20081832 Ver 2_More Info Received_20101123

BASS, NIXON & KENNEDY, INC.
CONSULTING ENGINEERS
©6310 CHAPEL HILL ROAD, STE. 250, RALEIGH, NC 27607
TEL: 191918,51-4422, FAX: [phone]
©3319 HERITAGE TRADE DRIVE, WAKE FOREST, INC 27587
TEL: [phone], FAX: [phone]
To NCDENR - Division of Water Quality
401 Oversight/Express Review Permitting
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604
[phone]
WE ARE SENDING YOU 91 Attached FlUnder separate cover via
HEV7EQ OF 4 Ma MUMb
DATE: Nov 23, 2010 06839000 JUH NU.
ATTENTION
Ian McMillan
RE: SE 40 Centre - DWQ Proj # 08-1832, Ver. 2
" Wake County
Submittal Number: 3
n
? Shop drawings Prints Plans
D Copy of letter Change order
the following items:
? Samples ? Specifications
COPIES DESCRIPTION
5 SMPs (incl. Wetlands Details and Landscaping)
5 DWQ Request for More Information and BNK Response Letter
5 S&EC (SHWT) Soils Report
5 Stormwater Calculations (incl. Supplement Forms and Checklist r'i'

.c, DENR' WATER 10gU7Y

THESE ARE TRANSMITTED as checked below
91 For approval
? For your use
W1 As requested
E]For review and comment
R FOR BIDS DUE
REMARKS:
? Approved as submitted ? Resubmit copies for approval
? Approved as noted ? Submit copies for distribution
? Returned for corrections ? Return corrected prints
SIGNATURES
20 PRINTS RETURNED AFTER LOAN TO US
The following is the re-submittal package to DWQ for the NOV at Southeast 40 Centre. Please feel free to
contact us with any questions or comments.
Thank You,
Copy to:
SIGNED:

Danny Howell, PE
NCDENR
North Carolina Department of Environment and Natural Resources
Division of Water Quality
Beverly Eaves Perdue Coleen H. Sullins Dee Freeman
Governor Director Secretary
November 3, 2010
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
T. Allen Pipkin
10320-113 Durant Road
Raleigh, NC 27614
Subject Property: SE 40 Centre
Poplar Branch [030402, 27-34-11-1, C, NSW]
REQUEST FOR MORE INFORMATION
Dear Mr. Pipkin:
DWQ Project # 08-1832, Ver. 2
Wake County
On October 15, 2010, the Division of Water Quality (DWQ) received your application dated October 15, 2010, to
fill or otherwise impact 0.0989 acres of 404/wetland, 379 linear feet of reportedly ephemeral stream, and 0.00
square feet of Zone 1 Neuse River basin protected riparian buffers and 0.00 square feet of Zone 2 Neuse River
basin protected riparian buffers, to construct the proposed industrial project at the site. The DWQ has determined
that your application remains incomplete and/or provided inaccurate information as discussed below. The DWQ
will require additional information in order to process your application to impact protected wetlands and/or
streams on the subject property. Therefore, unless we receive five copies of the additional information requested
below, we will place this project on hold as incomplete until we receive this additional information. If we do not
receive the requested information, your project will be formally returned as incomplete. Please provide the
following information so that we may continue to review your project.
Additional Information Requested:
1. Please remove the specification for vegetation within the two forebays of the stormwater wetland.
Including plants in forebays will reduce their capacity and complicate maintenance activities.
2. Please show the boundaries of the drainage easement around the entire perimeter of the stormwater
wetland.
Please provide a soils test to document the level of the Seasonal High Water Table (SHWT) as listed in
the Required Items Checklist of the Wetland Supplement form.
4. The detail of the outlet structure on Sheet D I.0 does not provide an adequate cross-section of the
stormwater wetland. Please show the axis of the section detail on the plan view. The axis should be
selected to include one of the two forebays. The section detail should include an accurate depiction of
the wetland zones/elevations along the axis.
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
Location: 2321 Crabtree Blvd., Suite 250, Raleigh, North Carolina 27604
Phone: [phone] FAX: [phone]
Internet: http://portal.nodenr.org/web/wq/ws
An Equal Opportunity 1 Affirmative Action Employer
T. Allen Pipkin
Page 2 of 2
November 3, 2010
Please submit this information within 30 calendar days of the date of this letter. If we do not receive this
requested information within 30 calendar days of the date of this letter, then your project will be returned
and you will need to reapply with a new application and a new fee.
This letter only addresses the application review and does not authorize any impacts to wetlands, waters or
protected buffers. Please be aware that any impacts requested within your application are not authorized (at this
time) by the DWQ. Please call Mr. Ian McMillan or Ms. Annette Lucas at 919-733-1786 if you have any
questions regarding or would like to set up a meeting to discuss this matter.
Sincerely,
Ian McMillan, Acting Supervisor
401 Oversight/Express Review Permitting Unit
IJM/aml
cc: Brenda Menard, Asst. Attorney General, NC Dept. of Justice, P.O. Box 629, Raleigh, NC 27602-0629
Lauren Witherspoon, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File Copy
Nicole Thomson, S&EC, P.A., 11010 Raven Ridge Road, Raleigh, NC 27614
Filename: 081832Ver2_SE40Centre(W ake)On_Hol d
??a?M6 FXCf`!
BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEERS a AP69 ? 6310 CHAPEL HILL ROAD, SUITE 250, RALEIGH, NC 27607
9191851-4422 FAX [phone] www.BNK!nc.com -ZOO°'
November 17, 2010
North Carolina Department of Environment and Natural Resources
Division of Water Quality
401 Oversight/Express Review Permitting Unit
1650 Mail Service Center
Raleigh, North Carolina 27699-1650
Location: 2321 Crabtree Blvd.
Suite 250
Raleigh, North Carolina 27604
Attn: Ian McMillan, Acting Supervisor
PROJECT NAME: SE 40 Centre
DWQ PROJECT #: 08-1832, Ver. 2 (Wake County)
Dear Ian:
As Engineers of Record, Bass, Nixon & Kennedy, Inc., offers the following responses to
your comments:
1. Please remove the specification for vegetation within the two forebays of the
stormwater wetland. Including plants in forebays will reduce their capacity and
complicate maintenance activities.
All vegetation has been removed from the forebays, refer to D1.0-
2. Please show the boundaries of the drainage easement around the entire
perimeter of the stormwater wetland.
Private Drainage Easement is shown and labeled, refer to D1.0.
3. Please provide a soils test to document the level of the Seasonal High Water
Table (SHWT) as listed in the Required Items Checklist of the Wetland
Supplement form.
We have attached a SHWT soils report performed by S&EC for your use.
SHWT info was added to the BMP Supplement Form, and under Option 2 a
liner will have to be provided, refer to outlet detail and cross-section on
D1.0.
SE 40 Centre
Page 2 of 2
November 17, 2010
4. The detail of the outlet structure on Sheet D1.0 does not provide an adequate
cross-section of the stormwater wetland. Please show the axis of the section
detail on the plan view. The axis should be selected to include one of the two
forebays.
The section detail should include an accurate depiction of the wetland
zones/elevations along the axis. A detailed cross-section has been added
to the plan set, refer to D1.0.
Very truly yours,
Danny L. Howell, Jr.,
Bass, Nixon & Kennedy, Inc.
Project Manager

Soil & Environmental Consultants, PA
11010 Raven Ridge Road • Raleigh, North Carolina 27614 • Phone: [phone] • Fax: [phone]
www.SandEC.com
November 12, 2010
Job # 401 LS I
APMW, LLC
Attn: Allen Pipkin
10320 Durant Road
Raleigh, NC 27615
Re: Detailed soils evaluation for the proposed storm water wetland for Southeast 40
Centre, located near the intersection of U.S. Interstate 40 and Jones Sausage Road, Wake
County, NC.
Dear Mr. Pipkin:
Soil & Environmental Consultants, PA (S&EC) performed a detailed soil boring within
the vicinity of a potential storm water treatment device on the site mentioned above. The
purpose of this evaluation was to provide additional information for the proper design of
a proposed storm water wetland, used as a BMP to treat the on-site storm water. As
indicated on the attached map, a soil morphological profile description was performed at
the specified location to a depth of 4 feet from ground surface where depth to seasonal
high water table (SHWT) was estimated. The following is a brief report of the methods
utilized in this evaluation and the results obtained.
Soil/Site Evaluation Methodology
The site evaluation was performed by advancing a hand auger boring to a 'depth of 4 feet
within the proposed storm water device location (see attached site plan provided by
client). The proposed storm water BMP location was pre-determined by the client and
provided to S&EC (Attachment 1). S&EC navigated to the location with a GPS receiver.
Soil morphological conditions were described at each location using standard techniques
outlined in the "Field Book for Describing and Sampling Soils" published by the Natural
Resources Conservation Service (MRCS, 2002). A detailed soil profile description from
the boring location is included in Attachment 2.
Soil/Site Conditions
This site is located in the Acid Crystalline geologic area consisting of metamorphic
parent materials. Field investigation revealed that the soils at the specified boring
location are most similar to the Altavista soil series. Altavista series soils (Fine-loamy,
mixed, semi-active, thermic Aquic Hapludults) are classified as being moderately well
drained with a non-expansive clay textured layer in the subsoil.. At this boring, depth to
seasonal high water table was not observed at 24 inches from top of ground.
Charlotte Office: Greensboro Office:
Phone: [phone] Phone: [phone]
Fax: [phone] Fax: [phone]

NRCS soil profile descriptions for the soil series encountered are included in Attachment
3. Please keep in mind that this soil description is NOT the description for this specific
site but rather the general'pedon description provided by NRCS for that soil series. These
general descriptions are provided merely to provide additional information for this
general soil type.
Soil & Environmental Consultants, PA is pleased to be of service in this matter and we
look forward to assisting in the successful completion of the project. Please feel free to
call with any questions or comments.
Sincerely, Sol
PC,
r
Mark Allen
NC Licensed Soil Scientist #1277

