20090554 Ver 1_More Info Received_20090914

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BARTLETT
eINc & suWNc, K
1906 Nash Street North Wilson, NC 27893-1726
September 11, 2009 Phone: [phone] Fax: [phone] R @@IN Mr? n
NC DWQ 401 /Wetlands Unit SEP 1 4 2009
1650 :tail Service Center.
Suite 250 DENR - (WATER QUALITY
Raleigh, NC 27699-1650 WETIAWSANDSTORMWYATERBRANCH
REFERENCE: OLDE MILL STREAM, ROCKY MOUNT, NC -NASH CO
To Whom It May Concern:
Please find herewith, 5 copies of revised plans, revised PCN, and supporting documentation for the above
referenced project. The Corps of Engineers asked us to show all of the wetland impacts for the site including
the outfall for the sewer line that is being permitted by the City of Rocky Mount under NWP12.
Request for more information was addressed as follows:
1. Phase 1 of the project will be under 24% impervious. Curb cuts were added to replace pipe
outfalls that will discharge to vegetative swales that outlet to either a drainage ditch or will
discharge through level spreaders before entering Tar-Pamlico buffers. Also, where storm
drainage piping could not be eliminated, it was redirected to discharge to a stormwater detention
pond (calculations attached) for treatment before discharging to a level spreader.
2. A table of discharge points (either curb cut or pipe outlet) with impervious areas is attached at
the back of the low density and bmp supplements.
3. A conceptual stormwater management plan for the future areas with supporting calculations
appear on the last sheet (labeled "SNIP") of the construction plans.
4. The construction plans were modified along Halifax road that will eliminate the ditch north of
the main entrance to the subdivision. This will provide sheet flow across the future lot 214
before entering the buffer.
If you have any questions or need additional information, please contact our office. Thank you.
Sincerely,
r
nat n Le? IN tea e
onmental Specialist
Enclosure
OF W A rFR
.' > ?ir1 y
I pl?
Office Use Only:
Corps action ID no.
DWQ project no.
Form Version 1.3 Dec 10 2008
Pre-Construction Notification (PCN) Form
A. Applicant Information
1. Processing
1a. Type(s) of approval sought from the
Corps:
®Section 404 Permit El Section 10 Permit
1b. Specify Nationwide Permit (NWP) number: 29 or General Permit (GP) number:
1c. Has the NWP or GP number been verified by the Corps? ® Yes ? No
1d. Type(s) of approval sought from the DWQ (check all that apply):
® 401 Water Quality Certification - Regular ? Non-404 Jurisdictional General Permit
? 401 Water Quality Certification - Express ® Riparian Buffer Authorization
1e. Is this notification solely for the record
because written approval is not required? For the record only for DWQ 401
Certification:
? Yes ® No For the record only for Corps Permit:

® Yes ? No
1f. Is payment into a mitigation bank or in-lieu fee program proposed for mitigation
of impacts? If so, attach the acceptance letter from mitigation bank or in-lieu
fee program. ? Yes ® No
1 g. Is the project located in any of NC's twenty coastal counties. If yes, answer 1 h
below. ? Yes ® No
1 h. Is the project located within a NC DCM Area of Environmental Concern (AEC)? ? Yes ® No
2. Project Information
2a. Name of project: Olde Mill Stream D 0 q F
2b. County: Nash
2c. Nearest municipality / town: Rocky Mount SEP 4 2009
2d. Subdivision name: Olde Mill Stream
DENR • WATER QUALITY
2e. NCDOT only, T.I.P. or state
project no: N/A WETUNDSANDSTORMWATO BRAKH
3. Owner Information
3a. Name(s) on Recorded Deed: Hodge-Morris, LLC
3b. Deed Book and Page No. 2162, 770
3c. Responsible Party (for LLC if
applicable): Ralph Hodge
3d. Street address: 1708 Trawick Rd, Suite 209
3e. City, state, zip: Raleigh, NC 27604
3f. Telephone no.: 252-237-3663
3g. Fax no.: 252-206-5789
3h. Email address:
Page 1 of 12
PCN Form - Version 1.3 December 10, 2008 Version
-.?:.
4. Applicant Information (if different from owner)
4a. Applicant is: ® Agent ? Other, specify:
4b. Name:
4c. Business name
(if applicable):
4d. Street address:
4e. City, state, zip:
4f. Telephone no.:
4g. Fax no.:
4h. Email address:
5. Agent/Consultant Information (if applicable)
5a. Name: Robert S. Bartlett
5b. Business name
(if applicable): Bartlett Engineering and Surveying, PC
5c. Street address: 1906 Nash St NW
5d. City, state, zip: Wilson, NC 27893
5e. Telephone no.: 252-399-0704
5f. Fax no.: 252-399-0804
5g. Email address: [e-mail]
Page 2 of 12
B. Project Information and Prior Project History
1. Property Identification
1a. Property identification no. (tax PIN or parcel ID): 3830-18-31-0386 and 3830-18-31-1671
1 b. Site coordinates (in decimal degrees): Latitude: 35.94791 Longitude: - 77.87581
(DD.DDDDDD) (-DD.DDDDDD)
1 c. Property size: 93.8 acres
2. Surface Waters
2a. Name of nearest body of water (stream, river, etc.) to Maple Creek
proposed project:
2b. Water Quality Classification of nearest receiving water: WS-IV; NSW
2c. River basin: Tar-Pamlico
3. Project Description
3a. Describe the existing conditions on the site and the general land use in the vicinity of the project at the time of this
application: The 93.8 acre site is partially wooded, mainly cropland farmstead with one stream/wetland feature on the
east side and one stream/wetland feature (Maple Creek) on the south side. Bounded on the east by Halifax Rd. Most of
the surrounding area is agricultural.
3b. List the total estimated acreage of all existing wetlands on the property:
15.75 acres
3c. List the total estimated linear feet of all existing streams (intermittent and perennial) on the property:
5259 LF
3d. Explain the purpose of the proposed project:
Residential Subdivision
3e. Describe the overall project in detail, including the type of equipment to be used:
Project will consist of clearing and grading with appropriate erosion control measures and installation of roads and utilities
for subdivision. Access to the main portion of the property will require a perpendicular crossing of a stream/wetland
feature. Equipment used will include backhoes, motor graders, dumptrucks, etc.
4. Jurisdictional Determinations
4a. Have jurisdictional wetland or stream determinations by the
Corps or State been requested or obtained for this property /
ED Yes ? No ? Unknown
project (including all prior phases) in the past?
Comments:
4b. If the Corps made the jurisdictional determination, what type
? Preliminary ®Final
of determination was made?
4c. If yes, who delineated the jurisdictional areas? Agency/Consultant Company: ESI
Name (if known): Jamie Shearn/Jeff Harbour(ESI) Other:
4d. If yes, list the dates of the Corps jurisdictional determinations or State determinations and attach documentation.
Signed JD 2/22/08 by Jamie Shearn-12/02/05 Buffer Determination by Mike Horan
5. Project History
5a. Have permits or certifications been requested or obtained for ? Yes ® No ? Unknown
this project (including all prior phases) in the past?
5b. If yes, explain in detail according to "help file" instructions.
Page 3 of 12
PCN Form - Version 1.3 December 10, 2008 Version
B. Project Information and Prior Project History
6. Future Project Plans
6a. Is this a phased project? ® Yes ? No
6b. If yes, explain.
The site will be divided into four residential phases. Phase 1 consists of the perpendicular access crossing and utility tie-
in (No other impacts are expected in the remaining phases). The main sewer outfall line installation and associated
wetland impacts and permits will be conducted by the City of Rocky Mount under NWP12 and is also accounted for on
our PCN submittal. The overall plan has been reviewed by the City of Rocky Mount with preliminary approval.
Page 4 of 12
C. Proposed Impacts Inventory
1. Impacts Summary
1a. Which sections were completed below for your project (check all that apply):
® Wetlands ® Streams - tributaries ® Buffers
? Open Waters ? Pond Construction
2. Wetland Impacts
If there are wetland impacts proposed on the site, then complete this question for each wetland area impacted.
2a. 2b. 2c. 2d. 2e. 2f.
Wetland impact Type of jurisdiction
number - Type of impact Type of wetland Forested (Corps - 404, 10 Area of impact
Permanent (P) or (if known) DWQ - non404, other) (acres)
Temporary T
W1 ®P ? T Fill/Access ® Yes ® Corps 0
086
Crossing ? No ? DWQ .
W2 ? P ®T Utility Crossing ® Yes
? No ® Corps
? DWQ 0.12
W3 ? P ®T Utility Crossing ® Yes
? No ® Corps
? DWQ 0.07
W4 ? P ®T Utility Crossing ® Yes
? No ® Corps
? DWQ 0.12
W5 ? P ? T ? Yes ? Corps
? No ? DWQ
W6 ? P ? T ? Yes ? Corps
? No ? DWQ
2g. Total wetland impacts 0.396
2h. Comments: Main sewer line outfall to also be permitted by City of Rocky Mount (under their construction) will have a total
of 0.31 acres of temporary wetland impacts (W2,W3,W4) under NWP12 associated with this property-designed to avoid
wetlands and excessively deep manholes.
3. Stream Impacts
If there are perennial or intermittent stream impacts (including temporary impacts) proposed on the site, then complete this
question for all stream sites impacted.
3a. 3b. 3c. 3d. 3e. 3f. 3g.
Stream impact Type of impact Stream name Perennial Type of jurisdiction Average Impact
number - (PER) or (Corps - 404, 10 stream length
Permanent (P) or intermittent
DWQ -non-404,
width
(linear
Temporary (T) (INT)? other) (feet) feet)
S1 ®P ? T Piped Access
Crossing UT to Maple Crk ? PER
® INT ® Corps
? DWQ 2 90
S2 ? P ? T ? PER ? Corps
? INT ? DWQ
S3 ? P ? T ? PER ? Corps
? INT ? DWQ
S4 ? P ? T ? PER ? Corps
? INT ? DWQ
S5 ? P ? T ? PER ? Corps
? INT ? DWQ
S6 ? P ? T ? PER ? Corps
? INT ?DWQ
3h. Total stream and tributary impacts 90 LF
3i. Comments:
Page 5 of 12
PCN Form - Version 1.3 December 10, 2008 Version
4. Open Water Impacts
If there are proposed impacts to lakes, ponds, estuaries, tributaries, sounds, the Atlantic Ocean, or any other open water of
the U.S. then individual) list all open water impacts below.
4a. 4b. 4c. 4d. 4e.
Open water Name of waterbody
impact number - (if applicable) Type of impact Waterbody type Area of impact (acres)
Permanent (P) or
Temporary T
01 ?P?T
02 ?P?T
03 ?P?T
04 ?P?T
0. Total open water impacts
4g. Comments:
5. Pond or Lake Construction
If and or lake construction proposed, then complete the chart below.
5a. 5b. 5c. 5d. 5e.
Wetland Impacts (acres) Stream Impacts (feet) Upland
Pond ID Proposed use or purpose (acres)
number of pond
Flooded Filled Excavated Flooded Filled Excavated Flooded
P1
P2
5f. Total
5g. Comments:
5h. Is a dam high hazard permit required?
? Yes ? No If yes, permit ID no:
5i. Expected pond surface area (acres):
5j. Size of pond watershed (acres):
5k. Method of construction:
6. Buffer Impacts (for DWQ)
If project will impact a protected riparian buffer, then complete the chart below. If yes, then individually list all buffer impacts
below. If an impacts require mitigation, then you MUST fill out Section D of this form.
6a.
? Neuse ® Tar-Pamlico ? Other:
Project is in which protected basin? ? Catawba ? Randleman
6b. 6c. 6d. 6e. 6f. 6g.
Buffer impact
number - Reason Buffer Zone 1 impact Zone 2 impact
Permanent (P) or for impact Stream name mitigation (square feet) (square feet)
Temporary T required?
61 ®P ? T Access UT to Maple Crk ® Nos 5359 3585
B2 ?P?T ?Yes
? No
133 ?P?T ?Yes
? No
6h. Total buffer impacts 5359 3585
6i. Comments. Main utility line permitting and installation conducted by the City of Rocky Mount under NWP12 (exempt)
Page 6 of 12
D. Impact Justification and Mitigation
1. Avoidance and Minimization
1 a. Specifically describe measures taken to avoid or minimize the proposed impacts in designing project.
Site was configured to perpendicularly cross wetland and buffer zones at one location to access site. Utility line by City of
Rocky Mount designed to avoid wetlands and Tar-Pamlico buffers and avoid excessively deep manholes.
1 b. Specifically describe measures taken to avoid or minimize the proposed impacts through construction techniques.
Limits of disturbance will clearly be marked and silt fence used along wetlands and buffer zones downslope of any
disturbance along with temporary diversions and sediment traps upslope of wetland/buffer areas. For utility line (City of
Rocky Mount) the impacts will only be temporary with mats used along with appropriate erosion control measures to
minimize impacts and restored to original grade.
2. Compensatory Mitigation for Impacts to Waters of the U.S. or Waters of the State
2a. Does the project require Compensatory Mitigation for
impacts to Waters of the U.S. or Waters of the State? ? Yes ® No
2b. If yes, mitigation is required by (check all that apply): ? DWQ ? Corps

