20030860 Ver 1_COMPLETE FILE_20030701

o?OF W A rF9QG
f
O "C
Mr. John Schrum
Duane K. Stewart and Associates
3715 University Drive
Durham, NC 27707
Dear Mr. Schrum:
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P. E. Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
December 22, 2003
RE: Division of Water Quality approval - Stormwater plans and Tar-Pamlico Riparian
Buffer Protection rules (15A NCAC 2B .0259)
Royal Home Fashions
DWQ # 01-1126 and 03-0807
Granville County
Staff of the Division of Water Quality have reviewed your plans for on-site stormwater
management for the Royal Home Fashions project in Granville County as revised on December
9, 2003 from the November 11, 2003 plans. The revised plans are hereby approved provided
they are constructed as designed and maintained properly. The other conditions of our October
31, 2001 approval are still in effect. This letter also serves to approve your application to impact
the Tar-Pamlico Riparian Buffer to construct this stormwater management plan.
Please contact me at 919-733-9646 if you have any questions.
S
Cc: Mr. Johnnie Hales; Royal Ho
File copy
Central files
tL214
hn Dorney
hions; 2102 Fay S eet; Durham, NC 27704
N. C. Division of Water Quality 1617 Mail Service Center Raleigh, North Carolina 27699-1617 [phone]
Customer Service
1-877-623-6748
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Amish.
r----- so
Duane K.5fewart
& ASSOCIATES, INC.

To: John Dorsey, F .E. FWftR f tt dphn Schrum
NC DWQ - 401 Wetlands
Certification Unit
Date: 12/9/2003
Project Name: Royal Home Fashions
Proiect #: 0907-02
? Express ? Pick-up
Fax # of Pages
Fax #
? For Your Use ? As Requested ? For Review & Comment
® For Approval ? Please Reply ? Other:
Item: Date Sets/Pages
Comment Response Letter 1
Drainaae Map 3
On-site Construction flans 3
d?
Comments:
- 1 ?
cc:
Duane K. Stewart & Associates, Inc.
Consulting Engineers
3715 University Drive, Durham NC 27707
[phone] fax [phone]
www.dkso-tsi.com
O,O d7
Letter of Transmittal
v
Duane K. Stewart
& A5SOCIATES, INC.
December 9, 2003
? f t
WETLAk1ng X401 OROUt ?
IJr` fa E'` ')
CONSULTING
ENGINEERS
John Dorney, P.E.
Supervisor
North Carolina Division of Water Quality
401 Wetlands Certification Unit
2321 Crabtree Boulevard
Raleigh, North Carolina 27604-2260
W*Et?'iuhL1 1 Y SECTION
I .,
Sun?,?
3715 University Drive
Durham, NC 27707
[phone]
fax [phone]
e-mail: [e-mail]
www dkso-tsi.com
Re: Royal Home Fashions
DWQ Project # 011126 and 030807
Granville County
Duane K. Stewart Job #: 0967-02
Dear Mr. Dorney,
Attached to this letter, please find revised construction plans and watershed map for
the Royal Home Fashions Level Spreader Design. Per your recommendations, the
layout of the level spreader has been modified.
Please don't hesitate to call me at [phone] should you have any further
questions.
Thanks,
Duane K. St art nd Associates
J n E. Schrum, P.E.
roject Engineer
attachments
Duane K.Stewart
& ASSOCIATES, INC.
Letter of Transmittal
To: John Dorney, P.E. From: John 5chrum
Company/Dept: NC DWQ - 401 Wetlande Via: US Mail Delivery
Certification Unit
Date: 11/14/2003
Project Name: Royal Home Faohiono
Project #: 0907-02
? For Your Use ? As Requested
® For Approval ? Please Reply
? Express ? Pick-up
Fax # of Pages
Fax #
? For Review & Comment
? Other:
Item: Date Sets/Pages
Comment Re5nonoc Letter 1
5tormwater Management Flan Narrative and Calculations 3
Graoo 5wale Operations and Maintenance Agreement 3
On-site Construction Flano 3
Comments:
WETLANDS 1401 GROUP
NOV X 4 2003
cc:
WATER QUALITY SECTION
V?) , 2'?
Duane K. Stewart & Associates, Inc.
Consulting Engineers
3715 University Drive, Durham NC 27707
[phone] fox [phone]
www.dkso-tsi.com
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Duane K. Stewart
& ASSOCIATES, INC.
CONSULTING
ENGINEERS

November 14, 2003
John Dorney, P.E.
Supervisor
North Carolina Division of Water Quality
401 Wetlands Certification Unit
2321 Crabtree Boulevard
Raleigh, North Carolina 27604-2260
Re: Royal Home Fashions
DWQ Project # 011126 and 030807
Granville County
Duane K. Stewart Job #: 0967-02
Dear Mr. Dorney,
A letter was received from your office dated October 23, 2003. This letter requests
additional information needed to complete the technical review process for the above
project. Each item from the request is listed below, with responses to each item in bold
and italicized.
1. Level Spreaders and Other Devices
As we discussed today, please submit plans for the remainder of the site. You
may provide diffuse flow through the buffers or an alternative nitrogen
removing and flow attenuating device such as grassed swales with check dams.
Four grass swales have been added to the stormwater management
plan to treat stormwater runoff from the majority of the remainder of
the site. Each grass swale is designed per guidelines described in
NCDENR's Best Management Practices (April, 1999). The North
Carolina Erosion and Sediment Control Planning and Design Manual
is also utilized to determine design dimensions of each grass Swale.
Check dams are proposed for each swale. These check dams will
further aid in attenuating flow and enhance sediment removal by
reducing velocities in the channels.
2. Drainage Plan
Please submit a drainage plan for the entire site.
The proposed grass swales will treat runoff from the portion of the site
that does not pass through the level spreader and discharge into the
buffer. Addition of the grass swales complete the stormwater
management plan for the project.
3715 University Drive
Durham, NC 27707
[phone]
fax [phone]
e-mail: [e-mail]
www.dksa-tsi.com
3. Worksheets

Worksheets for the grassed swales can be found at
http://h2o.enr.state.nc.us/ncwetlands/mitresto.html.
A worksheet for the design of each grass swale is included with the
narrative and grass swale design calculations.
4. Operation and Maintenance Agreement
An operation and maintenance agreement is required. An example operation
and maintenance plan can be found at
http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html. The operation and
maintenance agreement must also be signed by the responsible party and
notarized.
A signed and notarized operations and maintenance agreement geared
toward maintenance of the grass swales has been completed signed,
and notarized, and is included with this letter.
Please don't hesitate to call me at [phone] should you have any further
questions.
Thanks,
Duane K. Stuart and Associates
),L
hn E. Schrum, P.E.
Project Engineer
attachments
GRASS SWALE OPERATION AND MAINTENANCE AGREEMENT
ROYAL HOME FASHIONS
DWQ PROJECT # 030807
This Operations and Maintenance Agreement addresses the maintenance of Grass Swales #1, #2, #3, and #4 of
the Royal Home Fashions site. All aspects of the agreement apply to each swale unless otherwise stated. A copy
of the design plans should be kept with this Operations and Maintenance Agreement at all times in order that the
location of each grass swale is known.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
Inspect the grass swales for sediment accumulation, erosion, trash accumulation, vegetated cover, and
general condition. Remove any trash accumulation. Repair eroded areas as they are noted. Vegetative
cover (2 - 6-inches of grass) should be maintained in each swale at all times.
2. Inspect each rock check dam in each grass swale for sediment accumulation, clogging due to sediment
accumulation, and loss of rock. Instances of clogging should be repaired by removal of sediment and
washing the gravel and stone as necessary. Any sediment removed from the grass swales should be
disposed of in a landfill or other approved location. Riprap and/or gravel from the check dams should be
replaced in the event that a significant amount is lost.
3. Check all downstream inlets for obstruction and trash accumulation. Trash should be removed from all
inlets and catch basins as it accumulates.
4. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed. The grass in
each swale should be maintained between two and six inches. Grass in the swales should be maintained
below six-inches and should be mowed a minimum of twice annually.
Periodic Maintenance should be performed as follows:
5. Sediment accumulations in the grass swales should be removed yearly. Sediment must be properly
disposed in a landfill or other approved location. All swales and check dams should be returned to
original design dimensions at the time that sediment removal and check dam repair is performed.
6. All components of all grass swales shall be maintained in good working order.
Page 1 of 2
r
I acknowledge and agree by my signature below that I am responsible for the performance of the six maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the
systek or responsible party.
Print name: Johnnie Hales
Title
Address:
Phone: [phone]
Signature:
Date: 6)3
,f} a Notary Public for the State of 66
County of SS , do hereby certify that '?hnr?',e ? ?eS
personally appeared before me this day of Nn\je,,6?er >7 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official
seal,
SEAL
My commission expires
Page 2 of 2
GRASS SWALE OPERATION AND MAINTENANCE AGREEMENT
ROYAL HOME FASHIONS
DWQ PROJECT # 030807
This Operations and Maintenance Agreement addresses the maintenance of Grass Swales #1, #2, #3, and #4 of
the Royal Home Fashions site. All aspects of the agreement apply to each swale unless otherwise stated. A copy
of the design plans should be kept with this Operations and Maintenance Agreement at all times in order that the
location of each grass swale is known.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
1. Inspect the grass swales for sediment accumulation, erosion, trash accumulation, vegetated cover, and
general condition. Remove any trash accumulation. Repair eroded areas as they are noted. Vegetative
cover (2 - 6-inches of grass) should be maintained in each swale at all times.
2. Inspect each rock check dam in each grass swale for sediment accumulation, clogging due to sediment
accumulation, and loss of rock. Instances of clogging should be repaired by removal of sediment and
washing the gravel and stone as necessary. Any sediment removed from the grass swales should be
disposed of in a landfill or other approved location. Riprap and/or gravel from the check dams should be
replaced in the event that a significant amount is lost.
3. Check all downstream inlets for obstruction and trash accumulation. Trash should be removed from all
inlets and catch basins as it accumulates.
4. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed. The grass in
each swale should be maintained between two and six inches. Grass in the swales should be maintained
below six-inches and should be mowed a minimum of twice annually.
Periodic Maintenance should be performed as follows:
1
5. Sediment accumulations in the grass swales should be removed yearly. Sediment must be properly
disposed in a landfill or other approved location. All swales and check dams should be returned to
original design dimensions at the time that sediment removal and check dam repair is performed.
6. All components of all grass swales shall be maintained in good working order.
Page 1 of 2
I acknowledge and agree by my signature below that I am responsible for the performance of the six maintenance
procedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the
system or responsible party.
Print name: Johnnie Hales
Phone: [phone]
A . / _o_
Address
2
Date: UI - b - 03
a Notary Public for the State of ?b rt (i r o /; Ar, ,
County do hereby certify that phnn',e ?4at40
personally appeared before me this day of N,Aem er , _jLn3, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official
seal,

<
i

SEAL
My commission expires
1
Page 2 of 2
GRASS SWALE OPERATION AND MAINTENANCE AGREEMENT
ROYAL HOME FASHIONS
DWQ PROJECT # 030807
This Operations and Maintenance Agreement addresses the maintenance of Grass Swales #1, #2, #3, and #4 of
the Royal Home Fashions site. All aspects of the agreement apply to each swale unless otherwise stated. A copy
of the design plans should be kept with this Operations and Maintenance Agreement at all times in order that the
location of each grass swale is known.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
1. Inspect the grass swales for sediment accumulation, erosion, trash accumulation, vegetated cover, and
general condition. Remove any trash accumulation. Repair eroded areas as they are noted. Vegetative
cover (2 - 6-inches of grass) should be maintained in each swale at all times.
2. Inspect each rock check dam in each grass swale for sediment accumulation, clogging due to sediment
accumulation, and loss of rock. Instances of clogging should be repaired by removal of sediment and
washing the gravel and stone as necessary. Any sediment removed from the grass swales should be
disposed of in a landfill or other approved location. Riprap and/or gravel from the check dams should be
replaced in the event that a significant amount is lost.
3. Check all downstream inlets for obstruction and trash accumulation. Trash should be removed from all
inlets and catch basins as it accumulates.
4. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed. The grass in
each swale should be maintained between two and six inches. Grass in the swales should be maintained
below six-inches and should be mowed a minimum of twice annually.
Periodic Maintenance should be performed as follows:
Sediment accumulations in the grass swales should be removed yearly. Sediment must be properly
disposed in a landfill or other approved location. All swales and check dams should be returned to
original design dimensions at the time that sediment removal and check dam repair is performed.

6. All components of all grass swales shall be maintained in good working order.
Page 1 of 2
I acknowledge and agree by my signature below that I am responsible for the performance of the six maintenance
Orocedures listed above. I agree to notify DWQ of any problems with the system or prior to any changes to the
system or responsible party.
Print name: Johnnie Hales
Title
Address:
Phone: [phone]
Date: UI/- b- 03
a Notary Public for the State of
County of r? , do hereby certify that hnr?',e J- a ?eS
personally appeared before me this day of is ?,. ,\6pr , 'bb3, and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and official
seal,

::
;7

SEAL
My commission expires
1
Page 2 of 2
Duane K. Stewart
& ASSOCIATES, INC.
CONSULTING
E N G I N E E R S
Civil • Sanllary
Environmental
Planning • Design
Survey
Royal Home Fashions
Grass Swale Design
DWQ Project #: 011126 and 030807
Duane K. Stewart Job #: 0967-02
C. A
i _ 03 a va3
Site Location
Oxford Loop Road
Granville County, North Carolina
Prepared By
Duane K. Stewart & Associates, Inc.
3715 University Drive
Durham, North Carolina 27707
Engineer
John E. Schrum, P.E.
DATE: November 3, 2003
3715 University Drive
Durham, NC 27707
[phone]
fax [phone]
e-mail: [e-mail]
www.dksa-tsi.com
?LFj?Np
41011 cR
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?9rF'?Q <'00.?
Fc70*
ROYAL HOME FASHIONS
Grass Swale Design
DWQ Project # 011126 and 030807
General Description
Royal Home Fashions is a distribution center consisting of warehouse buildings and
associated access roads, parking and utilities. The site consists of 30.38-acres and is
located on the east side of Oxford Loop road, approximately 0.25 miles north of Highway
158. The property is located in the Tar-Pamlico River basin, and the owner of the
property has applied for a permit to fill 0.31 acre of jurisdictional wetlands. This
narrative and accompanying calculations describe the design of grass swales, which will
be utilized to treat nitrogen and attenuate flows from stormwater runoff.
Grass Swale Design
Stormwater treatment is required at all drainage points leaving the property. Four grass
swales are proposed to treat the stormwater runoff from portions of the site that don't
drain through the proposed level spreader system. These grass swales, known as Grass
Swales #1, #2, #3 and #4 are designed per NCDENR Best Management Practices (BMP,
April, 1999).
Grass Swale #1 is located along the southern side of the property. This swale treats 3.41
acres of area and will be 360-feet in length. Proposed side slopes of the swale are 5:1
(H:V) and the depth of the proposed swale is 1.5'. The design depth of 1.5 feet is based
upon the depth of flow resulting from the 10-year storm event, which is 1.0-feet. The 5:1
side slopes will serve to reduce the velocity of flow resulting from the 2-year storm event
to 2.0 fps as required by the BMP Manual.
Grass Swale #2 will be 120 linear feet and have a drainage area of 0.88-acres. This swale
has 3:1 (H:V) side slopes, which is the minimum allowable per the BMP Manual. The
velocity of flow resulting from the 2-year storm event is 2.0 fps and the velocity of flow
resulting from the 10-year storm event is 2.2 fps. Depth of the proposed channel is 1.0-
feet, which is based upon a depth of 0.84-feet in the peak flow resulting from the 10-year
storm event.
Grass Swale #3 is proposed to be 260 linear feet with a drainage area of 2.42-acres.
Swale #3 has 7:1 (H:V) side slopes, which serves to reduce the channel velocity in the
peak flow resulting from the 2-year storm event to 2.0 fps. The channel velocity in the
peak flow resulting from the 10-year storm event is 2.2 fps, and the channel depth of
0.98-feet. The swale will therefore be 1-feet deep with a 14-foot top width.
Grass Swale #4 drains a total of 0.24-acres and is proposed to be 80 linear feet. This
channel also has 3:1 (H:V) side slopes and a depth of 1-feet. Velocity in the swale in the
peak flow resulting from the 2-year storm event is 1.0 fps. Depth of flow in the peak
flow resulting from the 10-year storm event is 0.62-feet and the channel velocity is 1.1
fps.
Each channel will additionally contain rock check dams to further attenuate flow and will
be lined with curled wood mat to minimize the potential for erosion during the time that
vegetation is being established. Curled wood mat was selected based upon determination
of the shear stress in the channel resulting from the peak flow of the 2-year storm event.
Shear stress was determined and then a material was chosen, which would appropriately
resist the calculated shear stress. Note that the temporary liner chosen was based upon
the liner required in the channel containing the highest shear stress. This was done for
economic reasons, as it is usually less expensive for a contractor to purchase a number of
rolls of one consistent material rather than to purchase rolls of multiple materials and
have excess of each left over.
Design Methodology
• Time of Concentration is determined using SCS TR55 segmental approach. Time
of Concentration was only calculated for Grass Swale #1 due to the size of its
drainage area. Grass Swales #2, #3, and #4 had smaller drainage areas and/or a
large amount of impervious cover, and the time of concentration was therefore
assumed to be the minimum 5-minutes.
• Rainfall is based upon the equation In = g„/(hr, + T j
where In is the rainfall rate for the rainfall having a return period
of `n' (inches/hour)
gr, and h„ are statistical multipliers based upon geographic
location
and T, is the time of concentration.
• Flows are calculated using the Rational Method. This method utilizes the
equation Q„ = CInA
where Q„ is the flowrate having a return period `n' (cfs)
C is the composite Rational `C' for the drainage basin
In is the rainfall intensity as described above (in/hr)
and A is the drainage area (acres)
• Dimensions of the grass swales including longitudinal slope, side slopes, depth
and vegetative cover are based upon guidelines as described in NCDENR Best
Management Practices (April, 1999).
• The grass swales were further designed using NC DENR Land Resources
Division "North Carolina Erosion and Sediment Control Planning and Design"
(December, 1993). Determination of Manning's `n' values for vegetative cover
was utilized from Section 8.05.7. This section contains a chart based upon
vegetative cover verses velocity*hydraulic radius for vegetation of different types
and heights. The curve chosen for design of the grass swales was Curve `D',
which is the curve utilized for grasses having a height of 2 to 6-inches. The grass
in the proposed swales is to be kept to no higher than 6-inches by mowing, so this
curve is appropriate.
The relationship for Curve `D' is input into a chart in Microsoft Excel and
graphed using a log-log graph. A polynomial equation is then fit to this graph.
The equation for Curve `D' then becomes Log (VR) = 0.1217(Log(Manning's
`n')2 - 0.39(Log(Manning's `n')) - 1.2195.
where VR is the channel velocity*hydraulic radius
Manning's `n' is the resulting Manning's `n' value.
A design spreadsheet is then created wherein the flow rate calculation and channel
design dimensions are input into the spreadsheet. An assumed Manning's `n'
value is then entered. From the Manning's `n' value, Qn/1.49s1i2 is calculated.
The depth value is then adjusted until Qn/1.49s1/2 matches the AR 2/3 below. A
new calculated Manning's `n' value is then reported by the equation for
Manning's `n' verses VR as described above. The original estimated Manning's
`n' value is then adjusted to match the calculated value and the depth is then
adjusted such that AR2i3 matches Qn/1.49s1/2. This process is repeated for the 2-
and 10-year storm event until such time as the `guesses' Manning's `n' matches
the calculated Manning's `n' and the Qn/1.49s1/2 matches the resulting AR2i3. In
this manner, the depth of flow, Manning's `n' value, and channel velocity are all
`double-iterated' for a unique solution.
In the design process, the longitudinal slope of the channel is designed to match
grades to the extent possible. The cross-sectional slope in the channel is varied
from 3:1 (H:V) until the channel velocity is equal to or less than 2.0 fps in the
peak flow resulting from the 2-year storm event and non-erosive in the peak flow
resulting from the 10-year storm event. The design depth of the channel is also
determined based upon results of the channel modeling in the peak flow resulting
from the 10-year storm event.
Design of the temporary liner is conducted in a similar manner. The Manning's
`n' value is considered to be the Manning's `n' value for bare soil, which is 0.023
for bare soil with a depth of flow less than 0.5-feet and is 0.02 with a depth of
flow greater than 0.50-feet. Knowing the Manning's `n' value, it is then only
necessary to balance Qn/1.49s1/2 with AR 213 by varying the depth of flow in the
channel until the values match.
The spreadsheet then reports the design dimensions of the proposed grass Swale
including longitudinal slope, side slopes, channel depth, channel top width,
minimum length and temporary liner.
G tw SwAcd *'L
DWQ Project No. 0111;2_0 AND 03080Z
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please
Project Name : Pio yAL Norm
Contact Person: T. hK 6. S e NA UM P. 6. Phone Number: (9 ?9) 4 90 - OR99
Swale ID: $t-._
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
3,60 ft.
3.41 ac.
O. $ ac.
a2.0 fps
a . 3 fps
5:1 ratio
0.0.1. fvft
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Vegetation Plan provided on plans
The underlying soils are permeable
Swale carries only stormwater flow
and non-compacted
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
the following information):
Grass Swale Design
Swale #I
1. Determine 2- and 10 year peak flow to swale:
-Use Rational Method: % = CI„A, where n is the return period of interest.
A. Drainage Area and Rational 'C' Information
Area Rational'C'
Im ervous = 0.95 0.95
O n = 1.54 0.55
Wooded = 0.92 0.44
Total Area = 3.41
CompositeRational'C'= 0.63
B. Intensity Duration Frequent Inputs and Rainfall Intensity.
Time of Concentration = 14.95 minutes (See SCS TR55 Calculation)
Return Period
2-Years 10-Years
= 132 195
h = 18 22
Rainfall Intensity:
IZ = 4.01 in/hr
I10= 5.28 in/hr
* 1" = g"/(h„ + T.)
C. Peak Flow Results
Peak Flowrates:
% = 8.63 cfs
Q. = 11.37 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.02 Wit (between 0.02 and 0.04 ft/ft)
Sideslopes = 5.0 :1 (3:1 H:V, max)
Min. Channel Length = 341.0 ft (100 ft/acre, min)
B. 2-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until AR L3 (Column 4) matches
QW1.49s 112 (Column 2). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 1). Repeat entry of depth ( Column 3), until AR M (Column 4) matches Qn/1.49s 12
(Column 2). Repeat process until both Manning's 'n' values match (Column I and 10) and Qn/1.49s ra matches AR 20
(Columns 2 and 4).
Column
(1) Assumed Mannings W= 0.0626
(2) Qn/l.49s" = 2.564
(3) depth = 0.9303
(4) AR 2/3 = 2.564
(5) A = 4.33
(6) P = 9.49
(7) R = 0.456
(8) V = 2.0
(9) VR= 0.91
(10) CalculatedManning's'n'= 0.0626
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
NOTE: Adjust this value until it matches Manning's W, below (Column 10).
ft. (Adjust this value until Qn/1.49s1a, above = AR23, below)
ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass swale)
ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2+d2))
ft (Hydraulic Radius, R = A/P)
fps OK
Note: Manning's'n' calculation is based upon the equation
n'= 10^((0.1217*(LOG(VR)^2))-0.39*(LOG(VR))-1.2195), which is based
upon 'Curve D'(2" to 6" vegetation), page 8.05.7 of the Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
C. 10-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (I1). Adjust depth (Column 13) until AR " (Column 14) matches
Pagel of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #1
QW1.49s 12 (Column 12). A new Manning's n' will be automatically calculated in Column 20. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 11). Repeat entry ofdepth (Column 13), until AR L3 (Column 14) matches Qn11.49s'11
(Column 12). Repeat process until both Manning's 'n'values match (Column 11 and 20) and Qn/1.49s la matches AR 213
(Columns 12 and 14).
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
Assumed Mannings'n' = 0.0579
Qn/1.49sia = 3.124
d= 1.0018
AR 2/3 = 3.124
A = 5.02
P = 10.22
R = 0.491
NOTE: Adjust this value until it matches Manning's'n' below.
ft. (Adjust this value until Qn/1.49sia, above = AR 213, below)
ft2
ft
ft
V = 2.3 fps OK
VR = 1.11
Calculated Manning's'n' = 0.0579
D. Use Tractive Force Procedure to Determine Temporary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
From Item A, Above:
Longitudinal Slope = 0.02 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 5.0 :1 (3:1 H:V, max)
Choose Manning's 'n' value of 0.023 or 0.02 (Column 21). Adjust d (Column 13) until AR 213 (Column 24) matches Qn/l.49s in.
(Column 22). Ifd < 0.5 feet, Manning's n'should be 0.013, ifd > 0.5 feet, Manning's h'should be 0.02. IfManning's 'n'
doesn't conform to correct 'd' (Column 13), adjust Manning's 'Wand repeat iteration. Use liner specified in Column 16, which
will be automatically selected as long as Shear Stress is less than 1.0 lb/ft' .
Column
(21) Assumed Mannings n' = 0.020 NOTE: Manning's 'n' = 0.023 for d < 0.5 ft, Mannings n' = 0.02 for d > 0.5 ft.
(22)
(23)
(24)
(25)
(26)
Qn/1.49s12 = 0.819
d= 0.6065 ft. (Adjust this value until Qn/1.49s1n, above = AR"', below )
ARn'= 0.819
Shear Stress = 0.757 lb/ft'
Liner to Use = Double Fiberglass Roving Note: Liner selection is from Table 8.05g, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993
F Ph on nnl rlncian Ilimoncinnc
Lon itudinal Slope = 0.02 ftift
Sideslo s = 5:1 H:V
Depth = 1.5 ft
To Width = 15 ft
Minimum Length = 341.0 ft
Liner to Use = ,Double Fiberglass Roving
Page 2 of 2 Duane K. Stewart and Associates, Inc.
SCS TR55 Time of Concentration Calculation - Grass Swale #1
To Grass Swale # 1
S
Sheet Flow
Travel Time = 9.19
Flow Length =
Slope =
(2-Year, 24-hour) =
Manning's 'n' _

minutes
ft
ft/ft
inches
(from below)
Surface Description n
Smooth Surfaces 0.011
Fallow (no residue) 0.050
Cultivated Soils
Residue Cover < 20% 0.06
Residue Cover > 20% 0.17
Grass
Short ass Prairie 0.15
Dense Grasses 0.24
Bermuda Grass 0.41
Range (natural) 0.13
Woods
Light Underbrush 0.40
Heavy Underbrush 0.80
PRE-DEVELOPMENT
Total Travel Time = 14.95 min
SCS Lag = 8.97 min
Bement #i Seement #2
Shallow Concentrated Flow
Travel Time = 2.50 minutes
Flow Length = ft
Slope = ft/ft
16.1345
Average Velocity= 2.98 ft/sec
John E. Schrum, P.E.
Created: 08/18/03
Seement #3
Channel Flow
Travel Time = 3.26 minutes
Flow Length = M ft
Slope = ft/ft
Channel Area = ft2 (Assume P x 0.5' square channel)
tted Perimeter = ft (Assume P x 0.5' square channel)
draulic Radius = 0.46 ft
Manning's 'n'= -(Assume grass channel)
rage Velocity = 1.99 ft/sec
Duane IC Stewart and Associates
We
Hy
Ave
G[AS5 .5wPf r.£ *a-L
DWQ Project No. 01112(, A14P 03090Z
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name
O
Contact Person: T 14 '1 E SLLRuM%, P. Phone Number: (91 -0.2f9
Swale ID: 4'
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
1.10 ft.
0.88 ac.
0. *S ac.
07.0 fps
IQ. 1z fps
3-1 ratio
O, 021 fvft
TAu. fks GyL
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
'??_Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Grass Swale Design
Swale #2
1. Determine 2- and 10 year peak flow to swale:
-Use Rational Method: % = CI"A, where n is the return period of interest.
A. Drainage Area and Rational ICI Information
Area Rational'C'
Im rvous = 0.43 0.95
n = 0.45 0.55
Wooded = 0.00 0.44
Total Area = 0.88
Composite Rational 'C' = 0.75
B. Intensity Duration Frequency Inputs and Rainfall Intensity.
Time of Concentration = 5.0 minutes (min T,)
Return Period
2-Years 10-Years
I 9= 132 195
h = 18 22
Rainfall Intensity:
I2 = 5.74 in/hr
to = 7.22 in/hr
* 1„ = s./(ho + T?)
C. Peak Flow Results
Peak Flowrates:
Q: = 3.76 cfs
Qtu = 4.74 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.03 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 3.0 :l (3:1 H:V, max)
Min. Channel Length = 88.0 ft (100 ft/acre, min)
B. 2-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until ARL3 (Column 4) matches
Qn/1.49s 12 (Column 2). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning 's 'n' (Column 1). Repeat entry of depth (Column 3), until AR L3 (Column 4) matches Qn/1.49s 1/2
(Column 2). Repeat process until both Manning's 'n' values match (Column I and 10) and Qn11.49s 112 matches ARL3
(Columns 2 and 4).
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
Column
(1) Assumed Mannings'n' = 0.0681 NOTE: Adjust this value until it matches Manning's'n', below (Column 10).
(2) Qn/1.49s1/2 = 0.993
(3) depth = 0.793 ft. (Adjust this value until Qn/1.49s1/2, above = AR213, below )
(4) AR 2/3 = 0.983
(5) A = 1.89 ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass Swale)
(6) P = 5.02 ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2+d2))
(7) R = 0.376 ft (Hydraulic Radius, R = A/P)
(8) V = 2.0 fps OK
(9) VR= 0.74
(10) Calculated Manning's'n' = 0.0681 Note: Manning's'n' calculation is based upon the equation
n'= 10^((0.1217*(I.OG(VR)^2))-0.39*(LOG(VR))-1.2195), which is based
upon'Curve D'(2" to 6" vegetation), page 8.05.7 ofthe Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
Pagel of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #2
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
C. 10-Year Storm Depth and Manning's W
Enter an Assumed Manning's 'n' value in Column (11). Adjust depth (Column 13) until AR 29 (Column 14) matches
Qn11.49s 12 (Column 12). A new Manning's 'n' will be automatically calculated in Column 20. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 1 l). Repeat entry of depth (Column 13), until AR 213 (Column 14) matches Qn11.49s 12
(Column 12). Repeat process until both Manning's 'n' values match (Column 11 and 20) and Qn/1.49s 12 matches AR N
(Columns 12 and 14).
(11) Assumed Mannings'n' = 0.0633 NOTE: Adjust this value until it matches Manning's'n' below.
(12) Qn/1.49s"2= 1.162
(13) d= 0.8442 ft. (Adjust this value until Qn/1.49s1/2, above = AR2 3, below)
(14) AR 2/3 = 1.162
(15) A = 2.14 ft2
(16) P = 5.34 ft
(17) R = 0.400 ft
(18) V = 2.2 fps OK
(19) VR = 0.89
(20) Calculated Manning's'n' = 0.0633
D. Use Tractive Force Procedure to Determine Temporary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
From Item A, Above:
Longitudinal Slope = 0.03 11/11 (between 0.02 and 0.04 11/11)
Sideslopes = 3.0 :1 (3:1 H:V, max)
Choose Manning's 'n' value of 0.023 or 0.02 (Column 21). Adjust d (Column 23) until AR 213 (Column 24) matches Qn/1.49s `
(Column 22). Ifd < 0.5 feet, Manning's 'n'should be 0.023, ifd > 0.5 feet, Manning's 'n'should be 0.02. IfManning's 'n'
doesn't conform to correct 'd' (Column 23), adjust Manning's 'Wand repeat iteration. Use liner specified in Column 26, which
will be automatically selected as long as Shear Stress is less than 2.0lb/ft 2.
Column
(21) Assumed Mannings 'n' = 0.020 NOTE: Manning's 'n' = 0.023 for d < 0.5 ft, Mannings W= 0.02 for d > 0.5 ft.
(22) Qn/1.49s112= 0.292
(23) d= 0.503 ft. (Adjust this value until Qn/1.49s1/2, above = AR2/3, below)
(24) AR 213 = 0.292
(25) Shear Stress = 0.942 Ib/112
(26) Liner to Use = Straw with Net Note: Liner selection is from Table 8.05g, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993
F f'h-A tUd - 1)imand-
Lon itudinal Slope = 0.03 ft/ft
Sideslopes = 3:1 H:V
Depth = 1 ft
To Width = 6 ft
Minimum Length = 88.0 ft
Liner to Use = Straw with Net
Page 2 of 2 Duane K. Stewart and Associates, Inc.
GRASS 5wAx :W 3
DWQ Project No. 01IIAL AN D O 3 D 8U:iL-
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : A6 y A L "6*AV FilsQ061t
Contact Person: T.w4 E, $rAcuM, J?, a. Phone Number:
Swale ID:
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
v6 0 ft.
a. 9A ac.
/ . 85 ac.
2.0 fps
01,R- fps
74 ratio
0. 002 fvft
1-Au-FE.fGU?
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Vegetation Plan provided on plans
W&O The underlying soils are permeable and non-compacted
"AFd Swale carries only stormwater flow
P Water table depth is greater than 1 foot
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
Zt The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
a annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Grass Swale Design
Swale #3
1. Determine 2- and 10 year peak flow to swale:
-Use Rational Method: Q. = CI"A, where n is the return period of interest.
A. Drainage Area and Rational IC' Information
Area Rationai'C'
Im ervous = 1.85 0.95
n = 0.57 0.55
Wooded= 0.00 0.44
Total Area = 2.42
Composite Rational 'C'= 0.86
B. Intensity Duration Frequent inputs said Rainfall Intensity.
Time of Concentration = 5.0 minutes (min TJ
Return Period
2-Years 10-Years
132 195
h = 18 22
Rainfall Intensity,
I2 = 5.74 in/hr
Iiu= 7.22 in/hr
* 1„ = go/(h„ + T.)
C. Peak Flow Results
Peak Flowrates:
%= 11.89 Ica
Q10 = 14.96 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.020 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 7.0 :1 (3:1 H:V, max)
Min. Channel Length = 242.0 ft (100 ft/acre, min)
B. 2-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until AR 213 (Column 4) matches
Qn11.49s La (Column 2). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 1). Repeat entry of depth (Column 3), until AR L3 (Column 4) matches Qn11.49s 1!2
(Column 2). Repeat process until both Manning's 'n' values match (Column 1 and 10) and Qn11.49s 112 matches AR 2n
(Columns 2 and 4).
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
Column
(1) Assumed Mannings'n' = 0.0626 NOTE: Adjust this value until it matches Manning's V, below (Column 10).
(2) Qn/1.49s"2= 3.531
(3) depth = 0.9224 ft. (Adjust this value until Qn/1.49s't2, above = AR2n, below)
(4) AR2/3= 3.531
(5) A = 5.96 ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass Swale)
(6) P = 13.04 ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2+d2))
(7) R = 0.457 ft (Hydraulic Radius, R = A/P)
(8) V = 2.0 fps OK
(9) VR = 0.91
(10) Calculated Manning's'n' = 0.0626 Note: Manning's'n' calculation is based upon the equation
n'= 10^((0.1217*(LOG(VR)^2))-0.39*(LOG(VR))-1.2195), which is based
upon 'Curve D'(2" to 6" vegetation), page 8.05.7 of the Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
C. 10-Year Storm Depth and Manning's'n'
Page 1 of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #3
Enter an Assumed Manning's 'n' value in Column (11). Adjust depth (Column 13) until AR 2I3 (Column 14) matches
QW1.49s 112 (Column 12). A new Manning's 'n' will be automatically calculated in Column 20. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column / /). Repeat entry of depth (Column 13), until AR vJ (Column 14) matches Qn11.49s
(Column 12). Repeat process until both Manning's 'n' values match (Column / 1 and 20) and Qn11.49s 12 matches AR 2/3
(Columns 12 and 14).
(11)
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
Assumed Mannings'n' = 0.0586
Qn/1.49s"Z= 4.160
d= 0.98085
AR 2/3 = 4.160
A = 6.73
P = 13.87
R = 0.485
NOTE: Adjust this value until it matches Manning's'n' below.
ft. (Adjust this value until Qn/1.49s112, above = ARL3, below)
ftZ
ft
ft
V = 2.2 fps OK
VR= 1.08
Calculated Manning's'n'= 0.0586
D. Use Tractive Force Procedure to Determine Temporary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
From Item A, Above:
Longitudinal Slope = 0.020 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 7.0 :l (3:1 H:V, max)
Choose Manning's 'n' value of 0.023 or 0.02 (Column 21). Adjust d (Column 23) until AR Z" (Column 24) matches Qnll.49s 111
(Column 22). If d < 0.5 feet, Manning's 'n'should be a023, if d > 0.5 feet, Manning's 'n'should be 0.02. If Manning's 'n'
doesn't conform to correct d' (Column 13), adjust Manning's 'n' and repeat iteration. Use liner specified in Column 26, which
will be automatically selected as long as Shear Stress is less than 2.016/ft `.
Column
(21)
(22)
(23)
(24)
(25)
(26)
Assumed Mannings 'n' = 0.020 NOTE: Mannines n' = 0.023 for d < 0.5 ft, Mannings 'n' = 0.02 for d > 0.5 ft.
Qn/1.49s"Z= 1.128
d= 0.6012 ft. (Adjust this value until Qn/1.49s"Z, above = AR", below )
AR"3= 1.128
Shear Stress = 0.750 Ib/ftZ
Liner to Use = Double Fiberglass Roving Note: Liner selection is from Table 8.05g, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993
V !`I.---- I n-1- rlimnnainne
Loo itudinal Slo = 0.02 ft/ft
Sideslo s = 7:1 H:V
Depth = 1 ft
To Width = 14 ft
Minimum Length = 242.0 ft
Liner to Use = Double Fiberglass Roving
Page 2 of 2 Duane K. Stewart and Associates, Inc.

DWQ Project No. 01112k AND D h B hl
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : RbYMt 14001G rASA111691
Contact Person: -Ts u N e. Scs vey _ Phone Number:
Swale ID: --Rq_
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
$ ? ft.
ac.
ac.
/. D fps
/. ! fps
3 : 1 ratio
fUft
0.0;t9
?.,.,- FESW?
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Vegetation Plan provided on plans
The underlying soils are permeable
Swale carries only stormwater flow
'jig J- Water table depth is greater than 1
Plan details for the swale provided
and non-compacted
foot
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Grass Swale Design
Swale #4
1. Determine 2- and 10 year peak flow to swale:
-Use Rational Method: Q. = CI„A, where n is the return period of interest.
A. Drainage Area and Rational 'C' Information
Area Rational 'C'
Im rvous = 0.13 0.95
Open - 0.11 0.55
Wooded = 0.00 0.44
Total Area = 0.24
CompositeRational'C'= 0.77
B. Intensity Duration Frequent Inputs and Rainfall Intensity.
Time of Concentration = 5.0 minutes (min TJ
Return Period
2-Years 10-Years
- 132 195
h = 18 22
Rainfall Intensi :*
IZ = 5.74 in/hr
Iiu= 7.22 in/hr
* to = 6"/(ho + TJ
C. Peak Flow Results
Peak Flowrates:
%= 1.06 cfs
Qtu = 1.33 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.029 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 3.0 :1 (3:1 H:V, max)
Min. Channel Length = 24.0 ft (100 ft/acre, min)
B. 2-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until AR 21 (Column 4) matches
Qn/1.49s 12 (Column 2). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 1). Repeat entry of depth ( Column 3), until AR L3 (Column 4) matches Qn11.49s t2
(Column 2). Repeat process until both Manning's 'n' values match (Column I and 10) and Qn/1.49s 1/3 matches AR 3/3
(Columns 2 and 4).
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
Column
(1) Assumed Mannings 'n' = 0.1075 NOTE: Adjust this value until it matches Manning's'n', below (Column 10).
(2) Qn/1.49s12= 0.447
(3) depth = 0.5899 ft. (Adjust this value until Qn/1.49s't2, above = AR2 3, below )
(4) ARC = 0.447
(5) A = 1.04 ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass swale)
(6) P = 3.73 ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2 +d2))
(7) R = 0.280 ft (Hydraulic Radius, R = A/P)
(8) V = 1.0 fps OK
(9) VR = 0.28
(10) Calculated Manning's'n' = 0.1075 Note: Manning's'n' calculation is based upon the equation
n'= 10^((0.1217*(LOG(VR)^2))-0.39*(LOG(VR))-1.2195), which is based
upon 'Curve D'(2" to 6" vegetation), page 8.05.7 of the Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
Paget of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #4
C. 10-Year Storm Depth and Manning's W
Enter an Assumed Manning's 'n' value in Column (/1). Adjust depth (Column 13) until AR 213 (Column 14) matches
Qn/1.49s 211 (Column 11). A new Manning's 'n' will be automatically calculated in Column 20. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 11). Repeat entry of depth (Column 13), until AR z3 (Column 14) matches Qn11.49s 2R
(Column 12). Repeat process until both Manning's 'n' values match (Column I I and 20) and Qn/1.49s 12 matches AR 213
(Columns 12 and 14).
(I1) AssumedMannings'n'= 0.0980
(12) Qn/1.49s112= 0.513
(13) d= 0.6213
(14) AR213= 0.513
(15) A = 1.16
(16) P = 3.93
(17) R = 0.295
NOTE: Adjust this value until it matches Manning's'n' below.
ft. (Adjust this value until Qn/1.49s112, above = AR 13, below)
ft2
ft
ft
(18) V = 1.1 fps OK
(19) VR= 0.34
(20) Calculated Manning's n' = 0.0980
D. Use Tractive Force Procedure to Determine Temporary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
From Item A, Above:
Longitudinal Slope = 0.029 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 3.0 :1 (3:1 H:V, max)
Choose Manning's 'n' value of 0.013 or 0.02 (Column 21). Adjust d (Column 23) until AR 213 (Column 24) matches Qn/1.49s 222
(Column 21). Ifd < 0.5 feet, Manning's 'n'should be 0.023, ifd > 0.5 feet, Manning's 'n'should be 0.02. IfManning's 'n'
doesn't conform to correct 'd' (Column 23), adjust Manning's 'Wand repeat iteration. Use liner specified in Column 26, which
will be automatically selected as long as Shear Stress is less than 2.0 lb/ft 2.
Column
(21)
(22)
(23)
(24)
(25)
(26)
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
Assumed Mannings n' = 0.023 NOTE: Manning's 'n' = 0.023 for d < 0.5 ft, Mannings n' = 0.02 for d > 0.5 ft.
Qn/1.49s112 = 0.096
d= 0.331 ft. (Adjust this value until Qn/1.49s"', above = AR2i3, below)
AR2 3 = 0.096
Shear Stress = 0.599 lb/ft2
Liner to Use = Single Fiberglass Roving Note: Liner selection is from Table 8.05g, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993
V !`I.-A 11-I... Tt.nnnctnnc
Longitudinal Slope = 0.029 ft/ft
Sideslo s = 3:1 H:V
Depth - I ft
To Width = 6 ft
Minimum Length = 24.0 ft
Liner to Use = Single Fiberglass Roving
Page 2 of 2 Duane K. Stewart and Associates, Inc.
DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person: Phone Number: ( )
Swale ID:
Grass Swale Length ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area ac. (on-site and off-site drainage to the swale)
Impervious Area ac. (on-site and off-site drainage to the swale)
Max. Velocity from 2 Yr. Storm fps (2 fps max.)
Max. Velocity from 10 Yr. Storm fps
Min. side slopes ratio (3:1 min.)
Steepest Effective Slope Rift (check dams may be used)
Cover Crop
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. if a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
01
Duane K. Stewart
& ASSOCIATES, INC.
CONSULTING
ENGINEERS
Civil • Sanitary
Environmental
Planning • Design
Survey
Royal Home Fashions
Grass Swale Design
DWQ Project M 011126 and 030807
Duane K. Stewart Job #: 0967-02
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3715 University Drive
Durham, NC 27707
[phone]
fax [phone]
e-mail: [e-mail]
www.dksa-tsi.com
Site Location
Oxford Loop Road
Granville County, North Carolina
Prepared By
Duane K. Stewart & Associates, Inc.
3715 University Drive
Durham, North Carolina 27707
Engineer
John E. Schrum, P.E.
DATE: November 3, 2003
G
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ROYAL HOME FASHIONS
Grass Swale Design
DWQ Project # 011126 and 030807
General Description
Royal Home Fashions is a distribution center consisting of warehouse buildings and
associated access roads, parking and utilities. The site consists of 30.38-acres and is
located on the east side of Oxford Loop road, approximately 0.25 miles north of Highway
158. The property is located in the Tar-Pamlico River basin, and the owner of the
property has applied for a permit to fill 0.31 acre of jurisdictional wetlands. This
narrative and accompanying calculations describe the design of grass swales, which will
be utilized to treat nitrogen and attenuate flows from stormwater runoff.
Grass Swale Design
Stormwater treatment is required at all drainage points leaving the property. Four grass
swales are proposed to treat the stormwater runoff from portions of the site that don't
drain through the proposed level spreader system. These grass swales, known as Grass
Swales #1, #2, #3 and #4 are designed per NCDENR Best Management Practices (BMP,
April, 1999).
Grass Swale #1 is located along the southern side of the property. This swale treats 3.41
acres of area and will be 360-feet in length. Proposed side slopes of the swale are 5:1
(H:V) and the depth of the proposed swale is 1.5. The design depth of 1.5 feet is based
upon the depth of flow resulting from the 10-year storm event, which is 1.0-feet. The 5:1
side slopes will serve to reduce the velocity of flow resulting from the 2-year storm event
to 2.0 fps as required by the BMP Manual.
Grass Swale #2 will be 120 linear feet and have a drainage area of 0.88-acres. This swale
has 3:1 (H:V) side slopes, which is the minimum allowable per the BMP Manual. The
velocity of flow resulting from the 2-year storm event is 2.0 fps and the velocity of flow
resulting from the 10-year storm event is 2.2 fps. Depth of the proposed channel is 1.0-
feet, which is based upon a depth of 0.84-feet in the peak flow resulting from the 10-year
storm event.
Grass Swale #3 is proposed to be 260 linear feet with a drainage area of 2.42-acres.
Swale #3 has 7:1 (H:V) side slopes, which serves to reduce the channel velocity in the
peak flow resulting from the 2-year storm event to 2.0 fps. The channel velocity in the
peak flow resulting from the 10-year storm event is 2.2 fps, and the channel depth of
0.98-feet. The swale will therefore be 1-feet deep with a 14-foot top width.
Grass Swale #4 drains a total of 0.24-acres and is proposed to be 80 linear feet. This
channel also has 3:1 (H:V) side slopes and a depth of 1-feet. Velocity in the swale in the
peak flow resulting from the 2-year storm event is 1.0 fps. Depth of flow in the peak
flow resulting from the 10-year storm event is 0.62-feet and the channel velocity is 1.1
fps.
Each channel will additionally contain rock check dams to further attenuate flow and will
be lined with curled wood mat to minimize the potential for erosion during the time that
vegetation is being established. Curled wood mat was selected based upon determination
of the shear stress in the channel resulting from the peak flow of the 2-year storm event.
Shear stress was determined and then a material was chosen, which would appropriately
resist the calculated shear stress. Note that the temporary liner chosen was based upon
the liner required in the channel containing the highest shear stress. This was done for
economic reasons, as it is usually less expensive for a contractor to purchase a number of
rolls of one consistent material rather than to purchase rolls of multiple materials and
have excess of each left over.
Design Methodology
• Time of Concentration is determined using SCS TR55 segmental approach. Time
of Concentration was only calculated for Grass Swale #1 due to the size of its
drainage area. Grass Swales #2, #3, and #4 had smaller drainage areas and/or a
large amount of impervious cover, and the time of concentration was therefore
assumed to be the minimum 5-minutes.
• Rainfall is based upon the equation I„ = gn/(h„ + T j
where I„ is the rainfall rate for the rainfall having a return period
of `n' (inches/hour)
g„ and hn are statistical multipliers based upon geographic
location
and T, is the time of concentration.
• Flows are calculated using the Rational Method. This method utilizes the
equation Q„ = CI„A
where Q„ is the flowrate having a return period `n' (cfs)
C is the composite Rational `C' for the drainage basin
I„ is the rainfall intensity as described above (in/hr)
and A is the drainage area (acres)
• Dimensions of the grass swales including longitudinal slope, side slopes, depth
and vegetative cover are based upon guidelines as described in NCDENR Best
Management Practices (April, 1999).
• The grass swales were further designed using NC DENR Land Resources
Division "North Carolina Erosion and Sediment Control Planning and Design"
(December, 1993). Determination of Manning's `n' values for vegetative cover
was utilized from Section 8.05.7. This section contains a chart based upon
vegetative cover verses velocity* hydraulic radius for vegetation of different types
and heights. The curve chosen for design of the grass swales was Curve `D',
which is the curve utilized for grasses having a height of 2 to 6-inches. The grass
in the proposed swales is to be kept to no higher than 6-inches by mowing, so this
curve is appropriate.
The relationship for Curve `D' is input into a chart in Microsoft Excel and
graphed using a log-log graph. A polynomial equation is then fit to this graph.
The equation for Curve `D' then becomes Log (VR) = 0.1217(Log(Manning's
`n')2 - 0.39(Log(Manning's `n')) - 1.2195.
where VR is the channel velocity*hydraulic radius
Manning's `n' is the resulting Manning's `n' value.
A design spreadsheet is then created wherein the flow rate calculation and channel
design dimensions are input into the spreadsheet. An assumed Manning's `n'
value is then entered. From the Manning's `n' value, Qn/1.49s112 is calculated.
The depth value is then adjusted until Qn/1.49s1/2 matches the AR 213 below. A
new calculated Manning's `n' value is then reported by the equation for
Manning's `n' verses VR as described above. The original estimated Manning's
`n' value is then adjusted to match the calculated value and the depth is then
adjusted such that AR 2/3 matches Qn/1.49s1/2. This process is repeated for the 2-
and 10-year storm event until such time as the `guesses' Manning's `n' matches
the calculated Manning's `n' and the Qn/1.49s1,2 matches the resulting AR 2/1. In
this manner, the depth of flow, Manning's `n' value, and channel velocity are all
`double-iterated' for a unique solution.
In the design process, the longitudinal slope of the channel is designed to match
grades to the extent possible. The cross-sectional slope in the channel is varied
from 3:1 (H:V) until the channel velocity is equal to or less than 2.0 fps in the
peak flow resulting from the 2-year storm event and non-erosive in the peak flow
resulting from the 10-year storm event. The design depth of the channel is also
determined based upon results of the channel modeling in the peak flow resulting
from the 10-year storm event.
Design of the temporary liner is conducted in a similar manner. The Manning's
`n' value is considered to be the Manning's `n' value for bare soil, which is 0.023
for bare soil with a depth of flow less than 0.5-feet and is 0.02 with a depth of
flow greater than 0.50-feet. Knowing the Manning's `n' value, it is then only
necessary to balance Qn/1.49s1/2 with AR2i3 by varying the depth of flow in the
channel until the values match.
The spreadsheet then reports the design dimensions of the proposed grass Swale
including longitudinal slope, side slopes, channel depth, channel top width,
minimum length and temporary liner.
G iws 5wQ1,9 *!L
DWQ Project No. O I Z(o AND 030807-
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : RiO VAL Nome F_43MIp s
Contact Person: _T. I,K 15. S txg v, A 6. Phone Number: (4 /9) 4 90 - 0.09
Swale ID: 4Y-4-
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
-3.60 ft.
_ 3.41 ac.
O ac.
.2.O fps
a . 3 fps
5. t ratio
0.061- Rift
T.L1_ rrl,s V6
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Vegetation Plan provided on plans
!VA The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.