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LEGEND
GRAPHIC SCALE
1 " = 100'
100' 0 100'
SEASONAL HI ,H WATER - TABLE EVALUATION
SITE PLAN DESIGNED BY BNK AND PROVIDED TO S&EC BY CLIENT.
SOIL BORING LOCATION WAS ESTABLISHED BY S&EC USING A GPS RECEIVER.
SEE S&EC REPORT FOR ADDITIONAL INFORMATION AND PROFILE DESCRIPTION.
• Southeast 40 Centre
Soil & Environmental Consultants PA Location: r lient:
11010 Rsvm Ridp Rod • RxW06 Nona Q? 27614 • prom [phone] • FQ (?1? s46 4a6z Wake CO., NC AP M W, LLC
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SOIL BORING LOCATION
0 Soil Boring Location Map
Project No.: 401 1.51
Project Drawn:
tdanager:
A KiA
5r-ale: Field Worl
I:I00 HA
Sheet No.:
of
attachment 2. Soil Profile Description
'roject Name: Southeast 40 Centre
ob Number: 4011.s1
late: 11/12110
:onducted By: Mark Allen
Boring Location SB#1
Horizon 1 Depth 0-20
Horizon Designation (fill dirt
Matrix Color 10 YR 4/4
Mottle Color 10 YR 5/8
Texture sand loam
Structure granular
Moist Consistence very friable
Stickiness
_ none stick
Plasticity none plastic
Horizon 2 Depth 20-24
Horizon Designation Ab buried surface
Matrix Color 10 YR 4/2
Mottle Color
Texture sand loam
Structure granular
Moist Consistence very friable
Stickiness none stick
Plasticity none plastic
Horizon 3 P 2430
Horizon Desi hption AB
Matrix Color 10 YR 6/2
Mottle Cblbr- 10 YR 6t8
Texture , sand loam
Structure ranular
Ntaist Opnsistencs v .. ?i
Sttaklness st .
a ci - iG
Horizon 4 Depth 30-48+
Horizon Designation Bt
Matrix Color 10 YR 6/1
Mottle Color 1,0 YR 6/8
Texture sand clay loam
Structure suban ular bloc
Moist Consistence slightly sticky
Stickiness slightly stir
Plasticity
slightly plastic
lepth to seast5nal high
water table
24" from to of round
Sail Series Altavista,
1J111W41 3G116J 1JOJV11iJL1V11 - r11.1 H V 10 1 ft 3C nt;S rage 1 014
LOCATION ALTAVISTA NC+AL GA SC VA
Established Series
RLV-DTA-RHB/Rev. JAK
09/2007
ALTAVISTA SERIES
MLRA(s): 136,133A, 153A
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh, North Carolina
Depth Class: Very deep
Drainage Class: Moderately well drained
Permeability: Moderate
Surface Runoff. Slow
Parent Material: Loamy fluvial sediments
Slope: 0 to 10 percent
Mean Annual Air Temperature (type location): 61 degrees F.
Mean Annual Precipitation (type location): 48 inches
TAXONOMIC CLASS: Fine-loamy, mixed, semiactive, thermic Aquic Hapludults
TYPICAL PEDON: Altavista fine sandy loam--cultivated. (Colors are for moist soil unless otherwise
stated.)
Ap--O to 8 inches; grayish brown (1 OYR 5/2) fine sandy loam; weak medium granular structure; very
friable; many fine roots; moderately acid; abrupt smooth boundary. (5 to 12 inches thick)
E--8 to 12 inches; pale brown (1 OYR 6/3) fine sandy loam; weak fine granular structure; very friable;
few fine roots; modm- tely acid; abrupt gm0nth boundary. (O to 12 inches thick)
BE— 12 to 15 inches; brownish yellow (1OYR 6/6) sandy clay loam; weak fine subangular blocky
structure; friable; few medium roots; moderately acid; clear wavy boundary. (0 to 6 inches thick)
Bt1--15 to 20 inches; yellowish brown (IOYR 5/6) clay loam; weak medium subangular blocky
structure; friable; common fine prominent yellowish red (5YR 5/8) masses of iron accumulation; few
fine roots; few flakes of mica; common faint clay films on faces of peds; moderately acid; clear smooth
boundary.
Bt2--20 to 35 inches; yellowish brown (1 OYR 5/8) sandy clay loam; weak medium subangular blocky
structure; friable; few fine roots; common medium prominent light brownish gray (1 OYR 6/2) iron
depletions; few flakes of mica; common faint clay films on faces of peds; strongly acid; gradual smooth
boundary. (Combined thickness of the Bt horizon is 14 to 40 inches.)
BC--35 to 42 inches; brownish yellow (1 OYR 6/6) sandy loam; weak fine subangular blocky structure;
friable; many medium prominent light brownish gray (I OYR 6/2) iron depletions; few flakes of mica;
strongly acid; gradual smooth boundary. (0 to 25 inches thick)
C-42 to 60 inches; mottled yellowish brown (IOYR 5/8) and gray (IOYR 6/1) coarse sandy loam;
https:Hsoilseries.sc.egov.usda.gov/OSD_Docs/A/ALTAVISTA.httnl 11/12/2010
tJlllclai OUHUS LJCScr1pLIU11 - tiL 1 H V la 1 H genes Yage L of 4
massive; very friable; many gravel; few flakes of mica; strongly acid.
TYPE LOCATION: Wake County, North Carolina; 12 miles south of Raleigh on Old Stage Road, 1.5
miles southwest of Plymouth Church on farm road; near Middle Creek, 200 yards east of farm road.
RANGE IN CHARACTERISTICS:
Solum Thickness: 30 to more than 60 inches
Depth to Bedrock: Greater than 60 inches
Depth to Seasonal High Water Table: 18 to 30 inches, December to April
Soil Reaction: Extremely acid to moderately acid except where the surface has been limed
Gravel Content: 0 to 5 percent in the A and B horizons and 0 to 35 percent in the C horizon
Other Features: Flakes of mica range from none to common in the B and C horizons
A or Ap horizon:
Color--hue of 7.5YR, l OYR, or 2.5Y, value of 4 to 6, and chroma of 1 to 4
Texture--loamy sand, loamy fine sand, fine sandy loam, very fine sandy loam, silt loam, sandy loam, or
loam
E horizon, (where present):
Color--hue of l OYR to 2.5Y, value of 5 to 7, and chroma of 3 to 8
Texture--loamy sand, loamy fine sand, fine sandy loam, very fine sandy loam, silt loam, sandy loam, or
loam
The BE horizon (where present):
Color--hue of 7.5YR, l OYR, or 2.5Y, value of 5 to 7, and chroma of 3 to 8
Texture--fine sandy loam, sandy loam, loam, or sandy clay loam
Bt horizon:
Color--hue of 7.5YR, l OYR, or 2.5Y, value of 5 to 7, and chroma of 3 to 8.
Texture--dominantly loam, clay loam, or sandy clay loam. Subhorizons of the Bt horizon in some
pedons are fine sandy loam or sandy loam. Content of silt is less than 30 perccnt
Redoximorphic features--masses of oxidized iron in shades of brown, yellow, or red and iron depletions
in shades of olive or gray (iron depletions occur within the upper 24 inches of the Bt horizon)
Btg horizons (where present):
Color--neutral or hue of I OYR or 2.5Y, value of 5 to 7, and chroma of 1 or 2
Texture--loam, clay loam, or sandy clay loam; subhorizons horizons in some pedons are fine sandy loam
or sandy loam; content of silt is less than 30 percent
Redoximorphic features--masses of oxidized iron in shades of brown, yellow, or red and iron depletions
in shades of olive or gray (iron depletions occur within the upper 24 inches of the Bt horizon)
BC horizon (where present):
Color--hue of 7.5YR, l OYR, or 2.5Y, value of 5 to 7, and chroma of 3 to 8.
Texture--sandy loam, loam, sandy clay loam, fine sandy loam, loamy fine sand, or loamy sand
Redoximorphic features--masses of oxidized iron in shades of brown, yellow, or red and iron depletions
in shades of olive or gray
C horizon:
Color--hue of 7.5YR to 2.5Y, value of 4 to 7, and chroma of 3 to 8
Texture--loamy sediment, commonly sandy loam, fine sandy loam, loam, sandy clay loam, or clay loam;
https:Hsoilseries.sc.egov.usda.gov/OSD_Does/A/ALTAVISTA.html 11/12/2010
v11R;141 acrid LcScnPUVn - 111.1 tiv la III genes
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some pedons have 2C horizons that are clayey
Redoximorphic features--masses of oxidized iron in shades of brown, yellow, or red and iron depletions
in shades of olive or gray
Cg horizon (where present):
Color--neutral or hue of 7.5YR to 2.5Y, value of 4 to 7, and chroma of 1 or 2
Texture--loamy sediment, commonly sandy loam, fine sandy loam, loam, sandy clay loam, or clay loam
Redoximorphic features--masses of oxidized iron in shades of brown, yellow, or red and iron depletions
in shades of olive or gray
COMPETING SERIES:
Abell soils--lithologic discontinuity in the Bt horizon; on uplands
Santuc soils--formed in residuum weathered from mixed acid crystalline rocks, and a perched water
table; on uplands
Tetotum soils--more than 30 percent silt in the particle-size control section
Winton soils--saturated by lateral water flow and a perched water table; on steeper side slopes ranging
from 8 to 65 percent on the Coastal Plain
GEOGRAPHIC SETTING:
Landscape: Southern piedmont and Coastal Plain
Landform: Stream terraces
Elevation: 25 to 750 feet above mean sea level
Parent Material: Loamy fluvial sediments
Mean Annual Air Temperature: 57 to 70 degrees
Mean Annual Precipitation: 37 to 69 inches
Frost Free Period: 185 to 250 days
GEOGRAPHICALLY ASSOCIATED SOILS:
Aug-us ta soils--somewhat poorly drained (seasonal high water table at 12 to 24 inches)
Chewacla soils--somewhat poorly drained soils (seasonal high water table at 6 to 24 inches); on adjacent
floodplains
Congaree soils--well to moderately well drained soils (seasonal high water table at 30 to 48 inches) and
lack argillic horizons; on floodplains and at the base of slopes
Molena soils--somewhat excessively drained and sandy throughout; on slightly higher landscapes
Roanoke soils--poorly drained soils (seasonal high water table at 0 to 12 inches) and a clayey subsoil; on
flats and in slight depressions
State soils--well drained soils (seasonal high water table at 48 to 72 inches); on slightly higher
landscapes
Thomson soils--well drained soils with less clay; on slightly higher landscapes
Wehadkee soils--poorly drained soils (seasonal high water table at 0 to 12 inches); on adjacent
floodplains
Wickham soils--well drained soils and a redder subsoil; on slightly higher landscapes
DRAINAGE AND PERMEABILITY:
Agricultural Drainage Class: Moderately well drained
Permeability: Moderate
USE AND VEGETATION:
Major Uses: Mostly cultivated
Dominant Vegetation: Where cultivated--corn, cotton, small grain, soybeans, tobacco, peanuts, and
truck crops. Where wooded--loblolly, sweetgum, red maple, yellow-poplar, white oak, southern red oak,
https://soilseries.sc.egov.usda.gov/OSD_Docs/A/ALTAVISTA.html 11/12/2010
viiiciai acrich LGbUnpuun - iAL i A v io 1 ti Genes
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water oak, American beech, and hickory. Common understory plants include flowering dogwood,
blueberry, sassafras, eastern redbud, eastern redcedar, winged elm, greenbrier, sourwood, southern
bayberry (waxmyrtle), inkberry (bitter gallberry), summersweet clethra, honeysuckle, and poison ivy
DISTRIBUTION AND EXTENT:
Distribution: Alabama, Georgia, North Carolina, and South Carolina, and Virginia. Altavista soils were
correlated in older surveys in Pennsylvania, but those survey areas are outside the MLRA range.
Extent: Large
MLRA SOIL SURVEY REGIONAL OFFICE (MO) RESPONSIBLE: Raleigh, North Carolina
SERIES ESTABLISHED: Granville County, North Carolina; 1910.
REMARKS: Altavista soils are restricted to fluvial terraces. The 05/06 revision refined the textures of
the C and Cg in the range of characteristics. The 03/06 revision dropped MLRA 153B.
Diagnostic horizons and features recognized in this pedon are:
Ochric epipedon--the zone from the surface to a depth of 12 inches (the A and E horizons)
Argillic horizon--the zone from a depth of 12 to a depth of 35 inches (the BE, Btl, and Bt2 horizons)
Aquic subgroup feature--redoximorphic depletions with chroma of 2 or less within the upper 24 inches
of the argillic horizon
ADDITIONAL DATA: None
TABULAR SERIES DATA:
SOI-5 Soil Name Slope Airtemp FrFr/Seas Precip Elevation
N00054 ALTAVISTA 0-10 57-70 185-250 37-69 25-750
SOI-5 F1oodL F1oodH Watertable Kind Months Bedrock
NCO054 NONE COMMON 1.5-2.5 APPARENT DEC-APR >60
SOI-5 Depth Texture 3-Inch No-10 Clay % -CEC-
N00054 0-12 LS LFS 0-0 90-100 5-10 2-5
NCO054 0-12 FSL L SL 0-0 90-100 10-24 3-8
NCO054 0-12 SIL VFSL 0-0 95-100 10-25 3-8
NCO054 12-42 CL SCL L 0-0 95-100 18-35 3-7
N00054 42-60 VAR - - - -
SOI-5 Depth -pH- O.M. Salinity Permeability Shrink-Swell
N00054 0-12 3.5-6.5 0.5-3.0 0-0 6.0-20 LOW
NCO054 0-12 3.5-6.5 0.5-3.0 0-0 2.0-6.0 LOW
NCO054 0-12 3.5-6.5 0.5-3.0 0-0 2.0-6.0 LOW
N00054 12-42 3.5-6.0 0.0-0.5 0-0 0.6-2.0 LOW
NCO054 42-60 - - - -
National Cooperative Soil Survey
U.S.A.
https:Hsoilseries.sc.egov.usda.gov/OSD_Docs/A/ALTAVISTA.html 11/12/2010
BASS, NIXON & KENNEDY, INC., CONSULTING ENGINEERS
6310 CHAPEL HILL ROAD, SUITE 250, RALEIGH, NC 27607
919/851-4422 ¦ FAX [phone] [e-mail]
DOWNSTREAM CHANNEL, CONSTRUCTED WETLANDS AND
CONCEPTUAL STORMWATER PLAN CALCULATIONS
FOR
SOUTHEAST 40 CENTRE
RALEIGH, NORTH CAROLINA
DEVELOPED BY:
APMW,LLC
PREPARED BY
DANNY L. HOWELL, JR¦, PE
BASS, NIXON & KENNEDY, INC.
REV. OCTOBER 15, 2010
REV. NOVEMBER 17, 2010
\UG EX?
BASS, NIXON 8, KENNEDY, INC., CONSULTING ENGINEERS $?``?
6310 CHAPEL HILL, ROAD, SUITE 250, RALEIGH, NC 27607 ?0?'
9191851-4422 FAX 919185'1-8968 www.BNKInc.com
1969-2,10
CALCULATION NARRATIVE
FOR
SOUTHEAST 40 CENTRE
RALEIGH, NORTH CAROLINA
'I. BACKGROUND AND PURPOSE
The purpose of this report is to outline the calculations which were performed by Bass,
Nixon & Kennedy, Inc. at the project known as Southeast 40 Centre in Raleigh, NC.
These calculations are being performed at the request of NC DWQ as part of the
resolution of a Notice of Violation (NOV - DWQ Project 08-1832) which was issued for
the project.
The calculations for this resolution consist of 3 parts:
Channel Velocity Calculations (pre-developed and post-developed)
Constructed Wetlands Design Calculations
Conceptual Stormwater Calculations Per Lot (bioretention areas)
The above calculations will have accompanying illustrations and drawings.
2. CHANNEL VELOCITY CALCULATIONS
The storm drainage conveyance system for the project collects stormwater from
approximately 23 acres of drainage area, which includes all street drainage and a large
portion of the lot drainage. Approximately 3.93 acres of impervious surface is included
in the 23 acres of drainage ('17.1% Impervious). The 23 acres of drainage which are
collected into the stormwater conveyance system are discharged at a single discharge
point shown as Structure '1 on the approved plans. The discharge point includes an
energy dissipater consisting of Class B rip-rap extending from the pipe termination to
the start of the Neuse River Buffer.
Previous calculations performed by Bass, Nixon & Kennedy, Inc. reflected as-built 2-
year velocities in the receiving stream which exceeded levels acceptable to the NC
Division of Water Quality. The purpose of the channel calculations included herein is to
demonstrate that by rearranging and redirecting drainage areas within the development,
velocities in the receiving stream mentioned above can be reduced to approximately
pre-developed levels.
There are numerous changes that will be required to the approved and constructed
plan in order to accomplish the redirection of flow. The changes required will include
additional piping, storm drainage inlets, and grading for ditches and are shown on the
plans referenced below.
Page 2 of 4
October '15, 20'10
The following illustrations and attachments are included as part of this calculation:
DRAWING Q1.0 - Pre-developed Drainage Area at Discharge
DRAWING Q'I.'1 -- Post-developed Drainage Area at Discharge
DRAWING Q1.2 - Drainage Areas after Modification (including site changes to
redirect flow)
FIGURE 1 - Location of channel section measurement used in calculation
Receiving channel 2-Year velocity calculations after drainage area modification
2.'I . Methodology
Data was collected about the receiving channel, including channel section and
channel/floodplain lining and roughness coefficients. The data was used to
determine the velocity and depth of flow in the channel based on Manning's formula
for open channel flow. A more detailed breakdown of the channel section and
Roughness coefficients is provided in the attached calculations.
Flow quantity calculations were calculated based on the Rational Method. The time
of concentration was taken from storm drainage conveyance system calculations
which were performed as part of the original plan set generation.
2.2. Rational "C" Value Calculation
As part: of the Stormwater Management Plan approved by the City of Raleigh, no
stormwater quantity attenuation was required for the lots which were created by this
subdivision; however, each lot is required by the City to reduce its nitrogen export to
levels acceptable under City code by limiting the amount of impervious surface, buy-
down, stormwater quality treatment, or any combination of the three. Nitrogen
export calculations for each lot must include the lot itself and also must account for
areas within the public right of way (including impervious surface) along the lot's
frontage up to the centerline of that road.
Despite the fact that no quantity attenuation is required for these lots, a significant
amount of small storm (2-Year) quantity attenuation benefit will likely be provided by
the quality treatment measures which may, depending on the nitrogen export
calculations, be proposed on each lot (wet ponds, bioretention areas, constructed
wetlands, etc). It is therefore assumed that since the channel velocity and normal
depth calculations are for the 2-Year storm events, most lots will passively attenuate
their post-developed flows to pre-developed levels through the quality measures
they may be providing. Furthermore, the owner will require the developer of lots
which drain to the existing discharge point 1 (after modifications) to attenuate their
post-developed flows to pre-developed levels for the 2-Year event (Lots 2, 3, 4,16,
and 17), in order to contribute to the flow reduction to the discharge point. This
would be accomplished by using the nitrogen reduction BMP selected for each lot
(as part of the City's approved Stormwater Management Plan) to also control
quantity and would be provided at time of lot development. On this basis, the
Page 3 of 4
October 15, 2010
Rational "C" values were calculated based on the drainage area being comprised of
the already constructed street infrastructure and the undeveloped lots.
3. LEVEL SPREADER CALCULATIONS
The flows which are redirected away frorn the single discharge point will be discharged
onto Lot 9, which were lots 9-11 on the previously approved subdivision plan. These
lots were recombined into a single lot for an end user. Because this lot contains a
buffered stream and there is no ephemeral stream between the beginning of the
buffered strearn and the buffer start, the flow will be diffused by using a level spreader
located at the end of the discharge pipe. The level spreader will be designed in
accordance with the latest requirements of the NCDWQ Best Management Practices
Manual (Chapter 8, 09-28-07 version).
The following illustrations and attachments are included as part of this calculation:
DRAWING Q1.2 -Drainage Areas after Modification (shows drainage area to
level spreader)
DRAWING D'I.0 - Constructed Wetlands Detailed Area Plan
Constructed Wetlands Calculations
4. CONCEPTUAL PER LOT STORMWATER PLAN
As part of the resolution to the NOV associated with this project, NC DWQ has
requested that the owner provide a conceptual stormwater plan showing a feasible
type, size, and location of BMP's for each of the lots in the development. NCDWQ staff
has confirmed that this is a conceptual plan and is not binding on the owner or end
users with respect to type, size, or location of any BMPs which are required as part of
the City of Raleigh's approved stormwater management plan.
The stormwater management strategy and plan for this site was approved under the
City of Raleigh's delegated program. The approved strategy requires each lot to meet
the City's nitrogen export requirements. Lots 2-8, and 16-17 must account for
impervious surfaces to the centerline of all streets on which they front such that all
impervious surface added as part of the development (including public street and
sidewalk) will be accounted for in nutrient export calculations. Lots 'I and 9-14
impervious surfaces to the centerline of all streets were accounted for in the design of
the constructed wetlands. Lot 15 has already been constructed and has accounted for
the treatment of the street impervious surfaces in a bioretention area. NCDWQ has
agreed to accept the City of Raleigh approved stormwater management strategy and
also to accept City's review and approval of each individual lot as lots are developed.
The following illustrations and attachments are included as part of this calculation:
U DRAWING CON1 - BMP Concept Plan showing bioretention areas on
undeveloped lots (bioretention areas are shown in concept only. Final type, size,
and location of BMPs required by the City's approved stormwater management
plan may vary).
Page 4 of 4
October '15, 2010
Bioretention Area Calculations (assuming 85% impervious surface per lot with
entire lot draining to bioretention area and 12" ponding depth).
5. PERMITTING OF PLAN CHANGES
After a plan to resolve the NOV is approved by NC DWQ, the changes shown will
require approval by the City of Raleigh as a revision to previously approved construction
drawings and grading permit or may require new construction drawings and grading
permit for this work only. Upon NC DWQ approval of this plan, the owner will need to
submit plans to the City of Raleigh for approval prior to constructing the approved
changes. It is somewhat uncertain as to the timeframe with which these City approvals
can be obtained, but it is typical for the approval processes to flake 6-8+ weeks.
CHANNEL VELOCITY
CALCULATIONS
Southeast 40 Centre
Rev: November 17, 2010
RGURE II
a`( .11b
V. R
>>s CHANNEL SECTION < °•`9 / \? ?s \ \
LOCATION 0
or we
or.
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ra o 01 "P
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01 INOF?T 01
0 1 pin gQQ Gov 6U KENNEDY, 20 CENTRE
SASS, NIXON & IN C. C. SOUTHEAST 4® CONSULTING ENGINEERS CHANNEL, SECTION
• 6310 CHAPEL HILL ROAD, STE 250, RALEIGH, NORTH CAROLINA 27607
• 3319 HERITAGE TRADE DR, WAKE FOREST, NORTH CAROLINA 27587
TELEPHONE: [phone] or [phone] JOB NO. DRAWN BY DATE SHEET OF
FAX: [phone] (RALEIGH), (919)570=1362 (WAKE FOREST) 06839000 JTC 5-12-10 1 11
Pre-Developed Channel Blow Calculation:
Rational Method Flow Calculation:
Q = CIA
Drainage Area: 11.302 acres
Rational Coefficient (C): 0.2
Time of Concentration: 5 min
Storm Event: 2 yr
Rainfall Intensity (1): 5.76 in/hr
Flow (Q): 13.02 cfs
Manning's Channel Depth or` Flow:
Channel Manning's n: 0.046
Longitudinal Slope: 0.0055 ft/ft
[lase Width: 1.75 it
Sideslope: 0.44 :1
Depth of Flow: 2.16 it
Flow: 13.02 cis
Velocity: 2.24 fps
Channel Section:
Station Elevation
46.71 235.66
48.28 232.06
50.03 232.11
52.13 236.83
Kirpich Time of Concentration Calculation
Length of Flow: 1126 it
Highest Point on Length of Flow: 298.5 it EL.
Lowest Point on Length of Flow: 240 it EL.
Change in Height: 58.5 ft
Time of Concentration: 5.5 min
Channel Section:
270