2c. If yes, which mitigation option will be used for this
project? ? Mitigation bank

El Payment to in-lieu fee program
? Permittee Responsible Mitigation
3. Complete if Using a Mitigation Bank
3a. Name of Mitigation Bank:
3b. Credits Purchased (attach receipt and letter) Type Quantity
3c. Comments:
4. Complete if Making a Payment to In-lieu Fee Program
4a. Approval letter from in-lieu fee program is attached. ? Yes
4b. Stream mitigation requested: linear feet
4c. If using stream mitigation, stream temperature: ? warm ? cool ?cold
4d. Buffer mitigation requested (DWQ only): square feet
4e. Riparian wetland mitigation requested: acres
4f. Non-riparian wetland mitigation requested: acres
4g. Coastal (tidal) wetland mitigation requested: acres
4h. Comments:
5. Complete if Using a Permittee Responsible Mitigation Plan
5a. If using a permittee responsible mitigation plan, provide a description of the proposed mitigation plan.
Page 7 of 12
PCN Form - Version 1.3 December 10, 2008 Version
6. Buffer Mitigation (State Regulated Riparian Buffer Rules) - required by DWQ
6a. Will the project result in an impact within a protected riparian buffer that requires
buffer mitigation? ? Yes ® No
6b. If yes, then identify the square feet of impact to each zone of the riparian buffer that requires mitigation. Calculate the
amount of mitigation required.

Zone 6c.
Reason for impact 6d.
Total impact
(square feet)
Multiplier 6e.
Required mitigation
(square feet)
Zone 1 3 (2 for Catawba)
Zone 2 1.5
6f. Total buffer mitigation required:
6g. If buffer mitigation is required, discuss what type of mitigation is proposed (e.g., payment to private mitigation bank,
permittee responsible riparian buffer restoration, payment into an approved in-lieu fee fund).
6h. Comments:
Page 8 of 12
E. Stormwater Management and Diffuse Flow Plan (required by DWQ)
1. Diffuse Flow Plan
1a. Does the project include or is it adjacent to protected riparian buffers identified ® Yes ? No
within one of the NC Riparian Buffer Protection Rules?
1 b. If yes, then is a diffuse flow plan included? If no, explain why.
Comments: Diffuse flow will be achieved by using level spreaders at stormwater ® Yes ? No
discharge points prior to entering buffer zone.
2. Stormwater Management Plan
2a. What is the overall percent imperviousness of this project? 23.0% for Phase 1
2b. Does this project require a Stormwater Management Plan? ? Yes ® No
2c. If this project DOES NOT require a Stormwater Management Plan, explain why: Phase 1 will discharge runoff from curb
openings to vegetative swales before discharging through level spreaders and vegetative filters at buffer areas. A
stormwater detention pond will treat runoff from a piped system (5.92 acres of the interior of phase 1 lots and roadways).
Subsequent phases will require the use of detention ponds and/or other BMP's to achieve peak flow and nutrient
reduction.
2d. If this project DOES require a Stormwater Management Plan, then provide a brief, na rrative description of the plan:
? Certified Local Government
2e. Who will be responsible for the review of the Stormwater Management Plan? ? DWO Stormwater Program
® DWQ 401 Unit
3. Certified Local Government Stormwater Review
3a. In which local government's jurisdiction is this project? City of Rocky Mount
? Phase II
3b. Which of the following locally-implemented stormwater management programs ® NSW
? USMP
apply (check all that apply): ® Water Supply Watershed
? Other:
3c. Has the approved Stormwater Management Plan with proof of approval been ? Yes ® No
attached? Stormwater Plan not required for Phase 1 with overall impervious
approx. 7% and Phase 1 impervious 23.0%. Additional phases will require
stormwater BMP's for peak flow and nutrient reduction. (See attached letter from
City of Rocky Mount)
4. DWQ Stormwater Program Review
? Coastal counties
? HOW
4a. Which of the following state-implemented stormwater management programs apply ? ORW
(check all that apply):
? Session Law 2006-246
? Other:
4b. Has the approved Stormwater Management Plan with proof of approval been
attached? ? Yes ® No
5. DWQ 401 Unit Stormwater Review
5a. Does the Stormwater Management Plan meet the appropriate requirements? ? Yes ? No
Page 9 of 12
PCN Form - Version 1.3 December 10, 2008 Version
C. Stormwater Management and Diffuse Flow Plan (required by DWQ), continued
5b. Have all of the 401 Unit submittal requirements been met? ? Yes ? No
Page 10 of 12
F. Supplementary Information
1. Environmental Documentation (DWQ Requirement)
1a. Does the project involve an expenditure of public (federal/state/local) funds or the ? Yes ® No
use of public (federal/state) land?
1 b. If you answered "yes" to the above, does the project require preparation of an
environmental document pursuant to the requirements of the National or State ? Yes ? No
(North Carolina) Environmental Policy Act (NEPA/SEPA)?
1c. If you answered "yes" to the above, has the document review been finalized by the
State Clearing House? (If so, attach a copy of the NEPA or SEPA final approval
letter.) ? Yes ? No
Comments:
2. Violations (DWQ Requirement)
2a. Is the site in violation of DWQ Wetland Rules (15A NCAC 2H .0500), Isolated
Wetland Rules (15A NCAC 2H .1300), DWQ Surface Water or Wetland Standards, ? Yes ® No
or Riparian Buffer Rules (15A NCAC 2B .0200)?
2b. Is this an after-the-fact permit application? ? Yes ® No
2c. If you answered "yes" to one or both of the above questions, provide an explanation of the violation(s):
3. Cumulative Impacts (DWQ Requirement)
3a. Will this project (based on past and reasonably anticipated future impacts) result in ? Yes ® No
additional development, which could impact nearby downstream water quality?
3b. If you answered "yes" to the above, submit a qualitative or quantitative cumulative impact analysis in accordance with the
most recent DWQ policy. If you answered "no," provide a short narrative description.
4. Sewage Disposal (DWQ Requirement)
4a. Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of wastewater generated from
the proposed project, or available capacity of the subject facility.
Wastewater will be discharged to a public sanitary sewer system.
Page 11 of 12
PCN Form - Version 1.3 December 10, 2008 Version
5. Endangered Species and Designated Critical Habitat (Corps Requirement)
5a. Will this project occur in or near an area with federally protected species or ? Yes ® No
habitat?
5b. Have you checked with the USFWS concerning Endangered Species Act ? Yes ® No
impacts?
F1 Raleigh
5c. If yes, indicate the USFWS Field Office you have contacted.
? Asheville
5d. What data sources did you use to determine whether your site would impact Endangered Species or Designated Critical
Habitat?
6. Essential Fish Habitat (Corps Requirement)
6a. Will this project occur in or near an area designated as essential fish habitat? ? Yes ® No
6b. What data sources did you use to determine whether your site would impact Essential Fish Habitat?
NC stream classification
7. Historic or Prehistoric Cultural Resources (Corps Requirement)
7a. Will this project occur in or near an area that the state, federal or tribal
governments have designated as having historic or cultural preservation ? Yes ® No
status (e.g., National Historic Trust designation or properties significant in
North Carolina history and archaeology)?
7b. What data sources did you use to determine whether your site would impact historic or archeological resources?
8. Flood Zone Designation (Corps Requirement)
8a. Will this project occur in a FEMA-designated 100-year floodplain? ® es ? No
8b. If yes, explain how project meets FEMA requirements: BUA will not be located in the 100 yr floodplain
8c. What source(s) did you use to make the floodplain determination? FEMA maps
C)l
Robert S. Bartlett
Applicant/Agent's Printed Name Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant
is provided.
Page 12 of 12
Permit No.
State of North Carolina
Department of Environment and Natural Resources
Division of Water Quality
(to be provided by DWQ)
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
LOW DENSITY SUPPLEMENT
This form may be photocopied for use as an original
A low density project is one that meets the appropriate criteria for built upon area and transports stormwater
runoff primarily through vegetated conveyances. Low density projects should not have a discrete stormwater
collection system as defined by 15A NCAC 2H .1002(18). Low density requirements and density factors can be
found in Session Law 2008-211, 15A NCAC 2H 1000, Session Law 2006-246, and the DWQ BMP Manual.
Curb and gutter systems are allowed provided they meet the requirements in 15A NCAC 2H .1008(g).
1. PROJECT INFORMATION
Project Name : Olde Mill Stream
Contact Person: Jon Meade Phone Number: (252 )399-0704
Number of Lots:62 Allowable Built Upon Area (BUA) Per Lot*:3168 SF
Number of Dwelling Units Per Acre**:
Low Density Development (check one): ? without curb & gutter ® with curb & gutter, outlets to (check one):
® Swales ? Vegetated Area
*If lot sizes are not uniform, attach a table indicating the number of lots, lot sizes and allowable built upon area for each lot.
The attachment must include the project name, phase, page numbers and provide area subtotals and totals. BUA shall be
shown in units of square feet.
**(Phase II Post-Construction (non-SA) only)
II. BUILT UPON AREA
Refer to DWQ's forms and applications website for specific language that must be recorded in the deed
restrictions for all subdivided projects. (http://h2o.enr.state.nc.us/su/bmp_forms.htm)
Complete the following calculation in the space provided below where:
• SA Site Area - the total project area above Mean High Water.
• DF Density Factor - the appropriate percent built upon area divided by 100.
• RA Road Area - the total impervious surface occupied by roadways.
• OA Other Area -the total area of impervious surfaces such as clubhouses, tennis courts, sidewalks, etc.
• No. of Lots - the total number of lots in the subdivision.
• BUA per Lot - the computed allowable built upon area for each lot including driveways and impervious
surfaces located between the front lot line and the edge of pavement.
• Total allowable lot BUA - the computed allowable built upon area for all lots combined.
• Total BUA from lot listing - the sum of built upon area allocated for each lot on the list of non-uniform lots.
Form SW401-Low Density-Rev. 3-2/10/09 Page 1 of 4
V. SWALE SYSTEM MAINTENANCE REQUIREMENTS
Mowing will be accomplished as needed according to the season. Grass height will not exceed six inches
at any time; and grass will not be mowed too close to the ground or "scalped".
2. Swales will be inspected monthly or after every runoff producing rainfall event for sediment build-up,
erosion, and trash accumulation.
3. Accumulated sediment and trash will be removed as necessary. Swales will be reseeded or sodded
following sediment removal.
4. Eroded areas of the swales will be repaired and reseeded. Swales will be revegetated as needed and in a
timely manner based on the monthly inspections. Side slopes must be maintained at the permitted slope.
5. Catch basins, curb cuts, velocity reduction devices, and piping will be inspected monthly or after every
significant runoff producing rainfall event. Trash and debris will be cleared away from grates, curb cuts,
velocity reduction devices and piping.
6. Swales will not be altered, piped, or filled in without approval from NCDENR Division of Water Quality.
I acknowledge and agree by my signature below that I am responsible for the performance of the six
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.
Print Name and Title:Ralph Hodge-Owner
Address: 1708 Trawick Rd, Raleigh, NC 27604
Signature: Date: II DY

