20021151 Ver 1_COMPLETE FILE_20020718

Coulter Jewell Thames...
111 WEST MAIN STREET
DURHAM, NORTH CAROLINA 27701
p919.662. 0368 f919. 666. 5646
Angnst 6, 2003
Todd St. John
Wetlands/401 Unit
North Carolina Division of Water Quality
1650 Mail Service Center
Raleigh, NC 27699-1650
f;u??pN
+?Nv
Re: DWQ Project No. 02-1 151 (Pond)
Stormwater Pond, River's Fdgc Subdivision (formerly Brandywine)
Rose of Sharon Rd., Durham, NC
Mr. St. John:
The first of' two phases of the River's I:d-c Subdivision is currently under construction. The above
referenced pond is being constructed as part of the first phase, however, it receives stormwater flow from
both the first and second phases. The pond is designed to include wetlands plants. The two phases ofthe
subdivision are each comprised ofrou-ghl\ halfof the lots.
A condition of the pond's approval was that it be constructed and operational prior to occupancy of any
permanent buildin')s on the site. We are requesting that the wetlands plantings be delayed until the
completion of the second phase of the project. The pond dam, grading, and level spreaders will be
completed as part of the first phase of the project. We feel that the plants will have a better survival rate
if they are planted after the completion of all the land disturbing activities on the site upstream of the
pond.
Pleasc feel free to rive me call ifyou have any questions about this project. We look forward to a
lavorable response.
Sincerely,
Coulter Jewell Thames, P.A.
Steven P. Bailev, P.F..
Cc: LOU Goetz, Park City Developments
E N G I N E E R I N G . P L A N N I N G . L A N D S C A P E A R C H I I E C T U R E
?CF W A T FRP
?O ? ` J r

O `iii? "C
Park City Developers
Attn: Mr. Lou Goetz
921 Morreene Road
Durham, NC 27705
Dear Mr. Goetz:
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Alan Klimek, P.E., Director
Division of Water Quality
October 30, 2002
Subject: Stormwater Level Spreaders
Brandywine Subdivision
Durham County, NC
DWQ# 021151
This Office is in receipt of the plans dated October 16, 2002 for the stormwater management level
spreaders at the subject facility prepared on your behalf by Coulter Jewell Thames and submitted to the
Division on October 16, 2002. Staff from the Wetlands Unit reviewed the plans and found them acceptable.
Please note that this approval is for water quality purposes only and shall not be construed as an approval of
the design for dam/outlet structure integrity, Dam Safety, public safety, or flood attenuation purposes.
If you have any questions regarding this matter, please contact Mr. Todd St. John at [phone].
R
cc:
Mr. Todd St. John, Wetland&JUNt
Raleigh Regional Office
Steve Bailey, PE, Coulter Jewell Thames,
File
111 W. Main St., Durham, NC 27701
Dorney
ds Unit Supervi or
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/ncwetiands/
0 Coulter I Jewell I Thames-
III WI SI MAIN `;IHI I I
IIIIHIIAM. N(":"II GAH(/I INA 777111
11'11!1 6HJ 113 fH f914 GHH 56,46
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,D
October 16, 2002 a? 6 =
Todd St. John
Wetlands/401 Unit
Division of Water Quality
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: DWQ Project No. 02-1 151 (Pond)
Stormwater Pond, Brandywine Subdivision, Rose of Sharon Rd., Durham, NC
Please find attached two copies of revised Engineers Drawing CD4.1 dated October 16, 2002, and two
copies of revised calculations with a revision date of October 16, 2002. The drawing has been revised to
include a splitter box to divert stormwater to the level spreader and the diversion channel. Flow from
;t( rms ?\,ith an intensity less than I" per hour will flow to the level spreader, and storms of greater
intensity will utilize the bypass channel.
Plcase review the material at you earliest convenience. It is my understanding that this is the last
information needed to approve the pond impact. If you have any questions or need additional
information, please give me a call.
Sincerely,
Coulter Jewell "Thames, P.A.
teS ven P. Bailey, P.E
Cc: Lou Goetz, Park City Developments
E N G I N IF F R I N G P L . A N N I N C . L A N D S C A P F A R C H I T E C T U R E
Stormwater Management Plan
For
Brandywine Subdivision
Prepared by:
Coulter Jewell Thames, PA
111 West Main Street
Durham, NC 27701
Ph: 919-682-0368
Fax: [phone]
CA11,,,,
SEAL
27892
6f cv 1o1j6/o z
Stormwater Management Plan
Brandywine Subdivision
Durham, NC
September 2002
Brandywine Subdivision is a proposed development of 49 single family homes on a 32.23 acre
tract located off of Rose of Sharon Road in northern Durham County. The lots will range in size
from 10,000 square feet to 20,000 square feet. The development will have a maximum impervious
percentage less than 24%. 15.88 acres of the tract will be dedicated as open space. An intermittent
stream runs roughly along the western boundary of the tract, and another intermittent stream runs
along the northern boundary of the tract near Marywood Drive. The development will have a main
street that connects to Rose of Sharon Road and Marywood Drive and an internal loop street. The
main street will have to cross one of the intermittent streams in order to connect to Marywood
Drive.
All of the storm drainage within the site streets will discharge at a single point, labeled as FES #36.
Stormwater collected at the sag point over the existing steam will also be discharged at FES 436.
A 90' long level spreader will be constructed at FES #36. The level spreader is designed for the
runoff from a storm with an intensity of I" of rainfall per hour. The area below the level spreader
will be reinforced with a turf reinforcing mat and vegetated. A vegetated bypass channel will be
constructed to convey stormwater discharges from storms with intensities greater than I" per hour.
The vegetated channel will be lined with pyramat turf reinforcing mat so that it may withstand the
high water velocities without erosion. The pyramat will be installed with an anchor pattern of 2
anchors per square yard.
A constructed wetland is proposed within the stream buffer below the discharge from FES #36.
The constructed wetland is designed to attenuate the peak runoff from the site for a 1-year storm.
This requirement is part of the City of Durham's Neuse stormwater program. Since the proposed
development has less than 24% impervious surface, stormwater quality treatment is not required.
Therefore, the pond has not been designed to all of the standards set forth for extended detention
wetlands in NCDENR's Stormwater Best Management Practices manual. The wetland will be
vegetated as shown on the planting plan on Engineer's Drawing C4.1.

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Level Spreader Bypass Channel
Worksheet for Trapezoidal Channel
Project Description
Project File s:\projects\0131 king\eng\project1.fm2
Worksheet level spreader bypass
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.100000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 3.00 ft
Discharge 35.30 cfs
Results
Depth 0.71 ft
Flow Area 3.64 ftZ
Wetted Perimeter 7.49 ft
Top Width 7.26 ft
Critical Depth 1.13 ft
Critical Slope 0.0152 34 ft/ft
Velocity 9.69 ft/s
Velocity Head 1.46 ft
Specific Energy 2.17 ft
Froude Number 2.41
Flow is supercritical.
09/27/02 FlowMaster v5.15
03:52:08 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Peak Performance
.a- Performance of Pyramat" erosion matrix has been
extensively evaluated at two renowned hydraulics
testing laboratories in the western United States.
of
Tse Establishing a flow rate versus time continuum,
performance (see graph below) has been quantified
using vegetated and non-vegetated mattings versus
a nonreinforced vegetation and bare soil. These
studies identify the design window which provides
performance guidelines from time of installation,
o transitioning to a mature vegetated condition for
salt the long-term design life of the project.
h,
;sed Maximum recommended permissible velocities and
he shear stresses for Pyramat are presented in the table
above. Vegetated, Pyramat will resist flow velocities
of up to 7.6 m/sec (25 ft/sec) at shear stresses up to
48.9 kg/mz (10 lb/ftz).
Additionally, the resistance of unvegetated Pyramat
to directly applied shear stresses was measured using a
specially designed flume. The Pyramat three-dimen-
sional structure resisted the maximum shear developed
at full-flume capacity with no deformation whatsoever.
Maximum shear stress developed was approximately
39.2 kg/mt (8 lb/ftz) at a velocity of 6.1 m/sec
(20 ft/sec).
The graph below illustrates the enhanced performance
of Pyramat high performance turf reinforcement mat
above that of conventional Biotechnical Composites" and
natural vegetation.
LONG-TERM PERFORMANCE

LIMITS Of f
VEGETATION
1 2 5 10 20 50
FLOW DURATION (hrs)
' Based upon long-term (50 hour) flow Gale.
7.5 " Includes erosion control blankets. fiber roving systems, hydndirJstnw mulches, etc.
7
HIGH
PERFORMANCE
iRMs
MIN 1CEMtN1 M S
CD
VEGETATION
3.0
6.0
SF N??f
A
Ali;' > tax d ?+cc 1 `S.I?
?'
45 ,

z
NATURAL
w

T (Ty1Ms ?f ? ? ?r ,
PyramatO high
? i

J
7
1
In z
v

performance TRM
(HPTRM) takes turf
reinforcement to
?'" unprecedented levels.
Pyramat Installation Instructions

Pyrall11181'Erosion Matrix
Earthstoppln9 Solutions,
Installation Guidelines
• Grade and compact area of installation.
• Prepare seedbed by loosening 50-75 mm (2"-3")
• Incorporate amendments such as lime and fertil
• Remove all rocks, clods, vegetation or other obs
installed Pyramat® will have direct contact wi
• Do not mulch areas where mat is to be placed.
?Seed
topsoil above final grade.
r into soil.
Ictions so that the
soil surface.
• Apply seed to the soil surface before installing Pyramat or after
installation for enhanced performance prior to soil filling (preferable).
• When seeding prior to Pyramat installation, all check slots and other
areas disturbed must also be reseeded.
• When soil filling, seed Pyramat and entire disturbed area after
installation, prior to filling mat with soil.
• Contact your local U.S. Natural Resource Conservation Service (NRCS)
Plant Materials Specialist or other resource for seed recommendations.
PYRAMAT' Placement: Banks and Slopes
• Extend Pyramat 60-90 cm (2'-3') over crest of slope and excavate a
30 x 15 cm (12" x 6") terminal anchor trench (Figure 4 on page 3).
• Anchor Pyramat in trench on 30 cm (1') spacings, backfill and
compact soil.
• Unroll Pyramat down slope.
• Overlap adjacent rolls at least 75 mm (3") and anchor every 45 mm (18").
• Lay Pyramat loose to maintain direct contact with soil. (Do not pull
Pyramat taut. This may allow bridging of soil surface.)
• Secure Pyramat to ground surface using U-shaped wire staples (preferred),
geotextile pins or wooden stakes. (See ground anchoring devices on page 3.)
• Refer to anchor pattern guide on page 3 for appropriate number and
pattern of anchors.
SYNTHETIC INDUSTRIES
I.
W-A
PYRAMAT' Placement: Channels
• Excavate an initial anchor trench 30 cm (12") deep and
15 cm (61 wide across the channel at the lower end of
the project area (Figure 1).
• Excavate intermittent check slots 15 cm (6") deep
and 15 cm (6") wide across the channel at 9.1 m ON
intervals along the channel (Figure 2).
• Cut longitudinal channel anchor slots 10 cm (4") deep
and 10 cm (4") wide along both sides of the installation
to bury edges of Pyramat® (Figure 3). Whenever
possible, extend mat 60-90 cm (2'-3') above crest of
channel side slopes.
Figure 1: Initial Anchor Trench (Channels)
5cm
1
• Beginning at the center of downstream end of the
channel, place the end of the first roll in the anchor
trench and secure with fastening devices at 30 cm (I')
intervals (Figure 1).
• In same manner, position adjacent rolls in anchor
trench, overlapping the preceding roll a minimum of
75 mm (3").
• Again, secure at 30 cm (1') intervals, backfill and
compact soil.
• Unroll Pyramat over the compacted trench. Stop at
next check slot or terminal anchor trench.
• Unroll adjacent rolls upstream in order to maintain a
75 mm (3") overlap and anchoring every 45 mm (18").
• Fold and secure all Pyramat rolls snugly into intermit-
tent check slots. Lay Pyramat in the bottom and fold
back against itself. Anchor through both layers of mat at
30 cm (1') intervals then backfill and compact soil
(Figure 2). Continue rolling Pyramat upstream over
the compacted slot to the next check slot or terminal
anchor trench.
• In low velocity channels (< 2.5 m/sec) excavated in
cohesive soils, an alternate method may he used: place
two rows of anchors on 15 cm (6") centers at 9.1 m (.30')
intervals in lieu o excavated check slots.
0 CM
(4") • Overlap roll ends a minimum of 30 cm (1') wi
1 upstream Pyramat on top. Begin all new roll
check slot. Anchor overlapped area by placing
of anchors, 30 cm (1') apart on 30 cm (1') int,
• Place outer edge of Pyramat in previously ex
longitudinal slots, anchor using prescribed staff
pattern, backfill and compact soil (Figure 3).
ij
i
in a
two rows
30 cm
(12")
1

Figure 2: Intermittent Check Slot (Channels)
Figure 3: Longitudinal Anchor Trench (Channels)
• Anchor, backfill and compact upstream end of Pyramat® ' .
in a 30 x 15 cm 02" x 6") terminal trench (Figure 4). -
• Secure Pyramat to ground surface using U-shaped wire °
staples (preferred), geotextile pins or wooden stakes. e
(See ground anchoring devices below.)
60-90
• Refer to anchor pattern guide below for appropriate F r
number and pattern of anchors. 1
° -• Seed and fill Pyramat with soil for enhanced 30 cm ° f 1.7
performance. (12") 12
• When using Pyramat with a geotextile underneath, o• 1 t. 0
always seed after installing mat, then fill with soil. O o ` 4?=: _ ; „ t-?? (1 • ? • ?„ ? ??. • , 4
.o
1X15 cm (6")-
Ground Anchorin Devices Figure 4: Terminal Anchor Trench (Slopes andChannels)
U-shaped wire staples, metal geotextile pins, triangular wooden or plastic stakes can be used to anchor Pyramat to the ground
surface. Wire staples should be a minimum of 4.3 mm (8 gauge). Metal pins should be at least 4.7 mm ('/16") diameter steel
with a 38 mm (1 '/z") steel washer at the head of the pin. Wire staples and metal pins should be driven flush to the soil surface.
Wooden stakes should be 75 x 38 mm (3" x 1 '/z") triangular wooden survey stakes. Approximately 50 mm (2") of wood
staking should remain above the soil surface. All anchors should be between 20-45 cm (8"-18") long and have sufficient ground
penetration to resist pullout. Longer anchors may be required for loose soils. Heavier metal stakes may be required in rocky soils.
Anchor Pattern Guide
The colored areas in the adjacent diagram provide anchor
recommendations based on slope gradient and/or antici-
pated flow conditions. When the correct number of
anchors has been determined, refer to the four illustrations
below to establish anchor pattern. All overlaps should be
anchored at a 45 em (18") frequency.
Increased anchoring may be required depending upon site
conditions. Soil filling immediately after installation will
decrease the recommended anchoring rate to the next
lowest pattern. Example: Soil filling of matting in high
velocity channels will reduce anchor pattern to 2 '12 / mz
(2 anchors/yd').
T
0.9 m (31) 0.9 m (3') 1.2 m
I (4')
1.8m ,1?0.9m(3') 1.8m 0.9m(3')-A
1.2 m
L (4')
T

1.2 ANCHORS/m2
(1 ANCHOR/yd')
A,
1.8 ANCHORS/m2
(11/2 ANCHORS/
d2) 2.5 AN
2 AN CHORS/m2
CHORS
d2 3 ANCHORS/m2
NCHO
1
S
2
y (
l ( /y
)
I I` I it I! ? (2
/2 A
R
/yd
)
1:1
Soil Filling I
• Pyramat© is designed to be filled with soil after instal-
lation. This maximizes performace of the product.
• After seeding, spread and lightly rake 12-19 mm
('/211-'/411) of fine topsoil into the Pyramat and
completely fill the voids. Use backside of rake or other
flat tool to ensure a smooth soil-filled surface.
• Smooth soil fill in order to just expose the top of
matrix. Do not place excessive soil above the mat.
• Broadcast additional seed and mulch above the
soil-filled Pyramat, if desired.
• If possible, water as necessary to enhance growth.
• Pyramat will withstand lightweight rubber-tired
construction equipment. No tracked equipment or
sharp turns should be made on the mat.
• Avoid any traffic over Pyramat if very loose or wet soil
conditions exist.
• Use shovels, rakes or brooms for fine grading and
finishing.
• CONSULT MANUFACTURER'S TECHNICAL
REPRESENTATIVE OR LOCAL DISTRIBUTOR FOR
INSTALLATION ASSISTANCE, PARTICULARLY IF
UNIQUE CONDITIONS APPLY (I.E. FINE SANDY
SOILS, INFERTILE ENVIRONMENTS).
SMART SOLUTIONS
Analyzing and solving civil and environmental problems is our
focus. We want to work with you on your next project.
FOR ADDITIONAL INFORMATION, PLEASE CALL:
Synthetic Industries, Inc.
Geosynthetic Products Division
4019 Industry Drive
Chattanooga, TN 37416 USA
Toll free in the USA: (800) FIX-SOIL or [phone]
Office: [phone] Fax: [phone]
Internet: www.fixsoil.com
Membership Affiliations Include:
Construction and Civil Engineering Group
• GEOTEX® woven and nonwoven geotextiles
• GEOTEX" structural soil reinforcement geotextiles and
geotextile tubes
• PAVE-DRY"' asphalt overlay fabrics
• LANDLOKQ9 turf reinforcement mats, erosion control blankets
and fiber roving systems
• BONTERRAO natural erosion control blankets
• PYRAMAT° high performance turf reinforcement mat
• GEOFIBERS,1' 3-dimensional soil reinforcement fibers
• FIBERMESFI' synthetic fibers for concrete reinforcement
• NOVOI steel fibers for concrete reinforcement
Call us or one of our many distributors today.
GEOSYNTHETIC RESEARCH INSTITUTE Distributed by:
OW INTERNATIONAL
EROSION CONTROL ASSOCIATION ??•? `'1•M+
?•:dllll?? ?li.l?•?
?.d
1AWmatiomigeoteVile wily
y9002 CEgr??'
401
11
t' AI-LAP
ai? Ja4 ?? SYNTHETIC INDUSTRIES
aQassG CMEM Geosynthetic Products Division
Seller makes no warranty, express or implied, concerning the product furnished hereunder other than at the time of delivery it shall be of the quality and specification stated herein.
Any implied warranty of fitness for a particular purpose is expressly excluded, and, to the extent that it is contrary to the foregoing sentence, any implied warranty of merchantability
is expressly excluded. Any recommendations made by Seller concerning the uses or applications of said product are believed reliable and Seller makes no warranty of results to be
obtained. If the product does not meet Synthetic Industries' current published specifications, and the customer gives notice to Synthetic Industries before installing the product, then
Synthetic Industries will replace the product without charge or refund the purchase price.
Pyramat® permanent erosion and reinforcement matrix is covered by U.S. Patents #5,567,087 and 5,616,399. Pyramat® is a registered trademark of Synthetic Industries, Inc.
© 1997 Synthetic Industries, Inc. Printed in USA
Geosynthelic Products Division 12/97-4M
GPD-PM-102
Stormwater Management Plan
For
Brandywine Subdivision
Prepared by:
Coulter Jewell Thames, PA
111 West Main Street
Durham, NC 27701
Ph: 919-682-0368
Fax: [phone]
CARO
C (e`J i
o
4
SEAL
• 27892 ?
s
G?cv /0??6?0 z
Stormwater Management Plan
Brandywine Subdivision
Durham, NC
September 2002
Brandywine Subdivision is a proposed development of 49 single family homes on a 32.23 acre
tract located off of Rose of Sharon Road in northern Durham County. The lots will range in size
from 10,000 square feet to 20,000 square feet. The development will have a maximum impervious
percentage less than 24%. 15.88 acres of the tract will be dedicated as open space. An intermittent
stream runs roughly along the western boundary of the tract, and another intermittent stream runs
along the northern boundary of the tract near Marywood Drive. The development will have a main
street that connects to Rose of Sharon Road and Marywood Drive and an internal loop street. The
main street will have to cross one of the intermittent streams in order to connect to Marywood
Drive.
All of the storm drainage within the site streets will discharge at a single point, labeled as FES #36.
Stormwater collected at the sag point over the existing steam will also be discharged at FES #36.
A 90' long level spreader will be constructed at FES #36. The level spreader is designed for the
runoff from a storm with an intensity of 1" of rainfall per hour. The area below the level spreader
will be reinforced with a turf reinforcing mat and vegetated. A vegetated bypass channel will be
constructed to convey stormwater discharges from storms with intensities greater than I" per hour.
The vegetated channel will be lined with pyramat turf reinforcing mat so that it may withstand the
high water velocities without erosion. The pyramat will be installed with an anchor pattern of 2
anchors per square yard.
A constructed wetland is proposed within the stream buffer below the discharge from FES #36.
The constructed wetland is designed to attenuate the peak runoff from the site for a I -year storm.
This requirement is part of the City of Durham's Neuse stormwater program. Since the proposed
development has less than 24% impervious surface, stormwater quality treatment is not required.
Therefore, the pond has not been designed to al I of the standards set forth for extended detention
wetlands in NCDENR's Stormwater Best Management Practices manual. The wetland will be
vegetated as shown on the planting plan on Engineer's Drawing C4.1.
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Level Spreader Bypass Channel
Worksheet for Trapezoidal Channel
Project Description
Project File s:\projects\0131 king\eng\project1.fm2
Worksheet level spreader bypass
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.100000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 3.00 ft
Discharge 35.30 cfs
Results
Depth 0.71 ft
Flow Area 3.64 ft2
Wetted Perimeter 7.49 ft
Top Width 7.26 ft
Critical Depth 1.13 ft
Critical Slope 0.0152 34 ft/ft
Velocity 9.69 ft/s
Velocity Head 1.46 ft
Specific Energy 2.17 ft
Froude Number 2.41
Flow is supercritical.
09/27/02 FlowMaster v5.15
03:52:08 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Peak Performance
.a- Performance of Pyramat® erosion matrix has been
extensively evaluated at two renowned hydraulics
testing laboratories in the western United States.
of
Ise Establishing a flow rate versus time continuum,
performance (see graph below) has been quantified
using vegetated and non-vegetated mattings versus
a nonreinforced vegetation and bare soil. These
studies identify the design window which provides
performance guidelines from time of installation,
o- transitioning to a mature vegetated condition for
salt the long-term design life of the project.
h,
:sed Maximum recommended permissible velocities and
he shear stresses for Pyramat are presented in the table
above. Vegetated, Pyramat will resist flow velocities
of up to 7.6 m/sec (25 ft/sec) at shear stresses up to
48.9 kg/mz (10 lb/O.
Additionally, the resistance of unvegetated Pyramat
to directly applied shear stresses was measured using a
specially designed flume. The Pyramat three-dimen-
sional structure resisted the maximum shear developed
at full-flume capacity with no deformation whatsoever.
Maximum shear stress developed was approximately
39.2 kg/mz (8 lb/ft') at a velocity of 6.1 m/sec
(20 ft/sec).
The graph below illustrates the enhanced performance
of Pyramat high performance turf reinforcement mat
above that of conventional Biotechnical Composites® and
natural vegetation.
u 4.s
0
rlJ.?
Z
r?
H
0 3.0
10 20
FLOW DURATION (hrs)
Based upon long-form (50 hour) Now data.
Includes erosion control blantutts, fiber roving systems, horauNUstraw mulches, at.
7
PYRAMAT" , MMUM PERMISSIBLE DESIGN VALUES
• t• t• t ?
VELOCITY
Vegetated 7.6 m/sec (25 ft/sec) 4.3 m/sec (14 ft/sec)
Unvegetated 6.1 m/sec(20f/sec) 3.0 m/sec (10 fUsec)
SHEAR STRESS
Vegetated 48.9 kg/m2 (10 Ib/ftz) 29.3 kg/m2 (6 Ib/ft')
Unvegetated 39.2 kg/M2 (8 Ib/ftz) 14.7 kg/m2 (3 Ib/it')
20
d
r~
0
J
10 z
CD
N
0
PyramatO nigh
performance TRM
(HPTRM) takes turf
reinforcement to
unprecedented levels.
I

