-3, 1 0 , 100 100 :85-1001 5-12 1 --- 1 NP
Blanton i i i i A-2-4 i i i i i
147-611Sandy loam, sandISM iA-2-4 1 0 it 100 1 100 185-95 120-30 1 --_ 1 NP
161-8315andy clay loam,!SC, SM-SCIA-4, 1 0 1 100 1 100 185-95 130-50 1 18-30 1 4-10
1 1 sandy loam, i i A-2-4 1 i 1
1
I 1 1 I 1 1 1 I 1 1
I 1 1
Ca ----------------- 1 0-15iLoam------------ :CL, ML, 1A-4, 1 0 1 100 195-100185-100160-90 1 20-49 i NP-15
Cape Fear CL-ML 1 A-6, i i i i i i
I 1 1 1 1 1 1 1 1 1 1
1 1 1 I A-7 I I 1 , , 1 1
115-6d loam, clay,!ML, CL, 1A-7 1 0 ; 100 195-100180-100160-85 1 41-65 1 15-35
i i sandy clay 1 MH, CH
' i 1 loam. 1 i 1 i 1 1 1 i 1
165-801Variable--------1 ---
1 1 , I 1 1 I , 1 , ,
Cc ----------------- -- i --- i--- i --- i ___ i
I 1 , I I I I 1 1 1 I
1 0-16iSilt loam ------- IML 1A-4, 1 0 198-100195-100170-100155-90 1 36-50 i 4-18
Chewacla 1 A-5, i i i i
1 1 1 1 A-6, 1 1 1 1 1 1 1
i i 1 A-7 i i i i
116-991Sandy clay loam,ISM, iA-4 i 0 196-100195-100160-80 136-70 1 <35 i NP-7
i i loam, sandy 1 CL-ML,
i i loam, clay i SM-SC,
loam. 1 ML
1 1 1
I I , 1 1
1 1 1 1 I
I ?i
I I , I 1 I I I I I
See footnote at end of table.
EDGECOMBE COUNTY, NORTH CAROLINA 107
TABLE 13.--ENGINEERING PROPERTIES AND CLASSIFICATIONS--Continued
- --"T-T-- , Classification iFrag-- -- Percentage passing-i-
Soil name and ;Depth; USDA texture 1 -T-- Iments sieve number--_ ;Liquid i Plas-
map symbol Unified I AASHTO !> 3 i -?-?`- T i limit I ticity
'inches! 4 1 10 i 40 i 200 ! ! index
I I :
CeB---------------- ! 0-25!Loamy sand------15M, SP-SMIA-2, A-31 0 ! 100 ! 100 150-90 15-30 ! --- ! NP
Conetoe 125-41!Sandy loam, ISM, SC, IA-2, A-41 0 ! 100 1 100 150-80 120-40 1 15-30 I NP-10
! I Sandy clay ! SM-SC 1 I I I '
I 1 loam. I I i '
141-90!Loamy sand, sandISM, SP, IA-2, A-31 0 1 100 1 100 140-85 ! 4-30 ! --- ! NP
! ! ! SP-SM ! ! ! i ! ! ! !
Cn----------------- 1 0-7 !Silt loam ------- lCL-ML, 1A-4 1 0 195-100195-100170-100151-90 1 20-35 1 3-10
Congaree ! I ! ML, CL 1 1 ! ! ! ! 1 1
1 7-42!Silty clay loam,lSM, SC, !A-4, 1 0 195-100!95-100170-100140-90 1 25-50 1 4-22
1 1 fine sandy 1 ML, CL_ ! A-6, ! ! ! ! I ! !
1 1 loam, loam. 1 1 A-7 I ! ! ! ! I I_-_
142-93!Variable-------- ! --- ! --- ! --- ! --- ! --- ! --- ! --- ! --- !
! ! ! ! ! ! ! ! !