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.
I, rte: se C?g r'-s , a NotaryPublic for the State of N c: ,% Caro 1'. n a , County of
W .1, do hereby certify that P-- P ?N VjV d qe personally appeared before me this k_1
day of be(fte fkPer , J o aq , and acknowledge the due execution of the forgoing swale maintenance requirements.
Witness my hand and official seal,
Notary signature
SEAL My commission expires O t" Q0 - )o t 1
Form SW401-Low Density-Rev.3-2/10/09 Page 4 of 4
Permit
FWA
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
(to be provided by DWO)
o?
0F W A T F151
r
o -?
I. PROJECT INFORMATION
Project name OLDE MILL STREAM (PHASE 1)
Contact person Jon Meade
Phone number 252-399-0704
Date
Drainage area number
8/27/2009
II. DESIGN INFORMATION
Site Characteristics
Drainage area
Impervious area, post-development
% impervious
Design rainfall depth
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1 yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
268,142 ft3
114,451 ftz
42.68 %
1.0 in
9,701 ft3 OK
9,935 ft3 OK, volume provided is equal to or in excess of volume required.
_ft3
_ft3
_ft3
0 ft3
ft3
(Y or N)
3.2 in
0.60 (unitless)
0.80 (unitless)
1.57 in/hr OK
5.90 ft3/sec
1.79 ft3/sec
A.11 ft3/sec
120.30 fmsl
119.50 fmsl
118.00 fmsl
120.00 fmsl
119.00 fmsl
114.75 fmsl
113.75 fmsl
1.00 ft
(Y or N)
120.3 fmsl OK
Form SW401-Wet Detention Basin-Rev.7-8/13/09 Paris I. 8 11. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)

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 Shee No.
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),
Basin dimensions,
Pretreatment system,
High flow bypass system,
Maintenance access,
Proposed drainage easement and public right of way (ROW),
Overflow device, and
Boundaries of drainage easement.
"
'
or larger) and details for the wet detention basin showing:
2. Partial plan (1
= 30
Outlet structure with trash rack or similar,
Maintenance access,
Permanent pool dimensions,
Forebay and main pond with hardened emergency spillway,
Basin cross-section,
Vegetation specification for planting shelf, and

O_ Filter strip.
"
'
= 20
or larger) showing:
3. Section view of the wet detention basin 0
Side slopes, 3:1 or lower,
Pretreatment and treatment areas, and
Inlet and outlet structures.
4. If the basin is used for sediment and erosion control during construction, clean out of the basin is specified
on the plans prior to use as a wet detention basin.
5. A table of elevations, areas, incremental volumes & accumulated volumes for overall pond and for forebay,
to verify volume provided.
6. A construction sequence that shows how the wet detention basin will be protected from sediment ntil the
"ac"V Seth"Jc°n? a
entire draina
e area is stabilized
?
C Pond -6 he o
ed v s ` em
?
g
.
5
?
/
? 7
Th
ti
l
l
ti
cIaI7? .
e suppor
ng ca
cu
a
ons.
8. A copy of the signed and notarized operation and maintenance (0&M) agreement.
9. A copy of the deed restrictions (if required).
V
10. A soils report that is based upon an actual field investigation, soil borings, and infiltration tests. County
soil maps are not an acceptable source of soils information.
Form SW401-Wet Detention Basin-Rev.7-8/13/09 Part III. Required Items Checklist, Page 1 of 1
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
Wet Detention Basin 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.
The wet detention basin system is defined as the wet detention basin,
pretreatment including forebays and the vegetated filter if one is provided.
This system (check one):
® does ? does not
This system (check one):
? does ® does not
incorporate a vegetated filter at the outlet.
incorporate pretreatment other than a forebay.
Important maintenance procedures:
- Immediately after the wet detention basin is established, the plants on the
vegetated shelf and perimeter of the basin should be watered twice weekly if
needed, until the plants become established (commonly six weeks).
- No portion of the wet detention pond should be fertilized after the first initial
fertilization that is required to establish the plants on the vegetated shelf.
- Stable groundcover should be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- If the basin must be drained for an emergency or to perform maintenance, the
flushing of sediment through the emergency drain should be minimized to the
maximum extent practical.
- Once a year, a dam safety expert should inspect the embankment.
After the wet detention pond is established, it should be inspected once a month and
within 24 hours after every storm event greater than 1.0 inches (or 1.5 inches if in a
Coastal County). Records of operation and maintenance should be kept in a known set
location and must 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 BMP Trash/ debris is resent. Remove the trash/ debris.
The perimeter of the wet Areas of bare soil and/or Regrade the soil if necessary to
detention basin 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.
Vegetation is too short or too Maintain vegetation at a height of
long. approximately six inches.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 1 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The inlet device: pipe or The pipe is clogged. Unclog the pipe. Dispose of the
swale sediment off-site.
The pipe is cracked or Replace the pipe.
otherwise damaged.
Erosion is occurring in the Regrade the swale if necessary to
swale. smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
The forebay Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design depth for possible. Remove the sediment and
sediment storage. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Erosion has occurred. Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying.
The vegetated shelf Best professional practices Prune according to best professional
show that pruning is needed practices
to maintain optimal plant
health.
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 to establish the
ground cover if a soil test indicates
it is necessary.
Weeds are present. Remove the weeds, preferably by
hand. If pesticide is used, wipe it on
the plants rather than spraying-
The main treatment area Sediment has accumulated to Search for the source of the
a depth greater than the sediment and remedy the problem if
original design sediment possible. Remove the sediment and
storage depth. dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Algal growth covers over Consult a professional to remove
50% of the area. and control the algal growth.
Cattails, phragmites or other Remove the plants by wiping them
invasive plants cover 50% of with pesticide (do not spray).
the basin surface.
Form SW401-Wet Detention Basin O&M-Rev.4 Page 2 of 4
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
BMP element: Potential problem: How I will remediate the problem:
The embankment Shrubs have started to grow Remove shrubs immediately.
on the embankment.
Evidence of muskrat or Use traps to remove muskrats and
beaver activity is present. consult a professional to remove
beavers.
A tree has started to grow on Consult a dam safety specialist to
the embankment. remove the tree.
An annual inspection by an Make all needed repairs.
appropriate professional
shows that the embankment
needs repair. if applicable)
The outlet device Clogging has occurred. Clean out the outlet device. Dispose
of the sediment off-site.
The outlet device is damaged Repair or replace the outlet device.
The receiving water Erosion or other signs of Contact the local NC Division of
damage have occurred at the Water Quality Regional Office, or
outlet. the 401 Oversight Unit at 919-733-
1786.
The measuring device used to determine the sediment elevation shall be such
that it will give an accurate depth reading and not readily penetrate into
accumulated sediments.
When the permanent pool depth reads 4.75 feet in the main pond, the
sediment shall be removed.
When the permanent pool depth reads 4.0 feet in the forebay, the sediment
shall be removed.
BASIN DIAGRAM
ill in the blanks)
Sediment Removal
Bottom
Permanent Pool Elevation 119.50
115.50 YPe anen•--- --------olume
114.50 in.
ediment
Storage
FOREBAY
Pool
\ - - - - - - Sediment Removal Elevation-114.75 .......... Volume
Bottom Elevation 113.75 j 1-ft
MAIN POND
Storage
Form SW401-Wet Detention Basin O&M-Rev.4 Page 3 of 4
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:OLDE MILL STREAM
BMP drainage area number:DETENTION POND
Print name:Ralph Hodge
Title:President
Address: 1708 Trawick Rd Suite 209 Raleigh NC 27604
Phone:[phone]
Signature:
Date: 1 I D
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.
I, ? se C 29b , a Notary Public for the State of
h1tpA-, 'p.« 1: n"_ , County of W 15?-r_ , do hereby certify that
P_"_QVh yx. 'd. personally appeared before me this
day of 5e?-?-,,oiler Qooq , and acknowledge the due execution of the
forgoing wet detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires
Form SW401-Wet Detention Basin O&M-Rev.4
Page 4 of 4
NCDENR
O2QF W ATE9Q
O
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)!
I. PROJECT INFORMATION
Project name OLDE MILL STREAM
Contact name JON MEADE
Phone number 252-399-0704
Date May 26, 2009
Drainage area number LEVEL SPREADER#1
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Vegetated Swale
Drawdown flow from the BMP cfs
For Level Spreaders Receiving Flow from the Drainage Area
Drainage area 15,934.00 ftz
Impervious surface area 14,326.00 ft2
Percent impervious 89.91 %
Rational C coefficient 0.85
Peak flow from the 1 in/hr storm 0.31 cfs
Time of concentration 7.10 min
Rainfall intensity, 10-yr storm 6.9 in/hr
Peak flow from the 10-yr storm 2.15 cfs
Where Does the Level Spreader Discharge?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? Y (Y or N) Please complete filter strip characterization below.
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass ft
Width of dense ground cover 83.00 ft
Width of wooded vegetation ft
Total width 83.00 ft
Elevation at downslope base of level lip 117.63 fmsl
Elevation at top of bank of the receiving water 116.70 fmsl
Slope (from level lip to to top of bank) 1.12 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area sq ft
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? N (Y or N)
Length based on the 10-yr storm? Y (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 3.20 cfs
Is a bypass device provided? N (Y or N) A bypass device is not needed.
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and It. 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
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
32.00 ft Level spreader length OK
N (Y or N)
(Y or N) Do not complete this section of the worksheet
(Y or N) Do not complete this section of the worksheet
Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
cfs Do not complete this section of the worksheet
Do not complete this section of the worksheet
•
t •---
M