LONG-TERM PERFORMANCE GUIDELINES*
Pyramat Installation Instructions
PYR11111181' Erosion Matrix
Ewlnmoppinq SoMbns.
Installation Guidelines
• Grade and compact area of installation.
• Prepare seedbed by loosening 50-75 mm (2"-3") of topsoil above final grade.
• Incorporate amendments such as lime and fertilizer into soil.
• Remove all rocks, clods, vegetation or other obstructions so that the
installed Pyramat® will have direct contact with soil surface.
• Do not mulch areas where mat is to be placed.
• Apply seed to the soil surface before installing Pyramat or after
installation for enhanced performance prior to soil filling (preferable).
• When seeding prior to Pyramat installation, all check slots and other
areas disturbed must also be reseeded.
• When soil filling, seed Pyramat and entire disturbed area after
installation, prior to filling mat with soil.
• Contact your local U.S. Natural Resource Conservation Service (NRCS)
Plant Materials Specialist or other resource for seed recommendations.
T® Placement: Banks and
• Extend Pyramat 60-90 cm (2'-3') over crest of slop
30 x 15 cm (12" x 6") terminal anchor trench (Figui
• Anchor Pyramat in trench on 30 cm (P) spacings,
compact soil.
and excavate a
4 on page 3).
ackfill and
oll Pyramat down slope.
:rlap adjacent rolls at least 75 mm (3") and anchor every 45 mm (18").
Pyramat loose to maintain direct contact with soil. (Do not pull
amat taut. This may allow bridging of soil surface.)
ire Pyramat to ground surface using U-shaped wire staples (preferred),
extile pins or wooden stakes. (See ground anchoring devices on page 3.)
,r to anchor pattern guide on page 3 for appropriate number and
ern of anchors.
.??. SYNTHETIC INDUSTRIES
i :' i :1X.'V.3ff' 1'l 1 1
PYRAMAT' Placement: Channels
• Excavate an initial anchor trench 30 cm (12") deep and
15 cm (6") wide across the channel at the lower end of
the project area (Figure 1).
• Excavate intermittent check slots 15 cm (6") deep
and 15 cm (6") wide across the channel at 9.1 m (30')
intervals along the channel (Figure 2).
• Cut longitudinal channel anchor slots 10 cm (4") deep
and 10 cm (4") wide along both sides of the installation
to bury edges of Pyramat® (Figure 3). Whenever
possible, extent{ mat 60-90 cm (2'-3') above crest of
channel side slopes.
DIRECTION OF
1
5 cm
(6")
1
0 cm
(4")
• Beginning at the center of downstream end of the
channel, place the end of the first roll in the anchor
trench and secure with fastening devices at 30 cm (I')
intervals (Figure 1).
• In same manner, position adjacent rolls in anchor
trench, overlapping the preceding roll a minimum of
75 mm (Y).
• Again, secure at 30 cm (1') intervals, backfill and
compact soil.
• Unroll Pyramat over the compacted trench. Stop at
next check slot or terminal anchor trench.
• Unroll adjacent rolls upstream in order to maintain a
75 mm (3") overlap and anchoring every 45 mm (18").
• Fold and secure all Pyramat rolls snugly into intermit-
tent check slots. Lay Pyramat in the bottom and fold
back against itself. Anchor through both layers of mat at
30 cm (1') intervals then backfill and compact soil
(Figure 2). Continue rolling Pyramat upstream over
the compacted slot to the next check slot or terminal
___L __ .___ _L
• In
two rows o
intervals it
• Overlap ro
upstream r
check slot.
of anchors,
• Place outet
longitudin:
pattern, ba
:ity channels (<
is, an alternate
anchors on 15 c
lieu of excavate
ends a minimu

0 cm (1') apart c
dge of Pyramat
slots, anchor ush
:fill and compact
.Fj

excavated in
y be used: place
:ers at 9.1 m (30')
(1') with
!w rolls in a
,)lacine two fuwt:
y excavated
staple
3).
1
!0 cm
(12")
Figure 1: Initial Anchor Trench (Channels)
Figure 2: Intermittent Check Slot (Channels)
Figure 3: Longitudinal Anchor Trench (Channels)
{ I
• Anchor, backfill and compact upstream end of Pyramat®
in a 30 x 15 cm (12" x 6") terminal trench (Figure 4).
• Secure Pyramat to ground surface using U-shaped wire
staples (preferred), geotextile pins or wooden stakes.
(See ground anchoring devices below.)
• Refer to anchor pattern guide below for appropriate
number and pattern of anchors.
• Seed and fill Pyramat with soil for enhanced
performance.
• When using Pyramat with a geotextile underneath,
always seed after installing mat, then fill with soil.
Ground Anchoring Devices
30 car
(12')
U-shaped wire staples, metal geotextile pins, triangular wooden or plastic stakes can be used to anchor Pyramat to the ground
surface. Wire staples should be a minimum of 4.3 mm (8 gauge). Metal pins should be at least 4.7 mm ('/iv'") diameter steel
with a 38 mm 0 '12") steel washer at the head of the pin. Wire staples and metal pins should be driven flush to the soil surface.
Wooden stakes should be 75 x 38 mm 0" x 1'/z") triangular wooden survey stakes. Approximately 50 mm (2") of wood
staking should remain above the soil surface. All anchors should be between 20-45 cm (81'-18") long and have sufficient ground
penetration to resist pullout. Longer anchors may be required for loose soils. Heavier metal stakes may be required in rocky soils.
Anchor Pattern Guide
The colored areas in the adjacent diagram provide anchor
recommendations based on slope gradient and/or antici-
pated flow conditions. When the correct number of
anchors has been determined, refer to the four illustrations
below to establish anchor pattern. All overlaps should be
anchored at a 45 cm (18") frequency.
Increased anchoring may be required depending upon site
conditions. Soil filling immediately after installation will
decrease the recommended anchoring rate to the next
lowest pattern. Example: Soil filling of matting in high
velocity channels will reduce anchor pattern to 2'/z/ mz
(2 anchors/ydz).

6,1
0.9 m (3')
I
?r0.9 m (31) #. f _. T
0.9 m (3') 1.2 m

1'6; (4')
-0.9 m (3')--1
t1.2 m
® 14'1
t t 1
t
A
1.2 ANCHORS/m2
(1 ANCHOR/yd2)
A.
1.8 ANCHORS/m2
(1 1/2 ANCHORS/yd2)
0.9 m
0.9 m
(1
3 ANCHORS/m2
(2 1/2 ANCHORS/yd2)
1:1
2:1
3:1
Soil Filling
? _'_ " ' " '_'_ - -i
• Pyramat° is designed to be filled with soil after instal-
lation. This maximizes performace of the product.
• Smooth soil fill in order to just expose the top of
matrix. Do not place excessive soil above the mat.
• After seeding, spread and lightly rake 12-19 mm
( t/2"-;/411 ) of fine topsoil into the Pyramat and
completely fill the voids. Use backside of rake or other
flat tool to ensure a smooth soil-filled surface.
• Pyramat will withstand lightweight rubber-tired
construction equipment. No tracked equipment or
sharp turns should be made on the mat.
• Avoid any traffic over Pyramat if very loose or wet soil
conditions exist.
• Use shovels, rakes or brooms for fine grading and
finishing.
• Broadcast additional seed and mulch above the
soil-filled Pyramat, if desired.
• If possible, water as necessary to enhance growth.
• CONSULT MANUFACTURER'S TECHNICAL
REPRESENTATIVE OR LOCAL DISTRIBUTOR FOR
INSTALLATION ASSISTANCE, PARTICULARLY IF
UNIQUE CONDITIONS APPLY (I.E. FINE SANDY
SOILS, INFERTILE ENVIRONMENTS).
SMART SOLUTIONS"
Analyzing and solving civil and environmental problems is our
focus. We want to work with you on your next project.
FOR ADDITIONAL INFORMATION, PLEASE CALL:
Synthetic Industries, Inc.
Geosynthetic Products Division
4019 Industry Drive
Chattanooga, TN 37416 USA
Toll free in the USA: (800) FIX-SOIL or [phone]
Office: [phone] Fax: [phone]
Internet: www.fixsoil.com
Membership Affiliations Include:
GEOSYNTHETIC RESEARCH INSTITUTE
@fC, INTERNATIONAL "•^^•?a
??j EROSION CONTROL ASSOCIATION ??? COyt

O+
,. INDUSTRINL FN°RICSASSOCNIION INiERNNTIONaI
?C.7`' Intemativrralk+eotwile.wilkty
Construction and Civil Engineering Group
• GEOTEXe woven and nonwoven geotextiles
• GEOTEX"' structural soil reinforcement geotextiles and
geotextile tubes
• PAVE-DRY"' asphalt overlay fabrics
• LANDLOKQ9 turf reinforcement mats, erosion control blankets
and fiber roving systems
• BONTERRA"' natural erosion control blankets
• PYRAMAT* high performance turf reinforcement mat
• GEOFIBERSI' 3-dimensional soil reinforcement fibers
• FIBERMESII* synthetic fibers for concrete reinforcement
• NOVOCONO steel fibers for concrete reinforcement
Call us or one of our many distributors today.
Distributed by:
002 cfgr?r
FA-1 _3 O
to
` T
_A? '&4'
iii 0011,1 GAI-LAP SYNTHETIC INDUSTRIES
Lea Class NMM= Geosynthetic Products Division
Seller makes no warranty, express or implied, concerning the product furnished hereunder other than at the time of delivery it shall be of the quality and specification stated herein.
Any implied warranty of fitness for a particular purpose is expressly excluded, and, to the extent that it is contrary to the foregoing sentence, any implied warranty of merchantability
is expressly excluded. Any recommendations made by Seller concerning the uses or applications of said product are believed reliable and Seller makes no warranty of results to be
obtained. If the product does not meet Synthetic Industries' current published specifications, and the customer gives notice to Synthetic Industries before installing the product, then
Synthetic Industries will replace the product without charge or refund the purchase price.
Pyramat° permanent erosion and reinforcement matrix is covered by U.S. Patents #5,567,087 and 5,616,399. Pyramat• is a registered trademark of Synthetic Industries, Inc.
© 1997 Synthetic Industries, Inc. Printed in USA
Geosynthetic Products Division 12/97-4M
GPD-PM-102
?0? W A r?RP
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October 17, 2002
Park City Developments
Attn: Mr. Lou Goetz
921 Morreene Road
Durham, NC 27705
[FAX] [phone]
DWQ Project No. 02-1151 (Pond)
Durham County
Page 1 of 2
Subject Property: Stormwater Pond, Brandywine Subdivision, Rose of Sharon Rd., Durham, NC
Unnamed tributary to Eno River [03-04-01, 27-2-(7), C NSW (Nutrient Sensitive)]
APPROVAL of 401 Water Quality Certification and Authorization Certificate per the Neuse River Buffer Protection
Rules (15A NCAC 213.0233) with ADDITIONAL CONDITIONS
Mr. Goetz:
You have our approval, in accordance with the attached conditions and those listed below, to impact 143 feet of
intermittent stream and 5,500 square feet of buffers to install the proposed stormwater management facility / constructed
wetland at the subject property as described in your application dated July 17, 2002 with revised plans dated October 11,
2002. After reviewing your application, we have determined that the stream impacts are covered by the Division of Water
Quality (DWQ) General Water Quality Certification Number 3362. This Certification allows you to use Nationwide Permit
Number 39 when issued by the US Army Corps of Engineers (USACE). This letter shall also act as your approved
Authorization Certificate for impacts to the protected riparian buffers as required under the Neuse River Buffer Protection
Rules (15A NCAC 2B .0233). In addition, you should get or otherwise comply with any other federal, state and local
requirements before you go ahead with your project including (but not limited to) erosion and sediment control regulations
and Neuse Buffer Rules (15A NCAC 26 .0233). Also, this approval will expire when the accompanying 404 permit expires
unless otherwise specified in the General Certification.
This approval is only valid for the purpose and design that you described in your revised application except as modified
below. If you change your project, you must notify us and you may be required to send us a new application. If the
property is sold, the new owner must be given a copy of this Certification and is thereby responsible for complying with all
conditions. If total fills for this project (now or in the future) exceed one acre of wetland or 150 feet of stream,
compensatory mitigation may be required as described in 15A NCAC 2H .0506 (h). If total impacts to the buffers exceed
150 feet or 1/3 acre then buffer mitigation will be required as described within 15A NCAC 213 .0233. For this approval to
be valid, you must follow the conditions listed in the DWQ General Water Quality Certification No. 3362, Neuse Buffer
Rule and any additional conditions listed below.
Conditions:
1. Stormwater Management Facility
Before any permanent building is occupied at the subject site, the facilities (as approved by this Office) shall be
constructed and operational, and the stormwater management plan (as approved by this Office) shall be
implemented. The structural stormwater practices (as approved by this Office) as well as drainage patterns must be
maintained in perpetuity. No changes to the structural stormwater practices shall be made without written
authorization from the Division of Water Quality.
Stormwater shall be directed to flow in a diffuse manner at non-erosive velocities through the filter strip / buffer prior to
entering the constructed wetland without re-concentrating. Periodic corrective action to restore diffuse flow shall be
taken if necessary to impede the formation of erosion gullies.
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/
Page 2 of 2
2. Certificate of Completion
Upon completion of all work approved within the 401 Water Quality Certification or applicable Buffer Rules, and any
subsequent modifications, the applicant is required to return the attached certificate of completion to the 401/Wetlands
Unit, North Carolina Division of Water Quality, 1650 Mail Service Center, Raleigh, NC, 27699-1650.
3. Deed Notifications
Deed notifications or similar mechanisms shall be placed on all retained jurisdictional wetlands, waters and protected
buffers in order to assure compliance for future wetland, water and buffer impact. These mechanisms shall be put in
place prior to impacting any wetlands, waters and/or buffers approved for impact under this Certification Approval and
Authorization Certificate.
If you do not accept any of the conditions of this certification, you may ask for an adjudicatory hearing. You must act
within 60 days of the date that you receive this letter. To ask for a hearing, send a written petition, which conforms to
Chapter 150B of the North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, NC 27699-6714. This certification and its conditions are final and binding unless you ask for a hearing.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water Act and the no
practical alternatives determination as required under the Neuse Buffer Rule (15A NCAC 2B .0233). If you have any
questions, please telephone Mr. Steve Mitchell [phone] or Mr. Bob Zarzecki at [phone].
Sincerely,
r
Klimek, P.E.
Q, Director
Attachment: Certificate of Completion
GC 3362
cc: Dr. J.H. Carter III, Dr. J.H. Carter and Associates, Inc., 515 Midland Road, Suite F, Southern Pines, NC 28387
Steven P. Bailey, Coulter Jewell Thames, 111 West Main Street, Durham, NC 27701
Steve Mitchell, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
Todd St. John, DWQ Wetlands/401 Unit
File copy
Central Files
DWQ021151
October 17, 2002
bz
-6
Coulter) Jewell I Thames-
III WI `:I MAIN :;IH11 I
0IIH11AM. NOH111 GAH01 INA J//01
1,91') 6H 2. 03 G8 191'.1 GHH 1',646
October 11, 2002
'1 odd St. John
Wetlands/401 Unit
Division of Water Quality
1650 Mail Service Center
Raleigh, NC 27699-1650
OCT 1 4W
Re: DWQ Project No. 02-1 151 (Pond)
Stormwater Pond, Brandywine Subdivision, Rose of Sharon Rd., Durham, NC.
Please find attached two copies of revised Engineers Drawing CD4.1 dated October 11, 2002. The
drawing has been revised to have a proposed ground slope of 25% below the level spreaders. The
drawing also now includes a structural level spreader outside of the zone 2 butter and a grass berm level
,.preader outside of zone 1. This level spreader design is in accordance with the design option for steep
slopes in the "Draft Level Spreader Options" by the North Carolina Division of Water Quality, dated
October 10, 2001. The slopes below both of the level spreaders will be vegetated with grass and
reinforced with a turf-reinforcing mat. The level spreader is designed to handle flow from a storm with
an intensity of 1" per hour. A reinforced vegetated bypass channel is provided to convey storms with an
i; tenshv greater than I" per hour.
Please review the material at you earliest convenience. Ifyeu nave any questions or need additional
information. please give me a call.
V; ; look forward to meeting with you or. AVcdn%.?;day, October 16, 2002.
Sincerely,
Coulter.lewell "Thames, P.A.
?
O'De?
Steven P. Bail.
Cc: Lou
Goetz, Park City Dcveloprrlents

E N G I N E E R I N G . P I A N N I N G . t A N D S C A P F A R C H I T E C T U R E
del
VJ A TS4
? r
1,3 1ii? 4
Draft Level Spreader Design Options Version 1.0
Michael F. Easley
Governor
William G. Ross, Jr., Secretary
Department of Environment and Natural Resources
Kerr T. Stevens
Division of Water Quality
October 10, 2001
Using Level Spreaders to Provide Diffuse Flow Through Buffers for Compliance with Riparian Area Protection Rules
Level spreaders are one means of providing diffuse flow through protected buffers. It is always preferable to not
concentrate stormwater initially and provide as many outfalls as possible. This can reduce or even eliminate the need for
engineered devices to provide diffuse flow. However, this is not feasible in many cases. Some buffer protection rules such
as the Neuse, Catawba, and Tar-Pamlico Riparian Area Protection Rules do not allow direct discharges of stormwater
through the protected buffers. However, it is "allowable" with written approval from the DWQ to provide best management
practices (BMPs) that remove the nutrients or pollutants in question in order to discharge directly through the buffer.
These measures could include the use of the buffer itself as a forested filter strip, for instance, to remove the desired
substances. In addition to providing diffuse flow, level spreaders can be used to distribute flow into filter strips.
There are certain criteria that apply to every design that utilizes level spreaders to provide diffuse flow:
1) The entire system must safely pass a 10 year storm event without failing or causing erosion, gullies or rills.
2) The design of the level spreader must take into consideration site specific conditions such as topography, vegetative
cover, soil and other geologic conditions. If diffused flow is not attainable based on site conditions they should not be
used. (i.e. the slope of the natural ground away from or parallel to the level spreader should be relatively smooth in
the direction toward the stream so that the flow will not reconcentrate.)
3) Level spreaders should have a minimum length of ten feet and an absolute, maximum length of 300 feet.
4) It is always easier to keep flow distributed than to redistribute it after collection.
5) The type and amount of vegetative ground cover must also be considered.
6) Level spreaders must be level.
Level Spreader Design Options:
Conventional level spreader design option where entire discharge is passed through the level spreader with
no bypass conveyance for larger storms:
• For grass or thick ground cover vegetation:
i)13 feet of level spreader for every 1 cfs flow (Based on Q10 discharge)
ii) maximum length of 300 feet per level spreader
iii) Slopes of 8% or less from level spreader to top of stream bank
• For forested areas with little or no ground cover vegetation:
i) 100 feet of level spreader for every 1 cfs flow (Based on Q10 discharge)
ii) maximum length of 300 feet per level spreader
iii) slopes of 6% or less from level spreader to top of stream bank
Another conventional level spreader design technique that can be used to accommodate steeper slopes where grading is
allowed or exempt in zone 2 of protected buffers is to provide level spreaders in series as follows:
• Can be used on slopes of up to 15% for forested areas and 25% for grass or thick ground cover
• Structural level spreader just outside of zone 2 followed by a grassed berm level spreader just outside of zone 1
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), hito://h2o.enr.state.nc.us/ncwetlands/
r
Page 2 of 2
• Maximum Q10 discharge of 1 cfs per 100 feet of level spreader for forested areas and 1 cfs per 13 feet of level
spreader for grass or thick ground cover
In some instances, because of topography, the size and imperviousness of the drainage area, or other site constraints,
conventional level spreader designs are not appropriate. However, there are alternative designs, like the ones listed
below, that would allow a level spreader to function properly by bypassing the larger discharge events. This is based on
the assumption used in designing most water quality BMPs that the "first flush" of stormwater discharge contains the
most substances of concern. These other alternatives are "allowable (require written approval from DWQ)" for protected
buffers in the Neuse, Tar-Pamlico and Catawba basins, but would not be allowable in protected buffers of the Randleman
watershed.
Level spreader with bypass for larger drainage areas that require 85% TSS removal or where lateral constraints limit the
level spreader length severely:
• Dry detention basin designed per NCDENR Stormwater BMP Manual* sized to detain 1" rain and release it over 2-5
days* through a level spreader.
• Level spreader length based on the maximum release rate discharge
• Discharges from greater than a 1" rain can be bypassed via an appropriate conveyance such as a grassed swale (rip
rap fined ditch or pipe may be used if necessary)
• Maximum discharge of 1 cfs per 100 feet of level spreader for forested areas and 1 cfs per 13 feet of level spreader
for grass or thick ground cover
*(in order to meet 85% TSS Removal criteria)
Another bypass alternative can be used that would not be considered to remove 85% TSS:
• Detention basin such as a type B silt basin preceding the level spreader
• Level spreader length based on the 1" per. hour intensity storm
• A system designed to bypass the greater than 1" in per hour intensity storm through an appropriate conveyance such
as a grassed swale (rip rap lined ditch or pipe may be used if necessary)
• Maximum discharge of 1 cfs per 100 feet of level spreader for forested areas and 1 cfs per 13 feet of level spreader
for grass or thick ground cover
Yet another design that can be used in very specific areas with virtually flat slopes is a Preformed Scour Hole with a Level
Spreader Apron (typical detail attached):
• Discharge area must have virtually flat slopes such as those in flood plains or wetlands
• Must be located outside of zone 2
• B = 3 x discharge pipe size for pipes of either 15 or 18 inches B= base width (see detail)
• Maximum allowable discharge (Q10) of 6 cfs for a 15 inch pipe and 10 cfs for an 18 inch pipe
• Minimum apron width of 4 feet.
Any of the above options will be considered acceptable if designed in accordance with the outlined criteria. Please keep in
mind that some of the above practices may still require written approval, for instance when a direct bypass discharge is
proposed through a protected buffer in the Neuse or Tar-Pamlico River Basin.
Stormwater Management Plan
For
Brandywine Subdivision
Prepared by:
Coulter Jewell Thames, PA
111 West Main Street
Durham, NC 27701
Ph: 919-682-0368
Fax: [phone]
Stormwater Management Plan
Brandywine Subdivision
Durham, NC
September 2002
Brandywine Subdivision is a proposed development of 49 single family homes on a 32.23 acre
tract located off of Rose of Sharon Road in northern Durham County. The lots will range in size
from 10,000 square feet to 20,000 square feet. The development will have a maximum impervious
percentage less than 24%. 15.88 acres of the tract will be dedicated as open space. An intermittent
stream runs roughly along the western boundary of the tract, and another intermittent stream runs
along the northern boundary of the tract near Marywood Drive. The development will have a main
street that connects to Rose of Sharon Road and Marywood Drive and an internal loop street. The
main street will have to cross one of the intermittent streams in order to connect to Marywood
Drive.
All of the storm drainage within the site streets will discharge at a single point, labeled as FES #36.
Stormwater collected at the sag point over the existing steam will also be discharged at FES #36.
A 90' long level spreader will be constructed at FES #36. The level spreader is designed for the
runoff from a storm with an intensity of 1" of rainfall per hour. The area below the level spreader
will be reinforced with a turf reinforcing mat and vegetated. A vegetated bypass channel will be
constructed to convey stormwater discharges from storms with intensities greater than 1" per hour.
The vegetated channel will be lined with pyramat.turfreinforcing mat so that it may withstand the
high water velocities without erosion. The pyramat will be installed with an anchor pattern of 2
anchors per square yard.
A constructed wetland is proposed within the stream buffer below the discharge from FES #36.
The constructed wetland is designed to attenuate the peak runoff from the site for a 1-year storm.
This requirement is part of the City of Durham's Neuse stormwater program. Since the proposed
development has less than 24% impervious surface, stormwater quality treatment is not required.
Therefore, the pond has not been designed to all of the standards set forth for extended detention
wetlands in NCDENR's Stormwater Best Management Practices manual. The wetland will be
vegetated as shown on the planting plan on Engineer's Drawing C4.1.
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Y, 71 lec
Level Spreader Bypass Channel
Worksheet for Trapezoidal Channel
Project Description
Project File s:\projects\0131 king\eng\project1.fm2
Worksheet level spreader bypass
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.100000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 3.00 ft
Discharge 35.30 cfs
Results
Depth 0.71 ft
Flow Area 3.64 ft2
Wetted Perimeter 7.49 ft
Top Width 7.26 ft
Critical Depth 1.13 ft
Critical Slope 0.015234 ft/ft
Velocity 9.69 ft/s
Velocity Head 1.46 ft
Specific Energy 2.17 ft
Froude Number 2.41
Flow is supercritical.
09/27/02 FlowMaster v5.15
03:52:08 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Peak Performance
Performance of Pyramat" erosion matrix has been
extensively evaluated at two renowned hydraulics
testing laboratories in the western United States.
Establishing a flow rate versus time continuum,
performance (see graph below) has been quantified
using vegetated and non-vegetated mattings versus
nonreinforced vegetation and bare soil. These
studies identify the design window which provides
performance guidelines from time of installation,
transitioning to a mature vegetated condition for
the long-term design life of the project.
Maximum recommended permissible velocities and
shear stresses for Pyramat are presented in the table
above. Vegetated, Pyramat will resist flow velocities
of up to 7.6 m/sec (25 ft/sec) at shear stresses up to
48.9 kg/mz (10 lb/ftz).
Additionally, the resistance of unvegetated Pyramat
to directly applied shear stresses was measured using a
specially designed flume. The Pyramat three-dimen-
sional structure resisted the maximum shear developed
at full-flume capacity with no deformation whatsoever.
Maximum shear stress developed was approximately
39.2 kg/mz (8 lb/ftz) at a velocity of 6.1 m/sec
(20 ft/sec).
The graph below illustrates the enhanced performance
of Pyramat high performance turf reinforcement mat
above that of conventional Biotechnical Composites" and
natural vegetation.
5.0
N
v 4.5
0
J
z
co
W
0 3.0
LONG-TERM PERFORMANCEI