27, 5-2-1
236. 3
270
6.71,

275 35.66
a
271

270

5
0..01 ,
272 8-28, n
JG•
232.0
271
i0 JI 40 40 s0 51 52 57
560on
Post-Developed Channel Flow Calculation.
Rational Method Flow Calculation:
Q = CIA
Drainage Area: 11.966 acres
Rational Coefficient (C): 0.2
Time of Concentration: 6 min
Storm Event: 2 yr
Rainfall Intensity (1): 5.56 in/hr
Flow (Q): 13.31 cfs
Manning's Channel Depth of Flow:
Channel Manning's n: 0.046
Longitudinal Slope: 0.0055 ft/ft
Base Width: 1.75 ft
Sideslope: 0.44 :1
Depth of Flow: 2.19 ft
Flow: '13.31 cis
Velocity: 2.25 fps
Channel Section:
Station Elevation
46.71 235.66
48.28 232.06
50.03 232.11
52.13 236.83
Kirpich Time of Concentration Calculation
Length of Flow: 1246 ft
Highest Point on Length of Flow: 302 ft EL.
Lowest Point on Length of Flow: 240 It EL.
Change in Height: 62 ft
Time of Concentration: 6.0 min
Charnel Section:
230

231
236. 3
230
6.71,
35.66
2J5

l
274

233

5
0..01 ,
232 a
3
2J1
40 47 40 49 so 51 52 53
s??9on
CONSTRUCTED WETLANDS
DESIGN CALCULA'T'IONS
Southeast 40 Centre
Rev: November 17, 2010
Water Quality Wetland Calculations
Project Narne: Southeast 40 Centre - Lot 9
Determine Drainage Area and Impervious Surface Percentage
Onsite Drainage Area: 15.72 ac
Onsite Impervious Area: 4.94 ac
Percent Impervious: 31.4%
Calculate the Volume Required to Treat the First Flush:
Rainfall to Treat:
1 in
Runoff Coefficient (R„) = 0.05 + 0.009*(% Impervious)
Runoff Coefficient (R„ ): 0.33 inlin
Runoff Volume (V) = Rainfall * (R„) * (Drainage Area)
Runoff Volume (V): '18,991 cf
Determine the Surface Area and Depth of Each Wetland Zone
Permanent Pool Elev. (PPE): 247.60
Elev. 1' Above PPE: 248.60
Volume Available at Elev. 1' Above PPE: 26,158 cf based on end area average
Depth of Temporary Pool: 1.00 ft
Depth of Temporary Pool: 12.00 in
Temporary Pool Elevation: 248.60
Total Surface Area Required: '18,99'1 sf (Runoff Volume / Depth Temp. Pool)
Surface Area Provided at Top Temp Pool: '19,080 sf
Determine the Orifice Size for 2-5 Day Drawdown of Temporary Pool:
Orifice Invert Elevation:
Temporary Pool Elevation:
Orifice Diameter:
247.60
248.60
2.00 in
Use the orifice equation to determine flow and drawdown time:
Orifice Equation: Q = CA(2gh)0''
Volume to Draw Down: 18,991 cf
C: 0.60
g:
A:
Depth of Temp Pool to CL Orifice (h)
Orifice Flow:
32.20 ft/s2
0.02 sf
0.917 ft
0.101 cfs
Drawdown Time: 2.186 days (OK - Drawdown is between 2 and 5 days)
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N N N N N N N N N N N N N N N
Wetland Zone Surface Area Percentage Calculations
Project Name: Southeast 40 Centre - Lot 9
2007, BMP Manual Requirements:

Wetland Zone
Depth (in) % o oa
Surface Area
Deep Pool
Foreba 18-36 10
Outlet Area '18-36 5-10
Shallow Land 12 Max 30-40
Shallow Water 3-6 40
Temporary Pool Elevation:
Total Surface Area at Temporary Pool:
Deep Pools:
Forebay Surface Area:
Forebay as Percent of Total Surface Area:
Outlet Area Surface Area:
Outlet Area as Percent of Total Surface Area:
Shallow Water:
Surface Area of 3-6" Depth:
Shallow Water as Percent of Total Surface Area:
Shallow Land (Only wet during storm event):
Surface Area of 12" Depth:
Shallow Land as Percent of Total Surface Area:
248.60
19,080 sf
2,090 sf
11.0% OK - area approx '10%
1,395 sf
7.3% OK -area approx 5-10%
8,075 sf
42.3% OK - area approx 40%
7,520 sf
39.4% OK - area approx 40%
o?OF W A TF9QG
NCDENR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WETLAND SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all the required information.
I. PROJECT INFORMATION
Project name SOUTHEAST 40 CENTRE
Contact name
Phone number
Date
Drainage area number
DANNY HOWELL, PE
[phone]
November 17, 2010
DRAINAGE AREA #2
II. DESIGN INFORMATION
Site Characteristics
Drainage area 684,571.00 ft2
Impervious area 215,187.00 ft2
Percent impervious 31.4%%
Design rainfall depth 1.00 inch
Peak Flow Calculations
1-yr, 24-hr rainfall depth 3.00 in
1-yr, 24-hr intensity 4.52 in/hr
Pre-development 1-yr, 24-hr runoff 14.21 ft3/sec
Post-development 1-yr, 24-hr runoff 31.26 ft3/sec
Pre/Post 1-yr, 24-hr peak control 17.05 ft3/sec
Storage Volume: Non-SA Waters
Minimum required volume 18,991.00 ft3
Volume provided (temporary pool volume) 19,080.00 ft3 OK
Storage Volume: SA Waters Parameters
1.5" runoff volume ft3
Pre-development 1-yr, 24-hr runoff volume ft3
Post-development 1-yr, 24-hr runoff volume ft3
Minimum volume required ft3
Volume provided ft3
Outlet Design
Depth of temporary pool/ponding depth (DPlants) 12.00 in OK
Drawdown time 2.19 days OK
Diameter of orifice 2.00 in OK
Coefficient of discharge (CD) used in orifice diameter