Co-----------------1 0-7 !Sandy loam------ISM, ML, !A-4, ! 0 1 100 ! 100 185-97 146-75 ! 20-46 1 1-15
Coxville I 1 ! CL-ML, 1 A-6, ! 1 I 1 ! '
! CL ! AI ! -7 1 ! 1 ! ! ! !
1 7-851C1ay loam, sandy!CL, CH !A-6, A-71 0 1 100 1 100 185-98 153-80 1 30-55 1 12-35
1 1 clay, clay, ! 1
1 1 sandy clay
! ! loam.
DgA---------------- ! 0-7 !Fine sandy loam 'ISM, SC9 !A-2, A-4: 0 195-100175-100150-85 120-50 : <25 ! NP-8
'
Dogue ! ! : SM-SC ! 1 ! ! I ! I It
1 7-551Clay loam, clay,lCL, CH, !A-6, A-71 0 195-100175-100165-95 140-90 1 35-60 1 16-32
1 1 sandy clay ! SC ! ! ! ! ! ! I !
' ' ' I ! !
I 1 loam. ! ! 1 ' ' '
155-801Stratified sand ISM, SC, !A-2, ! 0 180-100160-100135-70 110-40 1 <26 NP-8
I ! to sandy clay ! SP-SM, ! A-4, ! ! I I ' I I
! ! loam. ! SM-SC ! A-1 ! ! I ' ' i '
' I ' I 1 1
! ! ! ! !
DpA, DpB----------- ! 0-5 !Sandy loam------ISM, ML, !A-2, A-41 0 1 100 1 100 167-98 124-58 1 <16 NP-7
Duplin I 1 : SM-SC ! ! ! ! ' ' '
1 5-901Sandy clay, claylCL, CH !A-6, A-71 0 1 100 198-100180-100150-82 1 24-54 1 13-39
1 1 loam, clay. ! ! 1 1 '
DuB*: ! ! ! ! ! ! ' '
Duplin------------ ! 0-5 !Sandy loam------ISM, ML, !A-2, A-41 0 1 100 1 100 167-98 124-58 1 <16 1 NP-7
! ! ! SM-SC ! ! ! ! ! ! ! !
1 5-90:Sandy clay, clayICL, CH !A-6, A-71 0 1 100 198-100180-100150-82 1 24-54 1 13-39
I loam, clay. ! ! ! ' ' ' ; '
1
Urban land. ! ! 1 '
ExA- -------------! 0-141Very fine sandy ;ML, 1A-4 1 0 1 100 195-100!80-100!51-80 1 <25 1 NP-10
Exum ! ! loam. I CL-ML, ! ! ! ! ' '
:14-91:Loam, clay loam,1CLL !A-4, 1 0 1 100 195-100190-100 60-90 1 22-49 1 8-30
I
! ! silty clay I A-7, i i ! !
! ! loam. ' I
Fo ----------------- : ' 0-11':Loamy sand ------ lSM 1A-2 , 0 ! 100 1 100 160-100115-30 ! --- !' NP
Foreston 111-58!Sandy loam, :SM 1A-2 1 0 1 100 ! 100 170-100118-35 ! <25 ! NP-4
1 1 loamy sand. ! I '
158-72!Loamy fine sand,1SP-SM, SMIA-2 1 0 1 100 1 100 150-98 1 6-25 ! ___ 1 NP
! ! loamy sand, .! I I I I I I I I
1 1 fine sand. I I I I I
GoA---------------- I 0-15?!Fine sandy loam !ISM, IA-2, A-41 0 190-100185-100150-95 115-45 1 <25 1 NP-14
Goldsboro I ! ! SM-SC, ! I I I ' '
115-821Sandy clay loam, lSMCSC, !A-2, 1 0 198-100195-100160-95 125-55 1 16-35 1 4-tE
1 1 sandy loam. ! SC, ! A-4, ! ! ! ! '
: CL-ML, 1 A-6 ! ! !
I 1 1 CL 1 ! ! !
, ,
See footnote at end of table.