Grass Swale Design
Swale #I
1. Determine 2- and 10-year peak flow to swale:
-Use Rational Method: Q. = CI„A, where n is the return period of interest.
A. Drainage Area and Rational'C' Information
Area Rational'C'
Im rvous = 0.95 0.95
Open = 1.54 0.55
Wooded = 0.92 0.44
Total Area = 3.41
Composite Ralional'C' = 0.63
B. Intensity Duration Frequency Inputs and Rainfall Intensity.
Time of Concentration = 14.95 minutes (See SCS TR55 Calculation)
Return Period
2-Years 10-Years
132 195
It = 18 22
*
Rainfall Intensity:
I2 = 4.01 in/hr
Ito = 5.28 in/hr
* I. = g,/(h„ + T.)
C. Peak Flow Results
Peak Flowrates:
Q. = 8.63 as
Qtu = 11.37 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.02 fl/ft (between 0.02 and 0.04 fl/ft)
Sideslopes = 5.0 :1 (3:1 H:V, max)
Min. Channel Length = 341.0 ft (100 ft /acre, min)
B. 2-Year Storm Depth and Manning's 'n' 23
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until AR (Column 4) matches
Qn/1.49s" (Column 2). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning's'n' (Column 1). Repeat entry of depth (Column 3), until AR" (Column 4) matches Qn/1.49s212
(Column 2). Repeat process until both Manning's 'n' values match (Column I and 10) and Qn/1.49s U2 matches AR 217
(Columns 2 and 4).
Column
(1) Assumed Mannings'n'= 0.0626
(2) Qn/1.49s" = 2.564
(3) depth = 0.9303
(4) AR 2/3 = 2.564
(5) A = 4.33
(6) P = 9.49
(7) R = 0.456
(8) V = 2.0
(9) VR= 0.91
(10) Calculated Manning's n' = 0.0626
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
NOTE: Adjust this value until it matches Manning's'n', below (Column 10).
ft. (Adjust this value until Qn/1.49s"', above = AR2", below)
ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass swale)
ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2+d2))
ft (Hydraulic Radius, R = A/P)
fps OK
Note: Manning's'n' calculation is based upon the equation
n'= 10^((0.1217*(LOG(VR)^2))-0.39*(LOG(VR))-1.2195), which is based
upon 'Curve D'(2" to 6" vegetation), page 8.05.7 of the Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
C. 10-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (11). Adjust depth (Column 13) until AR 2/3 (Column 14) matches
Pagel of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #1
Qn1l.49s 112 (Column 12). A new Manning's 'n' will be automatically calculated in Column 20. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 11). Repeat entry ofdepth (Column 13), until AR 2/3 (Column 14) matches Qn11.49s 2 !
(Column 12). Repeat process until both Manning's 'n' values match (Column 11 and 20) and Qn11.49s 112 matches AR 213
(Columns 12 and 14).
(11)
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
Assumed Mannings'n' = 0.0579
Qn/1.49s" = 3.124
d= 1.0018
AR 2/3 = 3.124
A = 5.02
P = 10.22
R = 0.491
NOTE: Adjust this value until it matches Manning's 'n' below.
ft. (Adjust this value until Qn/1.49s"2, above = AR2J, below )
ft2
ft
ft
V = 2.3 fps OK
VR= 1.11
Calculated Manning's W= 0.0579
D. Use Tractive Force Procedure to Determine Temporary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
From Item A, Above:
Longitudinal Slope = 0.02 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 5.0 :l (3:1 H:V, max)
Choose Manning's 'n' value of 0.023 or 0.02 (Column 21). Adjust d (Column 23) until AR 213 (Column 24) matches Qn1l.49s 2 2
(Column 12). Ifd < 0.5 feet, Manning's 'n'should be 0.023, ifd > 0.5 feet, Manning's 'n'should be 0.02. IfManning's 'n'
doesn't conform to correct d' (Column 23), adjust Manning's 'Wand repeat iteration. Use liner specified in Column 26, which
will be automatically selected as long as Shear Stress is less than 2.0 lb/ft 2.
Column
(21) Assumed Mannings n' = 0.020 NOTE: Manning's 'n' = 0.023 for d < 0.5 ft, Mannings 'n' = 0.02 for d > 0.5 ft.
(22)
(23)
(24)
(25)
(26)
Qn/1.49s'n = 0.819
d= 0.6065 ft. (Adjust this value until Qn/1.49s1f2, above = ARv', below )
AR 213 = 0.819
Shear Stress = 0.757 lb/ft2
Liner to Use = Double Fiberglass Roving Note: Liner selection is from Table 8.05g, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993

Longitudinal Slope = 0.02 ft/ft
Sideslo s = 5:1 H:V
Depth = 1.5 ft
To Width = 15 ft
Minimum Length = 341.0 ft
Liner to Use = Double Fiberglass Roving
Page 2 of 2 Duane K. Stewart and Associates, Inc.
SCS TR55 Time of Concentration Calculation - Grass Swale #1
To Grass Swale #1
S

heet Flow
S
Travel Time = 9.19
Flow Length =
Slope =
' (2-Year, 24-hour) =
Manning's 'n' _ 0

minutes
ft
ft/ft
inches
(from below)
Surface Description n
Smooth Surfaces 0.011
Fallow (no residue) 0.050
Cultivated Soils
Residue Cover < 20% 0.06
Residue Cover > 20% 0.17
Grass
Short grass Prairie 0.15
Dense Grasses 0.24
Bermuda Grass 0.41
Range (natural) 0.13
Woods
Light Underbrush 0.40
Heavy Underbrush
Shallow Concentrated Flow
0.80
PRE-DEVELOPMENT
Total Travel Time = 14.95 min
SCS Lag = 8.97 min
Bement #1 Seement #2
Travel Time = 2.50 minutes
Flow Length = ft
Slope = ft/ft
16.1345
Average Velocity= 2.98 ft/sec
John E. Schrum, P.E.
Created: 08/ 18/03
Seement #3
Channel Flow
Travel Time = 3.26 minutes
Flow Length = M ft
Slope = ft/ft
Channel Area = ft2 (Assume I' x 0.5' square channel)
Wetted Perimeter = ft (Assume I' x 0.5' square channel)
Hydraulic Radius = 0.46 ft
Manning's'n' =-(Assume grass channel)
Average Velocity = 1.99 ft/sec
Duane K. Stewart and Associates
GrA55 5rA)Rr.E-A01-
DWQ Project No. 011126, ANP 0308 0??
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person: T 14'1 C SLI+Ruft' P. E Phone Number: ( 919) 4 O
Swale ID: 4 _
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
j a0 ft.
0.88 ac.
0.4-3 ac.
07.0 fps
a.1 fps
3-.1 ratio
O.D1 fvft
'f Au. FiSGVL
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
JOAN Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Levi Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
JFJf Check dams provided.
? _The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Grass Swale Design
Swale #2
1. Determine 2- and 10 year peak flow to swale:
-Use Rational Method: Q. = CI„A, where n is the return period of interest.
A. Drainage Area and Rational 'C' Information
Area Rational'C'
Im rvous = 0.43 0.95
Open = 0.45 0.55
Wooded = 0.00 0.44
Total Area = 0.88
Composite Rational'C' = 0.75
B. Intensity Duration Frequency Inputs and Rainfall Intensity.
Time of Concentration = 5.0 minutes (min T,)
Return Period
2-Years 10-Years
= 132 195
h = 18 22
Rainfall Intensity:
IZ = 5.74 in/hr
I10= 7.22 in/hr
* I. = gu/(hu + Tc)
C. Peak Flow Results
Peak Flowrates:
Q: = 3.76 cis
Qtu = 4.74 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.03 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 3.0 :1 (3:1 H:V, max)
Min. Channel Length = 88.0 ft (100 ft/acre, min)
B. 2-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until AR L' (Column 4) matches
Qn11.49s to (Column 2). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 1). Repeat entry of depth (Column 3), until AR L' (Column 4) matches Qn11.49s 112
(Column 2). Repeat process until both Manning's 'n' values match (Column I and 10) and Qn11.49s la matches AR L7
(Columns 1 and 4).
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
Column
(1) Assumed Mannings 'n' = 0.0681 NOTE: Adjust this value until it matches Manning's'n', below (Column 10).
(2) Qn/1.49s"'= 0.993
(3) depth = 0.793 ft. (Adjust this value until Qn/1.49s"2, above = AR213, below)
(4) AR2/J = 0.983
(5) A = 1.89 ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass swale)
(6) P = 5.02 ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2+d2))
(7) R = 0.376 ft (Hydraulic Radius, R = A/P)
(8) V = 2.0 fps OK
(9) VR = 0.74
(10) Calculated Manning's'n' = 0.0681 Note: Manning's'n' calculation is based upon the equation
n'= 10^((0.1217*(LOG(VR)^2))-0.39*(LOG(VR))-1.2195), which is based
upon 'Curve D'(2" to 6" vegetation), page 8.05.7 of the Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
Page] of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #2
C. 10-Year Storm Depth and Manning's W
Enter an Assumed Manning 's 'n' value in Column (I l). Adjust depth (Column 13) until AR 213 (Column 14) matches
Qn11.49s to (Column 12). A new Manning's 'n' will be automatically calculated in Column 20. Enter that Manning's 'n'
into Assumed Manning 's 'n' (Column 11). Repeat entry of depth (Column 13), until AR 1/J (Column 14) matches Qnll.49s to
(Column 12). Repeat process until both Manning's 'n' values match (Column 11 and 20) and Qn/1.49s to matches AR 23
(Columns 12 and 14).
(11) Assumed Mannings'n' = 0.0633 NOTE: Adjust this value until it matches Manning's'n' below.
(12) Qn/1.49s"' = 1.162
(13) d= 0.8442 ft. (Adjust this value until Qn/1.49s'/2, above = AR 211, below )
(14) AR 2/3 = 1.162
(15) A = 2.14 ftz
(16) P = 5.34 ft
(17) R = 0.400 ft
(18) V = 2.2 fps OK
(19) VR = 0.89
(20) Calculated Manning's W= 0.0633
D. Use Tractive Force Procedure to Determine Tem porary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
From Item A, Above:
Longitudinal Slope = 0.03 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 3.0 :1 (3:1 H:V, max)
Choose Manning's 'n'value of 0.023 or 0.02 (Column 21). Adjust d (Column 23) until AR 213 (Column 14) matches Qn1l.49s
(Column 22). Ifd < 0.5 feet, Manning's 'n'should be 0.013, ifd > 0.5 feet, Manning's 'n'should be 0.02. IfManning's 'n'
doesn't conform to correct 'd' (Column 23), adjust Manning's 'Wand repeat iteration. Use liner specified in Column 26, which
will be automatically, selected as long as Shear Stress is less than 2.01b/ft'.
Column
(21)
(22)
(23)
(24)
(25)
(26)
Assumed Mannings 'n' = 0.020
Qn/1.49s"= 0.292
d= 0.503
AR 213 = 0.292
Shear Stress = 0.942
Liner to Use = Straw with Net
r Ch.... I ne.:.... n:...e...t....e
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
NOTE: Manning's 'n' = 0.023 for d < 0.5 ft, Mannings 'n' = 0.02 for d > 0.5 ft.
ft. (Adjust this value until Qn/1.49s"2, above = ARv3, below)
Ib/ftz
Note: Liner selection is from Table 8.058, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993
Longitudinal Slope = 0.03 ft/ft
Sidestopes = 3:1 H:V
Depth = 1 ft
To Width = 6 ft
Minimum Length = 88.0 ft
Liner to Use = Straw with Net
Page 2 of 2 Duane K. Stewart and Associates, Inc.
GRASS ` WALC 43
DWQ Project No. 0111aL AN D o 3 D 80:j?-
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : RO V EL 146*%F F&Qa61s
Contact Person: T,uwr F, -scimewrl, Q, C., Phone Number:
Swale ID:
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
A6 0 ft.
919A ac.
/ . 85 ac.
2.0 fps
01;l- fps
7"/ ratio
0. 0a fvft
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. if a
requirement has not been met, attach an explanation of why. At a minimum, a complete stonnwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
ADDlicants Initials
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
10 Water table depth is greater than 1 foot
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
7Zt The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
whq
Grass Swale Design
Swale #3
1. Determine 2- and 10-year peak flow to Swale:
-Use Rational Method: Q" = CI"A, where n is the return period of interest.
A. Drainage Area and Rational'C' Information
Area Rational 'C'
Im rvous = 1.85 0.95
n = 0.57 0.55
Wooded = 0.00 0.44
Total Area = 2.42
Composite Rational 'C' = 0.86
B. Intensity Duration Frequency Inputs and Rainfall Intensity.
Time of Concentration = 5.0 minutes (min T,)
Return Period
2-Years 10-Years
= 132 195
It = 18 22
Rainfall Intensity:
12 = 5.74 in/hr
I10= 7.22 in/hr
* 1„ = gu/(ho + Tc)
C. Peak Flow Results
Peak Flowrates:
% = 11.89 Ica
Q10 = 14.96 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.020 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 7.0 :1 (3:1 H:V, max)
Min. Channel Length = 242.0 ft (100 ft/acre, min)
B. 2-Year Storm Depth and Manning's In'
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until AR " (Column 4) matches
Qn11.49s to (Column 2). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 1). Repeat entry of depth (Column 3), until AR 213 (Column 4) matches Qn11.49s tie
(Column 2). Repeat process until both Manning's 'n'values match (Column 1 and 10) and Qn11.49s 112 matches AR 2n
(Columns 2 and 4).
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
Column
(1) Assumed Mannings n' = 0.0626 NOTE: Adjust this value until it matches Manning's V, below (Column 10).
(2) Qn/1.49s"' = 3.531
(3) depth = 0.9224 ft. (Adjust this value until Qn/1.49s1t2, above = AR2/s, below)
(4) AR2n= 3.531
(5) A = 5.96 ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass swale)
(6) P = 13.04 ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2+d2))
(7) R = 0.457 ft (Hydraulic Radius, R = A/P)
(8) V = 2.0 fps OK
(9) VR = 0.91
(10) Calculated Manning's'n' = 0.0626 Note: Manning's'n' calculation is based upon the equation
n'= 10^((0.1217*(LOG(VR)^2))-0.39*(LOG(VR))-1.2195), which is based
upon 'Curve D'(2" to 6" vegetation), page 8.05.7 of the Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
C. 10-Year Storm Depth and Manning's In'
Page I of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #3
Enter an Assumed Manning's 'n' value in Column (11). Adjust depth (Column 13) until AR L' (Column 14) matches
Qn/1.49s to (Column 12). A new Manning's 'n' will be automatically calculated in Column 20. Enter that Manning's 'n'
into Assumed Manning Is 'n' (Column 11). Repeat entry of depth (Column 13), until AR 213 (Column 14) matches Qn11.49s tR
(Column 12). Repeat process until both Manning's 'n'values match (Column II and 20) and Qn11.49s 1'2 matches AR v3
(Columns 12 and 14).
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
Assumed Mannings 'n' = 0.0586
Qn/1.49s"'= 4.160
d= 0.98085
ARZ/3 = 4.160
A = 6.73
P = 13.87
R = 0.485
NOTE: Adjust this value until it matches Manning's'n' below.
ft. (Adjust this value until Qn/1.49s112, above = AR2/3, below)
ft2
ft
ft
V = 2.2 fps OK
VR= 1.08
Calculated Manning's n' = 0.0586
D. Use Tractive Force Procedure to Determine Temporary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
From Item A, Above:
Longitudinal Slope = 0.020 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 7.0 :l (3:1 H:V, max)
Choose Manning's 'n' value of a 023 or 0.01 (Column 21). Adjust d (Column 23) until AR 213 (Column 24) matches Qn11.49s 112
(Column 22). Ifd < 0.5 feet, Manning's 'n'should be a023, ifd > 0.5 feet, Manning's 'n'should be 0.02. IfManning's 'n'
doesn't conform to correct 'd' (Column 23), adjust Manning's 'n' and repeat iteration. Use liner specified in Column 16, which
will be automatically selected as long as Shear Stress is less than 2.0 lb/ft `.
Column
(21)
(22)
(23)
(24)
(25)
(26)
Assumed Mannings 'n' = 0.020 NOTE: Manning's n' = 0.023 for d < 0.5 ft, Mannings 'n' = 0.02 for d > 0.5 ft.
Qn/1.49s112 = 1.128
d= 0.6012 ft. (Adjust this value until Qn/1.49s' a, above = ARv3, below)
AR2/3= 1.128
Shear Stress = 0.750 lb/ft'
Liner to Use = Double Fiberglass Roving Note: Liner selection is from Table 8.05g, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993
c rr.o....or Hoer.... nr...e..?r....?
Longitudinal Slope = 0.02 ft/ft
Sideslo s = 7:1 H:V
Depth = 1 ft
To Width = 14 ft
Minimum Length = 242.0 ft
Liner to Use = Double Fiberglass Roving
Page 2 of 2 Duane K. Stewart and Associates, Inc.
Gle&e-.S s w,4L.6 Zq?-
DWQ Project No. O 111 a 1o AND Q h Ahl
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : 1Z6VAL, Hums FASAMO tS
Contact Person: -Ts U N is, Scae ytm? o4l.JE_ Phone Number:
Swale ID: _--ftV_
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Stone
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
190 ft.
0.24 ac.
ac.
1/. D fps
I. / fps
3 :1 ratio
D.0;L9 fvft
-ZA' a- FNSWX
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. 1f a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Vegetation Plan provided on plans
_I ef J-1 The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Grass Swale Design
Swale #4
1. Determine 2- and 10 year peak,llow to swale:
-Use Rational Method: Q. = CI„A, where n is the return period of interest.
A. Drainage Area and Rational 'C' Information
Area Rational 'C_
Im rvous = 0.13 0.95
n = 0.11 0.55
Wooded = 0.00 0.44
Total Area = 0.24
Composite Rational'C' = 0.77
B. Intensity Duration Frequent inputs and Rainfall Intensity.
Time of Concentration =1 5.0 minutes (min TJ
Return Period
2-Years 10-Years
= 132 195
h = 18 22
Rainfall Intensi :*
I2 = 5.74 in/hr
Ito = 7.22 in/hr
* to = go/(ho + T?)
C. Peak Flow Results
Peak Flowrates:
Q2 = 1.06 as
Q1u = 1.33 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.029 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 3.0 :1 (3:1 H:V, max)
Min. Channel Length = 24.0 ft (100 ft/acre, min)
B. 2-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until AR 24 (Column 4) matches
Qn11.49s'a (Column 2). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 1). Repeat entry of depth (Column 3), until AR v3 (Column 4) matches Qn11.49s 313
(Column 2). Repeat process until both Manning's 'n' values match (Column 1 and 10) and Qn11.49s ra matches AR L3
(Columns 2 and 4).
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
Column
(1) Assumed Mann ings n' = 0.1075 NOTE: Adjust this value until it matches Manning's'n', below (Column 10).
(2) Qn/1.49s"' = 0.447
(3) depth = 0.5899 ft. (Adjust this value until Qn/1.49s'12, above = AR2?3, below)
(4) AR 2/3 = 0.447
(5) A = 1.04 ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass Swale)
(6) P = 3.73 ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2+d2))
(7) R = 0.280 ft (Hydraulic Radius, R = A/P)
(8) V = 1.0 fps OK
(9) VR = 0.28
(10) Calculated Manning's V= 0.1075 Note: Manning's W calculation is based upon the equation
n'= 10^((0.1217*(LOG(VR)^2))-0.39*(LOG(VR))-1.2195), which is based
upon'Curve D'(2" to 6" vegetation), page 8.05.7 ofthe Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
Page 1 of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #4
C. 10-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (11). Adjust depth (Column 13) until AR 22 (Column 14) matches
Qn11.49s 12 (Column 12). A new Manning's 'n' will be automatically calculated in Column 20. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 11). Repeat entry of depth (Column 13), until AR 213 (Column 14) matches Qn11.49s 12
(Column 12). Repeat process until both Manning's 'n' values match (Column 11 and 20) and Qn/1.49s 12 matches AR Iii
(Columns 12 and 14).
Assumed Mannings 'n' = 0.0980
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
Qn/l.49s112 = 0.513
d= 0.6213
ARv3= 0.513
A= 1.16
P = 3.93
R = 0.295
NOTE: Adjust this value until it matches Manning's 'n'below.
ft. (Adjust this value until Qn/1.49s1/2, above = AR2/7, below)
ft2
ft
ft
V = 1.1 fps OK
VR = 0.34
Calculated Manning's'n' = 0.0980
D. Use Tractive Force Procedure to Determine Temporary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
From Item A, Above:
Longitudinal Slope = 0.029 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 3.0 :1 (3:1 H:V, max)
Choose Manning's 'n' value of 0.023 or 0.02 (Column 21). Adjust d (Column 23) until AR 213 (Column 24) matches Qn/1.49s 112
(Column 22). Ifd < 0.5 feet, Manning's 'n'should be 0.023, ifd > 0.5 feet, Manning's 'n'should be 0.01. IfManning's 'n'
doesn't conform to correct 'd' (Column 23), adjust Manning's 'n' and repeat iteration. Use liner specified in Column 26, which
will be automatically selected as long as Shear Stress is less than 2.01b/ft 2.
Column
(21)
(22)
(23)
(24)
(25)
(26)
Assumed Mannings 'n' = 0.023 NOTE: Manning's 'n' = 0.023 for d < 0.5 ft, Mannings n' = 0.02 for d > 0.5 ft.
Qn/1.49s1" = 0.096
d= 0.331 ft. (Adjust this value until Qn/1.49s1/2, above = AR2 3, below )
AR 213 = 0.096
Shear Stress = 0.599 Ib/ft2
Liner to Use = Single Fiberglass Roving Note: Liner selection is from Table 8.05g, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993
V ri..... i n..i... ni-i,,..a
Longitudinal Slope 0.029 ft/ft
Sideslopes = 3:1 H:V
Depth = 1 ft
To Width = 6 ft
Minimum Length = 24.0 ft
Liner to Use = Siu le Fiberglass Roving
Page 2 of 2 Duane K. Stewart and Associates, Inc.
DWQ Project
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person: Phone Number: ( )
Swale ID:
Grass Swale Length ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area ac. (on-site and off-site drainage to the swale)
Impervious Area ac. (on-site and off-site drainage to the swale)
Max. Velocity from 2 Yr. Storm fps (2 fps max.)
Max. Velocity from 10 Yr. Storm fps
Min. side slopes ratio (3:1 min.)
Steepest Effective Slope ftfft (check dams may be used)
Cover Crop
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Duane K. Stewart
& ASSOCIATES, INC.
CONSULTING
ENGINEERS
Civil • Sonilary
Environmental
Planning • Design
Survey
Royal Home Fashions
Grass Swale Design
DWQ Project #: 011126 and 030807
Duane K. Stewart Job #: 0967-02

y ? INE?Qe?J?
eara C
03 -ol &,03
Site Location
Oxford Loop Road
Granville County, North Carolina
Prepared By
Duane K. Stewart & Associates, Inc.
3715 University Drive
Durham, North Carolina 27707
3715 University Drive
Durham, NC 27707
[phone]
fax [phone]
e-mail: [e-mail]
www.dkso-tsi.com
Engineer
John E. Schrum, P.E.
DATE: November 3, 2003
O Q
? G N
?! O +CJ
ROYAL HOME FASHIONS
Grass Swale Design
DWQ Project # 011126 and 030807
General Description
Royal Home Fashions is a distribution center consisting of warehouse buildings and
associated access roads, parking and utilities. The site consists of 30.38-acres and is
located on the east side of Oxford Loop road, approximately 0.25 miles north of Highway
158. The property is located in the Tar-Pamlico River basin, and the owner of the
property has applied for a permit to fill 0.31 acre of jurisdictional wetlands. This
narrative and accompanying calculations describe the design of grass swales, which will
be utilized to treat nitrogen and attenuate flows from stormwater runoff.
Grass Swale Design
Stormwater treatment is required at all drainage points leaving the property. Four grass
swales are proposed to treat the stormwater runoff from portions of the site that don't
drain through the proposed level spreader system. These grass swales, known as Grass
Swales #1, #2, #3 and #4 are designed per NCDENR Best Management Practices (BMP,
April, 1999).
Grass Swale #1 is located along the southern side of the property. This swale treats 3.41
acres of area and will be 360-feet in length. Proposed side slopes of the swale are 5:1
(H:V) and the depth of the proposed swale is 1.5'. The design depth of 1.5 feet is based
upon the depth of flow resulting from the 10-year storm event, which is 1.0-feet. The 5:1
side slopes will serve to reduce the velocity of flow resulting from the 2-year storm event
to 2.0 fps as required by the BMP Manual.
Grass Swale #2 will be 120 linear feet and have a drainage area of 0.88-acres. This swale
has 3:1 (H:V) side slopes, which is the minimum allowable per the BMP Manual. The
velocity of flow resulting from the 2-year storm event is 2.0 fps and the velocity of flow
resulting from the 10-year storm event is 2.2 fps. Depth of the proposed channel is 1.0-
feet, which is based upon a depth of 0.84-feet in the peak flow resulting from the 10-year
storm event.
Grass Swale #3 is proposed to be 260 linear feet with a drainage area of 2.42-acres.
Swale #3 has 7:1 (H:V) side slopes, which serves to reduce the channel velocity in the
peak flow resulting from the 2-year storm event to 2.0 fps. The channel velocity in the
peak flow resulting from the 10-year storm event is 2.2 fps, and the channel depth of
0.98-feet. The swale will therefore be 1-feet deep with a 14-foot top width.
Grass Swale #4 drains a total of 0.24-acres and is proposed to be 80 linear feet. This
channel also has 3:1 (H:V) side slopes and a depth of 1-feet. Velocity in the swale in the
peak flow resulting from the 2-year storm event is 1.0 fps. Depth of flow in the peak
flow resulting from the 10-year storm event is 0.62-feet and the channel velocity is 1.1
fps.
Each channel will additionally contain rock check dams to further attenuate flow and will
be lined with curled wood mat to minimize the potential for erosion during the time that
vegetation is being established. Curled wood mat was selected based upon determination
of the shear stress in the channel resulting from the peak flow of the 2-year storm event.
Shear stress was determined and then a material was chosen, which would appropriately
resist the calculated shear stress. Note that the temporary liner chosen was based upon
the liner required in the channel containing the highest shear stress. This was done for
economic reasons, as it is usually less expensive for a contractor to purchase a number of
rolls of one consistent material rather than to purchase rolls of multiple materials and
have excess of each left over.
Design Methodology
• Time of Concentration is determined using SCS TR55 segmental approach. Time
of Concentration was only calculated for Grass Swale #1 due to the size of its
drainage area. Grass Swales #2, #3, and #4 had smaller drainage areas and/or a
large amount of impervious cover, and the time of concentration was therefore
assumed to be the minimum 5-minutes.
• Rainfall is based upon the equation In = gn/(hn + T j
where In is the rainfall rate for the rainfall having a return period
of `n' (inches/hour)
gn and hn are statistical multipliers based upon geographic
location
and T, is the time of concentration.
• Flows are calculated using the Rational Method. This method utilizes the
equation Qn = CInA
where Qn is the flowrate having a return period `n' (cfs)
C is the composite Rational `C' for the drainage basin
In is the rainfall intensity as described above (in/hr)
and A is the drainage area (acres)
• Dimensions of the grass swales including longitudinal slope, side slopes, depth
and vegetative cover are based upon guidelines as described in NCDENR Best
Management Practices (April, 1999).
• The grass swales were further designed using NC DENR Land Resources
Division "North Carolina Erosion and Sediment Control Planning and Design"
(December, 1993). Determination of Manning's `n' values for vegetative cover
was utilized from Section 8.05.7. This section contains a chart based upon
vegetative cover verses velocity*hydraulic radius for vegetation of different types
and heights. The curve chosen for design of the grass swales was Curve `D',
which is the curve utilized for grasses having a height of 2 to 6-inches. The grass
in the proposed swales is to be kept to no higher than 6-inches by mowing, so this
curve is appropriate.
The relationship for Curve `D' is input into a chart in Microsoft Excel and
graphed using a log-log graph. A polynomial equation is then fit to this graph.
The equation for Curve `D' then becomes Log (VR) = 0.1217(Log(Manning's
`n')2 - 0.39(Log(Manning's `n')) - 1.2195.
where VR is the channel velocity*hydraulic radius
Manning's `n' is the resulting Manning's `n' value.
A design spreadsheet is then created wherein the flow rate calculation and channel
design dimensions are input into the spreadsheet. An assumed Manning's `n'
value is then entered. From the Manning's `n' value, Qn/1.49s'12 is calculated.
The depth value is then adjusted until Qn/1.49s1/2 matches the AR 2/3 below. A
new calculated Manning's `n' value is then reported by the equation for
Manning's `n' verses VR as described above. The original estimated Manning's
`n' value is then adjusted to match the calculated value and the depth is then
adjusted such that AR 2/3 matches Qn/1.49s1/2. This process is repeated for the 2-
and 10-year storm event until such time as the `guesses' Manning's `n' matches
the calculated Manning's `n' and the Qn/1.49s1/2 matches the resulting AR2/3. In
this manner, the depth of flow, Manning's `n' value, and channel velocity are all
`double-iterated' for a unique solution.
In the design process, the longitudinal slope of the channel is designed to match
grades to the extent possible. The cross-sectional slope in the channel is varied
from 3:1 (H:V) until the channel velocity is equal to or less than 2.0 fps in the
peak flow resulting from the 2-year storm event and non-erosive in the peak flow
resulting from the 10-year storm event. The design depth of the channel is also
determined based upon results of the channel modeling in the peak flow resulting
from the 10-year storm event.
Design of the temporary liner is conducted in a similar manner. The Manning's
`n' value is considered to be the Manning's `n' value for bare soil, which is 0.023
for bare soil with a depth of flow less than 0.5-feet and is 0.02 with a depth of
flow greater than 0.50-feet. Knowing the Manning's `n' value, it is then only
necessary to balance Qn/1.49s'/2 with AR213 by varying the depth of flow in the
channel until the values match.
The spreadsheet then reports the design dimensions of the proposed grass swale
including longitudinal slope, side slopes, channel depth, channel top width,
minimum length and temporary liner.
G R4sS 5wR.0 *-L
DWQ Project No. O I 1 Z-(o AN p O 3 O 8 07?
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please
Project Name : Rio YAK Homy
the following information):
Contact Person: T. tin E_? SrBAUm P. S Phone Number: t 9 /') 4 90 - OA
Swale ID: $f-J_
Grass Swale Length .3,6 0 ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area 3.41 ac. (on-site and off-site drainage to the swale)
Impervious Area 0,95 ac. (on-site and off-site drainage to the swale)
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
.2.O fps
a • 3 fps
5 ? ratio
0.02- fl /ft
T.L. r9,.y_v6
II. REQUIRED ITEMS CHECKLIST
(2 fps max.)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.

Grass Swale Design
Swale #1
1. Determine 2- and 10 year peak flow to Swale:
-Use Rational Method: Q. = CI"A, where n is the return period of interest.
A. Drainage Area and Rational 'C' Information
Area Rational'C'
Im rvous = 0.95 0.95
Open = 1.54 0.55
Wooded = 0.92 0.44
Total Area = 3.41
Composite Rational 'C' = 0.63
B. Intensity Duration Frequency inputs uand Rainfall Intensity.
Time of Concentration =E 14.95 minutes (See SCS TR55 Calculation)
Return Period
2-Years 10-Years
132 195
It = 18 22
Rainfall Intensity:
"
I2 = 4.01 in/hr
Ito = 5.28 in/hr 7?d
* 1„ = &/(hn + T.)
C. Peak Flow Results
Peak Flowrates:
% = 8.63 cfs
Q10 = 11.37 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.02 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 5.0 :1 (3:1 H:V, max)
Min. Channel Length = 341.0 ft (100 ft/acre, min)
B. 2-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until AR 22 (Column 4) matches
Qn11.49s 12 (Column 2). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning'' n'
into Assumed Manning's 'n' (Column 1). Repeat entry of depth ( Column 3), until AR 21° (Column 4) matches Qn/1.49s 12
(Column 2). Repeat process until both Manning's 'n' values match (Column 1 and 10) and Qn/1.49s 12 matches AR N
(Columns 2 and 4).
Column
(1) AssumedMannings'n'= 0.0626
(2) Qn/1.49s" = 2.564
(3) depth = 0.9303
(4) AR 2/3 = 2.564
(5) A = 4.33
(6) P = 9.49
(7) R = 0.456
(8) V = 2.0
(9) VR = 0.91
(10) CalculatedManning's'n'= 0.0626
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
NOTE: Adjust this value until it matches Manning's'n', below (Column 10).
fl. (Adjust this value until Qn/1.49s1/2, above = AR2", below )
ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass swale)
ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2+d2))
ft (Hydraulic Radius, R = A/P)
fps OK
Note: Manning's'n' calculation is based upon the equation
n'= 10^((0.1217*(LOG(VR)^2))-0.39*(LOG(VR))-1.2195), which is based
upon 'Curve D'(2" to 6" vegetation), page 8.05.7 of the Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
C. 10-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (l 1). Adjust depth (Column 13) until AR 211 (Column 14) matches
Page 1 of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #1
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
Qn11.49s la (Column 12). A new Manning. 'n' will be automatically calculated in Column 20. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column I /). Repeat entry of depth (Column 13), until AR 113 (Column 14) matches Qn11.49s 312
(Column 12). Repeat process until both Manning's 'n' values match (Column 11 and 20) and Qn11.49s 311 matches AR 29
(Columns 12 and 14).
(11) Assumed Mannings n' = 0.0579 NOTE: Adjust this value until it matches Manning's'n' below.
(12) Qn/1.49s12 = 3.124
(13) d= 1.0018 ft. (Adjust this value until Qn/1.49s' (2 , above = ARvr, below)
(14) AR2/3= 3.124
(15) A = 5.02 ft'
(16) P = 10.22 ft
(17) R = 0.491 ft
(18) V = 2.3 fps OK
(19) VR = 1.11
(20) Calculated Manning's n' = 0.0579
D. Use Tractive Force Procedure to Determine Temporary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
From Item A, Above:
Longitudinal Slope = 0.02 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 5.0 :1 (3:1 H:V, max)
Choose Manning's 'n' value of 0.023 or 0.02 (Column 21). Adjust d (Column 23) until AR 113 (Column 24) matches Qn//.49s t"
(Column 22). Ifd < 0.5 feet, Manning's 'n'should be 0.023, ifd > 0.5 feet, Manning's 'n'should be 0.02. IfManning's 'n'
doesn't conform to correct 'd' (Column 23), adjust Manning's 'Wand repeat iteration. Use liner specified in Column 26, which
will be automatically selected as long as Shear Stress is less than 2.0 lb/ft 2.
Column
(21) Assumed Mannings n' = 0.020 NOTE: Manning's'n' = 0.023 for d < 0.5 ft, Mannings n' = 0.02 for d > 0.5 ft.
(22) Qn/1.49s12 = 0.819
(23) d= 0.6065 ft. (Adjust this value until Qn/1.49s12, above = AR2/3, below )
(24) AR 7J3 = 0.819
(25) Shear Stress = 0.757 Ib/ftz
(26) Liner to Use = Double Fiberglass Roving Note: Liner selection is from Table 8.05g, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993
F r`I.-A Amino rlim-Annc
Longitudinal Slope = 0.02 ft/ft
Sideslopei = 5:1 H:V
Depth = 1.5 ft
To Width = 15 ft
Minimum Length = 341.0 ft
Liner to Use = , Double Fiberglass Roving
Page 2 of 2 Duane K. Stewart and Associates, Inc.
SCS TR55 Time of Concentration Calculation - Grass Swale #1
To Grass Swale #1
S

heet Flow
S
Travel Time = 9.19
Flow Length =
Slope =
' (2-Year, 24-hour) =
Manning's 'n' _