calculation 0.60 (unitless)
Driving head (Ha) used in the orifice diameter calculation 0.92 ft OK
Form SW401-Wetland-Rev.6-11/16/09 Parts I and 11. Project Design Summary, Page 1 of 3
Surface Areas of Wetland Zones
Surface Area of Entire Wetland
Shallow Land
The shallow land percentage is:
Shallow Water
The shallow water percentage is:
Deep Pool
Forebay portion of deep pool (pretreatment)
The forebay surface area percentage is:
Non-forebay portion of deep pool
The non-forebay deep pool surface area percentage is:
Total of wetland zone areas
Add or subtract the following area from the zones
Topographic Zone Elevations
Temporary Pool Elevation (TPE)
Shallow Land (top)
Permanent Pool Elevation (PPE)
Shallow Water/Deep Pool (top)
Shallow Water bottom
Most shallow point of deep pool's bottom
Deepest point of deep pool's bottom
Design must meet one of the following two options:
This design meets Option #1,
Top of PPE is within 6" of SHWT, If yes:
SHWT (Seasonally High Water Table)
This design meets Option #2,
Wetland has liner with permeability < 0.01 in/hr, If yes:
Depth of topsoil above impermeable liner
Topographic Zone Depths
Temporary Pool
Shallow Land
Permanent Pool
Shallow Water
Deep Pool (shallowest)
Deep Pool (deepest)
Planting Plan
Are cattails included in the planting plan?
Number of Plants recommended in Shallow Water Area:
Herbaceous (4'cubic-inch container)
Number of Plants recommended in Shallow Land Area:
Herbaceous (4'cubic-inch container), OR
Shrubs (1 gallon or larger), OR
Trees (3 gallon or larger) and Herbaceous (4+ cubic-inch)
Number of Plants provided in Shallow Water Area:
Herbaceous (4'cubic-inch container)
Number of Plants provided in Shallow Land Area:
Herbaceous (4'cubic-inch container)
Shrubs (1 gallon or larger)
Trees (3 gallon or larger) and
Grass-like Herbaceous (4+ cubic-inch)
19,080.00 ft2 OK
7,520.00 ft2 OK
39%%
8,075.00 ft2 Insufficient shallow water area.
42%%
2,090.00 ft2 OK
11%%
1,395.00 ft2 OK
7%%
19,080.00 ft2 OK
0.00 ft2
248.60 ft amsl
247.60 ft amsl
247.10 ft amsl
246.00 It amsl
244.60 ft amsl
N (Y or N)
246.00 it amsl OK
Y (Y or N)
4.00 in OK
12.00 in OK
6.00 in OK
19.20 in OK
36.00 in OK
N (Y or N) OK
2,050
1,900
304
38 and 1,520
2,050 OK
305 OK
Form SW401-Wetiand-Rev.6-11/16/09 Parts I and 11. Project Design Summary, Page 2 of 3
Permit No.
(to ho provided by DWQ)
III. ,REQUIRED ITEMS CHECKLIST
Please indicate the page or plan sheet numbers where the supporting documental(on 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 (he 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.
Initials Pagel Plan
Sheet No.
?•it 1. Pla (1" - 50' or larger) of rife entire site showing:
- esign at ultimate build-out,
/'Off--site drainage (if applicable),
,ove'lineated drainage basins (include Rational C coefficient per basin),
to^etland dimensions (and length to width ratio),
pretreatment system,
/Maintenance access,
vfProposed drainage easement and public right of way (ROW),
?Overflow device, and
rretioundaries of drainage easement.
?.? 2. Plan tails (1" = 50' or larger) for (lie wetland showing:
etl ddimensions (and length to width ratio)
treatment system,
aintenance access,
pwrliosed drainage easement and public right of way (ROW),
wat ultimate build-out,
drainage (if applicable),
y?ie w device, and
u11
ndaries of drainage easement.
. d 3. Sect' n view of the wetland (1" = 20' or larger) showing:
S
3
l
l
'
1
id s
opes,
.
or
ower
?
etland layers
ellands: Shallow land depth, shallow water depth, deep pool depth
Option 1, rio clay liner: SLWT depth.
Option 2, clay liner: Depth of topsoil on top of liner, liner specifications
a di
id
d b
lifi
d i
l
h
i
4
il
d
l
ti
1" = 20'
l
A d
t
l
• y a qua
e
v
ua
s
arger) prepare
n
ow
ng:
.
e
e
ait (
or
a
p
an
ng p
t4;,1>e'of several suitable species (not including cattails),
, spacing and locations of plantings,
l
if
d
t(l
f
h t
f
t
?
ie
eac
ype o
an
spec
,
an
y o
p
i
an ' g detail,
esery for the plants, and
r izer and watering requirements to establish vegetation.
.O 5. A construction sequence that shows how (he wetland will be protected from sediment until the entire
drainage area is stabilized.
6. The supporting calculations (including drawdown calculations).
7. A copy of the signed and notarized operation and maintenance (0&M) agreement.
8. A copy of the deed restrictions (if required).
-
-`" 9. A soils report that is based upon an actual field investigation and soil borings. County soil maps are not
7 an acceptable source of soils information.
Permit Number:
(to be proidded by DIVQ)
Drainage Area Number:
Stori nwater Wetland Operation and Maintenance Agreement
I will keep a maintenmice 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 iizunediately. These deficiencies can affect the integrity
of structures, safety of the public, and the removal efficiency of the BMP.
Important mainten?mce procedures:
- Inmlediately after the stormwater wetland is established, the wetland plants will
be watered twice weekly if needed until the plants become established
(conunonly six weeks).
- No portion of the stormwater wetland will be fertilized after the first initial
fertilization that is required to establish the wetland plants.
- Stable groundcover will be maintained in the drainage area to reduce the
sediment load to the wet detention basin.
- Once a year, a dam safety expertwill inspect the embankment.
After the wet detention pond is established, I will inspect it 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 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 BMP Trash/debris is resent. Remove the trash/ debris.
The perimeter of the Areas of bare soil and/or Regrade the soil if necessary to
wetland 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. a roximatel six inches.
The inlet device: pipe or The pipe is clogged (if Unclog the pipe. Dispose of the
swale applicable). sediment off-site.
The pipe is cracked or Replace the pipe,
otherwise damaged (if
applicable).
Erosion is occurring nn the Regrade the swale if necessary to
swale (if applicable). smooth it over and provide erosion
control devices such as reinforced
turf matting or riprap to avoid
future problems with erosion.
Form SW401-Wetland O&M-Rev.3 Page 1 of 4
BMP element:
The forebay
The deep pool, shallow
water and shallow land
Potential uroblem:
Sediment has accumulated in
the forebay to a depth that
inhibits the forebay from
functioning well.
Erosion has occurred.
Weeds are present.
Algat growth covers over
50% of the deep pool and
shallow water areas.
Cattails, phragmites or other
invasive plants cover 50% of
the deep pool and shallow
water areas.
How I will remediate the
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Provide additional erosion
protection such as reinforced turf
matting or riprap if needed to
prevent future erosion problems.
Remove the weeds, preferably by
hand. If a pesticide is used, wipe it
on the plants rather than spraying.
Consult a professional to remove
and control the algal growth.
areas
Remove the plants by wiping then.
with pesticide (do not spray) -
consult- a professional.
Shallow land remains flooded Unclog the outlet device
more than 5 days after a immediately.
storm event.
Plants are dead, diseased or
dying.
Best professional practices
shone that pruning is needed
to maintain optimal plant
health.
Sediment has accumulated
and reduced the depth to 75%
of the original design depth
of the deep pools.
Determine the source of the
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.
Prune according to best professional
practices.
Search for the source of the
sediment and remedy the problem if
possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Form SW401-Wetland O&M-Rev.3 Page 2 of 4
BMP element: Potential problem: Ilow I will remediate the problem:
The embankment A tree has started to grow on Consult a clam 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.
Evidence of muskrat or Use traps to remove muskral-s and
beaver activity is present. consult a professional to remove
beavers.
The micropool Sediment has accumulated Search for the source of the
and reduced the depth to 75% seclinient• and remedy the problem if
of [lie original design depth. possible. Remove the sediment and
dispose of it in a location where it
will not cause impacts to streams or
the BMP.
Plants are growing in the Remove the plants, preferably by
micropool. hand. If a pesticide is used, wipe it
on the plants rather than spraying.
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 NC Division of Water
damage have occurred at the Quality 401 Oversight Unit at 919-
outlet. 733-1786.
Form SW401-Wetlanct O&M-Rev.3 Page 3 of 4
Permit Number:
(to be p,•ovided by D11Q)
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 nawe:Southeast 40 Centre
BJI1IP ch•aincige area numberQrainage Area #2
Print name:Allen Pipkin
Title:Manager APMW LLC
Address: 10320-113 Durant Road Raleigh NC 27614
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, , a Notary Public for the State of
County of , do hereby certify that
personally appeared before me this
day of , and aclaiowledge the due execution of the
forgoing stormwater wetland maintenance requirements. Witness my hand and official
seal,
SEAL.
My conunission expires
Form SW4 0 1 -Wetland O&M-Rev.3 Page 4 of 4
CONCEPTUAL STORMWATER
CALCULATIONS PER LOT
Southeast 40 Centre
Rev: November 17, 2010
Conceptual Bioretention Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ BMP Manual (Updated)
Lot Number: 1
Step 1: Determine Drainage Area and'Impervious Surface
Drainage Area: 2.01 ac Assumes Entire Lot as D.A.
Impervious Area: 1.71 ac 85% of Lot Area
Drainage Area Percent Impervious: 85%
IStep 2•, Determine the, Volume of Water: to Treat
Rainfall to Treat: (First Flush) 'I in
Runoff Coefficient (Rv) = 0.05 + 0.009"`(% Impervious)
Runoff Coefficient (Rv): 0.82 in/in
Runoff Volume (WQV) = Rainfall * (Rv) * (Drainage Area)
Runoff Volume (WQV): 5,955 cf
;Step 3• Determine the Surface Area and Depth Required
Ponding Depth: 12.00 in = 1.00 ft
Required Surface Area: 5,955 sf
Conceptual Bioretention Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ BMP Manual (Updated)
Lot Number: 2
!Step 1. Determine Drahjag6 Area and Impervious'Surface
Drainage Area: 1.63 ac Assumes Entire Lot as D.A.
Impervious Area: 1.39 ac 85% of Lot Area
Drainage Area Percent Impervious: 85%
IStep 2: 'Determme the Volume of Waterto Treat
Rainfall to Treat: (First Flush) -1 in
Runoff Coefficient (Rv) = 0.05 r 0.009*(% Impervious)
Runoff Coefficient (Rv): 0.82 in/in
Runoff Volume (WQV) = Rainfall * (Rv) * (Drainage Area)
Runoff Volume (WQV): 4,836 cf
`,Step 3• Determine the Surface Area and Depth Required
Ponding Depth: 12.00 in = '1.00 ft
Required Surface Area: 4,836 sf
Conceptual Bioretention Calculations
Project Name: Southeast 40 Centre
Design criteria: 2007 DWQ BMP Manual (Updated)
Lot Number: 3
;Step 1' Determine Drainage Area and. Impervious Surface
Drainage Area: 1.74 ac
Impervious Area: 1.48 ac
Drainage Area Percent Impervious: 85%
!Step. 2: Determine the"Volumeof Water to Treat
Rainfall to Treat: (First Flush) 1 in
Runoff Coefficient (Rv) = 0.05 + 0.009*(% Impervious)
Runoff Coefficient (Rv): 0.82 in/in
Runoff Volume (WQV) = Rainfall * (Rv) * (Drainage Area)
Runoff Volume (WQV): 5,134 cf
'Step 3: Determine the Surface Area and Depth Required
Assumes Entire Lot as D.A.
85% of Lot Area
Ponding Depth: '12.00 in = -1.00 ft
Required Surface Area: 5,134 sf
Conceptual Bioretention Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ t3MP Manual (Updated)
Lot Number: 4
Step-l.:, Determine Drainage Area-and Impervious Surface
Drainage Area: 1.36 ac
Impervious Area: 1.16 ac
Drainage Area Percent Impervious: W/o
1Step 2-.. Determine the:Volume of Water to Treat
Rainfall to Treat: (First Flush) 1 in
Runoff Coefficient (Rv) = 0.05 -r• 0.009*(% Impervious)
Runoff Coefficient (Rv): 0.82 in/in
Runoff Volume (WQV) = Rainfall * (Rv) * (Drainage Area)
Runoff Volume (WQV): 4,021 cf
Step 3• Determine the Surface Area and Depth Required
Ponding Depth: 12.00 in =
Required Surface Area: 4,021 sf
Assurnes Entire Lot as D.A.
85% of Lot Area
1.00 ft
Conceptual Bioretention Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ BMP Manual (Updated)
Lot Number: 5
IStep.1: Determine Drainage Area and Impervious Surface
Drainage Area: 1.01 ac Assumes Entire Lot as D.A.
Impervious Area: 0.86 ac 85% of Lot Area
Drainage Area Percent Impervious: 85%
IStep.2. Determine the Volume of Water tot eat,
Rainfall to Treat: (First Flush) 1 in
Runoff Coefficient (Rv) = 0.05 -r• 0.009*(% Impervious)
Runoff Coefficient (Rv): 0.82 in/in
Runoff Volume (WQV) = Rainfall * (Rv) * (Drainage Area)
Runoff Volume (WQV): 2,991 cf
!Step 3• Determine the Surface Area and Depth Required
Ponding Depth: 12.00 in = 1.00 ft
Required Surface Area: 2,991 sf
ConCOPtual Bioretontion Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ BMP Manual (Updated)
Lot Number 6
(S4ep i:'beiermi6-e Drainage.A-i•ea and?lm ervi'otis Surface
Drainage Area: 1.93 ac Assumes Entire Lot as D.A.
Impervious Area: 1.64 ac 85% of Lot Area
Drainage Area Percent Impervious: 85%
fStep 2 Determine the Volume of.Water to Treat_
Rainfall to Treat: (First Flush) 'I in
Runoff Coefficient (Rv) = 0.05 + 0.009'(% Impervious)
Runoff Coefficient (Rv): 0.82 in/in
Runoff Volume (WQV) = Rainfall `` (Rv) * (Drainage Area)
Runoff Volume (WQV): 5,707 cf
'Step 3• Determine the Surface Area and Depth Required
Ponding Depth: 12.00 in = 1.00 ft
Required Surface Area: 5,707 sf
Conceptual Bioretention Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ BMP Manual (Updated)
Lot Number: 7
Step 9• Determine Drainage Area and Impervious Surface
Drainage Area: 2.47 ac
Impervious Area: 2.10 ac
Drainage Area Percent Impervious: 85%
jStop 2: Determine the Volume of Water to,Treat
Rainfall to Treat: (First Flush) 'I in
Runoff Coefficient (Rv) = 0.05 + 0.009*(% Impervious)
Runoff Coefficient (Rv): 0.52 in/in
Runoff Volume (WQV) = Rainfall * (Rv) * (Drainage Area)
Runoff Volume (WQV): 7,305 cf
'Step 3• Determine the Surface Area and Depth ftuired
Ponding Depth: 12.00 in
Required Surface Area: 7,305 sf
Assumes Entire Lot as D.A.
85% of Lot Area
'1.00 ft
Conceptual Biorreterntion Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ f3MP Manual (Updated)
Lot Number: 3
;Step 1• Determine Drainage Area and Impervious, Su face
Drainage Area: 2.0'1 ac
Impervious Area: 1.71 ac
Drainage Area Percent Impervious: bb '16
Step 2• Determine the Volume of Water to Treat
Rainfall to Treat: (First Flush) 1 in
Runoff Coefficient (Rv) = 0.05 + 0.009*(% Impervious)
Runoff Coefficient (Rv): 0.32 in/in
Runoff Volume (WQV) = Rainfall * (Rv) * (Drainage Area)
Runoff Volume (WQV): 5,957 cf
Step 3• Determine the Surface Area and Depth Required
Ponding Depth: 12.00 in
Required Surface Area: 5,957 sf
Assumes Entire Lot as D.A.
35% of Lot Area
1.00 ft
Conceptual Bioretention Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ BMP Manual (Updated)
Lot Number: 12
,Step 1: Determine' Drainage Area and Impervious Surface
Drainage Area: 1.94 ac
Impervious Area: '1.65 ac
Drainage Area Percent Impervious: 85%
ISten 2: Determfne•the:Volume of Water to Treat
Rainfall to Treat: (First Flush) 1 in
Runoff Coefficient (Rv) = 0.05 -c- 0.009*(% Impervious)
Runoff Coefficient (Rv): 0.82 intin
Runoff Volume (WQV) = Rainfall (Rv) (Drainage Area)
Runoff Volume (WQV): 5,742 cf
iStep 3: Determine the Surface Area and Depth Required
Assumes Entire Lot as D.A.
85% of Lot Area

Ponding Depth: '12.00 in = 1.00 ft
Required Surface Area: 5,742 sf
Conceptual Bioretention Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ BMP Manual (Updated)
Lot Number: 13
?Step 1. Determine Drainage Area and Impervious Surface
Drainage Area: 1.47 ac Assumes Entire Lot as D.A.
Impervious Area: '1.25 ac 85% of Lot Area
Drainage Area Percent Impervious: 85%
!Step . Determine the Volume of. Water to' Treat

Rainfall to Treat: (First Flush) 'I in
Runoff Coefficient (Rv) = 0.05 ,,- 0.009*(% Impervious)
Runoff Coefficient (Rv): 0.82 in/in
Runoff Volume (WQV) = Rainfall * (Rv) * (Drainage Area)
Runoff Volume (WQV): 4,361 cf
'Step 3: Determine the Surface Area and Depth Required
Ponding Depth: 12.00 in = 1.00 ft
Required Surface Area: 4,36'1 sf
Conceptual Biorretention Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ BMP Manual (Updated)
Lot Number: 14
!Step 1: Determine'Drainage.Area and Impervious Surface
Drainage Area: 1.29 ac Assumes Entire Lot as D.A.
Impervious Area: 1.09 ac 85% of Lot Area
Drainage Area Percent Impervious: 85%
Step 2:. DeterminetheVclumeof Water to Treat:
Rainfall to Treat: (First Flush) 1 in
Runoff Coefficient (Rv) = 0.05 + 0.009*(% Impervious)
Runoff Coefficient (Rv): 0.82 in/in
Runoff Volume (WQV) = Rainfall (Rv) * (Drainage Area)
Runoff Volume (WQV): 3,807 cf
;Step 3: Determine the Surface Area and Depth Required
Ponding Depth: 12.00 in = 1.00 ft
Required Surface Area: 3,807 sf
Conceptual Bior•etention Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ DMP Manual (Updated)
Lot Number: 16
iSfeli 1: Determine. Drainage Arewarid imDervious Surface
Drainage Area: 1.40 ac
Impervious Area: 1.19 ac
Drainage Area Percent Impervious: 85%
_ __
(Step 2• Determfnejhe:Volume o4.WaW to:Treat
Rainfall to Treat: (First Flush) 1 in
Runoff Coefficient (Rv) = 0.05 + 0.009*(% Impervious)
Runoff Coefficient (Rv): 0.82 in/in
Runoff Volume (WQV) = Rainfall * (Rv) * (Drainage Area)
Runoff Volume (WQV): 4,153 cf
Step 3• Determine the Surface Area and Depth Required
Ponding Depth: '12.00 in
Required Surface Area: 4,153 sf
Assumes Entire Lot as D.A.
85% of Lot Area
1.00 ft
Conceptual Bioretention Calculations
Project Name: Southeast 40 Centre
Design Criteria: 2007 DWQ BMP Manual (Updated)
Lot NUmher: 17
!Step 1: Determine Drainage Area and Impervious.Surface
Drainage Area: 1.28 ac
Impervious Area: 1.08 ac
Assumes Entire Lot as D.A.
85% of Lot Area
Drainage Area Percent Impervious: 85%
(Step 2: Determine the Volume. of Water to Treat
Rainfall to Treat: (First Flush) 'I in
Runoff Coefficient (Rv) = 0.05 ;. 0.009"`(% Impervious)
Runoff Coefficient (Rv): 0.82 in/in
Runoff Volume (WQV) = Rainfall * (Rv) " (Drainage Area)
Runoff Volume (WQV): 3,776 cf
!Step 3: Determine the Surface Area and Depth Required
Ponding Depth: 12.00 in =
Required Surface Area: 3,776 sf
1.00 ft