PYRAMAT®
20
IN
V
U
0
J
10 i
[A
0

High velocity hydraulic flume testing.

Pyramat® high
performance TRM
(HPTRM) takes turf
reinforcement to
unprecedented levels.
t
I t ? _6

1 2 5 10 20 50
FLOW DURATION (hrs)
Based upon long-term (50 hour) Bow data.
Includes erosion control blankets, fiber roving systems, hydroulk/straw mulches, etc.
Pyramat Installation Instructions
i

F
E ?c 3r `?
r
I
i
t

Erosion Matrix
Earthstoppinrq Solutions.
Installation Guid elines
Site Preparation
• Grade and compact area of installation.
• Prepare seedbed by loosening 50-75 nun (2"-3") of topsoil above final grade.
• Incorporate amendments such as lime and fertilizer into soil.
• Remove all rocks, clods, vegetation or other obstructions so that the
installed Pyramat° will have direct contact with soil surface.
• Do not mulch areas where mat is to be placed.
Seeding
• Apply seed to the soil surface before installing Pyramat or after
installation for enhanced performance prior to soil filling (preferable).
• When seeding prior to Pyramat installation, all check slots and other
areas disturbed must also be reseeded.
• When soil filling, seed Pyramat and entire disturbed area after
installation, prior to filling mat with soil.
• Contact your local U.S. Natural Resource Conservation Service (NRCS)
Plant Materials Specialist or other resource for seed recommendations.
PYRAMAT® Placement: Banks and Slopes
• Extend Pyramat 60-90 cm (2'-3') over crest of slope and excavate a
30 x 15 cm (12" x 6") terminal anchor trench (Figure 4 on page 3).
• Anchor Pyramat in trench on 30 cm (1') spacings, backfill and
compact soil.
• Unroll Pyramat down slope.
• Overlap adjacent rolls at least 75 mm (3") and anchor every 45 mm (18").
• Lay Pyramat loose to maintain direct contact with soil. (Do not pull
Pyramat taut. This may allow bridging of soil surface.)
• Secure Pyramat to ground surface using U-shaped wire staples (preferred),
geotextile pins or wooden stakes. (See ground anchoring devices on page 3.)
• Refer to anchor pattern guide on page 3 for appropriate number and
pattern of anchors.
°?, ,- SYNTHETIC INDUSTRIES
PYRAMAT° Placement: Channels
• Excavate an initial anchor trench 30 cm (12") deep and
15 cm (6") wide across the channel at the lower end of
the project area (Figure 1).
• Excavate intermittent check slots 15 cm (6") deep
and 15 cm (6") wide across the channel at 9.1 m ON
intervals along the channel (Figure 2).
• Cut longitudinal channel anchor slots 10 cm R') deep
and 10 cm (41 wide along both sides of the installation
to bury edges of Pyramat® (Figure 3). Whenever
possible, extend mat 60-90 cm (2'-3') above crest of
channel side slopes.
DIRECTION OF FLOW --?
5cm
(6")
1
10 cm
(4")
1
DIRECTION OF FLOW --?
• Beginning at the center of downstream end of the
channel, place the end of the first roll in the anchor
trench and secure with fastening devices at 30 cm (P)
intervals (Figure 1).
• In same manner, position adjacent rolls in anchor
trench, overlapping the preceding roll a minimum of
75 mm (3").
• Again, secure at 30 cm (1') intervals, backfill and
compact soil.
• Unroll Pyramat over the compacted trench. Stop at
next check slot or terminal anchor trench.
• Unroll adjacent rolls upstream in order to maintain a
75 mm (3") overlap and anchoring every 45 mm (18").
• Fold and secure all Pyramat rolls snugly into intermit-
tent check slots. Lay Pyramat in the bottom and fold
back against itself. Anchor through both layers of mat at
30 cm (11) intervals then backfill and compact soil
(Figure 2). Continue rolling Pyramat upstream over
the compacted slot to the next check slot or terminal
anchor trench.
• In low velocity channels (< 2.5 m/sec) excavated in
cohesive soils, an alternate method may be used: place
two rows of anchors on 15 cm (6") centers at 9.1 m (30')
intervals in lieu of excavated check slots.
• Overlap roll ends a minimum of 30 cm (1') with
upstream Pyramat on top. Begin all new rolls in a
check slot. Anchor overlapped area by placing two rows
of anchors, 30 cm (1') apart on 30 cm (1') intervals.
• Place outer edge of Pyramat in previously excavated
longitudinal slots, anchor using prescribed staple
pattern, backfill and compact soil (Figure 3).
30 cm
(12")
Figure is Initial Anchor Trench (Channels)
Figure 2. Intermittent Check Slot (Channels)
Figure 3: Longitudinal Anchor Trench (Channels)
• Anchor, backfill and compact upstream end of Pyramat®
in a 30 x 15 cm (12" x 6") terminal trench (Figure 4).
• Secure Pyramat to ground surface using U-shaped wire
staples (preferred), geotextile pins or wooden stakes.
(See ground anchoring devices below.)
• Refer to anchor pattern guide below for appropriate
number and pattern of anchors.
• Seed and fill Pyramat with soil for enhanced
performance.
• When using Pyramat with a geotextile underneath,
always seed after installing mat, then fill with soil.
Ground Anchoring Devices
1
30 cm
(12")
1
U-shaped wire staples, metal geotextile pins, triangular wooden or plastic stakes can be used to anchor Pyramat to the ground
surface. Wire staples should be a minimum of 4.3 mm (8 gauge). Metal pins should be at least 4.7 mm (}/ie") diameter steel
with a 38 mm (1 '12") steel washer at the head of the pin. Wire staples and metal pins should be driven flush to the soil surface.
Wooden stakes should be 75 x 38 mm (3" x 1 '/z") triangular wooden survey stakes. Approximately 50 min (2") of wood
staking should remain above the soil surface. All anchors should be between 20-45 cm (8"-18") long and have sufficient ground
penetration to resist pullout. Longer anchors may be required for loose soils. Heavier metal stakes may be required in rocky soils.
Anchor Pattern Guide ?
The colored areas in the adjacent diagram provide anchor
recommendations based on slope gradient and/or antici-
pated flow conditions. When the correct number of
anchors has been determined, refer to the four illustrations
below to establish anchor pattern. All overlaps should be
anchored at a 45 cm (18") frequency.
Increased anchoring may be required depending upon site
conditions. Soil filling immediately after installation will
decrease the recommended anchoring rate to the next
lowest pattern. Example: Soil filling of matting in high
velocity channels will reduce anchor pattern to 2'/z/ mz
(2 anchors/yd').
0.9 m (3')
11M 0.9 m
(6)
1..
?Y
0.9 m (3')
1.6 m

' `;)!li a ;11,1 P{;Et
sl
18 p1yCHOR
1.2 ANCHORSIm
1.2 m
(4?) z
1.2 m
(4') H
1
1.2 ANCHORS/ml 1.8 ANCHORS/in' 2.5 ANCHORS/mz
(1 ANCHOR/yd') (1 1/2 ANCHORS/y fl (2 ANCHORStyd2)
2:1
oRSlya1? 3:1
m2 l? `Iz pNCN
MODERATE
SLOPES
_ (1 ANCHOR/ydz)
0.9 m 1
(3')
# i
0.9 M
?i
3 ANCHORS/mz
(2 11z ANCHORS/yd2)
Figure 4: Terminal Anchor Trench (Slopes and Channels)
Soil Filling j
• Pyramat° is designed to be filled with soil after instal-
lation. This maximizes performace of the product.
• Smooth soil fill in order to just expose the top of
matrix. Do not place excessive soil above the mat.
• After seeding, spread and lightly rake 12-19 mm
('12"-314") of fine topsoil into the Pyramat and
completely fill the voids. Use backside of rake or other
flat tool to ensure a smooth soil-filled surface.
• Pyramat will withstand lightweight rubber-tired
construction equipment. No tracked equipment or
sharp turns should be made on the mat.
• Avoid any traffic over Pyramat if very loose or wet soil
conditions exist.
• Use shovels, rakes or brooms for fine grading and
finishing.
• Broadcast additional seed and mulch above the
soil-filled Pyramat, if desired.
• If possible, water as necessary to enhance growth.
• CONSULT MANUFACTURER'S TECHNICAL
REPRESENTATIVE OR LOCAL DISTRIBUTOR FOR
INSTALLATION ASSISTANCE, PARTICULARLY IF
UNIQUE CONDITIONS APPLY (LE. FINE SANDY
SOILS, INFERTILE ENVIRONMENTS).
.
SMART SOLUTIONS® j
Analyzing and solving civil and environmental problems is our
focus. We want to work with you on your next project.
FOR ADDITIONAL INFORMATION, PLEASE CALL:
Synthetic Industries, Inc.
Geosynthetic Products Division
4019 Industry Drive
Chattanooga, TN 37416 USA
Toll free in the USA: (800) FIX-SOIL or [phone]
Office: [phone] Fax: [phone]
Internet: www.fixsoil.cora
Membership Affiliations Include:
GEOSYNTHETIC RESEARCH INSTITUTE
/INTERNATIONAL
y EROSION CONTROL ASSOCIATION y Co*,,
??I?IIU N4!,'g
e?
f?BNiC.41S40CN1?ON MIEPH?i?p?nL •IOPIG
i& Intematonalgotexlr/e.Kx•u7}
Construction and Civil Engineering Group
• GEOTEX14 woven and nonwoven geotextiles
• GEOTEX' structural soil reinforcement geotextiles and
geotextile tubes
• PAVE-DRY" asphalt overlay fabrics
• LANDLOK® turf reinforcement mats, erosion control blankets
and fiber roving systems
• BONTERRAW natural erosion control blankets
• PYRAMA7 high performance turf reinforcement mat
• GEOFIBERS(' 3-dimensional soil reinforcement fibers
• FIBERMESHQ9 synthetic fibers for concrete reinforcement
• NOVOCON' steel fibers for concrete reinforcement
Call us or one of our many distributors today.
Distributed by:
? oos crgf?F
auoi GAI-LAP
SYNTHETIC INDUSTRIES
a n?aClass O°
Geosynthetic Products Division
Seller makes no warranty, express or implied, concerning the product furnished hereunder other than at the time of delivery it shall be of the quality and specification stated herein.
Any implied warranty of fitness for a particular purpose is expressly excluded, and, to the extent that it is contrary to the foregoing sentence, any implied warranty of merchantability
is expressly excluded. Any recommendations made by Seller concerning the uses or applications of said product are believed reliable and Seller makes no warranty of results to be
obtained. If the product does not meet Synthetic Industries' current published specifications, and the customer gives notice to Synthetic Industries before installing the product, then
Synthetic Industries will replace the product without charge or refund the purchase price.
Pyramat® permanent erosion and reinforcement matrix is covered by U.S. Patents 115,567,087 and 5,616,399. Pyramat° is a registered trademark of Synthetic Industries, Inc.
© 1997 Synthetic Industries, Inc. Printed in USA
Geosynthetic Products Division 12/97-41A
GPD-PM-102
0 Coulters Jewell I Thames-
III WI ST MAIN SIHFI-I
I70HIIAM. NOHIH CAHOI INA 777671
1,1119 1187 0368 f919 688 6646
I I 11 I I I I I I, I 1 11 /.
September 30, 2002
John Dorney
Wetlands/401 Unit
Division of Water Quality
1650 Mail Service Center
Raleigh, NC 27699-1650
Re: DWQProjectNo.02-1151 (Pond)
Stormwater Pond, Brandywine Subdivision, Rose of Sharon Rd., Durham, NC
This correspondence is to address issues concerning the above referenced project outlined in a letter from
your office dated September 13, 2002. The issues are addressed as follows:
I . Please see the attached drawings for revisions made to the project's storm drainage. Storm water
from the road sag point (inlets 40 and 41) is no longer dropped directly into the culvert. It is now
piped back to another storm system and discharged through the stream buffer at FES 936. A level
spreader has been added a FES 1/36 to allow sheet flow through the buffer. The level spreader is
designed to handle the flow From it storm with an intensity of' I" per hour. The slopes receiving
discharge from the level spreader will be reinforced with a turf-reinforcing mat and vegetated. A
reinforced vegetated channel has been provided to convey storms with an intensity greater than I"
per hour. Please refer to the attached plans and stormwater management plan for more details.
2. The storm water pond has been revised to be a constructed wetland. The purpose of the structure is
to attenuate the runoff from the I -year storm event, a requirement of the City of Durham's Neese
stormwater program. The developer is not required to provide water quality treatment as the total
impervious surface percentage for the project is less than 24%; therefore, the constructed wetland
area has not been designed to the standards outlined in the NCDENR Stormwater Best Management
Practices manual. A planting plan for the wetland has been included on sheet CD4.1.
3. Coulter Jewell Thames has issued it separate response to the request for information on the road
connection to Marywood Drive.
Please review the attached material at your earliest convenience. If you have any questions about this
project are need additional information, please feel free to give me a call.
We look lorward to a favorable response.
Sincerely,
Coulter' Jcwell Thames, P.A.
0Z O ??O
Steven
P. l3
aCc: Steve Mitchell, DWQ - Raleigh Regional Officc
Lou GOCtZ
Danny Berini
Jay Carter
E N G I N F E R I N G . P I A N N I N G . L A N D S C A P E A R C H I T E C T U R E
Stormwater Management Plan
For
Brandywine Subdivision
Prepared by:
Coulter Jewell Thames, PA
111 West Main Street
Durham, NC 27701
Ph: 919-682-0368
Fax: [phone]
Stormwater Management Plan
Brandywine Subdivision
Durham, NC
September 2002
Brandywine Subdivision is a proposed development of 49 single family homes on a 32.23 acre
tract located off of Rose of Sharon Road in northern Durham County. The lots will range in size
from 10,000 square feet to 20,000 square feet. The development will have a maximum impervious
percentage less than 24%. 15.88 acres of the tract will be dedicated as open space. An intermittent
stream runs roughly along the western boundary of the tract, and another intermittent stream runs
along the northern boundary of the tract near Marywood Drive. The development will have a main
street that connects to Rose of Sharon Road and Marywood Drive and an internal loop street. The
main street will have to cross one of the intermittent streams in order to connect to Marywood
Drive.
All of the storm drainage within the site streets will discharge at a single point, labeled as FES #36.
Stormwater collected at the sag point over the existing steam will also be discharged at FES #36.
A 90' long level spreader will be constructed at FES #36. The level spreader is designed for the
runoff from a storm with an intensity of 1" of rainfall per hour. The area below the level spreader
will be reinforced with a turf reinforcing mat and vegetated. A vegetated bypass channel will be
constructed to convey stormwater discharges from storms with intensities greater than 1" per hour.
The vegetated channel will be lined with pyramat turf reinforcing mat so that it may withstand the
high water velocities without erosion. The pyramat will be installed with an anchor pattern of 2
anchors per square yard.
A constructed wetland is proposed within the stream buffer below the discharge from FES #36.
The constructed wetland is designed to attenuate the peak runoff from the site for a I-year storm.
This requirement is part of the City of Durham's Neuse stormwater program. Since the proposed
development has less than 24% impervious surface, stormwater quality treatment is not required.
Therefore, the pond has not been designed to all of the standards set forth for extended detention
wetlands in NCDENR's Stormwater Best Management Practices manual. The wetland will be
vegetated as shown on the planting plan on Engineer's Drawing C4.1.
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Level Spreader Bypass Channel
Worksheet for Trapezoidal Channel
Project Description
Project File s:\projects\0131 king\eng\project1.fm2
Worksheet level spreader bypass
Flow Element Trapezoidal Channel
Method Manning's Formula
Solve For Channel Depth
Input Data
Mannings Coefficient 0.030
Channel Slope 0.100000 ft/ft
Left Side Slope 3.000000 H : V
Right Side Slope 3.000000 H : V
Bottom Width 3.00 ft
Discharge 35.30 cfs
Results
Depth 0.71 ft
Flow Area 3.64 ftZ
Wetted Perimeter 7.49 ft
Top Width 7.26 ft
Critical Depth 1.13 ft
Critical Slope 0.015234 ft/ft
Velocity 9.69 ft/s
Velocity Head 1.46 ft
Specific Energy 2.17 ft
Froude Number 2.41
Flow is supercritical.
09/27/02 FlowMaster v5.15
03:52:08 PM Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 [phone] Page 1 of 1
Peak Performance
a- Performance of Pyramatm erosion matrix has been
extensively evaluated at two renowned hydraulics
testing laboratories in the western United States.
of
Ise
a
o-
salt
h,
,sed
he
Establishing a flow rate versus time continuum,
performance (see graph below) has been quantified
using vegetated and non-vegetated mattings versus
nonreinforced vegetation and bare soil. These
studies identify the design window which provides
performance guidelines from time of installation,
transitioning to a mature vegetated condition for
the long-term design life of the project.
Maximum recommended permissible velocities and
shear stresses for Pyramat are presented in the table
above. Vegetated, Pyramat will resist flow velocities
of up to 7.6 m/sec (25 ft/sec) at shear stresses up to
48.9 kg/m2 (10 lb/ft2).
Additionally, the resistance of unvegetated Pyramat
to directly applied shear stresses was measured using a
specially designed flume. The Pyramat three-dimen-
sional structure resisted the maximum shear developed
at full-flume capacity with no deformation whatsoever.
Maximum shear stress developed was approximately
39.2 kg/m2 (8 lb/ft2) at a velocity of 6.1 m/sec
(20 ft/sec).
The graph below illustrates the enhanced performance
of Pyramat high performance turf reinforcement mat
above that of conventional Biotechnical Composites® and
natural vegetation.
7.5

i\
L
High velocity hydraulic flume testing.
20
6.0
r_
4.5
O
J
W
C7
N
0 3.0
1.5
2 5 10 20
FLOW DURATION (hrs)
Based upon long-term (50 hour) flow data.
Includes erosion control blankets, fiber roving systems, hydrauliclstraw mulches, etc.
7
PYRAMAT® MAXIMUM PERMISSIBLE DESIGN VALUES

VELOCITY
Vegetated 7.6 m/sec (25 It/sec) 4.3 m/sec (14 It/sec)
Unvegetated 6.1 m/sec (20 Mee) 3.0 m/sec(10 Wsec)
SHEAR STRESS
Vegetated 48.9 kg/m2 (10 Ib/ft2) 29.3 kg/m2 (6 Ib/ft2)
Unvegetated 39.2 kg/m2 (8 lb/ft') 14.7 kg/m2 (3 Ib/ft2)