108 SOIL SURVEY
TABLE 13.--ENGINEERING PROPERTIES AND CLASS IFICATI ONS--Continued

, Classification rFrag- , Percentage passing- T ?-
Soil name and ;Depth; USDA texture i , iment s I sieve number--
`
- ;Liquid 1 Plas-
map symbol 1 Unified ; AASHTO 1 > 3 1 r
` , , 1 limit ; ticity
finch es; 4 1 10 ; 40 1 200 , '
, index
n -
GpA*
' Goldsboro---------1 0-15!Fine sandy loam !SM, 1A-2, A-41 0 190-1 00185-100150-95 115-45 I <25 1 NP-14
! SM-SC, ! ! !
i i ! Sc ! i !
115-821Sandy clay loam,ISM-SC, !A-2, 1 0 198-1 00195-100160=95 125-55 ! 16-35 1 4-16
1 sandy loam. ! SC, 1 A-4,
i i 1 CL-ML, 1 A-6 ! ! ! ! ! ! 1
CL '
Urban land. ! ! ! ' '

Gr------- ---------1 0-11:Very fine sandy 1ML, CL-MLIA-4 1 0 1 100 1 100 185-100155-80 1 <30 1 NP-7
Grantham ! ! loam. ! ! ! i ! ! ! ! !
111-991Loam, clay loam 1CL, CL-MLIA-4, 1 0 1 100 1 100 190-100160-85 ! 22-49 ! 8-30
1 ! ! 1 A-6, '
! A-7 ! !
Grantham---------- 1 0-111Very fine sandy ,ML, CL-ML,A-4 , 0 , 100 , 100 :85-100155-80 , <30 , NP-7
! ! loam. 1 ' '
111-991Loam, clay loam ICL, CL-MLIA-4, 1 0 1 100 1 100 190-100160-85 1 22-49 ! 8-30
' i 1 A-6,
! i A-7
Urban land.
G yC, GyD----------- 1 0-5 !Fine sandy loam 1SM 1A-2-4 1 0 1 100 195-100175-99 118-28 ! --- ! NP
Gritney ! 5-501Sandy clay, clay!CH, CL, 1A-7 I 0 1 100 195-100180-100145-65 1 44-60 1 22-35
! '
l50-601Sandy clay loam 1CH, CL, 1A-7 1 0 1 100 195-100180-100140-55 ! 40-55 ! 20-35
SC
Jo-----------------1 0-131Fine sandy loam :SM, SM-SCIA-2, A-41 --- 1 100 195-100160-90 115-45 ! <20 1 NP-7
Johns 113-341Sandy clay loam,1SC, 1A-2, ! --- 1 100 195-100160-90 130-55 1 20-35 1 4-15
1 sandy loam. 1 SM-SC, I A-4, 1
! ! CL 1 A ! ! ! !

134-701Sand, loamy ISM, 1A-22, , A-3!
---
195-10
0195-100151-90 14-25 !
!
---
NP
sand, loamy 1 SP-SM,
coarse sand. 1 SP ! ! ! ! ! I ! 1
JS*---------------- 1 0-291Mucky loam------10L 1A-8 1 0 1 100 1 100 190-100160-75 NP
' Johnston 129-401Stratified fine 1SM, SM-SCIA-2, A-41 0 1 100 - 1 100 150-85 125-50 ! <35 ! NP-10
sandy loam to ! ! ! ! ! ! ! ! '
sandy loam.
140-601Stratified loamy 6 , SP-SMIA-2, A-31 0 1 100 1 100 150-75 1 5-30 ! --- 1 NP.
1 sand to sand. ! I 1 1 1 1 ! 1 1
KeB---------------- 1 0-251Loamy sand ------ 1SM 1A-1, A-21
: 0 1 100 195-100145-60 110-25 1 <25 1 NP-3
Kenansville 125-361Sandy loam, fine
SM, SC, 1A-2 1 0 1 100 195-100150-65 120-35 1 <30 1 NP-10
sandy loam. ! SM-SC ! ! ! ! ! ! i I
l36-901Sand, loamy sand:SP-SM, SMIA-1, 1 0 ! 100 195-100140-60 ! 5-30 1 --- 1 NP
' A-2,
I 1 1 1 A-3 1 I ! 1 1 1 1
L u-----------------'
0-12,Fine sandy loam ,SM, SM-SC,A-2, A-41
0
, 100
185-100165-90 115-45 ,
<20 ,
NP-7
Lumbee 112-331Sandy clay loam,lSC, SM-SCIA-2, 1 0 1 100 190-100165-95 130-49 ! 19-35 1 4-15
' sandy loam. ! 1 A-4, 1
1 1 A-6
133-601Loamy sand, ISP, SM, !A-2, A-31 0 190-100185-100150-90 1 4-25 1 --- 1 NP
! sand, fine ! SP-SM ! ! ! ! i
1 sand, coarse 1 1 1 ! I ! i ! 1
1 sand. ! ! ! ! ! ' '
Ly----------------- 1 0-7 Wine sandy loam 6, SM-SCIA-2, A-41 0 1 100 1 100 175-100125-50 1 <30 ! NP-7
Lynchburg 1 7-761Sandy clay loam, ISM-SC, 1A-2, ! 0 1 100 1 100 170-100125-60 ! 15-40 1 4-18
sandy loam, ! SC, CL, 1 A-4, ! ! ! i ! ! 1
clay loam. ! CL-ML 1 A-6 ! ! ! ! I ! I
176-851Sandy clay loam,!SM-SC, 1A-2, 1 0 1 100 1 100 160-100125-55 1 <35 ! NP-15
! sandy loam. 1 SC, CL, 1 A-4, I
1 clay loam. 1 CL-ML 1 A-6 ! ! !