M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
NCDENR
O?0F Yq A?Tf;9
ONi? ?
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)!
I. PROJECT INFORMATION
Project name OLDE MILL STREAM
Contact name JON MEADE
Phone number 252-399-0704
Date May 26, 2009
Drainage area number LEVEL SPREADER#2
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Vegetated Swale
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, 10-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)
N (Y or N)
N (Y or N)
Y (Y or N) Please complete filter strip characterization below.
Y (Y or N) Please complete filter strip characterization below.
Width of grass ft
Width of dense ground cover 46.00 ft
Width of wooded vegetation 12.00 ft
Total width 58.00 ft
Elevation at downslope base of level lip 128.43 fmsl
Elevation at top of bank of the receiving water 125.34 fmsl
Slope (from level lip to to top of bank) 5.33 %
Are any draws present? N (Y or N)
Level Spreader Design
Forebay surface area sq ft
Feet of level lip needed per cfs 24 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? N (Y or N)
Length based on the 10-yr storm? Y (Y or N)
Length based on the BMP discharge rate? N (Y or N)
Design flow 1.20 cfs
Is a bypass device provided? N (Y or N)
11,325.00 ft2
9,845.00 ft2
86.93 %
0.90
0.23 cfs
5.40 min
7.5 in/hr
1.75 cfs
OK
OK
A bypass device is not needed
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and ll. Design Summary, page 1 of 2
Length of the level lip 42.00 ft Level spreader length OK.
Are level spreaders in series? N (Y or N)
Bypass Channel Design (if applicable)
Does the bypass discharge through a wetland? (Y or N) Do not complete this section of the worksheet
Does the channel enter the stream at an angle? (Y or N) Do not complete this section of the worksheet.
Dimensions of the channel (see diagram below): Do not complete this section of the worksheet
M ft Do not complete this section of the worksheet
B ft Do not complete this section of the worksheet
W ft Do not complete this section of the worksheet.
y ft Do not complete this section of the worksheet
Peak velocity in the channel during the 10-yr storm cfs Do not complete this section of the worksheet
Channel lining material Do not complete this section of the worksheet
• W •

t •------ ------- Y t
--------------•

M M
B
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and II. Design Summary, page 2 of 2
?*A'A'
NCDENR
?oE?w A?T ?9?c
> IILJ_
O
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)!
I. PROJECT INFORMATION
Project name OLDE MILL STREAM
Contact name JON MEADE
Phone number 252-399-0704
Date May 26, 2009
Drainage area number LEVEL SPREADER#3
II. DESIGN INFORMATION
For Level Spreaders Receiving Flow From a BMP
Type of BMP Detention Pond
Drawdown flow from the BMP 3.83 cis
For Level Spreaders Receiving Flow from the Drainage Area Do not complete this section of the worksheet
Drainage area ft2 Do not complete this section of the worksheet
Impervious surface area ftz Do not complete this section of the worksheet
Percent impervious % Do not complete this section of the worksheet
Rational C coefficient Do not complete this section of the worksheet
Peak flow from the 1 in/hr storm cfs Do not complete this section of the worksheet
Time of concentration min
Rainfall intensity, 10-yr storm in/hr Do not complete this section of the worksheet
Peak flow from the 10-yr storm CIS Do not complete this section of the worksheet
Where Does the Level Spreader Discharge ?
To a grassed bioretention cell? N (Y or N)
To a mulched bioretention cell? N (Y or N)
To a wetland? Y (Y or N) Please complete filter strip characterization below.
To a filter strip or riparian buffer? Y (Y or N) Please complete filter strip characterization below
Other (specify)
Filter Strip or Riparian Buffer Characterization (if applicable)
Width of grass ft
Width of dense ground cover 50.00 ft
Width of wooded vegetation ft
Total width 50.00 ft
Elevation at downslope base of level lip 121.33 fmsl
Elevation at top of bank of the receiving water 120.49 fmsl
Slope (from level lip to to top of bank) 1.68 % OK
Are any draws present? N (Y or N) OK
Level Spreader Design
Forebay surface area sq ft No forebay is needed
Feet of level lip needed per cfs 13 ft/cfs
Answer "Y" to one of the following:
Length based on the 1 in/hr storm? N (Y or N)
Length based on the 10-yr storm? Y (Y or N)
Length based on the BMP discharge rate? Y (Y or N)
Design flow 3.10 cfs
Is a bypass device provided? n (Y or N) A bypass device is not needed
Form SW401-Level Spreader, Fitter 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
y
Peak velocity in the channel during the 10-yr storm
Channel lining material
cfs Do not complete this section of the worksheet
Do not complete this section of the worksheet

t U7
------------
M
42.00 ft #VALUE!
N (Y or N)
(Y or N) Do not complete this section of the worksheet
(Y or N) Do not complete this section of the worksheet
Do not complete this section of the worksheet.
ft Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
ft Do not complete this section of the worksheet
B
/ 1
-------------
M
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev.5 Parts I. and Il. Design Summary, page 2 of 2
I. REMURM RM t 6K{
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.
L o?
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.
"
'
2. Plan details (1
or larger) for the level spreader showing:
= 30
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.
L S 3. Section view of the level spreader (1" = 20' or larger) showing:
Underdrain system (if applicable),
Level lip,
Upslope channel, and
Downslope filter fabric.
+ 4. A date-stamped photograph of the filter strip that clearly shows the type of vegetation that is present.
_JI 5. A construction sequence that shows how the level spreader will be protected from sediment until the entire
drainage area is stabilized. UP f'ahc? ??na s 5fa ?. ?I??v?a ?eyl?uc Lr'cr/ S?i,^ey?
?Y • /? /1
AD 6
Th
ti
l
l
i
4 .
e suppor
ng ca
cu
ons.
at
A 7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
)
8. A copy of the deed restrictions (if required).
Form SW401-Level Spreader, Filter Strip, Restored Riparian Buffer-Rev-5 Part III, page 1 of 1
Permit Number:
(to be provided by DWQ)
Drainage Area Number:
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 splitter 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
BMP 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:Olde Mill Steam
BMP drainage area number:Level Spreader #l, Level Spreader #2, Level Spreader #3
Print name:Ralph Hodge
Title: Hodpe-Morns, LLC (Owner)
Address: 1709 Trawick Rd. Suite 209 Raleigh NC 27604
Phone:[phone],
Signature.
Date:
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.
I, b?r?se l ROC. , a Notary Public for the State of
County of W do hereby certify that
k.& ph 4-dae_
personally appeared before me this 114L.
day of 5eZ?er&b r r ,Eck 9 , and acknowledge the due execution of the
forgoing filter strip, riparian buffer, and/or level spreader maintenance requirements.
Witness my hand and official seal,
SEAL
My commission expires

Form SWU401-Level Spreader, Filter Strip, Restored Riparian Buffer O&M-Rev.3 Page 3 of 3
DRAINAGE AREA-IMPERVIOUS INVENTORY
DRAINAGE IMPERVIOUS AREAS MANAGED
AREA TOTAL ROOF/BUILDINGS ROAD/DRIVEWAYS OPEN SPACE %IMP
CC#1 /S#1 14326 3635 10692 1608 89.91%
CC#2 7819 1984 5835 1528 83.65%
CC#3 13136 3333 9803 3503 78.95%
CC#4S#2 5955 1511 4444 0 100.00%
CC#5/S#3 27194 6899 20295 28789 48.58%
CC#6/S#4 9846 2498 7348 0 100.00%
DET. POND 113133 28702 84431 144307 43.95%
OLDE MILL STREAM
Rocky Mount, NC
STORM WATER POND (Phase 1)
PRELIMINARY CALCULATIONS
Septetg4er 9, 2009
y
SEAL
20106
( : ntr )
BARTLETT
SIG & SllFiVEYNG, PC
1906 Nash Street North Wilson, NC 27893-1726
Phone: [phone] Fax: [phone]
Ruben'u hartleuene-rnm
OLDE MILL STREAM PHASE 1 DETENTION POND VOLUMES
STORMWATER POND VOLUMES
POND VOLUME (BELOW PERMANENT POOL-NO FOREBAY)
ELEVATION AREA INCR. VOL. CUM. AVG.
(FT) (FT2) (CU FT CU FT)
114.8 1629 0 0.00
115.0 1860 435.84 435.84
115.3 2104 495.04 930.88
115.5 2361 557.71 1488.59
116.0 2892 1312.49 2801.08
117.0 4003 3447.78 6248.86
118.0 5192 4597.83 10846.69
119.0 6447 5818.56 16665.25
119.5 8699 3785.94 20451.19