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1. Application will not be mode to the Board of Adjustment
a WM WATER METER NOTE: ALL CONSTRUCTION ACTIVITY MUST SE IN ACCORDANCE Pursuant to section 10-2046(b)(t) for o storage yard A IT for unlicensed, uninspected, wrecked, dismantled or partially
Z YI YARD INLEr IT THE ACCEPTED POLICIES OF THE CI LEIGH, A g dismantled automotive vehicles.
a LESS SPECIFIE , FES TO THE NC OT STAND A W 2. Any development of the property will comply with the is
W PECIFICATIO S I 14 provisions of Certified Recommendation 7107 of the City of Raleigh Planning Commission.
3. The reimbursement value of the additional R.O.W, along Jones Sausage Road and Aubum Church Road shall remain at
z ® Residenteal-4 values,
¦ i 4. Any development of the property will include a fifty (50')
W {1 .Ta l foot wide protective yard along I-40, which will be planted fi as a SHOD-1 area
z TI NOTE 0
I® i i
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH APPLICABLE MUNICIPALITY STANDARDS, 9. ALL AREAS SHALL BE GRADED FOR POSITIVE DRAINAGE, AND AS SHOWN ON THESE PLANS. 16. RETAINING WALLS EXCEEDING 30 INCHES IN HEIGHT SHALL INCLUDE FALL PROTECTION IN a SPECIFICATIONS, AND DETAILS. WORK IN THIS PROJECT SHALL ALSO CONFORM TO THESE THE CONTRACTOR SHALL MAINTAIN ADEQUATE SITE DRAINAGE DURING ALL PHASES OF THE FORM OF A HANDRAIL OR FENCING ON THE HIGH SIDE OF THE RETAINING WALL.
~ PLANS, THE LATEST EDITIONS OF THE NORTH CAROLINA DEPARTMENT OF TRANSPORTATION CONSTRUCTION. THE CONTRACTOR SHALL USE SILT FENCES (OR OTHER METHODS APPROVED
~ (NCDOT) ROAD AND BRIDGE SPECIFICATIONS, THE ,ROAD AND BRIDGE STANDARDS, THE BY THE ENGINEER AND APPLICABLE MUNICIPALITY) AS REQUIRED TO PREVENT 51LT AND 17. PROPER COMPACTION OF ALL FILL SOILS PLACED ON SITE SHALL BE THE RESPONSIBILITY
° NORTH CAROLINA EROSION AND SEDIMENT CONTROL HANDBOOK, THE NORTH CAROLINA CONSTRUCTION DEBRIS FROM FLOWING ONTO ADJACENT PROPERTIES. CONTRACTOR SHALL OF THE CONTRACTOR. COMPACTION SHALL BE ADEQUATE TO SUPPORT THE PROPOSED USE MU a EROSION AND SEDIMENT CONTROL REGULATIONS, THE FINAL GEOTECHNICAL REPORT, AND COMPLY WITH ALL APPLICABLE FEDERAL, STATE, OR LOCAL EROSION, CONSERVATION, ANO OF AREAS IN WHICH FILL SOILS ARE PLACED. THE CONTRACTOR SHALL HIRE A ~1pN Sj 00 aN ~~sr ~ I ~
a GENERAL DESIGN STANDARDS. IN THE EVENT OF CONFLICT BETWEEN ANY OF THESE SILTATION ORDINANCES. CONTRACTOR SHALL REMOVE ALL TEMPORARY EROSION CONTROL GEOTECHNICAL ENGINEER TO TEST AND VERIFY THAT COMPACTION IS ADEQUATE FOR THE ~JG ~~1LITY p~ti,~o ~~1LITY p~~Y,~o p~, n~ Z
STANDARDS, SPECIFICATIONS, OR PLANS, THE MOST STRINGENT SHALL GOVERN, DEVICES UPON COMPLETION OF PERMANENT DRAINAGE FACILITIES AND THE ESTABLISHMENT PROPOSED USE OF IN THE AREA OF FILL PLACEMENT, ~p Op~~~ o OF A STAND OF GRASS OR OTHER GROWTH TO PREVENT EROSION. ~O pJ . o ~ ~
0 2. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR TRENCH SAFETY DURING ALL 18. ALL ASPECTS OF THIS PROJECT SHALL BE IN FULL COMPLIANCE WITH CURRENT ADA ,o
Q PHASES OF CONSTRUCTION. 1D. THE CONTRACTOR SHALL CLEAR AND GRUB THE SITE AND PLACE, COMPACT, AND MOISTURE STANDARDS, IF THE CONTRACTOR NOTES ANY ASPECTS OF THE PROJECT WHICH ARE NOT J ~ 2 Dm ' I ' ® ~
i CONDITION ALL FILL PER THE PROJECT GEOTECHNICAL ENGINEER'S SPECIFICATIONS. THE FILL IN COMPLIANCE, THE ENGINEER SHALL BE NOTIFIED PRIOR TO ANY FURTHER WORK BEING c Z ~ 0 3. THE LOCATION AND SIZE OF EXISTING UTILITIES AS SHOWN IS APPROXIMATE ONLY. THE MATERIAL TO BE USED SHALL BE APPROVED BY THE GEOTECHNICAL ENGINEER PRIOR TO PERFORMED. ANY WORK PERFORMED AFTER THE CONTRACTOR NOTES SUCH A NON ~ y n y H
~ CONTRACTOR IS RESPONSIBLE FOR HORIZONTALLY AND VERTICALLY LOCATING AND PLACEMENT. COMPLIANCE IS SUBJECT TO REMOVAL AND REPAIR AT THE CONTRACTOR'S EXPENSE. a PROTECTING ALL PUBLIC OR PRIVATE UTILITIES WHICH LIE IN OR ADJACENT TO THE
~ CONSTRUCTION SITE. AT LEAST 48 HOURS PRIOR TO ANY DEMOLITION, GRADING, OR 11. MATERIALS USED TO CONSTRUCT EMBANKMENTS FOR ANY PURPOSE, BACKFILL AROUND 19. THE CONTRACTOR OR OWNER SHALL EMPLOY A GEOTECHNICAL ENGINEER TO TEST ALL BEFORE YOU DIG! -ORE YOU DIG! I ' W
a CONSTRUCTION ACTIVITY, THE CONTRACTOR SHALL NOTIFY THE NORTH CAROLINA ONE-CALL DRAINAGE STRUCTURES, OR IN UTILITY TRENCHES FOR ANY OTHER DEPRESSION REQUIRING EMBANKMENTS AND FILL PLACEMENT FOR PROPER COMPACTION. PROPER COMPACTION CONTACT ONE-CALL CENTE UTILITIES LOCATION SERVICE (ULOCO) AT 1-800-632-4949 FOR PROPER IDENTIFICATION FILL OR BACKFILL SHALL BE COMPACTED TO 95% OF MAXIMUM DENSITY AS DETERMINED BY SHALL BE PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS OR THESE PLANS, ONE-CALL CENTER r ~ 800-632-4949
z OF EXISTING UTILITIES WITHIN THE SITE. THE STANDARD PROCTOR TEST AS SET OUT IN ASTM STANDARD D698. STONE BACKFILL WHICHEVER IS MORE STRINGENT. EMBANKMENTS FDR PONDS SHALL BE PLACED IN 6 INCH 1-800-632-4949 ~ SHALL BE COMPACTED TO 95% MAXIMUM DENSITY AS DETERMINED E3Y THE MODIFIED LOOSE LAYERS AND SHALL BE COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE
0 4, THE CONTRACTOR SHALL SALVAGE AND PROTECT ALL EXISTING POWER POLES, SIGNS, PROCTOR TEST AS SET OUT IN ASTM STANDARD D1557. THE CONTRACTOR SHALL, PRIOR STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR -TWO 1
~ MANHOLES, TELEPHONE RISERS, WATER VALVES, ETC. DURING ALL CONSTRUCTION PHASES, TO ANY OPERATIONS INVOLVING FILLING OR BACKFILLING, SUBMIT THE RESULTS OF THE PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM ~ THE CONTRACTOR SHALL REPAIR, AT HIS OWN EXPENSE, ANY EXISTING UTILITIES DAMAGED PROCTOR TEST TOGETHER WITH A CERTIFICATION THAT THE SOIL TESTED IS REPRESENTATIVE D698. THE CONTRACTOR SHALL TAKE PHOTOGRAPHS OF THE OUTLET STRUCTURE AT ALL !
DURING CONSTRUCTION. OF THE MATERIALS TO BE USED ON THE PROJECT. TESTS SHALL BE CONDUCTED BY A AT ALL PHASES OF INSTALLATION AND SHALL RETAIN WITH GEOTECHNICAL TESTING DATA. ® F
~ CERTIFIED MATERIALS TESTING LABORATORY AND THE CERTIFICATIONS MADE BY A LICENSED THE CONTRACTOR SHALL ALSO RETAIN ALL SHIPPING RECORDS AND SPECIFICATIONS FOR a 5. TRAFFIC CONTROL ON PUBLIC STREETS SHALL BE IN CONFORMANCE WITH THE TRAFFIC PROFESSIONAL ENGINEER REPRESENTING THE LABORATORY. THE OUTLET STRUCTURE MATERIALS AND STRUCTURES. ALL OF THE ABOVE DATA MAY BE
w w CONTROL PLAN, THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES,•~ AND AS FURTHER REQUIRED AS PART OF THE MUNICIPALITY AS-BUILT PROCESS AND SHALL BE MADE a DIRECTED BY CITY AND STATE INSPECTORS, 12. PROPOSED CONTOURS AND GUTTER GRADIENTS ARE APPROXIMATE. PROPOSED SPOT AVAILABLE TO THE ENGINEER UPON REQUEST. THE CONTRACTOR AND OWNER SHALL HAVE ® ell I z W
ELEVATIONS AND ROADWAY PROFILES/SUPERELEVATIONS ARE TO ElE USED IN CASE OF DOCUMENTATION OF THESE TESTS AVAILABLE UPON REQUEST.
6. ANY DISCREPANCIES FOUND BETWEEN THE DRAWINGS AND SPECIFICATIONS AND SITE DISCREPANCY. ~q v
~ CONDITIONS OR ANY INCONSISTENCIES OR AMBIGUITIES IN DRAWINGS OR SPECIFICATIONS 20, RETAINING WALLS SHOWN HEREIN SHALL BE DESIGNED BY A QUALIFIED PROFESSIONAL e® i a SHALL BE IMMEDIATELY REPORTED TO THE ENGINEER, IN WRITING, WHO SHALL PROMPTLY 13. THE CONTRACTOR SHALL REVIEW, VERIFY AND COORDINATE ALL DIMENSIONS SHOWN ON ENGINEER WITH EXPERIENCE DESIGNING RETAINING WALLS. AT LEAST 14 DAYS PRIOR TO ®®®®®N ®m'p ~I E E , I C.
w ADDRESS SUCH INCONSISTENCIES OR AMBIGUITIES. WORK DONE BY THE CONTRACTOR AFTER PLANS, INCLUDING THE HORIZONTAL AND VERTICAL LOCATION OF CURB INLETS AND GRATE BEGINNING CONSTRUCTION OF RETAINING WALLS, THE CONTRACTOR SHALL CONTACT THE ®®®®®®H ®®®®s, DTI
ti HIS DISCOVERY OF SUCH DISCREPANCIES, INCONSISTENCIES, OR AMBIGUITIES SHALL BE INLETS AND ALL UTILITIES CROSSING THE STORM SEWER PRIOR TO STARTING PROJECT, OWNER'S GEOTECHNICAL ENGINEER TO SCHEDULE AND COORDINATE ALL APPROPRIATE ~ g z DONE AT THE CONTRACTOR'S RISK. INSPECTIONS, TESTING, AND VERIFICATION NECESSARY DURING RETAINING WALL ° s ~ 1 ILL UITE 250 =
r 14. ALL CURB JOINTS SHALL EXTEND THROUGH THE CURB, MINIMUM LENGTH OF OFFSET JOINTS CONSTRUCTION. THE GEOTECHNICAL ENGINEER SHALL PROVIDE CONTINUOUS INSPECTION, r"^~ SEAL 9~R ~ L I T LA 27 7
7. A PRE-CON5TRUCTION CONFERENCE SHALL BE HELD PRIOR TO THE START OF AT RADIUS POINTS IS 1,5 FEET. ALL JOINTS SHALL BE SEALED WITH JOINT SEALANT, TESTING AND VERIFICATION FOR THE DURATION OF RETAINING WALL CONSTRUCTION. PROPER s SEA w CONSTRUCTION. THE CONTRACTOR SHALL ARRANGE THE MEETING WITH THE CITY SCHEDULING, EXECUTION, AND RECORD KEEPING FOR ALL REQUIRED INSPECTIONS, TESTING, ®Q3 p299g o: 029993 $ ® 1 I GET I IT 201 ~
Y ENGINEERING DIVISION. 15. ALL HANDICAP RAMPING, STRIPING, AND PAVEMENT MARKINGS SHALL CONFORM TO ADA AND VERIFICATION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. SUCH RECORDS ~y ~ - SHALL BE RETAINED AND SHALL BE PROVIDED TO THE OWNER AND BASS NIXON & s ~ REQUIREMENTS AND THE ~RIORTH CAROLINA STATE BUILDING CODE, VOL. 1 C ACCESSIBILITY y 6 yes p~~ ®0 I~ T, LB 27587
z 8. CONTRACTOR IS RESPON5IBLE FOR VERIFYING ALL REQUIRED PERMITS AND APPROVALS CODE. KENNEDY, INC. ALL MONITORING, TESTING, AND VERIFICATION SHALL CONFORM TO THE y°°~®>.®„:
o PRIOR TO COMMENCING CONSTRUCTION. MOST RECENT VERSION OF THE NC BUILDING CODE CHAPTER 18, SECTION 1806 OR THE o®® H~ z 16. OWNER SHALL PROVIDE FENCING AND OTHER SAFETY MEASURES NECESSARY IN AND WALL DESIGN ENGINEER'S SPECIFICATIONS, WHICHEVER IS MORE STRINGENT. ®®®a®®®ei HOWL- ®o° f : (919} 1 422 ®r (800) 354-1 7 0 °®®®®®aeo®ee®®®j° /9~ !iL Ci_~®CC 0119 1 t®i®\ C9A_islC~4 flA/C1
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- ~ i r', ~ ~ i ~ A w
i ~ ~ - j ~ ` ~ ~ ~ ~ 1 / ~ ~ ~ 1 ~ ~ 1x1, ~l ~ T~ ~ ~~A , ~ ~ ~ CONSTRUCTION NOTES
~ ~ - A / ~ 100 Y . FLO~?PWN \ \ 1 1 ~ A
° ~ i . ~ ~ - - v ~ PEP 017LING ' ~ / , ~ ; i PER MARS ~ \ ~ 1 ~ 1 ~ a , ~ ~ ~ 1. NO STORMWATER QUANTITY ATTENUATION IS PROPOSED ON THIS PROPERTY 37201 1DOJ. ~ ~ ~ ~ ~ 11 1 ~ ~ \ ~ BECAUSE FEMA FLOODPWN EXISTS ON-SITE, AS PER FEMA MAP NUMBER
w ~ ~ ~ ~ ; t i 'i t : ~ = ~ . ~ ~ - ~ENT/1RES, LLC. ~ i j~' ~ ~ , I EFFECT/ MAY 2006.1 •1,~ l 1 ~ ; ~ 3720170100J. NO QUANTITY ATTENUATION WILL BE REQUIRED ON THE
i \ ~ , ~ ~ ~ ~ r - PlN 1727 -58-7576 ' ~ ~ i ~ - \ ~ " I ( ~ , 1 1, ~ \ ~ 1 rl ; ~ INDIVIDUAL LOTS BECAUSE IIHE PARENT TRACT CONTAINS FLOOOPLAIN. ~ ~ fl 1~ II ~ ~ 2. STORMWATER QUALITY CONTROL (NITROGEN TREATMENT) WILL BE PROVIDED
~I A ~ ~ ~ , ZONE CUD 1NDUSrRIAL-1 ~ 1 ~ . ~i, I _1 ~ ~ ~ ~ 1 ~ ~ ~ 1 j4g9,1 ON EACH LOT INDMDUALLY. EACH LOT WILL BE REQUIRED TO TREAT
L_ x \ ~ _ `ti - - - _ _ ~ X11 \ z I ~ ~ ~ - - _ - _ - 250- ~ - _ v- - 1 - ~ ~ ~ y,. I i I ~ RUNOFF FROM ITS SITE AS WELL AS TO PROVIDE ENOUGH TREATMENT 1 ~ V y u37 ~ ~ ` ONSITE TO ACCOUNT FOR THE NITROGEN EXPORT IN THE RUNOFF FROM
7A~f PRO i _ _ - - _ _ - - ~ ` . ~ ~ ~ - - - - - _ I rr~_ _ , ~ ~ 1 ~ ~ THE NEARSIDE ONE-HALF (1~) OF THE RIGHT-OF-WAY ALONG THE LOTS
_ _ ~ ~ ~ Pl1V' f721 r59=7362 ~ - - _ _ _ _ ~ ~ m zaNE c`~p 9N usr~9AC-9 ' , , , ~ _ - - _ _ _ - - - ~ ~ - _ ~ - - ~ _ . _ _ - _ ~ E ~+a( ~1~`; , I I~; ~ y ~ L131 -L155 ~ ._ss ~ ~ ~ i Ll ° ~ ~ ~ ~ ~ ~ o 3. NEUSEARIVER BUFFERS WERE PROVIDED BY: BLAKELY DESIGN GROUP.
PRESE ~ ~ ~ - ~ - - - - _ - - - _ RVATION - _ ~ ti i ~ ~ _ - -255 - ~ ' ~ ~ i, = - - ~ '~11
_ - , ~ ~ c ~ _ Z I _ - - - - - - - ~ t ~ ~ ' - ' ~ r ~ > ~ `i - v ~
- - 83- - ~ - - ~ w ~ _ _ - - ~ ~ Lt i ~ , ~ ~ ~ ~ ~ ~ - ~ - - - - - -260-- - - ~ -v ~ - ~ i ~1
_ , - - Q o i a I ~ YARD INLET ~ - _ _ _ - _ " _ _ , - - - ~ ~ - - - - - _ ~ ~ ~ ~ i ~ 1 ~`~~~o ~ _ 70P. ~6~..7&- - ~ - ~ - - ~ I 't~"E ' S ~ ~ ~ r`
~ j S ~5 z ( ~ ~ N ( ~ J ~ \1 °`v _L157 ~ ~ ~ ~ ~ ~g3 A
~ OD ~ 1 ~
~ ~ ~ g - - - - APPR9.'~ ~ -265-' _ V / ~ 1 ~ - ' ~ ~ , , M i
~ ~ I I - 92" G"~P._.--265-"® - - - l ~ - ~ _ ` _ - _ - _ _ o . ~ c - ~ ~ i - / ~ ~ ~ ' ~ ~ ~ - - _ - ~ _ - ~ I ~ ' - ~ ~ - - ~L 11 L 116 ~ ~
a % i ~ _ - - - - _ ~ ~ - - _ ~ , _ i ~ ~ - ~l,a ~ ~ ~ _ _ _ - _ - - - _ ~ ~ ~ ~ -L 143 - 46 ~ ~ h / i~ ~ 1 ~ I' ~
z ~ - _ - . - - - - ~ _ ~ ~ ~ _ i ~ ~c L 105 L ~ 1 ~ ~ / w ~ _ ~ ~ ~ ~ ~ - -
_ 1 ~ ~ I- _ ~ ~ _i _ - ~0.
o ~ ~ - , / ~ ~ ~ i - 2 ~ - ,
W ~ , F ~ - _ ~ ~ I ~
~ _ ~ _ I ~ i ~i ~ ~ ~ app - - Q ~ ~ _ . _ _ ` za aZ j~~ ,o~°', ~ \ ~6 Sa Fr ~ \~,`~,~~l~ ~~~4~ i ~ Treatnn~ a"~r~ fiction Pei t~~fi W
~ 0 ti i~ - aas~ ~0 D ER~239.00'~, 1 1 ~ I ~ , ~ ~ Lot Toni Area Street SCL___ Aced onaNears tle Snace town ~ ~ ~o
~ 270 ~ ~ - ~ - ~ ~ i ,P1 _ ' I I /~1 <I ~ ~ V ~ _ ~ ~~y ~ ~ ~Q / ~
- ~ ~ ti ~ CONSTRUCTED WETLANDS -~I - \ - - ~ . / ! / , ' ~ p z - _ , I ~ t ' l 'r' r~ 1 V ~ ' ~ V - _ 6~ i Q ~ ~0~'~ ~ BIORETENTI ~ ~ ~ ~ I t~ I ~ Nr~mbpr In ~tt,W Area to ~ _ _ p _ ~L ~ ~ ~ ago ~ ~ ON AREA ~ : , ~ m ~ , ~ ~ _ ~ ~ Alon fronta a AID Front ~ih~g Frontage ~ r ~ 4 i Q 1 ~ ~ tm i ~ ~ 9_ _ 9 9_ ~ N
- _ - , ' = I ~ , ~ , . ~ DRAIN AREA; 15.72 AC ~ ~ 'i ; ~ ~ ~ ' - i 0 _ ~ r `~-E IMP, SURF,: 4.94 AC (3 0) ~i j \ \ ~ i 0 DRAIN AREA: 2.01 AC ~ N ~ ~ - i ~ Q ~ ~ ~ IMP. suRF.: 1.71 Ac (asp) I ~ ~ ~ ~ ~ ~ (sfl (s~ (s#} ~ ~ ~ ~ ~
~lV _ 3 Pi ~ ~ ~ \ A -a ~ ~ 0] ` X11 ; N ~ 1 WOV: 18,991 CF ~ t / o , ~ron~E ~-sraNE asso~ia~~s- -1 1~1 ~ r ~ ~ _ ' WOV. 5,957 CF ~ I 'I 19,113 13,543 1,64® 4,008 ~ Z p ~ ~ ~ N - _
F t . ~ SURF. AREA: 18,991 S \ o i P,IN .1721-49-7968' ~ p~~ ~..1 ~ , ~ ~ i~ ~ ~ ~ ~~l ~ SURF. AREA: 5,957 SF l l '6~~ I ~ r ~ 2 .4,350 1',D$~4 972 .~f ~ ~ tl~ ~ ~ m f I ~ ~ ~ ~ ~ I ~ i'~~ ~ 6.616 4,460 _ 9,127 1,~ W ~ ~ at ~
275' I , , ~ ~ 9) ®12" PONDING ~IA~` ~ - f~ ~~~2~~h ~ ~ ~ ZO1VE (BUD IND~ISrR/,4L=~ ' _ : v I ~ ~ V ~ - - ~~1~ ' W ~ 1 1'" ~I , I ~i A i ~1 'ys 1 ~ ~ 1 t12p ~ I ®12" PONDING I 1 5 ~ l ~ ~ I ~ , ~s1 ~,;~i1 ~ '7247 4,947 1,21 ...1,049 ~~-0Zz
UNOE~/ELOPED' ~ - ~ 1;1" ~ ~ ~ 2828.35 SQ Fr 'i I ~ 1 s ~ i ` ~ / / ( y - - ti ,~1 f - I ~ I h o z ~ ~ ~n ~ l . ~ ~ ~ ~ 6.49 ACRES ~ ~ t~ ~ ~ -~L159 V I \ _ 2 r o~ _ ~ ~ ~ ~ ~ ~ - - _ _ ~ ~ ~ • i I ~ ~ > > , ~ ~ ~,72a s,oo2 9,a~o 1,~e2 ~ ~ c ~ w r~i
i l ~ ~1 I 1 AAA ' ~ i I { I ~ ~ li N ~ ~ ' - ~ \ t • A ~l V L92 ~ 14,663- 10,276 D 4,407 ~ Q W ~ J W • ~ \ _ ~ -t-~ ~ r _ ~ , A \ ~ 1~, ...17,542... 12,9 _ 653 3,983. _ ~ ~ ~ ~ ~ ~
3 / ' ~ - ~ 1 5~ ~ I ~ I - .-1
~ ~ _ A \ .,I i~ ~ ! 1~' $ 8,21 5,796 0 2,414 ~ ~ J ~ ~ ~ ~
~ ~ ~ - _ - _ ~ tl a. ~I' ' ~ JI'W Z ~ V ~ ~ ~ : t rn ~ 1 ~ 12 26,D03 17,11$- 3,7$fl 5,105- ~ ~ - W r as
i i N M1 ' I••' ~ it ~ 16 96,997 11,962 1_,444 3,571 ~ J Q p
_ , _ k - - - _ ~'T ~ ` ~ ~ I ~ I ~ ~ ~ r~1 I ~ 97 10,217 7,Q2~ 0 3,169 ~ W H W ~ 1- k , ~ \ pp~~qq~a-z„a
~ ~ A ~ ~ ~ ~ ~ I~ ~ ~T~G (sf) 141,84 96,430 12,415 30,999 `Il B ~ 0 0? U_ ~
( ~ w\- - 5~" \ I "t+OTAL (act 3,26 2.26 029 1x.71 v a / ~ ~ 1' m L10 r ~ _
~ j 4 y\~~ `The site plan for each indl~dual lat is required to include the area +nri~in the ~ ~ • . ~ ~ t t a / , ~ 139 ~L99 ~ i I( ~ ' nght. ©i w'ay a5 part of the Id~trogen Catculations and treatment for that lot. ~ W ~
X f~ ~ \ ~ `3 \ ` ~ I BIORETENTION AREA ~ ! ~ ~ ° ~ ~ti~ il' ~ ~ ~ ~ ~ LL ~
IF THE PROPOSED DEVELOPMENT FOR A LOT IS UNABLE TO ACHIEVE 1 DRAIN AREA: 2,47 AC ~ ~ - ~ ~ L102 ° ~ 1~i ~t ~ = m
~ i .~-r. , 2 ,n ~ I f IMP, SURF,: 2.10 AC (85%) ~ ~ ~ REQUIRED LEVELS OF BUYDOWN/TREATMENT (ONSITE) TO ACCOUNT FOR TN G 1 ! ~ ~ HBO` ~1', EXPORT FROM THE R W ALONG THE FRONTAGE AS REQUIRED ABOVE THEN
o v ~ \ , A ~ ~ `•A~ v ~ , i ~ ~ ,y ~v 1 PRO OSED V ~ ~ I N 1 I r ~ ~ ~ GE y A ~ ,Q ~ I ~ ~ ~ ` \ \ ~ ~ ~ ~ ~ ~ ~ 1 ` 1 V~RIVAT DRAM \ ~ ~ ' 1 i I ~ ~ WOV: 7,305 CF , ' ' SURF, AREA: 7,305 SF ~ ~ , ~ , ~ - THE DEVELOPER OF THAT LOT WILL BE REQUIRED TO MODIFY STREET
f ®12" PONDING ; , ~ ! , ~ DRAINAGE AND~OR ADD SOME MEANS OF COLLECTING RUNOFF FROM THE
w ~ .l ~ ~ ` ~ ,,A~o sal \ ~ \ I ~ I~ J ~ \ ~ ~ i ~ ~ ~ ! ~ + ~ ~ ~ ~ ~ ' " STREETS FOR TREATMENT PURPOSES,
~,U ~ ' ~
~ N t ~ ~ 55 ~ ~ \I 1 'I V ~ ' ~ ~ ~ ~ ~ 1 ~m 'v \ i i
~i~9 BIORETENTION AREA ~ ~ ~ ~ ~ a ' I ~ ~ ~ ~ ~ \ 3 ~ ~ 1 ' I ~ A' 1.94 AC ~ .v v~` / ~i/"~ 1 ~ ~ 56059. S FI ~ ~ ~ ~ ~ ~ a DRAIN ARE s i i ~ i ~ ( ~ i I ~ ~ ,a~R~s ~ ~ / , \ z z B SE FL OD ELF 2~9. DO . ~ ~ ~ ~ - ~ W
W ~ ~ / ~ ~ I ~ \ \ 1.29 ACRES ~ \ , I ~ W ~i 1 IMP. SURF.; 1,65 AC 85% \ - i ~ i I o A I ~ li ~ I ~ .
u, ~ Q` 5742 CF - / ~ ~ I I ~ ~ '1 N ~ 3383~~SQ FI \ ~ ~ I' ~ a ~ ( WQV: ~ A v A / ~ ~ ~ ~ (i ~ ~ a ! ~ />~i ~'y SURF. AREA: 5,742 SF \ V ~ ~ i I I I I ? j ~ BIORETENTION AREA p J.23 ACRES II ~ i., 1 I 50f NE~/SE RIR4R~AIV~ B1~ ' 1 ~ ~ , ~ y ~ " ~ ~ ~ Z 0 r 0
z ~ ~ I d ~,%~y ~ I , 1 I; I IN AREA; 1.29 AC ~ ~ ~ ~ I ~ I\ ~ % ~ ul~vv Q12" PONDING s \ / ~ ~ DRA ~ \ ~I V I ' I y ~ ~
~ % '`il 1 ! ~ ~ ~ / ~ ~ 1 IMP. SURF.: 1.09 AC (85%) ~ A READY DEVELOPED ~ ~ / J i i ~ r / SITE L ~ I
W ~ ~,I ~ ~ ~ i ~ 1 ~ 3 807 CF ' - ~ ~ ~ ~ v z ~ v ~ ~ ~ 1 / ~ Y ~ i 1 / WQV: ~ ~ , ~ , z ~ i I i I a.l a/ Q I I X r ~ ~ SURF. AREA; 3,807 SF ~ A ~ i ~ ~ ~
r i i % ~ / I i ! I/ ~ I~ ~ I ~ lvil'jyI i ~ I \ ~V IAe~ ~ 5 ~ i ~ ( ~ ~;y ~ / ~ \ s , ~ ~ ! 1 V 6 (~12' PONDING ~ / ~I ~ ~ aao
~ ~ / ~ y ~ 93 ~ ~'t~ l ~ 1 ~ I , r ~ 1,~'~I~ ~ , /r
~ ~ i lz ~ , / 1 1~ / ~ - ~ / ~ i~ I - / , , - / i ~ a o { Q!' ~ 84546 SQ Fr ~ /1 ~ _ / _ ~ , ~ r 1 ~ it ~ i 1 ~ l , ~ I~+ / J~~ ~I I / ( ' ~ ~ O O
t h I i ~ - r i j I~l ~ ~ 1194 ACRES ~ ~ ; ( 1, 7 ACRES I i ~ _ -1 ~ - - ~ ~ ~I > ~ _ i / ~ ~ 61 ~ 1 1 ~~JI, I ~ I ;1 , l ~ i ~ h ~ Q
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_ ~ ~ DRAIN AREA: 1,47 C ~ _ ~ I ~ , 6 ~C ~ ~ ~ , / s- 1~
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z \ v ~ - u F ~ _ ~V ~.vL~ ~ ~ A ~ ~ I i r, ~ ; ~ \ ~ A V ~I~ L. ~ y v WQV: 5,955 C - - _ ~ ~ \ ~ r ~ ~ ~ ~ ~ y A - ~I -
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z v ~ ~ ~v v \ i v v 1.63 ffCRE ~ ~ ~ 1.74 AC ~ ' ~ ~ RAIN AREA. O ~ % ~ ~ ~ ~ \ v ~ ~ l _ r ~ % I ~ - ~ IMP. SURF,: 0.86 AC (85%) ~ '~i~~i';';~;; ~ 0 ~ ~ i WQV: 2,991 CF ~ . ~ Z
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~ PLUG INVERT AND ABANDON ~ °w PIPE FRPM CI9 TO CIS ~ ~ SEEDDED PREPARATI01~
z ~ - _ - _ - 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH CITY OF RALEIGH AND THE 1. CHISEL COMPACTED AREAS AND SPREAD TOP501L 3 INCHES DEEP OVER ADVERSE
w _ _ n _ - T"' - _ - _ - - STATE OF NORTH CAROLINA STANDARDS AND SPECIFICATIONS, SDI' CONDITIONS, IF AVAILABLE. - 2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