See footnote at end of table. II

y;

r4
7

"W

ms
'e
t. .,

•#t ?_ ? 11? f
Inset, sheet 31 r'
CENTERLINE OF SEABOARD COAST LINE SDP `?y, .` 'i I
RAILROAD RIGHT OF WAY IS NASH. O ?
EDGECOMBE COUNTY LINE -

l 9
Inset, sheet 13
g
12 Rocky Monn
•9 0?
a
SEA
16 z 43 /
N?

21 Sbarpsb-g

25
Inset,
sheet 31

30
\

32

4
23
26
}24 Jr
d tf
31
rv 1?7
M.'FR -
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Appendices
Table 8.03e Runoff curve numbers of urban areas'
Curve number for
--------------------------------------Cover Description----------------------- ---------hydrologic soil group--------
Cover type and hydrologic condition Average percent A B C D
impervious area
Fully developed urban areas (vegetation established)
Open space (lawns, parks, golf courses, cemeteries, etc.) 3:
Poor condition (grass cover < 50%) ............................. 68 79 86 89
Fair condition (grass cover 50% to 75%) ..................... 49 69 79 84
Good condition (grass cover > 75%) ............................ 39 61 74 80
Impervious areas:
Paved parking lots, roofs, driveways, etc.
98
98
98
98
(excluding r
Streets and roads:
Paved; curbs and storm sewers (excluding 98 98 98 98
right-of-way) ..................................................................
Paved; open ditches (including right-of-way) ................ 83 89 92 93
Gravel (including right-of-way) ...................................... 76 85 89 91
Dirt (including right-of-way) ........................................... 72 82 87 89
Urban districts:
Commercial and business ................................................. 85 89 92 94 95
Industrial ........................................................................... 72 81 88 91 93
Residential districts by average lot size:
1/8 acre or less (town houses) ......................................... 65 77 85 90 92
1/4 acre ............................................................................ 38 61 75 83 87
1 /3 acre ............................................................................. 30 57 72 81 86
112 acre ............................................................................. 25 54 70 80 85
1 acre ............................................................................... 20 51 68 79 84
2 acres .............................................................................. 12 46 65 77 82
Developing urban areas
Newly graded areas 77 86 91 94
(pervious areas only, no vegetation) a ..............................
Idle lands (CN's are determined using cover types
similar to those in table 2-2c).
1. Average runoff condition, and la = 0.2S.
2. The average percent impervious area shown was used to develop the composite CN's. Other assumptions are as follows: impervious
areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent
to open space in good hydrologic condition. CN's for other combinations of conditions may be computed using Figure 8.03c or 8.03d.
3. CN's shown are equivalent to those of pasture. Composite CN's may be computed for other combinations of open space cover type.
4. Composite CN's to use for the design of temporary measures during grading and construction should be computed using Figure 8.03c
or 8.03d based on the degree of development (impervious area percentage) and the CN's for the newly graded pervious areas.