FOREBAY VOLUMES
ELEVATION AREA INCR. VOL. CUM. AVG.
FT FT2 (CU FT (CU FT
114.5 400 0 0.00
115.5 601 500.10 500.10
116.5 834 717.06 1217.16
117.5 1099 966.04 2183.20
118.5 1396 1247.01 3430.21
119.5 1724 1560.00 4990.21
POND VOLUMES ABOVE PERMANENT POOL
ELEVATION AREA INCR. VOL. CUM. AVG.
FT FT2 (CU FT (CU FT
119.5 10422.00 0 0.00
120.0 13186.00 5902.02 5902.02
120.3 13705.00 4033.71 9935.73
120.5 14054.00 2775.91 12711.64
121.0 14681.00 7248.44 19960.08
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10
Olde Mill Stream Subdivision- Rocky Mount, NC
STORMWATER POND PRELIMINARY CALCULATIONS
PREDEVELOPED POST DEVELOPED
RETURN EVENT PEAK RUN-OFF PEAK RUN-OFF REDUCTION
(YEARS) (CFS CFS
1 5.56 1.59 71.4
2 7.28 4.69 35.6
10 15.36 19.57 -27.4
25 21.62 26.05 -20.5
100 29.86 34.98 -17.1
STORMWATER DETENTION BASIN
The storm water detention basin was designed to meet the Tar-Pamlico
Stormwater Regulations for nitrogen and peak-flow reduction. The detention pond
meets the required 2-5 day drawdown for a I-yr storm event.
Elevation: 119.50' to 121.70' top of dike
Maximum Elevation: 120.68' for a 100-yr storm event with 1.0'+ freeboard
Inlet Box: Crest Elevation 120.3'
Inlet Box- 24"x36"
Barrel: Free Outfall
Diameter = 1.0'
Emergency Weir Elevation 120.50'
Length=140'
Orifice Structure : One opening
Invert Elevation 119.50'
Diameter = 1.75"
Drawdown Time: Approximately 70 hrs (Type 11 24hr 1-yr storm event)
Job File: P:\_PROJECT FILES\halilfax road\POND\OMS401_PRE.PPW
Rain Dir: P:\ PROJECT FILES\halilfax road\POND\
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
Project Date: 8/24/2009
Project Engineer: Robert S. Bartlett
Project Title: Watershed
Project Comments:
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:51 PM Date: 9/2/2009
Table of Contents
Table of Contents
i
+++*++++++++++++++++++ MASTER SUMMARY ++++++++++++++++++++++
watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
ROCKY MT........ Design Storms ...................... 2.01
++++++++++++++++++++++ TC CALCULATIONS +++++++++++++++++++++
SUBAREA 10...... Tc Calcs ........................... 3.01
++++++++++++++++++++++ CN CALCULATIONS +++++++++++++++++++++
SUBAREA 10...... Runoff CN-Area ..................... 4.01
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:51 PM Date: 9/2/2009
Type.... Master Network Summary Page 1.01
Name.... Watershed
File.... P:\-PROJECT FILES\halilfax road\POND\OMS401 PRE.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: ROCKY MT
Total
Depth Rainfall
Re
-- turn Ev
------- ent in
--- Type RNF ID

Pre 1 ------
3.2000 ----------------
Synthetic Curve -------
TypeII ---------
24hr
Pre 2 3.6000 Synthetic Curve TypeII 24hr
Pre 10 5.2800 Synthetic Curve TypeII 24hr
Pre 25 6.4800 Synthetic Curve TypeII 24hr
Pre100 8.0000 Synthetic Curve TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Meth od
(*Node=Outfall; +Node=Divers ion;)
(Trun= HYG Truncation: Blank=None; L=Left ; R=Rt; LR=Left&Rt)
Max
Return HYG Vol Qpeak Qpeak Max WSEL Pond Storage
Node ID
--------
------- Type Event
-- ---- ------ ac-ft Trun
--------
- hrs cfs ft ac-ft

*OUT 10
JCT 1 -
-- -
.458 --------
12.1000 --------
5.56 -------- ------------
*OUT 10 JCT 2 .585 12.1000 7.28
*OUT 10 JCT 10 1.190 12.1000 15.36
*OUT 10 JCT 25 1.670 12.1000 21.62
*OUT 10 JCT 100 2.312 12.1000 29.86
SUBAREA 10 AREA 1 .458 12.1000 5.56
SUBAREA 10 AREA 2 .585 12.1000 7.28
SUBAREA 10 AREA 10 1.190 12.1000 15.36
SUBAREA 10 AREA 25 1.670 12.1000 21.62
SUBAREA 10 AREA 100 2.312 12.1000 29.86
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:51 PM Date: 9/2/2009
Type.... Design Storms Page 2.01
Name.... ROCKY MT
File.... P:\ PROJECT FILES\halilfax road\POND\
Title... Project Date: 8/24/2009
Project Engineer: Robert S. Bartlett
Project Title: Watershed
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = ROCKY MT
Storm Tag Name = Pre 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 2
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre 25
Data Type, File, ID = Synthetic Storm Typell 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.4800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Pre100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 121E01C0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:51 PM Date: 9/2/2009
Type.... Tc Calcs Page 3.01
Name.... SUBAREA 10
File.... P:\-PROJECT FILES\halilfax road\POND\OMS401 PRE.PPW
....... .............................................................
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: SCS Lag
Hydraulic Length 741.00 ft
Runoff CN 72
Slope .027000 ft/ft
Avg.Velocity .64 ft/sec
Segment #1 Time: .3203 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .3203 hrs
-------------------------
-------------------------
S/N: 121EOIC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:51 PM Date: 9/2/2009
Type.... Tc Calcs Page 3.02
Name.... SUBAREA 10
File.... P:\-PROJECT FILES\halilfax road\POND\OMS401 PRE.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
==== SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((1000/CN) - 9)**0.7) * (Sf**-0.5)
Where: Tc = Time of concentration, hrs
Lf = Flow length, ft
CN = SCS Curve Number
Sf = Slope, ft/ft
SIN: 121EOlCO709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:51 PM Date: 9/2/2009
Type.... Runoff CN-Area Page 4.01
Name.... SUBAREA 10
File.... P:\ PROJECT FILES\halilfax road\POND\OMS401 PRE.PPW
RUNOFF CURVE NUMBER DATA
..........................................................................
..........................................................................
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-------------------------------- ---- --------- ----- ----- ------
Small grain - SR + Crop residue, go 72 5.910 72.00
COMPOSITE AREA & WEIGHTED CN ---> 5.910 72.00 (72)
...........................................................................
...........................................................................
SIN: 121E01C0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:51 PM Date: 9/2/2009
Appendix A
Index of Starting Page Numbers for ID Names
----- R -----
ROCKY MT... 2.01
----- S -----
SUBAREA 10... 3.01, 4.01
----- W -----
Watershed... 1.01
A-1
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:51 PM Date: 9/2/2009
Job File: P:\_PROJECT FILES\halilfax road\POND\OMS401.PPW
Rain Dir: P:\-PROJECT FILES\halilfax road\POND\
--------------------------
--------------------------
JOB TITLE
--------------------------
--------------------------
Project Date: 8/24/2009
Project Engineer: Robert S. Bartlett
Project Title: Watershed
Project Comments:
SIN: 121EOlCO709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
Table of Contents i
Table of Contents
++++*+++++++++++++++++ MASTER SUMMARY ++++++++++++++++++++++
Watershed....... Master Network Summary ............. 1.01
****************** DESIGN STORMS SUMMARY *******************
ROCKY MT........ Design Storms ...................... 2.01
++++++++++++++++*+++++ TC CALCULATIONS ++++++++*++*+++++++++
SUBAREA 10...... Tc Calcs ........................... 3.01
+*++*+++++++++++++++++ CN CALCULATIONS ++++*++++++++++++++++
SUBAREA 10...... Runoff CN-Area ..................... 4.01
++++++++++++++++++++++* POND VOLUMES ++++++++++++++++*++++++
POND 10......... Vol: Elev-Area ..................... 5.01
******************** OUTLET STRUCTURES *********************
Outlet 1........ Outlet Input Data .................. 6.01
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
Type.... Master Network Summary
Name.... Watershed
File.... P:\-PROJECT FILES\halilfax road\POND\OMS401.PPW
MASTER DESIGN STORM SUMMARY
Network Storm Collection: ROCKY MT
Total
Depth
Return Event in
Dev 1 3.2000
Dev 2 3.6000
Dev 10 5.2800
Dev 25 6.4800
Dev100 8.0000
Rainfall
Type
----------------
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
Synthetic Curve
RNF ID
Page 1.01
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
TypeII 24hr
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol
Node ID
-----------
------ Type
---- Event
- ac-ft Trun

*OUT 10
JCT -----
1 ----------
.591
*OUT 10 JCT 2 .735
*OUT 10 JCT 10 1.402
*OUT 10 JCT 25 1.916
*OUT 10 JCT 100 2.593
POND 10 IN POND 1 .598
POND 10 IN POND 2 .743
POND 10 IN POND 10 1.410
POND 10 IN POND 25 1.925
POND 10 IN POND 100 2.602
POND 10 OUT POND 1 .591
POND 10 OUT POND 2 .735
POND 10 OUT POND 10 1.402
POND 10 OUT POND 25 1.916
POND 10 OUT POND 100 2.593
Max
Qpeak Qpeak Max WSEL Pond Storage
hrs
--------- cfs
-------- ft
- ac-ft

12.5500
1.59 -
------ ------------
12.3000 4.69
12.0500 19.57
12.1000 26.05
12.0500 34.98
12.0500 8.06
12.0500 10.14
12.0500 19.55
12.0500 26.63
12.0500 35.77
12.5500 1.59 120.42 .266
12.3000 4.69 120.51 .295
12.0500 19.57 120.59 .322
12.1000 26.05 120.63 .333
12.0500 34.98 120.68 .349
SIN: 121EOlCO709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
Type.... Master Network Summary
Name.... Watershed
File.... P:\-PROJECT FILES\halilfax road\POND\OMS401.PPW
MASTER NETWORK SUMMARY
SCS Unit Hydrograph Method
Page 1.02
(*Node=Outfall; +Node=Diversion;)
(Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt)
Return HYG Vol Qpeak Qpeak
Node ID
--------
------- Type
-- -- Event ac-ft Trun hrs cfs