minutes
ft
ft/ft
inches
(from below)
Surface Description n
Smooth Surfaces 0.011
Fallow (no residue) 0.050
Cultivated Soils
Residue Cover < 20% 0.06
Residue Cover > 20% 0.17
Grass
Short grass Prairie 0.15
Dense Grasses 0.24
Bermuda Grass 0.41
Range (natural) 0.13
Woods
Light Underbrush 0.40
Heavy Underbrush
Shallow Concentrated Flow
0.80
PRE-DEVELOPMENT
Total Travel Time = 14.95 min
SCS Lag = 8.97 min
egment #1 Segment #2
Travel Time = 2.50 minutes
Flow Length = ft
Slope = ft/ft
16.1345
Average Velocity = 2.98 ft/sec
John E. Schrum, P.E.
Created: 08/18/03
Segment #3
Channel Flow
Travel Time = 3.26 minutes
Flow Length ft
Slope = ft/ft
Channel Area - ft2 (Assume F x 0.5' square channel)
tted Perimeter = ft (Assume 1' x 0.5' square channel)
d
Manning's'n' _-(Assume grass channel)
erage Velocity= 1.99 ft/sec
Duane K. Stewart and Associates
We
Hy
Avraulic Radius = 0.46 ft
Mass 5LJAL *c?-
DWQ Project No. 01[126, ANP 030807-
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name
Contact Person: av. W„r 15. SwitU." P. E Phone Number: O
Swale ID: -,#'
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
120 ft.
0.88 ac.
0.4.3 ac.
07.0 fps
a.,1 fps
3-1 ratio
O . D 1 fvft
'f'Au. fk-5C oG
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
DIQ Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
G J11 Water table depth is greater than 1 foot
Lc-vat _ Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
W,kCheck dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
JA The operation and maintenance agreement signed and notarized by the responsible party is provided.
Grass Swale Design
Swale #2
1. Determine 2- and 10 year peak flow to Swale:
-Use Rational Method: Q. = CI„A, where n is the return period of interest.
A. Drainage Area and Rational 'C' Information
Area Rational 'C'
Im rvous = 0.43 0.95
Open = 0.45 0.55
Wooded = 0.00 0.44
Total Area = 0.88
CompositeRational'C'= 0.75
B. Intensity Duration Frequency Inputs and Rainfall Intensity.
Time of Concentration = 5.0 minutes (min T,)
Return Period
2-Years 10-Years
- 132 195
h= 18 22
Rainfall Intensity:
I2 = 5.74 in/hr
110=1 7.22 in/hr
* Io = go/(ho + T?)
C. Peak Flow Results
Peak Flowrates:
Q2 = 3.76 cfs
Qtu= 4.74 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.03 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 3.0 :1 (3:1 H:V, max)
Min. Channel Length = 88.0 ft (100 ft/acre, min)
B. 2-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until AR v3 (Column 4) matches
Qn/1.49s r/1 (Column 2). A new Manning 's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 1). Repeat entry of depth ( Column 3), until AR 213 (Column 4) matches Q10.49s t?
(Column 2). Repeat process until both Manning's 'n' values match (Column 1 and 10) and Qn11.49s la matches AR 213
(Columns 2 and 4).
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
Column
(1) Assumed Mannings'n' = 0.0681 NOTE: Adjust this value until it matches Manning's'n', below (Column 10).
(2) Qn/1.49s112= 0.993
(3) depth = 0.793 ft. (Adjust this value until Qn/1.49s1 2, above = AR2n' below )
(4) AR2n= 0.983
(5) A= 1.89 ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass swale)
(6) P = 5.02 ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2+d2))
(7) R = 0.376 ft (Hydraulic Radius, R = A/P)
(8) V = 2.0 fps OK
(9) VR = 0.74
(10) Calculated Manning's'n' = 0.0681 Note: Manning's'n' calculation is based upon the equation
n'= 10^((0.1217*(LOG(VR)^2))-0.39*(LOG(VR))-1.2195), which is based
upon 'Curve D'(2" to 6" vegetation), page 8.05.7 of the Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
Page 1 of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #2
C. 10-Year Storm Depth and Manning's W
Enter an Assumed Manning's 'n' value in Column (I1). Adjust depth (Column 13) until AR 2a (Column 14) matches
Qn11.49s la (Column 12). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 11). Repeat entry of depth (Column 13), until AR m (Column 14) matches Qn/1.49s'12
(Column 12). Repeat process until both Manning's 'n' values match (Column 11 and 20) and Qn/1.49s'12 matches AR 23
(Columns 12 and 14).
Assumed Mannings 'n' = 0.0633
(12) Qn/1.49s"' = 1.162
(13) d= 0.8442
(14) AR 2/3 = 1.162
(15) A = 2.14
(16) P = 5.34
(17) R = 0.400
Assumed Mannings'n' = 0.020
(18) V = 2.2 fps OK
(19) VR = 0.89
(20) Calculated Manning's 'n' = 0.0633
D. Use Tractive Force Procedure to Determine Temporary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
From Item A, Above:
Longitudinal Slope = 0.03 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 3.0 :1 (3:1 H:V, max)
Choose Manning's 'n'value of 0.013 or 0.01 (Column 21). Adjust d (Column 23) until AR'" (Column 24) matches Qn11.49s t 2
(Column 22). lfd < 0.5 feet, Manning's 'n'should be 0.013, ifd > 0.5 feet, Manning's 'n'should be 0.02. IfManning's 'n'
doesn't conform to correct 'd' (Column 23), adjust Manning's 'Wand repeat iteration. Use liner specified in Column 26, which
will be automatically selected as long as Shear Stress is less than 2.016/ft 2.
Column
(21)
(22)
(23)
(24)
(25)
(26)
Qn/1.49s"' = 0.292
d= 0.503
AR2'3= 0.292
Shear Stress = 0.942
Liner to Use = Straw with Net
F !`6.nnn1 Txinn Timanainnc
NOTE: Adjust this value until it matches Manning's'n' below.
ft. (Adjust this value until Qn/1.49s112, above = AR 213, below )
ft2
ft
ft
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
NOTE: Manning's 'n' = 0.023 for d < 0.5 ft, Mannings 'n' = 0.02 for d > 0.5 ft.
ft. (Adjust this value until Qn/1.49s"', above = AR 21, below )
lb/ft2
Note: Liner selection is from Table 8.05g, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993
Longitudinal Slope = 0.03 ft/ft
Sideslopes = 3:1 H:V
Depth = I ft
To Width = 6 ft
Minimum Length = 88.0 ft
Liner to Use = Straw with Net I _J
Page 2 of 2 Duane K. Stewart and Associates, Inc.
GJASS .5wAtc lr3
DWQ Project No. 0111dU AND O 3 D 80
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : ApyAL Wm*sr FBI "y %
Contact Person: `-.Upj F. SrM1t Q. fs, Phone Number: (9191 ?p0- O? 9?
Swale ID:
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
.P 6 o ft.
919A ac.
1.19-5 ac.
a.0 fps
fps
/ ratio
0. 0a fvft
fi?tL.P?.SGU?
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
A licants Initials
Vegetation Plan provided on plans
q1J The underlying soils are permeable and non-compacted
'Wd Swale carries only stormwater flow
Water table depth is greater than 1 foot
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
7Zt The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Grass Swale Design
Swale #3
1. Determine 2- and 10 year peak flow to swale:
-Use Rational Method: Q. = CI.A, where n is the return period of interest.
A. Drainage Area and Rational'C' Information
Area Rational'C'
Im rvous = 1.85 0.95
Open = 0.57 0.55
Wooded = 0.00 0.44
Total Area = 2.42
Composite Rational 'C'= 0.86
B. Intensity Duration Frequent Inputs and Rainfall Intensity.
Time of Concentration = 5.0 minutes (min T,)
Return Period
2-Years 10-Years
= 132 195
h = 18 22
Rainfall Intensity:
12 = 5.74 in/hr
I10 = 7.22 in/hr
* 1n = gn/(ho + Tc)
C. Peak Flow Results
Peak Flowrates:
Q. = 11.89 cfs
Q10 = 14.96 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.020 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 7.0 :l (3:1 H:V, max)
Min. Channel Length = 242.0 ft (100 ft/acre, min)
B. 2-Year Storm Depth and Manning's'o'
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until AR 213 (Column 4) matches
Qn11.49s 112 (Column 2). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column l). Repeat entry of depth (Column 3), until AR 213 (Column 4) matches Qn/1.49s ra
(Column 2). Repeat process until both Manning's 'n' values match (Column 1 and 10) and Qn11.49s ra matches AR "`3
(Columns 2 and 4).
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
Column
(1) Assumed Mannings'n' = 0.0626 NOTE: Adjust this value until it matches Manning's'n', below (Column 10).
(2) Qn/1.49s112 = 3.531
(3) depth = 0.9224 ft. (Adjust this value until Qn/1.49s"2, above = AR?17, below)
(4) AR 213 = 3.531
(5) A = 5.96 ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass swale)
(6) P = 13.04 ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2+d2))
(7) R = 0.457 ft (Hydraulic Radius, R = A/P)
(8) V = 2.0 fps OK
(9) VR = 0.91
(10) Calculated Manning's'n' = 0.0626 Note: Manning's'n' calculation is based upon the equation
n'= 10^((0.1217*(LOG(VR)^2))-0.39*(LOG(VR))-1.2195), which is based
upon'Curve D'(2" to 6" vegetation), page 8.05.7 of the Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
C. 10-Year Storm Depth and Manning's'n'
Page 1 of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #3
Enter an Assumed Manning's 'n' value in Column (11). Adjust depth (Column 13) until AR 213 (Column 14) matches
Qn/l.49s Za (Column 12). A new Manning's 'n' will be automatically calculated in Column 20. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 11). Repeat entry of depth (Column 13), until AR 23 (Column 14) matches Qn11.49s 12
(Column 12). Repeat process until both Manning's 'n' values match (Column 11 and 20) and Qn11.49s 112 matches AR 213
(Columns 12 and 14).
AssumedMannings'n'= 0.0586
(12)
(13)
(14)
(15)
(16)
(17)
(18)
(19)
(20)
Qn/1.49s112 = 4.160
d= 0.98085
AR 213 = 4.160
A = 6.73
P = 13.87
R = 0.485
NOTE: Adjust this value until it matches Manning's'n' below.
ft. (Adjust this value until Qn/1.49s1/2, above = AR2n, below)
ft2
ft
ft
V = 2.2 fps OK
VR= 1.08
Calculated Manning's'n' = 0.0586
D. Use Tractive Force Procedure to Determine Temporary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
From Item A, Above:
Longitudinal Slope = 0.020 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 7.0 :1 (3:1 H:V, max)
Choose Manning's 'n' value of 0.023 or 0.02 (Column 21). Adjust d (Column 23) until AR 213 (Column 24) matches Qn1l.49s 112
(Column 22). If d < 0.5 feet, Manning's 'n'should be 0.023, if d > 0.5 feet, Manning's 'n'should be 0.02. If Manning's 'n'
doesn't conform to correct 'd' (Column 23), adjust Manning's 'Wand repeat iteration. Use liner specified in Column 26, which
will be automatically selected as long as Shear Stress is less than 2.0lbfft 2.
Column
(21)
(22)
(23)
(24)
(25)
(26)
Assumed Mannings n' = 0.020 NOTE: Manning's 'n' = 0.023 for d < 0.5 ft, Mannings'n' = 0.02 for d > 0.5 ft.
Qn/1.49s112= 1.128
d= 0.6012 ft. (Adjust this value until Qn/1.49s112, above = AR 213, below )
AR 213 = 1.128
Shear Stress = 0.750 Ib/ft2
Liner to Use = Double Fiberglass Roving Note: Liner selection is from Table 8.05g, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993
F 4-h. not nn.tan ni-n.tnn.
Longitudinal Slope = 0.02 ft/ft
Sideslopes = 7:1 H:V
Depth = 1 ft
To Width = 14 ft
Minimum Length = 242.0 ft
Liner to Use = Double Fiberglass Roving
Page 2 of 2 Duane K. Stewart and Associates, Inc.
GeA--<;S s W'4t^ff' 4'-
DWQ Project No. O 11 l a b ANN D h B bl
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : P,6m, Hom g rkcAmams
Contact Person: T u_ r4 F . 5c.wyt2? , 4.V. Phone Number:
Swale ID: --#q
Grass Swale Length
Tributary Drainage Area
Impervious Area
Max. Velocity from 2 Yr. Storm
Max. Velocity from 10 Yr. Storm
Min. side slopes
Steepest Effective Slope
Cover Crop
II. REQUIRED ITEMS CHECKLIST
8 ? ft.
0,24 ac.
ac.
,/, p fps
1.1 fps
3 :1 ratio
a 0;L 9 fvft
-7A-L't- FESWa
(at least 100 ft. per tributary acre)
(on-site and off-site drainage to the swale)
(on-site and off-site drainage to the swale)
(2 fps max.)
(3:1 min.)
(check dams may be used)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. /f a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
ADDlicants Initials
Le-c1 Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Grass Swale Design
Swale N4
1. Determine 2- and 10 year peak flow to swale:
-Use Rational Method: %= CI„A, where n is the return period of interest.
A. Drainage Area and Rational 'C' Information
Area Rational 'C'
Im rvous = 0.13 0.95
n = 0.11 0.55
Wooded = 0.00 0.44
Total Area = 0.24
Composite Rational'C' = 0.77
B. Intensity Duration Frequent Inputs and Rainfall Intensity.
Time of Concentration = 5.0 minutes (min TJ
Return Period
2-Years 10-Years
= 132 195
It = 18 22
Rainfall Intensi :*
I2 = 5.74 in/hr
I10 = 7.22 in/hr
* to = go/(ho + Tc)
C. Peak Flow Results
Peak Flowrates:
%= 1.06 cfs
Qt0 = 1.33 cfs
2. Design Swale per NC BMP Manual
A. Channel Design Inputs
Longitudinal Slope = 0.029 ft/ft (between 0.02 and 0.04 ft/ft)
Sideslopes = 3.0 :l (3:1 H:V, max)
Min. Channel Length = 24.0 ft (100 ft/acre, min)
B. 2-Year Storm Depth and Manning's'n'
Enter an Assumed Manning's 'n' value in Column (1). Adjust depth (Column 3) until AR 2/3 (Column 4) matches
Qn11.49s" (Column 2). A new Manning's 'n' will be automatically calculated in Column 10. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 1). Repeat entry of depth (Column 3), until AR 213 (Column 4) matches QM11.49s ra
(Column 2). Repeat process until both Manning's 'n' values match (Column 1 and 10) and Qn1l.49s 3a matches AR 213
(Columns 2 and 4).
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
Column
(1) Assumed Mannings'n' = 0.1075 NOTE: Adjust this value until it matches Manning's'n', below (Column 10).
(2) Qn/1.49s"' = 0.447
(3) depth = 0.5899 ft. (Adjust this value until Qn/1.49s' n, above = AR213, below )
(4) AR' = 0.447
(5) A = 1.04 ft2 (Cross-sectional area of flow, A = Sideslope*d2 for a grass swale)
(6) P = 3.73 ft (Wetted Perimeter, P = 2*squareroot((Sideslope*d)2+d2))
(7) R = 0.280 ft (Hydraulic Radius, R = A/P)
(8) V = 1.0 fps OK
(9) VR = 0.28
(10) Calculated Manning's 'n' = 0.1075 Note: Manning's 'n' calculation is based upon the equation
n'= 10^((0.1217*(LOG(VR)^2))-0.39*(LO(i(VR))-1.2195), which is based
upon 'Curve D'(2" to 6" vegetation), page 8.05.7 of the Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993.
Page I of 2 Duane K. Stewart and Associates, Inc.
Grass Swale Design
Swale #4
C. 10-Year Storm Depth and Manning's W
Enter an Assumed Manning's 'n' value in Column (11). Adjust depth (Column 13) until AR 213 (Column 14) matches
Qn11.49s 1'2 (Column 12). A new Manning's 'n' will be automatically calculated in Column 20. Enter that Manning's 'n'
into Assumed Manning's 'n' (Column 11). Repeat entry of depth (Column 13), until AR L3 (Column 14) matches Qn11.49s t?
(Column 12). Repeat process until both Manning's 'n' values match (Column II and 20) and QW1.49s to matches AR 213
(Columns 12 and 14).
Assumed Mannings 'n' = 0.0980
(12) Qn/1.49s"'= 0.513
(13) d= 0.6213
(14) AR 213 = 0.513
(15) A = 1.16
(16) P= 3.93
(17) R = 0.295
(18) V = 1.1
(19) VR= 0.34
(20) Calculated Manning's'n' = 0.0980
NOTE: Adjust this value until it matches Manning's 'n' below.
ft. (Adjust this value until Qn/1.49s"2, above = AR"', below )
ft2
ft
ft
fps OK
D. Use Tractive Force Procedure to Determine Temporary Channel Liner
-Use 2-Year Peak Flow to Determine Depth, Velocity and Shear Stress in Channel
John E. Schrum, P.E.
Created: 08/22/03
Revised: 11/3/2003
From Item A, Above:
Longitudinal Slope = 0.029 11/11 (between 0.02 and 0.04 ft/ft)
Sideslopes = 3.0 :1 (3:1 H:V, max)
Choose Manning's 'n' value of 0.023 or 0.02 (Column 21). Adjust d (Column 23) until AR 213 (Column 24) matches Qn1l.49s 112
(Column 22). If d < 0.5 feet, Manning's 'n'should be 0.023, ifd > 0.5 feet, Manning's 'n'should be 0.02. IfManning's 'n'
doesn't conform to correct 'd' (Column 23), adjust Manning's 'n' and repeat iteration. Use liner specified in Column 26, which
will be automatically selected as long as Shear Stress is less than 2.0 lbfft 2.
Column
(21)
(22)
(23)
(24)
(25)
(26)
Assumed Mannings 'n' = 0.023 NOTE: Manning's W= 0.023 for d < 0.5 ft, Mannings n' = 0.02 for d > 0.5 ft.
Qn/1.49s"2 = 0.096
d= 0.331 ft. (Adjust this value until Qn/1.49s12, above = AR213, below)
,AaW = 0.096
Shear Stress = 0.599 lb/ft2
Liner to Use = Single Fiberglass Roving Note: Liner selection is from Table 8.05g, Page 8.05.13, Erosion and
Sediment Control Planning and Design Manual, NCDENR Land Resources
Division, December, 1993
V rtia.....I ?:?.. n:...e..e:....a
Lou itudinal Slope = 0.029 ft/ft
Sideslo s = 3:1 H:V
Depth = 1 ft
To Width = 6 ft
Minimum Length = 24.0 ft
Liner to Use = Single Fiberglass Roving
Page 2 of 2 Duane K. Stewart and Associates, Inc.
DWQ Project No.
DIVISION OF WATER QUALITY - GRASSED SWALE WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name :
Contact Person: Phone Number:
Swale ID:
Grass Swale Length ft. (at least 100 ft. per tributary acre)
Tributary Drainage Area ac. (on-site and off-site drainage to the swale)
Impervious Area ac. (on-site and off-site drainage to the swale)
Max. Velocity from 2 Yr. Storm fps (2 fps max.)
Max. Velocity from 10 Yr. Storm fps
Min. side slopes ratio (3:1 min.)
Steepest Effective Slope ft/ft (check dams may be used)
Cover Crop
II. REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
Vegetation Plan provided on plans
The underlying soils are permeable and non-compacted
Swale carries only stormwater flow
Water table depth is greater than 1 foot.
Plan details for the swale provided.
Plan details for the inlets and outlets are provided.
Check dams provided.
The operation and maintenance agreement includes annual erosion and vegetation repair, and at least twice
annual mowing.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
OF W ATF9 Michael F. Easley
\O? QG Governor
Uj ,- William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Q `C Alan W. Klimek, P.E., Director
Division of Water Quality
October 23, 2003
John Schrum
Duane K. Stewart and Associates, Inc.
3715 University Drive
Durham, NC 27707
Subject: Royal Home Fashions
DWQ Project No. 011126 and 030807
Granville County
Dear Mr. Schrum:
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined that additional
information is necessary to complete the technical review process. The required additional information is as follows:
1. Level Spreaders and Other Devices
As we discussed today, please submit plans for the remainder of the site. You may provide diffuse flow through the
buffers or an alternative nitrogen removing and flow attenuating device such as grassed swales with check dams.
2. Drainage Plan
Please submit a drainage plan for the remaining site.
3. Worksheets
Worksheets for grassed swales can be found at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.htm1.
4. Operation and Maintenance Agreement
An operation and maintenance agreement is required. An example operation and maintenance plan can be found
at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html. The operation and maintenance agreement must also be
signed by the responsible party and notarized.
If you have any questions or would like to discuss this project, please contact me at [phone]. Also, please note
that the NC DENR Stormwater Best Management Practices Manual as well as other documents and information can be
downloaded from the Wetlands Unit web site at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html.
Sincerely,
iv
T,dd Vt. JohPE
Environmental Engineer
cc: Raleigh Regional Office
File
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
Duane K.Stewart
& ASSOCIATES, INC.

WAT6kUr??'i SECTION
To: Todd 5t. John From: John Schrum
Company/Dept: NCDENR-DWO 401 Wetlands Via: US Mail Delivery
Cert. Unit
Date: 10/10/2005
Project Name: Royal Home Fashions
Project M 967-02.21
? For Your Use
0 For Approval
® As Requested
? Please Reply
? Express E] Pick-up
Fax # of Pages
Fax #
? For Review & Comment
F] Other:
Item: Date Sets/Pages
Response letter *1
Level spreader calculations, narrative & design checklist 7
Operations and maintenance agreement 7
flans 7 /S
Drainage map 7
Comments:
WETLANDS 1401 GROUP
OCT 1 0 2003
WATER QUALITY SECTION
cc: Johnnie Hales, Royal Home Fashions - 1 set of plans and documents
-LOWr of Transmittal
Duane K. Stewart & Associates, Inc.
Consulting Engineers
3715 University Drive, Durham NC 27707
[phone] fox [phone]
www.dkso-tsi.com
_C
Duane K. Stewart
& ASSOCIATES, INC.
CONSULTING
E N G I N E E R S
v! - S(ni Idly
?nm w' ll
Suivey
October 8, 2003
Todd St. John, P.E.
Environmental Engineer
North Carolina Division of Water Quality
401 Wetlands Certification Unit
2321 Crabtree Boulevard
Raleigh, North Carolina 27604-2260
Re: Royal Home Fashions
DWQ Project # 011126 and 030807
Granville County
Duane K. Stewart Job #: 0967-02
Dear Mr. St. John,
WETLANDS 1401 GROUP
OCT 1 0 2003
WATER QUALITY SECTION
A letter was received from your office dated July 21, 2003. This letter requests
additional information needed to complete the technical review process for the above
project. Each item from the request is listed below, with responses to each item in bold
and italicized.
1. Level Spreaders
Please submit complete details for all level spreaders for the subject project per
condition no. 2 of the 401 Water Quality Certification issued October 31, 2001.
It is not clear which level spreader is addressed in your July 7, 2003 submittal.
Level spreaders should be designed according to the Level Spreader Design
Options available at http://h2o.elinr.state.nc.us/iicwetiands/Ieve1.pdf.
One level spreader is proposed for this project. The level spreader has
been moved out of the buffer and the flow to the level spreader is
attenuated with a dry detention basin. This detention basin: is
necessary to fit the level spreader in the given area. By detaining the
peak flow of the 10 year storm event, it is possible to reduce tl:e
required length of the level spreader to 90 feet. A narrative and
design calculations are included with this letter along with a revised
site plan, a watershed map, and level spreader details to demonstrate
that the level spreader design complies with NC DWQ standards.
2. Drainage Plan
Please submit a drainage plan for the entire site.
3715 University Drive
Durham, NC 27707
[phone]
fax [phone]
e-mail: [e-mail]
www.dksa-tsi.com
A site plan: showing proposed drainage for the entire site is included
with this letter. The level spreader shown on the site plan collects the
majority of storm water runoff from the project and is the only
discharge point that water discharges into a buffered area. All other
stormwater conveyances are either sheet flow or in channels, and a
large portion: of the drainage from the remainder of the site discharges
to an existing 36-inch RCP located in a DOT Right-of=Way.

3. Worksheets
Worksheets for level spreaders can be found at
http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.htm1.
A worksheet for the design of the proposed level spreader is included
with the narrative and levels spreader design calculations.
4. Operation and Maintenance Agreement
An operation and maintenance agreement is required. An example operation
and maintenance plan can be found at
http://h2o.elinr.state.nc.us/ncwetlands/mitresto.html. The operation and
maintenance agreement must also be signed by the responsible party and
notarized.
A signed and notarized operations and maintenance agreement has
been completed and is included with this letter.
Please don't hesitate to call me at [phone] should you have any further
questions.
Thanks,
Du ne St rt nd Associates
/
ohn E. Schrum, P.E.
Project Engineer
attachments
1
-s ' DRY DETENTION BASIN AND LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
ROYAL HOME FASHIONS
DWQ PROJECT # 030807
The level spreader system is defined as the dry detention basin, plunge pool velocity dissipater and the level
spreader.
Maintenance activities shall be performed as follows:
1. After every significant runoff producing rainfall event and at least monthly:
a. Inspect the dry detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice and trash rack of any obstructions such that system hydraulics are properly
maintained.
c. Check the plunge pool velocity dissipater (dry basin outlet) and level spreader for trash and sediment
accumulation. Remove any trash.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the dry detention basin and plunge pool semi-annually or when six
inches of sediment accumulates in the detention basin or plunge pool. Sediment in the dry detention basin
may be measured against the invert of the 36-inch Flared End Section Outlet (FES). The concrete floor of
the FES should be located and the top of sediment accumulation should be measured against the top of
the floor of the concrete FES.
The original design depth of the plunge pool is 1-1/2'. Sediment should be removed from the plunge pool
when the measured depth is V or less.
Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that
will not adversely impact water quality (i.e. stockpiling near a basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
5. Inspect level spreader every six months. Remove any accumulated sediment or debris and return level
spreader to design grades (1/2' deep with 3:1 side slopes). Inspect concrete lip of level spreader for
damage and to ensure entire lip of level spreader remains level. Repair any portion of damaged concrete
lip. Any portion of level spreader found that is no longer level should be repaired to a level condition.
6. Inspect area downstream of level spreader for erosion. Repair and replant any erosive or barren areas.
7. All components of the dry detention basin system and level spreader shall be maintained in good working
order.
Page 1 of 2
w I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Johnnie Hales
Title: Plant Manager
Address: 2102 Fayetteville Street, Durham, North Carolina 27707
Phone: [phone]
Signature:
4 -/01013
I, ?NFy,11? M • 15,ve- , a Notary Public for the State of N ?. ,
County of .F25ort , do hereby certify that Jo i-i N lip tAA Ll_:!5
personally appeared before me this ty day of ocT , Zr2&3 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
NASA RY
a;
PURR
.off, ,¢?ti ?k;•
'r:P`?pAJ ?O?t? ? ??'
SEAL
My commission expires 8 - Zs - gc.
Page 2 of 2
Duane K. Stewart
& ASSOCIATES, INC.
CONSULTING
ENGINEERS
Civil • Sanilary
Environmental
Planning • Design
SUrvey
Royal Home Fashions
Level Spreader and Detention Basin Design
Duane K. Stewart Job M 0967-02
WETLANDS 1401 GROUP
OCT 1 0 2003
WATER QUALITY SECTION
Site Location
Oxford Loop Road
Granville County, North Carolina
Prepared By
Duane K. Stewart & Associates, Inc.
3715 University Drive
Durham, North Carolina 27707
Engineer
John E. Schrum, P.E.
DATE: October 8, 2003
3715 University Drive
Durham, NC 27707
[phone]
fax [phone]
e-mail: [e-mail]
www.dkso-tsi.com
ROYAL HOME FASHIONS
Level Spreader and Detention Basin Design
DWQ Project # 011126 and 030807
General Description
Royal Home Fashions is a distribution center consisting of warehouse buildings and
associated access roads, parking and utilities. The site consists of 30.38-acres and is
located on the east side of Oxford Loop road, approximately 0.25 miles north of Highway
158. The property is located in the Tar-Pamlico River basin, and the owner of the
property has applied for a permit to fill 0.31 acre of jurisdictional wetlands. This
narrative and accompanying calculations describe the design of the level spreader to
provide sheet flow discharge through a buffer adjacent to the site.
Level Spreader Svstem Desien
One discharge point is located on the property where a level spreader will be required.
All other discharge points from the property are either in the form of sheet flow, or
discharge to existing storm drainage systems or manmade conveyances.
A level spreader is proposed to provide sheet flow discharge through the existing Tar-
Pamlico buffer. A dry detention basin will serve to restrict the peak flow resulting from
the 10-year storm event in order to reduce the required length of the level spreader to a
manageable length. The peak flow resulting from the 10-year storm event is 51.5 cfs
without detention. An 11-inch orifice plate will be installed into the existing 36-inch
pipe, which is the terminal pipe of the storm drainage system. This orifice will restrict
the peak flow resulting from the 10-year storm event to 6.6 cfs. The required length of
the level spreader will therefore be 85.8 feet. The actual length of the proposed level
spreader is 90-feet.
The level spreader is in accordance with NC DWQ "Draft Level Spreader Design
Options Version 1.0". The length of the level spreader is 13 feetlcfs (90-feet total). The
level spreader is %2-foot deep with 3:1 sideslopes. A concrete lip will be in place along
the entire length of the level spreader and the level spreader will be cut into existing
grades parallel to the existing contours. The dry detention basin with an 11-inch orifice
will control the peak flow resulting from the 10-year storm event.
A plunge pool velocity dissipater is to be placed at the outlet of the dry detention basin.
Stormwater runoff from the detention basin will discharge through the plunge pool prior
to entering the velocity dissipater. The combination of the detention basin and the plunge
pool should serve to remove sediment from the stormwater runoff and reduce sediment
loading on the velocity dissipater.
Design Methodology
• Time of Concentration is determined using SCS TR55 segmental approach.
• Rainfall is from NOAA Hydro-35 (June, 1977) and US Department of Commerce
TP40 (May, 1961).
• Hydrologic Soil Groups are determined using "Soil Survey of Granville County,
North Carolina" United States Department of Agriculture Soil Conservation
Service, July, 1997.
• Flow calculations and detention routing are carried out using United States Army
Corps of Engineers HEC-HMS Version 2.2.2. The SCS Method is utilized to
determine flow rates. Routing is conducted using the storage-indication method,
with widely accepted hydraulic equations for orifice flow.
• The velocity dissipater (plunge pool) is sized using the NY DOT Method per
"Erosion and Sediment Control Planning and Design Manual", State of North
Carolina Sedimentation Control Division, September 1988.
• The level spreader designed is based upon NC DWQ "Draft Level Spreader
Options Version 1.0", October 1, 2001.
DWQ Project No, (21112 6 4d) 0 2 O 8"
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : FAJOWNS Phone Number: D - 9,92 V
Contact Person: Th" S ry r ?rn
Level Spreader ID:.
Level Spreader Length q0 ft. (perpendicular to flow)
Drainage Area !0, b 1 ac. (on-site and off-site drainage to the level spreader)
Impervious Area (o . 9 ac. (on-site and off-site drainage to the level spreader)
Maximum Filter Strip/Buffer Slope A?), % (6%for forested, leaf littler cover, 8%for thick ground cover)*
grass
Max. Discharge from a 10 Year Storm __51. 5D cfs
Max. Discharge to Level Spreader 6.6 _ cfs
Filter Strip/Buffer Vegetation ?'hi?k ° fo?yef (thick ground cover or grass, canopied forest with leaf litter
U groundcover)
Pre-treatment or Bypass Method DRY DET NT1oN
REQUIRED ITEMS CHECKLIST
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
A licants Initials
Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
Pre-Form Scour Holes are on flat slopes only
No structures are located in protected buffers*
If bypass method specified in the Draft Level Spreader Design Option Document:
Bypass method is specified (if applicable) and plan details and calculations are provided
Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
Plan details for the bypass and outlets are provided.
The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
* Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.
Rainfall Inputs
Raleigh-Durham, North Carolina
DEPTH-DURATION-FREQUENCY DATA FOR RALEIGH-DURHAM AND VICINITY
Return Period 5 min 15 min i hour 2 hour 3 hour 6 hour 12 hour 24 hour
[years] Precipitation Depth [inches]
10 0.60 1.31 2.41 2.74 3.07 3.90 4.64 5.38
100 0.81 1.81 3.50 4.00 4.49 5.75 6.88 8.00
Notes:
1 - 10-year rainfall is entered as a'Frequency Storm' and 'Partial Duration'.
2 - Rainfall is from NOAA Hydro 35 (June, 1977) and US Dept of Commerce TP40 (May, 1961).
John E. Schrum, P.E.
10/8/2003
Duane K Stewart and Associates, Inc.
HEC-HMS Inputs
To Detention Basin
I. Hydrologic Soil Groups and SCS Curve Numbers
Soil Abbreviation Soil Type Hydrologic Soil Group
CaB Cecil Sandy Loam B
ApC Appling Sandy Loam B
HeB Ilelena Sandy Loam C
VaB Vance Sandy Loam C
Site soils are a mixture of HSG'B' and'C' soils. Use Interpolated SCS Curve Number
H. Corresponding SCS Curve Numbers
Cover Condition SCS Curve Number Comment
Impervious 98
Open 67.5 Assume good condition.
Wooded 62.5 Assume good condition.
III. HEC-HMS Inputs - Dry Detention Basin Routing
Basin #1:
Area
Cover Condition [Acres]
Onsite Impervious 6.41
Onsite Open 2.75
Onsite Wooded 0.00
Offsite Impervious 0.00
Offsite Open 0.00
Offsite Wooded 1.45
Total 10.61
Total Area = 10.61 Acres
= 0.0166 sq. miles
Composite SCS Curve Number = 85
Time of Concentration = 9.23 minutes
SCS Lag = 5.54 minutes
John E. Schrum, P.E.
10/2/2003
Duane K Stewart and Associates, Inc.
SCS TR55 Time of Concentration Calculation
To Dry Basin Segment
Sheet Flow
Travel Time = 6.57 minutes
Flow Length =k
Slope = %::`:';'•':f(>fi>' ft/ft
P (2-Year, 24-hour) = inches
Manning's'n' _ I? :(from below)
Surface Description n
Smooth Surfaces 0.011
Fallow (no residue) 0.050
Cultivated Soils
Residue Cover < 20% 0.06
Residue Cover> 20% 0.17
Grass
Short grass Prairie 0.15
Dense Grasses 0.24
Bermuda Grass 0.41
Range (natural) 0.13
?Yoods
Light Underbrush 0.40
Heavy Underbrush 0.80
PRE-DEVELOPMENT
I Total Travel Time = 9.23 min I
SCS Lag = 5.54 min
_pe ment #1 moment #2
Shallow Concentrated Flow
Travel Time - 0.11 mint
Flow Length = ft
Slope =3;3$r>ft/ft
x^•?fy}{? "•'''' •''_ 16.1345
Average Velocity = 4.56 ft/sec
Segment #3
Shallow Concentrated Flow
Travel Time = 035 minutes
Flow Length ''.•'..':.•...'._,..._,.+':.':t'.•..•.'..'•..'?.?xft
Slope = 1t3 (i :.ft/ft
r 20.3282
Average Velocity = 3.21 ft/sec
John E. Schrum, P.E.
10/8/2003
Segment #4
Channel Flow
Travel Time= 2.20 minutes
Flow Length = ft
Slope = rN7 ft/ft
Channel Area fl' (Assume 24" RCP)
Wet t ed Perimeter =<t:;3 ft (Assume 24" RCP)
Hydraulic Radius= 0.50 ft
Manning's'n' =. rQi£s' ; (Assume 30" RCP)
Average Velocity = 6.04 ft/sec
Duane K Stewart and Associates
Stage-Storage
Detention Basin #2
Stage-Storage Function
John E. Schrum, P.E.
10/2/2003
.............:.................................................:..Average :..:.. ,...,..Incremental ....: ,..:..Accumulated
:..r:.
Estimated
Contour Contour Contour Contour Stage
Contour Stage Area Area Volume Volume w/ S-S Fan
(feet) (feet) ..............(SF),.......,.........._(SF).,.... .....,......(CF)....::,:...,. .....,...:.:. (C . - »...., .........:.: (feet)
464.0 0.00 6810
466.0 2.00 10775 8793 17585 17585 2.04
468.0 4.00 14908 12842 25683 43268 3.88
470.0 6.00 19804 17356 34712 77980 5.92
472,0 8.00 25129 22467 44933 122913 8.21
I = 6524
b 1:3949
Duane K. Stewart and Associates
Detention Design Rating Curve
Detention Basin
Outlet Stucture Information
Barrel Diameter = 11 inches
Barrel Invert Elev = 464.0 ft
Barrel Manning's 'n' = 0.013
Cd = 0.59
Emergent/ Spillway Weir
Elevation = 471.3
Ground Slope = 0.00583
Coefficient = 3.0
Stage-Storage Information
K, = 6524
b = 1.3949
Starting WSE = 464.0

Elevation
Storage
Total Outflow Barrel
Orifice
Weir Flow
IN [acre-feet] [cfs] [cfs] [cfs]
464.00 0.000 0.0 0.0 0.0
464.10 0.006 0.1 0.1 0.0
464.20 0.016 0.2 0.2 0.0
464.30 0.028 0.4 0.4 0.0
464.40 0.042 0.6 0.6 0.0
464.50 0.057 0.9 0.9 0.0
464.60 0.073 1.1 1.1 0.0
464.70 0.091 1.4 1.4 0.0
464.80 0.110 1.7 1.7 0.0
464.90 0.129 2.1 2.1 0.0
465.00 0.150 2.3 2.3 0.0
465.10 0.171 2.5 2.5 0.0
465.20 0.193 2.7 2.7 0.0
465.30 0.216 2.9 2.9 0.0
465.40 0.239 3.0 3.0 0.0
465.50 0.264 3.2 3.2 0.0
465.60 0.289 3.3 3.3 0.0
465.70 0.314 3.5 3.5 0.0
465.80 0.340 3.6 3.6 0.0
465.90 0.367 3.7 3.7 0.0
466.00 0.394 3.9 3.9 0.0
466.10 0.422 4.0 4.0 0.0
466.20 0.450 4.1 4.1 0.0
466.30 0.479 4.2 4.2 0.0
466.40 0.508 4.3 4.3 0.0
466.50 0.538 4.5 4.5 0.0
466.60 0.568 4.6 4.6 0.0
466.70 0.599 4.7 4.7 0.0
466.80 0.630 4.8 4.8 0.0
466.90 0.661 4.9 4.9 0.0
John E. Schrum, P.E.
10/2/2003
Page I of 2 Duane K Stuart and Associates
Detention Design Rating Curve
Detention Basin
467.00 0.693 5.0 5.0 0.0
467.10 0.726 5.1 5.1 0.0
467.20 0.759 5.2 5.2 0.0
467.30 0.792 5.3 5.3 0.0
467.40 0.826 5.4 5.4 0.0
467.50 0.860 5.4 5.4 0.0
467.60 0.894 5.5 5.5 0.0
467.70 0.929 5.6 5.6 0.0
467.80 0.964 5.7 5.7 0.0
467.90 1.000 5.8 5.8 0.0
468.00 1.036 5.9 5.9 0.0
468.10 1.072 6.0 6.0 0.0
468.20 1.109 6.0 6.0 0.0
468.30 1.146 6.1 6.1 0.0
468.40 1.183 6.2 6.2 0.0
468.50 1.221 6.3 6.3 0.0
468.60 1.259 6.3 6.3 0.0
468.70 1.297 6.4 6.4 0.0
468.80 1.336 6.5 6.5 0.0
468.90 1.375 6.6 6.6 0.0
469.00 1.414 6.6 6.6 0.0
469.10 1.454 6.7 6.7 0.0
469.20 1.493 6.8 6.8 0.0
469.30 1.534 6.9 6.9 0.0
469.40 1.574 6.9 6.9 0.0
469.50 1.615 7.0 7.0 0.0
469.60 1.656 7.1 7.1 0.0
469.70 1.697 7.1 7.1 0.0
469.80 1.739 7.2 7.2 0.0
469.90 1.781 7.3 7.3 0.0
470.00 1.823 7.3 7.3 0.0
470.10 1.866 7.4 7.4 0.0
470.20 1.909 7.5 7.5 0.0
470.30 1.952 7.5 7.5 0.0
470.40 1.995 7.6 7.6 0.0
470.50 2.039 7.7 7.7 0.0
470.60 2.083 7.7 7.7 0.0
470.70 2.127 7.8 7.8 0.0
470.80 2.171 7.9 7.9 0.0
470.90 2.216 7.9 7.9 0.0
471.00 2.261 8.0 8.0 0.0
471.10 2.306 8.0 8.0 0.0
471.20 2.351 8.1 8.1 0.0
471.30 2.397 8.2 8.2 0.0
471.40 2.443 11.5 8.2 3.3
471.50 2.489 26.7 8.3 18.4
471.60 2.536 59.0 8.3 50.7
471.70 2.582 112.5 8.4 104.1
471.80 2.629 190.3 8.5 181.8
471.90 2.676 295.3 8.5 286.8
472.00 2.724 430.2 8.6 421.7
John E. Schrum, P.E.
10/2/2003
Page 2 of 2 Duane K. Stuart and Associates
HMS * Summary of Results for DETENTION BASIN
Project : Royal Home Fashions Run Name : 10-Year Freq
Start of Run 04MayO3 1200
End of Run 05May03 1200
Execution Time : 020ct03 1006
Basin Model Detention Basin
Met. Model 10-YEAR FREQ STORM
Control Specs 1 Minute dT
Computed Results
Peak Inflow 51.528 (cfs) Date/Time of Peak Inflow 05 May 03 0007
Peak Outflow 6.6052 (cfs) Date/Time of Peak Outflow 05 May 03 0037
Total Inflow 3.72 (in) Peak Storage 1.4161(ac-ft)
Total Outflow 3.67 (in) Peak Elevation : 469.01(ft)
HMS * Summary of Results for DETENTION BASIN
Project : Royal Home Fashions Run Name : 100-Year Storm
Start of Run 04May03 1200
End of Run 05May03 1200
Execution Time 020ct03 1006
Basin Model Detention Basin
Met. Model 100-Year Freq Storm
Control Specs 1 Minute dT
Computed Results
Peak Inflow 77.599 (cfs)
Peak Outflow 11.307 (cfs)
Total Inflow 6.20 (in)
Total Outflow 6.14 (in)
Date/Time of Peak Inflow 05 May 03 0007
Date/Time of Peak Outflow 05 May 03 0036
Peak Storage 2.4403(ac-ft)
Peak Elevation 471.39(ft)
Velocity Dissipator Design
36" RCP
NRCD Land Quality Section
Pipe Design
Entering the following values will provide you with
the expected outlet velocity and depth of flow in a
pipe, assuming the Mannings roughness number is
constant over the entire length of the pipe.
flow Q in cfs : 6.61
slope in % : 1.18
pipe diameter Din in.: 36
Manning number n : 0.013
Flow depth (ft) = 0.61
Velocity (cfs) = 6.389
NRCD Land Quality Section
NYDOT Dissipator Design Results
Pipe diameter (ft) 3
Outlet velocity (fps) 6.39
Apron length (ft) 18
AVG DIAM STONE THICKNESS
(inches) CLASS (inches)
-------- ----- ---------
3 A 9
<< 6 B 22 >>
13 B or 1 22
23 2 27
W=LA+Do
W=18+3
W=21
SAY 21 ft
U > '!NCDQT CLASS:JI RIP RAP APRRN
18?.???1'I?'Y x"22"<THK
John E. Schrum, P.E.
10/2/2003
Duane K Stewart and Associates, Inc.
PROPERTY LINE
N78°48'24»
w 867.96
i
EX. EDGE OF CREEK j
PLUNGE POOL ?
VELOCITY DISSIPATOR
NCDOT CL "B" RIPRAP
18-L X 21-W X 22"THK (SEE DETAIL) CV 0
JB HEADWALL
INV. OLIT-466:5- - -
EX. TOP OF SLOPE 18 LF 36" 0 RCP 90 LF LEVEL SPREADER
(SEE DETAIL)
ROYAL HOME FASHIONS
REVISED FLOW LEVEL SPREADER LOCATION
Duane K. Stewart
& ASSOCIATES, INC.
CONSULTING ENGINEERS
NOTE:
LOCATIONAL & TOPOGRAPHIC
INFO SUPPLIED BY
TRIANGLE SURVEYORS, INC.
GRAPHIC SCALE
50 0 25 50 100
1 inch = 60 ft.
JOB NO.967-02.11
10/08/03
Civil • Sanitary • Environmental
Planning • Design • Survey
3715 University Drive
Durham, N.C. 27707
[phone]
fax [phone]
e-mail: infoOdkso-tsi.com
www.dksa-tsi.com
t
SOM SURVEY, GCOPN-rv, No/,Tq C1rCJL-I N1t
uNt1'6D STATES VF-PgR7•,yENr OF AGQICULTUQE
514goT KD• 10
10
4F
DRY DETENTION BASIN AND LEVEL SPREADER OPERATION AND MAINTENANCE AGREEMENT
ROYAL HOME FASHIONS
N DWQ PROJECT # 030807
The Ie ei?sspS/e4SJe9R*9m is defined as the dry detention basin, plunge pool velocity dissipater and the level
sprea er.
6C T Z 0 200
Maintenance activities shall be performed as follows:
WATER QU
1. After e%v''gAJQWlftt runoff producing rainfall event and at least monthly:
a. Inspect the dry detention basin system for sediment accumulation, erosion, trash accumulation,
vegetated cover, and general condition.
b. Check and clear the orifice and trash rack of any obstructions such that system hydraulics are properly
maintained.
c. Check the plunge pool velocity dissipater (dry basin outlet) and level spreader for trash and sediment
accumulation. Remove any trash.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to maintain
proper functioning.
4. Remove accumulated sediment from the dry detention basin and plunge pool semi-annually or when six
inches of sediment accumulates in the detention basin or plunge pool. Sediment in the dry detention basin
may be measured against the invert of the 36-inch Flared End Section Outlet (FES). The concrete floor of
the FES should be located and the top of sediment accumulation should be measured against the top of
the floor of the concrete FES.
The original design depth of the plunge pool is 1-1/2'. Sediment should be removed from the plunge pool
when the measured depth is 1' or less.
Removed sediment shall be disposed of in an appropriate manner and shall be handled in a manner that
will not adversely impact water quality (i.e. stockpiling near a basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
5. Inspect level spreader every six months. Remove any accumulated sediment or debris and return . level
spreader to design grades (1/2' deep with 3:1 side slopes). Inspect concrete lip of level spreader for
damage and to ensure entire lip of level spreader remains level. Repair any portion of damaged concrete
lip. Any portion of level spreader found that is no longer level should be repaired to a level condition.
6. Inspect area downstream of level spreader for erosion. Repair and replant any erosive or barren areas.
7. All components of the dry detention basin system and level spreader shall be maintained in good working
order.
Page 1 of 2
r
It
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
Print name: Johnnie Hales
Title: Plant Manager
Address: 2102 Fayetteville Street Durham North Carolina 27707
Phone: [phone]
Signature:
Date: 0 -1d
- (?
1, M • a Notary Public for the State of N . ?. ,
County of fFg. , do hereby certify that Jai-iNNjy7 0vo, L5
personally appeared before me this Icy day of ocT , 7,,A-3 , and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,
?J?N V' BuR1F
NoTA Rr
iOF ,f?`'tiA?
SEAL
My commission expires 8 - Z,-? -- gc-
Page 2 of 2
O?OF W AT _ Q
r
5 ?
July 21, 2003
Bryan Staley
Duane K. Stewart and Associates, Inc.
3715 University Drive
Durham, NC 27707
Dear Mr. Staley:
Subject:
Royal Home Fashions
DWQ Project No. 011126 and 030807
Granville County
The Wetlands Unit staff reviewed the stormwater management plans for the subject project and determined that additional
information is necessary to complete the technical review process. The required additional information is as follows:
Level Spreaders
Please submit complete details for all level spreaders for the subject project per condition no. 2 of the 401 Water
Quality Certification issued October 31, 2001. It is not clear which level spreader is addressed in your July 7, 2003
submittal. Level spreaders should be designed according to the Level Spreader Design Options available at
http://h2o.ehnr.state.nc.us/ncwetlands/level.pdf.
2. Drainage Plan
Please submit a drainage plan for the entire site.
3. Worksheets
Worksheets for level spreaders can be found at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html.
4. Operation and Maintenance Agreement
An operation and maintenance agreement is required. An example operation and maintenance plan can be found
at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.htmi. The operation and maintenance agreement must also be
signed by the responsible party and notarized.
If you have any questions or would like to discuss this project, please contact me at [phone]. Also, please note
that the NC DENR Stormwater Best Management Practices Manual as well as other documents and information can be
downloaded from the Wetlands Unit web site at http://h2o.ehnr.state.nc.us/ncwetlands/mitresto.html.
Sincerely,
/A_//W
Todd St. Jo#,PE
Environmental Engineer
cc: Raleigh Regional Office
File
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan W. Klimek, P.E., Director
Division of Water Quality
North Carolina Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
919-733-1786 (phone), 919-733-6893 (fax), http://h2o.enr.state.nc.us/ncwetlands/
07/07/2003 MON 16:14 FAX [phone] DR STEWART-TRIANGLE, SUR`w' 1A001/004
?' / O(J /, 7
S'
Duane K. Stewart
& ASSOCIATES, INC.
FACSIMILE TRANSMITTAL SHEET
CONSULTING
ENGINEERS
CIvll - Sanitary
Lrw ronmenlal
planning • 1)w.nln
Survey
['O: COMPANY: F AX:
Todd St. John DWQ-Wetlands 733-9584
FROM: DATE: TIME:
Bryan Staley 7/7/2003 4:11 PM
RE: TOTAL NO. OF PACES INCLUDING COVER. PRO) ECT NUMBER:
Royal Home Fashions - 4
Level Spreader Calcs.
ITEMS TRANSMITTED
Z FOR YOUR USE ? I?OR REVIEW AND COMMENT ? AS REQUESTED ? PL) ASE REPLY
VOTES/ COMMENTS:
Todd, attached please find the level spreader calculations you requested. Please note
that the level spreader sizing accounts for the construction of a future building (see
attached map) in addition to the current construction.
If you have any questions please contact me. Thanks for your assistance.
3715 University Drive
Durham, NC 27101
(919) A90.2999
fox [phone]
e-mail: inloGdksa-tsi.com
www.dksa•tsi.com
Fax-0wq-flowspreadercalcs-0707.doc
07/07/2003 MON 16:14 FAX [phone] DK STEWART-TRIANGLE SURF 10OOZ/UU4
t
,?GU?gj)Ad?

14 ke-

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07/07/2003 MON 16:15 FAX [phone] DK STEWART-TRIANGLE SURF
TR55 Te Worksheet Page 1
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
Storm frequency = yrs
Sheet Flow
Manning's n-value = 0.800
Flow length = 285.0 ft
Two-year 24-hr precip. = 3.50 in
Land slope = 3.2 %
Travel Time ........................................ = 68.8 min
Shallow Concentrated Flow
Flow length = 55 ft
Watercourse slope = 40.0 %
Surface description = Unpaved
Average velocity = 10.20 ft/s
Travel Time ................. ....................... = 0.1 min
Channel Flow
Cross section flow area = 7.1 sgft
Wetted perimeter = 9.4 ft
Channel slope = 1.0 %
Manning's n-value = 0.015
Velocity = 8.19 ft/s
Flow length = 720.0 ft
Travel Time ....................................... n 1.5 min
IA 003/004
Total Travel Time, Tc ........................ = 70.4 min (1.!? 3 u,%)
07/07/2003 MON 16:15 FAX [phone] DK STEWART-TRIANGLE SUR`'
?mc r&14)A4s
WAjaftNo `p9LuJeA-nOJJ
t.A
LL
m
m

1A 004/004
r?
j,rz 50 .
i
r
_o
Duane K. Stewart
S ASSOCIATES, INC.
FACSIMILE TRANSMITTAL SHEET
C O N S U L T I N G TO COMPANY, FAX:
E N O 1 N E E R S Todd St. John DWQ-Wetlands 733-6893
?__h,'a • '?,unnr; FROM: DATE: 1'IME:
Frr:ir,:nrn. nlC l B 7/2/2003 10.27 AM
Plr7nnin?l Bryan Braley .
?ni"'y RE TOTAL NO. OF PAGES INCLUDING COVER: PROJECT NUMBER:
Royal Home Fashions - 2
Level Spreader Modification
I rF:MS 'I RANSMITrED
® FOR YOUR USE 1:1 FOR REVIEW AND COMMENT ? AS REQUESTEL) [] PLEASE REPLY
VU'1'F'.SiCOMntENTS:
Todd, per our conversation yesterday, here is the revised drawing showing a pond on
Zone 2 of the buffer with flow spreader outlets for the pond on either side extending
out of the buffer.
Please put this drawing in place of the original drawing submitted. A permanent water
surface elevation of 460.5' is indicated for the pond. If you have any questions please
let me know. Thanks Ear your assistance.
3715 University Drive
Durham, NC 27707
[phone] Documentl
fox 1919) 490-6165
e-mail [e-mail]
www.dksa tsi C0111
ZOO/ kNtIS H19NV1H1-1NVA31S NU 99T900616 YVA 8Z:0T QOM E009/70/LO

PROPERTY LINE
'24 "W 867.96
i
. i
i
i
i
r EX. EDGE OF CREEK

EX, TOP OF SLOPE
Np,?- i?
- i
PF(OP.
(POND- ; /
?ffOP
r
FLOW
?- - ' / SP ER
_90' -??? ; ' OUyLf T
EX.
FES - - - - - -
36"RCP
INV:462.80 y
4q
NOTE:
LOCATIONAL & TOPOGRAPHIC
INFO SUPPUED BY
ROYAL HOME FASHIONS
REVISED Row LEVEL SPREADER LOCATION
i
AM
r
Duane K. Stewart
%i7m & ASSOCIATES, INC.
CONSULTING ENGINEERS
GRAPHIC SCALE
50 0 25 50 100
1 inoh - 50 ft.
JOB NO.967-02.11
06/19/03
Civil • Sanitory • Enviromnental
Plonning • Oeslgn • Survey
3715 University Drive
Durham, N.C. 27707
fc(9(1991)9)490-2999
90-6165
e-moil: info0dkso-tsixom
www.dkso-tsi.com
z00: Z00p1
%US :119NVI2U LabAM LLS N(1 E91900616 kid 69:01 (IU £00Z: z0: L0

07/07/2003 MON 11:37 FAX [phone] DR STEWART-TRIANGLE SUR`' 10001/003
Duane K. Stewart
& ASSOCIATES, INC.
FACSIMILE TRANSMITTAL SHEET
C O N S U L T I N G
ENOIN66R5 TO. COMPANY: PAX:
Todd St. John DWQ-Wedands 733-6893
Civil - sorillory
Enwmnmenru FROM: DATE TTTvrr:
Plorn ng nNSeln Bryan Staley ?/7/2003 11:40 AM
='?rrOt?Y RE. TOTAL NO. OP PAGPS TNCTW)ING COVF.R:PRQJR(.T NUhfB1,R:
11byal Home Fashions - 3
Level Spreader X-Section
TP.MS TR-ANSMITTT:D
® FOR YOUR USE ? rOR REVIEW AND COMMENT ? AS REQUESTED ? PLEASES REPLY
NOTFS/COMMENTS:
'T'odd, sorry for the delay in getting this to you. I ran out of time last week. Here's the
cross-section you requested of the plunge pond with the flow spreader portion overlay
on it as well. Please let me know if you have any questions.
3715 Uiiversity Drive
Durham, NC 27707
)919) 490-2999 Documentl
fax [phone]
e-moil: in{[e-mail]
wwwdkso-tsi corn
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07/07/2003 MDN 11:38 FAX [phone] DR STEWART-TRIANGLE SURF
Ivo ?(AL, 1-pKC rASNK1A.,5
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Duane K. Stewart
& ASSOCIATES, INC.
Y° t
ti.Jk Glr ??
LETTER OF TRANS
W1114O
S1401F G
CONSULTING I'0: FROM:
ENGINEERS John DOmey Bryan Staley
Civil • Sanitary COMPANY: DATE:
Envlranmenlal NCDWQ 6/24/2003
Planning • Design
Survey
RF:
PROJECI' NUMBER:
Royal Home Fashions - Onsite 967-02.11
I'I-I i MS 'I' RA N S M I'1"I' I: D:
7 copies of permit materials
? FOR YOUR USI, M FOR RVVIFW AND COMMI"N'1' ? AS R13(ZUHS'FFD ? P1,1?ASF RI?P1,Y
NO'I'ISS/COMMI:N'I'S:
3715 University Drive
Durham, NC 27707
[phone]
fax [phone]
e-mail: [e-mail]
www.dkso-tsi.com
cc: Johnnie Hales, Royal Home Fashions - 1 set of permit materials
Neal Adams, Mixon Construction - 1 set of permit materials