O
O
J
W
10
c7
!n
v
Pyramato high
performance TRM
(HPTRM) takes turf
reinforcement to
unprecedented levels.
LONG-TERM PERFORMANCE GUIDELINES'
Pyramat Installation Instructions
Pyrall1111111'Erosion
EArthstopping Solutions.
Installation Guidelines
Matrix
• Grade and compact area of installation.
• Prepare seedbed by loosening 50-75 mm (2"-3") of topsoil above final grade.
• Incorporate amendments such as lime and fertilizer into soil.
• Remove all rocks, clods, vegetation or other obstructions so that the
installed Pyramat® will have direct contact with soil surface.
• Do not mulch areas where mat is to be placed.
-Seeding]
• Apply seed to the soil surface before
installation for enhanced performan
• When seeding prior to Pyramat ins
areas disturbed must also be reseede<
• When soil filling, seed Pyramat an
installation, prior to filling mat with
• Contact your local U.S. Natural Re,
Plant Materials Specialist or other n
ig Pyramat or after
to soil filling (preferable).
a, all check slots and other
disturbed area after
,onservation Service (NRCS)
for seed recommendations.
T® Placement: Banks and
• Extend Pyramat 60-90 cm (2'-3') over crest of slope and excavate a
30 x 15 cm (12" x 6") terminal anchor trench (Figure 4 on page 3).
• Anchor Pyramat in trench on 30 cm (P) spacings, backfill and
compact soil.
• Unroll Pyramat down slope.
• Overlap adjacent rolls at least 75 men (311) and anchor every 45 mm (18").
• Lay Pyramat loose to maintain direct contact with soil. (Do not pull
Pyramat taut. This may allow bridging of soil surface.)
• Secure Pyramat to ground surface using U-shaped wire staples (preferred),
geotextile pins or wooden stakes. (See ground anchoring devices on page 3.)
• Refer to anchor pattern guide on page 3 for appropriate number and
pattern of anchors.
SYNTHETIC INDUSTRIES
&Jro
P• Excavate an initial anchor trench 30 cm (12") deep and
15 cm (6") wide across the channel at the lower end of
the project area (Figure 1).
• Excavate intermittent check slots 15 cm (6") deep
and 15 cm (6") wide across the channel at 9.1 m (30')
intervals along the channel (Figure 2).
• Cut longitudinal channel anchor slots 10 cm (4") deep
and 10 cm (41 wide along both sides of the installation
to bury edges of Pyramat® (Figure 3). Whenever
possible, extend mat 60-90 cm (2'-3') above crest of
channel side slopes.
Figure 1: Initial Anchor Trench (Channels)
1
5 cm
(6"1
1
30 cm
(12")
1
• Beginning at the center of downstream end of the
channel, place the end of the first roll in the anchor
trench and secure with fastening devices at 30 cm (1')
intervals (Figure 1).
• In same manner, position adjacent rolls in anchor
trench, overlapping the preceding roll a minimum of
75 mm (3").
• Again, secure at 30 cm (1') intervals, backfill and
compact soil.
• Unroll Pyramat over the compacted trench. Stop at
next check slot or terminal anchor trench.
• Unroll adjacent rolls upstream in order to maintain a
75 mm (3") overlap and anchoring every 45 mm (18").
• Fold and secure all Pyramat rolls snugly into intermit-
tent check slots. Lay Pyramat in the bottom and fold
back against itself. Anchor through both layers of mat at
30 cm (1') intervals then backfill and compact soil
(Figure 2). Continue rolling Pyramat upstream over
the compacted slot to the next check slot or terminal
• In
velocity channels (< 2.5 m/s
ie soils, an alternate method
xs of anchors on 15 cm (6"),
1s in lieu of excavated check
excavated in
y be used: place
ters at 9.1 m (30')
ocm
(4") • Overlap roll ends a minimum of 30
cnecK slot. HnCnOr overlapped area
of anchors, 30 cm (1') apart on 30 c
Place outer edge of Pyramat in pre
longitudinal slots, anchor using pre,,
pattern, backfill and compact soil (1

i (1') with
iew rolls in a
placing two rows
(11) intervals.
c)usly excavated
ibed staple
Lire 3).
Figure 2: Intermittent Check Slot (Channels)
Figure 3: Longitudinal Anchor Trench (Channels)
• Anchor, backfill and compact upstream end of Pyramat®
in a 30 x 15 cm (12" x 6") terminal trench (Figure 4).
• Secure Pyramat to ground surface using U-shaped wire
staples (preferred), geotextile pins or wooden stakes.
(See ground anchoring devices below.)
• Refer to anchor pattern guide below for appropriate
number and pattern of anchors.
• Seed and fill Pyramat with soil for enhanced
performance.
• When using Pyramat with a geotextile underneath,
always seed after installing mat, then fill with soil.
Ground Anchori
U-shaped wire staples, metal geotextile pins, triangu
surface. Wire staples should be a minimum of 4.3 mr
with a 38 mm (1 '/z") steel washer at the head of the
Wooden stakes should be 75 x 38 mm (3" x 1 '/z") tr
staking should remain above the soil surface. All anc
penetration to resist pullout. Longer anchors may be
Anchor Pattern Guide
1
30 ca
(12")
1
Figure 4:
Channels)
wooden or plastic stakes can be used to anchor Pyramat to the ground
3 gauge). Metal pins should be at least 4.7 mm ('/16') diameter steel
i. Wire staples and metal pins should be driven flush to the soil surface.
gular wooden survey stakes. Approximately 50 mm (2") of wood
rs should be between 20-45 cm (8"-18") long and have sufficient ground
iuired for loose soils. Heavier metal stakes may be required in rocky soils.
The colored areas in the adjacent diagram provide anchor
recommendations based on slope gradient and/or antici-
pated flow conditions. When the correct number of
anchors has been determined, refer to the four illustrations
below to establish anchor pattern. All overlaps should be
anchored at a 45 cm (18") frequency.
Increased anchoring may be required depending upon site
conditions. Soil filling immediately after installation will
decrease the recommended anchoring rate to the next
lowest pattern. Example: Soil filling of matting in high
velocity channels will reduce anchor pattern to 2'/z/ ml
(2 anchors/yd').
4 T
1.2 m
1.1 8'M 1 ? 0.9 m (3') 116,1 0.9 m (3.)-A
I t 1.2 m
1

1.2 ANCHORS/ml
(1 ANCHOR/yd2)
A A
1.8
(11/2
0.9
(3-
0.9
(3'
1
2:1
3:1

1:1
2.5 ANCHORS/ml
(2 ANCHORS/yd2)
3 ANCHORS/ml
(2 1/2 ANCHORS/yd')
Soil Filling
• Pyramat© is designed to be filled with soil after instal-
lation. This maximizes performace of the product.
• Smooth soil fill in order to just expose the top of
matrix. Do not place excessive soil above the mat.
• After seeding, spread and lightly rake 12-19 mm
('/2"-1/4") of fine topsoil into the Pyramat and
completely fill the voids. Use backside of rake or other
flat tool to ensure a smooth soil-filled surface.
• Pyramat will withstand lightweight rubber-tired
construction equipment. No tracked equipment or
sharp turns should be made on the mat.
• Avoid any traffic over Pyramat if very loose or wet soil
conditions exist.
• Use shovels, rakes or brooms for fine grading and
finishing.
• Broadcast additional seed and mulch above the
soil-filled Pyramat, if desired.
• If possible, water as necessary to enhance growth.
• CONSULT MANUFACTURER'S TECHNICAL
REPRESENTATIVE OR LOCAL DISTRIBUTOR FOR
INSTALLATION ASSISTANCE, PARTICULARLY IF
UNIQUE CONDITIONS APPLY (I.E. FINE SANDY
SOILS, INFERTILE ENVIRONMENTS).
SMART SOLUTIONS@ I
Analyzing and solving civil and environmental problems is our
focus. We want to work with you on your next project.
FOR ADDITIONAL INFORMATION, PLEASE CALL:
Synthetic Industries, Inc.
Geosynthetic Products Division
4019 Industry Drive
Chattanooga, TN 37416 USA
Toll free in the USA: (800) FIX-SOIL or [phone]
Office: [phone] Fax: [phone]
Internet: www.fixsoil.com
Membership Affiliations Include.
GEOSYNTHETIC RESEARCH INSTITUTE
INTERNATIONAL
EROSION CONTROL ASSOCIATION •*%°0*r?
aII0YIU?lu
I
I
ff" ..
.
BC'1'C 2
"
?
e+
-
m,"srnir--1-T- .1,-T?u r
Inwrmtim&Axwextile.xxiety
Construction and Civil Engineering Group
• GEOTEXQ9 woven and nonwoven geotextiles
• GEOTEX" structural soil reinforcement geotextiles and
geotextile tubes
• PAVE-DRY"' asphalt overlay fabrics
• LANDLOK" turf reinforcement mats, erosion control blankets
and fiber roving systems
• BONTERRA' natural erosion control blankets
• PYRAMATQ9 high performance turf reinforcement mat
• GEOFIBERS11 3-dimensional soil reinforcement fibers
• FIBERMES11'synthetic fibers for concrete reinforcement
• NOVOCON' steel fibers for concrete reinforcement
Call us or one of our many distributors today.
Distributed by:
p02 CEgr?? .
?c ISO
taoot , GAI-LAP SYNTHETIC INDUSTRIES
z-
n,
?acta_-- ss°a
Geosynthetic Products Division
Seller makes no warranty, express or implied, concerning the product furnished hereunder other than at the time of delivery it shall be of the quality and specification stated herein.
Any implied warranty of fitness for a particular purpose is expressly excluded, and, to the extent that it is contrary to the foregoing sentence, any implied warranty of merchantability
is expressly excluded. Any recommendations made by Seller concerning the uses or applications of said product are believed reliable and Seller makes no warranty of results to be
obtained. If the product does not meet Synthetic Industries' current published specifications, and the customer gives notice to Synthetic Industries before installing the product, then
Synthetic Industries will replace the product without charge or refund the purchase price.
ryramat° permanent erosion and reinforcement matrix is covered by U.S. Patents #5,567,087 and 5,616,399. Pyramat" is a registered trademark of Synthetic Industries, Inc.
©1997 Synthetic Industries, Inc. Printed in USA
Geosynthetic Products Division 12/97-411A
GPD-PM-102
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law
September 13, 2002
DWQ Project No. 02-1151 (Pond)
Durham County
Page 1 of 2
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Park City Developments
921 Morreene Road
Durham, NC 27705
Subject Property: Stormwater Pond, Brandywine Subdivision, Rose of Sharon Rd., Durham, NC
Unnamed tributary to Eno River [03-04-01, 27-2-(7), C NSW (Nutrient Sensitive)]
REQUEST FOR MORE INFORMATION
Dear Sirs:
On July 18, 2002, the Division of Water Quality (DWQ) received your application to use Water Quality Certification No.
3362 to impact streams and protected riparian buffers to construct the proposed stormwater pond at the subject property.
The DWQ has determined that the proposed project will require written authorization for impacts to streams and riparian
buffers protected under the Neuse Buffer Rules (15A NCAC 2B .0233) and 15A NCAC 2H .0500. In order to issue this
authorization the DWQ must ensure that your project meets the no practical alternatives determination required under
these rules. Insufficient evidence is present in our files to conclude that your project must be built as planned. Therefore,
unless we receive the additional information requested below, we will have to move toward denial of your authorization
certificate as required by 15A NCAC 2B.0233(8) and 15A NCAC 2H.02500 and will place this project on hold as
incomplete until we receive this additional information. Please provide the following information so that we may continue
to review your project.
The Neuse Buffer Rule requires that all stormwater be directed to flow in a diffuse manner at non-erosive velocities
through the entire protected stream buffers without re-concentrating (15A NCAC 02B .0233(5)). Your plans as
proposed do not provide diffuse flow per this requirement. Please provide a stormwater management plan for this
project to this Office. The plan shall specify all stormwater discharge points, plan details, and calculations to indicate
that diffuse flow through the protected buffers as described above will be achieved. If you demonstrate to the DWQ's
satisfaction that diffuse flow is not practicable, then you may propose stormwater management as described in Item
No. 2 below.
2. The stormwater pond that you proposed in your application appears to be a dry pond. Dry ponds are prohibited under
the Neuse Buffer Rules. Stormwater management ponds (excluding dry ponds) are allowable with written
authorization provided that a riparian buffer is established adjacent to the pond (15A NCAC 02B .0233(6)). Please
review your proposed stormwater plan for compliance with the diffuse flow and stormwater pond requirement of the
rule. Please send a revised plan to this office for our review that is allowable or allowable with mitigation under the
buffer rules.
This office will be willing to review a plan that includes an extended detention wetland in the general footprint of the
proposed dry pond. An extended detention wetland can receive direct stormwater from the entire site if you can
demonstrate to the DWQ's satisfaction that diffuse flow is not practicable. An extended detention wetland will most
likely not require mitigation or the establishment of a buffer if planted with trees and designed to the NCDENR
Stormwater Best Management Practices manual (April 1999). You may submit a conceptual stormwater management
plan with your response, but please be aware that any Certification and Authorization Certificate approval will require
a final, written stormwater management plan be approved by the DWQ prior to impacting the streams and buffers.
Please contact Mr. Todd St. John of this office at [phone] with any questions concerning the stormwater
management plan.
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/
Page 2 of 2
In addition, please be aware that any stormwater plan must comply with the City/County of Durham's associated
Neuse Stormwater Rule (15A NCAC 02B .0235) ordinance for reduction of nitrogen within the Neuse River Basin.
3. On July 18, 2002, this office received a request to impact streams and buffers to construct a road on the subject
property to connect to Marywood Drive. The DWQ Project No. for this request is 02-1150. Any approved impacts to
streams and wetlands associated with this road will be cumulative to any other impacts on the property (e.g., the
stormwater pond). On September 13, 2002, the DWQ requested additional justification for the need for the road and
placed the request on hold until this information is provided. Please provide a short reference to this request in any
response concerning the stormwater pond.
Please respond within three weeks of the date of this letter by sending this information to me in writing and to Mr. Steve
Mitchell of the DWQ Raleigh Regional Office. If we do not hear from you in three weeks, we will assume that you no
longer want to pursue this project and we will consider the project as withdrawn. This letter only addresses the application
review and does not authorize any impacts to wetlands, waters or protected buffers. Please be aware any impacts
requested within your application are not authorized (at this time) by the DWQ. Please call Mr. Bob Zarzecki at (919) 733-
9726 if you have any questions regarding this matter.
Sincerely,
me,
etl nds/401 UngDCQ
cc: Dr. J.H. Carter III, Dr. J.H. Carter and Associates, Inc., 515 Midland Road, Suite F, Southern Pines, NC 28387
Steve Mitchell, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File copy
DWO021151
September 13, 2002
bz
O?O? W A T ,6?9pG
r
o ?
September 13, 2002
DWQ Project No. 02-1151 (Pond)
Durham County
Page 1 of 2
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Park City Developments
921 Morreene Road
Durham, NC 27705
Subject Property: Stormwater Pond, Brandywine Subdivision, Rose of Sharon Rd., Durham, NC
Unnamed tributary to Eno River [03-04-01, 27-2-(7), C NSW (Nutrient Sensitive)]
REQUEST FOR MORE INFORMATION
Dear Sirs:
On July 18, 2002, the Division of Water Quality (DWQ) received your application to use Water Quality Certification No.
3362 to impact streams and protected riparian buffers to construct the proposed stormwater pond at the subject property.
The DWQ has determined that the proposed project will require written authorization for impacts to streams and riparian
buffers protected under the Neuse Buffer Rules (15A NCAC 2B.0233) and 15A NCAC 2H .0500. In order to issue this
authorization the DWQ must ensure that your project meets the no practical alternatives determination required under
these rules. Insufficient evidence is present in our files to conclude that your project must be built as planned. Therefore,
unless we receive the additional information requested below, we will have to move toward denial of your authorization
certificate as required by 15A NCAC 2B .0233(8) and 15A NCAC 2H .02500 and will place this project on hold as
incomplete until we receive this additional information. Please provide the following information so that we may continue
to review your project.
The Neuse Buffer Rule requires that all stormwater be directed to flow in a diffuse manner at non-erosive velocities
through the entire protected stream buffers without re-concentrating (15A NCAC 02B .0233(5)). Your plans as
proposed do not provide diffuse flow per this requirement. Please provide a stormwater management plan for this
project to this Office. The plan shall specify all stormwater discharge points, plan details, and calculations to indicate
that diffuse flow through the protected buffers as described above will be achieved. If you demonstrate to the DWQ's
satisfaction that diffuse flow is not practicable, then you may propose stormwater management as described in Item
No. 2 below.
2. The stormwater pond that you proposed in your application appears to be a dry pond. Dry ponds are prohibited under
the Neuse Buffer Rules. Stormwater management ponds (excluding dry ponds) are allowable with written
authorization provided that a riparian buffer is established adjacent to the pond (15A NCAC 02B .0233(6)). Please
review your proposed stormwater plan for compliance with the diffuse flow and stormwater pond requirement of the
rule. Please send a revised plan to this office for our review that is allowable or allowable with mitigation under the
buffer rules.
This office will be willing to review a plan that includes an extended detention wetland in the general footprint of the
proposed dry pond. An extended detention wetland can receive direct stormwater from the entire site if you can
demonstrate to the DWQ's satisfaction that diffuse flow is not practicable. An extended detention wetland will most
likely not require mitigation or the establishment of a buffer if planted with trees and designed to the NCDENR
Stormwater Best Management Practices manual (April 1999). You may submit a conceptual stormwater management
plan with your response, but please be aware that any Certification and Authorization Certificate approval will require
a final, written stormwater management plan be approved by the DWQ prior to impacting the streams and buffers.
Please contact Mr. Todd St. John of this office at [phone] with any questions concerning the stormwater
management plan.
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.ne.us/ncwetlands/
Page 2 of 2
3.
In addition, please be aware that any stormwater plan must comply with the City/County of Durham's associated
Neuse Stormwater Rule (15A NCAC 02B .0235) ordinance for-reduction of nitrogen within the Neuse River Basin.
On July 18, 2002, this office received a r est to impact streams and buffers to construct a road on the subject
property to connect to Marywood Drive. The DWQ Project No. forthis request is 02-1150. Any approved impacts to
streams and wetlands associated with this',raad will be cumulative to any other i acts on the property (e.g., the
stormwater pond). On September 13, 2002, the DWQ regUes 00 additional justifi ation for the need for the road and
placed the request on hold until this information is provided. P'I?ease provide a sh rt reference to this request in any
response concerning the stormwater pond.
Please respond within three weeks of the date of this letter by sending this informat
Mitchell of the DWQ Raleigh Regional Office. If we do not hear from you in three w
longer want to pursue this project and we will consider the project as withdrawn. Tf
review and does not authorize any impacts to wetlands, waters or protected buffers
requested within your application are not authorized (at this time) by the DWQ. Ple
9726 if you have any questions regarding this matter.
Sincerely,
to me in writing and to Mr. Steve
s, we will assume that you no
otter only addresses the application
lease be aware any impacts
icall Mr. Bob Zarzecki at (919) 733-
?? ?j? Nu,?r
cc: Dr. J.H. Carter III, Dr. J.H. Carter and Asgociates, Inc., 515 Midland Road, Suite F, Southern Pines, NC 28387
Steve Mitchell, DWQ Raleigh Regional Office
USACE Raleigh Regulatory Field Office
File copy
DWQ021151
September 13, 2002
bz
MEMORANDUM
TO: John Dorney Regional Contact:
Non-Discharge Branch WQ Supervisor:
Date:
SUBJECT: WETLAND STAFF REPORT AND RECOMMENDATIONS
Facility Name Brandywine Subdivision Pond Impact
Project Number 02 1151
Recvd From APP
Received Date 7/18/02 Recvd By Region
Project Type Residential
County Durham
County2
Region Raleigh
Certificates Stream Stream Impacts (ft.)
Permit Wetland Wetland Wetland Stream Class Acres Feet
Type Type Impact Score Index Prim. Supp. Basin Req. Req.
39 I- O O N I 27-2-(7) I NSW 30,401. 0.12 143
F F ?-
NBR' I - O Y O N F-F--F-F-30,401., F- I - F-
Mitigation Wetland
MitigationType Type Acres Feet
I 7_1 F_
Is Wetland Rating Sheet Attached? 0 Y 0 N Did you request more info? 0 Y 0 N
Have Project Changes/Conditions Been Discussed With Applicant? 0 Y 0 N
Is Mitigation required? 0 Y O N Recommendation: 0 Issue 0 ISSue/Cond 0 Deny
Provided by Region: Latitude (ddmmss) Longitude (ddmmss)
Comments:
c

DR. J.H. CARTER III & ASSOCIATES, INC.'
Environmental Consultants
P.O. Box 891 • Southern Pines, N.C. 28388
?00?
[phone] • Fax [phone] g
V.'! S 1
Letter
To Mr. John Dorney
N.C. Division of Water Quality
401 Wetlands Certification Unit
2321 Crabtree Blvd.
Raleigh, N.C. 28604-2260
Date: 7-17-02 Job #: 0144
Attn: Mr. John Dorne
Re: Brandywine Subdivision PCN Application