SUBAREA
10 --
AREA ------
1 ----------
.598 -- ---------
12.0500 --------
8.06
SUBAREA 10 AREA 2 .743 12.0500 10.14
SUBAREA 10 AREA 10 1.410 12.0500 19.55
SUBAREA 10 AREA 25 1.925 12.0500 26.63
SUBAREA 10 AREA 100 2.602 12.0500 35.77
Max
Max WSEL Pond Storage
ft ac-ft
-------- ------------
S/N: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
Type.... Design Storms Page 2.01
Name.... ROCKY MT
File.... P:\ PROJECT FILES\halilfax road\POND\
Title... Project Date: 8/24/2009
Project Engineer: Robert S. Bartlett
Project Title: Watershed
Project Comments:
DESIGN STORMS SUMMARY
Design Storm File,ID = ROCKY MT
Storm Tag Name = Dev 1
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 1 yr
Total Rainfall Depth= 3.2000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 2
Data Type, File, ID = Synthetic Storm TypelI 24hr
Storm Frequency = 2 yr
Total Rainfall Depth= 3.6000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 10
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 10 yr
Total Rainfall Depth= 5.2800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev 25
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 25 yr
Total Rainfall Depth= 6.4800 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
Storm Tag Name = Dev100
Data Type, File, ID = Synthetic Storm TypeII 24hr
Storm Frequency = 100 yr
Total Rainfall Depth= 8.0000 in
Duration Multiplier = 1
Resulting Duration = 24.0000 hrs
Resulting Start Time= .0000 hrs Step= .1000 hrs End= 24.0000 hrs
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
Type.... Tc Calcs Page 3.01
Name.... SUBAREA 10
File.... P:\-PROJECT FILES\halilfax road\POND\OMS401.PPW
TIME OF CONCENTRATION CALCULATOR
Segment #1: Tc: SCS Lag
Hydraulic Length 741.00 ft
Runoff CN 77
Slope .027000 ft/ft
Avg.Velocity .74 ft/sec
Segment #1 Time: .2777 hrs
------------------------------------------------------------------------
-------------------------
-------------------------
Total Tc: .2777 hrs
-------------------------
-------------------------
S/N: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:56 PM Date: 9/2/2009
Type.... Tc Calcs Page 3.02
Name.... SUBAREA 10
File.... P:\-PROJECT FILES\halilfax road\POND\OMS401.PPW
------------------------------------------------------------------------
Tc Equations used...
------------------------------------------------------------------------
___= SCS Lag
Tc = 0.000877 * (Lf**0.8) * ((10001CN) - 9)**0.7) * (Sf**-0.5)
where: Tc = Time of concentration, hrs
Lf = Flow length, ft
CN = SCS Curve Number
Sf = Slope, ft/ft
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
Type.... Runoff CN-Area Page 4.01
Name.... SUBAREA 10
File.... P:\ PROJECT FILES\halilfax road\POND\OMS401.PPW
RUNOFF CURVE NUMBER DATA
Impervious
Area Adjustment Adjusted
Soil/Surface Description CN acres %C RUC CN
-------------------------------- ---- --------- ----- ----- ------
Impervious Areas - Paved parking to 98 2.570 98.00
Open space (Lawns,parks etc.) - Goo 61 3.350 61.00
COMPOSITE AREA & WEIGHTED CN ---> 5.920 77.06 (77)
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
it
Type.... Vol: Elev-Area Page 5.01
Name.... POND 10
File.... P:\ PROJECT FILES\halilfax road\POND\OMS40a.PPW
Elevation Planimeter Area Al+A2+sgr(Al*A2) Volume Volume Sum
(ft)
------------ (sq.in) (acres)
--------------------- (acres)
----------------- (ac-ft)
--
- (ac-ft)

119.50
----- .2392
.0000 -
-----
.000 -------------
.000
120.00 ----- .3027 .8110 .135 .135
120.30 ----- .3146 .9259 .093 .228
120.50 ----- .3226 .9558 .064 .291
121.00 ----- .3430 .9982 .166 .458
121.50 ----- .3637 1.0599 .177 .634
POND VOLUME EQUATIONS
* Incremental volume computed by the Conic Method for Reservoir Volumes.
Volume = (1/3) * (EL2-EL1) * (Areal + Area2 + sq.rt.(Areal*Area2))
where: EL1, EL2 = Lower and upper elevations of the increment
Areal,Area2 = Areas computed for EL1, EL2, respectively
Volume = Incremental volume between EL1 and EL2
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
Type.... Outlet Input Data Page 6.01
Name.... Outlet 1
File.... P:\ PROJECT FILES\halilfax road\POND\OMS401.PPW
REQUESTED POND WS ELEVATIONS:
Min. Elev.= 119.50 ft
Increment = .20 ft
Max. Elev.= 121.50 ft
OUTLET CONNECTIVITY
---> Forward Flow Only (UpStream to DnStream)
<--- Reverse Flow Only (DnStream to UpStream)
< --- > Forward and Reverse Both Allowed
Structure No. Outfall E1, ft E2, ft
Weir-Rectangular WR ---> TW 120.500 121.500
Inlet Box IB ---> CV 120.300 121.500
Orifice-Circular 01 ---> CV 119.500 121.500
Culvert-Circular CV ---> TW 118.800 121.500
TW SETUP, DS Channel
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
Type.... Outlet Input Data
Name.... Outlet 1
File.... P:\ PROJECT FILES\halilfax road\POND\OMS401.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID
Structure Type
--------------
# of Openings
Crest Elev.
Weir Length
Weir Coeff.
WR
Weir-Rectangular
----------------
1
120.50 ft
140.00 ft
2.800000
Weir TW effects (Use adjustment equation)
Page 6.02
Structure ID = IB
Structure Type
----------------- = Inlet Box
-------------
------
# of Openings = 1
Invert Elev. = 120.30 ft
Orifice Area = 3.9000 sq.ft
Orifice Coeff. _ .600
Weir Length = 10.00 ft
Weir Coeff. = 2.800
K, Submerged = .000
K, Reverse = 1.000
Kb,Barrel = .000000 (per ft of full flow)
Barrel Length = .00 ft
Mannings n = .0000
Structure ID = 01
Structure Type = Orifice-Circular
------------------------------------
# of Openings = 1
Invert Elev. = 119.50 ft
Diameter = .1458 ft
Orifice Coeff. _ .600
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
Type.... Outlet Input Data
Name.... Outlet 1
File.... P:\ PROJECT FILES\halilfax road\POND\OMS401.PPW
OUTLET STRUCTURE INPUT DATA
Structure ID = CV
Structure Type
------------------ = Culvert-Circular
------------------
No. Barrels = 1
Barrel Diameter = 1.0000 ft
Upstream Invert = 118.80 ft
Dnstream Invert = 118.74 ft
Horiz. Length = 25.00 ft
Barrel Length = 25.00 ft
Barrel Slope = .00260 ft/ft
OUTLET CONTROL DATA...
Mannings n = .0150
Ke = .5000
Kb = .041636
Kr = .5000
HW Convergence = .001
INLET CONTROL DATA...
Equation form = 2
Inlet Control K = .5190
Inlet Control M = .6400
Inlet Control c = .02100
Inlet Control Y = .9000
T1 ratio (HW/D) = 1.157
T2 ratio (HW/D) = 1.235
Slope Factor = -.500
Page 6.03
(forward entrance loss)
(per ft of full flow)
(reverse entrance loss)
+/- ft
Use unsubmerged inlet control Form 2 equ. below Ti elev.
Use submerged inlet control Form 2 equ. above T2 elev.
In transition zone between unsubmerged and submerged inlet control,
interpolate between flows at T1 & T2...
At T1 Elev = 119.96 ft ---> Flow = 2.75 cfs
At T2 Elev = 120.03 ft ---> Flow = 3.14 cfs
Structure ID = TW
Structure Type = TW SETUP, DS Channel
------------------------------------
FREE OUTFALL CONDITIONS SPECIFIED
CONVERGENCE TOLERANCES ...
Maximum Iterations= 30
Min. TW tolerance = .01 ft
Max. TW tolerance = .01 ft
Min. HW tolerance = .01 ft
Max. HW tolerance = .01 ft
Min. Q tolerance = .10 cfs
Max. Q tolerance = .10 cfs
SIN; 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
Appendix A
Index of Starting Page Numbers for ID Names
----- O -----
Outlet 1... 6.01
----- P -----
POND 10... 5.01
----- R -----
ROCKY MT... 2.01
----- S -----
SUBAREA 10... 3.01, 4.01
----- W -----
Watershed... 1.01
A-1
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 12:58 PM Date: 9/2/2009
Type.... Individual Outlet Curves
Name.... Outlet 1
File.... P:\ PROJECT FILES\halilfax road\POND\OMS401.PPW
RATING TABLE FOR ONE OUTLET TYPE
WS Elev,Device Q
WS Elev. Q
ft cfs
--------
119.50 -------
.00
119.60 .00
119.70 .00
119.80 .00
119.90 .00
120.00 .00
120.10 .00
120.20 .00
120.30 .00
120.40 .00
120.50 .00
120.60 12.40
120.70 35.06
120.80 64.41
120.90 99.17
121.00 138.59
121.10 182.18
121.20 229.58
121.30 280.49
121.40 334.70
121.50 392.00
Structure ID = WR (Weir-Rectangular)
--------------------------------------
Upstream ID = (Pond Water Surface)
DNstream ID = TW (Pond Outfall)
Tail Water Notes
---------------
TW Elev Converge
ft +/-ft
-------- -----
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Free Outfall
Computation Messages
Page 13.04
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
WS below an invert; no flow.
H=.10; Htw=.00; Qfree=12.40;
H=.20; Htw=.00; Qfree=35.06;
H=.30; Htw=.00; Qfree=64.41;
H=.40; Htw=.00; Qfree=99.17;
H=.50; Htw=.00; Qfree=138.59;
H=.60; Htw=.00; Qfree=182.18;
H=.70; Htw=.00; Qfree=229.58;
H=.80; Htw=.00; Qfree=280.49;
H=.90; Htw=.00; Qfree=334.70;
H=1.00; Htw=.00; Qfree=392.00;
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 1:00 PM Date: 9/2/2009
Type.... Individual Outlet Curves Page 13.05
Name.... Outlet 1
File.... P:\ PROJECT FILES\halilfax road\POND\OMS401.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = IB (Inlet Box)
-------------
Upstream ID --------
= (P ----------
ond Water -------
Surface)
DNStream ID = CV ( Culvert-Ci rcular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL D S HGL DS HGL Error Error TW Error
ft cfs ft ft ft + /-ft +/-cfs
-- ft
----- +/-ft
-- -------
--------
119.50 --------
.00 ------- --
... ------
... ------- -
... ----- ----
... ... Free Outfall
WS below an invert; no flow.
119.60 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
119.70 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
119.80 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
119.90 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
120.00 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
120.10 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
120.20 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
120.30 .00 ... ... ... ... ... Free Outfall
WS below an invert; no flow.
120.40 .89 120.40 Free 119.45 .000 .000 Free Outfall
We ir: H =.10
120.50 2.50 120.50 Free 119.99 .000 .000 Free Outfall
We ir: H =.20
120.60 3.83 120.60 120.60 120.60 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
120.70 4.02 120.70 120.70 120.70 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
120.80 4.20 120.80 120.80 120.80 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
120.90 4.36 120.90 120.90 120.90 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
121.00 4.52 121.00 121.00 121.00 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
121.10 4.69 121.10 121.10 121.10 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
121.20 4.83 121.20 121.20 121.20 .000 .000 Free Outfall
DS HGL+Loss > crest: Flow set to Downstream outlet.
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 1:00 PM Date: 9/2/2009
Type.... Individual Outlet Curves Page 13.06
Name.... Outlet 1
File.... P:\ PROJECT FILES\halilfax road\POND\OMS401.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = IB (Inlet Box)
------------
Upstream ID --------
= ( ----------
Pond Water --------
Surface)
DNstream ID = CV (Culvert-C ircular)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-
--- cfs
-- ft ft ft +/-ft +/-cfs ft +/-ft
-
---
121.30 --
---
4.99 - ------- -
121.30 -------
121.30 -------
121.30 ------ ------
.000 .000 ------- -------
Free Outfall
DS HGL+Loss > crest : Flow set to Downstream outlet.
121.40 5.14 121.40 121.40 121.40 .000 .000 Free Outfall
DS HGL+Loss > crest : Flow set to Downstream outlet.
121.50 5.29 121.50 121.50 121.50 .000 .000 Free Outfall
DS HGL+Loss > crest : Flow set to Downstream outlet.
SIN: 121E01C0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 1:00 PM Date: 9/2/2009
Type.... Individual Outlet Curves Page 13.07
Name.... Outlet 1
File.... P:\ PROJECT FILES\halilfax road\POND\OMS401.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = 01 (Orifice-Ci rcular )
------------
Upstream ID --------
= ( -----------
Pond Water ------
Surfac -
e)
DNstream ID = CV (Culvert-Ci rcular )
Pond WS. Device (into) C onverge Next D S HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL E rror Error TW Error
ft cfs ft ft ft + /-ft +/-cfs
--- ft +/-ft
------- -------
--------
119.50 --------
.00 ------- -
... -------
... ------- -
... -----
... ---
... Free Outfall
WS below an invert; no flow.
119.60 .01 119.60 Free 118.87 .000 .000 Free Outfall
CRIT.DEPTH CONTROL Vh= .026ft Dcr= .073ft CRIT.DEPTH
119.70 .03 119.70 Free 118.91 .000 .000 Free Outfall
H =.13
119.80 .04 119.80 Free 118.92 .000 .000 Free Outfall
H =.23
119.90 .05 119.90 Free 118.94 .000 .000 Free Outfall
H =.33
120.00 .OS 120.00 Free 118.95 .000 .000 Free Outfall
H =.43
120.10 .06 120.10 Free 118.95 .000 .000 Free Outfall
H =.53
120.20 .06 120.20 Free 118.96 .000 .000 Free Outfall
H =.63
120.30 .07 120.30 Free 118.97 .000 .000 Free Outfall
H =.73
120.40 .07 120.40 Free 119.45 .000 .000 Free Outfall
H =.83
120.50 .06 120.50 120.00 119.99 .007 .000 Free Outfall
H =.50
120.60 .00 120.60 120.60 120.60 .000 .000 Free outfall
Full riser flow. Q=0 this opening.
120.70 .00 120.70 120.70 120.70 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
120.80 .00 120.80 120.80 120.80 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
120.90 .00 120.90 120.90 120.90 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
121.00 .00 121.00 121.00 121.00 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
121.10 .00 121.10 121.10 121.10 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
121.20 .00 121.20 121.20 121.20 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
121.30 .00 121.30 121.30 121.30 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
121.40 .00 121.40 121.40 121.40 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
121.50 .00 121.50 121.50 121.50 .000 .000 Free Outfall
Full riser flow. Q=0 this opening.
SIN: 121EOlC0709D Bartlett Engineering and Surveying, PC
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Type.... Individual Outlet Curves Page 13.08
Name.... Outlet 1
File.... P:\ PROJECT FILES\halilfax road\POND\OMS401.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CV (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 1.69 cfs
UPstream ID's= IB, 01
DNStream ID = TW (Pond Outfall)
Pond WS. Device (into) Converge Next DS HGL Q SUM DS Chan. TW
Elev. Q HW HGL DS HGL DS HGL Error Error TW Error
ft
-------- cfs
-------- ft
--- ft
- ft +/ -ft + /-cfs ft +/-ft