?AoWAT?RQ
?O G
co
r
o ?
Pre-Construction Notification (PCN) Application Form
For Section 404 and/or Section 10 Nationwide, Regional and General Permits, Section 401
General Water Quality Certifications, and Riparian Buffer and Watershed Buffer Rules
This form is to be used for projects qualifying for any of the U.S. Army Corps of Engineers' (USACE)
Nationwide, Regional or General Permits as required by Section 404 of the Clean Water Act and/or
Section 10 of the Rivers and Harbors Act, and for the North Carolina Division of Water Quality's
(DWQ) associated General 401 Water Quality Certifications. This form is also to be used for any
project requiring approval under any Riparian Buffer Rules implemented by the N.C. Division of Water
Quality. This form should not be used if you are requesting an Individual 404 Permit or Individual 401
Water Quality Certification. The USACE Individual Permit application form is available online at
http://www.saw.usace.armymiI/wetlands/Perm gpp.htm.
The USACE is the lead regulatory agency. To review the requirements for the use of Nationwide,
Regional or General permits, and to determine which permit applies to your project, please go to the
USACE website at http://www.saw.usace.army.miI/wetlands/regtour.htm, or contact one of the field
offices listed on page 3 of this application. The website also lists the responsible project manager for
each county in North Carolina and provides additional information regarding the identification and
regulation of wetlands and waters of the U.S.
The DWQ issues a corresponding Certification (General or Individual), and cannot tell the applicant
which 401 Certification will apply until the 404 Permit type has been determined by the USACE.
Applicants are encouraged to visit DWQ's 401/Wetlands Unit website at
http://h2o.enr.state.nc.us/ncwetlands to read about current requirements for the 401 Water Quality
Certification Program and to determine whether or not Riparian Buffer Rules are applicable. The
applicant is also advised to read the full text of the General Certification (GC) matching the specific 404
Permit requested. In some cases, written approval for General Certifications is not required, provided
that the applicant adheres to all conditions of the GC. Applicants lacking access to the internet should
contact DWQ's Central Office in Raleigh at [phone].
Trout Waters Coordination - Special coordination with the North Carolina Wildlife Resources
Commission (NCWRC) is required for projects occurring in any of North Carolina's twenty-five
counties that contain trout waters. In such cases, the applicant should contact the appropriate NCWRC
regional coordinator (listed by county on page 4 of this application) prior to submittal of the application.
Page 1 of 1
Coastal Area Management Act (LAMA) Coordination - If the project occurs in any of North Carolina's
twenty coastal counties (listed on page 4) the applicant should contact the North Carolina Division of
Coastal Management (DCM). DCM will determine whether or not the project is within a designated
Area of Environmental Concern, in which case DCM will act as the lead permitting agency. In such
cases, DCM will require a CAMA Permit and will coordinate the 404/401 Permits.
The applicant may also choose to coordinate with the United States Fish and Wildlife Service to ensure
that the proposed project will have no impact upon any endangered or threatened species or critical
habitat as regulated by the Endangered Species Act, and the State Historic Preservation Office, North
Carolina Department of Cultural Resources to ensure that the proposed project will have no impact upon
any properties listed or eligible for listing on the National Register of Historic Places. Compliance with
these regulations is required to be eligible for any Department of the Army permit. The addresses for
both agencies are listed on page 3 of this application.
USACE Permits - Submit one copy of this form, along with supporting narratives, maps, data forms,
photos, etc. to the applicable USACE Regulatory Field Office. Upon receipt of an application, the
USACE will determine if the application is complete as soon as possible, not to exceed 30 days. This
PCN form is designed for the convenience of the applicant to address information needs for all USACE
Nationwide, Regional or General permits, as well as information required for State authorizations,
certifications, and coordination. Fully providing the information requested on this form will result in a
complete application for any of the USACE Nationwide, Regional or General permits. To review the
minimum amount of information that must be provided for a complete PCN for each USACE
Nationwide permit, see Condition 13, 65 Fed. Reg. 12893 (March 9, 2000), available at
http://www.saw.usace.anny.mil/wetlands/nwpfinalFedReg.pdf. Processing times vary by permit and
begin once the application has been determined to be complete. Please contact the appropriate
regulatory field office for specific answers to permit processing periods.
401 Water Quality Certification or Buffer Rules - All information is required unless otherwise stated
as optional. Incomplete applications will be returned. Submit seven collated copies of all USACE
Permit materials to the Division of Water Quality, 401/Wetlands Unit, 1650 Mail Service Center,
Raleigh, NC, 27699-1650. If written approval is required or specifically requested for a 401
Certification, then a non-refundable application fee is required. In brief, if project impacts include less
than one acre of cumulative wetland/water impacts and less than 150 feet cumulative impacts to
streams, then a fee of $200 is required. If either of these thresholds is exceeded, then a fee of $475 is
required. A check made out to the North Carolina Division of Water Quality, with the specific name of
the project or applicant identified, should be stapled to the front of the application package. For more
information, see the DWQ website at http://h2o.ehnr.state.nc.us/ncwetlands/fees.html. The fee must be
attached with the application unless the applicant is a federal agency in which case the check may be
issued from a separate office. In such cases, the project must be identifiable on the U.S. Treasury check
so that it can be credited to the appropriate project. If written approval is sought solely for Buffer Rules,
the application fee does not apply, and the applicant should clearly state (in a cover letter) that only
Buffer Rule approval is sought in writing. Wetlands or waters of the U.S. may not be impacted prior to
issuance or waiver of a Section 401 Water Quality Certification. Upon receipt of a complete application
for a 401 Certification, the Division of Water Quality has 60 days to prepare a written response to the
applicant. This may include a 401 Certification, an on-hold letter pending receipt of additional
requested information, or denial.
Page 2 of 2
US Army Corps Of Engineers Field Offices and County Coverage
Asheville Regulatory Field Office Alexander Caldwell Haywood McDowell Swain
US Army Corps of Engineers Alleghany Catawba Henderson Mecklenburg Transylvania
151 Patton Avenue Ashe Cherokee Iredell Mitchell Union
Room 208 Avery Clay Jackson Polk Watauga
Asheville, NC 28801-5006 Buncombe Cleveland Lincoln Rowan Yancey
Telephone: [phone] Burke Gaston Macon Rutherford
Fax: [phone] Cabarrus Graham Madison Stanley
Raleigh Regulatory Field Office Alamance Franklin Nash Surry
US Army Corps Of Engineers Caswell Forsyth Northampton Vance
6508 Falls of the Neuse Road Chatham Granville Orange Wake
Suite 120 Davidson Guilford Person Warren
Raleigh, NC 27615 Davie Halifax Randolph Wilkes
Telephone: [phone] Durham Johnston Rockingham Wilson
Fax: [phone] Edgecombe Lee Stokes Yadkin
Washington Regulatory Field Office Beaufort Currituck Jones Pitt
US Army Corps Of Engineers Bertie Dare Lenoir Tyrrell
Post Office Box 1000 Camden Gates Martin Washington
Washington, NC 27889-1000 Carteret* Green Pamlico Wayne
Telephone: [phone] Chowan Hertford Pasquotank
Fax: [phone] Craven Hyde Perquimans *Croatan National Forest Only
Wilmington Regulatory Field Office Anson Duplin Onslow
US Army Corps Of Engineers Bladen Harnett Pender
Post Office Box 1890 Brunswick Hoke Richmond
Wilmington, NC 28402-1890 Carteret Montgomery Robeson
Telephone: [phone] Columbus Moore Sampson
Fax: [phone] Cumberland New Hanover Scotland
North Carolina State Agencies
Division of Water Quality
401 Wetlands Unit
1650 Mail Service Center
Raleigh, NC 27699-1650
Telephone: [phone]
Fax: [phone]
Division of Water Quality
Wetlands Restoration Program
1619 Mail Service Center
Raleigh, NC 27699-1619
Telephone: [phone]
Fax: [phone]
State Historic Preservation Office
Department Of Cultural Resources
4617 Mail Service Center
Raleigh, NC 27699-4617
Telephone: [phone]
Fax: [phone]
US Fish and Wildlife Service / National Marine Fisheries Service
US Fish and Wildlife Service US Fish and Wildlife Service National Marine Fisheries Service
Raleigh Field Office Asheville Field Office Habitat Conservation Division
Post Office Box 33726 160 Zillicoa Street Pivers Island
Raleigh, NC 27636-3726 Asheville, NC 28801 Beaufort, NC 28516
Telephone: [phone] Telephone: [phone] Telephone: [phone]
Page 3 of 3
CAMA and NC Coastal Counties
Division of Coastal Management Beaufort Chowan Hertford Pasquotank
1638 Mail Service Center Bertie Craven Hyde Pender
Raleigh, NC 27699-1638 Brunswick Currituck New Hanover Perquimans
Telephone: [phone] Camden Dare Onslow Tyrrell
Fax: [phone] Carteret Gates Pamlico Washington
NCWRC and NC Trout Counties
Western Piedmont Region Coordinator Alleghany Caldwell Watauga
3855 Idlewild Road Ashe Mitchell Wilkes
Kernersville, NC 27284-9180 Avery Stokes
Telephone: [phone] Burke Surry
Mountain Region Coordinator Buncombe Henderson Polk
20830 Great Smoky Mtn. Expressway Cherokee Jackson Rutherford
Waynesville, NC 28786 Clay Macon Swain
Telephone: [phone] Graham Madison Transylvania
Fax: [phone] Haywood McDowell Yancey
APPLICATION FORM BEGINS ON PAGE 5. PLEASE DO NOT SUBMIT PAGES 1 - 4.
Page 4 of 4
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No.
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".)
1. Processing
Check all of the approval(s) requested for this project:
? Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested:
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
5. If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
Owner/Applicant Information
Name: Royal Home Fashions, CONTACT: Johnnie Hales
Mailing Address: 2102 Fay Street
Durham, NC 27704
Telephone Number: [phone] Fax Number: [phone]
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name: Bryan Staley, PE
Company Affiliation: Duane K. Stewart & Assoc.
Mailing Address: 3715 University Drive
Durham, NC 27707
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: bstaley((a),dksa-tsi.com
Page 5 of 5
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Royal Home Fashions - Oxford Site
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Granville Nearest Town: Oxford
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): I-85 North to US 158 Exit, Turn
Left then make first right onto Oxford Loop, Make the first right into the site (across from
Revlon)
5. Site coordinates, if available (UTM or Lat/Long): UTM 17 719612E 4021796N
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres):-
7. Nearest body of water (stream/river/sound/ocean/lake):
8. River Basin: Tar-Pamlico
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/mgps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Site is under construction
Page 6 of 6
10. Describe the overall project in detail, including the type of equipment to be used:
Placement of flow level spreader plunge pool into Zone 2 of Tar-Pamlico buffer. Typical
equipment used to construct the pool will be backhoes, excavators, etc.
11. Explain the purpose of the proposed work: To convert concentrated stormwater flow to
diffuse flow prior to passing through the Tar-Pamlico buffer.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
USACE Action ID: 200120825 (for wetland impacts)
DWQ 401 Certification: DWQ 01-1126 (for wetland impacts)
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 7
Provide a written description of the proposed impacts: No impacts are proposed to the
waters of the state or to anv wetlands.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
(acres) Located within
100-year Floodplain**
es/no) Distance to
Nearest Stream
(linear feet)
Type of Wetland***
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.gov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property:
Total area of wetland impact proposed:
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
indicate on ma)
Type of Impact* Length of
Impact
(linear feet
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
(please seci
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.ustgs.Qov. Several internet sites also allow direct download and printing of USGS maps (e.g., www.topozone.com,
www.mapguest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 0
Page 8 of 8
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.)

List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ® uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): excavation
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): stormwater conveyance to level spreader (no detention)
Size of watershed draining to pond: 10.29 ac. Expected pond surface area: 490 s.f.
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Area outside of buffer will be graded to facilitate placement of level spreader: however. the
plunge pool will still encroach the buffer.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
Page 9 of 9
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
htt2://h2o.enr.state.nc.us/ncwetlands/stnngide.html.
Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
No mitigation plan is proposed.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at htt2://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
Page 10 of 10
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet Multiplier Required
Mitigation
1 0 3
2 392 1.5
Total
* Zone I extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
Page 11 of 11
06/17/2009 TUE 19:58 FAA H194auotoa Ln aIr,"A111-"%-Lm" "
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
_ Mervious area = 17% (Approx.) Flow levelmreadcr is proposed to protect downstream
waters
XII. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Site is served by public sewer
XUL Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No X
Is this an after-the-fact permit application?
Yes ? No X
)aV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Site is under construction As a result response is preferred as soon as possible.
(Agent's signature is valid only if an
letter from the applicant is provided.)
Page 12 of 12
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Oxford NC
US
Notes:
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NOTE:
LOCATIONAL & TOPOGRAPHIC
INFO SUPPLIED BY
ROYAL HOME FASHIONS
REVISED FLOW LEVEL SPREADER LOCATION

Duane K. Stewart
& ASSOCIATES, INC.
CONSULTING ENGINEERS
GRAPHIC SCALE
50 0 25 50 100
1 inch = 50 ft.
JOB NO.967-02.11
06/19/03
Civil • Sanitary • Environmental
Planning • Design • Survey
3715 University Drive
Durham, N.C. 27707
fox 19) 490-6165
e-mail: infoOdksa-tsi.com
www.dkso-tsi.com
\otC W A r?qp?
r
O ^?
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
July 3, 2003
DWQ # 03-0807
Granville County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
Royal Home Fashions
Attn: Johnnie Hales
2102 Fay Street
Durham, NC 27704
Subject Property: Royal Home Fashions - Oxford site
Dear Mr. Hales:
On July 1, 2003 the Division of Water Quality (DWQ) was notified by receipt of your application regarding your
plan to fill waters for the purpose of to provide stormwater diffuse flow through Tar-Pamlico buffer in Granville County.
Approval from DWQ is required to disturb these areas. Please provide 7 copies of the following information and refer to the
DWQ # listed above in your reply. Please show these on maps of suitable scale (for instance 1" = 100 feet) so we can begin
to determine your projects' compliance with 15A NCAC 2H .0500.
Stormwater Discharge
The stormwater discharges at the location on the plans labeled EX. FES 36" RCP INV 462.80 will not provide
diffuse flow through the buffer. Please revise the plans and provide calculations to show that diffuse flow will
be achieved through the entire buffer. If it is not possible to achieve diffuse flow through the entire buffer then
it may be necessary to provide stormwater management practices that remove nutrients before the stormwater
can be discharged through the buffer. Please explain why the level spreader can not be moved out of Zone 2
entirely.
Authorization Letter
2. Please provide a signed copy of the agent authorization letter.
Please telephone Mike Horan at 919-715-3404 if you have any questions or would require copies of our rules or
procedural materials. This project will remain on hold as incomplete in accordance with 15A NCAC 2H .0505(c). The
processing time for this application will begin when this information is received. If we do not hear from you by writing or
by fax at [phone] within three (3) weeks we will assume you no longer want to pursue the project and will consider
it withdrawn.
KR. Dorney
Water Quality Cer fication Program
JRD/bs
cc: Raleigh DWQ Regional Office
Raleigh Corps of Engineers
Central Files
File Copy
Bryan Staley, Duane Stewart & Ass, 3715 University Drive, Durham, NC 27707
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (htty://h2o.enr.state.nc.us/ncwetlands)
Customer Service #: 1-877-623-6748
WETONDS1401
_ GADUp
10TQ Lr_l;J,i
Duane K. Stewart RQ'?'SE
& ASSOCIATES, INC. ?. CTION
LETTER OF TRANSMITTAL
CONSULTING IROM
E N G I N E E R S _John Domey Bryan Staley
• irieliry COMPANY: DA'11{:
NCDWQ 6/24/2003
Swvcy RF: PROIFGF NUNIBI?R:
Royal Home Fashions - Onsite 967-02.11
111:NIS 1FR:ANSN111"I'ISD:
7 copies of permit materials
? I?OR YOUR USE ® I,OR R1,1XI ?W ;\N1) COi\1M1?NT ? :\S RI?QUliti"I'I;ll ? PLEASE RI?PLY
NO 'I 1:S/CON1NII WI S.
cc: Johnnie Hales, Royal Home Fashions - 1 set of permit materials
Neal Adams, Mixon Construction - 1 set of permit materials
3715 University Drive
Durham, NC 27707
[phone]
fax [phone]
e-mail: [e-mail]
www.dksa-tsi.com
NETi4NDS1401 GROUP
AIL
Office Use Only: MTERQUALI SECTION Form Version May 2002
USACE Action ID No. DWQ No. 3 QJQ f) 31
(If anv particular item is not applicable to this project, please enter "Not Applica e" or "N/A".)
1. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit ® Riparian or Watershed Buffer Rules
? Section 10 Permit ? Isolated Wetland Permit from DWQ
? 401 Water Quality Certification
2. Nationwide, Regional or General Permit Number(s) Requested:
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (verify availability with NCWRP prior to submittal of PCN), complete
section VIII and check here: ?
If your project is located in any of North Carolina's twenty coastal counties (listed on page
4), and the project is within a North Carolina Division of Coastal Management Area of
Environmental Concern (see the top of page 2 for further details), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: Royal Home Fashions, CONTACT: Johnnie Hales
Mailing Address: 2102 Fay Street
Durham NC 27704
Telephone Number: [phone] Fax Number: [phone]
E-mail Address:
2. Agent/Consultant Information (A signed and dated copy of the Agent Authorization letter
must be attached if the Agent has signatory authority for the owner/applicant.)
Name:_ Bryan Staley, PE
Company Affiliation: Duane K. Stewart & Assoc.
Mailing Address: 3715 University Drive
Durham NC 27707
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: bstaley(a)dksa-tsi.com
Page 5 of 5
III. Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and roads. Also provide a detailed site plan showing property
boundaries and development plans in relation to surrounding properties. Both the vicinity map
and site plan must include a scale and north arrow. The specific footprints of all buildings,
impervious surfaces, or other facilities must be included. If possible, the maps and plans should
include the appropriate USGS Topographic Quad Map and NRCS Soil Survey with the property
boundaries outlined. Plan drawings, or other maps may be included at the applicant's discretion,
so long as the property is clearly defined. For administrative and distribution purposes, the
USACE requires information to be submitted on sheets no larger than 11 by 17-inch format;
however, DWQ may accept paperwork of any size. DWQ prefers full-size construction
drawings rather than a sequential sheet version of the full-size plans. If full-size plans are
reduced to a small scale such that the final version is illegible, the applicant will be informed that
the project has been placed on hold until decipherable maps are provided.
1. Name of project: Royal Home Fashions - Oxford Site
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN):
4. Location
County: Granville Nearest Town: Oxford
Subdivision name (include phase/lot number): N/A
Directions to site (include road numbers, landmarks, etc.): I-85 North to US 158 Exit, Turn
Left then make first right onto Oxford Loop Make the first right into the site (across from
Revlon)
5. Site coordinates, if available (UTM or Lat/Long): UTM 17 719612E 4021796N
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Property size (acres):-
7. Nearest body of water (stream/river/sound/ocean/lake):
8. River Basin: Tar-Pamlico
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
9. Describe the existing conditions on the site and general land use in the vicinity of the project
at the time of this application: Site is under construction
Page 6 of 6
10. Describe the overall project in detail, including the type of equipment to be used:
Placement of flow level spreader plunge pool into Zone 2 of Tar-Pamlico buffer. Typical
equipment used to construct the pool will be backhoes excavators etc.
11. Explain the purpose of the proposed work: To convert concentrated stormwater flow to
diffuse flow prior to passing through the Tar-Pamlico buffer.
IV. Prior Project History
If jurisdictional determinations and/or permits have been requested and/or obtained for this
project (including all prior phases of the same subdivision) in the past, please explain. Include
the USACE Action ID Number, DWQ Project Number, application date, and date permits and
certifications were issued or withdrawn. Provide photocopies of previously issued permits,
certifications or other useful information. Describe previously approved wetland, stream and
buffer impacts, along with associated mitigation (where applicable). If this is a NCDOT project,
list and describe permits issued for prior segments of the same T.I.P. project, along with
construction schedules.
USACE Action ID: 200120825 (for wetland impacts)
DWQ 401 Certification: DWO 01-1126 (for wetland impacts)
V. Future Project Plans
Are any future permit requests anticipated for this project? If so, describe the anticipated work,
and provide justification for the exclusion of this work from the current application.
No
VI. Proposed Impacts to Waters of the United States/Waters of the State
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
wetlands, open water, and stream channels associated with the project. The applicant must also
provide justification for these impacts in Section VII below. All proposed impacts, permanent
and temporary, must be listed herein, and must be clearly identifiable on an accompanying site
plan. All wetlands and waters, and all streams (intermittent and perennial) must be shown on a
delineation map, whether or not impacts are proposed to these systems. Wetland and stream
evaluation and delineation forms should be included as appropriate. Photographs may be
included at the applicant's discretion. If this proposed impact is strictly for wetland or stream
mitigation, list and describe the impact in Section VIII below. If additional space is needed for
listing or description, please attach a separate sheet.
Page 7 of 7
1. Provide a written description of the proposed impacts: No impacts are proposed to the
waters of the state or to any wetlands.
2. Individually list wetland impacts below:
Wetland Impact
Site Number
indicate on ma
Type of Impact* Area of
Impact
acres Located within
100-year Floodplain**
es/no Distance to
Nearest Stream
(linear feet
Type of Wetland***
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fema.cov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwater/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.) Indicate if wetland is isolated (determination of isolation to be made by USACE only).
List the total acreage (estimated) of all existing wetlands on the property:
Total area of wetland impact proposed:
3. Individually list all intermittent and perennial stream impacts below:
Stream Impact
Site Number
indicate on ma)
Type of Impact* Length of
Impact
(linear feet)
Stream Name** Average Width
of Stream
Before Impact Perennial or
Intermittent?
leasespecify)
N/A

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain):
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.Qov. Several intemet sites also allow direct download and printing of USGS maps (e.g., www.topoozone.com,
www.mapquest.com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: 0
Page 8 of 8
4. Individually list all open water impacts (including lakes, ponds, estuaries, sounds, Atlantic
Ocean and any other water of the U.S.) below:
Open Water Impact
Site Number
indicate on ma)
Type of Impact* Area of
Impact
(acres) Name of Waterbody
(if applicable) Type of Waterbody
(lake, pond, estuary, sound,
bay, ocean, etc.

* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
flooding, drainage, bulkheads, etc.
5. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ® uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankment, excavation, installation of
draw-down valve or spillway, etc.): excavation
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): stormwater conveyance to level spreader (no detention)
Size of watershed draining to pond: 10.29 ac. Expected pond surface area: 490 s.f.
VII. Impact Justification (Avoidance and Minimization)
Specifically describe measures taken to avoid the proposed impacts. It may be useful to provide
information related to site constraints such as topography, building ordinances, accessibility, and
financial viability of the project. The applicant may attach drawings of alternative, lower-impact
site layouts, and explain why these design options were not feasible. Also discuss how impacts
were minimized once the desired site plan was developed. If applicable, discuss construction
techniques to be followed during construction to reduce impacts.
Area outside of buffer will be graded to facilitate placement of level spreader, however, the
plunge pool will still encroach the buffer.
VIII. Mitigation
DWQ - In accordance with 15A NCAC 2H .0500, mitigation may be required by the NC
Division of Water Quality for projects involving greater than or equal to one acre of impacts to
freshwater wetlands or greater than or equal to 150 linear feet of total impacts to perennial
streams.
USACE - In accordance with the Final Notice of Issuance and Modification of Nationwide
Permits, published in the Federal Register on March 9, 2000, mitigation will be required when
Page 9 of 9
necessary to ensure that adverse effects to the aquatic environment are minimal. Factors
including size and type of proposed impact and function and relative value of the impacted
aquatic resource will be considered in determining acceptability of appropriate and practicable
mitigation as proposed. Examples of mitigation that may be appropriate and practicable include,
but are not limited to: reducing the size of the project; establishing and maintaining wetland
and/or upland vegetated buffers to protect open waters such as streams; and replacing losses of
aquatic resource functions and values by creating, restoring, enhancing, or preserving similar
functions and values, preferable in the same watershed.
If mitigation is required for this project, a copy of the mitigation plan must be attached in order
for USACE or DWQ to consider the application complete for processing. Any application
lacking a required mitigation plan or NCWRP concurrence shall be placed on hold as
incomplete. An applicant may also choose to review the current guidelines for stream restoration
in DWQ's Draft Technical Guide for Stream Work in North Carolina, available at
http://h2o.enr.state.nc.us/ncwetlands/strrngide.html.
1. Provide a brief description of the proposed mitigation plan. The description should provide
as much information as possible, including, but not limited to: site location (attach directions
and/or map, if offsite), affected stream and river basin, type and amount (acreage/linear feet)
of mitigation proposed (restoration, enhancement, creation, or preservation), a plan view,
preservation mechanism (e.g., deed restrictions, conservation easement, etc.), and a
description of the current site conditions and proposed method of construction. Please attach
a separate sheet if more space is needed.
No mitigation plan is proposed.
2. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP). Please note it is the applicant's responsibility to contact the NCWRP at
[phone] to determine availability and to request written approval of mitigation prior
to submittal of a PCN. For additional information regarding the application process for the
NCWRP, check the NCWRP website at http://h2o.enr.state.nc.us/wrp/index.htm. If use of
the NCWRP is proposed, please check the appropriate box on page three and provide the
following information:
Amount of stream mitigation requested (linear feet):
Amount of buffer mitigation requested (square feet):
Amount of Riparian wetland mitigation requested (acres):
Amount of Non-riparian wetland mitigation requested (acres):
Amount of Coastal wetland mitigation requested (acres):
IX. Environmental Documentation (required by DWQ)
Does the project involve an expenditure of public (federal/state) funds or the use of public
(federal/state) land?
Yes ? No
Page 10 of 10
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
X. Proposed Impacts on Riparian and Watershed Buffers (required by DWQ)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify )?
Yes ® No ? If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers.
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 0 3
2 392 1.5
Total
* Zone 1 extends out 30 feet perpendicular trom near banK of channel; Gone L extends an
additional 20 feet from the edge of Zone 1.
Page 11 of 11
06/17/2003 TUE 13:58 h'AJC 8184HUDI S5 VA alrWAKl-iJKiANl+L, auicv
LV.J vvr........
If buffer mitigation is required, please discuss what type of mitigation is proposed (Le., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
XI. Stormwater (required by DWQ)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Impervious area - 17% (annrox Flow level spreader is proposed to protect downstream
waters
X101. Sewage Disposal (required by DWQ)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
Site is served hypublic sewer
XDI. Violations (required by DWQ)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H.0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? NA X
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Site is unde c struction. As a result response referred as soon as 12ossible.
e
Appileant/Agent's Signature Date
(Agent's signature is valid only if an authori on letter from the applicant is provided.)
Page 12 of 12
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PROPERTY LINE

N78°48,24„w
867.96
-
-
r EX. EDGE OF CREEK

EX. TOP OF SLOPE
'PI?OP.
`P?,LtINGE ?J
POOL ?ROPy
QW
SPRE?DER
EX.
FES -------
36" RCP
INV;462.80
ROYAL HOME FASHIONS
REVISED FLOW LEVEL SPREADER LOCATION

Duane K. Stewart
& ASSOCIATES, INC.
CONSULTING ENGINEERS
NOTE:
LOCATIONAL & TOPOGRAPHIC
INFO SUPPLIED BY
TRIANGLE SURVEYORS, INC.
GRAPHIC SCALE
50 0 25 50 100
1 inch - 50 ft.
JOB NO.967-02.11
06/19/03
Civil • Sanitary • Environmental
Planning • Design • Survey
3715 University Drive
Durham, N.C. 27707
fax [phone]
e-mail: infoOdksa-tsi.com
www.dkeo-tsi.com
plan Detall Incomplete _T 7 • 1 " O 3
? Please provide a location map for the project.
?. Please show all stream impacts including all fill sloes, dissipators, and bank stabilization on the site plan.
? Please show all wetland Impacts including fill slopes on the site plan.
? Please Indicate all buffer impacts on the site plan.
? Please indicate proposed lot layout as overlays on the site plan. "
? 'Please indicate the location of the protected buffers as overlays on the site plan.
? Please locate all Isolated or non-Isolated wetlands, streams and other waters of the State as overlays on the site plan.
? Please provide cross section details showing the provisions for aquatic life passage..
?t Please locate any planned sewer lines on the site plan.
? Please provide the location of any proposed stonnwater management practices as required by GC
? Please provide detail for the stonnwater management practices as required by GC
Cl Please specify the percent of project Imperviousness area based on the estimated bullt-out conditions.
Please indicate all stormwater outfalls on the site plan.
? Please Indicate the diffuse flow provision measures on the site plan.
? Please Indicate whether or not the proposed impacts already been conducted.
Avoidance and/or M rdrrdzaffon Not Provided
cJ The. on the plane does not appear to be necessary. Please eliminate the or provide additional information as to why
It Is necessary.for this project
? This Office believes that the labeled on the plans as can be moved or reconfigured to avoid the Impacts to the Please
revise the plans to avoid the Impacts,
This Office believes that the UbWedon the plans ?w can be moved or reconfigured to minimize the Impacts to the Please.
revise the plans to minimize the impacts.
-. FES 8VAC fN? tl U Z •??
The stormwater discharges at the location on the plans labeled will not provide d1ffuse flow through the butter ..?_.. Please
revise the plans and provide calculations to show that diffuse flow will be achieved through the entire buffer. If It Is not possible to achieve, diffuse
flow through the entire buffer then. it may be necessary to provide stormwater management practices that remove nutrients before the stormwater .
can be discharged through the buffer. p lab sa_ p e4A,, t ?„? s ¢ 4d r c k, vu E rno t d s u,j o ?,, Z
I The application fee was insufficient because over 150 feet of stream andlbr over 1 acre of wetland Impact was requested. Please provide $
This additional fee must be received before your application can be reviewed:
Please complete Sectlon(s) on the application.
Please provide a signed copy of the appNn- a a? ?l ?ns? c ?o +;; )WEY
.
Please provide copies of the apptlcation, copies of the site plans and other supporting Information.
1gatlon
of compensatory ialtigation is required for this project. Please provide a compensatory ml%ation plan. The plan must conform ;
to the requirements in 15 A NCAC 2H .0500 and must be appropriate to the type of Impacts proposed.
Please Indicate which 404 Permit the USACE would use to authorize this project.
UNITED'STATES POSTAL SER E 1t?4
PM
?n
l 2 i
` ;i ?. 9 JULrjj
• Sender: Please print ybur name, address, and ZIP+ZTn-this box •
NC DFNR Division of Water Quality
Wetlands/401 Certification Unit
2321 Crabtree Boulevard, Suite 250
Raleigh, NC 27604

¦ Complete Items 1, 2, and 3. Also complete
. Item 4 If Restricted Delivery Is desired.
• Print your name and address on the reverse
so that we can return the card to you.
¦ Attach this card to the back of the mailpiece,
or on the front If space permits.
1. Article Addressed to:
Royal I tome Fashions
2102 Fay Street
Durham, NC 27704
DWQ#! 03-0807 - Granville
A.
X
S. Received by (
Ds
D. Is delivery address dltferent from Item 1?
If YES, enter delivery address below:
3. Service Type
Pr&rtifled Mail ? Express Mall
? Registered [2*'heturn Receipt for
? Insured Mail ? C.O.D.
4. Restricted Delivery? (Extra Fee)
z. Article Number 7002 2410 0003 0275 1468
(Ransfer from service 16W)
Form 3811, August 2001 Domestic Return Receipt 10
_
These drowinga are instruments of service and as such remain
the property of the engineer,
No copies or reproductions of 3" (TYP.) these drawings are permitted
without consent of the engineer. 5" (TYP,) oUpon completion of the work
iI drawinga(except the contract 2 X 1/4" ~ ~ ~ the ies) are to be returned to
BOLT HOLES (TYP.) ~ ~ engineer.
3' 0 #3 STEEL PLATE Copyright © 2001
NATURAL GROUND
LEVEL SPREADER LIP
4" X 4" CONCRETE BLOCK
~s>,
NATURAL GROUND ~
460.5
1~
3 1 0.5' UP TO INVERT 3 OF LEVEL SPREADER ' ~ ~ '
'
NOTES: 1. LEVEL SPREADER TO BE CUT INTO NATURAL
GROUND. . ~ ~ , 11" ~ ORIFICE OPENING . uane tewart
2. LEVEL SPREADER UP (4" X 4" CONCRETE & ASSOCIATES, INC.
BLOCK) TO BE LEVEL FOR ENTIRE LENGTH. ANY PORTION OF LIP FOUND THAT IS NOT
LEVEL WILL BE REPAIRED OR REBUILT AT NOTE: CONSULTING ENGINEERS 1, BEND 3" X 5" PLATE TO 90' FROM
CONTRACTOR'S EXPENSE. PLATE.
2. ATTACH ORIFICE PLATE TO INSIDE OF EXISTING 36" FES WITH HEAVY DUTY Civil ~ Sanitary • Environmental
MASONRY SCREWS. Planning • Design ~ Survey
3. GROUT OUTER EDGE OF ORIFICE PLATE
WITH WATERPROOF, NONSHRINK GROUT.
3115 University Driva
Durham, N.C. 27707
~ ~ / ~j ~ tr OR~CE OPL~IQ [phone] faz [phone]
~ 1 =1 a-mail: info~dksa-tsi.com
_ _ ~ / / ~ y www.dksa-tsi,com
` v SEE STANDARD CASTING DETAIL
~ ~ '~I
~ ~ 1 SEAL ~ SET IN MORTAR
~
18' / ,,11111111111111/~~~ ~ 22 1 4 CARL
„ 23 ~ FESS~p''.~'
' / ~i ~ v ~ ~ 0 .1,'x,9 ; ,r ' ~
~ 1 ~ ~ - S L i
_ ~ - , iv ~ RICK 02 36 r,
i i ~ ~ ~ ~ ~ ~ i , ~ .
HEADWALL (TO ~ ~
BE DESIGNED / i' % i~ I'111 SCIIIII ~ ~ ~ , 11111111
BY OTHERS) ~ ~ ~ / / ^ ~ ~ a ~ / /rt Z o,
/~i ~ i
~ - - - ~i EL.=460.0 i / - / EL.=460.00 ~ / 460.5 ~ ~
/ ~ ~ REVISIONS
i ~ ~ / i '
/ / ~ ~ +460,5 ~ ~ ~
/ ' ~ / / / ~ ~ / ~ / ;
36" 0 RCP ~ /
~ / ~ / 460.5 ~ ~
/ i +4 / + / ~
.1 ~ / 460.5 'S• / + ~ ~ +460.5
~ / +460.5
~ ~ / /
190 LF 4 X4 CONCRETE ~ \ / / LEVEL?~READER UP ' 12"
~ / ~ / ~ a / / U
~ c,~ / ~
/ I ~ ~
LEVEL SEADER (SEE NCDOT CL "B" RIPRAP o. ~ I / ~ I ~
18~ L X 21' W X 22" THK I in io I ~ ' .
BERM ~ _ ~ M i~ 4 i ~ ~ INV. IN=
\ HEADWALLi NOTES: \ _ _ JDlV.~0.50 70 ~
1. LEVEL SPREADER TO EXTEND 90' (TOTAL), - ~ D v D ~ t> q. D' D 463.26 INV. OUT= D 3000 ~B CONCRETE BOTTOM D
2. LEVEL SPREADER TO BE CONSTRUCTED PARALLEL TO EXISTING GRADE. 461,4
3, LEVEL SPREADER TO BE CUT INTO EXISTING / v`
GROUND. J RAPHIC SCALE 6
18 LF. 36" RCP 0 5X so o io 2 4a
Q ~
i~h 20 JUNCTION BOX W
DoE Poa. vaoarY A \ ~-PUw vl~w C~? 1 =5 ~
NTS
\ ~ / / /
LEVY ~ BPFEAD~1
1=0 _ LLB 1-0
EX. 36" FES INLET Q
Q
HEADWALL ~ W
LEVEL SPREADER } HORIZONTAL CROSS BARS (#3 REBAR)
ifi SPACED ®1' O.C.
VJ
m 4" X 4" CONCRETE LEVEL SPREADER UP ~3 REBI ~3 REBAR SPACED 1' O.C. (TYP.) / / VERTICAL BARS (#3 REBAR)
/ / SPACED ®6" O.C. ~ ,J
~ 3' ~ 12' - 3'
m 36" ~ RCP / W m
N 0.5'
v 2 2 W
v ~1 1.5' 1r J J
011
c 3' INV. OUT= 460.50
c 22" NCDOT A A A
~ CL "B" RIPRAP MIRAFl 700 3'~ ~3 STEEL PLATE WITH
u. " ~ (OR APPROVED EQUAL) 4 LAYER OF 11" ORIFlCE OPENING ~3 REBAR SPACED 6" O.C. (TYP.)
y X57 STONE SEE DETAIL
r ~ ) ~ EX. EX. 36" ISOMETRIC VIEW
c NOTES: FES I FES INLET NOTES:
x 1. LEVEL SPREADER TO BE CUT INTO EXISTING ~ GROUND. m 1. ALL REBAR TO BE #3 REBAR DATE: 10 7 03
w 2. ALL REBAR TO BE GALVANIZED WITH ABIT OMINOUS COATING, 3. TRASH RACK TO BE COVERED WITH STEEL SCREEN,
~3 REBAR SPACED SCALE; AS NOTED
~ PLI~ POOL VELOCITY D~ATOi~PROFLE VIEW 1 o.c. (TYP.)
~ 1 =5 JOB N0. 967-02.10
~ ~ _ ~ ~ ~
O DRAWN BY: EML
CHECKED BY: JES
O a d n
A 0 A 6 A 6
0 SIDE VIEW ~W SHEET
0 a u
0 FE'8 TRASH RACK
a 1 =3
OF

4 }
1
OXFORD LOOP ~
N
0~
Q~
HWY, 158
85
?p
Ndf TO SGLF ,
{{{{IIIIIIIII//~,
0~~,~~ CARS ~h~~
• ~ , Q~
6
. G i NE,.~
y • ~ N E, g C~
II Z~
3
OWN OWNER/APPLICANT:
ROY 210; ROYAL HOME FASHIONS 2102 Fay Street
DURI DURHAM, N.C. 21104
PHOI PHONE:[phone]
TAX TAX MAP REFERENCE RECORD 6874 FILL TO BE COMPACTED TO 95~ MAX. DENSITY
SHEET N0. SHEET TfTI.E SCALE ZONI ZONING: I-2 OPTIMUM MOISTURE CONTENT.
COVER SHEET CURE CURRENT USE: VACANT LOT /WOODLAND ON SITE WATER LINE TO HAVE MIN. 3' COVER.
. - ~ TOTA TOTAL AREA OF TRACT; 41.77 AC ON SITE SEWER SHALL HAVE MIN 4' COVER.
3 . _ ~ AREA GRADING do DRAINAGE PLAN i - 50 " ~ AREA AREA OF SUBDMDED TR4CTS: 30.33 AC, 11.44 AC AREA OF DEVELOPMENT: 18.31 AC NCDOT DRIVEWAY PERMIT REQUIRED PRIOR TO CONSTRUCTION.
.?m.~~ o~ ALL CONTACT NCDOT AT 560-6854.
ALL CONSTRUCTION TO BE TO LATEST CffY OF OXFORD
6 EROSION CONTROL PLAN t" = 50' STAN STANDARDS & SPECIFICATIONS.
roncinu r~~~RU c ,,,TITS SITE SITE TO UTILIZE CITY OF OXFORD WATER do SEWER
9 LEVEL SPREADER DETAILS NTS
10 SWALE DETAILS NTS SANI' SANITARY SEWER TO BE EXTENDED TO EXISTING SEWER ON
OXF( OXFORD LOOP.
WATE WATER TO BE EXTENDED TO EXISTING 12" DIWL ON HWY. 158.
TOPOGRAPHIC INFORMATION TAKEN FROM CITY OF OXFORD TOPO MAPS.
M TOP( x
N APPROVAL STA P BLDG. HEIGHT = 35'
SPECIAL CONDmONS OF APPROVAL A vA A VARIANCE HAS BEEN APPROVED FOR A BUILDING HEIGHT IN EXCESS OF 35'.
0 wEn WETLAND IMPACTS ARE BEING MmGATED VIA PAYMENT INTO THE WETLANDS
RESI RESTORATION FUND.
f a PAR PARKING SHOWN = 34
0
50 50 EMPLOYEES MAX. ON MAJOR SHIFT
2S 0 2 SPACES REQUIRED PER 3 EMPLOYEES ON MAJOR SHIFT
8 C C (2 ~ (2 * ~ = 34 SPACES MIN. REQUIRED)

d
4wvp G!I
~ DUANE K. S WART & ASSOCIATES CONSULTING ING ENGINEERS DURHAM, NORTH CAROLINA
n

\ ~ ~ os v ~ ~ ~ ~ / ` \ ~ \ ~ ~ These drowin s are instruments ~ ~ ~ ~ g \ / ~ ~ of service and ae such remain
~ ~ ~ v ~ ~ / ~ ~ \ ~ \ ~ ( the pro erty of the en inset, \ p \ \ ~ _ - ~ No copies or reproductions of
~ \ \ \ / \ ~ \ _ \ ~ \ ~ these drowin s are ermitted \ \ ~ ~ ~ ~ \ \ \ witho g p ~ \ ~ ~ \ ~ \ ` ` / \ ~ \ ut consent of the engineer.
\ \ \ Carlbt>ed PlpelNode Report ~ \ ~ ~ ~ ~ ~ Upon comp) tion of the work
~ ~ Pi Upetroom Downetroam h Inlet Weighted Inlet Total Syysetteem Discharge Section wnetrea Upstream D 1 Node Node ft Rouyhnees CA CA In~enei cfe Size Veloci Irnert ~ ti - \ ~ \ ~ ~ all drowin ~ \ ~ ~ ga~except the contract ea Upstream Downttroam Constructed Description \ \ ~ ~ co iea are to be returned to Inwn; Invert SI ~ ~ \ \ ~ ~ ~ ~ ~ p ~
~ ( ri 1 (acme Seadflc t (acre:} (acme) in h (R/e) Elevo n \ i - ~ , ` \ \ the engineer. Elsvs n Elevation ft ft ~ c \
~ ~ \ ~ A 1 I- I-2 152.00 i.00 0.95 0.95 0.95 7.50 7.18 24 --4`.2 470.00 ~ 06b \ \ ~ ~ ~ Copyright
B I- I-3 148.00 t.00 0.95 0.95 2.68 7.30 19.72 24" 8.28 489.08 L2 470.00 469.08 0.008053 Concrote ~ \ ~ \ crate \ ~ \ 1.28 489.08 468.19 0.006014 Con ~ ~ \ ` ~ ~ ~ ~
~ - ~ ~ ,GRAPHIC SCAL C ` I-3 I-4 155.00 0.77 0.95 0.73 3,4t 7.23 24.85 30' 5.08 467.69 / / \ \ \ D ~ I-4 I-5 108.00 0.80 0.95 0.78 4.17 7.14 30.02 30 8.11 486.78 i.08 467.69 466.76 0.008000 Concrote ~ ~ \ ~ ~ 0 8.11 486.78 465.95 0.007500 Concrote ~ ` ~ ~ ~ n
~ E I-5 Outlet 220.00 2.09 0.63 1.32 5.49 7.06 39.10 30' 7.97 485.95 / ~ , ~ \ F -J OuNe~ 85.00 10.29 0.85 8.75 8.75 7.50 86.12 ,I&_ _10, i 5 484.00 .97 485.95 464.63 0.006000 Concrote ).15 484.00 463.00 0.011765 Concrete ~ ~ ~ ~ ~ ~
~ I ~ ~ \ H -6 I-2 50.00 2.80 0.30 0.78 0.78 7.50 5. 15" 4. 470.25 ~ 0 25 50 1 0 ~ 4. 470.25 469.83 0.008400 Concrote \ ~ ~ \ ~ \ \ \
~ I I \ ~ RIP RAP \ \ \ \ ~ \ \ ~ ~ \ ~ ~
~ ~ , SCALE: 1 = 50 _ ~ ~ \ ~ IF SIGNIFICANT EROSION I ~ I ~ ~ ~ \ \ ~ ~ ~ \
~ ' \ ` \ IS NOTED, USE CLASS A I ~S ~ 3,95 ~ < \ ~ \ ~ ~ ~ \ ~ ~ 3„95,~Z.OON
\ RIP RAP 15 WIDE _ _ ~ I ~ I
~ ~ 2.5:1 SLOPE \ - \ ~
I \ \ ~ 1 I 1 - \ ~ ~ \ ~ ~
~ 200' \ I ~ ~ 1 \ ~ ~ ~ ` \ ~ ~ \ \ ~
~ ~ I 1
\ I I I ~ \ ~
\ ~ ~ ~ 476,0 ~ \ ~ b 475.0 ~ 1 Vane tewart ~ \
J ~ 1 ~ - . I ~ ~ & ASSOCIATES, INC. ~ TOP=474.0 ~
~ 1 1 475,0 \ ~ 1 / / GRASSED SWALE GRATE I~I,~T (TYP.) 475.5 \ ~ \ \ CONSULTING ENGINEERS
\ 1 ~ ~ 2:1 SIDE SLOPE I / / ASPHA \ 1 ~ (RIP RAP AS NEED~p) - ASPHALT ~ \ 1 ~ ~ ~ \
_ - - 1 / o . P \ _ ~ ao 24 RC pp 474.0 ~ \
I ( 74:D p ~ \ 1 ~ / HP-475.0 ~ T 24 p ~ \ \ \
- ~ I M 474.7 T~ 4 O 474.75 ~ ~ ~ \ \ \ Civil Sanitary • Environmental 4.7 \ ~ ~ ~ Plannin ~ D i _ ~ , v V ~ ~ ~ V g es gn Survey
, ~ ~ J VEGETATIVE BUFFER _ _ TOP=474.0 30 RCP ~ _ _ ~ - _ I OP-474.0 Hp_475.0 1:17 ACRES / \ ~ \ \ ~ \ \ ~ \
~ I I 1 ~ ~ 475.0 ` _
I I \ - 1--- :475.0 > > ~ \ 3715 Univerei Drive / / ~ tY ~ ~ / / ~ Durham, N.C. 27701
\ / r 1 1 i I ~ ~ 919 490-2999 u~ ~ )
1 ~ i \ ~ A. ooc+~ I I \ • SLOPE / ~ fez [phone] ~ ~ e-mail: info0dksa-tsi.com
1 ~ ~ - / ~col~F ~ I 476.5 _ - \ 476.0+ ~ / www.dksa-tai.com
l\ ~ ~ + ~ ~ i ~ 1 I I ~ l,~ - ~ ~ / .
~ ~ 1 i / . , I I 300 I ~ ~ / 300,\ ~ / / ~
I 1 1 - - . , 1 I I 1 + 9. / / ~ ~
i 1 / / ~ I I ~ ~ ~ ~ ~ 76 i / \ ~ , i / ~ / SEAL
I 1 ~ I - \ ~ ~ ~ / \ ~ ~ / TREE r ~
~ ;47 1 ~ 1 \ 1 v \ PROTECTION / i /
~ - ---1- - \ \ \ ~ o° CARD \ FENCE / ~ ~ / , l
I \ T / - ~ ~ ~ \ 1 \ 1 ~s ~ / _ ,o -
~ \ 1 90 L LEVEL READER ~ / ~ ~ ~ \ ~ / / \ \ / ~ ~ •`l
i ~ \ (SEE ETAIL) / J ~ i 1 7 ~ i \ / SA \ / \ ~ 3
V ~ i ` 1 ~ /
~ ~ i •.NG I NE~•• \ i 24 PAVED , / J
~ \ \ / 2s GRAVEL ~ 1 ~ FIRE LANE _ Y~CCESS FIRE LANE ~ ~ N
~ , f'`, , ~ \ 11 I ~ i / n~mnn~
i \ ~ \1 \ \ - ~ ~ / to0~ 4 0
i ~ \ / 50 T /
EAM 1 I i /
1 20N I \ ~ E Qp ~ / _ ~ ~ REVISIONS / /
1 d0 I 10' / \ \ \ \ i ~ \ ~ / - 4- 1 +479.0 + ~ ~
~ BE t~`E =4 1.0 y. p ~ ~ i - ` / 10-04-02 REVISED D WAY GRAD ~ - ~ HP 478.5 _ ~ 11- 4- I N
L TH D ENTION y~ 0 I ,;a~.+ \ S THETI IN US~RItGS Q ~ IN ~ 11-04- 2 I I IN
I 1~ PR TRM 50 0 0 ~ 11- - 2
I EQU \ ~ ` INV. =460.5 ~ ~ "N \ -14- ~t 4- - N
ti LIMITS OF _ _
~ ~ ~~o DISTURBANCE OSED ~ ~ - - PRP ~ _1_
~ 1 ~ PR POSED 1 ~ ~ FES ~ ~ ~ ~ 2s LF I ~ ` B DING B DING ~ /
1 3s o ~ 26,0 0 S.F. ~ I ~ ~ RCP I \ 126 0 0 S.F. ~ _
~ PL Iv P ~ / ISTRIB TION ~ d. ~ 3.46X , I / \ 1 pISTRIB TION / , 07-23-03 REVISE LOADING DOCK
~ VELOCITY ISSI ATOR I FF - 47~ M NCDOT L B AP .479.5 \ 07-30-03 FH WALL, GUARDHOUSE
~ ,r ~ I / ~ 18'L X 2 X K ~ / S~pPE ~ \ ~ \ ~ OS-13-03 REVISE S. DRIVE TO AVOID
SEE L ~ ~ A:~ \ 1 7 .3 Z 4 I, / \ \ ~ _ POWER POLE \ \ ROCK CHECK DAM (TYP.) ~ 08-25- 3 REVISE SOUTHERN DRNE
/ / I ~ 2~ 1 \ ~ w~ D a SHEET 10 - R \ ~ (SEE ET L, ) ~ 10 10 EL SPREADE
~ J I rFES ~ / \ C ~ / 11-03 A DED SWALES & DAMS ~ /
1 / TO E / ~ ~ I \ / / ~ /
~ ~ REM D I ~ ~ I l ~ ~ v
/ X. I \ J ~ ~ IPE j ROP.36 \ \ Z \ _
/ 1 1~0 B RCP TYP. I ( ) PROP. \ \ ~ ~
/ ~ JB ~EM VED " I NSTA L 11 0 STEEL PLATE / CONCRETE \ GRASS S E #1 ~ \ ~
T =47 .4 / ~ I ~ / ORIF E AND TRASH RACK IN SIDEWALK I / EX. INV.=463 26 ~ " ~ ~ +479 0 479.0 i 390 L.F. ®2~ \ ~ ~ \ / ~ 1.5 DEEP
1 INV. OUr= .40 36 ~ FES (SEE DETAILS) ~ / / ~ / I \ \ ~ 5:1 SIDE SLOPES
~ ~ l 1 - ~ NQT : CQNTRA TOR " EX. TOP OF SLOPE ~ \ SEE DETAIL SHEET 10 \ ( \ \ _
J RIFY INV~R OF 6 4~ .0+ ~ ~ ~~6 \ W ~ \ \
/ 0 AT I ~ \ 1 ~ / / A E G EEC I M URED / I \ \ ~ ~ / C~
J / / l~ I RT DOES NO 472 ~ ~N / 1 ~ l ~ WALL ~
H ~q / / / J M TC P N. ~ ~ / I o n .0+ - ~
/ / UNN ED ~ 478 - Z
j ~ I I ~ ~ DOCKS / ~ ~TRIB ARY T 479.0 1 S PE \
~ I ~ 1000N CREE I ~ SIDS' J I I 472 477. ~ ~
r p / GRAS SW E #4 / ~ . S / ~ ~ ~ _ - ~ ~
/ / I 80 F. 2,9 ~ , ~ J f 1 DEEP W/ ~ ASPHALT ~ 4) ~ 0 ~ ~ ~
~ PARKING ( ~ I J I 3:1 IDE LOPE I ~ ~ ~ ~
SE DETAI SH ET 1 ~ ~I / ~ / \ ~ \
~ / / ~ I A a I \ 1
~ I ~ ~ i /1 RO K CHE K DAM (TYP. ~ 4)p \ / / \ \ \
/ ~ (EE D AIL, HEEf 10 ` 474 ~ ~ / 1 ~ / ~ 3 1 ~ -
/f I / 1 ~ ~ _ o-- - - - ~ o ~ a
I \ / _ - ~ 1 \ ~ - - - SLOP w EROSII / / ~ / - - -f' LINE ~ / RICA C350 OR QU ~ ~ Z LOP w/ EROSION CONTROL~MATTING, NORTH AME \ ~ ~ ~
1 ~ - ~ UARDRAI \ \ V o
/ / I ~ PRO .GUARD , - - - - / o ~ A HOUSE - - . ~ ~ ~
~ ~ 1 ~ ~ / ~ I ~ - A ~ 1 v
I , , ~ on ~ / \ ~
~ ~ / 1 468 p 472 2:1 SLOPE / J I ' ~ ALT PAVING ~ ~ C.~
~ I ~ E DETAIL SHEET 7 / ° 015E 558.4 ~ S00 5 _ _
- - ~ j / I / 0 4 ~-L0~ I L 5.4-5 _ 0 , /n~-~ \ ° -
/ ~ ~ , ~4 - ~ / 1 a/ ~ 8 4:1 SLOPE ~ ~ ~ ~ R K CH K TYP J _ ~ ROCK CHECK AM (TYP.) J o _ _ - - = - - - - -;t- - - - - - SEE DETAIL, S ET-1Il) -
f ~ , - ' - - ~ SEE DETAIL, t$J- - / 1 _ - _ - - - - - - - INV463,99 WVy6q-15~
/ N ~ / / - ~~l~~ 1' DEEP
~ G S SWALE 3 OXFORD LOOP 3.1 sioE sLOPES ~
„ / 260 LF. 0 2~ ,n / / , r u - e~ (SEE DETAIL, SHEET 10 i
t," 1 DEEP S00 5153 W 220.74 v _ - , DATE: 7~30~00
`o f i ~ _ _ r! a _ _ _ _ _ _ - _ 7,1 SIDE SLOPES x I 1 . ' ~ . r - _ _ (SEF DETAIL, SHEETt-a-9 - - - - - M 1 - - - - - - - - SCALE: 1 -50
O ~ ~ ~ \ / ~ ~ - _ -
~ TRIANGLE _ _ - - - _ - _ _ ~ \ - JOB NO. 961-01.10
v ~ 1 ~ 'x70 SIGHT r - _ - _ - - / ~ i 10 _ - I - ~ y -
/ / _ i - - - - - - DRAWN BY: MWS
u_ / ~ ~ ~ ~ ~ ' I \ _
~ -v x-x-%-A-x,%-1` K %-M,x %-M rurrvcn OV. ri~rc
~ 's a UI. VI\N
x K' x-x-x-X- - x~ %-x-x-x-x-x-x~ x-x-x-x x--x-x--}-- ~ ~ ~ -
- - - - - - - - - \ _ \
1sT Ill -RA - - \Rip R\
LINER-C NNEL r LNEe-cr~E - - - 4 c SHEET
~i ~ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - i" - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
.01 OF