2. ALL AREAS WITHIN THE WETLAND BELOW ELEVATION 249.00 SHALL INCLUDE 4" OF 3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE
_ - SCREENED TOPSOIL SPREAD AND LIGHTLY COMPACTED TO ACHIEVE FINAL GRADE. REASONABLY SMOOTH AND UNIFORM. 4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY
Z - - - - - - - - - - f (REMOVE/REPLACE EX CI) - - - M - - _ M - - - M 3. THE CONTRACTOR SHALL WARRANTY ALL PLANTED MATERIALS FOR A PERIOD OF 2 AND MIX WITH SOIL (SEE BELOW).
~ COR CURB INLET 9 I _ COR CURB INLET 22 - M ` ` M Q TOP 257,68_ M - - M - ` M TOP 257.35 YEARS FROM DATE OF INSTALLATION. AT THE END OF THE FIRST YEAR AND AT THE 5. CONTINUE TILLAGE UNTL AWELL-PULVERIZED, FIRM, REASONABLY UNIFORM
m M M M M M - INV IN 252.31 INV IN 251.91 - - s----- END OF THE SECOND YEAR, THE CONTRACTOR SHALL REPLACE ALL PLANTS WHICH SEEDBED IS PREPARED 4 TO 6 INCHES DEEP. DO NOT SURVIVE. ANY HEALTHY PLANTS DAMAGED DURING PLANT REPLACEMENT 6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING
o INV OUT 252,31 _--ss---ss---ss- s INV OUT 250.73 ~ ss-- ss-_. SHALL ALSO BE REPLACED, EQUIPMENT OR CULTIPACK AFTER SEEDING. 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH,
Z SS---SS---SS~-~-SS---SS---SS---SS-"I- W 40.19 LF 30" RCP ®1.00% 4, SOIL BELOW ELEVATION 235.00 SHALL BE TESTED BY THE USDA AGRICULTURAL 8• INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS
z I 21.73 LF 30" RCP ® 4.97% o REMOVE REPLACE EX 15 RCP ~ ( / ) - _ _ _ _ WITHIN THE PLANTING SEASON, IF POSSIBLE. IF STAND SHOULD BE OVER EXTENSION OFFICE FOR pH, WHICH MUST FALL BETWEEN 5.5 AND 7.0. TESTS 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND
? ~ _ PIPE END G _ - _ _ _ _ - _ _ _ _ SHALL ALSO BE PERFORMED FOR NUTRIENTS SUCH AS NITROGEN, PHOSPHORUS, SEEDING RATES. AND POTASSIUM, AND FOR MINERALS SUCH AS CHELATED IRON AND LIME, 9. CONSULT CONSERVATION INSPECTOR ON MAINTENANCE TREATMENT AND
a INV 249.65 " - RIP-RAP APRO _ ~ ~ _ _ . - _ - z - _ _ _ . _ - - _ _ - AMENDMENTS TO SOIL RECOMMENDED BY USDA SHALL BE INCORPORATED INTO SOIL FERTILIZATION AFTER PERMANENT COVER IS ESTABLISHED.
o - I ~ _ ~ . ~w.._ ~ - PIPE END E ' TO PROMOTE VIGOROUS VEGETATION AND PLANT GROWTH. RECORDS OF TESTS AND
_ _ - I INV 250,25 ~ 25~ ~ T 255 _ _ _ _ _ _ - AMENDMENTS PROVIDED BY CONTRACTOR SHALL BE PROVIDED TO THE ENGINEER. I. + APPLY: AGRICULTURAL LIMESTONE - 3 TONS/ACRE ~ ~
- 1 - _ _ , ~ I _ _ _ _ - - - W _ - ~ ~ - _ a - - ~ - ~ - - _ - - ~ r; ' _ ' 5. LANDSCAPING PLANTINGS SHOWN HEREON SHALL BE INSTALLED DURING FALL FERTILIZER - 10 - 10 - 10 ANALYSIS AT800 - 1,000 LBS./ACRE ~
_ _ ; 4 z ~i ~ 2' .40 LF 24" CP ~ .4.93 ; - I _ _ _ ~ ; F, - - : w Z I ~ , , 250 A'S ~ ~ I (-RING) , ~ i - 250 SEASON OR EARLY WINTER IF POSSIBLE FOR MAXIMUM PLANT SURVIVABILITY. SUPERPHOSPHATE - 500 LBS./ACRE OF 20% ANALYSIS SUPERPHOSPHATE ~ N MULCH - 2 TONS (APPROX. 80 BALES} SMALL GRAIN STRAW/ACRE
- a~,;1 , ~ ~ ~ _ _ ~ - - - - - , ~ I . - - - 6. WETLAND SEED MIXES SHALL NOT BE ALLOWED, ANCHOR -TACK WITH LIQUID ASPHALT AT 400 GALLONS/ACRE OR ~ EMULSIFIED ASPHALT AT 300 GALLONS/ACRE. ® ~ ~ ~
- - s-~_ ~ - ~ r 3 ~ ~ VARIABLE-WIDTH PRIVATE ~ , ~ ' - _ ~ I~r ~ ~ ~ HP-61 . - 7. THE CONTRACTOR OR OWNER SHALL EMPLOY A GEOTECHNICAL ENGINEER TO TEST ALL n ~ ~ ~ Q
a DRAINAGE EASEMENT I I / ~ ~ ~ ~ r,: fi I r/~.~.~ _ A~~,,~a _`T - I , EMBANKMENTS AND FILL PLACEMENT FOR PROPER COMPACTION. PROPER COMPACTION ~ E E D ~ ~ ~j ~ ~ E D ~ ~ E ~ ~ O ~ V
. 5 w I ~ ~ ( ,~5~ I ~ HA-410 ~ ~ - ~ r~0 ~ ~ 1 ~ i / WATER - - C ~ V~: A 1 i - i~ r n ( , SHALL BE PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS OR THESE PLANS, ~ ID ~ WHICHEVER 15 MORE STRINGENT. EMBANKMENTS FOR PONDS SHALL BE PLACED IN 6 INCH MINIMUM REQUIREMENTS FOR SLOPE STABILIZATION ~ NIL W g
r I o- : ' , w - LOOSE LAYERS AND SHALL BE COMPACTED TO A DENSITY OF NO LESS THAN 95% OF THE STABILIZED WITH GRASS 3:1 AND FLATTER V W ~ m
- W II _ ~ \ - - \ - ) l 4' DIA. STORM MH/JB F w ,36.0 ` 36 RCP t .11 m ( _ _ _ - . ~ \ ~ - + -245- ~ I~ z E_ I ~ ~ f - ~ X45 i i TOP 258.50 ~ i ~ + ~ I ~ : STANDARD PROCTOR MAXIMUM DENSITY AT A MOISTURE CONTENT OF + OR - TWO STABILIZED WITH SHRUBS OR VINES 3;1 TO 2;1 ~ ~ ~ V
\ ~ 3 I - - ~ I ~ _ -A- - n \ , I INV IN 254.30 ~i - I I - 1- - - ~ + ~ + I PERCENTAGE POINTS OF THE OPTIMUM MOISTURE CONTENT IN ACCORDANCE WITH ASTM STABILIZED WITH RIPRAP 2:1 TO 1,5:1 a Z D698. THE CONTRACTOR SHALL TAKE PHOTOGRAPHS OF THE OUTLET STRUCTURE AT ALL STABILIZED WITH RETAINING WALL STEEPER THAN 1,5;1 ~ ~ h
z ~~;N ~ ~ V ~t ~ A I INV OUT 251,55 - + ~ + PHASES OF INSTALLATION AND SHALL RETAIN WITH GEOTECHNICAL TESTING DATA. THE W ~ qp ~ r
Q I~ - ~ ~ =1 11=1 I d~ I~ ~ 47.6 ~ 1 I ~ + + + , 2 ~ . \ d, I ( \ 247. 247.6 ~ 'll \ IV-61 + \ + IG-61 _ ; p CONTRACTOR SHALL ALSO RETAIN ALL SHIPPING RECORDS AND SPECIFICATIONS FOR THE DATE TYPE PLANTING RATE J N ~ O OUTLET STRUCTURE MATERIALS AND STRUCTURES. ALL OF THE ABOVE DATA MAY BE ~ W ~ O V
~ ~ ~ ~ ~ V ~ , - -A - , ~I I s ~ I = EF-104 + REQUIRED AS PART OF THE MUNICIPALITY AS-BUILT PROCESS AND SHALL BE MADE AUG. 15-NOV.1 TALL FESCUE 300LBS.lACRE n'
~ A PIPE END A ~ ~ - ~ V , I i ~ ~ ~ ~ + rr ~ ~ ~ ~ ~ ~ ~ I l / \ i - + I ~ INV 243,00 ~ A\ _ • 1 \V ~ I j ',III I . ~ ~ ~ + 110 t } AVAILABLE TO THE ENGINEER UPON REQUEST, THE CONTRACTOR AND OWNER SHALL HAVE NOV. 1-MAR. 1 TALL FESCUE 300 LBSJACRE 10 ~ ~ ~ J DOCUMENTATION OF THESE TESTS AVAILABLE UPON REQUEST. BABRUZZIRYE 25LBS.IACRE N y 00 ~ W
~ ~ ~ ~ FORE~AY ~ - ~ ~ ~ _ - A'~ ~ I I ~ ~ - + , , ~ a ~ ~ ~ ~ - l I ( III (DEEP f30 L) / i ~ - + + % + AI-410 ~ I MAR, 1-APR. 15 TALL FESCUE 300 LBSJACRE W '"'rm
o I I ~ I gs _ + t + i~~ ~ A I 'I I I ~ - 8. TOLERANCES FOR FINAL GRADES SHALL BE WITHIN 0.10 FEET. THE CITY OF APR. 15-JUN. 30 HULLED COMMONBERMUDAGRASS 25 LBSJACRE F; f~ RALEIGH WILL REQUIRE AN ASBUILT SURVEY OF THE CONSTRUCTED WETLAND JUL. 1-AUG. 15 TALL FESCUE AND 125 LBSJACRE ~ ~ O = Z
3 ~ ~ ~ _ _ . ~ 1 I HA W' -III- + I " ~ ~ \ ~ ~ ~ S LLO II ' I RIP-RAP APRO{?! / I ~ ' *"BROWNTOP MILLET 35 LBSIACRE N ~ N ' ° THEREFORE STRICT ADHERENCE TO THE GRADING ON THIS PLAN AND THE p ~y W ~ °"OR SORGHUM- SUDAN HYBRIDS 30 LBSJACRE
~ 1 WATER ~ I ~ _ _ _ + ~ ' ~ ~ OUTLET ~ I , A/ i 1 _ III + + 5' - , ~ ~ - ~ STRUCTURE ~ 'I ~ ~ i I i `fs ~ ~ ~ _ + ~ ~ - TOLERANCES SPECIFIED HEREON SHALL BE REQUIRED PRIOR TO CERTIFICATION BY ®W ~ J W
a ~ ' a ~ I ~ - SEE DETAIL ~ I ' II ~ i 5' SEGMENTA RETAI G WALL ? ~ ! ~a { - ( i ~I ' ,o ~ .N ~ ('1 1 ( ) I II ~ ~ r~ ~ III= THE ENGINEER THAT THE WETLAND HAS BEEN BUILT IN COMPLIANCE WITH THESE SLOPES (3;1 TO 2;1) p G~ DRAWINGS. UPON COMPLETION OF THE FINAL GRADING (PRIOR TO PLACEMENT OF ~ p~p,,~
° w ~ ~ I ~ I TOP: 254.0 - o+ N LC-612 I~ ~ ~ i I _ I - I ' J I 1 I y , . i , . II ~I i 1 aorroM; X249.00 ~ ~I, o ~ ( ~ i III I ~ ~ ~ ANY PLANT MATERIAL) THE CONTRACTOR SHALL CONTACT THE SURVEYOR TO SURVEY MAR. 1•JUN. 1 SERICEALESPEDEZA(SCARIFIED) 50LBS.lACRE ® J W 001
' ~ I ~ II ~ I I I I ~ ~ ' - I . ~ ~ I ; I _ - ~ ~ (~-I o o THE ASBUILT CONSTRUCTED WETLAND. THE CONTRACTOR SHALL NOTIFY THE AND ' ENGINEER THAT THE CONSTRUCTED WETLAND HAS BEEN COMPLETED AND THE MAR. t-APR. is ADD TALL FESCUE 12oLBSJACRE I~~~z
z ~ I II ~ I I ~ ~ ~ '~,1 I~ o I I a ~ . OUTLET ( i ~I I ~ I ~ I III ~ ~ ' ~ - ENGINEER SHALL EVALUATE THE ASBUILT SURVEY DATA FOR COMPLIANCE WITH MAR. 1-JUN. 30 OR ADD WEEPINGLOVEGRASS 10LBS1ACRE J a r
_ - , , ~ ~ AREA !I ~ fl ~ r i ~ I / I ' ~ ~ ~ ' I 'r _ CG-306 p ~ ~ I ~ ~ ~ I ° ~„~O I ; I I DEEP POOL I ~ :III i - - _ - ; > ~ ~,r , - - 0 ( ) I ! ~ I E`- ~ O O I THESE DRAWINGS. IF THE CONSTRUCTED WETLAND IS FOUND TO BE OUT OF MAR. 1-JUN. 30 OR ADD HULLED COMMONBERMUDAGRASS 25LBS.IACRE n a Z ~ Q COMPLIANCE WITH THESE DRAWINGS, THE CONTRACTOR SHALL REGRADE THE JUN. 1 •SEP. 1 ""TALLFESCUEAND 120LBS.lACRE Q f~ V
o - - I I , i , ~ ~ I _ + o ~ - - ~ - ~ , ~ rr ~ ~ I .I ~ ~ ~ I ' i ~ ~ I I I ~ tz„ ~ ~ - ± + [1 O I ~1 ~ _ WETLAND AS NECESSARY TO BRING THE WETLAND INTO COMPLIANCE WITH THESE ""BROWN MILLET 35LBS.lACRE = W = r
~ ~ ~ ~ ~ C HA W ' I ' I ~ ~DREBAY i ~ ~ - I ° i - ~ ~ I S LLO ~ _ _ _ - - ~ ~ WATER , I III . i ~ l(DEEP POOL) " , ~ _ _ + 0 - CG 104 I DRAWINGS. THE COST OF ANY ADDITIONAL SURVEY OR ENGINEERING EVALUATION **"ORSORGHUM-SUDAN HYBRIDS 30LBS.IACRE (~=~„O''!LL~- REQUIRED RESULTING FROM INCOMPLETE OR INCORRECT GRADING OF THE SEP.1-MAR.1 SERICEALE,SPEDEZA(HULLED-UNSCARIFIED)lOLBS.lACRE O~ ~
~ V~~ I ~ I III I ~ t + RP-61 Q ~ ~ I I ; I ~ - - CONSTRUCTED WETLAND SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. AND TALL FESCUE 120LBSlACRE ~ W W NOV, 1 • MAR. 1 ADD ABRUZZI RYE 25 LBSJACRE ~ M ~ LL (a
4 ~ I ~ 1 ' I ~ ~ - - + + ~ ~ I I w ~ , - ~ - I ~ `y ` I ~ MV-61 ~ ~ . - ~ 4 - ~ 47 PIPE END C - _ , ~ . ~ , ~ + O _ I L10 ~ - 2 .6 ~ ~ I ~ ~ _ _ . EF 10 , , . s •
o ~ - ~ , II ~ _ - _ - _ ~ J _ - ~ ~ INV 250.25 ~ _ O ~ l _ ~ ~ I: ( I - 245 , I - ~ , CONSULT CONSERVATION ENGINEER OR SOIL CONSERVATION SERVICE FOR ' ADDITIONAL INFORMATION CONCERNING OTHER ALTERNATIVES FOR VEGETATION OF J m m
} _ ~q~ \ o I I TI ~ DENUDED AREAS. THE ABOVE VEGETATION RATES ARE THOSE WHICH DO WELL UNDER ® y