119.50
.00 ----
118.80 -------
Free ------- --
Free ---- -
.000 -----
.000 ------
Free - -------
Outfall
119.60 .01 118.87 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .005ft hwDi= .060ft Lbw= 25.Oft
119.70 .03 118.91 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .009ft hwDi= .094ft Lbw= 25.Oft
119.80 .04 118.92 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .Ollft hwDi= .108ft Lbw= 25.Oft
119.90 .05 118.94 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .012ft hwDi= .118ft Lbw= 25.Oft
120.00 .05 118.95 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .013ft hwDi= .125ft Lbw= 25.Oft
120.10 .06 118.95 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .014ft hwDi= .132ft Lbw= 25.Oft
120.20 .06 118.96 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .015ft hwDi= .137ft Lbw= 25.Oft
120.30 .07 118.97 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .016ft hwDi= .142ft Lbw= 25.Oft
120.40 .96 119.45 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .083ft hwDi= .522ft Lbw= 25.Oft
120.50 2.56 119.99 Free Free .000 .000 Free Outfall
BACKWATER CONTROL.. Vh= .178ft hwDi= .923ft Lbw= 25.Oft
120.60 3.83 120.60 Free Free .000 .000 Free Outfall
FULL FLOW . ..Lfull=19 .12ft Vh=. 370ft HL=.85 0ft
120.70 4.02 120.70 Free Free .000 .000 Free Outfall
FULL FLOW . ..Lfull=20 .13ft Vh=. 407ft HL=.95 2ft
120.80 4.20 120.80 Free Free .000 .000 Free Outfall
FULL FLOW . ..Lfull=21 .14ft Vh=. 443ft HL=1.0 55ft
120.90 4.36 120.90 Free Free .000 .000 Free Outfall
FULL FLOW . ..Lfull=21 .93ft Vh=. 480ft HL=1.1 58ft
121.00 4.52 121.00 Free Free .000 .000 Free Outfall
FULL FLOW . ..Lfull=22 .60ft Vh=. 516ft HL=1.2 59ft
121.10 4.69 121.10 Free Free .000 .000 Free Outfall
FULL FLOW . ..Lfull=22 .96ft Vh=. 554ft HL=1.3 60ft
121.20 4.83 121.20 Free Free .000 .000 Free Outfall
FULL FLOW . ..Lfull=23 .72ft Vh=. 588ft HL=1.4 63ft
SIN: 121EOIC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 1:00 PM Date: 9/2/2009
Type.... Individual Outlet Curves Page 13.09
Name.... Outlet 1
File.... P:\ PROJECT FILES\halilfax road\POND\OMS401.PPW
RATING TABLE FOR ONE OUTLET TYPE
Structure ID = CV (Culvert-Circular)
--------------------------------------
Mannings open channel maximum capacity: 1.69 cfs
UPstream ID's= IB, 01
DNstream ID = TW (Pond Outfall)
Pond WS
Elev.
ft
121.30
121.40
121.50
Device (into) Converge Next
Q HW HGL DS HGL DS HGL
cfs ft ft ft
-------- ------- -------- -------
4.99 121.30 Free Free
FULL FLOW ...Lfull=23.84ft
5.14 121.40 Free Free
FULL FLOW ...Lfull=23.93ft
5.29 121.50 Free Free
FULL FLOW ...Lfull=24.Olft
DS HGL Q SUM DS Chan. TW
Error Error TW Error
+/-ft +/-cfs ft +/-ft
------ ------ ------- -------
.000 .000 Free Outfall
Vh=.627ft HL=1.562ft
.000 .000 Free Outfall
Vh=.665ft HL=1.661ft
.000 .000 Free Outfall
Vh=.705ft HL=1.762ft
SIN: 121EOIC0709D Bartlett Engineering and Surveying, PC
PondPack Ver. 9.0041 Time: 1:00 PM Date: 9/2/2009