~ ~ _ ~ \ \ j ~ ~
/ ~ . v s ~ - ~ ~ ~ ~ These drawin s are inetrumente \ \ \ ~ ~ \ ~ / of service and as such remain
~ ~ \ ~ \ \ ~ \ \ / the property of the en ineer, \ r gg ~ ~
v ~ ~ ~ ~ ~ ~ - \ - ~ No copies or eproductlons of ~ ~ ~ . these drawings are permitted
/ \ \ ~ \ \ \ ~ ~ ~ / ~ ~ \ without consent of the en ineer. \ ~ \ 9 ~ \ ~ \ ~ ! ~ ~ Upon com lotion of the work
\ \ ~ ~ \ ~ ~ ~ ~ - - \ ~ ~ afl drawin a exce t the contract ~ ~ \ ~ ~ ~ co ies are (to be returned to
/ ~ ~ .LAND USE: - ` ~ \ \ \ ` \ the engineer.
~ VACANT ~PI00DL4ND ~ i ` ~ \ I ~ ~6b ~ ~ ~ ~ ~ ~ ~ Copyright © 2001
\ ~ \ \ \ \ ~ \ ~ \ ~ ~ ~ ~
- ~ \ GRAPHIC SCAL \ \ \ ~ o \ ~ ~ \
\ \ ~ ~ \ \ \
\ \ \ v ~ ~ \ v \ \ \
/ ~ 0 25 50 1 0 ~ - ~ \ ~ ~ \ \ ~ ~ ~ \ _ \ \ \ ~ ~ \
~ ~ ~ ~ I i 'DRIP RAP ~ / ~ SCALE: 1 50 ~ \ ~ IF SIGNIFICANT EROSION \ \ \ ~ ~ ~ ~ ~ ~ \ \
~ ~ I ~ ~ I ~ \ ~ ~ IS NOTED, USE CLASS A I -95~~ 3~,95~~Z.00N ~ \ ~ ~ ~ \ ~ \ \
RIP RAP 15 WIDE ~ \ ~ ~ \ \
~ ~ \ \ ~ 2.5:1 SLOPE - \ ~ ~ \ \ i_
~ LAND ~JSE: I ~ ~ ~ _ _ -
RESIDENTIAL ~ ~ \ 200' ~ I \ ~ ~ ~ ~ \ ~
~ - I ~ ~ ~ \
\ I I
\ \ ~ I ~ ~ A \ 476.0 ~ \ ~ uane tewart ~ 475.0 ~
~ ~ I I ~ INLET PR TECTI f PR TECTI _ ~ ~ \ IATE INC. ~ & ASSOC S,
\ ~ - I ~ BLOCK do G ~ ~ I / 475.0 \ ~ 1 ~ / GRASSED SWALE ® (TYPICAL) ~ 'K do G P-474.0 1 \ ~ GRATE I~L~ET (TYP,) 475.5 ~ \ ~ ICAL) ~ \ ~ CONSULTING ENGINEERS
I ~ 2.1 SIDE SLOPE \ ~ / ~ ASPHALT ~ ~ 'HALT \ ~ ~ ~
~ ~ I ~ (RIP RAP AS NEED ) ~ ~ - I / ~ \ ~ ~ \ \ o " v _ v ao R P OP-474.0 ~ ~V ~ \ V A
~ ~i I ~ 74:0 " ~ I HP=475.0 T
1 \ ~ I T - ~ ~ " 474.7 474.75 ~ ~ ~ \ Civil Sanitary • Ernironmental T - 4.0 ~ \ \ ~ \ ~ ~ ~ - } Planning • Design • Survey
- - ~ ~ , ~ _ TOP=474.0 30 RCP VEGETATIVE BUFFER ~ Tpp_474.0 HP=475,0 - t;1~7 ACRES I / - ~ ~ AAA F VEt~TATION STABILIZED G OUND 24654 S.F. ~ ~ AREA W HIN LIMITS QF--0ISTURBANC = 15 a~^~ \ \ ~ ~
~ I ~ i
' ~ ~ - ~ ~ ~ ~ \ 3715 University Drive
/ ~ / ~ \ ~--I o ~ ~ ~ ~ / ~ Durham N.C. 21707 ~ ~ ~ ~ / ~ ~ ~ 919 490-2999 ( )
1 ~ ~ I s' ~ ~ I \ F• 2 SLOPE ~ ~ ' ~ fax [phone]
I ~ I CONCR ~ / ( I I 476.5 ~ i \ ~ e-mail: info0dksa-tsi.com VCR / j www.dksa-tsi.com 476.0+
\ + / ~ \ I t I 475.5' - ~ ~ j - ~ ~
I \ EXIS>7 c ~ i , ~ I ~ I 300 ~ ~ / _ / / ~
TREE ~ \ I SAM EAR 9. / i /
~ ~ \ I ~ / 76 , ~ / ~ ~ / SEAL
1 ~ I I \ ~ \ ~ ~ ~ i ~ l , I ~ ~ / j ~ i
4~ \ I I 9 Y \ \ I 1 / M " TREE ~ / j PROTECTION i / / / ,o`'''
I " v \ _ _ . _ 1 _ IP- P 9.5 THICK ~ I \ - T- - - _ \ ~ ~ ~ CARD FENCE / / , /
4 / ~ \ ~ ~ fir' ESQ
I \ I ~s ~ / / \ I \ 90 L LEVEL READER ~ / ~ ' ~ \ \ ~ Q-
I ~ ~ \ I \ (SEE ETAIL) / ~ \ 7 ~ ~ E ~ ~ \ / ~ . \ ~ 6 d
( ~ \ \ ` i \ 1 I \ i ~ ~ ,i \ ~ - - -
~ 24' PAVED ~ ~ i I NE,.•' J
\ / 26 GRAVEL ~ ~ ~ \ FIRE LANE \ ~ / ~ _ _ 71CCESS FlRE LANE ~ ~ f. SC~,,~'~
1 ~ \ ~ m
\ II ~ ~ / I 1 \ / / \ ~ / ~ l~ 40
~ I ~ LAND SE: I 50'` ~ / - ~
/ \ \ VACANT / W0ODLAI~O MP. BA~IN TO BE REPLACED /
1 ION ~ ~ ~ HORSIdOE INLET, SEE ~ ~ _ ~ ~ / REVISIONS /
1 eOryE 4 0 STRUCTI SEQUENCE FOR \ 30 ? QN / \ I 20 \ ~ ILS) \ / ~ / - - + 479.0 + \ LAND E:
\I ~ _ i ~ ~ HP 478.5 ~ ~ _ ~ VACANT / OODLAND ~ _ _
I 1 1\ Y ;~4~ .0+ I~ \ 7 ~ 1 ~ 4 ~ - -
I ~ ~ I ~ ~
I I ~ \ H w M \ \ ~ M ~ ~ INV. =480.5 ~N ~d
~ ~ ~ 1 ~ LIMITS OF
I ~ ~ O ~ POSED DISTURBANCE
I I 1 ~ \ FES ~ PR d- I ~ 1e LF ~ B DING ~ ~ ~ ~ 36• q I \
N ~ I \ I ~ 126,0 0 S.FI I ~ I ~ ~ ,F.
~ PL P sx ~ ~ISTRIB TION I ~ I / \ )N
vELOCrrY Issl Aron, I ~ FF LEV. - 479.5 I" " ~ \ \ ~ NCDOT L rB ~ , ~ I<79.5 \ \ ~ / \
/ 18 L X 2 X K / SCOPE / A ~ ~ ~
SEE L / ~ k~ \ / 47 .3 Z / ~ \ \ ~ K DAM ~
~ I ~ 2~' I \ I _ \ ~
/ ~X. / / / / I v j C /
/ ~ I DES ~ / TO E / ~ I A I I ~ CHECK DAM ~ / j
/ ~ REM D I ~ \ I ICAL ~
/ ~ ~ I PORARY ~ ) ~ / X. I I UTFALL CONTROL ~ / ROP.36 ~ ~ ~ , ~ ~
~ / IPE / STRUCTURE / ~ li0 B RCP TYP. ~ ~ \ \ ~
I ~ ( ) (SEE DETAIL SHEET ) PROP. ~ j / ~ JB I~EM VED CONCRETE I ~ NSTA L 11 0 STEEL PLATE \ - \ Z ~ ~ ~
/ ~ ~ ~ T -47.4 ~ / I l y ~ ( ORIF E ANO TRASH RACK IN SIDEWALK I / EX. INV.-46 26 I ~ \ ~ ~ + 479 0 479.0 i \ ~ ~ Q / ~ \ ~ \ J
_ / 36" FES (SEE DETAILS) \ ~ I / INV. oUr-4 .4a I
~ / 1 1 ~ ~ N : C NT~A TOR ~ / ~ " EX. TOP OF SLOPE ~ \ ~ ~ ~ ` ~ ~ ~ ~ ~ \
I IFY INV~R OF 6 ; 4~ .0+ I ~ ~ \ ~
ONTA T ~ I / / ~ ~ E G EE I M URED / I ~ \ ~ \ ~ \ I
I~ IN RT 0 S NO 472 ~ /i / / i ~ / - ~ ~ J a
~ I M TC P N. ~ / ~ / o ~ ~ / / ~ / ~ ~ / ~ / ~ . ~ ~ 9.0 + ~
- ~ / / ~ ~ 478 NN ED
/ TRI R T ~ / ~ / ~ ~ BUAY / ~ / COON CREE ~ I i CR 79.0 1 S PE \ 4 ~ F-
1/ ~ I I ~ 50 I / i SID I ( I 472 o - \ 1 477. ~ ~ ~ A Z
Y~ ~D j i / ~ /S / / ~ ~ ~ \ - ~
A I ~ ~ ~ 510+ _ / ~ ~ ~ / 75.0 r I I ~ ASPHALT KIN G ~ (4) ,0 + ~ TEMPORARY IN BE REPLAC D ~ ~ ~ ~
PAR i I 1 I ~ I ~ ~ / / - U
it ~ ~ ~ I ~ / _ \ BASIN 2 HOR H INLET, SEE \ NSTRUC SEQUENCE FO
~ I A o I - ~ ~ DETAILS \ I \ V ~ ~ ~ ~ ~ Z
/ ~ t / ~ ~ 11 ~ I 4~0 \ / / ~ ~
/ 1 I 1, 474 ~ ~ ~ / \ - I ~ I / v 3
~ z - ~ o: c ~
_ % I ~ \ ~ / I \ ~ \ _ ~ \ V ~ ~ y ROSION CONTRO~C ATTING, NORTH AMERI X350 OR EO ~
E ~ / \ / _ . - f LINE SLOPE w/ EROSION CONTROL a, ~ I \ ~ ~ ~ ARDRAI ~ / ~ / I ~ PRO .GUARD _ . - - - - / U SILT CE \ o ~
i v \ v 0 o I ~ \ HOUSE ~ _ _ _ . - \ TYPICAL ~ ( ) ~ ~ ~ \ 1 \
~ o ~ I A A \ ~.1.~
c ~ r ~ e~
o ~ ~ I 468 p ~ ~ / ~ 472 2:1 SLOPE 'a , ~ / / ~ I ~ ~ ALT PAVING ~ > »
w` ~ ~ I I E DETAIL SHEET 7 INLET PROTEC N ~ ~ I L e - i ~ .4 W~ - 00 50 15 E 558 - S
~ ~ ~ 1 o I 4' / F ~ _
~ ~ ~ I a ~ 4.1 SLOPE ~ ~ , i - ~ V \ - ~ - ~ - - -
/ I - - ~ o i ~ / 1----- - - _ - - - - - - J - _ iNVas3.eg_ wv,4saas-~
/ ~ I ~ - . - - - ---~1- - - - - - - - ~'~~„R~ _ _
f i _ . _ / G ~
~ ~ rp p _ ~ 01 f ~ / _-o ~ 1N ERM AS NECESSARY TO OUTFALL CONTROL ~~'Q OXFORD LOOP ~
PREVENT OFF-SITE ENCROACHMENT STRUCTURE i ~ . ~ / CONSTRUCTION INTO NCDOT RIGHT OF WAY. (SEE DETAIL SH~ ;~i;' VARIABLE PUBLIC R/W
S00 5/ 3 W 220.74 ~ -EN~NCE_ . t I / _ - - DATE: 7/30/00 _ -
SCALE:
O / ~ , ~ ~ \ / - - - - _ - 1 50
v ~ / ~ 'x70 S - _ - - _ _ _ _ - - ' ~ _ - ~ - - - - - - - - \ - - - _ - - JOB N0. 967-01.10
/ / ~ L l ~ ~ f m ~ ~ ~ ~ ~ - _
_ , _ - ~ . - - - - DRAWN BY. MWS
W - - _x CHECKED BY: DKS
RCP , / X-7 -N-M-T---~. ~X-X--N~-X-X-%-%- /
%-X---X--N--X-X.--X-- i i ~ - - - - - - - - - - - -
-AND USE: _
RIP INDUSTRIAL- - - _ \ NEL _ - _ \ - ago SHEET
Q / / / / ce L"E&-c ANNEL
o / i EXIST 30" RCS C ~ - 6: i - - - - - _ - _ - - - - - - - - - - - - - - - - - - - - - - - - _ - - _ - - - _ - _ _ - - 6
/ OF

These drawings are instruments of service and as such remain
the property of the enggineer, No copies or reproductions of
" these drawings ore permitted
3 (TYP.} without consent of the engineer. Upon completion of the work 5~~ (nP~) all drawinga(except the contract
• copies) are to be roturned to
2 X 1/4" ~ the engineer.
BOLT HOLES (TYP.) ~ \ 3' 0 3 STEEL PLATE Copyright © 2001
NATURAL GROUND LEVEL SPREADER LIP
4" X 4" CONCRETE _
BLOCK
NATURAL GROUND 460.5 . .1 ~
•
1~._. 3 -J 1 0.5' LIP TO INVERT
3 OF LEVEL SPREADER
• ~ ~ , 11" 0 ORIFICE OPENING uane tewart •
NOTES: & ASSOCIATES, INC.
1, LEVEL SPREADER TO BE CUT INTO NATURAL GROUND.
2. LEVEL SPREADER LIP (4" X 4" CONCRETE NOTE: CONSULTING ENGINEERS
BLOCK) TO BE LEVEL FOR ENTIRE LENGTH. 1. BEND 3" X 5" PLATE TO 90' FROM PLATE.
ANY PORTION OF LIP FOUND THAT IS NOT LEVEL WILL BE REPAIRED OR REBUILT AT 2. ATTACH ORIFICE PLATE TO INSIDE OF
CONTRACTOR'S EXPENSE. EXISTING 36" FES WITH HEAVY DUTY Civil Sanitary • Environmental
MASONRY SCREWS. Planning • Design • Survey 3. GROUT OUTER EDGE OF ORIFICE PLATE
LEVB. SPREADER DETdA~ WITH WATERPROOF, NONSHRINK GROUT.
N,T,S, 3715 University Drive
Durham, N.C. 27707 [phone]
3'f ~ S'~ PLATF WRH if ORFICE OPENNVQ fax [phone]
1 =1 a-mail: info0dksa-tsi.com / www,dksa-tsi.com
V
/ ~ _ _ - / ~ Y /
SEE STANDARD CASTING DETAIL ~
_ ~ ~
_ ~ ~ SEAL /
ET IN MORTAR $ IIInnIUr
_ / ,`111 rr'4 CAR ~ ,
~ / ~ 0~. FESS/0 ti
1' 8 ~ 23 .9 /
i~ ~ ~ ' L ~ . / / ,
~ - _ ' 84 ~ ~ ' / iv RICK
i .5;1 ~ ~ ~ _ c2.,~
/ LINE BERM WITH ~ SYNTHETIC INDUSTRIES , ~ ~ / - rn ~ ~ 1. ti i ~ ~
TRM 450 OR APPROVED S (V / Irrl l . S 11111 / /111111111
EQUAL, HEADWALL (TO i~ / / / ~ / 1, II o6 a
BE DESIGNED ~ / d as4
BY OTHERS) ~ ~ ~ / / i ~ ~ ~ ~
REVISIONS
, / / EL,=460.00 EL.=460.00 460.5
~ / ~ N
i~ / ~ +460.5 / ~
~ / . i / / / j,
EX. 36" RCP 462.E i / 4'
36" 0 RCP TO BE ~ 462 / ~ ~ / ~ ~ ~ ~ 2 / q.6
REMOVED ~ / / / +460.; 460.5 ~
+ /
.1 / ~ ~ +460.5 60.5 / ~
~ / 460,5 / 1 + / ~ / / 12"
~ / ~ ~ / o.
190 LF 4" X 4" CONCRETE ~ ~ / / U D: X ~
LEVEL SPREADER LIP \ ~ ~ v / i
/ I I a ~
~ ~ ~ I ~
LEVEL SPREADER (SEE DETAIL) ~ ~ I in ~ I
NCDOT CL "B" RIPRAP 18'LX21'WX22"THK r7 I INV. IN=
\ 47 ~ 463,26 O ~ D, ~ D D,' t? ~ D' D .D' D
BERM \ HEADWALL/ NOTES: \ _ _ _ ~LV.~0.50 ~ .3000 ~B CONCRETE BOTTOM i INV. OUT= ~ ~
1, LEVEL SPREADER TO EXTEND 90' (TOTAL), 461.4
2, LEVEL SPREADER TO BE CONSTRUCTED -J / ~ 6 _
PARALLEL TO EXISTING GRADE, 3, LEVEL SPREADER TO BE CUT INTO EXISTING ..P 'GRAPHIC SCALE
GROUND. zo 0 ~0 20 ao ~
28 L.F. 36" RCP 0 3,21%
~ W / 1 'ash zo JUNCTION BOX
\ / / ~ ~ ~ ' NTS
w PLUNQE POOL Ya.OCRY DI88PATOR-PLAN VEW ~ ~ /
1 -5 ~ / / ii /
W
LEV8.8PREADER SPREADER Q
1 =20 1 =20 EX. 36" FES INLET
L.LI
HEADWALL
1 HORIZONTAL CROSS BARS 3 REBAR ) } SPACED ®1' O.C. I^
VJ
LEVEL SPREADER
E v #3 REBAR #3 REBAR SPACED 1' O.C. (TYP.) ~ VERTICAL BARS (#3 REBAR) ~
•ro 4" X 4" CONCRETE LEVEL SPREADER LIP ~ SPACED ®6 O,C. W
v
0 a, 3' 12' 3' m
~.1.~
36" 0 RCP a 0.5'
~ 4 2 2
~ ~1 ~ 1r ~ 1.5 J
~ 3' INV. OUT=
3 ~ 460,50 A A A
'7 22" NCDOT
o CL "B" RIPRAP
~ MIRAFI 700 3'0 ~3 STEEL PLATE WITH #3 REBAR SPACED 6" O.C. (TYP.)
_ (OR APPROVED EQUAL) 4 LAYER OF 11" ORIFICE OPENING ~ X57 STONE (SEE DETAIL) ISOMETRIC VIEW
a; EX. EX. 36" NOTES:
v, FES IN ~ NOTES: FES INLET 1. ALL REBAR TO BE #3 REBAR DATE: 10 7 03 m 2. ALL REBAR TO BE GALVANIZED WITH A BITUMINOUS COATING.
w 1. LEVEL SPREADER TO BE CUT INTO EXISTING PLAN VIEW 3. TRASH RACK TO BE COVERED WITH STEEL SCREEN. SCALE: AS NOTED
x p GROUND. #3 REBAR SPACED
w 1' o.c. (TYP.) JOB N0. 967-02.10
•
m PLUNOE POOL V~OCITY DIB~ATOR-PRQFlLE VEW 2 1 =5 . ; a DRAWN BY: . ~ a
v LL
CHECKED BY: JES
O Id
J } 4
0 B B
~ A 'a A A FRONT VI SHEET
o - SIDE VIEW
'o 0
a u FM TRASH RACK
0 1 =3 OF
g~

These drawings are instruments of service and as such remain NOTES: the property of the en9lneer,
No copies or reproductions of
1. SWALES ARE NOT TO BE COMPACTED. these drawings are permitted without consent of the engineer.
2. ALL CHANNELS TO BE LINED WITH CURLED WOOD MAT. Upon completion of the work cll drawings except the contract
copies) are to be returned to
3. USE TALL FESCUE, 2-6" MOWING HEIGHT, FOR the engineer. PERMANENT VEGETATIVE COVER. Copyright © 2001
4. REFER TO EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR INSPECTION, OPERATION, AND MAINTENANCE.
15' 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE, 2, RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3, REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. -
4, APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE BELOW),
5. CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP,
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER ~
SEEDING. 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. ~
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF ~
1.5' POSSIBLE. IF STAND SHOULD BE OVER 60~ DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING ~ RATES.
9. CONSULT CONSERVATION INSPECTOR FOR MAINTENANCE, TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS
1 1 ESTABLISHED.
vane tewart
5 5 & ASSOCIATES, INC. * APPLY: AGRICULTURAL LIMESTONE -
FERTILIZER - CONSULTING ENGINEERS
SUPERPHOSPHATE - SEE BELOW MULCH -
ANCHOR -
Civil Sanitary • Environmental
SWALE 1 CROSS-SECTION Planning • Design • Survey
1 "=1' FALL PERMANENT SEEDING AUGUST 15 -NOVEMBER 1
LIME 2 TONS/AC
5-10-10 FERTILIZER 1000 LBS AC 3715 University Drive 0-20-0 500 LBS AC Durham, N.C. 27707
Ky-31 FESCUE 50 LBS AC [phone]
RYE GRAIN 40 LBS/AC faz [phone] STRAW MULCH 2 TONS/AC a-mail: info0dksa-tsi.com
www.dksc-tsi.com
WINTER TEMPORARY COVER NOVEMBER 1 -FEBRUARY 28
LIME 2 TONS/AC 10-10-10 FERTILIZER 700 LB5 AC SEAL
OATS 50 LBS AC
6' RYGRAIN 20 LBS/AC STRAW MULCH 2 TONS/AC CAR b,~
p q1A 0( Ott ~ SS•, /
MARCH 1 -APRIL 30 ~;.OFE ~ SPRING PERMANENT SE DING ~
IM 2 TONS AC ~ EA • L E / : 5-10-10 FERTILIZER 1000 LBS AC 6 i
0-20-20 500 LBS AC ~ r
Ky-31 FESCUE 50 LBS AC .,F~ E~•' ~ S AC ~ 0 . G I NE,. ~ BROWNTOP MILLET 30 LB / ti •
, STRAW MULCH 2 TONS AC N / r,~ E. S C
3 3 ~~irnnu~~
III 2~6
LATE SPRING PERMANENT SEEDING MARCH 15 -JUNE 30
LIME 2 TONS/AC
10-10-10 FERTILIZER 1000 LBS AC REVISIONS 0-20-20 500 L8S AC
COMMON BERMUDA GRASS (HULLED) B LBS/AC
SWALE 2 CROS - S SECTION STRAW MULCH 2 TONS/AC
SUMMER TEMPORARY COVER JUNE -AUGUST 15
LIME 2 TONS/AC 10-10-10 FERTILIZER 700 LBS AC
BROWNTOP MILLET 40 LBS AC
STRAW MULCH 2 TONS/AC
SEEDBED PREPARATION NTS
14'
1.5' A MAX
9"
MIN
1' FILIER FABRIC
1 1 A "~1
VJ
7 7 CLASS A OR B EROSION CONTROL J
1"-2" WASHED STONE _
FlLTER STONE 24" Q b• AT C NTER
SWALE 3CROSS-SECTION FlL1ER FABRIC
1N__~1 (MIRAFI 700 j,~
OR APPROVED EQUAL) Q
FlLTER FABRIC
SECTION A-A W
J
L~ THE DISTANCE SUCH THAT POINTS
A AND B ARE OF EQUAL ELEVATION
6' V !
q B 1 - L
N
v 0
v
3 CONSTRUCTION SPECIFICATIONS
on ~ 1 1~ 1 1, PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FlLTER FABRIC
FOUNDATION. 2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL
` 3 3 0 WHERE THE DAM ABUTS THE CHANNEL BANKS. 3. EXTEND STONE AT LEAST 1.5 FT. BEYOND THE DITCH BANKS (FIGURE 6.83b) TO KEEP
u OVERFLOW WATER FROM UNDERCUTTING THE DAM AS R RE-ENTERS THE CHANNEL
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER DAM IS THE SAME AS 1HE TOE ELEVATION OF THE UPPER DAM.
v 5. PROTECT THE CHANNEL DOWNSTREAM FROM THE LOWEST CHECK DAM, CONSIDERING THAT WATER WILL FLOW OVER AND AROUND DAM (PRACTICE 6,41, OUTLET STABILIZATION
STRUCTURE.
6. MAKE SUR THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE. DATE: 11/03/03 7. ENSURE THAT CHANNEL APPURTENANCES, SUCH AS CULVERT ENTRANCES BELOW CHECK
w SWALE 4 CROSS-SECTI ON X DAMS, ARE NOT SUBJECT TO BLOCKAGE OR DAMAGE FROM DISPLACED STONES.
~ 1 "=1' 0 SCALE; AS NOTED
MAINTENANCE
m INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF EVENT. JOB N0. 967-02.10
ANTICIPATE SUBMERGENCE AND DEPOSrnON ABOVE THE CHECK DAM AN IM~RDIATELY~IPM DRAWN BY: EML HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE E
Q
u- w SIGNIFICANT EROSION OCCURS OETWEEN DAMS, INSTALL A PKOIEGIIVL KIPKAP LINLK IN INAI PORTION OF THE CHANNEL (PRACTICE 6.31, RIPRAP-LINED AND PAVED CHANNELS). CHECKED BY; JES
f - O
J REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM,
} O AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
Q
SHEET
D O ROCK CHECK DAM 10
O Q
U O
7 a~ OF

r
J
I
~ ~
OXFORD LOOP N
? ~
0 ~
• ~ ~
HWY, 158
? '
85
? '
?'0
rroT to scuE
OWNER/APPLIC OWNER/APPLICANT:
ROYAL HOME F ROYAL HOME FASHIONS
2102 Fay Stre 2102 Fay Street
DURHAM, N.C. DURHAM, N.C. 27704
PHONE:(919) E PHONE:[phone]
TAX MAP REFE TAX MAP REFERENCE RECORD 6874 FILL TO BE COMPACTED TO 95X MAX. DENSITY A OPTIMUM MOISTURE CONTENT.
ZONING: I-2 ~~~~~,~u~~~u~~,~~ ZONING: I-2
~ CARP CURRENT USE: ~N~SI CURRENT USE: VACANT LOT WOODLAND ON SITE WATER LINE TO HAVE MIN. 3 COVER. 401 gR / SUP
o,• FE •;ti TOTAL AREA Of TOTAL AREA OF TRACT: 41.77 AC ON SITE SEWER SHALL HAVE MIN 4' COVER. OC j
~p ti ' AREA OF SUBC A 11.44 AC I ~ ?0 AREA OF SUBDIVIDED TRACTS: 30.33 C, 03
S ' AREA OF DEVE' AREA OF DEVELOPMENT: 18.37 AC NCDOT DRIVEWAY PERMIT REQUIRED PRIOR TO CONSTRUCTION. w ~4tER
2 6 E CONTACT NCDOT AT 560-6854. QUA11j
R,; ALL CONSTRUC I NE~:•' STANDARDS & ALL CONSTRUCTION TO BE TO LATEST CITY OF OXFORD rsECjj ~N STANDARDS & SPECIFICATIONS.
y
•Nf gC~,,o` 0 E 'gyp SITE TO UTILIZ SITE TO UTILIZE CITY OF OXFORD WATER & SEWER

SANITARY SEWS SANITARY SEWER TO BE EXTENDED TO EXISTING SEWER ON
OXFORD LOOP, OXFORD LOOP.
WATER TO BE EXTENDED TO EXISTING 12" DIWL ON HWY. 158.
SHEET N0. SHEET TITLE SCALE WATER TO BE
COVER SHEET ~ TOPOGRAPHIC TOPOGRAPHIC INFORMATION TAKEN FROM CITY OF OXFORD TOPO MAPS.
1 SITE PLAN -OVERALL 1" = 100'
2 SITE PLAN -AREA OF DEVELOPMENT 1" = 50' BLDG. HEIGH " ~ A VARIANCE Hi BLDG. HEIGHT = 35' A VARIANCE HAS BEEN APPROVED FOR A BUILDING HEIGHT IN EXCESS OF 35'.
3 GRADING & DRAINAGE PLAN 1 = 50 I ITIL„~-~I I/~LITIAIn DI ALI " Cn~
} =yam WETLAND IMPA~ C DI AAITILIn DI AAI RESTORATION I WETLAND IMPACTS ARE BEING MITIGATED VIA PAYMENT INTO THE WETLANDS
CInAI !~n?ITDAI DI A~?~1 ~ CA RESTORATION FUND.
~i ~ PARKING SH PARKING SHOWN = 34
~ ~ clnAl rnr,lronl n~~~ N;~ ~ 50 EMPLOYE 50 EMPLOYEES MAX. ON MAJOR SHIFT
9 LEVEL SPREADER DETAILS NTS 2 SPACES R 2 SPACES REQUIRED PER 3 EMPLOYEES
ON MAJOf ON MAJOR SHIFT
(2*~=: (2 * ~ = 34 SPACES MIN. REQUIRED)
APPROVAL STA P
~ SPECIAL CONDITIONS OF APPROVAL v
v
a
3
W
0
,N
0

a
7
DUANE K. STEWART & ASSOCIATES CONSULTING s 3 ENGINEERS DURHAM, NORTH CAROLINA

These drawings are instruments
of service and as such remain the propperty of the engineer,
No copes or reproductions of these drawings are permitted
without consent of the engineer. Upon completion of the work
all drawings(except the contract cop(es) ore to be returned to
the engineer.
Copyright © 2001
GRAPHIC SCALE
0 50' 100' 200'
SCALE: 1 "=100' ~ ~

CURVE DELTA RADIUS LENGTH TANGENT CHORD AGENT CHORD BRG CHORD
Ci 10'31'15" 2934,79 538.90 270.21 SOT05'52"I 70.21 SOT05'52"E 538.14 Vane tewart
& ASSOCIATES, INC.
CONSULTING ENGINEERS
~ 0' ~ <0' PINE t0' PINE , 0
CO' PINE ~0'p~ i~~ •py~ i~PINE 10'
SINE Civil Sanitary • Environmental Planning • Design • Survey
A' PNE • 0' PIE <8' OAK
c0' CMN • d PINE
d' P~ v<e' PnrE 3715 University Dnvc
'J`~~ ~e' PEE <e'0ax J`' v e' ~NE ~ ~ tY clwt Durham, N.C. 27707
Y / ~ ~ ~ ce'v ~e'1~vc ~ r pe , Pr~E [phone] fax [phone]
10' PINE 'Y'1 e-mail: info0dksa-tsi.com
IAND USE: www.dksa-tsi,com
~A VACANT /WOODLAND
r,~~ N.i.S. ~ AVG. TREE HT,=35 -40
~ SEAL
LAND USE:
RESIDENTIAL ,,,,~~n n n„l~~~~
CARP
~;'Q~ 'I' ;9 L
N00'23'S6"E 1356.87 r~ ~ ,.r,~, : Q
4 N00'23'S6"E 1356.87 ~ vJ ~t 2 3 ,t
~ ?o ' ' ° s~BA CK ti
~ ASP LT ...n L~ lD ~'S ~ ~
~~5 ~0~
G~P~AP~~ R~ PROPOSED SUBDIVISION LINE ~ z ~ /
~0 ~ -1 7 ~ REVISIONS
~ R 1 7 ~i ~ - - 7 ~ /
r ~ mma ' I - -
nla >w~ Mu ~ - ~ ~ - -
- - sl ~ ~ ~ / ~ , / - -
30.381 Acres 7 I - -
~7 < 1 ~ B-1 - R I RIV T AVOID 0~
i ~ PWRPO A~ - 7-03 IS THERN RIV
28' GRAVEL 24' PAVED 7 I ~ O
FlRE IAWE FlRE LANE r ~ - - 7 )
~ 5 fp i ~
I ~ - < C
c f~ tp ~ 11.441 Acres Remarnm ~ 9 'i ~ \ ~
~ ~ 1 ~ -
niot'aso LAND USE: ~ ~ VACANT /WOODLAND
~ N ~aoo
c G,
W , n ~
2 1 tiN' ~ ( ~
~ ~
w p ~ ~
~ / z
~o M ~ ~
LAND USE: ~ l w ~ ~
VACANT /WOODLAND 1 ~ Q a~ ~
n m ~m~. b, anN alms « ? r .l
~ ?ARRINO ~ o~ ~
cn ~ S00 36 37 W ~ ;
li W 27.48 ~ > ~
xnYa~ ue
NIO~ OONID NaAE "0 R _ V /
>a ~ f , i
~ ~ 4 S02'00' • i i reau° S02 0013'W
~ ~ ~ " ' `L,~ ~ ~
RM{51.91 WY. Rk1 iHV. u9.{1 ~i
$ ~ 1 x ~ OXFORD LOOP
S00'05'S .74,_~J`~`'v ~ Pueuc R „ 1~
~ti, ( ~ W
ti ,ovp' +aN ~ RM •)90E INV..55J9
RM.17:.t~ 1 IJ~Y'P 11 tN A11. AJ 11
r ~ nrv {a ie 1 a
E ~ ~ ,p my ow ~ ~~,~=1~ ~~.bR.
~q~ IMfD CwMfl
g ~CSS, b'ACC df~ ^r
W
~ [ ) t ~ ~
3 R i
~ LAND USE:
c ^ INDUSTRIAL u ~
~ ~ ~ ~ rn,~r 1
'v ~ 1(
~ 7 , ~ DATE: 7/30/00
7 w x
~ ~ SCALE. 1 -100
1
v ~ JOB N0. 967-01.10
m ~
I ncevu~i av. I~WC RFn
vnrnnv. ~n
REVLON CHECKED BY, BFS
o I x
J Q }
Q N
Y L J ; SHEET
~ I
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These drawings are instruments ~ of service and ce such remain
\ ' the property of the engineer, No copies or reproductions of
\ \ - these drawings are permitted without consent of the engineer,
Upon completion of the work oil drawinga(except the contract
copies) are to be returned to the engineer.
Copyright
~ ~ 1
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~ 0 25 50 100 1
SCALE: 1 = 50 ~ ~
' L8'95~~ 3„95 ~Z.0( 95 ~Z.OON ~
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~ I BACK ~ ~
I
vane tewart
I & ASSOCIATES, INC.
I 1 CONSULTING ENGINEERS
I ~ ASPHALT ASPHALT
~ ~ b ao
\ I Civil Sanitary • Environmental
~ 1 ~ VEGETATIVE BUFFER Planning • Design • Survey
1 I ~ .127 ACRES ~
r
i . 3715 University Drive Durham N.C. 27707
i i o ~ [phone]
~ 1 so ~R, 1 oocKs N fax [phone] a-mail; info0dksa-tsi.com
~ (CONCRETE) (coNCRI:~ www.dksc-tsi.com
EXISTING ~ TREE ~ 300;\ u'S, I,\
~ SAMPLE AREA , , r' o
~ q I ~ A SEAL
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26 GRAVEL ~ FIRE LANE A CESS FIRE LANE ~'OtiN ~ C F S C~
1

1
I I ~ ~
li REVISIONS
1 ' 11 04 02 REV. PER NCDOT 11- - P R TENT HANG
co 1 0) ~ 1 Q
1 ~ s ~ ~ a 24' - -
co ~ 7-2 -0 REVI A N K
~ l :0 8-13- 3 R I RIVE TO AV ID P ER
~ ~ PROPOSED SED - 7-03 R I S TH RN R
~ ~ ~ UILDING ~ ~ - - ING ~
N y ~ a ~ 126,000 S.F. I S.F.
~ DISTRIBUTION d- ~ JTION
~ 1 ~ ~ a
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~ TRIBUTARY TO DOCK5 ~ COON CREEK (CONCRETE} 4p R o:
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~ SEE DETAIL SHEET 7 ° 0' 15"E 558.47 W S00 5 >
4' E 202.58 S01 54 56 202.58 ~ o
~ 18 o 0
INV.463,99 INV.464.15
o ~1 U 4 1. R
~ ~ t5" RCP = EXIST..._..._...._
~ O ; OX ' OXFORD LOOP
in e f ff ~ VAI ,t yr , v VARYIBLE PUBLIC R/W
S00 05 53 W 220.74 _ k;,; L O w.. W j;' DATE: 8~3~01
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These drawings oro instrument
of service and oe such remain the property of the sn99ineer,
No copies or roproductions of these drawings are perm(tted
I without consent of the engineer. ' po cry ~ U n comp) tion of the work
~ I O ~ , all d wings except the contract O copise~ oro to be rotumed to
1 ~ ~ N w~ the engineer. rJ+ Copyright Q 2002
\ ~ ~ \ ~ ~ G ti
~ ~ ~ ~ ~
~ ~ ~ ~ ~ ~ ~ 1
~ ~ W h _
~ \ ~ ~ ~ ~ - v ~ ~ ~ ~ ~
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~ ~ ~ \ \ ~
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\ / Op \ / i \
~ ~ _ ~ ~ / I ~ uane tewart ~ ~ i ~ _
~ \ / i~ & ASSCiCIATES INC. ~ I A ~ /
A ~ ~ ~ ~ CONSULTING ENGINEERS V
~ \ ~ ~ i ~ \ ~ ~ \ ~ ~ / ~
_ \ ~ ~ ~ ~ ~
~ ~ ~ ~ \ ~ . - \ ` / \ ~ \ ~ , ~ \ ~ \ Civil Sanitary Environmental ~ ~ \ ~ ~
- J~ ~ \ ~ / ~ TIME 0 ~ -66, ~ \ ~ ~ Plonnin ~ Deai n ~ Surve \ ~ ~ ~ \ 9 9 Y ~ ~ ~ ~ ~
~ ~ I ~ \ ~ CO C NTRA I - % E OWN ~ ~ ~ ~ \ o ~ ~ ~ ~ ~ ~ ~~rr \ ~ \ ~ ~ ~ 1
I ~ PAT ~ - . ~ / ~ \ ~ rarw \ \ ~ ~ ~ ~ ~ 3715 Universi Drive ~ ~ tY
~ I r ire, ut awn _ ~ v ~ A ~ \ v \ Durham, N.C. 27707 \ ~ V ~ \ i [phone]
\ ~ ~ ten eiorc 1 - - - ~ \ ~ --1- _ ''011 ~ \ i fax [phone]
\ \ ~ i ~1 ~ \ i e-mail; info0dksa-tsi.com
\ ~ 1 i ~ ~ i www.dkso-tsi.com \ ~ ~ i
1 i 4 ~ \ ~ \ \ i 10P~QIA \ \ OIYG[ ~a ?76~1 \ \
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7 ~ / i i i / / - i
~ ~ ' ~ I 1 Ell ~ \ _ - - ~ ~ - ~ ~
\ 1 SPR ER ~ / \ i I ~ REVISIONS
~ ~ \ i ~ ~ I ~ \ TO DRY DETENZION BASIN ~ _ _ i _ -
~ \ 'I'j l ~ 10.61 ACRES TOTAL ~ ~ ~ ~6----
i 1 v
1 ~ .MO + ~ /
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I ~ / ,z xr. / / ~ 3.41 ACRES ~
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/ / ~ \ ~ i ~ ~ ~ ~ \ i ~
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o I ~ 0~` - - - - - - _ _ ~ - DATE• 10/9/03
~ - - --c-- \ ~ - - _
~ ~ ~ - - - - - - - SCALE: 1 =100 ~ ~x_%
%-K ` % 1f-N-%-~-~Y-%-%-%-% %-M-X %-%-M X-~
_ - ` _ _ _ _ _ _ ~ _ - - _ - - JOB N0. 967-02.11
_ ,7'~-\-~-~-~.-_- 460------------- - - DRAWN BY: Et~IL
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\ CHECK BY: JES
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OXFORD LOOP
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HWY, 158
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OWNER/APPLI( ROYAL HOME OWNER/APPLICANT: ROYAL HOME FASHIONS
2102 Foy Stri 2102 Foy Street
DURHAM, N,C, DURHAM, N.C. 21704
PHONE:(919) PHONE:[phone]
TAX MAP REFS TAX MAP REFERENCE RECORD 6874 FILL TO BE COMPACTED TO 95~ MAX. DENSITY 0
SHEET N0. SHEET TITLE SCALE ZONING: I-2 NIN : I- OPTIMUM MOISTURE CONTENT. ZO G 2
COVER SHEET CURRENT USE; CURRENT USE: VACANT LOT /WOODLAND ON SITE WATER UNE TO HAVE MIN. 3' COVER.
N 1 N - 1 TOTAL AREA 0 TOTAL AREA OF TRACT: 41.71 AC ON SITE SEWER SHALL HAVE MIN 4' COVER.
N 1 AREA OF SUBf AREA OF SUBDMDED TRACTS: 30.33 AC, 11.44 AC
3 GRADING & DRNNAGE PLAN 1 = 50 N 1 AREA OF DEVE AREA OF DEVELOPMENT: 18.37 AC NCDOT DRM:WAY PERMIT REQUIRED PRIOR TO CONSTRUCTION.
-=~~o--- ~I A?ITI?IP ni ~u ~ e~n~ ALL CONSTRUC CONTACT NCDOT AT 560-6854.
ALL CONSTRUCTION TO BE TO LATEST CITY OF OXFORD
6 EROSION CONTROL PLAN 1 N = 50' STANDARDS & STANDARDS & SPECIFICATIONS.
$ C.~ ?~T~ SITE TO UTILI2 SITE TO UTILIZE CITY OF OXFORD WATER & SEWER
9 LEVEL SPREADER DETAILS NTS I
10 SWALE DETAILS NTS SANITARY SEW SANITARY SEWER TO BE EXTENDED TO EXISTING SEWER ON
~ OXFORD LOOP OXFORD LOOP.
WATER TO BE WATER TO BE EXTENDED TO EXISTING 12" DIWL ON HWY. 158.
a TOPOGRAPHIC TOPOGRAPHIC INFORMATION TAKEN FROM CITI' OF OXFORD TOPO MAPS.
M x
N APPROVAL STA P A VARIANCE H. BLDG. HEIGHT = 35' A VARIANCE HAS BEEN APPROVED FOR A BUILDING HEIGHT IN EXCESS OF 35'.
SPECIAL CONDmONS OF APPROVAL
o I WETLAND IMPACTS ARE BEING MITIGATED VIA PAYMENT INTO THE WETLANDS
a RESTORATION RESTORATION FUND.
a PARKING SF PARKING SHOWN = 34
0
50 EMPLOYE 2 SPACES F 50 EMPLOYEES MAX. ON MAJOR SHIFT 2 SPACES REQUIRED PER 3 EMPLOYEES
0 M ON MAJ01 ON MAJOR SHIFT
8 + - (2 (2 ~ ~ = 34 SPACES MIN. REQUIRED)
d
P;. r
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DUANE K STEW ART & ASSOCIATES CONSULTING E ENGINEERS DURHAM, NORTH CAROLINA
m