WE ARE SENDING YOU
_ Attached Reports
X Copy of letter Plans
Prints X Photos
X_ Maps
_ Data
X PCN Application
COPIES DATE # P s DESCRIPTION
7 7-16-02 1 Cover letter
7 7-16-02 9 PCN Application for Pond Impact
7 7-16-02 9 PCN Application for Road Impact
7 7-16-02 1 Authorization Letter for JCA inc.
7 7-15-02 1 Vicinity/Topographic Ma
7 7-8-02 2 Detailed Site Plan
7 7-16-02 1 Blow u of Impact Site for Impacts 1 and 2
7 10-2-02 2 Wetland Delineation Ma
7 7-16-02 1 Brandywine Subdivision Soil Ma
7 7-16-02 1 Pictures of streams at Brandywine Subdivision
1 7-17-02 2 2 checks for $200.00 (1 for each application)
THESE ARE TRANSMITTED
X For approval
For your use
As requested
For review and comment
REMARKS:
Approved as noted
Approved as submitted
Returned for corrections
For your information
1 COPY Mr. Todd Tugwell, ACOE SIGNED:
EACH TO: Mr. Steven Bailey, CJT
Mr. Lou Goetz, Park City Dev.
If enclosures are not noted, please contact us intro diately
Endangered Species Surveys • Environmental Assessments • Land Management • Wetlands Mapping and Permitting
DR. J.H. CARTER III & ASSOCIATES, INC.
Environmental Consultants
P.O. Box 891 • Southern Pines, N.C. 28388
[phone] • Fax [phone] ?i) 1
16 July 2002
rec
Mr. John Dorney
N.C. Division of Water Quality
401 Wetlands Certification Unit
2321 Crabtree Blvd. .y c-
I l
Raleigh, N.C. 28604-2260
Dear John,
This letter concerns the Brandywine Subdivision, Durham, Durham County, North Carolina.
Attached are 2 applications for 401 certifications associated with this project. This manner of
application was made pursuant to our telephone conversation of 9 July 2002. The subdivision will
have 2 impacts to a small stormwater channel/intermittent stream. The U.S. Army Corps of
Engineers (Todd Tugwell) has determined the stream as an "unimportant, intermittent stream." Ms.
Debbie Edwards indicated that the stream was subject to the Neuse River Riparian Buffer Rule.
The stream does not appear on the applicable USGS topographic quadrangle, but does appear on the
Durham County Soil Survey.
One proposed impact is for a stormwater detention pond. Alone, it impacts less than 150
linear feet of channel. Therefore, no stream channel mitigation is proposed. The riparian buffer
will be expanded around the pond, except for a portion of Zone 1 (2,600 square feet) and Zone 2
(2,900 square feet) on 1 side, which will overlap onto another property.
The second impact, a proposed access road, essentially follows the buffer and channel to an
intersection with Marywood Road. The developer prefers not to build this road. Durham has
insisted on the road to interconnect the new subdivision with existing Marywood Subdivision. The
road is not required by local regulations. Durham has indicated that it will drop the road
requirement if either the ACOE or DWQ object to the applicable authorization for the project.
Mitigation for stream channel impacts (probably payment to the North Carolina Wetland
Restoration Program) will be addressed if both projects are approved.
With that in mind, we have submitted 2 applications, 1 for the pond and 1 for the road.
Endangered Species Surveys • Environmental Assessments 9 Land Management • Wetlands Mapping and Permitting
Since 1 ,
i
Dr. H. Carter III
Environmental Consultant
Cc: Todd Tugwell, ACOE
Steven Bailey, CJT
Lou Goetz, Park City Development
Endangered Species Surveys • Environmental Assessments • Land Management • Wetlands Mapping and
Permitting
Office Use Only: Form Version May 2002
USACE Action ID No. DWQ No. 02
(If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A".
1. Processing ?
A I I
?L
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: 39
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
1. Owner/Applicant Information FILE COP
Name: Park City Developments
Mailing Address: 921 Morreene Road, Durham, NC 27705
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: loupcd(?i)aol.com
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: Dr. J. H. Carter III
Company Affiliation: Dr. J. H. Carter III and Associates Inc. Environmental Consultants
Mailing Address: 515 Midland Road, Suite F, Southern Pines NC 28387
Telephone Number: [phone] Fax Number: [phone]
E-mail Address: jcamaingi pinehurst.net
Page 5 of 6
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: Brandywine Subdivision
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identification Number (Tax PIN): 0814-03-30-0663
4. Location
County: Durham Nearest Town: Durham
Subdivision name (include phase/lot number): Brandywine Subdivision
Directions to site (include road numbers, landmarks, etc.): From I-85, take the Cole Mill Rd.
exit and head North, just after NC Hwy. 15-501 Bypass splits off to the south. Take the first
right onto Rose of Sharon Road. The project site is between Valley Spring Dr. and
Marvwood Rd. both are off of Rose of Sharon.
5. Site coordinates, if available (UTM or Lat/Long): 036°03'08.0"N 078°57'08.6"W
(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): 32.916 acres
7. Nearest body of water (stream/river/sound/ocean/lake): unnamed tributary to an unnamed
tributary of the Eno River
River Basin: Neuse
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.statc.nc.us/adniin/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: The project site contains a young pine stand on an old field
Page 6 of 13
site. Slopes are forested with Dry-Mesic Oak-Hickory forests (relatively young). The
surrounding areas are mostly wooded, with the exception of the Marywood residential
development to the northeast. The Eno River State Park borders the Brandywine
development on the northwest.
10. Describe the overall project in detail, including the type of equipment to be used: The
project will include development of 32.9 acres into 49 separate single family residential lots.
Each lot will be at a minimum 10,000 square feet. Access roads, utilities and a stormwater
retention area will also be included in the project. Bulldozers and backhoes will be used for
the majority of the work.
11. Explain the purpose of the proposed work: To build a residential development consisting of
49 single-familv residential lots on 32.9 acres.
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.
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.
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
Pagc 7 of 13
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.
1. Provide a written description of the proposed impacts: The impacts will include 143 linear
feet of intermittent stream channel (856 square feet) for creation of a stormwater detention pond.
Impacts on riparian buffers include 10,010 square feet in Zone 1 and 3,975 square feet in Zone 2
for pond construction. However, only 2,600 square feet of Zone 1 and 2,900 square feet of Zone
2 will be mitigated for because the buffer will be re-established around the detention pond
reducing the amount of buffer loss.
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***
Stormwater
Detention Pond Grading 0.02 no 0 Stormwater/Intermittent
Channel

* 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 arc available through the FEMA Map Service Center at 1-800-358-9616, or
online at http://www.fenia.,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: 0.722 acre
Total area of wetland impact proposed: 856 square feet (0.02 acre)
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 secif )
Impact 1 Grading 143 Unnamed tributary
to the Eno River 3 feet Stormwater/Intermittent
Channel

Page 8 of 13
* 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.uses.sgov. Several internet sites also allow direct download and printing of USGS map w1vw.top01_one.com,
www.mapquest.coni, etc.). -?
Cumulative impacts (linear distance in feet) to all streams on
cover letter).
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 Wate)
(if applicable)
Waterbody
(lestuary, sound,
ean, etc.)
T
N/A

* Li
st 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.): grading and dam
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): stormwater detention
Size of watershed draining to pond: approximately 9.33 acres
Expected pond surface area: 5,270 square feet
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.
Plans were developed to minimize impacts to the intermittent stream channel and the riparian
buffer. The detention pond was designed to allow for re-establishment of the majority of the
Page 9 of 13
buffer. Noiurisdictional wetlands were impacted. The primary stream onsite was avoided, as
was its 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
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/stmigide.htnil.
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.
If only the pond application is approved,* no mitigation will be necessary because the
intermittent stream impacts would only amount to 143 linear feet. However, if both
applications are approved, money will be paid to the NC WRP for 287 linear feet of
intennittent stream channel (action to be taken will be determined at time of
acceptance/denial of the second application).
*Refer to cover letter and second application for more details.
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
Page 10 of 13
NCWRP, check the NCWRP website at llttp://h2o.enr.state.ne.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): 287 linear feet
Amount of buffer mitigation requested (square feet): 12,150 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
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 E] 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.
Page 11 of 13
Zone* Impact
(square feet Multiplier Required
Mitigation
1 2,600 3 7,800
2 2,900 1.5 4,350
Total 5,500 12,150
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
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.
Although 10.010 sauare feet of Zone 1 and 3, 975 square feet of Zone 2 will be disturbed, only
5,500 square feet (2,600 in Zone 1 and 2,900 in Zone 2) will be mitigated for. The remaining
8,485 square feet of riparian buffer will be re-established around the detention pond. The 5,500
square feet that does require mitigation will either be mitigated for by preservation of buffer
onsite or by donation to the Riparian Buffer Restoration Fund.
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.
The total oroiet area is 32.916 acres. There is 0.15-acre existinu impervious surface on the site.
The maximum proposed impervious surface is 7.875 acres, 23.9 percent of the site. The
proposed value includes the maximum allowable impervious surface platted to each lot. We
propose to construct the detention area to restrict post-development storm run-off from the 1-
year, 24-hour storm to pre-development levels. A nitrogen loading calculation for the site was
performed and total nitrogen export from the proposed site was found to be less than 3.6
lb/ac/year. If required we could configure the detention area to function as an extended detention
wetland to provide some stormwater quality benefits.
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.
The City of Durham's existing sanitary sewer system will be extended into the site to provide
sewer service for the proposed single-family homes. The sewer will flow to the City's North
Durham Water Reclamation Facility. The facility has adequate capacity to accept the additional
flow from this project.
Page 12 of 13
XIII. 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 ? No
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).
N/A
Aolican genvs§ignature bite "
(Agent's signatur it-va donly if an authorization letter from the applicant is provided.)
Page 13 of 13
C n C lc44M't. \
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PARK CITY
DEVELOPMENTS
September 18, 2001
US Army Corps of Engineers
6512 Falls of the Neuse Road, Ste. 105
Raleigh, NC 27615
Re: Brandywine Subdivision in Durham County
Tax Map 73-01-0038
Letter of Authorization
Gentlemen:
921 Morreene Road
Durham, North Carolina 27705
919-383-8842
Please be advised that Mr. Jay Carter, Ph. D., d.b.a. Dr. J.H. Carter & Associates, Inc., has been
retained by our prime consultant, the landscape architectural and engineering firm of Coulter
Jewell Thames P.A., to perform environmental assessments and wetland delineation on behalf of
Park City Developments for the Brandywine Subdivision Project for the tract of land referenced
above. Please consider this letter as authorization for Mr. Carter to provide said service.
Thank you for your attention to this matter and should you have any questions please do not
hesitate to give me a call.
Sincerely,
Lou Goetz
Park City. Developments

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CD t1 EXIST'N~G CONDRIONS A~ < ST ~ zse . ~ ~
CD t2 SITE LAYOUT PLAN
~ CD t2A SITE LAYOUT PLAN ~
~ CD t3 GRADNVG AND DRAWAQE PLAN J
CD t4 UTLITY T ~o RIVER PLAN ~ 8 ~ Y INC. .Y.INO ~ ~ i
i - m~'~0a VALLE , sr~T> P,+RU CD t5 SKaNAGE AND MAPoCM~G PLAN ~ E 10,,~s ~ 0 RIVER - e o . THE EN f ~ tad?ciiF tAse~r. ~~~,4e Ac~> , Sri / ~ t~ r
CD t6 LANDSCAPE PLAN ~ ~ ~ ~pN OF ~g , $ ~ ESERVA ,
CD 20 PHASE I EROSION CONTROL PLAN + 4 a THE PR 2~ ~ ~ ON FOR r~ TR A ARE , ~ i TM r .
o CD 21 ROSE OF SHARON RD EROSK)N CONTROL PLAN SOCIA TI e ~ 1HE AS a~ 352,891 ~ ; ~ s~
e~ CD 3.1 PUMP HOUSE RD -STA Ot00 TO STA 11+00 ~ 90 0 F ~ ~ W a ~ ~ 1r.WMf~ R Yd
.rat"'~ CD 32 PUIuP HOUSE RD -STA 1tF00 TO STA 22+222 COAlP EASEiMEN , ~ ~
° CD 3.3 KING FARM RD -STA 0+00 TO STA10+55r81 ~ , , ~ ~E sort a
ROSE of s - ^ ~o ~ CD 3.4 SEINER S1UB-OUT - tuH ~6 TO I~Fi #3 _ ~ : rEn~wr~nr.) f ~ ~ ~ RAN'A~S~(i1P.) Al~'E~ ~ ~ ~ ~ W ' L~, ~ H
~ CD 4.1 DETENTION POND - ! r 1 AQJET _
CD 51 DETAILS ~ > ~ ~
t CD 52 DETAILS ~ , SPX LUDJNG DEED OVERLAPS) ~ ~ ~ ffi
CD 5~3 DETAILS f ~ y , ~ , ~ ~ ~ " ~ DB 1336 PG 719 W
DETAN.S ~ ,z ~ , , our' ~ ~ ~ . ~ d 08 03 30 0663 0
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VI INITY MA Nor ro scACE CD 91 ROSE OF SHARON ROAD NIPROVEIuPNTS . ~ ~ i2 , ~ - D ~N
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1~ AAK ' ,24711 _ _ « a " . YCAA ' t . ~ a.~ ,f ~ I ~ i. I r "r ' z" FAIrY W ~ CASE NUMBER D01-565
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~ i ~ ~ MII1~ H ~ i pA~71r t5E I~NW/~A1E AY!)' ~ a SUBMIT 3 SETS OF CONSTRUCTION DRAWINGS TO ENGINEERING FOR REVIEW F- ~ ~Q ~ PRIOR TO APPLYING FOR A BUILDING PERMIT" ~
' ~ ~ 'MF111E ~ ~ ~ ~ ~ ._i / +a~rr ALL LANDSCAPING MUST BE IN PLACE PRIOR TO REQUEST FOR A CERTIFICATE
- a 440 / a+ 9 ~ 18 WA/fR / OF OCCUPANCY OR CERTIFICATE OF COMPLIANCE"
i ~ \ ~ ` ~ - MARYW000 EACH LANDSCAPING COMPLIANCE INSPECTION AFTER THE INITIAL INSPECTION
~ ~ ~ i ~ srcluw 1 BLOCK ~ J'J~ WILL INCUR A #100 RE-INSPECTION FEE. PAYMENT MUST BE RELIEVED BY
~ 24'WA Oul y PB 93 PG 32 '43• n ' _ \ _ , 01J'~~~ THE DURHAM CITY COUNTY PLANNING DEPARTMENT PRIOR TO REINSPECTION. ~i
' •NHIlE I ~ ~ ~ ?0"WA OAKS IMPERVIOUS SURFACE CALCULATIONS FOR PROJECT SITE TREE PROTECTION FENCING MUST BE IN PLACE PRIOR TO ANY DEMOLITION, LAND DISTURBANCE OR ISSUANCE OF A GRADING PERMIT.
c E e• M YNN EDWA SITE AREA: 1,403,765 SF (32.226 ACRES) ALL BUILDINGS ON THE SITE ARE TO BE REMOVED OR RELOCATED OFF-SITE
RDS , ~ - _ . s , , na slam. oe 32o ac 301 p zcNwc x-2o ROW FROM EDWARDS PROPERTY; 30,063 SF (0.690 ACRES} PRIOR TO THE APPROVAL SIGN OFF OF THE FINAL PLAT.
PB ?3 PO II 6 . i NN1E1t9EP E-B I I AW 814-p3..J0-7 C6Rd'M U6~ ~E fA1lY OY6 \ TOTAL PROJECT AREA: 1,433,828 SF (32.916 ACRES) FINAL PLAT AND DEED DEDICATING RIGHT OF WAY TO BE RECORDED PRIOR TO o
I ~ ) ~i I TOTAL PROPOSED IMPERVIOUS AREA: 343,040 SF 7.875 ACRES) THE ISSUANCE OF BUILDING PERMIT. o (
r N 'I ~ . , PROPOSED IMPERVIOUS PERCENTAGE FOR SITE: 23.9 LOTS WILL BE GRADED ON A LOT-BY-LOT BASIS. a
SIZE BEN[a461ARK rtp cr caraeEtF ~,WVrr ~ " ~ a ~ Sao DOCUMENTATION THAT PROPER LEGAL PROVISIONS (INCLUDING ATTORNEY'S PROPOSED IMPERVIOUS AREA CERTIFICATE) HAVE BEEN MADE FOR THE ESTABLISHMENT OF A HOMEOWNER'S
ErFV~naM• Iea1e 11337 ~ - ~ o / STREETS AND SIDEWALKS: 102,940 SF (2.363 ACRES) ASSOCIATION DECLARATION OF COVENANTS AND RESTRICTION FOR THE COMMON '
w•IS3~. , AREA AVAILABLE FOR LOTS: 240,100 SF (5.512 ACRES) AREAS FOR PERPETUAL OWNERSHIP AND MAINTENANCE OF COMMONLY OWNED
I ~ / N Z i I TOTAL: 343,040 SF (7.875 ACRES) IMPROVEMENTS AND IANDS IS REQUIRED AT THE TIME OF THE FINAL PLAT.
~ ~ ~ t ~o En our ~ ~ ~ o BY REFERENCING ROADWAY IMPROVEMENTS ON THE PLAN, THE APPLICANT
"9 ~ i AVERAGE IMPERVIOUS AREA AVAILABLE PER LOT: AGREES TO CONSTRUCT SAID IMPROVEMENTS PRIOR TO ISSUANCE OF CERTIFICATE
\ 4v~ ~ ~ ~ ~ ~ o° S ~2 ~ 1 • rex zs 240,100 SF / 49 LOTS = 4900 SF PER LOT (0.112 AC PER LOT) OF OCCUPANCY IN A MANNER THAT WILL ALLOW THEM TO FUNCTION AS NOTED ON THE PLANS AND IN ACCORDANCE WITH NCDOT AND CITY OF DURHAM
IMP RVI RFA A C TIN F R WAR LOT STANDARDS AND POLICIES. THIS INCLUDES (WHERE APPROPRIATE) BUT IS NOT
d~ ~ + 8~~ ~ i 18'W IER 4'WA1ER ~ '6 ' ~ ~ 11321 LIMITED T0: ADEQUATE TRANSITION TAPERS, ALIGNMENT OF LANES THROUGH
467.9 , s O~ ~ _ tiL 2 ~ 1'E'.A(Y~i PM'E , \ ~ ~ i 26•AU 1 M BYir! ~ 132 773 SF 3.048 ACRES INTERSECTIONS, ASSOCIATED SIGNAL MODIFICATIONS, PAVEMENT MARKINGS, ~t~~55„~ ~~a, EXISTING LOT AREA ( ) ASSOCIATED SIGNAGE CURB AND GUTTER COORDINATION WITH OTHER PROPOSED '~i
"aj . i sr • ~ . . SS m7~Y9'~ ~ ~ 4•RED OAK! an a 0 p ~ _ , B 1 EXISTING IMPERVIOUS AREA: 11,133 SF 0.256 ACRES o`~ QSN R ~ ( ) ROADWAY IMPROVEMENTS AND BIKE LANES. THE APPLICANT ALSO ACCEPTS THE
~ ~ ~a~ 1NY 466.3 RW IN IMPERVIOUS PERCENTAGE: 8.4~ ` ~ EXIST G FINANCIAL RESPONSIBILITY FOR ACQUISITION OF ANY ADDITIONAL RIGHT-OF-WAY ~
. ~ TOWERCD C. ~ ~ 15 RCP OB 135? PC 1 NECESSARY TO ACCOMMODATE THESE IMPROVEMENTS AND ANY REQUIRED
~ _ Io•.wz2' w c~rrrrrr a~sw/ 1 PB B PC 181 ' rfa.r~ suM° P1.NA~ zap R ?d e POST-SUBDIVISION LOT AREA: 102,710 SF (2.358 ACRES) SIDEWALK CONSTRUCTION. ENGINEERING DETAILS REGARDING ALL ROADWAY A[
I C,N~Yr w08PSl[D: F-8 ~UIV 185,5 60S NGWI / < 10 AO~t POST-SUBDIVISION IMPERVIOUS AREA: 9280 SF (0.213 ACRES) (9.0%) IMPROVEMENTS WILL BE ADDRESSED AT THE CONSTRUCTION PLAN STAGE. ~ 19 S ; POST-SUBDIVISION ALLOWABLE IMPERVIOUS AREA: 24,650 SF 0.566 ACRES 24% _ _ ~ y ; ( } ( ) RIGHT OF WAY DEDICATION SHALL OCCUR PRIOR TO THE ISSUANCE OF ANY
' ~ $ ~s~ ~r BUILDING PERMIT. A COPY OF THE RECORDED PLAT SHALL ACCOMPANY THE F~+ .~f ~ ?r
0 12 PbC ~t FIRST BUILDING PERMIT APPLICATION. Wlj~ pM TREE COUNT IN SAMPLE AREA i
` I ' ' 80 0 80 160 240 ~ THE DEVELOPER AGREES TO FABRICATE AND INSTALL ALL SIGNS AND PAVEMENT
~ *Y e , 'p0 ( 1- 9 < 2.5" ~ 2.5" MARKINGS AS ARE REQUIRED ON THE STREET SIGNING AND PAVEMENT PLAN
s tit ~,a F ~ _ > APPROVED BY THE CITY TRANSPORTATION DIVISION. TREE TYPE ~ ES CALIPER TR ES CALIPER THE AVERAGE IMPERVIOUS AREA PER LOT SHALL NOT EXCEED 4900 SQUARE
o~ F Scale 1 80 ~ o~ HICKORY 2 2", 2" t i2" FEET PER LOT.
ssti ~ ~~A~'~9 PROJECT NOTES: BEECH 2 2p, 2" 3 3", 3", 3" RECREATION OPEN SPACE REQUIREMENT WILL BE MET BY EITHER PAYMENT IN Dawn SPB, dSA
y a ~,,~Ao ~Qss,. ~ ~o s r~, \ -TOPOGRAPHIC, BOUNDARY, AND WETLAND INFORMATION ON-SITE TAKEN FROM A SURVEY ELM 1 2 t 4" LIEU OR PUBLIC OPEN SPACE DEDICATION AT THE TIME OF FINAL PLAT Checked
' ~tA ~ ; PREPARED BY PHIL RILEY SURVEYING, PA GATED 7-31-01. OAK 0 1 26" Dete 5/30/2002
9 '~'p R1N-161.9 , yo 2 \ -All development within the floodway and floodway fringe, including fill, new construction, substantial PINE 0 t 14" A 20' PARKING SETBACK IS REQUIRED FOR EACH LOT TO ALLOW ON-SITE Revlelons 7/a/o2 substantial ASH o t 6" VEHICULAR PARKING PER THE LATEST CITY OF DURHAM ORDINANCES AND a/t3/o2
~ ~ ~ y improvements, manufactured housing, storage of materials and storage of toxic or flammable enable SWEETGUM 0 t 19" POLICIES _
~ ~ substances, is prohibited except as provided by applicable Flood Hazard Regulatlona. ~ 'y .R Flood lain elevation s 344 ~ p P ( ) Oocwooo 1 2" o
2 Floodplain zone X T. POPLAR o 2 ,6", ,6" RESOURCE PROTECTION ORDINANCE
~ ~ FEMA map number 3706300054 G, 3706300062 G INV 458.1 \ WW/33.9 ~ ~ ~ FEMA map date FEB. 2, 1996
OPEN SPACE RE UIREMEN~S s, ~i - 50 foot wide undisturbed stream buffer each side of stream, measured from top of bank. No clearing < 2.~3" ~ 2.5" -FLOODPLAIN PROTECTION: THIS SITE IS NOT IN A MAPPED FLOODPLAIN. THE HIGHEST BASE nk. No clearing CANOPY CANOPY CANOPY F100D ECEVAAON !SAT 344 AT THE ENO RIVER. FEMA MAP PANEL 62, 3706300062 G, FEB
~~7 s,'~.`~'~ or mdin other than selective thinning and ordinary maintenance of existing vegetation perm,tted. REQUIRED OPEN SPACE 9 9 rmstted. ~ COVER COVER COVER 2, 1996. ~ TREE TYPE TR ES S FT x OF TOTAL TR ES SQ FT 9.
' RECREATION OPEN SPACE (PUBLIC) - 28,175 SF (0.65 AC) ~ G - ' n ma be wired from the DEHNR and the U.S. Co of arils of -STREAM BUFFER: THE EXlSANG CREEK TRIBUTARY HAS BEEN SHOWN W1TH A 50' STREAM
N P 17 F 0.65 AC ~ Z State and federal pertnd authonzatlo y roq rps SUBDIVISION OPE S ACE - 28, 5 S ( ) Engineers prior to the commencement of any land disturbing activities in or near a lake, stream, creek b stream, creek, SAMPLE AREA 6 679 SF 1 t 6,500 SF BUFFER (EACH SIDE) MEASURED FROM )Hf TOP OF 1HE STREAM BANK. 2,500 SF 100' CITY OF DURHAM STREAM BUFFER HAS BEEN SHONN. -NOT RELEASED
CLUSTER OPEN SPACE - 395,412 SF (9.08 AC) w e tributary or any unnamed body of water and its adjacent wetlands. TOTAL OPEN SPACE REQUIRED -451,762 SF (10.37 AC) \ N/w~•7
-Flnal Plat and deed dedicating Right of Way to be recorded prior to the issuance of building permit. iildin it, EXTRAPOLATION TO 1553 917 502 SF ~ 9 P~ TOTAL SAVE AREA 847 95,789 SF ~ -S1EEP SLOPE PR0IECIION.• THERE ARE NO AREAS OF STEEP SLOPES ON 1H1S SIZE.
' PROVIDED OPEN SPACE -The location of the sidewalks shown on this plan is schematic. A City of Durham and/or NCDOT TOTAL OPEN SPACE PROVIDED - 691,878 SF (15.88 AC) ~O encroachment permit is required prior to any construction. After obtaining the required permits, please ~ N T 352,891 SF Sheet Title or CDO
\ ~ contact the City of Durham Engineering Construction Inspection office of 560-4326 for a permits, please 17 TREES TOTAL 35z 65X -WEl1ANDS PROTECTION: )Hf W1'ILANDS ARE PRIMARILY LOCATED 1N IHf STREAM CHANNEL a TOTAL CANOPY COVER 99: 91% AND TOTAL .722 ACRES
d`~4' I vi it rior to an work an the ro sidewalk. . \ NOTE: RECREA110N OPEN SPACE REQUIREMENT WILL BE MET ~ C~ pre-constructon conference and fie d s p y p posed 1,013,291 SF
_ _ - - - rr rt'~ s. ~ rQ~~ rnv~Qer~ AQ~c~ave rrnnJ
BY EITHER PAYMENT IN LIEU OR PUBLIC OPEN SPACE State and federal permit authorization may be required from the DEHNR and the U.S. Corps of :Orp9 Of rr~LL vvr~r~~ v~ r r~L.~~r~rnrrvrr
DEDICATION AT THE TIME OF FINAL PLAT '"w4493 Engineers prior to the commencement of any land disturbing activities in or near a lake, stream, creek, tributary, or any unnamed body of water and its adjacent wetlands. e, stream, NOTES 1. SAMPLE AREA IS 50' X 50', AND LOCATED ON THE EXISTING CONDITONS PLAN. SPEGIhEN TREE-5 (OVER 18 CALIPER) ARE 5~ ON THE EX157IN6 GONDIT1005 PLAN TREE COVERA6E FOR AN INDIVIDUAL TREE 15 DETERMINED BY THE TREE'S ROOT ZONE
2. TREE COVERAGE FOR AN INDMDUAL TREE IS DETERMINED BY THE TREE'S ROOT ZONE PROTECTION PROTECTION AREA, A5 DEFINED IN THE TREE PROTECTION ORDINANCE. TREE
NOTE: -NCDOT Driveway Permit required prior to construction. Contact NCDOT at 560-6854. THERE ARE NO MAPPED FEMA FL00DPUUNS ON THE SITE. y THE NEAREST DOWNSTREAM MAPPED FLOODPLAIN IS - Site lighting cannot exceed X foot candle at the property line and must not cast glare beyond the AREA, AS DEFINED IN THE TREE PROTECTION ORDINANCE. THIS COVERAGE IS EQUAL TO THE COVERAGE 15 EGUAL TO THE 6REATER OF A 6' RADI65 ARC THE TRff, OR ONE
beyond the GREATER) OF A SIX FOOT RADIUS AROUND THE TREE, OR ONE FOOT RADIUS FOR EVERY INCH OF FOOT FOR EVERY INCH OF TREE 90t-ER. TREE DIAMETER. SPECIMEN TREES (OVER 18" CALIPER) ARE SHOWN ON THE EXISTING sheet Number
ALONG THE NO RIVER AT ELEVATION 341.r E property line. This must be verified by field survey by use of photometric survey) prior to the Cerbfic r to the Certificate CONDITIONS PLAN. TOTAL TREE PRE5ERVATION REOVIRED =20,$ 0 1.433828 5F =266.766 !d to, horizontal 3. NO LAND DISTURBANCE SURVEY HAS BEEN INCLUDED AS THERE ARE NO REQUIRED TREE SAVE
of Compliance being issued. Methods to accomplish this may include, but not be limited to, horizontal lamps, shielding of lamps, reduction in the number of fixtures, reduction of wattage of bulbs, etc. All bulbs, etc. All of 5F TION PROVIDED = 352B41 5F (24691
this information, including details, will be required on building plans prior to issuance of building permit building permit. AREAS WRHIN 30' OF THE LIMIT OF WORK. TOTAL TREE PRE5ERVA CD 1.1
SITE PLAN CA,'SE NOMBER DOi-565