BARTLETT
1906 Nash Street North Wilson, NC 27893-1726
Phone: [phone] Fax: [phone]
[e-mail]
September 9, 2009
NCDENR
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center
Raleigh, NC 27604
REFERENCE: OLDE MILL STREAM SOILS EVALUATION-ROCKY MOUNT, NC
INTRODUCTION: A preliminary evaluation of soils and site characteristics was
performed by Jon L. Meade, PhD on September 2, 2009 to evaluate potential suitability
for onsite stormwater control using wet-detention ponds.
The soil series mapped for the location is NrB and include Norfolk, Georgeville, and
Faceville soils. Bore samples tend to match the closest to the Georgeville and Faceville
soils which are generally shown as well drained with moderate permeability and red clay
to red silty clay exceeding 30-40 inches.
METHODS: Two soil sample bore holes (#1 and #2) were performed and locations are
shown in Figure 1 with detailed information in Table 1. Soils are generally sandy clay
loam 0"-6" and red clay to a depth of 40"-48" before turning to a more streaky red /brown
sandy clay. Some iron depletions were evident at approximately 36"40" and the high
water table was estimated to be between 36"40".
CONCLUSIONS AND RECOMMENDATIONS: Based on site contours, the existing
ground elevations for the detention pond range between 120.0' to 122.0'. The high clay
content of the soil layers and estimated seasonal high water table of approximately 36"-
40" deep (Elevation approximately 118.0') should be sufficient to support a stormwater
detention pond with a proposed permanent pool elevation of 119.5'.
If you have any questions or need additional information, please contact our office.
Thank you.
Sincerely,
Bartlett Engineering & Surveying
?%
N CARpj///
\ ``\ ............ u .„
Robert S. Bartlett, PE SEAL
20106 ,H
Enclosure = ,n •_ - ..
TABLE 1: SOIL PROFILE DESCRIPTIONS
LOCATION: BORE HOLE#1
DEPTH " COLOR TEXTURE DESCRIPTION
0-6 10YR 6/6 SANDY LOAM
6-12 2.5Y 5/4 SANDY LOAM
12-20 5YR 5/8 CLAY
20-26 5YR 5/8 CLAY HEAVY CLAY
10YR 5/4 APPROX. 10%
26-30 5YR 5/8 CLAY HEAVY CLAY
10YR 5/4
2.5Y 6/4
30-36 5YR 5/8 CLAY
2.5Y 4/4
5Y 7/2 IRON DEPLETIONS -30%
36-48 2.5Y 8/2 SANDY CLAY
5YR 5/8
NOTES: HIGH WATER TABLE ESTIMATED TO BE 36"
LOCATION: BORE HOLE#2
DEPTH" COLOR TEXTURE DESCRIPTION
0-6 2.5Y 6/4 SANDY CLAY LOAM
6-16 5YR 5/6 CLAY
2.5Y 6/4 MINOR
16-24 5YR 5/4 CLAY 50%
2.5Y 6/3 50%
24-36 5Y 7/2 CLAY 25%
5YR 5/4 75%
36+ 5Y 7/2 CLAY MAJORITY
5YR 5/4
7.5YR 5/6 STREAKY
NOTES: HIGH WATER TABLE ESTIMATED TO BE 30"-36"
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Official Series Description - GEORGEVILLE Series
LOCATION GEORGEVILLE SC+AL GA NC VA
Established Series
Rev.DJD;DTA
11/2007
GEORGEVILLE SERIES
Pagel of 4
The Georgeville series consists of very deep, well drained, moderately permeable soils that formed in
material mostly weathered from fine-grained metavolcanic rocks of the Carolina Slate Belt. Slopes are 2
to 50 percent.
TAXONOMIC CLASS: Fine, kaolinitic, thermic Typic Kanhapludults
TYPICAL PEDON: Georgeville silt loam - forested. (Colors are for moist soil.)
Oe--1 to 0 inches; decayed leaves and live roots.
A--O to 4 inches; dark yellowish brown (I OYR 4/4) silt loam; weak medium subangular blocky
structure; friable; many fine and common medium roots; strongly acid; abrupt smooth boundary. (2 to 9
inches thick)
E-4 to 6 inches; yellowish brown (1 OYR 5/4) silt loam; weak medium subangular blocky structure;
friable; many fine and medium roots; strongly acid; abrupt broken boundary. (0 to 5 inches thick)
Btl--6 to 10 inches; yellowish red (5YR 5/6) silt clay loam; weak fine subangular blocky structure;
friable; common fine and few medium roots; few distinct clay films on faces of peds; common fine
pores; strongly acid; clear smooth boundary.
Bt2--10 to 28 inches; red (2.5YR 4/8) clay; moderate fine subangular blocky structure; friable; few fine
and medium roots; common distinct clay films on faces of peds; common fine pores; strongly acid; clear
smooth boundary.
Bt3--28 to 41 inches; red (2.5YR 4/6) clay with few fine prominent strong brown (7.5YR 5/8) mottles;
moderate fine and medium subangular blocky structure; friable; common distinct clay films on faces of
peds; few fine pores; strongly acid; gradual smooth boundary.
Bt4--41 to 53 inches; red (2.5YR 4/6) silty clay loam with few fine prominent yellowish brown (IOYR
5/6) and brownish yellow (1 OYR 6/8) mottles; moderate coarse subangular blocky structure; friable; few
fine roots; common distinct clay films on faces of peds; few fine pores; few fine flakes of mica; strongly
acid; gradual smooth boundary. (Combined thickness of the Bt horizon ranges from 24 to 48 inches or
more)
BC--53 to 63 inches; red (2.5YR 4/6) silty clay loam with common fine and medium prominent reddish
yellow (7.5YR 6/8) and few fine distinct dark yellowish brown (IOYR 4/6) mottles; weak coarse and
very coarse subangular blocky structure; friable; few fine roots; few faint clay films on faces of peds;
few fine flakes of mica; strongly acid. (5 to 25 inches thick)
http://www2.ftw.nres.usda.gov/osd/dat/G/GEORGEVILLE.html 9/9/2009
Official Series Description - GEORGEVILLE Series Page 2 of 4
TYPE LOCATION: Lancaster County, South Carolina; 6 miles northeast of Lancaster, South Carolina;
1.3 miles east of junction of State Highway 28 and 82; 60 feet south of State Highway 28; and 235 feet
southeast of power pole no. COA31.
RANGE IN CHARACTERISTICS: Thickness of the clayey part of the Bt horizon ranges from 24 to
48 inches. Depth to the bottom of the clayey Bt horizon exceeds 30 inches. Depth to a lithic contact is
more than 60 inches. The soil is very strongly acid to neutral in the A horizon and very strongly acid or
strongly acid throughout the rest of the profile. Content of rock fragments ranges 0 to 20 percent in the
A and E horizons, and 0 to 10 percent in the Bt, BC and C horizons. Few fine flakes of mica are in the
lower part of the solum of some pedons, and some pedons may have few fine manganese concretions in
the surface and upper subsoil horizons.
The A horizon has hue of 5YR to 2.5Y, value of 4 or 5 and chroma of 0 to 8. It is silt loam, loam, or
very fine sandy loam in the fine-earth fraction. Where eroded, the A horizon has hue of 2.5YR to 7.5YR,
value of 4 or 5, and chroma of 4 to 8. It is clay loam or silty clay loam.
The E horizon, where present, has hue of 5YR to 2.5Y, value of 4 or 5, and chroma of 3 to 8. It is silt
loam, loam, or very fine sandy loam in the fine-earth fraction.
The upper part of the Bt horizon has hue of 5YR, value of 4 or 5 and chroma of 6 to 8. The middle part
of the Bt horizon has hue of I OR or 2.5YR, value of 4 or 5 and chroma of 6 to 8. The lower part of the
Bt horizon has hue of l OR or 2.5YR, value of 4 or 5 and chroma of 6 to 8, commonly with mottles in
shades of red, yellow, or brown. The Bt horizon is clay loam, silty clay loam, silty clay or clay. The
particle-size control section averages more than 30 percent silt or more than 40 percent silt plus very
fine sand, or less than 15 percent sand coarser than very fine sand..
The BC horizon has hue of l OR to 5YR, value of 4 to 6, and chroma of 6 to 8, commonly with mottles
in shades of yellow or brown. It is silt loam, loam, silty clay loam, or clay loam.
The C horizon has hue of l OR to l OYR, value of 4 to 6, and chroma of 3 to 8, commonly with mottles in
shades of brown, yellow, white, gray, or red. In some pedons, the C horizon is coarsely mottled in
shades of red, brown, yellow or gray. The C horizon is silt loam, loam, very fine sandy loam, fine sandy
loam, sandy loam, or silty clay loam saprolite of fine-grained metavolcanic rock.
COMPETING SERIES: These are the Appling, Aragon, Cataula, Cecil, Chestatee, Darley, Herndon,
Hulett, Kolomaki, Mahan, Nanford, Nectar, Neeses, Pacolet, Spotsylvania, Tarrus, and Wedowee series.
Appling, Cecil, Hulett, Pacolet, and Wedowee soils have less than 30 percent silt in the control section.
Aragon soils have Bt horizons that are mottled in the upper part. Aragon and Nectar soils formed in
weathered limestone, sandstone, shale, or siltstone. Chestatee soils have more than 15 percent by
volume of coarse fragments throughout. Darley soils contain layers of fractured ironstone in the B
horizon. Herndon soils have Bt horizons with hue of 5YR or yellower. Nanford and Tarrus soils have a
depth to weathered bedrock of 40 to 60 inches. Spotsylvania soils have a lithologic discontinuity. Mahan
soils formed in coastal plain sediments and have coarse fragments of ironstone.
GEOGRAPHIC SETTING: Georgeville soils are on gently sloping to moderately steep Piedmont
uplands. Slopes are generally 6 to 15 percent but range from 2 to 50 percent. The soil formed in
residuum weathered from fine-grained metavolcanic rocks. Mean annual precipitation ranges from 37 to
60 inches, mean annual temperature ranges from 59 to 66 degrees F, and the frost-free season ranges
from 190 to 240 days.
http://www2.ftw.nres.usda.gov/osd/dat/G/GEORGEVILLE.html 9/9/2009
Official Series Description - GEORGEVILLE Series
Page 3 of 4
GEOGRAPHICALLY ASSOCIATED SOILS: In addition to the competing Herndon, Nanford, and
Tarr-us series, these are the Alamance, Badin, Goldston, Gundy, Kirksey, Nason, Tatum, and Uwharrie
series. Alamance and Kirksey soils are fine-silty. Goldston soils are loamy-skeletal. Badin, Gundy,
Nason, Tatum, and Uwharrie soils have mixed mineralogy.
DRAINAGE AND PERMEABILITY: Well drained; medium runoff, moderate permeability.
USE AND VEGETATION: Cleared areas are used for cotton, small grains, tobacco, corn, hay, and
pasture. Forested areas are in mixed hardwood and pines.
DISTRIBUTION AND EXTENT: Piedmont of Alabama, Georgia, North Carolina, South Carolina,
and Virginia. The series is extensive.
MLRA OFFICE RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Cabarrus County, North Carolina, 1910.
REMARKS: Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon - the zone from the surface of the soil to 6 inches (A and E horizons)
Argillic horizon - the zone from 6 to 53 inches (130, Bt2, 130, and 13t4 horizons)
MLRA = 136
SIR = S00014, SCO124 (ROCKY)
ADDITIONAL DATA:
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
S00014 GEORGEVILLE 2-50 59-66 190- 225 37-60 300-1100
SCO124 GEORGEVILLE 2-50 59-66 190- 225 37-60 300-1100
SOI-5 FloodL F1oodH Watertable Kind Months B edrock Hardness
S00014 NONE 6.0-6.0 - 60-60
SCO124 NONE 6.0-6.0 - 60-60
SOI-5 Depth Texture 3-Inch No-10 Clays -CEC-
S00014 0- 6 L VFSL SIL 0- 2 80-100 5-27 8-16
500014 0- 6 SICL CL 0- 2 90-100 27-35 8-16
S00014 0- 6 FSL SL 0- 2 80-100 5-20 4-10
S00014 6-10 SICL CL 0- 1 90-100 27-35 6-10
S00014 10-53 C SIC SICL 0- 1 95-100 35-65 9-15
S00014 53-63 SICL L SIL 0- 5 90-100 15-40 7-15
SCO124 0-6 GR-L GR-SIL GR-VFSL 0- 10 55- 75 5-27 8-16
SCO124 0-6 SY-SIL SY-L SY-VFSL 0- 5 70- 80 5-27 8-16
SCO124 0-6 GR-FSL GR-SL 0- 10 55- 75 5-20 4-10
SCO124 6-0 SICL CL 0- 1 90-100 27-35 6-10
SCO124 10-53 C SIC SICL 0- 1 95-100 35-65 9-15
SCO124 53-63 SICL L SIL 0- 5 90-100 15-40 7-15
SOI-5 Depth -pH- O.M. Sal in Permeab S hnk-Swll
S00014 0- 6 4.5- 7.3 .5-2. 0- 0 0.6- 2 .0 LOW
http://www2.ftw.nres.usda.gov/osd/dat/G/GEORGEVILLE.html 9/9/2009
Official Series Description - GEORGEVILLE Series
S00014 0- 6 4.5- 7.3 0.-.5 0- 0 0.6- 2.0 LOW
S00014 0- 6 4.5- 6.0 .5-2. - 0.6- 2.0 LOW
S00014 6-10 4.5- 5.5 0.-.5 0- 0 0.6- 2.0 LOW
500014 10-53 4.5- 5.5 0.-.5 0- 0 0.6- 2.0 LOW
SCO014 53-63 4.5- 5.5 0.-.5 0- 0 0.6- 2.0 LOW
SCO124 0- 6 4.5- 7.3 .5-2. 0- 0 0.6- 2.0 LOW
SCO124 0- 6 4.5- 7.3 .5-2. 0- 0 0.6- 2.0 LOW
SCO124 0- 6 4.5- 7.3 .5-2. - 0.6- 2.0 LOW
SCO124 6-10 4.5- 5.5 0.-.5 0- 0 0.6- 2.0 LOW
SCO124 10-53 4.5- 5.5 0.-.5 0- 0 0.6- 2.0 LOW
SCO124 53-63 4.5- 5.5 0.-.5 0- 0 0.6- 2.0 LOW
National Cooperative Soil Survey
U.S.A.
Page 4 of 4
http://www2.ftw.nres.usda.gov/osd/dat/G/GEORGEVILLE.htrnl 9/9/2009