\ \ ~
/ \ o ~ \ \ 6 ~ \ ~ ~ \ ~ ~ These drawin a are instruments \ \ / ~ ~ \ / ~ of service and as such remain
\ ~ ~ / / / ~ ~ \ \ \ ( the ropert of the en (Weer,
~ \ ~ _ / \ \ ~ \ ~ - - ~ ~ No copies or reproductions of \ \ ~ \ ~ these draw \ \ \ ~ ` ~ ~ ~ \ ings are permitted
' ~ \ \ Carlbt~ed Plps/Node Report \ \ ~ ~ ~ Pi Upetroam Oownetnom th Inlet Wephtad Inlet Total SSyystem Diecharye Section wnetno Upetnam a \ \ ~ \ \ \ ` ` J~ \ ~ ~ without consent of the engineer. ~ ~ ~ ~ \ Upon comp) tion of the work
Node Node R Rouyhnea CA CA Infenel cfe Size Vel Irnert ~ - - \ ~ ~ \ \ all drawin a exce ~ ~ \ ~ ~ ~ g ~ pt the contract w Upstnam Downstrosm Constructed Description \ \ \ ~ \ \ \ copies) are to be returned to
1 ~ ( ( ) ~Y (acres 6oeifi (acre) acme in h a Elevat n y Irnert Imrort Slo ~ ~ ~ \ ~ ~ the engineer. Elevat n Elevation (ft~) ~ ~ ~ \
\ ~ ~ - Ogti \ \ ~ , ~ \ Copyright © 2001
\ A 1 I- I-2 152.00 1.00 0.95 0.95 0.95 7.50 7.18 24 '-4:2 470.00 B I- I-3 148,00 1,00 0.95 0.95 2,88 7.30 19.72 24' 8,28 489.08 :2 470.00 489.08 0.008053 Concrote \ ~ \ \ , \ \ .28 489.08 488.19 0.006014 Concrote
/ ~ GRAPHIC C 1 I-3 I-4 155,00 0,77 0.95 0.73 ~ SCAL - 3.41 7.23 24.85 30» 5,06 467.69 \ \ D ~ 14 I-5 108.00 0.80 0.95 0.76 4,17 7.14 30.02 30» 8.11 486.78 ~ \ \ ~ ~ 1 ~ \ .06 467.69 466,76 0.008000 Concrote \ ~ \ ~ ~ i.t t 486.78 485.95 0.007500 Concrote ~ \ ~ ~ \ ~
\ ~ E I5 Outlet 220,00 2.09 0.63 1.32 5.49 7.06 39.10 30' 7,97 485.95 / ~ F -3 Outl~ 85.00 10.29 0.85 8.75 8.75 7.50 88.12 ~18~ .0,15 484.00 oncrote \ ~ ~ ~ \ \ \ .97 485 95 464.63 0.006000 C ncrote \ \ ~ ~ .15 484.00 463.00 0.011765 Co ~ \
~ ~ i ~ p H -8 I-2 50,00 2.60 0.30 0.78 0,78 7.50 5. 15 4. 470.25 ~ ~ 25 50 1 0 ~ ~ F. 470.25 469.83 0.008400 Concrote \ ~ \ \ \ \ \ \ \
\ \ ~ \ \ \ \ ~ \ ~ ~ \ ~
SCALE: 1 - 50 ~ _ , Rip RAP ~ ~ IF SIGNIFICANT EROSION ~ ~ ~ I' \ \ .
~ ~ ~ I IS NOTED, USE CLASS A ~ ~ 9 \ ~ ~ \ \ \ ~ ~ ~ 9~ ~Z. ON ~ \ \ \
u ~ ~ RIP RAP 15 WIDE _ _ ~ ~ u < 0
2.5:1 SLOPE - \ ~
1 I \ \ ~ _ _ - I 1 ~ _ \ \
~ - 200' ~ I ~ 1 \ \ \ \ ~
\ ~ I 1 ~ \
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- ~ 475.0 ~ \ uane tewart
\ _ ! I I ~ 1 ~ i ~ \ a = 0 ~ ~ \ ~ TOP 474. ~ & ASSOCIATES, INC.
\ ~ 1 I / 475.0 / GRASSED SWALE ~ GRATE I~ (TYP.) 475.5 \ \ \
\ I 2;1 SIDE SLOPE 1 / J/' I / (RIP RAP AS NEED ) ASPHAI \ _ I / ~ CONSULTING ENGINEERS ASPHALT ui \ l \ ~ ~ ~
\ ~ \ ~ I~ A \ ° p ~ I ao 24 RCP TOP=474.0 \
I I ~ / ~ = 74;0 I ~ / HP 475.0 ~ 24 P
_ I I » I VEGETATNE BUFFER _ _ TOP=474.0 30 RCP 474.7 T 4 O 474.75 ~ ~ \ ~ ~ \ Ciwl ~ Sanitory ~ Environmental '•7 ~ ~ ~ \
- - I OP-474,0 Hp_475.0 1:127 ACRES / _ f , \ ~ ~ Planning Design Survey ~ v ~ 1 ~ ~ \ \
- ~ 1 I ~ ~
~ I 1 ~ - l- I - - .o 1 ~ a7 475.0 ~ \ - ~ \ 371 ` ~ / / ~ 5 University Dnve
~ 1 / I ~j 1 . \ f - - / / ~ Durham, N.C. 27707
~ \ I ~ / I I \ >r• DOCK / [phone] D0 SLOPE ~ / fax [phone]
( ~ ~ I 476.5 _ - \ CONCR ~ ~ / e-mail: info0dksa-t~.com (
\ \ I + / ~ ~ ~ I I 476.0+ / / www.dksa-tsi.com
~ 1 I / ~ I I ~ 1 ao ~ ~ / / 300,
1 I I I I ~ ~ / + 9. / / ~ /
1 I \ / I ~ ~ \ 76 ~ /
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\ I \ ~ ~ \ ~ ~ TREE / \ i
v - --1- - i \ T - \ \ ~ PROTECTION / / /
r~ 4 / \ FENCE / / ~ CARp
i / ~ ~ \ I 90 LEVEL pREADER ~ / ~ ~ A ~ - ~ :~.~FE \ /
1 ~ \ (SEE ETNL) ~ / i \ \ I 1 ~ i ~ Q \ 7 i \ / SA \ _ \ /
I \ ~
1 \ 1 \ / 4 \ 26' GRAVEL
\ / ~ ~ FIRE LANE \ i 24 PAVED ~ ~ NEB' J ~ _ _ _ 14CCESS FIRE LANE ~ / N V\~
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I 20 \ \ ~ \ ~ .0 + ~ ~ - 4- 1
~ BE =4 1.0 \ ~ f+~`E \ J p ~,~,i I L TH ~ D ENTION +419 ~ ~ 10-04-02 REVISED WAY RAD S ~ - ~ HP 478.5 ~ ~
~ 1g\ ~ .49 .0+ S THETI IN USl'RIES p 4 IN - 11- 4- I ~ 1-4-2 IIN N
I TRM 50 0 PRO \ ~ 11- -
I EQU I \ H W ~ \ INV. =460.5 ~ 1 \ ~1 / ~O ~ 1-14-03 ~N
I ~ 4- 5-0 R I IN LIMITS OF
~ to 1 ~ 2 I ~ I 1~ I 1 FES PR POSED DISTURBANCE 5- - 3 I OSED \ PR P /
~ ~ ~ ~ \ ~ ; 2s ~ I ~ ` B DING B DING o5 1 - 3
I 1 \ I 126,0 0 26,0 0 S.F. / - -
~ PL P ~ / \ ISTRIB TION I a4sz I ~p d~ ~ \ )ISTRIB TION - -D
e VELOCITY ISSI ATOR ~ / .479 ~ FF EV. NCDOT L f 8 ~ \ ~ ~ / - 9.5 ~ . 07-23-03 REVISE LOADING DOCK EV. - 47 \ ~
18LX2 X K / / ~pP / \ ~ - - / \ 07 30 03 FH WALL, GUARDHOUSE ~ 08-13-03 REVISE S. ORNE TO AVOID
SEE L / 1~:~ \ / .3 , Z ~ 47 / \ \ - ~ - ~ POWER POLE
/ / ~ \ / I 1 2~ l \ ~ ~ ROCK CHECK DAM (TYP.) I 08-25- 3 REVISE SOUTHERN DRNE \ ~ (SEE DETAIL, SHEET 10) I 10-10 L SPREADER
/ i ~ ~ I \ I ~FES ~ \ \ / 11-03 A DED SWALES DAM ~ ~ do S
/ TO E' I / ~ ~ / I \ / I / \ / \ i
/ / REM V,ED \ I~ I I J I j I ~ v \ ~ \ ~ . ~ ~ ~ \ ~ \ i
/ I X. / I ! s° 1 ~ v ~ IPE ~ ROP.3 ~ \ \ \ Z
/ I I ~0 RCP (TYP.) I \ ~ ~ ~
/ / PROP. \ / I JB M I NSTA L 11 0 STEEL PLATE CONCRETE ~ \ ~ ~ GRASS S E #1
/ / T 47 ,4 ~ I / / ti SIDEWALK I / EX. INV.= 26 ~ ORIF E AND TRASH RACK IN A ~ \ 479 0 479.0 i 390 L.F. ®2 ~ ~ + ~ \ / ~ 1.5 DEEP
I INV. OUf= .40 36 ~ FES (SEE DETAILS) \ / ~ / ~ \ 5:1 SIDE SLOPES
i fi I 1 ~ ~ NQT : CONTRA TOR ~ EX, TOP OF SLOPE ~ \ SEE DETAIL SHEET 10 \ \ ( ~ ) ^l \ \
I RIFY INV~R OF 6 ,0+ A T , 4~ \ \ ~ \ \ ~ / b~ \ ~.1.)
/ owT i I / \ / A E G EE I M URED / I ~ \ ~ / ~
J / ~ I/ N 472 ~ ~IN RTC OES 0 I / ~ / \ ~ - AINI o ~ ~ - WALL ~
/ / I M TC~{ P A / / / ~ o ~ . / / i ~ / / I/ /
~ / N ED I / ~ ~ 9.0 + \ ~ Z
/ I I 478 _ / / ~ IB ARY T i ~ DOCKS / I ~ i ONCRET 479.0 1 S PE \ -
' / I ~ COON CREE I 50 SID ~ I ~ I/ 1 72 ~ ~ ~ 477.
~ l 4 ~Y,p~D ~ GRAS SW E / ~ \ \ L.L
/S~'RA I 80 .F. 2.9 ~ I ~ 1 DEEP W/ ~ ASPHALT ~ 4 / ~ \ fJ
~ P A R K I N G I I ~ 3:1 IDE LOPE I ~ a, ~ / ~ \
SE DETAI SH ET 1 ~ i / I I ( , r i ~ \ _
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l/ ~ /I RO K CHECK DAM (TYP. ~ 4)0 \ / / ~ \ 3 1
/ I ~ (EE D AIL, HEET 10 ~ 474 ~ ~ /
I / / 1 / \ ~ _ ~ - - - - ° V - o \ ~
1 \ \ / NTROL~MATTING, NORTH AMERICA C350 OR QU ~ ~ y Y ~ z
/ / 1 1 / ~ - - - - LINE SLOP~r w/ EROSIOI I ~ - =o OP~r w/ EROSION CO ~ \ U ~ \ -
/ / I .GUARD - - - - / UARDRAI ~ PRO - I \ \ ~ - o ~ \ HOUSE - ~ ~
~ ~ I v v I \ ~ \~N ~ 1 ~
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~ I I / ~ 468 0 72 / ~ ~ ALT PAVING4 2,1 SLOPE ~ ~ ~ ~ ~
ro ~ I I ~ ~ 1 _ I ~ E DETAIL SHEET 7 / ~ l L --t------~ C~
1 ~ / qe-.. I o 4 ' G-, - S00°50 15 E 558.4 ~ _ _ ~~0 . ~ 6. _ \ _
~ ~ I < ~ 1 18 4;1 SLOPE ~ ~ ~ ~ \ , ~ ~ ~ _ i R K CHECK DA (TYP.) - - - - - ROCK CHECK AM (TYP.) J o - - - -
~ / ~ 1 ~ ~ ~ ~ f SEE DETAIL, tOj-' - - -----'SEEDETAIL,S ET~.O)_ - INV,463.99 ~NV9bA-15~
/ ~ _ o ~ ~1, / I ~ - - - - - - - v / ' ~ ~ ~ ~ - - _ GR~~~--Jin"uz ll,~ - - - - 1 "RC - 7f=-
/ / ~ - - J ; ; -
a: ~ o z / ~ o ~ / -moo = GRASS SWALE ~f 3 i 1' DEEP ~ ~ OXFORD LOOP 3:1 SIDE SLOPES \
v 260 L,F. 0 2~ ~ R~ (SEE DETAIL, SHEET 10
t 1 DEEP S00 ~ 5/ 3 W 220.74 ~ - - _ - l . - 7:1 SIDE SLOPES W ~ DATE; 7~30~00 i
~ / ~ - a - x I ~ - - (SfE-DETAIL, ~HEETt-18 - - o ~ - ~ _
- - - - - _ _ - SCALE: 1 =50
~ GHT TRIAN - - - - - - v ~ / ~ p'x70~
1 a - / ~ / _ - \ ~ ~ \ _ JOB N0. 967-01.10
J ~ - ~ 1
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LWEi).C NNEL LWEB-CI` - - 4bo SHEET
/ >EXIST30-- / / , - - - - / +
i OF

- 1
1 \ I \ ~ / A ~ ~ ~ ~6 - ~ ~ These drawin s are instruments \ /
\ \ \ 1S \ \ ~ ~ ~ \ ~ ~ of service and ca such remain \ \ \ \ ( ~ the propperty of the engineer,
\ ~ \ ~ - \ ~ \ ~ ~ ~ No co ies or reproductions of \ \ ~ ~ \ P \ ~ ~ ~ these drawings are permitted
~ ~ \ \ ' ~ \ \ ~ ~ ~ ~ ` ~ ~ ~ ~ ~ without consent of the engineer. ~ \ ~ ~ ~ / \ an com lotion of the work \ ~ ~ Up P
~ \ ~ ~ ~ ~ ~ ~ ~ ~ cli dr winga(except the contract ~ ~ ~ ~ ~ ~ ~ copiea~ are to be returned to
~ 1 ~ ~ ~ / ~ ~ ~ \ ~ - \ ~ \ ~ ~ the engineer. \ ~
\ 1 ~ L4ND USE: - _ \ ~ I VACANT ~]'-WOODtAND ~ \ \ ' - ~ ~ \ ~ - ~ ~ ~ \ Co ri ht c 2001 06b ~ \ \ PY 9 0
\ ~ v ~ \ ~ ~ ` , \
v ~ ~ GRAPHIC SCAL \ ~ ~ \ \ ~
i v ~ v~ ~ ~ ~ ~ ~ \ ~ ~ \ \ ~ ~ ~
\ ~ ~ \
/ I ~ ~ 25 ~50 100 , ~ \ ~ \ ~ ~ ~ \ \ ~ \ ~ ~ ~
\ \ ~ ~ ~ ~ ~ , SCALE; 1 - 50 ~ ~ ~ , RIP RAP ~ ` ~ ~ \ ~ ~ \ \ \
~ ~ I IF SIGNIFICANT EROSION ~ i ~ \ ~ IS NOTED, USE CLASS A ' \ ~ \ ~
~ ~ ~ I ~ 3 9~ 4 ~ < I ~ RIP RAP 15 WIDE _ ~ ~ \ ~ \ 3« .0 N \ ~ \ \ \ ~
~ I I ~ A ~ 2.5:1 SLOPE - \ ~ ~
I \ ~ ~ LAND SE. I \ ~ \ ~ \ 1
RESIDE TIAL I ~ - _ ~ - 200' ~ I \ \ ~ ~ \ ~i
1 \ \
\ ~ I ~ \ \ I \ I I
~ \ 476.D \ ~ ~ uane tewart ~ 475.0
I ~ INLET PR ~ ~ \ INLET PR TECTI ~ ~ & ASSOCIATES INC.
~ I ~ 475.0 ~ BLOCK & \ \ 1 I / / GRASSED SWALE ® TYPICAL BLOCK & G P-474'0 5 ~ ~ ~ GRATE ~ (TYP.) 475. \
I ~ 2:1 SIDE SLOPE ~ ( ) \ I / ~ ASPHALI TYPICAL ~ \ CONSULTING ENGINEERS ( ) ASPHALT \ 1 ~ ~ 1
\ I / (RIP RAP AS NEED ) o ~ ~ I
~ ~ ~ ~ I------ / I ( ~ _ 74:0 ~ ~ I \ ~i HP-475.0 ao R P OP=474.0 \ ~ ~ ~
I ~ 474.75 ~ Civil Sanitary ~ Environmental T - 4.0 ~ ~ ~ ~ ` ~ ~ Plannin Desi n • Surve
TOP=474,0 30" RCP 474. \ I \ VEGETATIVE BUFFER I OP=474.0 HP=475,0 7 ~ \ ~ _ ~ ~ AAA F VEGt`TATION STABILIZED G OUND = 246354 S.F.f 1 9 9 y \ ~ ~ AREA W HIN LIMITS QF-DISTURBANC = 15 acd:
7 4:17 ACRES / ~ I I \ ~ ~ \ \ ~ - l
I ~ / \ I ~ ~ ~ _ ' ~ \ - - - - - - - - ~ - ~ ~ / ~ \ 3715 Universi Drive
~ ~ I / ~ o ~ ~ _ / ~ Durham, N.C. 27107 ~ ~ / [phone]
l ~ I ~ \ I 5 ~ / / u 2 : SLOPE / ~ fax [phone]
~ i I I \ A I ~ ~ (CONCR ~ i ~ ~ e-mail: [e-mail] (CONCR ~ ~ ~ www,dksa-tsi.com
I I I 476.5 ~ \ ~ + ~ I i \ I I 476.0+ ~ ~ ~ 4753+ - ~ / ~ /
~ 1 ~ I EXISTI G / , ~ / i
~ I TREE I I 300,\ 1 I ~ ; I SAM AR ~ ~ 300,\ /
~ I ~ / s. / / / ~ ~ + 76 ~ ~ \ ~ ~ ~ / ~ i SEAL
~ I ~ ~ \ \ ~ I \ I \ \ ~ / /
1 ~ I ; 4;7 . i TREE ~ ~ ,wun,
I \ \ _ .1. IP- P 9.5" THICK \ PROTECTION / i /
~ / - \ \ FENCE / / ~ / . Ci \ _ - 9 .
~ i ~i Q-
\ 9 L READER I / ~ \ ~ I 0 L IEVE ~ , ~ \ \ (SEE ETNL) ~ / ~ \ , 7 ~ ~ • \ / E / -
I I ~ ~ i ~ \ i \ \ i 6 i '
I \ ~ ~ ~ /
\ i 26 GRAVEL ~ ~ \ ~ 1 \ i 24' PAVED ~ ~ ~ . y J 14CCESS FIRE LANE ~ ~ b E C~~t,`~~ ~ _ ~ S
FIRE LANE ~ ~ ~ \
\ I~ I \ / i ~ \ \ \ ~ \ - ~ ~ % ~ l~ ~u 40 I
\I \ i ~ /
LAND SE. 50 \ / \ / SAM ~ VACANT /WOODLAND MP, BA~IN TO BE REPLACED / ~ \ ~ /
1 20 I ~ HORSMOE INLET, SEE ~ NE QON~ 4 0 STRUCTI SE UENCE FOR / ~ \ / REVISIONS
1 30 2 DN Q / \ I 20' ~ v ICS) v ~ \ \ / /
~ \I ~ ,i 79.0 + ~ LAND E: ~ ; ' 476.5 ~ VACANT /WOODLAND HP - -
I ~ ~ ~ ~ .o+ ~ ! \ s\ ~ ; 49 ~ - -
1 ~ 4 I ~ I
I \ H ~ ~ \ I •N \
1 ~ INV. =460.5 D M ~ ~ 1 LIMITS OF
I ~ ~ O w 1 DISTURBANCE /
~ ~ Z ~ FES PR POSED I ~ d' ~ ~ ~ 18 ~ ~ ~ B DING POSED PR B DING /
~N ~ ~I / ~ ~ 1260 0 S.F. 6 0 0 S.F. ~ 2,
I I \ 47 5x / ISTRI TION PL P ISTRI TION
~ d~ ~ ~ / \ - 479. • VEL ITY ISSI ATOR ~ FF EV, - 1 " \ 479.5 EV. ~
~ NCDOT L f B ~ / / 18'L X 2 ' X K / OPE \ ~ ~ ~
/ / 1. / \ SEE L ~ / .3 Z 47 / t ~ ~
~ / \ ~ / I ' 2~ I \ ~ \ ~ HECK DAM ~ a1 PICAL \ ~ ) 1
I ~X. _ / / / / I v \ C /
I ~ ES \ / / ~ I / TO E / ~ I A \ / ~ /
~ ~ CHECK DAM / / REM D I \ \ / I ~ I (TYPICAL) \ ~ / ~ \ \ \ ~
PORARY / I \ I TF ONTRO \ \ / ~ \
/ i IPE ROP. 36 U ALL C L I ( I ~ / I I 10 RCP (1YP.) STRUCTURE ~ \ ~ ~ ~ \
J (SEE DET/UL SHEET ) PROP, ~ ~ JB 9EM D • CONCRETE I NSTA L 11 0 STEEL PLATE ~ \ ~ 1 Z \ ~ \
/ / T 47 .4 / I ~ /d` UU ORIF E AND TRASH RACK IN SIDEWALK I L ~ \ + 479 0 479.0 i \ ~ \ Q \ / \
/ EX.IINV.-46 26 ~ ~ I INV. OlIf=4 ,40 36 FES (SEE DETAILS) / / ~ / ~ ~ ~ \ \ ~ J
1 1 ~ NQT : CdNT~A TOR EX, TOP OF SLOPE ~ \ \ ~ w \ ~ ~
i " / i I IFY INV~R OF 6 y .O+ \ ~ \ ~ ~ k10 \ ~
I I ONTA T ~ / A E G EER I M URED / J ~ ~ • \ ~ /
J I~ N 472 ~ ~IN RT/b0 S 0 ~ / / ~
/ / I M TC P4AN, A _ / / I ° ~ 9.0 + ~
/ / I/ / / 478 NNA ED
/ %I i ~ DOCKS T ~ / / , , / TRIBU ARY 4 ~ ONCR 1 S PE \ 479,0 ~
li/ ICOON CREE I ~ SO I ~ / ~ ~ 477. ~ _ ~ ~ Z
SID 11 I I 4'12 o Y ~0 / ~ s l ~ / / ~ ~ ~ ~ \
/ a ! / ~,D+ ~ ~ / / 75.0 5.0+ ~
I ( > ASPHALT ~ 4) ~ PARKING ( ~ I I I ~ I' I \ / / / TEMPORARY ( , g IN BE REPLAC D ~ ~ _ U
l ~ I r I ~ / / \ BASIN 2 HOR H INLET, SEE ~ NSTRUCT SEQUENCE FO
r 1 ~ I A o ~ I ~ ~ DETAILS ~ ~
/ ~ t I /1 d I 4~0 ~ / / ~ \ 1 \ Z
~ ~ o / / I ~ ~ 474 ao / ; 1 ~ _
/ ~ ~ o c
/ I ~ \ _ - ~ ----r-- - \ o - / \ ~ Y I V
~ / / 1 / _ ..o - LINE SLOPE w/ EROSU v ~ I \ ~ ~ UARDRAI ~ ~ / ~ ~ EROSION CONTRO~C ATTING, NORTH AMERIC C'350 OR EO \ ~ (LOPE w/ SILT F~ICE o
/r I \ PRO .GUARD _ _ _ . / I \ ~ a o I \ HOUSE ~ ~ , . - TYPICAL ~ ~ ~ ( ) ~ ~ ~ LL
/ ~ I ~ o ~ I ~ ` - \ 1
u / , I / ~ - ~ \ W
o l / I 468 p 472 2c1 SLOPE 'o / / I I ~ ALT PAVING ~ ~ ~ / ~ ~ ~
w` ~ ~ , ~ E DETAIL SHEEP 7 INI~T PROTECT N i ~ S00 50 _ ~ 15 E 558.4 ~ ~1
~ / ~ ~ I ~ /F e ~ 1 0 4 '-'L_L • ~ 5~~5fi _ ~ ~o _ _ _ _ _ ~ ~ J
/ / ~ ,~4 ~ / I a ` 8 4:1 SLOPE ~ ~ ~ i
U ~ ~ ~ ~ ~ i - INV.463.99__ ~NV,464-15~
o i ~ / ~ ~ - - _ _ u / ~ - - - - --+'i _ ~ „R~
~ / / / ~ / I 151-~'....r:::.::: _ , tL . ~ ,a'
~ ~ / -moo ~NSTRrC OUTFACE CONTROL ~ ERM AS NECESSARY TO OL Mr OXFORD LOOP ~
PREVENT OFF-SITE ENCROACHMENT STRUCTURE ,.jj YARNBLE PUBLIC R/W /
~ / • ~ CONSTRUGT70N INTO NCDOT RIGHT-OF-WAY, (SEE DETAIL SH~ S00 51 3 W 220.74 ~ _EI~SANCE._ ~ 73000 DATE: ~ ~ w ~
o i - -a - - - - - - - - - - - - - ~ - - x I I ~ - ~ - - - - - - - - - - - - - - - - - - - ' - _ - SCALE: 1 "=50'
w ~ T TRIANGLE - - i ~ SIGH _ _ ~ - } - - - - - - \ -i - - - - JOB N0. 967-01.10
~ x10 ~ - - - - i 10 ; - / /
~ ~ _ ~ _ = i _ - - ~ - - - - - - - - - - DRAWN 8Y; MWS
1 ~ ~
LL. X- X-
.W / 4 RCP.:...:-.... _ CHECKED BY: DKS \ \ _ X-X-N_..K-X-„-% „
%-X~x-x-x-„_K
XIST. RIP xrsr. - - .LAND USE: - - - - \ _ _ - ~RiP~ - - INDUSTRIAL -
LNEB- CHINNEL _ LVEB- CHINNEL - _ - - ` \ 460 SHEET
EXIST. 30" RCPT _
p
OF

These drawings are instruments
of service and as ouch remain the pro erty of the eng(~eer,
No copies or reproductions of
3" (TYP) these drawings are permitted without consent of the engineer. „ Upon completion of the work
5 all drawings(except the contract
„ copies) are to be returned to 2 X 1 /4 0 the engineer.
BOLT HOLES (TYP.) ~ ~ ~ Copyright © 2001 3 0 #3 STEEL PLATE
NATURAL GROUND °
LEVEL SPREADER UP
4" X 4" CONCRETE BLOCK
~
NATURAL GROUND 460.5
1~ •1 ~
3 ~1 ' 3 0.5 UP TO INVERT • ~
OF LEVEL SPREADER
° ~ ~ , 11" 0 ORIFICE OPENING Dane tewart
NOTES:
1, LEVEL SPREADER TO BE CUT INTO NATURAL GROUND. & ASSOCIATES, INC.
2, LEVEL SPREADER UP (4" X 4" CONCRETE NOTE: CONSULTING ENGINEERS
BLOCK) TO BE LEVEL FOR ENTIRE LENGTH. 1. BEND 3" X 5" PLATE TO 90' FROM
ANY PORTION OF LIP FOUND THAT IS NOT LEVEL WILL BE REPAIRED OR REBUILT AT PLATE. 2. ATTACH ORIFICE PLATE TO INSIDE OF
CONTRACTOR'S EXPENSE. EXISTING 36" FES WITH HEAVY DUTY Civil Sanitary • Environmcntal
MASONRY SCREWS. Planning • Design • Survey
LEVEL SPREADER DETAL 3. GROUT OUTER EDGE OF ORIFICE PLATE WITH WATERPROOF, NONSHRINK GROUT.
N,T,S.
3115 University Drive Durham, N.C. 27707
[phone]
3'f 13 gT~L PLATE WITH 11' ORIRCE OPENVQ faz [phone] 1 =1 a-moil: info0dksa-tsi.com
/ www.dksa-tsi.com
/ ~ _ _ ~ / ~ Y
SEE STANDARD CASTING DETAIL
_ v
~ _ ~ ~ SEAL
~ ~ SET IN MORTAR
18' o ,
~ / / ~ L
~ / ~ ' 84 / iv / RICK
.y;1 ` i . Q.°.
~ UNE BERM WITH ~ - SYNTHETIC INDUSTRIES ~ - - . , 0 G I NEB:°:
i TRM 450 OR APPROVED 8 iv i h, E. S C~
EQUAL, ~ HEADWALL (TO ,
BE DESIGNED DC a ~
BY OTHERS) ~ ~ ~ ~i ~ ~ /
J-'' ~ - ~ REVISIONS
~ J ~ EL.=460.1 i ~ EL. 460.00 +460.5
/ / ~ /
i ~ i / N +460.5 ~
/ / /
" ~ ~ 462. EX, 36 RCP ~ / 4'
36" 0 RCP TO BE ~ ~ 462 ~ i ~ ti /
REMOVED q6 460.5 /
~ ~ + ~
3~1 ~ 4 31 ~ / + 60.5 +460.5 /
~ ~ 460.5 / ; +
~ / . " ~ / / / ~ 12"
190 LF 4 X 4 CONCRETE ~ ~ LEVEL SPREADER LIP ~ ' ~ a / / U
~ ~ ' ~ / ~ "
/ I t0 I I
/ ~ a / ~ I
LEVEL SPREADER (SEE DETAIL) t / I ~
NCDOT CL "B" RIPRAP 18' L X 21' W X 22" THK I
BERM ~ I ~ INV. IN= 4)O ~ 463.26
~ HEADWALLi NOTES: ~ _ _ _ 1DlV, ~fi0.50 D .'D D D p D~ D. ~ ~ p ~ ,3000 ~B CONCRETE ®OTTOM ' ~ ~ ~ ~ ~ '
1. LEVEL SPREADER TO EXTEND 90' (TOTAL), INV. OUT= ~ l /1 461.4 V ~
2. LEVEL SPREADER TO BE CONSTRUCTED
PARALLEL TO EXISTING GRADE. 3. LEVEL SPREADER TO BE CUT INTO EXISTING / ~ 6
GROUND. 'GRAPHIC SCALE zo o ~ 0 2 40
28 LF, 36" RCP 0 3.21 ~
~ L1J
/ 1 jaEh 20 / JUNCTION BOX ~ ~
PLU~oE Pool veocmr oree~ATOR-~uw v~uu w ~ NTS
1 =5 / ~p / /
W
LEVEL SPREAD9~ a sPI~AO~I
1 =20 D 1 =20 EX. 36" FES INLET
Q
W
HEADWALL ~ N L.C_
1 TA R AR R HORIZON L C OSS B S (#3 REBA)
LEVEL SPREADER SPACED ®1' O.C. I^
E VI
v #3 REBAR SPACED 1' O.C. (TYP.) / VERTICAL BARS (#3 REBAR) 1
4" X 4" CONCR R IP 3 RE ETE LEVEL SPREADE L J SPACED ®6 O.C.
v 0 W
~ 3' - 12' ~ 3' m
a 0 5' 36 0 RCP W
v 2 2
v ~1 1.5' 1r ~ J
INV. OUT=
~ 3 460.50
A c 22" NCDOT A A
u° CL "B" RIPRAP
MIRAFI 700 3'0 ~3 STEEL PLATE WITH ~ 4 LAYER OF 11" DRIFICE OPENING ~ #3 REBAR SPACED 6" O.C. (TYP.)
_ (OR APPROVED EQUAL) (SEE DETAIL)
v #57 STONE E ISOMETRIC VIEW EX. 36" NOTES:
~ FE! NOTES: FES INLET 1. ALL REBAR TO BE 3 REBAR 1 7 03 # DATE: 0/ /
0 K 1. LEVEL SPREADER TO BE CUT INTO EXISTING m 2. ALL REBAR TO BE GALVANIZED WITH A BITUMINOUS COATING. PLAN VIEW 3. TRASH RACK TO BE COVERED WITH STEEL SCREEN.
o GROUND. SCALE: AS NOTED
w #3 REBAR SPACED 1' O.C. (TYP.)
~ ~ m PLUNQE POOL VELOCITY DI88PATOR-PROFLE VEW JOB N0. 967-02.10 °
~ 1 =5
~ ° ~ DRAWN BY: EML
lai v a At AS
W CHECKED BY: JES
O T3
} 4
O B B
'a A A A
0 I VI FRONT I SHEET
0 0
a u o
a~ 1 =3
~i F 0

These drawings aro instruments
of service and as such remain NOTES:
the property of the engineer, No copies or reproductions of
1. SWALES ARE NOT TO BE COMPACTED. these drawings are permitted without consent of the engineer.
2. ALL CHANNELS TO BE LINED WITH CURLED WOOD MAT, Upon completion of the work all drawings(except the contract
copies) are to be returned to 3. USE TALL FESCUE, 2-6" MOWING HEIGHT, FOR the engineer.
PERMANENT VEGETATIVE COVER. Copyright © 2001
4. REFER TO EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR INSPECTION, OPERATION, AND MAINTENANCE.
15' 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE. 2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH. ~
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. -
4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE BELOW). 5. CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES
DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER
SEEDING. 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. ~
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF
' 1.5' POSSIBLE. IF STAND SHOULD BE OVER 60~ DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING ~ RATES.
9. CONSULT CONSERVATION INSPECTOR FOR MAINTENANCE, TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS
1 1 ESTABLISHED.
uane tewart
5 5 & ASSOCIATES, INC. * APPLY: AGRICULTURAL LIMESTONE -
FERTILIZER - CONSULTING ENGINEERS
SUPERPHOSPHATE - SEE BELOW MULCH -
ANCHOR -
Civil Sanitary • Environmental
SWALE 1 CROSS-SECTION Planning • Design • Survey
~ "=1' FALL PERMANENT SEEDING AUGUST 15 -NOVEMBER 1
LIME 2 TONS/AC
5-10-10 FERTILIZER 1000 LBS AC 3715 University Drive 0-20-0 500 LBS AC Durham, N.C. 27707
Ky-31 FESCUE 50 LBS AC [phone]
RYE GRAIN 40 LBS/AC faK [phone] STRAW MULCH 2 TONS/AC a-moil: infoQdksa-tsi.com
www.dksa-tsi.com
WINTER TEMPORARY COVER NOVEMBER 1 -FEBRUARY 28
LIME 2 TONS/AC
10-10-10 FERTILIZER 700 LBS AC SEAL
OATS 50 LBS AC RYGRAIN 20 LBS/AC
6' STRAW MULCH 2 TONS/AC OAR
SPRING PERMANENT SEEDING MARCH 1 -APRIL 30 ~;~0
EA LIME 2 TONS/AC
5-10-10 FERTILIZER 1000 LBS AC 6
0-20-20 500 LBS AC K -31 FESCUE 50 LBS AC ~'•;N F.`~•' ~ y 0 LBS AC ~ ~ ' C ~ N~'' J
1' , BROWNTOP MILLET 3 ti
STRAW MULCH 2 TONS AC ~ f , C~'~~`~, ~~m~„n~
3 3 Il I 2~6
LATE SPRING PERMANENT SEEDING MARCH 15 -JUNE 30
LIME 2 TONS/AC 10-10-10 FERTILIZER 1000 LBS AC REVISIONS
0-20-20 500 LBS AC
COMMON BERMUDA GRASS (HULLED) 8 LBS/AC STRAW MULCH 2 TONS/AC
SWALE 2CROSS-SECTION
1 N- ~ 1
SUMMER TEMPORARY COVER JUNE -AUGUST 15
LIME 2 TONS/AC
10-10-10 FERTILIZER 700 LBS AC
BROWNTOP MILLET 40 LBS AC STRAW MULCH 2 TONS/AC
SEEDBED PREPARATION
NTS
14'
1.5' A ~
9"
MIN
1' FILTER FABRIC
A '~1
1 1
VJ CLASS A OR B I
7 EROSION CONTROL J
1"-2" WASHED STONE FLTER STONE 44•
ti• AT CENTER
SWALE 3CROSS-SECTION FLTER FABRIC
1n_1i (MIRAFl 700 W
OR APPROVED EQUAL) Q
FLTER FABRIC
SECTION A-A W
J
L~ THE DISTANCE SUCH THAT POINTS A AND B ARE OF EOUAL ELEVATION
6' VI A B 1
L
E v
v;
v
0 v
CONSTRUCTION SPECIFICATIONS
N
~ 1 1~ 1 3 1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FLTER FABRIC FOUNDATION.
L r 2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL
0 3 3 WHERE THE DAM ABUTS THE CHANNEL BANKS. 3. EXTEND STONE AT LEAST 1.5 Fi. BEYOND THE DITCH BANKS (FlGURE 6.83b) TO KEEP
u OVERFLOW WATER FROM UNDERCUTTING THE DAM AS IT RE-ENTERS THE CHANNEL. 4, SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER
DAM IS THE SAME AS THE TOE ELEVATION OF THE UPPER DAM.
'v 5. PROTECT THE CHANNEL DOWNSTREAM FROM THE LOWEST CHECK DAM, CONSIDERING THAT WATER WILL FLOW OVER AND AROUND DAM (PRACTICE 6.41, OUTLET STABILIZATION
STRUCTURE . 6. MAKE SUR THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE. DATE: 11/03/03
7. ENSURE THAT CHANNEL APPURTENANCES, SUCH AS CULVERT ENTRANCES BELOW CHECK
` SWALE 4 CROSS-S ECT ON x O 1N_11 DAMS, ARE NOT SUBJECT TO BLOCKAGE OR DAMAGE FROM DISPLACED STONES. SCALE: AS NOTED
MAINTENANCE
INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF EVENT. JOB NO. 967-02.10
m
2 ANTICIPATE SUBMERGENCE AND DEPOSmON ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM, CORRECT ALL DAMAGE IMMEDIATELY. IF DRAWN BY: EML
Q eruir~reuT cancinu nrriiRC actwcFU neuc wsrall A PROTECTIVE RIPRAP LINER IN THAT
W W PORTION'6F THE CHANNEL (PRACTICE 8,31, RIPRAP-LINED AND PAVED CHANNELS), CHECKED BY, JES
0 REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE
J TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM,
} 0 AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
Q
SHEET
D ROCK CHECK DAM 10
O Q
u 0
a OF

Thsse drawings aro inetrumente
of esrvice and ae such romain the pro~~arty of the engsneer,
~ N ~ . 011; ~ f No coplee or roproductiona of ~ these drawinga aro permitted
~ ~ ~1;1~~ t f without consent of the engineer ""~.c~~~~,h Upon comp) lion of the work
~i V ~ all d winge~except the coMroct co lee aro to be rotumed to M p
~ ~ ~Z ~ ~QQZ the engineer. Copyright Q
~ ~ ~ ~ 0 ~ \ ~ rte- ~ - \ ~ ~~Q N
~ ~ dn0~ J X06 , ~ / y~ ld
~ ~ ~ ~ SAN N~11 ~M _
~ ~ \ ~ \ i \ \ '~"C`a ~ ~
~ \ i ~ ~ V ~ 1
~ / , ~
~ \ l \ i ~ / ~ ~ ~
~ ~ ~ \
~ ~ ~ 1 ~ ~ ~ ~ v
1 ~
\ ~ \ ~ \
I ~ , ~ ~ ~ 1 / \ ~g \ l "~'7,
i ~ ~ vane tewart ~ ~ ~
~ / ~ \ \ ~ ~ ~ --1~ i~ & ASSOCIATES INC. I ~
~ \ i / ' \ ~ \ ~ ~ CONSULTING ENGINEERS
~ ~ ~ ~ ~ ~ ~ ~ \ ~ \ ~ ~ ~ ~ \ / ~
~ 1 i ~ ~ _ ~ ~ ~ ~ \ ~ ~ ~
\ ~ ~ ~ \ ~ \ Civil ~ Sanitary ~ Environmental ~
\ ~ ~ ~ \ \ ~ / ~ 1 TIME 0 ~ ~ ~ A h~ ~ ~ Plannin ~ Desi n • Surve \ \ \ ~ ~
\ ~ 1 ' ~ ~ ~ CO CENTRA qN - ~ ~ ~ , ~ ~ PAT ~ - ~ ~ ~ \ ~ o ~ \ ~ ~ ,
/ ~ ~ ?~aaMr~cvrt Ewnon ~ ~ ~ ~ ~ ~ 3115 Unive?si Drrye
~ ~ r xmm, wt aiw e ~ ~ ~ ~ ,d~ - _ ~ ~ ~ \ \ Durham, N.C. 27707 ~ ~ ~ V ~ \ i [phone]
_ ! _ x`11°" ~ \ i fax [phone]
\ \ i ~ \ ~ I ~ \ 1 ii a-mail: info0dksa-tai.com --T- ~ , \ ~ www.dksa-tsi.com
I 1 i i 4 ~ ~ \ \ 1
I I l mr.n~o ~ awe ln*d uas \ \
- I / / ~•~w ` ~ ~ 7~ \ \ ` . a ~ _ \ \
K-naa A ~ I I D C rko ~r.aeo mtiu u~ ~,o gun i t~,o gun ~ ~ \ \
\ I ~ / \ I \ ~ ~ _ J
/ \ I I - _ I I ~ ~ I I / ~ \ ~ ~ --J \
1 I ~ I ~ rota, / / ~ ~ \
/ / ` 1 ~ ~ t ~ ~ I / ~ 1
~ I r / ~ ~
I \ ~ ~ 1 _ ~ ~ ~ \ - - - \
I ~ \ / i i i /
~ ~ I, ~ \ I ~ E~ ~ ~ ~
~ A I SPREf~ER ~ A REVISIONS
~ \ / ~ ~ ~ ~ ~ TO DRY DETEN N BASIN ~ _ _
~ \ ~0 ~C ~ 10.61 ACRES TOTAL ~ ~ ~ --,aa---- ~ /
~ / ~ 1 \ ~ ~ 1 i
I / ~ ~ v nRO + ~ ~ /
/ ~ ~ ~ f- I ,;;~i~i ~ \ ~ ~
~ / .r .~.r. -
~ / l I SWALE i~. l
I ~ / ise, u. / / 1 I \ , 3.41 ACRES ~
~ / 1 n utv. a~.a r I ~ 4 \ / / ~ TOTAL ~ ~ ~ \
- \ ~ I ~ i ~ ~ ~ ~ ~ ~ ~ /
~ ASIN l \ ~ 1 I ~ \ ~ ~ 1
~ 1 ~ m*a \ ~ ~
~ ~
/ ~ ~ ~ \ ~ ~ \ ~ i~ Q ~ \ ~ ~
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r ~ / ~ I t \ - /J \ ~ ~ ~ ~ i 1 \ _ / ~ i l ~ , ~ ~ ~ ~ ~o A ~ o
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~ I / ~
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I ~ on ~ ~ / ~ S E ~ ~ A 3 I ~ .4 ACR _ ~ A \ ~
- ~E ~ - - \ ~ -
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o ~ ~ ~ ~ - ~ \ ~ ~
`1 i i ~t \ ~
ALE ~,ti.,~i„~,`,~ , - - - - -
v i ~ ~ ~ - - - _ _ _ WALE 3
~ / - - x,
w ~ ~ - - - - - -
o ` - _ - - _ ~ DATE. 10 9 03
~ - 1i ~ , ' ' Q. ~ ~ , ~ 1 i / / ~ ~
_ ~ ~ ; ~ i - - _ _ - SCALE: 1 "=100'
J/ s / 1r -K-X_`- X-w~.%-X-%-R --~Y-k-%-%-X %-%-X K-k-% K-%-K~ -X-~ %-%-K
/S Vim/ ~ i / / ~ \ _ ~ ~ i i / re uc~ / _ - - - - - _ - - - - = JOB N0. 967-0211
= ~ ~ ,6a DRAWN BY: EML
o i ~ }lam 3 ~ ~ ~ ~ " i J
/ / , ~ \ ~ ~ / kl ter! , 7 / / _ / , ~ CHECK BY; JES
O / i ~ iii _ ~-i ~ ~ I / , i ~ 1 ~ / ~ / ~ / ~ ~ ~ ( I
Q - - ~ / / ~ / ~ , - ~ ~ ~ / SHEET
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p / / o / / / ~ x~ ~ ~ ~ I
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III Zoo 3
OWNER/APPL OWNER/APPLICANT:
ROYAL HOME ROYAL HOME FASHIONS
2102 Fay St 2102 Fay Street
DURHAM, N.C DURHAM, N.C. 27704
PHONE:(919) PHONE:[phone]
TAX MAP REf TAX MAP REFERENCE RECORD 6874 FILL TO BE COMPACTED TO 95~ MAX. DENSITY
SHEET N0. SHEET TITLE SCALE ZONING: I-2 ZONING: I-2 OPTIMUM MOISTURE CONTENT.
COVER SHEET
" ~ CURRENT USI CURRENT USE: VACANT LOT /WOODLAND ON SITE WATER LINE TO HAVE MIN. 3' COVER.
" ~ TOTAL AREA ~ TOTAL AREA OF TRACT: 41.17 AC ON SITE SEWER SHALL HAVE MIN 4' COVER.
3 GRADING & DRAINAGE PLAN 1" _ AREA OF SUE 50 AREA OF SUBDIVIDED TRACTS: 30.33 AC, 11.44 AC
~ "TIN#-&-d61~TIPl~ ~J c~ AREA OF DES! AREA OF DEVELOPMENT: 18.37 AC NCDOT DRIVEWAY PERMIT REQUIRED PRIOR TO CONSTRUCTION.
~ ro A?m?in ni ~u ~ c~n~ ALL CONSTRU CONTACT NCDOT AT 560-6854. ALL CONSTRUCTION TO BE TO LATEST CITY OF OXFORD
6 EROSION CONTROL PLAN 1" = 50~ STANDARDS & STANDARDS & SPECIFICATIONS.
~ ronrin?i nnureni nrr~u c 11TH SITE TO UTIL ~ roarQrro v rr•rrrvf'o c SITE TO UTILIZE CITY OF OXFORD WATER & SEWER
9 LEVEL SPREADER DETAILS NTS SANITARY SEWER TO BE EXTENDED TO EXISTING SEWER ON
10 SWALE DETAILS NTS SANITARY SEV OXFORO L001 OXFORD LOOP.
WATER TO BE WATER TO BE EXTENDED TO EXISTING 12" DIWL ON HWY. 158.
a
M I x TOPOGRAPHIC INFORMATION TAKEN FROM CITY OF OXFORD TOPO MAPS.
N BLDG. HEIGHT = 35'
APPROVAL STA P ' SPECIAL CONDITIONS OF APPROVAL A VARIANCE A VARIANCE HAS BEEN APPROVED FOR A BUILDING HEIGHT IN EXCESS OF 35'.
0
WETLAND IMP = RESTORATION WETLAND IMPACTS ARE BEING MITIGATED VIA PAYMENT INTO THE WETLANDS RESTORATION FUND.
f a PARKING S
N O PARKING SHOWN = 34
50 EMPLOY 50 EMPLOYEES MAX. ON MAJOR SHIFT
0 2 SPACES 2 SPACES REQUIRED PER 3 EMPLOYEES
ON MAJ( S ON MAJOR SHIFT
(2~~= (2 ~ ~ = 34 SPACES MIN. REQUIRED)
a i L' , ~ ~J