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. .,~~~.~.t-F. _ ~ ~ . ~ ~ ' / I ' ~ I1P 11LWi1L LOT 4 , / - ~ ~ 1 I r \ r
O ~ n Y:~~: 1 MIN FFE 44$.0 I i ~
v - ,i°. N 1- r1 ~ ~ ; ~ o 4 ,~'1 OlE' MINIMUM FINISH FLDOR ELEVAAONS GIVEN
~ I p o i E ONLY FOR THE ffE REQUIRED TO ALLOW SEWER ~ \ ~ n~ ~ ' ~ ~ SERVICE TO GRAVITY FLOW In THE DES1pVE0
0 _ ( Q _ _ ..i_.._.;.. . y I; , AIP H ROAD \ ~ ~ SANITARY H W PU OU / 'I. ; ~ . ~ ~ • SEWER. BUILDING CONTRACTORS S ALL ~ ~
VV- Q ~C ~ d'C. VERFlY DEPTH OF SEWER SERVICE PRIOR TO ~
6 , ~ ~ 4 _ _ -..s... ~ ~ - - -T - •7 h j - ~ a -r- ~ ~ ~ T o , ; ; ; ~ NNIN HOUSE CONSIRUCI?ON ON A LOT TO ~ • ...~r<:...,. ~
1 + 0 ~0• _ ~ • \ ~ c ' 1 ~ ~ ENSURE THAT DESIGN BUILDING FFE ALLOWS F
Q 2 , 1, o,C? ~ MH /12 26 BOC-80C ~ ,~Oi ~ ~ - \ ~ ~ ~ i ~ : ' ' C r SUFFlC/ENT FALL TO THE SERVICE CONNECTION. ACL - \ \ LOT 5 1 STREAY , o t : r =
~ 22 PA I~fMpVT L ~ ~ ~ ~ l ~ , ~ / ~y ~ q~~ 0 j., ARr APLICABLE NORTH CAROLINA BUILDING CODES MUST p ~ ~ ~ \ \ \ o - I i BE FOLLOWED. MIN. 'S gVfN DO ENSURE c
r ~ PRApoSED ENIR~Wl.E wALL - l _ ~ log / . ~ ~ fFE OIQt \ ;c ~ : " I , ~ ; ~ 1HAT FFf WILL BE ABOVE THE ELEVATION OF THE < r
\ - PRGWOSEO fENl1: ~ ~ aENQ ~ i• SEAM MANHOLE. BACKWATER VALVES MAYBE ~ \ ~ 5 c ~ ,k 4
~ ~ ~ ~ ~ `,,~s_, 1, ~ ~ , . ,y REQUJRfO. BASEMENTS OR OTHER FlNISHED FLOORS ~ <
I ' 0 lRANS111AN iRIAl7` 4 S1D. , ~ , A ~ ~ ~ O \ ~ , o ~ ; ~ ` BELOW THE MINIMUM G/ VEN MAY REQUIRE PUMPING o ~
EJL fIRE Nn1RANT TO 8E RQOCA IEO TO 30 ROLL 6~ AT TA• 4+2~. i r ~ ti ~ IMI Nfw arch LINE ~ ~ i ~ ~ ~ , \ iw L ~ ~ ' u~"' ` TO REACH 1Hf PUBLIC SEWER. o c \ 1 to i sEr o ~ \ z
V V I ; ~ I IX 12 N[ \ ` _ ~ \ ~ ~ ~ d ~ ~ ti fArW 100' S7REAIl ~ ~ I 1 1;~,; x21''• < P ~ J
~ ~ ~ ~ _
fJL CV 1N 1fN ~ ~ ~ i off. n ~ ~ = 1 LOT B ~ 1 ~ ~ ~ ~ z ~a, ~
~ ~ \ ~ 4 Mw ~ 44,s o t ~ ~ 0 ~ 4 ~
lOT 49 ~ . ~ PRCwosEO c.~avsmucnaN Eas~Nr LOT 41 ~ \ % ~ ~ z ` I l - fE>: k' n is `~4,
I + ~ ~ ; ' ~ 1 - 6' CV ~ ~ its, J 0 r / 1' ~ ~ ~ d
PROPOSED fENG~ ~ ~ ~ ROME 1 -1 fH ~ p o ',•r,j ~r '
S1TE BENCHMARK -TOP OF CONCRE~' MONUMENT AT I \ ! LOT 39 ~ I ~ .U ` . ~ z
STAAON 4128.31 LEfT 36.03 Of PUMP HOUSE R0,40 ~ ' ~ I ~ \ ho ~I o a
ELEVA LION =460.16 ~ ~ 1 ~ ~ c ~ i :f` • 1~ I ~ W - I f p• 1 • W

~ VI ~ VARIABLE M1tl9F! STA~II \ b , ` _
\ ~ 1 I ~ / ~ W ORANVA(,~ EASE~NT, ~5' ~ % • ~ i : ~ ~ ,
\ fROrW F~au cEivTa o~P~E \ ~ Qo ` \ ,
\ ~ 1 \ , LOT 7 ~ o . ~ i~.,`~: ~
tJPS1REAM DONNS1RfAM LENGIN aA• SLOPE \ _ ; Ml fFE 46.0 c i I ~LL'' ~ i,
PIPE 1DC/rap WH71r WVE14T (>tJ lnJ l~ I ~ F
LBVf BEARW6 aSTANCE CURVE RAaUS LaG1N COVtD LaCIN 1 ROAD CENIE~4LaVE AND CURVE DATA 17 TO 18 41819 44278 44231 47.0 24 1.00 , I - \ ~ ~ ` t - 1 r ~ I~ .X %
40 0 40 80 120 L1 N 64-28-33 W 1x57 Cf 213m 74.27 7390 iBA TO I7 44819 44311 44288 ?25 ?4 fA? 14A 10 16A 41831 44369 44321 480 24 1.00 \ I i o ~ i '
L2 N 84-16-09 W 157.00 C2 30Qm 122? 12Z? 14 10 14A 448.39 44,x89 44,179 60 24 1.67 t I , ; ~ i o~ i. ,
13A 10 14 449.01 444.60 44399 61.0 24 1.00 , I Scale 1 = 40 f3 1O i3A 44985 44550 444.70 60:0 24 1.00 , i ~ - - p LQT 38 i I ~ o`~ ~ 1 ~ "~I
LJ N 86-36-r1 w 33565 C3 10Qm 319.98 ?86.93 11 T013 45Q95 447.00 44800 IOaO 18 1.00 10 TO 11 451.84 447.99 447.10 820 18 1,09 i i I ~ ~ I
L4 N 05-03-50 f 13x13 C4 50Qm i1Q61 11Q39 8 TO 10 453?8 44904 44809 950 18 L00 ~ 1 ~
7 TO 8 45,x91 45Q16 449.53 3Q3 18 207 ~ NOTE: L5 N 07-36-41 W 339.Z? C5 20Q00 401 439? 5 TO 7 45853 45269 45Q41 880 15 259 1 i I I U I,~, ; ` 1 i . ~
t. ALL CONSTRUC110N FOR THE SANITARY SEWER AND WATER 41115 45869 45471 45279 1350 15 1.4? ~ - 1 ~ y0T 8 i I , i
SHOWN WILL COMPLY WITH THE GTY OF DURHAM STANDARDS L6 N 04-JO-12 f 2J48J C6 20Qm ?04.61 195~a5 310 4 45964 45580 454.81 895 15 1.11 , _ " WATER AND SEWER CONSTRUC110N SPEgFlCA110NS ` 110 3 46Q?9 43879 456.05 735 15 1.01 I - t------s' - ~ MIN 445.0; I p ~
DATED SEPT., 1994. U N 63-x-08 f 13247 C7 11Qm 17279 15556 16 TO 16A 41483 444.16 413,96 60 15 ,x33 I ~ •
L8 N 87-56-10 W 3ari82 C8 11Q00 17,01 155,16 ~ 1= i ,I ~ L: i t
MAINTAIN THE FOLLOWING i11NIYUi1 CLEARANCES: 15 l0 18 447.67 44403 44x69 360 15. Q94 I Af;EAJ~VG LMT ~ o , ; ~ : ; , / l~ .
WATER AND SEWER LINES- 18' VERT. OR 10' HOR• WATER LINES AND GRADE- 3.0' L9 N 02-Q3-50 E 8Q78 C9 201Rm 326 332? 12 TO 1J ISQOb 44650 446.?? ?80 15 1.00 i ~ _ t r o f
SEWER LINES AND GRADE- 4.0' ` ~ 1 i•: / i % J ~ + ! W
• STORM PIPE AND WATER LINES- 12` L10 N 88-04-59 W ?0276 9 TO 10 431.88 44838 44814 240 15 I.00 STORM PIPE AND SEWER ONES- tY L11 S a2-23-19 W 87.32 610 5 45653 45xOJ 45279 240 15 1.00 ~ ~ ~ I ~ ,
IF WATER-SEWER OR STORU-SEWER CLEARANCES ARE NOT ~ OT 37 t ~ ~ ~j Y : ~ i ~ i
NOT IAET, SEWER MUST BEd ? m 3 45964 45614 15590 ?40 15 1.00 ~
IF WATER PASSES UNDER SEWER, DI SEWER MUST BE USED AI 31 TO 38 464.40 461.40 46x35 105 15 1.00 or9 ~ .
37A TO J7 46860 46630 16L68 ??I 15 210 HORIZONTAL SCALf• J'=40' rti ~ MIN fFE 445.0 j j•` ~
VfRACAL SCALE.• 1 =4' caeG ~ - u i ~ ;
to 1 ~ I ' o 1• ~
/ N i
o ( r ° r ,
I ~ fs9lo ~ , ~ CITY OF DURHAM
~:rA I { ,Y PUBLIC WORKS DEPARTMENT I •:~0 I cD.
470 0 ; ` / APPROVED 1 ~ r ~ ,~'fl~ 445 0 c
g Raw ~ PROSE ` , - ~ , ~ \ - % ~ ENGINEERING ~ , b o , . DATE
" VAR1A VARUdcF IMD1H s 1 I?; ~ ~ `Y~ STORM WATER DATE 9-t~ 1~ \ ~ ~ 1 ;c,. TRANSPORTATION DATE
A - 214208 a~UtkAl N - - fRQll f.E ORAWVAGE FAS>rIIENT, 7.5 1 ~ ~ o ~ ~ o ~cw Apr a~ PYrE + r:: ~ r ,o ~ , ' ,.v' \ DATE
~ $ ~ STA 1+ 99 T- DATE
c~+ n IWV Wt - 45679 3 4 STA - 4+ 7.49
~ W -459:64 + NVV OUT -5303
465 ~N 69 - WV -45481
-2 V OUT -45580 _ 5
A i+ ~ I R1~1 _ STA - 5+ ?3 ~ ~ EU:Y 480.85 f -
~ ¦ 14 INV OUT - 69 NVV W - 41 K 5. 2 ~
. ~ ~ r t,/ I 8 ~ ~ 1 f' BEND - r eav 1- n' KENO 1- n• ealo
PR SED y T
4 CURVE LEN¦100.13 + RMI 453.?8 60 - ~ 460
~ ~ ~ - " : -1.0570 \ 1 DESK;H SPEED - AIPH t r - s' GV ~ r W ~ , ~~MIIMgrpy
FX 12" ' " ~ + • 1- C 1 - 8 GV 8 8 TEE N A,~O . o, OQl
t Nh - ,o ~ ~4 s~ STA - 8+75.53 V fQ~ y ~ 1. .
< a STA - 7580 INV NV 41B 00 PLWP HOU RD STA 10+69 JO ^ ~ ~ ~ ~ ~
~ ~
~ 1 - 8 45' D ~ VPI A 5+96.41 455 dVV OU -44838 ~ 9 ~ ~ ELEV. -447.69 ~ ~ ~ ~ 455 w:
'''i. ! ! , , • :;1. i /i ;,''S , ~ . i,:; CURVE OZ s9~ ~ fo srA 7+67.19 14A ~y&~ZZ ~ p~~'
\ - .1~` 1. >!rj M ~ RLiI 45 84 INV ! -447.10 STA - 9158 -448.3! IA
1 - 12 8 TAPP SiEEVE , , DESIGN EED - IIPF1
- ~ ~ WV T -447.99 ;gyy;yy ~,7 _ -447.70 STA - 8+ 83 INV OU 44.69
NOlE S~ STORN ART FQR T - STA - J 19.33 ~
sroR,~ auwAl~ ,wc 12 IN : . - J ~ / ~ I ~ ~ RJLI - 39 STA - 11+iS
450 _ ~ _ 450 - Drawn sPe, ~s~ X ~ WV OUT - .89 !NV IN 15~ 55 ~
12" M ~ Chackad _
1 - X6 lEE Date 5/30/2002 - !NV OUT -44 .?1 ReMtMna ~/a/o2
1 - ,%i-, I? 8/13/02
8. A / , ; / i~ iii;
STA 5+52.39 ~Op 445 445
1NV our -44736 ~
p~
11. ' OON3'iFiUCT10N DRAWINQ
~;'y,"•:; 8UBIrrI'AL -NOT
srA s+54o1 440 PrC - 119.30 0 Q FOR CO~kSTRUCTION 4.~ 440
1NV NV -44234 - . 4 o Sox 8hNt TIDE X234
STA 7+ .71
~ - 4 STA 8+8802
JNV WT - 92 W IN - 43932
• 435 435
n~nn t~nn 91M 3.~M ~.M 5+00 fi+DO 7+00 8+00 9100 10+00 11+00
Sheet Number
PROFILE -PUMP HOUSE ROAD - STA 0+00 70 STA 77+00 CD 3*1
BITE PLAN CABS NUM ER DOi-565