_ _ _ I I ~ - _ _ _ g , - w o , - ~ ~ ` I ~ i 2$:55 LF 24" RCP ~ 4. 0 LOCAL CONDITIONS; OTHER SEEDING RATE COMBINATIONS ARE POSSIBLE.
18 143 I ~ I ~ i f ~ ~ U _ ~ ~ , I I 0-R I + + Q ~ ~ - _ - _ - 1 f ~ ' I ~ k-~ + + ~ ~ , : + + ~ i~ H.~ ~ ' ' 1. UNDER NO CIRCUMSTANCES SHALL THE WETLAND BE FINALIZED AND PLANTED PRIOR. ~*«TEMPORARY -RESEED ACCORDING To oPrIMUM SEASON FoR DESIRED PERMANENT
TO COMPLETION OF CONSTRUCTION AND STABILIZATION OF ALL AREAS WHICH DRAIN VEGETAl10N. DO NOT ALLOW TEMPORARY COVER TO GROW OVER 12° IN HEIGHT TO IT. NOTIFY THE ENGINEER 48 HOURS PRIOR TO BEGINNING CONSTRUCTION ON BEFORE MOWING, OTHERWISE FESCUE MAY BE SHADED OUT,
z - - ' I I ~l 1 AREA INLET D ~ _ ~ ~ , ~ ~ " (,J ~ ~ ~ l TOP 258.71 ~ i ~ ~ _ ~ r~~ i~ ~ _ , ' THE WETLAND AND SCHEDULE A PRECONSTRUCTION CONFERENCE WITH THE
~ INV IN 254.75 _ - ( > ~ ~ ~ " ENGINEER TO REVIEW DETAILS OF CONSTRUCTION REQUIREMENTS.
- - - INV OUT 251.65 o ~ . ~ j I - ~ ~ r, 2. IF THE WETLAND HAS BEEN PREVIOUSLY ROUGH GRADED, REMOVE AND DISPOSE OF
' - SEDIMENT DEPOSITS. ~ ~ ~
~ S' DIA. STORM MH/JB B ~ ~ / ~ ~ _ _ I ~ ~ _ _ / ~ , L. TOP 249.00 \ - _ ARIABL~ W[DTH Rlt!ATE-_ - , = ~ ' 1 ~ 3. STRIP TOPSOIL AND DISPOSE OF OFFSITE OR STOCKPILE ONSITE FOR SUBSEQUENT 0 0 Z 0
z INV OUT 243.40 - ~ DRAINAGE EASEME T ' N - SCREENING AND PLACEMENT WITHIN CONSTRUCTED WETLAND. ONSITE STOCKPILE v v ® N
_ ~ a ~ - _ 1 , , SHALL BE ENCLOSED 8Y SILT FENCE. C d a w 33~~
~ ~ Ii ~ ( ~ ~ : I ' 4. ROUGH GRADE CONSTRUCTED WETLAND. ALL FILL PLACEMENT SHALL BE IN ~ ~ N
~ ~ RIP-RAP APRON ~I ~ j`~ - _ 2A:5,,. - ~ - ~ i~ ~ 2 ~ ~ - _ ~ ~ ~ ~ I i COMPLIANCE WITH THE SPECIFICATION IN THE CONSTRUCTION NOTES ON THIS SHEET. W W W aao
o - ~ ~ ~ ~ - 5. AFTER ROUGH GRADING WETLAND, BEGIN FINE GRADING TO CONSTRUCT FOREBAY,
> - - z Q CTE T T OUTLET AREA, SHALLOW WATER AREAS, AND SHALLOW LAND AREAS. LEAVE ALL O O AREAS BELOW ELEVATION 249.00 4" BELOW FINISHED GRADE SUCH THAT SCREENED, ~
Z LOOSE TOPSOIL CAN BE PLACED AND COMPACTED TO ACHIEVE FINAL GRADE. r r Q
w ° TIL ST TI TIL PI GRADING TOLERANCE FOR THE CONSTRUCTED WETLAND SHALL BE 0.10 FEET. r d
a SCALE: 1' = 30' SCALE: 1' = 30' 6. IN CONJUNCTION WITH GRADING, CONSTRUCT OUTLET STRUCTURES TO BRING IT INTO
0 260 ? Z6 COMPLIANCE WITH THESE PLANS, N r ~ 7. CALL SURVEYOR AND ENGINEER FOR ASBUILT SURVEY AND EVALUATION. m
z i EXISTING ; ' _ - - -:_GRADE
~ i ~ , - - 8. IF SURVEYOR AND ENGINEER DETERMINE THAT GRADING IS NOT IN COMPLIANCE WITH ~ ~ Z Z THESE DRAWINGS, MAKE CORRECTIONS AS REQUIRED BY THE ENGINEER. AND REPEAT q
? PLASTIC SOLUTIONS INC. PYD-60 _ 1.- _ STEP 8. OTHERWISE PROCEED TO STEP 10. ~ ~ Y
WITH ACCESS HATCH CENTERED ON ' ~ 10' WIDE BERM PROPOSED A ~ 9, UPON NOTIFICATION FROM THE ENGINEER THAT THE CONSTRUCTED WETLAND IS IN ~ ~ t1
o STEPS SECURED TO TOP OF MANHOLE (EL 250,00) GRADE i o : - - - - - rr r i ~ ~ i - - COMPLIANCE WITH THESE DRAWINGS, PROVIDE LANDSCAPING IN COMPLIANCE WITH aj
a I ~ I -Ii ~'i, it ,Ii I ~ ~ i ~ ~ I SEGMENTAL THE PLAN SHOWN ON THIS SHEET. IF TIMING IS SUCH THAT PLANTINGS WOULD O W W Q
1 Q' TOP OF~ BERM 11 ~ i ~ r~ I~ ~I! ' I~ ~ ; : i l- ~ - - - - - - - ~..~l_~ ~ VALVE STEM SECURED _._-I RETAINING m I ~ I ~ ~ ;a I~ I ~ TO SIDE OF MANHOLE ~ I ~ ~ I !WALL ' OCCUR IN SUMMER MONTHS, COORDINATE WITH THE ENGINEER AND THE LOCAL N F. MUNICIPALITY ABOUT DELAYING PLANTINGS UNTIL FALL OR EARLY WINTER FOR Q
EL 250.00 I ~ i ~ ~ _ I _ I i ~ 255 ~ ~ o ~ _ I 255 i 25 MAXIMUM SURVIVABILITY OF PLANTINGS.
i SHALLOW LAND ' SHALLOW LAND'. ! o o 10. SEED ALL DISTURBED AREAS PER THE SEEDING SCHEDULE SHOWN HEREON. ~ J a°i
T.P.E. 248.60 5,oa' EL 249.00 j ~ a z - o L._. _--DEEP POOL SHALLOW WATER. .__._DEEP POOL:
W 2' DIA ORIFICE ~ I 18"-36" ~ 3"-6" 18"-36" ' T,O.W a ~ P.P,E. 247.60 ~ ~ ~ 254.00 T,O,W II 11. CALL CITY OF RALEIGH EROSION CONTROL INSPECTOR FOR APPROVAL OF ~ 254.00 STABILIZATION. ~ z Z ~ W
a Y ~ INV 247.60 _ , _ _i.._ _ ' ~ ' . FOREBAY _ z STEP INSIDE ° ° ~ i ~ ~ I _
a OUTLET g MANHOLE ' 12. AFTER COMPLETING ALL PLANTINGS AND SEEDING, FERTILIZE ENTIRE WETLAND AS
12.. ~ _ - _ . STRUCTURE ~ - r RECOMMENDED BY USDA SOIL TESTING RECOMMENDATIONS. FERTILIZING SHALL ~ ' ~ OCCUR ONLY DURING THE FIRST YEAR, THEREAFTER NO FERTILIZING SHALL BE
w ~ ---e------------- - B ' -------a-------------e--___- , _ 4-_____ Q a ° a 4 Q o 6" PLUG VALVE SECURED ' r-- - _ _ - _ r- . - - ~ a ° ° 6 DIA OPENING ALLOWED,
a a ° a TO SIDE OF MANHOLE ~ n 4 ° a ° ; `
° o a Qa ~ 0 250 ~ 250 a ° a 36" RCP, v Q EL 244.60 I _ - 5 13. CONTRACTOR SHALL WATER NEW PLANT MATERIAL PLANTED IN THE CONSTRUCTED WETLAND DAILY UNTIL COMPLETION OF ALL OTHER SITE RELATED CONSTRUCTION.
a ° a PROVIDE IMPERMEABLE SOIL/CLAY/ ~ j w ° a ° ~ ° INV 243.40 ° ~ ~ ~ a a Q ° GEOMEMBRANE LINER WITH AN INFILTRATION I ( j AFTER THEFULL SCOPE OF THE CONTRACTOR'S WORK IS COMPLETED, IT SHALL BE THE OWNER'S RESPONSIBLITY TO WATER PLANTS DAILY UNTIL PLANTS HAVE BECOME o
W ~ a ° a ° a ° ~ RATE OF LESS THAN 0.01 IN/HR BENEATH - + - 1 - -T.P.E. 248.60 - g,O,W WELL ESTABLISHED AND WATERING IS NO LONGER NECESSARY. ~
° E ENTRE BOTTOM OF DEEP POOLS AND i ~ ~ - TH I a a ~ 249,00 z a ~ ° 15" BALLAST ° SHALLOW WATER AREAS TO SUSTAIN P.P.E. - i_- _ _ _ _ _ , _ _ - r-- - P.P.E 247.60. _ 249,00 ~
CONCRETE {PROVIDE 4" TOPSOIL ABOVE LINER) , ~ _ ~ I --r-- - - - .
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O i PROVIDE IMPERMEABLE SOIL/CLAY/ 410 A~clepas incamata Swam Mi 4" i~IN ~4" O.G, p
o - I GEOMEMBRANE LINER WITH AN s. Z let~and Native Plant Vendor L,sx fir North Ca~vlrna ~ ~ ~ ' a 7 - ' INFILTRATION RATE OF LESS THAN _ - EF 208 Eupatorium ~stutosurrt . Jt~ F'~te UVeed 4" M~1 36" O.G. ~
F i i ! iI _ ~~@d ~ ()~y~gjpn pf'~i ~ (~11~~I~1 0.01 IN/HR BENEATH THE ENTIRE i CG 410 Cfielone fabra White Tul#lehead 4@ MiN 24" O.C. ~ ~
~ I _ '~Q, ~~O$ , _ BOTTOM OF DEEP POOLS AND r - . E. - i , j ~ ' ~ SHALLOW WATER AREAS TO SUSTAIN , 'i - HA 4i0 HeHanttrus an ustifolius Swam Sun6ov~ 4k NIIN 24" O.G. I ~
o - ~ P.P.E. i i I , ' LC 612 Lobelia cardinatis Oardinal Fiower 4° M!N 1~" O.C. ® ¢ ~ &1 ?tex fabr~ lnlt 1 GAL M~ O.C. ~ ,
i (PROVIDE 4" TOPSOIL ABOVE LINER) - r -{----j--- ~ ma reeve www.ca ma reeve .wm ~ ~ ~
g ii2fi es Creak Road Bu vi@e G ~'t14 $~-682. ~ I Czr~inaNaf~+e1!lur~ary Pry . ~ ros__- -1471 w+t~:damlirrcn4tu~arsery_~om 240 I 1 ~ ! ~ 'I 'I 240 HP 61 I~ypedcum pnJr~ioum Shrl~bby St. Jahllswart 1 GAL M~ 5' O;G. ~
z Cedar iht Nursery and Garman Center i0o' mesa Loud S~iran oro NC 2~-3 wabrcedarpai~nurserycom ~ Cill (de Native PlantNursery' 621 Starbutst Cane Rale+gh NC 276Ct3 919.6625'x66 wwwwetland antnurse .eom ~ 81 !€ea ~irginica `5llrginia Sts~ire 1 GAL M~ 6' O.C. ~ ~ ~
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Cure Nurser' 8808utao R' a Road. Piitsbo NC 27312 9-5426186 www,curarturse .oam ~ arnam urssry _ ox eve www.elk-mourdaincwm RP S1 Rasa pat~rstris Swamp Rpse 1 GAL MpV A' O.C. ~ ~ = i 0
- Fem'Jetle Farms 1t)2QVItRnrerSt. 1Ndkesboto NC 28897 336.838.2495: NA J ~
w Gardens of the Blue Rid POBox 1Q 9058 Widit4w~ Ln Pineoia NC 28862 82$-733-2417. rdensofthsbluerid .com I W rowm i ut~ery 1 utphy oad NC 14.2 61 rorrin .n SCALE: 1' = 30° H ' 1 ° = 5'
~ Hangin Dog Uallay Nu; . 2800 ~1ing Sprngs Rd Murph NC 28908' 828.837-7921 NA ~ i
~ Ho an ursery Ba ma oad moat- C 7 +aww.hofimannurseryemn > LamtreeFa?m 2323GopelandRoad vttaarreasu~la N1? 28693' 336-3~r6144:vtww;fzmtreefarmnurserycom e
N Laurels 'n Nur 401 R al5tre~ otfNC 1 1 Hende Ile NIC 7 92.4012 NA d ~ I
McLamb Nurse Ine. 640 Greaf Road An ' r NG 27601 919-89#-37U9 NA a Wieadowtxook Nurse<i~iVA~-Du Navas 2Q55 Poll S Road trlarion C 287 828-738.831kt www vre~lu.com
w Mellow arsh arm 131 . oody .ore or Y C 42-1 www.melkrwmarshiarra.com ® `
~ N~cfte Gardmts 111"( pewson Rd Ctlap~ Hi6 NC 2751fi 919-96778 w+a~r tiicliega~lens.ean z 1dC Forest SeN~e 782 Clarid Nurse ::Rd. Go~bom NC 27530 919.731.7988 www.dfr.state.nc.us ,4~®°°a~ ~
I~ahtDeligMs Nursery 9241 Sauk Rd. Raters NC 27803 919-T72-4794 www-olantdeligfits-core m a i l
W Ra ird ursery 252 Col Te Road 252 Coll Road NC 216 919-853-2Ti6 wv~w.rarebednurse :com z earns -reek ursery, InC. ~ on!( o' qad ear e G ~ 3 wwwr.reemscraelr corn SEAL $ ,
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(il /QIIIGolfV#mMG IIWvb -f:oJ (-GTfv"u; ".p- w- 1 -1- Y Taybr's Nursery, lnc 37055 New em Ave: R ~ NC 761 919-231-6161 wwwAa rsnurso. nom ®C~) 029993
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z OUT R AT xx Carolina umeries a arc rmer 1 7 1 1 1 www.caroimanursenes.com
2 Woodanders Inc. 1128ColletonAve Aiken SG 29W1, 803-W-7522 www.woodlan s:not ®®®®®oC NQ ~V~®®®®®® PID ®0°®®e®aeeeo®®®
~ Bobtown Nurseiy 15212Gount GubRMd Metfa VA 23410 757-7878484 botvownnurse com ® U.
a Pinelands Ni rsery, Inc 8877 Ricbmond Road Toano VA 23168 80x667-2729 wm4 pinelandsnursary.coM m Rnrerbend Nurse 1295 Mt Elbert NW Riner VA 24149 540,763-3362 www.rwerbendnur .can SCALE IN FEET LLI I'll oll
o Vir inia Natures PU~Box D Hume I VA 12,2039-09031540-364-1665 o, 0 15 30 60 90 120 (A i
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