T
DUANE K. STEWART & ASSOCIATES CONSULTING
G ENGINEERS DURHAM, NORTH CAROLINA

/ \ o ~ \ \ s \ \ ~ ~ I \ - ~ ~ ~ ~ ~ These drawin s are instruments ~ ~ \ ~ / ~ of service and as such remain
~ / / / ; \ \ ~ - \ \ \ \ \ ( ~ the property of the engineer, ~ ~ \ ~ ~ - \ No co iea or re roductions of \ \ - P P
~ \ - _ ~ / ~ \ ~ ~ - \ ~ ~ ~ these drawings are permitted \ ~ \ ~ ~ ~ ~ ~ \ without consent of the en ineer,
~ \ ~ Corrlbtted Ppe/Node Report ~ \ ~ \ ~ \ \ ~ PI Upstream Downetnam th Inlet Weighted Inlet Totcl Sy~em Dhcharge Section wnetream UPefnam Downetn \ ~ ` \ ~ Upon completion of the work
~ ~ ~ ~ - - \ ~ \ ~ \ all drawin s exce t the contract I Downstroam Constructed Deecri tion ~ ~ \ \ ~ 9 ~ P pstrsam p ~ \ \ ~ ~ \ ~ \ \ copies) are to be returned to
Node Node ft Roughoes G CA In of ne ch Slse Velocl Invert invert ~ ` ~ ( ~r (acres lieeffic M (acre) (acne) in h (ft/e) Elevatii Invert invert S~Iop~ ~ ~ - \ \ \ ~ ~ ~ \ the engineer. Elevation (ft/it) \ ~ ~ \ ~
~ \ ft ft ~ \ \ ~ - - ~ ~ Copyright c 2001 \ \ \ ~ ~ \
\ A \ I- I-2 152.00 L00 0.95 0.95 0.95 7.50 7.18 24 -22 470.00 46 8 I- I-3 148,00 1,00 0.95 0.95 2,68 7.30 19.72 24" 8.28 489.08 48 - \ C \ I-3 I-4 470.00 469.08 0.006053 Concrote \ ~ 489.08 488.19 0.006014 Concrote ~ ~ ~ ~ \ - ~ ~ ~
~ GRAPHIC SCAL - 155.00 0.77 0.95 0.73 3.41 7.23 24.85 30" 5.08 487.69 46 / / \ D \ 14 I-5 106,00 0,80 0.95 0.78 4.17 7.14 30.02 30 6.11 488.78 48 487.69 468.78 0.006000 Concrote ~ \ ` - ~ ~ 488.78 485.95 0.007500 Concrote ~ \ ~ ~
~ ~ E 15 Outlet 220,00 2,09 0.63 1,32 5.49 7.06 39,10 30" 7.97 485.95 46 / \ ~ ~ F -3 0 t 85,00 10.29 0.85 8,75 6.75 7.50 66,12 _10.15 484.00 46 \ \ \ \ 485.95 464.63 0.006000 Concrote \ \ ~ ~ ~ 484.00 463.00 0.011785 Concrote ~ \ ~ \ \
i ~ ~ H -6 14~ 50,00 2,60 0.30 0,78 0,78 7. 4 46 / I ~ 0 50 5, 15 4, 70 25 470.25 469.83 0.008400 Concrote \ ~ ~ \ \ \ \
~ ~ 25 50 1 0 ~ ~ ~ A V ~ A ~ ` ~ ~ ~
~ ~ , SCALE: 1 50' ~ ~ ~ , 'RIP RAP ~ ~ ~ ~ ~ IF SIGNIFICANT EROSION i ~ I ~ ~ \ \ ~ \ ~ ~ \ ~ ~ ~ ~ \ ~
~ ~ A ~ IS NOTED, USE CLASS A ( ~5 l 3 95 ~Z. ~ ~ \ \ \ ~ \ ~ 3„9S,~Z.OON _
~ a r RIP RAP 15 WIDE _ _ ~
~ I ~ ~ I ~ '1 SLOPE ~ ~ 2.5. - \ \ ~
I ' \ ~ A ~ \ ~ ~
\ 20 ' - 0 ~I 1 \ \ ~ \ ~ \ ~
\ `rt ~A~` ~ I ~ \ ~ ~ A
~ \ I \ \ ~ I V ~ \
\ ti ~ 476.0 \ \ \ an t wart ~ 475.0 \ , U e e
I ~ - \ ~ ~ I I ~ I _ ~ D \ \ ~ TOP=474.0 ~ & ASSOCIATES, INC.
\ ~ 1 I / 475. / GRASSED SWALE ~ GRATE I~ (TYP,) 475.5 ~ \ \ \ \ CONSULTING ENGINEERS
\ ~ I 2:1 SIDE SLOPE I / \ ~ _ I / (RIP RAP AS NEED ) ASPHALT ASPHALT ui \ ~ \ ~ ~
_ _ I / - ~D ~ I-- \ O . \ - \ ao 24 RCP Op=474.0 \
I I ~ ~ v ~ , I ~ HP=475.0 ~ 74 24 P \ \ \ \ / Civil ~ Sanita ~ Environmental
- I I ~ 4.7 T Td 4.0 474.75 ~ ~ ~ \ \ ry \ ~ , ~ \ ~ Planning • Design • Survey
~ I VEGETATIVE BUFFER _ TOP=474.0 30 RCP 47 _ ~ - I OP-474.0 HP=475.0 - 1 1:127 ACRES / v vv A A ~ \
~ I I ~ ~ ~ \ ~ \
I ~ _ \ I i ~ ~ 1.--- ~ ~ ~ 47 ,0 475.0 ` \ \ 3715 University Drive
i ~ ~ s \ I / 1 i I ~ ~ ~ ~ _ ' ~ Durham N.C. 27707 ~ / 919) 490-2999
\ ~ I ~ I ~ \ D SLOPE ~ / fax [phone] D
I ~ - - - / (coNCR ~ I 476.5 ~ \ 1 CONCR E ~ e-mail: info0dksa-tsi.com c / 476.0+ ~ / www.dksa-tsi.com
I\ \ ~ i ~ ~ I + I I ~ ~ /
I I I 300 ~ / ~ 300,\ _ / / ~
I \ I ~ ~ , , A \ I I ~ \ s. / / ~ + ~
I I / ~ ~ I ~ ~ \ 7s ' ~ ~ ~ / i SEAL
~ I ~ / , ~ /
1 ~ I \ ~ ~Y \ TREE ~ / \ / ,,,,~,rrnur~q~~i
\ ~ \ --1--- I v T - _ v \ PROTECTION ~ i / \ FENCE / ~ ~ / , Ci
~ /
\ ~ 1 s ~ / ~ \ I 90 L LEVEL READER / ~ ~ ~ \ p ~ \ , i .Q
1 ~ \ (SEE ETAIL) i \ I ~ ~ ~ \ 7 / S A
\ 1 ~ \ 1 I ~ \ \ \ / / 3
\ / ~ \ I \ . 4 \ / 26 GRAVEL ~ \ ' ~ - - ~ 24' PAVED / ~ i ~.,G I NE,.~'
\ FIRE LANE ~ \ 71CCESS FIRE LANE / / / N ~
/ i ` I / ~ \ i I ~ / ~ / ~ ~k ~ ~ hrnnu
I \I \ ~ \ ~ / ion3 4 0 -
50~ \ / / \ /
w ~ \ ~ / ~ ~
\ zo I NE QO \ / ~ \ 30' NEB 4 ? \ / ~ ~ , ~ REVISIONS / ~
I ?0 \ \ \ / ~ / - 4- 1 + 479.0 + ~ 10-04-02 REVISED D WAY RAD S
~ BE ~`E =4 1.0 p ~ i TH ~ - ~ HP 478.5 ~ ~ . 11- 4- I
S THETI IN US I€S p 4 \ IN ~ 1-04- I I N IN
I ~ TRM 450 0 PRO '~c ~ ~ ~ 11- -
EQU \ I \V A H W LL ~ ~ ~ \ INV. T=460.5 N ~ 1-14-
~ ~ ~ ~t 4- 5- N LIMITS OF _ _
~O ~ ~ OSED DISTURBANCE OSED ~ / - - P \ - -
~ I 1~ ~ ~ FES ~ PR P ~ ~ ~ ~ 2s LF ! ~ B DING ~.DING I ~
N ~ ~ i v ~ ~ ~ 126,0 0 S.F. ~ ~cP / v 1 0 S.F. ( / - -
~ PL ~ P ISTRIB TION ~ d. ~ 3.46X ~ / \ IIB TION ~ 07-23-03 REVISE LOADING DOCK
, VELOCITY ISSI ATOR ~ I FF EV. - 479.5 NCDOT L B" AP ~ \ I, = 479.5 07 30 03 FH W GUARDHOUSE ~ ~ - -
~ ~ / 18'L X 2 X K ~ / ~,OPE \ / ~ ~ ~ \ 08-13-03 REVISE S. DRIVE TO AVOID
SEE L / A:~ S ~ \ / Z 47 .3 ~ ( / \ ~ ~ ~ ~ POWER POLE
/ / ~ 1 I I 2 \ \ ROCK CHECK DAM (TYP.) ~ 08-25- 3 REVISE SOUTHERN DRNE \ ~ p1 (SEE DETAL, SHEET 10) I 10-10 EL SPREADER
/ ~X. ~ - / / / / I \ / I DES C 11-03 A DED SWALES & DAMS
~ / TO E ~ / ~ I \ I ~ , \ / ~ /
/ / REM V,ED ~ \ I ~ I 1 ~ l ~ I ~ \ ~ / \ ~ \ \ i
/ X. I " I ~ v ~ ~
/ , ~ IPE ~ ROP, 36 ~ / I ?i0 B RCP TYP,) I ~ ~ ~ \ \ ~
( PROP, ~ / ~ JB BEM VED " I NST L 11 0 STEEL PLATE j CONCRETE ~ \ ' , GRASS S E 1 ~ \ i ~ ~
/ T -47 .4 / / I ~ / ~ RIF AN T SIDEWALK I / EX, INV.=463 26 ~ 0 " E D RASH RACK IN ~ 479.0 i 390 L.F. ®2 ~ ~ ~ + 479 0 ~ \ / ~ 1.5 DEEP
~ INV, OUT¦ ,40 36 FES (SEE DETAILS) \ / / ~ / ~ ~ \ ~ 5:1 SIDE SLOPES
~ ~ fi I 1 ~ NQT : C NT~A TOR EX. TOP OF SLOPE ~ \ \ SEE DETAIL, SHEET 10 ( ) \ \
" I IFY INV~Ry OF 6 ; 4~ .Of I \ ~ ~ / two \ W
OIyTA T \ I / / ~ ~ E G EE I M URED / I ~ \ \ ~ / ~ ~ /r~
J I~ 472 /IN RT/ OES NO I / o V \ \ AINI WALL ~
J' / M TC P N, ~ / / / I a ~ /
/ l l/ / - ~ / / I UN ED i 478 ~ KS Z
ITRIBU ARY T ~ ~ ~ 479.0 1 S PE \ \
~ I ~ / COON CREE I ~ QNCRET I i 50,/ ( / I i 477, ~ ~
SIOL` I ~ ( 472 Y ~p / GRAS SWA,LE #4; / s~ f ~ ~
/ . F. 2.9 / I 80 ~ / ~ ~ / I I 1 DEEP W/ ~ ASPHALT ~ 4 / ~ \ \
~ PARKING ( ~ ~ I ~ I 3:1 IDE LOPE I ~ ~ ~ ~ _ l
SE DETAI SH ET 1 ~ i / I f ( , r i ~ \ \ ,
~ / /1 ~ I \ ~ \ I \
1 ~ t i l /f ~ RO K CHECK DAM (TYP. ~ 4)0 \ / / v y ~ / \ 3 1
/ I ~ (EE D AIL, HEET 10 l 474 ~ $ / \
~ / ~ ~ / ~ I / I v ~ _ - o - - - \ o - a:
~ ~ I ~ ~ / 1 \ \ ~ / NORTH AMERICA C350 OR QU ~ y Y 1 i \ Z w/ EROSION CONTROL~MATiING, \
/ / ~ / - _ - - LINE SLOPS w/ EROSION CO ~ ~ ~ - ~ ARDRAI ~ U \ ~
/ / I PRO ,GUARD . - - / U - ~ I ~ i \ HOUSE A °
o I - ~ I \ - ~ ~ ~ ~ \ ~
/ ~ I on / / ~ ~ ~ \
c ~ ~ / ~ 468 p \ 472 ~ i / ( ~ ALT PAVING ~ 2;1 SLOPE ~ ~ ` i
~ I ~ / E DETAIL SHEET 7 / , t7 L j --f _ s n ~ 0°50 15 E 558.4 ' _ _ _ _ _
on ~ ( o ` 4 ~ q~ ^r-' - SO -
~ ~ 1 a \ 1 B 4:1 SLOPE ~ ~ , ' / y. \ , , ~ ~ ~ R K CHECK DA (TYP.) - - _ j~--- ROCK CHECK ~DAM (TYP.) ,J o - -
~ / I ~ - ~ - ~ SEE DETAIL, tOj- -N-- - - - - - - SEE DETAIL SHEET~O ~ ~ - - - T INV463.99 1NV9b4-15~ . _ - i
o ~ ~ . = - - - - - / ~ n~- _ GRASS--SWAL-E _ ~ nR~
f I ~1 --.i ~ l V. ~ / ~ r _ . ~ ~ ~€XiST-~.~ '
_ ~ ~ . ~ / ~ -moo = ~ GRASS SWALE ~3 . 1 DEEP 1 i O~QR~ j,~~P 3:1 SIDE SLOPES \
/ ~ 260 LF. 0 2~ / ? u - j au9uC ~ (SEE DETAIL, SHEET 10
~ 1 P \ / S00 5/ 3 W 220.74 ~ _ - , . _ ~ DEE ~kli , DATE. 7 30 00
`o ( 7:1 SIDE SLOPES / ~ i a - (3fE-DETAIL, ~ETt-1~ - - - - - - l ~ - ~
L ~ i ~w _ _ - _ _ - - - - - - - SCALE: 1 =50
T TRIANG~ _ - - - - - - - - \ / i ~ O SIGH ~ - _ /
v ~ O x7 - - ul / 1 N 1 ~ \ JOB NO. 967-01.10
m / ~ V 2 / ~ ~ _ - - ~ \ - - - - - - - - - - - - - - - - - MWS ~ DRAWN BY.
a / % - l ~ ~
q' RGP.._..._:.._ I _ _ - CHECKED BY: Mi
R -RAP Y. - 'RAP-
CQi L"4f&-CH~ NNEL Ln _8-CryANNEE 460 SHEET
i E T
3
/ \ OF

/ \ \ \ s ~ - ~ ~ \ \ ~ ~ ~ These drawin s are inetrumenta ` - - ~ \ ~ ~ ~ g a ch remain \ ~ of service and as u \ ~ \ ~
\ ~ \ \ \ \ ~ \ \ \ ( \ the property of the enggineer, \ \ co sea or re roductione of
\ ~ \ - No P P ~ \ ~ \ \ \ ~ these drawin s are ermitted ~ \ \ ~ / ~ ~ without consent of the engineer,
/ \ \ \ ~ ~ \ \ \ \ \ ~ ~ \ ~ U on cam lotion of the work
~ \ ~ v ~ v \ ~ ~ ~ - ~ ~ ~ \ all dr wings except the contract \ \ ~ ~ ~ r turned to ~ \ \ copies ore to be e
/ ~ ~ ~ V ~ ~ i eer. \ ~ ~ \ \ ~ \ ~ ~ \ the eng n
I ~ ~ LAND USE: \ ~ VACANT D \ -0 \ \ ~ PY 9 0 6b \ ~ ~ ~ \
~ 1 \ \ 1 \ ~ ~ \ ~ \ \ ~ ~ \ ~ V A ~
/ \ ~ ~ \ ~ GRAPHIC SCAL \
/ ~ ~ \ \ ~ ~ ~ \ \ \ ` ~ \ ~
/ ~ ~ ~ 1 ~ - - \ ~ ~ \ \ \ \ \ ~ ~
~ 0 25 \50 1 0 ~ ~ \ \ ~ \ ~ ~ ~ ~ ~
~ ~ ~ ~ ~ ~ DRIP RAP A SCALE: 1 - 50 ~ : ~ ~ ~ ~ ~ ~ ~ ~ \ \ ~ ~ \
` ~ ~ I IF SIGNIFlCANT EROSION i ~ \ IS NOTED, USE CLASS A
~ ~ ~ r ~5~~ 3 95 ~Z.O RIP RAP 15 WIDE - _ , ~ « < \ \
I \ 2.5:1 SLOPE - \ ~
~R ~ 1 LAND SE. I \ , _ - ~ \ \
RESIDE TIAL I ~ - ~ 200' \ I \ \ \ \ .~I/
~ ~9q 1 \ ~ Ck- ~ \ \
~ ~ ~ I 1 I f I ~ ;
v ~ - -I-~ \ ~ , \ uane tewart ~ 475.0 476.0
\ ~ ~ ~ I ~ INLET PR TECT4 \ ~ I I ~ ~ ~ ~ \ ~ & ASSOCIATES, INC. INLET PR TECTI p=474.0 ~ \
~ I ~ 475.0 BLOCK do G \ \ 1 I / / GRASSED SWALE a~ TYPICAL BLOCK do G GRATE ~ TYP. 475.5 \ ~ ~ ( ) \ CONSULTING ENGINEERS
I i 2:1 SIDE SLOPE ~ ( ) \ I I / ASPHALT (TYPICAL) ASPHALT \ 1 \
\ ~ I (RIP RAP AS NEED ) - - - I / - ~ I o " \ \
l ~ 74:0 ~ I HP=475.0 T ~ R P TOP=474.0 ~ \ J \ ~ / \ Civil ~ Sanitary ~ Environmental
I \ ~ _ I I T - 4.0 474.75 ~ ~ ~ \ \ \ \ T \ ~ ~ \ Planning • Design • Survey
I 4.0 30" RCP 474.75 \ \ ~ _ VEGETATIVE BUFFER I OP=474.0 HP=475.0 TOP 47 1-.17 ACRES _ AAA F VENATION STABILIZED G OUND = 24654 S.F.t \ ~ \ ~ AREA W IN LIMITS OF-~ISTURBANC = 15 o~t \ \
~ ~ ~ 1 I \
I 1 ~ _ ~ / / ~ \ 3715 Universe nve ~ ~ m N.C. 21107
1- i 1 ~ - - \ / ~ o ~ ~ ~ - ~ Durha , ~ - / ~ / [phone]
I I s' ~ ~ / ~ / 2 SLOPE ~ fax [phone]
I l I \ A. E I ~ ~ (CONCR ~ e-mad: mfo0dksa-tsi.com www.dksa-tsi.com
~ I 476.5 \ ~ \ ~ + ~ I i 476.0+ 4753+ - ~ / ~ / /
~ l I 11 EXISTS G ~ i ~ , I I I 300 ~ ~ ~ ~ i )0, ~ ~ i
TREE I I 1 I - I SAM AR ~ ~ _ ~ / / ~
~ ~ ~ I / i + 9. ~ i 1s ~ / ~ , SEAL
1 I I ~ ~ - v \ ~ I ~ ~ I ~ v \ / / ~
~ ; 4;7 . \ I TREE , ~ ~ ,......u.,
I , ~ \ ..1. I - P 9.5" THICK PROTECTION i ~ i / CAR / ~
I \ - ? - - - - \ r~ ~ ~ \ \ FENCE / ~ / S ' . ti
t A> ~ \ ~ I s ~ / / \ - - _ ~ ~
~ \ I ~ 90 L LEVEL pREADER / ~ ~ ~ \ 1 i \ ~ A (SEE ETAIL) ~ / ~ ~ 7 ~ E \ ~ / ~ - /
I ~ ~ v \ 1 ~ \ \ \ ~ ; s;
I \ ~ \ ~ / 1 \ I \ a ~ ~ 24' PAVED ~ ~ ~ , y J ,J
~ \ \ / 26 GRAVEL l- ~ \ ~,CCESS FIRE LANE ~ ~ N
/ FIRE LANE ; f'~; ~ \ i
\ li I ~ / I i ~ / ~ ~ ~ ~ ~ 111 ~ ~ 40
\ I \ 1 ~ / LAND SE: 50 /
~ ~M \ ~ VACANT / WOODLAfdD MP. BA~IN TO BE REPLACED - i
1 IONS ~ ~ \ HORSIdOE INLET, SEE / ~ eOryE 4 0 STRUCTI SEQUENCE FOR - \ ~ REVISIONS i i
1 30 7 DN / \ \ I 20 ~ \ ILS) \ ~ \ / / - - 0 + ~ ~ LAND U E:
~ ~I _ + 479. ` / / - - ~ ~ _ ~ HP 478.5 ~ VACANT / OODLAND ~ _ _
I ~ y ~ ~a' .o+ \ I\ \ ~ - -
I f~ ~ ~ a I ~
I \ H W LL M Y ~ A I ~1 \ \ •N \
1 ~ INV. T=460.5 D M / \ ~ ~ 1 LIMITS OF
~ ~ ~0 I OSED DISTURBANCE / OSED
1 I 1~ ~ FES ~ PR P d- I ~ 18 LF ~ ~ B LDING DING i
I cV ~ ~ a ` 3s' o I / \ \ ~ ~I RcP 126,0 0 S.F. 0 S.F. ~
I ~ ~ ~ I , \ 0.? PL ~ P ~ 5x ISTRIB TION B TION \ i
I d' ITY I T R \ ~ I I / \ - 479.5 • vELOC Iss A o FF EV. - I NCDOT AP \ L ~'B ~ / .479.5 ~ '
/ ^ 18'L X 2 ' X K / OPE \
i ~ ;15L / \ SEE L 4 Z 47 .3 ~ / \ ~ ~
/ / ~ I I I 2~` \ ~ ~ HECK DAM ~ ~ ~ 1 PICAL \ a ) I
/ / ~ / I / I rFES \ C
I / TO E / ~ I \ \ / /
CHECK DAM ~ ~ REM D I \ \ / I I I (TYPICAL) ~ \ ~ / ~ \ ~ \ ~ \ ~
PORARY X. I \ I " UTFA NTR \ \ ~
/ ~ IPE ROP. 36 LL CO OL / / I / I 1~0 B RCP (TYP.) STRUCTURE ~ ~ \ \ \ \ ~ \ \ - ~ Z
I (SEE DETAIL SHEET ) PROP. ~ ~ / ~ JB REM VED ~ CONCRETE I NSTA L 11 0 STEEL PLATE \ ~ ~
/ ~ ~ T -474.4 ~ I / L ORIF E AND TRASH RACK IN SIDEWALK I / EX. INV.-46 26 I ~ ~ + 479 0 479.0 i \ \ ~ / ~ \
I INV. OUT=4 .40 ' 36 FES (SEE DETAILS) ~ / / / I ~ ~ ~
~ 1 1 ~ Nqf : C NT~A TOR EX. TOP OF SLOPE \ \ \
i „ / i I IFY INV~Rl OF 6 ~ ; 4;~ .0+ \ ~ ~ \
f ONTA T \ I /i ` / ~ ~ E G EEC I MEASURED / I \ \ / \ \ ~ \
J / ~ I/ 72 / ~ /IN RT/b0 S NOT' ~ 4 / / rs
~ I M TC P N. ~ / ~ ~ o i~ ~ \ 9.0 + ~
/ . I/ / / / / ~ ~ ~ 478
/ I N ED i ~ ~ CK`; ~ ~ DO / ~ ~ ~ TRIBU ARY T / ~ i ONCR 1 S PE \ 479,0 ~
I ~ ICOON CREEK ~ I 50./ ;I / ~ i 417. ~ ~
SID I I I 472 0 Z \
/ ~ / 5.O
I I ~ ASPHALT ~ 4) ~ 7 I ~ ~P A R K I N G ( ~ I I / ~ i ~ \ o~ / / / TEMPORARY ( , B IN BE REPLAC D ~ \ U
I i / i ~ \ BASIN 2 HOR HO INLET, SEE ~ NSTRUCT SEQUENCE FO
i ~ ~ ~ ~ ~ 1 / DETAILS \ ~ \ 1 \
~ ~ I ~ ~ ~ lI ~ I 4I0 \ / ~ ~ Z
/ I I l 474 ~ ~ °ro / \ / 3 \ _
/ ~ / / l I ~ ~ - - o - o - - \ ~ /-nn
~ / i ~ ~ \ ~ / / l ~ / \ \ v \ ~ ~ ~ VJ
• - - ~w EROSION CO E ~ / I I V / _ LINE SLOPE / v / ~ ~ ~ ~ . - UARDRAI w EROSION CONTRO~C ,BATTING, NORTH AMERIC 0350 OR EO \ ~ / v \
I ~ \ PRO .GUARD _ _ . - - ~ / / ~ ~ \ HOUSE _ _ . SILT F CE \ o ~ TYPICAL ~ ~ ( ) ~ V
l 1 \ o ~ ~ I ~ ~ \ /
u ~r I c ~ / ~ ~ ~ ~ \ W \
o I ~ I ~ 4 ~ 68 ~ 472 2.1 SLOPE ~ / I j ALT PAVING ~ ~ ~ \ -
o ~ / I 1 w j ~ / ~ _ _ _ _ _ ~ _ _ _ _ _ I_ _ J , E DETAIL SHEET 7 INLET PROTECT N i 00 50 15 E 558.4 1 _ _ _ _ _ _ _ _ - S -
~1~- ~ - / ~ , ~Q - -
~ , / I a 1 18 4:1 SLOPE ~ ~ ~ i _ \ Vi _ -ra-~
_ _ ~ INV.463.99 _ iNV,4.64-~ 5 ~
- - T u / l ~ _ _ _ -
i C::.. ~I~" - ~ / ~ ~
OXFORD LOOP ~
v / -moo PREVENT OFF-SITE ENCROACHMENT STRUCTURE v, / • > » CONSTRUCTION INTO NCDOT RIGHT-OF-WAY. (SEE DETAIL SH~ ~ ' v~~if' VARIABLE PUBLIC Raw - .
t S00 ~ 5/ 3 W 220.74 _ EN~,NC~ ~ _ w-~~--__ / _ _ ~ DATE. 7/30/00
~ ~ a - - - - - - - - - - - - - - SCALE: t "=50'
_ / i ~ OS _ ~ - - - - ~ v - - - - _ _ - JOB N0. 967-01.10
m / ~ ~ V - - r" -
/ ~ / ~ ~ \ - - - - - - - - - - - - - - - - - DRAWN BY: MWS
I ~ ~ 1 ~
LLI O 1. 24.. - - - - _ _ _ ~ `-N- - BY: DKS ,+.M-%-K~,N.-%_%-K_N-M-X-% \ %-X--%-"K_X_%-%
/ r~h• % / / / / r~z-x x x! x_w-x-a x-«- %--.X-%--X-X-% CHECKED
r RIP\ USE: ~ ~ - INDUSTRIAL
L"E)-CHLNNEL -cHEL 460 - - - SHEET
o i 1 - ~ i EXIST 30" RCPT 6
OF i

These drawings are instruments of service and as such remain
the pro erty of the engineer, No copies or reproductions of
" these drawings are permitted
3 (TYP.) without consent of the engineer, Upon completion of the work
5" (TYP.) all drawings(except the contract copies) are to be returned to
2 X 1/4" 0 the engineer.
BOLT HOLES (TYP.) ~ \ 3' 0 3 STEEL PLATE Copyright © 2001
NATURAL GROUND
LEVEL SPREADER LIP
4" X 4" CONCRETE BLOCK
~ ~i_ i•~~
~i• ~i•
NATURAL GROUND ~i•
460.5 ~i• • 1 ~ liiiii~li~
1~ ~i. •
3 ~ 1 0.5' LIP TO INVERT ~i
3 OF LEVEL SPREADER
, ~ i , 11" 0 ORIFICE OPENING uane tewart
NOTES: 1. LEVEL SPREADER TO BE CUT INTO NATURAL . & ASSOCIATES, INC.
GROUND.
2. LEVEL SPREADER LIP (4" X 4" CONCRETE NOTE: CONSULTING ENGINEERS
BLOCK) TO BE LEVEL FOR ENTIRE LENGTH, ANY PORTION OF LIP FOUND THAT IS NOT 1. BEND 3" X 5" PLATE TO 90' FROM PLATE.
LEVEL WILL BE REPAIRED OR REBUILT AT 2. ATTACH ORIFICE PLATE TO INSIDE OF
CONTRACTOR'S EXPENSE. EXISTING 36" FES WITH HEAVY DUTY Civil Sanitary • Environmental
MASONRY SCREWS. Planning • Design • Survey 3. GROUT OUTER EDGE OF ORIFICE PLATE
LEVB. 8PREAD~1 DETAN. WITH WATERPROOF, NONSHRINK GROUT.
N,T.S, 3715 University Drive
Durham, N.C. 27707
[phone] 3'110 STEEL PLA1E WITH 11' ORIFICE OPENN~K~ fax [phone]
` 1 =1 a-moil; info0dksa-tsi.com
_ ~ / www.dksa-tsi.com
/ ~ _ _ - / ~ ~ Y /
_ ~ ~ SEE STANDARD CASTING DETAIL v
~ SEAL
~ ~ SET IN MORTAR
1 a' ~ ~ ; ~ v ~ ~
L
_ ~i i / ~ i' ~ 84 / ~ iv / RICK ;
.1 _ ~ ` i~ .1 ~i~ LINE BERM WITH ~ - i ~
SYNTHETIC INDUSTRIES ~
TRM 450 OR APPROVED /
HEADWALL TO EQUAL. ~ ( ~ o
BE DESIGNED , ~
BY OTHERS) ~ ~ ~ / ~ i~ ~
/ i - , REVISIONS
~ j ~ EL.=460, ~ EL 460,00 460.5 'f'
i ~ / ~
i / ~ i +460.5 ~ „
~ / i i /
• EX. 36" RCP ~ 462.E i / / 4'
36" ~ RCP TO BE ~ 462 / ~ ~ ~ i A,g2 / ~
REMOVED ~ / / / ~ 460.5 ~
/ i
~'1 / 460.5 ~;1 ~ / 460.5 / ~ ~ / ~
~ / 460.5 / +
~ / ~ / / 12" ~ a
190 LF 4" X 4" CONCRETE ~ ~ / / LEVEL SPREADER LIP \ / / U ' a:
~ ~ ~ ~ / I to
/ o. I ~ I
/ ~ I ~
LEVEL SPREADER (SEE DETAIL) NCDOT CL "B° RIPRAP ~ ~ I ~n ~ I i~
16'LX21'WX22"THK \ M I INV. IN=
BERM 470 ~ 463.26 D D .'D ~ P C7 ~ D h
~ HEADWALLi NOTES: \ - Jl!N.~0.50 o ~ ~ 3000 ~a co~NCRErE ~ ~oTTOM ' ~ ~ ~ i INV, OUT= I /1
1. LEVEL SPREADER TO EXTEND 90' (TOTAL), - 46t.4 1J ~
2. LEVEL SPREADER TO BE CONSTRUCTED PARALLEL TO EXISTING GRADE. / ~ 6
3. LEVEL SPREADER TO BE CUT INTO EXISTING 'GRAPHIC SCALE
GROUND. 28 L.F, 36" RCP ®3.21 i 20 0 ~o z ao
~ W / i j~h zo ~ JUNCTION BOX
w PLUNQE POOL V~OCRY DI88PATOR-PUW YEYY ~ NTS / , ' ~j i
1 =5 / i' ~
W
LEVY 8PREAD~ 1 =20 l~ 8PREAD~t 1 =20 EX. 36" FES INLET
W ~ N
HEADWALL L.i_
1 H RI NTAL CROSS BARS 3 REBAR 0 ZO ) SPACED ®1' O.C.
LEVEL SPREADER VJ
E v
" " #3 RI #3 REBAR SPACED 1' O.C. (Tt'P.) / VERTICAL BARS (#3 REBAR)
4 X 4 CONCRETE LEVEL SPREADER LIP ~ 1 SPACED ® 6 O.C.
v 0 W
~ 3' 12' 3' m
36" 0 RCP W
~ 0.5' J
4 2 2 > ~1 ~ 1r
~ 1.5 I
~ INV. OUT= 3 3
~ 460,50 A A A
~ 22" NCDOT
u° CL "B" RIPRAP
MIRAFI 700 " 3'0 ~3 STEEL PLATE WITH _ (OR APPROVED EQUAL) ~ 4 LA R OF 11" ORIFICE OPENING ~ #3 REBAR SPACED 6" O.C. (TYP.)
~ #57 STONE (SEE DETAL) " ISOMETRIC VIEW
EX. 36 NOTES:
FE o NOTES; FES INLET A R A T 3 REBAR 1. LL EB R 0 BE # DATE: 10/7/03 m 2. ALL REBAR TO BE GALVANIZED WITH A BITUMINOUS COATING.
K 1, LEVEL SPREADER TO BE CUT INTO EXISTING O GROUND. PLAN VIEW 3. TRASH RACK TO BE COVERED WITH STEEL SCREEN.
SCALE: AS NOTED ~3 REBAR SPACED
w - 1' O.C. (TYP,) JOB N0. 967-02.10
ro m PLUNQE POOL V~OCITY DI88~ATOR-PROFLE YEW .
= 1 =5 . . DRAWN BY. EML
LZ w d
O CHECKED BY:JES
T3 A
O
'a A B B A A FRONT VIEW SHEET
SIDE VIEW
0 0
0 a
u 0 FM TRASH RACK
a~ t =3 OF

These drawings are instruments NOTES: of service and ca such remain
the property of the engineer, No copies or reproductions of
1. SWALES ARE NOT TO BE COMPACTED. these drawings are permitted without consent of the engineer.
2. ALL CHANNELS TO BE LINED WITH CURLED WOOD MAT. Upon completion of the work oll drowinga(except the contract
" copies) are to be returned to
3. USE TALL FESCUE, 2-6 MOWING HEIGHT, FOR the engineer. PERMANENT VEGETATIVE COVER. Co ri ht c 2001
PY 9 O
4. REFER TO EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR INSPECTION, OPERATION, AND MAINTENANCE.
15'
1, CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE, 2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH.
3. REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM,
4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPHOSPHATE UNIFORMLY AND MIX WITH SOIL (SEE BELOW).
5. CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, FIRM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES ~ DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER ~
SEEDING. ~ 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. ~
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF
1,5' P05SIBLE. IF STAND SHOULD BE OVER 60~ DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING RATES. ~
9, CONSULT CONSERVATION INSPECTOR FOR MAINTENANCE, TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS
1 1 ESTABLISHED.
5 5 uane tewart
- & ASSOCIATES, INC. APPLY: AGRICULTURAL LIMESTONE
FERTILIZER - CONSULTING ENGINEERS
SUPERPHOSPHATE - SEE BELOW MULCH -
ANCHOR -
Civil ~ Sanitary ~ Environmental
SWALE 1 CR - OSS SECTION Planning ~ Design ~ Survey
FALL PERMANENT SEEDING AUGUST 15 -NOVEMBER 1
LIME 2 TONS/AC
5-10-10 FERTILIZER 1000 LBS AC 3115 University Drive 0-20-0 500 LBS AC Durham, N.C. 27701
Ky-31 FESCUE 50 LBS AC [phone]
RYE GRAIN 40 LBS/AC faz [phone] STRAW MULCH 2 TONS/AC a-mail: info0dksa-tsi.com
www.dksa-tsi.com
WINTER TEMPORARY COVER NOVEMBER 1 -FEBRUARY 28
LIME 2 TONS/AC
10-10-10 FERTILIZER 700 LBS AC SEAL
OATS 50 LBS AC RYGRAIN 20 LBS/AC
6' STRAW MULCH 2 TONS/AC J`~~ CA
R~
SPRING PERMANENT SEEDING MARCH 1 -APRIL 30 ~ OF %
LIME 2 TONS/AC EA 5-10-10 FERTILIZER 1000 LBS AC g
0-20-20 500 LBS AC
, Ky-31 FESCUE 50 LBS AC '~.FH ~,~;r ~ 0 . G I NE,. BROWNTOP MILLET 30 LBS/AC ti J
STRAW MULCH 2 TONS/AC N 1A~~~`~
3 3 ph E. SC nnnnn~
III Zc6
LATE SPRING PERMANENT SEEDING MARCH 15 -JUNE 30
LIME 2 TONS/AC
10-10-10 FERTILIZER 1000 LBS AC REVISIONS 0-20-20 500 LBS AC
COMMON BERMUDA GRASS (HULLED) B LBS/AC
SWALE 2 CROS - S SECTION STRAW MULCH 2 TONS/AC
1
SUMMER TEMPORARY COVER JUNE -AUGUST 15
LIME 2 TONS/AC 10-t0-10 FERTILIZER 700 LBS AC
BROWNTOP MILLET 40 lBS AC
STRAW MULCH 2 TONS/AC
SEEDBED PREPARATION
14' NTS
1.5'
A MAX 9'
MIN
1' FlLTER FABRIC
1 1 A
VI
7 ~ CLASS A OR B EROSION CONTROL J
1"-2" WASHED STONE _
FlLTER STONE tit 24
SWALE 3 CR - OSS SECTION AT C NTER FlLTER FABRIC
1 "=1' (MIRAFl 700 W
OR APPROVED EQUAL) Q
FlLTER FABRIC
SECTION A-A W
L~ THE DISTANCE SUCH THAT POINTS
A AND B ARE OF EQUAL ELEVATION
6' VI
A B ~ L
E v

v
0 a
m
~n on CONSTRUCTION SPECIFICATIONS
~ 1 1~ 1 1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FlLTER FABRIC
FOUNDATION. 2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND LEVEL
c 3 3 u WHERE THE DAM ABUTS THE CHANNEL BANKS,
3. EXTEND STONE AT LEAST 1.5 FT. BEYOND THE DITCH BANKS (FlGURE 8.83b) TO KEEP OVERFLOW WATER FROM UNDERCUTTING THE DAM AS R RE-ENTERS THE CHANNEL.
4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE UPPER DAM.
v 5. PROTECT THE CHANNEL DOWNSTREAM FROM THE LOWEST CHECK DAM, CONSIDERING THAT WATER WILL FLOW OVER AND AROUND DAM (PRACTICE 8.41, OUTLET STABILIZATION
v STRUCTURE.
8. MAKE SUR THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE. DATE: 11 03 03 7. ENSURE THAT CHANNEL APPURTENANCES, SUCH AS CULVERT ENTRANCES BELOW CHECK
SWALE 4 CRO - X SS SECTION 0 DAMS, ARE NOT SUBJECT TO BLOCKAGE OR DAMAGE FROM DISPLACED STONES,
,n=,~ w SCALE; AS NOTED
v ro MAINTENANCE
m INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF EVENT. SOB NO. 961-02. ~ D
x a ANTICIPATE SUBMERGENCE AND DEPOSRION ABOVE THE CHECK DAM AND EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF DRAWN BY: EML
W SIGNIFICANT EROSION OCCURS BETWEEN DAMS, INSTALL A PROTECTIVE RIPRAP LINER IN THAT PORTION OF THE CHANNEL (PRACTICE 6.31, RIPRAP-LINED AND PAVED CHANNELS). CHECKED BY: JES
Q
} REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM,
0 AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
Q
SHEET
D ROCK CHECK DAM 10
Q u
0
a~ OF

These drawinya are instrument.
of service and as such remain the property of the enggineer, No copies or roproductions of
; - thsae drawings ore permitted without consent of the engineer.
l Upon comp tlon of the work oil d wings except the contract
~ ~ ~i ~ copiee~ oro to be rotumed to ~ the engineer.
~ ~ ~ O Copyright © 2002
\ ~ \ N ~L~
~ ~ tr d.~,
ti .'c
~ ' ~ A o ~
W Z ~ 1 ~ ~ ~
- \ I ~ Ij ~ ~
\ _ ~ ~ ~ ~ ~ i ~ 1~
/ ~ ~ \ , \ ~ ~ ~ ~ ~ \
J`am' < ~ ~ V ~ ~ ~ ~ - ~A ~ ~
~ ~ ~ ~ 1 ~ ~ ~ ~ ~ ~ ~ ~i
\ ~ /
\ _ I i ~ v v ~
~ _ ~ \ / I v ~ ~ ~ ~ ~ ~ vane tewart ~ ~ v \ ~ ~
v ~ ~ ~ ~ \ ~ & ASSOCIATES, INC. ~ ~ ~ ~ \ i i
/ ~ \ \ ` ~ ~ CONSULTING ENGINEERS
~ ~
1 ~ \ ~ ~ 1 \ ~
~ \ ~ _ \ \ ~ ~ \ ~ Civil Sorntary • En~nronmentol -as, \ ~ ~ \ ~ ~ \ ~ Planning • Design • Survey
~ ~ ~ ~ ~ ~ / ~ TIME 0 ~ \ \ ~ ~ ~ v~ v
~ ~ ~ ~ ~ CO CENTRA IqN - ~ a~ ~ \ ~ ~
~ ~ PAT ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ 3715 Universi Drive tY
~ ~ ~ i ~ mt a°~°ONae ~ ~ I ~ I ~ ar ~r iwc- - - \ ~ ~ ~ \ ~ Durham, N.C. 21707 ~ \ ~ \ \ \ ~ i [phone]
I ~ ~ ~ say u ~ 1 L0'' °1OK ~ \ i fax [phone]
V ~ \ v \ I ~ \ ~ ~ e-mail: info0dksa-tsi.com ~ \ \ i www.dksa-tsi.com
v \ ~ I ~ \ ~ f I - ~ i , ~ ~ \ \ \ I
I 1 \ ~ v v I I ~ ~ _ _ ~ m„~.~ mr.a~o ~ awi (ma Mme \ \
_ 7~` ~ , A \ \ \ 1
...470.0 ~ - I I ~ D C IM700 70Pd74p 414. rio _
~ - i ~ ~ / \ l
~ ~ - i I 1 ~ \ \
1 ~ I I ~ / \ 1 ~ ~ ~ / \
l I ~ I ~ ~ 1 I ~ ~ I I / 1
I I ~ i / \ ~ ~
I \ 1 _ , \ \ \ ~ \ i
~ r \ i i / / - ~
/ ~ ` Eli i ~ \
\ I SPR ER / \ I ~ ~ ~ ~ ~ / , v , \ ~ , / ~ ~ REVISIONS /
l I ~ \ TO DRY DETENZ#ON BASIN ~ ~ _ _ ~ ~ / 1 -1 - A ~ ~ ~
~ v x ~ / ~ 10.61 ACRES TOTAL , I ~ ~ - - wo - - - , i
~ ~ ~ ~ i l
1 \ ~ ~ l l r _ ~ ~ i
I \ ~ ~ ~ i / / ~ r
.G ~ ~
I ~ l ~ SWALE ~ l
~ / ~ ~ ~ \ I ,r. / ~ 3.41 ACRES \ ~ ~ ~
1 I aye ~ TOTAL l ~ ~ ~
l ~ / / I \ ~ ~ t \ ~ ~ ~ \ ~ i ~
„ ASIN / ~ I ~ ~ 1 ~ \
~ ~ i \ ~ / ~
~ ~i ~ I I I ~
\ Q ~ ~ ~ ~ ~ ~ \ \
~ ~ i / i \ ~ ~ ~ ~
I ~ - ~I / 1 \ i ~ a ~ ~ ~ ~ ~ ~ ~ ~ \ ~ o ~
~ / ~ ~ ,,,,.,,.1 ~ ~ - ~ ~ ~ \ w
1 ~ I ~ ~
~ ~ ~ ~ ~ l A E i swAL~,~1 ~
t ~ ~ v~ I I I / r ~ i ~ CRE w
I ~ I I ~ T L ~ ~ m ~ TO ~ ~ 1 ~ I I / ~ I ~ 3 I ~ ~ \ ~ a
on I I ~ / ~ S E 4 _ .4 ACR _ - - ~ ~ ~ ~ ~ 3 - -~--~88~~RE
I _ _ - - - ~ - ~ \ ~
~ 1 \ - ~ ~ ~ - I / I ~ / . ~ ~
o ~ ~ ~ I \ ~ ~
~ ~ ~ - - ~ 1 ~ / 1` _
1~ALE ~`l`~~`' ~ \ - ~ d
I ~ ~ - ~ WALE 3
~ I G--' - - - - - - - _ .J ~ . ~ _ ~ - - ~ ~ - - - - - - ~ ~ DATE: 10 9 03
~ , ( , i
- - - - SCALE: 1"=100' l _ T\ - -
K ~-K-X K----%~%-N-%--As-YJ %-%-%-1( %-x-x N-X-N K x %"~"l
i EKin_ kl' ~ / / _ _ _ _ _ ~ - _ _ _ JOB N0. 961 02.11
- DRAWN BY. EML
~ v ~ / i Z / ~ / / / J
a ~ / I ~ ~ ~ / 1 ~ _ ~ CHECK BY: JES
~ iii ~--i ~ ~ 1 ~ ~ ~ / , ( ~
SHEET
~ ~ i l ~ ~ ~ / ~l ~ / ~ 1 l- I I
/ ~ ~ ~ ~ o ~ ~ / ~ x~ I ~ ~ ~ o i I ~
~ ~ u I ~ ~ , ~ ~ ~ ~ I I ~ ~ ~ of 1
I~ I
a~

OXFORD LOOP ~
0~
~i Q-
HWY, 158
85
~p
NOT TO SGLE
,,111111111 q1
~11n1~~ V I
QC / / ~~i r' •
:Q
E L • 2 :
;
E J . WETLANDS 1 dn+ a ,
f c~~111. ~ 11j1. S 1x1`11 t
11111 ~z DES; 0 ~ 1003
OWNER, ROYAL OWNER/APPLICANT: ROYAL HOME FASHIONS
2102 f 2102 Fay Street
DURHAI DURHAM, N.C. 27704
PHONE; PHONE:[phone]
TAX Mp TAX MAP REFERENCE RECORD 6874 FILL TO BE COMPACTED TO 95% MAX. DENSITY
SHEET N0. SHEET TITLE SCALE ZONING ZONING: I-2 OPTIMUM MOISTURE CONTENT.
COVER SHEET CURREP CURRENT USE: VACANT LOT /WOODLAND ON SITE WATER LINE TO HAVE MIN. 3' COVER.
i SITE PLAN -OVERALL 1 " = 100' TOTAL AREA OF TRACT: 41.77 AC ON SITE SEWER SHALL HAVE MIN 4' COVER.
2 SITE PLAN -AREA OF DEVELOPMENT 1" = 50' TOTAL i AREA OF SUBDIVIDED TRACTS: 30.33 AC, 11.44 AC
3 GRADING & DRAINAGE PLAN 1" = 50' 0 ~ I I ~~I A11 ~ ~~o AREA 0 AREA OF DEVELOPMENT: 18.37 AC NCDOT DRIVEWAY PERMIT REQUIRED PRIOR TO CONSTRUCTION.
I''~~ " CONTACT NCDOT AT 560-6854.
- ALL CO ALL CONSTRUCTION TO BE TO LATEST CITY OF OXFORD
6 EROSION CONTROL PLAN 1" = 50~ STANDA "R,~S '~T~---- STANDARDS & SPECIFICATIONS.
n [~;Igpl--6gNT°^,,.~-;~ "„r; ?,I~ SITE TC SITE TO UTILIZE CITY OF OXFORD WATER & SEWER
9 LEVEL SPREADER DETAILS NT5
10 SWALE DETAILS NTS SANITAf SANITARY SEWER TO BE EXTENDED TO EXISTING SEWER ON
OXFOR[ OXFORD LOOP.
WATER WATER TO BE EXTENDED TO EXISTING 12" DIWL ON HWY. 158.
TOPOGf TOPOGRAPHIC INFORMATION TAKEN FROM CITY OF OXFORD TOPO MAPS.
~ BLDG. > A VARU BLDG. HEIGHT = 35' A VARIANCE HAS BEEN APPROVED FOR A BUILDING HEIGHT IN EXCESS OF 35'.
0 u
o;, wETLAN WETLAND IMPACTS ARE BEING MITIGATED VIA PAYMENT INTO THE WETLANDS
~ RESTOF RESTORATION FUND.
PA I ~ RK PARKING SHOWN = 34
0 ~ 50 EN
= 2 SPA 50 EMPLOYEES MAX. ON MAJOR SHIFT 2 SPACES REQUIRED PER 3 EMPLOYEES
ON ON MAJOR SHIFT
~ ~2 ~ , (2 ~ ~ = 34 SPACES MIN. REQUIRED)
0
O
w
ro
m
LLJ
DUANE K. STEWART & ASSOCIATES CONSULTING NG ENGINEERS DURHAM, NORTH CAROLINA
~g
3s

These drawinga are instruments of service and as such remain
the property of the engineer, No copies or reproductions of
these drawings are permitted
without consent of the engineer. Upon completion of the work
ofl drawinga(except the contract copies) are to be returned to
the engineer.
Copyright © 2001
GRAPHIC SCALE
0 50' 1 ao' 200'
SCALE: 1 "=100' ~ ~

CURVE DELTA RADIUS LENGTH TANGENT CHO
C1 10'31'15" 2934.79 538.90 270.21 SOT05' vane tewart 270.21 SOT05 52"E 538.14
& ASSOCIATES, INC.
CONSULTING ENGINEERS
~auc e'oca, r~
<r ~ cep®a« e' Ollf 1~PIE 10'
<e PNE Civil Sanitary • Environmental Planning • Design • Survey
r <eo~ r ~ arc
<e' arc
r ~ °"E «e• Pee: a, • <e'AQIk 3715 University Drive
PeE e• ~ ce• cwc ~r $uc Durham, N.C. 27707 [phone]
<e''v~ , ~e•~rc u e• grrt r <e' wle fax [phone]
io• ~ e-mail: info0dksa-tsi.com
LAND USE: www,dksa-tsi.com
TF~E 3ANPLE AREA VACANT /WOODLAND
N.T.S.
SEAL
LAND USE:
RESIDENTIAL ,,~~~~~u n u~?~,,~ CARS
ES 0 : ~ ;9 ,Q
N00'23'56"E 1356.87
N00'23'56"E 1356.87 • 0 ;
,
~o •9,~INE9•~ ~ ti
200' s~ BACK F. S C
ASPHALT ~innnn+
pt~
G~ ~ RE PROPOSED SUBDIVISION LINE
t0 RE1flSI0NS
i ti a - -
- -
o~w i ~c na ' - - - -
~ / 2, / - -
30.381 Acres
6 ~ -13- I T AVOID I c~ I p P
~R~ - 7- RN R I
2e' GRAVEL 24' PAVED l 0
FAE UWE flRE UWE I
~0 Of I 11.441 Acres Remaining f
~ ~ iii LAND USE: /
VACANT / WOODLAND
~ II.I h
~ ~ ,:i
2 ,=I
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00 M Z
LAND USE: I'lll' w
VACANT WOODLAND / e
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f-
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" 5015E 558.4 ~ ® S02 S01 54 56 E 2 2.58 d
AAA ASA Ia A1,101.91 9lY.NtdS J AN U1.1 T'l. N9./1 _
15~.e R OXFORD LOOP yy y
S00'05'S .74 ~ vARUe~E Pueuc R ^ y r I~
W
~o'tro' ~ AY 09.01 I Ax. 155.39 AY.IOt.10
IOALb ANII)1!
AN.Ni19
~ ~ MI.W.W 9N.130.11
d ~
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on ~ ~ ~ ~ ~
3 8
LAND USE: i
e ^ INDUSTRIAL
x
v k
g DATE: 7/30/00
0 i
O SCALE: 1 "=100'
0 r-
JOB N0. 967-01,10
nR~WN RYA f91WS.RED
a
REVLON W r, CHECKED BY: BFS
}
NQ
Y D SHEET
D ~K
QD U
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Q^ OF 5