Rev. 6/06
8.03.15
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Appendices
Table 8.03g Runoff curve numbers for other agriculture lands'
Curve nu mbers for
---------------------------Cover description----------------------------- -------------hydrologic soil groups-----------
Hydrologic
Cover type condition S3 A B C D
Pasture, grassland, or range- Poor 68 79 86 89
continuous forage for grazing. 2
Fair 49 69 79 84
Good 39 61 74 80
Meadow-continuous grass, protected - 30 58 71 78
from grazing and generally mowed for
hay.
Brush-brush-weed-grass mixture with Poor 48 67 77 83
brush the major element. 3
Fair 35 56 70 77
Good 304 48 65 73
Woods-grass combination (orchard or Poor 57 73 82 86
tree farm). 5
Fair 43 65 76 82
Good 32 58 72 79
Woods .6 Poor 45 66 77 83
Fair 36 60 73 79
Good 304 55 70 77
Farmsteads-buildings, lanes, - 59 74 82 86
driveways, and surrounding lots.
1 Average runoff condition, and la= 0.25.
2 Poor <50% ground cover or heavily grazed with no mulch.
Fair. 50 to 75% ground cover and not heavily grazed.
Good: > 75% ground cover and lightly or only occasionally grazed.
3 Poor. <50% ground cover.
Fair.' 50 to 75% ground cover.
Good: >75% ground cover.
4 Actual curve number is less than 30; use CN = 30 for runoff computations.
5 CN's shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of
conditions may be computed from the CN's for woods and pasture.
6 Poor.' Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning.
Fair: Woods are grazed but not burned, and some forest litter covers the soil.
Good: Woods are protected from grazing, and litter and brush adequately cover the soil.
Rev. 6/06
8.03.17
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' Table 8.03b
Value of Runoff Coefficient
(C) for Rational Formula

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8.03.6
Land Use C Land Use C
Business: Lawns:
Downtown areas 0.70-0.95 Sandy soil, flat, 2% 0.05-0.10
Neighborhood areas 0.50-0.70 Sandy soil, ave., 0.10-0.15
2-7% 0.15-0.20
Residential: Sandy soil, steep, 0.13-0.17
Single-family areas 0.30-0.50 7% 0.18-0.22
Multi units, detached 0.40-0.60 Heavy soil, flat, 2% 0.25-0.35
Multi units, Attached 0.60-0.75 Heavy soil, ave.,
Suburban 0.25-0.40 2-7%
Heavy soil, steep,
Industrial: 7% 0.30-0.60
Light areas 0.50-0.80 0.20-0.50
Heavy areas 0.60-0.90 Agricultural land:
Bare packed soil 0.30-0.60
Parks, cemeteries 0.10-0.25 Smooth 0.20-0.50
Playgrounds 0.20-0.35 Rough 0.20-0.40
Cultivated rows 0.10-0.25
Railroad yard areas 0.20-0.40 Heavy soil no crop
Heavy soil with 0.15-0.45
Unimproved areas 0.10-0.30 crop 0.05-0.25
Sandy soil no crop 0.05-0.25
Streets: Sandy soil with
Asphalt 0.70-0.95 crop 0.10-0.25
Concrete 0.80-0.95 pasture
Brick 0.70-0.85 Heavy soil 0.15-0.45
Drives and walks 0.75-0.85 Sandy soil 0.05-0.25
Woodlands 0.05-0.25
Roofs 0.75-0.85
NOTE: The designer must use judgement to select the appropriate C
value within the range for the appropriate land use. Generally, larger
areas with permeable soils, flat slopes, and dense vegetation should
have lowest C values. Smaller areas with slowly permeable soils, steep
slopes, and sparse vegetation should be assigned highest C values.
Source: American Society of Civil Engineers
Rev. 6/06