" I, .1 .t 1 ~_~1' rt.i.J7 _ 4 .ns r'..~ T. i -~e~T'~r :4 ,i j" ~ ~ , •1. `C y ~ 1\
~ _ ~ ~ ` TE` 'NCH OR -NUMENT AT ~ ~ ~ 1 ~ . , _ ,
STATION : 31 LEF X6.03 P P- HO E; , . _ _ . ~ ~ a, ~ ~ ~ TRAN51TlUN1~L ' ~ t \ ' ~ ' ; ~ ~ nA~ins; ~ ~ `SSE ~~IR~A
, ' 1 . ~ ~ ``h1 ~ ~ , ~ y"
:.fie %t , 'fin ~~~.q-.. ~~1~'
T . ~7 k" - , ~ - / ~ ~ -.I :..1 )1 . ~ Ti..
I R . ~ ~ t ~ ~ ~a~ir _ Y / , 1 i r k ~i. i - ~ . . i ~ T ( i ' 4,,-~: p'~ T~ - : ~ \ 1 . _ . i
• i ` f - ~ 1 NOTE' S1UB-OUT 10 SANITARY ~ ' 1 r \ I ~ . t - f, ~ ~ ~ - I i i i
.i. C L'OT 6 > . r v ~ LOT 13 LOl 14 ~ ~ ~ SE?~R ~~Otir MN TowARV MN ~ - - ' LYTY OF DURHAM \ .
_ > ~ MIN FFE 435.0 LOl 15 1 ,~13 AND PLUG DURING PHASE 1 ` CONSIRUCAON.`~ LINE NOCL Bf ~ ~ 1~ 100' STREAM BUFFER : ~ ~ ~ , t J- LVi 1V\ 1? ~T. ~ f J
~ PHASE UNE 1 ~ I , TED i(5' P PH CONPL6 ART OF ASE Jt ; , - _ \ ` - / !0' BUILDING SE1E ' 4 ~ T ~ ~ ~ ~ ~ ;fit0l~'s, MINIM FINISH FLOOR ELEVA110NS i fRAU STREAM BU ~'t::, >VEL~RREADE~
" ' ' ~ LOT 12 I ~ • \ pD,~ GltIEN'ARE QN Y FOR THE FFE REQUIRED TO LOT 19 I l ~ i
~ ' IN FFE 442.0 I / %Y'~ I 30' SANITARY WEE E T"~ ~~LOT 17 ~ + ALLOW, SEWER. RVlCE TO GRAVITY FLOW TO MITT 430.0 ~ ~ ~ t r' W
~ ~ ~ 30 " ~ ~ LOOT 1 ~ _ 1 - 8" PCUG - ~ ~ A' { ` THE,DESI~NEq~ S. ITARY SEWER. BUILDING ~ ~ ~ ~ , ~ g~D1~ E0 0 STA J _ ~ / QN - - R ' C TRACfGRS 5 LL VERFIY DEPTH OF ~
- ~ NOTE. INSTALL 2 J0/14T5' 8 " ~ 8 SANITARY SEWER, IN FFE 445.0 ~ ~ v D!P BETWEEN 8" GV ANd' 1 - 1 8L0(V-OFF ~ SEE CD 3.4 Q H 1 - 8"X6" lEE ~ ~ ~ ~ 1 uG ~ ~ ; ;E'WE'R SCR I9CE; P /OR TO BEGINNING HOUSE ~
. 4 D ~ ~ MPDRARY 8" PLUG (PLUG AND BLOW-OFF 110 BE , , ~ TE 1 ~ REMOVED DURfNC PHASE 11 ' , , 5 ROIy.,.. - ~ 1 - 6 GV y o ~ ~ ' fi 50 ROIV.,.. 1 _ ~ i BLt~OFF A BLY ~ r ~ ~ ' CONS.FRU~TlO,N" ON A LOT TO ENSURE THAT W
- LOT 11 Sfq 13+26 -END PHASE ! CONSTRUCTION / ~ cLEARiNC iiMrr ~0 ~ ; ; ,DESIGN.- BUILt311!!t6 FFE ALLOWS SUFFICIENT -
LOT 9 ~OUIRfO ®STA 13+20 ) ~ MIN FFE 445. D CONSTRUCTON OF KING FARM 8" GV I ~ - ~ B ~ ~ - ~ ROAD TERMINATE„ROAD KITH ~ " • T B C-BOC ANS>~ • N. • F>4L~;"70~~TH>~-'6ERVICE CONNECAON. ALL p i
~ ~ . _ i ' ASPHLAT HEADER RIP RAP AT 5' EWALK ;N CO ~ 22' P. ~P , CO .~~p1UyG N;. 8, $ ~ ; -`~AP~IC~4BL~.N RTH CAROLINA BUJLDING CODES ~ 22 PAVEMEN :,_1'~';DEEI? LINE ~ ~ , ' L'~~ ' MUST B-'F OWED. MIN. FFE'S GIVEN DO ~ ~
I END OF C&G, CLASS llf NCDOT + ~ r ~ BARRICADE 1 - 8X8 TEE WAL .r ~ _ ~ ~ ~ ~USS`''Z RIP, R n ~ ~ Nf ND~ TH W ~ , ;1~" - ~ f1VSURE, HAT FFE WILL BE ABOVE E a
f-8" V _ - - ~ W h - ELEVATIdN THE UPSTREAM MANHOLE o < } ~ ~
~ l . _ , _ _ _ co- _ ~ _ _ _ _ d~ - _ _ ~-ti~ / - ~ ; q; ' W.;' BACKWA TER ,;V L VES MAY BE REQUIRED. o
C - ` MH" yF - d" L6 - ~ ~ ~ ~ • ~ BASEMENT OTHER FINISHED FLOORS o _ j ~ ry ~ 0 N
- , .r , f _ r - _ ; , r ~ ' ` ; ~ BECE}W INE' NIMUM GIVEN MAY REQUIRE Q z <
~ ~ " , PIMPING ;TO EACH THE PUBLIC SEWER. a - Mil # y ' \ ' ~ I ~
_ co _ 1 Z
4
- ~ CO - , . ~ ~ CITY OF DURHAM
- ~ 3 8 --M- 43 I DIP BE ~ ' ~ ~ ' o < 4'J$ ~ ~ ~ 100' STREAM BUFFER ~ GV AN C ~ j" ~ d
. _ _ , k~ ~ , ~ 15'; STORM DRAINAGE ; I . I ~ ~ ~ EASEMENT ~
~ I _ 'r ~ I , ~ - ~ ~ ~ VARIABLE ;W101H . ~ ~ ~J CLASS t" RIP' ON 18'' • 3 ~ I 4 ~ `rr~ic XL=28, Z
sroRM SEWER , ` PUMP NOSE ROA HO SE ROAD ~ , ~ - ~ . P,RE T o oc
I ; t~ I - _ EASEMENT, `~7.5' FROM 50' PUBLIC ROW 1' PUBLIC ROW ~ , ( ~ J . 4 'FIEADWALI w tT -80C ~ ~ ~,r~ W s
~ a. aF PiPE T 23 ~ 21' Bob-BOG s LO f ` LOT 24 LOT 22'~ 30' ROiL CMG . ~ I ~
- A BLE WIDTH ' .j I ~ STOR NOIE.• STUB-OUT 10' O Lor 20 . - ` ~ - h;z 1 lk
- VARIABLE WIDTH ` , ~ NOJE.• A ,ST M DRAINAGE LOT '21 ' , SANITARY SEWER FROM ~ l1 ~ I E EASEMENT, .5' STORM SEWER ~ IN P MP HOU R AD ~ ' f ' n ~ f TOWARD MH 14 AN LETS ON U SE 0 LoT X21 ~ ~ . ~ - . t I L' ~ s ~,A~ ~J~1NC ors°~MAN i ~ 3 ' HaE
CL Of PIPE ~ . / ~ EASEMENT, 7.5' FROM ~ PLUG DURING PHASE 1 W11L 8£ BUILT AS PART OF w ~ ~
I ~ CL OF P/PE ~ CONSTRUCTION. UNE Wl PHASE /EXCEPT 1NlETS 31, 32A, .#3 . I ~ . r
~ I BE COMPLETED AS PAR 32,'AND 35 ~ ~ - . .....LOT 42 I I `i; , Z t I,.
4. ~ , . . 1 LOT 49 I - _ - i' " x
I I _ I I ~ ~ ' ~ . .
I K! 1`ARM ROAD ~ , ~4 ~ . - ~ .f 1.' ~
,MH /14 0' IRAN I T10NAL 5 S ~ I i ;,I - r K G FARM ROAD ' i. J
- _ c ~ ~ ~ USE AREA ( ~ Wy 40 PLIBUC ROW 9' ~ ~l
~ CO - - 25'BOC-BOG ,'v, i
~ 30' ROICL Cd~•G ~ , I , ~ ~ ~ ~ 313.8580- ~ i; / ,
I ~ ~ ~ ~ ~ - - ~ - - - _ / _ , , 90. 154'
~ _ i ~ ~ - S _ ---p /
PRECAST CONA4CTE ` , ~
MAINTAIN THE FOLLOWING MINIMUM CLEARANCES: WATER AND SEWER LINES- 18" 4ERT. OR 10' HOR. HEADWA~ . ~ ~ (A ~ j k
WATER LINES AND GRADE- 3.0' - HORlZONTAL SCALE.• 1 4O SEWER LINES AND GRADE- 4.0' 2 _ , R/M 432.24 c~
UER>1CAL SCALE.• 1 "=4~ STORM PIPE ANp WATER LINES- 12" 40 0 40 80 120 - - lN=417.92 W 1P ~ ~ 8 ~ ~ ~
STORM PIPE AND SEWER LINES- 12" / OUT=417.87 ~ ~ EX. 30 RCP ~ b W 0 Q N
IF WATER-SEWER OR STORM-SEWER CLEARANCES A / ~ JW - ii Z U
NOT MET, SEWER MUST BE DI Scale 1 " = 40' IF WATER PASSES UNDER SEWER, DI SEWER MUST BE USED Ups Z NN M LENGTH DIA. SLOPE i'l ~ EX M J W
PIPE TOC/TOP INY UPSTREAM DO STREA 0~ ~ W TOC/TOP INVERT INVERT ((t) (in) (~f ~ ~
o~ O~ t• - CANIRA TAR uul CARf DRILL EXISTING Q Q RIM 430.14 430.88 421.94 411.78 116.0 30 1.00 ~ ~ R ~ T A f[fJOBIf =
N ° 34 TO 36 430.88 424 ro 33B TO 34 433.38 42~ PR 0 P AprO ws Au ~ 11` 6 ~ - ~ x33.38 425.90 42304 286.0 30 too , 1N-418.84 ~~q BOOT FOR CANNECDAN A~ U
33 TO 338 431.8? 426 ~ I a 33A TO 33 433.85 426 431.8? 426.94 426.00 94.0 30 1.00 ~ 5 ~ OUT= 418.79 PROPOSED SANITARY SENfR ~ ~ 9 433.85 428.50 427.04 ilQS 30 1.3? ~ ~ ~
r ^ ~ ~ 30 Tt~ 3.L1 441! 18 43e 44Q 18 43236 429.10 1585 24 217 ~
20 TO 30 44331 436 44,31 43490 436.35 45.5 24 560 ~ ~ ~ ~ 447.42 442.21 439.00 1960 24 1.64 ROAD CENIERUNE AND gJRVE DATA •
~ 2 2 STA -!0+10.81 (K G FARM RD) 18 10 ?0 447.4? 44e 455 f7 TO 18 448.29 44e 448.29 44278 442.31 47.0 14 1.00 ~ eE~G ~sTAn~ qyt~ Itworus t£NG>H QpOD CITY OF DURHAM
2 2 2 INV !N 9 -43266 16A TO 17 446129 44„ 2) . . 35 TO 34 430.88 424 44a2s 44J 1r 442.88 22.s 24 r.o? PUBLIC WORKS DEPARTMENT 430.88 424.13 423.89 24.0 15 1.00 t1 N 84-28-3J w 1x57 C1 2t5~00 74.27 7190
INV OUT -432.36 1 - 8 GV NOTE• SEf . TORM CHART FOR 40 TO 35 429.01 42~ 429.01 425.17 424.23 94.0 15 1.00 APPROVED
- 41 TO 40 429.01 42~ IM -447.70 0 1 8X8" IEE 429.01 42551 415.27 24.0 15 1.00 ~ N 84-I6-09 w 157.00 C2 300.00 12?? 1222 ENGINEERING DATE
OF STORM IMAGE PlP/NG - 3? TO 33 431.81 42S - 43182 42932 429.08 24.0 15 J.00 ~ N es-36-11 W 33565 C3 200.00 31998 286.93 STORM WATER DATE
r m RIM -443.1 I TERSECl10N L4 N o5-03-50 E 238.13 C4 50000 110.61 IfO39 TRANSPORTATfON DATE 431.50 428.75 4?8.40 34.5 18 1.01 DATE
+ ~ - LIMP HOUSE RD STA 3+53.61 31 TO 33 431.50 426 450 STA - f 1 +15.5 ~ > INV /N 19 -439 LS N 07-36-41 W 3.3A21 C5 ?OU00 44.01 492
INV OUT -438.0 31A TO 33A 433.85 43l INV IN (15)- 3,55 ~w VPI STA 12+71.12 V. -440.86 2? T013 452.28 44E 433.85 430.35 430.11 24.0 15 f.00 N o4-30-12 E ?3484 C6 10000 20{.61 19585 DATE L8
452.28 446.78 446,56 22.0 15 1.00 L7 N 63-O9-OBE 131,47 CI 11800 17279 155,56 m
INV OUT -44 .21 a CURVE LEN~167.94 ~ STA - 13+09.1 1 - 8" PLUG 19 TO 20 44331 43S 44331 439.80 439.50 14.0 15 1.25 L8 N 87-56-10 W 305.82 C8 i1Q00 17107 155.76 NOTE: ~
DESit,~l SPEED - 25 MPH RIM - 443 1 1 - 1 BCOW--OFF - - - ~ ~ INV OUT -439. T R i6 TO 16A 44883 444 1. ALL CONSTRUCTION FOR THE SANITARY SEWER AND WATER a 44883 444.16 443.96 6.0 15 3.33 L9 N Q?-03-50 E 8Q78 C9 20000 3118 3322 SHOWN WILL COMPLY WITH THE CITY OF DURHAM STANDARDS
~ ~ ~;o DURING PHASE 11 INSIRUCAON) JB TO 42 429.05 418 429.05 418.50 41800 50 4? l.DO L10 N 88-04-59 W 20276 "WATER AND SEWER CONSTRUCTION SPECIFICATIONS "
+ 39 TO JB NA 41~ NA 413.00 411.88 ~ 42 2.00 DATED SEPT., 1994. ,,~~gtppirpr4~ L11 s 82-23-19 w 87.32 445 ~ CARD ~~i,
445 '-1 ~ M BETWEEN GV AND LUG) ~ a
`'SS •
~ ~ ~ P POSED ROAD CENlf NE PROf7LE EEf~IIE ~1 t~
~ 1-6' SEAL - - • i 27892 1 - 6 GV 34 ~ •
~ rn co EX GR ND PROFILE _ ' ~o ~ - STA - J9+79.0 ; ~ Q„
M 1 - 1' 810W--OFF - STA - 20+85.81 S~~H E~•.• ; ~ R!M - 429.01 •'•Q:N•••" ~ INV IN -423. 440 4•, FY P~
\ ~ S A - 14+89.47 ~ 440 ~ w _ T - 1 4i FN P. 8
w ~ 33B ~ !VIN -429.10 TA - 1 +9 .7 d INV DUT -422.4 c°v Np~ 11111~~~
~ -4 850' ~ RIM - 43338 I V DUT 2 33 rn ~ ~ ~ va ~ ~ STA - 19+79. STA - 20+85.82 +
A - 4, 70' 3 A - ~ !NV OUT -425• w WRVS LEN 227.63 0 0 N
®1.OS~' ~ N RIM -431.82 ~ 1 - - " ' - INV IN - 424. INV N - 425.27 ~ ~ o a ~ N ~ ~ INV OUT -424.3 INV OUT - 42517' ~ °o ~ ~ ~
R - 433.85 INV 1N -427.04 > _ rn ~ INV IN 4 ~
INV OUT -4289 ~ \ 4 Zti » rn~o I ~ 3. ~ a ii ~ o~ ~ 435 ~ ~
435 w ~ w ~
fRNCO TRANSIAON C PUNG \ ELEV 429.01 STA - 15+99. ao 2 ~ a .WN u'1N ^w .
INSTALL J FULL NT 8" D! UPSIREAM OF DROP ~ ~ K'~'~ a INV OUT -428.3 ~ of v ~ ro RIM - 429.05 a ~ k~~ k k
~ ~ ~ ~ ~ ~ ~ ~ N w INV OUT - 418.50 i2 ~ r
T~ Z Z VPI STA 2 76.32 N
3~ i ~ ~ ~ WRVE 195.14 ~
i 8" DI IDE DROP i -'"~'%y ''I " 430 ~ _ K•30.00 ~ 430 Drewn SFB, JSA
r 12 MIN ~ Checked
~~y• Date 5/30/2002 \ / ' R On8 7/8/02 sviei
N ~ / _8/13/02
o ~ MH ~'7 ~ 1164 ; , _ ~ _ _ _ _ _ _ _ _ . _ _ - _ ~ _ _ 9/30/02
} STA 348 13 \ /
IM - 425 ~ IN /N 14 - 429.21 ~ ~ AT ROAD CENTERUNf III 425
~ O !N IN 6 - 435 30 / -
~ CORE DRILL EX/S NG MANHOLE
W INV OUT - 429.11 - •53 ®0. 0% 2 ~ " "
- 0 0.50X i ~ BDOT FAR CONN CIION OF III - CONSiAIICTiON DRAWING
~ M ,~6 0.50 8" pVC_ 121.46' ® \ 0.5 SUBMiTAL -NOT RELEASED
8" a _ FoR CONS1Al1CTI0N 113,00' ®O, 75X - 420
~ RIM - 4 1.80 TA 16+86.55 420 Slwet Title
- 1NV 1N (7) - 4 .16 IN !N - 42255 MH ,~4
R/M 43252
• MJ DIP I DE OF ENCASEMENT INV OUT - 421.07
i2 Lf 6" DlA. STEEL ENCA MENT J
PIPTE 25D - THICK
415 415
11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 21+00 22+00
Sheet Number
t
PROFILE - PUMP HOUSE ROAD STA 11+00 TO TO S TA 22 + 22.2 0 CD 3.2
SITE PLAN CASE NUMBER DOW-565

- 1 ~ \ ~ 1
SITE BENCHMARK TOP OF CONCRETE MONUMENT AT . - I ~ I KIND FA PM ROAO i ~ \ / r ~ ~ '
STAAON 4128.31 LEFT 36.03 OF PUMP HOUSE ROAD, ~ ` ~ , ~ 40' PL19t1fC ROM+ • _ LOT 14 I LOT 25 ~ I ~ ~ ' i
ELEVATION -460.16 1 ~ ~'t~ 1 • 3o Rau. ~ i I . RF_OUIRED 0 STA 6+86 \ ~ 1 - 822' BEND ~ ~ ~ ~ ~
- ~ LOT ?7 , i \ ~ ~ ~ / ~
- 1-8 ~ ~ , LOT 28 ~ ~ \
- ~ 'A;, I i Fly _ _ ~ _ _ ~ p I / ~ I~SIREAM DowNSrREAM LEN6TN DIR. s~OI~E
• ';1 i ~ - ~ P1PE roc/raw rN?oer rN~r tt ~ x
' tar 13 _ MN 4 LOT 29 ~ ~I . ~ 3o ro 44a ra +32.3s 42910 150.s 24 217
C! - ~ ~ ' ~o m 30 t' \ Bf~IRm 0 STA 6~'4Qi 44431 43890 43635 455 24 5.60
i REOUiRE~-io srASrA Js+s,~ s4 ~ ..,~~~:::r CO 1 - 8 BEND i 18 T010 447.4? 442?l 43900 1960 ?4 1.64 4/~ 17 JO 18 448?9 44278 44231 ~ ~ ~ ~ 16A 47.0 24 1.00 ~
, j 1 - 8X8 TEE - ~ I ~ :.._:..x \ M W.L. ~ >n it 44819 44,11 t 44288 22 5 24 f.02 \ ~ 14A 10 16A 448.31 44369 44321 460 Z4 1.00
_ ~ , / - ?w , I 14 1 ~ ~ / _ 10.4A 44bi39 44,189 44379 6.0 24 1.67
4 < <``;4 _ VARIABLE IN 1N ST ~ ~ ~ ~ ?9 TD 30 438.33 434.00 43266 1155 ?4 1.16 WL \ ~
i ~ ORAlN ~IfENT, 5' < I I I i ~ ~ ` ~ \ ` LOT 30 ~ ?6 TO Z9 441.47 43663 434.50 1450 18 1.47 ~ ,y , \ ?5 r0 ?6 441.05 43443 437.98 3Q0 f5 1.50 Q 1-
~ \ ~ \ ~ ~ J STORU DRAiNA • \ ?4 TO ?5 44563 441.918 4,1853 1150 15 300 ~ .
• SEMENT ~ ( \ ~ ` 2 45Q?8 N6.46 442018 146.0 15 300 F \ ' \ \ I 21 TO ?3 4525! 44900 44656 730 15 3,34 -
STA 13+26 PUMP SE ROAD 1 I t ~ ` ;END PNASE r CON ucnoN a~ I ~ I I ! 1 ' 2?' BEND ~ ?7 10 29 43400 43516 43450 66.0 15 1,00 ~ ~
~ ~ Ro . avsrAU ~ ~
r~°c ~ , ASPHALT cuss B ~P _ LOT d9~~ ~ ; ! RAP Ar ENO a~ c~ NcOgt ~ LOT 4B ~ 50 225 15 1.33 < i _ i - 'X6' 1EE
I aASS >W i i , _ LOT 47 44Q00 437.00 43633 21.0 15 248 d f
o < jQj 46 ~ ?1 T013 45?28 44678 44656 ??.0 15 1.00 ~
1 t 1 \ , r~dr ~ r' ; ~ ~ LOT 12 'ti r ; / , + ° W
i ~ ~ 1 ~ I i ~ 19 lC! 20 44331 43980 43950 24,0 15 1.25 ° C / I ~ , .I 1 - 11 ~ z 8 BEND ~ Q
I =;j i' I _ _ VARGI&f MiD1N S1 ~ _ ~ 16 TO 16A 44883 444.16 44396 6.0 15 333 < wroTH sraRM I _ _ I J
~ ~ ~ DR EASEMENT, M7AIN/EASELIENT, 7.5' ~ ~ LOT 31 ~ ~ 15 TO 18 441,67 44403 44369
APANSTIANAL ~ 360 15 U94 0 rza y' a of 1~E I ~ ~ z sE AREA Q
;I ~ ~ i I , fiN i / 1
• ~ ~ ;r.•s w Z
~ ~ ~ ~ ~ ~ PUMA HOUSE RD I ~ - ~ moo' Row ~ ' ~ ~ d
~ ~ ~ ~ ~ ~ - UNE BEARING DISTANCE CIIRVF R GIH CORD LEN61N ' p}IA~ NM r~ ADlUS LEN Q 0
30' ROV1~ CQtC 't • ~
S _ A: S 1 i Lt N 64-?8-33 W 18.57 C1 21500 74.27 7390 ~ g r • ~ ~ o OC ~ W
j ? ~ PHASE 11 ~ ~ ~ Lor a1 I ~ I ~ L ~ ~ ; ~ L2 N 84-16-09 W' 157,00 C2 300.00 12.?? 12.22 PHASE ll CLEARING 11M1TS W J ~ z
1 I _ _ , ~ i ~ ~ _ I ~ ` A 3+2i xrNC FARU RoAn - ~ L3 N 86-36-iJ W 33565 C3 200.OD 319.98 ?86.93
V 0 ~ ~ ~ ' PHASE 1 CANSIRUCAaV OF ' _ ' ~ I : 1 - ~ ~ LOT 32 I L4 N 05-03-50 E ?3813 C4 500.00 11Q61 1!0.39 Z ;
~ , ~ ~ ~ ~ VyY1N6 ARM ROAD INSTALL ~ ~ ~ ~ LOT 42
- ~ ~ i ; , .ASPHALT GASS B RIP 'I I , ; RAP AT ENO , NlbOr lOT 45 45Q L5 N 07-36-41 W 33922 C5 200.00 44.01 4.T9? .`Si ~ I lOT 45 ~
I r i LO ~43 pass rir 1518E L6 N 04-30-12 E 234.83 C6 20D00 ?04.67 !95.85 l :i9 \ ~
ov ~ ~ \ ~ _ J ~ ~ ~ L7 N 63-08-08 E 13247 C7 11Q00 17279 155.56 ,
' ~ DRAIN EASEMENT, 7.5 ; ` ~ I T 4¢ , ` 1 1 ~ I i ~ LO
~ . L L- ~ FROM CL ;6F P1Pf 40', PUBLIC ROW NOTE: ( 1 ~ ^ . l8 N 87-56-f0 W 3058? C8 110.00 17307 15576 2
~ I ~ 2 ' eoc-soc ~ ~ a 1. ALL CONSTRUCTION FOR THE SANITARY SEWER AND WATER I ~ ~ SOT 10 A5 ~ / ~ L9 N 02-03-50 E 80.78 C9 ?00.00 33.26 3J 2?
SHOWN WILL COMPLY WiTH THE CITY OF DURHAM STANDARDS i 1 ~ ' I ~ ~ WATER AND SEWER CONSTRUCTION SPECIFlCATIONS ~ ~ 1 22' BEND ~ L10 N 88-04-59 W 20276
~ ~ I~~~ . DATED SEPL, 1994. ' , . CV _ 454
, ..:..v; ..~~"'s's`'`~~' ~ 111 S 82-?3-l9 W 87.32 :..ti'.Y:.:'.
IAAINTAIN THE FOLLOWING MINIMUM CLEARANCES: , ~ ° ; ! PI WATER ANO SEWER LINES- 18 VERT. OR 10 HOR. -t"" ~ ! ' _
WATER ONES AND GRADE- 3.0' I ~ ~ ~ ~ ' ` ~ - • ~N'i 9 ~ \ /
SEWER ONES AND CRADE- 4.0' ~ ~ _ - N lB - STORM PIPE AND WATER LINES- 12 1 ~ - - ~ - i~ 1
STORM PIPE AND SEWER ONES- 12 - ~ ; ~ , I ~ ~ i 1 ?2' BEND
I ~ - IF WATER-SEWER OR STORM-SEWER CLEARANCES ARE NOT • ( i , ' - t~
NOT MET, SEWER MUST BE DI ~ / ! ~ 45b ~ ~ ~ ! ~ ~ IF WATER PASSES UNDER SEWER, DI SEWER MUST 8E USED j ~ i i ~ ~ LOT 33 ~ W LOT 34 ~
_ ,
' ! lOT9 I G- 40 0 40 SO 120 I ~ 1 ~ 14 , ~ N CITY OF DURHAM J
:::1 , 1~4 1 ~ KIND FARM RDAD LOT 35 ~ 4 f I 1 ~ ~ ~ ~ ~ - c 40' PLipJC Row BEQ{ PUBLIC W R 0 KS DEPARTMENT
~ ~ ~ ~ ~ Lor ~r ~ ~ ' 1 fH ~ I 25' BOC-BOC \ RE(kIIRED 0 ~j~2+89 i :i:~ i I , END P SE ! wATER,Lr~ - ` ~ APPROVED ~ W 1 - 8' RLUG ~ , ~ iF
Scale 1 = 40 i ~ I ~ r Ralt c~c 1 - 8 6V , ~ ::::I 1 - 1" elpq~-OfF \ t. ENGINEERING DATE
LOT 36 ~ I ~ ~ \ INSTALL 2 fULL ~IAWTS OF 8' ' , ~ STORM WAT R ( E DATE ~ TRANSPORTATION DATE U
w DATE
HORIZONTAL SCALE.• 1 "=40' - h ~ DATE
M I VERTICAL SCALE.• 1 =4 a
awsrRUCnDN luxc FARM ROAD,
R~ r T aASS ~
lNRO11CH 20 AND 30 M1LL BE BUILT AS
460 _ i7 a 1 - 8 2? ' 1 - 8 ?2 'BEND WILL BE ccwsTRUC DURING n 460
RIM -44829 VPI STA 2+28.1 r a
INV OUT -44278 CURVE LEN=19 07 ~ 1 - ii 'BEND i - 822 ' B i - 8 2? ' 8EN0 ~
0
DESIGN SPEED- 5 MPH n > STA - 4+4439 16A STA 0+55.?9 4 N R1NG PHA 1 ON
- - , ~ ~ 1NV IN -44656 1 - 6' lEE RMI -44619 1NV OUT -444.1 , ~ ?1 10 Of TARY SEWER fR MH ~7 TOWARDS
PART PHASE 1I. 455 i - 8 2? ' 8EN0
455 JN 1N 16 -44J 96 ~ ~ ~ ~ ~ RIM - 51 1NV OUT -44646 1 - i - 8 2? ' B!
22
ELEV ~ ~ ~ ~ STA _ 4+4439 i ~
1NIERSECnON K=24.9 / 3' MIN. CO pVV OUT -446.78 S A -8+8981
V OUT -434.80
K1NC RD STA 0+00 p4 :;~/„~•i~:
450 / ,;..;;;%i ~ STA -10+1 8l 450
_ , ?4 - PRAP RDAD CETJIERL9Vf APILE 2 !NV 1N ?9 -43168 ,'~~fiffflff
' RIM -41663 RIM -44563 - QtN , q R -438,33 !NV OUT -43? ~~•`~0 • ' ~
- 1 ~ g87G , INV OUT -441 y r~ 1NV OUT -441.98 ?5 I V NV (18434.50