~ Theee drawings aro instruments ~ of serv(ce and as such remain
the property of the enggineer, _ No coplea or reproductlona of
- these drawings are permitted ~ without consent of the engineer.
\ \ Upon completion of the work
oll dr wings(except the contract copiea~ aro to be returned to
the engineer.
Copyright © 2001
GRAPHIC SCALE
0 25 50 100
SCALE: 1 "=50' ~ ~
1 ~ ,
L8 991 395 < < ~ l 3,/951~Z.OON
1 ~ I I BBBe~
1 200 s 1
i ~acK I
I 1
I uane tewart
I I & ASSOCIATES, INC.
I 1 CONSULTING ENGINEERS
I ASPHA ASPHALT
I I b
1 t Ci+nl Sanitary • Environmental
1 I Planning ~ Design • Survey
I VEGETATIVE BUFFER I ~
_ I 1.127 ACRES _ I
f s 3715 University Drive
1 I o Durham, N.C. 27707 [phone]
~ I I 50 2A, I~OCk faz [phone]
I I (CONCF DOCKS e-mail; info0dksa-tsi.com (CONCRETE) www.dksa-tsi.com
I I
EXISTING I I
TREE ~ I SAMPLE AREA ~ S ~ ~ 0
I ,h SEAL
1 1
1 1 ,,IlI,uII111/1,,,,
I CARD ~ •.•,pu...,~ 11,
----T---------- ~i 0~. S/
I Q 9
I
I 02
I ~ Q~:' ; p '•.,,G ~ NE~.~' ~~c
I 26 GRAVEL 24 PAVED A C SS FlRE LANE I'oyH ~ C E £ g Ca
I ~ FIRE LANE ~/1/11111111j11
II I I
I
I I
I I I REIflSIONS
I . 11 04 0 REV. PER N DOT
~ ~ l 11- - P R I NT HANG
~ ~ l I ~ 24' - -
n ~ 1 ~ - - R N OK
co I "o -1 - 3 R IS R TO VOI
0.7 . ~ ~ :t P
s~ 1
PROPOSED ~t, I ~ D - 7- I S RN D PROPOSE _ _
~ BUILDING N y ~ w ~ 26000 $•F~ BUILDING 126 000 S.F.
I ~ \ DISTRIBUTION ISTRIBUTION D
d• I ~ a
~ I ~
n I I
Z I I ~ ,
I , I 2a
I
1
I ~ I
I ~ I I
I PROP.
I CONCRETE I SIDEWALK
I~ I 1
I 30 24~
I
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UNNAMED ~ I DOCK5 TRIBUTARY TO 40
I {CONCRETE} COON CREEK R e oc
~ ~ I 00 ~ e LJ~ PAC (M
ro VAN AC ESS BL a
1 ASPHALT p A R KIN G (34) 0 ~ ~J.~
I
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I • 1 S V/
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PROP, GUARD _ _ _ _ - M GUARDRAIL
I HOUSE ? - _ I
E v / I
~ o I
y I ASPHALT PAVING ~ SEE DETAIL SHEET 7
cn ' ' 15"E 558.47 W S00 50 > ~o . 202.5.8 _
4 "E 202 01 54 56 S i8 ~6 E ° J O
INV.463.99 _ INV.464.15
c o ~1 S ~1 "RC
~ ~ 0• 15" RCP....:::::::~:::_:-::::::::::? = ExIST:......:
r O ~ O Mf ~ i
~ , hrr Mi; OXFORD LOOP
k i S00 05 53 W 220.74 _ _ W; ; ( VARNBIE PUBLIC R/w k; DATE: 8/3/01 W.;
o ~ , , a / „ .
~ ~ ~ O i \ / SCALE: 1 =50
\ `o lE
~ IGHT ~IpNG . 'x70 S r 10 N 0 ;~-~t~, JOB N0. 967-01.10
- - - - - - - - - - -~t-- - - - - - - - - - - MWS
DRAWN BY;
'a a V
W CP _ X_X_X-X-N-X_X_X-X_%_«_% « CHECKED BY: BFS
X151:..2- '
}
0 / Ezlsr. EXIST.
~ RIP RAP LINED CHANNEL Q p. V~ I RIP RAP LINED CHANNEL SHEET
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
i EXIST. 30" RCP + 0 0 / I o
I i ~ x~
OF

/ ~ ~ \ o \ ~ 6 - - ~ ~ These drawin a are instruments ~ \ a ouch remain
\ ~ ~ ~ ~ \ ~ \ of service and a ~ ~ ~ ~ ~ ~ \ \ ( ~ the propperty of the engineer,
/ / \ \ ~ _ \ ~ ~ \ No co iea or reproductions of _ P ~ \ ~ \ \ ~ ~ \ ~ ~ these drawings are permitted
~ ~ \ ~ \ ~ ~ ~ Con~lred PlpelNod~ Report ~ \ ~ ~ \ ~ ~ ~ without consent of the engineer. ~ ~ ~ ~ ~ ~ / \ U on com I tion of the work
1 \ \ ~ ~ ~ - ~ . ~ \ \ a(I drawinge~except the contract \ \ ~ ~ ~ rned to
\ ~ ~ Pi Upetroam Downetrenm Mlet Wei9hbd Irrlt Total Diecharq• Section Up•tr•om OormNr Node Node ft Roughn••• CA CA I~ cb Size V• hw•rt Inver ( ~ Oownetroam Cor~tnrcted \ ~ \ ~ ~ \ \ copies) are to be retu ineer. hwert Invert SI ~ ~ ~ A V A A ~ ~ ~ the eng
I ~ acne 6oeUlci acres ocroe in h • Elevatl Elevation (R/tt) - ~ - \ ~ ~ ` ~ \ ~ 1 \ - - \ \ \ ~ Copyright © ~
i ~ ~ \ ft \ A 1 I- I-2 152.00 1.00 0.95 0.95 0.95 7.50 7.18 24 --4 470.00 4! ' 470.00 489.08 0.008053 Conerote ` ~ ~ ~ \ \ ~
B I- I-3 148.00 1.00 0.95 0.95 2.88 7.30 19,72 24" 8.28 469.08 41 / ~ - \ C ~ I-3 I-4 0.73 ,4t 5.08 487.89 4i ~ GRAPHIC SCAL 155.00 0.77 0.95 3 7.23 24.85 30" 489.08 488.19 0.008014 Concrote ~ \ ~ ~ ~ ~ ~ 487.89 468.76 0.008000 Concrote ~ \ ~ \ ~ ~ ~
/ \ \ D \ I-4 I-5 108.00 0.80 0.95 0.78 4.17 7,14 30,02 30" 6.11 486.78 41 Concrote \ ~ \ 466.78 485.95 0.007500 \ \ ~ ~
\ E I-5 Outlet 220.00 2,09 0.83 1.32 5,48 7.08 39,10 30 7.97 485.95 41 / 1 i ~ ` F -3 Outlet 85.00 10.29 0.65 8.75 8.75 7.50 68.12 ,36" -10.15 484.00 41 485.95 464.63 0.006000 Concrote \ \ ~ \ ~ 484.00 463.00 0.011765 Concrote \ \ ~ \
~ I i ~ ~ H -6 I-2 50.00 2.80 0.30 0.78 0,78 7.50 5. 15" 4. 470.25 41 ~ ~ 0 25 50 1 0 , ~ i ~ 470.25 469.83 0.008400 Concrote ~ ~ \ \ \ ~ ~ ~ ~ \ ~ \ ~
~ ~ , SCALE: 1 50' ~ ~ ~ DRIP RAP \ \ \ ~ \ ~ ~ \ \
~ ~ IF SIGNIFICANT EROSION ~ ~ I ~ ~ \ ~ \ ~ \ \
~ i \ \ IS NOTED, USE CLASS A I l 3„95,~Z~ I ~ RIP RAP 15 WIDE _
\ \ 2.5:1 SLOPE - \
I ' \ \ \ ice,/ / ~ 11 ' \ \ ' I ~ ~ \ I I \ ~ ~ i I \ ~ ~ \ \ ~r
\ \ ~
~ - 200' ~ ~ \ ~ ~ I ~ o?c-- \ \ \ \
~ I \ 1
\ ~ 1 I - -L-~ \ \ uane tewart ~ ~ ~ ~ 475.0 476.0
~ ~ \ ~ & ASSOCIATES INC.
\ ~ ~ I , ` ~ ~ 5,0 ~ \ ~ 1 I / 47 ,i GRASSED SWALE TOP=474.0 ~ ' ~ I~ TYP. 475.5 \ \ ~ GRATE l.~f ( ) \ \ CONSULTING ENGINEERS
\ ~ ~ 2:1 SIDE SLOPE
/ ~ ASPHALT \ _ ~ / (RIP RAP AS NEED ) ASPHALT ~ \ 1 ' \ ~ ~
~ ( ~ _ 74;0 P a°o 24 RCP pP=474.0 \
~ ~ ~ ~ ~ HP-475.0 24 ~ l \ \ / Civil Sanity Environmental - 4.0 474.75 ~ ~ \ \ ~ \ ry T \ ~ ~ ~ Planning • Design • Survey
~ ~ 474.7 - ~ ~ VEGETATNE BUFFER TOP=474.0 30 RCP _ ~ - _ 1 OP=474.0 Hp=475.0 \ \ ~ / I \ \
- ~ ta?7 ACRES / \ ~ \ ~
1 I ~ ~ - - ~ ~ / ~ \ 3715 Universi Drive
I ~ ~ ~ / / ~ ~ ~ Durhom, N.C. 27107
\ / ~ I ~ _ ~ / ~ 919 490-2999 ` ~ i ( ) ~
\ ~ ~ ' \ A _ 1 ~ (CONCR : SLOPE ~ / fez [phone] i ~ / e-mall: [e-mail] ~~ICR E'! e . / /
~ I ~ 476.5 . ~ ~ ~ I + www.dksa-tsi.com 476.0 /
\ 1 I \ 475 - _ / / / ~
J ~ I 300 \ X300,\ / / / / / /
~ \ 1 I \ 1 / / 9. + 76 i /
1 I ~ \ ~ \ i ~ \ I 1 ~ / / / SEAL ~ ~ / /
I ~ ` / TREE / / ~~unnh,
\ I r1 r-. ~ \ 1 \ \ PROTECTION i ~ / / o'' ''a, \ \ / ~~o CARD
l \ T - _ \ ~ / \ FENCE / / ~ / ~
~ / ~ ~ i
~ \ 90 LEVEL READER ~ \ p ~ / ~ ~ 1 \ ~ / i \ 7 ~ ~ A
I \ (SEE ETAIL) ~ ~ ~ \ \ 1 ~ \ \ i 4 '
1 ~ \ \ i
1 \ ~ , 1 \ 4 \ 2s GRAVEL ~ ~ 24 PAVED ~ ~ y J
~ \ / FIR ~ E LANE ; f'`; \ _ ~4CCESS FlRE LANE ~ / N Y\~0`
~ \ v Ir t v / - - - / ~ IL ~9 z~3
I r ~ / \ I \
I s / p ~ \ / \ / ~ / ~ ~ /
I I / ~ z I ~ ONE Q A / ~ _ ~ ~ / REVISIONS
0~ 4 ~ 30 ~ 20, ? \ / \ / ~ / / - -
v v v ' ~ BE I~`E =4 1,0 p ~ i _ +479.0 + \ / 1 -04-0 R SED WAY GRADES
I L TM 1\ D ENTION \ . ;47 .0+ ~ _ i 78,5 ~ 11-04-02 I R 0 HP 4 11-0 -0 ISION TO RA IN
THETI IN U IBS e1 \ N 1 ^ TRM 0 0 PRO ~ \ 1-2 -02 CLI N HANG
I ~ EQU ~ \ H W ~ ~ :o \ -14-0
~ \ ~ ~ INV, T=460.5 ;f R I I N T I LIMITS OF
I O DISTURBANCE - -a R ISI N T RADI
1 2 ~ OSED ~ \ I 1 ~ ~ P R P OSED ~ ~ P D5-1 -D3
~ ~ ~ 2e rr ~ ` B DING DING / _
~ ~ 3s i / ~ ~ 126,0 0 S.F. 0 0 S.F. / 'RIB TION ~ / , 07-23-03 REVISE LOADING DOCK
~ PL P ~ / \ ISTRIB TION I d. \ 3.2tx I / \ - vELOCIn ISSI ATOR ~ FF EV. - 479,5 'V = 479,5 \
I NCOOT L ~'B" AP ~ f \ ~ ~ ~ ~ ~ ~ ~ ~ 07-30-03 FH WALL, GUARDHOUSE
/ ~ 18 L X 2 X K / SHOP / \ SEE L / / 4:~ \ / ~ OS-13-03 REVISE S. DRIVE TO AVOID \ ~ ~ \ \ POWER POLE
Z 47 .3 ~ / / \ ROCK CHECK DAM (T1'P.) I 08-25- 3 REVISE SOUTHERN DRIVE
~ / I l ~ ~X, 2 \ \ ~ k~ H 10 10-10 EL SPREADER (SEE DETAJL, S EET ) I
/ / 1 \ I / ~ / ~Es / \ ~ ~ / 11-03 A DED SWALES Qc DAMS C ~ / 12-09-0 L READER
~ / TO E / / I \ / / I / I REM D ~ \ \ ~ ~ ~ /
/ ~ I l 1 \ / \ ~ \ ~ \ ~
/ ~ " 1 \ \ / IPE j ROP.36 ~ \ Z \ \ \ ~ \
/ ~ ~0 RCP 1 ~ PROP. / ~ JB REM " I \ \ GRASS S E 1 ~ \ i ~ #
NSTA L 11 0 STEEL PLATE ~ CONCRETE / / 4 / ~ f T/ 47. SIDEWALK 1 J ~ \ +479 0 479.0 ~ 390 L.F. ®2~ \
ORIF E AND TRASH RACK IN / EX.INY. 26 ~ INV, Off. ,40 36 F'ES (SEE DETNLS) \ ~ / 1.5 DEEP ~ \
/ ~ / I / 1 1 ~ fi N : C NT~A TOR \ ~ 5:1 SIDE SLOPES ~ t ~ \ AI SHEET 10 \ (SEE DET L,
~ / EX. TOP OF SLOPE ~ ~ IFY INV~R OF 6 ; 4~ ,0+ \ ~
ONTA T I i / \ / ~6 \ W a \ \ \ ~
~ ~ E G EE I M URED J / / / i ~ ~ I RT O S NO 472 / \ \ \ ~ _ AINI 4~~ ~
1 / / / / / ~ M TC P N. \ / / ~ WALL ~
o ~ / I / ~ ~ \ ~ 9.0+ - - ~ Z
/ / ~ N ED i 478 ~ CKS ti 1 S PE \
/ ~ IB ARY T i ~ ~ / ~ / COON CREE ~ i NCR 1 i 479.0 ~
50 5 I ~ / ~ ~ /f / ID~ I I 472 b 4 ~ ~
Y D / GRAS SW E # / 80 29 ~ $.O+ ~ _ \
/ / 75.0 ~ 1 1 DEEP W/ ~ ASPHALT (4) ~ /PARKING . -0+ \ 5. \ 0 ~ ~
~ 1 ~ 3:1 IDE LOPE I ~ ~ ~ ~ H 1 ~ / f I ~ (SE DETAI , S ET \
/ r 1 ~ \ I
/ A o I \ 1 \
/ RO K CHE K DAM (TYP. I 4~ \ / ~ (EE D AIL, HEET 1 ` 474 \ 1 r^
/ i ~ / / ~ ~ _ - V
/ I ~ _ i \ / _ ~ ----r-- - - - \ o ~ ~ ~
/ I \ _ / / I / ~ - - - - - - LINE SLOPf~ w/ EROSION C OR QU r Z / AMERICA C3!SO ~ Y r w/ EROSION CONTROL~MATTING, NORTH \ ~ \ U
~ - ~ ARDRAI ~ / ~ I PRO .GUARD - - - - / U - ~ 1 ~ ~ - \ ~ o Q
y o I \ HOUSE 1 \ \ \ \ \ \ 1
v ~ 1 \ - / , ~ - ~ \ \
on ~ / ~ ~ ~ ~ 468 \ ~ ~ ~
0 7 ro / 1 ~ ALT PAVING4 2 ~ 2:1 SLOPE l I I sr ~ - V
~ / ~ ~ J~ E DETAIL SHEEP 7 / ' '15 E 558.4 z 1 - S00 50 _ _ _ _
/ / L 5.4--5-6. 3 ~ ,~Q o ROCK CHECK~~DAM (TYP.) J o -
~ ~ 1 ~ ~ 8 4:1 SLOPE ~ ~ i } V ~ ~ i ~ R K CHECK DA (TYP.) - - _ _ - , -----'SEE DETAILSHEET~.O ' ) - -
~ / I ~ 1 - ~ ~ ~ - ~ ~ SEE DETAL, 1$r _ - ~ INV,463.99 INV,9fa4-15~
_ _ f , , N i ~ „ RCS
~ ~ ~ O i ` i DEEP
GRASS SWALE ~3 ~ / / ~ 260 L.F. ~ 2X ~ ( ~~'QR~ ],~QP 3:1 SIDE SLOPES \
u1 • ~ \ vii ~ R~ (SEE DETAIL, SHEET 10
~ SOD 5/ 3 W 220.74 _ ~ 1 DEEP w'~+'! `o I - 7,1 SIDE SLOPES w~--,~_,_ ~ DATE: 7~30~00 _ -
0 1 ~ ~ r - - - - - - - - SCALE: 1 -50
w ~ ~IANGIE \ -
i ~ 0' SIGHT i, ~ - - - _ - / - / x7 - - \ JOB NO. 967-01.10
/ /'r Y 7f i -
UQ- \ - K %-X-% %.-N X %_X-N-X-%-X_% %-A-%-%-N.-%-1(\_X X-. \ _ _ _X-X_N_K \ CHECKED BY: DKS
<MT. \ -
RIP-Rim LIIdE~-C NNEL P R - r4E CfJANNEL - ` \ \ - - -
l 460 SHEET - `
~ i EXIST. 30" RCPT - - 3
/ \ OF

~ \ \ o \ ~ ~ s~ \ V V ~ ~ . ~ \ \ ~ ~ These drowin a aro instruments g
\ / / \ \ \ ~ ~ \ \ / of service and as such remain \ \ \ \ ( ~ the propperty of the engineer,
~ ~ / \ \ - ~ \ ~ \ ~ ~ _ ~ No co fes or re roductione of \ ~ _ P P \ \ \ ~ ~ ~ these drawings are permitted
~ ~ \ ~ \ \ \ ~ \ ~ ~ ~ ~ ~ ~ without consent of the engineer. ~ \ ~ \ ~ ~ / \ 1 f w rk \ ~ ~ Upon complet on o the o
\ \ \ ~ \ ~ \ ~ ~ ~ - ~ ~ ~ ~ all dr wings except the contract \ ~ ~ \ ~ ~ \ ~ ~ ~ copies are to be roturned to
\ i ~ i ~ LAND USE: _ \ \ \ ~ \ \ the engineer.
~ A \ I VACANT ~VODDGN~ ~ ~ / \ - . 0 \ \ ~ ~ ~ ~ ~ Copyright © 2001
\ ~ \ ~ ~ ~ \ sti \ \ \ ~ ~ \ \ \ \ ~ ~ \
/ v ~ \ GRAPHIC SCAL \ \ \ ~ ~ \ \ ~ o
i \ 1 ~ ~ ~ ~ ` ~ ~ ~x \ \ ~ ~ \
/ ~ 1 \ - - / I ~ ~ i ~ ~ ~ ~ \
~ ~ ~ _ ~ ~ ~ ~ 0 25 50 1 0 1 ~ \ \ ~ \ ~ ~ \ \ ~ ~ \
~ ~ , SCALE: 1 = 50' I ~ ~ DRIP RAP ~ I \ ~ ~ \ ~
I IF SIGNIFICANT EROSION 1 I i ~ \ \ IS NOTED, USE CLASS A ' ~ ~ ~ \
I _9S l 3 95 ~Z: I ~ RIP RAP 15 WIDE _ , ~ « < \ ~ ~ \ 3,95 ~Z.OON \ \ \
~ I i \ \ I \ ~ 2.5:1 SLOPE - \
~ LAND SE. I \ ~ , \ - ~ RESIDE AL I 1 - - - \ \ i_
\ 20p, I \ \
\ \ -I- ~ 1 ` cx-- ~ I ~ 1 \ ~
\ 1 \ \ I I \ \
47 ~ ~ ~ uane tewart ~ 475.0 ~
\ ~ I I INLET P C INLET P CTl _ \ ~ ~ IATES INC.
` \ I ~ ~ BLOCK do G~ \ 1 ~ / 475.0 / GRASSED SWALE P-474.0 ~ & A$$~ , BLOCK do G ~ GRATE ~ (TYP.) 475.5 ~
\ I ,1 I (TYPICAL) I / ~ 2. S DE SLOPE (TYPICAL) ~ \ CONSULTING ENGINEERS ASPHALT \ 1
\ ~ ~ / (RIP RAP AS NEED ) ASPHALT ~ I / ~ _ \ ~ 1 o \ ~ I
I r ~ _ . _ 7kD I ~ ~ HP 475.0 ao P ~ OP=474.0 ~ \ \ ~ \ \
_ ~ ~ I I T T 4 0 474.75 ~ ~ \ \ \ Civil Sanitary • Environmentol \ Pktnni Des n • Surv
- ~ ~ I VEGETATIVE BUFFER =474.0 30 RCP 474.7 - ~ - - I OP=474.0 HP=475.0 TOP ~ t.1 ~7 ACRES / \ AAA F VENATION STABILIZED G OUND 246354 S.F.f \
~ ~ I ~ \ \ \ AREA W IN LIMITS QF-DISTURBANC 15 a~ ~ \ ~ ~ ~ ~
I \ I ~ ~ - ~ ~ ~ ~ ~ \ 3115 Universi Drive
~ ~ . \ I o / ~ / / ~ Durham, N.C. 27107
1 i , ~ \ I 5~ ~ I ~ ~ ~ ~ 919 490-2999 ~ ~ ~ ( ) SLOPE / ~ fez (919) 490-6t65
I \ F. / I I ~ / (CONCR ~ i e-mail: info0dksa-tsi.com ONCR ~ / 1 (C ~
~ I 476.5 \ \ + ~ ~ I l I ~ ~ / www.dksa-tsi.com 476.0+ 475.5+ - ~ ~ /
I \ I EXISTI G ~ / . I I ~ ~ / / ~
~ ~ TREE I 300 I I SAM AR ~ , I ~ 300 / ~ /
1 I I ~ ~ ~ + 9. / / ~ / 76 ~ /
I ~ ~ \ 1 ~ \ ~ / / SEAL
1 ~ I \ ~ - \ I I ; 4,7 . ~ I » " \ ~ i ~ / / TREE / /
\ \ - --1-- I - 9.5" \ PROTECTION i /
1 \ T - - THICK \ I ~ 4 ~ ~ - - ~ FENCE / ~ ~ /
\ I ~s \ / ~ / \ I 90 LEVEL READER ~ f \ ~ - , ~ ~ p 9 . \ ~ : Q`'
~ \ 1 ~ \ (SEE ETAIL) \ i \ \ 7 / ~ i
I ~ ~ i 1 \ ~ ~ \ \ \ / ~ ~ ' _ i
I \ ~ \ 1 \ / i A,
I \ ,c \ \ / 26 GRAVEL ~ \ i 24 PAVED ~ ~ / 0 I NE..• J
FlRE LANE ~ \ / 14CCESS FIRE LANE ~ ~ / 'Oyti
II ~ ~ \ \ \ I ~ \ ~
\ I \ i ~ 5~ / LAND SE. ~ 0 \ / \ ~ / / l p9Za~3 4 0 -
VACANT / WOODLAt~p ~ ~ P. BA~IN TO BE REPLACED / \ ~ - ~ ~ /
1 IONS I HORSMOE INLET SEE \ 20~ 4 / ~ ~ RE1flSI0NS /
1 30 I 2 , ? ~ STRUCTION SEQUENCE FOR ~ ~ \ / ~ ~ / - -
~ O \ \ LS) \ \I ~ i +479.0 + LAND E:
I ~ ~ - ~ HP 478.5 ~ ~ / VACANT / OODLANO ~ - -
I l~ ~ ~ a I \ ~ - -
I I ~ H W ~ ~ \ ~ - - •N
~ ~ INV. •480.5 M \ 1 ~t
~ 1 o I LIMITS OF D DISTURBANCE
~ , ~ti ~ FES R POSED d. I i^ I ~ P POSE ~ /
I ~ ~ 2e LF I ~ ~ B DING N ~ ~ • ~ I 38 f / \ \ , DING ~ i 0 S.F. /
I 126,0 0 S.F ~ PL ~ / \ ISTRIB TION ~IB TION
I 3.217f I d~ ~ ~ VEL 1T1' 1551 ATOR ~ / \ FF LEV. = 479.5 I NCDOT L ~'B" P ~ \ _ 479.5
I / 18~LX2~ X K / pE / ~
/ ~ ~ 5~° I \ SEE L / \ 47 .3 ~ ~ ~ \ _
/ / / / \ I 2~ \ ~ HECK DAM I
I ~X. I \ / _ \ b~ PICAL) 1
I ,FES I I \ / TO E I / / / I \ C / / ~ v / ~ /
/ ~ I ~ CHECK DAM REM I ~ TYPICAL I ~ \ \ ~ ~
/ ~ PORARY ( ) \ I ~ 1 \ \ ~ ~ \ \ \ ~
/ P P. 36 UTFALL CONTROL I f I E / ~ STRUCTURE ~ / 110 RCP (TYP.) I ~
/ ~ ~JB M D (SEE DETAIL SHEET } PROP. \ ~ ~ ~ ~ ~ ~ 1 z
NST L 11"~ STEEL PLATE CONCRETE I / I ~ T/ 47.4 ~ ~ ORI E AND TRASH RACK IN SIDEWALK I ~ ~ ~ + 479 0 479.0 ~ ~ \
IX. INV. 26 I INV ¦4 .40 36" FES SEE DETAILS \ ~ \ / ~ \
~ / I \ fi N: C N TOR ry ~p ~ 1 \ ~ ~ J ` \ \
/ / ~ " EX. Ill1" Vf d1.HrC \ ~ IFY INV~ OF 6 I \ \ ^ \ ~ I~
.0+ ONTA T I ~ ~ I \ ~ ~ / a~ \ ~
~ ~ E GINEE I M URED J /l I / 1 IN RT 0 S NO 472 ~ \ ~ \ ~ ~ - ~ \ J
~ / / ~ ~ \ . ~ / / I M TC P N. \ / ~ / o ~ /
/ / I/ / ~ _ ~ ~ / 9.0 + ~ ~
/ / I N ED I 478 / ~ IB ARY T ~ DOCKS
I / (COON CR I i ONCR 50' / I / ~ ~ 479.0 1 S PE \ \
SIp I I 2 i ~ I 47 rp/ ~ \ \ 4 \ Z ~ \
/S l / / \
I I ~ ASPHALT 4 / / 75.0 5,0 I ~ ~P A R K I N G O 5,0+ . B IN BE REPIAC D ~ \
i / I ~ ( S IM T W H H I U
~ I ~ I o ~ \ B IN 2 OR 0 NLET, SEE ' ~ NSTRUC SEQUENCE FO \ / ~ DETAILS \ I
~ I / I ~ \ 1 /I ~ I 4j ~ \ \ z
/ ` o / / ~ ~ 474 ~ / \ ~ ~ ; ~
/ I / / / I /
\ ~ _ / i _ ~ / 1 v ~ / - o - \ ~ -
E / / 1 - _ w EROSION C a~ / I \ « / ~ ~ LINE SLOPE / ~ ~ AMERIC C350 OR EO ~ ~ Y ~ ATTING NORTH \ V I w/ EROSION CONTRO ~ \ \ ~ qUq
~ I PRO .GUARD _ . - - - / UARDRAI I ~ \ ~ \ m SILT CE \ o ~
~ ~ I ~ HOUS _ _ TYPICAL ( ) ~ ~ rn N~/ \ \ LL
c ~ \ u ~ i I I - \
c ~ / - o l ~ I ~ 468 a \ W
ALT PAVING472 y 2:1 SLOPE c Il I w` ~ ~ ~ ~ E DETAIL SHEET 7 ~ ~ / ~ r~ ~ ~
/ INLET PROTEC N ~ ~ I c ` 4 ~ F ' 15 E 558.4 - S00 50
/ / ~ 3 ~ 15~ 5fi - - -~4 - ~ 1 a ` 8 4:1 SLOPE ~ ~ ~ ~o J-----------
c / I - - ~ f ' ~ J - _ ~ -
~ ~ C-1- - - _ - - - - - u / I ~ - ~ INV.463.99 INV,464-15~ ~ _
, . ~ / / ~ ~ ~ ~ ~ ` ' Rte-... f - -
/ ~ - ERM AS NECESSARY TO - OUTFALL CONTROL ~ PREVENT OFF-SITE ENCROACHMENT STRUCTURE OXFORD LO ~ OP
/ ~ CONSTRUG7]4N INTO NCDOT RIGHT-OF-WAY. SEE DETAIL SH t ( S00 5/ 3 W 220.74 ~ \ _ E~IIBANCE_ r vu~et~ vueuc Ww
~ DATE: 7/30/00
~ - r - _ _ SCALE: 1 50
_ ~ - vb / ~ ~ - TRIANGLE _ _ - - _ - \
i 10x7 ~ _ ~ j - / / \ _ JOB NO. 967-01.10
, ; m -1;,,, ~ _ ~ ~ i , ~ \ ~ ~ - ~ ~ _ - -
UKAWN UT: mvvo
\ X-% %-K-.%-M X- K- % - %-%-X-
- X--%_%--% K-%-% K X-% j-%_%.-X-%._%-X-.%-% %-%-%-%-%-_--X-M- - - CHECKED BY: D S II X.-K--K--%--X-%--%- 1
VA
RiR\ \ ---LANDSE: _ _ _ \ INDUSTRIAL_ _ - _ - - - - _ - - - _ - B- CNNEL_ - - \ \ - - - -
aso SHEET
EXIST. 30" RCPT
6
i \ i \ OF

These drawings aro instruments
of service and os auch remain the property of the engineer,
No copies or reproductions of
" TYP these d consent oaf tphe en ineer. 3 ( ) withou g
Upon completion of the work 5" cil drawings except the contract
" ~ ~ copies) are to be returned to
2 X t/4 O6 the engineer. BOLT HOLES (TYP.) ~ \ ' m EEL PLATE Copyright © 2001
3 #3 ST
NATURAL GROUN LEVEL SPREADER LIP
4" X 4" CONCRETE
BLOCK ~ ~
NATURAL GROUND 460.5
• 1 ~ • .i.
iL_ 3 -J 1 0.5' LIP TO INVERT • ~
3 OF IEVEI SPREADER
. 0 ORIfiCE OPENING uane tewart
NOTES: .
1. LEVEL SPREADER TO BE CUT INTO NATURAL & ASSOCIATES, INC.
GROUND. 2. LEVEL SPREADER LIP (4" X 4" CONCRETE NOTE: CONSULTING ENGINEERS
BLOCK) TO BE LEVEL FOR ENTIRE LENGTH. 1. BEND 3" X 5" PLATE TO 90' FROM
ANY PORTION OF LIP FOUND THAT 15 NOT PLATE.
LEVEL WILL BE REPAIRED OR REBUILT AT CONTRACTOR'S EXPENSE. 2. ATTACH ORIFCE PLATE TO INSIDE OF EXISTING 36" FES WITH HEAVY DUTY Civil Sanitary • En~nronmental
MASONRY SCREWS. Planning • Design • Survey
LEVEL BPFEADER DETAL 3. GROUT OUTER EDGE OF ORIFICE PLATE
N.T,S. WITH WATERPROOF, NONSHRINK GROUT.
3115 University Drive Durham, N.C. 27707
[phone]
3'} ~ C'I'E ~ Q~ Q~Q fax [phone] ` 1 =1 a-mail: info0dksa-tsi.com
~ ~ v / www.dksa-tsi,com
/ ~ Y
_ _ ~ / ~ / SEE STANDARD CASTING DETAIL
_ ~ ~
_ y SEAL
SET IN MORTAR
_ _ _ J / ~ _ Illounulp///
/ 22 1 4.. ~1.~1,~~ CARO i'~4
1 e' - ~ / 23
i~ ~ ,
~i / ' 08
_ _ ~ / iv RICK •
LINE BERM WITH ~ - - ~ ~ LEVEL SPREADER LIP ELEV., ~ . _ p •.,•G i NE,,. J~~.
SYNTHETIC INDUSTRIES 4 TRM 450 OR APPROVED 460.50 i ~ -I- rn y~ ~ ~ i ~ , ~ ~ ' 6" i~~,l S G~ 1111
EQUAL. ~ / ~^'1 N Ilf 11l / 111111111
HEADWALL (TO ~ BE DESIGNED ~ ~ o Loa3
BY OTHERS) 464 ~ 460.25 ~ ~
i ~ ~ +460.25
~ / - - /EL.=460.00 REVISIONS
i /
i ~ i /
_ / ~•4 i / +460.25
" P ~ 462.E ~ i
36" 0 RCP EX, 36 RC ~ / + 460.25-- TO BE ~ 462~A i ~ 460.25-- i ~ ~ 4'
REMOVED + i + i i46 / ~ /
/ v / ~
/ ` / /
~ / / ~
/ / / ~ ~ 12"
/ ~ a / U
M ~
/ I i0 / M
wj ~ I I o. ~ ~ I
` / I N
NCDOT CL "B" RIPRAP M i
18'LX21'WX22"THK \ I INV. IN= 463.26
\ HEADWALL/ f BERM NOTES: \ _ _ _JMV.~0.50 / 4)p D, ' ~ D , 'D, ' ~ D . 'D D ~ D, ' ~ D
1, LEVEL SPREADER TO EXTEND 90' (TOTAL). - 0 ~ _ ~ o ~ ~ 3000 ~B GO'NCRETE ,BOTTOM ; ~ ~ ~ ' i INV. OUT- ~ ~ ~ ~ I /1
2. LEVEL SPREADER TO BE CONSTRUCTED 461.4 V
PARALLEL TO EXISTING GRADE. t90 LF 4" X 4" CONCRETE 3. LEVEL SPREADER TO BE CUT INTO EXISTING ..P ~ 6
LEVEL SPREADER LIP GROUND. GRAPHIC SCALE
28 L.F, 36" RCP ®3.21` so 0 ~ 0 2 40 f'-
LEVEL SPREADER (SEE DETAIL) ~ W
i >,~h zo ~ JUNCTION BOX
rr--II~ lJ~ PLUN('dE POOL VELOCIT1f D18~ATOR-PLAN VEIN ~ ~ 0 ~ NTS
1 =5 ~ / ~ ~ i
i ~
W
LEVEL BPF~AI eve.
1 =2 D , =20 EX. 36" FES INLET
W
HEADWALL
HORIZONTAL CROSS BARS (~3 REBAR)
SPACED m 1' O.C.
LEVEL SPREADER VI
E v
" " 4 X 4 CONCRETE LEVEL SPREADER LIP ~3 REBAR SPACED 1' O.C. (TYP.) ~ VERTICAL BARS (~3 REBAR) ~ 1
SPACED ® 6 O.C. W
0
~ 3' 12' 3' m
a 36" 0 RCP ~ N 0,5 W
~ 2 2
~1 1.5' 1r J
011
3 3' INV. OUT= ~ 460.50 p
22" NCDOT A A
u° CL "B" RIPRAP
MIRAFI 700 " 3'~ #3 STEEL PLATE WITH H #3 REBAR SPACED 6" O.C. (TYP.)
~ (OR APPROVED EQUAL) 4 LAYER OF 11" ORIFICE OPENING G
'v #57 STONE (SEE DETAIL) " ~SQMETRIC VIEW EX. 36
N IN NOTES: FES ~ 1. ALL REBAR TO BE ~3 REBAR DATE; 10 7 03
NOTES: 1. LEVEL SPREADER TO BE CUT INTO EXISTING m 2. ALL REBAR TO BE GALVANIZED WITH A BITUMINOUS COATING. PLAN VIEW 3. TRASH RACK TO BE COVERED WITH STEEL SCREEN.
O GROUND. SCALE: AS NOTED
w ~3 REBAR SPACED
m 1' O.C. (TYP.) 7 ~,r-~•,~ Ins un nc~_na ~n
0 to uvo 1W. ovi-vc.iv
Pu Nw POOL vELoarY DI88 %TbR fROFIF VEW t =5 0
DRAWN BY: EML
W CHECKED BY: JES
0
T3 Ewa } e
O B B FRONT M SIDE VIEW
Q A A
O SHEET
D
QO U FES TAA8F1 RACK
O Q~ =3
:5 OF
-i

These drawings are instruments of service and ca ouch remain NOTES: the property of the engineer,
No copies or reproductions of
1. SWALES ARE NOT TO BE COMPACTED. these drawings are permitted without consent of the engineer.
2. ALL CHANNELS TO BE LINED WITH CURLED W000 MAT. Upon completion of the work all drawings(except the contract
copies) are to be returned to
3. USE TALL FESCUE, 2-6" MOWING HEIGHT, FOR the engineer. PERMANENT VEGETATIVE COVER. Copyright © 2001
4. REFER TO EXECUTED OPERATION AND MAINTENANCE AGREEMENT FOR INSPECTION, OPERATION, AND MAINTENANCE.
15' 1. CHISEL COMPACTED AREAS AND SPREAD TOPSOIL 3 INCHES DEEP OVER ADVERSE SOIL CONDITIONS, IF AVAILABLE.
2. RIP THE ENTIRE AREA TO 6 INCHES DEPTH. ~ 3, REMOVE ALL LOOSE ROCK, ROOTS, AND OTHER OBSTRUCTIONS LEAVING SURFACE REASONABLY SMOOTH AND UNIFORM. -
4. APPLY AGRICULTURAL LIME, FERTILIZER, AND SUPERPH05PHATE UNIFORMLY AND MIX WITH SOIL (SEE BELOW).
5. CONTINUE TILLAGE UNTIL AWELL-PULVERIZED, F1RM REASONABLY UNIFORM SEEDBED IS PREPARED 4 TO 6 INCHES DEEP.
6. SEED ON A FRESHLY PREPARED SEEDBED AND COVER SEED LIGHTLY WITH SEEDING EQUIPMENT OR CULTIPACK AFTER
SEEDING. 7. MULCH IMMEDIATELY AFTER SEEDING AND ANCHOR MULCH. ~
8. INSPECT ALL SEEDED AREAS AND MAKE NECESSARY REPAIRS OR RESEEDINGS WITHIN THE PLANTING SEASON, IF
P0551BLE. IF STAND SHOULD BE OVER 60% DAMAGED, REESTABLISH FOLLOWING ORIGINAL LIME, FERTILIZER AND SEEDING ~
1.5' RATES. 9. CONSULT CONSERVATION INSPECTOR FOR MAINTENANCE, TREATMENT AND FERTILIZATION AFTER PERMANENT COVER IS
~ 1 ESTABLISHED.
vane tewart
5 5 & ASSC>CIATES, INC.
~ APPLY; AGRICULTURAL LIMESTONE - FERTIIIZER - CONSULTING ENGINEERS
SUPERPHOSPHATE - SEE BELOW
MULCH - ANCHOR -
Civil Sanitary • Environmental
SWALE 1CROSS-SECTION Planning • Design • Survey
FALL PERMANENT SEEDING AUGUST 15 -NOVEMBER 1
,n=~~ LIME 2 TONS/AC
5-10-10 FERTILIZER 1000 LBS AC 3715 Un'rveraity Drive
0-20-0 500 LBS AC ~rfwm, N.C. 21707 Ky-31 FESCUE 50 LBS AC (9t9) 490-2999
RYE GRAIN 40 LBS/AC fax [phone]
STRAW MULCH 2 TONS/AC a-mail: info0dksa-tsi.com www.dksa-tsi.com
WINTER TEMPORARY COVER NOVEMBER 1 -FEBRUARY 28
LIME 2 TONS/AC 10-t0-10 FERTILIZER 700 LBS AC SEAL
OATS 50 LBS AC
RYGRAIN 20 LBS/AC STRAW MULCH 2 TONS/AC ,,,~~,niiu~,?r,~,,
s' CARP
S SPRING PERMANENT SEEDING MARCH i -APRIL 30 ~';''OF
LIME 2 TONS/AC ~ • 5-10-10 FERTILIZER 1000 LBS AC 4
0-20-20 500 LBS AC
K -31 FESCUE 50 LBS AC ~ •'•FN E~;.~ ~ ~ Y A ,,gyp ,,G i NE,, ~ BROWNTOP MILLET 30 LBS/ C ti
, STRAW MULCH 2 TONS AC ~'o N / e. s c
~v3
3 3
LATE SPRING PERMANENT SEEDING MARCH 15 -JUNE 30
LIME 2 TONS/AC
10-10-t0 FERTILIZER 1000 LBS AC REVISIONS 0-20-20 500 LBS AC
COMMON BERMUDA GRASS (HULLED) 8 LBS/AC 12 09 03 L L SPREADER
SWALE 2 CROSS-S I ECT ON STRAW MULCH 2 TONS/AC
1"=1'
SUMMER TEMPORARY COVER JUNE -AUGUST 15
LIME 2 TONS/AC 10-10-10 FERTILIZER 700 LBS AC
BROWNTOP MILLET 40 LBS AC
STRAW MULCH 2 TONS/AC
SEEDBED PREPARATION
14' NTS
1.5'
A ~ 9"
MIN
FlL1ER FABRIC
1'
1 ~ A
VI
7 7 CLASS A OR B EROSION CONTROL J
1'-2" WASHED STONE
FlLTER STONE 24"
SWALE 3CROSS-SECTION ti~ AT C R FlLTER FABRIC
MIRAFl 700 W
R APPROVED EQUAL) Q
FlLTER FABRIC
SECTION A-A W
J
L- THE DISTANCE SUCH THAT POINTS
A AND B ARE OF EQUAL ELEVA110N
6' VJ
q B 1 L
E
v N

10
3 CONSTRUCTION SPECIFICATIONS
Oft ' ' ~ , 1. PLACE STONE TO THE LINES AND DIMENSIONS SHOWN IN THE PLAN ON A FlLTER FABRIC
FOUNDATK)N. 2. KEEP THE CENTER STONE SECTION AT LEAST 9 INCHES BELOW NATURAL GROUND tEVEI
WHERE THE DAM ABUTS THE CHANNEL BANKS.
c 3 3 u - 3. EXTEND STONE AT LEAST 1.5 FT. BEYOND THE DRCH BANKS (FlGURE 6.83b) TO KEEP OVERFLOW WATER FROM UNDERCUTTING THE DAM AS R RE-ENTERS THE CHANNEL
x 4. SET SPACING BETWEEN DAMS TO ASSURE THAT THE ELEVATION AT THE TOP OF THE LOWER DAM IS THE SAME AS THE TOE ELEVATION OF THE UPPER DAM.
5. PROTECT THE CHANNEL DOWNSTREAM FROM THE LOWEST CHECK DAM, CONSIDERING THAT WATER WILL FLOW OVER AND AROUND DAM (PRACTICE 6.41, OUTLET STABIUZAl10N
STRUCNRE .
6. MAKE SUR THAT THE CHANNEL REACH ABOVE THE MOST UPSTREAM DAM IS STABLE. DATE: 11/03/03 7. ENSURE THAT CHANNEL APPURTENANCES, SUCH AS CULVERT ENTRANCES BELOW CHECK
SWALE 4CROSS-SECTION x DAMS, ARE NOT SUBJECT TO BLOCKAGE OR DAMAGE FROM DISPLACED STONES.
SCALE: AS NOTED
MAINTENANCE
s~ m INSPECT CHECK DAMS AND CHANNELS FOR DAMAGE AFTER EACH RUNOFF EVENT. JOB NO. 96~-D21 D
ANTICIPATE SUBMERGENCE AND DEPOSRION ABOVE THE CHECK DAM ANO EROSION FROM HIGH FLOWS AROUND THE EDGES OF THE DAM. CORRECT ALL DAMAGE IMMEDIATELY. IF DRAWN BY: Eh~L
SIGNIFICANT EROSION OCCURS BETWEEN DAMS, INSTALL A PROTECTIVE RIPRAP LINER IN THAT
W PORTION OF THE CHANNEL (PRACTICE 6.31, RIPRAP-LINED AND PAVED CHANNELS). CHECKED BY; JES
0 REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS AS NEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION, ALLOW THE CHANNEL TO DRAIN THROUGH THE STONE CHECK DAM,
AND PREVENT LARGE FLOWS FROM CARRYING SEDIMENT OVER THE DAM. ADD STONES TO DAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT AND CROSS SECTION.
O G'
a SHEET
0 ROCK CHECK DAM 10
o . 0 a
u 0
g~ OF

These dreannd ai uch tiemain e
o} service qq the Props prrothroductlo^e o}
these Pdrowinge are ermftted
i-~\ without consent of tPhe engineer. Upon comp) Lion of the work
a(I d winga~except the contract copies aro to be roturned to
~ ` I ~ the engineer. Copyright Q
~ i ~
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~ ~ ~ ~ ~ ~ ~ / ~ ~ ONSULTING ENGINEERS C
~ \ \ \ os, \ ~ \ ~ ~ / ~ ` \ ~ ~ ~
`1 \ \ \ ~ , ~ ~ ~ ~ /
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\ ~-v ~ ~ ~ \ ~ ~ TIME 0 ~ ~ - ~ ~ ~ ~ ~ ~ ~ ~ ro Drive \ ~ ~ 3715 Unrve dY
~ ~ I , ~ ~ CO CENTRA qN _ ~ ~ \ ~ \ \ ~ ~ \ \ Durham, N.C. 27707 \ ~ ~
I Ir AI! 76' IA[ - ~ / ~ \ \ i [phone] ~ \ \ t fax [phone]
1 ~ I ~ ~ ~ ~ !81 i.0~[ ~ sac \ \ 1 ~ e-mail: info0dksa-tsi.com
~ ~ \ I \ ~ - - _ . - ~ \ 1 ~ 1 ~ \ i www.dksa tsi.com ~ v
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~ ~ / / , ~ l \ / ~ 3,41 ACRES ~ TOTAL
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i/ ~ ` \ / ~ \ ~ ~ iii - ~ i ~ ~ I / SHEET
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` ~ ~ ! L These drawings ars instruments of service and as such remain
~ ~ ~ ~ i ~ ~ ~ ~ ~ the property of the englneer, _ ~ ~ No copies or reproductions of ~ ~ ~ these drawn a are ermitted
\ ~ ~ ~ ~ _ without consent of tphe en Ineer. ` - - \ ~ \ U on com I Uon of the work 1 ~ p P
~ \ ~ ~ ~ ~ \ \ ~ ~ ~ all d winge~except the contract I \ co leraq are to be returned to
\ \ ~ ~ \ \ \ \ P 1 \ ~ ~ the engineer.
~ \ \ \ \ \ Co ri ht C 2002 PY 9 ~ ~ / ~
\ \ ~ \ 8d
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1 ~ ~ - - - - \ ~ \ TIM OF - ~ uane tewart \ -
\ ~ ~ - _ osb ~ & ASSOCIATES, INC.
\ ONCEN RA 101 \ ~ CONSULTING ENGINEERS
PAT \ ~ , - \ ~ 1 ~ ~
~ I _ - ~ ~ \
I i RAP \ ~ ~ ~ IF SIGNIFlCANT EROSION ~ Civil Sanitary ~ Environmental
IS NOTED, USE CLASS A \ Planning • Design • Survey \ ~
RIP RAP 15' WIDE _ ~ ' - 1 ~ ~
~ I \ ~ I 2.5:1 SLOPE 3715 University Drive
-I- ~ - Durhom, N.C. 27707
~ I 1 ~ I ~ - [phone] fax [phone]
I I I e-mail; info0dksa-tsi.com
I 1 ~ www.dksa-tsi.com ~ 475.0 476.0
1 ~ ~ ~ I / ~ 475.0 \ TOP-474.0 ~
GRASSED SWALE ~ ~ I ~ 1;1 SIDE S OP I / L E ~ GRATE dnI.ET (TYP,) 475.5
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