STA ?+4857 ~r ~ 1 RIM -44 05 - 8'X8` TEE 1 19 e
44 1NV OUT -44848 , . ~ 5 - ~f INV a1r .43x43 - ~ INTE~sECnav 445 1 ~r
6~ 9 , ? ~ KING FARM RD S 10+55.81 S ~P.°
MH 8 A - Wj ~ Z ~4? ~ M-441.47 ro ~ ~ j l I A
S P ~ a a++f~
' 1 - 8 PLUG Rdl 45i, 0 • ~ VIN (?5437.98 n+
~ ~ (INSTA 2 FULL d0V1VTS OF ' O1P " BP ' ELEV 437.25 ~ ~ CURYE LENS 44.01 ~
1 \ ~ \ DESIGN -25 IAPH ~ x
440 ntANSrnav c c ~ NCO OUPUN 440 ~ ~ sve, ~S,A
84.37 LF 8" P MN /'!7 6• ` ~ e \ ~ _ ,Iw1 CheckM
1 - 6' CV RIM DD ~ 1 _ 5/30/2002 ,Ij ® - 8X8 TEE ac. ~/e/o2
- - MH 6 6 - Rwhlons 8/13/02 ~ i
M1V OUT - 63 %%i;
STA 0+0890 10+75.54 RIM 10
435 !NV 1N (19) - 43829 iNV OUT - 97 97 •'r , , , 435
INV OUT - 4 19 e• ; MH /15 D/ ~ P
.18• R!M 44254 s~%
- 1 - 8X8' TEE INV OiJT - 4.15187 1RANSIAON
CONSTRUCTION DRAWW(i ' SUBMITAL -NOT FIEiEA8ED
8TPVC 117.37' O.SOX 430 ~
430 Shat Tltl.
MH ~1 MH 7
R1M 3? s RIM 440.98
• 1NV T - 42980 ~ INV pV 14 - 429.2
~ INV OUT - 429.11 425
• 425
• n. nn I.M - n~nn 7, nn i~M ~ G/M C1f1/1 71/1/1 121/)/1 ~1/l!1 ' 1/11 /1n ~ nn
i TVV w y vv ~ I vV I VTVV I! t W
~W W W W PROFILE - KING FARM ROAD - STA v-rww 0+00 TO S TO S TA 10+ 55.87 Sheet Number , CD 3,3
SM PLAN CASE NUMBER D01-W

Y /
~ ! \
j r Y % I
1y.- 4; y 1,
r , ~ i ~ TREE PROTECTION FENCE ! ~ /
, I ~ ~ /
~ ~ ~Illt ~r _ ~ ~ ~ i ` ~ \ Y ~
r ~ ~ ' z r~ ~ 1~
c ~ ~ ~ ~ ~ o i ~ ~ ~
7\ ~ - ~ ~ m itn
y O- N~ ( i ~ 1NTE MITTENT STREAM z o - ~ ELEVATION - 409.5 ~
i m ~ \ z ~ . , ~ r*i ~ EXISTING GRADE
Y ! CLEARING LIMIT ~ A ~ i ~ i ao ~ ~ ; WALL, SEE DETAIL u o~ MIN 6 TOP SOIL W
~ ~ C - ~ ~ ~ ~ CL S B R1P-RAP I TOP OF D~qM 416.0 Q
WETLANDS 1 K ~ ~ ~ ~ - 12 C , 35 WIDE CLASS B RIP RA. - Q ~ 4SS B RIP-RAP PERMANENT POOL ELENA LION - 409.5
~ _ , i ~ ~ ~ :p ~ " , 20 LONG 170 ~ ; I 12 THICK 35 WIDE 20 LON~ WIDE 20 LONG - ~ W CLASS B RIP RAP
EG / ~ ~ , w w ~ ~ I 1
~,~~j h ~ - _ - - „ , ~ M~ ~ 2.5:1 MAX SLOPE ~ ~
SD - J N
I, I 1 ~ w , Y ~ MlN. 6" SOIL LAYER BELOW TOP SOIL W
w a_t. i ~ ~Z r ~ l ~ i 1~ I ~ o - O ~ ~Y LOWEST ELEVATION - 408,0 FORE BAY BOTTOM ELEVATION - 408.0
I --N__ ~N ! ~ ~ 1 w FILTER FABRIC o ~ U o ~
w w , ° 0 N
~ ] i ~ I Q Z
1 \ Z Z ~ Q' ~ ~ i t J °
~i 1 / 1 ~ ~ ~ ~ :r' ~ pU
1• 1 WALL - S E ~1E A1L ? . / ~ ~ i 1 \ Q Z
g. ~ ~ ~ 10 0 Z 2
j , _ 1 ~ l0 1 ~ y~ ~ - ~ 1` I i 0 10 20 30
LINE SLO WITH NO~H ~ ~ 1. A I ~ I 1, ~ MER CAN GR EN 50 SC2 E ~ ~ J ~ d
~ ~ ~ ~ 1 . Sca Scale 1" = 10' 4 a
I ~ J 1 LEVE1. SPR ADER ~ ~ ~ 1 1 ~ z $
~-1 ' , . ~1- CREST EL NATION - 421.8 ~ ~ , . 1 ~ ~ , o - t ~ r, 90 LONG SEE DETAIL ~ ~ ~ a ¢ ~ I ~ W
~ \ ~ ~ ~ p THIS PAGE ~ ~ o 2 5~ 1 ~ ~ W ~ ~ ~ _
~ AX ~ 1 \ O
r 2
~h ~ ~o ~ ~ i ~ ~ I i W
' I I
~ I
~ ail ~ j p ~ o I I ° ° ? 3:1 MAX SLOPE
° ~ ° , ° ABC STONE
LI . ; . i ~ ~ ° ~ i o` ° ~ ° ° ° ° TREATED 2X6 ° ° °O:°° ° O ° ~ ~
I~ ~ ~ ~ ~ - e O ° ° o° , ABC STONE
~ , ~ ~,,r::;, ~b . ~o
~ ~ I:: p t. ~ ' ~o , ° ° I ° X00;
~ t ~ ° . 0..~. ~ I 1 0 0~~ , 0 ° ~ 0 • Q • ~ .T MIN. VNOTH
COON ~ ~ 1 ~ . ° ° ~ ~ Q 2 c'~' 1 MIN.
, 1 I r ° ° ,,o~.~o ° ° ~ OO OEPTK
~ ~ ~ STILLING BASIN ~ t - ~ ° 0° ° ° ° °o° ~ 3
? 8X8 , 1.5 DEE ' ~ ~ ~ TRAPIZ AL CHANNEL, L ~ ~ ~ 1 ~ ~ 3' B OM, 3:1 Sl S,; 1 a ° o00 ° ° . )o ° ° oo ~
~ LINE WITH RAP ~ X ~ ~ i 1 ; 1 P, LINE WITH o ° oo ° ° °o ~ ° ° , 0 0' ° i 4 u - w
I, r, , P AMA T ~ • • ~ • • . ~ • a, 1 2" REBAR 2' LONG MAX 4' O.C. ~ o .o ~ r ~
~ ~ rii (Q O ° ° , , ' ( ATTACK 2X6 TO REBAR 0 00 ° ° ~ 5 o ° ° ~ • ° ° s
~ i . a ° ° ° ~s
~ ~ ~ ~ \ _ ° w
~l J ° J ° °
-~-f-t~..!.~~ ~ ~ ~ \ 0 ~ ~ ° ° ° ° Joo I.
1 ~ o ° ° ; ~ ~
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t ~ ~ ~ ~ ~ 3 ~ ® I t
~ ~ ~ ~
~ ? I ~ / ~ ~ ~ `I ~ ! 1
i ~ ~ ~ ~ I
0
20 0 20 4o so DRY DETENTION POND INPN P NT H d
N~rE ~ NAME CITY OF DURHAM
• ~w ~orMac - PUBLIC WORKS DEPARTMENT ~~~~~+~~~~o~~~,,~
Scale 1 " = 20' I 18 Pot,IrmE PONTEDERIA GORDATA PICKEREL WEEP QUART APPROVED CARO ~'a
2 Ilb ,AdJGU5 E 3 50 IRIS VIBE .A1NGU5 EFFUSUS 50FT ~ QUART oo° Q'~.••j°°°°"•.~~ ~~i IRIS VIR6INIANA BLUE FLAG IRIS QUART ENGINEERING DATE ~ 0 . SS
4 53 SGRIPU5 SGRIFU5 GYPERINUS WOOL GRA55 QUART STORM WATER DATE
5 b2 CHASMAI b AO HIBISCUS GHASMANTHIUM LATIFOLIUM RIVER OATS QUART TRANSPORTATION DATE $EAL HIBISCUS MoSGHEUTOS MARSH HIBISG115 QUART DATE ~ 7
7 IS MYRIGA • MYRIGA GERIFIGA SOUTHERN WAX MYTRLE 3 GALLON DATE
r~ lP~, '.°°~N°° ~ o0
~i~ EN P. 6
q 3e OR
54.00'
12.00' 30. DO' > 2.33 ~--1. DO'
416.00
ANCHOR BOLT (4 TOTAL)
413.67 ORIFICE PLATE - 1'6" X 3' X 3/16" 0'1" X 2'0" ORIflCE
,~4 ®12" ,f~4 ®12" O.C., E.F. Dawn sPe, ~sA---
N CItACk~d #5 ®12 0. C. , ANCHOR BOLT (4 TOTAL) D~t~ 5/30/2002
OUTLET ORIFICE #5 ~ Z,00' BLOCK OUT 2.5'X1' HOLE THROUGH CONCRETE WALL, ATTACH A • . n n u °
3/16" THICK ORIFICE PLATE TO THE WALL WITH 4 EXPANSION #6 °L" ~ 12" 0.~ n n ~6 L ~ 12 O.C. L.~ _ r N n Rw~Ofl!< s/~'~b2--.__------ L ~ 12 O.C. ORIFICE PLATE - 16 X 3 X 3/16 8/13/ 2
ANCHORS, RECTANGULAR OR/F1CE IN PLATE TO MEASURE 2'0"X0'7" ~ 2- 9 409.50 0'7" X 2'D" ORIFICE ~
1.00' ~--1, 00 7 2-#9 I._______~ 4.00 2.00 408.50 . -
_ 2- 9 _
- 2- & 1 N N
1.25' # 10 X 2 6 OPENING !N WALL 1.25' N N N
2-#8 #5 L ®12 0, C. 2-#8
,~6 "L" ®12" D, n N N N 4-~4 IN KEY ORIFICE PLATE DETAIL >L®12o.c
#4 ®12" O.C., N 1.00' - COW3IF~ICTION DRAW1dG ~4 ®12 0. C., E.F. 2.00 ~ Z - ~ su~rrAL -NOT RELEASED
FOR CONSTRUCTION
Slit Tltl~
POND
4' 0 4' 8' 12' mmmmoni OUTLET WALL DETAIL
ShNt Numb"r
Scale 1/4" = 1'
C D 4.1
SITE PLAN CASE WMBER DOi-565

/ , _ y ~
r ~ / / ~ ' i / ELEVATION - 409.5
r / I i, I i , EXISTING GRADE
y ~ y I a~ Y / ! ~ / WALL, SEE DETAIL
i i TREE PROTECT! N 0 FENCE / I MIN. 6" TOP SOIL
y ~ ~ I /
y I , ~ / CLASS B R1P-R~ y ~ li / n ~ ASS BRIP-RAP P M -
~ \ ~ ~ ' I ~ ; I 12 THICK, 35 WIDE, 20 LOh y ~ , ' WIDE 20 LONG _ ER ANENT PDOL ELEVATION 409.5 l °i' CLASS B RIP RAP
y + ~ m A~~~
, . ~ , , s;..:y~~~::_._~ ~ ~ 2.5.1 MAX SLOPE
~ INTE TTENT SlREA~f z ~ o _ ~ m~ ~ ~ ~ i "
~ ~ m~ ~ _ _ CLEARING OMIT ` ~ ca ~ N MIN. 6 SOIL LAYER BELOW TOP SOIL
_ w. c ~ fILTER FABRIC LOWEST ELEVAl10N 408.0 FORE BAY BOTTOM ELEVATION - 408.0 W
_ ~ CL S B RIP-RAP ~ TOP OF DAM - 416.0 _ N~RANOS 1 » 1 ~ 1 a
2 CK, 35 WIDE ON ~ ~ 1 4 ~
~ 20 LONG ~I/ ~ E '0 ~ 1 0 10 20 30 W
W W I 1 ~ ~
- ~ ~ ~ ~ ~ ~ U
~ ~ m--. _ ~ 1 Scc N I ~ ~ W Scale 1 = 10 ~
' W
V 4 ;I o ~
I W W \ \ ~ i 1 W ~ ' 1 2.1 MAX SLOPE v o ~
\ ~ ~ ~ _ ~ ~ I e . ~ I ~ ~ ABC sroNE o N
\ WALL - Sff DETAIL ? _ . Z . , / , , , ` I ~ i ~ . Q z I TREATED 2X6 ~
Q, ~ ~ ~ _ I L SPRE DER ~2 ~ ~ ~ ~ a ABC sroNE •
1 ~ I c sr~EV noN - 41x.5. ~ ~ ~ n
~ I \ ! 1 ~ ~ I ILINE SLO WhA~NORTH ~ \ , 1 Q ? I
- . , I E IC N GREEN StS?,50 ~ ~ , ~ I 0 ° ~ ~ ~ z ° ~ ° ° i 4' M1N. WTDIT! o <
~ 1 1 LEVEL SPRE DE 1 ~ off', 1 • ° ° P ° ~ J o ~ o I
I GR ST ELEVATION 4 1. \o ~ . tD1 ' ~ ° ~ o ° ° ° , 1 MIN. ~ d
E 2 \ ~ i , _ I 90 LONG, E DETAIL , ~ ~ 1 1 ° ' • Q' O ° ;~i~'i DEPTH •ii~/ • ° ° Q n ° ~ ~ ~ .
\o I ~f ? ~ TH1S PAGE., > . ~ , ! 1 ~ ~ \s 1 ;5~
! ~ ~ . ° e ~ y~ W
~ 1 G ~ V O 1~ O 1/2 REBAR, 2 LONC, MAX 4 D.C. z
. ' ATTACH 2X6 TO REBAR 2 ~
~ o ~ r` , z 00 o ~ 1 W3
e ° O. O ° ~ 3
° ~Q ° J 0 p° ° ° ° Q
/ ~ ~ ~ - m ~ ~ / 0 0. ~4
G 1, , ~ ~ ? ~ a \ ~ DO' QO' ° \ ° - ~I .•..o Q
~ \ \ , J ~ ~ I~ / 5 • Q °
o: ~ ° Q Q O(~, s
0° ~ ° 0 7 ~ ° °
~ ~ 1 ~ ' : ° ° C ASS 1 RIP RAP, l8 ° OJ ° ° I.
4 . ° ~ t~oN A rHrcK, 10 WIDE, 12 4:1 MAX SLOPf
' I ,.~r ~ , o 1 LONG ° 4:1 MAX SLOPE
~ ~ ~ I 1 STILLIN 'BA *'d:: , ` 25~ ~ 1' ( )
r , : ~ 1 ~ , 10X10, 5 ;s~ ~ , 1RAP1Z AL CHANNEL, I,% , • f----i
~ 1 ~ LINE WITH' IP P 3 B OM, 3.•1 SI S,% _ ;,r ~ ~ ~ ~ ° i~ i•:/ ~
- _ ~ ~ ~ ~ 1 P, LINE WITH . I I .••i ' ~ W!
~ P .AMA r SPLI TTE SOX ~ ~ I 'SEED A/L~ .~,~-r-,~. ~i i G
X 1 ~ ! 1 I: s WORN
~ ~ ~ ~ U
• ~ z
,I 1 I~ ~ ~ ; ~ W - '
/ !
~ ~ ~ ' ~ ~ ~ ~ / I
~ ~
~ L ~ ~ ~ 1 N TR T D W Nl ~ :D W ND ~
1 ' _ ~ auAH BOTArUC 1 CITY OF DURHAM ~ BOTANIGI~L NM~E GOM•ION NAVE 51zE PUBLIC WORKS DEPARTMENT
I I 8 ~oHTE:vE ~ ~ 2 Ilb ,NAJGUS E PONTEDERIA GORDATA PICKEREL wEED QUART APPROVED .uHU1s EFwwS SOFT Ruses QUART ENGINEERING DATE
3 50 IRIS VIRi IRIS VIR6IHIANA BLUE FLAG IRI5 QUART
I ~ 4 53 SGRIFVS / ~ 5 62 GHASMA SGRIPUS crPERlws wool 6RA55 QUART STORM WATER DATE GHA5NUINTHIUM LATIFOLIUM RIVER OATS QUART TRANSPORTATION DATE
/ ~ 6 40 HIB15G15 HIBI5GU5 MoSGH~JtoS MARSH HIBI5GU5 QUART DATE
i I . , ~ I ~ 7 15 M(RIGA MrRIGA GERIFIGA 50UTHERN WAX MYTRLE 3 GALLON DATE
` ' / I ` ~ ~ .
V A ~ / ~ ' \ ~
i
20 0 20 40 60 30" RCP, 1NV 422.92 0
P • d RECAST CONCRETE BOX, 5X5 INSIDE, 4.5 TALL
Scale 1 " = 20' ' 8111/1111 5 - 1~II
4 10 DIA. OPENINGS, INV 421.80 ~N CARD ~i,~ 5 . ~
1rSS ? '
.
EAL r ° 27892
•°F ~ •.NGINti • ~iy •°•°n•°•°°
WEIR -ELEVATION 42267 ~i~ F gP~~~~~ N P. 111
30" RCP, INV 42292 1~/1 1111'1
ZooZ
I i I
I
I I
I L 7 I
~ _ _ ~ SPLI TTER BOX DETAIL
1 4" = 1'
BOX INVERT - 421.80 4- f 0 DIA. OPENINGS, INV 421.80
DreW~ SPB, JSA
54. DO' Checked Jwr
12 00' 30.00' , ~ DNe 5/30/2002 Rsvislon: ~/e/o2
2.33 1,00 8/13/02 416.00 10 16 02
ANCHOR BOLT (4 TOTAL)
413.67 ORIFICE PLATE - 1'6" X 3' X 3/16"
07" X 2'D" ORIFICE
~4®12» ~4 ®12" O.C., E.F.
OUTLET ORIFICE ~ ~ ® 12" O.C. ANCHOR T ~ l BOL (4 TOTAL)
200' BLOCK OUT 25'X1' HOLE THROUGH CONCRETE WALL, ATTACH A ~j ~L" ®12" O.C. - - -
3/16» THICK ORIFICE PLATE TO THE WALL N7TH 4 EXPANSION ~'6 »L» ®12" 0. " " " K~ ~ ~ - . n r " ~/a~N 11lWTIVI\ Vf1F1W~ ~ L ®12 O.C. ORIFICE PLATE 16 X 3 X 3/16 _ NOT RELEASED
~ ANCHORS, RECTANGULAR ORIFICE IN PLATE r0 MEASURE 2'0»X0'1" 1.00' 2-~9 409.50 I I ~ > " 2-fig ~ ~ 0 7 X 2 0 ORIFICE FOR C01~3TRUCTION
7 1.00 ~ 4.00 200 ~------J , . 408.50 ° ° Sheet Tl~e
2-~19

1.25' 1.25' 10 X 2 6 OPENING !N WALL
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SITE PLAN CASE NJMBER D01-565

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' WE PLAN CASE NUMBER Dot-565

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4 53 SU 5 b~ GH. 53 SGRIPUS GYPERIPMIS WOOL 6RA55 QUART TRANSPORTATION DATE ~ • ~ b~ GNASMAMiil6hi LATIFOLWM RIYI~ OATS QUART
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ANCHOR BOLT (4 TOTAL)
ORIFICE PLATE - 1'6" X 3' X 3/16" 413.67
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OUTLET ORlFlCE " CIIaCk~d__ JWf ~5 ~ 12 0. C. , l ANCHOR BOLT (4 TOTAL) DNa s/ao/2oo2
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NUNU
4' 0 4' 8' 12' 1
Sheet Number
Scale 1/4" = 1' OUTLET WALL DETAIL
D 4.1
SITE PLAN CASE NUMBER DOI-565